June 9, 2016
Precision Wall Systems10980 Alder CircleDallas, TX 75238
Attn: Stephen Loyd
RE: Zara Broadway PlazaWalnut Creek, CA
Letter of Compliance:
Per your request, we have reviewed the referenced project’s design parameters for the 30 mmCaliza Limra Limestone units. This structural review was performed to determine the integrity of thespecified stone material and the specific requirements and/or deviations to the standard installationrequirements for the Gridworx Aluminum Anchoring System.
Design Wind and Seismic Pressures have been evaluated and determined in accordance with the2013 California Building Code and ASCE 7-10. Interpretation of the Building Codes for the projectlocation, the maximum building height, and site specific parameters for Components and Cladding,with tributary areas of 10 square feet, yields critical design pressures as follows:
Typical Wind Zone regions as +14.73 psf / -15.97 psf Corner Wind Zone regions as +14.73 psf / -19.72 psf
Seismic on Body Components as +/- 10.575 psfSeismic on Connection Components as +/- 33.047 psf
Specific site parameters for the project have been interpreted as:
Basic Wind Speed = 110 mphMean Roof Height = 45’-0” Exposure = BCategory = IIImportance Factor, IW = 1.0 Importance Factor, IE = 1.0
Specific Requirements and Materials identified for compliance are as follows:
Stone Material = Caliza LimraLimestone Min MOD Rupture = NA
Min FLEX Strength = 1000 psiDensity = 152 pcfWeight (1.181” stone) = 16.54 psf
Nominal thickness = 1.181” Tolerance - (+ / - 1/8”)Gage from face = 0.500” Tolerance - (+ / - 1/16”)Kerf width = 0.188” Tolerance - (+ / - 1/16”)Kerf depth = 0.500” Tolerance - (+ 1/8, - 1/16”)
5118 Burnet Rd. l Suite E l Austin, TX l 78756 l 512.270.6869
Precision Wall Systems – Components Provided:
Stone Strength = Meets Safety Factor > 8.0 AGAINST BREAKAGEMeets Safety Factor > 12.0 AGAINST KERF BREAK
Gridworx Extrusions = 6005 – T5 aluminum continuous provided in 12’-0” lengths Top of stone L Bracket Anchors, 6” long (1) bracket required per foot of panel widthExtended Interm. T at bottom of 5 5/8” thick cornice stoneExtended Top and Starter J at some locations
“Z” Channels = “Z” vertical furring (1”x1”x1”), Thickness = 0.090”6005-T5 Aluminum Install at 16” o.c. horizontally
Discrete Clips = Discrete Clip Thickness = 1/8”, 4” long6005-T5 Aluminum Install at 24” o.c. vertical spacing
Extrusion Fasteners = Elco Dril-Flex #12-14to “Z” Channel/Studs 1 1/2” long at “Z” Channel, 2” long at stud framing
(SAE J 429 / Grade 5 with Stalgard Coating)
Shim Stack = Full-bearing Hi-Impact resistant plastic shimsMinimum 1/16” Bond Breaker at dissimilar metalsMaximum allowable shim stack = 5/8”
“Z” Channel Fasteners = Elco Dril-Flex #12-14 x 7/8” longto Discrete Clip (SAE J 429 / Grade 5 with Stalgard Coating)
(2) per Discrete Clip
Discrete Clip Fasteners = Elco Dril-Flex #12-14 x 2” longto Studs (SAE J 429 / Grade 5 with Stalgard Coating)
(2) per Discrete Clip
Gridworx Fork Supports = Standard Fork Support6005 – T5 aluminum Continuous at fascia panels, min. 3” long at soffit panels
T-31 Anchors = 1 1/4” Stone Anchors at Fork SupportInstall @ 16” o.c. horizontally at cornice fascia panelsInstall for soffit intermediate support @ 16” o.c. spacing
Aluminum L Bracket = 2” x 2” x 0.09” Aluminum Angle, 2” longat Soffit 6005 – T5 aluminum
Install at discrete clip locations at soffit conditionsw/ (2) Elco Dril-Flex #12-14 x 7/8” long
Silicone = Low modulus silicone applied at Gridworx L Brackets.
Recommended = Dow Corning 790 Silicone or equal and open cell Joint Sealant backer rod.
Cantilevered extrusions bypassing the substrate or attachment are acceptable for distancesequal to half the typical supported span. The stone panels are to be supported for wind anddead load at each course and not to be hard stacked to a specific level or starter extrusion.
10980 Alder CircleDallas, TX 75238(214) 774-4502
ZARA BROADWAY PLAZAWALNUT CREEK, CA
SUPPLEMENTARY CALCULATIONS 1ST SUBMITTAL
June 9, 2016
5118 Burnet Rd. l Suite E l Austin, TX l 78756 l 512.270.6869
ZARA Broadway PlazaStructural CalculationsWalnut Creek, CAPrepared By: SJM
Item Description Page #
1 ASCE 7-10 Windload Analysis 3
2 ASCE 7-10 Seismic Analysis 4
3 Stone Analysis 6
4 Typical Gridworx System 11
5 ASHRAE System 22
6 Miscellaneous Reference 32
Applicable Building Code: 2013 California Building Code / Chapters 16, 19, 20, 24ASCE 7- 10 Minimum Design Loads for Buildings and Other Structures
Computer Programs: MCAL Software; Cbeam 2005, Aprop 2.2, IBC-ASCE 7 3.0 Parametric Technology Corporation; MathCAD 14 Bentley Systems Inc.; Staad Pro 2007 Architectural Wall Systems Inc.; Analysis 2010 Standards Design Group Inc; Window Glass Design
TABLE OF CONTENTS
ZARA - PRECISION JUN 09 2016 2
FILE: AWS WL Spreadsheet (ASCE 7-10).xls
WIND LOADING (ASCE 7-10) - COMPONENTS AND CLADDING DESIGN METHODDESIGN CRITERIABasic Wind Speed (V) 110 mph Enclosure Classification Enclosed
Exposure Category B 1.00
Risk Category II Corner Zone Distance 8.5 ft
45 ft
Building Least Width 85 ft
WIND LOAD REQUIREMENTS
0.85 (+) WL (-) WL
Hurricane Prone Region? No 0.18 -0.18
No
0.79
1200 ft
20.80 psf
WIND PRESSURE CALCULATION – LRFD
Zone 4: Typical Zone 5: Corner
Area (SF) GCp(+) PSF GCp(-) PSF GCp(+) PSF GCp(-) PSF
10 1.00 24.54 -1.10 -26.62 1.00 24.54 -1.40 -32.86
20 0.95 23.50 -1.05 -25.58 0.95 23.50 -1.29 -30.58
50 0.88 22.05 -0.98 -24.13 0.88 22.05 -1.15 -27.66
100 0.82 20.80 -0.92 -22.88 0.82 20.80 -1.05 -25.58
WIND PRESSURE CALCULATION – ASD (0.6 FACTOR APPLIED)
Zone 4: Typical Zone 5: Corner
Area (SF) GCp(+) PSF GCp(-) PSF GCp(+) PSF GCp(-) PSF
10 1.00 14.73 -1.10 -15.97 1.00 14.73 -1.40 -19.72
20 0.95 14.10 -1.05 -15.35 0.95 14.10 -1.29 -18.35
50 0.88 13.23 -0.98 -14.48 0.88 13.23 -1.15 -16.60
100 0.82 12.48 -0.92 -13.73 0.82 12.48 -1.05 -15.35
Topographic Factor (Kzt)
Height Above Ground Level, z
Directionality Factor (Kd)
Internal Pressure Coefficient (GC
pi)
Wind Borne Debris Region?
