VA-260-09-IB-0472-4005

4 3

ABBREVIATIONS GENERAL STRUCTURAL NOTESCODE:

DESIGN SOIL PRESSURE:

REINFORCED CONCRETE:

FOOTINGS:

BEAMS AND SLABS:

GROUT:

DRILL-IN ADHESIVE BOLTS:

CONCRETE COVER:

DRILL-IN EXPANSION BOLTS:

STRUCTURAL STEEL:

STEEL DECKING:

MISCELLANEOUS:

SPECIAL INSPECTIONS:

ANCHOR RODS:

STRUCTURAL OBSERVATION:

SHEET INDEX

LEGEND

SCREW ANCHORS:

COLD-FORMED LIGHT GAGE STEEL FRAMING:

FOUNDATION PILING:

HELICAL PIERS

MICROPILESTRANSVERSESTRUCTURAL STEEL TUBING

UNLESS OTHERWISE NOTEDUNREINFORCED MASONRYULTRASONIC TEST

UNDERWRITERS LABORATORY

WEEP HOLE

VERTICAL INSIDE FACEVERTICAL OUTSIDE FACE

WEST; W SERIES STEEL SHAPE

WATERPROOF; WORK POINTWEAKENED PLANE JOINT

W SERIES STEEL SHAPEWELDED WIRE FABRIC

WEIGHT; STRUCTURAL TEE FROM

VERTICAL EACH FACE

YARD

WITHWIDE; WOOD

WITHOUT

TRANSV

VERTICAL

TYPICAL

TEMPERATURE; TEMPORARY

TOP OF STEEL; TOP OF SLABTOP OF WALL

THREADED

TOP OF CONCRETE

THICKTHROUGH

TOP (BEAM AND JOIST

DIAMETER; ROUND

ANDAT

FOOT; FEETINCH; INCHESNUMBER; POUNDPERPENDICULAR

X-SECT CROSS SECTION

TOP AND BOTTOM

EXTRA STRONGX-STRONG

KSF

K

JTJST

IN

INT

INCL

IDIF

HORIZHPHSB

HEF

GNDGR

GYPGWB

GENGIRD

FT

GALV

FUT

GA

FS

FTG

KIPS PER SQUARE FOOT

KIP; KIPS (1000 POUNDS)

JOINTJOIST

GYPSUM WALL BOARD

HORIZONTAL EACH FACE

HIGH POINT; HP STEEL SHAPEHIGH STRENGTH BOLT

HORIZONTAL

INSIDE FACE

INCLUDE

INTERIOR

INSIDE DIAMETER

INCH; INCHES

FAR SIDEFOOT; FEETFOOTING

GAGE; GAUGEGALVANIZEDGENERALGIRDER

FUTURE

GYPSUM

GROUNDGRADE

FLRFP

FINFFFLG

FEMAFDN

EXPEXT

ENCLENGR

EQUIPEQJ

ESEW

EQ

ELECELEV

EXJ

EL

EAEBEF

(E)E

DPDWGDWL

DIA

DIAPHDIM

DNdo

DIAG

CTSK

DEPT

DBL

DET

CTR

CU

CONCCONNCONSTRCONTCONTR

CTJ

FEDERAL EMERCENCY MANAGEMENT AGENCY

FIREPROOF; FULL PENETRATION

EXPANSIONEXTERIOR

FOUNDATION

FAR FACEFLANGE

FINISH; FINISHED

FLOOR

ELECTRICALELEVATION (VIEW); ELEVATORENCLOSUREENGINEER

EACH FACEEXPANSION BOLT

EXPANSION JOINT

ELEVATION (HEIGHT)

EQUIPMENTEACH SIDEEACH WAY

EARTHQUAKE JOINTEQUAL

EACH

CONTRACTION JOINT

DIAMETERDIAGONALDIAPHRAGMDIMENSION

DRAWING

EXISTING

DOWEL

EAST

DEEP

DOWNDITTO

CONCRETECONNECTIONCONSTRUCTIONCONTINUOUSCONTRACTOR

CENTERCOUNTERSUNK

CONTROL JOINT;

DOUBLE

DEPARTMENTDETAIL

CUBIC

WWF

YD

WPJWT

W/O

WDWH

WP

WW/

VEFVERT

VOFVIF

URMUT

UONUL

TSTYP

SPACE; SPACES; SPACINGSPECIFICATION

STAINLESS STEELSHORT SLOTTED HOLESTRUCTURAL TEE FROM S SERIES STEEL SHAPE

STANDARDSTIFFENER

STRUCTURAL

SUSPENDEDSHEAR WALL

TOC

TOW

THD

TOS

TEMP

THKTHRU

T

SUPTSUSPSW

SUPPORTSTRUCT

STIFFSTIRRSTL

STASTD

SQ

SSLSS

ST

SPASPEC

SP

STATION

STEELSTIRRUP

SPIRAL

SQUARE

PARTIAL PENETRATION

POUNDS PER SQUARE INCHPOLYVINYLCHLORIDE

POUNDS PER SQUARE FOOT

REFERENCE

REINFORCING

REQUIRED

ROUGH OPENING

SHAPESCHEDULE

SHEAR PLATE

REINFORCED; REINFORCEMENT;

SOUTH; S SERIES STEEL

SHORT LEGS BACK TO BACK

SHT

SLBB

SIM

SCHEDSECTSH PL

RO

S

REINF

REQD

SECTION

SHEETSIMILAR

REFR

PVC

PPPSFPSI

PLC(S)PLWD

RADIUS

PLACE(S)PLYWOOD

&

BTWN

CL

COLCMU

CJP

CLR

CG

CJCIP

C

BLDG

BSMT

BOTBRG

BM

BL

B

AGGR

ARCHAPPROX

ASTM

AWS

@

ALUMALT

AITC

AISC

ADDL

ACI

AB

BOTTOM (BEAM AND JOIST SCHEDULES ONLY)

CONSTRUCTION JOINTCOMPLETE JOINT PENETRATION

CONCRETE MASONRY UNIT

BETWEEN

CENTER LINE

COLUMN

AMERICAN STANDARD CHANNEL

CENTER OF GRAVITYCAST-IN-PLACE

CLEAR

BUILDING LINEBUILDING

BOTTOMBEARINGBASEMENT

BEAM

AMERICAN CONCRETE INSTITUTE

STEEL CONSTRUCTION

TIMBER CONSTRUCTION

ARCHITECT; ARCHITECTURALAMERICAN SOCIETY FOR TESTING MATERIALAMERICAN WELDING SOCIETY

AGGREGATE

ALTERNATE; ALTERNATIVEALUMINUM

AMERICAN INSTITUTE OF

AMERICAN INSTITUTE OF

APPROXIMATE; APPROXIMATELY

ANCHOR BOLT

ADDITIONAL

MANUFACTURERMFRMANUFACTURING

MISCELLANEOUS

STRUCTURAL TEE FROM M SERIES STEEL SHAPEMOUNTED

NEAR FACE

NEAR SIDE

ON CENTER

NOT IN CONTRACT

NOT TO SCALE

OUTSIDE FACE

OPPOSITE

PERPENDICULAR

OPTION; OPTIONAL

PLATE (STEEL); PROPERTY LINE

NS

OPNG

PERP

P/C

PL

OPPOPT

OC

OF

NTS

OA

OPENING

PRECAST

OVERALL

MTL

NoNOM

NICNF

MTD

MT

MFRG

MISCMIN

METAL

NORTH

NUMBERNOMINAL

MINIMUM

LONG LEG BACK TO BACKLONG LEGS HORIZONTALLONG LEGS VERTICALLONGITUDINAL

LONG SLOTTED HOLES

MISCELLANEOUS STEEL SHAPEMASONRY

MECHANICAL

MACHINE BOLT

MEMBRANE

MISCELLANEOUS CHANNEL

LONGIT

MAS

MECHMEMB

MC

MAXMATL

MB

L

LT WTLTLSH

MAXIMUMMATERIAL

LIGHT

STRUCTURAL STEEL ANGLELB

LLBBLLHLLV

POUND

ABV ABOVE

CANT CANTILEVER

CLG CEILING

COMPOSITECOMP

COMPLETE PENETRATIONCP

DL DEAD LOAD

DEMO DEMOLISH; DEMOLITION

DEFORMED BAR ANCHORDBA

EXIST EXISTING

FIG FIGURE

FLAT BARFB

HAS HEADED ANCHOR STUD

KSI KIPS PER SQUARE INCH

INFO INFORMATION

INCORPORATEINC

LVL

DESIGNLRFD LOAD RESISTANCE FACTOR

LLLF

LIVE LOADLINEAL FEET

MFMEZZ MEZZANINE

MOMENT FRAME

OVSOVHD

OVERSIZEDOVERHEAD

OD OUTSIDE DIAMETER

PHASEPH

PCF POUNDS PER CUBIC FOOT

'"#

REM

RET RETAINING

REMAINDER

SLAB ON GRADESOG

SKETCHSK

T&B

SPECIAL MOMENT RESISTINGSMRF FRAME

HOLDOWNHD

STEEL SHAPE

SYMMETRICALSYMM

CDF CONTROL DENSITY FILL

ABT ABOUT

ADJACENT; ADJUSTADJ

(A) ABOVE (AT BEAMS OR COLUMNS)

(B) BELOW (AT BEAMS OR COLUMNS)

HT HEIGHTHSS HOLLOW STRUCTURAL SECTION

ICC INTERNATIONAL CODE COUNCILIBC INTERNATIONAL BUILDING CODE

DESIGN LIVE LOADS:

SNOW DRIFT

FLOORS

PARTITIONS

CORRIDORS

MECHANICAL FLOORS

WIND

SEISMIC

THE FOLLOWING NOTES APPLY UNLESS INDICATED OTHERWISE:

E 1

EQUIVALENT LATERALFLUID PRESSURE CANTILEVERED WALLS BASEMENT WALL

INTERNATIONAL BUILDING CODE, 2006 EDITION.

DS D1O

0

ROOF SNOW LOAD

"KWIK BOLT TZ" BY HILTI FASTENING SYSTEMS, "STRONG BOLT" BY SIMPSON STRONG-TIE ANCHOR SYSTEMS OR APPROVED EQUAL. ICC CERTIFICATION REQUIRED. SPECIAL INSPECTION REQUIRED.

"HIT HY20" ADHESIVE ANCHOR SYSTEM FOR UNREINFORCED MASONRY OR BRICK WITH CAVITIES; "HIT RE 500-SD" ADHESIVE ANCHOR SYSTEM FOR SOLID MASONRY OR CONCRETE, BY HILTI FASTENING SYSTEMS, "SET XP" HIGH STRENGTH EPOXY FOR SOLID MASONRY OR CONCRETE, BY SIMPSON STRONG-TIE ANCHOR SYSTEMS OR APPROVED EQUAL. ICC CERTIFICATION REQUIRED. SPECIAL INSPECTION REQUIRED.

