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HomeMy WebLinkAboutBUILDING SITE PLANSFOUNDATION NOTES GENERAL NOTES I . THE DE51GN AND CONSTRUCTION OF THE STRUCTURE AND/OR STRUCTURAL COMPONENTS DEPICTED ON THI5 PLAN ARE FULLY UNDER THE JURISDICTION OF THE FLORIDA BUILDING CODE 2014. 2. CONTRACTOR SHALL VERIFY ALL DIMENSIONS WITH THE ARCHITECTURAL PLANS PRIOR TO COMMENCEMENT OF CONSTRUCTION, ANY DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE ARCHITECT FOR COORDINATION OF CHANGES WITH THE ENGINEERING PLANS AND SPECIFICATIONS. 3. CONTRACTOR SHALL COORDINATE SLAB ELEVATION, CHANGES, DEPRESSIONS, THRESHOLDS, PADS, ETC. AND ANY UNKOWN FIELD CONDITIONS. 4. THE CONTRACTOR 15 TO VERIFY ALL EXISTING CONDITIONS IN THE FIELD PRIOR TO FABRICATION AND START OF CONSTRUCTION AND TO PROTECT AND MAINTAIN ALL THE CONSTRUCTION AND ITS CONTENTS. 5. REFER TO THE ARCHITECTURAL DRAWINGS FOR ALL DIMENSIONS NOT INDICATED. ANY DIMENSIONAL DISCREPANCY FOUND ON THE STRUCTURAL DRAWINGS SHALL BE FURTHER VERIFIED WITH ARCHITECT * ENGINEER. G. FOR MOUNTING AND SECURING MECHANICAL EQUIPMENT, REFER TO THE MANUFACTURE'S INSTRUCTIONS UNLESS INDICATED ELSEWHERE IN THE CONSTRUCTION DOCUMENTS. 7. THE GENERAL CONTRACTOR SHALL AT ALL TIMES MAINTAIN AT THE JOB -SITE, A CURRENT APPROVED SET OF SHOP DRAWINGS. 8. REFER TO ARCHITECTURAL, MECHANICAL, ELECTRICAL AND PLUMBING DRAWINGS FOR OPENINGS, SLEEVES, ETC, NOT SHOWN ON THE STRUCTURAL DRAWINGS. 9. ALL CONSTRUCTION PERFORMED IN ACCORDANCE WITH THESE PLAN5 MUST ALSO MEET OR EXCEED ALL APPLICABLE AND CURRENT BUILDING CODE REQUIREMNT5 AND MUST BE PERFORMED IN ACCORDANCE WITH FLORIDA DEPARTMENT OF ENVIRONMENTAL PROTECTION CCCL PERMIT. 10. AT ALL PHASES OF CONSTRUCTION, IT SHALL BE THE RESPONSIBILITY OF THE GENERAL CONTRACTOR TO CONFIRM THAT ALL PROPOSED CONSTRUCTION 15 IN ACCORDANCE WITH THE M05T UP-TO-DATE CONSTRUCTION ©RAWING5 AS APPROVED BY THE ARCHITECT AND ENGINEER OF RECORD. FOUNDATION NOTES I . FOUNDATIONS SHALL BE PREPARED IN FULL CONFORMANCE WITH THE GEOTECHNICAL ENGINEERING REPORT. 2. ALL RECESSES IN CONCRETE SLAB TO BE COORDINATED WITH ARCHITECT FOR DETAILS INCLUDING BUT NOT LIMITED TO: THRESHOLDS, STEPS, RECESSED SHOWER LOCATIONS, FLOORING FINISH MATERIALS, AND DRAIN LOCATIONS, ETC. 3. A VAPOR BARRIER IS TO TO BE PLACED UNDER ALL BUILDING FOUNDATION BEAMS AND FLOOR SLABS IN ACCORDANCE WITH A5TM E 1993-98. TO BE INSTALLED PRIOR TO POURING CONCRETE FOR FOUNDATION. 4. ALL ELECTRICAL CONDUIT, PLUMBING, A/C DUCTS, AND OTHER MECHANICALLY REQUIRED INTRIOUR COMPONENT LOCATIONS AND INSTALLATION MUST BE COORDINATED WITH THE AIHTECT PRIOR TO CONSTRUCTION OF THE FOUNDATION. 5, CONTRACTOR SHALL COORDINATE SLAB ELEVATIONS CHANGES AND ANY UNKNOWN FIELD CONDITIONS. G. THE FOLLOWING FREQUENCY OF TESTING SHALL BE REQUIRED BEFORE PLACING CONCRETE FOR FOOTINGS AND SLABS: CONTINUOUS FOOTING/GRADE BEAM SHALL BE TESTED EVERY 40 LINEAR FEET AT BEARING ELEVATION AND ONE FOOT BELOW BEARING, COLUMN FOOTINGS - 25% OF FOOTINGS SHALL BE TESTED AT BEARING AND ONE FOOT BELOW BEARING. BUILDING PAD SHALL BE TESTED EVERY 1 000 SQUARE FEET OF FLOOR AT GRADE AND ONE FOOT BELOW GReA�DE. ,;"� GR IN AREAS OF THE BUILDING PAD WHERE SOIL 15 BEING CUT IT IS THE RESPONSIBILITY OF THE SITE CONTRACTOR TO DEN5IFYTHE TOP 12 INCHES OF EX15TING SOIL TO 95% OR MODIFIED PROCTOR AS RECOMMENDED IN THE SOILS REPORT FOR THI5 PROJECT PREPARED BY K5M ENGINEERING, INC. DATED NOVEM13EP 2009. THESE 501L TE5T5 SHALL MEET OR EXCEED 95%q MODIFIED PROCTOR (ASTM D 1 557 METHOD A) DEEP FOUNDATION I . PILES SHALL BE CAST IN PLACE (AUGER) I G" DIA. WITH 5000 F51 CONCRETE (SEE TYPICAL DETAIL). 2. ALL PILES SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE RECOMMENDATIONS OF THE SOILS ENGINEER AND PROVIDE THE FOLLOWING CAPACITIES: all pdee @ 20'± below scour - 40 TONS COMPRESSION; 12 TONS TEN51ON 3. UNLESS OTHERWISE NOTED ON PLANS, CENTER ALL PILES/PILE CAPS UNDER RESPECTIVE COLUMNS. 4. CAST IN PLACE (AUGER) TYPE PILES SHALL CONSIST OF CONCRETE PLACED AFTER BEING DRILLED BY A CONTINUOUS FLIGHT AUGER. TOLERANCE FOR PILES 15 2" IN ANY DIRECTION UNLESS NOTED OTHERWISE. ALL PILES TO PENETRATE (-) 20.00 NAVD OR AS NOTED. SHALLOW FOUNDATIONS I . SOIL TO BE STRIPPED, COMPACTED AND TESTED IN ACCORDANCE WITH THE RECOMMENDATIONS OF THE SOILS ENGINEER AND PROJECT SPECIFICATIONS. 2. CENTER ALL FOOTINGS UNDER THEIR RESPECTIVE COLUMNS OR WALLS UNLESS OTHERWISE SHOWN ON PLANS. MAXIMUM MISPLACEMENT OR ECCENTRICITY SHALL BE 2". TOLERANCE FOR MISLOCATION OF COLUMN DOWELS OR ANCHOR BOLTS TO BE PER ACI OR AI5C STANDARDS. 3. WHERE VERTICAL CONSTRUCTION JOINTS OCCUR IN CONTINUOUS FOOTINGS, PROVIDE A KEYWAY PER THE TYPICAL DETAIL. HORIZONTAL JOINTS IN FOOTINGS WILL NOT BE PERMITTED. 4. CONTRACTOR TO NOTIFY ARCHITECT/ENGINEER IF SOIL CONDITIONS ARE UNCOVERED THAT PREVENT THE REQUIRED SOIL BEARING PRESSURE FROM BEING OBTAINED. 5. COORDINATE PLUMBING LINES WITH FOOTING LOCATIONS FOR INTERFERENCE. INDIVIDUAL FOOTINGS SHOULD BE LOWERED WITH THE PRIOR APPROVAL OF THE STRUCTURAL ENGINEER. CONTINUOUS WALL FOOTINGS SHOULD BE STEPPED AS DETAILED ON THE DRAWINGS. G. EXCAVATING UNDER OR NEAR IN -PLACE FOOTINGS/FOUNDATIONS WHICH DISTURBS THE COMPACTED SOIL BENEATH THE FOOTINGS/FOUNDATIONS WILL NOT BE PERMITTED. 7. REINFORCING SHALL BE SUPPORTED ON PRECAST CONCRETE PAD5. DOWELS FOR COLUMNS AND FILLED CELLS SHALL BE SECURED IN PLACE PRIOR TO POURING CONCRETE. USE TEMPLATES FOR SETTING COLUMN DOWELS AND ANCHOR BOLTS. CONCRETE REINFORMCEMENT I . CONCRETE REINFORCING BARS SHALL BE DEFORMED NEW BILLET STEEL CONFORMING TO ASTM A-5 15, GRADE GO, WITH MINIMUM YIELD STRENGTH = GO,000 psi. 2. REINFORCEMENT FOR CONTINUOUS FOOTINGS SHALL BE CONTINUOUS AND SPLICED WITH A FULL 24 INCH LAP. PROVIDE CORNER BARS 3. ALL CONCRETE MA50NAPY CONSTRUCTION SHALL CONFORM WITH ACI 530-88/ASCE 5-88. ALL CONCRETE MASONRY UNITS SHALL COMPLY WITH ASTM C-90 WITH TYPE M OR 5 MORTAR COMPLYING TO A5TM C-270. MASONRY UNITS SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 2000 PSI ON THE NET AREA. 4. ALL SPLICES SHALL BE LAP SPLICES, SHALL BE A MINIMUM OF 48BAR DIAMETERS, U51NG LARGER BAR DIAMETER WHEN SPLICING DIFFERENT SIZE BAR5,1REINFORCEMENT TERMINATIONS INTO TIE BEAMS AND FOUNDATIONS OR AS NOTED. 5. P.EINFORMCEMNT MAY BE BENT IN SHOP OR FIELD, PROVIDED THAT THE DIAMTERE OF BEND SHALL BE GREATER THAN G BAR DIAMETERS. REINFORCEMENT PARTIALLY EMBEDED IN CONCRETE SHALL NOT BE BENT. G. SECURE REINFORMCEMNT FROM DISPLACEMENT DURING PLACEMEMNT UTILIZING CHAIRS AND BOLSTERS. WELDED WIRE MESH SHALL CONFORM TO ASTM A- 185. PROVIDE CHAIRS AND BOLSTERS TO INSURE THAT THE MESH 15 EMBEDDED I" FROM TOP OF SLAB. 7. STANDARD 90 DEGREE HOOK (STANDARD HOOK) SHALL TERMINATE WITH A 90 DEGREE BEND AND AN EXTENSION FROM BEND AT LEAST 12 BAR DIAMETERS. THIS SHALL BE USED AT ALL VERTICAL REINFORCEMENT TERMINATIONS INTO TIE BEAMS AND FOUNDATIONS OR AS NOTED. 8. MINIMUM CONCRETE COVER SHALL BE: FOOTINGS # PILES 3" BEAMS, SLABS, WALL 2" GROUTED MASONRY 2" 9. ALL PILE VERTICAL REINFORCEMENT SHALL BE SHOP FABRICATED WITH CLEAN 900BEND5 INTO TRANSITION CAPS. HOOKS SHALL HAVE A MINIMUM LEG DIMEN51ON OF 15" AND SHALL BE TURNED ACROOS PILE INTO CAP CENTER (MAINTAIN A MINIMUM 3" CONCRETE COVER). 10. ALL BEAM STEEL SPLICES SHALL OCCUR AT MID5PAN FOR TOP STEEL AND OVER COLUMNS FOR BOTTOM STEEL. CONCRETE NOTES I . ALL CONCRETE DESIGN AND PLACEMENT SHALL BE IN 5TRICT ACCORDANCE WITH THE ACI "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE," ACI 3 18-95. 2. CONTACT ENGINEER 48 HOURS PRIOR TO POURING CONCRETE 50 ARRANGEMENTS CAN BE MADE TO HAVE AN ENGINEER OR INSPECTOR PRESENT DURING THE POUR. 3. PROVIDE (4) TEST CYLINDERS FOR EACH 50 G.Y. OF CONCRETE PLACED OR FRACTION THEREOF. 4. STRUCTURAL CONCRETE SHALL CONFORM TO ACI 301 SPECIFICATIONS AND SHALL DEVELOP THE FOLLOWING MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS: SPREAD AND WALL FOOTINGS 3000 P51 COLUMNS AND WALLS 3000 P51 BEAMS AND SLABS 3000 P51 USE REGULAR WEIGHT CONCRETE. 5. STRUCTURAL CONCRETE SHALL CONFORM TO ACI 301 AND HAVE THE FOLLOWING SLUMPS AGGREGATE REQUIREMENTS: LOCATION SLUMP MAX. AGGREGATE FOOTINGS 47± I' ASTM #57 COLUMNS 511± 1 " ASTM #57 BEAMS AND SLABS 511+ 1 " ASTM #57 FILLED CELLS 811± I " ASTM #8 PEAROCK TIE BM5 s TIE COIL'S 511± I " ASTM #8 PEAKOCK PILES 811± ASTM #8 PEAROCK THE USE OF JITTERBUGS TO CONSOLIDATE CONCRETE WILL NOT BE PERMITTED. G. ALL PUMPED CONCRETE WITH #57 AGGREGATE IS TO CONTAIN A HIGH RANGE WATER REDUCING AGENT. MINIMUM SIZE OF DISCHARGE TO BE 4" I.D. 7. A 2" I.D. D15CMARGE MAY BE USED WITH #8 AGGREGATE. USE PLASTICIZER ADMIXTURE IF NECESSARY TO INCREASE SLUMPS BEYOND THAT NOTED ABOVE. 8. CHAMFER ALL EDGES OF EXPOSED CONCRETE 3/4" UNLESS NOTED OTHERWISE. 9. ALL SLABS ON GRADE SHALL BE FIBER REINFORCED CONCRETE, UNLESS NOTED OTHERWISE. WELDED WIRE FABRIC SHALL CONFORM TO A5TM-A 185, 10, SLEEVE ALL PENETRATIONS THROUGH BEAMS AND SLABS INDIVIDUALLY. CORE DRILLING WILL NOT BE PERMITTED. SUBMIT LOCATION AND SIZE OF SLEEVES THROUGH BEAMS TO ENGINEER FOR REVIEW PRIOR TO CASTING CONCRETE. 1 1. NO REINFORCING BARS SHALL BE CUT TO ACCOMMODATE THE INSTALLATION OF ANCHORS, EMBEDS OR OTHER ITEMS. 12, AT CHANGES IN DIRECTION OF CONCRETE WALLS, BEAMS * STRIP FOOTINGS, PROVIDE CORNER BARS OF SAME SIZE AND QUANTITY UNLESS NOTED OTHERWISE AS HORIZONTAL STEEL. REFER TO TYPICAL DETAIL. 13. ALL EMBEDDED ITEMS SHALL BE SECURELY TIED IN PLACE PRIOR TO CONCRETE PLACEMENT. 14. WEDGE BOLTS SHALL BE ITW RAMSET/REDHEAD BOLTS OR APPROVED EQUIVALENT INSTALLED IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. DO NOT CUT EXISTING REINFORCING TO I N5TALL. 15. HEADED STUD ANCHORS SHALL BE A5TM A 108, GRADE 5, 1010 THROUGH 1020 AS MANUFACTURED BY NELSON STUD OR APPROVED EQUIVALENT. STUD WELDING SHALL CONFORM TO AW5 D 1. 1 "STRUCTURAL WELDING CODE." I G. FOOTING SIZES SHOWN ARE FOR FOOTINGS CONSTRUCTED WITH 51DE FORMS. IF 501L MATERIAL CAN HOLD A VERTICAL SHAPE, IT CAN BE USED AS AN EARTH FORM. ALL SLOUGHED MATERIAL SHALL BE REMOVED FROM EXCAVATION BEFORE AND DURING PLACEMENT OF CONCRETE. 17. PLACEMENT OF CONDUIT AND PIPES IN CONCRETE SHALL CONFORM TO ACI 316, SECTION G.3. THESE PLANS ARE NOT FOR CONSTRUCTION UNLESS STAMPED "Construction Set", DATED, SIGNED AND SEALED BY THE ENGINEER. ALL CONSTRUCTION SHALL BE IN COMPLIANCE WITH ALL JURISDICTIONAL PERMITS, CONDITIONS AND CONTRACT DOCUMENTS. CONTRACTOR SHALL COORDINATE ALL DETAILS AND ELEVATIONS WITH ARCHITECT PRIOR TO CONSTRUCTION. PI P2 P3 P4 P38 P39 P7 P13 • P4 2 q m CIO PI4 .A P17 P25 P2G a 2 P15 MR P27 PILING OVERVIEW SCALE: 3/ 1 G11 = 1 1-011 ED P40 • en I. CODE * DESIGN CRITERIA 2. ALL STRUCTURAL PLANS SHALL- BE IN ACCORDANCE WITH THE FLORIDA BUILDING CODE AND 3. FLORIDA BUILDING CODE RESIDENTIAL 2017. 4. BUILDING CLASSIFICATION ENCLOSED 5. DE51GN WIND SPEED 170mph Vult G. IMPORTANCE FACTOR 1.0 7. EXPOSURE CLASSIFICATION D 8. 51E5MIC ZONE 0 MEAN BUILDING HEIGHT 28.42' ALLOWABLE SOIL BEARING PRESSURE 2,500 ESP ASSUMED. VERIFY WITH GEOTECHNICAL ENGINEER PRIOR TO CONSTRUCTION ASSUMPTIONS: A. THE BUILDING IS "ENCLOSED" AS DEFINED IN "FLORIDA BUILDING CODE 2017. B. WIND VELOCITY PRESSURES AND COEFFICIENTS USED ARE FOR MAIN WIND FORCE RESISTING SYSTEM; ALLOWABLE STRESS DESIGN, Kd = 0.85. C. ALL PRE -MANUFACTURED COMPONENTS, I.E. WINDOWS, DOORS, JAMBS, TRUSSES ETC. SHALL BE VERIFIED BY MANUFACTURER TO BE CAPABLE OF SUSTAINING DE51GN WIND FORCES. INSTALLATION SHALL BE IN ACCORDANCE WITH MANUFACTURERS SPECIFICATIONS. D. ALL COMPONENTS AND CLADDING SUBJECT TO WIND LOADINGS: I.E. ROOF TILES, SOFFITS, ETC. SHALL BE INSTALLED IN ACCORDANCE WITH MANUFACTURERS SPECIFICATIONS FOR ADEQUATELY PE515TING OR TRANSFERRING WIND LOADS TO THE MAIN WIND FORCE RESISTING SYSTEM. E. OWNER OR CONTRACTOR SHALL OPTAIN NECESSARY INSTALLATION SPECIFICATIONS AND INSPECTIONS REQUIRED TO COMPLY WITH MANUFACTURERS RECCOMMENDATIONS FOR INSTALLATION OF COMPONENTS AND CLADDING FOR HIGH WIND VELOCITY AREAS. P5 P3 G P37 m• P3 P3 5 P22 G P29 IM MR O m P5 REFER TO SHEET 5-2 FOR PILING SCHEDULE 0 rn w w o: a �0 0 i 00 0 a x ao o a o � o w Z � Y w Ld 0 o U 0 0 V N U Cf1 W " € M �U Uo O zW �CD W � � W V F rin W `J U Za Ha � o H w �� o0 x° 1' ® " o on o xz y o Ca MASONRY NOTES JAN "� `'� '> ST. Lucie County, Permitting 5-0 I . MASONRY CONSTRUCTION SHALL CONFORM TO ACI "BUILDING CODE EUL)IREMENTS FOR MASONRY (ACl/A5CE 530-86) AND SPECIFICATIONS FOR MASONRY STRUCTURES" (ACl/ASCE C)STRUCTURES" > 530. 1-88) EXCEPT AS AMENDED BELOW. 2. STRUCTURE HAS BEEN DESIGNED AS A BEARING WALL STRUCTURE. ALL MASONRY UNITS SHALL BE aQ LAID PRIOR TO CONCRETE PLACEMENT OF COLUMNS, BEAMS AND SLABS FOR THE SAME STORY. cl? 3. USE TYPE "M" MORTAR WITH MINIMUM COMPRESSIVE STRENGTH OF 2500 P51 FOR ABOVE GRADE ...i APPLICATIONS AND TYPE "S" MORTAR WITH A MINIMUM COMPP.E551VE STRENGTH OF 2000 PSI FOR ^ _I BELOW GRADE APPLICATIONS. SCANNEI- 4. MASONRY UNITS SHALL CONFORM TO ASTM C90 WITH A MINIMUM COMPRESSIVE STRENGTH :0 OF' 2800 PSI ON NET SECTION, TO PROVIDE NET AREA COMPRESSIVE 5TRENGTH OF MASONRY (Frm') OFF St. Lucie Cou 2000 PSI. 5. PROVIDE FILLED CELLS AS SHOWN ON PLANS. IN ADDITION, PROVIDE FILLED CELLS: A. AT ANCHORAGE M -� OF CONNECTIONS OR BEARING OF BEAMS AND GIRDER TRUSSES. B. AT ALL CORNERS AND INTERSECTIONS O �" C. (1) CELL ADJACENT TO OPENINGS FOR WALL SPANS LE55THAN 101. (2) CELLS ADJACENT TO OPENINGS FOR WALL SPANS GREATER THAN 1 0'_{ D. AS SHOWN ON ARCHITECTURAL PLANS E. MAXIMUM 48" O.C. (UNLESS NOTED OTHERWISE) O G. PROVIDE FULL MORTAR BEDDING AROUND ALL FILLED CELLS WITH VERTICAL REINFORCING. O U 7. REINFORCING FOR FILLED CELLS SHALL CONFORM TO ASTM AG 15, GRADE GO. LAPPED 48 BAR DIAMETERS. Z U O 8. ALL FILLED CELLS AND COLUMNS SHALL BE POURED AT LEAST TWO (2) HOURS PRIOR TO POURING BEAMS AND LINTELS. 9. REINFORCE WALL WITH LADDEFkTypE REINFORCEMENT ("DUR-O-WALL" OR EQUAL) IN BED JOINTS AT I G" 196 PROJECT NO. O.C. MEASURED VERTICALLY. IL/AP SPLICE ALL HORIZONTAL WALL REINFORCING G". PROVIDE PREFABRICATED 'TEE" OR CORNER SECTIONS AT ALL INTERSECTING WALLS. 18-022 10, REFER TO TYPICAL WALL SECTIONS FOR MAXIMUM CONSTRUCTION HEIGHT OF MASONRY WALLS, SHEET PROVIDE CLEAN -OUT HOLES AT BASE OF FILLED CELL WHEN THE CONCRETE POUR EXCEEDS 5 FEET IN HEIGHT. S _ PERMIT DRAWING ELEVATION CHANGE AT SHEARWALL PILING TYPICAL PILING P 3[-Lc, TKAN51TION CAP P7 2'-1 CRITICAL BEARING FILING 52 kip5 COMPRESSION LOAD TYPICAL PILING @- n SHEARWALL FOOTING P y� P39 TYPICAL PILING @ GARAGE - on SHEARWALL FOOTING 35 kip5 TYPICAL LOADING 7'-1 P4 P5 PG mal TYPICAL PILING TRANSITION CAP @ GARAGE P40 P3 14'-10" TYPICAL PILING @ GARAGE- D ICAL BEARING PILING ip5 COMPRESSION LOAD P3 G P3 5 P3 7 TYPICAL PILING * TRANSITION - CAP @ GARAGE TYPICAL PILING SHEARWALL FOOTING _....... � P4 1 P14 13 PI5 P- - ! - ` -i PILING CLUSTER jf,'HEARWALL 0'All-6 C' 3 FOOTING - MAINTAI MINIMUM 5' PILE-to-PIL EPARATION TYPICAL PILING @. ELEVATOR PIT - REFER TO DETAIL SHEET 5-9 P32 P2I -- I � � • TYPICAL PILING TRANSITION CAP ELEVATION CHANGE - AT SHEARWALL PILING TYPICAL PILING @ 5HEARWALL FOOTING 43 kip5 MAX. LOADING I o° CRITICAL BEARING PILING - 5G kips COMPRESSION LOAD P25 P2G P27 AUGER -CAST PILE LAYOUT SCALE: 114" = 1 -0" THESE PLANS ARE NOT FOR CONSTRUCTION UNLESS STAMPED "Construction Set", DATED, SIGNED AND SEALED BY THE ENGINEER, ALL CONSTRUCTION SHALL BE IN COMPLIANCE WITH ALL JURISDICTIONAL PERMITS, CONDITIONS AND CONTRACT DOCUMENTS. CONTRACTOR SHALL COORDINATE ALL DETAILS AND ELEVATIONS WITH ARCHITECT PRIOR TO CONSTRUCTION. ELEVATION CHANGE AT SHEARWALL PILING - I I'_O" P28 TYPICAL PILING @ PATIO CONFER WITH POOL DESIGNER TO AVOID CONFLICTS P20 4' r TYPICAL EXAGERATED SHEARWALL FOOTING @ PILE CLUSTER P22 TYPICAL PILING 6 TRANSITION CAP J Is P5 1 P49 POURED -IN -PLACE or N PILATER BLOCK CONCRETE COLUMN - REFER TO PLANS FOR LOCATIONS - REFER TO o COLUMN SCHEDULE FOR N s SPECIFICATIONS REINFORCEMENT - TYPE HOOK ALL PILE REINF TOWARDS "C- I" COLUMN ILLUSTRATED CENTER OF TRANSITION CAP or N GRADE BEAM - REFER TO TRANSITION CAP or GRADE BEAM __ DETAILS (sheet 5-3) REFER TO TRANSITION CAP DETAIL (sheet 5-3) FOR REINF. REFER TO GRADE BEAM DETAILS - TOP OF TRANS. CAP sheets-9 EL.=SEE SCHEDULE Y CLEAN OUT G" BELOW TOP a a OF PILE PRIOR TO CAP CONSTRUCTION m 3" MIN. PILE EMBEDMENT FBC 1810.3. o d o per 1 1 #3 STIRRUPS SPACED 3" O.C. 0 L `7 a a x o II � N @ TOP OF PILE THEN 10" O.C. o FOR REMAINDER AS SHOWN i; nm z 0 i W K 2 U Q I G" d1a. AUGER CAST (1 PILE w/ (G) #G BARS U E ATYPICAL PILING @ PATIO only (3) bars shown o w/ TRANSITION CAP i o 2 P48 IG" � N CUC 9.10 P50 Q U aU P47 POOL SHELL # A550CIATED PILES BY OTHERS CONCRETE COLUMN on "VARIABLE - PILE" - COORDIANTE LOCATION OF PILE $ COLUMN WITH FINAL POOL DE51GN PRIOR TO CON5TRUCTION TYPICAL FOR. ALL PILING ADJACENT -. TO POOL SHELL I O" P45 F3 P24 UWp.w' (� U �¢ " W xl �zF� � wz ¢ w PILE SMALL PE DRILLED w/ A CU Z w PILE CAPACITY IS RELATIVE TO PILE DEPTH .a o d CONTINUOUS.FLIGHT AUGER BELOW Tf1E SCOUR LINE. REFER TO DEEP P. v AND CAST w/ 5,000 PSI GROUT FOUNDATION NOTES FOR DETAILS. L- c) U �U� ` � a WERE TIES r , U- (G) #3 BARS 4 s' TAPERED TO POINT * TIED Y� TO PILE CAGE AS SHOWN Gz] N N e BOTTOM OF PILE CAGE - o EL.=SEE SCHEDULE PILE/CAP/COLUMN DETAIL SCALE: NOT TO SCALL ct 6.0 PILING 5Cf IEDULE 4.4 Q TYPICAL PILING @ Un PATIO w/ TRANSITION CAP U0� O }N} wJ m I� M m CA +.a x+ � o U � � a v� PROJECT NO. ,8-022 SHEET INSTALLATION NOTE: TOP OF PILE STEEL SHALL NOT EXCEED 3" (0.25 feet) BELOW THE CAP ELEVATION S-2 DESIGNATION TYPE I TOP OF PILE PILE DEPTH PILE length CAP eleatlon P I -PG ( I G" AUGER -CAST 7.25 navd - 19.00 navd 26.25' 9.00 navd P7-P9 I G" AUGER CAST 8.75 navd ___....._ .. -1 9.00 __.. navd ............... ..... __ F .. 27.75' _ 10.50 ----.. navd PI I -P 12 1 G" AUGER -CAST 8.75 navd 19.00 navd 27.75' 13.00 navd P 13-P2 I I G" AUGER -CAST 1 1 .25 navd -1 9.00 navd -------------- 30.25' 13.00 navd P22-P24 I G" AUGER -CAST 10.75 navd _.