proposed change order from · design, engineer, procure and fabricate wt aò1 shopfront signage...

Proposed Change Order

Date Sent 1/17/2018 Job # 2016913

Project Name 40 Tenth Avenue

Transmittal # LOT-2016913-C42

Change Order # 14.0

From:

Masha Pasenchuk

Cauldwell Wingate Company

380 Lexington Avenue, New York, NY 10168

Phone: 212-983-7150 Fax: 212-983-7275

To:

Aurora Capital Associates

Matthew Abreu

1407 Broadway, 41st Floor New York, NY

Dear Matthew Abreu,

Please see our Change Order Proposal #14.0 for the following Scope of Work described below:

FOR THE SUM OF $37,260.00

SCOPE OF WORK:

Design, engineer, procure and fabricate WT‐1 shopfront signage infrastructure for future signage installation by Tenant (per Focchi TS 41, CWC Submittal #450)

BREAKDOWN OF COST:

Item Description Item Price

Exterior Facade $36,035.00

CM Fee $1,225.00

TOTAL: $37,260.00

NOTES & QUALIFICATIONS

Schedule Impact in Days: 14

1.2.3.

4.

Signage brackets type 1 and 2 for field fix are excluded from this proposal.Total value of Focchi's proposal in EUROs is EURO 33,090.10This change in scope of work will potentially impact the project schedule. The amount of impact will be determined upon approval of change order.Permit/Filing/Fees are reimbursable.

We thank you for the opportunity to submit this Proposal. Should you have any questions or require further clarification, please do not hesitate to contact me by phone at 212-983-7150 or via e-mail.

Sincerely

Cauldwell Wingate Company LLC

Masha Pasenchuk

Assistant Project Manager

[email protected]

Approval Job # 2016913 Change Order #

14.0

Matthew Abreu Date

Subcontractor Backup

Change Order #07rev.01 – WT‐1 shopfront curtain wall signage infrastruct....pdf PDF File 5.29 MB

12 January 2018 To: Cauldwell Wingate Company

Change Order #07rev.01 – WT‐1 shopfront curtain wall signage infrastructure Please find here proposal to provide WT‐1 shopfront curtain wall signage infrastructure. #7.1 Scope of work Focchi is to design, engineer, procure and fabricate WT‐1 shopfront signage infrastructure for future signage fix by the Tenant. Please refer to the attached submittal TS‐041.1 WT‐1 signage infrastructure scheme for all the technical details of this proposal. Note: The signage brackets type 1 and type 2 for field fix are excluded from this proposal. A quote can be provided upon request. #7.2 Costs impact #7.2.1 Design & Engineering To design the 2 signage infrastructure details for vision and shadow‐box panels, to design the construction details, the modify panels shop‐drawings for various panel types, the draft shop‐drawings to procure the materials, to draft the signage layout drawings, to carry out structural check to the curtain wall frame and to obtain the required sign and seal approval, and all necessary design and engineering to fabricate the signage infrastructure to the curtain wall panels. #7.2.2 Materials To purchase the metal stiffening, anchors, and all necessary materials, to fabricate the signage infrastructure to the curtain wall panels. To expedite with suppliers the lead time of these components. #7.2.3 Fabrication To machine the profiles, to machine the stiffening, to assemble the stiffening into the curtain wall mullions during panel fabrication in accordance with the approved shop‐drawings.

Total price for the 52no. panels is € 33.090,10. Panel rate is € 636,35. Please see below price breakdown: Ref. Item Qty Total (EUR) Panel rate (EUR)

#7.2.1 Design & Engineering 1 €14.500,00 € 278,85

#7.2.2 Materials 52 € 2.574,00 € 49,50

#7.2.3 Fabrication 52 € 11.700,00 € 225,00

#7.2.4 Subtotal € 28.774,00 € 553,35

#7.2.5 Overhead 10% € 2.877,40 € 55,33

#7.2.6 Profit 5% € 1.438,70 € 27,67

#7.2.7 GRAND TOTAL € 33.090,10 € 636,35

Please note:

a. Materials and fabrication are related to the quantity required, whereas the design costs are one‐off; reducing the quantity required will slightly increase the rate.

b. Maximum signage load may vary and shall be as defined on our structural analysis (draft)

c. All costs are in currency EUR

#7.3 Schedule impact Schedule impact is going to be of 2 weeks. Amended delivery dates to jobsite of 1st floor WT‐1 panels will be in the window from 28 May to 15 June 2018. Dates are assumed against rider B item 118 (start of the delivery of products from 30 April to 30 May 2018) and rider C (start of curtain wall panels 1st floor from 14 May 2018). Focchi will do its best to reduce the impact, however this cannot be assessed at this stage. Note: Focchi has been proceeding with this change upon instruction received via email. Please review and approve this proposal by Friday 19 January 2018 This proposal is voided, and subject to changes after 14 calendar days.

Regards Davide Agostini

TECHNICAL SUBMITTAL

TS#

0041.1

Contract:/ Project Solar Carve Tower

To. Charles Melinsky @ CAULDWELL WINGATE

Circulation

Name: Company:

///////////////// AURORA CAPITAL ASSOCIATES

///////////////// STUDIO GANG ARCHITECTS

///////////////// ARUP

///////////////// /////

Location:

Object: WT‐1 signage infrastructure scheme

Please find attached revised proposal of WT‐1 signage infrastructure scheme for field post‐fix at later stage. Signage can be installed at later stage on the curtain wall panels identified in the mark‐up layout provided by SGA (attachment #01). The design will be in accordance with the attached shop‐drawings details (attachment #02). Signage infrastructure has been engineered in accordance with the attached structural report (attachment #03). Refer to page 7 for signage weight allowance. This report is yet to be approved and to receive S&S stamp by our PE, therefore signage allowance and weight limitations may change. Please refer to the submittal #450.0 for previous reference (attachment #04). A separate statement for costs and schedule impact will be issue to Cauldwell Wingate.