= SEISMIC DESIGN CATEGORY D. I = 1.5, Ss = 1.527, S = 0.523 S = 1.018, S = 0.453 SPECIAL STEEL CONCENTRIC BRACED FRAMES R = 6, = 2, Cd = 5

STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL, CIVIL,ELECTRICAL AND MECHANICAL DRAWINGS FOR BIDDING AND CONSTRUCTION. CONTRACTORSHALL VERIFY ALL DIMENSIONS AND CONDITIONS FOR COMPATIBILITY BEFORE PROCEEDINGAND NOTIFY THE ARCHITECT AND STRUCTURAL ENGINEER OF ANY DISCREPANCIES.

REFER TO ARCHITECTURAL DRAWINGS FOR WALL OPENINGS, ARCHITECTURAL TREATMENT ANDDIMENSIONS NOT SHOWN.

REFER TO MECHANICAL AND ELECTRICAL DRAWINGS FOR SIZE AND LOCATION OF DUCTOPENINGS, PIPING, CONDUITS, ETC, NOT SHOWN.

SHOP DRAWINGS SHALL BE SUBMITTED AND REVIEWED PRIOR TO FABRICATION.

PROVIDE TEMPORARY ERECTION BRACING AND SHORING AS REQUIRED FOR STABILITY OF THESTRUCTURE DURING ALL PHASES OF CONSTRUCTION.

REFER TO SPECIFICATIONS FOR INFORMATION NOT CONTAINED IN THESE GENERAL NOTES.

STRUCTURAL OBSERVATION SHALL BE PROVIDED BY THE STRUCTURAL ENGINEER OF RECORDPER IBC SECTION 1709 FOR GENERAL CONFORMANCE TO THE APPROVED CONSTRUCTIONDOCUMENTS AT SIGNIFICANT CONSTRUCTION STAGES AND AT COMPLETION OF THE STRUCTURALSYSTEM.

ALL OBSERVED DEFICIENCIES SHALL BE REPORTED IN WRITING TO THE OWNER'S REPRESENTATIVEAND BUILDING OFFICIAL. THE STRUCTURAL OBSERVER SHALL SUBMIT TO THE BUILDING OFFICIALA WRITTEN STATEMENT THAT THE SITE VISITS HAVE BEEN MADE AND IDENTIFY REPORTEDDEFICIENCIES WHICH, TO THE BEST OF THE STRUCTURAL OBSERVER'S KNOWLEDGE, HAVE NOTBEEN RESOLVED.

LIGHT WEIGHTLEVEL

M

N

SCHEDULES ONLY)

PROVIDE SPECIAL INSPECTIONS IN ACCORDANCE WITH IBC CHAPTER 17 FOR THE FOLLOWING:

HELICAL PIERS FOUNDATION PILING REINFORCED CONCRETE STRUCTURAL WELDING HIGH STRENGTH BOLTING ANCHOR RODS DRILL-IN ADHESIVE BOLTS DRILL-IN EXPANSION BOLTS SCREW ANCHORS FOUNDATION PILES MICROPILES

cm CENTIMETER

kg KILOGRAMkN KILONEWTON

KILOPASCALkPa

MPa MEGAPASCAL

Pa PASCAL

= 25 PSF (1.196 kN/m )2

= ASCE 7-05

= 80 PSF (3.830 kN/m )2

= 20 PSF (0.958 kN/m )2

= 100 PSF (4.788 kN/m )2

= 75 PSF (3.591 kN/m ) + EQUIPMENT WEIGHT2

= 85 MPH (3 SECOND GUST), EXPOSURE B, qs = 13.2 PSF (0.632 kN/m ), Iw = 1.152

mmm METER

MILIMETER

= 41 PSF (0.200 kN/m )2= 75 PSF (0.367 kN/m )2

FOOTINGS 3" (76mm). WALLS EXPOSED TO EARTH OR WEATHER 1 1/2" (38mm) FOR #5 (#16) BARS AND SMALLER, 2" (51mm) FOR #6 (#19) BARS AND LARGER. INTERIOR WALLS 1" (25mm). BEAMS AND COLUMNS 1 1/2" (38mm) TO STIRRUPS OR TIES. SLABS AND JOISTS 1" (25mm). SLABS ON GRADE 1 1/2" (38mm).

PROVIDE 2-#5 (2-#16) LONGITUDINAL BOTTOM BARS IN WALL FOOTINGS. PROVIDE CORNER BARS OF SAME SIZE AND NUMBER AT CORNERS AND INTERSECTIONS, LAP 40 DIAMETER EACH LEG. PROVIDE VERTICAL DOWELS OF SAME SIZE, NUMBER AND SPACING AS WALL VERTICAL BARS WITH A 90 DEGREE STANDARD HOOK AT THE BOTTOM OF THE FOOTING.

RIGIDLY SUPPORT BARS WITH CONCRETE BLOCKS OR APPROVED ACCESSORIES. PROVIDE #5 (#16) SUPPORT BARS ALL SLABS.

WHERE MAIN SLAB BARS ARE PARALLEL TO A SUPPORT, PROVIDE #4 @ 12 (#13 @ 305mm) TOP BARS EXTENDING 2'-0" (610mm) BEYOND EACH FACE OF SUPPORT INTO SLAB. WHERE SLAB IS ON ONE SIDE ONLY, PROVIDE A 90 DEGREE STANDARD HOOK AT DISCONTINUOUS FACE.

AT SLAB OPENINGS OVER 12" (305mm) SQUARE, PROVIDE TWO ADDITIONAL BOTTOM MAIN SLAB BARS OR 2-#5 (2-#16) MINIMUM ON ALL FOUR SIDES OF THE OPENING EXTENDING 40 DIAMETER PAST OPENING. PROVIDE 1-#5x4'-0" (1-#16x1219mm) DIAGONAL BOTTOM BAR ALL FOUR CORNERS.

PROVIDE SLAB TEMPERATURE BARS AS FOLLOWS:

4" (102mm) SLABS, #3 @ 15 (#10 @ 381mm) BOTTOM, 5" (127mm) SLABS, #4 @ 18 (#13 @ 457mm) BOTTOM, 6" (152mm) SLABS, #4 @ 18 (#13 @ 457mm) BOTTOM, 7" (178mm) SLABS, #4 @ 15 (#13 @ 381mm) BOTTOM, 8" (203mm) SLABS, #3 @ 18 (#10 @ 457mm) TOP, #4 @ 18 (#13 @ 457mm) BOTTOM, 9" (229mm) SLABS, #3 @ 18 (#10 @ 457mm) TOP, #4 @ 18 (#13 @ 457mm) BOTTOM, 10" (254mm) SLABS, #3 @ 16 (#10 @ 406mm) TOP, #4 @ 18 (#13 @ 457mm) BOTTOM, 11" (279mm) SLABS, #4 @ 18 (#13 @ 457mm) TOP, #4 @ 18 (#13 @ 457mm) BOTTOM, 12" (305mm) SLABS, #4 @ 18 (#13 @ 457mm) TOP, #4 @ 18 (#13 @ 457mm) BOTTOM.

GROUT - 5000 PSI (35 MPa) MINIMUM 7-DAY CUBE STRENGTH PER ASTM C1157-00. GROUT TO BE PREMIXED, NON-SHRINK "MASTERFLOW 928 GROUT" BY MASTER BUILDERS OR APPROVED EQUAL. ICC CERTIFICATION REQUIRED. USE SPECIFIC GROUT MIX RECOMMENDED BY MANUFACTURER FOR EACH GROUT APPLICATION AND FOLLOW MANUFACTURER'S INSTRUCTIONS.

ANCHOR RODS, ASTM F1554, GRADE 36 (250 MPa). SPECIAL INSPECTION REQUIRED. SET ALL ANCHOR RODS BY TEMPLATE.

ALL CONCRETE - f'c = 4000 PSI, (30 MPa), MAXIMUM W/C = .44, MINIMUM 6 SACKS OF CEMENTPER CUBIC YARD. SUBMIT MIX DESIGN. SEE SPECIFICATIONS FOR ADMIXTURES.SPECIAL INSPECTION REQUIRED.

SEE ARCHITECTURAL DRAWINGS FOR ALL GROOVES, NOTCHES, CHAMFERS, FEATURE STRIPS,COLOR, TEXTURE AND ALL OTHER FINISH DETAILS AT ALL EXPOSED CONCRETE SURFACES,UNLESS OTHERWISE NOTED. PR0VIDE 3/4" (19mm) CHAMFER STRIPS AT ALL EXPOSEDCONCRETE EDGES.

UNLESS OTHERWISE NOTED, REINFORCING STEEL SHALL CONFORM TO ASTM A615 A615m,GRADE 60 (420mm). SUBMIT REINFORCING STEEL SHOP DRAWINGS WITH DETAILS PER ACI 315MANUAL OF STANDARD PRACTICE.

MECHANICAL AND WELDED SPLICES SHALL MEET THE CRITERIA OF ACI 318-05 SECTION 12.14.3.STAGGER SPLICES OF ADJACENT BARS 2'-0" (610mm) OC. ALL MECHANICAL SPLICES SHALL BEINSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. ICC CERTIFICATIONREQUIRED.

ASTM A706/A706M, GRADE 60 (420 MPa), REINFORCING STEEL SHALL BE USED FOR:- WELDED OR FIELD-BENT BARS,

WELDED WIRE FABRIC PER ASTM A185. FURNISH IN FLAT SHEETS, NOT ROLLS. LAP EDGES1 1/2 MESH MINIMUM.

ALL STEEL ASTM A992/A992M, Fy = 50 KSI (345 MPa), EXCEPT HOLLOW STRUCTURAL SECTIONS TOBE ASTM A500 GRADE B,Fy = 46 KSI (317 MPa) AND CHANNELS, ANGLES, PLATES AND BARS TO BEASTM A36/A36M, Fy = 36 KSI (250 MPa). SPECIAL INSPECTION REQUIRED. FABRICATION ANDERECTION PER AISC SPECIFICATIONS. SUBMIT SHOP DRAWINGS.

WELDING PER AWS D1.1. MINIMUM SIZE WELDS 3/16" (5mm) CONTINUOUS FILLET. WELDERSCERTIFIED PER WABO FOR ROD AND POSITION.

HIGH-STRENGTH BOLTS PER ASTM A325. TYPICAL BOLTED CONNECTIONS -BEARING TYPE. TENSION HIGH-STRENGTH BOLTS BY DIRECT TENSION INDICATORMETHOD USING LOAD INDICATOR WASHERS INSTALLED PER MANUFACTURER'SINSTRUCTIONS OR BY TURN OF THE NUT METHOD.

