cvr plot sheet (1)

E N G I N E E R I N GM INTOSHAC

JOB NUMBER:

WILMINGTON, DE 19801

300 DELAWARE AVENUE • SUITE 820

PHONE: 302-252-9200

FAX: 302-252-9201

THIS DOCUMENT IS THE SOLEPROPERTY OF MACINTOSHENGINEERING AND MAY NOTBE REPRODUCED IN ANY FORMFOR THE PURPOSE OF SHOPDRAWING PREPARATIONWITHOUT THE PRIORWRITTEN PERMISSION OFMACINTOSH ENGINEERINGCONTACT:

865.041J. HAAS

A P P R O V E D

R E V I S I O N S

D R A W I N G #

D R A W I N G T I T L E

S C A L E

D A T E

C H E C K E D

D R A W N

P R O J E C T T I T L E

S E A L

C

C O N S U L T A N T S

A R C H I T E C T U R E E N G I N E E R I N G P L A N N I N G I N T E R I O R D E S I G N

S Y M B O L D A T E D E S C R I P T I O N

V I T E T T A

P R O J E C T #

A L L D I M E N S I O N S M U S T B E V E R I F I E D B Y C O N T R A C T O R

A N D T H E A R C H I T E C T N O T I F I E D O F A N Y D I S C R E P A N C I E S

B E F O R E P R O C E E D I N G W I T H T H E C O N S T R U C T I O N

D O N O T S C A L E D R A W I N G S

B A L D W I N T O W E R

P H I L A D E L P H I A P A 1 9 1 1 2

T 2 1 5 . 2 1 8 . 4 7 4 7 F 2 1 5 . 4 0 5 . 2 7 2 9

8318.02

2015

AS NOTED

OCTOBER 9, 2015

W I L M I N G T O N , D E 1 9 8 0 1

T 3 0 2 . 2 5 2 . 9 2 0 0 F 3 0 2 . 2 5 2 . 9 2 0 1

3 0 0 D E L A W A R E A V E N U E , S U I T E 8 2 0

M A C I N T O S H E N G I N E E R I N G

D E D C E N G I N E E R I N G D E S I G N C O N S U L T I N G

3 1 5 S . C H A P E L S T R E E T

T 3 0 2 . 7 3 8 . 7 1 7 2

N E W A R K , D E 1 9 7 1 1

1 5 1 0 C H E S T E R P I K E , S U I T E 1 0 4

S T A N T E C C O N S U L T I N G S E R V I C E S

1 0 6 0 A N D R E W D R I V E , S UI T E 1 0 4

W E S T C H E S T E R , P A 1 9 3 8 0

CONCRETE/ PRECAST CONCRETE

COMPACTED EARTH / SITEWORK

SHEAR WALLS

CRUSHED STONE

RIGID INSULATION

ARCHITECTURAL VENEER

GROUT

CONCRETE MASONRY UNIT

STEEL

IVANY CONCRETE MASONRY UNIT

PLYWOOD SHEATHING/ DECKING

AREA OF OVERFRAMING

POROUS FILL

MECHANICAL UNIT

UNDERPINNING

FIBERMESH

WOOD

POST TENSION STRAND

MATERIAL LEGEND

A

AFF ABOVE FINISHED FLOOR

ADD ADDENDUM

ADD'L ADDITIONAL

ADJ ADJACENT

ALT ALTERNATE

APPROX APPROXIMATE

ARCH ARCHITECTURAL

AESSARCHITECTURAL EXPOSED

STRUCTURAL STEEL

B

BM BEAM

BRG, BRNG BEARING

BP BEARING PLATE

BW BEARING WALL

BTWN BETWEEN

BLKG BLOCKING

BS BOTH SIDES

BOT BOTTOM

B.O. BOTTOM OF

BLDG BUILDING

C

CANT CANTILEVER

CANT LE CANTILEVER LEFT END

CANT RE CANTILEVER RIGHT END

CIP CAST IN PLACE

CTR CENTER

CL CENTER LINE

CTD CENTERED

CLR CLEAR

COL COLUMN

CONC CONCRETE

CC CONCRETE COLUMN

CMU CONCRETE MASONRY UNIT

CONN CONNECTION

CJ CONSTRUCTION JOINT

CONST CONSTRUCTION

CONT CONTINUOUS

CJ CONTROL JOINT

COORD COORDINATE

CW CURTAIN WALL

D

DL DEAD LOAD

DJ DEFLECTION JOINT

D DEPTH, DEEP

DET, DTL DETAIL

DIA, Ø DIAMETER

DIM DIMENSION

DBL DOUBLE

DWLS DOWELS

DN DOWN

DWG DRAWING

DWGS DRAWINGS

E

EA EACH

EF EACH FACE

EW EACH WAY

EWEF EACH WAY EACH FACE

EOS EDGE OF SLAB

EL ELEVATION

ELEV ELEVATOR

EQ EQUAL

EQUIP EQUIPMENT

EXIST EXISTING

{E} EXISTING

EXP BLT EXPANSION BOLT

EJ EXPANSION JOINT

EXT EXTERIOR

EIFSEXTERIOR INSULATION FINISHSYSTEM

F

FIN FINISH

FF FINISH FLOOR

FLR FLOOR

FD FLOOR DRAIN

FT FOOT

FDN FOUNDATION

FRM FRAMING

G

GALV GALVANIZED

GA GAUGE

GEN GENERAL

GT GIRDER TRUSS

GR GRADE

GB GRADE BEAM

GND GROUND

GYP BD GYPSUM BOARD

H

HDW HARDWARE

HS HAUNCHED SLAB

HS HEADED STUD

HT HEIGHT

HP HIGH POINT

HB HOIST BEAM

HK HOOK

HORIZ HORIZONTAL

HEF HORIZONTAL EACH FACE

HIF HORIZONTAL INSIDE FACE

HOF HORIZONTAL OUTSIDE FACE

HR HOUR

HSKP HOUSEKEEPING

I

INT INTERIOR

IBCINTERNATIONAL BUILDINGCODE

J

JT JOINT

K

k KIPS (1000lbs)

KSF KIPS PER SQUARE FOOT

KO KNOCK-OUT

L

L ANGLE

LBS POUNDS

LW LIGHT WEIGHT CONCRETE

LL LIVE LOAD

LOC LOCATION

LG LONG

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

LP LOW POINT

M

MFR, MANUF MANUFACTURER

MAS MASONRY

MO MASONRY OPENING

MAT'L MATERIAL

MAX MAXIMUM

MECH MECHANICAL

MEPMECHANICAL, ELECTRICAL,PLUMBING

MEMB MEMBRANE

MTL METAL

MIN MINIMUM

MISC MISCELLANEOUS

N

NS NEAR SIDE

NOM NOMINAL

NBL NON-BEARING LINTEL

NBMH NON-BEARING METAL HEADER

NBWH NON-BEARING WOOD HEADER

NW NORMAL WEIGHT CONCRETE

N/A NOT AVAILABLE

NIC NOT IN CONTRACT

NTS NOT TO SCALE

O

o/c ON CENTER

OPNG OPENING

OPP OPPOSITE

OH OPPOSITE HAND

OD OUTSIDE DIAMETER

OSF OUTSIDE FACE

P

PTD PAINTED

PR PAIR

PENT PENTHOUSE

PL PLATE

PLUMB PLUMBING

PLYWD PLYWOOD

PT POINT

PCF POUNDS PER CUBIC FOOT

PSF POUNDS PER SQUARE FOOT

PSI POUNDS PER SQUARE INCH

P/C PRECAST CONCRETE

PREFAB PREFABRICATED

PT PRESSURE TREATED

PL PROPERTY LINE

R

RAD RADIUS

REF REFER OR REFERENCE

RCP REFLECTED CEILING PLAN

REINF REINFORCING

REBAR REINFORCING BAR

REQ'D REQUIRED

RW RETAINING WALL

RD ROOF DRAIN

RR ROOF RAFTER

RM ROOM

RO ROUGH OPENING

S

SCHED SCHEDULE

SECT SECTION

SIM SIMILAR

SOG SLAB ON GRADE

SSF SOLID SURFACE

SPCG SPACING

SPEC SPECIFICATION

SQ SQUARE

SS STAINLESS STEEL

STD STANDARD

SBC STANDARD BUILDING CODE

STL STEEL

SF STEPPED FOOTING

STIFF STIFFENER

STIR STIRRUP

STRUC STRUCTURAL

SO STRUCTURAL OPENING

SDL SUPERIMPOSED DEAD LOAD

SYM SYMMETRICAL

T

THK THICK, THICKNESS

TS THICKENED SLAB

TSF THICKENED SLAB FOOTING

T TOP

T&B TOP & BOTTOM

T.O. TOP OF

T.O.B. TOP OF BEAM

T.O.C. TOP OF CONCRETE

T.O.CB. TOP OF CURB

T.O.F. TOP OF FOOTING

T.O.P. TOP OF PARAPET

T.O.S. TOP OF SLAB

T.O.STL. TOP OF STEEL

T.O.W. TOP OF WALL

TDS TURNED DOWN SLAB

TN TRENCH DRAIN

TYP. TYPICAL

U

UNO UNLESS NOTED OTHERWISE

V

VAR VARIES

VERT VERTICAL

W

WWF WELDED WIRE FABRIC

WF WIDE FLANGE

W WIDTH, WIDE

WL WIND LOAD

w/ WITH

w/o WITHOUT

WD WOOD

WP WORK POINT

ABBREVIATIONS

W12X19 [12] c=3/4" (+0'-0")10KFT

6k

10KFT

6k

UNFACTOREDREACTION

SUPPORTPOINT

MOMENTCONNECTIONSYMBOL

MOMENT

No. OF HEADEDSTUDS

CAMBER @CENTERLINEOF SPAN

REACTION

SUPPORTPOINT

MOMENTCONNECTIONSYMBOL

MOMENT

Steel Beam Notation

26K10SUPPORTPOINT

MK1

XXXXMK1

CHORD FORCEMARK

BOTTOMCHORD EXT

CHORD FORCEMARK

SUPPORTPOINT

BOTTOMCHORD EXT

JOIST DESIGNATION(K,KCS,LH,DLH)

TCELE, TCERE, TCEBE - TOP CHORD EXT(SP) - SPECIAL JOISTDPTC - DBL PITCHED TOP CHORDPTC - PITCHED TOP CHORD

Joist & Special Joist Notation

T.O. STEELRELATIVE TOELEVATIONREFERENCE

F20.12 (-2.67')

