116 Wheatfield Cir - BR04-001339 (CELERY LAKES) (SFR) (A) DOCUMENTSPERMIT ADDRESS
CONTRACTOR
ADDRESS
PHONE NUMBER
PROPERTY OWNER
ADDRESS
PHONE NUMBER
Maronda Homes
1101 N Keller Rd., Ste F
Orlando, FL 32810
407-475-9112
CRC 058496
ELECTRICAL CONTRACTOR . •
MECHANICAL CONTRACTOR Ph
PLUMBING CONTRACTOR
MISCELLANEOUS CONTRACTOR
PERMIT NUMBER
MISCELLANEOUS CONTRACTOR
FEE
PERMIT NUMBER FEE
SUBDIVISION QjQn
PERMIT # a 1 12Q)a DATE ' 1; `04
PERMIT DESCRIPTION Sb '
PERMIT VALUATION ` 0%%4 SS
SQUARE FOOTAGE 14 a
Sanfor4Cityof
Certificate of Occupancy
This is to certify that the building located at 116 Wheatfield Dr., for which permit number
04-1339 was issued has been completed according to the plans and specifications filed in the
permit, to wit as New Single Family Detached complies with all the building, plumbing,
electrical, mechanical, as well as City of Sanford codes and ordinances and with the provisions
of these regulations.
Staff Approval Date Conditions (if blank, no conditions apply)
Building:
F. Ortiz 08/10/2004
Engineering:
D. Richards 08/11/2004
Public Works:
R. Buckner 08/11/2004
Utilities:
Richard Blake 08/12/2004
Fire Department:
N/A
Zoning:
N/A
Maronda
Property Owner
Q 3, yv - T- o ... 08/ 12/04
Building Official Date
DATE:
PERMIT #:
ADDRESS:
CERTIFCATE OF OCCUPANCY
REQUEST FOR FINAL INSPECTION
SINGLE FAMILY RESIDENCE""
08/09/04
04-1339
116 Wheatfi'eld Dr.
CONTRACTOR: Maronda Homes
Celery Lakes
Ll
PHONE #: Jason 321-436-1020
6i
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.
neering r ) o-5Z/ []Fire N/A
Public Works Zoning
Utilities
CONTITIONS: (TO BE COMP
Licensing
6
N/A
N/A
D ONLY IF APPROVAL IS CONDITIONAL)
14
t4
0 )Wg
CERTIFCATE OF OCCUPANCY ' rn (407 ,I
REQUEST FOR FINAL INSP CTHOI j x a-. r
SINGLE FAMILY RESIDENCE****
DATE:
PERMIT #:
ADDRESS:
CONTRACTOR:
PHONE #:
08/09/04
04-1339
116 Wheatfield Dr.
Maronda Homes
Celery Lakes
Jason 321-436-1020
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 thet. O. or submit addendum if it has
been denied or approved with conditions. Your prompt attention will be
appreciated.
Engineering
is Works g=//
Utilities
P'
Fire N/A
Zoning N/A
Licensing N/A
CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL)
I
I
1
Uj o
CERTIFCATE OF OCCUPANCY a
REQUEST FOR FINAL INSPECTION
I
SINGLE FAMILY RESIDENCE**** `' ~' ti 1
N I 1
DATE: 08/09/04 ` ellW Zi I
o
I
PERMIT #: 04-1339 u
u a.'
ADDRESS: 116 Wheatfield Dr. W s
CONTRACTOR: Maronda Homes
Celery bakes
I:
PHONE #: Jason 321-436-1020
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
0 Fire N/A
e,
Zoning N/A
tili es Licensing N/A
CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL)
LMBC10:01 CITY OF SANFORD
Address Misc. Information Inquiry
87-1707-0-4---]
14:31:54
Location ID . . . . . . . 254885
Parcel Number . . . 32.19.31.515-0000-0620
Alternate location ID
Location address . . . . . 116 WHEATFIELD CIR
Primary related party . .
Type options, press Enter.
5=View detail
Opt Description
PLANNING & ZONING COMMENT
CUSTOMER SERVICE NOTES
CUSTOMER SERVICE NOTES
CUSTOMER SERVICE NOTES
CUSTOMER SERVICE NOTES
CUSTOMER SERVICE NOTES
Free -form information
CELERY LAKES, PHASE I
LOT 143 ************
SW DEV FEE $1700.00 WA DEV FEE $650.00
BP04-1339 PD 3-17-04 SEE REC#6561
3/4"WA METER SET FEE $190.00 PD 3-17-04
REC#6561
F2 Address F3=Exit F5=Special Notes F9=Parcel Notes
F12=Cancel
J
LMBC 10=01
4
CITY OF SANFORD
Address Misc. Information Inquiry
Location ID . . . . . . .
Parcel Number . . . . . .
Alternate location ID . .
Location address . . . . .
Primary related party . .
Type options, press Enter.
5=View detail
Opt Description
CUSTOMER SERVICE NOTES
CUSTOMER SERVICE NOTES
262535
116 WHEATFIELD CIR
8/10/04
14:32:04
Free -form information
3/4"RC METER SET FEE $190.00 PD 3-17-04
REC#6561
F2=Address F3=Exit F5=Special Notes
F12=Cancel
E
s
IT N E R
S U R V E Y I N G
29 July 2004
City of Sanford Building Department
300 North Park Avenue
Sanford, Florida 32771
Re:116 Wheatfield Loop
To Whom It May Concern:
up
This is to certify that the finished floor elevation of the new building
constructed at the above site meets or exceeds the requirements of Section 6-
7 of the City of Sanford Building Code.
Should you have any questions or need additional information, please do not
hesitate to call.
Sincerely,
R. Blair Kitner
P.S.M. No. 3382
P.O. BOX 823 - SANFORD, FLORIDA 32772-0823 - (407) 322-2000
r—
FEDERAL EMERGENCY MANAGEMENTAGENCY O.M.B. No. 3067-0077
NATIONAL FLOOD INSURANCE PROGRAM Expires December 31, 200E
ELEVATION CERTIFICATE
hypoftt Rod the hnhix&rts on pagn 1- 7.
SECTION A. PROPERTY OWNER INFORMATION Fgrh>rAranoeCgirpaytlsa _,.
BUILDING OWNER'S NAME Poky Number.,
MARONDA HOMES
BUILDING STREET ADDRESS (Including Apt, Urr't, Suite, ardor Bldg. No.) OR. P.O. ROUTE AND BOX NO. Cornpary NAIC Number
116 WHEATFIELD CIRCLE
CITY STATE ZIP CODE
SANFORD FL 32771
PROPERTY DESCRIPTION (Lot and Block Numbers, Taos Parcel Number, Legal Description, etc.)
LOT 62, CELERY LAKES PHASE 1 PLAT BOOK 62, PAGES 75 & 76
BUILDING USE (e.g., Residential, Non-residential, Addition, Acoessory, etc. Use a Commends area, if necessary.).
RESIDENTIAL
LATITUDE/LONGITUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE: El GPS (Type):
f - MIF - ##.# r or NAD 1927 NAD 1983 USGS Quad Map O w-
SECTION B -FLOOD INSURANCE RATE MAP (FIRM) INFORMATION
B1. NFP COMMJNITY NAME & COMtluI INITY NUMBER B2. COUNTY NAM=, B3. STATE
CfTY OF SANFORD 120294 SEMINOLE I RLMDA
B4. MAP AND PANS B7. FRM PANS 139. BASE ROOD ELEVATION(S)
NUMBfft B5. SUFFDC B6. FIRM INDEX DATE EFFECINEF ED DATE 68. ROOD ZOWS) lore A0, sae de* dtakV)
12117CO065 E APR1995 APR1995 X NA
B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in B9.
FIS Profile ® FIRM Canmunky Determined Ofher@escri e):
B11. Indic& the elevation datum used forthe BFE in B9: ® NGVD 1929 NAVD 1988 Other(Desa%e):
B12. Is the buidi nq located in a Coastal Barrier Resources Svslem (CBRS) area orOt er Mse Protected Area (OPAV Yes M No Designation Date
SECTION C = BUILDING ELEVATION INFORMATION (SURVEY REQUIRED)
C1. Building elevations are based on: C.onstnuctio n DrawiiW Building Under Construction' ® Fnished Castnxtion
A new Elevation Certificale will be required when construction of the building is complete.
C2 Building Diagram Number 1(Select the building diagram most similar to the building for which this cerfficale is being completed - see pages 6 and 7, if no diagram
aocurathly repmsents the building, provide a sketch or photograph)
C3. Elevations — Zones Al AX, AE, AH, A (with BFE). VE, V1 V30, V (with BFEJ AR, ARIA, AR/AIEAR/A1-AX, ARIAH, AR/AO Complete
Items C3.-a4 below according to the buildN diagram speciied in Ilem C2 State the datum usedlthe datum is different from the datum used for the BFE h Section
B, oor ved the datum lo that used for the BFE Shaw field memmmernts and datum conversion calculation. Use the space provided or the Comments area of Section
D or Section G, as al prDpriate, to document the datum conversion. Datum
NGVD 29 CornversionA3ornments Elevation
reference mark used Does the eevaton nethnence mark used appearon the FIRM? Yes ®No a)
Top of bothm floor (including basement or enclosure) 21. 21 t(m) b)
Top of Wend highertloor NA.A(m) ,,0 . V c)
Bohom of lowest hmmtal structural member (V zones only) NA . _t(m) LD d)
Attached garage (top of slab) 20. 75 t(m) wiz ; e)
Lowest elevation of machinery and/or equipment serving
the building (Describe it a Commends area) 20, 9 t(m) E, 4 O
fl Lowest adjaoent (fn grade (LAG) 20.Aft(m) z 9)
Highestadpoent (find ed)grade (HAG) 20. 7 tt.(m) 8 O O h)
No. of permanent openings (Rood vents) within 1 t above adjacent grade Total area
of a6 pemnanentopenings (flood vents) un C3.h _sq. in. (sq. an) SECTION D -
SURVEYOR, ENGINEER, ORARCHITECT 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. I understand
that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. CERTIFIERS NAME
R BLAIR KITNER LICENSE NUMBER P.S.M. 3382 TITLE PRESIDENT
COMPANY NAME KITNER SURVEYING, INC. ADDRESS CITY
STATE ZIP CODE. 2597 SANFORD
AVENUE SANFORD FL 32772 SIGNATURE DATE
TELEPHONE 30JULY2004 407,
0-2000
IMPORTANT: to these spaces, copy the corresponding infoirnation fiom Section A For liam oe Camp" use:
WWNG STREET ADDRESS (a Aft Apt, Urnt Shia, ardftr ft No.) OR P.O. ROUTE AND BOX NO. Policy Number
116 WHEATFIELD ORCLE
CITY STATE ZIP CODE Comp V WJC Number
SANFORD FL 3MI
SECTION D - SURVEYOR; ENGINEER, OR ARCI1TECT CERTIFICATION (CONTINUED)
Copy both sides of this Elevation Certificate for (1) oommunly official, (2) insurance agentkonp", and (3) building owner.
COMMENTS
Check here rf aftadrmts
SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FORZONE AO AND ZONE A (INTTFIOUT BFE)
For Zone AO and Zone A (wlfwut BFE), complete Iherns E1 through E4. If the Elevation Cerfifioate is intended for use as supporting information for a LOMA or LOMR-F,
Section C must be oorrpletod.
El. Buiding Diagram Number _(Select the building diagram most simiarto the buldig for which this oertificale is Being completed — see pages 6 and 7. If no diagram accurately
represents the building, provide a sketch or photograph.)
E2. The top of the bottom ttoor (including basement or enclosure) of the buildings _ a(m) _ii.(an) above or below (check one) the highest adjacent grade. (Use
natural grade, t avAable}
B. For Building Diagrams 6.8 with openigs (seepage 7), the next higherflooror elevaied floor (elevation b) of the building is _ ft(m) _in.(crn) above the highest adjacent
grade. Corrrplete ilems C3.h and C3.i on front of brm.
E4. The top of the plalbm of machinery ardlor equipment seivicing the building is _ t(m) _in.(an) above or below (dhec k one) the highest adjacent grade. (Use
natural glade, ff avaiable).
E5. For Zone AO only fl no Hood depth number is available, is the top of the bottom floor devrdBd it a000rdanoe with the oommunlys tloodplam management ordinance?
Yes No U*iown. The local official must oe* this irformalion in Section G.
SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION
The propertyownerorowrWs akrltmaed mpresentatnne who completes Sections, B, C (Item C3.h and C3.i only), and E forZone A (without a FEMA-issued oroommunity-
issued BFE) or Zone AO must sign here. The statements in Sections A, Q Q and E are cared to the best ofmy farowleklge.
PROPERTY OWNERS OR OWNER'S AUINORIZED REPRESENTATIVE'S NAME
ADDRESS CiTY STATE
X— Ii i ice
Check here iIaftwhinents
SECTION G- COMMUNITY INFORMATION (OPTIONAL)
The local official who is authored by law or oidi wince to administer the oommundys tbodplain management adhanoe can complete Sections A, B. C (or Q, and G of this Bevation
Certificate. Complete O-e applicable flem(s) and sign below.
G1. The i>mkton in Senor C was taken from other documentation that has been signed and embossed by a licensed surveyor, engineer, or archked who is authormed by state
or local law tooertify elet tion inbr ation. Qndicate the source and date of the elevation data in the Comments area below.) G2
A community official completed Section E for a bulding located in Zane A (without a FBAA-issued or oommunlly-issued BFE) or Zone AO. G3.
The folowing rftnabon (items G4-G9) is piavided for community floodplain management purposes G7.
This permit has been issued for New C lstruction substantial Impiavernerit G8.
Elevation of as -bust lowest floor (including baserr" of the building a _. _ft(m) Datum: G9.
BFE or (n Zone AO) depth of flooding at the building SIB is: _. _ t(m) Datum: LOCAL
OFFICIAL'S NAME TITLE COMMUNITY
NAME TELEPHONE SIGNATURE
DATE COMMENTS
n---: ___
CITY OF SANFORD PERMIT APPLICATION
Permit # : oLA Date: January 29, 2004 .
Job Address: 116 WHEATFIELD LOOP LOT 62 CELERY LAKES
Description of Work: Single Family Residence
Historic District: Zoning: Value of Work: $128,488.00
Permit Type: Building _X_ Electrical Mechanical _ Plumbing Fire Sprinkler/Alarm Pool
Electrical: New Service - # of AMPS Addition/Alteration Change of Service Temporary Pole
Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Cale. Required)
Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines
Plumbing/New Residential: # of Water Closets Plumbing Repair - Residential or Commercial
Occupancy Type: Residential X _ Commercial Industrial Total Square Footage: 3,422
Construction Type: VI # of Stories: 2 # of Dwelling,Units: 1 Flood Zone: X (FEMA form required for other than X)
Parcel #: 32-19-31-515-0000-0620 (Attach Proof of Ownership & Legal Description)
Owners Name & Address: Maronda Homes Inc. of1lorlds. 1101-N.Keller Road. e F Orlando.FL 32810 Phone: 407475-9112
Contractor Name & Address: Russell Keith Summe s i 1 1 K 11 oa u t A'Ulat@ 2 10 State License Number: CRC058496
Phone & Fax: (407) 475-9112 Contac riso : diatr Ile le rim Phone: (407) 659-3719
Bonding Company:
Address:
1 2004MortgageLender:: t`. FEB 1
Address:
Architect/Engineer: Tomas Ponce F12 Phone: (407) 321-0064
Address: 4005 Maronda Way Sanford, FL 32771` :: ' d I Fax: (407) 321-3913
Application is hereby made to obtain a permit to do the W6Yk'aiid-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 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 property of the requirements of Florida Lien Law, FS 713.
1 /29/04
Signature of O t Date
Russell Keith Summers
Print Owner/Agent's Name
1 /29/04
Signature of Notary -State o Florida Date
800n.... ,........uo....nuuom•....
LAURIE PELLEGRINO
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Owner/Agent is _X_ Personally Known to Me or
Produced ID
1 /29/04
Signature of ont r/Agent Date
Russell Keith Summers
Print Contractor/Agent's Name
1/29/04
Signature of Notary -State otYl.rid. Date
g.•nmon.uonwuu•.nnu.emnun
LAURIE PELLEGRINO
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APPLICATION APPROVED BY: Bld0 31d "b -f Zoning: Utilities: FD:
Initial & Date) (Initial & Date) (Initial & Date) (Initial & Date)
Special Conditions:
CITY OF SANFORD PERMIT APPLICATION
Permit # : Date:
Job Address:
Description of Work: Single Family Residence ;
Historic District: Zoning: Value of Work:
Permit Type: Building Electrical )< Mechanical _ Plumbing _ Fire Sprinkler/Alarm Pool
Electrical: New Service — # of AMPSo'W Addition/Alteration Change of Service Temporary Pole
Mechanical: Residential Non -Residential Replacement _ New (Duct Layout & Energy Calc. Required)
Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines
Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial
v
Occupancy Type.- Residential /p, _ Commercial Industrial Total Square Footage:
Construction Type: VI # of Stories: _# of Dwelling Units: I Flood Zone: X (FEMA form required for other than X)
Parcel #:
Owners Name & Address:
Contractor Name & Addr
Attach Proof of Ownership & Legal Description)
License Number: EGci'tJt..63
Phone & Fax: (407) 475-9112 Contact Person: Laurie Pellegrino Phone: (407) 659-3719
Bonding Company:
Address:
Mortgage Lender:
Address:
Architect/Engineer: Tomas Ponce Phone: (407 3221-0064
Address: 4005 Maronda Way Sanford FL 32771 Fax: (407) 321-3913
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 1 will notify the owner of the property of the requirements of Florida Lien Law, FS 711
k a0(03
Signature o Ow ent Date
Russell Keith Summers
Print Owner/Agent's Name
Signature of Notary -State of larida. Date
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LAURIE PELLEGRINO
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Signature of Notary-Sta f Florida Date
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APPLICATION APPROVED
BY: Bldg Ems% -1a-G'P Zoning: Utilities: Initial & Date) (
Initial & Date) (Initial & Date) Initial & Date) Special Conditions:
Permit # :
CITY OF SANFORD PERMIT APPLICATION
i 1 n
Date: 15,15110
Job Address: IIW ULIIIkr u-T IC'u IJ1ty UiT IV iz
Description of Work: SINGLE FAMILY RESIDENCE
Historic District: Zoning: Value of Work:
Permit Type: Building Electrical Mechanical X Plumbing _ Fire Sprinkler/Alarm Pool
Electrical: New Service - # of AMPS Addition/Alteration Change of Service Temporary Pole
Mechanical: Residential 'X Non -Residential Replacement _ New X (Duct Layout & Energy Calc. Required)
Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines
Plumbing/New Residential: # of Water Closets Plumbing Repair- Residential or Commercial
Occupancy Type: Residential X Commercial Industrial Total Square Footage:
Construction Type: VI # of Stories: # of Dwelling Units: 1 Flood Zone: X (FEMA form required for other than X)
Parcel #: Attach Proof of Ownership & Legal Description)
Owners Name & Address: Maronda Homes Inc of Florida .1101 N. Keller Road Suite F Orlando, FL 32810 Phone: 407475-9112
Contractor Name & Address:_GARY CARMACK 4005 MARONDA WAY SANFORD, FL State License Number. CAC043900
Phone & Fax: (407) 321-0064 Contact Person: Laurie Pellegrino —Phone: (407) 659-3719
Bonding Company:
Address:
Mortgage Lender:
Address:
Architect/Engineer: Tomas Ponce Phone: (407) 321-0064
Address: 4005 Maronda Way Sanford FL 32771 Fax: (407) 321-3913
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-AFFIDAVI : 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. t
NOTICE: In addition to the requirements of this permit, there may be additional restricts ns plicable 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 sup h 1Pwater management districts, state agencies, or federal agencies.
Acceptance of permit is verification that I will notify the owner of the property of the e ` 'r ments of Florida Lien Law, FS 713.
Signature of Owner/ enP Date Signa re of Contractor/Agent Date
Russell Keith Summers GARY CARMACK
Print Ownef/Agent's Name Print Contractor/Agent's Name
J0JAAA1 a 3i
Signature of Notary -State o lorida Date Signature of Notary -State of Uhrida Date
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LAURIE PELLEGRINO
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LAURIE PELLEGRINO
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APPLICATION APPROVED BY: Bldg. ! _t0 -a1 Zoning: Utilities: FD:
Initial & Date) (Initial & Date) (Initial & Date) (Initial & Date)
Special Conditions:
CITY OF SANFORD PERMIT APPLICATION
Permit #: `` Date: December 31, 2003
Job Address: a WYMUT
Description of Work: Single Family Residence
Historic District: Zoning: Value of Work:
Permit Type: Building._ Electrical Mechanical _ Plumbing X Fire Sprinkler/Alarm Pool
Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole
Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Calc. Required)
Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines
Plumbing/New Residential: # of Water Closets Plumbing Repair— Residential or Commercial
Occupancy Type: Residential X Commercial Industrial Total Square Footage:
Construction Type: VI # of Stories: # of Dwelling Units: 1 Flood Zone: X (FEMA form required for other than X)
Parcel #: (Attach Proof of Ownership & Legal Description)
Owners Name & Address: Maronda Homes, Inc. of Florida 1101 N. Keller Road, Suite F Orlando, FL 32810 Phone: 407475-9112
Contractor Name & Address: WILLIAM T. SELF 4005 MARONDA WAY SANFORD FL State License Number: CFC057039
Phone & Fax: (407) 948-3630 Contact Person: Laurie Pellegrino Phone: (407) 659-3719
Bonding Company:
Address:
Mortgage Lender:
Address:
Architect/Engineer: Tomas Ponce Phone: (407) 321-0064
Address: 4005 Maronda Way Sanford, FL 32771 Fax: (407) 321-3913
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 informaion 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 property of the requirements of Florida Lien Law, FS 713.
Signature of Agent Date Signature of Contractort'jigent Date
RUSSELL KEITH SUMMERS WILLIAM T. SELF
Print Owner/Agent's Name Print Contractor/Agent's Name
d164 Signature
of Notary -State of Florida Date I
LAURIE
PELLEGRINO Comm#
DD02328M Expiree7/
la2W7 3 Bonded
thru (800)432-4254; Florida
NotaryAasn. Inc Owner/
Agent is•_X_ Personally Known to Me or Produced
ID Signature
of Notary-State(i Florida Date a...........
LAURIE
PELLEGRINO gmre
y, Ay
P; + Comm# DD0232804 h'sExpires 7/16R007 C a
fie? Bonded thru (SW)432-4254: 5........
Florida Notary Assn. Inc Assn., Inc Contractor/
Agent is..0_
X_
Personallpuy Known to Me or Produced
ID APPLICATION
APPROVED BY: Bldg`p') -4-4 T Zoning: Utilities: Initial &
Date) (Initial & Date) (Initial & Date) (Initial & Date) Special
Conditions: _
aronc oes
AN EASILY OBSERVABLE BETTER VALUE!
1101 NORTH KELLER ROAD, SUITE F • ORLANDo, FLoPjDA 32810 407-475-9112 • FAx: 407-475-9115
LETTER OF AUTHORIZATION
El CITY OF DELTONA VOLUSIA COUNTY
x CITY OF SANFORD , SEMINOLE COUNTY
I hereby name and appoint Lee Emerson, Joyce Stark and Silver Streak to
sign his/her name on my behalf in order to apply for and/or pickup building
permits for Maronda Homes, Inc. of Florida work to be completed at Lot 62, 116
WHEATFIELD LOOP at CELERY LAKES.
i
RUSSELL KEIT SUM ERS, CRC058496
MARONDA HOM NC. OF FLORIDA
STATE OF FLORIDA
COUNTY OF ORANGE
Sworn and subscribed before me this 29TH day of JANUARY, 2004 by
RUSSELL KEITH SUMMERS who is personally known to me.
OTARY PUBLIC
pn...unnn.............................
LAURIE PELLEGRINO
pnmq. Comm# DD0232804Zp,pYP 4 aL4 is EXpirea7NBR007
Bonded tlw (800)432•4254:
3'n; , Florida Notary Assn., Inc
S.0.........................................6
COUNTY OF SEMINOLE
IMPACT FEE TA MENT
ISSUED BY CITY OF SANFORD
STATEMENT NUMBER 104-75915
BUILDING P[R u~\`/~
UNIT A D D R E S". 14 _____________________________
TRAFrIC ZONE: JURISDICTI6N:/&
SEC: Th P RNG:
SUBDIVISION: ~ _ TKACT ... .... ... ...
PLAT B
NAME:
ADDRESS:
APPLICANT NAME:
ADDRESSa
LAND USE CATEGORY: 001 - Single Family Detached House
TYP[ USE: Residential
WORK DESCRIPTION: Single Family House: Detached - Construction
FEE BENEFIT RATE FEE UNIT RATE PER # & TYPE TOTAL DUE
TYP[ DIST SCHEDULE DESC. UNIT OF UNITS
ROADS ----------------_-------------_-----------------------------------__------
ARTERIALS CO -WIDE O dwl unit $ 705.00 1 $ 705.00
ROADS ~
COI-1 O dwl unit $ 142.00 1 $ 142.00 |
LIBRARY CO -WIDE! O dwl unit $ 54.00
SCHOOLS CO -WIDE O dwl unit $1,384.60
AMOUNT DUE
1 $ 54.00
1 '$ 1,304.00
2,285.00
STATEMENT
RECEIVED BY: SIGNATURE ... _... ...
EASE PRINT NAME)
DATE
NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE fO NOTIFY OWNER AND
ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. T***
J DISTRIBUTION: 1-COUNTY 3-CITY
2-APPLICANT 4-COUNTY
NOTE**
F;ERCONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES WHICH
ARE AND PAYABLE PRIOR TO ISSUANCE OF A BUILDING PERMIT.,
PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER,
TO APPEAL THE CALCULATIONS OF THE ROAD, LIBRARY SYSTEM AND/O
EDUCATIONAL (SCHOOL) IMPACT FEES MUST BE EXERCISED BY FILING
A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING
SIGNATURE DATE ABOVE, BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR
OCCUPANCY. THE REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE
COUNTY LAND DEVELOPMENT CODE. COPIES OF THE RULES GOVERNING APPEALS
MAY BE PICKED UP, OR REQUESTED, FRQM THE PLAN IMPLEMENTATION OFFICr/:
1101 EAST FIRST STREET, SANFORD, FLORIDA 32771; (407) 665-7474.
PAYMENT SHOULD BE MADE TOx CITY OF SANFORD
BUILDING DEPARTMENT
300 N8RT11 PARK AVENUE
SANFORD. FL 32771
PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE
THE STATEMENT NUMBER AND CITY BUILDING PERMIT NUMBER AT THE TOP
LEFT OF THE NOTICE. '
THIS STATEMENT IS VALID 0A1 Y WITH ISSUANCE OF A***
1,4
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MARYANNE MORSE, CLERK OF CIRCUIT COURT
SkMINOLE COUNTY
BK 05199 PG 1638
CLERK' S # 2()04ti23771
RECORDED 08/17/2004 12:59:13 PM
RI LORDING FEES 6.00
RECORDED BY S O'Kelley
MARYANNE MORSE, CLERK _V CIRCUIT L600T
SEMINOLE COUNTY
BK 05187 VIG 06LF,
CLERK' S # 200,4017306
RECORDED 02/04/2004 01:45:35 PN
RECORDING FEES 6.00
RECORDED BY L Woodley
NOTICE OF COMMENCEMENT
TAX FOLIO NO. 25-133-6949
PERMIT NO.
STATE OF FLORIDA COUNTY OF SEMINOLE
The UNDERSIGNED hereby gives notice that improvement will be made to certain and
real property, and in accordance with Chapter 713, Florida Statutes, the following
information is provided in this Notice of Commencement.
DESCRIPTION OF PRO gal Description and Street Address) 62
General Description of Improvement Construct a Single Family Residence
OWNER INFORMATION
Name and Address Maronda Homes, 1101 North Keller Road, Suite F Orlando FL 32810
Interest in Property (Fee Simple, Partnership, etc.) Owner
NAME AND ADDRESS OF FEE SIMPLE TITLEHOLDERS (If other than owner)
CONTRACTOR _Maronda Homes, 1101 North Keller Road, Suite F, Orlando, FL 32810
Name and address)
SURETY (Bonding Company) CERTLFI p >pq
Name and Address N/A IMARYANNE MOt1 ,
LERK Of VRCUIT COUWQ
Amount of Bond ,-....... „ r rqu w3hL A 119M
LENDER —----
pg t 1 T Y rLER.:9
Name and address Bank of America NA 750 S. Orlando Ave. #102 Winter Park FL 18.9rn 4
ATTN: DAN FINNEGAN Phone (407) 646-6304 Fax (407) 644 2 88-
I
Persons within the State of Florida designated by owner upon whom notice or other
documents may be served as provided by Section 713.13(1), (a), 7., Florida Statutes.
Kampf Title, 200 W. 1st St., Sanford FL 32771 Fax: 407 330 5062 Phone (407) 322 9484
Name and address)
In addition to himself, Owner designates
or
to receive a copy of Lienors Notice as
Provided in Section 713.13(2), (b), Florida Statutes.
Expiration Date of Notice of Commencement
The expiration date is 1 year from the date of recording unless a different date is specified.
Russ6LL KEIjjHSUMMERS Maronda
Hos, Inc. of Florida F. Vice
President
Construction Sworn to
and subscribed before me this 29TH day of JAN_UARY, 2004. .. ii0A 1
Ji,
Notary Public
tom. s a 333
m`
LAURIE
PELLEX
A_ A
k. Comm# DD9 cy ExPiras
7/16/2007 0 ?3
Bonded th- (800)432-421_1 i.....i::::.......:
u:; ; Notary Ass Inc Y 1F
4
4q c
PLAT OF BOUNDARY SURVEY
for
MARONDA HOMES
Legal Description
LOT 62, CELERY LAKES PHASE 1, according Ito the Plat thereof as recorded in Plat Book 62, Pages 75
and 76, of the Public Records of SeminoteCounty,: Florida.
I
78 61 o
o0
0
5.00 5' DRAINAGE ESM'T Q
o BI$gopP i89 Of
tS 2 2D' v i
77
PROPOSED
0 WINCHESTER—B
w
I _j
m
4 BEDROOM
PROP. FF= 2D.GL
0 0
01
i
IE
CONC. 1 b
DRIVE I
0 ro
O ^'
O 19 IbP46.00'
ig pP N
0 5' DRAINAGE ESM'T 5.00'
N 89'38 17 E 120.00
N
11 -
m Cjn
I 63
76 25.0D'
f
J
1_I
SURVEY NOTES:
1) The street address of the above -described property is 116 WHEATFIELD CIRCLE.
2) The above -described property lies in a Flood Zone X per FIRM 12117C 0065E dated APRIL 1995.
SURVEYOR'S CERTIFICATE
This is to certify that I have made a Survey of the above described property and that the plat hereon delineated
is an accurate representation of the same. I further certify that this Survey meets the Minimum Technical
Standards set forth by the Florida Board of Land Surveyors pursuant to Section.427.OZ? of the Florida Statutes.
REVISIONS: r CERTIFIED CORRECT TO:
KI NER SURVEYING, INC.
R. BLAIR KITNER - P.L.S. NO. 3382
Post Office Box..823 ::Sanford, F1. 3277241823
t"4,G7 322-2000
PROJECT NO: 04- 10j SURVEY DFii'r: i.
CITY OF SANFORD BUILDING DIVISION
SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERMIT
Lot: 62 Subdivision: CELERY LAKES Property Address: 116 WHEATFIELD LOOP
x 1. Two (2) recent boundary and building location surveys showing setbacks from all structures to
property lines for permit for structures (not fences).
0 2. Two (2) complete sets of construction design drawings drawn to scale.
Complete sets to include:
0 a. Foundation plan indicating footer sizes for all bearing walls. Provide side view details of these
footers with reinforcement bar replacement.
0 b. Floor plan indicating interior wall partitions and room identification, room dimensions, door,
window, and/or opening sizes, smoke detector, 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).
FREI c. Elevations of all exterior walls, east, west, north and south. Finish floor elevation height as per
City Engineering Department or subdivision plat.
FRI d. Cross sections of all wall sections to be used in the structure. Bearing non -bearing interior and
exterior. Show all components of wall section.
e. Framing plan for floor joists where conventionally framed. Plan to indicate span, size and
species of materials to be used.
x f. Engineered truss plan with details of bracing. Engineered beams for spacing openings to carry
and support trusses.
g. Stair details with tread and riser dimensions, stringer size, methods of attachment, placement of
handrails and guardrails.
x h. Square footage table showing footages:
Garages/Carports 402 S.F.
Porch (s)/ Entry(s) 16 S.F.
Patio(s) S. F.
Conditioned structure 3,004 S.F.
Total (Gross Area) 3,422S.F.
0 3. Three (3) sets of completed Florida Energy Code Forms (Form 600-A-97).
x 4. Soil analysis and/or soil compaction report. If soils.appear to be unstable or if structure to be built
TO FOLLOW on fill, a report may be requested by the Building Official or his representative.
N/A 5. Other submittal Documents:
N/A a. Utility letter or approval when public water supply and/or sewer system connection to be made.
N/A b. Septic tank permit to be obtained from Seminole County Health Department at: 400 West
Airport Boulevard, Sanford, FL (407) 665-3600.
N/A c. Arbor permit when trees to be removed from property. Contact the City Engineer for details
regarding the arbor ordinance and permit.
x 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
5.
6.
7.
8.
9.
10.
11.
12.
13.
14.
15.
DATE: Thursday, January 29, 2004 SIGNATURE:
Lintel — tie beams — columns — cells
Rough electrical
Rough mechanical
Rough plumbing
Tub Set
Framing
Tenant Separation/firewall
Insulation, walls and/or ceilings
Electrical final, mechanical final and plumbing final
Building Final
Other
I <
By Own uthorized Agent)
4
PC4T OF BOUNDARY SURVEY
for
MARONDA HOMES
Legal Description
LOT 62, CELERY LAKES PHASE 1, according to the Plat thereof as recorded in Plat Book 62, Pages 75and76, of the Public Records of Seminote 'Couhty, I Florid4.
6178
o
00
5.00 5' DRAINAGE ESM'T
E - -----
o IS.- PQ I89pP v
N
I , w .
62
o PROPOSED. 11
77 Ci w WINCHESTER-B
4 BEDROOM
m j VRoP. FF= 20.6t Z)
I CONC. 0 0 N
Cn (E , DRIVE O
o I9 ,pP
N
O 46.00'
O 5' DRAINAGE ESM'T 50030100 N
I N 89'38 17 E 120.00 ; - N
63 ;
m cn
76 ; 25.00' _I i
JJJ ,
CIS fy-fie.
K d'k oa9aa D
SURVEY NOTES: ,-
1) The street address of the above -described property is 116 WHEATFIELD CIRCLE.
2) The above -described propertylies in a Flood Zone X per FIRM 12117C 0065E dated APRIL 1995. i
SURVEYOR'
S CERTIFICATE This
is to certify that I have made a Survey of the above described property and that the plat hereon delineated € is
an accurate representation of the same. I further certify that this Survey meets the F1inimum, Technical Standards
set forth by the Florida Board of Land Surveyors pursuant to Section 427.027 of the Florida Statutes. i
REVISIONS:
CERTIFIED CORRECT TO: 0
0PROJECT
NO: 04, 109 N
KI
NER'SURVEYING, INC. R.
BLAIR KITNER,-,P'L.S. NO. 3382 Post
Office'BoX:823,, Sanford,' F1. 32772-0823 " y (
4f11) `
322-2000 SURVEY
DAfE y
FORM 60OA-2001
FLORIDA ENERGY EFFICIENCY CODE
FOR BUILDING CONSTRUCTION
Florida Department of Community Affairs
Residential Whole Building Performance Method A
Project Name: WINCHESTER Builder:
Address: 11 *e&+M6 We Permitting Office:
City, State: WWI _ Permit Number:
Owner: Jurisdiction Number:
Climate Zone: Central
1. New construction or existing New _
2. Single family or multi -family Single family
3. Number of units, if multi -family 1
4. Number of Bedrooms 4
5. Is this a worst case? Yes
6. Conditioned floor area ff) 3004 ff
7. Glass area & type Single Pane Double Pane
a. Clear glass, default U-factor 276.0 ff 0.0 ff
b. Default tint 0.0 ff 0.0 ft2 _
c. Labeled U or SHGC 0.0 ff 0.0 ft2
8. Floor types
a. Slab -On -Grade Edge Insulation R=0.0, 167.0(p) ft _
b. Raised Wood, Adjacent f? _
c. N/A
9. Wall types
a. Concrete, Int Insul, Exterior R=4.1, 869.0 ff _
b. Frame, Wood, Exterior R=11.0, 1194.0 ft2 _
c. Frame, Wood, Adjacent R=11.0, 278.0 ft2 _
d. N/A
e. N/A
10. Ceiling types
a. Under Attic R=19.0, 1663.0 ff
b. N/A
c. N/A
11. Ducts
a. Sup: Unc. Ret: Con. AH(Sealed):Interior Sup. R=6.0, 150.0 ft
b. Sup: Unc. Ret: Con. AH(Sealed):Interior Sup. R=6.0, 140.0 ft
12. Cooling systems
a. Central Unit
b. Central Unit
c. N/A
13. Heating systems
a. Electric Heat Pump
b. Electric Heat Pump
c. N/A
14. Hot water systems
a. Electric Resistance
b. N/A
c. Conservation credits
HR-Heat recovery, Solar
DHP-Dedicated heat pump)
15. HVAC credits
CF-Ceiling fan, CV -Cross ventilation,
HF-Whole house fan,
PT -Programmable Thermostat,
MZ-C-Multizone cooling,
MZ-H-Multizone heating)
Glass/Floor Area: 0.09 Total as -built points: 32833 PASSTotalbasepoints: 39935
Cap: 34.0 kBtu/hr _
SEER: 12.00
Cap: 28.8 kBtu/hr -_
SEER: 12.00
Cap: 35.4 kBtu/hr
HSPF:7.40 _
Cap: 28.8 kBtu/hr _
HSPF: 7.50
Cap: 50.0 gallons _
EF: 0.92
PT,
I hereby certify that the plans and specifications covered Review of the plans and 19E sT
by this calculation are in compliance with the Florida specifications covered by this o _Argo
Energy Code. I
calculation indicates compliance
with the Florida Energy Code. PREPARED BY: Before construction is completed vp
DATE: 1 laqla this building will be inspected for
1 hereby certify that this building, as designed, is in compliance with Section 553.908
compliance with the Florida En rgy Code. Florida Statutes. °D WE
i; ,q
OWNER/AGENT: /lHA1' . 417 I0 iA7BUILDING OFFICIAL: 3 s', DATE:
1 aq& DATE: EnergyGauge® (
Version: FLRCPB v3.30)
FORM 60OA-2001
SUMMER CALCULATIONS
Residential Whole Building Performance Method A - Details
ADDRESS: , , , PERMIT #:
BASE AS -BUILT
GLASS TYPES
18 X Conditioned X BSPM = Points Overhang
Floor Area Type/SC Ornt Len Hgt Area X SPM X SOF Points
18 3004.0 25.78 13939.8 Single, Clear W , 1.0 13.0 10.0 57.68 1.00 574.3
Single, Clear W 1.0 16.0 40.0 57.68 1.00 2299.7
Single, Clear W . 1.0 15.0 20.0 57.68 1.00 1149.4
Single, Clear E 1.0 15.0 20.0 63.97 1.00 1274.5
Single, Clear E 2.0 14.0 10.0 63.97 0.98 629.1
Single, Clear W 1.0 6.0 16.0 57.68 0.97 893.8
Single, Clear W 1.0 6.0 20.0 57.68 0.97 1119.2
Single, Clear W 1.0 6.0 16.0 57.68 0.97 893.8
Single, Clear S 1.0 6.0 16.0 48.22 0.94 728.4
Single, Clear E 1.0 6.0 20.0 63.97 0.97 1241.6
Single, Clear E 2.0 7.0 36.0 63.97 0.89 2044.4
Single, Clear" N 1.0 6.0 16.0 30.19 0.97 470.7
Single, Clear E 1.0 6.0 20.0 63.97 0.97 1241.6
Single, Clear S 1.0 16.0 16.0 48.22 0.99 766.8
As -Built Total: 276.0 15327.3
WALL TYPES Area X BSPM Points Type R-Value Area X SPM Points
Adjacent 278.0 0.70 194.6 Concrete, Int Insul, Exterior 4.1 869.0 1.18 1025.4
Exterior 2063.0 1.90 3919.7 Frame, Wood, Exterior 11.0 1194.0 1.90 2268.6
Frame, Wood, Adjacent 11.0 278.0 0.70 194.6
Base Total: 2341.0 4114.3 As -Built Total: 2341.0 3488.6
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 Wood 18.0 2.40 43.2
Base Total: 38.0 124.8 As -Built Total: 38.0 139.2
CEILING TYPES Area X BSPM Points Type R-Value Area X SPM X SCM = Points
Under Attic 1663.0 2.13 3542.2 Under Attic 19.0 1663.0 2.82 X 1.00 4689.7
Base Total: 1663.0 3542.2 As -Built Total: 1663.0 4689.7
FLOOR TYPES Area X BSPM Points Type R-Value Area X SPM Points
Slab 167.0(p) 31.8 5310.6 Slab -On -Grade Edge Insulation 0.0 167.0(p 31.90 5327.3
Raised 378.0 3.43 1296.5 Raised Wood Adjacent 11.0 378.0 1.80 680.4
Base Total: 6607.1 As -Built Total: 545.0 4646.9
EnergyGauge® DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCPB v3.30
FORM 60OA-2001 I . I
SUMMER CALCULATIONS
Residential Whole Building Performance Method A - Details
ADDRESS: , , I PERMIT #:
BASE AS -BUILT
INFILTRATION Area X BSPM Points Area X SPM Points
3004.0 14.31 42987.2 3004.0 14.31 42987.2
Summer Base Points: 58101.2 Summer As -Built Points: 61985.2
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)
61985.2 0.541 1.079 x 1.150 x 0.85) 0.284 0.950 9611.5
61985.2 0.459 1.079x 1.150 x 0.85) 0.284 0.950 8141.5
58101.2 0.4266 24786.0 61985.2 1.00 1.061 0.284 0.950 17752.9
EnergyGaugel DCA Form 60OA-2001 EnergyGauge(D/FIaRES'2001 FLRCPB v3.30
FORM 60OA-2001
INTER CALCULATIONS
Residential Whole Building Performance Method A - Details
I 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 = Point
18 3004.0 5.86 3168.6 Single, Clear W 1.0 13.0 10.0 13.25 1.00 132.4
Single, Clear W 1.0 16.0 40.0 13.25 1.00 529.7
Single, Clear W 1.0 15.0 20.0 13.25 1.00 264.8
Single, Clear E 1.0 15.0 20.0 12.37 1.00 248.1
Single, Clear E 2.0 14.0 10.0 12.37 1.01 124.5
Single, Clear W 1.0 6.0 16.0 13.25 1.00 212.5
Single, Clear W 1.0 6.0 20.0 13.25 1.00 265.6
Single, Clear W 1.0 6.0 16.0 13.25 1.00 212.5
Single, Clear S 1.0 6.0 16.0 9.90 1.01 159.7
Single, Clear E 1.0 6.0 20.0 12.37 1.01 249.5
Single, Clear E 2.0 7.0 36.0 12.37 1.02 455.9
Single, Clear N 1.0 6.0 16.0 15.07 1.00 240.5
Single, Clear E 1.0 6.0 20.0 12.37 1.01 249.5
Single, Clear S 1.0 16.0 16.0 9.90 1.00 157.9
As -Built Total: 276.0 3503.2
WALL TYPES Area X BWPM Points Type R-Value Area X WPM Points
Adjacent 27&0 1.80 500.4 Concrete, Int Insul, Exterior 4.1 869.0 3.31 2872.0
Exterior 2063.0 2.00 4126.0 Frame, Wood, Exterior 11.0 1194.0 2.00 2388.0
Frame, Wood, Adjacent 11.0 278.0 1.80 500.4
Base Total: 2341.0 4626.4 As -Built Total: 2341.0 5760.4
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 Wood 18.0 5.90 106.2
Base Total: 38.0 174.0 As -Built Total: 38.0 208.2
CEILING TYPES Area X BWPM Points Type R-Value Area X WPM X WCM = Points
Under Attic 1663.0 0.64 1064.3 Under Attic 19.0 1663.0 0.87 X 1.00 1446.8
Base Total: 1663.0 1064.3 As -Built Total: 1663.0 1446.8
FLOOR TYPES Area X BWPM Points Type R-Value Area X WPM Points
Slab 167.0(p) 1.9 317.3 Slab -On -Grade Edge Insulation 0.0 167.0(p 2.50 417.5
Raised 378.0 0.20 75.6 Raised Wood, Adjacent 11.0 378.0 1.80 680.4
Base Total: 392.9 As -Built Total: 545.0 1097.9
EnergyGauge® DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCPB v3.30
L _ -
FORM 60OA-2001
WINTER CALCULATIONS
Residential Whole Building Performance Method A - Details
ADDRESS: , , , PERMIT #:
BASE AS -BUILT
INFILTRATION Area X BWPM Points Area X WPM Points
3004.0 -0.28 841.1 3004.0 0.28 841.1
Winter Base Points: 7799.3 Winter As -Built Points: 11175.4
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)
11175.4 0.551 1.068 x 1.160 x 0.87) 0.461 0.950 2923.5
11175.4 0.449 1.068 x 1.160 x 0.87) 0.455 0.950 2346.7
7799.3 0.6274 4893.3 11175.4 1.00 1.083 0.458 0.950 5270.0
EnergyGaugelll DCA Form 60OA-2001 EnergyGauge&FIaRES'2001 FLRCPB v3.30
i
FORM 60OA-2001
WATER HEATING & CODE COMPLIANCE STATUS
Residential Whole Building Performance Method A - Details
I 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 0.92 4 1.00 2452.52 1.00 9810.1
As -Built Total• 9810.1
CODE COMPLIANCE STATUS
BASE AS -BUILT
Cooling + Heating +
Points Points
Hot Water
Points
Total
Points
Cooling
Points
Heating + Hot Water = Total
Points Points Points
24786 4893 10256 39935 1 17753 5270 9810 32833
04zaE sTgr
o
N rlrrr
I'SA `
G i
EnergyGaugelm DCA Form 60OA-2001 EnergyGaugeWlaRES'2001 FLRCPB v3.30
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 .ft. 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 comers; 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 orjoint 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-stoU Houses 606.1.ABC.1.2.5 Air barrier on perimeter of floor cavity between floors.
Additional Infiltration reqts 606.1.ABC.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA,
have combustion air.
RA-99 OTI4FR PRF14(`RIPTIV1= MFACI IRFR Imuc4 hn mni _r nvnnnA-A t— -11 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 as 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
efficient 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.
i
i
i
i EnergyGaugeTm DCA Form 60OA-2001 EnergyGauge@/FlaRES'2001 FLRCPB v3.30
EJERGY PERFORMANCE LEVEL
DISPLAY CARD
ESTIMATED ENERGY PERFORMANCE SCORE* = 86.6
The higher the score, the more efficient the home.
ELECTRIC, , , ,
1. New construction or existing New _
2. Single family or multi -family Single family _
3. Number of units, if multi -family 1
4. Number of Bedrooms 4 _
5. Is this a worst case? Yes _
6. Conditioned floor area (ft2) 3004 ft'
7. Glass area & type Single Pane Double Pane
a. Clear - single pane 276.0 ft2 0.0 ft2
b. Clear - double pane 0.0 ft2 0.0 ft2 _
c. Tint/other SHGC - single pane 0.0 ft2 0.0 ft2 _
d. Tintlother SHGC - double pane
8. Floor types
a. Slab -On -Grade Edge Insulation R=0.0, 167.0(p) ft _
b. Raised Wood, Adjacent R=11.0, 378.0ft2
c. N/A
9. Wall types
a. Concrete, Int Insul, Exterior R=4.1, 869.0 ft2 _
b. Frame, Wood, Exterior R=11.0, 1194.0 ft' _
c. Frame, Wood, Adjacent R=11.0, 278.0 ft2 _
d. N/A
e. N/A
10. Ceiling types
a. Under Attic R=19.0, 1663.0 ft2 _
b. N/A
c. N/A
11. Ducts
a. Sup: Unc. Ret: Con. AH(Sealed):Interior Sup. R=6.0, 150.0 ft _
b. Sup: Unc. Ret: Con. AH(Sealed):hnerior Sup. R=6.0, 140.0 ft
12. Cooling systems
a. Central Unit
b. Central Unit
c. N/A
13. Heating systems
a. Electric Heat Pump
b. Electric Heat Pump
c. N/A
14. Hot water systems
a. Electric Resistance
b. N/A
c. Conservation credits
HR-Heat recovery, Solar
DHP-Dedicated heat pump)
15. HVAC credits
CF-Ceiling fan, CV -Cross ventilation,
HF-Whole house fan,
PT -Programmable Thermostat,
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 compliapt featurpse
Builder Signature: Date:
Address of New Home: City/FL Zip:
Cap: 34.0 kBtu/hr _
SEER:12.00 _
Cap: 28.8 kBtu/hr _
SEER: 12.00
Cap: 35.4 kBtu/hr _
HSPF:7.40 _
Cap: 28.8 kBtu/hr _
HSPF: 7.50
Cap: 50.0 gallons _
EF: 0.92
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 EPA/DOE EnergyStar " designation),
your home may qualify for energy efficiency mortgage (EEM) 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 AffaiAWWUA1(&-eMVersion: FLRCPB v3.30)
PT,
L_ - - __....__
Master Fite #7
Central Florida B.O.A.F
Exterior Window and Door
Master Filing Checklist
I. Sufficiency Review
Manufacturer Name: Norandex/Reynolds Distribution
Model Number(s): 1 "x4" and 1 "x3" Aluminum Mullions
Contact Name & Number: Christopher M Fuertsch — (407) 667-9390
Please ensure the following are contained in your submittal:
X Two (2) signed and sealed engineered installation details. I
One (1) signed and sealed test report.
