Drawing Vol 1-4 Structural 614-700-SF-20231011.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.

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

B1A-6 B1A-7

B1A-G

B1A-G.5

B1A-6 B1A-7

B1A-G

B1A-G.5

B

C

B7-12

B7-R

D

B7-12

B7-R

FLOOR LOAD SCHEDULE

A

B

TYP FLOOR 5 NOTE 1

ROOF 5

- 100 (NR) 0

C TYP FLOOR 5 150 (NR)

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

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.

D ROOF 5 20NOTE 1 -- --

35 BALANCED

MISCELLANEOUS SYMBOLS

NORTH ARROW

GRIDLINES

EARTH

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

22 GA. 2" COMPOSITE DECK W/

3 1/4" LW CONCRETE AND WWF

6X6-W1.4XW1.4

DIRECTION OF SPAN

CONCRETE WASH

20 GA. 1 1/2" ROOF DECK

DIRECTION OF SPAN

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 : 22122

1221 N. Pennsylvania St.

Indianapolis, IN 46202 Phone: 317.800.6388 www.guidondesign.com

GD Project : 22.3101

35% SCHEMATIC DESIGN 10/31/2022

65% DESIGN DEVELOPMENT 05/03/2023

95% CONSTRUCTION DOCUMENTS 08/16/2023

100% FINAL BID DOCUMENTS 09/27/2023

100% FINAL STAMPED BID DOCUMENTS 10/11/2023

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STRUCTURAL ABBREVIATIONS,

SYMBOLS, AND SCHEDULES

VA Memphis EHRM Infrastructure

MEMPHIS, TN

614-22-700

10/11/2023 MAV ADK

100% FINAL STAMPED

BID DOCUMENTS

FULLY SPRINKLERED

STRUCTURAL ABBREVIATIONS

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 LABRATORY

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

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 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

J/BRG JOIST BEARING

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) = 35 PSF

2. LOW-SLOPE ROOF SNOW LOAD (PF) = 30 PSF

3. SNOW EXPOSURE FACTOR (CE) = 1.0

4. THERMAL FACTOR (CT) = 1.0

5. SNOW LOAD IMPORTANCE FACTOR (IS) = 1.5

WIND LOAD DESIGN DATA

FOR BUILDING 1A

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

2. WIND EXPOSURE = C

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

FOR BUILDING 7C AND 7E

1. WIND LOAD = 5 PSF

EARTHQUAKE DESIGN DATA

1. SHORT PERIOD SPECTRAL RESPONSE (SS) = 1.30

2. 1-SECOND SPECTRAL RESPONSE (S1) = 0.35

3. SEISMIC IMPORTANCE FACTOR (IE) = 1.50

4. RISK CATEGORY = IV

5. SEISMIC DESIGN CATEGORY = D

6. SITE CLASSIFICATION = D

7. SHORT PERIOD SPECTRAL RESPONSE COEFFICIENT (SDS) = 0.74

8. 1-SECOND SPECTRAL RESPONSE COEFFICIENT (SD1) = 0.47

9. ANALYSIS PROCEDURE UTILIZED = EQUIVALENT LATERAL FORCE PROCEDURE

SCALE: 1/8" = 1'-0"SI001

4 BUILDING 1A LEVEL 3, 4, & 5 LOAD MAP

SCALE: 1/8" = 1'-0"SI001

5 BUILDING 1A ROOF LOAD MAP

SCALE: 1/4" = 1'-0"SI001

6 BUILDING 7C AND 7E LEVEL 1 AND 2 LOAD MAP

SCALE: 1/4" = 1'-0"SI001

7 BUILDING 7C AND 7E ROOF LOAD MAP

A

NN

N

N

0' 8' 16'4' 0' 8' 16'4'

0' 8' 16'4' 0' 8' 16'4'

Revisions: Date:

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 : 22122

1221 N. Pennsylvania St.

Indianapolis, IN 46202 Phone: 317.800.6388 www.guidondesign.com

GD Project : 22.3101

35% SCHEMATIC DESIGN 10/31/2022

65% DESIGN DEVELOPMENT 05/03/2023

95% CONSTRUCTION DOCUMENTS 08/16/2023

100% FINAL BID DOCUMENTS 09/27/2023

100% FINAL STAMPED BID DOCUMENTS 10/11/2023

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STRUCTURAL GENERAL NOTES VA Memphis EHRM Infrastructure

MEMPHIS, TN

614-22-700

10/11/2023 MAV ADK

100% FINAL STAMPED

BID DOCUMENTS

FULLY SPRINKLERED

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 CONCRETEOTHER 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

5. PRECAST CONCRETE COMPONENTS (PRECAST LINTELS, ARCHITECTURAL PRECAST)

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. FIBER REINFORCEMENT FOR CONCRETE

2. CONCRETE REINFORCEMENT

3. DIAMOND PLATE DOWELS FOR SLABS ON GRADE

4. CONCRETE CURING COMPOUND

5. CONCRETE JOINT SEALANT

6. WATER STOPS

7. MASONRY JOINT REINFORCEMENT

8. EXPANSION ANCHORS

9. ADHESIVE ANCHORS

10. NON-SHRINK GROUT

11. COLD FORMED METAL STUDS (EXTERIOR ONLY)

FOUNDATIONS

FOUNDATIONS HAVE BEEN DESIGNED BASED ON ASSUMED ALLOWABLE CAPACITIES OF 1500 PSF. 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.

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.

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

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.

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).

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 2,000 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 C.

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.

RENOVATION (EXISTING CONDITIONS)

INFORMATION SHOWN FOR THE EXISTING STRUCTURE ON THESE DRAWINGS WAS TAKEN FROM DRAWINGS THAT WERE PREPARED FOR THE WAR DEPARTMENT, ENTITLED SEISMIC MODERNIZATION - PHASE ONE, DATED JUNE 23, 1995, AND 120 BED S.C.I UNIT, DATED 4-1-83.

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.

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Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

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1221 N. Pennsylvania St.

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GD Project : 22.3101

5BW

35% SCHEMATIC DESIGN 10/31/2022

65% DESIGN DEVELOPMENT 05/03/2023

95% CONSTRUCTION DOCUMENTS 08/16/2023

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VA FORM 08 - 6231

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Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

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Indianapolis, IN 46202 Phone: 317.800.6388 www.guidondesign.com

GD Project : 22.3101

5BW

35% SCHEMATIC DESIGN 10/31/2022

65% DESIGN DEVELOPMENT 05/03/2023

95% CONSTRUCTION DOCUMENTS 08/16/2023

100% FINAL BID DOCUMENTS 09/27/2023

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BID DOCUMENTS

FULLY SPRINKLERED

SCALE: 1/16" = 1'-0"B07-SF101

1 BUILDING 7 OVERALL PLAN

N

0' 20' 40' 80'

B7-1

B7-2 B7-3 B7-4

B7-Q

B7-R

B7-U

B1A-M

B1A-L B1A-K.9

B1A-K.1 B1A-K

B1A-J.9

B1A-J.1 B1A-J

B1A-H.9

B1A-H.2 B1A-H

B1A-G.9

B1A-H.3

B1A-G3

B1A-G2 B1A-G

B1A-F

B1A-E

B1A-E.8

B1A-E.9

B1A-D.9

B1A-E.2

B1A-D B1A-C.9

B1A-D.2

B1A-C B1A-B.9

B1A-C.2

B1A-A

B1A-B B1A-B.2

B1A-9.5 B1A-10 B1A-11 B1A-12B1A-11.5

M

L

K

J

H

G

F

N

P P1P2

P4 P5

Q

R

S

T

U

U.7

V

18.818.417.517.116.215.915.31514.914

17 18 19

13121110

14.113.112.811.911.110.69.89.2 9.79.3

8.37.97.16. 25 .84.94.13.62.71.91.30.70.3

G

P

P5

SF104

SF104

SF104

LEVEL 2 FRAMING PLAN

LEVEL 1 FRAMING PLAN

GROUND LEVEL, LEVEL 1 AND 2 FRAMING 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