Date of TSB Issue Thur, 11 Jan 2018 Signed for Davide Agostini

Required response date: Thur, 18 Jan 2018 Position: Project Manager

Reply/Instruction:

Answer Received by Signed: Date Received:

Position: TS Status:

1

Davide Agostini

From: Bryan Scheib <[email protected]>Sent: giovedì 21 dicembre 2017 18:11To: Davide Agostini; Charles Melinsky; Masha PasenchukCc: Claudio Conti - Focchi Spa; [email protected]; Jean SuhSubject: RE: 40 Tenth Avenue - Clarification on signage layout #450.0Attachments: 2017 12 21 Signage Areas.pdf

Hi Davide, See attached markup of your drawing showing where we would like signage attachment. Let me know if you have any questions/concerns. Best, Bryan Scheib Studio Gang 50 Broad Street Suite 1901 New York, NY 10004 +1 212 579 1514 studiogang.com

From: Davide Agostini [mailto:[email protected]] Sent: Thursday, December 21, 2017 5:33 AM To: Bryan Scheib <[email protected]> Cc: Claudio Conti ‐ Focchi Spa <[email protected]> Subject: FW: 40 Tenth Avenue ‐ Clarification on signage layout #450.0 Hi Bryan, I sent this email to Charles this morning but he will be of until Jan 1. Can you have a look and if you are available I will call you to discuss. Thanks in advance, Davide

From: [email protected] [mailto:[email protected]] On Behalf Of [email protected] ‐‐ Davide Agostini Sent: giovedì 21 dicembre 2017 08:58 To: Charles Melinsky <[email protected]> Cc: [email protected]; Brendan Bell <[email protected]>; Masha Pasenchuk <[email protected]> Subject: [solarcarvetowernyc] 40 Tenth Avenue ‐ Clarification on signage layout #450.0 Hi Charles, For the avoidance of doubt, can you please get SGA to clearly mark‐up on the attached clean layout PL‐011 each façade panel joint where the signage is required. We are going to respond to the submittal, including the provided mark‐up, and with the new solution we reviewed yesterday. The question is – is the signage required for the SGA bubbled areas ONLY? This is not what we understood yesterday, and we want to get this straight so we avoid to reissue this submittal back and forth.

Davide Agostini

Casella di testo

Attachment #1

2

I can call you to discuss later if you prefer. Regards Davide Agostini

Project Manager

3

Focchi S.p.A. Via Cornacchiara, 805 47824 Poggio Torriana (RN) Tel 0541.627355 | Fax 0541.686546 www.focchi.it [email protected]

Please consider the environment before printing this e-mail

Ai sensi del D.Lgs 196/2003 (Codice Privacy), si precisa che le informazioni contenute in questo messaggio e negli eventuali allegati sono riservate esclusivo del destinatario. Persone diverse dallo stesso non possono copiare o distribuire il messaggio a terzi. Chiunque riceva questo messaggio pepregato di distruggerlo e di informare cortesemente [email protected] According to D.Lgs 196/2003 (Privacy Code), any information contained in this message and in any attachments is confidential and for the exclusivrecipient. Other people from the same cannot copy or distribute this message to third parties. Anyone who receives this message by mistake, pleasand kindly notify [email protected]

Panels to have signageattachement

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Davide Agostini

Casella di testo

Attachment #2

999

MATERIAL KEY LIST

010

020 ALUMINIUM PROFILE - ANODISED

021

ALUMINIUM SHEET

(THK ....See Detail) PPC RAL TBD..

022

ALUMINIUM SHEET

(THK ....See Detail) Natural Anodized

023

ALUMINIUM PROFILE

MILL FINISH

024

ALUMINIUM PROFILE

PPC RAL TDB..

030

GALVANIZED STEEL SHEET

(THK ....See Detail)

032 GALVANIZED STEEL STIFFENER

033

SPONGE/BACKER ROD

034 GALVANIZED STEEL BRACKET

035



PPC RAL TBD..

040 PLASTERBOARD

050 BLACK GASKET EPDM

051 PLASTIC SHIM

052

BLACK GASKET EPDM

(SILICONE COMPATIBLE)

060 INSULATION

070 GALVANIZED FIXING

071 S.S. FIXING

081

S.S. SHEET (THK ....See Detail)

082

S.S. BRACKET (THK ....See Detail)

100 BLACK SILICONE WEATHERPROOF

101 BLACK STRUCTURAL SILICONE

200 CAST-IN CHANNEL

999 BY OTHERS

40 Tenth Avenue , N. Y. C.

Studio Gang Architects


Solar Carve Tower

Curtain Wall

160020

Davide Agostini

Casella di testo

Signage infrastructure type 1 for vision curtain wall panels

MATERIAL KEY LIST

010


021

ALUMINIUM SHEET


022

ALUMINIUM SHEET


023

ALUMINIUM PROFILE

MILL FINISH

024

ALUMINIUM PROFILE

PPC RAL TDB..

030



032GALVANIZED STEEL STIFFENER

033SPONGE/BACKER ROD


035



PPC RAL TBD..

040 PLASTERBOARD


051 PLASTIC SHIM

052

BLACK GASKET EPDM


060 INSULATION


071 S.S. FIXING

081


082




200 CAST-IN CHANNEL

999 BY OTHERS

Cu

rta

in

W

all

16

00

20

Davide Agostini

Casella di testo

Signage infrastructure type 1 for vision curtain wall panels

LASER CUTPERFORATIONS

999

MATERIAL KEY LIST

010


021

ALUMINIUM SHEET


022

ALUMINIUM SHEET


023

ALUMINIUM PROFILE

MILL FINISH

024

ALUMINIUM PROFILE

PPC RAL TDB..

030



032GALVANIZED STEEL STIFFENER

033SPONGE/BACKER ROD


035



PPC RAL TBD..

040 PLASTERBOARD


051 PLASTIC SHIM

052

BLACK GASKET EPDM


060 INSULATION


071 S.S. FIXING

081


082




200 CAST-IN CHANNEL

999 BY OTHERS




Solar Carve Tower

Curtain Wall

160020

Davide Agostini

Casella di testo

Signage infrastructure type 2 for baby curtain wall panels above vestibules

MATERIAL KEY LIST

010


021

ALUMINIUM SHEET


022

ALUMINIUM SHEET


023

ALUMINIUM PROFILE

MILL FINISH

024

ALUMINIUM PROFILE

PPC RAL TDB..

030



032 GALVANIZED STEEL STIFFENER

033

SPONGE/BACKER ROD


035



PPC RAL TBD..