APPLY ONE COAT OF SHOP PAINT TO ALL STEEL EXCEPT FOR SURFACESEMBEDDED IN CONCRETE, AREAS TO BE FIELD WELDED OR SURFACES WITHSPRAY-ON FIREPROOFING.

3000 PSF (143.6 kN/m ) MAX DEAD + LIVE LOAD. SITE CLASS C.2

CAST FOOTINGS ON COMPACTED STRUCTURAL FILL, 1'-6" (457mm) MINIMUM BELOW FINISHED GRADE CASTSLAB ON GRADE OVER MIN 12" STRUCTURAL FILL. CONSULT SOILS REPORT BY OTTO ROSENAU & ASSOCIATES, INC,DATED APRIL 24, 2008 WITH MAY 1, MAY 12 AND SEPTEMBER 30, 2009 ADDENDUMS, FOR FOUNDATION AND EXCAVATIONINFORMATION.

SECTION MARK

DETAIL MARK

REVISION MARK

SECTION NUMBER

DETAIL NUMBER

2

FOOTING MARK

SUB-SECTION MARK

DETAIL NUMBER

CHANGE OF SLOPE INTOP OF SLAB

SHEET WHERE DETAILIS DRAWN

SHEET WHERE SECTIONIS DRAWN

STEP IN ELEVATIONOF SLAB

SUB-SECTIONNUMBER

2SS-5.01

2

B

3A 3A

CHANGE OF SLABTHICKNESS

5" (127mm)

5" (1

27m

m)

SS-5.01

SS-0.01 GENERAL NOTES, LEGEND AND ABBREVIATIONS

SS-1.01 FOUNDATION PLAN

SS-1.02 ROOF FRAMING PLAN

SS-2.01 BRACED FRAME ELEVATIONS AND DETAILS

SS-5.01 FOUNDATION AND PILE CAP DETAILS

SS-5.02 STEEL FRAMING DETAILS

SS-5.03 STEEL FRAMING DETAILS

SS-5.04 COLD-FORMED STEEL FRAMING DETAILS

SS-1.03 PENTHOUSE ROOF FRAMING PLAN

CONCRETE

RESIST A 25 PSF UPLIFT.OVER 3 SPANS MINIMUM. DIAPHRAGM SHEAR CAPACITY - 900PLF. ANCHOR TO SUPPORTS TOROOF DECKING - "3 x 18 GA N24 TYPE, Imin = 1.330 IN PER FOOT, Smin = 0.689 IN PER FOOT, CONTINUOUS

STEEL DECKING DESIGNED, MANUFACTURED AND INSTALLED PER STEEL DECK INSTITUTESPECIFICATIONS. ICC CERTIFICATION REQUIRED. SUBMIT SHOP DRAWINGS. COMMERCIALWEIGHT GALVANIZED FINISH ON ALL DECKING.

FASTEN ROOF DECK UNITS TO STEEL AT TRANSVERSE, END AND SIDE SUPPORTS WITH1/2" (13mm) DIAMETER SPOT WELDS AT 18" (305mm) ON CENTER. FASTEN SIDE LAPS OFADJACENT UNITS WITH DELTAGRIP FASTENING SYSTEM AT 18" (305mm) ON CENTER.

PROVIDE ADDITIONAL STEEL REINFORCEMENT AND CLOSURE PIECES AS REQUIRED FORSTRENGTH, CONTINUITY OF DECKING AND SUPPORT OF OTHER WORK.

SS-9.01 DEDUCTIVE ALTERNATIVES

"TITAN HD" BY SIMPSON STRONG-TIE ANCHOR SYSTEMS OR "HUS-H" BY HILTI FASTENING SYSTEMS, OR APPROVED EQUAL. ICC CERTIFICATION REQUIRED. SPECIAL INSPECTION REQUIRED.

ALL COLD-FORMED LIGHT GAGE STEEL FRAMING SHALL CONFORM TO THE ANSI "SPECIFICATIONFOR THE DESIGN OF COLD-FORMED STEEL FRAMING MEMBERS-2001 EDITION" WITH 2004SUPPLEMENT. ALL 16 GAGE AND HEAVIER COLD-FORMED STRUCTURAL TRACKS, STUDS, JOISTSAND STRAPS SHALL BE FORMED FROM ASTM A446, GRADE D, OR ASTM A570, GRADE E STEEL WITHA MINIMUM Fy = 50 KSI. ALL 18 GAGE AND LIGHTER COLD-FORMED STRUCTURAL TRACKS, STUDS,JOISTS AND STRAPS SHALL BE FORMED FROM ASTM A446, GRADE A, OR ASTM A570, GRADE CSTEEL WITH A MINIMUM Fy = 33 KSI. ALL STUDS, TRACKS, JOISTS AND STRAPS SHALL BEGALVANIZED. FASTENINGS SHALL BE AS SHOWN ON THE DRAWINGS. FASTENINGS NOT SHOWNSHALL BE AS RECOMMENDED BY THE MANUFACTURER.

STUD OR JOIST SPLICES ARE NOT PERMITTED AND STUD OR JOIST FLANGES ARE NOT TO BE CUTUNDER ANY CIRCUMSTANCES. PROVIDE LATERAL BRACING AT 2'-6" OC FOR ANY STUD WITHOUTGYPSUM WALLBOARD OR SHEATHING ON BOTH FLANGES IN AREAS WITHOUT SUCH WALLCOVERINGS. LATERAL SPACING TO BE HORIZONTAL CHANNEL OR CUT TRACK AND STRAP TYPE.

WELDING PER AWS D1.3 AND AISI SPECIFICATION. MINIMUM WELDS 1/8" CONTINUOUS FILLET.WELDERS CERTIFIED PER WABO SPECIFICATIONS FOR ROD AND POSITION.

STEEL PIPE PILES - 4" DIAMETER STD PIPE, GRADE A53. Fy = 35 KSI (242 MPa)

PILE CAPACITY = 10 TONS PER PILE, AS DETERMINED BY OTTO ROSENAU & ASSOCIATES.SPECIAL INSPECTION REQUIRED. CONSULT SOILS REPORT BY OTTO ROSENAU &ASSOCIATES, DATED APRIL 24, 2008, AND SOILS REPORT ADDENDUM DATED MAY 1, 2009FOR FOUNDATION AND EXCAVATION INFORMATION.

SS-9.02 ALTERNATE FOUNDATION AND PILE CAP PLAN

SS-9.03 ALTERNATE FOUNDATION AND PILE CAP DETAILS

PAF POWDER ACTUATED FASTENER

SS5 SQUARE SHAFT HELICAL PIERS MANUFACTURED BY HUBBELL CORPORATION/A.B. CHANCE CO.OR APPROVED EQUAL. ICC CERTIFICATION REQUIRED.

PIER CAPACITY = 12.5 TONS PER PIER. PIER UPLIFT CAPACITY = 12.5 TONS PER PIER AS DERTERMINEDBY OTTO ROSENAU AND ASSOCIATES. SPECIAL INSPECTION REQUIRED. CONSULT SOILS REPORT BYOTTO ROSENAU AND ASSOCIATES, DATED APRIL 24, 2008 AND SOILS REPORT ADDENDUM DATED MAY 12, 2009FOR FOUNDATION AND EXCAVATION INFORMATION.

TITAN IBO SELF DRILLING, HOLLOW INJECTION GROUTED MICROPILES MANUFACTURED BY ISCHEBECKGMBH OR DYWI DRILL INJECTION PILES MANUFACTURED BY DYWIDAG SYSTEMS INTERNATIONAL.

PILE CAPACITY = 12.5 TONS PER PILE. PILE UPLIFT CAPACITY = 12.5 TONS PER PILE AS DETERMINED BYOTTO ROSENAU AND ASSOCIATES. SPECIAL INSPECTION REQUIRED. CONSULT SOILS REPORT BY OTTO ROSENAUAND ASSOCIATES DATED APRIL 24, 2008 AND SOILS REPORT ADDENDUM DATED SEPTEMBER 30, 2009 FORFOUNDATION AND EXCAVATION INFORMATION.

DH ehR A r c i t e c t u r , In c.nRDH ng iE ,n ge e r i n c .I

601 Union Street | Suite 700 | Seattle, WA 98101 | 206.826.4700

Vet

eran

s Af

fairs

Dep

artm

ent o

f

MANAGEMENTCONSTRUCTION

Date

Dwg. of

Drawn

Project No.

DRAWING NO.

Project Title

CheckedBuilding Number

Location

DateName Initials

Ch. of Eng.

Ch. of Staff

Assoc. Dir.

Director

Submittal

Construction

For:Approved

Approved: Area Project Manager

Drawing Title

Date

BUILDING B100

VA-260-09-IB-0472

06/22/2009

BUILDING IS FULLY SPRINKLERED

B100 EMERGENCY EXPANSION ATSEATTLE DIVISION OF VA PUGET SOUND

HEALTH CARE SYSTEM

8 911 2 3 4 5 6 7

ABB

CD

EFF

ED

CB

76543211 98

06

Athree inches = one foot

0066

2200

6622

one inch = one inch

one inch = one inch

one and one-half inches = one foot


60

60

4400

one-half inch = equals one foot

4400

8844

three-eighths i

0

one-quarter equals one foot

three-quarters inch = one foot


U.S. GOVERNMENT PRINTING OFFICE:1984-440-467

1660 SOUTH COLUMBIAN WAY SEATTLE, WA 98108VA PUGET SOUND HEALTH CARE SYSTEM - SEATTLE

16168

48

40

one-eighth inch = one foot

RevisionsVA FORM 08-6231A,JAN 1990

0

122

GENERAL NOTES, LEGEND, AND ABBREVIATIONS

SS-0.01/1PJK ADW

63

1

1

1

AMMENDMENT 10/12/091

E66-3 1/8

E10-6 3/8

NE

212-1 1/4

NE

266

NE

212-1 1/4

S117-5

1/2

S

98-2

S

79-11

S

52-1

S

31-3

S

21-3

S12-71/2

N-S

0'-0"

E

131-10

E

122-2

E

107-0

E

95-0

E

80-11

E

67-7

E

51-2

E

28-9

E

18-4

E-W

0-0

E

144-0

18' - 4" 10' - 5" 22' - 5" 16' - 5" 13' - 4" 14' - 1" 12' - 0" 15' - 2" 9' - 8" 12' - 2"

12' -

7 1

/2"

8' -

7 1/

2"10

' - 0

"20

' - 1

0"27

' - 1

0"18

' - 3

"19

' - 3

1/2

"

2' - 5"

3' - 0"

5' - 4 1/2"2' - 1"6' - 7"4' - 11"

