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Design Example 1 - Full Height Partition Wall

CFS Interior Nonstructural Walls - Using Power Driven Fasteners
Outline
This example will illustrate the following parts of the design process
A. Transverse (out-of-plane) loads on interior nonstructural walls
B. Design of CFS stud size and spacing
C. Distribution of transverse (out-of-plane) loads to the CFS anchorage
D. Allowable service load for fasteners driven into steel and concrete

Given Information

Interior Nonstructural Wall (Full Height Partition Wall):

Partition Wall Height = 14'-0"
1/2" Gypsum Wallboard each side
Dead Load of Interior Nonstructural Wall (Table C3-1, ASCE 7-10) = 8 psf
Ceiling :

Separation joint between Partition Wall and Ceiling meeting Ceiling horizontal deflections
requirements of ASCE 7-10
z/h = 1.0 (Value 1.0 allows for installation at any floor or roof level of the building)

CFS stud and runner (track)material strength:

Fy = 33 ksi ; Fu = 45 ksi
Power Driven Fasteners fastening to:
Case 1, Structural Steel Support, 3/16" thick steel, ASTM A36
Case 2, 4" thick, normal-weight Concrete, f'c = 2500 psi
Code Level Seismic Design Lateral Load Criteria:
Ip (Component Importance factor per Section 13.1.3, ASCE 7-10)

= 1.5

SDS (Spectral acceleration, short period)

= 1.95

A - Transverse (out-of-plane) Loads on Interior Nonstructural Walls

1. Interior walls and partitions that exceed 6'-0" in height,--- shall have adequate strength
to resist the loads to which they are subjected to but not less than a horizontal load of 5 psf,
per Section 1607.14 of 2012 IBC.
2. For all Seimic Design Categories (A, B, C, D, E and F) Seismic Design Force shall be calculated
per Section 13.3.1 of ASCE 7-10.
3. Partitions that are tied to the ceiling and all partitions greater than 6 ft in height shall be laterally
braced---. Bracing shall be spaced to limit horizontal deflection---. EXCEPTION: 1.-----. 2. ------, 3. The
partitition horizontal seismic load does not exceed 5 psf, per Section 13.5.8.1 of ASCE 7-10.
4. Maximum transverse (out-of-plane) load is limited to 10 psf for Non-Structural member, per Section A2,
Definitions of AISI S200.
Generally ASD seismic transverse loads (0.7E) calculated per A 2 above are less than 5psf, thus
minimum transverse load of 5 psf specified per A 1 above governs.
Note that 10psf limit specified in A4 above is not a minimum transverse load for the design of
non-structural member.

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B - Design of CFS stud size and spacing

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1. Seismic Design Force:

0.4 ap SDS Wp (1 + 2 (z/h))

Fp =

(13.3-1)

(Rp/Ip)
Fp 1.6SDSIpWp

(13.3-2)

= 1.6x1.95x1.5Wp=

4.68Wp

Fp 0.3SDSIpWp

(13.3-3)

= 0.3x1.95x1.5Wp=
ap = 1.00

0.88Wp
Rp = 2.50

Table 13.5-1, ASCE 7-10

At any level of floor or roof level of the building

(Fp) = 0.4x1.0x1.95x(1+2(1.0)
(2.5/1.5)
= 1.40Wp

Use Fp = 1.40 Wp

0.88 Wp
4.68 Wp

Transverse load on wall

(Fp)ASD = 1.40 x 8 psf/1.4
= 8.0 psf
Use 8 psf
Seismic Load (ASD) Governs

5 psf (see A1, page 1)

10 psf (see A4, page 1)

For Serviceability, Gypsum Wallboard finish is classified as flexible finish, per Section 1604.3
(Table 1604.3) of 2012 IBC, deflection limit = L/120.
Using Interior Non-Structural Non-Composite, Wall Height Tables, Steel Stud Manufacturers Association,
ICBO ER-4943P*, Product Technical Information, following is stud size and spacing:
* Note that this Product Technical Information does not comply with 2012 IBC.
362S 125-27 @ 16" o.c.:
Limiting Wall Height = 15'-11" (for 7.5 psf)
Limiting Wall Height = 13'-10" (for 10 psf)
For Partition Wall Height = 14'-0" and 8 psf;
USE 362S 125-27 (Fy = 33 ksi; Fu = 45 ksi) @ 16" o.c.

