HomeMy WebLinkAbout134 Crown Colony Way 03-1343C7
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PERMIT ADDRESS W r W SUBDIVISION Old v,
CONTRACTOR PERMIT # O 3 DATE VA
ADDRESS
Maronda Homes Inc. of Florida PERMIT DESCRIPTION1101NKellerRd. Ste. F ,
Orlando, FL 32810\\ ^O
CRC058496 PERMIT VALUATION "a
407475-9112 r _ (( [
PHONE NUMBER SQUARE FOOTAGE d' 0 C-C-) ('
PROPERTY OWNER
ADDRESS
PHONE NUMBER
ELECTRICAL CONTRACTOR
MECHANICAL CONTRACTOR
V
PLUMBING CONTRACTOR
MISCELLANEOUS CONTRACTOR
PERMIT NUMBER
MISCELLANEOUS CONTRACTOR
FEE
PERMIT NUMBER FEE
0
0
3
M
CERTIFICATE OF OCCUPANCY / COMPLETION
This is to certify that the building located at
134 CROWN COLONY WAY for
which permit 03-00001343 has heretofore been issued on 3/26/03
has been completed according to plans and specifications filed in the
office of the Build' Offici 1 rio to t e issuance of said building
permit, to wit as (c'&-'complies with all the
building, plumbing, electridAl, zoni-g and subdivision regulations
ordinances of the City of Sanford and with the provisions of these
regulations.
STAFF APPROVAL Subdivision Regulations Apply: Yes No
DATR APPROVAL
BUILDING: _ FIRE:
Finaled Inspected
ZONING:
Inspected
UTILITIES:
Water Sewer
Lines I,f Lines In
Meter Sewer
Set Tap
Reclaimed
Water
ENGINEERING:
fJ Street
Drainage %T Q Paved
Maintenance
Bond
PUBLIC WORKS:
Street
Name Street
Signs tV7 SJ 51 Lights
Storm
Sewer Driveway
Street
Work
DESCRIPTION
WATER -SEWER IMPACT FEES
01-APPLCTN FEE -ELECTRIC
01-APPLCTN FEE -BUILDING
01-APPLCTN FEE -MECHANIC
01-APPLCTN FEE -PLUMBING
02-ENGNG DEVLPMT FEES
01-FIRE IMPACT - RESIDENT
01-LIBRARY IMPACT FEE
01-OPEN SPACE
FEES PAID
nATF
3/26/03
3/26/03
3/26/03
3/26/03
3/26/03
3/26/03
3/26/03
3/26/03
DATE APPROVAL
AMOUNT
10.00
10.00
10.00
10.00
10.00
59.27
54.00
279.61
PAGE
CERTIFICATE OF OCCUPANCY / COMPLETION
This is to certify that the building located at
134 CROWN COLONY WAY for
which permit 03-00001343 has heretofore been issued on 3/26/03
has been completed according to plans and specifications filed in the
office of the Building Official prior to the issuance of said building
permit, to wit as complies with all the
building, plumbing, electrical, zoning and subdivision regulations
ordinances of the City of Sanford and with the provisions of these
regulations.
STAFF APPROVAL Subdivision Regulations Apply: Yes No
01-POLICE IMPACT - RESID
01-RADON GAS TAX FEE
01-ROAD IMPACT FEES
01-RECOVERY FD/CERT. PGM.
01-SCHOOL IMPACT FEE
WD IMPACT:SINGLE FAMILY
SD IMPACT:SINGLE FAMILY
3/26/03
3/26/03
3/26/03
3/26/03
3/26/03
3/26/03
3/26/03
91.93
12.64
847.00
12.64
1384.00
650.00
1700.00
P (m0 o' d d3
OWNER BqtMING OFFICIAL / DATE'
CERTIFCATE OF OCCUPANCY
REQUEST FOR FINAL INSPECTION
SINGLE FAMILY RESIDENCE****
DATE: L -o-0
PERMIT #:,
ADDRESS:
CONTRACTOR:
PHONE #:
MARONDA
Y A
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 (1 I (a
Public Works
DUtilities
Zoning n 1 A
Licensing (1 R
CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL)
111 -- 0 IL
CERTIFCATE OF OCCUPANCY W10 3435"
REQUEST FOR FINAL INSPECTION ,,Pdl
SINGLE FAMILY RESIDENCE**** / a
DATE: L-O
PERMIT #:
ADDRESS: s\
CONTRACTOR: MARONDA
PHONE #: Z?) - ---) \ \_0
11\
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 (1 I (a
W7 03
ablic Works I&Wdb OZoning
Utilities DLicensing (1
CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL)
1 0 1 1 1 t
o Ii
k- 1 al;
CERTIFCATE OF OCCUPANCYo
1REQUESTFORFINALINSPECTION,, 1
E1 1 1
SINGLE FAMILY RESIDENCE**** -' 1
1 1
1
o
DATE:
E
PERMIT #: "\ r
LU
T ;
ADDRESS:
1
CL
m l
1
C 1
CONTRACTOR:
PHONE #:
MARONDA
u a
c 1
W W
jnnu C
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 C1 I (a
DZoning L 11a
tiliti s ,vt' Licensing (1 I CA
IX
CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL)
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Si)l lVlSION:! ^ _ TRACTBOOKPLATBOOK --'-- '---------- /'~7 f-- ' ^~~'` ' ''-: — K: ---- ( O
ADDREwS: 1101.^ / /1-//c^--' ---/ __-'-`---_----'---__- -----------------------
h|`|`LICAUT '
7--------'-'--- ----
LAND U2E C07EI[RY: 001 - Single Family Dctached Houee
7Y[^U US[r RuniUe,.iial
KPRX DEE[RIPTlON: Sioglo Family Kcuyo: Detachod - [\onotructinn
eEKEFIT RATE FEE UNIT RATE PER 0 A TYPE TOTAL )XU[
IY['[ SCHEDULE DECC. UNIT OF UNITS
kOAD
ARTU8IALS [O-WIDE U dwl unit 1 7OS.O0 1 $ 705.00
kUhlf"
pLLECTCS [CRTH O dwl unit $ 142.00 142.00 LIlX
A Y co -WIDE [| dwl unit S 54.03 1 $ b4.00 CO -
WIDE O dwl unit 11,304.00 1 0 1,3wo0 AN3]
MT DUE 2,265.0o R[
Ci IV[D DY:' ' / SIGNATURE: P|
IHl HAME) K%
TE TO PE[EIVIKG SI[WAT[RY/APPLlCANT: FAILURE TO NOTIFY CWh|]Z AID) N1X)!-
6. [l1,i:;1'Y PAYMENT MAY RESULT IN YOUR LIh8ILT[Y FOR THE FEE. T?0:' Dl2T8lPUTIQ1:
1-[0UN?Y 3-CITY 2-
APPLICANT 4 CUUN'(Y P[|;
UHS A8[ ADVISED THAT THIS IS A STATEMENT OF FEES WHICH iTZ[
DUE AND PAYABLE PRIOR TO ISEUAXCE OF A fUILDIHG |`\]XMl7. Ak[
ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR UWNTR, TO
APPEAL IRE CALCULATIONS OF THE ROAD, LIBRARY SYST[M A(U)/OR S0QJL>
IMPACT FEES MUST BE EXERCISED BY FILING A
WRITTEN RECUEST WITHIN 45 CALENDAR DAYS OF T|!E RCG[IVIHG CISHK[
LX<L DhTF ABOVE, BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY [/ V[[
UPAKCY. IRE REQUEST FOR REVIEW MUST NEET THE R[QUIREMFNTC OF T||E COUNTY
LA!<D DEVELOPMENT CODE. COPIES 01 THE RULES GOVERNlA3 A"PUAK; M\
Y BE PICVED LP, OR REPUESTED, FROM THE PLAN IIPiE0[Ul7\TI0H O[[IC[: 1101 [
AST >TKST STRICT, SA`1VO0V, FLORIDA 32771; (407) 665-YA71. PAYMENT
EH[[LD BE OADE TU: CITY OF 2AKPORD lR/
liDlNG D|]'AkTM[N*( 3(
0 H[NT|| yAk% AV[NU[ UDD. |
l AYM81T
GKCULD BE BY CPECK OR MOIEY ORDER, PhD 300lD R3!1Z[NC[ NUNBEK
AND CITY BUILDING PERMIT NjN0ER AT THY Th*' ws<'[
i \lS aTAmEUT IN VALID O]`-Y IN CONJUNCTION WITH IS9UA10E 07 hT= FAMILY
BUILDING
CITY OF SANFORD
ENGINEERING PERMIT
PERMIT NO. D ' 3 y -
This permit shall authorize work to be done in the City of Sanford based on -the approved construction plans and this information
provided below:
Right of Way Utilization ....... Driveway ....... X
Applicant Name: DEBBIE TIME Firm: MARONDA HOMES, INC. OF FLORIDA
Address: 1101 NORTH KELLER ROAD, SUITE F, ORLANDO, FL 32801
TELEPHONE:407-475-9112 FACSIMILE:407.475-9115
Project Location or Address: LOT 22 - 134 Crown Colony Way
Subdivision: CROWN COLONY
Title of Approved Development Plans:
Schedule of Work: From:
Proposed Activity:
Driveway Installation ..... 0
Bore and Jack ..........
Other ..................
Approval Date:
To:
Aerial Utilities ..............
Open Cutting of Roadway.....
Emergency Repairs .......
Underground Utilities .......
Sidewalk Installation........
Panel: 5
Specific Description:
Excavation Information: Total Length (FT) Number of Open Roadway Cuts
Aerial Information: Length (FT) Number of Poles (Existing) (New)
It is understood and agreed that the rights and privileges herein set out are granted only to the extent of the City of Sanford's
jurisdiction and the right, title, or interest in the land to be entered and used by the permittee. The permittee shall at all times assure all
risks of and indemnity, defend, save harmless the City of Sanford from and against all loss, cost, damage, or expense arising in any
manner on account of the permit request by said permittee of the foresaid rights and privileges.
In the event of any future construction of roadways utilities, stormwater facilities, or any general maintenance activities by the City
becomes in conflict with the above permitted activity, the permittee shall remove and/or relocate as necessary at no cost to the City of
Sanford, insofar as such facilities are ithin the public right-of-way.
CALL THEPUBL'IC WORKS DEPT. A1630.5681 TO SCHEDULE A PRE -POUR INSPECTION
APPLICANT SIGNATURE '
v -*,*V'—i r K/ DATE: 3/5/2003
Reviewed: Public Works Date:
Utilities Date:
APPROVED: Engineering Date: FEE: Q • O
CITY OF SANFORD PERMIT APPLICATION
Permit No.0_1_,-- C>y 2-_) Date: 03/05/03
Job Address: 134 CROWN COLONY WAY Lot: 22
Parcel No.: 33-19-30-50S-0000-0220 (Attach Proof of Ownership & Legal Description)
Description of Work: SINGLE FAMILY RESIDENCE
Type of Construction: VI Flood Zone: X
Valuation of Work: $ 92,460.00 Occupancy Type: X Residential Commercial Industrial
Number of Stories: 1 Number of Dwelling Units: Zoning: Total Square Footage: 2,528
Owner: MARONDA HOMES INC., OF FLORIDA
Address: 1101 NORTH KELLER ROAD, SUITE F
City: ORLANDO State FL Zip: 32810
Phone No.: 407-475-9112 Fax No.: 407-475-9115
Contractor: RUSSELL KEITH SUlVE ERS
Address: 1101 NORTH KELLER ROAD, SUITE F
City: ORLANDO State: FL Zip: 32810 State License No.: CRC058496
Phone No.: 407-475-9112 Fax No.: 407-475-9115
Contact Person: DEBBIE TIME Phone No.:
Title Holder (If other than Owner):
Address:
Bonding Company:
Address:
Mortgage Lender: N/A
Address:
Architect: TOMAS PONCE #50068 Phone No.: 407-321-0064
Address: 4005 MARONDA WAY, SANFORD, FL 32771 Fax No.: 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. IunderstandthataseparatepermitmustbesecuredforELECTRICALWORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS,
HEATERS, TANKS, and AIR CONDITIONERS, etc.
OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable
laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF
COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU
INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR
NOTICE OF COMMENCEMENT.
NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the
public records of this county, and there may be additional permits required from other governmental entities such as water management districts,
state agencies, or federal agencies.
Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713.
I< 03/05/03 03/05/03
Signature of er/Agent Date Signature of C:00- r/Ag Date
RUSSELL KEITH SLWEVIERS
Print Owner/Agent's Name
03/05/03
Signature of Notary -State of Florida Date
NOTARY o My Comm Enp. 2J5/OS
a Putiuc
No. CC 999378
e+sa+yN www++ f 1 Otlw D.
Owner/Agent is X Personally Known to me or
RUSSELL KEITH SUIVII IERS
Print Contractor/Agent's Name
U- L 03/05/03
Signature of Notary -State of Florida Date
pF r o4
DEBBIE TIME
OTARr o My Comm Exp. Z1=5
vueuc No. CC 999378
iwsonaly v wvn I I OUw I.D.
Contractor/Agent is X Personally Known to me or
Produced ID Produced ID
APPLICATION APPROVED BY
Special Conditions:
Date: 03/05/03
CITY OF SANFORD PLUMBING PERMIT APPLICATION
Permit Number:03_\3Date: 3MAR 112003 The
undersigned hereby applies for a permit to install the following plumbing: Owner'
s Name: Maronda Homes Inc., of Florida Address
of Job:_ 134 Crown Colony Way LOt_22 Panel: 5 Plumbing
Contractor: WILLIAM T. SELF Residential: _
Non -Residential: Number
Amount Addition,
Alteration, Repair Residential & Non -Residential 52.
00 NewResidential: One
Water Closet t Additional
Water Closet l Commercial:
Minimum Permit Fee $25.00 Fixtures,
Floor Drain, Trap Sewer
Piping Water
Pi in Gas
Pipin Manufactured
Building Description
of Work: Application
Fee: 10.00 TOTAL
DUE: By
Signing this application I am stating that 1 am in compliance with City of Sanford Plumbing Code. Applicant'
s ign re CFC057039
State
License Number
CITY OF SANFORD ELECTRICAL PERMIT APPLICATION
Permit Number: -_>Yk3 y__'> Date: MAR 112003
The undersigned hereby applies for a permit to install the following electrical:
Owner's Name: Maronda Homes Inc., of Florida a?CQ
Address of Job: .LA___J W-0 CO—un,
Electrical Contractor: DANIEL G.
Residential: _ Non -Residential:
Number Amount
Addition, Alteration, Repair Residential & Non -Residential
New Residential:
AMP Service .S'O
New Commercial:
AMP Service
Change of Service:
From AMP Service to AMP Service
Manufactured Building
Other:
Description of Work:
Application Fee: 10.00
TOTAL DUE: p
By Signing this application I am stating that I am in compliance with City of Sanford Electrical Code.
r
plicant's Signature
EC0001663
State License Number
u: i•
4 u li ll
CITY OF SANFORD MECHANICAL PERMIT APPLICATION
Permit Number: d1 l3 A Date: MAR 112003
The undersigned hereby applies for a permit to install the following equipment:
Owners Name: Maronda Homes Inc., of Florida
Address of Job: 134 Crown Colon /_Wav__—_ _ Lot: 22 Panel: $
Mechanical Contractor: GARY CARMACK
Residential Non -Residential
Amount
Nature of Work:
Job Valuation:
A lication Fee: $10.00
TOTAL DUE:
By signing this application, I am stating that I am in complian with City of Sanford
Mechanical Code.
Applicant Signature
CAC043900
State License Number
ALaronda Homes j
AN EASILY OBSERVABLE BETTER VALUE!
1101 NORTH KELLER ROAD, SUITE F • ORLANDO, FLONDA 32810 407-475-9112 • FAX: 407-475-9115
LETTER OF AUTHORIZATION
CITY OF DELTONA
x CITY OF SANFORD
VOLUSIA COUNTY
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 CROWN
COLONY Lot 22 in 134 CROWN COLONY WAY.
RUSSELL KEITH UMMERS, CRC058496
MARONDA HOMES, INC. OF FLORIDA
STATE OF FLORIDA
COUNTY OF ORANGE
Sworn and subscribed before me this 10TH day of MARCH, 2003 by RUSSELL
KEITH SUMMERS who is personally known to me.
OFDEBBIE TIME
MY ^m Exp. 2/5/05
No. CC 999378
al4' Known 11 otho I D. NOTARY PUBLIC
C:\Documents and Settings\dtime\My Documents\LOA Keith Summers for City of Sanford.doc
Iloll nnaaanrinul1M l1 111Bli ne MARYANNE
M11R')E, CLERK OF CIRCUIT COURT SFMINULF
COUNTY BK
04734 PIS 1023 CLERK'
S # 2003039273 RkCOROED
03/06/2003 12:57:46 PM RECORDIN(:
FEE!i, 6.00 RtCI]
RDfD HY 1: Harford NOTICE
OF COMMENCEMENT STATE
OF FLORIDA COUNTY
OF SEMINOLE TAX
FOLIO NO. 25-133-6949 PERMIT
NO. PARCEL
NUMBER: 33-19-30-5QS-0000-0220 The
UNDERSIGNED hereby gives notice that improvement will be made to certain and real
property, and in accordance with Chapter 713, Florida Statutes, the following information
is provided in this Notice of Commencement. DESCRIPTION
OF PROPERTY (Legal Description and Street Address) Lot 22 134
Crown Colonv Way: Subdivision: CROWN COLONY 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) CONTR
ACTO`RM arond aftm esl101 North Keller Road, Suite F, Orlando, FL 32810 Name
and address) c
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SURETY (
Bonding
Company) Name and
Address 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. I" 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.) 1 RUSSELL
KEI
MMERS Maronda Homes,
Inc. of Florida Vice President -
Construction Sworn to
and subscribed before me this &Zb—dayof-b--,2003. Notary Public
AV - 6
2003 DEBBIE TIME
My Comm
EXP. 2/5/'05 I iARYANNE MORSE No. CC
999378 !C ERK OF CIRCUIT COURT Penonyy w.
o— 1 I oo. 6SE '.,' l- ,GOUn!TY. FLORID r•I.
FRK
PLOT PLAN for: MARONDA 1IOME5, INC.
DESCRIPTION: LOT 22, CROWN COLONY SUBDIVISION
RECORDED IN PLAT BOOK 6 I
PAGE(S) 76 thN 78 PUBLIC RECORDS OF 5EMINOLE COUNTY, FLORIDA
LOT 5, B L O C K • B' ° '46LOT G. BLOCK' B NOD11'W lvaLWILDE OFLOCHARBOR5ECTION - 6 N89'54'42w , LOT 20 [r PLAT BOOK21, PAGE 40 26.50' SO4°42'S3"W 48.58' 6 NR LA
CDUND — — s' F.E. 20' D.E.
H E>_ N
Q a
5'
la
20' GRAPMIC SCALE I
I IZ.
DD'
LOT
23 O
LOT 21
ui I m
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cm w I
4
w
o
I
vo CDNC. _ SiDoP V 4 •
i
I
5D,
DD'
m I M
DEL:GEBRGETMN "A" v Z (4--2)
BLDCK FINISHED FLDOR Q
ELEVATION : 41o.
9B19 8 9 DRAINAGE
TYPE '
A" rq W ITN P&
L B ATH WO 2 I ' 12.DD'
f2'(
0 C1 FLOOR SLAB E
EVAT'I CDNC. R= 125.00' A—08°52'
25' MUST BE 16"
ABOVE C " Wh°CK- ARC-19.36'
OFADJACENT R D_ '
S- —_ _—_—______ CH.BRG.34' OTHERWISE A PRO Ia
U.E. 504014'2M P.T. SOD° 1 1'
46"E
55.62' C 1 o < o O CURB INLET
PERto N y GRADING PLANS CROWN
COLONY WAY 500' 11'
46E NOTES: FLOOD
CERnnCATION I. BEARINGS
ARE BASED ON
THE CENTERLINE OF BASED ON THE FEDERAL EMERGENCY BUILDING SETBACKS CROWWV COLONY WAY BEING SOO'
11'45'E. MANAGEMENT AGENCY FLOOD INSURANCE FRONT: 25' 2. ELEVATIONS AND LOT DRAINAGETYPESHOWNRATEMAP, THE STRUCTURE REAR: 20' HEREON ARE BASED ON SITEENGINEERINGSHOWNHEREONDOESNOTLIEWITHIN7.5' PLANS FOR THE PRO,lECT. THE 100 YEAR FLOOD HAZARD AREA. SIDE: 3. BUILDING TIES ARE TO
FOUNDATION. THIS STRUCTURE LIES IN ZONE " x ". SIDE STREET: 20' 4. PLOT PLAN ONLY. LOT
HAS NOT BEEN STAKED COMMUNITY PANEL NO. 120289 0040 E BUILDING LINE. 60' IN THE FIELD. EFFECTIVE DATE:
APRIL 17. 1995. THIS IS NOT A SURVEY.
MAP REVISION DATE: LOT 22 CONTAINS SUBXCT TO CHANGE) 10.020SQUAREFEET/0.230 ACRES +/- THE UNDERSIGNED AND CAVONE, INC.
