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1057 BEACH AVE - 2016 DEP SURVEY FOR POOL REVISIONS BY MA WING B DA FOUND 0 UN ................ DEP PERMIT CCK ISSUE 10/28/16 2j�• A-19 ')HO y k"�) J, eVEP k- U Y OF LOTS 5 & 6, BL CK 41, AS SHOWN ON THE PLAT OF ATLANTIC BEACH CORPORATION, AS RECORDED IN PLAT BOOK 6 PAGE 1 OF THE CURRENT PUBLIC RECORDS OF D UVAL COUNTY, FLORIDA. ate• CERTIFIED FOR.- HOWARD J. & VICKI T. LOFF 1 I I I to (A a {' a I i n Z O 1 0 � _ r U ICOASTAL I z � CONSTRUCTION RE-SOD EXCAVATED ^w Q I CONTROL LINE AREAS i W z 0 (_- W w o I PROPOSED ! �� 0 PROPOSED RELOCATED Q > _N o i z POOL DECK I FILLN 2182148.J762 I Q E 375 05.617357 ��c OQ ! U J m Q U F-- W I 1 tA PROPOSED LOT 7 PROPOSED ' I; ELEVATED TIMBERz W I 6 8. r x -0.1 0 W z N POOL o bi DECK N� F- U J LLj = 0 5; 0 2-STORY WOOD 00 200.�� '' i } � � o %� � U J � F.F. ELEV. = 15.77 04 '52"!, 3i o' TO EROSfON CONTROL 1 i'1 1 . w N84 , . �, 1 , z LL .� / o r + CLz0U OVERHANG 15 +14.5 �f I t 0 N 21821 0.126159 le ^ +14.5 +14.2 �i ❑ ! i o U BENCHMARK POWER E 37480 .451764 15$ x 4�_ ' STFP 15 , o� i NAIL (1) Q x 13.51 • CONC , �••.� ' I ? i - z POLE EL. = 14.54 h$ .rya NAM 88 DA TUM `� o 0 �� 0.29 .3 53.8• _ POOL DECK O I x - O I --- - ------ --- I `It � x 2.9 a, U I N I ! o' 13.6 v z a' BRICK �, 1 d BRICK -111 . I I I I �0 9.0 r -+ 2 STORY WOOD _ ° LOT WALK r 141 8.1 j �#1057 x 15.1 POOL 15. \ F.F.=15.12' N I 0❑ i A'` 15.1' I ' 00 cov N i I I I I DEC O I - ' 1 p x 13.52 13.44 BRICK =_ - O 0.0 - : x 2.8 zo O i ! NC do BRICK N GARAGE\ I I �• �� t l � � 1 - �• 40.5 TO ER ION C N7ROL LINE ❑ 1 D/W : F.F.-14.61 2' - 15 +14.5 +14.25 35.5 35.5' NEW POOL 15 �s LL FERC AR __ I +14.5 �.s EQUIPMENT _ � - 8.4 '� BRICK - _ _ •_.. N 218 .4 c.�l x 13.58 1336 � S E 375008. 829 A - W s � �► SEASONAL HIGH MEAN HIGH N 21820 0.185572 2-STORY WOOD LOT 4 E 37480 .121236 VEGETATION WATER LINE WATER LINE F.F. ELEV. - 15.77 PRO O S E D 1� PROPOSED0 ry _ LINE P00 DEC RELOCATED V FI LL (f RE SOD EXCAVATED i COASTAL AR AS = W CONSTRUCTION to I � CONTROL LINE :a w o }- z _j8738'28"W 228.12' FOUND W A-20 Q u' Q 2 W = Q �/ Q Ld 75 -2 LL LEVATED DECK W m TANCE OF NEW E 27 -8 m U SEAWARD DIS 1 OF NEW POOL �- SEAWARD DISTANCE O o J 140'-2 DISTANCE OF NEW POOL DECK 0 ~ SEAWARD ,-0„� -I 18 9 z SEAWARD DIST ANCE OF RELOCATED FILL Q 271 SEAWARD DIST VEGETATION _INE ANCE OF 368'-01)± OF SEASONAL HIGH WATER LINE w SEAWARD DISTANCE �-0$1± �._. 425 SEAWARD DIS TANCE OF MEAN HIGH WATER LINE - 463'-D � NO TES. DISOF "0" WATER LINE SEAWARDDISTANCE 1.) BEARINGS SHOWN HEREON BASED ON COASTAL CONSTRUCTION CONTROL LINE AS RECORDED IN MAP BOOK C, PAGE 72-72H AND OFFICIAL RECORDS VOLUME 7379 PAGE 1769-1782. 2.) ELEVATIONS SHOWN HEREON BASED ON NA VD 88 DATUM. 2.) MEAN HIGH WATER ELEVATION OF 1.87 NA VD 88 DATUM. SITE N1 CHRISTOPHER C.KATHE FL P.E.36820 FLORIDA RAISED SEAL SIGNED IN BLUE INK SCALE: 1 " = 20' DRAWN CCK 10 20 40 CHECKED SCALE: 1' = 20' CCK DATE TO THE BEST OF THE ENGINEER'S KNOWLEDGE AND BELIEF, 10/28/16 THESE POOL DESIGN PLANS AND SPECIFICATIONS ARE IN COMPLIANCE 1 SCALE " = ALE O" WITH THE STANDARDS ESTABLISHED IN SECTION 6213-33,FLORIDA ADMINISTRATIVE CODE. JOB NO. THESE DESIGN PLANS AND SPECIFICATIONS ARE IN COMPLIANCE WITH E16-052 THE STANDARDS AND GUIDELINES ESTABLISHED IN CHAPTER 12.9.4 AND SHEET CHAPTER 13.5.3 OF FEMA 55,COASTAL CONSTRUCTION MANUAL AND APPENDIX L TO THE FEMA 55,COASTAL CONSTUCTION MANUAL. THE POOL HAS BEEN DESIGNED NOT TO INCREASE THE RISK OF DAMAGE OF ADJACENT DWELLINGS DURING A COASTAL STORM EVENT AS REQUIRED BY FAC 62B-33.005(7)AND FEMA 55,CHAPTER 12.9.4. THE SWIMMING POOL HAS BEEN DESIGNED AS AN EXPENDABLE STRUCTURE IN ACCORDANCE WITH FAC CHAPTER 62B-33.005(7). SHEET 1 OF 2 1 (REVISIONS BY DEP PERMIT CCK ISSUE 10/28/16 W I I ZI z O LL Y I i.., L I Q W � OW O O z I— z V w p W W W V) z L � zWl z z i J p W Z W z o W F- (n H m F- F- J W Z (n J J > w z W (� (n (n l� W W W W �I �I O I C C)F- � , � � I F-I F- F- I� F-IW F-I W U I J I p QQ Q W Q Qz LL. w JJ pp p0 p 0 � � „ � Q � Q :2 :3 O CL QO �W �O Q xo x x3:: x p ~ � Q QQ°- Q v B I W 0 ' 0' �F-I Q1a QF- 0 > 'w 0 > 0_ F- LLJ aQW OO WJ W W n- LL. 0 a_ W U U (n W (n z (n I Q O Q = Q s Q I I I I I I U z � Lu I I I I I I I I I wz o _ 0 � wzLo Q -, W -� o 1 11 I 1 I I I I I I � Xa0 Q 463,-0„t U v J m O f- UJW � SEAWARD DISTANCE OF "0” WATER LINE ow w z N Ldc/) cn -im00 = 0 5; o 425' 0"f c� 1 m SEAWARD DISTANCE OF MEAN HIGH WATER LINE 0 z o O � �Y I I I I I 1 368'-0"f (f} z SEAWARD DISTANCE OF SEASONAL HIGH WATER LI E Ov 271,_0„± U SEAWARD DISTANCE OF VEGETATION LINE I I I 189'-0"f I I SEAWARD DISTANCE I I I I I OF RELOCATED FILL I I 140'-2 Il1 .1 I SEAWARD DISTANCE I I I I I OF NEW POOL DECK 127'-8» I I , NOTE: I I I SEAWARD DISTANCE ALL REFERENCED DIMENSIONS FROM OF NEW POOL THE DEP CCCL LINE TO THE NEW RESIDENTIAL POOL STRUCTURE AND I I 75-2" I I I POOL DECK ARE TAKEN FROM THE SEAWARD DISTANCE OF NEW ' ' CENTERLINE OF THE SUBJECT I I I ELEVATED TIMBER DECK PROPERTY EXISTING TWO STORY RESIDENCE w EXISTING FINISH ALL ELEVATIONS AS SHOWN HEREON ARE w U 30.0' FLOOR AT BASED ON NAVD 1988 DATUM 30.0' z Q EL.+15.12 NAVD o D Do Q o NEW ELEVATED TIMBER DECK ---� 25.0NEW POOL DECK -NEW POOL 25.0 r— � Q EXISTING GRADE OF � W v Q NEW POOL DECK D Q bi wm PROPOSED GRADE FILL 20,0' W m v 20.0 RE-SOD AREAS FILLED WITH LL. L0 z EDGE OF — LL O Q PAVEMENT EXISTING GRADE(N A vn) (N A VD) 0 Q 15.0 0 10.0' 10.0' EXISTING GRADE 5.0' 5.0 z 0.0' 0.0' NAVD NAVD EXCAVATION QUANTITIES: TOTAL EXCAVATION FROM POOL = 234.2 CYDS SITE PROFILE_ TOTAL EXCAVATION FROM PILE 6.9 CYDS TOTAL EXCAVATION = 241.1 CYDS SCALE: 1" = 20' (HORIZONTAL) CHRIS (VERTICAL SCALE EXAGERATED) FLOP.EE THE 6820 NET EXCAVATED FILL USED AS SITE _ +241.1 CYDS FLORIDA RAISED SEAL FILL SEAWARD OF CCCL SIGNED IN BLUE INK EXCAVATION NOTES: ALL EXCAVATED EXISTING SAND MATERIAL SHALL BE RELOCATED DRAWN AROUND THE PERIMETER OF THE NEW POOL SHELL AND UTILIZED CCK AS BACKFILL MATERIAL AROUND THE POOL AND POOL DECK. ALL CHECKED EXCESS EXCAVATED EXISTING SAND MATERIAL SHALL BE PLACED CCK SEAWARD OF THE EXISTING TWO STORY HOUSE AS REQUIRED. ALL DATE RELOCATED FILL MATERIAL SHALL BE DEP APPROVED CLEAN, ' 10/28/16 WELL COMPACTED, SAND MATERIAL. TO THE BEST OF THE ENGINEERS KNOWLEDGE AND BELIEF, SCALE THESE POOL DESIGN PLANS AND SPECIFICATIONS ARE IN COMPLIANCE 1 of = 20'-0" WITH THE STANDARDS ESTABLISHED IN SECTION 6213-33,FLORIDA ADMINISTRATIVE CODE. JOB N0. E16-052 THESE DESIGN PLANS AND SPECIFICATIONS ARE IN COMPLIANCE WITH SHEET THE STANDARDS AND GUIDELINES ESTABLISHED IN CHAPTER 12.9.4 AND CHAPTER 13.5.3 OF FEMA 55,COASTAL CONSTRUCTION MANUAL AND APPENDIX L TO THE FEMA 55,COASTAL CONSTUCTION MANUAL. THE POOL HAS BEEN DESIGNED NOT TO INCREASE THE RISK OF DAMAGE OF ADJACENT DWELLINGS DURING A COASTAL STORM EVENT AS C 2 REQUIRED BY FAC 62B-33.005(7)AND FEMA 55,CHAPTER 12.9.4. THE SWIMMING POOL HAS BEEN DESIGNED AS AN EXPENDABLE STRUCTURE IN ACCORDANCE WITH FAC CHAPTER 62B-33.005(7). Qs- 2 OF 2 REVISIONS BY o. DEP PERMIT STRUCTURAL NOTES: ISSUE 10/28/16 CCK vI DESIGN IN ACCORDANCE WITH REQUIREMENTS OF THE NOTE: 2014 FLORIDA BUILDING CODE. ICONTRACTOR SHALL ADJUST POOL :ZE, ELEVATIONS, POOL DECK ELEVATIONS, DEP DESIGN CRITERIA: AND SITE GRADES, AS REQUIRED, TO DUVAL COUNTY BLEND IN WITH THE EXISTING MONUMENT R049 GRADES AND HOUSE CONDITIONS RE-SOD AREAS FILLED v COASTAL CONSTRUCTION EL. +15.00' NAVD WITH EXCAVATED SAND 100 YEAR STORM ELEVATION +17.5' NGVD EL.