www.genesismanazil.com

How to build a school in 30 days ?

Manazil Steel FramingLight Steel Framing Solutions

How to build a school in 30 Days!

-

SYNOPSIS SECTION 1

www.genesismanazil.com

SYNOPSIS - How to build a school in 30 Days!

The task of completing a turnkey 1100m2 school within in a timeframe as limited as 30 days was an

onerous enough challenge, when coupled with limited site access, no on site storage, summer

temperatures in excess of 45 degrees, a 3 hour midday break and falling within the Holy month of

Ramadan, it becomes near impossible.

However via concise and minute level coordination at design stage between trades, maximizing off-

site construction and detailed sequencing of delivery and build our vastly experienced design,

manufacturing and installation teams were able to achieve just that. Employing a high level quality

assurance policy of every item prior to site delivery to ensure accuracy and tolerance was a requisite.

With a stringently fixed opening date for the new school term there was zero scope for any slippage

on the already condensed programme. The key to attaining a quality end product in such a limited

time was based around the fast track nature of the Genesis Manazil structural steel frame system and

it is massive inherent benefits. The offsite pre-panelised system was closely designed with

coordination with all MEP, external and internal finishing trades, this allowed a ready made

provision in structure for all requisite support for AC ducting, electrical and plumbing works as well

as providing a highly accurate pre-formed apertures to accept glazing panels to negate the

requirement for any on-site works. All insulation board, internal and external boarding was cut off

site for speed and controlled tolerance and installed to detailed site drawings much in same way a

jig-saw puzzle is completed. The 50 tonnes of structural steel frame itself was installed within 7 days,

however within 2 days of this installation starting external sheathing and internal MEP works had

commenced due to the careful sequencing of structural frame to provide a fully enclosed skeleton to

allow other trades earliest access to site and subsequent completion.

Around the clock working was essential to compensate for both the midday break and to cope with

the searing summer heat, as this coincided with the Holy month of Ramadan and associated reduced

working hours, advanced and early coordination was required with our close network of trusted

suppliers and contracting partners to ensure every element was considered and available. A just in

time delivery sequence was also essential to overcome the 2m perimeter of site, due to its proximity

to existing structure, and negate the lack of storage on site due to small and restricted site.

The result was an unprecedented, both regionally and internationally, turnkey completion of a high

end structure which sets a new benchmark for both speed and quality globally. A structure, lighter,

faster, greener & stronger.

“A structure demonstrating the future of construction.”

-

ARCHITECTURAL DRAWINGS

SECTION 2

www.genesismanazil.com

School Building Extension

GROUND FLOOR PLAN1,135

ELECTRICALROOM

STORAGE

CLASSROOM

CLASSROOM CLASSROOM

STORE

CHEMISTRYLABORATORY

LOBBY

CO

RR

IDO

R

CO

RR

IDO

R

CORRIDOR

SCIENCELABORATORY

CLASSROOM

CLASSROOM

CLASSROOM

CLASSROOM

CLASSROOM

TOILET

EXIT /AUXILIARYENTRANCE

UP

UP

UP

SAMELEVEL

IN EXISTINGBUILDING

STOREEMERGENCY

EXIT

MAINENTRANCE

LIBRARIAN

EXISTINGBUILDING

GRADE 7

GRADE 8

GRADE 9

GRADE 10

GRADE 11 GRADE 12

GRADE 5

GRADE 6

shower

OFFICE

Z

ϜЬидϸЀрϢ ЬЬϜЀϤЄϜϼϜϤ ϜЬФрЈϼ

ARCHITECTURE

SCHOOL BUILDING EXTENSION

A-02

R.F.ANTONE

10/07/2012

Eng. A. KHADDOUR

Eng. A. MAOUCHE

1/100

GROUND FLOOR PLAN

ϼФа ϜЬФАИϢ (3-Ͼ ) ϾϜрϸ Ϟд аϰаϸ аϸрдϢ-ϜϞмДϞр

:ϜЬаϜЬШ ϜЀа ϜЬмАдрϢ ϜЬϜаϜϼϜϤ аϸϼЀϢ

P2

Z

ϜЬидϸЀрϢ ЬЬϜЀϤЄϜϼϜϤ ϜЬФрЈϼ

ARCHITECTURE

SCHOOL BUILDING EXTENSION

A-05

R.F.ANTONE

10/07/2012

Eng. A. KHADDOUR

Eng. A. MAOUCHE

1/100

FRONT, REAR, LEFT & RIGHT SIDE ELEVATIONS

ϼФа ϜЬФАИϢ (3-Ͼ ) ϾϜрϸ Ϟд аϰаϸ аϸрдϢ-ϜϞмДϞр

:ϜЬаϜЬШ ϜЀа ϜЬмАдрϢ ϜЬϜаϜϼϜϤ аϸϼЀϢ

P2

Z

ϜЬидϸЀрϢ ЬЬϜЀϤЄϜϼϜϤ ϜЬФрЈϼ

ARCHITECTURE

SCHOOL BUILDING EXTENSION

A-06

R.F.ANTONE

10/07/2012

Eng. A. KHADDOUR

Eng. A. MAOUCHE

1/100

LONGITUDINAL & CROSS SECTION

ϼФа ϜЬФАИϢ (3-Ͼ ) ϾϜрϸ Ϟд аϰаϸ аϸрдϢ-ϜϞмДϞр

:ϜЬаϜЬШ ϜЀа ϜЬмАдрϢ ϜЬϜаϜϼϜϤ аϸϼЀϢ

P2

-

STRUCTURAL DRAWINGS

SECTION 3

www.genesismanazil.com

-

3D MODEL

SECTION 4

www.genesismanazil.com

Mustafa

Typewritten Text

3D MODEL

-

SECTION 5

www.genesismanazil.com

PROJECTGANTT CHART

ID Milestone Task Name Duration Start Finish Predecessors

1 No ENS-MBZC School Extension 23 days Sun 8/5/12 Sun 9/2/12

2 Yes Site Installation 23 days Sun 8/5/12 Sun 9/2/12

3 No Foundation 6 days Sun 8/5/12 Sun 8/12/12

10 Yes Superstructure 15 days Mon 8/6/12 Sat 8/25/12 7

11 No Install Wall Panels 9 days Mon 8/6/12 Fri 8/17/12

12 No Install Hot Rolled Steel Framing 8 days Mon 8/6/12 Thu 8/16/12

13 No Install Roof Panels 7 days Fri 8/10/12 Sat 8/18/12 11SS+3 days,12SS+3days

14 No Cast Roof Floor 2 days Sat 8/18/12 Tue 8/21/12 13

15 No Install Parapets 3 days Tue 8/21/12 Sat 8/25/12 14

16 Yes MEP Works 15 days Sun 8/12/12 Fri 8/31/12

29 Yes Sheathing Works 15 days Sun 8/12/12 Fri 8/31/12

33 Yes Finishing 15 days Wed 8/15/12 Sun 9/2/12

34 No Exterior Wall Paints 12 days Fri 8/17/12 Sat 9/1/12 30SS+4 days

35 No False Ceiling & Ceiling Sheathing 15 days Wed 8/15/12 Sun 9/2/12 20FS-8 days,19FS-8 days

36 No External Walkway 5 days Sat 8/25/12 Fri 8/31/12 17SS+10 days

37 No Interior Wall Paints 7 days Mon 8/20/12 Tue 8/28/12 32SS+5 days

38 No Waterproofing of Roofs 4 days Wed 8/22/12 Mon 8/27/12 31SS+3 days

39 No Wall Tile Works 5 days Mon 8/20/12 Sun 8/26/12 37SS,21

40 No Ceiling Paints 5 days Mon 8/20/12 Sun 8/26/12 35SS+4 days

41 No Installation of Windows 4 days Sun 8/26/12 Fri 8/31/12 34SS+7 days

42 No Foam Concrete to Slope 3 days Mon 8/27/12 Fri 8/31/12 38

43 No Roof Tiles 2 days Fri 8/31/12 Sun 9/2/12 42

44 No Floor Tile Works 6 days Wed 8/22/12 Thu 8/30/12 37FS-5 days,19FS-5 days

45 No Installation of Doors 4 days Wed 8/29/12 Sun 9/2/12 37

46 No Installation of Skylight 3 days Thu 8/30/12 Sun 9/2/12 15SS+7 days,41SS

47 No Testing & Commissioning 8 days Wed 8/22/12 Sat 9/1/12 16SS+8 days

48 No Issue Completion Letter 1 day Sat 9/1/12 Sun 9/2/12 47

9/2

8/25

8/31

8/31

9/2

28 4 11 18 25 1 8August Se

Task

Split

Progress

Milestone

Summary

Project Summary

External Tasks

External Milestone

Deadline

Page 1 of 1

Haddadi Villa ExtensionDate: Sun 10/14/12

1

-

SECTION 6

www.genesismanazil.com

PROJECTTIME LINE

Foundation

DAY 1 - Casting Foundation Date: 5th August, 2012

Structure

DAY 3 – Wall Installation Date: 7th August, 2012

Structure

DAY 8 – Roof Joint Installation Date: 12th August, 2012

Structure

DAY 11 – MEP Date: 15th August, 2012

Finishing’s

DAY 19 – Internal Wall Tiles Date: 23rd August, 2012

Finishing’s

DAY 20 – External Finishes & Floor Tiles Date: 24th August, 2012

Finishing’s

DAY 24 – Installation Of Windows Frame Date: 28th August, 2012

Finishing’s

DAY 26 – Internal Door Installation Date: 30th August, 2012

Finishing’s

DAY 28 – Roof Finishes Date: 1st September, 2012

Finishing’s

DAY 29 – Internal Finishes

Date: 2nd September, 2012

DAY 30 – Completed Date: 3rd September, 2012

-

SECTION 7

www.genesismanazil.com

WALL SOLUTION

Wall Solutions

• Supply and installation of 152mm exterior wall panels, with engineered light-steel framing at 406mm on center, complete with 12.mm Cement Board at exterior with 25mm EPS and 18mm Cement Board at interior side in preparation for wall finishing application as indicated by exterior and interior finish, including but not limited to the engineered window and door openings and pre-punched holes at standard locations. See figure 1 for typical proposed exterior wall panel.

• Supply and installation of 92mm structural interior wall panels, with engineered light-steel framing at 406mm on center, complete with 18mm Cement Board at each side in preparation for wall finishing application as indicated by interior finish. Interior load-bearing wall panels to be positioned at predetermined/pre-approved locations within the structure to satisfy Genesis® engineering requirements. Panels include engineered door openings and pre-punched holes at standard locations. See figure 2 for typical proposed interior wall panel.

Figure 1 (a) Plan view of typical exterior/interior wall Figure 1 (b) 3D view of typical exterior/interior wall

EXTERIOR WALL CONFIGURATION:

• RENDER +PAINT • 12mm CEMENT BOARD • 25mm EPS Thermal Resistance • VAPOR BARRIER R 4 m2.K/W • 152mm METAL STUD @ 406 o/c • 50mm ROCKWOOL Sound Transition Class • 18mm CEMENT BOARD STC ≥ 50 • RENDER + PAINT

INTERIOR WALL CONFIGURATION:

• RENDER +PAINT • 18mm CEMENT BOARD • 92mm METAL STUD @ 406 o/c Sound Transition Class • 50mm ROCKWOOL STC ≥ 50 • 18mm CEMENT BOARD • RENDER + PAINT

-

SECTION 8

www.genesismanazil.com

FLOORSOLUTION

• Supply and installation of 10” (254mm)

at 16” (406mm) on center, complete with site installed

with welded wire mesh and concrete, engineered / framed stair openings and pre

standard locations. See figure

• Floor panels to include integrated engineered transfer elements, web stiffeners a

Figure 2 (a) Section of typical floor assembly

WITH FALSE CEILING

FLOOR CONFIGURATION

• CERAMIC TILE (By Others)

• MORTAR (By Others)

• 75mm METAL DECK + CONCRETE

• 254mm METAL JOIST @ 400 o/c

• 50mm ROCKWOOL

• METAL CEILING FRAME (By Others)

• GYPSUM BOARD (By Others)

• RENDER + PAINT (By Others)

Figure 2 (b) 3D view of typical

allation of 10” (254mm) structural floor panels, with engineered light

at 16” (406mm) on center, complete with site installed 7/8” (22mm) galvanized

with welded wire mesh and concrete, engineered / framed stair openings and pre

standard locations. See figure 2 for typical floor panel.

Floor panels to include integrated engineered transfer elements, web stiffeners a

of typical floor assembly

WITH FALSE CEILING WITHOUT FALSE CEILING

(By Others)

75mm METAL DECK + CONCRETE

400 o/c

(By Others)

GYPSUM BOARD (By Others)

(By Others)

FLOOR CONFIGURATION

• CERAMIC TILE

• MORTAR

• 75mm METAL DECK + CONCRETE

• 254mm METAL JOIST @ 400 o/c

• 50mm ROCKWOOL

• 12.5mm CEMENT B

• RENDER + PAINT

view of typical Floor

Sound Transition Class

STC ≥ 50

, with engineered light-steel floor joists

galvanized metal deck sheathing

with welded wire mesh and concrete, engineered / framed stair openings and pre-punched holes at

Floor panels to include integrated engineered transfer elements, web stiffeners and bridging.