______.__ 19.00 navd _._. ..... 29.75' 1 2.50 navd P25-P2G I G" AUGER -CAST 8.25 navd 9.75 navd - 19.00 - 19.00 navd navd j 27.25' 28.75' 10.00 1 1.50 navd navd P27-P28 I G" AUGER -CAST P29 I G" AUGER -CAST 1 1 .25 navd -1 9.00 navd 30.25' 1 3.00 navd - _ _-__- P30-P3 I I G" AUGER -CAST 10.75 navd - 1 9.00 navd I 29.75' 1 2.50 navd P32 I G" AUGER -CAST 1 1 .25 navd 24.00 navd 1 35 25' 13.00 .- ..... navd P33-P38 I G" AUGER -CAST 7.25 navd _ - 19.00 _--- navd 2G.25' ! -- 9.00 navd P39-P40 I G" AUGER -CAST 7.25 navd - 1 1 .25 navd -24.00 - -- 19.00 navd -- navd 30.25 9.00 13 00 navd navd P4 I P43 I G" AUGER -CAST P44-P52- I I G" AUGER -CAST 10.75 navd -1 9.00 navd 1 29.75' 12.50 navd CONTRACTOR SHALL COORDINATE ALL DETAILS AND ELEVATIONS WITH ARCHITECT PRIOR TO CONSTRUCTION. TOP OF BEAM 0 9.0 NAVD 50 C MR MONOLITHIC FOOTER w/ RECESS FOR GARAGE DOOR (typ.) - refer to details MONOLITHIC FOOTER (typ ) refer to details - ALL STEEL DISCONTINUOUS AT TRANSITION CAPS TOP OF BEAM b 0 10.5 NAVD TOP OF BEAM ® 11.5 NAVD GRADE BEAM TRANSITION refer to detail sheet 5-1 1 TYPICAL (2) LOCATIONS TOP OF BEAM ® 13.0 NAVD OF 7SHEARWALL FOOTER' (typ.) refer to details I ¢ t 0 N SLOPE 2" 60"± F_6 O y "sawcut I 4" THICK CONCRETE SLAB TOP OF CAP ® 9NAVD (typical) s1oP0 flat TOP OF BEAM 0 9.0 NAVD F-7SHEARWALL FOOTER_ (typ.) refer to details ■ (MINIMUM 3000 PSI ® 28 DAYS) N FIBERMESH REINFORCED - SAW CUT AS SHOWN OVER 6 MIL. VISQUEEN VAPOR BARRIER OVER CLEAN COMPACTED TERMITE TREATED o FILL (COMPACTED TO 95% DENSITY) ❑ j typical for all GROUND FLOOR slabsOL m ELEVATION (9,2 N.AV.D.) 2'_0" G'_0" 2'_O"-,[�4'_ 10" T2'1 ." b N FF?' ae SHEARWALL FOOTER sloop O (typ.) refer to details �o r \) — TOP OF BEAM TOP OF CAP z14dAV. --._..I_ D.) T 0 11.5 NAVD 0 9.0 NAVD 4 THICK CONCRETE SLAB I (FRANGIBLE) ALL ENCLOSED SPACES BELOW TIME BASE FLOOD ELEVATION SHALL BE PROPERLY VENTED IN ACCORDANCE WITM FBC REGULATIONS - USE CAST-CRETE 8U8 PRECAST CONCRETE LINTELS (or equivalent) ABOVE ALL REQUIRED FLOOD VENTS IN MASONRY WALL APPLICATIONS - REFER TO ARCHITECTURAL DRAWINGS FOR VENT LOCATIONS refer to EXTERIOR STEPS FOUNDATION PLAN sheet S-11 1 2" THICKENED EDGE w/ (2) #55 cont. (typ. at under -patio slab perimeter) --- �/ � I O Fw O r 11.1111, CONCRETE COLUMN on "VARIABLE PILE" - COORDIANTE LOCATION OF PILE � COLUMN WITH FINAL POOL DESIGN (j I PRIOR TO CONSTRUCTION -typical for all piles/columns adjacent to pool shell O 4 INGol T I II TOP .5 CAP _ty saw cut. J. ELEVATION t TOP O NAVD ,i (130RAVD.) ( I r� + 3 N (typical) i 2I 2'-0" 3�-G" 2'-0"5 b b'-8 i;' 2'-O" 4" thick FRANGIBLE SLAB or SAND -SET BRICK PAVERS yp saw cut refer to architecturals typical (3) sides MONOLITHIC FOOTER(tyyp.)(I-O" refer to detad5 Sheet S-9 F-2 Slml ar I OQ- �,2 ( I - ALL STEEL DISCONTINUOUS AT TRANSITION CAPS fn - N k� ,�0 1 .---- - REDUCE GRADE BEAM � DEPTH TO 5- TOP of - BEAM @ I2...NAVD �EEp�cV N p ��pg �. � Imo,. �� — b -- .__ r - o TOP OF BEAM N N f / N ' 0 12.5 NAVD TOP OF BEAM - TOP OF BEAM O SHEARWALL FOOTER (typ.) O O i \I 71 13.0 NAVD F 3 F-3 ® 13.0 NAVD Similar F_3 „ -=,1 refer to details � � � 12" THICKENED EDGE w/ I = (2) #55 tort. (typ. at 4" THICK CONCRETE SLAB under -patio slab perimeter) L FIBERMESH RC 0 PSI ®28 DAYS SHOWN - \ O i :r � > F 2 F_5 6,. 4" THICK CONCRETE SLAB TOP OF CAP O OVER 6 MIL. VISQUEEN VAPOR BARRIER (FRANGIBLE) ®12.5 NAVD OVER CLEAN COMPACTED TERMITE TREATED +I 31 w ELEVATION N FILL (COMPACTED TO 95% DENSITY) N o typical for all GROUND FLOOR slabs Z5 N.A.V.D.) N,F* 42'-0" "+ L 4" thick FRANGIBLE SLAB 2' o_ i z 9'_G2__ 1 p�2'1 " (A/C equipment pad -refer to ELEVATION ---• __ �rchitcurals for locations O i. 13. NANO. i typ. haw cut \--------------- -----� II ) N 4 TOP OF CAP (13.0 NANO.) ( ELEVATION 11.5 NAVD 6" B.F.F. in (12.5 N.A.V.DJ SHEARWALL FOOTER (typ.) O similar F-7 r ` 1 F7 —--�refertodetails----- F7 -- —�--- STOP OF BEAM O �, TOP OF BEAM rr® 10.0 NAVD f,-��� ®12.5 NAVD REDUCE GRADE 13EAM DEPTH TO 15" - TOP of BEAM @ 12.5 NAVD —1 2'-0" 22'-6" I TOP OF BEAM GRADE SEAM TRANs1noN ®11.5 NAVD TOP OF BEAM refer to detail sheet 5-1 1 ® 13.0 NAVD TYPICAL (2) LOCATIONS 1 I I 1Z) 10 1 4" THICK CONCRETE SLAB )N (MINIMUM 3000 PSI @ 28 DAYS) n FIBERMESH REINFORCED - SAW CUT AS SHOWN OVER 6 MIL. VISQUEEN VAPOR BARRIER OVER CLEAN COMPACTED TERMITE TREATED ) FILL (COMPACTED TO 95% DENSITY) "SAW_CUTA -- 4-- typical for all GROUND FLOOR slabs I I E SAW -CUT «u findaxuceci conc. SLAB. S , °crack . \";Y\ ERANGIB LE SLAB DETAIL )CALE: not to Scale refer to deto reduce beam 2 1-4" TRANSITION CAP LAYOUT FRANGIBLE FOOTINGS it SLABS SCALE: 114" = '-0" THESE PLANS ARE NOT FOR CONSTRUCTION UNLESS STAMPED "Construction Set", DATED, SIGNED AND SEALED BY THE ENGINEER. ALL CONSTRUCTION SHALL BE IN COMPLIANCE WITH ALL JURISDICTIONAL PERMITS, CONDITIONS AND CONTRACT DOCUMENTS. PERMIT DRAWING DISCONTINUE STEEL for FRANGIBLE FOOTINGS refer to plans for locations CONTINUOUS FOOTER @ EXTERIOR PERIMETER wl (2) #55 cont. OYPJ #3 STIRRUPS VI w/ %4" IN51DE DIA. (G) #GP IN AUGER CAST PILE exterior edge of cap/footer 9:3il uy4Nk.{4Yd1>>b::": `LAl s — Interior edge G" AUGER CAST PILE PILE CAP see detal TYPICAL PILE @ TRANSITION CAP (w/ adjacent contlnuou5 footing) #3 5TIRRUP5 ill wl %" INSIDE DIA. exterior edge of grade beam (G) #GO IN AUGER CAST PILE interior edge of grade beam I G" AUGER CAST FILE TYPICAL PILE @ GRADE BEAM #3 5TIRRUP5 MFR'd wl 9Y4" INSIDE DIA. exterior edge of grade beam interior edge of gradebeam G" AUGER CART PILE IFl (G) #G(d IN AUGER CAST PILE I I TYPICAL PILE @ GRADE BEAM (CORNER) TYPICAL #G IN AUGER CAST PILE top of de bottom of transition cap d Y- e a a d a.4 � >1 G" AUGER ;< ° h � CAST PILE N A. N TYPICAL PILE PROFILE PILE REINFORCEMENT DETAILS SCALE: NOT TO SCALE (7) #Gx 1 6" @ 9` O.C. AS SHOWN (3) #3 STIRRUPS @ 9" O.C. x 16" EACH )E AS SHOWN PROVIDE A MINIMUM 3" CONCRETE COVER FOR ALL REINFORCING STEEL. ALL TRANSITION CAPS ARE CENTERED OVER CORRESPONDING AUGER PILE. TRANSITION CAP DETAILS SCALE: NOT TO SCALE w o a 0 m n Y a s a w <m �o LLI � O O xz VC Q CCS a U .o •� Ct —V �Vir: O it � � w x�o z U V1 PROJECT NO. I 18_022 SHEET S-3 55-8 PERMIT DRAWING POURED -IN -PLACE G" THICK (nominal) 3000p5i CONCRETE 5TRUCTURAL 5LA15 w/ #4'5 1 2" O.C. EW ELEVATION +0'-0" F.F. 41 2 s-e refer to 5ecbon� for beam 6eta115 3�' T.S. COLUMN (T5C-2; above) 40 kips max. LOAD BEARING ON BEAM MA50NRY— NON-BEARING WALL MASONRY 5HEAKWALL 2x4 PRE ENGINEERED WOOD FLOOR TRUSSES @ 24" O.C. refer to shop drawings ii II I r NI FVATIOIJ I i! ----- —___� 0 C) N 3'"T.5.COLUMN�N .....__.... -----W ca --- t 40 kIF5 max. LOAD R// BEARING ON BEAM W �. SL z CO (17 N w o IT 00 N - _ I L I(2)410r. - Y-V CANTILEVER TB-8 ( 2x 10 T. EDGE- . 1 ELEVATOR 5HAPT WALLS SHALL BE CONSIDERED f A COMPONENT OF THE ADJACENT MASONRY L 5HEARWALL AND SHALL BE CONSTRUCTED IN A CON515TENT MANNER, A5 DEFINED BELOW. WIC refer to section I I for beam 6etaiI5 psi i I l o = it FILL , 2x4 PRE ENGINEERED WOOD * FLOOR TRUSSES @ 24" O.C. C-7 refer to shop drawings ' I s$ ( EL A110N 3 F +( f.F. I I < POURED -IN -PLACE 1� I 'J - G" THICK (nominal) 3000P51 CONCRETE - -. —._... - ...- _ STRUCTURAL 5LA5 w/ I 2)OL DGE #4'5 12" O.C. EW MA - -`ARWALL CTB-1 ELEVATION CANTILEVER +0' 0" F.F. 4'-0" ALL MASONRY CONSTRUCTION ORIGINATING BELOW THE LOWEST ALLOWED HORIZONTAL SUPPORTING MEMBER @ I G.50' N.A.V.D. (FIRST FLOOR) SHALL BE FRANGIBLE CONSTRUCTION, UNLESS NOTED OTHERWISE. REFER TO SHEET 5-9 FOR FRANGIBLE WALL CONSTRUCTION DETAILS. 8' C.M.U. MA50NKY 5HORE-NORMAL 5HEARWALL w FILLED CELL COLUMNS @ 48" o.c. MAX. 4 I Gga, LADDER TYPE REINF. refer to TYPICAL WALL 5ECTION for details MASONRY 511�ARWALL ALL ENCLOSED SPACES BELOW THE BASE FLOOD ELEVATION SHALL BE PROPERLY VENTED IN ACCORDANCE WITH FBC REGULATIONS - USE CAST-CRETE 6U8 PRECAST CONCRETE LINTELS (or ec(ulvalent) ABOVE ALL REQUIRED FLOOD VENTS IN MASONRY WALL APPLICATIONS - REFER TO ARCHITECTURAL DRAWINGS FOR VENT LOCATIONS G" THICK (nominal) 3000p5i CONCRETE 5TRUCTURAL 5LAB 4 xz" T.5. COLUMN ALL WALLS DENOTED "MASONRY SHEARWALL" (ILLUSTRATED AS 11111hIMMI11) ARE NOT FRANGIBLE AND SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE METHODS PRESCRIBED IN THE "TYPICAL WALL SECTION" ON THE DETAILS SHEET 5-9. THESE PLANS ARE NOT FOR CONSTRUCTION UNLESS STAMPED "Construction Set", DATED, SIGNED AND SEALED BY THE ENGINEER ALL CONSTRUCTION SHALL BE IN COMPLIANCE WITH ALL JURISDICTIONAL PERMITS, CONDITIONS AND CONTRACT DOCUMENTS. (2) 2x 10 P.T. LEDGER w/ a"x7" WEDGE ANCHOR G" FROM ENDS * @ 24" O.C. typical for all wood floor truss bearing ledgers 15t FLOOR FRAMING PLAN CONCRETE COLUMN LAYOUT SCALE: 114" = I '-0" CONTRACTOR SHALL COORDINATE ALL DETAILS AND ELEVATIONS WITH ARCHITECT PRIOR TO CONSTRUCTION. FIRST FLOOR CONCRETE TIE BEAM SCHEDULE MARK PLAN SIZE REINFORCEMENT TOP of BEAM REMARK5 D W TOP M. BOT. STIRRUPS CTB- 1 24" 8" (2) #5 n/a (2) #5 #3 @ 12" O.C. +O'-O" TYPICAL 1 5t FLOOR BEAM exterior CTB-2 23" 12" (3) #5 rJa (3) #5 #3 @ 12" O.C. -0'-1 " 12'' BEAM - FLOOR 5UP70PTING CTB-3 24" 1 G" (3) #5 (3) #5 (3) #5 #3 @ 1 2" O.G. +0'-0" INTERIOR I G" BEAM @ GARAGE CTB-4 varies 12" (3) #5 n/a (3) #5 #3 @ 12" O.C. sloped BOTTOM @ -2'-0'' B.F.F. CT13-5 24" 12" (3) #5 rVa (3) #5 #3 @ 12" O.C. +0'-0" 12" BEAM - EXTERIOR WALL BEARING CTB-5a varle5 12" (3) #5 n/a (3) #5 #3 @ 12" O.C. sloped BOTTOM @ -2'-0" B.F.F. CTB-G varle5 8" (2) #5 n/a (2) #5 #3 @ 12" O.C. sloped BOTTOM @ -2'-0" B.F,F. CTB-7 20" 8" (21 #5 n/a (2) #5 #3 @ 12" O.C. varle5 TYPICAL PATIO SLAB BEAM CTB-7a 1 5" 8" (2) #5 n/a (2) #5 #3 @ 2" O.C. varies BOTTOM @ -2'-0" B.F.F. GT5-8 23" 8" (2) #5 n/a (2) #5 #3 @ 2" O.C. O'- TYPICAL 1 5t FLOOR BEAM Interior w z s G � m WwW W 0 I m i Io C) N M If Ln 0 0 0 N •I • • �_ • . !.7 • • 0 V) 0 Q CTB- I CTB-2 CTB-3 CTB-4 0 0 2 U U n O W W W B N W W �M1 ZI B, Mg U G CT13-5 CTB-6 CT13-7 CTB-6 0 a PO4 h .I W .I • • 6" PATIO 5LAB REINFORCEMENT * DIMENSIONS • • ARE IDENTICAL TO CTB- I CTB- I a CTB-7a SPECIALLY LOADED BEAM (W w W— W (3) #5'5 cont. TOP STEEL (3) #5x72" left side TOP STEEL Lj W F F D • • • (4) #3 STIRRUPS @ G" O.G. —Wii Wz F) p ::1 (typical at beam ends) V W, W #3'5 @ 12'' O.C. elsewheree U E4 < o • • • (3) #5'5 Cont. BOTTOM STEEL P F CT13-2a � Z ° N W o 00 W z ,� � rr 0 a w m FloN� glm f1 CONCRETE COLUMN SCHEDULE MARK PLAN SIZE REINFORCEMENT REMARKS B H VERTICAL TIE5 C 1 8" I G.. (4) #5 #3 @ 12" O.C. TYPICAL FORM -POURED COLUMN C2 8" I G" Q #5 #3 @ 12" O.C. TYPICAL CORNER FORM -POURED COLUMN C3 12" I G" (G) #5 #3 @ 12" O.C. TYPICAL FORM -POURED COLUMN - ELONGATED C4 12" 12' (4) #5 N/A 12" 5a. PILASTER BLOCK COLUMN - see note below G5 1 18" 24" (8) #5 #3 @ 12" O.C. GARAGE DOOR COLUMN CIS 1 12" 12" Q #5 #3 @ 12" O.C. OPTIONAL 12"x 1211 COLUMN C7 6 I G" (G) #5 N/A I G" 5,1. PILASTER BLOCK COLUMN - see note below m C-I C-2 C-3 SEE PLAN FOR ORIENTATION rn . : • m C— IS C-5 C-G MAY BE U5ED IN PLACE OF C-4 C-4 C-7 C-G MAY BE USED IN PLACE OF C > a •` n-_ ra w wU M � �1 w O x+ > o U O �I •� V1 PROJECT NO. 18-022 SHEET S-4 CONTRACTOR SHALL COORDINATE ALL DETAILS AND ELEVATIONS WITH ARCHITECT PRIOR TO CONSTRUCTION. nC1 iv AT 1-1 TB-1 a ( 9 3 O l' . C-4 COI VERT 0 BE M BL K 51MP50N HETA20 AT�.' ,(1 a o EACH TRU55 (typical) ' 6 I TT j - - s- I N� I 1. 2 U) N 5 8 _..... ..... ........ _..- ILJ I '. dt .ne" _i) I �' A" TYP. `ORAL RU$5E r' i t.... L .T CANTILEVER SUPPORT BEAM - 8"x22" w/ (2) #5's TOP & BOTTOM and #3 STIRRUPS ® 12"o.c. + (2) #5x36" vert ® 16" o.c. TIE INTO CTB-9 CTB -15a i REFER TO BEAM TRANSLATION DETAIL BELOW `v N L /o �24 y cTB-15a top steel top steel n al) steel twttan- bottom steel lap steel middle eel - _ I sa Ty". FOR ALL TRUSSES E BUCKETED INTO LEDGER 1 91 2# UNLE55 NOTED OTHERWI5E t 60G# 1 1030# t 1465# (2) 2x8 P.T. LEDGER w/ e"x7" WEDGE ANCHORS 4" from ends 4 48" o.c. MAX. coordinate anchor locations to avoid truss hangers PRE ENGINEERED WOOD TRUSSES @ 24" O.C.- refer to shop drawlncg5 ALL ROOF TRUSSES SHALL BE ANCHORED with 51MP50N HETA20 EMBEDDED TRUSS STRAPS, UNLESS NOTED OTHERWISE N F- 7 10 19 134 ( o LG320#NGON ED ER TOP of BEAM I v OT D OfHE 15E+13'-0" A.F.F. H (2) 2 F.T. LE ER cofferJ(Poo /51A) w/ e'k 1 odd - - -- WED 4" FR3" �5 COLD NENDS .C. ma ; IT I gI Llsn,,v I,n�`_ CTB-9 --- LUTEI -9, --- f1 -- `I G549#104'Vt (T5C 2 below) i / m,, ]f2 40 kips MAX. LOAD gl --- - T"{U HI , X - --- I G-G' I 16 8" N N { -- in INCREA5E DEPTH OF CT5-13 CTB-141 CTB TO ALLOW FOR TRU55 BEARING 00 _ — _ N I TOP of BEAM ® H ----- \ N-+13'-0" A.F.F. _ �....__. . baffer coffer 1 T-4" - 5" - - - - - - .:---- - -- 77-W 8 RAMS A IOi'- CTB-9� u TOP of BEAM _ 2x4 ORE ENGINEERED WOOD +11'-4" A.F.F. LOO TRU55E5@ 24 O.C. re ter to shop drawln6j5 a �' I• �' I I a, I STAIRWELL - open to below - REFER I U TO ARCHITECTURAL5 FOR STAIRS DETAILS - ASSOCIATED LANDINGS TO - BE WOOD FRAMED per CONTRACTOR �j D L2� Is CTB-16 _ Tom:-®--- --- SLOPE 1" i L coffer 4. _-:--, r 4,)j" T.S. COLUMN r� �P c (T5C-3; below)— /CTB-15 �L oQ� - - 52 lops MAX. LOAD _ CTB_-14 I _ (--------- (2)s_' F'.T.. LEDGER --- ---._. Tyr. FOR ALL TRUSSES A �I 31 _ I BEARING ON LEDGER 678# I ' III _ • , x ,,,, --- UNLEdS NOT OTHERWISE max. - - 7 N it) I W N - wILIm I + odd space X �1 01, I —co er ---- _J _Loor 11 11 Ilk I I—= II, �24" R 2 - [2 (1 2nd FLOOR FRAMING PLAN LOWER ROOF FRAMING PLAN SCALE: 1 /4" = I '-0" INTERMEDIATE BEAM SHALL BE 3-COURSE (811x2_4") BOND BEAM w/ (1) #5 coynt. U.N.O. TOP OF INTERMEDIATE BEAN SHALL BE 1 1'-4" A.F.F. ALL INTERNAL MASONRY NON -LOAD BEARING LINTELS SHALL BE CAST-CRETE 8U8 (or equivalent) 5N28" CONCRETE BEAM (TOP @ + 1 1'-4" A.F.F.) REPLACE5 LINTEL 10 THREE -COURSE (24") MASONRY TIE BEAM w/ (1) #5 EACH COURSE THI5 SECTION - TOP @ + 13'-C" A.F.F. (2) 2x 10 P.T. LEDGER w/ e"x7" WEDGE ANCHOR G" FROM ENDS * @ 24" O.C. typical for all wood floor truss bearing ledgers 19 C-4 51MP50N HETA20 AT EACH TRU55 (typical) space 51 Is C-4 POU RED -I N-PLACE 6' THICK (nominal) 3000p5i CONCRETE 5TRUCTURAL5LAB ELEVATION + 13-0' A.F.F. POURED-1 N-PLACE G" THICK (nominal) 3000p51 CONCRETE STRUCTURAL SLAB ELEVATION +121-T A.F.F. REDUCE BEAM DEPTH TO 20" TO AVOID CONFLICT w/ CEILING COFFER - REFER TO SCHD (CTB-14) X USE 51MP50N LGT2 893# FAD -OUT TRU55 BOTTOM CHORD A5 NECESSARY 51MF50N HFTA20 AT EACH TRU55 (typical) (2) 2x8 P.T. LEDGER (ROOF BEARING) w/ (3) J"x7" WEDGE ANCHORS 4" FROM END5 d CENTER MASONRY BEAM TOP @ + 1 1'-4" A.F.F. CONCRETE BEAM TOP @ + 1 P-4" A.F.F. CONCRETE BEAM TOP @ + 13--0' A.F.F. THESE PLANS ARE NOT FOR CONSTRUCTION UNLESS STAMPED "Construction Set", DATED, SIGNED AND SEALED BY THE ENGINEER. ALL CONSTRUCTION SHALL BE IN COMPLIANCE WITH ALL JURISDICTIONAL PERMITS, CONDITIONS AND CONTRACT DOCUMENTS. PERMIT DRAWING SECOND FLOOR CONCRETE TIE BEAM SCHEDULE MARK PLAN 51ZE REINFORCEMENT TOP of BEAM REMARKS D W TOP M. BOT. STIRRUPS CT13-9 24" 8" (2) #5 n/a (2) #5 #3 @ 1 2" O.C. + 1 3'-0" 8" BEAM - 2nd FLOOR WALL CTB- 10 24" 1 2" (3) #5 n/a (3) #5 73 @ 1 2" O.C. + I 1-4" 1 2" PATIO ROOF BEARING CT15-1 I a 20" 1 2" (3) #5 n/a (3) #5 #3 @ 1 2" O.G. + 1 3'-0" see notes on detail below CT15-1 I b. 20" 1 2" (3) #5 n/a (3) #5 #3 @ 1211 O.C. + 13'-O" 1 2" BEAM - EXTERIOR WALL BEARING CTB-1 2 24" 1 2" (3) #5 n/a (3) #5 #3 @ 1 2" O.C. + 12'-G" BALCONY 5LA5 SUPPORTING CTB- 13 18" 1 G" (3) #6 n/a (3) #6 #3 @ 10" O.C. + 1 1'-4" see notes on detail below CTB- 1 4 20" 1 2" (3) #5 n/a (3) #5 #3 @ 1 2" O.C. + 13'-0" 1 2" BEAM - CANTILEVERED BALCONY CTB- 15 24" 8" (2) #5 n/a (2) #5 #3 @ 1 2" O.C. + 13'-0" 2nd FLOOR WALL SUPPORT CTB- 15a 25" 1 8" (2) #5 (2) #5 (2) #5 #3 @ 1 2" O,C. + 1 P-4" LOWER ROOF BEARING - CANTILEVERED CTB- 16 23" 1 8" (2) #5 n/a (2) #5 #3 @ 1 2" O.C. + 1 2'-1 1 " TYPICAL INTERIOR BEAM WWW W (3) #5'5 Cont. TOP • •1 • • • • • (2) #5x36" TOP at ends • • • (3) #5'5 Cont. BOTTOM I• 0) • • •: • • • • • •' CTB-9 CTB-1 0 CTB- I I a CTB- II I I b �w •I ��W—� �W� (3) #G's Cont. TOP • • • • • (2) #5x36" TOP at ends • • • • o (2) #5x72" BOTTOM (center) � ' • C1 is • • (3) #G'5 cont. BOTTOM -•. •_! CTB-1 2 CTB-1 3 CTB-14 CTB-1 5 CTB-1 G SIMILAR LOWER BEAM CONCRETE LINTEL SCHEDULE APPLIED LOADS ON ALL PRECAST LINTELS HAVE BEEN REVIEWED TO INSURE THEY ARE WITHIN ALLOWABLE LIMITS. LINTEL NO. LENGTH SAFE GRAVITY LOAD APPLIED GRAVITY LOAD SAFE UPLIFT LOAD APPLIED UPLIFT LOAD COMPOSITE BEAM REMARKS u 3'-4" 10394 200 6613 300 81`28 —1 B/1 T 0 10'-6" - 3643 no load 1732 no load 81`28 —113/1T 9 5'-4" 8733 500 4265 350 81`28 —113/1T L4 13'-4" 2316"" 300 1141 400 8F28 —113/1T L5 4'-0" 10394 150 57401 250 81`28 —1 B/1 T Ls OMITTED LINTEL SCHEDULE TO BE FILLED IN BY ENGINEER DEPTHS MAY BE INCREASED, BUT NOT REDUCED NOTE: R=RECESS NOTE: ALL GABLES & JACKS = <250PLF NOTE: USE CASTCRETE F=FILLED w/ GROUT -QUANITY OF #5 U=UNFILLED -� / REBAR AT TOP NOMINAL WIDTH—gF 16-1 B/1 T NOMINAL HOGHT�BOTTOM - Y REBAR AT BOTTOM OFF LINNTEL CAVITY w z m O J 5 m in 0 0 I a 0 .II o a o 0 0 z w c� rn a w U o U H� 'CO, 7 N M E y Hz ;z wz W IWO) 10, Wp ¢w O �Ul z o Q T E H Z� xo°v" C7 � 0 a a m = _ ao z � qo; • • rl LOWER ROOF/FLOOR CONNECTOR SPECIFICATION CHART CONNECTOR MARK TRUSS REACTIONS CONNECTOR ALLOWABLE FASTENERS REQUIRED per & DESCRIPTION LABEL(s) UPLIFT t NUMBER MANUFACTURER LOAD MFR's SPECIFICATIONS GRAVITY 1 GRAVITY 1 UPLIFT t TYPE QUANTITY A ALL WOOD TO WOOD CONNECTIONS, UNLESS 1950 MTS12 SIMPSON 11000 10d x 1Yz" NAILS 14 <xxxx NOTED BELOW. max. WOOD TO CONE. eALL CONNECTIONS, UNLESS t1800 HETA20 SIMPSON 11810 10d x tY1" NAILS 9 <xa NOTED BELOW. max. GIRDER TRUSS TO CONCRETE GRP i 2904 VGT SIMPSON t4940 1/4" SCREWS 16 (truss) ISTWO-PLY <xxxx LINTEL/BOND BEAM max.5%" ATR in EPDXY 1 (beam) PLY GIRDER GRIN eSINGLE TRUSS TO CONCRETE i 2190 DETAL20 SIMPSON 12480 10d x 13�" NAILS 18 (truss) LINTEL/BOND BEAM Max. E WOOD TRUSS TO (2) 2x8 LEDGER (bucket) H H1 t606 I912 LUS26 SIMPSON t1165 10d NAILS 4 truss <xxxx 41070 4 ledger) WOOD TRUSS TO (2) F N 2x8 LEDGER (bearing) N1 t104O max. H10A