Attachment 12 - Structural Drawings 626-700.SF.20240308.pdf

BEAM LEGEND

W18X40 C=1"

CAMBERBEAM SIZE

20K20K

BEAM REACTION, TYP

(8) (8)(4)

QUANTITY OF SHEAR STUDS,

UNIFORMLY SPACED BETWEEN

ADJACENT FRAMING, TYP

(COMPOSITE CONSTRUCTION ONLY)

NOTES:

1) REACTION VALUE IS ASD (KIPS), UNO.

2) WHERE NO VALUE IS SHOWN, DESIGN CONNECTION FOR A MINIMUM REACTION OF 10 KIPS.

3) SPACE STUDS PER TYPICAL SHEAR STUD PLACEMENT DETAIL. MINIMUM NUMBER OF STUDS

PER GENERAL NOTES.

4) "M" IN PLACE OF BEAM SHAPE INDICATES W10X12 WITH MINIMUM CONNECTION.

5) HSS IN PLACE OF SHAPE INDICATES HSS10X4X5/16, UNO.

6) BEAMS ARE PRIMARY MEMBERS FOR FIREPROOFING UNLESS NOTED AS SECONDARY.

7) POSITIVE CAMBER UPWARDS, NEGATIVE CAMBER DOWNWARDS. CAMBER SHOWN

ON CANTILEVERS IS AT END OF CANTILEVER.

MISCELLANEOUS SYMBOLS

NORTH ARROW

GRIDLINESEARTH

SECTION NUMBER

SHEET NUMBER

S101

S101

CALLOUT NUMBER

SHEET NUMBER

A

ELEVATION REFERENCE

LIMIT OF EXTENT

CONTINUOUS EXTENT

F ## COLUMN FOOTING NOTATION

GB ## GRADE BEAM NOTATION

P ## PIER NOTATION

B ## CONCRETE BEAM NOTATION

PC ## PILE CAP NOTATION

WF ## WALL FOOTING NOTATION

SHEAR WALL NOTATIONSW ##

BW ## BEARING WALL NOTATION

GRAVEL

Name

Elevation

TF ## TRENCH FOOTING NOTATION

FLOOR DRAIN

FD

N

20 GA. 1 1/2" ROOF DECK

WIDE RIB, TYPE B DECK

DIRECTION OF SPAN

CONCRETE WASH

2.5" LW CONCRETE ON 1.5" (4"

TOTAL) 22 GA. COMPOSITE DECK W/

6X6-W1.4XW1.4 WWF

DIRECTION OF SPAN

4" LW CONCRETE W/

6X6-W1.4XW1.4 WWF

TYPE A

1. GROUT SOLID ALL CELLS CONTAINING REINFORCEMENT AND BELOW GRADE.

2. PROVIDE MATCHING HOOKED DOWELS INTO FOUNDATION FOR ALL VERTICAL REINFORCEMENT.

3. PROVIDE VERT. BAR AT ALL CORNERS, INTERSECTIONS, AND ENDS OF WALL. BAR SIZE TO MATCH TYP. VERT.

REINFORCEMENT.

4. PROVIDE VERT. BARS AT JAMBS OF ALL OPENINGS.

FOR OPENINGS W/ WIDTH < 3'-4" PROVIDE VERT. BARS AT FIRST TWO CORES AT EACH JAMB.

FOR OPENINGS W/ WIDTH > 3'-4" < 8'-0" PROVIDE VERT. BARS AT FIRST THREE CORES AT EACH JAMB.

BAR SIZE TO MATCH TYP. VERT. REINFORCEMENT.

5. PROVIDE VERT. BAR AT FIRST CORE ON EACH SIDE OF CONTROL JOINTS. BAR SIZE AND SPACING TO MATCH TYP.

VERT. REINFORCEMENT.

6. PROVIDE HORIZONTAL BOND BEAM W/ 1-#5 CONT. BELOW ALL WINDOW AND DOOR OPENINGS. EXTEND 2'-0" PAST

OPENING.

7. SPLICE ALL REINFORCEMENT PER TABLE THIS SHEET.

NOTES:

REINFORCEMENTCMU SIZE REMARKSMARK TYPE

CMU WALL SCHEDULE

#6 @ 16" OCAMW10 10"

1/

D 1/

D

D

BAR SIZE VERTICAL BARS HORIZONTAL BARS

#3 1'-10" 2'-4" 1'-10"

#4 2'-5" 3'-1" 2'-5"

#5 3'-0" 3'-11" 3'-0"

#6 3'-7" 4'-8" 3'-7"

#7 5'-3" 6'-9" 5'-3"

#8 6'-0" 7'-9" 6'-0"

#9 6'-9" 8'-9" 6'-9"

NOTES:

1. HORIZONTAL "BOTTOM" BARS ARE BARS 12" OR LESS FROM THE BOTTOM OF A

FOOTING, SLAB, OR OTHER CONCRETE MEMBER

2. ALL REINFORCING BARS ARE TO BE SPLICED WITH A CLASS B LAP SPLICE, U.N.O.

HORIZONTAL BOTTOM BARS

CONCRETE CONSTRUCTION

CLASS B LAP SPLICE LENGTHS

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

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

Phase

ARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT

321 4 5 6 7 8 9 10

10360 Ellison Circle Omaha, NE 68134 Phone: 402.991.5520 www.specializedeng.com

SES Project :

A/E:

A u to d e s k D o c s /2

N a s h v il le

E H

R M

/6

-2

-7

.S tr u

.2

.r v t

/1

/2

:2

:4

P

M

SI001

STRUCTURAL ABBREVIATIONS

AND SYMBOLS

EHRM INFRASTRUCTURE

UPGRADES DESIGN

1310 24th AVE S, NASHVILLE, TN 37212

626-22-700

02/16/2024 LKL ADK

100% FINAL BID

DOCUMENTS

FULLY SPRINKLERED

GUIDON

1221 N. PENNSYLVANIA STREET

INDIANAPOLIS, IN 46202

317.800.6388

STRUCTURAL ABBREVIATIONS

A/E ARCHITECT/ENGINEER

ACI AMERICAN CONCRETE INSTITUTE

ACP AUGER CAST PILE

ADDL ADDITIONAL

ADJ ADJACENT

AGGR AGGREGATE

AISC AMERICAN INSTITUTE OF STEEL CONSTRUCTION

ALT ALTERNATE

ANSI AMERICAN NATIONAL STANDARDS INSTITUTE

APPROX APPROXIMATE

AR ANCHOR ROD

ARCH ARCHITECTURAL

ASTM AMERICAN SOCIETY FOR TESTING AND MATERIALS

AWS AMERICAN WELDING SOCIETY

B/ BOTTOM OF

BAL BALANCE

BD BOARD

BLDG BUILDING

BLK BLOCK

BLKG BLOCKING

BM BEAM

BOTT BOTTOM

BRG BEARING

BRKT BRACKET

BTWN BETWEEN

C STANDARD CHANNEL

CANT CANTILEVER

CC CENTER TO CENTER

CF COLD FORMED

CG CENTER OF GRAVITY

CIP CAST-IN-PLACE

CJ CONTROL JOINT OR CONSTRUCTION JOINT

CJP COMPLETE JOINT PENETRATION

CL CENTERLINE

CLR CLEARANCE, CLEAR

CMU CONCRETE MASONRY UNIT

COL COLUMN

CONC CONCRETE

CONN CONNECTION

CONST CONSTRUCTION

CONT CONTINUOUS

CONTR CONTRACTOR

CTR CENTER

CTRD CENTERED

CU FT CUBIC FEET

CU IN CUBIC INCH

CYD CUBIC YARD

CW CONCRETE WALL

DBL DOUBLE

DEG DEGREE

DEMO DEMOLITION, DEMOLISH

DEPT DEPARTMENT

DET DETAIL

DIA DIAMETER

DIAG DIAGONAL

DIAPH DIAPHRAGM

DIM DIMENSION

DN DOWN

DO DITTO

DP DRILLED PIER OR DEEP

DWG DRAWING

DWL DOWELS

EA EACH

EF EACH FACE

EJ EXPANSION JOINT

EL, ELEV ELEVATION

ELEC ELECTRICAL

ENCL ENCLOSURE

ENGR ENGINEER

EOD EDGE OF DECK

EOJ EDGE OF JOIST

EOS EDGE OF SLAB

EQ EQUAL

EQPT EQUIPMENT

ES EACH SIDE

EW EACH WAY

EX EXISTING

EXP EXPANSION

EXT EXTERIOR

FAB FROM ADJACENT BEAM

FD FLOOR DRAIN

FDN FOUNDATION

FIN FINISH

FLG FLANGE

FLR FLOOR

FS FOOTING STEP

FT FEET

FTG FOOTING

FTGD FOOTING DRAIN

FV FIELD VERIFY

GA GAUGE

GALV GALVANIZED

GB GRADE BEAM

GRND GROUND

GT GIRDER TRUSS

HAS, HS HEADED ANCHOR STUD

HK HOOK

HORIZ HORIZONTAL

HP HIGH POINT

HS HOLLOW STRUCTURAL SECTION

HT HIP TRUSS

HVAC HEATING, VENTILATION, AIR CONDITIONING

ID INSIDE DIAMETER

IF INSIDE FACE

IN INCH

INCL INCLUDE

INFO INFORMATION

INSUL INSULATION

INT INTERIOR

STRUCTURAL ABBREVIATIONS

J/BRG JOIST BEARING

JST JOIST

JT JOINT

KB KNEE BRACE

KIP, K 1,000 POUNDS

KO KNOCK-OUT

KSI KIPS PER SQUARE INCH

L ANGLE OR LENGTH

LAB LABORATORY

LB POUND

LF LINEAL FOOT

LIN LINEAL, LINEAR

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

LONGIT LONGITUDINAL

LP LOW POINT

LSLT LONG SLOTTED HOLE

LTWT LIGHT WEIGHT

MAS MASONRY

MATL MATERIAL

MAX MAXIMUM

MB MACHINE BOLT

MC MISCELLANEOUS CHANNEL

MECH MECHANICAL

MEMB MEMBRANE

MEP MECHANICAL/ ELECTRICAL/ PLUMBING

MFR MANUFACTURER

MIN MINIMUM

MISC MISCELLANEOUS

MO MASONRY OPENING

MULT MULTIPLE

N/A NOT APPLICABLE

NO NUMBER

NOM NOMINAL

NS NEAR SIDE

NTS NOT TO SCALE

OC ON CENTER

OD OUTSIDE DIAMETER

OF OUTSIDE FACE

OFD OVERFLOW DRAIN

OH OVERHEAD

OPNG OPENING

OPP OPPOSITE

OPPHD OPPOSITE HAND

ORIG ORIGINAL

OVS OVERSIZED HOLE

P PIER

PC PIER CAP OR PRECAST

PCC PRECAST CONCRETE

PERIM PERIMETER

PERM PERMANENT

PERP PERPENDICULAR

PJP PARTIAL JOINT PENETRATION

PL PLATE

PLF POUNDS PER LINEAL FOOT

PLYWD PLYWOOD

PREFAB PREFABRICATED

PREL PRELIMINARY

PREP PREPARATION, PREPARE

PROJ PROJECTION

PS PRESTRESSED

PSF POUNDS PER SQUARE FOOT

PSI POUNDS PER SQUARE INCH

PSL PARALLEL STRAND LUMBER

PT POST-TENSIONED

R RADIUS

RD ROOF DRAIN

REF REFERENCE

REINF REINFORCEMENT, REINFORCE

REQD REQUIRED

RO ROUGH OPENING

SCH SCHEDULE

SECT SECTION

SF SQUARE FEET

SHT SHEET

SIM SIMILAR

SL SLOPE

SL-DN SLOPE DOWN

SL-UP SLOPE UP

SOG SLAB-ON-GRADE

SP SHEET PILING

SPA SPACES, SPACE

SPECS SPECIFICATIONS

SQ SQUARE

SS STAINLESS STEEL

SSLT SHORT SLOTTED HOLE

STD STANDARD

STIFF STIFFENER

STL STEEL

STRUC STRUCTURAL

SYM SYMMETRICAL

T & B TOP AND BOTTOM

T/ TOP OF

T/GB TOP OF GRADE BEAM

TBS MECHANICAL TENSION BUTT SPLICE

TEMP TEMPERATURE

TF TRENCH FOOTING

THRU THROUGH

TRANS TRANSVERSE

TYP TYPICAL

UL UNDERWRITERS' LABORATORY INC.