WITHOUT FALSE CEILING

FLOOR CONFIGURATION

CERAMIC TILE (By Others)

MORTAR (By Others)

75mm METAL DECK + CONCRETE

254mm METAL JOIST @ 400 o/c

50mm ROCKWOOL

12.5mm CEMENT BOARD

RENDER + PAINT (By Others)

-

SECTION 9

www.genesismanazil.com

ROOFSOLUTION

Roof Solutions

2.3.A Flat Roof

• Supply and installation of 10” (254mm) structural roof panels, with engineered light-steel floor joists

at 16” (406mm) on center, complete with site installed 7/8” (22mm) metal deck sheathing with

welded wire mesh and concrete. See figure 3 for typical roof panel.

Figure 3 (a) Section of typical flat roof assembly

WITH FALSE CEILING WITHOUT FALSE CEILING

ROOF CONFIGURATION

• 300x300 TERRAZZO TILE (By Others)

• GROUT WITH WATER PROOF MORTAR (By

Others)

• 30mm THICK CEMENT SAND SCREED (By Others)

• 1000 GAUGE POLYTHENE SHEET (By Others)

• WATER PROOF MEMBRANE (By Others)

• 50mm THICK FOAM CONCRETE TO SLOPE (By

Others)

• 75mm METAL DECK + CONCRETE

• 254mm METAL JOIST @ 400 o/c

• 100mm ROCKWOOL

• VAPOR BARRIER

• METAL CEILING FRAME (By Others)

• GYPSUM BOARD (By Others)

• RENDER + PAINT (By Others)

ROOF CONFIGURATION

• 300x300 TERRAZZO TILE (By Others)

• GROUT WITH WATER PROOF MORTAR (By

Others)

• 30mm THICK CEMENT SAND SCREED (By

Others)

• 1000 GAUGE POLYTHENE SHEET (By Others)

• WATER PROOF MEMBRANE (By Others)

• 50mm THICK FOAM CONCRETE TO SLOPE

(By Others)

• 75mm METAL DECK + CONCRETE

• 254mm METAL JOIST @ 400 o/c

• 100mm ROCKWOOL

• VAPOR BARRIER

• 12.5mm CEMENT BOARD

• RENDER + PAINT (By Others)

Thermal Resistance

R 5 m2.K/W

Sound Transition Class

STC ≥ 50

Figure 3 (b) 3D view of typical flat roof

2.3.B Sloped Roof

• Supply and installation of cold formed steelcomplete with site installed

for typical roof panel.

• Supply and install all required bracing.

Figure 4 Section of typical sloped roof assembly

Supply and installation of cold formed steel structural sloped roof trusses, at complete with site installed 1/2” (12.5mm) plywood sheathing to receive clay tile finish

Supply and install all required bracing.

assembly

SLOPED ROOF ASSEMBLY

• CLAY TILE (By Others)

• 12.5mm PLYWOOD

• STEEL TRUSS @ 610 o/c

, at 24” (610mm) on center, plywood sheathing to receive clay tile finish. See figure 4

SLOPED ROOF ASSEMBLY

CLAY TILE (By Others)

12.5mm PLYWOOD

STEEL TRUSS @ 610 o/c

-

SECTION 10

www.genesismanazil.com

APPROVALS

Governmental Approvals

-

SECTION 11

www.genesismanazil.com

U Value Test Report

-

SECTION 12

www.genesismanazil.com

ULCCertification

Fire Resistance Ratings

See General Information for Fire Resistance Ratings

Design No. I523

March 21, 2005

Unrestrained Assembly Rating - 1 h

1. Normal-Weight Concrete — Carbonate aggregate 2400 kg/m3 unit weight, 20 MPa nominal compressive strength. Polyproplene fiber added to the concrete mix at a rate of 2.0 kg. of fiber for each cubic metre of concrete. Min 35 mm depth measured vertically from crest of Steel Form Unit (Item 6).

2. Steel Joist — Non-Composite Design — Spaced max 406 mm OC (See Item 9) or 610 mm. Channel-shaped, min 203 mm deep with min 41 mm flanges and min 14 mm stiffening flanges. Fabricated from nominal base metal thickness of min 1.15 mm galv steel. Min yield strength of steel is 230 MPa.

3. Blocking — Channel-shaped 152 mm deep with min 41 mm flanges and 14 mm stiffening flanges. Fabricated from nominal base metal thickness of 1.15 mm galv steel. Min yield strength of steel is 230 MPa. Spaced at max 1930 mm OC along the span of the steel joist. Blocking to be placed between steel joist at max 3048 mm OC. A 38 by 38 by 140 mm long angle clip shall be used to connect web of Steel Joist Blocking with 19 mm long No. 8 self tapping screws. A min of six screws used with each angle clip.

BXUVC.I523 Fire Resistance Ratings

Page Bottom

4. Bridging — Flat steel strap 52 mm wide fabricated from nominal base metal thickness of 1.444 mm galv steel located max 1930 mm OC perpendicular to the joists. The flat strap is connected to the bottom flange of the Steel Joist (Item 3) with a min of one No. 8 self tapping screw.

5. Connecting Clip Section — Channel-shaped 90 mm deep with min 41 mm flanges and 14 mm stiffening flanges fabricated from nominal base metal thickness of 1.15 mm galv steel. Min yield strength of steel is 230 MPa. Clip Section used to fasten Steel Joists to joist headers. A min of six No. 8 by 19 mm long self tapping screws used at each connection.

6. Steel Form Units — Min 15.9 mm deep by 762 mm wide corrugated steel deck. Crests 25.4 mm wide, pitch 152 mm, fabricated from nominal base metal thickness of 0.380 mm galv steel. Overlapped one corrugation at each side and attached to each joist with 19 mm long Type S-14 steel screws at each side joint, and not more than 314 mm OC between sides.

7. Resilient Channels (optional) — Fabricated from nominal base metal thickness of 0.481 mm galv steel. Min yield strength of steel is 230 MPa, 64 mm wide by 12.7 mm deep, spaced 610 mm OC, connected perpendicular to steel joist. Channels secured to bottom flange of each steel joist with Type S8 by 19 mm long screws.

· 8. Gypsum Wallboard — (CCN: CKNXC). Two layers of nom 12.7 mm thick by 1220 mm wide boards. Sheets installed with

long dimension perpendicular to steel joist. Base layer attached to the steel joist using 32 mm long Type S bugle-head screws spaced 305 mm OC along butted end-joints and in the field. Base layer butted end-joints staggered min 1220 mm in adjacent rows. Screws in base layer located min 10 mm from end-joints and 12.7 mm in. from side joints. Face layer of gypsum wallboard secured to steel joist with 38 mm long Type S bugle-head steel screws spaced 305 mm OC at the side-joints and in the field. Face layer side-joints offset min 610 mm from base layer side-joints. Face layer end-joints to be offset 915 mm from base layer end-joints. Face layer end-joints to occur in the middle of two adjacent steel joist. Type G 38 mm long screws spaced min 305 mm OC used to attach face layer end-joints to the base layer, screw located min 38 mm from end-joint.

When Resilient Channels (Item 7) are used two layers of nom 12.7 mm thick by 1220 mm wide boards shall be used. Sheets installed with long dimension perpendicular to resilient channel. Base layer attached to the resilient channel using 32 mm long Type S bugle-head screws spaced 305 mm OC along butted end-joints and in the field. Base layer butted end-joints staggered min 1220 mm in adjacent rows. Screws in base layer located min 10 mm from end-joints and 38 mm from side joints. Face layer of gypsum wallboard secured to resilient channel with 41 mm long Type S bugle-head steel screws spaced 305 mm OC at the end-joints and in the field. Face layer end-joints offset min 610 mm from base layer side-joints. Face layer end-joints to be offset 915 mm from base layer end-joints. Face layer end-joints to occur in the middle of two adjacent resilient channels. Type G 38 mm long screws spaced min 305 mm OC used to attach face layer end-joints to the base layer, screw located min 51 mm from end-joint. Joints treated as described in Item 10.

CGC INC

9. Batts and Blankets — (optional) (not shown) -Mineral wool with a density of 32.2 kg/m3 or glass fiber insulation with density 10.2 kg/m3. Insulation 90 mm thick bearing the ULC Listing Mark for Surface Burning Characteristics, having a flame spread value of 25 or less and a smoke value of 50 or less. Insulation fitted in the concealed space, draped over the resilient channel/gypsum wallboard ceiling membrane cut to fit tightly between webs of the joists. When Batts and Blankets are used the steel joist spacing shall be min 406 mm OC and resilient channel shall be used as specified in Item 7.

10. Joint System — (not shown) - Paper tape embedded in joint compound over joints and covered with additional compound. Exposed screw heads covered with compound. Edges of compound feathered out.

Copyright © 2008 Underwriters' Laboratories of Canada®

The appearance of a company's name or product in this database does not in itself assure that products so identified have been manufactured under ULC's Follow-Up Service. Only those products bearing the ULC Mark should be considered to be Listed and covered under ULC's Follow-Up Service. Always look for the Mark on the product.

ULC permits the reproduction of the material contained in the Online Certifications Directory subject to the following conditions: 1. The Guide Information, Designs and/or Listings (files) must be presented in their entirety and in a non-misleading manner, without any manipulation of the data (or drawings). 2. The statement "Reprinted from the Online Certifications Directory with permission from Underwriters Laboratories of Canada" must appear adjacent to the extracted material. In addition, the reprinted material must include a copyright notice in the following format: "Copyright © 2008 Underwriters Laboratories of Canada®"

Last Updated on 2005-03-21

Questions? Notice of Disclaimer Page Top

Fire Resistance Ratings

See General Information for Fire Resistance Ratings

Design No. I525

October 02, 2008

Restrained Assembly Rating - 2 h

Unrestrained Assembly Rating - 2 h

STC Rating - 50 to 53 (See Item 10)

IIC Rating -25 to 34 (See Item 11)

BXUVC.I525 Fire Resistance Ratings

Page Bottom

NOTES:

All steel is ASTM A653 (Grade 50).

Mrc factored moment resistance of iSPAN Composite Floor System.

1. Concrete — Normal weight concrete, carbonate or siliceous aggregate, 2400 kg/m3 unit weight, 20 MPa compressive strength. Minimum slab thickness 70 mm, minimum deck cover 48 mm, minimum joist cover 25 mm (See detail above and Item 3).

2. Welded Wire Fabric — Minimum 150 mm by 150 mm MW13.3 x MW13.3.

3. Structural Steel Assembly: —

· (A) Joists — CIZTC (Guide No. 40 U18.20C) — Minimum 280 mm deep spaced maximum 1219 mm

OC. Joists are minimum 1.47 mm thick.

BEST JOIST INC — iSpan® Composite Joists

(B) Steel Deck — Corrugated galvanized steel, 0.76 mm thick with 22 mm deep corrugations. Attached to joists using self-drilling, self-tapping No. 14 screws 25 mm long spaced 400 mm apart. Deck overlapped by one corrugation at each splice location.

· (C) Steel forming pans — CIZTC (Guide No. 40 U18.20C) — Galvanized steel, 0.61 mm thick.

BEST JOIST INC — iSpan® Forming Pan

· 4. Bridging — CIZTC (Guide No. 40 U18.20C) — iSpan® steel bridging, 38 mm by 19 mm. Bridging attached to wings on top

and bottom chords of each joist and located 2.2 m apart or at mid-point of joist for shorter spans. Bridging attached to wings using 1 pan head, self-drilling, self-tapping No. 10 steel screw 19 mm long at each end of bridging.

BEST JOIST INC — iSpan® Bridging

· 5. Blocking — CIZTC (Guide No. 40 U18.20C) — iSpan® steel blocking diaphragm, 1.2 mm (18 GA) thick. Blocking attached

to 25% of bridging locations between joists using 6 pan head, self-drilling, self-tapping No. 10 steel screws, 19 mm long.

BEST JOIST INC — iSpan® Blocking Diaphragm

6. Furring Channels — 0.89 mm thick galvanized steel, 22 mm high installed perpendicular to steel joists. Channels shall be spaced 400 mm apart and attached to the bottom flange of each joist using tie wires (Item 7) bent into double strand saddle ties. Channels shall be spliced with adjoining pieces by overlapping 150 mm and tied together with tie wires at both ends of the overlap.

At locations where gypsum board end joints occur, additional furring channels shall be installed to provide screw attachments for the gypsum board ends. These channels shall be positioned so that the distance from the end of the board to the centre of the first channel is 75 mm and from the end to the centre of the next channel is 400 mm.

7. Tie Wires — (Not Shown) 1.2 mm diameter galvanized steel wire.

· 8. Wallboard — CKNXC (Guide No. 40 U18.23) — Nominal 15.9 mm thick, 1220 mm wide gypsum board installed with long

dimension perpendicular to resilient channels. Gypsum board shall be attached to resilient channels using 25 mm long Type S drywall screws, spaced 200 mm OC in the field of each board. At the side joints, screws shall be located 38 mm and 101 mm from the long edge. At the end joints, screws shall be located 75 mm and 400 mm from the board end.

Battens minimum 75 mm wide shall be cut from gypsum board and loose-laid above end joints.

CGC INC — Type C

9. Joint System — (Not shown) - Paper tape embedded in joint compound over joints and covered with 2 layers of compound with edges feathered out. Wallboard screw heads covered with 2 layers of compound.

10. STC Rating — The STC Rating of the assembly applies when it is constructed as described by Items 1 through 9. The STC rating is increased from 50 to 53 when the slab thickness is increased from 70 mm to 108 mm.

