DGT-14-1535 3 '` Miami Shores Villa e
- g Building Department JUL IS 2014
��.,�t�
®
ILI
' � /�P 10050 N.E.2nd Avenue,Miami Shores,Florida 33138 B
D Tel:(305)795.2204 Fax:(305)756.8972
INSPECTION'S PHONE NUMBER:(305)762.494
FBC 20
BUILDING Permit No.006/
PERMIT APPLICATION Master Permit No.
Permit Type: BUILDING ROOFING
JOB ADDRESS: 164 NE 105th St
City: Miami Shores County: Miami Dade _-Zip: 33138
Foho/Parcel#: I 1 2_1?5l0 "01'S-UWl®
Is the Building Historically Designated:Yes NO X Flood Zone: No
OWNER:Name(Fee Simple Titleholder):Glen Ford and Catherine Habermann phone#;9548494287
Address:164 NE 105th st
City: Miami Shores p State: Fl 33138
Tenant/Ussee Name: ! Phone#:
Email:
CONTRACTOR:Company Name: Florida Pergola,I n�, Phone#: (305)400 0200
Address: 12255 SW 128th Street,#406
City: Miami State: FL 33186
Qualifier Name: IRKWeL(1 Phone#: t-10 W Z00
State Certification or Registration#: C C'1 C.151 Ss 1 q Certificate of Competency#:
Contact Phone#: 30'5LAM D 2.tZ)® Email Address: Yn►�le 1 F=%6p_�t1®► r1 Q CP an
DESIGNER:Architect/Engineer:_W e.�� Phone#:
Value of Work for this Permit:$ Sq eUnear Footage of Work: �2 L41) {-
Type of Work: OAddition UAlteration *ew ORepair/Replace uDemolition
Description of Work: 2a►nil�
V
Color thru tile:
Submittal Fee$ Permit Fee$ . CCF$ COICC$
Scanning Fee$ Radon Fee$ DBPR$ Bond$
Notary$ Training/Education Fee$ Technology Fee$
Double Fee$ Structural Review$
TOTAL FEE NOW DUE$ S3 6 0
.,Bonftg Company's Name(if applicable)
Bonding Company's Address
City State Zip
Mortgage Lender's Name(if applicable)
Mortgage Lender's Address
city State zip
Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has
commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating
construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK,PLUMBING,SIGNS,
WELLS,POOLS,FURNACES,BOILERS,HEATERS,TANKS and AIR CONDITIONERS,ETC.....
OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all
applicable laws regulating construction and zoning.
"WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF
COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR
IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN
FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE
RECORDING YOUR NOTICE OF COMMENCEMENT."'
Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding$2500, the applicant must
promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person
whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site
for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the
inspection will not be approved and a i ection fee will be charged.
Signature Signature —��•-
O or Agent Contractor
The foregoininstrument acknowledged before me this The foregoing instrument was acknowledged before me this f S
day of 2t 7 ,by (216A1-/e Ili,t- day of T .4 .20�,byKAG��-.aQJe if,
who is personal y known to me or who has produced �"— who is pczfly known to�i a or who has produced
As identification and who did take an oath. as identification and who did take an oath.
NOTARY PUBLIC: NOTARY PUBLIC:
�l
i >H'°�e••, J.BLANCo
gn•
Print Notary Public-State of Florida
Print:
a � EUA C.QUINTANA .�,� o r'�
My Commission Expires: . My OOMMISSICN#FF di32964 My Commiission Gommiseion#FF 3 395
? dedEXPlTft Notary ub ZD,2018
Puldtct-myemnt2re
s%>k�aka$��ksfi�k��B'A#+kfk�aksAeksk�+�k�k�FskskBatta� tk�X��k alwk 7/7��
APPROVED BY Flans Examiner � Zoning
r i31`�
Structural Review Clerk
(Revised 3/12/2012)KRevised 07/10/07)(Revised 06/10/2009)(Revised 3/15/09)
ESR-2549
LVA I • ilkUsed for Florida State Wade Product
Approval#
FL10655 ,.F - - - -
0� -
Products on this Report which are SIMPSON STRONG-TIE COMPA ,
approved: INC
Product FL# Product FL# Product FL# Product FL#
HHUS210-2 10655.1 HU36 10655.42 HUC44 10655.82 SUL210 10655.122
HHUS26-2 10655.2 HU38 10655.43 HUC46 10655.83 SUL210-2 10655.123
HHUS28-2 10655.3 HU410 10655.44 HUC48 10655.84 SUL214 10655.124
HHUS410 10655.4 HU412 10655.45 HUC610 10655.85 SUL24 10655.125
HHUS46 10655.5 HU414 10655.46 HUC612 10655.86 SUL26 10655.126
HHUS48 10655.6 HU416 10655.47 HUC614 10655.87 SUL26-2 10655.127
HSUL210-2 10655.7 HU44 10655.48 HUC616 10655.88 SUL414 10655.128
HSUL214-2 10655.8 HU46 10655.49 HUC66 10655.89 SUR210 10655.129
HSUL26-2 10655.9 HU48 10655.50 HUC68 10655.90 SUR210-2 10655.130
HSUL410 10655.10 HU610 10655.51 HUS210 10655.91 SUR214 10655.131
HSUL414 10655.11 HU612 10655.52 HUS210-2 10655.92 SUR24 10655.132
HSUL46 10655.12 HU614 10655.53 HUS212-2 10655.93 SUR26 10655.133
HSUR210-2 10655.13 HU616 10655.54 HUS26 10655.94 SUR26-2 10655.134
HSUR214-2 10655.14 HU66 10655.55 HUS26-2 10655.95 SUR414 10655.135
HSUR26-2 10655.15 HU68 10655.56 HUS28 10655.96 U210 10655.136
HSUR410 10655.16 HUC210-2 10655.57 HUS28-2 10655.97 U210-2 10655.137
HSUR414 10655.17 HUC210-3 10655.58 HUS410 10655.98 U210-3 10655.138
HSUR46 10655.18 HUC212-2 10655.59 HUS412 10655.99 U210R 10655.139
HU210 10655.19 HUC212-3 10655.60 HUS46 10655.100 U214 10655.140
HU210-2 10655.20 HUC214-2 10655.61 HUS48 10655.101 U24 10655.141
HU210-3 10655.21 HUC214-3 10655.62 LU210 10655.102 U24-2 10655.142
HU212 10655.22 HUC216-2 10655.63 LU24 10655.103 U24R 10655.143
HU212-2 10655.23 HUC216-3 10655.64 LU26 10655.104 U26 10655.144
HU212-3 10655.24 HUC24-2 10655.65 LU28 10655.105 U26-2 10655.145
HU214 10655.25 HUC26-2 10655.66 LUS210 10655.106 U26R 10655.146
HU214-2 10655.26 HUC28-2 10655.67 LUS210-2 10655.107 U310 10655.147
HU214-3 10655.27 HUC310 10655.68 LUS214-2 10655.108 U314 10655.148
HU216-3 10655.29 HUC310-2 10655.69 LUS24 10655.109 U34 10655.149
HU24-2 10655.30 HUC312 10655.70
HU26 10655.31 HUC312-2 10655.71LUS26 10655.111 U410 10655.151
HU26-2 10655.32 HUC314 10655.7 LUS26-2 10655.112 U410R 10655.152
HU28 10655.33 HUC314-2 10655.73
HU28-2 10655.34 HUC316 10655.74 LUS28-2 10655.114 U44 10655.154
HU310 10655.35 HUC34 10655.75 LUS410 10655.115 U44R 10655.155
HU310-2 10655.36 HUC36 10655.76 LUS414 10655.116 U46 10655.156
HU312-2 10655.37 HUC38 10655.77 LUS44 10655.117 U46R 10655.157
HU314 10655.38 HUC410 10655.78 LUS46 10655.118 U610 10655.158
HU314-2 10655.39 HUC412 10655.79 LUS48 10655.119 U610R 10655.159
HU316 10655.40 HUC414 10655.80 MUS26 10655.120 U66 10655.160
HU34 10655.41 HUC416 106. .8 QS28 10655.121 U66R 10655.161
ESR-2549
17,`! REPOR" Issued February 1, 2008
This report is subject to re-examination in two years.