SIMPSON t1140 10d x 1Yi' NAILS 9 (truss) <xxxx N2 9 (ledger) G GIRDER TRUSS TO (2) GRH t1465 max. HUS28 SIMPSON t2000 8 (truss) 2x8 LEDGER (bucket) <xxxx 11030 max. 14220 16d NAILS 22 (ledger) I I FLOOR GIRDER TRUSS TO CONCRETE TIE -BEAM GFZ 17655 max. LGUM28-2 SIMPSON 18250 �'x2j" SDS SCREW 6 truss) <xxxx x4" TITEN HD 6 beam) O � 3 l� Mom) N M o3 r� � w ^ �O U U O PROJECT NO. 18-022 SHEET S-5 CONTRACTOR SHALL COORDINATE ALL DETAILS AND ELEVATIONS WITH ARCHITECT PRIOR TO CONSTRUCTION. PERMIT DRAWING TUC -CC 01 ANIO Apr- AI/%T r^n ^^k I clTn lI IA II u r r C K Kam/ U r r Kf-\ iv V v r LA I V EACH TRU55 �(typical) SCALE: 1 /4" = 1 '-0" ALL MASONRY WALL TOP OF BEAM (upper roof bearling) @ +23'-0" A. F. F unless noted otherwise SECURE VALLEY SET TRUSSES TO COMMONS w/ 5IMP50N VTCR @ 48" O.C. (min. 2 per truss) C I I C% sl < ALL UPPER ROOF BEARING SHALL BE ON 8'Ix24" (3-COUR5E) BOND BEAM, UNLESS NOTED OTHERWISE refer to 5ectlon5 and detaII5 MAIN ROOF CONNECTOR SPECIFICATION CHART ALLOWABLE FASTENERS REQUIRED per CONNECTOR MARK TRUSS REACTIONS CONNECTOR MANUFACTURER LOAD MFR's SPECIFICATIONS & DESCRIPTION LABEL(s) uPLIFT t NUMBER TYPE QUANTITY GRAVITY 1 GRAVITY 1 UPLIFT t ALL WOOD TO WOOD t 950 MTS12 SIMPSON 11000 0d x 1Y2 NAILS 4 CONNECTIONS, UNLESS <xxxx NOTED BELOW. max. WOOD TO CONE. t 1562 HETA20 SIMPSON 11810 10d x 1Y2" NAILS 9 OALL CONECTIONS, UNLESS NNOTED BELOW. max. OSINGLE PLY GIRDER TRUSS TO CONCRETE t 2432 DETAL20 SIMPSON 12480 10d x 1Yz" NAILS 18 (truss) <xxxx LINTEL/BOND BEAM Max. 2+ PLY GIRDER TRUSS GRC t 2354 (2) HETA20 SIMPSON t2700 6d NAILS 2 (truss) TO CONCRETE <xxxx LINTEL/BOND BEAM Max. GIRDER TRUSS GRA t 3579 1/4" SCREWS 16 (truss) e2—PLY TO CONCRETE BEAM VGT SIMPSON 14940 5/8" ATR in EPDXY 1 (beam) <xxxx max. GIRDER TRUSS TO F GR8 1/4" SCREWS 32 (truss) CONCRETE BEAM GRID t 6038 (2) VGT SIMPSON 17185 5/a ATR in EPDXY 2 (beam) <xxxx max. GIRDER TRUSS TO G GRA 16d NAILS 16 (truss) CONCRETE BEAM t 7278 HGT-2 SIMPSON t10980 3 a ATR in EPDXY / 2 (beam) <xxxx max. UPPER BEAM CONCRETE LINTEL SCHEDULE APPLIED LOADS ON INSURE ALL PRECAST LINTELS HAVE BEEN REVIEWED TO THEY ARE WITHIN ALLOWABLE LIMITS. LINTEL NO. LENGTH SAFE GRAVITY LOAD APPLIED GRAVITY LOAD SAFE UPLIFT LOAD APPLIED UPLIFT LOAD COMPOSITE BEAM REMARKS u 10'4" 2781 250 1458 350 81`24-1B/1T 0 6'-8" 5681 250 2571 350 8F24-1 B/1 T L3 4 —4 8672 900 4292 750 81`24-1 B/1 T La 4'-4" 8672 200 4292 300 8F24-1 B/1 T L5 9'-4" 3486 no load 1811 no load 81`24-1B/1T Ls 3'-4" 8974 no load 5591 no load 81`24-1B/1T L� 9'-4" 3486 600 1811 750 8F24-1 B/1 T L8 6'-4" 8360 700 2959 950 8F24-1 B/1 T LINTEL SCHEDULE TO BE FILLED DEPTHS MAY BE INCREASED, IN BY ENGINEER BUT NOT REDUCED NOTE: R=RECESS NOTE: ALL GABLES & JACKS = <250PLF NOTE: USE CASTCRETE F=FILLED w/ GROUT �--�•--� QUANITY OF #5 U=UNFILLED / REBAR AT TOP NOMINAL WIDTH-8F164BAT QUANITY OF #5 REBAR AT NOMINAL HEIGHT— BOTTOM OF LINTEL CAVITY 8F16 8F12 81F8 8U8 _LEY SET TRUSSES ;.Q . ;•Q . a. MIN.(1)#,!50 REBAR INS w/ SIMPSON I \ / I 1-1REQ ,,44 CLEOAR W/ 0 (2) per truss) o 0 G Q O = Q ,,Q.0 C.M.U•-------� J c. ay z < GROUT BOTTOM REINFORCING Ln 3. PROVIDED IN LINTEL 0 0 #5 REBAR AT BOTTOM `O - V00 (TYP. VARIES) LO 7-5/g•`ACTUALc a o o° o e Q o 8" NOMINAL WIDTH 81F20 8F24 8F28 81F32 OF LINTEL CAVITY 'O LOWER ROOF PLAN sheet 5-5 PRECAST LINTEL NOTE5 1. PROVIDE FULL MORTOR BED AND HEAD JOINTS. 2. SHORE FILLED LINTELS AS REQUIRED. 3. INSTALLATION OF ALL LINTELS MUST COMPLY WITH THE ARCHITECTURAL and/or STRUCTURAL DOCUMENTS. 4. U-LINTELS ARE MANUFACTURED WITH 5 1,/2" LONG NOTCHES AT THE ENDS TO ACCOMODATE VERTICAL CEILL� REINFORCING AND GROUTING. 5. REFERENCE THE CAST-CRETE LOAD DEFLECTION GRAPH ROCHURE FOR LINTEL DEFLECTION INFORMATION. 6. BOTTOM FIELD ADDED REBAR TO BE LOCATED AT THE BOTTOM OF THE LINTEL CAVITY. 7. 7Q2" DIAMETER WIRE STIRRUPS ARE WELDED TO THE BOTTOM S EEL FOR MECHANICAL ANCHORAGE 8. CAST -IN -PLACE CONCRETE MAY BE PROVIDED IN COMPOSITE LINTEL IN LIEU OF CONCRETE MASONRY UNITS. CTB-1 7 9. SAFE LOAD RATING BASED ON RATIONAL DESIGN ANALYSIS PER ACI 318 AND ACI 530. 10. PRODUCT APPROVALS: MIAMI-DADE COUNTY FLORIDA NOS. 03-0606.05 & 03-0605.04. FLORIDA CERT1hCATE OF PRODUCT APPROVAL NUMBER FL158. 11. THE EXTERIOR SURFACE OF LINTELS INSTALLED IN EXTERIOR CONCRETE MASONRY WALLS SHALL HAVE A COATING OF STUCCO APPLIED IN ACCORDANCE WITH ASTM C-296 OR OTHER APPROVED COATING.. 12. ALL RACEWAYS AND PIPES PLACED IN OR THROUGH ANY CONCRETE SLAB SHALL BE SPACED A MINIMUM OF THREE DIAMETERS OF THE LARGEST CONDUIT OR PIPE FROM ANY OTHER SERVICE. Applied vertical load + Applied horizontal load 51.0 afe vertical load Safe horizontal load 13. ADDITIONAL LATERAL LOAD CAPACITY CAN BE OBTAINED BY THE DESIGNER BY PROVIDING ADDITIONAL REINFORCED CONCRETE MASONRY ABOVE THE LINTEL. SEE DETAIL AT RIGHT. THIRD FLOOR CONCRETE TIE BEAM SCHEDULE MARK PLAN 51ZE REINFORCEMENT TOP of BEAM REMARK5 D W TOP M. BOT, STIRRUPS CT13- 1 7 24" 2" (3) #5 WA (3) #5 #3 (9 1 G" O.G. +23-0" 1 2" PATIO ROOF BEARING CTB-1 8 - W N O 4 s K w m in Y K a U o U EJ 4 � W m ��� U � •U {a1.1 Ao d �w0 wn wnr. w � Z9 W� w W) a U O N vU w C7U��� x � a s / v 4 _t a c4 A > M � O O 1� U 0 Q, U a� C/] PROJECT NO. 18-022 SHEET S-6 THESE PLANS ARE NOT FOR CONSTRUCTION UNLESS STAMPED "Construction Set", DATED, SIGNED AND SEALED BY THE ENGINEER. ALL CONSTRUCTION SHALL BE IN COMPLIANCE WITH ALL JURISDICTIONAL PERMITS, CONDITIONS AND CONTRACT DOCUMENTS. ROOFING per BUILDER over �" CDX PLYWOOD over WOOD TRUSSES by others 51MP50N HETA 20 typical at all trusses unless noted otherwise REFER TO ARCHITECTURAL PLANS FOR FASCIA, SOFFIT 8 DRIP EDGE DETAILS 8"x24" CONCRETE TIE BEAM w/ (2) #5'5 TOP, BOTTOM * #3 STIRRUPS @ 12" O.C. TOP @ + 1 3'-0" A.F.P. 8"x24" (3-COUR5E) BOND —BEAM w/ (1) #5 cont. TOP # BOTTOM - PRECAST LINTEL AT OPENINGS refer to Schedule # details #5 REBAR In FILLED CELL COLUMN refer to plans for locations TYPICAL 8" CMU MASONRY CONSTRUCTION - refer to typical wall section sheet 5-8 r S 0 •L �I #5xd' REBAR.w/ 30" LAP at FILLED CELL COLUMN STEEL IN MASONRY ABOVE it BELOW typical where filled cells coincide s. r " E g WOOD ROOF TRUSSES DESIGNED DY OTMER5. DRYWALL CEILING per contractor ELEVATOR SHAFT (before) - TYPICAL 8" CMU MASONRY CONSTRUCTION INTERIOR PAR by cont 5-�" STRUCTURAL CONCRETE `'"""'"'-' 1- , orxly' I ; (2) 2x 10 P.T. LEDGER.._ SLAB (stairs landing) refer to plans E schedule s WEDGE ANCHORS TOP w #4's 1 2 0 C. E.W. / ( { 24'O.C. STAGGERED PI ; I WOOD 4 STEEL FRAMED I LANDING - refer to details "" " a (BEYOND) L — _ — — _ WOOD FLOOR TRUSSES _ v DESIGNED BY OTHERS depth to be determined SFTAIRS BY OTHER ..........:::7'**R�COFPER CEILING CONCRETE TIE BEAM cantilevered from elevator TOP @ + 1 2'- I 1 " A.F.F. I ) OI #5 REBAR in FILLED CELL m COLUMN refer to for locations _ plans , TYPICAL 8" CMU MASONRY CONSTRUCTION - refer to [ typical wall section sheet 5-8 [ Ili LLL #5 REBAR LAP. w/ FILLED CELL Ct7LUMN STEEL RAILING per ARCHITECT III 8"x20" CONCRETE TIE BEAM [ w/ (2) #5'5 TOP $ BOTTOM i and #3 STIRRUPS @ IG" O.C. 6" STRUCTURAL (beyond) E CONCRETE SLAB wJ G" nominal CONCRETE #4'5 12" O.C. E.W. SLAB (BALCONY) w/ [ G" STRUCTURAL CONCRETE #4'5 12" C.C. E.W. m SLAB w/ #4's 12" O.C. E.W. 5" step .--____ Sio— . 77-77 �.w Frame Ceding by Frame: Ceiling by CONTRACTOR 12"HOOK CONTRACTOR L;•.-.ew.urt:««wwwu«vw«,a«ewarm ,ww, •.. a — _.,__ _ -.._..,.._,.. .......... .. ...... ........ Vx24" CONCRETETIE B 8"x 1 5" CONCRETE TIE BEAM 8"x I G" (oni CONCRETEe,wenw,. w/ (2) #5'5 TOP t BOTTOM w/ (2) A 55 TOP 8 BOTTOM CONCI EAM (cantilevered) and #3 5TIRRUP5 @ 12" O.C. and #3 STIRRUPS @ 12" O.C. refer to p w/ (2) #5'5 T*5 TOP @ +O'-0" Fineh Floor TOP @ -0'-1 ", B.F.F. TOP refer tc plans for locations EXTEND BOTTOM OF BEAM ' 122± TO COINCIDE WITH ENTRY DOOR (ADD (2) #5'1) Tl'FICAL MASONRY REFEK TO 'TYPICAL WA F R MASONRY COP DETAIL - refer to plans _I ENTRY DOOR ,REF TO v ARCHITECTURAL P . 5}"}LEVATOR SHAFT m - refer to plans < 5ch ule TYPICAL 8" CMU M/ TYPICAL MASONRY.( Old) CONSTR FRANGIBLE ENTRY STOOP # STEPS refer to architecturals Y� I G" AUGER -CAST FILE ANDS 24" GRADE BEAM refer to deta 15 CONTRACTOR SHALL COORDINATE ALL DETAILS AND ELEVATIONS WITH ARCHITECT PRIOR TO CONSTRUCTION. 4" thick 3000p5i CONCRETE SLAB - FIBERME5H REINF. - FRANGIBLE - SAW CUT into 5'x5max. SECTIONS - refer to plans for cut locations 8"x24" (3-COURSE) BOND BEAM w/ ( I ) #5 cont. TOP —BOTTOM - PRECAST LINTEL AT OPENINGS refer to schedule £ details #5 RE BAR in FILLED CELL COLUMN refer to plans for locations TYPICAL 8" CMU MASONRY — CONSTRUCTION - refer to typical wall secton sheet 5-8 (SLIDING GLA55 DOOR beyond) K7zJL (2) 2x 10 P.T. LEDGER 5/e'x7" WEDGE ANCHORS @ 24" O.C. STAGGERED (2) 2x 10 P.T. LEDGER 5/e'x7"WEDGE ANCHORS,@ .I 24" O.C. STAGGERED 7T/ / j WOOD FLQfDelRTRUSSES DESIGNED OTHERS � depth to be determined - TIE BEAM d schedule -� 7-I B.F F. .' [ 1 iARWALL ELEVATOR SHAFT (before) � 'TYPICAL 8" CMU MASONRY >ECTION' :UC710N CONSTRUCTION Filled cell ocations [ I [ I ore) N RY ION [Il ALLOWED LH5M I G.50' NAVD v L.� 5TANDAR TYPICAL 5HEARWALI FOOTING HOOK; - refer to del sheet 5-5 PERMIT DRAWING ROOFING per BUILDER over " CDX PLYWOOD over WOOD TRUSSES by others SIMPSON HETA 20 `'�.SIMPSON HETA 20 typical at all trusses typical at all trusses unless noted otherwise /�unlee5 noted otherwise r • R DRYWALL CEILING per contractor ` %.:.:•S..:M 12"x24" CONCRETE TIE BEAM w/ (3) #5'5 TOP 4 BOTTOM and #3 STIRRUPS @ 12" Q.C. FORM -POURED j — CONCRETE COLUMN ( (beyond) i refer to plans schedules m G"STRUCTURAL SLAB 9 a refer to plans for reinforcement ---- t I Frame Ceiling by 1 CONTRACTOR 1 COFFER CEILING refer to arc hitecturals CONCRETE TIE BEAM refer to plans 4 schedule TOP @ + 13'-0" A.F.F. CONCRETE I E BEAM refer to plan B schedule SLIDING GLA55 D OR Q refer to architec urals _ TYP. 12" CMU MAS NP (� CONSTRUCTION (be ond) _ 0 O REFER TO ARCHITECTURAL PLANS FOR FASCIA; SOFFIT S DRIP EDGE DETAILS (2) 2x 10 P.T. LEE GER %"x7' WEDGE ANCHO @ 24" O.C. 5TAGGI RED .GYP -CREPE OVER PLYWOOD 5UBFLOOR G" STEP CONCRETE If BEAM refer to pla s 4 schedule - - -- '� - TOP @ +O' O" 5m5h Floor 12" HOOK Lh5M 19.50' NAVD1 12" PILASTER BLOCK COLUMN refer to plan E schedule FRANGIBLE MASON Y (beyond) - SEE DETAIL SHEET 5-5 _ b 4" thick 3000p51 CONCRETE SLAB - FIBERMESH REINF. - FRANGIBLE - SAW CUT into 5'x5' max. SECTIONS �. -refer to plans for cut locations ELEVATOR PIT E A550CIATED 77 PILING and FOUNDATION (before) ...._..._, _.__ .i ----,.,,y r refer to plans and details I G" AUGER -CAST PILE; TYPICAL (beyond) BUILDING SECTION SCALE: 1 /2" = I '-0" S-7 (4) STANDARD H r- • t 1 G" AUGER -CAST FILE AND -- --- -- 24"51. TRANSITION CAP ASSOCIATED w/ PILASTER COLUMN BEYOND refer to plans 8 details N M N Y K Q 0 00 I Y d Y Z N V � N o a 0 0 ¢ w � z w in 0O n U VI U F to M M c O wz �x � H iz I Cn Q W 0 a V C7U� x F4 G"STRUCTURAL SLAB refer to plans for :c reinforcement z l�ou 8 _la z C.' o Ca 12" HOOK CONCRETE TIE BEAM refer to plans S schedule _ BOTTOM @ -2'-4" B.F.F. 4" thick 3000p51 CONCRETE SLAB - FIBERMESH REINF. - FRANGIBLE - SAW CUT into 5'x5' max. SECTIONS - refer to plans for cut locations M c� O U Z � U 1-� PROJECT NO. 18-022 SHEET S7 PERMIT DRAWING 9 SIMPSON META 20 typical at all truese`? unless noted otherwiss REFER TO ARCHITECTURAL PLANS. FOR FASCIA, 50FFIT 4 DRIP EDGE DETAILS ROOFING per BUILDER over 34" CDX PLYWOOD over WOOD TRUSSES by others ROOFING per BUILDER over '9" CDX PLYWOOD over 32 WOOD TRU55E5 by others REFER TO ARCHITECTURAL PLANS FORINTERIOR 4 EXTERIOR WALL FINISME5 5 8"x24" (3-COURSE) BOND BEAM w/ (1) #5 cont. TOP t BOTTOM - PRECAST LINTEL AT OPENINGS refer to schedule 4 details #5 REBAR in FILLED CELL COLUMN refer to plans for location TYPICAL 8" CMU MASONRY CONSTRUCTION - refer to typical wall section at right WOOD ROOF TRU55E5 DESIGNED 5Y OTHERS: #5x5O" REBAR w/ 30' LAP at FILLED CELL COLUMN STEEL IN MASONRY ABOVE (2) 2x 10 P.T. LEDGER /-5/e'x7" WEDGE ANCHORS @ 24" O.C. STAGGERED GYP-CRETE OVER PLYWOO 5UBELOOR WOOD FLOOR TRUSSES DESIGNED BYOTHERS depth to be determined _ 8"x24" CONCRETE TIE BEAM i w/ (2) #5'5 TOP 4 BOTTOM REFER TO ARCHITECTURAL-- -FRAME DOWN CEI IN I and #3 STIRRUPS @ 12" O,C. . PLANS FOP,FASCIA, SOFFIT by contractor jl TOP @ + 1 3'-0" A.F.F. 4 DRIF EDGE DETAILS a TI j ,... �8"x2 " (3} COURSE) BOND BEA w/ (1) #5 c@qt. TOP 4 DO 70M - PRECAST LINTS AT OPENIN05 ,I refer o schedule d details I L. REFER TO ARCHITECTURAL PLANS FOR INTERIOR O EXTERIOR WALL FINI5ME5 l m_ #5 REBAR in FILLED CELL I j COLUMN f O refer to plans for Iocation5 t. ICI i INTERIOR PARTITION O by contractor TYPIC L 8" CMU MASONRY O o ( CONS RUCTION - refer to ai typical wall section at right I i ' # x50" REBAR LAF 30" w/ FI LED CELL (;OLUMN STEEL f i E 1 (2) 2x I 0 P.T. LEDGER ao l I-Af VERTICAL STEEL V__V8"x7" WEDGE ANCHORS @ JA INIMUM OF 48 ' 24° O.C. STAGGERED m BA 1) AMETE" -$ - - GYP-C OVER PLYWOOD SUBFLOOP r WOOD FLOOR TRUSSES G" nominal 3000p51 DESIGNED BY OTMERS CONCRETE SLAB w/ 7Z depth to be determined #4'5 12" O.C. !,W ..$ 20" MOOK IG'MOOK 1 • 8"x24" CONCRETE TIE BEAM - w/ (2) #5'5 TOP &BOTTOM 4'-8" ' and #3 STIRRUPS @ I G' O.C. CANTILEVER LI15M 2 1 .G7 NAVD 16"x28" CONCRETE TIE BEAM w/ - (3) #5'5 TOP, MIDDLE 4 BOTTOM GROUT FILLED MASONRY and #3 STIRRUPS @ 1 2".o.c. - - _ w/ (1) #5 @ 46" o.c. TOP @ -0'- " Below Flmsh Floor DOUBLE 8" PRECAST LINTEL W/ REFER TO GARAGE DOOR (1) #5 CONT. EACH LINTEL ,BUCK DETAIL FOR COORDINATE HEIGHT w/ I '- ' I µSPECIFICATIONS ARCHITECTURAL DRAWING_ EIMPSON META 20 typical at all trusses unless noted otherwise � WOOD FLOOR TRUSS GIRDER depth to be determined DESIGNED BY OTHERS MECHANICAL CONNECTION per TRU55 MANUFACTURER aIII �ll� ANCHORED STEEL WELD PLATE (m GonGrete beam beyond) refer to plans details 1 I 1 { 1 I 1 I 1 I 1 I I I I Ii I I I TUBE STEEL I 1 COLUMN (beyond) I I refer to cleta115 I I 1 !l 1' I I ANCHORED STEEL WELD PLATE (beyond) 1. I refer to details (2) 2x I 0 P.T. LEDGER I I 5/a'x7 WEDGE ANCHORS @ I 24 O.C.5TAGGERED if 1 2"x24" CONCRETE TIE BEAM—X , w/ (2) #5'5 TOP 4 BOTTOM #3 5TIRRUP5 @ I G" o.c. _ .....I-. (top of beam a -0'-1? B.F.F.) NON -LOAD BEARING _ \ 12" PILASTER BLOCK COLUMN o ALLOWED LHSM (beyond) � 1... -_- ...w .. m-�.... .»........ ........ .. ,._..,.. ,�... —.m„. — ®a e>.-,.n refer to plans 4 schedule (S.50' NAVD I G" PILASTER BLOCK COLUMN refer to plane 4 schedule (BEYOND) PAVER or CONCRETE )RIVEWAY -REFER TO I"ECTURAL DRAWINGS I G" AUGER -CAST PILE 4 L24" TRANSITION CAP (beyd0d) refer to plans 4 de0115 GARGAE DOOR refer to ARCHITECTURA RECESS FOR GARAGE DOOR - refer to detals (beyond) QI ALL ENCLOSED SPACES BELOW THE BASE FLOOD ELEVATION SHALL BE PROPERLY VENTED IN ACCORDANCE WITH FBC REGULATIONS - USE CAST-CRETE SUB PRECAST CONCRETE LINTELS (or equivalent) ABOVE. ALL REQUIRED FLOOD VENTS IN MASONRY WALL APPLICATIONS - REFER TO ARCHITECTURAL DRAWINGS FOR VENT LOCATIONS 4" thick 3000pe1 CONCRETE SLAB - FIBERME5M REINF. - FRANGIBLE - SAW CUT into 5'x5' max. SECTIONS (4) STANDARD HOOKS- - refer to plans for cut locations (beyond) I G" AUGER -CAST PILE AND 24" TRANSITION CAP (before) WALL SECTION SCALE: 112" = I 1-011 I0, CONTRACTOR SHALL COORDINATE ALL DETAILS AND ELEVATIONS WITH ARCHITECT PRIOR TO CONSTRUCTION. ROOFING per BUILDER over " CDX PLYWOOD over WOOD TRUSSES by others 51MFSON META 20 typical at all trusses unless noted otherwise REFER TO ARCHITECTURAL PLANS FOR FASCIA, SOFFIT 4 DRIP EDGE DETAILS 0 m REFER TO ARCHITECTURAL PLANS FOR INTERIOR 4 EXTERIOR WALL FINISME5 #5 REBAR in FILLED CELL COLUMN refer to plans for locatons 5 ,! O G" nominal 3000p51 _ CONCRETE SLAB w/ #4'5 12" O.C. E.W. 8"x24" CONCRETE TIE BEAM w/ (2) #5'5 TOP 4 BOTTOM and #3 STIRRUPS @ 12" O.C. 8"x28" (3.'-COUR5E) BOND BEAM w/ (1) #5 cont. TOP 4 BOTTOM - PRECAST LINTEL AT OPENINGS refer to schedule 4 details TYPICAL 8" CMU MASONRY CONSTRUCTION - refer to N typical wall section at right L' INTERIOR PARTITIONS by cc tractor #5x5O" REBAR LAP 30.. w/ FILLED CELL COLUMN STEEL LAP VERTICAL STEEL A MINIMUM OF 48 BAR DIAMETERS SIMPSON META 20 typical at all trusses unless noted otherwise REFER TO ARCHITECTURAL PLANS FOR FASCIA, SOFFIT 4 DRIP EDGE DETAILS REFER TO jPCHITECTUFAL PLANS OR INTERIOR EXTERIOR WALL FINISM E5 WOOD ROOF TRU55E5 DESIGNED BY OTHERS. FRAME DOWN CEILING. by contractor ROOFING. per BUILDER over -A" CDX PLYWOOD over WOOD TRUSSES by others 8"x24" (3-COUR5E) BOND I BEAM w/ (1) #5 cont. TOP - 4 BOTTOM - PRECAST LINTEL AT OPENINGS refer to schedule 4 details #5 KEBAB in FILLED CELL I , COLUMN refer to plans for locations I TYPICAL 8" CMU MASONRY CONSTRUCTION - refer to I typical will section at right REBAR w/ 30" LAP at FILLED CELL COLUMN STEEL IN MASONRY ABOVE r#5x5O" m GYP-CRETE OVER PLYWOOD 5UBFLOOK ' �.. �x4 (or better) FT GONT. NAILER B"x24" CONCRETE TIE BEAM w,,' (2) #5'5 TOP 4 BOTTOM and #3 STIRRUPS @ 12" O.G. TOP @ + 13 0' A.F.F. BOT. @ + I 0" A. F. F. N In In a � m V) Y Q s C, I'- m in o ou M 0- Y In o z W a a a N 0 z � 0 w U WW J W K 2 U Uj o m E nn W .00Mz a¢ U Q c a Pa wz v r. W Ln kin 0 zw �� a w O O 11 .. P. v YJ-I 0 a U C7U�z x 0.. '1 U i � GYP-C OVER PL O D SUBFLOOR GYP-CRETE OVER PLYWOOD 5U5FLOOR W o o t'V a o - I 2" HOOK 2x4 P.T. CONT.1 NAILER (typical Wq(PD FLOORTRU5ff5 DTTIGNED BY OTHEPf I I (( WOOD FLOOR TRU55E5 DE51G ED BY OTHERS a; O 4 o d • DRYWALL CEILING CANTILEVER per contractor \'—I G"x30" CONCRETE TIE BEAM w/ (3) #5'5 TOP, BOTTOM, MIDDLE 1land #3 STIRRUPS @ 12' o.c. ( j I G" PILASTER BLOCK COLUMN (4) #5vert. IN GROUT FILLED CAVITY (plaster block) (4) STANDARD HOOK LAP STEEL 30" min, I G" AUGER -CAST PILE 4 ?4"5q. TRANSITION CAP - refer to plans 4 details THESE PLANS ARE NOT FOR CONSTRUCTION UNLESS STAMPED "Construction Set", DATED, SIGNED AND SEALED BY THE ENGINEER. ALL CONSTRUCTION SHALL BE IN COMPLIANCE WITH ALL JURISDICTIONAL PERMITS, CONDITIONS AND CONTRACT DOCUMENTS. FRANGIBLE I G" CMU MASONRY CONSTRUCTION BEYOND { - O ALL ENCLOSED SPACES BELOW THE BASE FLOOD ALLOWED�SM 1 LI 16.:�0' NAVD ELEVATION SHALL BE PROPERLY VENTED IN ACCORDANCE WITH `BC REGULATIONS - USE CAST-CRETE 8U8 PRECAST CONCRETE LINTELS (or equivalent) ABOVE ALL REQUIRED FLOOD VENTS IN MASONRY WALL APPLICATIONS - REFER TO ARCHITECTURAL DRAWINGS FOR VENT LOCATIONS 4' thick 3000p51 CONCRE SLAB FIBERME5M REINF. - FRAN� ISLE - SAW CUT into 5'x5max. 5E;TIONS - refer to plans for cut locabOr5 E - I G' AUGER -CAST PILE AND 1` 6" AUGER -CAST PILE AND 24" TRANSITION CAP 24" TRANSITION CAP-�� < (before) v (before) , e` WALL SECTION SCALE: 112" = I '-O" g_g C • rl � U � �c ct v1 4-4 O 4- x U PROJECT NO. 18-022 SHEET SR �'r PERMIT DRAWING refer to TYPICAL WALL SECTION --7 1 FINISH v (sheet S-5)for masonry I GRADE - ;o TYPICAL WALL SECTION refer to TYPICAL WALL SECTION construction specifications rc I (_ 5-8) for masonryL (sheet 5-8) for masonry action specifications construction specifications 4" thick 3000p51 CONCRETE I I { ISLAB - FIBERMESH REINF. - 4" thick 3000p5i CONCRETE 4" thick 3000psi CONCRETE FRANGIBLE -SAW GUT into SLAB -FIBERMESH REINF. - 5LAB - FIBERMESH REINF. - 5'x5' max. SECTIONS - refer FRANGIBLE - SAW CUT into MOK STANDARD STANDARD FRANGIBLE -SAW CUT into APPLY WATERPROOFING TO HOQK HOOK I MASONRY WALLA MINIMUM 12" to plans for cut locations 5x5 max. SECTIONS - refer 1 ` 5'1 max. SECTIONS - refer to ABOVE ADJACENT FINISH GRADE 1 i .a to plans for cut locations / plans for cut locations NOT REQUIRED WHERE FLOOR. i -,I STANDARD ELEVATION IS G" OR MORE HOOKIT ABOVE FINISH GRADE ! 