HomeMy WebLinkAbout274 Clydesdale Cir 03-1760 New SFHPERMIT ADDRESS
CONTRACTOR
ADDRESS
PHONE NUMBER
PROPERTY OWNER
A T%TIn In CIC'
PHONE NUMBER
D R Horton
6250 Hazeltine Nat'l Dr #102
Orlando, FL 32822
407)857-9101
CRC 055300
ELECTRICAL CONTRACTO]
MECHANICAL CONTRACT(
PLUMBING CONTRACTOR
MISCELLANEOUS CONTRACTOR
PERMIT NUMBER
MISCELLANEOUS CONTRACTOR
FEE
PERMIT NUMBER FEE
C7
ty
SUBDIVISION% 6im En
me
PERMIT #
PERMIT DESCRIPTION
PERMIT VALUATION7?"& y V - SQUARE
FOOTAGE 2444
CERTIFICATE OF OCCUPANCY / COMPLETION
This is to certify that the building located at
274 CLYDESDALE CIR for
which permit 03-00001760 has heretofore been issued on 5/21/03
has been completed according to plans and specifications filed in the
office of the Bui ng f' al p i to the issuance of said building
permit, to wit as complies with all the
building, plumbing, el c c ning and subdivision regulations
ordinances of the City of Sanfor and with the provisions of these
regulations.
STAFF APPROVAL Subdivision Regulations Apply:
DATE APPRO DATE
BUILDING: FIRE:
Finaled Inspected
ZONING:
Inspected
UTILITIES:
Water ^__ ,,\\ Sewer
Lines In \ IVY Lines In
Meter Sewer
Set Tap
Reclaimed
Water
ENGINEERING:
Street
Drainage (L SJ i Paved
Maintenance
Bond
PUBLIC WORKS:
Street
Name
Signs Otreetights
Storm
Sewer Driveway
Street
Work
DESCRIPTION
WATER -SEWER IMPACT FEES
O1-APPLCTN FEE -ELECTRIC
O1-APPLCTN FEE -BUILDING
O1-APPLCTN FEE -MECHANIC
O1-APPLCTN FEE -PLUMBING
02-ENGNG DEVLPMT FEES
O1-FIRE IMPACT - RESIDENT
O1-LIBRARY IMPACT FEE
O1-OPEN SPACE
FEES PATD
DATE AMOUNT
8/20 03
7/22/03
8/25/03
7/28/03
7/22/03
7/22/03
7/22/03
7/22/03
10.00
10.00
10.00
10.00
10.00
59.27
54.Od
279.61
Yes No
APPROVAL
CERTIFICATE OF OCCUPANCY / COMPLETION
PAGE: 2
This is to certify that the building located at
274 CLYDESDALE CIR
which permit 03-00001760 has heretofore been issued
has been completed according to plans and specifications
office of the Building Official prior to the issuance of
permit, to wit as
building, plumbing, electrical, zoning
ordinances of the City of Sanford and
regulations.
STAFF APPROVAL
for
on 5/21/03
filed in the
said building
complies with all the
and subdivision regulations
with the provisions of these
Subdivision Regulations Apply: Yes No
01-POLICE IMPACT - RESID
01-RADON GAS TAX FEE
01-ROAD IMPACT'FEES
01-RECOVERY FD/CERT. PGM
01-SCHOOL IMPACT FEE
WD IMPACT:SINGLE FAMILY
SD IMPACT:SINGLE FAMILY
7/22/03
7/22/03
7/22/03
7/22/03
7/22/03
7/22/03
7/22/03
91.93
11.32
847.00
11.32
1384.00
650.00
1700.00
Vim, • . o 3v-
OWNER BUILDI FICIAL yDATE
CERTIFCATE OF OCCUPANCY
REQUEST FOR FINAL INSPECTION
SINGLE FAMILY RESIDENCE****
DATE:
PERMIT #:
ADDRESS: R1
CONTRACTOR: \ l R oC or,
PHONE #:
The building division has prepared a Certificate of Occupancy for the above
location and is requesting final inspection by your department. After your
inspection, please sign off and date the C. O. or submit addendum if it has
been denied or approved with conditions. Your prompt attention will be
appreciated.
ngineerin C Io 3o 03
Public Works
Utilities
Fire
Zoning
Licensing
CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL)
CERTIFCATE OF OCCUPANCY w4D
REQUEST FOR FINAL INSPECTION VQ
SINGLE FAMILY RESIDENCE**** ola-7
DATE: / 0 • 3
PERMIT #: i ` l 1 Ca ( '
ADDRESS:
CONTRACTOR:
PHONE #:
The building division has prepared a Certificate of Occupancy for the above
location and is requesting final inspection by your department. After your
inspection, please sign off and date the C. O. or submit addendum if it has
been denied or approved with conditions. Your prompt attention will be
appreciated.
Zneering FireicWorkstling
D Utilities OLicensing
CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL)
d f
I
1 1
0 I I I I 1
p I 1 1
1 f
CERTIFCATE OF OCCUPANCY to 11
REQUEST FOR FINAL INSPECTIOEIN B a
I 1 1 1
SINGLE FAMILY RESIDENCE****
I 1
DATE: 0 • ?g 'o U ;S a 1
0 i
PERMIT #: D
1
w v
r
N
p c sv
o
frr
ADDRESS: c.i
CONTRACTOR: P
Cr W W
PHONE #:
The building division has prepared a Certificate of Occupancy for the above
location and is requesting final inspection by your department. After your
inspection, please sign off and date the C. O. or submit addendum if it has
been denied or approved with conditions. Your prompt attention will be
appreciated.
Engineering
Public Works
tilities
CONDITIONS: J
Fire
OZoning
D Licensing
COMPLETED ONLY IF APPROVAL IS CONDITIONAL)
j'2- FEDERAL EMERGENCY MANAGEMENT AGENCY
NATIONAL -FLOOD INSURANCE PROGRAM --
ELEVATION CERTIFICATE
O.M.B. No. 3067-0077
ires December 31,
Read the instructions on Daces 1- 7.
SECTION A - PROPERTY OWNER INFORMATION ForInsuranceCompany Use: BUILDING
OWNER'S NAME Policy Number D.
R. HORTON BUILDING
STREET ADDRESS (Including Apt., Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. Company NAIC Number 274
CLYDESDALE CIRCLE CITY
STATE ZIP CODE SANFORD
FL 32773 PROPERTY
DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) LOT
22, BAKERS CROSSING, PHASE 2 BUILDING
USE (e.g., Residential, Non-residential, Addition, Accessory, etc. Use a Comments area, if necessary.) RESIDENTIAL
LATITUDE/
LONGITUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE: 0 GPS (Type): NN° -
NN' - qtt.##" or ft#.Ntt#tl# NAD 1927 NAD 1983 USGS Quad Map Other: SECTION
B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION 81.
NFIP COMMUNITY NAME & COMMUNITY NUMBER B2. COUNTY NAME B3. STATE SEMINOLE
COUNTY 120289 SEMINOLE FLORIDA 84.
MAP AND PANEL B7. FIRM PANEL B9. BASE FLOOD ELEVATION(S) NUMBER
B5. SUFFIX B6. FIRM INDEX DATE EFFECTNWEVISED DATE B8. FLOOD ZONE(S) Zone A0, use depth of flooding) 1202890045
E 4/17 J5 4/17h35 X 24.5 bIU.
Inoicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in B9. FIS
Profile FIRM Community Determined ® Other (Describe): NEAL HILER ENGINEERING, INC. B11.
Indicate the elevation datum used for the BFE in B9: ® NGVD 1929 NAVD 1988 Otter (Describe): B12.
Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? Yes ® No Designation Date_ SECTION
C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1.
Building elevations are based on: Construction Drawings' Building Under Construction' ® Finished Construction A
new Elevation Certificate will be required when construction of the building is complete. C2.
Building Diagram Number 1(SeIW the building diagram most similar to the building for which this certificate is being completed - see pages 6 and 7. If no diagram accurately
represents the building, provide a sketch or photograph.) C3.
Elevations — Zones Al-A30, AE, AH, A (with BFE), VE, V1-V30, V (with BFE), AR, ARIA, AR/AE, AR/Al-A30, AR/AH, AR/AO Complete
Items C3: a below according to the building diagram specified in Item C2. State the datum used. If the datum is different from the datum used for the BFE in Section
B, convert the datum to that used for the BFE. Show field measurements and datum conversion calculation. Use the space provided or the Comments area of Section
D or Section G, as appropriate, to document the datum conversion. Datum _
Conversion/Comments _ Elevation
reference mark used _Does the elevation reference mark used appear on the FIRM? Yes ®No v
a) Top of bottom floor (including basement or enclosure) 39. 0 ft.(m) o
b) Top of next higher floor N/A. ft(m) o
c) Bottom of lowest horizontal structural member (V zones only) N/A. ft.(m) o o
d) Attached garage (top of slab) 38. 6 ft.(m) w oe) Lowest elevation of machinery and/or equipment ca ca
servicing
the building (Describe in a Comments area) 38.3 ft.(m) E o
f) Lowest adjacent (finished) grade (LAG) 38.0 ft.(m) z' L. o
g) Highest adjacent (finished) grade (HAG) 38. 3 ft.(m) C o
h) No. of permanent openings (flood vents) within 1 ft. above adjacent grade 0 o
i) Total area of all permanent openings (flood vents) in C3.h 0 sq. in. (sq. cm) SECTION
D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This
certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. 1
certify that the information in Sections A, B, and C on this certificate represents my best efforts to interpret the data available. 1
understand that any false statement may be punishable by fine or imprisonment under 18 U. S. Code, Section 1001. CERTIFIER'
S NAME: WILLIAM R. MUSCATELLO, JR LICENSE NUMBER: 4928 TITLE:
PROFESSIONAL LAND SURVEYOR & MAPPER COMPANY NAME: AMERICAN SURVEYING & MAPPING, INC. ADDRESS
CITY STATE ZIP CODE 320
E. SOUTH $TRkET,.ST% 180. 1 ORLANDO FL 32803 SIGNATURE
DATE TEPHONE WJLKA/11&" If, 11029/03 (407)426-7979 FEMA
Form 81-31, January 2003 See reverse side for continuation. Replaces all previous editions
IMPORTANT: In these spaces, copy the
BUILDING STREET ADDRESS (Including Apt, Unit, Sr
274 CLYDESDALE CIRCLE
information from Sectfoh A. - ,
Bldg. No.) OR P.O. ROUTE AND BOX NO.
For Insurance Company Use:
Poky Number _ _
CRY STATE ZIP CODE Company NAIC NumberSANFORDFL32773
SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED)
Copy both sides of this Elevation Certificate for (1) oommunity official, (2) insurance agentloompany, and (3) building owner.
COMMENTS
ELEVATIONS SHOWN HEREON ARE BASED ON SEMINOLE COUNTY VERTICAL CONTROL;
MACHINERY DESCRIBED IN C3-E IS AN A/C UNIT
Check here if attachments
SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (1MTHOUT BFE)
For Zone AO and Zone A (without BFE), complete Items E1 through E4. If the Elevation Certificate is intended for use as supporting information for a LOMA or LOMR-F,
Section C must be completed.
El. Building Diagram Number _(Select the building diagram most similar to the building for which this certificate is being bompleted — see pages 6 and 7. If no diagram accurately
represents the building, provide a sketch or photograph.) ,
E2. The top of the bottom floor (including basement or enclosure) of the binding is
ft.(m) _in.(am) above the highest adjacent
grade. Complete items C3.h and C3.i on fruit of form.
E4. The top of the platform of machinery and/or equipment servidng the building is • _ fL(m) _in.(an) above or below (check one) the highest adjacent grade. (Use
natural grade, if available).
E5. For Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in aocor dance with the community's floodplain management ordinance?
Yes No Unknown. The local official must certify this information in Section G.
ft.(m) _in.(crm) above or below (check are) the highest adjacent grade. (Use
natural grade, if available).
E3. For Building Diagrams 6.8 with openings (see page 7), the next higher floor or elevated floor (elevation b) of the building is
SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION
The property owner or owners authorized representative who completes Sections A, B, C (Items C3.h and C3.i only), and E for Zone A (without a FEMA4ssued or community -
issued BFE) or Zone AO must sign here. The statements in Sections A, a C, and E are coned to the hest of my tawwtedge.
PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVE'S NAME
ADDRESS CITY STATE ZJP CODE
SIGNATURE DATE TELEPHONE
COMMENTS
Check here if attachments
SECTION G - COMMUNITY INFORMATION (OPTIONAL)
The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B. C (or E), and G of this Elevation
Certificate. Complete the applicable item(s) and sign below. '
G1. The information in Section C was taken from other documentation that has been signed and embossed by a licensed surveyor, engineer, or archited who is authorized by state
or local law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.)
G2. A community official completed Section E for a building located in Zone A (without a FEMA ssued or cormmunitymissued BFE) or Zone AO.
G3. The following information (Items G4•G9) is provided for community floodplain management purposes.
G8. Elevation of as -built lowest floor (including basement) of the building is: _. _fl(m) Datum:
G9. BFE or (in Zone AO) depth of flooding at the building site is: _ _ IL(m) Datum:
LOCAL OFFICIAL'S NAME. -_ TITLE
COMMUNITY NAME TELEPHONE
SIGNATURE DATE
UUMMtIV I S
Check here if attachments
FEMA Form 81-31, January 2003 Replaces all previous editions
S
c.
PLAT OF SURVEY
DESCRIPTION: (AS FURNISHED)
LOT 22, BAKERS CROSSING PHASE 2
AS RECORDED IN PLAT BOOK 62, PAGES 97-99, OF THE PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA
CERTIFIED TO AND FOR THE
EXCLUSIVE USE OF:
D.R.H. TITLE COMPANY OF FLORIDA INC.
FIDELITY NATIONAL TITLE INSURANCE COMPANY OF PENNSYLVANIA
ANTHONEY W. SAULS AND ANNA I. SAULS
CH MORTGAGE COMPANY, I . LTD.
1" = 30'
GRAPHIC SCALE
0 15 30
NOTE:
NOTE:
THE FINISHED FLOOR ELEVATION OF THIS.
STRUCTURE MEETS OR EXCEEDS THE
THE REOUIREMENTS SET FORTH IN THE
CITY OF SANFORD CODE CHAPTER 6, SEC. 6-7(A).
NOT PLATTED
50.00'
S89'33'46"E
LOT 22
In
LOT 23LOT21v
N N OO
ONE ORY
lr) O
V CONCRU7) ETE BLOCKETE
RESIDENCE N NQoo
FINISH FLOOR
Q ELEVATION.39.04
O
Z o n
COVERED
ENTRY
5.0' 13.7' a • :' 21.5'
5.0
nrN
WALK IS S - ---
10' Unl
1.5_OFF
EASEMENT..:
V WALK IS
1.5' OFF
n;o N89'3615W
pin 50.00'
g
v ii }.
Pr
61.77' 1 - - 155.74_ _
CENTERLINE OFJ N89'36'IS"W 217.51' `--'
RIGHT-OF-WAY TRACT A
1. ALL DIRECTIONS AND DISTANCES HAVE
BEEN FIELD VERIFIED AND ANY
INCONSISTENCIES HAVE BEEN NOTED ON THE
SURVEY, IF ANY.
2. PROPERTY CORNERS SHOWN HEREON WERE
SET/FOUND ON 10-28-03, UNLESS OTHERWISE
SHOWN.
3. THE SURVEYOR I4AS NOT ABSTRACTED THE
LAND SHOWN HEREON FOR EASEMENTS, RIGHT OF
WAY, RESTRICTIONS OF RECORD WHICH MAY
AFFECT THE TITLE OR USE OF THE LAND.
4. NO UNDERGROUND IMPROVEMENTS HAVE BEEN
LOCATED EXCEPT AS SHOWN.
5. NOT VALID WITHOUT THE SIGNATURE AND THE
ORIGINAL RAISED SEAL OF A FLORIDA LICENSED
SURVEYOR AND MAPPER.
I HAVE EXAMINED THE F.I.R.M. COMMUNITY PANEL
NO 120289 0045 E DATED 4/17/95 AND FOUND
THE SUBJECT PROPERTY APPEARS TO LIE IN ZONE X.
AREA OUTSIDE 100 YEAR FLOOD.
ELEVATIONS SHOWN HEREON ARE BASED ON SEMINOLE COUNTY
VERTICAL CONTROL AS FURNISHED.
BEARINGS SHOWN HEREON ARE BASED ON
THE NORTHERLY LINE OF LOT 22 AS
BEING S89'33'46" E PER PLAT.
FIELD DATE:) 7-29-03
SCALE: I" = 30 FEET
APPROVED BY: SJ
JOB NO. ASM40197
DRAWN BY:
10-28-03 CKB
Ana+ 8-12-03 CKB
iD OESCR1P00N 07/24/03 SDO
PLAN 4-25-03 CKB/3NL
CLYDESDALE CIRCLE
50' RIGHT OF WAY
LEGEND
BUILDING SETBACK LINE
CENTERLINE
RIGHT OF WAY LINE
19.4 EXISTING ELEVATION
CONCRETE
LB LAND SURVEY114G BUSINESS
LS LAND SURVEYOR
PRM PERMANENT REFERENCE MONUMENT
PCP PERMANENT CONTROL POINT
QM)PER PLAT
MEASURED
FND FOUND
S W SIDEWALKS WALK
CP CONCRETE PAD
CS CONCRETE SLAB
C CHORD LENGTH
PK PARKER KALON
AMERICAN SURVEYING & MAPPING
CERTIFICATION OF AUTHORIZATION NUMBER LB16393
320 EAST SOUTH STREET, SUITE 180
ORLANDO. FLORIDA
32801- (407) 426-7979
FND NAIL AND DISCQ1.0 16393 (10/28/03)
LOT 963931( 0/28/03)NO CAP
CNA CORNER NOT ACCESSIBLE
DENOTES DELTA ANGLE
L DENOTES ARC LENGTH
C.B. DENOTES CHORD BEARING
PC DENOTES POINT OF CURVATURE
PI DENOTES POINT OF INTERSEC71ON
PRC DENOTES POINT OF REVERSE CURVATURE
PT DENOTES POINT OF TANGENCY '
TYP TYPICAL '
A/C AIR CONDITIONER
CBW CONCRETE BLOCK WALL
RP RADIUS POINT
OHU OVERHEAD UTILITY LINE
ID IDENTIFICATION
POL POINT ON LINE '
PCC POINT OF COMPOUND CURVE
IEREBY CERTIFY, THAT THIS BOUNDARY
IRVEY, SUBJECT TO THE SURVEYOR'S NOTES
INTAINED HEREON MEETS THE APPLICABLE
INIMUM TECHNICAL STANDARDS" SET FORTH
THE FLORIDA BOARD OF PROFESSIONAL
IRVEYORS AND MAPPERS IN CHAPTER
G17-6, FLORIDA ADMINISTRATIVE CODE
IRSUANT TO CHAPTER 472.027, FLORIDA
40 2 -03
r
FOR
THEAwlFIRM
WILLIAM R. M ScATELLO JR. PSM#4 28 DATE
CITY ANFORD PERMIT APPLICATION
Permit Not: J T°o Date: Li
Job Address: a 4 Gt- DES t,At a% Gt tzL E 5c.r.1 t_ 3a
Permit Type: Building Electrical Mechanical Plumbing Fire AlarmtSprinkler
Description of Work F
Additional Information for Electrical & Plumbing Permits
Electrical: —Addition/Alteration _Change of Service Temporary Pole New AMP Service (# of AMPS )
Plumbing/Residential: Addition/Alteration New Construction (One Closet Plus Additional)
Plumbing/Commerclal: Number of Fixtures Number of Water & Sewer Drainage Lines Number of Gas Lines
1 `I7 (o%
Occupancy Type: Residential _Commercial _ Industrial Total Sq Ftg: 22k— Value of Work:
Type of Construction: Flood Zone: Number of Stories: I Number of Dwelling Units: 1
Parcel No.: Attach Proof of Ownership & Legal Description)
Owner/Address/Phone: PL100N T60 ` CR % es 59 -q l01
P250 4 t F t, ( DNL1 I LOOL QQAASS `s'0,
Contractor/Address/Phone: RCA - e> ACR I e'S:l -C) 10 1
D-2-5D }tryc, N)eu' . 1Z I SE I ouw o.F L State Licenso Number. CC OS5
Contact Person: 2=2 CAy icN) Phone & Fax Number. Ar3+/af q -9101 Acqeel 4Z2 23 Title Holder (
If other than Owner): N Address: Bonding
Company:
fV Address: Mortgage
Lender:
tht Address: Architect/
Engineer
Address: 401 )
SR. 34 SR . 16h i l Pfht Q, . R 323 \ <j Phone No.:
a Fax No.
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 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 of 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: In
addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in
the public records of this county, and there may be additional permits required from other Mtrnmcntal rntities such as water management
districts, state agencies, or federal agencies. Acceptance of
permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. PJJr wa4, -
e:Vp Signature of
O;NmelrtAgent ^ Date S of Contractor/Agent Date rN Print
rf
PATRICIA
COULTON
NOTARY PUBLIC
STATE OF FLORIDA COMMISSION NO.
DD134330 MY COMMISSION
EXP. IDLY 26,2006 Owner/Agent
is _ Produced M
Personally Known
to Me or C d
Print Con
for/Agent's tune M---- / of Notary -
State o Florida Date' OFFICIAL PATRICIA
COULTON
NOTARY PUBLIC
STATE OF FLORIDA COMMISSION NO.
DD134 MY COMMISSION
EXP. JU6Xffi Contractor/Agent is
Personally Knouv to Me or Produced ID APPLICATION
APPROVED BY: `
45.--ro— Special Conditions: Date:
S- 6— --
3
ro
T4
yy CITY OF SANFORD PERMIT APPLICATION t`
Permit Date:
ti .Job Address 1'y1—Q c*'' S5 i rti ti L yt. 3/i.(
Descri tion of Work: C p j tr` i11i KS tdj,-ap
Historic District: Zoning:Value of Work: S
ti4a'ty(r•; ;: :Permit Type: Building Electrical Mechanical Plumbing X Fire Sprinkler/Alarm Pool
i•
Electrical: New Service —. # of AMPS Addition/Alteration Change of Service Temporary Pole
in • ... Mechanical: Residential Non -Residential Replacement New (Duct Layout &Energy Cale. Required)
Plumbing/ New Commercial: # of Fixtures —
3
of Water & Sewer Lines # of Gas Lines
r( ..I' • Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial h f
YOOccupancyType: Residential Commercial Industrial Total Square Footage:
it... Construction Type: yp # of Stories: of Dwelling Units: Flood Zone: (FEMA form required for other than X) i'};;q
Parcel #• Attach Proof of Ownership & Legal Description)
Owners Name & Address: Or Ol
I
Phone:
Contractor: Name & Address: ADVANTAGE PLUMB(
P.O. BOX ' "State License Number: C S SS
Phone & Fax: (407) T9-3994 Contact Person: Phone:
Bogding Company:
Address:
Mortgage Lender:
Address:
Architect/Enginccr: Phone:
I
Address: Fax:
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 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 of 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: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of
this county,( and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies.
Acceptance of permit is verification that I will notify the owner of the propertyof the requirement Florid n w, FS 713. Signature
of Owner/Agent Date Signature of Contractor/Agent ate Print
Owner/Agent's Name Print Contractor/Agent's Namc Signature
of Notary -State of Florida Date Signature of Notary -State of Florida Date Owner/
Agent is _ Personally Known to Me or Produced
I D APPLICATION
APPROVED BY: Bldg: Zoning: Initial &
Date) Special
Conditions: Contractor/
Agent is _ Personally Known to Me or Produced
ID Utilities:
FD: Initial &
Date) (Initial & Date) (Initial & Date)
CITY OF SANFORD PERMIT APPLICATION
Permit # . 3 ( Date:
Job Address:
Description of Work:
aar*.' 4 t`•,J,°t't :t'vz+vtir'•r s c r BYL,;'
1
2-
Historic District: Zoning:
Permit Type: Building Electrical Mechanical Plumbing Fire Sprinkler/Alarm PoQI .
Electrical: New Service —:# of 4MPS Addition/Alteration Change of Service Tempor* Pole
Mechanical! Residential Non -Residential Replacement New (Duct Layout & Energy Cali. Required)
Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines
Plumbing/New Residential: # of W r Closets Plumbing Repair— Residential or Commercial —
Occupancy Type: Residential Commercial Industrial Total Square Footage:
Construction Tyne: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required, for at.ttcr Ciian X)
Parcel #: (Attach Proofof Ownership & Legal Description)
Owners Name & Address:
Phone:
Contractor Name & Address: TM4.A P1iT13ii—' k AM 01%Mn
License Num
Phone &Fax: LAVE ALARN La te
Bonding Company:
ram=
Address:
Mortgage Lender:
Address:
ArchitecUEngineer:
Address:
g=r G. DES RUSSa
PtO 324 O'15Bs3,nK
Phone:
Fax:
Application is hereby made to obtain a permit to do the work and installations as indicated. 1 certify that no work or installation has commenced prior to the
issuance of a permit and that all work will be performed to meet 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 of the foregoing information is accurate and that all work will be d e in compliance with all applicable law: rcytdating
construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF CO NCEMENT MAY RESULT IN YOI II< lv%i 911G
TWICE FOR DAPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, ONSU ITH YOUR LENDER OR AN
ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT.
NOTICE: In addition to the requirements of this permit, there may be additional restrictions app
this county, and there may be additional permits required from other governmental ent' 'es such
Acceptance of permit is verification that I %%ill notify the owner of the property o he requir
Signature of Owner/Agent Date ienai
Print Owner/Agent's Name Print
I
Signature of Notary -State of Florida
Owner/Agent is _ Personalh nown to Me or
Produced ID
APPLICATION APPIWVED BY: Bldg:
Initial & Date)
Saccia! Conditions:
this pr6 that may b oundt' the public records of
a c sentdistritate agen tes, of fvderal agencies.
FS 713.
of Contactor/Agent
RT G. DELLO R
ractor .ARet+t' Name
Date Signature of No_n•-State of l=lorida
Zoning:
Contractor/Ac;-.::s Pcronaii.
Pro(luce.' :D
Initial & Date)
5/03>
Date
DIANE CAROL Jp
MY COMMISSION 0 DD 184234EXPIRES: Fgbnjary 17, 20073orbedihruNotarypd* UndetWrh?:.
FD: — —
Initial fi Da(e) (h>;tial & Datc
S-06-203 7:09AM FROM
M•V:!V YA....I .. 11r'l,'r.V'.eYV!.`/t.Y:r N.. ^th'•1:tt,•.. `: \`. :., .. ': :..:.'^:::", '
CrTY OF SANFORD PERMIT APPLICATION
Permit z : lJ—
Job A4414it:
Datt: _ <-' 17,' 03 -
Of Z - 2-y
PRO( P1010
Fire S nnkler/Alarm Pool
Permit Typci Buildinit •_ 6lcenicaI •,, Mechanical Plumbing P
r — -
Eleccrics[I: New Service - a or AMPS _J Addition/Alteration Change of Scrvicc Temporttry Pole
Mechanical: Residential _ . Non•Rcsldenfia) Replacement New (Duct Layout & Energy C11c. Required)
Pluinbinl / New Commercial: fs of Fixtures it of Water Bc Sewer Lines a of Gas Lines —
Plumbing/New Residential: p of' Water Closets,_ Plucablae Repair - Reitoenlial or Cormercial
Occupancy Type: Residential V' Commercial Industrial Total Square FoutaRe. _
Construction Type: it of Stories: 0 of Dwelling Units: flood zone: , (FEMA form rteluirtd for other than x)
Psrcal a: (
Attach Proo(urOwncrship It,Lxgal Dmcrlptton)t -8 ( iL
OwncraName&Address:—a: G
Q.5 O J_ S': 7_
1 / V
3 o Phnnr. -
e . W `I 1
Contractor sme & Addreu: ".1,-t'P,f S .. 'r c_
r j//t r ?j Z% N State License Numhcr _EK_ - I L
Yhoue & Fax: U7, ".> 0-1 y 14 Contact Pcrron: Mil.,\ i Phune:J Ilon6;
ng cis mpany: -- - Aadre.
s mortga};
e Lender Address: •- - --
PhOnr.
ArchittcVEngineer: —
Fas:
Addreac -
Application
is hereby made to obtain a permit to do the work and instillations as indicated. I certify that no -ink or Installanon has comincnced pnot to the issuanceorapermitandthatallworkwillbeperfnrmod10meetstandardsoroillawsregulatingconstructioninthisjurisdiction. I undcr-sand that uparsta permitmustbesecuredforELECTRICALWORK. PLUMBING, SIONS. WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR
CONDITIONERS. ctc. OwNFR'
S AFFIDAVIT: I unify that all oi'the foregoing Information is accurue and dut all w%" will be; done in compliance widh All ApPircable Laws ngul.nng construction
and zoning. WARNrNG TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYP"C• TWICEFORIMPROVEM(iNTS TO YOUR PROPERTY. IF YOU INTEND TO OSTArN, FINANCENG, CONSULT Wrrii YOUR L PNDER OR AN ATTORNEY
BEFORE RIiCURDMO YOUR NOTICE OF COMMENCEMENT. NOTICE:
In addition to %hc requirements of thin pcemiL there may he additional resrrietions applicable to this property that ivy be founo in the public rc:ords of this
county, and there tray be addiional permits mquirod fmm other governmenul crintics such As w%= manogement dismctcia , stc agrnctes• or te•ocrsi agenEles. Acceptance or
permit is verirleation that I will notify the owner of the property of the requiremenu of I'10ri en Law, Fi 713. Ignure of
Owner•/ARcnt Date Sitnuture of Conrnemr/Agent Uau u OrA
V
Y CiP.S Print Owner/
Agent's Name not CuntraetorlAgen
s Name Sicnaturc of
Nutary•Srarc of Flnnlla r)atc signature o 'vully•$ute nl'" u Uu:c t,twncr/
Attax ie.,.,._ Yutunanv Knmvn ut Mc or YrutJoeco II', _... .._ _..
AITLICaI I[)
N• AI'I'KOVf{tl LIY' Illdg: _ Ini(;:II &
Ihw) V,.I
oCtr(/A,,Cnl I> PYnduc•n
IU _ InttrAl & Datc)
V"YerinnaJy
Koo-n to Mr w tln.trat
e- D.Ic) (Ir.u.,t S Urc Marie A.
Zettlemoyq Commission 9DD221380
20, AExpires:
Jul 15, 2007 R Bonded
Thrut Atlantic Bonding
Co., Inc.
June 9, 2003
Roger Dixon, City Manager
City of Sanford
300 North Park Avenue
Sanford, FL 32771
RE: Estoppel Letter
This ESTOPPEL LETTER is provided to the City of Sanford for reliance upon by the City
of Sanford and as the basis for the issuance of Permit No. for the
following work: Construction of a SFR on Lot 22, Bakers Crossing Phase 2,
274 Clydesdale Cir. Sanford, FL 32773
D.R. Horton Inc., hereinafter referred to as the "Owner", recognizes that issuance of
Permit No. will be made with numerous limitations as more
particularly set forth herein. The Owner recognizes that this approval does not
exempt us from complying with any applicable building codes, land development
regulations, Comprehensive Plan requirements, or exempt our site or buildings from
any applicable development regulations.
By issuing Permit No. , the city does not guarantee approval of any
other development orders or development permits. The Owner acknowledges and
agrees that no Certificate of Occupancy will be issued by the City for the above
mentioned property until all required land development approvals have been
obtained and all required improvements have been installed, inspected and
authorized for use by the City. The owner hereby grants the City the right to deny
use of the SFR for occupancy until all of the above -referenced project is in
compliance with all applicable development regulations.
The Owner hereby agrees to indemnify and hold the City and it's officers, employees
and agents harmless for any and all losses, damages, injuries and claims in any way
relating, directly or indirectly, to the permitting or construction of the above -
referenced project or the issuance of Permit No. . The owner also
agrees to the following as additional conditions for Permit No.
6250 Hazeltine National Drive - Suite 102 - Orlando, Florida 32822 - (407) 857-9101 - Fax (407) 857-9228
Roger Dixon, City Manager
The Owner hereby agrees to disclose the contents of this document to any and all of
our successors in interest, contractors, sub -contractors and agents. The
undersigned further warrants that he or she is authorized to bind the Owner and has
been duly authorized to sign this documents.
WIT -MESSES:
Signature
Patricia Coulton
Printed/ Typed Name
Signature
Medalid Jorge
Printed/ Typed Name
STATE OF FLORIDA
COUNTY OF ORANGE
Owner)
Signature
Robert A. Lawson
Printed / typed Name
Assistant Secretary
Title
The foregoing instrument was acknowledged before me this 6th day of June, 2003
by Robert A. Lawson as the assistant secretary for D.R. Horton Inc. who is
personally known to me -or who produced their Florida State Identification.
1 ) OFFICIZ"N A
ONPATRICIACOULTON
NOTARY PUBLIC STATE OF FLORIDA
COMMISSION NO. DD134330
MY CON.titlSS:0- -, r)(P. !ULY 26.2006
Notary Signature Notary Stamp
6250 Hazeltine National Drive • Suite 102 • Orlando, Florida 32822 • (407) 857-9101 • Fax (407) 857-9228
I hea
Limited Power Of Attorney
name and appoint: Craiq Coulton and
each agent's of D.R. Horton Inc. TDSFqH
To be my lawful attorney in fact to act for me and anoly
The Building Dept. of: C j to Q(sa
For a residential permit for work to be performed at:
N.RRRRR..._
Lot # Subdivision : `Cr as S I
Address: 9- A- CLL eSDALc- c.,tQctre 6AiJ P--;o s2[). P(. 3a
And to sign my name and do all things that are necessary
to this appointment.
Richard B. Ladd CBC055300
Contractor State Registration Number
Signature of Contractor
This foregoing instrqment was acknowledged before me this:
Date: Z V 2j By: Richard B. Ladd ( Contractor )
Who is personally qnC14 to me.
State of orida
County o Orange
Nota Public Signatu
OMUALNOTARYnAL
PATRICIA COULTON
NOTARY PUBLIC STATE OF FLORIDA
COMMISSION NO. DD134330
MY COMMISSION EXP. LLY 26,2006
Notary Seal
THIS INSTRUMENT PREPARED BY:
Patricia L. Coulton
D.R. Horton, Inc.
6250 Hazeltine National Drive, Ste.: 102
Orlando, Florida 32822
RECORD AND RETURN TO:
D.R. Horton Inc.
6250 Hazeltine National Drive, Ste.: 102
Orlando, Florida 32822
MYNK NORSE, CLERK OF CIRCUIT COURT
SENINOL.E COUNTY
BK 04609 PSG 06 t6
CLERK'S # 2003076ttO
RECORDED 06/07/2M 1002s10 AN
RECMRDINS FEES 6.00
RECMFM BY N Noldon
NOTICE OF COMMENCEMENT
Prepare in duplicate)
The undersigned hereby gives notice that improvement will be made to certain real property, and in accordance
with Chapter 713, Florida Statutes, the following information is provided in the Notice of Commencement.
Description of property:
Lot(s) I, 7, 12, 13 & 22 Bakers Crossing Phase 2 Plat Book , Page(s) , Public Records of
Seminole County, Florida
General description of improvements: Single Family Dwelling
Owner(s): D.R. Horton, Inc., a Delaware Corporation
Address: 6250 Hazeltine National Drive, Ste.: 102, Orlando, FL 32822
Owner's interest in site of the improvements: Fee Simple
Fee Simple Title Holder (if other than Owner):
Name: Phone #:
Address: Fax #:
Contractor: D.R. Horton, Inc. Phone #: Fax #:
Address: 6250 Hazeltine National Drive, Ste.: 102, Orlando, FL 32822
Surety (if any):
Address: Phone #:
Amount of bond: $0.00 Fax #:
Lender: Phone it:
Address: Fax #:
Persons within the State of Florida designated by Owner upon whom notices or other documents may be served as
provided by Section 713.13(1)(a)7, Florida Statutes:
Name:
Address:
In addition to himself, owner designates the following person to receive a copy of the Lienor's Notice as provided inSection713.13(1)(b), Florida Statutes:
Name:
Address:
Expiration date of Notice of Commencement: (the expiration date is one (1) year from the date of recording unless adifferentdateisspecified):
D.R. Horton Inc.
0 %
by:
o eft A. Lawson\,sistiint Secretary
Corporate Seal)
STATE OF FLORIDA
COUNTY OF ORANGE
The foregoing instrument was acknowledged before me this day of ,2003
by RobertA. Lawson Assistant Secretary of D.R. Horton, Inca YFaaware Corporatwn, e a o tre corporation. e/She is personally known to me. Notary
Public, State and County Aforesaid PATRICIA
COULTON IDA ATEOfFLOP- r4OTARYPUBLICSINO
DD134330 COMMISSIONr r.Xn. IUI:Y 26, MYCOMNI21X)b
a ignature
Notary Seal MAY 7 W ceolf" Ca"'.
MARYANNE Nl
CLERK OF
CIRCUIT COUlW SEMItiOLE Coutm.
FLO"* 117) pipIV
CL
D. R. HORTON HOMES
2
SFR PERMIT PACKAGE
3
CITY OF SANFORD CHECKLIST
LOT ,# 22 p4UBDIVISION: BAKERS CROSSING
ADDRESS cLyoG;UaL6 CtrLCLe, 5fV—lV-0,zD 17L-. BUILDING
APPLICATION POWER
OF ATTORNEY 2
SETS OF SEALED PLANS 2
PLOT PLANS 3
SETS OF ENERGY CALCS MANUAL J/ DUCT LAYOUT ATTACHED
TO THE PLANS 2
SETS OF SEALED TRUSS PROFILES AND LAYOUTS ATTACHED
TO THE PLANS UTILITY
FORM NOTICE
OF COMMENCEMENT APPEX
CONTRACT DriVeC)
Cejl
10-03-203 9:S2AM FROM M
0y--AOS-
Permit #
Job Address: —c2 77
Description of Work:
Historic District:
CITY OFSANFORD PEPIvirr APPLICATION
Date:
Zoning: Value of Work: 5 DOi 06
L. e co le o r-•u qq
Pcrmit 'Type: Building Electrical _ Meehttnical Pl.bing Fire Sptinkler/AJarm Pool
Electrical: Ncw Servicc — # of AMPS Addidon/Altemtion Change of Service Temporary Pole
Mechanical: Residential Non-Residcntial Replacement New (Duct Layout & Encrgy Uc. Required)
Plumbing/ Nov Commercial: # of Fixtures # of Water &sewer Lines # of Gas Lines
Plumbing/New Residential! # of Water Closets Plumbing Repair— Residential or Commercial
Occupancy Type: Residential Commercial Industrial Total Square Footage:
ConstrucOon Type: # of Stories: # of Dwelling Units: Flood Zone: (FE,MA form requirert for orUcr swan X)
Parcel #:
Bonding Company:
Address:
NlortgaEe Lendcr:
Address:
krchitect/Engincer:
Address:
Attach Proof of Ownership & Legal Desc
Phone:
License Number:
V'1 f ollllir:' Phone:
Phone:
Fax:
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 standards of all laws regulating construction in this jurisdiction, t understand that a separate
permit must be, secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and
AIR CONDITIONERS, ctc.
BWNFR'S AFFIDAVIT: I certify thar all of the foregoing information is accurate and that all work will be done in compliance with all applicahle lawn rcruladng
construction and toning. WARNING TU OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMFNT MAY RESULTIN Y(A)R I't,1,!NCi TWICE
FOR IMPROVEMENTS TO YOUR PROPERTY, IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OK AN ATTORNEY
BEFORE, RECORDING YOUK NOTICE OF COMMENCEMENT. t
j T_LCe,E: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this
county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or rhdcral ngcncics. ACCcptancc
of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. SignatureufOA,
ncr/A„"nt Date -Sicn:,turcofContractor/Agew Dulc Print
O-ncr/Agent•. N;,mc Signature
of Notaf)'-State of I, lurid) Owncr/
Agent is --__j'crsonally Known to Me or Produced
ID APPLICATION
APPROV(D BY: Bldg: Initial &
Date) Sro'
Ciai Condi::nns: _. tom/ /
ti- I
rint Co actor/Agent's Name Date
S Snature o' ary•Statc o(flur ate 00
Pry, Bonny G Logan Contractor/
Agent is _ i'crsonally Known to Menu Ctxnmisalon DD201l551 Produced
ID for ti Expires May 17 2007 Zoning:
Utilities: FD: initial &
Datc) (Initial & Datc) (Initial & Da(c)
APEX
PEST
C 02ViTRQ
Sentricon* Colony Elimination System
Pretreatment Plan Agreement
Date of Install :
Contract Number
PUCHASERS NAME AND ADDRESS
Name
ddress6-2s,
Cite/State/Zip
Phone & Email
S iw- COT
Colony', WffiiMd6n tVM
Quarterly Payment Amountna t
First payment due on the Install Anniversary Date)
Any payment deemed 30 days past due will result
In the cancellation of this Warranty and justify
removal of the Sentricon System,
CUSTOMERS NAME AND ADDRESS
Name
Address
City/State/Zip
Phone &c Email
INSTALLATION ADDRESS: 9,14 GL_yDESU4L.E ,,C IRCA-E' 501 11r-;DV—D, PL- 39,9-4a
SPECIAL OR ADDITIONAL COMMENTS
NOTIFICATION STICKER LOCATED: _-i-R
DANIAGE REPAIR WARRANTY From the date of installation of the Sentricon* Colony Elimination System, Apex will
arrant the structure(s) against subterranean termite damage. If subterranean termite damage occurs to the described
property during the warranty period, Apex will, upon notification and inspection, arrange for the necessary repairs and pn}
the cost of labor and materials not to exceed S1,000,000. Apex may chemically treat the affected area of the property it no
additional cost to the Customer.
THE UNDERSIGNED CONSENTS TO AND AUTHORIZES THE WORK CONTEMPLATED HEREIN, AND FURTHER
AGREES THAT THE TERMISAND CONDITIONS STATED ON EITHER SIDE OF THE AGREEMENT SHALL GOVERN
THE RELATIONSHIP OF THE PARTIES. apex
Representative Signature Date Customer or Agent Signature Date apex
Pest Control Inc., (Apex) will, in substantial compliance with all federal, state, and local laws, rules, and regulations, and all
applicable recommendations contained in literature provided by DowElanco: 1.
Install Sentricon* stations (the Stations) in the soil around the outside perimeter of the structure(s). monitor
those Stations for twelve months from the date hereof; 3.
during those years, add Recruit* termite bait and remove It from the Stations as appropriate; and during
those years, inform the Customer of: n.
any new or Increased termite activity noted at the Stations b.
any addition or. removal of Recruit* of Recruit* termite bait; and C.
any observed effect of the Sentricon* Colony Elimination System (Sentricon) on termite activity. TheCompanywillextendthisServiceCommitmentfollowingtheoriginaltwelvemonthobligation. The Sentricon PretreatmentPlanmaymaintainedfortheLIFETIMEoftheIdentifiedpropertysubjecttothetermsandconditionsofthisagreementforS-' w r i- r "per quarter (3mo period) payable on or before the end of the previous monitoring period. After thefifthyear, and each year thereafter, Apex reserves the right to revise the quarterly payment amount, not to exceed 10% per %-ear. The
Customer warrants full cooperation with Apex during the term of this Agreement, and agrees to maintain the nrea(s) baitedfreefromanyfactorscontributingtoinfestationsuchaswood, trash, lumber, direct wood -soil contact, standing -nter. underpiertypestructure, or as noted in "Special or Additional Comments". The Customer also agrees to notify Apex of and eliminatefaultyplumbing; leaks; dampness from drains; condensation or leaks from the roof or otherwise into, onto, or under thearea(s) baited. At no time will damage caused to any portion(s) of the Structure(s), even by an active wood dcstroving insectinfestation, be the responsibility of Apex in areas where any of the conditions described In this Paragraph exist. Fnilure of .apex to alert the Customer to any of the above conditions does not alter the Customers responsibility under.this paragraph. DISCLAIMER:
COMPANY DISCLAIMS ALL OTHER WARRANTIES, WHETHER EXPRESS OR IMPLIED, INCLUDINGSTATUTORYWARRANTIES, AND SPECIFICALLY DISCLAIMS ANY IMPLIED WARRAINTES OF N1ERCHAINTABILITY, FITNESS FOR A PARTICULAR PURPOSE, OR WARRANTY OF ypp ,M LIKE SER'10E, FURTHER, COMPANY HAS MADE NO AFFIRtNIATION OF FACT OR PRONIISE RELATING TO THE PRODUCT OR SERVICEPROVIDEDHEREUNDERTHATHASCREATEDORAMOUNTEDTOANEXPRESSWARRANTY. Customerexpresslywalvesandreleasesanyclaimsinanylawsuit, arbitration or other legal proceeding against Apex for negligence, torts, personal Injury, death, violation of any statute, rule, r regulation, loss of use, diminution of value, economic, ocompensatory,
Iheldental, consequential, exemplary, punitive, liquidated, treble, or special damages If any k1nd, and in no eventshallApexbeliableforanyamountgreaterthatamountpaidbytheCustomertoApexfortheservicetobeperformed.
SENSITIVITY/PHYSICAL FACTORS: Customer understands and agrees that (1)It is the responsibility of all family members, visitors,
guests, and/or other temporary or permanent occupants to consult a physician If necessary regarding any affects the Property treatmentmayhaveand (2)lt Is their responsibility to notify Apex In writing not less than two (2) days prior to treatment regarding any allergy orsensitivityconcerningodors, dust, pollen, respiratory Illness, or other condition that may be activated or exacerbated by the products and or
techniques utilized by Apex.
GENERAL TERMS AND CONDITIONSByspecificreferencehereto, the Customer understands that the general terms and conditions are hereby made part of this contract and
pply without exception.
i. DOwELANC0 OWNERSHIP OF SENTRICON" SYSTEM COMPONENTS: The Customer understands that: All componentsoftheSentrlcon *System (Components) are and will remain to property of DowElanco. The Customer has no rights to any of theComponents, and the Purchaser may not alter, remove, or modify the components In any way, other than the right to their use ns
Installed by Apex on the Customer's premises under this agreement. On expiration or termination of this Agreement, Apex and DowElanco or Its representative are authorized by the Customer to
retrieve from the Customer's premises the Stations and other Components contained therein for appropriate disposition.
3. If Apex, for whatever reason, ceases to represent or to be authorized to represent, the Sentrlcon" System
a. Apex will: (1)so notify the Customer; (2)offer Customer the alternatives of either using a different form of termite protection
or discontinuing the relationship(note: Conventional "liquid barrier" method of termite control may not offer an effectivemeansofcontrollingcertaintermiteInfestationsofcertainstructures. In such event Apex may not be able to offer a different
form of termite protection, and therefore may have to discontinue the relationship.); (3)lf the Customer and Apex (Parties)
agree on use of a different form of termite protection, give the Customer credit for service paid for but not yet received; (4)if,
the Customer elects to discontinue the relationship, or If Apex cannot offer an effective different form of termite protection,
refund to the Customer an amount equal to the fee paid for services not yet received, and;.(5)retricve, or advise DowElanco or
Its representatives where to retrieve, the Components from the Customer's premises; and
b. the Customer will; (1)grant Apex and DowElanco or Its representative reasonable access to the premises for the retrieval of
the Components; and; (2)elther agree with Apex on the use of a different form of termite control or elect to discontinue this
relationship.
ADDITIONS AND/OR ALTERATIONS This Agreement covers the Structure(s) Identified herein as of the date of the Initial installation,
Prior to; (I)the Structure(s) being structurally modified, altered, or otherwise changed or; (2) to any termlticlde being applied on or close to
the location of any Station, or; (3) soil is removed or added around the foundation, or; (4) any tampering of baiting equipment or supplies
occurs, the Customer will immediately notify Apex In writing. Failure to notify Apex In writing of the events listed above may void this
Agreement. Additional services because of any alteration, addition, or other such event, may be provided by Apex at the Customers
expense, and may require and adjustment In the annual fee.
DAMAGE RELATED TO SERVICE Apex will exercise due care while performing any work hereunder In avoidance of damaging any part
of the Customer's property, plants, or animals. Under no circumstances or conditions shall Apex be responsible for damage caused at the
time the work Is performed except those damages resulting from gross negligence on the part of Apex.
PAYMENT/DEFAULT. All payments due pursuant to this Agreement shall be made at the Apex Corporate Headquarters located in
Merritt Island, Brevard County, Florida. In the event of failure to make payment when due, or any other default by Customer (1) Apex may
Nvithout notice, terminate this Agreement and pursue all other available remedies, which shall be cumulative, and (2) Interest shall accrue nt
the highest rate allowed by law during the period of any delinquency, and (3) Customer agrees to pay all costs and attorneys fees Incurred by
Apex, whether or not suit Is brought.
VENUE/SEVERABILITY. Venue for any and all legal proceedings shall be in Brevard County, Florida. If any part of this Agreement is
held to be invalid or unenforceable for any reason, the remaining terms and conditions of this Agreement shall remain In full force and
effect.
CHANGE IN LAW. In the event of a change In applicable law as it pertains to the services promised herein, Apex reserved the right to
revise the annual extension charge or terminate this Agreement.
DISCLAIMER/CONDUCIVE CONDITIONS Apex's liability under this Agreement will be terminated If Apex Is prevented from fulfilling,
Its responsibilities under the terms of this Agreement by any reason of delays In transportation, shortages of fueUor materials, strikes,
embargoes, fires, floods, hurricanes, storms, quarantine restrictions, or any other net of God or circumstances beyond the control of Apex.
apex disclalms any IIability for special, Incidental, or consequential damages. This Agreement does not cover and Apex will not be
responsible for; (I)tcrmlte damage resulting from water leakage; (2)termite damage resulting from masonry failure or grade alterations;
3)termite damage resulting from direct wood to soil contact; (4)furniture and contents; (5)areas of existing damage unless areas have been
repaired by Customer's evidence of receipts.
ARBITRATION. Not withstanding any provision contained herein regarding litigation, in the event of any dispute arising hereunder.
Customer agrees to submit the dispute to the least expensive procedure of arbitration in accordance with the rules and procedures fog
commercial arbitration of the American Arbitration Association or any successor organization, and In accordance with and subject to all thi
provisions of the Uniform Arbitration Act as In force In the State of Florida, or the Federal Arbitration Act, 9 U.S.C. section 1, et seg. Th,
proceeding shall be governed by one arbitrator, and the location of arbitration will be Brevard County, Florida at the offices of Apex or it -
designee. The arbitrator will have the complete power to determine all Issues of fact and law, and any determination of the arbitrators wil
be final and conclusive, and binding on both parties. Customer agrees that any such arbitration shall be conducted on an Individual basis
and not a class wide basis. Apex shall recover all fees, costs, and attorneys fees associated with the arbitration proceeding.
ENTIRE AGREEEMENT. The service Agreement signed at the time of purchase constitutes the entire Agreement -between the par -tics any
no other representations of statements will be binding on the parties.
REFUNDS. Apex at any time on or after 36 (thirty-six) months from the Initial date of Instailation, terminate this Agreement and b
relieved of any liability hereunder If Apex determines, In Its sole discretion, that It is unable to prevent or stop further damage to Proper*,
from subterranean termite activity. Partial refunds may be made under the discretion of Apex Pest Control Inc.
