Narrow Wall Bracing. Prescriptive Method Hardy Frame

(1)

Hardy Frame®

Narrow Wall Bracing

Prescriptive Method

(2)

Company and Product Profile

Hardy Frames, Inc. manufactures and markets the revolutionary

Hardy Frame

®

_{shear wall system. The}

_{Hardy Frame}

®

is a state of the art pre-fabricated shear panel that is designed and tested to resist lateral forces resulting from high

wind and earthquake loads in narrow wall sections. The system allows the building designer to meet and exceed the

most stringent Braced Wall requirements.

Hardy Frames, Inc. has always been the leader in the pre-fabricated shear wall industry. In fact, the

Hardy Frame

®

shear wall system was the first pre-fabricated shear wall panel on the market, the first to be recognized by ICBO-ES and

LA City, and the first to gain approval for multi-story applications. Today, the

Hardy Frame

®

_{is the first pre-fabricated}

shear panel to be recognized by the three major building codes: UBC, IBC, and IRC.

All

Hardy Frame

®

_{products are available through local lumber yards and hardware stores. Call us at 800-754-3030,}

or visit our website at www.hardyframe.com for more information on the

Hardy Frame

®

_{shear wall system, the perfect}

solution to your shear and braced wall needs.

Code Evaluations:

All

Hardy Frame

®

products in this catalog have been evaluated by the following code authorities:

ICC Evaluation Service, Inc.: ICC-ES Legacy Report PFC- 5342

The City of Los Angeles, California: Research Report - RR 25391

The Division of State Architect, California, DSA. PA 106

Florida statewide product approval #FL 4521

Panels General Information

The

Hardy Frame

®

Panel comes in widths of 12˝, 18˝ and 24˝. The 12˝ and 18˝ widths are a 12- gage one-piece

C-Section that is enclosed at the top and bottom with 12-gage channels. The bottom channel has a ¾˝ thick, 3-½˝

wide steel plate built in that extends the entire width of the Panel. There are slotted holes provided 1-¾˝ from each

end of the product to the centerline of the hole which receive hold down bolts, and there are screw holes provided for

attaching to wood floor systems. The top channel has a screw hole pattern which facilitates attachment to members

above. The slotted holes in the top channel mirror those in the bottom, but there is no plate washer.

The 24˝ wide Panel differs from both the 12˝ and the 18˝ widths by the addition of two 12-gage “Z” shapes welded

inside the one-piece C-Section to form a post at each end of the Panel. The inclusion of posts serves to increase the

effective section while decreasing the effective, unsupported width of the Panel. The 24˝ wide Panel also includes

one slotted hole at the centerline of the top and bottom channels, which allows for a ¾˝ diameter shear bolt to be

installed.

Hardy Frame

®

Panels may be installed in wood or steel framed structures. Standard

Panel heights correspond to standard stud heights. When necessary, up to a

⅜

˝

plywood, OSB, or wood shim may be applied for height adjustment.

MODEL NUMBERING HF 9 X 18 7/8

HOLD DOWN BOLT DIAMETER (IN.) ACTUAL WIDTH (IN.)

NOMINAL HEIGHT (FT.) Hardy Frame®

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Hardy Frame®

Prescriptive Braced Walls

To structurally resist lateral wind and seismic loads in wood or steel framed buildings, strategic wall lines must

be braced. For conventional light frame construction, the International Residential Code (IRC) provides a system

for bracing structures without the requirement of engineered design. This system identifies Braced Wall Lines,

locates and defines minimum quantities of Braced Wall Panels (BWPs) within those lines, and provides methods for

constructing BWPs.

As a general rule, all exterior walls and selected interior walls must be identified as Braced Wall Lines to resist lateral

loads. Determination of interior Braced Wall Lines is based on a maximum allowable distance between wall lines of

35’ for seismic zones A, B, C and 25’ for seismic zone D.

Braced Wall Lines must have BWPs located at each end (seismic zones D) or within 12’-6” from each end (seismic

zones A, B, C) and every 25’-0” on center (see fig 1). The BWPs must be in line with no more than a 4’0” offset in

either direction. In addition to the locations within the wall, a minimum percentage of the wall length must be braced.

