WITHPLUS/MINUSDIAMETERCENTERLINEON CENTER

ANCHOR BOLT

ARCHITECT or ARCHITECTURAL

BOTTOM

BAR DIAMETERBUILDINGBEAMBRACINGBRIDGING

CENTER OF GRAVITYCAST IN PLACE

CLEARCONCRETE MASONRY UNITCOLUMNCONCRETE

CONTINUOUSCOORDINATE

DETAILDIAMETER

DRAWING

EACH FACE

EACH WAYEACHELEVATIONELECTRICALELEVATOR or ELEVATION

EXISTINGEXPANSION

FACE OFFIRST RISERFINISH or FINISHEDFLOORFOOTING

HOLLOW COREHOOKHORIZONTAL

JOIST BEARING ELEVATIONJOINT

KIPSKIPS PER SQUARE FOOTKIPS PER SQUARE INCH

LONGLONG LEG HORIZONTALLONG LEG OUTSTANDING

MIDDLE OF SLABMIDDLE OF WALLMANUFACTURER or

MATERIAL

MECHANICAL

METAL

PRECAST

PRE-STRESSEDPOUNDS PER SQUARE FOOTPOUNDS PER SQUARE INCH

PLUMBING

RADIUS

REINFORCED or REINFORCINGREQUIRED

SLAB-ON-GRADESTEPPED FOOTING

SECTIONSHEET

STANDARD

STIRRUPSTEELSTRUCTURAL

TOPTOP OF STEELTEMPERATURETYPICAL

UNLESS OTHERWISE NOTED

VERTICAL

WORKING POINTWELDED WIRE FABRIC

CMU

ELEV.

J.B.E.

K.S.F.K.S.I.

MANUF.

PSFPSI

REINF.

U.O.N.

VERT.

W.P.W.W.F.

S.O.G.S.F.

SECT.SHT.

STD.

STIR.STL.STRUCT.

T.T.O.S.TEMP.TYP.

M.O.S.M.O.W.

MATL.

MECH.

MTL.

P.C.

P.S.

PLUMB.

R.

REQD.

FLR.FTG.

H.C.HK.HORIZ.

JT.

K

LG.LLHLLO

DET.DIA.

DWG.

E.F.

E.W.EA.EL.ELEC.

EXIST.EXP.

F.O.F.R.FIN.

B.

B.D.BLDG.BM.BRCG.BRDG.

C.G.C.I.P.

CLR.

COL.CONC.

CONT.COORD.

w/±ØCLo/c

A.B.

ARCH.

MANUFACTURER'S

ACI

ASTM

AMERICAN CONCRETE INSTITUTE

AMERICAN SOCIETY FORTESTING AND MATERIALS

CANT. CANTILEVER

Pc PIECE

SCHED. SCHEDULE

GALV.GD.

GALVANIZEDGRADE

DWL. DOWEL

ENG. ENGINEER

STRUCTURAL ABBREVIATION LIST:

AISC AMERICAN INSTITUTE OFSTEEL CONSTRUCTION

BTWN. BETWEEN

SIM. SIMILAR

SL SLOPE

MAX.

MIN.

MAXIMUM

MINIMUM

N.T.S.

OSB

NOT TO SCALE

ORIENTED STRAND BOARD

D.DBL.

DIAG.

DEEP or DEPTHDOUBLE

DIAGONAL

EMB. EMBED or EMBEDMENT

W. WIDE or WIDTH

STIFF. STIFFENER

REF. REFERENCE

PROJ. PROJECTION

EQ. EQUAL

SPA. SPACE

B.E.J. BUILDING EXPANSION JOINT

G.C. GENERAL CONTRACTOR

F.L. FULL LENGTH

ga GAGE

ADJ. ADJACENT

BRG. BEARING

REVISIONREV.

C.J.P. COMPLETE JOINT PENETRATION

LSHLSV

LONG SIDE HORIZONTALLONG SIDE VERTICAL

EQUIV. EQUIVALENT

LONG LEG VERTICALLLV

SHORT LEG OUTSTANDINGSLO

POWDER ACTUATED FASTENERPAF

STEEL JOIST INSTITUTES.J.I.

PRE-ENGINEERED BUILDINGPEB

S.D.I. STEEL DECK INSTITUTE

E.O. EDGE OF

CONN. CONNECT or CONNECTIONP.T. PRESSURE TREATED

MASONRYMAS.

STRUCTURAL STEELARCHITECTURALLY EXPOSEDAESS

SEISMIC EXPANSION JOINTS.E.J.

A.R. ANCHOR ROD

DECK ASSEMBLYSLOPED INTEGRAL ROOFS.I.R.D.A.

POST-TENSIONEDP/T

POUNDS PER LINEAR FOOTPLF

OPP. OPPOSITE

SQUARESQ.

