base4servereb4-07-1401 - tyngsboro, ma tleto clientse 4.03

SECTIONSS-502

S##

S# S#

#

FOUNDATION PLAN

STRUCTURAL NOTES (CONT.) S-100B

BUILDING SECTIONSS-501

WINDOW & DOOR WIND PRESSURESS-301

TYPICAL DETAILS S-601

SCHEDULES S-101

TOP OF SLABT/SLAB

SHEAR WALLSW

SECTIONSEC.

WIND LOADW.L.

1/1000 INCH1 MIL.

WOOD BEAMWB

WELDED WIRE FABRICW.W.F.

WITHW/

VERTICALVERT.

UNLESS NOTED OTHERWISE U.N.O.

THICKNESSTHK.

TRANSVERSETRANS.

TYPICALTYP.

STEELSTL.

TOP OFT.O.

STRUCTURALSTRUCT.

SPECIFICATIONSSPEC.

SIMILARSIM.

STANDARDSTD.

SLAB-ON-GRADES.O.G.

REVISED (REVISION)REV.

REFERENCEREF.

REQUIREDREQ'D

REINFORCINGREINF.

PLATEPL.

OVERHEADO.H.

ON CENTERO.C.

NOMINALNOM.

NOT TO SCALEN.T.S.

NUMBERNO.

MANUFACTURERMFGR.

METALMTL.

MONOLITHICMONO.

MAXIMUMMAX.

MINIMUMMIN.

LIVE LOADL.L.

EXPANSION JOINTE.J.

EXTERIOREXT.

EXPANSIONEXP.

EXISTINGEXIST.

EQUALEQ.

ELECTRICALELEC.

EMBED PLATEEMBED PL.

EACHEA.

ELEVATIONELEV.

REVISION NUMBER#

SHEET ON WHICH SECTION IS SHOWN

SECTION LETTER

SHEET ON WHICH DETAIL IS CALLED OUT

SHEET ON WHICH DETAIL IS SHOWN

DETAIL NUMBERCMU WALL

WOOD STUD WALL

# ROOF CONNECTOR NUMBER

# FOOTING TYPE

WALL OPENING

#

#

#

COLUMN AT OR ABOVE FLOOR LEVEL

COLUMN BELOW FLOOR LEVEL

COLUMN THROUGH FLOOR LEVEL

FLOOR OPENING

WALL OPENING BELOW

WALL BELOW

S-203

INDEX AND STRUCTURAL NOTES

S-201

S-100A

SET

GIRDER TRUSSGT

BASE FLOOR ELEVATIONBFE

LONGITUDINALLONG.

INTERIORINT.

INSULATIONINSUL.

INCHIN.

HORIZONTALHORIZ.

GALVANIZEDGALV.

GAUGE GA.

FINISHFIN.

FLOORFLR.

FOOTINGFTG.

DEAD LOADD.L.

DETAILDET.

DIMENSIONDIM.

DRAWINGDWG.

DIAMETERDIA.

CONTROL JOINTC.J.

CONTINUOUSCONT.

CONCRETE MASONRY UNITCMU

CONNECTIONCONN.

COLUMNCOL.

CONCRETECONC.

COMPONENTS AND CLADDINGC&C

CLEARCLR.

BLOCKBLK.

BEARINGBRG.

BOTTOMBOTT.

BASE PLATEBP

BEAMBM

ALUMINUMALUM.

ABOVE FINISHED FLOORAFF

ARCHITECTURALARCH.

ABBREVIATIONS

LEGEND

SHEETDATE

ISSUED DRAWINGS

SHEETSDESCRIPTION

DRAWING LIST SUBMITTALS FOR SPECIAL STRUCTURAL, LOAD-CARRYING ITEMS THAT ARE REQUIRED BY CODES OR STANDARDS TO RESIST FORCES MUSTBE PREPARED BY, OR UNDER THE DIRECT SUPERVISION OF, A DELEGATED ENGINEER. EXAMPLES INCLUDE PRECAST CONCRETE, OPEN WEBSTEEL JOISTS, EXTERIOR ENCLOSURE SYSTEMS AND SHORING AND RESHORING.

THE TRADE CONTRACTOR IS RESPONSIBLE FOR CONFIRMING AND CORRELATING DIMENSIONS AT THE JOB SITES, FOR TOLERANCES,CLEARANCES, QUANTITIES, FABRICATION PROCESSES AND TECHNIQUES OF CONSTRUCTION, COORDINATION OF THE WORK WITH OTHERTRADES AND FULL COMPLIANCE WITH THE CONTRACT DOCUMENTS.

THE GENERAL CONTRACTOR/CONSTRUCTION MANAGER SHALL REVIEW AND APPROVE SUBMITTALS AND SHALL SIGN AND DATE EACHDRAWING PRIOR TO SUBMITTING TO THE EOR. THIS APPROVAL IS TO CONFIRM THAT THE SUBMITTAL IS COMPLETE, COMPLIES WITH THESUBMITTAL REQUIREMENTS AND IS COORDINATED WITH FIELD DIMENSIONS, OTHER TRADES, ERECTION SEQUENCING ANDCONSTRUCTIBILITY.

THE STRUCTURAL ENGINEER REVIEWS SUBMITTALS TO CONFIRM THAT THE SUBMITTAL IS IN GENERAL CONFORMANCE WITH THE DESIGNCONCEPT PRESENTED IN THE CONTRACT DOCUMENTS. QUANTITIES AND DIMENSIONS ARE NOT CHECKED. NOTATIONS ON SUBMITTALS DONOT AUTHORIZE CHANGES TO THE CONTRACT SUM. CHECKING OF THE SUBMITTAL BY THE STRUCTURAL ENGINEER SHALL NOT RELIEVETHE CONTRACTOR OF RESPONSIBILITY FOR DEVIATIONS FROM THE CONTRACT DOCUMENTS AND FROM ERRORS OR OMISSIONS IN THESUBMITTAL.

IN ADDITION TO THE ABOVE, THE STRUCTURAL ENGINEER'S REVIEW OF DELEGATED ENGINEER SUBMITTALS IS LIMITED TO VERIFYING THATTHE SPECIFIED STRUCTURAL SUBMITTAL HAS BEEN FURNISHED, SIGNED AND SEALED BY THE DELEGATED ENGINEER AND THAT THEDELEGATED ENGINEER HAS UNDERSTOOD THE DESIGN INTENT AND USED THE SPECIFIED STRUCTURAL CRITERIA. NO DETAILED CHECK OFCALCULATIONS WILL BE MADE. THE DELEGATED ENGINEER IS SOLELY RESPONSIBLE FOR HIS/HER DESIGN, INCLUDING BUT NOT LIMITED TOTHE ACCURACY OF HIS/HER CALCULATIONS AND COMPLIANCE WITH THE APPLICABLE CODES AND STANDARDS.

CAD FILES OF STRUCTURAL DRAWINGS MAY BE USED AS AN AID IN PREPARING SHOP DRAWINGS ONLY UPON THE CONTRACTOR SIGNINGAN AGREEMENT. WHEN CAD FILES OR COPIES OF THE STRUCTURAL DRAWINGS ORE MADE AVAILABLE, IT IS UNDER THE FOLLOWINGCONDITIONS:

ALL INFORMATION CONTAINED IN THE CAD FILES OR COPIES OF THE STRUCTURAL DRAWINGS ARE INSTRUMENTS OF SERVICE OF THE ARCHITECT/ENGINEER AND SHALL NOT BE USED FOR OTHER PROJECTS, ADDITIONS TO THE PROJECT OR THE COMPLETION OF THE PROJECT BY OTHERS.CAD FILES AND COPIES OF THE STRUCTURAL DRAWINGS REMAIN THE PROPERLY OF THE EOR AND IN NO CASE SHALL THEIR TRANSFER BE CONSIDERED A SALE.CAD FILES OR COPIES OF THE STRUCTURAL DRAWINGS ARE NOT CONTRACT DOCUMENTS. IN THE EVENT OF A CONFLICT, THE STRUCTURAL DRAWINGS SHALL GOVERN;THE USE OF CAD FILES OR COPIES OF THE STRUCTURAL DRAWINGS SHALL NOT IN ANY WAY RELIEVE THE CONTRACTOR'S RESPONSIBILITY FOR PROPER CHECKING AND COORDINATION OF DIMENSIONS, DETAILS, SIZES AND QUANTITIES OF MATERIALS AS REQUIRED FOR THE PREPARATION OF COMPLETE AND ACCURATE SHOP DRAWINGS.THE CONTRACTOR SHALL REVISE REFERENCES TO CONTRACT DOCUMENT SHEET NUMBERS AND SECTION MARKS AND SHALL REMOVE INFORMATION THAT IS NOT REQUIRED FOR THEIR WORK FROM THE CAD FILES OR COPIES OF THE STRUCTURAL DRAWINGS, INCLUDING THE TITLE BLOCK.DIMENSIONS IN THE CAD FILES MAY NOT ALTERED FOR PRESENTATION PURPOSES.

THE CONTRACTOR IS SOLELY RESPONSIBLE FOR ALI EXCAVATION PROCEDURES INCLUDING LAGGING, SHORING, AND PROTECTION OFADJACENT PROPERTY, STRUCTURES, STREETS AND UTILITIES IN ACCORDANCE WITH THE REQUIREMENTS OF THE LOCAL BUILDINGDEPARTMENT AND OSHA REGULATIONS.

DO NOT EXCAVATE WITHIN ONE FOOT OF THE ANGLE OF REPOSE OF ANY SOIL BEARING FOUNDATION UNLESS THE FOUNDATION ISPROPERLY PROTECTED AGAINST SETTLEMENT.

DO NOT BACKFILL AGAINST ANY FOUNDATION WALL UNTIL 7 DAYS AFTER THE WALLS ARE BRACED BY THE STRUCTURE OR ARETEMPORARILY BRACED.

DO NOT BACKFILL CANTILEVERED RETAINING WALLS UNTIL CONCRETE REACHES 70% OF THE SPECIFIED 28 DAY STRENGTH

DO NOT BACKFILL UNTIL AFTER COMPLETION AND INSPECTION OF ANY WATERPROOFING.

WATERPROOF MEMBRANES (OVERLAPPED 6" AT JOINTS) WITH A PERMEANCE OF LESS THAN 0.3 PERMS IN ACCORDANCE WITH ASTM E-96SHALL BE PROVIDED UNDER INTERIOR SLABS.

NO FREE WATER STANDING ON NEITHER THE SUBGRADE NOR ANY MUDDY OR SOFT SPOT IS ALLOWED.

ANY STRUCTURAL MEMBER PENETRATING SLAB ON FILL IS TO BE ISOLATED WITH ½" THICK PRE-MOLDED JOINT FILLER COMPLYING WITHASTM D-1752, TYPE 1.

REFER TO GEOTECHNICAL REPORT FOR SUBGRADE PREPARATION MORE THAN 12" BELOW THE BOTTOM OF THE SLAB.

ABOVE SUBGRADE, USE FILL CONTAINING NOT MORE THAN 10% PASSING 200 SIEVE AND MAXIMUM 1 INCH DIAMETER. COMPACT TO 95% OFMAXIMUM DRY DENSITY AS DETERMINED BY MODIFIED PROCTOR ASTM 0-1557.

EACH LAYER OF FILL SHALL NOT EXCEED 6" LOOSE THICKNESS. COMPACT PRIOR TO PLACEMENT OF THE NEXT LAYER.FILL PLACEMENT AND COMPACTION SHALL BE MONITORED AND ACCEPTED BY THE TESTING AGENCY.

TAKE A MIN. OF ONE FIELD DENSITY TEST (ASTM 0-1556 OR 0-2922) FOR EACH 2,500 SQUARE FEET OF EACH LAYER.

THE TESTING AGENCY SHALL RANDOMLY SELECT TEST LOCATIONS.

FOR INTERIOR SLABS PLACE 6 MIL POLYETHYLENE SHEETING BETWEEN SOIL AND BOTTOM OF SLAB. DO NOT USE ANY SHEETING BELOWEXTERIOR CONCRETE SLABS.USE 4" THICK SLABS ON GRADE REINFORCED WITH 6 X 6 / 10 X 10 WELDED WIRE REINFORCEMENT SUPPLIED IN FLAT SHEETS ONLY. USECHAIRS TO SUPPORT WIRE FABRIC IN THE CENTER OF SLAB.