HSS6X6X

3/8

HSS6X6X

3/8

HSS6X6X

3/8

HSS6X6X

3/8

HSS6X6X

3/8

HSS6X6X

3/8

HSS6X6X

3/8

HSS6X6X

3/8

HSS6X6X

3/8

HSS6X6X

3/8

HSS6X6X

3/8

HSS6X6X

3/8

HSS6X6X

1/2

HSS6X6X

3/8

HSS6X6X

3/8

HSS6X6X

3/8

HSS6X6X

1/2HSS6X

6X3/8

HSS6X6X

3/8

HSS6X6X

3/8

HSS6X6X

3/8

HSS6X6X

3/8

HSS6X6X

3/8

HSS6X6X

3/8

HSS6X6X

3/8

HSS6X6X

3/8

6" SLAB ON GRADEREINF W/ #5 @ 18" OCEW CTR

FIN FLREL 0'-0"

SS-5.01/16

BF7

BF5

BF6

BF3

BF2

BF1

7SS-5.01/1TYP

GRADE BM,TYP

8SS-5.01/1TYP

TYP

BF8

( )-3' - 0"

HB

( )-3' - 0"

HC

( )-2' - 6"

HA

( )-3' - 0"

HB

( )-3' - 0"

HB

( )-2' - 6"

HA

( )-2' - 6"

HA

( )-6' - 6"

HA

( )-6' - 6"

HA

( )-6' - 6"

HA

( )-2' - 6"

HA

( )-3' - 0"

HB

( )-3' - 0"

HB

( )-3' - 0"

HB

HSS6X6X

3/8

11' - 11"

( )-3' - 0"

HE

BF4

( )-2' - 6"

HA

( )-3' - 0"

HB

( )-3' - 0"

HB

( )-3' - 0"

HD

( )-2' - 6"

HA

( )-2' - 6"

HA

( )-2' - 6"

HA

( )-2' - 6"

HA

( )-2' - 6"

HA

( )-2' - 6"

HA

( )-2' - 6"

HA

( )-3' - 0"

HB

( )-2' - 6"

HA

5' - 8"

2' - 5"16' - 0

"

56.27°

HSS6X6X

3/8

HSS6X6X

3/8

( )-3' - 0"

HB

( )-2' - 6"

HA( )-2' - 6"

HA

18" DIA CONC PIER

E

155-1

HSS6X6X

3/8

HSS4X4X

1/4

HSS4X4X

1/4

HSS6X6X

3/8

HSS6X6X

3/8

4' - 5" 4' - 7"

10' -

0"

10SS-5.01/1TYP

11SS-5.01/1

( )-2' - 6"

HF

HSS6X6X

1/2

HSS6X6X

1/2HSS5X

5X1/2

HSS5X5X

1/2

HSS5X5X

1/2

HSS5X5X

1/2

HSS5X5X

1/2

SLAB DEPRESSIONPER ARCH, TYP

(E) CONCOPYCOL, TYP

(E) SLAB

5' -

1 1/

2"

HSS5X5X

1/2

HSS6X6X

1/2

15SS-5.01/1TYP

6 1/2" 2'-7" FIELD VERIFY

18"x18" CONCPIER

14SS-5.01/1TYP

(E) GRADE BM, TYP

HSS5X5X

1/2

HSS5X5X

1/2

HSS5X5X

1/2

HSS8.625

X0.250

HSS8.625

X0.250

13SS-5.01/1

HSS5X5X

1/2

( )-2' - 6"

HA

12' -

7 1

/2"

8' -

7 1/

2"10

' - 0

"20

' - 1

0"27

' - 1

0"18

' - 3

"19

' - 3

1/2

"

3848

mm

2628

mm

3048

mm

6350

mm

8484

mm

5563

mm

5880

mm

5588 mm 3175 mm 6833 mm 5004 mm 4064 mm 4293 mm 3658 mm 4623 mm 2946 mm 3708 mm

1638 mm635 mm2007 mm1499 mm

3048

mm

3633 mm

1727 mm

914 mm737 mm4877 mm

737 mm

165 mm 787 mm

1563

mm

1346 mm 1397 mm

HSS5X5X

1/2

HSS5X5X

1/2

HSS5X5X

1/2

HSS5X5X

1/2

HSS5X5X

1/2

HSS5X5X

1/2

HSS5X5X

1/2

( )-2' - 6"

HA

7SS-5.01/1

CURB PERARCH, TYP

HSS5X5X

1/2

( )-3' - 0"

HC

2'-0" SQx1'-0" DPFTG EXTENSIONHSS5X

5X1/2

4' - 0 1/2"

1' -

2 1/

2"

3' -

8"

19SS-5.01/1TYP

TYP1' - 2"

5' -

5 1/

2"

5' -

6 1/

8"

TYP1' - 2"

TYP1' - 2"

TYP

1' -

2"

TYP

1' -

2"

HELICAL PILE ORMICROPILE, TYP

BATTERED HELICALPILE OR MICROPILE,TYP

( )-2' - 6"

HF

PLAN NOTES:(TYPICAL UNLESS OTHERWISE NOTED)1. CONTRACTOR TO VERIFY EXISTING FOUNDATIONS CONDITIONS.2. REFER TO SHEET SS-5.01 FOR TYPICAL FOUNDATION AND SLAB ON GRADE DETAILS.3. INDICATES PILE CAP TYPE. SEE SCHEDULE ON SS-5.01.

4.(##'-##") INDICATES BOTTOM OF PILE CAP ELEVATION. ELEVATIONS REPRESENT MINIMUM DEPTH AND ARE FOR ESTIMATING PURPOSES ONLY. ACTUAL ELEVATIONS ARE SUBJECT TO CONDITIONS AND SHALL BE DETERMINED IN THE FIELD BY THE GEOTECHNICAL ENGINEER.5. BACKFILL SHALL BE COMPACTED TO 95%. REFER TO GEOTECHNICAL REPORT.6. BF# INDICATES BRACED FRAME TYPE. REFER TO SS-2.01 FOR ELEVATIONS AND DETAILS.7. REFER TO ARCHITECTURAL DRAWINGS FOR CURTAIN WALL COLUMN LOCATIONS.8. REFER TO ARCHITECTURAL DRAWINGS FOR SLAB EDGE DIMENSIONS NOT SHOWN.9. A REPRESENTATIVE FROM OTTO ROSENAU AND ASSOCIATES SHALL BE ONSITE DURING PILE INSTALLATION AND TESTNG TO VERIFY PILE INSTALLATIONS AND CAPACITIES.

XX



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Date

Dwg. of

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Project No.

DRAWING NO.

Project Title


Location

DateName Initials

Ch. of Eng.

Ch. of Staff

Assoc. Dir.

Director

Submittal

Construction

For:Approved


Drawing Title

Date

BUILDING B100

VA-260-09-IB-0472

06/22/2009



HEALTH CARE SYSTEM

8 911 2 3 4 5 6 7

ABB

CD

EFF

ED

CB

76543211 98

06


0066

2200

6622

one inch = one inch

one inch = one inch



60

60

4400


4400

8844

three-eighths i

0






16168

48

40



0

122

FOUNDATION AND PILE CAP PLAN

SS-1.01/1PJK ADW

1/8" = 1'-0"1 FOUNDATION & PILE CAP PLAN

64

1

1

1

1

1

1

1

1

1

1

AMMENDMENT 10/12/091 AMMENDMENT 10/12/091

(E) TRUSS

do

do

do

do

do

do

do

do

do

do

do

do

do

do

(E) TRUSS

(E) TRUSS

(E) W14

(E) W14

(E) TRUSS

(E) TRUSS

(E) TRUSS

(E) TRUSS

(E) TRUSS

(E) TRUSS

(E) TRUSS

(E) TRUSS

(E) TRUSS

(E) TRUSS

(E) L

5x5

(E) L

5x5

(E) L

5x5

(E) L

5x5

(E) L

5x5

(E) L

5x5

(E) L

5x5

(E) L

5x5

(E) L

5x5

(E) L

5x5

(E) L

5x5

(E) L

5x5

dodo

dodo (E

) W36

(E)

W36

(E) W

36(E

) W36

(E) W

36

(E) W14

(E) TRUSS

do

do

do

(E) TRUSS

(E) W36

(E) W36

(E) L5x5

(E) L5x5

(E) L5x5(E) L5x5

(E) L5x5

(E) L5x5

(E) L5x5(E) L5x5

do

do

do

do

(E) W14

(E) W14

(E) W8

(E) W8

S117-5

1/2

S

98-2

S

79-11

S

52-1

S

31-3

S

21-3

S12-71/2

N-S

0'-0"

E

131-10

E

122-2

E

107-0

E

95-0

E

80-11

E

67-7

E

51-2

E

28-9

E

18-4

E-W

0-0

1SS-2.01

2SS-2.01

18' - 4" 10' - 5" 22' - 5" 16' - 5" 13' - 4" 14' - 1" 12' - 0" 15' - 2" 9' - 8"

131' - 10"

5SS-2.01

7SS-2.01

6SS-2.01

3SS-2.01

W16

X26

W16

X26

W16X26W16X26W16X26W16X26

W16X26

W21X44

W24X55

W16

X26

W16

X26

W18X35

W12

X14

W16

X26

W24X55

E

144-0

W12X14

W14

X22

W14

X22

W14

X22

7SS-5.02

9SS-5.02

TYP

TYP

W16

X26

W16

X26

W12X14 W12X14 W12X14

W12X14 W14X22W12X14

4" CONCTOPPINGSLAB OVERRIGIDINSULATIONREINF W/ #4 @16OC, EW

W12

X14

3" x18 GASTL DECK

W14

X22

W16X26

W24X55 W21X44 W21X55

W14

X22

W21X44W21X44

W12

X14

W24X55

W24X76 W16X26

W18

X55

W16

X26

W14

X22

W24X76

W24X76

W16X36

W18

X35

W16

X26

W12

X14

W16X26

W14X22

W16

X26

W18

X35

W16

X26

W16

X26

W14

X22

W14

X22

W16

X26

W16

X26

W12

X14

W12

X14

W12

X14

W16

X26

W16

X26

W16

X26

W14

X22

W18

X35

W18

X35

BF7

BF6

BF3

BF5

BF2

BF1

BF8

LT GA WALLABOVE

8SS-2.01

4SS-2.01

W12X14 W24X55

W14

X22

W14

X22

BF4

OPEN

W16

X26

FIN FLREL 15'-5"

LT GA WALLBELOW

56.27°

W8X10

W8X10

W16

X26

W16

X26

E

155-1

8' -

11 1

/2"

W14X22

W14X22

W18

X55

W14X22

TOS EL 10'-10 3/4"

TOS EL 14'-2"

TOS EL 14'-9"

TOS EL 13'-8"LOWER CANOPYTOS EL 10'-6"