UNO UNLESS NOTED OTHERWISE

UT ULTRA-SONIC TEST

VERT VERTICAL

W WIDE FLANGE

W/ WITH

W/O WITHOUT

WD WOOD

WF WALL FOOTING

WP WORK POINT

WWF WELDED WIRE FABRIC

STRUCTURAL SHEET LIST

SHEET NUMBER SHEET NAME

SI001 STRUCTURAL ABBREVIATIONS AND SYMBOLS

SI002 STRUCTURAL GENERAL NOTES

SI003 OVERALL WORK PLAN

SI004 LOAD MAPS AND DESIGN DATA

SF101 MCR FRAMING PLANS

SF102 TR ROOM FRAMING PLANS

SF501 FRAMING SECTIONS AND DETAILS

SF502 FRAMING SECTIONS AND DETAILS

Revisions: Date:

o.: 2

GENERAL

THE STRUCTURE HAS BEEN DESIGNED FOR THE IN-SERVICE LOADS ONLY. THE METHODS, MEANS, PROCEDURES, AND SEQUENCES OF CONSTRUCTION ARE THE RESPONSIBILITY OF THE CONTRACTOR. THE STRUCTURE IS DESIGNED TO BE SELF-SUPPORTING AND STABLE AFTER THE BUILDING IS COMPLETE. IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE ERECTION PROCEDURES AND SEQUENCE TO INSURE SAFETY OF THE BUILDING AND ITS COMPONENTS DURING ERECTION. THIS INCLUDES THE ADDITION OF

NECESSARY SHORING, SHEETING, TEMPORARY BRACING, GUYS, TIEDOWNS, ETC.

THE STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH CIVIL, ARCHITECTURAL, MECHANICAL, ELECTRICAL AND PLUMBING

DRAWINGS AND SPECIFICATIONS.

THE GENERAL NOTES ON THE DRAWINGS ARE TO BE USED IN CONJUNCTION WITH THE FULL WRITTEN MATERIAL SPECIFICATIONS (IF ANY) FOR THE PROJECT. IF A DISCREPANCY OCCURS BETWEEN THE NOTES AND THE FULL SPECIFICATIONS, THE MORE STRINGENT

REQUIREMENT SHALL APPLY.

NO PENETRATIONS THROUGH STRUCTURAL ELEMENTS, OTHER THAN THOSE SHOWN ON THE DRAWINGS, SHALL BE MADE WITHOUT

THE APPROVAL OF THE STRUCTURAL ENGINEER.

CONTRACTOR TO COORDINATE ALL EQUIPMENT, ROOF DRAINS, CHASES, AND OTHER ITEMS CONNECTED TO THE STRUCTURE BEFORE

FABRICATION BEGINS.

CONCRETE MIX DESIGN SUBMITTAL

THE CONTRACTOR SHALL SUBMIT FOR THE REVIEW OF THE STRUCTURAL ENGINEER A MIX DESIGN FOR EACH PROPOSED CLASS OF CONCRETE. EACH MIX DESIGN SHALL BE IDENTIFIED BY A MIX NUMBER OR OTHER UNIQUE IDENTIFICATION. THE CONTRACTOR SHALL NOT VARY FROM THE MIX DESIGNS NOR USE ANY CONCRETE OTHER THAN THE APPROVED MIX DESIGNS WITHOUT THE APPROVAL OF THE STRUCTURAL ENGINEER. MIX DESIGN SUBMITTALS SHALL INCLUDE THE FOLLOWING INFORMATION:

1. MIX DESIGN NUMBER OR UNIQUE IDENTIFICATION AND INTENDED LOCATION OF PLACEMENT.

2. CEMENT TYPE, PROPORTION AND NAME OF MANUFACTURER.

3. FLY ASH PROPORTION (WHEN USED), LABORATORY ANALYSIS CERTIFICATION, AND NAME AND LOCATION OF SUPPLIER.

4. COURSE AGGREGATE PROPORTION, GRADATION REPORT, NAME AND LOCATION OF SUPPLIER.

5. FINE AGGREGATE PROPORTION, GRADATION REPORT, NAME AND LOCATION OF SUPPLIER.

6. MIXING WATER PROPORTION AND SOURCE.

7. ADMIXTURE DOSAGES, PRODUCT NAME(S) AND MANUFACTURER NAME(S).

8. FIBER REINFORCEMENT DOSAGE (WHEN USED), PRODUCT NAME AND MANUFACTURER NAME.

9. DESIGN 28-DAY COMPRESSIVE STRENGTH (F'C).

10. DESIGN SLUMP RANGE.

11. DESIGN AIR-ENTRAINMENT (FOR CONCRETE REQUIRING ENTRAINED AIR).

12. STATISTICAL ANALYSIS OF LABORATORY STRENGTH TEST DATA IN ACCORDANCE WITH "STANDARD DEVIATION"

DETERMINATION OUTLINED IN ACI 318.

SHOP DRAWING SUBMITTALS

THE CONTRACTOR SHALL PREPARE DETAILED SHOP DRAWINGS TO ENABLE HIM TO FABRICATE, ERECT AND CONSTRUCT ALL PARTS OF THE WORK IN ACCORDANCE WITH THE DRAWINGS AND SPECIFICATIONS. THESE SHOP DRAWINGS WILL BE REVIEWED FOR GENERAL COMPLIANCE WITH THE DESIGN INTENT ONLY. THE CONTRACTOR IS RESPONSIBLE FOR ALL DIMENSIONS, ACCURACY AND FIT OF WORK.

ALL SHOP DRAWINGS SHALL BE REVIEWED BY THE CONTRACTOR PRIOR TO SUBMITTAL TO THE STRUCTURAL ENGINEER. DRAWINGS

SUBMITTED WITHOUT CONTRACTOR'S REVIEW WILL BE RETURNED UNCHECKED.

SUBMIT ELECTRONIC VERSIONS OF SHOP DRAWINGS. SUBMIT SHOP DRAWINGS IN PDF FORMAT.

SUBMIT SHOP DRAWINGS FOR EACH OF THE FOLLOWING ITEMS:

1. CONCRETE REINFORCEMENT

2. CONCRETE MASONRY REINFORCEMENT

3. STRUCTURAL STEEL (INCLUDING DESIGN CALCULATIONS SEALED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE

WHERE THE PROJECT IS CONSTRUCTED FOR ALL CONNECTIONS NOT SPECIFICALLY DETAILED ON THE DRAWINGS)

4. STEEL DECK

PRODUCT DATA SUBMITTALS

THE CONTRACTOR SHALL SUBMIT FOR APPROVAL PRODUCT DATA FOR THE SPECIFIC ITEMS LISTED BELOW. CONTRACTOR SHALL NOT USE PRODUCTS OTHER THAN THOSE SUBMITTED WITHOUT THE APPROVAL OF THE STRUCTURAL ENGINEER.

MANUFACTURER'S TRADE NAMES AND NUMBERS USED HEREIN ARE ONLY TO IDENTIFY COLORS, FINISHES, TEXTURES, AND PATTERNS AS A BASIS OF DESIGN. PRODUCTS OF AUTHORIZED EQUAL MANUFACTURER'S EQUIVALENT TO COLORS, FINISHES, TEXTURES, AND PATTERNS OF MANUFACTURERS LISTED THAT MEET REQUIREMENTS OF TECHNICAL SPECIFICATIONS IN EVERY RESPECT MAY BE ACCEPTABLE WITH SUBMITTAL OF A COMPLETED SUBSTITUTION REQUEST CONTAINING ALL PRODUCT DATA, TESTING AND ACTUAL

SAMPLES, AND UPON APPROVAL IN WRITING BY CONTRACTING OFFICER.

SUBMIT ELECTRONIC VERSIONS OF PRODUCT DATA IN PDF FORMAT TO THE STRUCTURAL ENGINEER AND COR FOR REVIEW.

1. WELDED WIRE FABRIC

2. CONCRETE REINFORCEMENT

3. CONCRETE CURING COMPOUND

4. CONCRETE JOINT SEALANT

5. WATER STOPS

6. MASONRY JOINT REINFORCEMENT

7. EXPANSION ANCHORS

8. ADHESIVE ANCHORS

9. NON-SHRINK GROUT

10. COLD FORMED METAL STUDS (EXTERIOR ONLY)

MICROPILE FOUNDATIONS

FOUNDATION EXCAVATIONS AND SOIL RELATED WORK SHALL BE PERFORMED IN ACCORDANCE WITH THE GEOTECHNICAL REPORT NUMBER 18235210 PREPARED BY TERRACON DATED DECEMBER 19, 2023 AND SPECIFICATION SECTION 31 62 23

MICROPILE FOUNDATIONS SHALL BE DESIGNED BY CONTRACTOR HIRED THIRD PARTY DESIGNER.

MICROPILE FOUNDATIONS SHALL BE DESIGNED BASED ON ASSUMED ALLOWABLE CAPACITIES INDICATED IN THE REFERENCED REPORT AND SHOWN BELOW. CONTRACTOR SHALL ENGAGE A LICENSED GEOTECHNICAL ENGINEER TO REVIEW THE SOIL CONDITIONS AT THE SITE AS NECESSARY TO CONFIRM THE ALLOWABLE CAPACITIES PRIOR TO PLACEMENT OF THE FOUNDATIONS. CONFIRMATION OF THE ACCEPTABILITY OF THE SOILS SHALL BE REPORTED IN WRITING TO THE STRUCTURAL ENGINEER.