7" STRUCTURAL SLAB 1 4 ; I clean termite (elevator pit base) - #4'5 I 1 croated granular fill 1 2" O.C.E.W. a 18"deep x 1 2" a 3000psi CONCRETE MONOLITHIC POOTER to--°__ �` 18"x24" deelp ELEVATOR e -• e e �r ° , SHAFT FOUNDATION w/ (2) #5'5 (3" MIN. PROTECTION) Gmil VISQUEEN VAPOR BARRIER (3) #55 CONT. (top # bottom) it #2 TIES @ I G" DISCONTINUE STEEL MIN. 3" FROM \ 1 over TERMITE TREATED COMPACTED O.C. -TYPICAL TRANSITION CAP - refer to TYPICAL, FILL (98% max. density) TYPICAL AUGER CAST PILE ELEVATOR PERIMETER @ PILE CAP detail sheet 5-3 (similar) 2 TRANSITION CAP REFER TO DETAILS (beyond) (2) #5'5 SHALL BE CONTINUOUS (beyond) AT ALL SHEARWALL FOOTINGS - 2" MIN COVERAGE refer to plans for locations AUGER CAST typ. for all slab steel PILE (beyond) �1 �4 FOUNDA�f10N SECTION ELEVATOR PIT DETAIL SCALE: 3/4" = 0" SCALE: 3/4" = 1 '-0" refer to TYPICAL WALL SECTION (sheet 5-8) for masonry I construction specifications a refer to TYPICAL WALL SECTION � (sheet 5-8) for masonry TYPICAL 8' CMU IL` 4" thick 3000psi CONCRETE construction specifications MASONRY SLAB - FIBERMESH REINF. - TYPICAL 8" CMU CONSTRUCTION MASONRY 4" thick 3000psi CONCRETE FRANGIBLE -SAW CUT into 51 SECTIONS - refer CONSTRUCTION SLAB -FIBERMESH REINF. - to plans for cut locations FRANGIBLE - SAW CUT into P 5x5' max. SECTIONS - refer STANDARD to plans for cut locations HOOK STEP --) 4" THICK 3000l STANDARD FINISH FM REINFORCED efeplan� HOOK GRADE CONCRETE SLAB r �' (frangible) ^ Ie "IlIC - N 1 18"deep x 2" _ 3000psi CONCRETE 18"deep x 1 2" MONOLITHIC FOOTER CV " 3000ps CONCRETE i u MONOLITHIC FOOTER (2) #5'5 (3" MIN. PROTECTION) I Gmil VISQUEEN VAPOR BARRIER " DISCONTINUE STEEL MIN. 3" FROM over TERMITE TREATED COMPACTED TRANSITION CAP - refer to TYPICAL PILE F2) #5'ILL (98% max. density) h s CONT. Emil VISQUEEN VAPOR BARKER over TERMITE TREATED COMPACTED @ PILE CAP detail sheet 5-3 (similar) 2 3" MIN. PROTECTION - '. I FILL (98% max. density) TRANSITION CAP DISCONTINUE STEEL MIN. 3" (2) #55 SHALL BE CONTINUOUS (beyond) FROM TRAN5ITION CAP -refer 2" AT ALL SHEARWALL FOOTINGS - @ TRANSITION GAP to TYPICAL PILE PILE CAP I � (beyond) refer to plans for locations AUGER CAST detail sheet 5-3 (similar) PILE (beyond) AUGER CAST PILE (beyond) ATION SECTION UF2 � FOUND I=OUNDATION SECTION 5 5CALE:3/4"-�' SCALE: 3/4" = I '-0" _ refer to TYPICAL WALL SECTION (sheet for masonry construction n specifications 4" thick 3000p51 CONCRETE 4" thick 3000p51 CONCRETE SLAB - FIBERMESH REINF, - l SLAB - FIBERMESH REINF. - CONCRETE COLUMN FRANGIBLE - SAW CUT into — FRANGIBLE - SAW CUT into or MASONRY WALL 5'x5' max. SECTIONS -refer STANDARD elevation changes may occur at 5'x5' max. SECTIONS -refer (beyond) HOOK SHEAR WALL FOOTING - refer to plans for cut locations to plans for locations to plans for cut locations i lyz" RECESS _ ro' PAVER DRIVE 4 4 clean termite creatad granular hill N I . ° ""' ' `_ - �ean term .e c-a rar-�ulai fill, 18"deep x 2' { a - 3000p5i CONCRETEIr �p MONOLITHIC FOOTER — 24 x 24" deep FOOTING w/ (3) #5's1 �` _e CAN OUT G" BELOW TOP Gmil V15QUEEN VAPOR BARRIER (2) #55 CONT. . O.C. - TYPICAL # ALL SHEAF CONSTRUCTION1' PILE PRIOR TO BEAM `' 1l 3" MIN. PROTECTION - WALT I ELEVATOR WALLS_ over TERMITE TREATED COMPACTED _ _ _. _ .2 ,.-- CONT. (top # bottom) #3 STIRRUPS O FILL (98% max. density) DISCONTINUE STEEL MIN. 3" FROM TRANSITION CAP - refer I TRANSITION CAP i to TYPICAL PILE @ PILE CAP ICAL AUGER CAST PILE � I I 3" MIN. PILE ER TO DETAILS (beyond) detail sheet 5-3 (similar) EM��DMENT �� I � I AUGER CAST PILE (beyond) TYPICAL SNEAK WALL ffOOTING FOUNDATION SECTION F06 SCALE: 3/4" = I '-0" SCALE: 3/4" = I '-0" THESE PLANS ARE NOT FOR CONSTRUCTION UNLESS STAMPED "Construction Set", DATED, SIGNED AND SEALED BY THE ENGINEER. ALL CONSTRUCTION SHALL BE IN COMPLIANCE WITH ALL JURISDICTIONAL PERMITS, CONDITIONS AND CONTRACT DOCUMENTS. CONTRACTOR SHALL COORDINATE ALL DETAILS AND ELEVATIONS WITH ARCHITECT PRIOR TO CONSTRUCTION. 4" thick 3000p51 CONCRETE SLAB - FIBERMESH REINF: - FRANGIBLE - SAW CUT into 5'1 SECTIONS - refer to plans for cut locations ' p... a .......- J VAPOR BARRIER clean termite treated granular fill N 22x 24" deep FOOTING w/ (3) #5's CONT (top # bottom) * #3 STIRRUPS @ I G" O.G. - TYPICAL at ALL SHEAR WALLS # ELEVATOR WALLS — 22" 3" MIN. PILE t EMBEDMENT I G" SHEAR WALL MOTING SCALE: 3/4" = I'-0" EXPANSION JOINT per contractor APPLY WATERPROOFING TO MASONRY WALLA MINIMUM 1 2" ABOVE ADJACENT FINISH GRADE NOT REQUIRED WHERE FLOOR ELEVATION 15 G" OR MORE ABOVE FINISH GRADE FINISH G�_77/ refer to TYPICAL WALL SECTION (sheet S-8) for masonry construction specifications - STANDARD HOOK TYPICAL AUGER CAST PILE REFER TO DETAILS EXTERIOR 0 8" THICKENED EDGE w/ (1) #5 cont. 4" fran ible SLAB MASONRY SHEARWALL e VAPOR BARRIER refer to TYPICAL WALL SECTION (sheet 5-8) for masonryA�v clean termite treated . 8 compactedgranular fill construction specifications 0 22" x 24" deep FOOTING w/ STANDARD (3) #5'5 CONT. (top # bottom) HOOK #3 STIRRUPS @ I G" O.C. -TYPICAL at ALL SHEAR WALLS ELEVATOR WALLS�r �ae 4" thick 3000psi CONCRETE SLAB- EXPANSION JOINT FIBERMESH I- FRANGIBLE - per contractor SAW CUT into 5'x5' max. SECTIONS refer to plans for cut locationsTYPICAL FOR ALL FRANGIBLE SLABS 14' 10"BFFe l ,VAPOR BARRIEn y ° clmi+c 3" MIN. PILE co rr tea granular fill 8 22'' EMBEDMENT 101 TYPICAL AUGER CAST PILE REFER TO DETAILS �8 SHEAF WALL FOOTING @ TRANSITION SCALE: 3/4" = 1 '-0` = i �r- @ - I I'-o- lr-r. (6A fhfL �� APPLY WATERPROOFING TO MASONRY WALL PRIOR TO BACKFILLING g E O m 8" THICKENED EDGE w/ (1) #5 cont. MASONRY KNEE WALL (RETAINING WALL) w/(I) o #5 vert, IN GROUT in FILLED CELL @ 32" o.c. STANDARD HOOK 4" frangible SLAB 18"deep x 1 2" 3000p5i CONCRETE � MONOLITHIC FOOTER I (2) it (3" MIN. PROTECTION) Gmil VISQUEEN VAPOR BARRIER DISCONTINUE STEEL MIN. 3" FROM - - -- ` I over TERMITE TREATED COMPACTED TRAN5ITION CAP - refer to TYPICAL PILE FILL (98% max. density) @ PILE CAP detail sheet 5-3 (similar) 1 2" TRANSITION GAP (2) #55 SHALL BE CONTINUOUS (beyond) AT ALL SHEARWALL FOOTINGS - refer to plans for locations AUGER CAST PILE (beyond) FOUNDATION SECTION SCALE: 3/4" = I '-0" 061 w w O � N Y a s M m W 1.0 O I•.�w O_ U ~ 1 C/1 PROJECT NO. 18-022 SHEET S-9 CONTRACTOR SHALL COORDINATE ALL DETAILS AND ELEVATIONS WITH ARCHITECT PRIOR TO CONSTRUCTION. THESE PLANS ARE NOT FOR CONSTRUCTION UNLESS STAMPED "Construction Set", DATED, SIGNED AND SEALED BY THE ENGINEER. ALL CONSTRUCTION SHALL BE IN COMPLIANCE WITH ALL JURISDICTIONAL PERMITS, CONDITIONS AND CONTRACT DOCUMENTS. EXTERIOR FACE OF WALL STUCCO RETURN 2X6 P.T. AT HEIGHT OF DOOR ❑ SET 1/2' INTO OPENING 1/2' X 6' EXP. ANCHOR WITH GARAGE DOOR HARDWARE MINIMUM 2'0 X 1/8' WASHERS AT 12'O.C. AND 6' AT ENDS TRACK BRACKETS TO PT BUCK 7' HIGH DOOR: 5-3/8' X 1-7/8' LAG SCREWS WITH WASHER HEADS, SPACED AS REQUIRED BY MANUFACTURER AT EACH SIDE. 8' HIGH DOOR: 6-3/8' X 1-7/8' LAG SCREWS WITH WASHER HEADS, SPACED AS REQUIRED BY MANUFACTURER AT EACH SIDE. WEATHER -PROOFING, AS REQUIRED BY THE FBC, TYPICAL AT ALL OPENINGS - REFER TO ARCHITECHURAL PLANS FOR DETAILS WINDOW FRAME ' /4" x 3" TAPCON —\ a aq ti GLA55 2x P.T. ` BUCK JAMB DETAIL � LINTEL " 4 4rt'. WINDOW 2x P.T. FRAME BUCK /4" x 3" 7f GLASS TAPCON HEADER DETAIL BUCK/FRAME ATTACHMENT 2x (MAX.) P.T. 'WINDOW BUCK FASTEN TO C.B.S. w1Y4'x2 4" MIN. TAPCON5 G" MAX. FROM ENDS AND 1 2" O/C MAX. (TYP. THREE SIDES) Ix (MIN.) P.T. WINDOW BUCK FASTEN TO C.B.S. w/ 3/GNZI/4" MIN. TAPCON5 G" MAX. FROM ENDS AND 1 2" O/C MAX (TYP. THREE SIDES) OPTIONAL FASTENING (WINDOW & DOOR) OPTIONAL FASTENING: /a"x3" MIN. TAPCONS THRU FRAME, BUCK # INTO C.B.S. (I L' MIN. EMBEDMENT), TAPCONS KEO'D AT EACH SCREW LOCATION PROVIDED BYMANUFACTURER *'DETAILS ABOVE DEPICT THIS OPTION" REFER TO ARCHITECTURAL PLANS FOR FURTHER DETAILS t BUCK ATTACI-1 MENT DETAILS SCALE: not to scale PRE ENGINEERED WOOD TRU55 .CONCRETE OR BLOCK BEAM 5 NAIL5 (OF REQ'D) MU5T BE I115TALLED INTO TRU55 SEAT 51MP50N HETA20 CONNECTOR DETAILS SCALE: NOT TO SCALE 1 2" PILASTER BLOCK COLUMN w/ (4) #5 VERT. IN EA. CELL. LAPPED @ FOOTING AND EXTENDED INTO TIE BEAM. FILL w/ 3000 P51 CONCRETE. (REFER TO PLANS FOR SPECIFIC LOCATIONS) DOUBLE FILLED CELL MASONRY COLUMN w/ (1) #5 VERT. IN EA. Z 1( 1 I O CELL. LAPPED @ FOOTING AND EXTENDED INTO TIE/BOND BEAM. FILL w/ 3000 PSI CONCRETE. (REFER TO PLANS FOR SPECIFIC LOCATIONS) FILLED CELL MASONRY COLUMN w/ O O O (I) #5 VERT. IN CELL. LAPPED @ FOOTING AND EXTENDED INTO TIE/BOND BEAM. FILL w/ 3000 PSI CONCRETE. (REFER TO PLANS FOR SPECIFIC LOCATIONS) 1 2" FILLED CELL MASONRY COLUMN w/ (2) #5 VERT. EXTENDED CELL. O LAPPED @FOOTING AND EXTENDED I INTO TIE/BOND BEAM. FILL w/ 3000 PSI CONCRETE. (REFER TO PLANS POP SPECIFIC LOCATIONS) COLUMN DETAIL SCALE 3/4" = I '-011 FILLED CELLS SHALL BE LOCATED NO FURTHER APART THAN 45" O.C., UNLESS SPECIFICALLY DIMENSIONED I L. COMP $ITE LINTEL or CONCRETE BEAM LAP VERT. STE & CORN MINIMUM OF 24" 4" MIN `_OPEN FOR #5 VERT. IN FILLED WINDOW CELL COLUMN (tVn.) NOTE: POUR SOLID 8° EEP (MIN) 0 EACH WIN OW SILL PRECAST CAST-CR TE SILLS MAY BE USE POURED ILL EXISTING LAP VERT. STEEL & STANDARD HOOK A MINTPU 48 BAR DIAMET RS CONCRETE BLOCK WALL 4" MIN CONCRETE TIE BEAM TYPICAL WINDOW OPENING DETAIL SCALE: NOT TO SCAAE CONDITION #1: STRAP IS 0' TO 3/8'' AWAY FROM EDGE OF TRUSS. REPAIR: NO REPAIR NECESSARY. CONDITION #2: STRAP IS 3/8' TO 1-1/2' AWAY FROM EDGE OF TRUSS. REPAIR: PLACE MAXIMUM 2x4 BLOCK BETWEEN TRUSS AND STRAP. BEND PER DETAIL AND NAIL 7-10d. CONDITION #3: STRAP IS MORE THAN 1-1/2' AWAY FROM EDGE OF TRUSS. REPAIR: PER DETAIL SHOWN USING USP RT18112 ANCHORED TO WALL WITH (3) 1/4'x2-1/4' (MIN.) TAP -CONS AND NAILED TO TRUSS WITH 7-10d. MAXIMUM 1200 LBS. UPLIFT. APPLIES TO MULTIPLES AND CONSECUTIVE TRUSSES, AND MAY BE USED ON EITHER SIDE OF WALL. NOTE: USP-PT 1 81 12 MAY BE SUBSTITUTED WITH SIMPSON HTSM I G AT ANY LOCATION 1/4' X 2-1/4' TAPCONS SPACED Y AT LEAST 2' FROM TOP STRAP MISALIGNMENT REPAIR SCALE: not to scale TRANSITION CAPS �/ I transition caps 1 G" AUGER PILE FRANGIBLE WALL DETAIL SCALE: not to Scale ALL ENCLOSED SPACES BELOW THE BASE FLOOD ELEVATION SHALL BE PROPERLY VENTED IN ACCORDANCE WITH FBC REGULATIONS - USE CAST-CRETE BUB PRECAST CONCRETE LINTELS (or equivalent) ABOVE ALL REQUIRED FLOOD VENTS IN MASONRY WALL APPLICATIONS - REFER TO ARCHITECTURAL DRAWINGS FOR VENT LOCATIONS o- ®ary x _A CONCRETE TIE BEAM (1) 24"x24"x#5 ADDITIONAL (1) #5 CORNER each side-.'4" MIN 012" O.C. LAP CORNE BARS I I �rZI�"iiEEi #5 VERT. IN FILLETS` CELL COLUMN (typ.) MASONRY ROUGH OPENING - REFER TO ARCHITECTURALS FORM -POUR 8%8" (min.) CONCRETE SILL w/ (1) #5 or PRECAST CAST-CRETE SILL (or equal) LAP VERT. STEEL & STANDARD HOOK A MINIMUM OF 48 BAR DIAMETERS (30"min.) WINDOW OPENING DEMONSTRATED - DOOR OPENING IS SIMILAR (no sill, etc.) MASONRY WALL SONIFl FOUNDATION or — CONCRETE BEAM (below) I DOOR WINDOW OPENING DR PPED HEADER SCALE: NOT TO SCAAE 1 Y' #5 BAR II II (TYP.) #5 CORNER BAR w/ 24" LEG II j COLUMN BELOW _II I I I II 45 DEG. MITER CUT c, PRECAST LINTEL CORNER PRECA5T LINTEL CORNER Ulf -TAIL SCALE: 3/411 = I '-011 ROOFING PER BUILDER over 32" COX PLYWOOD over WOOD TRU55E5 by others 5(MF50N META 20 typical at all trusses unless noted otherwise REFER O AP.CHITECTURA,L PLAN5 F R FASCIA, SOFFIT RIP EDGE DETAILS 1 REFER TO ARCHITECTURAL PLANS FOR INTERIOR 4 EXTERIOR WALL FINISHES i� 8"x24" CONCRETE TIE BEAM w/ (2) #5'5 TOP E BOTTOM I. and #3 STIRRUPS @ 1 2" O.C. TOP @ +0'-0" Pimsh Floor REFER TO ARCHITECTURAL PLANS FOR INTERIOR EXTERIOR WALL FINISHES 8N28" (3i-COUR5E) BOND BEAM M (1) #5 cont. TOP # BOTTOM - PRECAST LINTEL AT OPENING5 refer to schedule details ATYPICAL 8" C.M.U. MA50NKY WALL w/ 96ja. LADDER TYPE HORIZONTAL REINFORCEMENT AT EVERY OTHER COURSE (I 6" O.CJ f #5 vert. IN FILLFD CELL COLUMN A5 INDICATED ON PLAN5 —FILLED CELL COLUMNS 5HALL BE LOCATED MAX. 4-0" O.C. d,.. a) EACH SIDE OF ANY OPENING b) AT ALL CORNERS c) AT ALL WALL ELEVATION CHANGES d) A5 INDICATED ON PLAN #5x50" REBAR LAP 30" w/ FILLED CELL COLUMN STEEL x P.T. CONT. NAILER 'P-CRETE OVER PLYWOOD 5UBPLOOR O I PTERU55E5@ ?I4FLOOK N Il II TYPICAL MASONRY CONSTRUCTION (a5 described above - typical at 511EARWALL5) - ANY MASONRY CONSTRUCTION BELOW THE LH5M NOT ASSOCIATED WITH A 5HEARWALL SHALL BE FRANGIBLE, A5 DETAILED BELOW ALLOWED LH5M G.50' NAVD __.. _... ... lobby finish floor LAP VERTICAL STEEL /-A MINIMUM OF 48 BAR DIAMETERS 5TANDARD 10" HOOK I G" AUGER-CA5T PILE 2nef, TRANSITIONCAP refer to plans t details / v 4" thick 3000p5i CONCRETE SLAB - FIBERMESH REINF. - FRANGIBLE - 5AW CUT into 5'x5' max. SECTIONS - refer to plans for cut 100ati0115 TYPICAL WALL SECTION SCALE: 1 /2" = 1 '—O" 4" thick 3000pe1 CONCRETE SLAB - FIBEKME5H REINF. - FRANGIBLE - SAW CUT into 5'x5' max. SECTIONS - refer to plans for cut locations 4" STEP •ticx�e�-..re tic.''-ec gran TYPICAL SLAB SCALE: 3/411 i VArUK 5AKRIEF r. 8 x8" THICKENED EDGE 3" 4 *FRANGIBLE" TRANSITION W u, o a In Y Q o ro z o CL se 0 as 0 a 0 0 w w 0 U W 0 n 0 N 0 U o M U W �] ..• M L E­4 a MI U as W pAO� bra Zw w 5 O° I U 0 as 0 U E„I rn a x00izU �U0 O a v� U s w m I...r» so W P.i C � v 0 4z o A M � 0 O Ct � �j O O U r+ Cn PROJECT NO. 18-022 SHEET S-10 THESE PLANS ARE NOT FOR CONSTRICTION UNLESS STAMPED "Construction Set", DATED, SIGNED AND SEALED BY THE ENGINEER. ALL CONSTRUCTION SHALL BE IN COMPLIANCE WITH ALL JURISDICTIONAL PERMITS, CONDITIONS AND CONTRACT DOCUMENTS. Q O ROOFING O ROOFING MATERIALS SHALL BE INSTALLED IN ACCORDANCE WITH I MANUFACTURERS REQUIREMENTS TO MEET THE SPECIFIED DESIGN WIND SPEED UPLIFT REQUIREMENTS. ROOF ZONE & FLOOR POSITIVE PRESSURE NEGATIVE PRESSURE Zone 1 — 2nd Floor 29.8 psf 47.4 psf Zone 2 — 2nd Floor 29.8 psf 82.4 psf Zone 3 — 2nd Floor 29.8 psf 82.4 psf COMPONENTS & CLADDING PERMIT DRAWING i o TTT03 FRANGIBLE FOOTING. 1 2'x 1 2" deep CONTWUOU5 I G" 5quare x 1 2" deep PAD I I FOOTING w/ (2) #5'S cont. . FOOTING w/ (3) #515 (ew h Way) € O . 8"x 1 2" MIN. deep CONCRETE --.......--- ----------- -..-----------.._.. 13EAM' (above) w/ (4) #5- REFER TO SECTION FOR DETAILS TYPICAL FILLED CELL I COLUMNS w/ (I) #5 vent. I PATIO ELAD (ABOVE) o------------ FRANGIBLE FOOTING 12"x 1 2" deep CONTINUOUS FOOTING w/ (2) #5'5 cont. n I I I I III u EXTERIOR WALL COMPONENTS SHALL BE ATTACHED PER MANUFACTURERS' SPECIFICATIONS TO MEET THE WIND PRESSURES SHOWN (FIRST FLOORON PLAN AT RIGHT. ALL CLADDING SHALL MEET OR EXCEED THE DESIGN PRESSURES LISTED BELOW. WALL ZONE POSITIVE PRESSURE NEGATIVE PRESSURE Zone 4 — (interior zone) 51.7 psf 56.1 psf Zone 5 — (end zone) 51.7 psf 69.3 psf 1st/2nd FLOOR a — 5.0' (10% of 50' least horz. dimension) 3rd FLOOR o = 3.0' (10% of 30' least horz. dimension) COMPONENT/CLADDING CALCULATIONS BASED ON ASCE 7-10 with 170 MPH Vult, EXPOSURE D ENCLOSED, a0' MEAN HEIGHT, 5:12 PITCH, with Kd=0.85 using the ALLOWABLE STRESS DESIGN method. PATIO BEAM - REFER TO SCHEDULE SHEET 5-4 TOP @ -O-G B.F.F. (23.5 N.A.V.D.) #5 BOTTOM STEEL @ 8" o.c. EXTEND INTO BEAM G" max. #5 BOTTOM STEEL @ 8" o.c. _(2) #4'5 (0 SEPARATION) - TYPICAL AT EACH TREAD REFER TO ARCHITECTURAL -#3 TIE BAR (typical) DRAWING5 FOR TREAD AND RI5ER DETAIL5 F Cc TYPICAL 8"x 14" MIN. i� deep CONCRETE BEAM w/ (4) #55 $ #3 STIRRUPS @ I G" o.c. i FINAL TREAD FOOTING 2500 PSI min. CONCRETE z -I I - 1 1 2"x20" deep CONCRETE FRANGIBLE CONTINUOUS 5TEP5 40 FOOTING w/ (4) #5'5 $ #3 FOOTING 5TI RR.FS @ I G" o c TYPICAL PILE B TRANSITION TYPICAL 3" min. FRANGIBLE MA50NPY WALL 5TRUCTUPAL CONCRETE �� COLUMN BEYOND I STRUCTURAL CONCRETE �\ SLAB w/ #4'5 12" o.c. E.W TYPICAL 8"x 14" MIN. deep CONCRETE BEAM w/ (4) #55 d #3 STIRRUPS @ I G" o.c. TYPICAL FILLED CELL COULMN (beyond) CONTRACTOR SHALL COORDINATE ALL DETAILS AND ELEVATIONS WITH ARCHITECT PRIOR TO CONSTRUCTION. z PROTECTION FOR ALL ,j — REINFORCEMENT STEEL iI I G"x 12" deep PAD FOOTING --/'� w/ (3) #5'5 (each way) EXTERIC)R STEPS L SCALE: 1 /2" = I '-0" #5 BOTTOM STEEL @ 8" o.c. EXTEND INTO BEAM G" max. OWER SECTION PATIO BEAM - REFER TO SCHEDULE SHEET 5-4 TOP @ -0'-G" B.F.F. (23.5 N.A.V.D.) FRANGIBLE MA50NRY WALL STRUCTURAL CONCRETE--,,, COLUMN BEYOND TYPICAL PILE d TRANSITION CAP- REFER TO FLANS 4 DETAIL5 FOR 5PECIFICATI0N5 \--pEfIfFITO ARCHITECTURAL DRAWINGS FOR LANDING DETAILS � SPECIFICATIONS N FORM -POUR CONCRETE COLUMN - REFER TO PLAN. 4 SCHEDULE FOR DETAILS O i FINAL TREAD FOOTING 12"x20" deep CONCRETE FOOTING (1 2" below grade) REFER TO SECTION EXTERIOR STEPS EOU N DATION SCALE: 1/2" = I'-0" REFER TO ARCHITECTURAL DRAWINGS FOR HANDRAILS AND GUARDRAIL DETAILS. AND SPECIFICATIONS ' #4 BOTTOM STEEL @ 1 O" o.c. /—EXTEND INTO BEAM G" max. #5 BOTTOM STEEL @ 8" o,c. (2) #4'5 (G" SEPARATION) TYPICAL AT EACH TREAD REFER TO ARCHITECTURAL #3 TIE BAR (typical) DRAWINGS FOR TREAD AND ` R15ER DETAILS TYPICAL 5'x14" MIN. ,. deep CONCRETE BEAM w/ (4) #5'5 f #3 5TIRRUP5 @ I G" o.c. .r 2500 PSI min. CONCRETE Z STEPS „ • LANDING (STRUCTURAL SLAB) - REFER TO LOWER SECTION FOR DETAILS i TYPICAL FILLED CELL COULMN (beyond) TYFIC ' 3'x 14" MIN. deep -- - - - CONCRETE BEAM z wl (4) #55 E BEAM (BEYOND) - #3 ��IRRJPS @ 6" o.c.