ICC Evaluation Service, Inc. ashwaaftmiond office#5360 Warlanan W Road,Wmft Cdbrda 90801#(552)flim 3
www.icc .o r ROGWW Office#900 Mafia Road,Sine A,BftW am,Alabama 35213 #(205)59MM
RegiorW Ofte#4051 West%my ow Road,Cow"Club F IM9,imnots 60478#(708)799-2305
DIVISION:06—WOOD AND PLASTICS hangers having a width equal to or greater than 29/18 inches
Section:06090—Wood and Plastic Fastenings (65 mm) are available with concealed flanges and are
specified with the model designation HUC. See Table 3 for
REPORT HOLDER: the hanger dimensions, required fasteners, and allowable
loads; and Figure 3a for a drawing of a typical HU series
SIMPSON STRONG-TIE COMPANY,INC. hanger and Figure 3b for an HUC hanger.
5956 WEST LAS POSITAS BOULEVARD 3.1.4 LUS Series Hangers: The LUS series hangers are
PLEASANTON,CALIFORNIA 94588 formed from No.18 gage galvanized steel.The hangers have
(800)925-5099 prepunched holes for the installation of nails that are driven
www.stron-We.com at a 45-degree angle through the joist and into the header,
which is described as double shear nailing in the installation
EVALUATION SUBJECT: instructions.See Table 4 for the hanger dimensions,required
fasteners,and allowable loads;and Figure 4 for a drawing of
SIMPSON STRONG-TIE FACE-MOUNT HANGERS FOR a typical LUS series hanger.
WOOD FRAMING 3.1.5 MUS Joist Hanger: The MUS series hangers are
1.0 EVALUATION SCOPE formed from No. 18 gage galvanized steel. The U-shaped
portion of the hangers has prepunched holes for the
Compliance with the following codes: installation of joist nails that are driven at an angle through
the joist and into the header,which is described as double
# 2006 International Building Code®(IBC) shear nailing in the installation instructions.See Table 5 for
# 2006 International Residential Code®(IRC) the hanger dimensions, required fasteners, and allowable
loads;Figure 5 for a drawing of a typical MUS series hanger.
# Other Codes(see Section 8.0) 3.1.6 HUS Series Hangers:The HUS series hangers are
Properties evaluated: formed from No.14 gage galvanized steel with the exception
of the HUS26, HUS28 and HUS210 hangers, which are
Structural formed from No.16 gage galvanized steel.The hangers have
2.0 USES prepunched holes for the installation of joist nails that are
driven at an angle through the joist and into the header,which
The Simpson Strong-Tie face-mount hangers described In is described as double shear nailing in the installation
this report are used as wood framing connectors in instructions.See Table 6 for the hanger dimensions,required
accordance with Section 2304.9.3 of the IBC.The products fasteners,and allowable loads;and Figure 6 for a drawing of
may also be used in structures regulated under the IRC when a typical HUS series hanger.
an engineered design is submitted in accordance with Section Hangers:3.1.7 HHUS Series Han The HHUS series hangers
R301.1.3 of the IRC. g g
are formed from No. 14 gage galvanized steel.The hangers
3.0 DESCRIPTION have prepunched holes for the installation of joist nails that
3.1 General: are driven at an angle through the joist and Into the header,
which is described as double shear nailing in the installation
The Simpson Strong-Tie face-mount hangers described in instructions.See Table 7 forthe hanger dimensions,required
this report are U-shaped hangers that have prepunched holes fasteners,and allowable loads; Figure 7 for a drawing of a
for the installation of nails into the face of the supporting wood typical HHUS series hanger.
header or beam or ledger. 3.1.8 SUR/L Series Hangers:The SUR/L series hangers
3.1.1 LU Series Hangers: The LU series hangers are are formed from No.16 gage galvanized steel.SUR and SUL
formed from No.20 gage galvanized steel.See Table 1 for are mirror-image identical hangers, skewed at 45 degrees
hanger dimensions,required fasteners,and allowable loads; right and left, respectively. See Table 8 for the hanger
and Figure 1 for a drawing of a typical LU series hanger. dimensions, required fasteners, and allowable loads; and
3.1.2 U Series Hangers:The U series hangers are formed Figure 8 for a drawing of typical SUR/L series hangers.
from No. 16 gage galvanized steel. See Table 2 for the 3.1.9 HSUR/L Series Hangers: The HSUR/L series
hanger dimensions,required fasteners,and allowable loads; hangers are formed from No.14 gage galvanized steel.SUR
and Figure 2 for a drawing of a typical U series hanger. and SUL are mirror-image identical hangers, skewed at 45
degrees right and left, respectively. See Table 9 for the
3.1.3 HU/HUC Series Hangers:The HU and HUC series hanger dimensions,required fasteners,and allowable loads;
hangers are formed from No. 14 gage galvanized steel. HU and Figure 9 for a drawing of typical HSUR/L series hangers.
I%REPORT - are not to be cons&ued as representing aesthetics or arty ather attributer not specikally addresseat nor are they to be construed as an
endorsement of the subject of the report or a reconmtendadon for its use.There is no warranty by ICC Evaluation Service,Inc.,express or implied as to any
Jbrding or other matter in this report,or as to any product covered by the report.
a+eararoaae
Copyright®2008 Page 1 of 10
Page 2 of 10 ESR 2549
3.2 Materials: duration factor, Co,corresponding with the applicable loads
3.2.1 Steel: The hangers described in this report are
in accordance with the NDS.
manufactured from galvanized steel complying with ASTM A Tabulated allowable loads apply to products connected to
653, SS designation, Grade 33, with a minimum yield wood used under dry conditions and where sustained
strength,F of 33,000 psi(227 MPa)and a minimum tensile temperatures are 100°F(37.8°C)or less.When products are
strength,FW of 45,000 psi(310 MPa). Minimum base-metal installed to wood having a moisture content greater than 19
thicknesses for the hangers in this report are as follows: percent(16 percent for engineered wood products),or where
wet service is expected,the allowable loads must be adjusted
NOMINAL THICKNESS MINIMUM BASE-METAL by the wet service factor, CM, specified in the NDS. When
(gage) THICKNESS(Inch) connectors are installed in wood that will experience
No.14 0.0685 sustained exposure to temperatures exceeding 100°F
No.16 0.0555 (37.80C),the allowable loads in this report must be adjusted
No.18 0.0445 by the temperature factor,Ct,specified in the NDS.
No.20 0.0335 Connected wood members must be analyzed for load-
For SI:1 Inch=25A mm. carrying capacity at the connection in accordance with the
The hangers have a minimum G90 zinc coating NDS.
specification in accordance with ASTM A 653.Some models 4.2 Installation:
(designated with a model number ending with Z)are available installation of the connectors must be in accordance with this
with a G185 zinc coating specification in accordance with
ASTM A 653.Some models(designated with a model number evaluation report and the manufacturer's published
ending with HDG are available with a hot-di installation instructions.In the event of a conflict between this
g ) p galvanization, report and the manufacture's published installation
also known as "batch" galvanization, in accordance with instructions,this report governs.