MICROPILE DESIGN PARAMETERS:

IF ACTUAL ALLOWABLE CAPACITIES ARE FOUND TO BE LESS THAN THE ASSUMED VALUES, THE CONTRACTOR SHALL NOTIFY THE STRUCTURAL ENGINEER IMMEDIATELY AND SHALL NOT PROCEED WITH FOUNDATION CONSTRUCTION WITHOUT REVIEW BY THE

STRUCTURAL ENGINEER.

FOR PURPOSES OF BIDDING, ESTIMATED PILE TIP ELEVATION IS 12 FEET BELOW GRADE. ACTUAL PILE TIP ELEVATION TO BE

DETERMINED BY SPECIFIED TESTING PROGRAM.

THE CONTRACTOR MAY PROPOSE AN ALTERNATE EQUIVALENT DRIVEN PILE SYSTEM FOR REVIEW AND APPROVAL BY THE ENGINEER OF RECORD. NO DRIVEN PILE SYSTEM OTHER THAN THOSE SPECIFIED SHALL BE USED WITHOUT REVIEW AND APPROVAL BY THE

ENGINEER OF RECORD.

FOUNDATIONS AND SOILS RELATED WORK SHALL BE INSPECTED BY A LICENSED GEOTECHNICAL ENGINEER. WRITTEN FIELD REPORTS

SHALL BE FORWARDED TO THE STRUCTURAL ENGINEER AS SOON AS THEY BECOME AVAILABLE.

FOUNDATION CONDITIONS NOTED DURING CONSTRUCTION, WHICH DIFFER FROM THOSE DESCRIBED IN THE GEOTECHNICAL REPORT, SHALL BE REPORTED TO THE STRUCTURAL ENGINEER AND GEOTECHNICAL ENGINEER BEFORE FURTHER CONSTRUCTION IS

ATTEMPTED.

EXCAVATIONS FOR SPREAD FOOTINGS, COMBINED FOOTINGS, CONTINUOUS FOOTINGS AND MAT FOUNDATIONS SHALL BE CLEANED AND HAND TAMPED TO UNIFORM SURFACE AND SHALL BE PROTECTED AND MAINTAINED UNIFORM UNTIL CONCRETE IS PLACED.

CONCRETE

REINFORCED CONCRETE HAS BEEN DESIGNED IN ACCORDANCE WITH THE BUILDING CODE REQUIREMENTS FOR STRUCTURAL

CONCRETE (ACI 318) AND COMMENTARY (ACI 318R).

MIXING, TRANSPORTING, AND PLACING OF CONCRETE SHALL CONFORM TO THE LATEST EDITION OF THE SPECIFICATIONS FOR STRUCTURAL CONCRETE (ACI 301). READY-MIXED CONCRETE SHALL CONFORM TO THE REQUIREMENTS OF ASTM C94. IN CASE OF A

DISCREPANCY, THE PLANS AND SPECIFICATIONS SHALL GOVERN.

CEMENT SHALL CONFORM TO ASTM C150, TYPE I, UNO.

FLY ASH SHALL CONFORM TO ASTM C618, CLASS C OR F. THE RATIO OF THE AMOUNT (BY WEIGHT) OF FLY ASH TO TOTAL

CEMENTITIOUS MATERIALS IN THE MIX SHALL NOT EXCEED 25 PERCENT.

NORMAL WEIGHT AGGREGATES SHALL CONFORM TO ASTM C33.

WATER-REDUCING ADMIXTURES SHALL CONFORM TO ASTM C494.

AIR-ENTRAINING ADMIXTURES SHALL CONFORM TO ASTM C260 AND SHALL BE CERTIFIED BY THE MANUFACTURER TO BE COMPATIBLE

WITH OTHER ADMIXTURES.

CALCIUM CHLORIDE ADMIXTURES OR ADMIXTURES CONTAINING MORE THAN 0.1 PERCENT CHLORIDE IONS SHALL NOT BE USED.

IN COLD WEATHER CONDITIONS, MIXING, PLACING, FINISHING, CURING AND PROTECTION OF CONCRETE SHALL BE PERFORMED IN

ACCORDANCE WITH THE LATEST EDITION OF ACI 306R, COLD WEATHER CONCRETING.

IN HOT WEATHER CONDITIONS, MIXING, PLACING, FINISHING, CURING AND PROTECTION OF CONCRETE SHALL BE PERFORMED IN

ACCORDANCE WITH THE LATEST EDITION OF ACI 305R, HOT WEATHER CONCRETING.

USE OF CONSTRUCTION JOINTS AT LOCATIONS OTHER THAN THOSE INDICATED ON THE DRAWINGS SHALL BE SUBMITTED TO THE

STRUCTURAL ENGINEER FOR REVIEW.

SLUMP FOR PUMPED CONCRETE SHALL BE MEASURED AT POINT OF DISCHARGE.

NORMAL WEIGHT CONCRETE SHALL BE USED IN THE FOLLOWING AREAS AND SHALL

HAVE THE PROPERTIES AS SHOWN BELOW:

FOUNDATIONS

1. COMPRESSIVE STRENGTH (28 DAYS): 4000 PSI

2. MAXIMUM SLUMP: 4 INCHES

3. MINIMUM CEMENTITIOUS MATERIALS CONTENT: 470 LB./CU. YD. (USE TYPE II SULFATE RESISTANT CEMENT)

4. MAXIMUM SLUMP FOR CONCRETE CONTAINING HIGH-RANGE WATER-REDUCING ADMIXTURE: 8 INCHES (AFTER ADMIXTURE IS

ADDED TO CONCRETE WITH 2 TO 4 INCH SLUMP).

5. MAXIMUM WATER/CEMENTITIOUS MATERIALS RATIO: 0.48

6. MAXIMUM COARSE AGGREGATE SIZE: 1 1/2 INCHES

7. AIR CONTENT: N/A

SLABS ON GRADE

1. COMPRESSIVE STRENGTH (28 DAYS): 4000 PSI

2. MAXIMUM SLUMP: 4 INCHES

3. MINIMUM CEMENTITIOUS MATERIALS CONTENT: 470 LB./CU. YD. (USE TYPE II SULFATE RESISTANT CEMENT)

4. MAXIMUM SLUMP FOR CONCRETE CONTAINING HIGH-RANGE WATER-REDUCING ADMIXTURE: 8 INCHES (AFTER ADMIXTURE IS

ADDED TO CONCRETE WITH 2 TO 4 INCH SLUMP).

5. MAXIMUM WATER/CEMENTITIOUS MATERIALS RATIO: 0.48

6. MAXIMUM COARSE AGGREGATE SIZE: 1 INCH

7. AIR CONTENT: 6% +/- 1%

8. HIGH RANGE WATER REDUCING ADMIXTURE AND FIBER REINFORCING REQUIRED

SLABS ON STEEL DECK / GEOFOAM

1. COMPRESSIVE STRENGTH (28 DAYS): 4000 PSI

2. MAXIMUM SLUMP: 4 INCHES

3. MINIMUM CEMENTITIOUS MATERIALS CONTENT: 470 LB./CU. YD.

4. MAXIMUM SLUMP FOR CONCRETE CONTAINING HIGH-RANGE WATER-REDUCING ADMIXTURE: 8 INCHES (AFTER ADMIXTURE IS

ADDED TO CONCRETE WITH 2 TO 4 INCH SLUMP).

5. MAXIMUM WATER/CEMENTITIOUS MATERIALS RATIO: 0.48

6. MAXIMUM COARSE AGGREGATE SIZE: 1 INCH

7. AIR CONTENT: N/A

CONCRETE SLABS ON GRADE

SLABS ON GRADE SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE LATEST EDITION OF THE GUIDE FOR CONCRETE FLOOR AND

SLAB CONSTRUCTION (ACI 302.1R).

PLACE CONCRETE IN A MANNER SO AS TO PREVENT SEGREGATION OF THE MIX. DELAY FLOATING AND TROWELING OPERATIONS UNTIL THE CONCRETE HAS LOST SURFACE WATER SHEEN OR ALL FREE WATER. DO NOT SPRINKLE FREE CEMENT ON THE SLAB SURFACE.

PROVIDE CURING OF CONCRETE SLABS IMMEDIATELY AFTER FINISHING USING A SPRAYED ON DISSIPATING-RESIN LIQUID CURING COMPOUND CONFORMING TO ASTM C309, UNLESS NOTED OTHERWISE. ALL SCUFFS OR ABRASIONS TO THE CURING MEMBRANE SHALL BE RECOATED DAILY. OTHER CURING METHODS MAY BE USED WITH APPROVAL BY THE STRUCTURAL ENGINEER.

SLABS ON GRADE SHALL BE PLACED TO ACHIEVE THE FOLLOWING MINIMUM TOLERANCES:

OVERALL VALUES: FF = 25

LOCAL VALUES: FF = 20

THE MINIMUM LOCAL AREA SHALL BE ANY BAY DEFINED BY COLUMN LINES.

UNLESS SHOWN OR NOTED OTHERWISE, PROVIDE CONTROL OR CONSTRUCTION JOINTS IN SLABS-ON-GRADE AT A MAXIMUM SPACING OF 36 TIMES THE SLAB THICKNESS. PROVIDE JOINTS AT ALL COLUMN LOCATIONS. LOCATE JOINTS TO ELIMINATE RE-ENTRANT CORNERS AND TO CREATE SQUARE OR RECTANGULAR SECTIONS WITH MAXIMUM LONG SIDE TO SHORT SIDE RATIO OF 1.5 TO 1.

CONTROL JOINTS IN SLABS ON GRADE SHALL NOT RECEIVE JOINT FILLER MATERIAL UNLESS NOTED OTHERWISE.

CONCRETE SLABS ON METAL DECK

UNLESS INDICATED OTHERWISE ON THE DRAWINGS, CONCRETE SLABS ON METAL DECK SHALL BE PLACED AS REQUIRED TO MAINTAIN

A CONSTANT SLAB [THICKNESS].

CONTRACTOR SHALL ALLOW FOR THE DEFLECTION OF THE FLOOR ASSEMBLY DUE TO THE WET WEIGHT OF THE CONCRETE WHEN CALCULATING CONCRETE QUANTITIES AND SHALL INCLUDE THE COST OF ALL REQUIRED SLAB-ON-DECK CONCRETE IN THE BID PRICE.

PRIOR TO PLACEMENT OF CONCRETE SLABS ON METAL DECK, THE CONTRACTOR SHALL CAREFULLY REVIEW THE ELEVATIONS OF THE STRUCTURAL STEEL FRAMING, INCLUDING CAMBERED MEMBERS, FOR CONFORMANCE WITH THE CONSTRUCTION DOCUMENTS.

CONTRACTOR SHALL NOTIFY THE STRUCTURAL ENGINEER OF ANY DISCREPANCIES (SUCH AS IMPROPER CAMBER, IMPROPER STEEL ELEVATIONS, ETC.) IMMEDIATELY AND SHALL NOT BEGIN CONCRETE PLACEMENT WITHOUT PRIOR REVIEW BY THE STRUCTURAL

ENGINEER.