11. IIC Rating — The IIC Rating of the assembly applies when it is constructed as described in Items 1 through 9. The IIC rating is increased from 25 to 34 when the slab thickness is increased from 70 mm to 108 mm.

Copyright © 2009 Underwriters' Laboratories of Canada®

The appearance of a company's name or product in this database does not in itself assure that products so identified have been manufactured under ULC's Follow-Up Service. Only those products bearing the ULC Mark should be considered to be Listed and covered under ULC's Follow-Up Service. Always look for the Mark on the product.

ULC permits the reproduction of the material contained in the Online Certifications Directory subject to the following conditions: 1. The Guide Information, Designs and/or Listings (files) must be presented in their entirety and in a non-misleading manner, without any manipulation of the data (or drawings). 2. The statement "Reprinted from the Online Certifications Directory with permission from Underwriters Laboratories of Canada" must appear adjacent to the extracted material. In addition, the reprinted material must include a copyright notice in the following format: "Copyright © 2009 Underwriters Laboratories of Canada®"

Last Updated on 2008-10-02

Questions? Notice of Disclaimer Page Top

Fire Resistance Ratings

See General Information for Fire Resistance Ratings

Design No. I526

January 05, 2007

Restrained Assembly Rating — 1 Hr

Unrestrained Assembly Rating — 1 Hr

BXUVC.I526 Fire Resistance Ratings

Page Bottom

· 1. Structural Cement-Fiber Units — CIYTC (Guide No. 40 U8.20) - 19 mm thick tongue-and-groove

cement-fibre board designated "Fortacrete™". Long edges of board to be perpendicular to joists with end joints staggered. The board is to be fastened to the steel joists with No.8 self -drilling, self -tapping cement board screws 41 mm long. Screws shall be spaced 13 mm from end joints and 200 mm OC along the end joints, and 25 and 50 mm from side joints and 300 mm OC in the field of each sheet.

UNITED STATES GYPSUM CO — Fortacrete™

· 2. Structural Components — CIZTC (Guide No. 40 U18.20C) — iSpan™ standard joists - Minimum 300

mm deep, minimum 1.2 mm thick, spaced maximum 600 mm OC. Web stiffeners screwed to both ends of joists using 6 hex head, self-drilling, self-tapping No. 12 steel screws 25 mm long and to steel C-shaped assembly tracks (rim joists) using 3 hex-head, self-drilling, self- tapping No. 12 steel screws 25 mm long. Effects of loads for the iSpan™ joists shall not exceed those calculated on the basis of the joist section properties as shown in the table above. Refer to the joist manufacturer\'s installation instructions for detailed design information.

BEST JOIST INC — iSpan™ Joists

· 3. Bridging — CIZTC (Guide No. 40 U18.20C) — iSpan™ steel bridging, 38 mm by 19 mm. Bridging

attached to wings on top and bottom chords of each joist and located 2.2 m apart or at mid-point of joist for shorter spans. Bridging attached to wings using 1 pan head, self-drilling, self-tapping No. 10 steel screw 19 mm long at each end of bridging.

BEST JOIST INC — iSpan™ Bridging

· 4. Blocking — CIZTC (Guide No. 40 U18.20C) — iSpan™ steel blocking diaphragm, 1.2 mm (18 GA)

thick. Blocking attached to every second bridging location between joists using 6 pan head, self-drilling, self-tapping No. 10 steel screws, 19 mm long.

BEST JOIST INC — iSpan™ Blocking Diaphragm

5. Batts and Blankets — Nominally 92 mm thick ULC labelled glass-fibre blankets, nominal density 10 kg/m3 supplied in 610 mm by 1220 mm blankets.

6. Resilient Channels — Minimum 0.46 mm thick (26 GA) galvanized steel. Channels shall be spaced maximum 300 mm apart and attached to the bottom flange of each joist with one 13 mm long wafer head self-drilling, self-tapping No. 8 steel screw. At locations where gypsum board end joints occur, additional resilient channels shall be installed to provide screw attachments for the gypsum board ends. These additional channels shall be positioned so that the distance from the end of the board to the centre of the first channel is 75 mm and from the board end to the centre of the next channel is 300 mm.

· 7. Wallboard — CKNXC (Guide No. 40 U18.23) — Nominal 15.9 mm thick, 1220 mm wide gypsum board

installed with long dimension perpendicular to resilient channels. Gypsum board shall be attached to resilient channels using 25 mm long Type S drywall screws, spaced 200 mm OC in the field of each board. At the side joints, screws shall be located 38 mm and 101 mm from the long edge. At the end joints, screws shall be located 75 mm and 300 mm from the board end.

CGC INC — Type C

8. Joint System — (Not shown) - Paper tape embedded in joint compound over joints and covered with 2 layers of compound with edges feathered out. Wallboard screw heads covered with 2 layers of compound.

*Bearing the UL Classification Mark

Copyright © 2008 Underwriters' Laboratories of Canada®

The appearance of a company's name or product in this database does not in itself assure that products so identified have been manufactured under ULC's Follow-Up Service. Only those products bearing the ULC Mark should be considered to be Listed and covered under ULC's Follow-Up Service. Always look for the Mark on the product.

ULC permits the reproduction of the material contained in the Online Certification Directory subject to the following conditions: 1. The Guide Information, Designs and/or Listings (files) must be presented in their entirety and in a non-misleading manner, without any manipulation of the data (or drawings). 2. The statement "Reprinted from the Online Certifications Directory with permission from Underwriters' Laboratories of Canada" must appear adjacent to the extracted material. In addition, the reprinted material must include a copyright notice in the following format: "Copyright © 2008 Underwriters' Laboratories of Canada®"

Last Updated on 2007-01-05

Questions? Notice of Disclaimer Page Top

Structural Components

Steel joists designated "iSPAN® Standard". Minimum joist depth is 305 mm. For use with "iSPAN®" blocking diaphragms and bridging in Design Nos. I526, I527 and M513.

Steel joists designated "iSPAN® Composite". Minimum joist depth is 280 mm. For use with "iSPAN®" forming pans, blocking diaphragms and bridging in Design No. I525.

Copyright © 2008 Underwriters' Laboratories of Canada®

The appearance of a company's name or product in this database does not in itself assure that products so identified have been manufactured under ULC's Follow-Up Service. Only those products bearing the ULC Mark should be considered to be Listed and covered under ULC's Follow-Up Service. Always look for the Mark on the product.

ULC permits the reproduction of the material contained in the Online Certification Directory subject to the following conditions: 1. The Guide Information, Designs and/or Listings (files) must be presented in their entirety and in a non-misleading manner, without any manipulation of the data (or drawings). 2. The statement "Reprinted from the Online Certifications Directory with permission from Underwriters' Laboratories of Canada" must appear adjacent to the extracted material. In addition, the reprinted material must include a copyright notice in the following format: "Copyright © 2008 Underwriters' Laboratories of Canada®"

CIZTC.R21970 Structural Components

Page Bottom

See General Information for Structural Components

BEST JOIST INC R21970

95 CHURCH ST S

RICHMOND HILL, ON L4C 1W4 CANADA

Last Updated on 2007-06-19

Questions? Notice of Disclaimer Page Top

Fire Resistance Ratings

See General Information for Fire Resistance Ratings

Design No. I527

February 28, 2007

Restrained Assembly Rating — 2 h

Unrestrained Assembly Rating — 2 h

BXUVC.I527 Fire Resistance Ratings

Page Bottom

· 1. Structural Cement-Fibre Units — CIYTC (Guide No. 40 U8.20) - 19 mm thick tongue-and-groove

cement-fibre board designated "Fortacrete™". Long edges of board to be perpendicular to joists with end joints staggered. The board is to be fastened to the steel joists with No.8 self -drilling, self -tapping cement board screws 41 mm long. Screws shall be spaced 13 mm from end joints and 200 mm OC along the end joints, and 25 mm from side joints and 300 mm OC in the field of each sheet.

UNITED STATES GYPSUM CO — Fortacrete™

2. Flooring Systems —

System A

2A. Gypsum Board — Minimum 12.7 mm thick, 1220 mm by 1220 mm Classified gypsum board underlayment. Bonded and attached to Structural Cement Fibre Unites (Item 1A) with a mortar applied with a 6.3 mm by 6.3 mm notched trowel, and 31 mm long coarse thread screws spaced maximum 610 mm OC. Joints between Structural Cement Fibre Units and of Gypsum Board staggered a minimum of 150 mm.

UNITED STATES GYPSUM CO — Fiberock Type FRX-G

System B

2B. Floor Topping Mixture — Applied at a minimum thickness of 19 mm, having a minimum compressive strength of 72 kPa. Refer to manufacturer's instructions

accompanying the material for specific mix design.

UNITED STATES GYPSUM CO — Levelrock Type 2500

2B.(i). Vapor Barrier —(Optional) — Nominal 0.76 mm thick commercial asphalt saturated felt.

2B.(ii). Floor Mat Materials* — (Optional) - One of the following:

Minimum 10 mm to maximum 19 mm thick floor mat material loosely laid over the Structural Cement Fibre Units.

UNITED STATES GYPSUM CO — LEVELROCK® Brand Sound Reduction Board

Nom 6.3 mm thick floor mat material loosely laid over the Structural Cement Fibre Units.

UNITED STATES GYPSUM CO — LEVELROCK® Brand Floor Underlayment SRM-25

SOLUTIA INC — Type SC50

· 3. Structural Components — CIZTC (Guide No. 40 U18.20C). iSpan™ standard joists - Minimum 300

mm deep, minimum 1.2 mm thick, spaced maximum 600 mm OC. End connectors screwed to both ends of joists using 6 hex head, self-drilling, self-tapping No. 12 steel screws 25 mm long and to steel C-shaped assembly tracks (rim joists) using 3 hex-head, self-drilling, self- tapping No. 12 steel screws 25 mm long. Effects of loads for the iSpan™ joists shall not exceed those calculated on the basis of the joist section properties as shown in the table above. Refer to the joist manufacturer's installation instructions for detailed design information.

BEST JOIST INC — iSpan™ Joists

· 4. Bridging — CIZTC (Guide No. 40 U18.20C). iSpan™ steel bridging, 38 mm by 19 mm. Bridging

attached to wings on top and bottom chords of each joist and located 2.2 m apart or at mid-point of joist for shorter spans. Bridging attached to wings using 1 pan head, self-drilling, self-tapping No. 10 steel screw 19 mm long at each end of bridging.

BEST JOIST INC — iSpan™ Bridging

· 5. Blocking — CIZTC (Guide No. 40 U18.20C). iSpan™ steel blocking diaphragm, 1.2 mm (18 GA) thick.

Blocking attached to every fourth bridging location between joists using 6 pan head, self-drilling, self-tapping No. 10 steel screws, 19 mm long.

BEST JOIST INC — iSpan™ Blocking Diaphragm

6. Batts and Blankets — Nominally 92 mm thick ULC labelled glass-fibre blankets, nominal density 10 kg/m3 supplied in 610 mm by 1220 mm blankets.

7. Resilient Channels — Minimum 0.46 mm thick (26 GA) galvanized steel. Channels shall be spaced maximum 300 mm apart and attached to the bottom flange of each joist with one 13 mm long wafer head self-drilling, self-tapping No. 8 steel screw. At locations where gypsum board end joints occur, additional resilient channels shall be installed to provide screw attachments for the gypsum board ends. These additional channels shall be positioned so that the distance from the end of the board to the centre of the

first channel is 75 mm and from the board end to the centre of the next channel is 300 mm.

· 8. Wallboard — CKNXC (Guide No. 40 U18.23). Two layers of nominal 15.9 mm thick, 1220 mm wide

gypsum board installed with long dimension perpendicular to resilient channels.

Base layer shall be attached to resilient channels using 25 mm long Type S bugle-head screws, spaced 300 mm OC in the field of each board. At the side joints, screws shall be located 38 mm from the board edge. At the end joints, screws shall be located 76 mm from the board end.

Face layer attached to the resilient channels using 41 mm long Type S bugle-head screws spaced 200 mm OC in the field. Face layer end joints attached to the base layer using No. 10 by 38 mm long Type G gypsum-to-gypsum screws spaced 200 mm OC. Screws staggered from base layer screws. Face layer side and end joints offset a minimum 400 mm from base layer side and end joints. At the side joints, screws shall be located 38 mm and 100 mm from the board edge. At the end joints, screws shall be located 38 mm from the board end.

CGC INC — Type C

9. Joint System — (Not shown). Paper tape embedded in joint compound over joints and covered with 2 layers of compound with edges feathered out. Wallboard screw heads covered with 2 layers of compound.

Copyright © 2008 Underwriters' Laboratories of Canada®

The appearance of a company's name or product in this database does not in itself assure that products so identified have been manufactured under ULC's Follow-Up Service. Only those products bearing the ULC Mark should be considered to be Listed and covered under ULC's Follow-Up Service. Always look for the Mark on the product.