22SS-5.04/1

21SS-5.04/1

SEE

HSSTOS EL 10'-10 3/4"

SLO

PE D

NSL

OPE

DN

HSS10X5X5/16

SS-9.011

SEE

FOR DEDUCTIVEALTERNATE FRAMINGPARTIAL PLAN

W14

X22

W12X14W12X14

W12

X14

W12

X145' -

0"

OPE

N

OPE

N

6"

6"

6" (152mm)

6"

6"

6"

W12

X14

W12

X14

W12X14

W12X14

W12X14

W12

X14

W12

X14

W12X14

W12X14

W12

X14

4' -

6"

21SS-5.03

8"

2' - 11"

SS-5.036

FOR UPPERCANOPY FRAMING

W18

X35

W24

X76

W12

X14

W14

X22

W14

X22

W18

X35

W18

X35

12' -

7 1

/2"

8' -

7 1/

2"10

' - 0

"20

' - 1

0"27

' - 1

0"18

' - 3

"19

' - 3

1/2

"

117'

- 5

1/2"

TOS EL 10'-10 3/4"

W16

X40

W16X40

19SS-5.03

19SS-5.03

UPPER CONNPER 9/SS5.03

UPPER CONNPER 9/SS-5.03

TOSEL 10'-10 3/4"

W12X2635

800

mm

3848

mm

2628

mm

3048

mm

6350

mm

8484

mm

5563

mm

5880

mm

1373

mm

5588 mm 3175 mm 6833 mm 5004 mm 4064 mm 4293 mm 3658 mm 4623 mm 2946 mm

40183 mm

2730

mm

152

mm

152 mm

1525

mm

19SS-5.02

HSS

5X5X

1/4

HSS

5X5X

1/4

HSS

5X5X

1/4

HSS

5X5X

1/4

HSS

5X5X

1/4

TOS EL 14'-10"

W12X14

ROLL HSS TOMATCH BUILDINGPERIMETER CURVE,TYP

W12X14 W12X14

W12

X14

W12X14

W12X14W12X14

W12X14 W12X14 4' -

0"

3' -

0"

4' - 0"

W12

X14

W12

X14

W14X22

W12

X14

W12

X14

W12

X14

W12

X14

W14

X22

W14

X22

EQ EQ EQ

W12X144' -

0"

W8X10 W8X10 W12X14 W12X14 W12X14 W12X14 W12X14 W12X14 W12X14 W12X14

W12X14 W12X14 W12X14 W12X14 W12X14

1' -

0"3'

- 0"

W14X22

W14X22

W12

X14

W12

X14

W12

X14

W12

X14

W12

X14

W12

X14

4' - 0" 2' - 0"

HSS10X5X5/16

HSS10X5X5/16

HSS10X5X5/16

HSS10X5X5/16

9' -

0"

10SS-5.03

12SS-5.03

HSS10X5X5/16HSS10X5X5/16

HSS10X5X5/16

HSS10X5X5/16

L8X4X7/16

10SS-5.03

12SS-5.03

19SS-5.03

W8X10 W8X10

W8X10

EQ EQ EQ

7' -

0"

ABOVEHSS4x

4x3/8

ABOVEHSS4x

4x3/8

ABOVEHSS4x

4x3/8

ABOVEHSS4x

4x3/8

ABOVEHSS4x

4x3/8

W12X26

W8X

10

W8X

10

W16X31

W16X31

W8X10

24SS-5.04/1

10' -

0"

HSS10x5x5/16

HSS10x5x5/16

10SS-5.03

SIM

CANOPY ARMPER 12/SS-5.03

W18

X35

9' -

5"

21SS-5.04/1

21SS-5.02

13' -

5 1

/2"

8' - 1 3/4"

ABOVEHSS4x

4x3/8

HSS5x5x1/4

SIM

2' -

2 1/

2"

2' -

8"

6' - 10" 11' - 5"2' - 1"

4' - 9"

2083 mm 3480 mm

635 mm

1448 mm

W16

X40

20SS-5.03

20SS-5.03

PLAN NOTES:(TYPICAL UNLESS OTHERWISE NOTED)1. CONTRACTOR TO VERIFY EXISTING CONDITIONS.2. REFER TO SHEETS SS-5.02 AND SS-5.03 FOR TYPICAL STEEL FRAMING DETAILS.3. REFER TO SHEET SS-5.04 FOR TYPICAL COLD-FORMED STEEL FRAMING DETAILS.4. BF# INDICATES BRACED FRAME TYPE. REFER TO SHEET SS-2.01 FOR ELEVATIONS AND DETAILS.5. REFER TO MECHANICAL, ELECTRICAL AND ARCHITECTURAL DRAWINGS FOR DUCT LAYOUT AND OPENING/PENETRATION SIZES AND LOCATIONS.6. BEAMS ARE EQUALLY SPACED UNLESS DIMENSIONED OTHERWISE.



Vet

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Dep

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Date

Dwg. of

Drawn

Project No.

DRAWING NO.

Project Title


Location

DateName Initials

Ch. of Eng.

Ch. of Staff

Assoc. Dir.

Director

Submittal

Construction

For:Approved


Drawing Title

Date

BUILDING B100

VA-260-09-IB-0472

06/22/2009



HEALTH CARE SYSTEM

8 911 2 3 4 5 6 7

ABB

CD

EFF

ED

CB

76543211 98

06


0066

2200

6622

one inch = one inch

one inch = one inch



60

60

4400


4400

8844

three-eighths i

0






16168

48

40



0

122

ROOF FRAMING PLAN

SS-1.02/1PJK ADW

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

65

1

1

1

1


#5 @ 18 2'-0"

DRILL & EPOXY6" MIN EMBED

(E) SLAB

SEE FDN PLAN & PILE CAP SCHED3" CLR

3" C

LR

FOR SIZE & REINF

TOC PER ARCH

HSS COL PER PLAN

2"2"

18" DIA CONC PIER

0"

FIN GRADE

STD HOOK

6-#5 @ EQ SPA, CIRCULARARRANGEMENT

#4x @ 12

1 1/2" (38mm)

CLR

ANCHOR BOLT & BASE PPER 1/SS-5.02

L

HSS6x6 COLSLAB BLOCKOUT PERDETAIL 6/SS-5.01

2"

EL 0'-0"

1'-0

"

TYP

2"

3" CLR

SEE FDN PLAN & PILE CAP SCHEDULE FOR SIZE & REINF

3" C

LR

18"x18" CONC PIER

3 TIES @ 4

#4x @ 12

8-#6 VERT

STD HOOK, TYP

GRID

EL 0'-0"

CONTROL JTPER 3/SS-5.01

3-#7

3-#73"

TYP

#4x @ 18

2'-0"

MAT

CH

PIL

E C

AP

DEP

TH

GRID

GRID

WP

L

L

HSS BRACE, SLOT@ GUSSET P

HSS COL

GUSSET PPER SCHED

YIELD LINE

PILE CAP PER PLAN

STD HOOK

BOT OF PILECAP PERPLAN

D

GRADE BM

GRADE BM REINF

C COLL

3"D EDGE OF

3" 3"

PILE CAP

3/16

PILE CAP PER PLAN

COL PER PLAN

FIN FLR

12

4

6"

1'-0"

SEE

GEO

TEC

H

REP

OR

T FO

RR

EFU

SAL

DEP

TH

CAP P 1/4L

NOTE:1. HELICAL PILES SHOWN. MICROPILES MAY BE USED AT CONTRACTOR'S OPTION.

HELICAL PILE ORMICROPILE, TYP

DENSE BRGSTRATA

GRID

SIZE

6'-0"x6-0"x2'-0" DP

4'-0"x4'-0"x2'-0" DP

4'-0"x4'-0"x1'-6" DP

HC

HB

HA

6-#7 EW BOT

6-#6 EW BOT

REINFORCINGTYPE

PILE CAP SCHEDULE

HE

HD

HF

PILES REMARKS

4

4

6

8

12

DIRECTION PARALLEL TO GRADE BM2 ROWS, BATTERED IN EACH



BATTER OUTWARD IN ALL DIRECTIONSARRANGE AROUND PERIMETER AND

9-#7 EW BOT

4'-0"x6'-0"x1'-6" DP 66-#6 LONGIT, BOT9-#6 TRANSV, BOT

6'-0"x6'-0"x2'-0" DP

6'-0"x6'-0"x2'-0" DP

EQ SPA

9-#7 EW BOT

9-#7 EW BOT

"T"

1 1/

2 " (3

8mm

) CLR FIN FLR

NOTES:

STRUCTURAL FILLCOMPACTSUBGRADETO 95% TOA MIN DEPTHOF 12" (305mm)

6 MILVAPOR RETARDER

1. SEE PLAN FOR "T".2. SEE PLAN FOR SLAB REINFORCEMENT.3. LAP VAPOR BARRIER JOINTS 6" (152mm) MINIMUM.

SLAB ON GRADE

1'-0

" [30

5]

NOTES:1. WHEN "D" IS GREATER THAN OR EQUAL TO 2" THIS SLAB STEP DETAIL IS REQUIRED.2. SEE PLAN FOR "T" AND REINFORCEMENT.

FIN FLR

"D"3D

"D"

"T"

1'-0"

CLR

COLD JOINT

1 1/

2 " (3

8mm

)

1 1/

2 " (3

8mm

)

1. MAXIMUM SPACING OF 15'-0" (4572mm) FROM A CONTROL JOINT.2. SEE PLAN FOR "T".3. SEE PLAN FOR SLAB REINFORCEMENT.

1/2" DIA x2'-8"(13mm DIAx813mm)PLAIN DOWELS @ 18 (457mm),TYP(GREASE ONE END)

FIN FLR

NOTES:

"T"

"T"

CLR

8" 8"(203mm) (203mm)

8" (20

3mm)

ISOLATION JOINT

CONSTRUCTION ORCONTROL JT, TYP

HSS COL

PLANNOTES:

1. SUBMIT PLAN LOCATING JOINTS FOR APPROVAL PRIOR TO CONSTRUCTION.

POUR THIS PORTIONOF CONC AFTER THECOMPLETION OF THEMAIN STRUCTUREFRAMING

SLAB ON GRADE,PROVIDE SEPARATIONBETWEEN BOT OFSLAB ON GRADE ANDTOP OF FOOTING

FIN FLR

1'-6

"(4

57m

m)

6"

FIN GRADE

#5 (#16) TOP & BOT

MIN

(610mm)

#4x @ 18 (457mm)

2-0

(152mm)

CURB REINFPER 18/SS-5.02

"T"

1/8" (3mm) WD x T/4 DPPREFORMED STRIP ORSAWCUT. FILL WITHJOINT SEALANT SAWCUTWITHIN 4 (HOT WEATHER)TO 12 (COLD WEATHER)HOURS AFTER PLACEMENT

CUT 1/2 REINFACROSS CTJ

1. MAXIMUM SPACING OF 15'-0" (4572mm) FROM A CONTROL JOINT.2. SEE PLAN FOR "T".3. SEE PLAN FOR SLAB REINFORCEMENT.

FIN FLR

NOTES:

DEPRESS REINFAS REQD TOCLEAR STRIPOR SAWCUT

1" (2

5mm

)

3" (76mm)

CLR

1 1/

2 " (3

8mm

)

#4 (#13) x DOWELS@ 18 (457mm) ALL 4SIDES EPOXY GROUTINTO DRILLED HOLES

ROUGHENCOLD JOINT

1. SEE MECH DWGS FOR PAD SIZE, HEIGHT AND LOCATION.

FIN FLR

NOTE:

#4 @ 18(#13 @ 457mm) EW

CLR REINF TO MATCH

SLAB REINF

"T"

1'-0"(305mm)

TYP

"T"

1 1/

2" (3

8mm

)

TREAD & RISERSIZE SEEARCH DWGS

FIN FLR

NOTE:1. SEE PLAN FOR "T" & REINF.