RW (-2.67')

C1 P1 [-0.67']

F50 (-2.67')

RETAINING WALLDESIGNATION

TOP OF FOOTINGELEVATION

CONTINUOUSWALL FOOTINGDESIGNATION


SF

STEPPEDFOOTINGDESIGNATION


TOP OF PIERELEVATION

PIERDESIGNATION

COLUMN FOOTINGDESIGNATION

COLUMNDESIGNATION

Foundation Notation

STRUCTURAL PLAN NOTATION

0

RTU1

1000#

T.O. WHATEL. (SEE PLAN)

S/ D_

0

DRAWING LIST

SHEET NUMBER SHEET NAME

S-001 COVER SHEET

S-002 GENERAL NOTES

S-003 PROJECT SCHEDULES

S-101 FOUNDATION PLAN

S-102 FIRST FLOOR FRAMING PLAN

S-103 SECOND FLOOR FRAMING PLAN

S-104 ATTIC FRAMING PLAN

S-105 ROOF FRAMING PLAN

S-500 TYPICAL DETAILS & FOUNDATION SECTIONS

S-501 FRAMING SECTIONS

1

S-XXX

A101

DRAWING SYMBOLS

MOMENT CONNECTION - BEAM TO BEAM ORBEAM TO COLUMN - SEE PLAN FOR REQUIREDCONNECTION MOMENT CAPACITY, IF NO LOADSHOWN, PROVIDE FULL CAPACITY OF BEAM INADDITION TO FULL DEPTH SHEAR CONNECTION

CHANGE IN SLABELEVATION

ROOF VALLEYDESIGNATION

CRIPPLE POINT IN STEEL MEMBER -SEE TYPICAL DETAIL FOR ADDITIONALINFORMATION.

SECTION MARK

BUILDING ELEVATION

DETAIL/ ENLARGEDPLAN CALLOUT

SPOT ELEVATION LOCATION

MECHANICAL UNITID & WEIGHT

WALL TAG

LEVEL DESIGNATION

STRUCTURAL GRIDDESIGNATION

SLAB/ DECK CONSTRUCTION TAG - SEESCHEDULE ON DRAWING FOR ADDITIONALINFORMATION

UTILITY LINE - COORDINATE SIZE &INVERT w/ UTILITY DRAWINGS

SLAB CONTROL/ CONSTRUCTION JOINT - SEETYPICAL DETAILS FOR ADDITIONALINFORMATION

SLAB SLOPE LINE (VALLEY/ HIP IN SLAB)ROOF HIP/ RIDGEDESIGNATION

1

S200

FLOOR DRAIN - COORDINATE SIZE &LOCATION w/ ARCHITECTURAL & PLUMBINGDRAWINGS

SLOPE OF FLOOR/ROOF/ SLAB

TOP OF FOOTING ELEVATION

TOP OF PIER ELEVATION

APPROXIMATE ELEVATIONOF EXISTING FOOTING

SLIDING CONNECTION @EXPANSION JOINT

SL

FD

TD

( _.__')

[ _.__']

{ _.__'}

SYMBOL DESCRIPTION SYMBOL DESCRIPTION

EXISTINGSTRUCTURAL GRIDDESIGNATION

FLEXIBLE MOMENT CONNECTION (FMC) -BEAM TO COLUMN CONNECTION. SEE PLANFOR REQUIRED CONNECTION MOMENT. IF NOLOAD SHOWN, SEE TYPICAL DETAILS.

[...]

TRENCH DRAIN - COORDINATE SIZE &LOCATION w/ ARCHITECTURAL & PLUMBINGDRAWINGS

GENERAL

PARAGRAPH NOTES

G1ALL WORK SHALL BE COMPLETED IN ACCORDANCE WITH ALL DRAWINGS ANDSPECIFICATIONS CONTAINED HEREIN.

G2

ALL WORK RELATED TO THE STAGING, CONSTRUCTION PRACTICES, AND SAFETY OF THEPROJECT S WORKERS AND PROPERTY SHALL BE CONSIDERED MEANS AND METHODS ANDSHALL BE COMPLETED BY THE CONTRACTOR IN ACCORDANCE WITH STANDARD INDUSTRYPRACTICE AND ALL CODES AND STANDARDS. VISITS TO THE SITE MADE BY THEENGINEER ARE FOR THE REVIEW OF THE STRUCTURAL WORK FOR GENERAL CONFORMANCEWITH THE DRAWINGS AND SPECIFICATIONS AND ARE NOT FOR THE REVIEW OFCONTRACTOR RESPONSIBILITIES, INCLUDING BUT NOT LIMITED TO PROJECT SAFETYAND MEANS AND METHODS OF CONSTRUCTION.

G3ALL DRAWINGS HAVE BEEN PREPARED IN ACCORDANCE WITH THE 2009 INTERNATIONALBUILDING CODE, AS WELL AS ALL REFERENCED STANDARDS CONTAINED THEREIN.

G4EVALUATION AND COMPLIANCE WITH LOADING RESTRICTIONS FOR MEANS AND METHODSOF CONSTRUCTION AS WELL AS STAGING FOR OTHER TRADES ARE THE RESPONSIBILITYOF THE CONTRACTOR.

G5

ALL WORK SHALL BE INSPECTED IN ACCORDANCE WITH CHAPTER 17 OF THE REFERENCEDBUILDING CODE. SUBMIT ALL REPORTS TO THE ENGINEER OF RECORD FOR REVIEW. ATTHE COMPLETION OF THE PROJECT, THE SPECIAL INSPECTION REPORT SHALL BECOMPLETED, SIGNED BY THE SPECIAL INSPECTOR, AND SUBMITTED TO THE ENGINEER OFRECORD FOR RECORD PURPOSES.

G6 SCALING OF DRAWINGS TO DETERMINE DIMENSIONS OF ELEMENTS IS NOT PERMITTED.

G7STRUCTURAL DRAWINGS SHALL NOT BE REPRODUCED TO CREATE SHOP DRAWINGS ORSHORING DOCUMENTATION WITHOUT THE EXPRESS WRITTEN CONSENT OF MACINTOSHENGINEERING.

G8

ALL HORIZONTAL AND VERTICAL DIMENSIONS CONTAINED ON THE STRUCTURALDRAWINGS WERE DEVELOPED BY OTHER DISCIPLINES FOR THE PURPOSE OF THISPROJECT. ANY DIMENSIONS NOT SHOWN ON THE STRUCTURAL DRAWINGS SHOULD BECOORDINATED WITH THE OTHER DISCIPLINE DRAWINGS.

G9

THE STRUCTURAL DOCUMENTS ARE TO BE USED IN COORDINATION WITH THEARCHITECTURAL, MECHANICAL, PLUMBING, AND ELECTRICAL DRAWINGS ANDSPECIFICATIONS AS WELL AS THOSE OF ALL OTHER DISCIPLINES. ANY DISCREPANCIESSHOULD BE BROUGHT TO THE ATTENTION OF THE DESIGN TEAM PRIOR TO THECOMMENCEMENT OF WORK.

G10

ALL REQUESTED CHANGES IN WORK BY THE CONTRACTOR ARE SUBJECT TO THE APPROVALOF THE DESIGN TEAM AND OWNER AND ARE CONSIDERED TO BE COMPLETED AT NOADDITIONAL COST UNLESS SPECIFICALLY APPROVED. APPROVAL OF REQUESTEDCHANGES DOES NOT CONSTITUTE APPROVAL OF AN INCREASE IN PROJECT COSTS.

G11REFER TO THE ARCHITECTURAL DOCUMENTATION FOR LOCATION, EXTENT, AND DETAILINGOF ALL WATERPROOFING AND FIREPROOFING.

G12 DESIGN LOADS FOR THE PROJECT ARE LISTED IN THE LOAD SCHEDULE ON DRAWINGS-003.

G13SNOW LOADS FOR THE PROJECT ARE LISTED IN THE LOAD SCHEDULE ON DRAWING S-003.DRIFT LOADS HAVE BEEN INCLUDED IN THE DESIGN. SEE SCHEDULE FOR ADDITIONALINFORMATION.

G14 WIND LOADS FOR THE PROJECT ARE LISTED IN THE LOAD SCHEDULE ON DRAWING S-003.

SHOP DRAWING REQUIREMENTS

PARAPGRAPH NOTES

SD1SHOP DRAWINGS SHALL BE SUBMITTED FOR THE FOLLOWING ITEMS FOR THIS THEPROJECT:

SD1.1 CONCRETE MIX DESIGNS INCLUDING ALL LABORATORY TESTING, MATERIALS, ETC.

SD1.2 REINFORCING SHOP DRAWINGS

SD1.3 ANCHOR BOLT AND CONCRETE EMBEDDED ASSEMBLIES

SD1.4 STEEL FRAMING

SD1.5 METAL DECK ASSEMBLIES

SD1.6 MASONRY PRODUCTS

SD1.7 ALL ADMIXTURES, SEALANTS, HARDENERS, COATINGS

SD2ALL SHOP DRAWINGS NOTED ABOVE SHALL BE SUBMITTED IN A TIMELY MANNER TOALLOW FOR A 10 BUSINESS DAY REVIEW PERIOD BY THE DESIGN TEAM. ALL SUBMITTEDDRAWINGS SHALL CONTAIN THE CONSTRUCTION MANAGER REVIEW STAMP.

SD3

SHOP DRAWINGS MAY BE SUBMITTED ELECTRONICALLY, HOWEVER, A MINIMUM OF ONE (1)HARD COPY SHALL BE PROVIDED FOR ALL SHOP DRAWINGS. IF NO HARD COPY ISPROVIDED, PRINTING AND TIME COSTS WILL BE CHARGED TO ORGANIZE AND PRINTSHOP DRAWINGS.

SD4ELECTRONIC SHOP DRAWINGS SHALL BE SUBMITTED AS AN ORGANIZED SINGLE FILEDOCUMENT. DRAWINGS SHALL BE ORGANIZED IN NUMERIC ORDER WITH ALL REFERENCEDPLANS LOCATED FIRST IN THE SUBMITTAL.

SD5

SHOP DRAWINGS WILL BE MARKED AS NOTED ON THE REVIEW STAMP. SHOP DRAWINGSMARKED "MAKE CORRECTIONS NOTED" ARE TO BE RE-SUBMITTED FOR RECORD PURPOSESAND WILL NOT BE RE-REVIEWED AS AN ADDITIONAL SUBMITTAL. REVIEW OF "MAKECORRECTIONS NOTED" SHOP DRAWINGS BEYOND ONE RE-SUBMITTAL WILL REQUIREADDITIONAL FEE.