ULC permits the reproduction of the material contained in the Online Certification Directory subject to the following conditions: 1. The Guide Information, Designs and/or Listings (files) must be presented in their entirety and in a non-misleading manner, without any manipulation of the data (or drawings). 2. The statement "Reprinted from the Online Certifications Directory with permission from Underwriters' Laboratories of Canada" must appear adjacent to the extracted material. In addition, the reprinted material must include a copyright notice in the following format: "Copyright © 2008 Underwriters' Laboratories of Canada®"

Last Updated on 2007-02-28

Questions? Notice of Disclaimer Page Top

Fire Resistance Ratings

See General Information for Fire Resistance Ratings

Design No. M511

March 07, 2005

Unrestrained Assembly Rating - 45 min, 1 h (See Item 8 Table)

1. Finish Flooring — Nom. 15.9 mm or 19 mm thick (See Item 8. Table) T & G wood structural panels, min grade "underlayment" or "single floor" (See Item 8 Table). Face grain of panels or strength axis of panel to be perpendicular to joists with joints staggered. Panels secured to joists with No. 10 by 32 mm long screws spaced 152 mm OC along joints and 305 mm OC in the field. If sub flooring (Item 2.) is used, joints in the sub flooring to be offset a min of 406 mm from joints in the finish flooring.

2. Sub-flooring (optional) — Nom 15.9 mm or 19 mm (See Item 8. Table) thick plywood, min grade "C-D" or "Sheathing" (See Item 8 Table). Face grain of plywood or strength axis of panel to be perpendicular to joists with joints staggered. Panels secured to joists with No. 10 by 32 mm long screws spaced 152 mm OC along joints and 305 OC in the field.

3. Steel Joist — Non-Composite Design — Spaced 406 mm OC or 610 mm OC (See Item 8 Table). Channel-shaped, min 203 mm deep with min 41 mm flanges and min 14 mm stiffening flanges. Fabricated from nominal base metal thickness of min 1.15 mm galv steel. Min yield strength of steel is 230 MPa.

BXUVC.M511 Fire Resistance Ratings

Page Bottom

4. Blocking — Channel-shaped 152 mm deep with min 41 mm flanges and 14 mm stiffening flanges. Fabricated from nominal base metal thickness of 1.15 mm galv steel. Min yield strength of steel is 230 MPa. Spaced at max 1930 mm OC along the span of the steel joist. Blocking to be placed between steel joist at max 3048 mm OC. A 38 by 38 by 140 mm long angle clip shall be used to connect web of Steel Joist Blocking with 19 mm long No. 8 self-tapping screws. A min of six screws used with each angle clip.

5. Bridging — Flat steel strap 52 mm wide fabricated from nominal base metal thickness of 1.444 mm galv steel located max 1930 mm OC perpendicular to the joists. The flat strap is connected to the bottom flange of the Steel Joist (Item 3) with a min of one No. 8 self-tapping screw.

6. Connecting Clip Section — Channel-shaped 90 mm deep with min 41 mm flanges and 14 mm stiffening flanges fabricated from nominal base metal thickness of 1.15 mm galv steel. Clip Section used to fasten Steel Joists to joist headers. The Clip Section is connected using a min of six No. 8 by 19 mm long self-tapping screws at each connection.

7. Resilient Channels — (See Item 8 Table) — Formed of nominal base metal thickness of 0.481 mm galv steel, 64 mm. wide by 12.7 mm deep, spaced 406 mm OC, connected perpendicular to steel joist. Channels secured to bottom flange of each steel joist with Type S8 by 19 mm long screws.

· 8. Gypsum Wallboard — (CCN: CKNXC). One or two layers of nominal 12.7 mm or 15.9 mm thick by

1220 mm wide boards (See Item 8 Table).

8a. One Layer. Sheets installed with long dimension perpendicular to resilient channel. Sheets attached to the resilient channel with 32 mm long Type S bugle-head screws spaced 305 mm OC along butted end-joints and in the field. Butted end-joints staggered min 1220 mm in adjacent rows. Screws located min 38 mm from both side-joints and end-joints. Butt end-joints to be located between two resilient channels (Item 7) and each end supported by an additional resilient channel min 1676 mm long. Additional resilient channels attached to the steel joist as specified in Item 7.

8b. Two Layers. Sheets installed with long dimension perpendicular to steel joist. Base layer attached to the steel joist using 32 mm long Type S bugle-head screws spaced 305 mm OC along butted end-joints and in the field. Base layer butted end-joints staggered min 1220 mm in adjacent rows. Screws in base layer located min 10 mm from end-joints and 38 mm from side joints. Face layer secured to steel joist with 38 mm long Type S bugle-head steel screws spaced 305 mm OC at the side-joints and in the field. Face layer side-joints offset min 610 mm from base layer side-joints. Face layer end-joints to be offset 914 mm from base layer end-joints. Face layer end-joints to occur in the middle of two adjacent steel joist. Type G 38 mm long screws spaced min 305 mm OC used to attach face layer end-joints to the base layer, screw located min 38 mm from end-joint.

Joints treated as described in Item 10.

CGC INC

9. Batts and Blankets — (not shown) (See Item 8 Table) - Mineral wool with a density of 32.2 kg/m3 or glass fibre insulation with density 10.2 kg/m3. Insulation 90 mm thick bearing the ULC Listing Mark for Surface Burning Characteristics, having a flame spread value of 25 or less and a smoke value of 50 or less. Insulation fitted in the concealed space, draped over the resilient channel/gypsum wallboard ceiling membrane cut to fit tightly between webs of the joists.

10. Joint System — (not shown) — Paper tape embedded in joint compound over joints and covered with

Rating Joist Spacing

Flooring Insulation Resilient Channel

Gypsum Wall board

45 Min 406 mm OC

15.9 mm thick 1 layer Sub-Floor and 1 layer 15.9 mm thick Finish Floor

Mineral Wool Batt

610 mm OC 15.9 mm thick 1 layer

610 mm OC

19 mm thick1 layer Sub-Floor Glass fibre Batt

406 mm OC 12.7 mm thick 2 layers

610 mm OC

19 mm thick 1 layer Sub-Floor (None) (None) 12.7 mm thick 2 layers

1 Hour 406 mm OC

15.9 mm thick1 layer Sub-Floor (None) (None) 12.7 mm2 layers

additional compound. Exposed screw heads covered with compound. Edges of compound feathered out.

Copyright © 2008 Underwriters' Laboratories of Canada®

The appearance of a company's name or product in this database does not in itself assure that products so identified have been manufactured under ULC's Follow-Up Service. Only those products bearing the ULC Mark should be considered to be Listed and covered under ULC's Follow-Up Service. Always look for the Mark on the product.

ULC permits the reproduction of the material contained in the Online Certification Directory subject to the following conditions: 1. The Guide Information, Designs and/or Listings (files) must be presented in their entirety and in a non-misleading manner, without any manipulation of the data (or drawings). 2. The statement "Reprinted from the Online Certifications Directory with permission from Underwriters' Laboratories of Canada" must appear adjacent to the extracted material. In addition, the reprinted material must include a copyright notice in the following format: "Copyright © 2008 Underwriters' Laboratories of Canada®"

Last Updated on 2005-03-07

Questions? Notice of Disclaimer Page Top

Fire Resistance Ratings

See General Information for Fire Resistance Ratings

Design No. W424

October 23, 2006

Assembly Rating - 1, 1-1/2 and 2 h (See Item 4)

Load Restriction - (See Item 2)

BXUVC.W424 Fire Resistance Ratings

Page Bottom

Bearing Wall

1. Floor and Ceiling Track — 93 mm deep (minimum) by 32 mm wide channel, 0.9 mm (minimum) thick galvanized steel, attached to steel, masonry or concrete with fasteners spaced 600 mm OC (maximum).

· 2. Structural Component — (Guide No. 40 U18.20C). 92 mm deep (minimum), 35 mm wide

(minimum), 0.9 mm (minimum) thick galvanized steel studs, spaced 600 mm OC (maximum) and attached to floor and ceiling track with 8-18 by 13 mm long sheet metal screws, one screw per flange, each side. As an alternative, the studs may be attached to the floor and ceiling track by welding. Studs may be erected on site or prefabricated as panels. All cut-outs in studs must be reinforced with clip angles (see description under Item 3). Cut-outs may only be made at factory.

Load Restriction — For assembly with 2 h rating constructed using two layers of 15.9 mm thick gypsum board (see Item 4), factored loading must be calculated so as to stress the steel studs to a maximum of 60% of the factored axial resistance calculated in accordance with the limit states unsheathed design approach outlined in the manufacturer's product literature "Lightweight Steel Framing Systems".

For assembly with 1-1/2 h rating, factored loading must be calculated so as to stress the steel studs to a maximum of 85% of the factored axial resistance calculated in accordance with the limit states unsheathed design approach outlined in the manufacturer's product literature "Lightweight Steel Framing Systems".

For all other assemblies, factored loading must be calculated so as to stress the steel studs to a maximum of 100% of the factored axial resistance calculated in accordance with the limit states unsheathed design approach outlined in the manufacturer's product literature "Lightweight Steel Framing Systems".

BAILEY METAL PRODUCTS LTD

3. Lateral Bracing — 8 mm deep (minimum), 12 mm wide (minimum), galvanized steel channel, spaced 1200 mm OC. Channel is passed through cut-out in steel stud and attached to 33 by 33 by 1.52 mm thick (minimum) clip angle with two #8-18 by 12 mm long sheet metal screws. The length of the clip angle is 12 mm less than the depth of the stud. Clip angles are attached to studs with one #8-18 by 12 mm long sheet metal screw on each side of the stud cut-out. Alternatively, the channel to clip angle and clip angle to stud connection may be welded.

· 4. Gypsum Wallboard — (Guide No 40 U18.23). 15.9 mm thick, 1200 mm wide, applied in one or two

layers on each side in accordance with the following:

Single layer or inner layer of double layer construction applied vertically and attached to studs and track with 32 mm long Type S drywall screws, spaced 300 mm OC along board edges and ends and in the field of the board. Joints located over studs and staggered on opposite sides of the assembly.

Outer layer of double layer construction applied vertically and attached to studs and track with 50 mm long Type S drywall screws, spaced 300 mm OC along board edges and ends and in the field of the board. Joints located over studs and staggered on opposite sides of the assembly.

12.7 mm thick, 1200 mm wide, applied in two or three layers on each side in accordance with the following:

Inner and second layer of board applied as described above only using 25 mm and 41 mm long screws, respectively.

Outer layer of triple layer construction applied horizontally or vertically and attached to studs and track with 50 mm long Type S drywall screws spaced 300 mm OC along board edges and ends and in the field of the board. Vertical joints located over studs, vertical and horizontal joints staggered from inner layer joints and on opposite sides of the assembly.

Outer layer joints filled with joint compound, covered with joint compound. Screwheads covered with two coats of joint compound.

CGC INC

Framing Details for Openings

(Refer to Numbering of W424 Design)

Doors (See Detail 1)

A. Maximum Opening Size — 2440 mm wide by 3050 mm high.

B. Frame — Any ULC labelled fire door frame with rating consistent with the rating for closures as described in the National Building Code of Canada. Frame shall be provided with steel stud anchors.

C. Door — Any ULC labelled swinging fire door with rating consistent with the rating for closures as described in the National Building Code of Canada

Framing Details

A. Jamb Studs — Toe-to-toe steel studs (see Item 2) screw attached to top and bottom track as described in Item 2. In welded construction, jamb studs are to be welded together with 25 mm long flare V-groove welds at 600 mm OC maximum.

B. Lateral Bracing — (Item 3) - Passes through cutout in outer jamb stud and is fastened to clip angle on outer and inner jamb stud as described in Item 3. In welded construction, connection of the lateral bracing to the inner jamb stud is not required.

Rating, h No. of Layers (each side)

1 1

2 2

Rating, h No. of Layers (each side)

1-1/2 2

2 3

C. Lintel — Formed of studs (Item 2) and track (Item 1) as shown in detail. One layer of 15.9 mm thick Gypsum Wallboard (Item 4) is laid into the door frame between the lintel and top of the frames. In welded construction, the clip angles illustrated in Detail 1, may be deleted and the lintel welded directly to the inner jamb stud.

Studs at top of opening to be spaced at 400 mm OC (maximum) and attached to top runner of lintel and ceiling track as described for stud attachment (Item 2).

Windows

A. Maximum Opening Size — 2440 mm wide by 3050 mm high.

B. Fire Window Frame — Any ULC labelled fire window frame with rating consistent with the rating for closures as described in the National Building Code of Canada.

Framing Details

Same as Detail 1 for door openings, only under window framing shall consist of ceiling track and steel studs at spacing not exceeding 600 mm OC.

Fire Dampers

A. Maximum Opening Size — 1250 mm wide by 1560 mm high.

B. Fire Damper — Any ULC labelled fire damper with rating consistent with the rating for closures as described in the National Building Code of Canada.

Framing Details

Same as detail required for windows, only 1 layer of 15.9 mm gypsum wallboard is required to be installed around entire opening with 32 mm long drywall screws spaced 300 mm OC to web of runners and studs.

Clearances and retaining angle requirements are as detailed in fire damper manufacturer's installation instructions.

Electrical Outlet Boxes

A. Type — Any single gang steel outlet box of size not exceeding 50 mm wide by 90 mm high. Cover plate must be steel.

B. Installation — One piece of 15.9 mm gypsum board 150 mm high by the depth of stud (Item 4) attached to web of outer jamb stud with two 32 mm drywall screws.

Outlet box attached to web of stud with two 25 mm long, No. 8 sheet metal screws through gypsum board piece. Maximum one outlet box per jamb stud.