GENERAL NOTES:

THE STRUCTURAL DRAWINGS MUST BE USED IN CONJUNCTION WITH THE PRE-ENGINEERED METAL BUILDING DRAWINGS. THE CONTRACTOR MUST VERIFYTHE REQUIREMENTS OF OTHER TRADES FOR ITEMS TO BE PLACED OR SET INTHE STRUCTURAL WORK.

THIS STRUCTURE HAS BEEN DESIGNED IN ACCORDANCE WITH THEPROVISIONS OF THE INTERNATIONAL BUILDING CODE, 2015 EDITION, ASADOPTED BY THE VIRGINIA UNIFORM STATEWIDE BUILDING CODE, 2015EDITION

THE WORK UNDER THE FOLLOWING SPECIFICATION SECTIONS IS SUBJECT TOSPECIAL INSPECTIONS AND TESTS AS DESCRIBED IN SECTION 1704 OF THEINTERNATIONAL BUILDING CODE, 2015 EDITION:

312000 - EARTHWORK033000 - CAST-IN-PLACE CONCRETE051200 - STRUCTURAL STEEL133419 - PRE-ENGINEERED METAL BUILDING SYSTEM

THE CONTRACTOR MUST BE RESPONSIBLE FOR TEMPORARY SHORING ANDBRACING REQUIRED TO ERECT AND HOLD THE STRUCTURE IN PROPERALIGNMENT UNTIL PERMANENT SUPPORTS AND LATERAL BRACING ARE INPLACE.

SPECIFIC NOTES AND DETAILS ON THE DRAWINGS MUST TAKE PRECEDENCEOVER STRUCTURAL NOTES AND TYPICAL DETAILS.

CONSULTANTS' DRAWINGS, INCLUDING STRUCTURAL DRAWINGS, ARECONSIDERED SUPPLEMENTARY TO THE ARCHITECTURAL DRAWINGS. ANYOMISSIONS OR CONFLICTS, INCLUDING DIMENSIONS, BETWEEN VARIOUSELEMENTS OF THE CONSULTANTS' DRAWINGS MUST BE BROUGHT TO THEATTENTION OF THE ARCHITECT PRIOR TO PROCEEDING WITH THE WORK.

THE DOCUMENTS DEFINING THE STRUCTURE ARE INSTRUMENTS OF SERVICEPREPARED BY SPEIGHT, MARSHALL AND FRANCIS, P.C. FOR ONE USE ONLY.THE STRUCTURAL DOCUMENTS MUST NOT BE REPRODUCED, OR COPIED INWHOLE OR IN PART BY THE CONTRACTOR OR SUBCONTRACTORS FORPREPARATION OF SHOP DRAWINGS OR OTHER SUBMITTALS WITHOUTWRITTEN PERMISSION FROM THE ARCHITECT.

LOADS USED IN THE DESIGN OF THIS STRUCTURE ARE AS FOLLOWS:LIVE LOADS:

SNOW DESIGN DATA:

WIND DESIGN DATA:

COMPONENTS AND CLADDING DESIGN PRESSURES

SEISMIC DESIGN DATA:

FOUNDATION NOTES:

FOUNDATIONS HAVE BEEN DESIGNED FOR A BEARING PRESSURE OF 1,500PSF. FOUNDATION BEARING SOILS MUST BE EVALUATED BY A LICENSEDGEOTECHNICAL ENGINEER TO CONFIRM THE DESIGN BEARING PRESSUREAND THAT THE ASSOCIATED SETTLEMENTS ARE WITHIN GENERALLYACCEPTED TOLERABLE LIMITS.

PRIOR TO PLACING FOUNDATION CONCRETE, ALL FOUNDATION EXCAVATIONSMUST BE INSPECTED BY THE GEOTECHNICAL ENGINEER TO EXPLORE THEEXTENT OF LOOSE, SOFT OR OTHERWISE UNSATISFACTORY SOIL MATERIALAND TO VERIFY DESIGN BEARING PRESSURE. THE GEOTECHNICAL ENGINEERWILL PROVIDE DIRECTION FOR CORRECTIVE ACTION WHERE REQUIRED.

FROST LINE DEPTH IS 12" BELOW GRADE. BOTTOM OF ALL EXTERIORFOUNDATIONS MUST BE A MINIMUM OF 24" BELOW EXTERIOR FINISHED GRADEELEVATION.

CAST-IN-PLACE CONCRETE NOTES:

CAST-IN-PLACE CONCRETE HAS BEEN DESIGNED IN ACCORDANCE WITH THEAMERICAN CONCRETE INSTITUTE (ACI) "BUILDING CODE REQUIREMENTS FORSTRUCTURAL CONCRETE (ACI 318-14) AND COMMENTARY (ACI 318R-14)".