PLACE CONCRETE IN LONG-STRIP CONSTRUCTION METHOD. PROVIDE CRACK CONTROL JOINTS AT 10 FEET MAXIMUM TO LIMIT AREASBETWEEN JOINTS TO 100 SQ. FT. IN ALL FLOATING SLABS ON GRADE. LOCATE TO CONFORM TO BAY SPACING WHENEVER POSSIBLE, ADDCRACK CONTROL JOINTS AT RE-ENTRANT CORNERS WHICH TEND TO INVITE CRACKS.

IN SIDEWALKS AND WALKWAYS, LOCATE ISOLATION JOINTS AT 20 FT. O.C. MAXIMUM SCORE AND TOOL BETWEEN ISOLATION JOINTS INEQUAL BAYS OF 5 FT. OR LESS.

SEE THE ARCHITECTURAL DRAWINGS FOR SLAB ON GRADE DEPRESSIONS AND OTHER REQUIREMENTS.

CONTRACTION JOINTS ARE INTENDED TO CREATE WEAKENED PLANES IN THE CONCRETE AND REGULATE THE LOCATION OF CRACKS.

EXPANSION JOINTS SEPARATE SLABS FROM OTHER PARTS OF THE STRUCTURE.

CONSTRUCTION JOINTS ARE SURFACES WHERE TWO SUCCESSIVE PLACEMENTS OF CONCRETE MEET.

THE MAXIMUM JOINT SPACING SHOULD BE 24 TO 36 TIMES THE THICKNESS OF THE SLAB NOT EXCEEDING 15 FEET.

ALL PANELS SHOULD BE SQUARE OR NEARLY SQUARE. THE LENGTH SHOULD NOT EXCEED 1.5 TIMES THE WIDTH. AVOID L-SHAPEDPANELS.

FOR CONTRACTION JOINTS, THE JOINT GROOVE SHOULD HAVE A MINIMUM DEPTH OF 1/4 THE THICKNESS OF THE SLAB, BUT NOT LESSTHAN 1 INCH.

CONVENTIONAL SAW-CUT JOINTS SHOULD BE RUN WITHIN 4 TO 12 HOURS AFTER THE CONCRETE HAS BEEN FINISHED.

USE PREMOLDED JOINT FILLER FOR ISOLATION JOINTS TO SEPARATE SLABS FROM BUILDING WALLS OR FOOTINGS.

TO ISOLATE COLUMNS FROM SLABS, FORM CIRCULAR OR SQUARE OPENINGS, WHICH WILL NOT BE FILLED UNTIL AFTER THE FLOOR HASHARDENED.

CONCRETE DESIGN HAS BEEN PERFORMED IN ACCORDANCE WITH ACI 318 BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE.

CONCRETE CONSTRUCTION TECHNIQUES SHALL CONFORM TO THE "SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS" (ACI301).

ADEQUATE VERTICAL AND HORIZONTAL SHORING SHALL BE PROVIDED TO SAFELY SUPPORT ALL CONSTRUCTION LOADS.

CONCRETE BEAM SIZES MAY BE INCREASED AS REQUIRED FOR ARCHITECTURAL DETAILS OR TO FIT BLOCK COURSING

PROVIDE 3/4FT CHAMFER FOR ALL EXPOSED CORNERS.

MEAN ROOF HEIGHT 18'-34"NUMBER OF STORIES (UNDERGROUND) 1(0)FOUNDATION TYPE SHALLOW FOOTINGROOF SYSTEM WOOD TRUSS

1. ALL STRUCTURAL ELEMENTS, EXPOSED TO WIND, HAVE BEEN DESIGNED PER THE GUIDELINES OF THE ASCE7-05 BUILDING CODE WITH THE FOLLOWING DESIGN VALUES: WIND SPEED = 100MPH EXPOSURE = C IMPORTANCE FACTOR = 1.15 BUILDING CATEGORY III Kd= 0.85 FOR MWFRS Kd= 0.85 FOR C&C INTERNAL PRESSURE COEFFICIENTS ±0.18 (FULLY ENCLOSED)2. SEISMIC LOAD: a) OCCUPANCY CATEGORY: III b) SPECTRAL RESPONSE ACCELERATION AT PERIOD OF SHORT PERIODS(Ss): 0.31g c) SPECTRAL RESPONSE ACCELERATION AT PERIOD OF 1-SEC(S1): 0.074g d) SPECTAL RESPONSE COEFFICIENT (Sds): 0.36g e) SPECTAL RESPONSE COEFFICIENT (Sd1): 0.13g f) SITE CLASS: D g) SEISMIC DESIGN CATEGORY: B h) SEISMIC IMPORTANCE FACTOR (le): 1.25 i) BASIC SEISMIC-FORCE-RESISTING SYSTEM: WOOD SHEAR WALL j) DESIGN BASE SHEAR: 25.70 kips k) ANALYSIS PROCEDURE: STATIC LATERAL-FORCE PROCEDURE l) RESPONSE MODIFICATION FACTOR: 6.5 m) LONG PERIOD TRANSITION PERIOD: 6 SEC3. SNOW LOAD: a) GROUND SNOW LOAD (Pg): 55PSF b) SLOPED ROOF BALANCED SNOW LOADS(Ps): 46.59PSF c) SNOW EXPOSURE FACTOR (Ce): 1.1 d) SNOW IMPORTANCE FACTOR (Is): 1.1 e) THERMAL FACTOR (Ct): 1.0

THESE PLANS AND THE ASSOCIATED CALCULATIONS HAVE BEEN PREPARED IN ACCORDANCE WITH STATE AND LOCAL BUILDINGCODES.

TO THE BEST OF OUR KNOWLEDGE, THE STRUCTURAL DRAWINGS AND SPECIFICATIONS COMPLY WITH THE APPLICABLEREQUIREMENTS OF THE GOVERNING BUILDING CODE.

CONSTRUCTION IS TO COMPLY WITH THE REQUIREMENTS OF THE GOVERNING BUILDING CODE AND ALL OTHER APPLICABLEFEDERAL, STATE, AND LOCAL CODES, STANDARDS, ORDINANCES REGULATIONS AND LAWS.

THE BUILDING CODES USED FOR THE DESIGN ARE NOTED BELOW:

ASCE 07-05 MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURESACI 318-05 BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE AND COMMENTARYACI 530-05 BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURESAISC LRFD - MANUAL OF STEEL CONSTRUCTION LOAD & RESISTANCE FACTOR DESIGNANSI/AF&PA NDS 2005 NATION DESIGN SPECIFICATION FOR WOOD CONSTRUCTION - ALLOWABLE STRESS DESIGNSTEEL DECK INSTITUTE DIAPHRAGM DESIGN MANUAL SECOND EDITIONAISI - 2001 NORTH AMERICAN SPECIFICATION FOR THE DESIGN COLD-FORMED STEEL STRUCTURAL MEMBERS INTERNATIONAL BUILDING CODE - 2006 (IBC2006)

CONTRACTOR SHALL OBTAIN LATEST SET OF DRAWINGS INCLUDING ANY REVISIONS BEFORE STARTING CONSTRUCTION.

IT IS ASSUMED THAT THE CONTRACTOR HAS READ AND UNDERSTANDS THE NOTES BELOW

THE CONTRACTOR SHALL REVIEW DRAWINGS IN THEIR ENTIRETY BEFORE STARTING WORK. THE BUILDER SHALL ACCEPT FULLRESPONSIBILITY FOR ANY ERRORS OR OMISSIONS NOT REPORTED IMMEDIATELY IN WRITING TO THIS ENGINEER.

BY SUBMITTING THESE PLANS FOR PERMIT, THE CONTRACTOR ACCEPTS FULL RESPONSIBILITY FOR THE ACCURACY OF THEINFORMATION DEPICTED WITHIN.

CONTRACTORS WHO DISCOVER DISCREPANCIES, OMISSIONS OR VARIATIONS IN THE CONTRACT DOCUMENTS DURING BIDDINGSHALL IMMEDIATELY NOTIFY THE EOR. THE EOR WILL RESOLVE THE CONDITION AND ISSUE A WRITTEN CLARIFICATION.

THE GENERAL CONTRACTOR SHALL COORDINATE ALL CONTRACT DOCUMENTS WITH FIELD CONDITIONS AND DIMENSIONS ANDPROJECT SHOP DRAWINGS PRIOR TO CONSTRUCTION.

DO NOT SCALE THE DRAWINGS. FOLLOW WRITTEN DIMENSIONS ONLY.

ANY DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER PRIOR TO PROCEEDING WITH THE AFFECTED PARTOF THE WORK

ALL DETAILS AND SECTIONS SHOWN ON THE DRAWINGS ARE INTENDED TO BE TYPICAL AND SHALL BE CONSTRUED TO APPLY TOANY SIMILAR SITUATION ELSEWHERE ON THE PROJECT, EXCEPT WHERE A DIFFERENT DETAIL IS SHOWN.

STRUCTURAL DRAWINGS SHALL BE WORKED TOGETHER WITH ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS TOVERIFY DIMENSIONS, LOCATIONS OF DEPRESSED SLABS, SLOPES, DRAINS, OUTLETS, RECESSES, BOLT SETTINGS SLEEVES, ETC.DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE EOR BEFORE PROCEEDING WITH THE WORK.

VERIFY ALL DIMENSIONS, ELEVATIONS, SIZE AND LOCATION OF WALL OPENINGS, COLUMNS, AND SLAB FINISHES WITHARCHITECTURAL DRAWINGS BEFORE COMMENCING CONSTRUCTION.

ALL STRUCTURAL OPENINGS AROUND OR AFFECTED BY MECHANICAL, ELECTRICAL OR PLUMBING EQUIPMENT SHALL BE VERIFIEDWITH EQUIPMENT PURCHASED BEFORE PROCEEDING WITH STRUCTURAL WORK AFFECTED. CONTRACTOR SHALL SUBMIT TO THESTRUCTURAL ENGINEER FOR APPROVAL A DRAWING DETAILING THE OPENING LOCATIONS AND SIZE PRIOR TO CONSTRUCTION.

DO NOT CHANGE SIZE OR LOCATION OF STRUCTURAL MEMBERS WITHOUT WRITTEN INSTRUCTIONS FROM THE STRUCTURALENGINEER OF RECORD.

NO PENETRATION OF ANY STRUCTURAL MEMBER NOT SHOWN ON THE STRUCTURAL DRAWINGS WILL BE ALLOWED WITHOUT PRIORAPPROVAL OF THE STRUCTURAL ENGINEER.

SEE PROJECT SPECIFICATIONS FOR TESTING.

THE CONTRACTOR IS SOLELY RESPONSIBLE FOR CONSTRUCTION MEANS AND METHODS, AND JOBSITE SAFETY INCLUDING ALLOSHA REQUIREMENTS.

THE CONTRACTOR SHALL PROTECT ADJACENT PROPERTY, HIS OWN WORK AND THE PUBLIC FROM HARM.

IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE ERECTION PROCEDURES AND SEQUENCES TO INSURE SAFETY OF THEBUILDING AND ITS COMPONENTS DURING ERECTION. THIS WORK INCLUDES THE ADDITION OF NECESSARY SHORING, SHEETING,TEMPORARY BRACING, GUYS OR TIEDOWNS.

WHEREVER THE CONTRACTOR IS UNSURE OF THESE REQUIREMENTS, THE CONTRACTOR SHALL RETAIN A LICENSED ENGINEER TODESIGN AND INSPECT THE TEMPORARY BRACING AND STABILITY OF THE STRUCTURE.

THE STRUCTURE IS DESIGNED TO BE SELF SUPPORTING AND STABLE AFTER THE BUILDING IS COMPLETE. PRIOR TO COMPLETION,THE RESPONSIBLE FOR STABILITY AND TEMPORARY BRACING IS THE RESPONSIBILITY OF THE CONTRACTOR.

THE CONTRACTOR SHALL SUPPLEMENT THE MINIMUM REQUIRED FOUNDATION AND SITE PREPARATION REQUIREMENTS ANDSLAB-ON-GRADE THICKNESS TO HANDLE CONSTRUCTION LOADS.

