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DRAWINGSCil M Al � I.1 0 N A N ►111 I Al CJ CJ Ln ��D Ln Ln Lf) Ln s U Uxx U U Cil LO 3 CJ3 JV CV 2 04 3 N C 4 3- 2 G 3 CJ� Ln Cil Lo Ln Ln LIQ Ln ► �c% _ _ ----- 20' J J v 12 4.5 2' TYPICAL TRUSS END DETAIL This reviewis only for;gerimt conformance u�th the design concept of the proiect and general corn lianoe with the information given in the contract. documents. Corrections or comments made on the shop drawings during. this review do not relieve the contractor from compliance with the require- ments of the iplans and specifications: Approval of a specific "Rem shall not include approval of an assembly of which the item is a component: Con- tractor is responsible for Dimensions to be confirmed. and correlated at the job site; information that pertains solely to rication processes or to the means, methods., techniques, seq ces an procedures of construction: coordination of the wo f all othe des: a performing . all work ina safe and satisfactory anner. 3/11/16 DATE: NOTICE Fidld Bracing is not the responsibility of the truss fabricator, truss designer, nor plate manufacturer. Persons -erecting trusses are cautioned to seek professional cdvice regarding erection bracing which is always required -to prevent toppling and dominoing during erection, and permanent bracing which may be required in specific applications. Trusses shall be erected and fastened in a straight and plumb position. When no sheathing is applied directly to the top chords, they shall be braced at 24" o.c. max. Where no rigid ceiling is applied directly to the bottom chords, they shall be braced at 6'-0" o.c. max. Trusses shall be handled with reasonable care during erection to prevent excessive damage or personal injury. Seel Engineering for connections, nailing schedules, etc. NOTE: Labeling trusses is a service, not a requirement. Engineered drawings supercede labeling of trusses. It is the responsibility of the builder to utilize engineered drawings when erecting trusses. Girder truss to girder truss connections which exceed the capacity of a standard hanger or truss to wall connections are the responsibility of the builder. WIND SPEED: 170 MPH TYPE: MWFRS—C. DESIGN CRITERIA: ASCE 7/10 CATEGORY: 2 EXPOSURE: C ROOF LOADS FLOOR LOADS TCLL: 25 TCLL: TCDL: 15 TCDL: BCLL: 1 p BCLL: BCDL: 1 b BCDL: TOTAL: 55 TOTAL: ALLOWABLE 1 7`. ALLOWABLE INCREASE i DEFLECTION 360/240 DEFLECTION SHOP DRAWING APPROVAL THIS DRAWING IS THE SOLE SOURCE FOR FABRICATION OF TRUSSES AND VOIDS ALL PREVIOUS ARCHITECTURAL OR OTHER LAYOUTS. APPROVAL OF THIS LAYOUT IS NECESSARY BEFORE ANY WORK CAN BE DONE. PLEASE VERIFY AND/OR INDICATE TRUSS PLACEMENT, DIRECTIONS, DIMENSIONS, BEARING CONDITIONS, PITCHES, SHAPES, OVERHANGS. CHIMNEY, CUPOLA LOADS AND CONNECTIONS SHALL BE SUPPLIED BY A/E OF RECORD. Approved By. CUSTOMER: S&D CONTRACTING ="'E- 2/29/16 BOYNTON BEACH PALM BEACH 3504 SE 1ST STREET Date: or ND iAIES PRQECT ►10. M No. 16070 VEW COVERED PATIO1------------------- - -- -- ---------------- - --------- -- - - - ----------- STRUCTURE AT: w 3504 S.E.lST STREET � A� Ln a ?)OYNTON BEACH, FL,: 3343 °° I .y wl LOCATION MAP PROPERTY LOCATED Al 700 SOUTH OCEAN BLVD 3504 S.E.1 ST STREET 30YNTON BEACH. FL. 334 J:461:W-141 I7 P?l it .TinN NnTFq RPFC:IFIC;ATIONS AND GENERAL REQUIH RESIDENTIAL COD INFORMATION bl:l' n n •". U 41 No, LJ u.; cru V)Wa W ':2 V .r El LOADING THIS LEVEL FIRST FLOOR - INTERIOR (138 PSF) DEAD (77 PSF) FLOOR SELF WEIGHT= 50 PSF FLOOR FINISHES = 27 PSF LIVE (55 PSF) OCCUPANCY = 40 PSF PARTITIONS:ASCE7-10: 4.3.2 =15 PSF FIRST FLOOR - EXTERIOR (177 PSF) DEAD (77 PSF) FLOOR SELF WEIGHT= 50 PSF FLOOR FINISHES = 27 PSF LIVE (100 PSF) OCCUPANCY= 100 PSF 4" THICK CONC. SLAB W/ (1) LAYER OF W1.4 X W1.4 6/6 W.W.M. (TO BE LOCATED s FROM THE TOP OF THE SLAB & SHALL BE SUPPORTED BY APPROVED MATERIALS OR SUPPORTS NOT TO EXCEED T-0" O/C EACH WAY) OR FIBERMESH ON 6 MIL VAPOR BARRIER OVER TERMITE TREATED WELL COMPACTED FILL F'c=2,500 PSI #4 x 3'-0" LONG FOOTING CRACK CONTROL REINFORCEMENT @ MID OF SLAB (TYP.) (ALL FIRST FLOOR CORNERS) LOADING THIS LEVEL ROOF (55 PSF) DEAD (35 PSF) PLYWOOD = 2 PSF TRUSSES = 7 PSF INSULATION =1 PSF DUCTWORK = 4 PSF ROOFING = 19 CEILINGS = 2 PSF LIVE (20 PSF) CONSTRUCTION = 20 PSF PANEL POINTS 200 LBS LIVE LOAD DISTRIBUTION TO CHORDS: DEAD (35 PSF) TOP CHORD = 28 PSF BOTTOM CHORD = 7 PSF LIVE (20 PSF) TOP CHORD = 20 PSF BOTTOM CHORD = PANEL POINT LOAD 1 S2 1 S2 1 S2 FOUNDATION AND FIRST FLOOR FRAMING PLA 111 0, r 4- 8, 4 REQUEST PLAN VIEWS IN CAD FORMAT BY EMAILING: PLANS@PROJECTCLASS{C.COM Tey -V ROOF FRAMING PLA 0, 2' 4' 8 4— REQUEST PLAN VIEWS IN CAD FORMAT BY EMAILING: PLANS@PROJECTCLASSIC.COM ALL NAILS TO BE RING SHANK 518" CDX PLYWOODPROVIDE 1/8" SPACING SHEATHING AT PANEL EDGES FACE GRAIN TO RUN PERPENDICULAR TO i KIP ��1 PRE-ENG.Iiii TRUSSES •i t1 OIC (SEE - WOOD ROOF TRUSSES @ 24" O/C MAX SPACING SPLICE BOTTOM CHORD BRACING RUNS WITH (1) SIMPSON LSTA30 SIMPSON GA2 CLIP TO TRUSS CHORD AT TOP AND BOTTOM END - 2X4 CROSS BRACES INSTALL ONE PER LINE OF BRIDGING. COFFER OR CHANGE IN CEILING HEIGHT TRUSS SECTION VIEW FOR TRANSITIONAL BOTTOM CHORD BRACING BOTTOM CHORD NAILED TO 2x4 DIAGONALS W/ 2 - 8d NAILS Djp,,2,ONALS FROM BRACED BA AT 20'-0" INTERVALS REPEAT AT BOTH ENDS °®DENSE ° ` ��s No 72471 e 0 °° STAft(E OF"019 1I 12/15/2015 P. CLASSIC Structural Engineering ------------- ARID AB U GATTAS , P.E. >TRUCTURAL ENGINEER 318 TEXAS TRAIL ,OCA RATON, FLORIDA 33487 'HONE: (954) 667 - 7803 FAX: (561) 665 - 5438 O.E. LICENSE # 72471, CA#29407r2101 JECT# 'VWW.PROJECTCLASSIC.COM .ARID@PROJECTCLASSIC.COM CONCRETE & CMU COLUMN SCHEDULE 8"x8" FORMED COL. OR CMU COL. T5f15'1'1 w/ (1) # 5 REINF. BAR (30" LAPS) w/ (1) # 7 REINF. BAR (42" LAPS) SEE :NDN & FRMNG PLAN FOR LOCATIONS FILL w/ GROUT - SEE STRUCTURAL NOTES. CONT. 2"x4" HORIZONTAL BRACING BOTTOM CHORD OF LOCATED 10'-0" C/C MAX. TRUSSES (TYPICAL) PLAN VIEW OF END RESTRAINT 2 - 8d NAILS EACH MEMBER 2"x4" CONT. LATERAL WOOD BRACING NAILED TO BOTTOM CHORD MAXIMUM 10'-0" SPACING AND AS REQUIRED BY TRUSS MANUFACTURER (REFER TO TRUSS NOTES AND TRUSS LAYOUT FOR LOCATION) BOTTOM CHORD 4 OF PRE - ENGINEERED WOOD OVERLAP @ SPLICES TRUSSES 2 ROOF TRUSS BOTTOM CHORD BRACING 0, 2' 4� 8 S1 ,1,_1, 4 REINFORCED FILLED CELL SEE PLAN FOR SIZE AND SPACING. END WITH ACI 90 DEGREE HOOKS 9 GAUGE HORIZONTAL REINFORCEMENT EVERY OTHER COURSE (LADDER TYPE) 8"x8"x16" CONCRETE MASONRY UNITS TYPICAL.CMU 0 REINFORCEMENT *GENERAL CONTRACTOR IS TO VERIFY BEAM DEPTH & ELEVATIONS WITH ARCHITECTURAL PLANS & NOTIFY ARCHITECT OF ANY DISCREPANCIES. BEAM SCHEDULE COORDINATE MASONRY OPENINGS WITH WINDOW MNFR & N.O.A. WIDTH *FpR ARCHED BEAM5 ADD (2) # 5'S DIAGONAL EAHED O 2#5 MIDDLE FOR EVERY ADDITIONAL 112" OFF DEPTH REQUIRED RY 4 EXTRAWIDT . *SCHEDULED BEAM DEPTHS ARE MINIMUMREQUIRED, ELEVATION T *TYPICAL TIE BEAM OVER WALLS TOEPER�FBO C2�2E.2B-3�.2 �I�r°.s���Wty TO TOP OF OPENING SEE FRAMN G PLANS.EACH E OF EVERY BEND, TOP REINF. CORNER AND TRANSITION. TIE BALANCE@48 a TTOM LONGIT MID REINF. *FOR WIDER THAN 8" TIE BEAMS, INCREASEMANUFACTURED BOY CASTCRETE WIDTHH NOA #� 3-0329 0 USE R12" W DE LINTEL FOR 12" THICK WALLS LU BOT'REINR -PCL" REFERS TO PRECAST LINTEL MA 1"CLEAR *TIES AT "E.E." REFERS TO EACH SIDE OF EVERY