108 Wheatfield Cir - BR04-001857 (CELERY LAKES) (SFR) DOCUMENTSPERMIT AID08, I,vhea4 'ie.ld Cr
CONTRACTOR
ADDRESS
Maronda Homes Inc. of Florida1101 \i Keller Rd. Ste. F
Orlando, FL 32810
PHONE NUMBER CRC058496
407-475-9112
PROPERTY OWNER
ADDRESS
PHONE NUMBER
ELECTRICAL CONTRACTOR
MECHANICAL CONTRACTOR
PLUMBING CONTRACTOR
MISCELLANEOUS CONTRACTOR
PERMIT NUMBER _
MISCELLANEOUS CONTRACTOR
FEE
PERMIT NUMBER FEE
SUBDIVISION Ce /N Q
j
ie's
PERMIT # U y ^ /t5) ? DATE /'- /" /
PERMIT DESCRIPTION /ZL C,(j
PERMIT VALUATION VALUATION / -- G , ', L
SQUARE FOOTAGE -'3 J, D,
k7
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Cn
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City of Sanfor4
Certificate of Occupancy
This is to certify that the building located at 108 Wheatfleld Circle for which permit number
04-1857 was issued has been completed according to the plans and specifications filed in the
permit, to wit as a Single Family Residence 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 09/17/04
Engineering:
D Richards 09/10/04
Public Works:
P. Simmons 09/09/04
Utilities:
R. Blake 09/16/04
Fire Department:
Zoning:
Maronda Homes ")
3 Y/A . _ v , 09/20/04
Property Owner Building Official Date
CERTIFCATE OF OCCUPANCY
REQUEST FOR FINAL INSPECTION
SINGLE FAMILY RESIDENCE****
DATE:
PERMIT #:
ADDRESS:
CONTRACTOR:
PHONE #:
CI'l I : I , i
04-1857
108 Wheatfield Cir
Maronda
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.
DEngineering 'L 9 / 4 0
Public Works
Utilities
Fire N/A
Zoning N/A
Licensing N/A
CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL)
to/oy3(o CERTIFCATE OF
OCCUPANCY REQUEST FOR
FINAL INSPECTION SINGLE FAMILY
RESIDENCE**** DATE: PERMIT #:
ADDRESS:
CONTRACTOR:
09/
08/
04 04-1857
108 Wheatfield
Cir Maronda 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
Fire
N/A' VIM Public
Works
S"2'lG1 ls Zoning N/A Utilities Licensing
N/A CONDITIONS: (TO
BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL)
DATE:
PERMIT #:
ADDRESS:
1
W
I
CERTIFCATE OF OCCUPANCY
REQUEST FOR FINAL INSPECTIO1
I I 1
SINGLE FAMILY RESIDENCE"" o
09/08/04-
V 1
04-1857
108 Wheatfeld Cir
d 1
CONTRACTOR:
PHONE #:
Maronda
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
Fire N/A
Zoning N/A
tili s ^ Licensing N/A
CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL)
LMBC1001 CITY OF SANFORD
Address Misc. Information Inquiry
Location •ID . . . . . . 254845
Parcel Number . . . . . . 32.19.31.515-0000-0660
Alternate location ID . .
Location address . . . . . 108 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 66 *************
SW DEV FEE $1700.00 WA DEV FEE $650.00
BP-04-1857 PD 5-10-04 SEE REC #6734
3/4"WA METER SET FEE $190.00 PD 5-10-04
REC#6734
F2 Address F3=Exit F5=Special Notes F9=Parcel Notes
F12=Cancel
LMBC1001 _ CITY OF SANFORD
Address Misc. Information Inquiry
Location,ID . . . . . . 266935
9/14/04 -
15:37:30
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
108 WHEATFIELD CIR
Free -form information
3/4"RC METER SET FEE $190.00 PD 5-10-04
REC#6734
F2 Address F3=Exit F5=Special Notes
F12=Cancel
I T N E R
S U R V E Y I N G
30 August 2004
City of Sanford Building Department
300 North Park Avenue
Sanford, Florida 32771
Re: 108 Wheatfield Circle
To Whom It May Concern:
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
FEDERAL EMERGENCY MANAGEMENT AGENCY O.M.B. No. 3067-0077
NATIONAL FLOOD INSURANCE PROGRAM
Expires December 31, 200!
ELEVATION CERTIFICATE
InVoftt Read the instructions on pages 1- 7.
SECTION A - PROPERTY OWNER INFORMATION Forkhslrance CorrM Use: BUILDING
OWNER'S NAME Poky Number MARONDA
HOMES BUILDING
STREET ADDRESS (Indudr g Apt, Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. Company NAIC Number 108
WHEATFIELD CIRCLE CITY
STATE ZIP CODE SANFORD
FL 32771 PROPERTY
DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) LOT
66, CELERY LAKES PHASE 1 PLAT BOOK 62, 75 - 76 BUILDING
USE (e.g., Residential, Non-residential, Addition, Accessory, etc. Use a Comments area, if necessary.) RESIDENTIAL
LATITUDE/
LONGITUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE: GPS (Type): f -
W-##.##" or ##.#####) NAD 1927 NAD 1983 USGS Quad Map Ohher: SECTION
B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1.
NFIP COMMUNITY NAtuE & COMMUNITY NUMBER BZ COUNTY NAME B3. STATE CITY
OF SANFORD 120294 SEMINOLE FLORIDA B4.
MAP AND PANEL NUMBER
1211700065
B5.
SUFFD( E
B6.
FIRM INDEX DATE APR1995
B7.
FIRM PANE EFFECTNEfREVISED
DATE APR1995
68.
FLOOD ZONE(S) X
B9.
BASE FLOOD ELEVATION(S) Zane
AO, use depth d bodrg) NA
Bt
U. indicate the source of the Base Flood Elevation (BFQ data or base flood depth entered in B9. AS
Prole ® FIRM Community Determined Other (Describe): B11.
Indicate the elevation datum used for the BFE in 89: ® NGVD 1929 NAVD 1988 Other (Describe): B12
Is the building bcated in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? Yes ® No Designation Date SECTION
C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1.
Building elevations are based on: Construction Drawings' Building Under Construction' ® Finished Construction A
new Elevation Ceffiicee w4 be required when corutr x of the building is complete. C2
Building Diagram Number 1(Select the bul ding,diagram most similar to the budding for which this'certificate is being completed - see pages 6 and 7. If no diagram accurately
represents the building, Provide a sketch or photograph.) C3.
Elevations —Zorm Al -A30, AE, AH, A (with BFE), VE, V1-V30, V (with BFE), AR, AR/A, AR/AE, ARIAI-A30, ARIAH, ARIAO Complete
Items C3.,a-i below according to the building diagram specified in Item C2 State the datum used. If the datum 's dTerent from the datum used for the BFE in Section
B, oornrert the datum to that used for the BFE. Show field measurements and datum conversion calculation. Use the space provided or the Comments area of Section
D or Section G, as appropriate, to document the datum conversion. Datum
NGVD 29 Conversion/Comments Elevation
reference mark used Does the elevation reference marls used appear on the FIRM? Yes ®No a)
Top of boflnm floor (including basement or enclosure) b)
Top of nd higher floor NA. ft(m) c)
Bottom of by est horizontal structural member (V Dons only) d)
Attached garage (fop of slab) 21. 89 ft(m) E 'S 0
e) Lowest elevation of machinery and/or equipment w m servicing
the building (Describe in a Comments area) 22.1 ft(m) E m 0
Lowest adjacent (finished) grade (LAG) 21. 6 it(m) Z' .2 0
g) Highest adjacent (finished) grade (HAG) 21. aft(m) C h)
No. of permanent openings (food vents) within t ft above adjacent grade J Total
area of all permanent openings (flood vents) in C3.h _sq. in. (sq. cm) SECTION
D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This
certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. I
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. CERTIFIER'
S 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 32T12 SIGNATURE
DATE TELEPHONE 322
2000 30AUG2004407
IMPORTANT: In these spaces, copy the corresponding information from Section A For r,sranoe Carp" use:
BUCKING STREET ADDRESS (Irtdurirg Apt, UrA Sutie, arxVor Bldg. No.) OR P.O. ROUTE AND BOX NO. Policy Nurt"
108 WHEATFIELD GRCLE
CITY STATE ZIP CODE Carp" NAIL Number
SANFORD FL 3MI
SECTION D - SURVEYOR, ENGINEER, ORARCHffECT CERTIFICATION (CONTINUED)
Copy both sides of this Elevation Cefiicate for (1) community of ial, (2) insurance ageWcompary, and (3) building owner
COMMENTS
Check here it attachments
SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE)
For Zone AO and Zone A (wfti out BFE), complete Items E1 through E4. ff the Elevation Certcate is intended for use as supporting information for a LOMA or LOMR-F,
Section C must be completed.
El. Building Diagram Number _(Select the building diagram most similar to the building for which this certificate is being completed —seepages 6 and 7. If no diagram accurately
represents the building, provide a sketch or photograph.)
E2. The top of the bottom door (nduding basement or enclosure) of the building is _ ft(m) _n.(an) above or below (check one) the highest adjacent grade. (Use
natural grade, t available).
E3. For Building Diagrams 6$ with openings (seepage 7), the ned higher floor or elevated floor (elevation b) of the building is _ tt(m) _n.(an) above the highest adjacent
grade. Complete erns C3.h and C3J on front of form.
E4. The top of the platform of machinery and/or equprnent servicing the building is _ ft(m) _i .(cm) above or below (check one) the highest adjacent grade. (Use
natural grade, f available).
E5. For Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the oommun6/s floodplain markx ement ordinance?
Yes No Unknown. The local offiaal must certify this iftmation n Section G.
SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION
The property owner or owner's authorzed representative who completes Sections A, B, C (items C3.h and C3.i only), and E for Zone A (without a FEMA-issued or community -
issued BFE) or Zone AO must sign here. The statements it Sections A, R Q and E are corned to the best ofmy taowledge.
PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVE'S NAME
ADDRESS CITY STATE ZIP CODE
SIGNATURE DATE TELEPHONE
COMMENTS
Check here it attachments
SECTION G - COMMUNITY INFORMATION (OPTIONAL)
The local offiad who is auftvimd by law or ordinance to administer the oommuniys kodplain management o(dinanco can complete Sections A, B, C (or E), and G of this Elevation
Certificate. Complete the applicable items) and sign below.
G1. The oonn,-*n in Gri bon.0 was taken from other documentation that has been signed and embossed by a licensed surveyor, engineer, or architect who is authorized by state
orloci' law b ;per* ek vation nfamation. Qndate the source and date of the elevation data in the Comments area below.) G2.
A community otfidal completed Section E for a building located n Zone A (without a FEMA4ssuecl or community -issued BFE) or Zone AO. G3.
The b1lowiig nfxn#m (Iter ns G44G9) is provided for community floodplan management purposes. G4.
PERMIT NUtu6ER I G5. DATE PERW ISSUED I G6. DATE CERTIFICATE OF OOMYLJANCEIOCCUPANCY ISSUED G7.
This permit has been issued for. New Cornstn c Substantial GB.
Elevation of as-buit lowest floor (including basement) of the building is: G9.
BFE or (i n Zone AO) depth of flooding at the building ske is: LOCAL
OFFICIAL'S NAME TITLE COMMUNITY
NAME TELEPHONE SIGNATURE
DATE COMMENTS
ft(
m) Datum: ft(
m) Datum: r--
1-- . --- r -- ---
COUNTY OF
1MPACT -:,I-
I: SSUED BY CITY OF SANFORD
STATE ENT NUMB[R 1O4-7 O33 /^ DATE:
BUILDING PERMI Y) Y
TRAFFIC'------------------------- --------------------------------
SUBDIV
AT
OWNER NAME:
f---------------
APR ICANT N h r '_~-'~~-------`------~---~---- L. 'T. . . ^^. --_-_-_----~_--_----_~---_»-__----........ .... ....... .... .... .... ... .......... -.... .... --..............
ADDRESS: __---_--....... .... .... _-|-_-------_......... ...... ....... __-_-__----_-----'----------------
i
LAND USE CATEGORY~ OO1 - Single |amily Deta6*d House
TYPE USE: esidential
WORK DESCRIPTI8N: Single Family Hous: Deta 'ed - Construction
FEE BENEFIT RATE FEE UNlTRATE PER # & TYPE TOTAL DUE
TYPE DIST . SCHEDULE DESC. , UNIT OF UNITS
r----.... ... .... ---.... .... ... ----.... .... ---------... .... ... ...
ROADS
ARTER%A S CO -WIDE O dw1 un t $ 7O5.00 1 $ 7O5.00
ROADS `
COLLECTORS NORTH O dwl unit $ 142.00
CO -WIDE O
CO -WIDE Q
STATEMENT
REC IVED BY: __
dwl unit $ 54,O0
dwl un t $1,384.O0
AMOUNT DUE
1 $ 54.0O
2,285,00
SI0NATURE:
DATEo
NOTE TO RECEIVING SIGNATORY/APPLICAWT: FAILURE TO NOTIFY OWNER AND
ENSURE TIMELY PAYMENT MAY RESULT IN'yO0l FOR THE FEE. ***
DISTRIBi ION: 1-C NTY 3-CITY
2-APPLICANT 4-COU#TY ^
NOTE**
PERSONS AREADVISED THAT THIS IS A ST MENT OF FEES WH-I- 1
E: AND PAYABLE PRIOR TO ISSUANCE /OF A BUILDING PER IT. PERSONS
ARE ALSO ADVISED THAT ANY RI8HTS OF "HE APPLICANT" OR TO
APPEAL THE CALCULATIONS 0F THE ROAD, LIBRARY SYSTEM AND/OK EDUCATIONAL (
SCHOOL) FEEG MUST FXERCISED BY FILING_ A
WRITTEN REQUEST WITHIN 45 CALENDAR DA G OF THE RECEIVIN8 ---`-`' SI8NATURE
DATE ABOVE, BUT NOT LAT R THAN CER~IFICATE O OCCUpANCY [)R OCCUPA
CY. THE REQUEST FOR REVIEW MUST MEET''THE REQUIREMEN7S COUNTY
LAND DEVELOPMENT CODE. COPIES OF THE RULES GOy RNINGAPPEA S MAY
BE PICKED UP, OR REQUESTEI FROM THE PLAN IMPLEMENTATIONOF. FICE: 11O1 EA0T
FIRST STREET, SANFORD, FLORIDA 32771; (407) 665-747. , PAYMENT SHOULD
BE MADE TO: CITY OFSr BUILDING DE
ARTMENT 300 N0RT11.
1 PARK AVENUE SANFORD. FL
32771 pAyMENT`SH8ULD
BE By CHECK BR MONEy ORBER:, AND SH ULD RE ENCE THE STATEMENT
NUMER AND CITY BUILDIN8 PERMIT AT THE TOP I OF THE
THIS STATEMENT IS
VALID Ot Y IN CONJUNCTI WITH TSSUANCE OF SINGLE FAMILY BUILDING
PERMIT********************
CITY OF SANFORD PERMIT APPLICATION
Permit # : Dfitp• FPhnrary 1 R ?0n4
Job Address: 108 WHEATFIELD CIRCLE LOT 66 CELERY LAKES
Description of Work: Single Family Residence
Historic District: Zoning: Value of Work: $120,770.00
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 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: 3,222
Construction Type: VI # of Stories: 2 # of Dwelling Units: 1 Flood Zone: X (FEMA form required for other than X)
Parcel #: 32-19-31-515-0000-0660 , (Attach P,Iroo„f of,,O.Lw,nership & Legal Description)
Owners Name & Address: Maronda Homes. Inc. of Florida ,ttK lk S_ f Ism D_`t r u%f k Sprli S jt t Phone: 407-475-9I12
Contractor Name & Address: Russell K iSummers—ALrtM ji I;n `JPrlm State License Number: CRC058496
DPPPhone & Fax: 407 475-91 12 on ct "ergs p;: L un l ri, Phone: (407) 659-3719
Bonding Company:f
Address:
Mortgage Lender: " -,
Address:-
Architect/Engineer: Tomas Ponce 1t. 3`, Phone: (407) 321-0064
Address: 4005 Maronda Wa San f' . " FL,32771 's Fax: (407) 321-3913
Application is hereby made to obtain a pe ;
z cGdo he w r nslallationstas iiadr d I certt{y ' no work or installation has commenced prior to the issuance
of a permit and that all work will be perf meet standards of all laws regulating con stract} , is 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
constmction 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 ofthis
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.
2/ 18/04
6
Signature o Owner ent Date
Russell Keith Summers
Print Owner/Agent's Name
18/04
Signature of Notary -State of F Oda Date
LAURIE PELLEGRINO
awu„
1 rvp4 Con MO
Expires 7/1W007
Bonded ttuu (800)432-42545
Florida Notary Assn., Inci......................................... i
Owner/Agent is _X_ Personally Known to Me or
Produced ID
2/18/04
Signature of CSont. rac lAgent Date
Russell Keith Summers
Print Contractor/Agent's Name
I LIAA,dq9-d-O , /18/04_
Signature of Notary -State of rida Date
a. S
LAURIE PELLEGRINO
tly Comm# DD0232804
Expires 7/162007
4s o
8 Wsd thM (800)432.4254
5................. Florida Assn., Inc.i
Contractor/Agent is_X_ Personally Known to Me or
Produced ID
APPLICATION APPROVED BY: Bldg. —A d / Zoning: Utilities: FD:
Initial & Date) (Initial & Date) (Initial & Date) (Initial & Date)
Special Conditions:
0 O , 0 ,
CITY OF SANFORD PERMIT APPLICATION
a O
Permit #:
O
I
Date:_
Job Address i n iwlnugn D 1 Y7 1 LOT W
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 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:
Construction Type: VI # of Stories: # of Dwelling Units: 1 Flood Zone: X TEMA form required for other than X)
Parcel #: (Attach Proof of Ownership & Legal Description)
Owners Name & Address: Maronda Homes Inc of Florida 955 Keller Rd Ste 1500 Altamonte Springs, FL 32714 Phone: 407-475-91.1.2
Contractor Name & Address:- WiLLIAM T. SELF 4005 MARONDA WAY SANFORD FL 32771 State License Number: CFC057039
Phone & Fax: (407) 475-91 12 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 besecuredforELECTRICALWORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc.
OWNER'S AFFIDAVIT: I certify that all of the foregoing infonnation.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 PAYINGTWICEFORIMPROVEMENTSTOYOURPROPERTY. 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 pennit, 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.
5WO
Signature of Own/Agee Date J'ature of Contractor/Agent Date
Russell Keith Summers
Print Owner/Agent's Name
3 a 4+ to
Signature of Notary-Sta f Florida Date
a
LAURIE PELLEGR °,10
NpO"Comm# DD0232804
a°?/T,g__ Expires 7/16/2007
5 Bonded thru (800)132-4254:
Florida Notary Asap., ft
Owner/Agent is _X_Personally Known to Me or
Produced ID
WILLIAM T. SELF
Print Contractor/Agent's Name
Signature of Notary-Stat Florida Date
t .
P--3—L—AURIE PELLEL: -t3'G
Comm# DD0232804
Y°qY Pp
moires 7/1812007
Q Bonded thnr (800)432-4254-
nio?
c Florida Notary Assn.. In :.L
L.........................................
Contractor/Agent is _X_ Personally Known to Me or
Produced ID
APPLICATION APPROVED BY: Bldg: L-1 -()T Zoning: Utilities:
Initial & Date) (Initial & Date) (Initial & Date)
Special Conditions:
Initial & Date)
1 i X CITY OF SANFORD PERMIT APPLICATION
Permit #:— v 1. V Date: ZI
Job Address:
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: I 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: 407-475-9112
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. 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 a 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 such water management districts, state agencies, or federal agencies.
Acceptance of permit is verification that I will notify the owner of the property of the regJitnts of Florida Lien Law, FS 713.
Signatur of 0 . ` r/Agent Date
Russell Keith Summers
Print Owner/Agent's Name
Signature of Notary -State o lorida Date
1.i s„.HNN.NN.NN...N................. NN ...........0UURIEPELLEGRINO
Ccmmo 0002328%
Evian 7/182007
Bonded ttttu (800)432.4254:
o( I'll Florida Notary Assn., Inc
Owner/Agent is _X_ Personally Known to Me or
Produced ID
of Contractor/Agent
GARY CARMACK
Print Contractor/Agent's Name
16A
Date
log
Signature of Notary -State of8lorida Date
vJN .NN..NY..........................
LAURIE PELLEGRINO
Comrn# DD0232804
Eviree 7/16/2007
4{g Bonded on (800)432-4254:
a...::,"..N..:. Florida. Notary Assn., :n :.t
Contractor/Agent is _X_ Personally Known to Me or
Produced ID
APPLICATION APPROVED BY: Bldg Z lri Zoning: Utilities: FD:
initial & Date) (Initial & Date) , (Initial & Date) (Initial & Date)
Special Conditions:
r. ...
a ---- e. _ — . . . _.
Permit# :
ii
y cY
Job Address: _ _l
CITY OF SANFORD PERMIT APPLICATION
I l g I .0 I0 1U
Date: -1 I I 0 (D.3
lol
Description of Work: Single Family Residence
Historic District: Zoning: Value of Work:
Permit Types Building Electrical X 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 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: I Flood Zone: X (FEMA form required for other than X)
Parcel #:
Owners Name & Address:
Attach Proof of Ownership & Legal Description)
Contractor Name & AddresslknpPtde. /j6»a5 X., OT —State License Number: F6-G:%0JG(*3
Phone & Fax: (407) 475-91 12 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 poor 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, RATERS, 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 enlities such as water management districts, state agencies, or federal agencies.
Acceptance of permit is verification that 1 will notify the owner of the proprty of the requirements of Florida Lien Law, FS 713.
in
Signature f Own ent Date
Russell Keith Summers
Print Owner/Agent's Name
Signature of Notary -State orida Date
1..... ............................
I..........
LAURIE PELLEGRINO
mnn.. 101 T' Crnim,1 DD0232804
o y F,x^ s 711 G'2007
3 1,32-4254'
ary Assn., I : 9......:::.............. .... .i
Owner/Agent is _X_ Personally Known to Me or
Produced ID
APPLICATION APPROVED BY: Bldg. 2Q0" Zonin
Initial & Date)
nature Contractor/Agent Date
6,
Print Contractor/Agent's N
lab to5
Signature of Notary-Stat.9 Florida Date
s9999*6 ...0.................................
11 LAURIE PELLEGRINO
Comm# DD02328MYPp
Expires 7/162007 •,
Bonded thru (800)432 4254:
Florida Notary Assn., Inc5............................................
Contractor/Agent is _X_ Personally Known to Me or
Produced ID -
Utilities:
Initial & Date) (Initial & Date) (Initial & Date)
Special Conditions:
L^arondaHomes
AN EASILY OBSERVABLE BETTER VALUE!
1101 NORTH KELLER ROAD, SUITE F • ORLANDO, FLoRiDA 32810 407-475-9112 • FAx: 407-475-9115
LETTER OF AUTHORIZATION
CITY OF DELTONA VOLUSIA COUNTY
l 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 66, 108
WHEATFIELD CIRCLE at CELERY LAKES.
RUSSELL EI H SU MERS, CRC058496
MARONDA HOVES, INC. OF FLORIDA
STATE OF FLORIDA
COUNTY OF ORANGE
Sworn and subscribed before me this 18TH day of FEBRUARY, 2004 by
RUSSELL KEITH SUMMERS who is personally known to me.
OTARY PUBLIC
nuns.uum........uunne..
Lf1URIE PELLEGRINO
Nan°,V. Comm# DD0232804 •,
Expires 7/16/2007
C
0
Bonded thru(BDO)432.4254'.
Fori6..................... a Notary Assr:., Inc S
MARYAW ,ORSE, CLERK OF CIRCUIT COURT
SEMINOLE COUNTY
BK 05203 PG 1301
CLERK'S # 20040251610
RECORDED V/20/2-004 0L:06:11 PM
RECORDING FEES 6J*
RECORDED BY L McKinley
MnED COP? NOTICE OF CCOMM ENCC EM ENT 91ARYRNNE mopSE
BLERK OF CIRCUIT -COURT'
TAX FOLIO NO. 25-133-6949 6'fMlf . ilN FLOR1DA
PERMIT NO. 0 `/- 5
STATE OF FLORIDA COUNTY OF SEMINOLE
o'eTheUNDERSIGNEDherebygivesnoticethatimprovementwillbemadetocertaiF raDd"2 0 2 04
real property, and in accordance with Chapter 713, Florida Statutes, the following .
information is provided in this Notice of Commencement.
DESCRIPTION OF PROPERTY (Legal Description and Street Address) Lot 66
108 WHEATFIELD CIRCLE: Subdivision: CELERY LAKES
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)
IQ -'-CONTRACTOR Maronda Homes, 1101 North Keller Road, Suite F Orlando_, FL 32810
Name and address)
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SURETY (Bonding Company)
Name and Address N/A
Amount of Bond
LENDER
Name and address Bank of America, NA, 750 S. Orlando Ave. #102 Winter Park FL 32789
ATTN: DAN FINNEGAN Phone (407) 646-6304 Fax (407) 644-2388
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.)
RUSSELL KEI11H SUMMERS
Maronda Homes, Inc. of Florida
Vice President - Construction
Sworn to and subscribed before me this 18TH day of FEBRUARY, 2004.
F*qA/. _
f FRublic
LAURlF PEI_LEGri?`!?
Commik DD02-2304 '
Expires 7/16/2007
yf,o f``a Bonded thru (8001432-4254
Florida Nctary Assn., Inc5................. .6
CITY OF SANFORD BUILDING DIVISION
SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERMIT
Lot: 66 Subdivision: CELERY LAKES Property Address: 108 WHEATFIELD CIRCLE
x 1. Two (2) recent boundary and building location surveys showing setbacks from all structures to
property lines for permit for structures (not fences).
FE 2. Two (2) complete sets of construction design drawings drawn to scale.
Complete sets to include:
x a. Foundation plan indicating footer sizes for all bearing walls. Provide side view details of these
footers with reinforcement bar replacement.
x 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).
0 c. Elevations of all exterior walls, east, west, north and south. Finish floor elevation height as per
City Engineering Department or subdivision plat.
0 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.
0 h. Square footage table showing footages:
Garages/Carports 389 S.F.
Porch (s)/Entry(s) 15 S.F.
x 3.
x 4.
TO FOLLOW
N/A 5.
N/A
N/A
N/A
x 6.
1.
2.
3.
4.
5.
6.
7.
8.
9.
10
11
12
13
14
15
Patio(s) S.F.
Conditioned structure 2,818 S.F.
Total (Gross Area) 3,222S.F.
Three (3) sets of completed Florida Energy Code Forms (Form 600-A-97).
Soil analysis and/or soil compaction report. If soils appear to be unstable or if structure to be built
on fill, a report may be requested by the Building Official or his representative.
Other submittal Documents:
a. Utility letter or approval when public water supply and/or sewer system connection to be made.
b. Septic tank permit to be obtained from Seminole County Health Department at: 400 West
Airport Boulevard, Sanford, FL (407) 665-3600.
c. Arbor permit when trees to be removed from property. Contact the City Engineer for details
regarding the arbor ordinance and permit.
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
Footer
Underground, electrical, mechanical and plumbing
Foundation elevation survey
Slab
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
DATE: Wednesday, February 18, 2004 SIGNATURE:
By Owner 0 orized Agent)
PLAT OF BOUNDARY SURVEY
for
MARONDA HOMES
Legal Description
LOT 66-- according to the Plat thereof as recorded in Plat Book 62, Pages 75 and 76,
of the Public Records of Seminole County, Florida.
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25.00'
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N 89*38'1.7" E 120.00'
570' 5- DRAINAGE ESM-T 30.00'
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N 89.3877 E 120.00'
72 67
SCALE: 1 =30'
C1177 W S.AIJIIJI Cflllt'i"C'11
SURVEY NOTES:
1) The street address of the above -described Oroperty is 108 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 Techrdzal
Standards set forth by the Florida Board of Land Surveyors pursuant to Section 427.077 of the Florida Statutes.
REVISIONS: CERTIFIED CORRECT TO:
R. BLAIR kiTlI - O.L.S. NO. 3382
Post Off f0, B6':i 823.' Sanford, Fl. 32772-0823
7 (407) ,=-2000
PROJECT NO: 04. JrDS SURVEY DATE:
FORM 60OA-2001
FLORIDA ENERGY EFFICIENCY CODE
FOR BUILDING CONSTRUCTION
Florida Department of Community Affairs
Residential Whole Building Performance: Method A
P'roject Name: BBR64213 - 66CL Builder: MARONDA HOMES
Address: 108 Wheatfield Circle Permitting Office: 'y-p SQY oP-
Citi'sfbte: Sanford, FL Permit Number: . 1 [
Owner: Maronda Homes Inc., of FL Jurisdiction Number:
Climate -Zone: Central (0q / 5 00
1. New construction or existing New _
2. Single family or multi -family Single family _
3. Number of emits, if multi -family 2
4. Number of Bedrooms 4 _
5. Is this a worst case? Yes _
6. Conditioned floor area (ft) 2818 ft2
7. Glass area & type Single Pane Double Pane _
a. Clear glass, default U-factor 264.0 f? 0.0 fe
b. Default tint 0.0 ft2 0.0 fe
c. Labeled U or SHGC 0.0 ft? 0.0 fe
8. Floor types
a. Raised Wood R=11.0, 400.0 ftz _
b. Slab -On -Grade Edge Insulation, 0 R=0.0, 198.0 ff _
c. 1 Others 80.0 ft'
9. Wall types
a. Concrete, Int Instil, Exterior R-l.l, 1132.0 ft2 _
b. Frame, Wood, Exterior R=11.0, 1180.0 ff _
c. Frame, Steel, Adjacent R=11.0, 180.0 ft' _
d. N/A
e. N/A
10. Ceiling types
a. Under Attic R=19.0, 1680.0 ff
b. N/A
c. N/A
11. Ducts
a. Sup: Con. Ret: Con. AH(Sealed):Iuterior Sup. R=6.0, 150.0 ft
b. Sup: Unc. Ret: Con. AH(Sealed):Interior Sup. R=6.0, 150.0 ft
12. Cooling systems
a. Central Unit Cap: 34.0 kBtu/hr _
SEER:12.00 _
b. Central Unit Cap: 28.8 kBtu/hr _
SEER: 12.00
c. N/A -
13. Heating systems
a. Electric Heat Pinup
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: 31075 PASSTotalbasepoints: 37979
I hereby certify that the plans and specifications covered
by this calculation are in compliance with the Florida
Energy Code.
PREPARED BY: •I_L Z
DATE: C 6 M
I hereby certify that this building, as designed, is in
compliance with the Florida Enqrgy Code. o
OWNER/AGENT:
DATE: rl 11 IN
Cap: 34.0 kBtu/hr _
HSPF: 8.00
Cap: 28.8 kBtu/hr _
HSPF: 8.00
Cap: 50.0 gallons _
EF: 0.93
PT, _
Review of the plans and IRE sr
specifications covered by this
indicates compliance
OF = 9 0
1calculation
with the Florida Energy Code.
Before construction is completed
this building will be inspected for
compliance with Section 553.908
Florida Statutes. COD WEB
F j
BUILDING OFFICIAL:ri`:; "'f
r:
wo
DATE:
EnergyGauge® (Version: FLRCPB v3.30)
I
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 2818.0 25.78 13076.6 Single, Clear E 1.0 6.0 16.0 63.97 0.97 993.3
Single, Clear E 1.0 6.0 16.0 63.97 0.97 993.3
Single, Clear E 1.0 6.0 16.0 63.97 0.97 993.3
Single, Clear E 1.0 14.0 16.0 63.97 1.00 1019.3
Single, Clear E 1.0 14.0 10.0 63.97 1.00 637.1
Single; Clear E 1.0 6.0 24.0 63.97 0.97 1489.9
Single, Clear S 1.0 14.0 30.0 48.22 0.99 1436.5
Single, Clear W 1.0 16.0 40.0 57.68 1.00 2299.4
Single, Clear W 1.0 12.0 10.0 57.68 1.00 574.2
Single, Clear W 1.0 14.0 24.0 57.68 1.00 1379.0
Single, Clear W 1.0 6.0 30.0 57.68 0.97 1678.8
Single, Clear E 1.0 6.0 16.0 63.97 0.97 993.3
Single, Clear E 1.0 6.0 16.0 63.97 0.97 993.3
As -Built Total:' 264.0 15480.E
WALL TYPES Area X BSPM Points Type R-Value Area X SPM Points
Adjacent 180.0 0.70 126.0 Concrete, Int Insul, Exterior 4.1 1132.0 1.18 1335.8
Exterior 2312.0 1.90 4392.8 Frame, Wood, Exterior 11.0 1180.0 1.90 2242.0
Frame, Steel, Adjacent 11.0 180.0 1.00 180.0
Base Total: 2492.0 4518.8 As -Built Total: 2492.0 3757.8
DOOR TYPES Area X BSPM Points Type Area X SPM Points
Adjacent 17.0 1.60 27.2 Exterior Insulated 20.0 4.80 96.0
Exterior 20.0 4.80 96.0 Adjacent Wood 17.0 2.40 40.8
Base Total t 37.0 123.2 As -Built Total: 37.0 136.8
CEILING TYPES Area X BSPM Points Type R-Value Area X SPM X SCM = Points
Under Attic 1576.0 2.13 3356.9 Under Attic 19.0 1680.0 2.82 X 1.00 4737.6
Base Total: 1576.0 3356.9 As -Built Total: 1680.0 4737.6
FLOOR TYPES Area X BSPM Points Type R-Value Area X SPM Points
Slab 198.0(p) 31.8 6296.4 Slab -On -Grade Edge Insulation 0.0 198.0(p 31.90 6316.2
Raised 480.0 3.43 1646.4 Raised Wood Adjacent 11.0 400.0 1.80 720.0
Raised Wood Post or Pier 11.0 80.0 1.83 146.0
Base Total: 7942.8 1 As -Built Total: 678.0 5450.2
EnergyGauge® DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCPB v3.30
FORM 60OA-2001
SUMMER CALCULATIONS
Residential Whole Building Performance Method A Details
ADDRESS: , , , PERMIT #:
BASE AS -BUILT
INFILTRATION Area X BSPM Points Area X SPM Points
2818.0 14.31 40325.6 2818.0 14.31 40325.6
Summer Base Points: 53458.3 Summer As -Built Points: 58988.2
Total Summer X System = Cooling Total XI Cap X. Duct X System X Credit Cooling
Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points
DM x DSM x AHU)
58988.2 0.541 1.000 x 1.150 x 0.85) 0.284 0.950 8811.9
58988.2 0.459 1.079x 1.150 x 0.85) 0.284 0.950 7464.2
53458.3 0.4266 22805.3 58988.2 1.00 1.022 0.284 0.950 16276.1
EnergyGaugeTm DCA Form 60OA-2001 EnergyGauge&FIaRES'2001 FLRCPB v3.30
FORM 60OA-2001
INTER CALCULATIONS
Residential Whole Building Performance Method A - Details
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 2818.0 5.86 2972.4 Single, Clear E 1.0 6.0 16.0 12.37 1.01 199.6
Single, Clear E 1.0 6.0 16.0 12.37 1.01 199.6
Single, Clear E 1.0 6.0 16.0 12.37 1.01 199.6
Single, Clear E 1.0 14.0 16.0 12.37 1.00 198.5
Single, Clear E 1.0 14.0 10.0 12.37 1.00 124.1
Single, Clear E 1.0 6.0 24.0 12.37 1.01 299.5
Single, Clear S 1.0 14.0 30.0 9.90 1.00 295.9
Single, Clear W 1.0 16.0 40.0 13.25 1.00 529.7
Single, Clear W 1.0 12.0 10.0 13.25 1.00 132.4
Single, Clear W 1.0 14.0 24.0 13.25 1.00 317.8
Single, Clear W 1.0 6.0 30.0 13.25 1.00 398.4
Single, Clear E 1.0 6.0 16.0 12.37 1.01 199.6
Single, Clear E 1.0 6.0 16.0 12.37 1.01 199.6
As -Built Total: 264.0 3294.4
WALL TYPES Area X BWPM Points Type R-Value Area X WPM Points .
Adjacent 180.0 1.80 324.0 Concrete, Int Insul, Exterior 4.1 1132.0 3.31 3741.3
Exterior 2312.0 2.00 4624.0 Frame, Wood, Exterior 11.0 1180.0 2.00 2360.0
Frame, Steel, Adjacent 11.0 180.0 2.60 468.0
Base Total: 2492.0 4948.0 As -Built Total: 2492.0 6569.3
DOOR TYPES Area X BWPM Points Type Area X WPM Points
Adjacent 17.0 4.00 68.0 Exterior Insulated 20.0 5.10 102.0
Exterior 20.0 5.10 102.0 Adjacent Wood 17.0 5.90 100.3
Base Total: 37.0 170.0 As -Built Total: 37.0 202.3
CEILING TYPES Area X BWPM Points Type R-Value Area X WPM X WCM = Points
Under Attic 1576.0 0.64 1008.6 Under Attic 19.0 1680.0 0.87 X 1.00 1461.6
Base Total: 1576.0 1008.6 As -Built Total: 1680.0 1461.6
FLOOR TYPES Area X BWPM Points Type R-Value Area X WPM Points
Slab 198.0(p) 1.9 376.2 Slab -On -Grade Edge Insulation 0.0 198.0(p 2.50 495.0
Raised 480.0 0.20 96.0 Raised Wood, Adjacent 11.0 400.0 1.80 720.0
Raised Wood, Post or Pier 11.0 80.0 0.47 37.7
Base Total: 472.2 As -Built Total: 678.0 1252.7
EnergyGauge® DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCPB v3.30
FORM 60OA-2001
INTER CALCULATIONS
Residential Whole Building Performance Method A - Details
I ADDRESS: , , , PERMIT #: I
BASE AS -BUILT
INFILTRATION Area X BWPM Points Area X WPM Points
2818.0 -0.28 789.0 2818.0 0.28 789.0
Winter Base Points: 7837.8 Winter As -Built Points: 11991.2
Total Winter X System = Heating Total X Cap X Duct X System X Credit Heating
Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points
DM x DSM x AHU)
11991.2 0.541 1.000 x 1.160 x 0.87) 0.427 0.950 2758.3
11991.2 0.459 1.068 x 1.160 x 0.87) 0.427 01950 2336.4
7837.8 0.6274 4917.5 11991.2 1.00 1.048 0.427 0.950 5094.7
EnergyGaugell DCA Form 60OA-2001 EnergyGauge(DRaRES'2001 FLRCPB v3.30
FORM 60OA-2001
WATER HEATING & CODE COMPLIANCE STATUS }
Residential Whole Building Performance Method A - Details
ADDRESS: , , , PERMIT #:
BASE I I 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 0.93 -4 1.00 2426.15 1.00 9704.6
As -Built Total 9704.6
CODE COMPLIANCE STATUS
BASE AS -BUILT
Cooling + Heating +
Points Points
Hot Water
Points
Total
Points
Cooling
Points
Heating + Hot Water = Total
Points Points Points
22805 4917 ' 10256 37979 16276 5095 9705 31075
EnergyGaugell DCA Form 60OA-2001 EnergyGauge@/FlaRES'2001 FLRCPB v3.30
I
FORM 60OA-2001
Code Compliance Checklist
Residential Whole Building Performance Method A - Details i
LADDRESS: , , , 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 corners; utility
penetration s;'between wall panels & top/bottom plates; between walls and floor.
EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends
from and is sealed to the foundation to the top plate.
Floors 606.1.ABC.1.2.2 Penetrations/openings >1/8" sealed unless backed by truss or joint members.
EXCEPTION: Frame floors where a continuous infiltration barrier is installed that is sealed
to the perimeter, penetrations and seams.
Ceilings 606.1.ABC.1.2.3 Between walls & ceilings; penetrations of ceiling plane of top floor; around shafts, chases,
soffits, chimneys, cabinets sealed to continuous air barrier; gaps in gyp board & top plate;
attic access. EXCEPTION: Frame ceilings where a continuous infiltration barrier is
installed that is sealed at the erimeter, at penetrations and seams.
Recessed Lighting Fixtures 606.1.ABC.1.2.4 Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside a
sealed box with 1/2" clearance & 3" from insulation; or Type IC rated with < 2.0 cfm from
conditioned space tested.
Multi -story Houses 606.1.ABC.1.2.5 Air barrier on perimeter of floor cavity between floors.
Additional Infiltration reqts 606.1.ABC.1.3
I
Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA,
have combustion air.
a 99 f%_rUCD 00CQf%D10T11/C 11ACAQI IDCQ /mnc4 ha ma+ nr avr•anrlarl by all mcirlanr_ac I
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
efficiency of 78%.
Shower heads 612.1 Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG.
Air Distribution Systems 610.1 All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically
attached, sealed, insulated, and installed in accordance with the criteria of Section 610.
Ducts in unconditioned attics: R-6 min. insulation.
HVAC Controls 607.1 Separate readilv 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.
EnergyGaugeTk' DCA Form 60OA-2001 EnergyGauge®/FIaRES'2001 FLRCPB v3.30
ENERGY PERFORMANCE LEVEL (EPL)
DISPLAY CARD
ESTIMATED ENERGY PERFORMANCE SCORE* = 86.8
The higher the score, the more efficient the home.
ELECTRIC....
1. New construction or existing New 12. Cooling systems
2. Single family or multi -family Single family a. Central Unit Cap: 34.0 kBtu/hr _
3. Number of units, if multi -family 2 SEER: 12.00
4. Number of Bedrooms 4 b. Central Unit Cap: 28.8 kBtu/hr _
5. Is this a worst case? Yes SEER: 12.00 _
6. Conditioned floor area (ftZ) 2818 ft' c. N/A
7. Glass area & type Single Pane Double Pane
a. Clear - single pane 264.0 ftZ 0.0 ftZ 13. Heating systems
b. Clear - double pane 0.0 ff 0.0 ftZ a. Electric Heat Pump Cap: 34.0 kBtu/hr _
c. Tint/other SHGC - single pane 0.0 ff 0.0 W HSPF: 8.00 _
d. Tintlother SHGC - double pane b. Electric Heat Pump Cap: 28.8 kBtu/hr _
8. Floor types HSPF: 8.00 _
a. Raised Wood R=11.0, 400.0 ftZ c. N/A
b. Slab -On -Grade Edge Insulation, 0 R=0.0, 198.0 ff
a 1 Others 80.0 ftZ 14. Hot water systems
9. Wall types a. Electric Resistance Cap: 50.0 gallons
a. Concrete, Int Insul, Exterior R=4.1, 1132.0 ftZ EF: 0.93 _
b. Frame, Wood, Exterior R=11.0, 1180.0 ftZ b. N/A
c. Frame, Steel, Adjacent R=11.0, 180.0 ftZ
d. N/A c. Conservation credits
e. N/A HR-Heat recovery, Solar
10. Ceiling types DHP-Dedicated heat pump)
a. Under Attic R=19.0, 1680.0 ftZ 15. HVAC credits PT, _
b. N/A CF-Ceiling fan, CV -Cross ventilation,
c. N/A HF-Whole house fan,
11. Ducts PT -Programmable Thermostat,
a. Sup: Con. Ret: Con. AH(Sealed):Iuterior Sup. R=6.0, 150.0 ft MZ-C-Multizone. cooling,
b. Sup: Unc. Ret: Con. AH(Sealed):Interior, Sup. R=6.0, 150.0 ft 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) S7,4r
in this home before final inspection. Otherwise, a new EPL Display Card will be completed
04'LgE
based on installed Code omphattt featur yw
ti%,
f/,/, ra
Builder Signature: Date: a
Address of New Home: City/FL Zip: Q0 We
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 EnergyStarTMdesignation),
your bane 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 14"AIM, fsec. ucf edu for
information and a list of certified Raters. For information. about Florida's Energy Efficiency Code For Building Construction,
contact the Department of Community Affairs at 8501487-1824.
EnergyGauge® (Version: FLRCPB v3.30)
Master Fite #7
Central Florida B.O.A.F
Exterior Window and Door
Master Filing Checklist
I. Sufficiency Review
Manufacturer Name: Nora ndex/RevnoIds. 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. One (
1) signed and sealed test report. One (
1) signed and sealed engineered calculations for alternate fastening method, if applicable. If.
Goverrimental Product Approval: Agency
Initials/Date Brevard,
County of Cape
Canaveral Cocoa
Beach, City of Eustis,
City of Indialantic,
City of Indian
Harbour, City of Lake,
County of SN 3/26/02 Lake
Mary, City of RJ 4/05/02 Leesburg,
City of SS 3/26/02 Maitland,
City of Malabar,
City of Melbourne
Beach, City of Scan
Date 4-4-02 Agency
Initials /Date Melbourne,
City of Mt.
Dora, City of Orange,
County of ACP 3/15/02 Port
Orange, City of Rockledge,
City of Satellite
Beach,. City of Seminole,
County of Tavares,
City of Titusville,
City of West
Melbourne, City of Winter
Park, City of LP 3/26/02 Created
on 02/04/02 Pagel
of 2
NORANDEX
PAGE 29
r -
a
SEE CHART FOR
a .4 d 'd e a° FASTENERS
r
CAULK TOP
OF MULL., -
3/6"MIN.
10 X 3/4"
TER SCREW I WINDOW
HEAD
i WINDOW
JAM
5/8..
IX3 MULLION (XFLA-26-1)
1X4 MULLION (XFLA-39)
FLA-45
MULLION ANCHOR CLIP
16 GA. GALV.
SHEET METAL
5/3^ 800 LB. MAX CAPACITYWINDOW
JAMB 7/8., lx3 MULLION (XFLA-26-1)
10 x 3/a i
lx4 MULLION (XFLA-39)
TEX SCREW hi
I I I
WINDOW
SILL
CAULK BOTTOM i -
OF MULL
u
3/8 MIN.
t —
d A
PRECASTED
p- --
i 3/ "MIN. MAN-UFACTURER NAAMI :
SILL k'
fl D b, DD p 3/4..MAX. MASTER +'#
D
D p
D
SEE CHART FOR
FASTENERSDD NOTES:
1) ALL ALUMINUM EXTRUSIONS ARE ALLOY 6063 T6, OR.6063 T5.
2) WHEN THERE IS ONE TAPCON I/40" X 1-1/2') CHARLES A 'PA ESN, P.E ON EACH ANGLE LEG, THE TAPCON SHALL BEFL. REG. ENG.. 49121 PLACED ON MULLION CLIP CENTERLINE. DATE: 3/21/02 3) CONCRETE
I
y
COMPRESSIVE STRENGTH 3,000 PSIAT28DAYS.
IM"DEX
PAGE 30
1) ALL Al
OR Got
2) WHEN
ON EA1
PLACEI
3). CONCRI
AT 28
CHARLES
FL. REG.
DATE
P1`I`RA'
MA UF`.A
y
V
1YY"1 ED
p DW SrLL
1 d SH HEAD
DW SILL
H HEAD
y a '
F:
4
iu1GU q
NORANDEX
PAGE .24 ACTR IAA e
2) ¢'10 x 1-3/4" PIi- SMSINTO2%BUC OR3/16"0 x 2-3/4" TAPCON THRU 1 BY BUCK, (SHOWN) WITH A 1-1/4" MIN. EMBEDMENT INTO MASONRY. SEE ELEVATION FOR ANCHOR SPACING.
2) 10 X 1-3/4" F$-SMS INTO 2 x BUCK
SEE ELEVATION FOR ANCHOR SPACING.
1 ,
2) #10 z 1 3/4" PH-SMS BTfO 2 BY L OPTIONAL
f
BUCK WITH 1-1/2" MIN. EMBEDMENT,2 BY
SEE ELEVATION FOR ANCHOR SPACING, WOOD BUCK
WOOD BUCK
CALLI
3/16' Tw,rdiEp GI,pSS
XXX17 SLIDING GLASS DOOR
COMPARATIVE ANALYSIS CHART N.. OP N°. OF
WINDOWOREDDSIONS DESIGN LOADCAPACITY-PSF ANCHORS ANCHOR:
RD)THnrCEES) HEIGHTINCHES; P05MVE NEGA HEAD & FRAME
201' 46 46
SILL Iwo
147.375` 00'
4)
48 4B
Sp
24
g
8.
08.5` 48 48 IB 8
152.760' 57.5 67.5 24 8
IILS76' SW
L9)
67.6 57.5 I8 8
76.5•. 67.6 . 57.6 8 B
128' 80` 58.7 68.7 20 e
83.626 - ; 2.5) fi6.6 88.8 10 g
201'
147.975` 08'
45
45
4fi
AS
10
28.5' I4)
45 45
24
19
10
152.760• 48.9 48.9 24
10
10
t M:976' OB'
3)
635 63.6 18 10
75.5• 53.4 56.4 36 10
128• Of'- 64.5 64-5 20 10
13.825 2.5) 64.5 64.5 10 U
Na/ 1N PARENTgEglg DEDICATES PANEL SIZE DE FEET. 3IZE WIDTH
STEEL RELNF.
