HomeMy WebLinkAboutCSD-14-063 - HPA 2014-V-012 & HPA-2014-V-015 - 64-66 Weber St W & 96 Young St Staff Report
��c t R Community Services Department wmkitchener.ca
REPORT TO: Heritage Kitchener
DATE OF MEETING: June 3, 2014
SUBMITTED BY: Brandon Sloan, Manager of Long Range and Policy
Planning, 519-741-2200 ext. 7648
PREPARED BY: Michelle Drake, Heritage Planner, 519-741-2200 ext. 7839
WARD(S) INVOLVED: Ward 10
DATE OF REPORT: May 20, 2014
REPORT NO.: CSD-14-063
SUBJECT: HERITAGE PERMIT APPLICATION HPA-2014-V-012
64-66 WEBER STREET WEST
ALTERATIONS TO FRONT PORCH
HERITAGE PERMIT APPLICATION HPA-2014-V-015
96 YOUNG STREET
ALTERATIONS TO FRONT PORCH
RECOMMENDATION:
That pursuant to Section 42 of the Ontario Heritage Act, Heritage Permit Application
HPA-2014-V-012, to permit alterations to the front porch, including the previously
installed aluminum and glass railing along with the installation of a second railing in
behind designed of wood pickets, for cosmetic purposes only, at the property
municipally addressed as 64-66 Weber Street West in accordance with the supporting
information submitted with the application, be refused; and further,
That pursuant to Section 42 of the Ontario Heritage Act, Heritage Permit Application
HPA-2014-V-015, to permit alterations to the front porch, including the previously
installed aluminum and glass railing along with the installation of a second railing in
behind designed of wood pickets, for cosmetic purposes only, at the property
municipally addressed as 96 Young Street in accordance with the supporting information
submitted with the application, be refused.
BACKGROUND:
The Community Services Department is in receipt of Heritage Permit Application HPA-2014-V-
012 and HPA-2014-V-015. The applicant is seeking permission to alter the front porches at the
properties municipally addressed as 64-66 Weber Street West and 96 Young Street. Alterations
include the previously installed aluminum and glass railing along with a proposed second railing
in behind designed of wood pickets, for cosmetic purposes only.
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64-66 Weber Street West
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96 Young Street
REPORT:
64-66 Weber Street West and 96 Young Street are located near the corner of Weber Street West
and Young Street within the Civic Centre Heritage Conservation District (CCHCD), which is
designated under Part V of the Ontario Heritage Act. The CCHCD Plan identifies both properties as
fine (Group B) examples of the Italianate architectural style. The CCHCD Plan provides policies
and guidelines for alterations.
The owner altered the front porch at 64-66 Weber Street West by installing aluminum and glass
railings in October 2013 without the required building permit and heritage permit. The owner was
advised that a building permit and heritage permit was required. A meeting was held on January 6,
2014 with the owner to explain that the alterations to the front porch could not be supported by staff
or the neighbourhood representative who sits on Heritage Kitchener. Staff explained that the
alterations did not comply with the policies and guidelines of the CCHCD Plan. The owner agreed
to submit a heritage permit application that complied with the policies and guidelines of the CCHCD
Plan. A heritage permit application was not received by the deadline before the summer recess of
Heritage Kitchener. As a result, staff sent a reminder e-mail advising that a heritage permit
application was required. Staff met with the owner a second time on April 29, 2014 where a formal
heritage permit application was submitted. The owner is now seeking approval for the alterations to
the front porch including, the previously installed aluminum and glass railing along with the
installation of a second railing in behind designed of wood pickets. The second railing would serve
a cosmetic purpose only. Staff acknowledged the revisions to the alterations, which attempted to
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address some concerns, but advised that the revisions would still require a thorough review by staff
and the neighbourhood representative who sits on Heritage Kitchener. A building permit has not
been submitted.
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64-66 Weber Street West
The owner altered the front porch at 96 Young Street by installing aluminum and glass railings in
October 2013 without the required building permit and heritage permit. The owner was advised that
a building permit and heritage permit was required. A building permit was submitted on November
15, 2013 but has not yet been issued due to the outstanding heritage permit requirements. An
incomplete heritage permit application was submitted on November 25, 2013. Following review by
staff and the neighbourhood representative who sits on Heritage Kitchener, a meeting was held on
January 6, 2014 with the owner to explain that the alterations to the front porch could not be
supported. Staff explained that the alterations did not comply with the policies and guidelines of the
CCHCD Plan. The owner agreed to withdraw the heritage permit application and submit a new
heritage permit application that complied with the policies and guidelines of the CCHCD Plan. A
new heritage permit application was not received by the deadline before the summer recess of
Heritage Kitchener. As a result, staff sent a reminder e-mail advising that a new heritage permit
application was required. Staff met with the owner a second time on April 29, 2014 where a formal
heritage permit application was submitted. The owner is now seeking approval for the alterations to
the front porch including, the previously installed aluminum and glass railing along with the
installation of a second railing in behind designed of wood pickets. The second railing would serve
a cosmetic purpose only. Staff acknowledged the revisions to the alterations, which attempted to
address some concerns, but advised that the revisions would still require a thorough review by staff
and the neighbourhood representative who sits on Heritage Kitchener.
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It is an offence under the Ontario Heritage Act to alter property without a heritage permit
application. It is important for the owner and Council to understand that if the applications are
refused the owner is required to remove the railings. If the railings are not removed, section
69(5)(b) and 69(5.1) of the Ontario Heritage Act provide the City with the option to restore the
properties and recover the costs of the restoration from the owner.
The CCHCD Plan indicates that heritage permits are required for major alterations that are visible
from the street. Alterations, especially those to the front fagade of a building, have the potential to
dramatically affect the appearance of a building and the streetscape. It is very important to ensure
that alterations conserve the character of the existing building and complement the streetscape.
Replacements, removals or additions to a front porch where such alterations result in a different
style, material or proportion than the existing are considered to be major alterations, which must
comply with the policies and guidelines of the CCHCD Plan. The applicant is proposing major
alterations to the front porches, which will result in a different style, material and proportion of
railing than previously existed on the subject property. Staff acknowledge the railing that previously
existed on the subject property was not the original but note that the CCHCD Plan policies and
guidelines provide direction for all alterations, including direction for reintroducing lost features and
enhancing existing buildings and streetscapes. These policies and guidelines must be incorporated
into plans for alterations prior to work being undertaken.
The CCHCD Plan indicates that Weber Street contains nearly half of the oldest buildings in the
neighbourhood, making it one of the most important streets in the district from an architectural and
historic perspective. The size and scale of heritage buildings on Weber Street is generally larger
than the rest of the district and includes a number of larger residences that have been converted to
multiple residential units, including the subject properties. With respect to the applications, the
applicable policy indicates that residential streetscape character must be maintained through the
use of appropriate built form, materials, roof pitches, architectural design and details particularly at
the interface between Weber Street and the interior of the neighbourhood. The architectural design
guidelines and the conservation guidelines outlined below explain why the new front porch railing
design, materials and details are not appropriate for the subject property or streetscape.
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The CCHCD Plan provides architectural design guidelines for use in the review of applications in
order to ensure compatibility with the existing building and streetscape. Applicable design
guidelines include: research the original style and appearance of the building to determine
"authentic limits" of restoration or alteration so that the appropriate style is maintained; seek similar
properties (same age, design and builder) for evidence of details that may still exist as samples for
reconstruction; avoid "new materials and methods of construction if the original is still available;
and, incorporate similar building forms, materials, scale and design elements in the alteration that
exist on the original building.
The owner has not complied with the applicable design guidelines for the following reasons:
• The original style and appearance of the front porches was not researched;
• Samples from similar properties were not consulted;
• New materials, including aluminum and glass, are used; and,
• The design and materials are not consistent with original porches on Italianate buildings. In
particular, original porches did not feature two railings with one in front of the other.
The CCHCD Plan also provides conservation guidelines for use in the review of applications in
order to ensure compatibility with the existing building and streetscape. An entire section of the
conservation guidelines is devoted to porches and verandahs. It is very clear that porches are
important heritage attributes and their conservation and restoration is a very high priority in the
district. Applicable conservation guidelines include: removal or substantial alteration to the size,
shape and design of existing porches is strongly discouraged; when restoring a porch that is either
intact or completely demolished, some research should be undertaken to determine the original
design which may have been much different from its current condition and decide whether to
restore the original; for decorative elements such as gingerbread fretwork and other trim, wood is
still the best choice to recreate the original appearance, but using improved technology such as
waterproof glues and biscuit joiners and liquid preservatives and best quality paints to protect the
finished product; fibreglass and plastic versions of decorative trims should be avoided; and, poor
interpretation of the scale or design of applied decoration detract from the visual appearance and
architectural coherence of porches and verandahs.
The owner has not complied with the applicable conservation guidelines related to porches for the
following reasons:
• The cosmetic wood pickets behind the aluminum and glass railing will be obscured and the
focus will be on the aluminum and glass railing, which is altered from the previously existing
top and bottom rail with picket design;
• The original design of the front porches was not researched;
• The primary railings are not constructed with wood;
• The primary railing are constructed of aluminum and glass; and,
• The installation of two railings will detract from the visual appearance of the porches.
Staff suspect that the owner designed the second railing in an effort to meet the guidelines and
policies of the CCHCD Plan without having to remove the work that was completed without the
required building permit and heritage permit. Staff acknowledge that the owner has spent money
on the aluminum and glass railing but strongly believe that work completed without appropriate
permits and that does not comply with the policies and guidelines of the CCHCD Plan should not
be rewarded. Approving the work could set a precedent in the CCHCD. The aluminum and glass
railing will function as the primary railing under the Ontario Building Code. The wood picket railing
will be obscured behind the primary railing and is intended to serve a cosmetic purpose only, but
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ultimately will detract from the character of the subject properties and streetscape because porches
typically do not feature two railing systems.
