S02 SOL 0026 AttA-SOW.18.1b) 578-17-027 Replace Steam Pipe South Leg DWGS Vol 1Bof2 2023.04.21.pdf

CAST-IN-PLACE CONCRETE

STRUCTURAL STEEL

FOUNDATIONS

STRUCTURAL STEEL

CAST-IN-PLACE CONCRETE

MATERIALS

DESIGN CODE

MASONRY

GENERAL STRUCTURAL NOTESABBREVIATIONS

SUPPLEMENTAL NOTES

MAIN LATERAL FORCE RESISTING SYSTEM

CONCRETE MASONRY

STEEL REINFORCING

DESIGN LOADS

CLEAR COVER REQUIREMENTS:

MASONRY STRENGTH NOTES:

SIKA, HILTI, EPCON

F'c=3000 PSI AT 28 DAYS

ASTM A706 (GRADE 60)

ASTM A775 OR ASTM A934

ASTM F1554 (Fy=36 KSI)

ASTM A500, GRADE B (Fy=46 KSI) ASTM A36 (Fy=36 KSI)

F'c = 3500 PSI AT 28 DAYS (CONCRETE ON METAL DECK)

HEADED STUDS/SHEAR CONNECTORS

ADHESIVE ANCHORS/GROUT

ASTM A108

RECTANGULAR HSS

WELDED WIRE FABRIC

EPOXY-COATED REINFORCING BARS

DEFORMED BAR ANCHORS

WELDED BARS AND ANCHORS

REINFORCING BARS

MASONRY GROUT

CONCRETE MASONRY UNITS

PLATES AND SHAPES OTHER THAN W

F'c = 4000 PSI AT 28 DAYS (ALL OTHER CONCRETE)

ANCHOR RODS

BOLTS ASTM A325/ASTM A490

ASTM A185

ASTM A496

ASTM C90 TYPE "N-1"

ASTM A615 (GRADE 60)

STRUCTURE DESIGN MANUAL FOR ENERGY CENTER PROJECTS (LATEST INTERNATIONAL

BUILDING CODE W/ DEPARTMENT OF VETERANS AFFAIRS AMENDMENTS).

APPLY UNLESS NOTED OTHERWISE ON STRUCTURAL DRAWINGS OR SPECIFICATIONS.

CONCRETE

ON

METAL DECK

SLABS ON GRADE

WALLS

BEAMS, COLUMNS

WALLS, SLABS

FORMED SURFACES NOT IN CONTACT WITH EARTH OR

EXPOSED TO WEATHER:

#5 OR SMALLER

#6 OR LARGER

FORMED SURFACES IN CONTACT WITH EARTH OR

EXPOSED TO WEATHER:

SURFACES CAST AGAINST EARTH

1" 1 1/2"

1 1/2" 2"

3"

A

B

C

D

E

F

G

H

I

J

K

L

M

N

O

P

W

V

U

S

R

T

ANCHOR BOLT

ADDITIONAL

ADHESIVE

ADJUSTABLE

ADJACENT

ANCHOR(AGE)

ARCHITECT(URAL)

BOTTOM OF FOOTING ELEVATION

BEAM

BOTTOM

BRIDGING

BEARING

AMERICAN STANDARD CHANNEL

CAST IN PLACE

CONTROL/CONSTRUCTION JOINT

CENTER LINE

CLEAR(ANCE)

COLUMN

COMPOSITE

CONCRETE

CONTINU(E) (OUS) (ATION)

DEFORMED BAR ANCHOR

DECK BEARING ELEVATION

DETAIL

DIAMETER

DEAD LOAD

DITTO

DRAWING(S)

DOWEL (REBAR)

EACH

EACH FACE

EXPANSION JOINT (W/O COVER

ASSEMBLY)

ELEVATION

EQUAL

EACH WAY

EXISTING

FLOOR DRAIN

FOUNDATION

FINISH FLOOR ELEVATION

FLANGE

FOOTING

AB

ADDL

ADH

ADJ

ADJC

ANC

ARCH

BFE

BM

BOT

BRDG

BRG

C

CIP

CJ

CL

CLR

COL

COMP

CONC

CONT

DBA

DBE

DET

DIA

DL

DO

DWG(S)

DWL

EA

EF

EJ

EL

EQ

EW

EXG

FD

FDN

FFE

FLG

FTG

GAUGE

GALVANIZED

GLUE LAMINATED BEAM

GRADE

HORIZONTAL

INSIDE FACE

INFORMATION

JOIST BEARING ELEVATION

JOIST

JOINT

KIP (1000 POUNDS)

POUND

LIVE LOAD

LONG LEG HORIZONTAL

LONG LEG VERTICAL

LONGITUDINAL(LY)

LIGHTWEIGHT

LINTEL

MASONRY

MAXIMUM

MANUFACTURER

MINIMUM

NOT IN CONTRACT

NOMINAL

NEAR SIDE

NON-SHRINK GROUT

NOT TO SCALE

ON CENTER

OUTSIDE FACE

OPENING

OPPOSITE

PLATE

POUNDS PER LINEAL FOOT

PROJECT(ION) (OR)

POUNDS PER SQUARE FOOT

POUNDS PER SQUARE INCH

POST TENSION(ED) (ING)

PAINTED

GA

GALV

GLB

GR

HORIZ

IF

INFO

JBE

JST

JT

K

LB

LL

LLH

LLV

LONG

LW

LTL

MAS

MAX

MFR

MIN

NIC

NOM

NS

NSG

NTS

OC

OF

OPG

OPP

PL

PLF

PROJ

PSF

PSI

PT

PTD

ROOF DRAIN

REFER(ENCE)

REINFORC(E) (ED) (ING) (EMENT)

REQUIRED

S SHAPE

SIMILAR

SLAB ON GRADE

SPECIFICATION(S)

STANDARD

STEEL

STRUCTUR(E) (AL)

SYMMETR(Y) (ICAL)

TOP AND BOTTOM

TOP OF BEAM ELEVATION

TOP OF PILE CAP (DRILLED

PIER CAP) ELEVATION

TOP OF DECK ELEVATION

TEMPERATURE/TEMPORARY

TOP OF FOOTING ELEVATION

TOP OF JOIST ELEVATION

TOP OF LEDGE ELEVATION

TOP OF MASONRY ELEVATION

TOP OF PIER ELEVATION

TRANSVERSE

TOP OF SLAB ELEVATION

TOP OF WALL ELEVATION

TYPICAL

UNLESS NOTED OTHERWISE

VERTICAL

VERIFY IN FIELD

WIND LOAD

WORK(ING) POINT

WEIGHT/STRUCTURAL TEE

WELDED WIRE FABRIC

RD

REF

REINF

REQD

S

SIM

SOG

SPEC(S)

STD

STL

STRUC

SYM

T&B

TBE

TCE

TDE

TEMP

TFE

TJE

TLE

TME

TPE

TRANSV

TSE

TWE

TYP

UNO

VERT

VIF

WL

WPT

WT

WWF

D&E DRILL AND EPOXY GROUT

W SHAPES (AND WT CUT FROM W SHAPES) ASTM A992 (Fy=50 KSI)

ARCHITECTURALLY EXPOSEDAES

FABRICATIONS STEEL

ARCHITECTURALLY EXPOSEDAESS

STRUCTURAL STEEL

ABOVE FINISHED FLOORAFF

FS FAR SIDE/FOOTING STEP

HPT HIGH POINT

HOLLOW STRUCTURAL SECTIONHSS

L ANGLE

LOW POINTLPT

MISCELLANEOUS CHANNELMC

NORMAL WEIGHTNW

SCHEDULESCHED

SPECIALLY ROUGHENEDSRCJ

CONSTRUCTION JOINT

W W SHAPE

COMPLETE JOINT PENETRATIONCJP

1.5SEISMIC IMPORTANCE FACTOR

SEISMIC DESIGN CATEGORY (SDC)

BASE SHEAR 181 KIPS

C

SPECTRAL RESPONSE COEFFICIENT, Sd1 SPECTRAL RESPONSE COEFFICIENT, Sds

INTERNAL PRESSURE COEFFICIENT

WIND IMPORTANCE FACTOR

BASIC WIND SPEED (3 SECOND GUST)

SNOW EXPOSURE FACTOR, Ce

(LIVE LOAD REDUCTION PER IBC 1607.9)

NOTES:

1. 400 PSF TYPICAL, EXCEPT WHERE NOTED ON PLAN

2. SEE PLANS FOR EXTENTS OF FLOOR LIVE LOADS

SITE CLASS

SPECTRAL RESPONSE ACCELERATION, Ss

SEISMIC DESIGN DATA

MEAN ROOF HEIGHT

WIND EXPOSURE CATEGORY

WIND LOAD

THERMAL FACTOR AT BUILDINGS, Ct

SNOW IMPORTANCE FACTOR

FLAT ROOF SNOW LOAD, Pf

SNOW LOAD

GROUND SNOW LOAD, Pg

MECHANICAL ROOM

CATWALKS/ EQUIPMENT PLATFORMS

AND STAIRS ACCESSING THEM

STAIRS AND EXITS

LOBBIES AND 1ST FLOOR CORRIDORS

OFFICES, LOCKER ROOMS

FLOOR LOCATION LIVE

C

0.070 0.148

±0.18

35.33 FT

B 1.15

90 MPH

1.0 1.0 1.2

24 PSF

25 PSF

NOTE 1 NO NA

40 PSF NO NA

100 PSF NO NA

100 PSF NO NA

100 PSF NO NA

PARTITIONSREDUCEDLOAD

FLOOR LIVE LOADS

MASONRY MORTAR ASTM C270 (TYPE S UNO)

CMU CONCRETE MASONRY UNIT

CA WATERSTOP

VR VAPOR RETARDER

FOUNDATION DESIGN PARAMETERS ARE BASED ON RECOMMENDATIONS

FROM THE "GEOTECHNICAL ENGINEERING SERVICES REPORT, PROPOSED

VAULTS AND TUNNEL PROJECT, HINES VA MEDICAL

CENTER, 5000 SOUTH 5TH AVENUE, HINES, ILLINOIS" PERPARED BY

PIONEER INC., DATED NOVEMBER 3, 2022.

REFER TO THE GEOTECHNICAL REPORT FOR SOIL CLASSIFICATION 33-63-00-A

COLUMN FOOTINGS HAVE BEEN DESIGNED FOR A NET SOIL BEARING

PRESSURE OF 7000 PSF.

IF THE SOIL AT THE FOUNDATION OR SLAB-ON-GRADE ELEVATIONS

SHOWN IS OF QUESTIONABLE BEARING VALUE, THE

ARCHITECT/ENGINEER SHALL BE NOTIFIED AT ONCE FOR RESOLUTION.

ALL FOUNDATIONS SHALL BE CENTERED ON WALLS OR COLUMNS UNO.

WALLS RETAINING SOIL HAVE BEEN DESIGNED FOR AN EQUIVALENT FLUID

PRESSURE OF 99 POUNDS PER CUBIC FOOT FOR "AT REST" CONDITIONS.

THIS ASSUMES FULL HYDROSTATIC PRESSURE FROM SOIL THAT HAS BEEN

FULLY SATURATED TO GRADE LEVEL.

WHERE FILL MATERIAL IS PLACED ON BOTH SIDES OF WALLS, IT SHALL

BE PLACED IN LAYERS ALTERNATELY ON OPPOSITE SIDES TO MAINTAIN

LEVELS THAT WILL AVOID DISPLACEMENT OF, OR DAMAGE TO, THE

WALLS.

WHERE FILL MATERIAL IS PLACED ON ONE SIDE OF A WALL, THE WALL

SHALL BE ADEQUATELY SHORED AND BRACED OR THE MATERIAL SHALL

NOT BE PLACED UNTIL SUPPORTING FLOOR SLABS, INCLUDING SLABS-

ON-GRADE, HAVE BEEN POURED AND SET.

CONTINUOUS FOOTINGS SHALL BE STEPPED AT A SLOPE OF ONE

VERTICAL TO TWO HORIZONTAL.

PROTECT IN-PLACE FOUNDATIONS AND SLABS ON GRADE FROM FROST

PENETRATION UNTIL PROJECT COMPLETION.

SLOPE BETWEEN ADJACENT FOOTINGS OR EXCAVATIONS SHALL NOT

EXCEED ONE VERTICAL TO TWO HORIZONTAL. STEP FOOTINGS DOWN AS

NECESSARY TO MAINTAIN THIS SLOPE.

CODE FOR REINFORCED CONCRETE DESIGN AND CONSTRUCTION - ACI 318 LATEST EDITION

ARRANGEMENT AND BENDING OF REINFORCING STEEL SHALL BE IN

ACCORDANCE WITH ACI DETAILING MANUAL, LATEST EDITION.

REINFORCING STEEL SHALL BE NEW DEFORMED BARS.

CONCRETE COVER TO REINFORCING STEEL, UNLESS NOTED

OTHERWISE, SHALL BE AS FOLLOWS:

NON-CONTINUOUS ENDS OF TOP BARS IN BEAMS AND SLABS

SHALL TERMINATE IN A STANDARD HOOK, UNLESS DETAILED

OTHERWISE. BAR LENGTHS INDICATED DO NOT INCLUDE

HOOKS WHERE THEY OCCUR.

WHERE REINFORCING BARS ARE SHOWN CONTINUOUS, PROVIDE

CLASS B TENSION LAP SPLICES (12" MINIMUM) EXCEPT WHERE

NOTED OR DETAILED OTHERWISE. LAP WWF WIRE SPACING

PLUS 2" (6" MINIMUM).

DETAIL AND PROVIDE SUITABLE WIRE SPACERS, CHAIRS, TIES, ETC.,

FOR SUPPORTING REINFORCING STEEL IN THE PROPER POSITION

WHILE PLACING CONCRETE.

ALL CHAIRS SUPPORTED BY GRADE SHALL INCLUDE SAND PLATES.

BAR SUPPORTS WHICH COME IN CONTACT WITH EXPOSED SURFACES

SHALL HAVE PLASTIC OR RUBBER TIPS OR BE STAINLESS STEEL.

PROVIDE DOWELS OF SAME SIZE AND SPACING AS VERTICAL

WALL OR COLUMN PIER REINFORCING AT THE FOUNDATION,

UNLESS NOTED OTHERWISE. DOWELS SHALL BE TIED IN PLACE

PRIOR TO CONCRETE PLACEMENT.

PROVIDE BENT CORNER BARS TO MATCH AND LAP WITH

HORIZONTAL BARS AT CORNERS AND INTERSECTIONS OF

WALLS, BEAMS, AND FOOTINGS.

CONTINUOUS TOP BARS IN WALLS, BEAMS AND GRADE BEAMS

SHALL BE SPLICED AT MIDSPAN AND BOTTOM BARS OVER

SUPPORTS, UNLESS NOTED OTHERWISE.

DRAWINGS SHOWING LOCATION OF CONSTRUCTION AND

CONTROL JOINTS AND PLACING SEQUENCE SHALL BE

SUBMITTED FOR ENGINEER'S REVIEW PRIOR TO PREPARATION

OF THE REINFORCING STEEL SHOP DRAWINGS.

HORIZONTAL CONSTRUCTION JOINTS ARE NOT PERMITTED IN

CONCRETE MEMBERS UNLESS SHOWN ON THE DRAWINGS OR

APPROVED IN ADVANCE. VERTICAL CONSTRUCTION JOINTS OR

BULKHEADS SHALL BE MADE AT MIDSPAN OR POINTS OF

MINIMUM SHEAR.

SIZE OF CONCRETE POURS BETWEEN CONSTRUCTION JOINTS

SHALL BE LIMITED TO:

MAXIMUM LENGTH 100 FT WITH

INTERMEDIATE CONTROL JOINTS AT

APPROXIMATELY 30 FT. DO NOT

LOCATE WITHIN 5 FT OF A CORNER OR

COLUMN. COORDINATE LOCATIONS

WITH VENEER JOINTS.

3600 SQUARE FT WITH MAXIMUM

DIMENSION OF 60 FT; PLACE IN LANE

OR STRIP FASHION WITH

INTERMEDIATE CONTROL JOINTS AT

APPROXIMATELY 20 FT OR 15 FT FOR

EXPOSED CONCRETE SURFACES.

COORDINATE LOCATIONS WITH

FLOOR FINISHES.

10000 SQUARE FT WITH MAXIMUM DIMENSION

OF 100 FT.

VERIFY LOCATION OF OPENINGS SHOWN THROUGH CONCRETE

SLABS OR WALLS AND COORDINATE ANY ADDITIONAL

REQUIRED OPENINGS WITH OTHER TRADES AND THE

ARCHITECT/ENGINEER.

CONCRETE EXPOSED TO FREEZING AND THAWING SHALL

CONTAIN 6% (PLUS OR MINUS 1.5%) ENTRAINED AIR.

THICKEN SLABS ON GRADE BELOW NON-BEARING INTERIOR

MASONRY WALLS.

ALUMINUM CONDUIT OR PIPING MAY NOT BE EMBEDDED IN ANY CONCRETE.

CALCIUM CHLORIDE IS NOT PERMITTED AS A CONCRETE ADDITIVE.

PROVIDE REINFORCING BARS AT LOCATIONS INDICATED ON THE

DRAWINGS. LAP 48 BAR DIAMETERS AT SPLICES UNLESS NOTED

OTHERWISE.