ALL io- PANELS
60.0 D.P..
EREW. k7ALL
10PANELS
Z l60.0 D-P..- SHIM SHIM
REQUIRED TYP. JAMB. SECTION OR MUDDTRACKASREQUIREDIBY2 -by BUCK 2) 3/16"0 x 2-1/4' TAPCON OR MIAMI DADE
APPROVED CONC. FASTENER SEE ELEVATION
FOR ANCHOR SPACING. "K -0 `m'B. o - rt
m
lu-
NOTES: -
1)
SHIM
AS REQUIRED, MAX SHIM STACK 1/4". ...a.: 2 ALL
ALUMINUM EXTRUSIONS ARE ALLAY 6063-T6• / M OR
T6WITHTYPICALWALLTHICKNESSOFD.62" 4 3USEHIGHQUALITY -CAULK BEHIND f WINDOW
FLANGE
X X4; GLASS -THICKNESS -BASED ON TABLE E1300 GLASS g % NEL PANEL PANELCHARTS, AND MAYVARYDEPENDINGONSIZE.PANS PANEL5) THE RESPONSD3ILLTYFORSELECTIONOFNORANDEX"1PRODUCTS TO MEETANYAPPLLCABLE'LOCAL LAWSBUDAING CODES, ORDINANCESOROTHERSAFETY,/ °.,°°"'/ DEADER ANDSILLSECTIONREQUIREMENTSRESTSOLELYWITHTHEARCHITECT, TIr• 1
BY BUCK BUILDING OWNER OR CONTRACTOR. 7) CONCRETE
COMPRESSIVE STRENGTH - 3,ODD PS[ .s -I I- I ! m /.''T AT 28DAYS_ (2BY2) trnma.
imATmO 1/4"
SHIM ----j I MAX. I
4•
TEMPERED GLASS 0 I1 SLIDINGCLASSDOORRAANALYSIS
CHART- No. OF IOW DESIGN
IDAD ANCHORS N°: OF
ANCHORS ti
C:zSIGNSCAPACITY-P3F - HEIGHT POSITIVE
MATM 8 FRAMEB Q qADJAMBr^ 4
4) (
66.
7
8824 4) 88.7 .. 884
16 Q J B8.
7-
77.
4 24 88.7 B3.
6 IB 8 8 g
t
q "
ti
U;^ t1J E, I
3 6.76838
16 00' 88.7. 78.
3 2.6) 88.7
78.9 10 B Q O W Be 4) 080 o-
85.
3 88.
7
a-fs-
lo D(8) 66:7
96'
65.
9 (2.
5) 88.7-
4 y 2) 3/160 x
2-3/4" 0 k P u TAPCON OR MIAMI DADE
APPROVED CONC. FASTENERS.
SEE- ELEVATION FOR
11
N w Z
d ANCHOR SPACING.
E4-
b a { ITN U 4BY2) TIPICAL
guyn10N
NORANDE
PAGE 23
I 2) #10 x i 3/4 PH---SMS INTO 2 BY RUCK OR3/16 x 2. 3/4 ' TAPCON THRU I BY BUCK, (SHOWN) 3/16". TNPEREDWITHA11/4 MIN, EMBEDMENT INTO MASONRY• .GLASS
SEE ELEVATION FOR ANCHOR SPACING..' PANT L
d °
SIZE
2)-#10 x 1 3/4' FH—SMS.INTO 2 x BUCK' INCHES -
DESIGN LOAD
SEE ELEVATION FOR "ANCHOR CAPACITY—PSF ` N0. OF ANCHOR SCREWS IN FRAME-, q tiSPACING,
HEAD AND SILL JAMB
I WIDTH -HEIGHTEXTERNAL INTERNAL XX XXX
I 30 his" x ,591! „ 2 53.3 55.8
xYX LAL
10 ",
o V
361/rs" x 591/2 " 49.8 49.8
16 18 B
12. 18 22. oi 30 16" x 791/2 >, - 4 9.7
6
10 16 20,
36 s" x 791/2±f45*:'::: - 45L
8
12. OPTIONAL
2 BY Sv00I) BUCK SERIES 500 A[ Ng SLIDING GLASS DOOR: 2} Rio = 1 3/4" Pft-sus naTo 2 BY FASTENER CHART
18 - 22 8
ALL OPERABLE PANELS
r
E
BUCK WITH 1-1/2":ii6i EMBEDMENT.
SEE ELEVATION FOR ANCHOR SPACING. ,
La 2) 3/16*0 s 2-3 4." o
D. ®,A.F. TAPCON OR MIAMI/ C77rrr.r OOD BUCK MAi u`:vi P CALL- SIZE WIDTH iF21x x WOOD B CK
D FASTENERSED CQNC. 1 U
SEE ELEVATION
y o b
s
C.S.W.)
7p
OSHIMA5.TYP.
FOR
ANCHOR SPACING, h m4SHORN) HORIZONTALC`I'IONWOODSItI
OR MUD 1/4" sH1MTRACKASREQUIRED1BYBYBUCKMAX
OILJI 2) 3/18"0 x 2-1/4" TAPCON OR
MIAMI
u
zDADEAPPROVEDCONC- FASTENER . SEE ELEVATION FOR ANCHOR SPACING.m son Ymnc scs •mTa A 4
ES: NOTES.. ES.
1 AS R SQUIRED; MAIL Sliibf STACK 1/4". ®
2 ALL ALUMINUM EXTRUSIONS ARE ALLOY 8063—T5 `%/ '* m :3 UG`
2
c4
c OR TB WITH TYPICAL, WALL THICKNESS OF 0:62" . •_,_ T j3USEHIGHQUALITYCAULKBEHINDWINDOW: FLANGE._X43GLASSTHICKNESSBASEDONTABLEE1300GLASS CHARM AgarANDMAYVARYDEPENDINGONSIZE PAN PANEL PANEL PANEL PANEL PANEL6) THE RESPONSIBILITY FOR SELECTION OF NORANDEXPRODUCTSTOMEETANYAPPLICABLELOCAL -' C LAWS,
DEADER AND SILL
T
BUILDING CODES ORDINANCES OR OTHER SAFETY` SECTION REQUIREMENTS REST SOLELY. WITH THE.ARCII[TECT,
BUILDING OWNER OR CONTRACTORiBYBUCK $) -CONCRETE COMPRESSM STRENGTH 3,000 PSIAT2BDAYS.
y
2BY2)rxeicn 4BY2).mjcAL nwAllox 4 y 4 o q
NORANDEX
PAGE 22
r
W/1 -1/21 M N• EMBEDMENT
SEE ELEVATION FOR
ANCHOR SPACING.
IIi
10 X 1-3/4" P.H. S:M.S:
NOTES: W/1-1/2° MIN. EMBEDMENT WINDOW
WINDOW FASTENER.SCHEDULESEEELEVATIONFOR1):SIiIM AS REQUIRED MAX SHIM STACK 1/4 DIMENSIONS aANCHORSPACING. 2) ALL ALUMINUM EXTRUSIONS ARE ALLAY 6063—T5 N0. ANCHORS N0. ANCHORSOR: ,T6 IYITH 'TYPICAL WAL14 THICINESS OF 0.62" WIDTH HEIGHT . HEAD/SILL ,
AN
3 USE :HIGH QTIALITY CAULK BEItIND WINDOW FLANGE INCHES)(INCHES) SEE NOTE 6 . 43 GLASS: THIGKN9SS 'BASED ON TABLE E1300 GLASS 35 45 60 35 45 60 cl) TYRCHARTS, AND "rMAY VARY DEPENDNG ON SIZE. PSF PSF PSF PSF PSF PSF • o
DOUBLE 5) THE SESPONSTIiIGITl` POR SELECTION OF NORANDEX 18_1 E 2 '2 2• 2 y
DO
PRODUCTS TO: MEET :ANX APPLICABLE LOCAL LAWS, 5-1' 2" 3 — a
2 2
BUII;DING 'CO11E5 ORDINANItES .OR OTHER SAFETY
2 2 2 _ 2 Q
REQUIN8MENPS M8T'SOLL'$Y. WITH THE ARCHITECT. .
38" — 25"
3 3` 2 2
V
BUILDING OWNER 'OR :CowmiCTOR, 52-1 B" —3 —3 + 2 .
3
i
q 6) NOTE `+ INDICATES :THAT Er UAL. FASTENERS AT 16=8" _2 2 2+ 2 pHEAD_` AND SHsL ARE':REQUI ED. — 3 3
37-1/4" 2 2
3-6 2 3 3+ 3 3
U w 52— 6" g 4+ 3 3— 00 N
2 2 2+ 3 3 3 CraALT. FIN ATTACHMENT , , 38u 12 as-5/8' z _3 3fi s 3_
0 3 3-
UNDER SHEATHING` 52-1 8 3 g 4+ 3 3 3
10 X 1-3/4" P.H. S.M.S. IB—LLB 2 2 2+ 3 4 4
CENTRAL FLORMA B:O:1.F. W/1-1/2" MTN. EMBEDMENT 36" 62" ' g z . 4 4
R
SEE'. ELEVATION FOR ' — 3 4 4' °
ANCHOR SPACING. 52— e" 3 ¢. 4 N b. A 1
2 _2 2, 3 4 5
25-1 2" 3 1 6-3/4" _2 2+ 3 4 5 ((aa
MASTER FKE 38" — T2 3 _ 3` 3 4 5 R
52-1 4+
b ° k O
n,. uerr .rota ? .4
r AouY[g r
I
HEADER AND SILL SECTION W/
1-
1/21 MIN. EMBEDMENT
WOOD FRAME ANCHOR SPACING.
R
1 4" MAX
S IIM
TOP AND BOTTOM)
CHARLES", A.:N, i' E.
FL REG..' ENC. # 49121
o'
i z+• o.c
F
ETAIL—A
DETAIL
dit
NNy
DETAIL —
ws
RE;
a
q
t NORANDEX
PAGE 10
x w A 1-3/4 P.H. S-M.S.
fiY/1-1/Z" MIN.. EMBEDMEIT
SEE ELEVATION FOR ANCHOR SPACING.-
f
TYP: O 11
E ' WWx
x
fw xw
G
U
rJ
1___
750 TYP
O
HEADER AND SILL SECTION
WOOD :FRAME
10 X 1-3/4 P.H. S.M.S.
W/1-1/2" MIN. EMBEDMENT SEE
ELEVATION FOR ANCHOR SPACIk( -- . _
UFA.0 1 ME 11 NAlFfi..'
rip. Q IV,
ALT. FIN ATTACHMENT # 10 X 1-3/4" P.H. S.M.s.
W/1-1/2" MIN. EMBEDMENT
UNDER SHEATHING SEE ELEVATION FOR
FOR ANCHOR SPACING.
TYP. JAMB SECTION
0 WOOD FRAME
1/4" MAX -
SHIM (BOTH
NOTES:
1) SHIM AS REQUIRED, MAX SHIM STACK 1/4". 2) ALL ALUMINUM EXTRUSIONS ARE
X 1-3/4" P.H. S•ILS,
ALLOY 6063—T5
OR T6 WITH TYPICAL WALL THICKNESS OF 0.62" 3) USE, HIGH :QUALITY .CAULK BEHIND WINDOW FLANGE. 2" MIN. EMBEDMENT
sLEVATION FOR
4GLASS THICKNESS BASED ON TABLE E1300 GLASS CHARTS. AND MAY VARY DEPENDING ON SIZE. R
SPACING. 5) THE. RESPONS[BILITY FOR: SELECTION OF. NORANDEX PRODUCTS'TD MEET ANY APPLICABLE LOCAL LAWS, BUILDINGCODES: ORDINANCES OR OTHER SAFETY REQULREMENTSRESTSOLELYWITHTHEARCHITECT, CHARLES
A PA IP,E_ .6) BUIMING `
OWNER OR CONTRACTOR. NOTE +
INDICATES`:THA`'EQUAL FASTENERS AT FLREG. ENG. 1 ,49t^<L HEAD AND SILL 'ARE REQUIRED. DATE:
3/27/02 6fAY
IA71T WIDTH TYP.
AT HEAD
SD: 2l
D.G DETAIL —
A DETAIL—
C SASH/
DETAIL=
B . { V
Wy
y
F.
q 1 qw
h a S
x
SF`
O°
w Wyyi
biM1 O L
NORANDEX
PAGE 21
NNo. TAPCON WITH A. 1-1/4" MIN. EMBEDMENT # 10 F.H. S.M.S.
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 EXTRUSIONS ARE ALLOY 6063-T5
OR T6 WITH TYPICAL= WALL THICKNESS OF 0.62" e a e a.
e 3 USE HIGH QUALITY CAULK BEHIND WINDOW FLANGEAL
4 4; GLASS THICKNESS BASED ON TABLE E1300 GLASSCHARTS; AND MAY VARY DEPENDING ON SIZE5) PROD ETS To MEL y FOR. SELECTION- OF NORANDEXPRODUCTSTOMEETANYAPPLICABLELOCALLAWS, BUILDING CODES.:ORDINAN'CES OR OTHER SAFETYREQUIREMENTS'=REST SOLELY WITIi THE ARCHITECT; BUILDING OWNER OR CONTRACTOR
8) A PRESSURE TREATED. WOODEN BUCK:OR MARBLESILLSHALLBE .ADDED UNDER THE PRODUCT TOFULLYSUPPORTUNIT.. `THIS 'SUPPORT. SHALL HEFIRMLYATTACHEDINTOMASONARYANDSUPPORTTHEPRODUCTOVERITSFULLLENGTH (SUPPLIEDBYOTHERS).
7) CONCRETE COMPRESSIVE STRENGTH 3.000 PSIAT28DAYS.
ALT. HEADER SECTION 11) NOTE • INDICATES THAT EQUAL FASTENERS AT
fREH r®ITYR2BYBUCK' DA B.®.A.R.-
3/16" TAPCON MANUFACTURER NAM: W/1—i/4" MIN. EMBEDMENT
SEE ELEVATION FOR ANCHOR SPACING) dloy(1Act rA'
MAS TM
e ' 4 I CALL `SIZE WIDTH
a
e
1 BY BUCK O 2 BY BUCK
SHIM TYP. JAMB SECTION
TH aAlBs) - 1 'By / 2 BY BUCK SEE
NOTE 6 HEADER
AND SILL SECTION TYP.
I BY BUCK 10-
F.H. S.bLS. W/
1-1/2" MIN. EMBEDMENT SEE
ELEVATION FOR ANCHOR
SPACING_ _- CHARLES
9 P.. - /. J
FLREG. LNG. # .491,21 DATE-
12/11-701 24-
O.Q DETAIL-
C All
DETAIL-
B V/
NDRANDEX
PAGE 9
3/16" TAPCON WITH A
OMIN- 1-1/4" MIN. EMBEDMENT
SEE ELEVATION FOR
ANCHOR SPACING.,
A _ A A
750 TYP
i u e'. ti. S. M: S. WITH A
IN. 1-1/2" MIN. EMBEDMENT
SEE ELEVATION .FOR
ANCHOR SP'ACTur_
NOTES:
1) SHIM AS REQUIRED, MAX SHIM STACK I/4". 2) ALL ALUMINUM EXTRUSIONS ARE ALLOY 6063-T5
WINDOW
DIMENSIONS FASTENER SCHEDULE.
43 OR T6 WITH TYPICAL WALL THICKNESS OF 0.62" 3 USE HIGH QUALITY CAULK BEHIND WINDOW FLANGE. GLASS WIDTH
RO. ANCHORS
HEAD
N0.
THICKNESS BASED ON TABLE E1300 GLASSCHARTS, AND MAY VARY DEPENDING ON INCHES
HEIGHT
INCHES)
JAMB
35 AND 45SIZE. 5) THE RESPONSIBILITY FOR SELECTION OF NORANDEXPRODUCTSTOMEETANY 19—`8
35 AND 45PSF (PSF)PSF PSF
APPLICABLE LOCAL LAWS, BUILDING CODES, ORDINANCES OR OTHER SAFETYREQUIREMEN'IS REST SOLELY WITH 2fi-1/2"
26"
2 2
2— 2 ---
THE ARCHITECT, BUILDING OWNER OR CONTRACTOR. 8) A PRESSURE TREATED
37"
53-1 8"
2 2 --
3 — -- —_ WOODEN BUCK OR MARBLESILLSHALLBEADDEDUNDERTHEPRODUCTTOFULLYSUPPORTUNIT. 19-1 81 "
2—
3THISSUPPORT. SHALL REFIRMLYATTACHEDIN 26-1 2"
2 — —
y --_
11 Y y TO MASONARY AND SUPPORT 37" — --- — 3
THE PRODUCT OVER ITS =FULL LENGTH _(SUPPLIED--- BY OTHERS). 3 — 3 — 7) CONCRETE COMPRESSIVE STRENGTH Q 3,D00 PSI 19—8" 2
ALT. HEADER SECTION
AT z6 DAYS. 26-ilp" ---_ _--
TYP. 2 BY BUCK CENTRAI4 I+'L®RI]pA AB. O. A. F. ANTTFACT R NAME, O
W/1-1/4" MIN. EMBEDMENT MASTER F1Y,E 1r /1SEEELEVATIONFOR #
FOR ANCHOR SPACING.
CALL SIZE WIDTH i I--'
L'4mmm
A '
i_ 940
1/4" SHIM -
MAX (BOTH
D D D D D SEE NOTE 6
HEADER AND SILL SECTION
TYR I BY BUCK
1 BY BUC
I BY . 2 .BY
CHARLES A PAG
FL REG. ENG: 1#' 49121
DATE:3/21/02
2
53-1 8..--- 3 9
2—
26—2.. 63' 2 -- 337"
53-1 8"---
19—fie" 2 4
26—.1/2" 76-3/4" __ 2 4--- 37.. 2 -- 4 ---
53-1 8—. 3 — 4---
BUCK
10 F.H. S.M.S.
W/1-1/2" MIN. EMBEDMENT
SEE ELEVATION FOR
ANCHOR SPACING.
DETAIL—C
SASH
DETAIL—B I
0
4
2
d
4
i .
I MIA MI•DADE •
NIIAMf-DADS COUNTY. FLORIDA
METRO-DADE FLAGLER BUILDING
BUILDING CODE-CONIPLIANCE OFFICE
MEIRO-DADS F1'ACJI.1:It 13UII.I)ING
140 WHST FLAGI.EIt STIU."177, S111•I1i I Gt)
PRODUCT CONTROI, NOTICE OF ACCEPTANCE M75-29IAMI, FI.C7X (3t ;3I3u-290S3U} .i75-21U 1 f niC (31T5) 37-_ pus
Prenldor Entry Systellrs
c:c)•rlt\t-roa t.lc:l:,stti'c::;I:c-rrc» 911 E. Jefcrsorl, P.O. Boy 76 (305)375.2527 I':L\(IUS)175•?SSS
Pittsburgh ,KS 66762
c:t) rltnc~rc)u 7: l c)ltc •1•:11;•r i l•Isl o.r
305) 375.2966 FAX (105) 375.290%
1!ltc)I)Ct:I' C:(),Yl.lzol.l)IN -Is IoN
Four application for Notice of Acceptance (NOA) ol: (.105)375-2902 FAX (30)372-6J39
Enter-gy 6-8 S-NV/E IltsNv•illb OI)aaue Doti ble.Nv/sidelites IZesidelltial Insul.lted Steel Door
under Chapter 8 of the Code of Miami -Dade County governing the use of :lltcrnate Materials and Types of
Construction, and completely described herein, has been recommended f'or acceptance by the Nlianii-DadeCountyBuildingCodeComplianceOffice (BCCO) tinder the conditions specified herein.
This NOA shall not be valid after the expiration date stated. below. BCCO reserves the right to secure Ibis
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 such product 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 FloridaBuildingCode. -
The expense of such testing will be incurred by the manufacturer.
ACCEPTANCE NO.: 0.1-0314.24
EXPIRES: 04/02/2006 Rant ttoanguca
Chief Product Control Division
THIS IS THE COVERSHEET, SEE ADDITIQN,l PAGES FOR SPECIFIC AND GENERAL
CONDITIONS
BUILDING CODE R—PRODUCT REVIEW CO;tiIl%IITTEE
This application for Product Approval has been reviewed by the BCCO and approved by the BuildingCodeandProductReviewCommitteetobeusedinMiami -Dade County, Florida under the conditions setforthabove.
Francisco J. Quintana. R.A.
Director
Miami -Dade Count%' APPROVED: 06/05/2001
1311ilding Codc Cofill) Iiancc Office s0450001\
pc2000\\templates\notice acceptance cover page.dot Inlcrnct
mall address: l)nstnl;Istcr.i buildinhcodeonlinc.cont R liamcpa C: httlr; uildin"'cotlColl linGcom
Premdor Entry'Systems ACCEPTANCE No.: 01-0314 24
2
APPROVED JUN 0.5 2001
EXPIRES April 02 2006
NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS
I. SCOPE
1.1 This renews the Notice of Acceptance No. 00-0321.26 which was issued on April 28, 2000. It
approves a residential insulated door, as described in Section 2 of this Noticc of"Aceeptance,
designed to comply with the South Florida Building Code (SFBC), 1994 Edition for Miami -DadeCounty, for the locations where the pressure requirements, as determined by SFBC Chapter ? 3, do
not exceed the Design Pressure Rating values indicated in the approved drawings.
2. _ PRO DUCT, DESCRIPTION
2.1 The Series Entergy 6-8 S_W/E Inswing Opaque Double Residential Insulated SiecI Doors witli
SideIites-Impact Resistant Door Slab Only and its componci-its shall be constructed in strict
compliance with the following documents: Drawing No 31-1029-EW-I., Shcets 1 through 6 of 6,
titled "Prcmdor. (Entergy Brand) Double Door with Sidelites in Wood Frames with Bumper
Threshold (Inswing)," prepared by manufacturer, dated 7/29/97 with revision C dated 0l /I 1 00,
bearing the Miami -Dade County Product. Control approval stamp with the' ;Notice of Acceptance
number and approval date by the Miami -Dade County Product Control Division._ These documents
shall hereinafter be referred to as the approved drawings.
3. LIMITATIOaNS
3.1 This approval applies to single unit applications of pair of doors and single door only, as shown inapproveddrawings. Single door units shall indlu.dc all component; described in the active leaf of
this approval.
3.2 Unit shall be 'installed only at locutions protected by a canopy or overhang such that the angie
between the edge of canopy or overhang to sill is less than 4- degrees. Unless unit is installed in
non -habitable areas where the unit and the area arc dcsi,,ned to accept water`infilcrition.
4. INSTALLATION
4.1 The residential insulated siccl door and its componcnts 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 will not require a hurricane protection system. 4.2.2 Sidelite: the installation of this unit will require a hurricane protection system.
3. LABELING
S.l Each unit shall bear a permancnt label with the manufacturer's name or logo, city, state andfollowingstatement: "Miami -Dade County Product Control Approved".
6. BUILDING PERMIT REQUIREMENTS
6.1 Application for building permit shall be accompanied by topics of the following: 6.1.1 This Notice of Acceptance
6.1.2 Duplicate copies of the approved drawings, as identified in Section 2 ofthis Notice of Acceptance,
clearly marked to show..the componcnts selected for the proposed iftstallation. 6.1.3 Any other documents required by dic'Building O tcial or the South Florid, 3miding Cody_ SFBC)
in order to properly evaluate the installation of lii s stem. Manuel
erez, P.E. Product Con r6t' xamincr Prod
uctG7an1roI Division 2
Premdor Entry Svsterns ACCEPTANCE No.: 01-0314.24
APPROVED JUN O 5 2QQ01
EXPIRES April _02.2006
NOTICE OF ACCEPTANCE: STANDARD CONDITIOtNS
I. Renewal of this Acceptance (approval) shall be considered after a renewal application has been filedandtheoriginalsubmitteddocumentation, including test supporting data, engineering documents, are no older than eight (8) years.
Any and all approved products shall be permanently labeled with the manufacturer's nam.c, city, statc, and the following Istatement: "Miami -Dade County Product Control Approved", or as
specifically stated in the specific conditions of this Acceptance.
3. RenewaIs of Acceptance will not be 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 Ionger 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 the materials, use, and/or manufacture of the product or process shall
automatically be cause for termination of this Acccptancc, unless prior written approval has been
requested (through the filing of a revision application with appropriatc•fec) and granted by thisofficc.
5. Any of the following shall also be grounds for removal of this Acceptance:
a. Unsatisfactory performance of this product or process.
b. Misuse of this Acceptance as all endorsement of any product, for sales, advertising or anyotherpurposes.
6. The Notice of Acccptancc number preceded by the words Miami -Dade Cou;n y, Florida, andfollowedbytheexpirationdatemaybedisplayedinadvertisingliterature. Ifany portion of tlicNoticeofAcceptanceisdisplayed, then it shall be done in its entirety;
7. A copy of this Acceptance as well as approved drawings and.other documents, where it applies,
shall be provided to the user by the manufacturer or its distributors and shall be available for
inspection aC the job site at all time. The engineer needs not reseal the copies.
S. Failure to comply with any section of this Acceptance shall be cause for termination and removal ofAcccptancc.
9. This Notice of Acccptancc consists of pages 1, 2 and this last page 3.
EI D OF THIS ACCEPTANCE
Manuel ercz, P.E., Product Contro - . aminer
Produc Control Division
3
DEIM
PREMDOR (ENTERGY BRAND) DOUBLE
DOOR WITH SIDELITES IN WOOD FRAMES WITH A
BUMPER 'THRESHOLD (INSWING)
na a I/2• NIHMUN ([fll[M1KRrp21PC 001 l sll . f51 P!t AYB
AL ICax4rG ]N6' H IAPCDrS
11 112, MIRIAM EMSEDNENI
140 1/2'
37 114'
MAX
MAX 74• 77 1/+•
nnx
J ,
MAX
c2[SottLa hAz 5' MAX M4X e.
4' MAX S• M/1X MAX N4z
l5' D.C. lS' D.C. IS' D.C._
5'
D.C. 15' O.C.— IS' C. IS' DC.
MAX MAX MAX MAX MAX MAX H ADC NAX
6 CC }
17 1/2' MAz
61 IN AIX Wf
D.C. SPACING
A
17 1/ MAX
t@' D.G. SPACING
j
17 1/ ' MAX
D.C. SPACING 16'
17 1/ MAX
D.C. SPACING 18' j
tlns•
TDP IlF DETOR C9M1 Ix CrJt VriIAL 1 x1
TO QP LDCK.
IILD,I I —YI 80 It/I6'
i 1/Z N11plll/t Cn9CDKH '• --' IS• D.C.,+1S'
MAX
D.C. •IS• C 1S• C.
MAX HAX MAX
C IS' XCMhXHAX -
IS' G
NAX
IS' [LC
MAX
HAX 5' MA
13
MAX
1
NAI
5' MAX z
t/2' . C• L zcIccwrc $IERD3a ATTACHASTRAGAL
THROW BOLT 18 x I' LONG STRIKE PLATE
TO THE HEADER IN ALL REMAINING AND THRESHOLD
WITH BID x 1 3/4' HOLES FLATHEAD SCREWS`
NOTES: L)
WOOD
BUCKS BY OTHERS. MUST BE ANCHORED 18 x 1 3/4" LONG PROPERLY„TO:'
TRANSFER.LOADS TO THE .STRUCTURE. TLATHEnD SCREWS 2.) THE
PRECEDING DRAWINGS ARE INTENDED TO QUALIFY THE
FOLLOWING INSTALLATIONS. Lx INSWING Rx 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 APPROVED As STRUCTURAL WOOD
BUCK. C, MASONRY
OR CONCRETE CONSTRUCTION WHERE N URATINGSG DOOR SYSTEMIS. ANCHORED DIRECTLY sou 1a
r1 q{ \" ING CODE JUff j [
LITI TO CONCRETEuHEREVAfERDtfILTRAI[DN vHERE WATER WFILTRAfRON OR MASONRY
WITH OR WITHOUT A NON-STRUCTURAL 6ativp DI1IREtlEk( (5 NECDED X REDUIREMENr IS NDf NEEDED sr ' ONE BY
WOOD BUCK itiv P D PRDDU CONTROL 6PASION 3..ALL
ANCHORING SCREWS TO BE KID WITH. INOT 6PPRO— etntoe.a000'cC^S'PLIAICEOF, e MINIMUM 1
1/2' EMBEDMENF INTO WOOD SUBSTRATE ACCEPYAUCENO. D1'U311-c OR 3/16'
PFH TAPCONS WITH 1 1/2' MINIMUM EMBEDMENT r UNITS. SHALL BE INSTALLED ONLY AT LOCANONS PROTECTED BY A CANOPY OR INTO MASONRY: OVERHANGSUCHTHATTHEANGGLEBETVEENTHEEDGEOFCANOPYOROVERHANG4. UNIT MUSTBEINSTALLEDWITH 'MIAMI-DADE COUNTY TO SILL 1S LESS IMAM 45 DEGREES. UNLESS UNIT IS INSTALLED IN APPROVED' SHUTTERS NON -HABITABLE AREAS
WHERE THE LIMIT AND THE AREA ARE DESIGNED TO 5. THREE STAPLESPERSIDEJAMBINTOHEADERONSIDELITESACCEPTWATERINFILTRATION, AND DOOR, THREESTAPLESPERJAMBINTOTHRESHOLD 'ON SIDELITES AND DOOR.
c I PALE
a WIT /fOaIflLAfl[RS nvro _o 6.. LATEX SEALANTTOBEAPPLIEDATSIDEBYSIDEtWISutISSw¢S T71L ¢c a4 .: P a 1 N I I,,.,. rs JAMBS AND SIDELITES. U10d106 utTSS H11C9, SI0 Wrt. MI. A ADD THEN MM GOWIGIPATICM 1129", 1. DOOR/SIDELITE
HEADER, DOOR/SIDELITE JAMBS, AND SIDELITE BASE. titXLY15al 9AI 11 CORNERS ARE COPED
AND BUTT JOINED. Ice a. SiP, r l:
B. DOORS SHALLBEPRE-PAINTED'VfTH A WATER -BASED EPDXY RUST INHIBITIVE PRIMER PAINT
MD N Y YSI MS Sint N.T.
S. VITH A DRY
FILM THICKNESS OF 0.8 TO 1.2 MIL. 3 I-]029-EW-I 5714 . 9. FRAMESSHALLBEPRE -PAINTED VITH AN ACRYLIC LATEX WATER -BASED/ PII1S3Fs utu MIL. SHEET 1
OF
G WATER -REDUCIBLE VHITEPRIMERVITHADRYFILMTHICKNESSOF0.8 TV 1.;
A 9/16•
112'
GLASS BITE
INTERIOR
I—"`-- 7/1• -
INSWING OTHER. CONFIGURATIONS ,
7 114. MAX
GLAZINUU G DETAIL ""x r—" Irl r/t KApXMAX
3/4 SHCRYIN
VILLIgHS TEX - .
1-1. flax
CXTERIUR
GRADE LATEX CAULK B .t
EXTERIOR
xxo iNIERIOR _
I —` - 77 1/2' MAX29
Ulm
1/
0' TEMPERED GLASS APPROVED
AS CDtjPI.YING%TH THE C 12r
r
RlftDrS ,SOUSHFL
orIlUIL01NO CODE ECipNUt57.lUh Nt
q,Ir,nrs tUh"' W'I(LlAilm6 -a-n fBYMYOOU% TROLOIVISIONPUILDMGCODECOT:DLWICEOFFICE
91L
Mt EN Y--IU29-F_W-
1ACCEFTAt:CE F.rOOr— 0.3 Tvz y am ato - EEi 2OF 6 4YIOCtm6[ C
2 BY WOOD BUCK
Y -"75 <7tJ
80
MAX
INTERIOR
79 5/16' ,
MAX -
L _
4 9/16'
SECTION B-B
MA I L121A1_S LIST
ITEM no. DESCRIPTION PAR l
COMMENTSWOOD
zO
HEADJAhIB
EV1 1/4- X 4 9/16- MTL. TO BE PINE OR EOUIVALENT
17 O
COMPRESSION WEATHERSTRIP
ALUMINUM ASTRAGAL
W- CK REEK BRAND XSEAL 9650 (BRON7F)
ALUMINUM -BUMPER
W- , • PREHDOR BRAND OR EQUIVALENT- 5/6',ALUMINUM ASTRACTHRESHOLDEW-15 PREHDO
1 1/ 4.' 5 TOP CHANNEL
R BRAND OR EQUIVALENT - 1 I/4' x 4 9/16,
PREHDOR BRAND - 1 11/16' - 20 GA STEELEW-DB
xmmII
STEEL KIN 26 ga L01T 1D3! 0JU1
f III31( BII $F(PI n plTHAFAHR
BOTTOM CHANNEL
BASF FOAM -
EW-07
DENSITY 2.010 2.5 lbs./Ft'
PREMDOR BRAND - 1 11/16' - 2D GA STEEL
1
ID
WOOD LOCK BLOCK
STRIKE STILE
EW-p9 4' X 9 1/2' MTL. TO BE PINE OR EQUIVALENI
11 HINGE STILE
EV-06 15/16' X I I1/16'. NFt. TO BE PINE OR EQUIVALENT
12. LOCK PREP FILLER PLATE
LW-05 15/16' X 1 11/16, HTG TO BE PINE OR EQUIVALENT
13 HINGE
EV-10
EV-16
PRENDOR BRAND - b50- THICK- MTL TO BE POLYETHYLE
14 WOOD. HINGE JAMB HAGER BRAND HINGE OR EQUIVALENT - .097 THICK (STET
15 110 x 3/4' F.H.W.S.
FW-13 1 1/4' X 4 9/16, MTL. TO BE PINE OR EOUIVALENI(
4) SCREWS PER HINGE INTO DOOR
S
16 BID X 2' F.H.W.S:-
MAX VS IHROUCdI HUGE JAM INip L (E JA)i , -0 V R10• hC THEREAFTER
ID) SCREVS THROO614 STRIKE JAMB INTO SIDELITE JANB. 4- DDVH fROHXS' O.C. THEREAFTER
tUP, 6) SCREVS THROUGH EACH SIDELITE JAHB INTO iIDELITE. 4- DDVN ERONNAX15. OC THEREAFTER. EXTERIOR
18
T e )L . VYMI HW 1 12 x1 .
A PFII IK-W VMIRIHH 2• x DKHT REFER 16 ELEVATION VIEV, FOR n OF SCREVS USED AND LOCATIONS910X3/4' FH.V-$-
l2) SCREWS PER HINGE INTO JAMB19p0x2' F.F{V.S.
LOCKSET 2 SCREWS AT EACH STRIKE PLATE
KWIKSET BRAND 2U0 LOCK OR HARLDC BRAND`10O LOCK
1 1/4.. 1
I
1
X 1 3/-0' F,I
W JAMBWOODSIDELITEJAMB
22''X 64"SINGLE PANEL GLASS
SIDELITE TRIM (WOOD)
WOOD CASING
WOOD SIDELITE HEAP JAMB
WOOD SIDELITE BASE
POLYPROPYLENE LITE FRAME
k6 X 1 1/2''P.AN HEAD SCREWS
SIDELITE—STILE S
PIN NAIL
EW-19
EV-20
EW-21
EW-22
EV-23
EW-24
DC-1643, UDL-2
18
EV-26
314'
2) SCREWS PER HINGE INTO JAMB
1 1/4' X 4 9/16- MTL TO BE PINE OR EQUIVALENT
T HP REO bLASS N POLYPROPYLEN FRAM - DC-IE----6] ILO, LL£AR iFHPFRFO Frkc
5/16 x 1/2' HTL. TO BE PINE OR EQUIVALEN
lie x P NTL. TD BC PINE DR COUIVALENI - ITENS ARC NIXDINGS UFHR 'Sf OE DY SIBC JnHDi• AS HUlL10NS
1 1/4' X 4 9/16' MTL. TO BE PINE OR EQUIVALENT
1 1/4' X 4 9/16- HTL- TO BE PINE OR £OUIVALENT
HP Potypropytene by ODL
PER FRAMEs£R X sPa I ' N A H Imc[Ea t4 c nto',AFtTR.
15/16' X 1 11/16' MTL. TO BE PINE OR EQUIVALENT
UM NAIL, 4• fit TRDH END, RAI B' D.0 1)CRWICR, USED ON Hll LIDT NiD 1
D W SILIC NE 4995
I
APPROVED AS GG011PLYI NG MTH THE
DIT "
F f0I U IT% E
BY
J{J .
PRODU NTROL DIVISIOtT -
BUILDING CODE C06rPLW,CE OFFICE
ACCEPTANCE NO.O I-D 31 Y. 24
LIBITS IkILCSi NOICD, FRrC BE AIKGCXTRl15IDNS: Dt(.ESS Bun SIB CIW1, T[L'i B DADE COUNTY MODIFICATIONS 1/11101 JO
FNCINF R
A DDED PAGE 5 (DOOR OPTIONS) 10-i-90 RS
L1R R[VISIONS M[ BY
PhRI BN1GFHT R Y onn B_B)
rlQRN I K Y SYSTEMS
I'`: SfAtC:
9B c FFERSBN 9- E W- I
PRIME, ki 6062 Al02A \ SHEET 3 OF 6
RFVIU@1 tFin
2 BY WOOD BUCK
1/40 SHIM MAX
IJ.
3/4" i
I 9 3/16' INTERIOR MAX
00 11/16,
MAX
o.
2 BY WOOD BUCl<
SECTInN C-C
1 1/4"
U EXTERIOR
PLEASE SEE "GLAZING DETAIL'
DRAWING ;#31-1029-EW-I
SI=IEET 2 OF 6
1/4'
DOW SILICONE #995
LINIIS: LM
Ex Rmflon
APPROVED 1S CM -.PLYING 411TIf THE
SDViIf FLMI, SULDING CC) OR. BT
DA U D r 'PREMQY
PROU T JnroL DMSION - 911 L .JCfT
QUILDING COOT. ...... vrr n.- PIRSDIJRG.
1-1029—EW-I
SHEET.4 OF 6
RLVISION LOITER D `
i
OTHER DOOR -'CONFIGURAT IONS
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I
EXtRUS
lplts:Urd[si h91CB, sla lml. lA. APPFu.
Ic'D AS COl4PLYMG WTH THE 1vFFR; iz SOUTH FMIDABUltRNGCODE11EI0.4TEJUN (. a. IT BY PREMDNR
ENTRY SYSTEMS PaoDu r . NTaoL Dr.lsior ((ER5O4 BUILOINGCOOELOAIPLBII:CEOFF
911 11E
fXS6616Z AC."ANCE
NU, H
31-1029-EW-
I
SHEET 5 OF G
Rtvlsl l ((nrR
DTHER DO -OR PANEL STYES36"
MAX
79 /16 0 Fndn 0b 00 Ban
MAX 0 001 Oti 000®®
ofl do a on and ®
o gosa_d as asoatina® D4 asDLANKTOPan
4-PANEL 9 PANEL 16-PANEL 18 PANEL FLUSN D-PANEL CROSSBUCK
Q Q pA -PANEL
12-PANEL 4-PANE1 5-PANEL- 5-PANELEYEBROWt/SCRfLI 5-PANEL 5-PANELEYEYEBROWOTHERSTDE1T_STYLE SCROLL MAX
79
Mx
fl p 0 SL-
10 SL-2B SL-3B ` SL-60 SL-50 ' SL-SOB SL-69A ® 0
SL-
69B SL-69C SL-25 SL-55 SL-30D St-4B SL-90A SL-90D SL-90C SL-300 SL-30C SL-70 SL-80 oP-
1 PD-2 PD-3 ® a a p PD-4 pp-5 PO-6 PD-7 PD-D PD-9 Pp-IB PD-11 PD-12 Pp-13 PD-14 PD-15 PD-16 PD-17 U
Pp-
10 PD-19 PD-20 PO-21 _ u
o 0 0. PO
22 PD-23 PB-24 PD-25 PD-26 PO-27 qq k' PO2BPO29Pp-30 PD-JI PB-2 • PO-J3 PD-Jo- XfR11Sl
S[IAQC SS IJ) It SSfD [OCL ftL'i N(
t LIZ
RCYISIIRLS LAIC BY bppp
DUO a B,
BAf[ PART WVr(:PREHDOR DOOR OPTIONS po
G PR MDO ENTRY SYSTEMS NAIL.,
f
yyS`jO [ 1I j PD-25 PD-36 PD-37- PD-30 911 L.Cff[RSDI 31-1pL 7—L W 1 PD-J9 PD-40 PD-41 PD-42 an_.a n.. .... _..._-.__ SHEET
6 OF 6 REVISION
1[1lfR
M I A M 1•DADE
PRODUCT CONTROL NOTICE Or ACCEPTANCE
Pr•emdor Entry Systems
911 E. Jeferson, P.O. Box 76
Pitfsburgll ,KS 66762
nIIA(tiII-DADE COUNTY, FLORIDA
IyIETRO-DADS FL AGLER BUILDI,N'G
BUILDING CODE CC)mPLIAItCE OFFICE
MMIZO-DAM FI.AGLEIZ I3UIL1)ING
1 IU wj-*s'r r'i.Am,,iiit 5'I'ItI:1 i', SU1I'Ii 1 Go.-,
MIAMi; i I.OkIDA.;.t 13a-15(>3
305) 375-2901 FAX (305) 375-29t)S
C:CJ\CI{.dC'1'O1Z I,1C:I•:\5G1C: tiF,C."rJO\
aU?)a75.25?7 i:l.\(lUi)a75•5z
C:U1I'!tlC"fUIZ fi\f'C)IZta(\f1;,1C UIVISJO
aU5)a75-2')GG F,.\•(.iUs)a7S.yUti
f'itUl)t:CI• C:CJ,\ !'JtUi. i)!'IS1O\
Your application for Notice of Acceptance (NOA) of. (ansla7s-a aalAl(ws)a7c•ca.r9
Entcrgy G-$ S-NN'/E Outswinb opaque Single w/sidelites Rcsiderlthil Insulated Steel Door
under Chapter 8 of the Code of Miami -Dade. County governing the use of Alternate Materials and Types of
Construction, and completely described herein, has been recommcnded.for acceptance by the Miami -DadeCountyBuilding, Code Compliance Oiiice (BCCO) under the conditions specified herein.
This NOA shall not b.e valid after the expiration date stated below, 3CC0 reserves the right to s,ecure thisproductormaterialatanytimefromajobsiteormanufacturer's plant for duality control testing. If this
product or material fails to 'perform in the approved manner, BCCO-may revoke, modify, or suspend theuseofsuchproductormaterialimmediately. BCCO reserves the right to revoke this approval, if it is
deterniined by BCCO that this product or material- flits to meet the requirements of the South FloridaBuildingCode.
The e-xpense of such testing will be incurred by the manufacturer.
tCCEPTANCE NO.: 01-03I4.2i
EXPIRES: 04/02/2.006 I aul KOQr1lgIicz
Chid Product Control Division
TI•IIS I.S THE COVERSIIEET, SEE ADI)MON.A1, PAGES FOR SPECIFIC AiND GENERAL
CONDITIONS
BLULDING CODE & PRODUCT REVIEW COMMITTEE
This application for Product Approval has been reviewed by the BCCO and approved by the BuildingCodeand. Product Review Committee to be used in Miami -Dade County, Florida under the conditions setforthabove.
APPROVED: 06/05)/2001
Francisco J. Quintana, R.A.
Director
INliarlli-Dade County
1311ilding Codc Compliance Oflict:
1s045C)C)UI\pc2000\ltemplatr3\notice acceptance cover page.dot
Internet nmil I1(1drCSS; OU1t1nrl5tL'r'1'i)h11d111t CU(1Cnr1l1I1C.CU111 }' tI(lltic'n:it,r ltfln // iu• h„Ili.,.,,,.,,1,.,,..11.,
Premdor Entry Systems ACCEPTANCE No.: '01-031.4.21
APPROVED JUN 0 5
EXPIRES April02 200b
NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS .
1. 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 Notiec of,. Ac-ceptancc, designed to compIy with the South Florida Building Code# (SFBC), 1904 Edition for Miami -Dade
County, for the Iocations where the pressure requirements, as determined by SFBC Chaptcr 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-W/E Outswing Opaque Sing Residential Insulated Steel Door- withSidelites- Impact Resistant Door Slab Only and its components shall be constructed in strict
compliaricc with the following documents: Drawing No 31-1020-EiV-0, Sheets 1 through 6 of 6, titled "Premdor (Entergy Brand) Wood Edge Single Door with Sidelites in a Wood- Frames xvithBumperThreshold (Outswing)," prepared by manufacturer, dated• 7/29%97 with revision C dated01/15/01, bearing the Miami -Dade County Product Control approval stamp with the Notice ofAcceptance. number and approval date by the Miarni-Dadc County Product Control Division. ThcscdOCttnlentsshallhereinafterbereferred, to as the approved drawings.'
3. LIMITATIONS
3.1 This approval applies to. single unit applications of single door onl
drawings. y, as shown in approved
4. INSTALLATION
4.1 The .residcmial_•insulated steel door and its components shall `bc installed in strict compliance withtheapproveddrawings. .
4.2 Hurricane protection system (shutters): '
4.2.1 Door: the installation of this unit Nvill not require a hurricanc protection systcni. 4.2.2 Sidclite: the installation of this unit will require a hurricane protection system.
5. 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 REQUIRE IMENTS
6.1 Application for building permit shall be accompanied by copies of the .following: 6.1.1 This Notice of Acceptance
6.1.2 Duplicate copies ofthc approved drawings, as identified ill Scctlon 2 of this Notice of
Acceptance, clearly marked to show the components selected for the propbscd installation. 6.1.3 Any other documents required by the Building Official or the South Flortdit Building Code " SFBC) in order to properly evaluate the installati n of Phis system.
Manuel Perez, P.E. Product` -on •rol •xarmncr
Product ontrol Division
Premdor Entry Systems ACC Ei'TAti'CE No.: 01-0314:21
APPROVED .SUN 0 r.,f,
EXPIRES Abril02 2006
NOTICE OF ACCEPTANCE: STANDARD CONDITIONS
I. Renewal of this.Acceptance (approval) shall be considered after a renewal application has been filedandtheoriginalsubmitteddocumentation, -including test supporting data,.enginccring documents, are no older than eight (8) years.
Any and all approved products shall be permanently labeled with the manufacturer's name, city, state, and the follmving statement: "Miami -Dade County Product Control Approved",'or as
specificaIIy 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 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 approved. C. If the Acceptance holder has not'complied with all t17e requiremcrits of this acceptance, including the correct installation of the product.
d. The engineer who originally prepared, signed and scaled the rcquirc docum'cntation initiallysubmitted, is. no longer practicing the engineering profession.
4. Any revision or change in the materials, use, a n.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 filing ofa revision application will, appropriate fee) and granted by thisoffice.
5. Any of the followin; shall also be (rounds for removal of tiiis Acceptance:,
a. Unsatisfactory performance of thisproduct 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-DadcCounty, Florida, andfollowedbytheexpirationdatemaybedisplayedinadvertisingIitcra.ture. If any portion of theNoticeofAcceptanceisdisplayed, then it shall be done in its entirety.
7. A copy of this Acceptance as well as approved drawings and other documents, where it applies,
shall be provided to the user by the manufacturer or its distribulors and shall be available forinspectionatthejobsiteatalltime. The enginccr needs not reseal the copies.
S. Failure to comply with any section of this Acceptance shall b.c cause1. for tcrriiination and rcmoval ofAcceptance,
9. This Notice of Acceptance consists of pages 1, Z and this Dist page 3.
END OF THIS ACCEPT NCE
Manucl crez; P.E., Product Co ro Examiiicr
Produc Division
3'
I
4'
rKLM1JUF: (tN I EHUY MANll) WLIDD EDGE
SINGLE DOOR, WITH SIDELITES IN
WOOD FRAME WITH BUMPER \\:THRESHOLD
COUTSWINU/ SC14JPCRHfADMLNILIM 11 PERC,NIr
LTERNATE, 3116' PFH TAPCONS
00' MAX w/1 1/2' MINIMUM EMBEDMENT
4' MAX MAX 4' MAX— — --!' MAX' j3' MAX
3' MAX
3' MAX—
IS• 14' 3' MAX
MAX MAX 4' MAX 1?x 2' STAPLESB. _ ( EE NOTE 57
j81Is- ( r+nx
1 fisL1U
15' MAX
D.C. I
15' MAX
IC,
l 11111 22' Z 64'
15' MAX MAXOLD
C. A
15,
HAX
43 ! /16' '
TOP CIF DOOR
TO 4 OF LOU
H( KVIXSET DEADBOLT
H00I:L 660 SCRICS
DR HARLDC OEAOBOLi
MODCL BID'
KVIKSEi LO[
MODEL 01.200
OR HARLDC I
MODEL 100
n 3nb €
mt ntH ts
A 80,11/16, MAX
15' MAX
D.C.