040 PLASTERBOARD


051 PLASTIC SHIM

052

BLACK GASKET EPDM


060 INSULATION


071 S.S. FIXING

081


082




200 CAST-IN CHANNEL

999 BY OTHERS

Cu

rta

in

W

all

16

00

20

Davide Agostini

Casella di testo

Signage infrastructure type 2 for baby curtain wall panels above vestibules

FOCCHI

S.p.A. STRUCTURAL CALCULATION REPORT

CA-0021-00

Project: SOLAR CARVE TOWER – 40 Tenth Avenue, New York Façade Design

Client: AURORA CAPITAL ASSOCIATES Architect: STUDIO GANG ARCHITECTS

Rev.: - Date:01/09/2018 Description of revision:

Calculation Report:

Dott. Ing. Secondo Bianchi Web: http://www.sagengineering.com

E-mail: [email protected]

Report: CA-0021 Rev.: 00 Date: 01/09/2018 Issued by: Secondo Bianchi Checked by: M.M.

http://www.giulianisc.it/

mailto:[email protected]

Davide Agostini

Casella di testo

Attachment #03

INDEX

1 INTRODUCTION ................................................................................................................................................. 4

2 MATERIAL PROPERTIES...................................................................................................................................... 4

2.1 STAINLESS STEEL TYPE 316 - AISC DESIGN GUIDE 27 ............................................................................................. 4 2.2 STEEL BOLTS ...................................................................................................................................................... 4

3 REFERENCES ...................................................................................................................................................... 5

4 SOLAR CARVE TOWER - WT-1 FLAT FAÇADE - STEEL BRACKET FOR SIGNAGE. .................................................... 6

5 SIGNAGE FIXING BRACKET ANALISYS ................................................................................................................. 8

5.1 BOTTOM SIGNAGE FIXING CHECK ............................................................................................................................. 10 5.1.1 Hexagon socket thin head cap screw M10 8.8 shear check .................................................................... 13

5.2 TOP FIXING CHECK ................................................................................................................................................ 15 5.2.1 Hexagon socket thin head cap screw M10 8.8 shear check .................................................................... 16

6 SIGNAGE FIXING BRACKET ANALISYS – SPECIAL CASE BABY UNIT .....................................................................18

6.1 BOTTOM SIGNAGE FIXING CHECK ............................................................................................................................. 20 6.1.1 Hexagon socket thin head cap screw M10 8.8 shear check .................................................................... 23

6.2 TOP FIXING CHECK (IS THE SAME OF THE PREVIOUS CASE CHAP. 5) .................................................................................. 24

SAGE s.r.l.: Via Olivella, 66 – 47899 Serravalle, R.S.M. Page 2 of 24

Index of Figures:

Figure 1: Steel bracket maximum spacing 1625 mm. ......................................................................................................... 6 Figure 2: Cladding Type WT-1 Vertical detail of Signage and fixing loads. ......................................................................... 8 Figure 3: Signage fixing wind loads. .................................................................................................................................... 9 Figure 4: Signage bottom horizontal fixing detail. ............................................................................................................ 10 Figure 5: Stainless steel bracket and applied loads. ......................................................................................................... 11 Figure 6: Stainless steel bracket and applied loads. ......................................................................................................... 12 Figure 7: Top signage horizontal fixing detail. ................................................................................................................. 15 Figure 8: Stainless steel bracket and applied loads. ......................................................................................................... 16 Figure 9: Cladding Type WT-1 Vertical detail of Signage and fixing loads. ....................................................................... 18 Figure 10: Signage fixing wind loads. ................................................................................................................................ 19 Figure 11: Bottom signage fixing detail. ........................................................................................................................... 20 Figure 12: Stainless steel bracket and applied loads. ....................................................................................................... 21 Figure 13: Stainless steel bracket and applied loads. ....................................................................................................... 22


1 INTRODUCTION

The present calculation report considers the calculations of the signage fixings of the cladding WT-2 of

the SOLAR CARVE TOWER, 40 tenth Avenue, New York.

2 MATERIAL PROPERTIES

2.1 STAINLESS STEEL TYPE 316 - AISC Design Guide 27 Es = 193 N/mm2 : modulus of elasticity

ν = 0.30 : poisson’s ratio

γs = 78 kN/m3 : mass density

ft = 515 N/mm2 : failure stress

εt = 40 % N/mm2 : failure strain

fy = 205 N/mm2 : Yielding stress

α = 17 x 10-6 1/°C : Thermal exp. coefficient

Design strength for the steel type AISI 316: 𝑅𝑅𝑦𝑦 = 205 MPa : yielding tensile strength

φ = 0.90 : (LRFD)

φ ∙ 𝑅𝑅𝑛𝑛 = 0.90*205 = 184.5 MPa : design strength

2.2 STEEL BOLTS

Nominal stress of fasteners and threaded parts (TABLE J3.2 ANSI/AISC 360-05)

Description of fasteners

Nominal tensile stress,

Fnt [MPa]

Nominal shear stress,

Fnv [MPa]

Bolts, when thread are not

excluded from shear planes

0.75 FU

0.40 FU

STEEL BOLTS AND SCREWS

Property class

FU

[MPa]


Fnt [MPa]


Fnv [MPa]

8.8 800 600 320


3 REFERENCES

[ 1 ] Governing Local Code – 2014 New York City Building Code (NYCBC);

[ 2 ] ASCE 7-05: Minimum Design Loads for Buildings and Other Structures;


[ 4 ] ANSI/AISC 360-10: Specification for Structural Steel Buildings;

[ 5 ] ASTM A500 / A500M – 07: Standard Specification for Cold-Formed Welded and Seamless

Carbon Steel Structural Tubing in Rounds and Shapes;

[ 6 ] ISO 3506-1: Mechanical properties of corrosion-resistant stainless-steel fasteners - Bolts, screws

and studs;

[ 7 ] AA ADM-1: Aluminium Association – Aluminium design Manual 2010;

[ 8 ] Kulak, Fischer , Struik - Guide to design criteria for bolted and riveted joint – Published by AISC;

[ 9 ] AISC Steel Design Guide 27;

[ 10 ] ASTM 1300 - 09A "STANDARD PRATICE FOR DETERMINING LOAD RESISTANCE OF GLASS IN

BUILDING".