+16.4' NAVD TOP OF DECK DRAIN ( ) co CONTROL LINE NEW POOL DECK. WAVE CREST HT. NEW ELEVATED NEW TRAVERTINE FIELD PAVERS PROPOSED RELOCATION 100 YEAR STORM DESIGN + 5.5' NGV ' OVER COMPACTED SAND OF SITE FILL SEAWARD OF D (EL.+ 4.4 NAVD) TIMBER DECK DRAINAGE SWALE a , „ BED. FINISH TO BE THE COASTAL CONSTRUCTION GRADE N84045 5,2E ,2D0. DD DETERMINED BY OWNER CONTROL LINE x 14.2 -- '� -- -- _ LIVE LOADS: 15 x 14.6 UNIFORM LIVE LOADS: } cn CONCRETE EQUIPMENT � X 16.1 ' ® cn U+ +14• +14.25 + POOL DECK SLABS/COPING 40 PSF 1 °3' E ISTING EL. +15.08 NAVD 14.5 W00 STEPS 15 ALLOWABLE UNIT STRESSES f \53\8' `F'q Fi, A' CONCRETE: (PER ACI 318) Kxx EL. +15.08 NAVD CONCRETE: ' ----- - ' NEW SLAB ON GRADE - F F EDGE OF DECK o f c - 3000 PSI U o _ NEW °POOL CO EL. +15.33 NAVD:.` FF I STRUCTURAL POOL SHELL SLABS - z cn DECK DECK v� , FE° TOP OF: POOL F f F EL. +15.0 NAVD o f'c 5000 PSI cn I STRUCTURAL POOL SHELL WALLS f c = 5000 PSI �` f`` COPING °�° �°� °F.• �• EDGE OF DECK � � w .,w Q BRICK DRAIN ;�°° AUGERCAST CONCRETE ANCHOR PILE f'c = 5000 PSI W z o f :ZE � --- ----- -� -----�Et ._ -�+- -t -- _��� f'c = 5000 PSI I. z w o CONCRETE PILE CAPS r II STEP f`` ��' LLJ 7) CONCRETE GRADE BEAMS f c - 5000 PSI Q J z LL oN STEP F � Qw 00 0 SUNS ELF I STEPS I Ff `F > E CONCRETE MAXIMUM WATER CEMENT RATIO: Q v - -- I ; EL. +15.08' NAVD STRUCTURAL POOL SHELL SLABS AND WALLS 0.42 U v J w o F EDGE OF DECK ,' CONCRETE PILE CAPS AND GR O m z f I ADE BEAMS 0.42 w N 15.1 �" I I I I Ep L h�; ��` h h AUGERCAST ANCHOR PILE 0.46 v J w 2 STORY WOOD N I I I SPA o X 15'1 00 '� o '`� SLAB ON GRADE LLJ o > o cn \#1057 I I I -� I POOL DEPTH �� NEW 0.52 = U z J 00 CO I I I VARIES p T,. X Z L� COVERED ;�, 3'-s" To 5'-0" 4 I ;POOL 15 2 N �� 5 ALL POOL SHELL WALLS, SLABS, GRADE BEAMS AND O J BRICK F.F.=15.12 I H N I WALK ' Y O , DECK f,. PILE CAPS SHALL CONTAIN "PREVENT-C" SHRINKAGE ~ U " ' �' REDUCING ADMIXTURE AS MANUFACTURED BY VITRO z Q � 7.0' I I _6 I 61 � f DEEP WELL � �FF�,f� � O� I I I SUNSH LF EL. +16. 3 NAVD , MINERALS. THE DESIGN MIX SHALL BE PROPORTIONED o -------- � I _ co i TOP OF PA DRAINS -------- "I 14'- ACRYLIC ALL 36'-0" 112'-6" '� TO BE COMPATABLE WITH THIS ADMIXTURE WITH RESPECT U Z FF. TO CEMENT CONTENT, AIR CONTENT, OTHER ADMIXTURES, o I I L ,+ ��._ FFF -CEMENT RATIO SHALL BE 0.042. ETC MAXIMUM WATER �� CONC & BRICK N I I I �A F F` GARAGE, REINFORCMENT: ' p !" I I I ^ ASTM A615 - GRADE 60 ' �w F.F.=14.61 EXISTING WELDED WIRE FABRIC ASTM A185 NEW DECK N EL. +15.25' N VD EL. +15.08' NAVD Z I I I DRAIN EL. +15.25' NAVD EL. +15.33' NAVD EDGE OF DEC EDGE OF DECK # GRADE T SOIL BEARING PRESSURE: 2000 PSF O 0 2' I I ---- --- I EDGE OF DECK TOP OF POOL AS REMAS "AUGERCAST" EL. +15. 0 NAVD COPING AST CONCRETE ANCHOR PILES TOP OF DECK DRAIN f EL. +15.25 N D Ia- f 15 EDGE OF DE Gj � 1) MINIMUM 16" DIAMETER z < 19. 35.5 ,�Dc• f 2) MINIMUM 8'-0" LENGTH 14.5 ff Q o +14.5 +14.25 + h 3 REINFORCE w 6- 5 x 10 -6 w 3 TIES AT 12 O.C. U U! BRICK cS` ) , /_ # / # 4) CONCRETE f c 5000 PSI 5) PILE CAPACITY SHALL BE 10 TONS. O , „ 15 '; 14 _ ALL NC ARE REINFORCED CONCRETE ' AN, 13 4 & W OD ALL CONCRETE WORK SHALL CONFORM TO THE REQUIREMENTS OF THE WATERPROOFING NEW ELEVATED LATEST EDITION OF ACI 318 AND ACI 301. CONCRETE MIX DESIGNS Z AND FLASHING TIMBER DECK NEW POOL DECK. SHALL BE SUBMITTED FOR THE REVIEW AND APPROVAL OF THE COASTAL CONSTRUCTION DESIGNED BY OTHERS TRAVERTINE FIELD PAVERS STRUCTURAL ENGINEER. 0 � CONTROL LINE NEW OVER COMPACTED SAND DRAINAGE SWALE BED. FINISH TO BE PROPOSED RELOCATION Q DETERMINED BY OWNER OF SITE FILL SEAWARD OF UNLESS OTHERWISE SHOWN ON DRAWINGS, MINIMUM COVER FOR v, THE COASTAL CONSTRUCTION REINFORCING SHALL BE AS FOLLOWS: U ' o I 751-2)p � CONTROL LINE 0 SLABS ON GRADE CENTERED z Q v ' SEAWARD DISTANCE OF NEW ELEVATED DECK _ STRUCTURAL POOL SHELL V RE SOD AREAS FILLED 2 0Lj w - 127'-8" WITH EXCAVATED SAND AUGERCAST ANCHOR PILE 3" z o z w � SEAWARD DISTANCE OF NEW POOL ALL REINFORCEMENT SHALL CONFORM TO ASTM A615, GRADE 60. Q (,f a ALL WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185. W = Q 1401-2" am SEAWARD DISTANCE OF NEW POOL DECK ALL HOOKS IN REINFORCING BARS SHALL BE ACI STANDARD HOOKS. z w m U ALL CONCRETE REINFORCEMENT SHALL BE DETAILED, FABRICATED Q r\ F= 189 0 f o z LABELED, SUPPORTED AND SPACED IN FORMS AND SECURED IN PLACEU. Q I SEAWARD DISTANCE OF RELOCATED FILL IN ACCORDANCE WITH THE PROCEDURES AND REQUIREMENTS OUTLINED IN THE LATEST EDITION OF THE 'MANUAL OF STANDARD PRACTICE FOR D Q ' COASTAL CONSTRUCTION DETAILING REINFORCED CONCRETE STRUCTURES', ACI 315. BAR .� I ' CONTROL LINE SUPPORTS SHALL BE PLASTIC DIPPED AFTER FABRICATION. w ALL REINFORCING SPLICES SHALL CONFORM TO THE REQUIREMENTS OF THE LATEST EDITION OF ACI 318, BUT IN NO CASE SHALL BE LESS THAN C� EXCAVATION FROM POOL 40 BAR DIAMETERS, U.O.N. ALL WELDED WIRE FABRIC SHALL BE LAPPED NOTE: SHALL BE USED AS BACKFILL TWO (2) MESH PANELS AND TIED SECURELY. WHERE REQUIRED, DOWELS POOL MANUFACTURER RESPONSIBLE AROUND POOL DECK. NO SHALL MATCH SIZE AND NUMBER OF MAIN REINFORCING, U.O.N. IMPORTED FILL FOR THE DESIGN AND INSTALLATION POOL SITE PLAN AND GRAPING PLAN PERMITTED. 0 SUPPLEMENTARY NOTES O OF POOL EQUIPMENT PEDESTALS AS SCALE: 1/8" = 1'-0" REQUIRED BY FEMA REQUIREMENTS NOTE: VERIFY ALL DIMENSIONS WITH ARCHITECTURAL DRAWINGS. �- INDICATES SLOPE/RUNOFFELEVATIONS SHOWN HEREON ARE COORDINATE OPENINGS, SLEEVES, AND EMBEDDED ITEMS WITH BASED ON NAVD 1988 DATUM ALL REFERENCED DIMENSIONS INSTALL AN AUTOMATIC TIMER 15 PROPOSED GRADING FROM THE DEP CCCL LINE TO ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND PLUMBING DRAWINGS. FOR THE POOL LIGHT TO ENSURE - 15--�-------�-�----- EXISTING GRADE THE NEW RESIDENTIAL POOL THE STRUCTURAL ENGINEER SHALL NOT HAVE CONTROL OR BE STRUCTURE AND POOL DECK RESPONSIBLE FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES, THAT THE POOL LIGHT IS TURNED ARE TAKEN FROM THE OFF WHEN NOT IN USE X15°7 EXISTING SPOT ELEVATION CENTERLINE OF THE PROCEDURES, SEQUENCES, ACTS AND/OR OMISSIONS OF THE SUBJECT PROPERTY CONTRACTOR, OR ANY OTHER PERSONS PERFORMING WORK, NOR FOR NUMBER OF BULB LUME S HAYWARD TYPE OF MOUNTING THE FAILURE OF ANY OF THEM TO CARRY OUT WORK IN ACCORDANCE NOTE: SYMBOL FIXTURE FIXTURES AND TYPE MODEL No. MOUNT HEIGHT WITH THESE CONTRACT DOCUMENTS. NO EXTERIOR DECK LIGHTING