INTERMEDIATE SUPPORTING COLUMN. BETWEEN ROWS *BALANCE REFERS TO THE SPACING OF THE REMAINING TIES AFTER THE TIES AT EACH END HAVE BEEN INSTALLED.IF NO END TIES SHOWN, USE BALANCE THROUGHOUT THE ENTIRE LENGTH OF THE BEAM. *GC TO VERIFY DEPTH OF BEAMS WITH WINDOW AND DOOR HEIGHTS. COORDINATE WITH GLAZING MANUFACTURER *WHEN THE BEAM SPECIFIED IN THIS CHART RUNS OVER A CMU WALL, IT'S ACTUAL WIDTH IS TO BE THE ACTUAL WIDTH OF THE WALL, WHICH WOULD BE 7-518" OVER 8" CMU. TIES REINFORCEMENT LANGE REMARKS SECTION SA MID BOTTOM SIZE END SPACING PRE -CAST LINTEL: SOLID GROUT CMU OVER LINTEL CODE WIDTH I DEPTH I ELEVATION TOP 1#5 PCL 8 8 _ 2#5 # 3 - B101 8 16 +9'-0" 2#5 2 LAYERS OF 2#61 # 3 12 # 3 6" OIC 24" O/C B102 8 16 +9'-0"1 2#5 - SAWCUT 25% THE DEPTH —� OF THE SLAB WITHIN 24 HOURS OF CONCRETE POUR iV�/V�iV�/ NOTE: CONTROL JOINTS/CONSTRUCTION JOINTS SHALL CREATE PANELS AS SHOWN IN PLAN VIEW ALTERNATIVE 1: SHRINKAGE (SAWCUT) JOINT 25% DEPTH OF SLAB PLASTIC - OR HARDBOARD PREFORMED CONTROL JOINT CONTROL JOINT NOTE: CONTROL JOINTS/CONSTRUCTION JOINTS SHALL CREATE PANELS AS SHOWN IN PLAN VIEW ALTERNATIVE 2: SHRINKAGE (PREFORMED) JOINT SHRINKAGE JOINT (SELECT ONE 4 OF THE TWO SHOW S1 SCALE: 3/16" = 1' ANTHONY COSENTINO ARCHITECT, INC. A nnn KI ccr%r:PAI HIGHWAY �v- SUITE 200 BOCA RATON, FL 33432 V/F:561-922-0484 FIRM#: AA26002153 anthony0cosentinoarchitect.com www.COSENTINOARCHITECT.COm REVISIONS BY DATE 8" CMU KNOCKOUT �l BLOCK W/ (1) # 5 �U)w CONTINOUS TOP. • FILLED CELL REINFORCEMENT tou.i SEE PLAN FOR SPACING AND COLUMN W LATERAL BRACING IF W.,;t REQUIRED (SEE TYP. WALL SECTION) 4 PROVIDE 2x MZ BLOCKING #4 TRANFER BARS (ONLY IF REQUIRED s PROVIDED IN BY FOOTING SCHEDULE) 4 AREAS LABELED 4" THICK CONC. SLAB W/ (1) LAYER OF BY PLYWOOD W1.4 X W1.4 - 6/6 WWM (OVERLAPPED @ PI z BLOCKING ' F-0-7 LO M Q F-- M d- W ce) YJ A ak DETAIL. TOE IL TO T. SEE PL1 TOP CHORD EACH BOND BEAM OR I END WITH ( 16d's. WOOD FASCIA (SEE TIE BEAM (SEE j TYP. WALL SECTION) TYP. WALL SECTION) 1/16" SPACE AT w/ (2) 16d TO EACH • .. - �, 6" LAPPED AND TAPED PANELEND ROOF SHEATHING ATTACHMENT 1®ETA! L - -- - LU COMPACTED TERMITE 1 SCALE: N.T.S. - _ - p TREATED SOIL - WOOD ROOF TRUSSES @ 24" O/C MAX SPACING SPLICE BOTTOM CHORD BRACING RUNS WITH (1) SIMPSON LSTA30 SIMPSON GA2 CLIP TO TRUSS CHORD AT TOP AND BOTTOM END - 2X4 CROSS BRACES INSTALL ONE PER LINE OF BRIDGING. COFFER OR CHANGE IN CEILING HEIGHT TRUSS SECTION VIEW FOR TRANSITIONAL BOTTOM CHORD BRACING BOTTOM CHORD NAILED TO 2x4 DIAGONALS W/ 2 - 8d NAILS Djp,,2,ONALS FROM BRACED BA AT 20'-0" INTERVALS REPEAT AT BOTH ENDS °®DENSE ° ` ��s No 72471 e 0 °° STAft(E OF"019 1I 12/15/2015 P. CLASSIC Structural Engineering ------------- ARID AB U GATTAS , P.E. >TRUCTURAL ENGINEER 318 TEXAS TRAIL ,OCA RATON, FLORIDA 33487 'HONE: (954) 667 - 7803 FAX: (561) 665 - 5438 O.E. LICENSE # 72471, CA#29407r2101 JECT# 'VWW.PROJECTCLASSIC.COM .ARID@PROJECTCLASSIC.COM CONCRETE & CMU COLUMN SCHEDULE 8"x8" FORMED COL. OR CMU COL. T5f15'1'1 w/ (1) # 5 REINF. BAR (30" LAPS) w/ (1) # 7 REINF. BAR (42" LAPS) SEE :NDN & FRMNG PLAN FOR LOCATIONS FILL w/ GROUT - SEE STRUCTURAL NOTES. CONT. 2"x4" HORIZONTAL BRACING BOTTOM CHORD OF LOCATED 10'-0" C/C MAX. TRUSSES (TYPICAL) PLAN VIEW OF END RESTRAINT 2 - 8d NAILS EACH MEMBER 2"x4" CONT. LATERAL WOOD BRACING NAILED TO BOTTOM CHORD MAXIMUM 10'-0" SPACING AND AS REQUIRED BY TRUSS MANUFACTURER (REFER TO TRUSS NOTES AND TRUSS LAYOUT FOR LOCATION) BOTTOM CHORD 4 OF PRE - ENGINEERED WOOD OVERLAP @ SPLICES TRUSSES 2 ROOF TRUSS BOTTOM CHORD BRACING 0, 2' 4� 8 S1 ,1,_1, 4 REINFORCED FILLED CELL SEE PLAN FOR SIZE AND SPACING. END WITH ACI 90 DEGREE HOOKS 9 GAUGE HORIZONTAL REINFORCEMENT EVERY OTHER COURSE (LADDER TYPE) 8"x8"x16" CONCRETE MASONRY UNITS TYPICAL.CMU 0 REINFORCEMENT *GENERAL CONTRACTOR IS TO VERIFY BEAM DEPTH & ELEVATIONS WITH ARCHITECTURAL PLANS & NOTIFY ARCHITECT OF ANY DISCREPANCIES. BEAM SCHEDULE COORDINATE MASONRY OPENINGS WITH WINDOW MNFR & N.O.A. WIDTH *FpR ARCHED BEAM5 ADD (2) # 5'S DIAGONAL EAHED O 2#5 MIDDLE FOR EVERY ADDITIONAL 112" OFF DEPTH REQUIRED RY 4 EXTRAWIDT . *SCHEDULED BEAM DEPTHS ARE MINIMUMREQUIRED, ELEVATION T *TYPICAL TIE BEAM OVER WALLS TOEPER�FBO C2�2E.2B-3�.2 �I�r°.s���Wty TO TOP OF OPENING SEE FRAMN G PLANS.EACH E OF EVERY BEND, TOP REINF. CORNER AND TRANSITION. TIE BALANCE@48 a TTOM LONGIT MID REINF. *FOR WIDER THAN 8" TIE BEAMS, INCREASEMANUFACTURED BOY CASTCRETE WIDTHH NOA #� 3-0329 0 USE R12" W DE LINTEL FOR 12" THICK WALLS LU BOT'REINR -PCL" REFERS TO PRECAST LINTEL MA 1"CLEAR *TIES AT "E.E." REFERS TO EACH SIDE OF EVERY INTERMEDIATE SUPPORTING COLUMN. BETWEEN ROWS *BALANCE REFERS TO THE SPACING OF THE REMAINING TIES AFTER THE TIES AT EACH END HAVE BEEN INSTALLED.IF NO END TIES SHOWN, USE BALANCE THROUGHOUT THE ENTIRE LENGTH OF THE BEAM. *GC TO VERIFY DEPTH OF BEAMS WITH WINDOW AND DOOR HEIGHTS. COORDINATE WITH GLAZING MANUFACTURER *WHEN THE BEAM SPECIFIED IN THIS CHART RUNS OVER A CMU WALL, IT'S ACTUAL WIDTH IS TO BE THE ACTUAL WIDTH OF THE WALL, WHICH WOULD BE 7-518" OVER 8" CMU. TIES REINFORCEMENT LANGE REMARKS SECTION SA MID BOTTOM SIZE END SPACING PRE -CAST LINTEL: SOLID GROUT CMU OVER LINTEL CODE WIDTH I DEPTH I ELEVATION TOP 1#5 PCL 8 8 _ 2#5 # 3 - B101 8 16 +9'-0" 2#5 2 LAYERS OF 2#61 # 3 12 # 3 6" OIC 24" O/C B102 8 16 +9'-0"1 2#5 - SAWCUT 25% THE DEPTH —� OF THE SLAB WITHIN 24 HOURS OF CONCRETE POUR iV�/V�iV�/ NOTE: CONTROL JOINTS/CONSTRUCTION JOINTS SHALL CREATE PANELS AS SHOWN IN PLAN VIEW ALTERNATIVE 1: SHRINKAGE (SAWCUT) JOINT 25% DEPTH OF SLAB PLASTIC - OR HARDBOARD PREFORMED CONTROL JOINT CONTROL JOINT NOTE: CONTROL JOINTS/CONSTRUCTION JOINTS SHALL CREATE PANELS AS SHOWN IN PLAN VIEW ALTERNATIVE 2: SHRINKAGE (PREFORMED) JOINT SHRINKAGE JOINT (SELECT ONE 4 OF THE TWO SHOW S1 SCALE: 3/16" = 1' ANTHONY COSENTINO ARCHITECT, INC. A nnn KI ccr%r:PAI HIGHWAY �v- SUITE 200 BOCA RATON, FL 33432 V/F:561-922-0484 FIRM#: AA26002153 anthony0cosentinoarchitect.com www.COSENTINOARCHITECT.COm REVISIONS BY DATE 8" CMU KNOCKOUT W BLOCK W/ (1) # 5 �U)w CONTINOUS TOP. • FILLED CELL REINFORCEMENT tou.i SEE PLAN FOR SPACING AND COLUMN W SCHEDULE FOR DIAMETER W.,;t CMU WALL W/ #9 LADDER TYPE REINF. EVERY OTHER COURSE BLOCK RECESS MZ #4 TRANFER BARS (ONLY IF REQUIRED 0 BY FOOTING SCHEDULE) 0 4" THICK CONC. SLAB W/ (1) LAYER OF Z W1.4 X W1.4 - 6/6 WWM (OVERLAPPED @ PI Za F-0-7 LO M Q F-- M d- W ce) YJ A ak 0Q°� vQOp�Doo�a, SPo�aa �QQ °° o �J.13 ALR94098 X05-30- 2:52 P.M. !ANTHONY COSENTINO 1LIC. #94098 I VOICE: 561-922-0484 OF 2 8" CMU KNOCKOUT W BLOCK W/ (1) # 5 �U)w CONTINOUS TOP. • FILLED CELL REINFORCEMENT tou.i SEE PLAN FOR SPACING AND COLUMN W SCHEDULE FOR DIAMETER W.,;t CMU WALL W/ #9 LADDER TYPE REINF. EVERY OTHER COURSE BLOCK RECESS MZ #4 TRANFER BARS (ONLY IF REQUIRED 0 BY FOOTING SCHEDULE) 0 4" THICK CONC. SLAB W/ (1) LAYER OF Z W1.4 X W1.4 - 6/6 WWM (OVERLAPPED @ PI Za C-4 r U- T. SEE PL1 Z W W w a GRADE -_ - - • .. - �, 6" LAPPED AND TAPED - - _ --- 6 MIL, V.B. OVER -- - -- - LU COMPACTED TERMITE I — - _ - p TREATED SOIL L,��� w CONT. REINF. SEE SCHED. _ U PER FOOTING w SCHEDULE w 5 EXTERIOR BEARING WALL S1 SCALE: 3/4" = 1' 0Q°� vQOp�Doo�a, SPo�aa �QQ °° o �J.13 ALR94098 X05-30- 2:52 P.M. !ANTHONY COSENTINO 1LIC. #94098 I VOICE: 561-922-0484 OF 2 Z�= W U �U)w tou.i m W v� z