t460 hurricane shutter design

7/29/2019 T460 HURRICANE SHUTTER DESIGN

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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 DesignConsiderations 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

Manatee

HardeeHighlands

Pinellas

Hillsborough

Osceola

Polk

OrangeSumter

Lake

Marion

Flagler

Alachua

BradfordWakulla Taylor

Suwannee Columbia

Hamilton

Madison

Jefferson

Leon

Gadsden

WaltonHolmes

i

dBrowar

Palmeach

Martin

SaintLucie

Hendry

Charlotte Glades

Desotoarasota

Okeechobee

Manatee

Har

inellasii

eeHighlands

illsborough

Osceola

Polk

Orangeumter

Lake

ler

arion

la

Alachua

Bradford

Walton

Wakulla

olmes

Taylor

Suwannee Columbia

amilton

Madison

Jefferson

eon

Gadsden

Wind-Borne Debris Region as Defined in Section R202

Designated areas where the basic wind speed,V

ULT, is 140 mph or greater.

130 mph, VULT

and within 1 mile of the coast

Notes:

1) Values are VULT3-second gust, wind speeds in miles per hour at 33 ftabove 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 windspeed contour of the coastal area.

4) Mountainous terrain, gorges, ocean promontories, and special windregions 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 asmajor roads, canals, rivers and shorelines.

6) VASD =

0.6 x VULT

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

115120

120130

130

140

140

140

140

150

150

150

150

160

160

170

170

180

180

115


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Hurricane Shutter Design Considerations for Florida

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 CodeResidential (FBC-R) Section R301.2.1.2 Protection of Openings. Windows

in bidings ocated in wind-borne debris regions sha have gazed openings protected from wind-borne debris. Gazed

opening protection for wind-borne debris sha meet the reqirements of the arge missie test of ASTM E1996 and ASTM

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

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

1. Openings in snrooms, baconies or encosed porches constrcted nder existing roofs or decks are not reqired

to be protected provided the spaces are separated from the biding interior by a wa and a openings in the

separating wa are protected in accordance with this section. Sch space sha be permitted to be designed as

either partiay encosed or encosed strctres.

2. Storage sheds that are not designed for hman habitation and that have a foor area of 720 sqare feet or ess

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

3. Ventiation openings in an exterior wa into an attic space in bidings ocated in wind-borne debris regions

sha have opening protection from wind-borne debris. Sch opening protection into an attic space sha meet

the reqirements of AMCA 540 or sha be protected by an impact resistant cover compying with an approved

impact-resistance standard or the arge missie test of ASTM E1996.

Impact resistant coverings sha be tested at 1.5 times the design pressre (positive or negative) expressed in ponds

per sqare feet as determined by the Forida Biding Code, Residentia Section R301, for which the specimen is

to be tested.

Exception: Wood strctra panes with a minimm thickness of 7/16 inch and a maximm span of 8 feet sha be

permitted for opening protection in one- and two-story bidings. Panes sha be prect and attached to the framing

srronding the opening containing the prodct with the gazed opening. Panes sha be predried as reqired for

the anchorage method and sha be secred with the attachment hardware provided. Attachments sha be designed

to resist the component and cadding oads determined in accordance with either Tabe R301.2(2) or ASCE 7 with

the permanent corrosion-resistant attachment hardware provided and anchors permanenty instaed on the biding.

Attachment in accordance with Tabe R301.2.1.2 is permitted for bidings with a mean roof height of 33 feet or ess

where VASD

determined in accordance with Section R301.2.1.3 does not exceed 130 mies per hor.


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3

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

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

1. Within 1 mie of the coasta mean high water ine where the timate design wind speed is VulT

, is 130 mph or

greater; or

2. In areas where the timate design wind speed, VulT

, is 140 mph or greater.