NOTICE OF CLAIMS, ACCESS TO PROPERTY. Any claims under the terms of this Agreement must be made immediately in writinn t
The Apex Corporate Office. Apex is only obligated to perform under this Agreement If the Customer allows Apex access to the identifie
Property for any purpose contemplated by this Agreement, including but not limited to re-Inspectlon, whether the Inspection was requestc
by the Customer or considered necessary by Apex.
LIMITED ASSIGNABILITY. This Agreement Is assignable by Customer for a period of 1 (one) year from Its effective date. After th
Initial 12 (twelve) month period, Customer may transfer or assign this Agreement with a = transfer fee payable to Apex Nyithin
thirty) days of the transfer of the treated Property.
Trademark of DowElanco
Brevard Area Orlando Area Tampa/Sarasota Area
508 S Plumosa St. 7006 Stapolnt Ct. #G 5314 Faulkenburg Rd NMerrittIsland, FL 32952 Winterpark, FL 32792 Tampa, FL 33510
407-459-2847 407-858-0540 813-221-2847
800-929-2847 888-764-2847 877-459-2847
CITY OF SANFORD BLJILDINN BUOINLDING PERMITSUBMITTALREQUIREMENTSFORRESID
I. Two (2) recent boundary and' building location surveys showing setbacks
from all structures to property lines for permit for structures (not fences)
2. Two (2) complete sets of construction design drawings drawn to scale,
Complete sets to include: Foundation plan indicating footer sizes for all bearing walls. Provide side view detailspa.
of these footers with reinforcement bar replacement.
Interior wall and room identification,
b. Floor plan indicating partitions
room dimensions, door, window, and/or opening sizes, smoke detector,
locatlon(s), landings, decks and stairs. Bathroom fixtures and
distances from walls are to be shown.
Note the State of Florida requirements for bath door for compliance
of Handicapped Code (F.S. 553, Part 5)
C. Elevations of all exterior walls, east, west, north and south. FinishpfloorelevationheightasperCityEngineeringDepartmentor
subdivision plat.
d. Cross sections of all wall sections to be used In the structure. Bearingonon -bearing Inter and exterior. Show all components of wall section.
p C. Framing plan for floor joists where conventionally framed. Plan to
Indicate span, size and species of materials to be used.
p f. Engineered truss plan with details of bracing. Engineered beams for
spacing openings to carry and support trusses.
Stair details with tread and riser dimensions, stringer size, methods ofpg.
attachment, placement of handrails and guardrails.
p h. Square footage table showing footnges:
S.F. Garages/Carports —
S.F. Porch(s)/Entry(s)
A8 S.F. Patio(s)
Conditioned structure -V3 S.F.
Total (Gross Area) S.F.
3. Three (3) sets of completed Florida Energy Code Forms (Form 600-A-97)
4. Soil analysis and/or soil compaction report. If soils appear to be unstable
or if structure to be built on fill, a report may be requested by the
Building Official or his representative.
S. Other submittal Documents:
p n. Utility letter or approval when public water supply and/or sewer system
connection to be made.
b. Septic tank permit to be obtained from Seminole County Health
Department at: 400 W. Airport B1vd,Sanford, Fl (407) 665-3600.
c. Arbor permit when trees to be removed from property. Contact the
City Engineer for details regarding the arbor ordinance and permit.
6. Application to be completed thoroughly and signatures provided by a
licensed and insured contractor. OWNER/BUILDER MUST APPEAR IN
PERSONS TO SIGN APPLICATION AS PER FLORIDA STATE
STATUTE 489. Subcontractor license numbers must be included on the
application. If electrical, mechanical or plumbing permits have not been
issued, inspections will not be scheduled or made and subcontractors will be
subject to penalty under the City Ordinances.
REQUIRED INSPECTIONS DURING AND UPON COMPLETION OF CONSTRUCTION
1. Footer
2. Underground, electrical, mechanical and plumbing
3. Foundation elevation survey
4. Slab
S. Lintel- tic beams - columns- cells
6. Rough electrical
7. Rough mechanical
S. Rough plumbing
9. Tub Set
10. Framing
11. Tenant Separation / firewall
12. Insulation, walls and/or ceilings
13. Electrical final, mechanical final and plumbing final
14. Building final
15. Other
DATE T/3 SIGNATURE _k
By Owner or Authorized Agent)
CU\01lY (fi, J]1IH01.[
IMPACT ISl'AlIMEH7
IMI))[1) [Y CITY OF SAN| 0<x1
OTATENENT NUMBER 103-75453 DATE: _~...^.^,_
DUIiDlK8 ['LRHlT (CITY) COUNTY NUMBER:
OMIT ADCPES5: ----------------------------'-_'- ---'-'
JMRIUl>ICTl(01:
TUP: RXG: PARCEL:
SUBDIVISI()X: TRACT:
PLAT BOOK: PLAT BOOK PAGE: DLOCK:
ADY R[GS: ----`m_/ 'L-|/--z---- / --^L- --'--.--.
APPLICANT VAME: '
ADDRESS: .........................................
LAND UUE CATEICRY: 001 - Single Family Detached House
7Y1'[ USL: Residential
WORN DEECRIPTION: Singlo Family Hcuee: Detachod - [)instructioo
BENEFIT RATE FEE UNIT RATE PER (| & TYPE TOTAL DU[
Tyr[ DIST SCHTDU E DESC. UMlT OF UNITE;
NDC
ARTERIALS CO -WIDE O dwl unit $ 705.00 1 $ 705.00
rUAm
pLLECTERS NORTH O dwl unit $ 142.00 1 1 142.0 0
LIl1RANY CO -WIDE O dwl unit $ 54.00 1 $ 54.00
1W|IDOLG CO -WIDE O dwl unit Z1,384.00 1 T 1,384.0O
A1*11[1X1T P(Z 3,285.00
0711172UIH1*
K[C[IV|.D DY: 1> SI8AATUkE:
PwIH\' HAME)
DAT[:
F!U7E TO RECEIVIKG SIGUATURY/PPPLICAHT: FAILURE TO NOTIFY OWH[R AHD
NCUR[. TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. <'&TI::
D137RIBJ7lON: 1-COUNTY 3'CIlY
2- Al'|'iICANT 4.CUUNTY
P[kBX]N!; A!:[ ADVISED THAT THIS IS A STATEMEAT OF FEES W]ICK
ARE DLE AND PAYABLE PRIOR TO ISSUANCE OF A BUILDING |`3<Ml[.
AR[ ALCO ADVISED THAT ANY RIGHTS OF THE AnPLICAXT, OR OWNER,
TO APPEAL THE CALCULATIONS OF THE ROAD, LI2RARY SYSTEM AHDyUR
DiKChTlUXAL (SCi0OL) IMPACT FEES MUST BE EXERCISED BY FILIKG
A WRITTEN RED[EST WITHIN 45 CALENDAR DAYS OF THE RECEIVING
mGHATUE<[ DATE ABOVE, BUT NOT LATER THAM CERTIFICATE OF OCCUPhMCY OR
CC||PANCY. THE REOUEST FOR REVIEW NUST MEET TEE REQUIRFYENTS OF ll)[
COUNTY LhNID DEVELOPMENT CODE. COPIES OF THE RULES GOVERNING #vPEhLI';
MAY BE PlChED LP, UR RECUESTED, FROM TXE PLAN IMPLEMENTATION O[FIC[:
1101 [AnT FIRST STkEET, SANOD]D, FLORIDA 32771; (407) 665-747n.
PAYMENT E[O[LD BE MADE TU: CITY OF SAMFORD
DUIiDIKG 0]`ARTM[N1 `
300 HURU| PARK AV[HU[
ShNF0/D. Fi 327 1
PAYMENT EKOULD BE BY CHECK OR MONEY ORDER, AND CSUULD RL|l]U!>|C[
7HL !JhT[[N7 NUMB[R AND CITY BUILDING PERMIT NU5BER AT THY T[):`
L[FlO|T|0 N<TICE. T||
lL° STAJ[MTNT IS VA' -ID ONLY IN CONJUNCTION WITH ISSUANCE OF A<1Q:r FAMILY
BUILDING
Az"r_z7v_x .
CONCRETE OR
CAULK. BETWEEN B.V.
ONE BY WO00 WOOD BLOCK L (BUCK VIDTH)
BUCK BY OTHERS r MASONRY OPENING MAST. OPENING
1 BT OTHERS BY
INS faLIATIOM ANCHQ)R
OTHERS
I
ONE BY VWD 3/16' DIA. TAKEN
C µAy, BETWEEN
BUCK BY OTHERS
VINDOV FLANGE ((
t VDOD BUCK. I_3/a• MIN.
p A EMBEDMENT
SHIM AS R[0"D.
RIGID vINYI
1/(' MAX.
GLAZING BEAD (
SEE NOTES)
INNS i:1! AT[ON ANCH/DFi
irP.)
3/16• DIA. TAPCON
srucc0
Br OTHER$ SHIN AS REO'D.
PCRIMETCR
1/1• MAX.
tSEE NOTES)
GLASS
TTPJ(SEE NOTES)
CAULK
Br.OTHERi
FLANGE TYPE
FLANGE TYPE WINDOW FRAME
VINDOV FRAME . JAMB CAULK BETWEEN
HEADER WINDOW FLANGE
RIGID VOM L VOOD BUCK,
GLAZING BEAD
ITYPJ
DOv GLASSTYP,) (SEE NOTES) W.V.
VInDOv vIDiH)
GMT)
Ex
SUCKHEIGHT)
CAULK 6[TVECN VINDOV
FLAN Lit L PRECAST SILL
V/ VULKCM 116 ADHESIVE
CAULK. OR APRV'D. EDL' SECTION B—B
FLANGE TYPE
PERIMETER
CAULK
vINMV FRAME
SILL
OT OTHERS ji I
ECAST SILL n 9
BY OTHERS r
W.W.
A
NOTES. SECTION A. —A A BI c
1) SMIA. AS REO-0. AT EACH INSTALLATION ANCHOR. MAX. ALLOWAEL--
SHDMJ STACK TO BE 1/4-. D
2) VANDOW FRAME MAATERIAL: ALUwIMUV ALLOY 6063. r--
3) INSTALLATION ANCHOR NuST BE OF SUFFICIENT LIM. TO AC MIE/E
uIN. EUSEDIIENT OF 1-1//' INTO IASONRT OR CONCRETE.
1) USE SWCOMZEO ACRYLIC CAULK BEHIND WINOOw FLANGE AT r.E•D
a JA ss. Sa.L NUST E£ ATTACHED TO TH£ SUBSTRATE W1.4
rULKE/J 116 ADHESIVE CAULK OR APPR O EWJAL.
1) USE SIUCO-ZEO ACRYLIC CAULK FOR PERtNETER SEAL ARCv-0 W,)-
ExTER:GR OF -NDO. FLANGE. f
6) IF EXACT wINDOw SIZE IS NOT LISTED IN ANCHOR, CHART. USE
ANCHOR, C"JAMTITY LISTED WITH NEXT LARGER SIZE. TO;:.:.;
APPROPRE DESIGN PRESSUPE REO'C.
7) CLASS TSICKNESS WY VARY PER THE RELSR:NDENTS 0; AST. IE1300GLASSCHARTS.
8) LETTER CESIGNATK)NS ON THE TAPCON L(xotOm C);APT INDIC.',
VrMERE TA -CON ANCHORS ARE TO EE INSTAL;.^ WHEN U .Nr Y.:E , Il 1
EKTERIO- EL_JATION AS A KEY
9) ALL FACTORY APPLIED HOLES NOT DESIU4ATED FDR TA=CC'N
ANCHOR SMOULO EE FI!'_E7 WTM J SrREWc 0: SU%F,C;E.V L- ••. ,
10 PROVIDE IItN. 1/E IN ENPE-5--m7 W70 aCAIO ELA:x. r _._
10) FLORIOA EATRVOEAS IC.,0 SE' 1_- S,NeLE ^.LAND 15 S'.(J1T71 _.S
PRINT v SC .RP•JES T?
SER1£S SINGLE MuNGS' - _ I
I I I O N1;) w91 ERE WNX C-, ISINS:- :. a•= , -E er.IC
I —
STR-Jc 7.
SUFFIC:E_`- _Nc: i :A."r'..1 3/s_ N:n `J JEr•a \fi=`• r lI ( Al!
E .
PERIMETER
J 1 CAULK
Br
OTHERS CAULK
BEIVEEN V000
BUCK L MAS'
TAIPENING By
OTHERS CONCRETE
OR MASONRY
OPEN", BY
OTHERS S
TAPCON
LOCATION CHART CALL
BUCK LOCATIONS IN HEAD LOCATIONS IN JAMB SIZE
SIZE 30PV TO aOPS 41 sV TO 70PSF 3OPV TO 10PV 41PV To 70ASF 12
la I/a x 25 0 e F,c F,0 IJ
Ia 1/3 A 37 3/8 6 0 F.c F,0 IA
1e Ve A 19 1/a F,0 145
1. 1/6 . 13 1/. 8 0 F,G F,c 15
la I/e A 62 a 0 FA FA 16 .
18 I/a A 71 a 0 F.0 F.GMI 17
11 1 a A el FG FGJA 1M2
8 1/7 A 25 6 0 A IM3
is t/2 A 37 3/8 a a F.G FA IH1
25 t/2 A 49 5/a a B F.G F.CMI IN45
25 1/2 A 53 1/4 a a F.c F.GMJ INS
25 I/2 A 620 B FA F,G.MI IM6
25 1/2 A 71 8 8 F.G F,GMJ I.
7 25 12 X eJ 1 a 0 F.CJ.K F,GJA 30
1/2 . 75 29 1/2 A 2s 30
1/2 . x 3/5 29 1/7 A 37 3/a 8 9 FA F,c 30
1/2 . 50 3/e 29 1/2 A 19 5/8 0 8 FA F,G Ml 30
In . 56 1/. 21 1/2 A 55 1/1 0 6 FA F,GMJ 30
1/2 . 63 29 1/1A 61 e 6 F.G F.GMJ 30
I/2 . 72 29 1/7 . 71 a 6 ' F,c,MJ F,G,MJ 30
1 a• 29 12 A a3 e 0 F.CJ.K F.GJ.K 36
K 25 23
36 . 31 3/6 a a F,G G 24
36 A 41 5/0 B 8 F.G F.G.MJ 245
36 . u 1/1 B e F.G F.G,MJ 25
16 , 61 0 B F,GM,1 F,G.HJ 26
36A 11 0 8 FAMJ O.EFAMJ 27
36 A 113 8 8 F.GJJ( F.GM.IJ.K a .
41 x 21 x )/
e u , ]7 1/e 8 B F,G F.G HJ 2
50 1/1 1 , .9 5/e B 0 F.G F.G.MJ 1 .
16 111 1 A 55 I/. 8 E FAM.I F,GMJ 42
63 41 A 62 8 8 F.OMJ O,E,F,OMJ 2
72 11 A 71 8 8 F.GMJ O.EFAMJ 12
B. I A 61 a F,GJ.K F•G MJJ K to .
26 17 A 25 5 A,c 1.11 w .
x 3/, 7 . 37 3/e a A.0 F.e F.OMJ U' .
50 5/3 17 . .1 5/3 a A.0 F,G F.cMJ 56
I/. 7 a I/. A,C F,G MJ F,G NJ 63
5 67 a A,C F.GM.1 O.E.F,GMJ E
72 7 , 71 a A.0 F.C.MJ O.E.F.OMJ 7 [
el P F F NI 32
51 1/1,A 25 a A.0 F.c F,0 33
52 l/6 . 31 In 8 A.0 F,c F.G.M.1 31
12 Ip A ,9 3/a a A.0 F.C.- F.GMJ 3a5
52 I/e A $5 1/• 8 A.0 F.C.mj O.E.F,G.H.I ill
52 ./a . 62 a A.0 F.G.MJ O.Ei.GMJ 36
52 1/e A 71 a A.0 F.G,MI O.E.F.cM.I 37
52 I/S , 33 C F.G.J.Y. O.EF.G.J.I.,J,Y. 3;
SIZE NOT A•JAL•ELE IN IWO OP. 1500 SERIES. FLORIDA
EXTRUDERS INTERNATIONAL. IAO. PDITITLE:
iNS7A'J_.T;12-N S
UrJG = *.GN ' i ,+ .; : S"F [ = S ! 000 i 500 =900 ORAWN BY:?.
PPPOVE7 SY:
I' RIM. I/V M., -8 INSTALLATION
sIEKNICAULK IN1N SF.CC ANCHOR SCREW (TTP,I
BEHIND FIN F
HE THING TWO BY BUILD
SNIn AS REO"D.
IWO BT FRAMING
BY OTHERSSCEASQE1
It Oi HERS DOWN BY OTHERS J CAULK BEHIND FIN
FIN FRAME JAMB
NOTES,
1) B INSTALLATIOK SHIM AS RCO'D. SKIM AS RE070. ADJACENT TO EACH INSTALLATION ANCHOR WITH LOAD BEARING
MENOR SCREW (TTPJ SEE NOTES) SWUM. MAX. ALLOWABLE SKIM STACK TO BE 1//•. GLAZING (TYP,
2) wINDOw FRAME MATERIAL: ALUMINUM ALLOY 6063. SCE NOTES)
3) USE SIICOMZED ACITTLIC CAULK BEHIND W(I(OOW FIN AT HEAD. SILL h JAMBS. r KUl
U(. hAtTMALpla USE S41GOtaZEO ACRYLIC CAULK FOR PERIMETER SEAL AROUND EXTERIOR OF 1
SWN
WINDOW FRAME.
5) GLASS OF CLASSVARYPERTHEREOutREuINSULATINGALSSTMOOUAICHARTS. SINGLE GLAZING IS SHOWN, ONSUL/LTING CUSS IS ALSO QUALIFIED. SINGLE LAI CLASS SHEATHING
6) SCREW ANCHORS AT WAD. SILL k JAMBS SHOULO BE IS SCREWS OF SUFFICIENT BT OTHERS
LTH. TO PROVIDE MIL I IN. MIN. EMBEDMENT INTO WOOD FRAME. PUCE IS
EXTERIOR FINISH SCREW ANCHORS 6- FROM CORNERS AND 24' O.C. MAUL EXTERIOR
BY OTHERS 7) BUILD DOWN AROUND CIIRWED PRTKIH OF WINDOW FRAME TO BE ENGINEERED 87' EXTERIOR FINISH '
OTHERS. BUILD DOWN MUST BE OF SUFF"N[T STRENGTH TO ADEOUATELY BY OTHERS
TRANSFER LOAD FROM WINDOW TO THE STRUCTURE.
PERIMETER CAULK B) FLORIDA EXTRUDERS 1000 SERIES OESCNER WINDOW SHOWN. THIS PRINT ALSO
BY OTHCRS APPLIES TO FLORIDA EXTRUDERS 1750 SERIES &.2000 SERIES. VDWV VTDIN PERIMETER CAULK
8) ELEVATIONS SHOW COMMON CONFIGURATIONS. R IS NOT tNTEROEO TO LIMIT USE OF BY OTHERS
IRIS PRODUCT TO THESE TWO CONFKXIRATIONS. THIS SKEET APPLIES TO ALL
FIN FRAME HEADER CONFIGURATIONS THAT CAN BE MAIIUFACTUREO FROM THE 1000. 1750. t 2000
SERIES DESIGNER FtXEO WINDOW FRAMING SYSTEMS. SECTION B_B10) WINDOW UNIT CAN ALSO BE MULLED TO OTHER UMTS USING ALUMINUM TUBE
MULLION. SEE MULLION INSTALLATION SHEETS FOR REOUIREMENTS.
GLAZING (TYP.
SEE NOTES)
nNDA/
EXTERIOR
PERD(CTCR CAULK
BY OTHERS
ENTER IOR FINISH
BY OTHER
8 INSTALLATION
ANCHOR SCREW (lip.)
SHEATHING
BY OTHERS
FIN FRAME SILL
SKIM AS RCO'D.-
SEE NOTES) /
L VN' Mil.
SAIN SPACE
1 III--- EXTERIOR ELEVATION
I•JO BY F:aM:Nv
3Y OTHERS
1 pIT . + •
CAULK
BEH:.D FIN _ t ilili/r 1"
NIN V j
lZ-
vim `
N`
p, y gv," SECTION
A-r D
A —
EXTERIOR
ELEVAT1ON FLORIDA
EXTRUDERSISANFORD. FLORID) TITLE:
FIN INSTALLATION DETAIL DESIGNER
FIXED WINDOW 1000, 1750. & 2000 SERIES 2002
DRAWN BY: BB I APPROVED BY: DATE:
02/14/02 SCAL£:NTS )DWG.: FLEX0037
ONE BY BUCK
BY OTHERS
CAULK BETVCCH V
FLANGEL SHEATHING
PLYWOOD (T YPJ ...
BY DINNERS
EXTERIOR FINISH
BY OTHERS
PERIICTER CAULK
BY OTHERS
vMDOV FRANC
HEAD
WIDOW
mpcIa CXTCR 0R
VIDOV FRAME -
SILL
PERIMETER CAULK
BY OTHERS
EXTERIOR
FINISH
BY OTHERS
INSTALLATION ANCHOR
10 SCRCV
I-3/8- MIN.
E4B[OMENT
BUCK VIDTN PAX. SH1u SPACE
BUILD DOVM
A
OTHERS
ALSO APPLIES H
GRAINING
BYREO.O AT EACH INSTALLATION WITH LOAD BEARING SHIM, MAX. Br OTHERS
TO SILL) 1NsiaMASANCHOR
ALLOWABLE SHIM STACK TO BE 1/4".
2) WINDOW FRAME MATERIAL: ALUYwOY ALLOY 6063.
WN. 3) TAPCON INSTALLATION ANCHORS AT SM1L MUST BE OF SUFFICIENT LTK TO ACHIEVE SHIN AS REO'D
EMBCOMENT MN. EMBEDMENT OF 1-1/4- INTO MASONRY OR CONCRETE• /10 NSTALUATION (SCE NOTES)
SCREWS AT HERO & JAMBS MLIST BE OF SUFFICIENT LENGM TO ACHIEVE 1-3/8- .
MIN. EMBEDMENT INTO WOOD FRAMONG AND BUILD GOWN WHEREREOUNEO. .. •,.,,. •' . :.'.'.,;.
NSTALlAT10N ANCHORS h SCREWS TO BE PLACED 6 N. MOM CORNERS.& 24 N. : ,.:;i% :V+.'t._L •F,
VINDOv: O.C. WAX.- . -x. :: ya : FRAME '•.>7.
USE SWCONIZCD ACRYLIC CALK BEHIND WINDOW FLANGE AT WAD. SU @ JAI[BS JAMB +L
5) USE SLCON0:ED ACRYLIC CAMK FOR PERIMETER SEAL AROUND EXTERIOR OF SI i `A`f -L- ). >{,y ( E.•
OF ASTY E1300 C1A55
I• ( `
SEE NOTES) =. MAIL 6) RECLOMmEMSTHK301ESSMAYVARYPERTME ti+ > 03i :f!f 7'4A- P -N
SHIM SPACE CHARTS.' SINGLE GLAZING IS SHOWN, INSULATING GLASS IS ALSO CA1Al1FED ,,Y;
o
7) BUILD DOWN AROUND CORVED PORTION OF WINDOW FRAME TO BE EN ED BY %r--•.,
OMERS. BUaD DOWN MUST BE OF SUFFICIENT STRENGTH TO AOEQWTELr
TRANSFER LOAD FROM WIDOW TO THE STRUCTURE...-'•^
1
SHIN AS REO'D
SCE NOTES)
GLAZING (TYP.
SEE NOTES)
SHIN AS READ
SEC NOTES)
CAULK BETvCEn
vINDOV FLANGE
L ONE BY yMD
BUCK
CAULK BCTvEEN
VOOD BUCK t
MASONRY OPENING
BY OTHERS
COMM TE OR SECTIONION A -A
MASONRY
BY OT EP.S
A
BOCKHEIGHT
C
L 1/.- MAX.
SHIM SPACE
8) FLORIDA EXTRUDERS 1000 SERIES DESIGNER WwtOOW SHOWN. THIS PINT ALSO _
APPLES TO FLOROA EXTRUDERS 1750 SERIES k 2000 SCRIES.
R) ELEVATIONS SCOW COMMON GOWIGURATIONS. T IS NOT WENDED TO UMIT USE OF ..
THIS PRODUCT TO THESE TWO CONFIGURATIONS. THIS SHEET APPLIES TO ALL PERIMETER CAULK
FROM THE 1— 1750 h 2000 BY OTHERS
CALK BCTVEEN.
TVO By BUCK '..j .-.
t .CD4RETE
BY ODORS ..';?•
CONFIGURATIONS THAT CAN BE YANUFACTUREO
SERFS DESIGNER FIXED WINDOW FRAMNG SYSTEMS.
10) WINDOW UNIT CAN ALSO BE MULLET TO OTHER LINTS USING ALUWNUY TUBE
MULLION. SEE mULON INSTALLATION SHEETS FOR RED(KR ---
A --_U
EXTERIOR ELEVATION
d t
t'ELLE{MENTRAL FY RIDA B. O. A. F.
v-•OMQ BY WOOB
1.A Ul'A'L.AII VtIJ.A' FR NAM: /
BUCK BY OTHERS F- Ippt: r
B 77r.n
IN;7ALLAXI.3N PIL ><'AlAEA-:-'
rI
3116, Dh IAK0N
fi3' :
CXTERITR FINISHi:
SECTION B-B BY OTCRS sj
21
WNDOW WIDTH -may
WINDOW _
A
EXTERIOR ELEVATION
FLORIDA EXTRUDERS'"SANFOTIONAL. INCRD, FLORIDA
TITLE: FLANGE INSTALLATION DETAIL W/ FRAME BUILD DOWN
DESIGNER FIXED WINDOW 1000. 1750. 6 2000 SERIES.
DRAWN BY: BB APPROVED BY:
DATE:02/12/02 SCALE: NTS DWC.: FLEX0036
H
SHEATHING
By OTHERS
OR
BY
PERIMETER
CAULK BY
OTHERS
INSTALLATION ANCHOR "'— DOOR VIOTH /A• MAX. ]HIM I—LL INS:-C.LATION ANiM[JR
SHIM AS RE'0'D R8 SCREV
TVO BY VOOD :8 SCREV
SEE NOTES) 1-1/e MIN. BY OTHERS
EMBEDMENT TVO BY VOOD
CAULK BEWEEK - BY OTHERS
DOOR FLANGE TVO BY VOOD SLIDING GLASS
L SHEATHING By OTHERS DOOR FRAME
CAULK BETVEEnnMH
HOOK STRIP a
SHEATHING
TT\ I \ SHIM SPACE
HOOKING GLASS ODOR iF, SHIM As aco•o. HOOK STRIP
i/L' MAIL (SEE NOTES)
t-I/8' HIM.
EMBEDMENT
SLIDING GLASS
DOOR FRAME
HEAD
TEMPERED
GLASS CTYP)
TEMPERED GLASS
TYP.)
PERIMETER
CAULK BY
OTHERS
tu.J 1S' i r'A:.I.T.'.), A '7 .'I.:. 1' -
DOOR
HEIGHT SECTION B-B
p vPERS
SLIDING GLASS
DOOR FRAME --I AH MHJ
SILL
EMBED -EN.'
1-1/4' MIN.
D
LIBERALLY APPLY7 T
CAULKING UNDER. SILL
O% SET S!LL IN BED — INSTALLAIi0N ANC -'OR
OF CONCZ_TE 31:5' DiA. !c:CON
S-C i lIJN A -A
F 2eo2
INSTALLATION ANCHOR
as SCREV
CAULK BETVEEN
DOOR FLANGE
L SHEATHING
SHEATHING
By OTHERS TEMPERED GtaSS —
STUCCO TYP.)
OR SIDING
BY OTHERS SLIDING GLASS DOOR
INTERLOCK
EXTERIOR ELEVATION
8 PANELL OCOR SMOVN
1-1/8' HIM
EMBEDMENT
SHEATHING
BY OTHERS
STUCCO OR SIDING
BY OTHERS
HOOK STRIP DETAIL
MCITES. 1) DOOR HATCRIAL, ALWIMD. ALLOT 6062.
Z) .9 O.STALtATIA. SCRSVS W$I BC Or SVFICIENT LENGTH TO AC.ICvE NINE CHZCDPCNT
CarI -I/B' INTO VOOD. T6PCOM IfPC INSTALLATION AMCPORS AT SILL MUST BE CY
VJFFICIEMT LEWIN TO ACHIEvt HIM CNBCDMCNT W 1-li.' INTO nAVWr W COCRETL
3 1 I -STALL ON ANCHOR CHARI OM BACK OF THIS SHCEI.
USE SIL ICONIZED ACRTLIC CAULK BEHIND DOOR KEFLAA7 MCAD L JAMS. S)
USE SILI[6RZED ACRrLIC CAUL[ FOR PCRIHCTCR SEAL ARCBs.O C.TCRIOR Car DOOR LI
IF CKACT DOOR SIZE IS POT LISTED IM AMCrdR CHART. USa ANCHOR OUANTIT, LISTED vITM MCAT LARGER
SIZt. FOR THE APPCO"I-TC DESIGN PRCSSUIE REDID. 7)
FOR POCKET DOO: SIZES USE CLOSEST BTPAST DOW SIZE L COWIGURATIO. TO FV4SMCD OPENING, PLACE
INSTALLA7ICF. MCNWS. IN fROMI Car POW. STRIP AS SH0 Bl
CLASS TMICKMCSS Pur VAR, PER RCOUIREMCNTS OF •S TH CI)OD GLASS CHAZTS. 91
OOOR .IT I: APPROvCO USING TCPpERED GLaT: IN TINGLE GLAZtO OR INT4Ai1N. CLASS. 1.
1 J.NB 1 SILL CORNERS ARE TO BE SEALED vITH A SMALL HINT SEAM SEALEFL IN
SHIN AS REO'0, AI EA. SET OF INSTALLATION AMC -MS. HAA. ALLOvABLE SHIN STAC. 10 BE 1/.'. 1E)
ALL INSTALLATION AM:HIPS WIT BE NAO[ Or CS3RROS10m RESISTANT HATEP1AL1. 1]
1 KRE — RCPREICN7S NOvLNG PANEL AND -0' REPRCSZ:.TS f1AED PANEL APPROv(0 CONIGVRATICNS
ARE A- LISTED 04 ANCHOR CHART ON SACK Of THIS SHEET. IR
1.1 TOT ALL COKIGATI6.T LISTED ABOVE ARE SHO . ON THIS 02Av1N11. NOvEvCR D.SIALL-IION SECTIONS •
A% '9-9' L NDEIK STRIP OETA:L APPLT TO INSTALLATION OF ALL APPROVED CDKIUff.
ATIOMS. IT)
FLIPIDA CA TRu DIPS 1000 SERIES SLIDING CLASS DOOR IS SNOvM THIS PRINT ALSO APPLIES TO am
SERIES AND S00 SERIES. REVI
DESCRIPTION I DATE I INI - L P I D A EXTRUDERS
INT.
INC. SANFORD FL. TITLE:
SLIDING GLASS DOOR INSTAL
LAT!ON WITH #C SCREWS DRAWN
BY: 23 1 APPROVED BY: i
ATE: !2117101 SCALE: NIT IDWC- 'LEz)Se7 S:O 1 or 4
00 F.V./eES,GRr-<
SILL (TYP.)
r :
I Y i? x I/E
TUBE MULLION
SEALAJNT EETVEEN
WINDOW FLANGLS-
L MULLION
SEALANT EETVEEN' a sae X 3/4 SELF
JINDOV FLANGES -
IaaO SY. TAPPING SMS
L rr LD;Is
HEAD (ITP.)
SEALANT EETVEEN
vINDDV FLANGES SECTION A—N. (1)
L MLLION
1000 F.J./DESIGNER
F. SILL (TYP.)
t €E X 3/4 SELF
TAFPiNG StiS 1 x 2 7/16 X 1/8
n _ t—lt)) I TUBE MULLICH
SEALANT EETVEEN
V!NDOV FLANGES-
L MULLION
X 3/4 SELF
1CuG S.H. TA?PIMG.SMS
HEAD <TYPJ
SEALANT, 5ETVErN S= TI iJt --A (J)1
VINDOV FLAvG_S
t ML"LI7N
ri^Gv^ F.V./.E:iLGNE,< SEALANT SETVEEM
Sti Su-1. (TYP., VTNCG'J r ANu S
1 e x 3/ t SELF L M.LLLION
APP1.':ti SMS
X c X i/e
I'I( / 1tUEL ruLLIUN
c / 3/4 S%
100:• P.I:DESIGNE.R
r SILL (TYP.)
SiS.F
TAPPING SMS
i x = x Sic
TUBE M-iLLI_\'
TYPICAL MULLION TO CONCRETE 0 JAMS
APPLIES TO J E WHE-RE X 4'
QL• 2- X 4- E MULUONS A.R: USED)
I CONCRETE OR MASONRY
BY Gii•fErtS \
I
I
1
CNF BY VCC^_/
Bucx Bi OTHERS
a
iq
T
3/:S' Lz
TAPCO`: S:i=V A`E_liCc ' T'rF.1
ELTERN.L MULLION
I;ISTALLAi[3N CLIP
CENTRAL11oAL FLOi\MA B. 0. A. T.
e X 3/4 SELF MANUFACTURER NAME:
00^. SY. ,TAPPING SMS
HAD (TYP.) t& A EX7RyDER
z
SECTiCtd A —A (21 MA.5g'1.11 #
r taaa P.V./oESIGaER
SILL (TYP.) I Q
ae X 3/4 SELF 10_0 P.V./DES!GNER
TAPPING SMS
I )( E 7/15 X 3/e SILL (TYP.)
TUBE M:JLLiC N 1 TAX 3:4 SELF
FPI:G SNS I .
LJ
I-- 1 1/4' M!N.
EM=tD ENT
SEALMT BETWEEN
yIN)0V -LANrE - L h.:LL!QN
de x 3/4 SELF
TAPPING SMS
HEAD (TYP.,
EC )N H—A. (41
F t000 F.:./DESIGNER
SILL (TYP.)
t /PZ'A /4 SELF
i A: F.NC SMS t X 4 X 3/8
2X 4X3/8
TUBE MVLLIGN
N._4L MN
g-rarl -1 A ,
t
i
a X -3/4 SZLc i ^/aii.•N
AF=:VG SMS
vEltE0 FROM cX7CnJGR
i INTERNATIONAL, INC
FLORIDA EXTRUDERS SANFORD. FLORIDA
TITLE: C. <• :10_Il % e7Q' _ !—pNr.- su_r
1
T n•i_ ,•iv ILL I:= : UNS
1 i AF?ROVED BY:
Sh —
I X c X 1/2 :000 S.Fi. 13GG
J4?'B LT S-K
TUBE *_LION .jAtj_ <TYFJ
E X !/2 SELF
TAFP;NG S!'.S
Njj Sl-,;L MT 6ci1.'ENINBCVrLAtGES
b MJ1I,t
ae X 1-!/? SELc'
TAPPING SMS
SECTION' A -A. 1'
r I X 2 7/16 X 1/6
TUBE MULLiGN
c -L l G S.tiLL1G
JAMB (TYPJ JAMS (TYP.:
X 1/2 SI/ TAFFLYC SMS
SEALANT EETLZcN
VENTILIV FLANGES
L NLLLIGI
1-1/2 SELF
TAPPINZ SMS
SECTION A —A (S;
t X 4 X I/E
TUBE M'JLL!QN
L . r .. ! 1.11
r
IX.2X2/E
TLB_ MULL!34
CE X !/2 S=_F
TX 1/ SMS SEALA.
rT' P-TVEEN FLANGES '
VVillrJi
KiiLLi-T: X G X 3/E k2
X 1-1/2 SELF TUBE ti )EJ Iu TAPPING
SMS, SECTION
A -A (2 ) I
X 2 7/16 X. WE lOGO L t 1 --
4TUBE MULLiCpN JAMB <TYPJ i
SNS
E '
X 1/2 SELF TAPPING
SMS kE
X !-!/2 : Si4LAVT
E--TVEEN TA, PING SNS viN^_
GJ :LArGES t
MJL.L!Ot4 kC
X I-!/2 SELF -- TAPPING
SMS i SECTION
A -A i 4 1X4X
VS 16
GRE
BY VOGD DETAH C. EUCK
EY 07;4ZRS BYAOTF?
FKSOV tiaSG;;R• Q\
EmBE
I
5 INSTALLATION
ANCHOR 3/16'-Gl TAPCON
SCREW ANCHV, (TYP.: EXTERNAL
MULLION j
INSTALL9TXiN GLIF ITYPICAL
MULLION TO CONCRETE 0 HEAD APPUES
TO 14EAO & SILL .WHERE I- X 4 Q
2' X 4' TUSE AIULUONS ARE USEC) DETAIL
I
INS
TALLATIO:: ANOLIF A6'
L•IA TAPCC3: - II
S, 77V AI.:.G7 :TYF.) ST.
LL GLIF Q
Q
EMEZZMENT. Ert.
ST Siv ET•CTFtc,ZS Li!
XII ILFrY PI AT> GR
4iG:TICyeL ANC GRS, VN_N RECUiRED) TUBE
MUD LIGNp LIP p
Ii ii - G
U All sm
eE %
1/2 SLLl I y cYi c ROm EXT=RI'JR ' INTERNATIONAL.
INC it
FLORIDA EXTRUDERS SANFORD. FLORIDA w
iJi_ j/ i %C FLA^ I_E SHE=? 1 OF 2 i
TITLE:- _
J
SAS• ?i iS trl_
LLN,,N kE
X 1/2 SELF TAPPING
S'"S GSEALkT
ETVEEN VINmV
FLANGES S
KJLLIIT SECTION
A —A (7) TA[
L C -- Y
i— -
Min'+" -Bcrc I ".G _ n• T jl_- -r 1 Ut ) c rl % rrn :
nRew-N F.`':"::. APPROVED BY:
MM I OAt>E MIANTI-DADE COUNTY. FLOR!\
METRO-DADE FLAGLER BUILD;
13UILDINC CODE COMPLIANCE OFF
MC'I'RO-DADC FLAGLER WILD
1.10 wlir VLAGLER STIM.Tr. sure:
MIAMI, FLORIDA 33130.'
PRODUCT CONTROL NOTICE OF ACCEPTANCE (305)375-2901 FAX (305)37s-:
Premdor Entry Systems c:<twrw r.Coct t.tcl:HstNr. st:c.-t
911 E. Jcferson, P.O. Box 76 (303)375-2317 VAN(3Os)37s.
Pittsburgh ,KS 66762 ccmrtt.c rout:roltrl:atr:Nrunt
303) 373.2966 I -AN (305) 375-
rttouuc: r coN•rnot. mvi!
305) 373-1901 I:A.N (305) 372•
Your application for Notice of Acceptance (NOA) of.
Etttergy 6-8 S-W/E Inswing Glazed Double w/sidelites Residential Steal Door
under Chapter 8 of the Code of Miatni-Dade County governing the use of Alternate Materials and Types
Construction, and completely described herein, has been recommended for acceptance by the Miami -Da
County Building Code Compliance Office (BCCO) under *tile conditions specified herein.
This NOA shall not be valid after the expiration' date stated below. BCCO reserves the right to secure
product or material at any time from a jobsite or manufacturer's plant for quality control testing. if
product or material fails to perform in the approved manner, BCCO may revoke. modify, or suspend
use of such product or material immediately. BCCO reserves the right to revoke this approval, if i
determined by BCCO that this product or material fails to meet the requirements of the South Floi
Buildi.n- Code.
The expense of such testing will be incurred by the manufacturer.
ACCEPTANCE NO.: 01-0314.2;
E\PIRES: 04/02/2006 Raw tcoangucz
Chief Product Control Division
THIS IS THE COVERSHE_ ET, SEE ADDITIONAL PAGES FOR SPECIFIC AND GENER,\L
CONDITIONS
BUILDING CODE &C PRODUCT REVIEW CONIN(ITTEE
This application for Product Approval has been reviewed by the BCCO and approved by the Build
Code and Product Review Committee to be used in Miami -Dade County, Florida under the conditions
forth above.
1 l' P RO VE D: 06/05/200 i
X_r_ 4-"
Frincisco J. Quintana, R.A.
Director
Miami -Dade County
Building Code' Compliance 01'lic
d
Premdor Entry Systems ACCEPTANCE No.: 01-0314.25
APPROVED : JUN 0 5 2001
EXPIRES April 02, 2006
NOTICE OF ACCEPTANCE- SPL'CIFiC CONDITIONS
1. SCOPE
1.1 This renews the Notice of Acceptance No. 00-0321.27 which was issued on April 28, 2000
approves a residential insulatcd door, as described in Section 2 of this Notice of Accept
designed to comply- with. the South Florida Building Code (SFBC), 1994 Edition for Miami-[
County, for.the locations where the pressure requirements, as determined by SFBC Chapter 2:
not exceed the Design Pressure Rating values indicated in the approved drawings.
2. PRODUCT DESCRIPTION
2.1 The Series Entergy 6-8 S-!V/E Iusivinb Glazed Double Residential Insulated Steel Doors
Sidelites- and its components shall. be constructed in strict compliance with the folio%
documents: Drawing No 31-1028-EW-I, Sheets 1 through 6 of 6, titled "Prcmdor (Entcrgy Br
Double Door with Sidelites in Wood Frames with Bumper Threshold (Inswing)," prepare(
manufacturer, dated 7/29/97 with revision C dated 01/1l/00, bearing the Miami -Dade Co Product
Control approval stamp with the Notice of Acceptance number and approval date by Miami -Dade County Product Control Division. These documents shall hereinafter be referred t the
approved drawings. 3.
LIMITATIONS 3.
1 This approval applies to single unit applications of pair of doors and single door only, as shown i approved
drawings. Single door units shall include all components described in the active leaf o this
approval. 3.
2 Unit shall be installed only at locations protected by a canopy or overliang'such that (lie ang!e between
the edge of canopy or overhang to sill is'less than 45 degrees. Unless unit is installed.ir non -
habitable areas where the unit and the area arc designed to accept water infiltration. 4.
INSTALLATION 4.
1 The residential insulated steel door and its components shall be installed in strict compliance wit the
approved drawings. 4.
2 Hurricane protection system (sliut(ers): the installation of this unit will require a hum, pi*
otcction system. S.
LABELING 5.
1 Each unit shall bear a permanent label with (lie manufacturer's name or logo, city, state and following
statcnicni: "Miami -Dade County Product Control Approved": 6.
BUILDING PERMIT.REQUIRMNIENTS 6.
1 Application for building permit shall be accompanied by copies of the following: 6.
1.1 This Notice of Acceptance 6.
1.2 Duplicate copies ofthc approved drawings, as identified in Section 2 of this Notice of Acceptance,
clearly marked to show the components selected for the proposed installatio 6.
1._3 Any other documents required by the Building Oniteial or the South Florida Building Co. SFBC)
in order to properly evaluate (lie install ion of this system. Mane
I Pcrcz, P.E. Product Co C Exan; Product
Control Division
Premdor Entry Systems ACCEPTANCE No.: 01-0314.25
APPROVED JUN 05 2001
EXPIRES April 02, 2006
NOTICE OF ACCEPTANCE: STANDARD CONDITIONS
1. Renewal of this Acceptance (approval) shall be considered after a renewal application has been fi
and the original submitted documentation, including test supporting data, engineering documents.
are no older than eight (8) years.
2. Any and all approved products shall be permanently labeled with the manufacturer's name, city,
state, and the following statement: "Miami -Dade County Product Control Approved", or as
Specifically stated in the specific conditions of this Acceptance.
3. Renewals of Acceptance will not be considered if:
a. There has been a change in the South Florida Building Code affecting the evaluation of
product and the product is not in compliance with the code changes.
b. The product is no longer the same product (identical) as the one originally approved.
c. If the Acceptance holder has not complied with all the requirements of this acceptar
including the correct installation of the product.
d. The engineer who originally prepared, signed and sealed the required documentation initi:
submitted, is no longer practicing the engineering profession.
4. Any revision or change in the materials, use, and/or manufacture of the proddct or process shall
automatically because for temlinntion of this Acceptance, unless prior written approval has been
requested (through the filing of a revision application with appropriate fcc) and granted by this
office.
5. Any of the following shall also be grounds for removal of this Acceptance:
a. Unsatisfactory performance of this product or process.
b. - Misuse of this 'Acceptance as an endorsement of any product, for sales, advertising or
other purposes.
6. The Notice of Acceptance number preceded by the words Miami -Dade County, Florida, and
followed by the expiration date nlay be displaycd in advertising literature. if any portion of the
Notice of Acceptance is displaycd, then it shall be done in its entirety.
7. A copy of this Acceptance as well as approved drawings and other documents, where it applies,
shall be provided to the user by the manufacturer or its distributors and shall be available for
inspection at the job site at all tine. The engineer needs not reseal the copies.
S. Failure to comply with any section of this Acceptance shall be cause for termination and removal
Acceptance.
9. This Notice of Acceptance consists of pages 1, 2 and this last page 3.
END OFTHIS ACCEP''At E
ManueYPcrcz, P.C.; Product Con tr xam
Produ 'ntrol Division 6
Glazed Units
COP-WL-MA0100-02
FIBERGLASS DOORS
6'8" Height — Inswing
Arrangementt.f
2'0"
2'6"
X 2'8"
2'l0"
3'0"
3'6"
COP-WL-MA0141-02
t
02-0419.08
Application Filed)
DP Raling
52.0 NO
Not Listed Not Listed
XO, OX. OXO
i
1
I
2'8" + 1'0"
t
COP-WL-MA0143-02
t.t t
02-0419.08
Application Flied) 52.0 NO
2'8" + 1'2"
2'10" + 1'0"
2'10" + 1'2"
TO" + 1'D"
3'0" + 17"
17 + 2'8" + 1'0"
COP-WL-MA0144-02
02-0419.08
Application Filed) 52.0 NO
17 + 2'10" + IV
1'2- + 2'8" + 17'
l'0" + 2'8" + 1'0"
1'G' - 3'0" + 1'0"
17' + 2'10" + 1'2"
IT" + 3'0" + 1'2"
2'6" + 2'6" + 2'6"
2'8" + 2'8' + 2'8"
2' l 0" + 2' 10' + 2' l 0"
37 + 3'0" + 3'0"
XX. OXXO
2'8" + 2'8"
COP-WL-MA0142-02
02-0419.08
Application Filed) 52.0 NO
t
2'8" + 2'8"
2'1C" + 2'10-
3'0" + 3'0"
2'6" + 2'8" + 2'6" + 2'6"
COP-WL-MA0145-02
02-0419.08
Application Filed) 52.0 NO
2'8" + 2'8" + 2'8" + 2'8'
2'10" + 2'l0" + 2'l0" + 2'10'
3'0" + 3'0" + TO" + 3'0'
Notes:
1. Door arrangements using fewer panels than what is shown in the above chart also comply under the product approvals shown.
2. Assembly details are available from the Masonite International website (www.masonite.com) or from the technical center.
3. Installation instructions are available from the Masonite International website (w.vw'.masonite.com) or from the technical center.
4. Actual design pressure requirement for a specific building design 8 geographic location is determined by ASCE 7 (Minimum design loads for
buildings and other structures). National, sate or local bui?ding codes specify the edition required.
5. Masonite International structural, cyclic, air, water, forced entry/or Impact testing Is done In accordance with Miami -Dade 8CC0 protocol PA201.
P.202&P.:K3.
0
Oakc aff AR EW
t•Itre..kGt.Att I.KrptY ItCrnni r.e..r.,..... ra.Ip,"4rrfher
a e
Ap. t:9. toot "
n O.•••rI oe-.r
tlar r:oaaao.- tnupam of p. X n of alo-anxm mpin 10".6 Baas• action Ina a•oaucf Masonite international Corporation
acts) ;Woicn 10 thMa[ WOO Amice.
COP-WL-MA0100.02
FIBERGLASS DOORS
Glazed Units 6'8" Height — Outswing
1
X
27
COP-WL-MA0161-02
02-0418.03
Application Filed) 55.0 NO
2'6"
2'8"
2'10"
TO".
3'6" Not Usted Not Listed
Arrangement-
1
t
X0, OX. OXO
I
t (
Alulliples (wid1h) Masonite International
COP-WL-MA0163.02
bliami-Dade OCCO
02-0418.03
Application Filed)
DP Rating
55.0
Impact Rated.
NO
2'8" . 1'2"
t 2 1010' + 17
I 2'10" + 1'2"
3'G" - 1'0"
3'0" + 1'2"
IT + 2'8" + 17
COP-WL-MA0164-02
02-0418.03
Applicition Filed) 55.0 NO
I
1'0" + 2'10" + 1'0"
IT + 2'8" + 1'2"
l'0"+2'8"+IV'
1'0" + TO" + 1'0"
1'2" + 210" + 1'2"
1'2" + TO" + 1'2"
2'6" , 2,6- : 2,6"
2'8' + 2T + 2'8"
t' 1 G" + f't 0" + 2' 1 G" )
3'0" + 3'0" + 3'0"
XX, OXXO
2'8" + 2'8"
COP-WL-MA0162-02
02-0418.03
Application Filed) 55.0 NO
2'8" + 2'8"
2'10" + 2'10"
3'0" + 3'0"
TV + 2'8" + 2'6" + 2'6
COP-WL-MA0165-02
02-0418.03
Application Filed) 55.0
1
NO
2'8" + 2'8" + 2'8" + 2'8"
2'l0" + 2'10' + 2'10" + 2'l0"
3'0" + 3'0" + 3'0" + 3'0"
t
otes:
1. Dccr a, rangements using fewer panels than win! is showri in the above chart also comply under the product approvals shown.
2. Assembly details are available from the Masonite International website (www.masonite.com) or from the technical center.
3. Installation instructions are available from the Masonite International website (www.masonite.com) or from the technical center.
4. Actual design pressure requirement for a specific building design & geographic location is determined by ASCE 7 (Minimum design loads for
buildings and other structures). National, state or local building codes specify the edition required.
5. Masonite International structural, cyclic, air, water, forced entry/or impact testing Is done in accordance with Miami -Dade BCCO protocol PA201.
PA202 81 PA203.
Oaky raft Aft ,
1:.
101-AZ, Al l h.'1'AY 1100R.% W.,.4-rN Nrt4 •.4h O.:..
1,1 l7. tart:
Om ccw,w.b wavam of o,oew :+arwaunC makes UgCiuca;0M. Cation ana anlua Masonite International C o r p o r a t i o r-
En:e ;d:i:a ro Wv,os .,eno,a rCnee.
