610-311 FW Primary Care Drawings STRUCTURAL.pdf

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

20 GA. 3" ROOF DECK

DIRECTION OF SPAN

NON-COATED REINFORCING BAR DEVELOPMENT

AND SPLICE LENGTHS

BAR SIZE Ld Ldt Lt Ltt

#3 15 20 20 26

#4 19 25 33

#5 24 32 41

#6 29 38 50

#7 42 55 71

#8 48 63 82

#9 54 71 92

#10 60 78 102

#10 66 86 112 f'c - 4000 PSI

BAR SIZE Lb Lc Lcs

#3 9 12 12

#4 11 13

#5 14 16

#6 17 19

#7 20 22

#8 22 25

#9 25 29

#10 28 32

#10 31 35

ALL CONCRETE STRENGTHS

EPOXY COATED REINFORCING BAR

DEVELOPMENT AND SPLICE LENGTHS

BAR SIZE Ld Ldt Lt Ltt

#3 22 29 29 38

#4 29 38 50

#5 36 47 61

#6 43 56 73

#7 63 82 107

#8 72 94 122

#9 81 106 137

#10 89 116 151

#10 98 128 166 f'c - 4000 PSI

BAR SIZE Lb Lc Lcs

#3 9 12 12

#4 11 13

#5 14 16

#6 17 19

#7 20 22

#8 22 25

#9 25 29

#10 28 32

#10 31 35

ALL CONCRETE STRENGTHS

NOTES:

1. db = NOMINAL BAR DIAMETER Ld = TENSION DEVELOPMENT LENGTH Ldt = DEVELOPMENT LENGTH OF TOP BARS IN TENSION Lt = TENSION LAP SPLICE LENGTH Ltt = TENSION LAP SPLICE LENGTH OF TOP BARS Lb = COMPRESSION DEVELOPMENT LENGTH Lc = TIED COLUMN LAP SPLICE IN COMPRESSION Lcs = SPIRAL COLUMN LAP SPLICE IN COMPRESSION

2. REBAR DEVELOPMENT/SPLICE LENGTHS ARE BASED ON ACI 318.

REINFORCEMENT YIELD STRENGTH, Fy = 60 KSI.

3. "TOP BARS" = HORIZONTAL BEAM, MAT, OR SLAB REINFORCING WITH

MORE THAN 12" CAST BELOW.

4. ALL SPLICES SHALL BE TENSION SPLICES, UNO

TYPICAL REINFORCING BAR DEVELOPMENT / SPLICE DETAILS

MECHANICAL

SPLICE STAGGER

LAP DETAIL DEVELOPMENT LENGTH

MECHANICAL

COUPLER

Lb

Ld

S

S T

A G

G E

R

S

T A

B

LE

LA

P

P E

R

(L t, Ld t, Lt t, Lc , L cs

TABLE VALUES SHALL BE MULTIPLIED BY 1.5 IF THE FOLLOWING CRITERIA ARE NOT MET

SLAB / WALL COLUMN / BEAM

MIN

3db db C

LR

, M

IN >

2" db C

LR

, M

IN

MIN

2db

MIN

2 db

TOP BAR

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

CLAY MASONRY LINTEL SCHEDULE

OPENING SIZE LINTEL DESCRIPTION DIAGRAM

0'-0" TO 3'-0"

3'-0" TO 6'-0"

L4x4x1/4 SINGLE

ANGLE

GREATER THAN 6'-0"

5/8" PLATE

SEE DETAILS

Drawing Title

Approved for Design Concept:

Project Title

Date

Location

Checked By:

Building Number

Project Number

Drawing Number

Drawn By:

Revisions: Date

ARCHITECT/ENGINEERS:

VA NORTHERN INDIANA - FW

#1 o n e e ig h th in c h o n e fo o t 1 th re e in c h e s o n e fo o t o n e a n d o n e h a lf in c h e s o n e fo o t o n e in c h o n e fo o t th re e q u a rt e rs in c h o n e fo o t o n e h a lf in c h o n e fo o t th re e e ig h th s in c h o n e fo o t o n e q u a rt e r in c h o n e fo o t

B

A

C

D

E

F

1 2 3 4 5 6 7 9

F

E

D

C

B

A

97 8654321

OFFICE OF

FACILITIES

MANAGEMENT

VA Project Number

JAMES A. BROYLES, COR 610-311

GUIDON DESIGN INC.

905 N. CAPITOL AVE. SUITE 100 | INDIANAPOLIS, IN. 46204

317.800.6388 | WWW.GUIDONDESIGN.COM

SUSTAINABLE ARCHITECTURE + ENGINEERING

PROJECT LEAD

Architect, Structural Engineer, Civil Engineer

VA NORTHERN INDIANA HEALTH CARE SYSTEM

FORT WAYNE CAMPUS

FORT WAYNE, INDIANA

MEP Engineer

4031 TRANSPORTATION DR.

FORT WAYNE, IN 46818

(260) 918-3045

C U s e rs

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P ri m a ry

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CONSTRUCTION DOCUMENTS

SI001

WJTMAV

ABBREVIATIONS AND SYMBOLS

2019/4/16

16.1045EXPAND BUILDING 1 - 1ST FLOOR

PRIMARY CARE

JST JOIST

JT JOINT

KB KNEE BRACE

KIP, K 1,000 POUNDS

KO KNOCK-OUT

KSI KIPS PER SQUARE INCH

L ANGLE OR LENGTH

LAB LABORATORY

LB POUND

LF LINEAL FOOT

LIN LINEAL, LINEAR

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

LONGIT LONGITUDINAL

LP LOW POINT

LSLT LONG SLOTTED HOLE

LTWT LIGHT WEIGHT

MAS MASONRY

MATL MATERIAL

MAX MAXIMUM

MB MACHINE BOLT

MC MISCELLANEOUS CHANNEL

MECH MECHANICAL

MEMB MEMBRANE

MEP MECHANICAL/ ELECTRICAL/ PLUMBING

MFR MANUFACTURER

MIN MINIMUM

MISC MISCELLANEOUS

MO MASONRY OPENING

MULT MULTIPLE

N/A NOT APPLICABLE

NO NUMBER

NOM NOMINAL

NS NEAR SIDE

NTS NOT TO SCALE

OC ON CENTER

OD OUTSIDE DIAMETER

OF OUTSIDE FACE

OFD OVERFLOW DRAIN

OH OVERHEAD

OPNG OPENING

OPP OPPOSITE

OPPHD OPPOSITE HAND

ORIG ORIGINAL

OVS OVERSIZED HOLE

P PIER

PC PIER CAP OR PRECAST

PCC PRECAST CONCRETE

PERIM PERIMETER

PERM PERMANENT

PERP PERPENDICULAR

PJP PARTIAL JOINT PENETRATION

PL PLATE

PLF POUNDS PER LINEAL FOOT

PLYWD PLYWOOD

PREFAB PREFABRICATED

PREL PRELIMINARY

PREP PREPARATION, PREPARE

PROJ PROJECTION

PS PRESTRESSED

PSF POUNDS PER SQUARE FOOT

PSI POUNDS PER SQUARE INCH

PSL PARALLEL STRAND LUMBER

PT POST-TENSIONED

R RADIUS

RD ROOF DRAIN

REF REFERENCE

REINF REINFORCEMENT, REINFORCE

REQD REQUIRED

RO ROUGH OPENING

SCH SCHEDULE

SECT SECTION

SF SQUARE FEET

SHT SHEET

SIM SIMILAR

SL SLOPE

SL-DN SLOPE DOWN

SL-UP SLOPE UP

SOG SLAB-ON-GRADE

SP SHEET PILING

SPA SPACES, SPACE

SPECS SPECIFICATIONS

SQ SQUARE

SS STAINLESS STEEL

SSLT SHORT SLOTTED HOLE

STD STANDARD

STIFF STIFFENER

STL STEEL

STRUC STRUCTURAL

SYM SYMMETRICAL

T & B TOP AND BOTTOM

T/ TOP OF

T/GB TOP OF GRADE BEAM

TBS MECHANICAL TENSION BUTT SPLICE

TEMP TEMPERATURE

TF TRENCH FOOTING

THRU THROUGH

TRANS TRANSVERSE

TYP TYPICAL

UL UNDERWRITERS' LABORATORY INC.