W.,;t 0 LO W MZ m Q W 0Q°� vQOp�Doo�a, SPo�aa �QQ °° o �J.13 ALR94098 X05-30- 2:52 P.M. !ANTHONY COSENTINO 1LIC. #94098 I VOICE: 561-922-0484 OF 2 CONCRETE TESTING -LONG STRUCTURAL NOTES ABBREVIATION LEGEND: LW WAY A [ ®� FAR I D AB U GATTAS, P.E. QUALIFIED FIELD TESTING TECHNICIANS SHALL PREPARE SPECIMENS REQUIRED FOR CURING UNDER FIELD LRFD - LOAD AND RESISTANCE FACTOR DESIGN GENERAL CONDITIONS AND RECORD THE TEMPERATURE OF THE FRESH CONCRETE WHEN PREPARING SPECIMENS FOR ADDL -ADDITIONAL 0 ��®,- ° u0� AB - ANCHOR BOLT LL -LIVE LOAD ®� �y',[EB�� ALL INFORMATION THAT IS STRUCTURAL IN NATURE SHOWN IN THESE STRUCTURAL SHEETS SHALL TAKE LABORATORY STRENGTH TESTS. LLBB -STEEL ANGLES WITH LONG LEGS BACK o � °. ° °°°°°�� ® 1� / A STRUCTURAL E N %p I N E E R ACI -AMERICAN CONCRETE INSTITUTE TO BACK v 0 �� f f �/. PRECEDENCE OVER STRUCTURAL ITEMS IN OTHER TRADES' PLANS . ACCOUNTING SEPARATELY FOR EACH CLASS OF CONCRETE AND EACH DAY, dNE TEST (CONSISTING OF AISI -AMERICAN IRON AND STEEL INSTITUTE o o I ® I EXCEPTION: NOTES IN OTHER TRADES' PLANS ADDRESSING SPECIAL ITEMS (SUCH AS MINIMUM CONCRETE AISC - AMERICAN INSTITUTE OF STEEL MO - MASONRY CONTROL JOINT N® 72�I71 _ , e lip ' '1 '�` ' 7318 TEXAS TRAIL j BREAKING (2) 6"0 DIAMETER x 12" HIGH CONCRETE CYLINDER SAMPLES, MOLDED AS PER ASTM C31 AND TESTED CONSTRUCTION MO - MASONRY OPENING V io ( 4,1 STRENGTH FOR FIRE RATING} SHALL GOVERN WHEN MORE STRINGENT THAN HERE SHOWN. PER ASTM C39 SHALL BE PERFORMED ACCORDING TO THE MOST FREQUENT OF: AL - ALUMINUM MFR -MANUFACTURER BOCA RATON, FLORIDA 33187 ) MIN -MINIMUM d `1Qj � r � -ONCE A DAY ASD - ALLOWABLE STRESS DESIGN PROJECT SPECIFIC CODES USED: -ONCE EVERY 150 CUBIC YARDS BALBALANCE, REMAINING MID -MIDDLE ®� �ui� PHONE: NSE fi67 - 7803 FAX: 561 665 - RE FEET F LAB OR WALL SURFACE AREA BP -BASE PLATE MISC -MISCELLANEOUS ®��°°,° STAT(E ®F �%® P. CLASSIC P.E. LICENSE # 72471, CA#�9407 -ONCE EVERY 5000 SQUARE 0 S NTS - NOT TO SCALE mA ° A°�®Rl�� Q�� BOT -BOTTOM O/C ON CENTER SPACING O®�S� °°°°^�°n°°®off Structural Engineerings/,PROJECTCLASSIC.GOM PROJECT# ALL STRUCTURAL ELEMENTS FOR THIS PROJECT HAVE BEEN DESIGNED PER FLORIDA BUILDING CODE, 2014. 7 DAY, 14 DAY AND 28 DAY TEST REPORTSA SHALL BE SUBMITTED TO THE REPUTABLE TESTING COMPANY TO BE STRUCTURAL SITE ENGINEER THE TOF RECORD C ANT - CAST IN PLACE OD - OUTSIDE DIAMETER WOOD GAJ✓�D©°U��,��®� 12/15/2015 @ THIS IMPLIES THE USE OF THE BELOW LISTED CODES (FBC TAKES PRECEDENCE OVER CONFLICTING ITEMS). FOR REVIEW. THE CLIENT SHALL RETAIN ® FAR) D PROJ ECTCLASSIC' COM 2101 CONCRETE POUR AND INDEPENDENTLY COLLECT CYLINDERS AND PERFORM COMPRESSIVE TESTING. CL -CENTER LINE CEILING PSI - 1 LB PER SQUARE INCH GRAVITY LOADING (ASCE 7-10, CHAPTER, TABLE C34 $ C3-2) CLR - CLEAR PSF -1 LB PER SQUARE FOOT T _ PLF - 1 LB PER LINEAR FOOT SEE GRAVITY LOADING CHART FOR DESIGN LOADS. IF LESS THAN 50 CUBIC YARDS ARE USED FOR A SINGLE CLASS OF CONCRETE, TESTING IS NOT REQUIRED IF CONC - CONCRETE SUFFICIENT EVIDENCE IS PROVIDED TO THE BUILDING OFFICIAL. COL -COLUMN R.S.- PLATE 4' 4' ANTHONY DEFLECTION DESIGN CRITERIA CJ - CONTROL JOINT / CONSTRUCTION JOINT R. - RING SHANK NAIL CONSTRUCTION JOINTS RC -REINFORCED CONCRETE ALL MEMBERS (BEAMS, SLABS, TRUSSES, JOISTS, ETC) COMPOSING FLOORS HAVE BEEN DESIGNED AND SHALL CONN. -CONNECTION REINF - REINFORCEMENT V O S E N T I N C� BE DESIGNED BY THE DELEGATED ENGINEER (IF APPLICABLE) FOR: A CONTROL AND CONSTRUCTION JOINT LAYOUT SHALL BE PROPOSED BY THE GENERAL CONTRACTOR FOR CMU -CONCRETE MASONRY UNIT SDS -SELF DRILLING SCREW DBA-DEFORMEDBARANCHOR STD -STANDARD ARCHITECT, INC. • TOTAL LOAD: SPAN / 240 REVIEW BY THIS OFFICE. ALL INTERMEDIATE STEEL COLUMNS SHALL BE ISOLATED BY JOINTS AS DEPICTED BY DET - DETAIL SLBB -STEEL ANGLES WITH SHORT LEGS BACK • REINFORCED CONCRETE ELEMENTS: LIVE LOAD + LONGTERM SPAN/360 THE INCLUDED DETAIL IN THIS SET OF DRAWINGS. THE WIDTH OR LENGTH OF SLAB PANELS (DELIMITED JOINTS) DL - DEAD LOAD TO BACK T 3' 1200 N. FEDERAL HIGHWAY • WALL / MULLIONS: L 1175 SHALL BE WITHIN THE RANGE OF 24 TO 36 TIMES THE THICKNESS OF THE CONCRETE SLAB. DIA - DIAMETER SCHED SCHEDULE�A SUITE ZOO • OTHER ELEMENTS: LIVE LOAD: SPAN/ 480 WOOD (AF&PA NDS 2012, ASD) DIM - DIMENTION .rill - STEEL JOIST INSTITUTE BOCA RATON, FL 33432 • ROOF MEMBERS SUPPORTING NON PLASTER CEILINGS: LIVE: U240, TOTAL: U180 PER FBC TABLE 1604.3 E.E. EACH EACH END E.SDI - STEEL DECK INSTITUTE V/F: 561-922-0484 - STRUCTURAL SAWN LUMBER TO BE SOUTHERN PINE #2 WITH MAXIMUM MOISTURE CONTENT OF 19%..E.W. EACH WAY SW - SHEAR WALL � WIND LOADING (ASCE 7-10) COMMON NAILS TO BE USED, U.N.O., (8&0.131"0, 10&0.148"0, 16d-0.162"0). EWTB - EACH WAY, TOP AND BOTTOM SW - SHORT WAY 2 FIRM#: AA26002153 WIND SPEED=170 MPH (3 SECOND GUST) TIMBERS TO BE SOUTHERN PINE. EF - EACH FACE TON - 2000 LB / EXPOSURE = C LUMBER TO BE PRESSURE TREATED OR OTHERWISE SEPARATED WITH A MOISTURE BARRIER (SUCH AS EJ - EXPANSION JOINT TYP -TYPICAL I anthony@cosentinoorchitect.com BUILDING TYPE= ENCLOSED, RIGID BUILDING PAPER OR GALVANIZED STEEL ANCHOR SEATS) FROM ANY CONCRETE SURFACES. FBC - FLORIDA BUILDING CODE T/ -MEMBER'S TOP ELEVATION T/STRUCTURE -THE TOP ELEVATION OF THE wWW.COSENTINOARGHITEGT.Cam / /'� A MRH=10.75' ALL WOOD PRODUCTS SHALL BE STAMPED WITH AN APPROPRIATE GRADE DESIGNATION. NO STAMPED MEMBER FF - FINISHED STRUCTURAL FLOOR O O CONCRETE SLAB, BEAM OR PLYWOOD. STRUCTURE CATEGORY= II SHALL BE USED IF MEMBER HAS BECOME DEFECTIVE. ELEVATION ARCHITECTURAL FINISHES ARE APPLIED 2 2 KD=0.85 - EITHER ASD OR LRFD LOAD COMBINATIONS PER ASCE7-10 HAVE BEEN USED FOR DESIGNING THE ALL BOLTS SHALL BE USED WITH A CORRESPONDING NUT AND WASHER. FR - FINISHED STRUCTURAL ROOF ABOVE THIS ELEVATION. O 0 j / / REVISIONS BY DATE FNDN -FOUNDATION HOLLOW STRUCTURAL VARIOUS STRUCTURAL ELEMENTS IN THIS PROJECT. FOR WOOD FRAMED WALLS, STAGGER THE TOP PLATE JOINT LOCATIONS 24" OR MORE. FRMNG -FRAMING TS - TUBE STEEL ( INTERNAL PRESSURE COEFFICIENT= +/- 0.18 EXTERIOR STUDS MAY NOT BE NOTCHED MORE THAN 25% WHEN NEEDED TO ACCOMMODATE OTHER TRADES.O ELEVATION SECTION) TOS - TOP OF SLAB FTG - FOOTING TOB - TOP OF BEAM COMPONENTS $ CLADDING DESIGN WIND PRESSURES: WOOD TRUSSES (PRE-ENGINEERED) GA -GAUGE LINO - UNLESS NOTED OTHERWISE WALLS: GC -GENERAL CONTRACTOR 2 BOTTOM CHORD ABLE TO SUPPORT A SINGLE CONCENTRATED SERVICE LIVE LOAD OF 20OLS ALONG ANY PANEL U= - UPLIFT VALUE IN LB ZONE 4 = +34.65 PSF, -37.85 PSF POINT. TRUSS TOP CHORD ABLE TO SUPPORT 300 LB DUE TO MAINTENANCE WORKERS PER FBC TABLE 1607.1. HS - HEADED STUD /NELSON STUD VERT - VERTICAL HC - HOLLowcoRE VIF -VERIFY IN FIELD �, M ZONE A. NAILING SCHEDULE (NON -BLOCKED DIAPHRAGM) ZONE 5 = +34.65 PSF, -37.85 PSF HDG - HOT DIPPED GALVANIZED STRUCTURAL PRE-ENGINEERED WOOD ROOF TRUSSES, GIRDERS AND ANY CONNECTIONS REQUIRED BETWEEN HSS HOLLOW STRUCTURAL SECTION VB - VAPOR BARRIER BUILDING BOUNDARY 10d @ 4" O/C ROOF: SEE ROOF WIND ZONE PRESSURE DIAGRAM FOR ZONE LAYOUT, SIZE AND PRESSURE. THEM ARE TO BE PROVIDED BY THE DELEGATED ENGINEER (REGISTERED IN FLORIDA) IN THE FORM OF SIGNED KLF -1000 PER LINEAR FOOT W/ - WITH 3' 3' ALL OHTER PLYWOOD EDGES 10d @ 4" O/C AND SEALED SHOP DRAWINGS AND CALCULATIONS FOR REVIEW BY THE ENGINEER OF RECORD FOR GENERAL KO - KNOCK -OUT WWF - WELDED WIRE FABRIC FIELD 10d @ 6" O/C - 1000 LB