NEW - 0690-00-JBMDL B678_S-004_Amendment 1.pdf

VERIFY HIS DESIGN CONCEPT. IT IS THE CONTRACTOR'S RESPONSIBILITY TO CHECK

CURSORY REVIEW SHOWS MAJOR ERRORS WHICH SHOULD HAVE BEEN FOUND BY

THE STRUCTURAL SHOP DRAWING REVIEW IS INTENDED TO HELP THE ENGINEER

THE STRUCTURAL SHOP DRAWINGS WILL BE RETURNED FOR RESUBMITTAL IF A

HIS OWN SHOP DRAWINGS.

THE CONTRACTOR'S CHECKING.

1.

2.

SUBMITTAL FOR STRUCTURAL REVIEW.

REFER TO SUBMITTAL REGISTER OF SPECIFICATIONS FOR ITEMS REQUIRED FOR 3.

ACCOMPANIED BY LOCATION PLAN IDENTIFYING THE MEMBERS INVOLVED AND

CLOUDING AROUND ADDED INFORMATION.

FULL RESPONSIBILITY OF SUCH ENGINEERING RESTS WITH THE PERSON SEALING

ANY SUBMITTAL OF A DETAIL SHEET WITH ADDED INFORMATION SHALL BE

ANY ENGINEERING SUBMITTED FOR REVIEW SHALL BE APPROPRIATELY SEALED.

THE DESIGN.

4.

5.

ABV

ADDL

HT

HSH

HSB

HORIZ

HGR

HDR

HD

GR

GLB

GALV

GA

FTG

FS

FRMG

FOS

FOM

FOC

FN

FLR

FLG

FF

FDN

EW

ES

EQ

EN

EMBED

ELEV

ELEC

EL

EF

EA

(E)

DWL

DWG

DP

DO

DN

DIM

DIA

DBL

CTRD

CSK

CP

CONT

CONST

CONN

CONC

COL

CLR

CL

CJ

CIP

C

BTWN

BRG

BP

BOS

BOF

BN

BM

BLW

BLKG

BLK

(B)

AWS

ASSOCIATION

AWPA

TESTING AND MATERIALS

ASTM

ASD

ARCH

ASSOCIATION

APA

ALT

STEEL CONSTRUCTION

AISC

ADJ

WWF

WT

WPJ

WP

WD

W/O W/

WL

VSH

VERT

(V)

UON

UNO

UBC

TYP

TS

TOW

TOT

TOS

TOP

TOC

TO

TN

THRD

THK

TG

T AND B

(T)

STRUC

STL

STIFF

STGR

STD

SQ

SPEC

SOG

SIM

SEP

SECT

SCHED

SC

RF

REF

REQD

REINF

R P.T.

PP

PLYWD

PLCS

PL

PC

ORIG

OPP

OPNG

OH

OF

OC

NTS

NS

NO

NIC

MTL

MISC

MIN

MFR

MECH

MB

MAX

MATL

LT WT

LOC

LDGR

KP

JT

JST

IF

AB ANCHOR BOLT ICC INTERNATIONAL CODE

COUNCILABOVE

ADDITIONAL

INSIDE FACEADJACENT

JOISTAMERICAN INSTITUTE OF

JOINT

KING POSTALTERNATE

LEDGERAMERICAN PLYWOOD

LOCATION

LIGHTWEIGHTARCHITECTURAL/ARCHITECT

MATERIAL

MAXIMUM

ALLOWABLE STRESS DESIGN

AMERICAN SOCIETY FOR

MACHINE BOLT

MECHANICALAMERICAN WOOD PRESERVERS

MANUFACTURER

MINIMUM

MISCELLANEOUS

AMERICAN WELDING SOCIETY

BOTTOM

METALBLOCK

NOT IN CONTRACTBLOCKING

NUMBERBELOW

NEAR SIDEBEAM

NOT TO SCALEBOUNDARY NAIL

ON CENTERBOTTOM OF FOOTING

OUTSIDE FACEBOTTOM OF STEEL

OPPOSITE HANDBASE PLATE

OPENINGBEARING

OPPOSITEBETWEEN

ORIGINALCAMBER

PRECAST

PLATE

CAST-IN-PLACE PLACES

CONTRACTION OR CONSTRUCTION JOINT PLYWOOD

PARTIAL PENETRATION

CENTER LINE POST-TENSION

CLEAR RADIUS

COLUMN REINFORCEMENT

CONCRETE REQUIRED

CONNECTION REFERENCE

CONSTRUCTION ROOF

CONTINUOUS SHEAR CONNECTOR

COMPLETE PENETRATION SCHEDULE

COUNTER SINK

SECTIONCENTERED

SEPARATIONDOUBLE

SIMILARDIAMETER

SLAB ON GRADE

DEEP

SPECIFICATION

DIMENSION

SQUARE

DOWN

STANDARD

DITTO (REPEAT)