SD6SUBMITTALS REQUIRING THE SEAL OF A PROFESSIONAL ENGINEER (I.E. PRECASTCONCRETE, ETC) SHALL BE SUBMITTED WITH CALCULATIONS AND SEALED DRAWINGSPRIOR TO REVIEW.

SD7

CONTRACTOR SHALL PROVIDE DESIGN TEAM WITH A SHOP DRAWING SUBMITTALSCHEDULE TO ALLOW THE ENGINEERING TEAM APPROPRIATE NOTICE OF SUBMITTALS, DUEDATES, AND ALLOW FOR APPROPRIATE STAFFING. SCHEDULE SHALL BE PROVIDEDPRIOR THE FIRST SUBMITTAL.

EXISTING CONDITIONS

PARAGRAPH NOTES

E1THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN, COORDINATION ANDINSTALLATION OF SHORING AND STABILIZATION OF EXISTING CONSTRUCTION ASREQUIRED TO PERFORM THE WORK CONTAINED IN THE DRAWINGS AND SPECIFICATIONS.

E2DIMENSIONS SHOWN REFERRING TO EXISTING STRUCTURES ARE FOR REFERENCE ONLY.ALL DIMENSIONS RELATED TO EXISTING BUILDINGS AND FRAMING SHOULD BE VERIFIEDBY THE CONTRACTOR PRIOR TO THE COMMENCEMENT OF WORK.

E3THE CONTRACTOR SHALL NOTIFY THE ENGINEER OF ANY INFORMATION RELATING TO THEEXISTING STRUCTURE THAT HAS BEEN UNCOVERED DUE TO DEMOLITION AND REMOVAL OFFINISHES.

E4

PRIOR TO COMMENCEMENT OF WORK ON EXISTING STRUCTURES TO REMAIN ORADJACENT STRUCTURES, A STRUCTURAL SURVEY SHALL BE COMPLETED AT THECONTRACTOR’S EXPENSE. REPORT SHALL INDICATE AND PHOTOGRAPH ANY EXISTINGDAMAGE OR DEFICIENCIES IN THE EXISTING STRUCTURES AS WELL AS THEIR CONDITION.REPORT SHALL BE ISSUED TO THE DESIGN TEAM FOR THEIR RECORD.

E5NEVER CONNECT NEW FRAMING MEMBERS TO EXISTING BRICK OR OTHER MASONRYVENEER WITHOUT APPROVAL FROM THE ENGINEER OF RECORD. REPLACE ANY REMOVEDVENEER TO MATCH EXISTING AFTER WORK IS COMPLETE.

FOUNDATIONS

PARAGRAPH NOTES

F1

EXCAVATE THE BUILDING FOUNDATION AREAS TO THE DEPTH AND EXTENT INDICATED INTHE FOUNDATION DRAWINGS. ALL FOOTING AND SLAB SUBGRADES SHALL BE APPROVEDIN WRITING BY THE GEOTECHNICAL ENGINEER PRIOR TO BACKFILLING. SUBMIT ALLREPORTS TO THE ENGINEER OF RECORD FOR RECORD.

F2BOTTOM OF FOOTING SUBGRADE IS ASSUMED TO BEAR ON SOIL CAPABLE OF SAFELYSUPPORTING 2000 PSF IN ACCORDANCE WITH THE RECOMMENDATIONS OF THE 2009INTERNATIONAL BUILDING CODE.

F3

BOTTOM OF FOOTING SUBGRADE MUST BE INSPECTED AND APPROVED BY A REGISTEREDGEOTECHNICAL ENGINEER BEFORE PLACING ANY CONCRETE FOUNDATIONS. APPROVAL INWRITING MUST INDICATE THE SOIL IS ADEQUATE TO SAFELY SUSTAIN THE SPECIFIEDBEARING PRESSURE. SUBMIT ALL REPORTS TO THE ENGINEER OF RECORD FOR RECORD.

F4BOTTOM OF ALL FOOTINGS SUBJECTED TO FREEZE THAW CONDITIONS SHALL BE AMINIMUM 3 FEET BELOW FINISH GRADE OR TOP OF SLAB ELEVATION WHICHEVER ISLOWER.

F5

BACKFILL SHALL NOT BE PLACED AGAINST ANY BASEMENT WALLS UNTIL FIRST FLOORFRAMING AND SLAB OR SHEATHING IS IN-PLACE OR THE WALLS HAVE BEEN ADEQUATELYBRACED. BRACING OF WALLS SHALL BE DESIGNED BY AN ENGINEER HIRED DIRECTLY BYTHE CONTRACTOR.

F6

WALLS RETAINING EARTH SHALL NOT BE BACKFILLED UNTIL A MINIMUM OF 70% OFSPECIFIED COMPRESSIVE STRENGTH IS ACHIEVED. BASEMENT WALLS SHALL NOT BEBACKFILLED, UNLESS ADEQUATELY BRACED, UNTIL FLOOR SLAB IS IN PLACE AND ATTAINSA MINIMUM OF 70% OF SPECIFIED COMPRESSIVE STRENGTH.

F7

UNDERPINNING, SHEETING AND SHORING OF EXISTING FOUNDATIONS NOTED ON THEDRAWINGS SHALL BE DESIGNED AND DETAILED BY A REGISTERED PROFESSIONALENGINEER WITH A MINIMUM OF 3 YEARS EXPERIENCE IN THE DESIGN OF FOUNDATIONSHORING. SUBMIT SIGNED AND SEALED DRAWINGS, CALCULATIONS, AND A PHASING PLANTO THE ENGINEER FOR REVIEW AND RECORD.

CONCRETE

PARAGRAPH NOTES

C1ALL CONCRETE SHALL BE READY-MIX AND PROPORTIONED ON THE BASIS OFLABORARORY TRIAL MIXTURE OR FIELD TEST DATA OR BOTH ACCORDING TO ACI301.DESIGN MIXTURES SHALL MEET THE REQUIREMENTS BELOW:

C1.1 SLABS ON GRADE:

COMPRESSIVE STRENGTH OF 4000 PSI AT 28 DAYS MINIMUM.

INTERIOR EXPOSURE

EXPOSURE CATEGORY: F0

C1.2 FOOTINGS AND FOUNDATION WALLS

COMPRESSIVE STRENGTH OF 4000 PSI AT 28 DAYS MINIMUM.

INTERIOR EXPOSURE

EXPOSURE CATEGORY: F2

C2ALL CONCRETE EXPOSED TO EXTERIOR CONDITIONS SHALL HAVE CHARACTERISTICS INACCORDANCE WITH ACI BUILDING CODE (ACI 318) AND THE 2009 INTERNATIONALBUILDING CODE.

C3CONTRACTOR IS RESPONSIBLE FOR THE PREPARATION OF DESIGN MIXTURES FOR EACHAPPLICATION/LOCATION USED IN CONSTRUCTION AS NOTED ABOVE AND ON THEDRAWINGS.

C4ALL CONCRETE WORK SHALL COMPLY WITH THE REQUIREMENTS OF THE LATEST EDITIONSOF THE ACI BUILDING CODE (ACI 318), THE ACI DETAILING MANUAL (SP-66), AND THESPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS (ACI 301).

C5ALL REINFORCING STEEL SHALL BE MANUFACTURED FROM HIGH STRENGTH BILLET STEELCONFORMING TO ASTM DESIGNATION A615 GRADE 60. LAP ALL BARS MINIMUM 48 BARDIAMETERS UNLESS OTHERWISE NOTED.

C6ALL WWF SHALL BE MANUFACTURED FROM HIGH STRENGTH STEEL CONFORMING TO ASTMA185. LAP ALL WWF A MINIMUM OF 6 INCHES.

C7 FOR GRADE BEAMS, LAP ALL TOP STEEL AT MID-SPAN AND LAP BOTTOM STEEL OVERSUPPORT.

C8CONTRACTOR SHALL CONDUCT A PRE-INSTALLATION CONFERENCE WITH ALL FLOORINGSUB-CONTRACTORS PRIOR TO THE PLACEMENT OF THE SLAB ON GRADE

C9PLACE TRANSVERSE REINFORCING (SWB) IN BOTTOM LAYER OF CONTINUOUS FOOTINGS.PROVIDE CORNER BARS IN FOOTINGS TO MATCH CONTINUOUS REINFORCEMENT. EXTENDWALL FOOTING REINFORCING INTO COLUMN FOOTINGS A MINIMUM OF 2 FEET.

C10PROVIDE KEYS IN CONCRETE WALLS, PIERS, GRADE BEAMS AND FOOTINGS ATINTERSECTIONS UNLESS NOTED OTHERWISE. PROVIDE CORNER BARS TO MATCHHORIZONTAL REINFORCEMENT AT WALL CORNERS AND TEE INTERSECTIONS.

C11

CONCRETE SHALL ACHIEVE A MINIMUM OF 70 PERCENT OF THE DESIGN STRENGTH PRIORTO STEEL ERECTION. WRITTEN CONFIRMATION OF THIS STRENGTH SHOULD BESUBMITTED TO THE ENGINEER OF RECORD PRIOR TO THE COMMENCEMENT OF STEELERECTION.

C12SHOP DRAWINGS FOR CONCRETE MIX DESIGNS SHALL INCLUDE THE FOLLOWINGINFORMATION:

C12.1 MIXTURE IDENTIFICATION BY APPLICATION/LOCATION

C12.2 SPECIFIED COMPRESSIVE STRENGTH, f'C, THAT IS APPLICABLE FOR THE APPLICATION

C12.3 SPECIFIED EXPOSURE CLASS

C12.4DOCUMENTATION OF STRENGTH TEST RECORDS OF SIMILAR CLASS OF CONCRETE USEDTO ESTABLISH STANDARD DEVIATION IN ACCORDANCE WITH ACI 318, WHEN TESTRECORDS EXIST

C12.5 REQUIRED AVERAGE COMPRESSIVE STRENGTH, f'CR, FOR EACH CLASS OF CONCRETE

C12.6DOCUMENTATION OF REQUIRED AVERAGE COMPRESSIVE STRENGTH, f'CR, USED AS THEBASIS FOR SELECTION OF CONCRETE PROPORTIONS

C12.7 INTENDED PLACEMENT METHOD

C12.8 SLUMP OR SLUMP FLOW

C12.9 AIR CONTENT

C12.10 DRY AND WET DENSITY

C12.11 W/C RATIO

C12.12DOCUMENTATION SUPPORTING OTHER SPECIFIED REQUIREMENTS OF CONCRETEMIXTURES

C12.13 NOMINAL MAXIMUM AGGREGATE SIZE OR SIZE NUMBER

C12.14 TYPE AND INFORMATION ABOUT THE INGREDIENT MATERIALS PROPOSED FOR USE.