Copyright © 2008 Underwriters' Laboratories of Canada®

The appearance of a company's name or product in this database does not in itself assure that products so identified have been manufactured under ULC's Follow-Up Service. Only those products bearing the ULC Mark should be considered to be Listed and covered under ULC's Follow-Up Service. Always look for the Mark on the product.

ULC permits the reproduction of the material contained in the Online Certification Directory subject to the following conditions: 1. The Guide Information, Designs and/or Listings (files) must be presented in their entirety and in a non-misleading manner, without any manipulation of the data (or drawings). 2. The statement "Reprinted from the Online Certifications Directory with permission from Underwriters' Laboratories of Canada" must appear adjacent to the extracted material. In addition, the reprinted material must include a copyright notice in the following format: "Copyright © 2008 Underwriters' Laboratories of Canada®"

Last Updated on 2006-10-23

Questions? Notice of Disclaimer Page Top

Fire Resistance Ratings

See General Information for Fire Resistance Ratings

Design No. W449

March 19, 2008

Bearing Wall Rating -1 or 2 h (See Item 4)

Load Restriction - (See Item 4)

1. Steel Floor and Ceiling Tracks — (Not Shown) - Top and bottom tracks of wall assemblies shall consist of steel members, 0.86 mm thick (minimum) galvanized steel (0.84 mm minimum bare metal thickness, 350T125-33 minimum track size). Attached to floor and ceiling assemblies with steel fasteners spaced not greater than 610 mm OC.

2. Steel Studs — Corrosion protected steel studs, 89 mm (minimum) wide by 41 mm (minimum) deep with 12.7 mm stiffeners, 0.86 mm (minimum) thick galvanized steel (0.84 mm minimum bare metal thickness, 350S162-33 minimum stud size), cold formed, shall be designed in accordance with the current edition of the North American Specification for the Design of Cold-Formed Steel Structural Members (CSA S136-01). The maximum stud spacing of wall assemblies shall not exceed 610 mm OC. Studs attached to floor and ceiling tracks with minimum four 12.7 mm long mininum No. 8 pan head screws, one through each face. Studs in adjacent rows may be in line or offset.

3. Bracing — (Not shown) - Option 1: A minimum 38 mm wide by minimum 0.84 mm steel strap, fastened to the interior side of the steel studs at the mid-height or at maximum 1525 mm vertical spacing with one minimum 12.7 mm long minimum No. 8 pan head screw at each stud. Solid bracing cut from steel runners

BXUVC.W449 Fire Resistance Ratings

Page Bottom

or studs placed between outer studs and at each end of the steel strap at mid-height. Solid bracing is screw-attached with one minimum 12.7 mm long minimum No. 8 pan head screw per flange or two minimum 12.7 mm long minimum No. 8 pan head screws per web. Option 2: A steel channel running from stud to stud at mid-height or at maximum 1525 mm vertical spacing, secured through the knockouts in the studs.

· 4. Gypsum Board — (Guide No. 40 U18.23) (CKNXC) When air space between adjacent rows of studs is

a minimum of 50 mm, 15.9 mm (minimum) thick gypsum wallboard 1220 mm wide bearing the ULC label as to Fire Resistance is applied vertically with joints centred over studs and staggered 610 mm OC on opposite sides of studs on each exterior side of the assembly. The thickness and number of layers and percent of design load for the 1 h and 2 h ratings are as follows:

CERTAINTEED GYPSUM INC

CERTAINTEED GYPSUM CANADA INC

CGC INC

G-P GYPSUM CORP, SUB OF

GEORGIA-PACIFIC CORP

· 4A. Gypsum Board — (Guide No. 40 U18.23) (CKNXC) As an alternate to Item 4, when air space

between adjacent rows of studs is a minimum of 25 mm, 15.9 mm (minimum) thick gypsum wallboard 1220 mm wide bearing the ULC label as to Fire Resistance is applied vertically with joints centred over studs and staggered 610 mm OC on opposite sides of studs on each exterior side of the assembly. The thickness and number of layers and percent of design load for the 1 h and 2 h ratings are as follows:

CGC INC — Types Sheetrock Firecode, Sheetrock Firecode AR, Sheetrock Firecode WR, Grand Prix Firecode, Grand Prix Firecode AR, Gyplap Firecode, Gyplap TC Firecode, Sheetrock Humitek, Baxboard Firecode, Sheetrock SW Firecode, Sheetrock Firecode C, Firecode C WR, SW Firecode C, SW Firecode C WR or Grand Prix Firecode C

5. Fasteners — (Not Shown) - Screws used to attach wallboard to studs: self-tapping bugle head Type S, spaced 305 mm OC along the perimeter and in the field. First layer of wallboard fastened with 32 mm long No. 6 screws. Second layer of wallboard fastened with 41 mm long No. 6 screws.

· 6. Batts and Blankets — BZLZC (40 U18.2) and BKNVC (40 U8.3) — Placed in stud cavities, any glass

fibre or mineral fibre insulation bearing the ULC Listing Mark as to Surface Burning Characteristics and/or Fire Resistance, having a minimum density of 8.0 kg/m3.

See Batts and Blankets (BZLZC and/or BKNVC) categories for names of Listed Companies.

Rating

Wallboard Protection Exterior Sides of Wall -

No. of Layers & Thickness of Board In Each Layer

Percent of Design Load

1 h 1 layer, 15.9 mm thick 80

2 h 2 layers, 15.9 mm thick 100

Rating

Wallboard Protection Exterior Sides of Wall -

No. of Layers & Thickness of Board In Each Layer

Percent of Design Load

1 h 1 layer, 15.9 mm thick 80

2 h 2 layers, 15.9 mm thick 100

OR

· 6a. Batts and Blankets — BZLZC (40 U18.2) and BKNVC (40 U8.3) — Placed in stud cavities, glass

fibre insulation bearing the ULC Listing Mark as to Surface Burning Characteristics and/or Fire Resistance, having a minimum density of 8.0 kg/m3.

OWENS CORNING

7. Joint Tape and Compound — (Not Shown) - Vinyl or casein, dry or premixed joint compound applied in two coats to joints and screw heads of outer layer. Paper tape, 50 mm wide, embedded in first layer of compound over all joints of outer layer.

Copyright © 2008 Underwriters' Laboratories of Canada®

The appearance of a company's name or product in this database does not in itself assure that products so identified have been manufactured under ULC's Follow-Up Service. Only those products bearing the ULC Mark should be considered to be Listed and covered under ULC's Follow-Up Service. Always look for the Mark on the product.

ULC permits the reproduction of the material contained in the Online Certification Directory subject to the following conditions: 1. The Guide Information, Designs and/or Listings (files) must be presented in their entirety and in a non-misleading manner, without any manipulation of the data (or drawings). 2. The statement "Reprinted from the Online Certifications Directory with permission from Underwriters' Laboratories of Canada" must appear adjacent to the extracted material. In addition, the reprinted material must include a copyright notice in the following format: "Copyright © 2008 Underwriters' Laboratories of Canada®"

Last Updated on 2008-03-19

Questions? Notice of Disclaimer Page Top

-

SECTION 13

www.genesismanazil.com

CODE&

STANDARDS

Codes & Standards

Cold formed steel framing is fully specified in a wide range of building codes.

A Applicable Building Codes

• UBC 1997, Uniform Building Code

• IBC 2009, International Building Code (Adopted by Abu Dhabi Municipality starting Jan 1, 2010)

• NBC 2005, National Building Code

• BS, British Standards

• Eurocode

B Design Standards

• CSA S136-07, AISI S100, North American Specification for the Design of Cold Formed Steel

Structural Members

• BS 5950 – 5, Structural use of steel work in building, Structural use of Cold Formed Steel

Members

C Manufacturing Standards

• ASTM C645, Standard Specification for Nonstructural Steel Framing Members

• ASTM C955, Standard Specification for Load-Bearing (Transverse and Axial) Steel Studs, Runners

(Tracks), and Bracing or Bridging

D Material Standards

• ASTM A653 / A653M - 09a Standard Specification for Steel Sheet, Zinc-Coated (Galvanized) or

Zinc-Iron Alloy-Coated (Galvannealed) by the Hot-Dip Process

Or

• ASTM A792 / A792M - 09a Standard Specification for Steel Sheet, 55 % Aluminum-Zinc Alloy-

Coated by the Hot-Dip Process

GENESIS SYSTEM HAS BEEN CERTIFIED BY INTERNATIONAL CODE COUNSIL (ICC) WITH

PRODUCT NUMBER = ESR - 2849

Designation: A 653/A 653M – 06a

Standard Specification forSteel Sheet, Zinc-Coated (Galvanized) or Zinc-Iron Alloy-Coated (Galvannealed) by the Hot-Dip Process1

This standard is issued under the fixed designation A 653/A 653M; the number immediately following the designation indicates the yearof original adoption or, in the case of revision, the year of last revision. A number in parentheses indicates the year of last reapproval.A superscript epsilon (e) indicates an editorial change since the last revision or reapproval.

1. Scope*

1.1 This specification covers steel sheet, zinc-coated (gal-vanized) or zinc-iron alloy-coated (galvannealed) by the hot-dip process in coils and cut lengths.

1.2 The product is produced in various zinc or zinc-ironalloy-coating weights [masses] or coating designations asshown in Table 1.

1.3 Product furnished under this specification shall conformto the applicable requirements of the latest issue of Specifica-tion A 924/A 924M, unless otherwise provided herein.

1.4 The product is available in a number of designations,grades and classes in four general categories that are designedto be compatible with different application requirements.

1.4.1 Steels with mandatory chemical requirements andtypical mechanical properties.

1.4.2 Steels with mandatory chemical requirements andmandatory mechanical properties.

1.4.3 Steels with mandatory chemical requirements andmandatory mechanical properties that are achieved throughsolid-solution or bake hardening.

1.5 This specification is applicable to orders in eitherinch-pound units (as A 653) or SI units (as A 653M). Values ininch-pound and SI units are not necessarily equivalent. Withinthe text, SI units are shown in brackets. Each system shall beused independently of the other.

1.6 Unless the order specifies the “M” designation (SIunits), the product shall be furnished to inch-pound units.

1.7 The text of this specification references notes andfootnotes that provide explanatory material. These notes andfootnotes, excluding those in tables and figures, shall not beconsidered as requirements of this specification.

1.8 This standard does not purport to address all of thesafety concerns, if any, associated with its use. It is theresponsibility of the user of this standard to establish appro-

priate safety and health practices and determine the applica-bility of regulatory limitations prior to use.

2. Referenced Documents

2.1 ASTM Standards: 2

A 90/A 90M Test Method for Weight [Mass] of Coating onIron and Steel Articles with Zinc or Zinc-Alloy Coatings

A 370 Test Methods and Definitions for Mechanical Testingof Steel Products

A 568/A 568M Specification for Steel, Sheet, Carbon,Structural, and High-Strength, Low-Alloy, Hot-Rolled andCold-Rolled, General Requirements for

A 902 Terminology Relating to Metallic Coated Steel Prod-ucts

A 924/A 924M Specification for General Requirements forSteel Sheet, Metallic-Coated by the Hot-Dip Process

D 2092 Guide for Preparation of Zinc-Coated (Galvanized)Steel Surfaces for Painting

E 517 Test Method for Plastic Strain Ratio r for Sheet MetalE 646 Test Method for Tensile Strain-Hardening Exponents

(n -Values) of Metallic Sheet Materials2.2 ISO Standard:ISO 3575 Continuous Hot-Dip Zinc-Coated Carbon Steel of

Commercial and Drawing Qualities3

ISO 4998 Continuous Hot-Dip Zinc-Coated Carbon Steel ofStructural Quality3

3. Terminology

3.1 Definitions—See Terminology A 902 for definitions ofgeneral terminology relating to metallic-coated hot-dip prod-ucts.

3.2 Definitions of Terms Specific to This Standard:3.2.1 bake hardenable steel, n—steel sheet in which a

significant increase in yield strength is realized when moderate

heat treatment, such as that used for paint baking, followsstraining or cold working.

3.2.2 differentially coated, n—galvanized steel sheet havinga specified “coating designation” on one surface and a signifi-cantly lighter specified “coating designation” on the othersurface.

3.2.2.1 Discussion—The single side relationship of eitherspecified “coating designation” is the same as shown in thenote of Table 1 regarding uniformity of coating.

3.2.3 high strength low alloy steel, n—a specific group ofsheet steels whose strength is achieved through the use ofmicroalloying elements such as columbium (niobium), vana-dium, titanium, and molybdenum resulting in improved form-

ability and weldability than is obtained from conventionalcarbon-manganese steels.

3.2.3.1 Discussion—Producers use one or a combination ofmicroalloying elements to achieve the desired properties. Theproduct is available in two designations, HSLAS andHSLAS-F. Both products are strengthened with microalloys,but HSLAS-F is further treated to achieve inclusion control.

3.2.4 minimized spangle, n—the finish produced on hot-dipzinc-coated steel sheet in which the grain pattern is visible tothe unaided eye, and is typically smaller and less distinct thanthe pattern visible on regular spangle.

3.2.4.1 Discussion—This finish is produced by one of twomethods: either (1) the zinc crystal growth has been started but

TABLE 1 Weight [Mass] of Coating RequirementsA,B,C

NOTE 1— Use the information provided in 8.1.2 to obtain the approximate coating thickness from the coating weight [mass].