LAND SURVEYORS and MAPPERS MAKE NO RESERVATIONS OR GUARANTEES AS TO THE INFORMATION REFLECTED HEREON PERTAINING TO EASEMENTS, RIGHTS OF
WAY, SETBACK LINES, AGREEMENTS AND OTHER MATTERS, AND FURTHER THIS INSTRUMENT IS NOT INTENDED TO REFLECT OR SET FORTH ALL
SUCH MATTERS. SUCH INFORMATION SHOULD BE OBTAINED AND CONFIRMED BY OTHERS THROUGH APPROPRIATE TITLE VERIFICATION. ABBREVIATIONS/LEGEND. NO. -NUMBER P.
T-POINT
OF TANGENCY CDNC-CONCRETE F.E. - FENCE'EASEMENT R,-RADIUS P.I.-POINT
OF INTERSECTION L.S.-LAND SURVEYOR P.R.C.-POINT Of REVERSE CURVATURE D.E.-DRAINAGE EASEMENT CH. -CHORD P.C.-POINTOFCURVATUREO.R-OFFICIAL RECORDS P.C.C.-POINT OF CCtIPOUNO CURVATURE U.E.-UTILITY EASEMENT ARC -ARC LENGTH L.B.-
LICENSED BUSINESS CH.6RG.-QHORD BEARING S.&U.C.-SIDEWALK & UTILITY EASEMENT D.U.&S.E.-DRAINAGE, UTILITY k CENTERLINE A/C -AIR CONDITIONER
PAD ADELTA CENTRAL ANGLE) D.&J.c.-DRAINASE & UTILITY EASEMENT SIDEWALK EASEMENT A VONE INC. THIS SURVEY
NOT VALID UNLESS
EMBOSSED VA TH THE G&ARE
AMP ?AjSEO SEAL A FLORIDA LICENSED SURVEYOR AND
MAPPER T.,l_— REVISION DATE LAND
SURVEYORS AND
MAPPERS JOO
SOUTH RONALO REAGAN BOULEVARD
LONGWOOD, FLORIDA 32750-5499 TELEPHONE
4407) 39-36380 FAX No. (407)
3J9L.RR. E-MAIL: CA VANE O CFL.RR,COM OOMINICK F. CAVDNE - PRESIDENT FLORIDA SURVEYOR & MAPPER
NULIBER 2005 LICENSED BUSINESS
NUMBEW L.B.5073 PLOT
PLAN Z4•?DA] LOT by CHIP CA00 FILE:CROWIVCOL22.0WC
W.0.2003-
2034
CITY OF SANFORD BUILDING DIVISION
SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERMIT
Lot: 22 Subdivision: CROWN COLONY Property Address: 134 CROWN COLONY WAY
1. Two (2) recent boundary and building location surveys showing setbacks from all structures to
property lines for permit for structures (not fences).
0 2. Two (2) complete sets of construction design drawings drawn to scale.
Complete sets to include:
O a. Foundation plan indicating footer sizes for all bearing walls. Provide side view details of these
footers with reinforcement bar replacement.
0 b. Floor plan indicating interior wall partitions and room identification, room dimensions, door,
window, and/or opening sizes, smoke detector, distances from walls are to be shown.
Note the State of Florida requirements for bath door for compliance of Handicapped Code (F. S.
553, Part 5).
x c. Elevations of all exterior walls, east, west, north and south. Finish floor elevation height as per
City Engineering Department or subdivision plat.
7 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.
O 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 422 S.F.
Porch(s)/Entry(s) S.F.
Patio(s) S.F.
Conditioned structure 2,095 S.F.
Total (Gross Area) 2,517S.F.
x 3. Three (3) sets of completed Florida Energy Code Forms (Form 600-A-97).
x 4. Soil analysis and/or soil compaction report. If soils appear to be unstable or if structure to be built
TO FOLLOW on fill, a report may be requested by the Building Official or his representative.
N/A 5. Other submittal Documents:
N/A a. Utility letter or approval when public water supply and/or sewer system connection to be made.
N/A b. Septic tank permit to be obtained from Seminole County Health Department at: 400 West
Airport Boulevard, Sanford, FL (407) 665-3600.
N/A c. Arbor permit when trees to be removed from property. Contact the City Engineer for details
regarding the arbor ordinance and permit.
x 6. Application to be completed thoroughly and signatures provided by a licensed and insured
contractor. OWNER/BUILDER MUST APPEAR IN PERSONS TO SIGN APPLICATION AS PER
FLORIDA STATE STATUTE 489. Subcontractor license numbers must be included on the
application. If electrical, mechanical or plumbing permits have not been issued, inspections will not
be scheduled or made and subcontractors will be subject to penalty under the City Ordinances
REQUIRED INSPECTIONS DURING AND UPON COMPLETION OF CONSTRUCTION
1. Footer
2.
3.
4.
5.
6.
7.
8.
9.
10.
11.
12.
13.
14.
15.
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
Building Final
Other
plumbing final
DATE: Wednesday, March 05, 2003 SIGNATURE:
By Owner or Authorized Agent)
PLOT PLAN for.
DESCRIPTION:
RECORDED IN PLAT BOOK
MARONDA I IOME5, INC.
LOT 22, CROWN COLONY SUBDIVISION
61 PAGES) 76 thru 76 PUBLIC RECORDS 5EMINOLE
LOT 5. B L O C K' B' NOO° 1 1'46'1MIDYLLWILDEOFLOCHARBORSECTION - 6
PLAT BOOK 21. PAGE 40 26.50''
T G. BLOCK' B'
9'54'421V i
504042'53'W 48.58'
17 al.
LOT 20 , a
l
COUNTY, FLORIDA
20' D.E.
I
I -44
4
GRAPHIC 5ME
I
i
12. DD'
LOT 23
LOT 21
I
I m
m I M m
w
I
4'
W cs
a I pQ W STOOP 3,
oT
I 5D. DO'
0 1 MODEL: GEORGE7DW N "A" co (4- -2) BLOCK
EAL Q FINISHED FLDOR 8ELEVATION: 41n.95
S DRAINAGE T`IPE "A"
WM P&L BATH MO1Z
I
12.DD' 12'(O C1ttdR— 125.00' CANC. I BLOCK 0 —08°52'25'
I p ARC-19.36'
CH. —19.34'
N — — — — —------- CHTRG.—
I la U.E.) 504° 14'26'W
P.T.
FL
ABOVE h4GIE 55.62'C IMUSTB>
CURB INLET PERaOFADJACgNTROADUNLESSi- N
O
GRADING PLANS
OTHERWISE APPROVED
CROWN COLONY WAY
500.1 I40E 4 P.T.
NOTES: FLOOD CERTIFlCAT ON
I. BEARINGS ARE BASED ON THE CENTERLINE OF BASED ON THE FEDERAL EMERGENCY BUILDING SETBACKS
CROWN COLONY WAY BEING SOO'11.46'E. MANAGEMENT AGENCY FLOOD INSURANCE FRONT: 25' 2. ELEVATIONS AND LOT DRAINAGE TYPE SHOWN RATE MAP, THE STRUCTURE REAR: 20' HEREON ARE BASED ON SITE ENGINEERING SHOWN HEREON DOES NOT LIE WITHIN SIDE: 7.5' PLANS FOR THE PROJECT. THE 100 YEAR FLOOD HAZARD AREA.
J. BUILDING TIES ARE TO FOUNDATION. THIS STRUCTURE LIES IN ZONE ' X SIDE STREET: 20'
4. PLOT PLAN ONLY. LOT HAS NOT BEEN STAKED COMMUNITY PANEL NO. 120289 0040 E BUILDING LINE: 60'
IN THE FIELD. EFFECTIVE DATE: APRIL 17, 1995.
THIS IS NOT A SURVEY. MAP REVISION DATE. LOT 22 CONTAINS
SUBJECT TO CHANGE) 10.020 SQUARE FEET/0.230 ACRES +/-
THE UNDERSIGNED AND CAVONE, INC. LAND SURVEYORS and MAPPERS MAKE NO RESERVATIONS OR GUARANTEES AS TO THE INFORMATION REFLECTED HEREON
PERTAINING TO EASEMENTS, RIGHTS OF WAY, SETBACK LINES, AGREEMENTS AND OTHER MATTERS, AND FURTHER THIS INSTRUMENT IS NOT INTENDED TO
REFLECT OR SET FORTH ALL SUCH MATTERS. SUCH INFORMATION SHOULD BE OBTAINED AND CONFIRMED BY OTHERS THROUGH APPROPRIATE TITLE VERIFICATION.
ABBREVIATIONS/LEGEND.
NO. -NUMBER P. i -POINT OF TANGENCY CONC-CONCRETE F.E. - FENCE EASEMENTR.-RADIUS P.1.-POINT OF INTERSECTION C.S.-LAND SURVEYOR P.R.C-POINT Or REVERSE CURVATURE D.E.-DRAINAGE EASEMENT
Aftj!?AIRORD P.C.-POINT OF CURVATURE O.R-OFFICIAL RECORDS P.C.C.-P(YNT OF CWPOUNO CURVATURE U.E.-UTILITY EASEMENT
C LENGTH L.B.-LICENSED BUSINESS CH.BRG.- ORD BEARING 58UI-SIDEWALK & UnLITY EASEMENT D.U.&S.E.-DRAINAGE. UTILITY &
CENTERLINE A/C -AIR CONDITIONER PAD a DELTA r NTRAL ANGLE) U.AU.c.-DRAWAsE & UnLITY EASEMENT SIDEWALK EASEMENT
THIS SURVEY NOT VALID UNLESS EMBOSSFC REVISION DATE
eTH THE SIGNATURE ANE) PAISEO SEAL OF7*A VONE INC. AWIFIORIDALICENSED SURVEYOR AND MAPPER LAND
SURVEYORS AND MAPPERS 0. JO0
SOUTH RONALD REAGAN BOULEVARD LONGWOOD,
FLORIDA 32750-5499 DOMINICK F. CAVONE -
PRESIDENT TELEPHONE 40O7) 39-36380 FLORIDA SURVEYOR & MAPPER NUMBER 2005 FAX No. (407) 339 L.RR. LICENSED
BUSINESS NUMBER L.B.5O7J E-MAIL: CAVONEOCFL.RR,COM PLOT PLAN Z4.2D03 LOT by CHIP
W.0.2003-2034 CA00 FILE: CRONNCOL22.OWC
FORM 60OA-2001
FLORIDA ENERGY EFFICIENCY CODE
FOR BUILDING CONSTRUCTION
Florida Department of Community Affairs
Residential Whole Building Performance Method A
r
Project Name:
mi
Nn4 9DR w
Builder: MARON HOMES
Address:C. OYII/ Permitting Office:
City, State: , J Permit Number:COwner: Jurisdiction Number:
Climate Zone: Central
I. New construction or existing New — 12. Cooling systems
2. Single family or multi -family Single family — a. Central Unit Cap: 40.5 kBtu/hr3. Number of units,. if multi -family 1 — SEER: 11.00
4. Number of Bedrooms 4 b. N/A
5. Is this a worst case? Yes
6. Conditioned floor area (w) 2095 ft2 c. N/A
7. Glass area & type
a. Clear - single pane 192.0 ft2 _ 13. Heating systems
b. Clear - double pane 0.0 fe — a. Electric Heat Pump Cap: 40.5 kBturhc. Tint/other SHGC - single pane 0.0 fe — HSPF: 7.20
d. Tint/other SHGC - double pane 0.0 ft2 b. N/A
8. Floor types
a. Slab -On -Grade Edge Insulation R=0.0, 235.0(p) ft c. N/A
b. N/A
c. N/A 14. Hot water systems
9. Wall types a. Electric Resistance Cap: 50.0 gallonsa. Concrete, Int 11, Exteriornsu R=4.2, 1322.0 fi- — EF: 0.93b. Frame, Steel, Adjacent R=11.0, 328.0 fl2 b. N/A
c. N/A
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, 2297.0 ft2 _ 15. HVAC credits PT, b. N/A ilm(CF-Ce' ' g fan, CV -Cross ventilation,
c. N/A HF-Whole house fan,
11. Ducts PT -Programmable Thermostat,
a. Sup: Unc. Ret: Unc. AH: Garage Sup. R=6.0, 200.0 ft _ W-C-Multizone coo ling, b. N/A MZ-H-Multizone heating)
Glass/Floor Area: 0.09 Total as -built points: 29802 PASSTotalbasepoints: 30943
I hereby certify that the plans and specifications covered Review of the plans andbythiscalculationareincompliancewiththeFloridaspecificationscoveredby thisEnergyCodecalculationindicatescompliancePREPARED
B with the Florida Energy Code. DATE:
AR 0 7 03 Before construction is completed this
building will be inspected for I
hereby certify that this building, as designed, is in compliance with Section 553.908 compliance
with the Kri4Energy Code. Florida Statutes. OWNER/
AGEN BUILDING OFFICIAL: _ DATE:
MAD n 7 2009 DATE: EnergyGauge® (
Version: FLRCPB v3.21) tJF {
NE S1_4Ai
o C
FORM 60OA-2001
SUMMER CALCULATIONS
Residential Whole Building Performance Method A - Details
ADDRESS:... PERMIT #:
BASE AS -BUILT
GLASS TYPES
18 X Conditioned X BSPM =
Floor Area
Points
Type/SC
Overhang
Ornt Len Hgt Area X SPM X SOF = Points
18 2095.0 25.78 9721.6 Single, Clear NW 1.0 6.0 16.0 37.74 0.97 587.4
Single, Clear NW 1.0 6.0 16.0 37.74 0.97 586.5
Single, Clear NE 1.0 6.0 16.0 43.65 0.97 678.1
Single, Clear
Single, Clear
SW
SW
1.0 3.0
1.0 8.0
5.0
40.0
52.82
52.82
0.82
0.99
216.6
2092.6
Single, Clear NE 1.0 5.0 20.0 43.65 0.95 832.2
Single, Clear NW 1.0 4.0 10.0 37.74 0.92 348.6
Single, Clear NW 1.0 3.0 5.0 37.74 0.87 165.1
Single, Clear SE 1.0 6.0 32.0 56.64 0.96 1746.4
Single, Clear SE 1.0 6.0 32.0 56.64 0.97 1750.7
As -Built Total: 192.0 9004.2
WALL TYPES Area X BSPM Points Type R-Value Area X SPM Points
Adjacent 328.0
Exterior 1322.0
0.70
1.90
229.6
2511.8
Concrete, Int Insul, Exterior
Frame, Steel, Adjacent
4.2
11.0
1322.0
328.0
1.16
1.00
1533.5
328.0
Base Total: 1650.0 2741.4 As -Built Total: 1650.0 1861.5
DOOR TYPES Area X BSPM Points Type Area X SPM Points
Adjacent 18.0
Exterior 38.0
1.60
4.80
28.8
182.4
Exterior Insulated
Exterior Wood
Adjacent Wood
20.0
18.0
18.0
4.80
7.20
2.40
96.0
129.6
43.2
Base Total: 56.0 211.2 As -Built Total: 56.0 268.8
CEILING TYPES Area X BSPM Points Type R-Value Area X SPM X SCM = Points
Under Attic 2095.0 2.13 4462.4 Under Attic 19.0 2297.0 2.82 X 1.00 6477.5
Base Total: 2095.0 4462.4 As -Built Total: 2297.0 6477.5
FLOOR TYPES Area X BSPM = Points Type R-Value Area X SPM Points
Slab 235.0(p)
Raised 0.0
31.8
0.00
7473.0
0.0
Slab -On -Grade Edge Insulation 0.0 235.0(p 31.90 7496.5
Base Total: 7473.0 As -Built Total: 235.0 7496.5
INFILTRATION Area X BSPM = Points Area X SPM Points
2095.0 14.31 29979.5 2095.0 14.31 29979.5
EnergyGauge® DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCPB v3.21
FORM 60OA-2001
SUMMER CALCULATIONS
Residential Whole Building Performance Method A - Details
ADDRESS: " , , PERMIT #:
BASE AS -BUILT
Summer Base Points: 39643.0 Summer As -Built Points:
Total Summer X System Cooling Total X Cap X Duct X System X CreditPointsjPointsMultiplierPointsComponentRatioMultiplierMultiplier
DM x DSM x AHU)
39643.0 0.4266 16911.7
40095.0
40095.0
1.000
1.00
1.087x1.150x1.00) 0.310
1.250 0.310
EnergyGaugeT" DCA Form 60OA-2001 EnergyGaugesWlaRES'2001 FLRCPB v3.--:
FORM 60OA-2001
WINTER CALCULATIONS
Residential Whole Building Performance Method A - Details
ADDRESS: , , ,
PERMIT #:
BASE AS -BUILT
GLASS TYPES
18 X Conditioned X
Floor Area
BWPM = Points
Type/SC
Overhang
Ornt Len Hgt Area X WPM X WOF = Point
18 2095.0 5.86 2209.8 1 Single, Clear
Single, Clear
Single, Clear
Single, Clear
Single, Clear
Single, Clear
Single, Clear
Single, Clear
Single, Clear
Single, Clear-
NW
NW
NE
SW
SW
NE
NW
NW
SE
SE
1.0 6.0 16.0
1.0 6.0 16.0
1.0 6.0 16.0
1.0 3.0 5.0
1.0 8.0 40.0
1.0 5.0 20.0
1.0 4.0 10.0
1.0 3.0 5.0
1.0 6.0 32.0
1.0 6.0 32.0
12.23
12.23
12.00
9.22
9.22
12.00
12.23
12.23
8.34
8.34
1.00
1.00
1.00
1.06
1.00
1.00
1.00
1.00
1.02
1.02
195.3
195.3
192.0
48.8
370.2
240.1
122.0
60.9
272.8
272.6
As -Built Total: 192.0 1970.1
WALL TYPES Area X BWPM Points Type R-Value Area X WPM Points
Adjacent 328.0
Exterior 1322.0
1.80
2.00
590.4
2644.0
Concrete, Int Insul, Exterior
Frame, Steel, Adjacent
4.2 1322.0
11.0 328.0
3.26
2.60
4309.7
852 8
Base Total: 1650.0 3234.4 As -Built Total: 1650.0 5162.5
DOOR TYPES Area X BWPM Points Type Area X WPM Points
Adjacent 18.0
Exterior 38.0
4.00
5.10
72.0 Exterior Insulated
193.8 Exterior Wood
Adjacent Wood
20.0
18.0
18.0
5.10
7.60
5.90
102.0
136.8
106.2
Base Total: 56.0 265.8 As -Built Total: 56.0 345.0
CEILING TYPES Area X BWPM = Points Type R-Value Area X WPM X WCM Points
Under Attic 2095.0 0.64 1340.8 Under Attic 19.0 2297.0 0.87 X 1.00 1998.4
Base Total: 2095.0 1340.8 As -Built Total: 2297.0 1998.4
FLOOR TYPES Area X BWPM = Points Type R-Value Area X WPM Points
Slab 235.0(p)
Raised 0.0
1.9
0.00
446.5 Slab
0.0
On -Grade Edge Insulation 0.0 235.0(p 2.50 587.5
Base Total: 446.5 As -Built Total: 235.0 587.5
INFILTRATION Area X BWPM = Points Area X WPM Points
2095.0 0.28 586.6 2095.0 0.28 - - 586.6
EnergyGaugeO DCA Form 600A-2001 EnergyGauge®/FlaRES'2001 FLRCPB v3.21
FORM 60OA-2001 0
WINTER CALCULATIONS
Residential Whole Building Performance Method A - Details
ADDRESS:, , ,
PERMIT #:
BASE AS -BUILT
Winter Base Points: 6017.7 Winter As -Built Points: 9476.9
Total Winter X System = Heating Total X Cap X Duct X System X Credit = HeatingPointsMultiplierPointsComponentRatioMultiplierMultiplierMultiplierPoints
9476.9
9476.9
1.000
1.00
DM x DSM x AHU)
1.078 x 1.160 x 1.00) 0.474
1.250 0.474
0.950
0.950
5336.7
5336.7L6017.7 0.6274 3775.5
EnergyGaugeTm DCA Form 60OA-2001 EnergyGaug6'@/FIaRES'2001 FLRCPB v3.21
FORM 60OA-2001
WATER HEATING & CODE COMPLIANCE STATUS
Residential Whole Building Performance Method A - Details
I ADDRESS: , , , PERMIT #:
BASE AS -BUILT
WATER HEATING
Number of X Multiplier = Total Tank EF Number of X Tank X Multiplier X Credit = TotalBedroomsVolumeBedroomsRatioMultiplier
4 2564.00 10256.0 50.0 . 0.93 4 1.00 2426.15 1.00 9704.6
As-Bullt 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
16912 3776 10256 30943 14761 5337 9705 29802
PASS
CHESTgce
7,
o
r
i
0
r
coD
WE EnergyGauge"
O DCA Forth 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCPB v3.21
FORM 60OA-2001
Code Compliance Checklist
Residential Whole Building Performance Method A - Details
ADDRESS.,,,
PERMIT #
6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST
6A-22 OTHER PRESCRIPTIVE M
COMPONENTS SECTION
Water Heaters 612.1
Swimming Pools & Spas 612.1
Knower neaps 1612.1
Air Distribution Systems 6 00.1
HVAC Co
Insulation
607.1
604.1, 602.1
RES (must be met or exceeded by all
Comply with efficiency requirements in Table 6-12. Switch or clearly marked circuit
breaker (electric) or cutoff (gas) must be provided External or built-in heat trap require)
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%.
Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG
All ducts, fit4ngs, 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.
Separate readily accessible manual or automatic thermostat for each system
Ceilings -Min. R-19. Common walls -Frame R-11 or CBS R-3 both sides.
Common ceiling & floors R-11.
CHECK
EnergyGauge Im DCA Form 60OA-2001 EnergyGauge4D/FlaRES'2001 FLRCPB v3.21 .
ENERGY PERFORMANCE LEVEL (EPL)
DISPLAY CARD
ESTIMATED ENERGY PERFORMANCE SCORE* = 83.9
The higher the score, the more efficient the home.
ELECTRIC....
1. New construction or existing New - 12. Cooling systems2. Single family or multi -family Single family - a. Central Unit Cap: 40.5 kBtu/hr3. Number of units, if multi -family 1
4. Number of Bedrooms 4 b. N/A
SEER: 11.00 -
5. Is this a worst case? Yes
6. Conditioned floor area (fP) 2095 fic. N/A
7. Glass area & type
a. Clear - single pane 192.0 W _ 13. Heating systemsb. Clear - double pane 0.0 ft' - a. Electric Heat Pump Ca 40.5 kBtu/hrpc. Tintlother SHGC - single pane 0.0 ft'
d. Tint/otherSHGC -double pane 0.0 ft' b. N/A HSPF: 7.20other -
8. Floor types
a. Slab -On -Grade Edge Insulation R=0.0, 235.0(p) ft c. N/A
b. N/A
c. N/A 14. Hot water systems9. wall types
a. Concrete, Int Insul, Exterior R=4.2, 1322.0 ft-
a. Electric Resistance Cap: 50.0 gallons _
b. Frame, Steel, Adjacent R=11.0, 328.0 ft- b. N/A
EF: 0.93 -
c. N/A
d. N/A c. Conservation credits
e. N/A HR-Heatrecovery, Solar10. Ceiling types DHP-Dedicated heat pump) a. Under Attic R=19.0, 2297.0 f? _ 15. HVAC credits PT, b. N/A CF-Ceiling fan, CV -Cross ventilation, c. N/A HF-Whole house fan, 11. Ducts
mmPT-Prograable Thermostat, a. Sup: Unc. Ret: Unc. AH: Garage Sup. R=6.0, 200"0 ft RB-Attic radiant barrier, b. N/A
MZ-C-Multizone cooling,
MZ-H-Multizone heating)
I certify that this home has complied with the Florida Energy Efficiency Code For BuildingConstructionthroughtheaboveenergysavingfeatureswhichwillbeinstalled (or exceeded)
in this home before final inspection. Otherwise, a new EPL Display Card will be completedbasedoninstalledCodecomliantfeatures.
Builder Signature: Date: MAR 0 7 2003
Address of New Home: City/FL Zip:
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 86for a USEPA/DOE EnergyStar "'designation),
your home may qualify for energy efficiency mortgage (EEM) incentives ifyou obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 3211638-1492 or see the Energy Gauge web site at www.fsec. uf eduforinformationandalistofcertifiedRaters. For information about Florida's Energy Efficiency Code For Building Construction, contact the Department ofCommunity Affairs at 8501487-1824.
EnergyGauge@ (Version: FLRCPB v3.21)
Master Fife #7
Central Florida B.O.A.F
Exterior Window and Door
Master Filing Checklist
Sufficiency Review
Manufacturer Name: Nora ndex/Revn Olds Distribution
Model Number(s): 1 "x4" and 1 "x3" Aluminbm Mullions
Contact Name & Number: Christopher M Fuertsch — (407) 667-9390
Please ensure the following are contained in your submital:
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 fasteningmethod, if applicable.
Goverrirnental Product Approval:
A-gency 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
A-gency 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 Melboume, City of
Winter Park, City of LP 3/26/02
Created on 02/04/02
Page 1 of 2
NORANDEX
PAGE 29
A A
CAULK TOP
OF MULL
10 -X 3/4"
TER SCREW -
JAM
ply.
5/81" " -
1X3 MULLION (XFLA-26-1) lx4 MULLION (XFLA-39)
WINDOW 5/8"
JAMB
10 x 3/4"
TEX SCREW —
CAU
SEE CHART FOR
FASTENERS
FLA- 45
MULLION ANCHOR CLIP
10 GA. GALV.
SHEET METAL
800 LB. MAX CAPACITY
1X3 MULLION XFLA-26-1)
Ix4 MULLION (XFLA-39)
WINDOW
SILL
LK BOTTOM
OF MULL l 3/8"MINA B.®.A•F. -
PRECASTED 3 "MIN. ACTURER NAME: o
SILL
3/4" MASTER FILE # '7
x
D p pD
SEE CHART FOR
FASTENERSD NOTES: a
L) ALL ALUMINUM EXTRUSIONS' ARE ALLAY 6063 T6, OR 6063 T5. ro C2) WHEN THERE IS ONE TAPCON (L04 X L-1 2') CHARLES A ' PA ESN, p.[i ON EACH ANGLE LEG, THE T CON SHALL
y
Z
4
EFLREG.DATE 3/21/Op0121 RLTft3) CONCRETE COMPRESSIVE STRENGTHLACEDONMULLIONcLjpe
3.000 PSIAT28DAYS.
NORAMEX
PAGE 30
NOTES: .
1) ALL AL
OR 601
2) `WHEN -
ON Em
PLACE[
3) CONCRI
AT 28
CHARLES
FL RM
DATE
MANUFA
MASTED
DW SILL
SH HEAD
DW SU L
iH HEAD
i URANDEX
PAGE .24
4
ACTURER NAME.-
2) ®10 x 1-3/4` PH -SUS INTO 2 z BUCKW3/16"0 x 2-3/4" TAPCON THRU 1 BY BUCK (SHOWN) 3 16' p1AssWITHA1-1/4' MIN. EMBEDMENT IH70 MASONRY, ( slmDic clAss DopeSEEELEVATIONFORANCHORSPACING. co!-D'"mg ANALYM CHART Ito, of Nn DF >D 1H0 C1• 110OR O
2) #10 z 1-3/4" FII-SMS INTO 2 z BUCKSEEELEVATIONFOR 'ANCHOR SPACING.
2) f10 z 1 3/4" PH -SUB OTTO 2 ByBUCKWITH1-1/2` MIN. EMBEDMENT
SEE ELEVATION FOR ANCHOR SPACING.
WOOD BUCKi - r
ALL6• PANELS
do 60.0 D. P...
9
HOHS
DESIcNCAPACRT--pRIDAD ANCHORS ANCHORS 1(PARATITB AHALY513
DESIGN
CHARTE No. OF No. OF Q N N i
MMNTOLt tl3toH.4 CAPACfTY-p9F ANCHORS ANCHORS
vCmA HEAD a
90L FBAHElAO mmt • H1scRr PO,4R19E NEGA 1 x q
48
t6
1HC12S INCHES
80•
46 46
so
24
8 2w
BD•
88.7 89.4 Sp
4)
l8
8 1{7.578'
4) 88.7 88.4 24 6
67.a
le to a BB.6•80.4 16 0 1OG -Sfi7.5 24 8 l52.7W 8&7 77.t 24 Q) "
S) 57.8 S1.S IB 8 11I.6T5' eD• 8&7 818 IB
8
a7.fi
S&7
a7.fi IB 6 70.5' 3) 60.7 Sao to
a
8 O Q4r ,
60'
2•S)
88.7 8 128• 80• 88.7. 7&3 20 6
I
80.6
as
80.8 tip o 03.823 C6) c r1 ( 80.7 7&S 1p p
98'. 45
4a 30 t0 • 2D1',, a0 80 3o 10 Clj4)
as
4S
aS
24 p 147.976' 9a'
4
60 so 24 to
t0.9 4&0
IB
P4
to
10
99.fi' C'4 Q6080t8to
OPTIONAL lu:' 88• a-s a16 t6
132780 65.3 6&3 24 to
2 BY 73.5' S)
sst 9.4 18
t0
10
I11375' 6•
3)
00.7 71-3 18 to
WOOD BUCK 128" go" 64.5 64.6 20
76.a 68.7 736 is to K
o3.82a 2.6) a4.fi fi4.a 10
10
1
l2B•
6362a
OB'
2a)
os.D a&o ze to 0
VNa/ a PAt p IND
CALL SIZE WIDTH 1rsT® PAttEL sae 1 FEBY
867
2) 3/18'0
8a.2
x
1p
2-3/4`
to
y
cl
k o b
r. 9 W I TAPCON OR MIAMI W 1 i
fOIO1H ASDSHIM ( REQUIREDSHOWN) TYP. JAMB. SECTION
MUDD TRACK A5 REQUIRED I BY 2 BY BUCKMIAUIDADEzAPPROVEDONC. FASTENER SEEELEVATIONFORANCHORSPACING. NOTES: >
n
1))
SHIM AS REQUIRED,. MAX SHIM STACK 1/4". 2)
ALL ALUMINUM EXTRUSIONS ARE ALLOY 6063-T6• ORT6WITHTYPICAL .WALL THICKNESS OF • 0.62' S 3
USE HIGH QUALITY •CAULI( BEHIND' WINDOW FLANGE. } 4GLASSTHICKNESSBASED -ON TABLE E1300 GLASS E
PA? CHARTS, AND MAY VARY DEPENDING ON SIZE. 5) THE RESPONSIruT.y.FOR SELECTION OF HORANDEX PRODUCTSTOMEETANYAPPLICABLE -LOCAL LAWS BUEIDINGCODES. ORDINANCES OR OTHER SAFETY' DEADERAND' SILL SECTION REQUIREMENTS REST SOLELY WITH THE ARCHITECT. ING 'OR CONTRACTOR. I1BYBUCK7) COI NCRETECOM 1MSIVESTRENGTH - 3,000 PSI AT28DAYS. STEEL
RFTNF. DADE APPROVED CONC. Nr LL10- PANELS FASTENERS, SEE
ELEVATION FOR Q q t do60.0 D.P. J
n
e ANCHOR SPACING_ 1D a 4 e•'
1\a-
ti 1 4 t
WQ 1/4" SHIM MAX
a a
213Mmma
Giymm X
PANEL
PANELX
I
PANEL
X
PANEL
2
0y
z
v
0
U
4
4BY2)_
wmix. BA7A1R1N C M C V q
NORANDEX
PAGE 23
2). #10 x 1-3/4' PH-SMS INTO 2 BY BUCK OR9/i6's' a 2-3/4' TAPCON THRU 1 BY BUCK, (SHOWN) WITH A 1-1/4` MIN. EMBEDMENT INTO MASONRY. 3/16" TEMPERED GLASS tarSEEELEVATIONFORANCHORSPACING.
2) #10 x 1-3/4' FH-SMS INTO 2 x BUCK
PANEL .SIZE DESIGN LOAD NO. OF ANCHOR SCREWS IN FRAMEINCHES q qSEEELEVATIONFORANCHORSPACING. CAPACITY-PSF
HEAD AND SILL IAMB co qWIDTH/HEIGHT EXTERNAL INTERNAL XX c 1 ' W
ALL q
3016" x 591/2 " 53.3 55.8 ' 10 16 18
o
o. 361/ie" x 591/2 " 49.8 49.8 12 18
6
22 ti ). C4x .791/2 " 49.7 49.7 10 16
3iile: L3('3 6
20 .
8 C)
L
791/2 45 45 12 .18 22 CQ ti OPTIONAL2
BY WOOD BUCK 2)
Qlo x 1 3/4' PH -BUS INTO 2 BY 8
SERIES'
500 ALUMINUM SLIDING GLASS OPERABLE PANELS DOORFASTENER
CHART ti BUCKWITH1-1/2` MIN.. EMBEDMENT. SEEELEVATIONFORANCHORSPACING._ y lO
c
V
2)
3/18'A z 2-3/4' CIVTD , AOMA B.O.A-F.. TAPCON OR MIAMI r-
2 x WOOD BUCK r y7 y 1 x WOOD BUCK I "''
u
UlA l11lL`it1 7j CALL• SIZE WIDTH 1 DADEAPNROVM
CONC. SEE
ELEVATION yn
4q Caw.)
FOR ANCHOR
SPACING. e y.
y Oaa bqq WOOD
SHIM Icv SHIMASREQUIREDTYP. HORIZONTAL SECTION SHOWNIOR
MUDD 1/Ax
S~
z
TRACK
Ad REQUIRED 1 BY 2 BY SUCK w. 2) 9/1870 z 2-1/4' TAPCON OR MIAMILr
DADE
APPROVED CONC. FASTENER SEEELEVATIONFORANCHOR -SPACING, e® W
NOTES: •
e
mco .mte 6 o 1)
SHIM AS REQUt=, MAX SHIM STACK 1/4'. 2ALUMINUMEXRUSIONSAREALLAY6003-T5 ORL'
G is
WITH TYPICAL WALL THICKNESS OF 0.82' USESTHICKNESS
b I 4;
GLAS3 BASEDONTABL.EWE1300 GLASS FLANGE.OWX
X X CI[ARTS, AND MAY VARY DEPENDING ON S1ZIi 6) THE RESPONSIBILITY FOR SELECTION N PANF, PANEL PANEL PANEL PANEL PANEL OFNORPRODUCTSTOMEETANYAPPLICABLELOCA[.X AND8BUILDING
CODES ORDINANCES OR"'OTHER SAFkTY IONREQUIREMENT`S REST'SOIELY WITH THE.ARCHTECT, BUILDINGOWNER16REn CONTRACTOR8) CONCRETE JU COMPRESSIVESTRENGTH - S.-goo PSI AT28DAYS. r -r p so v .a 2BY2)
rncu raaiitnw (4BY2) TTmAL mahnoN
NORANDRX
PAGE 22
1 10 X 1-3/4" P.IL S.M.SW/1-1/2' MIN. EMBEDMENT
SEE ELEVATION FOR
ANCHOR SPACING.
pa,illl
LO X 1-3/4' P.H. S;M.S:
W/1-1/2` MIN. EMBEDMENT.
SEE ELEVATION FOR
ANCHOR SPACING -
ALT. FIN ATTACHMENT
UNDER SHEATHING
CENTRAL FLORMA B:U:A.F.
MAW.A,t:-rU* NAM:
oR4•vD,PX
MASTER FILE # 3
NOTES:
1) :SHIM AS REQUIRED, MAX SHIM STACK 1/4`. 2) Old. ALUMINUM .E74TRUS10NS ARE ALLoy 6063—T5OR'T6:'WITl:
HIF1'`PICAL-•WALL{ THICIOVFSS OF 0.62' . 3) USS'GH.:QiIAldiy Ci1tILKjBEHIND WINDOW FLANGE 4)'' GUSS: 609SS-.$ABED ON TABLE E1300 GLASS CHARTS; AND?:AiAY`VARY DEPENDING ON SIZE, 5) THE' RMPbNSMJj;[T-1!:.I`OR SELECTION OF NORANDEX PROl)UCT3 ;1(): MEEI.:ANY :APPLICABLE LOCAL LAWS, Bi1I1:6ING-_6lAt8, :o9bINAN(tES OR OTHER SAFETY REQUIRLMENiy.• ."C'
SOLE(.Y WITH THE ARCHITECT, HUUMG :ONNSR'.7pRONTRACTOR. 6) NOTE '•' `INDICCATES :THAT E UL. FASTENERS A? HEAD' AND -=: .•ARF.- pwnrr A 1
1'
10 X 1-3/4' P.H. S.M.S. W/
1-1/2' MIN. IbMMEDMENT SEE'. ELEVATION. FOR ANCLIOR
SPACING. TYP.
JAMB SECTION W00'
DFRAME 1
s '
TOP
AND BOTTOM) HEADER "
AND SILL SECTION V/1-1/21 MIN. EMBEDMENT eWOOD
FRAME ANCHOR FOR
FL REG:1•ENE 49121 ANCHORSPACING. DATE:• 3/Q7/Q2•' u.
uvu DIMENSIONS
WINDOW FASTENER. SCHEDULE N
IDSENO. HORS JAMB
NCESfBA%IL SEE '
NOTE 6 P35
S45
F
PS 60
PSF
35
PSF
46
60 PSg
PSV) Co
to
q
l2
25 2 2• 2 2 Q V 18s2_
i 3
3 _
3 3•
2 2 G] a•-
z 2. q q O5=
V2 37-1/4 2 2 2• 2 3 3 w M12_
22
22
2•
2•
3
9
349-6/8 3 3 z33• y_
ILE t 2 2
2.
2.
3
4 4 F-
4 4 b
i-
2. 2
6=
3/4' 2
2• 2•
3
4 5 3
4 6 qpa a'
yq'
4 33• 3 4 5 O °
a um
loam 01 r
zs•
o.c o A
IF //////
DETAn-
C a
naTAttre
a E 2
NORANDEX
PAGE 10
1Y/1-1/2' MIN. EMBEDMENT
SEE ELEVATION FOR ANCHOR SPACING.
0
U
v
U
750 TYP
TTP.
a
rn
A
2.437
10 X 1-3/4" P.H. S.M.S.
W/1-1/2' MIN. EMBEDMENT SEE
ELEVATION FOR ANCHOR SPACINNG.
rrP.M4/,1 XTIIIiER NAM:
FTLE# 11Z
L,:j
ALT. FIN ATTACHMENT N 10 X 1-3/4" P.H. S.M.s.
W/1-1/2" MIN. EMBEDMENTUNDERSHEATHINGSEEELEVATIONFOR
FOR ANCHOR SPACING. --
J 10 X 1-3/4" P.H. S.M.S.
W/1-1/2' MIN. EMBEDMENT
SEE. ELEVATION FOR
ANCHOR SPACING.
HEADER AND SILL SECTION
W00'D -FRAME
CHAR XS A PA •'P.F.
FL REG. ENG. #.%4912L•
DATE: 3/27/62
WIDTH
LMD SECTION
TD FRAME
NOTES:
1 SMM AS REQUIRED,. MAX SHIM STACK 1/42ALLALUMINUMEXTRUSIONSAREALLOYB083—TSORT6. WITH TYPICAL WALL THICKNESS OF 0.62" 3) USE -'HIGH —QUALITY CAULK.BEHIND WINDOW FLANGE. 4 '.GLASS THICKNESS BASED ON TABLE E1300 CLASSCHART$, AND-MAY'VARY DEPENDING ON SIZE. 5) THE RFSPON,SEBILIW FOR --SELECTION OF.-NORANDEXPRODUCTS —TO -MEET ANY APPLICABLE LOCAL LAWS, BUILDING CODES; 'ORDINANCES OR OTHER SAFETYIRE .REQUMENTS'REST SOLELY WITH THE ARCHITECT, BUUDDIG.OWNER' OR CONTRACTOR6) NOTE • INDICATES -:THAT EQUAL FASTENERS ATHEADANDSILLAREREQUIRED.
Tm. xEAD7 e
24" O.0
7AIL—A
i;
V/
DETAIL—C
SASH
A///
DETAIL=B .
NORANDEX
PAGE 21
3 t6" 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". 7 ANCHOR SPACING. 2) ALL ALUMINUM EXTRUSIONS ARE
A ( A.
om
Q
a
ALLAY 6063-15ORTeTHTYPICALWALLCESsOFO
A 3) USE HIGH QUALITY. CAULK. BEHIND WINDOW FLANGE
o 4) GLASS THICKNESS BASED ON TABLE E1300 GLASSCHARTS; AND MAY VARY DEPENDING ON SIZE4
5) THE `RFSPONSIBHXry FOR, 5I3I.ECTLON' OF NORANDEXPRODUCTSTOMEETANYAPPLICABLELOCALLAWS, BUlMING CODES. }:ORDINANCES OR`:OTHER SAFETYREQUIREMENTS'-REST'SOLELY .WITH THE ARCHITECT, BUILDING OWNER,.OR CONTRACTOR. .
8) A PRESSURE TREATED WOODEN'':BUCK:OR MARBLESILLSHALLBE -ADDED --UNDER THE PRODUCT TOFULLYSUPPORTUNIT. •THIS: °SUPPORT SHALL BE FIRMLY1
ATTACHED INTO MASONARY' AND ORT THEPRODUCTOVERITSFULLLENGTHP(SUPPLIED
BYOTHERS). 7)
CONCRETE COMPRESSIVE STRENGTH ALT.
HEADER AT
28 DAYS. 3.000 PSI SECTION
B) NOTE • INDICATES THAT E UAL FASTENERS AT TYP.
2 BY BUCK B.O.A.F.• 3/
18" TAPCON 0
MA
Ul'A .QTURER NAM1 W/I-1/4` MIN. EMBEDMENT - Al"AW"e)' e SEEELEVATIONFORANCHORSPACING) MA9TER FILL # A
d I CALL SIZE WIDTH A '
1
BY BUCK (0 2 BY BUCK / TH
JAMBS) - 1 BY / 2 BY BUCK SEE
NOTE 6 HEADER
AND SILL SECTION TYP.
I BY BUCK CHARLES •
A'P FL
REG. ENG. # .49121 DATE
12/iT/Ol, ' 10
F.H. S.M.S. W/
1-1/2" MIN. EMBEDMENT SEE
ELEVATION FOR ANCHOR
SPACING. WINDOW
DIMENSIONS
FASTENER SCHEDULE NO.