In reviewing the merits of the applications, City staff note the following:
■ the aluminum and glass railings were installed without a building permit or heritage permit;
■ the alterations are visible from the street;
■ the alterations will result in a different style, material and proportion of railing than
previously existed on the subject properties;
■ the alterations do not meet the Weber Street policies with respect to material, design
and detail;
■ the alterations do not meet the architectural design guidelines;
■ the alterations do not meet the conservation guidelines;
■ the design of the railings is not compatible with the architecture of the buildings;
■ the alterations will detract from the architecture of the subject properties and the
CCHCD; and,
■ if approved, the alterations could set a precedent to permit railing designs that do not
comply with the policies and guidelines of the CCHCD Plan.
As a result, Heritage Planning staff are of the opinion that the alterations to the front porches at the
properties municipally addressed as 64-66 Weber Street West and 96 Young Street, will negatively
impact the significance of the property and the integrity of the CCHCD.
ALIGNMENT WITH CITY OF KITCHENER STRATEGIC PLAN:
The processing of Heritage Permit Applications supports the Quality of Life Community Priority
of the City of Kitchener Strategic Plan by helping preserve the community's unique heritage and
promoting culture as both an economic driver and a central element of a healthy community.
Heritage Permit Applications also support the Development Community Priority to honour and
protect our heritage.
FINANCIAL IMPLICATIONS:
N/A
COMMUNITY ENGAGEMENT:
Heritage Kitchener will be CONSULTED regarding the subject Heritage Permit Application.
Members of the community will be INFORMED via circulation of this staff report to Heritage
Kitchener and via formal consideration by City Council.
REVIEWED BY: Leon Bensason, Coordinator, Cultural Heritage Planning
ACKNOWLEDGED BY: Brandon Sloan, Acting Director of Planning
APPENDIX `A':
Heritage Permit Application HPA-2014-V-012
Heritage Permit Application HPA-2014-V-015
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Appendix A
HERITAGE PERMIT APPLICATION FORM
City of Kitchener +° itctln
Community Services Department iPl
Planning Division
I" C - 200 King Street West
Kitchener, Ontario N2G 4G7
(519) 741-2426
Nature of Application
Exterior 91 Interior n Signage ❑
Demolition ❑ New Construction ❑ Alteration ❑ Relocation ❑
Subject Property
Municipal Address: 64-66 Weber Street west
Legal Description (if known): PT I T 6 N/S WEBER ST PL 401 KITCHENER AS IN'997115; KITCHENER
Building/Structure Type: Residential 0 Commercial ❑ Industrial ❑ Institutional
Heritage Designation: Part IV ❑ Part V(HCD) 0 CIVIC CENTRE
Is the Subject Property subject to a Heritage Easement or Agreement? Yes ❑ No Q
Property Owner
Name: Historic Royal Wales Apartments Inc. _
Address:. 170-A Victoria Street South, Kitchener,Ontario, N2G 2R9
Telephone (Home): Telephone (Work):
Fax: NIA E-Mail:
Agent (if applicable)
Name: NIA
Address:
Telephone (Home): Telephone (Work):
Fax: E-Mail:
Written Description
Please provide a written description of the project proposal including any conservation methods you
plan to use. Provide such detail as materials to be used, measurements, paint colours, decorative
details, whether any original building fabric is to be removed or replaced, etc. Use additional pages
as required. Please refer to the City of Kitchener Heritage Permit Application Submission Guidelines
for further guidance.
Remove and replace railings/guards on the balconies and porch with glass railings with cosmetic wood pickets in behind.
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Review of City of Kitchener Heritage Permit Application Submission Guidelines
Describe why it is necessary to undertake the proposed work.
To restore the railings to a safe condition to meet todays Ontario Building Code.
Describe how the proposal is consistent with the Part IV individual designating by-law or the Part V
Heritage Conservation District Plan.
The glass portion of the railing system shall comply with 42"high guard requirement,while the square cut wood railing
mimics the original design of the railing from a cosmetic perspective.
Describe how the proposal is consistent with the Parks Canada Standards and Guidelines for the
Conservation of Historic Places in Canada (available at www.pc.gc.ca).
The glass portion of the railing system shall comply with 42"high guard requirement,while the square cut wood railing
mimics the original design of the railing from a cosmetic perspective.
Expected Start Date: 01/05/2014 Expected Completion Date: 01/06/2014
(Day/MonthNear) (Day/MonthlYear)
Have you discussed this work with Heritage Planning Staff? ❑x Yes ❑ No
If yes, who? Michelle Drake
Have you discussed this work with the Building Division? 0 Yes ❑ No
If yes, who? Jennifer Young
Have you applied for a Building Permit for this work? [F] Yes ❑ No
Other Related Applications (Building/Planning): Application No.
Acknowledgement
The undersigned acknowledges that all of the statements contained in documents filed in support
of this application shall be deemed part of this application. The undersigned acknowledges that
receipt of this application by the City of Kitchener- Planning Division does not guarantee it to be a
`complete' application. The undersigned acknowledges that Council of the City of Kitchener shall
determine whether the information submitted forms a complete application. Further review of the
application will be undertaken and the owner or agent may be contacted to provide additional
information and/or resolve any discrepancies or issues with the application as submitted. Once the
application is deemed to be fully complete, the application will be processed and, if necessary,
scheduled for the next available Heritage Kitchener Committee and Council meeting. Submission
of this application constitutes consent for authorized municipal staff to enter upon the subject
property for the purpose of conducting site visits, including photographs, which are necessary for
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the evaluation of this application. The undersigned acknowledges that where an agent has been
identified, the municipality is authorized but not required to contact this person in lieu of the owner
and this person is authorized to act on behalf of the owner for all matters respecting the
application. The undersigned agrees that the proposed work shall be done in accordance with this
application and understands that the approval of this application under the Ontario Heritage Act
shall not be a waiver of any of the provisions of any by-law of the City of Kitchener or legislation
including but not limited to the requirements of the Building Code and the Zoning By-law. The
undersigned acknowledges that in the everA this application is approved, any departure from the
conditions imposed by the Counc of Kitchener or from the plans or specifications
approved by the Council of the C is prohibited and could result in a fine being
imposed or imprisonment as proyk the Ontario Heritage Act.
Signature of Owner/Agent:_ Date: April 25,2014
Signature of Owner/Agent: Date:
Authorization
If this application is being made by an agent/solicitor on behalf of the property owner, the following
authorization must be completed:
/We, N/A , owner of the land that is subject of this application,
hereby authorize to act on my 1 our behalf in this regard.
Signature of Owner: Date:
Signature of Owner: Date:
The personal information on this form is collected under the legal authority of Section 33(2),
Section 42(2), and Section 42(2.2) of the Ontario Heritage Act. The information will be used for the
purposes of administering the heritage permit application and ensuring appropriate service of
notice of receipt under Section 33(3) and Section 42(3) of the Ontario Heritage Act. If you have
any questions about this collection of personal information, please contact the Manager of
Corporate Records, Legislated Services Division, City of Kitchener(599-749-2769).
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AL
ProBuilt
TM
Do -It-Yourself Aluminum Railings
Design Manual
For
Designers & Installers
Engineers & Architects
1" Edition
September 2006
UALCO
VENTURES INC ,
7 - 10
? ProBuilt Design Manual - CANADIAN
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TABLE OF CONTENTS
TABLE OF CONTENTS .................................. ..... ..................................................... 2
LIST OF FIGURES ............... ...................................................................................... 3
LIST OF TABLES ........................................................................................................ 3
1.0 INTRODUCTION .......................................................................................... 4
.0 GENERAL DESIGN ........................................................................... 4
2.1 DESIGN ORITERIA ............................................................................ 6
2.1.1 Loadings .............................................................. 5
2.1.2 Factors Of Safety ..........................................-- 5
2.1.3 Non-Structural Criteria ................................... 6
.2 MATERIALS AND PROPERTIES ..................................................... s
221 Mechanical Propedies Of Aluminum Alloys
And Elements ................................................. 6
2,2.2 Physical Propertise Of Guardrail Elements .--.., 6
2.3 ELEMENT AND SYSTEM LOAD CAPACiTIES ................................. 9
2.4 LOAD DISTRIBUTION ....... . ...... .................................................... 9
2.5 ANCHORAGE .................................................................................... 9
2.6 VVEAKNESS IN WELDED ALUMINUM .............--...................... 14
21 DESIGN PROCEDURES ...........................................................--... 14
2,7.1 Top Dail Design .................................................... 14
21.2 Post Design ......................................................... 14
3.0 DESIGN TABLES ............... . . . ...................................................... 1S
9.1 WIND LOADING .................................................................... 1s
3.2 GUARDRAIL HEIGHT VARIATIONS -....................................... 15
3.3 GUARDRAIL SYSTEMS WITH ALUMINUM PICKET INFILL.......... 16
3.4 GUARDRAIL SYSTEMS WITH GLASS PANEL INFILL ................ 16
LETTER OF CONFORMANCE ........................................................................................... 17
PROM ILT - S"' 1F1)ITION' -SI.F TI"IM111;R 2006
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ProBullt Design Manual - C'ANAD1AN
-13
LIST OF FIGURES
FIGURE 1: MAIN ELEMENTS OF GUARDRAIL SYSTEMS.................................................................... 4
FIGURE 2: TYPICAL GROSS-SECTIONS OF COM MON GUARDRAIL ELEMENT$ .............................. $
FIGURE 3= ACOEPTAELE GUARDRAIL MOUNTING CON FICURATI DNS..................................... 11
FIGURE 4: GUARDRAIL CONFIGURATIONS ............. ..............................