MAX•,,
6' AX i4. 11"4' 15, MAX MAX' .MAX MAX— MAX -
T
p _15•. -
4' MAX MA11
3; MAX 3' MAX ' MAX
NOTES, 3' MAX
3' MAX
J WOOD BULKS BY OTHERS.; MUST BE ANCHORED 4' MAX --- MAX 4' -MAX
b }--
4' MAX,
ROPERLT TO TRANSFER LOADS TO THE STRUCTURE 8 .x 13/4S F.H.W. THEPRECEDINGDRAVINGSAREINTENDEDTO3)
PER /4'
FROM
IUALfFYTHEF12LLOVINGINSTALLATIONS. WOOD
FRAME CONSTRUCTION WHERE DOOR / j JAMB INTO THRESHOLD MEN
IS ANCHORED TO A MINIMUM TWO BY WOOD V v PENING.
MASONRY
OR CONCRETE CONSTRUCTION VHERE R.H. OUTSVING LA OUTSWING OUR
SYSTEM IS ANCHORED TO A MINIMUM TWO BY TRUCTURAL
WOOD BUCK. MASONRY
OR CONCRETE CONSTRUCTION WHERE L N 30RSYSTEMISANCHOREDDIRECTLYTOCONCRETEvHCRE
VM1T[R D6ILIRA71@t vCRE VACER ItilILlRhIIOv ZMASONWOODRYVITHORWITHOUTANON -STRUCTURAL COUIREHCHI IS NEEDED = RCOUIRC)tCNT IS H01 HEEDED . JEBYANCHORING
BUCK
APPROVEDAS
GOSIRLYING 4111'ri)nc ALLANCHCIR(NG SCREWS TO DE DID WITH r Itry ` NIMUM
I I/2' EMBEDMENT INTO WOOD SUBSTRATE x - s9vTN tp,i:y a Du1LnN4c coca 13/
16' PFH TAPCDNS'WITH ! 1/2' MINIMUM EMBEDMENT n.:;- JUh{ TO
MASONRY. i NIIS SHALL BE INSTALLED ONLY At LDPAfIDNS PRDiECIED BY A'CA?IUPT OR UNIT
MUST BE INSTALLED WITH 'MIAMI-OADC COUNTY UVCRH" SLtH IHAI III[ ANGLE BCIVEEN T}IL EDGE Or- CANOPT OR OVCRIWIG PROVED' SHUTTERS TO SILL IS LESS THAN 45 MCREEI 4'•+LESS UNII IS INSTALLED IN PROOU Tc rmOL Dms;zlm U THREESTAPLESPERSIDEJAMBINTOHEADERONSIDELITESHdt•HABITABLE AREAS VHERE THE UNIT AND ITS: AREA ARE OESIGNEVtO sUILI)w 00E COIdPLIAN`E c7Fi IDDOOR. THREE STAPLES PER JAMB INTO BASE ON SIDELITES. ACCEPT VAIER INFILIRATIOK AGCEFTA1t ENO Ot-OJ iY. Zr LAtEXSEALANTTO -BE APPLIED AT SIDE By SIDE MBS
AND SIDELITES. euc cawn on,nurme DOOR/
STDELITE MEALIER, DOC1P S([IELITE JAMBS, AND SIDELITI: BASE ImlsuUlSurt ttu z „o , u1 ZNERSARECOPEDANDBUTT' JOINED. ntam.ONmOn, III flM1 isr,rL[S ;"r' DOORS SHALL
BE PRE-PAINIED_ VITH A VATEP,-BASED EPDXY RUST ` ' BITIVE PRIMER
PAINT VITH A DP.Y FILM THICKNESS OF 0-0 TO 1.2 MIL. FRAMES SMALLBEPRE-PAINTCD VITH AN ACRYLIC LATEX VAIER-BASED/ ¢ TER -REDUCIBLE
VMITE PRIMER VITH A ORT FILM THICKNESS OF 18 TO 12 MIL. I D 1 Y SYS i 31=1020-EW- n i3 `a. NP SHEET 1 0F.
y
GLAZING DETAIL O U T S W I N G OTHER CONFIGURATIONS
SHERVIN VILLIAHS U50A
69 3!4• EXTERIOR GRADE LATEX CAULK
MAX I 69 7i4•....... »
1X2• MAX
HnJf 1
EXTERIOR?-' ill
s
XSL IIX X
INTERHIR
PPRO'TO Ar, COIAPLYiHG I•ATH THE C. MOE COId111 MvWlr%lw S1 / 2 " sane cerr pl ici r oo F
u -- r I noun rn¢ 1m c Mr MID „ f ,,
O,,
Ir106G1ry
11{[g Sil mR {q1 N4 '
00 Xft 1 10 WE'fRMF3 l LASSBIT( 9 VAT nooartRwmmunannrmu
1,,,:. BY
1/
U' TEHPEREO GLASS eUILDR MD RY Y S 31-•1020—EW-0 - ACCEFUUCEHO. 01 ' G 3 1 v. L / nllirs - SHEET. 2 W 6 Npl llli[
I C I
3/4"
80 11/16'
MAX
EXTERIOR
79 5/16'
MAX
I
SECTION B-B
OJ
O
WUpD HEAD JAMB
COMPRESSION
EW-12 11/4' X 4 9/16' FITL. TO BE PiNE OR EQUIVALENT
1 1/." O
W[ATHER$TRIP
WOOD STRIKE JAMB
W- 4 L UKR FN BRAND LUXSEAL 2650 (BRONZE)
44 ALUMINUM -BUMPER THRESHOLD
EW-10
EW-13
1 1/4' X A 9/16' MIL TO BE PINE OR EQUIVALENT
5Q TOP CHANNEL PREMDOR BRAND OR EQUIVALENT - I I/4` x 4 9l1G'
i
EW-05 PREMppR BRAND - l {V16' - 20 GA STEEL
1
ST K N
Y HAN F AFT R
26 go. L617 +.B)T -.a) ' MAX t NuimLSclte Rlstl RFI ITNRI p aT O
BASF
FOAM DENSITY 2.0 TO 2.5 lbs_/Ft) 9O
OTTOM
CHANNEL EW-04 PREMOOR BRAND - I Il(Ib - 20 GQ $fE[L j0
W00
LOCK. BLOCK STRIKE
STILE EW
TO
BE PINE OR EQUIVALENT p
1
O
II
HINGE STILE EV-
07 EW-
06 15/
16' X 1 II/16' MfL TO BE PINE pR EOUIVALENi 15/
16' X 12LOCKPREPFiLLER.PLATE EYI-pg 1 11116' MTL. TO BE PINE OR EQUIVALCNT PREMDOR
13 ' 4'X4' HINGE BRAND - .
050' TT,FICK- MfL. TO BE POLYETHYLENE 14
WOOD HINGE JAMB Ev-
15 HAGER BRAND HINGE OR EQUIVALENT - 097 THICK (STEEL) IS
pl0 x 3/4' F.RW,S. EI+-
1L 1 1/4' X 9 9/16' MTL. TO BE PINE. OR EQUIVALCNi INTERIOR
16
p10 X 2" F.H.W.S, 4) SCREWS PER HINGE INTO DOOR 6)
SCREWS THRDUC;H EACH SIDELIiC JAMB INTO SIBELIIC, aIEYSVlaIRIMR1 .l IF RB[tW;gl [R 7l16' PFH IAPCIDIS V/Mi1pKJt I W2' I@r
HAX IS' (1C THEREAFTER 4' DUWN FROM 10
C89r
RT SiDELiTE
WOOD STILE Ell-07 REFER TO ELEVATION VIEu, FOR a pF SCREUS USED AND LOCATIONS 19
08 X 2` F.FiW.$. 15/16' X 1 11/16' MTL. TO BE PiNE URs.EOUlVALENT LOCKSET
2).:SCREWS AT EACH STRIKE PLATE TIIB
X ) 3/4' F.H.W.S. KW KSET BRAND 200 L CK OR HARLOC BRAND.100 LUCK 15) SCREWSTHROUGHHINGEJAfiBINFOStOEUICJAHB, B' HAX IS' Q.C. THEREAFTER DOWN r" IDP 10) SCREWS
TWdUUGH STRIKE JAMB INTO SIDEUTE JAMB, t•rRpH 1TA' KSCREVS iE.T}U2TIUGFTFTERCACH
HINGC` INIp pppR nip J 4 , WOOD
SIDELIT[
JAMB 22' X
64' $INGLE PANEL GLASS EW-iB
EW-19
I 1/4''X 4 9/16' MTL. TO- BE PINE OR EQUIVALENT IEHPE EGLASINPOlYPROPYLENSIDELITETRIM (
WOOD> W000 CASING
CW-20
FR A
PA - DC-1649 - roDl_z 5/16
x 112' MTL TO BE PINE OR EQUIVALENT W00D STDEL{
TE HEAD JAMB EW-2l
1!H' 1' nr4
U E PIrrC R E[Al1VALCNAR[ MpL61fIGS SE FUR 'S16EBYSIDEJAMBS' AS. HULEIUNS WOOD S]
DELITE BASE EW-22
1 1/4' X 4 9/16' MTL TO BE PINE D R EQ UIVALENT 0 POLYPROPYLENE
LITE
FRAME DC-164J, 06 EW-
23
OUL-2
1 1/4' X:4 9/16' MTL. TO BE PiNE OR EQUIVALENT HP Polypropylene
by UDL 0 X
1112'
PAN HEAD SCREWS 18 PER FRAME Tp EXCEED UC N PIN NAIL
iHCR AfI 2 D W
SILIC NE 4995 3/4' LONG NAIL, v IN TRUM Lila, HAa B• UC iHCRIYICR, USCG RT IaALiOTS ANp TRIII 1411: ptiLES$
EUILB, TRp[ IEG XIRD51Ui1$ DBLESS
NQiED, SIB COM1..1DL'S ANG B BADE CETUN-TT MODIFICATIONS. 17 A
LIP` pUED .
PAGE
5 C rllp0r 0R
pPT1ONS)
la'1/sa J APPRL
lE. ,(
SCCMPtYINUY.7711TT¢ SOUTH F
BR IT PARC RL 1SrrAu
BMIC= F
BAIL BY
D c
E a E
1q Y pniC _ -
PREMDV
ENTRY
SYS EMS mT L;
PRO(7 ,
TTftOIOMSION UUD.ORJ000DECOtIPLIANCEOFFICE
911 L.
J[TFCRS1k1 PIIiSM, PS.
667Q A 31-1020-
EW-0 SHEET F
6 FCCEPTANCENO;OI-Dar REVISIIW LETTER
B
F
1/4- SHIM MAX
3/4"
79 3/16'
yTIRIUIRI-1 MAX
BO 11/16' 1MAX
64'
MAX DLO
1 3 / 4
2 BY WOOD BUCK —'-
4 9/16'
SECT -ION C-C
23 -EXTERIOR
PLEASE SEE "GLAZING DETAIL'
DRAWING 431-1020—EW-0
SHEET 2 OF 6
1 1/4'
DOW SILICONE 4995
LIMB- UtESS No 170,TPX - ..DEC
17 UIRUSiMS: UNLESS ibico, IM Sli'mil. IOU&
NARNIFIFIR.1S "S
ra COMPLYING NTH THE
PREMOUR ENTRY M
so
911 E. jur[w
141T ""
Cr K& 66762
31-1020-EW-0
SHEET 4 OF 6.
REVISION LEI IN
MAX-
r'. Ma
1 I - I. LJ I
68 ]!a' MAX
a. MAX -
a• M4X
7- nax ]'
MAx +
MAX
Na• 155. A%
X
nax
14* grI
L-+' MAX Is• I!' MAX -
ux nC
15• "AtO.0
an III16' MAX O 13' MA%
IS' MAX
L_I
7 HAX HAX'
3' MAX
3' MAXX nax
na%
MAx
IUO' MAX
MAX-
NAX
MAX
Mwx
MAX
MAX
I'MAx
MAX f j
MA 3' MAX 1+' 3" MAX
J—\
MAX MAk MAX
I I 1 MAX
75• MAX 15' I 1 LMAt-Jo.c
IS' MAX
X
13' MAXaC
13• MAXaC O 6tt 1 i16'
O MAx
15• MAXaC
13' MAXa.r
t 7— I I ,. naX
L 15' I5 11 ILrnx J L MAX I III I LIiS11S LFiICSS M
6 AXf:::: Max IIRUSR9i4I@dE!
MAX 11A;CO!d%lYI17G vdTH THE t
MAX
3* 1•,.
3' MAX
MAX °•
MAX
MAX-E.MAX
MAX
MAX .
t:OVT11Flry
NT ii1jPREI
t'fiODU T • ;ITFOL O1v151oW ' ' IDQI
l E. JEF((Bul
IA
1uMAX
I5' MAX
t a
13' MAXhe
13' 11L "
IS' MAX
C.C.
6' MAX
A%
16-
1
RCYISIpNS _ R1IC BT
t
31-1020-Ew-0
SHEET S OF 6
R[YISRPI 1C11(R
U I rlLI-'\- uuK f 0 N L L 'S TYKES' 6
36"
I MAX
j '9 /16" QQ
oo ®d
a 0
hilitJ
Do
OQ
q ®
Iod®® ® H QBLANKTOPlogU.IJ6-PANEL 4-PANEL 9-PANEL 10-PANEL 18-PANEL u IJ4-PANEL
FLUSH 9-PANCL CRUSSBUCK 12-PANEL 4-PANEL
a
Q
5-PANCLS-PANEL
LOTHERTHERSIDEITTESTY1 EYEBROW 41ISCROII EYEBROL 5-PANEL pLL11JitLu/SCROLL EYEBROW
30"
1 I —MAX
79
SL-10 SL-29 SL-30 O
SL-bU SL-50 SL-500 SL-59A SL-690 SL-69C SL-25 SL-55 SL-3UD SL-40
p
yy J
Sl-9tIA. SL-908 SL-90q SL-30B SL-30C S1-70
O ®
d.D
SL-BO
a a® Q® QQ
P-1 PD-2 PD-3 PD-4 pp_5 PD-6 pp-7 PD-0 PO-9 PD-10 0-11 PO-12 PD-IJ' PU-14 PO -IS PO-16 PO-
17clttR v
P11-J., PD-19 PD-20PD,21 PO-22 PD-23 PD-24 o PO-25 PD-26 PD-27 PD-28 PO-29 PD-30 PD 31 PO-32 is PDJ7PO-34 UBIii
UUSS NUItD, ryX 3 m UNlum
am will, Sid ul lua AI9i' LLJJ
u lnldddllnnll ll 4
11
u ca llk
R(YISUDLS 1 i PiJiNQ:PREHOOR OOR OPTIONS aQonnOOO _ PR
MD R EN Y SYST M PO-35 PD-36 PD-37 , PO-38 s[
k. PD-
39 PD-40 PU-41 PO-42 911E ETIC(tS PD
TH 43Pp-43A PO-43B PII1S T 66762 SHEET
6 Of _6 R[
YIJIfPt l[If[R
sync WINDL OAD SPECIFICA TION 0108
Salton APPROVED, SIZES:
MODEL: WAYNEMARK 8000 & 8100 9'-O" MAX YQ H x 14'-0* MAX HEIGHT
STYLE: RAISED PANEL MAXIMUM SECTION WIDTH 21"
TEST PRESSURE: POS./NEG. 44 PSF
DESIGN PRESSURE: POS./NEG. 29,3 PSF
NOTES:
1. GLASS DISCLAIMER ."NO
CONCLUSIONS OF ANY KIND
REGARDING THE ADEQUACY OR
INADEQUACY OF THE GLASS IN
THE TEST SPECIMEN MAY BE
DRAWN FROM THE TEST." (1993
i ASTM E330).
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
c 5. TRACK, AND DOOR STEEL TO
HAVE A MINIMUM YIELD OF 33,000
PSI.
6. OPTIONAL - .080" (MIN)
ALUMINUM LOUVERS WITH HIGH
IMPACT STYRENE FRAME MAY BE
LOCATED IN THE END PANELS OF
THE BOTTOM SECTION.
7. LOCK OR OPERATOR IS
REQUIRED.
8..THE DESIGN OF THE
SUPPORTING STRUCTURAL
ELEMENTS SHALL BE THE
RESPONSIBILITY OF THE
PROFESSIONAL OF RECORD .;FOR
THE BUILDING OR S,TR.Q0.--URE AND
IN ACCORD ANCE.,.#lTHlrP9RR NT
BUILDING CODE-•FOTJlT'•;COADS
z LISTED OcrN :YF IS DFAtivIG 1;:;:r
a.
a
Approved: =
WS. Wilson. P.l
345 A06S6N OR PENSACOIti FI:4i514
FLORI0A'mnF1PJJ1dN(NO': 00484&4
CEORGL1., , itT)FlCAJtON NO.' 018519 i 1.
NORT}i%.GU2p1JNp ,CEP.TlFlCA1 ON N0. O JSSfi
OPTION CODE. 07VREV- P 13
GA HORIZ ANGLE f
054"
HORIZ TRACK 2)
1/4-20x9/16" TRACK
BOLT & (2) 1/
4-20 HEX NUT DRILL .
281 OR 9/32".0 HOLE
IN TRACK FOR J8-
US BRACKET ATTACHMENT
1)
JB-US BRACKET LOCATED? AT
EACH ROLLER LOCATION EXCEPT
TOP BRACKET ROLLER P/
N 125139). 5/
1sx1-5/8' LAG
SCREW AT
EACH JB-
US BRACKET
054"
VERT"TRACK 1/
4-20x9/16" TRACK - BOLT &
1/4-20 HEX NUT
AT EACH J8—U5 BRACKET
a
L
AL
WM
9' x 14'. MAX 44 PSF I 1 OF 4 i
F 7-
6
TRACK, END HINCE, TOP BRA CKE T RECUIREIVEN TS
1/4-20x9/16' TRACK
BOLT & 1/4-20 HEX____r_ X
NUT THROUGH ANY
TWO ALIGNING HOLES
TOP BRACKET
P/N 108077)
5) 1/4-20x5/8"
TEK SCREWS
P/N 141668)
14 GA WIDE BODY 101 1
HINGE
Go
4) 1/4-20x5/8"
SELF —THREADING
SCREWS (P/N 100320)
2) 1/4-20x5/8"
7\ 'TEK, SCREWS
LENO HINGES
3" 20 GA
J—BAR
WIDE BODY HINGE
P/N SEE BILL
OF MAT'L)
yA
ra
LH HIMCE RH END HINGE
NYLOP.-ROLLER
P/N 270791
8 0 I`Tt1 BRACKET
H-2,-70;54
LH — 2 ZO,15 5)
r
31'71/4-29Y7/8"
4EK $CREWS
t(r,/N 160507
Approved:
W.S. Wilson. P.F
I 1A1114101
3395 ADDISON OR.. PENSACOLk FL 32514
FLORIDA CERTIFICATION NO. 0048Q9
1/2GEORGIACERTIFICATIONNO. =519 (20 GA CENTER
NOR11i CAROLINA CERTIFICATION NO. 023836
Date: 16 GA END STILES
S
I
TILES)
OP T101V CODE. 0 108 REV_ P WAd 9' x 14 MAX 44 PSF 2 OF 4
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
I
10'-9" THRU 12'-3" HIGH DOORS
W/ (6) 20 GA 80 KSI .U—BARS
LOCATED AS SHOWN
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 GA 80 KSI U—BARS
LOCATED AS SHOWN
6' THRU 7' HIGH DOORS.
W/ (3) 20 CA 80 KSI U—BARS
LOCATED AS SHOWN
e
2) 1 /4-2Ox5/8"
TEK SCREWS ATTACH.
AT EACH STILE
Approved:
16S. WilsoEarfR SC 3395Ad1325,j` FLORIDA,CERT1FICAPON
NO. 004848 GEOFr.GfA
CERTIF•7C91M -N07aT8514 rORTH :rt+
ROUNA CERPFICAPON NO : 013836 Date:.. -,-'-5'•
r'Q`;'.'.`•..:: OP TlOnl
CODEm ' REV.' P WM9 x 14' MA 44 3L 4 p S n,
h.. .. 1 •. L/
fit% 3 ' Y
x Wind Load Test Report
Report l# 0108P
February 1, 2001
TEST REQUIREMENT:
The door must remain intact and safely operable after enduring static design pressures of both positive and negative 29.3 PSF. The door
i 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 speciftcatiTs outlined in the attached drawing. Two 518" thick blocksdertheendstiles, to simulate a counter balanced door. Deflections are measured atwereplacedunderthedoorattheedge, centered unthegeometriccenteroftheproduct. 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 deflectionwasrecordedafteroneminute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of
fest pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection wasrecordedat2.51. 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 11%.
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: 0 108P TEST
DATE: January25, 2001. Temp 64' F. PRODUCT DESCRIPTION:
1. WayneMark
Model 8000, 9x7, 4 section. 2. Exterior
skin has minimum of .0175. The minimum yield stress is 33 KSL 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 sae are approved by similarity. These doors have the same structural ability as the door m 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'Ati wdM`-:GA18(Q127). APPPRO VED.
bPTIONSt Based on ofhei`
test e;g ei Tval.e,yG:"Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. Name: :' 7. 3395.
AdaisotrDr.;
Pgrlsacoka
FC;}2,t44% , Florida eer4.N&,
00 3$,4$ ! . ti . Georgia Cert
No,
i S•(•9 -` . •' North Carolina Cyrr
Nd. 0 0P A AHN
G E COUNTY Mf
W,
ne
aon
MODEL:
STYLE:
DESIGN PRESSURE:
DESIGN PRESSURE:
W/NDL OAD SPECIF/CA T/ON 011 D
APPROVED SIZES:
WAYNEMARK 8000 & 8100
RAISED PANEL 16'-0" MAX WIDTH x 14'-0" MAX HEIGHT
POS. 27 PSF
MAXIMUM SECTION WIDTH 21"
NEG. 29 PSF
NOTES:
1. GLASS .DISCLAIMER "NO
CONCLUSIONS OF ANY KIND
REGARDING THE ADEQUACY OR
INADEQUACY OF THE GLASS IN THE
TEST SPECIMEN MAY BE DRAWN
FROM THE TEST." (1993, ASTM
E330).
2. GLAZING OPTIONS - TOP OR
INTERMEDIATE SECTION, .o90 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 •MIN MUM YIELD OF 57 KSI
7. OPTIONAL — .080" (MIN)
ALUMINUM LOUVERS WITH HIGH
IMPACT STYRENE FRAME MAY BE
LOCATED IN THE END PANELS OF
THE BOTTOM SECTION.
S. LOCK OR OPERATOR IS
REQUIRED.
9. THE DESIGN OF THE SUPPORTING
STRUCTURAL ELEMENTS, SHALL BE
THE RESPONSIBILITY OF THE
PROFESSIONAL OF RECORD FOR THE.
BUILDING OR STRUCTURE AND IN
ACCORDANCE WITH CURRENT
BUILDING CODES FOR``THE LOADS
LISTED ON THIS.•DRAW1NG-4/ _ :',.
1.3 GA HORIZ ANGLE
1
067" HORIZ TRACK
2) 1/4"-20x9/16"
TRACK BOLT & (2)
1/4"-20 HEX NUT
5/16"xi -5/8" LAC
SCREW AT EACH
JB-US BRACKET
DRILL .281 OR 9/32"0
HOLE IN TRACK FOR
JB-US BRACKET ao
ATTACHMENT
1 /4"-20x9/16'
TRACK BOLT & .
1/4"-20 HEX
NUT AT EACH
JB-US BRACKET
1) J8-US BRACKET
LOCATED AT THE MIDDLE OF
EACH SECTION EXCEPT TOP
SECTION.
067" VERT TRACK
1) JB-US BRACKET LOCATED
Approved: _ 1 ` : t % r AT EACH ROLLER LOCATION
PP EXCEPT TOP BRACKET ROLLER
w.wisor• r.:.'r' .'- F_• .:: (P/N 125139).
3M -AOQI a N+QtT:' PEN 1C0 1 FL *.i2514 = f `
rt Fk[IA CfFTI lAl'14 111 PrAo;QCe9' ,
G=RGW Lftil AdlIGN 't(0: 018519,
NCQiTF! OU ERt FfCAT)0 N0. 0938 ;
r_ yr •
t Date: `f., 28-01, - _...
N
a
REv P1 WM >6" x 14' MAX, f27 -29 PSF 1 O.F. 4
aPr oN coal-`:(c j
7
N
W_
I
1/4"-20x9/16" TRACK-,
BOLT & 1/4-20 HEX
NUT THROUGH ANY
TWO ALIGNING HOLES
TOP BRACKET
P/N 1.08077)
TEK SCREWS
P/N 141668)
ley
ARROW BODY HINGE
V
4) 1/4 —.20x5/8.
SELF —THREADING SCREWS
2" NYLON ROLLER
2) 1/4'-2Ox5/8" W1 4 1/2- STEM
TEK SCREWS ALL, P/N) 108135
END HINGES t0 WIDE BODY
1*7/15" PUSH NUT AT EACH HINGE
ROLLER (P/N 243341) BILL OF MATL)
1
3"
LOCATED - 25 MAX BETWEEN
20 CAPUSHNUTSANDBRACKETS
OR HINGES U—BAR
LH"-HINGE RH END HINGE
3) 1/4`*-20x7/8'
TEK SCREWS
P/N 1005017)
Approved:
W-S. Yi1son, P.E.
3395 ADDISON OR., PD?WOLA, FL 32514
20 CA CENTER
STILES
rLUM&AN cQn ii. &A"w" . su.
GEORMA CERTIFrUION NO. 018519 BOTTOM BRACKET 15 CA END STILES
NORTH DROUNA CERTIFCATION NO. 023836 (P/N RH-270354
Date: 4'-2 9— 0 & LH-270355)
OPTION CODE 0 110 1 REV- P1 w" 16" x 14' MAX -1-27 -29 PSF-1 2'0F4
1.
U-BAR L OCA .TIONS
12'-6" THRU 14', HIGH DOORS
W/ (16) 3" 20 GA 80 KSI U—BARS
21 LOCATED AS SHOWN
I
10`-9" THRU 12'-3" HIGH DOORS
W/ '(14) 3" 20 GA 80 KSI' U—BARS
LOCATED .AS SHOWN
F
9'-0" THRU 10'-6" HIGH DOORS
12) 3" 20 GA 80 KSI U-BARSW/
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 .. °
e
i
o
2) 1 /4"-20x5/8"
TEK SCREWS ATTACH
AT `EACH STILE
Approved:.,
W W1sojL;r.. t pry, k3395,ni DISON DR PffL A(fr1 FG`325151
gORGiA
RIDA.0 x (Nt1. Of8519: t
NOR1ki O!ROII CF ii E T"NfN r 023836 .
tE °
Date`s
r-
2.
r . v .rs
v ca4 tip ''';'g.'
OPTION : O 6 Fn 1 t '' REV. P 1Twu 16 x 14 ' MAX +2. 7 - 29 PSF : 3 OF 4
CENTER 5 TlC E IN, TZ -RIVEDIA TE HINGE L 0 CA T1 ONS
16'
f
12'
10,
Approved: ORANGE COUNTY BUILMNV" DIV.
W-S. Wilson, P F
3395 ADOISON OR., PENSACOl FL 32514
FLORIDA CERTIFICATION NO. OW489
GEORM CERTIFICATION NO. 018519
NORTH WMNA CERTIFICATION NO. OMM
Date: -?-ZR —0(
OPTION 000E- 0110 1 REV- PI I WM 16' x 14' MAX, -1-27-29 PSFJ 4 OF 4
s
a
Wind Load Test Report
Report # 0110P 1
February 22, 2001
TEST PEQUIREIVENT:
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 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; l L. 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 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: 0110 P
TEST DATE: February 22, 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 with41/2" 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 SIIvELARITY: 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 apprgyed to 3. times the height tested per standard practice accepted in Miami -Dade Co. Refer to Product Control Division,
Questiop•'and Ans very GA18(Q127). SO..:.:
APPROVEI'
OPTIQ Based
on o `er tcs b u kl "`k'`
Aluminum
Louvers and Stvrene Window Frame Assembly per test number 020501. i '
i , r ^ 1 • : ... ` p
k '; Name: l'., "a t apt.- .:te`: W.
S. Wilson, E: n-2 8-P1 "y
L
3
3395
Addison.f3r„'Pen3acoa FIB 75f4 Florida
Cert Nc1r,7tS t48 . 't6a 4i i! ts.Ca d M_ Georeia
Cert
No. 0'Y8$,,;;, `~`
I
6
wau;l
Bait®n
MODEL:
S TYLE:
DESIGN PRESSURE:
WINDL OAD SPECIFICA TION 0108
APPROVED SIZES:
WAYNEMARK. 8000 & 8100 9'-0" MAX WDTH x. 14'-0" MAX HEIGH
RAISED PANEL MAXIMUM SECTION WIDTH 21"
POS./NEG. 29.3 PSF SCC _p1
NOTES
1. GLASS DISCLAIMER "NO
CONCLUSIONS OF ANY KIND
REGARDING THE ADEQUACY OR
INADEQUACY OF THE GLASS IN THE
TEST SPECIMEN MAY BE DRAWN FROM
THE TEST." (1993 .A.STM E330).
2. GLAZING OPTIONS — TOP OR
INTERMEDIATE SECTION, .090 538
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 ,iMINIMUM YIELD OF 57 KSI.
7. OPTIONAL — .080" (MIN) ALUMINUM
LOUVERS`. WITH HIGH IMPACT STYRENE
FRAME MAY BE LOCATED IN THE END
PANELS OF THE "BOTTOM SECTION.
8. LOCK OR OPERATOR IS REQUIRED.
9. THE DESIGN OF THE SUPPORTING
STRUCTURAL ELEMENTS "SHALL BE THE
RESPONSIBILITY OF THE PROFESSIONAL
OF RECORD FOR THE BUILDING OR
STRUCTURE AND IN ACCORDANCE WITH
CURRENT BUILDING.CODES FOR THE
LOADS LISTED ON THIS DRAWING.
Approved:
W.S. Wilson, P.E.
3395 AOOISON DR., PENSACO A, FL 32514-
FLORIOA CERTIFICATION NO. 0048489
GEORGIA CERTIFICATION NO. 018519
NORTH CAROl1NA CERTIFICATION No. 023836
Date: 4' — 19 z I
OPT/ON CODE.- 0108 1 REV' P 1
MASTER PLAN i
13 GA HORIZ ANGLE-\
054" HORIZ TRACK
2) 1/4.-20x9/16"-
TRACK BOLT & (2)
1/4-20 HEX NUT
DRILL .281 OR 9/32"o-
HOLE IN TRACK FOR
JB—US BRACKET
ATTACHMENT
1) JB—US BRACKET LOCATED —
AT EACH ROLLER LOCATION
EXCEPT TOP BRACKET ROLLER
P/N 125139).
5/16x1-5/8"'
LAG SCREW
AT EACH
JB—US
BRACKET
054" VERT TRACK
1/4-20x9/16" TRACK
BOLT & 1/4-20 HEX
NUT AT EACH JB—US
BRACKET
WM 9' x 14' MAX 44 PSF 1 OF 4
TRACK END HINGE, TOP BRACKET REQUIREMENTS
4
1/4-20x9/16" TRACK.
o sCC 7t I . BOLT & 1/4-20 HEX
NUT THROUGH ANY
TWO ALIGNING HOLES MA .
z, TOP BRACKET
108077) (P/N -
is
5) 1/4-20x5/0
6' TEK SCREWS
P/N 141668)
ii.
14 GA WIDE BODY
HINGE
A o
eo
4) 1/4-20x5/8"
r; SELF —THREADING
y SCREWS (P/N 100320)
y"
2) 1 /4-20x5/8"
TEK SCREWS .
4 ALL .END HINGES 4.
0
3- 20 GA 00. ..
1..-..
U-r$AR
WIDE BODY HINGE
P/N SEE BILL
s' OF MAT'L)
NYLON ROLLER /-U*( P/N '270791)
BOTTOM BRACKET \
P/N RH-270354 .
LH-270355)
TEK SCREWS
P/N 100507
Approved:
W.s. Wilson, P.E.
3395 ADDISON DR.. PENSACO" FL 32514
FLORIDA CMSCAMON NO. 0048489.
GEORGIA CERTIFICATION N0. 018519
NORTH CAROUNA CERWICATION NO. 023E136.
Date: — 4 -.28 —o% 16 GA ENO STILES
20 GA CENTER
STILES)
OPTION CODE 0108 1 REV- P1 WM 9' x 1.4' MAX 44 PSF 2 OF 4
m
Il t
U-BAR L OCA TIONs
12'-6" THRU 14' HIGH DOORSNOTE:
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
M P NF IqU 10'-6" HIGH DOORS
W/ (5) 20 GA 80 KSI U—BARS
LOCATED AS SHOWN
70
7'-6" THRU 8'-9 HIGH DOORS
W/ (4) 20 GA 80 KSI U—BARS
LOCATED AS SHOWNP-5)
6' THRU 7' HIGH DOORS
W/ (3) 20 GA 80 KS1 U—BARS
LOCATED AS SHOWN
Ip
2) 1 /4-20x5/8"
TEK SCREWS ATTACH
AT EACH STILE
Approved:
W.S. Wilson, P E
3395 AOOISON OR.. PENSACOU. FL 32514
FLORIDA CERTIMAMON NO. W48489
GEORGIA CERTIAWON No. 018519
NORTH C oum cc?nFICAflCN NO. 023838
Date: 9-.28 -01
0 0
Z.
0P77ON CODE- 0108 1 REV.• P 1 WM 9' x 14' MAX 44 PSF 3 OF 4
CENTER 5TLE & INTERMED/A TE H/NCE L 0CA T/DNS
Soo #
MASTER PLAN
IN
Approved:
W.S. Wilson, P.E
3395 ADDISON DR.. PENSACOLA. FL M514
FLORIDA CE MFV ION NO. 004M9
GEOWA CER11FICAMON NO. 018519
NORTH CAROL NA CERMCA710N NO. 0=6
Date: —61
I
OPTION CODE. 0108 REV. 01 WM 9' x 14' MAX 44 _PSF 4 OF 4
Wind Load Test Report
Report # 0108P1
February 1, 2001
r EST 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 counterbalanced 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 11 %.
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
F TEST DATE: January 25, 2001. Temp 64' F.
QDUCT DES ,CRIP'I`ION: . #
1. WayneMark Model 8000, 9x7, 4 section. S`.!
s 2. Exterior skin has minimum of .0175. The minimum yield stress. is 33 KSI.
3. Standard bottom astragal and retainer. ASTER PLAN
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.
j 7. Two 16ga end stiles and three 20 ga center stiles per section.
E 8..054 vertical and horizontal track.
F 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 Answers, GA18(Q127).
APPROVED OPTIONS
Based on other tests b ' e uivale t. Aluminum Louvers and Styrene Window Frame Assembly per test number 020501.
AMC
W.S. Wilson, P.E. 9-28-01
3395 Addison Dr —Pensacola, FL 32514
Florida Cert No. 0048489
Georgia Cert No. 018519
North Carolina Cert No. 023836
wagne
Balton
MODEL:
S TYLE:
DESIGN PRESSURE:
DESIGN PRESSURE:
WINDL OA0 SPE`CIf7CA TION 0110
APPROVED SIZES:
000 & 8100WAYNEMARK8RAISEDPANEL
16'-0" MAX WIDTH x 14'-0u. MAX HEIGHT' POS. 27
PSF SCC # MAXIMUM SECTION
WIDTH 21" D-ao(
o NEG. 29
PSF NOTES: 1.
GLASS
DISCLAIMER "NO CONCLUSIONS OF
ANY KIND REGARDING THE
ADEQUACY OR INADEQUACY OF.
THE GLASS IN THE TEST SPECIMEN
MAY BE DRAWN FROM THE
TEST." (1993 ASTM E330). 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 KS1 7. OPTIONAL — .
080" (MIN) ALUMINUM LOUVERS
WITH HIGH IMPACT STYRENE
FRAME MAY BE LOCATED IN
THE END PANELS OF. THE BOTTOM
SECTION. 067" HORIZ
T 2) 1 /
4"-20x9 TRACK SOLT &
1/4"-
20.HEX 5/16"
x1-5/8" L SCREW AT.
EA JB-US
BRACK DRILL .281
OR 9/3: HOLE IN
TRACK F JB-US
BRACK ATTACHME 1 /
4"-
20x9 /16" TRACK BOLT &
1/4"-
20 HEX NUT AT
EACH JB-US
BRACKET 1) J8-
US BRACKI LOCATED AT .
THE MIDDLE ( EACH SECTION
EXCEPT T( 8. LOCK
OR OPERATOR. IS SEC110 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. r 1)
JS—
US BRACKET LOCA1 Approved: — AT
EACH
ROLLER.LOCATI TOP BRACKET
ROLL W.S.
Wilson, P.E.EXCEPT P/
N
3395 AOOISONOR., PENSACOLA, FL 32514 12513 FLORIOA CERTIFICATION
NO. 0049489 GEORGIA CERTIFICATION
No. 018519 NORTH CAROUNA
CERTIFICATION NO. 023836 Date: OPTION
CODE.'
0110 1 REV.' P1 I WM 16? x 14' MAX, + 2 7. —29 PSF I. 1 OF 4
Ij,.
TRACK END HINGE TOP BRA CKET REQUIREMEN 1 "Sf
Scc# 02--0a
MASTER PLAN
t 1 /4"-204/16" TRACK
BOLT & 1/4-20 HEX
NUT THROUGH ANY °t t
TWO ALIGNING HOLES ( • ..
R'. TOP BRACKET
P/N 108077)
5) 1/4"-20x5/8"
I I I m
TEK SCREWS j
P/N 141668)
NARROW BODY HINGE i 0
s c
r •m• I
D I I •
I"
0
SELF—TH EADING SCREWS
2" NYLON ROLLER j
2) 1 /4"-20x5/.8" W/ 4 1 /2" STEM
TEK SCREWS ALL / (P/N) 10813.5 •
END HINGES ®Q i
0
WIDE BODY
0 —
7/16" PUSH NUT AT EACH HINGE (P/N SEE I T I
ROLLER (P/N 243341) BILL OF MAT•L)
LOCATED .25 MAX BETWEEN
3" 20 GAPUSHNUTSANDBRACKETS
OR HINGES U—BAR
i
LH END HINGE RH ENQ HINGE •m
3) 1/4"-20x7/8"
1 ;m•
TEK SCREWS
P/N 100507)
f
Approved: k--• 1 /2" 20 GA CENTER
W.S. Wilson, P E " STILES
3395 ADDISON OR., PENSACOIA. FL
j
32514
FLORIDA CERTIFICATION NO. 004W9 ®
GEORGIA CEfMCATION NO. 0185I4 BOTTOM BRACKET 16 GA END STILES
NORTH CAROUNA CWIFI ON NO. o23a3s. (P/N RH-270354
Date: 4•-29- o — & LH-270355)
z
OPTION CODE 0110 REV.' P1 WM 16' x 14' MAX, +27 -29 PSF 2 OF 4
U-BAR L OCA TIONS
1NOTE MAXIMUM
SECTION WIDTH IS 21" B
0
12'-
6* THRU 14' HIGH DOORS W1 (
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 scr #
MASTER
PLAN 9'-
0" THRU 10'-6" HIGH DOORS-\",, W/ (
12) 3" 20 GA 80 KSI U-BARS LOCATED
AS SHOWN D
D
D
7'-
6* THRU 8'-9" HIGH DOORS* D W/ (
10) 3- 20 GA 80 KSI IJ-BARS-""\ LOCATED
AS SHOWN 6'
THRU 7' HIGH- DOORS W/ (
8) '3- 20 GA 80 KSI U-BARS LOCATED
AS SHOWN D.
2)
1/4--2Ox5/8- TEK
SCREWS ATTACH AT
EACH STILE Approved:
W—
lu Wilson, P;E. 3395
ADDISON DR, PENSACOLA. Fl. 32514 FLORIDA
CERTIFICKnOWN0. 0048489 GEORGIA
CUMFICAMON NO. 018519 NOM
CAROLM CERTIFICAnON NO. 023US Date:
01 oPnoN -
29 -1 1 CODE- 0110 REV- F1 I w" 16' x 14' MAX PSF J OF 4 +27
f CENTER STILE & IN, MEDIA TE HINGE L OCA TIONS
Oi ASTER PLAN
Approved:
ws. Won. P E
3395 ADDISON OR.. PENSACOLA. FL 32514
FLORIDA CERTIFICATION NO. 0048489
GEORGIA CERTIFICATION NO. 018519
NORTH CAROLINA CERTIFICATION NO. 02M6
Orate: g-z8-0ff
OP77ON CODE: 0110 1 REV.- P1 I WY 16' x 14' -MAX, +27 —29 PSF I. 4 OF' 4
Wind Load Test Report
Report # 0110P1
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
must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF.
t
4
i'.
i.
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 513" 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 frill 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 ma.Idmum
deflection was recorded at 5.07. The pressure was then reinoved 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 NUNIBER: 0110 P
TEST DATE: February 22,2001. Temp 71° F.
vz-,6RODUCTDESCRIPTION: SCC#
1. WayneMark:Model 8000, 160, 4 section. MASTER P2. Exterior skin has minimum of .0175. The minimum yield stress is 33 KSI. PLAN.
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 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 SIIvtILARITY:
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 test hunb ' uival Ainum Louvers and Styrene Window Frame Assembly per test number 020501.
Name:
W.S. Wilson, P.E.
3395 Addison Dr., Pensacola, FL 32514
Florida Cert No. 0048489
Georgia Cert No. 018519
r Page 1 Of 3
Maronda Systems 4005 Maronda Way Sanford FL 32771 (407) 321-0064 Fax (407) 321-3913
Engineer of Record: Tomas Ponce, P.E. 1005 Vannessa Dr. Oviedo, FL 32765 FL PE # 50068,
Design Criteria: TPI Design: Matrix Analysis TEE-LOK software
PLAN JOB # LOT ADDRESS DIV/SUB MODEL
6CLO6601 66-1 108 WHEATFIELD
C1RUE ORO-CEL BBRB4 RIGHT
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: '49
Truss Layout 7-19-02 Floor Layout 11-13-01 Roof Loads -
VT 4-11-01 F1 4-8-02 TC Live: 16.0 psf
TC Dead: 7.0 psf
BC Live:, 0.0 psf
BC Dead: 10.0 psf
HIP 10-20-00 F11 2-25-02
A 7-19-02 F2 1-3-02
Al 7-19-02 F21 2-4-02
A2 7-19-02 F23 9-25-03 Total 33.0 psf
A3 7-19-02 F3 3-14-02 DurFac- Lbr: 1.25
DurFac- Plt: 1.25
O.C. Spacing: 24.0"
A4 7-19-02 F31 1-3-02
A5 7-19-02 F33 2-25-02
A6 7-19-02 F4 1-3-02
Floor Loads- B 7-19-02 F5 1-3-02
131 7-19-02 F6 3-14-02 TC Live: 40.0 psf
TC Dead: 10.0 psf
BC Live:, 0.0 psf
BC Dead: 5.0 psf
B2 7-19-02 F7 3-14-02
B3 7-19-02 F8 3-14-02
B4 7-19-02 F9 3-14-02
H 7-19-02 F91 3-13-02 Total 55.0 psf
H1 7-19-02 DurFac- Lbr: 1.00
DurFac- Plt: 1.00
O.C. S acin : 24.0"
1 7-19-02
J 7-19-02
11 7-19-02
4 ,
Cg r
J2 7-19-02
J3 7-19-02
J3A 7-19-02
J4 7-19-02
J6 7-19-02
J6A 7-19-02
J7 7-19-02 INV # DESC QNTV
PEAR 0 9 2004
DATE:
J8 7-19-02 18331 THD26 1
1J8A 7-19-02 18330 THD28
19 7-19-02 18360 SKH26R
JA 7-19-02 18361 SKH26L
J13 7-19-02 18363. JUS26 3
P 5-21-03 18370 THJ26 5
P Showing field assembly.
FLOOR SEAT
P LAT E S 52
L--
I
0
v
40-0
RRy T 1 T
J
J
O J
JiI
A5-2PLY /
THJ26 HANGER A4 THJ26HANGER A3
A2
Al /
A
Al
Ll A2
A3
50
A4 Vr50 THJ26
HANGER Vr51
HD2s
HANGER A6
VT51 J
JE
T52
B4 S5VT53
0 20-
0 64
J
4apVT155 coVT54 co
m r B3
o
r,
p B2
P—
VOLUME
CEILIN B2 O
I S rJOB
NUMBER: BBR64 I B
1 THJ26
HANGER THJ26 HANGER G
o
J4I
CUSTOMER:
J4
IJ7
J7 JOBNAME: BAYBURY B & H 4 JS
DRAWNBY: tc) DATE: 6-2-03 I J9
PITCH:
5/12 O.H.: 12" e
BEARING:
3.5" LOADING: 33psf mi
0
CV
0
4
40-0 `
11-11-12 2-0 1-9-12 1-9-12
1-1Q-4 8-0 2-0-4, 2-0 , 2-2-4 , 2-0, 2-2-4, 10-0 1-10r4
I T x x x x x x x x x x
x1117 I I -TH -I T H I TH-11-1-T
LoLL LLBLL u') LL LC> LL
T
ce) LL CY) LL LL LL ItLL. MLL
T
LL
T
LL
TT
LL
T
tl LL.
T
LL.-
T
LL
TT
LL LL
8-11-14
7-10-8
rn
u-
LPL i° LPL LL°
F9
LLco u- L^L
F23
F23
F23
IF
Ix: -IX -IX
F21Ff
I -IX X
F21r
8-0 1-11-12 2-1-121-10-4 2-0-4 2-0 2-0
F21
S'orAda z mq Tmm
JOB NUMBER : BBRF
F21
F21
CUSTOMER:
F21JOBNAME: BAYBURY A,B,C,G,H & J FLOOR
F21
DRAWN BY: ti DATE: 11-13-01
BEARING : 8" & 3.5" LOADING: 55psf
MAR 0 9 2004
12-4 5-8 _?-0 20-0
HIS-91 Summary Sheet
COMMENTARY and RECOMMENDATIONS for
HANDLING, INSTALLING & BRACING METAL
PLATE CONNECTED WOOD TRUSSES °
It is the resnonsibilitvoftheinstaller (builder buildina contractor, licensed contractor erector
or erection contractor) to properly receive unload store handle, install and brace
rnefal plate connected wood trusses to protect life and property The installer must
exercise the same high degree of safety awareness as with any other structural material.
TPI does not intend these recommendations to be interpreted as superior to the
project 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 r TRUSS
PLATE
INSTITUTE 583 D'
Onofrio Dr., Suite 200 Madison, Wisconsin
53719 608) $33-
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 fordamages arising from
the use, application or reliance on the recommendations and information contained
herein by building designers, installers, 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. CA'UTI®
N All ternporatybraidn s;houlelbenoless' ji 4Eran
2at4
grade i arlced„futtrtbeL" A8Q cortn clfions. should ktaele
nriitl rnminmum s 2 'I€;,I n uls III° tra ssess5urnec;''on'
enter®¢ lOss:l lltrtaEtt-pt' C tru ses
should`b6connectedih" an $ccor a aai c witty desil
drawings @ar mor t¢7 1nS a Carton TRUSS STORAGE. CAU 1 3N
russesghouitle otbe
uetloacBed on,ougFa fierratn or
un erren sat aces vuhach:`could
cause damage foal truss.' C 4UT'
ION trusses stored
hor zontali shoui I b = C/L1TlON Trusses Stored vet-tically should be supported an bloektng to prerentexcessivelaferalbracedfo,prevent'toppftng or €i pptr g k" bending,and'lessen moisture jam _
FARMING Do not brea{c
bandiraf7{unfiil in faliafiiota' , r DANGER Do nn, ot stove bundles upright unlessbegins 'Care should'betexerc sed
in banding re t, f'properly;braced'Donotbreakibands,untlbrantlles
w_-:..,moral^toyav:oid s{
iaif tn. of;,mcii rduai;trtlsses". ; - «..,:; _,..„:,„ :.:are placed tn.,aatablerh"t rizor taL "ositton wtt;Eti W;4RNING: Do
lnot1l ff+ buntlled btrusses Eby„the ! ;;sf v1r,.;;r „y ,v„ }m,k, r sx: r A t
r 7r•."' , p„s'
Hn:.., y;lR-::F,+ n, i , ud .e. Jr r,, ,l,,,a r ' r, r ,i., i2?ar i #7,is.:extretnel ,dan er,011sr and 'Sl1011ld be ,stricfly.' Frame 1
Tag
Line
y 60a r
or less
ApP xromatefy\ TagfApproximately
z truss length '/z truss length \ Line
Truss spans less than 30'. Lifting devices should be connected to
the truss top chord with a closed -loop Strongback/
Spreader Bar
attachment utilizing materials such as SpreaderBar
slings, chains, cables, nylon strapping,
Toe in etc. of sufficient strength to'carry the
Toe In -- weight of the truss. Each truss should be .
o set in proper position per the building \
i / /
F
d itlt
MO hr 1 k r ZI, 111! ytValvt44 lr' i.,.r,,i i,aa JK 1.1'%Y rtil lul t i/',`%>lli, n'a tt Lc kt lFtvii"i S( -'1
fY
1i;MECHAN.ICAL''
ii,IP`l TALI TION'r
designers framing plan and hel w Aporoximateiy I
Approximately the lifting device until the ends of the: >/, to /4 truss length
vz to 2/1 truss length truss are securely fastened and tempo-
rary bracing is installed. Greater than 60'
Less than or equal to 60'
Tag
Line Tag f
Spreader Bar
Toe In
Approximately
1/2 to /., truss length
Less than or equal, to 60'
vi :c: eica dti
Line Strongback/
SpreaderBar
Toe In At or above
mid --height
Tag Tag
Line Line
t C LRa E ACE :EL iLDIN 91"E.
brace
G-", 1 t'T,..