�1' REFER TO LOWER SECTION FOR DETAIL5 TYPICAL FILLED CELL / COULMN (beyond) TYPICAL 3" min. PROTECTION FOR ALL REINFORCEMENT 5TEEL .N _ N N I G"x 1 2" deep PAD FOOTING w/ (3) #5'5 (each way) EXTERIOR STEPS UPPER SECTION SCALE: 1 /2" = I '-0" W U) Z O J to FM > I- m D N Y a s M Cis �/� v) 4--J • 0 `v O O Z U � rO 1-N PROJECT NO. 18-022 SHEET S-11 LIFE SAFETY WARNING This symbol identifies Life Safety Warnings that should be read and given special attention to all persons installing trusses. I SPACING NOTE All trusses are to be set 2'-0" on center except as noted. MULTIPLE PLY TRUSSES MUST BE FASTENED TOGETHER PER ENGINEERING BEFORE SETTING. REFER TO ENGINEERING DRAWING ,. TO DETERMINE IF MULTIPLE PLY. ,t DON'T LIFT TRUSSES WITH SPANS LONGER THAN 30' BY THE PEAK. CONSULT BCSI 30' Sp n or less I 60 degrees or less �— 112 span approx. REFER TO BCSI Truss must be set this way if crane is used. Truss is an example, your truss may not match. Insist crane operator sets truss this way. ' --Appro2/3 to —� 12 ofx Spsn. REFER TO BCSI Truss must be set this way if crane is used. Truss is an example, your truss may not match. Insist crane operator sets truss this way. All load bearing walls, headers, beams, & lintels must be in place at indicated height before trusses A are installed. A AIR HANDLER NOTE Unless noted elsewhere on this layout, these trusses are not designed for air handlers in the roof or for any other A/C requirements. This may be in conflict with building code and A/C Design requirements. Consult with Building Department and A/C Contractor. I\ WARNING The size of these trusses makes it necessary that they a set by a profeesional builder familiar with and experienced in the problems and dangers of setting large span trusses. The builder and erector should consult with an engineer licensed in Florida specializing in wood roof trusses about the safe erection of these trusses. The engineer should be at the job site when trusses are erected to provide supervision and advice. Recommended STRONGBACK for Floor Trusses Refer to information on truss engineering drawings. (2) 16d nails @ top & bottom of 20 vertical block. 2x6 (MIN) STRONGBACK restrained at each end. Secure w/(3)16d nails @ each vertical. Locate STRONGBACK as TRONGBACKS are recommended to MINIMIZE VIBRATION O O m O x— to bottom cord as possible. SQUARE CUT END 4X2 TOP CHORD LEDGER HEIGHT VARIES END DETAIL: TYPICAL FLOOR 0 Do not stand on trusses until they are braced per BCSI & properly nailed to straps and hangers H METAL ROOFS SHOW IMPERFECTIONS. SPECIAL INSTALLATION CARE MUST BE TAKEN. Do not set floor trusses upside down! Refer to engineering drawings. FL REG. #41060 FABRICATION AGREEMENT TRUSSES CANNOT BE STARTED UNTIL THIS AGREEMENT IS SIGNED & RETURNED he undersigned acknowledges and agrees: 1. Trusses will be made in strict accordance with this truss placement diagram layout, which is the sole authority for etermining successful fabrication of the trusses. 2. All dimensions in this layout have been verged by the undersigned. 3. Unless written notice is provided by certified mail to Chambers Truss within ten (10) days of delivery the ndersitned agrees that no backcharges will be allowed. In the event such written notice is furnished Chambers Truss hall have three (3) business days in which to begin repairs required, or to substitute other trusses, at Chambers option. fter 10 days of delivery remedy will be according to Florida statute 558. 4. The undersigned acknowledges receipt of 'BCSI' summary sheet by TPI & WTCA. 5. Delivery is to job site. It is the buyer's responsibility to make the job site suitable for delivery. Chambers Truss has he sole authority to determine the suitability of the job site or a portion of the job site for delivery. Chambers Truss will responsible for dump delivery only. The buyer is responsible for additional delivery expenses 9 Chambers Truss has o redeliver because job site is not prepared for delivery or buyer is not prepared for delivery of trusses. Buyer is esponsible to Chambers Truss for towing costs due to site conditions. 6. Price as shown in paragraph 7 below is subject to change it any changes are made in this layout A $50 per hour ee for revisions may be charged by Chambers Truss. 7. This is a PURCHASE ORDER to Chambers Truss of the sum agreed to, or if no agreement a reasonable price. nvoice will be made on delivery and paid within terms of net on delivery. Invoice may be made at scheduled date of elivery If buyer cannot accept delivery of fabricated trusses. The undersigned agrees to pay Chambers Truss easonable attorneys fee for collections in event of payment not timely made. 1-1/2 % per month service charge will be dded for all sums not paid within terms. 8. Signature or initials anywhere on this sheet constitutes agreement to all terms herein. 9. In consideration of Chambers Truss extending credit for this material the undersigned unconditionally guarantees ayment when due of any and all indebtedness owed to Chambers Truss by any entity receiving material and the ndersgned agrees to pay such indebtedness including attorneys fees, if default in payment for material be made by the ecipienl. 10. In the event of any litigation concerning this agreement, the items furnished hereunder or payments referred to erein, the parties agree that the sole venue for any such action will be Saint Lucie County, Florida. It. Design responsibilities are per ""National Standard And Recommended Guidelines On Responsibilities For onstruction Using Metal Plate Connected Wood Trusses ANSI/TPIMTCA 4 - 2002"" 12. Warranty is per Chambers Truss Warranty attached. ATED IGNED OR TITLE A spreader bar may be required per "BCSI" to prevent injury & damage. Multiple ply trusses must be fastened together per engineering before they are set, failure to do so can result in roof collapse. Temporary and permanent bracing arerequired and can save life and property and is the responsibility of the truss erector. Adill Study the contents of the information packet included on delivery before setting trusses. Trusses must be set and braced per design to prevent injury & damage. Trusses must be set and square Do not set bunks or stack of plywood, roofing material or any other concentrated loads on trusses, this can cause collapse. DO NOT INSTALL TRUSSES USING THIS USE PLAN DELIVERED WITH TRUSSES TO SET TRUSSES CHAMBERS TRUSS INC 3105 Oleander Avenue Fort Pierce, Florida 34982-6423 800.551.5932 Fort Pierce 772-465-2012 Fax 772-465.8711 Vero Beach 772-569-2012 Stuart 772-286.3302 Web Site: CHAMBERSTRUSS.COM Email: MAIL@CHAMBERSTRUSS.COM LOADINGIDESIGN CRITERIA REDUCIBLE PER CODE SUCH AS Sac 1604.8.1 DESIGN CRITERIA County Saint Lucie County Building Department Saint Lucie County Wind Design Criteria ASCE 2010 Wind Design Method MWFRS(Directional)/C-C hybrid Wind ASCE 7-10 Roofing Material Metal Loading in PSF Roof R.D.L. Floor Top Chord Live 20 40 Top Chord Dead 15 4.2 20 Bottom Chord Live `10-Non Conccurent 10 Bottom Chord Dead 10 3 5 Total Load 55 7.2 75 Duration Factor 1.25 1.00 Wind Speed 170mph Top Chord C.B. Sheathing by builder Bottom Chord C.B. Sheathing by builder Highest Mean Height 37' Building Type Enclosed Building Category It: Non Restrictive Exposure Category D> Flat/ unobstructed/ exposed to wind over water... Miles from Ocean 0 Conforms to Florida Building Code 2017 R.D.L =Restraining Dead Load C.B.=Continuous Bracing Verify DESIGN CRITERIA shown above with the building department and your engineer. Design Criteria is the responsibility of the Building Designer and/or Engineer of Record Chambers Truss Inc. Drawing Name: 75580 SCALE: 1 /4" = 1 r-011 291 total trusses, 65 unique designs Designer: BLW Reviewed by: _ Date: 11/13/18 FOR Sion Homes DESCRIPTION: ACQUAVISTA LOT #3 Page 1 of 3 CUSTOMER INITIALS EACH PAGE 75580 =LIFE SAFETY WARNING This symbol identifies Life Safety Warnings that should be read and given special attention to all persons installing trusses. SPACING NOTE r u All trusses are to be set 2'-JD on center except as noted. I MULTIPLE PLY TRUSSES MUST BE FASTENED TOGETHER PER ENGINEERING BEFORE SETTING. REFER TO ENGINEERING DRAWING TO DETERMINE IF MULTIPLE PLY. DON'T LIFT TRUSSES WITH SPANS LONGER THAN 30' BY THE PEAK. CONSULT BCSI 30' SpIn or less Spreader Bar� I 60 degrees or less <— 112 span —�- Tag line approx. Tag line <--Approx 2J3 to —� V2 of Span. REFER TO BCSI REFER TO BCSI Truss must be set this way if crane is used. Truss must be set this way if crane is used. Truss is an example, your truss may not match. Truss is an example, your truss may not match Insist crane operator sets truss this way. i Insist crane operator sets truss this way. All load bearing walls, headers, beams, & lintels must be in place at indicated height before trusses are installed. II/N • AIR HANDLER NOTE Unless noted elsewhere on this layout, these trusses are not designed for air handlers in the roof or for any other A/C requirements. This may be in conflict with building code and A/C Design requirements. Consult with Building Department and A/C Contractor. WARNING The size of these trusses makes it necessary that they a set by a profeesional builder familiar with and experienced in the problems and dangers of setting large span trusses. The builder and erector should consult with an engineer licensed in Florida specializing in wood roof trusses about the safe erection of these trusses. The engineer should be at the job site when trusses are erected to provide supervision and advice. SEAT PLATES BY CHAMBERS TRUSS Recommended STRONGBACK for Floor Trusses Refer to information on truss engineering drawings. (2) 16d nails @ lop & bottom of 2x4 vertical block. 2x5 (MIN) STRONGBACK restrained at each end. Secure w/(3)16d nails @ each vertical. Locate STRONGBACK as CARRIED TRUSS to MINIMIZE VIBRATION Hatch Legend � 4 BRG WALL @ 34' BRG WALL @ 22'- 4" MP REPRESENTS A HANGER HANGER SCHEDULE USE HUS26 FOR 2X4, THD46 FOR 4X2 EXCEPT AS SHOWN CARRYING TRUSS to bottom cord as possible. HANGER ID FASTENER FOR CARRIED TRUSS FASTENER FOR CARRYING TRUSS *Please refer to Standard Engineering package for general instuction on installing hangers 10d=0.148" x 3"' 16d=0.162" x 3 1/2" 0 CONNECTIONS DESIGNED AND SUPPLIED BY OTHERS ,LDo not stand on trusses until they are braced per BCSI & properly nailed to straps and METAL ROOFS SHOW IMPERFECTIONS. SPECIAL INSTALLATION CARE MUST BE TAKEN. Do not set floor trusses upside down! Refer to engineering drawings. TOP OF ALL FLOOR TRUSS LEDGERS @ 23'- 9" THIS LEVEL. BOTTOM OF ALL ROOF TRUSS LEDGERS @ 22 - 4 THIS LEVEL. hangers ! ! HIP CARRIER LOCATED AS DIMENSIONED ON LAYOUT I CORNDER JACKS ARE NOT BEVELED, SEE STANDARD N 24" O.C. THRU CORNER JACKS ONLY 24" CORNER DETAIL OVERHANGS NOT SHOWN FOR CLARITY 3-00 0 0 0 0 o N SQUARE CUT END 4X2 TOP CHORD LEDGER HEIGHT VARIES END DETAIL: TYPICAL FLOOR APPROVED FOR CO-v'S _ _ K! S Li o�c o 4 za�e DAVID S. KNIGHT, P.E. DATE FL REG. #41060 FABRICATION AGREEMENT TRUSSES CANNOT BE STARTED UNTIL THIS AGREEMENT IS SIGNED & RETURNED e undersigned acknowledges and agrees: 1. Trusses will be made in strict accordance with this truss placement diagram layout, which is the sole authority for termining successful fabrication of the trusses. 2. All dimensions in this layout have been verified by the undersigned. 3. Unless written notice is provided by certified mail to Chambers Truss within ten (10) days of delivery the dersigned agrees that no backcharges will be allowed. In the event such written notice is furnished Chambers Truss all have three (3) business days in which to begin repairs required, or to substitute other trusses, at Chambers option. ter 10 days of delivery remedy will be according to Florida statute 558. 4. The undersigned acknowledges receipt of 'BCSI' summary sheet by TPI & WTCA. 5. Delivery is to job site. It is the buyer's responsibility to make the job site suitable for delivery. Chambers Truss has sole authority to determine the suitability of the job site or a portion of the job site for delivery. Chambers Truss will responsible for dump delivery only. The buyer is responsible for additional delivery expenses 9 Chambers Truss has redeliver because job site is not prepared for delivery or buyer is not prepared for delivery of trusses. Buyer a sponsible to Chambers Truss for towing costs due to site conditions. 6. Price as shown in paragraph 7 below is subject to change I any changes are made in this layout. A $50 per hour for revisions may be charged by Chambers Truss. 7. This is a PURCHASE ORDER to Chambers Truss of the sum agreed to, or if no agreement a reasonable price. voice will be made on delivery and paid within terms of net on delivery. Invoice may be made at scheduled date of !livery if buyer cannot accept delivery of fabricated trusses. The undersigned agrees to pay Chambers Truss asonable attorney's fee for collections in event of payment not timely made. 1-1/2 % per month service charge will be Ided for all sums not paid within terms. 8. Signature or initials anywhere on this sheet constitutes agreement to all terms herein. 9. In consideration of Chambers Truss extending credit for this material the undersigned unconditionally guarantees Iyment when due of any and all indebtedness owed to Chambers Truss by any entity receiving material and this Idersigned agrees to pay such indebtedness including attorneys fees, if default in payment for material be made by the 10. In the event of any litigation concerning this agreement, the items furnished hereunder or payments referred to :rein, the parties agree that the sole venue for any such action will be Saint Lucie County, Florida. It. Design responsibilities are per ""National Standard And Recommended Guidelines On Responsibilities For instruction Using Metal Plate Connected Wood Trusses ANSI/TPl1WTCA 4 - 2002"" 12. Warranty is per Chambers Truss Warranty attached. TITLE A spreader bar may be required per ' BCSI" to prevent injury & damage. Multiple ply trusses must be fastened together per engineering before they are set, failure to do so can result in roof collapse. Temporary and permanent bracing arerequired and can save life and property and is the responsibility of the truss erector. Study the contents of the information packet included on delivery before setting trusses. Trusses must be set and braced per design to prevent injury & damage. Trusses must be set plumb and square Do not set bunks or stack of plywood, roofing material or any other concentrated loads on trusses, this can cause collapse. DO NOT INSTALL TRUSSES USING THIS USE PLAN DELIVERED WITH TRUSSES TO SET TRUSSES CHAMBERS TRUSS INC 3105 Olean er Avenue Fort Pierce, Florida 34982-6423 800.551.5932 Fort Pierce 772-465.2012 Fax 772-465.8711 Vero Beach 772.569-2012 Stuart 772-286-3302 Web Site: CHAMBERSTRUSS.COM Email: MAIL@CHAMBERSTRUSS.COM LOADINGIDESIGN CRITERIA REDUCIBLE PER CODE SUCH AS SBC 1604.6.1 DESIGN CRITERIA County Saint Lucie County Building Department Saint Lucie County Wind Design Criteria ASCE 2010 Wind Design Method MWFRS(Directional)/C-C hybrid Wind ASCE 7-10 Roofing Material Metal Loading in PSF Roof R.D.L. Floor Top Chord Live 20 40 Top Chord Dead 15 4.2 20 Bottom Chord Live *10-Non Conccurent 10 Bottom Chord Dead 10 3 5 Total Load 55 7.2 75 Duration Factor 1.25 1.00 Wind Speed 170mph Top Chord C.B. Sheathing by builder Bottom Chord C.B. Sheathing by builder Highest Mean Height 37' Building Type Enclosed Building Category It: Non Restrictive Exposure Category D> Flat/ unobstructed/ exposed to wind over water... Miles from Ocean 0 Conforms to Florida Building Code 2017 R.D.L.=Restraining Dead Load C.B.=Continuous Bracing Verify DESIGN CRITERIA shown above with the building department and your engineer. Design Criteria is the responsibility of the Building Designer and/or Engineer of Record Chambers Truss Inc. Drawing Name: 75580 SCALE: 1 /411 = 1'-011 291 total trusses, 65 unique designs Designer: BLW Reviewed by: Date: 11 /13/18 FOR Sion Homes DESCRIPTION: ACQUAVISTA LOT #3 Page 2 of 3 CUSTOMER INITIALS EACH PAGE [M11K WITH SPANS LONGER THAN 30' BY THE PEAK. CONSULT BCSI SEAT PLATES BY CHAMBERS TRUSS Hatch Legend 14 BRG WALL @ 34' �BRG WALL @ 22'- 4" op REPRESENTS A HANGER HANGER SCHEDULE "SE H S26. l:nR 9x4 THn46 FOR 4X2 EXCEPT AS SHOWN CARRIED vv CARRYING TRUSS TRUSS I HANGER ID FOR FASTENECARRIEDTRUSS FASTENER FOR CARRYINFATTENEG TRUSS Y "Please refer to Standard Engineering package for general instuctlon on Installing nangers 10d=0.148" x 3" 16d=0.162" x 3 1/2" ODo not stand on trusses until they are braced per BCSI & properly nailed to straps and hangers I! I METAL ROOFS SHOW IMPERFECTIONS. SPECIAL INSTALLATION CARE MUST BE TAKEN. L-UU-UU HIP CARRIER LOCATED AS DIMENSIONED ON LAYOUT V FABRICATION AGREEMENT TRUSSES CANNOT BE STARTED UNTIL THIS AGREEMENT IS SIGNED & RETURNED \\ he undersigned acknowledges and agrees: 1. Trusses will be made in strict accordance with this truss placement diagram layout, which is the sole authority for etermining successful fabrication of the trusses. x 2. All dimensions in this layout have been verged by the undersigned. CORNOERJACKS ARE NOT BEVELED. i� 3. Unless written notice is provided by certified mail to Chambers Truss within ten (10) days of delivery the SEE STANDARD Lj w agrees ndersi ned a that no backchar es will be allowed. In the event such written notice is furnished Chambers Truss 9 A 9 ENGINEERING. O K hall have three (3) business days in which to begin repairs required, or to substitute other trusses, at Chambers option. \\ 4 O= 0 fter 10 days of delivery remedy will be according to Florida statute 558. 