ACTUAL CONCRETE SLAB THICKNESS SHALL NOT BE LESS THAN THE INDICATED NOMINAL THICKNESS AT ANY LOCATION. IF ANY CONDITION IS DISCOVERED THAT WOULD PREVENT PLACEMENT OF CONCRETE TO THE NOMINAL THICKNESS; CONTRACTOR SHALL NOTIFY THE STRUCTURAL ENGINEER IMMEDIATELY AND SHALL NOT PROCEED WITH CONCRETE PLACEMENT WITHOUT PRIOR REVIEW

BY THE STRUCTURAL ENGINEER.

SLABS ON METAL DECK SHALL RECEIVE A SMOOTH TROWEL FINISH, AND BE PLACED TO ACHIEVE THE FOLLOWING MINIMUM

TOLERANCES:

OVERALL VALUES: FF = 25

LOCAL VALUES: FF = 20

PLACE CONCRETE IN A MANNER SO AS TO PREVENT SEGREGATION OF THE MIX. DELAY FLOATING AND TROWELING OPERATIONS UNTIL THE CONCRETE HAS LOST SURFACE WATER SHEEN OR ALL FREE WATER. DO NOT SPRINKLE FREE CEMENT ON THE SLAB SURFACE.

PROVIDE CURING OF CONCRETE SLABS IMMEDIATELY AFTER FINISHING USING A SPRAYED ON DISSIPATING-RESIN LIQUID CURING COMPOUND CONFORMING TO ASTM C309. ALL SCUFFS OR ABRASIONS TO THE CURING MEMBRANE SHALL BE RECOATED DAILY. OTHER

CURING METHODS MAY BE USED WITH APPROVAL BY THE STRUCTURAL ENGINEER.

REINFORCING STEEL

REINFORCING STEEL SHALL BE DEFORMED BARS CONFORMING TO ASTM A615 AND SHALL HAVE A MINIMUM YIELD STRENGTH OF 60,000

PSI.

REINFORCING BAR DETAILING, FABRICATING, AND PLACING SHALL CONFORM TO THE LATEST EDITION OF THE FOLLOWING STANDARDS:

ACI 301, ACI 315, ACI 318 AND ACI DETAILING MANUAL (SP66).

UNLESS A GREATER AMOUNT OF COVER IS INDICATED ON THE DRAWINGS, PROVIDE THE FOLLOWING MINIMUM CONCRETE COVER

OVER REINFORCEMENT AS FOLLOWS:

CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: 3 INCHES

#6 BARS AND LARGER EXPOSED TO EARTH OR WEATHER: 2 INCHES

#5 BARS AND SMALLER EXPOSED TO EARTH OR WEATHER: 1-1/2 INCHES

BEAM AND COLUMN TIES, STIRRUPS AND SPIRALS: 1-1/2 INCHES

ELEVATED SLAB BARS NOT EXPOSED TO EARTH OR WEATHER: 3/4 INCH

REINFORCING STEEL SHALL NOT BE TACK WELDED, WELDED, HEATED OR CUT UNLESS INDICATED ON THE CONTRACT DOCUMENTS OR

APPROVED BY THE STRUCTURAL ENGINEER.

WHERE LAP SPLICE LENGTHS ARE NOT SHOWN OR NOTED, PROVIDE A CLASS "B" LAP.

ALL 90 DEGREE AND 180 DEGREE BENDS SHOWN ON THE DRAWINGS SHALL BE STANDARD HOOKS, UNLESS NOTED OTHERWISE.

PROVIDE CORNER BARS OF SAME SIZE AND SPACING AS HORIZONTAL BARS AT CORNERS OF ALL WALLS AND GRADE BEAMS. LAP

SPLICE CORNER BARS WITH STRAIGHT BARS.

UNLESS OTHERWISE SHOWN OR NOTED, PROVIDE 2-#5 BARS (ONE EACH FACE) AROUND UNFRAMED OPENINGS IN CONCRETE WALLS AND GRADE BEAMS. PLACE BARS PARALLEL TO THE SIDES OF THE OPENING AND EXTEND 24" BEYOND CORNERS.

WELDABLE REINFORCING STEEL

REINFORCING STEEL WHICH IS TO BE WELDED SHALL CONFORM TO ASTM A706. WELDING OF REINFORCING STEEL, WHEN APPROVED BY THE STRUCTURAL ENGINEER, SHALL CONFORM TO THE LATEST EDITION OF AMERICAN WELDING SOCIETY STANDARD D1.4.

ELECTRODES FOR SHOP AND FIELD WELDING OF REINFORCING STEEL SHALL CONFORM TO ASTM A233, CLASS E90XX.

WELDED WIRE FABRIC

WELDED WIRE FABRIC SHALL BE SMOOTH WIRE FABRIC CONFORMING TO ASTM A185. FABRIC SHALL BE SUPPLIED IN FLAT SHEETS AND

LAPPED A MINIMUM OF ONE SPACE PLUS 2 INCHES.

WELDED WIRE FABRIC SHALL BE PLACED AS FOLLOWS, UNLESS NOTED OTHERWISE:

SLABS ON GRADE: 2 INCHES DOWN FROM TOP OF SLAB.

SLABS ON METAL DECK: 3/4 INCH DOWN FROM TOP OF SLAB.

CONCRETE TESTING

MAKE ONE SET OF TEST CYLINDERS IN ACCORDANCE WITH ASTM C31 FOR EACH DAY'S POUR AND FOR EACH 100 CUBIC YARDS. EACH SET SHALL INCLUDE ONE SPECIMEN TESTED AT 7 DAYS, 2 SPECIMENS TESTED AT 28 DAYS AND ONE SPECIMEN RETAINED IN RESERVE TO BE TESTED AT THE DIRECTION OF THE STRUCTURAL ENGINEER. SPARE CYLINDER MAY BE DISCARDED 90 DAYS AFTER CASTING

UNLESS

DIRECTED OTHERWISE BY THE STRUCTURAL ENGINEER. THIS SET OF TEST CYLINDERS SHALL BE PROTECTED AGAINST FREEZING.

WHEN THE AMBIENT TEMPERATURE IS EXPECTED TO FALL BELOW 40 DEGREES DURING THE COURSE OF A CONCRETE POUR OR SUBSEQUENT CURING PROCESS, AN ADDITIONAL SET OF CONCRETE TEST CYLINDERS SHALL BE MADE AND TESTED. THESE CYLINDERS SHALL BE STORED IMMEDIATELY ADJACENT TO, AND CURED UNDER THE SAME CONDITIONS AS THE BUILDING CONCRETE. SPECIAL

CURING BOXES ARE NOT PERMITTED FOR THESE TEST CYLINDERS.

FORWARD COPIES OF TEST RESULTS TO THE ARCHITECT, STRUCTURAL ENGINEER, READY-MIX SUPPLIER AND CONTRACTOR WITHIN 24

HOURS AFTER TESTING.

MASONRY

CONCRETE MASONRY HAS BEEN DESIGNED IN ACCORDANCE WITH THE LATEST EDITION OF THE BUILDING CODE REQUIREMENTS FOR

CONCRETE MASONRY STRUCTURES (ACI 530 AND TMS 402/602-16).

CONCRETE MASONRY SHALL CONSIST OF HOLLOW UNITS CONFORMING TO THE REQUIREMENTS OF ASTM C90, WITH A MINIMUM NET AREA COMPRESSIVE STRENGTH OF 1900 PSI. CONCRETE MASONRY ASSEMBLAGES SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH

(F'M) OF 1,500 PSI AT 28 DAYS.

MORTAR SHALL BE TYPE S PROPORTIONED IN ACCORDANCE WITH ASTM C270.

GROUT FOR REINFORCED MASONRY SHALL BE PROPORTIONED IN ACCORDANCE WITH ASTM C476. COARSE AND FINE AGGREGATES SHALL CONFORM TO ASTM C404. USE COARSE GROUT FOR ALL GROUTING EXCEPT HIGH-LIFT POURS DEFINED BY ACI 530, WHERE FINE

GROUT SHALL BE USED.

PROVIDE 9-GAUGE GALVANIZED STEEL WIRE JOINT REINFORCEMENT IN ALL MASONRY CONSTRUCTION. REINFORCEMENT SHALL BE CONTINUOUS AND BE LAPPED EIGHT INCHES AT SPLICES. CUT REINFORCEMENT AT ALL CONTROL AND EXPANSION JOINTS. SPACE REINFORCEMENT AT 8" ON CENTER FOR PARAPETS AND BELOW GROUND FLOOR ELEVATION. ELSEWHERE SPACE REINFORCEMENT AT

16 INCHES ON CENTER.

BEAMS AND LINTELS SHALL BEAR A MINIMUM OF 8 INCHES ONTO SUPPORTING MASONRY, UNLESS NOTED OTHERWISE. BEARING FOR ALL BEAMS, LINTELS, JOISTS, ETC. SHALL BE GROUTED SOLID A MINIMUM OF ONE COURSE (8 INCHES) BELOW BEARING ELEVATION, UNLESS NOTED OTHERWISE.

EXPANSION ANCHORS

EXPANSION ANCHORS SHALL BE CARBON STEEL ANCHORS AS MANUFACTURED BY HILTI FASTENING SYSTEMS OR AN EQUIVALENT SUBSTITUTE APPROVED BY THE STRUCTURAL ENGINEER AND SHALL BE INSTALLED IN CONFORMANCE WITH THE MANUFACTURER'S

RECOMMENDATIONS.

EXPANSION ANCHORS SHALL NOT BE INSTALLED IN CONCRETE UNTIL IT HAS ATTAINED ITS SPECIFIED MINIMUM 28 DAY COMPRESSIVE

STRENGTH.

ADHESIVE ANCHORS

ADHESIVE ANCHORS SHALL BE HILTI "HIT HY200" FOR SOLID SUBSTRATE AND HILTI "HIT HY270" FOR HOLLOW SUBSTRATE OR AN EQUIVALENT SUBSTITUTE APPROVED BY THE STRUCTURAL ENGINEER, UNLESS NOTED OTHERWISE ON PLANS. ANCHORS SHALL BE INSTALLED IN CONFORMANCE WITH THE MANUFACTURER'S RECOMMENDATIONS BY INSTALLERS TRAINED BY THE MANUFACTURER'S

REPRESENTATIVE.

MINIMUM EMBEDMENT DEPTH SHALL BE 8 BOLT DIAMETERS UNLESS NOTED OTHERWISE.

NON-SHRINK GROUT

GROUT SHALL BE A NON-METALLIC, SHRINKAGE RESISTANT (WHEN TESTED IN ACCORDANCE WITH THE LATEST EDITION OF ASTM C827 OR CRD-C621), PREMIXED, NON-CORROSIVE, NON-STAINING PRODUCT CONTAINING PORTLAND CEMENT, SILICA SANDS, SHRINKAGE COMPENSATING AGENTS AND FLUIDITY IMPROVING COMPOUNDS. GROUT SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH (F'C) OF

5,000 PSI IN 28 DAYS.