Glazed Units
COP-WL-MA0100-02 'I
FIBERGLASS DOORS
8'0" Height — Inswing
t t(width)r
2'0"
2'67
X 2'e"
2'10" —
i
3'0"
3'6'
r
COP-WL-MA0146-02
r.t
02-0423.01
Application Filed)
I• t
40.0
t, t
NO
Not listed Not Listed
Arrangement
KG. OX, CXO
t fih)
2'8" + 1'0"
111asonife Internationalt.t•
COP-WL-MA0148-02
OCCO
02-0423.01
Application Filed)
OP Rating
40.0
Impact
NO
2'8' + 17'
2'10" + 1'0"
2'10" + 17
3'0- + 1-0-
I 37 + 1'2"
2'8" + 1'0"
COP-WL-MA0149-02
02-0423.01
Application Filed) 40.0 NO
I
0" - 2' 10'• + IT —
1'2' + 2'8" + 17
1'0" + 2'8' + 1'O"
17 + 3'0" + 1'0"
1'2" + 2'10" + 1'2"
17' + TO" + 17
2'6" + 2'6" + 2'6"
2'8" + 2'8" + 2'8"
2'10" + 2'10" + 2' 1 T
I
XX, OXXO
2'8" + 2'8"
COP-WL-MA0147-02
02-0423.01
Application Filed) 40.0 NO
2'6" + 2.8"
2'10" + 2'10'
3'0" + TO"
2'6" + 2'8' + 2'6" + 2'6'
COP-WL-MAO150-02
02-0423.01
Application Filed) 40.0 NO
2'8" + 2'8" + 2'8" + 2'8"
2'10" + 210" + 2'10" + 2'10"
37 + 3'0" + TO" + 37
Notes:
1. Door arrangements using fewer panels than what is shown in the above chart also comply under the product approvals shown.
2. Assembly details are available from. the Masonite International website (www.masonite.com) or from the technical center.
s. InsW'3tion instreclio ,s are available from the tasonite International website (www.masonite.com) or from the technical center.
AcWa: design pressure requi; emeni for a spacilic cuilding design 6 geographic location Is determined by ASCE 7 (Minimum design loads for
buhdings and other structures). National, state or local euilaing codes specify the edition required.
5. Masonite International structural, cyclic, air, water, forced entry/or Impact testing is done In accordance with Miami -Dade BCCO protocol PA201,
PA202 8 PA203.
Oakcraff ART EK"
tnf. tf (:1.A{S /iNThY `n(I(lttt Nf.Irrr,Ihr(nu (.D..r.
f JJ 2). roan
r a( (vt-"x nc; :n of moG.,n irt:p,o(e,n(m :n+tes sp(:ig;::4rs. tt$*V
MfGII
n//.i. '
V VI/
O
Masonite International Corporation
Glazed Units
FIBERGLASS DOORS
8'0" Height — Outswing
1Singles1
2'0"
2'6"
X 2'8"
2'10"
3'0"
TV
1 1 r.l' I
02-0423.03
COP-WL-MA0166-02 (Application Filed)
I• Rating
47.0
1. WWI
NO
Not Listed Not Listed
IMultiples1
X0.OX, OXO
2'8" + 1'0"
masoniteinternationalMiami-DadeI•
COP-WL-MA0168-02
02-0423.03
Application Filed)
Rating
47.0
Impact1
NO
2'8" + 17
2'10" + 1'0"
2'10" + 1'2"
3'0" + 1'0"
37 + 1'2"
1'0" + 21" + 1'0"
COP-WL-MA0169-02
02-0423.03
Application Fled) 47.0 NO
1'0" + 210" + 1'0"
1'2" + 2'8" + 17
1'D" + 21" + 1'0"
17 + 3'0" + 1'D"
17 + 2'10" + 17
1'2" + 3'0" + 1'2"
2'6" + 2'6" + 2'6"
2'8" + 2'8" + 2'8"
2'10" + 2'10" + 2'10"
37 + TO" + 37
XX, OXXO
2'8" + 2'8"
COP-WL-MA0167-02
02-0423.03
Application Fled) 47.0 NO
2'8" + 2'8"
2'10" + 210"
TO" + 37
2'6" + 2'8" + 2'6" + 2'6"
COP-WL-MA0170-02
02-0423.03
Application Filed) 47.0 NO
2'8" + 2'8" + 2'8" + 2'8"
2'10" + 2'10" + 2'10" + 2'10"
3'0" + TO" + 3'0" + 3'0"
Notes:
1. Door arrangements using fewer panels than what is shown in the above chart also comply under the product approvals shown.
2. Assembly details are available from the Masonite International website (www.masonite.com) or from the technical center.
3. Installation instructions are available from the Masonite International website (www.masonite.com) or from the technical center.
4. Actual design pressure requirement for a specific building design 6 geographic location is determined by ASCE 7 (Minimum design loads for
buildings and other structures). National, state or local building codes specify the edition required.
S. Masonite International structural, cyclic, air, water, forced entry/or impact testing is done in accordance with Miami -Dade BCCO protocol PA201,
PA202 8 PA203.
0
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29. .......
OWCOM Wt
Masonite
International Corporation Oworo+wi.p prop.am a yae.ln :nwa.emem macs soe6ucxcm. asgn and pm"
Opaque Units
FIBERGLASS DOORS
6'8" Height — Inswing
Arrangement
X
Singles (vjidth)
2'0"
I, ,MI. Ell' r
COP-WL-MA0101-02 01-1031.01
I• ,
76.0 NO
2'6"
2'8"
2'10"
3'0"
3 6" Not Listed Not Listed
X0, OX, OXO
MultiplesArrangement ,
2'8" + 1'0"
Imelt
COP-WL-MA0103-02
M.1111 r
02-0109.10
Application Fled)
I• ,
55.0
1 ,
NO
2'8" + 1'2"
2'10" + 1'0"
2'10" + 1'2"
37 + 17
TO" + 1'2"
17 + 2'8" + 17
COP-WL-MA0104-02
02-0109.10
Application Filed) 55.0 NO
17 + 2'10" + 17
17 + 2'8" + 11"
17 + 2'8" + 1'0"
1'0" + 3'0" + 1'0"
17 + 2'10" + 17
1'2" + 3'0" + 17
2'6" + 2'6" + 2'6"
2'8" + 2'8" + 2'8"
2'10" + 2'10" + 2'10"
3'0" + 3'0" + 3'0"
XX, OXXO
2'8" + 2'8" .
COP-WL-MA0102-02
02-0109.10
Application Filed) 55.0 NO
2'8" + 2'8"
2'10" + 2'10"
3'0" + 37
2'6" + 2'8" + 2'6" + 2'6"
COP-WL-MA0105-02
02-0109.10
Application Filed) 55.0 NO
2'8" + 2'8" + 2'8" + 2'8"
2'10" + 2'10" + 2'10" + 2'10"
3'0" + 37 + 3'0" + 3'0"
Notes:
1. Door arrangements using fewer panels than what is shown in the above chart also comply under the product approvals shown.
2. Assembly details are available from the Masonite International website (www.masonite.com) or from the technical center.
3. Installation instructions are available from the Masonite International website (www.masonite.com) or from the technical center.
4. Actual design pressure requirement for a specific building design 8 geographic location is determined by ASCE 7 (Minimum design loads for
buildings and other structures). National, state or local building codes specify the edition required.
5. Masonite International structural, cyclic, air, water, forced entry/or impact testing is done in accordance with Miami -Dade BCCO protocol PA201,
PA202 & PA203.
Oak raft AR 0 EW
F'IMe:MO1.A55 M.N,'NY`I)OONS G•— t—Owe
C.' lLJ"1 VI. n n
Ape 29. 2002 ...
Ow•1 .. O""•.
Otn Coat_" 01"13m CI orodun rttpro.el 1 mats speCiGeatons• dngn And d.od"el Masonite I n t e r n a t i o n a 1 C o r p o r a t i o n
a', want to C—ne .awt .0ce
Opaque Units
COP•WL-MA0100-02
FIBERGLASS DOORS
6'8" Height — Outswing
Evim.PROTMI1
X
2'0"
1
COP-WL-MA0121-02
t. 1••
01-1031.02 76.0
1. 1
NO
2'6"
2'8"
2'10"
3'0"
TV Not Listed Not Listed
Arrangement,
X0, OX, OXO
2'8" + 1'0"
COP-WL-MA0123-02
1.1• l
02-0109.09
Application Fled) 55.0
urigj
NO
2'8" + 17
2'10" + 1'0"
2'10" + 1'2"
3'0" + 1'0"
3'0" + 1'2"
IV + 2'8" + 1'0"
COP-WL-MA0124-02
02-0109.09
Application Fled) 55.0 NO
17 + 2'10" + 1'0"
IT" + 2'8" + 1'2"
1'0" + 2'8" + 1'0"
I V + 3'0" + 1'0"
1'2" + 2'10" + 1'2"
17 + 3'0" + 17
2'6" + 2'6" + 2'6"
2'8" + 2'8" + 2'8"
2'10" + 2'10" + 2'10"
37 + 3'0" + 37
XX, OXXO
2'8" + 2'8"
COP-WL-MA0122-02
02-0109.09
Application Fled) 55.0 NO
2'8" + 2'8"
2'10" + 2'10"
3'0" + 3'0"
2'6" + 2'8" + 2'6" + 2'6"
COP-WL-MA0125-02
02-0109.09
Application Filed) 55.0 NO
2'8" + 2'8" + 2'8" + 2'8"
2'10" + 2'10" + 210" + 2'10"
3'0" + 3'0' + 3'0" + 37
Notes:
1. Door arrangements using fewer panels than what is shown in the above chart also comply under the product approvals shown.
2. Assembly details are available from the Masonite International website (www.masonite.com) or from the technical center.
3. Installation instructions are available from the Masonite International website (www.masonite.com) or from the technical center.
4. Actual design pressure requirement for a specific building design & geographic location is determined by ASCE 7 (Minimum design loads for
buildings and other structures). National, state or local building codes specify the edition required.
5. Masonite International structural, cyclic, air, water, forced entry/or impact testing is done in accordance with Miami -Dade BCCO protocol PA201,
PA202 & PA203.
0
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FI MI:MGI.Aii M.NTRY•DOOM[
be 29.2002 Masonite International Corporation
Om oMm,0O , gOm of M00W imor*Mngm mak" sWdiCaOM. OK9M and oto0uC1
a" U;Qjeel to Cnaw -itoom notice.
Opaque Units
FIBERGLASS DOORS
8'0" Height — Inswing
1'SinglesI
X
2'0-
RUTR 1
COP-WL-MA0106-02
r.l r
02-0109.08
Application Filed)
1 ,. 1
70.0 NO
2'6"
2'8"
2'10"
3'0"
3'6"' Not Listed Not Listed
Arrangement(width)
X0, OX, OXO
2'8" + 17
MasoniteInternational
COP-WL-MA0108-02
Miami -Dade
02-0109.08
Application Fled)
1
55.0
11
NO
2'8" + 1'2"
2'10" + 1'0"
2'10" + 1'2"
37 + 17
37 + 1'2"
17 + 2'8" + 1'0"
COP-WL-MA0109-02
02-0109.08
Application Fled) 55.0 NO
1'0" + 210" + 1'0"
1'2" + 2'8" + 1'2"
1'0" + 2'8" + 1'0"
17 + 37 + 'IT
17 + 2'10" + 17
1 2" + 3'0" + 1'2"
2'6" + 2'6" + 2'6"
2'8" + 2'8" + 2'8"
2'10" + 2'10" + 2'10"
3'0" + 3'0" + 3'0"
XX, OXXO
2'8" + 2'8"
COP-WL-MA0107-02
02-0109.08
Application Fled) 55.0 NO
2'8" + 2'8"
2'10" + 2'10"
3'0" + TO"
2'6" + 2'8" + 2'6" + 2'6"
COP-WL-MA0110-02
02-0109.08
Application Filed) 55.0 NO
2'8" + 2'8" + 2'8" + 2'8"
2'10" + 2'10" + 2'10' + 2'10"
3'0" + 37 + 3'0" + TO"
Notes:
1. Door arrangements using fewer panels than what is shown in the above chart also comply under the product approvals shown.
2. Assembly details are available from the Masonite International website (www.masonite.com) or from the technical center.
3. Installation instructions are available from the Masonite International website (www.masonite.com) or from the technical center.
4. Actual design pressure requirement for a specific building design 81 geographic location is determined by ASCE 7 (Minimum design loads for
buildings and other structures). National, state or local building codes specify the edition required.
5. Masonite International structural, cyclic, air, water, forced entry/or impact testing is done in accordance with Miami -Dade BCCO protocol PA201.
PA202 8 PA203.
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Opaque Units
COP-WL-MA0100-02
FIBERGLASS DOORS
8'0" Height — Outswing
1'Singles,
X
2'0"
Pasonite,
COP-WL-MA0126-02
t., I
02-0109.07
Application Filed)
I• ,
70.0 NO
2.6"
2'8"
2'10"
3'0"
TV Not Listed Not listed
ildrllhll=
X0, OX. OXO
Multiples1filasonile1
2'8" + 17
COP-WL-MA0128-02
I . , • I
02-0109.07
Application Fled)
BP Raling
55.0
ImpactRated
NO
2'8' + 17
2'10" + 1'0"
2'10" + 1'2"
37 + 1'0"
37 + 1'2"
1'0" + 2'8" + 1'D"
COP-WL-MA0129-02
02-0109.07
Application Filed) 55.0 NO
17 + 210" + IV
1'2" + 2'8" + 1.2"
IT + 2'8" + 1'D"
1'D" + TO" + 1'0"
1'2" + 2'10" + 17
1'2" + 3'0" + 1'2"
2'6" + 2'6" + 2'6"
2'8" + 2'8" + 2'8"
210" + 2'10" + 2'10"
3'0" + 37 + 3'0"
XX, OXXO
2'8" + 2'8"
COP-WL-MA0127-02
02-0109.07
Application Filed) 55.0 NO
2'8" + 2'8"
2'10" + 2'10"
3'0" + 3'0"
2'6" + 2'8" + 2'6" + 2'6"
COP-WL-MA0130-02
02-0109.07
Application Filed) 55.0 NO
2'8" + 2'8" + 2'8" + 2'8"
2'10" + 2'10" + 2'10" + 2'10"
3'0" + TO" + 37 + 3'0"
Notes:
1. Door arrangements using fewer panels than what is shown in the above chart also comply under the product approvals shown.
2. Assembly details are available from the Masonite International website (www.masonite.com) or from the technical center.
3. Installation instructions are available from the Masonite International website (www.masonile.com) or from the technical center.
4. Actual design pressure requirement for a specific building design & geographic location is determined by ASCE 7 (Minimum design loads for
buildings and other structures). National, state or local building codes specify the edition required.
5. Masonite International structural, cyclic, air, water, forced entry/or impact testing is done in accordance with Miami -Dade 8CCO protocol PA201,
PA202 & PA203.
n
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Masonite International Corporation
deua subrml to (Node M?q A notiee.
X
Unit
Mf
6'
TYP.
6'8" UNIT 8'0" UNIT
13-15/16' 17.1/8'
MAXIMUM
ON CENTER TYP.
CountMinimumFastener
6 per vertical framing member
2 per horizontal framing member
Hinge and strike plates require two
2-1/2" long screws per location.
Rough Opening 1
Width of door unit plus 1/2"
Height of door unit plus 1/4"
r
SINGLE DOOR
Latching Hardware:
Compliance requires that GRADE 3 or better (ANSI/BHMA A156.2) cylindrical and deadlock hardware be installed.
UNITS COVERED BY COP DOCUMENT 3146 or 3166
Compliance requires that 8" GRADE 1 (ANSI/BHMA A156.16) surface bolts be installed on latch side o1 active door panel — (1) at top
and (1) at bottom.
Notes:
1. Anchor calculations have been carried out with the lowest (least) fastener rating from the different fasteners being considered for use. Fasteners
analyzed for this unit include 18 and 110 wood screws or 3/16" Tapcons.
2. The wood screw single shear design values come from Table 11.3A of ANSI/AF & PA NOS for southern pine lumber with a side member thickness of
1-1/4" and achievement of minimum embedment. The 3/16" Tapcon single shear design values come from the ITW and ELCO Dade Country
approvals respectively, each with minimum 1-1/4" embedment.
3. Wood bucks by others, must be anchored properly to transfer loads to the structure.
0
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ocw sno woow oN• tuotect to cNnae Moot notice.
XO or OX
Unit
t t t r .t r t
MID-WL-MA0003-02
SINGLE DOOR WITH 1 SIDELITE
2
UNIT 8'0" UNIT
15/16' 17.1/8'
MAXIMUM
ON CENTER TYP.
Minimum Fastener Count
6 per vertical framing member
7 per horizontal framing member
Hinge and strike plates require two
2-1/2" long screws per location.
Rough Opening • 1
Width of door unit plus 1/2"
Height of door unit plus 1/4"
Latching Hardware:
Compliance requires that GRADE 3 or better (ANSUBHMA A156.2) cylindrical and deadlock hardware be installed.
Notes:
1. Anchor calculations have been carried out with the lowest (least) fastener rating from the different fasteners being considered for use. Fasteners
analyzed for this unit include 18 and #10 wood screws or W16"'Tapcons.
2. The wood screw single shear design values come from Table 11.3A of ANSI/AF 8 PA NOS for southern pine lumber with a side member thickness of
1-1/4" and achievement of minimum embedment. The 3/16" Tapcon single shear design values come from the ITW and ELCO Dade Country
approvals respectively, each with minimum 1-1/4" embedment.
3. Wood bucks by others, must be anchored property to transfer loads to the structure. U
Aprd29 2M2 Masonite tntetnational Corporation
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Ox0
Unit
SINGLE DOOR WITH 2 SIDELITES
6-
TYR
6'8' UNIT 8'0' UNIT
13-15/16' 17-1/8'
MAXIMUM
ON CENTER TYP.
minimum Fastener Count
6 per vertical framing member
11 per horizontal framing member
Hinge and strike plates require two
2-1/2" long screws per location.
Width of door unit plus 1/2"
Height of door unit plus 1/4"
I f f f f f f f f f f
Latching Hardware:
Compliance requires that GRADE 3 or better (ANSUBHMA At 56.2) cylindrical and deadlock hardware be installed.
Notes:
1. Anchor calculations have been carried out with the lowest (least) fastener rating from the different fasteners being considered for use. Fasteners
analyzed for this unit include 18 and 110 wood screws or 3/16" Tapcons.
2. The wood screw single shear design values come from Table 11.3A of ANSI/AF 8 PA NOS for southern pine lumber with a side member thickness of
1-1/4" and achievement of minimum embedment. The 3/16" Tapcon single shear design values come from the ITW and ELCO Dade Country
approvals respectively, each with minimum 1-1/4" embedment.
3. Wood bucks by others, must be anchored properly to transfer loads to the structure.
0
Apia 29.2002 Masonite International Corporation
W Corv'-V Y W /•n •1 W0..:. :i•'l+(n•t•d nW Ct tUKA•.y Vn'.
0119• AN W.U.CI doid song 110 -"w .4hw (IWt .
oxxo MID-WL-MA0005-02Unit
DOUBLE DOOR WITH 2 SIDELITES
b
CL TyR
TYP.
1 I l ! 1
r
TYR TYP.
TYF
I II 11 1 IIIfII I I( I (
6'8'
13-
I f f f f r f f r r
CountMinimumFastener
6 per vertical framing member
16 per horizontal framing member
Hinge and strike plates require Iwo
2-1/2" long screws per location.
UNIT 8'0' UNIT
5/16' 17-1/8'
MAXIMUM
ON CENTER TYP.
Rough Opening (RO
Width of door unit plus 1/2"
Height of door unit plus 1/4"
Latching Hardware:
Compliance requires that GRADE 3 or better (ANSUBHMA A156.2) cylindrical and deadlock hardware be installed.
UNITS COVERED BY COP DOCUMENT 3147 or 3167
Compliance requires that 8" GRADE 1 (ANSI/BHMA A156.16) surface bolts be installed on latch side of active door panel — (1) at top
and (1) at bottom.
Notes:
1. Anchor calculations have been carried out with the lowest (least) fastener rating from the different fasteners being considered for use. Fasteners
analyzed for this unit include Y8 and f 10 wood screws or 3/16" Tapcons.
2. The wood screw single shear design values come from Table 11.3A of ANSI/AF & PA NOS for southern pine lumber with a side member thickness of
1-114" and achievement of minimum embedment. The 3/16" Tapcon single shear design values come from the ITW and ELCO Dade Country
approvals respectively, each with minimum 1-1/4" embedment.
3. Wood bucks by others, must be anchored properly to transfer loads to the structure.
0
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XX
Glazed Inswing Unit
APPROVED ARRANGEMENT:
Fah y ..
Mi
Oil
Double Door
Maximum unit size. 6.0' x 6'8'
COP-WL-MA0142-02
FIBERGLASS DOORS
Note.
Units of other sizes are covered by this
report as long as the panels used do not
exceed 3'0" x 6'8". r
Design Pressure
52.0/-52.0
Umited water unless special threshold design Is used.
Large Missile Impact Resistance
Hurricane protective system (shutters) is REQUIRED.
Actual design pressure and impact resistant requirements for a specific building design and geographic location is determined by ASCE 7ilalional,
state or local building codes speciy, the edition required.
MINIMUM ASSEMBLY DETAIL:
Compliance requires that minimum assembly details have been followed — see MAD-WL-MA0002-02 and
MAD-WL-MA0041-02.
MINIMUM INSTALLATION DETAIL:
Compliance requires that minimum installation details have been followed — see MID-WL-MA0002-02.
APPROVED DOOR STYLES:
1/4 GLASS:
00 as 00
00 00 D0 00
100 series M. 135 Series 136 Series 822 Series
1/2 GLASS:
0 UU 0
00 00 00 00 00 00
105 Series 106. 160 Series* 129 Series' 12 RA.. 23 RA- 2e RA. 107 Series' 108 Series 304 Series
Series'
This gtass kit may also be used In the lollowing door style: Eyebrow 5-Panel with scroll
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ow com( '"p pOparn at 0,00W ^+Yo+e"IMI math SpMd.WO.S. anion and M&O
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XX
Glazed Inswing Unit
FIBERGLASS DOORS
APPROVED DOOR STYLES:
3/4 GLASS: FULL GLASS:
00 00 4i i
404 Series 410 Series 109 Series 114. 120, 122 152 Series 149 Series 300 Series
Series
CERTIFIED TEST REPORTS:
CTLA-805W-2
Certifying Engineer and License Number: Ramesh Patel, REJ20224
Unit Tested in Accordance with Miami -Dade BCCO PA202.
Door panels constructed from 0.075" minimum thick fiberglass skins. Both stiles constructed of 1-5/8"
laminated lumber. Top end rails constructed of 31/32" wood. Bottom end rails constructed of 31/32"
wood composite. Interior cavity of slab filled with rigid polyurethane foam core. Slab glazed with insulated
glass mounted in a rigid plastic lip lite surround.
Frame constructed of wood with an extruded aluminum threshold.
PRODUCT COMPLIANCE LABELING:
TESTED IN
ACCORDANCE WITH
MIAMI-DADE BCCO PA202
COMPANY NAME
CITY, STATE
To the best of my knowledge and ability the above side -hinged
exterior door unit conforms to the requirements of the 2001 Florida
Building Code, Chapter 17 (Structural Tests and Inspections).
IState of Florida, Professional Engineer
Kurt Balthazor, P.E. — License Number 56533
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April 29. 2002 Masonite International Corporation
011e [Omelll n oropnm of otopo[1 mplo nt nukes fpailKJlimn. pes9n kite 0(oOo[1
oeud uOtto to [funpe .OIIdO "..
XO or OX '' ' '
Glazed Inswing Unit
APPROVED ARRANGEMENT:
FIBERGLASS DOORS `
Note:
Units of other sizes are covered by this
report as long as the panels used do not
exceed 3'0" x 6'8".
Single Door with 1 Sidelite
Maximum unit size • 6'0' x 61'
Design Pressure
52.0/-52.0
Limited water unless special threshold design is used.
Large Missile Impact Resistance
Hurricane protective system (shutters) is REQUIRED.
Actual design pressure and impact resistant requirements for a specific building design and geographic location is determined by ASCE 7-national.
state or local building codes specify dle edition required.
MINIMUM ASSEMBLY DETAIL:
Compliance requires that minimum assembly details have been followed — see MAD-WL-MA0003-02 or
MAD-WL-MA0006-02 and MAD-WL-MA0041-02.
MINIMUM INSTALLATION DETAIL:
Compliance requires that minimum installation details have been followed — see MID-WL-MA0003-02.
APPROVED DOOR STYLES:
1/4 GLASS:
00 0a `® 00
00 00 00 00
100 Series 03. 05 Series 136 Series 822 Series
1/2 GLASS:
0 uu n
00 00 00 00 00 0o
105 Series 106. 160 Series' 129 Series' 12 R/L. 23 RA. 24 R/L 107 Series' 108 Series 30e Series
series'
This glass in may also be used in the following door style: Eyebrow 5-panel with scrod
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e
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XO or OX 1 I I
Glazed Inswing Unit . r
FIBERGLASS DOORS
APPROVED DOOR STYLES:
3/4 GLASS: FULL GLASS:
00
404 Series 410 Series 109 Series 114, t20. 122 152 Series 149 Series 300 Series
Series
APPROVED SIDELITE STYLES:
129 Series 200 Series 12R, 12L, 23R. 23L. 450 Series 152 Series 149 Series 109 Series 120. 122 Series 300 Series
24R. 24L Series
CERTIFIED TEST REPORTS:
CTLA-805W-2
Certifying Engineer and License Number: Ramesh Patel, REJ20224
Unit Tested in Accordance with Miami -Dade BCCO PA202.
Door panels constructed from 0.075" minimum thick fiberglass skins. Both stiles constructed of 1-5/8"
laminated lumber. Top end rails constructed of 31/32" wood. Bottom end rails constructed of 31/32"
wood composite. Interior cavity of slab filled with rigid polyurethane foam core. Slab glazed with insulated
glass mounted in a rigid plastic lip lite surround.
Frame constructed of wood with an extruded aluminum threshold.
PRODUCT COMPLIANCE LABELING:
TESTEDIN
ACCORDANCE WITH
MIAMI-DADE 8CC0 PA202
COMPANY NAME
CITY, STATE
To the best of my knowledge and ability the above side -hinged
exterior door unit conforms to the requirements of the 2001 Florida
Building Code, Chapter 17 (Structural Tests and Inspections).
State of Florida, Professional Engineer IKurtBalthazor, P.E. — License Number 56533
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A0029.2002 Masonite International Corporation
ow Ca s "ro aoonm a Or000a mWo.emenl on soecdi otns, aesgn and moaua
a)+t'un'eCt to C"Me dwul M -ce
Ox0 tl •r t
Glazed Inswing Unit n
FIBERGLASS DOORS
APPROVED ARRANGEMENT:
0 -g%_
O t7!
4.1
A,S i!Y•zib!''i• AiiB
Single Door with 2 Sidelites
Maximum unit size . 9'0' x 6'8'
Design Pressure
52.0/-52.0
Limited water unless special threshold design Is used.
Note:
Units of other sizes are covered by this
report as long as the panels used do not
exceed 3'0" x 6'8".
Large Missile Impact Resistance
Hurricane protective system (shutters) is REQUIRED.
Actual design pressure and Impact resistant requirements for a specific building design and geographic location is determined by ASCE 7-utfonal.
state or local building codes specify the edition required.
MINIMUM ASSEMBLY -DETAIL:
Compliance requires that minimum assembly details have been followed — see MAD-WL-MA0004-02 or
MAD-WL-MA0007-02 and MAD-WL-MA0041-02.
MINIMUM INSTALLATION DETAIL:
Compliance requires that minimum installation details have been followed — see MID-WL-MA0004-02.
APPROVED DOOR STYLES:
1/4 GLASS:
oa oa as
an na as
100 Series 133. 135 Series 136 Series 822 Series
112 GLASS:
0 a HU UU 0 ° a
as as as na no as
105 series 106. 160 series' 129 Series' 12 RA., 23 R/L. 24 1;2 107 Series' 108 Series 304 Series
Series'
Nis glass kit Lay also be used in the lollowing door style: Eyebrow 5•pancl with scroll
Oak raft AR 4 EK'"
VluU.1;LA1\ I:rH'I.%. 000k1, N.".—I r—'.. t"rrr 0_ ar/I JYI V.\ C. n
Aprd 29. 2002 Masonite International Corporation
Ow CO"I+ v w0wam OI ww0 -wo+ em mat. ue["ieaiom. detq" and polyp
IMA yuoleel 10 C "be rgrl0ul Mt.
OX0
Glazed Inswing Unit
FIBERGLASS DOORS
APPROVED DOOR STYLES:
3/4 GLASS: FULL GLASS:
l Y
as as
e04 Series a 10 Series 109 Series 111, 120. 122 152 Series 149 Series 300 Series
Series
APPROVED SIDELITE STYLES:
x
129 Series 200 Series 12R, 12L 23R, 23L 450 Series 152 Series 149 Series 109 Series 120. 122 Series 300 Series
2eR, 24L Series
CERTIFIED TEST REPORTS:
CTLA-805W-2
Certifying Engineer and License Number: Ramesh Patel, REJ20224
Unit Tested in Accordance with Miami -Dade BCCO PA202.
Door panels constructed from 0.075" minimum thick fiberglass skins. Both stiles constructed of 1-5/8"
laminated lumber. Top end rails constructed of 31/32" wood. Bottom end rails constructed of 31/32"
wood composite. Interior cavity of slab tilled with rigid polyurethane foam core. Slab glazed with insulated
glass mounted in a rigid plastic lip lite surround.
Frame constructed of wood with an extruded aluminum threshold.
PRODUCT COMPLIANCE LABELING:
TESTED IN
ACCORDANCE WITH
MIAMI-DADE BCCO PA202
COMPANY NAME
CITY, STATE
To the best of my knowledge and ability the above side -hinged
exterior door unit conforms to the requirements of the 2001 Florida
Building Code, Chapter 17 (Structural Tests and Inspections).
IState of Florida, Professional Engineer
Kurt Balthazor, P.E. — License Number 56533
Oak raft AR EK"
r'rUL•Ne:L A\1 L'NI*K%'•UOURS aaew.T-F4r&4 E'M Oe
Apra 29. 2002
0. Commuaq drov m or modua inpro.emem mries twiliepions, lesion and wodua
deua sudrea to C"Ve vitrw =ce.
r..r..:..re r.a..
Masonite International Corporation
OXXO ' I , I
Glazed Inswing Unit r
FIBERGLASS DOORS
APPROVED ARRANGEMENT:
R pY
N U
Double Door with 2 Sidelites
Mardmum unit site • 12'0- x 6'8'
Design Pressure
52.0/-52.0
limited water unless sPeeiat threshold design is used.
Note:
Units of other sizes are covered by this
report as long as the panels used do not
exceed 37 x 6'8".
Large Missile Impact Resistance
Hurricane protective system (shutters) is REQUIRED.
Actual design pressure and impact resistant requirements for a specific budding design and geographic location Is determined by ASCE 7-national,
state or local building codes specify, the edition required.
MINIMUM ASSEMBLY DETAIL:
Compliance requires that minimum assembly details have been followed — see MAD-WL-MA0005-02 or
MAD-WL-MA0008-02 and MAD-WL-MA0041-02.
MINIMUM INSTALLATION DETAIL: -
Compliance requires that minimum installation details have been followed — see MID-WL-MA0005-02.
APPROVED DOOR STYLES:
1/4 GLASS:
00 no 00
00 00 00
too series 133, 135 Series 136 Series 822 Series
1/2 GLASS:
00 n0 00 00 00 00
105 Series 106,160 Series' 129 Series' 12 RA.. 23 R& 24 RrL 107 Series' 108 Series 304 Series
Series'
This glass kit may also be used in the lollowing door style: Eyebrow 5-panel with scroll
Oak raft AR—k EK' r..l...... ..
1'1III M<:l A\ CNI N\''UC10M5 t T—FO g—E—, 0—
Apta29.2002 Masonite International Corporation
QM Comnyne OrOgISM 01 erOOMo mOrertmtnl nUktS SM11gACm. Oesgn Ald MOW
etud fuWrn 10 ounce -d "".
OXX0
Glazed Inswing Unit
FIBERGLASS DOORS
APPROVED DOOR STYLES:
3/4 GLASS: FULL GLASS:
404 Series 410 Series 109 Series 114, 120. 122 152 Series 149 Series 300 Series
Series
APPROVED SIDELITE STYLES:
jf
a
129 Series 200 Series 12R, 12L, 23R, 23L. 450 Series 152 Series 149 Series 109 Series 120.122 Series 300 Series
24R• 24L Series
CERTIFIED TEST REPORTS:
CTLA-805*2
Certifying Engineer and License Number: Ramesh Patel, P.E./20224
Unit Tested in Accordance with Miami -Dade BCCO PA202.
Door panels constructed from 0.075" minimum thick fiberglass skins. Both stiles constructed of 1-5/8"
laminated lumber. Top end rails constructed of 31/32" wood. Bottom end rails constructed of 31/32"
wood composite. Interior cavity of slab filled with rigid polyurethane foam core. Slab glazed with insulated
glass mounted in a rigid plastic lip lite surround.
Frame constructed of wood with an extruded aluminum threshold.
PRODUCT COMPLIANCE LABELING:
TESTEDIN
ACCORDANCE WITH
MIAMI-DADE BCCO PA202
COMPANY NAME
CITY, STATE
To the best of my knowledge and ability the above side -hinged
exterior door unit conforms to the requirements of the 2001 Florida
Building Code, Chapter 17 (Structural Tests and Inspections).
State of Florida, Professional Engineer
Kurt Balthazor, P.E. — License Number 56533
OO ak,ra. _ AR EK"
Ur`t Il. r. t.t\ ,a...r..v.Ar—C....t,...r0—
April 00229. 2
Out C*"`m V Wo0tam of 0r00W .natgetnetn mA\e3 1petd"*.1. deiitn And orodu
otnd 1.0Kc1 to enage .anon . ;Ce.
PRC.'
M asonite International Corporation
XX
Glazed Inswing Unit
8'0" FIBERGLASS DOORS
APPROVED ARRANGEMENT:
T ,
Nate:
Units of other sizes are covered by this
report as long as the panels used do not
exceed 3'0" x 8'0".
Double Door
Maximum unit site • 6'0' x 8'0-
Design Pressure
40.0/-40.0
limited wrier unless special threshold design Is used.
Large Missile Impact Resistance
Hurricane protective system (shutters) is REQUIRED.
Actual design pressure and Impact resistant requirements for a specific building design and geographic location Is determined by ASCE 7-natiaut,
state or local building codes specify the edition required.
MINIMUM ASSEMBLY DETAIL:
Compliance requires that minimum assembly details have been followed — see MAD-WL-MA0002-02 and
MAD-WL-MA0041-02.
MINIMUM INSTALLATION DETAIL:
Compliance requires that minimum installation details have been followed — see MID-WL-MA0002-02.
APPROVED DOOR STYLES:
1/4 GLASS:
1/2 GLASS:
am
an
nn
822 Series
n a
nn
404 series 108 series
0
O ak,raff AR k EK"
1:1111'Me:l A.11 L'r+'r'111' U04111 F—,.. e 1 ^^• „(;,
I..;,,.
April 29.2002 Masonite International Corporation
Ow eoM dV o.00r+m or moeun jm o+ em roves soeeekrons. eesq^ aN Woa a
ena+$u0*0 ro charge «nnom .0ce.
XX
Glazed Inswing Unit
890" FIBERGLASS DOORS
APPROVED DOOR STYLES:
FULL GLASS:
0
e10 series 852 sea« 300 Series
CERTIFIED TEST REPORTS:
CTLA-805W
Certifying Engineer and License Number: Ramesh Patel, REJ20224
Unit Tested in Accordance with Miami -Dade BCCO PA202.
Door panels constructed from 0.075" minimum thick fiberglass skins. Both stiles constructed of 1-5/8"
laminated lumber. Top end rails constructed of 31/32" wood. Bottom end rails constructed of 31/32"
wood composite. Interior cavity of slab filled with rigid polyurethane foam core. Slab glazed with insulated
glass mounted in a rigid plastic lip lite surround.
Frame constructed of wood with an extruded aluminum threshold.
PRODUCT COMPLIANCE LABELING:
TESTED IN
ACCORDANCE WITH
MIAMI-DADE BCCO PA202
COMPANY NAME
CITY. STATE
To the best of my knowledge and ability the above side -hinged
exterior door unit conforms to the requirements of the 2001 Florida
Building Code, Chapter 17 (Structural Tests and Inspections).
State of Florida, Professional Engineer
Kurt Balthazor, P.E. — License Number 56533
Oak raft AR EK" r..l..;..l,l.._
n.l• r. n Te.l u..A
1•IULkA:L.\.1.' LNG I—T..—f—e—C...10....
April29.2002 Masonite International Corporation
ow maweq p.ov.. of omew .IID.o.tl11f a -Ats soe A"iom. d";Cn LIe aoeua
oeua %~0 10 Cft ve .erow ftw
XOorOX '0480
Glazed Inswing Unit 1
810" FIBERGLASS DOORS
APPROVED ARRANGEMENT:
O *2it
p e. 4
1
i' Note:
Units of other sizes are covered by this
report as long as the panels used do not
exceed 3'0" x 8'0".
Single Door with 1 Sidelite
Mi dmum unit sUe • 6'0' x 8'0-
Design Pressure
40.0/-40.0
Umited voter unless special threshold design Is used.
Large Missile Impact Resistance
Hurricane protective system (shutters) is REQUIRED.
Actual design pressure and Impact resistant requirements lot a specific building design and geographic location is determined by ASCE 7-national.
stale or local building codes specify the edition required.
MINIMUM ASSEMBLY DETAIL:
Compliance requires that minimum assembly details have been followed — see MAD-WL-MA0003-02 or
MAD-WL-MA0006-02 and MAD-WL-MA0041-02.
MINIMUM INSTALLATION DETAIL:
Compliance requires that minimum installation details have been followed — see MID-WL-MA0003-02.
APPROVED DOOR STYLES:
1/4 GLASS:
MOD
an
oil
an Series
1/2 GLASS:
a
oil
e04 Series 108 Series
U
Oak raft AR EK"
11II IMI I.A\ I;.V'1'N \',IIn11N\ +.gw.L•ee.a ra..ah.. tev, Dew. / .
Ap+d29.2002 Masonite International Corporation
ow CMlmwlq Wogam of plwK mpo.Mlr+N "lakri Spt["Kalpnt. o<iq" am ppwr t
a—SWRL11. 1.3.01-II-aI K'
XO or OX i e 1 t a: l
Glazed Inswing Unit 1
8'0" FIBERGLASS DOORS
APPROVED DOOR STYLES:
FULL GLASS:
w<
810 Series 300 Series
APPROVED SIDELITE STYLES:
a
450 Series 852 Series 810 Series 300 Series
CERTIFIED TEST REPORTS:
CTLA-805W
Certifying Engineer and License Number: Ramesh Patel, P.E./20224
Unit Tested in Accordance with Miami -Dade BCCO PA202.
Door panels constructed from 0.075" minimum thick fiberglass skins. Both stiles constructed of 1-5/8"
laminated lumber. Top end rails constructed of 31/32" wood. Bottom end rails constructed of 31/32"
wood composite. Interior cavity of slab Tilled with rigid polyurethane foam core. Slab glazed with insulated
glass mounted in a rigid plastic lip lite surround.
Frame constructed of wood with an extruded aluminum threshold.
PRODUCT COMPLIANCE LABELING:
TESTED IN
ACCORDANCE WITH
MIAMI-DADE 8CCO PA202
COMPANY NAME
CITY, STATE
To the best of my knowledge and ability the above side -hinged
exterior door unit conforms to the requirements of the 2001 Florida
Building Code, Chapter 17 (Structural Tests and Inspections).
State of Florida, Professional Engineer
Kurt Balthazor, P.E. — License Number 56533
Oak raft AR EK"
UH';LA5 /a• 1'IUL'Ml:LASS LN7.7 000kS raor.A•..a r.••NrErvr D°°"
rEIC/YI .•.• •
Aprd29.2002 Masonite International Corporation
ow Con _WQ oropram or pooW mploe eM maan SDMJKxont, peSign and propuU
or suDKU to CMMt,rnrUul noKe.
OXO
Glazed Inswing Unit
890" FIBERGLASS DOORS
APPROVED ARRANGEMENT:
O
O
Note:
Units of other sizes are covered by this
report as long as the panels used do not
exceed 3'0" x 87.
Single Door with 2 Sidelites
Maximum unit size • 9'0' x 8'0'
Design Pressure
40.0/-40.0
Limited water unless special threshold design is used.
Large Missile Impact Resistance
Hurricane protective system (shutters) is REQUIRED.
Actual design pressure and Impact resistant requirements for a specific building design and geographic location is determined by ASCE 7-national,
state or local building codes specity the edition required.
MINIMUM ASSEMBLY DETAIL:
Compliance requires that minimum assembly details have been followed — see MAD-WL-MA0004-02 or
MAD-WL-MA0007-02 and MAD-WL-MA0041-02.
MINIMUM INSTALLATION DETAIL:
Compliance requires that minimum installation details have been followed — see MID-WL-MA0004-02.
APPROVED DOOR STYLES:
1/4 GLASS:
1/2 GLASS:
no
ao
822 series
0
ao
404 Series 108 Series
0akcraff AR EK'"
el,... . I•IU1: NI:LA\\ LN'1'M 1',U11f 111 .\ NrwT..an..fMNu u.1.T Dev.
o..
Apru29.2002 Masonite international Corporation
ow cwA.," proplam or wwd edlloremMl males somdl[al M. Crew add modw
deud Sa Z, Id O.V a —roA w4c
oxo i t t
Glazed Inswing Unit
8'0" FIBERGLASS DOORS
APPROVED DOOR STYLES:
FULL GLASS:
cr
kZ
810 Series 300 Series
APPROVED SIDELITE STYLES:
a
450 Series 852 Series 810 Series 300 series
CERTIFIED TEST REPORTS:
CTLA-805W
Certifying Engineer and License Number: Ramesh Patel, P.E./20224
Unit Tested in Accordance with Miami -Dade BCCO PA202.
Door panels constructed from 0.075" minimum thick fiberglass skins. Both stiles constructed of 1-5/8"
laminated lumber. Top end rails constructed of 31/32" wood. Bottom end rails constructed of 31/32"
wood composite. Interior cavity of slab filled with rigid polyurethane foam core. Slab glazed with insulated
glass mounted in a rigid plastic lip lite surround.
Frame constructed of wood with an extruded aluminum threshold.
PRODUCT COMPLIANCE LABELING:
TESTED IN
ACCORDANCE WITH
MIAMI-DADE BCCO PA202
COMPANY NAME
CITY. STATE
To the best of my knowledge and ability the above side -hinged
exterior door unit conforms to the requirements of the 2001 Florida
Building Code, Chapter 17 (Structural Tests and Inspections).
State of Florida, Professional Engineer
Kurt Balthazor, P.E. — License Number 56533
O ak raft
w..o..- .. " T...ur<.1
a
Masonite International Corporation
AR EK'"
ODUM(:c.ASS Ewrity vooms e...u....arO..N"
April29.2002
ow contmi c propnrr, or product improvement r ukes SDect%unions. design rr° product
Deuo SUDttn to cwnDe.roremA notice,
OXXO
Glazed Inswing Unit
8'0" FIBERGLASS DOORS
APPROVED ARRANGEMENT:
7!+
0
0
Note:
Units of other sizes are covered by this
report as long as the panels used do not
exceed 37 x 8'0".
Double Door with 2 Sidelites
Masimum unit size a 12'0' x 87
Design Pressure
40.0/-40.0
Limited water unless special threshold design is used.
Large Missile Impact Resistance
Hurricane protective system (shutters) is REQUIRED.
Actual design pressure and Impact resistant requirements tot a specific building design and geographic location Is determined by ASCE 7-national•
state or local building codes specify the edition required.
MINIMUM ASSEMBLY DETAIL:
Compliance requires that minimum assembly details have been followed — see MAD-WL-MA0005-02 or
MAD-WL-MA0008-02 and MAD-WL-MA0041-02.
MINIMUM INSTALLATION DETAIL:
Compliance requires that minimum installation details have been followed — see MID-WL-MA0005-02.
APPROVED DOOR STYLES:
1/4 GLASS:
ao
as
822 series
1/2 GLASS:
0
as
404 Series 108 Series
Oak Graff AR 4 EK'" ,..
I:IUCKGLASS LNTKV 0011MS rMT. FO ,t Ew Deer.
Apra 29.2002
du. COm. v Droe.im D1 wo" -D,a.t
Masonite International Corporation
l milt$ sm6c,l.m. DtspD 4e0 w dw
Dtue s0em w t"e e' uh" mt[t.
OXX0
Glazed Inswing Unit
8'0" FIBERGLASS DOORS
APPROVED DOOR STYLES:
FULL GLASS:
810 Series 300 Series
APPROVED SIDELITE STYLES:
u
450 Series 852 Soria 810 Series 300 Series
CERTIFIED TEST REPORTS:
CTLA-805W
Certifying Engineer and License Number: Ramesh Patel, P.E./20224
Unit Tested in Accordance with Miami -Dade BCCO PA202.
Door panels constructed from 0.075" minimum thick fiberglass skins. Both stiles constructed of 1-5/8"
laminated lumber. Top end rails constructed of 31/32" wood. Bottom end rails constructed of 31/32"
wood composite. Interior cavity of slab filled with rigid polyurethane foam core. Slab glazed with insulated
glass mounted in a rigid plastic lip lite surround.
Frame constructed of wood with an extruded aluminum threshold.
PRODUCT COMPLIANCE LABELING:
TESTED IN
ACCORDANCE WITH
MIAMI-DADE BCCO PA202
COMPANY NAME
CITY. STATE
To the best of my knowledge and ability the above side -hinged
exterior door unit conforms to the requirements of the 2001 Florida
Building Code, Chapter 17 (Structural Tests and Inspections).
IState of Florida, Professional Engineer
Kurt Balthazor, P.E. — License Number 56533
Oak-.raft AR EW
aT
V..WN(:L•\\\ LM'r"\' nrin"C rb`U...•.<fprEY"E•vrDwn
miEEs i
2002
cwowMasonite
International Corporation Ov
comaw+q popnm 01 p0e.(t .+W ovCmtal eE(ai(i om. anion and Voe cl eeua
swiecr ro cn+noe "anon rot<e
XX
Glazed Outswing Unit
APPROVED ARRANGEMENT.
e Y:
t r..
O
FIBERGLASS DOORS
Note:
Units of other sizes are covered by this
report as long as the panels used do not
exceed 37 is 6'8".
Double Door
Maximum unit size. 6'0- x 6'8'
Design Pressure
55.0/-55.0
Umiled water unless special threshold design is used.
Large Missile Impact Resistance
Hurricane protective system (shutters) is REQUIRED.
Actual design pressure and Impact resistant requirements for a specific building design and geographic location Is determined by ASCE 7-national.
state or local building codes specify the edition required:
MINIMUM ASSEMBLY DETAIL:
Compliance requires that minimum assembly details have been followed — see MAD-WL-MA0012-02 and
MAD-W L-MA0041-02.
MINIMUM INSTALLATION DETAIL:
Compliance requires that minimum installation details have been followed — see MID-WL-MA0002-02.
APPROVED DOOR STYLES:
1/4 GLASS:
as asan
an
on 0 0 na 100
Series 133.135 Series 136 Series 822 Series 1/
2 GLASS: 0 °
na
as oa on an as 105
Series 106. 160 Series' 129 Series' 12 IUL. 23 ii/L. 24 FUL 107 Series' 108 Series 304 Series Series'
This
glass kit may also be used in the following door style: Eyebrow 5-panel with scroll O
akcraff AR EK" M'.....
Ie...n lc.•u. c.l 1,
1111:N1:LA'.S L O'N\' 000N- e1uw4....N /pryl.0 fwrDew. Mri29.
2002 ow
commune WWam or p.odu dro,emeM mikeS SMd"anS. deSgn and W0dKI Masonite
International Corporation f.,
wuien d cnanee .4." .d14e
XX
Glazed Outswing Unit
FIBERGLASS DOORS
APPROVED DOOR STYLES:
3/4 GLASS: FULL GLASS:
as an
e0e Series 410 Series 109 Series 114. 120. 122 152 Series 149 Series 300 Series
Series
CERTIFIED TEST REPORTS:
CTLA-805W-2
Certifying Engineer and License Number: Ramesh Patel, P.EJ20224
Unit Tested in Accordance with Miami -Dade BCCO PA202.
Door panels constructed from 0.075" minimum thick fiberglass skins. Both stiles constructed of 1-5/8"
laminated lumber. Top end rails constructed of 31/32" wood. Bottom end rails constructed of 31/32"
wood composite. Interior cavity of slab filled with rigid polyurethane foam core. Slab glazed with insulated
glass mounted in a rigid plastic lip lite surround.
Frame constructed of wood with an extruded aluminum threshold.
PRODUCT COMPLIANCE LABELING:
TESTED IN
ACCORDANCE WITH
MIAMI-DAOE BCCO PA202
COMPANY NAME
CITY, STATE
To the best of my knowledge and ability the above side -hinged
exterior door unit conforms to the requirements of the 2001 Florida
Building Code, Chapter 17 (Structural Tests and Inspections).
aaf p_
State of Florida, Professional Engineer
Kurt Balthazor. P.E. — License Number 56533
Oakcraff AR EK"
PI1JL'1 (:LA\S LN'1'NS,UU—N a Ux. re"re"rw,O.e.. Mn• a
April 29. 2002 Masonite International Corporation
OW CON~V V**I DS W OdW mpov M D kn SDKO"iODS, aeW m0 DM"
Dead SDDletl r0 CDl.pe _. Mlle
xx
Glazed Outswing Unit
APPROVED ARRANGEMENT:
R
8'0" FIBERGLASS DOORS
Note:
Units of other sizes are covered by this
report as long as the panels used do not
exceed 3'0" x 8'0".
Double Door
Maximum unit size . 67 x 8'0'
Design Pressure
47.0/-47.0
Umited Meter unless special threshold design Is used.
Large Missile Impact Resistance
Hurricane protective system (shutters) is REQUIRED.
Actual design pressure and Impact resistant requirements for a specific budding design and geographic location is determined by ASCE 7-national.
state or local building codes spedly 8u edition required.
MINIMUM ASSEMBLY DETAIL:
Compliance requires that minimum assembly details have been followed — see MAD-WL-MA0012-02 and
MAD-W L-MA0041-02.
MINIMUM INSTALLATION DETAIL:
Compliance requires that minimum installation details have been followed — see MID-WL-MA0002-02.
APPROVED DOOR STYLES:
1/4 GLASS:
am
as
oa
822 Series
1/2 GLASS:
a °
as
404 series 108 Series
O akcraff
Wn...l-. r..n Te lur<J
AR EK' r..l..,..1. ,..-
I Itl LMC:LAiS L'I<'rM l' UUr1M5 Me•.-r •awN rl..{..-E.vf O..n
Aprd 29. 2002 .-
o....., o....
ow Cot,tow" Wopalll W P400W md.O.eTeM IryL(s swdK~,. aes.o. a.0 podO[I
delad S0^1 to C11a.ee +4.ou1 M11Ke
3
y _
I
Nwru•m wma cFOR IS WIDE DOOR. REVISIONS
4 „
oAO® ,p, ' B0 ) REV. NO. ZONE: DATE: I ECN N0. APPVD: DESCRIPTION O/
ppf10NK15B DL S w A 1 82 I1/00 - MWW OTY (1) WAS (2) FOR TRACK BOLT SEE
ST o
AYAIADLE 1HOR2DLRK
fRACpK SIRORf Br m
u IaIL 0o SIDES ATTACHED ro ODOR. DOOR TIISTAttER (r0 art) crop
NN PA A CE TOGS -WC SYSTDI cropt . rTOTiOM HSI4IFR} D x,
I
Sou
rxv. ST VAS,. 3) k'
AOA-s/ero•000 uc saga s LISTEDTRACK
LOW „ 95 q c
AMAlA9E AS AN OR" r mv.