4. The undersigned acknowledges receipt of "BCSI' summary sheet by TPI & WTCA. ` �\ 5. Delivery is to job site. It is the buyer's responsibility to make the job site suitable for delivery. Chambers Truss has he sole authority to determine the suitability of the job site or a portion of the job site for delivery. Chambers Truss will e responsible for dump delivery only. The buyer is responsible for additional delivery expenses if Chambers Truss has o redeliver because job site is not prepared for delivery or buyer is not prepared for delivery of trusses. Buyer is 110 esponsible to Chambers Truss for towing costs due to site conditions. 6. Price as shown in paragraph 7 below is subject to change 9 any changes are made in this layout. A $50 per hour ee for revisions may be charged by Chambers Truss. / ! 7. This is a PURCHASE ORDER to Chambers Truss of the sum agreed to, or if no agreement a reasonable price. avoice will be made on delivery and paid within terms of net on delivery. Invoice may be made at scheduled date of elivery if buyer cannot accept delivery of fabricated trusses. The undersigned agrees to pay Chambers Truss 24. O.c. THRU easonable attorney's fee for collections in event of payment not timely made. 1-112 % per month service charge will be CORNER JACKS " 1 11 ONLY 24- 1 lded for all sums not paid within terms. 8. Signature or initials anywhere on this sheet constitutes agreement to all terms herein. 9. In consideration of Chambers Truss extending credit for this material the undersigned unconditionally guarantees CORNER DETAIL ayment when due of any and all indebtedness owed to Chambers Truss by any entity receiving material and the ndersigned agrees to pay such indebtedness including attorneys fees, if default in payment for material be made by the OVERHANGS NOT SHOWN FOR CLARITY ecipient. 10. In the event of any litigation concerning this agreement, the items furnished hereunder or payments referred tc erein, the parties agree that the sole venue for any such action will be Saint Lucie County, Florida. 11. Design responsibilities are per ""National Standard And Recommended Guidelines On Responsibilities FoI onstruction Using Metal Plate Connected Wood Trusses ANSI/TPPWTCA 4 - 2002"" 12. Warranty is per Chambers Truss Warranty attached. PLUMB CUT END 2X4 TOP CHORD WALL HEIGHT VARIES END DETAIL: TYPICAL ROOF , A /" R FOR C0I4 _ L � DEC 0 41415 i7A`JID S . KP3IGHT, P . E ,' )F,'IT, F1., REG. #41060 Ac A spreader bar may be required per "BCSI" to prevent injury & damage. Multiple ply trusses must be fastened together per engineering before they are set, failure to do so can result in roof collapse. Temporary and permanent bracing are required and can save life and property and is the responsibility of the truss erector. Study the contents of the information packet included on delivery before setting trusses. Trusses must be set and braced per design to prevent injury & damage. Trusses must be set plumb and square Do not set bunks or stack of plywood, roofing material or any other concentrated loads on trusses, this can cause collapse. DO NOT INSTALL TRUSSES USING THIS USE PLAN DELIVERED WITH TRUSSES TO SET TRUSSES CHAMBERS TRUSS INC 11 3105 Olean er venue Fort Pierce, Florida 34982.6423 800.551.5932 Fort Pierce 772-465.2012 Fax 772-465.8711 Vero Beach 772.569-2012 Stuart 772-286.3302 Web Site: CHAMBERSTRUSS.COM Email: MAIL@CHAMBERSTRUSS.COM LOADINGIDESIGN CRITERIA REDUCIBLE PER CODE SUCH AS SBC 1604IA1 DESIGN CRITERIA County Saint Lucie County Building Department Saint Lucie County Wind Design Criteria ASCE 2010 Wind Design Method MWFRS(Directional)/C-C hybrid Wind ASCE 7-10 Roofing Material Metal Loading in PSF Roof R.D.L. Floor Top Chord Live 20 40 Top Chord Dead 15 4.2 20 Bottom Chord Live '10-Non Conccurent 10 Bottom Chord Dead 10 3 5 Total Load 55 7.2 75 Duration Factor 1.25 1.00 Wind Speed 170mph Top Chord C.B. Sheathing by builder Bottom Chord C.B. Sheathing by builder Highest Mean Height 37' , Building Type Enclosed Building Category II: Non Restrictive Exposure Category D> Flat/ unobstructed/ exposed to wind over water... Miles from Ocean 0 Conforms to Florida Building Code 2017 R.D.L.=Restraining Dead Load C.B.=Continuous Bracing Verify DESIGN CRITERIA shown above with the building department and your engineer. Design Criteria is the responsibility of the Building Designer and/or Engineer of Record Chambers Truss Inc. Drawing Name: 75580 SCALE: 1 /4" = 1'-011 291 total trusses, 65 unique designs Designer: BLW Reviewed by: _ Date: 11 /13/18 FOR Sion Homes DESCRIPTION: ACQUAVISTA LOT #3 Page 3 of 3 CUSTOMER INITIALS EACH PAGE 1!•1'•l l�, PERMIT DRAWING :y fOUND TION NOTES GENERAL NOTES CONCRETE REINFORMCEMENT I . THE DE51GN AND CONSTRUCTION OF THE STRUCTURE AND/OR STRUCTURAL COMPONfi5 DEPICTED I . CONCRETE REINFORCING BARS 51ALL BE DEFORMED NEW BILLET STEEL CONFORMING TO A5TM ON THIS PLAN ARE FULLY UNDER THE JURISDICTION OF THE FLORIDA BUILDING CODE 214. A-G 15, GRADE GO, WITH MINIMUM YIELD STRENGTH - GO,000 psi. 2. CONTRACTOR SHALL VERIFY ALL DIMENSIONS WITH THE ARCHITECTURAL PLANS PRIOR) 2• REINFORCEMENT FOR CONTINUOUS FOOTINGS SHALL BE CONTINUOUS AND SPLICED WITH A FULL 24 COMMENCEMENT OF CONSTRUCTION. ANY DISCREPANCIES SHALL BE BROUGHT TO TF IMMEDIATE INCH LAP. PROVIDE CORNER BARS ATTENTION OF THE ARCHITECT FOR COORDINATION OF CHANGES WITH THE ENGINEERI6 PLANS AND 3. ALL CONCRETE MA50NAPY CONSTRUCTION SHALL CONFORM WITH ACI 530-88/A5CE 5-88. ALL SPECIFICATIONS. CONCRETE MASONRY UNITS SHALL COMPLY WITH A5TM C-90 WITH TYPE M OR 5 MORTAR 3. CONTRACTOR SHALL COORDINATE SLAB ELEVATION, CHANGES, DEPRESSIONS, THRE5005, PADS, COMPLYING TO A5TM C-270. MA50NRY UNITS SHALL HAVE A MINIMUM COMPRE551VE STRENGTH OF 2000 P51 ON THE NET AREA. ETC. AND ANY UNKOWN FIELD CONDITIONS. 4. THE CONTRACTOR IS TO VERIFY ALL EXISTING CONDITIONS IN THE FIELD PRIOR TO FABCATION AND 4. ALL SPLICES SHALL BE LAP SPLICES, SHALL BE A MINIMUM OF 48 BAR DIAMETERS, USING LARGER START OF CONSTRUCTION AND TO PROTECT AND MAINTAIN ALL THE CONSTRUCTION AO ITS BAR DIAMETER WHEN SPLICING DIFFERENT SIZE BAR5.REINFOPCEMENT TERMINATIONS INTO TIE CONTENTS. BEAMS AND FOUNDATIONS OR AS NOTED. 5. REFER TO THE ARCHITECTURAL DRAWINGS FOR ALL DIMENSIONS NOT INDICATED. ANY [MEN51ONAL 5. PEINFORMCEMNT MAY BE BENT IN SHOP OR FIELD, PROVIDED THAT THE DIAMTERE OF BEND SHALL DISCREPANCY FOUND ON THE STRUCTURAL DRAWINGS SHALL 13E FURTHER VERIFIED WH BE GREATER THAN G BAR DIAMETERS. REINFORCEMENT PARTIALLY EMBEDED IN CONCRETE SHALL ARCHITECT f: ENGINEER. NOT BE BENT. G. FOR MOUNTING AND SECURING MECHANICAL EQUIPMENT, REFER TO THE MANUFACTURE G. SECURE REINFOPMCEMNT FROM DISPLACEMENT DURING PLACEMEMNT UTILIZING CHAIRS AND BOLSTERS. WELDED WIRE MESH SHALL CONFORM TO A5TM A-185. PROVIDE CHAIR5 AND INSTRUCTIONS UNLESS INDICATED ELSEWHERE IN THE CONSTRUCTION DOCUMENTS. BOLSTERS TO INSURE THAT THE MESH IS EMBEDDED I " FROM TOP OF SLAB. 7. THE GENERAL CONTRACTOR SHALL AT ALL TIMES MAINTAIN AT THE JOB -SITE, A CURREN APPROVED SET OF SHOP DRAWINGS. 7. STANDARD 90 DEGREE HOOK (STANDARD HOOK) SHALL TERMINATE WITH A 90 DEGREE BEND AND AN EXTENSION FROM BEND AT LEAST 12 BAR DIAMETERS. THI5 SHALL BE USED AT ALL VERTICAL 8. REFER TO ARCHITECTURAL, MECHANICAL, ELECTRICAL AND PLUMBING DRAWINGS FOR CENING5, REINFORCEMENT TERMINATIONS INTO TIE BEAMS AND FOUNDATIONS OR AS NOTED. SLEEVES, ETC. NOT SHOWN ON THE STRUCTURAL DRAWINGS. 8. MINIMUM CONCRETE COVER SHALL BE: 9. ALL CONSTRUCTION PERFORMED IN ACCORDANCE WITH THESE PLANS MUST AL50 MEEOP EXCEED ALL APPLICABLE AND CURRENT BUILDING CODE REQUIREMNT5 AND MUST BE PERFORMD IN FOOTINGS * PILES 3" ACCORDANCE WITH FLORIDA DEPARTMENT OF ENVIRONMENTAL PROTECTION CCCL PERNT. BEAMS, SLABS, WALL 2" GROUTED MA50NRY 2" AT ALL PHASES OF CONSTRUCTION, IT SHALL BE THE 9. ALL PILE VERTICAL REINFORCEMENT SHALL BE SHOP FABRICATED WITH CLEAN 900 BENDS INTO TRANSITION CAPS. HOOKS SHALL HAVE A MINIMUM LEG DIMENSION OF 15" AND SHALL BE TURNED RESPONSIBILITY OF THE GENERAL CONTRACTOR TO COJFIRM ACP005 PILE INTO CAP CENTER (MAINTAIN A MINIMUM 3" CONCRETE COVER). THAT ALL PROPOSED CONSTRUCTION 15 IN ACCORDAN,E WITH 10. ALL BEAM STEEL SPLICES SHALL OCCUR AT MID5PAN FOR TOP STEEL AND OVER COLUMNS FOR THE MOST UP-TO-DATE CONSTRUCTION DRAWINGS AS BorroM STEEL. - - APPROVED BY THE ARCHITECT AND ENGINEER OF REMD. I I " FOUNDATION NOTES I CONCRETE NOTES I . FOUNDATIONS SHALL BE PREPARED IN FULL CONFORMANCE WITH THE GEOTECHNICAL DGINEERING REPORT. I . ALL CONCRETE DE51GN AND PLACEMENT SHALL BE IN STRICT ACCORDANCE WITH THE ACI "BUILDING 2. ALL RECESSES IN CONCRETE SLAB TO BE COORDINATED WITH ARCHITECT FOR DETAILSINCLUDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE," ACI 318-95. BUT NOT LIMITED TO: THRESHOLDS, STEPS, RECESSED SHOWER LOCATIONS, FLOORINGFINI5H 2. CONTACT ENGINEER 48 HOURS PRIOR TO POURING CONCRETE SO ARRANGEMENTS CAN BE MADE MATERIALS, AND DRAIN LOCATIONS, ETC. TO HAVE AN ENGINEER OR INSPECTOR PRESENT DURING THE POUR. 3. A VAPOR BARRIER IS TO TO BE PLACED UNDER ALL BUILDING FOUNDATION BEAMS AND 1OOR 3. PROVIDE (4) TEST CYLINDERS FOR EACH 50 C.Y. OF CONCRETE PLACED OR FRACTION THEREOF. SLABS IN ACCORDANCE WITH A5TM E 1993-98. TO BE INSTALLED PRIOR TO POURING CONCRETE FOR FOUNDATION, 4, STRUCTURAL CONCRETE SHALL CONFORM TO ACI 301 SPECIFICATIONS AND SHALL DEVELOP THE FOLLOWING MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS: 4. ALL ELECTRICAL CONDUIT, PLUMBING, A/C DUCTS, AND OTHER MECHANICALLY REQUIREC INTERIOUR COMPONENT LOCATIONS AND INSTALLATION MUST BE COORDINATED WITH THE ARCHTECT PRIOR TO SPREAD AND WALL FOOTINGS 3000 PSI CONSTRUCTION OF THE FOUNDATION. I COLUMNS AND WALLS 3000 PSI 5, CONTRACTOR SHALL COORDINATE SLAB ELEVATIONS CHANGES AND ANY UNKNOWN FIELD BEAMS AND SLABS 3000 PSIi CONDITIONS. USE REGULAR WEIGHT CONCRETE. G. THE FOLLOWING FREQUENCY OF TESTING SHALL BE REQUIRED BEFORE PLACING CONCRETE FOR FOOTINGS AND 5LA55: 5. STRUCTURAL CONCRETE SHALL CONFORM TO ACI 301 AND HAVE THE FOLLOWING SLUMPS CONTINUOUS FOOTING/GRADE BEAM SHALL BE TESTED EVERY 40 LINEAR FEET AT BEARING AGGREGATE REQUIREMENTS: ELEVATION AND ONE FOOT BELOW BEARING. COLUMN FOOTINGS - 25% OF FOOTINGS SHALL BE TESTED AT BEARING AND ONE FOOT BELOW BEARING. BUILDING PAD SHALL BE TESTED LOCATION SLUMP MAX. AGGREGATE EVERY 1000 SQUARE FEET OF FLOOR AT GRADE AND ONE FOOT BELOW GRADE. FOOTINGS 411± 1 " A5TM #57 COLUMNS 5"± 1 " A5TM #57 BEAMS AND SLABS 5"± I " A5TM #57 IN AREAS OF THE BUILDING PAD WHERE SOIL 15 BEING CUT IT IS THE RESPONSIBILITY OF THE FILLED CELLS 811± 1 " A5TM #8 PEAROCK SITE CONTRACTOR TO DEN5IFY THE TOP 12 INCHES OF EXISTING SOIL TO 95% OR MODIFIED TIE BMS d TIE COL'5 5"± I " A5TM #8 PEAPOCK PROCTOR AS RECOMMENDED IN THE SOILS REPORT POP THI5 PROJECT PREPARED BY K5M PILES 8"± I " A5TM #8 PEAROCK ENGINEERING, INC. DATED NOVEMBER 2009. THE USE OF JITTERBUGS TO CONSOLIDATE CONCRETE WILL NOT BE PERMITTED. THESE 501L TE5T5 SHALL MEET OR EXCEED 95% MODIFIED PROCTOR (A5TM D 1557 METHOD A) G. ALL PUMPED CONCRETE WITH #57 AGGREGATE 15 TO CONTAIN A HIGH RANGE WATER REDUCING AGENT. MINIMUM SIZE OF D15CHAPGE TO BE 4" I.D. 7 A 2" I.D. DISCHARGE MAY BE USED WITH #8 AGGREGATE. USE PLASTICIZER ADMIXTURE IF DEEP FOUNDATION NECESSARY TO INCREASE SLUMPS BEYOND THAT NOTED ABOVE. 8. CHAMFER ALL EDGES OF EXPOSED CONCRETE 3/4" UNLESS NOTED OTHERWISE. I . PILES SHALL BE CAST IN PLACE (AUGER) I G" DIA. WITH 5000 P51 CONCRETE (SEE TYPICAL DETAIL). 9. ALL SLABS ON GRADE SHALL BE FIBER REINFORCED CONCRETE, UNLESS NOTED OTHERWISE. 2. ALL PILES SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE RECOMMENDATIONS OF "HE SOILS WELDED WIRE FABRIC SHALL CONFORM TO A5TM-A 185. ENGINEER AND PROVIDE THE FOLLOWING CAPACITIES: 10. SLEEVE ALL PENETRATIONS THROUGH BEAMS AND 5LA55 INDIVIDUALLY. CORE DRILLING WILL NOT BE all piles @ 20'± below scour - 40 TONS COMPRESSION; 12 TONS TENSION PERMITTED. SUBMIT LOCATION AND 51ZE OF SLEEVES THROUGH BEAMS TO ENGINEER FOR REVIEW PRIOR TO CASTING CONCRETE. 3. UNLESS OTHERWISE NOTED ON PLANS, CENTER ALL PILES/PILE CAPS UNDER RESPECTIVE COLUMNS. 1 1 . NO REINFORCING BARS SHALL BE CUT TO ACCOMMODATE THE INSTALLATION OF ANCHORS, EMBEDS OR OTHER ITEMS. 4. CAST IN PLACE (AUGER) TYPE PILES SHALL CONSIST OF CONCRETE PLACED AFTER BEING DRILLED BY 12. AT CHANGES IN DIRECTION OF CONCRETE WALLS, BEAMS * STRIP FOOTINGS, PROVIDE CORNER A CONTINUOUS FLIGHT AUGER. BARS OF SAME 51ZE AND QUANTITY UNLESS NOTED OTHERWISE AS HORIZONTAL STEEL. REFER TO TOLERANCE FOR PILES IS 2" IN ANY DIRECTION UNLESS NOTED OTHERWISE. ALL PILES TO PENETRATE TYPICAL DETAIL. (-) 20.00 NAVD OR AS NOTED. 13. ALL EMBEDDED ITEMS SHALL BE SECURELY TIED IN PLACE PRIOR TO CONCRETE PLACEMENT. 14. WEDGE BOLTS SHALL BE ITW RAM5ET/REDHEAD BOLTS OR APPROVED EQUIVALENT INSTALLED IN SHALLOW FOUNDATIONS ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. DO NOT CUT EXISTING REINFORCING TO INSTALL. I . SOIL TO BE STRIPPED, COMPACTED AND TESTED IN ACCORDANCE WITH THE RECOMMENDATIONS 15. HEADED STUD ANCHORS SHALL BE A5TM A 108, GRADE 5, 101 O THROUGH 1020 AS OF THE SOILS ENGINEER AND PROJECT SPECIFICATIONS. MANUFACTURED BY NELSON STUD OR APPROVED EQUIVALENT. STUD WELDING SHALL CONFORM TO AWS D 1. 1 "STRUCTURAL WELDING CODE." 2. CENTER ALL FOOTINGS UNDER THEIR RESPECTIVE COLUMNS OR WALLS UNLESS OTHERWSE SHOWN ON PLANS. MAXIMUM MISPLACEMENT OR ECCENTRICITY SHALL BE 2". TOLERANCE FOR I G. FOOTING SIZES SHOWN ARE FOR FOOTINGS CONSTRUCTED WITH SIDE FORMS. IF SOIL MATERIAL M15LOCATION OF COLUMN DOWELS OR ANCHOR BOLTS TO BE PER ACI OR A15C STANDARDS. CAN HOLD A VERTICAL SHAPE, IT CAN BE USED AS AN EARTH FORM. ALL SLOUGHED MATERIAL SHALL BE REMOVED FROM EXCAVATION BEFORE AND DURING PLACEMENT OF CONCRETE. 3. WHERE VERTICAL CONSTRUCTION JOINTS OCCUR IN CONTINUOUS FOOTINGS, PROVIDE A KEYWAY PER THE TYPICAL DETAIL. HORIZONTAL JOINTS IN FOOTINGS WILL NOT BE PERMITTED. 17. PLACEMENT OF CONDUIT AND PIPES IN CONCRETE SHALL CONFORM TO ACI 315, SECTION G.3. 4. CONTRACTOR TO NOTIFY ARCHITECT/ENGINEER IF SOIL CONDITIONS ARE UNCOVERED THAT PREVENT THE REQUIRED SOIL BEARING PRESSURE FROM BEING OBTAINED. 5. COORDINATE PLUMBING LINES WITH FOOTING LOCATIONS FOR INTERFERENCE. INDIVIDUAL THESE PLANS ARE NOT FOR CONSTRUCTION UNLESS STAMPED FOOTINGS SHOULD BE LOWERED WITH THE PRIOR APPROVAL OF THE STRUCTURAL ENGINEER. CONTINUOUS WALL FOOTINGS SHOULD BE STEPPED AS DETAILED ON THE DRAWINGS. „ „ C011StrUCtl01l Set DATED, SIGNED AND SEALED BY THE ENGINEER. G. EXCAVATING UNDER OR NEAR IN -PLACE FOOTING5/FOUNDATION5 WHICH D15TUR55 THE COMPACTED ALL CONSTRUCTION SHALL BE IN COMPLIANCE WITH ALL 501LBENEATH THE FOOTING5/FOUNDATION5WILL NOT BEPERMITTED. JURISDICTIONAL PERMITS, CONDITIONS AND CONTRACT DOCUMENTS. 7. REINFORCING SHALL BE SUPPORTED ON PRECAST CONCRETE PADS. DOWELS FOR COLUMNS AND CELLS SHALL BE SECURED IN PLACE NG ORTO POURING CONCRETE. USE TEMPLATES FOR 5EETTICOLUMN DOWELS AND ANCHOR BOLTS. FILLED CONTRACTOR SHALL COORDINATE ALL DETAILS AND ELEVATIONS WITH ARCHITECT PRIOR TO CONSTRUCTION. P7 P4 2 a 0 P P2 P3 P4 P5 P6 P3G P37 P.I 2 P4 1 P15 I P3 2 P25 P2G P27 P28 PILING OVERVIEW SCALE: 3/ 1 G" = I '-0" I. CODE * DE51GN CRITERIA 2. ALL STRUCTURAL PLANS SHALL 13E IN ACCORDANCE WITH THE FLORIDA BUILDING CODE AND 3. FLORIDA BUILDING CODE RESIDENTIAL 2017. 4. BUILDING CLASSIFICATION ENCLOSED 5. DE51GN WIND SPEED 170mph Vult G. IMPORTANCE FACTOR 1.0 7. EXPOSURE CLASSIFICATION D 8. 51E5MIC ZONE 0 MEAN BUILDING HEIGHT 28.42' ALLOWABLE SOIL BEARING PRESSURE 2,500 PSF ASSUMED. VERIFY WITH GEOTECHNICAL ENGINEER PRIOR TO CONSTRUCTION ASSUMPTIONS: A. THE BUILDING 15 "ENCLOSED" AS DEFINED IN "FLORIDA BUILDING CODE 2017. B. WIND VELOCITY PRESSURES AND COEFFICIENTS USED ARE FOR MAIN WIND FORCE RESISTING SYSTEM; ALLOWABLE 5TRE55 DESIGN, Kd = 0.85. C. ALL PRE -MANUFACTURED COMPONENTS, I.E. WINDOWS, DOORS, JAMB5, TRUSSES ETC. SHALL BE VERIFIED BY MANUFACTURER TO BE CAPABLE OF SUSTAINING DESIGN WIND FORCES. INSTALLATION SHALL BE IN ACCORDANCE WITH MANUFACTURERS SPECIFICATIONS. D. ALL COMPONENTS AND CLADDING SUBJECT TO WIND LOADINGS: I.E. ROOF TILES, SOFFITS, ETC. SHALL BE INSTALLED IN ACCORDANCE WITH MANUFACTURERS SPECIFICATIONS FOR ADEQUATELY RE515TING OR TRANSFERRING WIND LOADS TO THE MAIN WIND FORCE RE515TING SYSTEM. E. OWNER OR CONTRACTOR SHALL OBTAIN NECESSARY INSTALLATION SPECIFICATIONS AND INSPECTIONS REQUIRED TO COMPLY WITH MANUFACTURERS RECCOMMENDATIONS FOR INSTALLATION OF COMPONENTS AND CLADDING FOR HIGH WIND VELOCITY AREAS. P34 0 P35 P21 I P2 2 P20 �j P23 RECEIVED JAN 0 0 2019 ST. LuGe+r004, Permiwng z 2 N 5 w Cl/DI P5 P49 a P4 (5 °gam yy � o T P50�, oao a mar- w W Y Z U O O U V7 O P24 REFER TO SHEET 5-2 FOR PILING SCHEDULE zU g W M � <� U a. PQ U Lnwz z �� w� . d `U�o� a F., x I-LI 0 a n Uo a A71 i r.� cv W a a.. cli �a o A MASONRY NOTES I . MASONRY CONSTRUCTION SHALL CONFORM TO ACI "BUILDING CODE EQUIREMENT5 FOR MASONRY , O STRUCTURES" (ACVA5CE 530-85) AND SPECIFICATIONS FOR MASONRY STRUCTURES" (ACl/A5CE 530. 1-88) EXCEPT AS O AMENDED BELOW. 2. STRUCTURE HAS BEEN DESIGNED AS A BEARING WALL STRUCTURE. ALL MASONRY UNITS SHALL BE p�e LAID PRIOR TO CONCRETE PLACEMENT OF COLUMNS, BEAMS AND SLABS FOR THE SAME STORY. 