ATTACHMENT 15 - Structural.pdf

W10X22 (6)

W10X22 (6)

W10X22 (6)

W10X22 (6)

C 8X

.7

C 8X

.7

C 8X

.7

C 8X

.7

C 8X

.7

C 8X

.7

W

X

(6

G.8

9.8

4"

E Q

E Q

E Q

B01-S100

B01-S100

NOTES:

1. FRAMING PLAN APPLICABLE FOR ALL LEVELS. COORDINATE WITH ARCHITECTURAL AND ELECTRICAL DRAWINGS AS REQUIRED

2. CONTRACTOR TO FIELD VERIFY ALL EXISTING DIMENSIONS

3. T/SLAB = EXISTING FINISH FLOOR ELEVATION. CONTRACTOR TO FIELD VERIFY

4. T/STEEL = 0'-5" BELOW EXISTING FINISH FLOOR ELEVATION

5. ALL SHEAR CONNECTIONS TO BE DESIGNED FOR A MINIMUM FACTORED LOAD OF 10 KIPS

6. SEE B23-S100 FOR STRUCTURAL GENERAL NOTES

7. REFER TO EXISTING BUILDING 1 DRAWINGS TITLED "NEW GENERAL MEDICAL, SURGICAL, INTERMEDIATE CARE, AND PSYCHIATRIC

HOSPITAL" FOR MORE INFORMATION ON EXISTING CONDITIONS

B01-S100

B01-S100

FRAMING BEAM ONLY REQUIRED ON

LEVELS WITH UPS EQUIPMENT.

COORDINATE WITH ARCHITECTURE

AND ELECTRICAL DRAWINGS

NEW INFILL FLOOR 3.5"

CONCRETE SLAB ON 1.5"

COMPOSITE METAL DECK.

PROVIDE WWF 6X6 W1.4/W1.4

MESH

11 67/128" 6' - 6" 4"

B01-S100

SIM

4"

5'

/2

5'

1/

6" 5'

3/

6"

1/

2"

EXISTING MASONRY INFILL

WALL. COORDINATE WITH

ARCHITECTURE DEMO

PLANS AS REQUIRED

EXISTING COLUMN

CLR

2' - 0"

C

LR

2'

C8X13.7 AT

BASEMENT LEVEL

ONLY FOR

ACCESS HATCH

TO SUMP PITS

BELOW

B01-S100

9.8

STEEL FRAMING PER PLAN

SLAB PER PLAN

EXISTING CONCRETE COLUMN

EXISTING SOFFIT BEAM

EXISTING SLAB. DEMO HAUNCH AS REQUIRED TO

INSTALL NEW STEEL SUPPORT

STANDRARD AISC SHEAR CONNECTION. CONTRACTOR

OPTION FOR SHEAR TAB OR ANGLE CONNECTION

EXISTING CONCRETE COLUMN

4"

12"X16"X1/2" PLATE W/ (8) 1/2 DIA HILIT KWIK BOLT EXPANSION

ANCHORS OR APPROVED EQUAL. MINIMUM EMBED 4"

4" 4"

4"

MIN

1' - 6"

#4 REBAR @ 18" OC. DRILL AND

EPOXY INTO EXISTING SLAB

T/SLAB

PER PLAN

T/STEEL

PER PLAN

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.

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.

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#4 REBAR @ 18" OC. DRILL AND

EPOXY INTO EXISTING SLAB

MIN

6"

MIN

1' - 0"

STEEL SUPPORT PER PLAN

EXISTING CMU INFILL

EXISTING CMU INFILL

EXISTING

CONCRETE BEAM

EXISTING SLAB

T/SLAB

PER PLAN

T/STEEL

PER PLAN

4" 4"

4"

2 3/4" 3 1/2" 3 1/2"

3 1/2" 2 3/4"

1/2"X12"X16" PLATE W/ (8) 1/2 DIA HILIT KWIK BOLT EXPANSION

ANCHORS OR APPROVED EQUAL. MINIMUM EMBED 4"

EXISTING CONCRETE HAUNCH. DEMO AS REQUIRED

FOR CONNECTION AND SLAB INSTALATION

EXISTING CONCRETE SLAB

STEEL SUPPORT PER PLAN

EXISTING MASONRY INFILL

EXISTING CONCRETE COLUMN

EXISTING CONCRETE BEAM

NEW SLAB PER PLAN

NOTES:

1. ADDITIONAL STEEL SUPPORTS NOT SHOWN FOR CLARITY

T/SLAB

PER PLAN

T/STEEL

PER PLAN

BEAM PER PLAN

SLAB PER PLAN

STANDARD AISC SHEAR CONNECTION.