ASTM A 123,with a minimum specified coating weight of 2.0
ounces of zinc per square foot of surface area (600 g/m2), 5.0 CONDITIONS OF USE
total for both sides. Model numbers in this report do not The Simpson Strong-Tie face-mount hangers for wood-
include the Z or HDG ending, but the information shown framed construction described in this report comply with,or
applies.The lumber treater or holder of this report(Simpson are suitable alternatives to what is specified in,those codes
Strong-Tie Company) should be contacted for listed in Section 1.0 of this report, subject to the following
recommendations on minimum corrosion resistance of steel conditions:
connectors in contact with the specific proprietary
preservative treated or fire retardant treated lumber. 5.1 The connectors must be manufactured, Identified and
3.2.2 Wood:Wood members with which the connectors are installed in accordance with this report and the
used must be either sawn lumber or engineered lumber manufacturer's published installation instructions. A
having a minimum specific gravity of 0.50 (minimum copy of the instructions must be available at the jobsite
equivalent specific gravityof 0.50 forengineered lumber),and at all times during installation.
having a maximum moisture content of 19 percent (16 5.2 Calculations showing compliance with this report must
percent for engineered lumber)except as noted in Section be submitted to the code official.The calculations must
4.1.The thickness of the supporting wood member(header, be prepared by a registered design professional where
beam,or ledger)must be equal to or greater than the length required by the statues of the jurisdiction in which the
of the fasteners specified in the tables in this report, or as project is to be constructed.
required by wood member design,whichever is greater. 5.3 Adjustment factors noted in Section 4.1 and the
3.2.3 Fasteners:Nails used for hangers described in this applicable codes must be considered,where applicable.
report must comply with ASTM F 1667 and have the following 5.4 Connected wood members and fasteners must comply,
minimum fastener dimensions and bending yield strengths respectively,with Sections 3.2.2 and 3.2.3 of this report.
5.5 Use of connectors with preservative treated or fire
COMMON SHANK FASTENER Fyb retardant treated lumber must be in accordance with
NAIL SIZE DIAMETER LENGTH (psi) Section 3.2.1 of this report. Use of fasteners with
(Inch) (Inches) preservative treated or fire retardant treated lumber
10d x 11/2 0.148 1'/2 90,000 must be in accordance with Section 3.2.3 of this report.
10d 0.148 3 90,000 6,0 EVIDENCE SUBMITTED
16d x 21/2 0.162 2'/2 90,000
16d 0.162 3'/ 90,000 Data in accordance with the ICC-ES Acceptance Criteria for
For SI:finch=25.4 mm,1 psi=6.895 kPa. Joist Hangers and Similar Devices (AC13), dated October
2006(corrected March 2007).
Fasteners used in contact with preservative treated or fire 7.0 IDENTIFICATION
retardant treated lumber must comply with IBC Section
2304.9.5 or IRC Section R319.3,as applicable.The lumber The products described in this report are identified with a die-
treater or this report holder(Simpson Strong-Tie Company) stamped label indicating the name of the manufacturer
should be contacted for recommendations on minimum (Simpson Strong-Tie),the model number,and the number of
corrosion resistance of fasteners and connection capacities an index evaluation report (ESR-25231 that is used as an
of fasteners used with the specific proprietary preservative identifier for the products recognized in this report.
treated or fire retardant treated lumber. 8.0 OTHER CODES
4.0 DESIGN AND INSTALLATION 8.1 Evaluation Scope:
4.1 Design: In addition to the codes referenced in Section 1.0, the
The tabulated allowable loads shown in this report are based products in this report were evaluated for compliance with the
on allowable stress design (ASD) and include the load requirements of the following codes:
Page 3 of 10 ESR-2549
# 2003 International Building Code®(2003 IBC) or fire retardant treated lumber must,as a minimum,comply
# 2003 Intemational Residential Code®(2003 IRC) with UBC Section 2304.3.
# 2000 International Building Code®(2000 IBC) 8.4 Design and Installation: 2003 IBC, 2003 IRC, 2000
IBC,2000 IRC,and UBC:
# 2000 International Residential Code®(2000 IRC)
See Section 4.0 of his report.
# 1997 Uniform Building Code- (UBC)
8.5 Conditions of Use:
The products described in this report comply with, or are
suitable alternatives to what is specified in,the codes listed 8.5.1 2003 IBC,2003 IRC 2000 IBC, and 2000 IRC:The
above,subject to the provisions of Sections 8.2 through 8.7. Simpson Strong-Tie products described in this report comply
withor are suitable alternatives to what s specified i s In those
ed ,
8.2 Uses: codes listed in Section 8.0,subject to the same conditions of
8.2.1 2003 IBC,2003 IRC,2000 IBC,and 2000 IRC:See use indicated in Section 5.0 of this report.
Section 2.0 of this report. 8.5.2 UBC:The Simpson Strong-Tie products described in
8.2.2 UBC:Replace the information in Section 2.0 with the this report comply with,or are suitable alternatives to what is
following:Simpson Strong-Tie face-mount hangers are used specified in,the UBC,subject to the same conditions of use
as wood framing connectors in accordance with Section indicated in Section 5.0 of this report, except the last
2318.4.8 of the UBC. sentence of Section 5.5 is replaced with the following:
Fasteners used in contact with preservative treated or fire
8.3 Description: retardant treated lumber must, as a minimum, comply with
8.3.1 2003 IBC and 2003 IRC: See Section 3.0 of this UBC Section 2304.3.
report. 8.6 Evidence Submitted:2003 IBC,2003 IRC 2000 IBC,
8.3.2 2000 IBC and 2000 IRC: See Section 3.0 of this 2000 IRC,and UBC:
report,except modify Section 3.2.3 of this report to reference See Section 6.0 of this report.
Section R323.3 of the IRC. 8.7 Identification: 2003 IBC, 2003 IRC 2000 IBC, 2000
8.3.3 UBC:See Section 3.0 of this report,except modify the IRC,and UBC:
first sentence in the last paragraph of Section 3.2.3 as See Section 7.0 of this report.
follows:Fasteners used in contact with preservative treated
Page 4 of 10 ESR-2549
TABLE 1-ALLOWABLE LOADS FOR THE LU SERIES JOIST HANGERS
DIMENSIONS' FASTENERS2 ALLOWABLE LOADS40(Ibs)
(inches) (Quantity-Type)
M NDDEL Uplift° Download
W H B Header" Joist Co=1.33 Co=1.0 Co=1.15 Co=1.25
or
01.6 10d 16d 10d 16d 10d 16d
LU24 19/cs 3'/s 1% 4 2-10dxl% 245 445 530 510 610 555 665
LU26 19/te 1 4% 1 1% 6 4-10dxl% 490 665 800 765 920 830 1,000
LU28 16/16 6'/a 1%a 8 6-10dx1% 735 890 11065 1 1,025 1,225 11110 1,300
LU210 19/16 713/16 1'/a 10 6-10dx1% 735 1 1,110 1,330 1 1,275 1 1,530 1,390 1,660
For SI: 1 inch=25.4 mm,1 Ibf=4.45 N.
1. Refer to Figure 1 (this page)for definitions of hanger nomenclature(W,H,B).
2.Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties.
3.Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code.
4.LU Series hangers provide torsional resistance,which is defined as a moment of not less than 75 pounds(334 N)times the depth of the
Joist at which the lateral movement of the top or bottom of the Joist with respect to Its vertical position is 0.125 Inch(3.2 mm).
5.The quantity of 1 Od or 16d common nails specified in the'Header"column under"Fasteners"is required to achieve the tabulated allowable
loads shown In_the Allowable Download"10d"or"16d"columns.
