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1739 Beach Ave plans pool 2012 TERMINATE PILE 141-411 14'-412 REINFORCEMENT 10" MIN INTO GRADE BEAM WITH A. p.,F" W-10" P-Y 8" 13Y-019 L,811 9" 90* HOOK O.C. OIL TOP OF PILE 16 0 CONCRETE ANCHOR EL.+13.458' NAVD PILE w/6-#5 LONG ... ............ #3 TI ES @ 12"o.c S co, EL. +13.458' NAVID RICHARD SKINNER TOP OF PILE & ASSOCIATES, ARCHITECTS TEPS TOP OF PILE 1 16"0 CONCRETE ANCHOR 2245 St Jdm A� JodmwAk FIL EL.+13.458' NAVID _C14 PILE w/6-#5 LONG MW4 7"(MIN.) THICK WUUAM0 w�%us--addheacm ------------------ --------- RETE & #3 TIES @ 12"o.c CONC AIN N I N j WALL rs cr) ConsulLcnts -H UJ 30"wx`14"d GRADE BEAM: CD af 14" THICK CONCRETE < STRUCTURAL w/5-#5 TOP AND BOT : I- )$ 1 0 > 2 6 0 Lou Pontigo & Associates L-4 SLAB w/#4 @ 8"O.c I OCT 2012 w/ #3 STIRRUPS @ 12"o-C PILE SECTION 420 Osceola Ave EACH WAY TOP & 00 10 Jacksonville Beach, FIL BOTTOM 13Y 904-262-0908 C^-C AIN 1 +3.458' NAVID L---------------- ----- OlL E L. \-,W BOTTOM OF PILE I-011 e___2 e TYPICAL ANCHOR PILE TOP OF PILE --- ----------_7 P ILE DETAIL 21k EL.+13.458' NAVDINV ----------------------- -------- NIS \-16" 0 CONCRETE F SCALE: 1/491 z A-A A-A Op 0 ANCHOR PILE (TYPICAL \_��EL.+114P518 NAVD P-1 P-1 4 LOCATIONS) % STNI-E OF POOL WALL PLAN POOL PILE PLAN SCALE: 1/21) ll-011 SCALE: 1/2" 11-0" OCT 1 5 2.01? r L TOP OF POOL WALL TOP OF POOL WALL 12"x12" BOND BEAM #4 REINFORCING 12%12" BOND BEAM EL.+19.875' NAVID 12%12" BOND BE/\M EL.+19.875' NAVID w/4-#5 REBAR & @ 12"o.c w/4-#5 REBAR & op 13'-0" 1'-0 e CLEMENTS w/4-#5 REBAR & 81-011 #3 STIRRUPS @ 12"o.c #3 STIRRUPS @ 12"o.c #3 STIRRUPS @ 12"O-C ---------- ................................. RESIDENCE ----------- . ............................................................................................................. ..................... ................ ...................... ...................... --------------- T .................................................. .....................................N .................. ...................................... . ............... . ...... X,4 pp .................................. #4 VERT. REINFORCING -- ----- .............................. Ms M-1 ................ #4 VERT. REINFORCING. ...... 1. 1 9 1 . 1� 1739 Beach Ave -I . .. I 1_01 P 1. #4 VERT. REINFORCING @ 8"o.c, CENTERED, CLR. Atlantic Beach, Florida @ 8"ox, CENTERED, #4 HORIZ. @ 8 is ox, CENTERED, #4 HORIZ. J. #4 VERT. REINFORCING WITH 12" 90* HOOK P 0 0 L REINF. @ 12"o.c 12"o.c- @ 8"o.c, CENTERED, WITH 12" 90* HOOK P 0 0 L INTO GRADE BEAM @ 8"o.c, CENTERED, REINF. #4 VERT. REINFORCING WITH 12" 90* HOOK HOOK INTO INTO GRADE BEAM #4 HORIZONTAL. INTO GRADE BEAM P 0 0 L REINFORCING GRADE BEAM C) WITH 12" 90 #4 HORIZONTAL ...... I1 11 11 _. 11 - �@ 12"O.C, 0 1 WITH 12" 90* HOOK EACH WA 14" THICK CONCRETE #4 HORIZONTAL 0 REINFORCING @ 12"O.c ............ Y INTO GRADE BEAM PLUNGE POOL V-0 -0 #4 HORIi!4 Y REINFORCING @ 12"o.c EACH WAY TOP & CLR. BOTTOM #4 HORIZONTAL �i". CLR\ REINFORCING @ 12"o.c REINFORCING SLAB w/#4 @ 8"O.c Ln 3 D 7"(MIN.) THICK CONCRETE WALL 30%14" GRADE BEAM: 30%14" GRADE BEAM: 30%14" GRADE BEAM. @ 12"o.c w/5-#5 TOP AND CONCRETE WALL w/5-#5 TOP AND 00��7"(MIN.) THICK BOT w/ #3 w/5-#5 TOP AND _j BOT w/ #3 %i STIRRUPS @ 12"o.c BOT wl #3 STIRRUPS @ 12"o.c 4 7- TERMINATE PILE STIRRUPS @ 12 O.0 0 REINFORCEME NT 10" MIN Of __j INTO GRADE BEAM WITH 9" 90* HOOK 14" THICK CONCRETE 14 THICK CONCRETE 4" DEEP PILE TERMINATE PILE ISSUE TERMINATE PILE SLAB w/#4 @ 8"o.c REINFORCEMENT SLAB w/#4 @ 8"o.c 4" 4" DEEP PILE 4 _30%1 4" GRADE CONCRETE SOCKET (TYPICAL) 4' REINFORCEMENT EACH WAY TOP & BOTTOM 419 no daLe descrlpUon SOCKET (TYPICAL) BEAM: w/5-#5 ANCHOR PILE (TYPICAL 10" MIN INTO 4" DEEP PILE 10" MIN INTO EACH WAY TOP & 1 8-31-12 DEP PERMIT TOP AND BOT -,�4 LOCATIONS) CONCRETE GRADE BEAM WITH SOCKET (TYPICAL) GRADE BEAM WITH BOTTOM w/ #3 STIRRUPS ANCHOR PILE 9" 90* HOOK 9" 90* HOOK 2 9-12-12 DEP REVISIONS (TYPICAL 4 LOCATIONS) ATLANTIC BEACH @ 12"o.c 21-610 3 10-1-12 PERM IT 5S, CIO, SECTION B - B S ECTIP N C- C SECTION A-A C= 04% C.,1) ------- SCALE: 1/2" V-0" SCALE: 1/2' 1 0" SCALE: 1/�" V-10" I DESIGN CRITERIA REINFORCED CONCRETE PAVER AND POOL BACKFILL NOTES R E V S ON S ALL WELDED WIRE FLORIDA BUILDING CODE 2010 ALL REINFORCEMENT SHALL CONFORM TO ASTM A615, GRADE 60. L THE CONTRACTOR SHALL BACKFILL THE POOL WITH CAUTION. THE PLUMBING SHALL BE SECURED AND PROTECTED DURING BACKFILL AND SHALL NOT no dcte descripLion FABRIC SHALL CONFORM TO ASTM A185. BE DISTURBED. BACKFILL SHALL BE CLEAN SAND, FREE OF ROCKS AND DEBRIS PRODUCED DURING EXCAVATION OF THE POOL AND ANY ORGANIC MATERIAL, MUCK OR MARL. 1 10-12-12 GENERALREVISION LIVE LOADS: ALL HOOKS IN REINFORCING BARS SHALL BE ACI STANDARD HOOKS. POOL DECK 50 PSF ALL CONCRETE REINFORCEMENT SHALL BE DETAILED, FABRICATED, LABELED, SUPPORTED BACKFILL SHALL BE PLACED IN LIFTS NOT TO EXCEED 12"AND COMPACTED TO 90% OF THE MATERIALS MAXIMUM DENSITY. ALLOWABLE UNIT STRIESSE AND SPACED IN FORMS AND SECURED IN PLACE IN ACCORDANCE WITH THE PROCEDURES CONCRETE: (PER ACI 318) AND REQUIREMENTS OUTLINED IN THE LATEST EDITION OF THE 'MANUAL OF STANDARD 11. WATER WANDING OR 'JUKING"DOES NOT CONSTITUTE PROPER BACKIFILLING / COMPACTING AND SHALL NOT BE CONSIDERED AN ACCEPTED METHOD, �2?_ PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES', ACI 315. BAR SUPPORTS NO EXCEPTIONS. f P- et- CONCRETE: f'c = 4000 PSI SHALL BE PLASTIC DIPPED AFTER FABRICATION. 