CONTRACTOR OPTION FOR SHEAR TAB

OR ANGLE CONNECTION

T/SLAB

PER PLAN

T/STEEL

PER PLAN

G.8

1/2"X12"X14" PLATE W/ (9) 1/2 DIA HILIT KWIK BOLT EXPANSION

ANCHORS OR APPROVED EQUAL. MINIMUM EMBED 4"

STEEL SUPPORT PER PLAN

EXISTING MASONRY INFILL

EXISTING CONCRETE BEAM

NEW SLAB PER PLAN

NOTES:

1. ADDITIONAL STEEL SUPPORTS NOT SHOWN FOR CLARITY

T/SLAB

PER PLAN

T/STEEL

PER PLAN

3" 3"

3" 3"

3" 3" 6" 2"

1' - 2" 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

A/E:

STAMPCONSULTANT

321 4 5 6 7 8 9 10

Consultant:

B

IM

/2

V

A W e s t P a lm

B e a c h

E H

R M

I n fr a s tr u c tu re U p g ra d e s D e s ig n /2

.1

B ld g v

.r v t

/2

/2

:4

:3

P

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B01-S100

UPS/STORAGE ROOM FRAMING

PLANS AND DETAILS10360 ellison Circle

Omaha, NE 68134

402.991.5520 specializedeng.com

1221 N. Pennsylvania St.

Indianapolis, IN 46202

317.800.6388 guidondesign.com

ELECTRONIC HEALTH RECORD

MODERNIZATION (EHRM)

INFRASTRUCTURE UPGRADES

WEST PALM BEACH, FL

548-22-700

B01

03/31/2023 LKL ADK

100% FINAL STAMPED

BID DOCUMENTS

FULLY SPRINKLERED

SCALE: 1/2" = 1'-0"B01-S100

1 TYPICAL UPS/STORAGE ROOM INFILL FRAMING PLAN

SCALE: 3/4" = 1'-0"B01-S100

3 FRAMING SECTION

SCALE: 3/4" = 1'-0"B01-S100

2 TYPICAL ROOF DECK WELDING PATTERNS

SCALE: 3/4" = 1'-0"B01-S100

4 FRAMING SECTION

SCALE: 3/4" = 1'-0"B01-S100

5 FRAMING SECTION

SCALE: 3/4" = 1'-0"B01-S100

7 FRAMING SECTION

SCALE: 3/4" = 1'-0"B01-S100

6 FRAMING SECTION

Revisions: Date:

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

4" NW CONCRETE SLAB W/

6X6-W2.1XW2.1 WWF ON 1 1/2"

20 GA. COMPOSITE DECK.

TOTAL THICKNESS = 5 1/2"

DIRECTION OF SPAN

CONCRETE WASH

CONCRETE SYMBOLS

REBAR

CHANGE OF SLAB

ELEVATION

SLOPING SLAB

CHANGE OF SLAB

THICKNESS

MECHANICAL COUPLER

REBAR SPLICE

LIMIT OF MEMBER OR

SPAN MARK

DIRECTION OF SPAN

OPENING

SELF-EXPANDING

WATERSTOP

CONTROL JOINT LOCATION

IN CONCRETE WALLS

REBAR TERMINATOR

INTENTIONALLY

ROUGHENED

CONSTRUCTION JOINT

TO 1/4" AMPLITUDE

WELDED WIRE FABRIC

PVC WATERSTOP

COLUMN CONTINUES

COLUMN TERMINATED

FORM-SAVER

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

BEAM LEGEND

W18X40 C=1"

CAMBERBEAM SIZE

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

PER GENERAL NOTES.

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

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

ON CANTILEVERS IS AT END OF CANTILEVER.

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

B

IM

/2

V A

W e s t P a lm

B e a c h

E H

R M

I n fr a s tr u c tu re U p g ra d e s D e s ig n /2

.1

S v

.r v t

/2

/2

:4

:5

P

M

SI001

STRUCTURAL ABBREVIATIONS

10360 Ellison Circle

Omaha, NE 68134

402.991.5520 specializedeng.com

1221 N. Pennsylvania St.

Indianapolis, IN 46202

317.800.6388 guidondesign.com

ELETRONIC HEALTH RECORD

MODERNIZATION (EHRM)

INFRASTRUCTURE UPGRADES

WEST PALM BEACH, FL

548-22-700

03/31/2023 LKL 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

STRUCTURAL SHEET LIST

SHEET NUMBER SHEET NAME

SI001 STRUCTURAL ABBREVIATIONS

SI002 STRUCTURAL GENERAL NOTES

SI003 LOAD MAPS AND DESIGN DATA

SB101 FOUNDATION PLAN

SB102 SLAB ON GRADE PLAN

SB501 FOUNDATION SECTIONS AND DETAILS

SF101 ROOF FRAMING PLAN

SF201 BUILDING ELEVATIONS

SF202 BUILDING ELEVATIONS

SF501 FRAMING SECTIONS AND DETAILS

SF901 ISOMETRIC VIEWS

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

B

IM

/2

V A

W e s t P a lm

B e a c h

E H

R M

I n fr a s tr u c tu re U p g ra d e s D e s ig n /2

.1

S v

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/2

/2

:4

:5

P

M

SI002

STRUCTURAL GENERAL NOTES

10360 Ellison Circle

Omaha, NE 68134

402.991.5520 specializedeng.com

1221 N. Pennsylvania St.

Indianapolis, IN 46202

317.800.6388 guidondesign.com

ELETRONIC HEALTH RECORD

MODERNIZATION (EHRM)

INFRASTRUCTURE UPGRADES

WEST PALM BEACH, FL

548-22-700

03/31/2023 LKL 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 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. 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)

3. 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. 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. EXPANSION ANCHORS

8. ADHESIVE ANCHORS

9. NON-SHRINK GROUT

FOUNDATIONS

FOUNDATION EXCAVATIONS AND SOIL RELATED WORK SHALL BE PERFORMED IN ACCORDANCE WITH THE GEOTECHNICAL REPORT

NUMBER 2073502 PREPARED BY TTL ASSOCIATES DATED AUGUST 15 2022.