THE GENERAL CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR ALL EXCAVATION AND SHORING PROCEDURES AND PROTECTIONOF ADJACENT PROPERTY, STREETS AND UTILITIES IN ACCORDANCE WITH LOCAL BUILDING DEPARTMENT.

WHEN PERFORMING WORK BELOW GRADE, CARE SHALL BE TAKEN TO AVOID DAMAGING ANY EXISTING UTILITIES. ALL UNKNOWNUTILITIES DISCOVERED DURING CONSTRUCTION SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT. ANY DAMAGE TO THEEXISTING UTILITIES SHALL BE REPORTED TO ALL AFFECTED PARTIES INCLUDING THE ARCHITECT.

THE STRUCTURAL FRAMING SHOWN IS SCHEMATIC IN NATURE. HOWEVER THE SUPPORTING STRUCTURE HAS BEEN DESIGNEDUNDER THE ASSUMPTION THE FRAMING SCHEME SHOWN WILL CLOSELY PARALLEL FINAL FLOOR DESIGNERS LAYOUT. REVIEW OFSHOP DRAWINGS IS REQUIRED . FAILURE TO PROVIDE SHOP DRAWINGS MAY RESULT IN ADDITIONAL ENGINEERING COSTS DURINGCONSTRUCTION.

THE CONTRACTOR SHALL SUPPLY THE ENGINEER THREE COPIES OF SHOP DRAWINGS WITH THE UNDERSTANDING THAT TWOWEEKS ARE NECESSARY FOR THE REVIEW PERIOD.

SUBMIT SPECIFIC COMPONENTS, SUCH AS COLUMNS, FOOTINGS, ETC., IN A SINGLE PACKAGE. SUBMIT SIMILAR FLOORSTOGETHER. ON THE FIRST SUBMITTAL, CLEARLY FLAG AND CLOUD ALL DIFFERENCES FROM THE CONTRACT DOCUMENTS. ONRESUBMITTALS, FLAG AND CLOUD ALL CHANGES AND ADDITIONS TO PREVIOUS SUBMITTAL; ONLY CLOUDED ITEMS WILL BEREVIEWED.

GENERAL NOTES & STRUCTURAL SPECIFICATIONS

GROUND FLOOR PLANS-202

ROOF FRAMING PLAN

SECTIONSS-503

COMPONENT & CLADDING PRESSURESS-302

S−100A

NOTES:1. GC MUST provide andinstall all products per plans.Only Substituted Productsneed to be submitted toLima Architects, for ShopDrawing Approval.Unapproved Substitutionswill be replaced at theexpense of the GC.2.Verbal representation hasno value and all requests toChange any Products orSpecifications per Plans,MUST be submitted inwriting to Lima and TLE,for approval.

2014.04.09 - ISSUED FOR PERMIT

ADAM GINSBURG, PE12641 YARDLEY DRIVEBOCA RATON, FL 33428

ADAM GINSBURGCIVIL

No.50995

PROFESS I ONA L ENG I N

EER

CO

MM

ON

W

EA LT H OF MASSACHUS

ET

TS

REG I ST ERED

HURRICANE STRAPS SHALL BE INSTALLED ACCORDING TO MANUFACTURER'S INSTRUCTIONS.HANGERS OR STRAPS THAT DO NOT MATCH EXACTLY THE ONES SPECIFIED ON THE DRAWINGS IN STEEL YIELD OR ULTIMATESTRENGTH, STEEL DIMENSIONS (LENGTH AND WIDTH), NUMBER AND DIAMETER OF HOLES FOR THE SAME SIZES OF NAILS ORBOLTS, AND/OR DO NOT HAVE THE SAME GENERAL SHAPE WILL NOT BE ACCEPTABLE.

NO POCKETS WILL BE ALLOWED IN CONCRETE OR STEEL MEMBERS FOR CONNECTION OF WOOD MEMBERS UNLESS THECONNECTION DETAIL IS IN WRITING PRIOR TO INSTALLATION.

ALL NAILS, SCREWS AND BOLTS SHALL BE HOT-DIPPED GALVANIZED.

ALL TJI JOISTS AND PARALLAM BEAMS AND COLUMNS SHALL BE AS MANUFACTURED BY TRUSS JOIST INC OR AN APPROVED EQUAL.SUBMIT MANUFACTURER'S PRODUCT DATA TO EOR FOR REVIEW.

THE MATERIAL, FABRICATION, AND ERECTION OF STRUCTURAL STEEL SHALL COMPLY WITH THE SPECIFICATIONS FOR THEDESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS, 9TH. EDITION BY THE AMERICAN INSTITUTE OFSTEEL CONSTRUCTION.

STRUCTURAL STEEL SHAPES SHALL BE FABRICATED FROM THE FOLLOWING MATERIALS:

ROLLED W AND WT SHAPES: ASTM A992, GRADE 50.ROLLED M, S, C AND MC SHAPES AND ANGLES: ASTM A36, FY=36 KSI.ANGLES, PLATES AND BARS: ASTM A36, FY=36 KSI.COLD-FORMED HOLLOW STRUCTURAL SECTIONS (HSS):ROUND SECTIONS: ASTM A500, GRADE C, FY=46 KSI.SQUARE AND RECTANGULAR SECTIONS: ASTM A500, GRADE B, FY=46 KSI.STEEL PIPE: ASTM A53, TYPE E OR S, GRADE B, FY=35 KSI.

ALL STEEL BEAMS SUPPORTING CONCRETE FLOORS ON STEEL DECK ARE TO BE CONSTRUCTED AS COMPOSITE WITH THESLAB AND SHALL BE CONSTRUCTED UNSHORED, U.O.N. BEAMS INCLUDE CHANNELS, STEEL TUBES, WIDE FLANGESECTIONS, TRUSSES, ETC. WELD ¾” DIAMETER HEADED STEEL STUDS TO ALL COMPOSITE BEAMS. WHERE BASE MATERIAL ISTHINNER THAN 0.3H, USE 5/8" DIAMETER STUDS. STUDS SHALL CONFORM TO AWS 01.1. STUD LENGTH SHALL EXTEND 1 1/2" ABOVETOP FLUTE OF DECK. SPACE STUDS AT 12” O.C. FOR GIRDERS SUPPORTING BEAMS AND AT 24" O.C. FOR BEAMS SUPPORTINGSTEEL DECK ONLY, U.O.N. ON PLAN. WELD STUDS THROUGH DECK.

A325 AND A490 BOLTS SHALL COMPLY WITH "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS”INCLUDING COMMENTARY.

A. TYPICAL BOLTS USED IN STRUCTURAL CONNECTIONS FOR THIS PROJECT ARE 7/8" DIAMETER A325.

B. TIGHTEN BEARING-TYPE BOLTS (A-325N, A-325X, A-490N, AND A-490X) TO THE SNUG TIGHT CONDITION AS FOLLOWS:

1. BOLTS SHALL BE PLACED IN ALL HOLES, WITH WASHERS POSITIONED AS REQUIRED AND NUTS THREADED TO COMPLETE THE ASSEMBLY.

2. COMPACTING THE JOINT TO THE SNUG-TIGHT CONDITION SHALL PROGRESS SYSTEMATICALLY FROM THE MOST RIGID PART OF THE JOINT.

3. THE SNUG-TIGHTENED CONDITION IS THE TIGHTNESS THAT IS ATTAINED WITH A FEW IMPACTS OF AN IMPACT WRENCH OR THE FULL EFFORT OF AN IRON WORKER USING AN ORDINARY SPUD WRENCH.

4. MORE THAN ONE CYCLE THROUGH THE BOLT PATTERN MAY BE REQUIRED TO ACHIEVE THE SNUG-TIGHTENED JOINT.

C. TIGHTEN SLIP-CRITICAL BOLTS (A-325SC AND A-490SC) TO THE MINIMUM FASTENER TENSION INDICATED IN TABLE 8.1 OF THE “SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A-325 OR ASTM A-490 BOLTS" AS FOLLOWS:

1. BEGIN FINAL TIGHTENING OF SLIP-CRITICAL BOLTS ONLY AFTER A SNUG-TIGHT JOINT AS DESCRIBED ABOVE IS ACHIEVED.

2. IF SPLINED END OF TENSION-CONTROL BOLTS IS SEVERED PRIOR TO ACHIEVING SNUG-TIGHT JOINT, REMOVE AND REPLACE THE FASTENER ASSEMBLY.

3. PROGRESS SYSTEMATICALLY FROM THE MOST RIGID PART OF THE JOINT.

4. DETERMINE TENSION USING EITHER LOAD INDICATOR WASHERS OR TENSION-CONTROL BOLTS.

D. AT THE CONTRACTOR'S OPTION, SLIP-CRITICAL BOLTS MAY BE INSTALLED IN EITHER STANDARD, OVERSIZE, OR SHORT SLOTTED HOLES. DESIGN OF CONNECTIONS USING SLIP CRITICAL BOLTS IS BASED ON A CLASS A FAILING SURFACE AND OVERSIZED HOLES.

E. PROVIDE HARDENED WASHERS CONFORMING TO ASTM F436 AND PLACE UNDER THE PART BEING TURNED.

F. DO NOT REUSE OR RETIGHTEN BOLTS WHICH HAVE BEEN FULLY TIGHTENED. USE ONLY NON-GALVANIZED NUTS AND BOLTS THAT ARE CLEAN, RUST-FREE, AND WELL LUBRICATED. BOLTS AND NUTS SHALL BE WAX DIPPED BY THE BOLT SUPPLIER OR LUBRICATED WITH JOHNSON'S STICK WAX 140. CLEANING AND LUBRICATION OF ASTM F1852 TWIST-OFF-TYPE TENSION-CONTROL BOLTS IS NOT PERMITTED.

G. WHERE SLOTTED HOLES ARE USED TO ACCOMMODATE THERMAL MOVEMENT, NOTIFY THE ENGINEER IF BOLT IS EXPECTED TO HIT THE END OF SLOT, BASED ON TEMPERATURE AT TIME OF INSTALLATION.

H. STORE FASTENER COMPONENTS IN SEALED CONTAINERS UNTIL READY FOR USE. RESEAL OPEN CONTAINERS TO PREVENT CONTAMINATION BY MOISTURE OR OTHER DELETERIOUS SUBSTANCES. STORE CLOSED CONTAINERS FROM DIRT AND MOISTURE IN A PROTECTIVE SHELTER. TAKE FROM PROTECTIVE STORAGE ONLY AS MANY FASTENER COMPONENTS AS ARE ANTICIPATED TO BE INSTALLED DURING THE WORK SHIFT FASTENER COMPONENTS THAT ARE NOT INCORPORATED INTO THE WORK SHALL BE RETURNED TO PROTECTIVE STORAGE AT THE END OF THE WORK SHIFT. FASTENERS FROM OPEN CONTAINERS AND FASTENERS THAT ACCUMULATE RUST OR DIRT SHALL NOT BE USED AND SHALL BE IMMEDIATELY AND PERMANENTLY REMOVED FROM THE PROJECT SITE.

USE A-307 BOLTS FOR ALL ERECTION BOLTS AND BOLTS LESS THAN 3/4" DIAMETER, U.O.N. ANCHOR RODS SHALL BE ASTMF1554 GRADE 55 WITH SUPPLEMENTARY REQUIREMENT S1, HOOKED AND 1 1/2 ASTM F1554 GRADE 105 WITHSUPPLEMENTAL REQUIREMENTS, STRAIGHT WITH NUTS AND WASHERS EACH END.

SETTING BASE AND BEARING PLATES: CLEAN CONCRETE AND MASONRY BEARING SURFACE OF BOND-REDUCINGMATERIALS AND CLEAN BOTTOM OF BASE AND BEARING PLATE.

A. SET BASE OR BEARING PLATE ON WEDGES OR OTHER ADJUSTING DEVICES.

B. TIGHTEN ANCHOR RODS AFTER STRUCTURAL STEEL FRAME HAS BEEN PLUMBED. DO NOT REMOVE WEDGES OR SHIMS BUT, IF PROTRUDING, CUT OFF FLUSH WITH EDGE OF BASE OR BEARING PLATE PRIOR TO PACKING WITH GROUT.