CHRISTOPHER C.KATHE PROPOSED HAYWARD COLORLOGIC 2pcs AT POOL 95 watt LE SP0527SLED50 HORIZONTAL 2'-0" BELOW NOTE: PROVIDE ALL TEMPORA FL P.E.36820 THE OWNER SHALL INSTALL AND TEMPORARY BRACING, SHORING, GUYING, OR OTHER MEANS FLORIDA RAISED SEAL 4.0 LED POOL LIGHT FLUSH MOUNT WATERLINE MAINTAIN A FOUR (4') FOOT TO AVOID EXCESSIVE STRESSES AND TO HOLD STRUCTURAL ELEMENTS SIGNED IN BLUE INK NOTE: COLOR: AMBER LED 1 pc AT SPA 40 watt LE SP0535SLED50 HIGH (MINIMUM) FENCE AROUND IN PLACE DURING CONSTRUCTION. POOL DRAINAGE SHALL BE DIRECTED THE POOL AREA (TO MEET OR IF THE FOOTING ELEVATIONS SHOWN OCCUR IN A DISTURBED, OR DRAWN TOWARDS NEW DRAINAGE SWALES EXCEED LOCAL CODES) UNSTABLE SOIL, THE ENGINEER SHALL BE NOTIFIED. CCK CHECKED CCK DATE TO THE BEST OF THE ENGINEER'S KNOWLEDGE AND BELIEF, 10/28/2016 SCALE THESE POOL DESIGN PLANS AND SPECIFICATIONS ARE IN COMPLIANCE 1/8 = 1 WITH THE STANDARDS ESTABLISHED IN SECTION 626-33,FLORIDA ADMINISTRATIVE CODE. JOB NO. E16-052 THESE DESIGN PLANS AND SPECIFICATIONS ARE IN COMPLIANCE WITH SHEET THE STANDARDS AND GUIDELINES ESTABLISHED IN CHAPTER 12.9.4 AND CHAPTER 13.5.3 OF FEMA 55,COASTAL CONSTRUCTION MANUAL AND APPENDIX L TO THE FEMA 55,COASTAL CONSTUCTION MANUAL. THE POOL HAS BEEN DESIGNED NOT TO INCREASE THE RISK OF DAMAGE OF ADJACENT DWELLINGS DURING A COASTAL STORM EVENT AS REQUIRED BY FAC 62B-33.005(7)AND FEMA 55,CHAPTER 12.9.4. THE SWIMMING POOL HAS BEEN DESIGNED AS AN EXPENDABLE STRUCTURE IN ACCORDANCE WITH FAC CHAPTER 62B-33.005(7). SHEET 1 OF 4 BEND OVER 6-#5 REVISIONS BY 51'-0" VERTICAL REINFORCING FROM AUGERCAST CONCRETE DEP PERMIT CCK > >• '- PILE LAYOUT ANCHOR PILE INTO ISSUE 10/28/16 1,_0„ 12,_3„ 12,_3„ 12 _3 12 -3 1 0 w MONOLITHIC POOL SHELL CO z I- 6„ 14'_0„ 1,_0:1,_O„ 34'_0„ 6 N SUNSHELF TEPSTE EL. VARIES � 2 EL. +8.73' NAVD 1 8'-0" TOP OF PILE 3 , TOP OF PILE EL. +8.83' NAVD „ J EL. +12.83' NAVD P_3 EL. 10.08' NAVD p_3 EL. +9.33 NAVD P-3 DEEP WELL TOP OF PILE 16 0 AUGERCAST TOP OF PILE TOP OF PILE , I CONCRETE ANCHOR PILE w/ � TOP OF PILE i � ----_____ __ ( _ -- ---- - '- --------�- ------------------ --r----- ----------- - ' ---------------- ---------�--- -I------------- - ----� T- - I - I 1 6-#5 x 10,_6„ LONG w/ of r I I --�- - BENCH -` I - #3 TIES © 12" O.C. i BENCH PB-1 -�- I PB-1 BENCH I \ / I PB 1 I / I AT 8'-0" LONG PILE FPB-11 \ / I �� I T 1 --------------------------------- -----------------------------------------1 I �1 T J L---T—J � � o 1 ;- STEP _I STEP STEP ; I _ ,. •� � I 1 ; STEP o STEP STEP ; i I 00 I U I ; m ; CIO ; I PILE SECTION z � I D_ STEPS 4 1 — w o I ; ' I SCALE: 3/4 = 1 -0 bi I I ; SUNSHELF ; P-3 `� j S LL z o o j j� EL. -3'-6" EL. -4 -6 m I N EL. VARIES = z w o N I mm EL. +10.08 NAVD I 0 °- 1 BOTTOM OF PILE 1 TOP OF PILE _ w ujJ I Q z�- o � I TYPICAL 16 DIAMETER Q Q ►� 0 Uc) J o � Qw o Z cv I � CONCRETE ANCHOR PILE m I , „ L----J o ' I Of ww EL. + 2.83' NAVD I 2 -0 x2 -0 _I IKO'2 � �' v-� w � 1 S BE CH EL. +8.8 NAD ELEVATI 0N cL- T P OF PILE , RAISED STEP = o > o DEEP WELL ; I I TOP OF PILE � z o z I , , „ -- _ o0 I 10 l -6$0 4 —0 if-6" 10 DRAINS r -1 �-2SCALE. 3/8 1 -0 O N o w POOL _ „ I i' 1 o I- v o o EL. 5 -0 I _ I _ I cn Q o - 1 - BSEP STEP STEP z I I POOL ,DEPTH VARIES �\ / N zo I. w `r QO N 3 -6 TO 5 -0 16 wide x 12 deep POOL GRADE 0 _ m SPA SPA DEEP WELL LT I BEAM "PB-1" w/ 4-#5 BOTTOM U I LIGHT DRAIN 1 I 1 - DRAINS ; I END 6„ (TYPICAL AT LONG SIDE) P 4 I 6 CONCRETE POL »I " ' BE CH C° ; I WALL w/ 4 REI FORCING BEND OVER 6-#5 VERTICAL 6 - 2$—Oft 1 -0 2'— 1 -0 2'-Opo 1 - r-��--, I © 12" O.C. EACH WAY, 1 - REINFORCING FROM "AUGERCAST" 1 6 CONCRETE POOL SLAB ; I CENTERED {TYPI AL) CONCRETE ANCHOR PILE INTO j - I - o w/ 1-#4 ® 12 O.C., I MONOLITHIC POOL SHELL ' CENTERED, EACH WAY I I r7 EL. +10.08' NAVD ' L -� 2 I ; ; N I o o , co o I m TOP OF PILE , I0 1 I I ^I 1 EL. -4'—6 m I N I I i 10,_0„ -8 °- 1 z N o 1 SUNSHELF ' 1 P-2 I ol m EL. -3 -6 1 m o0 36,_0„ 6+ 3-#4 EACH WAY 2'-0"x2'_0„ U 16 ; 14 -0 I ABOVE PILE PILE CAP �.JJ jI I P OL , 1 1'-0"f 16"0 "AUGERCAST" I I POOL _ _ -- 1 / _-�- r---�-� r----� LIGHT r -- , LI HT ---4 /� ` ---- -- CONCRETE ANCHOR PILE w �- �--------------------------------- -------------------a � � � ------------------------------- ----------------------I ���`� �---- ----------------------------------------- --- I I ---- -------------------- --------------------i - � - - -- 6-#5 x 10'-6" LONG w/ _ _ -�— PB-1 o I „ Z 1 _� _ - PB 1 I I [PB-11 - PB 1 I 1 �� I 1 1 �--� I 3 TIES C� 12 O.C.1 � / 1 � � � 1 # >, w ' -- --- ---------- ------- -- CO I --------------- ----------1--- -1---------------- -- --C° ----L--,- -1----------------------- -I--;- L-- -�- ( T 8 -0 LONG PILE U ' 3' NAVD EL. 8.73' NAVD I EL. +8.83' NAVD (TYPICAL 10 LOCATIONS) z EL. +10.08 NAVD I EL. +9 3 � �— EL. +12.83 NAVD � 2 TOP OF PILE TOP OF PILE P-3 TOP OF PILE TOP OF PILE TOP OF PILE L1J w o 6" CONCRETE POOL SIDE WALL w/ 1'-4" OQ o 1 2 #4 REINFORCING ® 12" O.C. z J _ w L� 3 PLAN 5 _ p-4 EACH WAY, CENTERED (TYPICAL) 2'-0" V) Q =P-3bi POOL ANC OR PILE LAYOUTp_3 P 3 _ SCAf: 3/8 8" = 1'-0" Q U NOTE. / P DETAIL J � � w INSTALL 2 cs 5 CORNER BARS TYPICAL ANCHOR PILE CA wm P # AT EACH END OF POOL GRADE r-'-, „ I_�'1�_I INDICATES 6"0 "AUGERCAST" v BEAM PB-3 INTERSECTION I \ I / 1 CONCRETE NCHOR PILE 3 SECTI O 0 < w/ POOL GRADE BEAM PB-1 . L__.J I ' PROVIDE 25" MINIMUM LAP. P-2 SCALE: 3/4 = 1 -0 — O Q GENERAL NOTES: 0- LOCAL BUILDING CODES PRIOR TO BACKFILL. J 1) PRESSURE PIPING SHALL BE TESTED AS PER , EXPANSION JOINT AND SEALANT 2) ALL DEP APPROVED AND FILL SHALL BE BACKFILLED AND COMPACTED TO A DENSITY OF 95% OF Q EL. +15.33' NAVD OPTIMUM MODIFIED S ANDARD ASTM PROCTOR TEST. BACKFILL SHALL BE INSTALLED IN 12" LAYERS. EL. +15.33' NAVD EXPANSION JOINT AND SEALANT z NEW DECK DRAIN TOP OF COPING 3) REFER TO POOL MAN FACTURER'S PLANS FOR DETAILS OF THE POOL, PLUMBING/PIPING, AND TOP OF COPING TRAVERTINE FIELD PAVERS OVER TRAVERTINE FIELD PAVERS OVER ELECTRICAL REQUIRE ENTS. 6" COMPACTED SAND BED. FINISH BED. FINISH 6 14 -0 36'-0" COMPACTED SAND TO BE DETERMINED BY OWNER TO BE DETERMINED BY OWNER CANTILEVERED TRAVERTINE 4 TOP w 90° STD CANTILEVERED TRAVERTINE # /„ COPING AS PER POOL BUILD UP PERIMETER 0 BUILD UP PERIMETER COPING AS PER POOL BEND ® 12 O.C. WITH EXCAVATED MANUFACTURER OWNER EL. +14.83' NAVD MANUFACTURER/OWNER SLOPE EXISTING SAND FILL WITH EXCAVATED / 1 _0 SP WATERLINE TILE O EXISTING SAND FILL WATERLINE TILE SUNSHELF BE OND WATER LINE (TYPICAL) '`' ' " �` '� �` '-} r ''' '' EXISTING GRADEIn EXISTING GRADE (TYPICAL) - • cy) %�/%//. 10" BOND BEAM w/ 2-#4 10" BOND BEAM�w/ 2-#4 +I „ • • • = 6 CONCRETE POOL SLAB CONTINUOUS ON SIDES CONTINUOUS ON SIDES +� (o AND AROUND PERIMETER AND AROUND PERIMETER w/ 1-#4 CSD 12 O.C., PB-3 12"wide x 38"deep POOL '� CENTERED, EACH WAY 16 wide x 12"deep 6" CONCRETE POOL END WALL w/ INTEGRAL POOL GRADE �� \c- „ GRADE BEAM "PB-4" w/ POOL GRADE BEAM EL. +9.83' NAVD `n 4 REINFORCING C�? 