UNO UNLESS NOTED OTHERWISE

UT ULTRA-SONIC TEST

VERT VERTICAL

W WIDE FLANGE

W/ WITH

W/O WITHOUT

WD WOOD

WF WALL FOOTING

WP WORK POINT

WWF WELDED WIRE FABRIC

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 DRAWINGS ABBREVIATIONS

STRUCTURAL SHEET LIST

SHEET NUMBER SHEET NAME

SI001 ABBREVIATIONS AND SYMBOLS

SI002 GENERAL STRUCTURAL NOTES

SI003 LOAD MAPS

SF101 EXISTING FIRST FLOOR FRAMING PLAN

SF102 SECOND FLOOR FRAMING PLAN

SF103 SECOND FLOOR SLAB REINFORCEMENT TIE PLAN

SF104 HIGH ROOF FRAMING PLAN

SF201 CANOPY SECTIONS

SF202 WALL ELEVATIONS

SF401 ENLARGED FRAMING PLANS

SF501 TYPICAL FRAMING SECTIONS AND DETAILS

SF502 FRAMING SECTIONS AND DETAILS

SF601 CONCRETE BEAM SCHEDULE

SF602 CONCRETE JOIST SCHEDULE

SF603 CONCRETE COLUMN SCHEDULE AND DETAILS

SF901 ISOMETRICS

SCALE: 1 1/2" = 1'-0"SI001

4 CLAY MASONRY LINTEL SCHEDULE

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.

CONCRETE MIX DESIGN SUBMITTAL

THE CONTRACTOR SHALL SUBMIT FOR THE REVIEW OF THE STRUCTURAL ENGINEER A MIX DESIGN FOR EACH PROPOSED CLASS OF CONCRETE.

EACH MIX DESIGN SHALL BE IDENTIFIED BY A MIX NUMBER OR OTHER UNIQUE IDENTIFICATION. THE CONTRACTOR SHALL NOT VARY FROM THE MIX DESIGNS NOR USE ANY CONCRETE OTHER THAN THE APPROVED MIX DESIGNS WITHOUT THE APPROVAL OF THE STRUCTURAL ENGINEER. MIX

DESIGN SUBMITTALS SHALL INCLUDE THE FOLLOWING INFORMATION:

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

2. CEMENT TYPE, PROPORTION AND NAME OF MANUFACTURER.

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

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

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

6. MIXING WATER PROPORTION AND SOURCE.

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

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

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

10. DESIGN SLUMP RANGE.

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

12. STATISTICAL ANALYSIS OF LABORATORY STRENGTH TEST DATA IN ACCORDANCE WITH STANDARD DEVIATION DETERMINATION AS 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 HARD COPIES OR ELECTRONIC VERSIONS OF SHOP DRAWINGS. FOR HARD COPY OPTION, SUBMIT A MINIMUM OF TWO COPIES OF SHOP DRAWINGS TO THE STRUCTURAL ENGINEER FOR REVIEW (ONE COPY SHALL BE RETAINED BY THE STRUCTURAL ENGINEER). FOR ELECTRONIC

OPTION, SUBMIT SHOP DRAWINGS IN ADOBE 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)

6. GLASS CURTAIN WALL SYSTEM (INCLUDING DESIGN CALCULATIONS AND CONNECTION DETAILS SEALED BY A PROFESSIONAL ENGINEER

REGISTERED IN THE STATE WHERE THE PROJECT IS CONSTRUCTED)

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. SUBMIT PRODUCT DATA IN ADOBE PDF FORMAT.

1. FIBER REINFORCEMENT FOR CONCRETE

2. DIAMOND PLATE DOWELS FOR SLABS ON GRADE

3. CONCRETE CURING COMPOUND

4. CONCRETE JOINT SEALANT

5. WATER STOPS

6. MASONRY JOINT REINFORCEMENT

7. EXPANSION ANCHORS

8. ADHESIVE ANCHORS

9. NON-SHRINK GROUT

FOUNDATIONS

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

86.00481.0287 PREPARED BY CARDNO ATCH DATED FEBRUARY 25, 2013.

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

ENGINEER.

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.

DESIGN NET SOIL PRESSURE:

MAIN BUILDING SPREAD FOOTINGS: 10,000 PSF

CANOPY SPREAD FOOTINGS: 2,000 PSF (ASSUMED FOR DESIGN. IF ACTUAL FIELD CONDITIONS VARY, NOTIFY ENGINEER IMMEDIATELY.)

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. SEE SPECIFICATION FOR CHANGES TO AIR CONTENT REQUIREMENTS WITH USE OF AIR ENTRAINERS.

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: 3 INCHES

3. MINIMUM CEMENTITIOUS MATERIALS CONTENT: 570 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: 0.55

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

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: 3 INCHES

3. MINIMUM CEMENTITIOUS MATERIALS CONTENT: 570 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: 0.44

6. MAXIMUM COARSE AGGREGATE SIZE: 1 INCH

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

STRUCTURAL COLUMNS, BEAMS, JOISTS, ELEVATED SLABS, SHAFT WALLS AND SHEAR WALLS

1. COMPRESSIVE STRENGTH (28 DAYS): 5000 PSI

2. MAXIMUM SLUMP: 4 INCHES

3. MINIMUM CEMENTITIOUS MATERIALS CONTENT: 650 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: 0.45

6. MAXIMUM COARSE AGGREGATE SIZE: 3/4 INCH

7. AIR CONTENT: N/A

SHORING/RE-SHORING

THE SHORING AND/OR RE-SHORING DESIGN FOR CONCRETE FRAME SYSTEMS IS THE RESPONSIBILITY OF THE CONTRACTOR. TEMPORARY SHORING FOR SLABS, BEAMS, AND GIRDERS SHALL BE ADEQUATE TO CARRY THE TOTAL WEIGHT OF THE SLAB-BEAM-GIRDER SYSTEM AND ANY TEMPORARY CONSTRUCTION LOADS TO BE IMPOSED ON THE STRUCTURAL SYSTEM. SHORING FOR A LEVEL SHALL NOT BE REMOVED UNTIL THE CONCRETE AT THAT LEVEL HAS ATTAINED THE SPECIFIED COMPRESSIVE STRENGTH (F'C). REMOVAL OF SHORING AND/OR RESHORING SHALL NOT CAUSE OVERSTRESSING OF

ANY STRUCTURAL ELEMENTS.

SHORING SHALL BE PLACED ON THE CURRENT BASEMENT ROOF. EXISTING CANTILEVERED SLAB AREAS NORTH OF GRIDS ZZ AND B.5 HAVE NOT BEEN DESIGNED TO ACCOMMODATE SHORING LOADS AND SHALL NOT TAKE DIRECT LOADING. NO SHORING TO BE INSTALLED AT THE BASEMENT LEVEL.

