hurricane shutter design considerations for florida · one of the best ways to protect a home...

One of the best ways to protect a home (Group R occupancy) from damage in windstorms is to install shutters over all

windows and glass doors. Shutters protect windows from wind-borne objects. They also prevent structural damage caused

by sudden pressure changes when a window is broken.

Hurricane Shutter Design Considerations for Florida

Figure 1

Wind-Borne deBris regions and VULT ConToUrs for deTermining appLiCaBiLiTy of TaBLes r301.2.1.2 and 1609.1.2 of The 2010 fLorida BUiLding Codes

Broward

Hendry

PalmBeach

Charlotte Glades

MartinDesoto

Sarasota

SaintLucie

Okeechobee

ManateeHardee

Highlands

Pinellas

Hillsborough

Osceola

Polk

OrangeSumter

Lake

Marion

Flagler

Alachua

BradfordWakulla Taylor

Suwannee Col

umbi

a

HamiltonMadison

Jeffe

rson

Leon

Gadsden

WaltonHolmes

Pinellas

d

h

Browar

PalmBeach

Martin

SaintLucie

Hendry

Charlotte Glades

DesotoSarasota

Okeechobee

ManateeHard

S

PinellasPinellas

H

PPPinellas

ardeeHighlands

Hillsborough

Osceola

Polk

OrangeSumter

Lake

gler

Marion

Flag

Alachua

Bradford

Walton

Wakulla

Holmes

kulla Taylor

Suwannee Col

umbi

a

HamiltonMadison

Jeffe

rson

Leon

Gadsden

Wind-Borne Debris Region as Defined in Section R202

Designated areas where the basic wind speed, VULT , is 140 mph or greater.

130 mph, VULT and within 1 mile of the coast

Notes:

1) Values are VULT 3-second gust, wind speeds in miles per hour at 33 ft above ground for Exposure C category.

2) Linear interpolation between contours is permitted.

3) Islands and coastal areas outside the last contour shall use the last wind speed contour of the coastal area.

4) Mountainous terrain, gorges, ocean promontories, and special wind regions shall be examined for unusual wind conditions.

5) This map is accurate to the county. Local governments establish specific wind speed/wind-borne debris lines using physical landmarks such as major roads, canals, rivers and shorelines.

6) VASD = ��0.6 x VULT

Source: Adapted from the 2010 Florida Building Code and Florida Building Code – Residential (Figures 1609A and R301.2(4), respectively).

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140

140

140

150

150

150

150

160

160

170

170

180

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115


Form No. T460A ■ © 2013 APA – The Engineered Wood Association ■ www.apawood.org

2

The following designs are presented as two basic alternatives: The first is to present the code minimum opening protec-

tion when such shutters are required. The requirements of the 2010 Florida Building Code-Residential (FBC-R) and

2010 Florida Building Code-Building (FBC-B) are presented. Except for Dade and Broward Counties, they permit the

use of minimum 7/16 Performance Category Rated Sheathing as opening protection against the impact of wind-borne

debris. Check with local building departments for verification or clarification of requirements.

The second approach provides some design details for stronger and stiffer shutters than provided for by the code-

minimum requirements. It should be noted that these designs were developed prior to the adoption of specific stan-

dards for shutter designs by any U.S. codes. The supports detailed for these shutters meet code requirements when

mounted according to the specifications in Table R301.2.1.2 of the FBC-R. The mounting brackets for the masonry

block structures have been tested for design wind loads but have not been impact or cyclic tested because they were

developed as design guides before these standards were developed.

1. Code-MiniMuM Shutter deSign

2010 Florida Building Code–Residential (FBC-R) Section R301.2.1.2 Protection of Openings. Windows

in buildings located in wind-borne debris regions shall have glazed openings protected from wind-borne debris. Glazed

opening protection for wind-borne debris shall meet the requirements of the large missile test of ASTM E1996 and ASTM

E1886, SSTD 12, TAS 201, 202 and 203 or AAMA 506 referenced therein. Garage door glazed opening protection

for wind-borne debris shall meet the requirements of an approved impact resisting standard or ANSI/DASMA 115.

1. Openings in sunrooms, balconies or enclosed porches constructed under existing roofs or decks are not required

to be protected provided the spaces are separated from the building interior by a wall and all openings in the

separating wall are protected in accordance with this section. Such space shall be permitted to be designed as

either partially enclosed or enclosed structures.

2. Storage sheds that are not designed for human habitation and that have a floor area of 720 square feet or less

are not required to comply with the mandatory wind-borne debris impact standard of this code.