ANCHORS N0. ANCHORS WIDTH
HE IGSEE NOTE 8 JAMB
INCHES) (
INCH) 35 45-60 35 45-60 PSFPSFPSFPSF2
2• 2 2 26'
z — 2— 2 — 37"
2 — 3 2 — 2 53-
18" 3 3• . 188 2
2T 1
2` 38-1/4-. 97 22-
3-- 2 —
3
3 2
263-1
8" 3 — 4.— 2 — 3 26-1
2 50-5/6 2 20 3 3 37" 353-1
6" 3 4• 3 — 3 1971/8"
2 2• 3 4 26-Y263- 2 2•— 3 4 37 _ 23.— 9 4 53-1
8" 19-1/
8" 2 20 ' 3 4 29_-1
2 78_3/4" 2 2•_ 3 4. 3' 3
4 53-1
8" 3 4' 3 4 Y1Z UNR
if1 24- o.
G 111IA IFF
OF
DETAIL C
DETADrB OF
Ilolhl l
I III
NORANDEX
PAGE 9
3/16' TAPCON WITH A
OMMIIN. 1-1/4' MIN. EMBEDMENT
A SEE ELEVATION FOR
ANCHOR SPACING.-
e e e
4 4 4
I
750 TYP
1.940
u r.n. 5.61.S. WITH A
N. 1-1/2' MN. EMBEDMENT
SEE ELEVATION FOR
T
a
NOTES:
1) SHIM AS REQUIRED, MAX SHIM STACK 1/4'. 2) ALL ALUMINUM EXTRUSIONS ARE ALLOY 6063-T5
31 USE
OR T6
HIGHTQ ALITY CAULK BHIN WINDOWTYPICALWALLTHICKNESSOF FLANd& 4 GLASS THICKNESS BASED ON TABLE E1300 GLASSCHARTS, AND MAY VARY DEPENDING ON SIZE. 5) THE RESPONSIBUM. FOR SELEMON OF NORANDEXPRODUCTSTOMEETANYAPPLICABLELOCALLAWS, ORDINANCESBUILDINGCODES, OTHERREQUIREMENTSRESTSOLELYWITHTHEARCHITECT, BUILDING OWNER OR CONTRACTOP, 6) A PRESSURE TREATED WOODEN BUCK OR MARBLESILLSHALLBEADDEDUNDERTHEPRODUCTTOFULLY -SUPPORT UNIT. THtS SUPPORT ALL BEFIRMLYATTACHEDINTOMASONARYANDSUPPORTTHEPRODUCTOVERITSBYOTHERS). FULL LENGTH (SUPPLIED
7) CONCRETE COMPRESSIVE STRENGTH o 3,000 PSIALT. AT 26
HEADER SECTION
DAYS.
TYP. 2 BY BUCK
3/16" TAPCON
W/1-1/4" MN. EMBEDMENTSEEELEVATIONFOR
FOR ANCHOR SPACING.
a 4
A
awl' FLORMA B.O.A.F. MANUFNCR NAME.
MASTER 2' #
Hl BY BUCK O
1/4" SHIM-+_
MAX (BOTH JAMBS)
WIDTH
2 BY BUCK
TYP. JAMB SECTION
I BY 2 .BY BUCK
rtl_b. 3 p D p SEE NOTE e
HEADER AND SILL SECTION LlRIEGG.. A. 4012TYP. I DATE: 3/2l/02BYBUCK 1
10 F.H. S.M.S.
W/1-1/2' MN. EMBEDMENTSEEELEVATIONFOR
ANCHOR SPACING.
MAX UNit Vmns
r
IFF
A
I0
C
MIAM NIIAMI-DADE COUNTY. FLORIDA
METRO-DADE FLAGLER BUILDING
PRODUCT CONTROL NOTICE OF ACCEPTANCE
Prentdor Entry Systems
911 E. Jefel-sori, P.O. Box 76
Pittsburgh ,KS 66762
BUILDING CODE-CONIPLIANCE OFFICE
ME-IRO-DAUI° FLAG!• ER IJUII.I)IN(;
140 WHS1' FI.AGI.LR S.I'ltl:l71% SI)1•I1: 1603
MIAMI, FI-C)1 IDA 33130-1563 305) 375-29U
1FAX (3()5) 375-290S C:ON"MUCTOR
I.IM.-INsi.m. tit:C-1'IUN JU3) 375.2527
I -'A.\ (lU5) 375-255s coxru,tcrolt wvis1oN
30) 375.2966
FAX (305) 375.29(js vit"Imum, CX).
N.'I2UI. UI\'ISION 3U5) 375 29U2
FAX (JUS) J72•G_].l9 Your application forNoticeofAcceptance (NOA) of'. Entergy-6-8
S-W/E Inswing Op:Idue Double w/sidelites Reside' Insulntcd Steel Dool- under Chapter 8
of the Code of Miami -Dade County govcrnin the use of :Alternate Mliterials and'Types of Construction, and completely
described herein, has been recommended for acceptance by the Miami -Dads; County Building CodeComplianceOffice.(BCCO) under the conditions specified herein. This NOA shall
hot be valid after the expiration date stated below. BCCO reserves the right to secure this product or material
at any time from a jobsite or manufacturer's plant for quality control testing. If this product or material
fails to perform in the approved manner, BCCO may revolve, 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 Florida Building Code. The
expense of
such testing will be incurred by the n)anufacturer. ACCEPTANCE NO.: 0.
1-0314.24 ,r EXPIRES: 04/02/
2006 Rau! Koan,wea Chief Product Control
Division THIS IS THE
COVERSI•IEET. SEE ADDITIONAL PAGES FOR SPECIFIC AND GENERAL CONDITIONS BUILDING CODE &—
PRODUCT
REVIEW COMMITTEE This application for
Product Approval has been reviewed by'the BCCO and approved by the Building Code and ProductReviewCommitteetobeusedinMiami -Dade County, Florida under the- conditions set forth above. PPIto
VE D: 06/O5/2001 1\s04500011pc20001\templat.
eslnotice acceptance cover page.dot Francisco J. Quintana,
R.A. Director Miami -Dads:
Count•
Buildint, Code Comj)
lianct; Ofiicu Internet mail address:
I)ostn):tster buildin,,ct)deonline.com flumepn;;c: http:/h n.l)uildiR;;codcunli'n com
Premdor Entry Systems ACCEPTANCE No.: 01-0314.24
APPROVED JUN 0.5 2001
EXPIRES =1[)ril 02, 2006
NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS
I. SCOPE
I.1 This renews the Notice of Acceptance No. 00-032I.26 which was issued on April 28, 2000. It
approves a residential insulated door, as described in Section 2 of this Notice of "Acccptancc,
designed to comply with the South Florida Building Code (SFBC), 1994 Edition for Miami -Dade
County, for the locations vhcrc the pressure requirements, as determined by SFBC Chapter 23, do
not exceed the Design Pressure Rating values indicated in the approved drawings.
2. PRODUCT. DESCRIPTION
2.1 The Series Enterav 6-8 S-W/E Inswing Opaque Double Residential Insulated Steel Doors with
Sidelites-Impact Resistant Door Slab Only and its components shall be constructed in strict
compliance with the 'Following documents: Drawing No 31-1029-ENNI-I, Shcets 1 through 6 of 6,
titled "Prcmdor (Entergy Brand) Double Door with Sidclites in Wood Frames with Bumper
Threshold (Inswing)," prepared by manufacturcr,•datcd 7/29/97 with revision C d:itcd 01/I1 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. LIMITATIONS
3.1 This approval applies to single unit applicatiogs of pair of doors and.singlc door only, as shoN%m in
approved drawings. Singlc door units shall.indlude all components described in the active leaf of
this approval.
3.2 Unit shall be installed only at locations protected by a canopy or overliang such that the angle
between the edge of canopy or overhang to sill is less than 45 degrees. Unless unit is inst;illcd in
non-liabitablc areas where the unit and the area arc designed to accept %vatcr infiltration.
4. INSTALLATION
4.1 The residential insulated steel door and its components shall•be installed in strict compliance tiJih
the approved drawings.
4.2 Hurricane protection system (shutters):
4.2.1 Door: the installation of this unit Nvill not require a hurricane protcction systctzi.
4.2.2 Sidelite: the installation of this unit will require a hurricane protection systeni.
S. LABELING
5.1 Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and
following statement: "Miami-Dadc County Product Control Approved".
6. BUILDING PERMIT REQUIREMENTS
6.1 Application for building permit shall be accompanied by copics of the following: 6.1.1 This Notice of Acccptancc
6.1.2 Duplicate copies of the approved drawings, as identified in Section 2 of this Notice of
Acceptance, clearly marked to show the components selected for the proposed installation.
6.1.3 Any other documents required by the Building O icial or the South Florid wilding Code
SFBC) in order to properly cvaluatc the installation o 1i s Stem.
Manucl crcz, P.E. Product Con r6i— xamincr
Product ntroI Division
t'rcmdor Entry Systems ACCEPTANCE NO.: . 01-0314.24
APPROVED JUN O 2001
EXPIRES Anril0Z 2006
NOTICE OF ACCEPTANCE: STANDARD CONDITION'S
l . Renewal of this Acceptance (approval) shall be considered after a renewal application has been filedandtheoriginalsubmitteddocumentation, including test supporting data, engineering documents, arc no older than eight (S) years.
Any and all approved products shall be pcmianently labeled with the manufacturer's nam.e, city, state, and the following statement: "Miami -Dade County Product Control Approved", or as
specifically stated in the specific conditions of this Acceptance.
3. Renewals of Acceptance will not be considered if:
a. There has been a change in the South Florida Building Code affecting the evaluation of thisproductandtheproductisnot -in compliance with the code changes. b. The product is no longer the same product (identical) as the one originally approved. C. If the Acceptance holder has not complied with all the requirements of this acceptance,
including the'corrcct installation of the product.
d. The. engineer who originally prepared, signed and scaled the required doctrrnentation initiallysubmitted, is no longer practicing the engineering profession.
4. Any revision or change in tfie materials, use. and/or manufacture of the product or process shall
automatically be cause for tennination of this Acceptance, unless prior written approval has been
requested (through the filing of a revision application with appropriate fee) and granted by thisoffice.
Any of the folio«<ing shall also be grounds for removal o.f this Acceptance:
a. Unsatisfactory perfbrmance of this product or process.
b. Misuse of this Acceptance as an endorsement of any product, for sales, advertising or anyotherpurposes.
G. The Notice ofAcccptancc number preceded by the words Miami -Dade Co.un.ty, Florida, andfollowedbytheexpirationdatemaybedisplaycdinadvertisinglitci"ature. Ifany portion of theNoticeofAcccptanccisdisplayed, then it shnll-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 bc'availablc for
inspection at the job site at all time. The engineer needs not•rescal the copies.
S.• Failure -to comply with any section of this Acceptance shall be cnusc for termination and removal ofAcceptance.
9. This Notice of Acceptance consists of pages 1, 2 and this last page 3.
E\D OF TIiIS ACCEPT N'CE
Manucl ercz, P.E., Product ontro - . aminer
Produc Control Division
3
PREMDOR ENTERGY BRAND) DOUBLE
DOOR WITH SIDELITES IN WOOD FRAMES WITH A
BUMPER THRESHOLD (INSWING)
1 ppAINbAM trial l
51Cl/r Kul WNEPIC! r
149 1/2'
77 1//'
IIAX
77 1/• MAX74. MAX
I/r . 1' LONC IfMLU
w
Ml
4MMAX 3• MAX MDA.CX3l13. = IS'0.0 IS• IS' D C. IS'' OL
r::' MAX AX MAX M NA'
1Fne"
l7 1/ MAX IB'
OLSPACING47
17 I/ MAX
1/16'
TOP or DOOR r•
YRIIDLSPACINGTDLOCKN'C'
64
s 1/P' MAX OLD 00 I /16'
MAX
17 1/ MAX uu, `mmsCLGSPACINGIB' O.L aiOr..Wa a.ilaataa
mr- SPACING jl8' D.C.
I w KY1/- ^" „'af GIs' 0.C.13' 0.C. is, oc 13• Xr_ IS• OC is- oc IS• oc_,,_Is• 1 I/L' x+xuA/l EMICOKNr MAX MAx MAX MAx MAz MAX MAX MAx
w--
4. MAx 3' MAx MA
MAX
w
Nu
K• . r Lvc XI..Lc!
ra .ors !
ATTACH ASTRAGAL THROW BOLi 18 x I' LONG
STRIKE PLATE TO THE HEADER IN ALL REMAINING
AND THRESHOLD ViTH 010 X t 3/4' HOLES
FLATHEAD SCREWS`
NOTES,
IJ V000 BUCKS BY OTHERS. MUST BE ANCHORED II x 13/4" LONG
PROPERL•Y,10' TRANSFER', LOADS TO THE .STRUCTURE. TLATKAD SCREVS
2J THE PRECEDING DRAWINGS ARE INTENDED TO L.M. INri1NG R.M. INsvINGQUALIFYTHEFOLLOWINGINSTALLATIONS.
A. WOOD FRAME CONSTRUCTION WHERE DOOR
SYSTEM IS ANCHORED TO A MINIMUM TWO BY WOOD'
OPENING. ASTRAGAL
B. MASONRY OR CONCRETE CONSTRUCTION WHERE _
DOOR SYSTEM IS ANCHORED TO A MINIMUM TWO BY APPR?1'ED AS CZI:vwG„7Ip;nE
STRUCTURAL WOOD BUCK. SOUTH FLRAVP ND CODEC. MASONRY OR CONCRETE CONSTRUCTION WHERE N CAJU',LI(IDOORSYSTEMISANCHOREDDIRECTLYTOCONCRETEVATERwiLTRArrONWHEREVATERINFILTRATIONeriORMASONRYWiTHORWITHOUTANON-STRUCTURAL KOUNMENI IS NEEDED 1 REQUIREMENT IS NOi NEEDEDONEBYWOODBUCK. y +I-u PRODLI COHTRDXdrnsrON
3. ALL ANCHORING SCREWS TO BE 110 WiTH Wogntiye INOT APPRnVEf)x SUMOV..COGS CmPWJK:EOFF-a
MINIMUM 1 1/2' EMBEDMENT INTO WOOD SUBSTRATE AC:EPTANCE ro'J I.O 31 'if. L 1,
OR 3/16' PFH TAPCONS WITH 1 1/2' MINIMUM EMBEDMENT x UNITS SHALL BE INSTALLED ONLY AT LOCATIONS PROTECTED ITT ACANOPY OR INTOMASONRY. OVERHANG SUCH THAT THE ANGLE BETWEEN THE EDGE OF CANOPY OR OVERHANG 4. UNIT MUST BE INSTALLED WITH 'MIAM!-DADE COUNTY TOSiLL IS LESS THAN 45 DEGREES. UNLESS UNIT IS INSTALLED IN APPROVED' SHUTTERSNON -HABITABLE AREAS VHERE THE UNIT AND THE AREA ARE DESIGNED TD 5. THREESTAPLESPERSIDEJAMBINTOHEADERONSIDELITESACCEPTVATERINFILTRATION. AND DOOR, THREE STAPLES PER JAMB INTO THRESHOLD -ON SIDELITES AND
DOOR c tLM MMIT r+Duv¢AnrrlE pn,ro 6. LATEXSEALANTTOBEAPPLIEDATSIDEBYSIDE4LDaN-UtWLL
JAMBS
AND
SIDELITES. N1tIl TIT rm ITT r 'cDcIESM. ccmT. DOOR/SIDELITEHEADER, DOOR/SIDELITE JAMBS, AND SIDELITE BASE vLw .v22u ORNERS ARECOPEDANDBUTTJOINED. - t,R. DOORSSHALLBEPRE -PAINTED ViTH A VATER-BASED EPDXY RUSTINHIBITIVE PRIMER PAiNLWITHADRYFILMTHICKNESSOF0.8 TO 1.2 N1LN Y Y M 1-1029—EW-1 9. FRAMES
SHALL BE PRE -PAINTED VITH AN ACRYLIC LATEX VATER-BASED/ SHEET 1 (]F 5 WATER -REDUCIBLEWHITEPRIMERViTHADRYFILMTHICKNESSOFUTO1.2 MIL. 4v7 :itl0
GLAZING DETAIL
112'
GLASS BITE
o uass
INTERIOR
INSWING OTHER CONFIGURATIONS
F":'Hntoa;:,,.• r. 'rt n.,i`_; `.: c1 ;'••,'t ts n'-}}s-.w'1i ;n:::.<; w.,r a:ar[: ter= .-=. _ .1 11 ,.. : - ' 11 APPROVED
hS CMKy1NG %KTH THE SDUIH
Fl l MinDHG CD }M Br
Ju"
ryA
FRODUpPtKL
CODE C@'RWfMDFFXE ACCEPWCCEto
1-0311?. xy I—
IU29—EV-1 Mi2ff
6 Q
wo C
1/4' SHIM MAX
r— 3/4'
BO 11/16'
MAX
I INTERIOR
79 5/16'
MAX
SECTION B-B
2 BY V000 BUCK
4-
MAILKIALS
ITCH No. BESCRIPiION
VDOD
PART NUMBER COMMENTS
2O
HEnp JAMB_ CV-14 1 1/4• X 4 9/16' NIL. TO BE PINE OR EQUIVALENT
I1 COMPRESSION VEATHERSTRIP W_ 25 N RAN x AQALUMINUMASTRAGALW-
0 (BRONZE)
PREMDOR BRAND OR EOUIVALENT- 5/8' ALUNINIM4ALUMINUM- 1HRESH[1L0 EV-15
ASTRAL
PREHDOR BRAND OR EOUIVALENT - 11/4• 1 1 / 4.' TOP CHANNEL' EV-08
x 4 9/16'
PREMDDR BRAND 1 11/16' - 20 GA STEELTSKINrD1TTO)(. III- oil I
m mxss 1 BtS11 [11 HF(QI DB
O E[ILIURETHANr rnAMBASF FOAM - DENSITY 2.0 TO 2.5 IbS./Ft' BOTTOM CHARNEL EV-07 PREHOOR BRAND - 1 11/16' - 20 GA STEEL
10
v0p0 LOCK BLOCK
STRIKE STILE
EV-09 V X 9 1/2' HTL. iO BE PINE OR EQUIVALENi
11 EV-16 15/16' X 1 11/16' HTL. TO BE PINE OR EQUIVALENT
12
TINGE STILE
LOCK PREP FILLER PLATE
EV-05 15/16' X 1 11/16• NiL. TO BE PINE OR EQUIVALENT
PREMOOR•BRANO - .050' THICK- HTL. TO BE POLYEiHYLE134•x4' HINGE
EV-10 .
1
J 14 VOOp HINGE JAMB
EV-16 HAGER BRAND, HINGE OR EQUIVALENT - D97 THICK (STET-
1 1/4' X 4 9/16' NTL. iO BE PINE OR COUIVALENiISi1Dx3/4' FH.V.S. 4) SCREWS PER HINGE INTO iXIDR16110X2' F.1LV.S. LXIB' tic. THEIf ArTER JAH HI ,
IN SEREVS II1DA31 SIRM JAMB 10) SIDELITE JAMB. 4. OOvN rRmxB' 0L THERCAETER
61 SCREVS THIRD" EACH SIIKLIIE JAT41 D.tO 31111LITCBP. ITAx 15. Or TITERLAFT[R , — rRON
EXTERIOR >n6 NI1 IxPlus unuotr,
x
REFER 10 ELEVATION VIEW, FOR 1 DF SMvS (gyp AND LOCATIONS18910x3/4FHv.S. (2)
SCREWS PCR HINGE INTO JAMB 19 ' oB x 2' fHV.S. (2)
SCREWS AT EACH STRIKE PLATE LOCKSEiKVIKSET
BRAND 200 LOCK OR HARLOC BRAND 100 LOCK. i<10 X 1 3/4' FHV.S. (2) SCREWS PER HINGE INTO JAMB WOODSIDELITEJAMBEV-19 11/4' X 4 9/16' NIL. i0 BE PINE OR EOUIVAL[Ni 22' X 64• SINGLE PANEL GLaSS EV-20 HP GLASS N YPROPTL N - pE-1 43 - mot SIDELITETRIH (WOOD) !B' CI CAR rrMPTRrO r+Acc CV-
21 5/16 x 1/2' NTL. TO BE PINE OR EQUIVALEN 1VOEV-22 OD CASING1R x )' MTL5Per UR COUIVALENT - ITEMS NOEo1NEs u of JAMAS MWOMS1 / 4 r0R SIDEoEWOODSIDELITEHEADJAMBCV-23 1 1/4' X 4 9/16' HTL, TO BE PINE OR EQUIVALENT VOOD SIDELITE BASE EV-24 1 1/4' X 4 9/16' HTL. TO BE PINE DR EQUIVALENT POLYPROPYLENE LITE FRAME -1643. DDL-2 HP Polypropylene by ODL 16 X i i/2"PAN HEAD SCREWS 8 PER FRaHE SIDCLITE STILES 10 v
D 4' I AEI Q EV-26 ' 15/16'
X 1 11/16' HTL. TO BE PINE OR EDUIVALENT 1 PIN NAIL /4' LOG TuO, 4' IN FWN ENO. 1IAE Er BL )KRAFIER• IRTO BN I.UM ANO I DOW SILICONE 4995 APPROVED
AS CO)1PLYR10
IMTH THE: ZItH IN E)(Iix
6 5] PRODlutpowul DIVIS1011
OIIRDRID CODE
COL'J$)
ANCE OfFlCE ACCEPTANCENO. D.-0
3 E Y. 2y LIAIILIRISS IAII[B. (
PAL QC Nb Cff516DBrs ais ihic SIDan. all B DABE COUNTY HDDIFICATIWIS InvH J D A LiQ DDEDPAGE'
S (
DDOR
OPTIONS) to-I-ve R SiV1iDB6 Bhi[ BY PARi
1Wi MERCY PREMMENTRYSYSTEMSt `
III Lnr[esal
31-
1029—EW-1 1112zIt ula SHEET 3
OF 6 ' QFVKON I F I TFR
2 BY WOOD BUCK
1/4' SHIM MAX
3/4'
Y n
INTERIOR I 79MAX16`
80 11/16' IMAX
2 BY WOOD BUCK
SECTION C-C
EXTERIOR
PLEASE SEE 'GLAZING DETAIL'
DRAWING 4131-1029-EW-1
SHEET 2 OF 6
DOW SILICONE 4995
AwRom a coxgcwm jkfm THE
ammfmCWLE
1-1029-EW-I
SHEETA OF 6
aVISb III TER p
OTHER DOOR .'CONFIGURATIONS-
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31-1029-EW-I
SHEET 5 OF 6
I VIEW LLI ILK
F-ITI 1r—n rr-,rn r
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u l nLK BUUK r MILL STYLES36"
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BLANK TOP 6-PANEL 4-PANEL 9-PANEL 10-PAIIvL4-PIB-PaN[L ANELOTHER
SIDELITE STYLES 36"
I
r—MAX 793
16° M
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o
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15 PD-16 PD-17 Im
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1029—EW-1 SHEET
6 OF 6 aVISM
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M I A M I-DADE l1IIAr1II-DADE COUNTY, FLORJDA
METRO -DARE FLAGLER BUILDI,",'G
PRODUCT CONTROL NOTICE OF ACCEPTANCE
Pr-eniclor Entry Systems
911 E. Jeferson, P.O. Box 76
Pittsburgh ,KS 66762
Your application for Notice of Acceptance (NOA) of.