1 O' f 10'
i/3to Y,truss length
Greater than 60'
1 op Chords
Typical vertical
attachment Plan - r
3 -
Y ::
i Eluckincr J
r
1
I
j IjLI %1
11;./
qg. I Ground Brace
d 'GBV Fy ! Ver-licals (GBV)
I: zG Abu dWu.iy•-.eyJae„ _.1'y ill.:•
anti: ai'..:a•\"':.'u•v; :: % '
y„nh+.,r:,:hrG•:rj•t`iruss of bra,
roup of trusae
EB)
I11
Y v Ytrot •\
3-n
ital tic member with
HT)
Frame-2
12
4 or greater
rtog,,et
chords that are laterally bracod can buckle
her and cause collapse it therein nodingo-
bracing. Diagonelbracingahould benaiiedhe. underside of the top chord when purlins
attached to the topside of the top chord.
i
I DF - Douglas Fir -Larch SP - Southern Pine
HF - Hem -Fir SPF - Sprtace-Pine-Fir
TOP CHORD
fCHiOADialllG DIAGONAL BRACE :
LATERAL-13 SPACING (DT3S)
d FI I I ti j rl Ir MINIMUM
PITCH SPACIP G(L®g)i. trussesl
Uo to 32' 4/12 8' 20 t 5
Over 32' - 48' 4/12 6' 10 7
Over 48' - 60' 4/12 5 6 4
Over 60' See a registered professlonal engineer
DP- uougias nr-"i-1r
HF- Hem -Fir SPF - Srruce-Pine-FirP
Continuous Top Chord
All lateral braces Lateral Brace —`
tapped at least 2 Required
trusses.
10' or Greater /=
Attachment
r Required — L
sJ
M-4 MEllROW
12
4 or greater
Botio n
at eaci
soacin
I Ih'14.1411171
iid+tia!a''i'
l i'r'
B¢TT'Oi+IV:'CHORD_:'!
HORD pIAGORI"X BRACE
RACE SPAC NG'(DBSj'
BSA C tTUssejru: a
26 15
10 7
6 4
nsional engineer
SP - Southern Pine
SPF- Spruce -Pine -Fir
All lateral braces
lapped at least 2
trusses.
8
Cross bracing repeated'
at each end of the -
building and at 20'
interva'le.
WtB 1VIEMBFR P!'I PEE ,
Frame 4
II 4 f la IrlildiI 'i I ..ii II
I I - ,
t'M th h I Itlt .. 1
IIII TOP CHORD
u
a; i'Ill l4.!... IIIi t i J It i IWWTOPGt-+ORD Ii BRACEIIItl4'I 16Srhlti, li
1 h Il IIIMINIMUIV, 1'Y'C i
a L4TERAL BRACE:
DIAGONAL
SPACINGillll
SPAPd Itll' "k i" II 111DEPTHt
I
SPACING(LB) I' ra m I I
w #trussas)::.. .
5P/DF I S:PF/IaF
Up to 32' 30" 8' 16 10
Over 32- 48'1 42" 6' 6 4
Over 48' - 60' 48" 5' 4 2
Over 60' 1 See a registered professional engineer
DF - Douglas Fir -Larch SO - Southern Pine
HF,- Hem -Fir SPF- Spruce -Pine -Fir
N_ The end
diagonal brace
for cantilevered
trusses must be
placed on vertical
webs in line with
the support.
2x4/2x6 PARALLEL Continuous
CHORD TRUSS 4'll Top Chord
Lateral Brac
Required
Top chords thatare laterally braced can buckle
together and cause collapse ifthere isnodiago• 10, nalbracing.
Diagonal bracing should be nailed to
the underside of the top chord when puriins are
attached to the topside of the top chord End
diagonals are' esseiiial fcl`i' stability
and must be duplicgffe both
ends of the truss system. Attui
mer red
Required2D (
De r
pTrusses) s Spe@
30" or greater
4n2 P.
4FiALLCL
CFi Ftd TRUSS ..FOP. CH RD Continuous —, Top Chord Top
chords th
stare laterally braced can bucide Lateral Brace tog e t
h Br and ca use coIIapa+_ if there is no dlag o• - Required T nai bracing. Diagonal
bracingshouldbenailedtotheundersideof
the top chord when purlins 1 O" or Greater `•• are attached to the
topeide of the top chord. i' Attachment Required — k /
Trusses musthave
lum-
t{
rrP yrtxkir 9ae
d L( rr t e / i t r y 1 'rfti;'h ber oriented in the hori- j'Ny si>rt
ryE y F, r 'J (n! Tear zontal direction to use
wyf.i grit; 1
a n (i la PdE at"•_ yt'p 7 Jru§ 1 \ r=ewpPiS s p? r app E-; „r , ` Jrle`. +
n4w i,. 11. / .,_ +r = '",;'ai, I 4L L4,ry,wa;t3,...i. this brace spacing. J;rek _ '-ittAset'r1_
rr£- h6: i.tn5 :r,^,_31t'',ndl Cl .'.J ..dlx +,r.%i.l:l• -trl'.t.,' mlry^t', ,.:.- --r.-1 +,-"P'
41 iat"!`'L End diagonals are essential 5.
63- i5: is S stability
and must
be
duplicafe.r3 S,r , • t u , -..'• both ends of the truss
system. r r•t r— Frame 5
bIACO'NAUIURACE
SPAN AC r
SR/DF,01 SPF,/.HF,:i
ll to 24' 3/12 31 17 12
Over 24'- 42' 3112 7' 6
Over 42'- 54' 3/12 6' 1 6 4V_8_1.54'
Over !§ r See a recTister;Tprotessional engineer
DF - Douglas Fir -Larch SP - Southern Pine
FiF - Hem -Fir SPF - Spruce-Pifie-Fir
5
Diagonal brace
also required on.,
end verticals. ,
Top r.hordr, that Bic internfly f)i'anad can i)Pcide
t,geth(ir a nd cau."collapne ifthere iono diago-
I braving.
to the underside of the top chord when purfinn
rr attached to the topside of the tOl) chord.
PLUMB
Truss
Depth
D(in)
3 or
greater
All lateral braces
lapped at least 2
trusses.
Continuous Topn Chord
Lateral Brace
Requirrid
F- -: "
I
10' or Greater
Attachmen
Required
d could btulthVARNING'.: Fai Lit I Tz o w
amag ftISSeS or buildingse-re -o.,.-1 qjur, y or d 't u ings. qv na
Lesser of
D/50 or 2"
fib STALLATI ON:':: TOLE RANt9 BOW
777F777777777
1 /4"
48" 1
2'
72" 1-1/2 61
84" 1 -3/4" 7'
961 2" 13'
I call F `.. 91 i
T
L(in)
Length
L(in)
Lesser of
0200 or 2"
L(in)
Lesser of
L/200 or 2"
200" 1 " 16.7'
Maximum Plumb 1 250" 1 1-1/4" 120.8
Misplacement Line 150" 3/4" 12.5, 300" 1 1-1/2" 125.0- OUT -
OF -PLUMB INSTALLATION TOLERANCES, OUT -OF -PLANE 114STALLATION TOLEFIANCES. Id'
Frame
6 50"
1/4" 4.2' 100"
1/2" 8.3'
MAR®NDA Emus 4005 Ma, on da Way San foal, FL 32771
Date: larch 5, 2003
To: Building Department
Front: Maronda Systems
Torras Ponce
Professional Engineer
State of Florida #0050068
Subject: Valley Trusses
407) 321•U064 Fw (407) 321.3913
All valley 4russes labeled VT-1 thru 100 are covered under the general valley sheet providedinthetrusspackagesuedandsealedbytheengineerofrecord. The connections are noted
on the structural info sheet of the plans. All criteria: of the valley trusses are noted on thegeneralsheet.
3f you have any questions please feel free to call at 407-321-0064.
S erely
Torn s Ponce, P.E. "I,14ll IIIP0t1
Date:
C)
318
STATE_ri - I C LTA •
4F`
MARONDA SYSTEMS WO: VALLEY SET TI: VT QTY:1
DESIGN INFORMATION
This design is for an Individual building
component and has been based on information
pmidod by the client The drsigncr any
responsibility for damages as a result of faulty
or incorrect Information, speelfImtlons and/
or designs famished to the truss designer. by
the client and the earredoess m amuary of
this inl'mnatan as It may relate to a sp- c10c
Pled and acoepts no responsibility or exorcises
no control with regard to fabrtes- tt—'
bandltog aWpmcot and U-bWallon of trusses:
This truss bas been designed as an Individual
building component in accordance with ANSII'
M 1-1995 and NDS-97 to be Incorporated - as
part of the bullding design by a Building- Deslgaer (
registered architect or professional glneer).
Wbm reviewed for approval by -the building
designer, the design loadings shown most
be checked in be sure that the data shown arc
in agreement with the loop] building codes. Local
climatic records for wind or prow loads - project
specifications or special applied loads. Unless
shovm. truss has rat been designed for storage
or occupancy loads. The design assumes compression
chords (top or bottom) are mo(lnu- ously
braced by sheathing rndess otherwise specified.
Where bottom chords totension are not
fully braced lecraUy by a property applied rigid
cdnug. they aboodd be braced at a madmtmr
spacing of IO'-0" o-e Connector plates
shall be manufactured from 20 gauge hot dipped
galvanized sted meeting ASIM A 653. Grade
40. unless otherwise abarvn- FABRICATION
NOTES Prior
to fabrication. the fabricator sbal] review this
drawing to verify that this drawing Is In conformance
with the fabricaWs plans and to rcallre
a mntintdug responsibility for such —d- OWtion.
Joy dtsuepancim are to be put in writing
before cutting or fabrication. Plates
shall out be Installed over knotholes. knots
or distorted grain. Member shall be cut for
tight fitting wood [o wood bcaring. Con- nedor
plates abaU be located on both fares of the
to with nails hilly t bedded and shall be sym-
about the joint unless otherwise shown- A 5x4
plate is 5' wide x 4' long. A 6x8 plate 1s 6' wide
x 8' long- Slots (holes) ram parallel to the
plate length specified. Double cuts no web m®
b-rs shag meet at ilia centmid of.the webs unless
otherwise shown Conned'" plate styes ere
miolmurn sires based on the forces shown and
may nerd to be mdcased far ,ertain hand- Ung
and/or crxdlon strr_ases- This truss Is not to
be fabricated with fire retardant treated limber
tudess otherwise shown For additonal infarmatiun
on Quality Control"refer to ANS
IM 1-1995 PRECAUTIONARY
NOTES AU
bracing and erection recommendations are to
be followed to accordance with -dandling Installing
R Brach e. HIB-91, Trusses are to be
hmd(ed with partlortar care during banding and
bundling, delivery and Installation to avoid damage.
7e oporuy and permanent bracing for
holding trusses to a straight and plumb pm- Itkm
and for resisting lateral forces shall be designed
and Installed by others. Careful hand- ling
Is essential and ex-tlon bracing is always requited..
Normal pre,autanary action for trusses
requires such temporary bracing during Installation
between trusses to avoid toppling and
d—d—Ing. The supervision of erection of trusses
ahan be under the control of persons experienced
m 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 ether than the wglght
of the erectors shall be applied to trusses
until after all fastening and bracing is
completed. MONO
11AI I rV VALLEY
TRUE COMMON
VALLEY VI
7
I
I UPPORTING
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
FEEL DIAGONAL
WEBS REQUIRED
WITH SPANS \ GREATER
THEN 28-0.0 3x6 2x4
IF
LESS THEN 3-0-0 THEN MOVE DIAGONAL
WEB TOO\NEXT PANEL. 2x4 #
2x4 OR
616 OR 4x6
3x6 t
4x6 3x6 4x6. OR
2x4
0-
0-4 2x4
II
II UII ` Vl'/ 3x6
20 2x4 2x4 20 v4x10 3x6
OR 3x6 t
4x6 on 214
WHEN
DIGAONAL WEB PRESENT USE 06 PLATE If)
WHEN NO DIAGONAL WEB PRESENT USE 2X4 PLATE VALLEY
MEMBERS AT t
46 24 - O.C. (TYP) OR
20
2x4
3z8
VARIES
2x4
12
UP
TO T 2x4
3x6 20 20 3x6 4i
t62x4 MAX.
6.0.0 D.C. (TYP) MAX. 6-0-0 D.C. (TYP) AX
SS SPACING MELOWU- 46' D.C. - / SPANS
UP TO 60-0-0 1,_I TOP
CHORDS: 2X4 _ SP #2 BOT
CHORDS: 2X4 SP #2 WEBS: -
2X4 SP #3 VALLEY
MEMBERS TO BE SET PERPENDICULAR
TO TRUSSES BELOW. IT
IS NOT REQUIRED TO SHEATH TRUSSES BELOW
VALLEY SET. VALLEY MEMBERS PROVIDE
ALL NECESSARY TOP CHORD BRACING. TIC
MUST BE CONTINUOUSLY BRACED BY ROOF 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 10d 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 T120 GA TESTED PER ANSUTPI 1-1995 Cont. Support 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 stm ac bracing which
is part of the building design and which most be considered by the building design-- Bracing 407)
321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length, provisions roust be TOMAS
PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional
bracing of the overallatruct—may be regWred- IS— 111E-91 'f TPI). LICENSE #
0050068 fhuss Plate Institute. TPL is located at 583 D'C)ncida Drive, Madison. Wisconsin 53719). 1890
0REP.NBROORCr.0VIEDO,FL32788 Studs
a 6-0-0 ox. Eng.
Job: WO: VALLEY SET Dwg:
Truss ID: VT Dsgnr:
TLY Chk: Date: 4-11-01 TIC
Live 16.0 psf DurFac - Lbr: 1.25 TIC
Dead 7.0 psf DurFac - Pit: 1.25 - BC
Live 0.0 psf O.C. Spacing: 24.0" BC
Dead 2.0 psf Design Criteria: TPI Code
Desc: TOTAL
25.0 list V-Ofi_99 nn- A3f17- A,
1 1 HIP BLOCKING M.ARONDA SYSTEMS WO: HIMETAIL TI• HIP QT
DESIGN INTORMATION
This design is for an iodi,ridiuil building-
cumpultntwndlmslkeabased r tnfnrmndnn ```lStl`IfO f
pnrvidcd by she elienL TIN; deat na disclaims ii1t 11
any resrymsihifisy for dvnagcs as a rcnJl of• ~,`! (lOlurdb•ur incwre"ia`"mu"'m'spwfm"foes 1'" / - -
2x BLOCKING ADDED TO TOP CHORDant/or rlcslgns furnisfied to roc truss dcsigna \ - - Y %/ i
fyd.adienl •aJ she evrresrsesswxeur \ O ••••... a•••• / .
iof l. p.ij 1'.it
oat it elm
rtspu
IQ sp c7 :•,c.+c•. 'r OF .STEP HIP TRUSSES TO SHORTENchicPnjetsanductgasnurespnnsibilllyrr .
5catksrs no arund wish road us hMica- : _
lion, Lasalling, shipment and btsullasiun of „ '
beasts. Tills truss has been
outtoIgnedasan ;. - —SPAN FOR OSB NOT TO EXCEED 24" O.C. ANSIfbuti6d.ot I1-1995s ud "D
t
91
tat 8C4ocurpl-[ with : N4., 0050068 W
ANSIlfP11-1995arWNDS-9lmhchcsup.ratd'„ P :
BLOCKING TO QC NAILED TO TRUSSES w/ u Pqn of the building Jc'sign by a Building STATE OF - - -
eugignn,rc••Isscred arddttax ar pmfesaunul f : :
STAGGERED
eminar): `
hrnrditde gfnraiflugs bytlre _ "per -•. - oP;= ; -.12d NAILS 12" - ON CEN. STAGbuildingdesiner, die deli n Io.Jiu f shown
muss be rh.ckd lu be .- dial the data slice-i ,i • O , `; . i '
are In grecntesu with she focal huildi.rp..d". // _ 4* ..........
totaltotal climatic rtcovda r .dad rr mow loads. / S \`
prtgcd gk.i0eali.ms ur sp 1.1 applied loads. /ll f S10NAL •• `` U.less S1.OMpINtt far INp bd[q dcsi ncJ for - I L.r.gc ar oetvit ancy Imds. Tltc d..ipn —in— p>>
I ptI I1111It1 armrtmunurdsdpopuri.onren) are cmuinu- \\', - rusir.luacul by
sheathing mJcss nth.-Aw . specind. where buusms
chords is melon not fully Mains
laerally I.y a Pruperly appikil O ricid edliag,
tswshouldheheatedasa .. m uchn..t spacing
of 10'•O" o.e Connector plales doll Ikmnwfagrard ti'
sun 20 galgc hat Ilippcd gatnniaed slat rnesring
ASTM A 653, Cradc 40. unless otherwise
slNlan. FABRICATION NOTES Prior Iw
fidniention, dot
nfrfcamr c6a11 review r Ihis drawing.lu yaify,
that this drawing is in c.snfuruance with the
fabnealw's plops mud to a amtlauing resPonsU.iliry
Im inch rcri- Ocallun, Any JiscrrPatcln are
rr De pea In N 111-a t.
rf c.vning rr iaMtarion_ Plnrer shall not Lc
i-to. 4—'I. ruaall be fora a dlnrrte.lgain. MrnJ.ers shall Ee cut PRE—ENG'D TRUSSI= fM dgbi Bttrr7 rsw.
J m wood bearing. 'Con- rkeur Piares shall he
I..or<.1 .m bu.h facts off 0.e wwis as
h mils fully lulbud and shall k - fynl. about 'I- joint mdcss
oultawi'e stsuwo. A 5a4Plate is S- wick a
i' Img_ A 6.g plaitis 6' w•ida s If' Iong. Slots (holes)
Mn koraitd rn 0. Phit Irngltr. sVellid, Doubly curs on
wen memfas'hall mitt at ife —truld of
the _bs an'=nio "'sl—ba `p"-(ant. d.-
based on, dlo fvl
ns
ri mitdm.w'. TOP WALL OF BUILDINGba.at may s.m1 m
kirkreaseJfinern.in hand- a . ha HIP GIRDER ling .adore u.a:titm Artaa mThiscrossisnot - to be fabrira" vaiW fire renrshw trealed
lunrher mdtss wlsclw••se chuwr: Fur oIjilional
infurmation on Quality Control ref". .. ANSInPi 1-
1995 PRECAUTIONARY NOTES All bracing
a.d uattw
r w
uo.ntml.ms are h. De fidlmrs.l in aratrJaoaa: will. -
Handling Ir>T.Iling Bnein:•, HIe-91_ Trusses
arc Iw he Iamllnl with (anicvlar rase During handing
and bundling, dckivcry wl installation to avoid
datmgc, TenrPrrary anal Pcrounar heating f Iwldirg
tau; In n llnight and
plumb I! riun amt
is
resiging larenl forces shall
M designed and Installed by ndica. Careful Itam1-.
lot Is ca .d.1 and —I..
hracing Is .Iways reyuird_ Nrrrnial pnausi:.ory aciion fir trusses
rcyuires mcb lanpunry hncing during IhsWUsi.
m.lklwaolrtossts to avoid 1rg,Pling
ill d.aninuiog. Tbc supenislon of erea0ntt
of frosts dull be utda [be control of
Octtonl c.Peri—..l in Jk inurll.sl.
m of Irusees. Pntfesd.aul adticc sball he soughs if
needed. Qmcewmbm of comarunilm loads greater don the
dcsigu loads 0211 not be
algti d to vusses at any Ilene. No Iaads after
Ilion doe w,ci:ln of the errcl.rs
skull he applial in Irmsts moil after all fastening and bracing
Is cumpletcd_ l jl / /.'/ ltI)t /e /•
1 t /
l//'."
tip/ // i/ I //• h. /.l- . I /•' / ///•' Maroada Systems WARNING: READ ALL NOTES ON
TIIIS SH1
L'T_ A cc,"Y OI? THIS DRA11fING TO
BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING; Rng. Jul'. ffivg: Dsgnr::
Ctlk:
VV0. 11IPDETAII,
Truss ID:
fill'
Date: 10-
20-00
4005 MARONDA WAY
rC Live 16.0
psf Durne - Lbr: 1.25 SANFORD, FL. 32771 Bncing shown on his
drawing is noterenlun hrucinc. wind bracing. Pursal hraclug ..r simti.r hncing TC befid 7.0 psf DurFae - Plt: 1.25 407) 3210064 Face (407) 321-3913 which
is a pan ui the building desi:Iin and which must he cuasideled by flit
huilJing designer. Bracing is shuns' is .r lul.ral mpluut ut lswssmcmbefsonlyInreduceIatcuinglen;ib_ PtuVisinnr must Ile IIC Live 0.0 PSI`Q,L`• 24.0n TOMAS PONCE P.E. load. Ill endow I.knl
hncing it ells and aktlli,d I.rmiuns desumi.md by If- huildistg dcsiuncr. Addii1cord hrat:mg ni dre uvmn crall siurc noay
he rcguired. (SW 1118-91 or TPI). BC PSI` Dead 10.0 Design Criteria: TPI LICENSE #0050068 I BBOGREENBROOKCGOVIEDO,FL92766 T.vss Pfau.
Innitute, TPI•
Is Intend at 583 D'Onafrid Drive_ Madison. wiscmrsin 53719). Code DeSC: i TOTAL 33.0 psf V:. 1_01 0-301.
06-31 a••- ••• • ,va earn: l.,:IttC-tut DutlllN/POET—! NCsr 01.
01.00 r 1
JB: BAYBURY B 4 AC: 10# UPLIFT D.L. WO: BBRB4 WE: TI: A 61TY:2
DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the Joint Locations=______________
1) This design is for an individual building BOT CHORDS: 2x4 SP #2 - composite result of multiple loads. 0- 0- 0 . 6.) 28- 5- 7 11) 23- 0- 0
component and has been based on information WEBS: 2x4 SP 412 All COMPRESSION Chords are assumed to be 2) 6- 1- 3 7) 33-10-13 12) 17- 0- 0
provided by the client. The designer disclaims 2x4 SP #3 1,2:,8,9 continuously braced unless noted otherwise. 3) 11- 6- 9 8) 40- 0- 0 13) 8- 9-14
any responsibility for damages as a result of WndLod per ASCE 7-98, C&C, V. 125mph, 4) 17-_ 0- 0 9) 40- 0- 0 14) 0- 0- 0
faulty or incorrect information, specifications
and/or designs furnished to the truss designer PROVIDE UPLIFT CONNECTION PER SCHEDULE: H= 22.0 ft, I= 0.00, Exp.Cat. B, Kzt- 0.0 .. 5) 23- 0- 0 10) 31- 2- 2
by the client and the correctness or accuracy Support 1 897# Bld Type= L= 0.0 ft W. 40.0 ft Truss MAX. REACTIONS PER BEARING LOCATION-----
ofthis information as It may relate to a spe-. Support 2 921# in END zone, TCDL= 0.0 psf, BCDL= 0.0 psf X-Loc Vert Horiz Uplift Y-Loc Type
clfic project and accepts no responsibility or MAX LIVE LOAD DEFLECTION: - Impact Resistant Covering and/or Glazing Req 0- 1-12 1366 57 -897 BOT PIN
exercises no control with regard to fabrica- L/999 39-10- 4 1366 0 -921 BOT H-ROLL
tion, handling, shipment and installation of
trusses. This truss has been designed as an L=-0.17" D=-0.17" T=-0.34" TC...FORCE... CSI BC...FORCE...CSI
individual building component in accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -2852 0.47 14-13 2589 0.67
ANSI/TPI 1- 1995 and NDS-97 to be incorporated T= 0.13" 2- 3 -2654 0.49 13-12 _ 2212 0.60
aspartofthebuildingdesignbya Building MAX HORIZONTAL LIVE LOAD DEFLECTION:. 3-. 4 -2008 0.44 12-11 1807 0.49 -
Designer (registered architect or professional T= 0.07" - 4- 5 -1809 0:40 11-10 2212 0.61
engineer). When reviewed for approval by the 5- 6 -2003 0.46 10- 9 2589 0.67
building designer. thedesign loadings shown RMB = 115 - 6- 7 -2654 0.50mustbecheckedtobesurethatthedatashown
are in agreement with the local building codes, 7- 8 -2853 0.49
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. When 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
plat= 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 discrepancies are to be put in
writing before cutting or fabrication.
Plates shall not be Installed over knotholes,
knots or distorted grain. Members shallbe cut for
tight fitting wood to wood bearing. Con- nector
plates shall be located on both faces of the
truss with naft 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- 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 &
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 insta8ed 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 muses to avoid toppling and
domfnoing. The supervision of erection of trusses
shall be under the control of persons experienced
in the installation of muses. 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 festering and bracing is
completed. 7-
9-4 0-
4-1 7
17-
0-0 6-0-0 17-0-0 1
2 3 6 7 8 0
5X8
4X6 5.
00 JAO
JAri OAO VAV JAY JAV n
n 40-
0-0 14
13 12 11 10 9 1366#
3.50" 1366# 3.50" 100
40-0-0 _I , n „
RO-
11-9) I Ip 1
0 0-
0
11-
9) EXCEPT
AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1595 Maronda
Systems 400.
5 MARONDA WAY SANFORD,
FL. 32771 407)
321-0064 Fax (407) 321-3913 TOMAS
PONCE P.E. LICENSE #
0050068 1890
GREENBROOit CI'.OVIEDO.fL37766 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). buss
Plate Institute, TPI, is located at 583 D'Onofrlo Drive, Madison. Wisconsin 53719). Eng.
Job: WU: OLSKi54 Dwg:
Truss ID: A Dsgnr:
TLY Chk: Date: 7-19-02 TC
Live 16.0 psf DurFac - 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 TOTAL
33.0 psf V-0_n2_n2- 17716- 7 Design:
Malrix Analysis JOB PATH: CATEE-L0KU0BSU25MPHWflKH4 He : w.W.W
JB: BAYBURY B 4 AC: 10# UPLIFT D.L. WO: BBRB4 WE: TI: Al QTY:2'
DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 1X4 continuous lateral bracing attached with = __= __ __ ==Joint Locations========-----==
This design is for an individual building BOT CHORDS: 2x4 SP #2 .. ® 2- lOd nails each member where shown.Bracing =1) 0- 0- 0 , 6) 25- 0- 0 11) 32- 2- 2
component and has been based on information WEBS: 2x4 SP -#2 MUST be positioned to provide equal unbraced 2) 5- 5- 3 - 7) 29 9- 7 12) 25- 0- 0
provided by the client- The d,esignerdisclaims 2x4 SP #3 1,2,9,10 segments OR 2x4 "T" brace may be nailed flat 3) 10- 2- 9 8) 34- 6-13 13) 15- 0- 0
myresponsibility for damages asaresult of MULTIPLE LOADS -- This design is the to edge of web with 12d nails spaced 8" o.c. 4) 15- 0- 0 9) 40-.0- 0 14) 7- 9-14 faulty or
incorrect information. specifications composite result of multi le loads. Brace must extend at least 90% of web length 5) 20- 0- 0 10) .40- 0- 0 15) 0- 0- 0 and/or
designs furnished to the truss designer p by the
client and the correctness or accuracy All COMPRESSION Chords are assumed to be 2x6 Brace required on any web exceeding 141. ----MAX. REACTIONS PER BEARING LOCATION----- ofthis 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= 22.0 ft, I- 0.00, Exp..Cat. B, Kzt= 0.0 0- 1-12 1366 57 -912 HOT PIN exercises no
control with regard tofabrica- PROVIDE UPLIFT CONNECTION PER SCHEDULE: Bld Type= L= 0.0 ft W- 40.0 ft Truss 39-10- 4 1366 0 =937 BOT H-ROLL tion, handling,
shipment and installation of Su rt 1 912# in END zone, TCDL= 0.0 psf, BCDL= 0.0 psf trusses. This
truss has been designed as an - ppo Individual budding
component In accordance with Support 2 937# Impact Resistant Covering and/or Glazing Req ANSI/TFI
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... CSI Designer (registered
architect or professional L--0.17" D==0.18" T=-0.36" 1- 2 .-2874 0.47 15-14 2611 0.62 . engineer). When
reviewed for approval by the MAX HORIZONTAL TOTAL LOAD DEFLECTION: 2- 3 -2707 0.46 14-13 2308 0.67 - - building designer,
the design loadings shown must be
checked to be sure that the data shown T= 0.14" 3 4 -2171 0.42 13-12 2064 0.63 am in
agreement with the local budding codes. MAX HORIZONTAL LIVE LOAD DEFLECTION: 4- 5 -1971 0.37 12-11 2308 0.67 local climatic
records for wind or snow loads. T= 0.07a 5- 6 -1971 0.37 11-10 2611 0.62 projectspecificatlons or
special applied loads. 6- 7 -2171 0..43 Unless shown,
tress has not been designed for RMB 1.15 7- 8 - 2707 0.47 storage or
occupancy loads. The design assumes compression chords (
top or bottom) are continu-. S- 9 -2874 0.49 ously braced
by sheathing unless otherwise specified. Where
bottom chords in tension are not fully
braced laterally by a property applied - rigid ceiling,
they should be bracedata maximum spacing of
10'-0" o.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 15-0-0 10-0-0 15-0-0 _ this drawing to
verify that this drawing ism 1 5 conformance with the
fabricator's plans and to 2 3 7 8 9 realize a continuing
responsibility for such verl- - ration. Any discrepancies
are to be put in 0 - 5.00 writing before cutting
or fabrication. Plates shall not
be Installed over knotholes. _ 4X6 3X4 4X6 knots or distorted
grain. Members shall be cut for tight fitting
wood to wood bearing. Con - hector plates shall
be located on both faces of 3X4 3X4 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 9' wide x 8"
long. Slats (holes) run parallel to 6X8 6X8 6-7-1 the plate length
specified. Double cuts on web 6-114 members shall meet
at the centroid of the webs unless otherwise shown.
Connector plate sizes 0-4-1 Vl\ are minimum sizesbasedontheforcesshownandmayneed
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 3X6 3X4 6X8 - 6X8 3X4 3X6 Infor nattan 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', H113-
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 dominoing. The
supervision of erection of tresses shall be
under the control of persons experienced in the
Installation of trusses. professional advice shall
be sought if needed. Concentration of construction
loads-g-ester than the design
loads shall not beapplied to trusses at any
time. No loads other than the weight of the
erectors shall be applied to trusses until alter
all fastening and bracing Is completed. A
n 40-
0-0
15 14 13
12 11 1366# 3.50
1366# 3.50"
1-0-0
J 40-0-0 J . 1-00-_
01 EXCEPT ASSHOWN
PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1595 i aronda; Systems
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 building design and
which must be considered by the building dm%ner. Bracing Eng. Job: Dwg:
Dsgnr: TLY
Chk:
wv: DDKa4 Truss
ID: Al
Date: 7-19-
02 TC Live 16.
0 psf TC Dead 7.
0 psf DurFae - Lbr: 1.
25 D.urFae - Plt:
1.25 O.C. Spacing:
24.0" 4005 MARONDA WAY
SANFORD, FL. 32771
407) 321-0064
Fax (407) 321-3913 which U a
part of the shown is for
lateral support of truss members only to reduce buckling length. Provisions must be building designer. BC
Live 0.
0 . f PS Design Criteria: TPI
g TOMAS PONCEP.
E. made to anchor
lateral bracing at ends and specified locations determined by the Additional bracing of
the overall structure may be required. isee HIB-9I of TPI). BC Dead 10.
0 PSI Code Desc: FLA LICENSE #0050068 Truss
Plate Institute, TPI, Is located at 583 D'Onofr i Drive, Madison, Wisconsin 53719). TOTAL 33.0
psf V:07.02.02- 17717- 8f 1890 GREENBROOK Cr.
DVIEDD.FL32766 Hr.V- n6
o2_02 Design: erafra Analysis
r---------.
71 JB: BAYBURY B 4 AC: 10# UPLIFT D.L. WO BBRB4 WE: T1: A2 61N:2
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. WEBS: 2x4 SP #3.
provided by the client. The designer disclaims 2x4 SP #2. 2 ,4 , 6, 8
f1 any responsibility for damages- 2' result of,
R
faulty or.incorrect information. specifications
and/or designs furnished to'the truss designer PROVIDE UPLIFT CONNECTION PER SCHEDULE:
by the client and the correctness or accuracy Support 1 929#
i of this information as It may relate to a spe- Support 2' 955#
p cific project andac`cepts no responsibility or - MAX' LIVE. LOAD DEFLECTION:
exercises no control with regard to fabrics- L/999
tion. handling, shipment and installation of- L=-0.19" D=-0.20" T=-0.39" trusses. This truss has been designed asap
Individual building component in accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION:
i, ' NANSI/TPI 1-1995 andDS-97 to be incorporated T= 0..14" - -
s as part of the building design by a Building MAX .HORIZONTAL LIVE LOAD DEFLECTION:
Designer (registered architect or pro( sional T=_ 0: 07"
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,
pro)eci speciftcations, or special applied loads.
Unless shown, tmss'has not been designedfor storage
or occupancy loads. The design assumes compression
chords Itop or bottom) are contlnu- ously
braced by sheathing unless otherwise specified.
Where bottom chords In tension are not
fully braced laterally by a properly applied ceiling.
theys rigidcehouldbe braced at a maximum
spacing of 10'-U' 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 Pnor
to fabrication, the fabricator shall review 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='
22.0 ft, I= 0.00, Exp.Cat. B, Kzt=-0.0 Bld
Type= L 0.0 ft W= 40.0 ft Truss in
END zone; TCDL= 0.0,psf, BCDL= 0.0 psf Impact.
Resistant Covering and/or Glazing Req iTC...
FORCE ... CSI ..BC...FORCE... CSI 1-,
2, -2854 0.59 14-13 2584 0.59 2-
3 -2355 0.55 13-12 2580 0.61 3
4 -2430 0.54' 12-11 2116 0.53 4
5 -2430 0.54. 11-10 2116 0.53 5-
6 -2355 0.56 10- 9 2580 0.61 6-
7 -2854 0.60 9- 8 2584 0.59 Joint.
Locations= ---- --= 1)
0- 0- 0_ 6) 33- 2- 2 11) 20 0- 0 2)
6- 9-14 7) 40-'0- 0 .. 12) 13 0- 0 3)
13- 6- 0" 8) 40- 0- 0 13) 6- 9-14 4)
20- 67 0 9) 33-'2- 2 14) -0-.0- 0 5)
27- 0'- 0 10).27- 0- 0 MAX.
REACTIONS PER BEARING LOCATION----- X-
Loc Vert Horiz Uplift Y-Loc Type 0
1-12 1366 60 -929'-'BOT PIN 39-
10- 4 1365 0 -955 BOT H-ROLL this
drawing to verify that this drawing is in 13-0-0 14-0-0 11 13-0-0 conformance
with thefabricator's plans and to realize a
continuing responsibility for such veri- 1- 2 4 6 7 cation. Any
discrepancies are to be put In writing before
cuttingor fabrication. Q plates shall not
be installed over knotholes. 5.00' knots or distorted
grain. Members shall he cut 5X8 I for tightfittingwoodtowoodbearing. Con- 5X8 2X4 _ nector plates rshall
be located on both faces of s the truss
with
nails fully imbedded and shall be sym about the
Joint unless otherwise shown. A T.. 5x4 plate Is5" wide x 4" long. A 6x8 plate is 6" 3X4 3X4 wide x 8".
long. Slots (holes) run parallel to the plate length
specified. "Double cuts on web 6-14 members shall meetatthecentroldofthewebsunlessotherwiseshown.-
Connector plate sins 04-1 are minimum sizes
based on the forces shown and may need
to be increased for certain hand- Wg and/or
erection stresses. This trusses not tc be fabricated
with fire retardant treated 2X4 3X6 -. dumber unless otherwiseshown. For additional 3X6 2X4 -. 6X8. 3X8.. 6X8 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 i be handled
with particular rare during banding Iand bundling, delivery
and Installation to.avold damage. Temporary andpermanentbracingforholdingtrusses
In a straight and plumb pos Ilion and for
resisting lateral forces shall be ' designed and installed
by others. Careful hand- ling is essential
and erection bracing is (ways required.. Norval precautionary
action for trusses requires such
temporary bracing during installation between trusses
to avoid toppling and dominoing. The
supervision of erection of, jtrusses shall be
underthe 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 E weight of the
erectors shall be applied to usses I truntil after
allfasteningand bracing Iis completed. T 5-9-
1 0-
4-
1 n n
40-0-0
14; 13
12 11 10
9 8. 1366# 3.50" 1366# 3.
50" 1-0-0 40-0-
0 13 I L 1-0-0 RO-11_9) I' I (
R0-11-9) EXCEPT., AS SHOWN "PLATES ARE
TL20 GA TESTEDPER, ANSI/TPI 1-1995 scale = 0.1595 Maronda systems 4005 MARONDA WAY SANFORD,.
FL. 32771
407) 321-0064
Fax (407) 321-
3913 TOMAS PONCE P.E. LICENSE #0050068
1890 CREENBROOK CT.Ol7EDO:
FLs2766 Design:
Matrix Analysis WARNING: READ ALL
NOTES ON THIS
SHEET. Eng. Job: WU: t$t$Kt$4 A COPY OF THIS DRAWING TO
BE GIVEN TO ERECTING Dwg: Truss ID: A2 Dsgnr: TLY.. Chk: Date: 7-19-
02 CONTRACTOR. TC Live 16.0 Psf
DurFac -
Lbr. 1.25 BRACING WARNING: similar bracing' TC, Dead-
7.0
Psf DurF,a C. - Pit: 1.25 Bracing shown on this drawing is
not erection bracing, wind bracing, portal bracing or which Is a part of the
building design and which must be considered by the building designer. Bracing BC Live: 0.0 .f O.C. Spacing: 24.0" + P shown is for lateral supportof
truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at
ends and specl0ed locations determined by the building designer. BC Dead 10.0 Psf Design Criteria: TPI Additional bracing of the overall structure
maybe required. (See HIB-91 of TPI). Code Dese: F LA lTruss Plate Institute, TPI, is locatedat583D'Onofrlo Drive, Madison, Wisconsin 53719). TOTAL 33.0 P sf V:
07.02.02- 17718- 81 JOB PATH: C:ITEE-L0KU0BS1175MPHIBBRB4 HCS:
06.02.02
JB: BAYBURY B 4 AC: 10# UPLIFT: D.L. WO: BBRB4 WE: TI: A3 61TY 2
DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS - This design is the ___ ----_ ===Joint Locations== ---=_ ===
This design is for artindividual building BOT CHORDSt 2x4 SP #2 _ co¢nposite-:result of multiple loads. 1) - 0-.0- 0. 7) 34- 2-'2 13) 17- 0 0
component and has been based on Information WEBS:., -2x4 - SP #3 All COMPRESSION Chords are assumed to be 2) 5- 9-14 8) 40- 0- 0 14) 11- 0- 0
provided by the client. The designer disclaims . 2X4 SP #2 4.,6,8 continuously braced unless'noted otherwise. 3).. 11 0-. 0 9)' 40- 0- 0 15) ' 5- 9-14
any responsibility for damages as a result of • WndLod per ASCE 7-98, C&C, V= 125mph, 4) 17--' 0- 0 10) 34- 2- 2 16) 0- 0- 0
faulty or Incorrect information. specifications PROVIDE UPLIFT CONNECTION PER SCHEDULE: H= 22.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 5) ,23- 0 0 11) 29- 0- 0
and/or designs furnished to the truss designer Bld e= Encl L- 36.0 fit W= 40.0 ft Truss 6) 29- 0- 0 12) 23- 0- 0 -
by the client and the correctness or accuracy Support 1 933# l'p . - -
of this information as it may relate to a ape- Support 2 9594 in END Zone, TCDL= 4.2. psf,; BCDL= 6.0 psf --MAX. REACTIONS PER BEARING LOCATION----
brie pmjcct and accepts no responsibility or MAX LIVE LOAD DEFLECTION:'- : . Impact Resistant Covering and/or Glazing Req X-LOC Vert Horiz. Uplift Y-Loc Type .(
exerclses no control with regard to fabrica- L/999 0- 1-12 1365 60 -933 - BOT PIN
i, lion, handling, shipment and installation of L=-0.22" D=-0.22" T=-0.44" ;. TC... FORCE ... CSI - ..BC ... FORCE ... CSI 39-10- 4 1365 0 -959 BOT H-ROLL
trusses This truss has been designed as an -
Individual building component in accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -2884 0.51 16-15 2617, 0.59
ANSI/TPI 1-1995 and NDS-97 to be incorporated, T= 0.15" 2 3 -2498 0`.48 15-14 2614 0.58
as part of the building design by a Building MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- • 4 -2771 0. 50 14-13 2257 0.52
Designer (registered architect or professional T= 0.07" - - - 4- 5 --2781 0.48, - .-13-12 2785 0.60 _
engine:: When reviewed for approval by the _ _ 5-. 6-278 1. 0.50 12-11 2257. 0.52
building designer, the design loadings shown,RMB.. = 1.15
must be checked to be sure that the data shown
6- 7 -2498 0.49 11-10 2614 0.59
are in agreement with the local building codes, 7 8 -2884 0.152 10- 9 2617 0.59 fi
local climatic records for wind or snow loads, - -
project specifications or special applted,loads:
Unless shown, trusshasnot been designed for _ - storage
or occupancy loads.. The design assumes - - compression
chords (top or bottom) are contmu- 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 clippedgalvanized
steel meeting ASFM 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 responsibWty for such veri- 11-0-0 18-0-0 11-0-0 Bcation. Any
discrepancies are to be put in - writing before
cutting or fabrication, 1 2 - 4 5 7 8 plates shall
not be installed over knotholes, - knots or
distorted grain. Members shall be cut 0 - - 0 for tightfitting
wood towood bearing. Con- nector plates
shallbe located on both faces of 5X8 3X4' 6X8 5X8 the truss
with nalts fully Imbedded and shall be T sym
abouttheJointunlessotherwiseshown. - A5x4 plate is5' wide x 4 long A 6x8 plat fs 6"- wide x8
long. Slots (holes) run parallel to . _ 3X4 3X4 the plate
length specified. Double'cuts onweb - members shall meet
at the centrold of the webs. 5-3.-4 - - _ 4-11-1
unless otherwise shown.
Connector plate sizes 04-1 _ 0-4-1
are minimumzes sibased
on thecertain si shown and
may
need to
be Increased for hand- ling and/or erection
stresses. This truss Is not to be fabricated with
fire retardant treated lumber unless otherwise shown.
For additional 3X6 2X4 3X4 6X8 6X8 3X4 2X4 3X6 Information on Quality Control
refer to' - - ANSI/TPI IA995 - - PRECAUTIONARY
NOTES n. n
All bracing and erection
recommendations are to be followed In
accordance with "Handling. 11 40-0-0 Installing & Bracing', HIB-91.
Trusses are to - be handled with particular
care during banding 16 1$ 14 13 12 11 lO 9 and bundling, delivery and
Installation to avoid 1366# 3.50° 1366N 3.$O° damage. Temporary and permanent
bracing 100 1-0-0 for
holding trusses in
a straight andplumbpos . - - 4.0-0-0 - (R0-11-9) ition and
for resisting lateralforcesshallbe (RO-11-9) - - designed and Installed by others.
careful hand- - - scale = 0.1595 ling Is essential and erection
bracing is always r. EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1.1995 required. Normal precautionary action for -
trusses requires such temporary bracing
during Eng. Job: : B RB installation between trusses to avoid
toppling I WAIN 6AlLCn: READ ALL NOTES ON THIS SHEET. - and dominoing. The supervision of
e;U n or - _ A COPY OF THIS DRAWING TO BE. GIVEN TO ERECTING Dwg: Truss ID: A3 muses shall be under the
control of persons CMaronda S stems Dsgnr:.. TLY Cblc: Date: 7-19-02'experienced In the Installation of
trusses. CONTRACTOR. - professional advice shall be soughtifneeded. _ • - - - 16:0 f DurFae - 'Lbr. 1.25 Concentration of construction loads ilmater -
BRACING WARNING: - TC Live ps than the
design loads shall
not be applied h - 4005 MARON.DA WAY
Bracing shown on this drawing is not erection bracing. wind bracing. portal bracing or slmilarbracing TC Dead 7.0 psf DurFae. Pit: 1.25 incases at any [fine. No
loads other than the - " weight of the erectors shall
be applied to . 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 Iss pp BC Live ,.0.
0 f h g trusses until alter all fastening
and bracing 407 321-0064 Fax 407-321-3913 shown is for lateral support of truss members only to reduce buckling length. he building be psf , i ) )
made to
anchor lateral
bracing
at ends and specified locations determined by the bu8ding designer. DASIgR Criteria: TPI completed. Additional bracing of the
overall structure may be required. (See HIB-91 of 7P8:, BC .Dead 10.0 psf
TOMASPONCE P.E. Code Desc:
FLA l LICENSE N0050068 fl7vss Plate
Institute: TPI, is located at 583 D'Onofrio Delve, Madison. Wisconsin 537196 1890 cREENBR008 Cr.OVIEDO.Ft.
3276s TOTAL 33.0 psf " V:
07.02.02- 17722- 85' i - Design: Matrix Analysis JOB
PATH: C:ITEE-L0KV0BS1125MPNIBBRB4 _ _ HCS: 06.02.02
JB: BAYBURY B 4 AC: 10# UPLIFT D.L. WO: BBRB4 WE: TI: A4
DESIGN. INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the Joint Locations= ===_ -___
This design is for an individual building. BOT CHORDS: 2x4 SP #2 composite result of multiple loads. 1). 0- 0- 0- 7) 31. 0- 0 13) 20- 0- 0.
component and has been based on Informapon WEBS: 2x4 SP #3- All `COMPRESSION Chords are assumed to be 2) 4- 9-14 , 8) 35- 2- 2 14) 14-6-. 0
provided by the client. The designer disclaims 2x4 SP #2 3,5,7,9.- '- continuously braced unlessnoted otherwise. 3) 9- 0= 0, 9) 40- 0- 0 15) 9- 0- 0 any
responsibility for damages as a result offaulty WndLodperASCPs7-98, C&C, V= 125mph,. - 4) 14- 6- 0 10) 40- 0- 0 16 ). 0- -0- 0 and/
odesign furhl hed,tiot; truss designations and/or designs (urnlShed to the truss designer PROVIDE UPLIFT 'CONNECTION PER SCHEDULE:- H= 22.0 .ft,' I= 1.00, . Exp.Cat. B, Kzt= 1.0 3) 20- 0-. 0 11) 31- 0- 0 bythe
client and the correctness oraccuracy . Support 1 937# Bld Type= Enel L= 36.0 ft W= 40.0 ft Truss 6) 25- 6- 0 12) 25- 6- 0 of this information
as it may relate to aspe- Support 2 962# in END zone, TCDL= 4.2.p5f, BCDL= 6.0 psf MAX. REACTIONS PER BEARINGLOCATION----- dfic protect and accepts
no responsibility or MAX LIVE LOAD DEFLECTION: - - Impact Resistant Covering and/or- Glazing Req - X-Loc Vert. Horiz Uplift,'Y-Lob `Type' exeron.cises no control
with
regard to fabrics-, L/999 0- 1-12 1365 57 937 BOT PIN dosses. histr ipment and
sshasbeendsignedono trusses.
This trusshasbeendesignedasan - L=-0.2811 D=.-0r29" T=-0.57a TC... FORCE ... CSI B6... FORCE...CSI 39-10- 4 1365 0 962 : BOT 'H-ROLL individual building component in
accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 - -2878 . 0.49 16-15 2620, '0.67 ANSI/TPI 1- 1995
and NDS-97 to be incorporated T= 0.1611. 2- 3' -2647 0.44 15-14 2401 0.59 as part of the
building design by a Building MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -3174' 0.51 .' 14-13 3203, , 0.67 Designer (registered architect or
professional -' T= 0.08" - - - 4- 5 -3462- 0.50 :13-12 3203 0.67 engineer)hen reviewed for
approval by the W 5- 6 -34620.
50 12-11 2401 0.59 building designer, the designloadingsshownmustbecheckedto
be sure that the data shown RMB = 1.15 .. 6- 7 -3174 0.51 11-10 2621 -0.67 are in agreement with
the local building codes, 7 - 8 -2647 0.44 local climatic records for
wind or snow loads,. 8- 9 -2879 0.51 protect specifications or special
applied loads. Unless shown; truss has
not been designed for storage or occupancy loads.