4 Solar Carve Tower - WT-1 Flat Façade - Steel bracket for Signage.

Dead Load:

Self-weight load of signage is equal to:

QDLsign = 0.50 kN/m2 : signage self-weight load

Wind Load:

The maximum loads is in the case of WIND ZONE 5.

Imax = 1625 mm : maximum mullion spacing

Hsign = 1225 mm : signage height

Qw,suct = 2.327 kN/m2 : wind suction load of zone 5

Figure 1: Steel bracket maximum spacing 1625 mm.

Qsign = 0.50 kN/m2 : signage self-weight


SIGNAGE INPUT DATA MAX WEIGHT ALLOWANCE Signage type

Panels covered by signage

Clips (anchors)

Panel width (mtrs)

Allowance (kg/mq)

Signage height (mtr)

Signage length (mtr)

Max signage weight (kg)

Max weight per clip (kg)

Max signage weight (lbs)

Max weight per clip (lbs)

A 1 2 1,625 50 1,225 1,625 99,53 49,77 219,43 109,71

B 2 3 1,625 50 1,225 3,25 199,06 66,35 438,86 146,29

C 3 4 1,625 50 1,225 4,875 298,59 74,65 658,29 164,57

D 4 5 1,625 50 1,225 6,5 398,13 79,63 877,71 175,54


5 SIGNAGE FIXING BRACKET ANALISYS

Figure 2: Cladding Type WT-1 Vertical detail of Signage and fixing loads.

PDL = 1.2*(0.5 kN / m2 ∙ 1.225 m ∙ 1.625 m) = 1.194kN : Self Weight load

QW = 1.6*2.327*1.625 = 6.050 kN/m : maximum horizontal wind load

PDL = 1.194 kN

Qw = 7.260 kN

Vb = 4.682 kN

Va = 2.729 kN


Figure 3: Signage fixing wind loads.

The total factored horizontal load on fixings is:

Bottom fixing:

Va = 2.729 kN : horizontal force on bottom fixing

PDL = 1.2*(0.5 kN / m2 ∙ 1.225 m ∙ 1.625 m) = 1.194kN : Self Weight on bottom fixing

Top Fixing:

Vb = 4.682 kN : horizontal force on top fixing

1 2 3 4xy

z

Bottom fixing:

Va = 2.729 kN

PDL = 1.194 kN

Top fixing:

Vb = 4.682 kN

QW = 1.6*2.327*1.625 = 6.050 kN/m


5.1 Bottom signage fixing check

Figure 4: Signage bottom horizontal fixing detail.

Va= 2.729 kN


Figure 5: Stainless steel bracket and applied loads.

Va = 2.729 kN

PDL=1.194 kN

1

2

X

Y 3



Y1 = 171.7 mm

Y2 = 51.7 mm

Y3 = 223.3 mm

Va = 2.729 kN

PDL=1.194 kN

1

2

3


Ix = ∑ yi2 = 171.72+51.72+223.32 = 82016 mm2 : bolts moment of in. about x-axis

Iy = ∑ xi2 = 0 mm2 : bolts moment of in. about y-axis

Ip = ∑ xi2 + ∑ yi

2 = 82016 + 0 = 82016 mm2 : bolts moment of inertia

Xmax = 0 mm : max bolts distance to centroid

Ymax = 223.3 mm : max bolts distance to centroid

𝑛𝑛𝑏𝑏 = 2 : bolts number for vertical load

𝑉𝑉𝑏𝑏,0 = 𝑃𝑃𝐷𝐷𝐷𝐷𝑛𝑛𝑏𝑏

= 1.194/2 = 0.597 kN : shear dir. Y

𝑛𝑛𝑏𝑏 = 3 : bolts number for horizontal load

𝐻𝐻𝑏𝑏,0= 𝑉𝑉𝑎𝑎𝑛𝑛𝑏𝑏

= 2.729/ 3 = 0.909 kN : shear dir. X

𝑀𝑀𝑚𝑚𝑚𝑚𝑚𝑚 = 2729*153.3 = 418355 Nmm : total torque moment on bolts

𝐻𝐻𝑏𝑏,1 = 𝑀𝑀𝑚𝑚𝑎𝑎𝑚𝑚𝐼𝐼𝑝𝑝

∗ 𝑦𝑦𝑚𝑚𝑚𝑚𝑚𝑚 = 41835582016

∗ 223.3 = 1139 N = 1.139 kN : horizontal shear due to moment

Bolt shear load:

𝑅𝑅𝑡𝑡𝑡𝑡𝑡𝑡 =�(𝑉𝑉𝑏𝑏,0 + 𝑉𝑉𝑏𝑏,1)2+(𝐻𝐻𝑏𝑏,0 + 𝐻𝐻𝑏𝑏,1)2 = �(0.597)2 + (0.909 + 1.139)2 = 2.133 kN

5.1.1 Hexagon socket thin head cap screw M10 8.8 shear check

𝐹𝐹𝑛𝑛𝑛𝑛 = 0.40 ∗ 800 = 320 N/mm2 : nominal shear strength of the screw when thread are not excluded from shear plane

𝐴𝐴𝑏𝑏 = 58 mm2 : nominal screw area of bolt M10

𝑅𝑅𝑡𝑡𝑡𝑡𝑡𝑡 = 2.133 𝑘𝑘𝑘𝑘 ≤ 𝑅𝑅𝑛𝑛 = 𝐹𝐹𝑛𝑛𝑛𝑛 ∗ 𝐴𝐴𝑏𝑏 = 0.75 ∗ 320 ∗ 58.0 = 13.920 kN : shear check verified!

Aluminum bearing capacity check

ftu = 205 N/mm2 : EN AW 6063 T6 ultimate strength 𝑑𝑑 = 10 mm : bolt diameter t = 2 mm : aluminium thickness φ ∙ 𝐹𝐹𝐿𝐿 = 2 ∙ φ𝑢𝑢 ∙ 𝐹𝐹𝑡𝑡𝑢𝑢 = 2*0.85*205 = 348.5 N/mm2 : bearing design strength Rtot = 2.133 kN ≤ Fb,Rd = φ ∙ 𝐹𝐹𝐿𝐿 ∙ 𝑑𝑑 ∙ 𝑡𝑡 = 348.5 ∗ 10 ∗ 2.0 = 6.970 kN : Bearing capacity verified!

e = 8.0 mm : distance Rtot = 2.133 kN : horizontal shear Msd = 2133*8.0 = 17064 Nmm : bolt-bending moment


deq = 8.59 mm : equivalent bolt diameter M10

Wpl,M10 = 𝑑𝑑𝑒𝑒𝑒𝑒3

6 = 8.593/6 = 105.63 mm3 : bolt plastic modulus M10

fy,k = 649 N/ mm3 : yielding strength of 8.8 bolt MRd1 = 𝑊𝑊𝑝𝑝𝑝𝑝 ∗ 𝑓𝑓𝑦𝑦𝑦𝑦= 105.63*649 = 68553 Nmm : bolt bending capacity Msd = 17064 Nmm < MRd1 = 68553 Nmm : verified!