C. PACK OR POUR NON-SHRINK GROUT SOLIDLY BETWEEN BEARING SURFACE AND BASE OR BEARING PLATE. ENSURE THAT NO VOIDS REMAIN. FINISH EXPOSED SURFACES, PROTECT GROUT AND ALLOW TO CURE.

D. FOR PROPRIETARY GROUT MATERIALS, COMPLY WITH MANUFACTURER'S INSTRUCTIONS.

E. BASE PLATES MUST BE GROUTED A MINIMUM OF 72 HOURS PRIOR TO PLACING CONCRETE SLABS ON SUPPORTING STEEL STRUCTURE.

CUT, DRILL, OR PUNCH HOLES PERPENDICULAR TO METAL SURFACES. REAM HOLES THAT MUST BE ENLARGED TO ADMITBOLTS AS PERMITTED BY THE EOR. DO NOT ENLARGE UNFAIR HOLES BID BURNING OR USING DRIFT PINS.

WELDING SHALL BE DONE BY AWS CERTIFIED WELDERS USING THE MOST RECENT AWS APPROVED TECHNIQUES.SHIELDED METAL ARC WELDING (SMAW) SHALL USE E70XX LOW HYDROGEN ELECTRODES.

ALL SHOP AND FIELD WELDING SHALL CONFORM TO THE AWS 01.1 STRUCTURAL WELDING CODE BY THE AMERICANWELDING SOCIETY.

WHERE NECESSARY. REMOVE GALVANIZING OR PRIMER PRIOR TO WELDING.

SPACE FILLER BEAMS EQUALLY BETWEEN SUPPORTS, U.O.N.

DO NOT SPLICE STRUCTURAL STEEL MEMBERS EXCEPT WHERE INDICATED ON THE DRAWINGS.

SEE ARCHITECTURAL AND MECHANICAL DRAWINGS FOR MISCELLANEOUS STEEL NOT SHOWN ON THE STRUCTURALDRAWINGS.

REFER TO ARCHITECTURAL DRAWINGS AND PROJECT SPECIFICATIONS FOR PAINTING AND FIREPROOFING

ALL STEEL SHALL RECEIVE SHOP AND FIELD TOUCH-UP COATS OF PAINT IN ACCORDANCE WITH SSPC SPECIFICATIONS.

USE WEDGE-TYPE EXPANSION ANCHORS SUCH AS THE HILTI KWIK BOLT, ITW RAMSET RED HEAD TRUBOLT WEDGE, POWERS RAWLPOWER-STUD, SIMPSON STRONG-TIE WEDGE-AII OR ACCEPTED EQUIVALENT. FOLLOW MANUFACTURER'S SPECIFICATIONS FOR USEAND INSTALLATION.

CONFIRM THE ABSENCE OF REINFORCING STEEL BY DRILLING A 1/4" DIAMETER PILOT HOLE FOR EACHANCHOR. DO NOT CUT REINFORCING STEEL WITHOUT APPROVAL OF THE STRUCTURAL ENGINEER.

PROVIDE ANCHOR EMBEDMENT, SPACING AND EDGE DISTANCE AS SHOWN ON THE DRAWINGS.

USE AN EPOXY, ACRYLIC OR POLYESTER RESIN ADHESIVE SYSTEM SUCH AS THE HILTI HIT HY150 2 PART EPOXY INJECTION SYSTEM,OR ACCEPTED EQUIVALENT. FOLLOW MANUFACTURER'S SPECIFICATIONS FOR USE AND INSTALLATION.

CONFIRM THE ABSENCE OF REINFORCING STEEL BY DRILLING A 1/4" DIAMETER PILOT HOLE FOR EACH ANCHOR. DO NOT CUTREINFORCING STEEL WITHOUT APPROVAL OF THE STRUCTURAL ENGINEER.

REFER TO MANUFACTURER'S INSTALLATION INSTRUCTIONS FOR APPROPRIATE DRILL SIZE. THOROUGHLY CLEAN HOLE INCLUDINGREMOVAL OF DUST PRIOR TO FILLING WITH EPOX'D.

PROVIDE ANCHOR EMBEDMENT, SPACING AND EDGE DISTANCE AS SHOWN ON THE DRAWINGS.

THREADED RODS ARE ASTM A193 B7 STEEL, U.O.N.

USE POWDER ACTUATED FASTENING SYSTEMS SUCH AS THOSE MANUFACTURED BY HILTI, ITW RAMSET/REDHEAD, RAWL, OR ANACCEPTED ALTERNATE HAVING ICBO, SBCCI, OR MIAMI-DADE COUNTY PRODUCT CONTROL APPROVAL.

INSTALL IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS. PROVIDE A MINIMUM OF TWO FASTENERS PER CONNECTION.

PROVIDE A MINIMUM PENETRATION IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS BUT NOT LESS THAN 1-1/8" INCONCRETE, U.O.N.

PROVIDE A MINIMUM ANCHOR SPACING AND EDGE DISTANCE OF 3" IN CONCRETE AND A MINIMUM ANCHOR SPACING OF 1" ANDEDGE DISTANCE OF 1/2" IN STEEL.

ALL WOOD MEMBERS HAVE BEEN DESIGNED IN ACCORDANCE WITH THE NATIONAL DESIGN SPECIFICATION FOR WOODCONSTRUCTION AND ITS SUPPLEMENT, (NDS), 2005 EDITION.

ALL WOOD FOR BEAMS, BEARING WALLS, SOLE PLATES, TOP PLATES, BLOCKING, BRACING, LEDGERS, CRIPPLES, SILLS, ETC.. SHALLBE DOUGLAS FIR-LARCH NO.2 OR BETTER WITH A MOISTURE CONTENT OF 19% OR LESS.

MICROLAM BEAMS SHALL BE MANUFACTURED BY TRUS-JOIST CORP. OR AN APPROVED EQUAL AND SHALL PROVIDE A MODULUS OFELASTICITY OF 1,600,000 PSI, A MINIMUM FLEXURAL STRENGTH OF 850 PSI, AND A MINIMUM HORIZONTAL SHEAR STRESS OF 180 PSI.

ALL WOOD IN CONTACT WITH CONCRETE OR CONCRETE BLOCK SHALL BE PRESSURE TREATED. ACCEPTABLE TREATMENTSINCLUDE ACQ (AMINE COPPER QUAT) COPPER BORON AZOLE, ACID COPPER CHROMATE AND COPPER CITRATE. BORATE BASEDTREATMENTS SUCH AS ZINC BORATE AND SODIUM BORATE ARE ALSO ACCEPTABLE FOR INDOOR USES.

FOR STRUCTURAL USES, AVOID BUYING TREATED LUMBER THAT CONTAINS MORE THAN 1/2" OF HEARTWOOD.

AVOID INHALATION OF SAWDUST PRODUCED BY PRESSURE TREATED WOOD. WEAR A DUST MASK AND WORK OUTDOORS.DISPOSE OF DUST AND SCRAP BY ORDINARY TRASH COLLECTION. DO NOT BURN. PRESSURE TREATED WOOD MAY PRODUCE TOXICFUMES.

IN HIGHLY CORROSIVE ENVIRONMENTS, ALL WIND RESISTING HARDWARE INCLUDING THE HURRICANE STRAPS SHALL BE MADE OFSTAINLESS STEEL OR SHALL BE DIPPED (AND SCRATCHES REPAINTED)IN COAL-TAR EPOXY PAINT.

1. A GEOTECHNICAL ENGINEER SHALL SUBMIT A SOILS REPORT TO VERIFYTHE ALLOWABLE SOIL DESIGN BEARING PRESSURE. GEOTECHNICAL ENG.: GEOTECHNICAL ENGINEERING SERVICES,P.C. DATE OF REPORT: 2013-10-03 PROJECT NUMBER: 13.227.NH ALLOW. COMPRESSION CAPACITY: 4000 PSF FROST DEPTH: 4'-0"

WHEN APPLICABLE, CONTRACTOR SHALL SUBMIT PROPOSED MIX DESIGNS, WITH HISTORICAL STRENGTH DATA FOR EACHSEPARATE MIX PRIOR TO CONCRETE PLACEMENT.

CONCRETE SHALL COMPLY WITH ALL THE REQUIREMENTS OF ACI 301 AND ASTM C-94 FOR MEASURING, MIXING, TRANSPORTING,ETC.

CONCRETE SHALL COMPLY WITH ALL THE REQUIREMENTS OF ACI 301 AND ASTM C-94 FOR MEASURING, MIXING, TRANSPORTING,ETC.

NORMAL WEIGHT CONCRETE (145 PCF) 28-DAY COMPRESSIVE STRENGTH:PILING: 5000 PSI (WITH .40 WATER TO CEMENT RATIO)GRADE BEAMS AND PILE CAPS: 5000 PSI.FOUNDATIONS :3000 PSISLAB ON GRADE : 3000 PSICOLUMNS, BEAMS, AND ELEVATED SLABS: 3000 PSI

CONCRETE SLUMP SHALL BE AS FOLLOWS: SLUMP IN INCHES MIN MAXMASSIVE SECTIONS, PAVEMENTS, AND SLABS 1 1/2 4HEAVY SLABS, BEAMS, WALLS 3 5THIN WALLS, COLUMNS, 3 1/2 6

DETAILS OF CONCRETE REINFORCEMENT SHALL BE IN ACCORDANCE WITH "THE MANUAL OF STANDARD PRACTICE FORREINFORCED CONCRETE CONSTRUCTION" AS PUBLISHED BY THE CONCRETE REINFORCING STEEL INSTITUTE UNLESS OTHERWISEINDICATED.

PLACING DRAWINGS AND BAR LISTS SHALL CONFORM TO A.C.I.'S "MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCEDCONCRETE STRUCTURES." (ACI 315)

PROVIDE ASTM A-615 GRADE 50 REINFORCING STEEL. REINFORCING SHALL BE ACCURATELY PLACED, RIGIDLY SUPPORTED ANDFIRMLY TIED IN PLACE, WITH APPROPRIATE BAR SUPPORTS AND SPACERS.

LAP CONTINUOUS REINFORCING 48 BAR DIA. LAP BOTTOM STEEL OVER SUPPORTS AND TOP STEEL AT MIDSPAN (U.O.N.). HOOKDISCONTINUOUS ENDS OF TOP BARS AND ALL BARS IN WALLS, U.O.N. PROVIDE COVER OVER REINFORCING AS FOLLOWS:

ELEMENTS BOT TOP SIDESFOOTINGS AND PILE CAPS 3” 2” 3”GRADE BEAMS WITH SIDES FORMED 3” 2” 2” *BEAMS ABOVE GRADE 1 ½” 1 1/12” 1 ½”COLUMNS - - 1 ½”SLABS ON GRADE 2” 1” 2”SLABS ABOVE GRADE ¾” ¾” 1”SLABS EXP. TO WEATHER (#5) 1 ½” 1 ½” 1 ½”SLABS EXP. TO WEATHER (LARGER) 2” 2” 2”WALLS RETAINING FILL - - 2”WALLS ABOVE GRADE - - 1”CONCRETE CAST AGAINST EARTH 3” 3” 3”

*IF GRADE BEAM SIDES ARE UNFORMED, EXCAVATE 2” WIDER (1" EACH SIDE) THAN SPECIFIED AND INCREASE COVER TO 3".

PROVIDE THE FOLLOWING TEMPERATURE REINFORCING FOR ONE-WAY SLABS, UON:

SLAB THICKNESS REINFORCING3 1/2" - 4 1/4" #3 @ 12” O.C.4 1/2" - 6 1/2" #4 @ 18” O.C.7" - 7 1/2" #4 @ 15” O.C.8" 9” #4 @ 12” O.C.

UTILITIES SHALL NOT PENETRATE BEAMS OR COLUMNS BUT MAY PASS THROUGH SLABS AND WALLS INDIVIDUALLY, UON. FOROPENINGS 24" LONG OR LESS, CUT REINFORCING AND REPLACE ALONGSIDE OPENING WITH SPLICE BARS OF EQUIVALENT AREAWITH 48 BAR DIA. LAP. PREPARE AND SUBMIT SHOP DRAWINGS FOR OPENINGS LONGER THAN 24". FOR RECTANGULAR OPENINGS12" LONG OR LONGER, ADD 1~5 X 6' MID DEPTH DIAGONAL AT ALL FOUR CORNERS.