One (1) signed and sealed engineered calculations for alternate fastening
method, if applicable.
If. Governmental Product Approval:
Agency Initials/Date kqenc Initials/Date
Brevard, County of Melbourne, City of
Cape Canaveral Mt. Dora, City of
Cocoa Beach, City of Orange, County of ACP 3/15/02
Eustis, City of Port Orange, City of
Indialaniic, City of Rockledge, City of
Indian .Harbour, City of Satellite Beach,, City of
Lake, County of SN 3/26/02 Seminole, County of
Lake Mary, City of RJ 4/05/02 Tavares, City of
Leesburg,. City of SS 3/26/02 Titusville, City of
Maitland, City of West Melbourne, City of
Malabar, City of Winter Park, City of LP 3/26/02
Melbourne Beach, City of
Scan Date 4-4-02
a
Created on 02/04/02
Page 1 of 2
WORANDEX
PAGE 29
d d 4 d q d
4 .4 cA a '
d
CAULK TOPOFMULL -
10 X 3/4"
TER SCREW
1
1 WINDOW i
JAM.
5/8"
lx3 MULLION (XFLA-26-1)
1x4 MULLION (XFLA-39)
9 WINDOW
5/8"
JAMB
9
c #10 x 3/4"
TEX^ SCREW —
CAULK BOTTOM
OF MULL
PRECASTED
SILL
D
7/8'
SEE CHART FOR
FASTENERS
I I1-1/8"
L3/8"MIN.
WINDOW
HEAD
FLA-45
MULLION ANCHOR CLIP
16 GA. GALV.
SHEET METAL
800 LB. MAX CAPACITY
1x3 MULLION RFLA-39)
FLA-26-1)
ix4 MULLION
WINDOW
SILL
3/8-MIN.
3/4" MAX
SEE CHART FOR
FASTENERS
VERTICAL MULLION SCHEDULE
UNIT TYPE OF MULLION TYPE OF CLIPWINDOWDESIGNPRESSURE NUMBERUMBER AND
INCHy INCH 35 PSF FLA-45 TYPE OF FASTENERS
26" 1.0 _x 3:0__-
x 3.0.-
pg__ 4 3 160 x 1-1 2 TAPCONS
50-5T8''. 7_ 1_Q
1.0_
pg--- 4 _V, 60-x TAPCONSx3.6 OK_
1—J2"
4 _ J 60 .g 111 TAPCONS76637
1- x 3._0---
1.0
pTC___- 4-3J6_x_1-J2'_T_A_PCON_S
28"
x 3.0
1_0 x 3.0
OR 4 3 16`' x 1-1 2'fiAPCONS
38_ 1%e 1.0 3.0
0_K_- _ 4 3 160 x _1- f2 TAPCONS
26-1/2'. 50-5_8".
x OK 4 3 T16` x ,.
63" 1-0 x_3.0_-_ x_1-J2" T_A_PCO'NS
76-3 4 1.0 x 3.0
OR--_ 4 _3 16ai x _1-_ J2' TAPCONS
26" x 3.0-_
OR 4 3 16§
i`_
x 1-1 2' TAPCONS
38-1T4
I_0
1' O x 3.0 _
OK__ - 4 3 160 x 1-1 2 TAPCONS
37" 5_-6%8 1:0__x 3_----
OK---- n------ 4 x 1-J2 TAPCONS
63„ x 3.0
p_K n------ 4 3 16_0 x__1-_Dr TAPC_ON_S
76-3 4-" 1,0 x 4,0--- Ed
OK__-__ 4 _336_`. x _1-_1 2`r_T'APC_--- ONS
26" 1_0 x-3.0
OK 4 1 4i' x 1-1 2' TAPCOi3S -'
3 160 x 1—i 2 TAPCONS3.0
4
x 3:0 _
OR 4 3 164" x 1-1 2" TAPCO_NS
4
63'
1_0
x_3.b.
p _ _ _ 2J=1 x_i_ 1_T_APC_ONS_
76=3 4"
1``0
1.0---
OK
pg----
2 _114" _x_i_=1/2" TAPCONS
2 1 40'` X 1-172'' TAPCONS
CHARLES A.. ' Pk N, F.1
FL. REG. ENG.. # 49121
DATE: 3/21/02
ACTUREP, NAM'
At
xASTm i-mE # "
NOTES.
1) ALL ALUMIN&M EXTRUSIONS'' AROR8063T5. E ALLOY 8063 T6,
2) WHEN THERE IS ONE TAPCON (1/40" X 1-1/2")
ON EACH ANGLE LEG, THE TAPCON SHALL BE
PLACED ON MULLION CLIP CENTERLINE.
3) CONCRETE COMPRESSIVE STRENGTH = 3,000 PSIAT28DAYS.
a
0
k
t
V
N
NORANDEX
PAGE 30
NOTES:
1) ALL Al
OR 6W
2) WHEN
ON EAi
PLACEI
3). CONCRI
AT 28
I
CRAMM
FL REG
BATE
CENTRA.'
MANUFA
MASTED1
I I DW SILL
SH HEAD
DW SILL
3H HEAD
NORANDEX
i
n-•®+- C'I'Ii4 ER1, PAGE24 / FL(
2)
10 x 1-3/4" PH-SMS INTO 2 x B C OR 3/16"taxTAPCON THRU 1 BY BUCK (SHOWN) WITHA1-1/4" MIN. EMBEDMENT INTO MASONRY. SEEELEVATIONFORANCHORSPACING. e (
2) #
10 x 1-3/4" FH-SMS INTO 2 x $UC1{ SEE
ELEVATION FOR ANCHOR SPACING. Rp
IS
h
2) #
10 x 1 3/4' PH-SMS DM 2 By RUCKW[TH 1-1/2" MIN. EMBEDMENT. SEE
ELEVATION FOR ANCHOR SPACING. WOOD
BUCK i - r _ OPTIONAL2
WOOD
BUCK CLASS
DOOR IALYSIS
CHART Na OF Na OF 147.
375' 80, 8
u
3D 8 24
10
8 Ig 8 152.
760' 57.5 67.5 24 8 LLL976'
eon fi7.6 57. 5 18 8 67.
6 67.5 IB 8 128'
80' 58.7 be.7 20 6 51825
2.5) 66.8 68.8 30. 6 201
9B"
45
Ifi 30 . 0 ' R-
7.875' 4)
45 24 18
10
10
BB.
S' 152.
756' 48.8 t8.9 24 10 119r6•
06' 3)
bS5
53.6 1B 19 7b.5 53.4 66.4 18 10 328'
98• 114.5 54.6 20 10 13.
B26 2.6) 54.6 61.5 10 0 M
J IN PAREHTHP.StB INDICATES PANEL SIZE
WIDTH E IN FEET. STEEL
REMp. lk'
60.0 L
10' PANELS MP_
sxoWAS
gHOWOSHIMN) TYP. JAMB. SECTION ot
MUDD TRACK A5 REQUIRED 1 BY 2 BY BUCK 2) 3/16'0 x 2-1/4' TAPCON OR MIAMI
DADE APPROVED CONC. FASTENER STEEL
REM. ALL
10' PANELS 60.
0 D.P.: 1/
4" SHIM j MAX
1
4' 7E5ERED CLASS SLIDING
CLASS DOOR RATlg
ANALYSIS CHART No. OF 09
No:
OE O
W • O
tJ N DESIGN
LOAD ANCHORS SION3
CAPACITY_PSF ANCHORS
HElGFrr
D1CRF5
POSITIVE NEGATIVE Sul - 86.
7 TJOB
88.
4 30 6 Ia ;Ty 88.
7 09.4 24 4) !) 68.
7 a" O
88.7 77.4 24 BD'
g
88.
7 83.8 iB 3)
6B.
7 83g 18 g
B
E,
LQ' Q44BO'
B0_7. 76.3 20 2.
5) 6
1.a B
B6.7 76.3 10 80
60 60 so
60 Io
i0
E1
1•
Rt 80
gp Ig J
to'
65.
3 86.9 24 a) (-
80.
7 71.3 1B 3)
t0 a
M77&8 le to BB'
B5.8 6GB 20 g8.
7 86.2 10 to
10
O
2)
3/16"0 x 2-3/4" Lyn k o u TAPCON
OR MIAMI go
DADEAPPROVEDCONC. FASTENERS.
o Q
e SEE
ELEVATION FOR p v t r AeANCHORSPACING. LO 1 0 z
o C Glicli
EO
04
SEE
ELEVATION FOR ANCHOR SPACING. ry m /u•
1
SHIM AS REQUIRED,. MAX SHIM STACK 1/4-. 2jALLALUMINUMEXTRUSIONSAREALLOY6063-T6• AORE T6WITHTYPICALWALLTHICKNESSOF - 0.62' USEHIGHQUALITYCAULKBEHINDa
WINDOW FLANGE 4; GLASS THICKNESS BASED'ON TABLE FA300 to
1h
X X a
GLASSCHARTS, AND MAY VARY DEPENDING ON SIZE.. r5)
THE RESpON$18II1Cy.FOR SELECTION OF p
2.
PANS
NORANDEX
PRODUCTSTOMEETANYAPPLICABLEM'EbCAL.LAWS, DEADER
AND SILL SECTION BUILDING CODES, ORDINANCES OR OTHER SAFETY REQUIREMENTS
REST SOLELY WITH THE ARCHITECT, I,
yp 1 BY BUC BUILDING OWNER OR CONTRACTOR 7)
CONCRETE x
PANEL
e .
i
X
PANEL
X
PANEL
X
PANEL
u.../%//
IN.
COMPRESSIVE STRENGTH - 3.000 PSI .b-I t- -I I-r vr+q-{ AT26DAYS. (2BY2)
TVICAL nxyAT10N (4BY2) Trn1m n"ATmm
NQRANDEX
PAGE 23
I
I
e
a °
s
Q
6
2). IO x 1-3/4" PH-SMS INTO 2 BY DUCK OR3/16"0 x 2-3/4' TAPCON THRU 1 BY BUCK, (SHOWN) WITH A 171/4" MIN. EMBEDMENT INTO MASONRYSEEELEVATIONFORANCHORSPACING.
2) #10 x 1-3/4' FH-SMS INTO 2 x BUCKSEEELEVATIONFORANCHORSPArnir.
2 BY WOOD BUCK
2) #10 x 1 3/4' PH-SMS INTO 2 BY
BUCK WITH 1-1/2' MIN.. EMBEDMENT
SEE ELEVATION FOR ANCHOR SPACING.
2 x WOOD BUCK
3/16" TEMPERED GLASS
PANEL .SIZE
INCHES
DESIGN LOAD
CAPACITY—PSF NO. OF ANCHOR SCREWS IN FRAME
HEAD AND SILL JAMB
WIDTH/HEIGHT.. ERNAL INTERNALXX XXX XXXXE ALL
30i6 x 591/2 „53.3 55.8 10 16 18 6
361/18 x 591/2" 49.8 49.8 12 18 22 6
301/i6° x 791/z " 49.7 48.7 10 16 20
361%6" x' 791/2 " 45 45 12: 18 22
8
8
SERIES 500 ALUMINUM SLIDING GLASS DOOR. ALL OPERABLE PANELSFASTENERCHART
C_
A Ii,o,A.F.
2) 3/16"0 x 2-3/4"
TAPCON OR MIAMI r
hTR MAMMAi NA-.=
x WOOD BUCK DAD APPROVED CONC. EWIDTR., ELEVA
SEETION FOR itANCHORSPACING. SHiM .
AS RE UIRED TYP. HORIZONTAL SECTION z WOOD
SHIM ?SHOWN 1/4 SHIM I` d^ ORMUDDTRACKAs? REQuD2ED 1 BY 2 BY BUCK a (
2) 3/16"0 x 2-1/4" TAPCON OR uMIAMIDADEAPPROVEDCONC. FASTENER SEE
ELEVATION FOR ANCHOR SPACING. NOTES;
12)
SHIM AS REQUIRED, MAX SHIM STACK 1/4'. ALLALUMINUMEXTRUSIONSAREALLOY6063-T5 GORT6WITHTYPICALWALLTHICKNESSOF.0:62" eA
31 USE HIGH QUALITY CAULK BEHIND WINDOW `FLANGE.. e4GLASSTHICKNESSBASEDON -TABLE E1300 GLASS CHARTS:
AND MAY VARY DEPENDING ON.SIZK... 6)
THE RESPONSIBILITY FOR SELECTION OF NQHANDEX PRODUCTSTOMEETANYAPPLICABLELOCALLAWS, HEADER
AND SILL SECTION BUILDING CODES- ORDINANCES OR OTHER SAFETTY- REQUIREMENTSRESTSOLELYWITHTHE.ARCHITECT, BUILDING
OWNER OR CONTRACTOR: TYI• 1 BY BUCK 6) CONCRETE COMPRESSIVE STRENGTH a 3:000 PSI r_ AT26DAYS. ru z+
I w eao
ems acn timre [[ii C5 A x
a§ of
x
PA_
N4 PANEL Z.
U
2HY2).
Tymu Mavxnox (4BY2) Hatch, gpiLnoN x
PANEL
00v
U;iX
PANEL
mmu
X
I
PANEL
x
PANEL
2
001
NORANDEX ...
PAGE 22
110 X 1-3/4" P.H. S.M-S1-1/2" MITI. EMBEDMENT IO X 1-3/4` P.H.'S:M:S:
W./1-1/2' MIN. EMBEDMENTSEEELEVATIONFORSEEELEVATIONFOR SHIM AS RE
ANCHOR SPACING. ANCHOR SPACING. 2) ALL ALUMIN
OR: ,T6. 'Map
3 USE :HIGH.:.(
4; GLASS. THIC.'
CHARTS; AN
nouele 5) THE 1 WO} oopsLe PRODUCTS:?
BVII DING.10
p q
REQUIR8MEA
BUII;DING O'
ca 6) NOTE 41 `INA;
5 HEAD AND ::
0
MAY. SHIM STACK 1/4'.
USIONS ARE ALLOY 6063—T5
A THICKNESS OF 0.62' .
liULit jBEHIND WINDOW FLANGE. 8ED ON TABLE E1300 GLASS
ARY DEPENDING ON SPLE.
oR SELECTION OF NORANDEX
ANY APPLICABLE IACAL
NtLAWS, DINAES-
OR OTHER SAFETY SOLEty.
WITH THE ARCHITECT, CONTRACTOR.
HAT
E UAL,FASTENERS. AT nF
0
P G]
ALT.
FIN ATTACHMENT I E.,
UNDERSHEATHING - 10 .
X 1-3/4" P.I-L S.M.S. CENTRAL
FLORMA B.O. i -F. W/1-1/2" MIN. EMBEDMENT SEE'.
ELEVATION. tOR A
NA -: ANCHOR SPACING. TUREIIoR4,
v,>&r - MASTER #
3 w
U
v
s
MA>t TOP
AND BOTTOM) HEADER
AND SILL SECTION /1o1/21 MIN. EMBEDMENT CHARLES. E A, SEE -
ELEVATION FOR FL REG . ENG:. 'i? 49121 WOODFRAMEANCHORSPACING. DATE:., 3/?_7/02* WINDOW
DIMENSIONS
WINDOW FASTENER. SCHEDULE WIDTH
HEIGHT N0.
ANCHORS HEAD/
SILL NO.
ANCHORS JAMB
INCHES),'
INCHES) E d5 TE66 35
PSF
PSF PSF 35
45 60 PSF
PSF PSF 18-
1L8" 2 2 2* 2 2 2 2
2- 3
3• Z- 2 2 ' 2
2* 2 3 3 5-
12 37-1/4"_ 2 2
2
2• 2 3 3
3• 3
3
3 3
4• 3 3 5_
2u 49-5/8' 2 2 2• 3 3 3 38" _
2 3 3• 3 3 3 52-
1 8" 3 3 4* 3 3 3 8=
6" 2 2• 3 4 4 5--
1Z2" 62" 2
2
2a 4 4 36" _
3 3• 4 4' 52-
8" 3 3 4• 4 4 2
2a 3 4 5 6-
3/4" 2
2
2 24 3 5 436".
3 3 3• 3 4 5 52-
1 8" 3 3 4• d 5 i
e.
ETAX-
A e
IDETAn—'
C ao
nETAIrIs r v.
x
NORANDEX
PAGE 10
10 X 1-3/4" P.H. S-M.S.
W/1-1/2" MIN- EMBEDMENT
SEE ELEVATION FOR ANCHOR SPACING.
TYP.
T
10 X 1-3/4" P-H_ S.M.S.
i4/1-1/2" 111N. EMBEDMENT SEE
ELEVATION FOR ANCHOR SPACING
P:BFACTiR:
ALT. FIN ATTACHMENT
UNDER SHEATHING
1/4" MAX
SHIM (BOTH
10 X 1-3/4" P.H. S.M:S.
W/1-1/2" MIN. EMBEDMENT
SEE ELEVATION FOR
FOR ANCHOR SPACING.--
WIDTH
TYP. JAMB SECTION
Do, WO 0 D FRAME
WINDOW
DIMENSIONS FASTENER SCHEDULE
WIDTH HEIGHT NO.
AN HORS HEAD%
SILL NO.
ANCHORS JAMB
INCHES)
INCHES) SEE NOTE 6 35
45 fiD PSF
PSF PSF 35
45 60 PSF
PSF PSF 18-
1/B" 2 2 2• 2 2 2 5-
1 2" 36
25" 2
3
2
2* 2 2 3
8+ 2 2 52-
1 18_
118` 2 2 3 3 25-
t2" 37_1/4 2
2
2
2
2• 3 3 3
3 2 3 3 52-
8' 3 3 3 3 3 49-
5/8 2 2 2 •_ 3 3 9_ 36" _
2 3 3+ 3 3 3 52-
1 8" 3 3 3* 3 3 3 2
2 2• 3 3 4 82"
3 2 p+ 3 3 4 36" _
3 3 3+ 3- 3 4 52-
1 8" 3 3 3+ 3 4 18_
Az8" 2 2 2• 4 4 5 5-
2" 76-3/4" 3 2* 4 5 25
52-
1 8" 3 3 3 4 5 PW37
NOTES: 1
SHIM AS REQUIRED, MAX SHIM STACK 1/4", 750
Typ 23 ALL ALUMINUM' EXTRUSIONS ARE ALLOY 6063—T5 OR
T6. WITH TYPICAL WALL, THICKNESS OF 0.62 E X1-3/4" P:IL S.M.S. 3) USE HIGH QUALITY -CAULK,BEHIND WINDOW FLANGE. 1/
2" MIN. EMBEDMENT 4) GLASS TBICKNESS`BASED ON TABLE E1300 GLASS ELEVATION
FOR CHARTS, AND MAY VARY DEPENDING ONSIZE. OR
SPACING. 5} THE RESPONSIEI ITY :FOR'. SELECTION OF NORANDEX ' PRODUCTS 'TO MEET ANY APPLICABLE LOCAL LAWS, BUIMING .
CODE8 ZORDINANCES OR OTHER SAFETY REQUIREMENTS
REST SOLELY WITH THE ARCHITECT. HEADERANDSILLSECTIONBUILDING 'OWNER OR CONTRACTOR. CHARLESLP2PF6) NOTE * INDICATES -`:THAT EQUAL FASTENERS AT WOOD .FRAME FL REG. ENG. #. ,4912L HEAD AND SILL ARE REQUIRED. DATE:
3/27/n2 MAZ
umm 17DT8 TYP.
T tIEID
is
e-
wuAIL -
A 01
DETAIL-
C I/ .
SASH
ZTAIL=
B
IJORANDEX .
PAGE 21
3/16" TAPCON WITH A.
N_ 1-1/4" MIN. EMBEDMENT # 10 F.H.
SEE ELEVATION FOR W/1-1/2" MIN. EMBEDMENT NOTES:
ANCHOR SPACING. -- SEE ELEVATION FOR 1) SHIM AS REQUIRED, MAX SHIM STACK 1/4". ANCHOR SPACING. 2) ALL ALUMINUM EX'I•RU510N S ARE ALLOY 6063-T5
OR T6 WITH CAULKWALL OF OFLANGEe31USEHIGHQUALITTYPICALBEHINDWINDOWTHICKNESSc • .
d•
a
4
4 GLASS THICKNESS BASED ON TABLE FA300 GLASS CHARTS; AND MAY VARY DEPENDING SIZE. ON5)
THE"RESPONSIBIIATY FOR. SELECTION, OF .NORANDEX PRODUCTSTOMEETANYAPPLICABLELOCALLAWS, BUILDINGCODES; :.011DINA110ES OR' OTHER SAFETY REQUIREMENTS"
REST SOLELY WITH THE ARCHITECT; BUILDING
OWNER OR CONTRACTOR, 6)
A PRESSURE TREATED'. WOODEN- '_BUCK'OR MARBLE SILLSHALLBE .ADDED UNDER THE PRODUCT TO FULLY
SUPPORT UNIT THIS ;SUPPORT SHALL HE FIRMLYATTACHEDINTOMASONARY' AND SUPPORT THE
PRODUCT OVER ITS FULL LENGTH (SUPPLIED BYOTHERS). 7)
CONCRETE COMPRESSIVE STRENGTH, 3,000 PSI AT28DAYS. ALT.
HEADER SECTION 6) NOTE • INDICATES THAT' EQUAL FASTENERS AT HA-
L TYR2BYBUCKl3.0.A.]F.- VIES"
TAPCON MA UiAC`j'URg'iR NAM: W/
1-1/4" MIN. EMBEDMENT SEE
ELEVATION FOR ANCHOR SPACING) MASTER FIVE # a .
4CALL SIZE WIDTH TlBYBUCK
O 2 BY BUCK j ITH
JAMBS) - I BY r 2 BY BUCK SEE
NOTE 6 HEADER
AND SILL SECTION TYP.
I BY BUCK 1
10 F.H. S. M_S. Q .
W/1-1/2" MIN. EMBEDMENT SEE
ELEVATION FOR ANCHOR
SPACING. CHARLES
FL
REG. ENG. # ,49123 DATE
12/1T/01 WINDOW
DIMENSIONS
FASTENER SCHEDULE NO.
ANCHORS NO. ANCHORS HEAD
SILL JAMB WIDTH
HEIGHT INCHES) (
INCHES) SEE
NOTE 8 35
45-60 35 45-60 PSF
PSF) PSF) (PSF 2
2t 2 2 zs-
12` 26" 2 2•— 2 3 37"
2 53-
1 8" 3 3' 2 2 2'_
2 3 r_ 3B-1/4". 2 2• 2 3 2
3-- 2 3 53-
1-8" 3 4• 2 3 19-
1 8" 2 2"_ 26-
1/2` 50-5/8" 2 2' 3 3 3
2
2• 3 4 26-
1/2 63" 2 2*3 4 3
3 4 53-
1 8" 3 4` 3 4 19-
1/8" 2 2•' 4 28-
1 2" 76-3/4` 2 2• 3 4. 3'
4 53-
1 8" 3 4" 3 4 cuuc
UNrt Wfum i
sibsnL a. 24'
O-c u U A
DETAD-
B
F NORANDEX _
I PAGE 9
iu rjt Zi.M-S. WITH A NOTES: - --
3/16" TAPCON WITH A S E ELEVATION FORMBEDMENT 2) ALL ALUMAS
INUMSHIM
S
ONSHIM
STACK 164'. OMIN• 1-1/4` MIN. EMBEDMENT ANCHOR SPACING. A SEE
ELEVATION FOR OR T6 WITH TYPICAL Why THICKNESS OF 0.62` ANCHOR SPACING.- ° 3) USE HIGH QUALITY CAULK BE 1 750
TYP
a nilli
4
GLASSTHICKNESSBASEDON. TABLE E1300 SH CHARTS, AND
MAY VARY DEPENDING ON SIZE 5) THERESPONSIBILITYFORSELECTIONOFNORANDEXPRODUCTSTOMEETANYAPPLICABLELOCAL, LAWS BUILDING CODES, ORDINANCES OR OTHER SAFETY REQUIREMENTS RESTSOLELYWITHTHEARCHITECT, BUILDING OWNERORCONTRACTOR6) A
PRESSURE TREATED WOODEN BUCK OR MARBLE SILL SHALLBEADDEDUNDERTHEPRODUCTeTO
FULLY
SUPPORTUNIT. THIS SUPPORT SHALL BE FIRMLY ATTACHEDINTOMASONARYWm
AND SUPPORT THE PRODUCTOVERITSFULLLENGTH (SUPPLIED BY OTHERS), 7) CONCRETE
COMPRESSIVE STRENGTH 3,000 PSI AT zeDAYS. ALT. HEADER
SECTION TYP. 2
BY BUCK CENTRAL FLORIDA B.O.A.F. MANUFACTYTD-r, 1. 500 _ -.
B Nam' 3/16`
TAPCON SEE ELEVATION
EMBEDMENT "TER
FUX # OR FORANCHOR.
SPACING. 1/4"
SHIM — MAX (BOTH
3J D
D () SEE NOTE 6 HEADER AND
SILL SECTION TYP. 1
BY BUCK I- ("!- j
CHARLES
A.
PAG P.E. FI. REG..
ENG: 9' 49121 DATE: 3/
21/02 N CK
10
F.
H. $. M S. W/1-
1/2" MIN. EMBEDMENT SEE ELEVATION
FOR ANCHOR SPACING.
11AY UMT
9IDTF[ TYP. AT
mAo snLe_.1 _ I DETAIL -:-
A DETAIL-C!
SASS7 a
fill
o
I -
DETAIL -B I
M I A M I-DADEno
PRODUCT CONTROL NOTICE OF ACCEPTANCE
Prenldor Entry Systellls
911 E. Jefel'sou, P.O. Box 76
Pittsburgh ,KS 66762
NIIAN'II-DADE COUNTY. FLORIDA
METRO-DADE FLAGLER BUILDING
BUILDING CODE COMPLIANCE OFFICE
W-IRO-DADE F1'-AGI.lilt 13UfI.1)IN(;
140 W1:ST PI.AG1XR S'CRfai 1', St)fl'1: 160.1
MIAMI, 1 LOIZIDA 3313O-156 3
305).175-2901 FAX (30.5) 375-2903
C: U Y'rILI C:"I'C) I2 1.1 I
PU3) 375.2527 f :l\ (3U5) 375-?S55 I
c:o rtz<c-rc)E2 1:1()!tc :- r 1>1Vislos
3Us) 375.296c,, E aX (305) 375•2ox 1!
liOi)CCI' C:f)` I'I2Ut.13It-Isms Your
application for Notice of Acceptance (NOA) of: (305)375.2902 FAX* (3U5)372-G339 Entergy
6-8 S-W/E Inswing 01),Iglre Double w/sidclites Residential Insuinted Steel Door under
Chapter S of the Code of Miami -Dade County governing the use of :Alternate Mliterials and Types of Construction,
and completely described herein, has been recommended for acceptance by the Ivliami-Dade: County
Building Code Compliance Office (13CCO) under the conditions specified herein. This
NOA shall not be valid after the expiration date stated below. BCCO reserves the right to secure this product
or material at any time from a jobsite or manufacturer's plant for quality control testing. If this product
or material fails to perform in the approved manner, BCCO may revoke, modify, or suspend the use
of suchproduct or material immediately. BCCO reserves the right to revoke this approval; if it is determined
by BCCO that this product or material fails to meet the requirements of the South Florida Building
Code. The
expense of such. testing will be incurred by the manufacturer. ACCEPTANCE
NO.: 0.1-031.1.24 .r EXPIRES:
04/02/2006 Raul xocinguca Chief
Product Control Division THIS
IS THE COVERSHEET. SEE ADDITIONAL PACES FOR SPECIFIC AND GENERAL CONDITIONS
BUILDING
CODE,-C-PROD UCT REVIEW CO;MiNlITTEE This
application for Product Approval has been reviewed by the BCCO and approved by the Building - Code
and Product Review Committee to be used in kliami-Dade County, Florida under the conditions set forth
above. API'
ROVED: 06/05/2001 Francisco
J. Quintana. R.A. Director
Miami -
Dads: County Building
Code Cott3pliancc Officc 1sO4S00011pc200011templates\
notice acceptance cover pago.dot Internet
mail add ress:'postnulster~a buildin"CotlCot line.co!u lionrcpage: httl):/hN-N-iN'.buildinhcodeonline cote
Premdor Ehtry Systems ACCEPTANCE No.: 01-0314.24
APPROVED JUN 0.5 2001
EXPIRES _ =-t ril 02.2006
NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS
I. SCOPE
1.1 This renews the Notice of Acceptance No. 00-032I.26 which was issued on April 28, 2000. it
approves a residential insulated door, as described in Section 2 of this Notice oi'Acceptancc,
designed to comply with the South. Florida Building Code (SFBC), 1994 Edition for Miami -Dade
County, for the. locations where the pressure requirements, as determined by SFBC Cbaptcr 23, dD
not exceed the Design Pressure Rating values indicated in the approved drawings.
2. PRODUCT, DESCRIPTION
2.1 The Series Ent crbN 6-8 S-W/E Inswing Opaque Double Residential Insulated Steel Doors with
Sidelites-Impact Resistant Door Slab Only and its components, shall be constructed in strict
compliance with the following documents: Drawing No 31-1029-EW-1, Sheets I through 6 of b,
titled "Pr•cmdor (Entergy Brand) Double Door with Sidclites in Wood Frames with Bumper
Threshold (Inswing)," prepared by manufacturer,, dated 7/20/97 with revision C dated 01/11 00,
bearing the Miami -Dade County Product Control approval stamp with [lie Notice of Acceptance
num:ber'and-approval date by the Miami -Dade County.lproduct Control Division._ These documents
shall hereinafter be referred to as the approved drawings.
3. LIMITATIONS
3.1 This approval applies to single unit applications of pair of doors and.single door only, as shown in
approved drawings. Single door,units shall in6lu.dc all components described in the: active Icaf of
this approval.
3.2 Unit shall be installed only at locations protected by a canopy or oVcrhang such that the angle
between the edge of canopy or overhang to sill is less than4) degrees. Unless unit is installed in
non-liabitable areas where the unit and the area arc desi,,ncd to accept Nvatcr infiltration.
4. INSTALLATION
4.1 The residential insulated siccl door and its components shall.be installed in strict compliance «ith
the approved drawings.
4.2 Hurricane protection system (shutters):
4.2.1 Door: the installation of this unit Nvill not require a hurricane protection systerii.
4.2.2 Sidelite: the installation of this unit will require a hurricane protection system.
S. LABELING
5.1 Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and
following statement: "Miami -Dade County Product Control Approved".
6. BUILDING PERMIT REQUIREMEN"I'S
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 of the approved drawings, as identified in Section 2 of this Notice of
Acceptance, clearly marked to show the components selected for the proposed installation_.
6.1.3 Any other documents required by the Building 0 icial or. the South Florid wilding Code
SFBC) in order to properly evaluate the installation o ii s, s Ystall.
Manuel ercz, P.E. Product Con raV xamincr
Product ntrol Di.vision
2
0a
Premdor Entry Systems ACCEPTANCE No.:. 01-03I .2
APPROVED JUN D 2001
EXPIRES Anril02 2006
NOTICE OF ACCEPTANCE: STANDARD CONDITIONS
1. Renewal of this Acceptance (approval) shall be considered after a renewal application has been filed
and the original submitted documentation, including test supporting data, engineering documents,
arc no oldcr than eight (8) years.
2. Any and all approved products shall be pcmianently labeled with the manufacturer's nam.c, 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 bd considered if:
a. There has been a change in the South Florida Building Code affecting the evaluation of this
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 appnoved.
c. If the Acceptance holder has not complied with all.the requirements of this acceptance,
including the'cor ect installation of the product.
d. The engineer who originally prepared, signed and scaled the required documentation initially
submitted, is no longer practicing the engineering profession.
4, Any revision or change in tlic materials, use, an d/or manufacture of the product or process shall
automatically be cause for termination of this Acceptance, unless prior written approval has been
requested (through the Fling of a revision application with appropriate fee) and `ranted by this
office.
5. Any of the following shall also be grounds for rcmoval 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 any
other purposes.
G. The Notice of Acceptance number preceded by the words Miami -Dade Co.unty,, Florida, and
followed by the expiration date may be displayed in advertising literature. Ifany portion of the
Notice of Acceptance is displayed, then it shall be done in its entirety.
7. A copy of this Acceptance as well as approved drawings and other_ documents, whcrc it applies,
shall be provided to the user by the manufacturer or its distributors and shall bc'availablc for
inspection at* the job site at all time. The engineer needs not-rescal the copies.
S.• Failure to comply with any section of this Acceptance shall be cause for tcrminatiort and rcmoval of
Acccptancc.
9. This Notice of Acccptancc consists of pages 1, 2 and this last page 3.
END OF THIS :'ACCEPT NC'
ti
Manuel crez, P.E., Product Cont.ro - . araincr
3
Produc Control Division
we- x e• LONG arAnes ,.
Me -Ore a
NAX
Q.G SPACING
PREMDOR (ENTERGY BRAND) DOUBLE
DOOR WITH SIDELITES IN WOOD -FRAMES WITH A
BUMPER THRESHOLD (INSWING)
klPtk r1/i'ii``rL`" [yyxtto.txr4liA1MIY16' P(M I Nil , 1 1/Y nWWw cal Nil
140 1/2,
37 1/4'
MAX
MAX 74' J7 VA'
MAX
MAX
AAA '' 3' MAX
4' MAX 5' MAX ' MAX IIAI
CLC. 15. 0.G 15'•D.G IS• O.C. 15• D.G-- 15' DC. 15- D.C. 15. O.C.
MAX MAX MAX MAX MAX MAX MAX [[ MAX
IIII VNIIAN.IM r 1 . It,•,INi( 1
j
18. IaG
a •X'
rr na
t u¢r
TDP OF ODOR ry ,x tA[x Willie„rto, G.C. TD F LDCK
Willie
MAX. IN
dr.
6' X
MAX HAX '• DC-4-19• DMAXMAX
5' DC-1
MAX MAX
O G+IS'
MAX
so 11/16,
M• MAX--{ 4' MAX--!i"j'
II
MAX .
in' . V LWc XTAPLCS
scc arc a
ATTACH ASTRAGAL THROW BOLT 18 x P LONG
STRIKE PLATE TO THE HEADER IN ALL REMAINING
AND THRESHOLD WITH OID x 1 3/4' HOLES
FLATHEAD SCREWS
NOTES,
b WOOD BUCKS BY OTHERS. MUST BE ANCHORED 18 x 1 3/4" LONG
FLATHEADPROPERLY,1131TRANSFER '.LOADS TO THE STRUCTURE. SCREWS 2.)
THE PRECEDING DRAWINGS ARE INTENDED TO QUALIFY
THE FOLLOWING INSTALLATIONS. Lx INSWING R K INSWING A.
WOOD FRAME CONSTRUCTION WHERE DOOR SYSTEM
IS ANCHORED TO A MINIMUM TWO BY WOOD' OPENING.
ASTRAGAL B.
MASONRY OR CONCRETE CONSTRUCTION WHERE DOOR
SYSTEM IS ANCHORED TO A MINIMUM TWO BY APPR MEOASCCv nu.ah,;_ STRUCTURAL'
WOOD BUCK 6 uTi+P1 r C.
MASONRY OR CONCRETE CONSTRUCTION WHERE DOOR
SYSTEM IS ANCHORED DIRECTLY TO CONCRETE OR
MASONRY WITH OR WITHOUT A NON-STRUCTURAL ONE
BY WOOD BUCK. 3.
ALL ANCHORING SCREWS TO BE DID WITH F
Tt, U A N ' VHLTC
VAfER WILTRATION EDUIREMENI
is NEEDED I VNERE
VATER INFILTRATION RNMIREMENr
IS NOT NEEDED itiv
x Q INOT
x 0-
5-0 CODE PROOL
C0.NTROL6MSION euuoe, .
cocE CC!1PuA:10E OF,, MINIMUM
1 1/2 EMBEDMENT INTO WOOD SUBSTRATE ACCEPTANCE NO.'J 1 •y 31 `t. it. 4 OR
3/16' PFH TAPCONS WITH 1 1/2' MINIMUM EMBEDMENT X UNITS. SHALL BE INSTALLED ONLY AT LOCAr10hIS PROfECfEO BY A CANOPY OR INTOMASONRY, OVERHANG SUCH THAT THE MGLE BEfVEEN THE EDGE OF CANOPY OR OVERHANG 4. UNIT MUST BE INSTALLED WITH 'MIAMI-DADE COUNTY TO SILL 1S LESS THAN 45 DEGREES UNLESS UNIT IS INSTALLED IN APPROVED' SHUTTERS NON -HABITABLE AREAS WHERE THE UNIT AND INE AREA ARE DESIGNED TO 5. THREE STAPLES PER SIDE JAMB INTO HEADER ON SIDELITES ACCEPT VATER INFILTRATION, AND
DOOR, THREE STAPLES PER JAMB INTO THRESHOLD 'ON SIDELITES
AND DOOR, I t I DAL'E mmir mouricAriu{z D 6.
LATEX SEALANT TO BE APPLIED AT SIDE BY SIDE Ot[SS IDIEL m RC : .: P a r 1 he•ry t1 JAMBS
AND SIDELITES. IH.ESS WIEI, sit M IR'i ADD ciHta Dorn tWTIt BOTTOM.CHANNEL EW-
07 PREMDOR BRAND - 1 11/16- - 20 GA STEEL ID - WOOD LOCK
BLOCK
EV-09 4' X 9 1/2' MTL. TO BE PINE OR EQUIVALENT II STRIKE STILE
EV-
06 15/16' X.1 11/16' MTL. TO BE PINE OR EQUIVALENT 12. HINGE STILE
LOCK
PREP FILLER
PLATE EW-05 15/
16' X 1 11/16' MTL. TO BE PINE DR EQUIVALENT 13 4'x4'
HINGE EV-10 PREMBOR
BRAND - .050- THICK- HTL. TO BE POLYETHYLE 14 WOOD EV-
16 HAGER
BRAND HINGE OR EQUIVALENT - .097 THICK (STET IS HINGE JAMB
x
1 1/
4' X 4 9/16' MTL. TO BE PINE OR EQUIVALENT 16 110 2'
F LW.S.rut BID X
2'
FJiV.S 4) SCREWS PER
HINGE INTO DOOR 1 HNx IB'
Ur- INEREAFTER JAM NTO L I JNI ,MvP rv 10) SCREWS THROUGH
STRIKE JAMB INTO SIBELITE JAN3. 4' DOVR rROH X B' D.C. THEREArTER 61 SERCVS THROUGH
EACH SIDELITE JAHR INTO SIDELITE. 4' om rRoN OP. Na IS, OG mEerAFTER. - 17 Iff 3/
16' PTNIA°[tp$ Va11HIN.RgI BIER) REFER TO ELEVATION VIEW, FOR B Or SCREWS USED AND LIXATIOIS 1- 1110 X3/4''F.H.V.S. 19 IB x
2' FJtV.S. 2) SCREWS PER HINGE INTO JAMB LDcxsET 2) SCREWS
AT EACH STRIKE PLATE I 110 X
1 3/4- FJiW,S, KVIKSET BRAND 200 LOCK OR HARLOC BRAND 100 LOCK WOOD SIDELITE JAHB
2) SCREWS PER
HINGE INTO JAMB 22' X 64''
SINGLE PANEL GLASS EW-19 1/
4' X 4 9/16' MTL TO BE PINE DR EQUIVALENT EW-20 T
H? ZED GLASS N PEILYPROPYLEN FRa - DC-1 43 - (ODL SIDELITE TRIM (WOOD)
A T P
R A EV-21 5r16
x l/2' "H7L. TO BE PINE OR EQUIvaLEN WOOD CASING WOOD1/0• .
V
HTL TO BE PIK OR EDUIvALCN7 - )TENS NOL 0IHGS U EW-22 rOR 'SIDE BY SIBE JAMBS- AS RMLIONS SIDELITE HEAD JAMB
WOOD EW-23
11/
4' X 4 9/16' MTL. TO BE PINE OR EQUIVALENT SIDELITE BASE POLYPROPYLENE
LITE EV-
24 1
1/4' X 4 9/16' HTL- TO BE PINE OR EQUIVALENT FRAME DC-1643.
UDC-2 HP Polypropytene by ODL k6 X 1
1/2' PAN HEAD SCREWS 18 PER FRAME 3' CORNER An-1 SIDELITE STILES EV-
26 To EXCEED 14 ]
HERE art REACH 15/16' X
1 11/16' MTL TO DE PINE OR EQUIVALENT 1 PIN NAIL3r1L@1GNAIL. I 117 reml [ND. NAx B' D.E IKRAF)ER. USER ON RBLLIOS M10 I DOW SILICONE #995
17 APPROVED AS
CO)•
IPLYUIG %MTH THE OAUTH FLp Pl
Aff PRODU ATR BUILDINGCODEC.
OMPLIMCE OFFICE ACCEPTANCE NO. 01-
0 3 I Y• 2y IIHITS 191105$ 010,
CRAG DCC AIXi CTTRUSI®rt IBdESS
faD1ED, Sf0. C[Bt1.10 S B DAOE COUNTY
MODIFICATIONS vtv4t JQ A TIDED PAGE"
5 (DOOR OPTIONS) 10-1-98 1 R LIR RCVISI[D1S
DA1C I BY RZ BY DA
C _ _ PART IAHG PREMD
R ENTRY
SYSTEMS 3I-1O2C9-EW-I PRISBI Bi6 m
66762 A \ SHEET 3 OF 6 RCVIS[DI LETTER
R
I1
4
1/4SHIM MAX 3/
4' I
5— —=— INTERIOR
79 3/16' MAX
80
11/16' 64'
MAX. MAX
DLO i1
3/4' BY
WOOD BUCI< 24
2
BY WOOD BUCK I4
9/16' ISECTION
C-C 1
1/4' 26
23
EXTERIOR PLEASE
SEE "GLAZING DETAIL' DRAWING #
31-1029-EW-I SHEET
2 OF 6 1
1/4' DOW
SI LICONE 4995 APPROVED
AS COI,SPLnNG 4HTH T}iE S-'
Uni FI VQ A, BUILDING C005
aiAlJIJN0 / liSd
1-1029-EW-I SHEET.
4 OF 6 REVISRW
LEITER p I
l:
I
OTHER DOOR CONEIGURATIONS
Le lrt•
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1IN11S I 1fSS NOILD, RLu p[4 Aft
Y1RU5IM. Alss Hi11[B. SIQ MIT. In T
AFr-RU, CD AS COMPLYItIG WTH TtIE ENGWEEIRS
SOLTIH FMIDA BUILDING CODE
0.47E JUIT Q
By PREMBN
reoou r NraoLDr.slm -511 L dff[RMR
BUILDING CODE COMP'LIAICE OFF PII158fAif YS. 66
ZGEMU CE A`0. 01- o 31 U
X
31-1029-EW-I
SHEET 5 OF 6
IRVI11Wf LLIIR
F-1 -I- 1 I r r---,
U I IILK JJUUK PANEL STYLES36"
r-MAX
79 /164 no
DO 0 001 all 0OO as BOB
MAX 0 oa ® BOB
Don D4 BOB 00 no 110 aBLANKTOP6-PANEL 4-PANEL 9-PANEL 10-PAN L l8-PANEL4-PANEL FLUSH 8-PANEL CROSSBUCK 12-PANEL 4-PANEL 5-PANEL 5-PANEL
EYEBROW - W/SCROLL EYEBROW
5-PANEL 5-PANEL
V,SCRpLL GYEBRpWPTHERSIDELITESTYLES
361,
f
MAX
79
SL-10 SL-20 SL-30 SL-60 SL-50 ' SL-50D SL-69A SL-69B SL-69C SL-25 SL-55 SL-30D SL-40s ,
0.9 Qo
P_
0 ®n o0 00 a Oa1PD-2 PD-3 PD-4 Pp-5 PO-6 PD-7 PD-8 PD-9 PD-10 PD-ll PD42
a
PD-I8 - PD-19 PD-2D PD-21 PO-22
00 a OOQ OQ
PD-35 PD-36 PD-37 PD-38 PD-39
PD-23 PD-24 PD-25
Q Ao
PD-40 PD-41 PD-42 I
I
i
SL-90A SL-909 SL-90C SL-300 SL-30C SL-70 SL-80
PD-13 PD-14 PD-15 PD-16 PD-17
Fx pSpW
N
U 04.
zz hs
a o
0uu o
PD-30 PD-31 PO-32 Pp-33 Pp-34 < ti a
rr\LIIUUK 01 K r J W LMJ 131-1029-EW-1411LSTUD
01111—. - , ri irrr r nr i
Lrnrc
M I A M I•DADE '
PRODUCT CONTROL NOTICE Or ACCEPTANCE
Preniclor Entry Systerns
911 E. Jeferson, P.O. Box 76
Pittsburgh ,KS 66762
NIIANII-DADE COUNTY, FLORIDA
NIETRO-DARE FLAGLER BUILD.I,N'G
BUILDING CODE CONIPLIANCE OFFICE
MI7TIZ0-DARE FI.AGLI:IZ I)Utl.t)ING
14.0Ivii'ST'FI.AGI.I:R S'I'RIi1"E', SUPI1: IGU;
MIAMI, F I.OIt1DA 331.ip-15ti3
305) 375-2V0I FAX (305) .;75-2t)U$
C:UNI'ILIC'1'UR I,ICI•:1SI 1C SlL(-7r1U\
303) 375.2527 I -: AN (3U5) 375.25 5\
C:ONI'I2 LCrUIt f:YFQI2C:Ii\JliVr DIvlslus 3U5)
175-29GG j:AX'(.1U5) 375.29UX 1'
1lUUL:C!' C:UN I'I2UI, t)!'IS1OY Your
application for Notice of Acceptance (NOA) o(305)
375-31)02 f
1
L (3us) 372.63.r) Entergy
6-8 S-NV/E OutsNving Opaque Single w/sidelites Residential Insulated Steel Door under
Chapter 8 of the Code of Miami -Dade County governing the use of Alternate h'Iaterials and Types of Construction,
and completely described herein, has been recommended. for acceptance by the N4iami-Dade CountyBuildingCodeComplianceOffice (BCCO) under the conditions specified herein. This
NOA shall not bevalid after the expiration• date stilted below. BCCO reserves the right to secure this product
or material at any time From a jobsite or manufacturer's plant for quality control testing. If this product
or material fails toperform in the approved manner, BCCO- may revoke, modify, or suspend the useofsuchproductormaterialimmediately. BCCO reserves the right to revoke this .approval, if it i5 determined
by BCCO that this product or material. fails to meet the requirements of the South Florida BuildingCode. The
expense of such testing will be ilicurred by the manufacturer. 1CCEPTAl\
CE NO.: 01-0314.2i EXPIRES:
04/02/2006 Raul xoangueZ Chief
Product Control Division TI•
IIS IS TI•IE COVERSHEET SEE ADDITIONA1, PAGES FOR SPECIFIC AND GENERAI, CONDITIONS
BUILDING
CODE &, PRODUCT REVIEW COMMITTEE This
application for Product Approval has been reviewed by the 13CC0 and approved by the Buildin, Code
and.Product Review Committee to be used in h1liami-Dade County, Floridaunder the conditions set forth above. APPROVED: 04I0S/
2001 Francisco J.
Q(lint1111, R.A. Director lMianii-
Dadt:
COUIlh- 13uilding Code
Compliance Office 11s04500011pc200011templateslnotice acceptance
cover page.dot Irltcrncf mail :
uldress; l)05tnutSle_t,`huildin;;CU(ICUn1J11(;.Com 1 Itonlcnitl!c: fttttta/tti•tt•tt•.huilrlin rrrrlrnnlinr_cnrn
Premdor Entry Systems ACCEPTANCE No.: 01-0314.2 1
APPROVED JUN 0 5
EXPIRES • __ April OZ 2006
NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS .
I. SCOPE
1.1 This renews the Notice of Acceptance No. 00-0321.23 which was issued on April 28, 2000. It
approves a residential insulated door, as described in Section 2 of this - Noti-ce of Acceptance, designed to comply with the South Florida Building Code (SF13C), 1994 Edition for Miami -Dada
County, for the locations where the pressure requirements, as determined by SFBC Chapter 23• do
not exceed the Design Pressure Rating values indicated in the approved drawings.
2. PRODUCT DESCRIPTION
2.1 The Series Entergy 6-8 S-"'IE Outsiving Opaque Sinbld Residential Insulated Steel Door withSidelites- Impact Resistant Door Slab Only and its components shall be constructed in strict
compliance with. the following documents: Drawing No 31-1020-EW-0, Sheets .1 through 6 of 6_, titled "Premdor (Enter.( Brand) Wood Edge Single Door with Sidelites in a Wood Frames «i!hBumperThreshold (Outswing)," prepared by .manufacturer, dated 7I29797 with revision C dated01115101, bearing the Miami -Dade County Product Control approval stamp with the Notice of
Acccptancc. number. and approval date by the Miami-Dadc County Product Control Division. These
documents shall hereinafter be referred to as the approved drawings.
3. LIMITATIONS
3.1 This approval applies to single unit applications ofsinglc door only, as shown in approved
drawings.
4. INSTALLATION
4.1 The .residential -insulated steel door and its components shall be installed in strict compliance with
the approved drawings.
4.2 Hurricane protection system (shutters): '
4.2.1 Door: the installation of this unit Nvill not require a hurricane protection system.
4.2.2 Sidelite: the installation of this unit will require a hurricane protection system.
S. LABELING
5.1 Each unit shall bear a permanent label with the manufacturer's name or logo, city, state andfollowingstatement: "Miami-Dadc County Product Control Approved".
6: BUILDING PERMIT REQUIREMENTS
6.1 Application for building permit shall be accompanied by co-Pics of the following: 6.1.1 This Notice of Acceptance
6.1.2 Duplicate copies of the approved drawings, as identified in Section 2 of this Notice of
Acceptance, clearly marked, lo'show the components selected for the proposed installation. 6.1.3 Any other documents required by the Building Official or the South Florida Building Code
SFBC) in order to properly evaluate the installati n of this system.
Manucl Pcrcz, P.E. Product Con •rol =miner
ProductControl Division
Prerirdor. Entry Systems ACCEPTANCE No.: 0I-03I4:21
APPROVED JUN O
EXPIRES : _ April 02, 2006
NOTICE OF ACCEPTANCE: STANDARD CONDITIONS
1. Renewal of this.Acceptancc (approval) shall be considered after a renewal application has been Sledandtheoriginalsu.bmitted documentation, including test supporting data, engineering documents, are no older than eight (8) years.
1 Any and all approved products shall be permanently Iabeled with the manufacturer's name, city, state, and the follo-vving 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 thisproductandtheproductisnotincompliancewiththecodechanges. 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 acceptance, including the correct installation of the product.
d. The engineer who originally prepared, signed and scaled the required documentation initiallysubmitted, is. no longer practicing the engineering profession.
4. Any revision or change in tlic mdterials, use, and/or manufacture of the product or process shall
automatically be cause for termination of this Acceptance, unless prior written approval has been
requested (through the filing ofa revision application with appropriate fcc) and granted by thisoffice.
5. Any of the following shall also be grounds for removal oft his Acccptancc: a. Unsatisfactory perfotmance of this product or process. b. Misuse - of this Acccptancc as an endorsement of any product, for sales, advertising or anyotherpurposes.
6. The Notice of Acceptance number preceded by the words Miami -Dade County, Florida, andfollowedbytheexpirationdatemaybedisplayedinadvertisingliterature. If any portion of theNoticeofAcceptanceisdisplayed, then it shall be done itt its entirety.
7. A copy of this Acceptance as well as approvcd 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 time. The engineer needs riot reseal the copies.
S. Failure to comply with any section of this Acceptance shall b.c cause for tertiiination and removal ofAcceptance.
9. This Notice of Acceptance consists of pages 1, 2 and this Dist page 3.
END OFTHIS ACCEPT NCE Manuel
erez, P.E., Product Co tro Examiner Produc '
ntrol Division 3'
NKEMJJUH, . (EN 1 EkL7Y BRAND) WUQD EDGE
I
SINGLE DOOR KITH• SIDELITES IN
WODD FRAME WITH. BUMPER .THRESHOLD
Of ITC`1 lIN(' 1U i W G) ptD x 1 1/2' MINIMUM fNDEDHENi
tl4) PCR HEAD L SILL, (61 PER JANp
00' MAX LTERNATE: 3/16' PFH TAPEONS
w/1 1/2' MINIMUM EMBEDMENT
4' MAX 4' MAX
3' MAX
MAX 4• MAX— — —4' MAX
4' MA MAX C
3' MAX
3' MAX_
14' 3' MAX
B,
MAX 4' MAX 1/22' x 2' S(nPLES
ESEE NOTE 5)
B lA6' 4
Ol T;L
14'
MAX--`
15' MAX
is,
MAx
M
f its•
15. MAX
I
i
MAX
43 1 /16'
15' MAX TOP OF DOOR
Q.G.
r'%
A yi• TO OF LfJCK
IN M1R KvIXSET DEADSOLt
NO DEL 660 SCRICS
DR HARLDC DEAD SOL I I
NODCL $20'-
15' MAX
22' 64'
MAX DLO 5 1/2'
D.C. A so 1 /16'
A MAX'
KVIKSCT LOCKSET
15' MAX MODEL DLBOD SERIES
OR HARLOC
O.C.
LOCKSET
Moms. IW 9
71 J/16' f `• I
Of 111116Ej
15, MAX
O.C.
MA*
A. •' V AX MAX MAX
I4' IS' Mj AX MAX—'•• ' zl
C.
S I5 ..
4' MAX
3' MAX 3' MFlX
MAX
MAX
NOTES, 3' MAX
3' MAX
WOOD BUCKS BY OTHERS. MUST BE ANCHORED 4' MAX—, MAX 4' MAX MAX
ROPERLY TO TRANSFER LOADS TO THE STRUCTURE,
9 THE PRECEDING DRAWINGS ARE INTENDED TO 08 x 1 3/4 ' F.H.W.S
IUALIFY THE F12LLOVING INSTALLATIONS. 3) PER SIDE FROM
WOOD FRAME CONSTRUCTION WHERE DOORYSTEHISANCHOREDTOAMINIMUMTWOBYWOOD
JAMB INTO THRESHOLD
PENINCL
MASONRY OR CONCRETE CONSTRUC71ON VHLRE R.M. OUTSVING LA OUTSWING
DOR SYSTEM IS ANCHORED TO A MINIMUM TWO BY
TRUCTURAL WOOD BUCK,
MASONRY OR CONCRETE CONSTRUCTION VHERE3ORSYSTEMISANCHOREDDIRECTLYi0CONCRETE
i MASONRY V TH OR WITHOUT A NON-SIRUCTURAI
JE•BY WOOD [UCK.
vf:RE val1R IWILIRAra
RCDpIRCMCNf IS NCCBEB =
YKRE VAf[R INNURAHON
RCDIIIRCRCNI IS INI NEEDED
ALL ANCHORING SCREWS BE BID V APPROVEOASCO.LI-LYING4%11H lac
INNIMUM11/2' EMBEDMENT INTO WOOD SUBSTRATESUB
3/16' PFH
x otb( BUILOING CW_ BwTH F`p,l} IUIY 0 *7TAPCONS'WITH 1 1/2- MINIMUM EMBEDMENT
TO MASONRY. WIIS STALL BE INSIALLED ONLY AT PROtECIED
OAT- 1
UNIT MUST BE INSTALLED WITH 'MIAMI-BADE COUNTY
LOCATIONS BY A CANIFY'OR
OVERN" SUCH IM41 THE ANGLE BCIVEEN fill EME OF CNIOPT DR OVEMWL
BY
PROVED' SHUTTERS . ID SILL IS LESS TPo1N 15 MEREES 47LESS LINIt IS INSTALLED IN pRODI: 7C CTROL CI'AS J:I
THREE STAPLES PER SIDE JAMB INTO HEADER ON SIDELITES 10-HAPITABLE AREAS WRE THE UNIT AND IfE AREA ARE PESIWD'fB 6UICD04 COD_ CO:IPLIANCErF512
10 DOOR, THREE STAPLES PER JAMB INTO BASE ON SIDELITES. ACCEPT VATER fNFILIRAIIOK ACCEJPwTCENO.OT °3%Y zrLATEXSEALANTTO •BE APPLIED AT SIDE BY SIDC
MBS AND SIDELITES, c -x Co." boor. 1w
B00R/SlDEL1TE HEADER, IJf1OR/SIDELITE JAMBS, AND S[DELIIE BASE IOtI90UDb 0.T,K SG xC • ,00 v r¢a ,,a r+•a,
TNERS ARE COPED AND BUTT JOfNEO. uI@&Bb utlII Kiln cn Mai Ap1 )Q, .rw.s,.Ti „ z:
DOORS SHALL BE PRE -PAINTED. WITH A VATER-BASED EPDXY RUST rI
HBITIVE PRIMER PAfNT WITH A DRY FILM THICKNESS OF 0.B TO 1.2 MIL ' M
FRANCS SHALL BE PRE-PAtHrED WITH AN ACRYLIC LATEX VATER-BASED/ MD IP,f M it 31-1020-EW- TER -REDUCIBLE WHITE PRIMER WITH A DRY FILM THICKNESS OF DB TO 12 MIL n¢LNa Nz SHEET 1 Q;• 5
SYISDA tzl R ,.
4 9/16'
EXTERIQR
MAX 314,
SECTL N A -A -
GLAZING DETAIL U U T S W I I V G OTHER CONFIGURATIONS
SNERVIN VILLIAHS 1150A 68 7/4•
EXTERIOR GRADE LATEX CAULK HAx -as AX4. 77 1r2•
IIAA
i
EXTERIOR
X(1 D2L X
1NiCRIOR
APPRO'TOi.,i CO:aILYWGS'Ai HTHB. C. wx 0=11 MgWIrdtp a
qi9y$Y. W-0 PAM IOPI iAOf[ . 1 L R SOUTH DATE
U IY Q J I^
0
C
0
ADala UUu
tat . [
C +
W A00 wavx Is UIE -rKIM a RI06Bl6 ULCSi INSit (IAL IRi. A00 to Wvt Ipp41II}q. . LASS BITE 9ayYPRt)
OV T
I 01_ 1/8' TEMPEREDOP1151(XI R Mp y RY - 1 .. A` , , CiASS BUX0Wlr
CWeC
ciPur,cEOPt'A mcIU460 1]020—E4/—Q ACCEPTANCENo. 0103 $ v.
yI mom a:tUR SNEET. 2 Of 6 tIllo
r 3/4'
80 11/16'
MAX
EXTERIOR
79 5/16'
MAX
1 3/4'
SECTION B-B
t'11HI NUHDLR. CDFiMENiSi7lO, VOOD HEAD JAMB EV-12 1 1/4' X 4 9/16- FITE iCI BE PiK OR EOUI IALCT(T2OCOMPRESSIONWEATHERSTRIP - q p KS REEK BRAND nxcrat 9650 tnonN11/4' O WOOD STRIKE JAMB IV- 1 1/4 X 4 9/16 HTL. TO HE PINE UR EQUIVALENi40ALUMINUM -BUMPER THRESHOLD EW-13 PREMDUR BRAND OR EOUiVALENi - 1 I/4' x 4 9l16' 5O TOP .CHANNEL EW-05 PREMDOR BRAND - 1 II/16' 6 Si SKIN 2b LDIi 1WT aom , 120 GA STEELI7. 10X aaTH. nAsu nll lirm a kTYANFAFIRBASFFOAM -DENSITY 2.0 TO 25 lbs/ct' 8 BOTTOM CHANNEL EV-04 PREMOOR BRAND - I II/16' - 2090WOODLOCKBLOCK G4 STEELEV-00 4' X 9A/2' HTL TO BE PINE OR EOUiVALENiIQSTRIKESTILEEV-07 15/16' X 1 11/16' MTL TD BE PINE
U
EQUIVALENTIIHINGESTILEEV-06 15/16' X 1 11/16' MTL TO BE PINE DR EOUiVALCNTU12LOCKPREPFILLER, PLATE I
EV-09 PREMOOR BRAND - •050' THICK- MTL. TO BE POLYETHYLENE134'x4' HINGE
14
EV-15 HAGER BRAND "ME OR EUUTVALENi - -097 THICK (S.TEEUVOODHINGEJAMBt-
1 1/4' X 4 9/16' MTL. io BE PINE' OR EQUIVALENT15110x3/4' F.H-W.S. (
4) SCREVS PER HINGE INTO D= 16 110 X 2' F.FLWS.
6) Sr1tEVS ilctUUp, EACH SI LITC J-1XII WTB SIDEI.IIC, 4' DUVN rRpliINTERIOR17UTILyvnllnaun , , w „, wa is ac TNEREAr1ERsFTa1AFC6'6-11:1111 I QI al REFER TO ELEVATION VIEV, FOR X SCREWS USED AND LOCATIONS1 Si0EL1TE W000 STILE EV-07 15/16' X i 11/16' MTL TO HE PiNE OR,.EOUIVALENi19AOKSEFHVS. (
2).SCREVS AT EACH STRIKE PLATELOCKSCT
KWiKSET BRAND 200 L CK OR HARLO- BRAND.100 LOCK1510x13/4' FH.W.S- c5) SCREVS
NAX IFYMG" TINLE "0 INTO SIDELl1E JAND, D' DDvN rRm iIP10) iD• QG THEREAFTER
VSNAXB' QC- i11E1 RRIE1rA,N1-TSTRIKE JAt1D INTO SIDELITC JANR. 4' D" rRut 1 OP4) SCREVS4 1HRU" EACH HINGE INTO DD[HT "D '
WOOD SiDELITE JAMB EV-18 I 1/4''X 4 9/16' MTL TU BE PINE OR EQUIVALENT22' X 64' SINGLE PANEL GLASS EW-19 T EA GLAS IN ET-f-ROPYLE FN - C-1643 - IpDL_ S10ELiTE TRiM (WOOD) ,SSEV-20 5/16 x I/2' MT L. TO BE PiNE R Ef]UIVALENTWOODCASING' I!9 x 1' niL 0 E PINE R EoUtVALCN NDL NOS US
EV-2l rDR s1DC ar SIaE JAMai• As NULUOns ® WOOD SIDEUTE HEAD JAMB EV-22 1 1/4' X 4 9/16' MTL. TO BE PiNE OR EQUIVALENTWOODSIELITEBASEEV-23 1 1/4' X 4 9/16' MTL TO BE PINE OR EQUIVALENTPOLYPROPYLENELITEFRAMEDC-1643, DDL-2 HP Polypropylene by UDL96X11/2' PAN READ SCREWS 18 PER FRAME AE T N
PiN NAIL 10 EXCEED N' UC T R ari R N
C UP& %L. 4' DV rlila{ ENB. MAX D' UC. 11CRAr)ER, 1ALA RI Minis ACID iRiNDOWSILICONE #995
LIMITS IR1lE5$ N0iCO3 fRhC DIG jpl(G B DARE mUNFY HDDIFICATiONS. 1:EIRUSUBIS IH ESS Nairn, Sit ml TfL'T vnrel J17Lill11"r
A DUED .PAGE 5 CDOOR OPTIONS) to-t-ya
Ml'RI% .tsceguw PLYI.vDranrnsE
I
LIR REV1Sl(M BhiC IT
pOUTNFL U IIQ E 0R. IT :.pp _ _ PAR(_BAIE: m
Ti -
9Y PREMDOR ENTRY SYS EMS
BATL
PROb .'1TROl omstoN 911 E. J[f FCR50B 31 ` 1 O 2 O '- E W — Q
OUILDIAT3 CODE COI.IPL45NCE OFFICE P11TSttAi6, Xi 66162 A SHEET OF 6ACCEPTANCENo01-031I-ZT
REVISIW WIER 0
1/4" SHIM MAX
l
3/4'
s
lTERIOR
s 3/16'.
MAX
80 11/16' I 64,
MAX &AAW „,
2 BY WOOD BUCK - C
SECTION C-C
EXTERIOR
PLEASE SEE "GLAZING DETAIL" DRAWING #31-1020-EW-0
SHEET 2 OF 6
E 1 1/4'
DOW SILICONE 4995
oVrD pS COWILTING U9TH THE
SOUTH PF BT. yug.. PREM B7
ra_oc.,
frrOLOMSION 911 L jur eUle.lc
COOF COMPLIANCE OFFICE P1I isBa, RCCE.°T.^.
dCEF7•J. -3! V. L I MO 1-
1020—
EW-0 SHEET 4
OF 6. NEVISIW1 III
RR 0
Mnx-
L' MAXJ—
MAX .
ox
IOU• MA
x'
4' MAX-
31
A' MAX
MAX
7'
nA 7• MAX 1/• MAa
is, MAX
s. Mnx_- E_ a c
13' MAXaG
Is, MAXMc.
19• MAXam
17• MAXac
L. 13• • IS' II it-14•JMAX a
L• MAX
MAX 3.
3' MAX
7' nnx
A" MAX' M
MAX
x
E
MAx "=a.L0A5 I04•- 14G V4TH THEMAxLOUTH£t p
3- MAX L IC Tl U t IR IT
MAX M+ PRIPRODIaT `ITn^OL OMSIOIJ 91f C
I OILLIWG coDE Co:aPLIAMCE OFT E MIS
AiCEPTi4YtE MD.o+- D 3
37 1/2• MAX
4• MAX A• MAX
Y NAxT.
MAX 7MAX • lA• nAx
L+-
MAXT 13'
MAX MAX E- D.
C. 1
13. MAX r
air_ u•
n+x 6.
c o so 1 18• O
MAX
l]
MAX or_ 17•
MAX GL1
r< Ax 1
MAX
6'
MAX T
npX 3MAX- 4- MAx
MAx x
31-
1020-
EW-[] SHEET 5
OF 6 RCYISRW ((TIER
u I H L K DUNK HANEL STYLES, 36&
I'MAX
CI CI
null
IluaBLANKT13P &-PANEL 4-PANEL 9-PANEL lO-PANEL4-PANEL 18-PANEL
j OTHER SIDELITE STYES
30"
I MAX -
79 IZJ6"
M X
p p
SL-10 SL-20 SL-30 SL-60 SL-50 SL-508 Sl-59A Sl-690
go Do
no an
PO-t P0-2 PD-3 PD-4 PD-5 PD-6 PD-7 PO-8
MIo11, 9 9 *9 #. PD-JB PO-19 PO-20 PO-21 P-22 P 2J PD-24 PO-25
Q OOd d() ppo a
PO-35 PD-36 PD-37 . PO-38 PO-39 PD-40 PO-41 PD-42
1LON
FLUSH B-PANEL CROSS8UCK 12-PANEL 4-PANEL
Q
CYEBROV V SCRpLI
S-PANEL 5-PANELEYEBROW 5-PANEL
V/SCROLL CYEBRpW
p
p o a
SL-69C SL-25 SL-55 SL-30D SL-40 IL-9DA
PO-9 PO-10 PD-I1 PO-12 PD-13
I rrrrrr f14 dl
iii j j j +illl,
111
r
SL-908 SL-90Q SL-300 SL-30C SL-70 SL-00
PO-14 PO-15 PO-16 PO-17
moo
ti f+ ei
PD-31 PD-32 PO-33 PD-
34WE
91i CifirAII'. L„ , , , I J I LJ'IJ 31-102V W=OPRISMKIU762
SHEET 6 OF 6
VIj Pf l[11[8
I j'd t I V 1-4
Atine WINDL OAI?. SPECIFICA TION 0/08
Dalton APPROVED SIZES:
MODEL: WAYNEMARK 8000 & 8100 9'-0" MAX WIDTH x 14'-0* MAX HEIGHT
STYLE: RAISED PANEL MAXIMUM SECTION WIDTH 21"
NIrr A_A_ PqF
Itol rmr_PRESSURE:onc I
DESIGN PRESSURE: POSINEG. 29.3 PSF
NOTES: . 13 GA HORIZ ANGLE
1. GLASS DISCLAIMER "NO
CONCLUSIONS OF ANY KIND
RE
I
CARDING THE ADEQUACY OR
INADEQUACY OF THE GLASS IN HORIZ TRACK -
c
THE TEST SPECIMEN MAY BE
054"
DRAWN FROM THE TEST." (199-3
ASTM E330).
2. GLAZING OPTIONS TOP OR 2) 1/4-20x9/16"
INTERMEDIATE SECTION, .090 SSB TRACK BOLT & (2)
CLASS WITH OPTIONAL INSERTS. 1/+-20 HEX NUT
3. VINYL OR WOOD DOOR STOP
NAILED ON 6" CENTERS) MUST 3
OVERLAP TOP AND BOTH ENDS OF
PANELS MINIMUM 7/16" TO MEET
NEGATIVE PRESSURES.
DRILL .281 OR 9/32"0_-_' n".
4. U-BAR TO HAVE A MINIMUM HOLE IN TRACK FOR
YIELD OF 80 KSI US BRACKETJB-
ATTACHMENT
A
S. TRACK AND DOOR STEEL. TO
HAVE A MINIMUM YIELD OF 3.3,000
PSI. 1) JB-US BRACKET LOCATED-,-\
AT EACH ROLLER LOCATION
6. OPTIONAL - .080" (MIN)
EXCEPT TOP BRACKET ROLLER
P/N 125139).
ALUMINUM LOUVERS WITH HIGH
oil
IMPACT STYRENE FRAME MAY BE
LOCATED IN THE END PANELS OF
THE BOTTOM SECTION. 4
7. LOCK OR OPERATOR Is
REQUIRED.
5/1.6x 1 -5/8"
8. THE DESIGN OFTHE LAG SCREW AT
EACH SUPPORTING
STRUCTURAL Je-us ELEMENTS
SHALL BE THE BRACKET 6. RESPONSIBILITY
OF THE PROFESSIONAL
OF RECORD FOR THE
BUILDING OR STRTJQ'T-&RF_ AND i'.rf- .! ". VERT TRACK- Z3 INACCORDANCE. -.01 iTHiqlJRREN T 054"
BUILDING
COPES -.FBI IT e',,"CbADS LISTED
ON 1/4-2Ox9/16'* TRACK 7V
BOLT & 1/4-20 HEX NUT
AT EACH JB-US Approved:'.'
BRACKET W-
a I.L 33§
5 ZS6N 00 nkSA'60"LK F1_ 42514 FLOR&,
MnFiandi,ifta. 6d484z3,,..-_:-z= e--! CEORGU,GO17Fl
cFate: OP
770N
CODE.. .0 REV- P WIV _9' x 14' MAX 44 P, OF 4
y
TRA Clf END HINGE TOP SRA CKET RSWIREMEN TS
1 /4-20x9/16" TRA
BOLT & 1/4-20 H
NUT THROUGH Al
TWO ALIGNING HOL
TOP BRACKET
P/N 108077)
TEK SCREWS
P/N 141668)
14 GA WIDE BODY
HINGE
4) 1/4-20x5/8"
SELF —THREADING
SCREWS (P/N 100320)
2) 1/4-20x5/8"
TEtl. SCREWS
oL END HINGES ¢ .
Qo
r .
3" 20 GA o0•
BAR .
WIDE BODY HINGE
P/N SEE BILL
a'OF MAT'L)
LH HIMCE RH END HINGE
NYLO -ROLLER
P f N 270791) \
BOTT BRAQKET
P/ H-2:70;54
LH-2'103`55)
31" 1/4-2 k7/8"
yTEK CREWS
PZN 100507. .
r" c
Approved:
W.S. Wilson, P.E
3395 ADOISON OR., PENSACOLA. Fl- 3'514
FLORIOA CERTIFICATION NO. OOQ489
GEORCIA CERTIFICATION NO. M519
NORTH CAROLINA CERTIFICATION NO. 023836
Date:
OPTION CODE- 0108 1 REV,-- P
I
I
I :
I
1
L-.(20 GA CENTER
16 GA END STILES
STILES)
WM 9' x 14' MAX 44PSF -T-20F4
try
U-BAR L OCA•TIONS
12'-6" THRU 14' HIGH DOORS
NOTE: W/ (7) 20 GA 80 KSI U—BARS
MAXIMUM SECTION WIDTH IS 21" LOCATED AS SHOWN
10'-9" THRU 12'-3" HIGH DOORS
W/ (6) 20 GA 80 KSI .U—BARS
LOCATED AS SHOWN
I
9'-0" THRU 10'--6" HIGH DOORS
W/ (5) 20 GA 80 KSI U—BARS
LOCATED AS SHOWN
7'-6" THRU 8'-9" HIGH DOORS
W/ (4) 20 CA 80 KSI U—BARS
LOCATED AS SHOWN
6' THRU 7' HIGH DOORS
W/ (3) 20 GA 80 KSI U—BARS
LOCATED AS SHOWN
e
l
2) 1/4-2Ox5/8"
TEK SCREWS ATTACH
AT EACH STILE
Approved:
3395 A601S OFi'OR','PE 10$A 1?325,j Fr::
FLORIOA*CERTIFICATION NO. OOM489
CEOTr.GiA CERTIEJCAT1oN;-+- 91
ORTH',C,ROUNA CFRi1FICATION NO
Date: - .-`-a l ,.•'i,
OP T101V CODE""' i REV.'. P WM 9, x 14 ' MA 4 4 F 3 OF 4
Wind Load Test Report
Report 9 0108P
February 1, 2001
TEST REOUIREMENT:
The door must remain intact and safely operable after enduring static design pressures of both positive and negative 29.3 PSF. The door
must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF.
TEST PROCEDURE:
Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola,iFL. 'Product was installed
with tools and hardware as normally done in the Feld and per specifications outlined in the attached drawing. Two 5/8" thick blocks
were placed under the door at the edge, centered under the end stiles, to simulate a counter balanced door. Deflections are measured at
the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a
manner that allows full movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading.
1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection
was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of
test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was
recorded at 2.51. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation
calculates to .31 or 12%.
2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial
deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes 10
seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum
deflection was recorded at 1.59. The pressure was then removed and the deformation was recorded after one minute. The permanent
deformation calculates to .10 or 1 t%a.
3) Upon inspection after test procedure, the intermediate section had creased at the hinge location. The door was shown to be safely
operable.
DRAWING NUMBER: 0108 P
TEST DATE: January 25, 2001. Temp 64° F.
PRODUCT DESCRIPTION:
1. Waynelvlark Model 8000, 90, 4 section.
2. Exterior skin has minimum of.0175. The minimum yield stress is 33 KSI.
3. Standard bottom astragal and retainer.
4. 2" nylon roller with 5" stems.
5. 14 gauge end hinges and center hinges.
6. Three 3" 20 gauge u-bars 80 KSI placed as shown on drawing.
7. Two 16ga end stiles and three 20 ga center stiles per section.
8..054 vertical and horizontal track.
9. Four JB-US brackets per side as shown on drawing anchored with one lag per bracket.
WITNESSES:
Clyde McDowell (Report Author), Sid Wilson, P.E.
APPROVAL BY SIMILARITY:
Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to or
better than the doors tested. Reducing the width of a door reduces the stress on it and causes less load to be transmitted to the rollers,
track, and brackets.
Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door
tested, but will have less loading at equivalent pressures due to the decrease in area.
Doors heights are approved to 3 times the height tested per standard practice accepted in Miami -Dade Co. Refer to Product Control
Division, Question and A6We—rs ;GAI3(QI27).
APPROVED -OP TIONS,I
Based on ofher'tes ;nb qu ale#jtY: Aluminum Louvers and Styrene Window' Frame Assembly per test number 020501.
Name: '- ®6x r i,C,a COUNTYl 6.99. EV DV 1`1ON
W
r.
d(.:„
S6/ g3395.Ad-disuri• Dr.; Pkfinc4 a;:FC4.'.,, ; k, ; ti a 4 y-.file
A Florida
Ceh:No.OD 3S.48`. "'. :., oio t3 Georgia
Cert'N1q t85(9- North
Carolina Cyr Nd. 0i3-e /.•®/
ww
cn
r-1
rn
N
0
Z
a
gne 1/INDL OAD SPECIFICA TION 0170
a o APPROVED SIZES:
MODEL: WAYNEMARK. 8000 & 8100
STYLE: RAISED PANEL 1s'-o" MAX WIDTH X 14'-0" MAX HEIGHT
MAXIMUM SECTION WDTH 21"
ESIGN PRESSURE: POS. 27 PSF
ESIGN PRESSURE: NEG.' 29 PSF
1.3 GA HORIZ ANGLE,
NOTES:
1. GLASS .DISCLAIMER "NO
CONCLUSIONS OF ANY KIND
REGARDING THE ADEQUACY OR
INADEQUACY OF THE GLASS IN THE 067" HORIZ TRACK
TEST SPECIMEN MAY BE DRAWN
FROM THE TEST." (1993 ASTM
a
E330). (2) 1/4"-20x9/16"
I/
2. GLAZING OPTIONS — TOP OR
INTERMEDIATE SECTION, .090 SSB
GLASS WITH OPTIONAL INSERTS.
3. VINYL OR WOOD DOOR STOP
NAILED ON 6 CENTERS) MUST
OVERLAP TOP AND BOTH ENDS OF
PANELS MINIMUM 7/16" TO MEET
NEGATIVE PRESSURES.
4, U—BAR TO HAVE A MINIMUM
YIELD OF 80 KSI A653 G-40
5. TRACK TO HAVE A MINIMUM
YIELD OF 33 KSI A653 G-40
6. 26 GA DOOR FACER STEEL TO
HAVE A MINIMUM YIELD OF 57 KSI
TRACK BOLT & (2)
1/4"-20 HEX NUT
5/16"xl-5./8" LAG
SCREW AT EACH
JB—US BRACKET
DRILL .281 OR 9/32"o—
HOLE IN TRACK FOR
JB—US BRACKET
ATTACHMENT
1 /4"-20x9/16" "
TRACK BOLT &
1/4"-20 HEX
7. OPTIONAL - .080" (MIN) NUT AT EACH
ALUMINUM LOUVERS WITH HIGH
JB-US BRACKET
IMPACT STYRENE FRAME MAY BE
LOCATED IN THE END PANELS OF
THE BOTTOM SECTION. (
1) JB-US BRACKET
LOCATED AT THE MIDDLE OF
EACH SECTION EXCEPT TOP
8. LOCK OR OPERATOR IS SECTION.
REQUIRED.
9. THE DESIGN OF THE SUPPORTING
STRUCTURAL ELEMENTS SHALL BE
THE RESPONSIBILITY OF THE o67" VERT TRACK
PROFESSIONAL OF RECORD FOR THE
BUILDING OR STRUCTURE AND IN
ACCORDANCE WITH CUPRENT
BUILDING CODES FOR'`THE LOADS
LISTED ON THIS,.DRAWiNG,,• .:
1) JB—US BRACKET LOCATED
Approved: A
AT EACH ROLLER LOCATIONtt :
EXCEPT TOP BRACKET ROLLER
w Nlsojt, PE.. I' . (P/N 125139).
3a s 'AOQISON_+QR YPEN+CO,n FL .2514.= it
fti7RICA C^.>'i J rrA aflk i8e:.
GflRG1A- ZtRnFicAmN '1{0. 018519 '
Nq OU fR1I1FfCAT.0 N0. 023E rNSfCr_ v.
Dater
OPTION COCJ, `.((J t , .'REV. P1 W 1 1 16' x 14' MAX, +27 —29 PSF 1 O.F. 4
TRACK END HINGE TOP BRACKET REQUIREMENTS
1 /4 20x9/16" TRACK
BOLT & 1/4-20 HEX
NUT THROUGH ANY
TWO ALIGNING HOLES
TOP BRACKET
P/N 108077)
5) 1/4-20x5/0
TEK SCREWS
P/N 141668)
kill
hfARROW BODY HINGE
i1•*
4
4) 1 /4"-2Ox5/8"
lot SELF -THREADING SCREWS
r ..
2". NYLON ROLLER
2) 1 /4"-2Ox5/8" W/ 4 1 /2" STEM
TEK SCREWS ALL / P/N) 108135
END HINGES Q 1
1 WIDE BODY
7/16" PUSH NUT AT EACH. HINGE (P/N SEE
AROLLER (P/N 243341) BILL OF MAT'L)
f.. LOCATED .25 MAX BETWEEN
r ^ PUSHNUTS AND BRACKETS 3" 20 GA
Zy OR HINGES U—BAR
LHE#I H I N
L`'
RH END HINGE
3) 1/4"-2ox7/8"
TEK SCREWS
P/N 100507)
a
Approved:
WS. Wilson, P.E.
3395 ADOISON DR, PENS=LI, FL 32514 I
FLORICA CER IMA110N . NO. 00+8489 4 .
GEORGZA CF.MF01110N NO. 018519 \
NORTH CAROUNA C£R1 mkTION NO. 02M38
Date: 4 — 2 9— o (
BOTTOM BRACKET
P/N RH-270354
LH-270355)
2.
J
I i
i
i
I I. I
i
J
I
I
I
gym'
L 20 GA CENTER
STILES
16 GA END STILES
OPTION CODE 0110 REV. P1 WY 16' x 14 " MAX, - -27 -29 PSF 12 OF 4
U-RAR. LOCATIONS
12'-6' THRU 14' HIGH DOORS
NOTE' W/ (16) 3- 20 GA 80 KSI U—BARS
MAXIMUM SECTION WIDTH IS 21" LOCATED AS SHOWN
10-9 THRU 12-3 HIGH DOORS--,,,,
W/ (14) 3 20 GA 80 KSI U—BARS
LOCATED AS SHOWN D
V.
D.
9'-0" THRU 10'-6" HIGH DOORS—\
W/ (12) 3- 20 GA 80 KSI U—BARS
LOCATED AS SHOWN
7'-6" THRU 8'-9' HIGH DOORS-\
W/ (10) 3- 20 GA 80 KSI U—BARS
LOCATED AS SHOWN
6' THRU 7' HIGH DOORS
W/ (3) 3- 20 GA 80 KSI U—BARS
LOCATED AS SHOWN
2) 1/4--2Ox5/8-
TEK SCREWS ATTACH
AT EACH STILE
D
41
Approved:, I F ID
WZ. wil
3395;iODISON DR:,Pe&w D
aRiDAc
GEORCIA b W I T
NOM'WO CC 02W-6
r OF 172 UDate:'
OFT10V C-b V. P1 w" I 14' MAX +27 -29 PSF J OF 4 6e
CENTER 5 TIL F IN TERMEDIA TE HINGE L 0 CA TONS
16,
0 '0'
14,
V V V
10'
Approved: ORANGE COUNTY BUILHN"" DIV.
W.S. Wilson, P;7
lmJVJAUUJZKJNOR., rUl-',%.UU% rl- JZ Pt
FLORIDA CSMFrATION NO. 0048489
GEORMA CERTIMATION NO. 018519
NORTH CAROLINA CERTIFICATION NO. 023836
Date: ?-.z R —0( .
OPTION CODE 0110 1 REV- 01 I W/V 16'. x 14' MAX +27 -29 PSF ( - 4 OF 4
Wind Load Test Report
Report # 0110P 1
February 22, 2001
TEST REOUIREMENT:
The door must remain intact and safely operable after enduring static design pressures of both positive and negative 29 PSF. The door
must remain intact and safely operable after enduring test pressures of bout positive and negative 44 PSF.
TEST PROCEDURE:
Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola; FL. Product was
installed with tools and hardware as normally done in the field and per specifications outlined in the attached drawing. Two 5/8" thick
blocks were placed under the door at the edge, centered under the end stileg, to simulate a counter balanced door. Deflections are
measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is
applied in a manner that allows full movement of the product. Permanent deformation is measured with a 50% pre -load before the
initial reading.
1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial
deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10
seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum
deflection was recorded at 5.77. The pressure was then removed and the deformation was recorded after one minute. The permanent
deformation calculates to .34 or 6%.
2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial
deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes 10
seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum
deflection was recorded at 5.07. The pressure was then removed and the deformation was recorded after one minute. The permanent
deformation calculates to .I I or 3%.
3) Upon inspection after test procedure, the door showed no damage. The door was shown to be safely operable.
DRAWING NUMBER: 011.0 P
TEST DATE: February22, 2001. Temp 71° F. PRODUCT
DESCRIPTION: " 1.
WayneMark Model 8000, 16x7, 4 section. 2.
Exterior skin has minimum of .0175. The minimum yield stress is 33 KSI. 3.
Standard bottom.,astragal and retainer. 4.
2" nylon roller'with 4 1/2" stems. 5.
14 gauge end hinges and 18 gauge center hinges. 6.
Eight 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7.
Two 16ga end stiles and five 20 ga center stiles per section. 8..
067 vertical and horizontal track 9.
Seven JB-US brackets per side as shown on drawing anchored with one lag per bracket. WITNESSES. -
Clyde
McDowell (Report Author), Sid Wilson, P.E. APPROVAL
BY SIMILARITY: Doors
listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to or better
than the doors tested: Reducing the width of a door reduces the stress on it and causes less load to be transmitted to the rollers, track,
and brackets. Doors
listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door
tested, but will have Jess loading at equivalent pressures due to the decrease in area. Doors
heights are apprgyedio 3. times the height tested per standard practice accepted in Miami -Dade Co. Refer to Product Control Division,
Questiop,' Ed Ans dfsf,GA18(Q127). APPROVEa'
OPTIb F r So ' Based
ono er tcs b ' ui0l"'. Aluminum Louvers and Styrene Windowl Frame Assembly per test number 020501. R
9 "a vP
j.,, ''
F. ')''
7 T t (`
aY ke,,, !'lc"uE '`°(', Name:
VD
W.
S. WilsohkMI I-. / -PCB -s _
3395
Addison „DrPen ncola FItX514 Florida Cert
Georeia CertrNo.
0-T! ;4 7r!• Y"
a ., 'J Vaa 4 rib — LZA Tr
ELAM_j/®
F3
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CV
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U3
agn
alt®r;l
MODEL:
S TYLE:
DESIGN PRESSURE:
WINGL OA0 SPECIFICA TION 0108
APPROVED SIZES:
T-0" MAX WIDTH x 14'-0 MAX HEI
MAXIMUM SECTION WIDTH 21"
POS./NEG. 29.3 PSF SIC
MASTER PLANNOTES: 13 GA HORIZ ANGLE
1. GLASS DISCLAIMER "NO
CONCLUSIONS OF ANY KIND
REGARDING THE ADEQUACY OR iINADEQUACYOFTHEGLASSINTHEc
TEST SPECIMEN MAY BE DRAWN FROM 054" HORIZ TRACK
THE TEST." (1993 ASTM E330).
f 1
2. GLAZING OPTIONS — TOP OR
INTERMEDIATE SECTION, .090 SSB
GLASS WITH OPTIONAL INSERTS.
o
I
2) 1/4-20x9/16"
3. VINYL OR WOOD DOOR STOP TRACK BOLT & (2)
NAILED ON 6" CENTERS) MUST
1/4-20 HEX NUT
OVERLAP TOP AND BOTH ENDS OF
PANELS MINIMUM 7/16" TO MEET
NEGATIVE PRESSURES. I
WAYNEMARK 8000 & 8100
RAISED PANEL
4. U—BAR TO HAVE A MINIMUM YIELD
OF 80 KSI A653 G-40
5. TRACK TO HAVE A MINIMUM YIELD DRILL .281 OR 9/32"0
OF 33 KSI A653 G-40 HOLE IN TRACK .FOR
JB—US BRACKET
ATTACHMENT
6. 26 GA DOOR FACER STEEL TO
HAVE .A :MINIMUM YIELD OF 57 KSI,
7. OPTIONAL — .080" (MIN) ALUMINUM' (1) JB—US BRACKET LOCATED
LOUVERS' WITH HIGH IMPACT STYRENE AT EACH ROLLER LOCATION
FRAME MAY BE LOCATED IN THE END EXCEPT TOP BRACKET ROLLERPANELSOFTHEBOTTOMSECTION. (P/N 125139).
S. LOCK OR OPERATOR IS REQUIRED.
9. THE DESIGN OF THE SUPPORTING
STRUCTURAL ELEMENTSSHALL BE THERESPONSIBILITY tollOFTHEPROFESSIONALOF
RECORD FOR THE BUILDING ORSTRUCTURE ANDINACCORDANCEWITH5/16x1-5/8"CURRENT
BUILDING CODES FOR THE LAG SCREWLOADS LISTEDONTHISDRAWING. AT EACH BRACKET
054"
VERT TRACK 1/
4-20x9/16" TRACK BOLT &
1/4-20 HEX NUT
AT EACH JB—US Approved:
BRACKET ' W.
S. Wilson, P.E. 2295
AOOISON OR., PENSACOLA, FL 32514 ' Fl.
ORIOA CERTIFICATION NO. G048489 GEORGIA
CERTIFICATION NO. 018519 NORTH
CAROLINA CERTIFICATION NO. 023836 Date:
4 — 2 9 .q 1 OPTION
CODE-.' 0108 REV. P1 WM 9' x 14' MAX 44 PSF 1 OF 4
TPA Cl( END HINGE, TOP BRA CKET REQUIREMENTS
ob1/4-20x9/16" TRACK SCC # o
BOLT & 1./4-20 HEX
NUT THROUGH ANY A A
TWO ALIGNING HOLES ( MA I
i TOP BRACKET
P/N 108077)
5) 1 /4-2Ox5/8" I 1
TEK SCREWS
P/N 141668) i
14 GA WIDE BODY
HINGE
4) 1/4-2Ox5/8"
SELF —THREADING
SCREWS (P/N 100320)
m I
I (2) 1 /4-20x5/8" I
TEK SCREWS i ,m
4 ALL END HINGES
00 3" 20 GA op. •
U ,6AR
4•
WIDE BODY HINGE p o'
P/N SEE BILL
OF MAT L)
m
LH END HINGF RH END HINGEI
NYLON
ROLLERcoP/N 270791)
o i
BOTTOM BRACKET
P/N RH-270354 — N1
LH-270355)
3) 1/4-20x7/8" • .m.
TEK SCREWS ! ;m
P/N 100507
Approved: •
W.S. Wilson, PZ i3395AOOISONOR., PENSACOIA. FL 32514 _
FLORIDA CERTIFICATION NO. 0048489
GEORGIA CERTIFICATION NO. M519
NORTH CAROUNA CERTIFICAMON NO. 023MB (20 GA CENTER
Date: q --ZS -D/ 16 GA END STILES SALES)
OPTION CODE- 0108 REV. P 1 WM 9' x 14 " MAX 44 . PSF 2 OF 4
U-BAR L OCA TIONS
NOTE: . 12'-6" THRU 14' HIGH DOORS
GA 80MAXIMUMSECTIONWIDTHIS21
W/ (7) 20
LOCATED SAS SHOWN
10'-9" THRU 12'-3" HIGH DOORS
W/ (6) 20 GA 80 KSI U—BARS
LOCATED AS SHOWN °
41L) 10'-6" HIGH DOORS
W/ (5) 20 GA 80 KSI U—BARS
LOCATED AS SHOWN
7'-6" THRU 8'-9 HIGH DOORS
W/ (4) 20 GA 80 KSI U-BARS
LOCATED AS SHOWN
6' THRU 7' HIGH DOORS
W/ (3) 20 GA 80 KSI U—BARS
LOCATED AS SHOWN
2) 1 /4-20x5/8"
TEX SCREWS ATTACH
AT EACH STILE
Approved:
W.& Wilson, P E
3395 ADDISON DR., PENSACOLA, FL 32514
FLORIDA CERTIFCATION NO. 0048489
GEORGIA CERTIFICATION NO. -018519
NORTH CAROLINA CEflRCATION NO, 023836
OPTION CODE 0108 REV P1 WM 9' x 14' MAX 44 PSF 13 OF 4
Wind Load Test Report
Report # 0108P I
February 1, 2001
TW
TEST REQUIREMENT:
ie door must remain intact and safely operable after enduring static design pressures of both positive and negative 29.3 PSF..The door
must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF.
TEST PROCEDURE:
Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola, FL. Product was installed
with tools and hardware as normally done in the field and per specifications outlined in the attached drawing. Two 5/8"-thick blocks were
placed under the door at the edge, centered under the end stiles, to simulate a counter balanced door. Deflections are measured at the
geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a manner
that allows full movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading.
1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection
was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which -includes 10 seconds of test
pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded
at 2.51. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .31
or 12%.
2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection
was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes 10 seconds of
test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was
recorded at 1.59. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation
calculates to .10 or I I %.
3) Upon inspection after test procedure, the intermediate section had creased at the hinge location. The door was shown to be safely
operable.
DRAWING NUMBER: 0108 P
TEST DATE: January 25, 2001. Temp 64' F.
tQ DDESCRIPTION:
1. WayneMark.Model 8000, 9x7, 4 section.
2. Exterior skin4has minimum of .0175.. The minimum yield stress is 33 KSI.
3. Standard bottom astragal and retainer.
4.2" nylon roller with 5" stems.
5. 14 gauge end hinges and center hinges.
6. Three 3" 20 gauge u-bars SD KSI placed as shown on drawing.
7. Two 16ga end stiles and three 20 ga center stiles per section.
8..054 vertical and horizontal track.
9. Four JB-US brackets per side as shown on drawing anchored with one lag per bracket.
S #
AST ER PLAN
WITNESSES:
Clyde McDowell (Report Author), Sid Wilson, P.E. --
APPROVAL BY SIMILARITY:
Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to or
better than the doors tested. Reducing the width of a door reduces the stress on it and causes less load to be transmitted to the rollers,
track, and brackets.
Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door
tested, but will have less loading at equivalent pressures due to the decrease in area.
Doors heights are approved to 3 times the height tested per standard practice accepted in Miami -Dade Co. Refer to Product Control
Division, Question and Answers, GA18(Q127).
APPROVED OPTIONS
Based on other tests b ' e uivale int. Aluminum Louvers and Styrene Window Frame Assembly per test number 020501
tne: ,
W.S. Wilson, P.E.
3395 Addison Dr.,.Pensacola, FL 32514
Florida Cert No. 0048489
Georgia Cert No. 018519
North Carolina Cert No. 023836
2
X011
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Balton
MODEL:
STYLE:
DESIGN PRESSURE:
DESIGN PRESSURE:
WINDL OAD SPE•CIFICA TION 01 /0
APPROVED SIZES:
WAYNEMARK 8000 & 8100
RAISED PANEL 16'-0" MAX WIOTH X 14'-0" MAX HEIGHT
POS. 27 PSF SCC # p • o1 , MAXIMUM SECTION WIOTH 21"
NEG. 29 PSF
t A; ZERLP--AN
NOTES
1. GLASS DISCLAIMER "NO
CONCLUSIONS OF ANY KIND
REGARDING THE ADEQUACY OR .
067" HORIZ TINADEQUACYOF. THE GLASS IN THE
TEST SPECIMEN MAY BE DRAWN
FROM THE TEST." (1993 ASTM
E330). (2) 1/4"-20x9
TRACK BOLT &
2. GLAZING OPTIONS — TOP OR 1 /4"-20 HEX
INTERMEDIATE SECTION, .090 SS13
GLASS WITH OPTIONAL INSERTS.
3. VINYL OR WOOD DOOR STOP
5/16"xt-5/8" L
NAILED ON 6" CENTERS) MUST SCREW AT EA
OVERLAP TOP AND BOTH ENDS OF JB—US BRACK
PANELS MINIMUM 7/16 TO MEET
NEGATIVE PRESSURES.
4. U—BAR TO HAVE A MINIMUM
YIELD OF 80 KSI A653 G-40 DRILL .281 OR 9/3:
HOLE IN TRACK F
5_ TRACK TO HAVE A MINIMUM
JB—US BRAC
YIELD OF .33 KSI A653 G-40
ATTACHME
6. 26 GA :DOOR FACER STEEL TO 1 /4"-20x9/16"
HAVE A MINIMUM YIELD OF 57 KSI TRACK BOLT &
1/4"-20 HEX
7. OPTIONAL — .080" (MIN) NUT AT EACH
ALUMINUM LOUVERS WITH HIGH JB=US BRACKET
IMPACT STYRENE FRAME MAY BE
LOCATED IN THE END PANELS OF.
THE BOTTOM SECTION. (1) JB—US BRACK[
LOCATED AT THE MIDDLE (
8. LOCK OR OPERATOR IS
EACH SECTION EXCEPT T(
sECT10
REQUIRED.
9. THE DESIGN OF THE SUPPORTING
STRUCTURAL ELEMENTS SHALL BE
THE RESPONSIBILITY OF THE 067" VERT TRA
PROFESSIONAL OF RECORD FOR THE
BUILDING OR STRUCTURE AND IN
ACCORDANCE WITH CURRENT
BUILDING CODES FOR THE LOADS
LISTED ON THIS DRAWING.
1) J8—US BRACKET LOCA1
AT EACH ROLLER LOCATIApproved:
W.S. Wilson, P.E.