The minimum percentage of length to be braced depends on seismic and wind load factors, the number of stories in

the structure, which story the wall line is located on, and the method of bracing selected. These percentages may

increase if the maximum allowable distance between wall lines is exceeded or if the wall height is greater than 10 feet.

Please refer to the governing building code for specific details.

The IRC defines eight methods for constructing BWPs. They include, but are not limited to 1x4 continuous let in

braces, gypsum board, and wood structural panel (WSP) sheathing. While all eight fall within traditional bracing

methods, none is permitted to be less than 4’-0 in width.

For conditions where available wall widths are less than 4’-0”, the IRC allows two panel designs: the Alternate Braced

Wall Panel (ABWP) and the Alternate Braced Wall Panel Adjacent to a Door or Window Opening (APA Method). Although

the minimum width varies by method, wall height, and story location, each panel is designed to replace a 4’-0” BWP.

Both of the alternate methods combine wood structural panel sheathing, anchor bolts, tie-down straps, blocking and

reinforced concrete, with a critical nailing pattern. Both must be field fabricated and are limited to use on a foundation

in a single or two-story building.

For second floor or first floor of three-story applications, no alternate to 4’0” minimum width Braced Wall Panels is

provided.

The Hardy Frame

®

Solution

In many cases, the location of windows and doors does not allow for a 4’-0” BWP, and the designs for the ABWP or

APA Method are too complicated and time consuming to be an effective solution. The use of a

Hardy Frame

®

Panel is

the proven best solution.

Not more than

12'-6" for IRC

Offset

less

than 4'

Not more than 25' on center

Figure 1

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Hardy Frame®

Determine Wind Speed and Seismic Design Category

•Consult with local building official

Locate Brace Wall Lines

•per IRC

Determine Locations of Braced Wall Panels (BWPs)

Replace Braced Wall Panels with Hardy Frame

®

_Panels

Standard Walls

1 for 1

1, 2 and 3 Story

Construction

Garage Fronts

and Standard Walls

On Foundation

Table 2.1

On Sill

Table 2.2

On RF

Table 2.3

On UF

Table 2.4

Table 1

Anchorage Table 4A

Support and Load Path

to Foundation by

Design Professional

1-Story 1 for 1

1 for 2

2 for 3

2-Story 1 for 1

1 for 2

2 for 3

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Hardy Frame®

Table 1 Alternate Braced Wall Panel (ABWP) Conversion Anchorage Requirements - Panels on Foundation 1, 2, 3, 4

Seismic Design Category

or Wind Speed Replacement Scheme Width, in.Footing

Hardy Frame Panel (HFP) and Anchorage Requirement to Replace Each Altermate Braced Wall

Panel (ABWP) 5 _Minimum Number of Fasteners 6 HF78x HF8x HF9x HF10x HF11x HF12x 12 18 24 12 18 24 12 18 24 12 18 24 18 24 18 24 SDC A and B or wind speed ≤ 100 mph 12 A A A B A A A 5 18 A 12 C A C B A B A C B C B C B 18 A B A A A A B A A 12 B A C A C B B 18 A A A B A A A 12 B B C B A C B B C B 18 A A B A A A A A 12 C B C B C C D C D C C 8 18 B A A B C C 12 B C B C 18 A A B A A A B SDC C or wind speed < 110 mph 12 A B A B A B A A B A 5 18 A A A A 12 C B A C B C B C B C C C C 18 A A A B A A A B 12 B A C B C B B 18 A B A A A A A B A 12 C C B B C B C B C C 18 B A A A A B A A 12 C C D C D C C D D 8 18 B C C 12 B C C D C 18 B A A B B C SDC D₀ D₁ and D₂ 12 A B A B A B A 5 18 A A A 12 B A C B C B C B 18 A A A B A A 12 B A C B B 18 A B A A A 12 C B A B C B C B 18 B A A B A B A 12 C C D C C D 8 18 B C 12 C C D 18 B A B B C

1 Detail anchorage requirements are provided in Table 4A. 2 Design recommendations are applicable to the 2000/2003/2006 IRC.