5.2 Top fixing check

Figure 7: Top signage horizontal fixing detail.

Vb= 4.682 kN



𝑛𝑛𝑏𝑏 = 2 : bolts number

𝑉𝑉𝑏𝑏,0 = 0.000 kN : bolt shear dir. y

𝐻𝐻𝑏𝑏,0= 𝑉𝑉𝑏𝑏𝑛𝑛𝑏𝑏

= 4.682/ 2 = 2.341 kN : bolt shear dir. x

Bolt shear load:

𝑅𝑅𝑡𝑡𝑡𝑡𝑡𝑡 =𝐻𝐻𝑏𝑏,0 = 2.341 kN : bolt shear load

The horizontal load eccentricity is negligible.


1

2

X

Y

Vb= 4.682 kN






ftu = 205 N/mm2 : EN AW 6063 T6 ultimate strength 𝑑𝑑 = 10 mm : bolt diameter t = 2.0 mm : aluminium thickness φ ∙ 𝐹𝐹𝐿𝐿 = 2 ∙ φ𝑢𝑢 ∙ 𝐹𝐹𝑡𝑡𝑢𝑢 = 2*0.85*205 = 348.5 N/mm2 : bearing design strength Rtot = 2.341 kN ≤ Fb,Rd = φ ∙ 𝐹𝐹𝐿𝐿 ∙ 𝑑𝑑 ∙ 𝑡𝑡 = 348.5 ∗ 10 ∗ 2.0 = 6.970 kN : Bearing capacity verified!

Bolts M10 8.8 bending check:

e = 7 mm : distance Rtot = 2.341 kN : horizontal shear Msd = 2341*7.0 = 16387 Nmm : bolt-bending moment deq = 8.59 mm : equivalent bolt diameter M10



fy,k = 649 N/ mm3 : yielding strength of 8.8 class bolt MRd1 = 𝑊𝑊𝑝𝑝𝑝𝑝 ∗ 𝑓𝑓𝑦𝑦𝑦𝑦= 105.63*649 = 68553 Nmm : bolt bending capacity Msd = 16387 Nmm < MRd1 = 68553 Nmm : verified!


6 SIGNAGE FIXING BRACKET ANALISYS – SPECIAL CASE BABY UNIT

Figure 9: Cladding Type WT-1 Vertical detail of Signage and fixing loads.

PDL = 1.194 kN

Qw = 7.260 kN

Vb = 4.682 kN

Va = 2.729 kN


PDL = 1.2*(0.5 kN / m2 ∙ 1.225 m ∙ 1.625 m) = 1.194kN : Self Weight load




Bottom fixing:


PDL = 1.2*(0.5 kN / m2 ∙ 1.225 m ∙ 1.625 m) = 1.194kN : Self Weight on bottom fixing

Top Fixing:


1 2 3 4xy

z

Bottom fixing:

Va = 2.729 kN

PDL = 1.194 kN

Top fixing:

Vb = 4.682 kN

QW = 1.6*2.327*1.625 = 6.050 kN/m



Figure 11: Bottom signage fixing detail.

Va= 2.729 kN



Va = 2.729 kN

PDL=1.194 kN

1

2

X

Y 3



Y1 = 60 mm

Y2 = 60 mm

Ix = ∑ yi2 = 602+602 = 7200 mm2 : bolts moment of in. about x-axis

Iy = ∑ xi2 = 0 mm2 : bolts moment of in. about y-axis

Ip = ∑ xi2 + ∑ yi



Ymax = 60 mm : max bolts distance to centroid

𝑛𝑛𝑏𝑏 = 2 : bolts number for vertical load

Va = 2.729 kN

PDL=1.194 kN

1

2


𝑉𝑉𝑏𝑏,0 = 𝑃𝑃𝐷𝐷𝐷𝐷𝑛𝑛𝑏𝑏

= 1.194/2 = 0.597 kN : shear dir. Y

𝑛𝑛𝑏𝑏 = 2 : bolts number for horizontal load

𝐻𝐻𝑏𝑏,0= 𝑉𝑉𝑎𝑎𝑛𝑛𝑏𝑏

= 2.729/ 2 = 1.364 kN : shear dir. X

𝑀𝑀𝑚𝑚𝑚𝑚𝑚𝑚 = 2729*60 = 163740 Nmm : total torque moment on bolts

𝐻𝐻𝑏𝑏,1 = 𝑀𝑀𝑚𝑚𝑎𝑎𝑚𝑚𝐼𝐼𝑝𝑝

∗ 𝑦𝑦𝑚𝑚𝑚𝑚𝑚𝑚 = 1637407200

∗ 60 = 1364 N = 1.364 kN : horizontal shear due to moment

Bolt shear load:

𝑅𝑅𝑡𝑡𝑡𝑡𝑡𝑡 =�(𝑉𝑉𝑏𝑏,0 + 𝑉𝑉𝑏𝑏,1)2+(𝐻𝐻𝑏𝑏,0 + 𝐻𝐻𝑏𝑏,1)2 = �(0.597)2 + (1.364 + 1.364)2 = 2.792 kN






ftu = 205 N/mm2 : EN AW 6063 T6 ultimate strength 𝑑𝑑 = 10 mm : bolt diameter t = 2 mm : aluminium thickness φ ∙ 𝐹𝐹𝐿𝐿 = 2 ∙ φ𝑢𝑢 ∙ 𝐹𝐹𝑡𝑡𝑢𝑢 = 2*0.85*205 = 348.5 N/mm2 : bearing design strength Rtot = 2.792 kN ≤ Fb,Rd = φ ∙ 𝐹𝐹𝐿𝐿 ∙ 𝑑𝑑 ∙ 𝑡𝑡 = 348.5 ∗ 10 ∗ 2.0 = 6.970 kN : Bearing capacity verified!

