CONTENTS...ASTM Specification Data: ASTM C568 Std Spec for Limestone Dimension Stone (Appendix 8) uensIty Average (pcf) Standard Deviation (pcf) Coefficient of Variation Compressive

C. A. Pretzer Associates, Inc.Engineers

50 Freeway Drive C RANSTON, RHODE ISLAND 02920 (401) 785-2690 FAX: (401) 461-9360

Design Criteria:

Stone Properties Wind Load

CONTENTS

SHEET

JOB: FINA Stoneworks, LLC

CALCULATED BY: AKZ

CHECKED BY MJG

SCALE:

OF

DATE:

DATE:

NONE

2 3

Seismic Load 4----------------------------------------------------------

Material Properties ___________________________________________________ . 5

Elevation 6 Section 7

--------------------------------------------------------------

Plan Section 10 --------------------------------------------------------------

Calculations:

Load Calculations 11 Check Vertical Zee at Gravity_support_____________________________________ 12 Check Vertical Zee at Retention supp9rt ---------------------------------- 13 Check Connection to stud at Gravity support_________ ______________________ 14 Check Connection to stud at Retention_support_____________________________ 15 Check Connection of Channel to Vertical Zee at Gravit'i support ______________ 16 Check Connection of Channel to Vertical Zee at_Retention support____________ 17

Appendices:

17

217136.20

17-May-17

18-May-17

A: Test Results on Marston Limestone on Vermont Structural Slate Co. Inc. & Plascore composite Sanwich Panel

B: Standard Specification for Limestone Dimension Stone, ASTM C568-99, July 1999 C: Excerpt from Stonelite, From Stone Panels, Inc. D: Excerpt from "Stud-Rite Lightweight steel framing systems", MarinoWare E: Excerpt from "Product Information, Bi-Flex Structural Fasteners", Elco F: Excerpt from "Korolath of New England", Hudson, MA

TEMPLATE BLANK SHEET


50 Freeway Drive CRANSTON, RHODE ISLAND 02920 (401) 785-2690 FAX: (401) 461-9360

DESIGN CRITERIA

Stone Material Properties

Stone Type I Trade Name: Limestone/ Marston Limestone

JOB:

CALCULATED BY:

CHECKED BY:

SCALE:

SHEET 2 OF 17

FINA Stoneworks, LLC 217136.20 AKZ DATE: 17-May-17

MJG DATE: 18-May-17

NONE

Historical Test Data: Test Results Vermont Structural Slate Company, Inc. (Appendix A)

(Appendix 8) ASTM Specification Data: ASTM C568 Std Spec for Limestone Dimension Stone

uensIty

Average (pcf) Standard Deviation (pcf) Coefficient of Variation

Compressive Strength Average (psi)

Standard Deviation (psi)

Coefficient of Variation Modulus of Rupture Average (psi) Standard Deviation (psi) Coefficient of Variation

Class = Ill

Historical ASTM Per Test Minimum

Data Value

154.50 160

21230.00 8000

1765.00 1000

Use For Design Reference/ Remarks

155

21200

1760

TEMPLATE: BLANK SHEET


SHEET 3

JOB: FINA Stoneworks, LLCCALCULATED BY __ AKZ_ _ Date : CHECKED BY: -�M

.:..JG

:..___ Date:

OF 17

217136. 20 17-May-17 18-May-17

50 Freeway Drive CRANSTON, RHODE ISLAND 02920 (401) 785-2690 FAX: (401) 461-9360 SCALE : ______ N_O_N_E ____ _

DESIGN CRITERIA

Component and Cladding Wind Load Calculation - Walls

Reference: Mass State Building Code 8th Edition International Building Code ( IBC ), 2009 Edition Minimum Design Loads for Buildings and Other Structures, ASCE 7-05

44 ' [ Ar chi tectural Dwg ] 60 ' [ Ar chitectural Dwg ]

< 10 0 < 10 sq ft 105 mph [MassCodeTable 1604.11]

Roof Mean Height ( h ) = Minimum Building Width =

Roof Slope =

Tributary Area ( A ) = Basic Wind Speed (V) =

Occupancy Category = Importance Factor ( I ) =

Exposure Category= Minimum Ht Above Grade ( z min ) =

Directionality Factor ( Kd ) =

Topographical Factor ( Kzt ) =

Ill [ IBC -2009 Table 1604.5; ASCE 7-05 Table 1-1]