CONCRETE MUST BE NORMAL WEIGHT AND MUST OBTAIN 28 DAYCOMPRESSIVE STRENGTHS AS FOLLOWS:

CONCRETE MUST COMPLY WITH THE FOLLOWING:AIR CONTENT: 5.5 PERCENT PLUS OR MINUS 1.5 PERCENT AT POINT OFDELIVERY. DO NOT ALLOW AIR CONTENT OF TROWEL-FINISHEDFLOORS TO EXCEED 3 PERCENTSLUMP LIMIT: 4 INCHES (8 INCHES FOR CONCRETE WITH VERIFIEDSLUMP OF 2 TO 4 INCHES BEFORE ADDING HIGH-RANGE WATER-REDUCING ADMIXTURE OR PLASTICIZING ADMIXTURE) PLUS ORMINUS 1 INCHMAXIMUM WATER-CEMENTITIOUS MATERIALS (W/C) RATIO:

REINFORCING MATERIALS MUST BE AS FOLLOWS:REINFORCING BARS - ASTM A615, GRADE 60, DEFORMED.WELDED WIRE FABRIC - ASTM A1064, WELDED STEEL WIRE FABRIC.SHEET TYPE - ROLLED TYPE NOT ACCEPTABLE

ALL REINFORCING STEEL AND EMBEDDED ITEMS MUST BE ACCURATELYPLACED IN THE POSITIONS SHOWN AND ADEQUATELY TIED AND SUPPORTEDBEFORE CONCRETE IS PLACED TO PREVENT DISPLACEMENT BEYONDPERMITTED TOLERANCES.

MINIMUM CONCRETE COVER FOR REINFORCING STEEL AS INDICATED ON THEDRAWINGS MUST GOVERN WHEN IN CONFLICT WITH ACI 318-14.

UNLESS OTHERWISE NOTED ON THE STRUCTURAL DRAWINGS:USE TENSION BAR LAP SPLICE LENGTHSSPLICES MAY BE MADE WITH MECHANICAL SPLICES (AT CONTRACTOR'SOPTION). MECHANICAL SPLICES MUST BE:

CAPABLE OF RESISTING 125% OF THE TENSION CAPACITY OF THESPLICED BARPOSITIVE-CONNECTING TYPE COUPLERSSUBMITTED FOR REVIEWSTAGGERED A MINIMUM OF 24" ALONG THE LONGITUDINAL AXISOF ADJACENT BARS

STRUCTURAL STEEL NOTES:

STRUCTURAL STEEL HAS BEEN DESIGNED IN ACCORDANCE WITH THEFOURTEENTH EDITION OF THE AMERICAN INSTITUTE OF STEELCONSTRUCTION (AISC 360-10) "STEEL CONSTRUCTION MANUAL" - ALLOWABLESTRESS DESIGN.

STRUCTURAL STEEL MUST COMPLY WITH THE FOLLOWING SPECIFICATIONS:ANCHOR RODS - ASTM F1554, GRADE 36 (WELDABLE)ALL OTHER STRUCTURAL STEEL SHAPES, PLATES AND BARS - ASTMA36, Fy=36 KSI (UNLESS OTHERWISE NOTED)

WELDING MUST BE IN ACCORDANCE WITH AWS D1.1, "STRUCTURAL WELDINGCODE - STEEL". WELD ELECTRODES MUST BE E70XX. CONTINUOUS 3/16"FILLET WELDS ARE REQUIRED UNLESS OTHERWISE NOTED.

PRE-ENGINEERED METAL BUILDING SYSTEM NOTES:

PRE-ENGINEERED METAL BUILDING SYSTEMS MUST BE DESIGNED INACCORDANCE WITH THE PRE-ENGINEERED METAL BUILDINGMANUFACTURERS ASSOCIATION (MBMA) "DESIGN PRACTICES MANUAL".

THE CONTRACTOR MUST SUBMIT SHOP DRAWINGS PREPARED BY APROFESSIONAL ENGINEER REGISTERED IN THE COMMONWEALTH OF VIRGINIAFOR THE DESIGN OF PRE-ENGINEERED METAL BUILDING SYSTEMS, INCLUDINGDESIGN LOADINGS AND REACTIONS APPLIED TO THE SUPPORTINGSTRUCTURE.

PRE-ENGINEERED METAL BUILDING SYSTEMS DESIGN LIVE LOADS MUST BE ASFOLLOWS:

A GROUND SNOW LOAD OF 10 PSFROOF DEAD LOADS

THE DRAWINGS, PLUS WEIGHT OF THEBUILDING, PLUS A COLLATERAL EQUIPMENTWEIGHT OF 5 PSF

WIND LOAD

FOUNDATIONS HAVE BEEN DESIGNED IN ACCORDANCE WITH THE REACTIONSSHOWN IN THE “PRE-ENGINEERED METAL BUILDING DESIGN REACTION SCHEDULE”ON THIS SHEET. THE CONTRACTOR IS RESPONSIBLE FOR COORDINATIONOF ANY REVISIONS REQUIRED AS A RESULT OF A CHANGE IN THE BUILDING MODELOR MANUFACTURER, INCLUDING REDESIGN OF THE FOUNDATION.