FOUNDATIONS HAVE BEEN DESIGNED BASED ON ASSUMED ALLOWABLE NET BEARING PRESSURE OF 3,000 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.

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 SHALLOW 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

FOUNDATION WALLS

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: N/A

RETAINING WALLS AND CURBS/SIDEWALKS/SLABS EXPOSED TO DE-ICERS

1. COMPRESSIVE STRENGTH (28 DAYS): 4000 PSI

2. MAXIMUM SLUMP: 4 INCHES

3. MINIMUM CEMENTITIOUS MATERIALS CONTENT: 517 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: 0.45

6. MAXIMUM COARSE AGGREGATE SIZE: 1 INCH

7. AIR CONTENT: 6.0% +/- 1%

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-#6 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 METAL DECK: 3/4 INCH DOWN FROM TOP OF SLAB.

FIBER REINFORCEMENT

FIBER REINFORCEMENT SHALL BE 3/4" LONG, VIRGIN (NON-RECYCLED) NYLON OR POLYPROPYLENE FIBERS, INTRODUCED INTO THE CONCRETE MIX AT THE BATCH PLANT, IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. DOSAGE SHALL BE 1.5

POUNDS PER CUBIC YARD OF CONCRETE.

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.

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.

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 C8X13.7 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.

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.

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.

FLOOR LOAD SCHEDULE

A

B

TYP ROOF 10 NOTE 1

MECHANICAL

EQUIPMENT 5

- 20 (NR)

9 PSF BASE SNOW LOAD +

DRIFT

60 (NR)

MARK

DEAD LOAD

(PSF)

DESCRIPTION

SDL

OCCUPANCY/USE

POINT LOAD

(LBS)

DESCRIPTION LIVE LOAD

(PSF)

SNOW LOAD (PSF)

SDL LL SL

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.

9 PSF BASE SNOW LOAD +

DRIFT

A

B

A A

A

A

B

SF501

SF201

6'

6'

6' - 0"

9' - 3" 9' - 3"

6' - 0"

31 PSF

31 PSF

9 PSF

9 PSF

9 PSF

40 PSF

31 PSF

9 PSF

40 PSF

31 PSF

9 PSF 9 PSF

WALL WIND PRESSURE

ZONE 4 (PSF)

NOTES:

1. VAULES OF UPLIFT HAVE BEEN CALCULATED IN ACCORDANCE WITH ASCE 7-22 CHAPTER 30

SECTION 30.3.2

ZONE 5 (PSF)PRESSURE

TYPE

SUCTION

INWARD

PRESSURE

46 52

52 67

ROOF WIND UPLIFT SCHEDULE

0-60 31

HEIGHT

(FT)

ZONE 1' (PSF)

NOTES:

1. VAULES OF UPLIFT HAVE BEEN CALCULATED IN ACCORDANCE WITH ASCE 7-22 CHAPTER 30

SECTION 30.3.2

2. VALUES OF UPLIFT ARE DUE TO WIND LOADING ONLY AND DO NOT ACCOUNT FOR OTHER TYPES

OF GRAVITY LOADING

ZONE 1 (PSF)

ZONE 2 (PSF)

ZONE 3 (PSF)

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

B

IM

/2

V A

W e s t P a lm

B e a c h

E H

R M

I n fr a s tr u c tu re U p g ra d e s D e s ig n /2

.1

S v

.r v t

/2

/2

:4

:5

P

M

SI003

LOAD MAPS AND DESIGN DATA

10360 Ellison Circle

Omaha, NE 68134

402.991.5520 specializedeng.com

1221 N. Pennsylvania St.

Indianapolis, IN 46202

317.800.6388 guidondesign.com

ELETRONIC HEALTH RECORD

MODERNIZATION (EHRM)

INFRASTRUCTURE UPGRADES

WEST PALM BEACH, FL

548-22-700

03/31/2023 LKL ADK

100% FINAL STAMPED

BID DOCUMENTS

FULLY SPRINKLERED

DESIGN DATA

THE BUILDING STRUCTURE HAS BEEN DESIGNED IN ACCORDANCE WITH THE 2021 INTERNATIONAL BUILDING CODE.

SEE LOAD MAPS FOR FLOOR LOADING CRITERIA.