Minimum RequirementD

Triple-Spot Test Single-Spot Test

Inch-Pound Units

Type Coating Designation Total Both Sides, oz/ft2 One Side Total Both Sides, oz/ft2

Zinc G360 3.60 1.28 3.20G300 3.00 1.04 2.60G235 2.35 0.80 2.00G210 2.10 0.72 1.80G185 1.85 0.64 1.60G165 1.65 0.56 1.40G140 1.40 0.48 1.20G115 1.15 0.40 1.00G100 1.00 0.36 0.90G90 0.90 0.32 0.80G60 0.60 0.20 0.50G40 0.40 0.12 0.30G30 0.30 0.10 0.25G01 no minimum no minimum no minimum

Zinc-iron alloy A60 0.60 0.20 0.50A40 0.40 0.12 0.30A25 0.25 0.08 0.20A01 no minimum no minimum no minimum

SI Units

Type Coating Designation Total Both Sides, g/m2 One Side Total Both Sides, g/m2

Zinc Z1100 1100 390 975Z900 900 316 790Z700 700 238 595Z600 600 204 510Z550 550 190 475Z500 500 170 425Z450 450 154 385Z350 350 120 300Z305 305 110 275Z275 275 94 235Z180 180 60 150Z120 120 36 90Z90 90 30 75

Z001 no minimum no minimum no minimumZinc-iron alloy ZF180 180 60 150

ZF120 120 36 90ZF75 75 24 60ZF001 no minimum no minimum no minimum

AThe coating designation number is the term by which this product is specified. Because of the many variables and changing conditions that are characteristic ofcontinuous hot-dip coating lines, the zinc or zinc-iron alloy coating is not always evenly divided between the two surfaces of a coated sheet; nor is it always evenlydistributed from edge to edge. However, the minimum triple-spot average coating weight (mass) on any one side shall not be less than 40 % of the single-spot requirement.

BAs it is an established fact that the atmospheric corrosion resistance of zinc or zinc-iron alloy-coated sheet products is a direct function of coating thickness (weight(mass)), the selection of thinner (lighter) coating designations will result in almost linearly reduced corrosion performance of the coating. For example, heavier galvanizedcoatings perform adequately in bold atmospheric exposure whereas the lighter coatings are often further coated with paint or a similar barrier coating for increasedcorrosion resistance. Because of this relationship, products carrying the statement “meets ASTM A 653/A 653M requirements” should also specify the particular coatingdesignation.

CInternational Standard, ISO 3575, continuous hot-dip zinc-coated carbon steel sheet contains Z100 and Z200 designations and does not specify a ZF75 coating.DNo minimum means that there are no established minimum requirements for triple- and single-spot tests.

A 653/A 653M – 06a

arrested by special production practices during solidification ofthe zinc, or (2) the zinc crystal growth is inhibited by acombination of coating-bath chemistry plus cooling duringsolidification of the zinc. Minimized spangle is normallyproduced in coating designations G90 [Z275] and lighter.

3.2.5 regular spangle, n—the finish produced on hot-dipzinc-coated steel sheet in which there is a visible multifacetedzinc crystal structure.

3.2.5.1 Discussion—Solidification of the zinc coating istypically uncontrolled, which produces the variable grain sizeassociated with this finish.

3.2.6 spangle-free, n—the uniform finish produced on hot-dip zinc-coated steel sheet in which the visual spangle pattern,especially the surface irregularities created by spangle forma-tion, is not visible to the unaided eye.

3.2.6.1 Discussion—This finish is produced when the zinccrystal growth is inhibited by a combination of coating-bathchemistry, or cooling, or both during solidification of the zinc.

3.2.7 solid-solution hardened steel or solution hardenedsteel, n—steel sheet strengthened through additions of substi-tutional alloying elements such as Mn, P, or Si.

3.2.7.1 Discussion—Substitutional alloying elements suchas Mn, P, and Si can occupy the same sites as iron atoms withinthe crystalline structure of steels. Strengthening arises as aresult of the mismatch between the atomic sizes of theseelements and that of iron.

3.2.8 zinc-iron alloy, n—a dull grey coating with no spanglepattern that is produced on hot-dip zinc-coated steel sheet.

3.2.8.1 Discussion—Zinc-iron alloy coating is composedentirely of inter-metallic alloys. It is typically produced bysubjecting the hot-dip zinc-coated steel sheet to a thermaltreatment after it emerges from the molten zinc bath. This typeof coating is suitable for immediate painting without furthertreatment except normal cleaning (refer to Guide D 2092). Thelack of ductility of the alloy coating presents a potential forpowdering, etc.

4. Classification

4.1 The material is available in several designations asfollows:

4.1.1 Commercial steel (CS Types A, B, and C),4.1.2 Forming steel (FS Types A and B),4.1.3 Deep drawing steel (DDS Types A and C),4.1.4 Extra deep drawing steel (EDDS),4.1.5 Structural steel (SS),4.1.6 High strength low alloy steel (HSLAS),4.1.7 High strength low alloy steel with improved formabil-

ity (HSLAS-F),4.1.8 Solution hardened steel (SHS), and4.1.9 Bake hardenable steel (BHS).4.2 Structural steel, high strength low alloy steel, solution

hardened steel, and bake hardenable steel are available inseveral grades based on mechanical properties. Structural SteelGrade 50 [340] is available in four classes based on tensilestrength. Structural Steel Grade 80 [550] is available in twoclasses, based on chemistry.

4.3 The material is available as either zinc-coated or zinc-iron alloy-coated in several coating weights [masses] orcoating designations as shown in Table 1, and

4.3.1 The material is available with the same or differentcoating designations on each surface.

5. Ordering Information

5.1 Zinc-coated or zinc-iron alloy-coated sheet in coils andcut lengths is produced to thickness requirements expressed to0.001 in. [0.01 mm]. The thickness of the sheet includes boththe base metal and the coating.

5.2 Orders for product to this specification shall include thefollowing information, as necessary, to adequately describe thedesired product:

5.2.1 Name of product (steel sheet, zinc-coated (galvanized)or zinc-iron alloy-coated (galvannealed)),

5.2.2 Designation of sheet [CS (Types A, B, and C), FS(Types A and B), DDS (Types A and C), EDDS, SS, HSLAS,HSLAS-F, SHS, or BHS].

5.2.2.1 When a CS type is not specified, CS Type B will befurnished. When a FS type is not specified, FS Type B will befurnished. When a DDS type is not specified, DDS Type A willbe furnished.

5.2.3 When a SS, HSLAS, HSLAS-F, SHS, or BHS desig-nation is specified, state the grade, or class, or combinationthereof.

5.2.4 ASTM designation number and year of issue, as A 653for inch-pound units or A 653M for SI units.

5.2.5 Coating designation,5.2.6 Chemically treated or not chemically treated,5.2.7 Oiled or not oiled,5.2.8 Minimized spangle (if required),5.2.9 Extra smooth (if required),5.2.10 Phosphatized (if required),5.2.11 Dimensions (show thickness, minimum or nominal,

width, flatness requirements, and length, if cut lengths). Thepurchaser shall specify the appropriate table of thicknesstolerances in Specification A 924/A 924M that applies to theorder, that is, the table of thickness tolerances for 3⁄8-in.[10-mm] edge distance, or the table of thickness tolerances for1-in. [25-mm] edge distance.

5.2.12 Coil size requirements (specify maximum outsidediameter (OD), acceptable inside diameter (ID), and maximumweight [mass]),

5.2.13 Packaging,5.2.14 Certification, if required, heat analysis and mechani-

cal property report,5.2.15 Application (part identification and description), and5.2.16 Special requirements (if any).5.2.16.1 If required, the product may be ordered to a

specified base metal thickness (see Supplementary Require-ment S1.)

NOTE 1—Typical ordering descriptions are as follows: steel sheet,zinc-coated, commercial steel Type A, ASTM A 653, Coating DesignationG 115, chemically treated, oiled, minimum 0.040 by 34 by 117 in., forstock tanks, or steel sheet, zinc-coated, high strength low alloy steel Grade340, ASTM A 653M, Coating Designation Z275, minimized spangle, notchemically treated, oiled, minimum 1.00 by 920 mm by coil, 1520-mmmaximum OD, 600-mm ID, 10 000-kg maximum, for tractor inner fender.

A 653/A 653M – 06a

NOTE 2—The purchaser should be aware that there are variations inmanufacturing practices among the producers and therefore is advised toestablish the producer’s standard (or default) procedures for thicknesstolerances.

6. Chemical Composition

6.1 Base Metal:6.1.1 The heat analysis of the base metal shall conform to

the requirements shown in Table 2 for CS (Types A, B, and C),FS (Types A and B), DDS (Types A and C), and EDDS, andTable 3 for SS, HSLAS, HSLAS-F, SHS, and BHS.

6.1.2 Each of the elements listed in Tables 2 and 3 shall beincluded in the report of heat analysis. When the amount ofcopper, nickel, chromium, or molybdenum is less than 0.02 %,report the analysis as either <0.02 % or the actual determinedvalue. When the amount of vanadium, titanium, or columbiumis less than 0.008 %, report the analysis as either <0.008 % orthe actual determined value. When the amount of boron is lessthan 0.0005 %, report as <0.0005 % or the actual determinedvalue.

6.1.3 See Specification A 924/A 924M for chemical analy-sis procedures and product analysis tolerances.

6.2 Zinc Bath Analysis—The bath metal used in continuoushot-dip galvanizing shall contain not less than 99 % zinc.

NOTE 3—To control alloy formation and promote adhesion of the zinccoating with the steel base metal, the molten coating metal compositionnormally contains a percentage of aluminum usually in the range from0.05 to 0.25. This aluminum is purposely supplied to the molten coatingbath, either as a specified ingredient in the zinc spelter or by the additionof a master alloy containing aluminum.

7. Mechanical Properties

7.1 Structural steel, high-strength low-alloy steel, highstrength low alloy steel with improved formability, solutionhardened steel, and bake hardenable steel shall conform to themechanical property requirements in Table 4 for the grade, orclass, or both.

7.1.1 Bake hardenable steel shall conform to bake harden-ing index requirements included in Table 4 for the gradespecified. The method for measuring the bake hardening indexis described in the Annex. Bake hardenable steel shall exhibita minimum increase in yield strength of 4 ksi [25 MPa] asbased on the upper yield point or of 3 ksi [20 MPa] as based onthe lower yield stress, after a prestrained specimen has beenexposed to a standard bake cycle (340°F [170°C] for 20minutes).

TABLE 2 Chemical RequirementsA

Composition, %—Heat Analysis Element, max (unless otherwise shown)

Designation Carbon Manganese Phosphorus Sulfur Aluminum,min

Cu Ni Cr Mo V Cb TiB N B

CS Type AC,D,E 0.10 0.60 0.030 0.035 . . . 0.25 0.20 0.15 0.06 0.008 0.008 0.025 . . . . . .CS Type BF,C 0.02 to

0.150.60 0.030 0.035 . . . 0.25 0.20 0.15 0.06 0.008 0.008 0.025 . . . . . .

CS Type CC,D,E 0.08 0.60 0.100 0.035 . . . 0.25 0.20 0.15 0.06 0.008 0.008 0.025 . . . . . .FS Type AC,G 0.10 0.50 0.020 0.035 . . . 0.25 0.20 0.15 0.06 0.008 0.008 0.025 . . . . . .FS Type BF,C 0.02 to

0.100.50 0.020 0.030 . . . 0.25 0.20 0.15 0.06 0.008 0.008 0.025 . . . . . .

DDS Type AD,E 0.06 0.50 0.020 0.025 0.01 0.25 0.20 0.15 0.06 0.008 0.008 0.025 . . . . . .DDS Type CH 0.02 0.50 0.020 to

0.1000.025 0.01 0.25 0.20 0.15 0.06 0.10 0.10 0.15 . . . . . .

EDDSH 0.02 0.40 0.020 0.020 0.01 0.25 0.20 0.15 0.06 0.10 0.10 0.15 . . . . . .

AWhere an ellipsis (. . .) appears in this table, there is no requirement, but the analysis shall be reported.BFor steels containing more than 0.02 % carbon, titanium is permitted at the producer’s option, to the lesser of 3.4N + 1.5S or 0.025 % for the purpose of stabilization.CWhen a deoxidized steel is required for the application, the purchaser has the option to order CS and FS to a minimum of 0.01 % total aluminum.DSteel is permitted to be furnished as a vacuum degassed or chemically stabilized steel, or both, at the producer’s option.EFor carbon levels less than or equal to 0.02 %, vanadium, columbium, or titanium, or combinations thereof are permitted to be used as stabilizing elements at the

producer’s option. In such cases, the applicable limit for vanadium and columbium shall be 0.10 % max and the limit for titanium shall be 0.15 % max.FFor CS and FS, specify Type B to avoid carbon levels below 0.02 %.GShall not be furnished as a stabilized steel.HShall be furnished as a stabilized steel.