KEYPLAN N

AW

BW

CW CE

BE

AE

7C

7D 7E

7B

7A

GF

E D

J

5A

5BE

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

SES Project : 22122

1221 N. Pennsylvania St.

Indianapolis, IN 46202 Phone: 317.800.6388 www.guidondesign.com

GD Project : 22.3101

5BW

35% SCHEMATIC DESIGN 10/31/2022

65% DESIGN DEVELOPMENT 05/03/2023

95% CONSTRUCTION DOCUMENTS 08/16/2023

100% FINAL BID DOCUMENTS 09/27/2023

100% FINAL STAMPED BID DOCUMENTS 10/11/2023

B

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M

B01-SF102

BUILDING 1 OVERALL FLOOR PLAN VA Memphis EHRM Infrastructure

MEMPHIS, TN

614-22-700

10/11/2023 MAV ADK

100% FINAL STAMPED

BID DOCUMENTS

FULLY SPRINKLERED

SCALE: 1/16" = 1'-0"B01-SF102

1 BUILDING 1 OVERALL PLAN

0' 20' 40' 80'

N

B1A-6 B1A-7

B1A-G

B1A-G.5

B1A-H

B1A-F

B1A-5 B1A-8

NEW W10X26 COLUMN

EXISTING BEAMS, TYP

25' - 7" 10' - 0" 25' - 7"

61' - 2"

/2

/2

NOTES:

1. CONTRACTOR TO FIELD VERIFY ALL DIMENSIONS RELATED TO THE EXISTING STRUCTURE.

2. EXISTING 3 1/4" CONCRETE ON 2" METAL DECK NOT SHOWN FOR CLARITY.

3. EXISTING LEVEL 2 FINISH ELEVATION IS ASSUMED 277.67'

SF502

E X

W

X

E X

W

X

E X

W

X

E X

W

X

E X

W

X

E X

W

X

EX. W18X106

EX. W18X106

EX. W12X19

SF502

Sim

B1A-6 B1A-7

B1A-G

SF502

B1A-G.5

/2

W16X31

W

X

W

X

W

X

SF502

B1A-H

B1A-F

B1A-5 B1A-8

25' - 7" 10' - 0" 25' - 7"

EXISTING COLUMN, TYP

EXISTING SLAB

SF502

NOTES:

1. CONTRACTOR TO FIELD VERIFY ALL DIMENSIONS RELATED TO THE EXISTING STRUCTURE.

2. EXISTING LEVEL 3 FINISH ELEVATION IS ASSUMED 291.33'. LEVEL 4 = 305.83', AND LEVEL 5 = 320.33' .

3. T/STEEL AS FOLLOWS, LEVEL 3 = 290.89', LEVEL 4= 305.39', LEVEL 5 = 319.89'

4. NEW SLAB TO MATCH THE THICKNESS AND FINISH LEVEL OF THE EXISTING SLAB.

SF502

1'

3 1/8" 3 1/8"

F V

1'

/2

NEW W10X26 COLUMN

NEW W10X26 COLUMN

EODEOD

E O

D

B1A-6 B1A-7

B1A-G

B1A-G.5 W16X31

W

X

W

X

W

X

/2

B1A-H

B1A-F

B1A-5 B1A-8

25' - 7" 10' - 0" 25' - 7"

NOTES:

1. CONTRACTOR TO FIELD VERIFY ALL DIMENSIONS RELATED TO THE EXISTING STRUCTURE.

2. EXISTING LEVEL 6 FINISH ELEVATION IS ASSUMED 336.33'.

3. T/STEEL = 335.89'

4. NEW SLAB TO MATCH THE THICKNESS AND FINISH LEVEL OF THE EXISTING SLAB.

SF502

SIM

SF502

SIM

SF502

SF502

SIM

SIM

1'

F V

1'

/2 " 3 1/8"

3 1/8"

NEW W10X26 COLUMN

NEW W10X26 COLUMN

EOD

EOD

E O

D

B7-12

B7-R

11' - 10"

4" GAP

NOTES:

1. CONTRACTOR TO FIELD VERIFY ALL DIMENSIONS RELATED TO THE EXISTING STRUCTURE.

2. EXISTING GROUND FLOOR FINISH ELEVATION IS ASSUMED 249'-0" AND PILE CAP ELEVATION IS

ASSUMED 240'-8".