GROUT CORES WITH MASONRY GROUT IN 5'-0" MAXIMUM LIFTS. GROUT

LIFT SHALL TERMINATE 1 1/2" BELOW BED JOINT IN WALL. LIFTS SHALL

BE CONSOLIDATED USING MECHANICAL VIBRATION.

PROVIDE BAR POSITIONERS AT OR NEAR TOP AND BOTTOM OF LIFT TO

MAINTAIN BAR POSITION WHILE GROUTING. BARS MUST BE IN PLACE

PRIOR TO GROUTING. PLACEMENT OF STEEL REINFORCEMENT INTO

WET GROUT WILL NOT BE PERMITTED.

PROVIDE (2) #5 VERTICAL BELOW BEAM AND LINTEL BEARINGS AND

GROUT CORE FULL HEIGHT. BEARING DISTANCE SHALL BE A MINIMUM

OF 8".

PLACE CONSTRUCTION JOINTS IN MASONRY WALLS SUCH THAT NO

STRAIGHT RUN OF MASONRY EXCEEDS 40'-0", UNLESS NOTED

OTHERWISE.

CORES CONTAINING VERTICAL REINFORCING SHALL BE GROUTED

SOLID WITH MASONRY GROUT. FILLING CORES WITH MORTAR IS NOT

ACCEPTABLE.

PROVIDE BENT CORNER BARS TO MATCH AND LAP WITH HORIZONTAL

BARS AT CORNERS AND INTERSECTIONS OF WALLS AND BOND BEAMS.

F'm = 1500 PSI, EXCEPT WHERE NOTED OTHERWISE ON DRAWINGS.

THE REQUIRED STRENGTH SHALL BE VERIFIED BY THE UNIT

STRENGTH METHOD PER IBC 2105.2.2.1. COMPRESSIVE STRENGTH

OF MASONRY UNITS SHALL BE AS REQUIRED PER IBC TABLE

2105.2.2.1.2 FOR TYPE 'M' OR 'S' MORTAR.

IF THE MASONRY DOES NOT MEET THE REQUIREMENTS FOR

APPLICATION OF THE UNIT STRENGTH METHOD, PRISM TESTING

PER IBC 2105.2.2.2 AND ASTM C1314 SHALL BE USED. THE

COMPRESSIVE STRENGTH OF THE MASONRY SHALL BE TAKEN AS

THE AVERAGE STRENGTH OF THREE PRISMS.

LATEST A.I.S.C. MANUAL AND SPECIFICATIONS APPLY.

WELDING ELECTRODES SHALL BE 70 KSI.

ALL WELDING AND TESTING OF WELDS SHALL BE IN ACCORDANCE

WITH AMERICAN WELDING SOCIETY CODES AND RECOMMENDATIONS.

ALL WELDING SHALL BE BY WELDERS HOLDING CURRENT VALID

CERTIFICATES IN THE TYPE OF WELD REQUIRED.

COMPOSITE BEAMS ARE DESIGNED AS UNSHORED.

CONTRACTOR SHALL PROVIDE THE NECESSARY BRACING DURING

ERECTION AND UNTIL ALL STEEL IS PLUMB AND SECURED.

FIELD CUTTING OR OTHER FIELD MODIFICATIONS TO STRUCTURAL

STEEL SHALL NOT BE MADE WITHOUT SPECIFIC PRIOR WRITTEN

APPROVAL OF THE ARCHITECT/ENGINEER.

ALL BEAM COPES MUST BE MADE TO A RADIUS (1/2" MINIMUM).

STRUCTURAL STEEL FRAMING SHALL BE TRUE AND PLUMB BEFORE

CONNECTIONS ARE FINALLY BOLTED OR WELDED.

INSTALL EXPANSION BOLTS IN ACCORDANCE WITH THE

MANUFACTURER RECOMMENDATIONS.

ANCHOR RODS ARE NOT DESIGNED TO SUPPORT ERECTION LOADS.

STEEL FABRICATOR SHALL COMPLY WITH OSHA STANDARDS IN

DETAILING AND FABRICATING STEEL FOR ERECTION.

EXAMINE ARCHITECTURAL, MECHANICAL, PLUMBING, AND ELECTRICAL

DRAWINGS TO DETERMINE LOCATION AND DIMENSIONS OF CHASES,

INSERTS, OPENINGS, SLEEVES, REVEALS, DEPRESSIONS AND OTHER

PROJECT REQUIREMENTS NOT SHOWN ON STRUCTURAL DRAWINGS.

BEFORE FABRICATION AND ERECTION OF ANY MATERIALS, FIELD

VERIFY ALL EXISTING ELEVATIONS, DIMENSIONS AND CONDITIONS AS

SHOWN ON THE DRAWINGS AND REPORT ANY DISCREPANCIES TO

THE ARCHITECT/ENGINEER AT ONCE FOR RESOLUTION.

STRUCTURAL MEMBERS ARE DESIGNED FOR "IN PLACE" LOADS.

CONTRACTOR IS RESPONSIBLE FOR BRACING, WITHOUT

OVERSTRESSING, ALL STRUCTURAL ELEMENTS (AS REQUIRED AT ANY

STAGE OF CONSTRUCTION) UNTIL COMPLETION OF THIS PROJECT.

FOLLOW OSHA SAFETY STANDARDS FOR STEEL ERECTION AND METAL

DECKING ERECTION.

CONN CONNECTION

LOCAT(E)(ION)LOC

PJP PARTIAL JOINT PENETRATION

STIF STIFFENER

SS STAINLESS STEEL

OCCUPANCY CATEGORY

OCCUPANCY CATEGORY

NATURE OF OCCUPANCY

IV

BOILER PLANT

THERMAL FACTOR AT CANOPIES, Ct 1.2

0.185

SPECTRAL RESPONSE ACCELERATION, S1 0.062

SEISMIC RESPONSE COEFFICIENT, Cs 0.107 (MASONRY SHEAR WALLS)

STEEL BRACED FRAMES AND MASONRY SHEAR WALLS IN EACH DIRECTION

RESIST LATERAL LOADS. ROOF DECK ACTS AS A DIAPHRAGM TO TRANSFER

LATERAL LOADS TO THE BRACED FRAMES.

ANCHORS TO CONCRETE

EXPANSION ANCHORS HILTI KWIK BOLT TZ,

SIMPSON STRONG-BOLT

ADHESIVE ANCHORS HILTI HIT RE 500-SD,

SIMPSON SET-XP

ANCHORS TO MASONRY

EXPANSION ANCHORS HILTI KWIK BOLT 3,

SIMPSON WEDGE-ALL

ADHESIVE ANCHORS HILTI HY 150 MAX,

POWERS POWER-FAST,

SIMPSON SET

ANCHORAGE TO CONCRETE AND GROUTED MASONRY

MECHANICAL ANCHORS TO CONCRETE SHALL HAVE CURRENT ICC-

ES REPORT APPROVAL FOR USE WITH CRACKED CONCRETE IN

ACCORDANCE WITH ACCEPTANCE CRITERIA AC193.

ADHESIVE ANCHORS TO CONCRETE SHALL HAVE CURRENT ICC-ES

REPORT APPROVAL FOR USE WITH CRACKED CONCRETE IN

ACCORDANCE WITH ACCEPTANCE CRITERIA AC308.

MECHANICAL ANCHORS TO MASONRY SHALL HAVE CURRENT ICC-ES

REPORT APPROVAL FOR USE WITH GROUTED MASONRY IN

ACCORDANCE WITH ACCEPTANCE CRITERIA AC01.

ADHESIVE ANCHORS TO MASONRY SHALL HAVE CURRENT ICC-ES

REPORT APPROVAL FOR USE WITH GROUTED MASONRY IN

ACCORDANCE WITH ACCEPTANCE CRITERIA AC58, INCLUDING CREEP

TESTING.

CURRENT ICC-ES REPORTS SHALL BE SUBMITTED UPON REQUEST.

ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH THE

REQUIREMENTS GIVEN IN THE ICC-ES REPORTS FOR THE SPECIFIC

ANCHORS AND APPLICATIONS.

ALL PERSONNEL INSTALLING ADHESIVE AND MECHANICAL ANCHORS

SHALL BE TRAINED BY THE MANUFACTURER ON PROPER INSTALLATION

TECHNIQUE. CERTIFICATION FROM THE MANUFACTURER SHALL BE

AVAILABLE UPON REQUEST.

COORDINATE CONSTRUCTION SUCH THAT INTERFERENCE OF

REINFORCING STEEL WITH CONCRETE ANCHOR PLACEMENT DOES

NOT OCCUR. IF REINFORCING STEEL IS ENCOUNTERED DURING

DRILLING, ADJUST THE ANCHOR LOCATION IF POSSIBLE AND NOTIFY

THE STRUCTURAL ENGINEER. DO NOT CUT OR DAMAGE REINFORCING

STEEL DURING DRILLING, UNLESS EXPLICITLY PERMITTED BY THE

STRUCTURAL ENGINEER OF RECORD.