12" O.C. BEAM PB-3 w 4- 5 BOTTOM 24. LAP # NOTE. �� �� CHRISTOPHER C.KATHE / # 3-#5 TOP AND 3-#5 BOTTOM w/ PB-1 BEYOND BOTTOM OF POOL EACH WAY, CENTERED (TYPICAL) INSTALL 2pcs #5 CORNER BARS FL P.E.36820 EL. +12.83' NAVD #3 STIRRUPS @ 6"/12" O.C. FLORIDA RAISED SEAL 16 wide x 12"deep POOL GRADE AT EACH END OF POOL GRADE SIGNED IN BLUE INK TOP OF PILE PB-4 - - • • BEAM "PB-2" w/ 4-#5 BOTTOM BEAM "PB-2 INTERSECTION ADD 4 HORIZONTAL _ _ --- --- # w/ POOL GRADE BEAM "PB-1". LOCATE ALL LAP SPLICES WITHIN EL. +10.08' NAVD _ _ @ 12" O.C. AT INTERIO PROVIDE 25" MINIMUM LAP. DRAW THE POOL SHELL SLAB. AVOID TOP OF PILE FACE OF POOL CCK - - AVD EL. +8.83' NAVD ED LAP SPLICES WITHIN THE POOL EL. +8.73 N - - _ DEEP WELL TOP OF PILE CHECK SHELL WALLS. EL. +9.33 NAVD TOP OF PILE - CCK " AST" TOP F PILE - - DRAINS 3-#4 EACH WAY ABOVE PILE 16 AUGERC „ _ _ - - DATE 16 AUGERCAST 3 STIRRUPS © 6" O.C. 10/28/E 2016 CONCRETE ANCHOR PILE w/ CONCRETE ANCHOR # - - EL. +9.33' NAVD 2'-0"X 2'-0"X 1'-0"d PILE TO THE BEST OF THE ENGINEER'S KNOWLEDGE AND BELIEF, 6- 5 x 10'-6" LONG w - - FIRST 3 -0 EACH END, _ _ CAP AT SINGLE PILE, SCALE # / PILE BEYOND BOTTOM OF POOL O.C. A T M I D D E _ THESE POOL DESIGN PLANS AND SPECIFICATIONS ARE IN COMPLIANCE 3/8" = 1'-0" #3 TIES ® 12 O.C. THEN 12 - SEE PLAN FOR LOCATIONS EL. +4.83 NAVD _ _ SLAB WITH THE STANDARDS ESTABLISHED IN SECTION 626-33,FLORIDA AT 8'-0" LONG PILE _ _ ADMINISTRATIVE CODE. JOB NO. BOTTOM OF PILE _ _ 16"0 "AUGERCAST" E16-0 52 160 "A GERCAST" 16"0 "AUGERCAST" CONCRETE ANCHOR PILE W/ THESE DESIGN PLANS AND SPECIFICATIONS ARE IN COMPLIANCE WITH SHEET CONCRETE ANCHOR —",\ _ 6- 5 x 10'-6" LONG W THE STANDARDS AND GUIDELINES ESTABLISHED IN CHAPTER 12.9.4 AND CONCRETE ANCHOR # / CHAPTER 13.5.3 OF FEMA 55,COASTAL CONSTRUCTION MANUAL AND PIE BEYOND LONGITUDINAL CROSS SECTION _ _ PILE BEYOND #3 TIES © 12" 0.C. APPENDIX L TO THE FEMA 55,COASTAL CONSTUCTION MANUAL. EL. +2.08' NAVD Ltj _ _ AT 8'-0" LONG PILE THE POOL HAS BEEN DESIGNED NOT TO INCREASE THE RISK OF DAMAGE TM 0 F PILE EL. +1.33 NAVD - - 1 SECTION _ _ OF ADJACENT DWELLINGS DURING A COASTAL STORM EVENT AS B REQUIRED BY FAC 62B-33.005(7)AND FEMA 55,CHAPTER 12.9.4. BTM F PILE 3 8" = 1'-0" - - EL. +0.73' NAVD EL. +0.83 NAVD �-2SCALE. / BOTTOM OF PILE THE SWIMMING POOL HAS BEEN DESIGNED AS AN EXPENDABLE BOTTOM OF PILE STRUCTURE IN ACCORDANCE WITH FAC CHAPTER 62B-33.005(7). SHEET 2 OF 4 REVISIONS BY EXPANSION JOINT AND SEALANT EXPANSION JOINT AND SEALANT EXPANSION JOINT AND SEALANT EL. +15.33' NAVD #4 TOP 12 90° STD DEP PERMIT TOP OF COPING BEND C� 12 O.C. ISSUE 10/28/16 C CK TRAVERTINE FIELD PAVERS OVER L. +15.33 NAVD TRAVERTINE FIELD PAVERS OVER TRAVERTINE FIELD PAVERS OVER TOP OF COPING " 6" COMPACTED SAND BED. FINISH COMPACTED SAND BED. FINISH 6" 14'-0" 1'-0" 1'-0" MONOLITHIC CONCRETE COMPACTED SAND BED. FINISH 6A 25 -0 STEPS ADD 1-#4 TO BE DETERMINED BY OWNER TO BE DETERMINED BY OWNER TO BE DETERMINED BY OWNER CANTILEVERED TRAVERTINE TEPSTE „ ® 12" O.C., EACH WAY 1 6 1 -0 1 -0 COPING AS PER POOL 1'-0' BUILD UP PERIMETER BUILD UP PERIMETER MONOLITHIC CONCRETE WITH EXCAVATED MANUFACTURER/OWNER BM EL. +14.83' NAVD WITH EXCAVATED SLOPE EL. +14.83 NAVD SLOPE EXISTING SAND FILL SLOPE WATERLINE TILE EXISTING SAND FILL BENCH/STEPS w/ 1-#4 773. - (TYPICAL) SUNSHELF WATER LINE ,r >. Ca? 12" O.C. EACH WAY WATER LINE ' ~` ""'' EXISTING GRADE r'y ' ' ' ` EXISTING GRADE Y '�.. '"' '• - :, : ,; \/\\r�\/�\,�� BENCH />;/ ol ���/,�/ \ 10 BOND BEAM w/ 2-#4 10" BOND BEAM W/ 2-#4 • , � 6 CONCRETE 10 BOND BEAM w/ 2-#4 CONTINUOUS ON SIDES sTE � CONTINUOUS ON SIDES CONTINUOUS ON SIDES ..W._..., 12°� � POOL SLAB w AND AROUND PERIMETER o AND AROUND PERIMETER AND AROUND PERIMETER - LAP 1-#4 ® 12" O.C., S P CONCRETE POOL SLAB � �� INTEGRAL POOL GRADE PB 3 12 wide x 38'�deep P00'l� '�' CENTERED, EACH 6" CONCRETE POOL SIDE WALL w 12" lq- `� 6 C " - 6 CONCRETE POOL SIDE WALL w - t, / - 4 12 O.C. / GRADE BEAM PB 4 w WAY EL. +9.83 NAVD w/ 1 # ® 4 REINFORCING ® 12" O.C. BEAM PB 3 w/ 4-#5 BOTTOM #4 REINFORCING ® 12 O.C. LAP CENTERED, EACH WAY 24 LAP # � 3-#5 TOP AND 3-#5 BOTTOM w/ EACH WAY, CENTERED BOTTOM OF POOL EACH WAY, CENTERED (TYPICAL) EL. +12.83 NAVD #3 STIRRUPS @ 6 /12 O.C. „ 16"wide x 12"deep POOL GRADE TOP OF PILE � 16 wide x 12 dee POOL GRADE PB-4 � p - _ • • BEAM "PB-1" w/ 4-#5 BOTTOM WITHIN 16 BEAM x 12"deep BEAM PB-1 w/ 4-#5 BOTTOM • • - - - LOCATE ALL LAP SPLICES THE POOL SHELL SLAB. AVOID EL. +10.08' NAVD POOL ,GRADE BEAM U PB-1 � � DEEP WELL EP -1 LAP SPLICES WITHIN THE POOL TOP OF PILE PB 1 BEYOND z � EL. +8.83' NAVD DRAINS EL. +8.83 NAVD SHELL WALLS. ADD #4 HORIZONTAL ^W Q TOP OF PILE EL. +9.33' NAVD TOP OF PILE - V PILE 16"0 "AUGERCAST" C�? 12 O.C. AT INTERIOR W z o EACH WAY ABOVE PILE BOTTOM OF POOL 3-#4 EACH WAY ABOVE 16"� "AUGERCAST" FACE OF POOL = z w o 3-#4 SLAB 16 wide x 12"dee CONCRETE ANCHOR PILE w POOL GRADE BEAM '� ' " CONCRETE ANCHOR 3 STIRRUPS ® 6" O.C. �' Z b- o 2'-0 x2 -0 x1 -0 d PILE 2 -0 x2 -0 x1 -0 d PILE 6-#5 x 10 -6 LONG w/ # Q N I- " - " BEYOND T SINGLE PILE PILE BEYOND FIRST 3'-0 EACH END, Q CAP AT SINGLE PILE, PB 2 CAP A #3 TIES ® 12 O.C. = PLAN FOR LOCATIONS SEE PLAN FOR LOCATIONS AT 8'-0" LONG PILE EL. +4.83 NAVD " Q U SEETHEN 12 O.C. AT MIDDLE 16"0 "AUGERCAST" » • BOTTOM OF PILE E U 0 J m o 160 "AUGERCAST" NOTE: CONCRETE ANCHOR 16 AUGERCAST NOTE. N INSTALL 2 cs 5 CORNER BARS of o U w CONCRETE ANCHOR PILE w INSTALL 2 cs 5 CORNER BARS PILE BEYOND CONCRETE ANCHOR PILE w/ P # ' / P # F POOL GRADE 6—#5 x 10'-6" LONG w/ AT EACH END OF POOL GRADE 6- 5 x 10 -6 LONG w AT EACH END 0 W J -i ao # / 3 TIES C� 12" O.C. BEAM "PB-4" INTERSECTION = z �z � � #3 TIES © 12 O.C. BEAM PB-1 INTERSECTION # NG PILE NOTE. EL. +2.08 NAVD w/ POOL GRADE BEAM PB-1 a- K o 0 AT 8'-0" LONG PILE w/ POOL GRADE BEAM "PB-2". AT 8 -0 LO INSTALL 2pcs #5 CORNER BARS » OF POOL GRADE BTM OF PILE PROVIDE 25" MINIMUM LAP. � Y PROVIDE 25 MINIMUM LAP. AT EACH END ttl EL. +0.83' NAVD V, U EL. +0.83 NAVD BEAM "PB-3" INTERSECTION = BOTTOM OF PILE 1V BOTTOM OF PILE w/ POOL GRADE BEAM "P13-111. U PROVIDE 25" MINIMUM LAP. PARTIAL LONGITUDINAL CROSS SECTION AT STEPS U CROSS SECTION AT DEEP WELL 1 SECTION 4. . SECTION EXPANSION JOINT AND SEALANT �-3SCALE: 3/8" = 1'-0" EXPANSION JOINT AND SEALANT �-3SCALE: 3/8" = 1'-O" EL +1533' NAVD / TRAVERTINE FIELD PAVERS OVER TRAVERTINE FIELD PAVERS OVER COMPACTED SAND BED. FINISH 6" TOP OF COPING 25'_0" 6" COMPACTED SAND BED. FINISH TTO BE DETERMINED BY OWNER O BE DETERMINED BY OWNER 1' 6" 1'-0"11- " BUILD UP PERIMETER MONOLITHIC CONCRETE 1/2" EXPANSION JOINT w/ TRAVERTINE FIELD PAVERS OVER WITH EXCAVATED SLOPE EL. +14.83 NAVD SLOPE ELASTOMERIC SEALANT COMPACTED SAND BED. FINISH EXISTING SAND FILL BENCH/STEPS w/ 1-#4 TO BE DETERMINED BY OWNER EXISTING GRADE " ` " @ 12 O.C., EACH WAY WATER LINE =' `` �,� :y::�' -t " �` CANTILEVERED