3. Ventilation openings in an exterior wall into an attic space in buildings located in wind-borne debris regions

shall have opening protection from wind-borne debris. Such opening protection into an attic space shall meet

the requirements of AMCA 540 or shall be protected by an impact resistant cover complying with an approved

impact-resistance standard or the large missile test of ASTM E1996.

Impact resistant coverings shall be tested at 1.5 times the design pressure (positive or negative) expressed in pounds

per square feet as determined by the Florida Building Code, Residential Section R301, for which the specimen is

to be tested.

Exception: Wood structural panels with a minimum thickness of 7/16 inch and a maximum span of 8 feet shall be

permitted for opening protection in one- and two-story buildings. Panels shall be precut and attached to the framing

surrounding the opening containing the product with the glazed opening. Panels shall be predrilled as required for

the anchorage method and shall be secured with the attachment hardware provided. Attachments shall be designed

to resist the component and cladding loads determined in accordance with either Table R301.2(2) or ASCE 7 with

the permanent corrosion-resistant attachment hardware provided and anchors permanently installed on the building.

Attachment in accordance with Table R301.2.1.2 is permitted for buildings with a mean roof height of 33 feet or less

where VASD determined in accordance with Section R301.2.1.3 does not exceed 130 miles per hour.



3

Sections R202 and 1609.2 define Wind-borne Debris Region as:

Wind-borne Debris Region. Areas within hurricane-prone regions located:

1. Within 1 mile of the coastal mean high water line where the ultimate design wind speed is VulT , is 130 mph or

greater; or

2. In areas where the ultimate design wind speed, VulT , is 140 mph or greater.

Section R202 defines Hurricane-Prone Regions as:

Hurricane-Prone Regions. Areas vulnerable to hurricanes defined as:

1. The u.S. Atlantic Ocean and Gulf of Mexico coasts where the basic wind speed, VulT , for Risk Category II buildings

is greater than 115 mph and

2. Hawaii, Puerto Rico, Guam, Virgin Islands and American Samoa.

Alternatively, Section 1609.1.2 of the 2010 Florida Building Code-Building, Protection of Openings:

1609.1.2 Protection of Openings. Glazed openings in buildings located in wind-borne debris regions shall be

protected from wind-borne debris. Glazed opening protection for wind-borne debris shall meet the requirements of

SSTD 12, ASTM E1886 and ASTM E1996, ANSI/DASMA 115 (for garage doors and rolling doors) or TAS 201, 202

and 203 or AAMA 506 referenced therein.

1. Glazed openings located within 30 feet of grade shall meet the requirements of the large missile test of ASTM E1996.

2. Glazed openings located more than 30 feet above grade shall meet the provisions of the small missile test of

ASTM E1996.

3. Storage sheds that are not designed for human habitation and that have a floor area of 720 square feet or less

are not required to comply with the mandatory wind-borne debris impact standards of this code.

Table r301.2.1.2

Wind-Borne deBris proTeCTion fasTening sChedULe for Wood sTrUCTUraL paneLs(a)(b)(c)(d)

fastener Type

fastener spacing (inches)(a)(b)

panel span ≤ 4 Feet

4 Feet < Panel Span ≤ 6 Feet

6 Feet < Panel Span ≤8 Feet

No. 8 wood-screw-based anchor with 2-inch embedment length 16 10 8


1/4-inch lag-screw-based anchor with 2-inch embedment length 16 16 16

For Si: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound = 4.448 N, 1 mile per hour = 0.447 m/s.

(a) This table is based on VASD determined in accordance with Section r301.2.1.3, 130 mph and a 33-foot mean roof height.

(b) Fasteners shall be installed at opposing ends of the wood structural panel. Fasteners shall be located a minimum of 1 inch from the edge of the panel.

(c) anchors shall penetrate through the exterior wall covering with an embedment length of 2 inches minimum into the building frame. Fasteners shall be located a minimum of 2-1/2 inches from the edge of concrete block or concrete.

(d) Where panels are attached to masonry or masonry/stucco, they shall be attached using vibration-resistant anchors having a minimum ultimate withdrawal capacity of 1500 pounds.



4

4. Openings in sunrooms, balconies or enclosed porches constructed under existing roofs or decks are not required

to be protected provided the spaces are separated from the building interior by a wall and all openings in the

separating wall are protected in accordance with Section 1609.1.2. Such spaces shall be permitted to be designed

as either partially enclosed or enclosed structures.