C13 CONCRETE TESTING SHALL CONFORM TO THE FOLLOWING:

C13.1 SAMPLES SHALL BE TAKEN AT LEAST ONCE PER DAY AND ONCE FOR EACH 5Ocy OR 5000sfOF PLACED CONCRETE

C13.2 TAKE SLUMP, AIR, TEMPERATURE FOR EACH CONCRTE CYLINDER SET TAKEN

C13.3 CYLINDER TESTS SHALL BE AS FOLLOWS:

C13.3.1 TEST ONE SET OF TWO CYLINDERS AT 7 DAYS



C13.3.4PROVIDE ONE ADDITIONAL SET OF TWO FIELD CURED SPECIMENS FOR AND ADDITIONALTEST WHERE THE COMPRESSIVE STRENGTH IS ABOVE 6,000PSI

STEEL

PARAGRAPH NOTES

S1

ALL STRUCTURAL STEEL SHALL BE FABRICATED AND ERECTED IN ACCORDANCE WITH THELATEST AISC CODE. ALL STRUCTURAL STEEL WIDE FLANGE (W) SHAPES SHALL BE ASTMA992 GRADE 50 (V50). ALL OTHER STRUCTURAL STEEL SHALL BE ASTM A36 UNLESSOTHERWISE NOTED.

S2ALL STEEL RECTANGULAR/SQUARE HOLLOW STRUCTURAL SECTIONS SHALL BE ASTM A500GRADE B, FY=46 KSI.

S3ALL STEEL SHALL BE THOROUGHLY CLEANED IN ACCORDANCE WITH SSPC- SP3 AND SHALLHAVE A SHOP COAT OF RUST INHIBITIVE PAINT.

S4ALL STEEL TO RECEIVE SPRAYED-ON FIREPROOFING SHALL REMAIN CLEANED ANDPRIMED. ALL STEEL TO RECEIVE A COAT OF INTUMESCENT PAINT PER DESIGN CODEULX633 AFTER INSTALLATION.

S5 ORIENT ALL MILL CAMBER UPWARD DURING FABRICATION AND ERECTION.

S6ALL SHOP AND FIELD WELDING SHALL BE PERFORMED BY WELDERS CERTIFIED, ASDESCRIBED IN "LATEST EDITION OF THE AMERICAN WELDING SOCIETY'S STANDARDQUALIFICATION PROCEDURE", AWS D1.1, TO PERFORM THE TYPE OF WORK REQUIRED.

S7ALL BOLTS USED FOR THE ANCHORAGE TO CONCRETE AS SPECIFIED ON THE DRAWINGSSHALL CONFORM TO ASTM F1554.

S8ALL CONNECTIONS SHALL BE BOLTED WITH A MINIMUM OF 3/4" A325N HIGH STRENGTHBOLTS OR WELDED AS DESIGNED BY THE STEEL FABRICATOR.

S9PROVIDE A MINIMUM 3/8 INCH THICK FULL DEPTH THRU-PLATE FOR ALL PIPE AND TUBECOLUMN CONNECTIONS. UNLESS OTHERWISE NOTED ON THE DRAWINGS.

S10ALL BEAM TO GIRDER CONNECTIONS SHALL BE AS DESIGNED BY THE FABRICATORSUBJECT TO THE ENGINEER S APPROVAL. THE FOLLOWING CONNECTIONS AREPERMITTED:

S10.1 DOUBLE ANGLE.

S10.2 SHEAR PLATE.

S10.3 SINGLE ANGLE.

S10.4FABRICATOR SHALL ADHERE TO ALL OSHA FEDERAL REGISTER STANDARDS SECTION1926.777 WITH REGARD TO CONNECTION DESIGN.

S11ALL ALUMINUM AND STEEL MEMBERS SHALL BE TREATED OR PROPERLY SEPARATED TOPREVENT GALVANIC AND CORROSIVE EFFECTS.

S12 ALL STEEL WELDING RODS SHALL BE AS FOLLOWS:

S12.1 E70XX FOR STEEL CONNECTIONS

S12.2 E60XX FOR STEEL TO METAL STUD CONNECTIONS

S13SUBMIT ALL STEEL SHOP DRAWINGS FOR REVIEW PRIOR TO ANY FABRICATION. SUBMITCALCULATIONS FOR ALL BRACE CONNECTIONS TO COLUMNS (CALCULATIONS NEED NOT BESIGNED AND SEALED)

S14

STEEL FABRICATOR IS SOLELY RESPONSIBLE FOR COORDINATING WITH THE GENERALCONTRACTOR FOR THE PURPOSE OF SURVEYING AND VERIFICATION OF EXISTINGCONDITIONS INCLUDING BUT NOT LIMITED TO THE LOCATION, ELEVATION, ANDDIMENSIONS OF WALLS AND FRAMING THAT EXIST AT THE TIME OF THE STEEL ERECTION.

S15 ALL EXPOSED STEEL SHALL BE HOT DIP GALVANIZED.

S16ANY POINTS OF WELDING SHALL BE TOUCHED UP IN THE FIELD WITH A ZINC-RICH PAINTBY THE STEEL ERECTOR.

METAL FLOOR AND ROOF DECK

PARAGRAPH NOTES

D1 STEEL ROOF DECK FOR THE PROJECT SHALL BE AS FOLLOWS:

D1.1 1-1/2" 20 GA TYPE B METAL DECK

D1.2 GALVANIZED

D2

ALL ROOF DECK SHALL BE AS MANUFACTURED BY VULCRAFT, INC. OR APPROVED EQUAL.MANUFACTURER SHALL BE A MEMBER OF THE STEEL DECK INSTITUTE. ROOF DECKFABRICATION AND INSTALLATION MUST COMPLY WITH STEEL DECK INSTITUTESTANDARDS. ALL ROOF DECK SHALL BE CONTINUOUS OVER A MINIMUM OF THREE SPANS.

D3ALL ROOF DECK SHALL BE DESIGNED, MANUFACTURED, AND INSTALLED IN ACCORDANCEWITH THE LATEST FACTORY MUTUAL STANDARDS.

D4

IN AREAS OF WARPED ROOF DECK USE SELF DRILLING SCREWS OR POWDER ACTUATEDFASTENERS (PAFs) FOR CONNECTIONS OF STEEL ROOF DECK TO STRUCTURAL STEELSUPPORTS. SCREW OR PAF SIZES SHALL COMPLY WITH MANUFACTURER AND FACTORYMUTUAL REQUIREMENTS. ATTACH DECK TO ALL SUPPORTING ROOF JOISTS AND BEAMS.

D5ATTACH METAL ROOF DECK TO STRUCTURAL STEEL SUPPORTS WITH 5/8" DIAMETERPUDDLE WELDS. FASTEN SIDE LAPS TOGETHER WITH #12 SELF DRILLING SCREWS AT 36INCHES ON CENTER. (4/36 FASTENING PATTERN UNLESS OTHERWISE NOTED)

D5.1AS AN ALTERNATE ROOF DECK FASTENING METHOD TO OPEN WEB STEEL JOISTS UTILIZEHILTI DECK FASTENER X-HSNK24. (4/36 FASTENING PATTERN UNLESS OTHERWISE NOTED)FASTEN SIDE LAPS WITH #12 SELF DRILLING SCREWS AT 36 INCHES ON CENTER.

D5.2AS AN ALTERNATE ROOF DECK FASTENING METHOD TO STRUCTURAL STEEL UTILIZE HILTIDECK FASTENER X-ENP-19. (4/36 FASTENING PATTERN UNLESS OTHERWISE NOTED) FASTENSIDE LAPS WITH #12 SELF DRILLING SCREWS AT 36 INCHES ON CENTER.

MASONRY

PARAGRAPH NOTES

M1 MASONRY UNITS SHALL BE AS OUTLINED BELOW:

M1.1 NORMAL WEIGHT MASONRY UNITS

M1.2 ASTM C90 SOLID OR ASTM C90 HOLLOW GROUTED SOLID BELOW GRADE.

M1.3 MINIMUM COMPRESSIVE STRENGTH OF 1900 PSI (AVERAGE OF 3 UNITS)

M2 ALL CMU SHALL BE LAID IN A FULL BED OF MORTAR.

M3 THE FOLLOWING BLOCK STRENGTHS ARE REQUIRED:

M3.1 ASTM C90 SOLID 2000 PSI ON GROSS AREA OF INDIVIDUAL UNITS.

M3.2 ASTM C90 SOLID 1500 PSI ON NET AREA OF AVERAGE OF 3 UNITS PER ACI-530.

M3.3 ASTM C90 HOLLOW 1700 PSI ON NET AREA OF INDIVIDUAL UNITS.

M4ALL MORTAR SHALL BE ASTM C270 TYPE S AND LAID USING A WITH A MINIMUMCOMPRESSIVE STRENGTH OF 1800 PSI AT 28 DAYS.

M5ALL MORTAR SHALL BE FIELD OBTAINED MORTAR CUBES TESTED IN ACCORDANCE WITHASTM C270 AND ASTM C780.

M6GROUT SHALL BE A HIGH SLUMP MIX IN WITH A COMPRESSIVE STRENGTH OF 3000PSI AT28 DAYS.

M7 ALL GROUT SHALL BE FIELD OBTAINED CYLINDERS TESTED IN ACCORDANCE WITH ASTMC1019.

M8

ALL CONCRETE MASONRY SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE LATESTEDITION OF THE "BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES ACI530/ASCE 5/TMS 402" AND THE "SPECIFICATION FOR MASONRY STRUCTURES ACI530.1/ASCE 6/TMS 602. "

M9ALL MASONRY SHALL BE INSPECTED BY A QUALIFIED ENGINEER AS NOTED IN THEINTERNATIONAL BUILDING CODE SPECIAL INSPECTIONS REQUIREMENTS FOR THEPROJECT.