Velocity Pressure Exposure Coefficient (K
z)
Nominal Height of Atmospheric boundary layer (z
g)
Velocity Pressure (qh) (q
h = 0.00256 K
z K
d K
zt V2)
ZARA - PRECISION JUN 09 2016 3
SEISMIC ANALYSIS PER ASCE 7-10
Each element or component and its connections to the structure shall be designed to resist a total lateral seismic force, Fp, as provided by the following ASCE 7-10 equation (13.3-1 pg. 113):
≔Fp ⋅―――――⋅⋅⋅0.4 ap Sds WE
⎛⎜⎝――Rp
IE
⎞⎟⎠
⎛⎜⎝
+1 ⋅2 ―z
h
⎞⎟⎠
Coefficient Values for Input:
≔Sds 1.332 (Structural Notes Sheet S-000.00)
≔IE 1.0 (ASCE 7-10 - Section 13.1.3)
≔h ⋅45 ft (Structure Roof Height)
≔z ⋅45 ft (Worst Case Height of Component Attachment)
≔WE ⋅16.54 psf (Weight of 1.181" thick Caliza Limra Limestone + 1/8" Tolerance)
Due to the continuity of the curtainwall system and a series of lateral load resisting anchors, applied seismic loading can be modified as a uniformly distributed load proportionate to the mass distribution over the height.Therefore, the computed magnitude of the seismic load can be compared to the windload pressure to determine the governing normal design load for anchoring components. In-plane requirements must be independently investigated utilizing the computed seismic requirements and continuity developed by the applicable element.
Per Section 13.4 Nonstructural Component Anchorage:
1. Bodies of the connection shall be designed for the force determined by Equation (13.3-1) where:
≔Rp_Body 2.5 and ≔ap_Body 1.0 (Values from Table 13.5-1 pg. 117)
Therefore, ≔Fp_Body ⋅―――――――⋅⋅⋅0.4 ap_Body Sds WE
―――Rp_Body
IE
⎛⎜⎝
+1 ⋅2 ―z
h
⎞⎟⎠
=Fp_Body 10.575 psf
2. All Fasteners in the connecting system. such as bolts, inserts, weld and dowels, shall be designed for the forces determined by Equation (13.3-1) where:
≔Rp_Connection 1.0 and ≔ap_Connection 1.25 (Values from Table 13.5-1 pg. 117)
Therefore, ≔Fp_Connection ⋅――――――――⋅⋅⋅0.4 ap_Connection Sds WE
――――Rp_Connection
IE
⎛⎜⎝
+1 ⋅2 ―z
h
⎞⎟⎠
=Fp_Connection 33.047 psf
Note: The above values for Fp are derived using a factored load method. For use with allowable stress design methods (ASD), these values can be multiplied by the seismic load factor of 0.7 per ASCE 7-10 Section 2.4 pg. 8.
BC-ASCE7-2010-Seismic.mcdx-------- ---------------------------------------------------------------------------------------
ZARA - PRECISION JUN 09 2016 4
SEISMIC ANALYSIS PER ASCE 7-10
Each element or component and its connections to the structure shall be designed to resist a total lateral seismic force, Fp, as provided by the following ASCE 7-10 equation (13.3-1 pg. 113):
≔Fp ⋅―――――⋅⋅⋅0.4 ap Sds WE
⎛⎜⎝――Rp
IE
⎞⎟⎠
⎛⎜⎝
+1 ⋅2 ―z
h
⎞⎟⎠
Coefficient Values for Input:
≔Sds 1.332 (Structural Notes Sheet S-000.00)
≔IE 1.0 (ASCE 7-10 - Section 13.1.3)
≔h ⋅45 ft (Structure Roof Height)
≔z ⋅45 ft (Worst Case Height of Component Attachment)
≔WE ⋅72.83 psf (Weight of 5.625" thick Caliza Limra Limestone + 1/8" Tolerance)
Due to the continuity of the curtainwall system and a series of lateral load resisting anchors, applied seismic loading can be modified as a uniformly distributed load proportionate to the mass distribution over the height.Therefore, the computed magnitude of the seismic load can be compared to the windload pressure to determine the governing normal design load for anchoring components. In-plane requirements must be independently investigated utilizing the computed seismic requirements and continuity developed by the applicable element.
Per Section 13.4 Nonstructural Component Anchorage:
1. Bodies of the connection shall be designed for the force determined by Equation (13.3-1) where:
≔Rp_Body 2.5 and ≔ap_Body 1.0 (Values from Table 13.5-1 pg. 117)
Therefore, ≔Fp_Body ⋅―――――――⋅⋅⋅0.4 ap_Body Sds WE
―――Rp_Body
IE
⎛⎜⎝
+1 ⋅2 ―z
h
⎞⎟⎠
=Fp_Body 46.565 psf
2. All Fasteners in the connecting system. such as bolts, inserts, weld and dowels, shall be designed for the forces determined by Equation (13.3-1) where:
≔Rp_Connection 1.0 and ≔ap_Connection 1.25 (Values from Table 13.5-1 pg. 117)
Therefore, ≔Fp_Connection ⋅――――――――⋅⋅⋅0.4 ap_Connection Sds WE
――――Rp_Connection
IE
⎛⎜⎝
+1 ⋅2 ―z
h
⎞⎟⎠
=Fp_Connection 145.514 psf
Note: The above values for Fp are derived using a factored load method. For use with allowable stress design methods (ASD), these values can be multiplied by the seismic load factor of 0.7 per ASCE 7-10 Section 2.4 pg. 8.