PER SQUARE INCH 0 - DIAMETER REQUEST FOR INFORMATION COMPLIANCE WITH INITIAL LAYOUT AND DESIGN PARAMETERS. KSI 1 KIP - 1000 LB ROOF WIND ZONE DIAGRAM ZONE B: NAILING SCHEDULE (BLOCKED DIAPHRAGM) PLEASE USE HAND SKETCHES AND OTHER VISUALI WRITTEN METHODS TO COMMUNICATE A CONSTRUCTION ZONE 1 :+14.65 -28.14 PSF BUILDING BOUNDARY 10d @ 4" O/C QUESTION. SEND TO US VIA EMAIL OR FAX. TRUSS AND GIRDER CONNECTIONS TO THE MAIN STRUCTURE TO BE INSTALLED AS SHOWN BY FRAMING PLANS ZONE 2 :+14.65 -70.47 PSF ALL BY THE ENGINEER OF RECORD. ZONE 3 :+14.65 -110.3 PSF FIELDHTER PLYWOOD EDGES 10d @ 6" O/C A -ZONE :3.00 FEET CONTRACTING NOTES TRUSSES TO BE DESIGNED BY THE DELEGATED ENGINEER USING COMPONENTS AND CLADDING PRESSURES. • GENERAL CONTRACTOR MUST FAMILIARIZE HIMSELF WITH THE STRUCTURAL PLANS AND HOW THEY DESIGN, FABRICATION, AND INSTALLATION OF WOOD TRUSSES AND SHEET METAL CONNECTORS SHALL BE IN INTERACT WITH OTHER SPECIALTIES PLANS (ARCHITECTURAL, M.E.P., ETC). ALTHOUGH TRADE ACCORDANCE WITH THE FOLLOWING STANDARDS. DETAIL FIF-E HALL BE CONTACTED IMMEDIATELY IN CASE THE I PLYWOOD B L O C K I N G COORDINATION HAS BEEN PERFORMED, THIS O S CONTRACTOR FINDS ANY MISSING AMBIGUOUS, UNCLEAR OR CONFLICTING INFORMATION. DESIGN SPECIFICATIONS FOR METAL PLATE CONNECTED WOOD TRUSSES (ROOF)(TPI 85); DESIGN 3 S1 -� • THE CONTRACTOR SHALL ALWAYS KEEP ON SITE THE LATEST REVISION OF THE SIGNED AND SEALED SPECIFICATIONS FOR METAL PLATE CONNECTED PARALLEL CHORD ROOF TRUSSES (FLOOR)(PCT 80); BRACING ROOF RIDGE LINES STRUCTURAL PLANS, APPROVED SHOP DRAWINGS AND PRODUCT APPROVALS. WOOD TRUSSES: COMMENTARY AND RECOMMENDATIONS (BWT 76); HANDLING AND ERECTINIG WOOD TRUSSES: S2 311=11 0' 5' 10' 20' 32 — • ALL OPENINGS BELOW 60'-0" TO BE PROTECTED FROM IMPACT OF WINDBOURNE DEBRIS COMMENTARY AND RECOMMENDATIONS (HIB -91). CONCRETE PAD FOOTING - SEE FOOTING SCHEDULE • GENERAL CONTRACTOR IS SOLELY RESPONSIBLE FOR ALL ACTIVITIES RELATED TO WORK SAFETY. REVISION NUMBER - SEE TITLE BLOCK FOR DATE 3 • CONSTRUCTION LOADS SHOULD BE CAREFULLY DISTRIBUTED TO AVOID LOADING ANY MEMBERS IN DRAFTSTOPPING SHALL BE INSTALLED AGAINST THE SIDE FACE OF WOOD TRUSSES PER THE: BELOW (I EXCESS OF THEIR CAPACITY. REQUIREMENTS. MATERIAL SHALL NOT BE LESS THAN 1/2" GYPSUM BOARD OR 3/8" PLYWOOD. JOISTS OR TRUSSES - SEE SHOP DRAWINGS • THE APPROVAL BY THE STRUCTURAL INSPECTOR OF ANY WORK DOES NOT RELIEVE THE CONTRACTOR FOR WOOD ROOF TRUSSES, DRAFTSTOPPING IS REQUIRED PER FBC 717.4.3 SUCH THAT ANY HORIZONTAL AREA ABOVE BRW FROM COMPLYING WITH THE FLORIDA BUILDING CODE AND THE APPROVED STRUCTURAL PLANS. DOES NOT EXCEED 3000 SQFT. FILLED CELL - SEE COMIC. COL. SCH ED. F°6"0i=�lu FOR WOOD FLOOR TRUSSES, DRAFTSTOPPING IS REQUIRED PER FBCR 30212. SUCH THAT ANY HORIZONTAL PROJECT PLANS DETAILS & ARCHITECTURAL BACKGROUNDS AREA DOES NOT EXCEED 1000 SQFT. NEW CONCRETE SLAB ALL DETAILS AND SECTIONS SHOWN ARE INTENDED TO BE TYPICAL UNLESS OTHERWISE SPECIFIED. DETAILS DRAINAGE I THAT REFERENCE SPECIFIC SCHEDULES ARE INTENDED TO BE SCHEDULES SHALL TAKE PRECEDENCE IN ALL ALL EXTERIOR FLAT SURFACES SHALL BE SLOPED TO DRAINS AS SHOWN IN THE ARCHITECTURAL DRAWINGS. TIE BEAM TRANSITION SYMBOLS CONFLICTING ITEMS. ALL ELEVATED ENCLOSED SURFACES SHALL BE PROVIDED WITH SCUPPERS PER ARCHITECTURALS. MIDDLE OF THE BEAM IN BETWEEN ALL ELEMENTS INTENDED TO ORIGINATE FROM OTHER TRADE'S DRAWINGS (ELEVATIONS. PARTITION +55.06 -88.88 WIND PRESSURES ON OPENINGS (GIVEN IN PSF) LOCATIONS, ETC) HAVE BEEN INCLUDED FOR THEIR RELATION TO STRUCTURAL ITEMS ONLY. REFER TO THE CONCRETE WALL VERTICAL REINFORCEMENT. SEE FOUNDATION / FRAMING PLANS FOR LOCATIONS CORRESPONDING TRADE'S PLANS FOR FINAL LAYOUTS AND DETAILS. MASONRY (TMS4.02-11/ACI 530/ASCE 5, ASD) DO NOT USA A SCALE TO DETERMINE THE DIMENSIONS OF ANY PLAN OR DETAIL DRAWINGS. IF THE DIMENSION NEEDED IS UNAVAILABLE, PLEASE CONTACT THIS OFFICE. THIS PROJECT IS DESIGNED AS ENGINEERED UNIT MASONRY. STRUCTURAL DESIGN SHALL BE IN ACCORDANCE 0 �� WITH ACI 530/ASCE 5/TMS 402-11, BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES AND THE SHALLOW FOUNDATION {SOIL PRESSURE•ASD, FOOTING DESIGN: LRFD) COMMENTARY ON BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES. SPLICE BOTTOM BARS ONLY OVER THE INTERMEDIATE BEAM A BOTTOM OF FOOTINGS TO BEAR ON SOIL CAPABLE OF SAFELY SUPPORTING 2,500 PSF. MASONRY UNITS SHALL BE ASTM C-90 TYPE 11 WITH MINIMUM COMPRESSIVE STRENGTH OF 1900 PSI ON NET SrrE PREPARATION (ANY DE-MUCKING,DE-WATERING, PRE -CONSOLIDATION, COMPACTION, PRESCRIBED AREA OF INDIVIDUAL UNITS PER FBCR 606.4. ALL CMU SHALL BE LAID IN A FULL BED OF MORTAR IN RUNNING TESTING OR ANY OTHER PROCEDURE, PRECAUTION OR RECOMMENDATION, AS OUTLINED IN THE SOILS BOND U.O.N. ALL REINFORCING STEEL SHALL BE MANUFACTURED FROM HIGH STRENGTH BILLET STEEL REPORT) TO BE PERFORMED PER SOILS AND SUBSURFACE INVESTIGATION: CONFORMING Tj AS I'M DESIGNATION A-615 GRADE 60, NUTTING ENGINEERS OF FLORIDA, INC. (JUNE 29, 2015) ORDER NO 17288.1 ALL MORTAR SHALL BE TYPE S IN ACCORDANCE WITH ASTM SPECIFICATION C-270 WITH A MINIMUM COMPRESSIVE STRENGTH OF 1800 PSI AT 28 DAYS. NO TESTING FOR MORTAR STRENGTH IS REQUIRED FOR THIS TOP OF EXTERIOR FOOTINGS SHALL BE MINIMUM 12" BELOW FINISHED GRADE. PROJECT. MORTAR MAY BE RE TEMPERED WITH WATER TO REGAIN WORKABILITY FOR NO MORE THAN 2.5 PRECAUTIONS TO BE TAKEN PRIOR TO EXCAVATING BESIDE OR UNDERNEATH EXISTING STRUCTURES. HOURS AFTER INITIAL MIXING. WHERE ADJACENT TO RETAINING WALLS OR POOL WALLS, BASE OF FOOTINGS SHALL BE DEEP ENOUGH AS TO j BE LEVEL WITH THE FOOTING/BASE OF THE ADJACENT RETAINING WALL/POOL. GROUT SHALL BE A HIGH SLUMP MIX (8-A V) IN ACCORDANCE WITH ASTM SPECIFICATION C-476 HAVING A [ ALL ISOLATED FOOTINGS ARE INTENDED TO BE CENTERED WITH THE COLUMN THEY SUPPORT, U.N.O. MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI. TO EXTERIOR THE SOILS ENGINEER SHALL BE RETAINED BY THE CONTRACTOR TO SUPERVISE, INSPECT, VERIFY AND/OR CORRECT ANY SOILS CONDITIONS NECESSARY TO ACHIEVE THE SUPPORT OF THE PROPOSED STRUCTURE. FBCR4407.4.1.6: PROVIDE 9 GAUGE HORIZONTAL JOINT REINFORCEMENT (LADDER TYPE ONLY) AT EVERY THE CONTRACTOR SHALL DE -WATER THE SITE FOR FOOTING CONCRETE TO BE PLACED AGAINST DRY SOIL. SECOND COURSE FOR ALL EXTERIOR WALLS. THIS REINFORCEMENT SHALL EXTEND MIN 4" INTO ALL CONCRETE • . COLUMNS. INTERIOR PARTITIONS ALL CONCRETE MASONRY, TIE BEAMS, TIE COLUMNS, ETC SHALL BE INSPECTED BY A REGISTERED ENGINEER FBCR4403.7.7 PERMANENT, FULL -HEIGHT INTERIOR WALLS AND PARTITIONS SHALL BE DESIGNED TO RESIST A BEFORE CONCRETE POUR. UPON INSPECTION APPROVAL, AN ENGINEERING SIGNED, SEALED AND DATED LATERAL LIVE LOAD NOT LESS THAN 5 POUNDS PER SQUARE FOOT (239 PA) AND IF SHEATHED WITH LATH AND LETTER WILL BE PROVIDED TO THE GENERAL CONTRACTOR AS REQUIRED BY THE AHJ. PLASTER, DEFLECTION AT THIS LOAD SHALL NOT EXCEED U360. NO PIPES OR CONDUITS ARE ALLOWED IN MASONRY CELLS CONTAINING A REINFORCING BAR. I 3000 PSI CONCRETE (ACI 318-11, 315-08, LRFD) AS OUTLINED BY THE BROWARD COUNTY SPECIAL BUILDING INSPECTOR FORM, REINFORCED UNIT MASONRY MANDATORY INSPECTION REQUIRES A LEVEL B QUALITY ASSURANCE PROGRAM AS DESCRIBED BY MSJC TABLE 6" MIN INTO SUPPORTS 4, WHICH STATES THE GENERAL CONTRACTOR SHALL PROVIDE TO THE INSPECTOR CERTIFICATES OF CLEAR CONIC COVER TO THE TIES ON ALL TO