REVIEWED FOR CODE COMPLIANCE SUBJECT TO ALL …...locations for walls, tie beams and concrete...

SUBJECT TO ALL CODES OF THE CITY OF POMPANO BEACH BP18-00007631 101718

REVIEWED FOR CODE COMPLIANCE

ANCHORING SPECIFICATIONS

CONCRETE SCREWS SHALL BE HILTI KWIK-CON II (NOA12-062505)

EXPANSION BOLTS SHALL HAVE A LENGTH IDENTIFYING LABEL AND BE HILTI KWIK BOLT 3 OR EQUAL

NOMINAL AND TRUE THICKNESS MEMBERS

THE FOLLOWING ARE MEMBERS IN WHICH THE NOTED THICKNESS AND WIDTH IN PLAN AND SCHEDULE IS

INTENDED TO BE THE EXACT MEASUREMENT OF THE ACTUAL BUILT MEMBERS

ALL CONCRETE SLABS

INTERIOR CONCRETE BEAMS AND COLUMNS

FOOTINGS GRADE BEAMS AND PILES

STRUCTURAL STEEL MEMBERS (COLUMNS BEAMS AND CONNECTION MEMBERS)

THE FOLLOWING MEMBERS HAVE THEIR NOMINAL DIMENSIONS NOTED AND THE ACTUAL DIMENSION

VARIES

CONCRETE COLUMNS AND TIE BEAMS IN-LINE WITH MASONRY WALLS WHERE THE COLUMN

THICKNESS SHALL MATCH THE WALL NET THICKNESS

DRESSED LUMBER

INTERIOR PARTITIONS

FBCR440377 PERMANENT FULL-HEIGHT INTERIOR WALLS AND PARTITIONS SHALL BE DESIGNED TO

RESIST A LATERAL LIVE LOAD NOT LESS THAN 5 POUNDS PER SQUARE FOOT (239 PA) AND IF SHEATHED

WITH LATH AND PLASTER DEFLECTION AT THIS LOAD SHALL NOT EXCEED L360

FARID ABUGATTAS PESTRUCTURAL ENGINEER7318 TEXAS TRAILBOCA RATON FLORIDA 33487PHONE (954) 667 - 7803 FAX (561) 665 - 5438PE LICENSE 72471 CA29407WWWPROJECTCLASSICCOM PLANSPROJECTCLASSICCOM

PROJECT

PROJECT CLASSIC

Structural Engineering

10112018 regmacrdegplusmn

JOB NUMBER

DRAWN amp CHECKED

DATE

SCALE DRAWING NUMBER

SHEET DESCRIPTION

DEERFIELD BEACH FLORIDA 33442

954-570-9500 FAX 954-570-9550

ARCHITECTURE PLANNING

DATE NO

1525 NW 3rd STREET - SUITE 1

DESCRIPTION

REVISIONS

httpwwwthebenedictgroupcom

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STRUCTURAL NOTES

ALL INFORMATION THAT IS STRUCTURAL IN NATURE SHOWN IN THESE STRUCTURAL

GENERAL

SHEETS SHALL TAKE PRECEDENCE OVER STRUCTURAL ITEMS IN OTHER TRADES PLANS

EXCEPTION NOTES IN OTHER TRADES PLANS ADDRESSING SPECIAL ITEMS (SUCH AS MINIMUM

CONCRETE STRENGTH FOR FIRE RATING) SHALL GOVERN WHEN MORE STRINGENT THAN HERE SHOWN

PROJECT SPECIFIC CODES USED

ALL STRUCTURAL ELEMENTS FOR THIS PROJECT HAVE BEEN DESIGNED PER FLORIDA BUILDING CODE

2017 THIS IMPLIES THE USE OF THE BELOW LISTED CODES (FBC TAKES PRECEDENCE OVER

CONFLICTING ITEMS)

REQUEST FOR INFORMATION

PLEASE USE HAND SKETCHES AND OTHER VISUALWRITTEN METHODS TO COMMUNICATE A

CONSTRUCTION QUESTION SEND TO US VIA EMAIL OR FAX

PROJECT PLANS DETAILS amp ARCHITECTURAL BACKGROUNDS

ALL DETAILS AND SECTIONS SHOWN ARE INTENDED TO BE TYPICAL UNLESS OTHERWISE SPECIF IED

DETAILS THAT REFERENCE SPECIF IC SCHEDULES ARE INTENDED TO BE SCHEDULES SHALL TAKE

PRECEDENCE IN ALL CONFLICTING ITEMS

ALL ELEMENTS INTENDED TO ORIGINATE FROM OTHER TRADES DRAWINGS (ELEVATIONS PARTITION

LOCATIONS ETC) HAVE BEEN INCLUDED FOR THEIR RELATION TO STRUCTURAL ITEMS ONLY REFER TO

THE CORRESPONDING TRADES PLANS FOR F INAL LAYOUTS AND DETAILS

DO NOT USA A SCALE TO DETERMINE THE DIMENSIONS OF ANY PLAN OR DETAIL DRAWINGS IF THE

DIMENSION NEEDED IS UNAVAILABLE PLEASE CONTACT THIS OFFICE

GRAVITY LOADING (ASCE 7-10 CHAPTER TABLE C3-1 amp C3-2)

SEE GRAVITY LOADING CHART FOR DESIGN LOADS

REQUEST ACTUAL PRODUCT CUT SHEETS FROM SUPPLIERS FOR ANY EQUIPMENT

HEAVIER THAN 200 LB

SPECIALTY ENGINEERS MUST CONSIDER THE MINIMUM SERVICE WEIGHTS FOR THE

FOLLOWING HOWEVER THE ACTUAL CUT SHEET GOVERNS

POOL TABLE = 1 500 LB

BATH TUB = 600 LB

F ISH TANKS = VARY CONSIDERABLY 4000 LB

AC COMPRESSORS = 500 LB

GENERATORS = 3000 LB

WIND LOADING (ASCE 7-10)

WIND SPEED= MPH (ULTIMTE 3 SECOND GUST)

EXPOSURE =

BUILDING TYPE= ENCLOSED RIGID

MRH=

STRUCTURE CATEGORY = II

KD=085 - EITHER ASD OR LRFD LOAD COMBINATIONS PER ASCE7-10 HAVE BEEN USED FOR

DESIGNING THE VARIOUS STRUCTURAL ELEMENTS IN THIS PROJECT

INTERNAL PRESSURE COEFFICIENT= +- 018

170

C

116 FT

CONTRACTING NOTES

GENERAL CONTRACTOR MUST FAMILIARIZE HIMSELF WITH THE STRUCTURAL PLANS AND HOW

THEY INTERACT WITH OTHER SPECIALTIES PLANS (ARCHITECTURAL MEP ETC) ALTHOUGH

TRADE COORDINATION HAS BEEN PERFORMED THIS OFFICE SHALL BE CONTACTED IN CASE THE

CONTRACTOR F INDS MISSING AMBIGUOUS UNCLEAR OR CONFLICTING INFORMATION

THE CONTRACTOR SHALL ALWAYS KEEP ON SITE THE LATEST REVISION OF THE SIGNED AND

SEALED STRUCTURAL PLANS APPROVED SHOP DRAWINGS AND PRODUCT APPROVALS

ALL OPENINGS BELOW 60-0 TO BE PROTECTED FROM IMPACT OF WINDBOURNE DEBRIS

GENERAL CONTRACTOR IS SOLELY RESPONSIBLE FOR ALL ACTIVITIES RELATED TO WORK SAFETY

CONSTRUCTION LOADS SHOULD BE CAREFULLY DISTRIBUTED TO AVOID LOADING ANY MEMBERS

IN EXCESS OF THEIR CAPACITY

THE APPROVAL BY THE STRUCTURAL INSPECTOR OF ANY WORK DOES NOT RELIEVE THE CONTRACTOR

FROM COMPLYING WITH THE FLORIDA BUILDING CODE AND THE APPROVED STRUCTURAL PLANS

THE CONTRACTOR SHALL INCLUDE IN HIS INITIAL BID A 1 ADDITIONAL (BASED

ON THE TOTAL AMOUNT OF THE SHELL BID) AS AN ALLOWANCE FOR ADDITIONAL

REINFORCEMENT CONCRETE WOOD STRAPPING FORMWORK STRUCTURAL

STEEL PARTS WELDING CONNECTORS SAWCUTTING OR GRINDING CONCRETE

INTEGRITY OF THE STRUCTURE PROPERLY CONSTRUCT THE SHELL AND

REQUIRED BY THE INSPECTOR OR ENGINEER IN ORDER TO ENSURE THE

AND ITS ASSOCIATED LABOR SAID ALLOWANCE SHALL BE USED FOR REWORKS

NOTES AND DETAILS

CORRECT ANY MISINTERPRETATIONS OR INCONSISTENCIES IN THE PLAN VIEWS

3000 PSI CONCRETE

WHEN SPECIF IED UNDER THE CONCRETE STRENGTH STRUCTURAL NOTES READY MIX

CONCRETE TO ACHIEVE A 28 DAY COMPRESSIVE STRENGTH OF 3000 PSI

SLABS ON GRADE SHALL BE REINFORCED WITH WELDED WIRE FABRIC SHALL COMPLY

WITH ASTM A-185 FABRIC SHALL BE PLACED 13 FROM THE TOP OF THE SLAB LAPS SHALL

BE 6 MIN WWM SHALL BE OVERLAPPED 30 AT PERIMETERS

CONCRETE MIX SUBMITTALS SHALL DESCRIBE WHICH LOCATION IN THE STRUCTURE THE

MIX IS TO BE PLACED

MASONRY (TMS402-11ACI 530ASCE 5 amp TMS602 ACI5301ASCE 6)

THIS PROJECT IS DESIGNED AS ENGINEERED UNIT MASONRY

MASONRY UNITS SHALL BE ASTM C-90 TYPE II WITH MINIMUM COMPRESSIVE STRENGTH OF 1900 PSI ON

NET AREA OF INDIVIDUAL UNITS PER FBCR 6064 ALL CMU SHALL BE LAID IN A FULL BED OF MORTAR IN

RUNNING BOND UON ALL REINFORCING STEEL SHALL BE MANUFACTURED FROM HIGH STRENGTH

BILLET STEEL CONFORMING TO ASTM DESIGNATION A-615 GRADE 60 ALL CMU WALL UNDERGROUND

SHOULD BE SOLID GROUTED

ALL MORTAR SHALL BE TYPE S IN ACCORDANCE WITH ASTM SPECIF ICATION C-270 WITH A MINIMUM

COMPRESSIVE STRENGTH OF 1800 PSI AT 28 DAYS NO TESTING FOR MORTAR STRENGTH IS REQUIRED

FOR THIS PROJECT MORTAR MAY BE RE-TEMPERED WITH WATER TO REGAIN WORKABILITY FOR NO

MORE THAN 25 HOURS AFTER INITIAL MIXING

GROUT SHALL BE A HIGH SLUMP MIX (8-11) IN ACCORDANCE WITH ASTM SPECIF ICATION C-476 HAVING

A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI

PROVIDE 9 GAUGE HORIZONTAL JOINT REINFORCEMENT (LADDER TYPE ONLY) AT EVERY SECOND

IN THE HIGH VELOCITY HURRICANE ZONE (BROWARD AND DADE COUNTIES) ALL CONCRETE MASONRY

TIE BEAMS TIE COLUMNS ETC SHALL BE INSPECTED BY A REGISTERED ENGINEER BEFORE CONCRETE

POUR UPON INSPECTION APPROVAL AN ENGINEERING SIGNED SEALED AND DATED LETTER WILL BE

PROVIDED TO THE GENERAL CONTRACTOR AS REQUIRED BY THE AHJ

NO PIPES OR CONDUITS ARE ALLOWED IN MASONRY CELLS CONTAINING A REINFORCING BAR

IN THE HIGH VELOCITY HURRICANE ZONE (BROWARD AND DADE COUNTIES) FOR REINFORCED UNIT

MASONRY MANDATORY INSPECTION REQUIRES A LEVEL B QUALITY ASSURANCE PROGRAM AS

DESCRIBED BY MSJC TABLE 4 WHICH STATES THE GENERAL CONTRACTOR SHALL PROVIDE TO THE

INSPECTOR CERTIFICATES OF MATERIALS USED IN MASONRY CONSTRUCTION SUCH AS MASONRY

BLOCK COMPLYING WITH ASTM C90 THE MINIMUM NET COMPRESSIVE BLOCK STRENGTH OF 1900PSI

AND THE GRADE OF STEEL DEFORMED REINFORCEMENT TO BE ASTM A615 THE SPECIAL INSPECTOR

SHALL VERIFY GROUT SPACES LADDER TYPE REINFORCEMENT REINFORCEMENT DIAMETER AND

LOCATIONS FOR WALLS TIE BEAMS AND CONCRETE COLUMNS

ALL CONCRETE SLAB EDGES AND CONCRETE BEAMS SUPPORTING EXTERIOR WALLS SHALL BE

RECESSED A MINIMUM OF 34 BELOW TOP OF SLAB FOR A WIDTH OF THE EXTERIOR WALL

COURSE FOR ALL EXTERIOR WALLS THIS REINFORCEMENT SHALL EXTEND MIN 4 INTO ALL CONCRETE

COLUMNS

DRAINAGE

ALL EXTERIOR FLAT SURFACES SHALL BE SLOPED TO DRAINS AS SHOWN IN THE ARCHITECTURAL

DRAWINGS

ALL ELEVATED ENCLOSED SURFACES SHALL BE PROVIDED WITH SCUPPERS PER ARCHITECTURALS

WOOD (AFampPA NDS 2015 ASD)

STRUCTURAL SAWN LUMBER TO BE SOUTHERN PINE 2 WITH MAXIMUM MOISTURE CONTENT OF 19

COMMON NAILS TO BE USED UNO (8d=0131Oslash 10d=0148Oslash 16d=0162Oslash)

TIMBERS TO BE SOUTHERN PINE

LUMBER TO BE PRESSURE TREATED OR OTHERWISE SEPARATED WITH A MOISTURE BARRIER (SUCH AS

BUILDING PAPER OR GALVANIZED STEEL ANCHOR SEATS) FROM ANY CONCRETE SURFACES

ALL SOUTHERN PINE WOOD OR PLYWOOD EXPOSED TO THE EXTERIOR TO BE PRESSURE TREATED

ALL WOOD PRODUCTS SHALL BE STAMPED WITH AN APPROPRIATE GRADE DESIGNATION NO STAMPED

MEMBER SHALL BE USED IF MEMBER HAS BECOME DEFECTIVE

ALL BOLTS SHALL BE USED WITH A CORRESPONDING NUT AND WASHER

FOR WOOD FRAMED WALLS STAGGER THE TOP PLATE JOINT LOCATIONS 24 OR MORE

EXTERIOR STUDS MAY NOT BE NOTCHED MORE THAN 25 WHEN NEEDED TO ACCOMMODATE OTHER

TRADESCONCRETE REINFORCEMENT

TEMPERATURE REINFORCEMENT IN STRUCTURAL SLABS SHALL BE INSTALLED CONTINUOUSLY

(WITHOUT BREAKS OR INTERRUPTIONS) IN ALL AREAS OF THE SLAB AND RUNS PERPENDICULAR TO THE

MAIN REINFORCEMENT OVERLAP TEMPERATURE BARS WHERE NEEDED A MIN OF 24

CONCRETE REINFORCEMENT BARS STIRRUPS AND TIES SHALL BE IN ACCORDANCE WITH ASTM A-615

(GRADE 60) REINFORCING BARS THAT ACT AS LAP DOWELS AND ARE TO BE WELDED TO STRUCTURAL

STEEL SHALL CONFORM TO ASTM A-706 (GRADE 60) REINFORCING BARS CONTAINING A LIGHT COAT OF

RUST SHALL BE ALLOWED

ACI HOOKS TO BE PROVIDED FOR ALL REQUIRED CONDITIONS PER DETAILS PRESENTED IN THIS

FIELD WATER IS NOT PERMITTED TO BE ADDED TO THE CONCRETE MIX

ALL EXTERIOR SLAB REBAR SHALL BE SEPARATED BY PLASTIC CHAIRS FROM ANY CONCRETE FACES

WELDED REINFORCEMENT SHALL CONFORM TO AWS D14 OR BE ASTM A706 GRADE 60

ANCHOR EMBEDMENT LENGTH INCLUDE STRUCTURAL CONCRETE ONLY (DOES NOT INCLUDE STUCCO)