FIGURE 4A,42-HIGH ALLOWABLE CONFIGURATIONS TYPE IA..................................... ......... 19
FIGURE 4B. 42`HIGH ALLOWABLE CONFIGURATIONS TYPE 16................................................ 24
FJGURE 4C:42'IHI0H ALLOWABLE CONFIGURATIONS TYPE 2 .................................................. 21
FIGURE 40:42"NIGH ALLOWADI.E CONFIGURATIONS TYPE 3A.................. .......................... 22
FIGURE 4E'42' HIGH ALLOWABLE CONFIGURATIONS TYPE 3B................................................. 23
FIGURE 4F: 42' HIGH ALLOWAKE CONFIGURATIONS TYPE 4................................................. 24
FIGURE 4G 42' H I G H ALLOWABLE CONFIG U RATI ONS TYPE 5.............................. ............... 25
FJGURF 4H; 42` HIGH ALLO ABLE GON FIG URATIONS TYPE 6........................................I......... 26
LIST OF LES
TABLE 1: MEGHLkNICAL PROPERTI ES OF ALUM I NUM ALLOYS AND ELEMENTS ................................. 6
TABLE 2: PHYSICAL PROPERTIES OF COMMON F MENTS ................................................................. 7
TABLE 3: PROBUILT TESTING RESULTS ............................................................................................... 10
PROBUILT - 51' E.DITIC} — Sf"I"I'l"Mill"R 2006
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ProBullt Design Manwal - CANADIAN
...f4
1,0 INTRODUCTION
Permanent guardrail systems are required near or at the open sides of elevated walkinglviewing surfaces for
the purpose of minimizing the potential of en 2anddental fall to a lower level_
Aluminum guardrail assembiies are commonly comprised of straight sections of top rail elevated and
supported above a floor by uniformly spaced posts. The posts are anchored to the floor system by means of
anchor screws or bolts. A bottom channel runs betwa?en support pasts just above the floor system_ The
vertical space between the posts, the bottom channel and top rail is infilled with either glass panels or
aluminum pickets. Figure 1 below illustrates the main elements of a glass panel and aluminum picket
guardrail system,
lop rail
uniformly spaced posts
5mm iernpered
glass panel
aluminum picket
bottom channel 17 r
anchor so€ews of bolls
M)or fevel
Glass Panel Aluminum Picket
Guardrail System Guardrail System
FIGURE 1, MAIN JEI_FMENTS OF GUARDRAIL SYSTEMS
2.0 GENERAL DESIGN
This manual has been compiled to provide relevant structural inforrnaton which will enable designers,
installers, architects. and engineers to select safe and code-conforming guardrail designs using Probuilt
Products,
The major canslderations for the structural design of guardrails are:
1. Structural design criteria as established by governing building codes, bodies and authorities
or by special established project design requirements,
2. Mechanical properties of FnaleHaI used in manufacture of guardrail elements,
3. Physical properties of guardrail elements,
4_ Load capacities of guardraiI elements 2nd component systems,
b. toad distribution characteristics of various guardrail elements anti systems,and
6. Proper anchorage of support elements to surrounding supporting structures_
PROB[JIis l"— 5"n 11-11]ITION — SEPTEMBER 2006
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ProBullt Design Manual - CANADIAN
2.1 DESIGN CRITERIA
2.1.1 Loadings
$tructural design loading requirements for guardrails are specified by governing building
oodes and bodies, local ordinances, project specifications andlor regulatory authorities.
Usually a uniformly distributed load andlor a concentrated load applied to the top call Is
specified, The loading requirements of The National Building Gale of Canada (NB CC)
2005 for guardrails are provided under clauses 4.1,5.15. Loads on Guards 1) to 5}. The
clauses are repeated below:
4.1,5.15. Loath}on Cverds
1) The minim um sped ied horizontal load applied inward w ovNm rd a t the tnp(if every require4 guard sha11 be
a 3.10 kN,m(245.6 plf)for maAns olegresa in grandstarrds,stadia,bleachers and arenas,
b� a Cgncentrated load of 1.0 kt4(225 Ibs,)appred at any paint Far access ways to equipment
pUkrms, rwnligwus stairs and similar areas where the gathering of many people Is
improt)able,and
c) 0.75 kKrn(51.4 plf)or a ooncentramd bad of 1.0 W(225 lbs.)applied al any paint whUk aver
govems,for bcatians other than those descnbed In GIa uses(a)and(b).
2) Individual elements within the guard,including solA panels and pats, shall he dasignad for a road of 0.5
k N(113 5 Ibs) applied eve;a n area of 100 m m(4)by 100 mm(4')localad at a ny poi n1 I n the ale meal N
elemen is so a s to produce the most a dr-al effoct-
3) The loads req u#ed in Sentence(2)need not be considered to act si nrultansously wish the loads paavided for in
Sentences(1)and(4).
4) The minimum specified kad apprind verticalFy al the lop of every required guard shall tae 1.5 kNfrn(102.8 plf)
and need not be considare(f to au sirrrultaneousty with the horimnlal Ivad prav�ded For in Senience(1).
5) For bads on ha ndra ils-refer to&aM86Ce
2.1.2 Factors Of Safety
Factors of safety for a guardrail system can be a somewhat subjective decision to be
determined by the designer or certifying professional- 1=aOorls of safety are generally
related to a mode of failure. Ductile failure, such as stable (no buckling)yielding of a metal
element, is usually assigned a lower factor of safety than is bristle failure, such as screw
fraclure or anchor quit pullout- Park 4 of the NBCC 2DD5 specifies a load factor of 1.5 to be
applied to live loads. Since it is unlikely that the failure of any one component wlII c Lase the
entire system to fatil, a factor of safety of 1.5 for elemeflt and system design would seem
appropriate- A higher or Power factor of safety may be appropriate depending upon the type
of application and other considerations made by the certlfying professlonal. For ins(anoe. a
higher falclor of safety may be more appropriate for glass infill panels since their failure is of
a t>nitle nature. The guardrail configurationsldesign tables provided at the end of this
manual have been developed using a minimum ove rail system factor of safety of 1.5.
2.1.3 N on-St ructu re I Criteria
uardralI systems throughout Canada are also subject to the following criteria=
1) ND openings behveenpioketogreaterkh0414'i5permilted.
2) A guardrail halght of 59' is require4 for exleriw stairs and landings more than 32'-10' above adjacent
ground In rnL%esured verti£aUy to the top of the guard From a line drawn through the outside edges of
the 5teirnpaing,
3} A guardrail height of 35'Fs required far residential applir_ations for parches,deck, landings and balconies
that are less then 5'-11'above adjaceni ground level.
4) A g u ardra it height of 42'is requi red for atl other appl i=lons
5} No member altaohrnent or opening located between 51W to 2'•1 f' above Oic level baing protactad by the
guard is permitted wh0i wou+d fa6litate climbing.
The Pro-Built System has been designed to meet ell of these criteria when properly inslallced.
PROBUILT— 5 L EDITION - SEPTEMBER 2006
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ProRuilt Design ManiW - CANADIAN
--16
.2 MATEMALS AND PROPERTIES
2.2.1 Mechanical Properties Of Alurninuin All loys And Elements
Mechao Ice I properties of aluminum alloys used in Probuilt Guardrail Systems are provided
in DAN3-Si57-M83 Strength Design in Aluminum and are listed in Table 1 below-
Properties vary with the oamposition and temper of Ute material and also, to some degree,
with the profile and the direction of stress.
TABLE 1: MECHANICAL PROPERTIES OF ALUMINUM ALLOYS AND PRODUCTS
MOT WEL11 EO WELDED
Tensile Tensile Campressbe 7engNe Ted%Sik
Elstft
Alloy ultimte yierd yield ultimate yield modulus
8 products Fu Fy Fy Fwu F" E
ExtN5i4�7S�i�
drawn lute
6063-TS 4$]Mpa 114 MP11 M ON M Pa
(21 B ks,) (16.4 ks�) (10 000 kT�)
4063-T54 230 MPa 205 MPa 205 h!Pa t40?.7Pa 7#ra PA 70 Dw M Ps
(53.4 0 j29 0 ka) (238 ksi) (%7.4 ksi) (10.2 ks) (10 000 Rs:)
6063-TID 2G5MPa 170MPa 174 Lipp 124ruPD 70MPa 70 owMPa
{79.9 ksQ (24.7 ksi) (24.7 ksi) (17.4 ksij (10 2 W) (10 040 Mi}
Extrusions
sheet,pate,
VA drat
Rube
6061-T6 244 Mpa 740 MPA 240 MPa 170 h1Pa 110 M.Pa 74 000 ktpa
07 7 ksi) 04 8 kgi) (34 a kSi) (24.7 ksi) (to 0 kE,) (1 000 ksi)
6445A,T61 262 M Pa 241 MPa 241 RtPa 70 000 MPP
(3a 0k5i) (350ksi) (350kT�) ;10 too ksl)
2.2.2 Physical Properties Of Guardrail Elements
Physical properties of sections of commonly used elements in ProbulIt's Guardrail Systems
are given in Table 2. Typical cross-sections of these elements are provided in Figure 2.