EXPANSION ANCHORS INDICATED IN THE DRAWINGS ARE BASED

UPON DESIGN VALUES FOR CARBON STEEL HILTI KWIK BOLT TZ

EXPANSION ANCHORS WITH THE FOLLOWING MINIMUM EFFECTIVE

EMBEDMENTS UNO:

EXPANSION ANCHORS TO CONCRETE

3/4" DIA 4 3/4"

5/8" DIA 4"

1/2" DIA 3 1/4"

3/8" DIA 2"

EXPANSION ANCHORS OTHER THAN HILTI KWIK BOLT TZ MAY

REQUIRE REVISION OF ANCHOR SIZE, SPACING, AND/OR MINIMUM

EMBEDMENT. PRIOR TO USE OF ALTERNATE EXPANSION ANCHORS,

SUBMIT A CURRENT ICC-ES REPORT TO THE STRUCTURAL ENGINEER

OF RECORD FOR SIZE, SPACING, AND/OR EMBEDMENT DEPTH

REVISIONS.

ADHESIVE ANCHORS INDICATED IN THE DRAWINGS ARE BASED UPON

DESIGN VALUES FOR HILTI HIT-RE 500-SD ADHESIVE AND HILTI

STANDARD HAS THREADED RODS OR ASTM A615 REINFORCING BARS

WITH MINIMUM EFFECTIVE EMBEDMENTS AS INDICATED IN THE

DRAWINGS.

ADHESIVE ANCHORS TO CONCRETE

ADHESIVE ANCHORS OTHER THAN HILTI HIT-RE 500-SD MAY REQUIRE

REVISION OF ANCHOR SIZE, SPACING, AND/OR MINIMUM EMBEDMENT.

PRIOR TO USE OF ALTERNATE ADHESIVE ANCHORS, SUBMIT A

CURRENT ICC-ES REPORT TO THE STRUCTURAL ENGINEER OF

RECORD FOR SIZE, SPACING, AND/OR EMBEDMENT DEPTH REVISIONS.

ANCHORAGE IN HOLLOW-CORE CONCRETE MASONRY UNITS

SLEEVE ANCHORS INDICATED IN THE DRAWINGS ARE BASED UPON

VALUES FOR CARBON STEEL HILTI HLC SLEEVE ANCHORS.

SLEEVE ANCHORS

SLEEVE ANCHORS OTHER THAN HILTI MAY REQUIRE REVISION OF

ANCHOR SIZE AND/OR SPACING. SUBMIT ENGINEERING DATA AND

DOCUMENTATION TO THE STRUCTURAL ENGINEER PRIOR TO USE OF

ALTERNATE SLEEVE ANCHORS FOR SIZE AND/OR SPACING

REVISIONS.

CONCRETE CORE DRILLING

SLABS

VERTICAL CORE DRILLING IS PERMITTED THROUGH CONCRETE SLABS

FOR HOLES OF 8" DIAMETER OR LESS. VERTICAL CORE DRILLING OF

LARGER DIAMETER HOLES IS ONLY ALLOWED WITH EXPLICIT

PERMISSION OF THE STRUCTURAL ENGINEER. MAINTAIN SOUND

CONCRETE BETWEEN SUCCESSIVE CORES EQUAL TO THE LARGER

DIAMETER CORE ON EITHER SIDE.

WALLS

HORIZONTAL CORE DRILLING IS NOT PERMITTED THROUGH

CONCRETE WALLS. HOLES THROUGH WALLS SHALL BE SLEEVED TO

AVOID WALL REINFORCING. HORIZONTAL CORE DRILLING IN WALL

LOCATIONS IS ONLY ALLOWED WITH EXPLICIT PERMISSION OF THE

STRUCTURAL ENGINEER. MAINTAIN SOUND CONCRETE BETWEEN

SUCCESSIVE CORES EQUAL TO THE LARGER DIAMETER CORE ON

EITHER SIDE.

SEISMIC RESPONSE COEFFICIENT, Cs 0.071 (STEEL BRACED FRAMES)

CONTINUOUS WALL FOOTINGS AND TUNNELS HAVE BEEN DESIGNED FOR A

NET SOIL BEARING PRESSURE OF 6000 PSF.

PRECAST CONCRETE

THE DESIGN AND MANUFACTURE OF ALL PRECAST CONCRETE

UNITS SHALL CONFORM TO ACI 318.

PRECAST MEMBERS ARE DESIGNED FOR "IN PLACE"

LOADS. IT SHALL BE THE RESPONSIBILITY OF THE PRERCAST

MANUFACTURER TO TRANSPORT AND ERECT THE PRECAST

MEMBERS WITHOUT OVERSTRESSING OR OTHERWISE DISTRESSING

THEM IN ANY MANNER.

DESIGN MUST INCLUDE ALL CONCENTRATED LOADS FROM

MECHANICAL EQUIPMENT, HEADERS, ETC.

PROVIDE 1/8" THICK CONTINUOUS MULTIMONOMER PLASTIC

BEARING STRIPS BETWEEN HOLLOW CORE SLABS AND MASONRY

OR CONCRETE SUPPORTS.EXTENSIONEXT

FOUNDATION ELEVATIONS HAVE BEEN DETERMINED BASED ON A FROST

DEPTH OF 3'-6" BELOW FINISHED GRADE, PER GEOTECHNICAL REPORT.

SHOP DETAILING NOTES

1. SHOP DRAWINGS SHALL BE SUBMITTED BY THE

FABRICATOR FOR APPROVAL AND SHALL CONFORM TO

PROJECT SPECIFICATIONS. THE ENGINEERS REVIEW OF

SHOP DRAWINGS SHALL BE FOR CONFORMANCE TO THE

DESIGN INTENT OF THE CONTRACT DRAWINGS AND SHALL

NOT BE CONSTRUED AS A COMPLETE DIMENSIONAL CHECK

AND SHALL NOT RELIEVE THE FABRICATOR/DETAILER

FROM HIS RESPONSIBILITY FOR THE ACCURACY OF DETAIL

DIMENSIONS AND COMPLETENESS OF THESE SHOP

DRAWINGS, NOR THE GENERAL FIT-UP OF PARTS TO BE

ASSEMBLED IN THE FIELD.

2. ALL WELDS SHALL BE CONTINUOUS. STITCH WELDING IS

NOT PERMITTED. UNLESS NOTED.

3. FILLET WELD SIZE SHALL CONFORM TO AISC 360-10 TABLE

J2.4, MINIMUM FILLET WELD IS 3/16".

4. TYPICAL FIELD WELDS SHOULD BE 3

16 FILLET OR AS SHOWN

ON DESIGN DRAWINGS.

5. WELDING OF HIGH STRENGTH BOLTS AND NUTS IS NOT

PERMITTED.

6. BEAM CONNECTIONS:

USE CLIP ANGLES AT BEAM TO BEAM CONNECTIONS. ALL

OTHERS SHALL BE SHEAR PLATES. MATERIAL SHALL BE

5/16" MINIMUM THICKNESS. THE MINIMUM CONNECTION

SHALL BE TWO 3/4" DIAMETER BOLTS IN SINGLE SHEAR OR

EQUIVALENT WELD. WHEN REACTIONS ARE NOT

INDICATED, SELECT A CONNECTION CAPABLE OF

SUPPORTING ONE HALF OF THE TOTAL ALLOWABLE

UNIFORM LOAD CAPACITY OF THE GIVEN MEMBER FOR

SPAN AND GRADE OF STEEL USING ALLOWABLE UNIFORM

LOAD TABLES IN THE AISC MANUAL OF STEEL

CONSTRUCTION (LATEST EDITION).

7. BRACING CONNECTIONS:

BRACING SHALL BE CONNECTED TO ALL INTERSECTING

MEMBERS. TURN VERICIAL ELEMENTS OF ANGLES AND

TEES DOWN. BACK TO BACK PLACEMENT OF ELEMENTS IS

PROHIBITED UNLESS SPECIFICALLY INDICATED.

8. WELDED CONNECTIONS:

FRAMED BEAM CONNECTIONS SHALL BE SHOP WELDED/

FIELD BOLTED CONNECTIONS UNLESS OTHERWISE NOTED.

9. FOR DOUBLE BEAM CONNECTIONS AT COLUMN WEBS, THE

FABRICATOR MUST SUPPLY A BEAM SEAT OR EQUAL WITH

A MEANS OF POSITIVE ATTACHMENT TO SUPPORT THE

FIRST BEAM WHILE THE SECOND BEAM IS BEING ERECTED.

10. ONE SIDED OR OTHER TYPES OF ECCENTRIC

CONNECTIONS WILL NOT BE PERMITTED, UNLESS NOTED.

11. ALL STRUCTURAL SHAPES, PLATES AND BARS ATTACHED

TO BASE PLATES, STUB COLUMN OR CAP PLATES SHALL BE

MILLED TO PROVIDE FULL BEARING.