BUILDING CODE CONIPL1ANCE OFFICE
Mtil'RO-DAI)r FI.ACLER BUILDING
140IVIiS'rF1.AC'tmiit S'11tIsICC, SUr1'l: 1603
MIAMI, F1.01tIDA 331 3U-1563
3U5) ;75 2 JU 1 FAX (305) .,75-29US
CO.V11 C.-rolt IACENSi,N(: til•:c'rlOx
JUS) 373.2327 Pr1.\ (.tUS) 37-2s tg
C:U\1'It.IC"rUltF:F'UJtC:1:1t1.,\TI)It'I, ()s
3U3)375-2')GG F.\.C'(.tUg) t7S.2gp
I'1tUn1:C'!' C:O.vl.RU1.1)1VISI()\
305) 375.2')U2 1',L\ pu5) 372•G3.1')
Enter'gy G-S S-W/E Outswing Opaque Single Nv/sidelites Resideu[ial Insulated Steel Door
under Chapter S of the Code of Miami -Dade County governing the use of Alternate Materials and Types of
Construction, and completely described herein, has been reconurtended for acceptance by the Miami -DadeCountyBuildingCodeComplianceOffice (BCCO) under the co ltditiorts specified Herein.
This NOA shall not be valid after the expiration. date stated below. 13CCO reserves the ri-ght to secure thisproductormaterialat' any time from a jobsite or manufacturer's plant f'or quality control testing. if thisproductormaterialfailsto 'perform in tile#1approvedmanner, BCCO- uny revoke, modify, or suspend theuseofsuchproductormaterialimmediately. BCCO reser cs the right to revoke this .approval, if it isdeterminedbyBCCOthatthisproductormaterial- fails to meet the requirements of the South FloridaBuildingCode.
The expense of such testing, will be incurred by the manufacturer.
ICCEPTANCE NO.: 01-0314.21
EXPIRES: 04/02/2000 Raul Koartgucz
Chief Product Control Division
THIS JS TIME COVERSHEET. SEE ADDITIONAL PAGES FOR SPEC FICAi D GENERAL
CONDITIONS
BUILDING CODE & PRODUCT REN EW CO.%INIITTEE
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
IMialtti-Dade Count'
1311ilding Code; Compliance OfTicc
1\--04S00011pc20o011templateSlnotice acceptance cover page.dot
Irttcrnct Mail address: Ilostmastcr'i built7in cuticurtlinc.cont l Ifontclta c; tttlp://tt'ttc'.buil(Jin2coClcUnlill c.corn
Premdor Entry Systems ACCEPTANCE No.: 01-0314.21
APPROVED .1UW O 5
EXPIRES April 02 2006
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 - Noti-ce of Ac•ceptancc, designed to comply with the South Florida Building Code (SFBC), 1994 Edition for Miami -DadeCounty, for the locations where the pressure requirements, as dctcm*iincd by SFBC Chapter 23), donotexceedtheDesicynPressureRatingvaluesindicatedintheapproveddrawings.
2. PRODUCT DESCRIPTION
2.1 The Series Entergy 6-8 S-MI/E Outswing Opaque Sinold R*esidential Insulated Steel Door withSideIites- Impact Resistant Door Slab Only and its components shall be constructed in strictcompliancewiththefollowingdocuments: Drawing -No 31-1020-EW-0, Sheets .1 through 6 of 6, tithed "Premdor (Entergy Brand) Wood Edge Single Door with Sidclites in a Wood- Frames vvitliBumperThreshold -(Outswing)," prepared by manufacturer, dated" 7/29/97 with revision C dated01115101, bearing the Miami -Dade County Product Control approval stamp with the Notice ofAcceptancenumberandapprovaldatebytheMiami -Dade County Product- Control Division. Thesedocumentsshallhereinafterbereferredtoastheapproveddrawings.
3. - LIMITATIONS
3.1 This approval applies to-singlc unit applications of single door only, -as shown in approveddrawings.
4- INSTALLATION
4.I The residential -insulated steel door and its components shall be installed in strict compliance with
the approved drawings. .
4.2 Hurricane protection system (shutters): '
4.2.1 Door: the installation of this unit gill not require a hurricane protection systcm. 4.2.2 Sidclitc: the installation of this unit will require a hurricane protection system.
S. LABELING
5.1 Each unit shall bear a permanent label with the manufacturer's name or logo, city, -state andfollowingstatement: "Miami -Dade County Product Control Approved",
6. BUILDING PERMIT REQUIRENIENTS
6.1 Application for building permit shall be accompanied by copies of the Following: 6.1.1 This Notice of Acceptance
6.1.2 Duplicate copies of the approved drawings, as identified in Section 2 of this Noticc of
Aceeptancc, clearly marked, to show the components selected for the proposed installation. 6.1.3 Any other documents required by the Building Official or the South Florida Building CodeSFBC) in order to properly cvaluatc the installati n of this systcm.
Manuel Perez, P.E. Product Con rot xaminer
Product ontrol Division
Prerimdor Entry Systems ACCEPTANCE No.: 01-o3I4:2 I
APPROVED JUN
EXPIRES April 02, 2006
NOTICE OF ACCEPTANCE: STANDARD CONDITIONS
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 ei,,,ht (8) years.
Any and all approved products shall be permanently labeled with the manufacturer's name, city, state, and the following statement: "Miami -Dade County Product Control Approved",'or asspecificallystatedinthespecificconditionsofthisAcceptance.
3. Renewals of Acceptance will not be considered if:
a. There has been a changc in the South Florida Building Code affecting the evaluation of thisproductandtheproductisnotincompliancewith*the code changes. b. The product is no longer the same product (identical) as the one originally approved. C. If the Acceptance holder has not complied with all the requirements of. this 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 [lie materials, use, and/or manufacture of the product or proccss shallautomaticallybecauseforterminationofthisAcceptance, unless prior written approval has been
requested (through the filing ofa revision application with appropriate fcc) and granted by thisoffice.
d. Any of the following shall also be grounds for removal of Ellis Acccptancc:, a. Unsatisfactory perfomlancc of this product or process. b. Misuse of this Acccptancc as an endorsement of any product, for sales, advertising or anyotherpurposes.
6. The Notice of Acceptance number preceded by the words Miami -Dade County, Florida, andfolfowcdbytheexpirationdatemaybedisplayedinadvertisingliterature. If any portion of theNoticeofAcceptanceisdisplayed, then it shall be done tin its entirety.
7. A copy of this Acceptance as %vcll 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 forinspectionatthejobsiteatalltime. The engineer needs not reseal the copies.
S. Failure to comply with any section of this Acccptancc shall be cause for teriiiination and removal ofAcceptance.
9. This Notice of Acceptance consists of pages 1, 2 and this last page 3.
END OFTHISACCEPTANCE' Manuel
crcz, P.E., Product Co tro Examiticr Produc -
ntrol Division 3'
4' MAX
1_
15' MAX
C.
15' MAX
15' FAX
O C. A
15' MAX
KtMJJUK .. (LN I LHbY BHANll) WUOD EDGE
SINGLE DOOR WITH• SIDELITES IN
WOOD FRAME WITH BUMPER . THRESHOLD
OUTSWING)
00' MAX
4' MAX MAX 4' MAX — MAX3' MAX
3MAX 3' MAX 15'
14• ?' MAX MAX ' ,
F
MAX 4' MA OTTIstWA
j"'—HnxV — MA
15r 1'INA MAX
TOP
OF DOOR 8 •
T . To 4 0 LOD IN '
KVIKSET DEADBILI MODCL
660 fCRI[S OR
NARLDC DEADlDLI MODCL..
20' I22' 64' MAX
DLO KvrKSCr
LMKSCT- MODEL
Man SERIES OR
LD[Ks[r MOD
CRInDRGES
4 15'
MAX ti O.
C. ` wAr%
6'
AX HAX '1"
HAX
MAX M-4- 15' M
r
T is 4'
MAX AKA' 7'
MAX 3' MAX NOTES.
3' MAX 3 VOOD
BUCKS BY OTHERS MUST BE ANCHORED 4' MAX MAX 4' MAX MAX ROPERL•
Y TO TRANSFER LOADS Td THE STRUCTURE, THEPRECEDINGORAVINGSAREINTENDEDTOUALIFY •THE FOLLOVINGANSTAL.L'ATIONS. WOOD
FRAME CONSTRUCTION WHERE DOOR 4 r YSTCMISANCHOREDi0AHINIMUFITVOBYWOODVPEN1NG. NASONBT
OR CONCRETE CWTRUCT113N VHERE RH OUTSVING LA QUrSVING DOR
SYSTEM IS AkHORCD TO A MINIMUM TVD BY TRUCTURAL
VDOD BUCK. MASONRY
OR CONCRETE CONST•RUCT•IOIT WHERE TORSYSTEMISANCHOREDDIRECTLYTOCONCRETEUUjERE VQNC PRESATIRI VNAIINUS VA1ppdttTRAIIRr iEBYWOODiHK. WITHOUT A NON-STRUCTURAL CORRCNCAr IS MCCOC/ c 2 DU a), I IS FDI NECCCD ALL
ANCHORING SCREWS TO BE 110 VITH ` NIHUM
1 1/2' EMBEDMENT INTO VOOD SUBSTRATE K 3/
16' PFH TAPCOHS'VIrH 1 1/2' MINIMUM EMBEDMENT TO
MASONRY. INIIS SMALL EE B6IALLEO MY AT LMAtOd PRDIECTED IT A CANOPY OR UNITMUSTBEINSTALLEDVITH 'MIAMI-OADC COUNTY OVER)" SUCH THAI TIE MUE RCIVCEN i)E EDGE Dr. CANOPY OR OV[RIIAN& PROVED' SHUTTERS SD SILL IS LESS THAN 45 MCFEES. RIIESS RTII IS WS1ALLED IN IMREESTAPLESPERSIDEJAMBINTOHEADERONSIDELITES )ON•HANiABLE AREAS MERE THE tall AND IE AREA ARE DESIGNED, t0 0DOOR, THREE STAPLES PER JAMB INTO BASE ON SIDELITES ACCEPT VAIER IISLIRAIIDK LATEX
SEALANT TO -BE APPLIED AT SIDE BT SIDE NBSANDSIDELIYES. DOOR/
SIDELITE HEADER, DOOR/SIDELITE JANBS, AND SIDELITE BASE IIL®O Vl1I inDri S tNERSARECOPEDANDBUTTJOINE4V= SHALL BE PRE-PAINIED. VITH A VATCR-BASED EPDXY RUSt IBITIVE
PRIMER PAINT VITH A DRY FILM THICKNESS of Ds t0 12 MIL. FRANCSSMALLBEPRE-PAINrCO VITH AN ACRYLIC LATEX VATER-BASED/ REMOUR LN 1 Y TER•RCOUCIBLE VHITE PRIMER VITH A DRY FILM THICKNESS Or 0.9 TO 12 NIL mLtlrVv n
a 1
K I/2' NI1", ENDEDMENr PC
H[AD L SILL, f6l PCR JAMD TERNATCE: 3/16' PFH TAPCONS 11/2- MIN" EMBEDMENT N?
DTErAPLES A
80 11/16, MAXMAX
MAX
08
x 1- 3/4' F.H.V.S 3)
PER SIDE FROM JAMB
INTO THRESHOLD APPAOV
ED AS COJRLYING fll I )1 6E DOUTN
FL jjt411 DU4D111c C iv= E,
OY_
it/AI/ . PiS1n PAom:
r c Drnol cr.'Issl U OURDN
CODE COLIPUANCE CFF;:P ACCEPrAIIC
E NO.O! - 03 /Y. 2 ) IOLO-
CC' W r. SHEET
i Q;. S Kmo
ma
GLAZING DETAIL
SWRVIN VILLIAHS ODA
CRTERIOR_GRADE LATEX CAULX
114TERIER
1/2'
LASS BITE
ICMPEREO GLASS
SECTION A -A
UUTSWING
MAX
OTHER CONFIGURATIONS
APPRO'Ta AS CCIAPLn"G Yn-11 THE
SOUT11
BY
PRO TPONTFROL OP/M1
Taaw- CODE COT.'.ftLME wa
ACCEPTM.'CE IIO. 01 - 0 3 I v. L I
li
1-1020-EW-0
A[ET. 2 Q 6
IORI C
3/4'
80 11/16'
MAX EXTERIOR
79 5/16'
MAX
r-4
SECTION B-B
1 1/4`
INTERIOR
VOOD HEAD JAMB
COMPRESSION VEATHCRSTRIP
WOOD STRIKE JAHD
ALUMINUM -BUMPER THRESHOLD
TOP CHANNEL
STEEL SKIN
P01 Y larTHANC 'Fnn}f rngr
BOTTOM rHANNri
VW HINGE
V900 HINGE JAMB
110 x 3/4' FHVS.
110 X 2• FHVS.
Lv Te1aDuTtiFLn i16' H9 IAP[D6 vnmmtB I V
SIDELITE V00D STILE
CD x 2' FJLVs.
LOCKSET
DIQ x 1 3/4' FHVS.
VOOD SIDELITE JAMB
1 1/4' 22' X 64• SINGLE PANLL GLAS:
SIDELITE TRIM (WOOD)
WOOD CASING
VOOD SIDELITE 1tEAD JAMB
VDOD SIDELITE BASE
POLYPROPYLENE LITE FRAME
06 X 1 112' PAN HEAD SCREVS
PIN NAIL
DOW SILICONE 0995
APPRTCW AS CDLGLYNG rdnl;tlE
tlr _ .
IUTI Z PI
tRDIOIVISrot4 911
IlU4OWp CODE IXVM'CEOFFICE Pil
ACf.'cPUNICEITo. n l -osNv. a,
nuntlLK. COHHENIS
EV-12 1 1/4' X 4 9/16' NIL. TO BE PINE OR EOuiVALCNI .
d "0 KSCREEN R NSA 0( ng
1 1/4' X 4 9/16' HIL TO BE PINE OR EQUIVALENTEV-13 PREHDOR BRAND OR EQUIVALENT - 1 1/4' x 4 9/16' CV-05 PREHOOR BRAND - 1 11/16' - 20 GA STEELtillIJAT21MRSiRtRed4114NO0crBASFFOAM - DENSITY 2.0 TO 2.5 lbs./ft' EV-04 PREMOOR DRANO -III/I6• - 20 G4 STECLEv-p0 4 X 9 I/2' HIL, TO BE PINE OR EQUIVALENTV-07 15/16' X 1 11/16' HIL TU DE PIN[ DRLW-06 15/16' X 1 11/16' HTL TO DE PINE OR EQUIVALENIEV-09 PREHDOR BRAND - j5p• THICK- HTL, TO BEV-15 HAGER BRAND HINGE UR EOUIVALENT - 097
POLYETHYLENE
THICK (STEEL) 1 X 4 9/16' H1L i0 BE PINE,.UR EQUIVALENT
4))SCREVS PER HIN(jE INTO DOOR
w SEREvs nM EACH 110ELIFE JAMS R1I0 S18EUI 4PKAX15' QC• THEREAFTER G IUYR rROK
RUER TO ELEVAIIDTI VIEV, FUR I orSCREVS USED AND LDCAIIDNSEV-07 IWIV X 1 11/16• HTL. TO BE PINE UR:EQUIVALENT
2)_SCREVS AT EACH STRIKE PLATE
KV
CR
T BRANDtvam IIR L CK 11 HARLOC BRAND 100 LOCKt5TSEREVSIl:tQ1p1 HIN4I JARI 1Nip SIBCLITCHAIIB• OL THE Ar1ER JARL B' Pm FREH fat' 14) SCREV$ 1lRpl STROKE JAR8 INTO SIDELITE JAM. 4• DOVR fRM 1B' aG THEREAFTER
4) SCREvS 114i(Ipl EAQI KNGE Blla MM "I
EV-IB 1 1/4''X 4 9/16• HTL TO BE PINE OR EQUIVALENTEV-19 AS N tLTP TL - -1 4 - TUOL- EV-20 5/16 x 1/2' MTL. TO BE PINE OR EQUIVALENTEV-21 rw SIOC BIT STD[ JAKDS• AS NULLtUSN 1
EV-22 . 1 1/4' X 4 9/16• HTL, TO BE PINE OR EQUIVALENTEV-23 1 1/4' X`4 9/16' HTL. TO BE PINE OR EQUIVALENT1641, OR-2 AP Polypropylene by ODL
IB PER FRAME Ta iE a 14• T Art
T' LmH, DAtI. 4' N TIp9 EHt, ttA1 R• aL IH7IKIIlt,16EI RI Nt11Dtf AAD IRRI
31-1020-EW-0
SHEET OF 6
WV1SM 111IER B
1/4' SHIM MAX
TERIDR I 79MAX16-.
80 11/16' IMAX
2 BY WOOD BUCK
SECT -ION
EXTERIOR
PLEASE SEE °GLAZING DETAIL' DRAWING #31-1020-EW-O
SHEET 2 OF 6
DOW SILICONE 0995
APMOVFA/o COr,"ywG %MTH 1HE
S01TM'411' VMWAVE .
uLJUl\ IUUF\H I IUJvJ.
6- IMAI
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h-CEPFitNLElm
6.
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elnsm miE,
UIHLK BUUK PANEL STYLES36
MAX
79 /I6" ®a
I Ia0"I
QuMA0
BLANK TOP 6-PANEL 4-PANEL 9-PANEL4-PANEL 10-PANEL Iu-PAN[L
OTHER SIDELITE STYLES
30"
I I¢ MAX
79 J/16" 0 -
M X •
SL-10 SL-20 SL-30 SL-60 SL-50 SL-SOD SL-69A SL-698
PD-1 PD-2 PD-3 PO-1 PO-5 PD-6 PD-7 PO-0
00
goo 00 00ELUSt1B-PANEL CROSSBUCK 12-PANEL 4-PANEL
p p
ETEBROV 5-PAN<L 5-PANELV/SCROLL . ErEBROV
VISCRDLL
o a
SL-69C SL-25 SL-55 SL-300 SL-40
Od
0o as oo o
PO-9 PD-10 PD-II PD-12
00
PD-18 PO-19 PD-Zu PO-21 PD-22 PD-23 PO-24 PD-25 PD-26 PO-27
op o aO Lr p qq
PO-35 PD-36 PD-37 , PO-30 PD-39 P-40 PO-41 Pp-42 PD-43 P0.43A
PO-29
41
0NO
9=3
0
5-PANEL 5-PANEL
CTEBROV
0
SL 90A SL-908 SL-gx SL-308 SL-3DC SL-70f SL-p0
DD DD DDaoQaad
PO-13 PD-14 PO-15 PD-16 PO-17
Lill
LilluIllLIA u z
3 i3
PD-30 PD-31 PD-32 PO-33 P0-34 p w
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SHEET 6 OF 6
uym ton
Maronda Systems
Engineer of Record
Design Criteria: TPI
Maronda Systems
4005 Maronda Way
Tomas Ponce, P.E.