Exceptions:

1. Wood structural panels with a minimum thickness of 7/16 inch and maximum span of 8 feet shall be permitted for

opening protection in one- and two-story buildings classified as Group R-3 or R-4 occupancy. Panels shall be precut

so that they shall be attached to the framing surrounding the opening containing the product with the glazed opening.

Panels shall be predrilled as required for the anchorage method and shall be secured with the attachment hardware

provided. Attachments shall be designed to resist the components and cladding loads determined in accordance with

the provisions of ASCE 7, with corrosion-resistant attachment hardware provided and anchors permanently installed

on the building. Attachment in accordance with Table 1609.1.2 with corrosion-resistant attachment hardware provided

and anchors permanently installed on the building is permitted for buildings with a mean roof height of 45 feet or less

where VASD , determined in accordance with Section 1609.3.1 does not exceed 140 mph. (See Figure 1 for wind-borne

debris regions and VulT contours.)

2. Glazing in Risk Category I buildings as defined in Section 1604.5, including greenhouses that are occupied for growing

plants on a production or research basis, without public access shall be permitted to be unprotected.

3. Glazing in Risk Category II, III or IV buildings located over 60 feet above the ground and over 30 feet above

aggregate surface roofs located within 1,500 feet of the building shall be permitted to be unprotected.

4. Exterior balconies or porches under existing roofs or decks enclosed with screen or removable vinyl and acrylic

panels complying with Section 2002.3.3 shall not be required to be protected and openings in the wall separating

the unit from the balcony or porch shall not be required to be protected unless required by other provisions of

this code.

Table 1609.1.2

Wind-Borne deBris proTeCTion fasTening sChedULe for Wood sTrUCTUraL paneLs(a)(b)(c)(d)

fastener Type

fastener spacing (inches)

panel span ≤ 4 Feet





1/4-inch diameter lag-screw-based anchor with 2-inch embedment length

16 16 16

For Si: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound = 4.448 N, 1 mile per hour = 0.447 m/s.

a. This table is based on VASD determined in accordance with Section 1609.3.1 of 140 mph and a 45-foot mean roof height.

b. Fasteners shall be installed at opposing ends of the wood structural panel. Fasteners shall be located a minimum of 1 inch from the edge of the panel.

c. anchors shall penetrate through the exterior wall covering with an embedment length of 2 inches minimum into the building frame. Fasteners shall be located a minimum of 2-1/2 inches from the edge of concrete block or concrete.

d. Where panels are attached to masonry or masonry/stucco, they shall be attached using vibration-resistant anchors having a minimum ultimate withdrawal capacity of 1,500 pounds.



5

2. ConSiderationS for Stronger, Stiffer deSignS

The following design pages describe how to construct stronger, stiffer shutters for attachment to wood and masonry

walls. The masonry attachments were designed prior to the adoption of specific test standards for shutter designs

by Florida codes. The shutters have been tested to resist the design wind loads and impacts, but the attachments to

masonry have not been impact or cyclic-load tested. The masonry attachment details are therefore supplied as guides

in developing individual designs.

Section R4403.2.1(g) (for Dade and Broward Counties) requires that shutters deflect no more than the shutter span

(in inches) divided by 30 (for instance, a 40-inch span should not bend more than 40"/30 = 1.33 inches when the

wind blows). They also should bend less than 2 inches maximum and should remain at least one inch away from the

window when under full wind force.

In wood-frame construction, panels can be nailed over the openings when a hurricane approaches. Buildings made

with concrete blocks, however, require advance preparation.

In some cases, stiffeners may be necessary to limit deflection of the shutter against the glass. Stiffeners function best

if they are on the outside of the shutter and oriented with the narrow edge against the shutter.

Tables 1 and 2 and Figures 2 and 3 on the following pages apply to most of the designs, and are referenced accordingly.

These APA hurricane shutter designs are based on pressures associated with a three-second gust VULT wind speed of

190 mph (VAsd wind speed of 150 mph) and a mean roof height of 45 feet or less. Before constructing shutters, it is

important to check with your local building department for any updates on current code requirements.

Note: The shutter designs shown herein will provide significant protection from hurricane-force winds. This publication contains recom-mendations to serve as a guide only. It does not include all possible shutter, anchor and fastening systems, and the installer must adjust all dimensions to compensate for particular installations and hardware used. These shutter designs by no means represent all possible workable designs and can always be upgraded to provide even greater margins of safety and protection. All shutter designs herein are intended to be temporary and mounted and removed from outside the building. All designs are based on wind-pressure capacities only.

While the design wind pressures used are based on ASCE 7-10, the building owner/installer must still carefully evaluate each system and then, if necessary, make any modifications consistent with good design and building practices.