WATERSTOPS

SELF-EXPANDING STRIP WATER STOPS SHALL BE VOLCLAY WATERSTOP-RX 101 UNLESS NOTED OTHERWISE. INSTALL IN ACCORDANCE

WITH MANUFACTURER'S WRITTEN INSTRUCTIONS.

PVC WATERSTOPS

PROVIDE FACTORY MADE WATERSTOP FABRICATIONS FOR ALL CHANGES OF DIRECTION, INTERSECTIONS, AND TRANSITIONS LEAVING

ONLY STRAIGHT BUTT JOINT SPLICES FOR THE FIELD.

PROVIDE HOG RINGS OR GROMMETS SPACED AT 12 INCHES ON CENTER ALONG LENGTH OF WATERSTOP.

PROVIDE TEFLON COATED THERMOSTATICALLY CONTROLLED WATERSTOP SPLICING IRONS FOR FIELD BUTT SPLICES.

FIELD BUTT SPLICES SHALL BE HEAT FUSED WELDED USING A TEFLON COATED THERMOSTATICALLY CONTROLLED WATERSTOP SPLICING IRON AT APPROXIMATELY 380 DEGREES F. FOLLOW APPROVED MANUFACTURER RECOMMENDATIONS.

LAPPING OF WATERSTOP, USE OF ADHESIVES, OR SOLVENTS SHALL NOT BE ALLOWED.

CENTER WATERSTOP IN JOINT AND SECURE WATERSTOP IN CORRECT POSITION USING HOG RINGS OR GROMMETS SPACED AT 12 INCHES ON CENTER ALONG THE LENGTH OF THE WATERSTOP AND WIRE TIE TO ADJACENT REINFORCING STEEL.

MASTIC COATING

MASTIC COATING FOR PROTECTION OF INDICATED ITEMS SHALL BE BITUMASTIC 50 COAL TAR MASTIC BY CARBOLINE OR EQUIVALENT SUBSTITUTE APPROVED BY THESTRUCTURAL ENGINEER. INSTALL AT LOCATIONS INDICATED ON DRAWINGS.

UNLESS NOTED OTHERWISE, APPLY MASTIC TO A COATING THICKNESS OF 18 MILS. PROVIDE FULL COVERAGE OVER ITEMS INDICATED

TO RECEIVE COATING.

STRUCTURAL STEEL

STRUCTURAL STEEL DETAILING, FABRICATION AND ERECTION SHALL CONFORM TO THE ANSI/AISC 360 SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS, LATEST EDITION WITH AMENDMENTS, AND THE AISC 303 CODE OF STANDARD PRACTICE FOR

STEEL BUILDINGS AND BRIDGES, LATEST EDITION WITH AMENDMENTS.

STRUCTURAL STEEL WIDE FLANGE SHAPES SHALL CONFORM TO ASTM A992, 50 KSI.

STRUCTURAL STEEL PLATES AND ROLLED SHAPES OTHER THAN WIDE-FLANGE SHAPES SHALL CONFORM TO ASTM A36, UNLESS NOTED

OTHERWISE.

STRUCTURAL STEEL TUBING SHALL CONFORM TO ASTM A500, GRADE B.

STRUCTURAL PIPE SHALL CONFORM TO ASTM A53, GRADE B.

ANCHOR RODS SHALL CONFORM TO ASTM F1554, GRADE 36, UNLESS NOTED OTHERWISE.

STEEL STUDS SHALL CONFORM TO ASTM A108.

BOLTED CONNECTIONS SHALL CONFORM TO THE SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS, APPROVED BY THE RESEARCH COUNCIL ON STRUCTURAL CONNECTIONS OF THE ENGINEERING FOUNDATION. BOLTED CONNECTIONS FOR STRUCTURAL STEEL MEMBERS SHALL BE MADE WITH 3/4" DIAMETER A325 BOLTS, UNLESS NOTED OTHERWISE.

BOLTED CONNECTIONS SHALL BE TIGHTENED TO THE SNUG TIGHT CONDITION, EXCEPT BOLTED CONNECTIONS IN BRACE ELEMENTS

ARE TO BE FULLY PRETENSIONED WITH CLASS A FAYING SURFACES.

WELDING PROCEDURES SHALL CONFORM TO THE LATEST EDITION OF THE AMERICAN WELDING SOCIETY'S STRUCTURAL WELDING

CODE FOR STEEL ANSI/AWS D1.1.

WELDED CONNECTIONS USING ASTM A992 STEEL AS A BASE METAL SHALL BE MADE WITH E70XX LOW HYDROGEN ELECTRODES.

UNLESS OTHERWISE SHOWN OR NOTED ON THE DRAWINGS, OTHER WELDED CONNECTIONS MAY BE MADE WITH STANDARD E70XX

ELECTRODES.

STRUCTURAL STEEL THAT RECEIVES FINISH PAINT SHALL BE SHOP-PRIMED WITH A RUST-INHIBITING PRIMER, UNLESS NOTED OTHERWISE ON THE DRAWINGS. CONTRACTOR SHALL VERIFY PRIMER IS COMPATIBLE WITH FINISH COAT SYSTEM SPECIFIED BY THE

ARCHITECT. COORDINATE FINISH PAINTING REQUIREMENTS WITH THE ARCHITECT.

STRUCTURAL STEEL THAT IS NOT EXPOSED IN THE FINISHED CONSTRUCTION AND DOES NOT RECEIVE FINISH PAINT SHALL NOT BE

SHOP-PRIMED, UNLESS NOTED OTHERWISE ON THE DRAWINGS.

STRUCTURAL STEEL NOTED TO BE GALVANIZED SHALL BE HOT-DIP GALVANIZED IN CONFORMANCE WITH ASTM A123.

DO NOT PAINT OR GALVANIZE THE FOLLOWING SURFACES:

1. SURFACES TO BE WELDED.

2. SURFACES TO RECEIVE BOLTED SLIP-CRITICAL CONNECTIONS.

3. SURFACES TO RECEIVE SHEAR STUD CONNECTIONS.

4. SURFACES TO RECEIVE SPRAYED-ON FIREPROOFING.

ALL ABRASIONS TO GALVANIZED SURFACES OR SURFACES TO RECEIVE AN ARCHITECTURAL FINISH COAT SHALL BE TOUCHED-UP AFTER ERECTION IS COMPLETE. FOR PAINTED STEEL, USE A PRIMER EQUIVALENT TO THE SHOP PAINT. FOR GALVANIZED STEEL, USE

A ZINC-RICH COLD-GALVANIZING PAINT.

DESIGN CONNECTIONS NOT SHOWN IN ACCORDANCE WITH THE ASD SPECIFICATION AND MANUAL OF STEEL CONSTRUCTION. UNLESS NOTED OTHERWISE ON THE DRAWINGS, DESIGN BEAM CONNECTIONS NOT SHOWN, TO SUPPORT A MINIMUM OF A 10 KIP SHEAR REACTION. PROVIDE NO LESS THAN 2 BOLTS IN ANY SINGLE LINE OF BOLTS, UNLESS SPECIFICALLY INDICATED ON THE DRAWINGS.

PROVIDE L4X4X1/4 FRAMED OPENINGS FOR ALL ROOF PENETRATIONS 12 INCHES OR LARGER ALONG ANY SIDE, UNLESS LARGER FRAMING IS INDICATED. REFER TO MECHANICAL AND PLUMBING DRAWINGS FOR PENETRATIONS. COORDINATE FRAMED OPENING SIZES

AND LOCATIONS WITH THE MECHANICAL AND PLUMBING CONTRACTORS.

GALVANIZE ALL EXPOSED STEEL.

STEEL ROOF DECK

PROVIDE AND ERECT STEEL DECK IN ACCORDANCE WITH THE LATEST EDITION OF THE STEEL DECK INSTITUTE'S SPECIFICATIONS AND

CODE OF STANDARD PRACTICE.

DECK MANUFACTURER SHALL PROVIDE ALL ROOF DECK ACCESSORIES, INCLUDING CLOSURES, SUPPLEMENTARY FRAMING, AND SUMP

PANS, WHETHER OR NOT SUCH ITEMS ARE DETAILED ON THE CONTRACT DOCUMENTS.

FASTEN ROOF DECK TO STEEL SUPPORTS AS INDICATED ON THE DRAWINGS. PERFORM WELDING IN ACCORDANCE WITH ANSI/AWS D1.3.

ROOF DECK SHALL BE INSTALLED IN A MINIMUM THREE SPAN CONDITION.

PROVIDE STEEL ROOF DECK WITH FINISH AS INDICATED ON THE DRAWINGS.

STEEL FLOOR DECK

PROVIDE AND ERECT STEEL DECK IN ACCORDANCE WITH THE LATEST EDITION OF THE STEEL DECK INSTITUTE'S SPECIFICATIONS AND

CODE OF STANDARD PRACTICE.

DECK MANUFACTURER SHALL PROVIDE ALL FLOOR DECK ACCESSORIES, SUCH AS EDGE FORMS, CLOSURES, FILLERS AND POUR STOPS FOR A COMPLETE INSTALLATION, WHETHER OR NOT SUCH ITEMS ARE DETAILED ON THE CONTRACT DOCUMENTS.

FASTEN FLOOR DECK TO STEEL SUPPORTS AS INDICATED ON THE DRAWINGS. PERFORM WELDING IN ACCORDANCE WITH ANSI/AWS D1.3.

STEEL FLOOR DECK IS INTENDED TO BE INSTALLED IN AN UNSHORED CONDITION UNLESS NOTED OTHERWISE. DECK SUPPLIER SHALL REVIEW ALL SPAN CONDITIONS AND CONFIRM THAT THE SUPPLIED PRODUCT IS SUFFICIENT TO SAFELY SUPPORT THE WET WEIGHT OF

CONCRETE AND ASSOCIATED CONSTRUCTION LIVE LOADS WITHOUT THE NEED FOR SHORING.

FLOOR DECK UNITS SHALL BE INSTALLED IN A MINIMUM THREE SPAN CONDITION.

PROVIDE INTERIOR STEEL FLOOR DECK WITH FINISH AS INDICATED ON THE DRAWINGS.

PROVIDE FLOOR DECK SUPPORTING EXTERIOR SLABS WITH A GALVANIZED FINISH IN ACCORDANCE WITH ASTM A924 G90.

COMPOSITE STEEL BEAMS

COMPOSITE BEAM SHEAR CONNECTORS SHALL BE NELSON STUD TYPE S3L AS MANUFACTURED BY THE NELSON STUD WELDING

COMPANY, OR AN EQUIVALENT SUBSTITUTE APPROVED BY THE STRUCTURAL ENGINEER.

STUDS SHALL BE MANUFACTURED OF COLD-DRAWN STEEL CONFORMING TO ASTM A108. STUDS SHALL BE 3/4" DIAMETER X 3 INCHES LONG @ 24" OC, UNLESS NOTED OTHERWISE. STUD DESIGN HAS BEEN BASED ON AN ULTIMATE SHEAR CAPACITY OF 17.7 KIPS PER

STUD.