EXCEPT TOP BRACKET ROLL
P/N 125133395ADOISONDR., PENSACOLA. FL 32514
FLORIOA CERTIFICATION NO. 0046489
GEORGIA CERTIFICATION NO. M519
NORTH CAROLINA CERTIFICADON NO. 023836
Date: ` .- 2 8 —o
OPTION CODE.- 0110 1 REV.• P1 I WM 16' x 14' MAX, +27 —29 PSF j . 1 OF 4
TRACK END HINGE TOP BRACKET REQUIREMENTS
1/4"-20x9/16' TRACK
BOLT & 1/4-20 HEX
NUT THROUGH ANY
TWO ALIGNING HOLES
TOP BRACKET
P/N 108077)
5) 1/4"-20x5/b
TEK SCREWS
P/N 141568)
S CC #
MASTER PLAN
NARROW BODY HINGE
ME
I 1-
4) 1/4"-2Ox5/8"
SELF —THREADING SCREWS
2) 1 /4"-20x5 8"
2" NYLON ROLLER
W/ 4 1/2" STEM
TEK SCREWS ALL /
END HINGES
i (
P/N) 108135
I 0® I l d ,•
WIDE BODY
7/16" PUSH NUT AT EACH HINGE (P/N SEE
ROLLER (P/N 243341) BILL OF MAT'L)
LOCATED .25 MAX BETWEEN
PUSHNUTS AND BRACKETS 3" 20 GA
OR HINGES U—BAR
H END HINGE RH END HINGE
3) 1/4"-2Ox7/8"
TEK SCREWS
P/N 100507)
Approved: j - —1 /2" 20 GA CENTER
W.S.Wilson, P.E. STILES
3395 ADOISON DR.. PENSACOLA• FL 32514
FLORIDA CERTIFICATION NO. 004W9
BOTTOM BRACKET 16 GA ENO STILESGEORGIACERTIFICA110NNO. 016519
NORTH CAROLINA C£RTIFiCA71014 NO. 0=6 , (P/N RH-270354
Date: 4'-29-0 ( — & LH-270355)
OPTION CODE ' 0110 1 REV.' P1 I WM 16' x 14' MAX,' - -27 -29 PSF 1 2 OF 41
In
Rl
U-SAR L OCA TIONS
NOTE:
MAXIMUM SECTION WIDTH IS 21"
12'-6" THRU 14' HIGH DOORS
W/ (16) 3" 20 GA 80 KSI U—BARS
LOCATED AS SHOWN
10'-9" THRU 12'-3" HIGH DOORS
W/ (14) 3" 20 GA 80 KSI U-BARS
LOCATED AS SHOWN.
Scc #
MASSTER PLAN
9'-0" THRU 10'-6" HIGH DOORS
W/ (12) 3" 20 GA 80 KSI U—BARS
LOCATED AS SHOWN
7'-6" THRU 8'-9" HIGH DOORS
W/ (10) 3" 20 GA 80 KSI U—BARS
LOCATED AS SHOWN
6' THRU 7' HIGH DOORS
W/ .(8) 3" 20 GA 80 KSI U—BARS
LOCATED AS SHOWN
I
I
2) 1 /4"-2Ox5/8"
TEK SCREWS ATTACH
AT EACH STILE
Approved:
ws. Wilson, P.E
3395 ADDISON OR., PEHS COLA. FL 32514
FLORIDA CE"I ICATION. N0. 0048489
GEORGIA CERTIFICATION NO. 018519
NORTH CAROUNA CUMFEATION No. 023838
Date: 9 -2g- of
OP77ON CODE- 0110.1 REV- P1 I WM 76' x 14' MAX, +27 -29 PSF 13 OF 41
r
CENTER ST/LE INTERUMA TE HINGE L OCA TIONS
U_ASTER PLAN
m7i=m IfN=li
re i I m =il
12'
I
Approved:C/
W.S. Yrilson, P F
3395 ADDISON OR., PENSACOLA. FL 32514
FLORIDA CERVICATION NO. 0048489
GEORGIA CER11FICAMON NO. 018519
NORTH CAROLINA CSMFICA110N NO. 023836
Date:
OPTION CODE 0110 I REV. P1 I WY 16' x 14' -MAX, f27 -29 PSF 14 OF 4
Wind Load Test Report
Report # 0110P 1
February 22, 2001
TEST REQUIREMENT: '
The door must remain intact and safely operable after enduring static design pressures of both positive and negative 29 PSF. The door 9
must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. y
TEST PROCEDURE:
Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola, FL. Product was
installed with tools and hardware as normally done in the field and per specifications outlined in the attached drawing. Two 5/3" thick
blocks were placed under the door at the edge, centered under the end stiles, to simulate a counter balanced door. Deflections are
measured at the geometric center of the product: Plastic was used around the edges of the sections to decrease air loss. The plastic is
applied in a manner that allows full movement of the product. Permanent deformation is measured with a 50% pre -load before the
initial reading.
1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial
deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10
seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum
deflection was recorded at 5.77. The pressure was then removed and the deformation was recorded after one minute. The permanent
deformation calculates to .34 or 6%.
2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial
deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes 10
seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The rawamum
deflection was recorded at 5.07. The pressure was then removed and the deformation was recorded after one minute. The permanent
deformation calculates to .11 or 3%.
3) Upon inspection after test procedure, the door showed no damage. The door was shown to be safely operable.
DRAWING NUMBER: 0110 P
TEST DATE: February22, 2001. Temp 71' F. RODUCT
DESCRIPTION: SCC # L oa)6 1.
WayneMark.Model 8000, 160, 4 section. MASTER PLAN . 2. Exterior skin has minimum of .0175. The minimum yield stress is 33 KSI. 3.
Standard bottom astragal and retainer. 4.
2" nylon roller with 4 1/2" stems. 5.
14 gauge end hinges and 13 gauge center hinges. 6.
Eight 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7.
Two 16ga end stiles and five 20 ga center stiles per section. 8..
067 vertical and horizontal track 9.
Seven 7B-US brackets per side as shown on drawing anchored with one lag per bracket. WITNESSES:
Clyde
McDowell (Report Author), Sid Wilson, P.E. '- APPROVAL
BY SIMILARITY: Doors
listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to or better
than the doors tested. Reducing the width. of a door reduces the stress on it and causes less load to be transmitted to the rollers, track,
and brackets. Doors
listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door
tested, but will have less loading at equivalent pressures due to the decrease in area. Doors
heights are approved to 3 times the height tested per standard practice accepted in Miami -Dade Co. Refer to. Product Control Division,
Question and Answers, GA13(Q127). APPROVED
OPTIONS Based
on o er test b ' o uival Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. Name:
W.
S. Wilson, P.E. 91-2'B -01 3395
Addison Dr., Pensacola, FL 32514 Florida
Cert No. 0048489 Georgia
Cert No. 018519
Mardnda S
Maronda Systems 4005 Maronda Way Sanford FL 32771 (407) 321-0064
Engineer of Record: Tomas Ponce, P.E. 1005 Vannessa Dr. Oviedo, FL 32765
Design Criteria: TPI Design: Matrix Analysis TEE-LOK software
PLAN JOB # LOT ADDRESS DIV/SUB MODEL
6CLO6201 62
116 WHEATFIELD
LOOP ORO-CEL WINB4 LEFT
Fax (407) 321-3913
FL PE # 50068,
This structure was designed in accordance with, and meets the requirements
of TPI standards and the FLORIDA 2001 BUILDING CODE for 125 M.P.H. Wind Zone.
Truss loading is in accordance with ASCE 7-98. These trusses are designed for an enclosed building.
Truss ID Run Date Drawing
Reviewed
Truss ID Run Date Drawing
Reviewed No. of Eng. Dwgs: 33
Truss Layout f' 17-a,3 Roof Loads -
VT 4-11-01 TC Live: 16.0 psf
TC Dead: 7.0 psf
BC Live: 0.0 psf
BC Dead: 10.0 psf
HIP 10-20-00
A 4-1-03
Al 4-1-03
A2 4-1-03 Total 33.0 psf
A3 4-1-03 DurFac- Lbr: 1.25
DurFac- Plt: 1.25
O.C. Spacing: 24.0"
A4 4-1-03
A5 4-1-03
A6 4-1-03
Floor Loads- A7 4-1-03
A8 4-1-03 TC Live:., 40.0 psf
TC Dead: 10.0 psf
BC Live: 0.0 psf
BC Dead: 5.0 psf
A9 4-1-03
B 4-1-03
61 4-3-03
62 4-1-03 Total 55.0 psf
H 4-1-03 DurFac- Lbr. 1.00
DurFac- Plt: 1.00
O.C. Spacing: 24.0"
H1 4-1-03
J 10-9-03
11 10-9-03
J 1 A 10-9-03
J2 10-9-03
J2A 10-9-03
J3 10-9-03
J3A 10-9-03
J36 10-9-03
J4 10-9-03
J4A 10-9-03
J413 10-9-03
P 4-1-03
VT10 4-1-03
VT11 4-1-03
1
THD26
THD28
SKH26R
SKH26L
JUS26
THJ26
EA PILA A EJ
4
4 onre:JAN 3 0 2004
d
i
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04
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71
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o
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m N w—J4I
D D D Ib_.
c- c-
W 0000 co — — —j'
1 CONVENTIONAL FRAMED_ \,
W12X4 Not SYP
17-8 y 8-4
JOB NUMBER WINB4
CUSTOMER REVERSED
NAME; WINCHESTER B 4
14-0
DRAWN BY tl DAT--
PITCH:6112 0 2"
BEARING:3.5" psf —
JAN 3 0 2004
I
I
I
N
0
syrt bC.jsalused Ito acx ylouri, Of I t Ft:wt J u C iP Yt r nln
Ir7 t 11 lil Y, k I i P i41 1 I k 7'd
llfhUPI4iiF3 /r,J''a eGi i0rr'94., n ' yy I ueFrr4< rrr,l!--Fm s vcu —hen te,rurn ski
u'f , hi`hY t d''{,rti" 14,Y1rir rAeG r 4a` tj 1„ r 'iP tiyrouYseelhsslbel IBECrIME ALERTI rFIEED I+TSt
rIV1E Sfi4'iG Ei ` rf3 in ' i l5 y! Gtikc h X rl Sri i t }'
t *
t .
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r cCAUTION'"'-A C'IiITJO i uodentifies'safe'ape efmg '
s'` 3"r,;yraafi ces Foraoiidsaa essu ris'af co iUd atiori thataaouldfrp7f"S a 1 t k e i„I ti(Ifr ! s1 b a t s A+4 Ir x *i r rnlat i I y t r r,
t,,resaplf il r personal eci u d' alrjc arnage kiu,tsrt ctures'ksr'r
i-91 Summary Sheet
COMMENTARY and REC0MMt NDATIONS for
HANDLING, INSTALLING & BRACING METAL
PLATE CONNECTED WOOD TRUSSES °
It is the resoonsibilitv of the installer (builder,buildinocontractor licensed contractor,
erectororerectioncontractorl tonroperlvreceive unload store handle instal(and
brace metal plate connected wood tru^ses to orotect Life and prooerty, The installer
mustexercisethe same high degree of safety awareness as with any otherstructural
material. TPI does not intend these recommendations to be interpreted as superior
to the proje^.t Architect's or engineer's design specification for handling, installing
and bracing wood trusses for a particular roof or floor. These recommendations are
based upon the collective experience of leading technical personnel in the wood
TRUSS PLATE INSTITUTE:
583 D'Onofrio Dr., Suite 200
Madison, Wisconsin 53719.
608) 833-5900
truss industry, but must, due to the nature of responsibilities involved, be
presented as a guide forthe use of a qualified building designer or installer. Thus,
the Truss Plate Institute, Inc. expressly disclaims any responsibility for damages
arising from the use, application or reliance on the recommendations and
information contained herein by building designers, installe I-S, and others. Copyright
by Truss Plate Institute, Inc. All rights reserved. This document or any part
thereof must not be reproduced in any form without written permission of the
publisher. Printed in the United States of America.
TO I"'..AGE.
masses should bot be
00ragYs'terrain far un
6nwhich couid cause;
CAIiT{ON 'Trusses scored horizontall} should be CRUTIOf i Trusses shored }rsicalli should be
supportedandbiockingtopre eniexcessi relateral braced to preverit'topplingori ppin
bending`land {esseci r oasture gain s !:
ARtVING Do not`break handing untrl installation f DANGER ,Do oat stork bundles upright u,iess
Ibeg>;ns Care shonld'be :exercised in Eiantling re Iproperlyf,raced Da nortbreaRbandsnulbus tliPs
r , .are.placed.an.,astabie tortzorgtat.positian `. mov,ahto.av;olds:hifEtn,'af.tnc tviduaitralssEs :. „_i :,.
11Nalking ontrusses ivhtch are lyir g f6at
lUARNING Da,no{3111ibaantl{etl trusses by the r ;a: ,
bands Do not use damaged trusses 5 lr
fi a^ i J 3:•:_..-.:.,..r L_ :, .`fit I -
r ,
Frame 1
i
v _+^ --:.: `i E:I ;aJ . rY:r )r...•il}, ._. ilc r. }G:r 4!'' .. n,:' itt4 fd1.,:4 ti-YI tr11 ;4-,it-,+n l-,, I. $i - a'
I a,_... ;!j, {
S5t „I:t: f tttt ppp R'± , <r Et'aG1z 'abl:e5 Gf1a1f1S ,O ;:sa k ,r.....,.r raa= lr Y u + •ar :, uk. 3 VY.Y .IV' A.0 .(90'fa. ,..r 1 a. •; cl f4!,: +: -_ ;'. ,t>` mot, t.;v,f „xx hY f6 irur.,.14:':=1rd.ir....-_ y ...r.., ...r`I.. ylt' .. 1, .. xnifl .3 } ,r. .1?-:.r i'.:. a
la.. P•fjCf te1'r t-El'll IrbVdt l;l.'bPo f.6R tits/- ,:i 1 I i,W
Y'' ',w. A I' t 1 17 11 i I 4• itf] 11 'P.y+,7r'rL)$ +rlr fl 7' 1 T fJ1,L, _ Y'4 I 1 I} F b,.._ I
Ni ih Ihooks t®,the tNeb irnernb"ers 1 i~r`4't}'EAle11': r'r7 s't'i-_-Y I i .__ !r. _tY.J 1. .i -Nr'`I o.,.-.... .,'7i ri .: • I,J P r_:[k L, G._ t. 'u i't , ,
1601IWECHAiVICAL, INSTAL TION",
or less /orle_s \ f
Afagpproximately . Approximately 9
Line
truss Iength '/, truss length Line
Truss spans less than 30'.
spreader Bar
Toe in
Toe in
Approximately
s to Z/h truss lenath- \
I to 60'
Lifting devices should be connected to
the truss top chord with a closed -loop
attachment utilizing materiels such as
slings, chains; cables, nylon strapping,
etc, of sufficient strength to carry the
weight of the truss. Each truss should be
set in proper position per the building
designer's framing plan and held with
the lifting device until the ends of the
truss are securely fastened and tempo-
rary bracing is installed.
1 Less than or eq..
i Tag
Line
i Fader Bar
Joe In _ Toe in
y
Approrirnately
to :r; truss length i, Tag
Less than or equal to 60' Line
Strongback/
SpreaderBar / \
Aporoximatel_ I
i to truss length
Greater than 60'
I, Tag
Line
Strongback,",
I.- 1}
tJreaderE3ar
At or above
rnid-heiant
Approximately_
Ito -/,truss length
Tag Greater than 60'
Line
f'6D., ..., lop Chord l Typical ve nical
attachment.
Enc 4rll Itic
i n
r ..=T,t
talc lunc J 1
y
Ground brace I.TOI C'
iL C,rroura E!
v:dkill (Ci81!) r(, G61f Grounn
brace diag
onals 1 9 la.•.
trut
T)
ital
tie member with Hlj
Frame
t"
truss of bra, oup
of irusse. E
B).
j
9
TOP CHORD I
ISI Iriht I alr', II I,IhI b I
DIAGCNAIBRAC= IIIIIII I:S rl ni li RI:!"'ll IIII:. II nI IIII IIII II TOP
g •(\ 12
1
4 or greater
UD to 32'
Over 32' - 48' 4/12 6' 10 7
Over 48' - &0All 5' 6 4 Over
60' See a registered professional engineer DF -
Douglas Fir -Larch Sp - Southern Pine HF -
Hem -Fir SPF - Spruce -Pine -Fir ELF
Douglas Fir -Larch Sr^ - Southern Pine HF -
Hem -Fir S'PF - Snruce-Pine-Fir
z
4 ar greater A
Boticnr
at ea&
soacin --
r - — -
7Q .
i \
Permanent Ps
continuous \
lateral bracing
as specified by the
truss engineering.
Baia I BOTT0F tHdkD. ! a
II ri1 {ORD DIp'GOt AL'BFtAC
3RAC SPtLCIl G DBS}' '
20 t5
10 7
6 4
ressionai engineer
SP - Southern Pine
SPF - Spruce -Pine -Fir
All lateral braces
lapped at least 2
trusses.
rG'u bra•ci tg I c ut E3
at each and of fig -
buildff-;g and., at lC'
VV=B MEMBE PLANt fir§6L ,1 N
Frame 4 i
t
I'' I I' TOP CHORD
i' Ill r ill 'iit -I II
I I„I 1 ITOP CHORD' + I DIAGONAL BRACEIIIIFi
il I'du,ll'sll
I h
MlNIMUN I'
II
LATERAL BRACE SPAT1NG
SPAtd'I'i Il;l DEPTH I SPACING(LB) s trusses
1
Up to 32' 30" 16 . 10
Over 32' - 48' 42" 6' 6 4
Over 48' - 60' 48" 8' 4 2
Over 60' See a registered professional engineer
ru-,,cni-, a orr - oprruce-rule-nr
6
L The end
diagonal brace
for cantilevered
trusses must be
placed on vertical
webs in line with
the support.
ZX4/2x6 eARALLLU Continuous
CH RQ TRUSS i !r
Top Chord
I Lateral Brad
Required
Top chords that are laterally braced can buckle
tog ethe 'and cause collapse if there is no diago- 10"
nal bracing. Diagonal bracing should be nailed
to the underalde of the top chord when purlins
are attached to the topside of the top chord.
Attach mer
Required
20' ioQ
jy / rOTrus S
Ses
y Spp NF 2' 0.c
30" or
Q. greater
End diagonals art'csses#ial.!: G
stability and must be duplicate
both ends of the truss system.
b 2 PARALU:: CHORD TRUSS::TContinuous Top
Chord Top
chordc that are laterally braced can buckle - Lateral Brace top
etherand ca use collapse if th cre is no dingo- Required naI
bracing. D i agon a l braci n g sho uid be na l led to
iiie underside of the top chord when purline I'j -•`' are
attached to the topaide of the wp chord. UL Attachment
G
eculrcd — Trusses
must have lum- s
bet oriented in the hori- r
r wv asrr ur t a trio t,,, t r zontal
direction to use this
bracespacing. rJ. ,t3dS, braceslappedy-• r'.fi i r
y /
r r, nk,
t t' aweJ SL-r l
it ,' ' r —' " ' °
a'Pi t `` i aJcrur ly i u ,1 •r r l , _ . _ / 2 , _' ,
Y ,-
1 u j 7"''rr :' r
s r r r! rr`Fl`-mac it arm roil.. ('"G ':T,• w',yGJsilu.ir fly —' g1}"l' r' ;
r d rna 7r'jr.—rt r. 'f s,.,'i--'S.^ n,.-+g y r•Cr r' r tqF,.,, b c L` . . nJC`ea f*sLl,v,a .--•-,'P;i''"--cst Enddiagonalsareessettttalt#-ncx stability
and must be dupllcaie3 on a`" i'
wr n ss bothendsofthetrusssystemFrame
5
i jq!
i11;ii P
R D.,rts:.: A L1:B RAC E v0:
MINIMUM!,;:; iiqLA TZ ACE SPACING SPANPA
r# t SR/-
DF;:..1.:1 SPF/.HF::: I Up
to 24' 3/12 S' 17 12 Over
24'- 42. 12 T 10 6 Dver42'
54' 3/12 61 6 4 Over
54' See a registered professional enyineer DF -
Douglas Fir -Larch SP - Southern Pine FIF -
Hem -Fir SPF - Spruce -Pixie -Fir Diagonal
brace also
required on end-
verticals. 1. Top,,-
hot or Thai are laterally hiar.,ad ran buuld". 1bi-
acing, to
the underside of the top churl when purling 11
tlacl-d to the topside of the top ehord. NO
N 0 T PLURPiB
12
3
or greater
All
lateral braces lapped
at least 2 trusses.
con"
inuou-, Tor) chord, X
I Lateral
Brace Required
le
a te r Attachrrient
Require
Length
L(
in) LeI ,
sserof U200 or
2" L(in)
BOW L(
in)
p a
d : ....... D(in)
J7 7777777777777777 Lesser
of
L/200
or 2 150 or
2" i U2 0 L (ft) LP200Lyt) Maximum Plumb 501.
114" 4.
2' 200" V 16.7' Misplacement Plumb 11211
6.
31 250" 1-1/4" 120Z Line 150" 3/
4" 12.5' 300" 1 2' 30' 3/
4
3' s, 6, 12"
96.
MARONDA EYSTERS 4005 Maronda Wcry Sanford, FL 32771 d 07) 321-od„ 4 F®,:. (407) u.`.;1:°ga3
Date: Larch 5, 2003
To: Building DeOp nrtment
From: Maronda Systerttrs
Tomas Ponce
Professional Encr. eer
Mate or korg a. 0`00
subject: Vaney Trusses
All I'll fieYlrusseE je ec '-' t na b are rere under the , sheetsr. 6 re truss package signed erne -al ,aj9ey sheeii providedesrseafebytheeraaeeror1, d. The connections are notedonfifrestrcc41p>nfr€ sereet of the plans. All criteria of the valley trusses are nofed orr thesheet.
ff you irs ve any € uestions please fe-1 free to c20 at 407-32.1-0064.
om. 5Ponce, .'. r q&6'GYF sa° Date:
zN
r,. L
C> r
r} ',,, " - ice' 7'i U%. ;• ti,..
DESIGN INFORMATION
This design is for an individual binding
component and has been based on information
provided by the item The designer dlsdalnu
any responsibility for damages as a result of
faulty or Incorrect Information, specifications
and/or designs furnished to the truss deslgiocr
by the client and the correctness or accuracy
of this Information as I may relate to a spe-
cific project and accept+ no responsibility ar
exercises no control with regard to fabrim-
Lion. handling. shipment and Installation of
trusses. This truss has been designed as as
tndfvldual building component in accordance with
ANSI/'IPl 1-1995 and NDS-97 to be Incorporated'
as part of the building design by a Building
Designer (registered architect or professional
engineer).When reviewed for approval by the
building designer. the design lmdhrgs shown
must be checked to be sure that the data shown
are In agreement with the local building codes,
local climatic records for wind or snow loads.
project spect0cati.ns or special applied loads -
Unless shown, truss has not been designed for
storage or occupancy loads- The design assumes
compression chords (top or bottom) are —Unu-
ousiy braced by sb—thing unless otherwise
specified. Where bottom chords In tension are
not fully braced laterally by a properly applied
rigid celing, they should be braced at a
madmun sparring of 10'-0" o-e Connector
plate shall be manufacbued from 20 gauge hot
dipped galvanized steel meeting ASIM A 653.
Grade 40. wiles otherwise showO-
FABRICATIONNOTES
Prior to fabrication. the fabricator shall review
this drawing to verify that this drawing Is In -
confo[manrx with the fabrtcator's plans and to
realize a continuing responsibility for such vert-
Oration. Any discrepancies are to be put In
writing before cutting or fabrication.
Plates shall not be Installed over knotholes,
mots or distorted grain. Members shall be cut
for tight fitting wood to wood hearing. Con-
nector plates shall be located on both faces of
the truss fwithnalls dy imbedded and shall be
sym. about the joint unless otherwise shown. A
Sx4 plate is 5" wide x 4" long. A 6xS plate Is 6"
wide x B" long. Slots (holes) run patallel to
the plate length specified. Double cuts on web
members shall meet at the rentroid ofh. webs unless
otherwise shown. Connector plate sizes are
mini aura sizes based on the forces shown and
may need to be lncieased for certain hand- ling
and/or eccetlon stresses. This truss Ls not to
be fabricated with Ore retardant treated lumber
unless otherwise shown. For additional warmatioo
on Quality Control refer to ANS11-
in 1-1995 PRECAUTIONARY
NOTES All
bracing and credion recommendations arc to
be followed in accordance with "Handling InstaNing
A 9radug", HIB-91. Tt,>s.,es are to be
handled with particular care during banding and
bundling, delivery and Installation to avoid damage.
Temporary and permanent bracing for
holding trusses In a straight and plumb.pm- IUon
and for resisting lateral forces shall be designed
and Installed by others. Careful hand- ling
is essenlbl and erection bracing is always required.
Normal pxvec utlomuy action for trusses
requires such temporary bracing during Installation
between trusses to avoid toppling and
dominoing. The supervision of erection of trusses
shaf be under the control of pexso— cicpedenced
In the Installation of trusses. Professional
advice Shall be sought If needed. Concentration
of construction loads greater than
the design loads shall not be applied to trusses
at any these. No loads Other than the weight
of the erectors shall be applied to trusses
until after all fastening and bracing is
completed MONO
VALLEY VALLEY
TRUSSES COMMON
VALLEY VALLEY
TRUSSES ITYF MARONDA
SYSTEMS TRUSSES
II
11. II SUPPORTING
TRUSSES SUPPORTING
TRUSS VALLEY
TRUSSES (TYP.) COMMON
OR GIRDER COMMON
TRUSSES (TYP.) VALLEY
STRAPPING TO TRUSS BELOW USING MSTA12
@ 4' O.C. VALLEY
TRUSSES CAN BE CANTILEVERED UP TO TWO
FEET. WO:
VALLEY SET IF
LESS THEN 3.0-0 THEN MOVE DIAGONAL
WEB TOO NEXT PANEL- 1L_
L TI:
VT s3TY:1 4
I
I+)
WHEN DIGAONAL WEB PRESENT USE 4X6 PLATE 8)
WHEN NO DIAGONAL WEB PRESENT USE 2X4 PLATE 2x4 #
20 OR
B
5z6
OR VALLEY MEMBERS AT t
4x6 3x6 4x8 t 4x6 24' O.C. (TYP) DIAGONAL
WEBS OR OR REQUIRED
WITH SPANS 2x4 2x4 20
GREATER
THEN 28-0-0 3x6 2x4
3x6 VARIES .
2x4
UP TO T 2x4
12 0.
0-4 3x6
20 2x4 2x4 20 410 2x4 3x6 2x4 2x4 30 3x6
OR
3x6 OR 2x4
t
46 OR t 4x6 MAX.
6.0.0 O.C. (TYP) 2x4 MAX 6-0-0 O.C. (TYP) MAX.
TRUSS SPACING i
BELOW - 48. O.C.' SPANS
UP TO 60-0-0 DoDoi TOP
CHORDS: 2X4 SP #2 IT IS NOT REQUIRED TO SHEATH TRUSSES BOT
CHORDS: 2X4 SP #2 BELOW VALLEY SET. VALLEY MEMBERS PROVIDE
ALL NECESSARY TOP CHORD BRACING. WEBS:
2X4 SP #3 r
VALLEY
MEMBERS TO BE SET TIC MUST BE CONTINUOUSLY BRACED BY ROOF PERPENDICULAR
TO TRUSSES BELOW. SHEATHING UNLESS NOTED OTHERWISE. WHEN
VALLEY MEMBERS ARE NAILED DIRECTLY TO TRUSS TOP
CHORDS USE (2) 16D NAILS PER INTERSECTION, OR TWO FEET
ON CENTER. WHEN BELOW TRUSSES ARE SHEATHED FIRST
USE (2) 10d NAILS OR (1) 16d NAIL PER INTERSECTION, OR
TWO FEET ON CENTER. 2x4
BRACING NAILED FLAT TO EDGE OF WEB WITH 12d NAILS AT 8'
O.C. OR A SCAB OF THE SAME DIMENSION AND GRADE AS WEB;
NAILED TO FACE (S) OF WEB WITH tOd NAILS STAGGERED 8'
O.C. SCAB OR TRANSVERSE BRACING TO EXTEND FOR 90% OF
WEB LENGTH. ONE BRACE REQUIRED ON WEBS GREATER THAN
8' LONG t. TWO 2X6 BRACES REQUIRED ON ANY WEB EXCEEDING
14'.tt EXCEPT
AS SHOWN PLATES.ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Cont. Support Studs 1& 6-0-0 ox. Maronda
Systems 4005
MARONDA WAY SANFORD,
FL. 32771 407)
321-0064 Fax (407) 321-3913 TOMAS
PONCE P.E.. LICENSE #
0050068 1690
GREENBROOKC-MEDO,FL32766 WAKNING:
READ ALL NOTES ON THIS SHEET. Ong- Job: VVV: V^LLC7 ail A
COPY OF THiS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: VT CONTRACTOR.
Dsgnr: TLY Chk: IDate: 4-11-01 TC
Live 16.0 psf DurFac - Lbr. 1.25 BRACING
WARNING: Bracing
shown on this drawing is not erection bracing, wind bracing, portal bracing or slm ar bracing TIC Dead 7.0 - psf Du rFac - Pit: 1.25 - which
is a part of the building design and which must be considered by the building designer. Bracing is
for lateral b—kft length. BC L1VC O O. psf O.C. Spacing: 24.0rr shownsupportoftrussmembersonlytoreducegProvisionsmustbemade
to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 2.0 f toDesign Criteria: TP Additional
bracing of the Overall structure may be required. (See HIS-91 ofTPD.- _ Code Dese: r17ussPlateinstitute, TPf. Is located at 583 D'Onalno Drive, Madison, Wisconsin 53719). TOTAL
25.0 psf V:06.29.00- 8302- 37 Desim:
Matrix Attabsis in)? PATf4- / tTr.-F'-Inr'tll!nC('-ITrP-'nVr t'IDC
I HIIa BLOC SING M,ARONDA SY311,01S
DESIGN IN -FORMATION
This design is lio an individual Willing
calnpurrcrri and lull I.... basal ran infrrmmbm
pnwidcd by Iba, dienL The designer disclaims
any rcspnnsibilily lb, danugcs as a rcddl at.
fully or incorrect infomralidn, speeilicaliuns
udlor designs hlrnisheJ to. die buss designer
by if.. dicnl and aloe olarrectracs, ut accuracy
n( this in(mrmtimn as it nary rotate to a spe-
cillc Ptu)ect old --pi, nu resp of sibilily or
q'mcm isesnortirld with regard III hhfica- Iiom,
handling, shipmcnl and installation of Irussa.
This Truss has been designed as an ha0ddual
building cunpmtcnt In accusdance milli ANSIffPI
1-1995 and NDS-91 In he lou," frmed at
fair, of the building design by a Building Designer (
registered archiled or famf Istioral engircer).
When reviewed for apprural by the building
designer, the design loadiugi slaswn must
he checked to he sure that care dan thowr as
an grecrtmm with the local building vales, local
climatic records fir wind or snn.v loads, Pntjcd
rlrodfcali.ms .f slrs:fal appllcd Loads. Unless
shown, trust has ma bean Octigned for s4traga
ur —r ancy Inad. The Jcsign asumces rmpreaim
chords (hit far ".If—) are enninu- omsly.
bracel by slresshing mlcss allterwise sticci0cd.
Where buurml chorales in -,.,inn arc not
fully braced laterally far a properly applied rigid
ecmling, they should be hraecl at not
elmum'Pacing of 10'-0- o.e_ C.nnectu plates
shall he mnu aft-lo" Iranian20 gaoga hm diplwd
galvanized dal meeting ASTM A 653, Grade
40, unlcss.nl¢mise shown, FABRICATION
NOTES Prier
In fabrication, O¢ fabricator shall review IN,
Drawing w verify that this dnw•Ing is in. conf
irnba acc will) the fabricator's plans mul bf rcallac
a cunlhauin_ resPnredbility lair such vni- 0rafitm.
Any disnrcParcics are to be put ht coiling
Ircfwc cutting r. Y bricalion. Plmc,
shall not la; insnilcd over knodades, lint.
nr dicrrvtcd grain. mcrobcof shall -be cut l
tr"tight 01dr% wind m raw hearing. Curt - incur
Blades shall 1w Ir.—d .I hob lams of Iltc
muss with natls ( fly imh.:dd d and s"If be gym,
abwi die joint unless uIlwmiu drown. A 5.
4 plate is S' with: a 4- lung- A 6a8 pdfc is 6' wide
s 8- lung. Sims thotet) non Parallel to dtc
plat. hcngib speditcd. Double ..as ran wch members
shall man as the eennoid of care vcbs unless
otherwise shown. condie olor plan. .,.I e
mhdmmn slats Lased on Ode forces ehmvo rat
may steed uc be d incrcat-d for —.in har- ling
arulfor.1—jinn stra,.— This truss Is ram to
he ',,,I -Id with fire mnrdaw b caacd Imdtcr
uAcssmhetwisealmwa. f-dfatWilionalittfnrmathnl
tin Quality Conlrnl re(cr to .- ANSU(
Yl 1-1995 PRECAUTIONARY
NOTES All
hraeing mat r-dim re, a.. arc to
be f..dluutd in sxurdan a .villa 'Ilaodling Installing &
Oraei' -, HI0-91. 'flosses are to be
handled with panieular cart during handing and
bundling, dalivmy and installation In .,-.aid damage.
Temponary and permatrern htacing fur
hulJiag vusscs In a nrai n and plumb 1 - liiun
and (ar «siding Incest forces shall be dcA.
ncd and insfalled lay mlu,s_ Carclul hand- ling
Is csscmiaf aad areal'' hraaing is alwoys required_
Normal preeau'iionry .anon !ur louses
requires rich tunpunry hoeing during ifulalbui.
m bcl—. fcusu_s w avoid tnpilling oil
drunin ling. 'nne suptrcistnn of eredinn nl trusses
shall Ile under the control of licts'ms parierr
d in J'. boaallmi.m ,I ."I aes_ Pnrfes5innl
adctce shall be snughl if needed. Gffccmntion
of cwsssmucdttn Inds grcatem don'
be Jcsign (.ads shall not he applied Io la",
at any rime. No Lads other Ill." Jic ucighl
u! Ilre carts'.. sh.II be applied to wsscs
moil after all fusicuing and bracing is
cumpletad. . O\
It p,S 110P0 g;f
J12, r
tie e.
s No.
ao5oo6a Q
STATE OF z
sSf
ONAL E bt\\\N 1j/
J/III 11iI1S111 1
HIP
GIRDER 2x
OF
IVO:
HIPDETAI:L I'I: HIP QTYA BLOCKING
ADDED TO. TOP CHORD STEP
HIP TRUSSES TO SHORTEN OSB
NOT T-0 EXCEED 2411O.C. TO
BE NAILED TO TRUSSES W/ S
@ 12" ON CEN. STAGGERED PRE-
ENG'D TR TOP
WALL OF BUILDING j
n % i !> l/') l ' fir i J%t % " iw; ( t'' W / J Maronda
Systems 4005
MARONDA WAY SANFORD,
FL. 32771 407)
321-0064 Fax (407) 321-3913 TOMAS
PONCE P.E. LICENSE #
0050068 1890
GREENBROOK Cf.OVIEDO.FL32766 WARN
FNii: READ ALL NOTE, ON THIS StME1'. 1 Ling. rob: WO: I1II'DErT'AIL A
COPY OIL THIS DRAIVING TO BE GIVE,N TO ERECTING Dwg: Truss ID: 1111' CONTRACTOR.
Dsgnr.' . Ctdc: Date: 10-20-00 BRACING
WARMNG: w Live 16.0 psf Durfac - L1)r: 1.25 Bracing
shown ran thii Jran•ing is nor erection bracing• wind bracing, pill fit hrach'g ur similar hraeing TIC bead TO psi — DurFaecv*e - Pit: 1.25 which
is a pari of file huilJing Jcsign and Ihich muss be-rasidaed by Ibc building deBracing shown is ilu
lateral supp.n of roll machos only m rcduee buclaing lui;lh. IIIovisillbs BC Live 0.0 u7signer. O.C.Spacing: 24.(In P g• musthemadeI. anchor
b I...I hoeing aI ends mot yteeincJ lucafiuns d.1-6.ed by des huilJiug designer. - rae Addilimrd hing
oftheov 1111 slmcture he BC Dead 7.O-O psf Design Criteria:
TPI
may required. (Son
IIIB-91 nITPn. Truss I'Imc
Inssimte, TH, is bcalcd al 583 D'Onuhia DOM Madison, Wisuauia 53719). fall(' l Code
Dese-- TOTAL
33.0
usf v•m n7 no- 30106- 3 4: Derign: Aiarrir
Anofysis
JOB 1:4171I: CAT'EE-LOXUOBSIHI DEr—I HCS.- 011.01.00
DESIGN INFORMATION
This design is for an Individual building
component and has been based on information
provided by the client. The designer disclaims
any responsibility for damages as a result of
faulty or Incorrect information. specifications
and/or designs furnished to the Lruss designer
by the client and the correctness or aceuaev
of this information as it may relate to a spe-
cific project and accepts no responsibility or
exercises no control with regard to fabrica-
tion, handling, shipment and Installation of
trusses. This truss has been designed as an
individual building component In accordance with
ANSI/TPI 1-1995 and NDS-97 to be Incorporated
as part of the building design by a Building
Designer (registered architect or professional
engineer). When reviewed for approval by the
building designer, the design loadings shown
must be checked to be sure that the data shown
are In agreement with the local building codes,
local climatic records for wind or snow loads,
project specifications or special applied loads.
Unless shown, truss has not been designed for
t storage or occupancy loads. The design assumes
compression chords (top or bottom) are contlnu-
ously braced by sheathing unless otherwise
r specified. Where bottom chords In tension are
not fully braced laterally by a properly applied
rigid ceiling, they should be braced at -a
maximum spacing of IU-0" o.c. Connector
Plates shall be manufactured from 20 gauge hot
dipped galvanized steel meeting ASTM A 653,
Grade 40, unless otherwise shown.
FABRICATION NOTES
Prior to fabrication, the fabricator shall review
this drawing to verify that this drawing is in
conformance with the fabricator's plans and to
realize a continuing responsibility for such ver(-
ficatlon. Any discrepancies are to be put in
writing before cutting or fabrication.
Plates shall not be Installed over knotholes,
knots or distorted grain. Members shall be cut
for tight fitting wood to wood bearing. Con-
nector plates shall be located on both faces of
the truss with nails fully imbedded and shall be
sym. about the joint unless otherwise shown. A
5x4 plate Is 5" wide x 4" long. A 6x8 plate is 6"
wide x 8" long. Slots (holes) run parallel to
the plate length specified. Double cuts on web
members shall meet at the centroid of the webs
unless otherwise shown. Connector plate sizes
are minimum sizes based on the forces shown
and may need to be increased for certain hand-
ling and/or erection stresses. This Iruss is not
to be fabricated with fire retardant treated
lumber unless otherwise shown. For additional
Information on Quality Control refer to
ANSI /TPI 1-1995
PRECAUTIONARY NOTES
All bracing and erection recommendations are
to be followed in accordance with "Handling.
Installing & Bracing'. HIS-91. Trusses are to
be handled with particular care during banding
and bundling, delivery and Installation to avoid
damage. Temporary and permanent bracing
for holding trusses in a straight and plumb pos-
ition and for resisting lateral forces shall be
designed and Installed by others. Careful hand-
ling is essential and erection bracing Is always
required. Normal precautionary action for
trusses requires such temporary bracing during
installation between trusses to avoid toppling
and dommoing. The supervision of erection of
trusses shall be under the control of persons
experlenced In the installation of trusses.
Professional advice shall be sought if needed.
Concentration of construction loads greater
than the design loads shall not be applied to
trusses at any time. No loads other than the
weight of the erectors shall be applied to
trusses until after all fastening and bracing,
is completed. -
JB: WINCHESTER B 4 AC: 10# UPLIFT D.L.
TOP CHORDS: 2x4 SP #2
BOT CHORDS: 2x6 SP #2
WEBS: 2x4 SP #2
2x4 SP #3 1,9
MULTIPLE LOADS -- This design is the
composite result of multiple loads.
All COMPRESSION Chords are assumed to be
continuously braced unless noted otherwise.
PROVIDE UPLIFT CONNECTION PER SCHEDULE:
Support 1 965#
Support 2 922#
MAX LIVE LOAD DEFLECTION:
L/999
L=-0.13" D=-0.1411 T=-0.27" -
MAX HORIZONTAL TOTAL LOAD DEFLECTION:
T= 0.10"
MAX HORIZONTAL,LIVE LOAD DEFLECTION:
T= 0.051,
RMB = 1.15
10-3-2
0-4-3
WO: WINB4 WE:
Continuous lateral bracing attached to
either edge of web(s) shown. Bracing MUST be
positioned to provide equal unbraced
segments OR 2x4 T-brace nailed flat to edge
of web with w/311x 0.1201, nails spaced 8" o.c
Brace must extend at least 90% of web length
2x6 Brace required on any web over 141-011.
WndLod per ASCE 7-98, C&C, V= 125mph,
He: 23.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0
Bld Type= Encl L= 40.0 ft W= 44.0 ft Truss
in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf
Fact Resistant Covering and/or Glazing Req
TC... FORCE ... CSI ..BC ... FORCE ... CSI
1- 2 -2768 0.48 14-13 2426 0.51
2- 3 -2573 0.55 13-12 2045 0.41
3- 4 -1912 0.50 12-11 1651 0.30
4- 5 -1654 0.42 11-10 2046 0.41
5- 6 -1908 0.51 10- 9 2426 0.51
6- 7 -2573 0.56
7- 8 -2768 0.55
TI: A QTY:2
Joint Locations========-======
1) 0- 0- 0 6) 31- 0- 8 11) 25- 0- 0'
2) 6-10-15 7) 37- 1 1 12) 19- 0- 0
3) 12-11- 8. 8) 44- 0- 0 13) 9-11- 4
4) 19- 0- 0 9) 44- 0- 0 14) 0- 0- 0
5) 25- 0- 0 10) 34 0-12
MAX. REACTIONS PER BEARING LOCATION-----
X-Loc Vert Horiz Uplift Y-Loc Type
0- 1-12 1497 1 44 -965 BOT PIN
43-10- 4 1451 0 -922 BOT H-ROLL
19-0-0 6-0-0 19-0-0Ilk
1 2 3 6 7 8
0
SX8 4X6
600
4X0 SX10 8X10 4X6 8X10 4X6
n 19
9-10-3
0-4-3
14 13 12 11 10 91
1498# 3.50" 1452# 3.50"
10 -0 i- 44-0-0
RO-11-11) 1
EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1489
WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: IN64
Maroitda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: A CONTRACTOR.
BRACING
WARNING: Dsgitr:
TLY Chk: Date: 4-01-03 TIC
Live 16.0 psf DurFae - Lbr: 1.25 4005
MARONDA WAY raci Bngshown on this dmwng is not erection bracing, ,wind bracing. portal bracing or similar bracing TIC Dead 7.0 psf DurFae - PIt: 1.25 SANFORD,
FL. 32771 which is a part of the buiding design and which most be considered by the building designer. Bracing shown
is for lateral support truss BC Live 0.0 sf O.C. Spacing: 24.0" 407) 321-0064 Fax (407) 321-3913 TOMAS
PONCE P.E. of
members only to reduce buckling length. Provisions must be made
to anchor lateral bracing at ends and specified locations detemthied by the building designer. Additional
bracing of theoverall structure may be required. [See HIB-91 of TPI). BC Dead p
10.
0 sf pDesign Criteria: TPI LICENSE #
0050068 Truss Plate Institute, TPI, Is located at 583 D'Onofrio Drive. Madison, Wisconsin 53719). Code Dese: FLA Ions
VANNESSA DR.0weo0.FL.32766 I TOTAL 33.0 psf V:09.05.02- 20499- 0 Design:
A9atfix Analj'sis JOB PATH C:IT'EE-LOKIJOBSIIWNB4V HCS_ 08.20.02 I
i
DESIGN INFORMATION
This design is for an Individual building
component and has been based on Information
provided by the client. The designer disclaims
any responsibility for damages:, as a result of
faulty or Incorrect Information, specifications
and/or designs fumished to the truss designer
by the client and the correctness or accuracy
If this information as it may relate to a spe-
elfle project and accepts no responsibility or
exercises no control with regard to fabrica-
tion, handling, shipment and installation of
trusses. This truss has been designed as an
individual building component In accordance with
ANSI/TPI 1-1995 and NDS-97 to be Incorporated
as part of the building design by a Building
Designer (registered architect or professional
engineer). When reviewed for approval by the
building designer, the design loadings shown
must be checked to be sure that the data shown
are In agreement with the local building codes,
Local climatic records for wind or snow loads,
project specifications or special applied loads.
Unless shown, truss has not been designed for
storage or occupancy loads. The design assumes
compression chords (top or bottom) are continu-
ously braced by sheathing unless otherwise
specified. Where bottom chords In tension are
not fully braced laterally by a properly applied
rigid ceiling, they should be braced at a
madmpm spacing of 10'-0" o.c. Connector
plates shall be manufactured from 20 gauge hot
dipped galvanized steel meeting ASTM A 553.
Grade 40. unless otherwise. shown.
FABRICATION NOTES
Prior to fabrication. the fabricator shall review
this drawing to verify that this drawing Is in
conformance with the fabricators plans and to
realize a continuing responsibility for such veri-
fication. Any discrepancies are to be put in
writing before cutting or fabrication.
Plates shall not be Installed over knotholes,
knots or distorted grain. Members shall be cut
for tight fitting wood to wood bearing. Con-
nector plates shall be located on both faces of
the truss with nails fully imbedded and shall be
sym. about the joint unless otherwise shown. A
5x4 plate is 5" wide x 4" long. A 6x8 plate Is 6"
wide x 8" long. Slots (holes) run parallel to
the plate length specified. Double cuts on web
members shall meet at the centroid of the webs
unless otherwise shown. Connector plate sizes
are minimum sizes based on the forces shown
and may need to be Increased for certain hand-
ling and/or erection stresses. This truss is not
to be fabricated with fire retardant treated
lumber unless otherwise shown. For additional
Information on Quality Control refer to
ANSI/TPI 1-1995
PRECAUTIONARY NOTES
All bracing and erection recommendations are
to be followed in accordance with "Handling
Installing & Bracing". HIB-91. Trusses are to
be handled with particular care during banding
and bundling, delivery and Installation to avoid
damage. Temporary and permanent bracing
for holding trusses in a straight and plumb pos-
III- and for resistfng-lateral forces shall be
designed and installed by others. Careful hand -
Ling Is essential and erection bracing Is always
q required. Normal precautionary action for
t trusses requires such temporary bracing during
Installation between trusses to avoid toppling
d and domtnoing. The supervision of erection of
trusses shall be under the control of persons
experienced In the installation of trusses.
Professional advice shall be sought If needed.
Concentration of construction loads greater
than the design loads shall not be applied to
trusses at any time. No loads other than the
weight of the erectors shall be applied to
trusses until after all fastening and bracing
Is completed.
JB: WINCHESTER B 4 AC: 10# UPLIFT D.L.
TOP CHORDS: 2x4 SP #2
BOT CHORDS: 2x6 SP #2
2x4 SP #1 D 1
2x4 SP #2 D 2
WEBS: 2x4 SP #2
2x4 SP #3 1,3,12
MULTIPLE LOADS -- This design is the
composite result of multiple loads.
PROVIDE UPLIFT CONNECTION PER SCHEDULE:
Support 1 1059#
Support 2 1089#
MAX LIVE LOAD DEFLECTION:
L/999
L=-0.26" D=-0.27" T=-0.54"
MAX HORIZONTAL TOTAL LOAD DEFLECTION:
T= 0.28"
MAX HORIZONTAL LIVE LOAD DEFLECTION:
T= 0.14"
RMB = 1.15
9-3-2
0-4-3
WO: WINB4 WE:
Continuous lateral bracing attached to
either edge of web(s) shown. Bracing MUST be
positioned to provide equal unbraced
segments OR 2x4 T-brace nailed flat to edge
of web with w/3"x 0.120" nails spaced 8" o.c
Brace must extend at least 90% of web length
2x6 Brace required on any web over 141-011.
All COMPRESSION Chords are assumed to be
continuously braced unless noted otherwise.