3 Stuctural elements required to support panels (related structural elements) shall be designed by a qualified building designer. 4 For alt. braced wall panel incremental lengths other than specified in the 2000/2003/2006 IRC consult a qualified building designer.

5 All hold-down bolts/rods are 7/8 in. ASTM A36 unless noted otherwise. One 3/4 in. ASTM A307 shear anchor bolt/rod required for all 24-in wide panels.

6 The 1/4-inch diameter by 3-inch long wood screws must have a minimum allowable design value of 311 lbs. (excluding a 33% stress increase) based on 12 gage (97 mil) metal to wood (specific gravity of 0.50 or greater) connection. Complying screws are Hardy Frame®_{HFS-series, USP WS-series (ICC ES PFC-5634) or equal.}

¾ x 10 shear bolt for 24" panel only

On Concrete On a Nut & Washer

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Hardy Frame®

Table 2.1 Braced Wall Panel (BWP) - Equivalents Hardy Frame® Panels on Foundation 2, 3, 4, 5

Seismic Design

Category or Wind Speed Condition of Use

Minimum Amount of Bracing in Braced Wall

Line, % of Braced Wall Line Length 1

Hardy Frame ®_{Panel to Replace Each 48 in.}

(4-ft.) Braced Wall Panel Length WALL HEIGHT METHOD 3 METHODS 2, 4, 5, 6, 7, 8 8 ft. 9 ft. 10 ft. SDC A and B or wind speed ≤ 100 mph One story 16 16 HF8x12 7/8 HF8x18 7/8 HF8x24 7/8 HF9x12 7/8 HF9x18 7/8 HF9x24 7/8 HF10x12 7/86 HF10x18 7/8 HF10x24 7/8

First story of two-story 16 25

First story of three-story 25 35

SDC C or wind speed < 110 mph

One story 16 25

HF9x18 7/8 HF9x24 7/8 SDC D₀ and D₁ One story 20 30 HF10x18 7/8 HF10x24 7/8

SDC D₂ One story 25 40

Table 2.2 Braced Wall Panel (BWP) Equivalents Hardy Frame®_{Panels on Wood Sill}2, 3, 4, 5

Seismic Design Category or

Wind Speed Condition of Use

Minimum Percentage (%) of Braced

Wall Line Length Required for Bracing 1

Hardy Frame®_{Panel to replace each 48-in. (4}

ft) Braced Wall Panel Length Wall Height METHOD 3 METHODS 2, 4, 5, _{6, 7, 8} 8 ft. 9 ft. 10 ft. SDC A and B or wind speed ≤ 100 mph One story 16 16 HF8x18 7/8 HF8x24 7/8 HF9x18 7/8 HF9x24 7/8 HF10X18 7/8 HF10X24 7/8 First of two-story 16 25 First of three-story 25 35 SDC C or wind speed < 110 mph One story 16 25 First of two-story 30 45 First of three-story 45 60 SDC D₀ and D₁ One story 20 30 First of two-story 45 60 First of three-story 60 85 SDC D₂ One story 25 40 First of two-story 55 75

1 Refer to IRC Section R602.10.3 for description of bracing methods.

2 In applications where panels are stacked in direct alignment use the same width Panel in the stories above as the lowest story requirement.

3 Design recommendations are applicable to the 2000/2003/2006 IRC and do not include a one-thrid stress increase.

4 Structural elements required to support panels (related structural elements) shall be designed by a qualified building designer.

5 For braced wall panel incremental lengths less than 48 in., assume 48-in. for braced wall panel substitution or consult a qualified building designer.

6 Allowed in SDC A and B only.

7 The minimum screw quantity at top connection for all Panels in this table is 5.

8 The 1/4-inch diameter by 3-inch long wood screws must have a minimum allowable design value of 311 lbs. (excluding a 33% stress increase) based on 12 gage

(97 mil) metal to wood (specific gravity of 0.50 or greater) connection. Complying screws are Hardy Frame® HFS-series, USP WS-series (ICC ES PFC-5634) or equal.