6.Allowable uplift loads are for hangers installed with either 1 Od or 16d common nails into the supporting headerlbeam,and have been
Increased for wind or earthquake loading with no further Increase allowed. The allowable uplift loads must be reduced when other load
durations govem.
r�
•
e e
® e
0
e s {1
0
0
(Ort
FIGURE 1—LU SERIES HANGER
Page 5 of 10 ESR 2549
TABLE 2-ALLOWABLE LOADS FOR THE U SERIES JOIST HANGERS
DIMENSIONS' FASTENERS2 ALLOWABLE LOADS"`
MODEL (Inches) (Quantity-Type) Ibs
Uplift 6 Download
No. Co=1.33 or Co=1.0 Co=1.15 Co=1.25
W H B Headers Joist 1,6 10d 16d 10d 16d 10d 16d
U24 19/10 3'/a 2 4 2-10dxl'/2 240 445 530 510 610 555 665
U26 19/1e 4314 2 6 4-10dxl'/2 480 665 800 765 920 830 1,000
U210 19/16 713/te 2 10 6-10dx1'/2 720 1,110 1,330 1,275 1,530 1,390 1,660
U214 19/1e 10 2 12 8-10dx1'/2 960 1,330 1,595 1,530 1,835 1,665 1,995
U34 29/10 33/6 2 4 2-10dx11/2 240 445 530 510 610 555 665
U36 29/1e 53/8 2 8 4-10dxl'/2 480 890 1,065 1,025 1,225 1,110 1,330
U310 29/18 87/8 2 14 6-10dX1'/z 720 1,555 1,860 1,790 2,140 1,940 2,330
U314 29/le 1092 2 16 6-10dxl'/2 720 1,775 2,130 2,040 2,450 2,220 2,660
U44 39/1e ele 2 4 2-10d 295 445 530 510 610 555 665
U46 39/1e 47/e 2 8 4-10d 590 890 1,065 1,025 1,225 1,110 1,330
U410 39/1e 83/e 2 14 6-10d 890 1,555 1,860 1,790 2,140 1,940 2,330
U414 39/18 10 2 16 6-10d 890 1,775 2,130 2,040 2,450 2,220 2,660
U24-2 31/8 3 2 4 2-10d 295 445 530 510 610 555 665
U26-2 3'/s 5 2 a 4-10d 590 890 1,065 1,025 1,225 1,110 1,330
U210-2 3'/8 81/2 2 14 6-10d 890 1,555 1,860 1 1,790 2,140 1,940 2,330
U66 51/2 5 2 8 4-10d 590 890 1,065 1,025 1,225 1 1,110 1,330
U610 51/2 8'/2 1 2 14 6-10d 890 1,555 1,860 1,790 2,140 1,940 2,330
U210-3 51/2 73/4 1 2 14 6-10d 890 1,555 1,860 1,790 2,140 1,940 2,330
U24R 1 2'116 3e/8 2 4 2-10dxl'/2 240 445 530 510 610 555 665
U26R 21/16 58/4 2 8 4-10dxl'/2 480 890 1,065 1,025 1,225 1,110 1,330
U21OR 2'/18 9/e 2 14 6-10dx1'/2 720 1,555 1,860 1 1,790 2,140 1,940 1 2,330
U44R 41/1e 2s/e 2 4 2-16d 1 355 445 530 510 610 555 665
U46R 016 46/e 2 8 4-16d 710 890 1,065 1,025 1,225 1,110 1,330
U41OR 4'118 8'/8 2 1 14 6-16d 1,065 1 1,555 1,860 1,790 2,140 1,940 2,330
U66R 6 5 2 8 4-16d 710 890 1,065 1,025 1,225 1,110 1,330
U61OR 6 8'/2 2 14 6-16d 1,065 1,555 1,860 1,790 1 2,140 1,940 2,330
For SI:1 inch=25.4 mm,1 Ibf=4.45 N.
1.Refer to Figure 2(this page)for definitions of hanger nomenclature(W,H,B).
2.Refer to Section 32.3 of this report for nail sizes and required minimum physical properties
3.Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code.
4.U Series hangers provide torsional resistance,which is defined as a moment of not less than 75 pounds(334 N)times the depth of the joist
at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inch(3.2 mm).
5.The quantity of 10d or 16d common nails specified in the"Header"column under"Fasteners"is required to achieve the tabulated allowable
loads shown in the Allowable Download"10d"or"lW columns.
6.Allowable uplift loads are for hangers installed with either 10d or 16d common nails into the supporting header/beam,and have been
increased for wind or earthquake loading with no further increase allowed. The allowable uplift loads must be reduced when other load
durations govem.
�• °
a •
• • •
• °
• • ° H m 1�a
• }{ a g
•
•
0
W ,4b
FIGURE?tU SERIES HANGER FIGURE 3a-HU SERIES HANGER FIGURE 3b-HUC SERIES HANGER
(See Table 2-above) (See Table 3-Next Page) (See Table 3,Footnote 3-Next Page)
Page 6 of 10 ESR-2548
TABLE 3-ALLOWABLE LOADS FOR THE HU/HUC SERIES JOIST HANGERS
HANGER DIMENSIONS' FASTENERS2 ALLOWABLE LOADS(lbsff
MODEL (inches) (Quantity-Type)
NO. Upiffe Download
W H B Header Joist Co=1.33 or Co=1.0 CD=1.15 Co=1.25
=1.6
HU26 1e/1e 3/1s 2% 4-16d 2-10dx1/z 240 535 615 670
HU28 19/16 5% 2% 6-16d 4-10dx1/z 480 805 925 1,005
HU210 19/16 71/a 2%s8-16d 4-10dx1'/2 480 1,070 1,230 1,340
HU212 111/18 9 2% 10-16d 6-10dxl/2 720 1,340 1,540 1,675
HU214 10/16 101/8 2% 12-16d 6-10dx1 /2 720 1,610 1,850 2,010
HU34 29/1e 3/e 2% 4-16d 2-10dx1/2 240 535 615 670
HU36 2s/1e 614 2%a 8-16d 4-10dxl/z 480 1,070 1,230 1,340
HU38 28/18 7/e 2'/s 10-16d 410dx1 /z 480 1,340 1,540 1,675
HU310 29/16 8/8 2% 14-16d 6-10dxl /2 720 1,875 2,155 2,345
HU312 2e/1e 1 /e 2% 16-16d 6-10dx1/2 720 2,145 2,465 2,680
HU314 29/1s cele 2% 18-16d 8-10dx1 /2 960 2,410 2,770 3,015
HU316 2!116 1411s 2'/2 20-16d 91-0dx1/2 960 2,680 3,080 3,350
HU44 3/1s 2/e 2'/a 4-16d 2-10d 300 535 615 670
HU46 39/ie 5 As 2% 8-16d 4-10d 605 1,070 1,230 1,340
HU48 39/,s 6'3/,6 2% 10-16d 4-10d 605 1,340 1,540 1,675
HU410 39/1e /e 2% 14-16d 6-10d 905 1,875 2,155 2,345
HU412 3/1e 10s/1e 2% 16-16d 6-10d 905 2,145 2,465 2,680
HU414 39/1s I e18 2% 18-16d 8-10d 1,205 2,410 2,770 3,015
HU416 39/1e 135/9 2% 20-16d 8-10d 1,205 2,680 3,080 3,350
HU66 5%: 4/te 2'/ 8-16d 4-16d 715 1,070 1,230 1,340
HU68 5% 514110 2% 10-16d 4-16d 715 1,340 1,540 1,675
HU610 5% /s 2% 14-16d 6-16d 1,070 1,875 2,155 2,345
HU612 5'/2 93/6 2% 16-16d 6-16d 1,070 2,145 2,465 2,680
HU614 5% 115/8 2'/a 18-16d 8-16d 1,430 2,410 2,770 3,015
HU616 5%: 12 /18 2 Y. 20-16d 8-16d 1,430 2,680 3,080 3,350
HU24-2 31/s Via 2% 4-16d 2-10d 300 535 615 670
HU26-2 31/. 5T/..- 2% 8-16d 4-10d 605 1,070 1,230 1,340
HU28-2 311s 7 2% 10-16d 4-10d 605 1,340 1,540 1,675
HU210-2 31/a 813/,o 2'/ 14-16d 6-10d 905 1,875 2,155 2,345
HU212-2 31/s 109/10 2% 16-16d 6-10d 905 2,145 2,465 2,680
HU214-2 3/8 12 3/1e 2% 18-16d 8-10d 1,205 2,410 2,770 3,015
HU216-2 3% 13/s 2'/ 20-16d 8-10d 1,205 2,680 3,080 3,350
HU310-2 51/8 87/e 2'/ 14-16d 6-10d 905 1,875 2,155 2,345
HU312-2 51/4, 2% 16-16d 6-10d 905 2,145 2,770 2,680
HU314-2 51/8 12% 2% 18-16d 8-10d 1,205 2,410 2,770 3,015
HU210-3 4 /1s 8/10 2% 14-16d 6-10d 905 1,875 2,155 2,345
HU212-3 4 /1e 1 /1s 2% 16-16d 6-10d 905 1 2,145 2,465 2,680
HU214-3 4 /1g 12/1s 2'/ 18-16d 8-10d 1,205 2,410 2,770 3,015
HU216-3 0/is 13/s 2'/s 20-16d 8-10d 1,205 2,680 1 3,080 1 3,350
For SI: 1 Inch=25.4 mm,1 Ibf=4.45 N.