Additional elements are shown in ProBuilt's Dealer Catalogue-
PROBUI LT— "' EI)FIJON —SI:PTE MBER 2006
7 - 15
ProBuill Design i'v3anual - C:ANADIAN
...17
TABLE 2: PHYS1 AL. PROPERTIES OF COMMON ELEMENTS
ELEMENTS ALLOY AREA Ixx Sxx 1 Sys
mm' Wnifn' 102nra1` 10 ram' I mm'
(ire) (in`) (m) (fn ) (in)
TOP RAIL-;5
57.�2mrn(21fir) 8063-T5 379 .142 +7.763 .156 5.349
square retail lop rail for (.567) (.341) (2W) 075) {326)
picket Kill
TOP RAIL$i_EEVL 0RiJER$
outside square retail lop 846345 4 .*0 5444 .249 7.854
rail sleevefoormer I829) (.432) 330) (.598) (.47(J}
BOTTOM RW LS
bottom raif far 6063-T5 158 .424) .470 .014 1-162
picket pig nelsptem (.245) (.047) (.453) (.434) (.471)
POSTS
615 mra(2 f,') 6005A-T61
square pest
5Q.9 mm(2) 6445A-T61
square post
MISCELLANEOUS
pickets 8463-T5 63 .042 .194 .002 .293
15.9 mm{5f8) (.1t1W 0m) (.1k18) (.006) (.018)
square pitke7
Vafiowplatas 8061-T6
Low
I-*iwneml of inertia
S-section modulus
-element da la exclusive property of Rrobililt Use lest results From Table 3 for design purpose s
PROBUILT- 5`' EDITIoN - EVTEMB1' 2400
7 - 16
ProBuilt Design Monuol CANA01AN
_ , 8
TOIL FAIL
57.2 mm (2 1/4")
square retail top rail for picket or glass In fill system
TOP FAIL SLEEVE/CORNER
NEF
0 outside square retait top rail sleevefcarner
BOTTOM FAIL
kbottom rail for picket or glass infill system
BOTTOM FAIL SLEEVE
Ijbottom rail sleeve for picket or grass infill system
POSTS
63.5 rnrn { 1/2")
square past
2.03mm(0.094')wall this ness
L50,$ fT1R1 � �')
square post
I.Bmm(0.072')wall thickness
FIGURE : TYPICAL CROSS-SECTIONS OF COMMON
GUARDRAIL ELEMENTS
PROBuiLT- 5`° E3DITION - S EFfEMBER 2006
7 - 17
ProBailt Design ManUld - CANADIAN
2.3 ELEMENT AND SYSTEM LOAD CAPACITIES
tlanadlan Standards Association Document AN3-5157-M83 Strength Design in Aluminum can be
used in determining IndivIdual component c.spadties using conventional engineering design
procedures, This method is somewhat conservative and limiting since it does not give consideration
to the varying inleractions of the elements in determining the foal carrying capacity of the guardrail
system_ Corn pllc.ated analysis procedures are necessary to achieve inform alion for a more efficienI
design_
Alternatively, clause 1.4,1 of the aforementioned standard states, 'in lieu of design cal'cul'ations, the
adequacy of a structural assembly may be proved by tests," ProbuiIt has conducted an extensive
testing program using the services of We rte% Testing Services Na Ltd.Mamock Hershey, sorne of
the results of which are provided in Table 3_ Reports of the tests are available upon request. Since
test results generally reflect more accurately the actual load carrying capacity of elements and
systems, Frobuilt recommends the use of test results. where possible, in determining acceptable
guardrail designs_
2.4 LOAD DISTRIBUTION
Proper determination of load distribution is a necessary step in the efficient design of guardrail
systems_ Load distribution is affected by numerous factors, including but not Limited to, the stiffness
of the top rail relative to the stiffness of the posts, the continuity of the top rail, the length of each
straight segment, the number of spans in a segment, the type of panel infiill, and the end supporl
conditions_ Accurately determining the load distribution characteristics of a guardrail' system
requires a sophisficated approach_ Prebuilt has developed specialized computer modelling to
determine the toad distribution for its various systems and has performed extensive testing to verify
the results.
Analysis and design of unique conf-iguradons requires specialized engineerlrxg which can t>e
provided by Probuilt. Use of this information in combination with test results is essential for the
efficient design of safe guardrail systems,
2.5 ANCHORAGE
Proper anchorage of guardrail posts and rails to a sound and structurally adequate supporting
structure is essential for a guardrail system. These elements must be as secure and rigid as
possible_ A struclurVly adequate supporting structure is as important as the anchorage elements
themselves. One without the other compromises the Toed carrying capacity arEd performance of the
guardrail system. Building designers and general contractors must be made aware of their
responsibility to provide for proper support conditions since this is beyond the normal scope and
control of the guardfail system designer and Installer.
The anchorage anti supporting structure for each past must be designed to carry the applied loads
and their associated overturning moments at the post base. These toads comprise of shear,
tension and compression forces which must be resisted. Figure 3 Indlcates some common and
approved past base connections.
The anchorage and supporting structure of each top(and Worn)fall to base building components
(wall, column. etc,)Connection must be designed to carry the applied toads transferred from the top
and bottom rail. The oonneckn is assumed to provide pivot support with no flexural resistance.
Shear loads and, depending upon the system configuration, pullout loads must be resisted. Figure 3
indicates some common and approved top and bottom rail to base building component connections_
PROBUILT 5" I-D1Tl0 — EPTEMBFR 2.006
7 - 18
ProBuiit Design ikIanual - CANADIAN
...110
TABLE 3: PROEUILT TESTING RESULTS
I EIOMQgi}Comoonent§ystem Average UltInuta Load Annllad 8lodaofFarlura
TOP RAILS
67.2 nim Q 114-} 36$8 N{874 lbs.}meal load appred buckling e sup-porl
square ratad top rail for picket inFJl al 113 span paints
(cross-s*dl anal area=433mrW 671 in))
TOP RXLS MTH SLEEVES
57 2 rnm(2 114') 2411 N(542 Iby)total bendirr ldeformatiion of rail
squorerelyil top ra4withouiside load appl� 1311 f3 spanpants ends at midspantonnectar
sleeve for plrket Infdl
CORNFRS
90,square exlemal carne r 2984 H(670 lbs.)in terislon and shear bottom Woof,nerd ar Sleeve
miva tore open
1354 square gxtgma I corner 4263 N(958 lbs.) botlom inner weld of ele2ve
mitre lore open
POSTS
63.5 mm(2 1W)square post 1837 N(413 Iba.)hrarixontal load @ 1067 mm bottom screws pullrsd through
anshnred to steel past (42')heigtrt base:prate
50.0 m m(21 square poll 1370 N(348 lbs)horizontal load @ 1067 mm bottom screws putled through
Ntit wall anchored to steel frame (42')height base prate
MISCELLANE00
top rail and rrip 6437 IN(1447 lbs.)In shear forward Strew lop laterally civil 4f chose
bottom channel en4 trip 7915 N($77(J lbs.)In shear fa and strew lop laterally put of r~hase
handrail bracket 1130 N(254 lbs.) bracket yierded
(aLAS$PANELS
5 m m( 197')tempered gla ss pa na1 522 N(117 Ihs.)at midspan edge fracture
$14.4 mrn(36')x 344.8 mm(12')
5 min(.197')tempered glass pa net 1162 N(251 lbs.)at mid spa n edge fracture
914.4 mm(36')x 1219.2 man{48'N
5 mm(.197')tampered grass panel 37.8 kPa(79 psi)diaribuled Foad grass panes nips out of
914.4 rnm(36')rr 121$.2 mm(48') overeritire panel bottom rail
PICKET
15.9 rom(5+5'7 picket 1140 H{2 56 lbs.)al midspan vreld fokre E1 end onwtiw
(txoss aclipnel area=74rnm3(,115 in))
15.9 rnm J,5$'7 picket panes 93-3 kPa(696 p.0&smbutad ioading veld foilure ate nd ounnectiion.
1 i1�l mm(44' x 972 mm(3d 1141 at mespan over
350 mm(12')x 305 mm(12')area
FASTENERS
#14 x 7 In'scree 9369 N 12144 lbs.} screw p0ed art of road
seared to solid fir lumber tirithdrawal
914 x 2 10 screw 6532 N(1491 Ibs.) screw pulsed art of wood
secur8d to solid spline lumbar withdrawal
*14 x 2'screw 21445 N(d 621 Ibs,) restraining bolt lore through tha
in past screw chase v iihdrav al alurnin um post
98 x 1 U12'screw 4962 N(1420 lbs.) grew neck elongated and hfoka
rn lop rail sleeve withdrawal below head
NOTES
1. Tests conducted by Inlertek Tasting 99rvicas t%Ze Ltd.1 Warno{k Hersey—reports available upon request.
2 Test procedures m gerwal conformawA with A TM SIP nder¢Specir`ic,tiara E 885-67 for Permanent Metal flailing
Sysrems and Rails for 8utdings ar7d ASTM Standard Test Methods E$35-85a for Performance of Permanent Metal
R2iiiog Systems and Rails for 9uikiirg5.
3. Testing reviewed by Lang Structural Engineering lw
4. f3es}gn load for alemAntrr,Os epecafied tq CU CA[43-5157-h183;strength design in Aluminum I&We loading Is
recommandad to ba the test iv lfl.5(ullimale bed capaotyfl.5).
r ROBUILT— 51.11 FIDITIO — SEPTEMBER 2006
7 - 19
ProBullt Design Uonuol CANAIDIAN ,,,f 11
X747-1" ST.
long * a�LEY, e.c.