SPECIAL INSPECTIONS:

SPECIAL INSPECTIONS MUST BE COMPLETED FOR THE FOLLOWING ELEMENTSACCORDING TO IBC SECTION 1704.

EARTHWORK MUST BE SPECIAL INSPECTED AS FOLLOWS NOT REQUIREDDURING PLACEMENT OF FILL LESS THAN 12 INCHES:

PRIOR TO PLACEMENT OF PREPARED FILL, QUALITY ASSURANCEAGENT MUST DETERMINE THE SITE HAS BEEN PREPARED ACCORDINGTO THE GEOTECHNICAL REPORTQUALITY ASSURANCE AGENT MUST DETERMINE FILL MATERIAL ANDLIFT THICKNESSES COMPLY WITH GEOTECHNICAL REPORT.

CONCRETE AND ELEMENTS EMBEDDED IN CONCRETE MUST BE SPECIALINSPECTED PRIOR TO AND DURING PLACEMENT OF CONCRETE. SPECIALINSPECTIONS MUST INCLUDE THE FOLLOWING:

PERIODIC INSPECTION:REINFORCING STEEL SIZE AND PLACEMENTVERIFY USE OF APPROVED MIX DESIGNAFTER PLACEMENT TO ENSURE ADEQUATE CURING ANDWEATHER PROTECTION PROCEDURESSURFACE PREPARATION AND DETAILS AT COLD JOINTS,INCLUDING PLACEMENT OF KEYWAYS

CONTINUOUS INSPECTION:BOLTS TO BE INSTALLED IN CONCRETE PRIOR TO AND DURINGPLACEMENT OF CONCRETEDURING PLACEMENT OF CONCRETE

STRUCTURAL STEEL FABRICATION AND ERECTION MUST BE SPECIALINSPECTED AS FOLLOWS:

PERIODIC INSPECTION:HIGH-STRENGTH BOLTS, NUTS AND WASHERS ACCORDING TOAISC 360-10SINGLE-PASS FILLET WELDS LESS THAN OR EQUAL TO 5/16"FLOOR AND ROOF DECK WELDSSTEEL FRAME JOINT DETAILS FOR COMPLIANCE WITHCONSTRUCTION DOCUMENTS INCLUDING MEMBER LOCATIONS,CONNECTION DETAILS AND ANY OTHER BRACING ANDSTIFFENING DETAILSHEADED STUD WELDING, QUANTITY AND LOCATIONS

CONTINUOUS INSPECTION:FILLET WELDS GREATER THAN 5/16" AND ALL MULTI-PASS WELDS

SEE THE IBC AND OTHER CONSULTANTS' DRAWINGS FOR NON-STRUCTURALITEMS REQUIRED TO BE SPECIAL INSPECTED.

STRUCTURAL TESTING:

THE FOLLOWING MATERIALS MUST BE TESTED ACCORDING TO IBC SECTION1705. ANY ITEMS FOUND TO BE DEFICIENT MUST BE CORRECTED AND RE-TESTED AT NO ADDITIONAL COST TO THE OWNER.

EARTHWORK: THE IN-PLACE DRY DENSITY OF COMPACTED FILL MUST BETESTED FOR COMPLIANCE WITH THE RECOMMENDATIONS OF A QUALIFIEDGEOTECHNICAL ENGINEER.

CONCRETE STRENGTH VERIFICATION AND TESTING: ALL CONCRETE MUST BETESTED TO VERIFY STRENGTH, SLUMP, UNIT WEIGHT, AIR CONTENT ANDTEMPERATURE. SEE BELOW FOR TESTING CRITERIA, FREQUENCY ANDACCEPTABILITY CRITERIA:

TESTING FREQUENCY: ONE COMPOSITE SAMPLE FOR EACH DAY'SPOUR OF EACH CONCRETE MIXTURE EXCEEDING 5 CY, BUT NOT LESSTHAN 25 CY, PLUS ONE SET FOR EACH ADDITIONAL 50 CYSLUMP: ASTM C143; ONE TEST AT POINT OF PLACEMENT FOR EACHCOMPOSITE SAMPLEAIR CONTENT: ASTM C231, PRESSURE METHOD FOR NORMAL WEIGHTCONCRETE ONE TEST FOR EACH COMPOSITE SAMPLETEMPERATURE: ASTM C1064; ONE TEST FOR EACH COMPOSITE SAMPLE(TEST HOURLY WHEN TEMPERATURE IS BELOW 40, OR ABOVE 80DEGREES F)COMPRESSION TEST SPECIMENS: ASTM C31, CAST AND FIELD CURETWO SETS OF TWO STANDARD CYLINDER SPECIMENS, AND ONE SPARE,FOR EACH COMPOSITE SAMPLECOMPRESSIVE STRENGTH TESTS: ASTM C39, TEST ONE SET OF TWOSPECIMENS AT 7 DAYS AND ONE SET OF TWO SPECIMENS AT 28 DAYS