Section R202 defines Hurricane-Prone Regions as:

Hurricane-Prone Regions.Areas vnerabe to hrricanes defined as:

1. The u.S. Atantic Ocean and Gf of Mexico coasts where the basic wind speed, VulT

, for Risk Category II bidings

is greater than 115 mph and

2. Hawaii, Perto Rico, Gam, Virgin Isands and American Samoa.

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

1609.1.2 Protection of Openings. Gazed openings in bidings ocated in wind-borne debris regions sha be

protected from wind-borne debris. Gazed opening protection for wind-borne debris sha meet the reqirements of

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

and 203 or AAMA 506 referenced therein.

1. Gazed openings ocated within 30 feet of grade sha meet the reqirements of the arge missie test of ASTM E1996.

2. Gazed openings ocated more than 30 feet above grade sha meet the provisions of the sma missie test ofASTM E1996.

3. Storage sheds that are not designed for hman habitation and that have a foor area of 720 sqare feet or ess

are not reqired to compy 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 ()(b)(c)()

ft T

ft sc (c)()(b)

pl s 4 Fee

4 Fee < PaelSpa 6 Fee


No. 8 wood-scw-sd ncho wth 2-nch mdmnt nth 16 10 8


1/4-nch -scw-sd ncho wth 2-nch mdmnt nth 16 16 16

Fo Si: 1 nch = 25.4 mm, 1 foot = 304.8 mm, 1 pond = 4.448 N, 1 m p ho = 0.447 m/s.

() Ths t s sd on VASD

dtmnd n ccodnc wth Scton r301.2.1.3, 130 mph nd 33-foot mn oof hht.

() Fstns sh nstd t opposn nds of th wood stct pn. Fstns sh octd mnmm of 1 nch fom th d ofth pn.

(c) anchos sh pntt thoh th xto w covn wth n mdmnt nth of 2 nchs mnmm nto th dn fm.Fstns sh octd mnmm of 2-1/2 nchs fom th d of conct ock o conct.

(d) Wh pns ttchd to msony o msony/stcco, thy sh ttchd sn vton-sstnt nchos hvn mnmmtmt wthdw cpcty of 1500 ponds.


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4

4. Openings in snrooms, baconies or encosed porches constrcted nder existing roofs or decks are not reqired

to be protected provided the spaces are separated from the biding interior by a wa and a openings in the

separating wa are protected in accordance with Section 1609.1.2. Sch spaces sha be permitted to be designed

as either partiay encosed or encosed strctres.

Exceptions:

1.Wood strctra panes with a minimm thickness of 7/16 inch and maximm span of 8 feet sha be permitted for

opening protection in one- and two-story bidings cassified as Grop R-3 or R-4 occpancy. Panes sha be prect

so that they sha be attached to the framing srronding the opening containing the prodct with the gazed opening.

Panes sha be predried as reqired for the anchorage method and sha be secred with the attachment hardware

provided. Attachments sha be designed to resist the components and cadding oads determined in accordance with

the provisions of ASCE 7, with corrosion-resistant attachment hardware provided and anchors permanenty instaed

on the biding. Attachment in accordance with Tabe 1609.1.2 with corrosion-resistant attachment hardware provided

and anchors permanenty instaed on the biding is permitted for bidings with a mean roof height of 45 feet or ess

where VASD

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

ds ons nd VulT

contos.)

2. Gazing in Risk Category I bidings as defined in Section 1604.5, incding greenhoses that are occpied for growing

pants on a prodction or research basis, withot pbic access sha be permitted to be nprotected.

3. Gazing in Risk Category II, III or IV bidings ocated over 60 feet above the grond and over 30 feet above

aggregate srface roofs ocated within 1,500 feet of the biding sha be permitted to be nprotected.

4. Exterior baconies or porches nder existing roofs or decks encosed with screen or removabe viny and acryic

panes compying with Section 2002.3.3 sha not be reqired to be protected and openings in the wa separating

the nit from the bacony or porch sha not be reqired to be protected ness reqired by other provisions of

this code.