COMPOSITE STEEL BEAMS HAVE BEEN DESIGNED TO ALLOW INSTALLATION OF THE SLAB CONCRETE IN AN UNSHORED CONDITION

UNLESS NOTED OTHERWISE.

RENOVATION (EXISTING CONDITIONS)

INFORMATION SHOWN FOR THE EXISTING STRUCTURE ON THESE DRAWINGS WAS TAKEN FROM DRAWINGS THAT WERE PREPARED FOR THE WAR DEPARTMENT, ENTITLED 500 BEDS G.M. & S. HOSPITAL AND REGIONAL OFFICE MEDICAL CLINICS

WORK SHOWN ON THESE PLANS ASSUMES THAT THE ORIGINAL CONSTRUCTION WAS PERFORMED IN ACCORDANCE WITH THE ABOVE INDICATED ORIGINAL DRAWINGS INCLUDING (BUT NOT LIMITED TO) DIMENSIONS, ELEVATIONS, MEMBER SIZES, MATERIALS, DETAILS, ETC. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE CONDITIONS RELATING TO THE EXISTING STRUCTURE AND TO

NOTIFY THE STRUCTURAL ENGINEER IMMEDIATELY OF ANY DISCREPANCIES OR CONFLICTS.

WHERE NEW WORK IS TO BE FITTED TO OLD WORK, THE CONTRACTOR SHALL CHECK ALL DIMENSIONS AND CONDITIONS IN THE FIELD, AND REPORT ANY ERRORS OR DISCREPANCIES TO THE STRUCTURAL ENGINEER PRIOR TO THE FABRICATION AND ERECTION OF ANY

NEW MEMBERS.

EXISTING MATERIALS TO BE REMOVED AND REINSTALLED AS PART OF THE PROJECT, THAT BECOME DAMAGED, SHALL BE REPLACED

WITH NEW MATERIAL OF EQUAL QUALITY AND APPEARANCE, AT THE CONTRACTORS EXPENSE.

ALL WORK SHALL BE PREFORMED WITHOUT DAMAGE TO ADJACENT RETAINED WORK. ADJACENT EXISTING CONSTRUCTION SHALL BE

PROTECTED FROM DUST, DIRT, AND DEBRIS ACCUMULATION AT ALL TIMES.

LIGHT GAGE METAL FRAMING

DESIGN, FABRICATION AND ERECTION OF LIGHT GAGE METAL FRAMING SHALL COMPLY WITH REQUIREMENTS OF: AISC "MANUAL OF STEEL CONSTRUCTION" AND AISC "SPECIFICATION FOR THE DESIGN OF COLD FORMED STEEL STRUCTURAL MEMEBERS"

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

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

Phase

ARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT

321 4 5 6 7 8 9 10

10360 Ellison Circle Omaha, NE 68134 Phone: 402.991.5520 www.specializedeng.com

SES Project :

A/E:

A u to d e s k D o c s /2

N a s h v il le

E H

R M

/6

-2

-7

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P

M

SI002

STRUCTURAL GENERAL NOTES EHRM INFRASTRUCTURE

UPGRADES DESIGN

1310 24th AVE S, NASHVILLE, TN 37212

626-22-700

02/16/2024 LKL ADK

100% FINAL BID

DOCUMENTS

FULLY SPRINKLERED

GUIDON

1221 N. PENNSYLVANIA STREET

INDIANAPOLIS, IN 46202

317.800.6388

Revisions: Date:

DEPTH (FEET)

0-3

3-10

10-12

12+

MATERIAL

SURFACE FILL

LEAN CLAY

WEATHERED BEDROCK

INTACT BEDROCK

ALLOWABLE SKIN FRICTION (PSF)

NA

2,000

15,000

ALLOWABLE END

BEARING PRESSURE (PSF)

NA

NA

10,000

80,000

K

L

M

N

J

H

G

F

10 11 12 13

SF101

SF101

FLOOR PLAN ROOF PLAN

SF102

SF102

SF102

SF102

FOUNDATION PLAN

1ST FLOOR FRAMING PLAN

2ND AND 3RD FLOOR FRAMING PLAN

ROOF

FRAMING

PLAN

SF101

EXISTING ROOF

PLAN

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

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

Phase

ARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT

321 4 5 6 7 8 9 10

10360 Ellison Circle Omaha, NE 68134 Phone: 402.991.5520 www.specializedeng.com

SES Project :

A/E:

A u to d e s k D o c s /2

N a s h v il le

E H

R M

/6

-2

-7

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M

SI003

OVERALL WORK PLAN EHRM INFRASTRUCTURE

UPGRADES DESIGN

1310 24th AVE S, NASHVILLE, TN 37212

626-22-700

02/16/2024 LKL ADK

100% FINAL BID

DOCUMENTS

FULLY SPRINKLERED

GUIDON

1221 N. PENNSYLVANIA STREET

INDIANAPOLIS, IN 46202

317.800.6388

SCALE: 3/64" = 1'-0"SI003

1 OVERALL SECOND FLOOR PLANN

Revisions: Date:

0' 16' 32' 64'

J

H

G

10 11 12 13

A

A

A

C

C

J

H

G

10 11 12 13

B

B

D

D

11' - 3"

66 PSF

25 PSF

25 PSF

38 PSF

4' - 8 3/8"

44 PSF

30 PSF

32 PSF

44 PSF

25 PSF

44 PSF

44 PSF

25 PSF

SNOW LOAD BETWEEN

MECHANICAL UNITS TO BE

44 PSF

5'

4' - 2 1/8"3' - 7"

5'

FLOOR LOAD SCHEDULE

A

B

MCR FLOOR 10 NOTE 1

ROOF 10

- 100 (NR) 0

20 (NR)

C MCR CRAC UNIT 108 0

MARK

DEAD LOAD

(PSF)

DESCRIPTION

SDL

OCCUPANCY/USE

POINT LOAD

(LBS)

DESCRIPTION LIVE LOAD

(PSF)

SNOW LOAD (PSF)

SDL LL SL

NOTE 1

NOTE 1

-- 0

D MCR CONDENSING

UNITS

20 0NOTE 1 -- --

28 MINIMUM BALANCED OR SEE

LOAD MAP (DRIFT + BALANCED)

NOTES:

1. SDL INDICATES SUPERIMPOSED DEAD LOAD AND IS DL IN ADDITION TO THE SELF WEIGHT OF THE PRIMARY STRUCTURAL SYSTEM.

2. (NR) INDICATES NON-REDUCIBLE LIVE LOAD.

3. SNOW DRIFT LOAD IS INDICATED IN PLAN BY GRAY SHADING

4. EQ LOADING INDICATED IS UNFACTORED

E TELECOM ROOM 10 100NOTE 1 - - 0

28 MINIMUM BALANCED OR SEE

LOAD MAP (DRIFT + BALANCED)

NA

SEE TELECOMMUNICATION

LOAD MAPS

SEISMIC LOADING FOR

FOUNDATION DESIGNER (KIPS)

EQ

NA

NA

SEE TELECOMMUNICATION

LOAD MAPS

C.G1

P

R C.G

C.18 C.19

B

E

6.5k

6.5k

R C.G

C.18 C.19

E

9.5k (2nd) 15k (3rd)

9.5k (2nd) 15k (3rd)

R C.G

C.18 C.19

B 10k

10k

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

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

Phase

ARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT

321 4 5 6 7 8 9 10

KEYPLAN N

10360 Ellison Circle Omaha, NE 68134 Phone: 402.991.5520 www.specializedeng.com

SES Project :

A/E:

A u to d e s k D o c s /2

N a s h v il le

E H

R M

/6

-2

-7

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.2

.r v t

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SI004

LOAD MAPS AND DESIGN DATA EHRM INFRASTRUCTURE

UPGRADES DESIGN

1310 24th AVE S, NASHVILLE, TN 37212

626-22-700

Approver

02/16/2024 MAV ADK

100% FINAL BID

DOCUMENTS

FULLY SPRINKLERED

GUIDON

1221 N. PENNSYLVANIA STREET

INDIANAPOLIS, IN 46202

317.800.6388

DESIGN DATA

THE BUILDING STRUCTURE HAS BEEN DESIGNED IN ACCORDANCE WITH THE 2021 INTERNATIONAL BUILDING CODE AND ASCE 7-22.

SEE LOAD MAPS FOR FLOOR LOADING CRITERIA.

SNOW LOAD DESIGN DATA

1. GROUND SNOW LOAD (PG) = 25 PSF

2. LOW-SLOPE ROOF SNOW LOAD (PF) = 28 PSF

3. SNOW EXPOSURE FACTOR (CE) = 1.0

4. THERMAL FACTOR (CT) = 1.0

WIND LOAD DESIGN DATA

1. BASIC WIND SPEED (3-SECOND GUST) = 120 MPH

2. WIND EXPOSURE = C

3. WIND DESIGN PRESSURE (P) = VARIES WITH HEIGHT AND LOCATION

EARTHQUAKE DESIGN DATA

1. SHORT PERIOD SPECTRAL RESPONSE (SS) = 0.47

2. 1-SECOND SPECTRAL RESPONSE (S1) = 0.17

3. SEISMIC IMPORTANCE FACTOR (IE) = 1.5

4. OCCUPANCY CATEGORY = IV

5. SEISMIC DESIGN CATEGORY =D

6. SITE CLASSIFICATION = D (ASSUMED)

7. SHORT PERIOD SPECTRAL RESPONSE COEFFICIENT (SDS) = 0.36

8. 1-SECOND SPECTRAL RESPONSE COEFFICIENT (SD1) = 0.23

9. BASIC STRUCTURAL SYSTEM / SEISMIC RESISTING SYSTEM: SPECIAL STEEL MOMENT FRAMES AND SPECIALLY REINFORCED

MASONRY WALLS

10. ANALYSIS PROCEDURE UTILIZED = EQUIVALENT LATERAL FORCE PROCEDURE

11. RESPONSE MODIFICATION COEFFICIENT (R) = 5 1/2 (STEEL MOMENT FRAMES) AND 5 (MASONRY WALLS)

12. SEISMIC RESPONSE COEFFICIENT (CS) = 0.122 (STEEL MOMENT FRAMES) AND 0.134 (MASONRY WALLS)

SCALE: 1/8" = 1'-0"SI004

1 MCR FLOOR LOAD PLAN

SCALE: 1/8" = 1'-0"SI004

2 MCR ROOF LOAD PLAN

SCALE: 1/8" = 1'-0"SI004

4 TELECOMMUNICATION ROOM 1ST FLOOR LOAD PLAN

SCALE: 1/8" = 1'-0"SI004

5 TELECOMMUNICATION ROOM 2ND AND 3RD FLOOR LOAD PLAN

SCALE: 1/8" = 1'-0"SI004

6 TELECOMMUNICATION ROOM ROOF LOAD PLAN

NN

NNN

Revisions: Date:

0' 8' 16'4' 32'

J

H

G

10 11 12 13

EXISTING 10" CONCRETE ROOF SLAB

NEW STEEL MCR COLUMNS, TYP

8" THICK DROP CAP BELOW

EXISTING CONCRETE

COLUMN BELOW

T Y

P 8"

TYP

8"

EXISTING WALL.

