HomeMy WebLinkAboutProduct Approvals and EngineeringDiZal Inc.®
ALUMINUM SIDING 6" CLADDING SYSTEM
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MIN. 'Au STRUCTURAL PLYWOOD
SHEATHING BY OTHERS
STRUCTURAL STUDS AT MAX. 16'' 0.0.
(TYP)(SEE NOTES)
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T MIN EMBEDMENT
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6. ALUMINUM SIDING SPECIFICATIONS:
• SIDING MATERIAL: 5063-T5
GENERAL NOTES:
1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND
MANUFACTURED TO COMPLY WITH THE 67H EDITION
FLORIDA BUILDING CODE (FBC), EXCLUDING HVHZ AND HAS
BEEN EVALUATED ACCORDING TO THE FOLLOWING:
• ASTM E 330-02
• ASCE 7-10
2 ADEQUACY OF THE EXISTING STRUCTURAL
CONCRETE/MASONRY AND 2X FRAMING AS A MAIN WIND
FORCE RESISTING SYSTEM CAPABLE OF WITHSTANDING AND
TRANSFERRING APPLIED PRODUCT LOADS TO THE
FOUNDATION 15 THE RESPONSIB LITY OF THE ENGINEER OR
ARCHITECT OF RECORD FOR THE PROJECT OF INSTALLATION.
3. 2X MEMBERS (WHEN USED) SHALL BE DESIGNED AND
ANCHORED TO PROPERLY TRANSFER ALL LOADS TO THE
STRUCTURE BUCK DESIGN AND INSTALLATION IS THE
RESPONSIBILITY OF THE ENGINEER OR ARCHITECT OF RECORD
FOR THE PROJECT OF INSTALLATION
9. THE INSTALLATION DETAILS DESCRIBED HEREIN ARE GENERIC
AND MAY NOT REFLECT ACTUAL CONDITIONS FOR A SPECIFIC
SITE. IT SITE CONDITIONS CAUSE INSTALLATION TO DEVIATE
FROM THE REQUIREMENTS DETAILED HEREIN, A LICENSED
ENGINEER DR ARCHITECT SHALL PREPARE SITE SPECIFIC
DOCUMENTS FOR USE WITH THIS DOCUMENT.
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BY OTHERS ITV,
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5TB TEP STRIP
5 ALUMINUM SIDING MEETS THE REQUIREMENTS OF THE
CURRENT FBC. APPLICATION OF ALUMINUM SIDING SHALL
MEET REQUIREMENTS OF THE CURRENT FBC
• MINIMUM WALL THICKNESS 0.0E5'
• PANEL LENGTH: 48.00"
• PANEL HEIGHT: 6 731'
INSTALLATION OF SIDING ACCESSORIES SUCH AS CORNERS,
STARTER STRIPS, TRIMS AROUND OPENINGS SHALL REDONE
IN ACCORDANCE WITH CURRENT FBC AND MANUFACTURER'S
INSTRUCTIONS
OESIGN PRESSURE: ±83 P5F
INSTALLATION NOTES,
1. SEE SHEET 2 FOR ANCHOR TYPE REQUIREMENTS, MINIMUM
EMBEDMENTS, AND MINIMUM EDGE DISTANCES. ALL ANCHOR
REQUIREMENTS MUST BE ADHERED TO. ANY DEVIATIONS FROM
ANCHOR REQUIREMENTS REQUIRES SEPARATE EVALUATION AND
APPROVAL.
2. ONE (1) INSTALLATION ANCHOR IS REQUIRED AT EACH ANCHOR
LOCATION SHOWN.
3 THE NUMBER OF INSTALLATION ANCHORS DEPICTED IS THE
MINIMUM NUMBER OF ANCHORS 70 BE USED FOR PRODUCT
INSTALLATION.
4 INSTALL INDIVIDUAL INSTALLATION ANCHORS WITHIN A
TOLERANCE OF ±1j2 INCH OF THE DEPICTED LOCATION IN THE
ANCHOR LAYOUT DETAIL (I.E., WITHOUT CONSIDERATION OF
TOLERANCES). TOLERANCES ARE NOT CUMULATIVE FROM ONE
INSTALLATION ANCHOR TO THE NEXT.
S. MINIMUM EMBEDMENT AND EDGE DISTANCE EXCLUDE WALL
FINISHES, INCLUDING BUT NOT LIMITED TO STUCCO, FOAM, BRICK
VENEER, SHEATHING AND SIDING
C. INSTALLATION ANCHORS AND ASSOCIATED HARDWARE MUST BE
MADE OF CORROSION RESISTANT MATERIAL OR HAVE A
CORROSION RESISTANT COATING,
7 FOR HOLLOW BLOCK AND GROUT FILLED BLOCK, DO NOT INSTALL
INSTALLATION ANCHORS INTO MORTAR JOINTS. EDGE DISTANCE
IS MEASURED FROM FREE EDGE OF BLOCK OR EDGE OF MORTAR
JOINT INTO FACE SHELL OF BLOCK,
B. INSTALLATION ANCHORS SHALL REINSTALLED IN ACCORDANCE
WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS,
AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH
STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BY
THE ANCHOR MANUFACTURER.