TABLE 3 Chemical RequirementsA

Designation

Composition, %—Heat Analysis Element, max(unless otherwise shown)

Carbon Manganese Phosphorus Sulfur Si Al, min Cu Ni Cr Mo VB CbB TiB,C,D N

SS33 [230] 0.20 1.35 0.04 0.04 0.25 0.20 0.15 0.06 0.008 0.008 0.025 . . .37 [255] 0.20 1.35 0.10 0.04 0.25 0.20 0.15 0.06 0.008 0.008 0.025 . . .40 [275] 0.25 1.35 0.10 0.04 0.25 0.20 0.15 0.06 0.008 0.008 0.025 . . .50 [340] Class 1, 2, and 4 0.25 1.35 0.20 0.04 0.25 0.20 0.15 0.06 0.008 0.008 0.025 . . .50 [340] Class 3 0.25 1.35 0.04 0.04 0.25 0.20 0.15 0.06 0.008 0.008 0.025 . . .55 [380] 0.25 1.35 0.04 0.04 0.25 0.20 0.15 0.06 0.008 0.008 0.025 . . .80 [550] Class 1 0.20 1.35 0.04 0.04 0.25 0.20 0.15 0.06 0.008 0.015 0.025 . . .80 [550] Class 2E 0.02 1.35 0.05 0.02 0.25 0.20 0.15 0.06 0.10 0.10 0.15 . . .

A 653/A 653M – 06a

TABLE 3 Continued

Designation

Composition, %—Heat Analysis Element, max(unless otherwise shown)

Carbon Manganese Phosphorus Sulfur Si Al, min Cu Ni Cr Mo VB CbB TiB,C,D N

HSLASF

40 [275] 0.20 1.20 . . . 0.035 . . . 0.20 0.15 0.16 0.01 min 0.005min

0.01min

. . .

50 [340] 0.20 1.20 . . . 0.035 0.20 0.20 0.15 0.16 0.01 min 0.005min

0.01min

. . .

55 [380] Class 1 0.25 1.35 . . . 0.035 0.20 0.20 0.15 0.16 0.01 min 0.005min

0.01min

. . .

55 [380] Class 2 0.15 1.20 . . . 0.035 0.20 0.20 0.15 0.16 0.01 min 0.005min

0.01min

. . .

60 [410] 0.20 1.35 . . . 0.035 0.20 0.20 0.15 0.16 0.01 min 0.005min

0.01min

. . .

70 [480] 0.20 1.65 . . . 0.035 0.20 0.20 0.15 0.16 0.01 min 0.005min

0.01min

. . .

80 [550] 0.20 1.65 . . . 0.035 0.20 0.20 0.15 0.16 0.01 min 0.005min

0.01min

. . .

HSLAS-FF,G

40 [275] 0.15 1.20 . . . 0.035 . . . 0.20 0.15 0.16 0.01 min 0.005min

0.01min

. . .

50 [340] 0.15 1.20 . . . 0.035 0.20 0.20 0.15 0.16 0.01 min 0.005min

0.01min

. . .

55 [380] Class 1 0.20 1.35 . . . 0.035 0.20 0.20 0.15 0.16 0.01 min 0.005min

0.01min

. . .

55 [380] Class 2 0.15 1.20 . . . 0.035 0.20 0.20 0.15 0.16 0.01 min 0.005min

0.01min

. . .

60 [410] 0.15 1.20 . . . 0.035 0.20 0.20 0.15 0.16 0.01 min 0.005min

0.01min

. . .

70 [480] 0.15 1.65 . . . 0.035 0.20 0.20 0.15 0.16 0.01 min 0.005min

0.01min

. . .

80 [550] 0.15 1.65 . . . 0.035 0.20 0.20 0.15 0.16 0.01 min 0.005min

0.01min

. . .

SHSD 0.12 1.50 0.12 0.030 . . . . . . 0.20 0.20 0.15 0.06 0.008 0.008 0.025 . . .BHSD 0.12 1.50 0.12 0.030 . . . . . . 0.20 0.20 0.15 0.06 0.008 0.008 0.025 . . .

AWhere an ellipsis (. . .) appears in this table there is no requirement, but the analysis shall be reported.BFor carbon levels less than or equal to 0.02 %, vanadium, columbium, or titanium, or combinations thereof, are permitted to be used as stabilizing elements at the

producer’s option. In such cases, the applicable limit for vanadium and columbium shall be 0.10% max., and the limit for titanium shall be 0.15 % max.CTitanium is permitted for SS steels at the producer’s option, to the lesser of 3.4N +1.5S or 0.025 % for the purpose of stabilization.DFor steels containing more than 0.02 % carbon, titanium is permitted to the lesser of 3.4N + 1.5S or 0.025 %.EShall be furnished as a stabilized steel.FHSLAS and HSLAS-F steels commonly contain the strengthening elements columbium, vanadium, and titanium added singly or in combination. The minimum

requirements only apply to the microalloy elements selected for strengthening of the steel.GHSLAS-F steel shall be treated to achieve inclusion control.

TABLE 4 Mechanical Requirements, Base Metal (Longitudinal)

Inch-Pound Units

Designation GradeYield

Strength,min, ksi

TensileStrength,min, ksiA

Elongation in2 in., min,

%A

Bake Hardening Index, min, ksiUpper Yield/Lower YieldA

SS 33 33 45 20 . . .37 37 52 18 . . .40 40 55 16 . . .

50 Class 1 50 65 12 . . .50 Class 2 50 . . . 12 . . .50 Class 3 50 70 12 . . .50 Class 4 50 60 12 . . .

55 55 70 11 . . .80 Class 1B 80C 82 . . . . . .80 Class 2B,D 80C 82 . . . . . .

HSLAS 40 40 50E 22 . . .50 50 60E 20 . . .

55 Class 1 55 70E 16 . . .55 Class 2 55 65E 18 . . .

60 60 70E 16 . . .70 70 80E 12 . . .80 80 90E 10 . . .

HSLAS-F 40 40 50E 24 . . .50 50 60E 22 . . .

55 Class 1 55 70E 18 . . .55 Class 2 55 65E 20 . . .

A 653/A 653M – 06a

TABLE 4 Continued

Inch-Pound Units

Designation GradeYield

Strength,min, ksi

TensileStrength,min, ksiA

Elongation in2 in., min,

%A

Bake Hardening Index, min, ksiUpper Yield/Lower YieldA

60 60 70E 18 . . .70 70 80E 14 . . .80 80 90E 12 . . .

SHS 26 26 43 32 . . .31 31 46 30 . . .35 35 50 26 . . .41 41 53 24 . . .44 44 57 22 . . .

BHS 26 26 43 30 4 / 331 31 46 28 4 / 335 35 50 24 4 / 341 41 53 22 4 / 344 44 57 20 4 / 3

SI Units

Designation GradeYield

Strength,min, MPa

TensileStrength,

min, MPaA

Elongationin 50 mm,min, %A

Bake Hardening Index, min, MPaUpper Yield/Lower YieldA

SS 230 230 310 20 . . .255 255 360 18 . . .275 275 380 16 . . .

340 Class 1 340 450 12 . . .340 Class 2 340 . . . 12 . . .340 Class 3 340 480 12 . . .340 Class 4 340 410 12 . . .

380 380 480 11 . . .550 Class 1B 550C 570 . . . . . .550 Class 2B,D 550C 570 . . . . . .

HSLAS 275 275 340E 22 . . .340 340 410E 20 . . .

380 Class 1 380 480E 16 . . .380 Class 2 380 450E 18 . . .

410 410 480E 16 . . .480 480 550E 12 . . .550 550 620E 10 . . .

HSLAS-F 275 275 340E 24 . . .340 340 410E 22 . . .

380 Class 1 380 480E 18 . . .380 Class 2 380 450E 20 . . .

410 410 480E 18 . . .480 480 550E 14 . . .550 550 620E 12 . . .

SHS 180 180 300 32 . . .210 210 320 30 . . .240 240 340 26 . . .280 280 370 24 . . .300 300 390 22 . . .

BHS 180 180 300 30 25 / 20210 210 320 28 25 / 20240 240 340 24 25 / 20280 280 370 22 25 / 20300 300 390 20 25 / 20

AWhere an ellipsis (. . .) appears in this table there is no requirement.BFor sheet thickness of 0.028 in. [0.71 mm] or thinner, no tension test is required if the hardness result in Rockwell B 85 or higher.CAs there is no discontinuous yield curve, the yield strength should be taken as the stress at 0.5 % elongation under load or 0.2 % offset.DSS Grade 80 [550] Class 2 may exhibit different forming characteristics than Class 1, due to difference in chemistry.EIf a higher tensile strength is required, the user should consult the producer.

7.2 The typical mechanical properties for CS (Types A, B,and C), FS (Types A and B), DDS (Types A and C), and EDDSsheet designations are listed in Table 5. These mechanicalproperty values are nonmandatory. They are intended solely toprovide the purchaser with as much information as possible tomake an informed decision on the steel to be specified. Valuesoutside of these ranges are to be expected.

7.3 When base metal mechanical properties are required, alltests shall be conducted in accordance with the methodsspecified in Specification A 924/A 924M.

7.4 Bending Properties Minimum Cold Bending Radii—Structural steel and high-strength low-alloy steel are com-monly fabricated by cold bending. There are many interrelatedfactors that affect the ability of a steel to cold form over a given

A 653/A 653M – 06a

radius under shop conditions. These factors include thickness,strength level, degree of restraint, relationship to rollingdirection, chemistry, and base metal microstructure. The tablein Appendix X1 lists the suggested minimum inside radius for90° cold bending for structural steel and high-strength low-alloy steel. They presuppose “hard way” bending (bend axisparallel to rolling direction) and reasonably good shop formingpractices. Where possible, the use of larger radii or “easy way”bends are recommended for improved performance.

8. Coating Properties

8.1 Coating Weight [Mass]:8.1.1 Coating weight [mass] shall conform to the require-

ments as shown in Table 1 for the specific coating designation.8.1.2 Use the following relationships to estimate the coating

thickness from the coating weight [mass]:8.1.2.1 1 oz/ft2 coating weight = 1.7 mils coating thickness,

and8.1.2.2 7.14 g/m2 coating mass = 1 µm coating thickness.8.2 Coating Weight [Mass] Tests:8.2.1 Coating weight [mass] tests shall be performed in

accordance with the requirements of Specification A 924/A 924M.

8.2.2 The referee method to be used shall be Test MethodA 90/A 90M.

8.3 Coating Bend Test:8.3.1 The bend test specimens of coated sheet designated by

prefix “G” [“Z”] shall be capable of being bent through 180° inany direction without flaking of the coating on the outside of

the bend only. The coating bend test inside diameter shall havea relation to the thickness of the specimen as shown in Table 6.Flaking of the coating within 0.25 in. [6 mm] of the edge of thebend specimen shall not be cause for rejection.

8.3.2 Because of the characteristics of zinc-iron alloy coat-ings designated by prefix “A” [“ZF”] as explained in 3.2.3,coating bend tests are not applicable.

9. Retests and Disposition of Non-Conforming Material

9.1 Retests, conducted in accordance with the requirementsof the section on Retests and Disposition of Non-ConformingMaterial of Specification A 924/A 924M, are permitted whenan unsatisfactory test result is suspected to be the consequenceof the test method procedure.

9.2 Disposition of non-conforming material shall be subjectto the requirements of 9.2 of Specification A 924/A 924M.

10. Dimensions and Permissible Variations

10.1 All dimensions and permissible variations shall com-ply with the requirements of Specification A 924/A 924M,except for flatness of SS, HSLAS, and HSLAS-F, which isspecified in Table 7 for SS and Table 8 for HSLAS andHSLAS-F.

11. Keywords

11.1 alloyed coating; bake hardenable steel; high strengthlow alloy; minimized spangle coating; sheet steel; solutionhardened steel; spangle; steel; steel sheet; structural steel; zinc;zinc coated (galvanized); zinc iron-alloy; zinc iron-alloy coated

TABLE 5 Typical Ranges of Mechanical PropertiesA,B (Nonmandatory)

Designation

(Longitudinal Direction)

rmValueC

nValueDYield Strength Elongation

in 2 in. [50mm], %ksi [MPa]

CS Type A 25/55 [170/380] $20 E E

CS Type B 30/55 [205/380] $20 E E

CS Type C 25/60 [170/410] $15 E E

FS Types Aand B

25/45 [170/310] $26 1.0/1.4 0.17/0.21

DDS Type A 20/35 [140/240] $32 1.4/1.8 0.19/0.24DDS Type C 25/40 [170/280] $32 1.2/1.8 0.17/0.24EDDSF 15/25 [105/170] $40 1.6/2.1 0.22/0.27

AThe typical mechanical property values presented here are nonmandatory. They are intended solely to provide the purchaser with as much information as possible tomake an informed decision on the steel to be specified. Values outside of these ranges are to be expected. The purchaser may negotiate with the supplier if a specificrange or a more restrictive range is required for the application.

BThese typical mechanical properties apply to the full range of steel sheet thicknesses. The yield strength tends to increase and some of the formability values tend todecrease as the sheet thickness decreases.

Crm Value—Average plastic strain ratio as determined by Test Method E 517.Dn Value—Strain-hardening exponent as determined by Test Method E 646.ENo typical mechanical properties have been established.FEDDS Sheet will be free from changes in mechanical properties over time, that is, nonaging.

A 653/A 653M – 06a

TABLE 6 Coating Bend Test Requirements

Inch-Pound Units

Ratio of the Inside Bend Diameter to Thickness of the Specimen (Any Direction)CS, FS, DDS, EDDS, SHS, BHS SS, GradeA

Coating DesignationBSheet Thickness

33 37 40Through 0.039 in. Over 0.039 through 0.079 in. Over 0.079 in.