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 STIRRUPS AT SIDES AND BOTTOM: 1-1/2 INCHES

BEAM STIRRUPS AT TOP: 2 INCHES

COLUMN TIES: 1-1/2 INCHES

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

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

BY THE STRUCTURAL ENGINEER.

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

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

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

BARS WITH STRAIGHT BARS.

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

WELDABLE REINFORCING STEEL

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

FIELD WELDING OF REINFORCING STEEL SHALL CONFORM TO ASTM A233, CLASS E90XX.

EPOXY-COATED REINFORCING STEEL

EPOXY COATED REINFORCING STEEL SHALL CONFORM TO ASTM A775 AND SHALL BE USED ONLY WHERE SHOWN OR NOTED ON THE DRAWINGS.

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 COR, 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 1,500 PSI AT

28 DAYS.

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

GROUT FOR REINFORCED MASONRY SHALL BE PROPORTIONED IN ACCORDANCE WITH ASTM C476. COARSE AND FINE AGGREGATES SHALL CONFORM TO ASTM C404. USE COARSE GROUT FOR ALL GROUTING EXCEPT HIGH-LIFT POURS DEFINED BY ACI 530-05 TABLE 1.16.1, 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 HY70" FOR HOLLOW SUBSTRATE OR AN EQUIVALENT SUBSTITUTE APPROVED BY THE STRUCTURAL ENGINEER, UNLESS NOTED OTHERWISE ON PLANS. ANCHORS SHALL BE INSTALLED IN CONFORMANCE WITH THE MANUFACTURER'S RECOMMENDATIONS BY INSTALLERS TRAINED BY THE MANUFACTURER'S REPRESENTATIVE.

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

NON-SHRINK GROUT

GROUT SHALL BE A NON-METALLIC, SHRINKAGE RESISTANT (WHEN TESTED IN ACCORDANCE WITH THE LATEST EDITION OF ASTM C827 OR CRD-C621), PREMIXED, NON-CORROSIVE, NON-STAINING PRODUCT CONTAINING PORTLAND CEMENT, SILICA SANDS, SHRINKAGE COMPENSATING AGENTS AND FLUIDITY IMPROVING COMPOUNDS. GROUT SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH (F'C) OF 5,000 PSI IN 28 DAYS.

WATERSTOPS

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

MANUFACTURER'S WRITTEN INSTRUCTIONS.

PVC WATERSTOPS

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

BUTT JOINT SPLICES FOR THE FIELD.

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

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

FIELD BUTT SPLICES SHALL BE HEAT FUSED WELDED USING A TEFLON COATED THERMOSTATICALLY CONTROLLED WATERSTOP SPLICING IRON AT

APPROXIMATELY 380 DEGREES F. FOLLOW APPROVED MANUFACTURER RECOMMENDATIONS.

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

CENTER WATERSTOP IN JOINT AND SECURE WATERSTOP IN CORRECT POSITION USING HOG RINGS OR GROMMETS SPACED AT 12 INCHES ON CENTER

ALONG THE LENGTH OF THE WATERSTOP AND WIRE TIE TO ADJACENT REINFORCING STEEL.

MASTIC COATING

MASTIC COATING FOR PROTECTION OF INDICATED ITEMS SHALL BE BITUMASTIC 50 COAL TAR MASTIC BY CARBOLINE OR EQUIVALENT SUBSTITUTE

APPROVED BY THESTRUCTURAL ENGINEER. INSTALL AT LOCATIONS INDICATED ON DRAWINGS.

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

COATING.

STRUCTURAL STEEL

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

AMENDMENTS.

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

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

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

STRUCTURAL PIPE SHALL CONFORM TO ASTM A53, GRADE B.

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

STEEL STUDS SHALL CONFORM TO ASTM A108.

BOLTED CONNECTIONS SHALL CONFORM TO THE SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS, APPROVED BY THE RESEARCH COUNCIL ON STRUCTURAL CONNECTIONS OF THE ENGINEERING FOUNDATION. BOLTED CONNECTIONS FOR STRUCTURAL STEEL MEMBERS SHALL BE MADE WITH 3/4" DIAMETER A325 BOLTS, UNLESS NOTED OTHERWISE. BOLTED CONNECTIONS SHALL BE TIGHTENED TO THE SNUG TIGHT CONDITION, EXCEPT BOLTED CONNECTIONS IN BRACE ELEMENTS ARE TO BE FULLY PRETENSIONED WITH CLASS A FAYING SURFACES.

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

ANSI/AWS D1.1.

WELDED CONNECTIONS USING ASTM A992 STEEL AS A BASE METAL SHALL BE MADE WITH E70XX LOW HYDROGEN ELECTRODES. UNLESS OTHERWISE SHOWN OR NOTED ON THE DRAWINGS, OTHER WELDED CONNECTIONS MAY BE MADE WITH STANDARD E70XX ELECTRODES.

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

REQUIREMENTS WITH THE ARCHITECT.

STRUCTURAL STEEL THAT IS NOT EXPOSED IN THE FINISHED CONSTRUCTION AND DOES NOT RECEIVE FINISH PAINT SHALL NOT BE SHOP-PRIMED, UNLESS

NOTED OTHERWISE ON THE DRAWINGS.

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

DO NOT PAINT OR GALVANIZE THE FOLLOWING SURFACES:

1. SURFACES TO BE WELDED.

2. SURFACES TO RECEIVE BOLTED SLIP-CRITICAL CONNECTIONS.

3. SURFACES TO RECEIVE SHEAR STUD CONNECTIONS.

4. SURFACES TO RECEIVE SPRAYED-ON FIREPROOFING.

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

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

ANY SINGLE LINE OF BOLTS, UNLESS SPECIFICALLY INDICATED ON THE DRAWINGS.

PROVIDE L4X4X1/4 FRAMED OPENINGS FOR ALL ROOF PENETRATIONS 12 INCHES OR LARGER ALONG ANY SIDE, UNLESS LARGER FRAMING IS INDICATED.

REFER TO MECHANICAL AND PLUMBING DRAWINGS FOR PENETRATIONS. COORDINATE FRAMED OPENING SIZES AND LOCATIONS WITH THE MECHANICAL AND

PLUMBING CONTRACTORS.

GALVANIZE ALL EXPOSED STEEL.

STEEL ROOF DECK

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

STANDARD PRACTICE.

DECK MANUFACTURER SHALL PROVIDE ALL ROOF DECK ACCESSORIES, INCLUDING CLOSURES, SUPPLEMENTARY FRAMING, AND SUMP PANS, WHETHER OR NOT SUCH ITEMS ARE DETAILED ON THE CONTRACT DOCUMENTS.

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

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

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

ELEVATORS

CONTRACTOR SHALL COORDINATE ELEVATOR PITS, SHAFTS, SLAB OPENINGS, FRAMING LOCATIONS, GUIDE RAIL SUPPORTS, DIVIDER BEAMS, HOIST BEAMS AND SUMP PITS WITH ELEVATOR SUPPLIER PRIOR TO CONSTRUCTION AS REQUIRED FOR PROPER INSTALLATION AND OPERATION.

COORDINATE ANY REQUIRED STRUCTURAL MODIFICATIONS WITH THE STRUCTURAL ENGINEER PRIOR TO FABRICATION AND/OR INSTALLATION OF

ANY STRUCTURAL ELEMENTS.