M10

PROVIDE HOT-DIPPED GALVANIZED TRUSS TYPE HORIZONTAL JOINT REINFORCEMENT,MIN. 9 GA, AT 16" ON CENTER VERTICAL IN ALL MASONRY WALLS. SPACE HORIZONTALJOINT REINFORCEMENT AT 8 INCHES ON CENTER IN ALL PARAPETS. USE SHOPFABRICATED SPECIAL PIECES AT ALL CORNERS AND TEES.

POST-INSTALLED ANCHORS

PARAGRAPH NOTES

PIA1EXCEPT WHERE INDICATED ON THE DRAWINGS, POST-INSTALLED ANCHORS SHALLCONSIST OF THE FOLLOWING ANCHOR TYPES AS PROVIDED BY HILTI, INC. CONTACTHILTI FOR ANY PRODUCT RELATED QUESTIONS.

PIA2ADHESIVE ANCHORS TO CONCRETE SHALL BE DIAMETER AND EMBEDMENT AS INDICATEDIN THE PLANS AND SECTIONS.

PIA3 REBAR DOWELING INTO CONCRETE

PIA3.1 DIAMETER AND EMBEDMENT AS INDICATED IN THE PLANS AND SECTIONS

PIA3.2 HILTI HIT-HY 200 SAFE SET SYSTEM WITH HILTI HOLLOW DRILL BIT AND HAS-E ROD

PIA4 ANCHORAGE INTO SOLID OR GROUTED SOLID MASONRY

PIA4.1 DIAMETER AND EMBEDMENT AS INDICATED IN THE PLANS AND SECTIONS

PIA4.2HILTI HIT-HY 70 MASONRY ADHESIVE ANCHORING SYSTEM WITH HAS-E ROD ORCONTINUOUSLY DEFORMED REBAR

PIA5 DIAMETER AND EMBEDMENT AS INDICATED IN THE PLANS AND SECTIONS

PIA5.1 HILTI HIT-HY 70 MASONRY ADHESIVE ANCHORING SYSTEM WITH HAS-E ROD ORCONTINUOUSLY DEFORMED REBAR

PIA5.2 INCLUDE APPROPRIATELY SIZED SCREEN TUBE PER MANUFACTURER'S RECOMMENDATIONS

PIA6

ANCHOR CAPACITY USED IN DESIGN SHALL BE BASED ON THE TECHNICAL DATA PUBLISHEDBY HILTI, INC OR SUCH OTHER METHOD AS APPROVED BY THE STRUCTURAL ENGINEER OFRECORD. SUBSTITUTION REQUESTS FOR ALTERNATE PRODUCTS MUST BE APPROVED BYTHE ENGINEER OF RECORD PRIOR TO PURCHASE AND/OR USE. CONTRACTOR SHALLPROVIDE MANUFACTURER DATA DEMONSTRATING THAT THE SUBSTITUTED PRODUECT ISCAPABLE OF ACHIEVING THE PERFORMANCE VALUES OF THE SPECIFIED PRODUCT.SUBSTITUTIONS WILL BE EVALUATED FOR COMPLIANCE WITH THE PROJECTREQUIREMENTS.

PIA7INSTALL ALL ANCHORS PER THE MANUFACTURER INSTALLATION GUIDELINES INCLUDEDWITH THE PRODUCT

PIA7.1A MINIMUM OF 10% OF ANCHOR INSTALLATION SHALL BE VERIFIED BY THIRD PARTYSPECIAL INSPECTION FOR CONFORMANCE WITH INSTALLATION INSTRUCTION. WRITTENREPORTS FOR INSPECTIONS SHALL BE PROVIDED TO THE ENGINEER OF RECORD

PIA8 OVERHEAD ADHESIVE ANCHORS SHALL BE INSTALLED USING THE HILTI PROFIS SYSTEM.

PIA9

A MANUFACTURER'S REPRESENTATIVE SHALL PROVIDE ONSITE INSTALLATION TRAININGFOR THE PROJECT REQUIRED ANCHORING PRODUCTS FOR EACH CONTRACTORRESPONSIBLE FOR THEIR USE. CONFIRMATION OF THE TRAINING FOR ANCHORINSTALLERS SHALL BE PROVIDED TO THE ENGINEER OR RECORD PRIOR TO THECOMMENCEMENT OF INSTALLING ANCHORS.

PIA10

ANCHOR CAPACITY IS DEPENDANT ON SPACING BETWEEN ADJACENT ANCHORS ANDPROXIMITY OF ANCHORS TO THE EDGE OF CONCRETE. INSTALL ANCHORS INACCORDANCE WITH SPACING AND EDGE CLEARANCES INDICATED ON THE STRUCTURALDRAWINGS.

PIA11

EXISTING REINFORCING BARS IN THE CONCRETE STRUCTURE MAY CONFLICT WITHSPECIFIC ANCHOR LOCATIONS. UNLESS NOTED ON THE DRAWINGS THAT BARS MAY BECUT, THE CONTRACTOR SHALL REVIEW ANY AVAILABLE DOCUMENTS AND SHALL LOCATEALL REINFORCING PRIOR TO DRILLING FOR ANCHOR INSTALLATION. UTILIZE HILTIFERROSCAN, GPR, X-RAY, CHIPPING OR OTHER MEANS.

DELEGATED DESIGN

PARAGRAPH NOTES

DD1DELEGATED DESIGN OF THE FOLLOWING COMPONENTS SHALL BE COMPLETED BY ASPECIALTY ENGINEER LICENSED IN THE STATE HAVING JURIDICTION:

DD1.1 ALL STRUCTURAL STEEL CONNECTIONS.

DD1.2 SHEAR CONNECTIONS.

DD2DESIGN OF COMPONENTS LISTED ABOVE SHALL BE COMPLETED IN ACCORDANCE WITHTHE APPLICABLE CODES AND CRITERIAL SHOWN ON THE STRUCTURAL DRAWINGS ANDWITHIN THESE NOTES.

DD3SPECIALITY ENGINEER SHALL HAVE A MINIMUM OF 5 YEARS EXPERIENCE PERFORMINGWORK OUTLINED HEREIN.

DD4STRUCTURAL STEEL CONNECTIONS SHALL COMPLY WITH THE MINIMUM STANDARDS ANDCRITERIA NOTED UNDER THE STEEL NOTES IN ADDITION TO THE FOLLOWING:

DD4.1PROVIDE WEB DOUBLER AND STIFFENER PLATES IN ALL CONNECTIONS AS REQUIRED BYDESIGN.

DD4.2DESIGN LOADS SHALL BE CALCULATED IN ACCORDANCE WITH STANDARD PRACTICEUNLESS OTHERWISE NOTED ON THE DRAWINGS.


JOB NUMBER:



PHONE: 302-252-9200

FAX: 302-252-9201


865.041J. HAAS

A P P R O V E D

R E V I S I O N S

D R A W I N G #


S C A L E

D A T E

C H E C K E D

D R A W N


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V I T E T T A

P R O J E C T #






P H I L A D E L P H I A P A 1 9 1 1 2

T 2 1 5 . 2 1 8 . 4 7 4 7 F 2 1 5 . 4 0 5 . 2 7 2 9

8318.02

2015

AS NOTED

OCTOBER 9, 2015

W I L M I N G T O N , D E 1 9 8 0 1

T 3 0 2 . 2 5 2 . 9 2 0 0 F 3 0 2 . 2 5 2 . 9 2 0 1




3 1 5 S . C H A P E L S T R E E T

T 3 0 2 . 7 3 8 . 7 1 7 2

N E W A R K , D E 1 9 7 1 1




W E S T C H E S T E R , P A 1 9 3 8 0

DESIGN LOAD SCHEDULE(ALL LOADS SHOWN ARE IN POUNDS PER SQ. FT.)

SLAB O

N G

RADE

RO

OF

4" CONCRETE SLAB ONGRADE

50

ROOF & INSULATION 5

STEEL & JOIST 10

CEILING

COLLATERAL 5

TOTAL DEAD LOAD 50 20

TOTAL LIVE LOAD 100 30

TOTAL LOAD 150 50

COMPONENT

AREA

(2) 1/2"ØHEADED STUDw/ 6" EMBED MIN.

LENGTH(VARIES)

WIDTH

(VAR

IES)

(2) STUD PLAN

SECTION 'A'

2" 2"

2" 2"

LENGTH(VARIES)

WIDTH

(VAR

IES)

2" 2"

2"

2"

(4) STUD PLAN

BEARING PLATE SCHEDULE

MARK THICK WIDTH LENGTH# OF HEADED

STUDS

BP1 3/8" 6" 8" 2

FOOTING SCHEDULE

MARK SIZE REINFORCING

F30.12 3'-0" W. x 12" T. (CONT.) (4) #4 LWB #4 @ 24" SWB

REMARKSREINF. CONC. FOR EACH

1) ALL CONCRETE LINTELS SHALL BE 4000 PSI CONCRETE AT 28 DAYS WITH GRADE 60 REINFORCING

2) ALL LINTELS SHALL HAVE 8" MINIMUM BEARING U.N.O.

4'-0" TO 5'-11" (1) #4 TOP & BOTTOM

L OR PRECASTCONC. LINTEL(SEE SCHED.)

CMU OR BRICK(SEE SCHED.)