Thedesignassumes 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 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 verity 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 9.0-0 22-0-0 11 9-0-0 writing before cutting or fabrication. 1 2 4 5 6
8 9 Plates shall not be Installed
over knotholes; knots or distorted grain_ ' Members
shall be cut for tight fitting wood to
wood hearing. Con- - F - nector plates shall be locatedonboth (aces of 5.00 S,QQ the truss with nails fully
imbedded and shall be sym. about the joint unless
otherwise shown. A 5X8 3X4 6X8 3X4 5X8' plate lo 5" wide x
4" long. A pail plate is G 5x4wide x8" long. Slots (holes) rime on T If cuts the plate
length
specified. Doublecutsonwebthe2X42X4 members shallmeet at the
centroid of the webs unless otherwise shown. Connector plate
sizes 4_54 04-1 - 04-1 4-1-1 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 3X6 3X4 6X8 3X8 6X8
3X4 3X6 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 InstaWng & 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 B 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 inthe 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. erector shall
be applied to trusses until after all fastening
and bracing . is completed. _ f1 H 40-
0-0
16 15
14 13 12
11 1 1366# 3.50" 1366# 3.
50" 100 40-0-0 100
RO-
11-9) I
1
RO-11-9) EXCEPT AS SHOWN PLATES ARE
TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1595 WARNING: READ ALL NOTES ON
THIS SHEET. COPY OF THIS DRAWING TO
BE GIVEN TO ERECTING Eng. Job; Dwg: BBRB4' Truss
ID: A4
dl'
001i
SystemsA Jg CONTRACTOR.
Dsgnr: TLY Chk:. Date: 7-19-02 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, porn 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 is for lateral truss buckling
BC Live O.O f PS O.C. Spacing: 24.011 407) 321-0064 Fax (407) 321-3913 shown support of members only to reduce length. Provisions must be, made to anchor lateral bracing
at ends and specified locations determined by. the building designer. BC Dead " 10.0 f ps Design Criteria: TPI TOMASPONCE P.E. Additional
bracing of the overall structure may be required. ISee HIB-91 ofTan. Code Dese: FLA 0050668 f7?uss Plate Institute,
TPI, Is located at 583 D'Onofno Drive, Madison, Wisconsin 53719). LICENSE 1890 GREENBROOK Cr.OVIEDO.FL92766
I -I TOTAL 33.0 psi V:07.02.02- 1 7723- 86 Design: Matra Analysis JUH FAlff:
L:1lCCLUAVVHJUOMrHIBff1W4 H0.1 U0.02.01 .
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 fabrics- -
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
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 mntlnu-
omly 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
plate 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-
tfon. Any discrepancies are to be put In
writing before cutting or fabrication.
Plates shall not be Installed over knothole,
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 naps 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 centroid of the webs
unless otherwise shown. Connector plate sizes
are minimum sills based on the force shown
and may need to be Increased for certain hand-
ling and/or erection stresses. This truss is note
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
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, 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 advice shall be sought if needed.
Concentrationof 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:
BAYBURY B 4 AC: 10# UPLIFT D.L. TAP
CHORDS: 2x4 SP #2 d
2x6 SP #2 2,3 L
CHORDS: 2x6 SP #2 2x4
SP #3 2x4
SP #2 3,5,7,9 2-
PLY TRUSSI fasten w/3"X 0.120" nails in staggered
pattern per nailing schedule: TC-
2 per ft. BC- 2 per ft. WEBS- 2 per ft Distribute
loads equally to each ply. PROVIDE
UPLIFT CONNECTION PER SCHEDULE: Support
1 657# Support
2 444# MAX
LIVE LOAD.DEFLECTION: L/
999 L=-
0.36" D=-0.38" T=-0.74" MAX
HORIZONTAL TOTAL LOAD DEFLECTION: T
0.14" MAX
HORIZONTAL LIVE LOAD DEFLECTION: T=-
0.07" . RMB
er 1.00 WO:
BBRB4 WE: MULTIPLE
LOADS -- This •design is the composite
result of multiple loads. All
COMPRESSION Chords are assumed to be continuously
braced unless noted otherwise. Design
based on 2-ply laminated Bot chord. End
verticals designed for axial loads only. End
verticals that are extended above/below WndLod
per ASCE 7-98, C&C, V= 125mph, H=
22.0 ft, I= 1.00, Exp-Cat. B, Rzt= 1.0 Bld
Type= Encl. L= 36.0 ft We: 40.0 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 -6655 0.23 ' 16'-15 6102 0.49 2-
3 -6580 0.20 15-14 6070 0.51 3-
4 -9403 0.34 14-13 9567 0.76 4-
5 -10569 0.32 13-12 9567 0.76 5-
6 -10569 0.32 12-11 6070 0.51 6-
7 -9403 0.34 11-10 6103 0.49 7-
8 -6581 0.20 8-
9 -6655 0.23 TI:
A5 9TY:2 Joint.
Location=== ==----- ==-== 1)
0-0- 0 7) 33- 0- 0 13) 20- 0-'0 2)
4- 0- 4 8) 35-11-12 14) 13- 6- 0 3)
7- 0- 0 9) 40- 0- 0 15) 7- 0- 0 4)
13- 6- 0 10) 40- 0- 0 16) 0- 0- 0 5)
20- 0- 0 11) 33- 0- 0 6)
26- 6- 0 12) 26- 6- 0 TOTAL
DESIGN LOADS ------------ Uniform
PLF From PLF To TC
Vert L+D -46 -1- 0- 0 -46 7- 0- 0 TC
Vert L+D -100 7- 0- 0. -100 33- 0- 0 TC
Vert L+D -46 33- 0- 0 -46 41- 0- 0 BC
Vert L+D -20 0- 0- 0 -20 7- 0= 0 BC
Vert L+D -43 7- 0- 0 -43 33- 0- 0 BC
Vert L+D -20 33- 0- 0 -20 40- 0- 0 Concentrated
LBS Location BC
Vert L+D -429 7- 0- 0 BC
Vert L+D -429 33- 0- 0 MAX.
REACTIONS PER BEARING LOCATION----- X-
Loc Vert Horiz Uplift Y-Loc Type 0-
1-12 2805 106 -657 BOT PIN 39-
10- 4 2805 0 -444 BOT H-ROLL 2-
PLYS REQUIRED 7-
0-0 26-0-0 7-0-0 1
2. 4 5 6 8 9 6X12
4X6 8X10 4X6 6X12 4X6
4X6 5X1U 4X6 8X10 4X6 4X6 0.
4-1 T
3-
3-1 I
I n
n 40-
0-0 16
15 14 13 12 11 1 2805#
3.50" 2806# 3.50" 1-
00 40-
0-0 j 1-0-0 RO-
11-9) 430# 430# I (RO-11-9) EXCEPT
AS SHOWN PLATES ARE fL20 GA TESTED PER ANSUTPI 1-1995 scale = 0.1595 Maronda
Systems 4005
MARONDA WAY SANFORD,
FL. 32771 407)
321-0064 Fax (407) 321-3913 TOMAS
PONCE P.E. LICENSE #
0050068 1890
GREENBROOK CT.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 maybe required. (See HIB-91 of TPI). Truss
Plate Institute, TPI, is located at 583 D'Onof rr Drive, Madison, Wisconsin 53719). Eng.
Job: WO: BBRB4 Dwg:
Truss ID: A5 Dsgnr:
TLY Chk: Date: 7-19-02 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:07.02.02- 17724- 8 Design:
Matrix Analysis JUH PATH: C:I7C1:-LUKVUIWJZMYHIHBB84 HCS: 06.02.02
DESIGN INFORMATION
This design is for an individual building
omponent 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
exerclses 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
ANSUTPI 1-1995 and UDS-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 sum 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 property 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
JB: BAYBURY B 4 AC: 10# UPLIFT D.L.
TOP CHORDS: 2x6 SP 2
2x4 SP 2 1,5
BOT CHORDS: 2x6 SP 2
WEBS_ 2x4 SP 3
2x4 SP 2 2,7
WndLod per ASCE 7-98, C&C, V= 125nph,
H= 22.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0
Bld Type= Encl L= 36.0 ft We: 40.0 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=-0.40" D=-0.42" T=-0.82"
MAX HORIZONTAL TOTAL LOAD DEFLECTION:
T= 0.14"
MAX HORIZONTAL LIVE LOAD DEFLECTION:
T= 0.07"
RMB - 1.00
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 sha11 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 centruid of the webs
unless otherwise shown. Connector plate sizes 04-1
are minimum sizes based on the forces shown
and may need to be increased for certain hand-
3-74
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-t-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 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 erectorsshallbe applied to . trusses until
after all fastening and bracing . is completed.
WO: BBRB4
WE: MULTIPLE LOADS --
This design is the cmtq:osite
result of multiple loads. All COMPRESSION
Chords are assumed to be continuously braced
unless noted otherwise. 2-PLY
TRUSS[ fasten w/3"X 0.120" nails in staggered pattern
per nailing schedule: TC- 2
per ft. BC- 2 per ft. WEBS- 2 per ft, Distribute loads
equally to each ply. PROVIDE UPLIFT
CONNECTION PER SCHEDULE:. Support 1
657# Support 2
444# TC... FORCE
CSI BC ... FORCE CSI 1- 2
7210 0.40 13-12 6610 0.52 2- 3
11202 0.69 12-11 6659 0.61 3- 4
11826 0.55 11-10 11375 0.87 4- 5
9980 0.36 10- 9 10197 0.79 5-.6
5610 0.40 9- 8 5142 0.45 8- 7
5126 0.44 TI: A6
QTY:2 Joint Locations=====___=_____=
1) 0
0- 0 6) 40- 0- 0 11) 15- 8- 0 2) 7-
0- 0 7) 40- 0- 0 12) 7- 1-12 3) 15-
8- 0 8) 32-10- 4 13) 0- 0- 0 4) 24-
4- 0 9) 24- 4- 0 5) 33-
0- 0 10) 19-11- 4 TOTAL DESIGN
LOADS ------------ Uniform PLF
From PLF To TC.Vert
L+D -46 -1- 0- 0 -46 7- 0- 0 TC Vert
L+D -100 7- 0- 0 -100 19-11- 4 TC Vert
L+D -46 '19-11- 4 -46 41- 0- 0 BC Vert
L+D -20 0- 0- 0 -20 7- 0- 0 BC Vert
L+D -43 7- 0- 0 -43 19-11- 4 BC Vert
L+D -20 19-11- 4 -20 40- 0- 0 Concentrated LBS
Location BC Vert
L+D -429 7- 0- 0 BC Vert
L+D -1254 19-11- 4 MAX. REACTIONS
PER BEARING LOCATION----- X-Loc
Vert Horiz Uplift Y-Loc Type 0- 1-
12 3010 106 -657 BOT PIN. 39-10-
4 2400 0 -444 BOT H-ROLL 2-PLYS
REQUIRED 7-0-
0 11 26-0-0 k 7-0-0 . Ilk 113
4 6 0 0 -
1
3T -34 44XOJX4
OALU 4AU 02klu JAY - Y n 40-
0-
0 13 12
11 10 9 8 7 3010# 3.
50" 2401# 3.50" 11_ 0-
0 _II 40 0-0 1 0-
0 RO-11-
9)-9) 429# 1254# (RO11-9) EXCEPT AS
SHOWN PLATES ARE L20 GA TESTED PER ANSIPTPI 1-19 5 scale = 0.1595 WARNING: READ
ALL NOTES ON THIS SHEET. A COPY
OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. nob:
Dwg: rrv.
DDKD&
4 Truss ID:
A6 y SysteIi
S l SarondaCONTRACTOR. BRACING
WARNING:
Dsgnr: TLY
Chk: Date: 7-19-02 TC Live
16.0 psf DurFac - Lbr: 1.25 DurFae - Pit:
1.25 4005 MARONDAWAYSANFORD, 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 TC Dead
7.0 psf BC Llve
0.0 psf O.C. Spacing: 24.0" 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-9 1 of TPI). Code Dese: FLA LICENSE #0050068 -
Truss Plate Institute, TPI, is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). TOTAL 33.
0 psf V:07.02.02- 17725- E 1890 GREENBROOKCr.ovlEDO.Ft-3276e Design: Marro
Analysis JOB PATH: CATEE-L0KU0BSU25MPHIBBR89 nt,n: w.W.UL
i
9 DESIGN INFORMATION
E - 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, specinmUons
and/or designs furnished to the truss designer
iby 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
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 specificatlons or special applied loads.
Unless shown, truss has not been designed for
storage or occupancy loads. The design assumes
compresslon chords (top or bottom) are continu-
ousay braced by sheathing unless otherwise
specified. Where bottom chords in tension are
not fully braced laterally by a property applied
rigid telling, they should be braced at a
maximum spacing of 10'-0" o.c. Connector
plates shall be manufactured fmm 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-
firation. 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 cutIfortightfittingwoodtowoodbearing. Con-
nector plates shall be located on both faces of
the truss with nails fully Embedded 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 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 lire 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 oferectlon 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.
B: BAYBURY B 4 AC: 10# UPLIFT D.L.
TOP CHORDS: 2x4 SP #2
2x6 SP #2 2
BOT CHORDS: 2x6 SP #2
WEBS: 2x4 SP #3
WndLod per ASCE 7-98, mc, V= 125mph,
H= 22.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0
B1d Type= Encl L= 36.0 ft W= 20.0 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/748 at JOINT # 9
L=-0.31" D=-0.32" T=-0.63"
MAX HORIZONTAL TOTAL LOAD DEFLECTION:
T= 0.33"
MAX HORIZONTAL LIVE LOAD DEFLECTION:
T- 0.16"
RMB = 1.00
3-7-4
0-4-1
WO: BBRB4 WE:
MULTIPLE LOADS -- This design is the
composite result of multiple loads.
All COMPRESSION Chords.are assumed to be
continuously braced unless noted otherwise.
Design based on 1-ply laminated Bot chord.
End verticals designed for axial loads only.
End verticals that are extended above/below
PROVIDE UPLIFT CONNECTION PER SCHEDULE:
Support 1 319#
Support 2 161#
TC... FORCE CSI BC ... FORCE CSI
1- 2 5452 0.70 10- 9 5109 0.91,
2- 3 5560 0.66 9- 8 5378 0.90
3- 4 5403 0.85 8- 7 5108 0.91
4- 5 5584 0.70
5- 6 5453 0.72
TI: B 9TY:1
Joint Locations===============
1) 0- 0- 0 5) 15- 6-15 9) 7- 1. 8
2) 4- 5- 1 6) 20- 0- 0 10) 0- 0- 0
3) 7- 0- 0 7) 20- 0- 0
4) 13- 0- 0 8) 12-10- 8 .
TOTAL DESIGN LOADS ------------
Uniform PLF From PLF To
TC Vert L+D -46 -1- 0- 0 -46 7- 0- 0
TC Vert L+D -100 7- 0- 0 -100 13- 0- 0
TC Vert L+D .-46 13- 0- 0 -46 21- 0- 0
BC Vert L+D -20 0- 0- 0 -20 7- 0- 0
BC Vert L+D -43 7- 0- 0 -43 13- 0- 0
BC Vert L+D -20 13- 0- 0. -20 20 0- 0
Concentrated LBS Location
BC Vert L+D -429 7- 0- 0
BC Vert L+D -429 13- 0- 0
MAX. REACTIONS PER BEARING LOCATION-----
X-Lot Vert Horiz Uplift Y-Loc Type
0- 1-12 1368 106 -319 BOT PIN
19-10- 4 1368 0 -161 BOT H-ROLL
7-0-0 6-0-0 7-0-0
1 2 5 6
2.50
6X12 . 6X8
0
1 -2.50
T
0380-3-8 _Lj_
l
6-10-0 5-9-0 6-10-0
r1 7
1369# 3.50" 1368# 3.50"
1 00 20-0-0 —
R-430# 430# (RO-11-9)
EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED A ANSI/TPI 1-1995 scale = 0.3045
aronda Syss=temsgSS1teIiIS
WARNING: READ ALL NOTES ON THIS SHEET.
A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING .
Eng. Job:
Dwg:
Wee WSKM
Truss ID: B
7-19-02Y-i rOli s Dsgnr: TLY Chk: Date:
CONTRACTOR.
BRACING WARNING:.
Bracing shown on this drawing Is not erection bracing, wind bracing, portal bracing or similar bracing
TC Live 16.0 psf
TC Dead 7.0 psf
DurFac - Lbr: 1.25
DurFae - Pit: 1.254005MARONDAWAY
ANFORD, FL. 32771 which Is a part of the building design and which must be considered by the building designer. Bracing
be BC Live 0.0 f O.C. Spacing: 24.0"
407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must Design Criteria: TPI
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 psf g
Code. Dese: FLA
LICENSE #0050068 . rrruss Plate Institute, TPI, is located at 583 D'Onofrto Drive, Madison, Wisconsin 53719).
I TOTAL 33.0 - psf V:07.02.02- 17726- 81890GREENBROORCr.OV1EDOXI-32766
Design: Matrix Analysis JOB PATH: CATEE-L0KU0BSU25MPHIBBR84 HCS. 06.02.02
JB: BAYBURY B 4 AC: 10# UPLIFT D.L. WO: BBRB4 WE: TI: B1 9TY 1
DESIGN INFORMATION Top CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the ___)
0- 0-
Locations==------- -----
1
This design is Loran individual buLLding BOT CHORDS'.. 2x4 SP #2 composite -result of multiple loads. -.1) 0- 0- 0 5) 14-11-13. 9) 9- 1- 8
component and has been based on Informatlon WEBS : -2x4 SP #3. All COMPRESSION Chords are assumed to be - 2)- 5- 0- 3 6) 20- 0- 0 10) - 0- 0- 0
provldeabychecuent Theaeslg,erdsohim.
continuously braced unless noted otherwise. 3) 9- 0- 0 7) 20- 0- 0
any responsibility for damagesas a result of PROVIDE UPLIFT CONNECTION PER SCHEDULE: WndLod per AS,CE7-98, C&C, V 125mph, 4) 11- 0- 0 8) 10-10- 8 - <?
faulty or incorrect information, specifications - H= 22.0 _ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 ----MAX'. REACTIONS PER BEARING LOCATION -----
and/or designs funilshed to the truss designer 'Support 1 274#
Bld e= Encl L= 36.0 ft W= 20.0 ft Truss, X-Loc Vert .Horiz Uplift Y-Loc Type
by the client and the correctness or accuracy Support 2 111# _ Typ
of this information as it may relate to a spe- MAX LIVE. LOAD DEFLECTION: in END zone, TCDL=. 4.2 psf,. BCDL= 6.0 psf 0- 1-12 706 136 -274 BOT PIN
ctftc project and accepts no responsibility or L/999 i Impact Resistant Covering and/or Glazing Req 19-10 4 706 ,0.. -111 BOT -` H-ROLL '
exercises no control with regard to fabrics- L=-0..13" D=-0.13" ,T=-0.26" -
tion, handling, shipment and installation of - MAX HORIZON TAL TOTAL LOAD DEFLECTION: TC... FORCE... CSI .. BC... FORCE... CSI
trusses. This truss has been designed as an 1_ 2 -2229 0.22 10- 9 2085 0.57 - -
1 individual building component Inaccordance with T= 0 . 16" ANSI/
Tp11-1995 and NDS-97to be incorporated MAX HORIZONTAL LIVE LOAD. DEFLECTION: -2- 3 -1791 0.17 9- 8 1645 -0.33 .. - as
part of the building design by Building T= 0.08" 3- 4 . -1645 0.08 8- 7 2085 0.57 Designer (
registered architect or: professional - 4- 5.; 1791. 0.17 - engineer).
When reviewed for approval by the _"RMB 1.15 5- 6 -2229 0.22.. E -
building designer, the design loadings shown - - must
be checked to be sure that the data shown j
are in'.agreement with the local building codes, - local
climatic records for wmd'or snow loads; - project
specificafiorrs,or special applied loads: Unless
shown, truss has not been designed for storage
or occupancy loads. The design assumes - - - - compression
chords ttop or bottom) are continu- ously
braced by sheathing unless otherwise specified.
Where bottom chords in tension are - - not
fully braced laterally by a property applied rigid,
ceiling; they should be braced at a maximum
spacingof 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. 9-0-0. 2_0_Q 9-0-0 FABRICATION
NOTES 1 2 5 6 Prior
to fabrication, the fabricator shall review _ - - _ 0 ; this
drawing to verity that this drawing Is in 5.00 - conformance
with the fabricator's plans and to - 4X6 4X6 - - realize
a continuing responsibility for such veri- fication.
Any discrepancies 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- 2X4 2X4 _ . nector
plates shall be located on both faces of @
the truss with nails fully imbedded and shall be . f
sym about the Joint unless otherwise shown. A _ 4-
1-i 5x4
plate is 5 wide x 4' long A 6x8 plate is 6" 4-54 - a _ wide x 8 long. Slots (holes) run Parallel to 6X12 6X12 . 6
the plate length specified. Double cuts on web 0-4-1 inemben
shall meet at the centmid of the webs 04-1 _ unless
otherwise shown.. Connector plate sizes - are
minimum sins based on the forces shown and
may need to be Increased for certain hand- _ ling
and/or erection stresses.' This truss is not - 1-10-1 3X6 to
he fabricated with fire retardant treated - - 3X6: - - - lumber
unless otherwise shown. For additional information
on Quality Control refer to - ANSI/
TPI.1-1995 _ 2.50 I - 1 2.50 038
0-
3-8 PRECAUTIONARY
NOTES All
bracing and erection recommendations are - 8-10-0 1_9_0 - 8-10-0 - to
be followedinaccordance with "Handling _. _ i Installing &. Bracing'.-H1B-9l. Tnisses are to - 1 '. 7 be
handled
with particular care during banding - _ _ _ 706# 3.50" and bundling,
delivery and installation to avoid '706# 3.50" - _ - I - - d r
hold
Temporary and permanent bracing '1_ - ^i for
holding
trusses m a straight and plumb pos- -_- 20-0-
0 (RO-11-9) ition and
for resisting lateral forces shall be (RO_11-9) - - - - designed and
installed by others. careful hand- - scale 0.3045 ling is
essential and erection bracing Is always EXCEPT. AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 required. Normal
precautionary action for ..FEb - RB' ..
trusses
requires
such temporary bracing during WARNING: READ ALL NOTES ON THIS SHEET. installation between
trusses to avoid topP g - - - Truss ID: B 1 and d
mining. The supervision of erection of I&AA COPY OF THIS DRAWING TO BE GIVEN'TO ERECTINGtrusses shall beunderthecontrolofpersonsIfI 'ronda Systems - - - experienced In
the installation of trusses' i'CONTRACTOR.. LY -Chk•
Date: 7 19-02 professional advice
shall be sought if needed. e 16.0 psf DurFae - Lbr: 1.25eo-irtrauonofconstructionloadsgreater BRACINGWARNING:than the
design loads shall not be applied to 4005 MARON DA WAY Bracing shown on this drawing is not erection bracing, wind bracing portal bracing or similarbracingad ' 7.0 psf DurFae - Pit: 1.25 1 trusses at any
time. No loads other than the y g >6n g O.C. Spacing: 24.0" weight of the
erectors shall be applied to - SANFORD, FL. 32771 which is a part of the building design and which must be considered b the building des er: Bracing BC Live 0.0- Psf _ t unto after
all
fasteriln be and bracing - (
407)
321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be Design Criteria. TPI is completed made
to anchor
lateral bracing at ends and specified locations determined by the building designer. BC Dead- 10.0 psf - TOMAS PONCE P.
E. Additional bracing of the overall structure may be required. tsee HIB-91 arTPn. Code Dese: FLA LICENSE #0050068- (Russ
Plate Institute,
TPI. is located at 583 D'Onofrto Drive, Madison. Wisconsin 53719). TOTAL 33.0 _Psf V:07,02.02- 1 7729- 92. 1890 CREENBROOK CT.
ONEDO.FL92768 JOB PATH: CITE
E-L0KV0BS112SMPHIBBRB4 HCS: 06.02.
02 Design: Matrix Analysis
DESIGN INFORMATION
This design is for an individual building
component and has been based on information
i provided by the client. The designer disclaims
any responsibilityfor 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 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
compresslon 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-
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 hearing. Con-
nector plates shall be located on both faces of
the truss with nails fully imbedded and sha0 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-
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-I995
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 rare during banding
and bundling, delivery and installatlon to avoid
damage. - Temporary and permanent bracing,
for holding trusses in a straight and plumb pos-
Ition and for resisting lateral fora 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 nanytime. No loads other thathe weight
of the erectors shall be applied to trusses
until after all fastening and bracing is
completed. JB:
BAYBURY 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
1 359# Support
2 359# MAX
LIVE LOAD DEFLECTION: L/
999 L=-
0.13" D=-0.13" T=-0.26". MAX
HORIZONTAL TOTAL LOAD DEFLECTION: T=
0.16" MAX
HORIZONTAL LIVE LOAD DEFLECTION: T-
0.08" RMB -
1.15 WO:
BBRB4 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, He:
22.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 . Bld
Type= Encl L= 36.0 ft We: 20.0 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
1- 2 2194 0.28 8- 7 2053 0.59 2-
3 1685 0.18 7- 6 2053 0.59 3-
4 1685 0.18 4-
5 2194 0.28 TI:
B2 9TY:2 ' Joint
Locations========____=== 1)
0- 0- 0 4) 14- 5-13 - 7) 10- 0- 0 2)
5- 6- 3 5) 20- 0- 0 8) 0- 0- 0 3)
10- 0 0 6) 20- 0- 0 MAX.
REACTIONS PER BEARING LOCATION----- y X-
Loc Vert Horiz Uplift Y-Loc Type 0-
1-12 705 0 -359 BOT PIN s 19-
10- 4 705 0 -359 BOT H-ROLL d
10-
0-0 10-0-0 1
2 4 5 0 -
5 00 4X6
2.
50 11 -- 0-
3-8 _ U 9-
8-8 9-8-8 I
8
706#
3.50 1-
0-0 20-0-0 EXCEPT
AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 dI/
ARNING: READ ALL NOTES ON THIS SHEET. Job: Ma
ronda . SySttems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING FDsgnr:TLY Chk: CONTRACTOR.
Live
16.0 psf 4005
MARONDA WAY BRACING
WARNING: Bracing
shown on this drawing is not erection bracing, wind bracing. portal bracing or similar bracing 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 is
for lateral support of truss members only to reduce buckling length. Provisions must be BC
hive 0.0 psf 407)
321-0064 Fax (407) 321-3913 shown made
to anchor lateral bracing at ends and specified locations determined by the building designer. bracing
the overall structure may be required. (See HIB-9I of TPI). BC
Dead 10.0 PS f TOMAS
PONCE P.E. LICENSE
lt0050068 Additional
of Truss
Plate Institute, TPI. Is located at 583 D'Onefrio Drive, Madison. Wisconsin 53719): TOTAL 33.0 psf 1890
GREENBROOK CLOW DO.FL32766 Design:
Matrix Analysis JOB PATH: C:I1EE-L0KV0BSI125MPHIBBRB4 . 038
I
6
706#
3.50 1-
0-0 I (
RO-11-9) scale =
0.3045 R
44 Truss
ID: B2 Date:
7-19-02 DurFac -
Lbr: 1.25 DurFac -
Pit: 1.25 O.
C. Spacing: 24.0" Design
Criteria: TPI Code
Desc: FLA V:
07.02.02- 17731- 9 HCS:
06.02.02
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 famished 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
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) arc 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 IO'-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 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 slue 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'. HID-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 mqulies 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'erecton shall be applied to
rutsses until after all fastening and bracing
is completed.
JB: BAYBURY 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 1 262#
Support 2 359#
MAX LIVE LOAD DEFLECTION:
L/999
L=-0.13" D=-0.13" T=-0.26"
MAX HORIZONTAL TOTAL LOAD DEFLECTION:
T= 0.16"
MAX HORIZONTAL LIVE LOAD DEFLECTION:
T= 0.08"
RMB - 1.15
4-10-4
0-4-1
WO: BBRB4 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= 22.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0
Bld Type= Encl L= 36.0 ft W= 20.0 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 2212 0.29 8- 7 2072 0.60
2- 3 1693 0.18 7- 6 2060 0.59
3- 4 1692 0.18
4- 5 2201 0.28
TI: B3 QTY:1
Joint Locationsc:======__ _
1) 0- 0- 0 4) 14- 5-13 7) 10- 0- 0
2) 5- 6- 3 5) 20- 0- 0 8) 0- 0- 0
3)_ 10- 0- 0 6) 20- 0- 0
MAX. REACTIONS PER BEARING LOCATION-----
X-Loc Vert .Horiz Uplift Y-Loc Type
0- 1- 4 658 0 -262 BOT PIN
19-10- 4 707 0 -359 BOT H-ROLL
10-0-0 10-0-0
1 2 4 5
0
JAU
2.550
0-3-8
659# 2.50"
4X6
20-0-0
EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995
CMaronda Systems
4005 MARONDA WAY
SANFORD, FL. 32771
407) 321-0064 Fax (407) 321-3913
TOMAS PONCE P.E.
LICENSE #0050068
1890 GREENBROOK Cf.OViEDOX1.32766
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 most be considered by the building designer. Bracingshownisforlateralsupportoftrussmembersonlytoreducebucklinglength: Provisions 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 HIB-91 of TPI.
Truss Plate Institute, TPI, Is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719).
6
707# 3.50"
1-0-0-0-0_
I (RO-11-9)
scale = 0.3190
Eng. Job:
Dwg:
Dsgur: 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: B3
Date: 7-19-02
DurFac - Lbr: 1.25
DurFac - Pit: 1.25
O.C. Spacing: 24.0"
Design Criteria: TPI
Code Desc: FLA
HCS: 06.02.02
Design: Matrix Analysis JOB PATH: CATEE-L0KV0BSI125MPHIBBRB4
JB: BAYBURY 6 4 AC: 10# UPLIFT D.L. WO: BBRB4 WE: TI: B4 61TY:2
DESIGN INFORMATION TOP CHORDS': 2x4 SP #2 MULTIPLE LOADS -- This design is the ____ -_=====Joint Locations=== -____
lt ofThisntandnisorarihasbeenbasedonw'
dual or-auon WEBSBOT :
2x4' -
SP #3 _ All COMPRESSIONUChordsII arelassumedple ato be 2) 5- 6-'3. 5) 20- 0-10 8)-10 0--0 provided
by the client. Thedesigner disclaims - _ continuously braced unless noted otherwise._ 3) 3-0- 0- 0 . ..6) 20- 6-:0 any
responsibility for damages as a result of PROVIDE UPLIFT CONNECTION PER SCHEDULE.:. WndLod per ASCE-7-98,. C&C, V= ;.125mph,• -- -MAX. REACTIONS PER BEARING LOCATION -- faultyorincoaectinformation,
specifications Stt
rt 1 : '262# H= 22.0'ft, I= l.00,,' Exp.Cat. B, Kzt= 1.0 X-Lose Vert -Horiz :Uplift Y-Loc' Type and/
or designs furnished to the truss designer - PPo _.658 0 -262 . BOT PIN by
the chant and the correctness or accuracy Support 2 359# Bld Type= 'Encl L= 36. 0 ft W= 20. 0 ft Truss , ' 0- 1- 4 ofthis
information as it may relate to a spa- MAX LIVE -LOAD. DEFLECTION: - in END zone, TCDL= 4.2 psf,, BCDL= 6.0 psf 19-10- 4 707. 0 _-359. BOT H-ROLL . cifirproject and
accepts no responsibility or L/ggg - Impact Resistant Covering and/or Glazing Req- exercises no
control with regard to fabrics- L=-0.13" D=-0.13" T=.70.26" trusses. This
truss has and beeninsignedonof MAXHORIZONTAL TOTAL LOAD DEFLECTION:' ..TC...FORCE ...CSI ..BC ... FORCE ... CSI. trusses. This
truss has been designed as an ' - Individualbuildingcomponentinaccordancewith T
0..16" 1- 2-2212 0.29 8- 7 2072 0.60- - - ANSI/TPI1-
1995and NDS-97tobe' incorporated MAX HORIZONTAL LIVErLOAD DEFLECTION: 27- 3 -1693 0.18. 7-- 6 2060 0.59: as part of
thebuilding design by a Building. T= 0.08" - 3- 4 -1692 0.18 . . Designer (registered architect or
professional - 4- 5 -2201 0.28 - - - - engineer). When reviewed for
approval by the RMB 1.15. - - - building designer, the design
loadings showh 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 spe tficats onor-
special applied loadsrUnless 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".
0.c. Connector - - plates shall be manufactured from
20 gauge hot 10-0-0 10-0-0 dipped galvanized steel meeting ASTM
A 653, , Grade 40, unless otherwise shown.
1 2 4 - 5 - FABRICATION NOTES o Prior to
fabrication, the fabricator
shall review this drawing to verify that
this drawing Is In - - 4X6 conformance with the fabricator's
plans and to teahz a continuing responsibility for
such .vert- - 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- 2X4 2X4. nector plates shall be located
on both faces of the truss with nails fully
imbedded and shall be, q-6-i sym. about the joint unless
otherwise shown. A 4-104 - - 5x4 plate is 5" wide
x 4" long. - A.6x8 plate is 6' - - 6X8 - - wide x 8" long. Slots (
holes) run parallel to - the plate length'specifled. Double
cuts on web - - members shall meet at the
centrold of the webs 0-4-1 - 0.4-1 unless otherwise shown. Connector plate
sizes - are minlmum sizes based on
the forces shown - - - and may need to be
increased for certain hand- _ -Uj III ling and/or erection stresses.
This truss is not - to be fabricated with fire
retardant treated 3X6 2-0-4 3X6 lumber unless otherwise shown. :For
additional - Information on Quality Control refer
to - - 14-0-8 ANSI/TPI 1-1995 - - - 2.
50 I 2.50_ .
038 PRECAUTIONARY NOTES I All
bracing
and erection recommendations
are to be followed in accordance
with "Handling 9-8-8 9-8-8 Installing & Bracing', HIB-91. Trussesareto
L - be handled with particular care
during
banding 8 - - 6 and bundling, delivery and Installation to
avoid 6591/ 2.50" 707# 3.50" indamage. Temporary and permanent bracing - - - ^I. _
Iforholdingtrussesastraight
and
plumb pos- 20-0-0 - 100 Ition and for resisting lateral
forces
shall be - - - (RO-11-9) designed and installed by others. Careful
hand- COSMETIC ATES (16) 2X4 ling Is essential and erection bracing
Is always EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.3190 required. Normal precautionary action for tnssesregnlreaanehtempoarybaemgd
during WAR-] G; READ ALL
NOTESON'THIS SHEET. Eng. Job: ' B B4 Installation between trusses to avoid toppling -
ana dmminoIng. -Tire $spar.-IsI"n
of erection or A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING DWg'' Truss ID: B4 trusses shall be under the control
of persons 7f1Yonda $--Stems DSgnr: TLY Cbk:: Date: 7=19-02 experienced in the installation of trusses. iaG YYW I. J i®C CONTRACTOR: . Professional advice shall be sought
Ifneeded. - • " - - - Concentration of construction loads greater BRACING
WARNING: TC Live 16.0 psf DurFae -
Lbr: 1.25 than the design loads shall not
be applied to. DurFaC - Pit: 1.25 I— at any time. No loads
other than the 4005 MARON DA WAY gracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing ' TC Dead 7.0 psf - weight of the erectors shall be
applied to SANFORD, FL. 32771 - which is a part of the building design and which must be considered by the building designer. Bracing BC. Live ' O.O psf " O.C. Spacing: 24.0r trusses until after all fastening and
bracing (407).321-0064 Fax (407)- 321-3913 shown is for lateral support of truss members onty to reduce buckling length. Provisions must be - p Design Criteria: TPI I. completed. - made
to anchor lateral
bracing at ends and specified locations determined by the building designer. BC Dead . 10.0.: psf - TOMAS PONCE P.E. Additional bracingoftheoverallstructuremayberequired. (Sea HIB-91 of TPq: ' Code Desc: F LA LICENSE !/0050068 (Truss Plate Institute, TPI;
Is located at 583 D'Onoftio Drive, Madison; Wisconsin 53719). 1s90cl:EENBaooitcr:ovlEDO.Fi-ss76e TOTAL
33.0 psf V:07.02.02- 17733- 96 Design: Matrix Analysis JOB PATH: C:
17E6-1,0KU0851725MPKlH8K84
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-
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
i as part of the building design by a Building
iDesigner (registered architect or professionalengineer). 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 property applied
I 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 fabricators plans and to
realize a continuing responsibility for such vert-
fication. Any discrepancies 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-
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 & Bracmi', 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 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 dominomg. The supervision of erection of
trusses shag 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 alter all fastening and bracing -
is completed.
JB: BAYBURY 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 1 591#
Support 2 327#
PROVIDE HORIZONTAL CONNECTION PER 'SCHEDULE :
Support 1 231#
MAX LIVE LOAD DEFLECTION:
L/999
L=-0.03" D= 0.00" T=-0.03"
MAX HORIZONTAL TOTAL LOAD DEFLECTION:
T= 0.03"
MAX HORIZONTAL: LIVE LOAD DEFLECTION:
T- 0.03"
RMB - 1.00
1
3-7-6
0-3-13
WO: BBRB4 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= 125=ph,
He: 22.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0
Bld Type= Encl L= 36.0 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- 2 756 0.56 5- 4 -878 0.43
2- 3 -46 0.39
TI: H QTY:3
Joint Locations===============
1) 0- 0- 0 3) 9-10-13 5) 0- 0- 0
2) 5- 5- 0 4) 9-10-13
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 .231 -591 BOT PIN
9- 9- 0 423 0 -327 BOT H-ROLL
3-2-13
9-10-13
4
5 423# 2.50"
209# 4.95"
1-5-0 9-10-13
91
R1-4-11)
EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.5812
fMar7onda Systems
4005 MARONDA WAY
SANFORD, FL. 32771
407) 321-0064 Fax (407) 321-3913
TOMAS PONCE P.E.
LICENSE #0050068
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 bmcmg 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'Onofro Drive, Madison, Wisconsin 53719).
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: H
Date: 7-19-02
DurFac - Lbr: 1.25
DurFac - Pit: 1.25
O.C. Spacing: 24.0"
Design Criteria: TPI
Code Desc: FLA
Design: Matrix Analysis JOB PATH: C:I7FE,L.0KU0BS1l25MPH1B8R84 HCS: 06.02.02
DESIGN INFORMATION
This design Is for an Individual building
component and has been based on Information
provided by the client The designer disclaims
any responslbWty for damages as a result of
faulty or incorcet 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 so
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 professlonal
engineer). When reviewed for approval by the
building designer, the design loadings shown
most be checked to be sure that the data shown
are In agreement with the local building codes.
local climatic records for wind or now 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-
fication. Any discrepant- 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 centrold of the webs
unless otherwise shown. Connector plate sizes
are minimum sires based on the forces shown
and may need to be increased for certain'hand-
Iing 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 restating 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 tresses to avoid toppling
and dominomg. The supervision of erection of
trusses shall be under the control of persons
experienced in the installation of [noses.
Professional advice shall be sought If needed.
Concentration of construction loads grater
than the design loads shall not be applied to
noses at any time. No loads other than the
thweightof e erectors shall be applied to
trusses until after all fastening and bracing
is completed.
JB- BAYBURY B 4 AC: 10# UPLIFT D.L.
TOP CHORDS: 2x4 SP #2
BOT CHORDS: 2x4 SP #1 D
WEBS: 2x4 SP #3
BEAR. BLK: 2x6 SP #2
Shim or,wedge if necessary to achieve full
bearing.
PROVIDE UPLIFT CONNECTION PER SCHEDULE:
Support 1 . 596#
Support 2 306#
PROVIDE HORIZONTAL CONNECTION PER SCHEDULE
Support 1 225#'
MAX LIVE LOAD DEFLECTION:
L/999
L=-0.08" D= 0.00".T=-0.08"
MAX HORIZONTAL TOTAL LOAD DEFLECTION:
T='0.03"
MAX HORIZONTAL LIVE LOAD DEFLECTION:
T= 0.03"
RMB - 1.00
3-7-6
0-3-13
1
1
WO: BBRB4 WE:
Analysis based on Simplified Analog Model.
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= 22.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0
Bld Type= Encl L= 36.0 ft W= 9.4 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 1512 0.78 5- 4 -1601 0.88
2- 3 -136 0.36
TI: HI QTY:2
Joint Locations========______
1) 0- 0- 0 3) 9- 4- 8 5) 0- 0- 0
2) 5- 5- 2 4) 9- 4- 8
TOTAL DESIGN LOADS ------------
Uniform PLF From PLF' To
TC Vert L+D 0 0- 0- 0 -83 9- 4- 8
BC Vert L+D 0 0- 0- 0 -36 9- 4- 8
MAX. REACTIONS PER BEARING LOCATION-----
X-Loc Vert Horiz Uplift Y-Loc Type
9- 9- 4 352, 0 -306 TOP H-ROLL
0- 2- 8 200 225 -596 BOT PIN
9-10-0
1 2 3
i354
1.77 1
T
1-11-0
0-1-3
T
1-3-14
R41-9
l5 4
352# 1.50"
201/{ 4.95 li 064
1-5-0 9-4-$
1114-11) 7
EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.5$13
Maronda Systems
4005 MARONDA WAY
SANFORD, FL. 32771
407) 321-0064 Fax (407) 321-3913
TOMAS PONCE P.E.
LICENSE #0050068
1890 GREENBROOK Cr.0VIED0,FL32766
WVARAIING: 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 destgner.
Additional bracing of the weraB structure may be required. (See HIB-91 of TPI).
fftuss Plate Institute, TPI, b bested at 583 D'Onofrio Drtve, Madison, Wisconsin 53719).
JOB PATH: C:17EE-L0KU0BSI125MPHWBRB4
Eng. Job:
Dwg:
Dsgnr: TLY Chk:
BBRB4
Truss ID: H1
Date: 7-19-02
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:07.02.02- 17735- 9
HCS: 06.02.02
Design: MaInx An*six
DESIGN INFORMATION
This design is for an individual building,
mmponent and has been based on information
provided by the client- The designer disclaims
any responsibility for damages as a result of,
pppiii faulty or incorrect information, specifications
and/or designs turushed to the truss designer
by the client and the correctness or accuracy
of this Information as It may relate to a spe-
cilic project and accepts no responsibWty or
ezerelses no control with regard to fabrics
e lion, 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
must be. checked tobesure that the data shown are
in agreement with the local building codes, p
local climatic records for wind or snow loads, project
specifications or special applied loads. Unlessshown,
truss has not been designed for storage or
occupancy loads., The design assumes compression chords (
top br bottom) are contim, ously braced
by sheathing unless otherwise- specified. Where
bottomchordsin tension are . not fully braced
laterally by a property applied rigid ceiling, they
should be braced at a maximum spacing of
lo'-0" o.c. Connector plates shall be
manufactured from -20:gauge hot dipped galvanized steel
meeting ASTM A 653, rade 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 continuingresponsibility
for such veri- fication. Any discrepancies are
to be put In writing before cutting or
fabrication.. - f Plates. shall not
be Installed over knotholes. i _knota 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 1 aym. 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) rim parallel to the plate length specified.:
Double cuts on web members shall meetat 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 I-1995
PRECAUTIONARY NOTES All bracing
and erection
recommendations are to be followed in
accordance with "Handling Installing & Bracing'..', HIB-91.
71russes 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 forresisting. lateral
forces shall be designed and installed by others.
Careful hand- ling is essential and erection
bracing Is always r required. Normal precautionary action
for E trusses requires such temporary
bracing during g - installation between trusses to
avoid toppling and dormnotng. The supervision of
erectionof trusses shall be under the control
of persons experienced in the Installation of trusses. _
Professlonal advice shallbesought 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 welght of the erectors shall be
applied to - trusses until after all fastening and
bracing iscompleted. - i JB: BAYBURY B 4
AC:10#
UPLIFT.
D.L. TOP CHORDS. 2x4 SP #2 BOT CHORDS:
2x8 SP #1 D " WEBS:'
2x4 SP #3 This 1-PLY
truss designed to carry
20, 0" span framed to BC one
face, 2-, 01r span split -framed to opposite
face PROVIDE UPLIFT.CONNECTION PER SCHEDULE: Support 1
209# Support 2 290# MAX
LIVE LOAD DEFLECTION:
L/999 L=-
0.08" D=-0.
08" T=-
0.16" MAX•HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.
09" MAX HORIZONTAL LIVE LOAD
DEFLECTION: T= 0.
04" RMB 1.00 WO:
BBRB4 WE: MULTIPLE
LOADS -- This design
is the composite '
result of mpltiple loads. All COMPRESSION
Chords are assumed to be
continuously braced unless noted otherwise. WndLod per
ASCE 7-98, C&C,
V= 125mph, H= 22.0 ft, I= 1.00,
Exp.Cat. B, Kzt= 1.0 Bid Type= Encl L= 36.0 ft
W= 7.0 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 -79 0.58 4- 3.
0 0.77 TI: I QTY:1. Joint Locations== ==_=_ === 1)
0- 0- 0 3)
7 0-
0 2) 7 0- 0 4) 0- 0-
0 TOTAL DESIGN LOADS --------- Uniform PLF From PLF
To TC Vert.
L+D -46 0- 0-
0 -46' 7 0- 0 BC Vert L+D -312 0- 0-
0 -312 7- 0- 0 MAX."REACTIONS PER BEARING LOCATION------ X-Loc
Vert Horiz Uplift Y-Loc.
Type 0- 1-12 1253 169 -209 BOT
PIN 6-10- 4 1253 0 -290 BOT
H-ROLL' e 4 7-0-0 1 2 5X6
0
3-3-1
3X6' 14
3l
1254#
3.50" 1254#
3.
50" 7-
0-0 I EXCEPT AS SHOWN
PLATES ARE TL20 GA
TESTED. PER ANSI/TPI 1-1,995 scale = 0.6451 WARNING: READ ALL NOTES ON THIS SHEET.
Eng. Job: Marondal systems A COPY OF THIS DRAWING
TO BE GIVEN TO -ERECTING Dwg: Dsgnr: TLY Cbk: Truss ID: Date: 7-
19-02 CONTRACTOR.
TC Live
16.0 psi' . DurFac -
Lbr:
1.25 4005 MARONDA WAY BRACING WARNING; Bracing shown
on this drawing
is noterectionbracing, wind bracing, Portal bracing or similar bracing TC Dead 7.0 psf DurFac - Pit: 1.25 SANFORD, FL. 32771 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. Spacing:24.0" 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 ands
and specified locations determined by the building designer.Design BC Dead lo.o psf Criteria: TPITOMASPONCEP.E. - Additional bracing of
the overall structure, maybe required. (SHIB-9l af7Pn. Code Dese: FLA LICENSE #0050068 Muss Plate Institute, TPI, is located
at 583 D'Onofrio Drive, Madison, Wisconsin 53719). TOTAL 33.0 psf V:07.02.02-
l 736- 99 890 oREENBROOK MOViEDOXI-32766 Design: Matrix Analysis JOB
PATH: C.lTEE-L0KV0BSU25MPHIBBRB4
HCS: 06.02.02
DESIGN INFORMATION
I 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, speciflmtlons
and/or designs furnished to the truss designer
j 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
q exercises no control with regard to fabrim-
ticn, handling, shipment and installation of
a 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
englneerl. When reviewed for approval by the
building designer, the design loadings shown
must 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 la in
conformance with the fabricator's plans and to
realize a continuing responsibility for such veri-
fic tion. Any discrepancies are to be put In
writing before cutting or fabrication.
Plates shall not be Installed Over knotholes,
knots or distorted pain. Members shall be cut
for tight fitting wood to wood bearing. Con-
nector plates shall be lasted on both faces of
the truss with nails Tully 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) runparallelto the
plate length specified. Double cuts on web members
shall meet at the centmid 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 pm- 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
dominaing. The supervision of erection of trusses
shall be under the control of persons experienced
in the Installation of trusses. Professional
advice shall be sought 1f 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:
BAYBURY B 4 AC: 10# UPLIFT D.L. TOP
CHORDS: 2x4 SP #2 BOT
CHORDS: 2x4 SP #2 All
COMPRESSION Chords are assumed to be continuously
braced unless noted otherwise. WndLod
per ASCE 7-98, C&C, V= 125mph, H=
22.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld
Type= Encl L- 36.0 ft W= 7.0 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/
608 at Mid -panel # 1 L=-
0.14" D=-0.14" T=-0.27" MAX
HORIZONTAL TOTAL LOAD DEFLECTION: T=
0.00" MAX
HORIZONTAL LIVE LOAD DEFLECTION; T=
0.00" RMB =
1.15 3-
7-4 0-
4-1 WO:
BBRB4 WE: Analysis
based on Simplified Analog Model. MULTIPLE
LOADS -- This design is the composite
result of multiple loads. This
truss is designed to bear on multiple supports.