6

Table 1

maximUm span WiThoUT sTiffeners – sTrengTh axis perpendiCULar To fasTener roWs (see figUre 2)

apa panel span rating

approximate Weight

(psf)

maximum shutter span

(in.)

approximate deflection at VULT 190 mph design Wind speed at 45-ft Height, Exp. C, Wet Panels

(in.)

32/16 1.5 22 0.22

40/20 2.1 30 0.38

48/24 2.4 34 0.35

48 oc 3.6 50 0.58

Table 2

WeighTs and defLeCTions of shUTTers WiTh sTiffeners(a) (see figUre 3)

apa panel span rating

minimum panel specification

approximate Weightmaximum span

(stiffener Bending)Total deflection

(stiffener plus panel)

With 2x4 stiffeners

(psf)

With 2x6 stiffeners

(psf)

With 2x4 stiffeners(b) at 16" o.c.

(in.)

With 2x6 stiffeners(b) at 16" o.c.

(in.)

66" span with 2x4 stiffeners

(in.)

96" span with 2x6 stiffeners

(in.)

32/16, 15/32 Perf. Cat. 5-ply plywood or OSb

2.4 2.9 66 96 0.87 0.97

40/20, 19/32 Perf. Cat. 4-ply plywood or OSb

2.8 3.3 66 96 0.75 0.86

48/24, 23/32 Perf. Cat. Plywood or OSb

3.2 3.7 66 96 0.66 0.79

48 o.c., 1-1/8 Perf. Cat. Plywood or OSb

4.3 4.8 66 96 0.49 0.67

(a) Panels with 2x4 S-P-F (South) No. 2 stiffeners spaced 16 inches o.c., exposure C, 3-second gust, Wall Zone 5, mean roof height = 45 ft, VulT 190 mph, 2010 FbC-r.

(b) Maximum span governed by stiffener bending strength, wet stresses, duration of load factor = 1.6.



7

Rows of fasteners

Panel shutter Shutter span

Panel strength axis(perpendicular to the fastener rows)

Orientation is based on Figure A1

Figure 2

shUTTer insTaLLaTion exampLe shoWing orienTaTion of paneL sTrengTh axis

APA structural panel No. 2 2x4 or No. 2 2x6

Cut if desired

Panel strength axis

3/16" x 3" lag screws with fender washers

Min. 16d box nails (0.135" x 3-1/2") @ 6" o.c.

Figure 3

shUTTer sTiffener aTTaChmenT – if reqUired



8

hurriCane Shutter deSignS index



9

deSign a

Shutters for Wood-Frame BuildingsThis design from APA describes how to construct structural panel shutters for attachment to wood-frame buildings.

Steps to Constructing Shutters1. Review Tables 1 and 2 to determine if stiffeners are needed. Attach stiffeners, if needed, as shown in Figures 3

and A1.

2. Cut APA wood structural panels with adequate edge overlap to receive nails. Orient long panel axis (strength axis) of

the panel as shown in Figures 3 and A1.

3. Use a long brad, finishing or casing nails to locate the framing behind the wood siding. The nails used to attach the

shims and the shutters must hit the framing to be fully effective.

4. Nail shims to the framing with 12d nails (0.135- x 3-1/4-inch). Use 16d nails (0.135- x 3-1/2-inch) for shims over

3/4 inch thick. For spans up to 5 feet, space the nails 6 (4) inches o.c. at each shim. For spans over 5 feet, space nails

4 (3) inches o.c. at each shim. Stagger nails as shown in Figure A2. Refer to Figures A2 and A3. Shim attachment

schedules are based on a mean roof height of 33 feet. Corresponding schedules for a mean roof height of 45 feet are

shown in parenthesis, e.g., 12 (8).

5. Attach the shutters with double-headed nails as shown in Figures A2 and A3 for ease of later removal. Use 16d

(0.135- x 3-1/2-inch). For nail spacing at each end of the shutter panel, see Tables A1 and A2. Stagger nails spaced

3 inches on center. Nailing the panel on all four sides instead of just the two ends will further limit deflection and max-

imize strength.

Table a1

minimUm naiL spaCing aLong eaCh end of The shUTTer paneL (Span Ratings 32/16, 40/20, 48/24 plywood or OSB)

shutter height (ft)

mean roof height (ft)

33 45

5 6" o.c. 4" o.c.

8 3" o.c. 3" o.c.