3. EXISTING STRUCTURAL CONCRETE JOISTS NOT SHOWN FOR CLARITY.

SF501

M W

SF502

MW10

M W

SF502

SIM

WALL FOOTING

1"

4" G

A P

SF502

B7-12

B7-R

11' - 10" 4"

NOTES:

1. CONTRACTOR TO FIELD VERIFY ALL DIMENSIONS RELATED TO THE EXISTING STRUCTURE.

2. EXISTING LEVEL 1 FINISH ELEVATION IS ASSUMED 264'-0" AND LEVEL 2 ELEVATION IS ASSUMED 277'-8".

3. T/STEEL FOR LEVEL 1 = 263'-6 3/4", T/STEEL FOR LEVEL 2 = 277'-2 3/4".

W12X14

W12X14

(2

E Q

S P

A C

IN

G

W12X14

1'

EXISTING CMU WALL

M W

M W

MW10

SF501

SF501

SF502

SIM

SIM

SIM

1'

1"

4" G

A P

B7-12

B7-R

SF502

11' - 10"

11' - 10"

4" GAP

W12X14

W12X14

NOTES:

1. CONTRACTOR TO FIELD VERIFY ALL DIMENSIONS RELATED TO THE EXISTING STRUCTURE.

2. EXISTING LEVEL 3 FINISH ELEVATION IS ASSUMED 291'-4".

3. T/STEEL = 291'-2 1/2" = T/WALL

(2

E Q

S P

A C

IN

G

M W

MW10

M W

1'

W12X14

SF501

SF501

SF502

SIM

SIM

1"

4" G

A P

1'

B7-19

B7-Q

4" GAP

11' - 10"

NOTES:

1. CONTRACTOR TO FIELD VERIFY ALL DIMENSIONS RELATED TO THE EXISTING STRUCTURE.

2. EXISTING GROUND FLOOR FINISH ELEVATION IS ASSUMED 249'-0" AND TOP OF FOUNDATION

ELEVATION IS ASSUMED 240'-8".

3. EXISTING STRUCTURAL CONCRETE JOISTS NOT SHOWN FOR CLARITY.

1"

SF501

MW10

M W

M W

SF502

SF502

SIM

SIM

WALL FOOTING

4" G

A P

B7-19

B7-Q

W12X14

W12X14

SF502

4" GAP

11' - 10"

1"

NOTES:

1. CONTRACTOR TO FIELD VERIFY ALL DIMENSIONS RELATED TO THE EXISTING STRUCTURE.

2. EXISTING LEVEL 1 FINISH ELEVATION IS ASSUMED 264'-0" AND LEVEL 2 FINISH ELEVATION IS ASSUMED

277'-8".

3. T/STEEL FOR LEVEL 1 = 263'-6 3/4", T/STEEL FOR LEVEL 2 = 277'-2 3/4".

(2

E Q

S P

A C

IN

G

1'

W12X14

MW10

M W

M W

SF501

SF502

SF501

4" G

A P

1'

B7-19

B7-Q

SF502

W12X14

W12X14

11' - 10"

1"

NOTES:

1. CONTRACTOR TO FIELD VERIFY ALL DIMENSIONS RELATED TO THE EXISTING STRUCTURE.

2. EXISTING LEVEL 3 FINISH ELEVATION IS ASSUMED 291'-4".

3. T/STEEL = 291'-2 1/2" = T/WALL

4" GAP

(2

E Q

S P

A C

IN

G

1'

W12X14

M W

MW10

M W

SF502

SF501

SIM

SF501

SIM

SIM

4" G

A P

1'