3. USE TYPE "M" MORTAR WITH MINIMUM COMPRESSIVE STRENGTH OF 2500 P51 FOR ABOVE GRADE APPLICATIONS AND TYPE "5" MORTAR WITH A MINIMUM COMPRESSIVE STRENGTH OF 2000 P51 FOR BELOW GRADE APPLICATIONS. BY 4. MASONRY UNITS SHALL CONFORM TO A5TM C90 WITH A MINIMUM COMPRESSIVE STRENGTH OF a Ude County 2500 P51 ON NET SECTION, TO PROVIDE NET AREA COMPRESSIVE STRENGTH OF MASONRY (Fm') OF 2000 PSI. 5. PROVIDE FILLED CELLS AS SHOWN ON PLANS. IN ADDITION, PROVIDE FILLED CELLS: M 'C A. AT ANCHORAGE OF CONNECTIONS OR BEARING OF BEAMS AND GIRDER TRUSSES. 4­4 W B. AT ALL CORNERS AND INTERSECTIONS 0 w C. (1) CELL ADJACENT TO OPENINGS FOR WALL SPANS LE55THAN 10'. (2) CELLS ADJACENT 14 TO OPENINGS FOR WALL SPANS GREATER THAN 10' D. AS SHOWN ON ARCHITECTURAL PLANS E. MAXIMUM 48" O.G. (UNLESS NOTED OTHERWISE) G. PROVIDE FULL MORTAR BEDDING AROUND ALL FILLED CELLS WITH VERTICAL REINFORCING. 7. REINFORCING FOR FILLED CELLS SHALL CONFORM TO A5TM AG 15, GRADE GO, LAPPED 48 BAR DIAMETERS. O . 8. ALL FILLED CELLS AND COLUMNS SHALL BE POURED AT LEAST TWO (2) HOURS PRIOR TO POURING ~ U C/1 BEAMS AND LINTELS. 9. REINFORCE WALL WITH LADDER TYPE REINFORCEMENT ("DUR-O-WALL" OR EQUAL) IN BED JOINTS AT I G" O.C. MEASURED VERTICALLY. LAP SPLICE ALL HORIZONTAL WALL REINFORCING G". PROVIDE PROJECT NO. PREFABRICATED 'TEE" OR CORNER SECTIONS AT ALL INTERSECTING WALLS. 18-022 10. REFER TO TYPICAL WALL SECTIONS FOR MAXIMUM CONSTRUCTION HEIGHT OF MASONRY WALLS. SHEET PROVIDE CLEAN -OUT HOLES AT BASE OF FILLED CELL WHEN THE CONCRETE FOUR EXCEEDS 5 FEET IN HEIGHT. _ INNONSAII PI TYPICAL PILING 6 TRAN51TION CAP P2 P3 �SyriF---9'-8" va 9 8 TYPICAL PILING @ GARAGE - on 5HEARWALL FOOTING 35 kips TYPICAL LOADING P39 o CRITICAL BEARING PILING - I T- 52 kips COMPRE55ION LOAD TYPICAL PILING # TRANSITION CAP @ GARAGE P5 P3 4'-10" TYPICAL PILING @ GARAGE- CRITICAL BEARING PILING 58 kips COMPRESSION LOAD P3G P35 m• I P40 TYPICAL PILING G P (� P9 r P �j 5HEARWALL FOOTING (5 / v 2 1 j 1 TYPICAL PILING @ PATIO ------------- -- 7 g �7 9"- 1 ( CONFER WITH POOL DESIGNER ' � +_ a- �_ � I '., P 3 7 TO AVOID CONFLICTS ELEVATION CHANGE TYPICAL PILING 4 TPAN51TION ELEVATION CHANGE@ GARAGE - AT 5HEARWALL PILING CAP � , AT 5HEARWALL PILIN I�PI I P12IT i = TYPICAL PILING @ N 5HEARWALLFOOTING! r '�.\ P4 P14 � � P15 PI I -1 - 10'-8' PILING CLUSTER @ 5HEARWALL FOOTING FOOTING - MAINTAIN MINIMUM 5' '--`- FILE -to -PILE SEPARATION TYPICAL PILING @ ELEVATOR PIT - REFER O" I _ TO DETAIL SHEET 5-9 P32 P21 I _ P I G I I 2"- _ " I0'-8 8-4" ',- TYPICAL FILING @ P 17 5HEARWALL FOOTING P 18 P 1 9 P 2 0 43 kips MAX. LOADING ' `4 m CRITICAL BEARING PILING 5G kips COMPRESSION LOAD ri �i I I e 101 maim P5 1 ATYPICAL PILING @ PATIO w/ TRANSITION CAP P46I 9'-1 0" P 5 0 P47 POOL SHELL 6 ASSOCIATED PILE5 By OTHERS • CONCRETE COLUMN on "VARIABLE PILE" - COORDIANTE LOCATION Of PILE E COLUMN WITH FINAL POOL DESIGN PRIOR TO CONSTRUCTION TYPICAL FOR ALL PILING ADJACENT TO POOL SHELL TYPICAL EXAGERATED 5HEARWALL FOOTING @ PILE CLUSTER P22 7'-5" 9 10 P23 TYPICAL PILING # '\ 9'-1 O" - TRANSITION CAP TYPICAL PILING # P 4 P4 5 TRANSITION CAP - i P42 - ... I I ELEVATION CHANGE TYPICAL PILING @ 1 -,` -` 5HEARWALL FOOTING ELEVATION CHANGE (� _r _; AT 5HEARWALL PILING AT 5HEARWALL PILING 43 kips MAX. LOADING 16, - I I I I I I- I- 1 -1-1 -- - 11 1 1 111 V��/- -- -- - - - --- ---- - ------- - ------------- ....... .. .... I _ - -- - Q�/ - -- - - P25 P2G P27 P2(5 P29 P30 P3 1 AUGER -CAST PILE LAYOUT SCALE: 1 /4" - I '-0" THESE PLANS ARE NOT FOR CONSTRUCTION UNLESS STAMPED "Construction Set", DATED, SIGNED AND SEALED BY THE ENGINEER, ALL CONSTRUCTION SHALL BE IN COMPLIANCE WITH ALL JURISDICTIONAL PERMITS, CONDITIONS AND CONTRACT DOCUMENTS. CONTRACTOR SHALL COORDINATE ALL DETAILS AND ELEVATIONS WITH ARCHITECT PRIOR TO CONSTRUCTION. P24 TYPICAL PILING @ PATIO w/ TRANSITION CAP POURED -IN -PLACE or PILATER BLOCK CONCRETE COLUMN - REFER TO PLANS FOR LOCATIONS - REFER TO ` COLUMN SCHEDULE FOR SPECIFICATIONS REINFORCEMENT - TYPE "C- I " COLUMN ILLUSTRATED TPAN51TION CAP or GRADE BEAM REFER TO TRANSITION CAP DETAIL (sheet 5-3) FOR REINF. \ REFER TO GRADE BEAM DETAILS sheet 5-9 CLEAN OUT G" BELOW TOP OF PILE PRIOR TO CAP CONSTRUCTION #3 5TIRRUP5 SPACED 3" O.C. @ TOP OF PILE THEN 10" O.C. FOR REMAINDER A5 SHOWN I G" d1a. AUGER CAST PILE w/ (G) #G BAR5� only (3) bars shown PILE 5HALL BE DRILLED w/ A CONTINUOUS FLIGHT AUGER AND CAST w/ 5,000 PSI GROUT WIRE TIES (G) #3 BARS TAPERED TO POINT * TIED TO PILE CAGE A5 SHOWN N cV HOOK ALL PILE REINF TOWAKD5 N CENTER OF TRANSITION CAP or GRADE BEAM - REFER TO DETAILS (sheet 5-3) TOP OF TRANS. CAP --- - - EL.=SEE SCHEDULE Q S m A Q r` 3" MIN. PILE EMBEDMENT L1J, per FBC 1810.3, Y a Y a o tll o m a ch w U J W 2 U Q ' O 0 U N O Eo � rn 6n U 8 Iz:) C°) / W z i=t n) r. zFq w c�7�a ° PILE CAPACITY 15 RELATIVE TO PILE DEPTH P-1 ion r6 BELOW THE SCOUR LINE. REFER TO DEEP rn FOUNDATION NOTES FOR DETAILS. Z N w C7U0 o a BOTTOM OF PILE CAGE EL.=SEE SCHEDULE PILE/CAP/COLUMN DETAIL SCALE: NOT TO SCALE PILING 5CHEDULE DESIGNATION TYPE TOP OF PILE PILE DEPTH PILE length CAP eleatlon P I -PG I G" AUGER -CAST I 7.25 navd - 19.00 navd 2G.25' 9.00 navd P7-P9 I G" AUGER -CAST I 8.75 navd 19.00 navd 27.75' 10.50 navd PI I P 12 -_ _ _- I G" ---.._.._ _ _ AUGER CAST - - - -- 8.75 navd i -1 9.00 navd 27.75' 13.00 navd _ _.-- - : ___-_._ . - _ _ P 13-P2 I I G" AUGER -CAST 1 1 .25 navd -1 9.00 navd 30.25' 13.00 navd O R o Co Lyon z b P' o la P22-P24 I G" AUGER CAST 10 75 navd 1 9.00 navd 29.75' 12.50 navd M m - -- - P25-P2G _-- I G" - AUGER CAST - _-_-_ 8.25 navd - 1 9.00 navd 27.25' 10.00 navd w O -d o _ _-_ P27 P28 1 I I G" ....... AUGER CAST _ 1 9.00 28.75' 1 1 �4 w 9.75 navd 1 navd .50 navd __.. P29 1 G" ----------------- 1 AUGER -CAST 1 t 1 125 navd 19.00 navd 30.25' 13.00 navd Q P30-P3 I 16" AUGER -CAST 1 10.75 navd 19.00 navd 29.75' 12.50 navd Z U P32 1 611 y - AUGER -CAST 1 125 navd % 24.00 navd 35.25' 3.00 navd Q . U ' TJ ______. _ _ P33-P38 16 AUGER -CAST I 7.25 navd _ 19.00 -..-_ navd 2G.25' 9.00 navd P39 P40 I G" AUGER CAST 7 P4 I -P43 1 G" AUGER CAST -- 1125 navd 19.00 . navd 30.25' 3.00 navd PR18ECDT220. P44-P52 16" AUGER -CAST I 0 75 navd 19.00 navd 29.75' 2.50 navd SHEET INSTALLATION NOTE: TOP OF PILE STEEL 5HALL NOT EXCEED 3" (0.25 feet) BELOW THE CAP ELEVATION I - SITE PROJECT NAME: STREET ADDRESS: PROPERTY OWNER: (APPLICANT) ENGINEER: (AUTHORIZED AGENT) SEC —TOWNSHIP —RANGE: TAX PARCEL NO(S).: ZONING: PROPOSED USE: GROSS SITE AREA: PROPOSED BUILDING AREA: FLOOD ZONE: SEWER: WATER SERVICE: LAND USE SETBACKS FRONT SIDE CONSTRUCTION SCHEDULE: ^;M DATA ACQUAVISTA LOT 3 4422 North A1A; FORT PIERCE 34949 VENETIAN ADMINISTRATION LLC 7400 W FLAGLER STREET MIAMI, FL 33144-2402 DAVID S. KNIGHT, P.E. KNIGHT, MCGUIRE & ASSOCIATES, INC. 80 ROYAL PALM POINTE, SUITE 401 VERO BEACH, FL 32960 (772) 569-5505 SECTION 14, TOWNSHIP 34, RANGE 40E 1414-704-0004-000-3 HIRD (North Hutchinson Island) SINGLE FAMILY RESIDENCE 0.76 AC (33.105 @f) 8,055 SF (buildable area) AO (depth 1) & AO (depth 2) PER F"I.R.M. MAP 12111CO094 J, DATED FEBRUARY 16, 2012 FORT PIERCE UTILITIES FORT PIERCE UTILITIES L-1 REQUIRED PROPOSED 25' SPECIAL 7.5' 7.60 (NORTH) (SOUTH) 09/18 begin 11/'9 complete 7 \ MULTI -STORY RESIDENCE \ F.F.E.•11.6' ' O� 9.1. \'\ � � <. \ r \ r \ 9 ♦1 WM a ee , e• tf.. N89°2O'49'E(P) .� 1 �'' \ \ ` ,S O101 { \`A' LOT 6 RIP BLOCK A QUEENS ISLAND PRESERVE �\ P.9. 60, PAGE 4 (OCCUPIED) tP5 — — — — — — — — — — — — — — — — — — — — — — — — — — — / — — — — — — — — — — BEACH ACCESS EASEMENT / j P.8.60,1`06E4 Z yJ/4/ LOT 5 � ,: 7.5' `xfe uet ock 4{{ 1 \ v' 5'UE. P.B.60, PG, 4\ \ tl V> t P B 60, P 1 y°� i x y \ \ ? FIND IR G' N1156809.22 ° 6 '.E .82 N6621 '21'555"E 42.14' c u o \.. • \ / /. p h�IDt1, N \ to t5•J \ A LIFT STATIO0 �E4P I o LSE, 53.01'(PA M 4WM a `c \ `Ja 9iy p" 32Y • 1 I LEGAL DESCRIPTION LOT 3, QUEENS ISLAND PRESERVE, ACCORDING TO THE MAP OR PLAT THEREOF, AS RECORDED IN PLAT BOOK 60, PAGE 5, PUBLIC RECORDS OF ST. LUCIE COUNTY, FLORIDA. SAID PARCEL CONTAINING 0.76 ACRES, MORE OR LESS. ...AS STATED IN THE CERTIFIED SURVEY FROM VELCON ENGINEERING F, P W W THE DRAWINGS ARE THE PROPERTY OF THE DESIGNMU OSK ENGINEER, WHETHER THE PROJECr FOR WHICH' THEY E ARE MADE IS EXECUTED OR DRAWN PMP NOT, COPY OR USE FOR p - CHECKED DSK OTHER PROJECTS IS PERMITTED ONLY BY WRITTEN CONTRACT WITH 0LMAORK REVISED PER COMMENTS FROM FDEP DATED 08-31-18 09-05-18 PMP SCALE AS NOTED THE ENGINEER. UNAUTHORIZED USE WILL REVISION DATE BY DATE 08-26-2018 BE PROSECUTED PURSUANT TO THE COPYRIGHT LAWS. F4JD PK6D " "PSM 4971' SITE BENCHMARK EL -553 N.A.V.D.'88 2 N.+II56809.22 >• E.68850166.82 N. 1'25-E 48.98' . TO C.C.'25"E To CSURE .E MEASURED AT90° N O 3 e VARIOUS CCCL NORMAL DIMENSIONS"I ADDED PER COMMENT REQUEST MH.W.L. EL. 2.0. N.6.V.D.'29 8/19106 PER P,B. 50, PG. 4 S � n "— A.E. PROPROV EED 6' BEACH A CESS EASEMEV `•, B s \ —\ \'' \ ID 5NTAgf \ \ \ RUCTION 9 Graphic Scale 90' TE \ \\ \ ,I APPROVED PLAN AS PERMITTED \ \ ° BY THE DIVISION OF WATER RESOURCE MANAGEMENT ° / BLOCK A FLORIDA DEPARTMENT OF ENVIRONMENTAL PROTECTION • ( QUEENS ISLAND PRESERVE\ APPROVED CONSTRUCTION AND ANY OTHER AUTHORIZED ACTIVITIES MUST `? \. P.B. 60, PAA)rE 4 \ �` `\ `;; \\ \ COMPLY WITH ALL CONDITIONS OF THE PERMIT. CONSTRUCTION AND ACTIVITIES ARE STRICTLY LIMITED TO THOSE BOTH SHOWN ON THE APPROVED \'\ \ • \ t •\ \\ \n \ PLANS AND LISTED IN THE PROJECT DESCRIPTION. THIS PERMIT IS ISSUED PURSUANT TO CH. 161,F.S. AND OTHER PERMITS MAY BE REQUIRED. .. \ , s \ \ e \ g \ October 26, 2018 \ q \ '\ \ S ,,\ \ ��• \ Reviewed by e'?\ �+Q4 •�10 �( r# 1�t' Sys' Ohl,? °•,^ �Fs qf+\ °"�'' ,°H DE A6APE AREA \ eDENSE \ •° S AGAPE oT' 1 • �,, .\\\ \ ` IV AWA � N89°20'49'E(P) 424. 3'(PAC) \ \ •\ \ d,\ \ 1\ \ 3.21'(c) \ e M1� \e 0 �rFND IR6 84431'; +. ,4 BAE. QIT •5 ° ' r BA.E. ao La ae' EACH ACCES'TASEAfNT �p ^, + caNOPv LtMITs �. e� i �O, .,P ,•.+,A•.'•.� �Rq �4 .�'; ,D' a (lypN Yi Ngg `l ) � � \ r`( •I� -�3�g y,o �,t ', > `S ,. O' y £ �VA Owl 9 %\ ^+ \r'' PJ• \ ;4 ''\. `3� \l1\ +e� / A \ \ °l e� '�l \�, y�B LC �, l'fe f \a ,4 Q eM1\ 6 ee. e9 '. ° 1 e e \�' yb °y+ qT°\+ \ $d Nd•°'• e ° '='� '\ \I li ' £ �•' ,,. / • •.\•n A �,\V�� 9°j `Q; aM1 1 °.o�' �� 02 \ M1h*� a°ryD \ °+�NPe� $, ��o� �e ^a ``. SR ° 34. 6 \ � �P� "—\\ SfASAASs IN �. ^PA I ACRES=O. tA,S9 (VACA AREA / q '� --DENSE SEAGAPE L. e �' VE6ET6T3E6'N'/ °° AREA i`\\\ 9�..� \ \ '•., d �", • yyEA6MPF.1' -..�w� ° 1 + 1 \. W \ \�"I \�, •d `. S� 5'j %p e N22°33'S5'W \ G \ 9 a eb ♦ \ �'^ ~ 220.05'(P6C) b 5' \O' : 4 A°'•. 44 88 (Pdc) a 589°20'49"W(Pi 3 2'(P.M,AC) 1 J \ • qy 589°21' 'W(M)X.\ a' e o VNPLATTED >O 4 PARANCONDOMINIUM � N SO q SEAWARD EXTENT of PROPOSED MMMO CONSTRUCTION +e" q LOT )d \ (vacaryrl \,+e KNIGHT, McGUIRE & ASSOCIATES, INC. CONSULTING ENGINEERS AND PLANNERS 80 ROYAL PALM POINTE, SUITE 401 VERO BEACH, FL 32960 PHONE: (772) 569-5505 FAX: (772) 569-1455 E-MAIL.: Civil@KnightMcGuire.com CERTIFICATE OF AUTHORIZATION NUMBER - 00006335 Extent '' S000f6 7 EXISTING STRVCTURE BOTTOM P.P.E.= 7.69' ACQUAVISTA - LOT 3 SINGLE FAMILY RESIDENCE ST. LUCIE COUNTY, FL. HORIZONTAL CONTROL PLAN Coastal Construction Setbacks Date nrvls RESpJi.Ci ;W, &ATFR ; y VAGE',gfc ftiT SCANNED BY St. Lucia County L� 3 3 1, y tv r �( DATE: � DP�TE _U.�.�O��, ,. PR18E-0220. FT'1 • � SHEET Scott B. McGuire, P.i'_ , David STT.44Knight, P.E., IO f Jr i Fl. Reg No.39573 FI.Reg No:4106041060 M LOT 4 4 \ \ 5P A \ \ 1 \ NOT NO DRAINAGE DIRECTED 1 \\ TILEVERED, TOW RDeeADJACENT PROPERTY 01 f�nn I R' - c s + \\ \ \ '1 1 BAE. B.A.E. MMT 56 dlip ....,.b�`'tt ES@ NYII. 1� 'v ..--- .y. J 7 b B.A.E. B. 5' U.E, i \ 1 o r 7.5'Ide s t aGk s o a' - o BA.E. PRO \ :SED 6' BEACH A6CESS EASEME \T �f°PRO GARAGE ,\° ! Lowes FLoor EI ®'AVER I .c 4. iDRIVE F 9 N. D. !\ \ fir \ , t,VIA ••,-55. 3.3 y: \ \ \ \ w�% +� \ \\it \ 99 Ti Hr \ \STOO 1 ESTABI-ISHED V A V A V APPROVED PLAN AS PERMITTED \ \ o s.o STRUCTURE �\ ti°`' v \ \m A`, A e 00 a� 3 °, gti y , � % \ pw L• BY THE DIVISION OF WATER RESOURCE MANAGEMENT T`g�T A \ �\ LCOV•,� N55 BUILDING LINE �� L T 3 °ti' otiV °1' `'� V 0 °\ ° ++ FLORIDA DEPARTMENT OF ENVIRONMENTAL PROTECTION \ s V '•; APPROVED CONSTRUCTION AND ANY OTHER AUTHORIZED ACTIVITIES MUST v BILOL�C A \ �� .I .>:,-A.A \ ELEVATED �DL r ` 1 V COMPLY WITH ALL CONDITIONS OF THE PERMIT. CONSTRUCTION AND a''e' BC PATIO CK o \ / I�-� \ ••\ `\ `.` \ G\\`,. 1, \ ACTIVITIESARE STRICTLY LIMITEDTO THOSE BOTH SHOWN ON THE APPROVED ( Q EENS _ LAND PRESERVE ,...,,r, \ •N < �. �. \' 12:5 - �:: 0 ` \. \ ` `+ `, `\` PLANS AND LISTED IN THE PROJECT DESCRIPTION. THIS PERMIT IS ISSUED t Pp \ 10.0 _ a ti° i , y,� '•; \ P. B. 60, PAGE 401 �2\,. \ PURSUANT TO CH, 161, F.S. AND OTHER PERMITS MAYBE REQUIRED. \ c V. A iQ 866/ ` \ z 5 b ��\ \ .� , " FinisEa FLoor I a® \\ \ \ \' \ .. _ •�" : 4�T q tf ICONC r , °" ` 1 ,' 'h� . A 1 1 0 12.0 1 1.5 \ b \ ti \ g �' q, �� 'l •`' A b .° :'` : \ 5 \' o °'. 7.5 Se t Eck 7 o • Rev by RlCPSM e'� ��f►. MEN N RED �' 4 N:q V.D.3� \ \ ' FL O sr \ \_.. NOTE: NO D D.IR ED V.E. \ .. r; TOWARD AD ENT PR ` ERTj' P.B. 66, PG. 4\ V A 5' U.E. e WIMP.B. 60, PG. 4 LOT Q t \ \ t / A `NjT `.✓ u AQ'\\ a'� a i0\ oib c Ab ` ocy o o tih tiq \ \ -o >° �° I ao 1 ' \ \ \ \ . • \ . \ v \ 7Z y\ \ ` •c'�• \ x \ <° o °Sit Pl with Dr Ina e ' a 1 y y v g M1 , `^� \ ym N.im \ ,Yp``� •, !p° ,y9 ti \\ h \: \ ,., `. S yy>�: �1teed " = 20'>3• �\ \ '' YY �,. L'. �' \' �\ •' Ilk �• \ ✓/� /` , \ X \ vC1 DENSE SEAGaPE ! - \\ \ aT.In TR h- \ .� \ \ -. -___� \ \ .�, \REA /y.,.i '\ r wI I- wl to ' W IH- LilaD I ` J IOL �Ig g z W (~ F- F-- IX IN f- I L� Z N .- Zlw w,w l¢l01 wl Do Ito o!� oo v1 NIT WI IwIW w wlW�h It° cis¢ ZIP al¢ �Iw �I° UI atl ¢a ¢ ¢a ¢ Iw wlw 'IuI WI w h 1 ° d 2 U ¢ w I 31 31z 3) 91z to �I8 �I I� �I 1IM F) X1N ool ¢I> ZI xl xi0. x1 M10 10 w u� rn w N w ww wlc rl �I¢ 0 .. olw wltn ^I Iw V) I''1z �Iw vl� vl0 O1I �Iw QI =1 =100 00 =1 =r I a'a ¢Iw i i UI �10U I o1� `v1� ^I IL` �I al ¢lo ZI ZIL. I _ go I I ~bi __-__g G---- _____Sol NL _1.-._....__._.--_._...__.._-._..._I-_.,._.._:---_.----_..---._.-------_.-.__.�_ ___. -----.r`� ---�Z� �I gl> I U U U ¢ 3 O VROOF PEAK. ELEV = 53.9 navd - - - - -0 M M _ _ _ - > I NI tnl _ _ _ l _ _ _ - _..._ - _,_. - - - - _:. e _ - _ 2nd FLOOB�0.6. ELEV 47.0 navd _ I I 0 IM I _ I� I I I I POOL AND PILING BY OTHERS 2nd FLOOR F.F. ELEV = 37.0' navd - - I I - I I I I I I L.H,S.M. ABOVE 16.41 N.A.V.D. �I� I QIo 1 MAX POOL DEPTH 5,5_ __- I I 0 I I I I 1st FLOOR T.O.B. ELEV = 35.33 navd - - ---- -_. =�1== --�` .. __ _- _- ! __._���=I W.p®OL-DECK-®-2a:`�-N:�.v:D:-.___-__��e:.= ��"����'.__W__�.`�.�_-__;��'a..`___-______.__-.__--_____-_ I _ I POOL DECK HEIGHT ABOVE GRADE I - - - - - - w w CN\1 \_October 26, 2018 Date Average distance between _I Roof Ridqe and Eave Uj I I I I VARIES - 12.5' MAXIMUM I I PROPOSED BUILDING HEIGHT I I I I I I �i 0F.F. FIFV = 94.0' navd --_--i--____- -_ ''E' - ----------------- --------------------------------- ----------- _-I-----I------ I PLANT NATIVE VEGETATI minimum LHSM ELEV 16.41'navd --I _ - _ - -LI_ a _ _ _ L - I_ (SEA 0 s neede I I I I I I Lobh Finish Floor 13.0 navd rii xotics -- O �--.- _.•...-- -_._. y._...__...,.._ _- �----I--------I_-_L._......---_.L -I-- ( _._-.._.....__V.._..-._._ Y-_I__--�_ I -I.__ I--__ ter,,-. ._ _ > ?,_ _- -_ _ _ _ _ . min: ALCOVGABLE F F. ELEV/ - 18.5 navd Garage Finish Floor __ _ nav I IBrick Paver R ..._ .._ _ _ .,._ ...,.. _ Elevation 1.21 navd I I 24 I I �a I Garage Finish Floor 9.0 navd-- - -- FDEP SOUR ZONE (ELEV 1.1navd i i � r---,_----_--_-- ---I I cuor pplua ng layo `----- BuildingHeight Analysis sisiingdhtper Estimated PILING DEPTH -15. navductan efertostructural plans for details "--`""•_"__"•-'-----------•-�-----------I-------------� ,_,_•._,,.._,__,•._,_,..._ Scale: 1 " = 20' I I I I I I I 1 I I I I 1 I I l I I P I I I f I GENERAL NOTES Longitudinal Building Section A -A LEGEND 1 1.) E 4REL HIGH, TEMPORARY CONSTRUCTION FENCE SHACK BE PLACED SCO e: " = 2O' PROPOSED ELEVATIONS (NAND 88 DATUM) ENTIRELY ACROSS OCEANSIDE EDGE OF THE CONSTRUCTION SITE AS SHOWN IN PLAN. 2.) THE CONSTRUCTION FENCE SHALL BE MAINTAINED THROUGHOUT THE SEA TURTLE PROTECTION NOTES CONSTRUCTION PERIOD. ITE EXCAVATION/FILL QUANTITIES 100- 1 EXISTING ELEVATIONS (NAND 88 DATUM) r Vear Storm Considerations -'M" 3.} AREAS OUTSIDE THE CONSTRUCTION FENCE SHALL REMAIN 1.) NO CONSTRUCTION CAN OCCUR SEAWARD OF THE PRIMARY DUNE, EXCAVATION OF PILINGS 78: C.Y. DRAINAGE FLOW ARROW Pool above grade GOVERNING RANGE MONUMENT ROt6 (St. Lucie County) UNDISTURBED (EXCEPT THE REMOVAL OF EXOTIC PEPPERS AND DURING MARINE TURTLE NESTING SEASON. (SEASON MAY 1ST TO AUSTRALIAN PINES). OCTOBER 31) TOTAL SITE EXCAVATION Sot C.Y. 100-YEAR STORM ELEVATION 16.41' N.A.V.D. FRANGIBLE, PERVIOUS BRICK PAVERS (OR FRANGIBLE 4.) THE EXTERIOR LIGHTING SHALL BE IN ACCORDANCE WITH THE APPROVED SEA TURTLE PROTECTION PLAN. 2.) NO FENCES, INCLUDING CONSTRUCTION FENCES, CAN BE ERECTED ON EXCAVATED MATERIAL AVAILABLE FOR USE coC 100-YEAR STORM DESIGN GRADE 1.21' N.A.V.D. CONCRETE, SAW CUT ® 5' O.C.) THE SANDY BEACH DURING MARINE TURTLE NESTING SEASON. APPROX. zzOf C.Y. 5.) ALL FILL BROUGHT TO THE SITE SHALL BE OF SIMILAR GRAIN SIZE LOWEST STRUCTURAL HORIZONTAL MEMBER \ PROPOSED FILL AND COLOR TO THAT WHICH NATURALLY EXISTS AT THE SITE, 3.) NO LIGHTS SHOULD BE VISIBLE FROM THE BEACH DURING APPROX. ADDITIONAL FILL NEEDED 14of c.Y. CONSTRUCTION. ALLOWED 16.41' N.A.V.D. EXCAVATION ACTIVITIES ARE RESTRICTED TO THE AREA BETWEEN 20• AND iD5' FDEP SCOUR ZONE f`"0+ q 6.) FILL SHALL BE BROUGHT IN IN LIFTS NOT EXCEEDING IEV FEET AND SEAWARD of HE 1988 cccL. PROPOSED APPROX. 21.5' N.A.V.D. SHALL BE COMPACTED BY MECHANICAL MEANS TO ACHIEVE 98% MAX. � 4•) ONLY THOSE EXTERIOR LIGHTS INCLUDED IN THE APPROVED AND -�� -� DRY DENSITY. STAMPED LIGHTING PLAN CAN BE INSTALLED ON SITE. FILL ACTIVITIES ARE RESTRICTED TO THE AREA BETWEEN 11' AND 106• SEAWARD OF x, - v' THE 1888 CCCL. MINIMUM FINISH FLOOR ELEVATION 18.5' N.A.V.D, � t- �. 