Table a2

minimUm naiL spaCing aLong eaCh end of The shUTTer paneL (Span Rating 48 oc, 1-1/8" plywood or osB)

shutter height (ft)


33 45

5 4" o.c. 4" o.c.

8 3" o.c. 3" o.c.

6. Any permanently installed hardware, shims or fastening devices must be installed using standard/acceptable methods

of waterproofing. All abandoned holes must be sealed.

7. After fabrication, each shutter should be marked for orientation and location to speed installation.

8. If shims are left in place, use galvanized nails and finish like siding or exterior trim.



10

16d (0.135" x 3-1/2") double-headed nails in accordance with Tables A1 and A2

APA structural panel

No. 2 2x4s or No. 2 2x6s (if needed)

Cut if desired

Panel strength axis

Span

Figure a1

shUTTer aTTaChmenT – VieW from oUTside

16d (0.135" x 3-1/2") double-headed nails per Table A1 or A2

Siding

Shim

Shutter

Finish wall

Flashing and caulk

Glass

Header

16d (0.135" x 3-1/2") nailsholding shims per Step 4

Interior casing

Maintain a minimum panel edge distance of 1/2" –1"

Figure a2

shUTTer aTTaChmenT – Top



11

Caulk (prior to installing shim)

16d (0.135" x 3-1/2") nailsholding shims per Step 4

Shim

Siding

Finish sill

Finish wall

Shutter

SillInterior casing

Glass

Maintain a minimum panel edge distance of 1/2" –1"

16d (0.135" x 3-1/2") double-headed nails per Table A1 or A2

Figure a3

shUTTer aTTaChmenT – BoTTom



12

deSign B

Shutters for Masonry Block Structures Barrel-Bolt latch supports

This design from APA describes how to construct structural panel shutters for attachment to masonry block buildings

using barrel-bolt latch supports. The unique features of this design are the barrel bolt latches that support the shutter

at either end. Once made, the shutters can be mounted or removed without any additional hardware or tools. The

barrel-bolt latches should be mounted to the panel with bolts rather than the screws that usually come with them. Use

a washer under the nuts and heads of the bolts. Place the nut-end of the bolts to the outside (latch side) of the shutter

to allow for final adjustment of the latches.

Steps to Constructing Shutters1. Use Tables 1 and 2 to determine if stiffeners are needed. Attach stiffeners, if needed, as shown in Figure 3.

2. Cut the panel 1/8 inch less than the window opening. The long-panel axis (strength axis) must be oriented perpendicular

to the supported ends (sides of the shutter with the barrel bolts), regardless of which shutter dimension is longer.

3. Make two templates that will help in mounting the latches and

drilling the barrel-bolt latch holes in the concrete blocks – one

for each side of the window. The maximum distance between

the top of the shutter panel and the first barrel bolt, and the

maximum distance between barrel bolts shall be in accordance

with Table B1 and should miss the mortar joints between the

blocks by 1-1/2 inches or more. See Figure B1.

4. Mount 4-inch barrel bolts. The nuts go on the latch side (outside)

of the shutter. Make the nuts only finger tight because the latches

will be adjusted in the final fitting.

5. Drill latch-bolt holes in blocks. See Figure B2.

6. Mount the shutter in the window frame, and insert the barrel-

bolt latches into the holes in the concrete blocks. Tighten bolts holding barrel bolts in place.

7. The barrel-bolt holes in the concrete blocks may be filled with a removable plug when not in use as shown in Figure B3.

8. Any permanently installed hardware, shims or fastening devices must be installed using standard/acceptable methods of

waterproofing. All abandoned holes must be sealed.


10. To prevent the bottom 2x4 anchor holes in the concrete block from becoming clogged with dirt between shutter

uses, insert 1/2-inch No. 14 pan- or flat-head screws into the anchor holes. Remove these screws prior to reattaching

the 2x4s.

Table b1

BarreL BoLT aTTaChmenT sChedULe

shutter Width

(ft)


33 45

distance to first Barrel Bolt (in.)

5 6 5

8 4 3

Barrel Bolt spacing (in.)

5 12 10

8 8 6



13

Figure b1

LaTCh BoLT pLaCemenT deTaiLs

1-1/2"

Panel strength axis

TOP NORTH SIDE

CENTER

4" barrel bolt

No. 8 machine screws

3/8" cut washersAPA structural panel

Hole for latch bolt

Masonry joints

Outside face of wall

Note: Be sure to mark the location and orientationof each shutter after fabrication

4'' Barrel bolt

Section view of barrel bolt

Wall end view

Front view

Distance to first barrel bolt per Table B1

1-1/2"

Barrel bolt spacing per Table B1

Figure b2

LaTCh-BoLT hoLe in side of WindoW opening

Block Stucco

Holes for latchbolts not greater

than 16" o.c.