Table 1609.1.2

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

ft T

ft sc (c)

pl s 4 Fee





1/4-nch dmt -scw-sd ncho wth 2-nch

mdmnt nth16 16 16

Fo Si: 1 nch = 25.4 mm, 1 foot = 304.8 mm, 1 pond = 4.448 N, 1 m p ho = 0.447 m/s.

. Ths t s sd on VASD dtmnd n ccodnc wth Scton 1609.3.1 of 140 mph nd 45-foot mn oof hht.

. Fstns sh nstd t opposn nds of th wood stc t pn. Fstns sh octd mnmm of 1 nch fom th d ofth pn.

c. anchos sh pntt thoh th xto w covn wth n mdmnt nth of 2 nchs mnmm nto th dn fm.Fstns sh octd mnmm of 2-1/2 nchs fom th d of conct ock o conct.

d. Wh pns ttchd to msony o msony/stcco, thy sh ttchd sn vton-sstnt nchos hvn mnmmtmt wthdw cpcty of 1,500 ponds.


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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 (VAs wind peed of 150 mph) and a mean roof height of 45 feet or le. Before contructing hutter, it i

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 alldimensions to compensate for particular installations and hardware used. These shutter designs by no means represent all possible workabledesigns and can always be upgraded to provide even greater margins of safety and protection. All shutter designs herein are intended to betemporary 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/insta ller must still carefully evaluate each system and then,if necessary, make any modifications consistent with good design and building practices.


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Table 1

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

apa pls rt

atWt

()

musutt s

(.)

at dlct t VULT

190 d W s t45-f Heigh, Exp. C, We Paels

(.)

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 () (see figUre 3)

apa pl s rt

mu plscct

at Wtmu s

(st B)Ttl dlct

(st plu pl)

Wih 2x4st

()

Wt 26st

()

Wih 2x4st(b)t 16" .c.

(.)

Wt 26st(b)t 16" .c.

(.)

66" swih 2x4st

(.)

96" swt 26st

(.)

32/16, 15/32 Pf. Ct.

5-py pywood o OSb2.4 2.9 66 96 0.87 0.97

40/20, 19/32 Pf. Ct.4-py pywood o OSb

2.8 3.3 66 96 0.75 0.86

48/24, 23/32 Pf. Ct.

Pywood o OSb3.2 3.7 66 96 0.66 0.79

48 o.c., 1-1/8 Pf. Ct.

Pywood o OSb4.3 4.8 66 96 0.49 0.67

() Pns wth 2x4 S-P-F (Soth) No. 2 stffns spcd 16 nchs o.c., expos C, 3-scond st, W Zon 5, mn oof hht = 45 ft,VulT190 mph, 2010 FbC-r.

() Mxmm spn ovnd y stffn ndn stnth, wt stsss, dton of od fcto = 1.6.


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Rows of fasteners

Panel shutter Shutter span

Panel strength axis(perpendicular tothe fastener rows)

Orientation is based on Figure A1

Figure 2

shUTTer insTaLLaTion exampLe shoWing orienTaTion of paneL sTrengTh axis

APA structural panelNo. 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


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hurriCane Shutter deSignS index

E

D

C

B

A


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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 areshown 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 (Spa Raigs 32/16,

40/20, 48/24 plywood or OSB)

suttht (t)

m r ht (t)

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 (Spa Raig 48 oc,

1-1/8" lw osB)

suttht (t)

m r ht (t)

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.

[RETURN TO INDEX]


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

APA structural panel

No. 2 2x4s orNo. 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 perTable 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 paneledge distance of 1/2" 1"

Figure a2

shUTTer aTTaChmenT Top

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Caulk (prior toinstalling 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 paneledge distance of 1/2" 1"

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

Figure a3

shUTTer aTTaChmenT BoTTom

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deSign B

Shutters for Masonry Block StructuresBarrel-Bolt latch supports

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

1. 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

Wt(t)

m r ht (t)

33 45

dtc t ft Bl Blt (.)

5 6 5

8 4 3

Bl Blt sc (.)