SNOW LOAD DESIGN DATA

1. GROUND SNOW LOAD (PG) = 7 PSF

2. LOW-SLOPE ROOF SNOW LOAD (PF) = 9 PSF

3. SNOW EXPOSURE FACTOR (CE) = 0.9

4. THERMAL FACTOR (CT) = 1.2

5. SNOW LOAD IMPORTANCE FACTOR (IS) = 1.2

WIND LOAD DESIGN DATA

1. BASIC WIND SPEED (3-SECOND GUST) = 185 MPH

2. WIND EXPOSURE = B

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

EARTHQUAKE DESIGN DATA

1. SHORT PERIOD SPECTRAL RESPONSE (SS) = 0.05

2. 1-SECOND SPECTRAL RESPONSE (S1) = 0.025

3. SEISMIC IMPORTANCE FACTOR (IE) = 1.5

4. OCCUPANCY CATEGORY = IV

5. SEISMIC DESIGN CATEGORY = A

6. SITE CLASSIFICATION = D

7. SHORT PERIOD SPECTRAL RESPONSE COEFFICIENT (SDS) = 0.053

8. 1-SECOND SPECTRAL RESPONSE COEFFICIENT (SD1) = 0.04

9. BASIC STRUCTURAL SYSTEM / SEISMIC RESISTING SYSTEM: A3 - ORDINARY REINFORCED CONCRETE SHEAR WALLS

10. ANALYSIS PROCEDURE UTILIZED = EQUIVALENT LATERAL FORCE PROCEDURE

11. RESPONSE MODIFICATION COEFFICIENT (R) = 4

12. SEISMIC RESPONSE COEFFICIENT (CS) = 0.02

THE BUILDING STRUCTURE, COMPONENTS, AND ANY DELEGATED EXTERIOR FACADE DESIGN SHALL BE DESIGNED FOR BLAST LOADING ACCORDING TO THE CRITERIA SET FORTH IN THE LATEST EDITION OF THE DEPARTMENT OF VETERAN AFFAIRS PHYSICAL SECURITY

DESIGN MANUAL FOR MISSION CRITICAL/LIFE SAFETY FACILITIES

SCALE: 3/16" = 1'-0"SI003

2 LOAD MAP

L

L3

C

C

R 20.00'

R 50.00'

X

S1

1+

0+00

DUCT BANK - (ee)

DUCT BANK - (ff)

1+71.8

0+00.0

1+00.0

2+00.0

3+00.0

0+00.0

R30'

39.65'

.7

R 3'

17.5'

R3'

.1

R3'26.1'

R 3'

27.63'

6.9'

9'

18'

.5

4'

10.7'

8'

7'

8.75'

52.49'

R30'

20'

7'21'

38.5'

120'

8'

R50'

.2

5'

5'

0'

SF201

SF202

SF201

SF202

CW15

WF36

WF36

CW15

W F

C

W

W F

C

W

A

B

9" 6" 140' - 6" 6"

9" 141' - 6"

9" 6"

1"

3'

6" 9"

SB501

3' - 4" 14' - 7 29/128" 31' - 4 1/2"

1' - 4 35/128"3' - 4" 7' - 7" 6' - 4" 14' - 9" 3' - 4"

C W

W

F

9"

9"

9"

9"

FOOTING STEP

FOOTING STEP

SB501

SB501

T/FTG = 99'- 0"

T/FTG = 99'- 0"

T/FTG = 99'- 0"

T/FTG = 99'- 0"T/FTG = 96'- 3"

T/FTG = 96'- 3"

SB501

SB501

SB501

CW12

C W

CW12

C W

C W

W F

WF36

WF36

W F

W F

10” CONCRETE RETAINING WALL.

COORDINATE EXACT

LOCATIONS/LENGTHS WITH CIVIL

AND ARCH DRAWINGS

T/WALLS = 108'- 0"

T Y

P

1'

T Y

P

2'

C W

CW10

C W

CW10

WF52

W F

WF52

W F

C W

W F

10” CONCRETE RETAINING WALL.

COORDINATE EXACT LOCATION AND

LENGTHS WITH CIVIL AND ARCH

DRAWINGS 22' - 0" 17' - 6"

6'

59' - 1 1/2"

8'

6' - 0 1/2"

SB501

SB501

SB501

SIM

SF201

40' - 6"11' - 8 7/8"

12" WIDE X 4" BOXOUT

FOR ARCHITECTURAL

SCUPPERS

11' - 6"

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

B

IM

/2

V A

W e s t P a lm

B e a c h

E H

R M

I n fr a s tr u c tu re U p g ra d e s D e s ig n /2

.1

S v

.r v t

/2

/2

:4

:5

P

M

SB101

FOUNDATION PLAN

10360 Ellison Circle

Omaha, NE 68134

402.991.5520 specializedeng.com

1221 N. Pennsylvania St.

Indianapolis, IN 46202

317.800.6388 guidondesign.com

ELETRONIC HEALTH RECORD

MODERNIZATION (EHRM)