111, THE CONTRACTOR IS RESPONSIBLE FOR PROVIDING A GEOTECHNICAL REPORT TO THE OWNER AND LANDSCAPE ARCHITECT / ENGINEER AS PART OF p RP2 STRUCTURAL POOL SHELL q54 ALL REINFOR�ING SPLICES SHALL CONFORM TO THE REQUIREMENTS OF THE LATEST EDITION THEIR BID PRIOR TO IMPLEMENTATION, INCLUDING AT A MINIMUM: U �� 8 f'c = 4000 PSI OF ACI 318, BUT IN NO CASE SHALL BE LESS THAN 40 BAR DIAMETERS, U.O.N. ALL 12-4 Sca�e: STRUCTURAL GRADE BEAMS f'c = 4000 PSI (1) AUGER BORING 3'MINIMUM BELOW THE DEEPEST PORTION OF THE POOL. STRUCTURAL PILE CAPS WELDED WIRE FABRIC SHALL BE LAPPED TWO (2) MESH PANELS AND TIED SECURELY. 14 AUGERCAST CONCRETE ANCHOR PILE f'c = 5000 PSI WHERE REQUIRED, DOWELS SHALL MATCH SIZE AND NUMBER OF MAIN REINFORCING, U.O.N. (2) SOIL PRESSURE TEST. GEOTECHNICAL ENGINEERS SUMMARY OF THE SOIL CONDITIONS FOR IMPLEMENTAT]ION OF A SWIMMING POOL. po, � Projec L No.: 0 9 10 REINFORCEMENT: ASTM A615 - GRADE 60 SOIL BEARING PRESSURE: 2500 PSF IV. THIS POOL IS BASED ON SOIL CONDITIONS CONSISTING OF WELL COMPACTED STRUCTURAL FILL, IF OTHER CONDITIONS ARE ENCOUNTERED, SUCH AS Drawn by: M LS 94 ;e, �� W SUPPLEMENTARY NOTES MUCK, NON-ANGULAR SAND, ORGANICS, MARL, ETC...THE CONTRACTOR SHALL STOP WORK AND NOTIIFY THE OWNER OR ENGINEER. 0 , �_v �2� W'�' W Checked by: RGS "SONOTUBE" FORMED CONCRETE ANCHOR PILES VERIFY ALL DMENSIONS WITH ARCHITECTURAL DRAWINGS AND POOL DRAWINGS. -FiLle 1) MINIMUM 16" DIAMETER DEP RELATED DESIGN CRITERIA SheeL ELECTRICAL, AND POOL DRAWINGS. 2� MINIMUM 10'-0" LENGTH DEP MONUMENT NUMBER - DUVAL COUNTY R045 Z-0 z1- 3 REINFORCE w/ 6-#5 x 10'-8" w/ #3 TIES AT 12" O.C. THE STRUCTURAL ENGINEER SHALL NOT HAVE CONTROL OR BE RESPONSIBLE FOR 4) CONCRETE f'c = 5000 PSI CONSTRUCTIO4,MEANS, METHODS, TECHNIQUES, PROCEDURES, SEQUENCES, ACTS AND/OR 100 YR. STORM ELEVATION - +17.4 NGVD (FROM MONUMENT) = +16.3 NAVID STRUCTURAL 5) PILE CAPACITY SHALL BE 12 TONS. OMISSIONS OF THE CONTRACTOR, OR ANY OTHER PERSONS PERFORMING WORK, NOR FOR 100 YR. STORM DESIGN GRADE ELEVATION - +5.5 NGVD (FROM MONUMENT) +4.4 NAVID POOL SHELL THE FAILURE OF ANY OF THEM TO CARRY OUT WORK IN ACCORDANCE WITH THESE BOTTOM OF PILING - +3.458 NAVD REINFORCED CONCRETE REQUIREMENTS OF THE LATEST EDITION OF CONTRACT DCCUMENTS. I i AND PILE P ALL CONCRETE WORK SHALL CONFORM TO THE PROVIDE ALL TEMPORARY BRACING, SHORING, GUYING, OR OTHER MEANS TO AVOID LAN ACI 318 AND ACI 301. CONCRETE MIX DESIGNS SHALL BE SUBMITTED FOR THE REVIEW EXCESSIVE STRESSES AND TO HOLD STRUCTURAL ELEMENTS IN PLACE DURING TO THE BEST OF THE ENGINEER'S KNOWLEDGE AND BELIEF, AND APPROVAL OF THE STRUCTURAL ENGINEER. CONSTRUCTIO4. Lou Pontigo and SheeL Number UNLESS OTHERWISE SHOWN ON DRAWINGS, MINIMUM COVER FOR REINFORCING SHALL BE AS IF THE FOOTNG ELEVATIONS SHOWN OCCUR IN A DISTURBED, OR UNSTABLE SOIL, THESE POOL DESIGN PLANS AND SPECIFICATIONS ARE IN COMPLIANCE WITH THE STANDARDS ESTABLISHED IN SECTION Associates, Inc. FOLLOWS: THE ENGINEER SHALL BE NOTIFIED. 62B-33.007, FLORIDA ADMINISTRATIVE CODE. ..... ........ ....... ....... ..... .......... .......... STRUCTURAL SLABS ON GRADE CENTERED 2" TO THE BEST OF THE ENGINEER'S KNOWLEDGE AND BELIEF, ENGINEERS STRUCTURAL POOL SHELL THESE DESIGN PLANS AND SPECIFICATIONS ARE IN COMPLIANCE WITH THE STANDARDS AND GUIDELINES ESTABLISHED IN ........... STRUCTURAL SPA SHELL 2" GRADE BEAMS AND PILE CAPS 3 THESE DESIG� PLANS AND SPECIFICATIONS ARE IN COMPLIANCE WITH THE STANDARDS CHAPTER 12.9.4 AND CHAPTER 13.5.3 OF FEMA 55, COASTAL CONSTRUCTION MANUAL AND .......... ...... 420 Osceola Avenue ............. ............. ESTABLISHED IN SECTION 626-33.007, FLORIDA ADMINISTRATIVE CODE. APPENDIX L TO THE FEMA 55, COASTAL CONSTUCTION MANUAL. Jax. Beach, Florida 32250 of THE POOL HAS BEEN DESIGNED NOT TO INCREASE THE RISK OF DAMAGE OF ADJACENT Ph. 904-242-0908 THE POOL HAS BEEN DESIGNED NOT TO INCREASE THE RISK OF DAMAGE OF ADJACENT DWELLINGS DURING A COASTAL DWELLINGS DURING A COASTAL FL: CA# 8344 SC: CA# 3579 STORM EVENT AS REQUIRED BY FAC 62B-33.007(5)(m)(n) AND FEMA 55, CHAPTER 12.9.4. STORM EVENT AS REQUIRED BY FAC 628-33.007(5)(m)(n). FIELD@LP-A.COM ATLANTIC BEACH PERMIT SET �VAIN Ej4e CLR. 0 LE ,DE TERMINATE PILE REINFORCEMENT 10" MIN 141-431 7 01 /-IYO GRADE BEAM WITH At 14'-4" O.C. 8" 9 90* HOOK 01 e 16"0 AUGERCAST 1'-3') 10 TOP OF PILE PILE w/6-#6 LON G EL.+12.9 58' NAVD T & #3 TIES @ 12" O.C. A Co j4 E PLAN) RICHARD SKINNER 110 4 & ASSOCIATES, ARCHITECTS -1 TOP OF PILE --------------------------- STE PS 16"0 AUGERCAST 2245 St Johns Avenue Jacksonville,FIL 32204 (D 904.387.6710 www.rs-architftM.com -I B-B 7"(MIN.) THICK PILE w/6-#6 LONG License#AA26001539 TOP OF PILE 04 & #3 TIES @ 12" O.C. P-1 4, CONCRETE EL.+1 2.958' NAVD ------ --------- DRAIN WALL r---------- cf) Consultants DRAIN -H Ld -ff) STRUCTURAL N Lou Pontigo &Associates 0 > 30"wx`16"d GRADE BEAM: - PILE SECTION 420 Osceola Ave 8" THICK CONCRETE 0 Jacksonville Beach, FL w/5-#5 TOP AND BOT 2'-6 SLAB w/#4 @ 8" O-C- _00 -0-) 904-262-0908 w/ #3 STIRRUPS @ 12"o.c EACH WAY BOTTOM DRAIN EL.-10.00 NAVD -BOTTOM OF PILE aLRAIN -0 It 2P L------------- 7o, TYPICAL ANCHOR PILE .1 4 4.'. PILE DETAIL TOP OF PILE L�--- -------------------------------I------------- ---------------------------- EL.+12.958' NAVD t-oft SCALE: 1/4" F A-A Seal 16" 0 AUGERCAST CONC. A-A 0 0 PI P-1 ANCHOR PILE (TYPICAL P-1 V_��ELP+12.9 58-N A VD 4 LOCATIONS) POOL WALL PLAN- FOOL FILE PLAN SCALE: 1/2" = V-0" SCALE: 1/2" TOP OF POOL WALL TOP OF POOL WALL 12"x12" BOND BEAM #4 REINFORCING 12"x12" BOND BEAM 131-OF' EL.+19.8 5' NAVD P_oft CLEMENTS @ 12"o.c w/4-#5 REBAR & 12"x12" BOND BEAM EL.