9 Anchorage to be specified by a qualified building designer.

¾ x 10 shear bolt for 24" panel only

On Concrete On a Nut & Washer

¾ x 10 shear bolt for 24" panel only On a Mudsill MODEL NUMBERING HF 9 X 18 7/8

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Hardy Frame®

Table 2.3 Braced Wall Panel (BWP) Equivalents - Hardy Frame®_{Panels on Raised Floor 2, 3, 4, 5}

Seismic Design Category or Wind

Speed Condition of Use

Minimum Percentage (%) of Braced Wall Line

Length Required for Bracing 1

Hardy Frame® Panel to replace each 48-in. (4 ft)

Braced Wall Panel Length Wall Height METHOD 3 METHODS 2, 4, 5, 6, 7, 8 8 ft. 9 ft. 10 ft. SDC A and B or wind speed ≤ 100 mph One story 16 16 HF8x12 7/86 HF8x18 7/8 HF8x24 7/8 HF9x18 7/8 HF9x24 7/8 HF10X18 7/8 HF10X24 7/8 First of two-story 16 25 First of three-story 25 35 SDC C or wind speed < 110 mph One story 16 25 First of two-story 30 45 First of three-story 45 60 SDC D₀ and D₁ One story 20 30 First of two-story 45 60 First of three-story 60 85 SDC D₂ One story 25 40 First of two-story 55 75 Notes:

1 Refer to IRC Section R602.10.3 for description of bracing methods.

2 In applications where panels are stacked in direct alignment use the same width Panel in the stories above as the lowest story requirement.

3 Design recommendations are applicable to the 2000/2003/2006 IRC and do not include a one third stress increase. 4 Stuctural elements required to support panels (related structural elements) shall be designed by a qualified building designer.

5 For braced wall panel incremental lengths less than 48 in., assume 48-in. for braced wall panel substitution or consult a qualified building designer.

6 Allowed in SDC A and B only.

7 The minimum screw quantity at top and bottom connection for all Panels in this table is 5.

8 The 1/4-inch diameter by 3-inch long wood screws must have a minimum allowable design value of 311 lbs. (excluding a 33% stress increase) based on 12 gage (97 mil) metal to wood (specific gravity of 0.50 or greater) connection. Complying screws are Hardy Frame® HFS-series, USP WS-series (ICC ES PFC-5634) or equal. 9 Anchorage to be specified by a qualified building designer.

Table 2.4 Braced Wall Panel (BWP) Equivalents - Hardy Frame®_{Panels on Upper Floor}2, 3, 4

Seismic Design Category or

Wind Speed Condition of Use

Minimum Percentage (%) of Braced Wall Line Length Required for Bracing 1

Hardy Frame® Panel to replace each 48-in. (4 ft) Braced Wall Panel Length

Wall Height

METHOD 3 METHODS 2, 4, 5, _{6, 7, 8} 8 ft. 9 ft. 10 ft.

Category A and B or wind speed

≤ 100 mph

Top story of two- or three-story 16 16

HF8x18 7/8

HF8x24 7/8 HF9x18 7/8 HF9x24 7/8 HF10x18 7/8 HF10x24 7/8

Second story of three-story 16 25

SDC C or wind speed < 110 mph Top story of two- or three-story 16 25

SDC D₀ and D₁ Top story of two- or three-story 20 30

SDC D₂ Top story of two-story 25 40

Hardy Frame®

Bearing Plate

On a Floor System

Solid RIM for compression support and shear transfer

Installation on a floor system

Hardy Frame®_{Bearing Plate}_{¾˝ thick x 3½˝ width}

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Hardy Frame®

Installation Panels Stacked in a Balloon Wall

• Allowable values in Table 3 assume installation of the lower Panel is on concrete, masonry, or on a nut and washer.

• Allowable values are per installation notes in Table 3.

• For installations that deviate from the Table 3 notes, the design load should be checked as outlined in the Design Criteria below.

• When installing on concrete or a nut and washer with a treated mudsill, a moisture barrier (15# felt,

Moistop, etc) is recommended.

• For installation on concrete set all bolts at 2-¾˝ above finish concrete.

• For installation on a nut and washer set all bolts at 4-¼˝ above finish concrete.

• Threaded rods connecting the upper Panel to the lower Panel are ASTM A 36 (min).