SEE ARCH

DRAWINGS

SF501

SF501

SF501

OPP HAND

9" 9"

J

H

G

10 11 12 13

W10X49

W

X

(1 6)

W

X

(1 6)

W

X

(1 6)

W

X

(1 6)

W

X

(1 6)

W

X

(1 6)

W10X39 (16)

W

X

(1 6)

W

X

(1 6)

W

X

(1 6)

W

X

(1 6)

W

X

(1 6)

W

X

(1 6)

W10X39 (4)

W10X39 (16)

W

X

(6

W

X

(6

W

X

(6

W10X39 (10)

W

X

(6

W

X

(6

W

X

(6

W

X

(1 6)

W10X39 (10)

W

X

(1 6)

W

X

(1 6)

W

X

(1 6)

W

X

(1 6)

W10X49

W

X

(1 6)

W

X

(1 6)

W10X39 (16)

W

X

(1 6)

W

X

(1 6)

W

X

(1 6)

W10X39 (16)C1 C1 C1 C1

C1 C1 C1 C1

C1C1

C1

C1

4' - 8 1/2" 20' - 1" 20' - 1" 20' - 2"

65' - 0 1/2"

0"

7'

/4

/4

W10X39

W10X39

W

X

W

X

W10X39

W

X

W

X

E O

D

1'

/8

E O

D 1'

/8

EOD

4 5/8"

E O

D

5/

8"

E O

D

5/

8"

EOD

1' - 1 3/8"

EXISTING

CONCRETE

COLUMN

SF501

SF501

SF501

SF501

SF501

SF501

1" / 12"

16' - 10 3/4"

8'

/4

3/

4"

7'

18' - 0 1/4"

NOTES:

1. CONTRACTOR TO FIELD VERIFY ALL DIMENSIONS AND ELEVATIONS RELATED TO EXISTING STRUCTURE

2. TOP OF EXISTING 2ND FLOOR ROOF STRUCTURE ELEVATION ASSUMED = 126'-6"

3. T/STEEL = 127'-8"

4. DENOTES MOMENT CONNECTION. CONTRACTOR TO PROVIDE CONNECTIONS DESIGN FOR LRFD FACTORED SHEAR AND MOMENT REACTIONS SHOWN ON PLAN

V k

V k

V k

V

4k V

4k

V

4k

V

4k V

4k

V k

V k

V k

V k

V k

V k

V k

V k

V k

V=8k M=37k-ft

V=20k M=75k-ft

V=16k M=63k-ft

V=36k M=129k-ft

V=29k M=91k-ft

V=26k M=95k-ft

V=21k M=70k-ft

V

5k M

=1 6k

-f t

V

7k M

=3 0k

-f t

V

5k M

=1 6k

-f t

V

8k M

=3 4k

-f t

V

9k M

=2 0k

-f t

V k

M =4

9k -f t

V

9k M

=2 1k

-f t

V k

M =5

9k -f t

V=18k M=64k-ft

V=33k M=103k-ft

V=33k M=115k-ft

V=23k M=87k-ft

V=19k M=59k-ft

V

7k V

7k

V=14k M=66k-ftV

8k

V

8k

V=15k M=71k-ft

V= 5k V= 5k V= 8k V= 8k

V

4k

V =1

7k M

=1 k-ft

V =1

3k M

=8 2k

-f t V=23k

M=72k-ft

V

5k M

=1 8k

-f t

V

7k M

=3 2k

-f t

V

6k M

=2 2k

-f t

V k

M =3

9k -f t

V

8k M

=3 4k

-f t

V

5k M

=1 7k

-f t

V

6k M

=2 1k

-f t

V k

M =5

0k -f t

V k

V k

V k

V k

V k

V k

V k

V k

V k

V k

V k

V k

V

4k

V

4k

V

4k

V

4k V

4kV

4k

V =1

3k M

=8 5k

-f t

V =1

5k M

=9 2k

-f t

V= 8k V= 8k

0' - 9 1/2"

(4) EQUAL SPACES (4) EQUAL SPACES

EOD

5 11/16"

5 11/16" EOD

9" 9"

J

H

G

10 11 12 13

W14X26

W14X26

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W14X26

W14X26

W

X

W

X

W16X57

W

X

W

X

W14X26

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W14X26 W14X26

W

X

W

X

W

X

W14X26W14X26

W

X

W

X

W

X

W14X26

W14X26

W

X

W

X

W

X

W14X26

C1 C1 C1 C1

C1C1 C1C1

C1 C1 C1 C1

4' - 8 1/2" 19' - 4" 9" 9"

19' - 4" 20' - 2"

65' - 0 1/2"

/8

7'

/8

0"

7'

/4

/4

W14X26

W14X26

W

X

W

X

W

X

W

X

NOTES:

1. CONTRACTOR TO FIELD VERIFY ALL DIMENSIONS AND ELEVATIONS RELATED TO EXISTING STRUCTURE

2. EXISTING ROOF STRUCTURE ELEVATION ASSUMED = 126'-6"

3. SEE PLAN FOR STEEL ELEVATIONS

4. DENOTES MOMENT CONNECTION. CONTRACTOR TO PROVIDE CONNECTIONS DESIGN FOR LRFD FACTORED

REACTIONS SHOWN ON PLAN. SHEAR CONNECTIONS TO BE DESIGNED FOR LRFD FACTORED LOAD OF 5 KIPS UNO.

E O

D

1'

E O

D

1'

EOD

4 5/8"

E O

D

5/

8"

E O

D

5/

8"

EXISTING CONCRETE COLUMN. DEMO

EXISTING FACADE AS REQUIRED FOR

CONNECTION INSTALLATION. SEE

ARCHITECTURE DRAWINGS FOR FINISHING

DETAIL

SF502

SF502

SF501

SF502

SF501

SF501

SF501

EOD

1' - 1 3/8"

EOD

1' - 1 3/8"

E O

D

5/ 8"

E O

D

3/

4"

18' - 10"

(3) EQUAL SPACES

1' - 0"

1' - 4"

(4) EQUAL SPACES(4) EQUAL SPACES

V=5k M=41k-ft

V

5k M

=1 4k

-f t

V=5k M=12k-ft

V=5k M=25k-ft

V=7k M=50k-ft

V=5k M=30k-ft

V=7k M=50k-ft

V=6k M=27k-ft

V

5k M

=1 7k

-f t

V

5k M

=1 9k

-f t

V

5k M

=2 1k

-f t

V

5k M

=1 2k

-f t

V

5k M

=2 4k

-f t

V

5k M

=1 7k

-f t

V

5k M

=2 4k

-f t

V=5k M=24k-ft

V=5k M=24k-ft

V

6k M

=3 2k

-f t

V

5k M

=2 6k

-f t

V

5k M

=2 6k

-f t

V

5k M

=2 8k

-f t

V=5k M=26k-ft

V=5k M=32k-ft

V=5k M=40k-ft

V=5k M=40k-ft

V=6k M=35k-ft

V=6k M=31k-ft

V=6k M=36k-ft

V=6k M=31k-ft

V

5k M

=1 0k

-f t

V

5k M

=2 3k

-f t

V

5k M

=2 2k

-f t

V

5k M

=2 8k

-f t

V

5k M

=2 5k

-f t

V

8k M

=3 3k

-f t

V

5k M

=2 0k

-f t

V

5k M

=2 6k

-f t

6'

2'

C O

O R

D

IN

A T

E W

/ A R

C H

6'

COORDINATE W/ ARCH

12' - 11 3/4"

E O

D

1/

2"

E O

D

1/ 2"

1' - 0"

EOD

10 1/2"

EOD

2 1/2"

W

X

W

X

W14X26

W14X26

W

X

T /S

T E

E L

3' -1

1/

2"

T /S

T E

E L

3' -1

1/

2"

T /S

T E

E L

8' -1

1/

2"

T /S

T E

E L

3' -1

1/

2"

EOD

2 1/8"

EOD

2 1/8"

T /S

T E

E L

8' -1

1/

2"

T /S

T E

E L

8' -1

1/

2"

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

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

Phase

ARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT

321 4 5 6 7 8 9 10

10360 Ellison Circle Omaha, NE 68134 Phone: 402.991.5520 www.specializedeng.com

SES Project :

A/E:

A u to d e s k D o c s /2

N a s h v il le

E H

R M

/6

-2

-7

.S tr u

.2

.r v t

/1

/2

:2

:4

P

M

SF101

MCR FRAMING PLANS EHRM INFRASTRUCTURE

UPGRADES DESIGN

1310 24th AVE S, NASHVILLE, TN 37212

626-22-700

02/16/2024 LKL ADK

100% FINAL BID

DOCUMENTS

FULLY SPRINKLERED

GUIDON

1221 N. PENNSYLVANIA STREET

INDIANAPOLIS, IN 46202

317.800.6388

COLUMN SCHEDULE

TYPE SIZE

C1 W16X77

NOTES:

1. CONTRACTOR TO FIELD VERIFY ALL DIMENSIONS AND ELEVATIONS RELATED TO EXISTING STRUCTURE

2. EXISTING ROOF STRUCTURE ELEVATION ASSUMED = 128'-0"

3. REFER TO OVERALL FLOOR

N

N

N

SCALE: 3/32" = 1'-0"SF101

1 EXISITNG ROOF PLAN

SCALE: 3/16" = 1'-0"SF101

2 MCR FLOOR FRAMING PLAN

SCALE: 3/16" = 1'-0"SF101

3 MCR ROOF FRAMING PLAN

Revisions: Date:

04' 4' 8'

N

0 8' 16'4'

C.G1 P

R

C.G

C.18 C.19

M10

M

M

M10

M

9'

5" 11' - 11 13/16"

2"

SF502

5" NW SLAB ON

GRADE W/ WWF

SF502

SF502 12

SF502

SIM

5" NW SLAB ON

GRADE W/ WWF

2'-0" THICK MAT

SLAB ON

MICROPILES

SIM

MICROPILES BY CONTRACTOR

HIRED THIRD-PARTY DESIGNER.

NUMBER OF PILES, SIZE, AND

LOCATION TO BE DETERMINED

BY PILE DESIGNER

PROVIDE 1" JOINT BEWTEEN

NEW SLAB AND EXISTING WALL.