WndLod per ASCE 7-98, C&C, V= 125mph,
H=:23.0.ft, I= 1.00, Exp.Cat. B, Kzt= 1.0
B1d,,:Type= Encl Ili= 40.0 ft W= 44.0 ft Truss
in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf
Impact Resistant Covering and/or Glazing Req
TC.:.FORCE CSI
1- 2 5063 0.82
2- 3 3059 0.71
3- 4 2290 0.63
4- 5 1870 0.42
5- 6 1784 0.42
6- 7 2046 0.49
7- 8 2628 0.54
8- 9 2800 0.50
BC...FORCE ... CSI
17-16 4588 0.96
16-15 4209 0.95
15-14 2688 0.68
14-13 2051 0.45
13-12 1873 0.32
12-11 2128 0.38
11-10 2460 0.48
TI: Al QTY:1
Joint Locations===========_===
1) 0- 0- 0 7) 32- 4- 8 13) 21- 2- 6
2) 4- 3- 8 8') 37- 9- 1 14) 17- 2- 6
3) 10- 7-12 9) 44- 0- 0 15) 10- 7-12
4) 17- 0- 0 10) 44- 0- 0 16) 4- 3- 8
5) 21- 2- 6 11) 35- 0-12 17) 0- 0- 0
6) 27- 0- 0 12) 27- 0- 0
MAX. REACTIONS PER BEARING LOCATION-----
X-Loc Vert Horiz Uplift Y-Loc Type
0- 1-12 1498 68 -1059 BOT PIN
43-10- 4 1497 0 -1089 BOT H-ROLL
17-0-0 10-0-0 k 17-0-0Ilk
1 2 3 5 7 8 9
3.00 1
6.00
5X8 3X4 4X6
3.00
Q
T,
8-10-3
0-4-3
038
4-0-0 12-10-14 4-0-0 22-9-10
7 16 15 14 13 12 11 1
1498# 3.50" 1498# 3.50"
10 0 .1-0 0
44-0-0 ---
RO-11-11) (RO-11-11)
EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1905 scale = 0.1457
iaronda Systems
4005 MARONDA WAY
SANFORD, FL. 32771
407) 321-0064 Fax (407) 321-3913
TOMAS PONCE P.E.
LICENSE #0050068
1005 VANNESSA DR.OVIEDO.FL32766
WARNING: READ ALL NOTES ON THIS SHEET.
A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING
CONTRACTOR.
BRACING WARNING:
Bracing shown on this drawing Is not erection bracing. wind bracing, portal bracing. or similar bracing
which is a part of the building design and which must be considered by the building designer. Bracing
shown Is for lateral support of truss members only to reduce buckling length. Provisions must be
made stoanchorlateralbracingatendsandspecifiedlocationsdetermined by the building designer.
Additional bracing of the overall structure may be required. (See HIB-91 of TPI).
Truss Plate Institute, TPI. Is located at 583 D'Onofrio Drive. Madison, Wisconsin 537191.
Eng. Job:
Dwg:
Dsgnr: TLY Chk:
TC Live 16.0 psf
TC Dead 7.0 psf
BC Live 0.0 psf
BC Dead 10.0 psf
TOTAL 33.0 psf
Truss ID: Al
Date: 4-01-03
DurFac - Lbr: 1.25
DurFac - Pit: 1.25
O.C. Spacing: 24.0"
Design Criteria: TPI
Code Desc: FLA
Design: Alatrir Analysis JOB PATH: C:ITEE-LOKUOBSIIVINB4V HCS: 08-20.02 - .p
JB: WINCHESTER B 4 AC: 10# UPLIFT D.L. WO: WINB4 WE: TI: A2 QTY:1
DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 Continuous lateral bracing attached to==============Joint Locations========-------
This design is for an individual building BOT CHORDS: 2x6 SP #2 ® either edge of web (s) shown. Bracing -MUST be 1) 0- 0- 0 6)' 27- 0- 0 11) 35- 0-12componentandhasbeenbasedonInformationWEBS: 2x4 SP #2 - positioned to provide equal unbraced 2) 6- 2-15 7) 32- 4- .8 12) 27- 0- 0providedbytheclient. The designer disclaims 2x4 SP #3 1,10 se nts OR 2x4 T-brace nailed flat to ed a 3)11- 7- 8 8) 37- 9- 1 13) 17- 0- 0anyresponsibilityfordamagesasaresultofg
faulty or Incorrect information,specifications MULTIPLE LOADS -- This design is the of web with w/3"x 0.120" nails spaced 8" o.c 4) 17-- 0- 0 9) 44- 0- 0 14) 8-11- 4
and/or designs furnished to the truss designer composite result of multiple loads. Brace must extend at least 90% of web length 5) 22- 0- 0 10) 44- 0- 0 15) 0- 0- 0
by the client and the correctness or accuracy All COMPRESSION Chords are assumed to be 2x6 Brace required on any web over 14'-0". ----MAX. REACTIONS PER BEARING LOCATION----- .
of this information as it may relate to a spe- continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125mph, X-Loc Vert Horiz Uplift Y-Loc Type
cific project and accepts no responsibility or H= 23.0 ft, I= 1.00, Exp_Cat. B, Kzt= 1.0 0- 1-12 1498 44 -979 BOT PINexercisesnocontrolwithregardtofabnca-
PROVIDE UPLIFT CONNECTION PER SCHEDULE: Bld e= Encl L= 40.0 ft W= 44.0 ft Truss 43-10- 4 1452 0 -936 BOT H-ROLLLion, handling, shipment and Installation of _ 7 .
trusses. This truss has been designed as an Support 1 979# in END zone, . TCDL= 4.2 psf, BCDL= -6.0 psf -
individual building component in accordance with Support 2 936# - Impact Resistant Covering and/or Glazing Req - ANSI/TPI 1-1995 and NDS-97 to be incorporated MAX LIVE LOAD DEFLECTION:
as part of the building design by a Building L/999 TC... FORCE... CSI ..BC ... FORCE... CSIDesigner (registered architect or professional L=-0.13" D=-0.14" T=-0.27" 1- 2 -2797 0.46 15-14 2457 0.48engineer). When reviewed for approval by the
building designer. the design loadings shown MAX HORIZONTAL TOTAL LOAD DEFLECTION: 2- 3 -2625 0.51 14-13 2130 0.40 -
must be checked to be sure that the data shown T= 0.101, 3- 4 -2053 0.47 13-12 1858 0.37
are in agreement with the local building codes. MAX HORIZONTAL LIVE LOAD DEFLECTION: 4- 5 -1790 0.39 12-11 2130 0.40
local climatic records for wind or snow ioads, T= 0.05" 5- 6 -1790 0.39 11-10 2457 0.48projectspecificationsorspecialappliedloads.
6- 7 -2053 0.4$ Unless shown, truss has not been designed for RMB = 1. 15 -
storage or occupancy loads. The design assumes - 7- 8 -2625 0.52
compression chords (top or bottom) are eontmu- 8- 9 -2797 0.52 , -
ously braced by sheathing unless otherwise
specified. Where bottom chords in tension are -
not fully braced laterally by a properly applied -
rigid ceiling, they should be braced at a
maximum spacing of 10'-0" o.c. Connector
plates shall be manufactured from 20 gauge hot - -
dipped galvanized steel meeting ASTM A 653,
Grade 40, unless otherwise shown,
17-0-0 10-0-0 17-0-0
FABRICATION NOTES 1 2 3 5 7 8 9
Prior to fabrication, the fabricator shall review - .
this drawing to verify that this drawing is In _ Q
conformance with the fabricator's plans and to
realize a continuing responsibility for such ved- 4X6 3X4 4X6 -
fication. Any discrepancies are to be. put in
writing before cutting or fabrication. -
Plates shall not be Installed over knotholes, -
knots or distorted grain. Members shall be cut
for tight fitting wood to wood bearing. Con- 3X4 - 3X4
nector plates shall be located on both faces of ..
the truss with nails fully Imbedded and shall be
sym: about the joint unless otherwise shown. A -- T1'
5x4 plate Is 5" wide x 4" long. A 6x8 plate Is 6" 9-3-2 6X8 -6X8 8-10-3
wide x 8" long. Slots (holes) run parallel to
the plate length specified. Double cuts on web -
members shall meet at the centroid of the webs -
unless otherwise shown. Connector plate sizes 0-4-3
are minimum sizes based on the forces shown 0-4-3 -
and may need to be Increased for certain hand- - -
ling and/or erection stresses. This buss Is not
to be fabricated with fire retardant treated
lumber unless otherwise shown. For additional 4X6 8X10 8X10 8X10 8X10 4X6
Information on Quality Control refer to
ANSI/TPI 1-1995 - -
PRECAUTIONARY NOTES
All bracing and erection recommendations are
to be followed in accordance with "Handling
Installing & Bracing", HIB-91. Trusses arc to
be handled with particular care during banding
and bundling, delivery and installation to avoid
damage. Temporary and permanent bracing
for holding trusses in a straight and plumb pos-
Ition and for resisting lateral forces shall be
designed and Installed by others. Careful hand-
ling Is essential and erection bracing Is always
required. Normal precautionary action for
trusses requires such temporary bracing during
installation between trusses to avoid toppling
and dorm.. rig. The supervision of erection of
trusses shall be under the control of persons
experienced Inthe installation of trusses.
Professionaladvice shall be sought if needed. Concentration
of construct].,, loads greater than
the design loads shall not be applied to trusses
at any time. No loads other than the weight
of the erectors shall be applied to - trusses
until after all fastening and bracing is
completed. n
15
14 13 12 1498#
3.50" 1
ie 44-0-0 RO-
11-11) EXCEPT
AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI: 1-1995 f-
WARNING: READ ALL NOTES ON THIS SHEET. Maronda
Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR.
4005
MARONDA WAY BRACING WARNING: SANFORD,
FL. 32771 Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which
is a part of the building design and which must be considered by the building designer. Bracing 407)
321-0064 Fax (407) 321-3913 shown Is for lateral support of truss members only to reduce buckling length. Provisions must be TOMAS
PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional
bracing of the overall structure may be required. (See HIB-91 of TPI). LICENSE #
0050068 IT- Plate Institute. TPI, Is located at 583 D'Onofno Drive, Madison, Wisconsin 53719). 1005
VANNFSSA DR.0V1ED0.FL32766 Eng.
Job: Dwg:
Dsgnr:
TLY TIC
Live TIC
Dead BC
Live BC
Dead TOTAL
1
n
1452#
3.50" scale =
0.1489 Truss
ID: A2 Chit:
Date: 4-01-03 16.
0 psf DurFac - Lbr: 1.25 7.
0 psf DurFac - Pit: 1.25 0.
0 psf O.C. Spacing: 24.0" 10.
0 psf Design Criteria: TPI Code
Desc: FLA 33.
0 Design:
Mnrriz Analysis JOB PATH: C.1TEE-LOKUOBSilV1NB4V NCS: 08.20.02
DESIGN INFORMATION
This design is for an individual building
component and has been based on information
provided by the client. The designer disclaims
any responsibility for damages as a result of
faulty or incorrect Information, specifimtlons
and/or designs furnished to the truss designer
by the client and the correctness or accuracy
of this information as it may relate to a spe-
cific project and accepts no responsibility or
I exercises no control with regard to fabrica-
tion, handling, shipment and installation of
trusses. This truss has been designed as an
individual budding component in accordance with
ANSI/TPI 1-1995. and NDS-97 to be incorporated
as part of the building design by a Building
Designer (registered architect or professional
engineer). When reviewed for approval by the
building designer, the design loadings shown
rust be checked to be sure that the data shown
are In agreement with the local budding codes.
local climatic records for wind or snow loads,
project specifications or special applied loads.
Unless shown. truss has not been designed for
storage or occupancy loads. The design assumes
compression chords (top or bottom) are continu-
ously braced by sheathing unless otherwise
specified. Where bottom chords in tension are
not fully braced laterally by a properly applied
rigid ceiling, they should be braced at a
maximum spacing of 10'-0" o.c. Connector
plates shalt be manufactured from 20 gauge hot
dipped galvanized steel meeting ASTM A 653,
Grade 40, unless otherwise shown.
FABRICATION NOTES
Prior to fabrication, the fabricator shall review
thisdrawingto verify that this drawing is in conformance
with the fabricator's plans and to realize
a continuing responsibility for such verl- ficalion.
Any discrepancies are to be put in writing
before cutting or fabrication. Plates
shall not be installed over knotholes, knots
or distorted grain. Members shall be cut. for
tight fitting wood to wood bearing. Con- nector
plates shall be located on both faces of the
truss with nads fully imbedded and shall be sym.
about the joint unless otherwise shown. A 5x4
plate Is 5" wide x 4" long. A 6x8 plate is 6" wide
x 8" long. Slats (holes) run parallel to the
plate length specified. Double cuts on web members
shall meet at the centrold of the webs. unless
otherwise shown. Connector plate sizes are
minimum sizes based on the forces shown and
may need to be increased for certain hand- ling
and/or erection stresses. This truss Is not to
be fabricated with fire retardant treated - lumber
unless otherwise shown. For additional Information
on Quality Control refer to ANSI/
TPI 1-1995 PRECAUTIONARY
NOTES All
bracing and erection recommendations are to
be followed in accordance with "Handling Installtng &
Bracing', HIB-91. Trusses are to . be
handled with particular care during banding and
bundling, delivery and Installation to avoid damage.
Temporary and permanent bracing for
holding trusses in a straight and plumb pos- itlon
and for resisting lateral forces shall be designed
and installed by others. Careful hand- ling
is essential and erection bracing is always required.
Normal precautionary action for trusses
requires such temporary bracing during installation
between' trusses to avoid toppling and
dominoing. The supervision of erection of trusses
shall be under the control of persons experienced
in the Installation of trusses. Professional
advice shall be sought if needed. Concentration
of construction loads greater than
the design If shall not be applied to trusses
at any time. No loads other than the weight
of the erectors shall be applied to trusses
until after all fastening and bracing Is
completed. JB:
WINCHESTER B 4 AC: 10# UPLIFT D.L. TOP
CHORDS: 2x4 SP #2 BOT
CHORDS: 2x6 SP #2 WEBS:
2x4 SP #2 2x4
SP #3 1,2,3,14,15 MULTIPLE
LOADS -- This design is the composite
result of multiple loads. All
COMPRESSION Chords are assumed to be continuously
braced unless noted otherwise. PROVIDE
UPLIFT CONNECTION PER SCHEDULE: Support
1 1051# Support
2 1094# MAX
LIVE LOAD DEFLECTION: L/
999 L=-
0.24" D=-0.25" T=-0.49" MAX
HORIZONTAL TOTAL LOAD DEFLECTION: T=
0.26" MAX
HORIZONTAL LIVE LOAD DEFLECTION: T=
0.13" RMB =
1.15 8-
3-2 0-
4-3 WO:
WINB4 WE: Continuous
lateral bracing attached to either
edge of web(s) shown. Bracing MUST be positioned
to provide equal unbraced segments
OR 2x4 T-brace nailed flat to edge of
web with w/3"x 0.120" nails spaced 8" o.c Brace
must extend at least 90% of web length 2x6
Brace required on any web over 141-011. WndLod
per ASCE 7-98, C&C, V= 125mph, H=
23.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld
Type= Encl L= 40.0 ft W= 44.0 ft Truss in
END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact
Resistant Covering and/or Glazing Req TC...
FORCE ... CSI 1-
2 -5364 0.71 2-
3 -3264 0.65 3-
4 -2522 0.58 4-
5 -2325 0.43 5-
6 -2117 0.35 6-
7 -2120 0.35 7-
8 -1920 0.37 8-
9 -2189 0.46 9-
10 -2679 0.50 10-
11 -2827 0.48 BC...
FORCE ... CSI 20-
19 4902 0.78 19-
18 4776 0.75 18-
17 2875 0.42 17-
16 2195 0.31 16-
15 2406 0.37 15-
14 2061 0.37 14-
13 2211 0.39 13-
12 2489 0.46 TI:
A3 QTY:1 Joint
Locations=======_======= 1)
0- 0- 0 8) 29- 0- 0 15) 21- 2- 6 2)
4- 3- 8 9) 33- 8- 8 16) 17- 2- 6 3)
9- 7-12 10) 38- 5- 1 17) 15- 0- 0 4)
15- 0- 0 11) 44- 0- 0 18) 9- 2- 4 5)
17- 2- 6 12) 44- 0- 0 19) 4 3- 8 6)
21- 2- 6 13) 36- 0-12 20) 0- 0- 0 7)
25- 1- 3 14) 29- 0- 0 MAX.
REACTIONS PER BEARING LOCATION----- X-
Loc Vert Horiz Uplift Y-Loc Type 0-
1-12 1498 92 -1051 BOT PIN 43-
10- 4 1498 0 -1094BOT H-ROLL 15-0-
0 14-0-0 15-0-0 1 2
3 5 6 7 9 10 11 3.00
1 5X8 3X4
3.00
0 2X4
3X4
4X6 onzv _ OAlU
4A0 4X6 7-10-
3 0-4-
3 0-3-
8 11 A 4-
0-
0 12-10-14 4-0-0 22-9-10 11 0 19
18 17 T6 15 14 13 12 1498# 3.50" 1-0-
0 1498N 3.50" 44-0-
0 1-0-0 1 (RO-
11-11) EXCEPT AS
SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1457 Maronda Systems
4005 MARONDA
WAY SANFORD, FL.
32771 407) 321-
0064 Fax (407) 321-3913 TOMAS PONCE
P.E. LICENSE #0050068
1005 VANNESSA
DR.OVIEDO.FL32766 WAKNIN(z:
READ ALL NOTES ON THIS SHEET. A COPY
OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING
WARNING:
Bracing shown
on this drawing Is not erection bracing wind bracing, portal bracing or similar bracing which is
a part of the building design and which must be considered by the budding designer. Bracing shown is
for lateral support of truss members only to reduce buckling length. Provisions must be made to
anchor lateral bracing at ends and specified locations detennined by the building designer. Additional bracing
of the overall structure may be required. (See HIB-91 of TPq. Truss Plate
Institute,. TPI, Is located at 583 D'Onofrio Drive, Madison. Wisconsin 53719). - Eng. Job:
Dwg: Dsgnr:
TLY
Chk: TC Live
16.0 psf TC Dead
7.0 psf BC Live
0.0 psf BC Dead
10.0 psf TOTAL 33.
0 Dsf Truss ID:
A3 Date: 4-
01=03 DurFac - Lbr:
1.25 DurFac - Pit:
1.25 O.C.
Spacing: 24.0" Design Criteria:
TPI Code Desc:
FLA Design- Mntrlr
Analysis JOB PATH: C:ITEE-L0KU0BSIW1NB4I' HCS.- 0& 20.02
i
DESIGN INFORMATION
This design is for an individual building
component and has been based on information
provided by the client. The designer disclaims
any responsibility for damages as a result of
faulty or Incorrect information, specifications
and/or designs furnished to the truss designer
by the client and the correctness or accuracy
of this information as it may relate to a spe-
cific project and accepts no responsibility or
exercises nm control with regard to fabrica-
Uon, handling, shipment and Installation of
trusses. This truss has been designed as an
f Individual building component In accordance with
ANSI/TPI 1-1995 and NDS-97 to be Incorporated
as part of the bulldu1g design by a -Building
1 Designer (registered architect or professional
engineer). When reviewed for approval by the
building designer, the design loadtngs shown
must be checked to be sure that the data shown
are In agreement with the local building codes,
local climatic records for wind or snow loads.
project specifications or special applied loads.
Unless shown, truss has not been designed for
storage or occupancy loads. The design assumes
compression chords (top or bottom) are continu-
ously braced by sheathing unless otherwise
specified. Where bottom chords In tension are
not fully bated laterally by a properly applied
rigid telling, they should be bated at a
maximum spacing of 10'-0"b.c. Connector
plates shall be manufactured from 20 gauge hot
dipped galvanized steel meeting ASTM A 653,
Gmde 40, unless otherwise shown.
FABRICATION NOTES
Prior to fabrication, the fabricator shall review
this drawing to verify that this drawing is in
conformance with the fabricator's plans and to
realize a continuing responsibility for such veri-
fication: Any discrepancies are to be put in
writing before cutting or fabrication.
Plates shall not be installedover knotholes, - knols
or distorted grain. Members shall be cut for
Light fitting wood to wood bearing. Con- nector
plates shall be located on both faces of the
truss with nails fully imbedded and shall be sym.
about thejoint unless otherwise shown. A 5x4
plate is 5" wide x 4" long. A 6x8 plate is 6" wide
x B" long. Slots (holes) run parallel to the
plate length specified. Double cuts on web embers
shall meet at the centrotd of the webs unless
otherwise shown. Connector plate sizes are
minimum sizes based on the forces shown and
may need to be Increased for certain hand- ling
and/or erection stresses. This truss is not to
be fabricated with fire retardant treated m
luberunless otherwise shown. For additional information
on Quality Control refer to ANSI/
TPI 1-1995 PRECAUTIONARY
NOTES All
bating and erection recommendations are to
be followed In accordance with "Handling Installing &
Bracing', HIB-91. Trusses are to be
handled with particular are during banding and
bundling, delivery and installation to avoid damage.
Temporary and permanent bracing for
holding trusses in a straight and plumb pos- ition
and for resisting lateral forces shall be designed
and Installed by others. Careful hand- ling
is essential and erection bracing is always required.
Normal precautionary, action for trusses
requires such temporary bracing during installation
between trusses to avoid toppling and
dommoing. The supervision of erection of trusses
shall be amder the control of persons experlenced
In the Installation of Lmsses. Professional
advice shall be sought If needed. Concentration
of construction loads greater than
the design loads shall not be applied to trusses
al any time. No loads other than the weight
of the erectors shall be applied to trusses
until after all fastening and bracing is completed.
JB: WINCHESTER
B 4 4AC: 10# UPLIFT D.L. TOP CHORDS:
2x4 SP #2 BOT CHORDS:
2x6 SP #2 WEBS: 2x4
SP #2 2x4 SP #
3 1,2,10,11 PROVIDE UPLIFT
CONNECTION PER SCHEDULE: Support 1
984# Support 2
940# MAX LIVE
LOAD DEFLECTION: L/999
L=-0.
14" D=-0.15" T=-0.29" MAX HORIZONTAL
TOTAL LOAD DEFLECTION: T= 0.
10" MAX HORIZONTAL
LIVE LOAD DEFLECTION: T= 0.
051, RMB = 1.
15 8-3-
2 0-4-
3 WO: WINB4
WE: MULTIPLE LOADS --
This design is the composite result
of multiple loads. All COMPRESSION.
Chords'are assumed to be continuously braced
unless noted otherwise. WndLod per
ASCE 7-98, C&C, V= 125mph, H= 23.
0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type=
Encl L= 40.0 ft W= 44.0 ft Truss in END
zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant
Covering and/or Glazing Req TC... FORCE ...
CSI 1. 2 -
2828 0.44 2- 3 -
2680 0.46 3- 4 -
2190 0:42 4- 5 -
2144 0.54 5- 6 -
2144 0.54 6- 7 -
2190 0.43 7- 8 -
2680 0.47 8- 9 -
2828 0.49 BC ... FORCE ...
CSI 16-15
2489 0.46 15-14 .
2209 0.36 14-13
1915 0.33 13-12
1915 0.33 12-11
2209 0.36 11-10
2489 0.46 TI: A4
QTY:1 Joint Locations===============
1) 0-
0- 0 7) 33- 8- 8 13) 22- 0- 0 2) 5-
6-15 8) 38- 5- 1 14) 15- 0- 0 3) 10-
3- 8 9) 44- 0- 0 15) 7-11- 4 4) 15-
0- 0 10)'44- 0- 0 16) 0- 0- 0 5) 22-
0- 0 11) 36- 0-12 6) 29-
0- 0 12) 29- 0- 0 MAX. REACTIONS
PER BEARING LOCATION----- X-Loc
Vert Horiz Uplift Y-Loc Type 0- 1-
12 1497 44 -984 BOT PIN 43-10-
4 1451 0 -940 BOT H-ROLL 15-0-
0 14-0-0 15-0-0 1 2
3 5 7 8 9 0 .. - - 0
5X8 2X4
5X8 4Xa 8X10
8X10 4X6 8XI0 8X10 4X6 7-10-
3 0-4-
3 n 19
44-0-
0 16 15
14 13 12 11 10 1-0-
0 1498# 3.
50" 1452# 3.50" 11011-11)
I i 44-0-0 EXCEPT AS
SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1489 Maronda Systems
WARNING: READ
ALL NOTES ON THIS SHEET. A COPY
OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING
WARNING:
Eng. Job:
D`vg:
Dsgnr: TLY
4005 MARON
DA WAY TC Live
SANFORD, FL.
32771 Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or stmtlar bracing which Is
a part of the budding design and which must be considered by the building designer. Bracing TIC Dead
407) 321-
0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live TOMAS PONCE
P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing
of the overall structure may be required. (See HIB-91 of TPI(. BC Dead LICENSE #0050068
IT_ Plate Institute, TPI, Is located at 583 D'Onofrio Drive, Madison. Wisconsin 53719). 1005 VANNESSA
DR.OVIEDO.FL32766 0 1
TOTAL Design: MatrLT
Armlysis JOB PATH: C:1TEE-LOKUOBSIl17NB4V Clilc: Truss
ID:
A4 Date: 4-
01-03 16.0
psf DurFac - Lbr: 1.25 7.0
psf DurFac - Pit: 1.25 0.0
psf O.C. Spacing: 24.0" 10.0
psf Design Criteria: TPI Code Desc:
FLA 33.0
psf V:09.05.02- 20503- HCS: 08-
20.02
i
DESIGN INFORMATION
This design is for an Individual building
component and has been based on information
provided by the client. The designer disclaims
any responsibility for damages as a result of
faulty or incorrect information, specifications
and/or designs furnished to the truss designer
by the cilent and the correctness or accuracy
of this informaton as it may relate to a spe-
cific project and accepts no responsibility or
exercises no control with regard to fabdca-
I Lion, handling, shipment and Installation of
trusses. This truss has been designed as an
individual building component to accordance with
ANSI/TPI 1-1995 and NDS-97 to be incorporated
as part of the building design by a Building
Designer (registered architect or professional
engineer). When reviewed for approval by the
building designer, the design loadings shown
must be checked to be sure that the data shown
are in agreement with the local building codes,
local climatic records for wind or snow loads,
project specifications or special applied loads.
Unless shown, truss has not been designed for
storage or occupancy loads. The design assumes
compression chords Itop or bottom) are continu-
ously braced by sheathing unless otherwise
specified. Where bottom chords in tension are
not fully braced laterally by a properly applied
rigid ceiling, they should be braced at a
maximum spacing of 10'-0" o.c. Connector
plates shall be manufactured from 20 gauge hot
dipped galvanized steel meeting ASTM A 653,
Grade 40, unless otherwise shown.
FABRICATION NOTES
Prior to fabrication, the fabricator shall review
this drawing to verify that this drawing is in
conformance with the fabricator's plans and to
realize a continuing responsibility for such veri-
cation. Any discrepancies are to be put in
writing before cutting or fabrication.
Plates shall not be installed over knotholes,
knots or distorted grain. Members shall be cut
for tight fitting wood to wood bearing. Con-
nector plates shall be located on both faces of
the truss with nails fully imbedded and shall be
sym. about the joint unless otherwise shown. A
5x4 plate Is 5" wide x 4" long. A6x8 plate is 6"
wide x 8" long. Slots (holes) run parallel to
the plate length specified. Double cuts on web
members shall meet at the centrold of the webs
unless otherwise shown. Connector plate sizes
are minimum sizes based on the forces shown
and may need to be Increased for certain hand-
ling and/or erection stresses. This truss is not
to be fabricated with fire retardant treated
lumber unless otherwise shown. For additional
information on Quality Control refer to
ANSI/TPI 1-1995
PRECAUTIONARY NOTES
All bracing and erection recommendations are
to be followed in accordance with "Handling
Installing & Bracing', HIB-91. Trusses are to
be handled with particular care during banding
and bundling, delivery and Installation to avoid
damage. Temporary and permanent bracing
for holding trusses in a straight and plumb pos-
ition and for resisting lateral forces shall be
designed and installed by others. Careful hand-
Itng Is essential and erection bracing is always
required. Normal precautionary action for
trusses requires such temporary bracing during
installation between trusses to avoid toppling
and domhioing. The supervision of erection of
trusses shall be under the control of persons
experienced in the Installation of trusses.
Professional advice shall be sought if needed.
Concentration of construction loads greater
than the design loads shall not be applied to
trusses at any time. No loads other than the
weight of the erectors shall be applied to
Lrusses until after all fastening and bracing
Is completed.
JB: WINCHESTER B 4 AC: 10# UPLIFT D.L.
TOP CHORDS: 2x4 SP #2
BOT CHORDS: 2x6 SP. #2
WEBS: 2x4 SP #2
2x4 SP #3 1,2,3,4,6
13
MULTIPLE LOADS -- This design is the
composite result of multiple loads.
WndLod per ASCE 7-98, C&C, V= 125mph,
H= 23.0 ft, I= 1.00, Exp.Cat. B, xzt= 1.0
Bld Type= Encl L= 40.0 ft W= 44.0 ft Truss
in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf
Impact Resistant Covering and/or Glazing Req
MAX LIVE LOAD DEFLECTION:
L/999
L=-0.28" D=-0.29" T=-0.56"
MAX HORIZONTAL TOTAL LOAD DEFLECTION:
T= 0.29"
MAX HORIZONTAL LIVE LOAD DEFLECTION:
T= 0.14"
RMB = 1.15 _
WO: WINB4 WE:
Continuous lateral bracing attached to
either edge of web(s) shown. Bracing MUST be
positioned to provide equal uilbraced
segments OR 2x4 T-brace nailed flat to edge
of web with w/3"x 0.120" nails spaced 8" o.c
Brace must extend at least 90% of web length
2x6 Brace required on any web over 14'-011.
All COMPRESSION Chords are assumed to be
continuously braced unless noted otherwise.
PROVIDE UPLIFT CONNECTION PER SCHEDULE:
Support 1 978#
Support 2 1039#
TC...FORCE...CSI
1- 2 5380 0.73
2- 3 5324 0.85
3- 4 2785 0.54
4- 5 2753 0.42
5- 6 2448 0.36
6- 7 2452 0.38
7- 8 2062 0.42
8- 9 2368 0.60
9-10 2808 0.63
BC ... FORCE ... CSI
18-17 4907 0.71
17-16 2980 0.64
16-15 2435 0.51
15-14 2846 0.45
14-13 2339 0.45
13-12 2457 0.46
12-11 2460 0.47
TI: A5 9TY:1
Joint Locations===============
1) 0- 0- 0 7) 26- 1- 3 13) 31- 0- 0
2) 4- 3- 8 . 8) 31- 0- 0 14) 21- 2- 6
3) 8- 7-12 9) 37- 0-12 15) 17- 2- 6
4) 13- 0- 0 10) 44- 0- 0 16) 13- 0- 0
5) 17- 2- 6 11) 44- 0- 0 17) 4- 3- 8
6) 21- 2- 6 12) 37- 0-12 18) 0- 0- 0
MAX. REACTIONS PER BEARING LOCATION-----
X-Loc Vert. Horiz Uplift Y-Loc Type
0- 1-12 1497 119 -978 BOT PIN
43-10- 4 1498 0 -1039 BOT H-ROLL
13-0-0 18-0*0 13_0_0
1 2 3 5 6 7 9 1
0 ..
3.00 3.00
oniv OAJLV 4AO
6-10-3
0-4-3
0-3
n
4-0-0 1,, 12-10-14 4-0-0 22-9-10
8 17 16 15 14 13 12 111498# 3.50"
1-0-0 1498# 3.50"
e 44-0-0 100
RO-11-11) F
EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED- PER ANSI/TPI 1-1995 scale = 0.1457
IdCOn(ild Systems
WAKNING: READ ALL NOTES ON THIS SHEET.
A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING
CONTRACTOR.
BRACING WARNING: 4005 MARONDA WAY
SANFORD, FL. 32771 Bracing shown on this drawing is not erection bracing, wind bracing. portal bracing or similar bracing
which is a part of the building design and which must be considered by the building designer. B acing407) 321-0064 Fax (407) 321-3913 shown is for lateral support of Lruss members only to reduce buckling length. Provisions must be
TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of time overall structure may be required. (See HIB-91 of TPI).
LICENSE #0050068 Truss Plate Institute, TPI. Is located at 583 D'Onof to Drive, Madison. Wisconsin 53719)
1005 VANNESSA DR-MIEDO.Ft-32766
Design: Mafrrir Analysis JOB PATH: C:I7_EE-LOKU0BSIW1VB4V
Eng. Job:
Dwg:
Dsgnr: TLY Clik:
WO: WINBd
Truss ID: A5
Date: 4-01-03
TC Live 16.0 psf DurFac - Lbr: 1.25
TC Dead 7.0 psf DurFac - Pit: 1.25
BC Live 0.0 psf O.C. Spacing: 24.0"
EC Dead 10.0 psf Design Criteria: TPI
Code Desc: FLA
TOTAL 33.0 psf V:09:05.02- 20504- E
HCS: 08.20.02
1
DESIGN INFORMATION
This design Is for an Individual building
component and. has been based on Information
provided by the client. The designer disclaims
any responsibility for damages as a result of
faulty or Incorrect information, speciflca lions
and/or designs furnished to the truss designer
by the client and the correctness or accuracy
of this Information as It may relate to a spe-
cific project and accepts no responsibility or
exercises no control with regard to fabrica
Lion, handling, shipment and Installation of
trusses. This truss has been designed as an
individual building component In accordance with
ANSI/TPI 1-1995 and NDS-97 to be Incorporated
as part of the building design by a Building
Designer (registered architect or professional
engineer). When reviewed for approval by the
building designer, the design loadings shown
must be checked to be sure that the data shown
are In agreement with the local building codes,
local climatic records for wind or snow loads,
Project specifications or special applied loads.
Unless shown, truss has not been designed for
storage or occupancy loads. The design assumes
compression chords (top or bottom) are continu-
ously braced by sheathing unless otherwise
specified. Where bottom chords in tension are
not fully braced laterally by a properly applied
rigid ceiling, they should be braced at a
maximum spacing of 10'-0" o.c. Connector
plates shall be manufactured from 20 gauge hot
dipped galvanized steel meeting ASTM A 653,
Grade 40. unless otherwise shown.
FABRICATION NOTES
Prior to fabrication, the fabricator shall review
this drawing to verify that this drawing Is in
conformance with the fabricator's plans and to
realize a continuing responsibility for such veri-
fication. Any discrepancies are to be put in
writing before cutting or fabrication.
Plates shall not be Installed over knotholes,
knots or distorted grain. Members shall be cut
For tight fitting wood to wood bearing. Con-
nector plates shall be located on both faces of
the truss with nails fully Imbedded and shall be
sym. about the Joint unless otherwise shown. A
5x4 plate is 5" wide x 4" long. A 6x8 plate Is 6"
wide 8" long. Slots tholes) run parallel to
the plate length specified. Double cuts on web
embers shall meet at the centroid of the webs
unless otherwise shown. Connector plate sizes
are minimum sizes based on the forces shown
and may need to be increased for certain hand-
ling and/or erection stresses. This truss Is not
to be fabricated with fire retardant treated
lumber unless otherwise shown. For additional
WormaLion on Quality Control refer to
ANSI/TPI 1-1995
PRECAUTIONARY NOTES
All bracing and erectlon recommendations are
to be followed in accordance with "Handling
Installing & Bracing'. HIB-91. Trusses are to
be handled with particular care during banding
and bundling, delivery and Installation to avoid
damage. Temporary and permanent bracing
for holding trusses in a straight and plumb pos-
itionand for resisting lateral forces shall be designed
and Installed by others. Careful hand- ling
is essential and erection bracing is always requh
ed. Normal precautionary action for trusses
requires such temporary bracing during installation
between Lrusses to avoid toppling and
dominoing. The supervision of erection of trusses
shall be under the control of persons experienced
in the Installation of trusses. Professional
advice shall be sought If needed. Concentration
of construction loads greater than
the design loads shall not be applied to trusses
at any time. No loads other than the weight
of the erectors shall be applied to trusses
until after all fastening and bracing Is
completed. PJb:
VVllNl.Htb1LK b 4 AU 10# UPLIFT D.L. TOP
CHORDS: 2x4 SP #2 BOT
CHORDS: 2x6 SP #2 WEBS:
2x4 SP #2 2x4
SP #3 1,10 MULTIPLE
LOADS -- This design is the composite
result of multiple loads. All
COMPRESSION Chords are assumed to be continuously
braced unless noted otherwise PROVIDE
UPLIFT CONNECTION PER SCHEDULE: Support
1 1000# Support
2 943# MAX
LIVE LOAD DEFLECTION: L/
999 L=-
0.15" D=-0.1611 T=-0.321r MAX
HORIZONTAL TOTAL LOAD DEFLECTION: T=
0.11" MAX
HORIZONTAL LIVE LOAD DEFLECTION: T=
0.05" RMB =
1.15 0
T
7-
3-2 0-
4-3 11
WO:
WINB4 Continuous
lateral bracing attached to either
edge of web(s) shown. Bracing MUST be positioned
to provide equal unbraced segments
OR 2x4 T-brace nailed flat to edge of
web with w/311x 0.12011 nails spaced 81, o.c Brace
must extend at least 90% of web length 2x6
Brace required on any web over 14'-0rr- WndLod
per ASCE 7-98, C&C, V= 125mph, H=
23.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld
Type= Encl L= 40.0 ft W= 44.0 ft Truss in
END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Inpact
Resistant Covering and/or Glazing Req TC...
FORCE ... CSI ..BC ... FORCE ... CSI 1-
2 -2811 0.62 15-14 2462 0.47 2-
3 -2360 0.58 14-13 2459 0.41 3-
4 -2057 0.44 13-12 2399 "0.43 4
5 -2442 0.45 12-11 2399 0.43 5-
6 -2057 0.44 11-10 2459 0.41 6-
7 -2360 0.59 10- 9 2462 0.47 7-
8 -2811 0.63 TI:
A6 QTY:1 Joint
Locations==========_==== 1)
0- 0- 0 6) 31- 0- 0 11) 31- 0- 0 2)
6-11- 4 7) 37- 0-12 12) 22- 0- 0 3)
13- 0- 0 8) 44- 0- 0 13) 13- 0- 0 4)
19- 0- 0 9) 44- 0- 0 14) 6-11- 4 5)
25- 0- 0 10) 37- 0-12 15) 0- 0- 0 MAX.
REACTIONS PER BEARING LOCATION----- X-
Loc Vert Horiz Uplift Y-Loc Type 0-
1-12 1498 76 -1000 BOT PIN 43-
10- 4 1452 0 -943 BOT H-ROLL 4X6
I3X4 6X8 4X6 ' IV
OAIU 6
00008X10
3X4 4X6 6-
10-3 0-
4-3 7-
44
0-0 15
14 13 12 11 1p y 1498# 3.50" 11-
0-0-01452# 3.50" Ro-
11-11) I 44-0-0 EXCEPT
AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale =
0.1489 YVAKI14I14ts:
READ ALL NOTES ON THIS SHEET. Eng. Job: WO: WI B4 Maron
old Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: A6 CONTRACTOR.
Dsgnr: TLY Clik: Date: 4-01-03 4005
MARONDA WAY BRACING WARNING: TC Live 16.0 psf DurFae - Lbr: 1.25 SANFORD,
FL. 32771 Bracing shown on this drawing Is not erection bracing, wind bracing, .portal bracing or similar bractng whichisapartofthebuildingdesignandwhichmustbeTC Dead 7.0 psf DurFae -Pit: 1.25 407)
321-0064 Fax (407 321-3913 considered by the build rig designer. Brac rig shownIsforlateralsupportoftrussmembersonlytoreducebucklinglength. provisions must be BC -Live 0.0 psf O.C.Spacing: 24.0" PTOMAS
PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additionalbracingoftheovem0structuremayberequired. (see HIB-91 of TPI). BC Dead 10.0 psf Design Criteria: TPI LICENSE #
0050068 LTruss Plate Institute, TPI. Is located at 583 D'Onofrio Drive. Madison, Wisconsin 53719). 1 CadeDesc: FLA 1005VANNESSADR.OVIEDO.Fl..32766 TOTAL
33.0 psf V:09.05.02- 20505- 6 Desigic
Mairir Analysis JOB PATH: C:17EE-LOKUOBSIIVINBaV HCS.
08.20.02 3
DESIGN INFORMATION
This design Is for an individual budding
component"and has been based -on information
provided by the client. The designer disclaims
any responsibility for damages as a result of
faulty or incorrect Information, specifications
and/or designs furnished to the truss designer
by the client and the correctness or accuracy
of this information as It may relate to a spe-
cific project and accepts no responsibility or
exercises no control with regard to fabrica-
tion, handling, shipment and installation of
trusses. This.Lruss has been designed as an
individual budding component to accordance with
ANSI/TPI 1-1995 and NDS-97 Lobe Incorporated
as part of the building design by a Building
Designer (registered architect or professional
engineer). When reviewed for approval by the
building designer; the design loadings shown
must be checked to be sure that the data shown
are in agreement with the local building codes,
local climatic records for wind or snow loads,
project specifications or special applied loads.
Unless shown, truss has not been designed for
storage or occupancy loads. The design assumes
compression chords (top or bottom) we conttnu-
ously braced by sheathing unless otherwise
specified. Where bottom chords In tension are
not fully braced laterally by a properly applied
rigid ceiling, they should be braced at a
maximum spacing of 10'-0" o.c. Connector -
plates shall be manufactured from 20 gauge hat
dipped galvanized steel meeting ASTM A 653.
Grade 40, unless otherwise shown.
FABRICATION NOTES
Prior to fabrication, the fabricator shall review
this drawing to verify that this drawing is in -
conformance with the fabricator's plans and to
realize a continuing responsibility for such veri-
fication. Any discrepancies are to be put In
writing before cutting or fabrication.
Plates shall not be installed over knotholes,
knots or distorted grain. Members shall be cut
for tight fitting wood to wood bearing. Con-
nector plates shall be located on both faces of
the truss with nails fully imbedded and shall be
sym. about the Joint ullless otherwise shown. A
5x4 plate is 5" wide x 4" long. A 6x8 plate is 6"
wide x 8" long. Slots (holes) run parallel to
the plate length specified. Double cuts on web
members shall meet at the centrold of the webs
unless otherwise shown. Connector plate sizes
are minimum sizes based on the forces shown
and may need to be increased for certaln I=_
ling and/or erection stresses. This truss is not
to be fabricated with fire retardant treated
lumber unless otherwise shown. For additional
information on (Quality Control refer to
ANSI/TPI 1-1995
PRECAUTIONARY NOTES
All bracing and erection recommendations are
to be followed in accordance with "Handling
Installing & Bracing% 1-1I3-91. Trusses are to
be handled with particular care during banding
and bundling, delivery and Installation to avoid
damage. Temporary and permanent bracing
for holding trusses in a straight and plumb pos-
ition and for resisting lateral forces shall be
designed and installed by others. Careful hand-
Img Is essential and erection bracing Is always
required. Normal precautionary action for
trusses requires such temporary bracing during
installaLlon between trusses to avoid toppling
and dominomg. The supervision of erection of
rutsses shall be under the control of persons
experienced in the Installation of trusses.
Professional advice shall be sought if needed.
Concentration of construction loads greater
than the design loads shall not be applied to
trusses at any time. No loads other than the
weight of the erectors shall be applied to
trusses until after all fastening and bracing
I. completed.
JB: WINCHESTER B 4 AC: 10# UPLIFT D.L.
TOP CHORDS: 2x4 SP #2
BOT CHORDS: 2x6 SP #2
WEBS: 2x4 SP #3
2x4 SP #2 2,4,6,8,9
MULTIPLE LOADS -- This design is the
composite result of multiple loads.
All COMPRESSION Chords are assumed to be
continuously braced unless noted otherwise.
PROVIDE UPLIFT CONNECTION PER SCHIDULE:
Support 1 1005#
Support 2 1041#
MAX LIVE LOAD DEFLECTION:
L/999
L=-0.30" D=-0.31" T=-0.62"
MAX HORIZONTAL TOTAL LOAD DEFLECTION:
T= 0.28"
MAX HORIZONTAL LIVE LOAD DEFLECTION:
T= 0.14"
RMB = 1.15
T
WO: WINB4 WE:
Continuous lateral bracing attached to
either edge of web(s) shown. Bracing MUST be
positioned to provide equal unbraced
segments OR 2x4 T-brace nailed flat to edge
of web with w/3"x 0.120" nails spaced 8" o.c
Brace must extend at least 90% of web length
2x6 Brace required on any web over 141-011.
WndLod per ASCE 7-98, C&C, V=.125mph,
H= 23.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0
Bld Type= Encl L= 40.0 ft W= 44.0 ft Truss
in.END zone, TCDL= 4.2 psf, BCDL= 6.0 psf
Impact Resistant Covering and/or Glazing Req
TC... FORCE ... CSI ..BC ... FORCE ... CSI
1- 2 -5443 0.78 16-15 4985 0.77
2- 3 -3056 0.90 15-14 4534 0.75
3- 4 -3379 0.68 14-13 2691 0.48
4- 5 -2901 0.41 13-12 3492 0.58
5- 6 -2906 0.50 12-11 2714 0.60
6- 7 -2224 0.44 11-10 2456 0.57
7- 8 -2532 0.52`
8- 9 -2791 0.55
TI: A7 IQTY:1
e:============joint Locations=====__________
1) 0- 0- 0 7) 33- 0 0 13) 17- 2- 6
2) 4- 3 8 ' 8) 38- 0-12 14) 11- 0- 0
3) 11- 0- 0 9) 44- 0- 0 15) 4- 3- 8
4) 17- 2- 6 10). 44- 0- 0 16) 0- 0- 0
5) 21- 2- 6 11) 33-. 0- 0
6) 27- 1- 3 12) 21- 2- 6
MAX. REACTIONS PER BEARING LOCATION-----
X-Loc Vert Horiz Uplift Y-Loc Type
0- 1-12 1498 70 -1005 BOT PIN
43-10- 4 1498 0 -1041 BOT H-ROLL
11-0-0 k 22-0-0 k 11-0-0 111Ilk
1 2I 4 5
I
8 9
60000 -600
5X8 3X4 6X8 3X4 4X6
ono r-vry SX1U SX1U 4Xb
3.00 1 3.00
T
5-10-3
0-4-3
0-3-8
4-0-0 12-10-14 4-0-0 22-9-10
6 15 14 13 12 11 1
1498# 3.50" 1498# 3.I5500" 1_0
RO0
11-
11) ) r 44-
0-0 RO-
11-11) EXCEPT
AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1457 WAKNINU:
READ ALL NOTES ON THIS SHEET. cmaronda'
SysteMS A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR.
BRACING
WARNING: 4005
MARONDA WAY Bracing shown on this drawing is erection bracing, wind bracing, portal bracing or similar bracing SANFORD,
FL. 32771 which Is a part of the building design and which must be considered by the building designer. Bracing 407)
321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be made
to anchor lateral bracing at ends and specified locations determined by the building designer. TOMAS
PONCE P.E. Additional bracing of the overall structure may be required. (See HIB-91 of TPp. LICENSE #
0050068 1005
VANNESSA DR.OVIEDO.FL32766 _ frmss
Plate Institute, TPI. Is located at 583 D'Onofrto Drive, Madlson, Wisconsin 53719). Design:
Mafdr Analysis - JOB PATH: C:ITEE-L0KU0BSI1VINB4V Eng.
Job: Dwg:
Dsgnr:
TLY Cldc: WU:
WIN1134 Truss
ID: A7 Date:
4-01-03 TC
Live 16.0 psf DurFac - Lbr: 1.25 TC
Dead 7.0 psf DurFac -Pit: 1.25 BC
Live 0.0 psf O.C. Spacing: 24.0" BC
Dead 10.0 psf Design Criteria: TPI Code
Desc: FLA TOTAL
33.0 psf V:09.05.02- 20506- ' HCS:
08.20.02
DESIGN INFORMATION
This design Is for an individual building
component and has been based on information
provided by the client. The designer disclaims
any responsibility for damages as a result of
faulty or incorrect information, specifications
and/or designs furnished to the truss designer
by the client and the correctness or accuracy
of this Information as It may relate to a spe-
cific project and accepts no responsibility or
exercises no control with regard to fabrica-
tion, handling, shipment and installation of
1
trusses. This truss has been designed as an
individual building component In accordance with
ANSI/TPI 1-1995 and NDS-97 to be incorporated
as part of the building design by a Building
Designer (registered architect or professional
engineer). When reviewed for approval by the
budding designer, the design loadings shown
must be checked to be sure that the data shown
are in agreement with the local building codes,
local climatic records for wind or snow loads,
project specifications or special applied loads.
Unless shown, truss has not been designed for
storage or occupancy loads. The design assumes
compression chords (top or bottom) are continu-
ously braced by sheathing unless otherwise
specified. Where bottom chords in tension are
not fully braced laterally by a properly applied
rigid ceding, they should be braced at a
maximum spacing of 10'-0" o.c. Connector
plates shall be manufactured from 20 gauge hot
dipped galvanized steel meeting ASTM A 653,
Grade 40, unless otherwise shown.
FABRICATION NOTES
Prior to fabrication, the fabricator shall review
this drawing to verify that this drawing is in
conformance with the fabricator's plans and to
realize a continuing responsibility for such veri-
fication. Any discrepancies are to be put In
writing before cutting or fabrication.