structural CAWA Y1M 2x3
PH- (�7-0l $�$-7$55
nf�irling Fox: {54{� e&8�171d
inn. 4a 1k-Yourself pru min urn Roilin s llcaremwres.ca+
RECOMMENDED MOUNTING AND FASTENING TO WOOD
NO-I/NO-2 OR BETTER WOOD BLOCKING ANCHORAGE TO MAIN STRUCTURE
AND MAIN STRUCTURE LOAD CAPACITY RESPONSIBILTY OF OTHERS
'OPTIONAL CLOSED CELL ISOLATION GASKEY
BETWEEN DISSIMILAR OR INCOMPATIBLE
MATERIALS, (Peobuilt catalogue fro, 7000)
(NOT INTENDED AS A WATER PROOFING ITEM)
0 0
3
1/4 POST LAG SCREW WOOD BLOCKING MIN THREAD LENGTH
TOP VIEW SIZE DIAMETER SPECIES EVBE(IMENT
OF BASE 4°
�" 5/16" DOUGLAS FIR 3"
SPRUCE-PINE-FIR 3 1/2-
PTO CENTER OF 3f$° DOUGLAS FIR 2 112-
PERIMETER BOARD
—OPTIONAL ISOLATION GASKETS SPRUCE—PINE—FIR 3"
2 1/2" 5f 1b' DOUGLAS FIR 4"
SPRUCE—PINE—FIR 4 1/2"
MIN, THREAD LENGTH EMBEDMENT NOT INCLUDING TAPERED TIP 316' DOUGLAS FIR 3 t/2"
SPRUCE-PINE-FIR 4"
ALL LAGS SCREWS TO BE SET IN No,1/NO,2 OR BETTER
WOOD BLOCXING
RECOMMENDED MOUNTING AND FASTENING TO CONCRETE
hfiAiN STRUCTURE LOAD CAPACITY RESPONSIBIL.TY OF OTHERS
POST MIN. CONCRETE FASTENER MIN- EDGE MIN. EMBEDMENT
SIZE COMPRESSIVE STRENGTH TYPE DISTARCE DEPTH
2" 4000 psi 2 1/2" 2 1/2"
r (27.6 mpg) HILTI KWrK BOLT III
' o o EXPANSION ANCHOR
3 1/4:- 2 1/2" 4000 psi 1/2'0 3 3/4" 4"
TOP VIEW (27.6 M%) HILTI KWIK BOLT III
OF BASE 4" EXPANSION ANCHOR
-
r(NCRE7E A19CHORS WITH EOUIVAi-ENT OR SETTER ALLOWABLE
0N AND SHEAR LOADS CAN BE SUBSTITUTED-
_. - -
r --
WNIMUM
EDGE DISTANCE
'OPTIONAL CLOSED CELL ISOLATION GASKET
i OPTIONAL ISOLATION GASKET+ BETWEEN DISSIMILAR OR INCOMPAYIBLE
I MATERIALS- (Probuirl colologoe rho. 7000)
If , EMBEDMENT NT (NOT INTENDED AS A WATER PROOFING ITEM)
OEP7H
FIGURE : ACCEPTABLE IUARDRAIL MOUNTING NFIGURATI N
PROBUILT - 5' EDITION - SEPTEMBER 2006
7 - 20
PFORUil4 D Sign Vonupl — CANADIAN ...f 12
9747-199A ST.
tong • L r+GLCY, 6.C.
skr�rtkurol Il k to 7x3
PM: ( + 855-7655
engineering Fax: 60 ) d88�1719
10 inn Sw It-1c arstlf SlamiAum RoilinjS roitn.a caveniures corm
RECOMMENDED MOUNTING THROUGH COMPOSITE DECKING
IN
—RECOMMENDED ALUMINUM SPACER roR USE
WHEN MOUNTING TO HOLLOW COMPOSITE
DECKING - (Probuilt cotologue No. 7590)
ALUMINUM SPACER —
CD C
3f$'
HOLLOW CAVITY �TREX TYPE COMPOSITE
DFCkIfjr MATERrAt DECKING MATERIAL
RECOMMENDED WOOD BLOCKING DETAILS
— - —L— ----- -
f F
, .
I
TOP MOLW TO WOOD TOP Iai pLN't TO WC 00
FLOOR JOISTS PERPENDICULAR FLOOR JOISTS PERPENDICULAR
?7 77, 'T } '.
Ljii f ii ` sir
' j 1
I �
TOP MOLW TO WCX>D TOP MCiJNT TO WOOD
FLOOR JOISTS PARALLEL FLOOR JOUSTS PARALLEL
NO.1 N0,2 OR SETTER WOOD BLOCKING ANCHORAGE TO MAIN STRUCTURE
AND MAIN STRUCTURE LOAD CAPACITY RESPONSI0ILTY Of OTHERS
FIGURE Ontinu d: ACCEPTABLE GUARDRAIL MOUNTING NFI URATI I S
PROBUIIJ - 5'h EDITION - EPTE1MBFR 2006
7 - 21
PfoSuilt Design Monuol - CANAVL1N ..-f13
long ' GUY, B.0 T'
slruClur l OB I cr�r�cx Y1 2x7
engineering FAX: 614 e }88&31718
� Ca-1I-yourself Aluminwm RDilings wye.o O,e tu•es.com
I -
I
7 112° SCREW 'A-Ox2' LONG
SET IN WOOD BACKINri„ 5 HILiI 1{1111{ BO�i III
PRpV10EE1 BY OTHERS I EXPANSION ANCHOR
AI
TOP RAIL TOP RAIL TOP RAIL
E SLIP
MOUNT T WOOD END TO CONCRETE
#14 R z 1/2' SCREW BOTTOM RAIL
I ROV6EDO BACKING END SLIP �FXPANsoKI ANCHOR
BOTTOM RAIL BOTTOM FLAIL
MOUNT TO WOOD MOUNT TO CONCRETE
N061 /NO.2 OR BETTER WOOD BLOCKING ANCHORAGE TO WAIN TRU TURE�
AND MAIN STRUCTURE LOAD CAPACITY RE PON IBILTY OF OTHER
FIGURE on#inued: ACCEPTABLE GUARDRAIL MOUNTING GGI FIGU19ATI N
PROM ILT- 5' ED]TION -S EE TEN413ER 2(} i
7 - 22
ProBtpilt Design Manual - CANADIAN
.../14
To assist in design,the rnaximum service pull-out leads to be resisted by each anchor is summarised
glow for each type of post and anchorage configuration;
past anchorage confi uraGon
top mount using standard
Alto vase plate
50.8mm 5471 N
' 1230 lbs.
63.5mm 7340 N
112" 1650 Ibs.
2.6 WEAKNESS IN WELDED ALUMINUM
A review of the mechanical properties of aluminum alloys arW elements in Table 1 indicates that tensile
strength is significanfly reduced in aluminum when it is welded_ This has a significant impact on the strength
capacity of aluminum guardrail components.connections and systems. At the bottom connection of posts to
Lase plates, the connection and post capacity is substantlally Less In welded conflguratiorfs compared to
those using Probuill mechanical fastening. Tests conducted by Infertek Testing Services Na Ltd.f Warnock
Hershey indicate that 38.1mm (1 'l") posts with welded base plates fail at leads an average of 35% lower
than identical posts with Probuilt mechanical base plate connect+ons. Tests conducted by Intertek Testing
Services NA Ltd_ANarriock Hershey of a 2 %' aluminlum post of top deck mount configuration (an actual
competitor of Probuilt's) that uses a welded Lase plate failed at loads an average of 30% lower than the
Probuilt 2" posi. A copy of the report can be provided upon request. For these reasons, welded post base
connections are generally"recommended_
2.7 DESIGN PROCEDURES
2.7.1 Top Rail Design
Top rail design normally involves using conventional engineering design procedures in determining
and oomparing section resisting moment capacities to resultant bending moments from applied
loads. Connections between posts and rails are assumed to provide no flexural restraint_ The
bending moments In top rally are affected by the number and Ierngth of spans between posts in a
straight run_ Computer analysis of guardrail systems most accurately determines mending moments
in top rails.The lap rail mornenI capacity calculated using the section mcdutus(S)and material yield
strength (Fy) (or alternatively from analysis of test results) must exceed the resultant bending
moment from the applied loads.
2.7.2 Post Design
Posts in railing systems behave somewhat as vertical cantilevered beams in resisting horizontal
loads applied to the top rail_ bending moments caused by horizontal loads normally control
allowable post spacing and design. The first step in past design is deten-nining the aclual horizontal
coati that each post would be expected to carry. Horizontal load distribution from the top rail to each
post is affected by a number of factors Including the relative stiffness of the post and top rail. the
length of each straight segment, the number of spans in the railing, and the end support conditions,
PROBUILT— 5'h EDITION — SEPTEMBER 2006
7 - 23
Pro BuiIt Dcsign Ma nLial - CANA DIAN
...115
Computer modelling and analysis based on test results of guardrall systems most ac'Uralely
assimilates lop rail load distribution to each of the supporting posts ants eild conditions. The post
moment capacity is calculated using the section modulus (S) and material yield strength( y). This
must exceed the resultant bending moment from the applied loads or the post spacing is reduced to
create an acceptable condifion.
3.4 DESIGN TABLES
The deign procedures described in the previous section have been carried out for a wide range of possible
guardrail systems_ The results are summarized in the tables which fallow_ By knowing the overall
dimensions and layout of the guardrail system under design, an acceptable configuration can be selected
using the tables.
The design tables are Lased upon the loading criteria for exterior balconies of individual residential units as
specified in dauses 4.1.5.16. 1) a) and 4.1.5.15. 2)to 4) of the N BCC 2005. The actual load conditions for
the guardrail system under design must be Identical to or less than those used in the development of the
tables_ The fables should not be used for other applications where different loaning oonditions and
configurations exist.
3.1 WIND LOADING
For glass infill guardrail systems, the structural strength requirements imposed t>y design wind
loading may exceed those imposed by specified guardfail design loads. For uniform lateral
specified wind pressures of not greater than 1.25 kPa (26 psf), guardrail design loads ere the
governing criteria for 1067 mm (42") high guardrail system design. This wind loading Is generally
assodaled with low-rise structures in most locations but musk be verified as part of the design
process. The allowable guardrail configurations indicated In figure 4 are all capable of withstanding
this uniform lateral specified wind pressure. 1=or wind pressure greater than 1,25 kPa (26 ps#),
adjust the allowable post$padN using the following formula;
modified allowable 1.25
post = past x specified wind
spacing spaang pressure(kPa)
12 GUARDRAIL HEIGHT VAMATION$
The most common guardrall system height is 1067 mm (42")high. For guardrail heights other lhan
1067 mm (42"), adjusl the allowable post spacings as indicated in the allowable guardrail
configurations of figure 4 using the fallowing formula:
modified allowable allowable
Post = post x past spacing
spacing spacing multiplier
(See Table on the follawing page for allowable post spacing multiplier)
PROBUILT— 5" EDITION — SEPTEMBER 2006
7 - 24
ProBuilt Design Manual - CANADIAN
,,,116
guardra it Ailawable post allowable post
helght spigdrH�multiplier 5paC+r9 muit;pr�ar
(W p7aul for glass
infA guardrail Irrrill giva rdrall
957 mm(1 B') 2,33 2.33
$10 rnm(241) 115 1-75 -
762mm{3F) 1-40 — 1AO —
912 mm(M') 1-t7 1.17
-- 1QB7nrm(42`� 1.00 1.00
1219 mm(48') 0.8$ 0.76
1372 mm(60' 0.78 0.60
1524 mm(60' — -- 0.70 0.49
1676 rrini(69') 0.64 0.40
187g mill(72 0.58 0.34
3.3 GUARDRAIL SYSTEMS 1MTH ALUMINUM PICKET INFILL
Comer posts for aluminum picket infill guardrail systems may be elimioaled and replaced with a
picket comer provided one of the folloing conditions are met;
1) the end of the retum portion of the tap rail is anchored to the building,or
) the return portion of the guardrail system is supported by a minImum of 2 posts.