C.G1 P

R

C.G

C.18 C.19

11' - 11 13/16"5"

1' - 0" (2) EQ SPACES 1' - 0"

9'

(2 ) E

Q S

P A

C E

S 1'

W

X

W

X

W

X

W12X22

W12X22

W12X22

M

M

M10

M

M10

SF502

SF502

SF502

SF502

SF502

1'

4" E

O D

R

C.G

C.18 C.19

1'

(2 ) E

Q S

P A

C E

S 1'

M10

M

M

W12X22

W12X22

W12X22

2 11/16" 12' - 2 1/8"

SF502

SF502

SF502

4" E

O D

R

C.G

C.18 C.19

1'

(2 ) E

Q S

P A

C E

S

1'

"M10

M

M

W12X22

W12X22

W12X22

2 11/16"

12' - 2 1/8"

SF502

SF502

SIM

SF502

E O

D 4"

SIM

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

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

Phase

ARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT

321 4 5 6 7 8 9 10

10360 Ellison Circle Omaha, NE 68134 Phone: 402.991.5520 www.specializedeng.com

SES Project :

A/E:

A u to d e s k D o c s /2

N a s h v il le

E H

R M

/6

-2

-7

.S tr u

.2

.r v t

/1

/2

:2

:4

P

M

SF102

TR ROOM FRAMING PLANS EHRM INFRASTRUCTURE

UPGRADES DESIGN

1310 24th AVE S, NASHVILLE, TN 37212

626-22-700

02/16/2024 LKL ADK

100% FINAL BID

DOCUMENTS

FULLY SPRINKLERED

GUIDON

1221 N. PENNSYLVANIA STREET

INDIANAPOLIS, IN 46202

317.800.6388

NOTES:

1. CONTRACTOR TO FIELD VERIFY ALL DIMENSIONS AND ELEVATIONS RELATED TO EXISTING STRUCTURE

2. EXISTING 4TH FLOOR FINISH FLOOR ELEVATION ASSUMED = 154'-6". CONTRACTOR TO FIELD VERIFY EXISTING ELEVATIONS AND MATCH EXISTING ELEVATIONS

3. T/STEEL = 154'-4 1/2"

NOTES:

1. CONTRACTOR TO FIELD VERIFY ALL DIMENSIONS AND ELEVATIONS RELATED TO EXISTING STRUCTURE

2. EXISTING 2ND FLOOR FINISH FLOOR ELEVATION ASSUMED = 126'-6". EXISTING 3RD FLOOR FINISH FLOOR ELEVATION

ASSUMED = 140'-6". CONTRACTOR TO FIELD VERIFY EXISTING ELEVATIONS AND MATCH EXISTING ELEVATIONS

3. T/STEEL (2ND FLOOR) = 126'-2". T/STEEL (3RD FLOOR) = 140'-2"

NOTES:

1. CONTRACTOR TO FIELD VERIFY ALL DIMENSIONS AND ELEVATIONS RELATED TO EXISTING STRUCTURE

2. EXISTING 1ST FLOOR FINISH FLOOR ELEVATION ASSUMED = 113'-8". CONTRACTOR TO FIELD VERIFY EXISTING ELEVATIONS AND MATCH EXISTING ELEVATIONS

3. T/STEEL = 113'-4"

NOTES:

1. CONTRACTOR TO FIELD VERIFY ALL DIMENSIONS AND ELEVATIONS RELATED TO EXISTING STRUCTURE

2. EXISTING GROUND FLOOR FINISH ELEVATION = 100'-0". CONTRACTOR TO FIELD VERIFY EXISTING ELEVATIONS AND MATCH EXISTING ELEVATIONS

3. T/SLABS = 100'-0"

4. T/MAT FOOTING = 98'-8"

5. MICROPILES DESIGN AND LAYOUT TO BE DELEGATED DESIGN BY CONTRACTOR

Revisions: Date:

SCALE: 1/4" = 1'-0"SF102

1 TELECOMMUNICATION ROOM FOUNDATION PLAN

SCALE: 1/4" = 1'-0"SF102

2 TELECOMMUNICATION 1ST FLOOR FRAMING PLAN

SCALE: 1/4" = 1'-0"SF102

3 2ND AND 3RD FLOOR TELECOMMUNICATION ROOM FRAMING PLAN

SCALE: 1/4" = 1'-0"SF102

4 TELECOMMUNICATION ROOM ROOF PLAN

NN

NN

0 4' 8'2'

5/8" Ø PUDDLE WELD, TYP

3 - #10 TEX SIDELAP FASTENERS

EACH JOIST SPACE

36/4 WELD PATTERN AT ALL SUPPORTS

WELD REQUIRED AT ALL

SIDELAP SUPPORT POINTS

NOTE: WELD THROUGH MULTIPLE SHEETS AT ALL END AND SIDE

LAPS END LAPS SHALL OCCUR ONLY AT SUPPORT POINTS

1 1/2" WIDE RIB, 22 GAGE METAL ROOF

DECK - MINIMUM THREE SPAN CONDITION.

S E E P

LA

N

S E E P

LA

N

S E E P

LA

N

S H E E T W

ID

T H

CL

CL

STEEL COLUMN PER

PLAN OR SCHEDULE w/ CAP PL 1 x COL. SIZE

M

M TEST/

INSPECTSTANDARD AISC

SHEAR CONNECTION

FITTED STIFF PL 1/4

EACH SIDE OF WEB

PROVIDE MOMENT

CONNECTION WHERE

REFERENCED ON PLAN

NOTE: BEAM OR JOIST

FRAMING INTO WEB OF

COLUMN NOT SHOWN

FOR CLARITY

STIFFENER PLATE

1/4" EACH SIDE OF

WEB TOP & BOTTOM

STIFFENER PLATE 1/4" EACH

SIDE OF WEB TOP & BOTTOM

STEEL COLUMN PER

PLAN OR SCHEDULE

STEEL COLUMN PER

PLAN OR SCHEDULE

TEST/

INSPECT

T/STEEL

PER PLAN

BEAM PER PLAN, TYP

BEAM PER PLAN, TYP

BEAM PER PLAN

T/STEEL

PER PLAN

3" 6 1/2" 7" 6 1/2" 3"

3"

1/ 2"

7"

1/ 2"

3"

1' - 1"1' - 1"

1'

1'

2' - 2"

2'

5/16

3/4" GALVANIZED STEEL PLATE W/ (16) 1 1/4" DIA

ANCHORS. PROVIDE OVERSIZED HOLES AS REQUIRED

TO AVOID REBAR CONFLICTS. ANCHORS TO BE HIT-

HY200 V3 + HAS B ROD ASTM F1554 GR 105 OR

APPROVED EQUAL. MIN EMBED 6" INTO EXISTING

CONCRETE. CONTRACTOR TO X-RAY EXISTING SLAB

PRIOR TO PLACEMENT OF ANCHORS.

3/4" GALVANIZED STEEL PLATE W/ (16) 1 1/4" DIA

ANCHORS. PROVIDE OVERSIZED HOLES AS REQUIRED

TO AVOID REBAR CONFLICTS. ANCHORS TO BE HIT-

HY200 V3 + HAS B ROD ASTM F1554 GR 105 OR

APPROVED EQUAL. MIN EMBED 6" INTO EXISTING

CONCRETE. CONTRACTOR TO X-RAY EXISTING SLAB

PRIOR TO PLACEMENT OF ANCHORS.

5/16

3" 6 1/2" 7" 6 1/2" 3"

1' - 8" 6"

2' - 2"

3"

1/ 2"

7"

1/ 2"

3"

1'

1'

2'

PER PLAN

BEAM PER PLAN

EXISTING CONCRETE

ROOF PER PLAN

COMPOSITE SLAB PER PLAN

STEEL COLUMN PER PLAN

EXISTING

CONCRETE COLUMN

AND DROP CAP

3/8" BENT

CLOSURE PLATE

T/STEEL

PER PLAN

STANDARD AISC SHEAR

CONNECTION

STIFFENER PLATES, SEE

TYPICAL MOMENT CONNECITON

5/16 3-12

EXPANDED POLYSTYRENE

FOAM FILL. MINIMUM DENSITY

0.7 LBS/CUBIC FEET

PER PLAN

CONCRETE SLAB PER PLAN

EXISTING CONCRETE COLUMN

T/STEEL

PER PLAN

COMPOSITE SLAB PER PLAN

STANDARD AISC SHEAR CONNECTION

STEEL COLUMN PER PLAN

BEAM PER PLAN

EXISTING CONCRETE

COLUMN AND DROP CAP

EXISTING CONCRETE ROOF SLAB

#4 BENT BARS @ 12" OC

STIFFENER PLATES, SEE

TYPICAL MOMENT CONNECTION

MIN, TYP

1' - 6"

3"

3' - 11 1/4"

CHIP OUT EXISTING CONCRETE AND

POUR WITH NEW SLAB ON GEOFOAM.

EXISTING REBAR TO REMAIN IN

PLACE

T/STEEL

PER PLAN

STANDARD AISC SHEAR TAB,TYP

COMPOSITE SLAB PER PLAN

COMPOSITE SLAB PER PLAN

STEEL COLUMN PER PLAN

PER PLANPER PLAN

EXISTING CONCRETE

ROOF SLAB

FV

EXISTING CONCRETE

COLUMN AND DROP CAP

STIFFENER PLATE ON

INTERIOR OF COLUMN

FLANGES. SEE TYPICAL

MOMENT CONNECTION DETAIL

BEAM PER PLAN

3/8" BENT CLOSURE PLATE, TYP

5/16 3-12

TYP

PER PLAN, TYP

BEAM PER PLAN

EXISTING CONCRETE

ROOF PER PLAN

COMPOSITE SLAB PER PLAN

3/8" BENT CLOSURE

PLATE

STANDARD AISC SHEAR

CONNECTION

5/16 3-12

T/STEEL

PER PLAN

PER PLAN

STANDARD AISC SHEAR

CONNECTION, TYP

STEEL COLUMN PER PLAN

COMPOSITE SLAB PER PLAN

STIFFENER PLATES, SEE

TYPICAL MOMENT CONNECITON

EXISTING CONCRETE

COLUMN AND DROP CAP

EXISTING CONCRETE ROOF SLAB

BEAM PER PLAN, TYP

T/STEEL

PER PLAN

PER PLAN

3/8" BENT CLOSURE

PLATE

5/16 3-12

PER PLAN12

3/8" BENT

CLOSURE PLATE

5/16 3-12

BEAM PER PLAN

STEEL COLUMN PER PLAN

STANDARD AISC SHEAR

CONNECTION, TYP

METAL ROOF DECK PER PLAN

STIFFENER PLATES, SEE

TYPICAL MOMENT CONNECITON

T/STEEL

PER PLAN

PER PLAN

4"

T/STEEL

PER PLAN

METAL DECK PER PLAN

BEAM PER PLAN

STANDARD AISC

SHEAR CONNECTION

PER PLAN

3/8" DECK

CLOSURE PLATE

T/STEEL

PER PLAN

METAL DECK PER PLAN

BEAM PER PLANSTANDARD AISC

SHEAR CONNECTION

PER PLAN

PER PLAN STIFFENER PLATES, SEE

TYPICAL MOMENT CONNECITON

STEEL COLUMN PER PLAN

3/8" BENT

CLOSURE PLATE

5/16 3-12

G

PER PLAN PER PLAN

PER PLAN

METAL…