READY MIX CONCRETE TO ACHIEVE A 28 DAY COMPRESSIVE STRENGTH OF 3000 PSI FOR ALL STRUCTURAL MATERIALS USED IN MASONRY CONSTRUCTION, SUCH AS MASONRY BLOCK COMPLYING WITH ASTM C90, THE ELEMENTS (INCLUDING, BUT NOT LIMITED TO FOOTINGS, SLABS, BEAMS, COLUMNS) UNLESS OTHERWISE NOTED MINIMUM NET COMPRESSIVE BLOCK STRENGTH OF 1900PS1 AND THE GRADE OF STEEL DEFORMED U L1 = CLEARSPAN � ELEVATED BEAMS ON THE STRUCTURAL PLANS. SLABS ON GRADE SHALL BE PERMITTED TO BE POURED WITH 2500 PSI CONCRETE REINFORCEMENT TO BE ASTM A615. THE SPECIAL INSPECTOR SHALL VERIFY GROUT SPACES, LADDER TYPE AND 0.5 WATER TO CEMENT RATIO. REINFORCEMENT, REINFORCEMENT DIAMETER AND LOCATIONS FOR WALLS, TIE BEAMS AND CONCRETE u� SLABS ON GRADE SHALL BE REINFORCED WITH WELDED WIRE FABRIC: SHALL COMPLY WITH ASTM A-185. COLUMNS. r FABRIC SHALL BE PLACED IFROM THE TOP OF THE SLAB. LAPS SHALL BE 6" MIN. WWM SHALL BE OVERLAPPED NOMINAL AND TRUE THICKNESS MEMBERS 90 DEG. ACI STANDARD HOOK 30" AT PERIMETERS. WING ARE MEMBERS IN WHICH THE NOTED THICKNESS AND WIDTH IN PLAN AND SCHEDULE IS SYMBOL LEGEND SYMBOL DESCRIPTION 3 S1 -� SECTION MARK - DETAIL NUMBER / SHEET NUMBER >_ ROOF RIDGE LINES 4" X8333 FLOOR STEP S2 311=11 0' 5' 10' 20' 32 — CONCRETE BEAM CALLOUT - SEE SCHEDULE P1 CONCRETE PAD FOOTING - SEE FOOTING SCHEDULE REVISION NUMBER - SEE TITLE BLOCK FOR DATE 3 REVISION CLOUD (I I (I JOISTS OR TRUSSES - SEE SHOP DRAWINGS - PARTITION ABOVE BRW CONCRETE COLUMN - SEE CONIC. COL SCHED. FILLED CELL - SEE COMIC. COL. SCH ED. F°6"0i=�lu CMU WALL CURRENT LEVEL CMU WALL ONE LEVEL BELOW NEW CONCRETE SLAB NEW CONCRETE BEAM NEW CONCRETE FOOTING o a TIE BEAM TRANSITION SYMBOLS A+B+D 1160 UPLIFT FORCES & CONNECTORS - SEE STRAP SCHED. MIDDLE OF THE BEAM IN BETWEEN ELEVATION MARKER- SEE ARCH PLANS FOR +0'-0" +55.06 -88.88 WIND PRESSURES ON OPENINGS (GIVEN IN PSF) • CONCRETE WALL VERTICAL REINFORCEMENT. SEE FOUNDATION / FRAMING PLANS FOR LOCATIONS CONCRETE MIX SUBMITTALS SHALL DESCRIBE WHICH LOCATION IN THE STRUCTURE THE MIX IS TO BE PLACED. THE FOLLO INTENDED TO BE THE EXACT MEASUREMENT OF THE ACTUAL BUILT MEMBERS. ALL CONCRETE SLABS CONCRETE REINFORCEMENT (ACI 318.11, 315, LRFD) _ y • INTERIOR CONCRETE BEAMS AND COLUMNS FOOTINGS, GRADE BEAMS AND PILES - - - TEMPERATURE REINFORCEMENT IN STRUCTURAL SLABS SHALL BE INSTALLED IN ALL AREAS OF THE SLAB AND STRUCTURAL STEEL MEMBERS (COLUMNS, BEAMS AND CONNECTION MEMBERS) RUNS PERPENDICULAR TO THE MAIN REINFORCEMENT. ��1/101�0�� ` THE FOLLOWING MEMBERS HAVE THEIR NOMINAL DIMENSIONS NOTED AND THE ACTUAL DIMENSION VARIES: CONCRETE REINFORCEMENT BARS, STIRRUPS AND TIES SHALL BE IN ACCORDANCE WITH ASTM A-615 (GRADE . CONCRETE COLUMNS AND TIE BEAMS IN-LINE WITH MASONRY WALLS, WHERE THE COLUMN THICKNESS T ACT AS LAP DOWELS AND ARE TO BE WELDED TO STRUCTURAL STEEL SHALL THE WALL NET THICKNESS. #8 O ` y v y���� 60). REINFORCING BARS THAT SHALL MATCH CONFORM TO ASTM A-706 (GRADE 60). REINFORCING BARS CONTAINING A LIGHT COAT OF RUST SHALL BE . DRESSED LUMBER Q. Q. �° `C®S° O ALLOWED.- - ° ACI HOOKS TO BE PROVIDED FOR ALL REQUIRED CONDITIONS PER DETAILS PRESENTED IN THIS PROJECT. CCZ _' SHOP DRAWINGS: ADDED TO THE CONCRETE MIX. FLOOR AND ROOF SYSTEM SHOP DRAWINGS WILL NOT BE STAMPED UNTIL THE FOLLOWING PARTIES HAVE y 4• �6 r Q FIELD WATER 15 NOT PERMITTED TO BE STAMPED AND: ° O W1.4XW1.4-6/6WWM LO ALL EXTERIOR SLAB REBAR SHALL BE SEPARATED BY PLASTIC CHAIRS FROM ANY CONCRETE FACES. • GENERAL CONTRACTOR HAS VERIFIED: SLOPE PER PLAN -FIELD DIMENSIONS GRADE �� o Q�'C©°p(�3� WELDED REINFORCEMENT SHALL CONFORM TO AWS DIIA OR BE ASTM A706 GRADE 60. -AS BUILT VARIATIONS WHICH MAY AFFECT CONNECTION DETAILS V ANCHOR EMBEDMENT LENGTH INCLUDE STRUCTURAL CONCRETE ONLY (DOES NOT INCLUDE STUCCO). -GENERAL COMPLIANCE WITH THE APPROVED PLANS HORIZONTAL LADDER TYPE �' 000OpQp�O� ALL CONCRETE SURFACES TO BE KEPT IN A MOIST CONDITION FOR 7 DAYS AFTER POUR. ARCHITECT HAS VERIFIED: SEE REINFORCEMENT L J IN INTERRUPTED 05-30-15 INTERFERENCE BETWEEN THE SHOP DRAWING ELEMENTS AND CEILING HEIGHTS, COFFERS, VAULTS SEE PLAN= + __ _ __ _ ACROSS CONTROL JOINT. #7 2:52 P.M. CONCRETE COVER SHOULD BE AS FOLLOWS UNLESS NOTED OTHERWISE: AND ANY OTHER GEOMETRICAL CEILING FEATURES. v1 __ -� ` ~ _ PRE -NOTCHED CONC MASONRYANTHONY COSENTINO — -LENGTH OF OVERHANG, RIDGE LINES AND ROOF PITCH \ > BLOCK. TYPICAL @ CONTROL CONCRETE PLACED DIRECTLY IN CONTACT WITH GROUND: -MINIMUM AREAS DESIGNATED FOR STORAGE SPACES. LIC. #94098 _ _ JOINT LOCATION PREMOLDED JOINT FILLER - . VOICE: 561-922-0484 6" LAPPED AND TAPED ALL BAR SIZES 3" -EXTERIOR WALL RECESSES _ -- -- - ` FACE OF CONCRETE ELEMENT EXPOSED TO WEATHER OR GROUND AFTER FORM REMOVAL: 6 MIL. V.B. OVER - _ 1 r- -1 F_ -� � f -1 �7 � F_ 7 � F_ 7 r- � � STUCCO ACROSS � 2 #5 BARS OR SMALLER 1-1/2" GENERAL CONTRACTOR TO PROVIDE THIS OFFICE WITH SHOP DRAWINGS AND CALCULATIONS SIGNED AND COMPACTED TERMITE i L_ 8 I L J L J N L J L L J L J L J L _J3 MANNER.THE IN THE NORMAL y �M CO y `- TREATED SOIL L �L ALL OTHER BAR SIZES 2" SEALED BY THE DELEGATED ENGINEER FOR APPROVAL. CONTRACTOR TO ANTICIPATE FOR TIME OF REVIEW, FACE OF CONCRETE ELEMENT NOT EXPOSED TO WEATHER OR GROUND ADJUSTMENT AND RESUBMITTAL. SAID DRAWINGS SHALL BE ENGINEERED TO COMPLY WITH THE DESIGN 1 #4 CONT. REINF. BOND BEAM/TIE BEAM SLABS, CAST IN PLACE WALLS a PARAMETERS SPECIFIED IN THESE PLANS BUT IN NO CASE LESS THAN THE MINIMUMS REQUIRED BY THE ABOVE PER 12" OF DEPTH TYPICAL VERTICAL REINF @ REBAR IS TO BE CONTINUE BEAMS AND COLUMNS 1-1/2" MENTIONED CODES. DESIGN PARAMETERS USED AND ALL LOADS FROM SPECIALTY MEMBERS ACTING AGAINST LOCATE A VERTICAL CONTROL JOINT EACH SIDE OF CONTROL NORMALLY (UNDISTURBED) #3 THE SUBSTRUCTURE SHALL BE CLEARLY IDENTIFIED IN THE REVIEW PACKAGE. AT A SPACING EQUAL TO DOUBLE JOINT IN SOLID GROUTED — COLUMN AND FILLED CELL LAP SPLICES SHALL BE 48 BAR DIAMETERS. l THE CONTRACTOR SHALL ALLOW FOR AN ADDITIONAL 1% AMOUNT OF REBAR TO BE USED AT THE DISCRETION 9 XTE R I O R S LAB 'THICKENED EDGE THE HEIGHT OF THE CMU WALL, BUT CELLS #6 1 OF THE STRUCTURAL INSPECTOR IN ORDER TO RECTIFY OR STRENGTHEN ANY CONDITIONS FOUND TO BE NOT TO EXCEED 30FT ON CENTER. - CRITICALDURINGCONSTRUCTION. ALL OTHER TRADES PLANS SHALL BE VERIFIED TO IDENTIFY THE LOCATION OF DEPRESSIONS, RECESSES, S2 SCALE: 3/4" = 1' r 3i. �ry PIPES, PENETRATIONS, SLEEVES, ETC. � MAN S O RY WALL SHRINKAGE. ALL FRESH CONCRETE TO EXISTING CONCRETE CONTACT FACES SHALL HAVE AN APPROVED FRESH CONCRETE I EPDXY BONDING AGENT APPLIED AS PER THE MANUFACTURER'S SPECIFICATIONS. S2 ONTROL JOINT 6 ACI STANDARD HOOKS ALL FORMS SHALL BE CLEANED WITH COMPRESSED AIR IN ORDER TO REMOVE ANY DIRT, LAITANCE, DEBRIS, S2 ETC, PRIOR TO THE PLACEMENT OF ANY CONCRETE. S2 SCALE: 1/2" = 1' r OF 2 I I 2 WIND ZONE PRESSURE DIAGRAM S2 -ivy -�' 0' 5' 10' 20' S2 311=11 0' 5' 10' 20' 32 — 32 SPLICE TOP BARS ONLY OVER THE MIDDLE OF THE BEAM IN BETWEEN INTERMEDIATE SUPPORTS (IF A 90 DEGREE ACI STANDARD HOOK SPLICE IS REQUIRED} 0 �� ON ALL TOP BARS @ BEAM END SPLICE BOTTOM BARS ONLY OVER THE INTERMEDIATE BEAM A � m SUPPORTS (IF A SPLICE IS REQUIRED). . .,• W TO EXTERIOR i jo FACE OF STD. HOOK • . n/ (�(� UL SEC. A-A� STIRRUPS w A z �/� c J 6" MIN INTO SUPPORTS O CLEAR CONIC COVER TO THE TIES ON ALL TO UU + ,, (�+✓) U L1 = CLEARSPAN � ELEVATED BEAMS Q � ^ V, TERMINATE (1) BOTTOM BAR WITH u� 3" CLEAR CONC COVER ON ALL GRADE BEAMUj r 90 DEG. ACI STANDARD HOOK N SIDES CAST AGAINST SOIL W in 4 TYPICAL MULTI SPAN B AIVI REINFORCING DETAIL W W Z S2 SCALE: N.T.S. o 0 u♦ W cY) >.. Cl) p Q m W CONCRETE MIX SUBMITTALS SHALL DESCRIBE WHICH LOCATION IN THE STRUCTURE THE MIX IS TO BE PLACED. THE FOLLO INTENDED TO BE THE EXACT MEASUREMENT OF THE ACTUAL BUILT MEMBERS. ALL CONCRETE SLABS CONCRETE REINFORCEMENT (ACI 318.11, 315, LRFD) _ y • INTERIOR CONCRETE BEAMS AND COLUMNS FOOTINGS, GRADE BEAMS AND PILES - - - TEMPERATURE REINFORCEMENT IN STRUCTURAL SLABS SHALL BE INSTALLED IN ALL AREAS OF THE SLAB AND STRUCTURAL STEEL MEMBERS (COLUMNS, BEAMS AND CONNECTION MEMBERS) RUNS PERPENDICULAR TO THE MAIN REINFORCEMENT. ��1/101�0�� ` THE FOLLOWING MEMBERS HAVE THEIR NOMINAL DIMENSIONS NOTED AND THE ACTUAL DIMENSION VARIES: CONCRETE REINFORCEMENT BARS, STIRRUPS AND TIES SHALL BE IN ACCORDANCE WITH ASTM A-615 (GRADE . CONCRETE COLUMNS AND TIE BEAMS IN-LINE WITH MASONRY WALLS, WHERE THE COLUMN THICKNESS T ACT AS LAP DOWELS AND ARE TO BE WELDED TO STRUCTURAL STEEL SHALL THE WALL NET THICKNESS. #8 O ` y v y���� 60). REINFORCING BARS THAT SHALL MATCH CONFORM TO ASTM A-706 (GRADE 60). REINFORCING BARS CONTAINING A LIGHT COAT OF RUST SHALL BE . DRESSED LUMBER Q. Q. �° `C®S° O ALLOWED.- - ° ACI HOOKS TO BE PROVIDED FOR ALL REQUIRED CONDITIONS PER DETAILS PRESENTED IN THIS PROJECT. CCZ _' SHOP DRAWINGS: ADDED TO THE CONCRETE MIX. FLOOR AND ROOF SYSTEM SHOP DRAWINGS WILL NOT BE STAMPED UNTIL THE FOLLOWING PARTIES HAVE y 4• �6 r Q FIELD WATER 15 NOT PERMITTED TO BE STAMPED AND: ° O W1.4XW1.4-6/6WWM LO ALL EXTERIOR SLAB REBAR SHALL BE SEPARATED BY PLASTIC CHAIRS FROM ANY CONCRETE FACES. • GENERAL CONTRACTOR HAS VERIFIED: SLOPE PER PLAN -FIELD DIMENSIONS GRADE �� o Q�'C©°p(�3� WELDED REINFORCEMENT SHALL CONFORM TO AWS DIIA OR BE ASTM A706 GRADE 60. -AS BUILT VARIATIONS WHICH MAY AFFECT CONNECTION DETAILS V ANCHOR EMBEDMENT LENGTH INCLUDE STRUCTURAL CONCRETE ONLY (DOES NOT INCLUDE STUCCO). -GENERAL COMPLIANCE WITH THE APPROVED PLANS HORIZONTAL LADDER TYPE �' 000OpQp�O� ALL CONCRETE SURFACES TO BE KEPT IN A MOIST CONDITION FOR 7 DAYS AFTER POUR. ARCHITECT HAS VERIFIED: SEE REINFORCEMENT L J IN INTERRUPTED 05-30-15 INTERFERENCE BETWEEN THE SHOP DRAWING ELEMENTS AND CEILING HEIGHTS, COFFERS, VAULTS SEE PLAN= + __ _ __ _ ACROSS CONTROL JOINT. #7 2:52 P.M. CONCRETE COVER SHOULD BE AS FOLLOWS UNLESS NOTED OTHERWISE: AND ANY OTHER GEOMETRICAL CEILING FEATURES. v1 __ -� ` ~ _ PRE -NOTCHED CONC MASONRYANTHONY COSENTINO — -LENGTH OF OVERHANG, RIDGE LINES AND ROOF PITCH \ > BLOCK. TYPICAL @ CONTROL CONCRETE PLACED DIRECTLY IN CONTACT WITH GROUND: -MINIMUM AREAS DESIGNATED FOR STORAGE SPACES. LIC. #94098 _ _ JOINT LOCATION PREMOLDED JOINT FILLER - . VOICE: 561-922-0484 6" LAPPED AND TAPED ALL BAR SIZES 3" -EXTERIOR WALL RECESSES _ -- -- - ` FACE OF CONCRETE ELEMENT EXPOSED TO WEATHER OR GROUND AFTER FORM REMOVAL: 6 MIL. V.B. OVER - _ 1 r- -1 F_ -� � f -1 �7 � F_ 7 � F_ 7 r- � � STUCCO ACROSS � 2 #5 BARS OR SMALLER 1-1/2" GENERAL CONTRACTOR TO PROVIDE THIS OFFICE WITH SHOP DRAWINGS AND CALCULATIONS SIGNED AND COMPACTED TERMITE i L_ 8 I L J L J N L J L L J L J L J L _J3 MANNER.THE IN THE NORMAL y �M CO y `- TREATED SOIL L �L ALL OTHER BAR SIZES 2" SEALED BY THE DELEGATED ENGINEER FOR APPROVAL. CONTRACTOR TO ANTICIPATE FOR TIME OF REVIEW, FACE OF CONCRETE ELEMENT NOT EXPOSED TO WEATHER OR GROUND ADJUSTMENT AND RESUBMITTAL. SAID DRAWINGS SHALL BE ENGINEERED TO COMPLY WITH THE DESIGN 1 #4 CONT. REINF. BOND BEAM/TIE BEAM SLABS, CAST IN PLACE WALLS a PARAMETERS SPECIFIED IN THESE PLANS BUT IN NO CASE LESS THAN THE MINIMUMS REQUIRED BY THE ABOVE PER 12" OF DEPTH TYPICAL VERTICAL REINF @ REBAR IS TO BE CONTINUE BEAMS AND COLUMNS 1-1/2" MENTIONED CODES. DESIGN PARAMETERS USED AND ALL LOADS FROM SPECIALTY MEMBERS ACTING AGAINST LOCATE A VERTICAL CONTROL JOINT EACH SIDE OF CONTROL NORMALLY (UNDISTURBED) #3 THE SUBSTRUCTURE SHALL BE CLEARLY IDENTIFIED IN THE REVIEW PACKAGE. AT A SPACING EQUAL TO DOUBLE JOINT IN SOLID GROUTED — COLUMN AND FILLED CELL LAP SPLICES SHALL BE 48 BAR DIAMETERS. l THE CONTRACTOR SHALL ALLOW FOR AN ADDITIONAL 1% AMOUNT OF REBAR TO BE USED AT THE DISCRETION 9 XTE R I O R S LAB 'THICKENED EDGE THE HEIGHT OF THE CMU WALL, BUT CELLS #6 1 OF THE STRUCTURAL INSPECTOR IN ORDER TO RECTIFY OR STRENGTHEN ANY CONDITIONS FOUND TO BE NOT TO EXCEED 30FT ON CENTER. - CRITICALDURINGCONSTRUCTION. ALL OTHER TRADES PLANS SHALL BE VERIFIED TO IDENTIFY THE LOCATION OF DEPRESSIONS, RECESSES, S2 SCALE: 3/4" = 1' r 3i. �ry PIPES, PENETRATIONS, SLEEVES, ETC. � MAN S O RY WALL SHRINKAGE. ALL FRESH CONCRETE TO EXISTING CONCRETE CONTACT FACES SHALL HAVE AN APPROVED FRESH CONCRETE I EPDXY BONDING AGENT APPLIED AS PER THE MANUFACTURER'S SPECIFICATIONS. S2 ONTROL JOINT 6 ACI STANDARD HOOKS ALL FORMS SHALL BE CLEANED WITH COMPRESSED AIR IN ORDER TO REMOVE ANY DIRT, LAITANCE, DEBRIS, S2 ETC, PRIOR TO THE PLACEMENT OF ANY CONCRETE. S2 SCALE: 1/2" = 1' r OF 2 I I SKETCH OF SURVEY1 PROPERTY DESCRIPTION: LOT 5 AND 6, BLOCK 15, GULF STREAM ESTATES PLAT NO. 2, ACCORDING TO THE MAP OR PLAT THEREOF, AS RECORDED IN PLAT BOOK 13, PAGE(S) 51, OF THE PUBLIC RECORDS OF PALM BEACH COUNTY, FLORIDA. Drowing:K:\JG9644\CAD Files\49644 BS.dwg\24x36 LEGEND A BM BLDG C CAN CL CLF CBS CM CONC CP D DE DRNG ESMT ELEV F = Arc Length = Benchmark Building = Calculated = Cable Television Riser = Center -line = Chain Link Fence = Concrete Block Structure = Concrete Monument = Concrete = Concrete Pole = Central Angle = Drainage Easement = Drainage = Easement = Elevation = Measured in field or calculated from field measurements = Fire Hydrant = Found = Florida Power & Light = Gate 'Valve = Handhole = Iron F'ipe = Iron Rod = Iron Rod & Plastic Cap = Limited Access Easement = Light Pole = Lake Maintenance Easement = Nail and Disc = Overhead Wire = Official Record Book = Plat = Plat Book = Palm Beach County Records = Permanent Control Point = Page = Property Line = Power Pole = Permanent Reference Monument Radius = Right--of—Way = Southern Bell Riser = Set iron Rod & Plastic Cap = Sidewalk = Utility Easement = Water Meter = Wood Pole SURVEY NOTES : OWNERSHIP OF FENCES AND WALLS SHOWN ON THIS DRAWING WERE NOT DETERMINED. w w N SITE w 07 SE 34TH AVE LOCATION MAP Not to Scale ELEVATIONS SHOWN HEREON ARE BASED ON THE NATIONAL GEODETIC VERTICAL DATUM OF 1929. BENCHMARK USED !S BM WITNESS NAIL AND DI.aK AT CENTERLINE OF ROAD AND' CENTER' OF LOT AT 306 SE 34TH STREET BM ELEVATION = 19.27 FEE=T. PROPERTY LOCATED IN FLOOD ZONE C FLOOD INSURANCE RATE: MAP INFORMATION COMMUNITY NO. : 120196 PANEL NO. : 0003—C MAP REVISED : SEPTEMBER 30, 1982 THE ELEVATIONS SHOWN HEREON ARE FOR THE PURPOSE OF INDICATING THE ELEVATION AT THE POSITION SHOWN AND IN NO WAY INDICATE ELEVATIONS AT ANY OTHER POINT THAN SHOWN HEREON. THE ELEVATIONS IN NO WAY REFLECT THE SOIL CONDITIONS OR SUB—SURFACE CONDITIONS. EASEMENTS SHOWN HEREON ARE PER PLAT UNLESS NOTED OTHERWISE. SYMBOLS HAVE BEEN PLOTTED AT THE CENTER OF THE FIELD LOCATION AND MAY NOT REPRESENT THE ACTUAL SIZE OR SHAPE OF THE FEATURE. NO TITLE OPINION OR ABSTRACT HAS BEEN PROVIDED. NO SEARCH OF THE PUBLIC RECORDS HAS BEEN MADE BY THE SURVEYOR. THERE MAY BE DEEDS, EASEMENTS, OR OTHER