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 : 22122

1221 N. Pennsylvania St.

Indianapolis, IN 46202 Phone: 317.800.6388 www.guidondesign.com

GD Project : 22.3101

35% SCHEMATIC DESIGN 10/31/2022

65% DESIGN DEVELOPMENT 05/03/2023

95% CONSTRUCTION DOCUMENTS 08/16/2023

100% FINAL BID DOCUMENTS 09/27/2023

100% FINAL STAMPED BID DOCUMENTS 10/11/2023

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:2

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M

SF103

ENLARGED PLANS VA Memphis EHRM Infrastructure

MEMPHIS, TN

614-22-700

VARIES

10/11/2023 MAV ADK

100% FINAL STAMPED

BID DOCUMENTS

FULLY SPRINKLERED

SCALE: 1/8" = 1'-0"SF103

1 BUILDING 1A LEVEL 2 FRAMING PLAN

SCALE: 1/8" = 1'-0"SF103

2 BUILDING 1A LEVEL 3, 4, & 5 FRAMING PLAN

SCALE: 1/8" = 1'-0"SF103

3 BUILDING 1A LEVEL 6 (ROOF) FRAMING PLAN

SCALE: 1/4" = 1'-0"SF103

4 BUILDING 7C FOUNDATION PLAN

SCALE: 1/4" = 1'-0"SF103

5 BUILDING 7C LEVEL 1 AND 2 FRAMING PLAN

SCALE: 1/4" = 1'-0"SF103

6 BUILDING 7C LEVEL 3 (ROOF) FRAMING PLAN

SCALE: 1/4" = 1'-0"SF103

7 BUILDING 7E FOUNDATION PLAN

SCALE: 1/4" = 1'-0"SF103

8 BUILDING 7E LEVEL 1 AND 2 FRAMING PLAN

SCALE: 1/4" = 1'-0"SF103

9 BUILDING 7E LEVEL 3 (ROOF) FRAMING PLAN

NNN

NNN

NNN

0' 4' 8' 12'2' 0' 4' 8' 12'2' 0' 4' 8' 12'2'

0' 4' 8' 12'2'0' 4' 8' 12'2'0' 4' 8' 12'2'

0' 4' 8' 12'2' 0' 4' 8' 12'2' 0' 4' 8' 12'2'

EXISTING WALL

SIM

SIM

SIM

G

EXISTING WALL

8'

/4

8' - 10"

9'

SF501

1'

1'

E Q

E Q

W12X19

W12X19

W12X19

SF502

M W

SF502

FV

F V

SF501

SIM

SIM

P4

P5

SF502

5'

4' - 0 3/4"7' - 0"

SF502

Sim

FV

F V

FV

SF502

SF502

SF502

Sim

Sim

COORDINATE DEMO OF EXISTING

WALL WITH ARCH DEMO PLANS

P4

P5

SF502

7' - 0" 4' - 0 3/4"

COORDINATE DEMO OF EXISTING

WALL WITH ARCH DEMO PLANS

SF502

SIM

5'

FV

F V

FV

SF502

SF502

SIM

SIM

SF502 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 : 22122

1221 N. Pennsylvania St.

Indianapolis, IN 46202 Phone: 317.800.6388 www.guidondesign.com

GD Project : 22.3101

35% SCHEMATIC DESIGN 10/31/2022

65% DESIGN DEVELOPMENT 05/03/2023

95% CONSTRUCTION DOCUMENTS 08/16/2023

100% FINAL BID DOCUMENTS 09/27/2023

100% FINAL STAMPED BID DOCUMENTS 10/11/2023

B

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P

M

SF104

ENLARGED PLANS VA Memphis EHRM Infrastructure

MEMPHIS, TN

614-22-700

VARIES

10/11/2023

100% FINAL STAMPED

BID DOCUMENTS

FULLY SPRINKLERED

SCALE: 1/4" = 1'-0"SF104

1 ELEVATOR GROUND LEVEL, LEVEL 2 AND 3 FRAMING PLAN

SCALE: 1/2" = 1'-0"SF104

2 BUILDING 1 LEVEL 1 FRAMING PLAN

SCALE: 1/2" = 1'-0"SF104

3 BUILDING 1 LEVEL 2 FRAMING PLAN

N

N N

0' 4' 8' 12'2'

0' 4' 8' 12'2' 0' 4' 8' 12'2'

NOTES:

1. CONTRACTOR TO FIELD VERIFY ALL DIMENSIONS RELATED TO THE EXISTING STRUCTURE.

2. EXISTING LEVEL 1 FINISH ELEVATION IS ASSUMED 264'-0" .

3. T/STEEL = 263' - 6 3/4"

4. SDL = 10 PSF, LL = 100 PSF

NOTES:

1. CONTRACTOR TO FIELD VERIFY ALL DIMENSIONS RELATED TO THE EXISTING STRUCTURE.

2. EXISTING LEVEL 2 FINISH ELEVATION IS ASSUMED 277'-8" .

3. T/STEEL = 277' - 2 3/4"

4. SDL = 10 PSF, LL = 100 PSF

NOTES:

1. CONTRACTOR TO FIELD VERIFY ALL DIMENSIONS RELATED TO THE EXISTING STRUCTURE.

2. EXISTING GROUND LEVEL FINISH ELEVATION IS ASSUMED 249'-0" LEVEL 2 FINISH ELEVATION IS

ASSUMED 277'-8" AND LEVEL 3 FINISH ELEVATION IS ASSUMED 291'-4".

3. T/STEEL FOR GROUND LEVEL = 248' - 6 3/4", FOR LEVEL 2 = 277' - 2 3/4", FOR LEVEL 3 = 290' - 10 3/4".

4. SDL = 10 PSF, LL = 100 PSF

VERTICAL REINF. CONTIN.

THRU BOND BEAM

CORES FILLED SOLID

WITH GROUT

SEE SCHED.

OPEN CORE CMU BOND BEAM

W/ WEB KNOCKOUTS OR CUT

FROM STANDARD UNITS

3 1/2"

NOTE: USE OPEN CORE

BOND BEAMS, TYPICAL

EXCEPT FOR LINTELS &

OTHER CONDITIONS WHERE

BOTTOM OF UNITS WILL BE

EXPOSED

VERTICAL REINF. CONTIN.

THRU BOND BEAM

CORES FILLED SOLID

WITH GROUT

SEE SCHED.

CMU BOND BEAM UNITS2 "

SCHEDULE

REINF.SIZE

6"

8"

10"

12"

(1) #5

(2) #5

(2) #5

(2) #5

MIN. 6" EMBEDMENT MIN. 36 DIA. LAP

STEP NEW FOOTING AS

REQUIRED TO PREVENT

UNDERMINING EX. FOOTING OR

BEARING ON PREVIOUS BACKFILL.

ROUGHEN EXISTING SURFACE

PRIOR TO NEW CONCRETE

PLACEMENT

#5 DOWELS IN SAME NO. AS FOOTING

REINF. EPOXY DOWEL TO EX.

FOOTING REF. SPECIFIC SECTIONS &

WALL FOOTING SCHEDULE

EX. FOUNDATION WALL &

FOOTING REF. PLAN FOR

APPROX. T/FTG. ELEV.

SEE PLAN

MASONRY WALL PER PLAN AND SCHEDULE

6' MIN.

5" M

IN

T/FOOTING

PER PLAN

NEW MASONRY WALL FOOTING

(9) #6 CONTINOUS

LONGITUDINAL BARS

#5 TRANSVERSE BARS @ 9" OC

MIN

1' - 0"

2' - 0"

ADDITIONAL #5 Z-BARS @ 9" OC

SEE PLAN & SECTIONS FOR VERTICAL

REINFORCING SIZE & SPACING. LAP

BARS 48 DIA. AT SPLICES

BLOCK CORES W/ REINF. STEEL

TO BE FILLED WITH GROUT THE

FULL HEIGHT OF WALL

LADDER-TYPE HORIZONTAL

JOINT REINF. @ 16" O.C.

VERTICALLY (DISCONTINUOUS

AT CONTROL JOINTS)

CMU SASH BLOCK W/ CRUCIFORM RUBBER

OR PVC CONTROL JOINT, SEE

SPECIFICATIONS. SEE ARCHITECTURAL

DRAWINGS FOR CONTROL JOINT LOCATIONS

CONCRETE

FOOTING

FULLY BED MORTAR JOINTS

AT STARTER COURSE OFF

FOOTINGS WHERE CELLS

ARE NOT GROUTED

REDUCE SPA. TO 8" BELOW

GRADE & AT PARAPETS

ELEVATION

PLAN

1'-6"1'-6"

LADDER-TYPE HORIZONTAL

JOINT REINF.