C - Tranverse (out-of-plane) Loads to the CFS Anchorage

Calculation of shear load to CFS anchorage
Shear load (ASD) to CFS anchorage at top or bottom of wall = (1.40/1.4) x 8 lbs/ft x 14.0'/2 = 56 lbs / ft

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D - Allowable Service Load for Fasteners Driven into Steel and Concrete
1. Allowable Service Loads for fastener driven into steel:
3/16" thick steel (support thickness), ASTM A36
Using Hilti Universal Knurled Shank fastener X-U, Shank Diameter d = 0.157"
Allowable Shear Load = 720 lbs (Table 2, ICC-ES, ESR-2269)

2. Allowable Service Loads for fastener driven into concrete:

4" thick (support thickness) normal-weight concrete, f'c = 2500 psi
Using Hilti Universal Knurled Shank fastener X-U, Shank Diameter d = 0.157"
For minimum embedment = 1" < 4"/3 = 1.33" (Max. Embed)
Allowable Shear Load = 190 lbs (Table 3, ICC-ES, ESR-2269)

3. Allowable Service Loads for fastener "Limited by Tilting and Bearing", Section E4.3.1, AISI S100:
CFS runner (track) 27 mils (design thickness = 0.0283")
Fy = 33 ksi ; Fu = 45 ksi
Using Hilti Universal Knurled Shank fastener X-U, Shank Diameter d = 0.157"
Allowable Shear Load

= (2.7 x t1 x d x Fu1)/

; = 3.0

(Eq. E4.3.1-4)

(t2/t1 2.5)
= (2.7 x 0.0283 x 0.157" x 45000psi)/3.0

Allowable Shear Load

Case 1,

= 180 lbs

Structural Steel Support, 3/16" thick steel, ASTM A36

Allowable Shear Load = 180 lbs, item 3 above governs
Anchorage at top and bottom of wall:
Fastener spacing = (180 lb/ft / 56 lb/ft)x12 = 38.6"
Use Hilti Universal Shank Fastener X-U
at 36" o.c. (ICC-ES ESR-2269)

Case 2,

4" thick, normal-weight Concrete, f'c = 2500 psi

Allowable Shear Load = 180 lbs, item 3 above governs
Anchorage at top and bottom of wall:
Fastener spacing = (180 lb/ft / 56 lb/ft)x12 = 38.6"
Use Hilti Universal Shank Fastener X-U (Min. Embed = 1")
at 24" o.c.* (ICC-ES ESR-2269)
* Spacing of power driven fasteners (Fastening of runner to concrete slabs)
not to exceed 24" o.c. per Section 5.2.2 of ASTM C754.

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Codes and Reference Standards:
1. 2012 International Building Code (IBC), International Code Council.
2. ASCE/SEI 7-10, Minimum Design Loads for Buildings and Other Structures, American Society of
Civil Engineers.
3. AISI S100, North American Specification for Design of Cold-Formed Steel Structural Members, 2007.
4. AISI S200, North American Standard for Cold-Formed Steel Framing - General Provisions, 2007.
5. Standard Specification for Installation of Steel Framing Members to Receive Screw-Attached Gypsum Panel

Products (ASTM C754).

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Design Example 2 - Partial Height Partition Wall
CFS Interior Nonstructural Walls - Using Power Driven Fasteners
Outline
This example will illustrate the following parts of the design process
A. Transverse (out-of-plane) loads on interior nonstructural walls
B. Design of CFS stud size and spacing
C. Distribution of transverse (out-of-plane) loads to the CFS anchorage
at bottom of wall only
D. Allowable service load for fasteners driven into steel and concrete

Given Information
Five story Building, each story height = 15'-0"
Average roof height of structure (h)= 75'-0"
Interior Nonstructural Wall (Partial Height Partition Wall):
Partition Wall above 4th floor, Height = 12'-0"
1/2" Gypsum Wallboard each side
Dead Load of Interior Nonstructural Wall (Table C3-1, ASCE 7-10) = 8 psf
Ceiling:

Partition that are tied to the ceiling shall be laterally braced to the building structure
per Section 13.5.8.1 of ASCE 7-10. This example assumes ceiling lateral load
is transferred by the brace above to the building structure

CFS stud and runner (track)material strength:

Fy = 33 ksi ; Fu = 45 ksi
Power Driven Fasteners fastening to:
Case 1, Structural Steel Support, 3/16" thick steel, ASTM A36
Case 2, 4" thick, normal-weight Concrete, f'c = 2500 psi
Code Level Seismic Design Lateral Load Criteria:
Ip (Component Importance factor per Section 13.1.3, ASCE 7-10)

= 1.0

SDS (Spectral acceleration, short period)