External Pressure Coefficients (GCp): Zone 4 +GCp = 0.90 -GCp =Zone 5 +GCp = 0.90 -GCp =

Internal Pressure Coefficients (GCpi): Zone 4 GCpi = 0.18 Zone 5 GCpi = 0.18

Wind Velocity Pressures (qz, qh):

1.15 [ ASCE 7-05 Table 6-1 ] B [ ASCE 7-05 Section 6.5.6.2]

30' [ ASCE 7-05 Table 6-2] 0.85 [ ASCE 7-05 Table 6-4] 1.00 [ ASCE 7-05 Section 6.5.7]

-0.99 [ASCE 7-05 F igure 6-11A] -1.26 [ASCE 7-05 Figure 6-11A)

-0.18 [ ASCE 7-05 Figure 6-5] -0.18 [ ASCE 7-05 Figure 6-5)

qz = 0.00256 Kz Kzt Kd V2 I

qh = 0.00256 Kh Kht Kd V2 I

[ ASCE 7-05 Section 6.5.10, Eq. 6-1 5)

[ ASCE 7-05 Section 6.5.10, Eq. 6-15)

Design Wind Pressure (P):

Height Above Grade

z, h (ft)

Positive P = qh[(+GCp) - (-GCpi)] [ ASCE 7-05 Sect 6.5.12.4, Eq 6-22) Negative P = qh[(-GCp) - (+GCpi)] [ ASCE 7-05 Sect 6.5.12.4, Eq 6-22 J

Wind Load In Wind Load In Zone 4 Zone 5

Exposure Positive Negative Positive Negative Coeff. Velocity Pressures Pressure Pressure Pressure Pressure Kz, Kh qz (psf) qh (psf) (psf) (psf) (psf) (psf)

10% reduction 10% reduction

44 0.78 21.52 21.52 23.24 25.18 23.24 30.99

Design Wind Loads: 26 psf 31 psf

Zone Width (ft): N/A 6.00 ft

TE MPLATE BLANK SHEET



DESIGN CRITERIA - SEISMIC LOADS

Reference: Mass State Building Code 8th Edition

International Building Code ( IBC ), 2009 Edition

OF SHEET 4 JOB:

JOB: FINA Stoneworks, LLCCALCULATED BY: AKZ DATE:

CHECKED BY: MJG DATE:

SCALE: NONE

Minimum Design Loads for Buildings and Other Structures, ASCE 7-05

Spectral Acceleration for Short Period (Ss) = 0.280 g

Spectral Acceleration for 1 Second Period (S1) = 0.068 g

Occupancy Category= I l l

Seismic Importance Factor (le)= 1.000

Site Class = D

Site Coefficient (Fa) = 1. 576

Site Coefficient (Fv) = 2.4

Site Coefficient ( Sms ) = 1.576 ( 0.28 ) = 0.441 g

Site Coefficient ( Sm1 ) = 2.4 ( 0.068 ) = 0.163 g

Response Parameter ( Sds ) = 2/3 ( 0.441 ) = 0.294 g

Response Parameter ( Sd1 ) = 2/3 ( 0.163 ) = 0.109 g

Seismic Design Category = B

Component Importance Factor (Ip) = 1.0

Component Response Modification Factor (Rp) = 1.5

Component Amplification Factor (ap) = 1.0

Roof Mean Height Above Grade (h) = 44 '

Componebt Height Above Grade (z) = 44'

[ Mass Code Table 1604.11]

( Mass Code Table 1604.11]

[ IBC -2006 Table 1604.5; ASCE 7-05 Table 1-1]

I ASCE 7-05 Table 11.5-1 ]

[ ASCE 7-05 Section 20.1 ]

( ASCE 7-05 Table 11.4-1]

( ASCE 7-05 Table 11.4-2]

[ ASCE 7-05 Section 11.4.3, Eq 11.4-1 ]

[ ASCE 7-05 Section 11.4.3, Eq 11.4-2]

[ ASCE 7-05 Section 11 .4.4, Eq 11.4-3]