CONCRETE/STEEL LINTEL SCHEDULE(4", 8" AND 12" NON-BEARING CMU & BRICK WALLS)

WIDTH OF OPENING

UP TO 2'-11"

3'-0" TO 3'-11"

6'-0" TO 8'-0"

(1) #4 TOP & BOTTOM

(1) #4 TOP & BOTTOM

(1) #5 TOP & BOTTOM

4" OF WALL THICKNESS

NOTES:

4" 8" 12"

COLUMN SCHEDULE

MARK SIZE BASE PLATE (A36) ANCHOR BOLTS

C1 HSS6x6x1/4 3/4"x12"x1'-6" (4) 3/4"Ø

PIER SCHEDULE

MARK SIZE REINFORCING NOTES

P1 12" x 18" CONC. (6) #6 VERT. #3 TIES @ 12" o/c

GRADE BEAM SCHEDULE

MARK

REINFORCINGSTIRRUPSEACH END

REMARKS

TOP BARS BOTT. BARS MID BARSSIZE &

SPACING

GB1 12"x28" (3) #4 (3) #4 #4 @ 24" o/c

LATERAL LOAD DESIGN SCHEDULE2009 INTERNATIONAL BUILDING CODE

WIND LOAD

ITEM SYMBOL VALUE REFERENCE

BASIC WIND SPEED V3s 90 mph FIGURE1609

OCCUPANCY CATEGORY - II TABLE1604.5

WIND LOAD IMPORTANCE 1.0TABLE

6-1 (ASCE 7)

WIND EXPOSURE CATEGORY - C SECTION1609.4.3

DESIGN PROCEDURE - ANALYTICALSECTION

6.5 (ASCE-7)

MAIN WIND-FORCE PRESSURE Ps 13.5 PSFSECTION

6.5.12.2 (ASCE-7)

COMP./ CLAD. WINDRESISTANCE

Pnet +17.4 PSF / -22.7 PSFSECTION

6.5.12.4 (ASCE-7)

SNOW LOAD DESIGN SCHEDULE2009 INTERNATIONAL BUILDING CODE

ITEM SYMBOL VALUE REFERENCE

GROUND SNOW LOAD Pg 20 PSF FIGURE1608.2

SNOW EXPOSURE FACTOR Ce 1.0TABLE

7.2 (ASCE-7)

SNOW LOAD IMPORTANCEFACTOR

1.0TABLE

7.4 (ASCE-7)

THERMAL FACTOR Ct 1.0TABLE

7.3 (ASCE-7)

FLAT-ROOF SNOW LOAD Pf 20 PSFSECTION

7.3 (ASCE-7)


JOB NUMBER:



PHONE: 302-252-9200

FAX: 302-252-9201


865.041J. HAAS

A P P R O V E D

R E V I S I O N S

D R A W I N G #


S C A L E

D A T E

C H E C K E D

D R A W N


S E A L

C




V I T E T T A

P R O J E C T #






P H I L A D E L P H I A P A 1 9 1 1 2

T 2 1 5 . 2 1 8 . 4 7 4 7 F 2 1 5 . 4 0 5 . 2 7 2 9

8318.02

2015

AS NOTED

OCTOBER 9, 2015

W I L M I N G T O N , D E 1 9 8 0 1

T 3 0 2 . 2 5 2 . 9 2 0 0 F 3 0 2 . 2 5 2 . 9 2 0 1




3 1 5 S . C H A P E L S T R E E T

T 3 0 2 . 7 3 8 . 7 1 7 2

N E W A R K , D E 1 9 7 1 1




W E S T C H E S T E R , P A 1 9 3 8 0

FOUNDATION PLAN SCALE: 1/2" = 1'-0"

NOTES:

1. TOP OF SLAB EL. = (+384.59') = DATUM EL. (0.00') UNLESS NOTED OTHERWISE THUS (...).2. SEE PLAN FOR TOP OF FOOTING ELEVATION BELOW DATUM ELEVATION.3. SEE PLAN FOR TOP OF GRADE BEAM ELEVATION BELOW DATUM ELEVATION.

4. SEE PLAN FOR TOP OF PIER ELEVATION BELOW DATUM ELEVATION.5. 'GB_' INDICATES REINFORCED CONCRETE BEAM. SEE SCHEDULE ON DRAWING S-003 FOR ADDITIONAL INFORMATION.6. INDICATES FLOOR/ROOF CONSTRUCTION. SEE SCHEDULE ON THIS SHEET FOR ADDITIONAL INFORMATION.7. 'C_' INDICATES HSS COLUMN. SEE SCHEDULE ON DRAWING S-003 FOR ADDITIONAL INFORMATION.8. 'P_' INDICATES REINFORCED CONCRETE PIER. SEE SCHEDULE ON DRAWING S-003 FOR ADDITIONAL INFORMATION.

6. INDICATES AREA OF POTENTIAL UNDERPINNING. SEE TYPICAL DETAIL ON DRAWING S-500 FOR ADDITIONALINFORMATION.

7. COORDINATE ALL DIMENSIONS & ELEVATIONS WITH ARCHITECTURAL DRAWINGS PRIOR TO BUILDING LAYOUT.

8. '(*)' INDICATES DIMENSION TO BE VERIFIED w/ ELEVATOR MANUFACTURER PRIOR TO BUILDING LAYOUT.9. PROVIDE 2'-0" x 2'-0" x 2'-0" DEEP SUMP PIT. COORDINATE DIMENSIONS w/ ARCHITECTURAL AND MECHANICAL

DIMENSIONS.10. STEP FOOTING IN 8" INCREMENTS AS REQUIRED TO MATCH EXISTING FOOTING ELEVATION. DOWEL LONGITUDINAL

REINF. INTO EXISTING FOOTING.

S1(-14.08')

EXIST. CONC. SLAB ON GRADE

(-9.08')

GB1

(-6.2

1')

12" THK. MAT FOUNDATION

(-14.08')

F30.12 (-7.54')12" REINF CONC. WALL

SUMP PIT

SEE NOTE #9

EXIST. FOUNDATION WALL

& FOOTING (TYP.)

C1 P1 [-6.21']

1'-0" (MIN.)

(TYP.)

2

S-500

C1 P1 [-6.21']

C1 P1 [-6.21']

SF

SF

SEE NOTE #10

1

S-500

S2(-9.08')

3

S-500S1

(-5.54')

C1 P1 [-6.21']

HSS6x4x1/4 (-9.41')

S_/D_

FLOOR/ ROOF CONSTRUCTION SCHEDULE

MARK SECTION DESCRIPTION

S14" NORMAL WEIGHT CONCRETESLAB ON GRADE w/ 6x6-W1.4x1.4WWF OVER 4" CRUSHED STONE

S2

4" NORMAL WEIGHT CONCRETESLAB ON GRADE w/ #4 @ 12" o/cEW TOP OVER EXISTINGSTONE / MASONRY

D11 1/2" 20 GA. TYPE 'B' WIDE RIB

METAL ROOF DECK (PAINTED).

SCOPE OF WORK

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


JOB NUMBER:



PHONE: 302-252-9200

FAX: 302-252-9201


865.041J. HAAS

A P P R O V E D

R E V I S I O N S

D R A W I N G #


S C A L E

D A T E

C H E C K E D

D R A W N


S E A L

C




V I T E T T A

P R O J E C T #






P H I L A D E L P H I A P A 1 9 1 1 2

T 2 1 5 . 2 1 8 . 4 7 4 7 F 2 1 5 . 4 0 5 . 2 7 2 9

8318.02

2015

AS NOTED

OCTOBER 9, 2015

W I L M I N G T O N , D E 1 9 8 0 1

T 3 0 2 . 2 5 2 . 9 2 0 0 F 3 0 2 . 2 5 2 . 9 2 0 1




3 1 5 S . C H A P E L S T R E E T

T 3 0 2 . 7 3 8 . 7 1 7 2

N E W A R K , D E 1 9 7 1 1




W E S T C H E S T E R , P A 1 9 3 8 0

FIRST FLOOR FRAMING PLAN SCALE: 1/2" = 1'-0"

NOTES:1.

NBL

6" CMU WALL

EXIST. CONC. SLAB CONSTRUCTION

(+0.00')

HSS6x4x1/

4 (

FLAT)

BP1

1

S-501

HSS6x4x1/4 (-0.33')

CONC. STAIRS ON GRADE

(SEE TYPICAL DETAIL)

2

S-501

S2(+0.00')

2

S-500

NOTES:1. SEE PLAN FOR TOP OF SLAB EL.

2. TOP OF STEEL EL. = (-5.54') ABOVE DATUM EL. UNLESS NOTED OTHERWISE THUS (...). ALL ELEVATIONS WITH RESPECT TO DATUM.3. INDICATES FLOOR/ROOF CONSTRUCTION. SEE SCHEDULE ON THIS SHEET FOR ADDITIONAL INFORMATION.

4. 'BP_' INDICATES BEARING PLATE. SEE SCHEDULE ON DRAWING S-003.5. COORDINATE ALL DIMENSIONS & ELEVATIONS WITH ARCHITECTURAL DRAWINGS PRIOR TO BUILDING LAYOUT.6. 'NBL' INDICATES NON-BEARING LINTEL. SEE SCHEDULE ON DRAWING S-003 FOR ADDITIONAL INFORMATION.

S_/D_




S2




SCOPE OF WORK



JOB NUMBER:



PHONE: 302-252-9200

FAX: 302-252-9201


865.041J. HAAS

A P P R O V E D

R E V I S I O N S

D R A W I N G #


S C A L E

D A T E

C H E C K E D

D R A W N


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V I T E T T A

P R O J E C T #






P H I L A D E L P H I A P A 1 9 1 1 2

T 2 1 5 . 2 1 8 . 4 7 4 7 F 2 1 5 . 4 0 5 . 2 7 2 9

8318.02

2015

AS NOTED

OCTOBER 9, 2015

W I L M I N G T O N , D E 1 9 8 0 1

T 3 0 2 . 2 5 2 . 9 2 0 0 F 3 0 2 . 2 5 2 . 9 2 0 1




3 1 5 S . C H A P E L S T R E E T

T 3 0 2 . 7 3 8 . 7 1 7 2

N E W A R K , D E 1 9 7 1 1




W E S T C H E S T E R , P A 1 9 3 8 0

SECOND FLOOR FRAMING PLAN SCALE: 1/2" = 1'-0"

6" CMU WALL

OPEN

HSS6x4x1/

4 (

FLAT)

HSS6x4x1/

4 (

FLAT)

HSS6x4x1/

4 (

FLAT)

HSS6x4x1/

4 (

FLAT)

HSS6x4x1/

4 (

FLAT)

0"

0"

HSS6x4x1/

4 (

FLAT)(+2

.14')

0"

1

S-501

EXIST. CONC. SLAB ON GRADE

(+9.83')

3

S-501

5

S-501

4

S-501

BOLT LOCATION

(TYP.)

HSS6x4x1/4 (FLAT)

0"

0"HSS6x4x1/

4

(FLAT) (S

L)

HSS6x4x1/

4

(FLAT) (S

L)

0"{E} WALL

S2(+9.83')

HSS6x4x1/4 (FLAT)

HSS6x4x1/

4 (

FLAT)(+2

.14')

0"

HSS6x4x1/4 (+9.50')

HSS6x4x1/

4 (

FLAT)(+2

.14')

HSS6x4x1/4 (FLAT)(+2.14')

HSS6x4x1/

4 (

FLAT)(+2

.14')

L1

NOTES:1. SEE PLAN FOR TOP OF SLAB EL.