INSTRUMENTS EITHER RECORDED OR UNRECORDED, WHICH MAY AFFECT THE SUBJECT PROPERTY. THIS SURVEY IS LIMITED TO THE LOCATION OF ABOVE GROUND IMPROVEMENTS ONLY. UNDERGROUND FOUNDATIONS AND ENCROACHMENTS WERE NOT LOCATED OR SHOWN HEREON. ANY UTILITY LINES SHOWN HEREON WERE LOCATED AS PAINT MARKS ON THE GROUND, AS ----- MARKED _-MARKED BY OTHERS. - INSTRUMENTS OF RECORD SHOWN HEREON REFER TO THOSE FOUND IN THE PUBLIC RECORDS OF PALM BEACH COUNTY, FLORIDA UNLESS NOTED OTHERWISE. FENCELINES MAY MEANDER ALONG THEIR LENGTH INSTEAD OF BEING STRAIGHT AS SHOWN. FENCELINES MAY ALSO FALL WITHING J VEGETATION FURTHER OBSCURING THEIR EXACT POSITION ALONG THEIR ENTIRE LENGTH. THE FENCELINES SHOWN DENOTE ENDPOIN , S- 41N OBVIOUS CHANGES OF DIRECTION. COPYRIGHT 2015 John A. Grant, Jr, Inc. "Reproduction or copying of this document may be a violation of copyright law unless permission of the author and/or copyright holder is obtained." STREET ADDRESS: 3504 SE 1ST STREET BOYNTON BEACH, FLORIDA 33435 BOUNDARY SURVEY: I HEREBY CERTIFY : This sketch of survey of the above described property is true and correct to the best of my knowledge and belief as recently surveyed under my direction, and conforms to the standards of practice as set forth by the Florida Board of Professional Land Surveyors in Chapter 5J17, Florida Administrative Code, pursuant to Section 472.027, Florida Statutes. W�= WALTER A. Professiono State of Fl Not Valid Without The Signature And The Florida Licensed Surveyor And, Mapper ., w Q lz 0 07 co d- lZ z 0 M \1 z 0 U U-1 07 -PROPERTY. DES0,1211O.N.: LOT 5 AND 6, BLOCK 15, GULF STREAM ESTATES PLAT NO. 2, ACCORDING TO THE MAP OR PLAT THEREOF, AS RECORDED IN PLAT BOOK 13, PAGE(S) 51, OF THE PUBLIC RECORDS Or PALM BEACH COUNTY, FLORIDA. 6' CHAIN LINK FENCE y 0. Ln L000 LO rn 0) rl z Z. 00 F' - z < I,_ > Uj LLJ (P Ljj 0.9 A = Aro Length BM tz- Benchmark BLDG = Building C = Calculated CATV = Cable Television Riser CL = Centerline CLF = Chain Link Fence CBS = Concrete Block Structure CM = Concrete Monument CONC = Concrete CID Concrete Pole D Central Angle DE Drainage Easement DRING Drainage rlShAT P"rigament UNPLAT ELEV = Elevation r-\ITED F = Measured in field or calculated from field measurements FN Y2$) I R Drowing:K:\JG9644\CAD 1,11es\JG9644 BS -- FEB 2016.dwg\24x36 — 24.8 CONCRETE 900(p) 11.0 POOL PUMP/ AC PAD A b'o 10.9 16 WOOD POWER POLE LOT 7 21. 126, -A I WALL < > FH = Fire Hydrant ')9 33435 Na, REVISION BY DATE FND Found 07 OF PROPERTY DESCRIBED HEREON 24.8 FPL Florida Power & Light direction, and conforms to �2: standards of practice ag set forth by the Florida Board LOTS 5 & 6, BLOCK 15 of Professi of Land Sury Chapter 5J17, Florida Administrative Code, pursuant GV = Gate Valve 07 Flom �U u s. to Sectio 72.027, Flo A SV 78) P) 00 00 JOHN A. GRANT, JR., INC. CONSU01NG ENGINEERS HH Hqndhole 33,33 NORTH FEDERAL HIGHWAY .91 (F) BOLA BATON, FLORIDA 33431 'Profession State of Florida IP Iron Pipe 140.03 (F)IRC Valid Without The Signature And The Original Raised Seal Of A 0 V) Lo 0 %Ij 0.6 140.{ (P) 0 Z LAE Limited Access Easement 3 CO I CRETE LL LP Light Pole 0 10 20' STEPS LIME L ke Maintenance Easement QIWHI� =ALF IN, Vx COVERED 6' WOOD FENCE 41 .20 CONCRETE ENTRANCE Z, COLUMNS & LANDING ORB Official Record Book FN Y2$) I R Drowing:K:\JG9644\CAD 1,11es\JG9644 BS -- FEB 2016.dwg\24x36 — 24.8 CONCRETE 900(p) 11.0 POOL PUMP/ AC PAD A b'o 10.9 16 WOOD POWER POLE LOT 7 21. z N STREET ADDRESS: 3504 SE 1 ST STREET 1 FORM80ARD SURVEY - F8 2166 PC 24-125 & 45 TFL 02/24/16 FH = Fire Hydrant 33435 Na, REVISION BY DATE FND Found B0UNDARY,.5U.RVE)__- I I OF PROPERTY DESCRIBED HEREON I HEREBY CERTIFY : This sketch of survey of the above described property is true and FPL Florida Power & Light direction, and conforms to �2: standards of practice ag set forth by the Florida Board LOTS 5 & 6, BLOCK 15 of Professi of Land Sury Chapter 5J17, Florida Administrative Code, pursuant GV = Gate Valve 07 Flom �U u s. to Sectio 72.027, Flo A SV GULF STREAM ESTATES PLAT 2 02/.18/16 JOHN A. GRANT, JR., INC. CONSU01NG ENGINEERS HH Hqndhole 33,33 NORTH FEDERAL HIGHWAY urpor- -Mapper No. 6959 BOLA BATON, FLORIDA 33431 'Profession State of Florida IP Iron Pipe 140.03 (F)IRC Valid Without The Signature And The Original Raised Seal Of A FND Y21t IR IR Iron Rod Iron Rod & Plastic Cap CHECKED DATE - SCALE 20' 0.6 140.{ (P) LAE Limited Access Easement LP Light Pole 0 10 20' LIME L ke Maintenance Easement QIWHI� =ALF IN, N&D Nall qnd Disc !SCALE i -10°. 6' WOOD FENCE 41 .20 -OHW- Overhead Wire 7.9 ORB Official Record Book P Plot 54.55 P8 Plot Book 90-(P) PBCR Palm Beach County Records PCP = Permanent Control Point N*_�_ TOP OF FORMBOARD 6' PUBLIC PG page PL Property Line N 0 4 (NO RECESS BOARD) UTILITY PP Powel- Pole PRM Permanent Reference Monument EL 26.17' 000 EASEMENT R Radius R1W = Right -of -Way SOT Southern Bell Riser 7' SIRC Set Iron Rod & Plastic Cap 54-51 SWK = Sidewalk 85.7 UE Utility Easement 6.0 WM Water- Meter WP Wood Pole 3.0 1.5BLOCK WALL (PLANTER) OWNERSHIP Or FENCES AND WALLS SHOWN ON THIS DRAWING WERE NOT DETERMINED, 21.9 ELEVATIONS SHOWN HEREON ARE BASED ON THE NATIONAL GEODETIC VERTICAL DATUM OF 1929. 6$ WOUD FENCE 9,3.6 9 (F) 1< 54Tt STREET BM BENCHMARK USED IS BM WITNESS, NAIL AND DIS� AT CENTERLINE OF ROAD AND CENTER OF LOT AT 306 SE H 1 9 3,7 7 (P) ELEVATION = 19.27 FEET. LOT 5 PROPERTY LOCATED IN FLOOD ZONE C FLOOD INSURANCE RATE MAP INFORMATION COMMUNITY NO. . 120196 Cn LOT 6 PANEL NO. : 0003-C MAP REVISED i SEPTEMBER 30, 1982 THE ELEVATIONS SHOWN HEREON ARE FOR THE PURPOSE OF INDICATING THE ELEVATION AT THE POSITION SHOWN AND IN NO WAY INDICATE ELEVATIONS AT ANY OTHER POINT THAN SHOWN HEREON. THE, ELEVATIONS IN NO WAY REFLECT THE SOIL CONDITIONS OR 1.5' BLOCK WALL SUB -SURFACE CONDITIONS. (PLANTER) EASEMENTS SHOWN HEREON ARE PER PLAT UNLESS NOTED OTHERWISE, SYMBOLS HAVE BEEN PLOTTED AT THE CENTER OF THE FIELD LOCATION AND MAY NOT REPRESENT THE ACTUAL SIZE OR SHAPE OF THE 00 FEATURE. HAS MADE BY THE SURVEYOR, THERE fj.NO TITLE OPINION OR ABSTRACT HAS BEEN PROVIDED NO SEARCH Or THE PUBLIC RECORDS BEEN OR UNRECORDED, WHICH MAY AFFECT THE SUBJECT PROPERTY. MAY BE DEEDS, EASEMENTS, OR OTHER INSTRUMENTS EITHER RECORDED 90*(P) b *.THIS SURVEY IS LIMITED TO THE LOCATION OF ABOVE GROUND IMPROVEMENTS ONLY. UNDERGROUND FOUNDATIONS AND ENCROACHMENTS 6' WOOD FENCE -*1.20 WERE NOT LOCATED OR SHOWN HEREON. ANY UTILITY LINES SHOWN HEREON WERE LOCATED AS PAINT MARKS ON THE GROUND, AS 'MARKED BY OTHERS. 2-5.8-1- .- >( % I ON INSTRUMENTS OF RECORD SHOWN HEREON REFER TO THOSE FOUND IN THE PUBLIC RECORDS OF PALM BEACH COUNTY, FLORIDA UNLESS NOTED OTHERWISE. 