ALL CONCRETE SURFACES TO BE KEPT IN A MOIST CONDITION FOR 7 DAYS AFTER POUR

CONCRETE COVER SHOULD BE AS FOLLOWS UNLESS NOTED OTHERWISE

CONCRETE PLACED DIRECTLY IN CONTACT WITH GROUNDALL BAR SIZES 3

FACE OF CONCRETE ELEMENT EXPOSED TO WEATHER OR GROUND AFTER FORM REMOVAL

5 BARS OR SMALLER 1-12

ALL OTHER BAR SIZES 2

FACE OF CONCRETE ELEMENT NOT EXPOSED TO WEATHER OR GROUND

SLABS CAST IN PLACE WALLS 34

BEAMS AND COLUMNS 1-12

COLUMN AND FILLED CELL LAP SPLICES SHALL BE 48 BAR DIAMETERS

THE CONTRACTOR SHALL ALLOW FOR AN ADDITIONAL 1 AMOUNT OF REBAR TO BE USED AT THE

DISCRETION OF THE STRUCTURAL INSPECTOR IN ORDER TO RECTIFY OR STRENGTHEN ANY CONDITIONS

FOUND TO BE CRITICAL DURING CONSTRUCTION

ALL OTHER TRADES PLANS SHALL BE VERIFIED TO IDENTIFY THE LOCATION OF DEPRESSIONS

RECESSES PIPES PENETRATIONS SLEEVES ETC SAID PENETRATIONS SPECIALLY WHEN THEY CROSS

CONCRETE BEAMS AND COLUMNS MUST BE BLOCKED OUT FROM THE POUR DISPLACING THE LEAST

AMOUNT OF CONCRETE PRIOR TO THE POUR ANY PENETRATIONS LARGER THAN 5 DIAMETER MUST BE

APPROVED BY THIS OFFICE

ALL FRESH CONCRETE TO EXISTING CONCRETE CONTACT FACES SHALL HAVE AN APPROVED FRESH

CONCRETE EPOXY BONDING AGENT APPLIED AS PER THE MANUFACTURERS SPECIF ICATIONS

ALL FORMS SHALL BE CLEANED WITH COMPRESSED AIR IN ORDER TO REMOVE ANY DIRT

LAITANCE DEBRIS ETC PRIOR TO THE PLACEMENT OF ANY CONCRETE

HAVE LESS THAN 34 COVER AGAINST A PIPE

MUST BE F IELD SPRAY GALVANIZED 6 TO EACH SIDE OF EACH PIPE NO REBAR SHALL

COVER AGAINST PVC PIPES DUE TO INEVITABLE FIELD COORDINATION WITH PLUMBING

FOR PIPES THAT RUN ON THE INSIDE OF THE REINFORCING CAGE OF CONCRETE

INTO EACH OF BOTH SLABS SPACED 12 OC AND 4 FROM EACH SIDE

F INISHES UNLESS NOTED OTHERWISE USE 3 REBAR SINGLE PIECE EXTENDING 12

PREVENT DIFFERENTIAL SETTLEMENT THAT COULD CRACK FLOORING OR OTHER

ANY CONSTRUCTION JOINT BETWEEN TWO SLABS REQUIRES CONNECTION DOWELS TO

PROJECT

CONCRETE PLACEMENT

ACI3472R-10 45 NO WORKER SHALL BE ALLOWED DIRECTLY UNDER THE FORMS DURING CONCRETE

PLACEMENT

CURING AGENTS USED ON ROOFS SHALL BE CHECKED FOR COMPATIBILITY WITH ROOFING MATERIALS

BOND BEAM

GENERAL CONTRACTOR IS TO VERIFY BEAM DEPTH amp ELEVATIONS WITH ARCHITECTURAL PLANS amp

NOTIFY ARCHITECT OF ANY DISCREPANCIES COORDINATE MASONRY OPENINGS WITH WINDOW

MANUFACTURER amp NOA

FOR ARCHED BEAMS ADD (2) 5S DIAGONAL EACH END OF THE BEAM ADD (1) EXTRA 5 DIAGONAL EACH

SIDE FOR EVERY 4 EXTRA WIDTH

BEAM DEPTHS ARE MINIMUM REQUIRED ADD 25 MIDDLE FOR EVERY ADDITIONAL 12 OF DEPTH

REQUIRED

TYPICAL BOND BEAM OVER WALLS TO BE (2) COURSES OF 8x8 KNOCK OUT BLOCK WITH LONGITUDINAL

CONTINUOUS IN EACH COURSE LAPS TO BE 30 USE (2) 5x30x30 CORNER BARS AT EVERY CORNER

T-INTERSECTION OR VERTICAL TRANSITION

FOR 12 AND 16 WIDE TIE BEAMS INCREASE TOP AND BOTTOM LONGITUDINAL STEEL TO (3) 5

PCL REFERS TO PRECAST LINTEL MANUFACTURED BY CASTCRETE WITH NOA 14-090303 USE 12

WIDE LINTEL FOR 12 THICK WALLS

TIES AT INTERMEDIATE AND END SUPPORT SPACING REFERS TO TIES TO EACH SIDE OF EACH

INTERMEDIATE COLUMN OR WALL SUPPORT

BALANCE REFERS TO THE SPACING OF THE REMAINING TIES AFTER THE TIES AT EACH END HAVE BEEN

INSTALLEDIF NO END TIES SHOWN USE BALANCE THROUGHOUT THE ENTIRE LENGTH OF THE BEAM

GC TO VERIFY DEPTH OF BEAMS WITH WINDOW AND DOOR HEIGHTS COORDINATE WITH GLAZING

MANUFACTURER

FOR BROWARD AND DADE COUNTIES FBC 2121232 REQUIRES THE USE OF 17 REBAR IN

THE TOP AND BOTTOM BOND BEAM COURSES 5x42x42 CORNER BARS CAN BE USED TO

AID IN F ITTING UPLIFT STRAPS

ROOF SEE ROOF WIND ZONE PRESSURE DIAGRAM FOR ZONE LAYOUT SIZE AND PRESSURE

COMPONENTS amp CLADDING DESIGN WIND PRESSURES

8-2 HEIGHT ZONE 4 = +327 -357 PSF ZONE 5 = +327 -419 PSF

WOOD TRUSSES (PRE-ENGINEERED)

BOTTOM CHORD ABLE TO SUPPORT A SINGLE CONCENTRATED SERVICE LIVE LOAD OF 200LB ALONG

ANY PANEL POINT TRUSS TOP CHORD ABLE TO SUPPORT 300 LB DUE TO MAINTENANCE WORKERS PER

FBC TABLE 16071

STRUCTURAL PRE-ENGINEERED WOOD ROOF TRUSSES GIRDERS AND ANY CONNECTIONS REQUIRED

BETWEEN THEM ARE TO BE PROVIDED BY THE DELEGATED ENGINEER (REGISTERED IN FLORIDA) IN THEFORM OF SIGNED AND SEALED SHOP DRAWINGS AND CALCULATIONS FOR REVIEW BY THE ENGINEER OFRECORD FOR GENERAL COMPLIANCE WITH INITIAL LAYOUT AND DESIGN PARAMETERS

TRUSS AND GIRDER CONNECTIONS TO THE MAIN STRUCTURE TO BE INSTALLED AS SHOWN BY FRAMING

PLANS BY THE ENGINEER OF RECORD

TRUSSES TO BE DESIGNED BY THE DELEGATED ENGINEER USING COMPONENTS AND CLADDING

PRESSURES

DESIGN FABRICATION AND INSTALLATION OF WOOD TRUSSES AND SHEET METAL CONNECTORS SHALL

BE IN ACCORDANCE WITH THE FOLLOWING STANDARDS

DESIGN SPECIF ICATIONS FOR METAL PLATE CONNECTED WOOD TRUSSES (ROOF)(TPI 85) DESIGN

SPECIF ICATIONS FOR METAL PLATE CONNECTED PARALLEL CHORD ROOF TRUSSES (FLOOR)(PCT 80)

BRACING WOOD TRUSSES COMMENTARY AND RECOMMENDATIONS (BWT 76) HANDLING AND ERECTING

WOOD TRUSSES COMMENTARY AND RECOMMENDATIONS (HIB-91)

DRAFTSTOPPING SHALL BE INSTALLED AGAINST THE SIDE FACE OF WOOD TRUSSES PER THE BELOW

REQUIREMENTS MATERIAL SHALL NOT BE LESS THAN 12 GYPSUM BOARD OR 38 PLYWOOD

FOR WOOD ROOF TRUSSES DRAFTSTOPPING IS REQUIRED PER FBC 71843 SUCH THAT ANY

HORIZONTAL AREA DOES NOT EXCEED 3000 SQFT

FOR WOOD FLOOR TRUSSES DRAFTSTOPPING IS REQUIRED PER FBCR 30212 SUCH THAT ANY


FBC 212124 GABLE END TRUSSES ARE NOT ALLOWED ALL GABLE WALLS TO BE BUILT

WITH MASONRY GABLE WALLS AND CONCRETE RAKED BEAMS OR WITH BALLOON

FRAMED STUD WALLS AND RAKED DOUBLE TOP PLATES

ATTIC TRUSSES SHALL BE SHEATHED WITH 34 CDX PLYWOOD SUB FLOOR USE 8D RING

SHANK NAILS 6 OC

THE TRUSS LAYOUT SHOWN IN OUR FRAMING PLANS IS TO BE SUPERCEDED BY THE

APPROVED SHOW DRAWINGS WHICH SHALL GOVERN FOR EXACT TRUSS LOCATIONS AND

NUMBER OF PLIES

SPAS TUBS STONE CLAD FEATURES SUCH AS CHIMNEYS SHALL HAVE THEIR EXTRA

WEIGHTS ACCOUNTED FOR IN THE TRUSS ENGINEERING REQUEST THE CUT SHEET

FROM THE GENERAL CONTRACTOR IN ORDER TO APPLY THE LOADS IN THE CORRECT

SUPPORT POINTS AND WITH THE CORRECT MAGNITUDES

NOTE

ONLY 10 PSF ALLOWED TO BE USED AS DEAD UPLIFT COUNTERWEIGHT

-ALL ATTIC AREAS WHERE LIGHT UNINHABITABLE STORAGE IS LOCATED MUST BE

DESIGNED FOR AN ADDITIONAL CONCURRENT 20 PSF LIVE LOAD

SHOP DRAWINGS

FLOOR AND ROOF SYSTEM SHOP DRAWINGS WILL NOT BE STAMPED UNTIL THE FOLLOWING PARTIES

HAVE STAMPED AND

GENERAL CONTRACTOR HAS VERIF IED

-FIELD DIMENSIONS

-AS BUILT VARIATIONS WHICH MAY AFFECT CONNECTION DETAILS

-GENERAL COMPLIANCE WITH THE APPROVED PLANS

ARCHITECT HAS VERIF IED

-INTERFERENCE BETWEEN THE SHOP DRAWING ELEMENTS AND CEILING HEIGHTS COFFERS

VAULTS AND ANY OTHER GEOMETRICAL CEILING FEATURES

-LENGTH OF OVERHANG RIDGE LINES AND ROOF PITCH

-MINIMUM AREAS DESIGNATED FOR STORAGE SPACES

-EXTERIOR WALL RECESSES

GENERAL CONTRACTOR TO PROVIDE THIS OFFICE WITH SHOP DRAWINGS AND CALCULATIONS SIGNED

AND SEALED BY THE DELEGATED ENGINEER FOR APPROVAL CONTRACTOR TO ANTICIPATE FOR TIME OF

REVIEW ADJUSTMENT AND RESUBMITTAL SAID DRAWINGS SHALL BE ENGINEERED TO COMPLY WITH

THE DESIGN PARAMETERS SPECIF IED IN THESE PLANS BUT IN NO CASE LESS THAN THE MINIMUMS

REQUIRED BY THE ABOVE MENTIONED CODES DESIGN PARAMETERS USED AND ALL LOADS FROM

REVIEW PACKAGE

SPECIALTY MEMBERS ACTING AGAINST THE SUBSTRUCTURE SHALL BE CLEARLY IDENTIFIED IN THE

ABBREVIATION LEGEND

ADDL - ADDITIONAL

AB - ANCHOR BOLT

ACI - AMERICAN CONCRETE INSTITUTE

AISI - AMERICAN IRON AND STEEL INSTITUTE

AISC - AMERICAN INSTITUTE OF STEEL

ASD - ALLOWABLE STRESS DESIGN

AL - ALUMINUM

BAL - BALANCE REMAINING

BP - BASE PLATE

BOT - BOTTOM

CANT - CANTILEVERED

CIP - CAST IN PLACE

CLG - CEILING

CL - CENTER LINE

CLR - CLEAR

CONC - CONCRETE

COL - COLUMN

CJ - CONTROL JOINT CONSTRUCTION JOINT

CONN - CONNECTION

DBA - DEFORMED BAR ANCHOR

CMU - CONCRETE MASONRY UNIT

DET - DETAIL

DL - DEAD LOAD

DIA - DIAMETER

DIM - DIMENTION

EA - EACH

EW - EACH WAY

EA - EACH END

EWTB - EACH WAY TOP AND BOTTOM

EF - EACH FACE

EJ - EXPANSION JOINT

FBC - FLORIDA BUILDING CODE

FF - F INISHED STRUCTURAL FLOOR ELEVATION

FNDN - FOUNDATION

FR - F INISHED STRUCTURAL ROOF

FRMNG - FRAMING

ELEVATION

FTG - FOOTING

GA - GAUGE

GC - GENERAL CONTRACTOR

HC - HOLLOWCORE

HS - HEADED STUD NELSON STUD

HDG - HOT DIPPED GALVANIZED

KLF - 1000 PER LINEAR FOOT

HSS - HOLLOW STRUCTURAL SECTION

KO - KNOCK-OUT

KSI - 1000 LB PER SQUARE INCH

LW - LONG WAY

LRFD - LOAD AND RESISTANCE FACTOR DESIGN

LL - LIVE LOAD

MCJ - MASONRY CONTROL JOINT

LLBB - STEEL ANGLES WITH LONG LEGS BACK TO BACK

MO - MASONRY OPENING

MFR - MANUFACTURER

MIN - MINIMUM

MID - MIDDLE

MISC - MISCELLANEOUS

OC - ON CENTER SPACING

NTS - NOT TO SCALE

OD - OUTSIDE DIAMETER

PT - PRESSURE TREATED WOOD

PSI - 1 LB PER SQUARE INCH

PSF - 1 LB PER SQUARE FOOT

PLF - 1 LB PER LINEAR FOOT

RS - RING SHANK NAIL

PL - PLATE

RC - REINFORCED CONCRETE

REINF - REINFORCEMENT

SDS - SELF DRILLING SCREW

STD - STANDARD

SLBB - STEEL ANGLES WITH SHORT LEGS BACK TO BACK

SJI - STEEL JOIST INSTITUTE

SCHED- SCHEDULE

SDI - STEEL DECK INSTITUTE

SW - SHEAR WALL

SW - SHORT WAY

TON - 2000 LB

TYP - TYPICAL

TSTRUCTURE - THE TOP ELEVATION OF THE CONCRETE

T - MEMBERS TOP ELEVATION

SLAB BEAM OR PLYWOOD ARCHITECTURAL F INISHES ARE

APPLIED ABOVE THIS ELEVATION

TS - TUBE STEEL (HOLLOW STRUCTURAL SECTION)

TOS - TOP OF SLAB

TOB - TOP OF BEAM

U= - UPLIFT VALUE IN LB

UNO - UNLESS NOTED OTHERWISE

VERT - VERTICAL

VB - VAPOR BARRIER

VIF - VERIFY IN F IELD

W - WITH

WWF - WELDED WIRE FABRIC

Oslash - DIAMETER

CONSTRUCTION

1 KIP - 1000 LB

SHALLOW FOUNDATION (SOIL PRESSUREASD FOOTING DESIGN LRFD)

BOTTOM OF FOOTINGS TO BEAR ON SOIL CAPABLE OF SAFELY SUPPORTING PSF

SITE PREPARATION (ANY DE-MUCKINGDE-WATERING PRE-CONSOLIDATION COMPACTION

PRESCRIBED TESTING OR ANY OTHER PROCEDURE PRECAUTION OR RECOMMENDATION AS OUTLINED

IN THE SOILS REPORT) TO BE PERFORMED PER SOILS AND SUBSURFACE INVESTIGATION

TOP OF EXTERIOR FOOTINGS SHALL BE MINIMUM 12 BELOW FINISHED GRADE

PRECAUTIONS TO BE TAKEN PRIOR TO EXCAVATING BESIDE OR UNDERNEATH EXISTING STRUCTURES

WHERE ADJACENT TO RETAINING WALLS OR POOL WALLS BASE OF FOOTINGS SHALL BE DEEP ENOUGH

AS TO BE LEVEL WITH THE FOOTINGBASE OF THE ADJACENT RETAINING WALLPOOL

ALL ISOLATED FOOTINGS ARE INTENDED TO BE CENTERED WITH THE COLUMN THEY SUPPORT UNO

THE SOILS ENGINEER SHALL BE RETAINED BY THE CONTRACTOR TO SUPERVISE INSPECT VERIFY

ANDOR CORRECT ANY SOILS CONDITIONS NECESSARY TO ACHIEVE THE SUPPORT OF THE PROPOSED

STRUCTURE

THE CONTRACTOR SHALL DE-WATER THE SITE FOR FOOTING CONCRETE TO BE PLACED AGAINST DRY

VIBRATORY COMPACTION EQUIPMENT WILL CAUSE VIBRATIONS THAT WILL TRAVEL TO NEIGHBORING

PROPERTIES AND CAUSE DAMAGE AND DISRUPTION VIBRATION LEVELS SHALL BE MONITORED DURING

OPERATIONS TO GUARANTEE A MAXIMUM WILL NOT BE EXCEEDED DEPENDING ON THE SENSITIVITY OF

ADJACENT PROPERTIES THE CONTRACTOR SHALL CONSIDER PERFORMING A CONDITION SURVEY OF

ADJACENT PROPERTIES BEFORE AND AFTER COMPACTION OPERATIONS IN CASE DAMAGES OCCUR

THAT WILL NEED TO BE REPAIRED

sup2sup3acuteacute

CONCRETE TESTING

QUALIFIED F IELD TESTING TECHNICIANS SHALL PREPARE SPECIMENS REQUIRED FOR CURING UNDER

FIELD CONDITIONS AND RECORD THE TEMPERATURE OF THE FRESH CONCRETE WHEN PREPARING

SPECIMENS FOR LABORATORY STRENGTH TESTS

ACCOUNTING SEPARATELY FOR EACH CLASS OF CONCRETE AND EACH DAY ONE TEST (CONSISTING OF

BREAKING (2) 6Oslash DIAMETER x 12 HIGH CONCRETE CYLINDER SAMPLES MOLDED AS PER ASTM C31 AND

TESTED PER ASTM C39) SHALL BE PERFORMED ACCORDING TO THE MOST FREQUENT OF

ONCE A DAY

ONCE EVERY 150 CUBIC YARDS

ONCE EVERY 5000 SQUARE FEET OF SLAB OR WALL SURFACE AREA

7 DAY 14 DAY AND 28 DAY TEST REPORTS SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER OF

RECORD FOR REVIEW THE CLIENT SHALL RETAIN A REPUTABLE TESTING COMPANY TO BE ON SITE AT

THE TIME OF CONCRETE POUR AND INDEPENDENTLY COLLECT CYLINDERS AND PERFORM

COMPRESSIVE TESTING

DEFLECTION DESIGN CRITERIA

ALL MEMBERS (BEAMS SLABS TRUSSES JOISTS ETC) COMPOSING FLOORS HAVE BEEN

DESIGNED AND SHALL BE DESIGNED BY THE DELEGATED ENGINEER (IF APPLICABLE) FOR

TOTAL LOAD SPAN 240

REINFORCED CONCRETE ELEMENTS LIVE LOAD + LONG TERM SPAN 360

WALL MULLIONS L 175

MARBLE AND STONE TILE SUPPORTING FLOORS LIVE LOAD SPAN 720

ROOF MEMBERS SUPPORTING NON PLASTER CEILINGS LIVE L240 TOTAL L180 PER FBC

TABLE 16043

Tekla

structu

res

SOIL

+12-6

46B-INNER

OUTERMOST LAYER46T-OUTER

REVISION NUMBER - SEE TITLE BLOCK FOR DATE

SYMBOL LEGEND

46T-INNER

JOISTS OR TRUSSES - SEE SHOP DRAWINGS

WOOD MEMBERS

4

46B-OUTER

PARTITION

SYMBOL

SECTION MARK - DETAIL NUMBER SHEET NUMBER

-T

NEW CONCRETE SLAB

DESCRIPTION

STEEL REINFORCEMENT LEGEND

-46

TEMPERATURE AND SHRINKAGE REINF

-INNER

4s 6 OC

UPLIFT FORCES amp CONNECTORS - SEE STRAP SCHED

4

STEEL COLUMN BELOW FLOOR LEVEL

STEEL COLUMN ABOVE FLOOR LEVEL

-TEMP

-B BOTTOM

TOP

-OUTER

INNERMOST LAYER

HELICAL PIER - SEE STRUCTURAL NOTES

FILLET WELD - SEE NOTES FOR SIZE amp LENGTH

ROOF RIDGE LINES

STEEL COLUMN ABOVE AND BELOW FLOOR LEVEL

1

WIND PRESSURES ON OPENINGS (GIVEN IN PSF)

FLOOR STEP

W8X67

CMU WALL CURRENT LEVEL

STEEL BEAM

NEW CONCRETE BEAM

EXISTING STRUCTURE

14 Oslash AUGER CAST PILE TO BE CENTERED UNDER

SC1

SC1

P1

TYP

NEW CONCRETE FOOTING

CONCRETE PAD FOOTING - SEE FOOTING SCHEDULE

S1

REVISION CLOUD

STEEL COLUMN

ELEVATION MARKER - SEE ARCH PLANS FOR +0-0

CONCRETE COLUMN - SEE CONC COL SCHED

STEEL BEAM

WELD SYMBOLS

FILLED CELL - SEE CONC COL SCHED

SC1

regdegmicro

A+B+D 1160

+0-0 FF

W10X39

4 TENDON HEIGHT MEASURED FROM SLAB BOTTOM

SEE BEAM SECTION OR PROFILE FOR REINFORCEMENT

B840 T14-0 CONCRETE BEAM 8 WIDE x 40 DEEP TOP +14-0

6

3

TIE BEAM TRANSITION SYMBOLS

SC1

6

GRADE BEAM SEE STRUCTURAL NOTES FOR REINF

BELOW

THICK DASHED LINE REPRESENTS OPENING ON

ABOVE

BELOWABOVE

STORY BELOW REINFORCED MASONRY WALL

-8888

CONCRETE WALL (PRECAST OR CAST IN PLACE)