INFRASTRUCTURE UPGRADES

WEST PALM BEACH, FL

548-22-700

03/31/2023 LKL ADK

100% FINAL STAMPED

BID DOCUMENTS

FULLY SPRINKLERED

SCALE: 1/8" = 1'-0"SB101

1 FOUNDATION PLAN

NOTES:

1. REFERENCE FINISH FLOOR ELEVATION = 100' - 0". USGS ELEVATION = 17.5'

2. SEE SI002 SHEETS FOR GENERAL PROJECT INFORMATION

3. SEE PLAN FOR T/FTG

4. T/WALL (CW15) = 100'-0" UNO. FOR T/WALL (CW12) SEE SHEET SF101

5. T/RETAINING WALL (CW10)= 99’-6” UNO.

WALL FOOTING SCHEDULE

MARK

FOOTING SIZE

REINFORCEMENT

WIDTH DEPTH

WF36 3' - 0" 2' - 0" (5) #6 BARS LONGITUDINAL TOP AND BOTTOM, #4 BARS @ 18" OC TRANSVERSE TOP AND BOTTOM

WF52 4' - 4" 1' - 6" (5) #6 BARS LONGITUDINAL TOP AND BOTTOM, #5 BARS @ 18" OC TRANSVERSE TOP AND BOTTOM

CONCRETE WALL SCHEDULE

MARK WALL THICKNESS

HORIZONTAL REINF VERTICAL REINF

INSIDE FACE OUTSIDE FACE INSIDE FACE OUTSIDE FACE

CW10 10" #5 @ 18" OC #5 @ 18" OC #5 @ 18" OC #5 @ 18" OC

CW12 1' - 0" #6 @ 12" OC #6 @ 12" OC #6 @ 12" OC #6 @ 12" OC

CW15 1' - 3" #6 @ 12" OC #6 @ 12" OC #6 @ 12" OC #6 @ 12" OC

N

SCALE: 1" = 20'-0"SB101

2 FOUNDATION OVERLAY

SF201

SF202

SF201

SF202

141' - 6"

6" 6"

6" 6"

6" 6" 140' - 6" 6"

6"

CJ

CJ

CJ

CJ

CJ

CJ CJ CJ CJ CJ CJ CJ CJ CJ CJ CJ CJ

CW12

C W

CW12

C W

1' - 10" 3' - 4" 7' - 7 35/128" 6' - 4" 14' - 9" 3' - 4"

3'

6" SLAB ON GRADE WITH FIBER

REINFORCING OVER

ARCHITECTURAL UNDERSLAB

VAPOR BARRIER AND 6"

COMPACTED STRUCTURAL FILL

A

B

3'

/4

3'

/4

3'

5'

/1 6"

9"

9"

9"9"9"

HOUSEKEEPING PAD.

COORDINATE EXACT SIZE AND

LOCATION WITH MEP AND

ARCHITECTURE.

22' - 6" 18' - 0"

40' - 6"

4'

0"

4'

4'

0"

4'

0"

4'

SB501

SB501

SB501

HOUSEKEEPING PAD.

COORDINATE EXACT SIZE AND

LOCATION WITH ELECTRICAL

AND ARCHITECTURE.

COORDINATE W/ CIVIL

12' - 5 7/8"

6" SLAB ON GRADE WITH FIBER

MESH REINFORCING OVER

ARCHITECTURAL UNDERSLAB

VAPOR BARRIER AND COMPACTED

STRUCTURAL FILL

CJ

CJ

CJ

CJ

C O

O R

D

IN

A T

E W

/ C

IV

IL

/4

HOUSEKEEPING PAD.

COORDINATE EXACT SIZE AND

LOCATION WITH ELECTRICAL

AND ARCHITECTURE.

SF201

12" WIDE X 4" BOXOUT FOR

ARCHITECTURAL SCUPPERS.

COORDINATE ELEVATION WITH

EXTERIOR SIDEWALKS

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

B

IM

/2

V A

W e s t P a lm

B e a c h

E H

R M

I n fr a s tr u c tu re U p g ra d e s D e s ig n /2

.1

S v

.r v t

/2

/2

:4

:5

P

M

SB102

SLAB ON GRADE PLAN

10360 Ellison Circle

Omaha, NE 68134

402.991.5520 specializedeng.com

1221 N. Pennsylvania St.

Indianapolis, IN 46202

317.800.6388 guidondesign.com

ELETRONIC HEALTH RECORD

MODERNIZATION (EHRM)

INFRASTRUCTURE UPGRADES

WEST PALM BEACH, FL

548-22-700

03/31/2023 LKL ADK

100% FINAL STAMPED

BID DOCUMENTS

FULLY SPRINKLERED

SCALE: 1/8" = 1'-0"SB102

1 SLAB ON GRADE PLAN

N

NOTES:

1. REFERENCE FINISH FLOOR ELEVATION = 100' - 0". USGS ELEVATION = 17.5'

2. SEE SI002 SHEETS FOR GENERAL PROJECT INFORMATION

3. CONTRACTOR TO VERIFY AND COORDINATE ALL LOCATIONS AND SIZES OF DOOR OR MECHANICAL OPENINGS

WITH ARCHITECTURE AND MEP DRAWINGS

OPENING PER ARCH

WALL - SEE PLAN

TYPICAL SLAB REINFORCING @ ALL

OVERHEAD DOORS, MANDOORS

AND WINDOWS (WHERE

APPLICABLE

#4 BAR x OPENING + 3'-0" @

SLAB MID DEPTH

1 - #4 BAR x 2'-6" @ SLAB MID DEPTH

1/

2" C

LR

NOTE:

PROVIDE CORNER BARS AT ALL INTERSECTIONS, SAME SIZE AND

SPACING AS HORIZONTAL REINFORCEMENT

JAMB SHOWN

AT HEAD PROVIDE (2) #5

AND EXTEND 2'-0" EITHER

SIDE OF OPENING

INTERSECTION JAMB & HEAD CORNER

LA

P

S P

LI

C

E C

LA

S

S B

ALT DIR

OF BEND

(2) #5 JAMB BARS

EXTEND FULL HEIGHT

OF WALL OPENING

CORNER BARS TO MATCH TYPICAL

HORIZONTAL WALL REINFORCEMENT SIZE AND

SPACING

LA

P

S P

LI

C

E

C

LA

S S

B

TYP WALL REINFTYP WALL REINF

CONTROL JOINT

CONSTRUCTION JOINT

P

LA

N

S E

E

T H

IC

K

N E

S S

1/ x S

LA

B

1/4" ± SAWED JOINT

COAT OR WRAP TO

PREVENT BONDSMOOTH DOWEL BAR

PER TABLE

DOWEL SIZE AND SPACING

DOWEL

DIAMETER

IN

SLAB

DEPTH

TOTAL DOWEL

LENGTH

DOWEL SPACING CENTER

TO CENTER

IN IN IN

3/44 16 24

3/45-6 16 12

1 18 12

1 1/4 18 12

7-8

9-11

T H

IC

K

N E

S S

1/

X S

LA

B

T/SLAB

1/2" ISOLATION JOINT

SLAB PER PLAN

WALL PER PLAN AND SCHEDULE

PER PLAN

PER PLAN

T/SLAB

PER PLAN

T/FTG

PER PLAN

FOOTING PER PLAN AND SCHEDULE

3'

PROVIDE ROUGHENED

SURFACE W/ 1/4"

AMPLITUDE

1 (MAX.)

ALTER EXCAVATION

LIMITS

1' - 6"

CLASS B TENSION

LAP PER SCHEDULE

EQ. EQ

BARS TO MATCH

FOOTING REINF. SIZE

AND SPACING

F S

INDICATES

FOOTING STEP

F S

F S

4'-0" MIN.

2' -0

M

A X

1' - 7"

CLASS B TENSION

LAP PER SCHEDULE

T/FTG

PER PLAN

T/FTG

PER PLAN

M A

X

2'

MIN

2' - 0"

T/SLAB

PER PLAN

T/FTG

PER PLAN

SLAB PER PLAN

FOOTING PER PLAN AND SCHEDULE

(4) #6 BARS

#6 @ 12"

PER PLAN

EXTERIOR SLAB PER

CIVIL DRAWINGS

3/4" SMOOTH DOWELS X 18" LONG @ 12" OC W/

GREASED END ON EXTERIOR PORTION

PROVIDE ROUGHENED SURFACE W/

1/4" AMPLITUDE

1/2" ISOLATION JOINT

SLAB PER PLANWALL PER PLAN AND SCHEDULE

T/SLAB

PER PLAN

T/FTG

PER PLAN

FOOTING PER PLAN AND SCHEDULE

PROVIDE ROUGHENED

SURFACE W/ 1/4" AMPLITUDE

SLAB PER PLAN

4"

HOUSEKEEPING PAD.VERIFY

EXTENTS OF HOUSEKEEPING PAD

WITH MEP DRAWINGS AND

EQUIPMENT MANUFACTURER

ROUGHEN SLAB PRIOR TO

PLACING HOUSEKEEPING PAD

1/2" ISOLATION JOINT

SLAB PER PLAN

WALL PER PLAN AND SCHEDULE

T/SLAB

PER PLAN

T/FTG

PER PLAN

FOOTING PER PLAN AND SCHEDULE

PROVIDE ROUGHENED SURFACE

W/ 1/4" AMPLITUDE

EXTERIOR SIDEWALK.

REFERENCE CIVIL AND

ARCHITECTURE DRAWINGS

REBAR PER SCHEDULE

REBAR PER SCHEDULE

T/WALL

PER PLAN

T/FTG

PER PLAN

1' - 0"

2' - 6"

1'

PER PLAN

PROVIDE ROUGHENED

SURFACE W/ 1/4"

AMPLITUDE

PROVIDE ROUGHENED

SURFACE W/ 1/4"

AMPLITUDE

M

IN

1'

C

LR3"

SEAL VOID WITH

PERMANENT

COMPRESSIBLE FILLER

PROVIDE 2-#5 x 4'-0" AT

PENETRATION, CENTERED

SLEEVE FOR CONDUIT, 2"

LARGER THAN CONDUIT

DIAMETER, CENTERED

PROVIDE ADDITIONAL REINF

TO MATCH WALL FOOTING

REINF (LAP 24")

3"

CENTERLINE OF OPENING

WALL

FOOTING

M

IN

2'

NOTES:

1. SEE MEP AND FIRE PROTECTION DRAWINGS FOR LOCATIONS AND SIZE OF

PENETRATIONS.