BC-ASCE7-2010-Seismic - Cornice.mcdx-------- ---------------------------------------------------------------------------------------
ZARA - PRECISION JUN 09 2016 5
STONE ANALYSIS
ZARA - PRECISION JUN 09 2016 6
ZARA - PRECISION JUN 09 2016 7
DESIGN OF CALIZA LIMRA UNIT – FASCIA
Design Data: Material Type: Limestone Nominal Dimensions / Tolerance:
ASTM C99 MOR = NA (psi) Nominal Thickness, t = 1.181 (in)
ASTM C880 FLEX = 1000 (psi) Tolerance, e1 (thickness) = 0.125 (in)
ASTM C97 Density = 152 (pcf) Kerf Gage, kg = 0.5 (in)
Kerf Thickness, kt = 0.1875 (in)
Safety Factor: Span = 8 Kerf Depth, kd = 0.625 (in)
Anchor = 12 Tolerance, e2 (kerf) = 0.0625 (in)
Kerf Engagement, ke = 0.25 (in)Kerf Length / Clip, l = 6 (in) (Standard)
Design Loads: (+WL) = 14.43 (psf) Seis*0.7 (Stone) = 7.40 (psf)
(-WL) = 19.72 (psf) Seis*0.7 (Kerf) = 23.13 (psf)
MATERIAL SPECIFICATIONS
Average Rupture Strength (MOR) = NA psiAverage Flexural Strength (FLEX) = 1,000 psi
= 125 psi= 83 psi
A(G) NOM. THICKNESS MIN. THICKNESS KERF KERF
PANEL PANEL GROSS PANEL STRENGTH STRENGTH CAPACITY CAPACITY
WIDTH, W HEIGHT, H AREA WEIGHT RATIO RATIO (FRONT) (BACK)
(in.) (in.) (lb.)
60.000 24.000 10.000 165.427 0.339 0.424 0.272 0.556 Uniform Load
60.000 22.000 9.167 151.641 0.285 0.357 0.249 0.510
60.000 24.000 10.000 165.427 0.339 0.424 0.420 0.859 Point Load
60.000 22.000 9.167 151.641 0.285 0.357 0.385 0.787
MINIMUM THICKNESS CHECKPANEL PANEL MIN. THICKNESS
WIDTH, W HEIGHT, H REQUIRED CONTROLLING
(in.) (in.) (in.) FACTOR
60.000 24.000 0.813 Nom. Thickness
60.000 22.000 0.756 Nom. Thickness
NOTES:ALLOWABLE STRESSES AND DESIGN PROCEDURES FOR STONE STRENGTH USE AVERAGE TEST VALUES PER ASTM C99 "MODULUS OF RUPTURE"AND ASTM C880 "FLEXURAL STRENGTH - MODIFIED" COMPARED TO SPECIFIED AND /OR INDUSTRY STANDARD SAFETY FACTORS.
DESIGN THICKNESS = "Nominal - Tolerance @ Thickness (e1)".
KERF GAGE = "kg" is defined as the nominal dimension for kerf location off stone face.
KERF THICKNESS = "kt" is defined as the dimension for kerf fabrication width.
KERF DEPTH = "kd" is defined as the dimension for kerf fabrication depth into edge of stone.
KERF ENGAGEMENT = "ke" is defined as the depth of kerf clip into the kerf depth.
KERF TOLERANCE = "e2" is defined as the dimension tolerance for kerf location off stone face.
KEFT CLIP LENGTH = "l" is the defined dimension of the clip at top of stone at 1/4 points of panel.
ALL DESIGN STRESSES AND DESIGN VALUES ACCOUNT FOR NOMINAL DIMENSIONS AND THE APPROPRIATE TOLERANCES.
Allowable Span Stress, Fbspan
(Min AVG / S.F.) Allowable Anchor Stress, Fb
anchor (Min AVG / S.F.)
(ft.2) (fbn / Fb
span) (fb
min / Fb
span) (fb
Kf / Fb
anchor) (fb
Kb / Fb
anchor)
ZARA - PRECISION JUN 09 2016 8
DESIGN OF CALIZA LIMRA UNIT – CORNICE
Design Data: Material Type: Limestone Nominal Dimensions / Tolerance:
ASTM C99 MOR = NA (psi) Nominal Thickness, t = 5.625 (in)
ASTM C880 FLEX = 1000 (psi) Tolerance, e1 (thickness) = 0.125 (in)
ASTM C97 Density = 152 (pcf) Kerf Gage, kg = 4.8125 (in)
Kerf Thickness, kt = 0.1875 (in)
Safety Factor: Span = 8 Kerf Depth, kd = 0.625 (in)
Anchor = 12 Tolerance, e2 (kerf) = 0.0625 (in)
Kerf Engagement, ke = 0.25 (in)Kerf Length / Clip, l = 6 (in) (Standard)
Design Loads: (+WL) = 14.43 (psf) Seis*0.7 (Stone) = 32.60 (psf)
(-WL) = 19.72 (psf) Seis*0.7 (Kerf) = 101.86 (psf)
MATERIAL SPECIFICATIONS
Average Rupture Strength (MOR) = NA psiAverage Flexural Strength (FLEX) = 1,000 psi
= 125 psi= 83 psi
A(G) NOM. THICKNESS MIN. THICKNESS KERF KERF
PANEL PANEL GROSS PANEL STRENGTH STRENGTH CAPACITY CAPACITY
WIDTH, W HEIGHT, H AREA WEIGHT RATIO RATIO (FRONT) (BACK)
(in.) (in.) (lb.)
60.000 9.000 3.750 273.125 0.003 0.004 0.004 0.449 Uniform Load
60.000 9.000 3.750 273.125 0.003 0.004 0.006 0.694 Point Load
MINIMUM THICKNESS CHECKPANEL PANEL MIN. THICKNESS
WIDTH, W HEIGHT, H REQUIRED CONTROLLING
(in.) (in.) (in.) FACTOR
60.000 9.000 0.899 Kerf-Back
NOTES:ALLOWABLE STRESSES AND DESIGN PROCEDURES FOR STONE STRENGTH USE AVERAGE TEST VALUES PER ASTM C99 "MODULUS OF RUPTURE"AND ASTM C880 "FLEXURAL STRENGTH - MODIFIED" COMPARED TO SPECIFIED AND /OR INDUSTRY STANDARD SAFETY FACTORS.
DESIGN THICKNESS = "Nominal - Tolerance @ Thickness (e1)".
KERF GAGE = "kg" is defined as the nominal dimension for kerf location off stone face.
KERF THICKNESS = "kt" is defined as the dimension for kerf fabrication width.
KERF DEPTH = "kd" is defined as the dimension for kerf fabrication depth into edge of stone.
KERF ENGAGEMENT = "ke" is defined as the depth of kerf clip into the kerf depth.
KERF TOLERANCE = "e2" is defined as the dimension tolerance for kerf location off stone face.
KEFT CLIP LENGTH = "l" is the defined dimension of the clip at top of stone at 1/4 points of panel.
ALL DESIGN STRESSES AND DESIGN VALUES ACCOUNT FOR NOMINAL DIMENSIONS AND THE APPROPRIATE TOLERANCES.
Allowable Span Stress, Fbspan
(Min AVG / S.F.) Allowable Anchor Stress, Fb
anchor (Min AVG / S.F.)