FOUNDATION FRAMING PLANS FOR LOCATIONSCONCRETE WALL VERTICAL REINFORCEMENT SEE

+5506

CMU WALL ONE LEVEL BELOW

+10-0TOBTOB

WOOD

FaridAbugattas

Digitally signed by FaridAbugattasDN cn=Farid Abugattaso=Project Classic LLC ou=Structural Engineeremail=FARIDPROJECTCLASSICCOM c=US Date 20181012 182935 -0400



PLAN VIEW FOUNDATION PLANSCALE regmacrdeg =1

macr plusmn

sup2

sup3

SOURCE SHEET S1SCALE reg = 1

macr

micromacr

SOURCE SHEET S1SCALE reg =1

acute

micromacrSOURCE SHEET S1

SCALE reg = 1reg

micromacr


plusmn

micromacr


PROJECT

PROJECT CLASSIC


10112018 regparamacrmiddot

JOB NUMBER

DRAWN amp CHECKED

DATE


SHEET DESCRIPTION


954-570-9500 FAX 954-570-9550


DATE NO


DESCRIPTION

REVISIONS


PO

MPAN

O B

EACH FLO

RID

A

A R

ICK

CASE H

ABIT

AT

CO

MM

UNIT

Y

316 = 1-0

[2] PLAN OF 5

600 N

W 1

4 S

TR

EET

CONTINUOUS FOOTING SCHEDULE

CODE DEPTH (IN) BOT WIDTH (IN) LONG BARSLIN FEET SHORT BARS TRANSFER BAR

MF20 35 BOT24 16 137 4s 12 OC NA

TE12 25 MID12 8 38 NA NA

Tekla

structu

res

LOADING CHARTAREA NAME LIVE LOAD (PSF) SUPER IMPOSED DEAD LOAD (PSF)

EXTERIOR SLAB ON GRADE 10025

INTERIOR LIVING - 4 SLAB ON GRADE 5577

INTERIOR LIVING - SLAB ON GRADE 5525

MASONRY COLUMN SCHEDULE

CODE COUNT SIZE VERTICAL COMMENTS DETAILS

5 NA15 8x8 67

4-0

1-5

cedil

+336-366

1-0

cedil

cedil cedil cedilcedil cedil cedil

8-2

4-0

REINFORCEDSILL BEAMPER TYPICAL DETAIL

OPTION

30-0

cedil

cedil

MF20

cedil

cedil

cedil

+337-367 cedil

4-0

cedil

MF20

+336-366

sup1ordmmacrplusmn

BA2

KITCHEN

4-0

REIN

FO

RCED

SIL

L B

EAM

PER

TYPIC

AL D

ETAIL

cedil

cedil

cedil

cedil

+338-368

+378-408

4-10

BEDROOM

MASTER

cedil

LIVING

cedil

+349-379

cedil

cedil

1-4

STO

4-0

BEDROOM 3

2-5

BEDROOM 2

3-3

4-0

cedil cedil

3-1

cedil cedil cedil


+344-374

4

S1

4-0

3-9

cedil

4-0

LAUN

+378-408

8-2

cedil

+344-374

REIN

FO

RCED

SIL

L B

EAM

PER

TYPIC

AL D

ETAIL

CJ

cedil

sup1ordmmacrplusmn

cedil

+344-374

4-0

MF20

cedil

MBA

CJ

cedil

cedil

cedil

cedil

cedil

cedil

AHU

cedil cedil

4-10

cedil

cedil

cedil sup1ordmmacrplusmn

4 EXTERIOR SLABON 6 MIL VAPOUR BARRIERON WELL COMPACTEDTERMITE TREATED SOIL

T 0

cedil

2-10

8

2-9

MF20

3-2

CJ

4-4

cedil cedil cedil

cedil

4 INTERIOR SLAB ON GRADEON 6 MIL VAPOUR BARRIERON WELL COMPACTEDTERMITE TREATED SOIL

T 0

MF20

MF20

MF20

MF20

2

S1

3

S1

1

S1

DINING ORFAMILY RM4

-0

4-0

3-1

2-10

8

4-9

4-0

40-0

40-0

4-0

30-0

4-0 2-8 5-10 2-92-6 5-10 4-0

2-10 4-0

4-0

1-4 1-4 8-4 1-4

STARTER DOWEL48 BAR DIA LAP

(2) 3 5s

WWM W14 6x6

CMU SIZE AND REINF PERPLAN VIEW PROVIDE 9 LADDERTYPE REINFORCEMENT EVERYOTHER COURSE PROVIDEBLOCK RECESS PER ARCH PLANS

MAIN DOWN BARDIAMETER AND LOCATIONSPER PLAN VIEW

(2) 4s 12 OC

INTERIOR SLAB ON GRADEON 6 MIL VAPOUR BARRIERON WELL COMPACTEDTERMITE TREATED SOIL

MF20BLOCK RECESS PER ARCH

3 5s

WWM W14 6x6



OPENING

4s 12 OC




3 5s


4s 12 OC




3 5s

WWM W14 6x6

WWM W14 6x6


4s 12 OC

OPENING


EXTERIOR SLABON 6 MIL VAPOUR BARRIERON WELL COMPACTEDTERMITE TREATED SOIL

TE12

FaridAbugattas

Digitally signed by Farid AbugattasDN cn=Farid Abugattas o=ProjectClassic LLC ou=Structural Engineeremail=FARIDPROJECTCLASSICCOM c=USDate 20181012 183002 -0400 SUBJECT TO ALL CODES OF THE

CITY OF POMPANO BEACH BP18-00007631 101718


FRAMING PLAN LEVEL 2SCALE regmacrdeg =1

plusmn

sup2

macr sup3ROOF SHEATHING ATTACHMENT DETAIL

SCALE regmacrdeg =1sup3

acutesup3

DETAILSCALE regmicro = 1

reg

acutesup3

ROOF TRUSS BOTTOM CHORD BRACINGSCALE micro =1

macr

acutesup3

LOADING CHARTAREA NAME LIVE LOAD (PSF)SUPER IMPOSED DEAD LOAD (PSF)

WOOD ROOF TRUSSES 3025

MGT FL11470 2970 (1) 58 x 12 EMBED EPOXY

NOTE

1) ALL TRUSS TO TRUSS CONNECTIONS TO BE BY TRUSS MANUFACTURER ALL VALUES ARE BASED ON DOUG-FIR-LARCHSP PINE TIMBER

2) NAILS SHALL BE INSTALLED IN LOWER-MOST HOLES OF STRAP AND SHALL BE FILLED PROGRESSING UPWARD TOWARD THE TOP 3) WEDGE ANCHORS CAN NOT BE SUBSTITUTED FOR J-BOLTS OR EPOXIED THREADED RODS SHOWN ON SCHEDULE

4) SEE SIMPSON LATEST CATALOG FOR ALL REQUIREMENTS FOR THE INSTALLATION OF THESE CONNECTORS

5) INDICATES MODEL NUMBER OF FASTENER TO BE DETERMINED BY CONTRACTOR SUCH AS NUMBER OF TRUSS PLYS AND ROOF PITCH6) SIMPSON PRODUCTS EXPOSED TO THE WEATHER MUST BE Z-MAX WHERE AVAILABLE


PROJECT

PROJECT CLASSIC



JOB NUMBER

DRAWN amp CHECKED

DATE


SHEET DESCRIPTION


954-570-9500 FAX 954-570-9550


DATE NO


DESCRIPTION

REVISIONS


PO

MPAN

O B

EACH FLO

RID

A

A R

ICK

CASE H

ABIT

AT

CO

MM

UNIT

Y

316 = 1-0

[3] PLAN OF 5

600 N

W 1

4 S

TR

EET

HURRICANE STRAPS SCHEDULE

CODE APPROVAL UPLIFT PERP TO TRUSS (F1) PARALLEL TO TRUSS (F2) TRUSSRAFTER REMARKS

HETA 16 FL114733 1810 340 725 (9) 10d x 1-12 NAILS

RECTANGULAR BEAM SCHEDULE

CODE WIDTH (in) DEPTH (in) TOP MIDDLE BOTTOM STIRRUPS

BOND BM 8 8 1 7 1 7

PCL8 8 8 1 7

Tekla

structu

res

(1) MGT - U= 2680

(1) HETA 16 - U= 210

2X4

TOB8-2

(1) HETA 16 - U= 320

2X4

PCL8

TOB8-2

BO

ND

BEAM

8

-2

PCL8 PCL8

2X4

PCL8

TOB8-2

PCL8

PCL8

PCL8

PCL8

(1) MGT - U= 2680

G=4450

PCL8 PCL8

2X4

BOND BEAM 8-2

(2) HETA16

- U

= 9

00

(2) HETA16

- U= 9

00

GT

PCL8

PCL8

3

S2

PCL8

BO

ND

BEAM

8

-2

BOND BM 8-2

PCL8

3

S2

G=4450

10 OC SEE DETAIL 1S2BRACING SPACED MAX TRUSS 2X4 BOTTOM CHORDLINE REPRESENTS WOOD

AND SPECIFICATIONSPLYWOOD NAILING PATTERNSEE DETAIL 2S2 FOR

FOR GOVERNING LAYOUTSHOP DRAWINGSMAX SPACINGSEE APPROVEDROOF TRUSSES 24 OCPRE-ENGINEERED WOOD

TOB8-2

TOB8-2

TOB8-2

TOB8-2

TOB8-2

PCL8

(1) HETA 16 - U= 320

BO

ND

BEAM

8

-2

PRE-ENG WOOD TRUSSES

WALL SECTION)

cedilpara CDX PLYWOOD

2

AREAS LABELED

PROVIDE para SPACING

AT PANEL EDGES

TYP WALL SECTION)

1

BY PLYWOOD

FACE GRAIN TO RUN

LATERAL BRACING IF

SUPPORTS

2

SHEATHING

BLOCKING

BLOCKING

BOND BEAM OR

3

REQUIRED (SEE TYP

w (2) 16d TO EACH

24 OC (SEE ROOF PLAN)

PERPENDICULAR

TO

macr macrdeg SPACE AT

PANEL ENDS

TIE BEAM (SEE

TYP WALL SECTION)

WOOD FASCIA (SEE

TRUSS END

ALL NAILS TO BE RING SHANK

PROVIDE 2x4

PROVIDED IN

DETAIL TOE NAIL TO

TOP CHORD AT EACH

END WITH (2) 16ds

1

1

2

1

1

3

SEE ARCHITECTURALS

OVERHANG LENGTH VARY

SOFFIT DROP DEPTH AND

HEEL HEIGHTS

ARCH

FOR ROOFING TYPE

FOR NAILING PATTERN

AND LATERAL RESTRAINTS

NOTE SEE ARCHITECTURALS

SEE

SEE PLYWOOD NAILING DETAIL

12

SHOP DRAWINGS

SEE APPROVED

TRUSSES 24 OC

PRE-ENG ROOF

LADDER TYPE REINFORCEMENT

SEE TYPICAL DETAIL FOR

LOCATION

REINFORCEMENT DIAMETER AND

PLAN FOR VERTICAL

SEE FOUNDATION AND FRAMING

REINFORCED CMU WALL

SEE TYPICAL DETAILS

BOTTOM CHORD BRACING

BOND BEAM

SEE STRAP SCHEDULE

HURRICANE TIES

PLAN

FRAMING

PER

BEAM

T TIE

TRUSSES (TYPICAL)

TRUSS CHORD AT TOP

BOTTOM CHORD NAILED TO

PLAN VIEW OF END RESTRAINT

OVERLAP SPLICES

AND BOTTOM END

COFFER OR

30 D

EG M

AX

REPEAT AT BOTH ENDS

LOCATED 10-0 CC MAX

2 - 8d NAILS EACH MEMBER

2 x4 CONT LATERAL WOOD BRACING

SPACING

2X4 CROSS BRACES

10-0 SPACING AND AS REQUIRED

OF PRE - ENGINEERED WOOD

WOOD ROOF TRUSSES 24 OC MAX

CHORD BRACING

RUNS WITH (1) SIMPSON LSTA30

BOTTOM CHORD OF

TRUSSES

SIMPSON GA2 CLIP TO

BRIDGING

2x4 DIAGONALS W 2 - 8d NAILS

INSTALL ONE PER LINE OF

SPLICE BOTTOM CHORD BRACING

FOR TRANSITIONAL BOTTOM

TRUSS SECTION VIEW

CEILING HEIGHT

CHANGE IN

CONT 2 x4 HORIZONTAL BRACING

BAY AT 20-0 INTERVALS

DIAGONALS FROM BRACED

BOTTOM CHORD

TRUSS LAYOUT FOR LOCATION)

(REFER TO TRUSS NOTES AND

BY TRUSS MANUFACTURER

NAILED TO BOTTOM CHORD MAXIMUM

FaridAbugattas




FASTENING OF THE FRAME

PT 1x BUCK

THE CONCRETE SUBSTRATE

APPROVAL

ATTACH TO CONC THRU BUCK W reg

4 FROM CORNERS

FIL

LED

CELL

DIA X 1 degmacr EMBED PHILLIPS HEAD

TAPCONS SPACED PER PRODUCT

HILTI CRS 099-122

COIL NAILS 8 OC

OR

PO

UR

ED

CO

L

NOTE THIS DETAIL IS ONLY

INTENDED FOR THE MINIMUM

THROUGH THE BUCK INTO

ACTUAL FASTENERS TO BE

INSTALLED PER PRODUCT

APPROVAL ACTUAL FINISHING

MATERIALS AND SHAPES PER

ARCHITECTURALS


CORNERS

regmacr

INTENDED FOR THE

ATTACHMENT SPACED PER

X 3 reg macr

ACTUAL FINISHING MATERIALS WOOD SCREW

PRODUCT APPROVAL

PHILLIPS HEAD

TAPCONS AT 12 OC 4 FROM

PT 2x STRUCTURAL BUCK

FIL

LED

CELL

OR

PO

UR

ED

CO

L




AND SHAPES PER

ARCHITECTURALS

BEAM BLOCK TO ALLOW

BEAM SCHEDULE

FOR POURED CONC

JAMB REINFORCEMENTSEE PLAN VIEW FOR

BEAM UNINTERRUPTEDCONTINUE THROUGH CONCBEAM BOND BEAM REBAR MUST

DISCONTINUE BOND

6 MIN BEARING TYPBOTTOM BARS

BEAM SCHEDULE)REQUIRED BYMIDDLE BARS (IF

TOP BARS

AND REINF PER CONCCONCRETE BEAM SIZE

FRAME ATTACHED TO 2x

DOOR



MOLD

BUCK IS ALLOWED LENGTHEN

WOOD BUCK ATTACH TO

CONC W regmacr DIA X 1 deg

EMBED 12 OC 6 EE

PROVIDE MIN 2 reg

MASONRY EDGE DISTANCE

BUCK PER NOAS

CONCRETE SUBSTRATE

SPECIFICATIONS

BRICK

STUCCO

FIL

LED

CELL

OR

PO

UR

ED

CO

L








ARCHITECTURALS

NOTE UP TO A DOUBLE

TAPCONS TO ENSURE MIN

1-degmacr DIAMETER IS PROVIDED

FOR EMBEDMENT INTO

7 TOP AND (1) 7 BOTTOM

w4s 32 OC(FORMED WITH TWO COURSES OF

ON PRECAST LINTEL

4 MIN BEARING TYP

24 LAPS

(1) 5 FIELD INSTALLED

PRECAST LINTEL BY CASTCRETE

KNOCK-OUT BLOCK) PROVIDE (1)

8x16 GROUTED BOND BEAMPRECAST LINTELBLOCK COURSES OVER

OF KNOCK-OUT BLOCK) PROVIDE

8x16 GROUTED BOND BEAM

TOP OF OPENINGMATCHES BOTTOM

LINTEL OVER OPENINGPRECAST CONCRETE

LONGITUDINAL REINFORCEMENT

BEAMOF KO BOND

PER SCHEDULE

(FORMED WITH TWO COURSES

REBAR PER BEAM SCHEDULE








TYP

TYP

FILLED CELL

VERTICAL CELL IN

(2) CORNER

30 L

AP

BARS TOTAL

(4) CORNER BARS TOTAL

INSTERSECTING WALL CONDITION

30 LAP30 LAP

30 L

AP

REINFORCEMENTSEE P

LAN

1-4

LOCATIONS LAPS TO BE

WALL ABOVE

48 BAR DIAMETERS

30 M

AX

DIAMETER AND

30deg

(2) 5 TRANSVERSE

3 MIN COVER

SEE FOOTING

SCHEDULE FOR ACTUAL

REINFORCEMENT USED

Z-BARS MATCH LAPPED

HORIZONTAL JOINT REINF

PER COLUMN SCHED

SHALL EXTEND INTO CONCRETE

COL SCHED

48 BAR DIAMETERS

LAP SPLICE=

VARIES

CMU WALL

TIES PER CONCVERTICAL REINF

9 LADDER TYPE CMU

COLUMN A MINIMUM OF 6 (TYP

AT ALL LOCATIONS)

SEE NOTE THIS DETAIL

BUCK SEE BUCK

15 MIN CLEAR

CELL UNDER WINDOW SILL

UP TO12 OPENING WIDTH (1) 5 CENTERED

SPACED 48 OC MAX

MIN 8 x8 POURED CONC SILL w

REQUIREMENT OF THIS

UP TO 15 OPENING WIDTH (2) 5 AS SHOWN

15 VERTICAL REBAR IN CMU

UP TO 19 OPENING WIDTH (2) 5 TOP amp BOTSECOND REBAR VARIES

WINDOW PER

PLAN

DETAIL


END WITH ACI HOOK INTO

SILL AS SHOWN AND INTO

FOOTING SPLICES TO BE 30

MASONRY UNITS

REINFORCEMENT

(LADDER TYPE)

EVERY OTHER COURSE

9 GAUGE HORIZONTAL

END WITH ACI 90 DEGREE HOOKS

SEE PLAN FOR SIZE AND SPACING

REINFORCED FILLED CELL

8 x8 x16 CONCRETE

SIDES CAST AGAINST SOIL

1-regplusmn

C

LEAR

CO

VERSTIRRUPS

3 CLEAR CONC COVER

FACE OF STD HOOK

1-reg plusmn CLEAR CONC COVER

MIDDLE OF THE BEAM IN BETWEEN

TO THE TIES ON ALL

TO EXTERIOR

INTERMEDIATE SUPPORTS (IF A

ON ALL TOP BARS BEAM END

SEC A-A

ON ALL GRADE BEAM

ELEVATED BEAMS

A

A6 MIN INTO SUPPORTS

90 DEG ACI STANDARD HOOK

TERMINATE (1) BOTTOM BAR WITH

90 DEGREE ACI STANDARD HOOKSPLICE IS REQUIRED)

SPLICE TOP BARS ONLY OVER THE

REQUIRED)