• Install ½˝x3˝x3˝ plate washers (and nuts) on the bolts at the inside top of the lower Panel.

• Install standard round washers (and nuts) on the bolts at the base of Panels.

• Install and connect continuous studs/post to each edge of the stacked system per the requirements of the Design Professional.

• When necessary, install a 2x filler at the top and connect with ¼ x 4-½˝ screws.

• For fillers larger than 1 1/2” net see detail #26 in ICC-ES

Report PFC-5342 or in the Hardy Frame®_{Product Catalog.}

Design Criteria

• Check that the uplift for the system does not exceed the capacity of the embed bolt. o Uplift = V x H / (W-1.75)

• Check that the moment for the system does not exceed the allowable moment of the lower Panel. o V design x H < V allowable x h

• For seismic design, check that the drift for the system does not exceed code limits.

o Drift = V x H3 / 3EI

o 4.0 x (Drift x 1.4) < .025 x H

• Lateral bracing is required to resist the bending moment from out of plane seismic and wind forces as well as the bending moment due to buckling from in plane loading. The Design Professional is responsible for loads applied to side members,

determining side member material, dimensions and the appropriate structural connection to the stacked Hardy Frame® system.

o Out of Plane Forces Due to In Plane Loading = Uplift x .02

Where: V = Lateral Load (lbs) E = Modulus of Elasticity = 29.5 x 106_psi

H = Height of System (in) I = Moment of Inertia for 12˝ Panel = 49.8 in4

h = Height of Lower Panel (in) 18˝ Panel = 101.8 in4

W = Panel Width (in) 24˝ Panel = 300.3 in4

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Hardy Frame®

Table 3: Hardy Frame®_{Panels Stacked in a Balloon Wall}1

Net Height of Top2 over Net Height of Bottom Panel (in) Wall3 Height H (in) HD Bolt Diameter (in) Seismic Wind Screw 7,8 Qty at Top Allowable4 In-Plane Shear V (lbs) Drift at 5 V (in) Uplift at6 V (lbs) Allowable4 In-Plane Shear V (lbs) Drift at 5 V (in) Uplift at6 V (lbs) 12” Wide Panels 73-1/2” o/ 92-1/4” 14’1” 7/8 546 0.564 8,836 683 0.705 11,045 4 85-1/2” o/ 92-1/4” 15’1” 7/8 480 0.611 8,324 600 0.764 10,405 4 97-1/2” o/ 92-1/4” 16’1” 7/8 420 0.651 7,775 525 0.814 9,719 4 97-1/2” o/ 104-1/4” 17’1” 7/8 372 0.693 7,322 465 0.866 9,153 4 109-1/2” o/ 104-1/4” 18’1” 7/8 330 0.731 6,890 413 0.914 8,613 4 109-1/2” o/ 116-1/4” 19’1” 7/8 300 0.783 6,607 375 0.979 8,259 4 18” Wide Panels 73-1/2” o/ 92-1/4” 14’1” 1-1/8 1,140 0.576 11,628 1,425 0.720 14,535 7 85-1/2” o/ 92-1/4” 15’1” 1-1/8 990 0.618 10,834 1,238 0.772 13,542 7 97-1/2” o/ 92-1/4” 16’1” 1-1/8 870 0.660 10,164 1,088 0.825 12,705 7 97-1/2” o/ 104-1/4” 17’1” 1-1/8 768 0.700 9,535 960 0.875 11,919 7 109-1/2” o/ 104-1/4” 18’1” 1-1/8 684 0.742 8,997 855 0.927 11,247 7 109-1/2” o/ 116-1/4” 19’1” 1-1/8 612 0.782 8,502 765 0.977 10,628 7 121-1/2” o/ 116-1/4” 20’1” 1-1/8 552 0.823 8,076 690 1.029 10,095 7 24” Wide Panels 73-1/2” o/ 92-1/4” 14’1” 1-1/8 1,878 0.322 13,993 2,348 0.402 17,491 10 85-1/2” o/ 92-1/4” 15’1” 1-1/8 1,753 0.370 14,003 2,191 0.463 17,503 10 97-1/2” o/ 92-1/4” 16’1” 1-1/8 1,638 0.422 13,972 2,048 0.527 17,466 10 97-1/2” o/ 104-1/4” 17’1” 1-1/8 1,542 0.477 13,986 1,928 0.596 17,482 10 109-1/2” o/ 104-1/4” 18’1” 1-1/8 1,452 0.534 13,949 1,815 0.667 17,436 10 109-1/2” o/ 116-1/4” 19’1” 1-1/8 1,380 0.598 14,002 1,725 0.747 17,502 10 121-1/2” o/ 116-1/4” 20’1” 1-1/8 1,308 0.662 13,977 1,635 0.827 17,471 10