Drawing Title

Approved for Design Concept:

Project Title

Date

Location

Checked By:

Building Number

Project Number

Drawing Number

Drawn By:

Revisions: Date

ARCHITECT/ENGINEERS:

VA NORTHERN INDIANA - FW

#1 o n e e ig h th in c h o n e fo o t 1 th re e in c h e s o n e fo o t o n e a n d o n e h a lf in c h e s o n e fo o t o n e in c h o n e fo o t th re e q u a rt e rs in c h o n e fo o t o n e h a lf in c h o n e fo o t th re e e ig h th s in c h o n e fo o t o n e q u a rt e r in c h o n e fo o t

B

A

C

D

E

F

1 2 3 4 5 6 7 9

F

E

D

C

B

A

97 8654321

OFFICE OF

FACILITIES

MANAGEMENT

VA Project Number

JAMES A. BROYLES, COR 610-311

GUIDON DESIGN INC.

905 N. CAPITOL AVE. SUITE 100 | INDIANAPOLIS, IN. 46204

317.800.6388 | WWW.GUIDONDESIGN.COM

SUSTAINABLE ARCHITECTURE + ENGINEERING

PROJECT LEAD

Architect, Structural Engineer, Civil Engineer

VA NORTHERN INDIANA HEALTH CARE SYSTEM

FORT WAYNE CAMPUS

FORT WAYNE, INDIANA

MEP Engineer

4031 TRANSPORTATION DR.

FORT WAYNE, IN 46818

(260) 918-3045

C U s e rs

\l la i\ D o c u m e n ts

\1 .1

-S

-F W

P ri m a ry

C a re lla i@ g u id o n d e s ig n .c o m

.r v t

CONSTRUCTION DOCUMENTS

SI002

WJTMAV

GENERAL STRUCTURAL NOTES

2019/4/16

16.1045EXPAND BUILDING 1 - 1ST FLOOR

PRIMARY CARE

RENOVATION (EXISTING CONDITIONS)

INFORMATION SHOWN FOR THE EXISTING STRUCTURE ON THESE DRAWINGS WAS TAKEN FROM DRAWINGS THAT WERE PREPARED FOR THE WAR DEPARTMENT, ENTITLED VETERANS ADMINISTRATION HOSPITAL, DATED 11-12-1949, AND SPS BASEMENT ADDITION DATED 08-15-2014.

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.

C

C

8'

4' - 3"

7'

0"

11' - 9"

9'

6'

21' - 9"

11' - 6"

33 PSF

20 PSF

33 PSF20 PSF

"47 PSF

49 PSF

20 PSF

37 PSF20 PSF

32 PSF20 PSF

20 PSF 34 PSF

22 PSF

13' - 2"

55 PSF 20 PSF

20 PSF

55 PSF 20 PSF

13' - 2"

27 PSF

20 PSF

6'

27 PSF

20 PSF

C

C

UNIFORM LOAD SCHEDULE

A

B

1ST FLOOR OFFICE AREA

1ST FLOOR PUBLIC AREA

C ROOF

MARK

DEAD, (PSF)

DESCRIPTION

LIVE, (PSF) SNOW LOAD (PSF)

LOADS

20 PSF

20 PSF + DRIFT

G STAIRS

20 PSF + DRIFT

20 PSF

15 PSF

20 PSF

50 PSF

100 PSF

50 PSF

100 PSF

NOTES:

1. UNLESS OTHERWISE NOTED, FLOOR FRAMING HAS BEEN DESIGNED UTILIZING LIVE LOAD REDUCTIONS TO THE EXTENT ALLOWED BY THE BUILDING CODE.

2. FOR SNOW LOADS DESIGN FOR WORST CASE OF UNIFORM SNOW OR SNOW DRIFT CONDITION.

3. DEAD LOADS ARE SUPERIMPOSED AND DO NOT INCLUDE SELF-WEIGHT OF STRUCTURE

I CANOPY

J CANOPY

2 PSF

2 PSF

5 PSF

5 PSF

16 PSF

16 PSF

WIND LOAD (PSF)

MINIMUM: -75 PSF

MAXIMUM: 55 PSF

MINIMUM: -25 PSF

MAXIMUM: 30 PSF

G G

G

B

A

C2

CA

C1 C3 C4 C5 C6

CB

CC

CD

VV

I J

I J

C7

FUTURE SHEAR WALLS

FUTURE ROOF

FUTURE FIFTH FLOOR

FUTURE FOURTH FLOOR

FUTURE THIRD FLOOR

FUTURE SECOND FLOOR

FIRST FLOOR

FUTURE SHEAR WALLS

FUTURE SHEAR WALLS

SHEAR WALLS

SHEAR WALLS

Drawing Title

Approved for Design Concept:

Project Title

Date

Location

Checked By:

Building Number

Project Number

Drawing Number

Drawn By:

Revisions: Date

ARCHITECT/ENGINEERS:

VA NORTHERN INDIANA - FW

#1 o n e e ig h th in c h o n e fo o t 1 th re e in c h e s o n e fo o t o n e a n d o n e h a lf in c h e s o n e fo o t o n e in c h o n e fo o t th re e q u a rt e rs in c h o n e fo o t o n e h a lf in c h o n e fo o t th re e e ig h th s in c h o n e fo o t o n e q u a rt e r in c h o n e fo o t

B

A

C

D

E

F

1 2 3 4 5 6 7 9

F

E

D

C

B

A

97 8654321

OFFICE OF

FACILITIES

MANAGEMENT

VA Project Number

JAMES A. BROYLES, COR 610-311

GUIDON DESIGN INC.

905 N. CAPITOL AVE. SUITE 100 | INDIANAPOLIS, IN. 46204

317.800.6388 | WWW.GUIDONDESIGN.COM

SUSTAINABLE ARCHITECTURE + ENGINEERING

PROJECT LEAD

Architect, Structural Engineer, Civil Engineer

VA NORTHERN INDIANA HEALTH CARE SYSTEM

FORT WAYNE CAMPUS

FORT WAYNE, INDIANA

MEP Engineer

4031 TRANSPORTATION DR.

FORT WAYNE, IN 46818

(260) 918-3045

C U s e rs

\l la i\ D o c u m e n ts

\1 .1

-S

-F W

P ri m a ry

C a re lla i@ g u id o n d e s ig n .c o m

.r v t

CONSTRUCTION DOCUMENTS

SI003

WJTMAV

LOAD MAPS

2019/4/16

16.1045EXPAND BUILDING 1 - 1ST FLOOR

PRIMARY CARE

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

1 SECOND LEVEL LOAD MAP

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

2 STAIR TOWER AND CHASE ROOF LOAD MAP

DESIGN DATA

THE BUILDING STRUCTURE HAS BEEN DESIGNED IN ACCORDANCE WITH THE 2015

INTERNATIONAL BUILDING CODE AND PER RECOMMENDATIONS GIVEN BY THE UNIFIED

FACILITIES CRITERIA "DESIGN OF BUILDINGS TO RESIST PROGRESSIVE COLLAPSE."

SEE LOAD MAPS FOR FLOOR LOADING CRITERIA.