WHERE REINFORCING STEEL CONGESTION PERMITS, CONDUIT AND PIPES UP TO 1" DIAMETER MAY BE EMBEDDED IN CONCRETEPER ACI 318, SECTION 6.3. SPACE AT 3 DIAMETERS O.C. PLACE BETWEEN OUTER LAYERS OF REINFORCING. IF CONDUITS ARESIGNIFICANTLY CONGESTED, ADDITIONAL REINFORCING PERPENDICULAR TO PIPING MAY BE REQUIRED. REQUESTS TO EMBEDLARGER PIPES SHOULD BE ACCOMPANIED BY A DETAILED DESCRIPTION AND BE SUBMITTED TO THE ARCHITECT FOR EVALUATION.

PROVIDE CONSTRUCTION JOINTS IN ACCORDANCE WITH ACI 318, SECTION 6.4. PROVIDE KEYWAYS AND ADEQUATE DOWELS.SUBMIT DRAWINGS SHOWING LOCATION OF CONSTRUCTION JOINTS AND DIRECTION OF POUR FOR REVIEW.

THE OWNER SHALL CONTRACT AN INDEPENDENT TESTING LABORATORY TO PERFORM CONCRETE CYLINDER TESTS AS FOLLOWS:FOUR CYLINDER TESTS FOR ANY 50 CUBIC YARDS OF CONCRETE POURED, OR THREE CYLINDER TEST PER ANY DAY'S POUR LESSTHAN 50 CUBIC YARDS. ONE CYLINDER SHALL BE TESTED AT 7 DAYS AND TWO AT 28 DAYS.

CONCRETE TICKETS SHALL BE TIME-STAMPED WHEN CONCRETE IS BATCHED. THE MAXIMUM TIME ALLOWED FROM WHEN WATER ISADDED TO THE MIX UNTIL IT IS DEPOSITED IN ITS FINAL POSITION SHALL NOT EXCEED 90 MINUTES. IF FOR ANY REASON THERE IS ADELAY SUCH THAT A BATCH IS HELD FOR LONGER THAN 90 MINUTES, THE CONCRETE SHALL NOT BE PLACED.

IT SHALL BE THE RESPONSIBILITY OF THE TESTING LABORATORY TO NOTIFY THE OWNER'S REPRESENTATIVE AND THE CONTRACTOROF ANY NONCOMPLIANCE WITH THE ABOVE.

ALL CONCRETE SHALL BE CURED USING A CURING COMPOUND MEETING ASTM STANDARD C-309, TYPE 1. CURING COMPOUNDSSHALL HAVE A FUGITIVE DYE. THE CURING COMPOUND SHALL BE PLACED AS SOON AS THE FINISHING IS COMPLETED OR AS SOONAS THE VISIBLE WATER HAS LEFT THE UNFINISHED CONCRETE.

ALL SCUFFED OR BROKEN AREAS IN THE CURING MEMBRANE SHALL BE RECOATED DAILY.

CALCIUM CHLORIDES SHALL NOT BE UTILIZED IN THE WORK.

OTHER ADMIXTURES MAY BE USED ONLY WITH THE APPROVAL OF THE ENGINEER.

NO STRUCTURAL CONCRETE SHALL BE STRIPPED UNTIL IT HAS REACHED AT LEAST TWO-THIRDS OF THE 28 DAY DESIGN STRENGTH.

FORMWORK, SHORING, AND BRACING FOR ALL CONCRETE BEAMS, SLABS, COLUMNS, WALLS, AND FOOTINGS SHALL BE DESIGNEDAND CONSTRUCTED IN ACCORDANCE WITH ACI STANDARDS 347 AND 301 AND STATE AND LOCAL BUILDING CODES.

REBAR SHALL BE ASTM A615 GRADE 60 DEFORMED BARS, FREE FROM OIL, SCALE, AND RUST AND PLACED IN ACCORDANCE WITHTHE TYPICAL BENDING DIAGRAM AND PLACING DETAILS OF THE ACI STANDARDS AND SPECIFICATIONS.

CONTRACTOR SHALL SUBMIT REBAR SHOP DRAWINGS FOR REVIEW PRIOR TO FABRICATION.

HORIZONTAL AND VERTICAL BARS SHALL LAP 6 X BAR NO., SEE LAP SPLICE SCHEDULE.

UNSCHEDULED FIELD LAPS ARE SUBJECT TO ENGINEER'S REVIEW.

TENSION LAP SPLICE SCHEDULE: PLAN REINFORCEMENT MASONRY OTHER THAN TOP BARS TOP BARSBAR NO. SPICE LENGTH (3000 PSI ) (4000 PSI) (3000 PSI ) (4000 PSI) 3 -- 16" 16" 21" 18" 4 24" 22" 19" 28" 24" 5 30" 27" 23" 35" 30" 6 36" 35" 31" 46" 40" 7 42" 48" 42" 63" 54"

PROVIDE 3' X 3' CORNER BARS LAPPED AND TIED TO EACH BEAM REBAR, TYPICAL AT ALL CORNERS. THESE CORNER BARS SHALL BETHE SAME SIZE AS LONGITUDINAL BEAM BARS. SEE DETAILS FOR ADDITIONAL INFORMATION.

REINFORCEMENT SHALL BE CAREFULLY PLACED, RIGIDLY SUPPORTED AND WELL TIED WITH BAR SUPPORTS AND SPACERS.

REINFORCING STEEL IN FOOTINGS SHALL BE ASSEMBLED AS MATS WITH BARS EQUALLY SPACED AND WIRED TOGETHER AT EACHINTERSECTION BEFORE CONCRETE IS PLACED.

DOWEL COLUMN AND WALL REINFORCING TO FOOTING WITH SAME SIZE AND NUMBER OF DOWELS AS VERTICAL BARS ABOVE.

DOWELS SHALL BE HOOKED "L" AT BOTTOM AND SHALL BE LAPPED 36 BAR DIAMETER WITH THE COLUMN OR WALL REINFORCINGABOVE.

CONCRETE COLUMNS SHALL BE TIED COLUMNS UNLESS OTHERWISE INDICATED.

WELDED WIRE MESH SHALL BE ASTM A185, GRADE 65, FREE FROM OIL, SCALE, AND RUST, AND SHALL BE PLACED IN ACCORDANCEWITH THE ACI TYPICAL DETAILS.

MINIMUM LAP SHALL BE ONE SPACE PLUS TWO INCHES

WHERE SPECIFIED, PROVIDE PLAIN, COLD-DRAWN ELECTRICALLY-WELDED WIRE REINFORCEMENT CONFORMING TO ASHI A-185.SUPPLY IN FLAT SHEETS ONLY. LAP SPLICE ONE CROSS WIRE SPACING PLUS TWO INCHES.

WOOD TRUSSES TO BE DESIGNED AND FABRICATED IN ACCORDANCE WITH THE "NATIONAL DESIGN SPECIFICATIONS FORSTRESS-GRADE LUMBER AND ITS FASTENINGS" BY THE NFPA.

TRUSS DESIGN SHALL COMPLY WITH TPI/WTCABCSI 1-03 "BUILDING COMPONENT SAFETY INFORMATION GUIDE TO GOODPRACTICE FOR HANDLING, INSTALLING & BRACING OF METAL PLATE CONNECTED WOOD TRUSSES" AND TPI 1-02 "NATIONALDESIGN STANDARD FOR METAL-PLATE-CONNECTED WOOD CONSTRUCTION"

TRUSS DESIGNS SHALL BE SIGNED AND SEALED BY A PROFESSIONAL ENGINEER REGISTERED IN MASSACHUSETTS.

SEE NOTES FOR SHOP DRAWINGS.

CONNECTOR PLATES SHALL BE A MINIMUM THICKNESS OF 0.036" AND BE MANUFACTURED FROM STEEL MEETING THEREQUIREMENTS OF ASTM A446, GRADE A, AND SHALL BE HOT- DIPPED GALVANIZED.

IN HIGHLY CORROSIVE ENVIRONMENTS, CONNECTOR PLATES AS WELL AS THE HURRICANE STRAPS AND ALL THE NAILS,SHALL BE HOT DIPPED GALVANIZED, TRIPLE ZINC G-185 COATED OR MADE WITH STAINLESS STEEL.

HANDLING, ERECTION AND BRACING OF TRUSSES SHALL BE IN ACCORDANCE WITH TRUSS PLATE INSTITUTERECOMMENDATIONS.

HURRICANE STRAPS SHALL BE INSTALLED ACCORDING TO MANUFACTURER'S INSTRUCTIONS. CONNECTORS OR STRAPSTHAT DO NOT MATCH EXACTLY THE ONES SPECIFIED IN THE DRAWINGS REGARDING STEEL YIELD OR ULTIMATESTRENGTH, STEEL GAGE, DIMENSIONS (LENGTH AND WIDTH), NUMBER AND DIAMETER OF HOLES FOR THE SAME SIZES OFNAILS OR BOLTS, AND/OR DO NOT HAVE THE SAME GENERAL SHAPE, WILL NOT BE ACCEPTABLE.

THE CONTRACTOR WILL BE RESPONSIBLE FOR KEEPING THE ROOF SAFELY IN PLACE IN THE EVENT OF HIGH WINDS OROTHER TRANSIENT LOADING CONDITIONS DURING CONSTRUCTION. *** FAILURE TO COMPLY WITH THESE PARAMETERSWILL MNME THE CONTRACTOR SOLELY RESPONSIBLE FOR ANY AND ALL CONSEQUENTIAL DAMAGES CAUSED BY THEHORIZONTAL THRUST DEVELOPED BY THE ROOF FRAMING DUE TO SUPERIMPOSED LOADING AND TRANSFERRED INTOTHE BEAMS, WALLS AND COLUMNS.

CONTRACTOR SHALL SUBMIT SIGNED AND SEALED DRAWINGS OF ALTERNATE CONNECTION DETAILS ATTRUSSES/GIRDERS TO COLUMNS AND WALLS FOR APPROVAL.

THE ARCHITECT AND ITS CONSULTANTS OR DESIGN PROFESSIONALS WILL NOT BE RESPONSIBLE FOR ANY DAMAGECAUSED AS A CONSEQUENCE OF TERMITE INFESTATION.

THE LOCATIONS OF GIRDERS AND TRUSSES SHOWN ON THE ROOF FRAMING PLAN WERE USED TO FACILITATE DESIGN OFFOUNDATIONS, WALLS, AND BEAMS. THE CONTRACTOR SHALL SUBMIT TRUSS SHOP DRAWINGS FOR REVIEW BY THESTRUCTURAL ENGINEER OF RECORD PRIOR TO FABRICATION.

THE TRUSS FABRICATOR SHALL PROVIDE ENGINEERED SHOP DRAWINGS OF EACH INDIVIDUAL TRUSS AND A FULLYDIMENSIONED ERECTION PLAN SHOWING COMPONENT LAYOUT.

SHOP DRAWINGS SHALL BE SIGNED AND SEALED BY A MASSACHUSETTS LICENSED PROFESSIONAL ENGINEER.

THE HURRICANE STRAPS SPECIFIED ON THE WALL SECTIONS AND PLANS ARE PROVIDED TO FACILITATE THECONSTRUCTION SCHEDULE, AND MAY CHANGE PREDICATED ON THE TRUSS AND GIRDER REACTIONS PROVIDED BY THETRUSS ENGINEER.

THE STRUCTURAL FRAMING SHOWN IS SCHEMATIC IN NATURE. HOWEVER THE SUPPORTING STRUCTURE HAS BEENDESIGNED UNDER THE ASSUMPTION THE FRAMING SCHEME SHOWN WILL CLOSELY PARALLEL FINAL FLOOR DESIGNERSLAYOUT. PROVIDE SIGNED AND SEALED SHOP DRAWINGS AND CALCULATIONS FOR APPROVAL. REVIEW OF SHOPDRAWINGS IS REQUIRED AS THE ENGINEER CHECKS BEAM, WALL, COLUMN AND FOOTING CAPACITIES AGAINST KNOWNLOADING. FAILURE TO PROVIDE SHOP DRAWINGS MAY RESULT IN ADDITIONAL ENGINEERING COSTS DURINGCONSTRUCTION.