For SI: 1 inch = 25.4 mm, 1 lbf = 4.45 N

Notes: 1) Installation assumed to be on concrete, masonry, or nut & washer.

2) The net height indicated of the top Panel requires a custom height fabrication by the manufacturer. The net height of the bottom Panel indicated is a standard fabrication product. 3) Wall Height (H) is based on a stud height of 92-1/4” for a 8’1” wall height and adding 1-1/2” for

eliminating the 2x mudsill.

4) Loads shown are Basic Load Combination per Section 1612.3.1 of the UBC or Section 1605.3.1 of the IBC and do not include a 1.33 stress increase. For allowable loads per the IBC, Section 2.7.3 of the Hardy Frame® ICC-ES PFC-5342 report applies.

5) Drift at V is within the code limit for seismic design. 6) Uplift at V corresponds to the allowable shear load V.

7) The 1/4-inch diameter by 3-inch long wood screws must have a minimum allowable design value of 311 lbs. (excluding the allowable 1.33 stress increase) based on metal (No. 12 gage) to wood (specific gravity of 0.50 or greater) connection Complying screws are Hardy Frame HFS - series, USP WS-series (ICC ES PFC-5634) or equal.

8) When installing a 2-by filler (wood with specific gravity of 0.5 or greater) at the top connection, the minimum screw length is 4-1/2 inches. 9) Formulas used to arrive at allowable shear V and corresponding drift assume no additional vertical loads “P”.

10) Lateral Bracing is required to resist the bending moment from out of plane seismic and wind forces as well as the bending moment due to buckling from in plane loading. The Design Professional is responsible for loads applied to side members, determining side member material, dimensions and the ap propriate structural connection to the stacked Hardy Frame® system. Panels come with (4) 1/4” diameter screw holes in each edge.

11) For earthquake loads under the IBC use an R of 6.5 Ω ο of 3 and C_d of 4 for design. 12) This table is not in the current ICC-ES Legacy Report, PFC-5342 (June 1, 2003).

HEIGHT CALL OUT 73½˝ o/92¼˝

NET HEIGHT OF BOTTOM PANEL NET HEIGHT OF TOP PANEL

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Hardy Frame® SECTION SECTION See note 5 See note 5 Bottom of bolt to bottom of concrete = 3˝ min. EB 10” Max 10” Max EA PLAN VIEW r4xDEƒ r4xDEƒ w w r4x r4x Eƒ DEƒ DEƒ DE_ƒ DEc DEc DEc DEƒ DEƒ DEƒ Eƒ 3˝ 3˝

Table 4A Anchorage for Prescriptive Tables

Footing Width W (in) Embed Type Min Rod Diameter (in) Embed From T.O.Footing E_ƒ(in) Distance to Edge & End at Footing DE_ƒ (in) Distance to Edge & EndTop of Conc DE_c (in)

12 A 7/8 6 6 1 3/4 B 7/8 8 6 1 3/4 C 7/8 12 6 1 3/4 D 1 1/8 14 6 1 3/4 18 A 7/8 6 9 1 3/4 B 7/8 8 9 1 3/4 C 7/8 12 9 1 3/4 D 1 1/8 14 9 1 3/4

Table 4B Anchorage for Balloon Stack Panels

Footing Width W (in) Embed Type Min Rod Diameter (in) Embed From T.O.Footing Eƒ (in)

Distance to Edge & End at Footing DEƒ (in)

Distance to Edge & End Top of Conc DEc (in)