2. TOP OF STEEL EL. = (+10.77'±) ABOVE DATUM EL. UNLESS NOTED OTHERWISE THUS (...) (V.I.F.). ALL ELEVATIONS WITH RESPECT TO DATUM.3. INDICATES FLOOR/ROOF CONSTRUCTION. SEE SCHEDULE ON THIS SHEET FOR ADDITIONAL INFORMATION.

4. COORDINATE ALL DIMENSIONS & ELEVATIONS WITH ARCHITECTURAL DRAWINGS PRIOR TO BUILDING LAYOUT.

5. '(SL)' INDICATES SLOPED JOIST/BEAM.6. 'L1' INDICATES SQUEEZE LINTEL. SEE DETAIL 3/S501 FOR ADDITIONAL INFORMATION.

S_/D_




S2




SCOPE OF WORK



JOB NUMBER:



PHONE: 302-252-9200

FAX: 302-252-9201


865.041J. HAAS

A P P R O V E D

R E V I S I O N S

D R A W I N G #


S C A L E

D A T E

C H E C K E D

D R A W N


S E A L

C




V I T E T T A

P R O J E C T #






P H I L A D E L P H I A P A 1 9 1 1 2

T 2 1 5 . 2 1 8 . 4 7 4 7 F 2 1 5 . 4 0 5 . 2 7 2 9

8318.02

2015

AS NOTED

OCTOBER 9, 2015

W I L M I N G T O N , D E 1 9 8 0 1

T 3 0 2 . 2 5 2 . 9 2 0 0 F 3 0 2 . 2 5 2 . 9 2 0 1




3 1 5 S . C H A P E L S T R E E T

T 3 0 2 . 7 3 8 . 7 1 7 2

N E W A R K , D E 1 9 7 1 1




W E S T C H E S T E R , P A 1 9 3 8 0

ATTIC FRAMING PLAN SCALE: 1/2" = 1'-0"

0"

HSS6x4x1/

4 (

FLAT)

HSS6x4x1/

4 (

FLAT)

HSS6x4x1/4 (FLAT)

400S200-4

3 (

SL)

@ 1

6" o/c HSS6x4x1/

4

(FLAT)(SL)

D1

5

S-501

4

S-501

{E} WALL

HSS6x4x1/

4

(FLAT)(SL)

HSS6x4x1/4 (FLAT)(LO)

1

S-501

11

S-501

HSS6x4x1/

4 (

FLAT)

6

S-501

CMU WALLBELOW

10

S-501

NOTES:

1. TOP OF STEEL EL. = (+19.00'±) ABOVE DATUM EL. UNLESS NOTED OTHERWISE THUS (...). (V.I.F.) ALL ELEVATIONS WITH RESPECT TO DATUM.

2. '(LO)' INDICATES TOP OF STEEL EL. = TO ALIGN w/ VERTICAL CENTER OF EAVE. COORDINATE w/ ARCHITECTURAL DRAWINGS.3. INDICATES FLOOR/ROOF CONSTRUCTION. SEE SCHEDULE ON THIS SHEET FOR ADDITIONAL INFORMATION.

4. '(SL)' INDICATES SLOPED JOIST/BEAM.5. COORDINATE ALL DIMENSIONS & ELEVATIONS WITH ARCHITECTURAL DRAWINGS PRIOR TO BUILDING LAYOUT.

S_/D_




S2




SCOPE OF WORK



JOB NUMBER:



PHONE: 302-252-9200

FAX: 302-252-9201


865.041J. HAAS

A P P R O V E D

R E V I S I O N S

D R A W I N G #


S C A L E

D A T E

C H E C K E D

D R A W N


S E A L

C




V I T E T T A

P R O J E C T #






P H I L A D E L P H I A P A 1 9 1 1 2

T 2 1 5 . 2 1 8 . 4 7 4 7 F 2 1 5 . 4 0 5 . 2 7 2 9

8318.02

2015

AS NOTED

OCTOBER 9, 2015

W I L M I N G T O N , D E 1 9 8 0 1

T 3 0 2 . 2 5 2 . 9 2 0 0 F 3 0 2 . 2 5 2 . 9 2 0 1




3 1 5 S . C H A P E L S T R E E T

T 3 0 2 . 7 3 8 . 7 1 7 2

N E W A R K , D E 1 9 7 1 1




W E S T C H E S T E R , P A 1 9 3 8 0

ROOF FRAMING PLAN

HSS6x6x1/

4 (

CRIPPLED)

HSS6x4x1/4 (FLAT)(+23.52')

HSS6x2x1/4 (RIDGE)(+25.21'±)

W8x24 HB (+23.84')

HSS6x6x1/

4 (

CRIPPLED)D1

8

S-501

7

S-501

HSS6x4x1/

4 (

FLAT)(+2

3.5

2')

400S200-4

3 (

SL)

@ 1

6" o/c

400S200-4

3 (

SL)

@ 1

6" o/c

HSS6x4x1/

4

(F

LAT)(+2

3.5

2')

HSS6x4x1/4 (FLAT)(+23.52')

D1

9

S-501

{E} WALLCMU WALLBELOW

9

S-501

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

NOTES:1. SEE PLAN FOR TOP OF STEEL ELEVATION. ALL ELEVATIONS WITH RESPECT TO DATUM.

2. INDICATES FLOOR/ROOF CONSTRUCTION. SEE SCHEDULE ON THIS SHEET FOR ADDITIONAL INFORMATION.3. ALL STEEL FOR WF MEMBERS SHALL BE ASTM A992.4. COORDINATE ALL DIMENSIONS & ELEVATIONS WITH ARCHITECTURAL DRAWINGS PRIOR TO BUILDING LAYOUT.5. 'H.B.' INDICATES ELEVATOR HOIST BEAM.

6. '(SL)' INDICATES SLOPED JOIST/BEAM.

S_/D_




S2




SCOPE OF WORK



JOB NUMBER:



PHONE: 302-252-9200

FAX: 302-252-9201


865.041J. HAAS

A P P R O V E D

R E V I S I O N S

D R A W I N G #


S C A L E

D A T E

C H E C K E D

D R A W N


S E A L

C




V I T E T T A

P R O J E C T #






P H I L A D E L P H I A P A 1 9 1 1 2

T 2 1 5 . 2 1 8 . 4 7 4 7 F 2 1 5 . 4 0 5 . 2 7 2 9

8318.02

2015

AS NOTED

OCTOBER 9, 2015

W I L M I N G T O N , D E 1 9 8 0 1

T 3 0 2 . 2 5 2 . 9 2 0 0 F 3 0 2 . 2 5 2 . 9 2 0 1




3 1 5 S . C H A P E L S T R E E T

T 3 0 2 . 7 3 8 . 7 1 7 2

N E W A R K , D E 1 9 7 1 1




W E S T C H E S T E R , P A 1 9 3 8 0

Typical Sump Detail @ Side Wall

#4 @ 12" o/c

#4 @ 12" o/c EW

*

*1'-0

"

1'-0" 1'-0" 1'-0" 6"

2x4 KEY (CONT.)

2x4 KEY

#4 @ 12" o/c

TYPICALEXTERIORSIDES

TYPICALINTERIORSIDES

* INDICATES DIMENSIONSTO BE COORDINATED w/ARCH'L MEP DWGS.

SEE TYPICAL ELEVATOR PITDETAIL FOR INFO. NOT SHOWN

T.O. PIT SLABEL. (SEE PLAN)

#4 @ 12" o/cEW T&B

#4 @ 12" VEF

#4 @ 12" HEF

#4 @ 12" EWT&B

4'-0" M

IN. (E

LEV. M

ANUF

.TO

VERIFY D

EPTH)

EQ. EQ.

12" 12"

T.O. SLABEL. (SEE PLAN)

EXTERIOR SLABCONSTRUCTION(SEE ARCH / CIVIL)

PROVIDE DWLS.TO MATCH VERT.REINF. (TYP.) LAPBARS 48Ø (MIN.)

FOR HYDRAULICELEVATORS ONLY

(2) #5 T&B @ EA.SIDE AND EA.CORNER

2x4 KEY(CONT.)(TYP.)

SEE PLAN FORBOTTOM OFELEV. PIT EL.

COORD. PIT DIMENSIONSw/ ARCH. DWGS.

CURTAIN WALL / WINDOW SYSTEM(SEE ARCH)



ELEVATORSHAFT

CURTAIN WALL /WINDOW SYSTEM(SEE ARCH)

SEE PLAN FORBOTTOM OFELEV. PIT EL.

12" REINF.CONC WALL

#4 @ 12" VEF

#4 @ 12" HEF

SLAB CONSTRUCTION(SEE PLAN)

6" CMU WALL(GROUTED SOLID)(SEE PLAN)

VENEER(SEE ARCH)

UNDERPINNING(SEE TYPICAL DETAIL)

REMOVE EXIST.FOOTING AS REQ'D.

EXIST. SLABCONSTRUCTION

Section 1

#4 @ 12" EWT&B

2x4 KEY(CONT.)(TYP.)



12" REINF.CONC WALL

#4 @ 12" VEF

#4 @ 12" HEF

EXISTINGSTONE WALLCONSTRUCTION

2'-0"

8"



GRADE BEAM(SEE PLAN/SCHED)

CURTAIN WALL(BY OTHERS)

Section 3

1

1

6"

#4 X 1'-0" LONG @ 12" o/cDRILL & EPOXY INTO{E} SLAB


HSS BEAM(SEE PLAN)

WALL BEYOND1

1

8"

VENEER ANCHORS@ 16" o/c EW

HORIZ. JOINTREINF. @ 16" o/c

#6 @ 16" o/c; PROVIDE(2) #6 @ EA. END OF WALL

8"

12"

3" CLR(TYP.)


UNDERPINNING(SEE TYPICAL DETAIL)

EXIST. SLABCONSTRUCTION

EXISTING WALLCONSTRUCTION

Section 2

Suggested Underpinning Detail

SUGGESTED PLACING ORDER OF UNDERPINNING

PLAN VIEW

'W' + 4" 4"

12"

'W'

2'-0"

(TYP.)

1 3 2 3 1 3 2 3 1 3 2

31

NOTE: INFORMATION SHOWN IS FOR CONCEPT ONLY.ACTUAL DESIGN/DETAILING OF UNDERPINNING IS TOBE PERFORMED BY A REGISTERED ENGINEER HIREDBY THE CONTRACTOR AT CONTRACTOR'S EXPENSE.SIGNED/ SEALED SHOP DRAWINGS AND CALCULATIONSSHALL BE SUBMITTED FOR REVIEW. SEE DRAWING FORAPPROXIMATE EXTENT OF UNDERPINNING.