3A GUARDRAIL SYSTEMS VWTH Ca LASS PANEL INFILL
Post spacing for guardrail systems is generally determined by the strength of the supporting posts
and applied loads. Flowever, for guardrail systems with 5mm tempered glass panel infill,
oonsideration must be given to tale size of the glass panels, Although testing has shown that 5mm
tempered glass panels supported by the top and bottom rails meet We requirements regardless of
length of run. for practical purposes from the paint of view of the installer, 5mm tempered glass
panel InfiiIIs should be Iirinited to not greater Marl 1676 mrn(5'-6')in length,
PROM LT— 5" EUI rm, — SE 'JI-EMBFIZ 2006
7 - 25
tang
structural Pro BuiIt Design N1anL08I- CANADIAN
ii
engineering ,..117
I r .i.
Yassf 4 (
G� y
File No- 105-025 7
RSON
April 18, 2007
PROBUILT . 4 L. ;h. .
9747 - 199A Street
Lingley, B.C-
Canada V1 M 2X[
Attention_ hlr- Peter Siemens
ICE: ALUMINUM GUARDRAIL SYSTEM
BUILDING CORE COMPLIANCE � � aC�
As requested, a series of 1007mrrl (A2") high allowable guardrail
configurations Willed with 5mm ternpered glass or pickets and acceptable
guardr�il mounting configurations have been determined and are assembled
on pages 18 to 26 inclusive and pages 11 W 13 inclusive respectivOy of the
ProBuilt Muminvrn Failings Design Manual - 5t' Edition - September 2006-
These configurations are in conformance with the structural load ()
regvIremenis for ba'cony guardrails �is specified in the folloWng codes=
t
• Nz�tional Bu+l'ding Code of Canada 2005. 1, PIM
■ British Columbia Building Code 2006. IG 17
A;bcrta Building Code 2006- 0. ��
• Current edition of The 2skatchewan Sullding Code. .� -
oar
Current edition of the Manitol>a Building Code, ��, N'
Ontario Building Code 2008,
■ City of Vancouver Building By-Law No. 13419, 2007, plus the � 07
most current amendments.
Since these configurations are designed to meet the most stringent !�
applicable struclural requirements of the at)ove mentioned cede, the f S �
1067mrn (42") high allowable guardrail configurations thrilled with 5mm
tempered glass or picket% and guardrail mounting configurations referenced LL. M
above are acceptable in any area of Canada in which these codes are -0
enacted, `
Contact us with any further questions concerning this.
D
Yours truly,
LANG STRUCTURAL ENGINEERING INC. a 4 ` Off.
4 � r' <
Jay Pierson, P.Eng
�� klTibFt
JP;jV c, P
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7 - 26
I
ProBuilk Design Manuor - CANADIAN ._./18
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POST LEGEND
■ 2' "1
Ig 21/2- F60ST
j TCP RNL END CLIP
TO STAXTUK
TYPE 1 — FREE—STANDING TYPE 4 — PARTIAL FIXED BOTH END
Q�
TYPE 1A -END CONDITgHS - 2' POST EACw END
L4M1?Tms - 2' POSTS EVENLY SPACED
7T?f - EHp CGNGTiCM$ - CY CORNERS _/ MH 2-2' PD$T$
T'FP$ t& -NTE CCNDIT� C - 2a/` POST EACH END attERMEON,E ONDMONS - 3' Poses EL'EHLY 5FAcEu
�JTER4£DVdE L4NDITx7k5 - ?` POSTS EvEr,r,r SP!uC�D
TYPE 2 — PARTIAL FIXED ONE END TYPE 5 — FIXED c PARTIAL FIXEO END
TYPO 2 - {ND CONDHTH)k$ - 45- CORNER e/ M:N 2-2' POSTS
& 2' POST OPKSITE END
uiTERUENATE C4HNTCRS - 7 POSTS EVENLY SPACED '
Lam - --- �-
TYPE 3 — FIXED ONE END r Fl$ S — EHD CONDAUDNS — TQP RkL END CLp 10 STR CTLAE
OR 9U MdER ./ WN t-2- FDST
R de 4S' COANEk ./ LEN 2-1' FWTS
!�l mum WTERVEDAIE €AMDTMS - ? POSTS EVENLY 5�ICE6
TYPE f — FIXED BOTH ENO
TYPE 3A -END 00H kuL Chi) CLIv TD SrRJCTUr"c
CR 9O' CORNER e/ MAN 2-2' POSTS � Y •,/, 1.
& 2" PMT OPPOSITE END rf�'
INT€RUE&AtE CCf.VT*N, - 2' POSTS E N-Y SPAC ED
---- - - - ------..- -- -- -. TYPE 5 - ENO r0F0TOMS - MP RAIL ENO C01"S TD SIRUCTURE
G
IMTERUEOu.TE CONDITION', - 2' KSIS € 2-2' POSTS
EVENLY SPAA40
ME 3B -END CGNDIT"n - TOP PAt. ENO OLIP to 5TRUGNURE
OR 90F CORNER v/ WN 2-2' POSTS
& V/2' POST WPO54TE CND
RJTERvEDIATE COHDITOYS - 2' PWS EVENLY SPACED
FIGURE - GUARDRAIL MOUNTING CONFIGURATIONS
PROBUILT— 5' WirHON — SEVI'EMBER 2006
7 - 27
ProBuilt Design Monuol – CANADIAN .-.f 19
9747-199A ST_
Iono • LANGLEY. B.C.
${fLEC 11fON P'�'F1�4�,4 VIM S-
$rY ineerin[�hy PH: b44) E88-7655
7 C,q.R-YoJrLcItTUTInumi4glhn € FAX: (I;-0 ) 888-171$
inn. --,,0{U4emturesxDm
F TYPE 1 - FREE-STANDING
s•-o°
71 TYPE 1A - END CONDITIONS - 2' PO$T EACH EN)
I 1 rftTERMEDL4TE CONDITIOKS - 2' PASTS EVENLY SPACED
DOTES-
- -._ -CCNFEQ,41RATiC,N$ $HOWN AECEFITAIRE FOR TOR MOUNT
w �j'r (IDS SHOWN) O,4D s1oEJFASCA MOU47 CO�HDITIONS f4R BOTH
I : 5MM TEWPEREQ GLASS {AS SHOWN) AND PICKET GtrARIORAIL SY$T�MS.
I-AL40YYASCE CON FIGVRATION'S ARE BASED UPON AKALY515,
— - C+SLCULATION5 AND RC5VLT5 OF TESTS CONDUCTEQ BY INTERTEK
TESTING SERVICES NA LTDJwARNCpCK HER5HEY.
-ALLOWABLE CG`NAGURATFQ,4$ ARE IN COxgFORLWICE WITH THE
A#PLICASLE STRUCTURAL RE4UIREMENTS SPECIFIED IN THE
14'-Q:' -___--- NATIONAL BUILDING COQE OF CA`LADA 7005 $ECT14n A.1.5.1't.
�� . . —.---- ------ - ----. $EE FIGURE 3 AND SECTEGN 2,5 ANCHORAGE
OF THE IDC$rGN1 MANUAL FOR DETAILS
REGARD+NG ACCEPTASLE GUARDRAIL
MOUNTING CONFIGURATIONS AN15
i MAXIMVM SERVICE PULL-OUT LOAD
REQUIREMENTS FOR ANCHORS.
4-2- – -
POST LEGEND
7— — PICKET
LEG
,_1,,. .. -- - - PGST
POST SiZES
NOTE MAXIMUM PERMITTED
BOTTOV CHANNEL SPAN
1 BETWEEF# POST SUPPORTS
* i 24'- T - - - --- -- - - --- — IS 4'-2'
4'-0-
--- --
ILI
i_.
i
32'–C"
2-
36'-0'•
M
r
FIGURE 4A. " HIGH ALLOWABLE CONFIGURATIONS - TYPE 1
PROBUILT- 5^ EDITION - SEPTEMBER 2{) i
7 - 28
Pro6uilt Design Monual - CANA131AN f24
9747-19gk 5T.
long • LAhGtEY, G.C.
slruGluroI oB [+s.(6 ) 0 2x7
e n ineerin PH. 6a+� e88-7bS5
9 Ca ri-YBUr$eIfMIUm1nyaniRglllq S Fax; 6d 888-1718
Irlc. Krw4c0a nlurts-torn
a TYPE I — FREE—STANDING
�y TYPE 18 - END COkl{11MNS 21/2. POST LAC+i rND
t INTERMEQLATE CONDITIONS - 2 POSTS EvEt:LY $PACED
NOTES:
_i*0NFICIjRATiQN$ SHOWN ACCEPTABLE FOR TOP MOUNT
LD! ... -g__g ---- (a5 $ta 'hy) AND SrdE/WSCLa MOUNT -CONDITIONS FOR 60TH
- 5MM TEMPERED GLASS {AS 5HCWN) AND PACKET CUARDRAIL $Y51EMS.
h-s
-ALL 'A$LE 'CON FIC,URATIONS. ARC 8A$ED UPON A,*L4EY$IS.