SNOW LOAD DESIGN DATA

1. GROUND SNOW LOAD (PG) = 20 PSF

2. LOW-SLOPE ROOF SNOW LOAD (PF) = 17 PSF

3. MINIMUM ROOF SNOW LOAD (PM) = 24 PSF

4. SNOW EXPOSURE FACTOR (CE) = 1.0

5. THERMAL FACTOR (CT) = 1.0

6. SNOW LOAD IMPORTANCE FACTOR (IS) = 1.2

WIND LOAD DESIGN DATA

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

2. WIND LOAD IMPORTANCE FACTOR (IW) = 1.0

3. WIND EXPOSURE = B

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

EARTHQUAKE DESIGN DATA

1. SHORT PERIOD SPECTRAL RESPONSE (SS) = 0.119

2. 1-SECOND SPECTRAL RESPONSE (S1) = 0.062

3. SEISMIC IMPORTANCE FACTOR (IE) = 1.0

4. OCCUPANCY CATEGORY = IV

5. SEISMIC DESIGN CATEGORY = C

6. SITE CLASSIFICATION = C

7. SHORT PERIOD SPECTRAL RESPONSE COEFFICIENT (SDS) = 0.094

8. 1-SECOND SPECTRAL RESPONSE COEFFICIENT (SD1) = 0.069

9. BASIC STRUCTURAL SYSTEM / SEISMIC RESISTING SYSTEM: B.4 - BUILDING FRAME

SYSTEMS - SPECIAL REINFORCED CONCRETE SHEAR WALLS

10. ANALYSIS PROCEDURE UTILIZED = EQUIVALENT LATERAL FORCE PROCEDURE

11. RESPONSE MODIFICATION COEFFICIENT (R) = 6.0

12. SEISMIC RESPONSE COEFFICIENT (CS) = 0.016

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

4 FIRST LEVEL AND FUTURE FLOORS LOAD MAP

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

5 CANOPY ROOF LOAD MAP

SCALE:SI003

6 LATERAL SYSTEM ISOMETRIC

FUTURE ELEVATED FLOORS NOTE:

THE VA REQUIRES THAT ALL FUTURE FRAMED FLOORS

SHALL BE OF CONCRETE CONSTRUCTION SIMILAR IN

DESIGN AS NOTED IN THESE DOCUMENTS. THE

FOUNDATIONS, COLUMNS AND SHEAR WALLS HAVE

BEEN DESIGNED ACCORDINGLY

23.9 28.2 30.1 30.5 31.9 32.9 33.9 35.1 36.2 37

B.5

A.4

ZZ

YY

XX

WW

C

26' - 8" 16' - 8" 10' - 6" 29' - 8" 21' - 0" 21' - 0" 21' - 0" 21' - 0" 32' - 9"

4'

/8

9'

/8

7/ 8"

9'

/8

200' - 3"

SF502

EXISTING 12"

BASEMENT WALL

EXISTING 5" CONCRETE SLAB, TYP

NEW CONCRETE

COLUMN ABOVE, TYP

SF502

E X

7" X

E X

7" X

E X

7" X

E X

1'

X

E X

7" X

E X

7" X

E X

7" X

E X

7" X

E X

7" X

E X

7" X

EX 2' - 0" X 2' - 6"EX 2' - 0" X 2' - 6"EX 2' - 0" X 2' - 6"EX 2' - 0" X 2' - 6"EX 2' - 0" X 2' - 6"EX 2' - 0" X 2' - 6"

E X

2'

/2

X

EX 2' - 0" X 1' - 7"

EX 2' - 0" X 1' - 7"

EX 2' - 0" X 2' - 6" EX 2' - 0" X 2' - 6"EX 2' - 0" X 2' - 6"EX 2' - 0" X 2' - 6"EX 2' - 0" X 2' - 6" EX 2' - 0" X 2' - 6"

E X

1'

X

E X

7" X

E X

7" X

E X

7" X

E X

1'

X

E X

7" X

E X

7" X

E X

7" X

E X

1'

X

E X

7" X

E X

7" X

E X

7" X

E X

1'

X

E X

7" X

E X

7" X

E X

7" X

E X

7" X

E X

7" X

E X

1'

X

E X

2'

/2

X

EX 2' - 0" X 2' - 0"EX 2' - 0" X 2' - 0"

E X

1'

X

E X

7" X

E X

7" X

E X

7" X

E X

7" X

E X

7" X

E X

1'

X

E X

7" X

E X

7" X

E X

7" X

E X

1'

X

E X

7" X

E X

7" X

E X

7" X

E X

7" X

E X

7" X

E X

7" X

E X

1'

X

E X

7" X

E X

7" X

E X

7" X

E X

1'

X

E X

7" X

E X

7" X

E X

7" X

E X

1'

X

E X

7" X

E X

7" X

E X

7" X

EX 1' - 0" X 1' - 7"

E X

1'

X

E X

7" X

E X

7" X

E X

7" X

E X

7" X

E X

7" X

E X

1'

X

E X

7" X

E X

7" X

E X

7" X

E X

1'

X

E X

7" X

E X

7" X

E X

7" X

E X

7" X

E X

7" X

E X

7" X

E X

1'

X

E X

7" X

E X

7" X

E X

7" X

E X

1'

X

E X

7" X

E X

7" X

E X

7" X

E X

1'

X

E X

7" X

E X

7" X

E X

7" X

EX 2' - 0" X 2' - 0"EX 2' - 0" X 2' - 0"EX 2' - 0" X 2' - 0" EX 1' - 6" X 1' - 7"EX 2' - 0" X 2' - 0"

EX 2' - 0" X 2' - 0"

E X

1'

X

E X

7" X

E X

7" X

E X

7" X

E X

7" X

E X

7" X

EX 1' - 0" X 1' - 7"

E X

7" X

E X

7" X

E X

1'

X

EX 1' - 0" X 1' - 7"EX 1' - 0" X 1' - 7"EX 1' - 0" X 1' - 7"

E X

1'

X

E X

1'

X

E X

7" X

E X

7" X

E X

7" X

E X

7" X

E X

7" X

E X

7" X

E X

1'

X

E X

7" X

E X

7" X

E X

7" X

E X

7" X

E X

7" X

EX 1' - 0" X 1' - 7"

E X

7" X

EX 1' - 0" X 1' - 7"EX 1' - 0" X 1' - 7"

EX 1' - 0" X 1' - 7"

E X

1/

2" X

E X

1/

2" X

E X

1/

2" X

E X

1/

2" X

EX 2' - 0" X 1' - 7"EX 2' - 0" X 2' - 6" EX 2' - 0" X 1' - 7"

E X

2'

X

E X

7" X

E X

7" X

E X

7" X

E X

7" X

E X

7" X

E X

7" X

E X

1'

X

E X

1'

X

E X

1'

X

E X

1'

X

E X

2'

X

E X

1'

X

E X

1'

X

E X

1'

X

E X

1'

X

EX 1' - 6" X 2' - 6"

E X

1'

X

E X

1'

X

E X

1'

X

E X

1'

X

EX 1' - 0" X 1' - 7" EX 1' - 0" X 1' - 7"

EXISTING 12" WALL

E X

IS

T

IN

G

2"

W A

LL

E X

IS

T

IN

G

2"

W A

LL

E X

IS

T

IN

G

2"

W A

LL

EXISTING 12" WALL

W/ EXTENSION ABOVE

TO MEET SLAB

SF401

SF401

MW8

M W

5' - 1 5/8" 26' - 5"

M W

M W

MW8

MW8

MW8

SEE NOTE 4

C2

CA

C1 C3 C4 C5 C6

CB

CC

CD

EXISTING WALLS AND

CONCRETE SLAB TO

BE REMOVED

15' - 0" 15' - 0" 15' - 0" 15' - 0" 15' - 0" 15' - 0"

90' - 0"

7'

1"

2'

F1

F1

F1

F10.0F10.0 F10.0 F10.0 F10.0 F10.0

W18X65 W18X65 W18X65 W18X65 W18X65 W18X65

W12X50

W12X50

W12X50

T/FTG= 767' - 8 1/2"

T/FTG= 767' - 8 1/2"

T/FTG= 767' - 8 1/2" T/FTG= 767' - 8 1/2" T/FTG= 767' - 8 1/2" T/FTG= 767' - 8 1/2" T/FTG= 767' - 8 1/2"

EXISTING GRATE TO BE REMOVED AND

REPLACED W/ 6" CONCRETE SLAB ON 2"

METAL DECK. RECESS SLAB 1" WHERE

ENTRANCE FLOORING IS TO BE INSTALLED

(SEE ARCH)

MW8

DEMO CONCRETE SLAB FOR NEW MECHANICAL

CHASE. BEAMS AND JOISTS TO REMAIN.

