General notes, structural abbreviations, components and cladding wind pressure diagram; ink on vellum

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Material Information

Title:
General notes, structural abbreviations, components and cladding wind pressure diagram; ink on vellum
Series Title:
O'Connor House (William N. Morgan, FAIA)
Physical Description:
Mixed Material
Language:
English
Creator:
Morgan, William
Donor:
Morgan, William ( donor )
Publication Date:

Subjects

Spatial Coverage:
North America -- United States of America -- Florida -- Duval -- Jacksonville

Record Information

Source Institution:
University of Florida
Rights Management:
All applicable rights reserved by the source institution and holding location.
System ID:
AA00020133:00001

Full Text




510.13 ALL EXPOSED STRUCTURAL STEEL SHALL BE ARCHITECTURALLY
EXPOSED STRUCTURAL STEEL (AESS) AND SHALL COMPLY WITH
FABRICATION REQUIREMENTS, INCLUDING TOLERANCE LIMITS, OF
AISC'S "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND
BRIDGES" FOR STRUCTURAL STEEL IDENTIFIED AS ARCHITECTURALLY
EXPOSED STRUCTURAL STEEL
a. FABRICATE WITH EXPOSED SURFACES SMOOTH, SQUARE,
AND FREE OF SURFACE BLEMISHES INCLUDING PITTING,
RUST, SCALE, SEAM MARKS, ROLLER MARKS, ROLLED
TRADE NAMES, AND ROUGHNESS.
b. REMOVE BLEMISHES BY FILLING AND GRINDING OR BY
WELDING AND GRINDING, BEFORE CLEANING, TREATING,
AND SHOP PRIMING.
510.14 ALL EXTERIOR STRUCTURAL STEEL SHALL BE HOT-DIP GALVANIZED IN
ACCORDANCE WITH THE GENERAL NOTES.
510.15 LEVELING GROUT SHALL BE NON-SHRINK, NON-METALLIC TYPE,
FACTORY PRE-MIXED GROUT TESTED IN ACCORDANCE WITH CE-CRD-
C621 OR ASTM C109, WITH f'c OF NOT LESS THAN 5000 PSI.
510.16 ALL ANCHOR BOLTS SHALL BE ASTM A307 OR ASTM F1554, GRADE 36
AND A MINIMUM 3/4" DIAMETER UNLESS NOTED OTHERWISE.
510.17 PROVIDE TAPERED SHIMS, ANGLES, BENT PLATES, OR OTHER STEEL
ACCESSORIES TO FACIUTATE BEARING CONNECTIONS AND DECK
SUPPORT FOR SLOPING OR CANTED STRUCTURAL STEEL AS REQUIRED.

610 STRUCTURAL LUMBER


610.1


ALL STRUCTURAL LUMBER SHALL CONFORM TO THE MOST CURRENT
APPLICABLE SPECIFICATIONS OF THE AMERICAN INSTITUTE OF TIMBER
CONSTRUCTION.


630 PLYWOOD
630 1 ALL PLYWOOD SHALL CONFORM TO THE MOST CURRENT APPLICABLE
SPECIFICATION AND SUPPLEMENTS OF THE AMERICAN PLYWOOD
ASSOCIATION (APA).


630 2


EACH PANEL SHALL BE IDENTIFIED WITH THE APPROPRIATE
TRADEMARK OF THE APA AND SHALL MEET THE REQUIREMENTS OF
THE LATEST EDITION OF THE APA PERFORMANCE STANDARDS.