24 E 7/8 8 12 1 3/4

28 F 1 1/8 10 14 1 3/4

36 G 1 1/8 12 18 1 3/4

To determine the length of threaded rod needed for a given embed depth use: Rod Length = Embed from Top of Concrete + 6 inches. Notes:

1. Minimum concrete strength = 2500 psi

2. Distance from top of concrete to top of footing = 10 inches maximum 3. Minimum distance from inner most rod to the interior end of footing is 4x DE_ƒ

4. For installation directly on concrete top of bolt to top of concrete 2 3/4”. For installation on 2x sill or nut and washer T.O. bolt to T.O. concrete is 4 1/4”

5. Threaded rods and plate washers must comply with ASTM A 36 6. Anchor bolts must comply with ASTM A 307

7. Foundation design by others

8. A qualified building designer is permitted to modify the requirements of theses tables

Template Kits

Hardy Frame®_{Template Kits (HFTK) include (1) single use Template (HFT),}

(2) ASTM A 36 all thread hold down bolts (with 1-plate washer and 2-nuts on the embed end of each bolt), the appropriate number of shear bolts, and all washers and nuts for connecting the Panel at slab installations. Template Kits for Panels also include (1) Hardy Frame® Bolt Brace (HFBB) for attachment to the embed end of the hold down bolts. When fully threaded rods are installed with the bolt brace the plate washers may be omitted without a loss in values. Template kits are intended for installation at a slab or curb. When ordering kits with a 7/8 inch diameter HD the bolt length supplied is 27 inches. When ordering kits with a 1-1/8 inch diameter the bolt length supplied is 31 inches. For installations at raised foundations, the Template Kit may not be appropriate. Plate washer may be omitted when rod is fully threaded and HFBB is installed. Template kits available for proper installation.

(11)

Portal Condition

• For fillers larger than 1 ½˝ net see ICC-ES detail 26.

• Straps may be screwed to Panels per ICC-ES detail 2. • Model numbers HF78x12, HF78x18 and HF78x24 are a net 78 inch height and are fabricated with straps welded to the solid face. Straps welded to other model numbers are available as a custom order. • Straps are not considered in allowable loads.

• Adjacent vertical wood members are recommended but not required.

¼˝ x 3˝

¼˝ x 3˝ Straps May Be Requried

by Design Professional

¼˝ x 4½˝ Refer to Detail #26

For Larger Fillers

1” MAX DIA. HOLE IN HATCHED AREA. FOR LARGER HOLES, MORE HOLES OR HOLES IN A DIFFERENT LOCATION CONTACT HARDY FRAMES, INC.

Standard Flat Washer O.D. is 2 ¼˝ for 7/8˝ bolt O.D. is 2 ¾˝ for 1 1/8˝ bolt

Flat Washer Field Clipped

to Fit

Flat, Finish (SAE) Washer O.D. is 1 ¾˝ for 7/8˝ bolt O.D. is 2 ¼˝ for 1 1/8˝ bolt

1/2 Height 1”

4” 1” MAX DIA.

HOLE IN HATCHED AREA. FOR LARGER HOLES, MORE HOLES OR HOLES IN A DIFFERENT LOCATION CONTACT HARDY FRAMES, INC.

to Fit

1/2 Height 1”

4”

1” MAX DIA. HOLE IN HATCHED AREA. FOR LARGER HOLES, MORE HOLES OR HOLES IN A DIFFERENT LOCATION CONTACT HARDY FRAMES, INC.

to Fit

1/2 Height 1”

4” 1” MAX DIA.

HOLE IN HATCHED AREA. FOR LARGER HOLES, MORE HOLES OR HOLES IN A DIFFERENT LOCATION CONTACT HARDY FRAMES, INC.

to Fit

1/2 Height 1” 4” ¼˝ x 4½˝ Straps May Be Requried by Design Professional

Garage front with header supported by trimmers and king studs.

Hardy Frame

®

Panel Connections & Attachments

On Concrete On a Nut & Washer _{On a Mudsill} Per design professional

1” MAX DIA.

HOLE IN HATCHED

AREA. FOR LARGER

HOLES, MORE HOLES

OR HOLES IN A

DIFFERENT LOCATION

CONTACT HARDY

FRAMES, INC.