CALCULATIONS ANb RESULTS or TEST$ CONDLVED SY 1NTERTEs(
TESTING SEROCES NA LTG./b'A-4NDCK HERSHEY.
-ALLOWA$LE CONFIGURATIONS ARE IN CONFORVANCE Wi7H THE
APPt*C.Aa( STRUCTURAL PEOUIREVEW'S SPECIFIED ICE THE
NATIONAL BLDLDING CODE OF CARADA 2405 SECTION 4-1.5.15.
SEE FIGURE 3 AND SECTION 2.5 ANCHORAGE
Of THE DESIGN I MIJAL fOR OETAJLS
REGARDING ACCEPTABLE 04JARDRuL
)Ap+ NTING CONFIGURATIONS AntD
--- M"IMUM SERVICE IPULL-QUT LOAD
1�'-$ -- REQUIRESJENTS FOR ANCHORS.
4'- - - - -.
Y3
F POST LEGEND
" 21/i, 5/s'
PICKET
F> G
4'-1_ — - - - - - - -
r PAST SIZES
NOTE - MaxIMUM PERMITTED
QOTTOM CHMNEL `SPAN
BETwEEm POST SUPPORTS
24'-D" IS 4'-2'
M
28'-T
FIGURE B: ' HIGH ALLOWABLE CONFIGURATIONS TYPE 18
i'ftOBUILT- 5' EDl'HON - SEPTEXIBER {k}fi
7 - 29
f'roGuilt Design Monuol - CA-NAI)lAN ,721
long • U-ANGLE 1B C
slruckural it car (6 4krr 2x7
engineering rA (b043 659-38 1
Do Rlurninum Railin s Fox: 60 ) Sdesxom
Ifinc. ��K.o eaxenir,res.com
TYPE 2 - PARTIAL FIXED ONE END
I
+' i TYPE 2 — IEND CONDrTONS — 4$' CORNER r/ VIN 2-2' POST$
7' POST OPPOSHE END
INTERMEDIATE CONDmONF. - �' POTS EYEULY SPACED
{ -
NOTES-
-
! -CONFIGURATIONS SHOWN ACCEPTABLE FOR TOP -FOUNT
i (AS SHOWN) MID SIDE/FASCIA MOUNT CCNDrTI0N5 FOR B4111
5MV T(IfPERED GLA$$ (1S $HDwht) AND PICKET GQARI)RWL SYSTEVE.
!. . . _ j A�LLOWA.9Lf CC+iFIGURAT10NS AQE PA$ED UPON ANALYSIS-
- -' CALCULATIONS AND RESULTS OF TESTS CONDUCTED BY INTERTEK
TESTIIVO SERVICES NA LTD/WARNOCK HERSHEY
}'= -ALLO4YABLE CGtiFIG'IRATIGkIS ARE IN CONFORukNCE WITH THE
APPLICABLE STRUCTURAL REOU,REMENTS SPECIF:EO kN THE
' NATIONAL 10 U0,D G CC{)E OF CAWA 20-05 SECT*N #.1.5.15.
I i
SEE FIGURE 3 AND SECTION 2.5 ANCHORAGE
OF THE IDE$IC,N MANUAL FOR DETALS
Igo.: REGARDING ACCEPTABLE CWARORNL
-- - - MOUNTING CONFIGURATIONS AND
61Ax+MUw SERVICE PULL-OUT LOAD
iREQUIREMENTS FOR AKCHORS,
4•-2 - -—--- - - ----- POT LEGEND
i
' PICKET
LEG
tai
POST
20'-5 ?n
POST SIZES
_ NOTE - VAXiMUM PERMtTTED
BOTTOM CHA14NEL SPAN
BETWEEN POST SUPPORTS
-- IS 46-2r
24'-0"
-- -- - - - - -- ---- -- ---- ----- - - ---
� 4'-O"
as
r
I
r - - - -
�r° 28'-O°
~� i* 32`-0: ---- - - - - -- -
4.
rFIGURE = * HIGH ALLOWABLE CONFIGURATIONS TYPE 2 j
PROBUILT - Y EDITION - SEPTEMBER 2006
7 - 30
Prop Uilt De5ign Manual - CANADIAN .722
9747-19gA ST.
tong ' LkNrti jY %C'
5krUClurol I PH: (.1411 2}{7
PH: { 04) 808-T659
engineering FA 6a ),888-1718
iF)C• Ca ti Ya�rstlf Aluminum Railin 4 eaw"a co,Ptareg tam
TYPE FIXED ONE END
X.
TYPE 3A - END CONDMONS - TOP RAIL END CuP TO STRUCTURE
OR $0' CORNER m/ VIN 2-7' POSTS
_ a F POST OPPp$ilE END
INTERMEDIATE CONDITIONS - Y POSTS EVENLY 5PACE4
i
NL11 C.7�" T_---_—_.--
f" - -�ONFICLJRATION$ SHOWN ACCEPTABLE FOR TCP N-�L1NT
14'-OP (AS WAN) AND 5'DE/rASGUl MOUNT 11704011ION5 FOR AOIH
-K 5M9 TEMPERED GLASS (AS gxpWN) AND PICKET GUARDRAIL SYSTEMS.
r} -ALLOW&BLE COKFFBURATION$ ARE BASED UPIGN ANALySI%
I CALCULATIONS AND REStrLTS OF TESTS CONDUCTED BY INTERTEK
+ -- - --- ---- --- - - -- -- TESTING SERVICES NA LTD./WARLqOCK HERSHEY.
-ALLCWA8LE CONFIGURATION'S ARE IN CONFORMANCE WITH THE
APPLICABLE STRUCTURAL REOU:REMENTS SPECIFiEO IN THE
j" NATIONAL BLJILDINCG CODE OF CANADA 2095 $ECnON
SEE FIGU1iE 3 AND SECTION 7.5 ANCkpR,tGf
---- __-- .--- _ OF THE DESIGN MANUAL nFOR DETAILS
R£CwAt)i,G ACCEPTASLE rwARORA'L
MOUN71NO CONFIGURATIONS AND
MAxINU1[ SERVICE PULL-OuT LOAD
REOUIREMENF$ FOR ANCHOR$.
POST LEGEND
- - - - 2" 212' '
PJCi(ET
24'-0" POST
POST SIZES
------- - - ---- -- --- - — -- -- --- NOTE - VAXIWUM PERMITTED
BOTTOM CkkNNEL SPAN
BETWEEN PMT SUPPORTS
IS 4'-2^
r'r
r
i�
3 6'-T
1 4 - �—
r `
FIGURE D: " HIGH ALLOWABLE ABLE C NFIGURATI NS TYPE 3A j
PRDBUILT- S' EDITION - S EPTEMBER 2M
7 - 31
ProBuill DeSit n Monuol - CANADIAN .../23
9747-199A ST.
long ".m'LEY. G.C.
strutturol A-XAPA VIM ?X7
engineering FN: (604) 888-7165
9 g :o T3xoa�sr!i9luminumR4lin 4 FAx 64 ) 888—i7�8
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TYPE 3 - FIXED ONE END
XN
' TYPE 3B -END CONDITIONS - TOP RkL EN9 CLIP TO STRIXTURE
OR Sir CORNER „/ WiN 2-2' POSTS
LD
i"TERwEDATE CONENT"S Y r POSTS EvENLYOSPACED
+f1
DOTES'
-COPIFIGURATIONS SriOWN: Aj--C{PTARE FOR TCP LrOiJNT
14'-'" (AS SHOW11) AHD SIDE/FASCLA MOUNT CO. STICRS FAR BOTH
i 4'- " 5MLA TEMPERER GEA55 (AS SHOWN) AND PICKET G-JARDRA'L SY$TEM'�
-ALLOYIAM CCNFICAJRATI02?S ARE 8ASED UPON ANALYSIF,
CAtCULATiQ%45 AND RESULTS OF TESTS CCNbUGTEO BY INTfkTEK
TESTINC, SERVICES RA LTp.fwARNOCK HERSkEY-
-ALLOWAM CONFIGURATIONS ARE IN CONFORMANCE WITH THE
APPLICABLE STRUCTURAL RFOUIREVENTS SPECIfIEO IN THE
NATIORk BL)ILC<NG CODE Of CANADA 2Q65 SECTION 4.1.5.15.
LD 4'-2"
$EE FEGVRE 3 AND SECFIOF# 2.9 ANCHORAGE
pF TKi RESIGN MANUAL FGR GETAJLS
REGARGING ACCEPTASLE q [UAAD"!-
NOUNTING CONFIUURATIONS AND
vAxtMIJM SE;RmU PULL-OVT LOAD
-- - - - REOUIREMERTS FOR AJXCH0RS.
POST LEGEND
PICKET
24'-06 POST
r'I POST SIZES
L: —..- _ ..-_ NOTE — MAXIk(UM PERMSTTEO
BOTTOM CHANNEL SPA-M
RETwEfN PR$T SUPPORT$
IS 4'-2.
L i
r3
7
A
4-- — — — — —
FIGURE 4E. 42' HIGH ALLOWABLE CONFIGURATIONS TYPE 313
PRORUILT- 5" EL]I-HON SWFEMBER 2006
7 - 32
ProDull[ Design Vanual - CANADIAN f 24
9347-1$9k 5T.
10119 LAr;GLEV, B.C.
struckurol aBu tnw�+ w,M zxr
en ineerin FA ACS) asa-7655
Do-] seIfAlurninamilaifin 9 mm4 E0 8&G-1#1$
1winc. i Fi1N��tQ4�{ilUft.$cQI19
TYPE 4 - PARTIAL FIXED BOTH END
TYPE 4 - END CQN61TION$ - 15' CORNERS w/ M-N 2-2' PASTS
INTERkoEMTE CONQITFCN$ - 2' PO$T$ EL'ENEY $PACED
NOTES:
rf -C�4FFC,I)RATION$ $HOWN ACCEPTABLE FOR TOP YJ0I)?V
(AS 5Fi011-z4) ArID SIDE/FAS(LA FIOUt;T COSIDI11FQN5 FOR ISOTH
5MM TEMPERED G[-ASS (AS Sw0W.4) AND PICKET GLIAR�Ml_ SYSTEVS.