STRUCTURAL STEEL: WELDED CONNECTIONS MUST BE TESTED FORCOMPLIANCE WITH THE AWS D.1.1 AND THE CONTRACT DOCUMENTS.MINIMUM TESTING MUST INCLUDE THE FOLLOWING:

ALL COMPLETE PENETRATION GROOVE WELDS MUST BE TESTEDACCORDING TO METHODS DESCRIBED IN THE AWS D.1.1A MINIMUM OF 50% OF PARTIAL PENETRATION GROOVE WELDS MUSTBE TESTED ACCORDING TO METHODS DESCRIBED IN THE AWS D.1.1

SEE THE IBC AND OTHER CONSULTANTS' DRAWINGS FOR NON-STRUCTURALITEMS REQUIRED TO BE TESTED.

SLAB-ON-GRADE 100 PSFROOF 20 PSF

GROUND SNOW LOAD 10 PSF

ULTIMATE DESIGN WIND SPEED 115 MPHNOMINAL DESIGN WIND SPEED 90 MPHRISK CATEGORY IIWIND EXPOSURE CINTERNAL PRESSURE COEFFICIENT ±0.18

(ZONE 1 WITH 10 SF TRIBUTARY AREA) 30 PSF(ZONE 4 WITH 10 SF TRIBUTARY AREA) 30 PSF

RISK CATEGORY IISEISMIC IMPORTANCE FACTOR 1.0SS 0.108 gS1 0.052 gSITE CLASS DSDS 0.115 gSD1 0.083 gSEISMIC DESIGN CATEGORY BRESPONSE MODIFICATION FACTOR 3ANALYSIS PROCEDURE SIMPLIFIED

SLAB-ON-GRADE 3,500 PSICONCRETE NOT OTHERWISE NOTED 3,000 PSI

SLAB-ON-GRADE 0.50CONCRETE NOT OTHERWISE NOTED 0.55

1.

2.

3.

4.

5.

6.

7.

8.

A.B.C.D.

A.

B.

C.

D.

1.2.

1.

1.2.3.4.5.6.

1.2.3.4.5.6.7.8.9.10.

A.B.

1.

2.

3.

1.

2.

3.

4.

5.

6.

7.

A.B.

A.

B.

C.1.2.

A.B.

A.B.

1.

2.3.4.

1.

2.

3.

1.

2.

3.

4.

A.B.

ROOF LIVE LOAD AS INDICATED IN "GENERAL NOTES"SNOWDRIFT APPLIED PER IBC 2015 EDITION, BASED ON

WEIGHT OF ALL EQUIPMENT INDICATED ON

AS INDICATED IN "GENERAL NOTES"

A.B.

C.

D.

A.

B.

1.

2.

3.

4.

5.

A.

B.

A.

B.

1.2.3.

4.

1.

2.

1.

2.3.4.

5.

1.

1.

2.

3.

4.

5.

A.

B.

C.

D.

E.

F.

A.

B.

PRE-ENGINEERED METAL BUILDING DESIGN REACTION SCHEDULE NOTE:

COLUMN GRID

PRE-ENGINEERED METAL BUILDING DESIGN REACTION SCHEDULE

Hz shear (Kips)P comp (Kips)

1.3

P uplift (Kips)

0.9

Hx shear (Kips)

0.0 1.0

1. FOUNDATIONS HAVE BEEN DESIGNED FOR THE REACTIONS INDICATED IN THE SCHEDULE. IF ACTUAL REACTIONSEXCEED THE LISTED FORCE, CONTACT THE ENGINEER OF RECORD TO CONFIRM THE FOUNDATION DESIGN.

A-1

A-2

A-3

A-4

A-5

B-1

B-5

C-1

C-5

D-1

D-2 (PF)

D-3 (PF)

D-4

D-5

1.3 0.9 0.0 1.0

8.1 5.1 2.1 3.3

8.1 5.1 2.1 3.3

8.1 5.1 0.0 3.3

1.74 1.74 1.1 0.0

1.74 1.74 1.1 0.0

8.1 5.1 0.0 3.3

D-2 8.1 5.1 0.0 3.3

D-3 8.1 5.1 0.0 3.3

1.3 0.9 0.0 1.2

1.3 0.84 0.0 1.0

4.5 3.0 0.0 1.0

4.5 3.0 0.0 1.2

4.5 3.0 0.0 0.9

4.5 3.0 0.0 0.9

2. LOADS INDICATED ARE FACTORED SERVICE REACTIONS.

Windsor Public Works BuildingTown of Windsor, Virginia 20 February 2020

James River ArchitectsARCHITECTURE PLANNING SUSTAINABLE DESIGN

A PROFESSIONAL CORPORATION

S-1

A

B

C

D

1 2 3 4 5

MCF3.0 MCF4.0 MCF3.0

MCF3.0

MCF3.0

MCF3.0

MCF3.0

MCF3.0MCF4.0 MCF4.0 MCF4.0

MCF3.0

20'-0" 20'-0" 20'-0" 20'-0"

E.O. SLAB EDGE AND F.O.P.E.B. STEEL LINE (TYP.)