1.Refer to Figures 3a and 3b(previous page)for definitions of hanger nomenclature(W,H,B).
2.Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties
3.HU series hangers with widths(W)equal to or greater than 2 8/le Inches(65 mm)are available with header flanges turned in(concealed)
and are identified with the model designation HUC#. See Figure 3b(previous page).
4.Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code.
5.HU Series hangers provide torsional resistance,which is defined as a moment of not less than 75 pounds(334 N)times the depth of the
Joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist Is 0.125 inch(3.2 mm).
6.Allowable uplift loads have been increased for wind or earthquake loading with no further Increase allowed. The allowable uplift loads must
be reduced when other load durations govern.
Page 7 of 10 ESR 2549
TABLE 4-ALLOWA13LE LOADS FOR THE LUS SERIES JOIST HANGERS
DIMENSIONS' COMMON NAIL32 ALLOWABLE LOADVA
MODEL (inches) (Quantity-Type) (lbs)
NO. Upllft8 Download
W H B Header Jolste CD=1.33 or
=1.6 Co=1.0 Co=1.15 CD-1.25
LUS24 18/18 31/a 13!4 4-10d 2-10d 465 640 735 800
LUS26 1 /18 ---4r/4 13/4 4-10d 4-10d 930 830 955 1,040
LUS28 19/16 6% 13!4 6-10d 4-10d 930 1,055 1,215 1,320
LUS210 1 /1e 7 /18 1 /4 8-10d 4-10d 930 1,275 1,465 1,595
LUS24-2 3 V. 3/8 2 4-16d 2-16d 440 765 880 960
LUS26-2 3118 4 /18 2 4-16d 4-16d 1,140 1,000 1,150 1,250
LUS28-2 3/8 7 2 6-16d 4-16d 1,140 1,265 1,455 1,585
LUS210-2 3/e 8 /1e 2 8-16d 6-16d 1,710 1,765 2,030 2,210
LUS214-2 3/e 10 /1e 2 10-16d 6-16d 1,710 2,030 2,335 2,540
LUS44 3/18 3 2 4-16d 2-16d 440 765 880 960
LUS46 3/18 4% 2 4-16d 4-16d 1,140 1,000 1,150 1,250
LUS48 38/18 63/4 2 6-16d 4-16d 1,140 1,265 1,455 1,585
LUS410 38/16 83/4 2 8-16d 6-16d 1,710 1,765 2,030 2,210
LUS414 38!18 103/4 2 10-16d 6-16d 1,710 1 2,030 1 2,335 2,540
For SI:1 Inch=25.4 mm,1 Ibf=4.45 N.
1.Refer to Figure 4(this page)for definitions of hanger nomenclature(W,H,B).
2.Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties.
3.Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code.
4.When LUS Series hangers support joists,they provide torsional resistance,which is defined as a moment of not less than 75 pounds(334
N)times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is
0.125 Inch(3.2 mm).
5.Joist nails must be driven at a 45 degree angle through the joist Into the header/beam(double shear nailing)to achieve the tabulated loads.
6.Allowable uplift loads have been Increased for wind or earthquake loading with no further Increase is allowed. The allowable uplift loads
must be reduced when other load durations govem.
1'l�Max.
m
e
e
U H
FIGURE 4-LUS SERIES HANGER
i
Page 8 of 10 ESR-2549
TABLE 5-ALLOWABLE LOADS FOR THE MUS SERIES HANGERS
DIMENSIONS COMMON NAIL ALLOWABLE LOADS`
Inches (Quantity-Type) lbs
MODEL Upllfte Download
NO. W H B Header Jolsts
C°=1'33 or Co=1.0 C°-1.15 C°=1.25
=1.6
MUS26 19/16 53/,e 2 6-10d 6-10d 1,090 1,310 1,505 1,640
MUS28 18/re 63/4 2 8-10d 8-10d 1,555 1,750 2,010 2,185
For SI:1 inch=25.4 mm,1 Ibf=4.45 N.
1.Refer to Figure 5(this page)for definitions of hanger nomenclature(W,H,B).
2.Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties.
3.Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code.
4.When MUS series hangers support solid-sawn joists,they provide torsional resistance,which Is defined as a moment of not less than 75
pounds(334 N)times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position
of the joist is 0.125 Inch(3.2 mm).
5.Joist nails must be driven at a 45 degree angle through the joist into the header/beam(double shear nailing)to achieve the tabulated loads.
6.Allowable uplift loads have been Increased for wind or earthquake loading with no further increase Is allowed. The allowable uplift loads
must be reduced when other load durations govern.
9
f a
£3 f
a s
a
' 0
® 0 a
® fl p ® s H
• �+ er � s
co
FIGURE 5-MUS HANGER(see Table 5) FIGURE 6-HUS SERIES HANGER(see Table 6)
TABLE 6-ALLOWABLE LOADS FOR THE HUS SERIES HANGERS
DIMENSIONS' COMMON NAILSZ ALLOWABLE LOADS3.4
(inches) (Quantity-Type) (lbs)
MODEL
NO. Uplifte Download
W H B Header Jolse C°=1.33 or
=1.6 C°=1.0 C°=1.15 C°=1.25
HUS26 1% 53/8 3 14-16d 6-16d 1,550 2,565 2,950 3,205
HUS28 1% 71/19 3 22-16d 8-16d 2,000 3,585 3,700 3,775
HUS210 1 /8 9/ee 3 30-16d 10-16d 2,845 3,775 3,920 4,020
HUS46 /18 2 4-16d 4-16d 1,080 1,005 1,115 1,255
HUS48 3/ce 6 /ce 2 6-16d 6-16d 1,550 1,505 1,730 1,885
HUS410 1 39/19 815/16 2 1 8-16d 8-164 2,160 2,010 2,310 2,510
HUS412 30/19 10/4 2 10-16d 10-16d 2,700 2,510 2,885 3,140
1-10526-2 3/8 5/ee 2 4-164 4-16d 1,080 1,005 1,115 1,255
HUS28-2 3/8 7/,8 2 6-16d 6-16d 1,550 1,505 1,730 1,885
HUS210-2 3/8 93/ee 2 8-16d 8-16d 2,160 2,010 2,310 2,510
HUS212-2 3% 1 11 2 10-16d 10-16d 2,560 2,510 2,885 3,140
For SI:1 Inch=25.4 mm,1 pound=4.45 N.