Design: Matrix Analysis
Sanford FL 32771
1005 Vannessa Dr
TEE-LOK software
407) 321-0064 Fax (407) 321-3913
Oviedo, FL 32765 FL PE # 50068,
PLAN JOB # LOT ADDRESS DIV/SUB MODEL
6CCO2201 22 134 CROWN
COLONY WAY ORLN-CRC GTNA4 LEFT
GEORGETOWN A 4
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 enr_tncPrl hiii1dinn
Truss ID Run Date Drawing
Reviewed Truss ID Run Date Drawing
Reviewed No. of Eng. Dwgs: 37
Layout 10-17-00 H 1-9-02 Roof Loads -
VT 4-11-01 H1 1-9-02 TC Live: 16.0 psf
TC Dead: 7.0 psf
BC Live: 0.0 psf
BC Dead: 10.0 psf
HIP 10-20-00 J 1-9-02
A 1-9-02 J1 1-9-02
Al 1-9-02 J1A 1-9-02
A3 1-9-02 J16 1-9-02 Total 33.0 psf
A4 1-9-02 J 1 C 1-9-02
A5 1-9-02 J1D 2-9-02 N0011 DurFac- Lbr: 1.25
DurFac- Pit: 1.25
O.C. Spacing: 24.0"
A6 1-9-02 J2 1-9-02
A7 1-9-02 J3 1-9-02
B 1-9-02 J4 1-9-02
B 1 1-9-02 15 1-9-02
62 1-9-02 J6 1-9-02
B3 1-9-02 J7 1-9-02
C 1-9-02
C2 1-9-02
C3 1-9-02
D 1-9-02
D 1 1-9-02
1-9-02
1-9-02
D2
D3
D4 1-9-02
D5 1-9-02
E 1-9-02
INV # DESC QNTY
DATE: FEB 2 5 2003
18331 EHUH26 g
18330 EHUH28
18360 SKH26R
18361 SKH26L
18362 SUH26
18370 THJ26 5
18336 EHUH28-2 1
SEAT PLATES 141
0
b
b
6
26-0
a
24-0
6
J4
N Ila rn
J6
I J4
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J2
JOB NUMBER:GT2A4
CUSTOMER: REVERSED
JOB NAME: GEORGETOWN 1 8 2 A 4IDRAWNBY. p DATE:10-17-00
I PITCH: 6/12 O.H.: 12"
BEARING: 8" LOADING: 33ps( lo
SET' D' GIRDER 4" OFF INSIDE.OF WALLI
7` N a rn
2
D5-1PLY
T IJ26 HANGER R
D4 / R IJ26 HANGER
D3
D
D2
D2
D1
D1
D1
D1 I V ME CEILING
D1 I
D-2PLY
1'D
i
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FEB
2 5 2003
HIB-91 Summary Sheet
COMMENTARY and RECOMMENDATIONS for
HANDLING, INSTALLING & BRACING METAL
PLATE CONNECTED WOOD TRUSSES c
is the resoonsibility ofthe instaflertbuilderbuildina contractor, licensed contractor, ectororerection
contractor) to properly receive. unload, store handle install and ace
metal plate connected wood trusses to protect life and property, The installer ust
exercise the same high degree of safety awareness as with any other structural aterial.
TPI does not intend these recommendations to be interpreted as superior the
project Architect's or Engineer's design specification for handling, installing id
bracing wood trusses for a particular roof orfloor. These recommendations are Ised
upon the collective experience of leading technical personnel in the wood CAUTION`
The 1-_,L:17ider, building contractor, licensed`; cofioactor
rc:ctororerectiorcontractorisadurseii Dbtain
and I e clthe entire booklet "Comrnentar", t r1c;
I ecw-17enu`fions for Han.lrrng, lnstalirng i 3F 2c
no PAc .a! IF1te06nrlect6dVVocd T rUSses HIt,L r-on-,
Tr ssPlate.lnsiitude. TRUSS PLATE INSTITUTE
583 D'Onofrio
Dr., Suite 200 Madison, Wisconsin 53719
608)833-5900
truss industry, but
must, due to the nature of responsibilities involved, be presented as a
guide for the use of a qualified building designer or installer. Thus, the Truss Plate
Institute, Inc. expressly disclaims any responsibility for damages arising from the
use, application or reliance on the recommendations and information contained herein
by building designers, 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. CAU T iON
Alltemp- rarybracincshould be no less lr 1 r1tifEuf
than cwad+tnarke y t(umber. Ail,corne Hors i retyt lay: i { should bernadg` fiau` uin of 2-1o"d nails. Al! trubses 2SSCSf1]er
OntCe fer or IeSS. A l multi -ply i; F.i
trusses ;f.ould t corm teci to ether.ir. actor- . dal7 G VJit'
l Ci@S!_ LraV'JInC S' prlOr.tO rn taiiatio ?, TRUSS STORAGE vriiJT10N
Trilsses should
not be.' unloadad on rough
terrain or un ever, surfacaQ which
could cause damage to the
truss. t"ytj'1741
Y' - II RNl G.,DoIo bre a(I dlr IrliCll rnstatYafiort '' 'r .l 'P.YI>z°M y beglns Ca
Ire.,65should;xei-d I i an'ry'in"g'
e
Frame1
j or less or less
Tag Approximately Approxima atly Tag
Line" truss length 1/2 truss length Line
Truss spans less than 30'. Llftif
the 1
Spreader Bar attat
sling
Toe In 1 .—Toe In etc.
Less than or equal to 60'
Spreader Bar
Toe In
Less than or equal to 60'
12' `: N EL;IzIDIN NTGI
K kt anny?41S '4z ,J r1§sb I. ?Pae It Ir
Strongback/
SpreaderBar
Tag
Line
Strongback/
SpreaderBar
LGROU'I!D BR' C1. G "BUILDI1VC"EXTFMI R
Plan \
r
Blocking '
Ground Brace
Verticals (GBV)
Typical horizontal tie member With
multiple stakes (HT)
jr"russ of bra,
cup of truaee
EB)
Frame 2
12
4 or greater
G 400GNella,lh,TOP
H
CHORD
II' hlhl,I QMWIMUM r ,6„111 ItlATERAY.'E ACE°j
DIAGONAL BRACE
SPACINGh +
SPAN.
7
flfll I I, pM1PITCHgh i J,, imlf qf"p q iSPACIFIGLBr)y
DB
II NI S)
h''G°! #trussesi„C4,kifu b":Iw', I, f flf,il hx6t I: yrb"'tiehi4!ti*'
U to 32' 4/12 8'1 20 1 15
Over 32' - 48' 4/12 6' 10 7
Over 48' - 60' 4/12 15' 6 4
Over 60' See a registered professional engineer
n5'?
o \ `•
tip I. t I Y, . fi
Topchords that are laterally braced can buckle / N,.r• ,'•
togelherand cause collapse if theta lano dingo- i i• yp5 1 6 I,.
nal bracing. Diagonal bracing should benailed ffy
to the underside of the lop chord when purline / \' ti'
r
Ijl` q [• ,firareattachedtothelopaideofthetopchord.
r.i WARNING: Failuretofollo,4theserecoM
severe personal injury or.darnage to,trusses
TOP CHORD
4 MIPdIMUNf TOPCHORDif"iil,li,l DIAGONAL BRACEliII ; ".:
I PITCH iii 11 °ili LQ rERAL BRACE SPACING (DB)
SPAN IDIFFERENCE trusses] SPACMG(LBS):I!
SP DF. SP..F/HFucto28' 2.5 7' 1 17 12
Over 28' - 42' 3.0 6' 9 6
Over 42' - 60' 3.0 5' 1 5 3
Over 60' See a registered professional en I eer
Jr - uouglas t-Ir-Larch
iF - Hem -Fir
Continuous Top Chord
Lateral Brace
Required r
10' or Greater
L
Attachment
Required -
SP - Southern Pine
SPF - Spruce -Pine -Fir
All lateral braces
lapped at least 2
trusses.
ur - u.ouglas rjr-Larcn SP - Southern PineHF - Hem -Fir SPF - Spruce -Pine -Fir
All lateral braces
lapped at least 2
trusses.
Continuous Top Chord
Lateral Brace
Required
10" or Greater
K
Attachment
Required --/
PiTCFU;TRUSS
oulC reSLI1 I; -I
has,
12 i
Top chords that are laterally braced can buckie
I togetherandcausecollapse ifthere isnodiago.
Gj nal bracing, Diagonal bracing should be nailed
ry tothe underside of the fop chord when purlins
are attached to the topaide of the top chord.
SCISSORS TRUSS I
Frame 3
4SPFm, LT LIS
it I i14J, isp/
uussbracin
eacl gpMo
IIII I,I
I I'I!I
NI I I
I,I,
I+
I i TOP'G ORk7 I TOP C ODgotl `Oe ''I RAC ,
N
H F,!i'i0111
Up to 32' 3 81 16 10
Over 32'- 48'1 42" 1 6 1 6 4
Over 48'- 60'1 48" 1 51 4 - 22
Over 60' 1 See a registered professional engineer
DF 7 Douglas-Fjr-Larch SP - Southern Pine..-
HF -Hem Flr -,:Sprbc&-Pine-Fi
65
7'
7—
v- E . ....
The ,end :;,!,-l,*,jl
for cantilevered
trusses must
plplace,ci on verticaly W im w
e " f" -, the
support: tit VO F
NOTICE "I" PgCH Nil
Top
chords that are laterally braced can buckle togetherand
cause ollapse ifthere lano diago• nal
bracing. Diagonal bracing should be nailed fothe
underside ofthe top chordwhen purlins are attached
10 the topside of the top chord. I A- 1
4. I% O
l
NJ
Ai 41.
IM
MOa
O"P.
M1
Tk
114, —XIIIZU
Mill 3. - Continuous L
Top
Chord H 0Rr & Lateral Brace
Req uired
tl Topchordsthatarelaterallyracanbucklll ;J.. M togetherand
cause
collapse Itthere isno diago. 10' or G reate nalbracing.
Diagonal bracing shouldbeno led to the
underside of the top chord when p rlin are attached
to the topside of the top Attachment Y.
Required im-,
zA
11.11 ....... I. . W. essi
7
SP
J
3.0
or
greater V Continuous
jr
aril'
u4
Top Chord j Lateral Brace
Required 10" or
Greater
H i Attachment
eq-
jlrea Q".
R W-, 4,
I , 4 .i L % 4i^ rrfii d +
4 w 4 Ild III, i
Iloa,, 1 7SPANN ',MA ,GY
I ! ! f dII! t
I itI I r
i l i:1lf ill;([II
f!IIFIIMUM!
CH tll1
HPh41 ! F I,Iil Fl4:
h I, e, IiIu4! i t HI • u yFIhaUhml1;'
ATOP l CHOR
TERAL BRACE
SPACINGlLBS}
PIusx':$N" t" ,
TOP C O KII.
Mang CEiishmalRIM, , SP 'CING:! DBSy'
h[#`trussesj,l
SP-DF I SPF HF
U 20 24' 3/12 8'1 17 1 12
Over 24' - 42' 3/12 7' 10 6
Over 42' - 54' 3/12 1 6' 6_14
Ut- - Uouglas Fir -Larch SP - Southern Pine
HF - Hem -Fir SPF - Spruce -Pine -Fir
Diagonal brace
also required on
end verticals.
Top chords that are laterally braced can buckle
togetharand cause collapseifthere !anodiago-
nnlbracing. Di8gonal bracing should be nailed
tothe Underside of the top chord when purling
are attached to the topside ofthe top chord.
iUtONGTF;USS''
R Y 9rt `F"YS+r `} M fyl Vi'• ` } ! 1 ".
k 'u,latlu;•4' , i i ,
r ri S"E
PLUMB
I
1
I
Truss 1
Depth
D(in) I
G'
gym yC° c \•
INSTALLATION TOLERANCESi j;
u D/ft ",
4" 1 '
2" 2'
4" 3' W1550 4'
1/4" 5'
1/2" 6'
3 4"
g'
9'
1 Lesser of
D/50 or 2"
14
Maximum
PlumbAisplacementLine
OUT -OF -PLUMB INSTALLATION TOLERANCES.
n
i xktr!',.',.f: a'• .'` „tk1A _ .he - atl>z, i fi.'u 4 -. . '.
Frame 6
L(In)
501' 1 4" 4.2'
00" 1 " 8.3'
150" 3/4" 12.5'
12
71
greater \ 8'
All lateral braces
lapped at len-s',
trusses.
Continuous Top Chord
Lateral Brace
Required
T
10' or Greater
Attachment
Required --
Bow
L(in)
Lesser of
L/200 or 2"
L(in) ,. L'200 L(fi)
200" 1" 16.7'
250" 1-1 /4" 20.8'
OUT -OF -PLANE INSTALLATION TOLERANCES.
MARONDA SYSTEMS WO: VALLEY SET TI: VT . QTYA
DESIGN INFORMATION
This design is for an Individual building
component and has been based an Information
provided by the ellenL The designer disel-Ims
any responsIbUlty for damages as a result of
faulty or tncorroet lnformauoo, specUlaUara
and/or design fumiehed to the true. designer
try the cticnt and the correctness oraccuracy
of tbLs Information as It may relate toa spe-
cificproject and accepts no responslbWty or
ucrclsn no control with regard to Fabrtra-
t1m handling• shipment and Installation of
tresses. This truss has been deigned as no
Individual building component In accordance with
ANSI/!PI 1-IW5 and NDS-97 tobe heorporate&
as tart of the building design by a Building
Designer treptered architect orpmfessiorml
engmeer). When reviewed for approval by the
building designer, the design loadings shown
must be checked to be sure that the data shown
are In ageemcot with the local building codes,
local climatic records for wind or am — )cods,
prgect speeUlauons or special applied Icods
Unless shown, truss has not been designed for
storage or occupancy leads. The design assumes
compression lards (top or bottom) are continu-
ously braced by sheathing unless otherwise
specUlc& Where bottom chords in tension are
not fully traced laterally by a Property applied
rigid ceUing, Uicy should be braced at a
m-from nspacing of I0'-0- a.e. Connector
plate shall be manufactured from 20 gauge hot
dipped galvanized steel meeting ASTM AGM.
Grade 40, ulna otherwise shown.
FABRICATION NOTES
Prior to fabrication. the fabricator shall review
this drawing to verify that this drawing Is in
conformance with the fabricate. plansand to
rcahre a comtmulmg responsibility for such verb
noation. Anydbuepantles are to be put In
writing before cutting orfabrication.
Plates shall not be Installed over knotholes.
knots ordislortcd grain. Membersshall be cut
for Light fitting wood to wood tearing. Can-
meetor platesshall be bated on bothham of
the vuss with nails fully imbedded and shall be
sym. about thejoint unless otherwise shown. A
Sx4 plate to 5- wide It 4' long A 6xS plate b Ir
wide x 87 long Slots (holes) runparallel to
the plate length speNled. Double cuts on web
members shall meetat the eentmid of the webs
unless otherwise shown. Connectorplate sizes
are minimum sizes based an the forces shown
and may need to be racmased for 4ertain hand.
lugand/or uection stresses. This loos is not
I. be fabricated with lire retardant treated
hrmber unless otherwise shown. Foradditlonal
Information on Quality Conbd refer to
ANSI/IPI 1-1995
PRECAUTIONARY NOTES
AD bracing and erection recommendations are
to be followed in accordance with -Handling
Installing & Bracing. HIB-91. Trusses are tobehandfedwithparticularareduringbanding
and bundling delivery and tnstaUatI n to avoid
damage Temporary and permanent bracing
farholdingtrusses in a straight and plumb pos-
Won and for reslstrng lateral forces shall be
designed and installed byothers. Carefulhand-
Ung Is essentialand erection bracing b always
required. Normal preauthm iy action for
trusses reWbrs such temporary bracing during
hxstalLstion between b-- to avold toppling
wed dornmoing. The sup—lblon of aeetlan of
trusses shall be under the control ofpersons
c:xperieeed in the installation of trusses.
Professional advice shall be sought If needed.
Concentration of construction loads grater
than the design bads shall not be applied to
trusses at anyUmc. No Loads caber than the
weight of the erectors shall be applied to
trusses until after all fastening and bracing
I, completed
MONO VALLEY
VALLEY TRUSSES
COMMON VALLEY
VALLEY TRUSSES ITYP
SUPPORTING TRUSSES
11 II II
SUPPORTING TRUSSES
ii u
TYP.) II IIVALLEYAREA
SUPPORTING TRUSS
VALLEY TRUSSES (TYP.)
COMMON OR GIRDER
COMMON TRUSSES (TYP.)
VALLEY STRAPPING TO TRUSS BELOW USING
MSTA12 @ 4' O.C.
VALLEY TRUSSES CAN BE CANTILEVERED UP TO
TWO FEET.
IF LESS THEN 3.0.0 THEN MOVE
DIAGONAL WEB TO NEXT PANEL.
i) WHEN DIGAONAL WEB PRESENT USE 4X8 PLATE
1) WHEN NO DIAGONAL WEB PRESENT USE 2X4 PLATE
2x4 # 2x4
OR 5x6 OR
46 316 VALLEY MEMBERS AT
DIAGONAL WEBS t 4x6 3x6
46 24 - O.C. (TYP)
OR
REQUIRED WITH SPANS 2:4
3x6GREATERTHEN28-0-02x4 prf* VARIES
2x4 4 , UP TO f
t20.0.1
axe 2x4 2x4 2x4 2x4 4x10 2x4 axe 2x4 2x4 1.6
3x6 OR 316 OR
2x4t4x6ORt418
MAX. 6.0.0 O.C. (TYP) 2x4
MAX. 6.0.0 O.C. (TYP)
MAX TRUSS SPACINGti1111" BELOW 4e • O.C.
1.4 SPANS UP TO 60-0-0 I
TOP CHORDS: 2X4 SP #2 IT IS NOT REQUIRED TO SHEATH TRUSSES
BOT CHORDS: 2X4 SP #2 BELOW VALLEY SET. VALLEY MEMBERS
WEBS: .2X4 SP #3 PROVIDE ALL NECESSARY TOP CHORD BRACING.
VALLEY MEMBERS TO BE SET TIC MUST BE CONTINUOUSLY BRACED BY ROOF
PERPENDICULAR TO TRUSSES BELOW. SHEATHING UNLESS NOTED OTHERWISE.
WHEN VALLEY MEMBERS ARE NAILED DIRECTLY TO TRUSS
TOP CHORDS USE (2) 16D NAILS PER INTERSECTION, OR TWO
FEET ON CENTER. WHEN BELOW TRUSSES ARE SHEATHED
FIRST USE (2) 10d NAILS OR (1) 16d NAIL PER INTERSECTION ,
OR TWO FEET ON CENTER.
2x4 BRACING NAILED FLAT TO EDGE OF WEB WITH 12d NAILS AT
8' O.C. OR A SCAB OF THE SAME DIMENSION AND GRADE AS
WEB; NAILED TO FACE (S) OF WEB WITH 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 TL20 GA =, FED PER ANSMI 1-1995 Cont. Support Studs (jD 6-0-0 ox.
Maronda Systems
4005 MARONDA WAY
SANFORD, FL. 32771
407) 321-0064 Fax (407) 321-3913
TOMAS PONCE P.E.
LICENSE #0050068
1890 OREENOROOK CI'.OVIFDO.F L32r66
Design: Afatrir Atadysis
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 ear slmUar bracingwhichIsapartofthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. BracingshownIsfarlateralsupportoftrussmembersonlytoreducebucklingIengUt. Provisions must be
made to anchor lateral bracing at ends and spmffied locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB•91 of TPII.
Trluss Plate Institute, TPI. b located at 583 D'Onofdo Drive. Madison. Wisconsin S3719).
JOB PATH: C:I7:':'F.•1.0XU0BSCA;,'1-.' I, ..':::BS
Eug. Job:
Dwg:
Dsgnr: TLY Cbk:
WO* VA LE
Truss ID: VT
Date: 4-1.1-01
TIC Live 16.0 psf DurFae - Lbr: 1.25 '
TC Dead 7.0 psf DurFae - Pit- 1.25 •
11C Live 0.0 psi O.C. Spacing: 24.011
BC Dead 2.0 psf Design Criteria: TPI
Code Desc:
TO'V&L 25.0 psr V:06.29.00- 8302- 37
UrX- fY 77M
HIP B MARONDA SYSTEMS WO: HIPDETAIL
DESIGN INFORMATION
This design is for an Individual bu8dbng
component and has bean bused on W.mn.Uon
provided try the client. The designer disclaims
any respoosamq• far danrase.... esalt or
faulty or Incorrect bdonnatlon, speclllcotmn
and/or designs furnished to the Ines designer
by the client And the correctness or accuracy
err this Infamatoa. as n may rebte W a spo-
cdk project and accepts no tesponsibMly or
terebo no control -f b regard to fabrta-
lbn. hundlI ng. shipment and Instalbtion of
I t. This lhuse Imes been dealgned as an
badivldual building component In accordance with
ANSIrM 1.1995 and NDS-97 to be b, pirated
es part or the buildingdesign I.ya Sanding
Dnlgner Iregrbtered arehneet.•r prolessloml
engtncer). When reviewed for nppro,al by the
building designer• the design hadinga shown
most be checked to be sure U,.,t the data shown
are In agreement wilh the local building codes.
local climaticrecords for wind orsnow lords.
project speelflotlorn -special applied toads.