Interior bearing locations should be
marked on truss. Shim or wedge if necessary
to achieve full bearing. PROVIDE
UPLIFT CONNECTION PER SCHEDULE: Support
1 198# Support
2 99# Support
3 7# TC...
FORCE ... CSI ..BC ... FORCE ... CSI 1-
2 -59 0.44 4- 3 -1 0.32 TI:
J QTY:14- I Joint
Locations=============== 1)
0- 7-12 3) 7- 0- 0 i 2)
7- 0- 0 4) 0- 7-12 MAX.
REACTIONS PER BEARING LOCATION----- X-
Loc Vert Horiz Uplift Y-Loc -Type 6-
10-12 150 51 -99 TOP PIN 0-
1-12 275 66 -198 BOT PIN 6-
10-12 82 0 -7 BOT H-ROLL 7-
0-0 1
2 0
Attach
with (2) 10d
Toe -Nails 3-
3-1 IF
Attach with (2) 10d
Toe -Nails 7-
0-0 4
3 275#
3.50" 150# 2.50" 1-
0-0 . 82# 21.50t1 7-0-0 RO-
11-9) C/L: 6-10-12 EXCEPT
AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports scale = 0.5829 Maronda
S)/Stems 4005
MARONDA WAY. SANFORD,
FL. 32771 407)
321-0064 Fax (407) 321-3913 TOMAS
PONCE P.E. LICENSE #
0050068 1890
GREENBROOK CT.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 TPII. Russ
Plate Institute. TPI, is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). JOB
PATH: CATEE-L0KU0BSU25MPHIBBRB4 Eng.
Job: Dwg:
Dsgnr:
TLY Chk: TC
Live 16.0 psf TIC
Dead 7.0 psf BC
Live 0.0 psf BC
Dead 10.0 psf TOTAL
33.0 psf Truss
ID: J Date:
7-19-02 V
YII MV -- VI. • ".v DurFac -
Pit: 1.25 O.
C. Spacing: 24.0" Design
Criteria: TPI Code
Desc: FLA V:
07.02.02- 17737-100 HCS:
06.02.02
DESIGN INFORMATION
This design is for an Individual building
component and has been based on Information
provided by the client. The designer disclaims
any responslbWty for damages as a result of
faulty or Incorrect Information, specifications
and/or designs famished 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
tncases. Thus 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 Building
Designer (registered architect or professional
engineer). When revlewed for approval by the
building designer, the design loadings shown
must 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 contlnu-
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 la-W O.C. CUMGCIOr
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
ags drawing to verify, this drawing is in
confonnan a wt
with
the bricatoe. plans and to realize
a continuing responsibility for such verl- ftration.
Any discrepancies are to be put In writing
before cutting or fabrication. Plates
shall not be installed over knotholes, knots
ordistorted grain. Members shad 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 Sx4 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 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 shad 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 toppWg and dondnoing.
The supervision of erection of trusses shall
be under the control of persons experienced In
the installation of Incases. Professional advice
shall be sought If needed. Concentration of
construction loads greater than the
design loads shad 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: BAYBURY
B 4 AC: 10# UPLIFT D.L. TOP CHORDS:
2x4 SP #2 BOT CHORDS:
2x4 SP #2 All COMPRESSION
Chords are assumed to be continuously braced
unless noted otherwise. WndLod per
ASCE 7-98; C&C, V= 125mph, He: 22.
0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type=
Encl L. 36.0 ft W. 7.0 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/632
at Mid -panel # 1 L=-0.
13" D=-0.14n T=-0.27" MAX HORIZONTAL
TOTAL LOAD DEFLECTION: T- 0.
00" MAX HORIZONTAL
LIVE LOAD DEFLECTION: T- 0.
00" RMB - 1.
15 3-3-
1 0-4-
1 3X4 WO:
BBRB4
WE: Analysis based
on Simplified Analog Model. MULTIPLE LOADS --
This design is the couposite result
of multiple loads. This truss
is designed to bear on multiple supports. Interior
bearing locations should be marked
on truss. Shim or wedge if necessary to
achieve full bearing. PROVIDE UPLIFT
CONNECTION PER SCHEDULE: Support 1
101# Support 2
99# Support 3
7# TC... FORCE ...
CSI ..BC ... FORCE ... CSI 1- 2 -
59 0.44 4- 3 -1 0.32 TI: JB
9TY:4 Joint Locations======-==------
1)= 0-
7-12 3) 7- 0- 0 2) 7-
0- 0 4) 0- 7-12 MAX. REACTIONS
PER BEARING LOCATION----- X-Loc
Vert Horiz Uplift Y-Loc Type 6-10-
12 150 51 -99 TOP PIN 0- 1-
12 229 66 -101 BOT PIN 6-10-
12 82 0 -7 BOT H-ROLL 7-0-
0 1 2
0 3-
3-
1 7-0-
0 4 3
229# 3.
50" 150# 2.50" 82# 2i50"
7-0-
0 C/L:
6110-12 EXCEPT AS
SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports 1WaCOmda Systems
4005 MARONDA
WAY SANFORD, FL.
32771 407) 321-
0064 Fax (407)321-3913 TOMAS PONCE
P.E. LICENSE #0050068
1890 GREENBROOK
CT.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 most 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 maybe required. (See HIB-91 of TPIj. frruss Plate
institute, TPI, is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719)• - Attach with (
2) 10d Toe -
Nails Attach with (
2) 10d Toe -
Nails scale = 0.
6451 Eng. Job:
Dwg: Dsgnr:
TLY
Chk: WU: bt5K04
Truss ID:
JB Date: 7-
19-02 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:07.02.02- 17738-11 HCC• Oh02.
02 Design: Mafru
Analysis wo rmn: a..uu:wn................. .. ..........
r -
JB: BAYBURY B 4 AC: 10# UPLIFT D.L. WO: BBRB4 WE: TI: J1 9TY:2
DESIGN INFORMATION TOP CHORDS. 2x4 SP #2 Analysis based on Simplified Analog Model. _===___=======Joint Locations=====__=_===___
This design is for an Individual building BOT CHORDS: 2x4 SP #2 MULTIPLE LOADS - This design is the 1) 1- 0- 6 3) 7- 0- 0
component and has been based on Information All COMPRESSION Chords are assumed to be composite result of multiple loads. 2) 7- 0- 0 4) 1- 0- 6
provided by the client. The designer disclaims continuously braced unless noted otherwise. This truss is designed to bear on multiple ----MAX. REACTIONS PER BEARING LOCATION-----
anyresponsibiltyfordamagesasaresultof Shim or wedge if necessary to achieve full supports. Interior bearing locations should X-Loc Vert Horiz Uplift Y-Loc Type
faulty rdesignectwomatlothetruspecifications bearer be marked on truss. Shim or wedge if 6-10-12 150 51 -99 TOP PIN
and/or designs furnished to the truss designer g • g
by the client and the correctness or accuracy n@C2BSaT]r t0 achieve full bearing. 0- 1-12 275 67 -198 BOT PIN
of this information as it may relate to a spe- PROVIDE UPLIFT CONNECTION PER SCHEDULE: WndLod per ASCE 7-98, - C&C, V= 125mph, 6-10-12 82 0 -7 BOT H-ROLL '
ci(ic project and accepts no responsibility or Support 1 198# H= 22.0 ft, I= 1. 00, Mcp. Cat. B, Kzt- 1.0 -
exeroises no control with regard to fabrira- Support 2 99# - Bld Type= Enel L= 36.0 ft W= 7.0 ft Truss -
tion, handling, shipment and installation of
trusses. This truss has been designed as an Support 3 7# in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf
individual building component in accordance with MAX LIVE LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Req
ANSI/TPI 1-1995 and NDS-97 to be incorporated L/603 at Mid -panel # 1
as part of the building design by a Building L=-0.14" D=-0.14" T=-0.28" ..TC... FORCE ... CSI ..BC ... FORCE ... CSI
Designer (registered architect or professional
engineer). When reviewed for pproval by the
MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -59 0.44 4- - 3 -21 0.32
a -
building designer. the design loadings shown T= 0. 00"
must be checked to be sure that the data shown MAX HORIZONTAL LIVE LOAD DEFLECTION:
are in agreement with the local building codes, T= 0. 00"
local climatic records for wind or snow loads, -
project specifications or special applied loads. RMB - 1.15 - -
Unless shown, truss has not been designed for
storage or occupancy loads. The design assumes -
compresslon chords (top or bottom) are continu- - - 7-0-0
eusly braced by sheathing unless otherwise -
specified. Where bottom chords in tension are 1 - _ 2
not fully braced laterally by a property applied -
rigid ceiling, they should be braced at a Q -
mardmum spacing of 10'-0" o.c. Connector -
plates shall be manufactured from 20 gauge hot -
dipped galvanized steel meeting ASI•M A 653. Attach with (2)
10d TOe-Na11SGrade40, unless otherwise shown.
FABRICATION NOTES
Prior to fabrication, the fabricator shall review -
this drawing to verify that this drawing is in
conformancewith the fabricator's plans and to - I 1-10-5 realize
a continuing msponsiblity for such vert- - - 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- 3-74 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 - 04-1 - 14-12 the
plate length specified. Double cuts on web members
shall meet at the centroid of the webs _ unless
otherwise shown. Connector plate sizes - - ale
minimum sizes based on the forces shown - and
may need to be increased for certain hand- Attach
with (2) lOd
TOe-Nails ling
and/or erection stresses. This truss Is not - 3X4 - to
be fabricated with fire retardant treated lumber
unless otherwise shown. For additional - Information
on Quality Control refer to - ANSI/
TPI 1-1995 2.
50 ( PRECAUTIONARY
NOTES II"1I All
bracing and erection recommendations are I to
be followed in accordance with "Handling L 6-8-8 Installing &
Bracing", HIB-91. Trusses are to 51 be
handled with particular rare during banding 4 - - 3 and
bundling, delivery and installation to avoid 275f# 3.50" - 151# 2.50" damage.
Temporary and permanent bracing 82#i 50" for
holding trusses In a straight and plumb pos- _ 1-
0-0 7-
0-0 Ition
and for resisting lateral forces shall be (RO-11-9) C/I:: 6-10-12 designedandInstalledbyothers. Careful hand- - ling
Is essential and erection bracing is always EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI. 1-1995 Over 3 Supports scale = 0.5829 - required.
Normal precautionary action for trusses
requires such temporary bracing during W ARNING: READ ALL NOTES ON THIS, Installationbetweentrussestoavoidtoppling . Eng.
Job: B and
dominoing. The supervision of erection of PY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: J1 trusses
shag be under the control of persons1[ =Maronda C l`AM1S'experiencedintheinstallationoftrusses. uI L7 i l1 Dsgur: TLY Chk: Date: 7-19-02 Professional
advice shall be sought if needed. TRACTOR. - - Concentration
of construction loads greater WARNING: TIC
Live 16.0 psf. DurFae - Lbr: 1.25 than
the design loads shag not be applied toDurFC1C - Pit: 1.25 trusses
at any time. No loads other than the - 4005 MARON DA WAY hown on this drawing Is not erectlon bracing, wind bracing, portal bracing or similar bracing TIC Dead 7.0 psf weight
of the erectors shall be applied to SANFORD, FL. 32771 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. Spacing: 24.0" trusses
until after all (astening and bracing (407) 321-0064 Fax (407) 321-3913 shown Is for lateral support of truss members only to reduce buckling length. Provisions must be I,
De51
n Criteria: TPI completed
g madetoanchorlateralbracingatendsandspecifiedlocationsdeterminedbythebuildingdesigner. BC Dead 10.0 psf TOMASPONCEP.E. Additional bracing of the overall structure may be required. (See HIB-91 ofTvf). Code Dese: FLA LICENSE #/
0050068 (Truss Plate Institute, TPI. Is located at 583 D'Onofrlo Drtwe, Madison, Wisconsin 53719). 1890
GREENBROOK Cr.OVIEDO.FL32766 TOTAL 33.0 psf V:07.02.02- 17739- 02 Design:
Matrix Analysis JOB PATH: C:Ut14,UKV0BS1l25MPHIBBRB4 "La: Uo.W.u[
C
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
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)amcontinu-
ously braced by sheathing unless otherwise
specified. Where bottom chords in tension are
not fully braced laterally by a property applied
rigid ceding, they should be braced at a
maximum spacing of 10'-0" o.e. 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 vert-
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 centmid 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
AB 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
muses 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 _Plated.
JB: BAYBURY B 4 AC: 10# UPLIFT D.L.
TOP CHORDS: 2x4 SP #2
BOT CHORDS: 2x4- SP #2
WEBS: 2x4 SP #3
BEAR. BLK: 2x4 SP #3
Shim or wedge if necessary to achieve full
bearing.
MAX LIVE LOAD DEFLECTION:
L/999
L=-0.02" D= 0.00" T=-0.02"
MAX HORIZONTAL TOTAL LOAD DEFLECTION:
T= 0.01"
MAX HORIZONTAL LIVE LOAD DEFLECTION:
T. 0.01"
RMB = 1.15
WO: BBRB4 WE:
Analysis based on Simplified Analog Model.
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= 22.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0
Bld Type= Encl L= 36.0 ft W. 6.7 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 -149 0.42 4- 3 -123 0.30
TI: J2 QTY:2 f
Joint Location=::a ======_====
1) 0- 0- 0 3) 6- 8- 8
2) 6- 8- 8 4) 0- 0'- 0
MAX. REACTIONS PER BEARING LOCATION-----
X-Loc Vert Horiz Uplift Y-Loc Type
6-10-12 225 0 -266 TOP H-ROLL
0- 1-12 273 180 -307 BOT PIN
PROVIDE UPLIFT CONNECTION PER SCHEDULE:
Support 1 307#
Support 2 266#
7-0-0
1 2
2.50 I
1
i
0-3-8N 0-3-8
6-5-0
14 3
273# 3.50" 226# 2.50"
1-0-0 6-8-8 J 0033 8
RO-11-9) I (RO-2-14)
EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.5829
WARNING: READ ALL NOTES ON THIS SHEET, Eng. Job: Wu: DDKB4
Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING
BRACING
Dwg:
Dsgnr: TLY Chk:
Truss ID: J2
Date: 7-19-02
CONTRACTOR.
WARNING:
Bracing shown on this drawing Is not erection bracing. wind bracing, portal bracing or similar bracing
building design and which must be constdemd by the budding designer. Bracing
TC Live 16.0 psf
TC Dead 7.0 psf
DurFac - Lbr: 1.25
DurFae - Pit: 1.25
O.C. Spacing: 24.0tt4005MARONDAWAY
SANFORD, FL. 32771
407 321-0064 Fax 407 321-3913
which is a part of the
shown is for lateral support of truss members only to reduce buckling length. Provisions must be
determined by
BC Live 0.0 fPs
Design Criteria: TPI
TOMAS PONCE P.E.
made to anchor lateral bracing at ends and specified locations the building designer.
Additional bracing of the overall structure may be required. (See HIB-91 of TPI).
BC Dead 10.0 psf Code De$e: FLA
LICENSE #0050068 TrussPlate Institute, TPI, is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719).
TOTAL 33.0 psf V:07.02.02- 17740-11
1890 GREENBitoolt cr.ovlEDo.r1_327ss
Design: Matrix Analysis JOB PATH: C:ITEE-L0KU0BSI125MPHIBBRB4 HCS: 06.02.02
DESIGN INFORMATION
This design Is for an Individual building
component and has been based on Information
provided by the client. The designer disclalms
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
If 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 wit]
ANSI/TPI 1-I995 and NDS-97 to he 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
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 oroccupancy 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 property applied rigid
ceiling, they should be braced at a maximum
spacing of IO'-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
drawingto verify that this drawing is In conformance with
the fabricator's plans and to realize a
continuing responsibility for such vert- ficatfon. 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 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 Controlrefer 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 sways required. Normal precautionary
action for trusses requires such
temporary bracing during installation between trusses
to avoid topplinsg _ and dominoing. The
supervision of erection of trusses shall be
under the control of person experienced in the
Installation of trusses. Professional advice shall
be sought If needed. Concentration of construction
loads greater than the deslgn
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:
BAYBURY B
4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4
SP #2 BOT CHORDS: 2x4
SP #2 All COMPRESSION Chords
are assumed to be continuously braced unless
noted otherwise. WndLod per ASCE
7-98, C&C, V= 125mph, H= 22.0
ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type= Encl
L= 36.0 ft W= 5.1 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=-
0.04"
D=-0.04" T=-0.08" MAX HORIZONTAL TOTAL
LOAD DEFLECTION: T- 0.00"
MAX HORIZONTAL LIVE
LOAD DEFLECTION: T= 0.00"
RMB = 1.15
WO: BBRB4 WE:
Analysis based on
Simplified Analog Model. MULTIPLE LOADS -- This
design is the composite resultof multiple
loads. This truss is designed
to bear on multiple supports. Interior bearing locations
should be marked on truss.
Shim or wedge if necessary to achieve full
bearing. PROVIDE UPLIFT CONNECTION PER
SCHEDULE: Support 1 173# Support
2 75# Support
3 5# TC...
FORCE ... CSI ..BC ...
FORCE ... CSI 1- 2 -42 0.
23 4-.3 -1 0.17 TI: J3 61TY:5 ' !
Locations=====__======== 1) 0- 7-
12
3) 5- 1- 8 2) 5- 1- 8
4) 0- 7-12 MAX. REACTIONS PER BEARING
LOCATION=---- X-Loc Vert Horiz
Uplift Y-Loc Type 5- 0- 4 110
37 -75 TOP PIN 0- 1-12 213
49 -173 BOT PIN 5- 0- 4 60
0 -5 BOT H-ROLL j 5-1-8 1
2 0 214#
3.50"
1-
0-0 RO-
11-9) EXCEPT
AS SHOWN PLATES
ARE TL20 GA TESTED PER ANSI/TPI 1-1995 aronda Systems 4005 MARONDA
WAY SANFORD,
FL. 32771 407)
321-0064 Fax (
407) 321-3913 TOMAS PONCE P.E.
LICENSE #0050068 1890 GREENBROOK
G7.0VIEDO,
Ft.32766 Attach with (2) 10d
Toe -Nails 2-
5-11 10d
Coe -Nails ) 1101E
2.50" 5-
1-8 60#
2 50" C/
L: -0-4
Over 3 Supports WARiNIiNG:
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 most 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). 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
scale = 0.7443 WO:
BBRB4 Truss ID:
J3 Date:
7-19-02
DurFac Lbr: 1.25
DurFac Pit: 1.25
O.C. Spacing: 24.
0" Design Criteria: TPI Code
Desc: FLA V:
07.02.02-
17741-11 Design: Matrix Analysis JOB
PATH: C:ITEE-L0KU0BSl125MPHIBBR84 HCS: 06.02.02
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 fabrics=
Uon, 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 =vlewed 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 ceBhrg, 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 verity that this drawing is in
conformance with the fabricator's plans and to
realize a continuing responsibility for such verl-
flcation. 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 tholes) 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 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 erectlon 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
tresses 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
tresses until after all fastening and bracing
Is completed.
JB: BAYBURY B 4 AC: 10# UPLIFT D.L.
TOP CHORDS: 2x4 . SP #2
BOT CHORDS: 2x4 SP #2
All COMPRESSION Chords are assumed to be
continuously braced unless noted otherwise.
WndLod per ASCE 7-98, C&C, V= 125mph,
H= 22.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0
Bld Type= Encl L= 36.0 ft W= 5.1 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=-0.04" D=-0.04" T=-0.08"
MAX HORIZONTAL TOTAL LOAD DEFLECTION:
T= 0.00"
MAX HORIZONTAL LIVE LOAD DEFLECTION:
T= 0.00"
RMB = 1.15
0-4-1
1
3X4
168# 3.50"
WO: BBRB4 WE:
Analysis based on Simplified Analog Model.
MULTIPLE LOADS -- This design is the
composite result of multiple loads.
This truss is designed to bear on multiple
supports. Interior bearing locations should
be marked on truss. Shim or wedge if
necessary to achieve full bearing.
PROVIDE UPLIFT CONNECTION PER SCHEDULE:
Support 1 77#
Support 2 75#
Support 3 5#
TC... FORCE ... CSI ..BC...FORCE... CSI
1- 2 -42 0.23 4- 3 -1 0.17
5-1-8
EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995
Maron . da Systems
4005 MARONDA WAY
SANFORD, FL. 32771
407) 321-0064 Fax (407)321-3913
TOMAS PONCE P.E.
LICENSE #0050068
1890 CREENBROOK Cf.OVIEDO.FL32766
TI: J3A 9TY:1
Joint
1)
Locations========- --==
0-=7-12 3) 5- 1- 8
2) 5- 1- 8 4) 0- 7-12
MAX. REACTIONS PER BEARING LOCATION-----
X-Loc Vert Horiz Uplift Y-Loc Type
5- 0- 4 110 37 -75 TOP PIN
0- 1-12 167 49 -77 BOT PIN
5- 0- 4 60 0 -5 BOT H-ROLL
Attach with (2)
10d Toe -Nails
2-5-11
Attach oe-Nails2)
110# 2.50"
60# 2 50"
C/L: -0-4
Over 3 Supports
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 tress members only to reduce buckling length Provisions must be
made to anchor lateral bracing at ends and specified locations detemtlned by the building designer.
Additional bracing of the overall structure may required. (See HIB-91 of TPI).
Truss Plate Institute, TPI, is located at 583 D'Onofno Drive, Madison, Wisconsin 53719)_
scale = 0.8488
Eng. Job: WO: BBRB4
Dwg: Truss ID: J3A
Dsgnr: TLY Chk: Date: 7-19-02
TC . Live 16.0 psf DurFac - 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
TOTAL 33.0 psf I V:07.02.02- 17742-1 I
Design: Matrix Analysis JOB PATH., CATEE-L0KU0BSI125MPHIBBR84 HCS: 06.02.02
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 fumished 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 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 agreementwith the local building codes,
local climatic records for wind or snow loads,
protect 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 property 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
dippedgahanized steel meeting ASIM 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 all-
a continuing responsibility for such verl- 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. Can - rector
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 s 6" wide
x 8" long. slots (holes) run parallel to the
plate length specified. Double cuts on web members
shall meet at the centmid. 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 QualityControl 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 Ilion
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 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:
BAYBURY B 4 AC: 10# UPLIFT D.L. TOP
CHORDS: 2x4 SP' #2 BOT
CHORDS: 2x4 SP #2 All
COMPRESSION Chords are assumed to be continuously
braced unless noted otherwise. Shim
or wedge if necessary to achieve full bearing.
PROVIDE
UPLIFT CONNECTION PER SCHEDULE: Support
1 173# Support
2 75# Support
3 5# MAX
LIVE LOAD DEFLECTION: L/
999 L=-
0.04" D=-0.04" T=-0.08" MAX
HORIZONTAL TOTAL LOAD DEFLECTION: T=
0.00" MAX
HORIZONTAL LIVE.LOAD DEFLECTION: T-
0.00" RMB -
1.15 WO:
BBRB4 WE: Analysis
based on Simplified.Analog Model. MULTIPLE
LOADS -- This design is the composite
result of multiple loads. This
truss is designed to bear on multiple supports.
Interior bearing locations should be
marked on truss. Shim or wedge if necessary
to achieve full bearing. WndLod
per ASCE 7-98, C&C, V= 125mph, H=
22.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld
Type= Encl L= 36.0 ft W= 5.1 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 -43 0.24 4- 3 -16 0.17 TI:
J4 QTY:4" Joint
Locations=======___===== al)
1- 0- 6 3) 5- 1- 8 2)
5- 1- 8. 4) 1- 0- 6 MAX.
REACTIONS PER BEARING LOCATION----- X-
Loc Vert Horiz .Uplift Y-Loc Type 5-
0- 4 110 38 -75 TOP PIN 0-
1-12 213 49 -173 BOT . PIN 5-
0- 4 59 0 -5 BOT H-ROLL 5-
1-8 - k 1
2 0
Attach
with 12) 10d
Toe -Nails r
III
1-
5-10 2-
9-14 0-
4-1 3X4
1-
0-1 Attach
with (2) 10d
Toe -Nails 0-
3-8 2.
50 1 4
3 214#
3.50" 110# 2.50" 1.
1-0-0 01 5-1-8 60# 2 50". RO-
11-9) C/L: -04 EXCEPT
AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports scale = 0.7443 WARNING:
READ ALL NOTES ON THIS SHEET.. A
COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng.
Job: Dwg:
Truss ID: J4 1Waronds
Systems CONTRACTOR.
Dsgnr:
TLY Chk: Date: 7-19-02 Tc
Live 16.0 psf DurFac - Lbr. 1.25 BRACING
WARNING: 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 DurFac - Pit: 1.25 SANFORD,
FL. 32771 which is a part of the building design and which must be considered by the building designer. Bracing BC Li ve0.0 f O.C. Spacing: 24.0" 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 braclg at ends and specified locations determined by the building designer. BC Dead 10.0 psf Design
Criteria: TPI gTOMAS
PONCE P.E. Additional bracing of the overall structure maybe required. (See HIB-9I of TPI)• Code Dose: FLA LICENSE #
0050068 filvss plate Institute. TPI, is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). TOTAL
33.0 psf 07 02.02- 17743-11 18900REENBROOKCr.OVIEDO.FL32766 Design:
Matrix Analysts JOB PATH: CATE£-L0K1.l0B5ll25MPHIBBR84 tics: W.ul.o[
r--
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 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
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 lads,
project specifications or special applied lads.
Unless shown, truss has not been designed for
storage or occupancy lads. 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 property applied
rigid ceiling, they should be braced at a
maximum spacing of W-W o.c. Connector
plates shall be manufactured from 20 gauge hot
dipped galvaniwd 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 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 minbnum 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 befabricated with fire retardant treated lumber
unless otherwise shown. For additional Information
on Quality Control refer to ANSI/
TPI1-1995 PRECAUTIONARY
NOTES Ail
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 pa- ltion
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 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 lads greater than
the design lads shall not be applied to trusses
at any time. No lads other than the welght
of the erectors shall be applied to trusses until
after all fastening and bracing Is completed.
JB: BAYBURY
B 4 AC: 10# UPLIFT D.L. TOP CHORDS:
2x4 SP #2 BOT CHORDS:
2x4 SP #2 All COMPRESSION
Chords are assumed to be continuously braced
unless noted otherwise. WndLod per
ASCE 7-98, C&C, V= 125mph, H= 22.
0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 B1d Type=
Encl L= 36.0 ft W= 3.1 ft Truss in END
zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant
Covering and/or Glazing Req 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: BBRB4
WE: Analysis based
on Simplified Analog Model. MULTIPLE LOADS --
This design is the composite result
of multiple loads. This truss
is designed to bear on multiple supports. Interior
bearing locations should be marked
on truss. Shim or wedge if necessary to
achieve full bearing. PROVIDE UPLIFT
CONNECTION PER SCHEDULE: Support 1
303# Support 2
124# Support 3
15# TC ... FORCE ...
CSI ..BC ... FORCE ... CSI 1- 2 -
25 0.17 4- 3 -2 0.13 TI: J6
QTY:5 Joint Locations=====___====___
1) 0-
7-12 3) 3- 1- 8 2) 3-
1- 8 4) 0- 7-12 MAX. REACTIONS
PER BEARING.LOCATION----- X-Loc
Vert Horiz Uplift Y-Loc Type 3- 0-
4 67 51 -124 TOP PIN 0- 1-
12 148 65 -303 BOT PIN 3- 0-
4 36 0 -15 BOT H-ROLL 3-1-
8 1 2
0 3-
1-
8 4 3
148# 3.
50" 67# 2.50" 1-0-
0 3-1-
8 37# 2.f0" RO-11-
9) 17 C/L: 3-04 EXCEPT AS
SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 Over 3 Supports Malronda Systems
WARNING: READ
ALL NOTES ON THIS SHEET. A COPY
OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING
WARNING:
4005 MARON
DA WAY Bracing shown on this drawing Is not erection bracing, wind bracing. portal bmeing 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 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. 1See HIB-91 of TPI). LICENSE #0050068
r1russ Plate Institute, TPI, Is located at 583 D'Onofrto Drive, Madison. Wisconsin 53719). Attach with (
2) 10d Toe -
Nails 10d Toe--
Nails2) scale = 1.
0563 Eng. Job:
WU: BBRB4 Dwg: Truss
ID: J6 Dsgnr: TLY
Chk: Date: 7-19-02 TC Live
16.0 psf DurFac - 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 TOTAL 33.
0 Design: Matrix
Analysis _ JUB PATH: C:l1b&-LUKVUHS1125MPHlBBXB4 nt,a: w.W.vz
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-
on, 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'-W 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-
Hmtion. Any discrepancies are to be put In
writing before cutting or fabrication.
Plates shall not be Installed over knotholes,
knots or distorted gam. Members shall be cut
for tight fitting wood to wood bearing. Con-
nector plates shall be located an 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 centmid of the webs
unless otherwise shown. Connector plate sizes
amre-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/TP[ 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 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. Normalprecautionary action for trusses
requires such temporary bracing during Installation
between trusses to avoid toppling and
dommoing. The supervision of erection of tresses
shall be under the control of persons experienced
in the Installation of trusses. Professional
advice shall besoughtif needed. Concentration of
construction loads greater than the
design loads shall not be applied to muses 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: BAYBURY
B 4 AC: 10# UPLIFT D.L. TOP CHORDS:
2x4 SP #2 BOT CHORDS:
2x4 SP #2 A11 COMPRESSION
Chords are assumed to be continuously braced
unless noted otherwise. WndLod per
ASCE 7-98, C&C, V= 125mph, H= 22.
0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type=
Encl L= 36.0 ft W= 3.1ft 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--
0.01"
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
3X4 102# 3.
50"
WO: BBRB4. WE:
Analysis based on
Simplified Analog Model. MULTIPLE LOADS -- This
design is the composite result of
multiple loads. This truss is
designed to bear on multiple supports. Interior bearing
locations should be marked on
truss. Shim or wedge if necessary to achieve
full bearing. PROVIDE UPLIFT CONNECTION
PER SCHEDULE: Support l 135#
Support 2 124#
Support 3 15#
TC... FORCE ... CSI ..
BC ... FORCE ... CSI 1- 2 -25
0.17 4- 3 -2 0.13 TI: J6A - QTY:
1 ' Joint Locations=====_=______== 1)
0- 7-
12 3) 3- 1- 8 . 2) 3- 1-
8 4) 0- 7-12 MAX. REACTIONS PER
BEARING LOCATION----- X-Loc Vert
Horiz Uplift Y-Loc Type 3- 0- 4
67 51 -124 TOP PIN 0- 1-12
102 65 -135 BOT PIN 3- 0- 4
36 0 -15 BOT H-ROLL 3-1-8
1 2 0
67# 2.
50"
37# 2: 0"
3-1-8
C/L: 3- -
4 EXCEPT AS SHOWN
PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over - 3, Supports WARNING: READ ALL
NOTES ON THIS SHEET. A COPY OF
THIS DRAWING TO BE GIVEN TO ERECTING Maronda Systems CONTRACTOR. BRinngCING WAdRNING: 4005
MARONDA WAY
shown on this rawirrg U not erection bracing, wind bracing, portal bracing or similar bracing SANFORD, FL. 32771
407) 321-0064
Fax (407) 321-3913 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 by designer. TOMAS
PONCE P.
E. made to anchor
lateral bracing at ends and specified locations determined the building Additional bracing of
the overall structure may be required. (See HIB-91 of TP11. LICENSE #0050068 Truss
Plate Institute,
TPI, is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). 1890 OREENBROOK CI'.
OVIEDO.FL32766 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 33.6
psf Attach with (2)
10d Toe -Nails
Attach with (2)
10d Toe -Nails
scale = 1.2800
Truss ID: J6A
Date: 7-19-
02 DurFac - Lbr: 1.
25 DurFac - Pit: 1.
25 O.C. Spacing:
24.0" Design Criteria: TPI
Code Desc: FLA
HCS: 06.02.
02 ueslgn: marrix inarysis
I _
JB: BAYBURY B 4 AC: 10# UPLIFT D.L. WO: BBRB4 WE:TI: J7 QTYA'
DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 Analysis based on Simplified Analog Model. ===Joint Locations=======--======
i This design is for an individual budding BOT CHORDS2x4 SP #2 MULTIPLE LOADS -- This design is the .1) 1- 0- 6 3) 3- 1- 8 component
and has been based on information All COMPRESSION Chords are assumed to be composite result of multiple loads 2) 3- 1- 8 4) 1- 0- 6 provided
by the client. The designer disclaims continuously braced unless noted otherwise. This truss is designed to bear on multiple ----MAX. REACTIONS PER BEARING LOCATION ----- P
any responsibility for damages as a result of Shim or wedge if necessary to achieve full supports. Interior bearing locations should X-Loc Vert Horiz Uplift Y-Loc Type . faulty
or Incorrect Information, specifications be marked on truss. Shim or wedge if 3- 0- 4 67 52 -124 TOP PIN and/
or designs furnished to the truss designer bearing. - necessa
to achieve_ full bearing. _ 0- 1-12 148 _ 67 -303 BOT PIN i
by the client and the correctness or accuracy of
this information as It may relate to a spe- PROVIDE UPLIFT CONNECTION PER SCHEDULE: WndLod per ASCE 7- 98, C&C, V= 125mph, 3- 0- 4 36 0 -15 BOT H-ROLL r
citicproJectand accepts noresponsibility or - Support 1 303# - H=-22.0 ft, I= 1.00, Exp.Cat. Br Kzt= 1.0. 4 exercises nocontrol
with regard tofabdoa Support 2 124# Bld Type= Encl L= 36.0 ft We: 3.1 ft Truss F Von, handling, shipment
and installation of Support 3 - 15# in END. zone, TCDL= 4.2 psf, BCDL= 6.0 psf trusses. This truss hasbeendesignedasan - j Individual building component
in accordance with MAX LIVE LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Req i ANSI/TPI 1-
1995 and NDS-97 to be incorporated L/999 - - as part of the
building design by a Building. L=- 0.01" D- 0.00" T=-0. O1" ..TC ... FORCE... CSI ..BC ... FORCE... CSI Designer (registered architect or
professional MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -25 0.17 4- 3 -13 0.13 i engineer). When reviewedfor
approval by the T= 0. 00" - building designer, the design loadingsshown - - must be checked to be
sure that the data shown MAX HORIZONTAL LIVE 'LOAD DEFLECTION: are in agreement with the
local building codes, - T= 0 . 00" local climatic records for wind
or snow loads, project specifications or special applied
loads. RMB = 1.15 - - - Unless shown, truss has not
been designed for storage or occupancy loads. The
design assumes - - - compression chords (top or bottom)
are continu- 3-1-8 ously braced
by sheathing unless
otherwise - specified. Where bottom chords In
tension are 1 2 not fully braced laterally by
properly applied rigid ceding, they should be
braced at a 0 - maximum spacing of 10'-0"
o.e. Connector - plates shall be manufactured from
20 gauge hot Attach with (2) dipped galvanized steel meeting ASTM
A 653, 10d Toe -Nails Grade 40, unless otherwise shown. - -
FABRICATION NOTES ..T Prior to
fabrication, the fabricatorshallreviewthisdrawingtoverifythat
this drawing Is in conformance with the fabrlcator's
plans and to 1-0-10 realize a continuing responsibility for
such ved- - fication. Any discrepancies are to
be put In writing before cutting or fabrication.
Plates shall not be Installed
over knotholes. I - mots or distorted grain. Members
shall be cut for tight fitting wood to
wood bearing. Con- 1-11-14. nector plates shall be located
on both faces of q 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 9' — _ 0-7-1 wide x 8" long. Slots (
holes) run parallel to . the plate length specified. Double
cuts on web 04-1 members shall meet at the
centroid of the webs Attach - with (2) unless otherwise shown. Connector plate
sizes -3X4 are minimum slur based on
the forces shown 1.0d. 'Foe -Nails 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 - 0-
3-8 PRECAUTIONARY NOTES
Ail bracing and
erection recommendations
are - to be followed in accordance
with "Handling 2-10-0 Installing & Braehlg", NIB-91. Trusses
arc to be handled with particular care
during banding 4, 3 and bundling, delivery
and installation
to avoid - 148# 3.50" 67# 2.50" damage. Temporary and permanent bracing -
1-0-0 - 36# 2.¢011 for holding trusses In a
straight and plumb pos- - 3-1-8 non and for resisting lateral
forces shall he (RO-11-9) CIL• 3-04 designed and Installed by others.
Careful hand- - ling is essential and erection
bracing is always EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports scale = 1.0563 required. Normal precautionary action for '
ill trusses requires such temporary
bracing during WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: B installation between trusses to avoid
toppling and dominoing. The supervision of
erection of A COPY OFTHISDRAWING TO BE GIVEN TO ERECTING Dwg` Truss ID: J7 trusses shallbeunder the control of
persons Irys ar®Hda Systems professions m the installation of trusses.
Y
M Systems w 167 CONTRACTOR. Dsgnr: TLY Chk: Date: 7-
19-
02 Professional advice shall ct sought ti
needed. 1.25 thanthedesi of adsshall otechgreater BRACING WARNING: -
TC
Live
16.0 psi' .DurFae -
Lbr. than the design loads shall not
be applied to DurFae - Pit: 1.25 trusses at any time. No loads
other than the 4005 MORON DA WAY Bracing shown on this drawing H not erection bracing, wind bracing, portal bracing or similar bracing TC Dead 7.0 psf weight of the erectors shall be
applied to SANFORD, FL. 32771 which Is a part of the building design and which must be considered by the building designer. Bracing BC I.1 O.C. Spacing: 24.0" trusses until after all fastening and
bracing (407)- 321-0064 Fax (407) 321-3913 shown is for lateral. support of truss members only to reduce buckling length. Provisions must be Live 0.0 psf 1s completed. - made to anchor lateral
bracing at ends and specified locations determined by the building designer. BC Dead - 10.0 psr Design Criteria: TPI TOMAS PONCE P.
E. Additional bracing
of the overall structure may be required. (See HIB-91 of TPI)._ Code Desc: FLA LICENSE #0050068 - (Truss Plate Institute, TPI.
Is located at 583 D'onofrio Drive, Madison, Wisconsin 53719). 1890 GREENBROOK Cr.OVIEDO.F6s276( TOTAL
33.0 pse V:07.
02.02- 17746-109 Design: Matrix Analysis JOB PATH: CJTEE-
L0K1J0BSI125MPHIBBRB4 HCS. 06.02.02
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 itmayrelate 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
becheckedto 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 assume 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 property applied rigid ceiling,
they should be braced at a maximum spacing
of 10-Ar 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 fabrtcatofs plans and to realize a
continuing responsibility for such verl- 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
filing 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 centrold of the webs unless otherwise
shown. Connector plate sizes are minimum
slur 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 are 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
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 [
masses to avoid toppling and dominoing.
The supervision of erection of muses 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 lads shall not be applied to trusses at
any time. No lads other than the weight of
the erectors shall be applied to trusses "Hill
after all fastening and bracing is completed.
JB: BAYBURY
B 4 AC: 10# UPLIFT D.L. TOP CHORDS:
2x4 SP #2 BOT CHORDS:
2x4 SP #2 All COMPRESSION
Chords are assumed to be continuously braced
unless noted otherwise. WndLod per
ASCE 7-98, C&C, Vp 1254h, H= 22.
0 ft, I= 1.00, Exp.Cat..B, Kzt= 1.0 Bld Type=
Encl L= 36.0 ft W= 1.1 ft Truss in END
zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant
Covering and/or Glazing Req MAX LIVE
LOAD DEFLECTION: L/999
L= 0.
00" D= 0.00" T= 0.00" MAX HORIZONTAL
TOTAL LOAD DEFLECTION: T= 6.
00" MAX HORIZONTAL
LIVE LOAD DEFLECTION: T- 0.
00" RMB = 1.
15 WO: BBRB4
WE: Analysis based
on Simplified Analog Model. MULTIPLE LOADS --
This design is the composite result
of multiple loads. This truss
is designed to bear on multiple supports. Interior
bearing locations should be marked
on truss: Shim or wedge if necessary to
achieve full bearing. PROVIDE UPLIFT
CONNECTION PER SCHEDULE: Support 1
217# Support 2
46# Support 3
3# TC... FORCE ...
CSI ..BC ... FORCE ... CSI 1- 2'
7 0.02 4- 3 -2 0.01 TI: J8
9TY:5 . Joint Locations===============
1)a0- 7=12 3) 1- 1- 8 2) 1-
1- 8 4) 0- 7-12 MAX. REACTIONS
PER BEARING LOCATION----- X-Loc
Vert Horiz Uplift Y-Loc Type 1- 0-
4 24 14 -46 TOP PIN 0- 1-
12 83 18 -217 BOT PIN 1- 0-
4 12 0 -3 BOT H-ROLL L 1-
1-8 L 1 2
5.00
i 4
31
83# 3.
50" 25# 2.50" 1-0-
0 Elie 1-
1-8 13# 2.
5 " RO-11-
9) C/L: 1- -4 EXCEPT AS
SHOWN PLATES ARE TL20 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
1890 GREENBROOK
Cr.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 1s
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). 10d ToL--
Nails2) Nvith 10d'
foe-
Nails ) scale = 1.
8187 Eng. Job:
WU: 0131(54 Dwg: Truss
ID: J8 Dsgnr: TLY
Chk: Date: 7-19-02 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,07.02.02- 17747-1' Design: Matrix
Analysis JOB PATH:. C.Ilk.&-LUAVUtQI14) frttlrfrsrcuv
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 protect 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
maximum spacing of 10'-0" o.c. Connector
plates shall be manufactured from 20 gauge hot
dipped galvanlmd steel meeting ASTM A 653,
Grade 40, unless otherwise shown.
FABRICATION NOTES
Prior to fabrication, the fabricator shall review
Ahis o verify is in
conformancett with the
fabricatorthis 's 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
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 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 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-. Ilion 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 to trusses until after
all fastening and bracing Is completed. JB:
BAYBURY B
4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4
SP #2 BOT CHORDS: 2x4
SP #2 All COMPRESSION Chords
are assumed to be continuously braced unless
noted otherwise. WndLod per ASCE
7-98, C&C, V=.125mph, H= 22.0
ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type= Encl
L= 36.0 ft W= 1.1 ft Truss in END zone,
TCDL= 4.2 psf,'BCDL= 6.0 psf Impact Resistant Covering
and/or Glazing Req 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: BBRB4 WE:
Analysis based on
Simplified Analog Model. MULTIPLE LOADS -- This
design is the composite result of
multiple loads. This truss is
designed to bear on multiple supports. Interior bearing
locations should be marked on
truss. Shim or wedge if necessary to achieve
full bearing. PROVIDE UPLIFT CONNECTION
PER SCHEDULE: Support 1 49#
Support 2 46#
Support 3 3#
TC... FORCE ... CSI ..
BC ... FORCE ... CSI 1- 2 7
0.02 4- 3 -2 0.01 TI: JBA QTY:
1 ' Joint Locations_____ 1)
0- 7-
12 3) 1- 1- 8 2) 1- 1=
8 4) 0- 7-12 MAX. REACTIONS PER
BEARING LOCATION----- X-Loc Vert
Horiz Uplift Y-Loc Type 1- 0- 4
24 14 -46 TOP PIN 0- 1-12
37 18 -49 'BOT PIN 1- 0- 4
12 0 -3 BOT H-ROLL Attach with (2)
10d 'Coe -Nails
0-941 Attach-
oe Nails )
1-1-8
4 37# 3.
50"
25# 2.50" 1-1-8
13# 2.50"
C/L: 1-
0 EXCEPT AS SHOWN
PLATES ARE T120 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports scale, = 2.6013 WARNING: READ ALL
NOTES ON THIS SHEET. A COPY OF
THIS DRAWING TO BE GIVEN TO ERECTING Eng. Job: Ds
g: Dsgnr:
TLY Cbk:
over tslSKU4 Truss
ID: J8A
Date: 7-19-
02 LM Systems alroncaSysteCONTRACTOR. BRACING WARNING:
Bracing
shown on
this drawing is not erection bracing, wind bracing. portal bracing or similar bracing be by the
building designer. Bracing Tc Live 16.
0 psf TC Dead 7.
0 psf DurFac - Pit: .2
5
DurFae - Pit
1.
25 O.C. Spacing:
24.0" 4005 MARON DAWAYSANFORD, FL. 32771
Fax 321-3913
which is a
par of the building design and which must considered shown Is for
lateral support of truss members only to reduce buckling length. provisions must be BC Live 0.0 f Design Criteria: TPI
407) 321-0064 (407) made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 10.0 psf TOMAS PONCE P.
E. Additional bracing of the overall structune may be required. (See HIB-91 of TPI). rf uss Plate
Institute, TPI, is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). Code Desc: FLA
LICENSE #0050068 -. TOTAL
33.0 psf 4 V:07 02.02- 1%%48-1 1890 GREENBROOK CT.
OVIEDO.FL32766 n.-•e.- n.,-
c,nv,rn"cee•fer,DueDDDDA HCS. 06.02.02 uesign: maru 11
r yara
JB: BAYBURY B 4 AC: 10# UPLIFT D.L. WO: BBRB4 WE: TI: J9 QTYA
DESIGN INFORMATION TOP CHORDS: 2X4 SP #2 Analysis based on Simplified Analog Model. ____ ___=====Joint Locations=====_________=
This design is for an individual building BOT CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the 1)= 0- 7-14 3) 1- 1- 8
component and has been based on information All COMPRESSION Chords are assumed to be composite result of multiple loads. 2) 1- 1- 8 '4) 0- 7-14
provided by the client. The designer disclaims - continuously braced unless noted otherwise. This truss is designed to bear on multiple -- --MAX. REACTIONS PER BEARING LOCATION-----
anyresponsibility for damages as a result of Shim or wedge if necessary to achieve full supports. Interior bearing locations. should X-Loc Vert Horiz Uplift Y-Loc Type
j faulty or incorrecttnformatton,specifications be marked On truss. r :Shim owedge if 1- 0- 4 24 17 -46 TOP PIN S
and/or designs furnished to the truss designer bearing. g by
the client and the correctness or accuracy necessary to achieve full bearing. 0- 1-12 82 21- -216 BOT PIN p
of this information as"may miate to a spe-. PROVIDE .UPLIFT CONNECTION PER SCHEDULE: - WndLod per ASCE 7-98, C&C, V. 125mph, 1- 0-,4 12 0 -3 BOT H-ROLL d(
ic project and accepts no responsibility or Support 1 - 216# H= 22.0 ft, I= 1.00, Exp. Cat. B, Rzt= 1.0 exercises
no control with mgard to fabrira- Support 2 46# Bld Type= Encl L= 36.0 ft W- 1.1 ft Truss von,
handling, shipment and installation of Support trusses. This truss has been designed as an Su rt 3 3# in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf iindividual
building component In accordance with MAX LIVE LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Req _ ANSI/
Tpi I-1995 and NDS-97 to be Incorporated L/999 s
as part of the building design by a Building L- 0.00^ D= 0.00"'T- 0.00" ..TC... FORCE ... CSI ..BC ... FORCE ... CSI Designer (
registered architect or professional MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -8 0.02 4- 3 -4 0.01 engineer).
When reviewed for approval by the - building
designer, the design loadings shown T=
0. 00" must
be checked to be sum that the data shown MAX HORIZONTAL LIVE LOAD DEFLECTION:. are
in agreement with the local building codes. T= 0 . 00^ I
local Tnavc records for wind or snow loads,. - - project
specifications or special applied loads. RMB = 1.15 - Unless
shown, truss has not been designed for stoiage
or occupancy loads. The design assumes compression
chords Itop or bottom) arc continu- ously
braced by sheathing unless otherwise 21 specified. Where bottom chords In tension arc 1 - not
fully braced laterally by a property applied rigid
ceiling, they should be braced at a 0 maximum
spacing of 10'-0" o.c. Connector plates
shall be manufactured from 20 gauge hot Attach with (2) dipped
galvanized steel meeting ASTM A 653, Grade
40, unless otherwise shown. - 10d
Toe -Nails 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 vert- 0-8-9 ficavon.