1.Refer to Figure 6(this page)for definitions of hanger nomenclature(W,H,B).
2.Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties.
3.Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code.
4.Where HUS series hangers support solid-sawn joists,they provide torsional resistance,which is defined as a moment of not less than 75
pounds(334 N)times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position
of the joist is 0.125 Inch(3.2 mm).
5.Joist nails must be driven at a 45 degree angle through the joist into the headerlbeam(double shear nailing)to achieve the tabulated loads.
6.Allowable uplift loads have been Increased for wind or earthquake loading with no further increase is allowed.The allowable uplift loads
must be reduced when other load durations govern.
Page 9 of 10 ESR 2549
TABLE 7-ALLOWABLE LOADS FOR THE HHUS SERIES HANGERS
DIMENSIONS' COMMON NAILSz ALLOWABLE LOADS
(Inches) (Quantity-Type) (lbs)
MODEL
NO. Uplift° Download
W H B Header Jolste CD=1.33 Or
=1.6 CD-1-0 CD=1-15 CD=1.25
HHUS26-2 36/is 5/je 3 14-16d 6-16d 1,550 2,580 2,965 3,225
HHUS28-2 35A. 71/2 3 22-16d 8-16d 2,000 3,885 4,470 4,855
HHUS210-2 3e/,8 9/8 3 30-16d 10-164 2,855 5,190 5,900 5,900
HHUS46 3/e 5/4 3 14-16d 6-16d 1,550 2,580 2,965 3,224
HHUS48 3/8 7/8 3 22-16d 8-16d 2,000 3,885 4,470 4,855
HHUS410 318 9 3 30A6d 10-16d 2,855 5,190 5,900 5,900
For SI:1 inch=25.4 mm,1 Ibf=4.45 N.
1.Refer to Figure 7(this page)for definitions of hanger nomenclature(W,H,B).
2.Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties.
3.Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code.
4.Where HUS series hangers support solid-sawn joists having a maximum depth of 11 Inches,they provide torsional resistance,which is
defined as a moment of not less than 75 pounds(334 N)times the depth of the joist at which the lateral movement of the top or bottom of
the joist with respect to the vertical position of the joist is 0.125 Inch(3.2 mm).
5.Joist nails must be driven at a 45 degree angle through the joist Into the header/beam to achieve the tabulated loads.
6.Allowable uplift loads have been increased for wind or earthquake loading with no further increase Is allowed. The allowable uplift loads
must be reduced when other load durations govem.
• i � a
0
� s
OL
Q • '7
•
Q •
FIGURE 7-HHUS SERIS HANGER(see Table 7) FIGURE B-SUR/L SERIES HANGER(see Table 8)
TABLE 8-ALLOWABLE LOADS FOR THE SUR/SUL SERIES JOIST HANGERS
DIMENSIONS' FASTENERSz ALLOWABLE LOADS44
(Inches) (Quantity-Type) (Ibs)
MODEL NO. Upl Download
W H B Al A2 Header Joist CD=1.33 Or CD=1.0 CD=1.15 CD=1.25
=1.6
SUR/L24 19/,e 31/,e 2 1 /8 1'/s 4-16d 4-10dx1 /2 450 530 610 665
SURJ1.26 1 /,8 5 2 1 /8 11/4 6-164 6-104x1 /z 720 800 960 1,000
SUR/L26-2 -T/.- 4 /,e /8 *2 /e 8-16d 4-16dx1 /z 710 1,065 1,225 1,330
SURIL210 1 /,e 83/,. 2 1% fl, 10-16d 10-10dx1 JZ 1,200 1,330 1,530 1,660
SURIL214 19/,e 10 2 1 /8 1 /4 12-16d 12-10dx1 /z 1,440 1,595 1,835 1,995
SURIL210-2 3/8 18 J,8 /8 7/2 23/8 14-16d 6-16W'/2 1,065 1,860 1 2,140 2,330
SURIL414 3"/,. 1 12'/2 /e 1 1 23/e 1 18-164 8-164x2/z 1 1,420 2,395 1 2,500 2,500
For SI:1 inch=25.4 mm,1 Ibf=4.45 N.
1.Refer to Figure 8(this page)for definitions of hanger nomenclature(W,H,B).These hangers have a 45°skew.
2.Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties.
3.Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code.
4.Where SUR/L series hangers support solid-sawn joists,they provide torsional resistance,which is defined as a moment of not less than 75
pounds(334 N)times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position
of the joist is 0.125 inch(3.2 mm).
5.Allowable uplift loads have been increased for wind or earthquake loading with no further increase is allowed. The allowable uplift loads
must be reduced when other load durations govem.
Page 10 of 10 ESR 2549
• TABLE 9—ALLOWABLE LOADS FOR THE HSURIHSUL SERIES JOIST HANGERS
DIMENSIONS' FASTENERS ALLOWABLE LOADS3.4
(inches) (Quantity Type) (lbs)
MODEL NO. Upitfte Download
W H B Al A2 Header Joist CD 1.33 or
= Co=1.0 Co=1.15 Coo125
1.6
HSURIL26-2 3'/e 4'e/,e e/ie 1'/. 23/19 12-16d 4-1662% 715 1,610 1,850 2,000
HSURIL210-2 3'/e 811/te e/ae 1% 23/18 20-16d 6-16dx2'/2 1,070 2,680 3,080 3,350
HSURI214-2 3'/e 12"/le elle 1'/. 23/18 26-16d 8-16dx2'/2 1,430 3,485 4,005 4,355
HSUR/L46 39/le 43/4 ell. 1 23/1e 12-16d 4-16d 715 1,610 1,850 2,000
HSURIL410 39/1. 8'/2 2e/le 1 23/te 20-16d 6-16d 1 1,070 2,680 3,080 3,350
HSUR/L414 39/1e 12'/2 elle 1 23/ie 26-16d 8-16d 1,430 3,485 1 4,005 4,355
For SI:1 inch=25.4 mm,1 ibf=4.45 N.
1.Refer to Figure 9(this page)for definitions of hanger nomenclature(W,H,B).These hangers have a 45°skew.
2.Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties.
3.Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code.
4.Where HSUR/L series hangers support solid-sawn joists,they provide torsional resistance,which is defined as a moment of not less than
75 pounds(334 N)times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical
position of the joist is 0.125 inch(3.2 mm).
5.Allowable uplift loads have been increased for wind or earthquake loading with no further increase is allowed. The allowable uplift loads
must be reduced when other load durations govem.
A
0
a
M
0
/ ry
FIGURE 9—HSURIL SERIES HANGER
r ,•
_- QESIGN OF PERGOLA STRUCTURE
(GLEN FORD)
_ Ul.'119; Hu*-USE
YtpLL LEL.XQ
)'x6' '—4FTER
Lru
. 1.'TEL
i,.-4..
DESIGN CALCULATIONS
The following design calculations have been prepared under the responsible
supervision, direction and control of:
Wayne Markham Bennett,P.E.