2. DETAIL SHOWN IS FOR MAXIMUM OF 12" DIA PIPE. FOR LARGER SIZE, CONTACT

STRUCTURAL ENGINEER PRIOR TO CONSTRUCTION.

NOTE:

WHERE VERTICAL REINFORCING IS INTERRUPTED BY THE OPENING, HALF

OF THE INTERRUPTED STEEL SHALL BE ADDED EACH SIDE OF THE

OPENING. USE FULL LENGTH BARS. IF BARS CANNOT BE PLACED AS

DETAILED, REPLACE THE 1'-6" EXTENSION WITH 6" AND A STANDARD HOOK.

1'- 6"

1'- 6"

2" CL.

2 - #5 x LENGTH VARIES

(1 EACH FACE)

COORDINATE SLEEVES

WITH MECHANICAL.

PROVIDE LINK-SEAL FOR

ALL PENETRATIONS

THRU BASEMENT WALLS

NOTE:

COORDINATE FINAL LOCATION OF PIPE PENETRATIONS WITH MECHANICAL

CONTRACTOR BEFORE INSTALLATION OF THE REINFORCING.

THIS DETAIL APPLIES TO ALL ROUND AND ELLIPTICAL OPENINGS IN

CONCRETE WALLS, UNLESS OTHERWISE NOTED ON THE PLANS.

.0

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

B

IM

/2

V A

W e s t P a lm

B e a c h

E H

R M

I n fr a s tr u c tu re U p g ra d e s D e s ig n /2

.1

S v

.r v t

/2

/2

:4

:5

P

M

SB501

FOUNDATION SECTIONS AND

DETAILS10360 Ellison Circle

Omaha, NE 68134

402.991.5520 specializedeng.com

1221 N. Pennsylvania St.

Indianapolis, IN 46202

317.800.6388 guidondesign.com

ELETRONIC HEALTH RECORD

MODERNIZATION (EHRM)

INFRASTRUCTURE UPGRADES

WEST PALM BEACH, FL

548-22-700

03/31/2023 LKL ADK

100% FINAL STAMPED

BID DOCUMENTS

FULLY SPRINKLERED

SCALE: 3/4" = 1'-0"SB501

1 ADDITIONAL REINFORCING AT DOORS AND WINDOWS

SCALE: 3/4" = 1'-0"SB501

2 CORNER BAR DETAILS

SCALE: 3/4" = 1'-0"SB501

3 TYPICAL SLAB ON GRADE JOINTS

SCALE: 3/4" = 1'-0"SB501

6 FOUNDATION SECTION

SCALE: 3/4" = 1'-0"SB501

4 TYPICAL STEPPED FOOTING

SCALE: 3/4" = 1'-0"SB501

8 FOUNDATION SECTION

SCALE: 3/4" = 1'-0"SB501

7 FOUNDATION SECTION

SCALE: 1" = 1'-0"SB501

10 HOUSEKEEPING PAD

SCALE: 3/4" = 1'-0"SB501

5 FOUNDATION SECTION

SCALE: 3/4" = 1'-0"SB501

9 FOUNDATION SECTION

SCALE: 3/4" = 1'-0"SB501

11 FOUNDATION SECTION

SCALE: 3/4" = 1'-0"SB501

12 C.I.P. WALL ROUND OPENING

SF202

142' - 0"

W

X

C

=3 /4

(6

2)

W

X

C

=3 /4

(1

W

X

C

=3 /4

(7

5)

W

X

C

=3 /4

(7

5)

W

X

C

=3 /4

(7

5)

W

X

C

=3 /4

(7

5)

6" 6"

1' - 0"

30 EQ SPACES

1' - 0"

6" 6"

6"

6"

W

X

C

=3 /4

(7

5)

W

X

C

=3 /4

(7

5)

W

X

C

=3 /4

(7

5)

W

X

C

=3 /4

(7

5)

W

X

C

=3 /4

(7

5)

W

X

C

=3 /4

(7

5)

W

X

C

=3 /4

(6

2)

W

X

C

=3 /4

(6

2)

W

X

C

=3 /4

(6

2)

W

X

C

=3 /4

(6

2)

W

X

C

=3 /4

(6

2)

W

X

C

=3 /4

(6

2)

W

X

C

=3 /4

(6

2)

W

X

C

=3 /4

(6

2)

W

X

C

=3 /4

(6

2)

W

X

C

=3 /4

(6

2)

W

X

C

=3 /4

(6

2)

W

X

C

=3 /4

(6

2)

W

X

C

=3 /4

(6

2)

W

X

C

=3 /4

(6

2)

W

X

C

=3 /4

(6

2)

W

X

C

=3 /4

(6

2)

W

X

C

=3 /4

(6

2)

W

X

C

=3 /4

(6

2)

W

X

C

=3 /4

(6

2)

CW12

CW12

C W

C W

A

B

SF501

T/STEEL = 117'-9" ALONG GRIDLINE

T/STEEL = 118'-9 1/2" ALONG GRIDLINE

SF501

SF501

SF501

SIM

SF501

SF501

C W

SF101

E

Q U

A L

S P

A C

E S

2'

1"

SF501

AREA DENOTES PRE-ENGINEERED METAL CANOPY.