CLR

CLR3" (76 mm)

CLR

3" (7

6 m

m)

FIN FLR

SLAB BLOCKOUT,SEE DET 6/SS-5.01

HSS COL ANCHOR BOLT& BASE PPER 1/SS-5.02

EL PER PLAN

GRID

L

FOR SIZE & REINF

SEE FDN PLAN & PILE CAP SCHED



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Project Title


Location

DateName Initials

Ch. of Eng.

Ch. of Staff

Assoc. Dir.

Director

Submittal

Construction

For:Approved


Drawing Title

Date

BUILDING B100

VA-260-09-IB-0472

06/22/2009



HEALTH CARE SYSTEM

8 911 2 3 4 5 6 7

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FOUNDATION AND PILE CAP DETAILS

SS-5.01/1PJK ADW

3/4" = 1'-0"2 TYP SLAB CONSTRUCTION JOINT 3/4" = 1'-0"6 TYP ISOLATION JOINT AT COL

3/4" = 1'-0"7 TYP SLAB EDGE

3/4" = 1'-0"3 TYP SLAB CONTROL JOINT 3/4" = 1'-0"4 TYP HOUSEKEEPING PAD

3/4" = 1'-0"5 TYP STAIR ON GRADE

3/4" = 1'-0"8 TYP HSS COL TO PILE CAP 3/4" = 1'-0"11 SLAB TO (E) SLAB

3/4" = 1'-0"13 HSS CANOPY COL W/ CONC PIER 3/4" = 1'-0"14 HSS COL PILE CAP W/ CONC PIER

3/4" = 1'-0"15 GRADE BM SECTION

3/4" = 1'-0"10 TYP GRADE BEAM TO PILE CAP

3/8" = 1'-0"17 BATTERED PILE ELEVATION

3/4" = 1'-0"1 TYP SLAB ON GRADE

3/4" = 1'-0"19 TYP SLAB DEPRESSION

68

1

1


68 MIL (MIN) BOT

x68 MIL

#10 SCREWS @ 2" OC,

TRACK, 50 KSI

BENT P, 50 KSIL

PANEL TO T&B TRACK

4 4 #10 SCREWS @2" OC ATBOUNDARY MEMBERPANEL EDGE

@ EDGESBRIDGING

BOUNDARY ELEMENT2 STUDS BACK TOBACK

600S200-54 STUDS

HOLDOWN ANCHORPER 22/SS-5.04

PANEL EDGES -#10 SCREWS@ 4" OC

PANEL FIELD -#10 SCREWS@ 12" OC

0.027 SHEET STEELPANEL, ONE SIDE

1. ALL SCREWS 1 1/4" LONG BUGLE HEAD SELF-DRILLING SCREWS.2. INSTALL PANELS VERTICALLY.3. INSTALL SCREWS A MINIMUM OF 3/8" FROM PANEL EDGES.4. SCREWS MUST PENETRATE AT LEAST 3 EXPOSED THREADS INTO FRAMING MEMBERS.5. PANEL WIDTH SHALL NOT BE LESS THAN 12" WIDE.

NOTES:

PROVIDE

TOP DEFLECTION TRACK

ANCHORSPER 21/SS-5.04

4" CONC SLAB

EL 15'-5"

SIMPSON S/HDU6 HOLDOWNWALL BOUNDARY

BASE TRACK

C BEAML

NOTES:

1. SEE 21/SS-5.04 FOR INFORMATION NOT CALLED OUT.2. PROVIDE HOLDOWNS AND BOUNDARY ELEMENTS AT WALL CORNERS AND DOOR OPENINGS.

W BM

ELEMENTW/ 6-#14 SCREWS

5/8" DIA HEADEDTHREADED ROD, 10" EMBED

2"4" CONC SLAB

EL 15'-6"

REINF, PER PLAN

EXP BOLT PER 7/SS-5.04

STUD WALL

BASE TRACK

C BEAML

RIGID INSULATION

NOTE:

1. SIMILAR WITH DECK PERPENDICULAR TO BEAM.

W BM

ROOF DECKPER PLAN

2-#4 T&B

ISOLATION JOINT

P3/8x1'-0 CONTL

#5xA706 @ 18

2"

CRIPPLE STUD

JAMB

CRIPPLE STUD

ADDITIONALANCHORAGE

BASE TRACK

INFILL STUD

HEADER TRACKS GA

HEADER MEMBERS

ANGLE

SILL

INFILL STUD

TYP BASEANCHORAGE

TO MATCH HEADER

PER SCHED

AT JAMB

SHEAR WALLCONSTRUCTION

TRACK

TOW PER ARCH

ROOF TYPE PER ARCH

ROOF DECK PER PLAN

PER 20/SS-5.04

PAF 0.145 MIN DIA@ 4" OCALTERNATING SIDES

W BM PER PLAN

1"

CONC SLAB PER PLAN

RIGID INSULATION

W BM PER PLAN

P3/8x1'-0"L

ISOLATION JOINT

6"VE

RIF

YPE

R M

ECH

6"

REBAR AND PDETAILS PER21/SS-5.04

L

EL 15'-5"

OPENINGWIDTH OPENING

WIDTH

HEADER HEADER

18 GA TRACK FOR 18, 16 GA STUDS26 GA TRACK FOR 20, 24, 25 GA STUDSSPLICE PER 16/SS-5.04

SEE DETAIL 7/SS-5.04FOR ANCHOR BOLTS

TYPI

CAL

CO

RN

ER

STU

DS

MAT

CH

JST

SPA JA

MB

STU

D(S

)

BRIDGINGWHEN REQ'D

JAM

B ST

UD

(S)

JAM

B ST

UD

(S)

TYPI

CAL

INTE

RSE

CTI

ON

12" MAX AT ENDSFOR BOLTS ANDFASTENERS

TYP STUDS ADDED AS REQ'DTO SUPPORT CONCENTRATEDLOADS BETWEEN STUDS, TYPEAS REQ'D BY LOAD, MIN 2 STUDS@ W BM UON

JAM

B ST

UD

(S)

OPENINGWIDTH

HEADER

NOTE:1. SEE DETAIL 20/SS-5.04 FOR SHEET STEEL PANEL INFORMATION.

18 GA TRACK FOR 18,16 GA STUDS, 26 GATRACK FOR 20, 24, 25 GASTUDSSPLICE PER 16/SS-5.04

GROUT OR SHIM W/STL P'S UNDER STUDSAS REQ'D AT CONC FORFULL BRG AFTER DEADLOAD IMPOSED

L

STUD

BASE TRACK

3/8" DIA EXP BOLTW/ 1 5/8" MINEMBED @ 24" OC

3" EDGE CLEARANCE

3/4" TYPSCREWEDGE DIST

STUDS, TYP

SHEATHING

3/4" TYPSCREWEDGE DIST

STUDS, TYP

SCREWS CONNECTINGSTUDS @ 24" OC, TYP

SHEATHING SCREWS, TYP

SHEATHING

TEE INTERSECTION

SCREWSCONNECTINGSTUDS @ 24" OC,TYP

SHEATHINGSCREWS,TYP

CORNER FRAMINGCRIPPLE STUD

JAMB

INFILL STUD

ANCHORAGE

ANGLE

HEADER TRACKS GATO MATCH HEADER

HEADER MEMBERSPER SCHED

125 = 1.25" = 1 1/4"137 = 1.37" = 1 3/8"162 = 1.62" = 1 5/8"200 = 2.00" = 2"

250 = 2.5" = 2 1/2"300 = 3.0" = 3"362 = 3.62" = 3 5/8"400 = 4.0" = 4"

550 = 5.5" = 5 1/2"600 = 6.0" = 6"725 = 7.25" = 7 1/4"800 = 8.0" = 8"

THE LEGEND NOTED ABOVE IS AN EXAMPLE OF HOW TO READ THESTEEL STUD MANUFACTURERS ASSOCIATION (SSMA) LIGHT GAGE MEMBERDESIGNATIONS. ACTUAL STUD SIZES, TRACK SIZES AND MILS THICKNESSESREQUIRED FOR THIS PROJECT ARE NOTED ON THE PLANS, SECTIONSAND DETAILS.

33 MILS = 20 GA43 MILS = 18 GA54 MILS = 16 GA68 MILS = 14 GA97 MILS = 12 GA

TRACKS - 600T125-68

DT - TRACK

THICKNESSIN MILS

W

ANGLES - L3x3x68x4 1/2

SIZEMILS

LENGTH(INCHES)

STUDS AND JOISTS - 600S162-68

DS - STUD

THICKNESSIN MILS

W

MEMBERS ARE DESIGNATED AS FOLLOWS:

D

W

D

W

LENGTH

LEG

LEG

TYPICAL LIGHT GAGE MEMBERDESIGNATION LEGEND

(EXAMPLE ONLY)

TYPICAL STUDAND JOIST

TYPICALTRACK

TYPICALANGLE

HEADER SCHEDULEMAX SPAN BOX HEADER MEMBERS REMARKS

<6'-0" AT SUPPORTPROVIDE WEB STIFFENER TO MATCH

DBL-600S200-43

SHEATHING

STUD

TRACK

CLIP TRACK FLANGEAT LAP JOINT

4-#12 SCREWS

FRAMED WALL

FINISH SURFACE

TRACK BRIDGING PIECE TO MATCHWALL STUD, CLIP FLANGE &BEND @ EA END OF WALL &MAX 8'-0" HORIZ SPA &MAX 4'-0" VERT SPA

#12 SCREWS @3" OC, SCREW

43 MIL x 1 1/2"TAUT FLAT STRAP

ATTACHMENT

TOP OR BOTTOM TRACK

STUD, MIN 10" LONG

NOTE:1. SPLICE TRACK BETWEEN STUDS, TYPICAL.