= 1.25

A - Transverse (out-of-plane) Loads on Interior Nonstructural Walls

1. Interior walls and partitions that exceed 6'-0" in height,--- shall have adequate strength
to resist the loads to which they are subjected to but not less than a horizontal load of 5 psf,
per Section 1607.14 of 2012 IBC.
2. For all Seimic Design Categories (A, B, C, D, E and F) Seismic Design Force shall be calculated
per Section 13.3.1 of ASCE 7-10.
3. Partitions that are tied to the ceiling and all partitions greater than 6 ft in height shall be laterally
braced---. Bracing shall be spaced to limit horizontal deflection---. EXCEPTION: 1.-----. 2. ------, 3. The
partitition horizontal seismic load does not exceed 5 psf, per Section 13.5.8.1 of ASCE 7-10.
4. Maximum transverse (out-of-plane) load is limited to 10 psf for Non-Structural member, per Section A2,
Definitions of AISI S200.
Generally ASD seismic transverse loads (0.7E) calculated per A2 above are less than 5psf, thus
minimum transverse load of 5 psf specified per A1 above governs.
Note that 10 psf limit specified in A4 above is not a minimum transverse load for the design of
non-structural member.

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B - Design of CFS stud size and spacing

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1. Seismic Design Force:

Fp =

0.4 ap SDS Wp (1 + 2 (z/h))

(13.3-1)

(Rp/Ip)
Fp 1.6SDSIpWp

(13.3-2)

= 1.6x1.25x1.0Wp=
Fp 0.3SDSIpWp

2.00Wp

= 0.3x1.25x1.0Wp=

0.38Wp

ap = 1.00

(13.3-3)

Rp = 2.50

Table 13.5-1, ASCE 7-10

At fourth floor base, z = 60.0'

(Fp) = 0.4x1.0x1.25x(1+2(60.0/75.0)
(2.5/1.0)
= 0.52Wp
Use Fp = 0.52 Wp
At top of partition wall, z = 72.0'
(Fp) = 0.4x1.0x1.25x(1+2(72.0/75.0)
(2.5/1.0)
= 0.58Wp
Use Fp = 0.58 Wp

Transverse load on wall

(Fp)ASD = 0.5(0.52 + 0.58)8 psf/1.4
= 3.1 psf
Use 5.0 psf

5 psf (see A1, page 1)

For Serviceability, Gypsum Wallboard finish is classified as flexible finish, per Section 1604.3
(Table 1604.3) of 2012 IBC, deflection limit = L/120.
Using Interior Non-Structural Non-Composite, Wall Height Tables, Steel Stud Manufacturers Association,
ICBO ER-4943P*, Product Technical Information, following is stud size and spacing:
* Note that this Product Technical Information does not comply with 2012 IBC.
250S 125-18 @ 16" o.c.:
Limiting Wall Height = 12'-0" (for 5.0 psf)
USE 250S 125-18 (Fy = 33 ksi; Fu = 45 ksi) @ 16" o.c.

C - Tranverse (out-of-plane) Loads to the CFS Anchorage

Calculation of shear load to CFS anchorage
Shear load (ASD) to CFS anchorage at bottom of wall = (0.52/1.4) x 8 lbs/ft x 12.0'/2 = 18 lbs / ft
Shear load (ASD) to CFS anchorage at bottom of wall = 5 psf x 12.0'/2
= 30 lbs / ft

Governs

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D - Allowable Service Load for Fasteners Driven into Steel and Concrete
1. Allowable Service Loads for fastener driven into steel:
3/16" thick steel (support thickness), ASTM A36
Using Hilti Universal Knurled Shank fastener X-U, Shank Diameter d = 0.157"
Allowable Shear Load = 720 lbs (Table 2, ICC-ES, ESR-2269)

2. Allowable Service Loads for fastener driven into concrete:

4" thick (support thickness) normal-weight concrete, f'c = 2500 psi
Using Hilti Universal Knurled Shank fastener X-U, Shank Diameter d = 0.157"
For minimum embedment = 1" < 4"/3 = 1.33" (Max. Embed)
Allowable Shear Load = 190 lbs (Table 3, ICC-ES, ESR-2269)

3. Allowable Service Loads for fastener "Limited by Tilting and Bearing", Section E4.3.1, AISI S100:
CFS runner (track) 18 mils (design thickness = 0.0188")
Fy = 33 ksi ; Fu = 45 ksi
Using Hilti Universal Knurled Shank fastener X-U, Shank Diameter d = 0.157"
Allowable Shear Load