SIm TRACK. t. MN.
TRACK
TNoo45s:.aa0. TYP.x
a a.v. STEELmAor suo¢r(WIN sum (
4) TRACK BRAPER aOMT•o POINT LOOKINGLm . fOP 810
CADET REPORT#9606C TRACK
10f°m"TAL C U-B41S
N
A 2-1-2-1 INEY.6 l 7e PATTERN DE TWO
U-eras ON ONEB0r7 ARS
amKIi M SDCIVDK cm) 0144/
a' SHEET METAL SCREWS Locmm .Or ( OW
A L 01n CAAAt OUTSIDE Imo I= POSITION INT1L DOOR WIDTH -
Ir-o' INSIDE 6LYATIONS Men
1, FRONT
FRAME WITH
uv. LAC Wa "A CUF`L B I 00ORSHOF wFMOM IAO Soowr
aE mounOolaitiN DOORS r-0 HIGHi awea(ss (
sI). GIMINOa wrmE su m KIDw f RrDJFm) TO PIIOIDE A
PIAwHMO1pI11G rAxOHrK +Was oo MOT TRAKva Tant<a YELLOW FINE n n
ti f- 2' Trq(
SSa 4AS5
OR DPIIDw1 1D 5Y1EM 23 G MAN 51m 1 SKIN
COATI O NTH G-4o
Imp. Cj,Z C &Nd"a ON
PIatOC AND A BAKED -GIN i(LT6TEA
TOP GOAT APPLIED TO BOTH SEES
or STEEL SAW SNP W
J094M 3' TALL u-&
AR m u
GALv. Sim MN. Tw
snalcm 50 ITS l
a• I- 1-Tro• r
SECTION A -A (
SIDE VIEVA
I
ACAMEC IJRI,a MoLm INSIDE
SECfK* a-B a
LITE RETAINER 08il/a• PAN
IUD sorerkums AM NM a om PER 1/.'J a• SELF
0
T
SOEW3 14 G MI
111=
1 le
G IIIInNpETMAM MINCE i')TF. Srw MMRDIID OF Oom
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Sun L-lr•• rm G Am alvSr .
m 00
ST" m G GALV. STEEL INTER. 511E B
To SwErs IrTD NW, PETiiRAOKBRAORT.]/leiD.
NOUID
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EAR.
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OF DOOR. WITH TAOodrs. ANOORSMAYKODUNTVISUNK12uCAL". Sm TRACK ORACKEM As> / " llm wl ) I. a a[ir 1[
rK
sar s. BRACKET Aruolm •/(.) TRACK AITACHED To EACH GRAOET
I4d e' SCEWS I.d/C SHEET TELL NfFA. STYE
MOUNTING R)MOIe2 iWB4 00 NOT WIN NE 1/4'd/a' B0.f t MUf 4) 1 4. ! TAP; SESEVS PER ETD HINGE. T7WRiA ' OR TWO 1/4' OIA Ta4cNmW
OUTSIDE KErED IINg1E STEEL END 0ID 2'
CAL SNORE• STEM,
10 BALL STEEL ROLLER. I00 HIMCX_ EACH 511E s Je1 f
Ja RAnom MARK WCMRFTaD. P.
E. FASTENED ro OHO INTER. PREPARATION OF .cues
or OTrETS SLmx ft O-e FLORIDA P.0 #46495 s E Ww I.dro' INSIDE HANDLE
s"E pIDRTI4 EAnatNT P.E./x3eu t (4) 1/4•13/4' ens
QUISIDF KIM LICK LOCK BMA TAPPING SCREWS. w.. a\ LATCH OFMOM '" N
DESIGN LOADS: +24.
0
PSF & -24.5 PSF OUTSIDE TRACK a crTIEa snh)CFNAL aEMEKTS
EACH
ODE THmSOOPFTE
ONmEESmNK
OF TEST LOADS: +36.
0 PSF & -37.0 PSF TALL m G flLV. STEEL U-BATS FIND al7E
BOLT IHAKm1E OF DOOR RECORD MR THE BUILDING w STRUCTUE
NO N ACCORDANCE N A 1-1-2-1 P.RFAN t
7110 U A16 SRE LOCK 01FFF.I WITH CURRENT OULOM CODES MR THE WIGS LISTED ON nsoVl DIAOIp MALE Rom N nJ.E . ON BOTTOM SECTION. Of U-W a HDTT .rto
TtRTsx 1>.s oRANNc. 1. I ...ram ma pooaay PART
NO.: - sECRDL E>z rAmH M-W ArTACDED TRAmL ONE "
mm. Um_ sme.a aNNw. 312 Il" st $AE Iron A a NTH I .'.3 44 SSE TAPPING SCErs I=
a tatil4 Eearnraen ' R EACH SIDE , .1 3 on TOLERANCES m. IDEA
c:N;0TIe6 oN 4szoz DL. OOCFL 1, A„Aa- A,,,I„ -1 „, r
Td 16 13-361-4800 a s+ao..s eA eWae.a. .0 - t.
03 4TATI1 TIDa Cann Fm NO. 1-513-762-3519 wsOE vFr eOEr I. 4..aa r. 'iF. A. .
00 - t•015
DESCRIPTION: MODEL 6RST W4 16-0 A 8-0: 24/-24.5 DESIGN LOAD t a NA ro _ N.A F .000 . t.
005 '
13 a GALv. STEEL BOTTOM BRraET. A+N 1.
40PO4 4 0000 . t.001 DRAWN BY: DMM DATE: 4/18/00 SCALE: NTS DyyG. ArTAOED WITH (2) 014d/e• SHEET METAL SCREWS /j1/ . "+ ° O"` ret0 . t I/r R WFILW D1. Third A W - CHECKED BY: MWW
DATE:
a/
18/
oo SHEET 1
OF I SIZE L TAM.o Stotsd ONaW:W4 Pro)Pction Oopxt490N5 rAE
N e4CEs. DWG. NO.: 102138
1 REV. NO. 1 Pro)Pction Oopxt490N5 rAE N e4CEs. DWG. NO.: 1021381REV. NO. 1
4 1 3 '.L. 'L
MODEL: 6RST 25 GA. STEEL SKINT
SKINSMODEL: 4RST 24 GA. STEEL
LISTEDOPTIONAL058CLASSOR
1 8' ACRYLIC LITES AVAILABLE
EE SECTION 8-8)
ATTACHED W
1) INTERMEDIATE SIRETO(3) I LOG [(T(ppA & 8I 20 G . MIN. END STILES ATTACHED TO DOOR
AND URETHAN ADHESIVE SKIN WITH PATENTED TOG-L-LOG SYSTEMALONGCENTER)
1— y A OP, BOTTOM &CENTER).
C
O r M iv W M H X
REPORT#9606C
L I 25 GA MIN. GALV /
LOCK POSITION
BOTH SIDES)
STEEL COATED
WITH A BAKED -ON PRIMER
WE
I
III III
TWO POINT LOCKING AND A BAKED -ON POLYESTER
TOP
IDfSOF STEEL SKIN.
OPTIONAL OUTSIDE KEYED LOCK POSRWN
MAX. DOOR WIDTH 9'0'
A•- /14x5/8' SHEET METAL SCREWS
ONE 3' TALL x
20 G'a U-BAR (50 KSI)
PER DOOR SECTION. END SUDE BOLT
STILE
e
LOCK ENGAGES
INTO VERTICAL
TRACK. ONE
LOCI( ON
EACH SIDE
OF DOOR.
INSIDE SURE BOLT
LOCK OPTION
NOTE
DL
UP
TO 7'-0' HIGH CONSIST OF 4) SECTIONS SHOWN). DOORS
OVER 7'-0- HIGH CONSIST OF (5) SECTIONS (NOT SHOWN). REVISIONS
REV.
NOI ZONE: I DATE: I ECN NO.1 APPVD: DESCRIPTION 1
I A4 I II/00 1 - I MWW I OTY (1) WAS (2) FOR TRACK BOLT 2'
THx7( 3' TALL U-BAR 20
GA GALV, STEEL 1d3.
r 1-
7/88* 18
G. GLV. SLFa TOP ROLUM
BRACKETATTACHED r/EAC1(J) 14a/
B SHEET METAL 3
RU& P
LAP JaaTs a 14
G. GLV. STEEL Elm
H14LL EACH rc
12
FASTENED
TO 00 STILES
r a) 14a E k (
I) 1 4•.3/4' SELF 1• TAPPING
SCREINS.' o3: J.
TAU.
x 20 G GALV. STm 11$
4R 01E U-" PER swnUK
EACH U-BAR ATTACHID WITH TrO
t 4•a/4' SELF UPPYO IzJ' 0. HORIZONTALTRACK
SUPPORT m I
I ODOR INSTALLEi( O 13
GA.
GALV. STEEL FLAG BRACKET. EACH FASTENED
TO WOW JAMB WITH 3) 5/
16'xl-5/8" WOOD LAG SCREWS. HQIE: DOUBLE
TRACK TRACK CONFIGURATION
LOW HEADROOM IS AVAILABLE AS
AN OPTION DOOR HEIGHT
1'
2- GALV.
STEEL TRACK. 6 - MW.
TRACK
THIGKNESS:.060' 8 -0
88 TYP. 2-
1/2'xl2 GA. GALV. STEEL TRACK BRACKET. 4) TRACK
BRACKETS PER SIDE. SCiRYS 1E>
1 STILE U7Gt1oK. O LHR 70O BRACKET LiTOURACKE HORIZONTAL
FRONT FRAME
WITH U.V. COATING ON
OUTSIDE SURFACE DOUBLE TRACK
13 GA
GLV. STEEL BOTTOMWO LOW HEADROOM OP710N 1/4•
x3/4• SELF ® 1 2'x3 LAC SCREWS ON 24 CENTFiS. 1 O.D. MLA. 11eR. SHEET T METALHED WITHnn OPTIONAL 10
SCREW WASHER REOl1QtED. TAG SCREWS MAY BE COUNTERSUNK 558 CLASS OR TAPPING SCREWS. AUJUDI M E aRUSIO" WINDOW UTE 14 GA
ENO HINGES 1B CA INTIILMEOUTE HINGE (OUT NOT HORIZONTAL TO
PROVIDE
A FLUSH MOUNTING LOAD. VINYL
WEA0g7sTNp.
1. ACRYLIC LITE SECTION B-
B r.. . __..._. SURFACE
HORFLOMAL JAMBS 00 NOT TRANSFER LaO. 2x6 YELLOW
PINE JAMB 12 GA.
GALV. STEEL TRACK BRACKETS FASTENED
TO WOOD JAMB WITH ONE
5/16'I-5/8' LAG SCREW PER TRACK
BRACKET. 2- GLLV.
STEEL TRACK FASTENED TO J 12 GA.
GALV. STEEL TRACK BRACKETS. TRACK ATTACHED
TO EACH BRACKET WITH ONE
1/4'4/8• BOLT & NUT OR TWO
1/4- DILL RIVETS. STOP MOULDING
BY DOOR INSTALLER (TO 20 GA.
MIN. GALV. STEEL END STILE SUIT) SECTION
A -
A (SIDE NEWT 8x3/4•
PAN HEAD SCREW VERTK'AL
JAMB ATTACHMQTT (C- (10 SCREWS PER LITE) ENO 2 PSI
MIN. CONCRETE COLUMN): MOLDEDE E STILE 3 8
z4 SLEEVE ANCHORS ON 24 1(TERS (807H INTER. C-90
BLOCK OR 2,000 P51 MIN. CONCRETE) OR .. -SNAP LATCH ENGAGES STILE 1/4
x4 TAPCON SCREWS ON 24 CENTERS (2,000 20 crL
GALV. STEEL INVSTILE PSI WN.
CONCRETE). WASHERS INCLUDED WITH 20 CA.
GALV. STEEL IN SLEEVE ANCHORS. MIN. WASHERS REQUIRED WITH NOTTAPOONS.
ANCHORS RO BE A FLUSH RINK LATER. STILE H RSBUTNOT
REWIRED) TO PROVIDE A FLASH MOUNTING SURFACE
HORIZONTAL JAMBS DO NOT TRANSFER LOAD.
OUTSIDE KEYED HANDLE 18
GA
GALV. STEEL CENTER HINGE FASTENED TO
INTER. STILES W/(4) , 14x5/8'
SHEET METAL SCREWS. 14 C.
A. GALV. STEEL ROVER HINGES FASTENED TO
END STILES EACH W/g) 1448' SHEETMETALSCREWSAN4) 1 4'
x3/4' SELF TAPPING SCREWS PER END HINGE ONTO VERTICAL TRACK.
ONE SNAP LATCH
ON EACH SIDE OF
DOOR. OUTSIDE HANDLE END •
II -
STILE
rTSID INSIDE
HANDLE
LOCK
BAR LOCKLN
c 2- OIA SHORT
STEM, 10 BALL STEEL ROLLER. PREPARATION OF JAMBYOTHERS. .ar-"mm. lln4ax Stnhd Ottwnux JAMB CONFIGURATION m1
aoucn TOLERANCES m SECTION C-C
a a apo.e.4, .0 . 1.03 00 t.015
NOTE 2: THEDESIGNOFTHESUPPORTINGSTRUCTURALELEMENTS .1a.A b ..
e.c Fa.. m SHALL BE THE
RESPONSIBILITY OF i1LE PROFESSIONAL OF / mr... ng'.wo..o w 1. .000 t.005 RECORD FOR THE
BUILDING OR STRUCTURE AND IN ACCORDANCE A1PR1C WESTERF1ElD P.E. 7iy 0000 . ! 001 T}16 CURRENT
BUILDING CODES FOR THE LOADS LISTED ON NG.FLORIDA P.
E. J48495 A ??? "` OZ itdrd DWgre
t
1/
2' 0 - IEi+.aa
senor
glwNax NORTH CAROUNA P.E. /23832 l pt°Iw1i0^
OW INSIONs ARE IN aqE 4 11 3
LOCK
BAR
ENGAGES
IN TRACK
ON EACH
SIDE OF
DOOR. 101
LJ DESIGN
LOADS: +
25.
0 P.S.F. & -32.0 P.S.F. TEST LOADS: +37.
5 P.S.F. & -48.0 P.S.F. oxxsa oxAsra we
aom w aK w .M A — —
m 12 Ill PART
NO.: - IDEAL ;'
A Waomcmm6
I. Ilm
1-513-7 -MI9 DESCRIPTION: MODEL 6RST
W4 9-0 x 8-0: +25/-32 DESIGN LOAD DRAWN BY: BMM
I DATE: 4/18/0o SCALE: NTS DWG.T CHECKED BY: MWW
DATE: 4/18/00 SHEET I OF t SIZE B DWG. NO.: 102137
1 REV. NO. 1 . A'9@E A
AOz-T' 1?AnEw4T1I - A._ URMUL .YJSDJ'J
d 7 S JSJ9 V: JJ .
FORM 600A 2001
FLORIDA ENERGY EFFICIENCY CODE
FOR BUILDING CONSTRUCTION
Florida Department of Community Affairs
Residential Whole Building Performance Method A
Project Name: 1732 Builder. DR HORTON
Address: a--4 CA_VDE5DA L__ G1pCL E7 Permitting Office:
City, State: SA j--0;zp' 1=1- 3a}::VV Permit Number
Owner: -D."R. 400-om Jurisdiction Number:
Climate Zone: Central
New construction or existing New _ 12. Cooling systems
2. Single family or multi -family Single family _ a. Central Unit Cap: 36.0 kBtu/hr
3. Number of units, if multi -family 1 _ SEER: 12.05
4. Number of Bedrooms 4 _ b. N/A
5. Is this a worst case? No _
6. Conditioned floor area (ft') 1732 ft' c. N/A
7. Glass area & type
a. Clear - single pane 207.0 ft' _ 13. Heating systems
b. Clear - double pane 0.0 ft' _ a. Electric Heat Pump Cap: 36.0 kBtu/hr
c. Tint/other SHGC - single pane 0.0 ft' _ HSPF: 7.65
d. Tint/other SHGC - double pane 0.0 ft' b. N/A
8. Floor types
a. Slab -On -Grade Edge Insulation R=0.0, 202.0(p) ft _ C.N/A
b. N/A
c. N/A 14. Hot water systems
9. Wall types a. Electric Resistance Cap: 50.0 gallons
a. Concrete, Ext Insul, Exterior R=3.0, 1224.0 W _ EF: 0.86
b. Frame, Wood, Exterior R=11.0, 56.0 ft' _ b. N/A
c. Frame, Wood, Adjacent R=11.0, 328.0 ft' _
d. N/A c. Conservation credits
e. N/A HR-Heat recovery, Solar
10. Ceiling types DHP-Dedicated heat pump)
a. Under Attic R=19.0, 1883.0 W _ 15. HVAC credits PT
b. N/A CF-Ceiling fan, CV -Cross ventilation,
c. N/A HF-Whole house fan,
IL Ducts PT -Programmable Thermostat,
a. Sup: Unc. Ret: Unc. AH: Garage Sup. R=6.0, 170.0 It _ MZ-C-Multizone cooling,
b. N/A MZ-H-Multizone heating)
Glass/Floor Area: 0.12 Total as -built points: 26482 PASSTotalbasepoints: 27662
I hereby certify that the plans and specifications covered
by this calculation are in compliance with the Florida
Energy Code.
PREPARED BY: I 'kip -
DATE: a3 oZ
I hereby certify that this building, as designed, is in
compliance with the Florida Energy Code.
OWNER/AGENT: Q01 tt
DATE: A P., D 3
Review of the plans and
specifications covered by this
calculation indicates compliance
with the Florida Energy Code.
Before construction is completed
this building will be inspected for
compliance with Section 553.908
Florida Statutes.
BUILDING OFFICIAL:
DATE:
EnergyGauge® (Version: FLRCSB v3.2)
FORM 60OA-2001
SUMMER CALCULATIONS
Residential Whole Building Performance Method A - Details
ADDRESS: , , , PERMIT #:
BASE AS -BUILT
GLASS TYPES I18XConditionedXBSPM = Points Overhang
Floor Area Type/SC Ornt Len Hgt Area X SPM X SOF Points
18 1732.0 25.78 8037.2 Single, Clear NE 1.0 5.0 23.0 43.65 0.95 957.0
Single, Clear NW 1.0 5.0 23.0 37.74 0.95 828.2
Single, Clear SE 1.0 5.0 16.0 56.64 0.94 849.4
Single, Clear SE 1.0 5.0 16.0 56.64 0.94 849.4
Single, Clear SW 1.0 5.0 32.0 52.82 0.94 1584.9
Single, Clear SW 1.0 4.0 10.0 52.82 0.89 471.4
Single, Clear SE 1.0 3.0 10.0 56.64 0.81 459.4
Single, Clear SW 1.0 7.0 54.0 52.82 0.98 2799.6
Single, Clear SE 1.0 5.0 23.0 56.64 0.94 1221.1
As -Built Total: 207.0 10020.5
WALL TYPES Area X BSPM Points Type R-Value Area X SPM Points
Adjacent 328.0 0.70 229.6 Concrete, Ext Insul, Exterior 3.0 1224.0 0.70 856.8
Exterior 1280.0 1.90 2432.0 Frame, Wood, Exterior 11.0 56.0 1.90 106.4
Frame, Wood, Adjacent 11.0 328.0 0.70 229.6
Base Total: 1608.0 2661.6 As -Built Total: 1608.0 1192.8
DOOR TYPES Area X BSPM Points Type Area X SPM Points
Adjacent 18.0 1.60 28.8 Exterior Insulated 20.0 4.80 96.0
Exterior 20.0 4.80 96.0 Adjacent Insulated 18.0 1.60 28.8
Base Total: 38.0 124.8 As -Built Total: 38.0 124.8
CEILING TYPES Area X BSPM Points Type R-Value Area X SPM X SCM = Points
Under Attic 1732.0 2.13 3689.2 Under Attic 19.0 1883.0 2.82 X 1.00 5310.1
Base Total: 1732.0 3689.2 As -Built Total: 1883.0 6310.1
FLOOR TYPES Area X BSPM Points Type R-Value Area X SPM Points
Slab 202.0(p) 31.8 6423.6 Slab -On -Grade Edge Insulation 0.0 202.0(p 31.90 6443.8
Raised 0.0 0.00 0.0
Base Total: 6423.6 As -Built Total: 202.0 6443.8
INFILTRATION Area X BSPM Points Area X SPM Points
1732.0 14.31 24784.9 1732.0 14.31 24784.9
EnergyGauge® DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCSB v3.2
FORM 60OA-2001
SUMMER CALCULATIONS
Residential Whole Building Performance Method A - Details
ADDRESS: , , , PERMIT #:
BASE AS -BUILT
Summer Base Points: 32874.1 Summer As -Built Points: 34989.3
Total Summer X System Cooling Total X Cap X Duct X System X Credit Cooling
Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points
DM x DSM x AHU)
34989.3 1.000 1.087 x 1.150 x 1.00) 0.283 0.950 11758.5
2874.1 0.4266 14024.1 34989.3 1.00 1.250 0.283 0.950 11758.5
s
EnergyGaugeT" DCA Form 60OA-2001 EnergyGauge®/FIaRES'2001 FLRCSB v3.2
FORM 60OA-2001
WINTER CALCULATIONS
Residential Whole Building Performance Method A - DetailsC
ADDRESS: , , , PERMIT #:
BASE AS -BUILT
GLASS TYPES
18 X Conditioned X BWPM = Points Overhang
Floor Area Type/SC Ornt Len Hgt Area X WPM X WOF = Points
18 1732.0 5.86 1826.9 Single, Clear NE 1.0 5.0 23.0 12.00 1.00 276.1
Single, Clear NW 1.0 5.0 23.0 12.23 1.00 280.7
Single, Clear SE 1.0 5.0 16.0 8.34 1.03 137.7
Single, Clear SE 1.0 5.0 16.0 8.34 1.03 137.7
Single, Clear SW 1.0 5.0 32.0 9.22 1.02 300.4
Single, Clear SW 1.0 4.0 10.0 9.22 1.03 95.1
Single, Clear SE 1.0 3.0 10.0 8.34 1.09 90.8
Single, Clear SW 1.0 7.0 54.0 9.22 1.01 500.9
Single, Clear SE 1.0 5.0 23.0 8.34 1.03 198.0
As -Built Total: 207.0 2017.4
WALL TYPES Area X BWPM Points Type R-Value Area X WPM Points
Adjacent 328.0 1.80 590.4 Concrete, Ext Insul, Exterior 3.0 1224.0 2.80 3427.2
Exterior 1280.0 2.00 2560.0 Frame, Wood, Exterior 11.0 56.0 2.00 112.0
Frame, Wood, Adjacent 11.0 328.0 1.80 590.4
Base Total: 1608.0 3150.4 As -Built Total: 1608.0 4129.6
DOOR TYPES Area X BWPM Points Type Area X WPM Points
Adjacent 18.0 4.00 72.0 Exterior Insulated 20.0 5.10 102.0
Exterior 20.0 5.10 102.0 Adjacent Insulated 18.0 4.00 72.0
Base Total: 38.0 174.0 As -Built Total: 38.0 174.0
CEILING TYPES Area X BWPM Points Type R-Value Area X WPM X WCM = Points
Under Attic 1732.0 0.64 1108.5 Under Attic 19.0 1883.0 0.87 X 1.00 1638.2
Base Total: 1732.0 1108.5 As -Built Total: 1883.0 1638.2
FLOOR TYPES Area X BWPM Points Type R-Value Area X WPM Points
Slab 202.0(p) 1.9 383.8 Slab -On -Grade Edge Insulation 0.0 202.0(p 2.50 505.0
Raised 0.0 0.00 0.0
Base Total: 383.8 As -Built Total: 202.0 505.0
INFILTRATION Area X BWPM Points Area X WPM Points
1732.0 0.28 485.0 1732.0 0.28 485.0
EnergyGauge® DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCSB v3.2
FORM 60OA-2001
WINTER CALCULATIONS
Residential Whole Building Performance Method A - Details
ADDRESS: , , , PERMIT #:
BASE AS -BUILT
Winter Base Points: 5391.0 Winter As -Built Points: 7979.2
Total Winter X System = Heating Total X Cap X Duct X System X Credit = Heating
Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points
DM x DSM x AHU)
7979.2 1.000 1.078 x 1.160 x 1.00) 0.446 0.950 4229.0
5391.0 0.6274 3382.3 7979.2 1.00 1.250 0.446 0.950 4229.0
EnergyGaugeTTM DCA Form 60OA-2001 EnergyGauge®/FIaRES'2001 FLRCSB v3.2
FORM 60OA-2001
WATER HEATING & CODE COMPLIANCE STATUS
Residential Whole Building Performance Method A - Details
ADDRESS: , , , PERMIT #:
BASE AS -BUILT
WATER HEATING
Number of X Multiplier Total Tank EF Number of X Tank X Multiplier X Credit = Total
Bedrooms Volume Bedrooms Ratio Multiplier
4 2564.00 10256.0 50.0 0.86 4 1.00 2623.63 1.00 10494.5
As -Built Total: 10494.5
CODE COMPLIANCE STATUS
BASE AS -BUILT
Cooling + Heating +
Points Points
Hot Water
Points
Total
Points
Cooling
Points
Heating + Hot Water = Total
Points Points Points
14024 3382 10256 27662 1 11759 4229 10495 26482
PASS
11
EnergyGauge'rm DCA Form 60OA-2001 EnergyGauge®/FIaRES'2001 FLRCSB v3.2
FORM 60OA-2001
Code Compliance Checklist
Residential Whole Building Performance Method A - Details
ADDRESS: , , , PERMIT #:
6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST
COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHECK
Exterior Windows & Doors 606.1.ABC.1.1 Maximum:.3 cfm/s .ft. window area; .5 cfm/s .tt. door area.
Exterior & Adjacent Walls 606.1.ABC.1.2.1 Caulk, gasket, weatherstrip or seal between: windows/doors & frames, surrounding wall;
foundation & wall sole or sill plate; joints between exterior wall panels at corners; utility
penetrations; between wall panels & top/bottom plates; between walls and floor.
EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends
from, and is sealed to, the foundation to the top plate.
Floors 606.1.ABC.1.2.2 Penetrations/openings >1/8" sealed unless backed by truss or joint members.
EXCEPTION: Frame floors where a continuous infiltration barrier is installed that is sealed
to the perimeter, penetrations and seams.
Ceilings 606.1.ABC.1.2.3 Between walls & ceilings; penetrations of ceiling plane of top floor, around shafts, chases,
soffits, chimneys, cabinets sealed to continuous air barrier; gaps in gyp board & top plate;
attic access. EXCEPTION: Frame ceilings where a continuous infiltration barrier is
installed that is sealed at the perimeter, at penetrations and seams.
Recessed Lighting Fixtures 606.1.ABC.1.2.4 Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside a
sealed box with 1/2" clearance & 3" from insulation; or Type IC rated with < 2.0 cfm from
conditioned space, tested.
Multi -story Houses 606.1.ABC.1.2.5 Air barrier on perimeter of floor cavity between floors.
Additional Infiltration regts 606.1.ABC.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA,
have combustion air.
SA-22 OTHER PRESCRIPTIVE MEASURES Imust by mpt car Pxcppdpd by all rpsidpnr_Ps_1
COMPONENTS SECTION REQUIREMENTS CHECK
Water Heaters 612.1 Comply with efficiency requirements in Table 6-12. Switch or clearly marked circuit
breaker electric or cutoff (gas) must be provided. External or built-in heat trap required.
Swimming Pools & Spas 612.1 Spas & heated pools must have covers (except solar heated). Non-commercial pools
must have a pump timer. Gas spa & pool heaters must have a minimum thermal
efficiency of 78%.
Shower heads 612.1 Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG.
Air Distribution Systems 610.1 All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically
attached, sealed, insulated, and installed in accordance with the criteria of Section 610.
Ducts in unconditioned attics: R-6 min. insulation.
HVAC Controls 607.1 Separate readily accessible manual or automatic thermostat for each system.
Insulation 604.1, 602.1 Ceilings -Min. R-19. Common walls -Frame R-11 or CBS R-3 both sides.
Common ceiling & floors R-11.
EnergyGaugeTm DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCSB v3.2
ENERGY PERFORMANCE LEVEL EPL)
DISPLAY CARD
ESTIMATED ENERGY PERFORMANCE SCORE*'= 84.2
The higher the score, the more efficient the home.
I. New construction or existing New _ , , 12. Cooling systems
2. Single family or multi -family Single family _ a. Central Unit Cap: 36.0 kBtu/hr _
3. Number of units, if multi -family 1 _ SEER: 12.05
4. Number of Bedrooms 4 _ b. N/A
5. Is this a worst case? No _
6. Conditioned floor area (112) 1732 ft2 c. N/A
7. Glass area & type
a. Clear - single pane 207.0 112 _ 13. Heating systems
b. Clear - double pane 0.0 ft2 _ a. Electric Heat Pump Cap: 36.0 kBtu/hr _
c. Tint/other SHGC - single pane 0.0 ft2 _ HSPF: 7.65
d. Tint/other SHGC - double pane 0.0 ft2 b. N/A
8. Floor types
a. Slab -On -Grade Edge Insulation R=0.0, 202.0(p) ft _ c. N/A
b. N/A
c. N/A 14. Hot water systems
9. Wall types a. Electric Resistance Cap: 50.0 gallons _
a. Concrete, Ext Insul, Exterior R=3.0, 1224.0 ft2 _ EF: 0.86
1, b. Frame, Wood, Exterior R=11.0, 56.0 ft2 _ b. N/A
c. Frame, Wood, Adjacent R=11.0, 328.0 ft2
d. N/A c. Conservation credits
e. N/A HR-Heat recovery, Solar
10. Ceiling types DHP-Dedicated heat pump)
a. Under Attic R=19.0, 1883.0 W _ 15. HVAC credits PT, _
b. N/A CF-Ceiling fan, CV -Cross ventilation,
c. N/A HF-Whole house fan,
11. Ducts PT -Programmable Thermostat,
a. Sup: Unc. Ret: Unc. AH: Garage Sup. R=6.0, 170.0 ft _ RB-Attic radiant barrier,
b. N/A MZ-C-Multizone cooling,
MZ-H-Multizone heating)
I certify that this home has complied with the Florida Energy Efficiency Code For Building
Construction through the above energy saving features which will be installed (or exceeded)
in this home before final inspection. Otherwise, a new EPL Display Card will be completed
based on installed Code compliant features.
Builder Signature: T X' Date: 4 2/0 3
Address of New Home: g44 (,L4pESpALF_ Lt1zUE City/FL Zip: _'S&&JP0IZ17 FL.'ja_-}_4 CoP
NOTE: The home's estimated energy performance score is only available through the FLARES computer program.
This is not a Building Energy Rating. Ifyour score is 80 or greater (or 86 for a US EPADOE EnergyStarn"designation),
your home may qualify for energy efficiency mortgage (EE" incentives ifyou obtain a Florida Energy Gauge Rating.
Contact the Energy Gauge Hotline at 3211638-1492 or see the Energy Gauge web site at www.fsec. ucf edu for
information and a list of certified Raters. For information about Florida's Energy Efficiency Code For Building Construction,
contact the Department of Community Affairs at 8501487-1824.
EnergyGauge® (Version: FLRCSB v3.2)
RIGHT-J LOAD AND EQUIPMENT SUMMARY
File name: 1732 . bld
For: D . R . HORTON
By: DEL AIR HEATING,AIR CONDITIONING,REFRIGERATION
109 COMMERCE STREET
LAKE MARY FL 32746-6206
407) 831-2665
WINTER DESIGN CONDITIONS
Outside db: 38 Deg F
Inside db: 70 Deg F
Design TD: I 32 Deg F
HEATING SUMMARY
Bldg. Heat Loss 29416 Btuh
Ventilation Air 0 CFM
Vent Air Loss 0 Btuh
Design Heat Load 29416 Btuh
INFILTRATION
Method Simplified
Construction Quality Average
Fireplaces 0
HEATING COOLING
Area (sq.ft.) 1732 1732
Volume (cu.ft.) 13856 13856
Air Changes/Hour 0.8 0.4
Equivalent CFM 185 93
11/16/98
Job # 1732
Wthr Orlando AP F1
Zone Entire House
SUMMER DESIGN CONDITIONS
Outside db: 93 Deg F
Inside db: 75 Deg F
Design TD: 18 Deg F
Daily Range M
Rel. Hum.: 50
Grains Water 44 gr
SENSIBLE COOLING EQUIP LOAD SIZING
Structure 22883 Btuh
Ventilation 990 Btuh
Design Temp. Swing 3.0 Deg F
Use Mfg. Data n
Rate/Swing Mult. 1.00
Total Sens Equip Load 23873 Btuh
LATENT COOLING EQUIP LOAD SIZING
Internal Gains 1380 Btuh
Ventilation 1496 Btuh
Infiltration 2769 Btuh
Tot Latent Equip Load 5645 Btuh
Total Equip Load 29518 Btuh
HEATING EQUIPMENT SUMMARY COOLING EQUIPMENT SUMMARY
Make TRANS Make TRANS
Model Model
Type Type
Efficiency / HSPF 6.90 COP/EER/SEER 10.30
Heating Input 0 Btuh Sensible Cooling 35500 Btuh
Heating Output 0 Btuh Latent Cooling 0 Btuh
Heating Temp Rise 0 Deg F Total Cooling 35500 Btuh
Actual Heating Fan 1200 CFM Actual Cooling Fan 1200 CFM
Htg Air Flow Factor 0.041 CFM/Btuh Clg Air Flow Factor 0.052 CFM/Btuh
Space Thermostat Load Sens Heat Ratio 85
MANUAL J: 7th Ed. RIGHT-J: V I 3 . 0 . 12 S/N 10315
Printout certified by ACCA to meet all requirements of Manual Form J
RIGHT-J CALCULATION PROCEDURES A, B, C, D
Job #: 1732 File name: 1732 . bld
C Zone: Entire House
Procedure A - Winter Infiltration HTM Calculation*
1. Winter Infiltration CFM
0.8 AC/HR x 13856 Cu.Ft. x 0.0167= 185 CFM
2. Winter Infiltration Btuh
1.1 x 185 CFM x 32 WinterTD = 6516 Btuh
3. Winter Infiltration HTM
6516 Btuh / 245 Total Window = 26.6 HTM
and Door Area
Procedure B - Summer Infiltration HTM Calculation*
I. Summer Infiltration CFM
0.4 AC/HR x 13856 Cu.Ft. x 0.0167= 93 CFM
2. Summer Infiltration Btuh
1.1 x 93 CFM x 18 SummerTD = 1833 Btuh
3. Summer Infiltration HTM
1833 Btuh / 245 Total Window = 7.5 HTM
and Door Area
Procedure C - Latent Infiltration Gain
0.68 x 44 gr.diff. x 93 CFM = 2769 Btuh
Procedure D - Equipment Sizing Loads
11/16/98
I. Sensible Sizing Load
Sensible Ventilation Load
1.1 x 50 Vent.CFM x 18 Summer TD 990 Btuh
Sensible Load for Structure (Line 19) 22883 Btuh
Sum of Ventilation and Structure Loads 23873 Btuh
Rating and Temperature Swing Multiplier x 1.00 RSM
Equipment Sizing Load - Sensible 23873 Btuh
2. Latent Sizing Load
Latent Ventilation Load
0.68 x 50 Vent.CFM x 44 gr.diff. 1496 Btuh
Internal Loads = 230 x 6 No. People 1380 Btuh
Infiltration Load From Procedure C 2769 Btuh
Equipment Sizing Load - Latent 5645 Btuh
Construction Quality is: a No. of Fireplaces is:
MANUAL J: 7th Ed. RIGHT-J: V 3 . 0 . 12 S/N 10315
Printout certified by ACCA to meet all requirements of Manual Form J
I
1732 Job# 1732 Zone: • Entire House 11/16/98
I Name of Room Entire House BR 4 FAM LAUNDRY
2 Running Ft. Exposed Wall I 202 .0 Ft. I 29.0 Ft. 41 .0 Ft. 7. 0 Ft.
3 Room Dimensions. Ft. 0. 0 t. 13. 5 x 12. 0 Ft. 20.0 x 20.0 Ft. 7.0 x 9.0 Ft.
4 Ceiings•Ft Condit. Opt ion 8.0 heat/cool d 8.0 heat/cool 8.0 heat/cool 8.0 heat/cool
TYPE OF CST IITM Area Bush Area Bath Area Buth Area Birth
EXPOSURE NO. Htg Clg Length Htg Clg Length Htg Clg Length Htg Clg Length Htg Clg
5 Gross n 14C 2.5 1.1 1224 232 112 0
Exposed b 12C 2.9 1.9 56 0 56 0
Walls and c 13C 3.2 1.2 328 0 152 56
Partitions d 0.0 0.0 0 0 0 0
e 0.0 0.0 0 0 0 0
f 0.0 0.0 0 0 0 0
6 Windows and a 1C 37.0 153 5655 23 850 23 850 0 0
Glass Doors b BC 37.0 54 1996 0 0 0 0 0 0
Heating c 9A 29.9 0 0 0 0 0 0 0 0
d 0.0 0 0 0 0 0 0 0 0
e 0.0 0 0 0 0 0 0 0 0
f 0.0 0 0 0 0 0 0 0 0
7 Windows and North 22.0 19 429 0 0 0 0 0 0
Glass Doors NE/NW 41.0 46 1886 23 943 23 943 0 0
Cooling E/W 0.0 0 0 0 0 0 0 0 0
SE/SW 49.0 142 6934 0 0 0 0 0 0
South 0.0 0 0 0 0 0 0 0 0
Horz 0.0 0 0 0 0 0 0 0 0
8 Other doors n 10D 14.7 9.9 38 559 378 0 0 0 20 294 199 18 265 179
b 10D 14.7 9.9 0 0 0 0 0 0 0 0 0 0 0 0
9 Net a 14C 2.5 1.1 1017 2506 1120 209 515 230 89 219 98 0 0 0
Exposed b 12C 2.9 1.9 36 104 70 0 0 0 36 104 70 0 0 0
Walls and c 13C 3.2 1.2 310 977 363 0 0 0 152 479 178 38 120 44
Partitions d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0
e 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0
f 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0
10 Ceilings a 16D 1.7 2.2 1883 3194 4192 162 275 361 400 678 890 63 107 140
b 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0
c 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0
II Floors a 22A 25.9 0.0 202 5236 0 29 752 0 41 1063 0 7 181 0
b 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0
e o.o o.o 0 0 0 0 0 0 0 0 0 0 0 0
12 Infiltrntion a 26.6 7.5 245 6516 1833 23 612 172 43 1144 322 18 479 135
13 Subtot Btuh Loss=6+8..+11+12 26742 3003 4831 1152
14 Duct Built Loss 10'/ 2674 10•/ 300 109/ 483 10*/ 115
15 Total Binh Loss= 13+14 29416 3304 5314 1267
16 Int. Gains: People rt 300 6 1800 0 0 4 1200 0 0
Appl. rt 1200 2 1800 0 0 0 0 1 600
17 SubtotRSHGain=7+8..+12+16 20803 1706 3900 1098
IS Duct BtuhGain 10•/ 2080 10•/ 171 10•/ 390 10°/ 110
19 Total RSHGnin-(17+18)•PLF 1.00 22883 1.00 1876 1.00 4290 1.00 1208
20 CFM Air Required 1200 1200 135 98 1 217 225 1 52 63
Printout certified by ACCA to meet all requirements of Manual J Form
1732 Job# 1732 Zone: Entire House 11/16/98
Nat e of Room BR 2 BR 3 M/BR M/BTH
2q31 Running Ft. Exposed Wall I 27.0 Ft. I 11.0 Ft. 32. 0 Ft. 10. 0 Ft.
Room Dimensions, Ft. 13.0 x 12. 0 Ft. 11.0 x 15.0 Ft. 13.0 x 17.0 Ft. 10.0 x 15. 0 Ft.
4 Ceiings,Ft Condit. Option 8.0 heat/cool 8.0 heat/cool 8.0 heat/cool 8.0 heat/cool
TYPE OF CST HTM Area Btuh Area Btuh Area BIUIn Area Btuh
EXPOSURE NO. Htg CIg Length Htg Clg Length Htg CIg Length Htg Clg Length Htg Clg
5 Gross a 14C 2.5 1.1 96 88 256 80
Exposed b 12C 2.9 1.9 0 0 0 0
Walls and c 13C 3.2 1.2 120 0 0 0
Partitions d 0.0 0.0 0 0 0 0
e 0.0 0.0 0 0 0 0
f 0.0 0.0 0 0 0 0
6 Windows and n 1C 37.0 16 591 16 591 32 1183 10 370
Glass Doors b 8C 37.0 0 0 0 0 0 0 0 0
Heating c 9A 29.9 0 0 0 0 0 0 0 0
d 0.0 0 0 0 0 0 0 0 0
e 0.0 0 0 0 0 0 0 0 0
f 0.0 0 0 0 0 0 0 0 0
7 Windows and North 22.0 2 44 2 94 4 69 2 3-5GlassDoorsNEINW41.0 0 0 0 0 0 0 0 0
Cooling EIW 0.0 0 0 0 0 0 0 0 0
SE/SW 49.0 14 685 14 685 28 1370 8 413
South 0.0 0 0 0 0 0 0 0 0
Hoa 0.0 0 0 0 0 0 0 0 0
8 Other doors a 1 OD 14 .7 9. 9 0 0 0 0 0 0 0 0 0 0 0 0
b IOD 14.7 9.9 0 0 0 0 0 0 0 0 0 0 0 0
9 Net a 14C 2.5 1.1 80 197 88 72 177 79 224 552 247 70 172 77
Exposed b 12C 2.9 1.9 0 0 0 0 0 0 0 0 0 0 0 0
Walls and c 13C 3.2 1.2 120 378 140 0 0 0 0 0 0 0 0 0
11::rtitions d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0
e 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0
f 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0
10 Ceilings a 16D 1.7 2.2 156 265 347 165 280 367 221 375 492 150 254 334
b 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0
c 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0
11 Floors a 22A 25.9 0.0 27 700 0 11 295 0 32 829 0 10 259 0
0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0
IbIc 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0
12 Infiltration a 26.6 7.5 16 426 120 16 426 120 32 851 239 10 266 75
13 Subtot Bttth Loss=6+8..+11+12 2556 1759 3790 1322
14 Duct Btuh Loss 10% 256 10•/ 176 10% 379 10% 132
15 Total Btuh Loss= 13+14 2812 1935 4169 1454
16 Int. Gains: People rt 300 0 0 0 0 1 300 0 0
Appl. n 1200 0 0 0 0 0 0 0 0
17 SubtotRSHGain=7+8..+12+16 1425 1296 273 933
18 Duct Btuh Gain 10'/ 142 10•/ 130 10•/ 274 10% 93
19 Total RSH Gain-(17+18)•PLF 1.00 1567 1 .00 1425 1. 00 3011 1.00 1027
20 1 CFM Air Required 115 82 1 79 75 170 158 1 59 54
Printout certified by ACCA to meet all requirements of Manual J Form
1732 Job# 1732 Zone: Entire House 11/16/98
Name ofRootn BTH KICTHEN DINING
2q3I Running Ft. Exposed Wall I 0 . 0 Ft. I 31 .0 Ft. 14 . 0 Ft. Ft.
Room Dimensions, Ft. 9. 0 x 10. 0 Ft. 16. 0 x 14 . 0 Ft. 14 . 0 .x 18 . 0 Ft. x Ft.
4 Ceihtgs,Ft Condit. Option 8.0 heat/cool 8.0 heat/cool 8.0 heat/cool
TYPE OF CST I IT\4 Area Binh Area Buth Area Binh Area Bath
EXPOSURE NO. Htg CIg Length Htg Clg Length Htg Clg Length Htg CIg Length Htg Clg
5 Gross a 14C 2.5 1.1 0 248 112
Exposed b 12C 2.9 1.9 0 0 0
Walls and c 13C 3.2 1.2 0 0 0
Partitions d 0.0 0.0 0 0 0
e 0.
01
0-0
f 0.0 0.0 0 0 0
6 Windows and a 1C 37.0 0 0 10 370 23 850
Glass Doors b 8C 37.0 0 0 54 1996 0 0
Heating c 9A 29. 9 0 0 0 0 0 0
d 0.0 0 0 0 0 0 0
e 0.0 0 0 0 0 0 0
f 0.0 0 0 0 0 0 0
7 Windows and North 22.0 0 0 7 153 3 64
Glass Doors NE/NW 41.0 0 0 0 0 0 0
Cooling E/W 0.0 0 0 0 0 0 0
SE/SW 49.0 0 0 57 2795 20 985
South 0.0
01
0 0 0 0 0
Horz 0.0 0 0 0 0 0 0
8 Other doors n 10D 14.7 9.9 0 0 0 0 0 0 0 0 0
b 10D 14.7 9.9 0 0 0 0 0 0 0 0 0
9 Net n 14C 2.5 1.1 0 0 0 184 453 203 89 219 98
Exposed b 12C 2.9 1.9 0 0 0 0 0 0 0 0 0
Walls and c 13C 3.2 1.2 0 0 0 0 0 0 0 0 0
Partitions d 0.0 0.0 0 0 0 0 0 0 0 0 0
e 0.0 0.0 0 0 0 0 0 0 0 0 0
f 0.0 0.0 0 0 0 0 0 0 0 0 0
10 Ceilings a 16D 1.7 2.2 90 153 200 224 380 499 252 427 561
b 0.0 0.0 0 0 0 0 0 0 0 o o
c 0.0 0.0 0 0 0 0 0 0 0 0 0
11 Floors a 22A 25.9 0.0 0 0 0 31 804 0 14 363 0
b 0.0 0.0 0 0 0 0 0 0 0 0 0
c 0.0 0.0 0 0 0 0 0 0 0 0 0
12 Infiltndon a 26.6 7.5 0 0 0 64 1702 479 23 612 172
13 Subm Binh Loss-6+8.+11+12 153 5704 2471
14 Duct Buth Loss 10% 15 10°/ 570 lo°/ 247
15 Total Bttth Loss= 13+14 168 6275 2718
16 Int. Gains: People n 300 0 0 0 0 1 300
Appl. rt 1200 0 0 1 1200 0 0
17 Subtot RSH Gnin-7+8.+12+16 200 5328 2180
18 DnctBtttlnGain 1D% 20 10°/ 533 10°/ 218
19 Total RSH Gain-(17+18)•PLF 1 .,00 220 1.00 5861 1 .00 2398
20 1 CFM Air Required 7 12 1 256 307 1 111 126
Printout certified by ACCA to meet all requirements of Manual J Form
MANUAL J: 7th Ed. RIGHT-J: V 3.0.12 S/N 10315
RIGHT-J WINDOW DATA
Job#: 1732 Filename: 1732.bld 11/16/98
W S D W G L S S O N A S O O W C W S
N K I A L O T H V G N H V V H H N H
D Y R L A W R A H L G C R R G T A A
W L Z E M D G Z L O X Y T M R R
BR 4
a n ne a c n n d y 1 90 1.0 1.0 1.0 5.0 41.0 23.0 0.0
FAM
a n nw a c n n d y 1 90 1.0 1.0 1.0 5.0 41.0 23.0 0.0
LAUNDRY
BR 2
a n se a c n n d y 1 90 1.0 1.0 1.0 5.0 49.0 16.0 2.0
BR 3
a n se a c n n d y 1 90 1.0 1.0 1.0 5.0 49.0 16.0 2.0
M/BR
a n sw a c n n d y 1 90 1.0 1.0 1.0 5.0 49.0 32.0 4.0
l
M/BTH
a n sw a c n n d y 1 90 1.0 1.0 1.0 4.0 49.0 10.0 1.6
BTH
KICTHEN
a n se a c n n d y 1 90 1.0 1.0 1.0 3.0 49.0 10.0 2.1
b n sw a c n n d y 1 90 1.0 1.0 1.0 7.0 49.0 54.0 4.9
DINING
a n se a c n n d y 1 90 1.0 1.0 1.0 5.0 49.0 23.0 2.9
Pin 9
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PLOT PLAN
L
DESCRIPTION: (AS FURNISHED)
A F RCEL OF LAND LYING AND BEING IN SECTION 18, TOWNSHIP 20 SOUTH, RANGE 31
Ehl„T, GTY OF SANFORD, SEMINOLE COUNTY, FLORIDA, BEING MORE PARTICULARLY DESCRIBED AS FOLLOWS:
COMMENCE AT THE NORTHWEST CORNER OF LOT 25, BAKERS CROSSING PHASE 1, PLAT BOOK 60 PAGES 27 THROUGH
29; THENCE RUN NOO'25'30"E A DISTANCE OF 89.73 FEET; THENCE RUN S89'33'46"E A DISTANCE OF 3.38 FEET;
THENCE RUN N 00'25'29"E A DISTANCE OF 195.00 FEET; THENCE RUN S89'33'46"E A DISTANCE OF 897.66 FEET;
THENCE RUN S00'25'29"W A DISTANCE OF 47.87 FEET; THENCE RUN S89'36'15"E A DISTANCE OF 50.00 FEET TO THE
POINT OF BEGINNING; THENCE CONTINUE S89'36'15"E A DISTANCE OF 50.00 FEET; THENCE RUN S00'25'29"W A
DISTANCE OF 110.00 FEET; THENCE RUN N89'36'15"W A DISTANCE OF 50.00 FEET; THENCE RUN N00'25'29"E A DISTANCE
OF 110.00 FEET TO THE POINT OF BEGINNING, CONTAINING 0.13 ACRES t.
1"= 30'
GRAPHIC SCALE
0 15 30
POINT OF
COMMENCEMENT
NORTHWEST CORNER /
OF LOT 25.
BUILDING
FRONT:
REAR:
SIDE:
CORNER:
MINIMUM
FLC TT .
MUST BE
OF ADJACE
OTHERW
SETBACKS
25'
20'
5'
15'
LOT WIDTH
PREPARED FOR:
D.R. HORTON
APPROVED
1
in Ip
nl1
SIN
oI
50'
PT
61.77' I _
N89'}6'15.W CENTERLINE OFJ
RIGHT-OF-WAY
LOT 22 CONTAINS 5500 SOUARE FEET t
THIS STRUCTURE CONTAINS 2180 SOUARE FEET t
TOTAL CONCRETE 520 SO. FT. t
TOTAL SOD 2800 SO. FT. t
1. ELEVATIONS SHOWN ARE PER LOT GRADING
PLANS PROVIDED BY THE CLIENT.
THIS PLOT PLAN IS INTENDED FOR PERMITTING PURPOSES
ONLY. THIS IS NOT INTENDED FOR THE CONSTRUCTION OF
THE PROPOSED HOUSE. REFER TO HOUSE PLAN AND OPTION
LIST FOR CONSTRUCTION.
ALL BUILDING SET BACK LINES SHOWN HEREON IS PER DATA
FURNISHED BY CLIENT AND IS FOR INFORMATIONAL PURPOSES
ONLY. THIS IS NOT A SURVEY
THIS IS A PLOT PLAN ONLY
I HAVE EXAMINED THE F.I.R.M. COMMUNITY PANEL
NO 120289 0045 E DATED 4/17/95 AND FOUND
THE SUBJECT PROPERTY APPEARS TO LIE IN ZONE X.