12. ALL GALVANIZED SECTIONS WILL BE REPAIRED WITH ZINC

RICH COATINGS.

13. ALL EXPOSED STEEL SHALL BE GALVANIZED AND PAINTED

TO MATCH VA FACILITY STANDARD GREY.

FABRICATION AND FIELD ERECTION NOTES

1. STRUCTURAL STEEL SHALL BE ERECTED, IN ACCORDANCE

WITH PROJECT SPECIFICATIONS.

2. FIELD ERECTION BY CONTRACTOR.

3. FIELD ERECTION AIDS, IF REQUIRED, SHALL BE FURNISHED

AND INSTALLED BY THE ERECTOR. AFTER ERECTION, ALL

ERECTION AIDS SHALL BE REMOVED BY THE ERECTOR.

4. MARKED END OF PIECES TO COORESPOND WITH LOCATION

OF PIECE MARKS AS SHOWN ON ERECTION PIECE MARK

DRAWINGS. MARKS ARE GENERALLY ON THE LEFT END OF

THE PIECE.

5. WELDING PER PROJECT SPECIFICATIONS. WELDING

PROCEDURES AND WELDER QUALIFICATION TEST REPORT

SHALL BE SUBMITTED FOR ALL NON-PREQUALIFIED WELDS

PER AWS D1.1. WELDING ELECTRODES SHALL BE E7018

LOW HYDROGEN.

6. FIELD TOUCH UP OF SHOP PRIMER PAINT AT FIELD

SPLICES, BRACING GUSSET PLATE CONNECTIONS, BEAM

CONNECTIONS OR ANY OTHER MISCELLANEOUS AREAS

AROUND BOLT HOLES IS THE RESPONSIBILITY OF THE

FIELD PAINTING CONTRACTOR.

7. ALL RIGGING EQUIPMENT SHALL MEET CURRENT (OSHA) 29

CFR 1910 REQUIREMENTS. ALL RIGGING SHALL BE

PERFORMED BY EXPERIENCED AND QUALIFIED RIGGING

PERSONNEL.

SHOP DETAILING AND FABRICATION NOTES

SHOP DETAILING NOTES

1. SHOP DRAWINGS SHALL BE SUBMITTED BY THE

FABRICATOR FOR APPROVAL AND SHALL CONFORM TO

PROJECT SPECIFICATIONS. FOR STRUCTURAL STEEL

MEMBER END CONNECTIONS NOT CALLED OUT ON

BUILDING 1 WALKWAY PIPE RACK, THE CONTRACTOR AND

FABRICATOR SHALL PROVIDE A STAMPED AND SIGNED

DESIGN CALCULATIONS AND FABRICATION DRAWING FOR

REVIEW AND APPROVAL OF ENGINEER OF RECORD (EOR)

2. THE EOR SHALL REVIEW SHOP DRAWINGS FOR

CONFORMANCE TO THE DESIGN INTENT OF THE

CONTRACT DRAWINGS AND SHALL NOT BE CONSTRUED AS

A COMPLETE DIMENSIONAL CHECK AND SHALL NOT

RELIEVE THE FABRICATOR/DETAILER FROM HIS

RESPONSIBILITY FOR THE ACCURACY OF DETAIL

DIMENSIONS AND COMPLETENESS OF THESE SHOP

DRAWINGS, NOR THE GENERAL FIT-UP OF PARTS TO BE

ASSEMBLED IN THE FIELD.

REINFORCED CONCRETE BLOCK LINTELS

(NON-LOAD BEARING)

PROVIDE STEEL BAR REINFORCED CONCRETE BLOCK LINTELS

OVER ALL OPENINGS IN MASONRY WALLS OF THE FOLLOWING

SIZES UNLESS NOTED OR DETAILED OTHERWISE ON DRAWINGS.

MASONRY BEARING SHALL BE MINIMUM 8" ON EACH END.

OPENINGS 4'-0" TO 10'-0" W8x18 STEEL LINTEL.

SEE DETAIL 3/SF513

OPENINGS 8" TO 4'-0" USE 8" DEEP LINTEL

WITH (2)-#5 CONT

OPENINGS 10'-0" TO 14'-0" W8x24 STEEL LINTEL.

SEE DETAIL 3/SF513

1. PROVIDE STEEL ANGLE LINTELS FOR MASONRY OPENINGS OF THE

FOLLOWING SIZES UNLESS NOTED OR DETAILED OTHERWISE

ON DRAWINGS. LINTELS SHALL BE LOOSE UNLESS OTHERWISE

SHOWN AND BEARING SHALL BE MINIMUM 8" ON EACH END.

4" MASONRY TO 4' - 0" L 3 1/2" x 3 1/2" x 5/16" 4" MASONRY 4' - 0" TO 6' - 0" L 6" x 3 1/2" x 5/16" (LLV)

EXTERIOR LINTELS AND RELIEF ANGLES SHALL BE GALVANIZED.

2. AT CONTROL JOINTS IN MASONRY WALLS, WHICH OCCUR ABOVE

OPENINGS IN LINE WITH THE JAMB OF THE OPENING, PROVIDE

BOND

BREAK AT THE LINTEL BY WRAPPING THE END EXTENDING

ACROSS

THE CONTROL JOINT WITH POLYETHYLENE SHEET.

STEEL LOOSE LINTELS

(NON-LOAD

BEARING)

NOTES:

1. PROVIDE DOWELS FROM PIER TO FOOTING THAT LAP AND

ARE THE SAME SIZE AND NUMBER AS VERTICAL BARS.

2. PROVIDE 4 SETS OF TIES @ 3" OC AT TOP OF PIER.

3. SEE PLAN FOR TOP OF PIER ELEVATION.

4. AT SINGLE TIE LEGS, ALTERNATE LOCATIONS OF 135°

HOOKED ENDS.

8 BAR LAYOUT

3 TIES/SET

12 BAR LAYOUT

3 TIES/SET

RECTANGULAR 16 BAR LAYOUT

4 TIES/SET

SH

O

R T

SI

D

E

LONG SIDE

S001

PIER SCHEDULE

TYPE SIZE REINFORCING TIES

P1 2'-0"x2'-0" (8) #9 #4 AT 16" P2 2'-6"x2'-6" (12) #9 #4 AT 16" P3 3'-4"x2'-6" (14) #9 #4 AT 16" P4 2'-6"x2'-9" (12) #9 #4 AT 16" P5 4'-2"x2'-6" (14) #9 #4 AT 16"

FOOTING SCHEDULE

TYPE SIZE DEPTH REINFORCING

F4 4'-0"x4'-0" 1'-6" (5) #6 EW F5 5'-0"x5'-0" 1'-6" (6) #6 EW F6 6'-0"x6'-0" 1'-6" (7) #6 EW F8 8'-0"x8'-0" 2'-0" (9) #7 EW

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

Fi le

P at h 6/

/2

:3

9:

P M

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

PhaseARCHITECT/ENGINEER OF RECORD STAMPCONSULTANTS

321 4 5 6 7 8 9 10

POC: Aslam Husain

REPLACE STEAM PIPE-

SOUTH LEG

Edward Hines Jr. VAMC Hines, Illinois

578-17-027

221,217,1 Project Director

Revisions: Date:

9245 Calumet Ave. Suite 205, Phone: (219) 836-2120 Fax: (219) 836-1129 Munster, IN 46321

4/21/23

4/14/202230% SCHEMATIC DESIGN

P: 937-224-0861 www.heapy.com

PROJECT NO. STATE COA FIRM

NO.

2017-05127 015284/21/2023ISSUED FOR BID

STRUCTURAL -SYMBOLS NOTES

AND ABBREVIATIONS

AutoCAD SHX Text

ISSUED FOR BID

AutoCAD SHX Text

DS

AutoCAD SHX Text

BB

SS132

1 & 2

AT FDN

AT ROOF

SS130

SS131

AT FDN

AT ROOF

SS130

SS131

1AT FDN

SB501

VAULT#9.2

VAULT#9.1

7.5'

PLAN NOTES

1. SEE SI001 FOR GENERAL STRUCTURAL NOTES AND ABBREVIATIONS.

2. REFER TO CIVIL DRAWINGS FOR BOX CONDUIT, TUNNEL AND VAULT

ELEVATIONS AND LOCATIONS.

3. CONTRACTOR TO VERIFY EXISTING CONDITIONS, REPORT ANY

DISCREPANCIES TO ENGINEER FOR RESOLUTION.

4. REFER TO EARTH WORK SPECIFICATIONS FOR BOX CONDUIT, TUNNEL

AND VAULT EXCAVATION.

5. CONTRACTOR TO PROVIDE TEMPORARY SHORING DURING

EXCAVATION ADJACENT TO EXISTING BUILDING STRUCTURES.

SHORING SYSTEM TO BE DESIGNED BY SHORING CONTRACTOR.