1-1/2"minimum

1"

Figure b3

Temporary pLUg for LaTCh-BoLT hoLe

Stucco

Block

Hole forlatch bolt

CorkScrew handle

Plug forlatch-bolt hole



14

deSign C

Shutters for Masonry Block Structures steel or aluminum angle and screw supports

This design from APA describes how to construct structural panel shutters for attachment to masonry block buildings,

using steel or aluminum angle and screw supports. The design is less costly to build than shutters with permanent

hardware for attachment and removal.

Anchorage to Masonry BlockThe plastic anchors* referenced in this plan have sufficient lateral and withdrawal capacity to handle the expected

forces and are recommended because they are rated as being vibration resistant – a characteristic that may be of some

value under buffeting wind loads. (Standard lead anchors are not usually rated as vibration resistant.)

Keep masonry anchors at least 1-1/2 inches from the block edges, joints and corners to minimize the danger of cracking the

concrete blocks.


2. In the dimension from support to support, cut the panel 3/8 inch less than the measurement of the window opening

(side to side in Figure C1). In the dimension from unsupported edge to unsupported edge, cut the panel 1/8 inch

less than the measurement of the opening. The long-panel axis (strength axis) must be oriented perpendicular to the

supported sides (side to side in Figure C1), regardless of which shutter dimension is longer.

3. Cut 1-1/2 x 1-1/2 x 1/8-inch steel or aluminum angles to the same length as the width of the shutter ends to be

supported.

4. Drill 1/4-inch diameter holes per Table C1 in one side of the angle. These holes are for bolts that hold the angle to

the panel and may be centered between the corner and the edge of the angle.

5. Drill 3/16-inch diameter holes per Table C2 in the remaining leg of the angle, offset 1 inch from the panel bolt holes.

Make the centerline of the holes 1/4 inch from edge of the angle. These holes are to receive No. 10 screws that will

go through the holes into masonry anchors in the concrete blocks. Refer to Figure C2.

Table C2

hoLe LoCaTions in angLe for aTTaChmenT To WaLL

shutter Width

(ft)


33 45

Concrete anchor spacing (in.)

5 8 8

8 6 4

distance to first Concrete anchor (in.)

5 4 4

8 3 2

Table C1

hoLe LoCaTions in angLe for aTTaChmenT of shUTTer paneL

shutter Width

(ft)


33 45

machine Bolt spacing (in.)

5 12 12

8 12 12

distance to first machine Bolt (in.)

5 6 6

8 6 6

*Lateral ultimate value 350 lbs or greater in 4,000 psi concrete, with screws specified (1-1/2 inches with stucco).



15

6. Drill holes in blocks for the plastic anchors. Refer to Figure C3.

7. Mount the shutter, with angles mounted, to the window frame using No. 10 x 1-1/2" screws with washers.

See Figure C1.

8. Any permanently installed hardware, shims or fastening devices must be installed using standard/acceptable methods

of waterproofing. All abandoned holes must be sealed.




the 2x4s.



16

Figure C1

shUTTer aTTaChmenT deTaiL

Panel strength axis

TOPNORTH SIDE

CENTER

Block wall

Note: Be sure to mark the location and orientation of each shutter after fabrication

1-1/2"minimum


1/4" Dia. hole

3/32" Dia. hole1-1/2" x 1-1/2" x 1/8"Aluminum or steel angle

No. 10 wood or sheet metal screw

1/4" x 1" screw-in anchor(1-1/2" screw-in anchor for stucco)per Table C2

3/16" Dia. hole

Outside view of wall

Block wall

Block walltop view

No. 8 machine screw with 1/4" x 1-1/4" fender washers per Table C1

Front or outside

Figure C2

angLe-To-shUTTer aTTaChmenT deTaiL

Figure C3

sCreW-in anChor hoLe in side of WindoW opening

1/4" Dia. holeper Table C1

3/32" Dia. hole

3/16" Dia.hole per

Table C2

APA structural panel1-1/2" x 1-1/2" x 1/8"Aluminum or steel angle Stucco

Block

Hole for 1'' screw-inanchor (1-1/2" screw-inanchor for stucco)per Table C2

1-1/2"minimum

1"



17

deSign d

Shutters for Masonry Block Structures shutters attached to outside wall with permanently mounted Brackets

This design from APA describes how to construct structural panel shutters for attachment to masonry block buildings, using

permanently mounted brackets on the outside wall. Two layers of APA Exterior plywood are attached to the outside of the concrete

block wall with No. 10 flat-head screws in masonry anchors. Once the brackets are installed, no tools are required to install or

remove the shutters unless stiffeners are required. It has the advantage of moving the shutter almost 2 inches farther away from

the glass than shutters mounted to the interior of the window frame and is therefore less likely to require stiffeners.