9 INSTALLATION ANCHOR CAPACITIES FOR PRODUCTS HEREIN ARE
BASED ON SUBSTRATE MATERIALS WITH THE FOLLOWING
PROPERTIES
A. WOOD - MINIMUM SPECIFIC GRAVITY DI- 0.55.
B CONCRETE -MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI
C. MASONRY- CMU UNIT STRENGTH CONFORMS TO ASTM C-90,
WITH MIN COMPRESSIVE STRENGTH OF 2000 PSI AND GROUT
CONFORMS TO ASTM C 476, MIN GROUT COMPRESSIVE
STRENGTH OF 2000 PSI.
D. STEEL - MINIMUM YIELD STRENGTH OF 33)(51 MINIMUM 18
GA. WALL THICKNESS.
E. ALUMINUM - MINIMUM 1/8 INCH THICK 6063-T5 ALUMINUM.
Digitally signed by Hermes F Norero
Reason I aissi approving this document
Date- 2017 06.15 IMId47 -0400
.Dj ..fe A L
DIZAL
4000 JEAN-MARCHAND,
LOCAL /08
QUEBEC, QC,
2
PH. 418.915.9400
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DI AL
CONCRETE/MASONRY
By OTHERS
DIZAL 6" sIDING PANEL
SYSTEM CORNER
ASSEMBLY
346" TAPcoN CE uLTRACON
INSTALLATION ANCHOR,
SEE SPECS ON SHEET 1
DIZAL 6" siDING PANEL
SYSTEM
INTERIOR
2.5" MIN. EDGE
DISTANCE
2.00"
PAIN, EMBEDMENT
exTERroR
A INSIDE CORNER DETAIL
2
STEEL OR ALUM STRUCTURE,
BY OTHERS, SEE SPECS ON
SHEET 1
#8 GRADE 5 SELF-DRILLING
OR SELF-TAPPING
5M5 SCREW @, 6" 0.0.
PLYwOOD SHEATHING
BY OTHERS
INTERIOR
EXTERIOR
-c- SPLICE DETAIL
DIZAL 6" SIDING PANEL
SYSTEM CORNER
ASSEMBLY
WOOD 21< STUDS BY
OTHERS
#8 WOOD SCREW
PLYwooD SHEATHING
BY OTHERS
biZAL 6" siDING PANEL
SYSTEM
1,00" MIN.
EDGE DISTANCE
2.00" MIN EMBEDMENT
EXCLUDING SHEATHING
°OUTSIDE CORNER DETAIL
ALUMINUM SIDING SYSTEM ANCHOR TYPES
A NCHORDESCRIPTION SUBSTRATE REQUIREMENTS MIN EMBEDMENT MIN EDGE
DISTANCE NOTES
BY 16' 0 TAP CO N BY ITW
I F,,=125. KSI. F,=100 ESN
OR
3i16. 0 ULTPACON BY ELCO
I F.=155 KSI, En.,T77 Ks<
CONCRETE r ‘r-3000 PSI MM. OR
C-9DHOU.OW/FILLED BLOM
F,2000 PSI MIN
2-112.
MAR REUSED
THRONG, 0,10NAL
1X BUCKS, BR OTHERS
48 WOOD SCREWS MIN. SO ., SS WOOD
NB- 32 SELF-DRILLING OR SELF-
TAPPING SCREWS (GRADE S
STEEL. 18 GA. SQL. F,=33 KSI MIN.
ALUM. 1/D' MIN .6063-T5 NW
3 THREADS
PENETRATION PAST
METAL STRUCTURE
3/4.
STEEL IN CONTACT
WITH ALINE TO BE
FLUTED OR PAINTED
DizAL 6" SIDING PANEL
SYSTEM
3 THREAD MIN. r EMBEDMENT BEYOND STUD
DIZAL 6 sibiNG PANEL
SYSTEM SPLICE
ASSEMBLY
CDSIDING PANEL DETAIL
DizAL iNc!
4000 JEAN-mARcHAND,
LOCAL 108
QUEBEC. QE, CANADA
62C /y6
PHI 415915.9400
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SHEET: 1 OF 2
Intertek
Architectural Testing
ASTM E 330 STRUCTURAL TEST REPORT
Rendered to:
ELDORADO STONE, LLC
STYLE: CASTLE ROCK
Report No.: 69947.01-901-44
Test Date: 01/15/07
Through: 01/22/07
Report Date: 02/14/07
Record Retention Date: 02/09/11
Revision 1: 07/28/15
lntertek
Architectural Testing
ASTM E 330 STRUCTURAL TEST REPORT
Rendered to:
ELDORADO STONE, LLC
P.O. Box 489
Carnation, Washington 98014
Report No.: 69947.01-901-44
Test Date: 01/15/07
Through: 01/22/07
Report Date: 02/14/07
Record Retention Date: 02/09/11
Revision 1: 07/28/15
Project Summary: Architectural Testing, Inc. was contracted by Eldorado Stone, LLC, to
perform structural testing on their Castle Rock faux stone veneer products at Architectural
Testing's facility in Kent, Washington. Test specimen description and results are reported herein.