NET AREA COMPRESSIVE STRENGTH OF MASONRY: f'm=1500 PSI.

NET AREA COMPRESSIVE STRENGTH OF MASONRY UNITS WITH MORTAR: f'c=1900 PSI.

THE SPECIFIED COMPRESSIVE STRENGTH OF GROUT SHALL EQUAL OR EXCEED f'm, BUT SHALL NOT EXCEED 5,000 PSI .

MORTAR SHALL CONFORM TO ASTM C270, TYPE 'M' WITH A MINIMUM AVERAGE STRENGTH OF 2500 PSI.

ALL CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C90, 'STANDARD SPECIFICATIONS FOR HOLLOW LOAD BEARINGCONCRETE MASONRY UNITS'.

FOR MASONRY WALLS DESIGNED ACCORDING TO STATE AND LOCAL BUILDING CODE, (Pu/Ag)<0.05*f'm AND TIE BEAMS AND TIECOLUMNS ARE REQUIRED.

FOR MASONRY WALLS DESIGN ACCORDING TO SECTION 2122, (Pu/Ag)>0.20*f'm, AND TIE BEAMS AND TIE COLUMNS ARE NOTREQUIRED. BEARING WALLS SHALL HAVE A NOMINAL THICKNESS OF AT LEAST 1/30 OF THE UNSUPPORTED HEIGHT OR WIDTH,WHICH EVER IS SMALLER, BUT NOT LESS THAN 8 INCHES.

MASONRY WALLS HAVE BEEN DESIGNED USING STRENGTH AND DEFLECTION DESIGN OF REINFORCED UNIT MASONRY AREDESIGNED ACCORDING TO STATE AND LOCAL BUILDING CODEAND ACI 530 SECTION 3.2.5.

1. SPECIAL INSPECTIONS ARE REQUIRED PER SECTION 1704 OF THE INTERNATIONAL BUILDING CODE.

2. THE SPECIAL INSPECTOR SHALL BE A QUALIFIED PERSON WHO SHALL DEMONSTRATE COMPETENCE, TO THE SATISFACTION OFTHE BUILDING OFFICIAL, FOR THE INSPECTION OF THE PARTICULAR TYPE OF CONSTRUCTION OR OPERATION REQUIRING SPECIALINSPECTION.

3. THESE INSPECTIONS ARE IN ADDITION TO THE INSPECTIONS SPECIFIED IN IBC SECTION 109.

4. REFERENCE IBC SECTION 1704 AND STATEMENT OF SPECIAL INSPECTION (SSI) FOR VERIFICATION AND INSPECTIONREQUIREMENTS FOR EACH MATERIAL AND CONSTRUCTION TYPE.

S−100B




ADAM GINSBURGCIVIL

No.50995


EER

CO

MM

ON

W

EA L T H OF MASSACHUS

ET

TS

REG I ST ERED

BOTT. ELEV.MK SIZE TYPE

A

REMARKREBAR

FOOTING SCHEDULE

W

L

1 1 2"

GR

OU

TB

ED

. TYP

PL

THIC

KNES

SD

EP

TH

1/4

BOTT. ELEV.

C

MK SIZE TYPE

A

REMARKREBAR

FOOTING SCHEDULE

1

REMARKSTYPESIZEMK

COLUMN SCHEDULE

COLUMN SIZEANCHOR BOLTSTHICKNESS

DIMENSION

WLMK

NOTE:1. MUDSILL ANCHORAGE SHOULD HAVE A MINIMUM 7" OF EMBEDMENT INTO FOUNDATION.2. 2X6 WOOD BLOCKING REQUIRED AT MIDDLE OF WALL

STUDS ATCORNERS

3

D

B

HOLD DOWNS

WOOD DIAPHRAGM SHEATHING SCHEDULE

LEVEL PANEL GRADEMINIMUM NOMINALWIDTH OF FRAMINGMEMBER

MINIMUM PANEL THICKNESS

NAIL SPACING

DIAPHRAGMBOUNDARIES

OTHERPANEL EDGES

NAIL SIZE REMARKS

4 1/2"

11 1

/2"

MK

H1

SIZE TYPE GRADE

H2

WB1(3)2X8

NO. 2DF

(3)2X12

NO. 2DF

NO. 2DF

(3)2X12

4 1/2"

7 1/

2"

MK SIZE TYPE GRADE

11 1

/2"

ROOF OSB 2" 1532" 6" 6" 8d

RINGSHANKUNBLOCKEDDIAPHRAGM

SW1 1ST FL EXTERIOR 2 X 6 @16" O.C.

(3) 2"X6" COL (2) 2"X6" DFNO. 2

1532" OSBBOTH SIDES

8d NAIL@ 6" O.C.

8d NAIL@ 6" O.C.

58" X 9 12" KWIK BOLT3 EXPANSION ANCHOR

32

2'-0" x 1'-0"

STEEL COL.3"X6"X1/4"

(3) 2"X6" NAILING:2 ROWS10d @ 8" O.C.

DF NO. 2GRADE

4'-0" x 4'-0" x12" 1'-0

"

4-#5 BOTT.EACH WAY

1'-0

"

3'-0"X3'-0"X12"

FOOTINGCOLUMN3-#5 BOTT.

EACH WAY

12"

1'-0"

12"x12"SLAB EDGETHICKENED2-#5 BAR CONT.

REMARKS

2 ROWS OF12d @ 12" O.C.

2 ROWS OF12d @ 12" O.C.

2 ROWS OF12d @ 12" O.C.

REMARKS

2'-0"

1'-0

"

#5@12" BOTT.TRANS.3-#5 BOTT.CONT.

STEM WALLFOOTING

-4'-6"

WOOD HEADER SCHEDULE WOOD BEAM SCHEDULE

BASE/TOP PLATE SCHEDULE

BASE PLATE DETAIL ANCHOR BOLT DETAIL

WOOD SHEAR WALL SCHEDULE

TYPICALSTUDS

STUDS ATOPENINGS

STUDSGRADE

SHEATHINGTYPE

NAILING PATTERN

EDGES INTERMED

FRAMING

TYPE SPACING(IN)

MUDSILL ANCHORAGE

BP-1

TYPEEMBEDLENGTHDIA#

SEE PLAN FORCOLUMN SIZE

MARK LEVEL

4'-0"

3'-0"

3"

3"

SCALE 12"=1'-0"NOTE: REFER TO BASE PLATE SCHEDULEFOR DIMENSIONS

SCALE 12"=1'-0"

SEE BASE PLATE SCHEDULE

SIMPSON HD3B

FOOTINGCOLUMN

-4'-6"

-4'-6"

2

CONNECTOR SCHEDULE

TRUSS IDTRUSS

F1(LBS) F2(LBS) CONN. MFG STRAP IDENTIFICATION

CONNECTOR

F1 (CAP) (LBS)FASTENERS TO TRUSS

1(JACKS)

1(COMMON)

1(ENTRY GABLE)

2(HIP GIRDER)

3(CORNER JACK)

6(FRONT ENTRY)7(FRONT ENTRY)

180

368

280

1168

418

2680

4283

525525

325

-

--

--

210

--

--

SIMPSON

SIMPSON

SIMPSON

SIMPSON

SIMPSONRED IRON

SIMPSONSIMPSON

2H10A

H10A

HTS16COLUMN CAP D

HUS210-2

2280

1140

126011376

32954040

1180

590

--

--

570

285

--

--

(8) 10d X 1 1/2 SEE DETAIL

(8) 16d(16) SDS 1/4" X 2 1/2"

ACTUALUPLIFT(LBS)

UPLIFTDESIGN

F2 (CAP) (LBS) (PER STRAP) FASTENERS TO STRUCTURE

(8) 10d X 1 1/2 SEE DETAIL

(8) 16d(14) SDS 1/4" X 2 1/2"

-

325 210

8700

ECCQ4.62-3.62SDS10" 15" - 3"X6"X1/4"3/4" 3/4" 12" 8"4

(9) 8d X 1 1/2" (9) 8d X 1 1/2"

5(GT C5-C7)

5(GT B3-B4) 5153 - - RED IRON COLUMN CAP D - - SEE DETAIL SEE DETAIL11376

(9) 10d X 1 1/2 9) 10d X 1 1/2

- -

2H10A 2280 1180 570 (9) 10d X 1 1/2 9) 10d X 1 1/2

6"X6" DF NO. 2SIMPSON CBSQ66-SDS2

4(GT C5-C7) SIMPSON HGT-2+2 HTT5 5/8"ANCHOR BOLTS

4

STEEL COL.4"X4"X1/4"SEE BASE PLATE

SCHEDULE

BP-2 12" 12" - 5"X5"X1/4"3/4" 3/4" 12" 8"4

2H10A 2280 1180 570 (9) 10d X 1 1/2 9) 10d X 1 1/2

- - - -(16) 10d (HGT-2)/(26) 16d X 2 1/2" (HTT5)

4 1/2"

S−101




ADAM GINSBURGCIVIL

No.50995


EER

CO

MM

ON

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REG I ST ERED

914"

25'-3

"31

'-31 2"

30'-5

1 2"

87'-0

"

25'-3

"31

'-31 2"

30'-5

1 2"

87'-0

"

24'-012" 14'-33

4" 17'-212" 12'-1" 19'-31

2" 26'-6"912"

115'-0"

912"

24'-012" 31'-61

4" 31'-412" 26'-6"

912"

115'-0"

6'-6

"

22'-8" 8'-1014" 11'-13

4" 20'-234"

6'-6

"

9'-6

"

1'-134"

9'-714" 7'-71

4" 3'-134" 8'-111

4"

9'-6

"

314"

10'-9" 10'-9" 4'-834"

9'-6

"

9" 9"

9"

9"

1'-9

1 2"2'

-81 2"

9" 9" 9" 9"

9"

9"

9"9"9" 9"8"

8"

1. VERIFY ALL DIMENSIONS W/ ARCHITECTURAL BEFORE BEGINNING CONSTRUCTION.2. THE CENTROIDS OF COLUMNS & THEIR FOOTINGS SHALL BE COINCIDENT. U.N.O.3. FOR COLUMN SCHEDULE SEE SHEET S101.4. FOUNDATIONS HAVE BEEN DESIGNED FOR AN ALLOWABLE BASE PRESSURE OF 4000 PSF.5. STEM WALL TO BE 12" CMU W/ #5 @ 48" O.C. & ALL CELLS FILLED SOLID .

SCALE 3/16"=1'-0"FOUNDATION PLAN

S-6013

S-6011

A

A

A

A

A

A

A

C1

B B

A

B BB B B B

S-6012

C1

C1

C1

C1

C1

C1

S-5022

1S-503

1S-501

S-5032

A A A

A A A A A

S-5021

S-50124 4

4 4

4

4

4 4 44

4444

4

4

2

2

B

B

S-6014

N




ADAM GINSBURGCIVIL

No.50995


EER

CO

MM

ON

W


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REG I ST ERED

S−201

914"

25'-3

"31

'-31 2"

30'-5

1 2"

87'-0

"

25'-3

"31

'-31 2"

30'-5

1 2"

87'-0

"

24'-012" 14'-33

4" 17'-212" 12'-1" 19'-31

2" 26'-6"912"

115'-0"

912"

24'-012" 31'-61

4" 31'-412" 26'-6"

912"

115'-0"

6'-6

"

22'-8" 8'-1014" 11'-13

4" 20'-234"

6'-6

"

4'-1

0"4'

10'-8

3 4"3'

-4"

4'20

'-71 4"

4'7'

-4"

4'7'

-4"

4'5'

-4"

7'-6

"

5'-6" 4' 2'-8" 3'-4" 2'-8" 4' 4'-10" 3'-4" 10'-914" 4' 2'-10" 3'-4" 2'-8" 4' 10'-10" 3'-4" 2'-8" 4' 3'-43

4" 7'-334" 4' 2'-8" 3'-4" 12'-2"

3'-8" 4' 1'-6" 3'-4" 11'-1114" 4' 1'-6" 3'-4" 1'-6" 4' 10'-23

4" 3' 2'-4" 6'-4" 2'-4" 3' 2'-4" 3'-4" 10'-034" 3'-4" 1'-6" 4' 6'-11

4" 4' 1'-6" 3'-4" 1'-6" 4' 4'

5'-4

"4'

5'-4

"4'

5'-4

"4'

11'-6

3 4"3'

-4"

1'-6

"4'

9'-4

1 4"4'

1'-6

"3'

-4"

10'-1

1"4'

5'-6

"

C.J.