630 3 PANEL THICKNESS, GRADE AND SPAN RATING SHALL BE EQUAL TO
THAT SHOWN ON THE DRAWINGS. THE CENTER-TO-CENTER SPACING IN
INCHES SHALL NOT EXCEED THE SPAN RATING STAMPED ON THE
PANELS. INSTALLATION OF THE PANELS SHALL BE IN ACCORDANCE
WITH THE RECOMMENDATIONS OF APA.
630 4 ALL PANELS WHICH HAVE ANY EDGE OR FACE PERMANENTLY EXPOSED
TO THE WEATHER SHALL BE CLASSED EXTERIOR, EXCEPT OPEN SOFFITS
OR ROOF SHEATHING EXPOSED ON THE UNDERSIDE MAY BE CLASSED
EXPOSURE 1.
630 5 ALL PLYWOOD PANEL END JOINTS SHALL OCCUR OVER SUPPORTS AND
SHALL BE STAGGERED ONE HALF PANEL LENGTH FROM ADJACENT
PANELS. PROVIDE 1/8 INCH SPACE AT PANEL ENDS AND EDGES.

630 6 ALL PLYWOOD ROOF AND FLOOR SHEATHING SHALL BE 3/4-INCH "APA RATED
SHEATHING-, 48/24 SPACING. INSTALL WITH LONG DIMENSION OF PANEL
ACROSS THREE OR MORE SUPPORTS. ALL PANELS SHALL BE NAILED
WITH 10D COMMON NAILS AT 6 INCHES AT ALL ENDS AND EDGES AND AT
12 INCHES ON CENTER AT ALL INTERMEDIATE SUPPORTS OR AS
INDICATED ON THE PLYWOOD ROOF DIAPHRAGM ATTACHMENT
DIAGRAM ON SHEET S5.1. ALLOWABLE SHEAR CAPACITIES OF FRAMED
ROOF DIAPHRAGMS SHEATHED WITH PLYWOOD PANELS SHALL BE
BASED ON THE VALUES PROVIDED IN THE APA PANEL THICKNESS,
GRADE AND NAILING SCHEDULE DESIGN TABLES.


635.13 AT LOCATIONS WHERE WOOD TRUSSES FRAME TO THE FACE OF A
MASONRY WALL, THE WOOD TRUSS MANUFACTURER SHALL DESIGN /
SPECIFY A STANDARD MASONRY BEARING TRUSS HANGER FOR THE
SUPPORT OF THE TRUSS, UNLESS NOTED OTHERWISE.
635.14 THE WOOD TRUSS MANUFACTURER SHALL REFER TO MECHANICAL AND
ELECTRICAL DRAWINGS FOR COORDINATION OF MECHANICAL/
ELECTRICAL UNITS AND SPECIAL CONCENTRATED LOADS SUPPORTED
BY THE WOOD TRUSSES NOT INDICATED ON THE STRUCTURAL
DRAWINGS.
635.15 WHERE MECHANICAL/ELECTRICAL LOADS ARE ATTACHED TO THE
WOOD TRUSSES, ATTACHED LOADS SHALL NOT EXCEED THE LOADS
INDICATED IN THE NOTES ABOVE. WHERE THE ACTUAL LOADS EXCEED
THE LOADS INDICATED ABOVE, THE WOOD TRUSS MANUFACTURER
SHALL EITHER PROVIDE ADDITIONAL FRAMING TO DISTRIBUTE THE
LOADS TO CONFORM TO THE LOADS INDICATED OR PROVIDE
ADDITIONAL LOCALIZED CAPACITY IN THE WOOD TRUSS DESIGN TO
SUPPORT THE ACTUAL LOADS.
635.16 WHERE MULTIPLE PIPING LINES RUN PARALLEL, STAGGER THE PIPE
SUPPORT HANGERS AS REQUIRED TO COMPLY WITH THE LOADS
INDICATED ABOVE.


in

c m [__ c m



0r




17 Z Z Z. /77~7


OVERHANG


000_


COMPONENTS


WIND PRESSURE
a = 4'-4"