EXISTING BLDG. WALL& FOOTING TO BEUNDERPINNED

APPROXIMATE EXTENTOF NEW UNDERPINNINGSHOWED WITH DOTS

EXISTING BUILDINGWALL & FOOTING

REMOVE PORTION OFEXIST. FTG. THATPROJECTS INTO NEWSTRUCTURE

3" DRYPACK w/NON-SHRINK GROUT

4'-6"

MAX.

NEW 3000 PSI CONC.UNDERPINNING. USEHI-EARLY STRENGTHCONCRETE ONLY.

2"x4" KEY AT EACH SIDEOF 4'-0 WIDE SECTIONOF UNDERPINNING. WITH(3) #5 x 3'-6" LONGDOWELS.

B.O. UNDERPINNINGEL. (SEE PLAN)

NOTES:1. UNDERPIN IN SECTIONS 2'-0"

WIDE @ 16'-0" o/c. SEE PLANFOR PLACING ORDER.

2. ALLOW 72 HOURS CURING TIMEBETWEEN DRYPACK OF ONESECTION AND EXCAVATION OFADJACENT SECTION.

3. DRYPACK 24 HOURS AFTERPOURING UNDERPINNING.

Typical Concrete Interior Stair On Grade Detail

1'-8"

MIN. L

AP

5" (M

IN.)

#4 @ 12" o/c EW

8"

(MIN.)

1'-0"(MIN.)

1/4" PREMOLDED FILLER

8"

(MIN.)


NOTES:1. SEE ARCH. DWGS. FOR DIMENSIONS AND NUMBER

OF STAIR TREADS AND RISERS.2. SEE ARCH. DWGS. FOR RAILING INFORMATION.

8" CONC. CHEEK WALL ATEXPOSED SIDES (AS REQUIRED).REINF. WITH #4 @ 12" o/c



1

1

Typical Stepped Footing Detail

8" (M

IN.)

1'-4

" (M

AX.)

"T"

"T"

"T"

1'-4

" (M

AX.)

8" (M

IN.)

"T" = FOOTING THICKNESS(SEE PLAN/SCHEDULE)

2x STEPHEIGHT

NOTE: SLOPE OF STEPPED FOOTING SHALL NOT EXCEEDTHE RATIO OF TWO HORIZONTAL TO ONE VERTICAL

REBAR SIZE ANDNUMBER TO MATCHFOOTING REINFORCING

#4 @ 24" o/c

1'-6

"

1'-6"

#4 (CONT.)

HSS BEAM FORRAIL SUPPORT(SEE PLAN)

REMOVE EXIST.FOOTING AS REQ'D


JOB NUMBER:



PHONE: 302-252-9200

FAX: 302-252-9201


865.041J. HAAS

A P P R O V E D

R E V I S I O N S

D R A W I N G #


S C A L E

D A T E

C H E C K E D

D R A W N


S E A L

C




V I T E T T A

P R O J E C T #






P H I L A D E L P H I A P A 1 9 1 1 2

T 2 1 5 . 2 1 8 . 4 7 4 7 F 2 1 5 . 4 0 5 . 2 7 2 9

8318.02

2015

AS NOTED

OCTOBER 9, 2015

W I L M I N G T O N , D E 1 9 8 0 1

T 3 0 2 . 2 5 2 . 9 2 0 0 F 3 0 2 . 2 5 2 . 9 2 0 1




3 1 5 S . C H A P E L S T R E E T

T 3 0 2 . 7 3 8 . 7 1 7 2

N E W A R K , D E 1 9 7 1 1




W E S T C H E S T E R , P A 1 9 3 8 0

L8x6x3/8 x 1'-0" LONG (LLV)

w/ (2) 1/2"Ø HILTI HIT-HY70

(6" EMBED)

HSS BEAM

(SEE PLAN)

Section 1

EXISTING

STONE WALL

CONSTRUCTION


EXIST. SLAB

CONSTRUCTION

6"

SLAB CONSTRUCTION

(SEE PLAN)

HSS BEAM

(SEE PLAN)

EXIST. WALL TO

BE REMOVED

#4 X 1'-0" LONG @ 12" o/c;

DRILL & EPOXY INTO

{E} SLAB @ 12" o/c

EXIST. MASONRY

WALL BEYOND

PRECAST CONC. LINTELS

(SEE SCHEDULE)

RECESS

(SEE ARCH)

RECESS

(SEE ARCH)

EXIST. STONE

TO REMAIN

Section 2

6" CMU WALL

(GROUTED SOLID)

(SEE PLAN)

VENEER

(SEE ARCH)

VENEER ANCHORS

@ 16" o/c (MAX.) EW

HORIZ. JOINT

REINF. @ 16" o/c

#6 @ 16" o/c; PROVIDE

(2) #6 @ EA. END OF WALL

1/2"Ø ANCHOR BOLT (6" MIN. EMBED)

@ 24" o/c; @ (E) WALL, 1/2"Ø HILTI

HIT-HY70 (6" EMBED) @ 24" o/c

HSS BEAM

(SEE PLAN)

ROOF DECK

(SEE PLAN)

1/4" BENT PL

Section 4

6" CMU WALL

(GROUTED SOLID)

(SEE PLAN)VENEER

(SEE ARCH)

VENEER ANCHORS

@ 16" o/c EW

HORIZ. JOINT

REINF. @ 16" o/c

#6 @ 16" o/c; PROVIDE

(2) #6 @ EA. END OF WALL

ROOF DECK

(SEE PLAN)

16GA CLIP @

EA. JOIST

Section 5

T.O. STEELEL. = CL OF (E) EAVE

T.O. STEEL

HSS BEAM

(SEE PLAN)

HSS BEAM

(SEE PLAN)

HSS COLUMN

(SEE PLAN)

ROOF DECK

(SEE PLAN)

HSS BEAM

(SEE PLAN)

Section 6

12GA BENT PL

(CONT.)

ROOF DECK

(SEE PLAN)

HSS BEAM

(SEE PLAN)

HSS COLUMN

(SEE PLAN)

HOIST BEAM

HSS BEAM

(SEE PLAN)

HSS COLUMN

(SEE PLAN)

HSS BEAM

(SEE PLAN)

CRIPPLED HSS

(SEE PLAN)

HSS RIDGE BEAM

(SEE PLAN) T.O. RIDGEEL. (SEE ARCH)

Section 7

12GA BENT PL

(CONT.)

ROOF DECK

(SEE PLAN)

HSS BEAM

(SEE PLAN)

HOIST BEAMHSS BEAM

(SEE PLAN)

16GA CLIP

ANGLE

METAL STUD JOIST

(SEE PLAN)

HSS RIDGE BEAM

(SEE PLAN) T.O. RIDGEEL. (SEE ARCH)

Section 8

16GA CLIP

ANGLE

HSS RIDGE BEAM

(SEE PLAN)

SLOPED METAL

STUD JOIST (SEE PLAN)

(TYP.)

HOIST BEAM

(SEE PLAN)

HSS BEAM

(SEE PLAN)

CRIPPLED HSS

(SEE PLAN)

Section 9

400T125-43

(C0NT.) @ EA. END

EL. = T.O. (E) ATTIC SLAB

1/4" BENT PL

CAP PL3/8x5x12

(TYP.)

400T125-43

(CONT.) @ EA.

END (TYP.)

(2) L3x3x1/4

CUT IN NEW SLOT IN

STONE WALL & PACK

SOLID w/ MORTAR

(2) 3/4"Ø

THREADED

STUDS

T.O. STEELEL. = CL OF (E) EAVE

T.O. STEEL

HSS BEAM

(SEE PLAN)

HSS BEAM

(SEE PLAN)

HSS COLUMN

(SEE PLAN)

ROOF DECK

(SEE PLAN)

METAL STUD

JOIST

(SEE PLAN)

Section 10

EL. = T.O. (E) ATTIC SLAB


EXIST. SLAB

CONSTRUCTION

6"

SLAB CONSTRUCTION

(SEE PLAN)

HSS BEAM

(SEE PLAN)

#4 X 1'-0" LONG @ 12" o/c;

DRILL & EPOXY INTO

{E} SLAB @ 12" o/c

EXIST. MASONRY

WALL BEYOND

Section 3

EXIST. WALL

BEYOND

EXIST. MASONRY

WALL

1200S162-43 @ 12" o/c w/

1200T125-43 @ EA. END

RECESS

(SEE ARCH)

RECESS

(SEE ARCH)

Section 11

16GA CLIP ANGLE w/

(8) 3/16"Ø HILTI KWIK CON II+

(1" EMBED)

LINTEL INSTALLATION SEQUENCE

SAWCUT 3 1/2" DEEP GROOVES ON (1) SIDE OF

WALL TO ACCEPT ANGLE LEG.

INSTALL ANGLE ON ONE SIDE.

REPEAT STEPS #1 & #2 ON OTHER SIDE OF WALL.

INSTALL THRU-BOLTS.

INSTALL AND WELD 3/8" BOTTOM PLATE AT

UNDERSIDE OF WF BEAMS IN 8" SEGMENTS

STAGGERED AS WALL IS REMOVED.

1/2"Ø THRU-BOLT

@ 24" o/c (MAX.)

EXIST. MASONRY

WALL

3/8" PL(2) ∠6X6X3/8

EXIST. MASONRY

WALL BEYOND


JOB NUMBER:



PHONE: 302-252-9200

FAX: 302-252-9201


865.041J. HAAS

A P P R O V E D

R E V I S I O N S

D R A W I N G #


S C A L E

D A T E

C H E C K E D

D R A W N


S E A L

C




V I T E T T A

P R O J E C T #






P H I L A D E L P H I A P A 1 9 1 1 2

T 2 1 5 . 2 1 8 . 4 7 4 7 F 2 1 5 . 4 0 5 . 2 7 2 9

8318.02

2015

AS NOTED

OCTOBER 9, 2015

W I L M I N G T O N , D E 1 9 8 0 1

T 3 0 2 . 2 5 2 . 9 2 0 0 F 3 0 2 . 2 5 2 . 9 2 0 1




3 1 5 S . C H A P E L S T R E E T

T 3 0 2 . 7 3 8 . 7 1 7 2

N E W A R K , D E 1 9 7 1 1




W E S T C H E S T E R , P A 1 9 3 8 0

cvr plot sheet (1)

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