C.J.

C.J

.

C.J

.

C.J

.

9'-6

"

1'-134"

9'-714" 7'-71

4" 3'-134" 8'-111

4"

9'-6

"

314"

10'-9" 10'-9" 4'-834"

9'-6

"

C.J

.

C.J

.

C.J

.

C.J.

C.J.

C.J.

3'-4"

9" 9"

C.J

.

C.J

.

C.J

.

C.J

.

C.J

.

C.J.

C.J.C.J.

9"

9"

1'-9

1 2"2'

-81 2"

9" 9" 9" 9"

9"

9"

9"9"9" 9"

8"

8"

1 1 1

1 1

1 1

FLOOR SHALL BE 4" THICK, 3000P.S.I. CONCRETE SLAB WITH 6x610/10 WELDED WIRE MESH OVER 6#MIL VAPOR BARRIER, ONCOMPACTED TERMITE TREATEDFILL. (2) LAYERS W.W.F.@60"PERIMETER

COORDINATE SLAB RECESSES/TRANSITIONS WITHARCHITECTURAL FINISHES

1. TOP OF SLAB IS 0'-0" U.N.O.2. VERIFY ALL DIMENSIONS W/ ARCHITECTURAL BEFORE BEGINNING CONSTRUCTION.3. REFER TO ARCH DWGS FOR OPENING DIMENSIONS NOT SHOWN ON PLAN.4. SEE ARCH & CIVIL PLANS FOR SLOPES AND GRADES FOR DRAINAGE.

GROUND FLOOR PLANSCALE 3/16"=1'-0"

EL. ±0'-0" A.F.F.T.O. SLAB

FLOOR SHALL BE 4" THICK, 3000 P.S.I.CONCRETE SLAB WITH 6x610/10 WELDED WIRE MESH OVER 6# MILVAPOR BARRIER, ON COMPACTEDTERMITE TREATED FILL. (2) LAYERSW.W.F.@60" PERIMETER

COORDINATE SLAB RECESSES/TRANSITIONS WITH ARCHITECTURALFINISHES

D D

D

SW1 SW1 SW1 SW1 SW1 SW1 SW1 SW1 SW1 SW1 SW1 SW1 SW1

SW

1S

W1

SW

1S

W1

SW

1S

W1

SW

1

SW

1S

W1

SW

1S

W1

SW

1S

W1

SW

1S

W1

SW1 SW1 SW1 SW1 SW1 SW1 SW1 SW1 SW1 SW1 SW1 SW1 SW1 SW1 SW1





S-5022

1S-503

1S-501

S-5032

S-5021

S-5012

DDD D D

DD D D

D

D

D

D

4 4

4 4

4

4

2

2

44 4 4

4

4

4 44 4




ADAM GINSBURGCIVIL

No.50995


EER

CO

MM

ON

W


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TS

REG I ST ERED

S−202

914"

25'-3

"31

'-31 2"

30'-5

1 2"

87'-0

"

25'-3

"31

'-31 2"

30'-5

1 2"

87'-0

"

24'-012" 14'-33

4" 17'-212" 12'-1" 19'-31

2" 26'-6"912"

115'-0"

912"

24'-012" 31'-61

4" 31'-412" 26'-6"

912"

115'-0"

6'-6

"

22'-8" 8'-1014" 11'-13

4" 20'-234"

6'-6

"

9'-6

"

1'-134"

9'-714" 7'-71

4" 3'-134" 8'-111

4"

9'-6

"

314"

10'-9" 10'-9" 4'-834"

9'-6

"

12'-0" 12'-0"

9" 9"

9"

9"

1'-9

1 2"2'

-81 2"

9" 9" 9" 9"

9"

9"

9"9"9" 9"

8"

8"5 5 5

GT GT

GT

GT

GT GT GT

GT

2

5 5 5

33H1 H2 H1 H1 H1 H1 H2 H1 H1 H1 H1 H1 H2 H1

H2H1H1H1H1H1H1H1H1H1H2H1

H1

H1

H1

H2

H1

H1

H1

H1

H1

H1

H1

H2

H1

H1

WO

OD

TR

US

SE

S @

24"

O.C

.W

OO

D T

RU

SS

ES

@ 2

4" O

.C.

WO

OD

TR

US

SE

S @

24"

O.C

.

WO

OD

TR

US

SE

S @

24"

O.C

.

WOOD TRUSSES @ 24" O.C.

1 1

1 1

1 1 1

CANOPY BY OTHERS SUBMIT SHOPDRAWINGS SIGNED AND SEALED BY ALICENSED PROFESSIONAL ENGINEERFOR APPROVAL

CANOPY BY OTHERS SUBMIT SHOPDRAWINGS SIGNED AND SEALED BY ALICENSED PROFESSIONAL ENGINEERFOR APPROVAL

1 1 1 1 1 1

1 1 1 1

1

1

1

1

1

1

ROOF FRAMING PLANSCALE 1/8"=1'-0"

1. TOP OF PLATE IS 11'-0" U.N.O.




WO

OD

TR

US

SE

S @

24"

O.C

.

WO

OD

TR

US

SE

S @

24"

O.C

.

GT

GT

GT

GT

GT

GTGT

GT GT

WB

1

WB

1

5

2

2 2 33

(3) 2X6 STUDSBENEATH GT &ABOVE HEADER



(3) 2X6 STUDSBENEATH GT &

ABOVE HEADER

(3) 2X6 STUDSBENEATH GT &

ABOVE HEADER

S-5022

1S-503

1S-501

S-5032

S-5021

S-5012

6 6

7 7

BO

TT. E

LEV.

: 10'

-2"

BO

TT. E

LEV.

: 10'

-2"

4

4 4

4

4

4 4

4

4

4

44 4 4

4

4

4 44 4

2

2(3) 2X6 STUDSBENEATH GT &ABOVE HEADER

ROOF TRUSS DESIGN LOAD DIAGRAM (ASD)

WL: NET UPLIFT

ZONE 1 = 25.84 PSF

LL = 20 PSF

SDL = 15 PSF

ZONE 2 =41.16 PSFZONE 3 =60.87 PSF

ZONE 2 =41.16 PSFZONE 3 =60.87 PSF




ADAM GINSBURGCIVIL

No.50995


EER

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REG I ST ERED

S−203

FRONT ELEVATION(SOUTH)3/16"=1'-0"2

±

612

612

1

4

3

2 BD

C

A

612

612

Academy of Early Education

612

612

612

612

W1a W1W1 W1 W1 W1 W1 W1aD1D1D1

D2D1D1

RIGHT ELEVATION(EAST)3/16"=1'-0"1

612

612

612

C

A

W1a W1aW1 W1 W1 W1

D1 D1

LEFT ELEVATION(WEST)3/16"=1'-0"4

612

±

3

1

612

612

W1 W1 W1 W1aW1aD1

REAR ELEVATION(NORTH)3/16"=1'-0"3

612

612

3'-3

"

2'-6

"

W1W1W1W1W1 W1a

D1D1

D1 D1D1

D1

PRESSURE- PSF

PRESSURE- PSF

PRESSURE+ PSF

MK

W1

MK

WINDOW PRESSURES

SEE ELEVATION PLAN FOR DIAGRAM

DOOR PRESSURES

1. SEE ELEVATION PLAN FOR ALL WINDOW AND DOOR PRESSURE LOCATIONS.2. WINDOWS AND DOORS SHALL BE IN ACCORDANCE WITH LOCAL BUILDING CODE,CONTRACT DOCUMENTS WIND LOAD REQUIREMENTS AND MANUFACTURER'S SHOPDRAWINGS.3. TINT GLAZING SHALL BE IN ACCORDANCE WITH OWNER PREFERENCES. SAMPLES SHALLBE SUBMITTED TO OWNER FOR APPROVAL.4. CONTRACTOR SHALL COORDINATE WINDOW AND DOOR ROUGH OPENING DIMENSIONSWITH ARCHITECTURAL DRAWINGS AND MANUFACTURER'S SHOP DRAWINGS.

D1a

D1

D2

PRESSURE+PSF+24.98 -27.17 +24.38 -26.56

-31.67

+23.30 -25.49

NOTES:W1 DENOTES THE WINDOWS AT ZONE 4W1a DENOTES THE WINDOWS AT ZONE 5D1 DENOTES THE DOORS AT ZONE 4D1a DENOTES THE DOORS AT ZONE 5ZONE 5: 10 PERCENT OF LEAST HORIZONTAL DIMENSION OR 0.4H, WHICHEVER IS SMALLER, BUT NOT LESS THAN EITHER 4% OF LEAST HORIZONTAL DIMENSION OR 3 FT.ZONE 4: ELEVATION ZONES EXCEPT ZONE 5.

+24.38W1a -32.88+24.98




ADAM GINSBURGCIVIL

No.50995


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REG I ST ERED

S−301

MAIN ROOF COMPONENT &CLADDING WIND UPLIFT LOADSSCALE 1/8"=1'-0"

7'-3" 7'-3"

115'-0"

7'-3

"

87'-0

"

87'-0

"

7'-3

"

7'-3" 7'-3"

23 3

3 3

12 2

2 2

46'-10" 21'-4" 46'-10"

2 33

MEAN ROOF HEIGHT =18'-3" MAXEXPOSURE CBUILDING CATEGORY / RISK FACTOR = IIIWIND SPEED = 100 MPHVELOCITY PRESSURE = 21.90 PSF (WORKING FOR ALLOWBLE STRESS )INTERNAL PRESSURE COEFFICIENT = +/- .18 (ENCLOSED)10 PSF USED FOR DEAD LOAD IN CALCULATING NET UPLIFT PRESSURES.FOLLOWING UPLIFT PRESSURES BASED ON ATRIB=10 SFZONE 1 WIND UPLIFT = 25.84 PSF.ZONE 2 WIND UPLIFT = 41.16 PSF.ZONE 3 WIND UPLIFT = 60.87 PSF.ZONE 2 WIND UPLIFT (OH) = 52.11 PSF.ZONE 3 WIND UPLIFT (OH) = 84.96 PSF.FOLLOWING PRESSURES BASED ON Atrib=20 SFZONE 4 & 5 MAXIMUM POSITIVE COMPONENT AND CLADDING PRESSURE = +29.11 PSFZONE 4 MAXIMUM NEGATIVE COMPONENT AND CLADDING PRESSURE = -31.68 PSFZONE 5 MAXIMUM NEGATIVE COMPONENT AND CLADDING PRESSURE = -38.12 PSF




ADAM GINSBURGCIVIL

No.50995


EER

CO

MM

ON

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TS

REG I ST ERED

S−302

0'-0" A.F.F.

7'-2" A.F.F.

11'-0" A.F.F.

25'-8" A.F.F.

3'-0" A.F.F.

S-501SECTIONSCALE 3/16"=1'-0"

2

FOOTINGSEE PLAN

FOOTINGSEE PLAN

FOOTINGSEE PLAN FOOTING

SEE PLAN

WINDOWSEE PLAN

WINDOWSEE PLAN

STEEL COLUMNSEE PLAN


TRUSS SEE PLANTRUSS SEE PLAN TRUSS SEE PLANGT SEE PLANGT SEE PLAN

0'-0" A.F.F.

7'-2" A.F.F.

11'-0" A.F.F.

25'-8" A.F.F.

3'-0" A.F.F.

S-501SECTIONSCALE 3/16"=1'-0"

1

FOOTINGSEE PLAN

FOOTINGSEE PLAN

FOOTINGSEE PLAN




WINDOWSEE PLAN

WINDOWSEE PLAN

FOOTINGSEE PLAN

FOOTINGSEE PLAN

TRUSS SEE PLAN TRUSS SEE PLAN

WOOD TRUSS @ 24" O.C. WOOD TRUSS @ 24" O.C.