VERTICAL WALL REINF.

PER PLAN & SECTIONS

CMU SASH UNITS W/

CRUCIFORM CONTROL JOINT

INSERT, SEE SPECS.

BOND BEAM REINFORCING TO BE

CONTINUOUS THRU CONTROL JOINT

(COAT W/ MASTIC FOR BOND BREAK)

NOTE:

1. BOND BEAM REINFORCEMENT

SHALL NOT BE LAPPED WITHIN

8'-0" OF CONTROL JOINT.

2. HORIZ. JOINT REINFORCEMENT TO BE

DISCONTINUOUS AT CONTROL JOINTS.

CORNER BARS TO MATCH

NO. & SIZE OF CONTIN.

BOND BEAM REINFORCING

CMU BOND BEAM -

THICKNESS VARIES

CONTINUOUS REINFORCING

CONTINUOUS REINFORCING

PROVIDE PRE-FABRICATED "L'S" AND "T'S" AT

CORNERS OF HORIZONTAL JOINT REINF.

CORNER BARS TO MATCH

NO. & SIZE OF CONTIN.

BOND BEAM REINFORCING

CMU BOND BEAM -

THICKNESS VARIES

NOT AT CONTROL JOINT AT CONTROL JOINT

JAMB BAR - FULL HT.

BOND BEAM LINTEL

PER PLAN & SCHEDULE

MASONRY OPENING

PER ARCH. PLANS

8" MIN.

BEARING

OFFSET & LAP JAMB

BAR 48 DIA. AT

CONTROL JT.

2 LAYERS OF FLASHING

AT BEARING

MASONRY OPENING

PER ARCH. PLANS

8" MIN.

BEARING

CMU CONTROL JOINT-SEE

ARCH. DWGS. FOR LOC'N.

COAT THIS PORTION OF

BARS w/ GREASE TO

PREVENT BOND

3. MECHANICALLY FASTEN SIDELAPS @ 36" O.C. MAX. w/ #10 TEK SCREWS.

1. 2", 22 GA. GALVANIZED COMPOSITE STEEL FLOOR DECK.

4. REFER TO SPECIFICATIONS FOR ADDITIONAL INFORMATION.

2. WELD DECK TO SUPPORTING STRUCTURE USING 3/4" DIAMETER WELDS.

NOTE:

36" COVER

5. SIDELAPS MAY BE NESTING, OR INTERLOCKING AT CONTRACTOR'S OPTION.

36/4 PATTERN w/ SIDELAP

FASTENERS @ 36" O.C. MAX.

S

LA

B 't

' V A

R

IE

S

R E

F.

P

LA

N S

S

C H

E D

U

LE

36" COVER

36/7 PATTERN W/ SIDELAP

FASTENERS @ 18" O.C. MAX.

36/4 PATTERN W/ SIDELAP

FASTENERS @ 18" O.C. MAX.

TYPICAL U.N.O.

HIGH ROOFS ABOVE +25'-0"

NOTE:

1. 1 1/2", 20 GA. GALVANIZED WIDE RIB STEEL ROOF DECK. CLEAN, TREAT AND PRIME.

2. USE #10 TEK SCREW SIDELAP FASTENERS, U.N.O.

3. MECHANICAL FASTENERS SHALL BE USED IN LIEU OF WELDS.

4. USE THE FOLLOWING HILTI POWER ACTUATED FASTENERS:

X-HSN 24 FOR OPEN-WEB STEEL JOISTS & STRUCTURAL STEEL 1/8" ≤ 't' ≤ 3/8" X-ENP-19 L15 FOR HEAVY OPEN-WEB STEEL JOISTS & STRUCTURAL STEEL 't' ≥ 1/4"

S-SLC 01 M HWH SIDELAP FASTENERS

ACCEPTABLE ALTERNATE: PNEUTEK AIR/SAFE…