e = 8.0 mm : distance Rtot = 2.792 kN : horizontal shear Msd = 2792*8.0 = 22336 Nmm : bolt-bending moment deq = 8.59 mm : equivalent bolt diameter M10



fy,k = 649 N/ mm3 : yielding strength of 8.8 bolt MRd1 = 𝑊𝑊𝑝𝑝𝑝𝑝 ∗ 𝑓𝑓𝑦𝑦𝑦𝑦= 105.63*649 = 68553 Nmm : bolt bending capacity


Msd = 22336 Nmm < MRd1 = 68553 Nmm : verified! 6.2 Top fixing check (is the same of the previous case, see paragraph 5)


SUBMITTAL TRANSMITTAL

Date Sent 12/20/2017 Job # 2016913


Transmittal # LOT-2016913-S1177

From:

Masha Pasenchuk

Cauldwell Wingate Company

380 Lexington Avenue, New York, NY 10168

Phone: 212-983-7150 Fax: 212-983-7275

To:

Focchi S.p.A.

Via Cornacchiara, 805, 47824 Poggio Torriana, Rimini, Ita...CC: and others not directly listed below


Walsh Glass and Metal

Spec Section: 084411 Submittal Type: Letter Scope/Area:

Distribution: E-Mail w/Links (Merged Copy)

Package Company Contact Comments

Focchi S.p.A.

Submittal listing:

Submittal # Doc. # Doc. Date Item Subject Action

450.0 WT-1 signage infrastructure scheme (TS 41) BACTION CODES

A Approved B Approved As Noted B1 Resubmit for RecordC Revise & Resubmit D Rejected R/NR Reviewed/Not Reviewed

REMARKS:

Reviewed for Compliance with Contract Documents and SpecificationsSUBMISSION LINK/RETURN DOCUMENT:

LOT-2016913-S1157-450.0_SGA.pdf PDF File 5.31 MB

https://portal.cwingate.com/sites/2016913/Submittals/084411/084411s450r0ret1320.pdf

Davide Agostini

Casella di testo

Attachment #04

SUBMITTAL TRANSMITTAL

Date Sent 12/19/2017 Job # 2016913


Transmittal # LOT-2016913-S1157

From: Masha Pasenchuk Cauldwell Wingate Company

380 Lexington Avenue, New York, NY 10168 Phone: 212-983-7150 Fax: 212-983-7275

To:

Studio Gang / GEA / Arup (Submittals)CC:


PLEASE REVIEW AND RETURN BY: 12/22/17

return priority Standard

Critical

Spec Section: 084411 Submittal Type: Letter Scope/Area:

Distribution: E-Mail w/Links (Merged Copy)

Package Company Contact Comments Studio Gang / GEA / Arup (Submittals)Submittal listing:

Submittal # Doc. # Doc. Date Item Subject Action

450.0 WT-1 signage infrastructure scheme (TS 41) For ApprovalREMARKS: Reviewed for Compliance with Contract Documents and SpecificationsSUBMISSION LINK/RETURN DOCUMENT:

TS-041.0 WT-1 signage infrastructure scheme.pdf PDF File 3.80 MB

https://portal.cwingate.com/sites/2016913/Submittals/084411/084411-450.0.pdf

A - No Exception Taken B - Make Corrections Noted and Proceed with Fabrication. Revise and Resubmit for RecordC - Revise and Resubmit and Do Not Proceed with FabricationD - Rejected/IncompleteE - Reviewed for Conformance with Contract DocumentsF - Not Reviewed, Information OnlyG - Reviewed, Information Only

SGA:

Date Returned:

Date Received:

SGA Project Number:

Submittal Number:

Submittal Description:

Refer to Division One and the General Conditions. The Architect’s review of the Contractor’s submission shall not relieve the Contractor of any obligation contained in the Contract Documents. The Architect’s review shall not constitute approval of means, methods, or safety procedures. The Architect’s review of a specific item shall not indicate approval of an assembly of which the item is a component.

STUDIO/GANG/ARCHITECTS50 Broad Street Suite 1901, New York, NY 10004

T: 212-579-1514 15009

450.0

Exception Taken

12/19/17

B x

eturned:

BS

and the General Conditio

12/20/17

9/179/17

WT-1 signage

-Focchi to provide signage detailat areas indicated on markup. Areas not marked by SGA areacceptable to not have signagemounts.

-Focchi to provide max load forsignage attachment details.

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Curtain Wall

160020

Att.

#01

-W

T-1

_H19

0

999

MATERIAL KEY LIST010


021ALUMINIUM SHEET(THK ....See Detail) PPC RAL TBD..

022ALUMINIUM SHEET(THK ....See Detail) Natural Anodized

023 ALUMINIUM PROFILEMILL FINISH

024 ALUMINIUM PROFILEPPC RAL TDB..

030GALVANIZED STEEL SHEET(THK ....See Detail)

032 GALVANIZED STEEL STIFFENER033 SPONGE/BACKER ROD


035GALVANIZED STEEL SHEET(THK ....See Detail)PPC RAL TBD..

040 PLASTERBOARD050 BLACK GASKET EPDM051 PLASTIC SHIM

052BLACK GASKET EPDM(SILICONE COMPATIBLE)

060 INSULATION070 GALVANIZED FIXING071 S.S. FIXING081 S.S. SHEET (THK ....See Detail)

082 S.S. BRACKET (THK ....See Detail)

100 BLACK SILICONE WEATHERPROOF101 BLACK STRUCTURAL SILICONE

200 CAST-IN CHANNEL999 BY OTHERS




Solar Carve Tower

Curtain Wall

160020

Att.#02 - WT-1_V190

RFI TRANSMITTAL

Date Sent 12/14/2017 Job # 2016913


Transmittal # LOT-2016913-R424

From:

Masha PasenchukCauldwell Wingate Company380 Lexington Avenue, New York, NY 10168Phone: 212-983-7150 Fax: 212-983-7275

To: Focchi S.p.A.

attn. Massimo Corsini, Claudio Conti, Davide Agostini...

Via Cornacchiara, 805, 47824 Poggio Torriana, Rimini, It...