(ft.2) (fbn / Fb
span) (fb
min / Fb
span) (fb
Kf / Fb
anchor) (fb
Kb / Fb
anchor)
ZARA - PRECISION JUN 09 2016 9
DESIGN OF CALIZA LIMRA UNIT – SOFFIT
Design Data: Material Type: Limestone Nominal Dimensions / Tolerance:
ASTM C99 MOR = NA (psi) Nominal Thickness, t = 1.181 (in)
ASTM C880 FLEX = 1000 (psi) Tolerance, e1 (thickness) = 0.125 (in)
ASTM C97 Density = 152 (pcf) Kerf Gage, kg = 0.5 (in)
Kerf Thickness, kt = 0.1875 (in)
Safety Factor: Span = 8 Kerf Depth, kd = 0.625 (in)
Anchor = 12 Tolerance, e2 (kerf) = 0.0625 (in)
Kerf Engagement, ke = 0.25 (in)Kerf Length / Clip, l = 6 (in) (Standard)
Design Loads: (+WL) = 14.43 (psf) Seis*0.2+DL (Stone) = 18.66 (psf)
(-WL+DL) = 36.26 (psf) Seis*0.2+DL (Kerf) = 23.15 (psf)
MATERIAL SPECIFICATIONS
Average Rupture Strength (MOR) = NA psiAverage Flexural Strength (FLEX) = 1,000 psi
= 125 psi= 83 psi
A(G) NOM. THICKNESS MIN. THICKNESS KERF KERF
PANEL PANEL GROSS PANEL STRENGTH STRENGTH CAPACITY CAPACITY
WIDTH, W HEIGHT, H AREA WEIGHT RATIO RATIO (FRONT) (BACK)
(in.) (in.) (lb.)
8.000 16.000 0.889 14.705 0.277 0.347 0.181 0.581 Uniform Load
8.000 16.000 0.889 14.705 0.277 0.347 0.187 0.598 Point Load
MINIMUM THICKNESS CHECKPANEL PANEL MIN. THICKNESS
WIDTH, W HEIGHT, H REQUIRED CONTROLLING
(in.) (in.) (in.) FACTOR
8.000 16.000 0.747 Nom. Thickness
NOTES:ALLOWABLE STRESSES AND DESIGN PROCEDURES FOR STONE STRENGTH USE AVERAGE TEST VALUES PER ASTM C99 "MODULUS OF RUPTURE"AND ASTM C880 "FLEXURAL STRENGTH - MODIFIED" COMPARED TO SPECIFIED AND /OR INDUSTRY STANDARD SAFETY FACTORS.
DESIGN THICKNESS = "Nominal - Tolerance @ Thickness (e1)".
KERF GAGE = "kg" is defined as the nominal dimension for kerf location off stone face.
KERF THICKNESS = "kt" is defined as the dimension for kerf fabrication width.
KERF DEPTH = "kd" is defined as the dimension for kerf fabrication depth into edge of stone.
KERF ENGAGEMENT = "ke" is defined as the depth of kerf clip into the kerf depth.
KERF TOLERANCE = "e2" is defined as the dimension tolerance for kerf location off stone face.
KEFT CLIP LENGTH = "l" is the defined dimension of the clip at top of stone at 1/4 points of panel.
ALL DESIGN STRESSES AND DESIGN VALUES ACCOUNT FOR NOMINAL DIMENSIONS AND THE APPROPRIATE TOLERANCES.
Allowable Span Stress, Fbspan
(Min AVG / S.F.) Allowable Anchor Stress, Fb
anchor (Min AVG / S.F.)
(ft.2) (fbn / Fb
span) (fb
min / Fb
span) (fb
Kf / Fb
anchor) (fb
Kb / Fb
anchor)
ZARA - PRECISION JUN 09 2016 10
TYPICAL GRIDWORX SYSTEM
ZARA - PRECISION JUN 09 2016 11
FILE: Fastener Loads(10-3-2014).xls
Gridworx Fastener Loads – Fascia
Design Data:
(-WL) = 19.72 (psf)
(+WL) = 14.43 (psf)
Seismic = 33.047 (psf)
Stone Density = 152 (pcf)
Stone Thickness = 1.181 (in)
Thickness Tolerance = 0.125 (in)
Stone Height = 24 (in)
Stone Width = 60 (in)
Horizontal Fastener Spacing = 16 (in)
Fastener Bending = 1.313 (in)
Intermediate Anchorage = None
LOADING CONDITIONS: -WL + DL, AND DL ONLYTension (1) Tension (2) Shear Compression Bearing Area
(lb) (lb) (lb) (lb) (psi)
STANDARD TOP J 57 NA 0 27 0.271 98
STANDARD INTERMEDIATE T 50 12 22 30 0.813 36
STANDARD STARTER J 71 NA 44 71 0.673 106
LOADING CONDITION: +WL + DL
Tension (1) Tension (2) Shear Compression Bearing Area
(lb) (lb) (lb) (lb) (psi)
STANDARD TOP J 16 NA NA 19 0.460 42
STANDARD INTERMEDIATE T 9 0 22 55 0.813 68
STANDARD STARTER J 71 NA 44 109 0.673 163
Maximum Tension = 71 lbs
Maximum Shear = 44 lbs
FASTENER CONDITIONS
#12-14 Dril-Flex (16ga metal) 71 130 44 474 58 69 N.A. O.K.
fP (C/A)
(in2)
fP (C/A)
(in2)
Allowable fp = 350psi for 1/2" regular gypsum board
Max Tension (lb)
Allowable Tension (lb)
Max Shear
(lb)
Allowable Shear (lb)
Max Bending Stress (ksi)
Allowable Bending Stress
(ksi)
T-31 Anchors per row
Capacity Check
ZARA - PRECISION JUN 09 2016 12
FILE: Fastener Loads(10-3-2014).xls
Gridworx Fastener Loads – Cornice
Design Data:
(-WL) = 19.72 (psf)
(+WL) = 14.43 (psf)
Seismic = 145.514 (psf)
Stone Density = 152 (pcf)
Stone Thickness = 5.625 (in)
Thickness Tolerance = 0.125 (in)
Stone Height = 9 (in)
Stone Width = 60 (in)
Horizontal Fastener Spacing = 16 (in)
Fastener Bending = 1.313 (in)
Intermediate Anchorage = None
LOADING CONDITIONS: -WL + DL, AND DL ONLYTension (1) Tension (2) Shear Compression Bearing Area
(lb) (lb) (lb) (lb) (psi)
EXTENDED INTERMEDIATE T 73 0 18 49 0.813 60
LOADING CONDITION: +WL + DL
Tension (1) Tension (2) Shear Compression Bearing Area
(lb) (lb) (lb) (lb) (psi)
EXTENDED INTERMEDIATE T 33 0 18 58 0.813 72
Maximum Tension = 73 lbs
Maximum Shear = 18 lbs
FASTENER CONDITIONS
#12-14 Dril-Flex (16ga metal) 73 130 18 474 24 69 N.A. O.K.