6. SEE CIVIL, MECHANICAL AND PLUMBING DRAWINGS FOR SUMP

SYSTEM

7. SEE STRUCTURAL FOR WATERPROOFING INFORMATION.

8. ALL MEMBERS AND CONNECTIONS AT PIPE SUPPORT ANCHOR POINTS

IN THE BOX CONDUIT, TUNNEL, AND VAULTS ARE SHOWN AND

DESIGNED IN THE MECHANICAL DRAWINGS. REFER TO SPEC SECTION

230511,232211 AND 336300 FOR ADDITIONAL INFORMATION.

9. PROVIDE 10" SLAB ON GRADE FOR NEW VAULTS 5.1, 5.2, 9.1,9.2. SIZE

OF PAD TO BE 16' X 13'. COORDINATE WITH MECHANICAL AND STEM

EXTENSIONS LOCATIONS. PROVIDE 6FT HIGH CHAIN LINK FENCING OF

APPROXIMATELY 12' X 15' FOR ALL NEW VAULTS INCLUDING 5.3.

10. PROVIDE 10" SLAB ON GRADE EQUAL TO THE HEIGHT OF THE VAULT

TOP FOR NEW SUMP PUMP CONTROL PANELS FOR ALL EXISTING

VAULTS 6-8-10-11-12. PROVIDE 6FT HIGH CHAIN LINK FENCING FOR ALL

EXISTING VAULTS 6-8-10-11-12 AROUND SUMP PUMP CONTROL

PANELS.

11. CHAIN-LINK WITH BLACK POLYMER COATED STEEL, 6' HIGH, NO

BARBED WIRE, SWING GATES WILL SWING OUT, SINGLE-SWING TYPE.

VAULT#5.1VAULT#5.2VAULT#5.3

EX PIT#5

VAULT#9.2

VAULT#9.1

SS100

STRUCTURAL SITE PLAN- CLIN 1

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

Fi le

P at h 6/

/2

:3

9:

P M

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

PhaseARCHITECT/ENGINEER OF RECORD STAMPCONSULTANTS

321 4 5 6 7 8 9 10

POC: Aslam Husain

REPLACE STEAM PIPE-

SOUTH LEG

Edward Hines Jr. VAMC Hines, Illinois

578-17-027

221,217,1 Project Director

Revisions: Date:

9245 Calumet Ave. Suite 205, Phone: (219) 836-2120 Fax: (219) 836-1129 Munster, IN 46321

12/16/22

4/14/202230% SCHEMATIC DESIGN

P: 937-224-0861 www.heapy.com

PROJECT NO. STATE COA FIRM

NO.

2017-05127 0152812/16/2022ISSUED FOR BID

M

AT

C H

L

IN

E- C

O N

TI

N

U

ED

O N

S H

EE

T

SS

SCALE: 1" = 20'-0"

Structural New Work Plan1

N

Key Plan

SS100 SS200

SB502

SB502

SB502

AutoCAD SHX Text

ISSUED FOR BID

AutoCAD SHX Text

FR/DS

AutoCAD SHX Text

AMH/BB

AutoCAD SHX Text

NOTE 9 & 11

NOTE 9 & 11

ANCHOR

LOWER ROOF

FROM SS100

UNDERGROUND FROM

VAULT 9

ANCHOR

ANCHOR

BUILDING 1

TO SS 104 AND SS105

BUILDING 1

BUILDING 221

BUILDING 221 /217 WALKWAY

B1 W 14x

16B1 W 14x

B7 W 16x

B7 W 16x

B7 W 16x

B4 W 14x

B7 W 16x

B4 W 14x

B4 W 14x

26B4 W14x26

B1 W12x16

B3 W14x22

B3 W14x22

B3 W14x22

B3 W14x22

B3 W14x22

B3 W14x22

W18x40

W18x40

W18x40

W18x40

W

W x4

W x4

W x2

W x2

ANCHOR

MECH PH WALL

BUILDING 221

ALL BEAMS ARE

EXISTING

ALL BEAMS ARE

EXISTING

ALL BEAMS ARE

EXISTING

NE

W

W

NE

W

W

NE

W

W

NE

W

W

NE

W

W

NE

W

W

NE

W

W

NE

W

W

NE

W

W

NE

W

W

NE

W

W

NE

W

W

NE

W

W

NE

W W

NE

W W

NE

W W

NE

W W

NE

W W

NE

W W

NE

W W

B7 W 16x

B7 W 16x

B7 W 16x

B7 W 16x

B4 W 14x

B4 W 14x

B7 W 16x

B4 W 14x

B17 W14x53

B3 W14x22

B3 W14x22

B3 W14x22

B3 W14x22

B3 W14x22

B3 W14x22

B3 W14x22

B5 W x3

B1 W 14x

W10x

W10x

W10x 17W10x

W18x40

W21x50

ALL BEAMS ARE

EXISTING

B5 W x3

B1 1 W x4

B1 1 W x4

B1 1 W x4

B1 1 W x4

B9 W x3

W x1

B1 W12x16

B3 W14x22

B3 W14x22

B3 W14x22 B3 W14x22 B3 W14x22 B3 W14x22 B3 W14x22

BU

ILD

IN

G

EX

P

JO

IN

T

B7 W 16x

B4 W 14x

B4 W 14x

B3 W14x22

B18 W14x43

ANCHOR

TO SS 102

BUILDING 217

TO SS 103

BUILDING 217-221 Walkway

B3 W14x22

B3 W14x22

B3 W14x22B3 W14x22

B3 W14x22

B3 W14x22

B1 7 W x5

B4 W x2

B4 W x2

1.1 1.2 1.3 1.4 1.5 1.6 1.7 1.8

1.10

1.11

1.12

1.13

1.14

1.15

1.16

1.17 1.18 1.19 1.20

1.9

ANCHOR

LOCATE PIPE SUPPORTS

AT HALFWAY POINTS

BUILDING 1 CONNECTING WALKWAY

NE

W

W

1.1

T/ S

TE

EL

3'2

1/2

NEW W8

NEW W8

NEW W8

SCALE: 1/16" = 1'-0"

1 - STRUCTURAL PLAN - New Work1

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

Fi le

P at h 6/

/2

:3

9:

P M

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

A

B

C

D

E

F

21 4 5 6 7 8 9 10

PhaseARCHITECT/ENGINEER OF RECORD STAMPCONSULTANTS

321 4 5 6 7 8 9 10

POC: Aslam Husain

REPLACE STEAM PIPE-

SOUTH LEG

Edward Hines Jr. VAMC Hines, Illinois

578-17-027

221,217,1 Project Director

Revisions: Date:

9245 Calumet Ave. Suite 205, Phone: (219) 836-2120 Fax: (219) 836-1129 Munster, IN 46321

4/21/23

4/14/202230% SCHEMATIC DESIGN

P: 937-224-0861 www.heapy.com

PROJECT NO. STATE COA FIRM

NO.

2017-05127 015284/21/2023ISSUED FOR BID

STRUCTURAL KEY PLANS -

BUILDING 217/221 AND WALKWAY

SS101

N

NOTES

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PA-

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PA-

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PA-

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AutoCAD SHX Text 24'-11 "38"

AutoCAD SHX Text 49'-10 "716"

AutoCAD SHX Text 7'-11 "1516"

AutoCAD SHX Text 22'-10 "732"

AutoCAD SHX Text 32'-4 "1516"

AutoCAD SHX Text

PA-

AutoCAD SHX Text 2A

AutoCAD SHX Text

ISSUED FOR BID

AutoCAD SHX Text

FR

AutoCAD SHX Text

AMH

AutoCAD SHX Text

SS102

AutoCAD SHX Text

SS103

SS103

FROM SS100

UNDERGROUND FROM

VAULT 9

ANCHOR

B1 W 14x

16B1 W 14x

B7 W 16x

B7 W 16x

B7 W 16x

B4 W 14x

B7 W 16x

B4 W 14x

B4 W 14x

26B4 W14x26

B1 W12x16

B3 W14x22

B3 W14x22

B3 W14x22

B3 W14x22

B3 W14x22

B3 W14x22

ALL BEAMS ARE

EXISTING

ALL BEAMS ARE

EXISTING

B7 W 16x

B7 W 16x

B7 W 16x

B7 W 16x

B4 W 14x

B4 W 14x

B7 W 16x

B4 W 14x

B17 W14x53

B3 W14x22

B3 W14x22

B3 W14x22

B3 W14x22

B3 W14x22

B3 W14x22

B3 W14x22

B5 W x3

B1 W 14x

W10x

W10x

W10x 17W10x

W18x40

W21x50

ALL BEAMS ARE

EXISTING

B5 W x3

B1 1 W x4

B1 1 W x4

B1 1 W x4

B1 1 W x4

B9 W x3

W x1

B1 W12x16

B3 W14x22

B3 W14x22

B3 W14x22 B3 W14x22 B3 W14x22 B3 W14x22 B3 W14x22

BU

ILD

IN

G

EX

P

JO

IN

T

B7 W 16x

B4 W 14x

B4 W 14x

B3 W14x22

B18 W14x43

ANCHOR

TO SS 103

BUILDING 217-221 Walkway

B3 W14x22

B3 W14x22

B3 W14x22B3 W14x22

B3 W14x22

B3 W14x22

B1 7 W x5

B4 W x2

B4 W x2

1.20

ANCHOR

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

Fi le

P at h 6/

/2

:3

9:

P M

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

PhaseARCHITECT/ENGINEER OF RECORD STAMPCONSULTANTS

321 4 5 6 7 8 9 10

POC: Aslam Husain

REPLACE STEAM PIPE-

SOUTH LEG

Edward Hines Jr. VAMC Hines, Illinois

578-17-027

221,217,1 Project Director

Revisions: Date:

9245 Calumet Ave. Suite 205, Phone: (219) 836-2120 Fax: (219) 836-1129 Munster, IN 46321

4/21/23

4/14/202230% SCHEMATIC DESIGN

P: 937-224-0861 www.heapy.com

PROJECT NO. STATE COA FIRM

NO.