ADAM GINSBURGCIVIL

No.50995


EER

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ON

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REG I ST ERED

S−501

S-502SECTION

SCALE 3/4"=1'-0"1

CONCRETE SLAB, SEE PLAN

W.W.F. SEE PLAN

COMPACTED TERMITETREATED FILL.(2) LAYERS

W.W.F.@60' PERIMETER

12" CMU WALL FILL ALLCELLS SOLID BELOW

GRADE W/ #5 @ 48"

COMPACTED FILL

4'-0

" MIN

.

WINDOWSEE PLAN

TOP PLATE

WOOD TRUSSES @ 24"O.C.

11'-0" A.F.FT.O. PLATE

±0'-0" ELEV.T.O. SLAB

12

6

S-502SECTION

SCALE 3/4"=1'-0"2

4'-0

" MIN

.

WINDOWSEE PLAN

TOP PLATE

ANCHOR,SEE PLAN

WOOD STUD WALLSEE PLAN


FOOTING, SEE PLAN

W.W.F. SEE PLAN

T.O. SLAB±0'-0" ELEV.


12" CMU WALL FILL ALLCELLS SOLID BELOWGRADE W/ #5 @ 48"



COMPACTED FILL

FOOTING SEE PLAN

6

12




ADAM GINSBURGCIVIL

No.50995


EER

CO

MM

ON

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REG I ST ERED

S−502

S-503SECTION

SCALE 3/4"=1'-0"1

TOP PLATE

ANCHOR, SEE PLAN

WOOD STUD WALLSEE PLAN


THICKENED SLAB, SEE PLAN

W.W.F. SEE PLAN

4'-0

" MIN

.

WINDOWSEE PLAN

COMPACTED FILL


COMPACTED TERMITETREATED FILL.(2) LAYERSW.W.F.@60' PERIMETER




FOOTING SEE PLAN

12

6

12

6

1

3

S-503SECTION

SCALE 3/4"=1'-0"2

4'-0

" MIN

.

COMPACTED FILL




FOOTING SEE PLAN

W.W.F. SEE PLAN

THICKENED SLAB, SEE PLAN


DOOR, SEE PLANCOLUMN,SEE PLAN

CANOPY COL. FOOTING

WOOD BEAMSEE PLAN

ANCHOR, SEE PLAN

TOP PLATE


EL. +11'-0"


T.O. PLATE

SIMPSON CONNECTORSEE PLAN

HEADER, SEE PLAN

12" PREMOLDED

EXPANSION JOINT

EL. +10'-2"BOTTOM OF BEAM

SIMPSON CONNECTORSEE PLAN




ADAM GINSBURGCIVIL

No.50995


EER

CO

MM

ON

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REG I ST ERED

S−503

SECTION AT TYPICAL EXTERIOR WALL FOOTING1SCALE: 3/4"=1'-0"

TYPICAL COLUMN AT EDGEREINF. AND ISOLATION

6SCALE: 3/4"=1'-0"

TYPICAL INTERIOR COLUMN REINF. AND ISOLATION

7 SCALE: 3/4"=1'-0"

TYPICAL CONTROL JOINT & CONSTRUCTION JOINT DETAIL10

SCALE: 3/4"=1'-0"

CJ

1/4" EJ MATERIAL FULLDEPTH OF SLAB

2 #3 @ EACH SIDEOF COLUMN

CJ

CJ

COLUMN ISOLATIONJOINT

EDGE OF SLAB

1/4" EJ MATERIAL FULL DEPTHOF SLAB

CJ2 #3 @ EACH SIDE OFCOLUMN

COLUMN ISOLATIONJOINT

NOTES:1.CONSTRUCTION JOINTS SHALL ALWAYS BE LOCATED@ CONTROL JOINT LOCATION.2.LOCATE JOINTS IN SLAB AS SHOWN ON THE DRAWING.THE MAXIMUM SPACING OF CONTROL JOINTS SHALL NOTEXCEED 25'-0" IN ANY DIRECTION.

GREASE BAR ONNEW POUR SIDE,USE PLAIN BAR

SUBGRADE REFERTO SOIL REPORT

12"Ø x3'-0" SMOOTH GREASEDDOWEL @ 24"O.C. WHERE MAS.PARTITION RUNS PARALLELTO JOINT WITHIN 1'-0" OF JOINT.

VAPOR BARRIER

CUT W.W.F. AT JOINT

CONTINUOUS KEY1"MIN.

1'-6"

PREVIOUS POURNEW POUR

1/4" WHEN JOINT SEALER IS PROVIDED1/8" WHEN JOINT SEALER IS NOT PROVIDED(SEE ARCH. DWGS.

TOOLED GROOVE14" RADIUS AT TOPOF EACH SIDE

PLA

NS

EE

t

1" C

LEA

R

t/4

NOTES:1.CONSTRUCTION JOINTS SHALL BE LOCATED BY THE CONTRACTOR @ SPACINGAS REQUIRED TO MEET SPECIFIED CRITERIA FOR MAXIMUM SLAB ON GRADE AREABETWEEN CONSTRUCTION JOINTS.

1/4" WHEN JOINT SEALER IS PROVIDED1/8" WHEN JOINT SEALER IS NOT PROVIDED(SEE ARCH. DWGS.

12"Ø x3'-0" SMOOTH GREASED DOWEL@ 24"O.C. WHERE MAS. PARTITION RUNSPARALLEL TO JOINT WITHIN 1'-0" OF JOINT.

VAPOR BARRIER

SUBGRADE REFERTO SOIL REPORT

TOOLED GROOVE14" RADIUS AT TOPOF EACH SIDE

S6.01S2.01

BRICK FACADE WITH BRICKTIES EVERY 24" O.C.

SHEATHING ANDNAIL SEE SCHEDULE

2x BLOCKING ALONGPANEL EDGES, TYPICAL

2x4 OUTLOOKER @24" O.C. SECUREDWITH SIMPSON H10A

15/32" OSB SHEATHINGWITH 8d NAILS @ 6" O.C.

15/32" OSB SHEATHING WITH 8dRINGSHANK NAILS @ 6" O.C. FIELD,EDGES AND 4" DIAPHRAGM BONDARIES(FASCIA). (48" FROM GE)

2X4 OUTLOOKER INTOFIRST BAY ONLY WITH(4) 10d TO TOP CHORD

2X6 STUDS @ 16"O.C.

PRE-ENGINEERED ROOF TRUSSES@ 24" O.C.

SIMPSONSP6 WITH(10) 10dTOP ANDBOT PLATEANCHORS

(2) 2x6 TOPPLATE

SIMPSON LSTA24 EACHEDGE OF EACH STUDFROM HIGH WALL T LOWWALL

SIMPSON MTS18 ATEACH TRUSS

15/32" OSB SHEATHINGWITH 8d NAILS @ 6" O.C.

NOTE: "KNEEWALL" STUDS TOLINEUP WITH WALL STUDS.

TRUSS ANCHOR - SEE SCHEDULE

TYPICAL GABLE END WITH VALLEY SETS8 SCALE: 3/4"=1'-0"

FOR ROOF SLOPE SEEARCHITECTURAL DRAWINGS

NOTES1. MULTIPLE ANCHORS MAY BEUSED (PER SIMPSON STRONG-TIERECOMMENDED CONSTRUCTIONDETAILS) TO ACHIEVE HIGHERUPLIFT VALUES.

DOUBLE 2x TOPPLATE (TYP.)

WOOD TRUSS @ 24" O.C.

INSTALL ANCHOR AT ALLROOF TRUSS BEARINGLOCATIONS

TRUSS CONNECTOR SEE PLAN AND SCHEDULE

TYP. TRUSS WALL CONN.9 SCALE: 3/4"=1'-0"

FOOTING SEE PLAN & SCHEDULE

COMPACTED TERMITE TREATED FILL.

12" CMU WALL FILL ALL CELLS SOLID BELOWGRADE W/ #5 @ 48"

10 MIL. VAPOR BARRIER W/ R-5 RIGID INSULATION

3" C

LR

3" CLR

SE

E S

CH

ED

ULE

SEE SCHEDULE3" CLR

FINISH GRADE

4'-0

" MIN

.


THICKENED SLAB EDGE

SILL PLATE ANCHOR. SEE WALLSCHEDULE

(2) LAYERS W.W.F.@60' PERIMETER

6"

EL. ±0'-0"T.O. CONC. SLAB

SECTION AT CANOPY COL. FOOTING2SCALE: 3/4"=1'-0"

C WOOD COLUMN

WOOD COLUMN SEE PLAN

TOP OF CONC.EL. TO MATCH

W/ OUTSIDE PAVING

1/2" EJ MATERIALSIMPSON POST BASE W/14-SDS 1/4"x 2"STRONG TIES SDS SCREWS

CBSQ66-SDS2

SLOPE

XXXXXXX X

SEE SCHEDULE

L

S6.01S2.01

COMPACTED FILL

3" C

LR

3" CLR

SE

E S

CH

ED

ULE

4"

1'-0"

1'-0

"

#3 TIES @ 8" O.C.

8-#5 VERT. BARS

SECTION1

3" CLR

6"


CL

GRID

COLUMN ISOLATION JOINT

2 #3 @ EACH SIDE OF COLUMN

2ND SLAB POUR

1ST SLAB POUR

NOTE: COAT BASE PLATE, ANCHOR BOLTS AND COLUMN BELOW GRADE WITH ANAPPROVED ASPHALT PAINT.

SEE BASEPLATE SCHEDULE

2" NON-SHRINK GROUT

XXXXX X

SEE COLUMN SCHEDULE

SE

E S

CH

ED

ULE

1/4" EJ MATERIAL FULL DEPTH OF SLAB

SE

E S

CH

ED

ULE

4"

3" C

LR.

(TYP

.)

3" CLR.(TYP.)

SEE SCHEDULE 3" CLR.(TYP.)

FOOTING TO BEAR ONUNDISTURBED ORCONTROLLED COMPACTEDSOIL


COMPACTED TERMITE TREATED FILL.(2) LAYERS W.W.F.@60' PERIMETER


TYPICAL INTERIOR COLUMN FOOTING3SCALE: 3/4"=1'-0"S6.01S2.01



SE

E S

CH

ED

ULE

- (*) 12" IS A GUIDE. PROVIDE MINIMUM 4" ABOVE TOP OF BOT. CHORD.- (**) 3" MINIMUM. COORDINATE WITH TRUSS ENGINEER- ALL SIDE PLATES SHALL BE 1/4" THICK- BOTTOM PLATE SHALL BE 1/2" THICK- TRUSS COMPANY TO DESIGN TRUSS WITH VERTICAL TO ACCOMODATE BOLT SPACING.- NO BOLTING PERMITTED THROUGH BOTTOM CHORD- Ucap = 11,376#/TRUSS (6 BOLTS)

3"6"

1'-0

" (*)

4"4"

4"

14"

(**")x12"x1/2"CAP PLATE

3"

12"x24"x1/4" SIDEPLATES WITH (6) 5/8"DIAMETERTHRU-BOLTS. (UCAP= 11,376#/TRUSS)

12"x24"x1/4" SIDE PLATESWITH (6) 5/8" DIAMETERTHRU-BOLTS. (UCAP =18,912#)

CAP D DETAIL5SCALE: 3/4"=1'-0"S6.01S2.01

6"M

IN.

1 1/

2" C

LEA

R

4"

"SE

E S

CH

ED

ULE

"

SEE SCHEDULE

3" C

LEA

R

3" CLEAR 3" CLEAR


SECTION AT EXTERIOR WALL COLUMN FOOTING4SCALE: 3/4"=1'-0"

NOTE: COAT BASE PLATE, ANCHOR BOLTS AND COLUMN BELOW GRADE WITH AN APPROVED ASPHALT PAINT.

SEE COLUMN SCHEDULE

C

SEE BASE PLATESCHEDULE

2" NON-SHRINK GROUT

X

WELDED MESH WIRE 6X6 10/10 (TYP.)

COMPACTED FILL

X X X XT/FINISH GRADE

MORTAR BED (TYP.)

L

S6.01S2.01

4'-0

" MIN

.






ADAM GINSBURGCIVIL

No.50995


EER

CO

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ON

W


ET

TS

REG I ST ERED

S−601

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