[ ASCE 7-05 Section 11.4.4, Eq 11.4-4]

[ ASCE 7-05 Tables 11.6-1 & 11.6-2]

(ASCE�05Se�on 13.1.3]

[ASCE 7-05 Table 13.5-1]

[ASCE 7-05 Table 13.5-1]

Wp = Weight of Stone

Seismic Design Force (Fp):

17

217136.20

17-May-17

18-May-17

Fp = [ 0.4 ap Sds Wp / ( Rp / Ip ) ] [ 1 + 2 ( z I h )] = 0.24 Wp

Fp, Upper Limit= 1.6 Sds Ip Wp = 0.47 Wp

Fp, Lower Limit= 0.3 Sds Ip Wp = 0.09 Wp

[ASCE 7-05 Section 13.3.1, Eq 13.3-1]

[ ASCE 7-05 Section 13.3.1, Eq 13.3-2]

[ ASCE 7-05 Section 13.3.1, Eq 13.3-3]

Use Fp = 0.24 Wp For Design




DESIGN CRITERIA

Honeycomb panel

Manufacturer = Generic

Interlocking Channel

Type = Aluminum 6063-T6

Unit Weight = 165 pcf

Light Gage Steel "Z"

Material = ASTM A653, Grade 50

Yield Strength = 50 ksi

Tensile Strength = 65 ksi

Finish = G90 Galvanized

Self Drilling Fasteners:

Shims:

Manufacturer = Elco

Type = Bi-Flex

Coating = Stalgard w/GB

Manufacturer = Korolath of New England

Material = Korolath

JOB:

CALCULATED BY:

CHECKED BY

SCALE:

S!::JEET 5 OF

FINA Stoneworks, LLCAKZ DATE:

MJG DATE:

NONE

(See Appendix D)

(See Appendix D)

(See Appendix D)

(See Appendix E)

(See Appendix E)

(See Appendix E)

(See Appendix F)

(See Appendix F)

17

217136.20

17-May-17

18-May-17


SHEET

C. A. Pretzer Associates, Inc.6 OF 17

Structural Engineers FINA Stoneworks, LLC 217136.20 JOB _ ___________ _ 50 Freeway Drive

CRANSTON, RHODE ISLAND 02920 DRAWN BY __ A_KZ ___ DATE_1_4-_MA_Y-_17 __

Tel: (401) 785-2690 Fax: (401) 461-9360 CHECKED BY _M_JG ___ DATE _1_8-M_A_Y-_17 __

CONTINUOUS INTERLOCKING CHANNELS TYP.

�

SCALE

LEVELING SOLT (AT TOP CHANNEL

1/2"=1'-0"

(NOT DESIGNED BY CAPA) I \.!._J ONLY) 14 GA. THK. GALV. VERTICAL

ZEE AT EACH STUD

Ii l - J'_Ji J_ - - J"Ll- _Jj>_ J"LJ -Jj·, - - -1f 1- - - 1.f1- - -1.fi -111 111 111 111 111 111 111 111 111 111 111 111 111 111 111 111 1 -:u-- - - -1�1- - - --n-1- - - -rt1-1:r 1 - - -1:r I- - - 7-fl- - -1.n -111 111 111 111 111 111 111 111 111 111 111 111 111 111 111 111 111 111 111 111 111 111 111 111 111 111 111 111 li.r- - - -1t.1- - - ---(t;-J- - - ft;-1 -l·I I 1·1 I 1·1 I 1·1 I 111 111 111 111 111 111 111 111 111 111 111 111 I.II I.II I.II I.IIIJ. [ = = ] :f [ = = J El= = = J El = ru ru ru ru

- tlJ _Ji>_ - L:11- - -1-.:J �- - -Ii- tit - - - r-:l°t - - -1--;( t - - -11

111 111 111 11 111 111 111 11 111 111 111 11 111 111 111 11

- +·1;-4 - - - J--:1.+ - - -1..'.J.+- - - -1-1.- T-17 - - - f.l T - - -1-:J f - - -1:r111 111 111 11 111 111 111 11 111 111 111 11 111 111 111 11 111 111 111 11 111 111 111 11 111 111 111 11