TRAVERTINE E ti . _ :; <: • BUILD UP PERIMETER OF �\/�`j`\��`•j' COPING AS PER POOL \ �\,\,�\,�� ' BENCH „ / DECK WITH EXCAVATED \ # MANUFACTURER/OWNER EXISTING SAND FILL j 10" BOND BEAM w/ 2-#4 � 10 BOND BEAM w/ 2- 4 CONTINUOUS ON SIDES s-� 12 6" CONCRETE POOL SLAB t° CONTINUOUS ON SIDES EL. +15.33' NAVD 9 LAPAND AROUND PERIMETER AND AROUND PERIMETER I w/ 1-#4 ® 12" O.C., i� WATER LINE - . :.. : `4 TEP '� CENTERED, EACH WAY 24 LAP 6 CONCRETE POOL SIDE WALL w/ EL. +14.83' NAVD 6 CONCRETE POOL SIDE WALL w/REINFORCING ® 12" O.C. #4 REINFORCING ® 12 O.C. #4 R 6" WATERLINE ��`���\. � EACH WAY, CENTERED EACH WAY, CENTERED (TYPICAL) \r Q TI LE ° 16„wide x 12deep POOL GRADE . . • • 16 wide x 12"deep POOL GRADE w "PB-1" w 4- 5 BOTTOM _ B-1 BEAM "PB-1" w/ 4-#5 BOTTOM 10" BOND BEAM w/ 2-#4 U BEAM PB / # PB 1 � ND EL. +9.33 NAVD EL. +9.33 NAVD #4 HORIZONTAL---' CONTINUOUS AROUND PEREMETER (TYPICAL) z z Q TOP OF PILE TOP OF PILE ® 12 O.C., W LU0 - ABOVE PILE 3-#4 EACH WAY ABOVE PILE CENTERED #4 VERTICAL Q i o 3-#4 EACH WAY © 12" O.C., � 2'-0"x2'-0"x1'-0"d PILE 2 -0„x2 -0 x1 -0 d PILE CENTERED Q = CAP AT SINGLE PILE, CAP AT SINGLE PILE, z W = U SEE PLAN FOR LOCATIONS SEE PLAN FOR LOCATIONS 6” 0 U Q w " 16 AUGERCAST 16 � AUGERCAST000w CONCRETE ANCHOR PILE w/ � U r, F- CONCRETE ANCHOR PILE w/ SECTION AT SHALLOW END 6—#5 x 10'-6" LONG w/ `� z 6-#5 x 10'-6" LONG W CROSS TYPICAL COPING EDGE DETAIL # » / #3 TIES @ 12" 0.C. �'�- J #3 TIES © 12 O.C. w AT 8'-0" LONG PILE O AT 8'-0" LONG PILE 2 SECTION 5 SECTION cn P-3 : = 1'-0" EL. .33' NAVD " EL. +1.33' NAVD SCALE3/8" +1 P-3 SCALE: 3/4 = 1 -0 BOTTOM OF PILE0 BOTTOM OF PILE � 0 EXPANSION JOINT AND SEALANT EXPANSION JOINT AND SEALANT I ' EL. +15.33' NAVD a' ........................ TRAVERTINE FIELD PAVERS OVER EL. +15.33 NAVD TRAVERTINE FIELD PAVERS OVER I _ » OF COPING _ to TOP OF STEP 6" COMPACTED SAND BED. FINISH MAINTAIN 2" -I --------- ---------�----------- TRAVERTINE SAND BED. FINISH 6 TOP 25 0 TO BE DETERMINED BY OWNER CONCRETE COVER I TO BE DETERMINED BY OWNER 6" CONCRETE POOL SLAB AROUND OPENING STEP BUILD UP PERIMETER ,� BUILD UP PERIMETER w/ 1-#4 ® 12" O.C., TRAVERTINE WITH EXCAVATED °' CENTERED, EACH WAY SLOPE WITH EXCAVATED ----,----------,--------- , ---------I- 3 ADD 4pcs #4 x -0 EXISTING SAND FILL SLOPE w o EL. +14.83' NA D EXISTING SAND FILL DIAGONALS AROUND DEEP �- WATER LINE EXISTING GRADE 24" LAP ' ' '' '"` ' EXISTING GRADE I I I WELL DRAIN OPENING , , I 10" BOND BEAM w/ # 10" BOND BEAM w/ 2-#4 #4 ® 12 O.C. CONTINUOUS ON SIDES •• • • • • CONTINUOUS ON SIDES EACH WAY, CENTERED, PERIMETER I AND AROUND PERIMETER � AND AROUND P � - POOL SLAB REINFORCING PB-1 � - PB-1 DEEP WELL I _ CHRISTOPHER C.KATHE 16 wide x 12 dee MONOLITTHIC 16 wide x 12 deep POOL GRADE 16"wide x 12"deep POOL GRADE P � FL P.E.36820 BEAM "PB-1" w/ 4-#5 BOTTOM POOL GRADE BEAM 2'-0"x2'-0" RAISED STEPS BEAM "PB-1" w/ 4-#5 BOTTOM DRAIN EL. -5 -0 FLORIDA RAISED SEAL "PB-3" BEYOND w 4 VERTICAL DOWELS � (EL. +9.83' NAVD) SIGNED IN BLUE INK EL. +12.83' NAVD / #, EL. +12.83 NAVD TOP OF PILE 16"0 "AUGERCAST" @ 12 O.C. AROUND THE TOP OF PILE PERIMETER w 3pcs #3 TIES DRAWN ABOVE PILE CONCRETE ANCHOR / 3-#4 EACH WAY ABOVE PILE AIN OPENING REINFORCING GBK 3 #4 EACH WAY AB DEEP WELL DR PILE BEYONDCHECKED 2 -0 x2 -0 x1 -0 d PILE 2'-0"x2'-0"x1'-0"d PILE CCK CAP AT SINGLE PILE CAP AT SINGLE PILE, 6 SECTION DATE ' SEE PLAN FOR LOCATIONS SEE PLAN FOR LOCATIONS 10/28/16 �� �� SCALE: 3/4" = 1'-0" TO THE BEST OF THE ENGINEER'S KNOWLEDGE AND BELIEF, SCALE 16"0 "AUGERCAST" 16 AUGERCAST �-3 THESE POOL DESIGN PLANS AND SPECIFICATIONS ARE IN COMPLIANCE 3/8" = 1'-0" CONCRETE ANCHOR PILE w/ CONCRETE ANCHOR PILE w/ - WITH THE STANDARDS ESTABLISHED IN SECTION 626-33,FLORIDA 6—#5 x 10' 6 LONG w/ 6-#5 X 10'-6" LONG W/ ADMINISTRATIVE CODE. JOB N0. E16-052 #3 TIES @ 12 ItO.C. #3 TIES @ 12" O.C. THESE DESIGN PLANS AND SPECIFICATIONS ARE IN COMPLIANCE WITH ' AT 8 —0 LONG PILE t I AT 8'-0" LONG PILE SHEET THE STANDARDS AND GUIDELINES ESTABLISHED IN CHAPTER 12.9.4 AND CHAPTER 13.5.3 OF FEMA 55,COASTAL CONSTRUCTION MANUAL AND EL. +4.83' NAVD CROSS SECTION AT S U N S H E L F EL. +4.83' NAVD APPENDIX L TO THE FEMA 55,COASTAL CONSTUCTION MANUAL. BOTTOM OF PILE 1V BOTTOM OF PILE THE POOL HAS BEEN DESIGNED NOT TO INCREASE THE RISK OF DAMAGE 3 SECTION OF ADJACENT DWELLINGS DURING A COASTAL STORM EVENT AS P 3 REQUIRED BY FAC 62B-33.005(7)AND FEMA 55,CHAPTER 12.9.4. J-3 SCALE: 3/8" = V-0" THE SWIMMING POOL HAS BEEN DESIGNED AS AN EXPENDABLE STRUCTURE IN ACCORDANCE WITH FAC CHAPTER 62B-33.005(7). SHEET 3 OF 4 " . C2 2 2" REVISIONS BY 8" OUT TO OUT DEP PERMIT CCK #3 TIE ISSUE 10/28/16 1'-6"f 6„ 10,_0„ 10" 7,_0„ 10„ 10" AL WALL WALL 1'-0" 2'-0" 1'-0" 2'-0" 1'-0" 2'-0" 1'-0" 1'-6" EL. +16.33' NAVD ACRYLIC SPA WALL 3%09 65/8" EXPANSION JOINT AND SEAL NT SPA TOP OF SPA WALL (DESIGNED BY OTHERS) 3" TRAVERTINE FIELD PAVERS OVER STEP STEP STEP BENCH ACRYLIC SPA WALL COMPACTED SAND BED. FINISH DESIGNED BY OTHERS TO BE DETERMINED BY OWNER EL. +15.33' AVD EL. +16.33' NAVD ( ) NEW DECK DRAIN TOP OF COP NG SPA WATER LINE . . , L. +15.33' NAVD EL. +15.33' NAVD . . BUILD UP PERIMETER CANTILEVERED RAVERTI E OP OF STEP SUNSHELF WATER LINE TOP OF TILE 1/2" CHAMFER COPING AS PER POOL TYPICAL WITH EXCAVATED MANUFACTURE OWNER -TRAVERTINE WATERLINE TILE ( ) EXISTING SAND FILL / STEP N 17 N\ WATERLINE TIL 3 ROWS #3 TIES (TYPICAL) �n SLOPE SL PE (TYPICAL) co ® 3" 0•C• 1 00 . EL + 4 83 NAVD . . .. N- -.4 •' •. • - - :.'. • : , •.:' #4 VERTICAL .: . BENCH ® 12" O.C. BENC WATER LINE - \ • • • _ ! • •a co U / ----------------- --------- ------- -I POOL a•• • • • EXISTING GRADE 10" BOND BEAM w/ 2–#4 18" wide MO OLITHICLi • 10" CONCRETE SPA WALL w/ a W z o CONTINUOUS ON SIDES �,\\ \\ \\ \\ \\ \\ \\ \\ CONCRETE BENCH w/ #4 " , a d' a .A = z w o /\/\/ / r #4 REINFORCING N FOR CI N G 12 0.C. AND AROUND PERIMETER /��/i,��/�\/\\\�/,�/%/i� ,�/ VERTICAL REINFORCING EACH FACE, EACH WAY ..° ' ~ Lu _j MONOLITTHIC © 12" O.C. °a Q J w W o � INTEGRAL POOL GRADE – _ 2 –0 x2 – RAISED STEPS _ BEAM PB-3 w/ 4—#5 BOTTOM _ _ PB-3 4 0 2 4 a' . Q Q w/ #4 VERTICAL DOWELS �- Q EL. +12.83' NAVD 6" CONCRETE @ 12" O.C. AROUND THE U o m o cV TOP OF PILE 6" CONCRETE POOL SLAB � v J w SUNSHELF SLAB w/ PERIMETER / 3pcs #3 TIES 24" LAP _ 10 1–#4 ® 12" O.C., w/ 1 #4 ® 12 O.C., CONCRETE AT ACRYLIC SPA o > 6- o LOCATE ALL LAP SPLICES WITHIN CENTERED, EACH WAY #4 VERTICAL ® 12 O.C. \\i\�j,��j\ii\/j\/- -- ---- ---- -___ ____ CENTERED, EACH WAY = c� Z J oO THE POOL SHELL SLAB. AVOID - ------ SPLICES WITHIN THE POOL #4 HORIZONTAL © 12" O.C. DETAIL O F- o o 6- LAP .� SHELL WALLS. 