fP (C/A)
(in2)
fP (C/A)
(in2)
Allowable fp = 350psi for 1/2" regular gypsum board
Max Tension (lb)
Allowable Tension (lb)
Max Shear
(lb)
Allowable Shear (lb)
Max Bending Stress (ksi)
Allowable Bending Stress
(ksi)
T-31 Anchors per row
Capacity Check
ZARA - PRECISION JUN 09 2016 13
FILE: Fastener Loads(10-3-2014).xls
Gridworx Fastener Loads – Soffit
Design Data:
(-WL+DL) = 36.26 (psf)
(+WL) = 14.43 (psf)
Seismic = 33.047 (psf)
Stone Density = 152 (pcf)
Stone Thickness = 1.181 (in)
Thickness Tolerance = 0.125 (in)
Stone Height = 16 (in)
Stone Width = 8 (in)
Horizontal Fastener Spacing = 8 (in)
Fastener Bending = 1.313 (in)
Intermediate Anchorage = None
LOADING CONDITIONS: -WL + DL, AND DL ONLYTension (1) Tension (2) Shear Compression Bearing Area
(lb) (lb) (lb) (lb) (psi)
STANDARD TOP J 30 NA 0 14 0.271 51
STANDARD INTERMEDIATE T 24 8 10 14 0.813 17
STANDARD STARTER J 96 NA 21 33 0.673 49
LOADING CONDITION: +WL + DL
Tension (1) Tension (2) Shear Compression Bearing Area
(lb) (lb) (lb) (lb) (psi)
STANDARD TOP J 5 NA NA 6 0.460 14
STANDARD INTERMEDIATE T 7 0 10 22 0.813 27
STANDARD STARTER J 33 NA 21 46 0.673 68
Maximum Tension = 96 lbs
Maximum Shear = 21 lbs
FASTENER CONDITIONS
#12-14 Dril-Flex (16ga metal) 96 130 21 474 27 69 N.A. O.K.
fP (C/A)
(in2)
fP (C/A)
(in2)
Allowable fp = 350psi for 1/2" regular gypsum board
Max Tension (lb)
Allowable Tension (lb)
Max Shear
(lb)
Allowable Shear (lb)
Max Bending Stress (ksi)
Allowable Bending Stress
(ksi)
T-31 Anchors per row
Capacity Check
ZARA - PRECISION JUN 09 2016 14
FILE: Interior Fastener Loads(10-6-2015).xls
Gridworx Fastener Loads – Slim Starter with Fork Support
Design Data:
(-WL) = 19.72 (psf)
(+WL) = 14.43 (psf)
Seismic = 33.047 (psf)
Stone Density = 152 (pcf)
Stone Thickness = 1.181 (in)
Thickness Tolerance = 0.125 (in)
Stone Height = 7.875 (in)
Stone Width = 60 (in)
Horizontal Fastener Spacing = 16 (in)
Fastener Bending = 1.313 (in)
Intermediate Anchorage = None
LOADING CONDITIONS: -WL + DL, AND DL ONLYTension (1) Tension (2) Shear Compression Bearing Area
(lb) (lb) (lb) (lb) (psi)
INTERIOR STARTER J 16 NA 14 15 0.542 28
LOADING CONDITION: +WL + DL
Tension (1) Tension (2) Shear Compression Bearing Area
(lb) (lb) (lb) (lb) (psi)
INTERIOR STARTER J 15 NA 14 28 0.542 51
Maximum Tension = 16 lbs
Maximum Shear = 14 lbs
FASTENER CONDITIONS
#12-14 Dril-Flex (16ga metal) 16 130 14 474 19 69 N.A. O.K.
fP (C/A)
(in2)
fP (C/A)
(in2)
Allowable fp = 350psi for 1/2" regular gypsum board
Max Tension (lb)
Allowable Tension (lb)
Max Shear
(lb)
Allowable Shear (lb)
Max Bending Stress (ksi)
Allowable Bending Stress
(ksi)
T-31 Anchors per row
Capacity Check
ZARA - PRECISION JUN 09 2016 15
ZARA - PRECISION JUN 09 2016 16
0.50
0"0.
500"
0.250"
Intermediate T Anchor
1/4" X 1/2" FOAM TAPEPRE-APPLIED TO
CONTINUOUS STONEGRIDWORX L BRACKETS
GRIDWORX L BRACKET6" LONG
0.37
5"N
OM
.t (nom.)
System Depth (nom.)
ktkg
WATERPROOFING MEMBRANEAT FACE OF SHEATHING SPEC'DAND PROVIDED BY OTHERS
FULL BEARING HI-IMPACT RESISTANT PLASTIC SHIMS
HIGH GRADE SHEATHINGOVER METAL STUDS @ 16" O.C.
GRIDWORX INTERMEDIATET ANCHORPREP EXTRUSION WITH0.228" x 1" SLOT - 16" O.C.
# 12-14 x 2" DRIL-FLEXSTALGARD FINISH
# 12-14 x 2" DRIL-FLEXSTALGARD FINISH
LOW MODULUS SILICONEAPPLIED INTO KERF ATANCHOR LOCATIONS
SCALE:3/8" JOINTS - STEEL FRAMING
INTERMEDIATE T ANCHOR
FULL
ZARA - PRECISION JUN 09 2016 17
ZARA - PRECISION JUN 09 2016 18
kt #12 x 2" DRIL-FLEX, FINISH: STALGARD
FULL BEARING HI-IMPACT RESISTANT PLASTIC SHIMS
1/4" X 1/2" FOAM TAPEPRE-APPLIED TO
Gridworx L Brackets
Gridworx L Bracket6" LONG
(1) PER FT OF STONE WIDTH(AT LEAST (2) PER PANEL)
LOW MODULUS SILICONEAPPLIED INTO KERF AT ANCHOR LOCATIONS
GRIDWORX INTERMEDIATET ANCHOR
WATERPROOFING MEMBRANEAT FACE OF SHEATHING SPEC'DAND PROVIDED BY OTHERS
HIGH GRADE SHEATHINGOVER METAL STUDS @ 16" O.C.
0.37
5"N
OM
.
5.625" 0.250"
System Depth (nom.)
4.813
SCALE:3/8" JOINTS - STEEL FRAMING
EXTENDED INT T ANCHOR
FULL
Extended Int T Anchor
ZARA - PRECISION JUN 09 2016 19
CENTER LINE OF T-31 FASTENER
(REFER TO CUTTING TICKET)
FULL BEARING HI-IMPACTRESISTANT PLASTIC SHIMS
FIELD VERIFY (AS NEEDED, 5/8" MAX)
1.5" GRIDWORX STEELFASTENER 16" O.C.
GRIDWORX SLIM STARTER ANCHOR
5/8"
1/4"
GRIDWORX TYPE #31 1-1/4" ANCHORS.
EPOXIED IN 1/4" HOLES DRILLED 45°.
LOW MODULUS SILICONEAPPLIED INTO T-31 SLOT
INSTALL AT 16" O.C. SPACING
HIGH GRADE SHEATHINGOVER METAL STUDS
@16" O.C.