= (2.7 x t1 x d x Fu1)/

; = 3.0

(Eq. E4.3.1-4)

(t2/t1 2.5)
psi
= (2.7 x 0.0188 x 0.157" x 45000 )/3.0

Allowable Shear Load

Case 1,

= 120 lbs

Structural Steel Support, 3/16" thick steel, ASTM A36

Allowable Shear Load = 120 lbs, item 3 above governs
Anchorage at bottom of wall:
Fastener spacing = (120 lb/ft / 30 lb/ft)x12 = 48.0"
Use Hilti Universal Shank Fastener X-U
at 48" o.c. (ICC-ES ESR-2269)

Case 2,

4" thick, normal-weight Concrete, f'c = 2500 psi

Allowable Shear Load = 120 lbs, item 3 above governs
Anchorage at bottom of wall:
Fastener spacing = (120 lb/ft / 30 lb/ft)x12 = 48.0"
Use Hilti Universal Shank Fastener X-U (Min. Embed = 1")
at 24" o.c.* (ICC-ES ESR-2269)
* Spacing of power driven fasteners (Fastening of runner to concrete slabs)
not to exceed 24" o.c. per Section 5.2.2 of ASTM C754.

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Codes and Reference Standards:
1. 2012 International Building Code (IBC), International Code Council.
2. ASCE/SEI 7-10, Minimum Design Loads for Buildings and Other Structures, American Society of
Civil Engineers.
3. AISI S100, North American Specification for Design of Cold-Formed Steel Structural Members, 2007.
4. AISI S200, North American Standard for Cold-Formed Steel Framing - General Provisions, 2007.
5. Standard Specification for Installation of Steel Framing Members to Receive Screw-Attached Gypsum Panel

Products (ASTM C754).

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Design Example 3
Based on OSHPD Preapproved Details (OPD) - 2010 CBC Standard Partition Wall Details
CFS Interior Nonstructural Walls - Using Power Driven Fasteners
Outline
This example will illustrate the following:
A. Transverse (out-of-plane) loads on interior nonstructural walls

Given Information*
* From Reference 1
Partition Wall Height = 9'-0" to 16'-0"
Interior Nonstructural Wall (Full Height Partition Wall):
Two layers of Gyp Board on one side
or one layer of Gyp Board on both sides
Dead Load of Interior Nonstructural Wall = 7.5 psf
(See General Notes 7C, sheet ST0.01)

Seismic Coefficients (See General Notes 7D, sheet ST0.02):

ap

= 1.0

Rp

= 2.5

Ip (Component Importance factor)

= 1.5

SDS (Spectral acceleration 0.25 to 1.95, use 1.95)

= 1.95

z/h = 1.0 (Value 1.0 allows for installation at any floor or roof level of the building)

A - Transverse (out-of-plane) Loads on Interior Nonstructural Walls

1. Interior walls and partitions that exceed 6'-0" in height,--- shall have adequate strength
to resist the loads to which they are subjected to but not less than a horizontal load of 5 psf,
per Section 1607A.13 of 2010 CBC.
2. For all Seimic Design Categories (A, B, C, D, E and F) Seismic Design Force shall be calculated
per Section 13.3.1 of ASCE 7-05.
3. Maximum transverse (out-of-plane) load is limited to 10 psf for Non-Structural member, per Section A2,
Definitions of AISI S200.

Seismic Design Force:

Fp =

0.4 ap SDS Wp (1 + 2 (z/h))

(13.3-1)

(Rp/Ip)
Fp 1.6SDSIpWp
= 1.6x1.95x1.5Wp=

(13.3-2)
4.68Wp

Fp 0.3SDSIpWp
= 0.3x1.95x1.5Wp=

(13.3-3)
0.88Wp

(Fp) = 0.4x1.0x1.95x(1+2(1.0)
(2.5/1.5)
= 1.40Wp
Use Fp = 1.40 Wp

0.88 Wp
4.68 Wp

Transverse load on wall

(Fp)ASD = 1.40 x 7.5 psf/1.4
= 7.5 psf
Seismic Load (ASD) Governs

5 psf (see A1, page 1)

10 psf (see A4, page 1)

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Codes and Reference Standards:

1. 2010 California Building Code (Based on 2009 International Building Code).
2. ASCE/SEI 7-05, Minimum Design Loads for Buildings and Other Structures, American Society of
Civil Engineers.

References:
1. OSHPD Preapproved Details (OPD) - 2010 CBC Standard Partition Wall Details.