+19.875' NAVD w/4-#5 REBAR &�$, #3 STIRRUPS @ 12"o-c RESIDENCE w/4-#5 REBAR & -OPF 8v-01) #3 STIRRUPS @ lz_ 0.0 #3 STIRRUPS @ 12"O-C 1739 Beach Ave Gmn) Atlantic Beach, Florida #4 VERT. REINFORCING CLR. #4 HORIZ. -ING -C:y #4 VERT. REINFORC t-0 2 @ 8"ox, @ 8"ox, CENTERED, 7 P 0 0 L REINF. @ 12"o.c --#4 VERT. REINFORCING #4 VERT. REINFORCING #4 VERT. REINFORCING CENTERED, 4 P WITH 12" 90* HOOK I'll � /// ENTERED, #4 HORIZ. @ 8"o.c, CENTERED, WITH 12" 90* HOOK 00 L INTO GRADE BEAM 0 8"ox, CENTERED, @ 8"o.c, C REINF. @ 12' o.C 0 WITH 12" 90- HOOK WITH 12 90* HOOK INTO INTO GRADE BEAM 1_/ WITH 12" 90* HOOK P 00 L 4 INTO GRADE BEAM INTO GRADE BEAM GRADE BEAM #4 HORIZONTAL. LO -Ott #4 HORIZONTAL 3"__X PLUNGE POOL R. 7"(MIN.) THICK LO REINFORCING 0 12"O.C","",�� @ 12"o.c, 3' 7"(MIN THICK CONCRETE WALL 0 #4 HORIZONTAL #4 HORIZ. REINFORCING @ 12"O.c Rf[�FORCING CL, #4 HORIZONTAL REINFORCING 4 2"o.c 30"xl 6" GRADE BEAM: EACLWA�y ORCING 0 12"O-C CLR. RETE WALL @ 1 REINF 8" THICK CONCRETE lo CONC 30%16" GRADE BEAM: w/5-#5 TOP AND w/5-#5 TOP AND 4 BOT w/ #3 30%16" GRADE BEAM: SLAB w/#4 @ B"ox A w/5-#5 TOP AND EACH WAY BOTTOM BOT W/ #3 % STIRRUPS @ 12"o.c: STIRRUPS @ 12"o.c 0� BOT w/ #3 _j 4 - -- ----------- STIRRUPS @ 12"o.c A 7 ISSUE NCR REINFORCEMENT 10" MIN \_8" THICK CONCRETE TERMINATE PILE no . date description ,,�TERMINATE PILE /8' THICK CO ETE INTO GRADE BEAM WITH TERMINATE PILE SLAB w/#4 0 8"ox REINFORCEMENT SLAB w/#4 @ 8"ox 30%16" GRADE 9" 90* HOOK REINFORCEMENT EACH WAY BOTTOM 10" MIN INTO EACH WAY BOTTOM 1 8-31-12 [)EP PERMIT -6 10" NkIN INTO GRADE BE - BEAM: w/5-#5 AUGERCAST CONCRETE AM WITH 2 9-12-12 E)EP REV1510145 TOP AND BOT ANCHOR PILE (TYPICAL GRADE BEAM WITH 9" 90* HOOK 3 10-1-12 ATLANTIC BEACH w/ #3 STIRRUPS t_1__- AUGERCAST CONCRETE 9" 90* HOOK PERMIT .-1�4 LOCATIONS) ANCHOR PILE LQ @ 12 ox LO (TYPICAL 4 LOCATIONS) E COP " 5ECTION C-C 5f-CTION B-5 SCALE: 1/2" V-0" H-CTION A-A SCALE: 1/2" SCALE: 1/2 REVISIONS z 15:�3 AUGERCAST CONCRETE PILE INSPECTION PAVER AND POOL BACKFILL NOTES b 7 z no . date description REINFORCED CONCRETE 1. THE CONTRACTOR SHALL BACKFILL THE POOL WITH CAUTION. THE PLUMBING SHALL BE DESIGN CRITERIA ALL REINFORCEMENT SHALL CONFORM TO ASTM A615, GRADE 60. ALL WELDED WIRE 1. PILES SHALL HAVE A MINIMUM DIAMETER OF 16" AND SH�LL PROVIDE A SECURED AND PROTECTED DURING BACKFILL AND SHALL NOT BE DISTURBED. BACKFILL FLORIDA BUILDING CODE 2010 FABRIC SHALL CONFORM TO ASTM A185. MINIMUM SAFE BEARING CAPACITY OF 50 TONS, ALLOWABLE TENSION SHALL BE CLEAN SAND, FREE OF ROCKS AND DEBRIS PRODUCED DURING EXCAVATION OF CAPACITY OF 20 TONS, AND LATERAL CAPACITY OF 6 TONS. THE POOL AND ANY ORGANIC MATERIAL, MUCK OR MARL. LIVE LOADS: ALL HOOKS IN REINFORCING BARS SHALL BE ACI STANDARD HOOKS. DRILLING A HOLE IN `I�E GROUND BACKFILL SHALL BE PLACED IN LIFTS NOT TO EXCEED 12'AND COMPACTED TO 90% OF THE 50 PSF ALL CONCRETE REINFORCEMENT SHALL BE DETAILED, FABRICATED, LABELED, SUPPORTED 2. FORM THE CAST IN PLACE PILE BY (64 GER TO THE SPECIFIED 11P 0 WITH A HOLLOW STEM CONTINUOUS FLIGHT AU MATERIALS MAXIMUM DENSITY. �11 POOL DECK AND SPACED IN FORMS AND SECURED IN PLACE IN ACCORDANCE WITH THE PROCEDURES ON THE PLAN, PUMP 4000 PSI CONCRETE GROUT TION OF THE 'MANUAL OF STANDARD ELEVATION INDICATED T THE TIP INTO THE CA\ITY FORMED. AS Z ALLOWABI E UNIT STRESSES AND REQUIREMENTS OUTLINED IN THE LATEST EDI BAR SUPPORTS DOWN THE AUGER STEM AND OU E PERMITTED ll. WATER WANDING OR 'JUKING-DOES NOT CONSTITUTE PROPER BACKFILLING / COMPACTING CONCRETE: (PER ACI 318) PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES', ACI 315. THE AUGER IS SLOWLY WITHDRAWN, THE AUGER SHALL NqT B WITHDRAWN AND SHALL NOT BE CONSIDERED AN ACCEPTED METHOD, NO EXCEPTIONS. TO ROTATE DURING THE WITHDRAWAL PROCESS, AND SHALL BE SHALL BE PLASTIC DIPPED AFTER FABRICATION. CONCRETE: HE REQUIREMENTS OF THE LATEST EDITION IN A STEADY, CONTINUOUS MOTION. CONCRETE GROUT PRESSURE SHAH BE E CONTRACTOR IS RESPONSIBLE FOR PROVIDING A GEOTECHNICAL REPORT To THE >-4 Scale: STRUCTURAL POOL SHELL f'c = 4000 PSI J.O.N. ALL MEASURED AND SHALL BE MAINTAINED AT AN ADEQUATE�RESSURE AT ALL Ill. TH / ENGINEER AS PART OF THEIR BID PRIOR TO �D M ALL REINFORCING SPLICES SHALL CONFORM TO T OWNER AND LANDSCAPE ARCHITECT W CY a� ct No.: 0910 f'c = 4000 PSI OF ACI 318, BUT IN NO CASE SHALL BE LESS THAN 40 BAR DIAMETERS, L ED HYDROSTATIC AND LAT�RAL EARTH rA Proje STRUCTURAL GRADE BEAMS WELDED WIRE FABRIC SHALL BE LAPPED TWO (2) MESH PANELS AND TIED SECURELY. TIMES TO OFFSET THE DEVELOP LUMES WALL BE IMPLEMENTATION, INCLUDING AT A MINIMUM: EEPEST PORTION OF THE POOL. CRETE GROUT VO STRUCTURAL PILE CAPS f'c = 4000 PSI ATCH SIZE AND NUMBER OF MAIN REINFORCING, U.O.N. PRESSURES. THE INSTALLED CON RING 3'MINIMUM BELOW THE D Drawn by: ML5 E GROUT VOLUME (1) AUGER BO 5000 PSI WERE REQUIRED, DOWELS SHALL M I f'c = MEASURED TO VERIFY THAT THE VOLUME OF THE CONCRET AUGERCAST CONCRETE ANCHOR PILE E CALCULATED c F�N 0 INSTALLED IN EACH PILE IS EQUAL TO OR GREATER THA� TH L ENGINEERS SUMMARY OF THE SOIL Checked by: KG5 GER. IF THE IVSTALLATION (2) SOIL PRESSURE TEST. GEOTECHNICA 4 ASTM A615 GRADE 60 VOLUME OF THE HOLE CREATED BY THE AU Pi REINFORCEMENT: ETE PRESSURE CONDITIONS FOR IMPLEMENTATION OF A SWIMMING POOL. 2500 PSF SUPPLEMENTARY NOTES PROCESS OF ANY PILE IS INTERRUPTED OR LOSS OF COqCR No.53311 S SOIL BEARING PRESSURE: Sheet Title N OCCURS, THE PILE SHALL BE REDRILLED TO THE ORIGINAL DEPTH AND E INSTALLED WITHIN SIX PILE IV. THIS POOL IS BASED ON SOIL CONDITIONS CONSISTING OF WELL COMPACTED VERIFY ALL DIMENSIONS NTH ARCHITECTURAL DRAWINGS AND POOL ORAN GS. REFORMED. AUGERED PILES SHALL NOT B NDITIONS ARE ENCOUNTERED, SUCH AS MUCK, a STRUCTURAL 16 P n tq T p F JLLED WITH STRUCTURAL FILL, IF OTHER CO 1. 