FastenersScrews or bolts that will be permanently exposed to the weather should be made of stainless steel.




Keep masonry anchors at least 1-1/2 inches from the block edges, joints and corners to minimize the danger of cracking the

concrete blocks.


2. Cut APA Exterior plywood for the shutter support/spacer and

for the trim that holds shutter against the supports (see Figure

D1). Make the thickness of the inner spacer slightly greater

than that of the shutter to allow the shutters to slide without

binding. (The inner trim spacer of plywood is left out of one

side of the window framing to allow for the insertion of the

shutters.) Orient the plywood face grain of the trim as indi-

cated in the diagram. (Plywood with four or more plies may

be oriented either direction.) Lap the corners to allow the

outer trim to be attached to the inner spacer at the corners.

Refer to Figure D1.

3. Drill 1/2-inch diameter vertical drain holes in bottom inner

spacer to allow rain water to escape out the bottom.

4. Cut the shutter to be 1/4 inch less than the distance from the bottom of the bottom slot to the top of the top slot, and

about 2 inches wider than the window opening width (assuming that the panels are supported top and bottom).

Orient the long-panel axis (strength axis) as shown in Figure D1. Slide the shutter into place.

5. Drill hole halfway down the trim and diagonally downward (at about 30 degrees from the surface) in the trim board

covering the shutter-entrance opening. The hole should be about 1/8 inch outside the edge of the installed shutter.

This hole will receive a 12d box (0.128 x 3-1/4-inch) nail to prevent the shutter panel or panels from getting blown

back out the entrance slot.

*Withdrawal ultimate value 490 lbs or greater in 4,000 psi concrete, with screws specified (1-1/2 inches with stucco).

Table D1

Trim-To-ConCreTe anChor spaCing

shutter height

(ft)


33 45


5 12 12

8 9 6


5 6 6

8 4 3



18

6. Any permanently installed hardware, shims or fastening devices must be installed using standard/acceptable methods of

waterproofing. All abandoned holes must be sealed.


8. To prevent the bottom 2x4 anchor holes in the concrete block from becoming clogged with dirt between shutter uses,

insert 1/2-inch No. 14 pan- or flat-head screws into the anchor holes. Remove these screws prior to reattaching the 2x4s.

Design AlternativeAs an alternative to Design D, the wood trim can be replaced with 1 x 1 x 1-inch (outside measurements) x 1/8-inch

aluminum channels (channel outside dimensions may be changed to better accommodate panels thicker than 5/8 inch i.e.,

1-1/8-inch-thick shutters will require a channel slot opening of about 1-1/4 inches) mounted approximately the same way as

the wood trim. See Figure D2. Make holes at both ends to hold a latching device to prevent shutters from being blown out.

APA structural panel shutter

1/2" Plywood face trim

No. 10 screw

1/4" x 1" Screw-in anchor(1/4" x 1-1/2" for stucco) in accordance with Table D1

Panel strength axis

Inner spacer

1-1/2" Minimum

Note: Using sawn lumber instead of plywood for the outer layer of trim may result in the failure of the trim when suction loads are applied to the shutter.

Detail of locking device

Face trim

Not required forreinforced shutters

Hole forshutter stop

Side view

Lap trim at corners

Shutter location –marked on shutter

Shutter slot (3 sides)

Strength axis

Drain hole

Block

3" 4"

Thickness of shutter plus 1/8"

TOPNORTH SIDE

CENTER

Figure D1

shUTTer frame and aTTaChmenT – sTrUCTUraL paneL opTion



19

Figure D2

shUTTer frame and aTTaChmenT – aLUminUm ChanneL opTion

1/4" x 1" screw-in anchor(1/4" x 1-1/2" for stucco) inaccordance with Table D1

Stucco

Block

1-1/2"Minimum

1/2"

Aluminum channel1" x 1" x 1" x 1/8"

No. 10 screw



20

deSign e

Shutters for Masonry Block Structures For openings wider than 8 Feet

This design from APA describes how to construct structural panel shutters for attachment to masonry block build-

ings, where glass windows and doors are wider than 8 feet. The shutters run from top to bottom and are attached to a

temporary 2x4 lumber strip at the top and bottom of the opening.