Unless shown, truss has not been destgicd for
storage or occupancy loads. The design assumes
eompressbn chords (top or bottom) are conUnu-
sly broad by sheathing unless othena-b.
spee0led. Where bottom chon la In tension are
not fully braced Literally by a properh• applied
rWd aWng, apthey should be broad at a
madmum acb,g of 10'-0' o.c Connector
plates shall be manufactured horn 20 gauge hot
dlppcd gahant:ed steel meeti,4 ASTlt A 653,
Grade 40. unless ot.enwe show.
FABRICATION NOTES
Prior to fabrlcaUon, the fabrle,tor shall review
this dmainng to henry that this drawing b In
mnfom once w11h the labrfalnes plus and to
reable a continuing responsfbnlay for such ice,
nmt1on Any d6acpando we to be put In
lung before culUng or (abriatlon.
Plates shall not be bnstnt ed or er knotholes.
knots or distorted grain. Men.bers shall be cut
for U15it tldng woad to wood hearing. Con-
nect., pinto elan be bowled on hnnh faro or•
Une truss with nags fully Imbedded and shall be
sym. about thejotnl unless olhenvise sbown. A
5x4 plate B 5- wide x 4- long. A 6sS plateb 6'
wide x lr long. Slots tholes) .nn paralk:l to
the plate length specified. Donhle —is on web
member shall meet at the -..hold of the webs
unless otherwise shmvn. Connector plate sues
are minbnwn 311cs based on to maces shoum
and may need to be Increased (or centabn hand-
Un.g and/or c"'I1"n snore. This truss b not
to be fabricated with tire reta,nbnl treated
lumber unless vUern be shown. For additional
Wonruuon rot Quality Control reicr to
ANSI/Tvl t-1995
PRECAUTIONARY NOTES
NI bandng and creetton recon.mendallons are
to be follmrcd In accordance ..ith'Handitng
WbhWng A Braclnf• HID-91. Trusses are to
be hurdled with parUeutar core during banding
and bundlb% deth,c y and mstaUaUen to .,old
damage Tanponq• and penau,ent bnctng
I- holding musses lo a straight and plumb pcs-
Won and for resbtb,g lateral bases shall be
designed and Installed by others. Careful hand -
Unitb r tIal and erection bracingIs ohSys
required. Normal precautionary action for
trusses requires such lempointy bracing during
bstall.Uon between trusses to arold loppUng
and doahahotng. The ..penis'"' of chador of
tnsso shall be under the contn4 of pcnons
experienced in the I clan um, of trusses.
Professional advice shall be sought If needed.
ConecntroLim, or cars".1.1 n bads greater
than the deslgh, bails shall not be applied to
Intsso al nay Wass. No herds other tan the
weight r•ftheerectors slut Ir. appled to
brasses hnn,w aver au lasterrohg an.l laadngiscmnpkrcd.
HIP GIRDER
2X
OF
TI: HIP QTY:1
BLOCKING ADDED TO TOP CHORD
STEP HIP TRUSSES TO SHORTEN.
OSB" NOT TO EXCEED 24"O.C.
0 BE NAILED TO TRUSSES w/
12" ON CEN. STAGGERED
PRE-ENG'D TRUSS
TOP WALL OF BUILDING
TYPICAL BLOCKING ll ®R S l EA JL J/- J+l I V V.Jr ONV STEP HIPSIPS
WARNING: READ ALL NOTES ON THIS SHEET. Eug. Job: V7 HIPDETAILMarondaSystemsACOPYOFTHISDRAWINGTOBEGIVENTOERECTINGDwg: Truss ID: HIP
CONTRACTOR. Dsgnr: TLY Chk: Date: 10-20-00
4005 MARONDA WAY BRACING WARNING: TC .Live 16.0 psf DurFac - 0 ' 1.25-
SANFORD, FL. 32771 Bracing shwas on thli dm,vingis urd "'Ilion bmdnq, wind bracing portal brarjnp• or'lamb, brndngwhfebIsapartofthebuildingdesignanda•Itkh must be tonslden_J by the building deslgner. Bracing fC Dead 7.0 psF DurFae -Pit: 1.25
407) 321-0064 Fax (407) 321-3913 shorn b for klcml support d crux member mash• In induce bucWi,g length. RmUlmn must be 13C Live 0-0 pSC-C- SpaCi119: 24.0" TOMAS PONCE P.E. made to anchor lama) bracing at ends and specUMd IaesUons determined by the buUdb,g destggnmr. ADBSIddltloaslbracingofthemera9structuremar1.required. IS- 1nB-91afTP0. BC Dead 10.0 psi g Il Crlterla; %PI LICENSE p0050068 1990GREM0R00KCr.l7V1eDG.
FLs77sa Vrvss Plate Institute. TPI• is heated at 533 D'Ont4do Dtve Madison. W13consln 5371% Code Desc: TOTAL 33.0
sf 558no!Fn: - 29 MorrisAna/ribJO, T.•112• Cai._FLOtVORSCarGI: LJY,UODS
JB: GEORGETOWN A 4AC:
DESIGN INFORMATION
This design is for an individual budding
component and has been based on Information
provided by the client. The designer disclaims
any responsibility for damages as a result of
faulty orIncorrect tnforwtion, specifications
and/or designs furnished tothe truss designer
by the clientand the correctnessor accuracy
of this tnfonnation as it may relate to a spe-
cific prgeci and accepts no responsibility or
exercises no control with regard to fabrics.
tion, handling, shipment and Installation of
Dusses. 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 Budding
Designer (registered architect or professional
cnglneerl. 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 Inds,
Project specifications or special applied loads.
Urdu shown, truss has not been designed for
storage or occupancy loads. Thedesign assume
compression chords (top or bottom) arc continu-
ously braced by sheathing unless otherwise
specified. Where bottom chords In tension arc
not fully braced literally by a prop" applied
rigid telling, theyshould be braced at a
rna_dmum spacingof IV-(r o.c. Connector
Plates shall be manufactured from 20 gauge hot
dipped galvanized 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
conforrnance with the fabricators plans and to
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 fittingwind to woodbearing. Con.
nector plates shall be located on both face 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-
wldex 8' long. Sk L% (holes) nun parallel to
the plate length specified. Double cuts an web
members shall meet at the centrvld of the webs
unless otherwise shown. Connector plate sizes
are minimum slzcs based on the forces shown
and may need to be increased for certain hand-
ting and/orerection 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
tobe followed In accordance with'Handling
Installing Q 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 -
Man and for resisting lateral forces shag be
designed and installed by others. Careful hand-
ling is essential and erection bracingis allays
required. Nornal precautionary action for
trusses requires such temporary bracing during
Installation between trusses to avoid toppWganddominoing. The supervision oferection of
trusses shall be under the control of personsexperiencedintheinstallationoftrusses.
Professional advice shall be sought if needed.
Concentration of construction loads greater
than the design Inds shag not be applied to
trusses at any time. No bads other than the
weight of the erectors shall be applied to
trusses until after all fastening and bracing
Is completed.
TOP CHORDS: 2x4 SP #2
BOT CHORDS: 2x4 SP #2
WEBS: 2x4 SP #3
WEDGES: 2x4 SP #2
PROVIDE UPLIFT CONNECTION PER SCHEDULE:
Support 1 57#
Support 2 92#
MAX LIVE LOAD DEFLECTION:
L/999
L=-0.40" D=-0.42" T=-0.82"
MAX HORIZONTAL TOTAL LOAD DEFLECTION:
T- 0.59"
MAX HORIZONTAL LIVE LOAD DEFLECTION:
T= 0.29"
RMB - 1.15
9-9-2
0-4-7
WO: GT2A4 WE:
MULTIPLE LOADS -- This design is the
composite result of multiple loads.
All COMPRESSION Chords are assumed to be
continuously braced unless noted otherwise.
Wind Case- ASCE 7-98, MWFRS/C&C, V=125 mph,
h = 15.0 ft, I - 1.00, Exp.Cat.-B, Kzt = 1.0
Bldg Type= L= 50.0ft, W= 36.Oft, Truss
in END zone, TCDL= 4.2psf, BCDL= 6.0psf
PROVIDE HORIZONTAL CONNECTION PER SCHEDULE :
Support 1 244#
TI: A 9TY:3
Joint Locations===-====
1) 0- 0-0 5) 23- 9-12 9) 26- 8-13
2) 6- 3- 1 6) 29- 7-15 10) 17-11- 8
3) 12- 1- 4 7) 35-11- 8 11) 9- 2- 34) 17-11- 8 8) 35-11- 8 12) 0- 0- 0
MAX. REACTIONS PER BEARING LOCATION-----
X-Loc Vert Horiz Uplift Y-Loc Type
0- 3-12 1186 -244 -57 BOT PIN
35- 7- 8 1233 0 -92 BOT H-ROLL
TC... FORCE CSI
1- 2 3629 0.73
2- 3 3431 0.74
3- 4 2546 0.53
4- 5 2546 0.53
5- 6 3439 0.74
6- 7 3640 0.71
BC ... FORCE ... CSI
12-11 3281 0.99
11-10 2956 0.77
10- 9 2959 0.77
9- 8 3292 0.98
Ilk 17-11-8 18-0-0
1 2 3 5 6 7
6 000 -600
4X6
3X8 "Au
3X8
3.00 -3.00
9-4-3
0-41-3
L
0-7
080
1k 174-0 174-0 11
1 11 101186# 7.50" 181
1233# 8.00"
35-11-8 1-0-0-0
EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 I R0 11-11)
scale = 0.1813
Maronda Systems
4005 MARONDA WAY
SANFORD, FL. 32771
407) 321-0064 Fax (407) 321-3913
TOMAS PONCE P.E.
LICENSE #0050068
1890 GREENBROOK CT.0NEDOXI-32766
Design: Marrir Analysts
VVAKNING: 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 bruchtg or similar bracingwhichIsafartofthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. Bracingshwaisforlateralsupportoftrussmembersonlytoreducebucklinglength. Provisions must be
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 ofTPO.
rfhus Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719).
JOB PA77l: C:ITP.£-L0K1J08SIL77A4
Eng. Job:
Dwg:
Dsgar: 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
Truss ID: A
Date: 1-09-02
DurFac - Lbr. 1.25
DurFac - Pit: 1.25
O.C. Spacing: 24.0"
Design Criteria: TPI
Code Desc: FLA -
HCS: 11.28.01
DESIGN INFORMATION
7hl3 design Is for an Individual building
component and has been based on Information
provided bythe client. The designer disclabns
any responsibility for damages as a result of
faulty or Incorrect Information, speciDotbns
and/or deslgtu furnished to the truss designer
by the client and the correctness or accuracy
ofthis information as It may relate to a spe-
cglc project and accepts no responsibility or
exercises no control with regard to fabrica-
tion. handWi& 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 cafes•
local climatic records for wind or snow loads.
Project speciflotions or special applied loads.
Unless shown. truss has not been designed for
storage oroccupancy foods. The design assumes
compression chords (Lop or bottom) are conttnu-
ously braced by sheathing unless otherwise
specified. Where bottom chords In tenslon arc
not fully braced laterally by a properly applied
rigid ceiling• they should be braced at a
maximum spacing of 101-0' o.c. Connector
plates shall be manufactured from 20 gauge ha
dipped gahanized steel meeting ASfM A 653. Crade 40. unless otherwise shown.
FABRICATION NOTES
Prior to fabrication• the fabricator shall review
this drawing to verify that this dmw•bng is In
conformance with the fabricators plans and to
realize a continuing responsibilityforsuch veri-
fication. Any discrepancies are to be put in
writing before cutting or fabrication.
Plates shall not be Installed ever knotholes,
knots or distorted grain. Members shall be col
for Ught Ailing woof to wood bearing. Con- nector plates shall be located on both faces of
the truss with nags fully imbedded and shall be
sym. about the joint unless otherwise shown. ASx4plateIs5' wide x 4- long. A &c8 plate is 6'
wide x 9- long. Slots (holes) run parallel totheplatelengthspecified. Double cuts on web
members shag meet at the centrold of the webs
unless otherwise shown. Connector plate sizes
arc minimum sizes based on the forces shown
and may need tobe Increased forcertain hand-
ling and/or erection stresses. This taus 13 not
to be fabricated with Me retardant treated
lumber unless otherwise shown. For additional
Information on Quality Control refer to
ANSI/TPI 1-1995
PRECAUTIONARY NOTES
All bmcmg and erection recommendations are
to befollowed In accordance with -Handling
Instating & Bracing'. 11IB-91. Trusses arc to
be handled with particular orc duringbinding
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 shag be
designed and Installed by others. Careful hand-
ling Is essenual and erection bracing is always
eqrubed. Normal precautionary action for
trusses requires such tempomry bracing during
Installation between trusses to avoid toppwg
and dommong. The supervision of erectionof
trusses shall be under the control ofpersons
experienced In the Installation of trusses.
Professional advice shall be sought If needed.
Concentruln ofconstruction loads greater
than the design loads shag not be applied to
trusses at any time. No Inds other than the
weight of the erectors shall be applied to
trusses until after all fastening and bracingIscompleted.
IB: GEORGETOWN A 4AC:
TOP CHORDS: 2x4 SP 2
2x4 SP 1 D 1,4
BOT CHORDS: 2x4 SP 2
2x4 SP 1 D 1,4
WEBS: 2x4 SP 3
PROVIDE UPLIFT CONNECTION PER SCHEDULE:
Support 1 57#
Support 2 57#
MAX LIVE LOAD DEFLECTION:
L/999
L=-0.37" D=-0.40" T=-0.77"
MAX HORIZONTAL TOTAL LOAD DEFLECTION:
T. 0.56"
MAX HORIZONTAL LIVE LOAD DEFLECTION:
T. 0.27"
RMB = 1.15
9-4-3
0-4-7
Tr
I
0-7
WO: GT2A4 WE:
MULTIPLE LOADS -- This design is the
composite result of multiple loads.
All COMPRESSION Chords are assumed to be
continuously braced unless noted otherwise.
Wind Case- ASCE 7-98, MWFRS/C&C, V-125 mph,
h - 15.0 ft, I - 1.00, Exp.Cat.-B, Rzt - 1.0
Bldg Type- L- 50.0ft, We, 35.8ft, Truss
in END zone, TCDL- 4.2psf, BCDL= 6.Opsf
PROVIDE HORIZONTAL CONNECTION PER SCHEDULE
Support 1 243#
TI: Al 9TY:4
eJoint Locations===============
1) 0- 0 0 5) 23- 9-12 9) 26- 8-13
2) 6- 3- 1 6) 29- 7-15 10) 17-11- 8
3) 12- 1- 4 7) 35- 9- 8 11) 9- 2- 3
4) 17-11- 8 8) 35- 9- 8 12) 0- 0- 0
MAX- REACTIONS PER BEARING LOCATION-----
X-Loc Vert Horiz Uplift Y-Loc Type
0- 3-12 1183 243 -57 BOT PIN
35- 8- 4 1179 0 -57 BOT H-ROLL
TC... FORCE ... CSI
1- 2 -3742 0.86
2- 3 -3494 0.69
3- 4 -2565 0.52
4- 5 -2565 0.52
5- 6 -3472 0.71
6- 7 -3711 0.93
17-11-8 17-10-0
1 2 3' 14 5 6
0
4X6
3.00 -J L 3.00
BC ... FORCE ... CSI
12-11 3372 0.92
11-10 2986 0.77
10- 9 2978 0.77
9- 8 3339 0.95
94-3
0-5-3
14AD
I06-0
1 174-0 174-0
1 11 10 9 81183# 7.50"
1179# 2.50"
re 35-9-8 _I
EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSl1TPI 1-1995
Lmaronda Systems
4005 MARONDA WAY
SANFORD, FL. 32771
407) 321-0064 Fax (407) 321-3913
TOMAS PONCE P.E.
LICENSE #0050068
1890 OREENBROOK CF.OVIEDO.FL32766
WfAKNING: READ ALL NOTES ON THIS SHEET.
A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING
CONTRACTOR.
BRACING WARNING:
Bncing shown on this drawing Is not erection bracing, wind bracing. portal bracing or similar bracingwhichIsapartofthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. Bm ingshownIsforlateralsupportoftrussmembersonlytoreducebucklinglength. Provisions must bemadetoanchorlateralbracingatendsandspecifiedlocationsdeterminedbythebuildingdesigner. Additional bracing of the overall structure may be required. (See HIB-91 ofTPII.
Truss Plate Institute. TPI, Is looted at 583 D'Onofrio Drive. Madison. Wisconsin 53719).
scale = 0.1872
Eng. Job: WO: GT2A4
Dig: Truss ID: Al
Dsgnr: TLY Chet: Date: 1-09-02
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: 24.011
BC Dead 10.0 psf Design Criteria: TPI
Code Desc: FLA , -
TOTAL 33.0 psf V:12.03.01- 12A7d- AA
moo rnur. LC11ra-LVAVVOJIV1LA4 HCS: 11.28.01
JB: GEORGETOWN A 4AC: WO: GT2A4 WE: TI: A3 QTY:1
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 6) 24- 5-12 11) 18-11- 8componentandhasbeenbasedonInfomwtlonWEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 5-11- 1 7) 29-11-15 12) 17-11- 8presidedbytheclient. The designer disclaims WEDGES: 2x4 SP #2 continuous) braced unless noted otherwise. 3) il- 5- 4 8) 35-11- 8 13) 16-11- 8anyresponsibilityfordamagesasaresultofy
faulty or Incorrect lnformation.spectBcatlons Wind Case- ASCE 7-98, MWFRS/C&C, V-125 mph, 4) 16-11- 8 9) 35-11- 8 14) 8- 8- 3
and/ordesigns furnished tothe truss designerPROVIDE UPLIFT CONNECTION PER SCHEDULE: h - 15.0 ft, I e 1.00, Exp.Cat.-B, Kzt - 1.0 5) 18-11- 8 10) 27- 2-13 15) 0- 0- 0 bytheclientandthecorrectnessoraccuracySupport169# Bldg Type. L. 50.0ft, W= 36.Oft, Truss ----MAX. REACTIONS PER BEARING LOCATION----- ofthis informationasItmayrelatetoaspe- Support 2 107# in END zone, TCDL= 4.2psf, BCDL- 6.Opsf X-Loc Vert Horiz Uplift Y-Loc Type cgic projectandacceptsnoresponsibilityorMAXLIVELOADDEFLECTION: PROVIDE HORIZONTAL CONNECTION PER SCHEDULE exercises0- 3-12 1185 -232 -69 HOT PIN no controlwithregardtofabdea- L/999 Uon, handling, shipment and Installation of Support 1 232# 35- 7- 8 1233 0 -107 BOT H-ROLL trusses. ThistrusshasbeendeslgnedasanL--O. 39" D=-0.40" T--0.79" individual bullding
component inaccordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: .. TC ... FORCE... CSI ..BC ... FORCE... CSI ANSI/TPI1-1995 and NDS-97 to be incorporated T- 0, 58" 1- 2 -3616 0.71 15-14 3264 0.98 as part (registered architect
or professional the buildingdesignbyesBuildingDesignerr(regtMAX HORIZONTALLIVELOADDEFLECTION: 2- 3 -3453 0.68 14-13 3023 0.81 engineer).T= 0.
28 When reviewed forapprovalbythe3- 4 -2687 0.54 13-12 2374 0.69 building designer. the
design loadings shown RNID 1.15 4- 5 -2445 0.36 12-11 2375 0.69 must be checkedtobesurethatthedatashown5- 6 -2687 0.54 11-10 3026 0.81 are in agreementwiththelocalbuildingcodes. 6- 7 -3461 0.67 10- 9 3276 0.97 local egrtnallc recordsforwindorsnowbads. 7- 8 -3627 0.70 pruject spectilcations orspecialappliedloads. Unless shown, thus
has not been designed for storage or occupancy
Inds. The design assume compression chords hop
or bottom) 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
1(y-W o.c. Connector 16-11-$ 2-0-0 17-0-0 plates shall bemanufacturedfrom20gaugehotIlkdippedgahanlzedsteel
meeting ASTM A 653. 1 2 3 G 7 Crude 40. unlessotherwiseshown. 8 6.00 FABRICATION
NOTES -TO-0-1 5X85X8 Prior
to fabrication, the fabricator shag review this drawing to
verify that this drawing Is in conformance with the
fabricators plans and to - reallze a continuing
responsibility for such vert- fication. Any discrepancies
art to be put in writing before cutting
or fabrication. 3X4 3X4 Plates shall notbeinstalledoverknotholes. 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 na113
fully imbedded and shall be 9 32 sym. about the jointunlessotherwiseshown - A 6X8 8-10-3 5x4 plate is 5'
wife x 4' tong. A 6x8 plate is 3X4 3X4 6X8 wide x 8' long.
Slots (holes) run parallel to the plate length specified.
Double cuts on web 5X6 members shag meet at
the centroid of the webs unless otherwise shown. Connector
plate sizes 04-7 6X8 6X8 0 4-3 are ram m sizesbasedtheforshownandmayneeddto
be Increased dforcertain hand- lingand/or erection strasp.