1 DIAMETERS, CENTER TO CENTER, OF AN ADJOINING PILE � 137 ND Tv. AUGERCAST PILES ELECTRICAL, AND POOL DRAWINGS. S THAN 24 HOURS OLD. IF THE COVCRETE GROUT NON-ANGULAR SAND, ORGANICS, MARL, ETC...THE CONTRACTOR SHALL STOP WORK A 'ATE 0 C_1- CONCRETE GROUT LES 1) MINIMUM 16- DIAMETER -10.00 NAVD NEER SHALL NOT HAVE CONTROL OR BE RESPONSIBLE FOR ED AND NOTIFY THE OWNER OR ENGINEER. POOL SHELL MINIMUM TIP ELEVATION THE STRUCTURAL ENGI LEVEL OF A AUGERED PILE DROPS, THE PILE SHALL BE RfJECT 2 OCEDURES, SEQUENCES, ACTS AND/OR OCT e. 2 P.M, 3� ADD 6-#6 x 22'-0" w/ #3 TIES AT 12- O.C. CONSTRUCTION MEANS, METHODS, TECHNIQUES, PR NOR FOR REPLACED. A THEIR PERSONS PERFORMING WORK OMISSIONS OF THE CONTRACTOR, OR ANY 0 Ak_ AND PILE PLAN P 4) CONCRETE f'c 5000 PSI RDANCE NTII THESE 'UM CONCRETE CARRY OUT WORK IN ACCO 3. ALL AUGERED PILE REINFORCEMENT SHALL HAVE A MINIM 5) PILE CAPACITY SHALL BE 50 TONS. THE FAILURE OF ANY OF THEM TO TIES. DEP REI ATED DESIGN CRITERIA REINFORCED CONCRETE CONTRACT DOCUMENTS. COVER OF 2" TO THE #3 DEP MONUMENT NUMBER - DUVAL COUNTY R045 Lou' Po'ntigo and Sheet Number ; OF THE LATEST EDITION OF PROVIDE ALL TEMPORARY BRACING, SHORING, GUYING, OR OTHER MEANS TO AVOID MONUMENT) +16.3 NAVD SHALL CONFORM TO THE REQUIREMENTE PLACE DURING PLUS OR MINUS 2 INCHES. ALL CONCRETE WORK 4. AUGERED PILE PLACEMENT TOLERANCE: 100 YR. STORM ELEVATION - +17.4 NGVD (FROM Associates, Inc. ACI 318 AND ACI 301. CONCRETE MIX DESIGNS SHALL BE SUBMITTED FOR THE REVIEW EXCESSIVE STRESSES AND TO HOLD STRUCTURAL ELEMENTS IN NGVD (FROM MONUMENT) +4.4 NAVD HE STRUCTURAL ENGINEER. CONSTRUCTION. OR UNSTABLE- SOIL, 5. THE CONTRACTOR SHALL ENGAGE THE SERVICE OF A FLORIDA REGISTERED 100 YR. STORM DESIGN GRADE ELEVATION +5.5 STRUCTURAL P AND APPROVAL OF T R REINFORCING SHALL BE AS IF THE FOOTING ELEVATIONS SHOWN OCCUR IN A DISTURBED, APPROVED TESTING AGENCY TO SUPERVISE BOTTOM OF PILING -10.0 NAVD E N G I N E E R S UNLESS OTHERWISE SHOWN ON DRAWINGS, MINIMUM COVER FO THE ENGINEER SHALL BE NOTIFIED. PROFESSIONAL ENGINEER OR AN VITH THE DESIGN L P FOLLOWS: AND CERTIFY THAT THE PILE INSTALLATION COMPLIES V . PILE; EACH 420 Osceola Avenue SLABS ON GRADE CENTERED TO THE BEST OF THE ENGINEER'S KNOWLEDGE AND BELIEF, REQUIREMENTS. RECORDS OF THE REINFORCING FOR EAC� VOLUME jax. 13each, Florida 32250 of 2" INDIVIDUAL PILE DEPTH AND QUANTITY OF CONCRETE GROUT STRUCTURAL POOL SHELL 2" OF INSTALLED PILES; TOTAL Ph. 904-242-0908 STRUCTURAL SPA SHELL THESE DESIGN PLANS AND SPECIFICATIONS ARE IN COMPLIANCE WITH THE STANDARDS INSTALLED FOR EACH PILE; TOTAL NUMBER 3" TION 6213-33.007, FLORIDA ADMINISTRATIVE CODE. LENGTH OF INSTALLED PILES; TOTAL CALCULATED CONC�ETE GROUT GRADE BEAMS AND PILE CAPS ESTABLISHED IN SEC VOLUME FOR ALL OF THE PILES; ACTUAL TOTAL CONCRE,-TE GROUT VOLUME & A FL: CA# 8344 SC: CA# 3579 T TO INCREASE THE RISK OF DAMAGE OF ADJACENT INSTALLED FOR ALL OF THE PILES; AND DEVIATION OF EACH PILE FROM TIC BEACH PERMIT SELJ THE POOL HAS BEEN DESIGNED NO . TO THE FIELD@LP-A.COM ATLAN THE SPECIFIED LOCATION SHALL BE KEPT AND SUBMITTED DWELLINGS DURING A COASTAL (5)(m)(n). ENGINEER OF RECORD UPON COMPLETION OF THE AUGERED PILE WORK. STORM EVENT AS REQUIRED BY FAC 6213-33.007 P 0 19 F P 0 V L NW AA VD LL j,_O 7 Top 4_"___EL.4 -lop OF PI E EL-+12_958 NAVD 0 H R Z. 3C`L R ------------ ---------- 1 4 'a 73x1C GRADE Th,-_D',ig" ............. h I I 12B 33.007 FAC� "d 'Y TWO 5TOK 0 1 fKANIF -1'Aii"Os 10 AVP 7-AILF Dull"IlIC Dil IN,C`YL- All, LCTI- TWO 5TOKY, FE51DEN(Cff CO. F/WATLC FIXTJK�,OCATIOD INKY AND, _-A_�ICCIO11OCIC 1 0 -01 51�3C L'_1 0112-111 51,11", 1� MA50 X 5FA 5FCI OELAIG�.12-5 'IT ALL11IOL1 F'I'IS 5DIIF�, FA"GARAqq:,� A INDI.�CVATII 0 17,4 5 < RICHARD SKINNER &ASSOCIATES.ARCHITECTS 0 1245 111—A-- J11,P1111la % 7, 11-1--oll ,F� A ,L�n Consultants 62, STRUCTURAL FLUND 1/2�[RON i&A-o-s Fliffi CAF 1 420 Os1,I A- A/C A/C 3�Wool)PENCE To G'WOOO FENCE ------ i FL _X 27Z 904 262 0908 -A IAII -A� 0 110�1111 I= L�' --- 21 X APl k'OIC TO G TI,!�UTHAN L �,N C;- JOE)WALL To IN, A AD� ANI_'11RIC'Al 0. 01 FJ 11-10-1 ATLAIIIIO VIA 0 11110C 115TILJ�,YOI I lO15 N`01KT'N DI �LAG 0 OLE 7 'E' 0 "L, kll�,`IIIAIF,g1l," AIIA O�1111 LIILID 151ill, E -A NEW 50�TO J, 1,g"VFn J XCAVALffE VAA�FROM FOOL M A� IOU TWO 5TOKY N A- 1-5 5 r�I EI L q 4'A n fFAME F 5 A �D, Seal 4wl F 0 ne 0 �3 �VOOE)lVAL� A S 1� � ��L _ 191, " i _1� N _"_FXTENT5V,IQO�5T11CL,1I 0 \2 11D,XN_ IT" 13. 0 11G VAL PENCIL Ill PE AWFY F�OV'DJ5' f.EAVING.5LO 0 All ICOL l"ll A' I I' rf- ""'Lira PN-5A�iffly FOO1 0,111i oil To Z IFAINAIT VOIT 511'.1 LI`11 Co Cell 5,N�,Dc, 5 03 KJ ITE ACTION La F-n 0c, 1,4 Q_T_ NO 12"1�Orl Z, )> CLEMENTS iii CAP LED 1�48 n IJ 50 _F_ -0 RESIDENCE - - - - - - - - - - - - - - --7 -- 11,0r�fiJ 511T ffNC'LIC-ol )> 19' ------- 1739 Beach Ave 4WOOO FENCE If,11TALL T;'15 Ill� Atlantic Beach,Florida x _x __x X x x�x �x -I- x x _X_ NO 1/2"KON Z InD11,1TI Lilt 3�Wo D FENCE TO REMAIN PIPE,CAP i '01.1 F9 + C 21 5- Y V,�F, V I PLUNGE POOL Z, IR A, F%TFR FA.8i G Rl" 0i HATERTIL OF E�_s -10 FI` ,�y Ti -1 APIRT M, --------- 'Al 4"n",V ISSUE 2 FEET d P001 FEE ADDITIONPIC STRENOTH. I 6-_12 l"DE-11L FI_1ER FA3i_Ei)TEi [;N4 2 9 l�12 BACKFIJILLED 7RCNO1 BE ATTAC-1-1) 0 A 6-5l�EMIX� 51TE PLAN �Esm A sc�N vi vs 3 1 Y AT,t-A-li AEI Y'All 11K ECEN FASFNED TO TIZ POSTS 5JKDATEL)AUrD,2FI1 ��C PEA CALCULA i A IA 111-TrD U111 Dl5_-11N.T 105' 12 110.51TE PAKFJNG 5--5P LONG'EKIOD5 C1 NIff CINEPA,N.TC5 Dr,F"LD "A' IF ILL 1EAT1-,'!ALI 11 PEAN.Ic LAC _O IlCyll 5111A015 IT5 All lcl A111101ITill UA5L 0,5ITff .N, 11%ILLEICIIITI ARI 111L -T W NF _D �Y IA� - ON51P Will LO D15C�!Allf TO T-CILY Cr ATLANTIC lfAC� 10.1 I'LlIG' 5"FIC1, I-—T ra�gkm u ATTACHING