CL P.E.B. COLUMN (TYP.)

15'-0

"20

'-0"

15'-0

"

P.E.B. COLUMN - SEE THEP.E.B DRAWINGS (TYP.)

KCJ OR CJ (TYP.)

AND BNOTES A

#4 HAIRPIN BAR,

SEE TYPICAL DETAILON SHEET S-501 (TYP.)

MIDDLE OF SLAB -1

S-32

S-3

1S-3

3S-3

MONOLITHIC COLUMN FOOTING SCHEDULE

SIZEMARK REINFORCING(BOTTOM)DEPTH

4 - #6 EACH WAY24"3'-0" x 3'-0"MCF3.0

FOUNDATION PLAN NOTES :

P.E.B. DRAWING COLUMN GRID MARKX ==

FOUNDATION PLAN LEGEND :

SLAB-ON-GRADE CONTROL JOINT - SEE TYPICALDETAIL ON SHEET S-4

MONOLITHIC COLUMN FOOTING MARK - SEESCHEDULE ON THIS SHEET

MCFX.X

=

=

CJ

=

=

SLAB-ON-GRADE JOINT (CONTROL JOINTUNLESS OTHERWISE REQUIRED)

=

=

A. SEE THE CIVIL DRAWINGS FOR ACTUAL FINISHED FLOOR ELEVATION.TOP OF SLAB EQUALS FINISHED FLOOR ELEVATION AND MUST SERVE ASTHE REFERENCE ELEVATION 0'-0".

B. FIRST FLOOR MUST BE A 6" THICK CONCRETE SLAB-ON-GRADE,REINFORCED WITH W.W.F. 6X6-W2.1XW2.1, OVER 10 MIL. VAPORRETARDER MINIMUM (SEE THE ARCHITECTURAL DRAWINGS FORADDITIONAL INFORMATION), OVER 4" DEPTH OF POROUS FILL.

C. BOTTOM OF ALL MONOLITHIC TURNED DOWN SLABS AND MONOLITHICCOLUMN FOOTINGS MUST BE 2'-0" BELOW REFERENCE ELEVATION 0'-0".

D. SEE THE ARCHITECTURAL AND PRE-ENGINEERED BUILDING SYSTEMDRAWINGS FOR DIMENSIONS NOT SHOWN.

E. FOUNDATIONS HAVE BEEN DESIGNED BASED ON THE LAYOUT, LOADSAND DETAILS FOR THE DRAWINGS NOTED IN NOTE 4 OF THE"PRE-ENGINEERED BUILDING SYSTEM NOTES" ON SHEET S-1. ANYCHANGES TO THESE LOADS MUST BE BROUGHT TO THE ATTENTION OFTHE STRUCTURAL ENGINEER OF RECORD FOR REVIEW.

F. SEE SHEET S-1 FOR THE STRUCTURAL NOTES AND ABBREVIATIONS.

SLAB-ON-GRADE KEYED CONSTRUCTION JOINT - SEE TYPICAL DETAIL ON SHEET S-4

KCJ

FOUNDATION PLANPLAN NORTH 1/4" = 1'-0"

BF

PF

BF

BF

P.E.B. JAMB - SEE THEP.E.B DRAWINGS (TYP.)

BRACED FRAME - SEE THE P.E.B. DRAWINGSFOR ADDITIONAL INFORMATION

=PF PORTAL FRAME - SEE THE P.E.B. DRAWINGSFOR ADDITIONAL INFORMATION

24"4'-0" x 2'-6"MCF4.0 3 - #6 LONG WAY5 - #6 SHORT WAY

16"

12"

ANCHOR ROD

1 1/4"

1"

3/4"

DIAMETER

9"

P.E.B. ANCHOR RODEMBED SCHEDULE

MINIMUMEMBEDMENT

BF

MCF4.0 MCF4.0

Windsor Public Works BuildingTown of Windsor, Virginia 20 February 2020

James River ArchitectsARCHITECTURE PLANNING SUSTAINABLE DESIGN

A PROFESSIONAL CORPORATION

S-2

REINFORCING BAR LAP SPLICE LENGTHS IN CONCRETESHALL BE 48 x BAR DIAMETER (MIN.).

LAP SPLICE LENGTHS

W.W.F.