LOW MODULUS SILICONE WITH OPEN CELL
BACKER ROD
B.O.STONE
160'-9 1/2"
EXTERIOR STONE HANGING SYSTEM
STEEL FRAMING
SECTION DETAIL
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ASHRAE SYSTEM
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STONE COURSE HEIGHT = 22"Z-CHANNEL
Z-CHANNEL
Z-CHANNEL
Z-CHANNEL
Z-CHANNEL
WL = 22" x 33.047PSF x 0.7 = 3.534#/IN
ZARA BROADWAY PLAZACbeam R5
Architectural Wall Systems6/8/2016 14:15 File: Horiz Intermediate T(16)
HORIZONTAL INTERMEDIATE TBy: SJM
1Driven by Cbeam © R5
Deflection Results
Stress Results Span M(in-lb) fb-m(ksi)
Member Information Span Length(in) I(in^4) S(in^3) E(psi)
Distributed Load InformationSpan W1(#/in) W2(#/in) X1(in) X2(in)
Support Reactions Joint Pounds
Max. Deflection = -0.0009" L/17430 (Span 1, @ 7.04")
1 @ 6.29" = 70 0.554 4 @ 0.00" = -97 0.769
1 16.000 0.163 0.126 1.0e+7 2 16.000 0.163 0.126 1.0e+7 3 16.000 0.163 0.126 1.0e+7 4 16.000 0.163 0.126 1.0e+7
1 3.534 3.534 0.000 16.000 2 3.534 3.534 0.000 16.000 3 3.534 3.534 0.000 16.000 4 3.534 3.534 0.000 16.000
1 22 2 65 3 53 4 65 5 22
For questions on Cbeam, a Windows-based program, contact:
MCALSOFT LLC. www.mcalsoftware.com
Ph (512) 270-6869
Email: [email protected]
12
34
5
1'-4
"1'
-4"
1'-4
"1'
-4"
3.53
4 lb
/in
ZARA - PRECISION JUN 09 2016 24
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COURSE HEIGHT = 22" CL DISCRETE
CL DISCRETE
CL DISCRETE
CL DISCRETE
CL DISCRETE
DEFLECTION AND STRESS OK BY INSPECTION
ZARA BROADWAY PLAZACbeam R5
Architectural Wall Systems6/8/2016 14:26 File: VERTICAL Z - 1IN DEEP(16in)
VERTICAL Z - 1" DEEPBy: SJM
1Driven by Cbeam © R5
Deflection Results
Stress Results Span M(in-lb) fb-m(ksi)
Member Information Span Length(in) I(in^4) S(in^3) E(psi)
Point Load InformationSpan P(#) X(in)
Joints Free to Displace
Free Joints - 1
Support Reactions Joint Pounds
Max. Deflection = -0.0213" L/1129 (Span 5, @ 12.24")Cant. Deflection = -0.0359" 2L/334 (Span 1, @ 0.00")
1 @ 6.00" = -390 4.643 5 @ 10.00" = 236 2.807
1 6.000 0.043 0.084 1.0e+7 2 24.000 0.043 0.084 1.0e+7 3 24.000 0.043 0.084 1.0e+7 4 24.000 0.043 0.084 1.0e+7 5 24.000 0.043 0.084 1.0e+7
1 65.000 0.000 2 65.000 16.000 3 65.000 14.000 4 65.000 12.000 5 65.000 10.000
2 97 3 57 4 72 5 82 6 17
65 #
65 #
65 #
65 #
65 #
1
23
45
6
6"2'
-0"
2'-0
"2'
-0"
2'-0
"
ZARA - PRECISION JUN 09 2016 26
FILE: Tapping Fasteners - ADM10 - AISC14.xls
FASTENERS AT Z-CHANNEL TO DISCRETE CLIPDESIGN OF TAPPING FASTENERS SAE-J429/GRADE 5, OR ASTM-A449
Design Data: Shear, V= 44 (lb) Material at Fastener Head 6005-T5
Tension, T= 102 (lb) Hole or Slot Hole
Bending Eccentricity, e= 0 (in) Material Thickness (in) = 0.09
Quantity= 2 Flat Head (Y or N) N
Duration of Load Factor = 1 Material Tapped Into 6005-T5
Two Materials Flush? N Hole or Slot Hole
Dws = 0.5 (in) Material Thickness = 0.125
1 Capacity Check = For Each: T < Ta, V < Va
MATERIAL SPECIFICATIONS - FASTENER PROPERTIES
MINIMUM ULTIMATE TENSILE STRENGTH (Fu) = 120,000 psiMINIMUM TENSILE YIELD STRENGTH (Fy) = 92,000 psi
K A(R) FASTENER BENDING CHECK
D BASIC THREAD Fb (0.75xFyxDf) (KSI) = 69
FASTENER NOMINAL MINOR ROOT ALLOW. ALLOW. *FASTENER
SIZE DIAMETER DIAMETER AREA TENSION SHEAR INTERACTION MOMENT
N (IN.) (IN.) (LB.) (LB.) < DF (V*e) / 2
#6- 20 0.1380 0.0997 0.0078 375 216 0.029 0.0003 0 0.00
#8- 18 0.1640 0.1257 0.0124 596 344 0.011 0.0004 0 0.00
#10- 16 0.1900 0.1389 0.0152 727 420 0.008 0.0007 0 0.00
#12- 14 0.2160 0.1649 0.0214 1025 592 0.004 0.0010 0 0.00 #14- 14 0.2420 0.1880 0.0278 1332 769 0.002 0.0014 0 0.00
1/4"- 14 0.2500 0.1887 0.0280 1342 775 0.002 0.0015 0 0.00
1/4"- 20 0.2500 0.1887 0.0280 1342 775 0.002 0.0015 0 0.00
5/16"- 18 0.3125 0.2443 0.0469 2250 1299 0.001 0.0030 0 0.00
3/8"- 12 0.3750 0.2983 0.0699 3355 1937 0.000 0.0052 0 0.00
MATERIAL AT FASTENER HEAD MATERIAL TAPPED INTO
FASTENER ALLOW ALLOW CAPACITY FASTENER ALLOW. ALLOW. ALLOW. CAPACITY
SIZE PULL-OVER BEARING CHECK SIZE PULL-OUT BEARING TILTING CHECK
Ta (LB.) Va (LB.) < DF Ta (LB.) Va (LB.) Va (LB.) < DF
#6-20 686 315 O.K. #6-20 287 437 873 O.K.
#8-18 686 374 O.K. #8-18 317 519 952 O.K.
#10-16 686 433 O.K. #10-16 333 602 1025 O.K.
#12-14 686 492 O.K. #12-14 378 684 1093 O.K.
#14-14 686 552 O.K. #14-14 424 766 1157 O.K.
1/4"-14 686 570 O.K. 1/4"-14 438 792 1176 O.K.
1/4"-20 686 570 O.K. 1/4"-20 438 792 1176 O.K.
5/16"-18 686 713 O.K. 5/16"-18 605 990 1314 O.K.
3/8"-12 686 855 O.K. 3/8"-12 656 1188 1440 O.K.