Cc: Aurora Capital Associates

RFI #: 193.0

SUBJECT:

Signage revised Sketch from Focchi INFORMATION REQUESTED:

We have reviewed Bryan’s sketch. That solution, changing the intermediate transom profile, cannot be adopted. Please find attached our revised sketch, with anchors above the intermediate mullion. The bottom plate is now “L” shape hidden within the façade joint. Please review . RESPONSE:

12/14/17 SGA We agree with this design. SGA suggests to pull the base plate up so as to avoid contact with the top of the glazing panel below.RESPONSE FILE ATTACHMENT:

File Description of Contents

LOT-2016913-R417-193.0_SGA.pdf PDF File 1.22 MB

Att.#03 - Submittal CWC #193.0

RFI TRANSMITTAL

Date Sent 12/13/2017 Job # 2016913


Transmittal # LOT-2016913-R417

From:

Masha PasenchukCauldwell Wingate Company380 Lexington Avenue, New York, NY 10168Phone: 212-983-7150 Fax: 212-983-7275

Spec Section

Scope Impact

Ref. Drawings

To: Studio Gang / GEA / Arup (RFIs)

attn. Jean Suh, Bryan Scheib, George Miroshnikov, An...

Cc: Aurora Capital Associates

Response Requested By: 12/27/2017

RFI #: 193.0

SUBJECT:

Signage revised Sketch from Focchi INFORMATION REQUESTED:

We have reviewed Bryan’s sketch. That solution, changing the intermediate transom profile, cannot be adopted. Please find attached our revised sketch, with anchors above the intermediate mullion. The bottom plate is now “L” shape hidden within the façade joint. Please review .

RESPONSE: RESPONSE DATE:

FILE ATTACHMENTS:

File Description of Contents

Focchi new RFI.pdfPDF File 975 KB

12/14/17 SGAWe agree with this design. SGA suggests to pull the base plate up so asto avoid contact with the top of the glazing panel below.

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160020

999

MATERIAL KEY LIST010


021ALUMINIUM SHEET(THK ....See Detail) PPC RAL TBD..

022ALUMINIUM SHEET(THK ....See Detail) Natural Anodized

023 ALUMINIUM PROFILEMILL FINISH

024 ALUMINIUM PROFILEPPC RAL TDB..

030GALVANIZED STEEL SHEET(THK ....See Detail)

032 GALVANIZED STEEL STIFFENER033 SPONGE/BACKER ROD


035GALVANIZED STEEL SHEET(THK ....See Detail)PPC RAL TBD..

040 PLASTERBOARD050 BLACK GASKET EPDM051 PLASTIC SHIM

052BLACK GASKET EPDM(SILICONE COMPATIBLE)

060 INSULATION070 GALVANIZED FIXING071 S.S. FIXING081 S.S. SHEET (THK ....See Detail)

082 S.S. BRACKET (THK ....See Detail)

100 BLACK SILICONE WEATHERPROOF101 BLACK STRUCTURAL SILICONE

200 CAST-IN CHANNEL999 BY OTHERS




Solar Carve Tower

Curtain Wall

160020

shift anchor plateup as to avoidtop of glazing

SIG

NA

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No

sign

age

fix

No

sign

age

fix

No

sign

age

fix

No

sign

age

fix

No

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age

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No

sign

age

fix

No

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age

fix

FOCCHI

S.p.A. STRUCTURAL CALCULATION REPORT

CA-0021-00

Project: SOLAR CARVE TOWER – 40 Tenth Avenue, New York Façade Design

Client: AURORA CAPITAL ASSOCIATES Architect: STUDIO GANG ARCHITECTS

Rev.: - Date:15/12/2017 Description of revision:

Calculation Report:

Dott. Ing. Secondo Bianchi Web: http://www.sagengineering.com

E-mail: [email protected]

Report: CA-0021 Rev.: 00 Date: 15/12/2017 Issued by: Secondo Bianchi Checked by: M.M.

DRAFT

Att. #05 - Structural report (draft)


INDEX

1 INTRODUCTION ................................................................................................................................................. 4

2 MATERIAL PROPERTIES...................................................................................................................................... 4

2.1 STAINLESS STEEL TYPE 316 - AISC DESIGN GUIDE 27 ............................................................................................. 4 2.2 STEEL BOLTS ...................................................................................................................................................... 4

3 REFERENCES ...................................................................................................................................................... 5

4 SOLAR CARVE TOWER - WT-1 FLAT FAÇADE - STEEL BRACKET FOR SIGNAGE. .................................................... 6

5 SIGNAGE FIXING BRACKET ANALISYS ................................................................................................................. 7

5.1 BOTTOM SIGNAGE FIXING CHECK ............................................................................................................................... 9 5.1.1 Hexagon socket thin head cap screw M10 8.8 shear check .................................................................... 12

5.2 TOP FIXING CHECK ................................................................................................................................................ 14 5.2.1 Hexagon socket thin head cap screw M10 8.8 shear check .................................................................... 15


Index of Figures:

Figure 1: Steel bracket maximum spacing 1625 mm. ......................................................................................................... 6 Figure 2: Signage fixing loads. ............................................................................................................................................. 7 Figure 2: Signage fixing wind loads. .................................................................................................................................... 8 Figure 3: Bottom signage fixing detail. ............................................................................................................................... 9 Figure 4: Stainless steel bracket and applied loads. ......................................................................................................... 10 Figure 5: Stainless steel bracket and applied loads. ......................................................................................................... 11 Figure 6: Top signage fixing detail. ................................................................................................................................... 14 Figure 7: Stainless steel bracket and applied loads. ......................................................................................................... 15


11 INTRODUCTION

The present calculation report considers the calculations of the signage fixings of the cladding WT-2 of

the SOLAR CARVE TOWER, 40 tenth Avenue, New York.