8 CONCRETE SPA, SLAB r5� v ,� – – w/ 1–#4 C� 12 O.C., P-4 SCALE: 11/2" = 1'-0" z 16 AUGERCAST EACH WAY, CENTERED o CONCRETE ANCHOR PILE w/ = U 6–#5 x 10'-6" LONG w/ – – BEND OVER 6–#5 VERTICAL LOCATE ALL LAP SPLICES WITHIN U #3 TIES © 12" O.C. – – EL. +10.08 NAVD - --- -- REINFORCING FROM AUGERCAST THE POOL SHELL SLAB. AVOID AT 8'-0" LONG PILE TOP OF PILE CONCRETE ANCHOR PILE INTO LAP SPLICES WITHIN THE POOL LOCATE ALL LAP SPLICES WITHIN _ _ MONOLITHIC SPA SHELL SHELL WALLS. EL. +4.83' NAVD THE POOL SHELL SLAB. AVOID SLAB AND BENCH BOTTOM OF PILE LAP SPLICES WITHIN THE POOL 3–#4 EACH WAY ABOVE PILE SHELL WALLS. 2'-0"x2'-0"x1'-0"d PILE 16"0 "AUGERCAST" – – CAP AT SINGLE PILE, CONCRETE ANCHOR PILE w/ SEE PLAN FOR LOCATIONS CROSS SECTION THROUGH SPA 6-#5 x 10'-6" LONG w/ #3 TIES © 12" 0.C. _ _ rT--\N S E C TI ON AT 8'-0" LONG PILE j ��4SCALE: 3/4" = 1' -0" EL. +2.08' NAVD Q BOTTOM OF PILE BEND OVER 8–#5 0 TRAVERTINE FIELD PAVERS OVER VERTICAL REINFORCING COMPACTED SAND BED. FINISH FROM "SONOTUBE" FORMED J TO BE DETERMINED BY OWNER z CONCRETE ANCHOR PILE INTO w 6" LAYER SAND BASE I — MONOLITHIC POOL SHELL O N � U COMPACTED TO A DENSITY O SLOPE OF AT LEAST 95% OF THE EL. VARIES Z Q 6" TOP OF PILE a' w o k>,. . .'�.. W MODIFIED PROCTOR MAXIMUM EXPANSION JOINT AND SEALANT •: A „ :." : : '4.: 0 AL DRY DENSITY (ASTM D 1537) „ Q Fy z J �• q`f� .8 :- . .. ;A :k:: a}. ,'. : •• . • �:.. .: 24 SONOTUBE FORMED CONCRETE Q _ W LL TRAVERTINE FIELD PAVERS OVER > COMPACTED SAND BED. FINISH EL. +15.33' NAVD " . ' BUILD UP PERIMETER OF ANCHOR PILE w/ 8–#5x7'-6" LONG (� Q TO BE DETERMINED BY OWNER TOP OF COPING DECK WITH EXCAVATED w 3 TIES @ 12" O.C. AT z v ,/ #„ Q W BUILD UP PERIMETER EXISTING SAND FILL 5 0 LONG PILE ry Q w WITH EXCAVATED CANTILEVERED CONCRETE i /�/ / / ,/�r /�/\/\/\ \/� EXISTING GRADE �I m COPING AS PER POOL r z EXISTING SAND FILL MANUFACTURER/OWNER %/�� `n '` U SLOPE N � EL. +14.83 NAVD STABILIZED SUBGRADE, NON–PLASTIC, EL. VARIES �ti�� O o J WATERLINE TILE INORGANIC, EXISTING EXCAVATED GRANULAR BOTTOM OF PILE d. • '. ... i :. •' � a.• :n' d a :•.,:• •: '•'a (TYPICAL) d SOIL COMPACTED TO A DENSITY ~ 0 Q - :.•. WATER LINE. OF AT LEAST 95% OF THE PROCTOR U —� ` MAXIMUM DRY DENSITY (ASTM D 1537) PILE SECTION Lv EXISTING GRADE 10 BOND BEAM w/ 2-#4 POOL DECK CONCRETE FIELD PAVERS ALTERNATE 24 DIAMETER CONCRETE ANCHOR PILE CONTINUOUS ON SIDES AND SHALLOW END WALL 3 DETAIL 5 ELEVATION ��4SCALE: 3/4" = 1'-0" ��4SCALE: 3/8" = 1'-0" (� 6" CONCRETE POOL WALL LOCATE ALL LAP SPLICES WITHIN w/ #4 REINFORCING THE POOL SHELL SLAB. AVOID 12" O.C. EACH WAY LAP SPLICES WITHIN THE POOL » TYPICAL 6'-0" O.C. 1 x4 P.T. SYP NO.2 OR (TYPICAL) SHELL WALLS. 1"x6" P.T. SYP NO.2 (TYPICAL)mon nnnnnnnnnnnn FENCE BOARDS 16"wide x 12"deep 6" CONCRETE POOL SLAB POOL GRADE BEAM 2"x4" P.T. SYP NO.2 TOP RAIL "PB-1" w/ 4–#5 BOTTOM 24„ LAP w/ 1–#4 ® 12" O.C., � CENTERED, EACH WAY o > » (TYPICAL AT SOUTH LONG SIDE) I 4x4 P.T. SYP NO.2 POSTS z_ @ 6'-0" O.C. Q � CHRISTOPHER C.KATHE 1 11111 11 111 1111111111 11111111 1111111111 11 �­-fl -Aar 2"x4" P.T. SYP NO.2 BOTTOM RAIL FLORIDA RAISED SEAL 20 • • . SIGNED IN BLUE INK 110 % /," L /i,,/�,i,,./ir./ice/i�/�r :�;•: ��%/% 16" DIA. LIMEROCK BASE 3" CLEAR f v : :a•:1 .<.a= .. i ::t ' .. ► DRAWN COMPACTED TO A DENSITY CCK 4–#5 BOTTOM , � p : ;"" ; OF AT LEAST 95% OF THE 1 _4 ' f, r�.q ' ' -0r� r"�,� • ,' CHECKED MODIFIED PROCTOR MAXIMUM CCK IPB-1] DRY DENSITY (ASTM D 1537) DATE :. STABILIZED SU BGR ADE, TO THE BEST OF THE ENGINEER'S KNOWLEDGE AND BELIEF, CROSS SECTION AT POOL SOUTH SIDE WALL & :- I I ��' �_: I NON–PLASTIC INORGANIC SCALE ' ' ' THESE POOL DESIGN PLANS AND SPECIFICATIONS ARE IN COMPLIANCE " __-___� _�_____� GRANULAR SOIL COMPACTED WITH THE STANDARDS ESTABLISHED IN SECTION 62B-33,FLORIDA 3/4 = 1 –0 SECTIONTO A DENSITY OF AT LEAST ADMINISTRATIVE CODE. JOB NO. 2 95% OF THE PROCTOR MAXIMUM E16-052 P-4 SCALE: 3/4" = 1'-0" 4'—0" WOOD FENCE DRY DENSITY (ASTM D 1537) THESE DESIGN PLANS AND SPECIFICATIONS ARE IN COMPLIANCE WITH SHEET THE STANDARDS AND GUIDELINES ESTABLISHED IN CHAPTER 12.9.4 AND CHAPTER 13.5.3 OF FEMA 55,COASTAL CONSTRUCTION MANUAL AND rT� SECTION APPENDIX L TO THE FEMA 55,COASTAL CONSTUCTION MANUAL. THE POOL HAS BEEN DESIGNED NOT TO INCREASE THE RISK OF DAMAGE P–4 SCALE: 3/8" = l'—O" OF ADJACENT DWELLINGS DURING A COASTAL STORM EVENT AS REQUIRED BY FAC 62B-33.005(7)AND FEMA 55,CHAPTER 12.9.4. THE SWIMMING POOL HAS BEEN DESIGNED AS AN EXPENDABLE STRUCTURE IN ACCORDANCE WITH FAC CHAPTER 62B-33.005(7). SHEET 4 OF 4 REVISIONS BY DEP PERMIT CCK ISSUE 10/28/16 401-8 1/4"f 0 41 » „ „ TIONS Q 2'-2 1 2" 12'-8 1/2"f 12 -8 1/2 f 12 8 1/2 f 4 6x6 POST LOCA U / o 2"x10" P.T. SYP NO.2 RIPPED 2"x10" P.T. SYP No.2 OWN RIM BOARD. FASTEN w DECK JOIST, INSTALL I- 1 D / „ o ADD 6"x6" P.T. SY NO.2 4 ROWS 12d RING SHANK TIGHT AGAINST 6 x6 a_ POST FOR HANDRAILONLY. D-2 STAINLESS STEEL NAILS POST. FASTEN w/ 6-12d 2"x12" P.T. SYP No.2 6"x6" P.T. SYP N0.2 (2)2 x10 P.T. SYP No.2 POST C° NO POST TO GRAD BELOW. @16" O.C., INTO THE STAINLESS STEEL NAILS STRINGER BELOW, ^x DIAGANOL RIM BORAD RIPPED TYPICAL 6 LOCATI NS END OF EACH DECK JOIST (TYPICAL) THIS SIDE (TYPICAL 6 LOCATIONS) cfl DOWN TO 81/4". FASTEN TO ( ) ADJOINING RIM BOARD w 8-12d "x10" RIM BOARD RIPPED DOWN TO 81/4" 2"x10" RIM BOARD RIPPED DOWN TO 81/4 2"x10" RIM BOARD RIPPED DOWN TO 81/4" / 2 �� 0 RING SHANK STAINLESS STEEL NAILS � � � � / \ � �I l :......:: .....::.. :..:.....::.......:. ......:......:...:..... .......................It . .............. ................... ::::: ::::::::::::::::::::: :::::::: ............. .77 :77........ ....................... ...................... ...................... ...................... 7...7.71 ........ .................. ....................... _ 24 �x2 0 d CONCRETE (2)1.7 x11.25 2.0E U 2 MICRO M LVL STRING R "DONUT" FOUNDATION Z cn D-2 BELOW (TYPICAL 4 LOCATIONS) ..w Q 1pc SIMPSON H3 LLJ z o = c� o' STAINLESS STEEL I- w z o 0 HURRICANE CLIP w/ Q J w N 2 x10 P.T. S No.2 TAPER DECK JOISTS 16 C. EXISTING TIMBER 8-8dx11/2" STAINLESS � � Q 0 co0�o � FRAMED STAIR (TYPI L) STEEL NAILS AT EACH • -) Q DECK JOIST (TYPICAL) U o M 0 v- STRINGERS, TREADS, W N AND RISERS TO REMAIN o� of � � U� w �. LJ v) cn -i a- ao ADD 6"x6" P.T. SYP NO.2 = c� > -i coo "x P.T. YP No. POST FOR HANDRAIL ONLY. 0 F- oN o u- 2 " STA GERED SOLID LOCKIN NO POST TO GRADE BELOW. 0 Y ELE ATE DE(IK 2 w/ -1 d T E-NAI EACH END. U 1 D-1 HO FLUS TOT OF J ST (TYPICAL 6 LOCATIONS) {� Z � r�3 ADD 2"x8" P.T. SYP No.2 U D-1 TY CAL D-2 SOLID BLOCKING EACH SIDE U TYPIC w/ 6-16d STAINLESS STEEL RING SHANK NAILS INTO ADD 6"x6" P.T. SYP N0.2 (2)1.7 'x11.25 2.OE 6"x6" POST EACH POST FOR HANDRAIL ONLY. MICROLAM LVL STRING-R NO POST TO GRADE BELOW. BELOW 18" x2'-0"d CONCRETE (TYPICAL 6 LOCATIONS) �_ � L ILJ � � � � � � J � � � "DONUT" FOUNDATION L L L L LL :.:.......:::.:....::. :...... :.................... ....................... ...............::..... :....:.......... ..................... ............7.777:... L L L L ...................... ::...........:........ :.................. :.................... ...................... .................7777 ::::.:::t............ (TYPICAL 4 LOCATIONS) L L 00..................7 ..7.... ...................... .................. ....................... ...................... ...................... ...................... ..................... ....... :............... ....... . ...................... ..................... ................ _......._. ..........7777. ......._.. .._........._.:.:... ...... 7777. � � i ► / o ADD 2 x8 P.T. SYP No.2 -// o.2 ` _moi SOLID BLOCKING EACH SIDE - U u� w/ 6-16d STAINLESS STEEL RING SHANK NAILS INTO 6"x6" POST EACH NOTE: 2"x12" P.T. SYP No.2 WATERPROOFING AND 1 pc SIMPSON H3 STAINLESS STEEL STRINGER BELOW, FLASHING DESIGNED HURRICANE CLIP w/ THIS SIDE IBY OTHERS 8-8dx11/2" S AINLESS Z STEEL NAILS 4,T EACH DECK JOIST (TYPICAL) Q EXISTING � W TWO STORY U RESIDENCE Z Q � W U W � p � 0 Wz QLli LL- V) ¢ _ W = � LL I.y Wm W m t` =Q- MODIFIED DECK SYSTEM DESIGNCRITERIA: ELEV/�TED TIMBER DECK FRAMING PLAN o DEAD LOAD = 10 sf - SUPERIMPOSED DECK P SCALE. /2 - 1 0 F- r;71 0 SUPERIMPOSED DECK LIVE LOAD = 60psf 6 x6 P.T. SYP NO.2 " ST POST FOR HANDRAIL ONLY. 6x6 P.T. SYP N o.2 PO NO POST TO GRADE BELOW. 2ply 1.75"x11.25" 2.OE 1 SIMPSON H3 CLIP UPLIFT CONNECTOR SCHEDULE Q MICR LAM LVL STRINGER L p �.J..� MEMBER SUPPORT SIMPSON CONNECTOR �- Q 2"x10" DECK JOIST 2ply MICROLAM LVL (1)H3 CLIP EACH INTERSECTION 2"x6" P.T. SYP NO.1 DECKING w/ 2pcs-#10 x 21/2 2 x6" P.T. SYP NO.1 DECKING w/ 2pcs-#10 x 21/2 DECK STRINGER W #2 SQUARE DRIVE TYPE 316 STAINLESS STEEL DECK #2 SQUARE DRIVE TYPE 316 STAINLESS STEEL DECK SCREWS AT EACH SLEEPER INTERSECTION 6"x6" POST 2 '/20 THROUGH BOLTS AND SCREWS AT EACH SLEEPER INTERSECTION 2ply MICROLAM LVL ( ) WATERPROOFING AS PER ARCHITECTURAL WATERPROOFING AS PER ARCHITECTURAL DECK STRINGER 8-16d RING SHANK S.S. NAILS W PLANS (DESIGNED BY OTHERS) PLANS (DESIGNED BY OTHERS) 6"x6" POST 18"0 FOUNDATION 1-#4x12" EACH WAY 2"x4" P.T. SYP NO.2 SLEEPERS. FASTEN THROUGH NOTE: 2"x4" P.T. SYP NO.2 SLEEPERS. FASTEN THROUGH 24"0 FOUNDATION 1-#4x18" EACH WAY WATERPROOFING AS PER ARCHITECTURAL PLANS WATERPROOFING AND WATERPROOFING AS PER ARCHITECTURAL PLANS 3 ,� FLASHING DESIGNED 3/4" PRESSURE TREATED TONGUE AND GROOVE /4 PRESSURE TREATED TONGUE AND GROOVE BY OTHER NOTES: ° PLYWOOD SHEATHING. FASTEN w/ 10d PLYWOOD SHEATHING. FASTEN w/ 10d ° ° STAINLESS STEEL NAILS 1) CONNECTORS ARE SIMPSON STRONG TIE, 304 STAINLESS STEEL. ° RING SHANK STAINLESS STEEL NAILS RING SHANK 2) SEE DETAILS THIS SHEET FOR TYPICAL APPLICATIONS CHRISTOPHER C.KATHE SLOPE 1" @ 4" O.C. EDGES AND 6' O.C. FIELD FL P.E. SED @ 4 O.C. EDGES AND 6 O.C. FIELD 3) USE THE FOLLOWING FASTENERS FOR EACH CONNECTOR: FLORIDA RAISED SEAL 0 o SIGNED IN BLUE INK H3 8-8dx11/2" STAINLESS FLORIDA PRODUCT APPROVAL #10456.13 0 0 STEEL NAILS H3 DRAWN CCK ``~ CHECKED 1 CCK DATE ,---- � TO THE BEST OF THE ENGINEER'S KNOWLEDGE AND BELIEF, 10/28/2016SCALE �'' THESE ELEVATED DECK DESIGN PLANS AND SPECIFICATIONS ARE IN 1/2 COMPLIANCE WITH THE STANDARDS ESTABLISHED IN SECTION 626-33,Nel JOB N0. FLORIDA ADMINISTRATIVE CODE. E16-052 1"x6" WESTERN RED CEDAR V-NOTCH TONGUE 2"x10" P.T. SYP No.2 TAPERED 1"x6" WEST RN RED CEDAR V-NOTCH TONGUE 2"x10" P.T. SYP No.2 TAPERED THESE ELEVATED DECK DESIGN PLANS AND SPECIFICATIONS ARE IN SHEET AND GROOVE CEILING DIAPHRAGM (LUMBER DECK JOISTS @ 16" O.C. TAPER AND GROOVE CEILING DIAPHRAGM (LUMBER DECK JOISTS @ 16" O.C. TAPER INCHACOMPLTER 12. .1 THE ANDCTANDARDSAND 1OFTH GUIDELINES ESTABLISHED �� 1 �� 1 �� �� 1 IN CHAPTER 12.9.1 AND CHAPTER 13.5.1 OF THE FEMA 55, GRADE AS PER OWNER). BLIND NAIL w/ 6d 1 FROM 914 TO 81/4 GRADE A PER OWNER). BLIND NAIL w/ 6d 1 FROM 9 /4 TO 81/4 COASTAL CONSTRUCTION MANUAL. STAINLESS STEEL FINISHES NAILS AT EACH STAINLE S STEEL FINISHES NAILS AT EACH THE ELEVATED DECK HAS BEEN DESIGNED NOT TO INCREASE THE DECK JOIST INTERSECTION. DECK JOIST INTERSECTION. RISK OF DAMAGE TO ADJACENT DWELLINGS DURING A COASTAL 1 SECTION 2 SECTION STORM EVENT AS REQUIRED BY FAC 626-33. D-1 SCALE: 1 1/2 I) = 1'-0" THE ELEVATED DECK HAS HAS BEEN DESIGNED AS AN EXPENDABLE SHEET 1 OF 2 D-1 SCALE: 11 /2 = 1 -O STRUCTURE IN ACCORDANCE WITH FAC CHAPTER 62B-33.005(7). REVISIONS BY STRUCTURAL NOTES: DEP PERMIT DESIGN IN ACCORDANCE WITH REQUIREMENTS OF THE 2014 FLORIDA BUILDING ISSUE 10/28/16 CCK EXISTING 13'-0"f CODE. ELEVATED DECK WIND DESIGN PER ASCE 7-10. NOT LOCATED WITHIN WIND BORNE DEBRIS REGION. ELEVATED TIMBER DECK STRUCTURE DESIGNED AS "OPEN". EXISTING 1'-0"� 11'-0" 1'-0" LIVE LOADS: RESIDENCE TWO STORY 2"x8" SYP No.1 CAP RAIL UNIFORM LIVE LOADS: ° ° ELEVATED TIMBER DECK 60 PSF ° ° I 2"x4" P.T. SYP No.2 TOP RAIL (60 PSF IN LIEU OF 40 PSF AS PER OWNER REQUEST) NOTE: I 2"x6" P.T. SYP NO.1 DECKING w/ 2pcs-#10 x 21/2" ° 0 2"x2" P.T. SYP No.2 VERTICALS DEP DESIGN CRITERIA: WATERPROOFING AND #2 SQUARE DRIVE TYPE 316 STAINLESS STEEL DECK ° @ 5'/2" O.C. (4" CLEAR MAX.) FLASHING DESIGNED SCREWS AT EACH SLEEPER INTERSECTION DUVAL COUNTY MONUMENT R049 BY OTHERS I H3 I 6"x6" P.T. SYP No.2 POST 100 YEAR STORM ELEVATION +17.5' NGVD EL.+16.4' NAVD WATERPROOFING AS PER ARCHITECTURAL ( ) PLANS (DESIGNED BY OTHERS) 2"x4" P.T. SYP No.2 BOTTOM RAIL WAVE CREST HT. EXISTING I � I , WALL FRAMING 2"�ATERPROOFING " P.T. SYP NO.2 SLEEPERS. FASTEN THROUGH INSTALL 2"x10" P.T. SYP No.2 100 YEAR STORM DESIGN GRADE + 5.5 NGVD (EL.+ 4.4 NAVD) AS PER ARCHITECTURAL PLANS r� z I DECK JOIST TIGHT AGAINST ELEVATED TIMBER DECK WIND LOAD DESIGN CRITERIA: 6"x6" POST. FASTEN w 6-12d BASIC WIND SPEED 130 MPH EXISTING 3/4" RESSURE TREATED TONGUE AND GROOVE / FLOOR FRAMING I RING SHANK STAINLESS IMPORTANCE FACTOR 1.0 PLYWOOD SHEATHING. FASTEN w/ 10d STEEL NAILS EACH FACE. EXPOSURE 'D' RING SHANK STAINLESS STEEL NAILS MEAN ROOF HEIGHT 15.0 FT @ 4" O.C. EDGES AND 6" O.C. FIELD I 2"x10" P.T. SYP N0.2 RIPPED U DOWN RIM BOARD. FASTEN w/ ROOF PITCH �� 0/12, (0.0 DEGREES) z � 4 ROWS 12d RING SHANK INTERNAL PRESSURE COEFICIENT OPEN +0.0/-0.0 ^Iw Q STAINLESS STEEL NAILS LLJ z o COMPONENT AND CLADDING AT 10 SFT -26.6 PSF = @ 16" O.C., INTO THE z w o UPLIFT DESIGN PRESSURES. AT 20 SFT -25.8 PSF E-- ' END OF EACH DECK JOIST Q J z u- o 2"x12" P.T. SYP No.2 STRINGER ALLOWABLE UNIT STRESSES Q > DRIP EDGE, FLASHING AND � Q v C0 2 x8 P.T. SYP No.2 1 pc SIMPSON H3 CONCRETE: (PER ACI 318) � r� d- W/ 2pcs /2 0X10" ASTM TYPE 304 STAGGERED SOLID BLOCKING STAINLESS STEEL 1"x_ TRIM BOARDS AS PER ' i- < < I STAINLESS STEEL THROUGH BOLTS CONCRETE: U U J W o „ w/ 6-1 d TOE-NAILS EACH END. HURRICANE CLIP w/ ARCHITECTURAL SECTIONS � o m z w/ 2 WASHERS AND HEX HOLD FLUSH TO TOP OF JOIST i AND DETAILS FOUNDATIONS f c = 3000 PSI FIBERMESH w w N NUTS AND 8-16d RING SHANK 8-8dx1 /2" STAINLESS F- U J Li STEEL NAILS AT EACH REINFORCMENT: ASTM A615 - GRADE 60 Li v) cn J a. 00 STAINLESS STEEL NAILS 2 x10 P.T. SYP No.2 TAPERED 2 x12 P.T. SYP No.2 STRINGER = 0 o > 1 00 o DECK JOISTS @ 16" O.C. TAPER DECK JOIST (TYPICAL) w/ 2pcs '/2 0x10" ASTM TYPE 304 oN o LL_ WELDED WIRE FABRIC ASTM A185 z (2)1.75 x11.25 2.0E 1" FROM 9'/4" TO 8'/4". (2)1.75"x11.25" 2.0E STAINLESS STEEL THROUGH BOLTS SOIL BEARING PRESSURE. 