SUPPORTS (IF A SPLICE IS

OVER THE INTERMEDIATE BEAM

SPLICE BOTTOM BARS ONLY

L1 = CLEARSPAN

GREATER

03L OR 0 3L1TEMPERATURE BARS

L1 CLEARSPAN

ON ALL SLAB TOP BARS SLAB ENDS TYP

0 3L OR 0 3L1

SLAB T

HIC

KNESS PER

FR

AM

ING

PLANSBAR SPACING

L CLEARSPAN

SEC A-ABARS INTO SUPPORT


GREATER

6 MIN

EXTEND ALL BOTTOM

2 COVER

6 MIN STEEL BEARING

025 Ln

OR LARGE PIPE AND VARIATIONS IN DEPTH OF STEP

TOP AND BOTTOM)

1-4

PER FOUNDATION PLAN

STEP

SLEEVE ENCASING PIPE

COMPACTED

2

BACKFILL

NEW 8 CONC MASONRY

5 12 OC (TRANSVERSE

3 CLR

TOP OF FOOTING

DETAIL CAN BE USED FOR SIMILAR CONDITIONS INCLUDING A SMALLER

NOTE

regsup2 THICK GALVANIZED STEEL

3 C

LR

8 (MIN BEARING)

24 (TYP)

WALL BEYOND

FOOTING REINFORCEMENT)

6 5 CONT (TO MATCH

COMPACTED

BACKFILL

4-8

30 (TYPICAL)

TOP BARS

BOT BARS

CONCRETE BEAM SIZE

AND REINF PER CONC

BEAM SCHEDULE





PER SCHEDULE

CMU

NON - STRUCTURAL BUCKSCALE degregsup3 =1

STRUCTURAL BUCK DETAILSCALE degregsup3 =1

BOND BEAM TYP BEAM DROP OVER OPENINGS

SCALE degsup2 =1

DOOR BUCK DETAILSCALE degregsup3 =1

TYP- PRECAST LINTELSCALE degsup2 =1

UNDERNEATH BOND BEAMSCALE degsup2 =1

TYPICAL CHANGE IN BOND BEAM HEIGTH

SCALE regplusmn =1

BOND BEAM CORNER BARSSCALE regplusmn =1 STEP FOOTING DETAIL

SCALE reg plusmn =1

CONCRETE COLUMN SCALE deg =1

CONC WINDOW SILL DETAIL SCALE degregsup3 =1

CMU TYPICAL REINFORCEMENT DETAILSCALE reg plusmn =1

DIAGRAM BEAMSCALE deg =1

MULTI SPAN SLAB REINF DETAILSCALE deg =1

PIPE THROUGHT SHALLOW FOOTING REINFORCEMENTSCALE reg plusmn =1

SECTION CONC- BOND BM - CMU - DNSCALE deg =1


PROJECT

PROJECT CLASSIC


10112018 degsup2regacute

JOB NUMBER

DRAWN amp CHECKED

DATE


SHEET DESCRIPTION


954-570-9500 FAX 954-570-9550


DATE NO


DESCRIPTION

REVISIONS


PO

MPAN

O B

EACH FLO

RID

A

A R

ICK

CASE H

ABIT

AT

CO

MM

UNIT

Y

316 = 1-0

[4] PLAN OF 5

600 N

W 1

4 S

TR

EET

Tekla

structu

res

FaridAbugattas




reg macr

deg

plusmn

PLAN VIEW ROOF PRESSURE ZONESScale 196

macr reg

deg

plusmn

PLAN VIEW PLYWOOD BLOCKINGScale 196

a VALUE 300 ft

ZONE 1 (INTERIOR) 2504 PSF -3977 PSF

ZONE 2 (PERIMETER) 2504 PSF -6923 PSF

ZONE 3 (CORNER) PSF 2504 -6923 PSF

ROOF PRESSURES

BLANK ZONES IN DETAIL REPRESENT ZONE 1


PROJECT

PROJECT CLASSIC


10122018 sup2sup3macracute

JOB NUMBER

DRAWN amp CHECKED

DATE


SHEET DESCRIPTION


954-570-9500 FAX 954-570-9550


DATE NO


DESCRIPTION

REVISIONS


PO

MPAN

O B

EACH FLO

RID

A

A R

ICK

CASE H

ABIT

AT

CO

MM

UNIT

Y

316 = 1-0

[5] PLAN OF 5

600 N

W 1

4 S

TR

EET

PLYWOOD NAILINGFIELD NAILS 10ds 6 OC

PLYWOOD PANEL PERIMETER 10ds 4 OC

10ds 4 OCROOF OUTER BOUNDARIES (FASCIA)


Tekla

structu

res

3

2

3

3

2

2

2

2

3

22

2

2

BLO

CK 4-0

FR

OM

PER

IMETER

BLO

CK 4-0

FR

OM

PER

IMETER

BLOCK 4-0FROM PERIMETER


Farid Abugattas

Digitally signed by FaridAbugattasDN cn=Farid Abugattaso=Project Classic LLCou=Structural Engineer email=FARIDPROJECTCLASSICCOM c=USDate 20181012 190536 -0400



AC EQUIPMENT SCHEDULE

DWG TAG NOM TON QTY MNF OR EQUAL MODEL OR EQUAL

BTUH

HEAT TYPE

SYSTEM

SEER

CFM

FAN STATIC (IN

WG)

VAPORLIQUID PIPE

CONNECT SIZE

(IN ACR) VPHHZ

COMPRESSOR CONDENSER FAN INDOOR FANELECT

HEAT

LOAD

(KW)

CONDENSING UNIT AIR HANDER UNIT

TOTAL

COOL

SENSIBLE

COOL HEAT

SUPPLY

AIR

RETURN

AIR

OUTDOOR

AIR QTY FLA LRA QTY FLA HP FLA MCA

MAX

FUSE MCA

MAX

FUSE

AIR DISTRIBUTION SCHEDULE

DWG TAG SERVICE MOUNTING DESCRIPTION

MNF OR

EQUAL

MODEL OR

EQUAL

MECHANICAL GENERAL NOTES

NO DESCRIPTION

MECHANICAL SPECIFICATIONS

NO DESCRIPTION

A) AIR CONDITIONING SPECIFICATION

B) INSTALLATION

C) WARRANTIES

BLDG VENTILATION (REF FBCM 402)

SPACE FLOOR

AREA

OPERABLE OPENING

AREA

PERCENT OPERABLE PER

FLOOR AREA

MINIMUM

INFILTRATION

REQUIREMENTS

MET

MEP EQUIPMENT SHALL BE LOCATED ABOVE THE BASE FLOOD

ELEVATION +1 FOOT EXCEPT AS REQUIRED TO ADDRESS LIFE

SAFETY REQUIREMENTS

FAN SCHEDULE amp DATA

DWG TAG QTY MNF OR EQUAL MODEL OR EQUAL SERVICE CFM

FAN STATIC

(IN WG)

DUCT

CONNECT

SIZE

ELECTRIC

REMARKSVPHHZ FLA

HVAC PLAN

NOTES EQUIPMENT

SPECS amp CALCS

JOHN LANGFORD FL69962

A RICK CASE

NW 15TH STREETPOMPANO BEACH FL

THE BENEDICTGROUP

HABITAT COMMUNITY

1525 NW 3RD STREETSTE 1DEERFIELD BEACH FL

M101ABC HVAC NOTES amp DETAILS

BLDG

TYPE A

B

C









12

WALL

PIPE CLEAN OUTB6

middot

middot

middot

B3

ANTI-SCALD

PIPE SCHEMATIC

WASH VENT

CONNECTION A8 A5

CONDENSATE

DISCHARGEA2

POTABLE WATER

SERVICE CONNECTION

WASHING MACHINE

MIXING BOXB8

CLEAN-OUT TO

GRADE (CTG)C8

SANITARY VENT

THRU ROOFB5

WATER HEATER W RETURNB2

PIPING MATERIAL

SERVICE LOCATION MATERIAL SPECIFICATION

INDIRECT DRAIN W TRAP PRIMERC5



SAFETY REQUIREMENTS

ALL DOMESTIC AND IRRIGATION WATER SERVICES

SHALL BE POTABLE

SPECIFICATIONS

NO DESCRIPTION

A) PIPING SPECIFICATION

B) WARRANTIES

PIPING PLAN

NOTES EQUIPMENT

SPECS amp CALCS


A RICK CASE


THE BENEDICTGROUP

HABITAT COMMUNITY


P101ABC BLDG

TYPE A

B

C













FOR REFERENCE ONLY



001 B-1 FLR SITE ROOF AND ELEV PLANS

002 SN Structural Notes

003 S1 Foundation Plan

004 S2 Framing Plan

005 SD Structural Details

006 SR1 Roof

007 M101ABC HVAC Plan Notes

008 M201B HVAC PLAN NOTES EQUIP SPECS CALCS

009 E101ABC Power Plan Notes amp Calcs

010 E201B POWER PLAN NOTES EQUIP SPECS CALCS

011 P101ABC Piping Plan Notes

0111 P101B PIPING PLAN NOTES AND CALCS

012 P201B PIPING PLAN NOTES EQUIP SPECS CALCS

013 ENG TRUSS DRAWING LAYOUT

014 IRRIGATION PLAN FOR TYPICAL UNITS

014 L-6A PLANTING PLAN

016 SP-1 SITE PLAN LOT LOCATION EXHIBIT

ANCHORING SPECIFICATIONS

CONCRETE SCREWS SHALL BE HILTI KWIK-CON II (NOA12-062505)

EXPANSION BOLTS SHALL HAVE A LENGTH IDENTIFYING LABEL AND BE HILTI KWIK BOLT 3 OR EQUAL

NOMINAL AND TRUE THICKNESS MEMBERS

THE FOLLOWING ARE MEMBERS IN WHICH THE NOTED THICKNESS AND WIDTH IN PLAN AND SCHEDULE IS

INTENDED TO BE THE EXACT MEASUREMENT OF THE ACTUAL BUILT MEMBERS

ALL CONCRETE SLABS

INTERIOR CONCRETE BEAMS AND COLUMNS

FOOTINGS GRADE BEAMS AND PILES

STRUCTURAL STEEL MEMBERS (COLUMNS BEAMS AND CONNECTION MEMBERS)

THE FOLLOWING MEMBERS HAVE THEIR NOMINAL DIMENSIONS NOTED AND THE ACTUAL DIMENSION

VARIES

CONCRETE COLUMNS AND TIE BEAMS IN-LINE WITH MASONRY WALLS WHERE THE COLUMN

THICKNESS SHALL MATCH THE WALL NET THICKNESS

DRESSED LUMBER

INTERIOR PARTITIONS

FBCR440377 PERMANENT FULL-HEIGHT INTERIOR WALLS AND PARTITIONS SHALL BE DESIGNED TO

RESIST A LATERAL LIVE LOAD NOT LESS THAN 5 POUNDS PER SQUARE FOOT (239 PA) AND IF SHEATHED

WITH LATH AND PLASTER DEFLECTION AT THIS LOAD SHALL NOT EXCEED L360


PROJECT

PROJECT CLASSIC


10112018 regmacrdegplusmn

JOB NUMBER

DRAWN amp CHECKED

DATE


SHEET DESCRIPTION


954-570-9500 FAX 954-570-9550


DATE NO


DESCRIPTION

REVISIONS


PO

MPAN

O B

EACH FLO

RID

A

A R

ICK

CASE H

ABIT

AT

CO

MM

UNIT

Y

316 = 1-0

[1] PLAN OF 5

600 N

W 1

4 S

TR

EET

STRUCTURAL NOTES

ALL INFORMATION THAT IS STRUCTURAL IN NATURE SHOWN IN THESE STRUCTURAL

GENERAL

SHEETS SHALL TAKE PRECEDENCE OVER STRUCTURAL ITEMS IN OTHER TRADES PLANS

EXCEPTION NOTES IN OTHER TRADES PLANS ADDRESSING SPECIAL ITEMS (SUCH AS MINIMUM

CONCRETE STRENGTH FOR FIRE RATING) SHALL GOVERN WHEN MORE STRINGENT THAN HERE SHOWN

PROJECT SPECIFIC CODES USED

ALL STRUCTURAL ELEMENTS FOR THIS PROJECT HAVE BEEN DESIGNED PER FLORIDA BUILDING CODE

2017 THIS IMPLIES THE USE OF THE BELOW LISTED CODES (FBC TAKES PRECEDENCE OVER

CONFLICTING ITEMS)

REQUEST FOR INFORMATION

PLEASE USE HAND SKETCHES AND OTHER VISUALWRITTEN METHODS TO COMMUNICATE A

CONSTRUCTION QUESTION SEND TO US VIA EMAIL OR FAX

PROJECT PLANS DETAILS amp ARCHITECTURAL BACKGROUNDS

ALL DETAILS AND SECTIONS SHOWN ARE INTENDED TO BE TYPICAL UNLESS OTHERWISE SPECIF IED

DETAILS THAT REFERENCE SPECIF IC SCHEDULES ARE INTENDED TO BE SCHEDULES SHALL TAKE

PRECEDENCE IN ALL CONFLICTING ITEMS

ALL ELEMENTS INTENDED TO ORIGINATE FROM OTHER TRADES DRAWINGS (ELEVATIONS PARTITION

LOCATIONS ETC) HAVE BEEN INCLUDED FOR THEIR RELATION TO STRUCTURAL ITEMS ONLY REFER TO

THE CORRESPONDING TRADES PLANS FOR F INAL LAYOUTS AND DETAILS

DO NOT USA A SCALE TO DETERMINE THE DIMENSIONS OF ANY PLAN OR DETAIL DRAWINGS IF THE

DIMENSION NEEDED IS UNAVAILABLE PLEASE CONTACT THIS OFFICE

GRAVITY LOADING (ASCE 7-10 CHAPTER TABLE C3-1 amp C3-2)

SEE GRAVITY LOADING CHART FOR DESIGN LOADS

REQUEST ACTUAL PRODUCT CUT SHEETS FROM SUPPLIERS FOR ANY EQUIPMENT

HEAVIER THAN 200 LB

SPECIALTY ENGINEERS MUST CONSIDER THE MINIMUM SERVICE WEIGHTS FOR THE

FOLLOWING HOWEVER THE ACTUAL CUT SHEET GOVERNS

POOL TABLE = 1 500 LB

BATH TUB = 600 LB

F ISH TANKS = VARY CONSIDERABLY 4000 LB

AC COMPRESSORS = 500 LB

GENERATORS = 3000 LB

WIND LOADING (ASCE 7-10)

WIND SPEED= MPH (ULTIMTE 3 SECOND GUST)

EXPOSURE =

BUILDING TYPE= ENCLOSED RIGID

MRH=

STRUCTURE CATEGORY = II

KD=085 - EITHER ASD OR LRFD LOAD COMBINATIONS PER ASCE7-10 HAVE BEEN USED FOR

DESIGNING THE VARIOUS STRUCTURAL ELEMENTS IN THIS PROJECT

INTERNAL PRESSURE COEFFICIENT= +- 018

170

C

116 FT

CONTRACTING NOTES

GENERAL CONTRACTOR MUST FAMILIARIZE HIMSELF WITH THE STRUCTURAL PLANS AND HOW

THEY INTERACT WITH OTHER SPECIALTIES PLANS (ARCHITECTURAL MEP ETC) ALTHOUGH

TRADE COORDINATION HAS BEEN PERFORMED THIS OFFICE SHALL BE CONTACTED IN CASE THE

CONTRACTOR F INDS MISSING AMBIGUOUS UNCLEAR OR CONFLICTING INFORMATION

THE CONTRACTOR SHALL ALWAYS KEEP ON SITE THE LATEST REVISION OF THE SIGNED AND

SEALED STRUCTURAL PLANS APPROVED SHOP DRAWINGS AND PRODUCT APPROVALS

ALL OPENINGS BELOW 60-0 TO BE PROTECTED FROM IMPACT OF WINDBOURNE DEBRIS

GENERAL CONTRACTOR IS SOLELY RESPONSIBLE FOR ALL ACTIVITIES RELATED TO WORK SAFETY

CONSTRUCTION LOADS SHOULD BE CAREFULLY DISTRIBUTED TO AVOID LOADING ANY MEMBERS

IN EXCESS OF THEIR CAPACITY

THE APPROVAL BY THE STRUCTURAL INSPECTOR OF ANY WORK DOES NOT RELIEVE THE CONTRACTOR

FROM COMPLYING WITH THE FLORIDA BUILDING CODE AND THE APPROVED STRUCTURAL PLANS

THE CONTRACTOR SHALL INCLUDE IN HIS INITIAL BID A 1 ADDITIONAL (BASED

ON THE TOTAL AMOUNT OF THE SHELL BID) AS AN ALLOWANCE FOR ADDITIONAL

REINFORCEMENT CONCRETE WOOD STRAPPING FORMWORK STRUCTURAL

STEEL PARTS WELDING CONNECTORS SAWCUTTING OR GRINDING CONCRETE

INTEGRITY OF THE STRUCTURE PROPERLY CONSTRUCT THE SHELL AND

REQUIRED BY THE INSPECTOR OR ENGINEER IN ORDER TO ENSURE THE

AND ITS ASSOCIATED LABOR SAID ALLOWANCE SHALL BE USED FOR REWORKS

NOTES AND DETAILS

CORRECT ANY MISINTERPRETATIONS OR INCONSISTENCIES IN THE PLAN VIEWS

3000 PSI CONCRETE

WHEN SPECIF IED UNDER THE CONCRETE STRENGTH STRUCTURAL NOTES READY MIX

CONCRETE TO ACHIEVE A 28 DAY COMPRESSIVE STRENGTH OF 3000 PSI

SLABS ON GRADE SHALL BE REINFORCED WITH WELDED WIRE FABRIC SHALL COMPLY

WITH ASTM A-185 FABRIC SHALL BE PLACED 13 FROM THE TOP OF THE SLAB LAPS SHALL

BE 6 MIN WWM SHALL BE OVERLAPPED 30 AT PERIMETERS

CONCRETE MIX SUBMITTALS SHALL DESCRIBE WHICH LOCATION IN THE STRUCTURE THE

MIX IS TO BE PLACED

MASONRY (TMS402-11ACI 530ASCE 5 amp TMS602 ACI5301ASCE 6)