RIDGEIL



O





'- OVERHANG


AND CLADDING


DIAGRAM


610.2 ALL STRUCTURAL LUMBER SHALL BE AS A MINIMUM NO. 2 GRADE
DOUGLAS FIR-LARCH, OR SOUTHERN PINE UNLESS NOTED OTHERWISE
AND SHALL HAVE AT LEAST THE FOLLOWING MINIMUM ALLOWABLE
DESIGN STRESSES AND MODULUS OF ELASTICITY AT A MAXIMUM
MOISTURE CONTENT OF 19%:
a. Fb.(BENDING) . . . . . . . . . . . 1,200 PSI
b. Fv.(SHEAR) . . . . . . . . . . . . 90 PSI
c. Fc.(COMPRESSION) . . . . . . . . . .1,000 PSI
d. Ft.(TENSION) . . . . . . . . . . . .625 PSI
e. E . . . . . . . . . . . . . .1,600,000 PSI

610.3 ALL LUMBER SHALL COMPLY WITH PS 20 "AMERICAN SOFTWOOD
LUMBER STANDARD" AND WITH THE APPLICABLE RULE OF INSPECTION
AGENCIES CERTIFIED BY AMERICAN LUMBER STANDARD. FACTORY
MARK EACH PIECE OF LUMBER WITH GRADE STAMP OF INSPECTION
AGENCY EVIDENCING COMPLIANCE WITH GRADING RULE
REQUIREMENTS.
610.4 STRUCTURAL STEEL PLATES, ANGLES, ETC., SHALL BE ASTM A36.
CONTRACTOR TO SUBMIT SHOP DRAWINGS ON ALL MISCELLANEOUS
METALS FOR REVIEW BY STRUCTURAL ENGINEER.
610.5 ALL BOLTS SHALL BE 5/8 INCH DIAMETER ASTM A307 UNLESS
OTHERWISE NOTED WITH 2 WASHERS PER BOLT UNLESS OTHERWISE
NOTED.


610.6




610.7


EXTERIOR STUD WALLS SHALL BE CONTINUOUSLY BRIDGED AT
MID-HEIGHT WITH WOOD BLOCKING. PROVIDE CONTINUOUS DOUBLE
2x4 OR 2x6 TOP PLATE TYPICAL ALL WALLS. BRACE ALL EXTERIOR BUILDING
CORNERS WITH 1/2" PLYWOOD SHEATHING FASTENED TO STUD WALLS,
FULL HEIGHT FOR A MINIMUM WIDTH OF 4'-0".
NO CUTS, HOLES, OR COPES REQUIRED FOR OTHER TRADES IN
STRUCTURAL WOOD FRAMING WILL BE PERMITTED WITHOUT PRIOR
REVIEW AND APPROVAL OF ENGINEER AND ARCHITECT.


610.8 ONE ROW OF BRIDGING SHALL BE PROVIDED AT CENTER LINE OF JOIST
SPAN OR AS INDICATED ON THE DRAWINGS.


610.9


PRESSURE TREAT WITH WATER-BORNE PRESERVATIVES ALL LUMBER
FOR SILL PLATES AND OTHER WOOD WHICH MAY BE EXPOSED TO
WEATHER OR EARTH. PRESSURE TREATMENT SHALL COMPLY WITH
REQUIREMENTS OF AWPA STANDARDS C2 AND LP-22.


610.10 ALL *MICRO-LAM LUMBER SHALL BE MANUFACTURED BY THE 'TRUSS JOIST, A
WEYERHAEUSER BUSINESS' OR AN APPROVED EQUIVALENT MANUFACTURER
WITH AT LEAST THE FOLLOWING MINIMUM DESIGN STRESSES:
a. Fb (BENDING) . . . . .................... 2600 PSI
b. Fv (SHEAR)............... . . . . ....*...285 PSI
c. Fc.(COMPRESSION PARALLEL TO GRAIN) . . . . . . 2510 PSI
d. Fc. (COMPRESSION PERPENDICULAR TO GRAIN) . . . . . 750 PSI
610.11 PROVIDE MINIMUM 4" BEARING FOR ALL "MICROLLAM" MEMBERS.
610.12 PROVIDE DOUBLE JOISTS OR SOLD BLOCKING AT 24" ON CENTER UNDER ALL
PARTITIONS.
610.13 PROVIDE DOUBLE LAYER PLYWOOD UNDER ALL CERAMIC TILE FLOORS.