TWO SILT F-F_NCES TO VIOF'�,Y 1,1111,RtD,V15T 'H5A`FKOV-Dd5T AVAT DVATEFIA'F-A 5,(3e I VIDID 5Y A VE'4DO�ON T�E �1 ATINTIC PffA_ POIX 5PPfCID Oil YA�o IN 1,KILL OFF NING AND fAKFT5TJ111DG 6 T-1155 11 ICY 4 CCHCTO�5LA-CONTACT CILY OF Alt-TI,111AC;'116tIC VID115 TO 1111 PRC?05Ll E EVATION ACTIVLN�5 FO 5CL11_C All LIO11CY4 CrlI45F�CTION 5111101A,P 31 D CY 3 ICY REVISIONS 5 5WIMV1-POOL NAGt 15NOT 0 E ,,,O11D TOWARD5 5IIDD� YTE�-l 1Dl,OlDT FODPff-ED A111 I LL VAIAL 11CID 51-ID.1 11 1 011TIO'Dill 5'A FE 5AND I _1 tq__1 IMF=-I ------- drIpfi- -INECYTH 1 9,9 12 --1-5 FAL11 V�-CH 15 51�To T AT 11 EEAll f1IT1lS Oil Ti"51-1 A'51A,I 5�-1.1 _11� 11111IT5 COOFOFION AlD GFAIN 5112 A�l I—TUVATEKI OCOF CLAY,_CNI_IE, 115TI11111 111115,1 - 0C,1GL4VATrffR.5i I AID51AL ElFTrC1C1AO5i2�11Ili_O1lLci3IL15 DE 03TAILE A 50JRCE LA DV/AKF 01 Ti'l ICA5i CC15TRUCIICII L Colli Li, C Fl-ADD OTLi,5i-TEPIk551AII NOL 11 5TOI�ffl ON L VECOTATOD AFTA5 5-YARE 0,TI,COITICT-NP C= p -of Atlantic Beach City K_ Planning and Zoning Department- FLOOD 20lt UNE ------ Sc,l,: 4 ?,IjI,I N- 0910 IJAITAI F CON_ ifies complian�e vft applicable EY15VITG TAU 5TORY NU05t by: Mi This approval ver other--ii land- L_ t Ci,ecked by: FG5 zoning, subdivision--and 11111 5 1111 1001 -------�: �11 development regulations, but does not constitute C I 101 KI "I oval for-the Y she,t rine j GAFLAGE appr issuance of,permits.-Cofoplian C,.P LILL) her a0plicabi SITE PLAN & with Florida Building Code and avl�ot local, State and Federal permi Ing requirement SECTION rified by signature I S1 11.510,Coll-KO1 Lill - must be vp. of ipe City 0 Atl�,nfiq �1 REVIEWED FOR-CODE CO CE t Beach Building Official prior to the issua ce''Of a IFC---- - -- - . -- --_ - --0 bFATLAN71CBEACH SIl N.,,,b,, SEE PER 1-91FOR-ADDITLaN A1 .0 Approved B or REMENTS AND CONDMONS. A REQUI 777 Date. LREVIEWED,BY. DATE: 1 _4 rA7N i i 1111 5ECT�10N Is ii!i lioll 111121 Owner: Clements Address: 1739 Beach Ave. Neighborhood: Atlantic Beach, Florida APPROXIMATE N1— APPROXIMATE PROPERTY LINE � To peclictid6s fi a PROPERTY LINE Perimeter:42 L.F.� APPROXIMATE APPROXIMATE Square Footage: 104 Sq. Ft. SEF . 1 5' B.R.L. Deck Area: PONWNG GWI� 8 BA R F, CC) Hydraulics CHANNEL PUMP# 1: POOL CHANNEL DRAIN— DRAIN ---------------------- ------------------------------ Branch Line: 3" ----------------- Trunk Line: 2.5" Return Line: 2.5" CHILD SAFETY Skimmers: I DEEP FENCE Jandy Pump: SHPF 1.0-2 Jandy Filter: 250 SQ. FT. LIGHT PER Heater: N/A D.E.P. Minimum TDH: –35' MEYCOLITE TENSION Maximum Flow: 117 GPM's 33 --------------------------------------------------------- -------------------------------------------------- -------- SAFETY POOL COVER BY MEYCO SAFETY INFO ---------- ------- SAFETY 1:CHILD SAFETY FENCE WOOD DECK ------------------------ ------------------–--------------- BY OTHERS SAFETY 2:MEYCOLITE TENSION COPING BY �AFTERY POOL COVER BY (TYP.) FOUR PILES OTHERS M EYCO F__1 _j PER ENGINEERING r,j PLAN --POOL EQUIPMENT PORCH Company Info UHN Designer: A Address:600 ST.JOHNS BLUFF RD N City:JACKSONVILLE CP -�!0 State/Zip: 32225 N f1i Phone:904.223.4050 Fax:904.223.0735 Email:INFO@PBJC.COM License#:CPC 009595&1457425 RIC fIARD SKINNER &ASSOCIATES,ARCHITECTS Li.—I-1539 --F4- ConsultarI SIRUCTURAL L—P-Lig,&A -71,LIN, 42.0,1-1�A- A, Ik 3—h,FIL I I L 904-262 0908 F 0 0 L o' P 0 0 L FOO L I o 6 TdLCK C-CRETE FLOOR 13 o Seal P�111 5ECTION A-A 5ECTION E3-15 CLEMENTS C L 1/� I IC�Le 1/� 1 0 RESIDENCE 1739 Beach Ave Atlantic Beach,Florida 13 Iff DE111- -— —TEK III. 11�- I IG 1 5 TL'C�5TONE C-ING PLUNGE POOL q1 lit F 0 0 L ISSUE al�t' d�...IpL.L 4 11P DICING FIL51LILPrEL F5 L'L 5Y5— a 31-11 "1 11711- Lftd� RHI POOL WALL PLAN 2 12 1? '-`—151-5 5CA If 1/2-1 0 A 11 C 1111 2X FKAMLLIG Af 24 OC FF REiVISIONS Ti'Ic ILOOR ------ t. FILL FRDL)POOL FXCAVATION 5ECTION C-C WOOD DECK 5ECTION -12 5—E 112 �O s"I': A5 NOTED P,.j-t N.. 05 L 0 D,a..by: ML5 Ch,kOd by; KG5 Sh-1 Tal, POOL SECTIONS & DETAILS SI—L N-I A1 . 1 ATLANTIC BEACH PEIRMH SEr TERMINATE PILE 14'-4" REINFORCEMENT 10" MIN 14'-4" �N'TO 9B�RADE BEAM WITH 13,-0" HOOK O.C� 1-3" 11,�L'I,11'A1,111CAST NS,_, OF '�_F P N IF., 1.1111%A111 LO�G & #3 TIES @ 12' D.C. co EL. VARIES (SEE PLAN) RICHARD SKINNER ----------------------------------------------------------------------------7-7' -1 TOP OF PILE &ASSOCIATES,ARCICTECTS 16"0 AUGERCAST E STE PS A 7"(MIN.) THICK —.11� 11LLI11"` TOP OF PIL /B-B11 PILE w/6-#6 LONG 7 EL.+12.958 NAVD /-& #3 TIES @ 12" O.C. ---------------------------- CONCRETE VDRAIN WALL Consultants STRUCTURAL 30"wxl6"d GRADE 13FAM: 8" THICK CONCRETE o > L-Hornig.&AKtc, W/5-#5 TOP AND GOT 2--15"' SLAB w/#4 @ 8" D.C. PILE SECTION J�420 O.I�A- #3 STIRRUPS @ 12"o.c EACH WAY BOTTOM ck�Hlc B.ch,FL To 904 2620908 DRAIN R A'N -RAIN LL-T1011i,01 A'11D SET OF ,UE L-------------------------- ---- 2'-0" TYPICAL ANCHOR PILE TOP OF PILE ------- PILE DETAIL NAVO --------------------- EL.+12.95B \1P ji SCALE: 1/4" l'-O" \-1,3" 0 AUGERCAST CONIC TOP OF PILE Seal ANCH70R PILE)(TYPICAL A-A DL+12958' NAVD 4 LOCATIONS) P-1 POOL PILE PLAN POOL WALL PLAN TCALE 1/2 = l'-O" SCALE 1/2' 1-C" Lop OF�PO EL,F "?L WALL TOP OF POOL WALL #4 R INFORCING 12"xI2" BONO BEAM NAVE, 'P _ V 12"xl2" BOND BEAM 12"xl2" BOND BEAM EL.+19.875' NAVD W/4-#5 REBAR & @ 2 o.c W/4-#5 REBAR & 13'-0" CLEMENTS �/4-#5 REBAR & ;` 0" W-0 #3 STIRRUPS @ 12"o-1. #3 STIRRUPS @ 12"o.c RESIDENCE #3 STIRRUPS (9 12"..G 1739 Beach A e C Atlantic Beach,Florida #4 VERT, RE[ FORCING �A #4 VERT. REINFORCING 0 0.. #4 VERT. REINFORCING #41 HORIZ.1 N #4 HORIZ. �__#4 VERT. REINFORCING 0 8"o.c, CENTERED, 9 8"o.c, CENTERED, P 0 0 L RE NF. @ 2"o.c @ 8"o.c, CENTERED, WITH 12" 90'HOOK #4 VERT. REINFORCING WITH 12" 90"HOOK REINF. @ 12"o.