P.E.#57216
265 South Federal Highway,#109 �Q`a�®�,�C�r'�►1'1 '' <,.,
Deerfield Beach,FL 33441 �® •� N• r
PROJECT NAME:
GLEN FORD Pergola
n •�m° ',F °f1
ADDRESS:
164 N.E. 105Th Street
Miami Shores, FL 33138
NO OF PAGES:
30 (Including this one)
INDEX
Page #'s
Cover Page
Index 1
Design Criteria 2-4
Calculations for Wood Members 5-14
• Calculations for 2" x 2" Purlins 6-8
• Calculations for 2" x 6" Rafters 9-11
• Calculations for 2"x8" Wood Beams 12-14
• Calculations for 2"x8" Wood Ledger 15-17
Calculations for 6"x6" Wood Column 18-23
Calculations for 4"x4"x3/8" steel L-Bracket 24-26
Calculations for Plate & Bolts welded with Bracket 27-28
Addendums:
• Hilti Technical Data for KWIK Bolts. 29
Glen Ford Page 1
DESIGN CRITERIA
Glen Ford Page 2
DESIGN CRITERIA FOR
DESIGN OF PROPOSED PERGOLA STRUCTURE
1. DEAD LOAD :
Self weight of members
2" x 2" Wood Purlins = 2 x 2/144 x 36 = 1 Lb/ft
2"x 6" Wood Rafter = 2 x 6/144 x 36 = 3 Lb/ft
2" x 8" Wooden Beam = 2 x 8/144 x 36 = 4 Lb/ft
2"x 8" Wooden ledger = 2 x 8/144 x 36 = 4 Lb/ft
6"x6" Wood Column = 6x6/ 144x36 = 9Lb/ft
Weight due to vine = 200/(10.3 x 12.6) = 1.541-b/sft
2. Wind LOAD :
A. Risk Category (Table 1.5-1) = 1
B. Building Type (Section 26.2) = Open
C. Roof slope = 0 in 12
D. Basic Wind speed,V (Figure 26.5-1) = 175mph
E. Wind load parameters
o Wind Directional Factor, Kd (Table 26.6-1) = 0.85
o Exposure category, (Section 26.7) = C
o Topographic Category, Kzt(Section 26.8) = 1.0
o Gust Effect Factor(Section 26.9) = 0.85
o Velocity pressure exposure coefficient, Kz
Table 27.3) height under 15 Feet = 0.57
Maximum Inward Pressure = 116 psf
Maximum Outward Pressure = 173 psf
3. CODES AND REFERENCES
The design,fabrication and erection shall in general conform to the
latest editions of the following codes which are to be applied with
proffer engineering judgment.
Glen Ford Page 3
3.1 American Institute of Steel Construction (AISC-LRFD99),
specification for the Design, Fabrication and Erection of Steel
section.
3.2 AWS "Structural Welding Code II AWS 01.1
3.3 Florida Building Code 2010
3.4 ASCE 7-10 for wind load calculations
3.5 The design values contained herein are based on the American
Wood Council's National Design Specification® (NDS®) for Wood
Construction
4. METHOD OF ANALYSIS
The whole structure is analyzed and designed manually by applying all
the serviceability and strength criteria's
S. DEFLECTION
The vertical and lateral deflections of any structural component shall be
limited by the values set forth in Florida Building Code 2010/ ASCE 7-10.
Glen Ford Page 4
i
CALCULATIONS FOR
WOOD MEMBERS
CALCULATIONS FOR
2"X2"" PURLINS
Load on 2"x2" purlin
Self weight of 2"x2" purlins = 1 Ib/ft
Weight due to vine = 1.54 psf
Spacing of purlins = 12"
Line load on purlins = 1.54 Lb/ft
Wind load (Down ward) = 116 psf
Line load due to wind = 116 x 2/12 =19.33 Lb/ft
Total load D+W = 21.87 Lb/ft
Purlin is resting on rafters which are at spacing of V-4". so considering purlin
as contineous beam the maximum moment can be w x L2 / 10 at face of first
interiour support. For simplicity and to be on conservative side taking moment
asWxL2/8
Design moment = 21.87 x 1.332/8
= 4.83 Lb-ft
Design Shear = 21.87 x 1.33/2
= 14.54 Lbs
Solution
Bending strength
S= Section Modulus of Purlin = b x d2/6
= 2x22/6
= 1.33 inch
Fb (Allowable stress) = 1100 psi
Moment Capacity of 2"x 2" Purlin = Fbx S
Glen Ford Page 7
1100 x 1.33
= 1463 Lb-inch
121.9 Lb-ft > 4.83 Lb-ft
Shear Strength
Allowable shear stress in beam F„ = 50 psi
Shear strength of 2"x 2" beam = F„x A
= 50 x 4= 200 Lb > 14.54 Lb
Wooden Purlin is satisfying all the checks so Purlin 2"x 2" is Ok
Glen Ford Page 8
CALCULATIONS FOR
2"X6" RAFTERS
Glen Ford Page 9
Load on 2sx6" Rafters
Self weight of 2"x6" Rafters = 3 Ib/ft
Spacing of Rafters = 16"
Line load on Rafters (From purlins) = 21.81 Lb/ft
Line load due to wind on rafter = 16.1 Lb/ft
Total load D+W = 37.91 Lb/ft
Applied Load on Rafter
r r
Bending Moment Diagram
v
Shear Force Diagram
a;
CO
P
i
Solution
Bendingstrenath
S= Section Modulus of Purlin = b x d2/6
2x62/6
12 inch
Glen Ford Page 10
Fb (Allowable stress) = 1100 psi
Moment Capacity of 2 x 6 Rafter = Fbx S
1100 x 12
13200 Lb-inch
1100 Lb-ft > 454 Lb-ft
Shear Streneth
Allowable shear stress in beam F„ = 50 psi
Shear strength of 2"x 6" Rafter = F„x A
50 x 12 = 600 Lb>189.55 Lb
Wooden Rafter is satisfying all the checks so Rafter 2"x 6" is Ok
Glen Ford Page 11
II
CALCULATIONS FOR
2,. X 8,.
WOODEN BEAM
Load on 2"x 8" Beam
Self weight of 2"x 8" Beam = 4 Ib/ft
Spacing of Rafters = 16"
Line load on Beam (From Rafter) _ (189)/1.33
142 Lb/ft
Total load D+W = 146 Lb/ft
No of 2" x 8" beams = 2
Load on each beam = 73 Lb/ft
Applied load on Main beam 2-(2"x8")
0 0
0 0
ri ri
Bending Moment Diagram
0
0
a,
Shear Force Diagram
us
cfl
M
Glen Ford Page 13
Solution
Bendins strength
S = Section Modulus of Beam = b x d2/6
2x82/6
= 21.33 inch
Fb (Allowable stress) = 1100 psi
Moment Capacity of 2" x 6" Rafter = Fbx S
1100 x 21.33
= 23466.7 Lb-inch
= 1955 Lb-ft > 900.95 Lb-ft
Shear Strength
Allowable shear stress in beam F„ = 50 psi
Shear strength of 2"x 6" Rafter = F„x A
50 x 16=800 Lb>365 Lb
Wooden Rafter is satisfying all the checks so Beam 2"x 8" is Ok
Glen Ford Page 14
CALCULATIONS FOR
2„ X 8..