2 MATERIAL PROPERTIES

2.1 STAINLESS STEEL TYPE 316 - AISC Design Guide 27 Es = 193 N/mm2 : modulus of elasticity

= 0.30 : poisson’s ratio

s = 78 kN/m3 : mass density

ft = 515 N/mm2 : failure stress

t = 40 % N/mm2 : failure strain

fy = 205 N/mm2 : Yielding stress

= 17 x 10-6 1/°C : Thermal exp. coefficient

Design strength for the steel type AISI 316: = 205 MPa : yielding tensile strength

: (LRFD)

= 0.90*205 = 184.5 MPa : design strength

2.2 STEEL BOLTS

Nominal stress of fasteners and threaded parts (TABLE J3.2 ANSI/AISC 360-05)

Description of fasteners


Fnt [MPa]


Fnv [MPa]

Bolts, when thread are not

excluded from shear planes

0.75 FU

0.40 FU

STEEL BOLTS AND SCREWS

Property class

FU

[MPa]


Fnt [MPa]


Fnv [MPa]

8.8 800 600 320


33 REFERENCES

[ 1 ] Governing Local Code – 2014 New York City Building Code (NYCBC);



[ 4 ] ANSI/AISC 360-10: Specification for Structural Steel Buildings;

[ 5 ] ASTM A500 / A500M – 07: Standard Specification for Cold-Formed Welded and Seamless

Carbon Steel Structural Tubing in Rounds and Shapes;

[ 6 ] ISO 3506-1: Mechanical properties of corrosion-resistant stainless-steel fasteners - Bolts, screws

and studs;

[ 7 ] AA ADM-1: Aluminium Association – Aluminium design Manual 2010;

[ 8 ] Kulak, Fischer , Struik - Guide to design criteria for bolted and riveted joint – Published by AISC;

[ 9 ] AISC Steel Design Guide 27;

[ 10 ] ASTM 1300 - 09A "STANDARD PRATICE FOR DETERMINING LOAD RESISTANCE OF GLASS IN

BUILDING".


44 Solar Carve Tower - WT-1 Flat Façade - Steel bracket for Signage.

Dead Load:

Self-weight load of signage is equal to:

QDLsign = 0.50 kN/m2 : signage self-weight load

Wind Load:

The maximum loads is in the case of WIND ZONE 5.

Imax = 1625 mm : maximum mullion spacing

Hsign = 1225 mm : signage height

Qw,suct = 2.327 kN/m2 : wind suction load of zone 5

Figure 1: Steel bracket maximum spacing 1625 mm.

Qsign = 0.50 kN/m2 : signage self-weight


55 SIGNAGE FIXING BRACKET ANALISYS

Figure 2: Signage fixing loads.

PDL = 1.2*(0.5 kN / m2 · 1.225 m · 1.625 m) = 1.194kN : Self Weight load


PDL = 1.194 kN

Qw = 7.260 kN

Vb = 4.682 kN

Va = 2.729 kN




Bottom fixing:


PDL = 1.2*(0.5 kN / m2 · 1.225 m · 1.625 m) = 1.194kN : Self Weight on bottom fixing

Top Fixing:


Bottom fixing:

Va = 2.729 kN

PDL = 1.194 kN

Top fixing:

Vb = 4.682 kN

QW = 1.6*2.327*1.625 = 6.050 kN/m



Figure 4: Bottom signage fixing detail.

Va= 2.729 kN



Va = 2.729 kN

PDL=1.194 kN

1

2

X

Y 3



Y1 = 171.7 mm

Y2 = 51.7 mm

Y3 = 223.3 mm

Va = 2.729 kN

PDL=1.194 kN

1

2

3


Ix = yi2 = 171.72+51.72+223.32 = 82016 mm2 : bolts moment of in. about x-axis

Iy = xi2 = 0 mm2 : bolts moment of in. about y-axis

Ip = xi2 + yi



Ymax = 223.3 mm : max bolts distance to centroid

= 2 : bolts number for vertical load

1.194/2 = 0.597 kN : shear dir. Y

= 3 : bolts number for horizontal load

2.729/ 3 = 0.909 kN : shear dir. X

= 2729*153.3 = 418355 Nmm : total torque moment on bolts

= = = 1139 N = 1.139 kN : horizontal shear due to moment

Bolt shear load:

= = 2.133 kN


320 N/mm2 : nominal shear strength of the screw when thread are not excluded from shear plane

58 mm2 : nominal screw area of bolt M10

= kN : shear check verified!


ftu = 205 N/mm2 : EN AW 6063 T6 ultimate strength

= 10 mm : bolt diameter t = 2 mm : aluminium thickness

= = 2*0.85*205 = 348.5 N/mm2 : bearing design strength Rtot = 2.133 kN ≤ Fb,Rd = = 6.970 kN : Bearing capacity verified!

e = 8.0 mm : distance Rtot = 2.133 kN : horizontal shear Msd = 2133*8.0 = 17064 Nmm : bolt-bending moment


deq = 8.59 mm : equivalent bolt diameter M10

Wpl,M10 = = 8.593/6 = 105.63 mm3 : bolt plastic modulus M10

fy,k = 649 N/ mm3 : yielding strength of 8.8 bolt MRd1 = = 105.63*649 = 68553 Nmm : bolt bending capacity Msd = 17064 Nmm < MRd1 = 68553 Nmm : verified!


55.2 Top fixing check

Figure 7: Top signage fixing detail.

Vb= 4.682 kN



= 2 : bolts number

kN : bolt shear dir. y

4.682/ 2 = 2.341 kN : bolt shear dir. x

Bolt shear load:

= = 2.341 kN : bolt shear load

The horizontal load eccentricity is negligible.


1

2

X

Y

Vb= 4.682 kN


320 N/mm2 : nominal shear strength of the screw when thread are not excluded from shear plane

58 mm2 : nominal screw area of bolt M10

= kN : shear check verified!


ftu = 205 N/mm2 : EN AW 6063 T6 ultimate strength

= 10 mm : bolt diameter t = 2.0 mm : aluminium thickness

= = 2*0.85*205 = 348.5 N/mm2 : bearing design strength Rtot = 2.341 kN ≤ Fb,Rd = = 6.970 kN : Bearing capacity verified!

Bolts M10 8.8 bending check:

e = 7 mm : distance Rtot = 2.341 kN : horizontal shear Msd = 2341*7.0 = 16387 Nmm : bolt-bending moment deq = 8.59 mm : equivalent bolt diameter M10

Wpl,M10 = = 8.593/6 = 105.63 mm3 : bolt plastic modulus M10

fy,k = 649 N/ mm3 : yielding strength of 8.8 class bolt MRd1 = = 105.63*649 = 68553 Nmm : bolt bending capacity Msd = 16387 Nmm < MRd1 = 68553 Nmm : verified!