- @ CENTERED, WITH 12" 90'HOOK P 0 0 L INTO GRADE BEAM 0 0 L WITH 12 90'HOOK INTO INTO GRADE BEAM @ 8"o.c, CENTERED, INTO GRADE BEAM GRADE BEAM 7 WITH 12" 90' HOOK C, - 011 2'-0" o INTO GRADE BEAM #4 HORIZONTAL 4 HORIZONTAL #4 HORIZONTAL 3" PLUNGE POOL #4 HORIZONTAL 'o 7"(MIN.) THICK #4 HORIZ� REINFORCING @ 12"o.c //_REINE�PRCING CLR-' RE INFORCING @ 12"..c, REINFORCING 9 12 o.c, 71,1"THI.C/KCONGRETE 30"xiC GRADE BEAM: @ 12"o, 3 EACH WAY I CLR.\ CONCRETE WALL 0"xlC GRADE BEAM: CONCR'ETF WALL j I B , 3 REINFORCING @ 12"o, -#5 TOP AND 7"(MIN THICK 30"xlC GRADE BEAM: (9)8"O.0 w/5-#5 TOP AND 5 Y T w/#3 WA WAVE, LL J5' NAVD_0 '_G" #4 H RIZ N REI @ C 1'#N' 3-� W/5-#5 TOP AND EACH WA BOITOM DOT W/ #3 B STIRRUPS @ 12"o.c BOT wl #3 STIRRUPS @ 12"o, STIRRUPS 0 12"o.c ------------ -------------- ------------ ------ ------ ENFORCEMENT 10" MIN -TERMINATE PILE R INTO GRADE BEAM WITH HICK CONCRETE TERMINATE PILE 8 THICK CONCRETE I ISSUE 30"�16 9" 90*HOOK TERMINATE PILE SLAB W/#4 0 8"o.G REINFORCEMENT SLAB w/#4 @ 8" BEAM:w/5-#5 REINFORCEMENT EACH WAY BOTTOM 10" MIN INTO EACH WAY BOTTOM TOP AND BOT AUGERCAST CONCRETE b 10" MIN INTO GRADE BEAM WITH w/ #3 STIRRUPS ANCHOR PILE (TYPICAL AUGERCAST CONCRETE G�ADE BEAM WITH 9" 90'HOOK ---B @ 12"o, ANCHOR PILE 9 90-HOOK 3 10 1-12 ATLA I C TACIT 4 LOCATIONS) (TYPICAL 4 LOCATIONS) I SECTION A-A SECTION B-B SECTION C-C TCALE 1/2" V-01' SCALE: 1/2" SCALE: 1/2" V-0" AUCERCAST CONCRETE PILE INSPECTION PAVER AND POOL BACKFILL NOTES REVISIONS TION.THE PLUMBING SHALL BE Ld,t, Ld-fiptim FLORIDA BUILDING CODE 2010 AL REINFORCEMENT SHALL CONFORM TO ASTM A615,GRADE 60. ALL WELDED WIRE 1.PILES SHALL HAVE A MINIMUM DIAMETER OF 16"AND SHALL PROVIDE A 51.THE CONTRACTOR SHALL SACKFILL ME POOL WITH CAN FABRIC SHALL CONFORM TO ASTM A185. MINIMUM SAFE BEARING CAPACITY OF 50 TONS,ALL ABLE TENSION SOURED AND PROTECTED DURING BACKFILL AND SHALL NOT BE DISTURBED.BACKFILL OW DUCEO DURING EXCAVAITOW OF CAPACITY OF 20 TONS,AND LATERAL CAPACITY OF 6 TON S SHALL BE CLEAN SAND.FREE OF ROCKS AND DEBRIS PRO ALL NO RE IN REINFORCING BARS SHALL BE ACI STANDARD HOOKS. ME POOL AND ANY ORGANIC MATERIAL.MUCK OR MARL. POOL DECK 50 PSF ALL CONCRETE REINFORCEMENT SHALL BE DETAILED,FABRICATED,LABELED,SUPPORTED 2.FORM THE CAST IN PLACE PILE BY DRILLING A HOLE IN THE GROUND PLACED IN LIFTS NOT TO EXCEED 12 AND COMPACTED TO 90%OF ME At I OWABL F UNIT 51RE5�ES A D S A ED IN FORMS AND SECURED IN PLACE IN ACCORDANCE WITH THE PROCEDURES NTH A HOLLOW STEM CONTINUOUS FUGHT AUGER TO ME SPECIFIED UP BAC FILL SHALL BE N P C MATERIALS MAXIMUM DENSITY. CONCRETE:(PER ACI 318) AND REQUIREMENTS OUTLINED IN THE LATEST EDI TION OF THE'MANUAL OF STANDARD ELEVATION INDICATED ON THE PLAN. PUMP 4000 PSI CONCRETE GROUT THE AUGER STEM AND OUT THE TIP 114TO THE CAVITY FORMED.AS PRACTICE FOR DETAIUNG REINFORCED CONCRETE STRUCTURES',ACI 315. BAR SUPPORTS DOWN IS S D A ERMITTED 11.WATER WANDING OR JURNO DOES NOT CONSTITUTE PROPER BACKIFILLING/COMPACTING C NCRETE: SHALL BE PLASTC DIPPED AFTER FABRICATION. THE AUGER [LOW Y NTH R M.THE AUGER SHALL NOT BE P STRUCT_RA POOL SHELL 4 01 P11 TO ROTATE DURNG ME WITHDRAWAL PROCESS,AND SHALL BE WITHDRAWN AND SHALL NOT BE CONSIDERED AN ACCEPTED METHOD.NO EXCEPTIONS. ALL REINFORCING SPU ES SHALL CONFORM TO THE REQUIREMENTS OF THE LATEST EDITION IN A STEADY,CONTINUOUS MOTION.CONCRETE GROUT PRESSURE SHALL BE PONSIBLE FOR PROVIDING A GEOTECHNICAL REPORT TO ME Scale: STR CTURAL GRADE BEAMS Pc 400 PSI OF Act 318,BUT IN NO CASE SHALL BE LESS THAN 40 BAR DIAMETERS,U.O.N. ALL M'ASURED AND SHALL BE MAINTAINED AT AN ADEQUATE PRESSURE AT ALL III.THE CONTRACTOR IS RES S UCTURAL PILE CAPS T, 4000 PS WELDED WIRE FABRIC SHALL BE LAPPED TWO(2)MESH PANELS AND TIED SECURELY. TIMES TO OFFSET THE DEVELOPED HYDROSTATIC AND LATERAL EARTH OMER AND LANDSCAPE ARCHITECT/ENGINEER AS PART OF THEIR BID PRIOR TO Project No.: 0910 AUGERCAST CONCRETE ANCHOR PILE 5000 PSI WHERE REQUIRED,DOWELS SHALL MATCH SIZE AND NUMBER OF MAIN REINFORCING,U.O.N. PRESSURES.THE INSTALLED CONCRETE C OUT VOLUMES SHALL BE IMPLEMENTATION.INCLUDING AT JAI MINIMUM: R INFORCEMENT. ASTM A615-GRADE 60 1 MEASURED TO VER�FY,MAT THE VOLUME OF ME CONCRETE GROUT VOLUME (1)AUGER BORING 3 M N MUM BELOW THE DEEPEST PORTION OF THE POOL. Drawn by: MLS SOIL BEARING PRESSURE: 2500 PEP NSTALUEO IN EACf PILE IS EQUAL TO OR GREATER THAN THE CALCULATED SNPPjFMFNTARY NOTES VOLUME OF THE HOLE CREATED BY THE AUGER.IF T E INSTALLATION (2)SOIL PRESSURE MST.GEOTECHILOAL ENGINEERS SUMMARY OF THE SOIL Checked by: RGS PROCESS OF ANY PILE IS INTERRUPTED OR LOSS OF CONCRETE PRESSURE CONDITIONS FOR IMPLEMENTATION OF A SWMMING POOL. AUGFRCAST PILES VERIFY ALL DIMENSIONS NTH ARCHITECTURAL DRAWINGS AND POOL DRAWNGS. OCCURS,THE PILE SHALL BE REORILLIED TO THE ORIGINAL DEPTH AND Sheet Title REFORMED.AUGERED PILES SHALL NOT BE INSTALLED WITHIN SIX PILE IV THIS POOL 15 BASED ON SOIL CONDITIONS CONSISTING OF WELL COMPACTED STRUCTUIZAL 1) MINIMUM 16-DIAMETER ELECTRICAL,AND POOL DRAWINGS. DIAMETERS,CENTER TO CENTER,OF AN ADJOINING PILE FILLED NTH STRUCTURAL FILL,IF OTHER CONDITIONS ARE ENCOUNTERED.SUCH AS MUCK. 2� MINIMUM TIP ELEVATION-1QOO NAVI) CONCRETE GROUT LESS THAN 24 HOURS OLD.IF THE CONCRETE GROUT NON-ANGULAR SAND,ORGANICS,MARL,ETC ME CONTRACTOR SHALL STOP WORK AND 3 ADO 6-#6 f�c22.-O,�/#3 TIES AT 12"OIC. THE STRUCTURAL ENGINEER SHALL NOT HAVE CONTROL OR BE RESPONSIBLE FOR LEVEL OF A AUGERED PILE DROPS,ME PILE SHALL BE REJECTED AND POPPY THE OWNER OR ENGINEER. 4 CON PETE =5000 PSI CONSTRUCTION MEANS.METHODS.TECHNIQUES,PROCEDURES,SEQUEINICES�ACTS AND/OR POOL SHELL OR REPLACED. 