VV

C2 C2 C1

C2 C2 C1 C1

C1 C1

C1 C2

C2 C2

C2

C1C1C1C1

C1C1

C1

C1 C1 C1 C1 C1 C1 C1 C1C1

C1

C1 C1

C1

C1

12' - 0"

6'

SF502

W16X31

SF502

W14X26

W

X

T/SLAB = 772' - 2 1/2"

T/STL = 771' - 8"

T /S

T L

" T/STL = 771' - 8"

SF502

SF201

SF202

MW8

SF502

SIM.

C7

W18X65

F10.0

T/FTG= 767' - 8 1/2" T/FTG= 767' - 8 1/2"

SF502

4'

4'

TYP.

T/FTG 755'-2 1/2"

T/FTG 762'-8 1/2"

PROJECT AREA

Drawing Title

Approved for Design Concept:

Project Title

Date

Location

Checked By:

Building Number

Project Number

Drawing Number

Drawn By:

Revisions: Date

ARCHITECT/ENGINEERS:

VA NORTHERN INDIANA - FW

#1 o n e e ig h th in c h o n e fo o t 1 th re e in c h e s o n e fo o t o n e a n d o n e h a lf in c h e s o n e fo o t o n e in c h o n e fo o t th re e q u a rt e rs in c h o n e fo o t o n e h a lf in c h o n e fo o t th re e e ig h th s in c h o n e fo o t o n e q u a rt e r in c h o n e fo o t

B

A

C

D

E

F

1 2 3 4 5 6 7 9

F

E

D

C

B

A

97 8654321

OFFICE OF

FACILITIES

MANAGEMENT

VA Project Number

JAMES A. BROYLES, COR 610-311

GUIDON DESIGN INC.

905 N. CAPITOL AVE. SUITE 100 | INDIANAPOLIS, IN. 46204

317.800.6388 | WWW.GUIDONDESIGN.COM

SUSTAINABLE ARCHITECTURE + ENGINEERING

PROJECT LEAD

Architect, Structural Engineer, Civil Engineer

VA NORTHERN INDIANA HEALTH CARE SYSTEM

FORT WAYNE CAMPUS

FORT WAYNE, INDIANA

MEP Engineer

4031 TRANSPORTATION DR.

FORT WAYNE, IN 46818

(260) 918-3045

C U s e rs

\l la i\ D o c u m e n ts

\1 .1

-S

-F W

P ri m a ry

C a re lla i@ g u id o n d e s ig n .c o m

.r v t

CONSTRUCTION DOCUMENTS

SF101

WJTMAV

EXISTING FIRST FLOOR FRAMING PLAN

2019/4/16

16.1045EXPAND BUILDING 1 - 1ST FLOOR

PRIMARY CARE

SCALE: 1/8" = 1'-0"SF101

1 EXISTING ROOF / FIRST FLOOR FRAMING PLAN

N

NO SCALE

KEYPLAN

NOTES:

1. REFERENCE TOP OF EXIST SLAB ELEVATION (T/SLAB) = 772'-2 1/2"

2. REFER TO STRUCTURAL GENERAL NOTES, LEGEND, SCHEDULES AND TYPICAL DETAILS FOR ADDITIONAL INFORMATION.

3. SEE ARCHITECTURAL DRAWINGS FOR ADDITIONAL INFORMATION AND DIMENSIONS.

4. INFILL PER TYPICAL DETAIL ON SF501. SEE SHEET AS103 FOR INFILL AREAS.

5. INDICATES CONCRETE SHEAR WALLS

CANOPY FOUNDATION SCHEDULE

MARK WIDTH LENGTH THICKNESS REINFORCEMENT

F1 6' - 0" 12' - 0" 1' - 6" #6 @ 9" O.C. LONGITUDINAL TOP & BOTTOM, #5 @ 8" O.C. TRANSVERSE TOP & BOTTOM

F10.0 10' - 0" 10' - 0" 1' - 6" #6 @ 12" O. C. E.W. TOP & BOTTOM

CONCRETE COLUMN SCHEDULE

MARK COLUMN SIZE REMARKS

C1 1'-6" X 1'-6"

C2 1'-6" X 2'-0"

23.9

B.5

A.4

ZZ

YY

XX

WW

C

26' - 8" 16' - 8" 10' - 6" 29' - 8" 21' - 0" 21' - 0" 21' - 0" 21' - 0" 32' - 9"

4'

/8

9'

/8

7/ 8"

/8

9'

200' - 3"

SF502

SF502

SF502

5" CONCRETE SLAB

REINF PER 8/SF501

NEW CONCRETE

COLUMN, TYP

6", 18 GA. METAL JOISTS @ 16"

OC COVERED W/ 3/4" FIRE

TREATED PLYWOOD

6", 18 GA. METAL JOISTS

@ 16" OC COVERED W/ 3/4"

FIRE TREATED PLYWOOD

J3

J1J1J1 J9 J6J6J6J6J6J1

B15B14B13B12B11B10B

B9

B24

B10

B14B13B12B11 B15

J9J1J1J1J3

J1J1J1J9J1J1J1J9J1J1J1J1J1J1

B

B3B2

J1

J2J7J7J7J7 J1

J2J2J2

J1 0 J7J7J7J7J2J2J1

J2J2J3

J3

J3

J2J2J1

J2J2J2

B16

J5

J2

J3J1

J1

J1

J1

J1

J3J3J3 J1

J8J8J8J8

J3J3J1

J3J3J3J1

J3J3J1

J3J3J3

B19B19B19 B20

B19

B18

B 31 J4 J4 J5 J5J4

J30

J4J4J1

J30J30J30

J1

J1

J4J4J4J4J4J4J1

J4J4J4J1

J3

J30

J3

J30J30

J29

B21

J3

B21

J3

J3

J3

B

B5

B4

B4J2

J2

J1

J1

J1

J1

J1

J1

J2

J2

J2

J2

J2

J2

J2

J2

J2

B1

J2

J2

J2

J3

J2

J2

J2

J2 4 J2

J2

J30 J30

J3

J3

J3

J2

J2

J2

B28

C W

CW12

C W

CW12

C W

CW12

E X

IS

T

IN

G

B U

IL

D

IN

G

SF401

6' - 4" 4' - 2" 4' - 2" 5' - 0" 5' - 0" 5' - 0" 5' - 0" 5' - 6" 5' - 6" 5' - 0" 5' - 0" 5' - 6" 5' - 6" 5' - 0" 5' - 0" 5' - 6" 5' - 6" 5' - 0" 5' - 0" 5' - 6" 5' - 6" 5' - 0" 5' - 0" 5' - 6" 5' - 6" 5' - 0" 5' - 0" 5' - 0" 5' - 0" 5' - 0" 2' - 3"

4' - 10 1/4" 5' - 5" 5' - 5" 5' - 5" 5' - 6 3/4" 5' - 6 3/4" 5' - 5" 5' - 8 1/4"