1
J, j
r-F —ALLOWABLE CiSNFIGURATIONS ARE $ABED VPON ANALYSIS,
1 I I I CALCULATIONS AND RESULTS OF TESTS CONDVCTED Oy INTER1EK
TESTING SERVICES NA LTO./WARNOCK HCR?>HEY.
-ALLC'A'A8LE C0RF*GURATI0NS. ARE Iv Co uFpRwAKCE WITH THE
"a5 kPPLIC&SLE STRUCTURAL REOU:RCMEW, SPECIEIC0 IN THE
- - NATPONAL BUILDIKG CWE OF CANADA 2W.5 SECTION 4-1.5.15.
F I I
SEE FIGURE 3 AND SECTION 2.5 ANCHORAGE
OF THE 4ESiGN MA4VAL FOR OETAA5
REGAROING ACCEPTABLE GUARORUL
MOUNTING CONFIGURATIONS ,4';0
4. 5 MA%I\iU1�e SERVICE PULL-OUT LOAD
.e: --— "----
F F REQUIREMENTS FOR ANCHORS,
F POST LEGEND
2'12.. 5/i
,s PICKET
-- - i LEG
Ilk POST
F I -- — F
POST SIZES
t �
A NOTE - lAAXIMUM PERWITTEO
BOTTOM CHANNEL SPAN
BETWEEN POST SUPPORTS
— - --- _ a5 4'-2'
40 i0
;�
�. 4.,r 4'
Y
F —
s0 !O
4'-p"
a - �
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28'—O" t
L
�FIIGURE F: 42" HIGH ALLOWABLE CONFIGURATIONS TYPE 4 j
PRO BUILT- 5" EDITIO - SEPTEMBER 2006
7 - 33
Proguilt Design hidnuol - CANADrAll 7726
474.7-149A ST_
long • l{r:GLEx. B.0
StrwCtur01 11 PH. Y1k1 8-
PH. { q#1 S$$-7655
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00 ]k Yaurkelf Aluminum RoiUogs y,4%w.a I:Dxenrures.com
TYPE 6 - FIXED BOTH END
TYP€ $ - NO [OryCIT"S - TOP ROIL Er+d CLIPS ip STRKTURC
i2'-10" - OR n CORNERS r/ u H 2-2' 130515
_--- ... - LH
- 7- POSTS EVENLY SPxCEO
+ - - NOTES:
-CQNFI,URATION$ SOWN ACCEPTABLE FOR TOP MOUNT
(AS SHOWN) AND SIOE/FA$CCA MOUNT CONDRIONS FCR BOTH
= — 5uM TEMPEREO GLASS (A5 SHCWN) AND PICKEF �IJARpFA}L SYSTEMS
-ALLOWABLE CONFIGURATID'XS ARE EASED UPON ANALYSIS,
k 5'-2 CALCUTAT1QN$ AND RESULTS OF TESTS CONDUCTED 6Y INTERTEK
TESTING S£Frw10E5 NA LTC,fWdfiNOCi� HERSHEY.
p -ALLOWABLE CONFIGURATIONS ARE IN CONFORMANCE {NoTH THE
- - APPLICA13EE STRi1CTT1RAL REOUIREuENT$ SPECIFIED IN THE
NATIONk BLIILCING CODE OF CAN&DA 20G5 SECTION
17'-4" .. .-
' —4" ----- SEE FIGURE 3 AND SECTION 2.5 ANCHORAGE
— OF THE DESIGN MANUAL FOR DETAILS
RECAR4ING ACCEPTABLE CIJARDRAIL
Vi4ONDKr, CGNFICVRATICN$ AND
- — -- - - - - - ---- WAXiMUM 5ERVICE PULL-OUT LOAD
REOUIREMENTS FOR ANCHORS.
k - - -
z '- POST LEGEND
lip I 4,-1- 1
�- - —- PICKET
LEG
POST
2d'—d'
,` POST SIZES
NOTE - MAXIN.UM PERMITTED
BOTTOM CI'ANNEL SPAN
DETWEEN POST $UPPORTS
--- ... -- - --- 4S V-2`
-
I ' 4'-
�3
32'—T
FIGURE 4H: ' HIGH ALLOWABLE CONFIGURATIONS TYPE
PROBU]LT- 5" ED]T]O ON - S E['TEMBER 2006
7 - 34
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7 - 35
r=
HERITAGE PERMIT APPLICATION FORM
City of Kitchener ;
Community Services DepartmentP,?�
Planning Division
I' T IfiVF 296 King Street West
Kitchener, Ontario N2G 4G7
(519) 741-2426
Nature of Application
Exterior l Interior Ej Signage El
Demolition New Construction [] Alteration ❑ Relocation a
Subject Property
Municipal Address: 96 Young street
Legal Description (if Known): PT LT 6 N/S WEBER ST PL 401 KITCHENER AS IN 1117309;Sfr EASE IN FAVOUR OF KITCHENER-
WILMOT HYDRO INC.OVER PART 1,58R-14292;MTCHENER
Building/Structure Type: Residential Commercial n Industrial El Institutional ED
Heritage Designation: Part IV Part V(HCD) ® CIVIC CENTRE
Is the Subject Property subject to a Heritage Easement or Agreement? Yes El No El
Property Owner
Name: Chvrchill Developments B Inc.
Address: 170-A Victoria Street South, Kitchener,Ontario, N2G 2B9
Telephone (Home): Telephone(Work):
Fax: N/A E-Mail:.
Agent (if applicable)
Name: N/A
Address:
Telephone (Home): Telephone (Work):
Fax: E-Mail:
Written Description
Please provide a written description of the project proposal including any conservation methods you
plan to use. Provide such detail as materials to be used, measurements, paint colours, decorative
details, whether any original building fabric is to be removed or replaced, etc. Use additional pages
as required. Please refer to the City of Kitchener Heritage Permit Application Submission Guidelines
for further gulidance.
Remove and replace railings/guards on the balconies and porch with glass railings with cosmetic wood pickets in behind.
7 - 36
Review of City of Kitchener Heritage Permit Application Submission Guidelines
Describe why it is necessary to undertake the proposed work.
To restore the railings to a safe condition to meet todays Ontario Building Code.
Describe how the proposal is consistent with the Part IV individual designating by-law or the Part V
Heritage Conservation District Plan.
The glass portion of the railing system shall comply with 42"high guard requirement,while the square cut wood railing
mimics the original design of the railing from a cosmetic perspective.
Describe how the proposal is consistent with the Parks Canada Standards and Guidelines for the
Conservation of Historic Places in Canada (available at www.pc.gc.ca).
The glass portion of the railing system shall comply with 42"high guard requirement,while the square cut wood railing
mimics the original design of the railing from a cosmetic perspective.
Expected Start Date: 01/05/2014 Expected Completion Date: 01/06/2014
(Day/MonthNear) (Day/Month/Year)
Have you discussed this work with Heritage Planning Staff? ❑x Yes ❑ No
If yes, who? Michelle Drake
Have you discussed this work with the Building Division? Q Yes ❑ No
If yes, who? Jennifer Young
Have you applied for a Building Permit for this work? 0 Yes ❑ No
Other Related Applications (Building/Planning): Application No.
Acknowledgement
The undersigned acknowledges that all of the statements contained in documents filed in support
of this application shall be deemed part of this application. The undersigned acknowledges that
receipt of this application by the City of Kitchener- Planning Division does not guarantee it to be a
`complete' application. The undersigned acknowledges that Council of the City of Kitchener shall
determine whether the information submitted forms a complete application. Further review of the
application will be undertaken and the owner or agent may be contacted to provide additional
information and/or resolve any discrepancies or issues with the application as submitted. Once the
application is deemed to be fully complete, the application will be processed and, if necessary,
scheduled for the next available Heritage Kitchener Committee and Council meeting. Submission
of this application constitutes consent for authorized municipal staff to enter upon the subject
property for the purpose of conducting site visits, including photographs, which are necessary for
7 - 37
the evaluation of this application. The undersigned acknowledges that where an agent has been
identified, the municipality is authorized but not required to contact this person in lieu of the owner
and this person is authorized to act on behalf of the owner for all matters respecting the
application. The undersigned agrees that the proposed work shall be done in accordance with this
application and understands that the approval of this application under the Ontario Heritage Act
shall not be a waiver of any of the provisions of any by-law of the City of Kitchener or legislation
including but not limited to the requirements of the Building Code and the Zoning By-law. The
undersigned acknowledges that in the event this application is approved, any departure from the
conditions imposed by the Coun Kitchener or from the plans or specifications
approved by the Council of the is prohibited and could result in a fine being
imposed or imprisonment as provi Mario Heritage Act.
Signature of Owner/Agent: Date: April 25,2014
Signature of Owner/Agent: Date:
Authorization
If this application is being made by an agentlsolicitor on behalf of the property owner, the following
authorization must be completed:
I /We, NIA owner of the land that is subject of this application,
hereby authorize to act on my 1 our behalf in this regard.
Signature of Owner: Date:
Signature of Owner: Date:
The personal information on this form is collected under the legal authority of Section 33(2),
Section 42(2), and Section 42(2.2) of the Ontario Heritage Act. The information will be used for the
purposes of administering the heritage permit application and ensuring appropriate service of
notice of receipt under Section 33(3) and Section 42(3) of the Ontario Heritage Act. If you have
any questions about this collection of personal information, please contact the Manager of
Corporate Records, Legislated Services Division, City of Kitchener(519-741-2769).
iNE1�NAE..U1[;ONLY `
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