THIS PROJECT IS DESIGNED AS ENGINEERED UNIT MASONRY

MASONRY UNITS SHALL BE ASTM C-90 TYPE II WITH MINIMUM COMPRESSIVE STRENGTH OF 1900 PSI ON

NET AREA OF INDIVIDUAL UNITS PER FBCR 6064 ALL CMU SHALL BE LAID IN A FULL BED OF MORTAR IN

RUNNING BOND UON ALL REINFORCING STEEL SHALL BE MANUFACTURED FROM HIGH STRENGTH

BILLET STEEL CONFORMING TO ASTM DESIGNATION A-615 GRADE 60 ALL CMU WALL UNDERGROUND

SHOULD BE SOLID GROUTED

ALL MORTAR SHALL BE TYPE S IN ACCORDANCE WITH ASTM SPECIF ICATION C-270 WITH A MINIMUM

COMPRESSIVE STRENGTH OF 1800 PSI AT 28 DAYS NO TESTING FOR MORTAR STRENGTH IS REQUIRED

FOR THIS PROJECT MORTAR MAY BE RE-TEMPERED WITH WATER TO REGAIN WORKABILITY FOR NO

MORE THAN 25 HOURS AFTER INITIAL MIXING

GROUT SHALL BE A HIGH SLUMP MIX (8-11) IN ACCORDANCE WITH ASTM SPECIF ICATION C-476 HAVING

A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI

PROVIDE 9 GAUGE HORIZONTAL JOINT REINFORCEMENT (LADDER TYPE ONLY) AT EVERY SECOND

IN THE HIGH VELOCITY HURRICANE ZONE (BROWARD AND DADE COUNTIES) ALL CONCRETE MASONRY

TIE BEAMS TIE COLUMNS ETC SHALL BE INSPECTED BY A REGISTERED ENGINEER BEFORE CONCRETE

POUR UPON INSPECTION APPROVAL AN ENGINEERING SIGNED SEALED AND DATED LETTER WILL BE

PROVIDED TO THE GENERAL CONTRACTOR AS REQUIRED BY THE AHJ

NO PIPES OR CONDUITS ARE ALLOWED IN MASONRY CELLS CONTAINING A REINFORCING BAR

IN THE HIGH VELOCITY HURRICANE ZONE (BROWARD AND DADE COUNTIES) FOR REINFORCED UNIT

MASONRY MANDATORY INSPECTION REQUIRES A LEVEL B QUALITY ASSURANCE PROGRAM AS

DESCRIBED BY MSJC TABLE 4 WHICH STATES THE GENERAL CONTRACTOR SHALL PROVIDE TO THE

INSPECTOR CERTIFICATES OF MATERIALS USED IN MASONRY CONSTRUCTION SUCH AS MASONRY

BLOCK COMPLYING WITH ASTM C90 THE MINIMUM NET COMPRESSIVE BLOCK STRENGTH OF 1900PSI

AND THE GRADE OF STEEL DEFORMED REINFORCEMENT TO BE ASTM A615 THE SPECIAL INSPECTOR

SHALL VERIFY GROUT SPACES LADDER TYPE REINFORCEMENT REINFORCEMENT DIAMETER AND

LOCATIONS FOR WALLS TIE BEAMS AND CONCRETE COLUMNS

ALL CONCRETE SLAB EDGES AND CONCRETE BEAMS SUPPORTING EXTERIOR WALLS SHALL BE

RECESSED A MINIMUM OF 34 BELOW TOP OF SLAB FOR A WIDTH OF THE EXTERIOR WALL

COURSE FOR ALL EXTERIOR WALLS THIS REINFORCEMENT SHALL EXTEND MIN 4 INTO ALL CONCRETE

COLUMNS

DRAINAGE

ALL EXTERIOR FLAT SURFACES SHALL BE SLOPED TO DRAINS AS SHOWN IN THE ARCHITECTURAL

DRAWINGS

ALL ELEVATED ENCLOSED SURFACES SHALL BE PROVIDED WITH SCUPPERS PER ARCHITECTURALS

WOOD (AFampPA NDS 2015 ASD)

STRUCTURAL SAWN LUMBER TO BE SOUTHERN PINE 2 WITH MAXIMUM MOISTURE CONTENT OF 19

COMMON NAILS TO BE USED UNO (8d=0131Oslash 10d=0148Oslash 16d=0162Oslash)

TIMBERS TO BE SOUTHERN PINE

LUMBER TO BE PRESSURE TREATED OR OTHERWISE SEPARATED WITH A MOISTURE BARRIER (SUCH AS

BUILDING PAPER OR GALVANIZED STEEL ANCHOR SEATS) FROM ANY CONCRETE SURFACES

ALL SOUTHERN PINE WOOD OR PLYWOOD EXPOSED TO THE EXTERIOR TO BE PRESSURE TREATED

ALL WOOD PRODUCTS SHALL BE STAMPED WITH AN APPROPRIATE GRADE DESIGNATION NO STAMPED

MEMBER SHALL BE USED IF MEMBER HAS BECOME DEFECTIVE

ALL BOLTS SHALL BE USED WITH A CORRESPONDING NUT AND WASHER

FOR WOOD FRAMED WALLS STAGGER THE TOP PLATE JOINT LOCATIONS 24 OR MORE

EXTERIOR STUDS MAY NOT BE NOTCHED MORE THAN 25 WHEN NEEDED TO ACCOMMODATE OTHER

TRADESCONCRETE REINFORCEMENT

TEMPERATURE REINFORCEMENT IN STRUCTURAL SLABS SHALL BE INSTALLED CONTINUOUSLY

(WITHOUT BREAKS OR INTERRUPTIONS) IN ALL AREAS OF THE SLAB AND RUNS PERPENDICULAR TO THE

MAIN REINFORCEMENT OVERLAP TEMPERATURE BARS WHERE NEEDED A MIN OF 24

CONCRETE REINFORCEMENT BARS STIRRUPS AND TIES SHALL BE IN ACCORDANCE WITH ASTM A-615

(GRADE 60) REINFORCING BARS THAT ACT AS LAP DOWELS AND ARE TO BE WELDED TO STRUCTURAL

STEEL SHALL CONFORM TO ASTM A-706 (GRADE 60) REINFORCING BARS CONTAINING A LIGHT COAT OF

RUST SHALL BE ALLOWED

ACI HOOKS TO BE PROVIDED FOR ALL REQUIRED CONDITIONS PER DETAILS PRESENTED IN THIS

FIELD WATER IS NOT PERMITTED TO BE ADDED TO THE CONCRETE MIX

ALL EXTERIOR SLAB REBAR SHALL BE SEPARATED BY PLASTIC CHAIRS FROM ANY CONCRETE FACES

WELDED REINFORCEMENT SHALL CONFORM TO AWS D14 OR BE ASTM A706 GRADE 60

ANCHOR EMBEDMENT LENGTH INCLUDE STRUCTURAL CONCRETE ONLY (DOES NOT INCLUDE STUCCO)

ALL CONCRETE SURFACES TO BE KEPT IN A MOIST CONDITION FOR 7 DAYS AFTER POUR

CONCRETE COVER SHOULD BE AS FOLLOWS UNLESS NOTED OTHERWISE

CONCRETE PLACED DIRECTLY IN CONTACT WITH GROUNDALL BAR SIZES 3

FACE OF CONCRETE ELEMENT EXPOSED TO WEATHER OR GROUND AFTER FORM REMOVAL

5 BARS OR SMALLER 1-12

ALL OTHER BAR SIZES 2

FACE OF CONCRETE ELEMENT NOT EXPOSED TO WEATHER OR GROUND

SLABS CAST IN PLACE WALLS 34

BEAMS AND COLUMNS 1-12

COLUMN AND FILLED CELL LAP SPLICES SHALL BE 48 BAR DIAMETERS

THE CONTRACTOR SHALL ALLOW FOR AN ADDITIONAL 1 AMOUNT OF REBAR TO BE USED AT THE

DISCRETION OF THE STRUCTURAL INSPECTOR IN ORDER TO RECTIFY OR STRENGTHEN ANY CONDITIONS

FOUND TO BE CRITICAL DURING CONSTRUCTION

ALL OTHER TRADES PLANS SHALL BE VERIFIED TO IDENTIFY THE LOCATION OF DEPRESSIONS

RECESSES PIPES PENETRATIONS SLEEVES ETC SAID PENETRATIONS SPECIALLY WHEN THEY CROSS

CONCRETE BEAMS AND COLUMNS MUST BE BLOCKED OUT FROM THE POUR DISPLACING THE LEAST

AMOUNT OF CONCRETE PRIOR TO THE POUR ANY PENETRATIONS LARGER THAN 5 DIAMETER MUST BE

APPROVED BY THIS OFFICE

ALL FRESH CONCRETE TO EXISTING CONCRETE CONTACT FACES SHALL HAVE AN APPROVED FRESH

CONCRETE EPOXY BONDING AGENT APPLIED AS PER THE MANUFACTURERS SPECIF ICATIONS

ALL FORMS SHALL BE CLEANED WITH COMPRESSED AIR IN ORDER TO REMOVE ANY DIRT

LAITANCE DEBRIS ETC PRIOR TO THE PLACEMENT OF ANY CONCRETE

HAVE LESS THAN 34 COVER AGAINST A PIPE

MUST BE F IELD SPRAY GALVANIZED 6 TO EACH SIDE OF EACH PIPE NO REBAR SHALL

COVER AGAINST PVC PIPES DUE TO INEVITABLE FIELD COORDINATION WITH PLUMBING

FOR PIPES THAT RUN ON THE INSIDE OF THE REINFORCING CAGE OF CONCRETE

INTO EACH OF BOTH SLABS SPACED 12 OC AND 4 FROM EACH SIDE

F INISHES UNLESS NOTED OTHERWISE USE 3 REBAR SINGLE PIECE EXTENDING 12

PREVENT DIFFERENTIAL SETTLEMENT THAT COULD CRACK FLOORING OR OTHER

ANY CONSTRUCTION JOINT BETWEEN TWO SLABS REQUIRES CONNECTION DOWELS TO

PROJECT

CONCRETE PLACEMENT

ACI3472R-10 45 NO WORKER SHALL BE ALLOWED DIRECTLY UNDER THE FORMS DURING CONCRETE

PLACEMENT

CURING AGENTS USED ON ROOFS SHALL BE CHECKED FOR COMPATIBILITY WITH ROOFING MATERIALS

BOND BEAM

GENERAL CONTRACTOR IS TO VERIFY BEAM DEPTH amp ELEVATIONS WITH ARCHITECTURAL PLANS amp

NOTIFY ARCHITECT OF ANY DISCREPANCIES COORDINATE MASONRY OPENINGS WITH WINDOW

MANUFACTURER amp NOA

FOR ARCHED BEAMS ADD (2) 5S DIAGONAL EACH END OF THE BEAM ADD (1) EXTRA 5 DIAGONAL EACH

SIDE FOR EVERY 4 EXTRA WIDTH

BEAM DEPTHS ARE MINIMUM REQUIRED ADD 25 MIDDLE FOR EVERY ADDITIONAL 12 OF DEPTH

REQUIRED

TYPICAL BOND BEAM OVER WALLS TO BE (2) COURSES OF 8x8 KNOCK OUT BLOCK WITH LONGITUDINAL

CONTINUOUS IN EACH COURSE LAPS TO BE 30 USE (2) 5x30x30 CORNER BARS AT EVERY CORNER

T-INTERSECTION OR VERTICAL TRANSITION

FOR 12 AND 16 WIDE TIE BEAMS INCREASE TOP AND BOTTOM LONGITUDINAL STEEL TO (3) 5

PCL REFERS TO PRECAST LINTEL MANUFACTURED BY CASTCRETE WITH NOA 14-090303 USE 12

WIDE LINTEL FOR 12 THICK WALLS

TIES AT INTERMEDIATE AND END SUPPORT SPACING REFERS TO TIES TO EACH SIDE OF EACH

INTERMEDIATE COLUMN OR WALL SUPPORT

BALANCE REFERS TO THE SPACING OF THE REMAINING TIES AFTER THE TIES AT EACH END HAVE BEEN

INSTALLEDIF NO END TIES SHOWN USE BALANCE THROUGHOUT THE ENTIRE LENGTH OF THE BEAM

GC TO VERIFY DEPTH OF BEAMS WITH WINDOW AND DOOR HEIGHTS COORDINATE WITH GLAZING

MANUFACTURER

FOR BROWARD AND DADE COUNTIES FBC 2121232 REQUIRES THE USE OF 17 REBAR IN

THE TOP AND BOTTOM BOND BEAM COURSES 5x42x42 CORNER BARS CAN BE USED TO

AID IN F ITTING UPLIFT STRAPS

ROOF SEE ROOF WIND ZONE PRESSURE DIAGRAM FOR ZONE LAYOUT SIZE AND PRESSURE

COMPONENTS amp CLADDING DESIGN WIND PRESSURES

8-2 HEIGHT ZONE 4 = +327 -357 PSF ZONE 5 = +327 -419 PSF

WOOD TRUSSES (PRE-ENGINEERED)

BOTTOM CHORD ABLE TO SUPPORT A SINGLE CONCENTRATED SERVICE LIVE LOAD OF 200LB ALONG

ANY PANEL POINT TRUSS TOP CHORD ABLE TO SUPPORT 300 LB DUE TO MAINTENANCE WORKERS PER

FBC TABLE 16071

STRUCTURAL PRE-ENGINEERED WOOD ROOF TRUSSES GIRDERS AND ANY CONNECTIONS REQUIRED

BETWEEN THEM ARE TO BE PROVIDED BY THE DELEGATED ENGINEER (REGISTERED IN FLORIDA) IN THEFORM OF SIGNED AND SEALED SHOP DRAWINGS AND CALCULATIONS FOR REVIEW BY THE ENGINEER OFRECORD FOR GENERAL COMPLIANCE WITH INITIAL LAYOUT AND DESIGN PARAMETERS

TRUSS AND GIRDER CONNECTIONS TO THE MAIN STRUCTURE TO BE INSTALLED AS SHOWN BY FRAMING

PLANS BY THE ENGINEER OF RECORD

TRUSSES TO BE DESIGNED BY THE DELEGATED ENGINEER USING COMPONENTS AND CLADDING

PRESSURES

DESIGN FABRICATION AND INSTALLATION OF WOOD TRUSSES AND SHEET METAL CONNECTORS SHALL

BE IN ACCORDANCE WITH THE FOLLOWING STANDARDS

DESIGN SPECIF ICATIONS FOR METAL PLATE CONNECTED WOOD TRUSSES (ROOF)(TPI 85) DESIGN

SPECIF ICATIONS FOR METAL PLATE CONNECTED PARALLEL CHORD ROOF TRUSSES (FLOOR)(PCT 80)

BRACING WOOD TRUSSES COMMENTARY AND RECOMMENDATIONS (BWT 76) HANDLING AND ERECTING

WOOD TRUSSES COMMENTARY AND RECOMMENDATIONS (HIB-91)

DRAFTSTOPPING SHALL BE INSTALLED AGAINST THE SIDE FACE OF WOOD TRUSSES PER THE BELOW

REQUIREMENTS MATERIAL SHALL NOT BE LESS THAN 12 GYPSUM BOARD OR 38 PLYWOOD

FOR WOOD ROOF TRUSSES DRAFTSTOPPING IS REQUIRED PER FBC 71843 SUCH THAT ANY


FOR WOOD FLOOR TRUSSES DRAFTSTOPPING IS REQUIRED PER FBCR 30212 SUCH THAT ANY


FBC 212124 GABLE END TRUSSES ARE NOT ALLOWED ALL GABLE WALLS TO BE BUILT

WITH MASONRY GABLE WALLS AND CONCRETE RAKED BEAMS OR WITH BALLOON

FRAMED STUD WALLS AND RAKED DOUBLE TOP PLATES

ATTIC TRUSSES SHALL BE SHEATHED WITH 34 CDX PLYWOOD SUB FLOOR USE 8D RING

SHANK NAILS 6 OC

THE TRUSS LAYOUT SHOWN IN OUR FRAMING PLANS IS TO BE SUPERCEDED BY THE

APPROVED SHOW DRAWINGS WHICH SHALL GOVERN FOR EXACT TRUSS LOCATIONS AND

NUMBER OF PLIES

SPAS TUBS STONE CLAD FEATURES SUCH AS CHIMNEYS SHALL HAVE THEIR EXTRA

WEIGHTS ACCOUNTED FOR IN THE TRUSS ENGINEERING REQUEST THE CUT SHEET

FROM THE GENERAL CONTRACTOR IN ORDER TO APPLY THE LOADS IN THE CORRECT

SUPPORT POINTS AND WITH THE CORRECT MAGNITUDES

NOTE

ONLY 10 PSF ALLOWED TO BE USED AS DEAD UPLIFT COUNTERWEIGHT

-ALL ATTIC AREAS WHERE LIGHT UNINHABITABLE STORAGE IS LOCATED MUST BE

DESIGNED FOR AN ADDITIONAL CONCURRENT 20 PSF LIVE LOAD

SHOP DRAWINGS

FLOOR AND ROOF SYSTEM SHOP DRAWINGS WILL NOT BE STAMPED UNTIL THE FOLLOWING PARTIES

HAVE STAMPED AND

GENERAL CONTRACTOR HAS VERIF IED

-FIELD DIMENSIONS

-AS BUILT VARIATIONS WHICH MAY AFFECT CONNECTION DETAILS

-GENERAL COMPLIANCE WITH THE APPROVED PLANS

ARCHITECT HAS VERIF IED

-INTERFERENCE BETWEEN THE SHOP DRAWING ELEMENTS AND CEILING HEIGHTS COFFERS

VAULTS AND ANY OTHER GEOMETRICAL CEILING FEATURES

-LENGTH OF OVERHANG RIDGE LINES AND ROOF PITCH

-MINIMUM AREAS DESIGNATED FOR STORAGE SPACES

-EXTERIOR WALL RECESSES

GENERAL CONTRACTOR TO PROVIDE THIS OFFICE WITH SHOP DRAWINGS AND CALCULATIONS SIGNED

AND SEALED BY THE DELEGATED ENGINEER FOR APPROVAL CONTRACTOR TO ANTICIPATE FOR TIME OF

REVIEW ADJUSTMENT AND RESUBMITTAL SAID DRAWINGS SHALL BE ENGINEERED TO COMPLY WITH

THE DESIGN PARAMETERS SPECIF IED IN THESE PLANS BUT IN NO CASE LESS THAN THE MINIMUMS

REQUIRED BY THE ABOVE MENTIONED CODES DESIGN PARAMETERS USED AND ALL LOADS FROM

REVIEW PACKAGE

SPECIALTY MEMBERS ACTING AGAINST THE SUBSTRUCTURE SHALL BE CLEARLY IDENTIFIED IN THE

ABBREVIATION LEGEND

ADDL - ADDITIONAL

AB - ANCHOR BOLT

ACI - AMERICAN CONCRETE INSTITUTE

AISI - AMERICAN IRON AND STEEL INSTITUTE

AISC - AMERICAN INSTITUTE OF STEEL

ASD - ALLOWABLE STRESS DESIGN

AL - ALUMINUM

BAL - BALANCE REMAINING

BP - BASE PLATE

BOT - BOTTOM

CANT - CANTILEVERED

CIP - CAST IN PLACE

CLG - CEILING

CL - CENTER LINE

CLR - CLEAR

CONC - CONCRETE

COL - COLUMN

CJ - CONTROL JOINT CONSTRUCTION JOINT

CONN - CONNECTION

DBA - DEFORMED BAR ANCHOR

CMU - CONCRETE MASONRY UNIT

DET - DETAIL

DL - DEAD LOAD

DIA - DIAMETER

DIM - DIMENTION

EA - EACH

EW - EACH WAY

EA - EACH END

EWTB - EACH WAY TOP AND BOTTOM

EF - EACH FACE

EJ - EXPANSION JOINT

FBC - FLORIDA BUILDING CODE

FF - F INISHED STRUCTURAL FLOOR ELEVATION

FNDN - FOUNDATION

FR - F INISHED STRUCTURAL ROOF

FRMNG - FRAMING

ELEVATION

FTG - FOOTING

GA - GAUGE

GC - GENERAL CONTRACTOR

HC - HOLLOWCORE

HS - HEADED STUD NELSON STUD

HDG - HOT DIPPED GALVANIZED

KLF - 1000 PER LINEAR FOOT

HSS - HOLLOW STRUCTURAL SECTION

KO - KNOCK-OUT

KSI - 1000 LB PER SQUARE INCH

LW - LONG WAY

LRFD - LOAD AND RESISTANCE FACTOR DESIGN

LL - LIVE LOAD

MCJ - MASONRY CONTROL JOINT

LLBB - STEEL ANGLES WITH LONG LEGS BACK TO BACK

MO - MASONRY OPENING

MFR - MANUFACTURER

MIN - MINIMUM

MID - MIDDLE

MISC - MISCELLANEOUS

OC - ON CENTER SPACING

NTS - NOT TO SCALE

OD - OUTSIDE DIAMETER

PT - PRESSURE TREATED WOOD

PSI - 1 LB PER SQUARE INCH

PSF - 1 LB PER SQUARE FOOT

PLF - 1 LB PER LINEAR FOOT

RS - RING SHANK NAIL

PL - PLATE

RC - REINFORCED CONCRETE

REINF - REINFORCEMENT

SDS - SELF DRILLING SCREW

STD - STANDARD

SLBB - STEEL ANGLES WITH SHORT LEGS BACK TO BACK

SJI - STEEL JOIST INSTITUTE

SCHED- SCHEDULE

SDI - STEEL DECK INSTITUTE

SW - SHEAR WALL

SW - SHORT WAY

TON - 2000 LB

TYP - TYPICAL

TSTRUCTURE - THE TOP ELEVATION OF THE CONCRETE

T - MEMBERS TOP ELEVATION

SLAB BEAM OR PLYWOOD ARCHITECTURAL F INISHES ARE

APPLIED ABOVE THIS ELEVATION

TS - TUBE STEEL (HOLLOW STRUCTURAL SECTION)