- tl;t - - - �1.t---1�.t--- -Ji.1·1 I J· J I 1·1 I J·I111 111 111 11 111 111 111 11 111 111 111 11 I.II I.II I.I I I.I

=HJ=== [I.I== =IJ·[ = = =11-ru ru ru

1'-4"MAX

(I) PARTIAL ELEVATION

- - ___j�I- - - __j·lJ_ - _ii(_·JJ - -- - 1.f1- - - 1.f-1- - - t.l� - -111 111 111 111 111 111 111 111 111 111 111 111

- - --! :/: I- - - --l ll - - - +ll - -- - 1 :i--1- - - 1-11 - - - T-17 - -111 111 111 111 111 111 111 111 111 111 111 111 111 111 111 111 111 111 111 111 111

- - --(r.J- - - -ft-J- - - t° l-:1 - -

J·J I J·I I J·J I111 111 111 111 111 111 111 111 111 I.I I I.I I I.I I

= = J :EC = = J El = = = I I� = = ru ru ru

C. A. Pretzer Associates, Inc.

Structural Engineers 50 Freeway Drive

CRANSTON, RHODE ISLAND 02920 Tel: (401) 785-2690 Fax: (401) 461-9360

NOTE: ITEMS INCLUDING, BUT NOT LIMITED TO, INSULATION,

FLASHING, WATERPROOFING, DAMPPROOFING, SEALANT,

WEEPS ETC. ARE BEYOND THE SCOPE OF CA PRETZER

ASSOCIATES. INC. AND MAY NOT BE SHOWN ON THIS DETAIL.

REFER TO THE CONTRACT DOCUMENTS FOR SUCH ITEMS.

�-tit rillf 1·

(I) SECTION

SHEET 7 OF 17

FINA Stoneworks, LLC 217136.20 JOB ____________________ _

AKZ 14-MAY-17 DRAWN BY _________ DATE _______ _

MJG 18-MAY-17 CHECKED BY ________ DATE _______ _

SCALE 1/2"=1'-0'

LEVELING SOLT

CONTINUOUS INTERLOCKING CHANNELS (NOT DESIGNED BY CAPA)

LEVELING SOLT

/T\91 �

ATGRAVITY

(D AT RETENTION 14 GA. THK. GALV. VERTICAL ZEE

18 GA, STUD@ 16" O.C. MAX.



CRANSTON, RHODE ISLAND 02920

Tel: (401) 785-2690 Fax: (401) 461-9360

18 GA. STUD@ 16" O.C.

(NOT DESIGNED BY CAPA)

NOTE: ITEMS INCLUDING. BUT NOT LIMITED TO, INSULATION,

FLASHING. WATERPROOFING, DAMPPROOFING, SEALANT,

WEEPS ETC. ARE BEYOND THE SCOPE OF C.A. PRETZER ASSOCIATES INC. AND MAY NOT BE SHOWN ON THIS DETAIL.


f31"8

i"± SHIM

(I) SECTION

5;¼" 2

r

SHEET 8 OF 17

FINA Stoneworks, LLC 217136.20 JOB ___________________ __

AKZ 14-MAY-17 DRAWN BY _________ DATE _______ _

MJG 18-MAY-17 CHECKED BY ______ __ DATE _______ _

SCALE

,;i .. 8

3"=1'-0"

14 GA. THK. GALV. VERTICAL ZEE

1/4-14 HWH #2 PT. Bl-FLEX

FASTENER COATED

W/STALGARD GB

HONEYCOMB PANEL. BRACKET PLATE AND

CHANNEL CONNECTION TO BRACKET PLATE

(NOT DESIGNED BY CAPA)





18 GA. STUD@ 16" O.C. (NOT DESIGNED BY CAPA)

1/4-14 HWH #2 PT. Bl-FLEX FASTENER COATED

W/STALGARD GB

NOTE: ITEMS INCLUDING. BUT NOT LIMITED TO. INSULATION.

FLASHING. WATERPROOFING, DAMPPROOFING. SEALANT.

WEEPS ETC. ARE BEYOND THE SCOPE OF C.A. PRETZER

ASSOCIATES INC. AND MAY NOT BE SHOWN ON THIS DETAIL


f

J,,± SHIM 8




14/-14 HWH #2 PT. Bl-FLEX FASTENER

\ 2"

-'r-

10:,

I

COATED W/STALGARD GB

' . . · ... ·.· . ,.