0.4— :FENCELINE$ MAY MEANDER ALONG THEIR LENGTH INSTEAD OF BEING STRAIGHT AS SHOWN, FeNCELINES MAY ALSO FALL WITHING 139.88' (F) VEGETATION FURTHER OBSCURING THEIR EXACT POSITION ALONG THEIR ENTIRE LENGTH, THE FENCELINES SHOWN DENOTE ENDPOINTS AND WOOD END. Y2 I R TION. 08VIOUS CHANCES OF DIREC' 140.0 0 (P) POWER COPYRIGHT 2015 John A. Grant, Jr, 'Inc. "Reproduction or copying of this document may be a violation of copyright low unless POLE permission of the author and/or copyright holder is obtained." z N STREET ADDRESS: 3504 SE 1 ST STREET 1 FORM80ARD SURVEY - F8 2166 PC 24-125 & 45 TFL 02/24/16 BOYNTON BEACH, FLORIDA 33435 Na, REVISION BY DATE FORT BOARD SURVEY OF SURVEY B0UNDARY,.5U.RVE)__- I I OF PROPERTY DESCRIBED HEREON I HEREBY CERTIFY : This sketch of survey of the above described property is true and correct to the best of my knowledge and belief as recently surveyed under my direction, and conforms to �2: standards of practice ag set forth by the Florida Board LOTS 5 & 6, BLOCK 15 of Professi of Land Sury Chapter 5J17, Florida Administrative Code, pursuant 07 Flom �U u s. to Sectio 72.027, Flo A SV GULF STREAM ESTATES PLAT 2 02/.18/16 JOHN A. GRANT, JR., INC. CONSU01NG ENGINEERS _f F. A C (DATE OF BAST FIELD WORK) THOMAS L 00 33,33 NORTH FEDERAL HIGHWAY urpor- -Mapper No. 6959 BOLA BATON, FLORIDA 33431 'Profession State of Florida PH. NO. 561-3,95-3333 FAX NO. 561-395-3315 LICENSED BUSINESS NO. L8 50 Valid Without The Signature And The Original Raised Seal Of A MADE GST DATE U7411, F.B. PG 24--2§, .Not Florida Licensed Surveyor And Mapper, CHECKED DATE - SCALE 20' JOB NO, OQ.� 19,0-9§44. SHEET OF ELEV A SMOOTH STUCCO FINISH B SMOOTH STUCCO WATER TAI C ASPHALT SHINGLE TILE (TYPI D PROVIDE POWER AND PLUBMING FOR SLAB OVER WELL COMPACTED GRADE ARC FAULT CIRCUIT INTERUPT FIXTURE ELEVATION 3 SCALE: 1/4" = 1'-0" PROVIDE TEST TEE WITH SCREWED COUNTER- SUNK ABS PLASTIC PLUG: TAPERED -THREAD WITH TFE JOINT COMPOUND. — WHERE CLEANOUT TEE IS CONCEALED IN A CHASE OR PARTITION, PROVIDE A ROUND 18 GAUGE STAINLESS STEEL COVER WITH BEVELED EDGES AND FLATHEAD MACHINE SCREW. COLUMN OR PARTITION AS SHOWN ON FLOOR PLAN CLEANOUT FACE SHALL BE WITHIN 4" OF WALL SURFACE. PROVIDE PIPE EXTENSION IF REQUIRED. CONCRETE FLOOR SLAB cz f"ll NOTE: PROVIDE WCO WHERE SHOWN ON PLAN, AND ON SANITARY WASTE BRANCHES NOT SERVED WITH A FLOOR CLEANOUT: LOCATE ABOVE FIXTURE FLOOD RIM WITHIN 4' OF FLOOR. CONSULT LOCAL CODES FOR OTHER WCO REQUIREMENTS. WALL CLEANOUT DETAIL N.T.S. PROVIDE SANITARY FUTURE STUDOR FOR FUTURE SUMMER VENT LOCATION I KITCHEN SINK UP TO CLEANOUT IN CMU WALL I 3" CO FUTURE SUMMER KITCHEN SINK 3" PLUMBING RISER NTS �.� SCALE: 1/4 = 1'-0" STANDARD ELECTRICAL LEGEND DUPLEX OUTLET SMOKE/ CO SD� DETECTOR 10 RECESSED LIGHT ARC FAULT CIRCUIT INTERUPT FIXTURE GROUND FAULT CIRCUIT INTERUPT SURFACE MOUNTED WATER PROOF GFCI FIXTURE VP 0 VAPOR PROOF 2 -WAY WALL SWITCH REC'D FIXTURE 3 -WAY WALL SWITCH REPLACED EXHAUST O FAN 110 C.F.M. FLOOD/SECURITY LIGHTS 17-71 FLOURESCENT i LIGHT FIXTURE z -( }- WALL SCONCE / J BOX w/OPT. I FAN/LIGHT HIDDEN UPPER -CAB. LIGHTING SPECIALTY LEGEND DISCONNECT AIR COND. SYS. DUPLEX OUTLET (THERMOSTAT) DUPLEX OUTLET HALF SWITCHED SECURITY SYS. TELEPHONE JACK AFCI ARC FAULT CIRCUIT INTERUPT GFCI GROUND FAULT CIRCUIT INTERUPT P GFCI :(D- WATER PROOF GFCI COM. SYSTEM TELEVISION JACK (DATA PORT) 2 -WAY WALL SWITCH ch 3 -WAY WALL SWITCH Z 4 -WAY WALL SWITCH SPECIALTY LEGEND O AIR COND. SYS. IWPGFCIATNEWPATIO (THERMOSTAT) 18 SECURITY SYS. P (KEYPAD) P COM. SYSTEM 20 1 (DATA & PHONE) ► COM. SYSTEM (DATA PORT) SP SPEAKERS V 2 SCALE: 1/4V/'" = 1'-1tJI0" ELECTRICAL NOTES 1. CONTRACTOR SHALL VERIFY WITH F.P.&L. THE LOCATION OF SERVICE AND SHALL LOCATE THE METER & PANELS AS REQUIRED. 2. ALL WIRE SHALL BE THHN COPPER. UNLESS NOTED OTHERWISE. 3. WHERE REQUIRED BY OTHER CODES, SERVICE AND FEEDER CONDUCTORS SHALL BE COPPER OF EQUAL AMPACITY. 4. ALL BRANCH CIRCUITS IN RACEWAY ARE NON METALLIC SHEATHED CABLE. 5. COORDINATE RACEWAY INSTALLATIONS WITH OTHER TRADES PRIOR TO CONSTRUCTION. 6. VERIFY ALL CONDUCTORS AND BREAKERS WITH EQUIPMENT MANUFACTURER SPECIFICATIONS. 7. N.A. 8. N.A. 9. N.A. 10. N.A. 11. PROVIDE PRE -WIRED TELEPHONE & CABLE T.V. OUTLETS AS SHOWN ON PLAN. PROVIDE OPTIONAL PRE -WIRED HIGH SPEED DATA OUTLETS AS SHOWN ON PLANS. (IF APPLICABLE, VERIFY W/ OWNER) 12. ALL RECEPTACLES TO BE TAMPER AND WATER RESISTANT SMOKE DETECTORS: N/A EXISTING ELECTRICAL PANEL NOTES: 1. ADDITIONAL FIXTURES AND OUTLETS WILL NEED TO BE TIED TO EXISTING CIRCUIT PANEL UTILIZING EMPTY BREAKERS. 2. G.C. TO VERIFY IF PANEL CAN SUSTAIN NEW LOADS. ELEVATION 1 = m SCALE: 1/4„ = 1,- 0„ 17 20 1 12 IWPGFCIATNEWPATIO 1500 18 20 1 12 NEW CLG. FANS AT NEW PATIO 1500 19 20 1 12 T.V./ SATELLITE AT NEW PATIO 1500 27,200 16500 TOTAL WATTS: 43,700 OR 43.7 KW 1ST 10 KW 100% 10.0 REMAINDE @40%(43.7-10.0)X(.40) 13.48 A/C @ 65% 6.5 TOTAL 29.98 KW/240 =124.9 AMPS TOTAL DEMAND LOAD -EXISTING CIRCUITS ARE SHADED NEW LOADS BEING ADDED TO THIS SCOPE ARE LIMITED TO CIRCUITS 17,18,19. EXISTING PANEL IS MORE THAN ADEQUATE TO ACCEPT THESE NEW LOADS. A In W O A 2 A101 � a ASPHALT ROOF SHINGLE ROOF ATTACHED (PER LATEST FLORIDA NOA , a PRODUCT APPROVAL_) ON 90# ROOFING W- HOT MOPPED TO 30# BUILDING FELT - TIN -TAGGED TO APA 40/20, 19/32" f> � � EXPOSURE 1 PLYWOOD ROOF SHEATHING a 2x SOLID BLOCKING - E o is( m v °� > _ O UPLIFT TIE DOWN. (SEE STRUCTURAL DWG's) PRE-ENGINEERED ROOF TRUSSES V AT 24" O/C SEE TRUSS BRACING PLAN FOR ANCHORAGE SCHEDULE AND DETAILS 12 4.5 4.5 U ,M — — - — - T' �9'-0" A. F. F EE ELEVATIONS) 0 0 1 TRUSS COMPANY TO PROVIDE L4 ) V - VERTICAL MEMBER AS NEEDED C- 1 2'-0" O.H T GALV. METAL DRIP OVER 1x2 P.T. 5/8" SMOOTH STUCCO OVER METAL LATH NAILER ON 2x5-1/2 R.S. WOOD FASCIA LAYER ATTACHED TO BOTT. CHORDS O NAILED TO TRUSS LEGS W/ (2) 16d NAILS I OF TRUSSES 5/8" SMOOTH STUCCO SOFFIT SEE STRUCTURAL - TYPICALBEAM ( DWG's FOR ALL (SEE STRUCTURAL DWG's) STRUCTURAL DETAILS 5/8" STUCCO FINISH (2 COATS OVER 8" CMU OR MASONR (SEE STRUCTURAL DWG's) VERTICAL REBAR (SEE STRUCTURAL DWG's) i ` 3/4" MIN. RECESS 4" THICK CONC. SLAB W/ 6x6x10 W.W.M. AROUND _ (SEE STRUCTURAL DWG's) PERIMETER OF BLDG. ON .6 MIL VAPOR BARRIOR OVER CLEAN, WELL COMPACTED TERMITE TREATED CLEAN SAND FILL (SEE STRUCTURAL DWG's) HI F 0'-0" T.O.SLAB AT PATIO GRADE SLOPED AWAY REFER TO CIVIL PROVIDE CLEANOUT FOR FUTURE SUMMER KITCHEN SINK _cl ,r d ° GRADE E — = MONOLITHIC FOOTING DM STRUCTURE — & CONCRETE SLAB ON —_—', GRADE!G sETNELVOS (SEE STRUCTURAL DWG's) c 1--III-i � I -I 11=1 11-I 11=1 I I -I 11= =1I I-1 I I-1 I =l i11 I I 1 —1 I II I i_I I 1 TYPICAL ONE STORY WALL SECTION N.T.S. 3 A101 0 LE 20�° o I AREA CALCULATIONS DETAILED AREA CALCULATION PATIO FOOTPRINT 440 SF TOTAL 440 SF PATIO PLAN (W/ROOF) SCALE: 1/4" = 1'-0" r ANTHONY COSENTINO ARCHITECT, INC. 1200 N. FEDERAL HIGHWAY SUITE 200 BOCA RATON, FL 33432 V/F: 561-922-0484 FIRM#: AA26002153 anthony@cosentinoarchitect.com www.COSENTINOARCH ITECT.com REVISIONS BY DATE WP GFCI AC 1/5/2016 � I I Z I I m m I 0 Qmcn / WWi ZC/)= LL W I- U — - V T 11! W co WIZ w W cl) Q ql- 0 c) iz O W Lu Lu (if �— (PROM OWER AND F X Lu J I� DATAWIR FOR FUTURE TV SATELLITE SYS M)Luixa- oU-u \ F.F. @ (26.46' N.G.V.D.) i ) (26.13` N.G.V. \\ I I — cmo I ► I I � I I � I i � I F OX Cf° -----———— — — — — —— -_ WP GFCI AREA CALCULATIONS DETAILED AREA CALCULATION PATIO FOOTPRINT 440 SF TOTAL 440 SF PATIO PLAN (W/ROOF) SCALE: 1/4" = 1'-0" r ANTHONY COSENTINO ARCHITECT, INC. 1200 N. FEDERAL HIGHWAY SUITE 200 BOCA RATON, FL 33432 V/F: 561-922-0484 FIRM#: AA26002153 anthony@cosentinoarchitect.com www.COSENTINOARCH ITECT.com REVISIONS BY DATE 7 COMMENTS AC 1/5/2016 0 F a�cy) 0 W tri WWi ZC/)= LL W I- U - V T 11! W co WIZ w W cl) Q ql- 0 c) iz O W W p ppO,O.O.Dp000 MOW eO 01-05-160�� 2:52 P: rk- ANTHONY COSENTI O r1 UC. #q, 40 F -1 VOICE: 561-922404_84 1 THESE -PLANS WERE REVIEWE&AND _ 1 SEALED BY ANTHONY 7COSENTINO 1 00 PAGE