Keep masonry anchors at least 1-1/2 inches from the block edges, joints and corners to minimize the danger of cracking

the concrete blocks.

Steps to Constructing Shutters1. Use Table 2 to determine which panel to use.

2. Cut two 2x4s to a length that is 1 inch less than the width of the door opening to be covered. Rip the 2x4s length-

wise, if necessary, to the width of the distance of the door frame to the front of the wall. The outside edge of the 2x4

should be flush with the outside surface of the wall. (Note: If holes or hole plugs on the front of the building are not

a concern, the top 2x4 may be eliminated by extending the shutter above the opening and attaching the top of the

shutter directly to the front of the header.) Refer to Figure E1.

3. Predrill 1/4-inch diameter holes in the 2x4s in accordance with Table E1 and at least 1-1/2 inches from the front

edge of the 2x4s (outside surface of the wall).

4. Drill holes in the concrete blocks.

5. Tap vibration-resistant anchors into the holes in the concrete.

6. Attach the 2x4s to top and bottom of the opening using 2-1/2-inch No. 14 round or pan-head wood or sheetmetal

screws with washers. Refer to Figure E1.

7. Cut the shutter to span the opening (plus the width of the supports, 3 inches for two 2x4s). Orient the long-panel

axis (strength axis) as shown in Figure 3.

8. Drill holes at 16 inches o.c. along the supported panel edges and in the 2x4s.

9. Attach the shutter to the 2x4s with 2-inch No. 10 wood or sheetmetal screws in accordance with Table E2.



the 2x4s.

11. Any permanently installed hardware, shims or fastening devices must be installed using standard/acceptable

methods of waterproofing. All abandoned holes must be sealed.


* Withdrawal ultimate value 490 lbs or greater in 4,000 psi concrete, with screws specified (1-1/2 inches with stucco).



21

Figure e1

shUTTer aTTaChmenT To header and sLaB fLoor

No. 10 x 2" screw with washerin accordance with with Table E2

Concrete floor


Header reinforcing

No. 14 x 2-1/2" screw with washer in accordance with Table E1

3/16" x 3" lag screw with fender washer

16d nails 6" o.c.

Anchor

No. 14 x 2-1/2" screw with washer in accordance with Table E1

2x4

2x4

Header

Shutter location and orientation

TOPWEST SLIDER

LEFT SIDE

No. 2 2x4 16" o.c.or No. 2 2x6 16" o.c.

Alternate means of attachmentNo. 14 x 2-1/2" screw with washer and

anchor through 2x4 in accordance with Table E3

Patio slab

No. 10 x 2" screw with washerin accordance with Table E2

Alternate means of attatchment No. 14 x 2-1/2" screw with washer and

anchor in accordance with Table E3

Anchor

Anchor

2x4 (if required)

Outside of shutterMin.

1-1/2"

Min.1-1/2"

Outside surface of wall

Table e2

shUTTer To Temporary 2x4

shutter Width

(ft)


33 45

no. 10 screw spacing (in.)

5 8 8

8 4 4

distance to first no. 10 screw (in.)

5 4 4

8 2 2

Table e1

Temporary 2x4 tO COnCREtE

shutter Width

(ft)


33 45

no. 14 Screw Spacing (in.)

5 12 12

8 8 6

Distance to First no. 14 screw anchor (in.)

5 6 6

8 4 3

Table e3

Top of shUTTer To header (alternate means)

shutter Width

(ft)


33 45


5 6 6

8 4 4


5 3 3

8 2 2


We have field representatives in many major u.S. cities and in Canada who can help answer questions involving aPa trademarked products. For additional assistance

in specifying engineered wood products, contact us:

apa headqUarTers7011 So. 19th St. ■ Tacoma, Washington 98466

(253) 565-6600 ■ Fax: (253) 565-7265

prodUCT sUpporT heLp desk(253) 620-7400

e-mail address: [email protected]

disCLaimerThe information contained herein is based on APA – The Engineered Wood Association’s continuing programs of laboratory testing, product research, and comprehensive field experi-ence. Neither APA, nor its members make any warranty, expressed or implied, or assume any legal liability or responsibility for the use, application of, and/or reference to opinions, findings, conclusions, or recommendations included in this publication. Consult your local jurisdiction or design professional to assure compliance with code, construction, and performance require-ments. Because APA has no control over quality of workmanship or the conditions under which engineered wood products are used, it cannot accept responsibility of product performance or designs as actually constructed.

Form No. T460a/revised September 2013

http://www.apawood.org

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