AREA OUTSIDE 100 YEAR FLOOD.
BEARINGS SHOWN HEREON ARE BASED ON
THE NORTHERLY LINE OF PROPOSED LOT 22 AS
BEING S89'36'15' E PER PLAT.
FIELD DATE: ) REVISED:
PROPOSED
LOT 23
N89'36'15"W
50.00'
155.74_
PI
TRACT A
217.51 -
UNNAMED ROADWAY
50' RIGHT OF WAY
LEGEND-
BUILDING SETBACK LINE NLW
CENTERLINE POD
RICHT OF WAY LINE
POL
PCC
XXX XX PROPOSED ELEVATION POEOR
PROPOSED DRAINAGE FLOW PD
CONCRETE
6
L
LB LAND SURVEYING BUSINESS C.O.
LS LAND SURVEYOR PC
PRM PERMANENT REFERENCE MONUMENT PI
PCP PERMANENT CONTROL POINT PRC
P) PER PLAT PT
M) MEASURED TYP
CALC) CALCULATED A/C
FND FOUND GBW
C/w CONCRETE WALK RP
5/W SIDEWALK R
CP CONCRETE PAD CS
PD PLAT BOOK C
PGS PAGES R/W
NG NATURAL GRADE ORB
SO. FT. SOUARE FEET
MINIMUM LOT WIDTH
POINT ON BOUNDARY
POINT ON LINE
POINT OF COMPOUND CURVATURE
POINT ON CURVE
OFFICIAL RECORD
PLANNED DEVELOPMENT
DENOTES DELTA ANGLE
DENOTES ARC LENGTH
DENOTES CHORD BEARING
DENOTES POINT OF CURVATURE
DENOTES POINT OF INTERSECTION
DENOTES POINT OF REVERSE CURVATURE
DENOTES POINT OF TANGENCY
TYPICAL
AIR CONDITIONER
CONCRETE BLOCK WALL
RADIUS POINT
RADIUSCONCRETE SLAB
CHORD LENGTH
RIGHT-OF-WAY
OFFICIAL RECORDS BOOK
1. THE SURVEYOR HAS NOT ABSTRACTED THE
LAND SHOWN HEREON FOR EASEMENTS, RIGHT
OF WAY, RESTRICTIONS OF RECORD WHICH
MAY AFFECT THE TITLE OR USE OF THE LAND
2. NO UNDERGROUND IMPROVEMENTS HAVE BEEN
LOCATED EXCEPT AS SHOWN.
3. NOT VALID WITHOUT THE SIGNATURE AND THE ORIGINAL
RAISED SEAL OF A FLORIDA LICENSED SURVEYOR
AND MAPPER.
SCALE: 1" = 30 FEET
APPROVED BY: WRM
JOB NO. ASM40197
DRAWN BY: PLOT PLAN 4-25-03
AMERICAN SURVEYING & MAPPING
CERTIFICATION OF AUTHORIZATION NUMBER LBp6393
320 EAST SOUTH STREET, SUITE 180
ORLANDO. FLORIDA
32601- (407) 426-7979
FOR
ME
FIRM
WILLIAM R. MU(CATELL JR. PS 4492 DATE
MiTeko
February 17, 2003
MiTek Industries Inc.
16472 Segovia Circle North
Pembroke Pines, FL 33331-4627
USA
Fax (954) 680 4395
The truss drawings referenced below, have been prepared under my direct supervision based
on the parameters provided by Accu-Span Truss Company using MiTek 20/20 software.
Pages or sheets covered by this seal : I2177850 thru 12177880. Total : 31 drawings.
Job :DR 173213
Builder :D.R. HORTON
Location :BAKERS CROSSING, LOT 22
County :SEM INOLE
Truss Engineer :Junaidie Budiman, PE # 45161.
Address :16472 Segovia Circle North
Pembroke Pines, FL 33331-4627.
This serves as the cover sheet in conformance to Chapter 61G15-31 Section 003 of the
Florida Board of Professional Regulation.
This package include: 1) 31 Truss drawing.
2) Truss Index.
February 17, 2003
Junaidie Budiman, PE
The seal on these drawings indicate acceptance of professional engineering responsibility
solely for the truss components shown. The suitability and use of this component for any
particular building is the responsibility of building designer, per ANSUTPI 1-1995 Sec.2.
TRUSS INDEX OF JOB DR1732E
Trussas included=31
0,"\DR1732E\a.tre" 12177850
1,"\DR1732E\all.tre" 12177851
2,"\DR1732E\al3.tre" 12177852
3,"\DR1732E\a15.tre" 12177853
4,"\DR1732E\al7.tre" 12177854
5,"\DR1732E\a19.tre" 12177855
6,"\DR1732E\a7.tre" 12177856
7,"\DR1732E\a7a.tre" 1 2177857
8,"\DR1732E\a9.tre" 12177858
9,"\DR1732E\a9g.tre" 12177859
10,"\DR1732E\b.tre" 12177860
11,"\DR1732E\bg.tre" 12177861
12,"\DR1732E\c.tre" 12177862
13,"\DR1732E\c5.tre" 12177863
14,"\DR1732E\d3.tre" 1 2177864
15,"\DR1132E\j.tre" 12177865
16,"\DR1732E\j5.tre" 12177866
17"'0R1732E\jg.tre" 12177867
18,'9DR1732E\jg4.tre" 12177868
19,"\DR1732E\k.tre" 12177869
20,"\DR1732E\I.tre" 1 2177870
21,"\DR1732E\11.tre" 1 2177871
22,"\DR1732E\12-1.tre" 12177872
23,"\DR1732E\12-6.tre" 12177873
24,"\DR1732E\m.tre" 12177874
25,"\DR1732E\m1.tre" 12177875
26,"\DR1732E\s.tre" 12177876
27,"\DR1732E\sl.tre" 12177877
28,'1DR1732E\s2.tre" 12177878
29,"\DR1732E\s3.tre" 12177879
30,"\DR1732E\s4.tre" 12177880
B0,,
No. 4 5161
O STATE OF t
0Rtolt/0
March 13, 2002
A WARNING - VerVy design parameters and READ NOTES ONTNIs AND REVERSE SIDE BEFORE USE.
Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for on Individual building component to be
Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss
designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the
responslblllty of the erector. Add"lonol permanent bracing of the overall structure is the responslblllty of the building designer. For general guidance
regarding fobrlcation, quality control. storage, delivery, erection and bracing, consult OST-88 Quality Standard, 011111•89 Sraclnq Specification, and HIB-91 M iTe k® RHandlingInstalllnqandBrocingRecommendatlanavailablefromTruss ate Institute. 583 D'Onofrb Delve, Madison, W 153719.
Symbols
PLATE LOCATION AND ORIENTATION
13/. *Center plate on joint unless
dimensions indicate otherwise.
Dimensions are in inches. Apply
plates to both sides of truss and
securely seat.
0
0
For 4 x 2 orientation, locate
plates IA" from outside edge of otrussandverticalweb,
This symbol indicates the
required direction of slots in
connector plates.
Numbering System
J2 J3 J4
TOP CHORDS
BOTTOM CHORDS
J1 J8 J7 J6
JOINTS AND CHORDS ARE NUMBERED CLOCKWISE
For tabular plating formal refer to the
AROUND THE TRUSS STARTING ATTHE LOWESTJOINT
MRek/Gang-Nall Joint/Plate Placement Chart.
FARTHESTTO THE LEFT.
WEBS ARE NUMBERED FROM LEFT TO RIGHT.
PLATE SIZE
The first dimension is the width CONNECTOR PLATE CODE APPROVALS
4 X 4 perpendicular to slots. Second
dimension is the length parallel
to slots. BOCA 86-93, 85-75, 91-28
LATERAL BRACING HUD/FHA TCB 17.08
Indicates location of required
oe", continuous lateral bracing. ICBO 1591, 1329, 4922
SBCCI 87206, 86217, 9190
WISC/DILHR 870040-N, 930013-N, 910080-N
BEARING
Indicates location of joints at
which bearings (supports) occur.
Mi!
MiTek®
AGeneral Safety Notes
Failure to Follow Could Cause Property
Damage or Personal Injury
1. Provide copies of this truss design to the
building designer, erection supervisor, property
owner and all other interested parties..
2. Cut members to bear tightly against each
other.
3. Place plates on each face of truss at each
Q joint and embed fully. Avoid knots and wane
0 at joint locations.
a 4. Unless otherwise noted, locate chord splices
0 at I/4 panel length(+ 6" from adjacent joint.)
5. Unless otherwise noted, moisture content of
lumber shall not exceed 19 % at time of
fabrication.
PANEL`
TM
CLIP
6. Unless expressly noted, this design is not
applicable for use with fire retardant or
preservative treated lumber.
7. Camber is a non-structural consideration and
is the responsibility of truss fabricator. General
practice is j'o camber for dead load deflection.
8. Plate type, size and location dimensions
shown indicate minimum plating requirements.
9. Lumber shall be of the species and size, and
in all respects, equal to or better than the
grade specified,
10. Top chords must be sheathed or purlins
provided at spacing shown on design.
11. Bottom chords require lateral bracing at 10
ft. spacing, or less, if no ceiling is installed,
unless otherwise noted,
12. Anchorage and/or load transferring
connections to trusses are the responsibility of
others unless shown.
13. Do not overload roof or floor trusses with
stacks of construction materials.
14. Do not cut or alter truss member or plate
without prior approval of a professional
engineer.
15. Care should be exercised In handling,
erection and installation of trusses.
1993 Mitek Holdings, Inc. -
FORM016,019 HMRO,AIRO
Job 1 russ truss type
JUNAIDIE BUDIMAN PE #45161 ty y HORTON 1
12177850
DR1732E A ROOF TRUSS 16472 Segovia Cir. N. 8 1
Pembroke Pines, FI 33331-4627. optional)
AW-U-Z PAN-T LONGWOOD, FL, MiTekIndustries, Inc. 4. 1 s Aug 20 2001 MiTekIndustries, Inc. Wed Mar 13 10:04:49 2002 Page 1
0-p 7-1-3 13-6-10 20-0-0 26-5-6 32-10-13 40-0-0 41-0-0
1-0-0 7.1-3 6-5-6 6-5-6 6-5-6 6-5-6 7-1-3 1-0-0
Scale - 1:70.
5x6 =
5
5.00 j-TZ-
3x4 3x4
4 6
5x6 5x8
cc 3 7
2 8
9Frail
0 0
3x8. 12 11 10 3x8 -
5x6 = 5x8 = 5x6 -
10-3-14 20-0-0 29.8-2 40-0-0
10.3.14 9-8-2 9-8-2 10.3-14
Plate Offsets ( ,Y): -4- -1- , - - 4- -1- 1 11: -4- 1
LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP
TCLL 30.0 Plates Increase 1.33 TC 0.76 Veft(LL) 0.29 11 >999 M1120 249/190
TCDL 7.0 Lumber Increase 1.33 BC 0.91 Vert(TL) -0.63 10-11 >753
BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(TL) 0.16 8 n/a
BCDL 10.0 Code SBC/ANSI95 1st LC LL Min I/dell = 360 Weight: 195 lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 2-8-3 cc purlins.
BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 0-2-0 oc bracing.
WEBS 2 X 4 SYP No.3 WEBS 1 Row at midpt 4-11, 6-11
REACTIONS (lb/size) 2 = 1951 /0-8-0, 8 = 1951 /0-8-0
Max Horz 2 = 224(load case 4)
Max Uplift 2 = -984(load case 4), 8=-984(1oad case 5)
FORCES Ilb) - First Load Case Only
TOP CHORD 1-2 = 14, 2-3=-3710, 3-4 =-3346, 4-5 =-2354, 5-6 =-2354, 6-7 =-3346, 7.8 = -3710, B-9 = 14
BOT CHORD 2-12=3393, 11-12=2820, 10-11 =2820, 8-10=3393
WEBS 3-12=-410, 4-12=543, 4-11 =-862, 5-11 =1333, 6-11 =-862, 6-10=543, 7-10=-410
NOTES (5-4)
1) This truss has been checked for unbalanced loading conditions.
2) This truss has been designed for the wind loads generated by 120 mph winds at 18 ft above ground level, using 5.0 psf
top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11,
condition 11 partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not
exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The
lumber DOL increase is 1.33, and the plate grip increase is 1.33
3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 984 lb uplift at joint 2 and
984 Ib uplift at joint 8.
4) This truss has been designed with ANSI%TPI 1-1995 criteria.
5) THIS DESIGN CONFORMS TO FBC 2001, BASED ON THE PARAMETER INDICATED.
LOAD CASE(S) Standard
j
No. 4 5161 ,k
y j0c
0':• STATE OF
a1UAL
March 13,2002
A WARNING - VerVy dart yn parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE.
Design valid lot use only with Mffek connectors. This design is based only upon potometers shown, and is lot an Individual building component to be
Installed and loaded vertloalty. Applicability of design potometets and proper incotpotatlon of component is responslblBty of building deslgnet - not truss
deslgnet. Bracing shown is lot lotetol support of Individual web members only. Additional tempotory btacing to Insure stability during consttuctlon h the
tesponslbllity of the etectot. Additional permanent btbctrp of the ovetaB shuctuie is the iesponslbitly of the building deslgnet. Foi genetal guidance
regarding fabrlcatlon, quality control, stotoge, dellvety, etectlon and btocing, consult OST•88 Quality Standard, DSB•89 Bracing Specificaflon, and HIB-91
Handling installlna and Bracing Recommondatlon ovollable from Truss Rate Institute, 583 D'Onoftlo Dtive. Madison, W153719. M iTek®
Symbols Numbering System AGeneral Safety Notes
PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property
13/1 * Center plate on joint unless Damage or Personal Injury
dimensions indicate otherwise.
Dimensions are in inches. Apply 1. Provide copies of this truss design to the
plates to both sides of truss and building designer, erection supervisor, propertysecurelyseat.
4
J2 J3 J4 owner and all other interested parties..
r
TOP CHORDS
2, Cut members to bear tightly against each
c2 a
other.
o WEBS
JS
a:3. Place plates on each face of truss at each
for 4 x 2 orientation, locate i ;, , ; ; ¢ cl joint and embed fully. Avoid knots and wane
plates from outside edge of
c) O
d y at joint locations.
truss andd vertical web. a 4. Unless otherwise noted, locate chordsplices o
at /4 panel length(+ 6" from adjacent joint.) CSC, BOTTOM
CHORDS This
symbol indicates the 5.
Unless otherwise noted, moisture content of required
direction of slots in J1
J8 J7 J6 lumber shall not exceed 19 % at time of connector
plates. fabrication.
6.
Unless expressly noted, this design is not applicable
for use with fire retardant or JOINTS
AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. For
tabular plating formal refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7. Camber is a non-structural consideration and MiTek/
Gang-Nall Joint/Plate Placement Chart. FARTHEST
TO THE LEFT. is the responsibility of truss fabricator. General WEBS
ARE NUMBERED FROM LEFTTO RIGHT. practice is to camber for dead load deflection. PLATE
SIZE 8.
Plate type, size and location dimensions shown
indicate minimum plating requirements. The
first dimension is the width 4
4 to Second CONNECTOR
PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and X
perpendicular slots. in all respects, equal to or better than the dimension
is the length parallel grade specified. to
slots. BOCA 86-93, 85-75, 91-28 10.
Top chords must be sheathed or purlins LATERAL
BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates
location of required 11. Bottom chords require lateral bracing at 10 continuous
lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or less, if no ceiling is installed, unless
otherwise noted. SBCCI
87206, 86217, 9190 12.
Anchorage and/or load transferring WISC/
DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility of BEARING
others unless shown. Indicates
location of joints at 13. Do not overload roof or floor trusses with which
bearings (supports) occur. stacks of construction materials. 14.
Do not cut or alter truss member or plate without
prior approval of a professional MiTek®
engineer.
15.
Care should be exercised In handling, @
PANEL
TM
erection and installation of trusses. 1993
Mitek Holdings, Inc. 0W
CLIP FORM018.
019 NMRO,AIR ® i
Job russ russ I ype JUNAIDIE BUDIMAN PE #45161 ty y
121 77851
DR1732E A11
16472 Segovia Cit. N. ROOF TRUSS 2 1
Pembroke Pines, FI33331-4627. opt onal)
ACCU-SPAN-T OD, FL, MiTek Industries, Inc. 4.201 SRl s Aug 20 2001 MiTek Industries, Inc. Wed Mar 13 10:04:49 2002 Page 1
1-o-p 5-9-14 11-0-0 17-0-0 23-0-0 29-0-0 34-2-2 40-0-0 41-0-0
1-0-0 5-9-14 5-2-2 6-0-0 6-0-0 6-0-0 5-2-2 5-9-14 1-0-0
Scale - 1:71.
5x6 = 5x6 = 5x6 = 3x4 =
4 5 6 7
5.00
2x4 2x4
3 8
2 9
1 10
vi Id
0 0
3x8 = 13 12 11 3x8 =
5x8 = 5x6 = 5x8 =
L
11-0-0 20-0-0 29-0-0 40-0-0
11-0-0 9-0-0 9-0-0 11-0-0
late sets ): -4- -1- 4: -4 , 4 , 4- 1- 11: 1 1 10
LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP
TCLL 30.0 Plates Increase 1.33 TC 0.84 Vert(LL) 0.40 12 >999 M1120 249/190
TCDL 7.0 Lumber Increase 1.33 BC 0.85 Vert(TL) -0.65 11-12 >729
BCLL 0.0 Rep Stress Incr YES WB 1.00 Horz(TL) 0.18 9 n/a
BCDL 10.0 Code SBC/ANSI95 1st LC LL Min I/defl = 360 Weight: 192 lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 2-5-8 oc purlins.
BOT CHORD 2 X 4 SYP No.1 D BOT CHORD Rigid ceiling directly applied or 0-2-0 oc bracing, Except:
WEBS 2 X 4 SYP No.3 4-6-9 oc bracing: 9.11.
REACTIONS (lb/size) 2 = 1951 /0-8-0, 9 = 1951 /0-8-0
Max Horz 2 = 134(load case 4)
Max Uplift 2 = - 1 082(load case 4), 9=-930(load case 3)
FORCES (lb) - First Load Case Only
TOP CHORD 1.2 =14, 2.3 =-3773, 3-4=-3370, 4-5=-3109, 5.6=-3856, 6-7=-3109, 7-8=-3370, 8-9 =-3773,
9-10=14
BOT CHORD 2.13=3442, 12-13=3797, 11.12=3797, 9-11 =3442
WEBS 3-13=-364, 4-13=875, 5-13=-869, 5-12=107, 6-12=107, 6-11 =-869, 7-11 =875, 8-11 =-364
NOTES (6-5)
1) This truss has been checked for unbalanced loading conditions.
2) This truss has been designed for the wind loads generated by 120 mph winds at 18 ft above ground level, using 5.0 psf
top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category II,
condition II partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not
exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The
lumber DOL increase is 1.33, and the plate grip increase is 1.33
3) Provide adequate drainage to prevent water ponding.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1082 Ib uplift at joint 2 and
930 lb uplift at joint 9.
5) This truss has been designed with ANSI/TPI 1-1995 criteria.
6) THIS DESIGN CONFORMS TO FBC 2001, BASED ON THE PARAMETER INDICATED. LJpi
J'IFfC•' . 9j.'iLOADCASE(S) Standard •,:,P
I"
No. 4.5161
0':STATE OF
s,/0RVU
s oNAL
March 13,2002
A WARNINO - Ver{ fy design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE.
Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is lot an Individual building component to be
Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss
designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the
responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance
regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST-88 Quality Standard, DSB-89 Bracing Specification, and HIB-91
Handling Installlna and Bracing Rocommenclatlon available from Truss Plate institute, 583 D'Onofrlo Drive, Madison, Wl53719. M iTe k®
Symbols Numbering System AGeneral Safety Notes
PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property
13/1 *Center plate on joint unless Damage or Personal Injurydimensionsindicateotherwise.
Dimensions are in inches. Apply 1. Provide copies of this truss design to the
plates to both sides of truss and building designer, erection supervisor, propertysecurelyseat. J2 J3 J4 owner and all other interested parties..
TOP CHORDS
2. Cut members to bear tightly against each
l
other.
WEBS
JS
3. Place plates on each face of truss at each
For 4 x 2 orientation, locate o ,3 ; ¢ joint and embed fully. Avoid knots and wane
plates /B" from outside edge of
O
d V
at joint locations.
truss and vertical web. a
o
4. Unless otherwise noted, locate chordsplices I/
4 atpanel length(+ 6" from adjacent joint.) ceBOTTOM
CHORDS This
symbol indicates the 5. Unless otherwise noted, moisture content of required
direction of slots in J1
J8 J7 J6 lumber shall not exceed 19 % at time of connector
plates. fabrication.
6.
Unless expressly noted, this design is not applicable
for use with fire retardant or JOINTS
AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. For
tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7. Camber is a non-structural consideration and MRek/
Gang-Nall Joint/Plate Placement Chart. FARTHEST
TO THE LEFT. is the responsibility of truss fabricator. General WEBS
ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. PLATE
SIZE 8.
Plate type, size and location dimensions shown
indicate minimum plating requirements. The
first dimension is the width 4
X 4 to Second CONNECTOR
PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and perpendicular
slots. in all respects, equal to or better than the dimension
is the length parallel grade specified, to
slots. BOCA 86-93, 85-75, 91-28 10.
Top chords must be sheathed or purlins LATERAL
BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates
location of required 11. Bottom chords require lateral bracing at 10 continuous
lateral bracing. ICBO 1591, 1329, 4922 It. spacing, or less, if no ceiling is installed, 401
unless
otherwise noted. SBCCI
87206, 86217, 9190 12.
Anchorage and/or load transferring WISC/
DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility of BEARING
others unless shown. Indicates
location of joints at 13. Do not overload roof or floor trusses with which
bearings (supports) occur. stacks of construction materials. 14.
Do not cut or alter truss member or plate without
prior approval of a professional M
iTek® engineer.
15.
Care should be exercised In handling,, PE
TM PANEL
erection
and installation of trusses. 1993
Mitek Holdings, Inc. CLIP
FORM018.
019 MMRO,AZR0 a
Job I russ truss type JUNAIDIE BUDIMAN PE #45161 ty y ORTON 1
12177852
DR1732E A13 ROOF TRUSS t6472 Segovia Cir. N. 2 1
Pembroke Pines. Fl33331-4627. optional)
A I e Industries,Inc. 4. 1 sAug l I e Industries,Inc. a Mar 1 age
0-p 6-9-14 13-0-0 17-8-0 22-4-0 27-0-0 33-2-2 40-0-0 41-0-0
1-0-0 6-9-14 6-2-2 4-8-0 4-8-0 4-8-0 6-2-2 6-9-14 1-0-0
Scale - 1:71.3
5x6 =
2x4 II 3x4 = 5x6 =
4 5 6 7
5.00 r1F
2x4 2x4 //
3 8
92 l0
1v1 to
d a
3x8 = 14 13 12 11 3x8 =
5x6 = 3x8 = 5x6 - 5x6 =
9-1-14 17-8-0 22-4.0 30-10-2 _ 40.0-0
9-1-14 8-6-2 4-8-0 8.6-2 9-1-14
Plate Offsets X, -4- -1- 4: - -4 , -4 , -4- -1- 11: - 1 14: -
LOADING (psf) SPACING 2-0-0 CST DEFL in (loc) I/defl PLATES GRIP
TCLL 30.0 Plates Increase 1.33 TC 0.77 VertlLL) 0.34 13 >999 M1120 249/190
TCDL 7.0 Lumber Increase 1.33 BC 0.84 Vert(TL) -0.56 13-14 >844
BCLL 0.0 Rep Stress Incr YES WB 0.34 Horz(TL) 0.17 9 n/a
BCDL 10.0 Code SBC/ANSI95 1st LC LL Min I/defl = 360 Weight: 201 lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 2-9-8 oc purlins.
BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 4-4.2 oc bracing.
WEBS 2 X 4 SYP No.3
REACTIONS (lb/size) 2 = 1951 /0-8-0, 9 = 1951 /0-8-0
Max Horz 2=-154(load case 5)
Max Uplift 2=-1065(load case 4), 9=-896(load case 5)
FORCES (lb) - First Load Case Only
TOP CHORD 1-2=14, 2-3=-3759, 3-4=-3463, 4-5=-3281, 5-6=-3281, 6-7=-3281, 7-8=-3463, 8-9=-3759,
9-10=14
BOT CHORD 2-14=3436, 13-14=2877, 12-13=3281, 11.12=2877, 9.11 =3436
WEBS 3-14=-368, 4-14=554, 4-13=622, 5-13=-341, 6-13=-0, 6-12=-341, 7-12=622, 7.11 =554,
8-11 =-368
NOTES (6-5)
1) This truss has been checked for unbalanced loading conditions.
2) This truss has been designed for the wind loads generated by 120 mph winds at 18 ft above ground level, using 5.0 psf
top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11,
condition II partially enclosed building, with exposure B ASCE 7.98 per SBC/ANSI95 If end verticals exist, they are not
exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The
lumber DOL increase is 1.33, and the plate grip increase is 1.33
3) Provide adequate drainage to prevent water ponding.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1065 lb uplift at joint 2 and
896 lb uplift at joint 9.
5) This truss has been designed with ANSI/TPI 1-1995 criteria.
6) THIS DESIGN CONFORMS TO FBC 2001, BASED ON THE PARAMETER INDICATED. *_`VIE 13
LOAD CASE(S) Standard J,e-
I"
No, 4.5161
Pen:. STATE OF °
sS/ZOaso''
ANAL
nno
A WARNING - Ver{/y deefyn parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE.
Design valid for use only with MITek connectors. This design If based only upon parameters shown, and Is for on Individual building component to be
Installed and boded vertically. ApplIcablllty of design parameters and proper Incorporation of component Is responsibility of building designer - not truss
designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the
responsibility of the erector. Additional permanent brbcing of the overall structure Is the responsibility of the building designer. For general guidance
regarding fobrbatbn, quality control, storage, delivery, erection and bracing, consult OST-88 Quality Standard, DSO.89 Bracing Specification, and HIB-91
Handling Installlnq and Bracing Recommendatlon available from Truss Rate Institute, 593 D'Onofrb Drive, Madison, WI 53719. M iTek®
Symbols Numbering System AGeneral Safety Notes
PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property
t-1/1. *Center plate on joint unless Damage or Personal Injury
dimensions indicate otherwise.
Dimensions are in inches. Apply 1. Provide copies of this truss design to the
plates to both sides of truss and building designer, erection supervisor, propertysecurelyseat. J2 J3 J4 owner and all other interested parties..
TOP CHORDS
2. Cut members to bear tightly against each
C? C3
other.
WEBS
JS
a:3. Place plates on each face of truss at each
For 4 x 2 orientation, locate o , ; ; Q joint and embed fully. Avoid knots and wane
plates from outside edge of
o
d y
V
at joint locations.
truss andd vertical web. a
o
4. Unless otherwise noted, locate chordsplices 114
atpanel length(+ 6" from adjacent joint.) c, c6 BOTTOM
CHORDS This
symbol indicates the 5. Unless otherwise noted, moisture content of required
direction of slots in Jt
J8 J7 J6 lumber shall not exceed 19 % at time of connector
plates. fabrication.
6.
Unless expressly noted, this design is not applicable
for use with fire retardant or JOINTS
AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. For
tabular plating format refer to the AROUND
THE TRUSS STARTING AT THE LOWESTJOINT 7, Camber is a non-structural consideration and MRek/
Gang-Nall Joint/Plate Placement Chart. FARTHEST
TO THE LEFT. is the responsibility of truss fabricator. General WEBS
ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. PLATE
SIZE 8.
Plate type, size and location dimensions shown
indicate minimum plating requirements. The
first dimension is the width 4
4 to Second CONNECTOR
PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and X
perpendicular slots. in all respects, equal to or better than the dimension
is the length parallel grade specified, to
slots. BOCA 86-93, 85-75, 91-28 10.
Top chords must be sheathed or purlins LATERAL
BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates
location of required 11. Bottom chords require lateral bracing at 10 continuous
lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or less, if no ceiling is installed, unless
otherwise noted. SBCCI
87206, 86217, 9190 12.
Anchorage and/or load transferring WISC/
DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility of BEARING
others unless shown. Indicates
location of joints at 13. Do not overload roof or floor trusses with which
bearings (supports) occur. stacks of construction materials, 14.
Do not cut or alter truss member or plate without
prior approval of a professional engineer.
MiTek®
O
15, Care should be exercised In handling, TM
erection and Installation of trusses. PANEL
1993 Mitek Holdings, Inc. CLIP
FORM016,
019 HYDRO-AIR(S)
Job I russ I russ I ype JUNAIDIE BUDIMAN PE #45161 ty y ORTON 1
16472 Segovia Cir. N. 12177853
DR1732E A15 ROOF TRUSS Pembroke Pines. FI 33331-4627. 2 1
optional)
A LONGWOOD, FE, MiTekIndustries, Inc. 4.201 SR1 s Aug 20 2001 MiTekIndustries, Inc. Wed Mar 13 1 age 1
j-0-p 7-9-14 15-0-0 20-0-0 25-0-0 32-2-2 40-0-0 41-0-,0
1-0-0 7-9-14 7-2-2 5-0-0 5-0-0 7-2-2 7-9-14 1-0-0
Scale - 1:71.
5x6 =
5.00 FEE 2x4 II 5x6 =
4 5 6
5x6 a- 5x6
3 7Z!; 1 2 8 9
vl h}
d d
3x8 = 12 11 10 3x8 =
5x6 - 5x8 = 5x6 =
10-3-14 20.0-0 29-8.2 40-0-0
10-3-14 9-8-2 9-8-2 10-3.14
Plate Offsets ): -4 -1 -4 . 4: -4 , -4 , -4 , -4 -1 1 11: -4 ,
12:0-3.0,0-3-01
LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/dell PLATES GRIP
TCLL 30.0 Plates Increase 1.33 TC 0.88 Vert(LL) 0.30 11 >999 M1120 249/190
TCDL 7.0 Lumber Increase 1.33 BC 0.90 Vert(TL) -0.62 11.12 >765
BCLL 0.0 Rep Stress Incr YES WB 0.40 Horz(TL) 0.16 8 n/a
BCDL 10.0 Code SBC/ANSI95 1st LC LL Min I/defl = 360 Weight: 192 lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.1D 'Except' TOP CHORD Sheathed.
4-6 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 0-2-0 oc bracing.
BOT CHORD 2 X 4 SYP No.2D
WEBS 2 X 4 SYP No.3
REACTIONS (lb/size) 2 = 1951 /0-8-0, 8 = 1951 /0-8-0
Max Horz 2 = 1740oad case 4)
Max Uplift 2=-1045(1oad case 4), 8=-925(load case 5) FORCES (lb) -
First Load Case Only TOP CHORD
1-2=14, 2-3=-3661, 3-4=-3332, 4-5=-2888, 5-6=-2888, 6-7=-3332, 7-8=-3661, 8-9=14 BOT CHORD
2-12=3351, 11.12=2667, 10-11 =2667, 8-10=3351 WEBS 3-
12=-448, 4-12=685, 4-11 =355, 5.11 =-363, 6-11 =355, 6-10=685, 7-10=-448 NOTES (6-
5) 11 This
truss has been checked for unbalanced loading conditions. 2) This
truss has been designed for the wind loads generated by 120 mph winds at 18 it above ground level, using 5.0 psf top chord
dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category II, condition 11
partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not exposed to
wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL
increase is 1.33, and the plate grip increase is 1.33 3) Provide
adequate drainage to prevent water ponding. 4) Provide
mechanical connection (by others) of truss to bearing plate capable of withstanding 1045 lb uplift at joint 2 and 925 lb
uplift at joint 8. 5) This
truss has been designed with ANSI/TPI 1-1995 criteria. ` 6) THIS
DESIGN CONFORMS TO FBC 2001, BASED ON THE PARAMETER INDICATED. `VI 13iJQ/ LOAD CASE(
S) Standard I" No.
445161
r SITATE
OFJORssONA1.
A WARMNO -
Ver4 jy design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design valid
tot use only with MITek connectors. This design is based only upon parameters shown, and is for an Individual building component to be Installed and
loaded vertically. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing
shown is for lateral support of Individual web members only. Additional temporary biocing to Insure stability during construction is the responsibility of
the erector. Additional permanent bibcing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication,
quality control, storage, delivery, erection and bracing, consult OS7-86 Quality Standard, 056-89 Bracing Specification, and HIB-91 Handling Installing
and Bracing Brrcommondatlon available from Truss Plate Institute, 583 D'Onofrlo Drive, Madison, WI53719. M iTek®
Symbols Numbering System AGeneral Safety Notes
PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property
t'/. * Center plate on joint unless Damage or Personal Injurydimensionsindicateotherwise.
Dimensions are in inches. Apply l . Provide copies of this truss design to the
plates to both sides of truss and building designer, erection supervisor, propertysecurelyseat. J2 J3 J4 owner and all other interested parties..
8
TOP CHORDS
2. Cut members to bear tightly against each
c c
other.
JS
3. Place plates on each face of truss at each
For 4 x 2 orientation, locate i k ; QjointZt and embed fully. Avoid knots and wane
plates from outside edge of
o_
d y at joint locations,
truss and vertical web. d a
o
4. Unless otherwise noted, locate chordsplices at
I /4 length(' 6" from cepaneladjacent joint.) BOTTOM
CHORDS This
symbol indicates the 5. Unless otherwise noted, moisture content of required
direction of slots in J1
J8 J7 J6 lumber shall not exceed 19%at time of connector
plates. fabrication.
6.
Unless expressly noted, this design is not applicable
for use with fire retardant or JOINTS
AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. For
tabular plating format refer to the AROUND
THE TRUSS STARTING ATTHE LOWESTJOINT 7. Camber is a non-structural consideration and MRek/
Gang-Nall Joint/Plate Placement Chart. FARTHEST
TO THE LEFT. is the responsibility of truss fabricator. General WEBS
ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. PLATE
SIZE 8.
Plate type, size and location dimensions shown
indicate minimum plating requirements. The
first dimension is the width 4
4 to Second CONNECTOR
PLATE CODE APPROVALS 9. lumber shall be of the species and size, and X
perpendicular slots. in all respects, equal to or better than the dimension
is the length parallel grade specified. to
slots. BOCA 86-93, 85-75, 91-28 10.
Top chords must be sheathed or purlins LATERAL
BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates
location of required 11. Bottom chords require lateral bracing at 10 continuous
lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or less, if no ceiling is installed, 40" unless otherwise noted. SBCCI
87206, 86217, 9190 12.
Anchorage and/or load transferring WISC/
DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility of BEARING
others unless shown. Indicates
location of joints at 13. Do not overload roof or floor trusses with which
bearings (supports) occur. stacks of construction materials. 14.
Do not cut or alter truss member or plate without
prior approval of a professional MiTek®
engineer.
15.
Care should be exercised in handling, TM
PANEL`
erection
and installation of trusses. 1993
Mitek Holdings, Inc. ` CLIP
FORM016.
019 MMRO,AIR0
Job I russ russ ype JUNAIDIE BUDIMAN PE #45161 tY I Y
16472 Segovia Cir. N. 12177854
DR1732E A17 ROOF TRUSS Pembroke Pines. FI 33331-4627. 2 1
optional)
ACCU-SPAN-TH, LONGWOOD, FL, MiTek Industries, Inc. 4.201 SR1 s Aug 90 9001 MiTPk Industries, Inc. Wed Mar 13 1 age
j-0-p 6-1-3 11-6-10 17-0-0 23-0-0 28-5-6 r 33-10-13 40-0-0 41-0-0
1
1-0-0 6-1-3 5-5-6 5-5-6 6-0-0 5-5-6 5-5-6 6-1-3 1-0-0
Scale = 1:71.4
5 00 FVT
5x6 =
Sx8 =
5 6
5x6 5x6
4 7
2x4 2x4 //
3 8 n
2 9
1 top
0 6
3x8 = 14 13 12 11 3x8 =
5x6 = 3x8 = 5x6 = 5x6 =
8-4-1 1 17-0-0 23-0-0 31-7-5 40.0-0
8-4-11 8-7-5 6-0-0 8-7-5 8-4-11
Plate Offsets ): -4 -1- 4: :0-3- , - -4 , 16:0-5-12,0-2-81,-01,[9: -4- -1- 11: - - - 1 , - - ,
114:0-3-0,0-3-01
LOADING (psf) SPACING 2-0-0 CST DEFL in lloc) I/deft PLATES GRIP
TCLL 30.0 Plates Increase 1.33 TC 0.79 Vert(LL) 0.29 13 >999 M1120 249/190
TCDL 7.0 Lumber Increase 1.33 BC 0.83 Vert(TL) -0.54 11-12 >880
BCLL 0.0 Rep Stress Incr YES WB 0.70 Horz(TL) 0.17 9 n/a
SCDL 10.0 Code SBC/ANS195 1st LC LL Min I/defl = 360 Weight: 207 lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 2-11-15 oc purlins.
BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 4-5-5 oc bracing.
WEBS 2 X 4 SYP No.3 WEBS 1 Row at midpt 6-13
REACTIONS (lb/size) 2 = 1951 /0-8-0, 9 = 1951 /0-8-0
Max Horz 2 = 194(load case 4)
Max Uplift2=-1023(load case 4), 9=-951(load case 5)
FORCES IIb) - First Load Case Only
TOP CHORD 1.2 = 14, 2-3=-3820, 3-4 =-3551 , 4-5 =-2689, 5-6 =-2494, 6-7 =-2689, 7-8=-3550, 8-9=-3820,
9-10=14
BOT CHORD 2.14 = 3487, 13.14 = 3028, 12-13 = 2494, 1 1-12 = 3023, 9-1 1 = 3487
WEBS 3-14=-303, 4-14=461, 4-13=-719, 5-13=611, 6-13=-0, 6-12=613, 7-12=-716, 7.11 =465,
8-11 =-305
NOTES (6-5)
1) This truss has been checked for unbalanced loading conditions.
2) This truss has been designed for the wind loads generated by 120 mph winds at 18 ft above ground level, using 5.0 psf
top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category II,
condition II partially enclosed building, with exposure B ASCE 7.98 per SBC/ANS195 If end verticals exist, they are not
exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The
lumber DOL increase is 1.33, and the plate grip increase is 1.33
3) Provide adequate drainage to prevent water ponding.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1023 lb uplift at joint 2 and
951 lb uplift at joint 9.
5) This truss has been designed with ANSI/TPI 1-1995 criteria.
6) THIS DESIGN CONFORMS TO FBC 2001, BASED ON THE PARAMETER INDICATED. `IDi " p3
y
LOAD CASE(S) Standard •`
PTIF/e
l
No. 4 5161
STATE OF
A%
OR
NlAL
A WARNING - Verify des fpn paranwters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE.
Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and Is for an Individual building component to be
Installed and boded vertically. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss
designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the
responslblify of the elector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance
regarding labrkatbn, quality control, storage, delivery, election and bracing, consult OST-88 Duality Standard, DSB-89 Bracing Specification, and HIS-91 M iTek® Handling Installing and Bracing Recommondatlon available from Truss Plate Institute, 583 D'Onofrb Drive. Madison, WI53719.
Symbols Numbering System AGeneral Safety Notes
PLATE LOCATION AND ORIENTATION
Failure to Follow Could Cause Property
44 t3i. * Center plate on joint unless Damage or Personal Injury
dimensions indicate otherwise.
Dimensions are in inches. Apply 1. Provide copies of this truss design to the
plates to both sides of truss and building designer, erection supervisor, propertysecurelyseat. J2 J3 J4 owner and all other interested parties..
TOP CHORDS
2. Cut members to bear tightly against each
C7
other.
o WEBS
J5
Q 3. Place plates on each face of truss at each
For 4 x 2 orientation, locate i ;, , ; Q joint and embed fully. Avoid knots and wane
plates from outside edge of
0 O
d °
at joint locations.
truss andd vertical web. a
o
4. Unless otherwise noted, locate chordsplices at
I/4 length(+ 6" from C, panel adjacent joint.) BOTTOM
CHORDS This
symbol indicates the 5. Unless otherwise noted, moisture content of required
direction of slots in Jt
J8 J7 J6 lumber shall not exceed 19 % at time of connector
plates. fabrication.
6.
Unless expressly noted, this design is not applicable
for use with fire retardant or JOINTS
AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. For
tabular plating format refer to the AROUND
THE TRUSS STARTING ATTHE LOWESTJOINT 7, Camber is a non-structural consideration and MRek/
Gang-Nall Joint/Plate Placement Chart. FARTHEST
TO THE LEFT. is the responsibility of truss fabricator. General WEBS
ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. PLATE
SIZE 8.
Plate type, size and location dimensions shown
indicate minimum plating requirements. The
first dimension is the width 4
4 to Second CONNECTOR
PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and X
perpendicular slots. in all respects, equal to or better than the dimension
is the length parallel grade specified. to
slots. BOCA 86-93, 85-75, 91-28 10.
Top chords must be sheathed or purlins LATERAL
BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates
location of required 11. Bottom chords require lateral bracing at 10 continuous
lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or less, if no ceiling is installed, unless
otherwise noted. SBCCI
87206, 86217, 9190 12.
Anchorage and/or load transferring WISC/
DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility of BEARING
others unless shown. Indicates
location of joints at 13. Do not overload roof or floor trusses with which
bearings (supports) occur. stacks of construction materials. 14.
Do not cut or alter truss member or plate without
prior approval of a professional MiTek®
engineer.
15.
Care should be exercised in handling,• TM
erection and installation of trusses. PANEL
1993 Mitek Holdings, Inc. CLIP
FORM016,
019 HMAWO,AIR
Job russ I russ ype
JUNAIDIE BUDIMAN PE #45161
ty y
121 77855
DR1732E A19 ROOF TRUSS 16472 Segovia Cir. N. 2 1
Pembroke Pines, FI 33331-4627. optional)
PAN-T LONGWOOD, FL, MiTekIndustries, Inc. 4.201 SR1 s Aug 20 2001 MiTek Industries, Inc. Wed Mar 13 10:04:51 2002 Page 1
j-0-p 6-9-3 12-10-10 19-0-0 21-0-01 27-1-6 33.2-13 40-0-0 41-0-0
1r- 0-0 6-9-3 6-1-6 6-1-6 2-0-0 6-1-6 6-1-6 6-9-3 1-0-0
Scale - 1:71.3
5x6 =
5x6 =
5 6
5.00 r11 £
3x4 3x4
4 7
5x6 i 5x6
3 8
2 9
1 10pQi
6 0
3x8 = 14 13 12 11 3x8 =
t 5x6 - 5x6 - 3x4 - 5x6 =
9-9-14 19-0-0 21-0-0 30-2-2 40.0-0
9-9-14 9-2-2 2-0-0 9-2-2 9.9-14
Plate Offsets ): -4- -1- 0- - -4 , -1- 11: 63-0,, ,
114:0-3-0,0-3-01
LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/defl PLATES GRIP
TCLL 30.0 Plates Increase 1.33 TC' 0.57 Vert(LL) 0.37 13-14 >999 M1120 249/190
TCDL 7.0 Lumber Increase 1.33 BC 0.83 Vert(TL) -0.57 11-12 >827
BCLL 0.0 Rep Stress Incr YES WB 0.46 Horz(TL) 0.17 9 n/a
BCDL 10.0 Code SBC/ANS195 Matrix) 1 st LC LL Min I/defl = 360 Weight: 203 lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 2-11 -1 oc purlins.
BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 4.7-13 oc bracing.
WEBS 2 X 4 SYP No.3 WEBS 1 Row at midpt 4-13, 7-12
REACTIONS (lb/size) 2 = 1951 /0-8-0. 9 = 1951 /0-8-0
Max Horz 2 = 214(load case 4)
Max Uplift 2 = -999fload case 4), 9=-975(load case 5)
FORCES (Ib) - First Load Case Only
TOP CHORD 1-2=29, 2-3=-3939, 3-4=-3579, 4-5=-2575, 5-6=-2304, 6-7=-2575, 7-8=-3579, 8-9=-3939,
9-10=29
BOT CHORD 2-14 = 3523, 13-14 = 2946, 12-13 = 2304, 1 1-12 = 2946, 9-11 = 3523
WEBS 3.14=-408, 4.14=560, 4-13=-863, 5-13=667, 6-12=667, 7-12=-863, 7-11 =560, 8-11 =-408
NOTES (6-5)
11 This truss has been checked for unbalanced loading conditions.
2) This truss has been designed for the wind loads generated by 120 mph winds at 18 It above ground level, using 5.0 psf
top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11,
condition II partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not
exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The
lumber DOL increase is 1.33, and the plate grip increase is 1.33
3) Provide adequate drainage to prevent water ponding.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 999 lb uplift at joint 2 and
975 lb uplift at joint 9.
5) This truss has been designed with ANSI/TPI 1-1995 criteria.
6) THIS DESIGN CONFORMS TO FBC 2001, BASED ON THE PARAMETER INDICATED. 9sr BU4/
LOAD CASES) Standard
l
NO, 4 5161
0':• STATE OF °
o vaL
QWARNINO - VerVy design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE.
Design valid lot use only with MITek connectors. This design is based only upon parameters shown, and is for an Individual building component to be
Installed and boded vertically. Applicability of design parameters and proper Incorporation of component is tesponslblllty of building designer - not truss
designer. Bracing shown is lot lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the
responsibility of the erector. Additional permanent bibcing of the overall structure is the responsibility of the building designer. For general guidance
regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST-88 Quality Standard, OSB•89 Bracing Specification, and HIB•91
Handling Installlnq and Bracing Rocommondatlon available from Truss Plate Institute, 583 D•Onoltb Drive, Madison, WI53719. M iTe k®
Symbols Numbering System AGeneral Safety Notes
PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property
13/. *Center plate on joint unless Damage or Personal Injury
dimensions indicate otherwise.
Dimensions are in inches. Apply l . Provide copies of this truss design to the
plates to both sides of truss and building designer, erection supervisor, propertysecurelyseat.
A
J2 J3 J4 owner and all other interested parties..
TOP CHORDS
2. Cut members to bear tightly against each7c2a
other.
o JS
WEBS 3. Place plates on each face of truss at eacha"'* For 4 x 2 orientation, locate
0 „ , ; a joint and embed fully. Avoid knots and wane
perlates/e" from outside edge of
o
a ti
V
at joint locations.
truss and vertical web. a 4. Unless otherwise noted, locate chordsP laces
o at'/4 panel length(+ 6" from adjacent joint.) u C, rA
BOTTOM CHORDS
This symbol indicates the 5. Unless otherwise noted, moisture content of
required direction of slots in
J1 J8 J7 J6 lumber shall not exceed 19 % at time of
connector plates.
fabrication.
6. Unless expressly noted, this design is not
applicable for use with fire retardant or
JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber.
For tabular plating formal refer to the
AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7. Camber is a non-structural consideration and
MiTek/Gang-Nall Joint/Plate Placement Chart.
FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General
WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection.
PLATE SIZE
8. Plate type, size and location dimensions
shown indicate minimum plating requirements.
The first dimension is the width
4 4 to Second
CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and
X perpendicular slots. in all respects, equal to or better than the
dimension is the length parallel grade specified.
to slots. BOCA 86-93, 85-75, 91-28 10. Top chords must be sheathed or purlins
LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design.
Indicates location of required 11. Bottom chords require lateral bracing at 10
continuous lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or less, if no ceiling is installed,
unless otherwise noted.
SBCCI 87206, 86217, 9190
12. Anchorage and/or load transferring
WISC/DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility of
BEARING others unless shown.
Indicates location of joints at 13. Do not overload roof or floor trusses with
which bearings (supports) occur, stacks of construction materials.
14. Do not cut or alter truss member or plate
without prior approval of a professional
MiTek®
engineer. ,
15. Care should be exercised In handling,
PANEL`
PE TM erection and installation of trusses.
1993 Mitek Holdings, Inc.
CLIP
FORM018,019 fDQO-A'p®
Job russ I russ I ype JUNAIDIE BUDIMAN PE #45161 ty Ply
12177856
DR1732E A7
16472 Segovia Cir. N. -
4627. ROOF TRUSS Pembroke Pines, FI 33331 1 2
optional)
A A-T , LONGWOOD, FL, MiTek Industries, Inc. 4.201 SR1 s Aug 20 2001 MiTekIndustries, Inc. Wed Mar 1 age
j-0-p 3-9-14 7-0-0 13-6-14 20-0-0 26-5.2 33-0-0 36-2-2 , 40-0-0 41-0;0
1-0-08 — 6-6-14 6-5-2 6-5-2 6-6-14 3-2-2 3-9-14 1-0-0
Scale - 1:71.3
600 - 6x10 =
4x6 = 7x8 = 4x6 =
5.00 FTY
4 5 6 7 8
2x4 C 2x4 G
3 9
1 2 10 11^
di Iv
d o
3x8 = 16 15 14 13 12 3x8 =
3x4 = 5x6 = 3x8 - 5x6 - 3x4 =
7-0-0 13-6-14 20.0-0 26-5.2 33-0-0 40-0-0
7-0-0 6-6-14 6-5-2 6-5-2 6-6-14 7-0-0
Plate Offsets -4- -1- 4: - -1 - -4- -4- -1 1 -4- -1- 1 -4 , 1 -4
LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP
TCLL 30.0 Plates Increase 1.33 TC 0.62 Vert(LL) 0.79 14 >598 M1120 249/190
TCDL 7.0 Lumber Increase 1.33 BC 0.89 Vert(TL) -1.09 14-15 >432
BCLL 0.0 Rep Stress Incr NO WB 0.75 Horz(TL) 0.23 10 n/a
BCDL 10.0 Code SBC/ANSI95 Matrix) 1st LC LL Min I/defl = 360 Weight: 430 lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.213 *Except* TOP CHORD Sheathed or 3-11-1 oc purlins.
4-6 2 X 6 SYP No.2ND, 6-8 2 X 6 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 5-7.15 oc bracing.