SLAB-ON-GRADE

1 1/2" CLR.SEE THE CIVIL PLANFINISHED GRADE -

3" CLR. (TYP.)

VAPOR RETARDER

POROUS FILL

#4 CONT.

8"

2

1

E.O. SLAB AND F.O.P.E.B. STEEL LINE

P.E.B. FINISH SYSTEM -

CONT. GIRT - BY P.E.B.

SEE THE P.E.B. DWGS.

GRID

1S-3

SECTION3/4" = 1'-0"

MANUFACTURERANGLE BY P.E.BMETAL SIDING AND BASE

WITH 1 1/4" MIN. EMBED0.145 PAF's AT 32"o/c

2'-0"

MANUFACTURER

FINISHED FLOOREL. - SEE PLAN

E.O. SLAB AND F.O.P.E.B. STEEL LINE

GRID

TYPICAL AT OVERHEAD DOORS

SEE ARCH. DWGS.

WALL BEYOND

TO DRAIN

w/ 1/2"Ø x 4" LONG HEADEDSTUDS AT 24"o/c - MITERAND WELD AT CORNERS

CONT. GALV. L2x2x1/4

SEE THE ARCH. DWGS.

AND LOCATIONFOR EXACT SIZE

SLOPE EXTERIOR

OVERHEAD DOOR -

PORTION OF SLAB

SEE THEARCH. DWGS.

MONO

LITHI

C CO

LUMN

3" CLR. (TYP.)

PLAN AND SCHEDULEFOOTING - SEE

SEE

SCHE

DULE

FOOT

ING

DEPT

H -

MONOLITHIC COLUMN

CL HAIRPIN

P.E.B. MANUFACTURERAND ANCHOR BOLTS BY THECOLUMN, BASE PLATE

HAIRPIN - SEE PLAN

OUTLINE OFSLAB BEYOND

3"3"

SECTION 1/S-3NOT NOTED SEEFOR DETAILS

2S-3

SECTION3/4" = 1'-0"

E.O. SLAB AND F.O.P.E.B. STEEL LINE

GRID

SECTION 2/S-3NOT NOTED SEEFOR DETAILS

3S-3

SECTION3/4" = 1'-0"

E.O. SLAB AND F.O.P.E.B. STEEL LINE

GRID

Windsor Public Works BuildingTown of Windsor, Virginia 20 February 2020

James River ArchitectsARCHITECTURE PLANNING SUSTAINABLE DESIGN

A PROFESSIONAL CORPORATION

S-3

REINFORCING BAR LAP SPLICE LENGTHS IN CONCRETESHALL BE 48 x BAR DIAMETER (MIN.).

LAP SPLICE LENGTHS

IS CONT. THRU JOINTJOINT

NOT TO SCALE

TYPICAL CONCRETE TURNED DOWNSLAB EDGE CONSTRUCTION JOINT DETAIL

ALIGN WITH SLABCONSTRUCTION JOINT BEYONDNEW POUR

D/3

ALL SPECIFIED REINF.

3" CLR. - BOTTOMAND SIDES

SLAB BEYOND

BAR EACH SIDEOF CONSTRUCTION

PROVIDE TIE

4"4"

PREVIOUS POUR

WIDTH OF TURNED1 1/2" KEY - FULL

DOWN EDGE

DEPT

H"D

"

NOT TO SCALE

CONTINUOUSREINFORCING

NOT SHOWN.TIE BARS

EDGE CORNERS AND INTERSECTIONSTYPICAL DETAIL AT TURNED DOWN SLAB

NOTE:

3" CLEAR(TYP.)

BOLT (TYP.)ANCHORP.E.B.

GAGEBOLT

TYPICAL HAIRPIN DETAILS

30°

7'-0"

CONTROL JOINT (CJ)KEYED CONSTRUCTION JOINT (KCJ)

TYPICAL 6" SLAB-ON-GRADE DETAILSNOT TO SCALE

DISCONTINUOUS SLAB JOINTPLAN AT

#4 x 32" LONG,MIDDLE OFSLAB, CENTERON END OFSLAB JOINT

OR CJKCJ

2 1/2" CLR.

DEPRESSION

6"

EACH SIDE OF JOINT

SLOPE AT 1:1(TYPICAL)

8"

6"

DISCONTINUE 1" CLEARW.W.F. - SEE PLAN;

PREVIOUS POUR

SLAB-ON-GRADE

CURING COMPOUNDBEFORE MAKING NEWPOUR

PREVIOUS POUR WITHPAINT FACE OF

CL OF CONSTRUCTIONJOINT

NEW POUR

HARDBOARD OR FIBERBOARD STRIPS.CONTROL JOINTS USING PREMOLDED PLASTIC, CONTRACTOR HAS THE OPTION TO FORM

SAW-CUT WIDTH = 1/8"

SLAB-ON-GRADE

CUT EVERY OTHERW.W.F. - SEE PLAN;

WIRE AT JOINT

SLAB THICKNESSONE-QUARTER OFSAW-CUT DEPTH =

CL OF SAW-CUTJOINT

DEPRESSION -W.W.F.