SF401

SF502

SF502

SF502

SF502

SF502

EXISTING BUILDING

T/SLAB = 784' - 10 1/2"

6' - 0 3/4"

MW8

M W

MW8

MW8

MW8

M W

M W

M W

J2

C2

CA

C1 C3 C4 C5 C6

CB

CC

CD

5'

5/

C2 C2 C1

C2 C2 C1 C1

C1 C1

C1 C2

C2 C2

C2

C1C1C1C1

C1C1

C1

C1 C1

C1 C1 C1 C1 C1 C1C1

C2

C1 C1

C1

C1

3' - 0" 15' - 0" 15' - 0" 15' - 0" 15' - 0" 15' - 0" 15' - 0"

90' - 0"

7'

1"

2'

6" , 1

G

A . M

E T

A L

JO

IS

T S

6" O

C C

O V

E R

E D

W / 3

/4

F

IR

E T

R E

A T

E D

P

LY

W O

O D

SF201

SF201

SF401

B31 B30 B30 B30 B30 B31

SEE NOTE 7

SEE NOTE 7

SEE NOTE 7

VV

W18X65 W18X65 W18X65 W18X65 W18X65 W18X65

W12X50

W12X50

W12X50

SF202

SF202

6" , 1

G

A . M

E T

A L

JO

IS

T S

6" O

C C

O V

E R

E D

W / 3

/4

F

IR

E T

R E

A T

E D

P

LY

W O

O D

M W

MW8

SEE NOTE 7

NO BRICK THIS AREA

N O

B R

IC

K

T H

IS

A

R E

A

C7

W18X65

(BELOW)

SF501

3' - 0"

TYP.

SF502

2' - 6"

1'

2' - 6"

1'

2' - 6"

1'

5'

7' - 9" 2' - 1"

2' - 6"

1'

2' - 6"

1'

7"

SF502

PROJECT AREA

Drawing Title

Approved for Design Concept:

Project Title

Date

Location

Checked By:

Building Number

Project Number

Drawing Number

Drawn By:

Revisions: Date

ARCHITECT/ENGINEERS:

VA NORTHERN INDIANA - FW

#1 o n e e ig h th in c h o n e fo o t 1 th re e in c h e s o n e fo o t o n e a n d o n e h a lf in c h e s o n e fo o t o n e in c h o n e fo o t th re e q u a rt e rs in c h o n e fo o t o n e h a lf in c h o n e fo o t th re e e ig h th s in c h o n e fo o t o n e q u a rt e r in c h o n e fo o t

B

A

C

D

E

F

1 2 3 4 5 6 7 9

F

E

D

C

B

A

97 8654321

OFFICE OF

FACILITIES

MANAGEMENT

VA Project Number

JAMES A. BROYLES, COR 610-311

GUIDON DESIGN INC.

905 N. CAPITOL AVE. SUITE 100 | INDIANAPOLIS, IN. 46204

317.800.6388 | WWW.GUIDONDESIGN.COM

SUSTAINABLE ARCHITECTURE + ENGINEERING

PROJECT LEAD

Architect, Structural Engineer, Civil Engineer

VA NORTHERN INDIANA HEALTH CARE SYSTEM

FORT WAYNE CAMPUS

FORT WAYNE, INDIANA

MEP Engineer

4031 TRANSPORTATION DR.

FORT WAYNE, IN 46818

(260) 918-3045

C U s e rs

\l la i\ D o c u m e n ts

\1 .1

-S

-F W

P ri m a ry

C a re lla i@ g u id o n d e s ig n .c o m

.r v t

CONSTRUCTION DOCUMENTS

SF102

WJTMAV

SECOND FLOOR FRAMING PLAN

2019/4/16

16.1045EXPAND BUILDING 1 - 1ST FLOOR

PRIMARY CARE

SCALE: 1/8" = 1'-0"SF102

1 NEW ROOF / SECOND FLOOR FRAMING PLAN

N

NO SCALE

KEYPLAN

NOTES:

1. REFERENCE TOP OF SLAB ELEVATION (T/SLAB) = 784'-10 1/2"

2. REFER TO STRUCTURAL GENERAL NOTES, LEGEND, SCHEDULES AND TYPICAL DETAILS FOR ADDITIONAL INFORMATION.

3. SEE ARCHITECTURAL DRAWINGS FOR ADDITIONAL INFORMATION AND DIMENSIONS.

4. PROVIDE #4 BAR X 2'-6" LONG PLACED AT 45 DEGREES AT MID-DEPTH OF SLAB AT RE-ENTRANT CORNERS.

5. INDICATES CONC. SHEAR WALLS

6. SEE SHEET SF103 FOR ADDITIONAL SLAB REINFORCEMENT REQUIREMENTS

7. CONTINUOUS SHELF ANGLE FOR BRICK SUPPORT SEE SECTIONS 8/SF502 AND 9/SF502. REFER TO ARCH DRAWINGS FOR ADDITIONAL INFORMATION.

8. SLAB EDGE TERMINATES AT EDGE OF CONCRETE BEAMS, U.N.O.

9. VERIFY MECHANICAL OPENING SIZES WITH EQUIPMENT MANUFACTURER.

CONCRETE COLUMN SCHEDULE

MARK COLUMN SIZE REMARKS

C1 1'-6" X 1'-6"

C2 1'-6" X 2'-0"

23.9

B.5

A.4

ZZ

YY

XX

WW

C

T31

T32

T30

26' - 8" 16' - 8" 10' - 6" 29' - 8" 21' - 0" 21' - 0" 21' - 0" 21' - 0" 32' - 9"

4'

/8

9'

/8

7/ 8"

/8

9'

200' - 3"

VV

T25

T

T20

T

T21

T

T

T24

T27

T

T26

T

T28 T29

T22

T 5 T

T18

T

T17

T

T18

T

T14 T15

T16

T

T

T

T

T19

T23

T

T

C7

ADDITIONAL SLAB REINFORCEMENT SCHEDULE

MARK WIDTH ADDITIONAL REINFORCEMENT

T1

T2

T3

T4

T5

T6

T7

T8

T9

T10

T11

T12

T13

T14

T15

T16

T17

T18

T19

T20

T21

T22

T23

T24

T25

T26

T27

T28

T29

T30

T31

3'-3"

3'-3"

3'-3"

3'-3"

3'-3"

3'-3"

3'-3"

3'-3"

3'-3"

3'-3"

3'-3"

3'-3"

3'-3"

3'-3"

3'-3"

3'-3"

3'-3"

3'-3"

3'-3"

3'-3"

3'-3"

3'-3"

3'-3"

3'-3"

3'-3"

3'-3"

3'-3"

3'-3"

3'-3"

32'-9"

NOTES:

1. REINFORCEMENT SHALL BE PLACED WITHIN SLAB TIE AREA AND MEET DESIGNATED COVER AND SPACING REQUIREMENTS. AREA REQUIREMENTS SUPERSEDE TYPICAL SLAB REINFORCEMENT (#5 BARS @ 12" O.C.)

SHOWN IN 8/SF501 WITHIN INDICATED AREAS.

2. REINFORCEMENT REQUIRED BY THIS PLAN SPANNING PARALLEL TO BEAMS AND JOISTS MAY NOT BE PLACED WITHIN BEAM/JOIST LIMITS. TYPICAL SLAB REINFORCEMENT SPANNING PERPENDICULAR TO AREAS INDICATED

MAY CONTINUE THROUGH THESE AREAS AS SHOWN.