610.14 PROVIDE NAILING PATTERN IN COMPLIANCE WITH FBC RECOMMENDED
FASTENING SCHEDULE WHEN JOINING TWO OR MORE FRAMING
MEMBERS.
610.15 ALL WOOD JOISTS BEARING ENDS SHALL BE ANCHORED TO SUPPORT IN
WOOD FRAMING WITH A TYPE A34 FRAMING ANCHOR, AS
MANUFACTURED BY SIMPSON STRONG-TIE COMPANY, INC.
610.16 ALL WOOD JOIST OR HEADER ENDS WHICH FRAME INTO STEEL BEAMS
OR LEDGERS SHALL BE HUNG WITH THE FOLLOWING JOIST HANGERS, AS
MANUFACTURED BY SIMPSON STRONG-TIE COMPANY, INC., OR WITH
APPROVED SUBSTITUTES WITH THE FOLLOWING WORKING LOAD
CAPACITIES.
JOIST SIMPSON LOAD
SIZE HANGER CAPACITY


2X6
2X8
2X10
2X12
2-2X6
2-2X8
2-2X10
2-2X12
1 3/4X16LVL
2-1 3/4X16LVL
3-1 3/4X16LVL


U26
U28
U21 0
U212
HU26-2
HU28-2
HU210-2
HU212-2
HD1714
HD414
THD614


495 LBS
653 LBS
833 LBS
1,013 LBS
990 LBS
1,303 LBS
1,666 LBS
2,016 LBS
2,380 LBS
3,265 LBS
6,785 LBS


ADDITIONAL CONNECTORS FOR POSTS AND STUDS SHALL AS FOLLOWED
AS MANUFACTURERED BY SIMPSON STRONG TIE COMPANY INC. OR WITH
APPROVED SUDSTITUTES.


POST BASES
4X4
4X6
6X6


STUD
POST
POST


INTERIOR
CBQ44
CBQ46
CBQ66


EXTERIOR
CB44
CB46
CB66


PLATE . . . . . . . . . . . . RSP4
TO POST STRAPPING THROUGH FLOOR . . . 2-MSTA 30
TO BEAM STRAPPING . . . . . . . 2-MSTA 18


610.17 ALTERNATE CONNECTION DETAILS MAY BE USED IF SUCH DETAILS ARE
SUBMITTED TO THE ENGINEER FOR REVIEW AND APPROVAL HOWEVER,
THE ENGINEER SHALL BE THE SOLE JUDGE OF ACCEPTANCE AND THE
CONTRACTOR'S BID SHALL ANTICIPATE THE USE OF THOSE SPECIFIED
DETAILS SHOWN ON THE DRAWINGS THE CONTRACTOR IS
RESPONSIBLE FOR THE DESIGN OF SUCH ALTERNATE DETAILS WHICH
HE PROPOSES.


630 7








630 8


ALL WALL SHEATHING SHALL BE 1/2-INCH "APA STRUCTURAL I RATED
SHEATHING-, 32/16 SPAN RATING, EXPOSURE 1. INSTALL WITH LONG DIMENSION
OF PANEL ACROSS THREE OR MORE SUPPORTS. ALL PANELS SHALL BE NAILED
WITH 1OD COMMON NAILS AT 6 INCHES AT ALL ENDS AND EDGES AND AT 12
INCHES ON CENTER AT ALL INTERMEDIATE SUPPORTS. OR HAS INDICATED ON
THE PLYWOOD SHEARWALL ATTACHMENT DIAGRAM ON SHEET PLANS
ALLOWABLE SHEAR CAPACITIES OF FRAMED SHEAR WALLS SHEATHED WITH
PLYWOOD PANELS SHALL BE BASED ON THE VALUES PROVIDED IN THE APA
PANEL THICKNESS, GRADE AND NAIUNG SCHEDULE DESIGN TABLES.