. -

.

\ .. �, ,

·._, ..

11" 3,, 4 4

I

I/

I\ I

·,,. ···/' ·-·

SHEET 10 OF 17

JOB FINA Stoneworks, LLC 217136.20

AKZ DATE

14-MAY-17 DRAWN BY

CHECKED BY MJG

DATE 18-MAY-17

SCALE 3"=1'-0"

18 GA STUD@ 16" 0 C MAX

:,. :-:·.:

r

·, :.·'. - .

I

(NOT DESIGNED BY CAP A)

14 GA. GALV. VERTICA L ZEE AT EACH STUD

·:, . .. ·•

7

7

// >/, '.' .

� I

I Cf)

I +I

I ...=10:, I


,...:IN "'

J _ ------

·.s:_ - - - - - -

J-�0:, = -=tr=1

I I I I I I I I

HONEYCOMB PANEL, BRACKET PLATE AND CHANNEL

CONNECTION TO BRACKET PLATE (NOT DESIGNED BY CAPA)

NOTE: ITEMS INCLUDING, BUT NOT LIMITED TO, INSULATION,

FLASHING. WATERPROOFING. DAMPPROOFING, SEALANT.

WEEPS ETC. ARE BEYOND THE SCOPE OF CA PRETZER

ASSOCIATES, INC. AND MAY NOT BE SHOWN ON THIS DETAIL.


� I� I I f '-l I T r

__y3,, 1.1"

� 4

2"

(X) PLAN SECTION

1

I I I Ir

14/-14 HWH #2 PT. Bl-FL EX /STALGARD FASTENERS COATED W

GB AT EACH CHANNEL



Load Calculations

Dead Load

Weight of Honeycomb panel w/3/16" thk. Stone =

Weight of 1/16" thk excess stone=

Total weight of honeycomb panel =

155(1/16)/12 =

Channel cross section .......

Weight of aluminum Channel= (2)(165)(0.88/144) =

Wind Load= 26 psf

Assuming 1 ft spacing

Total Dead Load =

at Drop-off Area

OF

CHECKED BY:

SCALE

3.3 psf

0.81 psf

4.11 psf

2.02 psf

6.13 psf

SHEET 11


CALCULATED BY: AKZ DATE:

MJG DATE:

NONE

(See Appendix C)

Use 7 psf

17

217136.20

17-May-17

18-May-17


C. A. Pretzer Associates, Inc. SHEET 12 Engineers JOB: FINA Stoneworks, LLC


Check Vertical Zee (at gravity Support)

Wind Load=

Dead Load=

26 psf

7 psf

Max. Size of Panel =

Max. Zee Spacing =

4.9 ft 1. 33 ft

X 8. 9 ft (height)

� Return

Weight of Panel = 7(4. 9)(8. 9) + 2/12(8. 9)(7) = 316 lb

Channel Spacing at gravity Channel = 2.2 ft Panel cantilever at gravity Channel= 0.625 ft

Wind Load at gravity support =

Dead Load at Zee = 316/2 =

26(2.2/2+0.625)(1.33) =

Mz

CALCULATED BY: CHECKED BY:

60 lb

158 lb

SCALE:

AKZ MJG

i N ! 7-

�IT 14Ga.X z�

I = z

3.125" Shim).

3.125/2+0.125 = 0.845 in4 (From AutoCAD)

My = 60(0. 75) = 45 in-lb

Mz = 158(1.688+1.875) =

60 lb +-

563 in-lb Vertical Zee thickness= 0.0747 in (14 Ga.) Effective Width= 4.00 "

1.688 .. 11.875" 3.563"

158 lb

__ , }�_M_

y

__ __,f_o. 75"

Point of contraflexure

fby = 6(45)/[(4)(0.0747)"2]/1000 = fbz = 563(3.125/2)/[(0.845)(1000)] =

12.10 ksi < (0.75)(50) =

1.04 ksi < (0.6)(50) = 37.5 ksi

30 ksi 0.36 <

OF 17 217136.20

DATE: 17-May-17DATE: 18-May-17

NONE

Interaction: 12.1/37.5+1.04/30 = TEMPLATE: BLANK SHEET


SHEET 13



Check Vertical Zee (at Retention Support)