TOS - TOP OF SLAB

TOB - TOP OF BEAM

U= - UPLIFT VALUE IN LB

UNO - UNLESS NOTED OTHERWISE

VERT - VERTICAL

VB - VAPOR BARRIER

VIF - VERIFY IN F IELD

W - WITH

WWF - WELDED WIRE FABRIC

Oslash - DIAMETER

CONSTRUCTION

1 KIP - 1000 LB

SHALLOW FOUNDATION (SOIL PRESSUREASD FOOTING DESIGN LRFD)

BOTTOM OF FOOTINGS TO BEAR ON SOIL CAPABLE OF SAFELY SUPPORTING PSF

SITE PREPARATION (ANY DE-MUCKINGDE-WATERING PRE-CONSOLIDATION COMPACTION

PRESCRIBED TESTING OR ANY OTHER PROCEDURE PRECAUTION OR RECOMMENDATION AS OUTLINED

IN THE SOILS REPORT) TO BE PERFORMED PER SOILS AND SUBSURFACE INVESTIGATION

TOP OF EXTERIOR FOOTINGS SHALL BE MINIMUM 12 BELOW FINISHED GRADE

PRECAUTIONS TO BE TAKEN PRIOR TO EXCAVATING BESIDE OR UNDERNEATH EXISTING STRUCTURES

WHERE ADJACENT TO RETAINING WALLS OR POOL WALLS BASE OF FOOTINGS SHALL BE DEEP ENOUGH

AS TO BE LEVEL WITH THE FOOTINGBASE OF THE ADJACENT RETAINING WALLPOOL

ALL ISOLATED FOOTINGS ARE INTENDED TO BE CENTERED WITH THE COLUMN THEY SUPPORT UNO

THE SOILS ENGINEER SHALL BE RETAINED BY THE CONTRACTOR TO SUPERVISE INSPECT VERIFY

ANDOR CORRECT ANY SOILS CONDITIONS NECESSARY TO ACHIEVE THE SUPPORT OF THE PROPOSED

STRUCTURE

THE CONTRACTOR SHALL DE-WATER THE SITE FOR FOOTING CONCRETE TO BE PLACED AGAINST DRY

VIBRATORY COMPACTION EQUIPMENT WILL CAUSE VIBRATIONS THAT WILL TRAVEL TO NEIGHBORING

PROPERTIES AND CAUSE DAMAGE AND DISRUPTION VIBRATION LEVELS SHALL BE MONITORED DURING

OPERATIONS TO GUARANTEE A MAXIMUM WILL NOT BE EXCEEDED DEPENDING ON THE SENSITIVITY OF

ADJACENT PROPERTIES THE CONTRACTOR SHALL CONSIDER PERFORMING A CONDITION SURVEY OF

ADJACENT PROPERTIES BEFORE AND AFTER COMPACTION OPERATIONS IN CASE DAMAGES OCCUR

THAT WILL NEED TO BE REPAIRED

sup2sup3acuteacute

CONCRETE TESTING

QUALIFIED F IELD TESTING TECHNICIANS SHALL PREPARE SPECIMENS REQUIRED FOR CURING UNDER

FIELD CONDITIONS AND RECORD THE TEMPERATURE OF THE FRESH CONCRETE WHEN PREPARING

SPECIMENS FOR LABORATORY STRENGTH TESTS

ACCOUNTING SEPARATELY FOR EACH CLASS OF CONCRETE AND EACH DAY ONE TEST (CONSISTING OF

BREAKING (2) 6Oslash DIAMETER x 12 HIGH CONCRETE CYLINDER SAMPLES MOLDED AS PER ASTM C31 AND

TESTED PER ASTM C39) SHALL BE PERFORMED ACCORDING TO THE MOST FREQUENT OF

ONCE A DAY

ONCE EVERY 150 CUBIC YARDS

ONCE EVERY 5000 SQUARE FEET OF SLAB OR WALL SURFACE AREA

7 DAY 14 DAY AND 28 DAY TEST REPORTS SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER OF

RECORD FOR REVIEW THE CLIENT SHALL RETAIN A REPUTABLE TESTING COMPANY TO BE ON SITE AT

THE TIME OF CONCRETE POUR AND INDEPENDENTLY COLLECT CYLINDERS AND PERFORM

COMPRESSIVE TESTING

DEFLECTION DESIGN CRITERIA

ALL MEMBERS (BEAMS SLABS TRUSSES JOISTS ETC) COMPOSING FLOORS HAVE BEEN

DESIGNED AND SHALL BE DESIGNED BY THE DELEGATED ENGINEER (IF APPLICABLE) FOR

TOTAL LOAD SPAN 240

REINFORCED CONCRETE ELEMENTS LIVE LOAD + LONG TERM SPAN 360

WALL MULLIONS L 175

MARBLE AND STONE TILE SUPPORTING FLOORS LIVE LOAD SPAN 720

ROOF MEMBERS SUPPORTING NON PLASTER CEILINGS LIVE L240 TOTAL L180 PER FBC

TABLE 16043

Tekla

structu

res

SOIL

+12-6

46B-INNER

OUTERMOST LAYER46T-OUTER

REVISION NUMBER - SEE TITLE BLOCK FOR DATE

SYMBOL LEGEND

46T-INNER

JOISTS OR TRUSSES - SEE SHOP DRAWINGS

WOOD MEMBERS

4

46B-OUTER

PARTITION

SYMBOL

SECTION MARK - DETAIL NUMBER SHEET NUMBER

-T

NEW CONCRETE SLAB

DESCRIPTION

STEEL REINFORCEMENT LEGEND

-46

TEMPERATURE AND SHRINKAGE REINF

-INNER

4s 6 OC

UPLIFT FORCES amp CONNECTORS - SEE STRAP SCHED

4

STEEL COLUMN BELOW FLOOR LEVEL

STEEL COLUMN ABOVE FLOOR LEVEL

-TEMP

-B BOTTOM

TOP

-OUTER

INNERMOST LAYER

HELICAL PIER - SEE STRUCTURAL NOTES

FILLET WELD - SEE NOTES FOR SIZE amp LENGTH

ROOF RIDGE LINES

STEEL COLUMN ABOVE AND BELOW FLOOR LEVEL

1

WIND PRESSURES ON OPENINGS (GIVEN IN PSF)

FLOOR STEP

W8X67

CMU WALL CURRENT LEVEL

STEEL BEAM

NEW CONCRETE BEAM

EXISTING STRUCTURE

14 Oslash AUGER CAST PILE TO BE CENTERED UNDER

SC1

SC1

P1

TYP

NEW CONCRETE FOOTING

CONCRETE PAD FOOTING - SEE FOOTING SCHEDULE

S1

REVISION CLOUD

STEEL COLUMN

ELEVATION MARKER - SEE ARCH PLANS FOR +0-0

CONCRETE COLUMN - SEE CONC COL SCHED

STEEL BEAM

WELD SYMBOLS

FILLED CELL - SEE CONC COL SCHED

SC1

regdegmicro

A+B+D 1160

+0-0 FF

W10X39

4 TENDON HEIGHT MEASURED FROM SLAB BOTTOM

SEE BEAM SECTION OR PROFILE FOR REINFORCEMENT

B840 T14-0 CONCRETE BEAM 8 WIDE x 40 DEEP TOP +14-0

6

3

TIE BEAM TRANSITION SYMBOLS

SC1

6

GRADE BEAM SEE STRUCTURAL NOTES FOR REINF

BELOW

THICK DASHED LINE REPRESENTS OPENING ON

ABOVE

BELOWABOVE

STORY BELOW REINFORCED MASONRY WALL

-8888

CONCRETE WALL (PRECAST OR CAST IN PLACE)

FOUNDATION FRAMING PLANS FOR LOCATIONSCONCRETE WALL VERTICAL REINFORCEMENT SEE

+5506

CMU WALL ONE LEVEL BELOW

+10-0TOBTOB

WOOD

FaridAbugattas





macr plusmn

sup2

sup3


macr

micromacr


acute


SCALE reg = 1reg

micromacr


plusmn

micromacr


PROJECT

PROJECT CLASSIC



JOB NUMBER

DRAWN amp CHECKED

DATE


SHEET DESCRIPTION


954-570-9500 FAX 954-570-9550


DATE NO


DESCRIPTION

REVISIONS


PO

MPAN

O B

EACH FLO

RID

A

A R

ICK

CASE H

ABIT

AT

CO

MM

UNIT

Y

316 = 1-0

[2] PLAN OF 5

600 N

W 1

4 S

TR

EET



MF20 35 BOT24 16 137 4s 12 OC NA

TE12 25 MID12 8 38 NA NA

Tekla

structu

res







5 NA15 8x8 67

4-0

1-5

cedil

+336-366

1-0

cedil


8-2

4-0


OPTION

30-0

cedil

cedil

MF20

cedil

cedil

cedil

+337-367 cedil

4-0

cedil

MF20

+336-366

sup1ordmmacrplusmn

BA2

KITCHEN

4-0

REIN

FO

RCED

SIL

L B

EAM

PER

TYPIC

AL D

ETAIL

cedil

cedil

cedil

cedil

+338-368

+378-408

4-10

BEDROOM

MASTER

cedil

LIVING

cedil

+349-379

cedil

cedil

1-4

STO

4-0

BEDROOM 3

2-5

BEDROOM 2

3-3

4-0

cedil cedil

3-1

cedil cedil cedil


+344-374

4

S1

4-0

3-9

cedil

4-0

LAUN

+378-408

8-2

cedil

+344-374

REIN

FO

RCED

SIL

L B

EAM

PER

TYPIC

AL D

ETAIL

CJ

cedil

sup1ordmmacrplusmn

cedil

+344-374

4-0

MF20

cedil

MBA

CJ

cedil

cedil

cedil

cedil

cedil

cedil

AHU

cedil cedil

4-10

cedil

cedil



T 0

cedil

2-10

8

2-9

MF20

3-2

CJ

4-4

cedil cedil cedil

cedil


T 0

MF20

MF20

MF20

MF20

2

S1

3

S1

1

S1

DINING ORFAMILY RM4

-0

4-0

3-1

2-10

8

4-9

4-0

40-0

40-0

4-0

30-0

4-0 2-8 5-10 2-92-6 5-10 4-0

2-10 4-0

4-0

1-4 1-4 8-4 1-4


(2) 3 5s

WWM W14 6x6



(2) 4s 12 OC



3 5s

WWM W14 6x6



OPENING

4s 12 OC




3 5s


4s 12 OC




3 5s

WWM W14 6x6

WWM W14 6x6


4s 12 OC

OPENING



TE12

FaridAbugattas





plusmn

sup2



acutesup3


reg

acutesup3


macr

acutesup3




NOTE






PROJECT

PROJECT CLASSIC



JOB NUMBER

DRAWN amp CHECKED

DATE


SHEET DESCRIPTION


954-570-9500 FAX 954-570-9550


DATE NO


DESCRIPTION

REVISIONS


PO

MPAN

O B

EACH FLO

RID

A

A R

ICK

CASE H

ABIT

AT

CO

MM

UNIT

Y

316 = 1-0

[3] PLAN OF 5

600 N

W 1

4 S

TR

EET



HETA 16 FL114733 1810 340 725 (9) 10d x 1-12 NAILS



BOND BM 8 8 1 7 1 7

PCL8 8 8 1 7

Tekla

structu

res

(1) MGT - U= 2680

(1) HETA 16 - U= 210

2X4

TOB8-2

(1) HETA 16 - U= 320

2X4

PCL8

TOB8-2

BO

ND

BEAM

8

-2

PCL8 PCL8

2X4

PCL8

TOB8-2

PCL8

PCL8

PCL8

PCL8

(1) MGT - U= 2680

G=4450

PCL8 PCL8

2X4

BOND BEAM 8-2

(2) HETA16

- U

= 9

00

(2) HETA16

- U= 9

00

GT

PCL8

PCL8

3

S2

PCL8

BO

ND

BEAM

8

-2

BOND BM 8-2

PCL8

3

S2

G=4450




TOB8-2

TOB8-2

TOB8-2

TOB8-2

TOB8-2

PCL8

(1) HETA 16 - U= 320

BO

ND

BEAM

8

-2


WALL SECTION)


2

AREAS LABELED


AT PANEL EDGES

TYP WALL SECTION)

1

BY PLYWOOD

FACE GRAIN TO RUN

LATERAL BRACING IF

SUPPORTS

2

SHEATHING

BLOCKING

BLOCKING

BOND BEAM OR

3

REQUIRED (SEE TYP

w (2) 16d TO EACH


PERPENDICULAR

TO


PANEL ENDS

TIE BEAM (SEE

TYP WALL SECTION)

WOOD FASCIA (SEE

TRUSS END


PROVIDE 2x4

PROVIDED IN

DETAIL TOE NAIL TO

TOP CHORD AT EACH

END WITH (2) 16ds

1

1

2

1

1

3

SEE ARCHITECTURALS



HEEL HEIGHTS

ARCH

FOR ROOFING TYPE

FOR NAILING PATTERN



SEE


12

SHOP DRAWINGS

SEE APPROVED

TRUSSES 24 OC

PRE-ENG ROOF



LOCATION


PLAN FOR VERTICAL


REINFORCED CMU WALL

SEE TYPICAL DETAILS


BOND BEAM

SEE STRAP SCHEDULE

HURRICANE TIES

PLAN

FRAMING

PER

BEAM

T TIE

TRUSSES (TYPICAL)

TRUSS CHORD AT TOP



OVERLAP SPLICES

AND BOTTOM END

COFFER OR

30 D

EG M

AX

REPEAT AT BOTH ENDS

LOCATED 10-0 CC MAX



SPACING

2X4 CROSS BRACES




CHORD BRACING


BOTTOM CHORD OF

TRUSSES

SIMPSON GA2 CLIP TO

BRIDGING





TRUSS SECTION VIEW

CEILING HEIGHT

CHANGE IN




BOTTOM CHORD





FaridAbugattas





PT 1x BUCK


APPROVAL


4 FROM CORNERS

FIL

LED

CELL



HILTI CRS 099-122

COIL NAILS 8 OC

OR

PO

UR

ED

CO

L








ARCHITECTURALS


CORNERS

regmacr

INTENDED FOR THE


X 3 reg macr


PRODUCT APPROVAL

PHILLIPS HEAD



FIL

LED

CELL

OR

PO

UR

ED

CO

L




AND SHAPES PER

ARCHITECTURALS

BEAM BLOCK TO ALLOW

BEAM SCHEDULE

FOR POURED CONC



DISCONTINUE BOND



TOP BARS



DOOR



MOLD


WOOD BUCK ATTACH TO


EMBED 12 OC 6 EE

PROVIDE MIN 2 reg


BUCK PER NOAS

CONCRETE SUBSTRATE

SPECIFICATIONS

BRICK

STUCCO

FIL

LED

CELL

OR

PO

UR

ED

CO

L








ARCHITECTURALS

NOTE UP TO A DOUBLE



FOR EMBEDMENT INTO



ON PRECAST LINTEL

4 MIN BEARING TYP

24 LAPS










BEAMOF KO BOND

PER SCHEDULE










TYP

TYP

FILLED CELL

VERTICAL CELL IN

(2) CORNER

30 L

AP

BARS TOTAL



30 LAP30 LAP

30 L

AP

REINFORCEMENTSEE P

LAN

1-4


WALL ABOVE

48 BAR DIAMETERS

30 M

AX

DIAMETER AND

30deg

(2) 5 TRANSVERSE

3 MIN COVER

SEE FOOTING

SCHEDULE FOR ACTUAL

REINFORCEMENT USED

Z-BARS MATCH LAPPED


PER COLUMN SCHED


COL SCHED

48 BAR DIAMETERS

LAP SPLICE=

VARIES

CMU WALL


9 LADDER TYPE CMU


AT ALL LOCATIONS)


BUCK SEE BUCK

15 MIN CLEAR



SPACED 48 OC MAX


REQUIREMENT OF THIS




WINDOW PER

PLAN

DETAIL





MASONRY UNITS

REINFORCEMENT

(LADDER TYPE)

EVERY OTHER COURSE

9 GAUGE HORIZONTAL




8 x8 x16 CONCRETE


1-regplusmn

C

LEAR

CO

VERSTIRRUPS

3 CLEAR CONC COVER

FACE OF STD HOOK



TO THE TIES ON ALL

TO EXTERIOR



SEC A-A

ON ALL GRADE BEAM

ELEVATED BEAMS

A






REQUIRED)




L1 = CLEARSPAN

GREATER


L1 CLEARSPAN


0 3L OR 0 3L1

SLAB T

HIC

KNESS PER

FR

AM

ING

PLANSBAR SPACING

L CLEARSPAN



GREATER

6 MIN

EXTEND ALL BOTTOM

2 COVER

6 MIN STEEL BEARING

025 Ln


TOP AND BOTTOM)

1-4

PER FOUNDATION PLAN

STEP


COMPACTED

2

BACKFILL

NEW 8 CONC MASONRY

5 12 OC (TRANSVERSE

3 CLR

TOP OF FOOTING


NOTE


3 C

LR

8 (MIN BEARING)

24 (TYP)

WALL BEYOND


6 5 CONT (TO MATCH

COMPACTED

BACKFILL

4-8

30 (TYPICAL)

TOP BARS

BOT BARS

CONCRETE BEAM SIZE

AND REINF PER CONC

BEAM SCHEDULE





PER SCHEDULE

CMU




SCALE degsup2 =1





SCALE regplusmn =1


SCALE reg plusmn =1









PROJECT

PROJECT CLASSIC



JOB NUMBER

DRAWN amp CHECKED

DATE


SHEET DESCRIPTION


954-570-9500 FAX 954-570-9550


DATE NO


DESCRIPTION

REVISIONS


PO

MPAN

O B

EACH FLO

RID

A

A R

ICK

CASE H

ABIT

AT

CO

MM

UNIT

Y

316 = 1-0

[4] PLAN OF 5

600 N

W 1

4 S

TR

EET

Tekla

structu

res

FaridAbugattas




reg macr

deg

plusmn


macr reg

deg

plusmn


a VALUE 300 ft




ROOF PRESSURES



PROJECT

PROJECT CLASSIC



JOB NUMBER

DRAWN amp CHECKED

DATE


SHEET DESCRIPTION


954-570-9500 FAX 954-570-9550


DATE NO


DESCRIPTION

REVISIONS


PO

MPAN

O B

EACH FLO

RID

A

A R

ICK

CASE H

ABIT

AT

CO

MM

UNIT

Y

316 = 1-0

[5] PLAN OF 5

600 N

W 1

4 S

TR

EET





Tekla

structu

res

3

2

3

3

2

2

2

2

3

22

2

2

BLO

CK 4-0

FR

OM

PER

IMETER

BLO

CK 4-0

FR

OM

PER

IMETER



Farid Abugattas






BTUH

HEAT TYPE

SYSTEM

SEER

CFM

FAN STATIC (IN

WG)