ALL PLYWOOD PANELS SHALL COMPLY WITH THE WIND UPUFT
REQUIREMENTS OF NM519 FOR FULLY-WIND-RESISTIVE ROOF
ASSEMBLIES COMPLYING WITH UL CLASS 90 CLASSIFICATION.


635 WOOD TRUSSES


635.1


WOOD TRUSSES SHALL CONFORM TO THE MOST CURRENT APPLICABLE
VERSION OF THE DESIGN SPECIFICATIONS FOR LIGHT METAL PLATE
CONNECTED WOOD ROOF TRUSSES, OF THE TRUSS PLATE INSTITUTE,
INC. AND THE NATIONAL DESIGN SPECIFICATIONS FOR STRESS GRADE
LUMBER AND ITS FASTENING, OF THE NATIONAL FOREST PRODUCTS
ASSOCIATION.


635.2 WOOD FLOOR TRUSSES SHALL BE DESIGNED TO SUPPORT THE LOADS INDICATED
BELOW AT THE DEPTH AND SPACING INDICATED ON THE DRAWINGS.
1. DEAD LOADS:
a. UNIFORM TOP CHORD DEAD LOAD . . . . . . . . 20 PSF
b. UNIFORM BOTTOM CHORD DEAD LOAD . . . . . . . 10 PSF
c. BOTTOM CHORD CONCENTRATED LOAD AT ANY
LOCATION ON BOTTOM CHORD . . . . . . . . .300 POUNDS
2. LIVE LOADS: . . . . . . . SEE DESIGN CRITERIA GENERAL NOTES
3. LATERAL LOADS: . . . . . SEE DESIGN CRITERIA GENERAL NOTES

635.3 WOOD ROOF TRUSSES SHALL BE DESIGNED TO SUPPORT THE LOADS
INDICATED BELOW AT THE SPACING INDICATED ON THE DRAWINGS.
1. DEAD LOADS:
a. UNIFORM TOP CHORD DEAD LOAD. . . . . . . 10 PSF
b. UNIFORM BOTTOM CHORD DEAD LOAD . . . . . . 10 PSF
c. BOTTOM CHORD CONCENTRATED LOAD AT ANY
LOCATION ON BOTTOM CHORD . . . . . . .300 POUNDS

2. LIVE LOADS ............. SEE DESIGN CRITERIA GENERAL NOTES
3. LATERAL LOADS. .*........ SEE DESIGN CRITERIA GENERAL NOTES
635.4 THE DEFLECTION OF THE FLOOR AND ROOF TRUSSES UNDER THE
INDICATED LOADS AND AT THE SPAN AND SPACINGS SHOWN ON THE
CONTRACT DRAWINGS SHALL MEET THE FOLLOWING CRITERIA:
a. THE DEFLECTION DUE TO LIVE LOAD SHALL NOT EXCEED
THE SPAN LENGTH/360.
b. THE DEFLECTION DUE TO THE TOTAL LOADS SHALL NOT
EXCEED THE SPAN LENGTH/240.


635.5


THE WOOD TRUSS MANUFACTURER SHALL SPECIFY AND PROVIDE ALL
BRACING AT TOP AND BOTTOM CHORDS REQUIRED TO STABILIZE THE
FLOOR OR ROOF STRUCTURE DURING AND AFTER CONSTRUCTION, IN
ADDITION TO THE BRACING INDICATED ON THE STRUCTURAL
DRAWINGS.