Any discrepancies are to be put In g
writing before cutting or fabrication. TT Plates
shall not be installed over knodroles, r knots
or distorted grain. Members shall be cut for
light fitting wood to wood bearing.. Con- 1-1-14 y
nector platesshall be located on both faces of the truss
with nails fully imbedded and shall be 0-5-0 B sym.
about the joint unless otherwise shown. A 5x4 plate
is 5"wide x 4" long.. A 6x8 plate is 6" 0-2-1 wide x
8" long. Slots (holes) run parallel to the plate
length specified. Double cuts on web I Attach with. (2) members shall
meet at the ce.ntrold of the webs. - 4X6 10d Toe -Nails urdess otherwise
shown. Connector plate sizes are minimum
sizes bused 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 sham. For additional Information on
Quality Control refer to ANSI/TPl
I-1995 - 2.50
I 0-3-
8 PRECAUTIONARY NOTES
All bracing
and erection recommendations are to be
followed In accordance with "Handling 0-10-0 Installing & Bracing",
HIB-91, Trusses are to be handled
with particular care during banding 4 3 and bundling.
delivery and installation to avoid 83# 3.50" 25# 2.50" damage. Temporary
and permanent bracing 1-0-0 13# 2.5 rr for holding
trusses In a straight and plumb pos- - 1-1-8 Ilion and
for resisting lateral forces shall be - - (RO-11-9) C/L: 1- -4 designed and
Installed by others. Careful hand- ling is
essential and erection bracing Is always EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 - Over 3 Supports - scale = 1.8187 required. Normal
precautionary action for insta ionb<""`
hvrsses o avoibracid ling WARNING: READ ALL NOTES ON THIS SHEET. Erg. Job: Installation between
trusses to avoid toppling anddominomg. The
supervision of erectionar + A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: J9 trusses shell
be under thecontrolu persons Maronda Systems Dsgnr: TLY. Chk: Date: 7-19-02 experienced Professional in
tit""'
tal'
be so g
trusses. CONTRACTOR. Professional
advice shallbesoughtRneeded. 1.25 Concentmtion of construction
loads greater BRACING WARNING: - TC Live 16.
0 .psf DurFae - Lbr. than the tdesign
my t loadsoto
net
other applied
h
4005
MARONDA
WAY TC Dead 7.0 f DurFae - Pit: 1.25 trusses at any
time. No loads other than the Bracing shown on this drawing B not erector bracing, wind bracing, portal bracing or similar bracing ps weight of the
erectors shall be applied to SANFORD, FL. 32771 which is a part of the building design and which must be considered by the building designer. Bracing 'BC Live 0.0 f O.C. Spacing: 24.0" ttvsses until after
all fastening and bracing (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be Design Criteria: TPI is completed - made
to anchor lateral bracing at ends and specified locations determined by the budding designer. BC Dead 10.0 psf `` TOMAS PONCE P.E. Additional bracing of the overell structure may be require. (See HIB-91 ofTPfl. Code Desc: FLA r LICENSE #0050068 (
Truss
Plate Institute, TPI, is located at 583 D'Onofrio Drtve, Madison, Wisconsin 53719). s - 1890GREENBROOKCr.OVIEDO.
FI.s27ss TOTAL 33.0
psf V:07.)2.02- 17750-113 I Design: Matrix
Andysis
JOB PATH: C.lTEE-L0KUOBS1125MPHIBBRB4 HCS: 06.02.02
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, spec0ications
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 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
engbreed. 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,
pm)ect 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 gaha itzed steel meeting ASTM A 653,
Grade 40, unless otherwise shown.
FABRICATION NOTES
Prior to fabrlration, the fabricator shall review
this drawing to verify that this drawing is In
conformance with the fabricators plans and to
realize a continuing responsibilityty for such veri-
ficatio. 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 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 the Joint unless otherwise shown. A
5x4 plate Is5" wide x 4" long. A 6.8 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. It1on
and for resisting lateral forces shall be desigred
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 expertenced
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. PROVIDE
HORIZONTAL CONNECTION PER SCHEDULE Support
1 398# Support
2 430# MAX
LIVE LOAD DEFLECTION: L/
999 L=-
0.06" D- 0.01" T=-0.05" MAX
HORIZONTAL TOTAL LOAD DEFLECTION: T=
0.00" MAX
HORIZONTAL LIVE LOAD DEFLECTION: T=
0.00" RMB =
1.15 WO:
BBRB4 WE: Analysis
based on Sin>plified Analog Model. MULTIPLE
LOADS -- This design is the ccrrposite
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=
22.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld
Type= Encl L= 36"0 ft W= 7.0 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 -448 0.19 6- 5 399 0.13 2'-
3 -448 0.18 5- 4 -1 0.09 TI:
JA 9TY:3 Joint
Locations=====__======== 1)
0- 7-12 3) 7- 0- 0 5) 2- 1-12 2)
2- 1-12 4) 7- 0- 0 6) 0- 7-12 MAX.
REACTIONS PER BEARING LOCATION----- X-
Loc Vert Horiz Uplift Y-Loc Type 6-
10-12 98 -430 -140 TOP PIN 2-
1-12 323 398 -301 BOT PIN 6-
10-12 45 0 0 BOT H-ROLL PROVIDE
UPLIFT CONNECTION PER SCHEDULE: Support
1 301# Support
2 140# 7-
0-0 1
2 3 0
3X6
2X4 Attach
with (2) 10d "
roe -Nails 3-
3-1 Attach
with (2) 10d
Toe -Nails rI
7-
0-0 6
5 4 CANT: 2-0-0 324# 3.50" 99# 2.50" e
7-0-0 46# 2 50" EXCEPT
AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports 6-10-12 WARNINU:
READ ALL NOTES ON THIS SHEET. Eng. Job: M!
aronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg' CONTRACTOR.
Dsgnr: TLY . Chk: 4005
MARONDA WAY BRACING WARNING: m TC Live 16.0 psf SANFORD,
FL. 32771 Bracing shown on this drawing is not erection bracing, windbractng, 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 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 psf TOMA$ PONCE
P.E. made to anchor lateral bracing „a;t;nds
and
specified locations determined by the building designer. Additional bracingy
required. (see HIB-91 of TP BC Dead 10.0 f ps LICENSE #0050068
Truss Plate Institute, TPI, O located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). 1890 GREENBROOK
CT.OVIEDO.FL32766 TOTAL 33.0 psf scale = 0.
6451 Truss ID:
JA Date: 7-
19-02 Ulf-U%- -
Lul. 1.4u DurFac - Pit:
1.25 O.C.
Spacing: 24.0" Design Criteria:
TPI Code Desc:
FLA r a•• •••,••,» ,•••,•, -..., ...,.
u-..
vnvvo..i.umrnroonov HCS: 06.
02.02
DESIGN INFORMATION
This design is for an Individual building
component and has been based on Information
provided by the chent. The designer disclaims
any responsibility for damages as a result of
faulty or incorrect Infonl Information. speccotions and/
or designs furnished to the truss destgner by
the client and the correctness or acxuracy - 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 engineerj.
When reviewed for approval by the building
designer, the design loadings shown must
be checked to be sure that the data shown are
in agreementwiththe 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 assume compresslon chords (
top or bottom) are continu- ously braced
by sheathing unless otherwise specified. Where
bottom chords In tension arc not fully
braced laterally by properly applied rigid ceding,
they should be braced at a maximum spacing
of 10'-0" o.c. Connector plates shag
be manufactured from 20 gauge hot dipped.gahvantud
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 veA- Bcation. Any
discrepancies are to be put In writing before
cutting or fabrication. Plates shag
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
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 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 Ore retardant treated lumber unless
otherwise shown. For additional information on
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 handing and bundling,
delivery and Installation to avoid damage. Temporary
and permanent bracing for holding
trusses in a straight and plumb Poo - Ilion and
for resisting lateral forces shall be designed and
Installed by others. Careful hand- ling is
essential and erection bracing Is always required. Normal
pmcautlonmy action for trusses requires
such temporary bracing during installation between
trusses to avoid toppling and dominoing.
The supervision of erection of trusses shag
be under the control of pennons 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 shag be applied to trusses until
after all fastening and bracing Is completed.
JB: BAYBURY
B 4 AC: 10# UPLIFT D.L. TOP CHORDS:
2x4 SP #2 BOT CHORDS:
2x4 SP #2 All COMPRESSION
Chords are assumed to be continuously braced
unless noted otherwise. WndLod per
ASCE 7-98, C&C, V= 125mph, H= 22.
0 ft, I= 1.00, Exp.Cat. B, Xzt- 1.0 Bld Type=
Encl L= 36.0 ft W= 7.0 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/632
at Mid -panel # 1 L=-0.
13a D=-0.14" T=-0.27" MAX HORIZONTAL
TOTAL LOAD DEFLECTION: T= 0.
00" MAX HORIZONTAL
LIVE LOAD DEFLECTION: T= 0.
00" RMB - 1.
15 3X4 WO:
BBRB4
WE: Analysis based
on Simplified Analog Model. MULTIPLE LOADS
This design is the composite result
of multiple loads. This truss
is designed to bear on multiple supports. Interior
bearing locations should be marked
on truss. Shim or wedge if necessary to
achieve full bearing. PROVIDE UPLIFT
CONNECTION PER SCHEDULE: Support 1
101# Support 2
99# Support 3
7# TC... FORCE ...
CSI ..BC ... FORCE ... CSI 1- 2 -
59 0.44 4- 3 -1 0.32 TI: J
B QTY:4 Joint Locations===============
1) 0
7-12 3) 7- 0- 0 2) 7-
0- 0 4) 0- 7-12 MAX. REACTIONS
PER BEARING LOCATION----- X-Loc
Vert Horiz Uplift Y-Loc Type 6-10-
12 150 51 -99 TOP PIN 0- 1-
12 229 66 -101 BOT PIN 6-10-
12 82 0 -7 BOT H-ROLL 7-0-
0 1 2
Attach with (
2) 10d Toe -
Nails 3-3-
1 Attach with (
2) 10d Toe -
Nails 4 3
229# 3.
50" 150# 2.50" 7-0-
0 - 82# 2
50" C/L:
6-10-12 EXCEPT AS
SHOWN PLATES, ARE TL20 GA TESTED PER ANSI%TPI 1-1995 Over 3 Supports scale = 0.6451 Maronda Systems
WARNING: READ
ALL NOTES ON THIS SHEET. A COPY
OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. Job:
DwgDsg : RB4
Truss
ID:
JB CONTRACTOR. TLY
Chi:
Date 19-02 TC Live
16.0 psf DurFac - Lbr: 1.25 BRACING WARNING:
4005 MARONDA
WAY Being 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 BC Live 0.0 psf O.C. Spacing: 24.0" 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 f Design -Criteria:/tTPI TOMAS PONCEP.E. Additional bracing of the overall structure maybe required. (See Hillde Desc: FLA LICENSE #0050068
Uruss Plate Institute, TPI, is located at 583 D'Onofrlo Drive, Madison, Wisconsin 53719). 1890 GREENBRt70R
CT.GVIEDO.FI-32766 TOTAL 33.0 psf I V:07.02.02- 17738-11 Design: Matrix
Analysis JOB PATH: CATEE-L0XU0BSI125MPHIB8RB4 HCS: 06.02.02
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
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 Bullding
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) arc 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
mall- a continuing responsibility for such verl-
ficatien. Any discrepancies 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-
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-
Itfon 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 Nan the
weightof the erectors shall be applied to trusses
until after all fasteuUng and bracing Is
completed. JB:
BAYBURY B 4 AC: 10# UPLIFT D.L. TOP
CHORDS: 2x4 SP #2 BOT
CHORDS: 2x4- SP #2 WEBS:
2x4 SP #3 2x4
SP. #2 1,2 MULTIPLE
LOADS -- This design is the composite
result of multiple loads. All
COMPRESSION Chords are assumed to be continuously
braced unless noted otherwise. PROVIDE
HORIZONTAL CONNECTION PER SCHEDULE Support
1 270# MAX
LIVE LOAD DEFLECTION: L/
482 at JOINT # 7 L=-
0.07" D= 0.01".T=-0.06" MAX
HORIZONTAL TOTAL LOAD DEFLECTION: T=
0.38" MAX
HORIZONTAL LIVE LOAD DEFLECTION: T=
0.43" RMB =
1.15 WO:
BBRB4 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 8" o.c Brace
must extend at least 90% of web length 2x6
Brace required on any web over 141-011. End
vertical(s) not designed for exposure to
lateral wind pressure. PROVIDE
UPLIFT CONNECTION PER SCHEDULE: Support
1 191# Support
2 1122# TC...
FORCE ... CSI ..BC...FORCE...CSI 1-
2 1371 0.36 7- 6 259 0.11 2-
3 -92 0.20 6- 5 -634 0.15 5-
4 -1495 0.14 9-
8-5 4-
9-8 1
2 3 T
3-
3-4 8-
5-0 11-
0 2-10-8 7
65 4 543#
24.00" 214# 1.5011 1-
1-14 - 4-
9-8 GABLE
STUD PLATES (8) 2X4 (R11-9) EXCEPT
AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 TI:
P QTYA e;=============
Joint Locations=============== 1)
0- 0- 0 4) 4- 9- 8 - 7) 0- 0- 0 2)
1-11- 0 5) 1-11- 0 3)
4- 9- 8 6) 1-11- 0 MAX.
REACTIONS PER BEARING LOCATION----- X-
Loc Vert. Horiz Uplift Y-Loc Type 1-
0- 0 543 270 -191 HOT PIN 4-'
8-12 213 0 -1122 BOT H-ROLL WndLod
per ASCE 7-98, C&C, V= 125mph, H=
22.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld
Type= Part L= 36.0 ft W= 4.8 ft Truss in
END zone, TCDL= 4.2 psf, BCDL= 6.0 psf scale =
0.1797 WARNING:
READ ALL NOTES ON THIS SHEET. Eng. Job: WO: BBRB4 Marc
da S A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING. Dwg: Truss ID: P y
SteMS CONTRACTOR.
BRACING
WARNING: Dsgnr:
TLY Chk: IDate: 5-21-03 TC
Live 16.0 psf DurFac - Lbr: 1.25 4005
MARONDA 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 shown
Is for lateral support truss only to reduce buckling length. Provisions BC Live 0.0 pSf O.C.Spacing: 24.0" 407) 321-0064 Fax (407) 321-3913 of members must be made
to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 100 F Design Criteria: TPI TOMAS
PONCE P.E. Additional bracing of e overall structure may be required. lSee HIB-91 of TPI). the. Code
Dese: FLA LICENSE #0050068 rfruss Plate Institute, TPI, is located at 583 D'Onofrio Drive. Madison, Wisconsin 53719). 1005
VANNESSA DROVIEDOTI-32766 TOTAL 33.0 psf V:09:05.02- 22716- 1 Design:
Matrix Aitafysis JOB PATH: CaTEE-LOKIHOMED/R HCS: 08.20.02
JB: BAYBURY 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 WEBS: 2x4 SP #3
provided by the client. The designer disclahm, 2x4 SP #2 - 1,2
any'responsibUity for damages as a result of MULTIPLE LOADS -- This design is the
faulty or incorrect information, specifications site result of multi le loads. c OIIlpO Pand/or designs fumished to the truss designer _
by the client and the correctness or accuracy All COMPRESSION Chords are assumed to be
of this information as it may relate to a spe- - continuously braced unless noted otherwise:
eiOc project and accepts no responsibility or
exercises no control with regard to fabrira- PROVIDE HORIZONTAL CONNECTION PER SCHEDULE
r tion, handling, shipment and installation of - Support 1 270# ' trusses. This truss has been designed as an
individual building component in accordance with _ MAX LIVE LOAD DEFLECTION:
ANSI/7PI 1-1995 and NDS-97 to be Incorporated L/556 - at JOINT # 7
u part of the building design by a Building L=- 0.06" D= 0.01" T=- 0.05"
Designer (registered architect or professlonal MAX HORIZONTAL TOTAL LOAD DEFLECTION:
V engineer). When reviewed for approval by the T= O 32 ^ - building designer, the design loadings shown .
must be checked to be sure that the data shown MAX HORIZONTAL LIVE LOAD DEFLECTION:
are In agreement with the local building codes. T- 0 . 3 6"
local cllmahc records for wind or snow loads,
loads. 1.15projectspecificationsorspecialappliedRMBa
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 fusty braced laterally by a properly applied. -
rlgid 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 vert-
flcation. Any d(screpancles are to be put In
wnung before cutting or fabrication.
Plates shall not be installed over Iniotholes,
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 shallbe-
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 (boles) 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
lnformatlon on Quality Control refer to
ANSUTPI T-1995
WO: BBRB4 WE:
1X4 continuous lateral bracing attached with
2- 10d nails each member where shown.Bracing
MUST be positioned to provide equal unbraced
segments OR 2x4 "T" brace may be nailed flat
to edge of web with 12d nails spaced 8" o.c.
Brace must extend at least 90% of web length
2x6 Brace required on any web exceeding 14e.
End vertical(s) not designed for exposure
to lateral wind pressure.
PROVIDE UPLIFT CONNECTION PER SCHEDULE:
Support 1 187#
Support 2 1123#
TC ... FORCE...CSI ..BC ... FORCE ... CSI
1- 2 1049 0.32 7- 6 260 0.10
2- 3 -90 0.20 6- 5 -632 0.14
5- 4 -1199 0.13
CONTINOUS
7116" OSB SHEATHING
3X6 3X4 U4 . JX6
x--I
TI: P QTYA
Joint Locations==
1) 0- 0- 0 4) 4- 9- 8 7) D- 0- 0
2) 1-11- 0 5) 1-11- 0
3) 4- 9- 8 6) 1-11- 0
MAX. REACTIONS PER BEARING LOCATION- --- I
X-Loc Vert Horiz Uplift Y-Loc Type
1- 0- 0 547 270 -187 BOT PIN
4- 8-12 213 0 -1123 BOT H-ROLL
WndLod per ASCE 7-98, C&C, V= 125mph,
H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0
Bld Type= Part L= 36.0 ft We: 4.8 ft Truss
in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf I
NOTE: TRUSS SHIPPED TO
FIELD IN TWO SEGMENTS.
ATTACH IN FIELD USING
7116' OSB SHEATHING
NAILEDW18d NAILS
4.0.O.C. AT ALL
CONTACT SURFACES
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. delivery and Installation to avoid
damage. Temporary and permanent bracing -
for holding trusses in a straight and plumb pas-
ltion and for resisting lateral forces shall be
designed and installed by others. Careful hand-
ling is essential and erection bracing is always
GABLE STUD. PLATES (8) 2X4 -- - - - -
EXCEPT .AS SHOWN PLATES ARE: TL20 GA TESTED PER ANSMI 1-1995 scale = 0.1797
1 required. Normal precautionary action for
trusses requires such temporary bracing during WARNING: READ ALL NOTES ON`THIS SHEET. Eng. Job: BRB4
installation between trusses to avoid toppling.
and dominning. The supervision of erection or
trusses shall be umderthe control of persons CmTronda- Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: P
experienced In the Installation Dsgur: TLY Chk: Date: 7-19-02
be iftrusses. if CONTRACTOR. - - so ght needed. Professional advice shall sought TC Live 16.o psf DurFae - Lbr' 1.25
Concentration of construction loads grmter
than the design loads shall not tx applied to 4005 MARON DA WAY
BRACING WARNING:
drawing bracing, bracing, bracing or bracing TC Dead 7.0 f DurFae - Pit: 1.25
trusses at any time. No loads other than the
weight of the erectors shall be applied to SANFORD,- FL.. 32771
Bra shown on this is not erection wind portal sknllarcInBwingH• g• Po g B
which is a part of the building design and which must be considered by the building designer. Bracing BC- Live 0.0 f O.C. Spacing: 24.0"
lases un"I ^ter all fastening and bmcLng 407) 321-0064- Fax (407) 321-3913 shown b Car lateral support of truss members o to reduce true km Provisions must bepimamyklinglength. n Criteria: TP1Design
Is completed. made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 10.0 PSfTOMASPONCEP.E. Additional bracing of the overall structure may be mpAred. (See HIB-91 of TPq. Code Desc: FLA
LICENSE J{005006$ Timms plate ltutitulr. TPI, B located at 583 D'Onofrlo DrNe, Madison, Wlsoonsm 53719).
TOTAL 33.0 psf V:07.02.02- 17753-11890OREENBROOECr.OVIEDOYI-327e6
i
Design: Matrix Analysis JOB PATH: CA EE-LOKUOBSU25MPHIBBR84 HCS.' 06.02.02
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. speciflcatlons
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 respomibWty or
exercises no wnt-I with regard to fabrics -
lion. 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
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
compresslon chords (top or bottom) are contlnu-
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
m dmum 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 x 8" long. Slots (holes) run Parallel to
the plate length specified. Double cuts on web -
members shall meet at the centmid 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
infornation on Quality Control refer to
ANSI/TPI 1-1995
PRECAUTIONARY NOTES
Ali bracing and erection recommendations are
to be followed In accordance with "Handling
Installing 9 Bracing', HIB-91. Trusses are to
be Handled with particular pre during banding
and bundling, delivery and tnstallauon to avoid
damage. Temporary and permanent bracing
for holding trusses In a straight and plumb poe-
Ition and for resisting lateral forces shall be
designed and Installed by others. Careful hand-
ling is essential and erection bracing s 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 to
trusses until after all fastening and bracing
s,rnmpleted.
JB: BAYBURY FLOOR AC:
CUTTING ONLY
TOP CHORDS: 4x2 SP 2
BOT CHORDSt 4x2SP 2 WEBS:
4x2 SP 3 2-
4x2 SP 3 GABLE
STUD: 4x2 SP 3 WO:
BBRAF WE: Truss
NOT designed for Wind Loads. **** All
COMPRESSION Chords are assumed to be continuously
braced unless noted otherwise. 1r2 ***-
CUT TOP CHORD OVER INTERIOR SUPPORT *** This
truss *NOT* designed for wind loads 29-
9-4 TI:
F 1 QTY:1 Joint
Locations=============== 1)
0- 0- 0 19) 21- 5-12 37) 21- 5-12 2)
1- 0- 4 20) 22- 9- 4 38) 20- 1-12 3)
1- 5-12 21) 24- 1-12 39) IS- 9-12 4).
2- 9-12 22) 25- 5-12 40) 17- 5.12 5)
4- 1-12 23) 26- 2- 0 41) 16- 1-12 6)
5- 5-12 24) 27- 1- 8 42) 14- 8- 9 7)
6- 9-12 25) 27- 9- 0 43) 13- 5-12 8)
8- 1-12 26) 27- 9- 0 44) 12- 1-12 9)
9- 5-12 27)- 29- 5-12 45) 10- 9-12 10)
10--9-12 28) 29- 9- 4 46) 9- 5-12 11)
12- 1-13 29) 29- 9- 4 47) 8- 1-12 12)
13- 5-12 30)-29- 5-12 48) 6- 9-12 13)
14- 9-12 31) 27- 9- 0 49) 5- 5-12 14)
16- 1-12 32) 27- 9- 0 50) 4- 1-12 15)
17- 5-12 33) 26- 2- 0 51) 2- 9-12 16)
18- 9-12 34)25- 5-12 52) 1- 5-12 17)
19- 9- 4 35) 24- 1-12 53) 1- 0- 4 18)
20- 1-12 36) 22- 9- 4 54) 0- 0- 0 1
2 3 4 5 6 7 8 9 10 11 12 13 14 15 1617 18 19 20 21 22 23 24526 229 1.
5X3 2X4
1.5X3 1.5X3 N =
1.5X3 1.
5X3 W=3X6 1.5X3 1.
5X3 LSX3
W=3X6 1.5X3 1.5X3 3X4
1.
5X3 2X4
1.5X3 1.5X3 LSX3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 2X4 1.5X3 3X4 2X4 2X4 1-
4-0 1-
4-0_ 2X4
1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 2X4 LSX3 1.5X3 3X8 1.5X3 1.
5X3 1.5X3 1.5X3 1.5X3 1.5X3 W=3X6 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 2X4
N=1.5X3 29-
9-4 54
5352 51 50 49 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 3231 34 0#
8.00" CANT: 1-10-12 ON
8.00" 29-
9-4 EXCEPT
AS SHOWN PLATES ARE T120 GA TESTED PER ANSI/TPI .1-1995 Cont. Support Studs a 1-4-0 o.c. scale = 0.2251 WARNING:
READ ALL NOTES ON THIS SHEET. A
COPY OF THIS DRAWING TO BE GIVEN TO ERECTING' Eng.
Job: Dwg:
Dsgnr:
TLY Chk: BBR
AT Truss
ID: F1 Date:
4-08-02 rarondaSyS1CemsTC
Live TC
Dead 40.
0 psf 10.
0 psf DurFac -
Lbr. 1.00 Durfae -
Pit: 1.00 O.
C. Spacing: 24.0" CONTRACTOR.
BRACING
WARNING: Bracing
shown on this drawing is not erection bracing. wind bracing, portal bracing ar similar bracing by
the building designer. Bmemg 4005
MARONDA WAY' SANFORD,
FL. 32771 which is a part of the building design and which must be considered is
for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.O psf Design
Criteria: TPI 4O7) 321-0064 Fax (4O7) 321-3913 made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 5.0 psf TOMAS
PONCE P.E. 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. Code
Dese: LICENSE #
0050068 TOTAL 55.0 psf V:0 .25.02- 0864- 28 1890
GREENBROOK Cr.OVIEDO.FL32766 HCS:
12.19.01 Design:
Matrix Analysis JOB PATH: CA EE-LOKUOBSIBBRIF
DESIGN INFORMATION
This design is for an Individual budding
component and has been based on information
provided by the chent- The designer disclaims
any responslbWty 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 poject and accepts no responsibility or
exercises no control with regard to fabnca- ,
j don. handling, shipment and Installation of
trusses. This truss has been designed as an
I Individual budding component In accordance with
191 ANSI/TPI 1-1995 and NDS-97 to be Incorporated
part of the budding design by a Budding
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 budding codes,
local climatic records for wind or snow loads,
project specifications or special applied loads.
l 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 ID'-0" o.c. Connector
plates shall be manufactured from 20 gauge hot-
9 dipped galvanized steel meeting ASTM A 653,
P Grade 40. unless otherwise shown.
FABRICATION NOTES
Prior to fabrication, the fabricator shall review
this drawing to verify that Oils drawing is in
conformance with the fabricator's plans and to
realize a continuing responsibility for such w 11-
fication. Any discrepancies are to be put In
witting before cutting or fabrication.
Plates shad not be Installed over knotholes,
knots or distorted grain. Members shall be cut
for Light (Itting 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 6 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 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-
dng 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
Instaldng & Bracing'. HIB-91. Trusses -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-
Ilion 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 shad be sought if needed.
Concentration of construction loads greater
than the design loads shad not be applied to ,
trusses at any time. No loads other than the
weight of the erectors shall be applied to
trussesuntilafter all fastening and bracing. Is
completed. JB:
BAYBURY FLOOR AC: . TOP
CHORDS: 4x2 SP #2 HOT
CHORDS: 4x2 SP #2 WEBS:
4x2 SP #3 2-
4x2 SP #3 1,22 This
truss is.designed to bear on Multiple supports.
Interior bearing locations should be
marked on truss. Shim or wedge if necessary
to achieve full bearing. MAX
LIVE LOAD DEFLECTION: L/
999 L=-
0.14" D=-0.05" T -0.19" MAX
HORIZONTAL TOTAL LOAD DEFLECTION: T=
0.06" MAX
HORIZONTAL LIVE LOAD DEFLECTION:. T=
0.05" RMB =
1.15 WO:
BBRAF I WE: MULTIPLE
LOADS -- This design is the composite
result of multiple loads. All
COMPRESSION Chords are assumed to be continuously
braced unless noted otherwise. CUT
TOP CHORD OVER INTERIOR SUPPORT *** This
truss *NOT* designed for wind loadl TC...
FORCE ... CSI ..BC ... FORCE :..CSI 1-
2 0 0.30 31-30 1390 0.39 2-
3 -1629 0.34 30-29 2062 0.53 3-
4 -1629 0.24 29-28 2047 0.77 4-
5 -2062 0.37 28-27 2047 0.77 5-
6 -2047 0.47 27-26 1323 0.51 6-
7 -2047 0.50 26-25 -24 0.14 7-
8 24 0.24 25-24 24 0.11 8-
9 24 0.29 24-23 1286 0.40 10-
11 24 0.31 23-22 1989 0.73 11-
12 -1989 0.37 22-21 1989 0.73 12-
13 -1989 0.44 21-20 1233 0.47 13-
14 -1989 0.53 20-19 - 0 0.10 14-
15 -1989 0.54 15-
16 .875 0.38 16-
17 875 0.50 17-
18 875 0.50 . TI:
F 11 QTY:9 Joint
Locations=====__=_______ 1)
0- 0- 0 12) 19- 1- 4 23) 19- 1- 4 2)
2- 9- 0 13) 21- 2- 8 24) 13-11-12 3)
3- 6-12 14) 22- 8- 4 25) 14- 5- 0 4)
5- 3-12 15) 25- 1- 8 26) 13- 9-12 5)
7- 2- 3 16) 27- 1- 0 27) 8-11- 9 6)
8-11- 9 17) 27- 9- 0 28) 7- 2- 3 7)
11- 3- 0 18) 29- 9- 4 29) 5- 3-12 I 8)
11-11- 0 19) 29- 9- 4 30) 3- 6-12 9) '
13- 9-12 20),27- 9- 0 31) 0- 0- 0 q 10)
13-11-12 21) 22- 8- 4 11)
16- 6- 8 22) 21- 2- 8 TOTAL
DESIGN LOADS ------------ Uniform
PLF From PLF To TC
Vert L+D -100 0- 0- 0 -100 29- 9- 4 BC
Vert L+D -10 0- 0- 0 -10 29- 9- 4 Concentrated
LBS Location TC
Vert L+D -435 29- 9- 4 MAR.
REACTIONS PER BEARING LOCATION----- X-
Loc Vert Horiz Uplift Y-Loc Type 0-
1- 2 760 0 0 BOT PIN 13-
10-12 1530 0 0 HOT H-ROLL 27-
6- 8 1491 0 0 HOT H-ROLL 30.
001, 435# t
29-
9-4 9
10 11 12 13 14 15 1617 19 8-
0-14 21-11-6 1-
7-14 - I -
144
1.
5X3 W = 3X6 1.5X3 2X4 2X4
3X6 3X4 3X4 1.5X3 3X6 1.5X3 3X6 LSX3 3X4 1.5X3 3X8 W=3X6 3X4 14-
0 14-0 3X6
3X6 3X4 1.5X3 3X4 3X6 3X6 1.5X3 3X4 1.5X3 W =
3X6 3X10 3X6
I,
129-94 I 31
30 29 2827 26151 23 22 21 20 1 761#
2.25" 1531# 3.50" 1492# 8.00" CAN'T': 1-10-12 13-
10-12 013,13-11-12 29-
9-4 EXCEPT
AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports scale = 0.2251 WANING:
READ ALL NOTES ON THIS SHEET. Eng. Job: 71 BBRAMar®
nda S steMS yA COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Dsgur:
TLY Clik: Truss
ID: F11 Date:
2-25*02 CONTRACTOR.
TC
Live 40.0 psi DurFac - Lbr: 1.00 BRACING
WARNING: 4005
MARONDA WAY Bracing shown on thisdrawing Is not erection bracing, wind bracing. portal bracing or similar bracing TC Dead 10.0 psi DurFae - Pit: 1.00 SANFORD, FL.
32771 which Is a part of the budding destgn and which must be considered by the building designer. Bracing BC Live o.o - r iu O.C. Spacing: 24.0" 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 speclBed locations determined by the building designer. BC Dead 5.0 Psf Design Criteria:
TPI TOMAS PONCE
P.E. Additional bracing of the overall structure may be required. (See HIB-91 ofTPf). Code Desc: LICENSE #0050068
rrruss Plate Institute, TPI, is located at 583 D'OnoRio Drive, Madison, Wisconsin 53719). TOTAL 55.
0 PSr V:01.25.02- 4885- 5, r. 1890GREENBROOKCOV1EDO.FL32768 Design: Matrix
Analysis JOB PATH: C:17EE-LOKUOBSIBBRAF HCS: 12.19.01
DESIGN INFORMATION
This design is for an individualbuilding component
and has been based on Information provided
by the c11enL The designer disclaims any
responsibility for damages as a result of faulty
or Incorrect infornatlon, 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 spe- cific
protect and accepts no responsibility or exercises
no control with regard to fabrics-. 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 budding design by a Building Designer [
registered architect or professional enginecri.
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 (lop or bottom)'are conUnu- 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.e. 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 shag review this
drawing to verify that this drawing is in conformance
with the fabricators plans and to realize
a continuing responsibility for such verl- fication.
Any discrepancies are to be put in writing
before cutting or fabrication. Plates
shall not be Installed over knotholes, knoll
or distorted grain. Members shall be cut for
tight filling wood to wood bearing. Con- nector
plates shall be located on bath 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) tun 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
minimura 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 addlUonal- Information
on 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, delivery and installation to avoid damage.
Temporary and permanent bracing for
holding trusses In a straight and plumb pos-- Ilion
and for resisting lateral forces shag 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 shag be sought U 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 muses
until after all fastening and bracing is
completed. JB:
BAYBURY FLOOR AC: CUTTING
ONLY TOP
CHORDS- 4x2 SP 2 HOT
CHORDS: 4x2 SP 2 WEBS-
2-4x2 SP 3 3-
4x2 SP 3 GABLE
STUD: 4x2 SP 3 WO:
BBRAF WE: Truss
NOT designed for Wind Loads. **** All
COMPRESSION Chords are assumed to be continuously
braced unless noted otherwise. 12 ***
CUT TOP CHORD OVER INTERIOR SUPPORT *** This
truss*NOT* designed for wind load[ 19-
9-4 TI:
F2 QTY:1 Joint
Locations=============== 1)
0- 0- 0 15) 14- 7- 4 29) 12-2- 4 2)
1- 3- 4 16) 15- 6- 4 30) 10- 7- 4 3)
2- 7- 4 17) 15-11-12 31) 9- 3- 4 4)
4- 2- 4 18) 17- 3- 4 32) 7-11- 4 5)
3-11- 4 19) 18- 7- 4 33) 7- 6- 4 6)
5- 3- 4 20) 19- 9- 4 34) 6- 7- 4 7)
6- 7- 4 21) 19- 9- 4 35) 5- 3- 4 8)
7- 6- 4 22) 18- 7- 4 36) 4- 2- 4 9)
7-11- 4 23) 17- 3- 4 37) 3- 9- 4 10)
9- 3- 4 24) 15-11- 4 38) 2- 7- 4 11)
10- 7- 4 25) 15- 6- 4 39) 1- 3 4 12)
12- 2- 4 26) 14- 7- 4 40) 0- 0- 0 13)
11-11- 4 27) 13- 3- 4 14)
13- 3- 4 28) 11-11- 4 1
2 3 54 6 7 8 9 10 ll il3 14 15 1617 18 19 20 1.
5X3 1.5X3 1.5X3 N=
1.5X3W=3X42X4
1.5X3 1.5X3 2X4 1.5X3 1.5X3 2X4 1.5X3 1.5X3 4X6 1.5X3 LSX3 2X4 LSX3 LSX3 2X4 1-
4-0 A 1 4-0 L
L 2X4
1.5X3 1.5X3 2X4 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 2X4 W=
3X4 2X4 4X6 2X4 N=
1.5X3 19-
9-4 14038
37 36 35 34 33 32 31 30 2D8 27 26 25 24 23 22 21 8.
001,39
0#
8.00" e
19-94 EXCEPT
AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Cont. Support Studs (& 14-0 o.c. scale = 0.3389 WARNING:
READ ALL NOTES ON THIS SHEET. Eng. Job: BBRAF Maronda.
Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: F2 CONTRACTOR.
BRACING
WARNING: Dsgnr:
TLY - Cllk: Dale: 1-03-02 TIC
Live 40.0 psf DurFac - Lbr: 1.00 4005MARONDAWAYSANFORD,
FL. 32771 Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing isthebuddingdesignTC
Dead 10.0 psf DurFae - Pit: 1 `.00 407)
321-0064 Fax (407) 321-3913 which
a part of 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 BC Live 0.0 psf O,C, Spacing: 24.0" P9TOMAS
PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the budding designer. Additional
bracing of the overall structure may be required. (See HIB-91 of TPI). BC Dead 5.0 psf Desl n Criteria: TPI gLICENSE #
0050068 Truss.Plate Institute, TPI, is located at 583 D'Onafrio Drive, Madison, Wisconsin 53719). Code Dese: 1890
GREENBROOK Cr.OVIEDO.FL32766 TOTAL 55.0 psf V:12.03.01- 10675- 2 Design:
Matrix Analysis JOB PATH: CATEE-LOKUOBSIBBRtF HCS: 11.28.01
DESIGN INFORMATION
This design Is for an Individual building
component and has been based on infonnauon
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 info —ninon — it may relate to a ape- -
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 Bullding
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 intension 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 he manufactured from 20 gauge hot
dipped galvanized steel meeting ASTM A 653.
Grade 40, unless otherwise shown.
FABRICATION NOTES
Prior to fabncation, the fabricator shall review
this drawing to verify that this Jawing Is In
conformance with the fabricator's plans and to
realize a continuing responsibility for such verl-
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
far 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 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 eentrold 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 erecuon stresses. This truss Is not
to be fabricated with fire retardant treated
lumber unless otherwise shown. For additional
information cm Quality Control refer to
ANSI/TPI 1-1995
PRECAUTIONARY NOTES
All bating and erection recon mendallons arc
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 holding trusses in a straight and plumb pos-
Won 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 bmcing during
installatlmn 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.
Concentatlon 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: BAYBURY FLOOR AC.
TOP CHORDS: 4x2SP #2 4x2
SP #2 D 1 BOT
CHORDS: 4x2: SP #2 4x2-
SP #1 D 2 WEBS:
4x2 SP _#3 2-
4x2"SP #3 1,13 MAX
LIVE LOAD DEFLECTION: L/
599 at JOINT #14 L=-
0.37" D=-0.14" T=-0.51" MAX
HORIZONTAL TOTAL LOAD DEFLECTION: T=
0.08" MAX
HORIZONTAL LIVE LOAD DEFLECTION: T=
0.06" RMB =
1.00 WO:
BBRAF WE: 2x6
continuous strongback. Attach to each truss
with 3-10d nails. Splice stiffback on
truss,vertical All
COMPRESSION Chords are assumed to be continuously
braced unless noted otherwise. This
truss *NOT* designed for wind load( TC...
FORCE ... CSI ..BC ... FORCE ... CSI 1-
2 0 0.33 17-16 2114 0.60 2-
3 -3495 0.48 16-15 2114 0.49 3-
4 -3495 0.46 15-14 4229 0.93 4-
5 -4311 0.98 14-13 4311 0.95 5-
6 -4311 0.70 13-12 4311 0.95 6-
7 -3466 0.64 12-11 2107 0.50 7-
8 -3466 0.42 8-
9 -3466 0.57 9-
10 0 0.39 TI:
F21 QTY:7 Locations=====____==__=_
1)
0- 0- 0 7) 14- 5- 8 13) 11-11-12 2)
2- 9 0 8) 16- 0- 0 14) 10- 3- 9 3)
5- 3-12 9) 17- 0- 4 15) 5- 3-12 4).
7-10- 8 10) 19- 9- 4 16) 3- 9- 4 5)
10- 3- 9 11) 19- 9- 4 17) 0- 0- 0 6)
11-11-12 12) 14- 5- 8 MAX.
REACTIONS PER BEARING LOCATION----- X-
Loc Vert Horiz Uplift Y-Loc Type 0-
3- 6 -1087 0 0 BOT PIN 19-
5-14 1087 0, 0 BOT H-ROLL 30.
00" typ.
Ilk .
19-94 1
2 3 4 5 6 7 8 9 1 i-
6-11 2X4
4X8 1.5X3 3X4 1.5X3 3X4 4X8
W=3X4 3X8 sss,•
sass,• 3X4
1.5X3 3X8 4X8 19-
9-4 17
16 15 14 13 12 11 1087#
6.75" 1087# 6.75" 19-
9-4 EXCEPT
AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.3389 WARNING:
READ ALL NOTES ON THIS SHEET. Eng. Job: WO. B RAF Systems
A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: F21 Maronda
CONTRACTOR.
BRACING
WARNING: Dsgur:
TLY Chk: Date: 2-04-02 TC
Live 40.0 psf DurFac - Lbr: 1.00 t
4005MARONDAWAY Bacing shown on this drawing is not erection bracing. wind bracing. portal bracing or similar bracing TC Dead 10.0 psf DurFae - Pit: 1.00 SANFORD,
FL. 32771 which is a part of the building design and which must be considered by the building designer. Bracing truss
to buckling BC Live 0.0 psf- O.C. Spacing: 24.0" 407)
321-0064 Fax (407) 321-3913 shown is for lateral support of members only reduce length. Pmvislons must be made
to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 5.0 psf Design Criteria: TPI PONCE
P.E. - Additional Addonalbracing of the overall structure may be required. (See HIB-91 of TPI).. Code Dese: LICENSE #
0050068 - rrruss Plate Institute. TPI; is located at 583 D'Onofno Drive, Madison. Wisconsin 53719E TOTAL
55.0 psi V,01.25.02- 1 5- 4/ 1890OREENBROOKCr.O%nEDO.M32766 Design'
Matra Analyftf JOB PATH: C.ITEE-LOKUOBSIBBRAF HCS: 12.19.01
JB: BAYBURY FLOOR AC:
DESIGN INFORMATION TOP CHORDS: 4x2 SP #2
This design is for an individual building
and has been based on informallon
4X2 SP #1 D 1
BOT CHORDS: 4X2 SP #2component
provided by the client The designer disclaims 4X2 SP #1 . D 2
any responsibility for damages as a result of WEBS: .4X2 SP . #3
p faulty or incorrect information, specifications 2 -4X2 SP #3 1,13
and/or designs furnished to the truss designer 4-4X2 SP #3 - 14f1bytheclientandthecorrectnessoraccuracy
9 of this information as it may relate to a spe- MAXLIVE LOAD DEFLECTION: -
e cific project and accepts no responsibility or - L/689 at JOINT #16
p exercises no control with regard to fabrics- L=-0 . 31" D=-0 .12" T=-0.43"
I tion, handling. shipment and installation of MAX HORIZONTAL TOTAL LOAD DEFLECTION:
truss... This truss has been designed as an
individual building component in accordance with T= 0 . 07
MAX HORIZONTAL LIVE LOAD DEFLECTION: ANSI/TPI 1-1995 and NDS-97 to be incorporated
as part of the building design by a Building T- 0 . 05"
Designer (registered architect or professional
engineer). When reviewed for approval by the RMB = 1.00
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,
protect 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
maidmom 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 v iri
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 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 (holes) run parallel to
the plate length specified. Double cuts on web
members had 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
ANSUTPI 1-1995
PRECAUTIONARY NOTES
All bracing and erection recommendations are
to be followed in accordance with "Handling
IostsWng & 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-
dim and for resisting lateral forces shall be
designed and installed by others. Careful hand-
iing is essential and erection bracing is always
required. Normal precautionary action for
trusses requirrs 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 alter all fastening and bracing
is completed.
WO: BBRAF
TC... FORCE ... CSI
1- 2 0 0.28
2- 3 3270 0.39
3- 4 3270 0.42
4- 5 3835 0.89
5- 6 3835 0.63
6- 7 3039 0.81
7- 8 3039 0.41
8- 9 3039 0.47
9-10 0 0.33
10-11 0 0.09
WE: TI: F23 QTY:3 . .
Joint Locations=====---=======
FORCE CSI 1) 0- 0- 0 8) 15-11- 0 15) 11-11-12BC ...
19-18 2000 0.57 2) 2- 9- 0 9) 16- 6- 8 16) 10- 5- 4
18-17 2000 0.49 3) 5- 3-12 10) 18- 9- 0 17) 5- 3-12
17-16 3896 0.90 4) 7-10- 8 11) 19- 6- 8 18) 3- 6- 8
16-15 3835 1.00 5) 10- 5- 4 12) 19- 6- 8 19) 0- 0- 0
15-14 3835 1.00 6) 11-11-12 13)'18- 9- 0
14-13 1692 0.40 7) 13-11-12 14) 13-11-12
13-12 0 0.10 MAX. REACTIONS PER BEARING LOCATION-----
X-Loc Vert Horiz Uplift Y-LOC Type
0- 3- 6 1035 0 0 BOT PIN
18- 8-12 1116 0 , 0 BOT H-ROLL
30.00"
typ.
19-6-8
1 2 3 4 5 6 7 8 9 10 11'
11-2-8 --
1-5-0
1.5X3
4X8 5X6
cv1 'IVA 15%X3 3X4 1.5X3 W=3X4 2X4
ter. a.
ter.
frh'.:
11 \
IIIIIII
r
1-4-0
19-6-8
16 15 14 13 12
1035N 6.75"
18 17 1117# 3.50" CANT: 0-8-0
19-6-8
EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995
EMaronda Systems
4005 MARONDA WAY
SANFORD, FL. 32771
407) 321-0064 Fax (407) 321-3913
TOMAS PONCE P.E.
LICENSE #0050068
1005 VANNESSA DR.OVIEDO,FL.32766
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 maybe required. (See HIS-91 of TPA. .
Russ Plate Institute. TPI, is located at 583 D'Onofrio Drive, Madison. Wisconsin 53719).
JOB PATH: C:tl-U-LOKUOBSIBBRAFICONVER-1
scale = 0.3429
Eng. Job:
DWg: Truss ID: F23
Dsgnr: TLY Cbk: Date: 9-25-03
TC Live 40.0 psf DurFac - Lbr: 1.00
TC Dead 10.0 psf DurFac - Pit: 1.00
BC Live 0.0 psf O.C. Spacing: 24.0"
BC Dead 5.0 psf Design Criteria: TPI
Code Desc:
TOTAL 55.0 psf V:09.05.02- 29999- 3
HCS: 08.20.02
Design: Mmrir Analysis
JB: BAYBURY FLOOR AC: WO: BBRAF WE: TI: F3 QTY:2.