Standard Flat Washer

O.D. is 2 ¼˝ for

7/8

˝ bolt

O.D. is 2 ¾˝ for 1

1/8

˝ bolt

Flat Washer

Field Clipped

to Fit

Flat, Finish (SAE) Washer

O.D. is 1 ¾˝ for

7/8

˝ bolt

O.D. is 2 ¼˝ for 1

1/8

˝ bolt

1/2 Height 1”

4”

1” MAX DIA.

HOLE IN HATCHED

AREA. FOR LARGER

HOLES, MORE HOLES

OR HOLES IN A

DIFFERENT LOCATION

CONTACT HARDY

FRAMES, INC.

Standard Flat Washer

O.D. is 2 ¼˝ for

7/8

˝ bolt

O.D. is 2 ¾˝ for 1

1/8

˝ bolt

Flat Washer

Field Clipped

to Fit

Flat, Finish (SAE) Washer

O.D. is 1 ¾˝ for

7/8

˝ bolt

O.D. is 2 ¼˝ for 1

1/8

˝ bolt

1/2 Height 1”

4”

1” MAX DIA.

HOLE IN HATCHED

AREA. FOR LARGER

HOLES, MORE HOLES

OR HOLES IN A

DIFFERENT LOCATION

CONTACT HARDY

FRAMES, INC.

Standard Flat Washer

O.D. is 2 ¼˝ for

7/8

˝ bolt

O.D. is 2 ¾˝ for 1

1/8

˝ bolt

Flat Washer

Field Clipped

to Fit

Flat, Finish (SAE) Washer

O.D. is 1 ¾˝ for

7/8

˝ bolt

O.D. is 2 ¼˝ for 1

1/8

˝ bolt

1/2 Height 1”

4”

¾ x 10 shear bolt for 24˝ panel only

Note: Up to a 3/8” ply, OSB or wood shim may be used to compensate for variations in stan-dard stud heights. See “Panels Gen-eral Information” paragraph 3. Hang soffit from header as needed for opening height. Cavity may be oriented towards outside or inside face of wall.

For additional conditions or AutoCAD detail versions refer to Hardy Frame® Typical Installation sheets H1-H3 or call Hardy Frames, Inc. at 800-754-3030. 1-3/4 1-3/4 1-3/4 1-3/4 1-3/4 24 20-1/218 14-1/212 8-1/2 10-1/4 10-1/4 1-3/4 1-3/4 1-3/4 1-3/4 1-3/4 1-3/4 24 20-1/218 14-1/212 8-1/2 10-1/4 10-1/4 1-3/4 1-3/4 1-3/4 1-3/4 1-3/4 1-3/4 24 20-1/218 14-1/212 8-1/2 10-1/4 10-1/4 1-3/4

Panels - Bolt Pattern at Bottom,

Screw Pattern at Top

4˝ 4˝ 9˝ 1˝ UPPER HALF (PANEL HEIGHT ÷ 2)

3˝ DIAMETER HOLE PROVIDED IN FACE OF 18˝ AND 24˝ WIDE PANELS An additional 1” diameter hole may be

drilled in the upper half of the Panel when it is located in the hatched area. To drill more than one hole, a larger diameter hole or a hole in a location outside of the hatched area, contact Hardy Frames, Inc.

There is not an “inside” or “outside” face for the Panel. To avoid the need for additional holes, orient the open face toward the fixture to be installed. Sheathing, finishes, connectors, fixtures, furring and backing can

all be attached to Hardy Frame®

Panels with self tapping screws at a minimum space of 2 ¼˝ OC. A #10 diameter is recommended, not for structural purposes, but for ease of installation. Structural attachment to Panels requires the Design Professional to provide a complete load path to the foundation and may require self-tapping screws larger than #10. Structural steel connectors used to transfer loads should not exceed 12 gage.

SELF TAPPING WING TIP “SD” BUGLE HEAD WAFER HEAD FLAT TRUSS MODIFIED TRUSS HEX HEAD

SELF DRILLING “SD” POINT SELF TAPPING

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0 Hardy Frame®