SLAB THICKNESS "T"

2 x T

SEE PLAN

DEPRESSION SEE THE ARCH. DWGS.EXACT SIZE AND LOCATION OFEDGE OF SLAB DEPRESSION - FOR

SLAB-ON-GRADEDEPTH OF

TYPICAL STEPPED TURNED DOWN

NOT TO SCALESLAB EDGE DETAIL

SLAB EDGE EL. - SEE PLANBOTTOM OF TURNED DOWN

REINFORCINGCONTINUOUS

"Z" BARS - SAME SIZEAS CONTINUOUS

MONOLITHICSLAB BEYOND

(TYP

.)

LAPSPLICE (TYP.)

TURN

ED D

OWN

SLAB

EDG

E

0"

2

REINFORCING

SEE1

PLAN

1'-0"

LINE OF

ELEC. DWGS.THE CIVIL, PLUMB., MECH. ANDLOCATION COORDINATE WITHPIPE - FOR EXACT SIZE AND

NOTE 'A'

TURNED DOWN EDGE DETAILTYPICAL PIPE SLEEVE UNDER

NOT TO SCALE

PROVIDE SLEEVE FOR

CONCRETE (MIN.)

DIA. + 2" (TYP U.O.N.)PIPE - DIA. = PIPE

NOTE 'A'

AROUND SLEEVE

NOTE 'A':MAINTAIN 12"

REINFORCING

12" MIN.

11

NOTE 'A'

NOTE

'A'

AND ELEC. DWGS.CIVIL, PLUMB., MECH.PIPE INVERT - SEE

EDGETURNED DOWN

BEYONDSLAB

SCHEDULENOTE

'A'

TYPICAL COLUMN ANCHOR ROD DETAILNOT TO SCALE

RODS TO PROVIDE 3" MINIMUM COVERAGEDEEPEN FOOTING AS INDICATED AT ANCHOR EMBEDMENT - SEE COLUMN BASE PLATE DETAIL

NOTE 'B'(TYPICAL)

COLUMN ANCHOR ROD DETAIL NOTES:

(TYPICAL)SLOPE AT 1:1

1 1/4" 1/2" x 3" SQ.

PLATE WASHER TABLE

3/8" x 3" SQ.

THREADED ANCHORROD - SEE COLUMNBASE PLATE DETAIL

HEAVY HEX NUT

TOP OF FOOTING

PLATE WASHER -SEE TABLE

OR PEDESTAL

ANCHOR RODREQUIRED (TYP.)

SHOWN) - FOR

DEPTH SEECOLUMN FOOTING

(REINFORCING NOT

1"

3/4"

DIAMETER

PROJECTION AS

DIMENSIONS

1/4" x 2" SQ.

A.B.

Windsor Public Works BuildingTown of Windsor, Virginia 20 February 2020

James River ArchitectsARCHITECTURE PLANNING SUSTAINABLE DESIGN

A PROFESSIONAL CORPORATION

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Windsor Public Works BuildingTown of Windsor, Virginia 20 February 2020

James River ArchitectsARCHITECTURE PLANNING SUSTAINABLE DESIGN

A PROFESSIONAL CORPORATION

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Windsor Public Works BuildingTown of Windsor, Virginia

James River ArchitectsARCHITECTURE PLANNING SUSTAINABLE DESIGN

A PROFESSIONAL CORPORATION

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20 February 2020

Windsor Public Works BuildingTown of Windsor, Virginia

James River ArchitectsARCHITECTURE PLANNING SUSTAINABLE DESIGN

A PROFESSIONAL CORPORATION

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20 February 2020

Windsor Public Works BuildingTown of Windsor, Virginia

James River ArchitectsARCHITECTURE PLANNING SUSTAINABLE DESIGN

A PROFESSIONAL CORPORATION

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Windsor Public Works BuildingTown of Windsor, Virginia

James River ArchitectsARCHITECTURE PLANNING SUSTAINABLE DESIGN

A PROFESSIONAL CORPORATION

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20 February 2020

Windsor Public Works BuildingTown of Windsor, Virginia

James River ArchitectsARCHITECTURE PLANNING SUSTAINABLE DESIGN

A PROFESSIONAL CORPORATION

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Windsor Public Works BuildingTown of Windsor, Virginia 20 February 2020

James River ArchitectsARCHITECTURE PLANNING SUSTAINABLE DESIGN

A PROFESSIONAL CORPORATION

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Windsor Public Works BuildingTown of Windsor, Virginia 20 February 2020

James River ArchitectsARCHITECTURE PLANNING SUSTAINABLE DESIGN

A PROFESSIONAL CORPORATION

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