Plates shall not be Installed over knotholes.
knots or dtstorted grain. Members shall be cut
for tight fitting wood to wood bearing. Con-
nector plates shall be located on both faces of
the truss with nails fully imbedded and shall be
sym. about the Joint unless otherwise shown. A
5x4 plate Is 5" wide x 4" long. A 6x8 plate Is 6"
wide x 8" long. Slots (holes) run parallel to
the plate length specified. Double cuts on web
embers shall meet at the centrold of the webs
unless otherwise shown. Connector plate sizes
minimum sizes based on the forces shown
and may need to be increased for certain hand-
ling and/or erection stresses. This truss is not
to be fabricated with fire retardant treated
lumber unless otherwise shown. For additional
information on Quality Control refer to
ANSI/TPI. 1-1995
PRECAUTIONARY NOTES
All bracing and erection recommendations are
to be followed In accordance with "Handling
Installing & Bracing', HIB-91. Trusses are to
be handled with particular care during banding
and bundling, delivery and installation to avoid
damage. Temporary and permanent bracing
for holding trusses in a straight and plumb pos-
ition and for resisting lateral forces shall be
designed and installed by others. Careful hand-
ling is essential and erection bracing is always
required. Normal precautionary action for
trusses requires such temporary bracing during
installation between trusses to avoid toppling
and dominoing. The supervision of erection of
trusses shall be under the control of persons
experienced In the installation of trusses.
Professional adrvice shall be sought if needed.
Concentration of construction loads greater
than the design loads shall not be applied to
trusses at any time. No loads other than the
weight of the erectors shall be applied to
trusses unW after all fastening and bracing
is completed. --
JB: WINCHESTER B 4 AC: 10# UPLIFT D.L.
TOP CHORDS: 2x4 SP #2
BOT CHORDS: 2x6 SP #2
WEBS: 2x4 SP #3
2x4 SP
1#
2 3,4,6,7
PROVIDE UPLIFT CONNECTION PER SCHEDULE:
Support 1 1003#
Support 2 944#
MAX LIVE LOAD DEFLECTION:
L/999
L=-0.19" D 0.1911 T=-0.38"
MAX HORIZONTAL TOTAL LOAD DEFLECTION:
T= 0.11"
MAX HORIZONTAL LIVE LOAD DEFLECTION:
T= 0.06"
RMB = 1.15
r
6-3-2
0-4-3
2
0
WO: WINB4 WE:
MULTIPLE LOADS -- This design is the
composite result of multiple loads.
All COMPRESSION Chords are assumed to be
continuously braced unless noted otherwise.
WndLod per ASCE 7-98, C&C, V= 125mph,
H= 23.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0
Bld Type= Encl L= 40.0 ft We: 44.0 ft Truss
in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf
Impact Resistant Covering and/or Glazing Req
TC...FORCE... CSI
1- 2 -2782 0.53
2- 3 -2520 0.50
3- 4 -2212 0.41
4- 5 -2924 0.47
5- 6 -2924 0.47
6- 7 -2212 0.41
7- 8 -2520 0.52
8- 9 -2782 0.55
BC ... FORCE ... CSI
14-13 2449 0.52
13-12 2697 0.55
12-11 2697 0.55
11-10 2449 0.52
TI: A8 QTY 1
Joint Locations========_
1) 0- 0- 0 6) 27- 6- 0 ll) 33- 0- 0 !
2) 5-11- 4 7)' 33- 0- 0 12) 22- 0- 0
3) 11- 0- 0 8) 38- 0-12 13) 11- 0- 0
4) 16- 6- 0 9) 44- 0- 0 14) 0- 0 0
5) 22- 0- 0 10) 44- 0- 0
MAX. REACTIONS .PER BEARING LOCATION-----
X-Loc Vert Horiz Uplift Y-Loc Type
0- 1-12 1498 74 -1003 BOT PIN
43-10- 4 1451 0 -944 BOT H-ROLL
4X6 3X4 6X8 3X4 dyA
6.00
62klO 8X10 8X10 4X6
i
T
5-10-3
04-31
f
n
n
44-0-0
14 13 12 11 11498# 3.50"
1_0_p - 1452# 3.50"
R0-11-i1) I 44-0-0
EXCEPT AS SHOWN PLATES. ARE TL20 GA TESTED PER ANSI/TPI 1-1995
scale = 0.1489
Maronda Systems
WAKNINti: READ ALL NOTES ON THIS SHEET.
A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING
CONTRACTOR.
BRACING WARNING:
Eng. Job:
Dwgt
Dsgnr: TLY Chk:
4005 MARON DA WAY TC Live 16.0 psf
SANFORD, FL. 32771 Bracing shown on this drawing is not erection bracing, wind bracing. portal bracing or st-flar bracingwhichisapartofthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. Bracing
TC Dead 7.0 psf
407) 321-0064 Fax (407) 321-3913 shown Is for lateral support of truss members only to reduce buckling length. Provisis must be BC Live 0.0 psf
TOMAS PONCE P. E. made to anchor lateral bracing at ends and specified locations determined by the building designer.
Additional bracing of the overall structure may be required. (See HIB-91 of TPI). BC Dead 10.0 SfP
LICENSE #0050068 Truss Plate Institute, TPI, is located at 583 D'Onofrio Drive, Madison, Wisconsin 537191.
1005 VANNESSA DR.OVIEDO.FL32768 ITOTAL 33.0 psf
Design: Matrix Analysis 108 PATH C:ITEE-L0KU0BS1 tVINB4V -
Truss ID: A8
Date: 4-01-03
DurFac - Lbr: 1.25
DurFac Pit: 1.25
O.C. Spacing: 24.0"
Design Criteria: TPI
Code Desc: FLA
V.UY.UJ.UL- LUDU/- tS 1
HCS: 08.20.02 j
DESIGN INFORMATION
Thisdesignis for an individual building component
and has been based on In]'ormaLlon provided
by the client. The designer disclaims any
responsibility for damages as a result of faulty
or Incorrect information, specifications and/
or designs furnished to the truss designer 1
by the client and the correctness or accuracy of
this Information as it may relate to a spe- it
d JB:
WINCHESTER B 4 AC: 10# UPLIFT D.L. TOP
CHORDS: 2x4 SP #2 BOT
CHORDS: 2x6 SP #2 WEBS:
2x4 SP #3 2x4
SP #2 9,11 MULTIPLE
LOADS -- This design is the ccunposite
result of multiple loads. All
COMPRESSION Chords are assumed to be continuously
braced unless noted otherwise c
Ic project an accepts no responsf fly or exercises
no control with regard to fabrica- Lion,
handling, shipment and installation of trusses.
This truss has been designed as an Individual
building component in accordance with ANSI/
TPI 1-1995 and NDS-97 to be incorporated as
part of the building design by a Building Designer (
registered architect or professional engineer).
When reviewed for approval by the building
designer, the design loadings shown must
be checked to be sure that the data shown are
In agreement with the local building codes, local
climatic records for wind or snow loads, project
specifications or special applied loads. Unless
shown, truss has not been designed for storage
or occupancy loads. The design assumes compression
chords (top or bottom) are continu- ously
braced by sheathing unless otherwise specified.
Where bottom chords in tension are not
fully braced laterally by a properly applied rigid
ceiling. they should be braced at a maximum
spacing of 10'-0" o.c. Connector plates
shall be manufactured from 20 gauge hot dipped
galvanized steel meeting ASTM A 653. Grade
40. unless otherwise shown. FABRICATION
NOTES Prior
to fabrication, the fabricator shall review this
drawing to verify that this drawing is In conformance
with the fabricator's plans and to realize
a continuing responsibility for such veri-.. ficatlon.
Any discrepancies are to be put in writing
before cutting or fabrication. Plates
shall not be Installed over knotholes, knots
or distorted grain. Members shall be cut for
tight fitting wood to wood bearing. Con- nector
plates shall be located on both faces of the
truss with nails fully Imbedded and shall be syrri.
about the joint unless otherwise shown. A 5x4
plate Is 5" wide x 4" long. A 6x8 plate Is 6" wide
x 8" long. Slots (holes) run parallel to the
plate length specified. Double cutsanweb members shall
meet at the centroid of the webs unless otherwise
shown. Connector plate sizes are minimum
sizes based on the forces shown and may
need to be Increased for certain hand- ling and/
or erection stresses. This truss Is not to be
fabricated with fire retardant treated lumber unless
otherwise shown. For additional information on
Quality Control refer to ANSI /TPI
1-1995 PRECAUTIONARY NOTES
All bracing
and erection recommendations are to be
followed in accordance with "Handling Installing & Bracing',
H18-91. Trusses are to be handled
with particular care during banding and bundling,
delivery and installation to avoid damage. Temporary
and permanent bracing for holdhog
trusses in a straight and plumb pos- IHon and
for resisting lateral forces shall be designed and
Installed by others. Careful hand- ling Is
essential and erection bracing Is always required. Normal
precautionary action for trusses requires
such temporary bracing during Installation between
trusses to avoid toppling and dominoing.
The supervision of erection of trusses shall
be under the control of persons experienced in
the installation of trusses. Professional advice
shall be sought if needed. Concentration of
construction loads greater than the
design loads shall not be applied to trusses at
any time. No loads other than the weight of
the erectors shall be applied la trusses until
after all fastening and bracing is completed.
PROVIDE UPLIFT
CONNECTION PER SCHEDULE: Support 1
999# Support 2
1043# MAX LIVE
LOAD DEFLECTION: L/999
L=-0.
37" D=-0.39" T=-0.76" MAX HORIZONTAL
TOTAL LOAD DEFLECTION: T= 0.
30" MAX HORIZONTAL
LIVE LOAD DEFLECTION: T= 0.
15" RMB = 1.
15 WO: WINB4
WE: Continuous lateral
bracing attached to either edge
of web(s) shown. Bracing MUST be positioned to
provide equal unbraced segments OR
2x4 T-brace nailed flat to edge of web
with w/3"x 0.1201, nails spaced 81, o.c Brace must
extend at least 90% of web length 2x6 Brace
required on any web over 141-0". WndLod per
ASCE 7-98, C&C, V= 125mph, H= 23.
0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type=
Encl L= 40.0 ft W= 44.0 ft Truss in END
zone, TCDL= 4.2 psf, BCDL= 6.0 psf Fact Resistant
Covering and/or Glazing Req TC... FORCE
CSI BC... FORCE CSI 1- 2
5382 0.66 19-18 4919 0.75 2- 3
3342 0.56 18-17 4480 0.71 3- 4
3041 0.46 17-16 3764 0.62 4- 5
4339 0.51 16-15 4489 0.69 5- 6
3538 0.52 15-14 3544 0.58 6- 7
3291 0.50 14-13 2307 0.40 7- 8
3291 0.58 13-12 2507 0.46 8- 9
3291 0.58 9-10
2632 0.45 10-11
2840 0.47 TI: A9
QTY:1 Joint Locations===============
1) 0-
0- 0 8) 28- 1- 3 15) 21- 2- 6 2) 4-
3- 8 9) 35- 0- 0 16) 17- 2- 6 3) 9-
0- 0 10) 39- 0-12 17) 9- 0- 0 4) 13-
1- 3 11) 44- 0- 0 18) 4- 3- 8 5) 17-
2- 6 12) 44- 0- 0 19) 0- 0- 0 6) 21-
2- 6 13) 35- 0- 0 7) 23-
2- 0 14) 28- 1- 3 MAX. REACTIONS
PER BEARING LOCATION----- X-Loc
Vert Horiz Uplift Y-Loc Type 0- 1-
12 1498 85 -999 BOT PIN 43-10-
4 1498 0 -1043 BOT H-ROLL 9-0-
0 26-0-0 9-0-0 1 2
4 5 6 7 8 10 11 6 00 _
6T 5-
3-
2 0-4-3 S 6X3
3.00
I 4X6 33C4
lyd 'AXd Zug 1VA CvQ 3X6 2X4
8X10 4X8
ev,A 1-0-
0 SX10 8X10 4X6 i 3.
00 4X6 T
0-
4-
3 4-10-3 0-3-
8 I A 4-
0-
0 12-10-14 1, 4-0-0 22-9-10 9 18
17 16 15 14 13 12 1498# 3.50" 44-0-
0 (I R0-
11-11). RO11-11) I EXCEPT AS
SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale 0.1457 Maronda Systems
d11AK14111t W
READ ALL NOTES ON THIS SHEET. A COPY
OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING
WARNING:
Eng. Job:
Dwg: Dsgnr:
TiY
Cl>k: WO: WINB4
Truss ID:
A9 Date: 4-
01-03 4005 MARONDA
WAY TC Live
16.0 psf DurFae - Lbr: 1.25 SANFORD, FL.
32771 Bracing shown on this drawing is not erection bracing, wind braomg, portal bracing or similar bracing which is
a part of the building design and which must be considered by the building designer. Bracing TC Dead
7.0 psf DurFae - Pit: 1.25 407) 321-
0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psi O.C. Spacing: 24.0" TOMASA PONCE
P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing
of the overall structure may be required. (See HIB-91 of TPI). BC Dead 10.0 ifSf Design Criteria: TPI LICENSE #0050068
Truss Plate Institute, TPI. Is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). 1 Code
Desc: FLA 1005 VANNESSA
DR.OVIEDO.F"2766 TOTAL 33.0 psf V:09.05.02- 20508- S Design: Matrix
Analysis JOB PATH. C:ITEE-LOKIJOBSIWINB4V - HCS: 08.20.02
DESIGN INFORMATION
This design is for an individual budding
component and has been based on information
provided by the client. The designer disclaims
any responsibility for damages asaresult of
faulty or incorrect information, specifications
and/or designs furnished to the truss designer
by the client and the correctness or accuracy
of this information as it may relate to a spe-
cific project and accepts no responsibilLy or
exer,L,es no control with regard to fabrica-
tion, handling, shipment and installation of
trusses. This truss has been designed as an
Individual building component in accordance with
ANSI/TPI 1-1995 and NDS-97 do be incorporated
as part .,the buildingdesign by a Building. Designer (
registered architect or professional engineer).
When reviewed for approval by the bulldmg
designer, the design loadings shown must
be checked to be sure that the data shown are
In. agreement ,with the local building codes, local
climatic records for wind or snow loads, project
specifications or special applied loads. Unless
shown, truss has not be- designed for storage
or occum pancy loads. The design assues compression chords (
top or bottom) are continu- ously braced
by sheathing unless otherwise specified. Where
bottom chords in tension are not fully
braced laterally by a properly applied rigid ceiling,
they should be braced at a maximum spacing
of 10'-0" o.c. Connector plates shall
be manufactured from 20 gauge hot dipped galvanized
steel meeting ASTM A 653, Grade 40,
unless otherwise shown. FABRICATION NOTES
Prior to
fabrication. the fabricator shall review this drawing
to verify that this drawing is m conformance with
the fabricators plans and to realize a
continuing responsibility for suchveri- fieallon. Any
discrepancies are to be put in wilting before
cutting or fabrication. - Plates shall
not be Installed over knotholes, knots or
distorted grain. Members shall be cut for tight
fitting wood to wood bearing. Con- nectorplates shall
be located on both faces of the truss with
nads fully imbedded and shall be sym. about the
Joint unless otherwise shown. A 5x4 plate is
5" wide x 4" long. A 6x8 plate is 6" wide x 8"
long .Slots ' (holes) run parallel to the plate length
specified. Double cuts on web members shall meet
at the centroid of,the webs unless otherwise shown.
Connector plate sizes are minimum sizes
based on the forces shown and may need
to be increased for certain hand- ling and/or
erection stresses. This truss is not to be fabricated
with fire. retardant Created umber unless otherwise
shown. For additional infonnahon an Quality
Control. refer to _ ANSI/TPI 1-
1995 - PRECAUTIONARY NOTES Ali
bracing and
erection recommendations are to be followed
in accordance with "Handling Installing & Bracing', HIB-
91. Trusses are to be handled with
particular care during banding and bundling, deliveryand
installatlm, to avoid damage. Temporary and
permanent bracing for holding trusses
in a. straight and plumb pos- ition and for
resisting lateral forces shall be designed and Installed
by others. Careful hand -- ling is essential
and erection bracing is always required. Normal precautionary
action for - trusses requires such
temporary bracing during JB: WINCHESTER B
4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4
SP #2 BOT CHORDS: 2x6
SP #2 WEBS: 2x4 SP #
3 2x4 SP #2
3,5,7,9 PROVIDE UPLIFT CONNECTION
PER SCHEDULE: Support 1 1005#
Support 2 946#
MAX LIVE LOAD
DEFLECTION: L/999 L=-
0.25"
D=-0.27" T=-0.52" MAX HORIZONTAL TOTAL
LOAD -DEFLECTION: T= 0.13"
MAX HORIZONTAL LIVE
LOAD DEFLECTION: T= 0.06"
RMB = 1.15
T 5-3-
2
0-4-3 7- WO: WIN,
B4
WE: TI: B QTY:I MULTIPLE LOADS -- This
design is the Joint Locations==============_ composite result of
multiple loads. 1) 0- 07 0 7) 35- 0- 0 13) 22-,.0- 0 All COMPRESSION Chords
are assumed to be 2) 4-11- 4 8) 39- 0-12 14) 15- 6- 0 continuously braced unless
noted otherwise. 3) 9-'0- 0 9) 44- 0- 0 15) 9- 0- 0 WndLod per ASCE
7-98, C&C, V= 125mph, 4) 15- 6- 0 10) 44- 0- 0 16) 0- 0- 0' H= 23:0
ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 5) 22- 0- 0 11) 35- 0-.-0 Bld Type= Encl
L= 40.0''ft W= 44.0 ft'Truss. 6) 28- 6- 0, 12) 28- b- 0 in END zone,
TCDL= 4.2 psf, BCDL= 6.0 psf MAX. REACTIONS PER BEARING ,LOCATION ----- Impact Resistant Covering
and/or Glazing Req X-Loc. Vert Horiz Uplift Y-Loc Type, 0- 1-12
1498 74 1005 BOT PIN TC... FORCE ... CSI ..
BC ... FORCE. '..CSI - 43-10- 4 1452 0 946 BOT H-ROLL 1- 2- -2838.
0.46 16-15 2506 0.46 2= 3 -2630
0.4315-14 2305 0.40 3= 4 -3228 '0:
55 14-13 3258 0.51 4- 5 -3558 0.
58 13-12 3258 0.51 5- 6 -3558 0.
58 12-11 2305 0.40 6- 7 -3228 0.
55 11-10 2506 0.46 7- 8 -2630 0.
45 8- 9 -2838 0.
47 9-0-0 26-
0-0 9-0-0 Ilk Ilk 1 2 45
6 8 9 6 00 - 0 5X8
3X46X8 3X4
5X8 4AV 4AD 15AJIU 4
AV _ a i1V - 4Ao 4Au g 0-4-3
4-
10-3 R 44-0-0
16
15 14 13
12 11 1 1498# 3.50" 1452#
3.50" 100 44-0 0 ^
I
RO 11 11) I
EXCEPT AS SHOWN PLATES
ARE TL20 GA TESTED PER ANSI/TPI 1-1995 -scale = 0.1489 1A1 A En doh*
W WIN64 y installation between trusses
tina,mmtnpphng I Ci. READ ALL NOTES ON THIS SHEET, -. g• _ and dominolb The r
supervision of ecson ofILA A COPY OF
THIS DRAWING TO BE GIVEN TO ERECTING nwg: Truss ID: B trusses shall be under
the control u persons experienced mine
installation
of
misses. Avl f rond 71 Systems a-.Y iHG YRWyJtL9iJCONTRACTOR. gr nsu: TLY cl>k:1 Date: 4-01-03 Profession onal advice shall
be
sought
if needed. Ccentation of construction loads greater
TC Live 16.o psf DurFae - Lbr 1.25 than the design loads shall
not be applied to at time. No loads than
the 4005 MARON DA WAY BRACING WARNING: Bracing this drawing
is not
bracing bracing. bracing or bracing TC Dead 7.0 psf DurFac = Pit: 1.25 trusses any other weight oftheerectorsshall
be applied to SANFORD, FL. 32771 - shown. on erection wind portal
stinilar which Is a part of
the building design and which must be considered by the building designer. Bracing BC Live 0.0 psf - O•C• 24.0rr Spacing: trusses until after allfasteningandbracing407) 321-0064 F2x (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length Provisions must be Design Criteria: TPI s completed. made to anchorlateralbracingatendsandspecifiedlocationsdeterminedbythebuildingdesigner. BC Dead 10.0 psf TOMAS PONCE P.E. Additionalbmeingoftheoverallstructuremayberequired. (See HIB-91 of TPI). Code'Dese: FLA LICENSE #0050068 1005 VAN NESSA DR.
OVIEDO.FL327GG .
Truss Plate Institute, TPI, is located
at 583 D'Onofdo Drive, Madison, Wisconsin 53719). - TOTAL 33.0 n psf V.
09.05.02- 20509- 7 1 0 Design: Manic Analysis _ JOBPATH: C.
1TEE-L0KU0BS1IV1NB4V - - HCS: 08.20-02 B
JB: WINCHESTER B 4 AC: 10# UPLIFT D.L. WO: WINB4 WE: TI: B1 QTY:2
DESIGN INFORMATION TOP CHORDS: 2x8 SP 1 D MULTIPLE LOADS -- This design is the Joint
This design Is for an individual bonding 2x4 SP #1 D 1,6 composite result of multiple loads. 1) 0- 0- 0 7) 29- 1- 3 13) 21- 2- 6 -
componentandhasbeenbasedoninformation BOT CHORDS: 2x6 SP #1 D All COMPRESSION Chords are assumed to be 2) 4- 3- 8 8) 37- 0- 0 14) 17- 2- 6
provided by the client. The designer disclaims- WEBS: 2x4 , SP #3 continuously braced unless noted otherwise. 3) "7- A- 0 9), 44- 0- 0 15') 13- 1- 3
any responsibility for damages as a result of
faulty or incorrect information, specifications -
2x4 SP #2 - 10,12 This 2-PLY Hi Master designed to carP =y 4) 13- 1- 3 10) 44- 0- 0 16) 7- 0-. 0
and/or designs furnished to the truss designer 2-PLY TRUSS! fasten w/3"X 0.12011 nails in 71 0" open jacks. (no webs) across center 5) 17- 2- 6 11) 37- 0- 0 17) 4- 3-"8
by the client and the correctness or accuracy staggered pattern.per nailing schedule: - and Hip Jack Truss framed to BC 6) 21.- 2- 6 12) '29- 1- 3 18) 0- 0- 0
of this information as It may, relate to a spe- TC- 2 per ft. BC-2 per ft. WEBS- 2 per ft WndLod per.ASCE 7-98, C&C, V= 125mph;
cificprojectandacceptsnoresponsibilityor Distribute loads equally to each ply. H= 23.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 TOTALDESIGN LOADS ------------
exercises no control with regard fabrics- Bld e= Encl L= 40..0 ft W= 44..0 ft Truss1 Uniform PLF From -PLF ToLion, handling, shipment and installation of
trusses. This truss has been designed as an PROVIDE UPLIFT 'CONNECTION PER SCHEDULE: in ` INT zone, TCDL= 4.2 psf, r BCDL= 6.0 -psf TC Vert L+D 46 -1- 0- 0 -46 7- 0- 0
individual building component in accordance with Support l 1364# Impact Resistant Covering and/or Glazing Req TC Vert L+D 100 7- 07 0 -100 37- 0- 0
ANSI/TPI 1-1995 and NDS-97 to be incorporated Support 2 1364# TC Vert L+D 46 37- 0- 0 -. -46 45- 0- -0
as partof the building design by a Building MAX LIVE LOAD DEFLECTION: TC... FORCE... CSI :.BC ... FORCE ... CSI BC Vert`L+D 20 0- 0- 0 -20 7- 0- 0 -.
Designer (registered architect or professional L/999 1- 2-118130.60 18-17 10785 0.63 BC Vert L+D 43 7- 0- 0 -43 37- 0- 0 engineer).
When reviewed for nloadiapprovalloadingsn buildingdesigner, the design loadings shown L=-O:49" D=-0.51" T=-0..99" 2- 3 -8935 0.42 17.-16.. 9919 0.59 BC Vert L+D 20 37- 0- 0 -20 44- 0-- 0 must
be checked to be sure that the data shown MAX HORIZONTAL TOTAL LOAD DEFLECTION: 3- 4 -12580 0.27 16-15 8086 0.52 Concentrated LBS Location are
in agreement with the local building codes, T= 0.33" 4- 5 -12601 0.27 15-14 14188 0.81 BC Vert L+D 429 7- 0- 0 local
climatic records for wind or snow loads, MAX HORIZONTAL LIVE LOAD DEFLECTION: 5- 6 -14332 0.30 14-13 11206 0.68 BC Vert "L+D 429 37- 0- 0 project
specifications or special applied loads. T= 0.16"• - 6- 7 -9730 0.22 13--12 10784 - 0.63 MAX: REACTIONS -PER BEARING LOCATION----- Unlessshown, truss has not been designed for storage
or occupancy loads. The design assumes' 7- 8 -.9732 0.22 12-11 5697 0. 37 X-Loc- - Vert Horiz Uplift Y-Loc a PTSrhcompression
chords (top or bottom) are continu-' RMB
1.00 8- 9 -6371 -0.28 11-10. '5648 0.32 0- 1-12 3095 - 0 -1364 BOT PIN ously
braced by sheathing unless otherwise 43-10- 4 3091 0 -1364 BOT H-ROLL specified.
Where bottom chords in tension are not
fully braced laterally by a properly applied rigid
ceiling, they should be braced at a maximum
spacing of 10'-0" o.c. Connector plates
shall be manufactured from 20 gauge hot dipped
galvanized steel meeting ASTM A 653, Grade
40,unless otherwise shown. FABRICATION
NOTES Prior
to fabrication, the fabricator shall review i this
drawing to verify that this drawing is in conformance
with the fabricator's plans and to realize
a continuing responsibility for such veri- t _nT C70 REQUIRED tication, .Any discrepancies are to be put in L i L 1 O writing
before cutting or fabrication. Plates
shall not be installed over knotholes, 7-0-0 30-0-0 7-0-0 knots
or distorted grain. Members shall be cut 1 2 4 5 6 7 Ilk
9
fortightfittingwoodtowoodbearing. Con- nector
plates shall be located on both faces. of the
truss with nails fully imbedded and shall be 6.00 6.00 sym.
about the Joint unless otherwise shown. A 5z4
plate Is 5" wide x 4 long. A 6x8 plate is 6" IOX10 1OX10 6X8 12X12 10X1O 10X10 wide
x'8' long. Slots (holes) run parallel [o the
plate length specified Double cuts on web 3X6 members
shall meet at the centrold of the webs unless
otherwiseshown. Connector plate sizes 0-4-3 0-4-3 3-10-3. are
m lnimum sizes based on the forces shown and
may need t b increased for certain hand- 4-
3-2 I ling
and/or erection stresses This truss is not SX1O X6 4X1O $X10 to
be fabricated with fire retardant treated- lumber
unless otherwise shown. For additional 4X10 1-0-0 8X10 8X10 3X4 4X6 information
on Quality Control refer to ANSI/
TPI 1-1995 - 3.
00 PRECAUTIONARY
NOTES 0-
3-8 Xw
Allbracing
and erection recommendations are to be
followed in accordance with "Handling k 4-0-0 k 12-10-14 k4-0-0 22-9-10 Installing &Bracing'.
HIB-91. Trusses are to be handled
with particular care during banding 8 17 16 15 14 13 12 11 1 and bundling,
delivery and installation to avoid 3096# 3.50" 3091# 3.50" damage. Temporary
andpermanent bracing for holding trusses
in a straight and plumb pos- ition and for
resisting lateral forces shall be 100 44-0-
0 11 I 1 0 o U designed installedby
others. Careful hand- RO-11-11)
430Jt 43017 RO-11-11) and ling is
essential
and erection bracing is always EXCEPT AS SHOWN PLATES All TL20 GA TESTED PER ANSI/TPI 1-.1995 - scale = 0.1457 required: Normal precautionary
action for temporary braoid ion
WARNING: READALL NOTES ON."THIS-SHEET. Eng. Job: installation bees tweenLatopplinginstallationbetben.trusses to avoid toppling Tresupervision and shall
ontroloerectionof
trusses shall
b< under
the control persons faryt .ji ronda C stems Systems A COPY OF. THIS DRAWING TO BE GIVEN TO ERECTING Dwg: - - Truss ID: B1 1 4-03-03
of
trusses. experienced mtheinstallationuY-FlW 99 C iY09J CONTRACTOR. Dsgnr:' TLY chk:
Date: so advice shall be
soughtitreaaea. ConceProfesntration Cuncentmuon of constructionloadsgreaterTCLive16.0. psi r DUfFgC - Lbr: 1.
25
than the design loads
shall net be applied to trusses at any time
No loads other than the 4005 MARONDA WAY BRACING WARNING: s is bracing, bracing,
bracing or similar bracing TC Dead 7.0 Psf DurFac - Pit: 1.25 weight of the erectors
shall be applied to fastening SANFORD, FL. 32771
not
erection portal g
g g, windwhichisapart
of the building design and which must be considered by the building designer. Bracing be BC Live 0.
0 sf P O.C. Spacing: 24.0" trusses until after allandbracingIscompleted. 407) 321-
0064 Fax (
407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must made to anchor lateral
bracing at ends and specified locations determined by the building designer. Design Criteria: TPI, TOMAS PONCE P.E.
Additional bracing of the overall structure may be required. (See HIB-91 of TPI). BC Dead 10.0 psi LICENSE'#0050068 Truss Plate
Institute, TPI, is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). - Code Desc: FLA 1005 VANNESSA DR.OVIEDO.
FL32766 TOTAL 33.0 - psf p( V.09.05.02- 20589- 5/ '. i 4 Design: Matrix
AnalysisJOB
PATH: C:ITEE-LOKUOBSIW/NB411 = HCS: 08.20.02
JB: WINCHESTER B 4 AC: 10# UPLIFT D.L.
DESIGN INFORMATION TOP CHORDS: 2X4 SP #2
This design is for an individual building 2X6 SP #2 2,3
component and has been based on Information BOT CHORDS: 2X6 SP #2
provided by the client. The designer disclaims WEBS: 2X4 SP #3
any responsibility for damages as a result of -
faulty or incorrect Information, specifications - 2X4 SP #2 - 3 , S, 7 , 9
and/or designs furnished to the truss designer 2-PLY TRUSS! fasten w/311X 0.1201r nails in
by the client and the correctness or accuracy staggered pattern per nailing schedule:
of this information as it may relate. to a spe- TC- 2 per ft. BC-. 2 per ft. WEBS- 2 per -ftcuteprojectandacceptsnoresponsibilityorDistributeloadsequallytoeachply. exercises no control with regard to fabrica-
tion. shipment and installation ofahand) Thiss truss has been designed as an PROVIDE UPLIFT CONNECTION PER SCHEDULE -
individual individual building component In accordance with Support 1 1364#
ANSI/TPI 1-1995 and NDS-97 to be Incorporated Support 2 1372#
a as part of the building design by a Building MAX MAX LIVE LOAD DEFLECTION: Designer (registered architect or professional
engineer). When reviewed for approval by the
building designer, the design loadings shown L=-0..36" D=-0.38 " T=-0.73 " -
must be checked to be sure that the data shown MAX HORIZONTAL TOTAL LOAD DEFLECTION:
are in agreement with the local building codes. T= 0 .15"
local climatic records for wind or snow loads, MAX HORIZONTAL LIVE LOAD DEFLECTION: project specifications or special applied loads. T= 0. 07" Unless shown. truss has not been designed for
storage or occupancy loads_. The design assumes
com ressi hard t ` b it tin RMB = 1.00
p on c or s ( OF or o om) are con u
ously braced by sheathing unless otherwise
specified. Where bottom chords in tension are
not fully braced laterally by a properly applied -
rigid ceiling, they should be braced at a
maximum spacing of10'-0" o.c. Connector
plates shall be manufactured from 20 gauge hot
dipped galvanized steel meeting ASTM A 653,
Grade 40. unless otherwise shown.
FABRICATION NOTES
Prior to fabrication, the fabricator shall review
this drawing to verify that this drawing is in
conformance with the fabricator's plans and to
realize a continuing responsibilityfor such veri- fication.
Any discrepancies are to be put In writing
before cutting or fabrication. Plates
shall not be Installed over knotholes. knots
or distorted grain. Members shall be cut for
tight fitting wood to wood bearing. -Con- nector.
plates shall be located on both facesof the truss
with nails fully Imbedded and shall be sym. about
the joint unless otherwise shown. A 5x4 plate
Is 5" wide x 4" long. A 6x8 plate is B" wide x
8" long. Slots (holes) run parallel to the plate
length specified. Double cuts on web members shall
meet at the cenlrold of the webs unless otherwise
shown. Connector plate sizes 0-4-3 are minimum
sizes based on the forces shown 4-3-2 and may
need to be Increased for certain hand- ling and/
or erection stresses. This truss Is not to be
fabricated with fire retardant treated lumber unless
otherwise shown. For additional information on
9uality Control refer to ANSI/TPI
1-1995 WO: WINB4
WE. QTY 2 TI:B2MULTIPLELOADS --
This design is the Joint Locations=============== I composite result
of multiple loads. 1) 0- 0 0 7) 37- 0- 0 13), 22- 0- 0 All COMPRESSION
Chords are assumed to be 2) 3-11- 4 8) 40- 0-12' 14)-14- 6- 0 continuously braced
unless noted otherwise. 3) 7- 0- 0 9) 44- 0- 0 15) 7- 0- 0 This 2-
PLY Hip Master, designed to carry 4) 14- 6- 0 10)_ 44- ,0- 0 16) 0- 0- 0 71 0"
open jacks (no webs) across center 5) 22- 0- 0 11) 37- 0- 0 and Hip
Jack Truss framed to BIC 6) 29- 6- 0 12) 29- 6- 0 WndLod per
ASCE 7-98, C&C, V= 125mph,` H= 23.
0 ft, I= 1.00, EXp.Cat. B, Kzt= 1.0 TOTAL DESIGN LOADS - Bld Type=
Encl L= 54.0 ft.W= 44.0 ft-Truss Uniform . PLF From PLF To in END
zone, TCDL= 4.2 psf, BCDL= 6.0 psf TC Vert L+D -46 1-'0- 0 46 7- 0- 0 impact Resistant'
Covering and/or Glazing Req TC Vert L+D -100 7- 0- 0 100 37- 0- 0 TC Vert
L+D -46 37- 0- 0 46 44- 0- 0 TC... FORCE ...
CSI ..BC ... FORCE ... CSI BC Vert L+D -20 0- 0- 0 20 7- 0- 0 1- 2 -6375 0.29 16-15 5653 O:42 BC Vert L+D -43 7- 0- 0 43 37- 0- 0 . 2- 3 -
6290 0.27 15-14 5620 0.48 BC Vert L+D --20 37- 0- 0 20: 44- 0- 0 3- 4 -
9291 0.39 14-13 9438 0.75 Concentrated LBS Location 4- 5 -
10551 0.41 13-12 9438 `0.75 BC Vert L+D 429 7- 0- 0 5- 6 -
10551 0.41 12-11: 5620 0.48 BC Vert L+D 429 37- 0- 0 6- 7 -
9291 0.39 11-10 5653 0.42 MAX. REACTIONS PER BEARING LOCATION----- 7-8 -
6290 0.27 X-Loc Vert Horiz Uplift Y-Loc Type 8- 9 -
6375 0.29 0- 1-12 3093 0 -1364 BOT PIN 43-10-
4 3047 0 -1372 BOT H-ROLL 2-PLYS
REQUIRED 7-0-
0 30-0-0 11 7.w 1 2
4 5 6 8 9 0 - - 0
4X6 4X6
8X10 4X6 - 8X10 4X6 PRECAUTIONARY NOTES
n All bracing
and erection recommendations are to be
followed in accordance with "Handling Installing & Bracing',
HIB-91. Trusses are to I'-- be handledwithparticularcareduringbanding16 - and bundling,
delivery and installation to avoid n 3093/t3.50 damage. Temporary
and permanent bracing 1""0 for holdingtrussesInastraightandplumbpus- pion and
for resisting lateral forces shall be RO-11-11 "I designed and
Installed by others. Careful hand- ling is
essential and erection bracing Is always EXCEPT AS SHOWN PLATES required. Normal
precautionary action for trusses requires
such temporary bracing during Installation between
trusses to avoid toppling and d
miming. The ..pe-tsk,.of erect oC truss shallr
the control l of pe MarondaSys.te- ion experienced In
the
Installation of trusses. ms Professional advice shall
be sought if needed. Concentration of construction
loads greater than the design
loads shoo not to 4005 MARON trusses at anytime. No loads other than the other r thanheDAWAYweight of the
erectors shall be applied to .. SANFORD-, FL. 32771 trusses unit) after
all fastening and bracing 407) 321-0064 Fax (407) 321-3913 is completed. TOMAS
PONCE P.
E. LICENSE #0050068 1005
VANNESSA DR.
OVIEDO.1`1_32766 RDesign: Matrix'Anahsis
13
44-0-
0
430# E TL20
GA
TESTED PER ANSI/TPI 1.1995 WARNING: READ ALL
NOTES .ON THIS SHEET. A COPY OF
THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING:
Bmeing
shown on
this drawing Is not erection bracing, wind bracing, portal bracing or similar bracing which Is a
part of the building design and which must be considered. by the building designer. Bracing shown is for
lateral support of truss members only to reduce buckling length. Provisions must be made to anchor
lateral bracing at ends and specified locations. determined by the building designer. Additional bracing of
the overall structure may be required.. (See HIB-91 of TPI). Truss Plate Institute,
TPL Is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). JOB PATH. CITEE-
LOKVOBS1TV/NB4V - - T 0-4-
3
3-10-3 4X6 Fl 11
1
3047#
3.50"
1 I 430#
i scale
0.1489
Eng. ,lob: W :
WINB Dwg: Truss ID:
B2 Dsgnr: TLY Chk:
Date: 4-01-03 TC Live 16.
0 psf DurFac - Lbr: 1.25 TC Dead 7.
0 psf DurFac - Pit: 1.25 BC Live 0.
0 psf O.C. Spacing:, 24.0" BC Dead 10.
0 psf Design Criteria: TPI Code Desc: FLA
TOTAL 33 0
sf V nn 05 02 2051 1 12 P 0 NCS: 08-20-
02
i
DESIGN INFORMATION
This design Is for an Individual building
component and has been based on informati6n
provided by the client. The designer disclaims
any responsibility for damages as a result of
faulty or incorrect Information, specifications
and/or designs furnished to the truss designer
by the client and the correctness or accuracy
of thus information as it may relate to a spe-
cific project and accepts no responsibility or
i
exercises no control with regard to fabrica-
Lion, handling, shipment and installation of
trusses. This truss has been designed as an
i
individual building component in accordance with
ANSI/TPI 1-1995 and NDS-97 to be incorporated
as part of the building design by a Building
i Designer (registered architect or professional
engineer). When reviewed for approval by the
building designer, the design loadings shown
must be checked to be sure that the data shown
are In agreement with the local building codes,
local climatic records for wind or snow loads,
project specifications or special applied loads.
Unless shown, truss has not been designed for
storage or occupancy loads. The design assumes
compression chords (lop or bottom) are continu-
ously braced bysheathing unless otherwise, specified.
Where bottom chords In tension are not
fully bracedlaterally by a properly applied rigid ceiling,
they should be braced at a mmimurn spacing
of 10'-0" ac. Connector plates shall
be manufactured from 20 gauge hot dipped galvanized
steel meeting ASTM A 653, Gmde 40.
unless otherwise shown. FABRICATION NOTES
Prior to
fabrication, the fabricator shall review this drawing
to verify that this dmvdng is In conformance with
the fabricator's plans and to realize a
continuing responsibility for such veri- fication. Any
discrepancies are to be put in writing before
cutting or fabrication. Plates shall
not be installed over knotholes, knots or
distorted grain. Members shall be cut for tight
fitting wood to wood bearing. Con- nector plates
shall be located on both faces of the truss
with nails fully Imbedded and shall be sym. about
the joint unless otherwise shown. A 5x4 plate
is 5" wide x 4" long. A 6x8 plate Is-6" wide x
8" long. Slots (holes) min parallel to the plate
length specified. Double cuts on -web members shall
meet at the centrold of the webs unless otherwise
shown. Connector plate sizes are minimum
sizes based on the forces shown and may
need to be Increased for certain hand- ling and/
or erection stresses. This truss Is not to be
fabricated with fire retardant treated lumber unless
otherwise shown. For additional Information on
Quality Control refer to ANSI/TPI
1-1995 PRECAUTIONARY NOTES
All bracing
and erection recommendations are to be
followed in accordance with "Handling Installing & Bracing",
HIB-91. Trusses are to be handled
with particular care during banding and bundling,
delivery and installation to avoid damage. Temporary
and permanent bracing for holding
trusses in a straight and plumb pos- Won and
for resisting lateral forces shall be designed and
tnsialled.by others. Careful hand- ling is
essential and erection bracing is always required. Nortnal-
precautionary action for trusses requires
such temporary bracing during installation between
trusses to avoid toppling and dominoing.
The supervision of erection of trusses shall
be under the control of persons experienced in
the installation of trusses. Professional advice
shall be sought if needed. Concentration of
construction loads greater than the
design loads shall not be applied to trusses at
any time. No loads other than the weight of
the erectors shall be applied to trusses until
after all fastening and bracing Is completed.
JB: WINCHESTER
B 4 AC: 10# UPLIFT D.L. TOP CHORDS:
2x4 SP #2 BOT CHORDS:
2x4 SP #2 WEBS: "-2x4
SP #3 PROVIDE UPLIFT
CONNECTION PER SCHEDULE: Support 1
580# Support 2
340# PROVIDE HORIZONTAL
CONNECTION PER SCHEDULE Support 1
275# MAX LIVE
LOAD DEFLECTION: L/999
L=-0.
02" D= 0.00" T=-0.02" MAX HORIZONTAL
TOTAL LOAD DEFLECTION: T= 0.
03" MAX HORIZONTAL
LIVE LOAD DEFLECTION: T= 0.
03" RMB = 1.
00 4-3-
5 0-3-
15 7- I
WO:
WINB4
WE: MULTIPLE LOADS --
This design is the composite result
of multiple loads. All COMPRESSION
Chords are assumed to be continuously braced
unless noted otherwise. WndLod per
ASCE 7-98, C&C, V= 125mph, H= 23.
0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type=
Encl L= 40.0 ft W= 9.9 ft Truss in END
zone, TCDL= 4.2.psf, BCDL= 6.0 psf Impact Resistant
Covering and/or Glazing Req TC:::FORCE ...
CSI ..BC...FORCE... CSI 1 2
635 0.54 5- 4 -782 0.42 2= 3 -
55 0.42 4 4
TI H
QTY:3 Joint Locations=====_________
1) 0-
0- 0 3) 9-10-13 5) 0- 0- 0 2) 5-
4- 1 4) 9-10-13 TOTAL DESIGN
LOADS ------------ Uniform PLF
From PLF To TC Vert
L+D 0 0- 0- 0 -889-10-13 BC Vert L+
D 0 0- 0- 0 -38 9-10-13 MAX. REACTIONS PER
BEARING LOCATION----- X-Loc Vert
Horiz Uplift Y-Loc Type 0- 2- 8
208 275 -580 BOT PIN 9- 9- 0
423 0 -340 BOT H-ROLL 3-9-15
15 41 209#
4.95"
423# 2.50" 1-5-0e
9-10-13 r (111-4-
12) EXCEPT AS SHOWN
PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.4912 WARNING: READ ALL
NOTES ON THIS SHEET. Eng. Job: WINI34 Maronda S A
COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: H i y SteMS
CONTRACTOR. BRACING WARNING:
Dsgnr:
TLY Colt:
Date: 4-01-03 TC Live 16.
0 psf DurFac - Lbr: 1.25 4005 MARON DA
WAY Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or stnrllar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 SANFORD, FL. 32771
which Is a part of the building design and which must be considered by the building designer. Bing is for lateral
truss to buckling BC L Live 00 ofp• O.C. Spacing: 24.0'r 407) 321-0064Fax (407) 321-3913 shown support of members only reduce length. Provisions must be made to anchor
laterar l bracing at endsandspecifiedlocationsdeterminedbythebuildingdesigner. BC Dead 10.0 - Design Criteria: TPI i TOMAS PONCE P.E.
Additional bmctng of the overall structure maybe required. (See HIB-91 of TPI). psf Code DesC: FLA LICENSE #
0050068 ru Truss
Plate Institute, TPI, is located at 583 D'Onofrio Drive. Madison, Wisconsin 53719). 1005 VANNESSA DR.OVIEDO.
FL32766 TOTAL 33.0 psf V:09.05.02- 20512- 13 1j Design: Matrix .4nalysis JOB
PATH: C:ITEE-LOKIJOBSIV19NB4V HCS: 08.20.022
DESIGN INFORMATION
This design is for an individual building
component and has been based on information
provided by the client. The designer disclaims
any responsibility for damages as a result of
faulty or In orrect information, specifications
and/or designs furnished to the truss designer
by the client and the correctness or accuracy
of this information as it may relate to a spe-
cific project and accepts no responsibility or
exercises no control with regard to fabrica-
tion, handling, shipment and installation of
trusses. This truss has been designed as an
individual building component In accordance with
i 'ANSI/TPI 1-1995 and NDS-97 to be incorporated
as part of the building design by a Building
i Designer (registered architect or professional
engineer). When reviewed for approval by the
building designer, the design loadings shown
must be checked to be sure that the data shown
are in agreement with the local building codes,
local climatic records for wind or snow loads,
project specifications or special applied loads.
Unless shown, truss has not been designed for
storage or occupancy loads. The design assumes
compression chords (top or bottom) are continu-
ously braced by sheathing unless otherwise
specified. Where bottom chords in tension are
not fully braced laterally by a properly applied
rigid ceiling, they should be braced at a
maximum spacing of 10'-0" o.c. Connector
plates shall be manufactured from 20 gauge hot
dipped galvanized steel meeting ASTM A 653,
Grade 40, unless otherwise shown.
FABRICATION NOTES
Prior to fabrication, the fabricator shall review
this drawing to verify that this drawing is In
conformance with the fabricator's plans and to
realize a continuing responsibility for such veri-
fieaLlon. Any discrepancies are to be put in
writing before cutting or fabrication.
Plates shall not be installed over knotholes.
knots or distorted Frain. Members shall be cut
for Light filting woad to wood bearing. Con-
nector plates shall be located on both faces of
the truss with nails fully imbedded and shall be
sym. about the joint unless otherwise shown. A
5x4 plate is 5" wide x 4" long. A 6x8 plate -is 6"
wide x 8" long. Slots (holes) run parallel to
the plate length specified. Double cuts on web
members shall meet at the centrold of the webs
unless otherwise shown. Connector plate sizes
are minimum sizes based on the forces shown
and may need to be Increased for certain hand -
Wig and/or erection stresses. This truss is not
to be fabricated with fire retardant treated
lumber unless otherwise shown. For additional
Information on Qual tv Control refer to
ANSI/TPI 1-1995
JB: WINCHESTER B 4 AC: 10# UPLIFT D.L.
TOP CHORDS: 2x4 SP #2
BOT CHORDS: 2x4 SP #2
WEBS: 2x4 SP #3
PROVIDE UPLIFT CONNECTION PER SCHEDULE:
Support 1 581#
Support 2 341#
PROVIDE HORIZONTAL CONNECTION PER SCHEDULE
Support 1 267#
MAX LIVE LOAD DEFLECTION:
L/999
L=-0.0611 D= 0.00" T=-0.06"
MAX HORIZONTAL TOTAL LOAD DEFLECTION:
T= 0.0511
MAX HORIZONTAL LIVE LOAD DEFLECTION:
T= 0.05"
RMB = 1.00
4-3-5
0-3-15
WO: WINB4 WE:
MULTIPLE LOADS -- This design is the
composite result of multiple loads.
All COMPRESSION Chords are assumed to be
continuously braced unless noted otherwise.
WndLod per ASCE 7-98, C&C, V= 125mph,
H= 23.0 ft, I= 1.00, Exp_Cat. B, Kzt= 1.0
Bld Type= Encl L= 40.0 ft W= 9.9 ft Truss
in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf
Impact Resistant Covering and/or Glazing Req
TC... FORCE CSI BC ... FORCE CSI
1- 2 1164 0.71 6- 5 1283 0.49
2- 3 1431 0.62 5- 4 0 0.16
2.12 J
TI: H1 Q :1
Joint Locations======_========
1) 0- 0- 0 3) 9-10-13 5) 6- 0-13
2) 6- 0-13. 4) 9-10-13 6) .0- 0- 0
TOTAL DESIGN LOADS ------------
Uniform PLF From PLF To
TC Vert L+D 0 0- 0- 0 -88. 9-10-13
BC Vert L+D 0 0- 0- 0 -38 9-10-13
MAX. REACTIONS PER BEARING LOCATION-----
X-Loc Vert Horiz Uplift Y-Loc Type
0- 2- 8 208 267 -581 BOT PIN
9- 9-.0 423 0 -341 BOT H-ROLL
2-9-15
1-0-0
ie
0-4-15
PRECAUTIONARY NOTES
All bracing and erection recommendations are
to be followed in accordance with "Handling 5.7-14 3-9-15Installing & Bracing", HI6-91. Trusses are to 1
be handled with particular care during banding 1164andbundling, delivery and installation to avoid
damage. Temporary and permanent bracing 209# 4.95n - 423# 2.50"
for holding Lmsses in a straight and plumb pos- be 1-5-0
e e 9-10-13itionandforresistinglateralforcesshall
designed and Installed by others. Careful hand- 111-4-12) r
ling is essential and erection bracing is always EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-19951required. Normal precautionary action for scale = 0.4912
s
trusses requires such temporary bracing during
Installation between trusses to avoid topplingof sCi: 'READ ALL ON SHEET. Eng. Job: W IN64
and domtnoing. The supervision of erecUom
trusses shall be under the control of persons Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: H 1
experienced in the Installation
g
trusses.