SECTION 16A-16A

16A

16A

2-#6 SCREWS MINEA FLANGE, EA SIDEOF SPLICE

TOP OR BOTTOMTRACK

STUD

CONT TRACKCLIP FLANGESAT EA STUD

2-#12 SCREWS

1. THE LIGHT GAGE FRAMING MATERIALS ARE MANUFACTURED BY ANY SSMA MEMBER MANUFACTURER IN ACCORDANCE WITH ASTM C955. MATERIAL SIZES AND GAGES INDICATED ON THE DRAWINGS. ALL LIGHT GAGE MEMBERS SHALL BE MANUFACTURED FROM SHEET STEEL AND GALVANIZED IN ACCORDANCE WITH ASTM A003, FORMALLY A653, A854, A535 AND A444, WITH A MINIMUM G60 COATING.

2. THE MINIMUM YIELD STRENGTH OF THE LIGHT GAGE FRAMING COMPONENTS SHALL BE AS FOLLOWS:

A. 16 GAGE (54 MILS) OR HEAVIER - MINIMUM 50,000 PSI B. 18 GAGE (43 MILS) OR LIGHTER - MINIMUM 33,000 PSI UNLESS OTHERWISE NOTED C. ALL TRACKS AND ACCESSORIES - MINIMUM 33,000 PSI UNLESS OTHERWISE NOTED D. SHEET STEEL PANELS - MINIMUM 33,000 PSI

3. THE LIGHT GAGE WALL STUDS AND FLOOR JOISTS SHALL BE PUNCHED. THE LIGHT GAGE FRAMING HAS BEEN DESIGNED IN ACCORDANCE WITH THE FOLLOWING CODES, LOADS AND SPECIFICATIONS:

A. IBC 2006 B. ASCE 7-05 C. AISI "SPECIFICATIONS FOR DESIGN OF COLD-FORMED STEEL STRUCTURAL MEMBERS"

4. ALL CONNECTIONS SHALL BE WELDED, SCREWED OR POWDER FASTENED AS INDICATED.

WELDS - ALL WELDED CONNECTIONS SHALL BE PERFORMED IN ACCORDANCE WITH THE LATEST EDITION OF THE AWS D1.3 SPECIFICATION FOR WELDING SHEET STEEL

SCREWS - #10 SELF DRILLING SCREWS MANUFACTURED BY GRABBER OR HILTI AND INSTALLED PER THE FASTENER MANUFACTURER'S SPECIFICATIONS. MINIMUM 1/2" LENGTH FOR LIGHT GAGE TO LIGHT GAGE CONNECTIONS, AND MINIMUM 1 1/2" LENGTH FOR LIGHT GAGE TO TIMBER CONNECTIONS. SCREWS SHALL BE SPACED A MINIMUM OF 1/2" BETWEEN ADJACENT SCREWS AND FROM THE METAL EDGES.

POWDER ACTUATED FASTENERS - 0.138 MINIMUM SHANK DIAMETER, MANUFACTURED BY RAMSET OR HILTI AND INSTALLED PER THE FASTENER MANUFACTURER'S SPECIFICATIONS. ICC CERTIFICATION REQUIRED.

PROVIDE MINIMUM 1 1/4" LONG POWDER ACTUATED FASTENER FOR LIGHT GAGE CONNECTIONS TO CONCRETE. POWDER ACTUATED FASTENERS IN CONCRETE SHALL BE SPACED A MINIMUM OF 4" BETWEEN ADJACENT POWDER ACTUATED FASTENER AND A MINIMUM OF 3" FROM CONCRETE EDGES. MINIMUM POWDER ACTUATED FASTENER EMBEDMENT IN CONCRETE SHALL BE 1/8".

PROVIDE MINIMUM 1/2" LONG POWDER ACTUATED FASTENER WITH KNURLED SHANKS FOR LIGHT GAGE CONNECTIONS TO STRUCTURAL STEEL. POWDER ACTUATED FASTENERS SHALL BE SPACED A MINIMUM OF 1 1/2" BETWEEN ADJACENT POWDER ACTUATED FASTENER IN STRUCTURAL STEEL AND A MINIMUM 1/2" FROM STEEL EDGES. THE POWDER ACTUATED FASTENER POINT SHALL BE DRIVEN COMPLETELY THROUGH THE BACK SIDE OF THE STRUCTURAL STEEL MEMBER.

MASONRY ANCHORS - 1/4" DIAMETER x 2" LONG SELF DRILLING SCREW ANCHORS MANUFACTURED BY RAMSET (TAPCON) OR HILTI (KWIK CON II) AND INSTALLED PER THE FASTENER MANUFACTURER'S SPECIFICATIONS FOR LIGHT GAGE CONNECTIONS TO CONCRETE MASONRY. ICC CERTIFICATION REQUIRED.

DRIVE-IN EXPANSION ANCHORS (MUSHROOM HEAD) - 1/4" DIAMETER x 1 1/4" LONG ZAMAC NAIL IN BY RAWI METAL HIT BY HILTI, OR HAMMER SET BY RAMSET, AND INSTALLED PER THE MANUFACTURER'S SPECIFICATIONS. ANCHORS IN CONCRETE SHALL BE SPACED A MINIMUM OF 4" BETWEEN ADJACENT ANCHORS AND A MINIMUM OF 3" FROM CONCRETE EDGES. MINIMUM ANCHOR EMBEDMENT IN CONCRETE SHALL BE 1 1/8". ICC CERTIFICATION REQUIRED.

EXPANSION ANCHORS - PROVIDE MINIMUM 3/8" DIAMETER KWIK BOLT TZ EXPANSION ANCHORS BY HILTI OR EQUAL WITH A MINIMUM 2 1/2" EMBEDMENT INTO CONCRETE. MINIMUM SPACING BETWEEN ADJACENT EXPANSION ANCHORS TO BE 5". EXPANSION ANCHORS SHALL BE LOCATED A MINIMUM OF 3" FROM CONCRETE EDGES. USE OVERSIZE WASHERS FOR ATTACHING LIGHT GAGE WITH EXPANSION ANCHORS. INSTALL PER THE MANUFACTURER'S SPECIFICATIONS FOR LIGHT GAGE CONNECTIONS TO CONCRETE. ICC CERTIFICATION REQUIRED.

5. ALL MEMBERS SHALL BE CUT SQUARELY FOR ATTACHMENT TO PERPENDICULAR MEMBERS OR SLOPE CUT AS REQUIRED FOR AN ANGULAR FIT AGAINST ABUTTING MEMBERS.

6. FIELD CUTTING OF LIGHT GAGE MEMBERS SHALL BE DONE BY SAWING OR SHEARING. TORCH CUTTING OF LIGHT GAGE MEMBERS IS NOT PERMITTED.7. DO NOT CUT OR SPLICE LIGHT GAGE FRAMING MEMBERS UNLESS OTHERWISE NOTED.

8. DO NOT BEAR OR CONNECT LIGHT GAGE MEMBERS WITHIN TWELVE INCHES OF THE PUNCHED OPENINGS IN THE MEMBER WEBS UNLESS THE MEMBERS ARE REINFORCED WITH A MINIMUM 12" LONG UNPUNCHED TRACK OR STUD AT THE PUNCH OPENING. THE TRACK OR STUD REINFORCING PIECE SHALL BE THE SAME SIZE AND GAGE AS THE PUNCHED MEMBER. FASTEN THE REINFORCING PIECE TO THE MEMBER WITH A MINIMUM OF FOUR SCREWS.

9. THE LIGHT GAGE FRAMING HAS BEEN DESIGNED TO SUPPORT THE LOADS INDICATED IN THE GENERAL NOTES ON SHEET S-A-01. ADDITIONAL TEMPORARY BRACING AND SHORING SHALL BE PROVIDED AS REQUIRED TO STABILIZE THE FRAMING AND TO SUPPORT CONSTRUCTION LOADS. TEMPORARY BRACING SHALL REMAIN IN PLACE UNTIL PERMANENT BRACING IS INSTALLED AND/OR ADDITIONAL CONSTRUCTION LOADS ARE REMOVED.

10. THE CONTRACTOR SHALL PROVIDE LIGHT GAGE MEMBERS AT THE SIZE AND SPACING INDICATED ON THESE DRAWINGS. LARGER SIZES AND/OR CLOSER SPACING MAY BE SUBSTITUTED PROVIDED THE SUBSTITUTIONS ARE COORDINATED WITH THE PROJECT ARCHITECTURAL AND STRUCTURAL DRAWINGS.

11. SHEATHING ON THE LIGHT GAGE FRAMING SHALL BE INSTALLED AS INDICATED IN THE PROJECT CONSTRUCTION DOCUMENTS AND SPECIFICATIONS AND PER ASTM C385.

12. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH OSHA STANDARDS.

13. LIGHT GAGE JOISTS, RAFTERS AND TRUSSES SHALL ALIGN OVER BEARING WALL STUDS UNLESS DETAILED OTHERWISE.

14. HORIZONTAL BRACING SHALL BE PROVIDED WHERE GYPBOARD OR SHEATHING IS ABSENT ON ONE OR MORE SIDES OF WALL.

15. PROVIDE TRACK BRIDGES BEHIND ALL CONNECTIONS SUPPORTING WALL MOUNTED PANELS AND FIXTURES. SEE DETAIL 16/SS-5.04.

LIGHT GAGE STEELGENERAL NOTES



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DRAWING NO.

Project Title


Location

DateName Initials

Ch. of Eng.

Ch. of Staff

Assoc. Dir.