STAGGERDRAWING

STIFFENERSDOWEL

STEELEXISTING

STRUCTURALEACH

TOPEACH FACE

TOP AND BOTTOM

ELEVATION TAPERED GIRDER

ELECTRICAL THICKNESS/THICK

ELEVATOR THREADED

EMBEDMENT TOENAIL

EDGE NAIL TOP OF

EQUAL OR EQUIVALENT

TOP OF CONCRETE

EACH SIDE

TOP OF PARAPET

EACH WAY

TOP OF STEEL

FOUNDATION

TOTAL

FINISHED FLOOR

TOP OF WALL

TUBE STRUCTURAL

FLANGE

TYPICAL

FLOOR

UNIFORM BUILDING CODE

FIELD NAIL

UNLESS NOTED OTHERWISE

FACE OF CONCRETE

UNLESS OTHERWISE NOTED

FACE OF MASONRY

VERTICAL

FACE OF STUD

VERTICAL

FRAMING VERTICAL SLOTTED HOLES

FAR SIDE WIND LOAD

FOOTING WITH

GAUGE

WITHOUT

GALVANIZED

WOOD

GLUED LAMINATED BEAM

WATER PROOF/WORK POINT

GRADE

WEAKENED PLANE JOINT

WEIGHT

HOLDOWN

WELDED WIRE FABRIC

HEADER

HEIGHT

HORIZONTALLY SLOTTED HOLES

HIGH STRENGTH BOLT

HORIZONTAL

HANGER

CGS CENTER OF GRAVITY OF STEEL

GSN GENERAL STRUCTURAL NOTES

FY YIELD STRENGTH

SCJ SHRINKAGE CONTROL JOINT

I.E. INSIDE FACE

VIF VERIFY IN FIELD

EOS EDGE OF SLAB

ALL LIGHT GAGE METAL FRAMING SHALL BE AS NOTED BELOW.1.

ALL LIGHT GAGE METAL FRAMING CONSTRUCTION SHALL BE IN ACCORDANCE WITH AISI

"SPECIFICATIONS FOR DESIGN OF COLD FORMED STEEL STRUCTURAL MEMBERS", AISI

STANDARD "CODE OF STANDARD PRACTICE FOR COLD-FORMED STEEL STRUCTURAL

FRAMING", AISI STANDARD "NORTH AMERICAN STANDARD FOR COLD-FORMED STEEL

FRAMING - NONSTRUCTURALMEMBERS" AND UFC 3-301-01.

2.

ALL LIGHT GAGE METAL FRAMING SHALL BE MILL CERTIFIED TO CONFORM WITH THE3.

FOLLOWING:

12, 14 OR 16 GAGE: GALVANIZED G60

DOUBLE VERTICAL STUDS OR HORIZONTAL JOISTS SHALL BE STITCH WELDED TOGETHER4.

ALL SHEET METAL SCREWS SHALL PROTRUDE THE LARGER OF 1/4" OR 3 THREADS

THROUGH METAL FRAMING.

ALL METAL STUDS SHALL HAVE STIFFENED FLANGES.

5.

MINIMUM STUD AND JOIST PROPERTIES SHALL BE PER "METAL STUD MANUFACTURER'S

6.

LIGHT GAGE METAL STUDS SHALL BE DESIGNED BY METAL STUD MANUFACTURER.

7.

ASTM A653 SS GRADE 50

18 GAGE: GALVANIZED G60 ASTM A653 SS GRADE 33

TRACK, END ENCLOSURE, BRIDGING

AND ACCESSORIES: GALVANIZED G60 ASTM A653 SS GRADE 33

ON BOTH FLANGES WITH 1/16" GROOVE WELDS x 1" LONG AT 12" ON CENTER. WELDING

PER AWS D1.3 TYPE E-6012, E-6013 OR E-7014 ROD, SMAW PROCESS.

ASSOCIATION" SPECIFICATIONS, ICBO ESR-3064P.

FOR WIND LOADS SEE SHEET S-601.

8.

9.

BLOCK LAYUP: RUNNING BOND, CONCAVE COMPRESSED JOINTS, USE OPEN END UNITS

REINFORCEMENT:

2.

3.

MATERIALS:1. (F'm = 1500 PSI)

CONCRETE BLOCK ASTM C 90 TYPE 1, LOAD BEARING 1900

PSI BLOCK WITH BOND BEAM UNITS AT

HORIZONTAL REINFORCING, DRY UNITS, YARD

CURE 28 DAYS.