2017-05127 015284/21/2023ISSUED FOR BID

STRUCTURAL PLAN - ROOF

BUILDING 217

SS102

N SCALE: 1/8" = 1'-0"1 STRUCTURAL PLAN - New Work - Building 217

SB511

SB511

SB511

SB512

TYP. PIPE

SUPPORT

SB512

SB512

SB512

SB512

SB512

SB512

SB512B

PLAN NOTES:

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AutoCAD SHX Text 7'-4 "1316"

AutoCAD SHX Text 15'-0 "316"

AutoCAD SHX Text 15'-3 "1116"

AutoCAD SHX Text 15'-11 "12"

AutoCAD SHX Text 14'-7 "916"

AutoCAD SHX Text 15'-3 "58"

AutoCAD SHX Text 6'-3 "716"

AutoCAD SHX Text 13'-1 "78"

AutoCAD SHX Text 45°

AutoCAD SHX Text 17'

AutoCAD SHX Text 7'-5 "1116"

AutoCAD SHX Text 13'-10 "716"

AutoCAD SHX Text 17'-5 "516"

AutoCAD SHX Text 15'-11 "38"

AutoCAD SHX Text 4'-11 "716"

AutoCAD SHX Text 15'-11 "38"

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AutoCAD SHX Text 11'-2 "58"

AutoCAD SHX Text 10'-8"

AutoCAD SHX Text 14'-7 "78"

AutoCAD SHX Text 17'

AutoCAD SHX Text 10'-3 "316"

AutoCAD SHX Text 130'-10 "34"

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PA-

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AutoCAD SHX Text 2'-8 "78"

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1_[SPH-3]

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SPRING HANGERS

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ISSUED FOR BID

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FR

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AutoCAD SHX Text INSTALL PS-25 WITH A 1" OFFSET TO THE SOUTH INSTALL PS-2 WITH A 1" OFFSET TO THE SOUTHWEST INSTALL PS-7 WITH A 1" OFFSET TO THE NORTHEAST

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ANCHOR

LOWER ROOF

ANCHOR

BUILDING 1

TO SS 104 AND SS105

BUILDING 1

BUILDING 221

BUILDING 221 /217 WALKWAY

W18x40

W18x40

W18x40

W18x40

W

W x4

W x4

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ANCHOR

MECH PH WALL

BUILDING 221

ALL BEAMS ARE

EXISTING

NE

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TO SS 102

BUILDING 217

TO SS 103

BUILDING 217-221 Walkway

1.2 1.3 1.4 1.5 1.6 1.7 1.8

1.10

1.11

1.12

1.13

1.14

1.15

1.16

1.17 1.18 1.19 1.20

1.9

LOCATE PIPE SUPPORTS

AT HALFWAY POINTS

NEW W8

NEW W8

NEW W8

SCALE: 1/8" = 1'-0"

1 - New Work - Building 217/221 Walkway and Building 2211

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

Fi le

P at h 6/

/2

:3

9:

P M

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

PhaseARCHITECT/ENGINEER OF RECORD STAMPCONSULTANTS

321 4 5 6 7 8 9 10

POC: Aslam Husain

REPLACE STEAM PIPE-

SOUTH LEG

Edward Hines Jr. VAMC Hines, Illinois

578-17-027

221,217,1 Project Director

Revisions: Date:

9245 Calumet Ave. Suite 205, Phone: (219) 836-2120 Fax: (219) 836-1129 Munster, IN 46321

4/21/23

4/14/202230% SCHEMATIC DESIGN

P: 937-224-0861 www.heapy.com

PROJECT NO. STATE COA FIRM

NO.

2017-05127 015284/21/2023ISSUED FOR BID

STRUCTURAL PLAN - BUILDING

217/221 WALKWAY

SS103

N

BEAM DESIGNATION

W8 - W8 X 18

SEE SB505 FOR DETAILS

SB505

A-A

SB514

SB515

PLAN NOTES:

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UNIT A

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UNIT B

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5 SPACES AT 16'-0" SPACES =80'

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17 SPACES @ 17'-0" SPACING EACH

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9 SPACES AT 9'0" = 81'

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INSTALL PIPE SUPPORTS FOR BOTH HPS AND PC

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AMH

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B

VAULT#7

BUILDING 1 CONNECTING WALKWAY

BUILDING 4

E W

.V

SAN MH

10" ST

10" SAN

6" SAN

6" SAN

12" ST

10" ST

10" ST

ST MH

SAN MH SAN MH SAN MH SAN MH10" SAN10" SAN

6" SAN

ELEC MH

UG DIRECT BURY STEAM NOTE SHOWN

STEAM BELOW GRADE (NOT SHOWN)

TO VAULT #7 TUNNEL TO BE REMOVED

PRIOR TO NEW PIERS

BUILDING 1 WALKWAY

8" ST

FROM PARKING LOT

BUILDING 3 CONNECTING WALKWAY

1 2 3 4 5 6 7 8 10 119

HSS12

HSS12

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UG SAN NOTE SHOWN

UG SAN NOTE SHOWN

UG SAN NOTE SHOWN

BUILDING 229

BUILDING 1 CONNECTING WALKWAY

OKLAHOMA PARKING LOT

10" ST

SAN MH SAN MH

SAN MH

SAN MH

SAN MH

SAN MH

6" SAN

10" SAN

10" SAN

10" SAN 10" SAN10" SAN

6" SAN

W .V

W .V

E ELEC MH

UG DIRECT BURY STEAM

BUILDING 3 CONNECTING WALKWAY

11 12 13 14 15 16 17

HSS12

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BUILDING 1 WALKWAY

UG SAN NOTE SHOWN

UG DIRECT BURY STEAM AND SAN NOTE SHOWN

SCALE: 1/8" = 1'-0"

Structural New Work Foundation Plan2

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

Fi le

P at h 6/

/2

:3

9:

P M

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

A

B

C

D

E

F

21 4 5 6 7 8 9 10

PhaseARCHITECT/ENGINEER OF RECORD STAMPCONSULTANTS

321 4 5 6 7 8 9 10

POC: Aslam Husain

REPLACE STEAM PIPE-

SOUTH LEG

Edward Hines Jr. VAMC Hines, Illinois

578-17-027

221,217,1 Project Director

Revisions: Date:

9245 Calumet Ave. Suite 205, Phone: (219) 836-2120 Fax: (219) 836-1129 Munster, IN 46321

4/21/23

4/14/202230% SCHEMATIC DESIGN

P: 937-224-0861 www.heapy.com

PROJECT NO. STATE COA FIRM

NO.