COORDINATE WITH ARCHITECTURE DRAWINGS, TYP

SF501

4'

C8X13.7

C8X13.7

W

X

T /S

T E

E L

3/

4" C

E N

T E

R E

D O

V E

R D

O O

R F

O R

O H

D O

O R

S U

P P

O R

T

A S

R E

Q U

IR

E

D

0"

INDICATES L4X4X3/8 CROSS BRACING

C8X13.7

C8X13.7

HSS6X4X1/2

H S

S 6X

4X 1/

H

S S

6X 4X

1/

HSS6X4X1/2 HSS6X4X1/2 HSS6X4X1/2 HSS6X4X1/2

H S

S 6X

4X 1/

H

S S

6X 4X

1/

HSS6X4X1/2

HSS5X

5X 5/

HSS5X

5X

5/

HSS5X

5X

5/

HSS5X

5X

5/

HSS5X

5X

5/

HSS5X

5X

5/

HSS5X

5X

5/

HSS5X

5X

5/

HSS5X

5X

5/

HSS5X

5X

5/

(2 ) E

Q U

A L

S P

A C

E S

SF501

TYP

SF501

HSS6X4X1/2HSS6X4X1/2

HSS6X4X1/2 HSS6X4X1/2HSS6X4X1/2 HSS6X4X1/2

H S

S 6X

4X 1/

H

S S

6X 4X

1/

H S

S 6X

4X 1/

H

S S

6X 4X

1/

SF501

SIM

W12X14

HSS6X4X1/2

W12X14

PER ROOF PLAN PER ROOF PLAN

0"

0"

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

B

IM

/2

V A

W e s t P a lm

B e a c h

E H

R M

I n fr a s tr u c tu re U p g ra d e s D e s ig n /2

.1

S v

.r v t

/3

/2

:0

:1

A

M

SF101

ROOF FRAMING PLAN

10360 Ellison Circle

Omaha, NE 68134

402.991.5520 specializedeng.com

1221 N. Pennsylvania St.

Indianapolis, IN 46202

317.800.6388 guidondesign.com

ELETRONIC HEALTH RECORD

MODERNIZATION (EHRM)

INFRASTRUCTURE UPGRADES

WEST PALM BEACH, FL

548-22-700

03/31/2023 LKL ADK

100% FINAL STAMPED

BID DOCUMENTS

FULLY SPRINKLERED

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

1 ROOF FRAMING PLAN

N

NOTES:

1. REFERENCE FINISH FLOOR ELEVATION = 100' - 0". SEE CIVIL FOR USGS ELEVATIONS

2. T/WALL = 120'-10 1/2"

3. CONTRACTOR TO VERIFY AND COORDINATE ALL LOCATIONS AND SIZES OF DOOR OR MECHANICAL OPENINGS

WITH ARCHITECTURE AND MEP DRAWINGS

SCALE: 1/4" = 1'-0"SF101

2 SCREENWALL FRAMING PLAN

NOTES:

1. REFERENCE FINISH FLOOR ELEVATION = 100' - 0". SEE CIVIL FOR USGS ELEVATIONS

2. SEE ROOF FRAMING PLAN FOR LOCATION DIMENSIONS

3. T/HSS STEEL = 120'-4" AND 124'-10"

4. CONTRACTOR TO VERIFY AND COORDINATE ALL LOCATIONS AND SIZES OF DOOR OR MECHANICAL OPENINGS

WITH ARCHITECTURE AND MEP DRAWINGS

N

T/WALL

PER PLAN

51' - 0"

WALL JOINTS AT EQUAL SPACING NOT EXCEED 32'-0"

13' - 1 1/4" 4' - 0" 3' - 10 3/4" 10' - 0" 5' - 5" 4' - 0"

8'

/2

8'

/2

T/WALL

PER PLAN

T/FTG

PER PLAN

1/ 2"

1 2

T/WALL

PER PLAN

51' - 0"

WALL JOINTS AT EQUAL SPACING NOT EXCEED 32'-0"

30' - 3" 3' - 4"

SF501

8'

T/WALL

PER PLAN

T/FTG

PER PLAN

T/FTG

PER PLAN

RETAINING WALL AND WALL

FOOTING. SEE FOUNDATION

PLAN AND CIVIL DRAWINGS

FOR MORE INFORMATION

T/WALL

PER PLAN

T/WALL

PER PLAN

T/FTG

PER…