Wind Load= 26 psf


Max. Zee Spacing = Max. Tributary width =

4.9 ft X

Wind Load = 26(1.33)(2.75) =

8.9 ft 1. 33 ft2.75 ft

95 lb

CALCULATED BY: AKZ

CHECKED BY: MJG

SCALE:

z�

95 lb +-

My = 95(0. 75) = 71.25 in-lb

Vertical Zee thickness = 0.0747 in (14 Ga.) Effective Width= 4.00"

___, ?f-----,1- o . 75 "

� Point of contraflexure

fby = 6(71.25)/((4)(0.0747)"2]/1000 = 19.15 ksi < (0.75)(50) = 37.5 ksi

OF 17

217136.20

DATE: 17-May-17

DATE: 18-May-17

NONE


Inc. OF 17

C. A. Pretzer Associates,Engineers

SHEET 14

JOB: FINA Stoneworks, LLC 217136.20


Check Connection to Stud at gravity support

Wind Load=

Dead Load=

26 psf

7 psf


Max. Zee Spacing =

4.9 ft X

1.33 ft

J Return

8.9 ft

Weight of Panel = 7(4. 9)(8. 9) + 2/12(8. 9)(7) =

Channel Spacing at gravity Channel = 2.2 ft

Panel cantilever at gravity Channel = 0.625 ft

316 lb

CALCULATED BY:

CHECKED BY:

SCALE:

V

Wind Load at gravity support = 26(2.2/2+0.625)(1.33) = 60 lb

Dead Load at Zee = 316/2 = 158 lb

Tension due to dead load eccentricity small (ignored)

Tension, T =

=

60(0. 75+0. 75+1.09)/1.09

143 lb

1.25"

0.75" T

+--

---+ C

i

t

t

i

t

t t i

AKZ

MJG

(7/8)(1.25) = 1.09"

Check Self-Drilling Fasteners: (See Appendix E)

Type = Elco Bi-Flex Self-Drilling Self-Tapping Fastener

Size = #1/4-14 HWH #2

Qty = 2 for Tension

Qty = 8 for Shear

Base Material = 18 Ga. Steel

Allowable Tensile Load= 206 # Per Fastener

Allowable Shear Load = 503 # Per Fastener

Tension Per Fastener= 143/2 = 72 # < 206 lb QJi.

Shear Per Fastener = 158/8 = 20 # < 503 lb O.K.

Interaction= 72 / 206 + 20 / 503 = 0.39 < 1.00 O.K.

DATE:

DATE:

NONE

158 lb

601b

---+

0.75"

f

17-May-17

18-May-17




SHEET 15 OF


CALCULATED BY: AKZ DATE:

CHECKED BY: MJG DATE:

SCALE: NONE

17

217136.20

17-May-17

18-May-17

-------------

Check Connection to stud at Retention Support

Wind Load= 26 psf


Max. Zee Spacing =

Max. Tributary width =

4.9 ft X

Wind Load=

Tension, T =

=

26(1.33)(2.75) =

95(0. 75+0.75+1.09)/1.09

226 lb

8.9 ft

1.33 ft

2. 75 ft

95 lb


0.75" T

+--

-----+ C

- (7/8)(1.25)= 1.09"


Size = #1/4-14 HWH #2

No. of fasteners = 2


Allowable Tensile Load= 206 # Per Fastener

Calculated Tension Per Fastener= 226 / 2 = 113 lb < 206 lb �

95 lb --+

0.75"

f




Check Connection to Vertical Zee (at gravity support)