Professional advice shall be sought if needed. CONTRACTOR, DS III" TLY Chk• g Date: 4-01-03
Concentration of construction loads greater
than the design loads hall not be applied to BRACING WARNING: TC Live 16.0 sfp DurFae - Lbr: 1.25 I
trusses at any time. No loads other than the
weight .,the erectors be
4005 MARON DA WAY Bracingshown on this draw, is not erection bracing. g g, wind bracing, portal bracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25slw8appliedto
trsusses until after all fastening and bracing
SANFORD, FL. 32771
407) 321-0064,. Fax (407) 321-3913
which is a part of the budding design and which must be considered by the building designer. Bracing
shown is for lateral support of truss members only to reduce buckling length. Provisions muss: be BC Live 0.0 psf O.C. n tSpacing: - 24.0
L.completed. -
TOMAS PONCE P.E. - made to anchor lateral bracing at ends and specified locations determined by the building designer.
Additional bracing of the overall structure may be HIB-91 BC Dead 10.0 sfj Design. Criteria: TPI .
LICENSE #0050068
required. (See of TPl).
Truss Plate Institute, TPI. Is located at 583 D'OnofHo Drive, Madison, Wisconsin 53719).
1Code Dese: FLA
1005 VANNFSSA DP-QVIEDO.FI-32766 I I TOTAL 33.0 psf I V:09.05.02- 20513- 1.4
Design: Matrix Analysis JOB PATH: C:ITEE-LOKUOBS1W1NB4V HCS: 08-20.02
JB: WINCHESTERB 4 AC: 10# UPLIFT D.L. WO: WINB4 WE: TL J QTY:25
INFORMATION TOP CHORDS: 2x4 SP #2 D Analysis based on Simplified Analog Model. Joint Locations======___======
Is for an Individual buildingr BOT CHORDS: 2x4 SP #2 - Field Connection at Support 1 must be able 1) 0- 6- 7 3) 7- 0- 0
and has been based on Information transfer 168 pounds of horizontal reaction 2) 7- 0- 0 4) 0- 6- 7
the client. The designer disclaims PROVIDE UPLIFT CONNECTION PER SCHEDULE: WndLod per ASCE 7-98, C&C, V= 125mph, MAX. REACTIONS PER BEARING LOCATION-----
l: for damages rasa result ofSu ort 1 433# ppp'
and/ordesigns
H= 23.0 ft, I= 1.00, Cat. B, Kzt= 1.0 X-Loc Vert Horiz Uplift Y-L6c Type
ortect information, specIIicattons
famished to the truss designer Support 2 355# Bld Type= Encl L= 44.0 ft W= 7.0 ft Truss 6-10-12 151 168 -355 TOP PIN
by the client and the correctness or accuracy Support 3 51# in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf 0- 1-12 274 198 -433 BOT PIN
of this Info anation as it may relate to a spe-, MAX LIVE LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Req 6-10-12 81 0 -51 BOT H-ROLL
cific protect and accepts no responsibility or L/257 at Mid -panel # 1
Lien,lses gard L=-0.33" D= 0.05" T=-0.28" TC... FORCE ... CSI ..BC ... FORCE ... CSIgaitinbnica- handli g.shipcontraenterith stallation a
of
trusshandling, shipment and designed
trusses. This truss has been designed as an MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -69 0.99 4- 3 -2 0.84 Individual
building component In accordance with T= 0 . 00" ANSI/
TPI 1-1995 and NDS-97 to be incorporated MAX HORIZONTAL LIVE LOAD DEFLECTION: as
part of the building design by a Building T= 0 . 00" Designer (
registered architect or professional engineer).
When reviewed for approval by the RMB 1.15 building
designer, the design loadings shown must
be checked to be sure that the data shown are
In agreement with the local building codes, local
climatic records for wind or snow loads, project
specifications or special applied loads. Unless
shown, truss has not been designed for storage
or occupancy loads. The design assumes 7-0-0 compressionchords (top or bottom) are continu- nL _ ously
braced by sheathing unless otherwise 1 I
specified.
Where bottom chords in tension are not
fully braced laterally by a properly applied 0 rigidcalling, they should be braced at a maximum
spacing of 10'-0" o.c. Connector plates
shall be manufactured from 20 gauge hot ASTM
A 653, Attach with (4) dippedgalvanizedgalvanizedsteelmeeting16d
Toe -Nails Cade40, unless otherwise shown. FABRICATION
NOTES Prior
to fabrication, the fabricator shall review this
drawing to verify that this drawing is in i conformance
with the fabricator's plans and to reakze
a continuing responsibility for such verl- fleation.
Any discrepancies are to be put in writing
before cutting or fabrication. Plates
shall not be installed over knotholes, 3-10-3 - knots
or distorted grain. Members shall be cut for
Light fitting wood to wood bearing. Con- 4-3-2 nector
plates shall be located on both faces of the
truss with nails fully Imbedded and shall be sym.
about the Joint unless otherwise shown. A 5.
4 plate Is 5" wide x 4" long. A 6x8 plate is 6' wide
x 8" long. Slots (holes) run parallel to 04-3 the
plate length specified. Double cuts on web members
shall meet at the centrold of the webs unless
otherwise shown. Connector plate sizes are
mmlmum sizes based on the forces shown Attach with and
may need to be Increased for certain hand- ling
and/or erection stresses. This truss is not 3X4 10d
Toe -Nails) to
be fabricated with fire retardant treated lumber
unless otherwise shown. For additional Information
on Quality Control refer to ANSI/
TPI I-1995 PRECAUTIONARY
NOTES All
bracing and erection recor nmendations are to
be followed In accordance with "Handling installing &
Bracing', HIB-91. Trusses are to be
handled with particular care during banding and
bundling, delivery and Installation to avoid . damage.
Temporary and permanent bracing for
holding trusses In a straight and plumb pos- Itlon
and for resisting lateral forces shall be designed
and installed by others. Careful hand- ling
is essential and erection bracing is always required.
Normal precautionary action for trussesrequires
such temporary bracing during lost Dalian
between trusses to avoid toppling and dar
moing. The supervision of erection of trusses shag
be under the control of persons experienced in
the Installation of trusses. Prof —tonal
advice shall be sought if needed. Concentration of
construction loads greater than the
design loads shall not be applied to trusses at
any time. No loads other than the weight of
the erectors shall be applied to trusses until
after all fastening and bracing Is completed.
7-0-
0 4 3
275# 3.
50" 151# 2.50" 1-0-
0 1. 7-0-0 82# 0"
RO-11-
11 C/L: 6-10-12 EXCEPT AS
SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports jaronda SySteMS
WARNING: READ
ALL NOTES ON THIS SHEET. A COPY
OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING
WARNING:
Eng. Job:
Dg : TLY
TC Live
4005 MARON
DA WAY Bracing shown on this drawing is not erection bracing. wind bracing, portal bracing or sanllar bracing TC Dead SANFORD, FL.
32771 which Is a part of the building design and which must be considered by the building designer. Bracing BC Live 407) 321-
0064 Fax (407) 321-3913 shown Is for lateral support of truss members only to reduce buckling length. Provislons must be made to
anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead TOMAS PONCEP.E. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). LICENSE #0050068
Truss Plate Institute. TPI. is located at 583 D'Onofrio Drive, Madison. Wisconsin 53719). TOTAL 1005
VANNESSADR.0VIED0.FL.32766 scale = 0.
4929 Truss ID:
J Chk: Date:
10-09-03 16.0
psf DurFac - Lbr: 1.25 7.0
psf DurFac - PIt: 1.25 0.0
psf O.C. Spacing: 24.0" 10.0
psf Design Criteria:
TPI Code Desc:
FLA 33.0
psf33.0 psfIV:09.05.02- 30533- 15 130533- 155 jHCS: 08.
20.02 I Design: .MatrixAnalysisJOBPATH: CA EE-LOKIHOMEDIR
DESIGN INFORMATION
This design Is for an Individual budding
component and has been based on information
provided by the client. The designer disclaims
any responsibility for damages as a result of
faulty or Incorrect information, specifications
and/or designs furnished to the truss designer
I by the client and the correctness or accuracy
I of this Information as It may relate to a spe-
cific project and accepts no responsibility or
exercises no control with regard to fabrica-
tion, handling, shipment and installation of
trusses. This truss has been designed as an
individual budding component In accordance with
ANSI/TPI 1-1995 and NDS-97 to be Incorporated
as part of the budding design by a Building
Designer (registered architect or professional
engineer). When reviewed for approval by the
budding designer, the design loadings shown
must be checked to be sure that the data shown
are In agreement with the local building codes,
local climatic records for wind or snow loads,
project specifications or special applied loads.
Unless shown, truss has not been designed for
storage or occupancy loads. The design assumes
compression chords (top or bottom) are continu-
ously braced by sheathing unless otherwise
specified. Where bottom chords in tension are
not fully braced laterally by a properly applied
rigid ceWng, they should be braced at a
maximum spacing of 10'-0" o.c. Connector
Plates shad be manufactured from 20 gauge hot
dipped galvanized steel meeting ASTM A 653,
Grade 40, unless otherwise shown.
FABRICATION NOTES
Prior to fabrication,the fabricator shall review
this drawing to verify that this drawing is In
conformance with the fabricator's plans and to
realize a continuing responsibility for such verl-
fllflnn_ _ Any kkerep rr.e_am In he_n„t
writing before cutting or fabrication.
Plates shad not be Installed over knotholes,
knots or distorted grain. Members shall be cut
for tight fitting wood to wood bearing. Con-
nector plates shall be located on both faces of
the truss with malls fully imbedded and shall be
sym. about the Joint unless otherwise shown. A
5x4 plate Is 5" wide x 4" long. A 6x8 plate is 6"
wide x 8" long. Slots (holes) run parallel to
the plate length specified. Double cuts on web
members shall meet at the centroid of the webs
unless otherwise shown. Connector plate sizes
arc minimum sizes based on the forces shown
and may need to be Increased for certain hand-
ling and/or erection stresses. This truss is not
to be fabricated with fire retardant treated
lumber unless otherwise shown. For additional
Information on Quality Control refer to
ANSI/TPI I-1995
PRECAUTIONARY NOTES
All bracing and erection recommendations are,
to be followed in accordance with "Handling
installing & Bracing', HIB-91. Trusses are to
be handled with particular care during banding
and bundling, delivery and installation to avoid
damage. Temporary and permanent bracing
for holding trusses In a straight and plumb pos-
Itlon and for resisting lateral forces shad be
designed and Installed by others. Careful hand-
ling is essential and erection bracing is always
required. Normal precautionary action for
t-ses requires such temporary bracing during
Installation between trusses to avoid toppling
and dommomg. The supervision of erection of
trusses shall be under the control of persons
cxpenenced In the installation of trusses.
Professional advice shall be sought if needed.
Concentration of construction loads greater
than the design loads shall not be applied to
trusses at any time. No loads other than the
weight of the erectors shall be applied to
trusses until after all fastening and bracing
Is completed. .
JB: WINCHESTERB 4 AC: 10# UPLIFT D.L. WO: WINB4 WE:
TOP CHORDS: 2x4 SP 2 WndLod per ASCE 7-98, C&C, V= 125mph,
BOT CHORDS: 2x4 SP 2 -• _ _-.,:. H= 23.0 it, I= 1.00, Exp.Cat. B, Kzt= 1.0
WEBS: 2x4 SP 3 Bld Type= Encl`L= 44.0 ft W= 7.0 ft Truss
in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf
PROVIDE UPLIFT CONNECTION PER SCHEDULE: Impact Resistant Covering and/or Glazing Req
Support 1 230#
Support 2 273#
MAX LIVE LOAD DEFLECTION:
L/704 at JOINT # 2
L=-0.11" D=-0.11" T=-0.22"
MAX HORIZONTAL TOTAL LOAD DEFLECTION:
T= 0.17"
MAX HORIZONTAL LIVE LOAD DEFLECTION:
T= 0.09"
RMB = 1.15
4-3-2
0-4-3
PROVIDE HORIZONTAL CONNECTION PER SCHEDULE
Support 1 240#
TC... FORCE ... CSI ..BC ... FORCE ... CSI
1- 2 -165 0.51 6- 5 24 0.31
2- 3 -105 0.44 5- 4 0 0.27
TI: J 1 9TY:7
Joint Locations===============
1)0- 0- 0 3) 7- 0- 0 5) 4- 3- 8
2) 4- 3- 8 4) 7- 0- 0 6) 0- 0- 0
MAX. REACTIONS -PER BEARING LOCATION-----
X-Loc Vert Horiz Uplift Y-Loc Type
0- 1-12 276 240 -230 BOT PIN
6-10-12 230 0 -273 BOT H-ROLL
7-0-0
1 2 3
Q
3.00
0-3
4-0-0 2-8-8
II II
I
6 4
277# 3.50" 231# 2.50"
1-0-0
7-0-0
RO-11-11)_
EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995
WAKNINIU: READ ALL NOTES ON THIS SHEET.
aronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING
CONTRACTOR.
BRACING WARNING
4005 MARONDA WAY g s g g, wind bracing, portal bracing or similar bracingterectionbracing.
SANFORD, FL. 32771 which is a part of the building design and which must be considered by the building designer. Bracing
407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be
TOMAS PONCE P.E.
made to anchor lateral bracing at ends and specified locations determined by the building designer.
Additional bracing of the overall structure may be required, (See HIB-91 of TPI).
LICENSE #0050068 Truss Plate Institute, TPI, is located at 583 D'Onofrio Drive. Madison, Wisconsin 53719).
1005 VANNESSA DR.OVIEDO.FL32766
Design: Matrix Analysis JOB PATH: CATEE-LOKIHOMEDIR
Attach with (4)
10d Toe -Nails
Attach with (2)
10d Toe -Nails
scale = 0.4929
Eng. Job:
Dwg:
Dsgnr: TLY Chk:
WU: WINM
Truss ID: J 1
Date: 10-09-03
TC Live 16.0 psf DurFae - Lbr: 1.25
TC Dead 7.0 psf DurFae - Pit: 1.25
BC Live 0.0 psf O.C. Spacing: 24.0"
BC Dead 10.0 psf
Design Criteria: TPI
Code Desc: FLA l
TOTAL 33.0 psf V:09.05.02- 30534- 16
HCS: 0&20.02
DESIGN INFORMATION
This design Is for an Individual building
component and has been based on Information
provided by the client. The designer disclaims
any responsibility for damages as a result of
faulty or incorrect Information, specifications
and/or designs furnished to the truss designer -
by the client and the correctness or accuracy
of this information as it may relate to a spe-
cific pmJect and accepts no responsibility or
exercises no control with regard to fabrics -
Lion, handling, shipment and Installation of
trusses. This truss has been designed as an
Individual building component in accordance wl
ANSI/TPI F 1995 and NDS-97 to be incorporate
as -part of the building design by a BuildingmDesigner (registered ahltect or professional
engineer). When reviewed for approval byllre
building designer, the design loadings shown
must be checked to be sure. that the data shown
are in agreement with the local building codes,
local climatic records for vend or snow loads,
pmJect specifications or special applied loads.
Unless shown, truss has not been designed for
storage or occupancy loads. The desm design, assues compression
chords (top or bottom) are continu- ously
braced by sheathing unless otherwise specified. '
Where bottom chords in tension are not
fully braced laterally by a properly applied rigid
ceding, they should be braced at a maximum
spacing of 10'-0" o.c. Connector plates
shall be manufactured from 20gauge hot dipped
galvanized steel meeting ASTM A 653, Grade
40. unless otherwise shown. FABRICATION
NOTES Prior
to fabrication, the fabricator shall review this
drawing to verify that this drawing is. In conformance
with the fabricatoes plans and to realize
a continuing responsibility for such ved- Rcation.
Any,dtscrepancles are to be put in writing
before cutting or fabrication. Plates
shall not be Installed over knotholes, knots
or distorted gram. Members shall be cut for
tight fitting wood to wood bearing. Con - rector
plates shall be located on both faces of the
truss with nails fully Imbedded and shall be sym.
about the Joint unlessotherwiseshown. A 5x4 plate
is 5" wide it 4" long. A 6x8 plate is 6" wide x
8" long. Slots (holes) run parallel to the plate
length specified. Double cuts on web members shall
meet at the centroid of the webs unless otherwise
shown. Connector plate sizes are minimum
sizes based on the forces shown and may
need to be increased for certain hand- ling and/
or emcdon stresses. This truss is not to be
fabricated with fire retardant treated lumber unless
otherwise shown. For additional Information on
Quality Control refer to ANSI/TPI
1-1995 wit] PRECAUTIONARY
NOTES
All bracing
and erection recommendations are to be
followed in accordance with "Handling Installing & Bracing',
HIB-91. Trusses are to be handled
with particular care during banding and bundling,
delivery and installation to avoid damage. Temporary
and permanent bracing for holding
trusses.In a straight and plumb pos- ition and
for resisting lateral forces shall be designed and
installed by others. Careful hand- ling is
essential and erection bracing is always required. Normal
precautionary action for busses requires
such temporary bracing during installation between
trusses to avoid toppling in and
domoing. - The supervision of erection of trusses shall
be under the control of persons experienced in
the installation of trusses Professional advice
shall be sought if needed. Concentration of
construction loads greater than the
design loads shall not be applied to trusses at
any time. No loads other than the weight of
the erectors shall be applied to trusses until
after all fastening and bracing is completed. '
JB: WINCHESTERB
4 AC: 10# UPLIFT D.L. TOP CHORDS:
2x4 SP #2 130T CHORDS:
2x4 SP #2 WEBS: 2x4
SP #3 PROVIDE UPLIFT
CONNECTION PER SCHEDULE: Support 1
231# Support 2
272# MAX LIVE
LOAD DEFLECTION: L/707
at JOINT # 2 L=-0.
11" D=-0.11" T=-0.22" MAX HORIZONTAL
TOTAL LOAD DEFLECTION: T= 0.
18" d MAX
HORIZONTAL LIVE LOAD DEFLECTION: T= 0.
09" RMB = 1.
15 4-3-
2 0-4-
3 WO: WINB4
WE: WndLod per
ASCE 7-98, C&C, V= 125mph, H= 28.
0 ft, I= 1.00, Exp-Cat. B, Kzt= 1.0 Bld Type=
Encl L= 44.0 ft W= 7.0 ft Truss in INT
zone, TCDL= 4.2 psf, BCDL= 6.0 psf Iuipact Resistant
Covering and/or Glazing Req PROVIDE HORIZONTAL
CONNECTION PER SCHEDULE Support l
236# TC... FORCE ...
CSI ..BC ... FORCE ... CSI 1- 2 -
221 0.40 6- 5 55 0.35 2- 3 -
122 0.55 5- 4 0 0.33 TI: J
1 A 6QTY:1 1) 0-
0- 0 3) 7- 0- 0 5) 2- 5- 0 2) 2-
5- 0 4) 7- 0- 0 6) 0- 0- 0 MAX. REACTIONS
PER BEARING LOCATION--- X-Loc
Vert Horiz Uplift Y-Lot Type 0- 1-
12 277 236 -231 BOT BIN 6-10-
12 231 0 -272 BOT H-ROLL 7-0-
0 1 2
3 3•00
I 0 Attach
with (4) 10d Toe -
Nails Y r
3-
3-
13 Attach with (
2) 10d Toe -
Nails 0 3
Plate Height
2-1-
8 4-7-0 = 0-6-6 i6 4
277# 3.
50" 231# t2.50" 1-0-
0 7-0-0 EXCEPT AS
SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 WARNING: READ
ALL NOTES ON THIS SHEET. Maronda Systems
A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING
WARNING:
4005 MARONDA WAY
Is not Bra erection bracing, wind bracing, portal bating or sttn8ar bracingcu SANFORD, FL. 32771
which is a part of the building design and which must be considered by the building designer. Bmcmg 407) 321-0064
Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be TOMAS PONCE P.
E. made to anchor
lateral bating at ends and specified locations determined by the building designer.' Additional bracing of
the overall structure may be required. (See HIB-91 of TPI). LICENSE H0050068 Truss
Plate Institute, TPI, is located at583 D'Onofrio Drive, Madison, Wisconsin 53719).. 1005 VANNESSA DR.
OVIEDO,F1.32766 Design: Mdvu Analysis
scale = 0.4929
Eng. Job: I
B4 Dwg: Truss ID:
J 1 A Dsgnr: TLY Chk:
Date: 10-09-03 TIC Live 16.
0 psf DurFac - Lbr: 1.25 TIC Dead 7.
0 psf DurFac - Pit: 1.25 BCLive 0.0
psf O.C. Spacing: 24.0" BC Dead 10.0
psf Design Criteria: TPI. Code Dese: FLA TOTAL
33.0 psf
V:09 05 02 30535 1 I JOB PATH: C:
ITEE-
LOKIHOMEDIR HCS: 08.20.02 -
DESIGN INFORMATION
This design is for an individual building
component and has been based on Information
provided by the client. The designer disclaims
any responsibility, for damages as a result of
faulty or Incorrect Information, specifications
and/or designs furnished to the truss designer
by the client and the correctness or accuracy
of this Information as It may relate to a spe-
clflc project and accepts no responsibility or.
exercises no control with regard to fabrca--'
lion, handling, shipment and Installation of
trusses. This truss has been designed as an
Individual building component in accordance with
ANSI/TPI I-1995 and NDS-97 to be Incorporated
as part of the building design by a Building
Designer (registered architect or professional
engineer). When reviewed for approval by the
building designer, the design loadings shown
must be checked to be sure that the data shown
are in agreement with the local building codes,
local climatic records for wind or snow loads,
project specifications or special applied loads.
Unless shown, .truss has not been designed for
storage or occupancy loads. Thedesign assumes compression
chords (top or bottom) are continu- ously
braced by sheathing unless otherwise specified.
Where bottom chords in tension are not
fully braced laterally by a properly applied rigid
ceiling, they should be braced at a maximum
spacing of 10'-0" o.c. Connector plates
shall be manufactured from 20 gauge hot dipped
galvanized steel meeting ASTM A 653, Grade
40, unless otherwise shown. FABRICATION
NOTES Prior
to fabrication,- the fabricator shall review this
dmwtng to verify that this drawing is in conformance
with the fabricators plans and to realize
a continuing responsibility for such verl- ft
rion. Any discrepancles are to be put in writing
before cutting or fabrication. Plates
shall not be Installed over knotholes, knots
or distorted grain. Members shall be cut for
tight fitting wood to wood bearing. Con nector
plates shall be located on both faces of thetruss
with nails fully imbeddedand shall be sym. about
the joint unless otherwise showt- A 5x4 plate
Is 5". wide x 4" long. A 6x8 plate is 6" wide x
8" long. Slots (holes) run parallel to the plate
length specified. Double cuts on web members shad
meet at the centrold of the webs unless otherwise
shown. Connector plate sizes are minimum
sizes based on the forces shown and may
need to be Increased for certain hand- ling and/
or erection stresses. This truss is not to be
fabricated with fire retardant treated i dumber
unless otherwise shown. For additional information on
Quality Control refer to ANSI/TPI
1-1995 PRECAUTIONARY NOTES
All bracing
and erection recommendations are to'be
followed in accordance with "Handling InstaWng & Bmcfng".
HIH-91. Trusses are to be handled
with particular care during banding and bundling,
delivery and installation to avoid damage. Temporary
and permanent bracing for holding
trusses ina straight and plumb pos- ition and
for resisting lateral forces shall be designed and
Installed by others. Careful hand- ling is
essential and erection bracing Is always required. Normal
precautionary action for - trusses requires
such temporary bracing during installation between
trusses to avoid toppling and dominoing.
The supervision of erection of trusses shall
be under the control of persons experienced In
the installation of trusses. Professional advice
shall be sought if needed. Concentration of
construction loads greater than the
design loads shall not be applied to trosses at
any time. No loads other than the weight of
the erectors shall be applied to roses until
after all fastening and bracing is completed. -
JB: WINCHESTER
B 4 AC: I"0# UPLIFT D.L. WO: WINB4 WE: TOP CHORDS:
2x4 SP #2 Analysis based on Simplified Analog Model. BOT CHORDS:
2x4 SP #2 Field Connection at Support l must be able transfer 141
pounds .of horizontal reaction PROVIDE UPLIFT
CONNECTION PER SCHEDULE: WndLod per ASCE 7-98, C&C, V= 125niph, Support 1
399# H= 23.0 ft,-I= 1.00, Exp.Cat. B, Kzt= 1.0 Support 2
278# Bld Type= Encl L= 40_0 ft W= 5.1 ft Truss Support 3 '
43# in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf MAX LIVE
LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Req L/643
at Mid -panel'# 1 L=-0.
10" D= 0.01" T=-0.08 ..TC...FORCE ... CSI ..BC...FORCE ... CSI MAX HORIZONTAL
TOTAL LOAD DEFLECTION: 1- 2 -50 0.65 4- 3 -2 0.50 T= 0.
00" MAX HORIZONTAL
LIVE LOAD DEFLECTION: T= 0.
00" RMB=1.
15 - 3-3-
14 0-4-
3 TI: J2 -
QTY:5 Joint Locations======= ======
1) 0-
6- 7 3) = ..5_ 1--B :.. 2) 5-
1- 8 4) 0- 6- 7 MAX. REACTIONS
PER BEARING LOCATION--- X-Loc
Vert Horiz Uplift Y-Loc Type 5- 0-
4 110 141 -278 TOP PIN 0- 1-
12 213 184 -399 BOT PIN 5- 0-
4 60 0 -43 BOT. H-ROLL i 5-
1-
8 21 0
2-
10-
15 5-1-
8 4 3j
213# 3.
50" 110# 2.50 1-0-
0 51-8 61# 501r
I(RO-
1141)1- C/L: -0-4 EXCEPT AS
SHOWN PLATES ARE T120 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports Attach with (
4) 10d Toe -
Nails Attach with (
2) 10d Toe -
Nails scale 0.
6319 0"O(
h 5 Sge)I1 S WARNING: READ
ALL NOTES ON THIS SHEET. A COPY
OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. Job:-
Dwg: WV:
WIN54
Truss ID:
J2 i CONTRACTOR.
Dsgnr: TLY
chk: I Date: 10-09=03 TC Live
16.0 "psf DurFac - Lbr: 1.25 BRACING WARNING:
4005 MARONDAWAYBracingshownonthisdrawingisnoterection, bracing. ,wind bracing, portal bracing or sbu lar bracing TC ,Dead 7.0 psf. DurFac - Pit: 1.25 SANFORD, FL.
32771 which is a par of the building design and which must be considered by the building designer: Bracing BC Live 0.0 psf" O.C. Spacing: 24:On p g• 407) 321-
0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to
anchor lateral bracing at ends and. specified locations determined by the building designer. BC Dead 10.0 psf Design Criteria: TPI TOMAS PONCE
P.E. Additional bracing of the overall structure may be required. (See HIB-91 of TP11. Code D2SC: FLA LICENSE #0050068 - (
Truss Plate institute. TPI, is located at 583 D'Onofno Drive, Madison, Wisconsin 53719). " - - a 1005 VANNESSA
DR.OVIEDOYI-32766 - TOTAL 33.0 psf V:09.05.02-. 30537- 18 t Design: Matrix
Analysis JOB PATH: C:iTEE-LOKIHOMED/R HCS: 08.20.02
JB: WINCHESTER B 4 AC: 10# UPLIFT D.L.
DESIGN INFORMATION TOP CHORDS: 2x4 SP #2
This design is for an individual building BOT CHORDS: 2X4 SP #2
component and has been based on. information
provided by the client. The designer disclaims PROVIDE UPLIFT CONNECTION PER SCHEDULE:
any responsibility for damages as a result of Support 1 312# faulty or incorrect information, specifications
furnished truss designer Support 2 287# and/or designs to the
by the client and the correctness or accuracy Support-3 45# -
of this information as it may relate to a spe- MAX LIVE LOAD DEFLECTION:
cific project and. accepts no msponslb(llty or L/640 - at Mid -panel # 1
exercises no control with regard to fabrica- tion, handling, shipment and Installation of
trusses. This truss has been designed as an MAX HORIZONTAL TOTAL LOAD DEFLECTION:
individual building component in accordance with T= 0 . 00 ^ -
ANSI/7P1 1-1995 and NDS-97 to be incorporated MAX HORIZONTAL LIVE LOAD DEFLECTION:
as part of the building design. by a Building T= 0.00" -
Designer (registered architect or professional
engineer). When reviewed for approval by the RMB = 1.15
building designer, the design loadings shown
must be checked to he sure that the d'atashown
are In agreement with the -local building codes,
local climatic records for wind or snow loads,
project specifications or special applied loads.
Unless shown, truss has not been designed for
storage or occupancy loads. The design assumes
compression chords (top or bottom) are continu-
ously braced by sheathing unless otherwise
specified. Where: bottom chords In tension are
not fully braced laterally by a properly applied
rigid ceWng,,they'should be braced at a
maximum spacing of 10'-0" o.c: Connector
plates shall be manufactured from 20 gauge hot
dipped galvanized steel meeting ASTM A 653,
Grade 40, unless otherwise shown.
FABRICATION NOTES
Prior to fabrication., the fabricator shall review
this drawing to verify that this drawing is in
conformance with the fabricator's plans and to
realize a continuing responsibility for such veri-
catlon. Any discrepancies are to be put to
writing before cutting or fabrication.
Platesshall not be installed over knotholes, knots
or distorted gram. Members shall be cut for
tight fitting wood to wood .bearing. Con- nector
plates shall be located on both faces of the
truss with nalls fully Imbedded and shall be sym.
about the joint unless otherwise shown. A 5x4.
plate is5"wide x 4" long. A 6x8 plate. is 6" wide
x 8" long.- Slots (holes) run parallel to - the
plate length specified. Double cuts on web members
shall meet at the centroid of the webs unless
otherwise shown. Connector plate sizes are
mlmmum sizes based on the forces shown and
may need to be Increased for certain hand-. ling
and/or emc0om stresses. This truss is not. to
be fabricated with fire retardant treated lumber
unless otherwiseshown. For additional information
on Quality Control refer to ANSI/
TPI 1-1995 PRECAUTIONARY
NOTES All
bracing anderection recommendations are to be
followed in accordance with "Handling Installing & bracing',
HI5-91. Trusses are to be handled
with particular care during banding and bundling,
delivery and installation to avoid damage. Temporary
and permanent bracing for holding
trusses in a straight and plumb pos- ition and
for resisting lateral forces shall be designed and
installed by others. Careful hand- ling is
essentialanderection bracing is always required. Normal precautionary
action for trusses requires such
temporary bracing during installation between trusses
to avoid toppling and dommoing. The
supervision of erection of trusses shall be
under the control of persons experienced in the
installation of trusses: Professional advice shall
be sought If needed. Concentration of construction
loads greater than the design
loads shall not be applied to trusses at any
time. No loads other than the weight of the
erectors shall be applied to trusses until after
all fastening and bracing is completed. 2-
10-15
0-4-3
3X4 WO: WINB4
WE:
Analysis based on.
Siniplified Analog Model Field Connection at
Support 1 must be able transfer" 145 pounds
of horizontal reaction WndLod per ASCE
7-98, C&C, V= 125mph, H= 23.0
ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl
L= 40.0 ft W= 5.1 ft Truss in INT zone,
TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering
and/or Glazing Req TC... FORCE ... CSI ..
BC ... FORCE ... CSI . 1- 2- -50
0.67 4- 3 -2 0.52 1 - TL J2A
61TY:
1 Joint Locations===== ====__ 1)
0- 6-
7 3) 5- 1- 8 2) 5- 1-
8 4) 0- 6- 7 MAX. REACTIONS PER
BEARING LOCATION---- X-Loc Vert
Horiz Uplift Y-Loc Type 5- 0- 4
110 145 -287 TOP PIN 0 1-12
167 18R -312, BOT PIN 5- 0- 4
60 0 -45 BOT H-ROLL 5-1-8
1 2 0
Attach with (
4)
lOd Toe -Nails
2-10-15
Attach with (2)
10d Toe -Nails
URI 5-1-
8
Ilk Ilk 4 167# 3.
50"
110# 2.50" 5-1-8
61# 2 50ii
C/L: -0-
4 EXCEPT AS SHOWN
PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports scale = 0.7213 WARNING: READ ALL
NOTES ON THIS SHEET. Mar®nda Systy
ll$11 A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING:
4005
MARONDA WAYBracingshownonthisdrawingisnoterectionbracing, wind bracing, portal bracing or similar bracing AN FORD, FL.
32771 which Is a part of the building design and which must be considered by the building designer. Bracing 407) 321-0064
Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provislons must be TOMAS PONCE P.
E. made to anchor
lateral bracing at ends and specified locations determined by the building designer. Additional bracing of
the overall structure maybe required. (See HIB-91 of TPI). LICENSE #0050068 - Truss
Plate Institute, -TPI, is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). 1005 VANNESSA DR.
0VIEDO,1`1-32766 Design: Matrix Analysis
JOB PATH C:ITEE-LOKIHOMEDIR Eng. Job: WINI34
Dwg: Truss ID:
J2A Dsgnr: TLY Chk
Date: 10-09-03 TIC Live 16.
0 psf DurFac - Lbr: 1.25 TC Dead 7.
0 psf DurFac - Pit: 1.25 sc Live 0.
0 psf O.C. Spacing: 24.0" BC Dead 10.
0 psf Design Criteria: TPI Code Desc: FLA-
TOTAL 33.0
psi V09.05.02- 30538- 19 HCS: 08.20.
02 f
d JB: WINCHESTERB 4 AC: 10# UPLIFT D.L.
DESIGN INFORMATION TOP CHORDS: 2x4 SP #2
This design Is for an individual building BOT CHORDS:. 2x4 SP #2
component and has been based oninformation WEBS: 2x4 SP #3 -
Provided by the client The designer disclaims
any responsibility for damages as result of
faulty orincorredInformation, specifications PROVIDE UPLIFT CONNECTION PER SCHEDULE:
and/or designs furnished to the truss designer Support 1 299#
by the client and the correctness or accuracy Support 2 408#
of this Information as It may relate to spe- MAX LIVE LOAD DEFLECTION:
cific project and accepts no responsibility or L/999
e exercises no control with regard to fabrica-, L=-0. 02" D= 0. 00" T=-0. 02 rrtion, handling, shipment and Installation of
trusses. This, truss has been designed as an MAX HORIZONTAL TOTAL LOAD DEFLECTION:
f individual building component In accordance with T= 0.05 n -
ANSI/TPI 1-1995 and NDS-97 to be incorporated MAX HORIZONTAL LIVE LOAD DEFLECTION:
as part of the building design by a Building T= 0. 05" i
Designer (registered architect or professional
engineer). When reviewed for approval by -the
building designer the design loadings shown
RMB 1.15
must be checked to be sure that the data shown
are in agreement with the local building codes,
local climatic records for wind or snow loads,-
project specifications or special applied loads.
Unless shown, truss has not been designed for
storage or occupancy loads. The design assumes
compression chords (top or bottom) are continu-
ously braced by sheathing unless otherwise
specified. Where bottom chords in tension are
not fully braced laterally by a properly applied
rigid ceiling, they should be braced at a
maximum spacing of 10'-0" c.c, Connector
Plates shall be manufactured from 20 gauge hot
dipped galvanized steel meeting ASTM A 653,
Grade 40..unless otherwise shown.
FABRICATION NOTES-
Prior to fabrication, the fabricator shall review
this drawing to verify that this drawing isin conformance
with the fabricators plans and to realize
a continuing responsibility for such verl- ficationr
Any.discrepancies are to .be put in writing
before cutting or fabrication. - Plates
shall not be installed over knotholes, knots
or distorted. grain. Members shall be cut for
tightfitting wood to wood bearing. Con- nector
plates shall be located an both faces of the
truss with. nails rutty imbedded and shall be sym.
about thejoint unless otherwise shown_ A 5x4
plate is 5" wide x 4" long. A 6x8 plate is 6" wide
x 8" long. Slots (holes) run parallel to the
plate length specified. Double cuts on web members
shall meet at the centrnid of the webs unless
otherwise shown. Connector plate sizes are
mulf"'a sizes based onthe forces shown and may
need to be increased for certain hand- ling and/
or erection stresses. This truss Is not to be
fabricated with fire retardant treated lumber unless
otherwise shown. For additional information on
Quality Control refer to ANSI/TPI
1-1995 PRECAUTIONARY NOTES
All bracing
and erection recommendations arc to be
followed In accordance with "Handling ., Installing & Boeing',
HIB-91. Trusses are to be handled
with particular care during banding and bundling,
delivery and installation to avoid damage:- Temporary
and permanent bracing - for holding
trusses In a straight and plumb pos- Itton and
for resisting lateral forces shall be designed and
installed by others. Careful hand- ling is
essential and erection bracing is always, required. Normalprecautionaryaction
for trusses requires such
temporary bracing during installation between trusses
to avoid toppling and dominoing. The
supervision of erection of imsses shall be
under the control of persons experienced in the
installation of trusses. Professional advice shall
be sought if needed. Concentration of construction
loads greater than the design
loads shall not be applied to trusses at any
time. No loads other than the weight of the
erectors shall beapplied to trusses until after all
fastening and bracing Is. completed.. 3-3-
2 0-
4-3 WO:
WINB4 WE: - WndLod
per ASCE 7-
98, C&C, V 125mph, H= 23.0 ft,
I= 1.00, Exp.Cat., B, Kzt= 1.0 Bld Type. Encl L=
44.0 ft W= 5.0 ft Truss in INT zone, TCDL=
4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/
or Glazing Req PROVIDE HORIZONTAL CONNECTION PER
SCHEDULE t Support 1 333# TC...
FORCE ... CSI ..BC ...
FORCE ... CSI 1- 2 -191 0.
55 6- 5 18 0.46 2- 3 -137 0.
17 5- 4 0 0.09 TI: J213 QTY:2
Joint Locations== ==___ ===== 1) 0-
0- 0
3).,,,5- 0- 0 5) 4- 3- 8 2) 4- 3- 8
4) 5- 0- 0 6) 0- 0- 0 MAX. REACTIONS PER BEARING
LOCATION----- X-Loc Vert Horiz
Uplift Y-Loc Type 0- 1-12 211
333 -299 BOT PIN 4-10-12 164
0 -408 BOT H-ROLL 5-0-0 1
2 3 0
3.00 0-
3-
8 77
4-0-0
L
0-8-8 6 4 211# 3.
50" 165#
2.50" e. 1-0-0
to
5-0-0
1 R0-11-11) I
EXCEPT AS SHOWN PLATES
ARE TL20 GA TESTED .PER ANSI/TPI 1-1995 Attach with (3) 10d
Toe -Nails Attach
with (2) 10d
Toe -Nails scale =
0.6440 WARNING:
READ ALL NOTES
ON THIS SHEET. Eng. Job: WU: WINB4 s E'®&tiedc S/$
geA11s M)i A COPYOF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: J2B i CONTRACTOR. BRACING WARNING
Dsgnr: TLY
Chk: Date:
10-09-03 TICLive 16.0 psf
DurFac - Lbr: .1.25 4005 MARON DA- WAY
Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 SANFORD, FL. 32771 which
is a par[ of the building design and which must be considered by. the Building designer .Bracing n showIs for lateral
supporttruss to buckling length. must BC Live O.O P Sf O.C. Spacing: 24.0" 407) 321-0064 Fax (407) 321-3913 of members only reduce Provisions be made to anchor lateral bracing
at ends and specified locations determined by the building designer. BC Dead 10.0 Sf Design Criteria: TPI TOMAS PONCE P.E. Additional
bracing of the overall structure may be required.. (See HIB-91 of TPI). p Code Dese: FLA LICENSE #0050068
Truss Plate Institute,
TPI, is located' at 583 D'Onofrio Drive, Madison; Wisconsin 53719). 1005 VANNESSA DROVIEDO,FL32766 I-
I TOTAL 33.0 psf V:09.05.02- 30539- 20 Design: Matrix Analysts - JOB PATH:
CATEE-LOKIHOMED7R HCS 08.20.02
i
DESIGN INFORMATION
This design is for an Individual building
component and has been based on Information
provided by the client. The designer disclaims
any responsibilty,. for damages as a result of
faulty or incorrect Information, specifications
and/or designs furnished to the truss designer
by the client and the correctness or accuracy
of this information as it may relate to a spe-
cific project and accepts no responslbilty or
exercises no control with regard to fabrica-
tion, handling, shipment and installation of
trusses. This truss has been designed as an.
individual building component In accordance with
ANSI/TPI 1-1995 and NDS-97 to be Incorporated
as part of the building design by a Building
g Designer (registered architect or professtonal
S engineer). When reviewed for approval by the
building designer, the design loadings shown
must be checked to be sure that the data shown
are In agreement with the local building codes,
local climatic records for wind or snow loads,
project specifications or special applied loads. .
Unless shown, truss has not been designed for
storage or occupancy loads. The design assumes
pression chords (top or bottom) are continu-
ously braced by sheathing unless otherwise
specified. Where bottom chords in tension are
not fully braced laterally by a properly applied
rigid ceiling, they should be braced at a
maximum spacing of 10'-0" o.c. Connector
plates shall be manufactured from 20 gauge hot
dipped galvanlzed steel meeting ASTM A 653,
Grade 40, unless otherwise shown.
FABRICATION NOTES
Prior to Fabrication, the fabricator shall review
this drawing to verify that this drawing Is In
conformance with the fabricator's plans and to
realize a continuing responsibility for such veri-
fication. Any discrepanciesareto be put in writing
before cutting or. fabrication. Plates
shall not be installed over knotholes, - knots
or distorted grain. Members shall be cut for
tight fitting wood to wood bearing. Con- nector
plates shall be located on both faces of the
truss with nails fully imbedded and shall be sym.
about the joint unless otherwise shown: A 5x4
plate is 5" wide x 4" long. A 6x8 plate Is 6" wide
x 8" long. Slurs (holes) run parallel to the
plate length specified. Double cuts on web members
shall meet at the. centrold of the webs unless
otherwise shown. Connector plate sizes are
minimum sizes based on the forces shown and
may need to be increased for certain hand- ling
and/or erection stresses. This truss is not to
be fabricated with fire retardant treated lumber
unless otherwise shown: For additional Information
on. Quality Control refer to ANSI/
TPI 1-1995 PRECAUTIONARY
NOTES All
bracing and erection recommendations are to
be followed in accordancewith"Handling inslalling & Brading',
HIB-91; Trusses are to be handled
with particular care during banding and bundling,
delivery and Installation to avoid damage. Temporary
and permanent bracing for holding
trusses in a straight and plumb pos- ition and
for resisting lateral forces shall be designed and
installed by others. Careful hand- ling is
essential and erection bracing is always required. Normal
precautionary action for trusses requires
such temporary bracing during installation between
trusses to avoid toppling and dominMng.
The supervision of erection of . trusses shall
be under the control of persons experienced in
the Installation of trusses. Professional advice
shall be sought if needed. Concentration of
construction loads greater than the
design loads shall not be applied to I.— at
any time. No loads other than the weight of
the erectors shall be applied to trusses until
after all fastening and bracing is completed.
JB: WINCHESTER
B 4 AC: 10# UPLIFT D.L. WO: WINB4 WE: TOP CHORDS:
2x4 SP #2 Analysis based on.Sinplified Analog Model. BOT CHORDS:
2x4 SP #2 Field Connection at Support l rust be able transfer 86
pounds of horizontal reaction PROVIDE UPLIFT
CONNECTION PER SCHEDULE: WndLod per ASCE 7-98, C&C, V= 125mph, Support 1
288# H= 23.0 ft, I= 1.00, Exp.Cat. B, Rzt=.1.0 Support 2
176# Bld Type= Encl L= 40.0 ft W= 3.1 ft Truss Support 3
26# in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf MAX LIVE
LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Req L/999L=-0.
01" D= 0.0011 T=-0.01" TC...FORCE ... CSI ..BC...FORCE ... CSI MAX HORIZONTAL
TOTAL LOAD DEFLECTION: 1- 2 29 0.25 4- 3 -2 0.19 T= 0.
00" MAX HORIZONTAL
LIVE LOAD DEFLECTION: T= 0.
00" RMB = 1.
15 2-3-
14 0-4-
3 TI: J3
QTY:5 Joint Locations===============
1) 0-
6- 7 3) 3- 1- 8 2) 3
1- 8 4) 0- 6- 7 MAX. REACTIONS
PER BEARING LOCATION----- X-Loc
Vert Horiz Uplift Y-Loc Type 3- 0-
4 67 86 -176 TOP PIN 0- 1-
12 148 111 -288 BOT PIN 3- 0-
4 36 0 -26 BOT H-ROLL 11 3-
1-8 11 1 2
0 3-
1-
8 4 3
148# 3.
50" 67# 2.50" L 1-
0-0 3-1-
8 37// 2 f 0" r (RO-11-11) C/L: 3-04 EXCEPT ASSHOWNPLATESARETL20GATESTEDPERANSI/TPI 1-1995 Over 3 Supports WARNING: READ
ALL NOTES ON THIS SHEET. Mar®nda
Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. 4005
MARONDA
WAY BRACING WARNING: SANFORD, FL.
32771 Bracing shown on this drawing is not erection bracing, hind bracing, portal bracing or similar bracing which is
a part of the building design and which must be considered by the building designer. Bracing 407) 321-
0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be TOMAS PONCE
P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing
of the overall structure may be required. (See HIB-91 of TPI). LICENSE #0050068
Truss Plate Institute, TPI, is located at 583 b'Onofrio Drive, Madison. Wisconsin 53719). 1005 VANNESSA
DR.OVIEDO,FL.32766 Design: Matrix
Analysis JOB PATH: C:17EE-LOKIHOMEDIR Attach with (
3) 10d Toe -
Nails Attach with (
2) 10d Toe -
Nails scale = 0.
9039 Eng. Job:
WO: WINB4 Dwg: Truss
ID: J3 Dsgnr: TLY
Chk:, Date:. 10-09-03 TIC Live
16.0 psf DurFac - Lbr. 1.25 TC Dead
7.0 psf . DurFac - Pit: 1.25 BC Live
0.0 . psf O.C. Spacing: 24.0" BC Dead
10.0 psf Design Criteria: TPI Code Desc:
FLA TOTAL 33.
0 psf V:09.05.02- 30540- 21
JB: WINCHESTER B 4 AC: 10# UPLIFT D.L.
DESIGN INFORMATION TOP CHORDS: 2x4 SP #2
This design is for an Individual building I BOT CHORDS: 2x4 SP #2
component and has been based on information
provided by the client The designer disclaims
any responsibility for damages as a result of
faulty or incorrect information, specifications
and/or designs furnished to the truss designer
by the client and the correctness or accuracy
of this Information as It may relate to a spe-
cific project and accepts no responsibility or
exercises no control with regard to fabrtca-
Hon, handling. shipment and Installation ofI
trusses. This truss has been designed as an
Individual building component in accordance with
ANSI/TPI 1-1995 and NDS-97 to be Incorporated
t as part of the building design by a. Building
Designer (registered architect or professional,
engineer). When reviewed for approval by the
building designer, the deslgn'loadings shown
must be checked to be sure that the data shown
are In agreement with the local building codes,
local climatic records for wind or snow loads,
project specifications or special applied loads.
Unless shown, truss has not been designed for
storage or occupancy loads. The design assumes
compression chords (top or bottom) arc cont rm,
ously braced by sheathing unless otherwise
specified. Where bottom chords in tension are
not fully braced laterally by a properly applied
rigid ceWng, they should be braced at a
maximum spacing of 10'-0" ac. Connector
plates shall be manufactured from 20 gauge hot
dipped galvanized steel meeting ASTM A 653,
Grade 40, unless otherwise shown.
FABRICATION NOTES
Prior to fabrication, the fabricator shall review
this drawing to verily that this drawing is in
conformance with the fabricator's plans and to
realize a continuing responsibility for such ved-
nm0oo. Any discrepancies are to be put in
writing before cutting or fabrication.