MORTAR ASTM C270, ASTM C 780, TYPE S

(DO NOT USE MASONRY CEMENT).

GROUT ASTM C 476, ASTM C 1019, USE 2000 PSI

MIN AT 28 DAYS OR EQUIVALENT TO BLOCK

STRENGTH WHICHEVER IS GREATER WITH SIKA

GROUTED OR EQUAL, 8-10 INCH SLUMP

REINFORCEMENT ASTM A-615, GRADE 60 TYPICAL

ANCHOR BOLTS ASTM A-36, HOOKED ANCHOR BOLTS.

ANCHOR BOLTS ASTM A-307, HEADED MACHINE BOLTS

EXPANSION ANCHORS ICC ES APPROVED FOR GROUT FILLED CONCRETE

MASONRY.

AT STACKED BOND PATTERN.

A) VERTICAL: ONE PIECE, NO SPLICES, CENTERED IN THE WALL UNLESS

SPECIFICALLY DETAILED OTHERWISE. VERTICAL SUPPORT SPACERS AT 200

REINFORCEMENT DIAMETERS MAXIMUM. DOWEL REINFORCEMENT TO SUPPORT

MEMBERS WITH SAME SIZE AND SPACING OF REINFORCEMENT AS SHOWN ON THE

DRAWINGS. THECONTRACTOR HAS THE OPTION TO USE ADDITIONAL LAP SPLICES

FOR THE PLACEMENT OF THE VERTICAL REINFORCING. IT IS THE CONTRACTORS

RESPONSIBILITY TO PROVIDE SHOP DRAWINGS FOR REVIEW SHOWING LOCATION

OF ALL REINFORCING STEEL, LAP SPLICE LENGTHS AND LOCATIONS. THE SPECIAL

B) SPLICE (LAPS): SEE TABLE BELOW OR 24 INCHES, WHICHEVER IS GREATER. EPOXY

COATED BARS SHALL HAVE THEIR LAP LENGTHS 50% GREATER THAN THOSE

INSPECTOR SHALL PERFORM CONTINUOUS AND PERIODIC SPECIAL INSPECTIONS

SPECIFIED ABOVE.

PER THE CODE.

C)

NOTES:

1. TYPICAL UNLESS OTHERWISE NOTED.

2. FOR F'm=2000psi, REDUCE LAP LENGTHS BY 15 PERCENT.

MIN. LENGTH MUST BE > 24".

REINFORCING LAP SPLICE LENGTH

MASONRY F'm = 1500 psi

BAR

SIZE

BAR

DIA. (in)

1 BAR CELL

8" CMU

#3

#4

#5

#6

#7

#8

3/8

1/2

5/8

3/4

7/8

24"

25"

31"

57"

79"

112"

12" CMU

24"

25"

31"

52"

61"

75"

2 BAR CELL

8" CMU

24"

31"

48"

98"

133"

186"

12" CMU

24"

31"

48"

98"

133"

186"

GROUTING:4.

A) ALL CELLS W/ REINFORCING SHALL BE FILLED W/ GROUT OR AS INDICATED ON THE

CONSOLIDATED: AT TIME OF PLACEMENT BY MECHANICAL VIBRATION AND THENB)

RECONSOLIDATED BEFORE PLASTICITY IS LOST.

POURS OVER 5 FEET: PROVIDE CLEANOUTS IN BOTTOM COURSE AT VERTICALC)

REINFORCEMENT. SPECIAL INSPECTION REQUIRED.

HORIZONTAL CONSTRUCTION JOINTS: FORMED BY STOPPING THE GROUT POURD)

NOT LESS THAN 1/2 INCH BELOW THE TOP OF THE UPPERMOST UNITS GROUTED.

HORIZONTAL REINFORCING SHALL BE FULLY EMBEDDED IN GROUT.

GROUT SHALL BE PLACED IN CONTINUOUS POUR IN GROUT LIFTS NOT EXCEEDINGE)

PROVED A MINIMUM OF 1/2 INCH CLEAR BETWEEN MAIN REINFORCING AND MASONRY5.

DETERMINE COMPLIANCE WITH COMPRESSIVE STRENGTH USING EITHER THE UNIT 6.

STRENGTH METHOD PER CODE SECTION 2105.3.4 OR PRISM TESTING PER CODE

REINFORCING CONGESTION: KNOCK OUT BLOCKS TO BE USED TO FACILITATE7.

DRAWINGS

SECTION 2105.3.2 OR 2105.3.3.

CONSTRUCTION.

5 FEET.

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NON LOAD-BEARING COLD FORMED METAL FRAMING

SHOP DRAWINGS/SUBMITTALS

ABBREVIATIONSMASONRY

A m m e n d m e n t

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