Wind Load=

Dead Load=

26 psf

7 psf


Max. Zee Spacing=

4.9 ft X 8.9 ft

1. 33 ft

� Return

Weight of Panel = 7( 4. 9)(8. 9) + 2/12(8. 9)(7) =

Channel Spacing at gravity Channel = 2.2 ft

Panel cantilever at gravity Channel= 0.625 ft

316 lb

Wind Load at gravity support =

Dead Load at Zee = 316/2 =

26(2.2/2+0.625)(1. 33) =

158 lb

Tension, T = =

(7/8)(1.5) �

I (60(1.31 )+ 158( 1.875))/1. 31

286 lb

1 31 " T r L: C

OF 17 SHEET 16

JOB: FINA Stoneworks, LLC 217136.20

CALCULATED BY: AKZ DATE: __ 17_-M_a--'y_-1_7 __

l

CHECKED BY: MJG DATE: __ 18_ -M _a_.y_-1_7 __

SCALE: ______ N_O_ N _E _____ _

60 lb

-+ 60 lb

158 lb

1.875"


Type = Elco Bi-Flex Self-Drilling Self-Tapping Fastener Size = #1/4-14 HWH #2

Qty = 1 for Tension

Qty = 1 for Shear


Allowable Tensile Load = 361 # Per Fastener

Allowable Shear load = 892 # Per Fastener

Tension Per Fastener = 286/1 = 286 # < 361 lb O.K.Shear Per Fastener = 158/1 = 158 # < 892 lb O.K.

Interaction = 286 I 361 + 158 / 892 = 0.97 < 1.00 O.K. TEMPLATE: BLAN K SHEET

C. A. Pretzer Associates, Inc. SHEET 17 OF 17

Engineers 217136.20


Check Connection to Vertical Zee (at retention support)

Wind Load= 26 psf

Maximum wind load at retention support = 95 lb

Tension, T = 95 lb

Check Self-Drilling Fasteners:

T +--

(See Appendix E)

CHECKED BY

SCALE:


Size = #1/4-14 HWH #2

Qty = for Tension

Base Material= 14 Ga. Steel

Allowable Tensile Load = 361 # Per Fastener

Tension Per Fastener = 95/1 = 95 # < 361 lb O.K.

JOB: FINA Stoneworks, LLCCALCULATED BY AKZ DATE 17-May-17

MJG DATE: 18-May-17

NONE

95 lb

TEMP LA TE: BLANK SHEET

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Aluminum Honeytami 3.6 �cf with .020· Aluminum

F

Aluminum Hllll8"ftomll 51 pcf with 0.018" 6Jan-qJ1JXy

PP HGlleycomb 4.0 pd with .059" Okume Plywood

Pl' Honeycomb 5.0 pd P1'5.0-90

with .014" Gla11-Ept1xy with Peel Ply

Corporate Headquarters

FINA Stoneworks, LLC 869 Woburn Street Wilmington, MA 01887 Phone 781.988.0802

Email Web

[email protected] www.finastoneworks.com

0 .250 THRU .270.!.005

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R.125 ,.250!:.005

t . 875

1 /4" x 20 Hex Bolt for Minor Height

Adjustments

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MFSTR-1125 1.5" Clip

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Scale 2:3

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MFSTR-1125 Continuous

Length

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PROPR!f.TI\RY ANO CONFIDENTIAL

Tl!F INfOIIMATION CONT A INF.I) IN Tl 115 !)RA WING IS THE SOLE PROPERTY OF MONARCH METAL f',\0RICATION. ANY l

8/18/2016 Aluminum Hanging System for Cladding & Curtain Wall - MFSTR-1125

Products Find the Right Z Clip

MFSTR-1125 Features:

• Heavy duty aluminum system for mounting

curtain wall in exterior applications

• Easy adjust bolt on clips for minor height

adjustments

• Easy fit engagement for locating

• 3/4 inch clearance required above the panel

• 6063-T6 Aluminum

• Compatible with heavy duty hex bolts up to

3/8" for additional strength

• Perfect for mounting on concrete block or

other difficult materials

MFSTR-1125

Material Aluminum

Stock Clip Size 1.5 Inch

Stock Continuous Length 144inch

Custom Lengths Available Any

Lift Off (7) 5/8 Inch

Projection (2) 1 1 /8 Inch

Availability Same Day Shipping

(1) The "Lift-Off" is the amount you need to raise

the panel over its resting height to mount the

panel.

Catalog Resources Contact Us

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Documents

CONTENTS...ASTM Specification Data: ASTM C568 Std Spec for Limestone Dimension Stone (Appendix 8) uensIty Average (pcf) Standard Deviation (pcf) Coefficient of Variation Compressive