Plates shall not be installed over knotholes,
knots or distorted grain. Members shall he cut
for tight fitting wood ldwood bearing. Con
nectar plates shall be located on both faces of
the truss with nails fully Imbedded and shallbe
msy. about the joint unless otherwise shown. A
5x4 plate is 5" wide x 4" long. A 6x8 plate Is 6"
wide x 8" long. Slots (holes) run parallel to
the plate length specified. Double cuts on web
members shall meet at the centrold of the webs
unless otherwise shown. Connector plate sizes
are minimum sizes based on the forces shown
and may need to be increased for certain hand-
ling and/or erection stresses. This truss 1s not
to be fabricated with fire retardant treated
lumber unless otherwise shown. For additional
Information on Quality Control refer to
ANSI/TPI 1-1995
PRECAUTIONARY NOTES
All bracing and erection recommendations are
to be followed in accordance with "Handling
Installing 13 Bracing', HIB-91. Trusses are Lo-
be handled with particular care during banding
and bundling, delivery and installation to avoid
damage. Temporary and permanent bracing
for holding trusses In a straight and plumb pos-
ition and for resisting lateral forces shall be
designed and Installed by others. Careful hand-
ling is essential and erection bracing is always
required. Normal precautionary action for
trusses requires such temporary bracing during
installation between trusses to avoid toppling
and dominoing. The supervision of erection of
trusses shall be under the control of persons
experienced in the Installation of trusses.
Professlonal advice shall be sought if needed.
Concentration of construction loads greater
than the design loads shall not be applied to
trusses at any time. No loads other than the
weight of the erectors shall be applied to
trusses until after all fastening and bracing
Is completed.
PROVIDE UPLIFT CONNECTION PER SCHEDULE:
Support 1 191#
Support 2 176#
Support 3 26#
MAX LIVE LOAD DEFLECTION:
L/999
L=-0.01" D= 0.00" T=-0.01"
MAX HORIZONTAL TOTAL LOAD DEFLECTION:
T= 0.00"
MAX HORIZONTAL LIVE LOAD DEFLECTION:
T= 0.00"
RMB =.1.15
WO: WINB4 WE:
Analysis based on Simplified Analog Model.
Field Connection at Support 1 must be able
transfer 86 pounds of horizontal reaction
WndLod per ASCE 7-98, C&C, V= 125mph,
H= 23.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0
Bld Type= Enc. L= 40.0 ft W= 3.1 ft Truss
in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf
Impact Resistant Covering and/or Glazing Req
TC... FORCE ... CSI ..BC ... FORCE ... CSI
1- 2 29 0.25 4- 3 -2 0.19
TI: J3A QTY:1
Joint Locations=============__
1) 0- 6- 7 3) . 3- 1- 8
2) 3- 1- 8 4) 0- 6- 7
MAX. REACTIONS PER BEARING LOCATION-----
X-Loc Vert Horiz Uplift Y-Loc Type
3- 0- 467 86 -176 TOP PIN 0-
1-12 102 111 -191 BOT PIN 3-
0- 4 36 0 -26 BOT H-ROLL 3-
1-8 Ilk1
2 6
00003X4
3-
1-8 4
3 102#
3.50" 67# 2.50" 3-
1-8 37#
2_0" r
C/
L: 3-0-4 EXCEPT
AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports Imaronda
Systems 4005
MARONDA WAY SANFORID,
FL. 32771 407)
321-0064 Fax (407) 321-3913 TOMAS
PONCE P.E. LICENSE #
0050068 1005
VANNESSA DR.OVIEDO,FL32766 WARNING:
READ ALL NOTES ON THIS SHEET. A
COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR.
BRACING
WARNING: Bracing
shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing. which
Is a part of the building design and which must be considered by the building designer. Bracing shown
is for lateral support of truss members only to reduce buckling length. Provisions must be made
to anchor lateral bracing at ends and specified locations determined by the building designer. Additional
bracing of the overall structure may be required. (See HIB-91 of TPI). Truss
Plate Institute. TPI, is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). Attach
with (3) 10d
Toe -Nails. Attach
with (2) 10d
Toe -Nails Eng.
Job: Dwg:
Dsgnr:
TLY Chk: TC
Live 16.0 psf TC
Dead 7.0 psf BC
Live 0.0 psf BC
Dead 10.0 psf scale =
1.0986 Truss
ID: J3A Date:
10-09-03 DurFac -
Pit: 1.25 O.
C. Spacing: 24.0" Design
Criteria: TPI Code
Desc: FLA TOTAL
33.0 psf I V:09.05.02- 30541- 22 HCS:
08.20.02 Design: Matrix Analysis JOB PATH: CATEE-LOKIHOMED/R
91
DESIGN INFORMATION
This design Is for an Individual building
I component and has been based on fnfonnatton
provided by the client. The designer disclaims
any responsibility for damages as a result of
I faulty or Incorrect Information, speclHmtions
p and/or designs furnished to the truss designer
4I by the client and the correctness or accuracy
of this Information as it may relate to a spe-
cillc project and accepts no responsibility or
exercises no control with regard to fabrica-
tion, handling, shipment and Installation of
trusses. This truss has been designed as an
Individual building component in accordance wltf
ANSI/TPI 1-1995 and NDS-97 to be incorporated
as part of the building design by a Building
Designer (registered architect or professional
engineer). When reviewed for approval by the
building designer, the design loadings shown
must be checked to be sure that the data shown
are in agreement with the local building codes,
local climatic records for wind or snow loads,
project specifications or special applied loads.
Unless shown, truss has not been designed for
storage or occupancy loads. The design assumes
compression chords (top or bottom) are continu-
ously bracedby sheathing unless otherwise specified.
Where bottom chords in tension are not
fully braced laterally by a properly applied rigid
ceWng, they should be braced at a maximum
spacing of 10'-0" o.c. Connector plates
shall be manufactured from 20 gauge hot dipped
galvanized steel meeting ASTM A 653, Grade
40, unless otherwise shown. FABRICATION
NOTES Prior
to fabrication, the fabricator shall review this
drawing to verify that this drawing is In conformance
with the fabricators plans and to realize
a continuing responsibility for such veri- fication.
Any dtscrepaneles are to be put In writing
before cutting or fabrication. Plates
shall not be Installed over knotholes, knots
or distorted grain. Members shall be cut for
tight fitting wood to wood hearing. Con- nector
plates shall be located on both faces of the
truss with nails fully imbedded and shall be sym.
about the Joint unless otherwise shown. A 5x4
plate is 5" wide x 4" long. A 6x8 plate is 6" wide
x 8" long. Slots tholes) run parallel to the
plate length specified. Double cuts on web members
shall meet at the centrofd of the webs unless
otherwise shown. Connector plate sizes are
minimum sizes based on the forces shown and
may need to be increased for certain hand- ling
and/or erection stresses. This truss is not to
be fabricated with fire retardant treated lumber
unless otherwise shown. For additional Information
on Quality Control refer to ANSI/
TPI 1-1995 PRECAUTIONARY
NOTES All
bracing and erection recommendations are to
be followed in accordance with "Handling Installing &
Bracing', HIB-91. Trussesare to be handled
with particular care during banding and bundling,
delivery and installation to avoid damage. Temporary
and permanent bracing for holding
trusses in a straight and plumb pos- Itlon and
for resisting lateral forces shall be designed and
Installed by others. Careful hand- ling is
essential and erection bracing Is always required. Normal
precautionary action for trusses requires
such temporary bracing during Installation between
trusses to avoid toppling and dominoing.
The supervision of erection of trusses shall
be under the control of persons experienced in
the Installation of trusses. Professlonal advice
shall be sought if needed. Concentration of
construction loads greater than the
design loads shall not be applied to trusses at
any time. No loads other than the weight of
the erectors shall be applied to trusses until
after all fastening and bracing Is completed,
JB: WINCHESTER
B 4 TOP CHORDS:
2x4 SP BOT CHORDS:
2x4 SP AC: 10#
UPLIFT D.L. 2 2
PROVIDE
UPLIFT
CONNECTION PER SCHEDULE: Support 1
284# Support 2
176# Support 3
27# MAX LIVE
LOAD DEFLECTION: L/999
L=-0.
01" D= 0.00" T=-0.01" MAX HORIZONTAL
TOTAL LOAD DEFLECTION: T= 0.
00" MAX HORIZONTAL
LIVE LOAD DEFLECTION: T= 0.
00" RMB = 1.
15 2-3-
14 0-4-
3 WO: WINB4
WE: Analysis based
on Simplified Analog Model. Field Connection
at Support 1 must be able transfer 88
pounds of horizontal reaction WndLod per
ASCE 7-98, C&C, V= 125mph, H= 23.
0 ft, I= 1.00, Exp.Cat. B, Rzt- 1.0 Bld Type=
Encl L= 40.0 ft W= 3.1 ft Truss in END
zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant
Covering and/or Glazing Req TC... FORCE ...
CSI ..BC...FORCE... CSI 1- 2 -
30 0.25 4- 3 -17 0.19 TI: J3B
QTY:2 I Joint Locations===============
j 1) 0-
9-13 3) 3- 1- 8 2) 3-
1- 8 4) 0- 9-13 MAX. REACTIONS
PER BEARING LOCATION----- X-Loc
Vert Horiz Uplift Y-Loc Type 3- 0-
4 67 88 -176 TOP PIN 0- 1-
12 148 119 -284 BOT PIN 3- 0-
4 36 0 -27 BOT H-ROLL 3-1-
8 l 1 2
Q 1-
2-
7 0-8-
8 1 3.
000
0-3-
8 2-10-
0 4 3
148# 3.
50" 68# 2.50" 1-0-
0 r 37#
2fOil
3-1-
s RO-11-
11) C/L: 3-04 EXCEPT AS
SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports Marionda Systems
WAKINIIVG: READ
ALL NOTES ON THIS SHEET. A COPY
OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. Job:
g: CONTRACTOR.
Ds
gnr: TLY I BRACINGWARNING: TIC Live 4005 MARON
DA WAY Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing TC Dead SANFORD, FL.
32771 which is a part of the building design and which must be considered by the building designer. Bracing BC Live 407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be TOMA.S
PONCE P.E. made to
anchor lateral bracing at ends and specified locations determined by the building designer. - Additional bracing
of the overall structure may be required. (See HIB-91 of TPI). BC- Dead LICENSE #0050068
Truss Plate Institute, TPI, is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). 1005 VANNESSA
DR.OVIEDO,FL32766 TOTAL Chk: 16.
0
7.0
0.0
10.0
33.0
Attach with (
3) 10d Toe -
Nails Attach with (
2) 10d Toe -
Nails scale = 0.
9039 Truss ID:
J3B Date: 10-
09-03 psf DurFac -
Lbr: 1.25 psf psf
psf
DurFac -
Pit:
1.25 O.C.
Spacing: 24.0" Design Criteria:
TPI . Code Desc:
FLA psr V:
09.05.02- 30542- 2 Design: Matrix
Analysis JOB PATH: CATE£-LOKIHOMED/R HCS: 08.20.02
DESIGN INFORMATION
This design Is for an Individual building
component and has been based on Information
provided by the client. The designer disclaims
any responsibility for damages as a result of
faulty or incorrect Information, specifications
and/or designs furnished to the truss designer
by the glient and the correctness or accuracy
of this Information as It may relate to a spe-
cific project and accepts no responsibility or
exemises no control with regard to fabrica-
tion, handling, shipment and installation of
trusses. This truss has been designed as an
individual building component in accordance with
ANSI/TPI 1-1995 and NDS-97 to be incorporated
as part of the building design by a Building
Designer (registered architect or professional
engineer). When reviewed for approval by the
building designer, the design loadings shown
must be checked to be sure that the data shown
are in agreement with the local building codes,
local climatic records for wind or snow loads,
project specifications or special applied loads.
Unless shown, truss has not been designed for
storage or occupancy loads. The design assumes
compression chords (top or bottom) are continu-
ously braced by sheathing unless otherwise
specified. Where bottom chords In tension are
not fully bracedlaterally by a properly applied
rigid ceiling. they should be braced at a
maximum spacing of 10'-0- o.c. Connector
plates shall be manufactured from 20 gauge hot
dipped galvanized steel meeting ASTM A 653,
Grade 40, unless otherwise shown. -
FABRICATION NOTES
Prior to fabrication, the fabricator shall review
this drawing to verify that this drawing is in
conformance with the fabricator's plans and to
realize a continuing responsibility for such veri-
fication. Any dlscrepancles arc to be put in
writing before cutting or fabrication.
Plates shall not be Installed over knotholes,
knots or distorted grain. Members shall be cut
for tight fitting wood to wood bearing. Con-
nector plates shall be located on both faces of
the truss with -nails fully imbedded and shall be
sym. about the joint unless otherwise shown. A
5.4 plate is 5" wide x 4" long. A 6x8 plate is 6"
wide x 8" long. Slots (holes) run parallel to
the plate length specified. Double cuts on web
members shall meet at the centrold of the webs
unless otherwise shown. Connector plate sizes
are minimum sizes based on the forces shown
and may need to be Increased for certain hand-
ling and/or erection stresses. This truss is not
to be fabricated with fire retardant treated
lumber unless otherwise shown. For additional
Information on Quality Control refer to
ANSI/TPI 1-1995
PRECAUTIONARY NOTES
All bracing and erection recommendations arc
to be followed In accordance with "Handling
Installing & Bracing', HIB-91. Trusses are to
be handled with particular care during banding
and bundling, delivery and installation to avoid
damage. Temporary and permanent bracing
for holding trusses in a straight and plumb pos-
ition and for resisting lateral forces shall be
designed and installed by others. Careful hand-
ling Is essentlal and erection bracing is always
required. Normal precautionary action for
trusses requires such temporary bracing during
Installation between trusses to avoid toppling
and dommong. The supervision of erectlon of
trusses shall be under the control of persons
experienced n the installation of trusses.
Professional advice shall be sought if needed.
Concentration of construction loads greater
than the design loads shall not be applied to
trusses at any time. No loads other than the
weight of the erectors shall be applied to
trusses until after all fastening and bracing
Is completed.
JB: WINCHESTER B 4
TOP CHORDS: 2x4 SP
BOT CHORDS: 2x4 SP
AC: 10# UPLIFT D.L.
2
2
PROVIDE UPLIFT CONNECTION PER SCHEDULE:
Support 1 166#
Support 2 65#
Support 3 6#
MAX LIVE LOAD DEFLECTION:
L/999
L= 0.00" D= 0.00" T= 0.00"
MAX HORIZONTAL TOTAL LOAD DEFLECTION:
T= 0.00"
MAX HORIZONTAL LIVE LOAD DEFLECTION:
T= 0.00"
RMB - 1.15
WO: WINB4 WE:
Analysis based on Simplified Analog Model.
Field Connection at Support 1 must be able
transfer 26 pounds of horizontal reaction
WndLod per ASCE 7-98, C&C, V= 125mph,
H= 23.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0
Bld Type= Encl L= 40.0 ft W= 1.1 ft Truss
in E14D zone, TCDL= 4.2 psf, BCDL= 6.0 psf-
Impact Resistant Covering and/or Glazing Req
TC... FORCE ... CSI ..BC ... FORCE ... CSI
1- 2 -9 0.03 4- 3 -2 0.02
TI: J4 QTY:5
Joint Locations=== ==========
1) 0- 6- 7 3) 1- 1- 8
2) 1- 1- 8 4) 0- 6- 7
MAX.- REACTIONS PER BEARING LOCATION-----
X-Loc Vert Horiz Uplift Y-Loc Type
1- 0- 4 24 26 -65 TOP PIN
0- 1-12 82 32 -166 BOT PIN
1- 0- 4 12 0 =6 BOT H-ROLL
1-1-8
1 2
6
Attach with (2)
10d Toe -Nails
1-3-14 T
0-4-3
0-10-15
Attach with, (2)
10d Toe -Nails
1-1-8
4 3
83# 3.50" 25# 2.50"
1-1-1-$
13# 2
r' (RO-11-11-11) 1 C/L: 1-- a
EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports
Mdl"OI>l(a Systems
WARNING: READ ALL NOTES ON THIS SHEET.
A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING
Eng. Job:
Dwg:
y CONTRACTOR.
Dsgnr: TLY Chk:
BRACING WARNING:
TC Live 16.0 psf
4005 MARON DA WAY Bracing shown on this drawing Is not crectlon bracing, wind bracing, portal bracing or similar bracing TC Dead 7.0 psf
SAN FORD, FL. 32771 which is a part of the building design and which must be considered by the building designer. Bracing
be LiveBCLi 0.0 fps407) 321-0064 Fax (407) 321-3913 showIs for lateral support of truss members only to reduce buckling length. Provisions must nmade
to anchor lateral bracing at ends and specified locations detennmed by the building designer. BC Dead 10.0 .psf TOMASPONCEP.E. Additional bracing of the overall structure may be required. (see HIB-91 of TPI). LICENSE #
0050068 Truss Plate Institute, TPI, is located at 583 D'Onofrio Drive. Madison, Wisconsin 53719). TOTAL
33.0 psf 1005VANNESSADIi.OVIEDO,FI-32766 Design:
Matrix Analysis JOB PATH: CATHELOKIHOM£DIR scale =
1.5869 Truss
ID: J4 Date:
10-09-03 DurFac -
Lbr: 1.25 DurFac -
Pit: 1.25 O.
C. Spacing: 24.0" Design.
Criteria: TPI Code
Desc: FLA HCS:
08.20.02
DESIGN INFORMATION
This design is for an Individual building
component and has been based on information
provided by the client. The designer disclaims
any responsibility for damages as a result of
faulty or Incorrect information, specifications
and/or designs furnished to the truss designer
by the client and the correctness or accuracy
Sof this information as It may relate to a spe-
cific project and accepts no responsibility or
I exercises no control with regard to fabrics-
1, tion, handling, shipment and Installation of
trusses. This truss has been designed as an
individual building component In accordance with
ANSI/TPI 1-1995 and NDS-97 to be incorporated
as part of the building design by a Building
Designer (registered architect or professional
engineer). When reviewed for approval by the
building designer. the design loadings shown
must be checked to be sure that the data shown
are in agreement with the local building codes.
local climatic records for wind or snow loads,
project specifications or special applied loads.
Unless shown, truss has not been designed for
storage or occupancy loads. The design assumes
compression chords (top or bottom) are continu-
ously braced by sheathing unless otherwise
specified. Where bottom chords in tensionare not
fully braced laterally by a properly applied rigid
ceiling, they should be braced at a maximum
spacing of 10'-0" o.c. Connector plates
shall be manufactured from 20 gauge hot dipped
galvanized steel meeting ASTM A 653, Grade
40. unless otherwise shown. FABRICATION
NOTES Prior
to fabrication, the fabricator shall review this
drawing to verify that this drawing Is in conformance
with the fabricator's plans and to realize
a continuing responsibility for such ven- fication.
Any discrepancies are to be put in writing
before cutting or fabrication. Plates
shall not be Installed over knotholes, knots
or distorted gain. Members shall be cut for
tight fitting wood to wood bearing. Con- nector
plates shall be located on both faces of the
truss with nails fully imbedded and shall be sym.
about thejoinl unless otherwise shown. A 5x4
plate B 5" wide x 4" long. A 6x8 plate is 6" wide
x 8" long. Slots (holes) run parallel to the
plate length specified. Double cuts on web members
shall meet at the centrold of the webs unless
otherwise shown. Connector plate sizes are
minimum sizes based on the forces shown and
may need to be Increased for certain hand- ling
and/or erection stresses. This truss is not to
be fabricated with fire retardant treated lumber
unless otherwise shown. For additional Information
on Quality Control refer to ANSI/
TPI I-1995 PRECAUTIONARY
NOTES All
bracing and emcUon recommendations are to
be followed in accordance with "Handling Installing
8, Bracing", RIB-9 1. Trusses are to be
handled with particular care during banding and
bundling, delivery and Installation to avoid damage.
Temporary and permanent bracing for
holding trusses in a straight and plumb pos- Itlon
and for restsUng lateral forces shall be designed
and installed by others. Careful hand- ling
b essential and erection bracing is always required.
Normal precautionary action for trusses
requires such temporary bracing during installallon
between trusses to avoid toppling and
dominotng. The supervision of erection of trusses
shall be under the control of persons experienced
In the Installation of trusses. Professional
advice shall be sought if needed. Concentration
of construction loads greater than
the design loads shall not be applied to I--
at any time. No loads other than the weight
of the erectors shall be applied to trusses
until after all fastening and bracing is
completed. JB:
WINCHESTER B 4 TOP
CHORDS: 2x4 SP BOT
CHORDS: 2x4 SP AC:
10# UPLIFT D.L- 2
2
PROVIDE
UPLIFT CONNECTION PER SCHEDULE: Support
1 70# Support
2 65# Support
3 6# MAX
LIVE LOAD DEFLECTION: L/
999 L=
0.00" D= 0.00" T= 0.00 MAX
HORIZONTAL TOTAL LOAD DEFLECTION: T=
0.00" MAX
HORIZONTAL LIVE LOAD DEFLECTION: T=
0.00" RMB =
1.15 WO:
WIN64 WE: Analysis
based on Simplified Analog Model. Field
Connection at Support 1 must be able transfer
26 pounds of horizontal reaction WndLod
per ASCE 7-98, C&C, V= 1251llph, H=
23.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld
Type= Encl L= 40.0 ft W= 1.1 ft Truss in
END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Inpact
Resistant Covering and/or Glazing Req TC...
FORCE ... CSI ..BC ... FORCE ... CSI 1-
2 -9 0.03 4- 3 -2 0.02 0-
10-15 T
0-
4-3 1-
1-8 1
2 6
TI:
J4A QTY:1 joint
Locations=============== 1)
0- 6- 7 3) 1- 1- 8 2)
1- 1- 8 4) 0- 6- 7 MAX.
REACTIONS PER BEARING LOCATION----- X-
Loc Vert Horiz Uplift Y-Loc Type 1-
0- 4 24 26 -65 TOP PIN. 0-
1-12 36 32 -70 BOT PIN 1-
0- 4 12 0 -6 BOT H-ROLL 0-
10-15 3X4
1-
1-8 4
3 37#
3.50" 25# 2.50" 1-
1-8 1311.
2.50' C/
L: 1-0 EXCEPT
AS SHOWN PLATES ARE T120 GA TESTED PER ANSI/TPI 1-1995 Over 3 .Supports Maronda
Systems 4005
MARONDA WAY SANFORD,
FL. 32771 407)
321-0064 Fax (407) 321-3913 TOMAS
PONCE P.E. LICENSE #
0050068 1005
VANNESSA DR.OVIEDO,FL32766 Design:
Matrix Analysis WARNING:
READ ALL NOTES ON THIS SHEET. A
COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR.
BRACING
WARNING: Bracing
shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which
Is a part of the building design and which must be considered by the building designer. Bracing shown
is for lateral support of truss members only to reduce buckling length. Provisions must be made
to anchor lateral bracing at ends and specified locations determined by the building designer. Additional
bracing of the overall structure may be required. (See HIB-91 of TPq. Truss
Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison, Wisconsin 53719). JOB
PATH: C:ITEE-LOKIHOMEDlR 10d
Toe-Nails2) Attach
with (2) 10d
Toe -Nails scale =
2.3040 Eng.
Job: WUTWM4 DWg:
Truss ID: J4A Dsgnr:
TLY Chk: Date: 10-09-03 TC
Live 16.0 psf DUrFac - Lbr: 1.25 TC
Dead 7.0 psf DurFac - PIt: 1.25 BC
Live 0.0 psf O.C. Spacing: 24.0" BC.
Dead 10.0 psf Design
Criteria: TPI Code
Desc: FLA TOTAL
33.0 psf V:09.05.02- 30544- 25 HCS:
08.20.02
JB: WINCHESTER B 4 AC: 10# UPLIFT D.L. WO: WINB4 WE:
DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 Analysis based on Simplified Analog Model:
This design Is for an Individual building BOT CHORDS: 2x4 SP #2 Field Connection at Support 1 must be able
component and has been based on Information
provided by the client. The designer disclaims
any responsibility for damages as a result of
faulty or Incorrect Information, specifications
and/or designs furnished to the truss designer
by the client and the correctness or accuracy
of this Information as it may relate to a spe-
cific protect and accepts no responslbWty or
exercises no control with regard to fabnm-
tlon, handling, shipment and installation of
trusses. This truss has been designed as an
Individual building component in accordance with
ANSI/TPI 1-1995 and NDS-97 to be incorporated
as part of the building design by a Building
Designer (registered architect or professional
engineer). When reviewed for approval by the
building designer, the design loadings shown
most be checked to be sure that the data shown
arc in agreement with the local building codes,
local climatic records for wind or snow loads,
project specifications or special applied loads.
Unless shown, truss has not been designed for
storage or occupancy loads. The design assumes
compression chords (top or bottom) are continu-
ously braced by sheathing unless otherwise
specified. Where bottom chords in tension are
not fully braced laterally by a properly applied
rigid ceiling, they should be braced at a
maximum spacing of 10'-0" o.c. Connector
Plates shall be manufactured from 20 gauge hot
dipped galvanized steel meeting ASTM A 653,
Grade 40, unless otherwise shown.
FABRICATION NOTES
Prior to fabrication, the fabricator shall review
this drawing to verify that this drawing is In
conformance with the fabricator's plans and to
realize a continuing responsibility for such verl-
fleation. Any discrepancies are to be put in
writing before cutOng or fabrication.
Plates shall not be Installed over knotholes,
knots or distorted grain. Members shall be cut
for tight fitting wood to wood bearing. Con-
nector plates shall be located on both faces of
the truss with nails fully Imbedded and shall be
sym. about the Joint unless otherwise shown. A
5z4 plate Is 5" wide x 4" long. A 6x8 plate is 6" .
wide x 8" long. Slots (holes) run parallel to
the plate length specified. Double cuts on web
members shall meet at the centrold of the webs
unless otherwise shown. Connector plate sizes
arc minimum sizes based on the forces shown
and may need to be increased for certain hand-
ling and/or erection stresses. This truss is not
to be fabricated .with fire retardant treated
lumber unless otherwise shown. For additional
Information on Quallty Control refer to
ANSI/TPI 1-1995
PRECAUTIONARY NOTES
All bracing and erection recommendations are
to be followed In accordance with "Handling
e Installing & Bracing'. HIB-91. Trusses are to
be handled with particular care during banding
and bundling, delivery and Installation to avoid
damage. Temporary and permanent bracing
for holding trusses in a straight and plumb pos-
Itlon and for resisting lateral forces shall be
designed and Installed by others. Careful hand-
ling is essential and erection bracing is always
required. Normal precautionary action for
trusses ¢quires such temporary bracing during
installation between trusses to avoid toppling
i and dominoing. The supervision of erection of
trusses shall be under the control of persons
experienced in the installation of trusses.
Professional advice shall be sought if needed.
Concentration of construction loads greater
than the deign loads shall not be applied to
trusses at any time. No loads other than the
weight of the erectors shall be applied to
trusses until after all fastening and bracing
Is completed.
PROVIDE UPLIFT CONNECTION PER SCHEDULE:
Support 1 163#
Support 2 65#
Support 3 6#
MAX LIVE LOAD DEFLECTION:
L/999
L= 0.00" D= 0.00" T= 0.00"
MAX HORIZONTAL TOTAL LOAD DEFLECTION:
T= 0.00"
MAX HORIZONTAL LIVE LOAD DEFLECTION:
T= 0.00"
RMB = 1.15
transfer 28 pounds of horizontal reaction
WndLod per ASCE 7-98, C&C, V= 125mph,
H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0
Bld Type= Encl L= 40.0 ft W= 1.1 ft Truss
in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf
Impact Resistant Covering and/or Glazing Req
TC... FORCE ... CSI ..BC ... FORCE ... CSI
1- 2 -9 0.03 4- 3 -6 0.02
TI: J4B QTY:2
Joint Locations===============
1) 0- 9- 5 3) . 1- 1- 8
2) 1- 1- 8 4)_0- 9- 5
MAX. REACTIONS PER BEARING LOCATION-----
X-Loc Vert Horiz Uplift Y-Loc Type
1- 0- 4 24 28 -65 TOP PIN
0- 1-12 88 37 -163 BOT PIN
1- 0- 4 12 0 -b BOT H-ROLL
IL 1-1'8 L
1 2
0
Attach with (2)
10d Toe -Nails
0-8-9
0-2-8
Attach with (2)
10d Toe -Nails
3AOJ
0-3-8
L 0-10-0 I,
4 31
89# 3.50" 25# 2.50" -
1-1-9 13# 2. "
r
1-1-8
R1-1-7) C/L: 1- -4
EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports scale = M123
WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: :WINB4
LKaronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: J46
CONTRACTOR. Dsgnr: TLY Chk: Date: 10-09-03
BRACING WARNING: TC Live 16.0 psf DurFac - Lbr: 1.25
4005 MARON DA WAY Bracing shown on this drawing Is not erection bracing, wind bracing, portal bracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25
SANFORD, FL. 32771 which Is a part of the building design and which must be considered by the building designer. Bracing O.C. Spacing: 24.0" shown Is for lateral support of truss members onlyto reduce buckling lea Provisions must be BC Live 0.0 psf p . g' 407) 321-0064 Fax (407) 321-3913
lbrbracingspecified
g
y g gner.
p
Design Criteria: TPImadetoanchorlateralbracinatandlocatlonsdeterminedbthebuildingdentBCDead10.0 f TOMASPONCEP.E. Additional bracing of the overall structure may be required'. (See HIB-91 of TPI). _ lu Code De$e: FLA LICENSE #
0050068 (Truss Plate Institute, TPI, is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). 1005
VANNESSA DR.OVIEDO.FL32768 TOTAL 33.0 psf V:09.05.02- 30545- 26 Design:
Matrlr Analysis JOB PATH: CATEE-LOKIHOMEDIR - HCS: 08.20.02
JB:WINCHESTERB4 AC: 10# UPLIFT D.L.
DESIGN INFORMATION TOP CHORDS: 2x4 SP #z
This design Is for an individual building BOT CHORDS: 2x4 SP #2
component and has been based on mfonnation GABLE STUD: 2x4 SP #3
Provided by the client. The deslgner disclaims MULTIPLE LOADS -- This designis theanyr-ponsibllty for damages as a result of
faulty or Incorrect Information. specifications - composite result of multiple loads:
and/or designs furnished to the truss designer
by the client and the correctness or accuracy I PROVIDE UPLIFT CONNECTION PER SCHEDULE:
of this i.formation as it may relate to a spe- Support 2 3#
cific project and accepts no responsibility or
exercises no control with regard to fabrica- ,
TC ...FORCE ...CSI . BC ...FORCE ...CSILion,handling, shipment and Installation of -
tresses. This truss has been designed as an
individual building component In accordance with
ANSI/TPI 1-1995 and NDS-97 to be Incorporated
I as part of the building design by a Building
Designer (registered architect or professional
engineer). When reviewed for approval by the
building designer, the design loadings shown
must be checked to be sure that the data shown
re in agreement with the local building codes,
local climatic records for wind or snow loads,
project specifications or special applied loads.
Unless shown, truss has not been designed for
storage or occupancy loads. The design assumes
compression chords (top or bottom) are continu-
usly braced by sheathing unless otherwise
specified. Where bottom chords In tension are
not fully braced laterally by a properly applied
rigid ceiling, they should be braced at a
axhn um spacing of 10'-0" o.c. Connector
plates shall be manufactured from 20 gauge hot
dipped galvanized steel meeting ASTM A 653,
Grade 40, unless otherwise shown.
FABRICATION NOTES
Prior to fabrication, the fabricator shall review
this drawing to verify that this drawing is in
conformance with the fabricator's plans and to
realize a continuing responsibility for such veri-
ficatlon. Any discrepancies are to be put in
writing before cutting or fabrication.
Plates shall not be Installed overknotholes,
knots or distorted grain. Members shall be cut
for tight fitting wood to wood bearing. Con-
nector plates shall be located on both faces of
the truss with nails fully imbedded and shall be
sym. about the joint unless otherwise shown. A
5x4 plate is 5" wide x 4" long. A 6x8 plate is 6"
wide x 8" long. Slots (holes) run parallel to
the plate length specified. Double cuts on web
members shall meet at the centroid of the webs
unless otherwise shown. Connector plate sizes
are minimum sizes based on the forces shown
and may need to be increased for certain hand-
hng and/or erection stresses. This truss Is not
to be fabricated with fire retardant treated
lumber unless otherwise shown. For additional
information on Quality Control refer to
ANSI/TPI 1-1995
PRECAUTIONARY NOTES
All bracing and erection recommendations are
to be followed In accordance with "Handling
Installing & Bracing", HIS-91. Trusses are to
be handled with particular care during banding
and bundling, delivery and installation to avoid
damage. Temporary and permanent bracing
for holding trusses In astraight and plumb pos-
Mon and for resisting lateral forces shall be
designed and installed by others. Careful hand -
fin, is bracinganderection bracg Is always
required. Normal precautionary action for
trusses requtres such temporary bracing during
installation between trusses to avoid toppling
and domi—ing. The supervision of erection of
trusses shall be under the control of persons
experienced In the Installation of trusses.
Professional advice shall be sought if needed.
Concentration of construction loads greater
than the design loads shall not be applied to
trusses.at any time. No loads other than the
weight of the erectors shall be applied to
trusses until after al l fastening and bracing
is completed.
2-10-2
0-4-3
W
WO: WINB4 WE:
2X4 TRANSVERSE BRACING nailed flat to edge
of web with 12d nails at 8rr o.c. TRANSVERSE
BRACING to extend for center 80% of length.
Analysis based on Simplified Analog Model.
All COMPRESSION Chords are assumed to be
continuously braced unless noted otherwise.
WndLod per ASCE 7-98, C&C, V= 125mph,
H= 23.0 ft, I= 1.00, Exp.Cat.,B, Kzt= 1.0
Bld Type= Part L= 46.0 ft W= 8.3 ft Truss
in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf
TI: P 6QTY:1
Joint Locations===============
1) 0- 0- 0 5) 8- 4- 0 9) 2- 2- 0
2) 2- 2- 0 6) 8- 4- 0 10) 0 0- 0
3) 4- 2- 0 7) 6- 2- 0
4) 6- 2- 0 8) 4- 2- 0
MAX. REACTIONS PER BEARING LOCATION-----
X-Loc Vert Horiz Uplift Y-Loc Type
0- 1-12 0 0 0 SOT PIN i
8- 2-12 0 0 -3 BOT H-ROLL
4-2-0 4-2-0
1 2 4 5
060 _ p
U f J.Ju '
4X6
1-0-0
RO-11-11) I -
8-4-0
EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995
Maronda Systems
4005 MARONDA WAY
SANFORD, FL. 32771
407) 321-0064 Fax (407) 321-3913
TOMAS PONCE P.E.
LICENSE #0050068
1005 VANNESSA DR.OvIEDO.F"2766
Design: Afatrir Analysis
WAKNONU: READ ALL NOTES ON THIS SHEET.
A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING
CONTRACTOR.
BRACING WARNING:
Bracing shown on this drawing is not erection bracing, wind bracing. portal bracing or siaular bmcing
which is a part of the building design and whIch must be considered by the building designer. Bracing
shown is for lateral support of truss members only to reduce buckling length. Provislons must be
made to anchor lateral bracing at ends and specified locations determined by the building designer.
Additional bracing of the overall structure maybe required. (See I11B-91 of TPI).
Truss Plate Institute. TPI, is located at 583 D'Onoldo Drive, Madison, Wisconsin 53719).
JOB PATH: C:I7-EE-L0K1J0BSIlV1NB4V
2-5-3
0-4-3
0# 2.50"
1-0-0
RO-11-11)
Studs a 2-0-0 o.c. scale = 0.6484
Eng. Job: W ' WINB4
Dwg: Truss ID: P
Dsgnr: TLY Clilit: Date: 4-01-03
TC Live 16.0 psf DurFac - Lbr: 1.25
TC Dead 7.0 psf DurFac - Pit: 1.25,
BC Live 0.0 psf O.C. Spacing: 24.0"
BC Dead 10.0 psf Design Criteria: TPI
Code Desc: FLA
TOTAL 33.0 psf V:09.05.02- 20526- 27 I
HCS: 08.20.02
JB: WINCHESTER B 4 AC: 10# UPLIFT D.L. WO: WINB4 WE:
DESIGN INFORMATION TOP CHORDS: 2x4 SP #2
This design is for an individual building BOT CHORDS: 2x4 SP #2
wndLoa per AscE 7-98, per C&c, V= 125mph, rpcomponentandhasbeenonWEBS; 2x4 SP #3
H= 23. 0 I= 1. 00, Exp. Cat. B, Kzt= 1designerasedprovidedbytheclient. The designer disclaims Bld Type="Enel L= 44.0' ft W= 4.0 ft Truss
any responsibility for damages as a result of -
faulty or incorrect information,specifications PROVIDE UPLIFT CONNECTION PER SCHEDULE:
in END zone, TCDL= 4 . 2
Impact Resistant Covering,
pS f, BCDL= 6.0 psf
and/or Glazing Reqand/or designs furnished to the truss designer Support 1 71#
by the client and the correctness or accuracy
of this information as if may relate to.a spe- Support
2 210# Support
3 71# TC..:
FORCE ...CSI BC....FORCE ... CSI cific
project and accepts no responsibility or exemises
MAX LIVE LOAD DEFLECTION: 1-
2' 35 0.02 6- 5 84 0.04 no
control with regard to fabria- lion,
handling, shipment and. installation of L/999 - 2-
3 35 0.02 5- 4 - 84 0. 04 irusses.
This truss has been designed s an L=. 0-.00"-D=' 0..00" T= 0.001,- individual
building component in accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: i
ANSI/TPI 1-1995 and NDS-97 to be Incorporated T= 0. 00" s
D part
of the building design or
a
Building Designer (
registered architect or professional MAX HORIZONTAL LIVE LOAD DEFLECTION: engineer).
When reviewed for approval by the T= 0. 00" - building
designer, the design loadings shown r -
must be checkedto be sure that the data shown RMB = 1.15 are In
agreement with the local building codes, local climatic
records for wind or snow loads, project specifications
or special applied loads. " Unless shown,
truss has not been designed for storage or
occupancy loads. The design assumes compression chords (
top or bottom) are continu- ously braced
by sheathing unless otherwise specified. Where
bottom chords intension are - - not fully
braced laterally by a properly applied - Vol ceWng,
they should be'braced at a - - - - maximum spacing
of M-0" o.c. Connector Plates shall
be manufactured from.20 gauge hot /I 2--0
dipped galvanized
steel meeting ASTM A 653, 11. Grade 40, unless otherwise shown. FABRICATION NOTES6.
00 Prior to
falidation, the fabricator shallreview this drawing
to. verify that this drawing is in conformance with
the fabnator's plans and to realize a
continuing responsibility for such ven- flcatlou. Any
discrepancies are to be put in writing before
cutting or fabriation. Plates shall
not be installed over knotholes, knots or
distorted grain. Members shall be cut for tight
fitting wood to wood bearing. Con- nector plates
shall be locatedon both faces of the truss with
nails fully imbedded and shall be sym. about the
joint unless otherwise shown. A 1-0-0 5.14 plate
is 5" wide x 4" long. A 6x8 plate. is 6" wide x 8"
long. Slots (holes) run parallel to the plate length
specified. -Double cuts on web members shall meet
at the centroid of the webs unless otherwise shown:
Connector plate sizes are minimum sizes
based on the forces shown and may need
to be increased forcertain hand- ling and/or erection
stresses. 'this truss is not to be fabricated with
fire retardant treated lumber unless otherwise shown.
For additional information on Quality Control
refer to 3X4 ANSI/TPI'1-1995 -
PRECAUTIONARY NOTES All bracing
and erection
recommendations am to be followed In
accordance with "Handling TI: VT 10 7Type
Locations _ = 1) 0-
0- 0
3) 4- 0- 0 5) 2) 2- 0- 0
4) 4- 0- 0 6) 0- MAX. REACTIONS PER BEARING
LOCAX-Loc Vert .Horiz UpliftY-Lo 0- 0-12 41
0 -71 BOT PIN 2= 0- 0 131
0 -210 BOT H-ROLL 3-11- 4 41
0 -71 BOT H-ROLL 2-0-0 Installing &
Bracing', HIB-91.
Trusses are to 4-0-0 be handled with particular
care during banding 6 5 and bundling, delivery andInstallationavoidWent42# 1.50"
4 damage. Temporary and perm
bracing a 131# 1..5Ou42/{ 1.50rr for bolding trusses mastraightandplumbpos- I Ition and for resisting
lateral fames shall be - l9 4-0-0 designed and installed by
others. . Careful hand- ling is essential and
erection bracing Is always required. EXCEPT AS SHOWN
CAL: 2-0-0 OWN PLATES ARE TL20
GA TESTED PER ANSI/TPI 1-1995 req Normal precautionary actionforOver3Supportsscale = . 1.6750 trusses requires such temporary
bracing during dominoing. WARN VvARNtA Ct;
READ
ALLNOTES ON THIS SHEET. - Eng. Job: - VVI g4. and The supervision oferectionoftrussesshallbeunderthecontrolofpersonsMarondaSgelfttlsACOPY
OF THIS DRAWING TO BE GIVEN TO ERECTING DNyg Truss ID. y'dl'U experienced m the installationoftrusses.. advice shall be sough[
It needed. CONTRACTOR.- - Dsgnr: TLY Clik: DatE:: 4-01 -03 - C—centrati Concentranon ofconstructionloadsgreaterthanthedeelgnloadsseal,
not be applied in trusses at any time.
No loads than 4005 MARON DA. WAY BRACING WARNING: TIC Live 16.0 psf DurFae - Lbr: 1.25 other the weight of
the erectors
shall be applied to - SANFORD, FL..32771which Bracing shown on thisdrawing Is not erection bracing wired bracing, portal bracing or smnlar bracing TC Dead 7.0 psf _ DurFae PIt: - 1.25 trusses until after all
fastening and bracing is completed. 407) 321-
0064 Fax (407) 321-3913 is a art of
the building design P g gn and. which must be considered by the budding designer. Bracing shown is for lateral
support of truss members oniv to reduce buckling length P dsions must be BC Live- 0.0 psf O.C. Spacing: 24.0" p g•. TOMAS PONCEP.E.
made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of theoverallstructuremayberequired. (See HIO-91 of TPI). BC Dead 2.0 psf DeSlnn Criteria: TPI LICENSE #0050068 Truss Plate
Institute, TPI, is located at 583 D'Onofrlo Drive, Madison, Wisconsuu 53719E Code Code Dese: FLA r005VANNESSADR.0VIED0.Fl.32766 -- -
TOTAL 25.0 psf V:09.05.02- 31204--60 i Design: Mturiz Analysis
JOBPATH. CITES -TEE -- _HCS 08.20.02
JB: WINCHESTER B 4 AC: 104 UPLIFT D.L. WO: WINB4 WE: TI: VT1 1 CITY:1 e
DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 WndLod per ASCE 7-98, C&C, V= 125rrph, Joint Locations===============
This design is for an individual building BOT CHORDS: 2x4 SP #2 H= 23.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 1) 0- 0- 0 3) 8- 0- 0 5) 4- 0- 0
component and has been based on information WEBS: 2x4 SP #3 Bid Type= Enel L= 44.0 ft W= 8.0 ft Truss 2) 4- 0- 0 4) 8- 0- 0 6) 0- 07 0
provided nthe cllsibility for damagesaresultanyyorincorrecfordamagesasaresutIof in END zone, TCDL= 4.-2 psf, BCDL='1.2 psf MAX. REACTIONS PER BEARING LOCATION-'--- of
faulty or incorrect Information, specl(Ical.lons PROVIDE UPLIFT CONNECTION PER SCHEDULE: act Resistant Coverin and/or Glazing ReIIIIpgg Q X-Loc Vert Horiz Uplift Y-Loc epType
and/or designs furnished to the truss designer Support 1 71# 0- 0-12 42 3 71 BOT PIN
by the client and the correctness or accuracy Support_2 159# TC... FORCE ... CSI ..BC...FORCE ... CSI 2- 0- 0 78 0 159 BOT H-ROLL
of this information as it may relate to a spe- Support 3 256# 1- 2 66 0.10 6- 5 126 0.15 4- 0- 0 159 0 256 BOT H-ROLL
cific project and accepts no responsibility or Support 4 161#. - 2- 3 66 0.10 5- 4 126 0.15 6- 0- 0 78 0 161 BOT H-ROLLekerei5esnocontrolwithregardtofabrica-
tion, handling, shipment and installation of Support 5 74# 7-11- 4 42 0 74 BOT- H-ROLL
trusses. This truss has been designed as an MAX LIVE LOAD DEFLECTION:
Individual building component in accordance with L/999
ANSI/TPI 1-1995 and NDS-97 to be incorporated L= 0.00" D= 0.00" T= 0.00"
as part of the building design by a Building MAX HORIZONTAL TOTAL LOAD DEFLECTION:
Designer (registered architect or professional T= 0.00" engineer). When reviewed for approval by the'
building designer, the design loadings shown MAX HORIZONTAL LIVE LOAD DEFLECTION:
must be checked to be sure that the data shown T= 0.00"
are in agreement with the local building codes,
local climatic records for wind or snow loads, RMB = 1.15
project specifications or special applied loads.
Unless shown, truss has not been designed for
storage or occupancy loads. The design assumes
compression chords (top or bottom), are continu-
ousiy braced by sheathing unless otherwise
specified. Where bottom chords In tension are
not fully braced laterally by a properly applied
rigid ceiltng, they should be braced at a
maximum spacing of ]0'-O" o.c. Connector 4-0-0 4-0-0esplatshallbemanufacturedfrom20gaugehotdipped
galvanized steel meeting ASTM A 653, Grade
40. unless otherwise shown. FABRICATION
NOTES Prior
to fabrication, the fabricator shall review this
drawing to verify that this drawing Is In conformance
with the fabricatoYs plans and to realize
a continuing responsibility for such veri- fication.
Any discrepancies are to be put In writing
before cutting or fabrication. Plates
shall not be Installed over knotholes, knots
or distorted grain. Members shall be cut It-
tight fitting wood to wood bearing. Con- nector
plates shall be located on both faces of the
truss with nails fully imbedded and shall be sym.
about the Joint unless otherwise shown. A 5x4
plate is 5" wide x 4" long. A 6x8 plate Is 6" wide
x 8" lung. Slots (holes) run parallel to the
plate length specified. Double cuts on web members
shall meet at the cemmid of the webs unless
otherwise shown. Connector plate sizes re
minllnurn sizes based on the forces shown and
may need to be Increased for certain hand- ling
and/or erection stresses. This truss is not to
be fabricated with fire retardant treated limber
unless otherwise shown. For additional tnformation
on Quality Control refer to ANSI/
TPI 1-1995 PRECAUTIONARY
NOTES All
bracing and erection recommendations are to
be followed in accordance with "Handling Installing &
Bracing', HIB-91. Trusses are to be
handled with particular care during banding and
bundling, delivery and Installation to avoid damage.
Temporary and permanent bracing for
holding trusses in a straight and plumb pos- Itton
and for resisting lateral forces shall be designed
and installed by others. Careful hand- ling
is essential and erection bracing is always required.
Normal precautionary action for trusses
requires such temporary bracing during Installation
between trusses to avoid toppling and
dominotng. The supervision of erectlon of trusses
shall be under the control of persons experienced
In the Installation of trusses. Professional
advice shall be sought if needed. Concentration
of construction loads greater than
tlne design loads shall not be applied to tmss
es at any time. No loads other than the weight
of the erectors shall be applied to trusses
until after all fastening and bracing is
completed. 2-
0-0 6
0000j
4X6
U
3X4
2X4 3X4 r6
5 4' 42#
1.50" 78# 1.50" 159# 1.501, 78# 1.50" 42# 1.50" r- —
8-0-0 _I C/
L: 2-0-0 C/L: 4-0-0 C/L: 6-0-0 EXCEPT
AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 5 Supports scale = 0.8375 WARNING:
READ ALL NOTES ON THIS SHEET. Eng. Job: WOTWINB4 M_
aronda A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: VT11 S
StemS CONTRACTOR.
BRACING
WARNING: Dsgiir:
TLY Clilc: Date: 4-01-03 TC
Live 16.0 psf DurFac - Lbr: 1.25 4005
MARON DA WAY Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 SANFORD,
FL. 32771 which is a part of the building design and which must be considered by the building designer. Bracing for
lateral BC Live 0.0 $f PO.C. Spacing: 24.0" 407) 321-0064 Fax (407) 321-3913 shown is support of truss members only to reduce buckling length. Provisions must be made
to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 2.0 psf Design Criteria: TPI TOMAS
PONCE P.E. Additional bracing of the overall structure may he required. (See HIB-91 of TPI). Cole Dese: FLA LICENSE #
0050068 ITrrss Plate Institute, TPI, Is located at 583 D'Onofrio Drive. Madison, Wisconsin 53719) 1005
VANNESSA DR.OVIEDO.—.12766 TOTAL 25.0 psf V:09.05.02- 31206- 6 Design:
Maira Analysis JOB PATH: CITEE-LOKIWAIEDIR IICS: 08.20.02