VAPORLIQUID PIPE

CONNECT SIZE

(IN ACR) VPHHZ


HEAT

LOAD

(KW)


TOTAL

COOL

SENSIBLE

COOL HEAT

SUPPLY

AIR

RETURN

AIR

OUTDOOR


MAX

FUSE MCA

MAX

FUSE



MNF OR

EQUAL

MODEL OR

EQUAL


NO DESCRIPTION


NO DESCRIPTION


B) INSTALLATION

C) WARRANTIES


SPACE FLOOR

AREA

OPERABLE OPENING

AREA


FLOOR AREA

MINIMUM

INFILTRATION

REQUIREMENTS

MET



SAFETY REQUIREMENTS



FAN STATIC

(IN WG)

DUCT

CONNECT

SIZE

ELECTRIC

REMARKSVPHHZ FLA

HVAC PLAN

NOTES EQUIPMENT

SPECS amp CALCS


A RICK CASE


THE BENEDICTGROUP

HABITAT COMMUNITY



BLDG

TYPE A

B

C









12

WALL

PIPE CLEAN OUTB6

middot

middot

middot

B3

ANTI-SCALD

PIPE SCHEMATIC

WASH VENT

CONNECTION A8 A5

CONDENSATE

DISCHARGEA2

POTABLE WATER

SERVICE CONNECTION

WASHING MACHINE

MIXING BOXB8

CLEAN-OUT TO

GRADE (CTG)C8

SANITARY VENT

THRU ROOFB5


PIPING MATERIAL





SAFETY REQUIREMENTS


SHALL BE POTABLE

SPECIFICATIONS

NO DESCRIPTION


B) WARRANTIES

PIPING PLAN

NOTES EQUIPMENT

SPECS amp CALCS


A RICK CASE


THE BENEDICTGROUP

HABITAT COMMUNITY


P101ABC BLDG

TYPE A

B

C













FOR REFERENCE ONLY






004 S2 Framing Plan


006 SR1 Roof













macr plusmn

sup2

sup3


macr

micromacr


acute


SCALE reg = 1reg

micromacr


plusmn

micromacr


PROJECT

PROJECT CLASSIC



JOB NUMBER

DRAWN amp CHECKED

DATE


SHEET DESCRIPTION


954-570-9500 FAX 954-570-9550


DATE NO


DESCRIPTION

REVISIONS


PO

MPAN

O B

EACH FLO

RID

A

A R

ICK

CASE H

ABIT

AT

CO

MM

UNIT

Y

316 = 1-0

[2] PLAN OF 5

600 N

W 1

4 S

TR

EET



MF20 35 BOT24 16 137 4s 12 OC NA

TE12 25 MID12 8 38 NA NA

Tekla

structu

res







5 NA15 8x8 67

4-0

1-5

cedil

+336-366

1-0

cedil


8-2

4-0


OPTION

30-0

cedil

cedil

MF20

cedil

cedil

cedil

+337-367 cedil

4-0

cedil

MF20

+336-366

sup1ordmmacrplusmn

BA2

KITCHEN

4-0

REIN

FO

RCED

SIL

L B

EAM

PER

TYPIC

AL D

ETAIL

cedil

cedil

cedil

cedil

+338-368

+378-408

4-10

BEDROOM

MASTER

cedil

LIVING

cedil

+349-379

cedil

cedil

1-4

STO

4-0

BEDROOM 3

2-5

BEDROOM 2

3-3

4-0

cedil cedil

3-1

cedil cedil cedil


+344-374

4

S1

4-0

3-9

cedil

4-0

LAUN

+378-408

8-2

cedil

+344-374

REIN

FO

RCED

SIL

L B

EAM

PER

TYPIC

AL D

ETAIL

CJ

cedil

sup1ordmmacrplusmn

cedil

+344-374

4-0

MF20

cedil

MBA

CJ

cedil

cedil

cedil

cedil

cedil

cedil

AHU

cedil cedil

4-10

cedil

cedil



T 0

cedil

2-10

8

2-9

MF20

3-2

CJ

4-4

cedil cedil cedil

cedil


T 0

MF20

MF20

MF20

MF20

2

S1

3

S1

1

S1

DINING ORFAMILY RM4

-0

4-0

3-1

2-10

8

4-9

4-0

40-0

40-0

4-0

30-0

4-0 2-8 5-10 2-92-6 5-10 4-0

2-10 4-0

4-0

1-4 1-4 8-4 1-4


(2) 3 5s

WWM W14 6x6



(2) 4s 12 OC



3 5s

WWM W14 6x6



OPENING

4s 12 OC




3 5s


4s 12 OC




3 5s

WWM W14 6x6

WWM W14 6x6


4s 12 OC

OPENING



TE12

FaridAbugattas





plusmn

sup2



acutesup3


reg

acutesup3


macr

acutesup3




NOTE






PROJECT

PROJECT CLASSIC



JOB NUMBER

DRAWN amp CHECKED

DATE


SHEET DESCRIPTION


954-570-9500 FAX 954-570-9550


DATE NO


DESCRIPTION

REVISIONS


PO

MPAN

O B

EACH FLO

RID

A

A R

ICK

CASE H

ABIT

AT

CO

MM

UNIT

Y

316 = 1-0

[3] PLAN OF 5

600 N

W 1

4 S

TR

EET



HETA 16 FL114733 1810 340 725 (9) 10d x 1-12 NAILS



BOND BM 8 8 1 7 1 7

PCL8 8 8 1 7

Tekla

structu

res

(1) MGT - U= 2680

(1) HETA 16 - U= 210

2X4

TOB8-2

(1) HETA 16 - U= 320

2X4

PCL8

TOB8-2

BO

ND

BEAM

8

-2

PCL8 PCL8

2X4

PCL8

TOB8-2

PCL8

PCL8

PCL8

PCL8

(1) MGT - U= 2680

G=4450

PCL8 PCL8

2X4

BOND BEAM 8-2

(2) HETA16

- U

= 9

00

(2) HETA16

- U= 9

00

GT

PCL8

PCL8

3

S2

PCL8

BO

ND

BEAM

8

-2

BOND BM 8-2

PCL8

3

S2

G=4450




TOB8-2

TOB8-2

TOB8-2

TOB8-2

TOB8-2

PCL8

(1) HETA 16 - U= 320

BO

ND

BEAM

8

-2


WALL SECTION)


2

AREAS LABELED


AT PANEL EDGES

TYP WALL SECTION)

1

BY PLYWOOD

FACE GRAIN TO RUN

LATERAL BRACING IF

SUPPORTS

2

SHEATHING

BLOCKING

BLOCKING

BOND BEAM OR

3

REQUIRED (SEE TYP

w (2) 16d TO EACH


PERPENDICULAR

TO


PANEL ENDS

TIE BEAM (SEE

TYP WALL SECTION)

WOOD FASCIA (SEE

TRUSS END


PROVIDE 2x4

PROVIDED IN

DETAIL TOE NAIL TO

TOP CHORD AT EACH

END WITH (2) 16ds

1

1

2

1

1

3

SEE ARCHITECTURALS



HEEL HEIGHTS

ARCH

FOR ROOFING TYPE

FOR NAILING PATTERN



SEE


12

SHOP DRAWINGS

SEE APPROVED

TRUSSES 24 OC

PRE-ENG ROOF



LOCATION


PLAN FOR VERTICAL


REINFORCED CMU WALL

SEE TYPICAL DETAILS


BOND BEAM

SEE STRAP SCHEDULE

HURRICANE TIES

PLAN

FRAMING

PER

BEAM

T TIE

TRUSSES (TYPICAL)

TRUSS CHORD AT TOP



OVERLAP SPLICES

AND BOTTOM END

COFFER OR

30 D

EG M

AX

REPEAT AT BOTH ENDS

LOCATED 10-0 CC MAX



SPACING

2X4 CROSS BRACES




CHORD BRACING


BOTTOM CHORD OF

TRUSSES

SIMPSON GA2 CLIP TO

BRIDGING





TRUSS SECTION VIEW

CEILING HEIGHT

CHANGE IN




BOTTOM CHORD





FaridAbugattas





PT 1x BUCK


APPROVAL


4 FROM CORNERS

FIL

LED

CELL



HILTI CRS 099-122

COIL NAILS 8 OC

OR

PO

UR

ED

CO

L








ARCHITECTURALS


CORNERS

regmacr

INTENDED FOR THE


X 3 reg macr


PRODUCT APPROVAL

PHILLIPS HEAD



FIL

LED

CELL

OR

PO

UR

ED

CO

L




AND SHAPES PER

ARCHITECTURALS

BEAM BLOCK TO ALLOW

BEAM SCHEDULE

FOR POURED CONC



DISCONTINUE BOND



TOP BARS



DOOR



MOLD


WOOD BUCK ATTACH TO


EMBED 12 OC 6 EE

PROVIDE MIN 2 reg


BUCK PER NOAS

CONCRETE SUBSTRATE

SPECIFICATIONS

BRICK

STUCCO

FIL

LED

CELL

OR

PO

UR

ED

CO

L








ARCHITECTURALS

NOTE UP TO A DOUBLE



FOR EMBEDMENT INTO



ON PRECAST LINTEL

4 MIN BEARING TYP

24 LAPS










BEAMOF KO BOND

PER SCHEDULE










TYP

TYP

FILLED CELL

VERTICAL CELL IN

(2) CORNER

30 L

AP

BARS TOTAL



30 LAP30 LAP

30 L

AP

REINFORCEMENTSEE P

LAN

1-4


WALL ABOVE

48 BAR DIAMETERS

30 M

AX

DIAMETER AND

30deg

(2) 5 TRANSVERSE

3 MIN COVER

SEE FOOTING

SCHEDULE FOR ACTUAL

REINFORCEMENT USED

Z-BARS MATCH LAPPED


PER COLUMN SCHED


COL SCHED

48 BAR DIAMETERS

LAP SPLICE=

VARIES

CMU WALL


9 LADDER TYPE CMU


AT ALL LOCATIONS)


BUCK SEE BUCK

15 MIN CLEAR



SPACED 48 OC MAX


REQUIREMENT OF THIS




WINDOW PER

PLAN

DETAIL





MASONRY UNITS

REINFORCEMENT

(LADDER TYPE)

EVERY OTHER COURSE

9 GAUGE HORIZONTAL




8 x8 x16 CONCRETE


1-regplusmn

C

LEAR

CO

VERSTIRRUPS

3 CLEAR CONC COVER

FACE OF STD HOOK



TO THE TIES ON ALL

TO EXTERIOR



SEC A-A

ON ALL GRADE BEAM

ELEVATED BEAMS

A






REQUIRED)




L1 = CLEARSPAN

GREATER


L1 CLEARSPAN


0 3L OR 0 3L1

SLAB T

HIC

KNESS PER

FR

AM

ING

PLANSBAR SPACING

L CLEARSPAN



GREATER

6 MIN

EXTEND ALL BOTTOM

2 COVER

6 MIN STEEL BEARING

025 Ln


TOP AND BOTTOM)

1-4

PER FOUNDATION PLAN

STEP


COMPACTED

2

BACKFILL

NEW 8 CONC MASONRY

5 12 OC (TRANSVERSE

3 CLR

TOP OF FOOTING


NOTE


3 C

LR

8 (MIN BEARING)

24 (TYP)

WALL BEYOND


6 5 CONT (TO MATCH

COMPACTED

BACKFILL

4-8

30 (TYPICAL)

TOP BARS

BOT BARS

CONCRETE BEAM SIZE

AND REINF PER CONC

BEAM SCHEDULE





PER SCHEDULE

CMU




SCALE degsup2 =1





SCALE regplusmn =1


SCALE reg plusmn =1









PROJECT

PROJECT CLASSIC



JOB NUMBER

DRAWN amp CHECKED

DATE


SHEET DESCRIPTION


954-570-9500 FAX 954-570-9550


DATE NO


DESCRIPTION

REVISIONS


PO

MPAN

O B

EACH FLO

RID

A

A R

ICK

CASE H

ABIT

AT

CO

MM

UNIT

Y

316 = 1-0

[4] PLAN OF 5

600 N

W 1

4 S

TR

EET

Tekla

structu

res

FaridAbugattas




reg macr

deg

plusmn


macr reg

deg

plusmn


a VALUE 300 ft




ROOF PRESSURES



PROJECT

PROJECT CLASSIC



JOB NUMBER

DRAWN amp CHECKED

DATE


SHEET DESCRIPTION


954-570-9500 FAX 954-570-9550


DATE NO


DESCRIPTION

REVISIONS


PO

MPAN

O B

EACH FLO

RID

A

A R

ICK

CASE H

ABIT

AT

CO

MM

UNIT

Y

316 = 1-0

[5] PLAN OF 5

600 N

W 1

4 S

TR

EET





Tekla

structu

res

3

2

3

3

2

2

2

2

3

22

2

2

BLO

CK 4-0

FR

OM

PER

IMETER

BLO

CK 4-0

FR

OM

PER

IMETER



Farid Abugattas






BTUH

HEAT TYPE

SYSTEM

SEER

CFM

FAN STATIC (IN

WG)

VAPORLIQUID PIPE

CONNECT SIZE

(IN ACR) VPHHZ


HEAT

LOAD

(KW)


TOTAL

COOL

SENSIBLE

COOL HEAT

SUPPLY

AIR

RETURN

AIR

OUTDOOR


MAX

FUSE MCA

MAX

FUSE



MNF OR

EQUAL

MODEL OR

EQUAL


NO DESCRIPTION


NO DESCRIPTION


B) INSTALLATION

C) WARRANTIES


SPACE FLOOR

AREA

OPERABLE OPENING

AREA


FLOOR AREA

MINIMUM

INFILTRATION

REQUIREMENTS

MET



SAFETY REQUIREMENTS



FAN STATIC

(IN WG)

DUCT

CONNECT

SIZE

ELECTRIC

REMARKSVPHHZ FLA

HVAC PLAN

NOTES EQUIPMENT

SPECS amp CALCS


A RICK CASE


THE BENEDICTGROUP

HABITAT COMMUNITY



BLDG

TYPE A

B

C









12

WALL

PIPE CLEAN OUTB6

middot

middot

middot

B3

ANTI-SCALD

PIPE SCHEMATIC

WASH VENT

CONNECTION A8 A5

CONDENSATE

DISCHARGEA2

POTABLE WATER

SERVICE CONNECTION

WASHING MACHINE

MIXING BOXB8

CLEAN-OUT TO

GRADE (CTG)C8

SANITARY VENT

THRU ROOFB5


PIPING MATERIAL





SAFETY REQUIREMENTS


SHALL BE POTABLE

SPECIFICATIONS

NO DESCRIPTION


B) WARRANTIES

PIPING PLAN

NOTES EQUIPMENT

SPECS amp CALCS


A RICK CASE


THE BENEDICTGROUP

HABITAT COMMUNITY


P101ABC BLDG

TYPE A

B

C













FOR REFERENCE ONLY






004 S2 Framing Plan


006 SR1 Roof













plusmn

sup2



acutesup3


reg

acutesup3


macr

acutesup3




NOTE






PROJECT

PROJECT CLASSIC



JOB NUMBER

DRAWN amp CHECKED

DATE


SHEET DESCRIPTION


954-570-9500 FAX 954-570-9550


DATE NO


DESCRIPTION

REVISIONS


PO

MPAN

O B

EACH FLO

RID

A

A R

ICK

CASE H

ABIT

AT

CO

MM

UNIT

Y

316 = 1-0

[3] PLAN OF 5

600 N

W 1

4 S

TR

EET



HETA 16 FL114733 1810 340 725 (9) 10d x 1-12 NAILS



BOND BM 8 8 1 7 1 7

PCL8 8 8 1 7

Tekla

structu

res

(1) MGT - U= 2680

(1) HETA 16 - U= 210

2X4

TOB8-2

(1) HETA 16 - U= 320

2X4

PCL8

TOB8-2

BO

ND

BEAM

8

-2

PCL8 PCL8

2X4

PCL8

TOB8-2

PCL8

PCL8

PCL8

PCL8

(1) MGT - U= 2680

G=4450

PCL8 PCL8

2X4

BOND BEAM 8-2

(2) HETA16

- U

= 9

00

(2) HETA16

- U= 9

00

GT

PCL8

PCL8

3

S2

PCL8

BO

ND

BEAM

8

-2

BOND BM 8-2

PCL8

3

S2

G=4450




TOB8-2

TOB8-2

TOB8-2

TOB8-2

TOB8-2

PCL8

(1) HETA 16 - U= 320

BO

ND

BEAM

8

-2


WALL SECTION)


2

AREAS LABELED


AT PANEL EDGES

TYP WALL SECTION)

1

BY PLYWOOD

FACE GRAIN TO RUN

LATERAL BRACING IF

SUPPORTS

2

SHEATHING

BLOCKING

BLOCKING

BOND BEAM OR

3

REQUIRED (SEE TYP

w (2) 16d TO EACH


PERPENDICULAR

TO


PANEL ENDS

TIE BEAM (SEE

TYP WALL SECTION)

WOOD FASCIA (SEE

TRUSS END


PROVIDE 2x4

PROVIDED IN

DETAIL TOE NAIL TO

TOP CHORD AT EACH

END WITH (2) 16ds

1

1

2

1

1

3

SEE ARCHITECTURALS



HEEL HEIGHTS

ARCH

FOR ROOFING TYPE

FOR NAILING PATTERN



SEE


12

SHOP DRAWINGS

SEE APPROVED

TRUSSES 24 OC

PRE-ENG ROOF



LOCATION


PLAN FOR VERTICAL


REINFORCED CMU WALL

SEE TYPICAL DETAILS


BOND BEAM

SEE STRAP SCHEDULE

HURRICANE TIES

PLAN

FRAMING

PER

BEAM

T TIE

TRUSSES (TYPICAL)