G235 2 3 3 3 3 3G210 2 2 2 2 2 21⁄2G185 2 2 2 2 2 21⁄2G165 2 2 2 2 2 21⁄2G140 1 1 2 2 2 21⁄2G115 0 0 1 11⁄2 2 21⁄2G100 0 0 1 11⁄2 2 21⁄2G90 0 0 1 11⁄2 2 21⁄2G60 0 0 0 11⁄2 2 21⁄2G40 0 0 0 11⁄2 2 21⁄2G30 0 0 0 11⁄2 2 21⁄2G01 0 0 0 11⁄2 2 21⁄2

HSLASA HSLAS-F

40 50 60 40 50 60 70 80

G115 11⁄2 11⁄2 3 1 1 1 11⁄2 11⁄2G100 11⁄2 11⁄2 3 1 1 1 11⁄2 11⁄2G90 11⁄2 11⁄2 3 1 1 1 11⁄2 11⁄2G60 11⁄2 11⁄2 3 1 1 1 11⁄2 11⁄2G40 11⁄2 11⁄2 3 1 1 1 11⁄2 11⁄2G30 11⁄2 11⁄2 3 1 1 1 11⁄2 11⁄2G01 11⁄2 11⁄2 3 1 1 1 11⁄2 11⁄2

SI Units

Ratio of the Inside Bend Diameter to Thickness of the Specimen (Any Direction)CS, FS, DDS, EDDS, SHS, BHS SS, GradeC

Coating DesignationB

Sheet Thickness230 255 275

Through 1.0 mm Over 1.0 mm through 2.0 m Over 2.0 mm

Z700 2 3 3 3 3 3Z600 2 2 2 2 2 21⁄2Z550 2 2 2 2 2 21⁄2Z500 2 2 2 2 2 21⁄2Z450 1 1 2 2 2 21⁄2Z350 0 0 1 11⁄2 2 21⁄2Z305 0 0 1 11⁄2 2 21⁄2Z275 0 0 1 11⁄2 2 21⁄2Z180 0 0 0 11⁄2 2 21⁄2Z120 0 0 0 11⁄2 2 21⁄2Z90 0 0 0 11⁄2 2 21⁄2Z001 0 0 0 11⁄2 2 21⁄2

HSLASC HSLAS-F

275 340 410 275 340 410 480 550

Z350 11⁄2 11⁄2 3 1 1 1 11⁄2 11⁄2Z305 11⁄2 11⁄2 3 1 1 1 11⁄2 11⁄2Z275 11⁄2 11⁄2 3 1 1 1 11⁄2 11⁄2Z180 11⁄2 11⁄2 3 1 1 1 11⁄2 11⁄2Z120 11⁄2 11⁄2 3 1 1 1 11⁄2 11⁄2Z90 11⁄2 11⁄2 3 1 1 1 11⁄2 11⁄2Z001 11⁄2 11⁄2 3 1 1 1 11⁄2 11⁄2

ASS Grades 50 and 80, HSLAS, and HSLAS-F Grades 70 and 80 are not subject to bend test requirements.BIf other coatings are required, the user should consult the producer for availability and suitable bend test requirements.CSS Grades 340 and 550, HSLAS, and HSLAS-F Grades 480 and 550 are not subject to bend test requirements.

A 653/A 653M – 06a

TABLE 7 Structural Steel—Flatness Tolerances(Cut Lengths Only)

NOTE 1—This table also applies to sheets cut to length from coils by theconsumer when adequate flattening measures are performed.

NOTE 2—For Grade 50 [340] (Classes 1, 2, 3, and 4) use 11⁄2 times thevalues given in this table.

NOTE 3—For Grade 80 [550], there are no defined flatness standards.

Specified Thickness,in. [mm]

SpecifiedWidth, in. [mm]

Flatness Tolerance(Maximum Devia-tion from a Hori-zontal Flat Sur-face), in. [mm]

Over 0.060[1.5]

to 60 [1500], inclusive 1⁄2 [12]

over 60 [1500] to 72 [1800],inclusive

3⁄4 [20]

0.060 [1.5]and thinner

to 36 [900], inclusive 1⁄2 [12]

over 36 [900] to 60 [1500], inclusive 3⁄4 [20]over 60 [1500] to 72 [1800], inclusive 1 [25]

TABLE 8 High-Strength Low-Alloy Steel and High-Strength Low-Alloy Steel with Improved Formability—Flatness Tolerances (Cut

Lengths Only)

NOTE 1—This table also applies to sheets cut to length from coils by theconsumer when adequate flattening measures are performed.

Inch-Pound Units

Specified Thick-ness, in.

SpecifiedWidth, in.

Flatness Tolerances (Maximum Deviationfrom a Horizontal Flat Surface), in.

Grade

40 50

55(Classes1 and 2)

60

70 80

Over 0.060 to 60, inclusive 5⁄8 3⁄4 7⁄8 1 11⁄8over 60 1 11⁄8 11⁄4 13⁄8 11⁄2

0.060 andthinner

to 36, inclusive 5⁄8 3⁄4 7⁄8 1 11⁄8

over 36 to 60,inclusive

1 11⁄8 11⁄4 13⁄8 11⁄2

over 60 13⁄8 11⁄2 15⁄8 13⁄4 17⁄8SI Units

SpecifiedThickness, mm

SpecifiedWidth, mm

Flatness Tolerances (Maximum Deviationfrom a Horizontal Flat Surface), mm

Grade

275 340

380(Classes1 and 2)

410

480 550

Over 1.5 to 1500, inclu-sive

15 20 22 25 30

over 1500 25 30 32 35 381.5 and thinner to 900, inclu-

sive15 20 22 25 30

over 900 to1500,

inclusive

25 30 32 35 33

over 1500 35 38 40 45 48

A 653/A 653M – 06a

SUPPLEMENTARY REQUIREMENTS

The following standardized supplementary requirements are for use when desired by the purchaser.These additional requirements shall apply only when specified on the order.

S1. Base Metal Thickness

S1.1 The specified minimum thickness shall apply to thebase metal only.

S1.2 The coating designation shown on the order indicatesthe coating to be applied to the specified minimum base metalthickness.

S1.3 The applicable tolerances for base metal thickness areshown in Tables 16 and Tables 17, Thickness Tolerance ofCold-Rolled Sheet (Carbon and High-Strength, Low-AlloySteel), of Specification A 568/A 568M.

ANNEX

(Mandatory Information)

A1. BAKE HARDENABLE STEELS

A1.1 Determination of Bake Hardening Index

A1.1.1 The bake hardening index (BHI) is determined by atwo-step procedure using a standard longitudinal (rollingdirection) tensile-test specimen, prepared in accordance withTest Methods A 370. The test specimen is first strained intension. The magnitude of this tensile “pre-strain” shall be 2 %

(extension under load). The test specimen is then removedfrom the test machine and baked at a temperature of 340°F[170°C] for a period of 20 minutes. Referring to Fig. A1.1, thebake hardening index (BHI) of the material is calculated asfollows:

BHI 5 B 2 A (A1.1)

FIG. A1.1 Representation of Bake Hardening Index

A 653/A 653M – 06a

where:A = flow stress at 2 % extension under loadB = yield strength [upper yield strength (BU) or lower yield

stress (BL)] after baking at 340°F [170°C] for 20minutes.

A1.1.2 The original test specimen cross section (width andthickness) is used in the calculation of all engineering strengthsin this test.

A1.1.3 The pre-straining of 2 % in tension is intended tosimulate a modest degree of forming strain, while the subse-quent baking is intended to simulate a paint-curing or similartreatment. In the production of actual parts, forming strains andbaking treatments can differ from those employed here and, asa result, final properties can differ from the values obtainedunder these controlled conditions.

APPENDIXES

(Nonmandatory Information)

X1. BENDING PROPERTIES

X1.1 Table X1.1 lists suggested minimum inside radii forcold bending.

TABLE X1.1 Suggested Minimum Inside Radii for Cold BendingA

NOTE 1— (t) equals a radius equivalent to the steel thickness.NOTE 2—The suggested radii should be used as minimums for 90° bends in actual shop practice.

Designation Grade Minimum Inside Radius for Cold BendingB

SS 33 [230] 11⁄2 t37 [255] 2t40 [275] 2t

50 [340] Class 1 not applicable50 [340] Class 2 not applicable50 [340] Class 3 not applicable50 [340] Class 4 not applicable

55 [380] not applicable80 [550] Class 1 not applicable80 [550] Class 2 not applicable

HSLAS 40 [275] 2t50 [340] 21⁄2 t

55 [380] Class 1 3t55 [380] Class 2 3t

60 [410] 3t70 [480] 4t80 [550] 41⁄2 t

HSLAS-F 40 [275] 11⁄2 t50 [340] 2t

55 [380] Class 1 2t55 [380] Class 2 2t

60 [410] 2t70 [480] 3t80 [550] 3t

SHS 26 [180] 1⁄2 t31 [210] 1t35 [240] 11⁄2 t41 [280] 2t44 [300] 2t

BHS 26 [180] 1⁄2 t31 [210] 1t35 [240] 11⁄2 t41 [280] 2t44 [300] 2t

AMaterial that does not perform satisfactorily, when fabricated in accordance with the requirements in Table X1.1, may be subject to rejection pending negotiation withthe steel supplier.

BBending capability may be limited by coating designation.

A 653/A 653M – 06a

X2. RATIONALE FOR CHANGES IN PRODUCT DESIGNATIONS

X2.1 Subcommittee A05.11 has revised the designationsused to classify the various products available in each hot-dipcoated specification. The previous “quality” designations havebeen replaced with designations and descriptions more closelyrelated with product characteristics. Many of the former“quality” specifications described the steel only in terms oflimited chemical composition, which in some cases wasidentical for two or more qualities. The former designationsalso did not reflect the availability of new steels which are theresult of the use of new technologies such as vacuum degassingand steel ladle treatments.

X2.2 The former “quality” designators, defined in verybroad qualitative terms, did not provide the user with all theinformation needed to select the appropriate steel for anapplication. The new designations are defined with technicalinformation such as specific chemical composition limits andtypical nonmandatory mechanical properties. These steel char-acteristics are important to users concerned with the weldabil-ity and formability of the coated steel products. The typicalmechanical properties included in the new designation systemare those indicated by the tension test. These properties aremore predictive of steel formability than other tests such as thehardness test which may not compensate adequately forproduct variables such as substrate thickness and coatingweight.

X2.3 The new designations also provide the user with theflexibility to restrict the steels applied on any order. Forexample, a user can restrict the application of ultra low carbonsteels on an application through the selection of an appropriate“type” designator.

X2.4 There is a limited relationship between the former andcurrent systems of designation. Some of the reasons for thislimited relationship are: addition of steels not previouslydescribed in ASTM specifications, restrictions placed onranges of chemical composition, the addition of typical me-chanical properties, and the enhanced capability of steelproducers to combine chemical composition and processingmethods to achieve properties tailored to specific applications.

X2.5 The changes in designation are significant which maycreate transition issues that will have to be resolved. Continueddialogue between users and producers will have to be main-tained to assist with the transition to the new system ofdesignations. A user with concerns about the appropriatecoated steel to order for a specific application should consultwith a steel supplier or producer.

X3. RELATIONSHIP BETWEEN SPECIFICATIONS THAT DESCRIBE REQUIREMENTS FOR A COMMON PRODUCT

X3.1 ISO 3575 and ISO 4998 may be reviewed for com-parison with this standard. The relationship between thestandards may only be approximate; therefore, the respective

documents should be consulted for actual requirements. Thosewho use these documents must determine which specificationsaddress their needs.

X4. COATING MASS SELECTION BASED ON ATMOSPHERIC CORROSION RATES4 FOR ZINC-COATED STEEL SHEET

X4.1 The proper selection of coating mass to meet a user’sneeds for zinc-coated steel sheet requires some knowledgeabout the relative corrosiveness of the environment in whichthe product will be used. The corrosion rate of the zinc coatingvaries widely depending upon many factors of the environ-ment. For example, the time of wetness is an important issuethat affects the corrosion rate. The presence of impurities suchas chlorides, nitrates, and sulfates can also dramatically affectthe rate of corrosion. Other issues such as the presence orabsence of oxygen and the temperature of the environment areimportant determinants for predicting the “life of the product.”

X4.2 The final performance requirements can also impactthe minimum coating mass needed for a given application. Forexample, is the application an aesthetic one that requires no redrust. In this case, the time to failure is thus defined as the time

for the onset of red rust (the time for the zinc coating to beconsumed in a large enough area for rusting of the steel to beobserved). Or, is the application one in which the time tofailure is defined as the time when perforation of the steel sheetis observed? In this case, the thickness of the steel sheet as wellas the thickness of the zinc coating impact the time to failure.

X4.3 No matter how one defines the “product life,” thereare data in the published literature to assist users once theenvironment and desired product life are determined.

X4.4 Although the corrosion rate can vary considerablydepending on the environmental factors, it is well known that,in most instances, the life of the zinc coating is a linearfunction of coating mass for any specific environment. Thatmeans, to achieve twice the life for any specific application, theuser should order twice the coating mass.

X4.4.1 Examples:4 Atmospheric corrosion rates do not apply to zinc-iron alloy coatings.

A 653/A 653M – 06a

Get in Touch

www.genesismanazil.com

P.O. Box 29396 ICAD, Musaffah, Abu Dhabi, UAE

Phone: 022265 550Fax: 022252 550

Web: www.genesismanazil.comEmail: info@genesismanazil.com