5) PILE CA=SHALL 11 11 TONS- OMISSIONS OF THE CONTRACTOR,OR ANY OTHER PERSONS PERFORMING WORK,NOR F THE FAILURE OF ANY OF THEM TO CARRY OUT WORK IN ACCORDANCE WTH THESE RIINFORGE. ET CONTRACT DOCUMENTS. 3.ALL AUGERED PILE REINFORCEMENT SHALL HAVE A MINIMUM CONCRETE AND PILE PLAN ALL CONCRETE SHALL CONFORM, TO THEERE IREMENT .1 THE LATEST EDITION OF COVER OF 2"TO THE#3 TIES. 1EI III E_,1 I GEN CRITERIA We"' X DESIC QU E SSBMUTED FOR TH REVIEW PROVIDE ALL TEMPORARY BRACING,SHORING,GUYING.OR OTHER MEANS To AVOID III E'I'MU OE)IN l UMBER- DUVAL COUNTY R045 ACI 31S AND ALI 301 CONCRETE M N SHALL B E 4.AUGERED PILE PLACEMENT TOLERANCE: PLUS OR MINUS 2 INCHES, 100 YR.STORM ELEVATION - +17.4 DOVE,(FROM MONUMENT) +16.3 NAVD AND APPROVAL OF THE STRUCTURAL ENGINEER. EXCESSIVE STRESSES AND TO HOLD STRUCTURAL ELEMENTS IN PLACE DURING Lou Ponti8o and Sheet Number Associates. Inc. CONSTRUCTION. GVD(FROM MONUMENT) +4.4 NAVE UNLESS OTHERWISE SHOWN ON DRAWINGS,MINIMUM COVER FOR REINFORCING SHALL BE As 11 M I FECUND ELEVATIONS SHOWN OCCUR IN A DISTURBED.OR UNSTABLE SOIL, 5.THE CONTRACTOR SHALL ENGAGE THE SERVICE OF A FLORIDA REDSTERSO 100 YR. STORM DESIGN GRADE ELEVATION +5.5 IN STRUCTURAL FOLLOWS THE ENGINEER SHALL BE NOTIFIED, He FESSIDNAL ENGINEER OR AN APPROVED TESTING AGENCY TO SUPERVISE BOTTOM OF PILING- -10,0 NAVD ENGINEERS CONTE ED AND CERTIFY THAT ME PILE INSTALLATION COMPLIES WITH ME DESIGN SLABS ON GRADE HE ENGINEER'S KNOWLEDGE AND BELIEF, RE K ZIP p S RUCTURAL POOL SHELL 2 TO THE BEST OF T QUIREMENTS.RECORDS OF THE REINFORCING FOR EACH PILE;EACH S RUCTURAL SPA SHELL 2 ANCE NM THE STANDARDS NOIMOUAL PILE DEPTH AND QUANTITY OF CONCRETE GROUT VOLUME 420 Osceola AV.... GRADE BEAMS AND PILE CAPS 3" THTESE DESIGN PLANS AND SPECIFICATIONS ARE IN COUP NSTALUED FOR EACH PILE:TOTAL NUMBER OF INSTALLED PILES;TOTAL lax.Beach,Florida 32250 of ES AGUSHED IN SECTION 62B-33,007.FLORIDA ADMINISTRATIVE CODE. LENGTH OF INSTALLED PILES;70TAL CALCULATED GO CRETE GROUT Ph.904-242-0908 THE POOL HAS BEEN D SIGNED NOT TO INCREASE THE RISK OF DAMAGE OF ADJACENT VOLUME FOR ALL OF THE PILES; ACTUAL TOTAL CONCRETE GROUT VOLUME INSTALLED FOR ALL OF THE PILES;AND DEVIATION OF EACH PILE FROM FL:CA#8344 SC:CA#3579 DWELLINGS DURING A CCASTAL THE SPECIFIED LOCATION SHALL BE KEPT AND SUBMITTED TO ME FIEL STORM EVENT AS REQUIRED BY FAC 62R-33.OG7(5)(,)(.). ENGINEER OF RECORD UPON COMPLEPON OF THE UGERED PILE WORK. rATL711TIC BEACH IIRIAIT�T pucA v C(n)[rin[phance 1,,'[dornQadGn 6 fps ma)".at gpm System Flow Rate. t3ranGil piping to be 7�11 inch to keep velocity a- fps MaX.at gpM System Flow Rate. _0 ih, Filb-ation PUrDl? Trunki Skimmer '7 C tocity R(�1qLf1r(-rne1_As Apply t 9 suction Piping to be inch to keep Ve @ fps max,at +U gptp System Flow Rate. Aj'�,S(I/APSP/�CC-B 7011 Return Piping to be inch to keep velocity @ '-ftulafloris 16 r) -,� I gpm-this is the calculated flow rate Pool Water Volume U� 360=- the filtration flow rate pump Selection a,Listed on curv,61\ or C (circle one) Notw for pools un6or13,0()O gals,the calculated flow rate or 36 gpm Whichever is greater Majr s Nov ji-num Fjovv��ato gpin is there an Auxllia�Y load on the filtration Purnp? Ye --- Fifirationpump - 2 If so,V�jjjat is the calculated auxiliary flow rate 9Pm - TWO pm. main Drain Cover =kZA_i1 Flow Rate(low speed) qpm @ (th�W Medel) ujredta-FtoorSucronOurels� 6 fpsl,6 in. �termine the_Numberand�Ie of Re�l I-�-11;111)11 11�11Y'� e fj1pa,size @(3 fps in. Minimum suctiOD side branch Pipe size @ GhocK all that apply. tion Sid gpm max.flow Minimum suc vich pipe size @ 8 fps I in. suction outlets @ , 1 -7 ,_1:�S in. Minimum return side bra @ 2 Minji-nurin return side piPe sl.0 @ f3 fl? 0 T 3 suction outlets @ gpm max.raw channel drain gpm wl pons Slze� __�ternilrie Filter caftridge(0,375) 0 E(2.6).0 Sand(15) Filter Factors(GPMISF):El Flow and FrIdion Loss Per Foot otal Head�n Feet ConvevsW CharC sth 61a,4 PVC Pipe -71 ve.&ity-Fut Per Su-M Filter Size: Inches Mercury(Vac uum Gauge) 10 fP5 pump controls 0.13' tandard time clock 3 2q.6 010, Filtration pump has no auxiliary load,-s in 24 hr� VTOQ-M1,r7-?-L�- 1W 4 31.9 0. 0,07' xillary load t;ontrol model for low speed default with 4' 5 7 2g Filtration pump with au 2., 293 aja, X. 9Z J6.2 18A 20.7 210 ZT,(; 9DT mu 3 rL 208 32.0 -HE 33A ulation 0 110-ns Heater Model �8 TDH Cali 9 34A 26.1 ms 0'Z 3 or each pomp Gas Heater efficiencY rating (No Pilot Light) 10 45 . 11 Ghpck one. Heat Pump efficiency G.0 P. 12.. .0 44,� 45,8 48 13 is 0.3, 46.1 5 A Sim rifled Total D namic Head STDH 43.a 5.7 4. coirplete STDH Worksheet-Fill in all bianks. 39.2 T 16 05 total.uynamic;H ad MH n 43.8 Cemptet6 Program or other cales.Fill in required blank s 01 46.1 48A. .6 5ZA _L9 IR 41.6 43A allach calculations. ANSO 5 ANM 7 Compliance Work Sheet .46.2 40A M.7 W, 6 rg Maximum Flow Capad�, new or replacement PUMP. 64.4 1.2. of the 1. Distance from pool to purcp in feet: C .55.4 51.7 .59.9 Ou, 734 inch pipe per I ft.@ gpm= (from pipe flow1friction loss Chart) 23 . ..... 69.0 r(icron loss(in suction pipe)in 24 $5.4 5T.7 051 gpM �frorn Pip HO)NOTICU1011 loss rh8rl) 25 57.a 6a.0 6,23 64.6 6U Ind,pipe per I ft.@ 62.3 5"1 76.1 UUA 5� 26 60.1 Si owner Friction to$.