TRUSS CHORD AT TOP



OVERLAP SPLICES

AND BOTTOM END

COFFER OR

30 D

EG M

AX

REPEAT AT BOTH ENDS

LOCATED 10-0 CC MAX



SPACING

2X4 CROSS BRACES




CHORD BRACING


BOTTOM CHORD OF

TRUSSES

SIMPSON GA2 CLIP TO

BRIDGING





TRUSS SECTION VIEW

CEILING HEIGHT

CHANGE IN




BOTTOM CHORD





FaridAbugattas





PT 1x BUCK


APPROVAL


4 FROM CORNERS

FIL

LED

CELL



HILTI CRS 099-122

COIL NAILS 8 OC

OR

PO

UR

ED

CO

L








ARCHITECTURALS


CORNERS

regmacr

INTENDED FOR THE


X 3 reg macr


PRODUCT APPROVAL

PHILLIPS HEAD



FIL

LED

CELL

OR

PO

UR

ED

CO

L




AND SHAPES PER

ARCHITECTURALS

BEAM BLOCK TO ALLOW

BEAM SCHEDULE

FOR POURED CONC



DISCONTINUE BOND



TOP BARS



DOOR



MOLD


WOOD BUCK ATTACH TO


EMBED 12 OC 6 EE

PROVIDE MIN 2 reg


BUCK PER NOAS

CONCRETE SUBSTRATE

SPECIFICATIONS

BRICK

STUCCO

FIL

LED

CELL

OR

PO

UR

ED

CO

L








ARCHITECTURALS

NOTE UP TO A DOUBLE



FOR EMBEDMENT INTO



ON PRECAST LINTEL

4 MIN BEARING TYP

24 LAPS










BEAMOF KO BOND

PER SCHEDULE










TYP

TYP

FILLED CELL

VERTICAL CELL IN

(2) CORNER

30 L

AP

BARS TOTAL



30 LAP30 LAP

30 L

AP

REINFORCEMENTSEE P

LAN

1-4


WALL ABOVE

48 BAR DIAMETERS

30 M

AX

DIAMETER AND

30deg

(2) 5 TRANSVERSE

3 MIN COVER

SEE FOOTING

SCHEDULE FOR ACTUAL

REINFORCEMENT USED

Z-BARS MATCH LAPPED


PER COLUMN SCHED


COL SCHED

48 BAR DIAMETERS

LAP SPLICE=

VARIES

CMU WALL


9 LADDER TYPE CMU


AT ALL LOCATIONS)


BUCK SEE BUCK

15 MIN CLEAR



SPACED 48 OC MAX


REQUIREMENT OF THIS




WINDOW PER

PLAN

DETAIL





MASONRY UNITS

REINFORCEMENT

(LADDER TYPE)

EVERY OTHER COURSE

9 GAUGE HORIZONTAL




8 x8 x16 CONCRETE


1-regplusmn

C

LEAR

CO

VERSTIRRUPS

3 CLEAR CONC COVER

FACE OF STD HOOK



TO THE TIES ON ALL

TO EXTERIOR



SEC A-A

ON ALL GRADE BEAM

ELEVATED BEAMS

A






REQUIRED)




L1 = CLEARSPAN

GREATER


L1 CLEARSPAN


0 3L OR 0 3L1

SLAB T

HIC

KNESS PER

FR

AM

ING

PLANSBAR SPACING

L CLEARSPAN



GREATER

6 MIN

EXTEND ALL BOTTOM

2 COVER

6 MIN STEEL BEARING

025 Ln


TOP AND BOTTOM)

1-4

PER FOUNDATION PLAN

STEP


COMPACTED

2

BACKFILL

NEW 8 CONC MASONRY

5 12 OC (TRANSVERSE

3 CLR

TOP OF FOOTING


NOTE


3 C

LR

8 (MIN BEARING)

24 (TYP)

WALL BEYOND


6 5 CONT (TO MATCH

COMPACTED

BACKFILL

4-8

30 (TYPICAL)

TOP BARS

BOT BARS

CONCRETE BEAM SIZE

AND REINF PER CONC

BEAM SCHEDULE





PER SCHEDULE

CMU




SCALE degsup2 =1





SCALE regplusmn =1


SCALE reg plusmn =1









PROJECT

PROJECT CLASSIC



JOB NUMBER

DRAWN amp CHECKED

DATE


SHEET DESCRIPTION


954-570-9500 FAX 954-570-9550


DATE NO


DESCRIPTION

REVISIONS


PO

MPAN

O B

EACH FLO

RID

A

A R

ICK

CASE H

ABIT

AT

CO

MM

UNIT

Y

316 = 1-0

[4] PLAN OF 5

600 N

W 1

4 S

TR

EET

Tekla

structu

res

FaridAbugattas




reg macr

deg

plusmn


macr reg

deg

plusmn


a VALUE 300 ft




ROOF PRESSURES



PROJECT

PROJECT CLASSIC



JOB NUMBER

DRAWN amp CHECKED

DATE


SHEET DESCRIPTION


954-570-9500 FAX 954-570-9550


DATE NO


DESCRIPTION

REVISIONS


PO

MPAN

O B

EACH FLO

RID

A

A R

ICK

CASE H

ABIT

AT

CO

MM

UNIT

Y

316 = 1-0

[5] PLAN OF 5

600 N

W 1

4 S

TR

EET





Tekla

structu

res

3

2

3

3

2

2

2

2

3

22

2

2

BLO

CK 4-0

FR

OM

PER

IMETER

BLO

CK 4-0

FR

OM

PER

IMETER



Farid Abugattas






BTUH

HEAT TYPE

SYSTEM

SEER

CFM

FAN STATIC (IN

WG)

VAPORLIQUID PIPE

CONNECT SIZE

(IN ACR) VPHHZ


HEAT

LOAD

(KW)


TOTAL

COOL

SENSIBLE

COOL HEAT

SUPPLY

AIR

RETURN

AIR

OUTDOOR


MAX

FUSE MCA

MAX

FUSE



MNF OR

EQUAL

MODEL OR

EQUAL


NO DESCRIPTION


NO DESCRIPTION


B) INSTALLATION

C) WARRANTIES


SPACE FLOOR

AREA

OPERABLE OPENING

AREA


FLOOR AREA

MINIMUM

INFILTRATION

REQUIREMENTS

MET



SAFETY REQUIREMENTS



FAN STATIC

(IN WG)

DUCT

CONNECT

SIZE

ELECTRIC

REMARKSVPHHZ FLA

HVAC PLAN

NOTES EQUIPMENT

SPECS amp CALCS


A RICK CASE


THE BENEDICTGROUP

HABITAT COMMUNITY



BLDG

TYPE A

B

C









12

WALL

PIPE CLEAN OUTB6

middot

middot

middot

B3

ANTI-SCALD

PIPE SCHEMATIC

WASH VENT

CONNECTION A8 A5

CONDENSATE

DISCHARGEA2

POTABLE WATER

SERVICE CONNECTION

WASHING MACHINE

MIXING BOXB8

CLEAN-OUT TO

GRADE (CTG)C8

SANITARY VENT

THRU ROOFB5


PIPING MATERIAL





SAFETY REQUIREMENTS


SHALL BE POTABLE

SPECIFICATIONS

NO DESCRIPTION


B) WARRANTIES

PIPING PLAN

NOTES EQUIPMENT

SPECS amp CALCS


A RICK CASE


THE BENEDICTGROUP

HABITAT COMMUNITY


P101ABC BLDG

TYPE A

B

C













FOR REFERENCE ONLY






004 S2 Framing Plan


006 SR1 Roof













PT 1x BUCK


APPROVAL


4 FROM CORNERS

FIL

LED

CELL



HILTI CRS 099-122

COIL NAILS 8 OC

OR

PO

UR

ED

CO

L








ARCHITECTURALS


CORNERS

regmacr

INTENDED FOR THE


X 3 reg macr


PRODUCT APPROVAL

PHILLIPS HEAD



FIL

LED

CELL

OR

PO

UR

ED

CO

L




AND SHAPES PER

ARCHITECTURALS

BEAM BLOCK TO ALLOW

BEAM SCHEDULE

FOR POURED CONC



DISCONTINUE BOND



TOP BARS



DOOR



MOLD


WOOD BUCK ATTACH TO


EMBED 12 OC 6 EE

PROVIDE MIN 2 reg


BUCK PER NOAS

CONCRETE SUBSTRATE

SPECIFICATIONS

BRICK

STUCCO

FIL

LED

CELL

OR

PO

UR

ED

CO

L








ARCHITECTURALS

NOTE UP TO A DOUBLE



FOR EMBEDMENT INTO



ON PRECAST LINTEL

4 MIN BEARING TYP

24 LAPS










BEAMOF KO BOND

PER SCHEDULE










TYP

TYP

FILLED CELL

VERTICAL CELL IN

(2) CORNER

30 L

AP

BARS TOTAL



30 LAP30 LAP

30 L

AP

REINFORCEMENTSEE P

LAN

1-4


WALL ABOVE

48 BAR DIAMETERS

30 M

AX

DIAMETER AND

30deg

(2) 5 TRANSVERSE

3 MIN COVER

SEE FOOTING

SCHEDULE FOR ACTUAL

REINFORCEMENT USED

Z-BARS MATCH LAPPED


PER COLUMN SCHED


COL SCHED

48 BAR DIAMETERS

LAP SPLICE=

VARIES

CMU WALL


9 LADDER TYPE CMU


AT ALL LOCATIONS)


BUCK SEE BUCK

15 MIN CLEAR



SPACED 48 OC MAX


REQUIREMENT OF THIS




WINDOW PER

PLAN

DETAIL





MASONRY UNITS

REINFORCEMENT

(LADDER TYPE)

EVERY OTHER COURSE

9 GAUGE HORIZONTAL




8 x8 x16 CONCRETE


1-regplusmn

C

LEAR

CO

VERSTIRRUPS

3 CLEAR CONC COVER

FACE OF STD HOOK



TO THE TIES ON ALL

TO EXTERIOR



SEC A-A

ON ALL GRADE BEAM

ELEVATED BEAMS

A






REQUIRED)




L1 = CLEARSPAN

GREATER


L1 CLEARSPAN


0 3L OR 0 3L1

SLAB T

HIC

KNESS PER

FR

AM

ING

PLANSBAR SPACING

L CLEARSPAN



GREATER

6 MIN

EXTEND ALL BOTTOM

2 COVER

6 MIN STEEL BEARING

025 Ln


TOP AND BOTTOM)

1-4

PER FOUNDATION PLAN

STEP


COMPACTED

2

BACKFILL

NEW 8 CONC MASONRY

5 12 OC (TRANSVERSE

3 CLR

TOP OF FOOTING


NOTE


3 C

LR

8 (MIN BEARING)

24 (TYP)

WALL BEYOND


6 5 CONT (TO MATCH

COMPACTED

BACKFILL

4-8

30 (TYPICAL)

TOP BARS

BOT BARS

CONCRETE BEAM SIZE

AND REINF PER CONC

BEAM SCHEDULE





PER SCHEDULE

CMU




SCALE degsup2 =1





SCALE regplusmn =1


SCALE reg plusmn =1









PROJECT

PROJECT CLASSIC



JOB NUMBER

DRAWN amp CHECKED

DATE


SHEET DESCRIPTION


954-570-9500 FAX 954-570-9550


DATE NO


DESCRIPTION

REVISIONS


PO

MPAN

O B

EACH FLO

RID

A

A R

ICK

CASE H

ABIT

AT

CO

MM

UNIT

Y

316 = 1-0

[4] PLAN OF 5

600 N

W 1

4 S

TR

EET

Tekla

structu

res

FaridAbugattas




reg macr

deg

plusmn


macr reg

deg

plusmn


a VALUE 300 ft




ROOF PRESSURES



PROJECT

PROJECT CLASSIC



JOB NUMBER

DRAWN amp CHECKED

DATE


SHEET DESCRIPTION


954-570-9500 FAX 954-570-9550


DATE NO


DESCRIPTION

REVISIONS


PO

MPAN

O B

EACH FLO

RID

A

A R

ICK

CASE H

ABIT

AT

CO

MM

UNIT

Y

316 = 1-0

[5] PLAN OF 5

600 N

W 1

4 S

TR

EET





Tekla

structu

res

3

2

3

3

2

2

2

2

3

22

2

2

BLO

CK 4-0

FR

OM

PER

IMETER

BLO

CK 4-0

FR

OM

PER

IMETER



Farid Abugattas






BTUH

HEAT TYPE

SYSTEM

SEER

CFM

FAN STATIC (IN

WG)

VAPORLIQUID PIPE

CONNECT SIZE

(IN ACR) VPHHZ


HEAT

LOAD

(KW)


TOTAL

COOL

SENSIBLE

COOL HEAT

SUPPLY

AIR

RETURN

AIR

OUTDOOR


MAX

FUSE MCA

MAX

FUSE



MNF OR

EQUAL

MODEL OR

EQUAL


NO DESCRIPTION


NO DESCRIPTION


B) INSTALLATION

C) WARRANTIES


SPACE FLOOR

AREA

OPERABLE OPENING

AREA


FLOOR AREA

MINIMUM

INFILTRATION

REQUIREMENTS

MET



SAFETY REQUIREMENTS



FAN STATIC

(IN WG)

DUCT

CONNECT

SIZE

ELECTRIC

REMARKSVPHHZ FLA

HVAC PLAN

NOTES EQUIPMENT

SPECS amp CALCS


A RICK CASE


THE BENEDICTGROUP

HABITAT COMMUNITY



BLDG

TYPE A

B

C









12

WALL

PIPE CLEAN OUTB6

middot

middot

middot

B3

ANTI-SCALD

PIPE SCHEMATIC

WASH VENT

CONNECTION A8 A5

CONDENSATE

DISCHARGEA2

POTABLE WATER

SERVICE CONNECTION

WASHING MACHINE

MIXING BOXB8

CLEAN-OUT TO

GRADE (CTG)C8

SANITARY VENT

THRU ROOFB5


PIPING MATERIAL





SAFETY REQUIREMENTS


SHALL BE POTABLE

SPECIFICATIONS

NO DESCRIPTION


B) WARRANTIES

PIPING PLAN

NOTES EQUIPMENT

SPECS amp CALCS


A RICK CASE


THE BENEDICTGROUP

HABITAT COMMUNITY


P101ABC BLDG

TYPE A

B

C













FOR REFERENCE ONLY






004 S2 Framing Plan


006 SR1 Roof












reg macr

deg

plusmn


macr reg

deg

plusmn


a VALUE 300 ft




ROOF PRESSURES



PROJECT

PROJECT CLASSIC



JOB NUMBER

DRAWN amp CHECKED

DATE


SHEET DESCRIPTION


954-570-9500 FAX 954-570-9550


DATE NO


DESCRIPTION

REVISIONS


PO

MPAN

O B

EACH FLO

RID

A

A R

ICK

CASE H

ABIT

AT

CO

MM

UNIT

Y

316 = 1-0

[5] PLAN OF 5

600 N

W 1

4 S

TR

EET





Tekla

structu

res

3

2

3

3

2

2

2

2

3

22

2

2

BLO

CK 4-0

FR

OM

PER

IMETER

BLO

CK 4-0

FR

OM

PER

IMETER



Farid Abugattas






BTUH

HEAT TYPE

SYSTEM

SEER

CFM

FAN STATIC (IN

WG)

VAPORLIQUID PIPE

CONNECT SIZE

(IN ACR) VPHHZ


HEAT

LOAD

(KW)


TOTAL

COOL

SENSIBLE

COOL HEAT

SUPPLY

AIR

RETURN

AIR

OUTDOOR


MAX

FUSE MCA

MAX

FUSE



MNF OR

EQUAL

MODEL OR

EQUAL


NO DESCRIPTION


NO DESCRIPTION


B) INSTALLATION

C) WARRANTIES


SPACE FLOOR

AREA

OPERABLE OPENING

AREA


FLOOR AREA

MINIMUM

INFILTRATION

REQUIREMENTS

MET



SAFETY REQUIREMENTS



FAN STATIC

(IN WG)

DUCT

CONNECT

SIZE

ELECTRIC

REMARKSVPHHZ FLA

HVAC PLAN

NOTES EQUIPMENT

SPECS amp CALCS


A RICK CASE


THE BENEDICTGROUP

HABITAT COMMUNITY



BLDG

TYPE A

B

C









12

WALL

PIPE CLEAN OUTB6

middot

middot

middot

B3

ANTI-SCALD

PIPE SCHEMATIC

WASH VENT

CONNECTION A8 A5

CONDENSATE

DISCHARGEA2

POTABLE WATER

SERVICE CONNECTION

WASHING MACHINE

MIXING BOXB8

CLEAN-OUT TO

GRADE (CTG)C8

SANITARY VENT

THRU ROOFB5


PIPING MATERIAL





SAFETY REQUIREMENTS


SHALL BE POTABLE

SPECIFICATIONS

NO DESCRIPTION


B) WARRANTIES

PIPING PLAN

NOTES EQUIPMENT

SPECS amp CALCS


A RICK CASE


THE BENEDICTGROUP

HABITAT COMMUNITY


P101ABC BLDG

TYPE A

B

C













FOR REFERENCE ONLY






004 S2 Framing Plan


006 SR1 Roof














BTUH

HEAT TYPE

SYSTEM

SEER

CFM

FAN STATIC (IN

WG)

VAPORLIQUID PIPE

CONNECT SIZE

(IN ACR) VPHHZ


HEAT

LOAD

(KW)


TOTAL

COOL

SENSIBLE

COOL HEAT

SUPPLY

AIR

RETURN

AIR

OUTDOOR


MAX

FUSE MCA

MAX

FUSE



MNF OR

EQUAL

MODEL OR

EQUAL


NO DESCRIPTION


NO DESCRIPTION


B) INSTALLATION

C) WARRANTIES


SPACE FLOOR

AREA

OPERABLE OPENING

AREA


FLOOR AREA

MINIMUM

INFILTRATION

REQUIREMENTS

MET



SAFETY REQUIREMENTS



FAN STATIC

(IN WG)

DUCT

CONNECT

SIZE

ELECTRIC

REMARKSVPHHZ FLA

HVAC PLAN

NOTES EQUIPMENT

SPECS amp CALCS


A RICK CASE


THE BENEDICTGROUP

HABITAT COMMUNITY



BLDG

TYPE A

B

C









12

WALL

PIPE CLEAN OUTB6

middot

middot

middot

B3

ANTI-SCALD

PIPE SCHEMATIC

WASH VENT

CONNECTION A8 A5

CONDENSATE

DISCHARGEA2

POTABLE WATER

SERVICE CONNECTION

WASHING MACHINE

MIXING BOXB8

CLEAN-OUT TO

GRADE (CTG)C8

SANITARY VENT

THRU ROOFB5


PIPING MATERIAL





SAFETY REQUIREMENTS


SHALL BE POTABLE

SPECIFICATIONS

NO DESCRIPTION


B) WARRANTIES

PIPING PLAN

NOTES EQUIPMENT

SPECS amp CALCS


A RICK CASE


THE BENEDICTGROUP

HABITAT COMMUNITY


P101ABC BLDG

TYPE A

B

C













FOR REFERENCE ONLY






004 S2 Framing Plan


006 SR1 Roof


















12

WALL

PIPE CLEAN OUTB6

middot

middot

middot

B3

ANTI-SCALD

PIPE SCHEMATIC

WASH VENT

CONNECTION A8 A5

CONDENSATE

DISCHARGEA2

POTABLE WATER

SERVICE CONNECTION

WASHING MACHINE

MIXING BOXB8

CLEAN-OUT TO

GRADE (CTG)C8

SANITARY VENT

THRU ROOFB5


PIPING MATERIAL





SAFETY REQUIREMENTS


SHALL BE POTABLE

SPECIFICATIONS

NO DESCRIPTION


B) WARRANTIES

PIPING PLAN

NOTES EQUIPMENT

SPECS amp CALCS


A RICK CASE


THE BENEDICTGROUP

HABITAT COMMUNITY


P101ABC BLDG

TYPE A

B

C













FOR REFERENCE ONLY






004 S2 Framing Plan


006 SR1 Roof






















FOR REFERENCE ONLY






004 S2 Framing Plan


006 SR1 Roof












REVIEWED FOR CODE COMPLIANCE SUBJECT TO ALL …...locations for walls, tie beams and concrete...

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Transcript of REVIEWED FOR CODE COMPLIANCE SUBJECT TO ALL …...locations for walls, tie beams and concrete...