NOTES:
ALLOWABLE STRESSES AND DESIGN PROCEDURES FOR TAPPING FASTENERS ARE PER ADM 2010 AND AISC 14TH,
RESPECTIVELY PER SUBSTRATE
ALLOW. TENSION = 0.4*Fu*A(R) (AAMA TIR-A9-91 2000 ADDENDUM PG 34)
ALLOW. PULL-OUT = Ks*D*t2*Fty2/3 (TYPICAL) (REF. SECTION J.5.5.1.1 ADM-10)
ALLOW. PULL-OVER = C*t1*Ftu1(Dws-D)/3 (TYPICAL) (REF SECTION J.5.5.2 ADM-10)
ALLOW. SHEAR = 0.4*Fu*A(R) / (SQRT(3)) (AAMA TIR-A9-91 2000 ADDENDUM PG 34)
ALLOW. BEARING/STEEL = 1.2*Fu*D*t (Fu = 58,000 psi) (J3-6a AISC) (HOLE)
ALLOW. BEARING/STEEL = 1.0*Fu*D*t (Fu = 58,000 psi) (J3-6c AISC) (SLOT)
ALLOW. BEARING/ALUM. = 2*Ftu*D*t/3 (REF. SECTION J.5.6.1 ADM -10)
Ftu for each Alum. Alloy referenced from ADM-10
*INTERACTION = (V / (ALLOW. SHEAR x QUANTITY) )^2 + (T / (ALLOW. TENSION x QUANTITY) )^2
DL = (1.181” + 0.125”) x 24” x 16” x 152PCF = 44#
DL(TENSION) = 44# x (1.333” + 0.625” + 1.0”) / 24 = 5#
WL + DL(TENSION) = 97# + 5# = 102# (REF: VERTICAL Z - 1” DEEP CBEAM)
Interaction = (fV/F
V)2 + (f
T/F
T)2
SX
fb
(IN.2) PI*D3/32 (M/SX)
A(R) = 0.7854*(K)2
ALLOW. TILTING = 4.2*(t2^3*d)^(1/2)*Ftu2/3 (REF SECTION J.5.6 EQ J.5-13 ADM-10)
ZARA - PRECISION JUN 09 2016 27
FILE: Tapping Fasteners - ADM10 - AISC14.xls
FASTENERS AT DISCRETE CLIP TO STUDSDESIGN OF TAPPING FASTENERS SAE-J429/GRADE 5, OR ASTM-A449
Design Data: Shear, V= 44 (lb) Material at Fastener Head 6005-T5
Tension, T= 108 (lb) Hole or Slot Hole
Bending Eccentricity, e= 0.625 (in) Material Thickness (in) = 0.125
Quantity= 2 Flat Head (Y or N) N
Duration of Load Factor = 1 Material Tapped Into A-33
Two Materials Flush? N Hole or Slot Hole
Dws = 0.5 (in) Material Thickness = 0.054
1 Capacity Check = For Each: T < Ta, V < Va
MATERIAL SPECIFICATIONS - FASTENER PROPERTIES
MINIMUM ULTIMATE TENSILE STRENGTH (Fu) = 120,000 psiMINIMUM TENSILE YIELD STRENGTH (Fy) = 92,000 psi
K A(R) FASTENER BENDING CHECK
D BASIC THREAD Fb (0.75xFyxDf) (KSI) = 69
FASTENER NOMINAL MINOR ROOT ALLOW. ALLOW. *FASTENER
SIZE DIAMETER DIAMETER AREA TENSION SHEAR INTERACTION MOMENT
N (IN.) (IN.) (LB.) (LB.) < DF (V*e) / 2
#6- 20 0.1380 0.0997 0.0078 375 216 0.031 0.0003 14 26.65
#8- 18 0.1640 0.1257 0.0124 596 344 0.012 0.0004 14 15.88
#10- 16 0.1900 0.1389 0.0152 727 420 0.008 0.0007 14 10.21
#12- 14 0.2160 0.1649 0.0214 1025 592 0.004 0.0010 14 6.95 #14- 14 0.2420 0.1880 0.0278 1332 769 0.002 0.0014 14 4.94
1/4"- 14 0.2500 0.1887 0.0280 1342 775 0.002 0.0015 14 4.48
1/4"- 20 0.2500 0.1887 0.0280 1342 775 0.002 0.0015 14 4.48
5/16"- 18 0.3125 0.2443 0.0469 2250 1299 0.001 0.0030 14 2.29
3/8"- 12 0.3750 0.2983 0.0699 3355 1937 0.000 0.0052 14 1.33
MATERIAL AT FASTENER HEAD MATERIAL TAPPED INTO
FASTENER ALLOW ALLOW CAPACITY FASTENER ALLOW. ALLOW. ALLOW. CAPACITY
SIZE PULL-OVER BEARING CHECK SIZE PULL-OUT BEARING TILTING CHECK
Ta (LB.) Va (LB.) < DF Ta (LB.) Va (LB.) Va (LB.) < DF
#6-20 1039 437 O.K. #6-20 83 519 379 O.K.
#8-18 1039 519 O.K. #8-18 98 616 413 O.K.
#10-16 1039 602 O.K. #10-16 114 714 444 O.K.
#12-14 1039 684 O.K. #12-14 130 812 474 O.K.
#14-14 1039 766 O.K. #14-14 145 910 501 O.K.
1/4"-14 1039 792 O.K. 1/4"-14 150 940 509 O.K.
1/4"-20 1039 792 O.K. 1/4"-20 150 940 509 O.K.
5/16"-18 1039 990 O.K. 5/16"-18 187 1175 570 O.K.
3/8"-12 1039 1188 O.K. 3/8"-12 225 1409 624 O.K.
NOTES:
ALLOWABLE STRESSES AND DESIGN PROCEDURES FOR TAPPING FASTENERS ARE PER ADM 2010 AND AISC 14TH,
RESPECTIVELY PER SUBSTRATE
ALLOW. TENSION = 0.4*Fu*A(R) (AAMA TIR-A9-91 2000 ADDENDUM PG 34)
ALLOW. PULL-OUT = Ks*D*t2*Fty2/3 (TYPICAL) (REF. SECTION J.5.5.1.1 ADM-10)
ALLOW. PULL-OVER = C*t1*Ftu1(Dws-D)/3 (TYPICAL) (REF SECTION J.5.5.2 ADM-10)
ALLOW. SHEAR = 0.4*Fu*A(R) / (SQRT(3)) (AAMA TIR-A9-91 2000 ADDENDUM PG 34)
ALLOW. BEARING/STEEL = 1.2*Fu*D*t (Fu = 58,000 psi) (J3-6a AISC) (HOLE)
ALLOW. BEARING/STEEL = 1.0*Fu*D*t (Fu = 58,000 psi) (J3-6c AISC) (SLOT)
ALLOW. BEARING/ALUM. = 2*Ftu*D*t/3 (REF. SECTION J.5.6.1 ADM -10)
Ftu for each Alum. Alloy referenced from ADM-10
*INTERACTION = (V / (ALLOW. SHEAR x QUANTITY) )^2 + (T / (ALLOW. TENSION x QUANTITY) )^2
DL = (1.181” + 0.125”) x 24” x 16” x 152PCF = 44#
DL(TENSION) = 44# x (1.333” + 0.625” + 1.0” + 3.25”) / 24 = 11#
WL + DL(TENSION) = 97# + 11# = 108# (REF: VERTICAL Z - 1” DEEP CBEAM)
Interaction = (fV/F
V)2 + (f
T/F
T)2
SX
fb
(IN.2) PI*D3/32 (M/SX)
A(R) = 0.7854*(K)2
ALLOW. TILTING = 4.2*(t2^3*d)^(1/2)*Ftu2/3 (REF SECTION J.5.6 EQ J.5-13 ADM-10)
ZARA - PRECISION JUN 09 2016 28
#12-14 x 2" HWHDRIL-FLEX
LOW MODULUS SILICONEAPPLIED INTO KERF ATANCHOR LOCATIONS
#12-14 x 2" HWHDRIL-FLEX
1/8" THK. ALUM. CLIP4" LONG6005 - T5
0.090" THK. ALUM. " Z " CLIP CONTINUOUS6005 - T5
Starter J Anchor
t (nom.)