635.6 THE WOOD TRUSS MANUFACTURER SHALL SUBMIT STRUCTURAL
CALCULATIONS STAMPED BY A REGISTERED PROFESSIONAL ENGINEER
LICENSED TO PRACTICE IN THE STATE OF FLORIDA FOR ALL TRUSS
TYPES, WHICH INDICATE TRUSS CAPACITIES AND DEFLECTIONS.


635.7


ERECTION SHALL BE IN ACCORDANCE WITH TRUSS PLATE INSTITUTE
RECOMMENDATIONS.


635.8 NO SPLICES IN WEBS, CHORDS, OR OTHER LOAD CARRYING MEMBERS
MAY BE MADE WITHOUT REVIEW AND APPROVAL ON THE FINAL TRUSS
SHOP DRAWINGS WHICH INCLUDE SPECIFIC LOCATIONS AND DETAILS
FOR ANY SUCH SPLICE(S).
635.9 TEMPORARY TRUSS BRACING SHALL BE INSTALLED IN ACCORDANCE
WITH "RECOMMENDED DESIGN SPECIFICATIONS FOR TEMPORARY
BRACING OF METAL PLATE CONNECTED WOOD TRUSSES" (DSB-89) AND
"COMMENTARY AND RECOMMENDATIONS FOR HANDLING, INSTALUNG
AND BRACING METAL PLATE CONNECTED WOOD TRUSSES" (HIB-91).
INSTALL ALL WEB BRACING REQUIRED BY THE TRUSS DESIGNER.
TEMPORARY BOTTOM CHORD WEB BRACING SHALL REMAIN
PERMANENTLY IN PLACE. THE BOTTOM CHORD BRACING SHALL NOT
EXCEED 10' FOR TRUSSES WHERE NO SHEATHING IS ATTACHED TO THE
TRUSS BOTTOM CHORD OR WITH TRUSS BOTTOM FILLER. PROVIDE 2X4
LATERAL BRACING AT 36" O.C. UNDER PIGGYBACK TRUSSES. AT
TRUSSES REQUIRING WEB BRACING, PROVIDE 2X4 DIAGONAL AT 20' MAX
NAILED TO WEBS FROM ROOF TO BOTTOM CHORD. ALL BRACING
SHALL BE NAILED WITH 2-16D NAILS TO TRUSSES. FOR TRUSS SPANS
EXCEEDING 60'-0" SUBMIT BRACING DRAWINGS SIGNED AND SEALED BY
A REGISTERED ENGINEER IN THE STATE OF FLORIDA.
635.10 BOTTOM CHORD BEARING PARALLEL CHORD TRUSSES SHALL BE
CLEARLY MARKED IN A MANNER WHICH WILL AVOID INVERTED
INSTALLATION IN ACCORDANCE WITH THE TRUSS PLATE INSTITUTE,
"NATIONAL DESIGN STANDARD FOR METAL PLATE CONNECTED WOOD
TRUSS CONSTRUCTION," ANSI/TPI 1 LATEST EDITION.
635.11 FRAME BOTH SIDES OF EXPANSION JOINTS WITH SEPARATE TRUSS AND
BRACING SYSTEMS. DO NOT BRIDGE EXPANSION JOINTS WITH TRUSS
AND BRACING SYSTEMS.
635.12 THE WOOD TRUSS MANUFACTURER SHALL DESIGN / SPECIFY ALL
CONNECTIONS AND CONNECTION COMPONENTS BETWEEN WOOD
TRUSSES AND BEARING CONNECTIONS OF THE LIGHT GAGE METAL
TRUSSES TO THE SUPPORTING STRUCTURE. ALL CONNECTIONS AND
CONNECTION COMPONENTS SHALL BE INDICATED ON THE FINAL SHOP
DRAWINGS.