BOT CHORD 2 X 4 SYP No.1 D
WEBS 2 X 4 SYP No.3
REACTIONS (lb/Size) 2=3875/0-8-0, 10=3875/0-8-0
Max Horz 2=-92(load case 5)
Max Uplift 2 = -2060(load case 4), 10=-1947(load case 3)
FORCES (lb) - First Load Case Only
TOP CHORD 1-2=29, 2-3=-8383, 3-4=-8670, 4-5=-12508, 5-6=-13901, 6-7=-13901, 7-8=-12508, 8.9=-8670, 9-10=-8383, 10-
11 =29 BOT CHORD 2-16 =
7512, 15-16 = 8068, 14-15=12505, 13-14=12505, 12-13 = 8068, 10-12 = 7512 WEBS 3-16=575, 4-16=597, 4-
15=4853, 5-15=-1703, 5-14=1530, 6-14=-982, 7-14=1530, 7-13=-1703, 8-13=4853, 8-12=597, 9-12=
575 NOTES (8-7) 1) This truss has been
checked for unbalanced
loading conditions. 2) This truss has been designed for the
wind loads generated by 120 mph winds at 18 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf
bottom chord dead load, in the gable end roof zone on an occupancy category II, condition 11 partially enclosed building, with exposure B
ASCE 7.98 per SBC/ANSI95 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are
exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the
plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding.
lb 2 B uQ 4) Provide mechanical connection (
by others) of trusstobearingplatecapableofwithstanding2060upliftatjointand1D11947lb10. uplift at joint 5) ThistrusshasbeendesignedwithANSI/
TPI 1-1995 criteria. _` •iFI•'• Zfl 4 6) 2-ply truss to be connected
togetherwith10dCommon(.148"x3") Nails as follows:•(,P •. Top chords connected as follows: 2 X 4 -
1 row at 0-9-0 oc, 2 X 6 - 2 rows at 0-9-0 oc. Bottom chords connected as follows: 2 X 4 -
1 row at 0-9-0 oc. r Webs connected as follows: 2 X 4 - 1
row at 0-9.0 oc. N0 4 J 7) Special hanger(s) or connection(s) requiredtosupportconcentratedload(s) 603.21b down and 569.31b up at 33-0-0, and 603.21b down and 569.31b up at
7-0-0 on bottom chord. Design for unspecified connection(s) is delegated to the • a : d[ building designer. •i STATE OF e 8) THIS
DESIGN CONFORMS TO FBC 2001, BASED
ON THE PARAMETER INDICATED. R n o soa, LOAD CASE(S) Standard
11Regular: Lumber Increase=1.33, Plate Increase=
1.33 Y Uniform Loads (plf) Vert: 1-4=-74.0,
4-8=-154.
2, 8-11=-74.0, 2-16=-20.0, 12-16=-41.7, 10-12=-20.0 Concentrated Loads (lb) Vert: 16=-603.2 12=-
603.2 March
13,2002 A WARNING - VerVy deriyn pananwters and READ NOTES
ON THIS AND REVERSE SIDE BEFORE USE. Design valid for use only with Mllek connectors.
This design is based only upon parameters shown, and is lot on Individual building component to be Installed and loaded vertically. Applicability of design patametets
and proper Incorporaflon of component is responslblllty of building deslgnet - not truss designet. Bracing shown is lot lateral support of
Individual web members only. Additional tempotaty bracing to Insure stability duting consituctlon is the tesponsJblllfy of the erector. Additional permanent btbcing of
the ovetae structure is the tesponslbllJty of the building deslgnet. Fot general guidance regarding fobtbatbn, quality control, storage, delivety, election and
btocing, consult OST•88 Quality Standard, DSB•89 Bracing Specification, and HIB•91 M iTek® Handling Installing md and Bracing Rocomonation available ftomTrussPlateInstitute, 683D'Onofrlo Drive, Madison, WI53719.
Symbols Numbering System AGeneral Safety Notes
PLATE LOCATION AND ORIENTATION
Failure to Follow Could Cause Property
44 1'/1. *Center plate on joint unless Damage or Personal Injurydimensionsindicateotherwise.
Dimensions are in inches. Apply
plates to both sides of truss and
1. Provide copies of this truss design to the
securely seat. building designer, erection supervisor, property
1/9 J2 J3 J4
TOP CHORDS
owner and all other interested parties..
C2 7C3 2. Cut members to bear tightly against each
other.
oIN
WEBS
JS
3. Place plates on each face of truss at each
For 4 x 2 orientation, locate i Q joint and embed fully. Avoid knots and wane
plates/e" from outside edge of a y
o at joint locations.
truss and vertical web. ar
o
4. Unless otherwise noted, locate chord splices
at I/4 len th 6' fromucrupanel adjacent joint.) 9 (+ 1 1 )
This symbol indicates the BOTTOM CHORDS 5. Unless otherwise noted, moisture content of
required direction of slots in
J1 J8 J7 J6 lumber shall not exceed 19%at time of
connector plates.
fabrication.
For tabular plating format refer to the
MITek/Gang-Nall Joint/Plate Placement Chart.
PLATE SIZE
The first dimension is the width
4 X 4 perpendicular to slots. Second
dimension is the length parallel
to slots.
LATERAL BRACING
Indicates location of required
401", continuous lateral bracing.
BEARING
Indicates location of joints at
which bearings (supports) occur.
FORM018,019
JOINTS AND CHORDS ARE NUMBERED CLOCKWISE
AROUND THE TRUSS STARTING ATTHE LOWESTJOINT
FARTHEST TO THE LEFT.
WEBS ARE NUMBERED FROM LEFT TO RIGHT.
CONNECTOR PLATE CODE APPROVALS
BOCA
HUD/FHA
ICBO
SBCCI
WISC/DILHR
86-93, 85-75, 91-28
TCB 17.08
1591, 1329, 4922
87206, 86217, 9190
870040-N,930013-N,910080-N
14!
0
MiTeke
RO,IUR
PANEL
TM
CLIP
6. Unless expressly noted, this design is not
applicable for use with fire retardant or
preservative treated lumber.
7. Camber is a non-structural consideration and
is the responsibility of truss fabricator. General
practice is to camber for dead load deflection.
8. Plate type, size and location dimensions
shown indicate minimum plating requirements.
9. Lumber shall be of the species and size, and
in all respects, equal to or better than the
grade specified.
10. Top chords must be sheathed or purlins
provided at spacing shown on design.
11. Bottom chords require lateral bracing at 10
ft. spacing, or less, if no ceiling is installed,
unless otherwise noted.
12. Anchorage and/or load transferring
connections to trusses are the responsibility of
others unless shown.
13. Do not overload roof or floor trusses with
stacks of construction materials.
14. Do not cut or alter truss member or plate
without prior approval of a professional
engineer.
15. Care should be exercised in handling,
erection and installation of trusses.
1993 Mitek Holdings, Inc.
Job russ I russ I ype JUNAIDIE BUDIMAN PE #45161 ty Y RTON 1
12177857
DR1732E A7A
16472 Segovia Cir. N.
ROOF TRUSS Pembroke Pines. FI 33331-4627. 1 1
optional)
A I e Industries,Inc. 1 sAug 1 I eIndustnes,Inc. a Mar 4: age 1
1-0-0 3-9-14 7-0-0 11-8-15 16-4-1 21-1-0
1-0-0 3-9-14 3-2-2 4-8-15 4-7-3 4-8-15
Scale = 1:38.
6x8 =
7x8 = 3x8 II 5x8 =
4 12 13 5 14 15 6 16 17 7
5.DoFTT
2x4
3
2
6
3x8 =
11 18 19 10 20 21 9 22 23 99
3x4 = 7x8 = 5x10 = 3x6 II
7-0-0 1 1-8-15 16.4-1 21-1-0
7-0-0 4.8-15 4-7-3 4-8.15
Plate Offsets 4: - -4-4 ,[10:0-4-0,0-4-81
LOADING (psf) SPACING 2-0-0 CST DEFL in floc) I/defl PLATES GRIP
TCLL 30.0 Plates Increase 1.33 TC 0.96 Vert(LL) 0.30 10-11 >824 M1120 249/190
TCDL 7.0 Lumber Increase 1.33 BC 0.69 Vert(TL) -0.25 10.11 >992
BCLL 0.0 Rep Stress Incr NO WB 0.97 Horz(TL) -0.08 8 n/a
BCDL 10.0 Code SBC/ANSI95 Matrix) 1st LC LL Min I/defl = 360 Weight: 136 lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2D 'Except' TOP CHORD Sheathed or 3-0-7 oc puffins, except end verticals.
4-7 2 X 6 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 3-5-11 oc bracing.
BOT CHORD 2 X 6 SYP No.2ND WEBS 1 Row at midpt 7-9
WEBS 2 X 4 SYP No.3 'Except'
7-8 2 X 4 SYP No.2D
REACTIONS (lb/size) 8=2058/0-3.0, 2=2020/0-8-0
Max Horz 2=240(load case 4)
Max Uplift 8 = -2084(load case 4), 2=-1839(load case 4)
FORCES (Ib) - First Load Case Only
TOP CHORD 1-2=34, 2-3=-4233, 3-4=-4111, 4-12=-4151, 12-13=-4152, 5-13=-4155, 5-14=-2880, 14-15=-2880
6-15=-2880, 6-16=-2880, 16-17=-2880, 7-17=-2880, 7-8=-1957
BOT CHORD 2-11 =3810, 11-18=3832, 18-19=3832, 10-19=3832, 10-20=4152, 20-21 =4152, 9-21 =4152,
9-22 = 125, 22-23 = 125, 8-23 =125
WEBS 3-11 =-20, 4-11 =775, 4.10=373, 5-10=23, 5-9=-1488, 6-9=-766, 7.9=3225
NOTES (7-6)
1) This truss has been checked for unbalanced loading conditions.
2) This truss has been designed for the wind loads generated by 120 mph winds at 18 It above ground level, using 5.0 psf
top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11,
condition II partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not
exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The
lumber DOL increase is 1.33, and the plate grip increase is 1.33
3) Provide adequate drainage to prevent water ponding. i 1 z
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2084 lb uplift at joint 8 and `Q U
1839 lb uplift at joint 2. ...... .. 1k C.Q+•. 5) This truss has been designed with ANSI/fPI 1-1995 criteria. 5)
6) Special hangers) or connectiond s) required to support concentrated load 159.51b down and 305.11b up at 7-0-0, 159.
51b down and 305.11b up at 9-1-1, 159.51b down and 305.11b up at 11-1-1, 159.51b down and 305.11b up at 13-
1-1, 159.51b down and 305.1lb up at 15-1-1, and 159.51b down and 305.1lb up at 17-1-1, and 207.91b down and 342.
51b up at 18-5.4 on top chord, and 625.1lb down and 577.61b up at 7-0-0, 46.01b down at 9.1-1, 46.01b down at No. 4•5161 11-
1-1, 46.01b down at 13-1-1, 46.01b down at 15-1-1, and 46.01b down at 17-1-1, and 17.91b down at 18-5-4 on bottom
chord. Design for unspecified connection(s) is delegated to the building designer. ; O
1 7)
THIS DESIGN CONFORMS TO FBC 2001, BASED ON THE PARAMETER INDICATED. 0 1'QF i
oA
LOAD
CASES) Standard (r••L 1)
Regular: Lumber Increase = 1.33, Plate Increase = 1.33 V
Uniform
Loads (plf) '•L Vert:
1-4=-74.0, 4-7=-74.0, 2-8=-20.0 March
13,2002 Continued
on page 2 WARNING -
VerVy design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design
valid for use only with MITek connectors. This design Is based only upon parameters shown, and Is for on Individual building component to be Installed
and loaded vertically. Applicability of design parameters and piopet Incorporation of component Is iesponslblitty of building designer - not truss designer.
Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction B the responsibility
of the erector. Additional permanent brbcing of the overall structute Is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, dellvery, etection and bracing, consult CST-88 Quality Standard, DSB-89 Bracing Specification, and HIS-91 M iTek® HandlingInstalllnaandBracingRecommendationavailableItomTrussRateInstitute, 593 D'Onof o Drive. Madison, WI53719.
Symbols
PLATE LOCATION AND ORIENTATION
Center plate on joint unless
dimensions indicate otherwise.
Dimensions are in inches. Apply
plates to both sides of truss and
securely seat.
0
Q
0
For 4 x 2 orientation, locate
plates 1/8" from outside edge of aotrussandverticalweb.
This symbol indicates the
required direction of slots in
connector plates.
For tabular plating format refer to the
MITek/Gang-Nall Joint/Plate Placement Chart.
Numbering System
J2 J3 J4
TOP CHORDS
BOTTOM CHORDS
J1 J8 J7 J6
JOINTS AND CHORDS ARE NUMBERED CLOCKWISE
AROUND THE TRUSS STARTING AT THE LOWEST JOINT
FA RTH EST TO TH E LEFT.
WEBS ARE NUMBERED FROM LEFT TO RIGHT.
PLATE SIZE
The first dimension is the width CONNECTOR PLATE CODE APPROVALS
4 X 4 perpendicular to slots. second
dimension is the length parallel
to slots. BOCA 86-93, 85-75, 91-28
LATERAL BRACING HUD/FHA TCB 17.08
Indicates location of required
40 continuous lateral bracing. ICBO 1591, 1329, 4922
SBCCI 87206, 86217, 9190
WISC/DILHR 870040-N, 930013-N, 910080-N
BEARING
Indicates location of joints at
which bearings (supports) occur.
Mi!
MiTek®
AGeneral Safety Notes
Failure to Follow Could Cause Property
Damage or Personal Injury
1. Provide copies of this truss design to the
building designer, erection supervisor, property
owner and all other interested parties..
2. Cut members to bear tightly against each
other.
3. Place plates on each face of truss at each
Q joint and embed fully. Avoid knots and wane
0 at joint locations.
a
4. Unless otherwise noted, locate chord splices
0 at I14 panel length(+ 6" from adjacent joint.)
5. Unless otherwise noted, moisture content of
lumber shall not exceed 19 % at time of
fabrication.
PANEL'
TM
CLIP
6. Unless expressly noted, this design is not
applicable for use with fire retardant or
preservative treated lumber.
7. Camber is a non-structural consideration and
is the responsibility of truss fabricator. General
practice is to camber for dead load deflection.
8. Plate type, size and location dimensions
shown indicate minimum plating requirements.
9. Lumber shall be of the species and size, and
in all respects, equal to or better than the
grade specified.
10. Top chords must be sheathed or purlins
provided at spacing shown on design.
11. Bottom chords require lateral bracing at 10
ft. spacing, or less, if no ceiling is installed,
unless otherwise noted.
12. Anchorage and/or load transferring
connections to trusses are the responsibility of
others unless shown.
13. Do not overload roof or floor trusses with
stacks of construction materials.
14. Do not cut or alter truss member or plate
without prior approval of a professional
engineer.
15. Care should be exercised in handling,
erection and installation of trusses. *
1993 Mitek Holdings, Inc.
FORM018,019 N1 DRO,A/R®
Job russ truss type ty y
12177857
DR1732E A7A ROOF TRUSS 1 1
optional)
A A-TH, LONGWOOD, FL, MiTek Industries, Inc. 4.201 SR 1 s Aug 20 201 l e n ustrles, Inc. Wed Mar 1 age
LOAD CASE(S) Standard
Concentrated Loads (Ib)
Vert: 4=-159.5 11=-625.1 12=-159.5 13=-159.5 14=-159.5 15=-159.5 16=-159.5 17=-207.9 18=-46.0 19=-46.0 20=-46.0 21 =-46.0
22=-46.0 23=-17.9
JXpEBc4'.
j 'cam'
No. 4 5161
t rtlMATEOFOR
March 13,2002
A WARNING - Ver(fy design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE.
Design valid tot use only with MITek connectors. This design Is based only upon parameters shown, and is lot an Individual building component to be
Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss
designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the
responsibility of the erector. Additional permanent btbcing of the overall structure is the responsibility of the building designer. For general guidance
regarding fabrication, quality control, storage- delivery, erection and bracing, consult OST-88 Quality Standard, DSB-89 Bracing SpecHicatlon, and HIB-91 iTek® Handling Installing and Bracing pocomm*ndation available from Truss Plate Institute, 583 D'Onotrb Drive, Madison. WI 53719. M
Symbols Numbering System AGeneral Safety Notes
PLATE LOCATION AND ORIENTATION
Failure to Follow Could Cause Property
t'i. * Center plate on joint unless Damage or Personal Injury
dimensions indicate otherwise.
Dimensions are in inches. Apply 1. Provide copies of this truss design to the
plates to both sides of truss and building designer, erection supervisor, propertysecurelyseat. J2 J3 J4 owner and all other interested parties..
8 4 TOP CHORDS
2. Cut members to bear tightly against each
c2
other.
o WEBS
J5
rr 3. Place plates on each face of truss at each
For 4 x 2 orientation, locate i , ; , ; Q joint and embed fully. Avoid knots and wane
plates from outside edge of
o_ at joint locations.
truss and vertical web. d 0 a
o
4. Unless otherwise noted, locate chordsplices at /
4 length(' 6" from caC, 06 panel adjacent joint.) BOTTOM
CHORDS This
symbol indicates the 5. Unless otherwise noted, moisture content of required
direction of slots in Jt
J8 J7 J6 lumber shall not exceed 19%at time of connector
plates. fabrication.
6.
Unless expressly noted, this design is not applicable
for use with fire retardant or JOINTS
AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber, For
tabular plating format refer to the AROUND
THE TRUSS STARTING ATTHE LOWESTJOINT 7, Camber is a non-structural consideration and MfTek/
Gang-Nall Joint/Plate Placement Chart. FARTHEST
TO THE LEFT. is the responsibility of truss fabricator. General WEBS
ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. PLATE
SIZE 8.
Plate type, size and location dimensions shown
indicate minimum plating requirements. The
first dimension is the width 4
X 4 to Second CONNECTOR
PLATE CODE APPROVALS 9, Lumber shall be of the species and size, and perpendicular
slots. in all respects, equal to or better than the dimension
is the length parallel grade specified. to
slots. BOCA 86-93, 85-75, 91-28 10.
Top chords must be sheathed or purlins LATERAL
BRACING HUD/FHA rCB 17.08 provided at spacing shown on design. Indicates
location of required 11. Bottom chords require lateral bracing at 10 continuous
lateral bracing. ICBO 1591, 1329, 4922 ft• spacing, or less, if no ceiling is installed, unless
otherwise noted. SBCCI
87206, 86217, 9190 12.
Anchorage and/or load transferring WISC/
DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility of BEARING
others unless shown. Indicates
location of joints at 13. Do not overload roof or floor trusses with which
bearings (supports) occur. stacks of construction materials. 14.
Do not cut or alter truss member or plate without
prior approval of a professional MiTek®
engineer, ,
15.
Care should be exercised In handling, PANEL'
T~
erection and installation of trusses. 1993
Mitek Holdings, Inc. CLIP
FORM016,
019 MMRO-AIR
Job russ truss type JUNAIDIE BUDIMAN PE #45161 ty y 1
16472 Segovia Cir. N. 12177858
DR1732E A9 ROOF TRUSS Pembroke Pines, FI33331.4627. 1 1
optional)
A A-T , LONGWOOD, FL, MiTek Industries, Inc. 4.201 SR1 s Aug 20 2001 MiTekIndustries, Inc. Wed Mar 13 10:04:53 2002 Page 1
j-0-p 4-9-14 9-0-0 14-6.0 20-0-0 25-6-0 31-0-0 35-2-2 40-0-0 41-0-0 T
1-
0-0 4-9-14 4-2-2 5-6-0 5-6-0 5-6-0 5-6-0 4-2-2 4-9-14 1-0-0 Scale =
1:71. 5x6 =
5x6 = 3x4 -
5x6 = 3x4 - 5.
00 FTY 4 5 6 7 8 2x4
2x4 3
9 2
10 117 d11h} O
t2l O 3x8 =
17 16 15 14 13 12 3x8 = 3x8 -
4x6 - 3x4 = 3x6 = 3x8 - 3x4 =
9-
0-0 16-4-0 23-8-0 31-0-0 40-0.0 9-
0-0 7-4-0 7-4-0 7-4-0 9-0-0 Plate
Offsets ): -4- -1- 4: - -4 , 4 , 1 -4- -1- 1 d e LOADING (
psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL
30.0 Plates Increase 1.33 TC 0.79 Vert(LL) 0.52 15 >907 M1120 249/190 TCDL
7.0 Lumber Increase 1.33 BC 0.98 Vert(TL) -0.77 14-15 >615 BCLL
0.0 Rep Stress Incr YES WB 1.00 Horz(TL) 0.21 10 n/a BCDL
10.0 Code SBC/ANSI95 1st LC LL Min I/defl = 360 Weight: 195 lb LUMBER
BRACING TOP
CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 2-4-15 oc purlins. BOT
CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 3-10-11 oc bracing. WEBS
2 X 4 SYP No.3 WEBS 1 Row at midpt 5-17, 7-12 REACTIONS (
lb/size) 2 = 1951 /0-8-0, 10 = 1951 /0-8-0 Max
Horz 2 = 1 14(load case 4) Max
Uplift 2=-1096(load case 4), 10=-963(load case 3) FORCES
Vb) - First Load Case Only TOP
CHORD 1-2=14, 2-3=-3855, 3-4=-3566, 4-5=-3329, 5-6=-4558, 6-7=-4558, 7-8=-3329, 8-9=-3566, 9-
10=-3855, 10-11=14 BOT
CHORD 2-17=3507, 16-17=4389, 15-16=4389, 14-15=4755, 13-14=4389, 12-13=4389, 10-12=3507 WEBS
3-17=-237, 4-17=1007, 5-17=-1300, 5-15=387, 6-15=-283, 6-14=-283, 7-14=387, 7-12=-1300, 8.
12=1007, 9-12=-237 NOTES (
6-5) 1)
This truss has been checked for unbalanced loading conditions. 2)
This truss has been designed for the wind loads generated by 120 mph winds at 18 It above ground level, using 5.0 psf top
chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition
II partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not exposed
to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber
DOL increase is 1.33, and the plate grip increase is 1.33 3)
Provide adequate drainage to prevent water ponding. 4)
Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1096 lb uplift at joint 2 and 963
lb uplift at joint 10. 5)
This truss has been designed with ANSI/TPI 1-1995 criteria. pp 6)
THIS DESIGN CONFORMS TO FBC 2001, BASED ON THE PARAMETER INDICATED. Pillp 4,,I`y''j".
LOADCASE(
S) Standard l.'
No,
4 5161 BTATE
OF OR
01VAL
AWARMNG -
Ver{ fy design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design
volld tot use only with MITek connectots. This design b based only upon parameters shown, and Is tot an Individual building component to be tnsfolle
l and loaded vertically. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer.
Biocing shown Is lot lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility
of the elector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding
fabrlaaflan, quality control, storage, delivery, erection and bracing, consult OST-fib Qualify Standard, DSB-89 Bracing Specification, and HIS-91 M iTek® HandlingInstallingandBracingRecommondallonavailablefromTrussPlateInstitute, 583 D'Onoft o Drive, Madison, WI53719.
Symbols
PLATE LOCATION AND ORIENTATION
13/4 *Center plate on joint unless
dimensions indicate otherwise.
Dimensions are in inches. Apply
plates to both sides of truss and
securely seat.
0
0
For 4 x 2 orientation, locate 3:
plates I/8" from outside edge of o
truss and vertical web. 0
This symbol indicates the
required direction of slots in
connector plates.
Numbering System
J2 J3 J4
TOP CHORDS
BOTTOM CHORDS
J1 J8 J7 J6
JOINTS AND CHORDS ARE NUMBERED CLOCKWISE
For tabular plating formal refer to the
AROUND THE TRUSS STARTING ATTHE LOWESTJOINT
MITek/Gang-Nall Jolnt/Plate Placement Chart.
FARTHEST TO THE LEFT.
WEBS ARE NUMBERED FROM LEFT TO RIGHT.
PLATE SIZE
The first dimension is the width CONNECTOR PLATE CODE APPROVALS
4 X 4 perpendicular to slots, second
dimension is the length parallel
to slots. BOCA 86-93, 85-75, 91-28
LATERAL BRACING HUD/FHA TCB 17.08
Indicates location of required
continuous lateral bracing. ICBO 1591, 1329, 4922
SBCCI 87206, 86217, 9190
WISC/DILHR 870040-N, 930013-N, 910080-N
BEARING
Indicates location of joints at
which bearings (supports) occur.
MiTek®
AGeneral Safety Notes
Failure to Follow Could Cause Property
Damage or Personal Injury
1. Provide copies of this truss design to the
building designer, erection supervisor, property
owner and all other interested parties..
2. Cut members to bear tightly against each
other.
3. Place plates on each face of truss at each
Q joint and embed fully. Avoid knots and wane
0 at joint locations.
a 4. Unless otherwise noted, locate chord splices
0 at'/4 panel length(+ 6" from adjacent joint.)
5. Unless otherwise noted, moisture content of
lumber shall not exceed 19 % at time of
fabrication.
PANEL`
TM
CLIP
6. Unless expressly noted, this design is not
applicable for use with fire retardant or
preservative treated lumber.
7. Camber is a non-structural consideration and
is the responsibility of truss fabricator. General
practice is to camber for dead load deflection.
B. Plate type, size and location dimensions
shown indicate minimum plating requirements.
9. Lumber shall be of the species and size, and
in all respects, equal to or better than the
grade specified.
10. Top chords must be sheathed or purlins
provided at spacing shown on design.
11. Bottom chords require lateral bracing at 10
ft. spacing, or less, if no ceiling is installed,
unless otherwise noted.
12. Anchorage and/or load transferring
connections to trusses are the responsibility of
others unless shown.
13. Do not overload roof or floor trusses with
stacks of construction materials.
14. Do not cut or alter truss member or plate
without prior approval of a professional
engineer.
15. Care should be exercised in handling,
erection and installation of trusses.
1993 Mitek Holdings, Inc.
FORM016,019 - ® HYDRO,AIIRO
Job russ I russ I ype JUNAIDIE BUDIMAN PE #45161 ty y
12177859
DR 1732E A9G ROOF TRUSS 16472 Segovia Cir. N. 1 1
Pembroke Pines. FI 33331-4627. optional)
MiTek Industries, Inc. 4.201 SR1 s Aug 20 2001 MiTekIndustries, Inc. Wed Mar 13 1 4: 4 2002 Page 1
1-0-p 5.0.5 9-0-0 13-0-8 17.8-3 22-3-13 26-11-8 , 31-0.0 , 34-11-11 , 40-0-0 41-0-0
1-0.6 5-0-5 3-11-11 4-0-8 4-7-11 4-7-11 4-7-11 4-0-8 3-11-11 5.0-5 1-0-0
Scale - 1:71.2
5x6 = Sx6 =
2x4 II Sz12 = 2x4 II 3x4 =
5.00 FiiT 4 5 6 7 8 9
2x4 2x4
3 10ZZ! v
2 11
1I? vj1
O O
4x8 = 18 17 16 15 14 13 4x6 =
4x6 - 7x8 = 2x4 II 4x8 = 7x8 = 4x6 =
7-0-9 13-0-8 17-8-3 22-3-13 26-11-8 32-11-7 40-0-0
7-0-9 5-11-15 4-7-11 4-7-11 4-7.11 5-11-15 7-0.9
Plate Offsets ): -4-12, Edge], 4: - -4 , -4 , 11: -2-1, 14: -4- -4-117:0-4-0,0-5-01
LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/defl PLATES GRIP
TCLL 30.0 Plates Increase 1.33 TC 0.87 Vert(LL) 0.64 16 >739 M1120 249/190
TCDL 7.0 Lumber Increase 1.33 BC 0.98 Vert(TL) -0.92 16 > 515
BCLL 0.0 Rep Stress Incr NO WB 0.68 Horz(TL) 0.21 11 n/a
BCDL 10.0 Code SBC/ANSI95 1st LC LL Min I/defl = 360 Weight: 238 lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 1-11-9 oc purlins.
BOT CHORD 2 X 6 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 4-1-11 oc bracing.
WEBS 2 X 4 SYP No.3
REACTIONS (lb/size) 2 = 2625/0.8-0, 11 = 2273/0-8-0
Max Horz 2=-116(load case 5)
Max Uplift2 = -1 339(load case 4), 11=-1079(load case 3)
FORCES (Ib) - First Load Case Only
TOP CHORD 1-2=17, 2-3=-5719, 3-4=-5499, 4-5=-6592, 5-6=-6591, 6-7=-6332, 7-8=-6332, 8-9=-5385,
9.10=-4613, 10-11=-4839, 11-12=17
BOT CHORD 2-18=5242, 17-18=4924, 16-17=6734, 15-16=6734, 14-15=5385, 13-14=4102, 11-13=4436
WEBS 3-18=-230, 4-18=320, 4-17=2261, 5-17=-311, 6-17=-183, 6-16=93, 6-15=-515, 7-15=-343,
8-15=1213, 8-14=-1071, 9-14=1741, 9-13=332, 10-13=-245
NOTES (7-6)
1) This truss has been checked for unbalanced loading conditions.
2) This truss has been designed for the wind loads generated by 120 mph winds at 18 ft above ground level, using 5.0 psf
top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11,
condition II partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not
exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The
lumber DOL increase is 1.33, and the plate grip increase is 1.33
3) Provide adequate drainage to prevent water ponding.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1339 lb uplift at joint 2 and
1079 lb uplift at joint 11. iE Dl z5) This truss has been designed with ANSI/TPI 1-1995 criteria.
6) Special hanger(s) or connection(s) required to support concentrated load(s) 994.71b down and 358.31b up at 13-0.8 on ,• l Fbottomchord. Design for unspecified connection(s) is delegated to the building designer. •`Q1 4 .,""
7) THIS DESIGN CONFORMS TO FBC 2001, BASED ON THE PARAMETER INDICATED.
r'
LOAD CASE(S) Standard * :• No. 4 5161
1) Regular: Lumber Increase= 1.33, Plate Increase= 1.33 ;
Uniform Loads (plf)
Vert: 1-4=-74.0, 4-9=-74.0, 9-12=-74.0, 2-11 =-20.0 STATE OF
Concentrated Loads (lb) 0
Vert: 17=-994.7 j(•..0 R t0`f
S NAL
March 13,2002
A WARNING - Verjfy design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE.
Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and Is for an Individual building component to be
Installed and boded vertically. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss
designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the
tesponsiblllty of the erector. Additional permanent btDctng of the overall structure Is the responsibility of the building designer. For general guidance
regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST-88 Quality Standard, DSO.89 Bracing Specification, and HIB-91 M iTek® Handling Installing and Bracing Recommendation avollabbfrom Truss Plate Institute, 583 D•Onofrb Drive, Madison, W153719.
Symbols Numbering System AGeneral Safety Notes
PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property
Center plate on joint unless Damage or Personal Injury
dimensions indicate otherwise.
Dimensions are in inches. Apply 1. Provide copies of this truss design to the
plates to both sides of truss and building designer, erection supervisor, propertysecurelyseat.
fie J2 J3 J4 owner and all other interested parties..
All TOP CHORDS
2. Cut members to bear tightly against each
other.
WEBS
J5
Q 3. Place plates on each face of truss at each
For 4 x 2 orientation, locate o ,; ; ¢ joint and embed fully. Avoid knots and wane
plates from outside edge of
O
a
at joint locations.
truss and vertical web. d a
o
4. Unless otherwise noted, locate chordsplices at
114 length(+ 6" from capaneladjacent joint.) BOTTOM
CHORDS This
symbol indicates the 5. Unless otherwise noted, moisture content of required
direction of slots in J1
J8 J7 J6 lumber shall not exceed 19 % at time of connector
plates. fabrication.
6.
Unless expressly noted, this design is not applicable
for use with fire retardant or JOINTS
AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. For
tabular plating format refer to the AROUND
THE TRUSS STARTING ATTHE LOWESTJOINT 7. Camber is a non-structural consideration and MITek/
Gang-Nall Joint/Plate Placement Chart. FARTHEST
TO THE LEFT. is the responsibility of truss fabricator. General WEBS
ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. PLATE
SIZE 8.
Plate type, size and location dimensions shown
indicate minimum plating requirements. The
first dimension is the width 4
4 to Second CONNECTOR
PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and X
perpendicular slots. in all respects, equal to or better than the dimension
is the length parallel grade specified. to
slots. BOCA 86-93, 85-75, 91-28 10.
Top chords must be sheathed or purlins LATERAL
BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates
location of required 11. Bottom chords require lateral bracing at 10 continuous
lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or less, if no ceiling is installed, unless
otherwise noted. SBCCI
87206.86217, 9190 12.
Anchorage and/or load transferring WISC/
DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility of BEARING
others unless shown. Indicates
location of joints at 13. Do not overload roof or floor trusses with which
bearings (supports) occur. stacks of construction materials. 14.
Do not cut or alter truss member or plate without
prior approval of a professional MiTek®
engineer. ,
15.
Care should be exercised in handling, PANEL
TM
erection and installation of trusses. 1993
Mitek Holdings, Inc. CLIP
FORM018,
019 HMRO-AIR® r
Job I russ I russ I ype JUNAIDIE BUDIMAN PE #45161 ty y ORTON 1
12177860
DR1732E B 16472 Segovia Cir. N. ROOF TRUSS 2 1
Pembroke Pines, FI 33331-4627. optional)
A LONGWOOD, FL, MiTekIndustries, Inc. 4.-2U—lSR1 s Aug 20 2001 MiTek Industries, Inc. Wed Mar 1 4: age 1
1-0-0 6-1 1-0 12-1 1-0
1-0-0 6-11-0 6-0-0
Scale: 1 /2" = 1
4x6 -
3
5.00 F"-
4
5
2
3x4 3x4 c
6
3x4 — 2x4 II 3x6 II
6-1 1-0 12-1 1-0
r
6-11-0 6-0-0
Plate Offsets ( ): -11, - -1
LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/defl PLATES GRIP
TCLL 30.0 Plates Increase 1.33 TC 0.51 Vert(LU -0.01 6 >999 M1120 249/190
TCDL 7.0 Lumber Increase 1.33 BC 0.24 Vert(TL) -0.05 2-6 > 999
BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.01 5 n/a
BCDL 10.0 Code SBC/ANS195 1 st LC LL Min I/defl = 360 Weight: 50 Ib
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 6-0-0 oc purlins.
BOT CHORD 2 X 4 SYP No.213 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing.
WEBS 2 X 4 SYP No.3
SLIDER Right 2 X 4 SYP No.3 3-0-13
REACTIONS (lb/size) 5 = 591 /Mechanical, 2 = 694/0-8-0
Max Horz 2 = 102(load case 4)
Max Uplift 5 = -279(load case 5), 2=-381(load case 4)
FORCES (lb) - First Load Case Only
TOP CHORD 1-2=14, 2.3=-697, 3-4=-719, 4-5=-719
BOT CHORD 2-6=637, 5-6=637
WEBS 3-6 = 126
NOTES (6-5)
1) This truss has been checked for unbalanced loading conditions.
2) This truss has been designed for the wind loads generated by 120 mph winds at 18 ft above ground level, using 5.0 psf
top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11,
condition II partially enclosed building, with exposure B ASCE 7-98 per SBC/ANS195 If end verticals exist, they are not
exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The
lumber DOL increase is 1.33, and the plate grip increase is 1.33
3) Refer to girder(s) for truss to truss connections.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 279 Ib uplift at joint 5 and
381 Ib uplift at joint 2.
5) This truss has been designed with ANSI/TPI 1-1995 criteria.
THIS b 6) DESIGN CONFORMS TO FBC 2001, BASED ON THE PARAMETER INDICATED. [) DiE
LOAD CASE(S) Standard ' V! 4.1;.,'i
I
No. 4 5161
cc
0 : STATE OF
sS/'offtoa•°
ANAL
March 13,2002
Verjfy design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. WARNING
Design valid for use only with MRek connectors. This design is based only upon parameters shown, and h for an Individual building component to be
Installed and boded vertically. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss m designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the
responsiblllly of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance
regarding tabrkallan, quality control• storage, delivery, erection and bracing. consult OST•88 Quality Standard, DSB-89 Bracing Spoctncatlon, and HIB-91 iTek® Handling Installlna and Bracing Rocommendatlon available from Truss Plate Institute. 583 D'Onofrb Drive, Madison, W153719. M
Symbols Numbering System AGeneral Safety Notes
PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property
13/1. *Center plate on joint unless Damage or Personal Injury
dimensions indicate otherwise.
Dimensions are in inches. Apply 1. Provide copies of this truss design to the
plates to both sides of truss and building designer, erection supervisor, property
securely seat. J2 J3 J4 owner and all other interested parties..
TOP CHORDS
2. Cut members to bear tightly against each
cz ca
other.
Q WEBS
J5
3. Place plates on each face of truss at each
For 4 x 2 orientation, locate
0 , ; ¢ joint and embed fully. Avoid knots and wane
plates /e" from outside edge of
O
CL
y at joint locations.
truss and vertical web.
0 a
o
4. Unless otherwise noted, locate chordsplices at
1/4 length(+ 6" from caCApaneladjacent joint.) BOTTOM
CHORDS This
symbol indicates the 5. Unless otherwise noted, moisture content of required
direction of slots in J1
J8 J7 J6 lumber shall not exceed 19 % at time of connector
plates. fabrication.
6.
Unless expressly noted, this design is not applicable
for use with fire retardant or JOINTS
AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. For
tabular plating format refer to the AROUND
THE TRUSS STARTING ATTHE LOWESTJOINT 7. Camber Is a non-structural consideration and MRek/
Gang-Nall Joint/Plate Placement Chart. FARTHEST
TO THE LEFT. is the responsibility of truss fabricator. General WEBS
ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. PLATE
SIZE 8.
Plate type, size and location dimensions shown
indicate minimum plating requirements. The
first dimension is the width 4
4 to Second CONNECTOR
PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and X
perpendicular slots. in all respects, equal to or better than the dimension
is the length parallel grade specified. to
slots. BOCA 86-93, 85-75, 91-28 10. Top chords must be sheathed or purlins LATERAL
BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates
location of required 11. Bottom chords require lateral bracing at 10 continuous
lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or less, if no ceiling Is installed, 401
unless
otherwise noted. SBCCI
87206, 86217, 9190 12.
Anchorage and/or load transferring WISC/
DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility of BEARING
others unless shown. Indicates
location of joints at 13. Do not overload roof or floor trusses with which
bearings (supports) occur. stacks of construction materials, 14.
Do not cut or alter truss member or plate without
prior approval of a professional MiTek®
engineer.
15.
Care should be exercised in handling, - TM
PANEL
erection
and installation of trusses. 1993
Mitek Holdings, Inc. CLIP
FORM018,
019 NMRO-AW 0
Job russ russ ype JUNAIDIE BUDIMAN PE #45161 ty Y ORTON 1
12177861
DR1732E BG
16472 Segovia Cir. N.
ROOF TRUSS Pembroke Pines. A 33331-4627. 1 1
optional)
i ek Industries, Inc. 4.201 SR1 s Aug 20 2001 MiTekIndustries, Inc. Wed Mar 13 1 Na—gel
1-0-0 3-1 1-13 6-11-0 9-10-3 13-5-0
1-0-0 3-1 1-13 2-11-3 2-11-3 3-6-13
Scale 1:24.
4x6 =
4
5.00 fT2- 3x4 3x4 --
3
5
6
2
10 9 8 7 11
3x4 - 2x4 II 3x8 - 2x4 II 3x4 -
3-1 1-13 6-11-0 9-10-3 13-5-0
3-1 1-13 2-11-3 2-11-3 3-6-13
LOADING (psf) SPACING 2-0-0 CSI DEFL in Iloc) I/defl PLATES GRIP
TCLL 30.0 Plates Increase 1.33 TC 0.27 Vert(LL) 0.05 2-9 >999 M1120 249/190
TCDL 7.0 Lumber Increase 1.33 BC 0.59 Vert(TL) -0.06 2-9 > 999
BCLL 0.0 Rep Stress Incr NO WB 0.19 Horz(TL) 0.02 6 n/a
BCDL 10.0 Code SBC/ANSI95 Matrix) 1st LC LL Min I/defl = 360 Weight: 71 lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 4-8-9 oc purlins.
BOT CHORD 2 X 6 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 6-11-15 oc bracing.
WEBS 2 X 4 SYP No.3
REACTIONS (lb/size) 6=1543/0.3-0, 2 = 1 155/0.8-0
Max Horz 2 = 107(load case 4)
Max Uplift6=-7890oad case 3), 2=-7600oad case 4)
FORCES (lb) - First Load Case Only
TOP CHORD 1-2=34, 2-3=-1844, 3-4=-1165, 4-5=-1165, 5-6=-1803
BOT CHORD 2.10 = 1639, 9-10 = 1639, 8-9 = 1639, 7-8 = 1598, 7-11 = 1598, 6-11 = 1598
WEBS 3-9 = 377, 3-8 = -684, 4-8 = 637, 5-8 = -637, 5-7 = 380
NOTES (6-5)
1) This truss has been checked for unbalanced loading conditions.
2) This truss has been designed for the wind loads generated by 120 mph winds at 18 it above ground level, using 5.0 psf
top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11,
condition 11 partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not
exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The
lumber DOL increase is 1.33, and the plate grip increase is 1.33
3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 789 lb uplift at joint 6 and
760 lb uplift at joint 2.
4) This truss has been designed with ANSI/TPI 1-1995 criteria.
5) Special hanger(s) or connection(s) required to support concentrated load(s) 444.61b down and 371 .81b up at 2-7-4, and
444.61b down and 371.81b up at 11-2-12, and 488.1lb down and 181.71b up at 13-3-8 on bottom chord. Design for
unspecified connection(s) is delegated to the building designer.
6) THIS DESIGN CONFORMS TO FBC 2001, BASED ON THE PARAMETER INDICATED. 13
LOAD CASE(S) Standard
1) Regular: Lumber Increase = 1.33, Plate Increase = 1.33 •(y'
z';
Uniform Loads (plf) st
Vert: 1-4=-74.0, 4-6=-74.0, 2-6=-20.0 *
Concentrated Loads IIb) No. 4•5161
Vert: 6 = -488.1 10 = -444.6 11 = -444.6
0 .• STATE
O R IOA•',,,
S NAL
March 13,2002
A WARNING - Veryy design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE.
Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and Is for on Individual building component to be
Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss
designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction h the
tesponslblllly of the erector. Additional permanent brbcing of the overall structure Is the responsibility of the building designer. For general guidance
regarding fabticatlon, quality control, storage, delivery, erection and bracing, consult OST-88 Quality Standard, DSO.89 Bracing Specification, and HIB-91
Handling Installina and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrlo Drive, Madison, WI53719. Welke
Symbols Numbering System AGeneral Safety Notes
PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property
11/. *Center plate on joint unless Damage or Personal Injurydimensionsindicateotherwise.
Dimensions are in inches. Apply l . Provide copies of this truss design to the
plates to both sides of truss and building designer, erection supervisor, propertysecurelyseat. J2 J3 J4 owner and all other interested parties..
TOP CHORDS
2. Cut members to bear tightly against each
c2 c3
other.
0 WEBS
J5
3. Place plates on each face of truss at each
ForFor 4 x 2 orientation, locate
3 ,; ; Q joint and embed fully. Avoid knots and wane
plates/a" from outside edge of4.
o_ at joint locations.
truss and vertical web. a
o
Unless otherwise noted, locate chords licesP
at I/4 length(' 6" fromCApanel adjacent joint.)
BOTTOM CHORDS
This symbol indicates the
5. Unless otherwise noted, moisture content of
required direction of slots in
J1 J8 J7 J6 lumber shall not exceed 19%at time of
connector plates.
fabrication.
6. Unless expressly noted, this design is not
applicable for use with fire retardant or
JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber.
For tabular plating format refer to the
AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7, Camber is a non-structural consideration and
MITek/Gang-Nall Joint/Plate Placement Chart.
FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General
WEBS ARE NUMBERED FROM LEFTTO RIGHT. practice is to camber for dead load deflection.
PLATE SIZE
8. Plate type, size and location dimensions
shown indicate minimum plating requirements.
The first dimension is the width
4 4 to Second
CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and
X perpendicular slots. in all respects, equal to or better than the
dimension is the length parallel grade specified.
to slots. BOCA 86-93, 85-75, 91-28
10. Top chords must be sheathed or purlins
LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design.
Indicates location of required 11. Bottom chords require lateral bracing at 10
continuous lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or less, if no ceiling is installed,
unless otherwise noted.
SBCCI 87206, 86217, 9190
12. Anchorage and/or load transferring
WISC/DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility of
BEARING others unless shown.
Indicates location of joints at 13. Do not overload roof or floor trusses with
which bearings (supports) occur. stacks of construction materials.
14. Do not cut or alter truss member or plate
without prior approval of a professional
engineer. ,
MiTek® 15. Care should be exercised In handling,
0
PACLIPNEL
TM erection and installation of trusses.
1993 Mitek Holdings, Inc.
W
FORM016,019 NMRO,AIR®
Job russ I russ I ype JUNAIDIE BUDIMAN PE #45161 ty Y
1217786216472SegoviaCir. N.
1 1DR1732ECROOFTRUSSPembrokePines, FI 33331-4627.
optional)
A A- L, MiTek Industries, Inc. 4.201 SR1 s Aug 20 2001 MiTek Industries, Inc7-Wed MarInc.-We 13 1 age 1
1-0-0 5-2-0 10-4-0 11-4-0
1-0-0 5-2-0 5-2-0 1-0-0
Scale - 1:20.9
4x6 =
3
5.00 F1F
4
2
dl
c 5 to
3x6 = 3x6 =
8 7 6
2x4 II
1-0-0 5-2-0 9-4-0 10-4-0
1.0-0 4-2-0 4-2-0 1-0-0
LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/defl PLATES GRIP
TCLL 30.0 Plates Increase 1.33 TC 0.41 Vert(LL) 0.03 4 >382 M1120 249/190
TCDL 7.0 Lumber Increase 1.33 BC 0.39 Vert TL) -0.04 7 > 999
BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 6 n/a
BCDL 10.0 Code SBC/ANSI95 Matrix) 1 st LC LL Min I/defl = 360 Weight: 38 lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 6-0-0 oc purlins.
BOT CHORD 2 X 4 SYP No.213 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2 X 4 SYP No.3
REACTIONS (lb/size) 8=564/0-1-8, 6=564/0-1-8
Max Harz 8=-75(load case 5)
Max Uplift8=-358(load case 4), 6=-358(load case 5)
FORCES Ilb) - First Load Case Only
TOP CHORD 1-2 = 28, 2-3 =-389, 3-4 =-389, 4-5 = 28
BOT CHORD 2-8 = 279, 7-8 = 279, 6-7 = 279, 4-6 = 279
WEBS 3-7=-86
NOTES (6-5)
1) This truss has been checked for unbalanced loading conditions.
2) This truss has been designed for the wind loads generated by 120 mph winds at 18 it above ground level, using 5.0 psf
top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11,
condition 11 partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not
exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The
lumber DOL increase is 1.33, and the plate grip increase is 1.33
3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 8, 6.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 358 lb uplift at joint 8 and
358 lb uplift at joint 6.
5) This truss has been designed with ANSI/TPI 1-1995 criteria.
6) THIS DESIGN CONFORMS TO FBC 2001, BASED ON THE PARAMETER INDICATED.
aa////
LOAD CASE(S) Standard — 'r++% D1
No. 4;1f1
STATE OF r
O`
S'•::
1
OR1
s%vaLMarch
13,2002 A
WARNING - Verify design parameters and READ NOTES ONTIIIS AND REVERSE SIDE BEFORE USE. asessir® Design
valid tot use only with MITek connectors. This design Is based only upon parameters shown, and Is for an Individual building component to be Installed
and loaded vertically. Applicability of design parameters and proper Incorporation of component is iesponslblllty of building designer - not truss designer.
Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility
of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult OST-88 Quality Standard, DSB-BC Bracing Specification, and HIB-91 M iTek® HandlinginstallinctandBracingRecommendationavailablefromTrussPlateInstitute, 583 D'Onotib Drive, Madison, Wd 53719.
Symbols
PLATE LOCATION AND ORIENTATION
1'/. * Center plate on joint unless
dimensions indicate otherwise.
Dimensions are in inches. Apply
plates to both sides of truss and
securely seat.
0
Q
For 4 x 2 orientation, locate
0
plates 1/8" from outside edge of otrussandverticalweb. 0
This symbol indicates the
required direction of slots in
connector plates.
Numbering System
J2 J3 J4
TOP CHORDS
BOTTOM CHORDS
J1 J8 J7 J6
JOINTS AND CHORDS ARE NUMBERED CLOCKWISE
For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT
MITek/Gang-Nall Joint/Plate Placement Chart.
FARTHEST TO THE LEFT.
WEBS ARE NUMBERED FROM LEFT TO RIGHT.
PLATE SIZE
The first dimension is the width CONNECTOR PLATE CODE APPROVALS
4 X 4 perpendicular to slots. Second
dimension is the length parallel
to slots. BOCA 86-93. 85-75, 91-28
LATERAL BRACING HUD/FHA TCB 17.08
Indicates location of required
40 11 continuous lateral bracing. ICBO 1591, 1329, 4922
SBCCI 87206, 86217, 9190
WISC/DILHR 870040-N, 930013-N, 910080-N
BEARING
Indicates location of joints at
which bearings (supports) occur.
Nii
MiTeke
FORM016.019
O
HMRO,A/R
General Safety Notes -
Failure to Follow Could Cause Property
Damage or Personal Injury
1. Provide copies of this truss design to the
building designer, erection supervisor, property
owner and all other interested parties..
2. Cut members to bear tightly against each
other.
3. Place plates on each face of truss at each
Q joint and embed fully. Avoid knots and wane
o at joint locations.
a 4. Unless otherwise noted, locate chord splices
0 at I14 panel length(+ 6" from adjacent joint.)
5. Unless otherwise noted, moisture content of
lumber shall not exceed 19%at time of
fabrication.
TM
PANEL
CLIP
6. Unless expressly noted, this design is not
applicable for use with fire retardant or
preservative treated lumber.
7. Camber is a non-structural consideration and
is the responsibility of truss fabricator. General
practice is to camber for dead load deflection.
8. Plate type, size and location dimensions
shown indicate minimum plating requirements.
9. Lumber shall be of the species and size, and
in all respects, equal to or better than the
grade specified.
10. Top chords must be sheathed or purlins
provided at spacing shown on design.
11. Bottom chords require lateral bracing at 10
ft. spacing, or less, if no ceiling Is installed,
unless otherwise noted.
12. Anchorage and/or load transferring
connections to trusses are the responsibility of
others unless shown.
13. Do not overload roof or floor trusses with
stacks of construction materials.
14. Do not cut or alter truss member or plate
without prior approval of a professional
engineer.
15. Care should be exercised In handling,
erection and installation of trusses.
1993 Mitek Holdings, Inc.
0
Job I russ russ I ype JUNAIDIE BUDIMAN PE #45161 ty ly 1
12177863
DR1732E C5 16472 Segovia Cir. N. ROOF TRUSS g 1 1
Pembroke Pines. F133331-4627. optional)
A -TA, LONG OD, FL, MiTek Industries, Inc. 4.201 S1 s ug 1 I e n ustrfes,Inc. Wed Mar 13 1 age
1-0-0 5-2-0 _ 10-4-0 11-4-0
1-0-0 5-2-0 5-2-0 1-0-0
Scale 1:20.9
3
5.00F1F
4
2
5 0
3x6 = 3x6 =
8 7
2x4 II
1-0-0 5.2-0 9-4-0 10.4-0_ ,
1-0-0 4-2-0 4-2-0 1-0-0
LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP
TCLL 30.0 Plates Increase 1.33 TC 0.50 Vert(LL) 0.04 4 >314 M1120 249/190
TCDL 7.0 Lumber Increase 1.33 BC 0.47 Vert(TL) -0.04 7 >999
BCLL 0.0 Rep Stress Incr NO WB 0.04 Horz(TL) 0.00 6 n/a
BCDL 10.0 Code SBC/ANSI95 Matrix) 1st LC LL Min I/defl = 360 Weight: 38 lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 6-0-0 oc purlins.
BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2 X 4 SYP No.3
REACTIONS (lb/size) 6 = 559/0-4-0, 8 = 545/0-1-8
Max Horz 8=-75(load case 5)
Max Uplift 6 = -378(load case 5), 8=-356(load case 4)
FORCES (Ib) - First Load Case Only
TOP CHORD 1-2 = 28, 2-3 = -347, 3-4 =-348, 4-5 = 28
BOT CHORD 2-8 = 240, 7-8 = 240, 6-7 = 240, 4-6 = 240
WEBS 3-7=-119
NOTES (7-6)
11 This truss has been checked for unbalanced loading conditions.
2) This truss has been designed for the wind loads generated by 120 mph winds at 18 ft above ground level, using 5.0 psf
top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11,
condition II partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not
exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The
lumber DOL increase is 1.33, and the plate grip increase is 1.33
3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 8.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 378 lb uplift at joint 6 and
356 lb uplift at joint 8.
5) This truss has been designed with ANSI/TPI 1-1995 criteria.
6) Special hanger(s) or connection(s) required to support concentrated load(s) 21 .41b up at 5-0-0, and 2.71b up at 5-4-0 on
bottom chord. Design for unspecified connection(s) is delegated to the building designer.
7) THIS DESIGN CONFORMS TO FBC 2001, BASED ON THE PARAMETER INDICATED. .\Di +
LOAD CASEISI Standard ' C ., -7i1- QI
1) Regular: Lumber Increase = 1.33, Plate Increase = 1.33
Uniform Loads (plf)
Vert: 1-3=-74.0, 3-5=-74.0, 2-4=-20.0 *
Concentrated Loads (lb) No. 4 5161 "
Vert: 7 = 24.2 k y
0 ; MATE OF ° r4
ssORI 4.414
ANAL -
March 13,2002
A WARMNO - VerVy design parameter* and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. mommon
Design valid tot use only with MITek connectors. This design is based only upon parameters shown, and Is for an Individual building component to be
dedoded vertically. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not trussInstalledbo Is[ designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the
responsibility of the erector. Additional permanent br>Scing of the overall structure Is the responsibility of the building designer. For general guidance
regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST-8B Quality Standard, DSB-89 Bracing Spectflcatlon, and HIB-91 iTek® Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onoftb Drive, Madison, WI53719. M
Symbols
PLATE LOCATION AND ORIENTATION
1'i. * Center plate on joint unless
dimensions indicate otherwise.
Dimensions are in inches. Apply
plates to both sides of truss and
securely seat.
0
0
For 4 x 2 orientation, locate
plates/a" from outside edge of o
truss and vertical web. 0
This symbol indicates the
required direction of slots in
connector plates.
Numbering System
J2 J3 J4
TOP CHORDS
BOTTOM CHORDS
J1 J8 J7 J6
JOINTS AND CHORDS ARE NUMBERED CLOCKWISE
For tabular plating format refer to the
AROUND THE TRUSS STARTING AT THE LOWEST JOINT
MITek/Gang-Nall Joint/Plate Placement Chart.
FARTHEST TO THE LEFT.
WEBS ARE NUMBERED FROM LEFT TO RIGHT.
PLATE SIZE
The first dimension is the width CONNECTOR PLATE CODE APPROVALS
4 X 4 perpendicular to slots. Second
dimension is the length parallel
to slots. BOCA 86-93, 85-75, 91-28
LATERAL BRACING HUD/FHA TCB 17.08
Indicates location of required
continuous lateral bracing. ICBO 1591, 1329, 4922
SBCCI 87206, 86217, 9190
WISC/DILHR 870040-N, 930013-N, 910080-N
BEARING
Indicates location of joints at
which bearings (supports) occur,
Mi!
MiTek®
AGeneral Safety Notes
Failure to Follow Could Cause Property
Damage or Personal Injury
1. Provide copies of this truss design to the
building designer, erection supervisor, property
owner and all other interested parties..
2. Cut members to bear tightly against each
other.
3. Place plates on each face of truss at each
Q joint and embed fully. Avoid knots and wane
o at joint locations.
a 4. Unless otherwise noted, locate chord splices
0 at I14 panel length(+ 6" from adjacent joint.)
5. Unless otherwise noted, moisture content of
lumber shall not exceed 19 % at time of
fabrication.
TM
PANEL
CLIP
6. Unless expressly noted, this design is not
applicable for use with fire retardant or
preservative treated lumber.
7. Camber is a non-structural consideration and
is the responsibility of truss fabricator. General
practice is to camber for dead load deflection.
8. Plate type, size and location dimensions
shown indicate minimum plating requirements.
9. Lumber shall be of the species and size, and
in all respects, equal to or better than the
grade specified.
10. Top chords must be sheathed or purlins
provided at spacing shown on design.
11. Bottom chords require lateral bracing at 10
ft. spacing, or less, if no ceiling is installed,
unless otherwise noted.
12. Anchorage and/or load transferring
connections to trusses are the responsibility of
others unless shown.
13. Do not overload roof or floor trusses with
stacks of construction materials.
14. Do not cut or alter truss member or plate
without prior approval of a professional
engineer.
15. Care should be exercised in handling,
erection and installation of trusses. '
1993 Mitek Holdings, Inc.
FORM018,019 ffMR0-A1R®
J
Job russ Iruss I ype JUNAIDIE BUDIMAN PE 945161 ty y 1
16472 Segovia Cir. N. 12177864
DR1732E D3 ROOF TRUSS Pembroke Pines, FI 33331-4627. 1 1
optional)
A A-T , LONGWOOD, FL, MiTek Industries, Inc. 4.201 SR11 s Aug 20 2001 MiTek Industries, Inc. Wed Mar 13 1 age 1
3-0-0 5-6-0 8-6-0
3-0-0 2-6-0
r
3-0-0
6x6
Scale 1:15.7
6x10 = 32
5.00 FTY
3x4 3z4
4
1
FE
ra
8 7 6 5
3x4 = 3x8 =
2x4 II 2x4 II
3-0-0 5-6-0 8-6-0
3-0-0 2-6-0 3-0-0
Plate Offsets ():
LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP
TCLL 30.0 Plates Increase 1.33 TC 0.20 Vert(LL) 0.01 7 >999 M1120 249/190
TCDL 7.0 Lumber Increase 1.33 BC 0.10 Vert(TL) -0.01 7 >999
BCLL 0.0 Rep Stress Incr NO WB 0.13 Horz(TL) -0.00 5 n/a
BCDL 10.0 Code SBC/ANSI95 1st LC LL Min Udell = 360 Weight: 50 lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2D 'Except' TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals.
2.3 2 X 6 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
BOT CHORD 2 X 4 SYP No.2D
WEBS 2 X 4 SYP No.3
REACTIONS (lb/size) 8 = 465/Mechanical, 5 = 465/Mechanical
Max Horz 8=-28(load case 5)
Max Uplift8=-411(load case 4), 5=-382(load case 3)
FORCES (lb) - First Load Case Only
TOP CHORD 1-2=-441, 2-3=-403, 3-4=-441, 1-8=-435, 4-5=-435
BOT CHORD 7-8=-0, 6-7=403, 5-6=0
WEBS 2-7=-87, 2-6=0, 3-6=-87, 1-7=440, 4-6=440
NOTES (8-7)
1) This truss has been checked for unbalanced loading conditions.
2) This truss has been designed for the wind loads generated by 120 mph winds at 18 It above ground level, using 5.0 psf
top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11,
condition II partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not
exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The
lumber DOL increase is 1.33, and the plate grip increase is 1.33
3) Provide adequate drainage to prevent water ponding.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 411 lb uplift at joint 8 and
382 lb uplift at joint 5. p
6) This truss has been designed with ANSI/TPI 1-1995 criteria. `Di r7U4
7) Special hanger(s) or connection(s) required to support concentrated load(s) 54.41b down and 1 21.51b up at 3-0-0, and
Q114.41b down and 121.51b up at 5-6-0 on top chord, and 24.8Ib down and 92.8Ib up at 3-0-0, and 24.8Ib down and IF/C •'•
92.81b up at 5-4.15 on bottom chord. Design for unspecified connection(s) is delegated to the building designer. UL
THIS 18) DESIGN CONFORMS TO FBC 2001, BASED ON THE PARAMETER INDICATED.
Ito. 45161
LOAD CASE(S) Standard
ro1) Regular: Lumber Increase = 1.33, Plate Increase = 1.33
Uniform Loads (plf) '• SPATE OF jeVert: 1-2=-74.0, 2-3=-74.0, 3.4=-74.0, 5-8=-20.0 0 V
Concentrated Loads (Ib)
Vert: 2=-54.4 3=-54.4 7=-24.8 6=-24.8 c>ts •ORt.O.A`[
aNati
March 13,2002
A WARMNO - Ver{fy design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE.
Design valid for use only with MITek connectors. This design is based only upon parameters shown, and Is for an Individual building component to be
Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss awe Idesigner. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the
responsiblllty of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance
regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST-88 Quality Standard, DSB-89 Bracing Specification, and HIB-91
Handling Installlnq dandBracingRecommendation ovolloble from Truss Nate Institute, 583 D'Onofrlo Drive, Madison, WI53719. M iTe k®
Symbols Numbering System AGeneral Safety Notes
PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property
13/1 *Center plate on joint unless Damage or Personal Injurydimensionsindicateotherwise.
Dimensions are in inches. Apply l . Provide copies of this truss design to the
plates to both sides of truss and building designer, erection supervisor, propertysecurelyseat. J2 J3 J4 owner and all other interested parties..
TOP CHORDS
2. Cut members to bear tightly against each
cr c
other.
Q WEBS JS
3.
Place plates on each face of truss at each For
4 x 2 orientation, locate o , a ; Q joint and embed fully. Avoid knots and wane plates /
s" from outside edge of 0
o_ y
V
at
joint locations. truss
and vertical web. 0 a o
4.
Unless otherwise noted, locate chordsplices at I/
4 length(+ 6" from ca C?
C panel adjacent joint.) BOTTOM CHORDS
This symbol
indicates the 5. Unless otherwise noted, moisture content of required direction
of slots in J1 J8
V J6 lumber shall not exceed 19%at time of connector plates.
fabrication. 6.
Unless
expressly noted, this design is not applicable for
use with fire retardant or JOINTS AND
CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. For tabular
plating format refer to the AROUND THE
TRUSS STARTING ATTHE LOWESTJOINT 7, Camber is a non-structural consideration and MRek/Gang-
Nail Joint/Plate Placement Chart. FARTH EST
TO TH E LEFT. is the responsibility of truss fabricator. General WEBS ARE
NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. PLATE SIZE
8. Plate
type, size and location dimensions shown indicate
minimum plating requirements. The first
dimension is the width 4 4
to Second CONNECTOR PLATE
CODE APPROVALS 9. Lumber shall be of the species and size, and X perpendicular
slots. in all respects, equal to or better than the dimension is
the length parallel grade specified. to slots.
BOCA 86-93, 85-75, 91-28 10. Top chords must be sheathed or purlins LATERAL BRACING
HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location
of required 11. Bottom chords require lateral bracing at 10 continuous lateral
bracing. ICBO 1591, 1329, 4922 ft. spacing, or less, if no ceiling is installed, unless otherwise
noted. SBCCI 87206,
86217, 9190 12. Anchorage
and/or load transferring WISC/DILHR
870040-N, 930013-N, 910080-N connections to trusses are the responsibility of BEARING others
unless shown. Indicates location
of joints at 13. Do not overload roof or floor trusses with which bearings (
supports) occur. stacks of construction materials. 14. Do
not cut or alter truss member or plate without prior
approval of a professional MiTek® engineer. ,
15.
Care
should be exercised In handling, TM PANEL'
erection
and
installation of trusses. 1993 Mitek
Holdings, Inc. CLIP FORM016,
019
MYDRO,AW
Job russ truss type
JUNAIDIE BUDIMAN PE #45161
ty y 1
12177865
DR1732E J ROOF TRUSS 16472 Segovia Cir. N. 20 1
Pembroke Pines. FI 33331-4627. optional)
A A- l e n ustries, nc. 4.201 SR1 s Aug 20 2001 MiTek Industries, Inc. We Mar 13 1 age
1-0-0 7-0-0
1-0-0 7-0-0 3
Scale 1:16.7
5.00 rT2-
2
4
2x4 =
7-0-0
7-0-0
LOADING (psf) SPACING 2-0.0 CSI DEFL in floc) I/defl PLATES GRIP
TCLL 30.0 Plates Increase 1.33 TIC 0.63 Vert(LL) n/a - n/a M1120 249/190
TCDL 7.0 Lumber Increase 1.33 BC 0.16 Vert(TL) 0.24 1-2 >69
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz1TL) -0.00 3 n/a
BCDL 10.0 Code SBC/ANS195 Matrix) 1 st LC LL Min Well = 360 Weight: 23 lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 6.0-0 oc purlins.
BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 3 = 234/Mechanical, 2=424/0-8-0, 4 = 66/Mechanical
Max Harz 2 = 221(load case 5)
Max Uplift 3=-250Uoad case 5), 2=-168(load case 4)
FORCES (lb) - First Load Case Only
TOP CHORD 1-2=29, 2-3=75
BOT CHORD 2-4=0
NOTES (5-4)
1) This truss has been designed for the wind loads generated by 120 mph winds at 18 It above ground level, using 5.0 psf
top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category II,
condition II partially enclosed building, with exposure 8 ASCE 7-98 per SBC/ANS195 If end verticals exist, they are not
exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The
lumber DOL increase is 1.33, and the plate grip increase is 1.33
2) Refer to girder(s) for truss to truss connections.
3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 250 lb uplift at joint 3 and
168 lb uplift at joint 2.
4) This truss has been designed with ANSI/TPI 1-1995 criteria.
5) THIS DESIGN CONFORMS TO FBC 2001, BASED ON THE PARAMETER INDICATED.
LOAD CASE(S) Standard
XVE 113
No. 4 5161
STATE OF °jkI
S i oID. L
March
13,2002 A
WARNING - VerVy design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design
valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an Individual building component to be Inslalled
and loaded vertically. Applicability of design parameters and proper Incorporatlon of component is responsibility of building designer - not truss designer.
Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility
of the erector. Additional permanent brbcing of the overall structure h the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage. delivery, erection and bracing, consult OST-88 Quality Standard, DSB-89 Bracing Spectllcatlon, and HIS-91 Handling
Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrlo Drive, Madison, WI53719. M iTek®
Symbols Numbering System AGeneral Safety Notes
PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property
13/4 *Center plate on joint unless Damage or Personal Injury
dimensions indicate otherwise.
Dimensions are in inches. Apply 1. Provide copies of this truss design to the
plates to both sides of truss and building designer, erection supervisor, propertysecurelyseat. J2 J3 J4 owner and all other interested parties..
TOP CHORDS
2. Cut members to bear tightly against each
l
other.
o J5
Q 3. Place plates on each face of truss at each
For 4 x 2 orientation, locate o ,¢ M Z joint and embed fully. Avoid knots and wane
plates/a" from outside edge of
o_
a °
at joint locations.
truss and vertical web. a
o
4. Unless otherwise noted, locate chords lacesP
at I14 length(+ 6" fromcepanel adjacent joint.)
BOTTOM CHORDS
This symbol indicates the 5. Unless otherwise noted, moisture content of
required direction of slots in
J1 J8 J7 J6 lumber shall not exceed 19 % at time of
connector plates.
fabrication.
6. Unless expressly noted, this design is not
applicable for use with fire retardant or
JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber.
For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7. Camber is a non-structural consideration and
MRek/Gang-Nall Joint/Plate Placement Chart.
FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General
WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection.
PLATE SIZE
8. Plate type, size and location dimensions
shown indicate minimum plating requirements.
The first dimension is the width
4 4 to Second
CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and
X perpendicular slots. in all respects, equal to or better than the
dimension is the length parallel grade specified.
to slots. BOCA 86-93, 85-75, 91-28
10. Top chords must be sheathed or purlins
LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design.
Indicates location of required 11. Bottom chords require lateral bracing at 10
continuous lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or less, if no ceiling is installed,
unless otherwise noted.
SBCCI 87206, 86217, 9190
12. Anchorage and/or load transferring
WISC/DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility of
BEARING others unless shown.
Indicates location of joints at 13. Do not overload roof or floor trusses with
which bearings (supports) occur. stacks of construction materials.
14. Do not cut or alter truss member or plate
without prior approval of a professional
MiTek®
engineer.
15. Care should be exercised in handling,
PANEL'
T~
ODJill
erection and installation of trusses.
1993 Mitek Holdings, Inc. ,
CLIP
FORM016,019 MMAWO,AIR0
Job russ I russ I ype JUNAIDIE BUDIMAN PE #45161
ty y
12177866
DR1732E J5 ROOF TRUSS 16472 Segovia Cir. N. 1 1
Pembroke Pines. FI 33331-4627. optional)
A=- PAN-T LONGWOOD, FL, MiTekIndustries, Inc. 4.201 S1 s ug I e n ustrles, Inc. Wed Mar 13 1 age
1-0-0 5-0-0
1-0-0 5-0-0
3 Scale 1:12.3
5.00 FiT
2
1 2.4 =
4
1.0-0 5-0-0
1-0-0 4.0-0
LOADING (psf) SPACING 2-0.0 CSI DEFL in (loc) I/defl PLATES GRIP
TCLL 30.0 Plates Increase 1.33 TC 0.34 Vert(LL) -0.09 2 > 151 M1120 249/190
TCDL 7.0 Lumber Increase 1.33 BC 0.49 Vert(TL) -0.1 1 2 > 1 28
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.05 3 n/a
BCDL 10.0 Code SBC/ANS195 Matrix) 1st LC LL Min I/defl = 360 Weight: 17 lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 5-0.0 oc purlins.
BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 3 = 174/Mechanical, 4 =-49/Mechanical, 5=417/0-4-0
Max Horz 5 = 161(load case 5)
Max Uplift3 = -1 84(load case 5), 4=-49(load case 1), 5=-21D(Ioad case 4)
Max Grav 3 = 174(load case 1), 4 = 70(load case 4), 5 = 417(load case 1)
FORCES (Ib) - First Load Case Only
TOP CHORD 1-2 = 28, 2-3 = 54
BOT CHORD 2-5=0, 4-5=0
NOTES (5-4)
1) This truss has been designed for the wind loads generated by 120 mph winds at 18 It above ground level, using 5.0 psf
top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11,
condition II partially enclosed building, with exposure B ASCE 7-98 per SBC/ANS195 If end verticals exist, they are not
exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The
lumber DOL increase is 1.33, and the plate grip increase is 1.33
2) Refer to girder(s) for truss to truss connections.
3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 184 lb uplift at joint 3, 49 lb
uplift at joint 4 and 210 lb uplift at joint 5.
4) This truss has been designed with ANSI/TPI 1-1995 criteria.
5) THIS DESIGN CONFORMS TO FBC 2001, BASED ON THE PARAMETER INDICATED.
LOAD CASE(S) Standard
Bc4 01
1
No. 4.5161 ? *
cc
STATE OF
FsS"o . to,*''
ANAL
March 13,2002
MENOMMMMimm
A WARNING - V. ft design par nseters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE.
Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and Is tot an individual building component to be
Installed and loaded vertically. Applicability of design parameters and proper Incoiporatlon of component is responsibility of building designer - not truss
designer. Bracing shown is tot Metal support of Individual web members only. Additional lemporary bracing to Insure stability during conshuctlon is the
responslblllty of the etectot. Additional permanent IoNcing of the overall structure is the responsibility of the building designer. For general guidance
tegaiding fabrloallon, quality control, storage, delivery, election and bracing, consult QST•88 Quality Standard, DSB-BC Bracing Specification, and HIS-91 M iTe k® Handling Installlnq and Bracing Recommendation available from Truss Plate Institute, $83 D'Onoftlo Dtive, Madison. WI5371G.
Symbols Numbering System AGeneral Safety Notes
PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property
13/. *Center plate on joint unless Damage or Personal Injury
dimensions indicate otherwise.
Dimensions are in inches. Apply 1. Provide copies of this truss design to the
plates to both sides of truss and building designer, erection supervisor, propertysecurelyseat. J2 J3 J4 owner and all other interested parties.,
TOP CHORDS
2. Cut members to bear tightly against each
c2 a
other.
o WEBS
JS
a:3. Place plates on each face of truss at each
For 4 x 2 orientation, locate
O , Q joint and embed fully. Avoid knots and wane
plates from outside edge of
o_
a V
at joint locations.
truss andd vertical web. a
o
4. Unless otherwise noted, locate chordsplices at
I/4 length(+ 6" from ceC, u panel adjacent joint.) BOTTOM
CHORDS This
symbol indicates the 5. Unless otherwise noted, moisture content of required
direction of slots in J1
J8 J7 J6 lumber shall not exceed 19 % at time of connector
plates. fabrication.
6.
Unless expressly noted, this design is not applicable
for use with fire retardant or JOINTS
AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. For
tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7. Camber is a non-structural consideration and MITek/
Gang-Nall Joint/Plate Placement Chart. FARTHEST
TO THE LEFT. is the responsibility of truss fabricator. General WEBS
ARE NUMBERED FROM LEFTTO RIGHT. practice is to camber for dead load deflection. PLATE
SIZE 8.
Plate type, size and location dimensions shown
indicate minimum plating requirements. The
first dimension is the width 4
4 to Second CONNECTOR
PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and X
perpendicular slots. in all respects, equal to or better than the dimension
is the length parallel grade specified. to
slots. BOCA 86-93, 85-75, 91-28 10.
Top chords must be sheathed or purlins LATERAL
BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates
location of required 11. Bottom chords require lateral bracing at 10 continuous
lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or less, if no ceiling is installed, 401unless
otherwise noted, SBCCI
87206, 86217, 9190 12.
Anchorage and/or load transferring WISC/
DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility of BEARING
others unless shown. Indicates
location of joints at 13. Do not overload roof or floor trusses with which
bearings (supports) occur. stacks of construction materials. 14.
Do not cut or alter truss member or plate without
prior approval of a professional MiTek®
engineer.
15.
Care should be exercised in handling, T~
PAPINEL' erection
and installation of trusses. 1993
Mitek Holdings, Inc. , CLIP
FORM018,
019 MMMO- IR@
Job I russ russ I ype JUNAIDIE BUDIMAN PE 945161 ty y HORTON 1
12177867
DR1732E JG MONO TRUSS 16472 Segovia Cir. N. 1 1
Pembroke Pines. FI 33331-4627. optional)
NOD, FL, MiTekIndustries, Inc. s Aug 90 9001 MiTel, Inc. Wed Mar age 1
1-0-0 3-9-14 7.0-0
1-0-0 3-9-14 3-2-2
2x4 II Scale 1:18.1
4
3x4
5.00 rf£
3
8
2
Li I
2x4 =
7 6 5
2x4 II
3x4
3-9-14 7-0-0
3-9-14 3-2-2
Plate Offsets12:0-1-8,0-1-01
LOADING (psf) SPACING 2-0-0 CSI DEFL in Roc) I/defl PLATES GRIP
TCLL 30.0 Plates Increase 1.33 TC 0.22 Vert(LL) 0.01 6 >999 M1120 249/190
TCDL 7.0 Lumber Increase 1.33 BC 0.12 Vert(TL) 0.02 1-2 >632
BCLL 0.0 Rep Stress Incr NO WB 0.13 Horz(TL) -0.00 5 n/a
BCDL 10.0 Code SBC/ANS195 Matrix) 1 st LC LL Min I/dell = 360 Weight: 34 lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals.
BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2 X 4 SYP No.3
REACTIONS (lb/size) 2=437/0-1-8, 5=33410-1-8
Max Horz 2 = 241(load case 4)
Max Uplift 2 = -286(load case 4), 5=-268(load case 4)
FORCES (lb) - First Load Case Only
TOP CHORD 1-2 = 28, 2-8 =-520, 3-8 =-405, 3-4 =-55, 4-5 =-80
BOT CHORD 2-7=428, 6-7=428, 5-6=428
WEBS 3-6 = 89, 3-5 = -486
NOTES (6-5)
1) This truss has been designed for the wind loads generated by 120 mph winds at 18 ft above ground level, using 5.0 psf
top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11,
condition 11 partially enclosed building, with exposure B ASCE 7-98 per SBC/ANS195 If end verticals exist, they are not
exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The
lumber DOL increase is 1.33, and the plate grip increase is 1.33
2) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 2, 5.
3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 286 lb uplift at joint 2 and
268 lb uplift at joint 5.
4) This truss has been designed with ANSI/TPI 1-1995 criteria.
5) Special hanger(s) or connection(s) required to support concentrated loads) 37.6Ib down and 122.71b up at 3.0-0 on top
chord, and 12.1lb down at 3-0-0 on bottom chord. Design for unspecified connection(s) is delegated to the building itC pp
designer. `p- IC3U
6) THIS DESIGN CONFORMS TO FBC 2001, BASED ON THE PARAMETER INDICATED. •'
LOAD CASE(S) Standard
1) Regular: Lumber Increase = 1.33, Plate Increase = 1.33 }
Uniform Loads (plf) NO 4 5161
Vert: 2-5=-20.0, 1-4 = -74.0 '
Concentrated Loads (1b
Vert: 7=-12.1 '• t8=-37.6
0 • .rC1T'ATE OF
R
o R
S01JAL • '
March 13,2002
AWARNING • VerVy design pammetars and READ NOTES ON THIS AND RE VERSE SIDE BEFORE USE.
Design valid tot use only with MITek conneclots. This design is based only upon parameters shown, and Is for an Individual building component to be
Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component is responsibility of bullding designer - not truss
designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the
responsibility of the erector. Additional permanent btbcing of the overall structure is the responsibility of the building designer. For general guidance
regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST-88 Quality Standard, DSB•89 Bracing Specification, and HIB•91 M iTe k® qHandlingInstalllnand Bracing Recommendation available from Truss Plate Institute, 593 D'Onofrlo Drive, Madison, WI53719.
Symbols Numbering System AGeneral Safety Notes
PLATE LOCATION AND ORIENTATION
Failure to Follow Could Cause Property
13/4 * Center plate on joint unless Damage or Personal Injury
dimensions indicate otherwise.
Dimensions are in inches: Apply 1. Provide copies of this truss design to the
plates to both sides of truss and building designer, erection supervisor, propertysecurelyseat.
fie J2 J3 J4 owner and all other interested parties..
TOP CHORDS
2. Cut members to bear tightly against eachC7 "
other.
O WEBS
J5
a:3. Place plates on each face of truss at each
For 4 x 2 orientation, locate
o , Q joint and embed fully. Avoid knots and wane
plates 1/8" from outside edge of
o at joint locations.
truss and vertical web. o a
o
4. Unless otherwise noted, locate chord splices
1/
4at panel length(+ 6" from adjacent joint.) ce C, 06
BOTTOM CHORDS
This symbol indicates the 5. Unless otherwise noted, moisture content of
required direction of slots in
J1 J8 J7 J6 lumber shall not exceed 19 % at time of
connector plates.
fabrication.
6. Unless expressly noted, this design is not
applicable for use with fire retardant or
JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber.
For tabular plating format refer to the
AROUND THE TRUSS STARTING AT THE LOWEST JOINT 7. Camber is a non-structural consideration and
MRek/Gang-Nall Joint/Plate Placement Chart.
FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General
WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection.
PLATE SIZE
8. Plate type, size and location dimensions
shown indicate minimum plating requirements.
The first dimension is the width
4 X 4 to Second
CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and
perpendicular slots. in all respects, equal to or better than the
dimension is the length parallel grade specified.
to slots. BOCA 86-93, 85-75, 91-28
10. Top chords must be sheathed or purlins
LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design.
Indicates location of required 11. Bottom chords require lateral bracing at 10
continuous lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or less, if no ceiling is installed,
unless otherwise noted.
SBCCI 87206, 86217, 9190
12. Anchorage and/or load transferring
WISC/DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility of
BEARING others unless shown.
Indicates location of joints at 13. Do not overload roof or floor trusses with
which bearings (supports) occur. stacks of construction materials.
14. Do not cut or alter truss member or plate
without prior approval of a professional
MiTek®
engineer.
15. Care should be exercised In handling,
TM
PANEL
erection and installation of trusses.
1993 Mitek Holdings, Inc.
CLIP
FORM016,019 HYDRO -AIR ®
Job russ truss type JUNAIDIE BUDIMAN PE #45161 tY Y RTON 1
16472 Segovia Cir. N. 12177868
DR1732E JG4 ROOF TRUSS Pembroke Pines. FI 33331-4627. 2 1
optional)
A -SPAN-T LONGWOOD, FL, MiTek Industries, Inc. 4.201 SR1 s Aug 20 7001 MiTekIndustries, Tinc. Wed Mar 13 1 4 2002 Page 1
2-2.8 4-2-8
2-2-8
4x
6 2-0-0 3 xa II
2 care: 1.5' - V
5.00 FIT
1
0
5 2x4 II 7 4
4x6 =
2-2-8 4-2-83x4
2-2-8 2-0-0
Plate Offsets
LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/defl PLATES GRIP
TCLL 30.0 Plates Increase 1.33 TC 0.14 Vert(LL) 0.01 5 >999 M1120 249/190
TCDL 7.0 Lumber Increase 1.33 BC 0.23 Vert(TL) -0.01 5 > 999
BCLL 0.0 Rep Stress Incr NO WB 0.16 Horz(TL) -0.00 4 n/a
BCDL 10.0 Code SBC/ANSI95 Matrix) 1st LC LL Min Well = 360 Weight: 21 lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 4.2-8 oc purlins, except end verticals.
BOT CHORD 2 X 6 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2 X 4 SYP No.3
REACTIONS (lb/size) 1=332/0-4-0, 4 = 464/Mechanical
Max Horz 1 = 74(load case 4)
Max Uplift =-261(load case 4), 4=-407(load case 4)
FORCES (Ib) - First Load Case Only
TOP CHORD 1-2=-529, 2-6=-0, 3-6=0, 3-4=-60
SOT CHORD 1.5 = 450, 5-7 = 502, 4.7 = 502
WEBS 2-5 = 370, 2-4 =-573
NOTES (7-6)
1) This truss has been designed for the wind loads generated by 120 mph winds at 18 ft above ground level, using 5.0 psf
top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11,
condition 11 partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not
exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The
lumber DOL increase is 1.33, and the plate grip increase is 1.33
2) Provide adequate drainage to prevent water ponding.
3) Refer to girder(s) for truss to truss connections.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 261 lb uplift at joint 1 and
407 lb uplift at joint 4.
5) This truss has been designed with ANSI/TPI 1-1995 criteria.
6) Special hanger(s) or connection(s) required to support concentrated load(s) 7.31b down and 76.7Ib up at 2-2-8, and
B r f 40.31b up at 2-9-1 on top chord, and 4.31b down at 2-2-8, and 446.41b down and 347.81b up at 2-8-12 on bottom `Di Design for is delegatedchord. unspecified connection(s) to the building designer.
7) THIS DESIGN CONFORMS TO FBC 2001, BASED ON THE PARAMETER INDICATED. •: `P IFj
LOAD CASE(S) Standard
1) Regular: Lumber Increase = 1 .33, Plate Increase = 1 .33 * 4J Uniform Loads (plf)
Vert: 1.2=-74.0, 2-3=-74.0, 1-4=-20.0 •'p : Y1[
Concentrated Loads Ilb) • STATE OF t
Vert: 2=-7.3 5=-4.3 6=27.9 7=-446.4
AN
March 13,2002
A WARNING - Ver(fy design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. mominum
Design valid for use only with MITek connectors. This design is based only upon parameters shown, and Is for an Individual building component to be
Installed and boded vertically. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss
designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the
responslbiiity of the erector. Additional permanent brbcing of the overall structure is the responsibility of the building designer. For general guidance
regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST-68 Quality Standard, DSB•89 Bracing Specification, and HIR-91
Handling Installinq and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrb Drive, Madison, WI53719. M iTe k®
Symbols Numbering System AGeneral Safety Notes
PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property
t i. * Center plate on joint unless Damage or Personal Injury
dimensions indicate otherwise.
Dimensions are in inches. Apply l . Provide copies of this truss design to the
plates to both sides of truss and building designer, erection supervisor, propertysecurelyseat. J2 J3 J4 owner and all other interested parties..
TOP CHORDS
2. Cut members to bear tightly against each
c2
other.
o
Q 3. Place plates on each face of truss at each
For 4 x 2 orientation, locate
O ;, 0
o_ zta joint and embed fully. Avoid knots and wane
plates /s" from outside edge of
at joint locations.
truss and vertical web. 0 a
o
4. Unless otherwise noted, locate chords lices
at I/4 length(+ 6" from Pcepaneladjacentjoint.)
BOTTOM CHORDS
This symbol indicates the
5. Unless otherwise noted, moisture content of
required direction of slots in
Jt J8 J7 J6 lumber shall not exceed 19%at time of
connector plates.
fabrication.
6. Unless expressly noted, this design is not
applicable for use with fire retardant or
JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber,
For tabular plating format refer to the
AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7, Camber is a non-structural consideration and
MRek/Gang-Nall Joint/Plate Placement Chart.
FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General
WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection.
8. Plate type, size and location dimensions
PLATE SIZE shown indicate minimum plating requirements.
The first dimension is the width
4 4 to Second
CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and
X perpendicular slots. in all respects, equal to or better than the
dimension is the length parallel grade specified.
to slots. BOCA 86-93, 85-75, 91-28
10. Top chords must be sheathed or purlins
LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design.
Indicates location of required 11. Bottom chords require lateral bracing at 10
continuous lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or less, if no ceiling is installed, 401 unless otherwise noted.
SBCCI 87206, 86217, 9190
12. Anchorage and/or load transferring
WISC/DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility of
BEARING others unless shown.
Indicates location of joints at 13. Do not overload roof or floor trusses with
which bearings (supports) occur. stacks of construction materials.
14. Do not cut or alter truss member or plate
without prior approval of a professional
MiTek®
engineer.
15. Care should be exercised In handling,
PANEL'
T~ erection and installation of trusses.
1993 Mitek Holdings, Inc.
CLIP
FORMOI B4OI V HYDROA/R
Job russ truss type JUNAIDIE BUDIMAN PE #45161 ty y 1
12177869
DR1732E K
16472 Segovia Cir. N.
ROOF TRUSS Pembroke Pines. FI 33331-4627. 6 1
optional)
AN-TH, LONGWOOD, FL, MiTek Industries, Inc. 4.201 SR1 s Aug 20 2001 MiTek Industries, Inc. Wed Mar age 1
1-0-0 5-0-0
1-0-0 5-0-0
3 Scale 1:13.
5.00 FTT
2
1
4
2x4 =
5-0-0
5-0-0
LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP
TCLL 30.0 Plates Increase 1.33 TIC 0.30 Vert(LL) n/a - n/a M1120 249/190
TCDL 7.0 Lumber Increase 1.33 BC 0.08 Vert(TL) 0.08 1-2 >210
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a
BCDL 10.0 Code SBC/ANSI95 Matrix) 1st LC LL Min I/defl = 360 Weight: 17 lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 5-0-0 oc purlins.
BOT CHORD 2 X 4 SYP No.213 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 3 = 155/Mechanical, 2=335/0-8-0, 4 = 46/Mechanical
Max Harz 2 = 161(load case 5)
Max Uplift31=-174(load case 5), 2=-152(Ioad case 4)
FORCES (lb) - First Load Case Only
TOP CHORD 1.2=29, 2-3=50
BOT CHORD 2-4=0
NOTES (5-4)
1) This truss has been designed for the wind loads generated by 120 mph winds at 18 It above ground level, using 5.0 psf
top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category II,
condition II partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not
exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The
lumber DOL increase is 1.33, and the plate grip increase is 1.33
2) Refer to girder(s) for truss to truss connections.
3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 174 lb uplift at joint 3 and
152 Ib uplift at joint 2.
4) This truss has been designed with ANSI/TPI 1-1995 criteria.
5) THIS DESIGN CONFORMS TO FBC 2001, BASED ON THE PARAMETER INDICATED.
LOAD CASE(S) Standard
NO, 4 5161 ,k
i Y
O :• STATE OF
ORkD
NAL
March 13,2002
A WARNINO - Ver(fy design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE.
Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an Individual building component to be
Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss
designer. Bracing shown is lot lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the
responsibility of the etectot. Additional permanent btacing of the overall structure is the responsibility of the building designer. For general guidance
regatding fabrication, quality control, storage, delivery, election and bracing, consult OST-88 Quality Standard, DSB-89 Bracing Specification, and NIB-91 M iTek® Handling Installing and Bracing Recommendation available from Truss date Institute. $83 D'Onofrlo Drlve. Madison, WI5371 G.
Symbols
PLATE LOCATION AND ORIENTATION
13/. * Center plate on joint unless
dimensions indicate otherwise.
Dimensions are in inches. Apply
plates to both sides of truss and
securely seat.
For 4 x 2 orientation, locate
plates/a" from outside edge of
truss and vertical web.
This symbol indicates the
required direction of slots in
connector plates.
Numbering System
J2 J3 J4
TOP CHORDS
Q WEBS
J5
o _ o
V
K ,,17 ; cc
O O
O' V
a
ce c? u r0
BOTTOM CHORDS
J1 J8 J7 J6
JOINTS AND CHORDS ARE NUMBERED CLOCKWISE
For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT
MRek/Gang-Nall Joint/Plate Placement Chart.
FA RTH EST TO TH E LEFT.
WEBS ARE NUMBERED FROM LEFT TO RIGHT.
PLATE SIZE
The first dimension is the width CONNECTOR PLATE CODE APPROVALS
4 X 4 perpendicular to slots. Second
dimension is the length parallel
to slots. BOCA 86-93, 85-75, 91-28
LATERAL BRACING HUD/FHA TCB 17.08
Indicates location of required
401:1, continuous lateral bracing. ICBO 1591, 1329, 4922
SBCCI 87206, 86217, 9190
WISC/DILHR 870040-N, 930013-N, 910080-N
BEARING
Indicates location of joints at
which bearings (supports) occur.
mi!
MiTek®
JOE
PANEL'
TM
CLIP
FORM019,019 aw[D-waL ® 10 HMRO,AZR
AGeneral Safety Notes
Failure to Follow Could Cause Property
Damage or Personal Injury
1. Provide copies of this truss design to the
building designer, erection supervisor, property
owner and all other interested parties..
2. Cut members to bear tightly against each
other.
3. Place plates on each face of truss at each
joint and embed fully. Avoid knots and wane
at joint locations.
4. Unless otherwise noted, locate chord splices
at 14 panel length(+ 6" from adjacent joint.)
5. Unless otherwise noted, moisture content of
lumber shall not exceed 19 % at time of
fabrication.
6. Unless expressly noted, this design is not
applicable for use with fire retardant or
preservative treated lumber.
7. Camber is a non-structural consideration and
is the responsibility of truss fabricator. General
practice is to camber for dead load deflection.
8. Plate type, size and location dimensions
shown indicate minimum plating requirements.
9. Lumber shall be of the species and size, and
in all respects, equal to or better than the
grade specified.
10. Top chords must be sheathed or purlins
provided at spacing shown on design,
11. Bottom chords require lateral bracing at 10
ft. spacing, or less, if no ceiling is installed,
unless otherwise noted.
12. Anchorage and/or load transferring
connections to trusses are the responsibility of
others unless shown.
13. Do not overload roof or floor trusses with
stacks of construction materials,
14. Do not cut or alter truss member or plate
without prior approval of a professional
engineer.
15. Care should be exercised In handling,
erection and installation of trusses.
1993 Mitek Holdings, Inc. ,
Job russ I russ i ype
JUNAIDIE BUDIMAN PE #45161
ty y 1
12177870
DR1732E L ROOF TRUSS 16472 Segovia Cir. N. 10 1
Pembroke Pines. FI 33331.4627. o tional)
ACCU-SPAN-T LONGWOOD, FL, MiTekIndustries, Inc. 4.201 Inc. Wed Mar 13 1 age 1
1-0-0 3-0-0
1-0-0 3-0-0
3 Scale 1:8.
5.00 FTT
2
2x4 = .
1 5 4
1-0-0 3-0-0
1-0-0 2.0-0
LOADING (psf) SPACING 2-0.0 CSI DEFL in (loc) I/defl PLATES GRIP
TCLL 30.0 Plates Increase 1.33 TC 0.12 Vert(LL) 0.06 2 >276 M1120 249/190
TCDL 7.0 Lumber Increase 1.33 BC 0.43 Vert(TL) -0.07 2 > 231
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.03 3 n/a
BCDL 10.0 Code SBC/ANSI95 Matrix) 1st LC LL Min I/defl = 360 Weight: 11 lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 3-0-0 oc puffins.
BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 3=95/Mechanical, 4=-162/Mechanical, 5=422/0-8.0
Max Horz 5 = 101(load case 5)
Max Uplift3=-108(load case 5), 4=-162(load case 1), 5=-269(load case 4)
Max Grav 3=95(load case 1), 4=128(load case 4), 5=422(load case 1)
FORCES (lb) - First Load Case Only
TOP CHORD 1-2 = 28, 2-3 = 29
BOT CHORD 2-5=0,4-5=0
NOTES (5-4)
11 This truss has been designed for the wind loads generated by 120 mph winds at 18 It above ground level, using 5.0 psf
top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category II,
condition 11 partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not
exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The
lumber DOL increase is 1.33, and the plate grip increase is 1.33
2) Refer to girder(s) for truss to truss connections.
3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 108 lb uplift at joint 3, 162 lb
uplift at joint 4 and 269 lb uplift at joint 5.
4) This truss has been designed with ANSI/TPI 1-1995 criteria.
5) THIS DESIGN CONFORMS TO FBC 2001, BASED ON THE PARAMETER INDICATED.
LOAD CASE(S) Standard
1FEpp
No. 4.5161
STATE OF
0RVD.-
ANAL
March 13,2002
A WARNING - Ver{fy design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE.
Design valid for use only with MRek connectors. This design Is based only upon parameters shown, and Is for an Individual building component to be
Installed and boded vertically. Applicability of design parameters and proper Incorporation of component b responsibility of building designer - not truss
designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the
responslblllly of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance
regarding fabrication, quality control, storage, delivery, erection and bracing, consult CST•88 Quality Standard, OSS-89 Bracing Speclocation, and HIS-91
Handling Installlno and Bracing Recommendation available from Truss Plate Institute, 593 D'Onofrla Drive, Madison. Wl53719. M iTek®
Symbols
PLATE LOCATION AND ORIENTATION
44 re- Center plate on joint unless
dimensions indicate otherwise.
Dimensions are in inches. Apply
plates to both sides of truss and
securely seat.
A„
0
Q
For 4 x 2 orientation, locate
0
plates 1/8" from outside edge of 0trussandverticalweb.
This symbol indicates the
required direction of slots in
connector plates.
Numbering System
J2 J3 J4
TOP CHORDS
BOTTOM CHORDS
J1 J8 J7 J6
JOINTS AND CHORDS ARE NUMBERED CLOCKWISE
For tabular plating format refer to the AROUND THE TRUSS STARTING AT THE LOWESTJOINT
MRek/Gang-Nall Joint/Plate Placement Chart.
FARTHEST TO THE LEFT.
WEBS ARE NUMBERED FROM LEFT TO RIGHT.
PLATE SIZE
The first dimension Is the width CONNECTOR PLATE CODE APPROVALS
4 X 4 perpendicular to slots, second
dimension is the length parallel
to slots. BOCA 86-93, 85-75, 91-28
LATERAL BRACING HUD/FHA TCB 17.08
Indicates location of required
40
1
continuous lateral bracing. ICBO 1591, 1329, 4922
SBCCI 87206, 86217, 9190
WISC/DILHR 870040-N, 930013-N, 910080-N
BEARING
Indicates location of joints at
which bearings (supports) occur.
N
WWI
FORM018,019
e:dL.®
HMRO,A/R
AGeneral Safety Notes
Failure to Follow Could Cause Property
Damage or Personal Injury
1. Provide copies of this truss design to the
building designer, erection supervisor, property
owner and all other interested parties..
2. Cut members to bear tightly against each
other.
3. Place plates on each face of truss at each
Q joint and embed fully. Avoid knots and wane
0 at joint locations.
a 4. Unless otherwise noted, locate chord splices
0 at 114 panel length(' 6" from adjacent joint.)
5. Unless otherwise noted, moisture content of
lumber shall not exceed 19 % at time of
fabrication,
TM
PANEL'
CLIP
6. Unless expressly noted, this design is not
applicable for use with fire retardant or
preservative treated lumber.
7. Camber is a non-structural consideration and
is the responsibility of truss fabricator. General
practice is to camber for dead load deflection.
8. Plate type, size and location dimensions
shown indicate minimum plating requirements.
9. Lumber shall be of the species and size, and
in all respects, equal to or better than the
grade specified.
10. Top chords must be sheathed or purlins
provided at spacing shown on design.
11. Bottom chords require lateral bracing at 10
ft. spacing, or less, if no ceiling is installed,
unless otherwise noted.
12. Anchorage and/or load transferring
connections to trusses are the responsibility of
others unless shown.
13. Do not overload roof or floor trusses with
stacks of construction materials.
14. Do not cut or alter truss member or plate
without prior approval of a professional
engineer,
15. Care should be exercised in handling,
erection and installation of trusses.
1993 Mitek Holdings, Inc.
Job russ truss I ype JUNAIDIE BUDIMAN PE #45161 ty y RTON 1
16472 Segovia Cir. N. 121 77871
DR1732E L1 ROOF TRUSS Pembroke Pines, FI 33331-4627. 2 1
optional)
A A-TH, LONGWOOD, FL, MiTek Industries, Inc. 4.201 SR1 s Aug 20 9001 MI e In —strips, nc. Wed Mar 13 age
1-0-8 2-11-8
1-0-8 2-11-8
3 Scale 1:13.5
5.00 rY-
3x4
2
Ll
i 4
2x4 II =
2-11-8
3x4
2-11-8
LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/defl PLATES GRIP
TCLL 30.0 Plates Increase 1.33 TC 0.10 Vert(LL) n/a - n/a M1120 249/190
TCDL 7.0 Lumber Increase 1.33 BC 0.03 Vert(TL) 0.01 1-2 >999
BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) -0.00 3 n/a
BCDL 10.0 Code SBC/ANSI95 Matrix) 1st LC LL Min Well = 360 Weight: 17 lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 2-11-8 oc purlins, except end verticals.
BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2 X 4 SYP No.3
REACTIONS (lb/size) 3 = 81 /Mechanical, 5 = 243/0-7-8, 4 = 28/Mechanical
Max Horz 5=96(1oad case 4)
Max Uplift 3=-98(1oad case 5), 5=-93(load case 4), 4=-28(load case 4)
FORCES IIb) - First Load Case Only
TOP CHORD 1-2 = 35, 2-3 = 23, 2-5 =-215
BOT CHORD 4-5=-0
WEBS 2-4=0
NOTES (5-4)
1) This truss has been designed for the wind loads generated by 120 mph winds at 18 It above ground level, using 5.0 psf
top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11,
condition 11 partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not
exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The
lumber DOL increase is 1.33, and the plate grip increase is 1.33
2) Refer to girder(s) for truss to truss connections.
3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 98 lb uplift at joint 3, 93 lb
uplift at joint 5 and 28 Ib uplift at joint 4.
4) This truss has been designed with ANSI/TPI 1-1995 criteria.
5) THIS DESIGN CONFORMS TO FBC 2001, BASED ON THE PARAMETER INDICATED.
LOAD CASE(S) Standard 101E g I
i
4L
No.45161
STATE OF
O R 10.
L.
March 13,2002
AWARMNO - VerVy design parameter. and READ NOTES ON T1315 AND RE VERSE SIDE BEFORE USE. mmr—
Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is tot on individual building component to be
Instalred and loaded vertically. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss BEdesigner. Bracing shown is for lateral support of Individual web members only. Additional tempotory bracing to Insure stability during construction is the
tesponsibility of the erector. Additional permanent brbcing of the overall structure is the responsibility of the building designer. For general guidance
regarding fabtloatlon, quality control, storage, delivery, erection and bracing, consult OST-88 Quality Standard, DSB-89 Bracing Specification, and HIS-91 M iTek® Handling Installlncr and Bracing Recommendation available from Truss Plate Institute, 583 D'onoftlo Drive, Madison, WI53719.
Symbols Numbering System AGeneral Safety Notes
PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property
13/4 *Center plate on joint unless Damage or Personal Injury
dimensions indicate otherwise.
Dimensions are in inches. Apply 1. Provide copies of this truss design to the
plates to both sides of truss and building designer, erection supervisor, propertysecurelyseat. J2 J3 J4 owner and all other interested parties..
TOP CHORDS
2. Cut members to bear tightly against eachl
other.
WEBS
JS
cc3. Place plates on each face of truss at each
For 4 x 2 orientation, locate o , ; Q joint and embed fully. Avoid knots and wane
plates from outside edge of
c O
d y at joint locations.
dtrussand vertical web. a
o
4. Unless otherwise noted, locate chordsplices at
1 /4 length(+ 6" from ce
C, panel adjacent joint.) BOTTOM
CHORDS This
symbol indicates the 5. Unless otherwise noted, moisture content of required
direction of slots in A
J8 J7 J6 lumber shall not exceed 19%at time of connector
plates. fabrication.
6.
Unless expressly noted, this design is not applicable
for use with fire retardant or JOINTS
AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber, For
tabular plating format refer to the AROUND
THE TRUSS STARTING AT THE LOWEST JOINT 7. Camber is a non-structural consideration and MRek/
Gang-Nall Joint/Plate Placement Chart. FARTHEST
To THE LEFT. is the responsibility of truss fabricator. General WEBS
ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. PLATE
SIZE 8.
Plate type, size and location dimensions shown
indicate minimum plating requirements. The
first dimension is the width 4
4 to Second CONNECTOR
PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and X
perpendicular slots. in all respects, equal to or better than the dimension
is the length parallel grade specified. to
slots. BOCA 86-93, 85-75, 91-28 10.
Top chords must be sheathed or purlins LATERAL
BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates
location of required 11. Bottom chords require lateral bracing at 10 continuous
lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or less, if no ceiling is installed, oe" unless otherwise noted. SBCCI
87206, 86217, 9190 12.
Anchorage and/or load transferring WISC/
DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility of BEARING
others unless shown. Indicates
location of joints at 13. Do not overload roof or floor trusses with which
bearings (supports) occur. stacks of construction materials. 14.
Do not cut or alter truss member or plate without
prior approval of a professional MiTek®
engineer.
15.
Care should be exercised In handling, T~
PANEL'
erection
and installation of trusses. 1993
Mitek Holdings, Inc. , CLIP
FORM018,
019 NMRO,AZR0
Job russ truss type JUNAIDIE BUDIMAN PE #45161 ty y 1
16472 Segovia Cir. N. 12177872
DR1732E L2-1 ROOF TRUSS Pembroke Pines. FI33331-4627. 1 1
optional)
A A-TH, LONGWOOD, FL, MiTek Industries, Inc. 4.201 SR1 s Aug 20 2001 MiTekIndustries, Inc. Wed Mar 13 1 age 1
2-1-8
2-1-8
Z Scale: 1.5' = 1'
5.00 rT2-
15
3
3x4 - 2-1-8r
2-1-8
LOADING (psf) SPACING 2-0-0 CSI DEFL in (Ioc) I/defl PLATES GRIP
TCLL 30.0 Plates Increase 1.33 TIC 0.06 Vert(LL) n/a - n/a M1120 249/190
TCDL 7.0 Lumber Increase 1.33 BC 0.01 Vert(TL) -0.00 1 >999
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a
BCDL 10.0 Code SBC/ANS195 Matrix) 1st LC LL Min I/defl = 360 Weight: 7 Ib
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 2.1-8 oc purlins.
BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 1 =91 /0-3-0, 2 = 72/Mechanical, 3 = 19/Mechanical
Max Horz 1=77(load case 5)
Max Uplift =-29(load case 5), 2=-82(load case 5)
FORCES (lb) - First Load Case Only
TOP CHORD 1.2=28
BOT CHORD 1.3=0
NOTES (5-4)
1) This truss has been designed for the wind loads generated by 120 mph winds at 18 ft above ground level, using 5.0 psf
top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11,
condition II partially enclosed building, with exposure B ASCE 7-98 per SBC/ANS195 If end verticals exist, they are not
exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The
lumber DOL increase is 1.33, and the plate grip increase is 1.33
2) Refer to girder(s) for truss to truss connections.
3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 29 Ib uplift at joint 1 and 82
Ib uplift at joint 2.
4) This truss has been designed with ANSI/TPI 1-1995 criteria.
5) THIS DESIGN CONFORMS TO FBC 2001, BASED ON THE PARAMETER INDICATED.
LOAD CASE(S) Standard
J10EBcDj,
No. 4 5161
0 . STATE OF
s%NAi:
o
March 13,2002
WARNING - Ver(y design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE.
Design valid for use only with MITek connectots. This design Is based only upon parameters shown, and is for an Individual building component to be
Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss
designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the
responsibility of the erector. Additional permanent btacing of the overall structure is the responsibility of the building designer. For general guidance
regarding tobrkatbn, quality control, storage, delivery, erection and bracing, consult OST-88 Quality Standard. DSO.89 Bracing Specification, and NIB-91 M iTek® Handling Installlnq and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrla Drive, Madison, WI 53719.
Symbols
PLATE LOCATION AND ORIENTATION
13i. * Center plate on joint unless
dimensions indicate otherwise.
Dimensions are in inches. Apply
plates to both sides of truss and
securely seat.
A.,
0
0
For 4 x 2 orientation, locate X
plates 1/8" from outside edge of otrussandverticalweb. 0
This symbol indicates the
required direction of slots in
connector plates.
Numbering System
J2 J3 J4
TOP CHORDS
BOTTOM CHORDS
J1 J8 V J6
JOINTS AND CHORDS ARE NUMBERED CLOCKWISE
For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT
MITek/Gang-Nall Joint/Plate Placement Chart.
FARTHEST TO THE LEFT.
WEBS ARE NUMBERED FROM LEFT TO RIGHT.
PLATE SIZE
The first dimension is the width CONNECTOR PLATE CODE APPROVALS
4 X 4 perpendicular to slots. Second
dimension is the length parallel
to slots. BOCA 86-93, 85-75, 91-28
LATERAL BRACING HUD/FHA TCB 17.08
Indicates location of required
40
1
continuous lateral bracing. ICBO 1591, 1329, 4922
SBCCI 87206, 86217, 9190
WISC/DILHR 870040-N, 930013-N, 910080-N
BEARING
Indicates location of joints at
which bearings (supports) occur.
WWI
AGeneral Safety Notes
Failure to Follow Could Cause Property
Damage or Personal Injury
1. Provide copies of this truss design to the
building designer, erection supervisor, property
owner and all other interested parties..
2. Cut members to bear tightly against each
other.
3. Place plates on each face of truss at each
joint and embed fully. Avoid knots and wane
0 at joint locations.
a 4. Unless otherwise noted, locate chord splices
o at /4 panel length(+ 6" from adjacent joint.)
5. Unless otherwise noted, moisture content of
lumber shall not exceed 19%at time of
fabrication.
TM
PANEL
CLIP
6. Unless expressly noted, this design is not
applicable for use with fire retardant or
preservative treated lumber.
7. Camber is a non-structural consideration and
is the responsibility of truss fabricator. General
practice is to camber for dead load deflection.
8. Plate type, size and location dimensions
shown indicate minimum plating requirements.
9. Lumber shall be of the species and size, and
in all respects, equal to or better than the
grade specified.
10. Top chords must be sheathed or purlins
provided at spacing shown on design.
11. Bottom chords require lateral bracing at 10
ft. spacing, or less, if no ceiling is installed,
unless otherwise noted.
12. Anchorage and/or load transferring
connections to trusses are the responsibility of
others unless shown.
13. Do not overload roof or floor trusses with
stacks of construction materials.
14. Do not cut or alter truss member or plate
without prior approval of a professional
engineer.
15. Care should be exercised In handling,
erection and installation of trusses,
1993 Mitek Holdings, Inc. ..
FORM018,019 HMRO,A/R
Job russ I russ I ype JUNAIDIE BUDIMAN PE #45161 ty y
12177873
DR1732E 1-2-6 ROOF TRUSS 16472 Segovia Cir. N. 1 1
Pembroke Pines, FI 33331-4627. optional)
MiTek Industries, Inc. 4.201 SR1 s Aug 90 2001 MiTek Inch mtries Inc. We Mar 13 1 age
1-0-0 2-6-8
1-0-0 2-6-8
3 Scale: 1 .5' - 1
5.00 FTY
2
1 4
2x4 = 2-6-8
i
2-6-8
LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/defl PLATES GRIP
TCLL 30.0 Plates Increase 1.33 TC 0.11 Vert(LL) n/a - n/a M1120 249/190
TCDL 7.0 Lumber Increase 1.33 BC 0.02 Vert(TL) 0.02 1 > 999
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a
BCDL 10.0 Code SBC/ANS195 Matrix) list LC LL Min Udell = 360 Weight: 10 lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 2-6.8 oc purlins.
BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 3 = 46/Mechanical, 2 = 237/0.8.0, 4 = 21 /Mechanical
Max Harz 2=87(load case 5)
Max Uplift3=-79(load case 5), 2=-146(load case 4)
FORCES (Ib) - First Load Case Only
TOP CHORD 1-2 = 29, 2-3 = -50
BOT CHORD 2-4=0
NOTES (5-4)
1) This truss has been designed for the wind loads generated by 120 mph winds at 18 It above ground level, using 5.0 psf
top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11,
condition 11 partially enclosed building, with exposure B ASCE 7-98 per SBC/ANS195 If end verticals exist, they are not
exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The
lumber DOL increase is 1.33, and the plate grip increase is 1.33
2) Refer to girder(s) for truss to truss connections.
3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 79 lb uplift at joint 3 and 146
lb uplift at joint 2.
4) This truss has been designed with ANSI/TPI 1-1995 criteria.
5) THIS DESIGN CONFORMS TO FBC 2001, BASED ON THE PARAMETER INDICATED.
LOAD CASE(S) Standard
pplG17CQ/
No. 4 5161
0 ' pr
eo—i STATE OF V
rr<t
R I' 4 o..46
OAL
March 13,2002
AWARMNG - VerM design paranwilere and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE.
Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and Is for an Individual building component to be
Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss
designer. Bracing shown Is lot lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the
tesponsiblllty of the erector. Additional permanent btbcing of the overall structure Is the responsibility of the building designer. For general guidance
regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST-89 Qualify Standard, DSB-89 Bracing SpecHlcatlon, and HIB-91
Handling Installing and Bracing Recommendallon available from Truss Plate Institute. 583 D'Onofrlo Drive, Madison, Wl53719. M iTek®
Symbols Numbering System AGeneral Safety Notes
PLATE LOCATION AND ORIENTATION
Failure to Follow Could Cause Property
t'i. * Center plate on joint unless Damage or Personal Injury
dimensions indicate otherwise.
Dimensions are in inches. Apply 1. Provide copies of this truss design to the
plates to both sides of truss and building designer, erection supervisor, propertysecurelyseat. J2 J3 J4 owner and all other interested parties..
TOP CHORDS
2. Cut members to bear tightly against each
other.
WEBS
J5
a:3. Place plates on each face of truss at each
For 4 x 2 orientation, locate i „ ,; L¢ joint and embed fully. Avoid knots and wane
plates I/a" from outside edge of
o
a:
at joint locations.
truss and vertical web. a
o
4. Unless otherwise noted, locate chords lacesP
at 1/4 length(+ 6" from
ce c, panel adjacent joint.)
BOTTOM CHORDS
This symbol indicates the 5. Unless otherwise noted, moisture content of
required direction of slots in
Jt J8 J7 J6 lumber shall not exceed 19%at time of
connector plates.
fabrication.
6. Unless expressly noted, this design is not
applicable for use with fire retardant or
JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber.
For tabular plating format refer to the
AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7. Camber is a non-structural consideration and
Mrrek/Gang-Nall Joint/Plate Placement Chart.
FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General
WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection.
PLATE SIZE
8. Plate type, size and location dimensions
shown indicate minimum plating requirements.
The first dimension is the width
4 4 to Second
CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and
X perpendicular slots. in all respects, equal to or better than the
dimension is the length parallel grade specified.
to slots. BOCA 86-93, 85-75, 91-28
10. Top chords must be sheathed or purlins
LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design.
Indicates location of required 11. Bottom chords require lateral bracing at 10
continuous lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or less, if no ceiling is installed,
unless otherwise noted.
SBCCI 87206, 86217, 9190
12. Anchorage and/or load transferring
WISC/DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility of
BEARING others unless shown.
Indicates location of joints at 13. Do not overload roof or floor trusses with
which bearings (supports) occur. stacks of construction materials.
14. Do not cut or alter truss member or plate
without prior approval of a professional
MiTek®
engineer.
15. Care should be exercised In handling,
PANEL
T~ erection and installation of trusses.
1993 Mitek Holdings, Inc. ,
CLIP
FORM018,019 HMRO-AIRO
Job russ I russ I ype JUNAIDIE BUDIMAN PE #45161 ty y RTON 1
12177874
DR1732E M ROOF TRUSS 16472 Segovia Cir. N. 16 1
Pembroke Pines. FI33331-4627. opt onal)
MiTek Industries, Inc. 4.201 SR1 s Aug 20 2001 MiTek Industries, Inc. Wed Mar 13 1 :1 age
1-0-0 1-0-0
1-0-0 1-0-0
3 Scale = 1:5.3
5.00 riT
2
4
1
2x4 - 1-0-0
1-0-0
LOADING (psf) SPACING 2-0-0 CST DEFL in floc) Well PLATES GRIP
TCLL 30.0 Plates Increase 1.33 TC 0.08 Vert(LL) n/a n/a M1120 249/190
TCDL 7.0 Lumber Increase 1.33 BC 0.00 Vert(TL) 0.01 1 >999
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a
BCDL 10.0 Code SBC/ANSI95 Matrix) 1 st LC LL Min I/defl = 360 Weight: 5 lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 1-0-0 oc purlins.
BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing.
REACTIONS (Ib/size) 3 = -1 7/Mechanical, 2=177/0-8-0, 4 = 9/Mechanical
Max Horz 2 = 53(load case 4)
Max Uplift3=-25(load case 5), 2=-138(load case 4)
Max Grav 3 = 31(load case 4), 2 = 177(load case 1), 4 = 9(load case 1)
FORCES (lb) - First Load Case Only
TOP CHORD 1-2 = 28, 2-3 =-37
BOT CHORD 2-4=0
NOTES (5-4)
1) This truss has been designed for the wind loads generated by 120 mph winds at 18 It above ground level, using 5.0 psf
top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11,
condition II partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not
exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The
lumber DOL increase is 1.33, and the plate grip increase is 1.33
2) Refer to girder(s) for truss to truss connections.
3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 25 lb uplift at joint 3 and 138
lb uplift at joint 2.
4) This truss has been designed with ANSI/TPI 1-1995 criteria.
5) THIS DESIGN CONFORMS TO FBC 2001, BASED ON THE PARAMETER INDICATED.
LOAD CASE(S) Standard
J'
0E8c4
No. 4.5161
STATE of47
ANAL
March 13,2002
AWARNING - Verj%y design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE.
Design valid for use only with Milek connectors. This design Is based only upon parameters shown, and Is for on Individual building component to be
Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss
designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the
iesponslblllly of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance
regarding fabrication, quality control. storage, delivery, erection and bracing, consult OST•88 Quality Standard, DSB-89 Bracing Specification, and HIB-91
Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrlo Drive, Madison, WI 53719. M iTek®
Symbols Numbering System AGeneral Safety Notes
PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property
13/1 *Center plate on joint unless Damage or Personal Injury
dimensions indicate otherwise.
Dimensions are in inches. Apply 1. Provide copies of this truss design to the
plates to both sides of truss and building designer, erection supervisor, propertysecurelyseat. J2 J3 J4 owner and all other interested parties..
TOP CHORDS
7C 2. Cut members to bear tightly against each
c2
other.
WEBS
JS
a:3. Place plates on each face of truss at each
For 4 x 2 orientation, locate i , ; Q joint and embed fully. Avoid knots and wane
plates from outside edge of
U o
d ' "
L)
at joint locations.
truss andd vertical web. 0.
o
4. Unless otherwise noted, locate chordsplices I/
4 atpanel length(+ 6" from adjacent joint.) ceC, u BOTTOM
CHORDS This
symbol indicates the 5. Unless otherwise noted, moisture content of required
direction of slots in J1
J8 J7 J6 lumber shall not exceed 19%at time of connector
plates. fabrication.
6.
Unless expressly noted, this design is not applicable
for use with fire retardant or JOINTS
AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. For
tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7. Camber is a non-structural consideration and MRek/
Gang-Nall Joint/Plate Placement Chart. FARTHESTTO
THE LEFT. is the responsibility PNof truss fabricator. General WEBS
ARE NUMBERED FROM LEFTTO RIGHT. practice is to camber for dead load deflection. PLATE
SIZE 8.
Plate type, size and location dimensions shown
indicate minimum plating requirements. The
first dimension is the width CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and 4
X 4 perpendicular to slots. Second in all respects, equal to or better than the dimension
is the length parallel grade specified. to
slots. BOCA 86-93, 85-75, 91-28 10. Top chords must be sheathed or purlins LATERAL
BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates
location of required 11. Bottom chords require lateral bracing at 10 continuous
lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or less, if no ceiling is installed, unless
otherwise noted. SBCCI
87206, 86217, 9190 12.
Anchorage and/or load transferring WISC/
DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility of BEARING
others unless shown. Indicates
location of joints at 13. Do not overload roof or floor trusses with which
bearings (supports) occur. stacks of construction materials. i_ ®
14. Do not cut or alter truss member or plate without
prior approval of a professional MiTek®
engineer.
15.
Care should be exercised in handling, TM
PA
erection
and installation of trusses. 1993
Mitek Holdings, Inc. CLIPNEL
FORM018,019
HMRO-AFR
Job russ truss type JUNAIDIE BUDIMAN PE #45161 ty Y ORTO 1
16472 Segovia Cir. N. 12177875
DR1732E M1 ROOF TRUSS Pembroke Pines, FI33331-4627. 2 1
optional)
A A- r e Industries,Inc. 1 sAug 1 e Industries, nc. a ar :11 age
1-0-8 0-11-8
1-0-8 0-11-8
3 Scale 1:10.
5.00 FEE
2x4 II
2 i
tf
1
BLDR. TO PROVIDE
CONN. TO RESIST
HOR. MOVEMENT.
11
4
2x4 II -
11-Br
0-11-8
LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udell PLATES GRIP
TCLL 30.0 Plates Increase 1.33 TC 0.17 Vert(LL) 0.00 5 >999 M1120 249/190
TCDL 7.0 Lumber Increase 1.33 BC 0.04 Vert(TL) 0.01 1-2 >999
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a
BCDL 10.0 Code SBC/ANSI95 Matrix) 1st LC LL Min I/defl = 360 Weight: 6 lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 0-11-8 oc purlins, except end verticals.
BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2 X 4 SYP No.3
REACTIONS (lb/size) 3=-31/Mechanical, 5=201/0-7-8, 4 = -3/Mechanical
Max Horz 5 = 57(load case 4)
Max Uplift 3 = -42(load case 5), 5=-85(load case 4), 4=-28(load case 4)
Max Grav 3 = 6(load case 4), 5 = 201(load case 1)
FORCES (lb) - First Load Case Only
TOP CHORD 1-2=35, 2.3=-35, 2-5=-182
BOT CHORD 4-5=0
NOTES (5-4)
1) This truss has been designed for the wind loads generated by 120 mph winds at 18 It above ground level, using 5.0 psf
top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category II,
condition II partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not
exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The
lumber DOL increase is 1.33, and the plate grip increase is 1.33
2) Refer to girder(s) for truss to truss connections.
3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 42 lb uplift at joint 3, 85 lb
uplift at joint 5 and 28 lb uplift at joint 4.
4) This truss has been designed with ANSI/TPI 1.1995 criteria.
5) THIS DESIGN CONFORMS TO FBC 2001, BASED ON THE PARAMETER INDICATED.
LOAD CASE(S) Standard D V DyG
I
No. 4 5161bb
101.
SPATE OF t
A%
ss'oRto.
OVAL -
March 13,2002
A WARNING - Vert fy design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE.
Design valid for use only with MITek connectors. This design b based only upon parameters shown, and h for an Individual building component to be
Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component Is responsibility of bullling designer - not truss
designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the
responslblllty of the erector. Additional permanent brbcing of the overall structure Is the responsibility of the building designer. For general guidance
regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST-88 Ouallly Standard, OSS-89 Bracing Specification, and HIB-91
Handling Installing and Bracing Recommendation available from Truss Plate Institute. 593 WOnotrlo Drive, Madison, WI53719. WWI
Symbols
PLATE LOCATION AND ORIENTATION
13/. * Center plate on joint unless
dimensions indicate otherwise.
Dimensions are in inches. Apply
plates to both sides of truss and
securely seat.
A„
0
Lj"4*
For
0
4 x 2 orientation, locate
plates 1/8" from outside edge of otrussandverticalweb. r
This symbol indicates the
required direction of slots in
connector plates.
Numbering System
J2 J3 J4
TOP CHORDS
BOTTOM CHORDS
J1 J8 J7 J6
JOINTS AND CHORDS ARE NUMBERED CLOCKWISE
For tabular plating format refer to the
AROUND THE TRUSS STARTING ATTHE LOWEST JOINT
MRek/Gang-Nall Jolnt/Plate Placement Chart.
FARTHEST TO THE LEFT.
WEBS ARE NUMBERED FROM LEFTTO RIGHT.
PLATE SIZE
The first dimension is the width CONNECTOR PLATE CODE APPROVALS
4 X 4 perpendicular to slots. Second
dimension is the length parallel
to slots. BOCA 86-93, 85-75, 91-28
LATERAL BRACING HUD/FHA TCB 17.08
Indicates location of required
40
1
continuous lateral bracing. ICBO 1591, 1329, 4922
SBCCI 87206, 86217, 9190
WISC/DILHR 870040-N, 930013-N, 910080-N
BEARING
Indicates location of joints at
which bearings (supports) occur.
MiTek®
AGeneral Safety Notes
Failure to Follow Could Cause Property
Damage or Personal Injury
1. Provide copies of this truss design to the
building designer, erection supervisor, property
owner and all other interested parties..
2. Cut members to bear tightly against each
other.
3. Place plates on each face of truss at each
joint and embed fully. Avoid knots and wane
0 at joint locations.
a 4. Unless otherwise noted, locate chord splices
0 at /4 panel length(+ 6" from adjacent joint.)
5. Unless otherwise noted, moisture content of
lumber shall not exceed 19%at time of
fabrication.
T~
PANEL
CLIP
6. Unless expressly noted, this design is not
applicable for use with fire retardant or
preservative treated lumber.
7. Camber is a non-structural consideration and
is the responsibility of truss fabricator. General
practice is to camber for dead load deflection.
8. Plate type, size and location dimensions
shown indicate minimum plating requirements.
9. Lumber shall be of the species and size, and
in all respects, equal to or better than the
grade specified.
10. Top chords must be sheathed or purlins
provided at spacing shown on design.
11. Bottom chords require lateral bracing at 10
ft. spacing, or less, if no ceiling is installed,
unless otherwise noted.
12. Anchorage and/or load transferring
connections to trusses are the responsibility of
others unless shown.
13. Do not overload roof or floor trusses with
stacks of construction materials.
14. Do not cut or alter truss member or plate
without prior approval of a professional
engineer.
15. Care should be exercised in handling,
erection and installation of trusses.
1993 Mitek Holdings, Inc.
FORM018.019 NMRO,A/R
Job russ I russ I ype JUNAIDIE BUDIMAN PE 445161 ty y
12177876
DR1732E S ROOF TRUSS 16472 Segovia Cir. N. 3 1
Pembroke Pines. FI 33331-4627. optional)
A A-TH, LONGWOOD, FL, MiTek Industries, Inc. 4.201 SR1 s Aug 20 2001 MiTek Industries, Inc. Wed Mar 1 :1 age 1
1-5-0 5-3-5 9-10-13
1-5.0 5-3-5 4-7-8
Scale 1:18.9
4
9
3.54 F1'F 3x4 s
3
8
2
10 11 7 12 6 5
2x4 II 3x4 =
2x4 =
5-3-5 _ _9-10-13 _
5-3-5 4-7-8
LOADING (psf) SPACING 2-0.0 CST DEFL in (loc) I/defl PLATES GRIP
TCLL 30.0 Plates Increase 1.33 TC 0.75 Vert(LL) 0.08 6-7 >999 M1120 249/190
TCDL 7.0 Lumber Increase 1.33 BC 0.42 Vert(TL) -0.08 6-7 >999
BCLL 0.0 Rep Stress Incr NO WB 0.41 Horz(TL) -0.02 5 n/a
BCDL 10.0 Code SBC/ANSI95 Matrix) 1 st LC LL Min I/defl = 360 Weight: 41 lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 6-0-0 oc purlins.
BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 5-11-11 oc bracing.
WEBS 2 X 4 SYP No.3
REACTIONS (lb/size) 4=189/0-1-8, 2=636/0-11-5, 5=399/Mechanical
Max Horz 2=219(load case 2)
Max Uplift4 = -243(load case 3), 2=-536(load case 2), 5=-356(load case 3)
FORCES (lb) - First Load Case Only
TOP CHORD 1-2=29, 2-8=-1105, 3-8=-1008, 3-9=-89, 4-9=44
BOT CHORD 2.10=1007, 10-11=1007, 7-11=1007, 7-12=1007, 6-12=1007, 5-6=0
WEBS 3-7=187, 3-6=-1075
NOTES (7-6)
1) This truss has been designed for the wind loads generated by 120 mph winds at 18 it above ground level, using 5.0 psf
top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category II,
condition II partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not
exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The
lumber DOL increase is 1.33, and the plate grip increase is 1.33
2) Refer to girder(s) for truss to truss connections.
3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 243 lb uplift at joint 4, 536 lb
uplift at joint 2 and 356 lb uplift at joint 5.
5) This truss has been designed with ANSI/TPI 1-1995 criteria.
6) Special hanger(s) or connection(s) required to support concentrated load(s) 150.01b up at 4.3-11, and 161.71b down and
395.31b up at 7-1-10 on top chord, and 21.61b up at 1-5-12, and 12.1lb down at 4-3-11, and 52.1lb down at 7-1-10
on bottom chord. Design for unspecified connection(s) is delegated to the building designer.
7) THIS DESIGN CONFORMS TO FBC 2001, BASED ON THE PARAMETER INDICATED.
I7 fp,,
a,
LOAD CASE(S) Standard ` ,.•'.a' -.
1) Regular: Lumber Increase = 1.33, Plate Increase = 1.33
Uniform Loads (plf)
Vert: 1-4 = -74.0, 2-5 =-20.0
Concentrated Loads (lb) i0.4J 8yVert: 8=10.1 9=-161.7 10=21.6 11 =-12.1 12=-52.1 :
V Y 4C
STATE OF °
S aJVA1.
0••
WARMNO - Ver(jy design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. rA
Design valid lot use only with MITek connectors. This design is based only upon parameters shown• and is for an Individual building component to be
tnstalled and loaded vertically. Applicability of design parameters and proper Incotpotatbn of component is responsibility of building deslgnet - not truss
designer. Bracing shown is tot lateral support of Individual web members only. Additional temporaty bracing to Insure stability during construction is the
responslblllly of the erector. Additional petmonent br)3cing of the overall situclute is the responsibility of the building designer. For general guidance
tegotding tabrkotbn, quality control, storage, delivery, erection and bracing, consult OST-68 Quality Standard, DSB-89 Bracing Specification, and HIB-tit
Handling Imtolllna and Bracing Recommendation available Isom Truss Plate Institute, 583 D'Onoftlo Drlve• Madison, WI 53719. M iTe k®
Symbols Numbering System AGeneral Safety Notes
PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property
44 1'/1. *Center plate on joint unless Damage or Personal Injury
dimensions indicate otherwise.
Dimensions are in inches. Apply 1. Provide copies of this truss design to the
plates to both sides of truss and building designer, erection supervisor, propertysecurelyseat. J2 J3 J4 owner and all other interested parties..
TOP CHORDS
2. Cut members to bear tightly against each
a c3
other.
O WEBS
JS
3. Place plates on each face of truss at each
For 4 x 2 orientation, locate i - ,; Q joint and embed fully. Avoid knots and wane
plates from outside edge of
U o
a ' V
at joint locations.
dtrussand vertical web. a
o
4. Unless otherwise noted, locate chordsplices at /
4 length(+ 6" from C,
C panel adjacent joint.) BOTTOM
CHORDS This
symbol indicates the 5.
Unless otherwise noted, moisture content of required
direction of slots in A
J8 J7 J6 lumber shall not exceed 19 % at time of connector
plates. fabrication.
6.
Unless expressly noted, this design is not applicable
for use with fire retardant or JOINTS
AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. For
tabular plating format refer to the AROUND
THE TRUSS STARTING ATTHE LOWESTJOINT 7. Camber is a non-structural consideration and MRek/
Gang-Nall Joint/Plate Placement Chart. FARTHEST
TO THE LEFT. Is the responsibility PNof truss fabricator. General WEBS
ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. PLATE
SIZE 8.
Plate type, size and location dimensions shown
indicate minimum plating requirements. The
first dimension is the width CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and 4
X 4 perpendicular to slots. Second in all respects, equal to or better than the dimension
is the length parallel grade specified. to
slots. BOCA 86-93, 85-75, 91-28 10.
Top chords must be sheathed or purlins LATERAL
BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates
location of required 11. Bottom chords reeuire lateral bracing at 10 continuous
lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or less, if no ceiling is installed, 401, unless otherwise noted. SBCCI
87206, 86217, 9190 12.
Anchorage and/or load transferring WISC/
DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility of BEARING
others unless shown. Indicates
location of joints at 13. Do not overload roof or floor trusses with which
bearings (supports) occur. stacks of construction materials. 14.
Do not cut or alter truss member or plate without
prior approval of a professional M
iTek® engineer.
15.
Care should be exercised In handling, PANEL
T~
erection and installation of trusses. 1993
Mitek Holdings, Inc. CLIP
FORM018,
019 MMRD,AIIR®
1Job russ truss type JUNAIDIE BUDIMAN PE #45161 ty y 1
12177877
DR1732E S1 ROOF TRUSS t6472 Segovia Cir. N. 2 1
Pembroke Pines. FI33331-4627. optional)
MiTek Industries, Inc. 4.201 M s Aug 20 2001-MiTek Industries, Inc. Wed Mar :1 age
1-5.0 3-10-5 7-0-14
r
1-5-0 3-10-5 3-2-8
Scale = 1:14.2
3
3.54 FfT
2
1 2z4 =
4
1-0-0 3-10-5 7-0-14
1-0-0 2-10-5 3-2-8
LOADING (psf) SPACING 2-0-0 CSI DEFL in (Ioc) I/defl PLATES GRIP
TCLL 30.0 Plates Increase 1.33 TC 0.66 Vert(LL) -0.21 2 >84 M1120 249/190
TCDL 7.0 Lumber Increase 1.33 BC 0.70 Vert(TL) -0.22 2 >80
BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.07 3 n/a
BCDL 10.0 Code SBC/ANS195 Matrix) 1 st LC LL Min I/deft = 360 Weight: 24 lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 7-0-14 oc purlins.
BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 3 = 294/Mechanical, 4 =-1 /Mechanical, 5 = 396/0.1 1-5
Max Horz 5 = 144(load case 3)
Max Uplift 3 = -286(load case 5), 4=-1(load case 1), 5=-206(load case 2)
Max Grav 3 = 294(load case 1), 4 = 80(load case 2), 5 = 396(load case 1)
FORCES (lb) - First Load Case Only
TOP CHORD 1-2 = 29, 2.3 = 59
BOT CHORD 2-5=-0, 4.5=0
NOTES (5-4)
1) This truss has been designed for the wind loads generated by 120 mph winds at 18 ft above ground level, using 5.0 psf
top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11,
condition II partially enclosed building, with exposure B ASCE 7-98 per SBC/ANS195 If end verticals exist, they are not
exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The
lumber DOL increase is 1.33, and the plate grip increase is 1.33
2) Refer to girder(s) for truss to truss connections.
3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 286 lb uplift at joint 3, 1 lb
uplift at joint 4 and 206 lb uplift at joint 5.
4) This truss has been designed with ANSI/TPI 1.1995 criteria.
5) THIS DESIGN CONFORMS TO FBC 2001, BASED ON THE PARAMETER INDICATED.
LOAD CASES) Standard
1) Regular: Lumber Increase=1.33, Plate Increase=1.33 ` iE 13UniformLoads (plf) LJ
Vert: 1-2 = -74.0* ,.•
l ITrapezoidalLoads (plf) •4`Q1 ',4•
Vert: 2=0.0-to-3=-130.8, 2=0.0-to-4=-35.4
l."
NO, 4 5161
STATE OF
sS%'ORML.Wo
ANAL
March 13,2002
A WARNING - VerVy design parameter* and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE.
Design valid for use only with Mdlek connectors. This design Is based only upon parameters shown, and is lot an Individual building component to be
Installed and loaded vertically. Applicability of design patameters and proper Incotpototlon of component Is tesponsiblllty of building cleslgnet - not truss
designer. Bracing shown Is for latetat support of Individual web members only. Additional temporaty bracing to Insure stability during construction Is the
responsibility of the erectot. Additional petmonent btblcing of the overall structure It the tesponslblilty of the building deslgnet. For genetal guidance
tegarding fabrication, quality control, stotage, delNery, election and bracing, consult OST-Ba Oualtly Standard, DSB-89 Bracing Specification, and 8I8-91
Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onolrlo Dtive, Madison, WI53719. M iTek®
Symbols
PLATE LOCATION AND ORIENTATION
1 3/. * Center plate on joint unless
dimensions indicate otherwise.
Dimensions are in inches. Apply
plates to both sides of truss and
securely seat.
A„
0
0
For 4 x 2 orientation, locate
plates 1/8" from outside edge of o
truss and vertical web. 0
This symbol indicates the
required direction of slots in
connector plates.
Numbering System
J2 J3 J4
TOP CHORDS
BOTTOM CHORDS
J1 J8 J7 J6
JOINTS AND CHORDS ARE NUMBERED CLOCKWISE
For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT
MITek/Gang-Nall Joint/Plate Placement Chart.
FARTHEST TO THE LEFT.
WEBS ARE NUMBERED FROM LEFT TO RIGHT.
PLATE SIZE
The first dimension is the width CONNECTOR PLATE CODE APPROVALS
4 x 4 perpendicular to slots. second
dimension is the length parallel
to slots. BOCA 86-93, 85-75, 91-28
LATERAL BRACING HUD/FHA TCB 17.08
Indicates location of required
401 continuous lateral bracing. ICBO 1591, 1329, 4922
SBCCI 87206, 86217, 9190
WISC/DILHR 870040-N, 930013-N, 910080-N
BEARING
Indicates location of joints at
which bearings (supports) occur.
N
WWI
AGeneral Safety Notes
Failure to Follow Could Cause Property
Damage or Personal Injury
1. Provide copies of this truss design to the
building designer, erection supervisor, property
owner and all other interested parties..
2. Cut members to bear tightly against each
other.
3. Place plates on each face of truss at each
Q joint and embed fully. Avoid knots and wane
0 at joint locations.
a
4. Unless otherwise noted, locate chord splices
0 at I/4 panel length(+ 6" from adjacent joint.)
5. Unless otherwise noted, moisture content of
lumber shall not exceed 19%at time of
fabrication.
PANEL
T~
CLIP
6. Unless expressly noted, this design is not
applicable for use with fire retardant or
preservative treated lumber.
7. Camber is a non-structural consideration and
is the responsibility of truss fabricator. General
practice is to camber for dead load deflection.
8. Plate type, size and location dimensions
shown indicate minimum plating requirements.
9. Lumber shall be of the species and size, and
in all respects, equal to or better than the
grade specified.
10. Top chords must be sheathed or purlins
provided at spacing shown on design,
11. Bottom chords require lateral bracing at 10
ft. spacing, or less, if no ceiling is installed,
unless otherwise noted.
12. Anchorage and/or load transferring
connections to trusses are the responsibility of
others unless shown.
13. Do not overload roof or floor trusses with
stacks of construction materials.
14. Do not cut or alter truss member or plate
without prior approval of a professional
engineer,
15. Care should be exercised in handling,
erection and installation of trusses.
1993 Mitek Holdings, Inc
FORM018,019 ® MMRO-AIIR®
Job russ I russ I ype JUNAIDIE BUDiMAN PE #45161
ty y 1
12177878
DR 1732E S2 ROOF TRUSS 16472 Segovia Cir. N. 1 1
Pembroke Pines, FI 33331-4627. optional)
MiTek Industries, Inc. 4. 1 SR1 s Aug 909001 f e n ustrles, Inc. Wed Mar 13 1 :14 2002 Page 1
1-5-0 4-2-15
1-5-0 4-2-15
Scale 1:9.7
3
3.54jiP
2
1
5 4
2x4 -
4-2-15
4-2.1 5
LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP
TCLL 30.0 Plates Increase 1.33 TC 0.21 Vert(LL) n/a - n/a M1120 249/190
TCDL 7.0 Lumber Increase 1.33 BC 0.04 Vert(TLI 0.04 1-2 >493
BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 3 n/a
BCDL 10.0 Code SBC/ANS195 Matrix) list LC LL Min I/defl = 360 Weight: 15 lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 4-2-15 oc purlins.
BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing.
REACTIONS (Ib/size) 3 = 1 12/Mechanical, 2 = 329/0-1 1-5, 4 = 32/Mechanical
Max Horz 2 = 102(load case 3)
Max Uplift 3 = - 1 28(load case 5), 2=-206(load case 2)
FORCES (lb) - First Load Case Only
TOP CHORD 1-2=29, 2-3=26
BOT CHORD 2-5=0, 4-5=0
NOTES (6-5)
1) This truss has been designed for the wind loads generated by 120 mph winds at 18 ft above ground level, using 5.0 psf
top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11,
condition 11 partially enclosed building, with exposure 8 ASCE 7-98 per SBC/ANS195 If end verticals exist, they are not
exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The
lumber DOL increase is 1.33, and the plate grip increase is 1.33
2) Refer to girder(s) for truss to truss connections.
3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 128 lb uplift at joint 3 and
206 lb uplift at joint 2.
4) This truss has been designed with ANSI/TPI 1-1995 criteria.
5) Special hanger(s) or connection(s) required to support concentrated load(s) 21.61b up at 1-5-12 on bottom chord. Design
for unspecified connection(s) is delegated to the building designer.
6) THIS DESIGN CONFORMS TO FBC 2001, BASED ON THE PARAMETER INDICATED.
LOAD CASE(S) Standard Dj
1) Regular: Lumber Increase=1.33, Plate Increase=1.33 ,QI OUQ/
Uniform Loads (plf),,.•-•'•••
Vert: 1-3=-74.0, 2-4=-20.0AA--
Concentrated Loads (Ib)
Vert: 5 = 21.6
into. 45161 ' yt0 :•
STATE OF t CV
o
a to?', r.
wN• ANAL
March
13,2002 A
WARNING - Ver-Vy deetyn parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design
valid for use only with Mllek connectors. This design Is based only upon parameters shown, and Is tot an Individual building component to be Installed
and boded vertically. Applicability of design parameters and proper Incorporation of component is responsibility of bullding designer - not truss designer.
Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility
of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding
labricatbn, quality control, storage, delivery, erection and bracing, consult OST-88 Quality Standard. DSO.89 Bracing Specification, and HIO.91 Handling
Installlno and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrb Drive. Madison, WI53719. M iTek®
Symbols
PLATE LOCATION AND ORIENTATION
13AA *Center plate on joint unless
dimensions indicate otherwise.
Dimensions are in inches. Apply
plates to both sides of truss and
securely seat.
A•,
0
Q
0
For 4 x 2 orientation, locate
plates/s" from outside edge of otrussandverticalweb. 0
This symbol indicates the
required direction of slots in
connector plates.
For tabular plating format refer to the
MRek/Gang-Nall Joint/Plate Placement Chart.
Numbering System
J2 J3 J4
TOP CHORDS
BOTTOM CHORDS
J1 J8 J7 J6
JOINTS AND CHORDS ARE NUMBERED CLOCKWISE
AROUND THE TRUSS STARTING AT THE LOWEST JOINT
FARTHEST TO THE LEFT.
WEBS ARE NUMBERED FROM LEFT TO RIGHT.
General Safety Notes
Failure to Follow Could Cause Property
Damage or Personal Injury
1. Provide copies of this truss design to the
building designer, erection supervisor, property
owner and all other interested parties..
2. Cut members to bear tightly against each
other.
3. Place plates on each face of truss at each
joint and embed fully. Avoid knots and wane
o at joint locations.
a 4. Unless otherwise noted, locate chord splices
0 at I/4 panel length(' 6" from adjacent joint.)
5. Unless otherwise noted, moisture content of
lumber shall not exceed 19%at time of
fabrication.
PLATE SIZE
The first dimension is the width CONNECTOR PLATE CODE APPROVALS
4 X 4 perpendicular to slots, second
dimension is the length parallel
to slots. BOCA 86-93, 85-75, 91-28
LATERAL BRACING HUD/FHA TCB 17.08
Indicates location of required
0$
1 0
continuous lateral bracing. ICBO 1591, 1329, 4922
SBCCI 87206, 86217, 9190
WISC/DILHR 870040-N, 930013-N, 910080-N
BEARING
Indicates location of joints at
which bearings (supports) occur.
MiTeko
PANEL
TM
CLIP
FORMOIB,OIV HMRO,AIR
6. Unless expressly noted, this design is not
applicable for use with fire retardant or
preservative treated lumber.
7. Camber is a non-structural consideration and
is the responsibility of truss fabricator. General
practice is to camber for dead load deflection.
8. Plate type, size and location dimensions
shown indicate minimum plating requirements.
9. Lumber shall be of the species and size, and
in all respects, equal to or better than the
grade specified.
10. Top chords must be sheathed or purlins
provided at spacing shown on design.
11. Bottom chords require lateral bracing at 10
ft. spacing, or less, if no ceiling is installed,
unless otherwise noted.
12. Anchorage and/or load transferring
connections to trusses are the responsibility of
others unless shown.
13. Do not overload roof or floor trusses with
stacks of construction materials.
14. Do not cut or alter truss member or plate
without prior approval of a professional
engineer.
15. Care should be exercised In handling,
erection and installation of trusses.
1993 Mitek Holdings, Inc.
Job fuss Iruss type
JUNAIDIE BUDIMAN PE fW5161
ty y N
12177879
DR1732E S3 ROOF TRUSS 16472 Segovia Cir. N. 2 1 1
Pembroke Pines. FI 33331-4627. 1 optional)
PAN-TH, LONGWOOD,, MiTek Industries, Inc. 4.2U-1—SR1 s Aug 20 2001 MiTek Industries, Inc. Wed Mar 13 1 :1 age
1-5-11 4-2-3
1-5-11 4-2-3 3
Scale 1:13.
3.54 j-T T
3x4 s
2
e
1
6 4
3x4 =
2x4 II
4-2-3 ,
4-2-3
LOADING (psf) SPACING 2-0-0 CST DEFL in (loc) I/defl PLATES GRIP
TCLL 30.0 Plates Increase 1.33 TC 0.22 Vert(LL) 0.02 4-5 >999 M1120 249/190
TCDL 7.0 Lumber Increase 1.33 BC 0.12 Vert(TL) 0.04 1-2 >449
BCLL 0.0 Rep Stress Incr NO WB 0.03 Horz(TL) -0.00 3 n/a
BCDL 10.0 Code SBC/ANSI95 Matrix) 1 st LC LL Min I/defl = 360 Weight: 22 lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 4-2.3 oc purlins, except end verticals.
BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2 X 4 SYP No.3
REACTIONS (lb/size) 3 = 121 /Mechanical, 5 = 327/0-10-10, 4 = 35/Mechanical
Max Horz 5 = 101(load case 2)
Max Uplift3=-131(load case 5), 5=-232(load case 2), 4=-43(load case 2)
FORCES (lb) - First Load Case Only
TOP CHORD 1-2 = 35, 2-3 = 26, 2-5 =-296
BOT CHORD 5-6=0, 4-6=0
WEBS 2-4=-0
NOTES (6-5)
1) This truss has been designed for the wind loads generated by 120 mph winds at 18 ft above ground level, using 5.0 psf
top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11,
condition II partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not
exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The
lumber DOL increase is 1 .33, and the plate grip increase is 1 .33
2) Refer to girder(s) for truss to truss connections.
3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 131 lb uplift at joint 3, 232 lb
uplift at joint 5 and 43 lb uplift at joint 4.
4) This truss has been designed with ANSI/TPI 1-1995 criteria.
5) Special hanger(s) or connection(s) required to support concentrated load(s) 96.81b up at 1-5-0 on bottom chord. Design
for unspecified connection(s) is delegated to the building designer.
6) THIS DESIGN CONFORMS TO FBC 2001, BASED ON THE PARAMETER INDICATED.
Df U
LOAD CASE(S) Standard .
1) Regular: Lumber Increase=1.33, Plate Increase=1.33
Uniform Loads (plf) •yG'
Vert: 1-2 = -74.0, 2-3 = -74.0, 4-5 = -20.0
Concentrated Loads (lb) t '
Vert: 6 = 11.9 No. 4 5161
STATE OF
V
O R 10A.'..
yy
M
March 13,2002
AWARNING - VerVy design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE, mmu®
Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and Is for an Individual building component to be
Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss
designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the
responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance
regarding fabrication, quality control• storage, delivery, erection and bracing. consult OST-aa Quality Standard. DSO.69 Bracing Specification. and HIB-91 iTek® Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrlo Drive, Madison, WI5371 C. M
Symbols Numbering System AGeneral Safety Notes
PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property
t3/. *Center plate on joint unless Damage or Personal Injury
dimensions indicate otherwise.
Dimensions are in inches. Apply l . Provide copies of this truss design to the
plates to both sides of truss and building designer, erection supervisor, propertysecurelyseat. J2 J3 Ja owner and all other interested parties..
TOP CHORDS
2. Cut members to bear tightly against each
c2 a
other,
o WEBS
J5
a:3. Place plates on each face of truss at each
For 4 x 2 orientation, locate o 6 , ; ; ¢ joint and embed fully. Avoid knots and wane
plates /s" from outside edge of
o
01 2:
4.
at joint locations.
truss and vertical web. a
o
Unless otherwise noted, locate chordsplices at
I/a length(* 6" from u
C, panel adjacent joint.) BOTTOM
CHORDS This
symbol indicates the 5. Unless otherwise noted, moisture content of required
direction of slots in Jt
J8 J7 J6 lumber shall not exceed 19%at time of connector
plates. fabrication.
6.
Unless expressly noted, this design is not applicable
for use with fire retardant or JOINTS
AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. For
tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7, Camber is a non-structural consideration and MITek/
Gang-Nall Joint/Plate Placement Chart. FARTHEST
TO THE LEFT. is the responsibility of truss fabricator. General WEBS
ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8.
Plate type, size and location dimensions PLATE
SIZE shown indicate minimum plating requirements. The
first dimension is the width 4
4 to Second CONNECTOR
PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and X
perpendicular slots. in all respects, equal to or better than the dimension
is the length parallel grade specified. to
slots. BOCA 86-93, 85-75, 91-28 10.
Top chords must be sheathed or purlins LATERAL
BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates
location of required 11. Bottom chords require lateral bracing at 10 continuous
lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or less, if no ceiling is installed, unless
otherwise noted. SBCCI
87206, 86217, 9190 12.
Anchorage and/or load transferring WISC/
DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility of BEARING
others unless shown. Indicates
location of joints at 13. Do not overload roof or floor trusses with which
bearings (supports) occur. stacks of construction materials. 14.
Do not cut or after truss member or plate without
prior approval of a professional MiTek®
engineer.
15.
Care should be exercised in handling, I
T~
erection and installation of trusses. 1993
Mitek Holdings, Inc. , C
LIP CLIPFORM018,
019 MYDRO,AIR0
Job I russ russ I ype JUNAIDIE BUDIMAN PE #45161
ty y 1
12177880
DR1732E S4 ROOF TRUSS 16472 Segovia Cir. N. 2 1
Pembroke Pines. FI 33331-4627. optional)
MiTek Industries, Inc. 4.201 SF1 s ug 1 r e n ustrres,Inc. Wed Mar 13 1 age
1-5-0 3-7-2
1-5-0 3-7-2
Scale .5
3
3.54 FIT
2
1 5 4
2A -
3-7-2
3-7-2
LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP
TCLL 30.0 Plates Increase 1.33 TC 0.21 Vert(LL) n/a - n/a M1120 249/190
TCDL 7.0 Lumber Increase 1.33 BC 0.03 Vert(TL) 0.04 1.2 > 540
BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 3 n/a
BCDL 10.0 Code SBC/ANSI95 Matrix) 1 st LC ILL Min I/defl = 360 Weight: 13 lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.20 TOP CHORD Sheathed or 3-7-2 oc purlins.
BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 3 = 81 /Mechanical, 2 = 306/0-1 1-5, 4 = 24/Mechanical
Max Horz 2=89(load case 2)
Max Uplift 3 = - 1 05(load case 5), 2=-202(load case 2)
FORCES (lb) - First Load Case Only
TOP CHORD 1-2 = 29, 2-3 =-49
BOT CHORD 2-5=0, 4-5=0
NOTES (6-5)
1) This truss has been designed for the wind loads generated by 120 mph winds at 18 It above ground level, using 5.0 psf
top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category II,
condition II partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not
exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The
lumber DOL increase is 1.33, and the plate grip increase is 1.33
2) Refer to girder(s) for truss to truss connections.
3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 105 lb uplift at joint 3 and
202 lb uplift at joint 2.
4) This truss has been designed with ANSI/TPI 1-1995 criteria.
5) Special hanger(s) or connection(s) required to support concentrated load(s) 21.61b up at 1.5-12 on bottom chord. Design
for unspecified connection(s) is delegated to the building designer.
6) THIS DESIGN CONFORMS TO FBC 2001, BASED ON THE PARAMETER INDICATED.
LOAD CASE(S) Standard i [71) Regular: Lumber Increase = 1.33, Plate Increase = 1.33 '
Uniform Loads (plf) .
Vert: 1-3=-74.0, 2.4=-20.0 , Q1 jF C,q;!., Concentrated Loads (lb)
Vert: 5 = 21.6
No, 4 5161
o : STATE • of s cv
March 13,2002
A WARWNO - VerVy deaiyn parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE.
Design voild for use only with MITek connectors. This design Is based only upon parameters shown, and Is tot an Individual building component to be
Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component Is tesponsibility of building designer - not truss
designer. Bracing shown is lot lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the
responsibility of the erector. Additional permanent bibcing of the overall structure Is the responslbBity of the bullding designer. For general guidance
regarding fabrication, quality control, storage, delivery, etection and bracing, consult OST-88 Quality Standard, DSB-89 Bracing Specification, and HIB-91
Handling Installing and Bracing Recommendation available from Truss Plate Institute. 583 D'Onoftlo Drive, Madison, WI 63719. M iTek®
Symbols Numbering System AGeneral Safety Notes
PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property
10, 13/. * Center plate on joint unless Damage or Personal Injurydimensionsindicateotherwise.
Dimensions are in inches. Apply 1. Provide copies of this truss design to the
plates to both sides of truss and building designer, erection supervisor, property
Wsecurely seat. J2 J3 J4 owner and all other interested parties..
As
4 TOP CHORDS
2, Cut members to bear tightly against each
other.
Er WEBS
J5
3. Place plates on each face of truss at each
For 4 x 2 orientation, locate o 5, ; ; Q joint and embed fully. Avoid knots and wane
plates I/e" from outside edge of
O
a °
at joint locations.
truss and vertical web. a 4. Unless otherwise noted, locate chordsP Ilces
o at I/4 panel length(+ 6" from adjacent joint.)
BOTTOM CHORDS
This symbol indicates the 5. Unless otherwise noted, moisture content of
required direction of slots in
J1 J8 J7 J6 lumber shall not exceed 19%at time of
connector plates.
fabrication.
6. Unless expressly noted, this design is not
applicable for use with fire retardant or
JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber.
For tabular plating format refer to the
AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7, Camber is a non-structural consideration and
MRek/Gang-Nall Joint/Plate Placement Chart.
FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General
WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection.
PLATE SIZE
8. Plate type, size and location dimensions
shown indicate minimum plating requirements.
The first dimension is the width
4 X 4 to Second
CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and
perpendicular slots. in all respects, equal to or better than the
dimension is the length parallel grade specified,
to slots. BOCA 86-93, 85-75, 91-28
10. Top chords must be sheathed or purlins
LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design.
Indicates location of required 11. Bottom chords require lateral bracing at 10
continuous lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or less, if no ceiling is installed,
unless otherwise noted.
SBCCI 87206, 86217, 9190
12. Anchorage and/or load transferring
WISC/DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility of
BEARING others unless shown.
Indicates location of joints at 13. Do not overload roof or floor trusses with
which bearings (supports) occur. stacks of construction materials,
14. Do not cut or alter truss member or plate
without prior approval of a professional
M iTek®
engineer. ,
15. Care should be exercised in handling,
IJT~ PANEL
erection
and installation of trusses. 1993
Mitek Holdings, Inc. . CLIP
FORM018,
019 GANG-w.aL ® MYDRD,AIR®
a
3-0-0
13-6-0 BRG. IN ENTRY
L _ 10-4-0
8-6-0
Y1/ f\1`III\Il': ALL BEARING -WALLS TO BE PLACED I i L 1 PLY HGR. 1`1GTICE! ! REVIEW ALL SPAN DIMENSIONS--BRG. WALLS I
I
PRIOR TO SETTING TRUSSES.. 2 PLY HCR. IENIGNEERED DRAWINGS--LOADING--PITCH AND OVERHANGS
WALLS SHOWN ARE TO BE BEARING.. A d 3 PLY HGR. SIGNED APPROVAL: XL------------------I------------------I
JOB NUMBER: DR1732E DATE: 3-6-01 PITCH:
ABRG
OAD:SHINGLES
CCU SPAN CUSTOMER: D.R. HORTON
5.
H:12"
407-321-1440 BY: T.H JOB NAME: 1732 "E" ELEV.