DESIGN INFORMATION TOP CHORDS: 4x2 SP #2 D This truss -NOT- designed for wind loadl===_==========Joint Locations===============
This design is for an individual building 4x2" SP #1 D 1 ® 1) 0- 0- 0 14) 19-11-12 27) 25- 1- 4
component and has been based onmformation BOT CHORDS. 4x2 SP- #2 ..TC... FORCE...CSI ..BC ... FORCE ... CSI 2) 1- 8- 4 15) 22- 6- 8 28) 23- 9- 4providedbytheclient. The designer disclaims WEBS: 4x2 SP #3 1- 2 -1919 0.15 38-37 0 0.02 3) 3- 2- 0 16) 24-5- 4 29) 19-11-12anyresponsroWtyfordamagesasaraul.I of
faulty or mcortect Informatlon,spedficatlons2-
4x2 SP #3 1 28 2- 3 -1919 0.12 37-36 3419 0.86 4) 4- 4-14 17) 25- 1- 4' 30) 19- 9-12 and/
or designs Furnished to the truss designer :MAX LIVE LOAD DEFLECTION: 3- 4 -4540 0.31 36-35 5610 0.68 5) 5- 8- 8 18) 26-10-_12 31) 16- 0- 0 by
the client and the correctness or accuracy L/522 at JOINT #33 4- 5 -4540 0.32 35-34 5610 0.71 6) 6- 2-- 0 19) 29- 0- 4 32) 14- 8- 4 orthis
informatmnasitmay relate toaspe L=-0.45" D=-0.17n T--0.61" 5- 6 :-5610 0.55 34-33 5818 0.74 7) 7- 0- 0 20) 31- 1- 8 33) 9- 6-12 dlicprojectand accepts noresponsibility
or MAX HORIZONTAL TOTAL LOAD DEFLECTION: 6- 7 -5610 0.56 33-32 5277 0.67 8) 9 6-12 21) 33- 9- 0 34) 6- 2- 0 eseretses no control with regardtofabrira- T= -0.15" - - 7- 8 -5877 0.93 32-31 2346 0.32 9 10- 2-12 22 35- 9- 4 35 5- 8- 8 Uon. handling, shipment and Installationof ) ) ) trusses. This truss has been
designed as an MAX HORIZONTAL LIVE LOAD DEFLECTION: 8- 9 -5877 0.66 31-30 2346 0.68 10) 12- 1- 8 23) 35- 9- 4 36) 4- 4-14 Individual building component in accordance
with T= 0.11" 9-10 -5877 0.94 30-29 -71 0.00 11) 14- -8- 4 24) 33- 9- 0 37) 1- 8- 4 ANSI/TPI 1-1995 and
ND5-97 to be Incorporated 10-11 -4135 0.59 29-28 1270 0.41 12) 17- 3- 0 25) 29- 0,- 4 38) 0- 0- 0 w part of the buildingdesignbyaBuilding - RMB - 1.00 11-12 -4135 0.50 - 28-27-1270"' 0.45 13) 19- 9-12 26) 26-10-12 Designer (registered architect or professional - engineer). When reviewed for approval
by the 12-13 71 0.32 27-26 1954 0.94 budding designer. the design loadings
shown 14-15 71 0.33 26-25 1954 0.94------------ TOTAL DESIGN LOADS ------------ must be checked to be
sure that the data shown 15-16 -1982 0.36 25-24 1225 0.58 Uniform PLF From PLF To are In agreement with the
lord building codes, 16-17 -1982 0.31 24-23 0 0.10 TC Vert L+D -100 0- 0- 0 -100 35- 9- 4 local climatic records for windornowloads. 17-18 -1982 0.53 BC Vert L+D -10 0- 0- 0 -10 35- 9- 4 project shown, truss as not
lb applied loads: - 18-19 -1954 0.75
Concentrated LBS Location Unless shown, truss has notbeendesignedfor - - storageoroccupanyloads. The design -a-- - - . 19-
20 -1954 0.89 TC Vert L+D -435 35- 9- 4 compression chords (top or bottom)
are continu- 20721 879 0.52 BC Vert L+D -590 , 5-11- 4 ' ously braced by sheathing unless
otherwise - ". 21-22 879 0.52 ----MAX. REACTIONS PER BEARING LOCATION ----- specified. Where bottom chords in
tension are X-IAo - Vert Horiz lift
Y-LOc e not fully braced laterally byapropertyappliedTyperigidcelling. they should
be braced at a - - 0- 3- 6 1511 0 0 BOT PIN , maximum spacing of 10'-0"
o.c. Connector 19-10-12 1961 0 0 HOT H-ROLL plates shall be manufactured from
20 gauge hot _ - 33- 6- 8 1491 0 0 BOT H-ROLL dipped galvanized steel meeting ASI'M A 653. - - Grade 40, unless otherwise shown. - - - -
FABRICATION NOTES, 1 3"1
435# Prior
to
fabrimtion, the fabricator
shall review - - ty_ this drawing to verify that
this drawing is In. 35-9 4 conformance with the fabrimtors plans
and to mall a continuing responsibility for
such vert- - 1 2 3 4 516 7 8 9 10 11 12 13 14 15 1617 18 19 20 21 22 ficatig My dlscrepanGa are to .
put
in
5-11-4 ---( writing before cutting
or fabrication. - I27-11-$ Plata shall not
be
Installed over
knotholes, knots or distorted gram. Memben'ahall
be cut 04-0 - - 2-0-0 for tight fitting wood to woodbearing. Con - rector plates shall be located on
both faces of the truss with nails fully Imbedded
and shall he sym. about the joint unless otherwise
shown. A 1-4-0 1.5X3 5x4 plate is 5" wide x
4" long. A 6x8 plate Is 6" 1.5X3 1.5X3 - W = 3X6 1.5X3 1.5X3 14-0 wide x 8" long. Slots (holes)
nun parallel to 5X8 4X6 4X6 3X4 1.5X3 3X6 1.5X3 - 4X10 1.5X3 3X6 W =3X6 3X4 1.5X3 3X8 3X4 3X4 the plate length specified. Double cutsanwebmembersshadmtttatthecentrold
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- - 5X10 6X8 6X8. 6X8 W=3X6 3X6 3X6 1.5X3 3X4 1.SX3 ling and/or erection stresses. ThistrussIsnottobefabricatedwithfireretardant
treated 3X4 3X6 6X12 4X6 W =3X6 3X10 lumber unless otherwise shown. For additional - -
information an Quality Control refer to
ANSI/TPI 1-1995 - - - - PRECAUTIONARY NOTES
Ail bracing and erection
recommendations are
to be followed Inaccordance 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- itron 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 trusses
requires such temporary bracing during
Installation between trusses to avoid toppling
and domdnoing. The supervision of erection
of trusses shad 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 stall not
be applied to trusses at any time. No loads
other than the weight or [he erectors shall be
applied to trusses until after all fastening and
bracing is completed. n 35 37 36
35 34
33
32 31 30 29 28 1511# 6.75" 1961# 3.50"
19-10-12 1. 590# 35-
91A EXCEPT AS HOWN
PLATES
ARE TL20
GA TESTED PER ANS1[TP1 1-1995 Over 3 Supports iar®nda Systems 4005 MARONDA WAY
SANFORD, FL. 32771
407) 321-0064
Fax (407) 321-
3913 TOMAS PONCE P.E. LICENSE #0050068
1890 OREENBROOK CI'.OVIEDO.
FL32766 WARNINU:
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 Ls 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 TPd. rrr rs Plate Institute, T'PI.
Is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). n 1492# 8.00" CANT: 1-
10-
12 13-11-12 -1 scale = 0.
1873 Eng. Job: BBRAF
Dwg: Truss ID:
F3 Dsgnr: TLY
Chic: Date: 3-14-
02 TC Live 40.0 psf DurFac -
Lbr: 1.00 TC Dead 10.0 psf DurFac -
Pit: 1.00 BC Live 0.0 psf O.
C. Spacing: 24.011 BC Dead 5.0 psf Design
Criteria: TPI Code Desc: AL 58.0 Design:
Matrix Andfyms
JOB PATH: C:
ITEE-LOKUOBSIBBRAF HCS. 12.19.01
DESIGN INFORMATION
Thisdesign 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- cl:
ic 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 aspart
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 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 am. not fully
braced laterally by a properly applied rigidceWng, they
should be braced at a maximum spacing
of la-0" o.c. Connector plates shag
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 shag mvlew this drawing
to verify that this drawing Is In conformance with
the fabricator's plans and to realize a
continuing responsibility for such vert- cation. Any
discrepancies arc to be put In wilting before
cutting. or fabrication. Plates shag
not be installed over knotholes, knots or
distorted grain. Members shall be cuff for tight
fitting wood to wood bearing. Con- nector plates
shag be located on both faces of the truss
with nails frilly Imbedded and shag 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 theplatelength specified.
Double cuts on web members shag meet
at the ccntmid 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- Iing 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 "Handlingms Italling & Bracing'. HIB-91. Trusses arc to be handled with
particular rare during banding and bundling, delivery
and Installation to avoid damage. Temporary and
permanent bracing for holding trusses -
in a straight and plumb pos Ilion and for
misting 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 nstallaUon 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. ConcentmUon of construction
loads greater than the design
loads shag not be applied to trusses at any
time. No loads other than the weight of the
erectors shag be applied to trusses until after
all fastening and bracing is completed. JB:
BAYBURY FLOOR
AC: TOP CHORDS: 4x2
SP #2 BOT CHORDS: 4x2
SP #1 D 4x2 SP #2
D 2 4x2 SP #2
3 WEBS: 4x2 SP #
3 2-4x2 SP #
3 1,23 Partial Double Chord
to be same size and grade as chord
to which it is attached. This truss *NOT*
designed for wind load[ MAX LIVE LOAD
DEFLECTION: L/425 at
JOINT #31 L=-0.54"
D=-0.20" T=-0.75" MAX HORIZONTAL TOTAL
LOAD DEFLECTION: T= 0.12"
MAX HORIZONTAL LIVE
LOAD DEFLECTION: T= 0.09"
RMB a 1.
15 WO: BBRAF WE:
2x6 continuous strongback.
Attach to each truss with 3-
10d nails. Splice stiffback on truss vertical:'
MULTIPLE LOADS -- This
design is the composite result of
multiple loads. All COMPRESSION Chords
are assumed to be continuously braced unless
noted otherwise. CUT TOP CHORD
OVER INTERIOR SUPPORT *** This truss is
designed to bear on multiple supports. Interior bearing
locations should be marked on
truss. Shim or wedge if necessary to achieve
full bearing. TI: F31 QTY:
1 Joint Locations==========__=== 1) =
0- 0-
0 12) 22- 6- 8 23) 26-11- 0 2) 2- 9-
0 13) 24- 5- 4 24) 25- 1- 4 3) 5- 3-
12 14) 25- 1- 4 25) 20- 8- 8 4) 7- 3-
12 15) 26-11- 0 26) 19-11-12 5) 9- 6-
12 16) 29- 0- 8 27) 19- 9-12 6) 10- 2-
12 17) 31- 1- 8 28) 14- 8- 4 7) 12- 1-
8 18) 33- 9- 0 29) 10- 2-12 8) 14- 8-
4 19) 35- 9- 4 30) 9- 6-12 9) 17- 3-
0 20). 35- 9- 4 31) 7- 3-12 10) 19- 9-
12 21) 33- 9- 0 32) 5- 3-12 11) 19-11-
12 22) 29- 0- 8 . 33) 0- 0- 0 BC ... FORCE CSI
TOTAL DESIGN LOADS------------ 33-32 2132
0.90 Uniform PLF From PLF To 32-31 3762
0.73 TC Vert L+D -100 0- 0- 0 -100 35- 9- 4 31-30 3762
0.73 BC Vert L+D -10 0- 0- 0 -10 35- 9- 4 30-29 4206
0.43 Concentrated LES Location 29-28 4206
0.99 TC Vert L+D 435 35- 9- 4 28-27 1982
0.55 MAX. REACTIONS PER BEARING LOCATION----- 27,-26 76
0.00 X-Loc Vert Horiz Uplift Y-Loc Type 2645 1269 0.
33 0- 3- 6 1089 0 0 HOT PIN 25-24 1269
0.43 19-10-12 1859 0 0 BOT H-ROLL 24-23 1946
0.89 33- 6- 8 1491 0 0 BOT H-ROLL 23-22 1946
0.89 22-21 1223'-
0.55 21-20 0
0.09 31 11 17-
188790.52 435# typ 18-19
879
0.52 Ilk 35-9-
4 1 2 3
4 5 6 7 8 9 10 11 12 1314 15 16 17 18 1 6-3-12
I I 27-
11-12
IjB- 1-10-
8 - I 2-0-
0.
TC.:. FORCE CSI
1- 2 0
0.19 2- 3 3762
0.97 3- 4 3762
0.63 4- 5 4505
0.66 5- 6 4505
0.29 6- 7 4505
0.47 7- 8 3414,
0.54 8- 9 3414
0.47 9-10 76
0.32 11-12 76
0.33 12-13 1974
0.37 13-1,4
1974 0.31 14-15 1974
0.52 15-16 1946
0.74 16-17 1946
0.89 14-0 W =
3X6 1.5X3 1.5X3 14.0 3X6 6X12 3X6
6X8 3X6 3X4 1.5X3 4X8 1.5X3 3X6 W=3X6 3X4 1.5X3 3X8 3X4 3X4 4X8 6X8 3X6
W=3X6 3X10 W=3X6 3X6 1.5X3 3X4 1.5X3 6X8 3X6 3X10
N=2X4 4X6
I I I
35-94
I I. 33 r 32
31
3029
28 27 2d5 r 24 23
22
21 2 1090# 6.75"
1860# 3.50" 1492# 8.00" CANT: 1-10-12 19-10-12
E. 13-11-12 Is 35-94
EXCEPT AS HOWN
PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports scale = 0.1873 Maronda Systems 4005
MARONDA WAY
SANFORD, FL. 32771
407) 321-0064
Fax (407) 321-3913 . TOMAS PONCE P.
E. LICENSE #0050068, 1890
GREENBROOK Cr
OVIEDOTI-32766 WARNINU: 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 fixations 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), Eng. Job: WO:
BBRAF Dwg: Truss ID:
F31 Dsgnr.- TLY. Chk:
Date: 1-03-02 TC Live 40.
0r psf DurFac - Lbr: 1.00 TC Dead 10.
0 psf DurFac - Pit: 1.00 BC Live 0.
0 psf O.C. Spacing: 24.0" BC Dead 5.
0 psf Design Criteria: TPI Code Desc: TOTAL
55.0
Dsf V • 19 n l n 1 - r nA70- .4 Design: Matra Ar10IpSIS
iuu rnlfi nt.3: iI.LB.UI
JB: BAYBURY FLOOR AC:
DESIGN INFORMATION CUPPING ONLY ****
P This design is for an Individual building TOP CHORDS: •4X2 SP #2 -
i component and has been based on information BOT CHORDS: 4X2 SP #2
provided by the client. The designer disclaims WEBS: 2-4X2 SP #3
f any msp... Wulty far. damages as a result of 4X2 SP #3 -
faulty or incorrect Information. specifications GABLE STUD 4X2 SP #3and/or designs furnished to the truss designer i -
by the client and the correctness or accuracy
of this Information as It may relate to a ape-
cific protectand accepts no responsibility or esemises
no control with regard to fabrics lion,
handling, shipment and installation of - trusses.
This truss has been designed as: an ig.
individual building component In accordance with P .
ANSI/TPI 1-1995 and'NDS-97 to be Incorporated y
as paitof the building design by a.Building Designer (
registered architect or professional engineer)..
When reviewed for approval by the 3
building designer, the design loadings shown 6
must be checked to be sure that the data shown gare
In agreement with the local building codes, local
climatic records for wind or snow loads,- i
project specifications. or special applied loads. Unless
shown, truss has notbeendesigned for i storagear
occupancy Ioads.,,The design assumes compresslon 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 ceiling, they
should be braced at a maximum spacing of
10'-0" o.c. Connector plates shag be
manufactured from 20: gauge hot dipped galvanized steel
meeting ASTM A 653. Grade 40, unless
otherwise shown, - - I FABRICATION NOTES
Prior to fabrication,
the fabricator shall review this drawing to
verify thatthis 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 shallnotbe installed over.
knotholes, knots or distorted gram. _
Members shall be, cut for light titling wood
to wood bearing. Con- t'. nectar platesshall be
located on both faces of S 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 j members shall meet at
the centrold of the webs' s 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 WO: BBRAF WE: TI: F33
OTY:1 ' Truss NOT designed for Wind
Loads. **** Joint Locations=========_ === 1) 0- 0- 0 ' 2'
3) 26-10- 0 45) 22-10- 0` All COMPRESSION Chords are assumed
to.be 2) 1- 6- 0 24) 28- 2- 0 46) 21- 6- 0 continuously braced unless noted otherwise:
3) 2-10- 0 25) 28-10- 8 47) 20-10-12 28,32,33 *** CUT TOP
CHORD OVER INTERIOR SUPPORT *** 4), 4- 2- 0 26) 29- 6- 0 48) 20- 2- 0 ` This truss *NOT* designed for
wind load! 5) 5-.6- 0 27) 30-10- 0 49) 18-10- 6 6) 6-10- 0 .28)-
32= 2- 0 50) 17- 6- 0 7) 7- 1- 8 29)
33- 9- 0 51) 16- 2- 0 8) 8-.2- 0 30)
33- 6-,0 52) 14-10- 0. 9) 9- 6- 0' 31)
34-10- 0 53) 13- 6- 0 10) 10- 7-12 32)
35- 9- 4 54) 12- 2- 0 9 11) 12- 2- 0 33)
35- 9- 4 55) 10-10- 0 12) 13- 6--0 34)
34-10= 0 56) 9- 6- 0 13) 14-10-0 35)
33-'6- 0 57) 8- 2- 0 - 14) 16- 2- 0 36),
33-'9- 0 58) 7- 1- 8 15) 17- 6- 0 37)
32-`2- 0 59) 6-10- 0 16) 18-10- 0 38)
30-10- 0 60) 5- 6- 0 17) 20- 2- 0 39)
29- 6- 0 61) 4-10-12 18) 21- 6- 0 40)
28-10- 8 62) 4- 2- 0 19) 22-10- 0 41)'
28- 2- 0 63) 2-10- 0 20) 24- 2- 0 42)
26-10- 0 64) 1- 6- 0 21) 24- 9 4 43)
25 6.7 0 65) 0- 0- 0 22) 25- 6 0 44)
24- 2- 0 35-9-4 11 2
3 4 5
67 8 9 10 11- 12 13 14 15 16 17 18 19 202122 23 242526 27 28 2!80 3131 1.5X3 N=1.5X3
1.5X3 1.5X3 1.5X3 14-0 1.5X3 1.5X3 1.5X3 W=3X6, 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 3X4 1.5X3 1-4-0 3X4 1.5X3 1.5X3
3X411.5X3 '1.5X3 1.5X3 1.5X3 1.5X3, 1.5X3 W=3X6L:5X3 3X4' . 1.SX3 3X4 3X4 Imnber unless otality a shown. For
additional3X4 LSX3 1.5X3 1.5X3 1.5X3 1.5X3 L5X3 1.5X3 1.5X3 1.SX3 1.5X3 1.5X3 " 1.5X3 1.5X3 information on,Quallty Control refer to ANSI/TP11-1995, 1.5X3 W=3X6
3X4 1.5X3 1.5X3 1.5X3 1.5X3 W=3Xd.5X3 1.5X3 3X4 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.
5X3 1.5X3 3X8 PRECAUTIONARY NOTES 1 All bracing and
erection
recommendations are
to be followed In accordance with "Handling
35-9-4.. y Installing & Hradng'. NIB-91. Trusses are
to be handled with particular rare during banding
65 64 63 626160 59 58 57 56 55 54 53 52 51 50 49 48 4746 45 44 43 42 414039 38 37 3615 343 and bundling, delivery and Installation to avoid
0/f 8:00" 0# 8.00" CANT: 1-10-12 damage. Temporary and permanent bracing,. for holding
trusses In a straight and
plumb pas- 35-9-4 Ition and for resisting lateral forces shall
be designed and Installed by others,- Careful hand-
ling is essential and erection bracing is
always EXCEPT AS SHOWN PLATES ARE TL20 GA" TESTED PER ANSI/TPI 1-1995 Cont. Support Studs a 14-0 ' o.c. scale = 0.1873. required.' Normal precautionary action foruri ARA'N
i .READ All NOTES ON
THIS.SHEET. Eng. IOh: g" p BDRAF trusses es g 3betweenavoidcin betweentussestempooionreqtrusses
to avoidtoppling - installation toppling Ianddominomg. The supervision oferectionor
trumm shall be under the control of personsA
FMarondalystems COPY OF THIS DRAWING TO BE GIVENTO ERECTING DW . - g' Truss ID: F33 experienced In the installation of trusses. CONTRACTOR... Dsgnr:
TLY Cnlc: Date: 2-25-02 Professionaladvice shall be sought if needed. concentration of
constiuction loads greater design BRACING WARNING: TC
Live 40.0 psf DurFae -
Lbr: 1.00 than the lords shall not be applied to tnisses
at 'anytime. No loads other than the A
4005 MARON DA WAY Bracing shownan this drawing
isnoterection bracing wind bracing:' portal bracing or similar bracing TC Dead 10.0 - psf DurFae -Pit: 1.00 weight of the erectors shall be applied to SANFORD, FL.
32771 - which is a part of the building design and which must be considered by the building designer. Bracing, shown truss to buckling vk; BC Live OO p sf
O.C. Spacing: 24.0" trusses until after all fastening and bracing is completed. - .: 407)
321-0064 Fax (407) 321-39B is
for lateral
support of members only reduce length. Provisions must be made to anchor lateral bracingat ends and specified locations determined
by the building designer: BC Dead s.o Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the overall structure
maybe required. (SeeHIB-91 ofTPn. f Code Dese: LICENSE #0050068 rltuss Plate institute, TPi, Is lo®
ted,at
583 D'Onofrio Drive, Madison, Wlamnsin 53719). 1590GREENBROOKCT.OVIEDO.FL32766 TOTAL 55.0 p$f V:01.
25.02- 4887- 56 y Design: Matrix Analysis JOB PATH: CATEE- ,0KUOBSIBBRAF HCS: 12.
19.01
1
F I
I
DESIGN INFORMATION
This design Is for an Individual building
1 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,-sp'ecd!catlons
d and/or designs furnished to the truss designer
by the dient 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-
g Uon, handling, shipment and InstallaUon of -
russes. '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 Budding'
Designer (registered architect or professional
mgineerl- When reviewedforapproval by the building
designer, the design loadings shown must
be checked to be sure that the data shown arc
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'ltop or bottom) are conttnu- ousiybraced
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 - mmimum,
spadng of 10'-0" o.c. Connector plates
shallbe manufactured from 20 gauge hot - dipped galvanized
steer meeting ASTM A 653. Grade 40,
unless otherwise shown. FABRICATION NOTES
Prior to
fabrication, the fabricator shall review this drawing
to verify thatthis drawing is in conformance with the
fabricator's plans and to realize a continuing
responsibility for such vcri- Umtion. Any discrepancies
arc to beput inwriting before cutting or fabrication. Plates shall not be
installed over knotholes. knots or dlstorted grain.
Members shall be cut for light fittingwood to
wood bearing. Con- nector plats shall be located
on both faces of f the truss with nails
fully imbedded andshall be. sym. about the Joint unless otherwise
shown. A 5x4 plate is 5" wide x
4" long: A6x8 plate is 6" wide z 8" long. Slots (holes)
run parallel to " the plate length specified. Double cuts
on web membersshall meet at the centroidof 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- lingand/or erection stresses. This truss
is not. _ to be fabricated with fire retardant treated
lumber unless otherwise shown. For additional - inf .
Uon onQualityControl refer to ` ANSI/TPI
1-1995 _. PRECAUTIONARY. NOTES All bracing
and erection recommendations arc
lobe 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
deslgned.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 InstallaUon between [
wises 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 shad be applied to. .
trussesuntil after all fastening and bracing Is completed.. '
JB: BAYBURY FLOOR AC: TOP CHORDS: 4x2
SP #2
BOT CHORDS: 4x2 SP #
2 WEBS: 4x2- SP #3'
2-4x2 SP #3 4,
13 MAX LIVE LOAD.
DEFLECTION: L/962 at JOINT # 6
L=-0.1611 D=-
0.06" T=-0.22"
MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.05" MAX
HORIZONTAL LIVE LOAD DEFLECTION: T=
0.03" RMB =
1.15 1 1-4-
0 6 WO:
BBRAF WE: TI:
F4
61TY 3 MULTIPLE
LOADS --
This design is the, Joint L'ocations=========---_==
ccaTposite result of multiple loads. 1) 0- 0- 0
8) 14- 8-10 . 15),10- 3- 6 assumed COMPRESSION Chords are assed to be 2), 0-
10-14 9) 16- 1- 8-, 16) 8- 8-10 continuously braced unless noted otherwise. 3) 3- 6- 6 .
10) 17- 4- 2 17) 4- 1-14 This truss NOT* designed for wind load! 4) 6-
1-14 11)`19-'4- 6 18) 3- 6- 6 ' 5) 8- 8-10 12) 4- 6 19) 0-
0- 0 TC...FORC0 9-18BC. ..FORCE 6) :10- 3- -613) 19- 17- 4- 2 1- 2 0 0.2I
0.
23. .' 19-18
0.24 0.39 7) 12- 4-14 14) 12- 4-14 2- 3 513 0.95 18-17 1496 0.
39 96 3- 4 513' 0.45 17-16 14960.
38 TOTAL DESIGN LOADS ------------ 4- 5 2212 0.34 16-15 2190 0.77 Uniform PLF' From PLF To' 5- 6 2212 0.37 15-14 2190 0.77 - TC Vert L+D',-100 0- 0- 0 -100 19- 4- 6 6- 7 2190 0.59 14-13 1432 0,48 0.8 BC Vert L+D' -10 0- 0-=-
0 -10
19- 4- 6 7- '8 2190 13-12 0 0.09 ConcentratedLBSLocation8- 9 854, 0.350 TC Vert L+D -
435 19- 4- 6 9-1 854 0.50 MAX, REACTIONS PER 13RARINGLOCATION----- 10-11 854 0.50 X-Loc Vert Horiz
Uplift„Y-Loc Type 3-.6-10 1184 0 0 BOT PIN" 17-
1-10 1447, 0 0 ,BOT. H-ROLL
30.00" 435ft typ. 1 2 3 4 5
6 7 8
9
10 11 11-4-2 - 2-0-0 1.5X3 - 4X6
rr JA4 L5X3
3X10 axo 1.
5X3 3X4
3X10
1.5X3
1-4-
0 0-18 I ® 19-2-14
9 18 17
16 15
14
13 12 CANT:
3-4-14 1185# 3.50" 1447# 8.00" CANT: 1-10-12 e 19-4-6 3 EXCEPT AS SHOWN PLATES
ARE TL20 GA TESTED
PER
ANSI/TPI 1-1995 scale = 0.3460 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job:
WO: $ RA Marc des Systems A COPY OF, THIS DRAWING TO
BE GIVEN TO ERECTING D-,yg: Truss ID: F4 CONTRACTOR. _ Dsgnr: TLY Chk: Date: 1-03-02 4005
MARONDA WAY BRACING WARNING: TC Live 40.0
psf 1 DurFac - Lbr. 1.00 SANFORD, FL. 32771 Bracing
shown
on this drawing is
not erection bracing, wind bracing, portal bracing or similar bracing which 1s a part of the building design and
which must be considered by the building designer. Bracing TC Dead io.o' , psf DurFae - PIt: 1.00 407)
321-0064 Fax.(407) 321-3913 shown is for
lateral support of truss members only to reduce buckling length. Pmvisrmns most be BC Live 0.0 - pSf O.C. 24;OIr aClrl Spacing: TOMAS- - PONCE P.E. - a made to anchor lateralbracingat
ends and specified locations
determinedbythebuilding designee Additional bracing of the overall structure may be required- (See.HIB-
91 of TPII. BC Dead. 5.0. psf Design Cuticula:. TPI: LICENSE #0050068 rrnuss Plate Institute, TPI, Is located at 583 D'
Onofno Drive, Madison, Wisconsin 53719). Cade Desc: 1890 GREENBROOK Cr.OVIEDO.FL32766 TOTAL 55.0 psf V:12.
03.01- 10681- 8. Design: Manx Analysis JOB PATH: CATEE-L0 U08SIBBRAF NCS: 11.28.
01'
JB: BAYBURY FLOOR . AC:
DESIGN INFORMATION
This design Is for an Individual building
component and has been based on information
provided by the client. The designer disclaims
any responsibdity for damages as a result of
faulty or Incorrect information, specifications
and/or designs furnished to the Lmss designer
by the client and the correctness or accuracy,
of this Information as it may relate to a spe-
clffe project and accepts no responsibility or
exercises no control with regard to fabrim-
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 Lobe Incorporated .
as part of the budding design by a Budding
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,
protect specifications or special applied loads.
Unless shown, truss has not been designed for
storage or occupancy loads. The design assumes -
compression chords (top or bottoml are continu-
ously braced by sheathing unless otherwise
specified. Where bottom chords in tension arc
not fully braced laterally by a property applied
rigid ceding, 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 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 shad 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 shad meet at the centroid of the webs
unless otherwise shown. Connector platesizes 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 erection reconunendatlons are to
be followed in accordance with "Handling Installing &
Bracing", HIS-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- Ition
and for resisting lateral force shad 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 Ioppling 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 shad 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. TOP
CHORDS: 4x2 SP #2 BOT
CHORDS: 4x2 SP #2 WEBS:
4x2 SP #3 2-
4x2 SP #3 10 MAX
LIVE LOAD DEFLECTION: L/
813 at JOINT # 9 L=-
0.17" D=-0.06" T=-0.23" MAX
HORIZONTAL TOTAL LOAD DEFLECTION: T=
0.04" MAX
HORIZONTAL LIVE LOAD DEFLECTION: T=
0.03" RMB =
1.15 30.
00" typ-
IME
WO:
BBRAF WE MULTIPLE
LOADS -- This design is the composite
result of multiple loads. All
COMPRESSION Chords are -assumed to be continuously
braced unless noted otherwise This
truss *NOT* designed for wind loadl TC...
FORCE...CSI ..BC ... FORCE ... CSI 1-
2 0 0.33 14-13 1387 0.45 2-
3 -2075 0.40 13-12 2040 0.89 3-
4 -2075 0.50 12-11 2040 0.89 4-
5 -2040 0.71 11-10 1257 0.53 5-
6 -2040 0.91 10- 9 0 0.08 6-
7 878 0.51 7-
8 878 0.51 8-
0-8 -- 2-
0-0 - TI:
F5 QTYA Locations============_==
1)
0- 0- 0 6) 11- 4- 8 11) 9- 1- 4 2)
2- 9- 0 7) 14- 0- 0 12) 6-11-12 3)
5- 3-12 .8) 16- 0- 4 13) 5- 3-12 4) 6-11-12 9) 16- 0- 4 14) 0- 0- 0 5)
9- 1- 4 10) 14- 0- 0 TOTAL
DESIGN LOADS -------- Uniform
PLF From PLF To TC
Vert L+D -100 0- 0- 0 -100 16- 0- 4 BCVertL+D -10 0- 0- 0 -10 16- 0- 4 Concentrated
LBS Location TC
Vert L+D -435 16- 0- 4 MAX.
REACTIONS PER BEARING LOCATION----- X-
Loc Vert Horiz Uplift Y-Loc 'Type 0-
1-12 760 0 0 BOT PIN 13-
9- 8 1503 0 0 BOT H-ROLL 1
435# 1.
5X3 1.
5X3 3X6 1.5X3 3X4 1.5X3 3X8 2X4 3X4 T1-
4-0 3X6
1.5X3 3X4 14
760#
3.50" 16-
0-4 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 1690
GREENBROOK Cr-OVIEDO.FL32766 Design:
Matrix Aildlysis WAKNINU:
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 whichisapartofthebuildingdesignandwhichmustbeconsideredbythebuddingdesigner. Bracing shownisforlateralsupportoftrussmembersonlytoreducebuckling. length. Provisions must be made
to anchor lateral Bracing at ends and specified locations determined by the building designer. Additionalbracingoftheoverallstructuremayberequired. (See HIS-91 of TPI[. Truss
Plate Institute, TPI, is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). JOB
PATH: C.ITEE-LOKUOBSIBBRAF 1-
4-0 3X10
1.5X3 1503#
8.0011 1 CANT: 1-10-12 Eng.
Job: Dwg:
Dsgnr:
TLY Cltk: TC
Live 40.0 psf TC
Dead 10.0 psf BC
Live 0.0 psf BC
Dead 5.0 psf TOTAL
55.0 Dsf scale =
0.4182 vvnrst
Truss
ID: F5 Date:
1-03-02 DurFac -
Lbr: 1.00 DurFac -
Pit: 1.00 O.
C. Spacing: 24.01r Design
Criteria: TPI Code
Desc: V:
12.03.01- 10682- S HCS:
11.28.01
DESIGN INFORMATION
This design is for an individual budding
component and has been based on information
provided by the ch—L The designer disclaims
any responsibility for damages as a result of
faulty orincorrectInformation, 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 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 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, unleas otherwise shown: FABRICATION
NOTES Prior
to fabrication. the fabricator shag review this
drawing to verify that this drawing Is in conformance
with the fabricators plans and to realize .
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 shag 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 shag be sym.
about the joint unless otherwise shown.. A 5x4
plate Is 5" wide x 4' long. -A 6.8 plate is 6" wide
x 8" long. Slots (holes) run parallel to the
plate length. specified. Doublecuts 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- 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 dorNnoing.
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: BAYBURY
FLOOR AC: TOP CHORDS:
4x2 SP #2 BOT CHORDS:
4x2 SP #2 WEBS: 4x2
SP #3 2--4x2
SP #3 10 MAX. LIVE
LOAD DEFLECTION: L/999
L=-0.
09" D=-0.03" T=-0,12" MAX HORIZONTAL
TOTAL LOAD DEFLECTION: T= 0.
03" MAX HORIZONTAL
LIVE LOAD DEFLECTION: T= 0.
02" RMB = 1.
00 la p",
typ. 11WO:
BBRAF
WE: This truss *
NOT* designed for wind load! TC... FORCE ...
CSI ..BC ... FORCE ... CSI 1- 2
0 0.35 12-11 1321 0.37 2- 3 -
1606 0.37 11-10 1946 0.56 3- 4 -
1606 0.30 .10- 9 1946 0.60 4- 5. -
1946 0.31 9- 8 1319 0.46 5- 6 -
1946 0.44 6- 7
0 0.38 6-11-
8 140-8
le- 1.5X3
1.SX3
3X6 1.5X3 3X4 1.5X3 1-4-
0 1 TI:
F6
9TY:4 Joint Locations=====-==-=====-
1) 0-
0- 0 5) 7-11- 8 9) 7-11- 8 2) 2-
9- 0 6) 10- 6- 4 10) 5-11- 8 3) 3-
8- 8 7) 13- 3- 4 11) 3- 8- 8 4) 5-
11- 8 8) 13- 3- 4 12) 0- 0- 0 MAX. REACTIONS
PER BEARING LOCATION----- X-Loc
Vert Horiz Uplift Y-Loc Type 0- 1-
12 729 0 0 BOT PIN 12-11-
14 729 0 0 BOT H-ROLL 0.1fI
2X41-4-
0 3X6 3X6
1.5X3 3X4 7541 12
730#
3.
50" 13-3-
4 EXCEPT AS
SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 I, WARNING:
READ ALL NOTES ON THIS SHEET. Mjaronda SySteMS
A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING
4005
MARONDA
WAY. thisdrawingerection bracing, wind bracing, Bracing g portalbracingor similar bracing SAN 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 [educe 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 TPd. LICENSE #0050068 Russ
Plate Institute, TPI, is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). 1890 GREENBROOK CT.
OVIEDO.FL32766 3X6 MW 730#
6.
75"
scale = 0.5049
Eng. Job: WO:
BBRAF Dwg: Truss ID:
F6 Dsgnr: TLY Chk:
Date: 3-14-02 TC Live 40.
0 psf DUrFac - Lbr: 1.00 TIC Dead 10.
0 psf DurFae - Pit: 1.00 BC Live 0.
0 psf O.C. Spacing: 24.0" BC Dead 5.
0 psf Design Criteria: TPI Code Desc: TOTAL
55.0
psf V:01-.25.02- 9848- 5; Desigir Mafrix Analysis .
JOB PATH: CII&E-LUKUUIf.SWEMP MS. 12.19.01
DESIGN INFORMATION .
This design is for an individual budding
component and has been based on Information
provided by the client The designer disclaims
any responslblIty 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
If this Informaton as It may relate to a'spe-
c81c project and accepts no responsibility or
exercises no control with regard to fabrica-
tion, handling, shipment and Installation of
trusses. trussThis 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
engineed. When reviewed for approval by the
building designer, the design loadings shown
must be checked to be sure that the datashown 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
ceding, they should be braced at a mwdmum
spacing of l0'-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 andto realize a
continuing responsibility for such verl- 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 shad be sym. about
the JoInt unless otherwise shown. A 5x4 plate
is 5" wide x 4" long. A 6x8 plate b.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 addltional information on
Quality Control refer to ANSI/TPI
1-1995 PRECAUTIONARY NOTES
AB bracing
and erection reo,mmendations 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 trusses requires
such temporary bracing during installation between
trusses to avoid toppling and dominoing.
The supervision of erection of trusses shad
be under the control of persons experienced In
the Installation of trusses. Pmfsstonai advice
shall be sought If needed. Concentration of
construction loads greater . than the
design loads shad 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: BAYBURY
FLOOR AC: TOP CHORDS:
4x2 SP #2 BOT-CHORDS:
4x2 SP #2 WEBS: 4x2
SP #3 2-4x2
SP #3 1,8 MAX LIVE
LOAD DEFLECTION- L/999
L=-0.
01" D= 0.00" T=-0.01" MAX HORIZONTAL
TOTAL LOAD DEFLECTION: T= 0.
01" MAX HORIZONTAL
LIVE LOAD DEFLECTION: T= 0.
00" RMB 1:
00 1 2X4
1.
5X3 WO: BBRAF
WE: This truss *
NOT* designed for wind load( TC... FORCE ...
CSI ..BC...FORCE ... CSI 1- 2
0 0.05 12-11 0 0.16 2- 3
0 0.19 11-10 -1 0.16 4- 5
1 0.17 10- 9 -1 0.00 5- 6 -
140 0.17 9- 8 140 0.04 8- 7
0 0.01 4 3X4
1.
5X3 3X4 TI: F7
QTY:1 Joint Locations===============
1) 0-
0- 0 5) 4- 1-10 9) 2- 7- 4 2) 0-
6- 0 6) 5- 9- 0 10) 2- 0-12 3) 2-
0-12 7) 5- 9- 0 11) 0- 6- 0 4) 2-
7- 4 8) 4- 1-10 12) 0- 0 0 MAX. REACTIONS
PER BEARING LOCATION----- X-Loc
Vert Horiz Uplift Y-Loc Type 5-11-
4 205 0 0 TOP H-ROLL 0- 3-
6 116 0- , 0 BOT PIN 2- 4-
0 344 0 0 BOT H-ROLL 4X6 2X4
3X4
1.5X3 3X4 4X6 1.5X3 12 11
116# 6.
75" 24-0
345# 8.
00" 3-9-
0 5-9-
0 EXCEPT .AS
HOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports 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 budding designer. Bracing 407) 321-
0064 Fax (40.7) 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-9I of TPI). LICENSE #0050068. -
IT— Plate Institute. TPI. Is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). 1890 GREENBROOK
CT.OVIEDO.FL32766 1-4-
0 0-4-
0 205# 3.
50" 0-4-
0q pi sca e
0 I.1614 Eng. Job:
WO: BBRAF Dwg: Truss
ID: F7: Dsgnr: TLY
Chk: Date: 3-14-02 TC Live
40.0 psi' DurFac - Lbr. 1.00 TIC Dead
10.0 pSf DurFac - Pit: 1.00 BC Live
0.0 psf O.C. Spacing: 24.011 BC Dead
5.0 psf Design Criteria: TPI Code Desc:
TOTAL 55.
0 psf V:01.25.02- 9840- 41 Design: Matrix
Analysis JOB PATH: C:ITEE-LOKUOBSIBBRAF HCS: 12.19.01
DESIGN INFORMATION
This design is for an Individual building
component and has been based an 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 fabrca-
don. handling. shipment and Installation c
trusses. This truss has been designed as an .
individual building component in accordance with
ANSI/TPI 1 1995 d NDS-97 to be inco orated
JB: BAYBURY FLOOR AC:
TOP CHORDS: 4x2 SP #2
BOT CHORDS: 4x2 SP #2
WEBS: 4x2 SP #3
2-4x2 SP #3 1,5
MAX LIVE LOAD DEFLECTION:
L/99'9
L=-0.01 D= 0.00" T=-0.01"
MAX HORIZONTALTOTAL LOAD DEFLECTION: T=
0.00" MAX
HORIZONTAL LIVE LOAD DEFLECTION: T=
0.00" RMB -
1.00 an
rp 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, p )
ect specifications or special applied loads. Unless
shown. I uss has not been designed for storage
or occupancy loads. The design assume . 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
ce8ing. they should be braced at a maximum
spacing of lo'-O" o.c. Connector ptales
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 fa6dcator's plans and to realize
a continuing responsibWty for such vert- fication.
Any discrepancies are to be put In wilting
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- 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
mWmum 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'. HIS-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
dondnoing. The supervision of erection of u
trussesshallbender the control of pers, ns. 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. 1-
4-0 WO:
BBRAF WE: This
truss *NOT* designed for wind load) TC...
FORCE ... CSI ..BC ... FORCE ... CSI 1-
2 0 0.18 8- 7 0 0.25 2-
3 0 0.22 7- 6 198 0.30 3-
4 -198 0.23 6- 5 0 0.07 TI:
F8 QTY:2 ' Joint
Locations============e:== 1)
0- 0- 0 4) 3- 9- 0 7) 0- 6- 0 2)
0- 6- 0 5) 3- 9- O. 8) 0- 0- 0 3)
2- 1- 5 6) 2- 1- 5. MAX.
REACTIONS PER BEARING LOCATION----- X-
Loc, Vert Horiz Uplift Y-Loc Type 3-
11- 4 234 0 0 TOP H-ROLL 0-
3- 6 210 0 0 BOT PIN 2X4
1`5X3 3X4 4X6 M0
ME - Mo NEW
W=WW_ 1-
4-0 4X6
1.5X3 10-
4-0 211/
t 6.75" 235# 3.50" 3-
9-0 1.3 04-0 RO-
4-0) EXCEPT
AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 1.5750 WARMING:
READ ALL NOTES ON THIS SHEET. Eng. Job: WiT B957F lilS
MarOndaSystemsCOPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Ds
TLY Chic: Truss
ID: F8 Date:
3-14-02 CONTRACTOR:
TC
Live 40.0. psf DurFac - Lbr: 1.00 BRACING
WARNING: 4005
MARONDA WAY Bracing shown on this drawing Is not erection bracing, wind bracing, portal bracing or similar bracing TC Dead 10.0 psi DurFac - Pit: 1.00 SANFORD,
FL. 32771 which is a part of the building design and which must be considered by the building designer. Bracing BC Live O.O pSf O.C. Spacing: 24Art 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 5.O sf pDesign Criteria: TPI TOMAS
PONCE P.E. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). Code Desc: LICENSE #
0050068 - Truss Plate Institute, TPI, Is located at 583 D'Onofno Drive, Madison. Wisconsin 53719). - TOTAL
55.0 psf V:01.25.02- 9841- 4E 1890GREENBROOKCf.Ov1EDOXI-32766 Design:
Matra Attafyshs JUC rAf H: LAILG-LUAVUH31BUMP nw: rz.ly.ul
r—.
DESIGN INFORMATION
This design is for" individual building'
component and has been based on Information
provided by the client. The designer disclai ns
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-
cMc project and accepts no responsibility or
exercises no control with regard to fabrlra-
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) arc conUnu-
ously braced by sheathing unless otherwise
specified. Where bottom chords in tension are
not fully braced laterally by a property applied
rlgid 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 fabrimtoes 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 lasted 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) nut parallel to
the plate length specified. Double cuts on web
members shag meet at the centrmid 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-
bng 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/7'PI 1-1995
PRECAUTIONARY NOTES
Ail bracing and erection recommendations are
to be followed In accordance with "Handling
Installing & Bating', 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
busses shall be under the control of persons
experienced In the installation of trusses.
professional advice shag be sought if needed.
Concentration of construction loads greater
than the design loada shall not be applied to
trusses at any Lime. No loads other than the
weight of the erectors shall be applied to
trusses until after all fastcning and bracing
is completed.
JB: BAYBURY FLOOR AC:
TOP CHORDS: 4x2 SP #2
BOT CHORDS: 4x2 SP #2
WEBS: I4x2 SP #3
BEAR. BLR: 2-4x2 SP #3
MAX LIVE LOAD DEFLECTION:
L/999
L=-0.02" D=-0.01" T=-0.03"
MAX HORIZONTAL TOTAL LOAD DEFLECTION:
T= 0.01"
MAX HORIZONTAL LIVE LOAD DEFLECTION:
T= 0.01"
RMB = 1.00
0-3-0
WO: BBRAF WE:
This truss *NOT* designed for wind loadl
TC... FORCE ... CSI BC ... FORCE ... CSI
1- 2 88 0.29 8- 7 734 0.26
2- 3 735 0.31 7- 6 739 0.17
3- 4 89 0.30 6- 5 739 0.26
30.00
typ.
8-2-0
TI: F9 QTY:1
Joint Locations============
1)= 0- 0- 0 4) 7- 8- 0 7) 2- 8- 4
2) 2- 8- 4 5) 7- 8- 0 8) 0- 0- A
3) 4-11-12 6) 4-11-12
TOTAL DESIGN LOADS ------------
Uniform PLF From PLF To
TC Vert L+D -104 0- 0- 0 -104 7- 8- 0
MAX. REACTIONS PER BEARING LOCATION----
X-Loc Vert Horiz Uplift Y-Loc Type
0- 1- 8 399 0 0 TOP PIN
8- 0- 8 399 0 0 TOP H-ROLL
1 2 3 4' '1
4-0-1
Ida2-0-2
I -
6X8 3X4 3X6 6X8
T0-11-8T
1-2-8
3X4 3X4 1.5X3 3X43X43X4
400# 3.00"
0-3-0 I
7-8-0
R0-3-0)
EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995
WAKNINU: READ ALL NOTES ON THIS SHEET. ' Eng. Job:
Malronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg:
CONTRACTOR. Dsgnr: TLY Cbk:
4005 MARONDA WAY BRACING WARNING: TC Live 40.0 psf
SANFORD, FL. 32771 Bracing shown on this drawing is not erection bmcing; 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
TC Dead 10.0 psf
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 0.6 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. lSee HIB-91 ofTP11. BC Dead 5.0 psf
LICENSE #0050068 frruss Plate Institute. TPI, is located at 583 D•Onofrio Drove. Madison, Wisconsin 53719).
1890 OREENBROOK Cr.OVIEDO.M32765 TOTAL 55.0 - psf
0-3-0
400# 3.00"
030
scale = 0.8204
Truss ID: F9
Date: 3-14-02
DurFac - Lbr: 1.00
DurFac - Pit: 1.00
O.C. Spacing: 24.0"
Design Criteria: TPI
Code Desc:
5". vrm,u n.amysu .run. rntn: t,:tire-1LfAvvtrduf1f1W HCS: 12.19.01
JB: BAYBURY FLOOR AC: WO: BBRAF WE: TI: F91 9TY:1
DESIGN INFORMATION TOP CHORDS[ 4x2 SP #2 All COMPRESSION Chords are assumed to be ___=__=====Joint Locations=====___===____
This design is for an Individual building BOT CHORDS: 4x2 SP #2 continuously braced unless noted otherwise.: 1) 0- 0- 0 5) 4-10- 2 9) 2-11-12
component and has been based on information WEBS: 4x2 SP #3 This truss *NOT* designed for wind load[ 2) ' 1- 6- 4 6) 6- 4- 4 10) 0- 0- 0providedbytheckenLThedesignerdisclaimsBEAR, BLK: 2-4x2 SP #3
for
3) 2-11-12 7) 6- 4- 4anyresponsibilityoricinformagesasaresultofMAXLIVELOADDEFLECTION: ..TC...FORCE ...CSI ..BC...FORCE ...CSI 4) 3 4-12 8) 3- 4-12faultyorincorrectinformatlon. specifications ,
and/or designs furnished to the truss designer L/999 1- 2 -70 0.10 0-10 87 0.06 ----MAX. REACTIONS PER BEARING LOCATION
bytheclientandthecorrectnessoraccuracy L=-0.01" D= 0.00" T=-0.01" 2- 3 -532 0.11 10- 9 403 0.15 X-Loc Vert Horiz Uplift Y-Loe Type
of this information as it may relate to aspe- MAX HORIZONTAL TOTAL LOAD DEFLECTION: 3- 4 - -532 0.05 9- 8 532 0.17 0- 1- 0 -343 0 0 BOT PIN
elite project and accepts no responsibWty or T= 0.00" - 4- 5 -532 0.11 8- 7 401 0.15 6-10- 4 343 0 0 BOT H-ROLLexeroisesnocontrolwith
regand rdLnsofabrica- tiono MAX HORIZONTAL LIVE LOAD DEFLECTION[ 5- 6 -70 0.10 7- 0 87 0.06 - tlon. liandlmg, shipment and mstanation of - -
tmsses. This truss has been designed as an Te, 0. 00". _ -
mdivldual building component In accordance with
RMH = 1.15 - ANSI/TPI 1-1995 and NDS-97 to. be Incorporated - - -
as part of the building design by a Building
Designerlregistered 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 budding codes.
local climatic records for wind or snow loads;. -
project t"Pecifieations or special applied loads.
Unless shown, truss has not been designed for -
storage or "ccupanry 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 - -
rlgld celllng, they should be braced at a - 6-114
maximum spacing of 10'-0- o.c. Connector -
plates shall be manufactured from 20 gauge hot 1 2 3 4 5 6
dipped galvanized steel meeting ASTM A 653, -
Grade 40. unless otherwise shown. 3-5-12
FABRICATION NOTES - - 0-3-8
Prior to fabrication, the fabricator shall review
this drawing to verify that this drawing Ism -
conformance with the fabricators plans and to _ -
realize a continuing responsibility for such veri- 3X4 3X4
ficauon. Any disereparicies are to be put in 1.5X3 3X4 1.5X3 1.5X3 3X4 1.5X3writingbeforecuttingorfabrication.
Plates shall not be Installed over knotholes, -
knots or distorted gram. Members shall be cut
for fight 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) rim parallel to 14-0 -
the plate length specified. Double cuts on web -
14-0
members shall meet at the centmid of the webs
unless otherwise shown. Connector plate sizes
are mlNmum 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 sh"wn. For additional
information on Quality Control refer to 3X8 3X4 3X4 - - 3X8 .
ANSI/TPI 1-1995 -
PRECAUTIONARY NOTES
All bracing and erection recommendations are
to be followed in acc"rdance with "Handling
Iri'stalling & Bracing", NIB-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 bmeing 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 welght
of the erectors shall be applied to trusses
until after aid fastening and bracing is
completed. to
9 343#
2.00" 03--
R0-
35 8) . I6 644 EXCEPT
AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Marronda
Systems 4005
MARONDA WAY SANFORD,
FL. 32771 407)
321-0064 Fax (407) 321-3913 TOMAS
PONCE P,E. LICENSE #
0050068 WIARNINU:
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 TPd. rituss
Plate Institute, TPI, is located at 583 D'Onofrio Drive, Madison. Wisconsin 53719). 343#
2.00" 038
RO-
3-8) scale =
0.9658 Eng.
Job: Dwg:
Truss ID: F91 Dsgnr:
TLY C6k: Date: 3-13-02 TC
Live 40.0 psf DurFac - Lbr. 1.00 TC
Dead 10.0 psf DurFac - Plt: 1.00 BC
Live 0.0 psf O.C. Spacing: 24.0" BC
Dead . 5.0 psf Design Criteria: TPI Code
Dese: TOTAL
55.0 psf V:01 25.02- 9737- 5f Design:
Matrix Analysis I I JOB PATH: C.ITE£-LOKUOBSIBBRAF HCS: 12.19.01