2017-05127 015284/21/2023ISSUED FOR BID

STRUCTURAL SITE PLAN - ABOVE

BUILDING 1 WALKWAY -

FOUNDATION PLAN

SS104

N

SCALE: 1/8" = 1'-0"

Structural New Work Foundation Plan1N

MA

TC

H

LIN

E- C

ON

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A

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LE

FT

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E- C

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EL

OW

R

IG

HT

NOTES

FOR UNDERGROUND UTILITIES, NOT SHOWN

SEE CIVIL DRAWINGS

COORDINATE NEW PIER FOOTER INSTALL

WITH PHASE DEMO OF EXISTING

UNDERGROUND STEAM LINE- SEE G101

COLUMNS

ALL COLUMNS ARE HSS 12 X 12 X 5

16" EXCEPT

COLUMN LINES 4 AND 5 WHICH ARE TO BE

HSS 12 X 12X 1/2"

GENERAL REVISION FOR CLARITY OF THE

DRAWING AND DEFINITION FOR PIER

LOCATIONS WORK

MA

TC

H

LIN

E- S

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S

S1

B

UI

LIS

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1/2

W

AL

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AY

CONCRETE SURFACE

AutoCAD SHX Text 74'-4 "58"

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AutoCAD SHX Text 7'-6 "12"

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AutoCAD SHX Text 120'

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ISSUED FOR BID

AutoCAD SHX Text

DS

AutoCAD SHX Text

BB

AutoCAD SHX Text X-X

SB507

NE

W

W

BUILDING 4

BUILDING 1 CONNECTING COORIDOR

BUILDING 3 CONNECTING WALKWAY

NE

W

M C1

NEW W12

NE

W

W

NE

W

W

NE

W

W

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W

W

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W

W

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W

W

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W

W

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W

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NEW W12

NEW W14

NEW W14

NEW W14

NEW W14

NEW W24

NEW W24

NE

W

W

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W

W

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W

W

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W

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WT5 WT5

WT5 WT5

WT5

WT5

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W

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WT5 WT5 WT5

WT5

WT5 WT5

WT5 WT5

WT5

WT5 WT5

WT5

B

A

2 3 4 5 6 7 8 10 11

NEW W14

NEW W14

NEW W14

NEW W14

NEW W14

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NEW W12

NEW W12

NE

W

W

NE

W

W

NE

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10WT5

SB507

SB506

NE

W

W

PIPE ANCHOR CENTER ON 11

112' - 0"

PIPE ANCHOR CENTER ON 2

113' - 4 1/4"

NE

W

W

PA-7

SB509

NE

W

W

NE

W

M C1

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W

M C1

W

X

BUILDING 229

BUILDING 1 CONNECTING WALKWAY

BUILDING 3 CONNECTING WALKWAY

BUILDING 1 CONNECTING WALKWAY

NE

W

W

NE

W

W

NE

W

W

NE

W

W

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W

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WT5 WT5

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11 12 13 14 15 16 17

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W

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10WT5

SB504

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W

W

1.1

T/ S

TE

EL

1'

T/ S

TE

EL

3'2

1/2

PIPE ANCHOR CENTER ON 17

111' - 4"PIPE ANCHOR CENTER ON 11

112' - 0"

NE

W

M C1

NE

W W

NE

W

M C1

SB509B

SB510

NE

W

M C1

NE

W

M C1

SCALE: 1/8" = 1'-0"

Structural New Work Roof Plan2

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

Fi le

P at h 6/

/2

:3

9:

P M

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

A

B

C

D

E

F

21 4 5 6 7 8 9 10

PhaseARCHITECT/ENGINEER OF RECORD STAMPCONSULTANTS

321 4 5 6 7 8 9 10

POC: Aslam Husain

REPLACE STEAM PIPE-

SOUTH LEG

Edward Hines Jr. VAMC Hines, Illinois

578-17-027

221,217,1 Project Director

Revisions: Date:

9245 Calumet Ave. Suite 205, Phone: (219) 836-2120 Fax: (219) 836-1129 Munster, IN 46321

4/21/23

4/14/202230% SCHEMATIC DESIGN

P: 937-224-0861 www.heapy.com

PROJECT NO. STATE COA FIRM

NO.

2017-05127 015284/21/2023ISSUED FOR BID

STRUCTURAL SITE PLAN - ABOVE

BUILDING 1 WALKWAY - ROOF

PLAN

SS105

N

SCALE: 1/8" = 1'-0"

Structural New Work Roof Plan- Above Building 1 Walkway1N

MA

TC

H

LIN

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ON

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OW

R

IG

HT

HORIZONTAL BRACING

WT 5 - WT 5 X 13

WT 6 - WT 6 X 15

BEAM DESIGNATION

W10 - W10 X 22 W12- W12 X 26 W14-W14 X 34 W16-W16X45 W18-W18X 45 W24-W24X68

CHANNEL DESIGNATION

MC13 - MC13 X 31.8

T/ STEEL EL. 111'-0" (13'-0)

AFS U.N.O.

MA

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LIN

E- S

EE

S

S1

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1/2

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AY

NOTES

WORK THIS DRAWING WITH SS103, SS104

T/ STEEL EL. 111'-0" (13'-0)

AFS U.N.O.

AutoCAD SHX Text 28'

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AutoCAD SHX Text 28'

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AutoCAD SHX Text 13'

AutoCAD SHX Text 55'-4 "78"

AutoCAD SHX Text 16'

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AutoCAD SHX Text 13'-0"

AutoCAD SHX Text 16'

AutoCAD SHX Text 56'-4 "38"

AutoCAD SHX Text 74'-6"

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AutoCAD SHX Text 30'

AutoCAD SHX Text 30'

AutoCAD SHX Text 10'

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ISSUED FOR BID

AutoCAD SHX Text

DS

AutoCAD SHX Text

BB

AutoCAD SHX Text A-A

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SB505

AutoCAD SHX Text A-A

AutoCAD SHX Text

SB504

AutoCAD SHX Text 1-1

AutoCAD SHX Text

SB507

AutoCAD SHX Text 1-1

SB507

AT ROOF

VAULT#5.2VAULT#5.3

AT FD

N

AT R

O

O F

SS130

SS131

AT FDN

AT ROOF

SS130

SS131

7.5'

VAULT#5.1

EX PIT#5

AT FDN AT ROOFSS130

SS133

AT FDN

AT ROOF

SS130

SS131

SS133

VAULT#5.1VAULT#5.2VAULT#5.3

EX PIT#5

VAULT#9.2

VAULT#9.1

PLAN NOTES

1. SEE SI001 FOR GENERAL STRUCTURAL NOTES AND ABBREVIATIONS.

2. REFER TO CIVIL DRAWINGS FOR BOX CONDUIT, TUNNEL AND VAULT

ELEVATIONS AND LOCATIONS.

3. CONTRACTOR TO VERIFY EXISTING CONDITIONS, REPORT ANY

DISCREPANCIES TO ENGINEER FOR RESOLUTION.

4. REFER TO EARTH WORK SPECIFICATIONS FOR BOX CONDUIT, TUNNEL

AND VAULT EXCAVATION.

5. CONTRACTOR TO PROVIDE TEMPORARY SHORING DURING

EXCAVATION ADJACENT TO EXISTING BUILDING STRUCTURES.

SHORING SYSTEM TO BE DESIGNED BY SHORING CONTRACTOR.

6. SEE CIVIL, MECHANICAL AND PLUMBING DRAWINGS FOR SUMP

SYSTEM

7. SEE STRUCTURAL FOR WATERPROOFING INFORMATION.

8. ALL MEMBERS AND CONNECTIONS AT PIPE SUPPORT ANCHOR POINTS

IN THE BOX CONDUIT, TUNNEL, AND VAULTS ARE SHOWN AND

DESIGNED IN THE MECHANICAL DRAWINGS. REFER TO SPEC SECTION

230511,232211 AND 336300 FOR ADDITIONAL INFORMATION.

9. PROVIDE 10" SLAB ON GRADE FOR NEW VAULTS 5.1, 5.2, 9.1,9.2. SIZE

OF PAD TO BE 16' X 13'. COORDINATE WITH MECHANICAL AND STEM

EXTENSIONS LOCATIONS. PROVIDE 6FT HIGH CHAIN LINK FENCING OF

APPROXIMATELY 12' X 15' FOR ALL NEW VAULTS INCLUDING 5.3.

10. PROVIDE 10" SLAB ON GRADE EQUAL TO THE HEIGHT OF THE VAULT

TOP FOR NEW SUMP PUMP CONTROL PANELS FOR ALL EXISTING

VAULTS 6-8-10-11-12. PROVIDE 6FT HIGH CHAIN LINK FENCING FOR ALL

EXISTING VAULTS 6-8-10-11-12 AROUND SUMP PUMP CONTROL

PANELS.

11. CHAIN-LINK WITH BLACK POLYMER COATED STEEL, 6' HIGH, NO

BARBED WIRE, SWING GATES WILL SWING OUT, SINGLE-SWING TYPE.

12. “TEMPORARY” CHAIN-LINK GATE AT 5TH AVE./17TH AVE. INTERSECTION

WILL BE DOUBLE-SWING TYPE

SS200

STRUCTURAL SITE PLAN- CLIN 2A

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

Fi le

P at h 6/

/2

:3

9:

P M

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

PhaseARCHITECT/ENGINEER OF RECORD STAMPCONSULTANTS

321 4 5 6 7 8 9 10

POC: Aslam Husain

REPLACE STEAM PIPE-

SOUTH LEG

Edward Hines Jr. VAMC Hines, Illinois

578-17-027

221,217,1 Project Director

Revisions: Date:

9245 Calumet Ave. Suite 205, Phone: (219) 836-2120 Fax: (219) 836-1129 Munster, IN 46321

12/16/22

4/14/202230% SCHEMATIC DESIGN

P: 937-224-0861 www.heapy.com

PROJECT NO. STATE COA FIRM

NO.

2017-05127…