32'-9"

5 - #5 BARS

REINFORCEMENT

SPAN DIRECTION

N-S

8 - #5 BARS

4 - #5 BARS

6 - #5 BARS

6 - #5 BARS

6 - #5 BARS

N-S

N-S

N-S

N-S

N-S

N-S6 - #5 BARS

6 - #5 BARS N-S

6 - #5 BARS N-S

4 - #5 BARS N-S

8 - #5 BARS

8 - #5 BARS

N-S

N-S

8 - #5 BARS N-S

7 - #5 BARS E-W

E-W8 - #6 BARS

8 - #5 BARS E-W

7 - #5 BARS E-W

7 - #5 BARS E-W

8 - #5 BARS E-W

6 - #5 BARS E-W

6 - #5 BARS E-W

7 - #5 BARS E-W

8 - #5 BARS E-W

4 - #5 BARS

6 - #5 BARS E-W

E-W

6 - #5 BARS E-W

7 - #6 BARS E-W

7 - #6 BARS E-W

8 - #6 BARS E-W

E-W

E-W

#5 BARS @ 6" O.C. (BAY BTWN T15/T16)

#5 BARS @ 6" O.C. (ENTIRE BAY)

T32

21'-6"

#5 BARS @ 6" O.C. (ENTIRE BAY) E-W

SLAB SEE PLAN

FACE OF WALL OR

COLUMN

BEAM AND

JOIST REINF

PER SCHEDULE

#4 @ 18" OC#5 @ 12" OC (TYP.

FOR SLAB)

TIE WIDTH (SEE TABLE)

REINFORCEMENT PER TABLE (DO NOT

PLACE WITHIN BEAM OR JOIST AREAS)

Drawing Title

Approved for Design Concept:

Project Title

Date

Location

Checked By:

Building Number

Project Number

Drawing Number

Drawn By:

Revisions: Date

ARCHITECT/ENGINEERS:

VA NORTHERN INDIANA - FW

#1 o n e e ig h th in c h o n e fo o t 1 th re e in c h e s o n e fo o t o n e a n d o n e h a lf in c h e s o n e fo o t o n e in c h o n e fo o t th re e q u a rt e rs in c h o n e fo o t o n e h a lf in c h o n e fo o t th re e e ig h th s in c h o n e fo o t o n e q u a rt e r in c h o n e fo o t

B

A

C

D

E

F

1 2 3 4 5 6 7 9

F

E

D

C

B

A

97 8654321

OFFICE OF

FACILITIES

MANAGEMENT

VA Project Number

JAMES A. BROYLES, COR 610-311

GUIDON DESIGN INC.

905 N. CAPITOL AVE. SUITE 100 | INDIANAPOLIS, IN. 46204

317.800.6388 | WWW.GUIDONDESIGN.COM

SUSTAINABLE ARCHITECTURE + ENGINEERING

PROJECT LEAD

Architect, Structural Engineer, Civil Engineer

VA NORTHERN INDIANA HEALTH CARE SYSTEM

FORT WAYNE CAMPUS

FORT WAYNE, INDIANA

MEP Engineer

4031 TRANSPORTATION DR.

FORT WAYNE, IN 46818

(260) 918-3045

C U s e rs

\l la i\ D o c u m e n ts

\1 .1

-S

-F W

P ri m a ry

C a re lla i@ g u id o n d e s ig n .c o m

.r v t

CONSTRUCTION DOCUMENTS

SF103

WJTMAV

SECOND FLOOR SLAB REINFORCEMENT

TIE PLAN

2019/4/16

16.1045EXPAND BUILDING 1 - 1ST FLOOR

PRIMARY CARE

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

1 NEW ROOF / SECOND FLOOR SLAB REINFORCEMENT TIE PLAN

N

SCALE: 3/4" = 1'-0"SF103

2 ADDITIONAL REINFORCEMENT SECTION DETAIL AT TIE AREAS

A.4

ZZ

YY

XX

WW

C

3" METAL DECK

26' - 8" 16' - 8" 10' - 6" 29' - 8" 21' - 0" 21' - 0" 21' - 0" 21' - 0" 32' - 9"

4'

/8

9'

/8

7/ 8"

/8

9'

200' - 3"

T/DECK = 797' - 6 1/2"

CW12

CW12

C W

C W

SF502

EXISTING BUILDING

UTILITY/ "WET SHAFTS" TO

BE EXTENDED 12" ABOVE

FINISHED FLOOR SLAB, TYP

3" METAL DECK

C2

CA

C1 C3 C4 C5 C6

CB

CC

CD

3' - 0" 15' - 0" 15' - 0" 15' - 0" 15' - 0" 15' - 0" 15' - 0" 3' - 0"

90' - 0"

7'

1"

6'

2'

SF201

3" METAL DECK

T /D

E C

K

/2

3" METAL DECK

T

/D E

C K

/2

T/DECK = 797' - 6 1/2"

T/DECK = 785' - 2"

1'

SF201

W12X50

W12X50

W12X50

W18X65 W18X65 W18X65 W18X65 W18X65 W18X65

HSS5X3X1/4

TYP @ CANOPIES

T/WALL= 799' - 6 1/2"

T/WALL= 799' - 6 1/2"

T/WALL= 811' - 10 1/2"

T/WALL= 811' - 10 1/2"

T/WALL= 797' - 6 1/2"

T/WALL= 791' - 10 1/2"

VV

SEE NOTE 4

SEE NOTE 4

SEE NOTE 4

SF501

MW8

MW8

M W

M W

5' - 7 5/8"

16' - 11 3/8"

5'

SF202

SF202

SF202

UTILITY/ "WET SHAFTS" TO

BE EXTENDED 12" ABOVE

FINISHED FLOOR SLAB, TYP

C7

W18X65

SF502

PROJECT AREA

Drawing Title

Approved for Design Concept:

Project Title

Date

Location

Checked By:

Building Number

Project Number

Drawing Number

Drawn By:

Revisions: Date

ARCHITECT/ENGINEERS:

VA NORTHERN INDIANA - FW

#1 o n e e ig h th in c h o n e fo o t 1 th re e in c h e s o n e fo o t o n e a n d o n e h a lf in c h e s o n e fo o t o n e in c h o n e fo o t th re e q u a rt e rs in c h o n e fo o t o n e h a lf in c h o n e fo o t th re e e ig h th s in c h o n e fo o t o n e q u a rt e r in c h o n e fo o t

B

A

C

D

E

F

1 2 3 4 5 6 7 9

F

E

D

C

B

A

97 8654321

OFFICE OF

FACILITIES

MANAGEMENT

VA Project Number

JAMES A. BROYLES, COR 610-311

GUIDON DESIGN INC.

905 N. CAPITOL AVE. SUITE 100 | INDIANAPOLIS, IN. 46204

317.800.6388 | WWW.GUIDONDESIGN.COM

SUSTAINABLE ARCHITECTURE + ENGINEERING

PROJECT LEAD

Architect, Structural Engineer, Civil Engineer

VA NORTHERN INDIANA HEALTH CARE SYSTEM

FORT WAYNE CAMPUS

FORT WAYNE, INDIANA

MEP Engineer

4031 TRANSPORTATION DR.

FORT WAYNE, IN 46818

(260) 918-3045

C U s e rs

\l la i\ D o c u m e n ts

\1 .1

-S

-F W

P ri m a ry

C a re lla i@ g u id o n d e s ig n .c o m

.r v t

CONSTRUCTION DOCUMENTS

SF104

WJTMAV

HI…