Director

Submittal

Construction

For:Approved


Drawing Title

Date

BUILDING B100

VA-260-09-IB-0472

06/22/2009



HEALTH CARE SYSTEM

8 911 2 3 4 5 6 7

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COLD-FORMED STEEL FRAMING AND DETAILS

SS-5.04/1PJK ADW

NO SCALE1 LOAD-BEARING WALL ELEVATION

NO SCALE7 BOTTOM TRACK ANCHORAGENO SCALE8 TYP CORNER WALL DETAILS

NO SCALE9 TYP DOOR HEADER

NO SCALE14 CORNER TRACK LAP CONNECTIONNO SCALE15 TYP WALL BRIDGING & BRACING

NO SCALE16 STEEL TRACK SPLICENO SCALE17 TRACK BACKING

NO SCALE20 SHEAR WALL ELEVATION 3/4" = 1'-0"

22 PENTHOUSE TO STRUCTUREAT HOLDOWN 3/4" = 1'-0"21 PENTHOUSE TO STRUCTURE

NO SCALE10 TYP WINDOW HEADER

1 1/2" = 1'-0"23 SHEAR WALL WF CONN 1 1/2" = 1'-0"24 MECH CURB IN PENTHOUSE

71

1

1

1

1

1


E66-3 1/8

E10-6 3/8

NE

212-1 1/4

NE

266

NE

212-1 1/4

S117-5

1/2

S

98-2

S

79-11

S

52-1

S

31-3

S

21-3

S12-71/2

N-S

0'-0"

E

131-10

E

122-2

E

107-0

E

95-0

E

80-11

E

67-7

E

51-2

E

28-9

E

18-4

E-W

0-0

1SS-2.01

2SS-2.01

5SS-2.01

7SS-2.01

6SS-2.01

3SS-2.01

E

144-0

8SS-2.01

4SS-2.01

E

155-1

21SS-5.03

23SS-5.03

18' - 4" 10' - 5" 22' - 5" 16' - 5" 13' - 4" 14' - 1" 12' - 0" 15' - 2" 9' - 8" 12' - 2"

12' -

7 1

/2"

8' -

7 1/

2"10

' - 0

"20

' - 1

0"27

' - 1

0"18

' - 3

"19

' - 3

1/2

"

HSS6X6X

3/8

HSS6X6X

3/8

HSS6X6X

3/8

HSS6X6X

3/8

HSS6X6X

3/8

HSS6X6X

3/8

HSS6X6X

3/8

HSS6X6X

3/8

HSS6X6X

3/8

HSS6X6X

3/8

HSS6X6X

3/8

HSS6X6X

3/8

HSS6X6X

1/2

HSS6X6X

3/8

HSS6X6X

3/8

HSS6X6X

3/8

HSS6X6X

1/2HSS6X

6X3/8

HSS6X6X

3/8

HSS6X6X

3/8

HSS6X6X

3/8

HSS6X6X

3/8

HSS6X6X

3/8

HSS6X6X

3/8

HSS6X6X

3/8

HSS6X6X

3/8

6" SLAB ON GRADEREINF W/ #5 @ 18" OCEW CTR

FIN FLREL 0'-0"

BF7

BF5

BF6

BF3

BF2

BF1

TYP

GRADE BM,TYP

TYP

TYP

BF8HSS6X6X

3/8

11' - 11"

BF4

56.27°

HSS6X6X

3/8

HSS6X6X

3/8

18" DIA CONC PIER

HSS6X6X

3/8

HSS4X4X

1/4

HSS4X4X

1/4

HSS6X6X

3/8

HSS6X6X

3/8

TYP

( )-2' - 6"

F

HSS6X6X

1/2

HSS6X6X

1/2HSS5X

5X1/2

HSS5X5X

1/2

HSS5X5X

1/2

HSS5X5X

1/2

HSS5X5X

1/2

SLAB DEPRESSIONPER ARCH

(E) CONCOPYCOL, TYP

(E) SLAB

5' -

1 1/

2"

HSS5X5X

1/2

HSS6X6X

1/2

TYP

6 1/2" 2'-7" (FIELD VERIFY)

18"x18" CONCPIER

(E) GRADE BM, TYP

HSS5X5X

1/2

HSS5X5X

1/2

HSS5X5X

1/2

HSS8.625

X0.250

HSS8.625

X0.250

HSS5X5X

1/2

12' -

7 1

/2"

8' -

7 1/

2"10

' - 0

"20

' - 1

0"27

' - 1

0"18

' - 3

"19

' - 3

1/2

"

3848

mm

2628

mm

3048

mm

6350

mm

8484

mm

5563

mm

5880

mm

5588 mm 3175 mm 6833 mm 5004 mm 4064 mm 4293 mm 3658 mm 4623 mm 2946 mm 3708 mm

3633 mm

165 mm 787 mm

1563

mm

HSS5X5X

1/2

HSS5X5X

1/2

HSS5X5X

1/2

HSS5X5X

1/2

HSS5X5X

1/2

HSS5X5X

1/2

HSS5X5X

1/2

CURB PERARCH, TYP

HSS5X5X

1/2

( )-3' - 0"

B

( )-3' - 0"

B

( )-2' - 6"

A

( )-2' - 6"

A

( )-2' - 6"

A

( )-2' - 6"

A

( )-5' - 0"

B

( )-5' - 0"

B

( )-6' - 0"

B

( )-6' - 0"

E

( )-5' - 0"

B

( )-2' - 6"

A

( )-5' - 0"

D

( )-6' - 0"

E( )-3' - 0"

B

( )-2' - 6"

A

( )-2' - 6"

A

( )-3' - 0"

B

( )-2' - 6"

A

( )-5' - 0"

D( )-6' - 0"

C

( )-6' - 0"

C

( )-3' - 0"

C

( )-3' - 0"

C

( )-2' - 6"

A

( )-2' - 6"

A

( )-2' - 6"

A

( )-2' - 6"

A

( )-2' - 6"

A

( )-2' - 6"

A

( )-2' - 6"

A

( )-6' - 6"

A

( )-6' - 6"

A

19SS-5.01/1TYP

SLAB DEPRESSIONPER ARCH, TYP

5' -

6 1/

8"

5' -

5 1/

2"

TYP1' - 2"

TYP1' - 2"

TYP

1' -

2"

TYP

1' -

2"

TYP1' - 2"

( )-6' - 6"

A

( )-2' - 6"

F

PLAN NOTES:(TYPICAL UNLESS OTHERWISE NOTED)1. CONTRACTOR TO VERIFY EXISTING FOUNDATIONS CONDITIONS.2. REFER TO SHEET SS-5.01 FOR TYPICAL FOUNDATION AND SLAB ON GRADE DETAILS.3. INDICATES PILE CAP TYPE. SEE SCHEDULE ON SS-9.03.

4.(##'-##") INDICATES BOTTOM OF PILE CAP ELEVATION. ELEVATIONS REPRESENT MINIMUM DEPTH AND ARE FOR ESTIMATING PURPOSES ONLY. ACTUAL ELEVATIONS ARE SUBJECT TO CONDITIONS AND SHALL BE DETERMINED IN THE FIELD BY THE GEOTECHNICAL ENGINEER.5. BACKFILL SHALL BE COMPACTED TO 95%. REFER TO GEOTECHNICAL REPORT.6. BF# INDICATES BRACED FRAME TYPE. REFER TO SS-2.01 FOR ELEVATIONS AND DETAILS.7. REFER TO ARCHITECTURAL DRAWINGS FOR CURTAIN WALL COLUMN LOCATIONS.8. REFER TO ARCHITECTURAL DRAWINGS FOR SLAB EDGE DIMENSIONS NOT SHOWN.9. A REPRESENTATIVE FROM OTTO ROSENAU AND ASSOCIATES SHALL BE ONSITE DURING PILE INSTALLATION AND TESTING TO VERIFY PILE INSTALLATIONS AND CAPACITIES.

X



Vet

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Date

Dwg. of

Drawn

Project No.

DRAWING NO.

Project Title


Location

DateName Initials

Ch. of Eng.

Ch. of Staff

Assoc. Dir.

Director

Submittal

Construction

For:Approved


Drawing Title

Date

BUILDING B100

VA-260-09-IB-0472

06/22/2009



HEALTH CARE SYSTEM

8 911 2 3 4 5 6 7

ABB

CD

EFF

ED

CB

76543211 98

06


0066

2200

6622

one inch = one inch

one inch = one inch



60

60

4400


4400

8844

three-eighths i

0






16168

48

40



0

122

ALTERNATE FOUNDATION AND PILE CAP PLAN

SS-9.02/1Checker Author

1/8" = 1'-0"1 ALTERNATE FOUNDATION & PILE CAP PLAN

73

1

1

1

1

1

1

1

1

1

1

NOTE:ALTERNATE PIPE PILE FOUNDATION SYSTEM MAY BE USEDAT CONTRACTOR'S OPTION BASED ON ACTUAL SITECONDITIONS AND GEOTECHNICAL RECOMMENDATIONS.

1

1


1'-0

" MIN

EDG

ED

ISTA

NC

E,TY

P

4" DIA STDPIPE PILEPER SCHED

PILE CAP PER SCHED

1'-0

" MIN

SPA

CIN

G

SEE

PILE

CAP

SCH

EDU

LE F

OR

QU

ANTI

TY

GRID

GRID

3/16

PILE CAP PER PLAN

COL PER PLAN

FIN FLR

12

4DENSE BRG STRATA

6"

4" DIABATTERED PILE,TYP

1'-0"

SEE

GEO

TEC

H

REP

OR

T FO

RR

EFU

SAL

DEP

TH

CAP P 1/4L

GRIDGRID

WP

HSS COL

BOT OF PILECAP PER PLAN

GRADE BM

C COLL

PILE CAP REINFPER SCHED

EL -1'-0"

STD HOOK

FTG PER PLAN

3"

1'-0"

#4x @ 18

SIZE

8'-0"x8-0"x2'-0" DP

7'-0"x7'-0"x2'-0" DP

4'-0"x4'-0"x1'-6" DP

C

B

A

8-#8 EW BOT

6-#6 EW BOT

REINFORCINGTYPE

PILE CAP SCHEDULE

E

D

F

PILES REMARKS

8

4

10

16

32

DIRECTION, PARALLEL TO GRADE BM2 ROWS, BATTERED IN EACH



BATTER OUTWARD IN ALL DIRECTIONSARRANGE AROUND PERIMETER,

9-#8 EW BOT

4'-0"x6'-0"x1'-6" DP 49-#6 LONGIT, BOT6-#6 TRANSV, BOT

8'-0"x8'-0"x2'-0" DP

8'-0"x8'-0"x2'-0" DP

9-#8 EW BOT

9-#8 EW BOT



Vet

eran

s Af

fairs

Dep

artm

ent o

f


Date

Dwg. of

Drawn

Project No.

DRAWING NO.

Project Title


Location

DateName Initials

Ch. of Eng.

Ch. of Staff

Assoc. Dir.

Director

Submittal

Construction

For:Approved


Drawing Title

Date

BUILDING B100

VA-260-09-IB-0472

06/22/2009



HEALTH CARE SYSTEM

8 911 2 3 4 5 6 7

ABB

CD

EFF

ED

CB

76543211 98

06


0066

2200

6622

one inch = one inch

one inch = one inch



60

60

4400


4400

8844

three-eighths i

0






16168

48

40



0

122

ALTERNATE FOUNDATION AND PILE CAP DETAILS

SS-9.03/1Checker Author

NO SCALE2 PILE CAP LAYOUTNO SCALE3 BATTERED PILE ELEVATION

NO SCALE4 GRADE BM TO DEPRESSED PILE CAP

74

1


VA-260-09-IB-0472-4005

Documents

hilti fastening

government

consult soils

icc certification

b100 emergency

special inspection

conc pier34

tie anchor