STRUCTURAL


ROOF OVERHANG COMPONENT AND CLADDING
DESIGN WIND PRESSURES

COMPONENTS AND CLADDING
WIND LOADS FOR EXPOSURE B
ZONE EFFECTIVE WIND AREA (FT2) WIND PRESSURES
ROOF ANGLE 10-30 DEGREES 110MPH
2 10.0 -40.6
2 20.0 -40.6
2 100.0 -40.6
3 10.0 -68.3
3 20.0 -60.5
3 100.0 -42.4


ABBREVIATIONS:


ARCH ARCHITECTURAL)
CJ CONSTRUCTION JOINT
CMU CONCRETE MASONRY UNIT
q. CENTER LINE
CLR --CLEAR
CONT CONTINUOUS
COORD COORDINATE

DIA DIAMETER

EF EACH FACE
EJ EXPANSION JOINT
EOD EDGE OF DECK
EOS EDGE OF SLAB
EL ELEVATION
EMBED EMBEDMENT/EMBEDDED
EQ --EQUAL
ETC ETCETERA
EXIST EXISTING

FS FAR SIDE

GC GENERAL CONTRACTOR
GA GAGE
GALV GALVANIZED

HORIZ HORIZONTAL
K KIPS
KLF KIPS PER LINEAR FOOT
KSF KIPS PER SQUARE FOOT
KSI KIPS PER SQUARE INCH
LBS POUNDS
LLH LONG LEG HORIZONTAL
LLV LONG LEG VERTICAL
LW LIGHTWEIGHT

MBM METAL BUILDING MANUFACTURER
MC MOMENT CONNECTION
MANUF --MANUFACTURER(ING)
MAX MAXIMUM
MECH MECHANICAL
MIN MINIMUM
MISC MISCELLANEOUS
MO MASONRY OPENING


NS NEAR SIDE
NO/# NUMBER
NTS NOT TO SCALE
NW NORMAL WEIGHT

OC ON CENTER
OPP OPPOSITE


PERP PERPENDICULAR
PLF POUNDS PER LINEAR FOOT
PSF POUNDS PER SQUARE FOOT
PSI POUNDS PER SQUARE INCH
PT PRESSURE TREATED/ POST TENSION

REINF REINFORCED/REINFORCING
REF REFERENCE

SF --SQUARE FEET
SIM SIMILAR
SJ SAW CUT CONTRACTION JOINT
SPEC SPECIFICATION
SS STAINLESS STEEL
STD STANDARD
SYM SYMMETRICAL
TD TURNDOWN
TOB TOP OF BEAM
TOC TOP OF CONCRETE
TOF TOP OF FOOTING
TOJ TOP OF JOIST
TOS TOP OF STEEL
TOW- TOP OF WALL
TS- TUBULAR STEEL
TYP TYPICAL

UNO UNLESS NOTED OTHERWISE

VCJ VERTICAL CONTROL JOINT
VERT VERTICAL

WP WORK POINT
WWM WELDED WIRE MESH
XS EXTRA STRONG
XXS DOUBLE EXTRA STRONG





WALL


COMPONENTS AND CLADDING
WIND LOADS FOR EXPOSURE B
ZONE EFFECTIVE WIND AREA (FT2) WIND PRESSURES
ROOF ANGLE 10-30 DEGREES 110MPH
1 10.0 12.5 -19.9
1 20.0 11.4 -19.4
1 50.0 10.0 -18.6
1 100.0 10.0 -18.1
2 10.0 12.5 -42.1
2 20.0 11.4 -38.2
2 50.0 10.0 -33.0
2 100.0 10.0 -29.1
3 10.0 12.5 -42.1
3 20.0 11.4 -38.2
3 50.0 10.0 -33.0
3 100.0 10.0 -29.1
WALL
4 10.0 21.8 -23.6
4 20.0 20.8 -22.6
4 50.0 19.5 -21.3
4 100.0 18.5 -20.4
5 10.0 21.8 -29.1
5 20.0 20.8 -27.2
5 50.0 19.5 -24.6
5 100.0 18.5 -22.6


I


~4'1