Test Methods: The specimen was evaluated in accordance with ASTM E 330, Standard Test
Method for Structural Performance of Exterior Windows, Doors, Skylights and Curtin Walls by
Uniform Static Air Pressure Difference (MODIFIED)
Test Specimen Description:
General Description: Three 8' wide by 8' high wall samples were prepared. Each wall
sample was constructed of Douglas - Fir nominal 2 x 4 plates and 2 x 4 studs spaced 16" on
center. Each of the intermediate studs was attached to the top and bottom plates with two 3"
drywall screws. 7/16" thick OSB sheathing was fastened to the stud wall with 1-5/8"
drywall screws spaced approximately 8" apart. One layer of 60 minute WRB was stapled to
the sheathing. The 2.5 lb expanded metal lath was applied over the WRB with the staples
fastened into the studs every 6". A bed of mortar was applied over the lath and allowed to
cure overnight. Following the application of the mortar the individual faux stones were
applied in the grouted method. The wall samples were allowed to cure for no less than 28
days and then subjected to tests.
Test Description:
General Description: Each of the wall samples was subjected to positive and negative
structural load tests at 57.6 psf and 60 psf pressure differentials. Loads were held for 60
seconds. Deflection gauges were used to measure the deflection of the wall assembly.
Gauges were mounted to the exterior face of the faux stone in line with the top, bottom and
mid-span of the centermost stud. At the conclusion of each load, the faux stone was
inspected for cracking. Net deflections and visual observations are reported below.
www.archtest.com www.intertek.com/building
lntertek
Architectural Testing
Test Results:
Test Specimen #1 (Installer: ACCS — 2):
Pressure Net Deflection Observations
69947.01-901-44
Page 2 of 4
57.6 psf (positive pressure) 0.19" No damage or cracking observed
(150 mph wind speed)
57.6 psf (negative pressure) 0.47" No damage or cracking observed
(150 mph wind speed)
60.0 psf (positive pressure) 0.19" No damage or cracking observed
(153 mph wind speed)
60.0 psf (negative pressure) 0.48" No damage or cracking observed
(153 mph wind speed)
Note #1: After completion, loads and inspections at 57.6 psf and 60 psf pressure
differentials, a negative pressure differential of 110 psf (207 mph wind speed) was applied
and held for 10 seconds. Following pressure release a visual inspection revealed no visible
cracks in the faux stone.
Test Specimen #2 (Installer: LPCS - 1):
57.6 psf (positive pressure) 0.20" No damage or cracking observed
(150 mph wind speed)
57.6 psf (negative pressure) 0.50" No damage or cracking observed
(150 mph wind speed)
60.0 psf (positive pressure) 0.22" No damage or cracking observed
(153 mph wind speed)
60.0 psf (negative pressure) 0.54" No damage or cracking observed
(153 mph wind speed)
Note #2: After completion, loads and inspections at 57.6 psf and 60 psf pressure
differentials, a negative pressure differential of 110 psf (207 mph wind speed) was applied
and held for 10 seconds. Following pressure release a visual inspection revealed no visible
cracks in the faux stone.
Test Specimen #3 (Installer: LYCS - 3):
57.6 psf (positive pressure) 0.34" No damage or cracking observed
(150 mph wind speed)
57.6 psf (negative pressure) 0.45" No damage or cracking observed
(150 mph wind speed)
60.0 psf (positive pressure) 0.34" No damage or cracking observed
(153 mph wind speed)
60.0 psf (negative pressure) 0.53" No damage or cracking observed
(153 mph wind speed)
Note #3: After completion, loads and inspections at 57.6 psf and 60 psf pressure
differentials, a positive pressure differential of 110 psf (207 mph wind speed) was applied
and held for 10 seconds. Following pressure release a visual inspection revealed no visible
cracks in the faux stone.
www,archtest.corn wvvvv.intertek.corn/building
Architectural Testing
6•947.01-901-44
Page 3 of 4
A copy of this report will be retained by Architectural Testing, Inc. for a period of four years
from the original test date. This report;is the exclusive property of the client so named herein and
is applicable to the sample tested. Results obtained are tested values and do not constitute an
opinion or endorsement by this laboratory. This report may not be reproduced, except in full,
without approval of Architectural Testing, Inc.
For ARCHITECTURAL TESTING, INC:
Digitally Signed by: Brian L Rasmussen Digitally Signed for: ry L Dideon by Patricia A. Cain
Brian L. Rasmussen
Technician
JLD:hlr:pac
Attachment (pages):
Appendix A: Alteration Addendum (1)
Appendix B: Eldorado Stone Installation Procedures (6)
Jeffrey L. Dideon
Director - Regional Operations
wwvv.archtest.com . www,intertek.com/building