2500 PSF O _j � Y MICROLAM LVL STRINGER. �� w/ 2"� WASHERS AND HEX STAINLESS STEEL BOLTS ASTM TYPE 316 � cn U SPLICE TOGETHER w/ 5 ROWS 1 x6 WESTERN RED CEDAR V-NOTCH MICROLAM LVL STRINGER. (n z 12d RING SHANK STAINLESS TONGUE AND GROOVE CEILING DIAPHRAGM SPLICE TOGETHER w/ 5 ROWS NUTS AND 8-16d RING SHANK p STEEL NAILS @ 12" O.C. (LUMBER GRADE AS PER OWNER). BLIND 12d RING SHANK STAINLESS STAINLESS STEEL NAILS REINFORCED CONCRETE = U NAIL w/ 6d STAINLESS STEEL FINISHES STEEL NAILS @ 12" O.C. NOTCH TOP OF 6"x6" ALL CONCRETE WORK SHALL CONFORM TO THE REQUIREMENTS OF THE LATEST EDITION U NOTCH TOP OF 6"x6" NAILS AT EACH DECK JOIST INTERSECTION. 2pcs 1/2Ox10" ASTM TYPE 304 POST 1" TO RECEIVE OF ACI 318 AND ACI 301. POST 1" TO RECEIVE STAINLESS STEEL THROUGH BOLTS (2)1.75"x11.25" 2.0E UNLESS OTHERWISE SHOWN ON DRAWINGS, MINIMUM COVER FOR REINFORCING SHALL BE (2)1.75"x11.25" 2.0E w 2"0 WASHERS AND HEX MICROLAM LVL STRINGER. MICROLAM LVL STRINGER. / - � AS FOLLOWS: NUTS AND 8-16d RING SHANK 1"x6" COLUMN CAP TRIM BOARDS of � STAINLESS STEEL NAILS x FOUNDATIONS 3" CI) 6 x6 P.T. SYP N0.2 POST AS PER ARCHITECTURAL SECTIONS < ALL FIBERMESH CONCRETE SHALL HAVE f'c = 3000 psi WITH 3.5 lbs OF "FIBERMESH" w 6"x6" P.T. SYP N0.2 POST AND DETAILS P 300" VIRGIN HOMOPOLYMER POLYPROPYLENE FIBRILLATED FIBERS PER CUBIC YARD, 1%8" COLUMN BASE TRIM BOARDS 1"x8" COLUMN WRAP TRIM BOARDS VARYING IN GRADATION AND LENGTH FROM 3/4" TO 1 1/2". ALL REINFORCING O AS PER ARCHITECTURAL SECTIONS AS PER ARCHITECTURAL SECTIONS STEEL SHALL BE GRADE 60. Z AND DETAILS AND DETAILS ELEVATED TIMBER DECK: EXISTING TRAVERTINE FIELD PAVERS OVER WALL FRAMING COMPACTED SAND BED. FINISH ALL DIMENSION LUMBER DECKING, JOISTS, STRINGERS, AND RAILING SHALL BE SYP NO. 2 TO BE DETERMINED BY OWNERZ NEW DECK DRAIN OR BETTER, WITH AN ALLOWABLE BENDING STRESS Fb = 1200 psi, IN ACCORDANCE Q BUILD UP PERIMETER WITH SOUTHERN YELLOW PINE INSPECTION BUREAU GRADING RULES. EXISTING WITH EXCAVATED EXPANSION JOINT AND SEALANT ALL LUMBER, TIMBER, AND POSTS SHALL BE PRESSURE TREATED IN ACCORDANCE WITH W SLAB ON GRADE EXISTING SAND FILL CANTILEVERED TRAVERTINE AWPA STANDARDS. C-2 AND C-14. THE PRESERVATIVES SHALL BE IN ACCORDANCE Z COPING WITH A' FEDERAL SPECIFICATIONS TTW-571 J AND TTW-536 AND AWPA STANDARD P-5. 0 .a A* I ALL 6"X6" POSTS IN GROUND SHALL BE 0.60 ACQ. ALL 2"x12" STRINGER MATERIAL ~ U a 18" x2'-0"d CONCRETE 3" I a a' ; SHALL BE 0.40 ACQ. ALL 2"x10" DECK JOISTS SHALL BE 0.40 ACQ. ALL 2"x6" U "DONUT" FOUNDATION a:� I ° DECKING MATERIAL SHALL BE 0.40 ACQ. ALL "x10" RIM AR MATERIAL W Z -_ TYPICAL 4 LOCATIONS CLEAR I I BE 0.40 ACQ MATERIAL. Q 2 BOARD M TERI L SHALL W w 0 + � ( ) " x2,_0„ :a I = I z0 24 d CONCRETE 0 EXISTING I "DONUT" FOUNDATION i I `° ALL EXPOSED HARDWARE SHALL BE TYPE 304 STAINLESS STEEL. BOLTS AND THREADED - > m 1-#4x12", EACH WAY, I I f STEMWALL AND I I (TYPICAL 4 LOCATIONS) I I STUDS SHALL MEET REQUIREMENTS OF ASTM A-276 OR ASTM A-493, AND TYPE 304 i FOUNDATION I I THROUGH 6x6 POST a I I d . NEW POOL - STAINLESS STEEL. NUTS SHALL MEET THE REQUIREMENTS OF ASTM F-594, AND U W = U :I I STRUCTURE of TYPE 316 STAINLESS STEEL. WASHERS SHALL MEET THE REQUIREMENTS OF Q w 1-#4x18", EACH WAY, z ASTM A-240 AND TYPE 304 STAINLESS STEEL. w Q 4 : a g STABILIZED SUBGRADE, THROUGH 6"x6" POST I ' 0° i NON PLASTIC, INORGANIC, Q U GRANULAR SOIL COMPACTED2 /2> L.L LO z STABILIZED SUBGRADE, ALL SCREWS TO FASTEN THE 2 x6 DECKING SHALL BE 10 x #2 SQUARE DRIVE o Q a I TO A DENSITY OF AT LEAST L: # L.L I..' .. NON-PLASTIC, INORGANIC, I TYPE 304 STAINLESS STEEL DECK SCREWS. _j 95� OF THE PROCTOR MAXIMUM :w Q :'i I'.°;• DRY DENSITY (ASTM D 1537). RANULAR SOIL COMPACTED �.j I ::: ALL NAILS TO FASTEN FRAMING SHALL BE 12d RING SHANK TYPE 304 STAINLESS W 1 1% ADJUST AROUND EXISTING 0 A DENSITY OF AT LEAST :; :I I: STEEL, U.N.O. ~I k'.'. 95% OF THE PROCTOR MAXIMUM FOUNDATION AS REQUIRED. L-J DRY DENSITY (ASTM D 1537) ALL SIMPSON H3RRI A A HU C NE CLIPS SHALL BE TYPE 304 STAINLESS STEEL. SECTION THROUGH NEW ELEVATED TIMBER DECK 16"0 "AUGERCAST" SUPPLEMENTARY NOTES 1 S E C TION PILE CONCRETE ANCHOR VERIFY ALL DIMENSIONS WITH EXISTING STRUCTURE. D NOTE: ARCHITECT/CONTRACTOR/OWNER 3 THE STRUCTURAL ENGINEER SHALL NOT HAVE CONTROL OR BE RESPONSIBLE FOR W MAY INSTALL AN ALTERNATE D-2 SCALE. /4 = 1 -0 2"x8" SYP No.1 CAP CONSTRUCTION MEANS, METHODS, TECHNIQUES, PROCEDURES, SEQUENCES, ACTS AND/OR FLORIDA BUILDING CODE RAIL OMISSIONS OF THE CONTRACTOR, OR ANY OTHER PERSONS PERFORMING WORK, NOR FOR Q COMPLIANT HANDRAIL SYSTEM 2"x2" P.T. SYP No.2 THE FAILURE OF ANY OF THEM TO CARRY OUT WORK IN ACCORDANCE WITH THESE CONTRACT DOCUMENTS. 2"x6" SYP No.1 CAP 2"x4" P.T. SYP No.2 ------ VERTICALS @ 5'/2" O.C. PROVIDE ALL TEMPORARY BRACING, SHORING, GUYING, OR OTHER MEANS TO AVOID W RAIL TOP RAIL {4" CLEAR MAX.) EXCESSIVE STRESSES AND TO HOLD STRUCTURAL ELEMENTS IN PLACE DURING 2"x4" P.T. SYP No.2 6"x6" P.T. SYP No.2 CONSTRUCTION. W TOP RAIL POST IF THE FOOTING ELEVATIONS SHOWN OCCUR IN A DISTURBED, OR UNSTABLE SOIL, ,� THE ENGINEER SHALL BE NOTIFIED. 6 x6 P.T. SYP No.2 2 x8 P.T. SYP No.2 SOLID CHRISTOPHER C.KATHE POST 2 x4 P.T. SYP No.2 BLOCKING EACH SIDE w/ 6-16d FL P.E.36820 C0 BOTTOM RAIL STAINLESS STEEL RING SHANK z 14'12"x2" P.T. SYP N o.2 FLORIDA RAISED SEAL ' NAILS INTO 6"x6" POST SIGNED IN BLUE INK law VERTICALS 51/2" O.C. 2"x10" P.T. SYP No.2 =� A . (4" CLEARMAX.) 2nd DECK JOIST FIRST 2"x10" P.T. SYP No.2 DRAWN -- TAPERED DECK JOIST CCK 2"x4" P.T. SYP No.2 DRIP EDGE, FLASHING AND CHECKED BOTTOM RAIL CCK1 x_ TRIM BOARDS DATE 2"x6" P.T. SYP N 0.2 1 2pcs '/2 0x8" HOT DIPPED TO THE BEST OF THE ENGINEER'S KNOWLEDGE AND BELIEF, 10/28/2016 DECKING 4-12d STAINLESS STEEL GALVANIZED THROUGH BOLTS w/ SCALE THESE ELEVATED DECK DESIGN PLANS AND SPECIFICATIONS ARE IN 3/4" - 1'-0" --- --- 2" x4" P.T. 'SYP N 0.2 RING SHANK If FROM 2 WASHERS AND HEX NUTS COMPLIANCE WITH THE STANDARDS ESTABLISHED IN SECTION 626-33, SLEEPERS 2nd 2 x10 JOIST INTO AND 6-16d RING SHANK FLORIDA ADMINISTRATIVE CODE. JOB NO. SOLID BLOCKING STAINLESS STEEL NAILS E16-052 THESE ELEVATED DECK DESIGN PLANS AND SPECIFICATIONS ARE IN SHEET 2"x 10" P.T. SYP N O.2 RIPPED COMPLIANCE WITH THE STANDARDS AND GUIDELINES ESTABLISHED IN CHAPTER 12.9.1 AND CHAPTER TYPICAL HANDRAIL DOWN RIM BOARD SECTION AT INTERMEDIATE 6"x6" POST COASTAL CONSTRUCTION MANAL. 5.10FTHEFEMA55, 2 SECTI O THE ELEVATED DECK HAS BEEN DESIGNED NOT TO INCREASE THE ELEVATION 3 RISK OF DAMAGE TO ADJACENT DWELLINGS DURING A COASTAL STORM EVENT AS REQUIRED BY FAC 6213-33. D 2 D-2 SCALE: 3/4„ = 1'_0„ D-2 SCALE: 3/4" = 1'-0" THE ELEVATED DECK HAS HAS BEEN DESIGNED AS AN EXPENDABLE STRUCTURE IN ACCORDANCE WITH FAC CHAPTER 62B-33.005(7). SHEET 2 OF 2