WOODEN LEDGER
Load on 2"x r Ledeer
Self weight of 2"x 8" Ledger = 4 ib/ft
Spacing of Rafters = 16"
Line load on Ledger(From Rafter) _ (189)/1.33
142 Lb/ft
Total load D+W = 146 Lb/ft
Applied load on 2x8
PP Ledger� " "g )
0 0
0 0
cti co
Bending Moment Diagram
CD
a�
CO
Shear Force Diagram
Solution
i
Bending strenath
S= Section Modulus of Beam = b x da/6
Glen Ford Page 16
2x8'/6
= 21.33 inch 3
Fb(Allowable stress) = 1100 psi
Moment Capacity of 2" x 6" Rafter = Fb x S
1100 x 21.33
23466.7 Lb-inch
1955 Lb-ft > 1801.9 Lb-ft
Shear Strength
Allowable shear stress in beam F„ = 50 psi
Shear strength of 2"x 6" Rafter = F„x A
50 x 16=800 Lb>730 Lb
Wooden Rafter is satisfying all the checks so Ledger 2"x 8" is Ok
Glen Ford Page 17
i
CALCULATIONS FOR 6"x6"
WOOD COLUMN
(UNDER GRAVITY+SWAY CONDITION)
Glen Ford Page 18
Column section is 6 x 6
Horizontal load on the wood frame = 56.64P sf
Expose dimension of the rafter = 6" (0.5 ft)
Reaction at column location = 56.64 x 20 x 0.5/2
283.2 Lbs
Line load on column = 56.64 x 0.5
28.32 Lb/ft
Gravity Direction
Applied load on Main beam 2-(2"x8")
Bending Moment Diagram
7 - 94
so
so
Glen Ford Page 19
Shear Force Diagram
-99-04 L 99.06
Axial Force In Columns
0
of
rn
-30
-011 Am an
Horizontal Directon(SWAY)
Aoolled wind load
2&32 -2932
Glen Ford Page 20
Bendina Moment Diaaram
M
M
i
Shear force Diagram
N
Axial Force Diagram
-1 5
Glen Ford Page 21
Solution
Bending strength
S= Section Modulus of Column = b x d2/6
6x62/6
36 inch3
Fb(Allowable stress) = 1100 psi
Moment Capacity of 6" x 6" column = Fbx S
1100 x 36
39600 Lb-inch
3300 Lb-ft
Shear Strength
Allowable shear stress in beam F„ = 50 psi
Shear strength of 6"x 6" Column = F�x A
50 x 36 = 1800 Lb
Compressive Strenath
Modulus of elasticity of SYP wood = 1400000 psi
Length of column = 120 inch
Least dimension = 6"
L/r = 20
From table value of F'c against L/r=20= 362 psi
So axial capacity of 6x6 column = 362 x 36
13032 Lbs
Glen Ford Page 22
Combined Axial + Bending Ratio
Axial force Bending Moment
+ < 1
_
Axial Capacity Moment Capacity
730 + 181 742.94+ 902.7
13032 + 3300 = 0.498 < 1
As interaction Ratio is less than 1 so the wooden column under gravity+sway
condition id OK
Glen Ford Page 23
CALCULATIONS FOR
4"x4"x3/8"
L= BRACKET
Calculatlaw for L-BRACKET
Reactions of ledger on bracket = 730 Lbs (Gravity)
Reaction of 2x8 beam on bracket = 242 Lbs (Lateral wind)
Applied Force
S
A
A
X
00x6`14
Reaction
Maximum factored reaction at the support
Shear (Gravity direction) = 953 Lbs
Shear (Lateral Direction) = 290 Lbs
Moment(Gravity) = 1862 Lb-ft
Moment(Lateral direction) = 580.8 Lb-ft
Capacity Ratios
a
I
o'
F
Glen Ford Page 25
III
As the capacity ratio of the steel member is 0.142 under critical condition
which is less than 1.0 so the provided steel member is OK to resist the
applied loading.
Glen Ford Page 26
CALCULATIONS FOR
STEEL PLATE AND
KWIK BOLTS
Shear (Gravity direction) = 953 Lbs
Shear (Lateral Direction) = 290 Lbs
Gravity Direction
Moment(Gravity) = 1862 Lb-ft
Lever arm between bolts = 4"(0.33 ft)
Couple force in anchors = 1.862/0.33
= 5.64 Kip
Force in one bolt = 5.64/2
- 2.82 Kip(Pull out)
Lateral Direction
Moment(Lateral direction) = 580.8 Lb-ft
Lever arm between bolts = 4"(0.33 ft)
Couple force in anchors = 0.5808/0.33
1.76 Kip
Force in one bolt = 1.76/2
0.88 Kip(Pull out)
So maximum force in one bolt can be 3.7 Kip under critical situation. And the maximum pull out
capacity of 5/8"dia KWIK bolt for 3000 psi concrete is 4.84 Kip which is greater than 3.7 so 4 KWIK
bolts 5/8"dia with 4"embedment depth can resist the applied loadings.
Plate Thickness
Force in one bolt = 3.7Kip
Moment = 3.7 x 2
0.62 Kip-ft
Thickness of plate = 0.3 inch
Provided plate thickness = 0.375(3/8") > 0.3 inch
Hence plate thickness is OK
Glen Ford Page 28
I
3.9.S XMK Bot!TZ Expansion Anchor
rsdAa -!!05 K1ktA(Boh TZ cai0on slealdcmion stt+caauekcf pdoat 4aalnre In u�k��+meee'r"'
.0k
d"Mhis,OV
a�+or a�aa► a�eod J'..�1r. F.-�Id'+ 1:- � !".�eo4op® f.-z�oaw P.-aaoow #'.-�aooa+ �;-�aaaia�
0604 bili bow ft"O bPM 44" of" bw
2 W6 IAS V% 2011 zw =5 un 3AX am
a1 a% 014 M IPA ova PQM 01.0 da-4 t41
2 ZU =0 Ulm zm ams zm am am
an 04 (107) MA a" Pao 01.0 sE"
3.1)[4 W am a= 4:m 10,786 V.OM 1
OR Os% 071.b' ea 17+4,7) Pao 14'6 ► 074.
&W a "a 14M Ma W5 9;90 'Alis 1,4.m "Am
0% 191! 090 12 01 044 P&A 1414 054 044
4 4.7175 MO sm zap 9,211! 13AC 14.735 17.000 tam
tm mm 12541 CRO) a MA ma 0&5# p9} 1
344 4-WO I= SAS 5810 8;340 I= 73268 144M 149M
"I% aLOl ala ma IV-1) 15sm 499.E two 0m)
tp2lS X188" 7.608 8.710 10.756 17:390 2Z 206 R1O�91 09.11 WID (174 OLn I 10► p
Tail3-OW MM Bok TZ wr6sn zwd deAm sues eaaiceetel pufaa f )ne in�aaksd reaoe
lvoon.0t I BFnor-Ox
Nwamw mmao k»nm
achm irhod wRMmpw z3MO s0411OD{a ,=6 pE7 :II:�CQ t,a3000po t.-4=pci ; 6000
damam s%#" OLP lbo" 26M4 lbOft IbOft bl" b*" 60" 60o
2 2406 1,475 7.615 IAN 2785 1.565 1 AOS 2.130
all 0% 04 17,21 (&3! 1•Da1 175) f17$
2 ZSA 756 110 105 2.odw 1.665 1.64► 2m 26116
V2 011 I f" 47.41 11.61 11082 I J75) " " MA)
3.771 a4's 3116 2= 4.040 QW 6ND 7.640 8.880 11m
fm 181# 043 Me t" =41 im-M am O&Z 14M
3-1m 340 &M 3945 Sin 4.7W esm 7= 8A15 1O110
tom- 4971 t" f" no .01,01 1" MA WA
4 47!15 4AM 4AM 8,990 a" 9,= 111430 Am 14,750
(10 plan 1187 t1 044 a" 14� 1 X64 am
3404 4- 41(00 4A5 Ssm 61278 4100 3446• 10.930 Am
M 11104 07A 41" Mo a?* In* !-17 4" �6}
4;14 Sa."I 4M 0286 7= 8W t2= AM 15-90 18M
7 �ioala►317,3ree=I-1darpSao%*mks"mva c,
2 UwwrOu l l anOgaMaakt ada SaadacnQapw gC i7aaspaaM,+d
3..A�jra4gada�no�r,ainOiaClo�4intaba�6�ir17am�Cmp�aat►1l�asaoa4iQ1a8tR�F,
'#lwlaq�araF��+paidlmite�diarlhlaoan�ts
4 lalraaaaw►# Coty, s# oglsaanaalta lY 61ikmk*mm
B Ta6iiktr sfioadmuM fl50aadme4calardarlobtrital..a#
9waaroaa31.7 1a "iftmaeb#ernma(aeniea aOee11
i
UR
=4 =3
Glen Ford Page 29