Standoff (nom.)
0.250" (+0.375"/- 0.250" Tol.)
0.37
5"M
IN
ktkg
SILICONE COMPATIBLEWEEP BAFFLE 30 DPI24" O.C. BASE COURSE
#12-14 x 1" HWH DRIL-FLEX
GRIDWORX STARTERJ ANCHOR
SCALE:SUBSTRATE - METAL STUD
STARTER J ANCHOR
FULL
ZARA - PRECISION JUN 09 2016 29
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#12-14 x 2" HWHDRIL-FLEX
LOW MODULUS SILICONEAPPLIED INTO KERF ATANCHOR LOCATIONS
GRIDWORX TOPJ ANCHOR
GRIDWORX L BRACKETW/ 1/4"x1/2" FOAM TAPE
#12-14 x 1" HWH DRIL-FLEX
#12-14 x 2" HWHDRIL-FLEX
1/8" THK. ALUM. CLIP4" LONG 6005 - T5
0.090" THK. ALUM. " Z " CLIP CONTINUOUS6005 - T5
Top J Anchor
0.37
5"M
IN
t (nom.)
Standoff (nom.)
0.250" (+0.375"/- 0.250" Tol.)
ktkg
SCALE:SUBSTRATE - METAL STUD
TOP J ANCHOR
FULL
ZARA - PRECISION JUN 09 2016 31
MISCELLANEOUS REFERENCE
ZARA - PRECISION JUN 09 2016 32
ZARA - PRECISION JUN 09 2016 33
0.50
0"
0.28
7"
0.093"
0.85
0"0.
500"
0.83
0"
1.333"
1.24
3"0.
500"
0.50
0"
1.33
7"0.
663"
1.333"
Fastener Loads: (+WL + DL)2.
000"
0.250"
COMPRESSION = 0.287" x WL / (2/3 x 0.850"). = 0.507 x WL
BEARING AREA = 1/3 x 0.850" x 1.625" = 0.460 in²
fp = C/A = 0.500 x WL / A
0.16
7"
TENSION = DL x 1.333" / 2.0" = 0.670 x DL
DEADLOAD ONLY = CRITICAL TENSION
SHEAR = DL / 2
COMPRESSION = 1.337" x WL / 2.0" + 1.333" x DL / 2.0"0.670 x WL + 0.670 x DL
BEARING AREA = 0.500" x 1.625" = 0.813 in²
fp = C/A = 0.670 X ( WL + DL ) / A
TENSION = 1.333" x DL / (2/3 x 1.243") = 1.609 x DL
. SHEAR = DL
COMPRESSION = WL + 1.609 x DL.
BEARING AREA = 1/3 x 1.243" x 1.625" = 0.673 in²
fp = C/A = ( WL + 1.609 x DL ) / A
0.41
4"
0.28
3"
ZARA - PRECISION JUN 09 2016 34
ZARA - PRECISION JUN 09 2016 35
0.50
0"
0.28
8"0.093"
0.85
0"0.
500"
0.59
5"
0.700"
1.00
0"Fastener Loads: (-WL + DL) & (DL ONLY)
0.250" TENSION = WL + WL x 0.287" / (2/3 x 0.500"). = 1. 860 x WL
COMPRESSION = 1.860 x WL - WL. = 0.860 x WL
BEARING AREA = 1/3 x 0.500" x 1.625" = 0.271 in²
fp = C/A = 0.860 x WL / A
0.16
7"
-WL & DL:TENSION (1) = WL x 0.668" / 1.75" + DL x 0.7" / 1.75" . = 0.393 x WL + 0.4 x DL
TENSION (2) = WL x 1.062" / 1.75" - DL x 0.7" / 1.75". = 0.607 x WL - 0.4 x DL
SHEAR = DL / 2
DL ONLY:COMPRESSION = DL x 0.7" / 1.75" = 0.4 x DL
BEARING AREA = 0.500" x 1.625" = 0.813 in²
fp = C/A = 0.4 x DL /A
-WL & DL:DEADLOAD ONLY IS CRITICAL FOR DESIGN WINDLOADS < 50 PSF
TENSION = DL x 0.7" / (2/3 x 1.0") . = 1.05 x DL SHEAR = DL
COMPRESSION = 1.05 x DL. BEARING AREA = 1/3 x 1.0" x 1.625" = 0.542 in²
fp = C/A = 1.05 x DL / A
0.33
3"
0.50
0"0.
500"
1.06
2"0.
688"
0.700"
1.75
0"
ZARA - PRECISION JUN 09 2016 36
0.50
0"0.
500"
1.06
2"0.
688"
0.700"
1.75
0"0.
500"
0.28
8"0.093"
0.85
0"0.
500"
0.59
5"
0.700"
1.00
0"Fastener Loads: (+WL + DL)
0.250"
COMPRESSION = 0.287" x WL / (2/3 x 0.850"). = 0.507 x WL
BEARING AREA = 1/3 x 0.850" x 1.625" = 0.460 in²
fp = C/A = 0.500 x WL / A
0.16
7"
TENSION = DL x 0.7" / 1.75" = 0.4 x DL
DEADLOAD ONLY = CRITICAL TENSION
SHEAR = DL / 2
COMPRESSION = 1.062" x WL / 1.75" + 0.7" x DL / 1.75"0.607 x WL + 0.4 x DL
BEARING AREA = 0.500" x 1.625" = 0.813 in²
fp = C/A = (0.607 x WL + 0.4 x DL ) / A
TENSION = 0.7" x DL / (2/3 x 1.0") = 1.05 x DL
. SHEAR = DL
COMPRESSION = WL + 1.05 x DL.
BEARING AREA = 1/3 x 1.0" x 1.625" = 0.542 in²
fp = C/A = ( WL + 1.05 x DL ) / A
0.28
3"
0.33
3"
ZARA - PRECISION JUN 09 2016 37
ZARA - PRECISION JUN 09 2016 38