5.) ALL GLASS WINDOWS AND DOORS MUST BE TINTED TO A 457 LIGHT PROPOSED FINISH FLOOR ELEVATION 24.0' N.A.V.D. 1 CONTOUR &ELEVATION SEP 06 !1t® 7.) ALL CONSTRUCTION AND DESIGN SHALL BE IN COMPLIANCE WITH ALL CALCULATIONS BASED ON FILL AND EXCAVATION EAST OF THE 1B88 C.c.O.L. �t1ltl F.D.E.P COASTAL PERMIT, ST LUCIE COUNTY CODES & ORDINANCES, TRANSMITTANCE LEVEL. SROUGHr o SITE WILL BE OF SIMILAR GRAIN SIZE AND COLOR AS EXISTING Sol A 16 AND THE FBC 2010. MAJOR HABITABLE STRUCTURE TO BE PILING SUPPORTED. ran PFFnillp101V (;, Ar cl r i ALL CONSTRUCTION BELOW LSHS ELEVATION 16.41' navd SHALL BE BREAKAWY DESIGN. DRAIN & PIPE %H � n (' A A ,�,Pfln �7 T, ,Z7' n SECTION LINE I l CONSTRUCTION FENCING a v I 71; THE DRAWIN PROPERTY OF THEE THE KNIGHT McGUIRE &ASSOCIATES INC DATE: DATE: PROJECT NO. , ENGINEER. WHETHER THE 1-- AC(,UAVISTA -LOT 3 5'20i„ ,B-D22 DESIGNED DSK NOT. e�s EXECUTED FOR OR r SITE PLAN `, DRAWN PMP NOT. COPY OR USE FOR K .r - , CONSULTING ENGINEERS AND PLANNERS �G1 OTHER aRaONLY >s A ... ; ru +. :, SHEET CHECKED DSK WRITrETW ONLY BY VE 013E c } _ 80 ROYAL PALM POINTE, SUITE 401 VERO BEACH, FL 32960 SINGLE .FAMILY RESIDENCE Building Sections Is4 � WRITTEN CONTRACT WITH "' I I I , THE ENGINEER. ,..... ( ) @ g ST. LUCIE COUNTY, FL. r' 0 01 REVISED PER COMMENTS FROM FDEP DATED 08-31-18 09-05-18 PMP SCALE AS NOTED UNAUTHORIZED USE WILL I I 1 - t PHONE: (792) 569-5505 FAX: 772 569-1455 E-MAIL: Civil@KnightMcGuire.com htMcGuire.com {' Scott B. McGuire, P.E. David S. Knight, P.E. 20fs MARK REVISION DATE BY DATE 06-26-2018 TO THE at SCOPYRIGHT LAWtuUTED N 7 1- CERTIFICATE OF AUTHORIZATION NUMBER - 00006335 Fl. Reg No. 39573 FL Re No. 41660 ' d d \° 5 U.E i �\ \ P.B. 60, P 4 \ I d Y a �IAOO A O A O A O 0 E 2devery nstep C Ground Lighting Plan Scale: I" = 20' B.A.E. B.A.E I t First Story Lighting Plan Scale: I" = 10' aAE. BA.E. B.A.E. B.A.E. - SAE. M TE O- 01 0 + Ir \ a b \, \ 4E 40' 69 \ Graphic Scale \ 1 10 R o \\ \ ON \ • , y o \ DEPARTMENT OF ENVIRONMENTAL PROTECTION s'ys APPROVED LIGHTING PLAN ,,+ ' VA •,', A �;,+ �'., N his: 8r,Proval is limited to the exterior lights depicted on the seamped plans. This approval does not relieve the >pniicant of thp responsibility to obtain any other appr a aais or perrnftr which may be required by Federal, stale' County or municipal law: October 26, 2018 Rev'r"' ri by Date LIGHTING KEY SYMBOL FIXTURE QUANTIrn BULB MOUNT HEIGHT COMMENTS O RECESSED 18 WATT CEILING VARIES INTERIOR BLACK BAFFLES A CEILING LIGHT 6 LED MOUNTED 12 max. WILDLIFE CERT. NO. ...._.. (AMBER) .............. (recessed) ABOVE F.F. 2012 041 SHIELDED WALL 6 8 WATT LED WALL 8' ABOVE GRADE ......__ _.........._... WITH TURTLE INSERT B SCONCE (AMBER) MOUNTED (1ST FLOOR) WILDLIFE CERT. NO. FIRST FLOOR ONLY 2007 030 C� 5 WATT LED MAX IF ON PERIMETER OF POOL MOUNTED 12 (AMBER) MOUNTED HEIGHT 12" DECK, MUST BE MOUNTED STEP LIGHT (recessed) DIRECTED AWAY FROM BEACH ....... ___.._. ABOVE F.F. CERT N0. 2008-007 p PATH 5 WAS O LE 18' ABOVE LIGHT DIRECTED DOWNWARD LIGHTING 7LED (AMBER) MOUNTED GRADE WILDLIFE CERT. NO. .......... - __.._. .. 2010 014 F POOL 3 WATT LED ..... 24 3 BELOW _........... .- ... .... WITH TURTLE INSERT LIGHT 1 (AMBER) UNDERWATER WATER WILDLIFE CERT. NO. SURFACE 2012-001 LANDWARD SIDE OF F WALL MLIGHT 18 WATT WALL ❑ ENTRY 4 LED MOUNTED 8' ABOVE PROPERTY ONLY — (AMBER) (flush) GRADE WILDLIFE CERT. NO. ............. 2016-036 WALL MOUNTED OPTIONAL 3 WATT LED WALL MOUNTED MAX HEIGHT 12" MAY BE USED IN PLACE OF "C" STEP LIGHT (AMBER) recessed ( ) ABOVE F.F. TYPE LIGHTING CERT. NO, 2013-020 REFER TO ARCHITECTURAL PLANS FOR PLACEMENT OF LIGHTING FIXTURES ALL LIGHTING SHALL BE PLACED TO AVOID SIGHTS FROM BEACH FOR SEA TURTLE PROTECTION c SEP 0 6RE 20119 C rt,1rS� SOURCE �Nh4,u;':;, I� `n xl:l o C1 Graphic Scale C t THE DRAWINGS ARE THE PROPERTY OF THE KNIGHT McGUIRE & ASSOCIATES INC DATE: DATE: PROJECT NO. ENGINEER. WHETHER THE 1 ... . DESIGNED DSK PROJECT FOR WHICH THEY -*- ACQUAVISTA — LOT SEP. 5 201$. ARE MADE J EXECUTED OR > > 18-022 DRAWN PMP NOT. COPY OR USE FOR K -4t- CONSULTING ENGINEERS AND PLANNERS Landscape & Ground Floor OTHER PROJECTS IS ,SINGL. FAMILY RESIDENCE SHEET CHECKED DSK EEPWri v CAtr eY vE o»E c WRITTEN ENGINEER. ACT WITH �- - { 80 ROYAL PALM POINTS, SUITE 401 VERO BEACH, FL 32960 First Story Lighting Plans - - THE ENGINEER. @q g ST. LUCIE COUNTY, FL. . E• SCALE AS NOTED UNAUTHORRUT USE WILL I PHONE; (772) 569-5505 FAX: (772) 569-1455 E-MAIL: Civil Kni htMcGuire.com - Scott B. McGuire. David S. Knight,1j eE PROSECUTED PURSUANT[ z.-- MARK REVISION DATE BY DATE 06-26-2018 TG THE COPYRIGHT LAWS. I CERTIFICATE OF AUTHORIZATION NUMBER - 00006335 Scott Reg No. ire. P.E.P FL Re tPO 3of5 Fl. iir11 — — c 10, ^J 40' SEA TURTLE PROTECTION NOTES 1.) NO CONSTRUCTION CAN OCCUR SEAWARD OF THE PRIMARY DUNE, DURING MARINE TURTLE NESTING SEASON. (SEASON MAY 1ST TO OCTOBER 31) 2.) NO FENCES, INCLUDING CONSTRUCTION FENCES, CAN BE ERECTED ON THE SANDY BEACH DURING MARINE TURTLE NESTING SEASON, 3.) ALL CONSTRUCTION FENCES MUST BE ERECTED LANDWARD OF THE PRIMARY DUNE. 4.) NO LIGHTS SHOULD BE VISIBLE FROM THE BEACH DURING CONSTRUCTION. 5.) ONLY THOSE EXTERIOR LIGHTS INCLUDED IN THE APPROVED AND STAMPED LIGHTING PLAN CAN BE INSTALLED ON SITE. 6.) ALL GLASS WINDOWS AND DOORS MUST BE TINTED TO A 45% LIGHT TRANSMITTANCE LEVEL. sed Lighting Elevation - North F Scale: 1" =10' ace I IIIIIII Proposed Lighting Elevation - East Face Scale: 1" =10' 1� Proposed Lighting Elevation - South Face Scale: 1" =10' DEPARTMENT OF ENVIRONMENTAL PROTECTION APPROVED LIGHTING, PLAN This approval is limited to the exterior li&hts depicted on the stamped plans. This approval does not relieve the applicant of the responsibility to obtain any other approvals. or permits which maybe required by Federal; State. County or Municipal law. i October 26, 2018 Reviewed by Date LIGHTING KFY SYMBOL FIXTURE QUANTI BULB MOUNT HEIGHT COMMENTS RECESSED 18 WATT CEILING VARIES INTERIOR BLACK BAFFLES O CEILING 6 LED MOUNTED 12' max. WILDLIFE CERT. NO. A LIGHT (AMBER) ...... (recessed) ABOVE F.F. 2012-041 SHIELDED WALL 6 18 WATT LED WALL 8' ABOVE GRADE _. WITH TURTLE INSERT WILDLIFE CERT. NO Ba SCONCE (AMBER) MOUNTED (1ST FLOOR) 2007-030 FIRST FLOOR ONLY C� 5 WATT LED STEP MAX IF ON PERIMETER OF POOL M UAN ED 12 (AMBER) MOUNDED HEIGHT 12" DECK, MUST BE MOUNTED STEP LIGHT (recessed) DIRECTED AWAY FROM BEACH ABOVE F.F. .. CERT. NO. 2008-007 _............ .,.,_....... .............. D rr" PATH 5 WATT LED POLE 18' ABOVE LIGHT DIRECTED DOWNWARD !� LIGHTING 7 (AMBER) MOUNTED GRADE WILDLIFE CERT. NO. 2010-014 E POOL 1 3 WATT LED UNDERWATER 24't BELOW WATER WITH TURTLE INSERT WILDLIFE CERT. NO. LIGHT (AMBER) SURFACE 2012-001 F WALL OUNT MLIGHT 18 WATT WALL LANDWARD SIDE OF Q ENTRY 4 LED MOUNTED 8' ABOVE PROPERTY ONLY (AMBER) (flush) GRADE WILDLIFE CERT. NO 2016 036 G WALL MOUNTED OPTIONAL 3 WATT LED WALL MOUNTED MAX HEIGI-T 12" MAY BE USED IN PLACE OF 'C" STEP (AMBER) TYPE LIGHTING LIGHT (recessed) ABOVE F.F. CERT. N0, 2013-020 REFER TO ARCHITECTURAL PLANS FOR PLACEMENT OF LIGHTING FIXTURES ALL LIGHTING SHALL BE PLACED TO AVOID SIGHTS FROM BEACH FOR SEA TURTLE PROTECTION SEA TURTLE PROTECTION NOTES 1.) NO CONSTRUCTION CAN OCCUR SEAWARD OF THE PRIMARY DUNE, DURING MARINE TURTLE NESTING SEASON. (SEASON MAY 1ST TO \ \ \ OCTOBER 31) 2.) NO FENCES, INCLUDING CONSTRUCTION FENCES, CAN BE ERECTED ON \ \ \ THE SANDY BEACH DURING MARINE TURTLE NESTING SEASON. \\ \ . 3.) ALL CONSTRUCTION FENCES MUST BE ERECTED LANDWARD OF THE ��11 I PRIMARY DUNE. s 4.) NO LIGHTS SHOULD BE VISIBLE FROM THE BEACH DURING E1A/ \jj U E. CONSTRUCTION. r -, A C 5.t ONLY THOSE EXTERIOR LIGHTS INCLUDED IN THE APPROVED AND /j P. B, 60 PG. 4 LOT 2 r STAMPED LIGHTING PLAN CAN BE INSTALLED ON SITE. O a t / t 'ao 6.) ALL GLASS WINDOWS AND DOORS MUST BE TINTED TO A 45% LIGHT 0620,8 APO �j,E TRANSMITTANCE LEVEL. • 1if Second Story LightingPlan_ of V MANA T Scale: 1" = 10' i y 0' 5' 10, 20, 39 49 � r c n L `D Of Graphic Scale z jl GI D v /\/ G'I •-v p THE DRAWINGS ARE THE PROPERTY OF THE ENGINEER, WHETHER THE DRAWN PMP oo co SE oR �K ;- - �, KNIGHT, M ING ERG & ASSOCIATES, OD PA NES, INC. ACC UAVISTA -LOT 3 Second Floor Li hti DATE: DATE:p 5, }& PROJECT122 O. o ARE MADE IS EXECUTED OR HER PROZ07S c CHECKED DSK PERMITTED ONLY BY �'R o PLANNERS SINGLE FAMILY RESIDENCE Lighting Plan _ ., SHEE-T.,. WRITTEN CONTRACT WITH 'r aa }-- 80 ROYAL PALM POINTS SUITE 401 VERO BEACH FL 32960 Lighting Elevations THE UNAUTHORIZED PHONE (772) 569 5505 FAX. (772) 569 1455 E-MAIL. Crvtl@KntghtMcGuire.com ,ST. LUCIE COUNTY, FL. P 06 NOTED uNAUTHO u" usE WILL Scott B. McGuire, P.E. David S. Knight, P.E. , MARK REVISION DATE IYSCAUE DATE 06-26-2018 io THE COarnlcHT°uws"T � CERTIFICATE OF AUTHORIZATION NUMBER - 00006335 4Of5 Fl. Reg No, 39573 Fl. Re>; No. 41060 q 91. C DISTURBED AREAS SEAW OF THE -- CONSERVATION (CCCL) LINE. I ; - ' � NATIVE PLANTS � as necessary it i � PROTECTION NATIVE refer to VEGETATIO REQUIREMEN -- - _ below for acceptable replaceml materials [note'(c)] 1 ` :amyx NA�/IVE-PLANTS- NAV¢) as /qecessarY re109 -sot). BOC CONC \ L:� ',TIQFP1Tp �� a 5z v - vas �, \ ti F 62 P N O I D Ek�,re ��D FND� R&C PSM i 9 1 `� " j LANDSCAPE PLAN ,�xab A ° \ 11n V A Scale: 1 " = 10' i G i Planter Edging Detail Plant List Pavers adjacent to Landscape Areas PAVERS: Paver Systems or equal. 2" min. Native Vegetation Protection Requirements. (All work shall meet the following native vegetation NOTES (color, mix, direction, etc.) 2" Mulchr 1 protection requirements) LEGEND - INTERLOCKING PAVER UNIT PATTERN APPIAN-STONE herringbone color -TSD by owner Finished Grade GENERAL NOTES: AFTER Plant Installation Troweled concrete • For complete Installation & Specification details of pavers contact Paver Systems by Old Castle or equal. edge restraint to be (561)844-5202 8" max, positioned starting • To maintain color consistency, pavers must be installed from several cubes at a time, working NOTE: Top of mulch to be set 2 inches halfway down side vertically through the cube instead of layer by layer. This will ensure subtle blending of any below finished grade of pavers. of pavers, 6" down minor color variations between the cubes. & 6" Out. Cross Section A �.�w oiei p Sand -Filled Joints Perimeter to be lull -paver bolder course (minimal cuts) Edge or concrete ro have emooin Appian -Stone Pavers or Similar flat vaeiwl edge ball Pavers See Legend for ( g Type, Size, Pattern, &Color) V - 1 1/2" Sand Bedding Course Screeded to the grade & profile required t--,, • ,- - r - m }r 1, it '� - 4" Compacted Crushed Limerock NTS' ". 4"-6" Compacted Subbase For complete Installabon & Specification details of pavers contact Paver Svstems by Old Castle of equal PROPOSED DECORATIVE CONCRETE PAVERS DETAIL Palm Planting Detail Tree Stakes are to be removed between 6-12 months NITS by the Owner. cut fronds and (� bud to increase \ • /ln survival of tree. Apply burlap only where wood is in contact All tree, to minimize staining trunk, Construct saucer to _ retain water Backfill mix — n Root Barrier. — See plan for location if applicable. To be installed according to manufacturer's specification. MARK REV SION Place (3) 2 x 4's, equally around tree Secure w/ steel wire strapping �— 24" Radius. Mulch 3" thick. A--- 2 x 4 Stake Diameter of Mole is to be 50% larger than diameter of root ball i Apply Burlap only w wood is in contact w/ tree, to minimize staining trunk. I Construct Saucer — to retain water i tl€ B kf II �G_ I (a) Landscape plants shall be installed in a way that minimizes impacts to existing native salt -tolerant vegetation. (b) Any native salt -tolerant vegetation destroyed during construction shall be replaced with plants of the same species or with other native salt -tolerant vegetation suitable for beach and dune stabilization. (c) All plants installed in beach and coastal areas used to replace vegetation displaced, damaged, or destroyed during construction or otherwise shall be of species native to Florida beaches and dunes in that part of the state, such as sea oats, sea grape, saw palmetto, panic grass, saltmeadow hay cordgrass, seashore saltgrass, and railroad vine. (d) Landscaping activities shall be limited to 10 feet seaward of the authorized structure. No landscaping activity or other removal of native vegetation shall occur seaward of this point. (e) Planting of invasive nuisance plants, such as listed in the Florida Exotic Pest Plant Council's 2007 List of Invasive Plant Species (published Fatl 2007), shall not occur if the planting will result in removal or destruction of existing dune -stabilizing native vegetation or if the planting is to occur on or seaward of the dune system. The 2007 List of Invasive Plant Species (published Fall 2007) is incorporated by reference. Copies of this document may be obtained by writing to the Department of Environmental Protection, Bureau of Beaches and Coastal Systems, MS 300, 3900 Commonwealth Blvd., Tallahassee, FL 32399-3000; or at the following web site: www.dep.state.fl,us/beaches. Tree Planting Detail Tree Stakes are -to a removed behveen s-» mnnfhs by the rluFncr slrc Remove burlap Place (3) 2 x 4's, equally top of too around tree Construct sauo Secure w/ Steel Wire Strapping n of Rol 3" Deep Mulch, after watering in, 24" radius r- 2 x 4 Stake ac t MIX -z _ate=Diamater of Hole is to be 3x larger than THE DRAWINGS ARE THE PROPERTY OF THE ENGINEER, WHETHER THE PROJECT FOR WHICH THEY ARE MADE IS EXECUTED OR - DESIGNED DSK DRAWN PMP NOT. COPY OR USE USEFOR OTHER PROJECTS IS PERMITTED ONLY BY WRITTEN CONTRACT WITH THE ENGINEER. KMA CHECKED DSK VERO BE, " , SCALE AS NOTED UNAUTHORIZED USE WILL BE PROSECUTED PURSUANT - l - DATE BY DATE 06-26-2018 TO THE COPYRIGHT LAWS. 2 x 2 PT Pine tick. ,f hole is to be 50% diameter of root ball Backfill mix Shrub & Groundcover Planting Detail Note: All Shrubs And Groundcover Shall Be Triangular NTS Spaced Along Straight Edges And Will Be Planted In Parallel Rows Along Curved Edges. Edge of Pavement, Curb or Bedline 3" Mulch 4" Earthen Saucer ` W t Prepared Planting :. Soil Backfill Scarify Pit Bottom KNIGHT, McGUIRE & ASSOCIATES, INC. CONSULTING ENGINEERS AND PLANNERS 80 ROYAL PALM POITTE, SUITE 401 VERO BEACH, FL 32960 PHONE: (772) 569-5505 FAX: (772) 569-1455 E-MAIL: Civil@KnightMeGuire.com CERTIFICATE OF AUTHORIZATION NUMBER - 00006335 B.A.E. B.A.E. \ B.A.E. PROP SE North 1 \I \ APPROVED PLAN AS PERMITTED I BY THE DIVISION OF WATER RESOURCE MANAGEMENT 1 FLORIDA DEPARTMENT OF ENVIRONMENTAL PROTECTION ' APPROVED CONSTRUCTION AND ANY OTHER AUTHORIZED ACTIVITIES MUST i COMPLY WITH ALL CONDITIONS OF THE PERMIT. CONSTRUCTION AND ACTIVITIES ARE STRICTLY LIMITED TO THOSE BOTH SHOWN ON THE APPROVED Y PLANS AND LISTED IN THE PROJECT DESCRIPTION. THIS PERMIT IS ISSUED PURSUANT TO CH. 161, F.S. AND OTHER PERMITS MAY BE REQUIRED. �l October 26, 2018 Reviewed by Date ' 3 _ Label Key Qty Scientific\Common Name Ht. Remarks rOwn Drought Plantin Native Tolerant Remarks aNi G.L. ® 1 Bursera simaruba 12' min specimen tree Gumbo Limbo av . mature h t worn 40135 4.5' min. Yes Yes L.V. 1 Quercus virginiana i 12' min. specimen tree Live Oak all v . mature h t/wd[h 60/40 6' min. Yes Yes 4 lx3i Sabel Palmetto 12 mm. min. 6' c.t. , full booted trunk CC.P.3 Cabbage Palm av . mature h t wdth 40 10 n/a Yes Yes V 5 Total Trees- 100%native and drought tolerant y Label Key Qty. Scientific\Common Name Ht. Remarks Native Drought Remanrks Tolerant F" B.W. 3 eonocarpus erectus Buttonwood 6' min. specimen tree, 1.5'• dia. 9 6"above grade yes Yes aV . mature h t/wdth 20/70 +�•+ F.S. 2 Sapindus saponaina 6' min. specimen tree, I.5" dia @ 6"above grade Florida Soa ber av . mature h t/wdth 25/15 Yes Yes v CWM-2 0 Myrico cerifera Wax myrtle 36" min. planted at min. 30"o.c Yes Yes 6 Total Understory Trees - 100a/p native and drought tolerant Label Key Qty. Scientific\Common Name Ht. Remarks Native Drought Tolerant V.I. Q 19 Viburnum sus ensum Viburnum p 24" planted at min. 30" o.c. Yes No ,Q J W.M. T Myrico cerifera WaxM rtle 18" pl intedatmin. 30"o.c Yes Yes H D.Y.H. 18 Llexvomitoria'Nana• Dwarf Yau on Ify is' planted at min. 30"o.c. Yes Yes 48 Total shrubs -100% native and 48% drought tolerant Key I Qty Scientific\Common Name Remarks Native Drought Tolerant y Bohai Sod Yes Yes O Muhlenbergia capillaris Muhl Grass 1 gal. planted at it in landscaped areas not sodded Yes Yes Eucalyptus Mulch I 3" thick layer in landscaped areas not sodded n/a n/a .l. DUNE PLANTS AS NECESSARY- REFER TO NOTES FOR SPECIES YES YES Notes 6 �� All proposed plant material shall be Fla. #11 or better. (Fla. No. 1 as defined by Grades and Standards for '" h Nursery Stock 2nd Edition: Feb. 1998 or latest edition) All new landscape areas shall be provided 100% coverage automatic irrigation system as approved by County R SUU x'c. C WAS :� & DEP. (Temporary only within dune areas) �gGcR,r.- I e.IdT All new planting areas shall be free from shell rock, debris, weeds, etc. t Call 48 hours ContractorContractor shall verify all final quantities in field under supervision of DEP field officer for limits of installation.. neforer,dau dig Contractor shall provide unit prices at time of bid. Contractor Shall be familiar w/ the Landscape code and shall it-800e Law! 4770 comply with all of its applicable requirements. FP&L (305) 347-3900 All contractors working on the project shall be licensed and fully insured as required. c7 I/l.. [7 Sunshine State One Call of Florida. Inc. ACQUAVISTA - LOT 3 DATE: DATE:[p 0 �j 0 `e 208, PROJECT NO, 18_022 SINGLE FAMILY RESIDENCE LANDSCAPE PLAN " SHEET ST. LUCIE COUNTY, FL. DETAILS &Notes art- Scott B. McGuire, P.E. David S. Knight, P.E".,, �OfS Fl. Reg No. 39573 Fl. Reg No. 41060