$(in return pipe)�fi 27 WA 64-13 A 2 0.7 0.9 ToHinPiftg: ff.0 04.3 73.6 70-U 30 89.7 92.0 kv TOH Si 71.6 73.9 751 IBA, Filter I Heater loss in 39 73.9 16,2 76.4 85.3: '874 31 80.7 83.0 Determine Slimplified TDH U.6 - R9 114-W�All other losses 1A 78.5 Mij 01-1 8 4 X 35, 80 8311 W. IELD TDH MUST BE EQUAL TO OR HIGHER THAN THE X VOTE:F Scale:None Total Dynamic,Head(TDH): �z W F, Ft�f h,�djj ft�r pjVw, gOHRe m 0) CALCULATEDTOR eel�P� HYDRAULICS DESIGN FOR PARAMOUNT I -FLOOR SYSTEMS. N P Specifications and Dimensions for Jandy SHPF/SHPM Pumps Paramount makts systems that operate and 40 to 45 gpm and 60 to 65 gpm and the gpm 0111ke�; :id iltp umps of the, system will be listed on the drawing from Paramount. el'No.. HP Voltage ps Pipe Size Carton Weight Overall Length'A' iPF50 .50 208-230/115 .5/8 2-21/2" 30 lbs. 31 7/b" WF75 .75 208-230/115 6/11.2 2-21/2" 43 lbs. 3 17/8 If Paramount main drains arc used: M o6 7c�lte 7N Am 0 m 0 s ip , -4 l� _IF,�5 S�� P 4.4 -21/2 4P .0-5. SF F.75 75 208-230/115 6.0 5. 2 SFIPF1.0 1.0 208-230/115 7..8-7.4/14.8 2-21/2" 45 lbs. 3 21/4 MDX2 is GVB approved and rated at a maximum flow of 90 gpm at less than 1.5 ft. per SFIPF1.5 1.5 208-230 9.6-8.8 V2-21/2 50 lbs. 32%" second, and is Icss than I ft. of head loss at that flow rate. SFIPF2.0 2.0 208-230 11.0-10.0 2-2 Y2 57 lbs. 331/s SDX is GTVB approved and rated at a maximum flow of 200 gpm on the floor and 192 SHIPF3.0 3,0 208-230 15.0-13.6 21/2-3" 62 lbs.. 331/8 on the wall at less than 1.5 ft. per second and is 3 ft of head loss at that flow rate. SFIPF5.0 5.0 208-230 17.0-19.0 4" 68 lbs. 3 3 1/a SHIDF1.0-2 1.0 230 7.2/3.0 2-21/2 50.4 lbs. 331/8 When used as the; second safety drain to our MDX2 at 90 gpm it is rated at less than I ft. SHFIF1.5-2 1.51 230 10.0/3.5 2-21/9 57 lbs. 335/a" of head loss. SH'SF�1.5-2 �15 SHI-F2.0-2 �,Q 230 11.0/4.0 2-21/2 64 lbs. 331/a S e '.Iftas ,p Pumps The Paramount water valve has around 10 ft. of head loss at 65 gpin. (NOT COUNTING SHPF1,0-3PH 1.0 208-230/460 5.0-4.6/2.3 2-21/2 55 lbs. 3 7/8 7 S P ANY PIPE OR FITTINGS). NOTE; ON POOLS WITH 9 OR 12 PORT SYSTEMS PF SHPF:1.5-3PH 1,5 208-230/460 6.4-5.8/2.9 2-21/2 57 lb& 321/a SMPF2.0-3PH 2.0 208-230/460 7.1-6.8/3.4 2-21/2 64 lbs. 325/8" THE HEAD LOSS THRU THOSE VALVES WOULD BE 20 FT, OF HD. NOT SMPF S P SHPF:3.0-3PH 3.0 208-230/460 9.0-8.6/4.3 21/2-T 62 lbs. 325/a COUNTING PIPE AND FITTINGS. Rated Pumps The nozzle loss of each circuit on the water valve (NOT COUNTING ANY PI PE OR Model No. HP -Voltage Amps Pipie Size Carton Weight Overall Length'A' FITTINGS) is 25 feet of head, SFIPM.75 .75 208-230/115 4A-4�5/8.8 2-21/, 30 lbs. 331/8 -ZO_- SHIDMI.0 1,0 8-230/115 6.0-5.6/11.2 2-21/2" 43 lbs. 3 17/8" EACH CIRCUIT (NOT INCLUDING PIPE AND FITTINGS WILL BE AROUND 35 SFIPM1.5 1.5 208-230/115 7.8-7.4/14.8 2-21/2" 45 lbs. 321/4" SFIPM2.0 12.0 208-230 9�6_&8 2-21/2" 50 lbs. 32%11 FEET OF HEAD LOSS EVEN IF THE SYSTEM IS 40 GPM OR 65 GPM BECAUSE OF THE LOSS IN THE WATER VALVE AND THE PRESSURE AT THE NOZZLE SFIPM2.5 2.5 208-230 11.0-10.0 2-21/2 57 lbs. 331/s SHIDM1.5-2 1.5 230 7.2/3.0 2-21/2 52 lbs. 3 3 1/a NEEDING TO BE 10 PSI FOR M_AXI1\4UM CLEANING DISTANCE . SHIDM2.0-2 2�O 230 10.0/3.5 2-21/2 57 lbs. 3 2148 PUMP SYSTEM YOU MUST ADD IN THE POOL EQUIPMENT SHIDM2.5-2 2.5 230 11.0/4.0 2-21/2 64 lbs. 3 3 1/a ON A SINGLE -EET OF HEAD LOSS LOSS, ALL PIPE AND FITTING LOSS AND AN EXTRA 15F When installing pump provide the following: 1) a minimum of 2 ft. of clearance above the pump ALLOWING FOR THE PROPER FLOW AT THE NOZZLES WHEN THE FrLTER IS for removal of strainer basket and 2) a minimum of 8"of clearance behind the motor for removal DIRTY� of mo."or. -4-161/8 On a booster pump cleaning system YOU WILL NOT H AVE TO ADD THE 15 FT. OF SHPFISHPM Pump Curves HD. FOR A DIRTY FILTER AND NO EQUIPMENT HD LOSS WILL BE ADDED. Just the pipe and fittings must be added. 120 110 151/4" 100 S K�F 90 - 0 80 W LLI LL 70 3/� n to Front Edge of Unlo 60 C LU enter of Bolt Holes 51 SUPF.0 q SHPF 8.0 < 5HPF 2 0 IHPF_2:0 3 wt�l sHPM 2.5 SHFF.75 _j 20 2;�z i_ �. i . . � 11�., i�Hpp,.' 103/81, 0 0 SjiWI.5 SHPF 110 Y'sp.d 0 �,P�, HPM210 L_'P, 0 10 20 N 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 260 FLOW GPM Bolt Holes,Center to Center 2010 Catalog 32" Channel Drain Flat Grate Anti-Entrapment dy. Page 14 an Suction Outlet Cover and Three-Port Section 10. ,Head Loss Curves 10.1 JandyO Cartridge Filter, CS Series The AquaStar tine of suction outlet covers, compliant with the new VGB Series Virginia Graeme-Baker Pool and Spa Safety Act (ASME/ANSIA112.19,8a-2008) Product Specification Sheet W Features CS150 A single,unbtockabte suction outlet that The Unblocka' ble!' CS200 exceeds the new VGB rnandate and ASME/ ANSI A112.19,3a-2008 standard f CS250 For singte or multiple cimill use(see instatlation instructlo,is for plumbing, i CS100 hydrostatic vatve/drain pipe and a singte or multi-purnp connections) Singte Roor-�316 GPM at 3,9 fps ft Walk 208 GPM at 2,6�ps 10 ffl Floor/watl:122 GPM.at 1,5 FpE;. 1 vn� 25.9 square inch op #316 staUesss;teiels-rews MaqQfag�UN.d frQM pperibr 3 Three parts;bQttorn.2_1/��-ob N"a�"" 2 1-D I n slAe 2 ti i r6'ae F PT- WN 6 Design Design tWD,,2 A-.I -All 2-,'T, Pressure ASTKG'15,� Head Loss 'R IN 2 Drop (ft head) (psi) P� c M. 4 - '-.1 With sump(concrete pools) 41. Part#32CDFLxxx Two Drains in One! I .......... ....... 32-19132 Part Numbers Colors 2 5/16 2 32CDFLIOI Mrilte* 32CDFL102 Black* 4 3 "A �,Rl 32CDFL103 Lt,Gray- 0 014 e 0 32CDFL104 Blu -32'QFL1-05'-Q_k'-Gj�qyl —4-ITI/32 0 30 60 90 120 -U05"13 32.01 orie 10-4--10-4 Flow Rate Wpm) aXDKIOTT�upvY 2-1/2"Spigot X 2"socket x 2!'NPT 3 -D 8-Um . 2C 0 1. 32"three-port manufactured sump bucket 2.32"channel drain, cover,flat 3.2"NPT plug,city 2 -2 4.32"channel drain, plaster shield 5.#10 x 3/4"flat head phillips type-a screw, 316 ss, city 16 P877-768-2717 F877-276-POOL P Outside the US�+1-,949-459-1202 !iifo@aquastarpootpioducts,coiii wwmaquastarpoo(products,corn .................. E