5 12 10

8 8 6

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Figure b1

LaTCh BoLT pLaCemenT deTaiLs

1-1/2"

Panel strength axis

TOPNORTH SIDECENTER

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 firstbarrel bolt per Table B1

1-1/2"

Barrel bolt spacing per Table B1

Figure b2

LaTCh-BoLT hoLe in side

of WindoW opening

BlockStucco

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

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deSign C

Shutters for Masonry Block Structuressteel 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 Block

The 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.

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. 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 aTTaChmenTTo WaLL

suttWt

(t)

m r ht (t)

33 45

Cct ac sc (.)

5 8 8

8 6 4

dtc t ft Cct ac (.)

5 4 4

8 3 2

Table C1

hoLe LoCaTions in angLe for aTTaChmenTof shUTTer paneL

suttWt

(t)

m r ht (t)

33 45

mc Blt sc (.)

5 12 12

8 12 12

dtc t ft mc Blt (.)

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).

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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.

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Figure C1

shUTTer aTTaChmenT deTaiL

Panel strength axis

TOP

NORTH SIDECENTER

Block wall

Note: Be sure to mark thelocation 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 with1/4" 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 WindoWopening

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"

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17

deSign d

Shutters for Masonry Block Structuresshutters 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, usingpermanently 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.

Fasteners

Screws 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.

Steps to Constructing Shutters

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

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 a llow 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

suttht

(t)

m r ht (t)

33 45

Cct ac sc (.)

5 12 12

8 9 6

dtc t ft Cct ac (.)

5 6 6

8 4 3

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18

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

As 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 shutt er

1/2" Plywood face trim

No. 10 screw

1/4" x 1" Screw-in anchor(1/4" x 1-1/2" for stucco) inaccordance 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 appliedto the shutter.

Detail oflockingdevice

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

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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

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20

deSign e

Shutters for Masonry Block StructuresFor 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).

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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 washerin 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 washerin 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 accordancewith 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 andanchor in accordance with Table E3

Anchor

Anchor

2x4 (if required)

Outside of shutter

Min.1-1/2"

Min.1-1/2"

Outside surface of wall

Table e2

shUTTer To Temporary 24

shutter

Wt(t)

m r ht (t)

33 45

n. 10 scw sc(.)

5 8 8

8 4 4

dtc t ft n. 10scw (.)

5 4 4

8 2 2

Table e1

Temporary 24 tO COnCREtE

shutter

Wt(t)

m r ht (t)

33 45

no. 14 Screw Spacig(.)

5 12 12

8 8 6

Disace o Firs no. 14scw ac (.)

5 6 6

8 4 3

Table e3

Top of shUTTer To header

(altt m)

suttWt

(t)

m r ht (t)

33 45

Cct ac

sc (.)

5 6 6

8 4 4

dtc t ftCct ac (.)

5 3 3

8 2 2

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22/22

Hurricane Shutter DesignConsiderations for Florida

W hv fd psnttvs n mny mjo u.S. cts nd n Cndwho cn hp nsw qstons nvovn aPa tdmkd podcts. Fo ddton ssstnc

n spcfyn nnd wood podcts, contct s:

ap a he ad qU arT ers7011 So. 19th St. Tcom, Wshnton 98466

(253) 565-6600 Fx: (253) 565-7265

prodUCT sUpporT heLp desk(253) 620-7400

e-m addss: [email protected]

disCLaimerThe information contained herein is based on APA The Engineered Wood Associationscontining programs of aboratory testing, prodct research, and comprehensive fied experi-ence. Neither APA, nor its members make any warranty, expressed or impied, or assme anyega iabiity or responsibiity for the se, appication of, and/or reference to opinions, findings,concsions, or recommendations incded in this pbication. Const yor oca jrisdiction ordesign professiona to assre compiance with code, constrction, and performance reqire-ments. Becase APA has no contro over qaity of workmanship or the conditions nder whichengineered wood prodcts are sed, it cannot accept responsibiity of prodct performance ordesigns as actay constrcted.

Fom No. T460a/rvsd Sptm 2013

t460 hurricane shutter design

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