This truss is not to be fabricated with fire
retardant treated lumber unless otherwise shamna . For
addltlol 4X6 4-4-04X6Inforn ulon on Quality Control referto3X8ANSI/TPI 1-1995 3X8 PRECAUTIONARY
NOTES All bracing and erection
recommendations are
to be followed In accordance with'
HandWrg Installing & Bmeing'. HIB-91. Trusses arc
to be handled with particular care during
banding and bundlin& 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 required. No., precautionary action for trusses
requires such temporary bracing during
lmtagaUon between trusses to avoid toppling
and dominoing. The supervision of erection
of trusses shall be under the control
of persons experienced In the Installation oftrusses.
Professional advice shag be sought B
needed. Concentration of construction loads greaterthan
the design leads shall not
be applied to trusses at any time. No loads
other than theweight of the erectors shag be
applied to trusses until after all fastening and
bracing is completed. 0-7 3.00
11 3.
00 080
174-0 174-0 11
1
14 13 1 11 ' 10
19 1186# 7.50" 1233N 8.00" 35-11-8 1L, 'M-0
RO-1111-11) EXCEPTASSHOWN
PLATES ARE TL20CATESTEDPERANSI/TPI 1-1995 scale = 0.1813 Maronda Systems 4005 MARONDA WAY SANFORD,
FL. 32771
407) 321-0064
Fax (407) 321-
3913 TOMAS PONCE P.E. LICENSE #0050068
1890 OREENBROOK Cr.OVIEDO.
FL32766 WAKNING:
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 election bmctng, wind bracing, portal bracing or similar bracing which Is a part of thebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. Bracing shown Is for Lateral support oftrussmembersonlytoreducebucklinglength. Provisions must be made toanchor 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). puss Plate Institute. TPI, islocated
at 583 D'Onofrfo Drive. Madison. Wisconsin 53719). Eng. Job: WO: GT2A4 Dwg: Truss
ID: A3 Dsgnr: TLY
Clfk: Date: 1-09-
02 TC Live 16.0 psf DurFac -
Lbr. 1.25 TIC Dead 7.0 psf DurFac -
Plt: 1.25 13C 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:12.
03.01- 12875- d9 x... ......,., .+.....,., IV. rAln: L:UCC-LUAVUtlJILr1LA4
1ICS. 11.28.01
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, specUlcatlons
and/or designs hundshed to the truss designer
by the client and the correctness or accuracy
of this Information as It may relate to a epe-
clfic project and accepts no responsibility or
exercises no control with regard to fabrica-
tion. handling, shipment and Installation of
muses. This truss has been designed as an
Individual building component in accordance with
ANSI/IPI 1.1995 and NDS-97 to be Incorporated
as par of the building design by a Building
Designer (registered amlillect or professional
engtneeri. 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, owes 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 arc
not fully braced laterally by a properly applied
rigid "Hang, 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 ASfM A 653.
Grade 40. unless otherwise shown.
FABRICATION NOTES
Prior to fabrication. the fabric for shall review,
this drawing to verify that this drawing Is in
conformance with the fabricators plans and to
reallm a continuing responsibility for such vert-
fication. Any discrepancies are to be put in
waitingbefore cutting or fabrication.
Plates shall not be Installed over knotholes,
knots or distorted grain. Members shall be cut
for tight filling wood to wood bcaMg. Con-
nector plates shall be located on loth faces of
the trusswith 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. Slob (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 force shown
and may need to be increased for certain hand-
Ung and/or erection stresses. This truss is not
to be fabricated with fire retardant treated
lumber unless otherwise shown. For additional
Information on Quality Control refer to
ANSI/TPI 1-1995
PRECAUTIONARY NOTES
All bracing and erection recommendations arc
to be followed in accordance with -Handling
Installing & Bracing-, HIB-91. Trusses are to
be handled with particular care during banding
and bundling, delivery and installation to avoid
damage. Temporary and permanent bracing
for holding trusses in a straight and plumb pos-
Illon and for resbling 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 tnwes to avoid lopp((nganddominoing. The supervision oferection of
trusses stall be under the control of personsexperiencedintheinstallationoftrusses.
Professional advice shall be sought Ifneeded.
Con-ntmuon of construction bads 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: GEORGETOWN A 4AC:
TOP CHORDS: 2x4 SP 2
HOT CHORDS: 2x4 SP 2
WEBS: 2x4 SP 3
2x4 SP 2 3,4,6
WEDGES: 2x4 SP 2
PROVIDE UPLIFT CONNECTION PER SCHEDULE:
Support 1 108#
Support 2 68#
MAX LIVE LOAD DEFLECTION:
L/999
L--0.30" D--0.32" T--0.62"
MAX HORIZONTAL TOTAL LOAD DEFLECTION:
T- 0.40"
MAX HORIZONTAL LIVE LOAD DEFLECTION:
To 0.20"
RMB - 1.15
9-3-2
044-3
L
WO: GT2A4 WE:
MULTIPLE LOADS -- This design is the
composite result of multiple loads.
All COMPRESSION Chords are assumed to be
continuously braced unless noted otherwise.
Wind Case- ASCE 7-98, MWFRS/C&C, V=125 mph,
h - 15.0 ft, I - 1.00, Exp.Cat.=B, Rzt = 1.0
Bldg Type= L= 50.Oft, W= 35.8ft, Truss
in END zone, TCDL= 4.2psf, BCDL= 6.Opsf
PROVIDE HORIZONTAL CONNECTION PER SCHEDULE
Support 1 231#
TC... FORCE CSI
1- 2 2137 0.48
2- 3 1997 0.40
3- 4 1560 0.35
4- 5 1845 0.34
5- 6 2331 0.34
6- 7 2684 0.53
7- 8 3497 0.67
8- 9 3674 0.68
BC ... FORCE...CSI
16-15 1853 0.63
15-14 1631 0.47
14-13 1923 0.46
13-12 2254 0.58
12-11 3046 0.81
11-10 3324 0.95
TI: A4 QTY:1
Joint Locations===============
1) 0 0 0 7) 24- 6- 4 13) 17- 0- 02) 5- 3-15 8) 30- 0- 7 14) 14-11- 0
3) 10- 1- 8 9) 35-10- 0 15) 7- 8-12
4) 14-11- 0 10) 35-10- 0 16) 0- 0- 0
5) 17- 0- 0 11) 27- 3- 5
6) 19- 0- 0 12) 19- 0-'0
MAX. REACTIONS PER BEARING LOCATION-----
X-Loc Vert Horiz Uplift Y-Loc Type
0- 4- 0 1236 -231 -108 BOT PIN
35- 8-12 1174 0 -68 BOT H-ROLL
17-0-0 2-0-0 16-10-0 11
1 2 3 4 7 8 9
5X8 4X6
w JA9 exfs rs-s-U 5X6
f°- 74-8 3X8
12.00 I1 3.00
n
16 j5 1143- I1236# 8.00"
1-0-0
CCf) AfES (8) 2X4
35-10-0
EXCEPT AS SHOWN PLATES ARE TL20 CA TESTED PER ANSI/TPI 14995
Maronda Systems
4005 MARONDA WAY
SANFORD, FL. 32771
407) 321-0064 Fax (407) 321-3913
TOMAS PONCE P.E.
LICENSE #0050068
1890 GREENBROOK Cr.0VIEDOXI-32708
Design: Almrir Andlysis
WAKNING: 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 bracingwhichisapartofthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. Bracingshownisforlateralsupportoftrussmembersonlytoreducebucklinglength. Provblons must be
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 IIIB-91 ofMI.
fl' uss Plate ImIltute, M. Is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719).
JOB PATH: C.ITEE-L0KU0BSIG/7A4
11
Eng. Job:
Dwg:
Dsgnr: TLY Chk:
TC Live 16.0 psf
TC Dead 7.0 psf
BC Live 0.0 psf
BC Dead 10.0 psf
TOTAL 33.0 Dsf
8-10-3
0-5-3
TT
I
1175a 2.50"
scale = 0.1819
Truss ID: A4
Date: 1-09-02
DurFac - Lbr: 1.25
DurFac - Pit: 1.25
O.C. Spacing: 24.0"
Design Criteria: TPI
Code Desc: FLA -
HCS: 11.28.01
DESIGN INFORMATION
This dmlgn is for an Individual building
component and has been based on information
provided bythe client. The designer disclaim
any responsibility for damages as a result of
faulty or Incorrect InfornnUon. specifications
and/or designs furnished to the truss designer
by the client and the correctness or accuracy
ofthis InfomwUon 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/7P1 1.1995 and NDS-97 to be Incorporated
as partof thebuilding design by a Building
Designer Iregistered architect or professional
englncerl. 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 Berl building codes.
local c1lmaUc records for wind or snow loads.
pmject specNatlons or speclal 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 shathtng 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
maxtmum spacing of 10'-0' o.e Connector
plates shall be manufactured from 20 gauge hot
dipped galvanised steel meeting ASTM A 853.
Grade 40. unless otherwise shown.
FABRICATION NOTES
Prior to fabrication. the fabricator shalt review
this drawing to verify that this drawing is In
conformance with the fabrlcatoes plans and to
mahze a continuing responsibility for such veri-
ncalion. Any discrepancies arc to be put Inwritingbeforecuttingorfabrication.
Plates shall not be installed over knotholes.
knots or distorted grain. Members shall be cut
for tight ntting wood to wood bearing. Con.
nector plates shag be looted 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 fi long. skits (hots) run parallel totheplatelengthspecified. Double cute 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 tobe Increased forcertain hand.
Ungand/or erectionstresses. This truss is not
to be fabricated with fire retardant treated
lumber unless otherwise shown. ForaddlUonal
Information on Quality Control referto
ANSI/M 1.1995
PRECAUTIONARY NOTES
All bmeing and erection recornmendatioru are
to be followed In accordance with -Handling
Installing A Bmetng'. HIB-91. Trusses arc to
be handled with particular are during banding
and bundling. delivery and Installation to avoid
damage. Temporary and permanent bracing
for holding trusses In a straight and plumb pos-
Ition and for resisting lateral forces shall be
designed and Installed by others. Careful hand. ling is essential and erection bmcing is ahmys
required. Normal precautionary action for
trusses requires such temporary bracingduring
Installation between Uusses to avoid toppUng
and dommomg. The supervision of erection of
muses shall be under the central of persons
experienced In the Installation of trusses.
Professional advice shall be sought B needed.
Concentration of construction loads grater
than the design lads shall not be applied to
trusses at any tone. No lads other than the
weight of the erectors shall be applied to
trusses until after all fastening and bmcing
is completed.
JB: GEORGETOWN A 4AC:
TOP CHORDS: 2x4 SP 2
BOT CHORDS: 2x4 SP 2
WEBS: 2x4 SP 3
WEDGES: 2x4 SP 2
PROVIDE UPLIFT CONNECTION PER SCHEDULE:
Support 1 102#
Support 2 140#
MAX LIVE LOAD DEFLECTION:
L/999
L--0.40" D--0.42" T--0.82"
MAX HORIZONTAL TOTAL LOAD DEFLECTION:
T= 0.58"
MAX HORIZONTAL LIVE LOAD DEFLECTION:
T- 0.28"
RMB = 1.15.
8-3-2
0-4-7
0-7
WO: GT2A4 WE:
MULTIPLE LOADS -- This design is the
composite result of multiple loads.
A11 COMPRESSION Chords are assumed to be
continuously braced unless noted otherwise.
Wind Case- ASCE 7-98, MWFRS/CSC, V-125 mph,
h = 15.0 ft, I - 1.00, Exp.Cat.=B, Kzt = 1.0
Bldg Type. L- 50.Oft, W- 36.Oft, Truss
in END zone, TCDL= 4.2psf, BCDL= 6.0psf
PROVIDE HORIZONTAL CONNECTION PER SCHEDULE :
Support 1 204#
TC... FORCE ... CSI
1- 2 -3579 0.71
2- 3 -3488 0.62
3- 4 -2920 0.53
4- 5 -3198 0.49
5- 6 -3198 0.49
6- 7 -2921 0.53
7- 8 -3498 0.62
8- 9 -3592 0.70
BC ... FORCE ... CSI
16-15 3220 0.95
15-14 3139 0.78
14-13 2625 0.67
13-12 2626 0.67
12-11 3143 0.78
11-10 3234 0.94
TI: A5 9TY:1
Joint Locations=========e:====_
1) 0- 0- 0 7) 25- 9-12 13) 17-11- 8
2) 5- 3- 1 8) 30- 7-15 14) 14-11- 83) 10- 1- 4 9) 35-11- 8 15) 7- 8- 3
4) 14-11- 8 10) 35-11- 8 16) 0- 0- 0
5) 17-11- 8 11) 28- 2-13
6) 20-11- 8 12) 20-11- 8
MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type0- 3-12 1186 -204 -102 BOT PIN
35- 7- 8 1233 0 -140 HOT H-ROLL
14-11-8 6-0-0 15-0-0
1 2 3 5 7 8 9
6.00 6
5X8 2X4 5X8
3X8 'env
3X8
3.00 I 1 3.00
7-10-3
0-4-3
174-0 11 174-0 11
1 15 14 1 12 11 'lot1186# 7.50"
1234# 8.0011
f° 35-11-8 1-000
I Rp 11-11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 scale = 0.1813
Lmaronda Systems
4005 MARONDA WAY
SANFORD, FL. 32771
407) 321-0064 Fax (407) 321-3913
TOMAS PONCE P.E.
LICENSE #0050068
1890 GREENBROOg Cr.OVIEDO.FL32766
Design: Afafrfs Analysis
WAKNING: READ ALL NOTES ON THIS SHEET.
A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING
CONTRACTOR.
BRACING WARNING:
Bmcing shown on this drawing is not erection bmcing. wind bmcing, portal bracing or similar bracingwhichisapartofthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. BmcingshownIsforlateralsupportoftrussmembersonlytoreducebucklinglength. Pmvistonu most be
made to anchor lateral bracing at ends and specified locations determined by Lite building designer. Additional bmcing of the overall structuremay be required. (See 111B-91 ofTPI). rr-33 Plate Institute. TPI, is looted at 583 D'Onofrio Drive. Madison, \t'iscetnuln 53719).
JOB PA777: C:17EE-LOKVOBSIGnA4
Eng. Job:
Dwg:
Dsgnr: TLY Clik:
TC Live 16.0 psf
TC Dead 7.0 psf
BC Live 0.0 psf
BC Dead 10.0 psf
TOTAL 33.0 Dsf
Truss ID: AS
Date: 1-09-02
DurFac - Lbr: 1.25
DurFac -Pit: 1.25
O.C. Spacing: 24.0"
Design Criteria: TPI
Code Desc: FLA -
HCS: 11.28.01
JB: GEORGETOWN A 4AC: WO: GT2A4 WE: TI: A6 CITY:1
DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the =_=== _ =__ Joint Locations=====_______
This design is individualaninddual building BOT CHORDS: 2x4 SP #2 canposite result of multiple loads. 1) =0 0- 0 6) 25-10- 4 11) 21- 0- 0componentandhasbeenbasedonlnformationWEBS: 2x4 SP #3 All COMPRESSION Chords are asstmled to be 2) 5- 4- 5 7)' 30- 8- 8 12) 15- 3- 8providedbythecllenLThedesignerdisclaims2x4SP #2 3,4,5 continuous) braced unless noted otherwise. 3) 10- 2- 2 8) 35-10- 0 13) 7-11- 0anyresponsibilityfordamagesasaresultofWEDGES: 2x4 SP #2 Wind Case- ASCE 7- 98, MWFRS/C&C, V-125faultyorIncorrectinformation.specNcauons mph, 4) 15- 0- 0 9) 35-10- 0 14) 0- 0- 0
and/or designs furnished to the truss designer h = 15.0 ft, I = 1.00, Exp.Cat.-B, Xzt - 1.0 5) 21- 0- 0 10) 28- 3- 6
by the client and the correctness oraccuracy PROVIDE UPLIFT CONNECTION PER SCHEDULE: Bldg Type- L- 50.0ft, W= 35.8ft, Truss ----MAX. REACTIONS PER BEARING LOCATION ----- ofthis Information as it may relate to a spe- Support 1 141# in END zone, TCDL= 4.2psf, BCDL= 6.Opsf X-Loc Vert Horiz Uplift Y-Loe TypeclllcprojectandacceptsnoresponslbWtyorSupport2101# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE 0- 4- 0 1236 -203 -141 BOT PINexercisesnocontrolwithregardtofabric,' MAX LIVE LOAD DEFLECTION: lion, handling, shipment and Installation of Support 1 203# 35- 8-12 1174 0 -101 BOT H-ROLL
trusses. This truss has been deslgned as an L/999
Individual building component in accordance with L=-0.29" D=-0.30" T=-0.59" ..TC... FORCE... CSI ..BC... FORCE... CSI
ANSIrMl 1.1995 and NUS-97 Lobe Incorporated MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -2131 0.48 14-13 1848 0.63aspartofthebuildingdesignbyaBuildingT- 0. 35" 2- 3 -1986 0.42 13-12 1634 0.48Designeregistered
When
ct
for
professional
valbyth MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -1541 0.37 12-11 1569 0.45engineer). When reviewed for approval by the
building dmlgner, the design loadings shown T= 0.17" 4- 5 -2572 0.52 11-10 3162 0.87
must be checked to be sum that the data shown 5- 6 -2944 0.51 10- 9 3280 0.92areInagreementwiththelocalbuildingcodes. RMB - 1.15 6- 7 -3525 0.62localclimaticrecordsforwindorsnowloads,
project speclllcatlons orspecial applied leads. 7- 8 -3636 0.68
Unless shown, truss has not been designed for
storage or occupancy leads. The design assume
compression chords (top or bottom) are canUnu-
ously braced by sheathing unless otherwise
specified. Where bottom chords In tension are
not fully braced laterally by a properly applied
rigid "illn& theyshould be braced at a
maxlmum spacing of 10'-(- o.e Connector
plates shall be manufactured from 20 gauge hot
dipped galvanized steel meeting ASTM A 03. 15-0-0 6-0-0 14-10-0Grade40. unless otherwise shown.
1 2 3 6 7 8
FABRICATION NOTES
Prior to fabrication, the fabricator shall review -- 0
this drawing to verify that this drawing is in
conformance with the fabricators plans and to 5X8 4X6
reahze a continuing responsibility forsuch verl-
flouon. Any discrepancies are to be put In
writingbefore cutting or fabrication. '
Plates shall not be Installed over knotholes,
is or distorted gram. Members shall be cut 3X4 3X4
for light titling wool 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 8-3-2 6X8 7-10-35x4plateis4- 5- wide x long. A 8x8 plate is 6'6X$
wide x 8- long. Slots (holes) run parallel to
the plate length specified. Double cuts on web 6X 12
members shall meet at the centrold of the webs
unless otherwise shown. Connector plate sizes 0-4-3
reaminimum zes 0-5-3 sibasedtheforcesshown3X4andmayyneedtobeIncreaseddforcertaintwnd- ling and/or
erectionstresses. This trussIsnot to be fabricated
with fire retardant treated 3-7-0
SX6 ' lumber unless otherwiseshown. For additional 3X6 3X4 6X$ Inform ANS/'IP
on
QualityControl refer
to b- 7-0-
0 -0 3X8 ANSII 1-19.1995 7.53J1
3.00 PRECAUTIONARY NOTES All
bmeing and
erection recommendations are to be followed
In accordance with -Handling Installing 14 Bracing',
HIB-91. Trusses are to be handled with
particular care during banding and bundling, delivery
and Installation to avoid damage. Temporaryand
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. Iing is essential
and erecton 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 shall be
under the control of persons experienced in the
lnstallaUon of trusses. Prufesslonal advice shall
be sought If needed. ConcentmUon of construction
leads greaterthan the design
loads shall not be applied to trusses at any
time. Noloads other than the weight of the
erectors shall be applied to trusses until after
all fastening and bracing is completed. 0-
60 15-
3-8
1, 5-8-8 144-0 14 13 ilIz
I1 10 9 1236# 8.00" 1175# 2.50" 1-0 35-10-0
Cd l7C)PLA'
ES (8) 2X4 EXCEPT AS SHOWN
PLATES ARE TL20 CA TESTED PER ANSI/TPI 1-1995 scale = 0.1819 WARNING: READ ALL
NOTES ON THIS SHEET. Eng. Job: T A4 Maronda Systems A
COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: I Truss ID: A6 CONTRACTOR. BRACING WARNING:
Dsgar:
TLY CU:
Date: 1-09-02 4005 MARON DA
WAY TC Live 16.
0 psf DurFae - Lbr: 1.25 SANFORD• FL. 32771
Bracing shown on this drawing Is not erection bracing, wind bracing. portal bmeing or stmllar bracing which is a
pan of the building design and which must be considered by the building designer. Dmc TC Dead BC
Live 7.
0 psf
DurFae - Pit: 1.25 O.C.Spacing:
24.0" A 407) 321-0004Fax (407) 321-3913 shown Is for lateral support of truss member only to reduce buckling length. Provisions must be 0.0 psf g TOMAS PONCE P.
E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additionalbracing of the
overall structure may be required. (See HID-91 of TPO. Dead BCD 10.0 pisr Design Criteria: TPI LICENSE #0050068 Truss
Plate Institute. TPI, is located at 583 D'Onofrio Drive, Madison. Wisconsin 53719). Code Desc: FLA - 189ocaeeneaoOKar.Ov1EDO.FL32766
TOTAL 33.0 psi V:12,03.01- 12878- 52 ueflgn: AfalnX Anafyfiz
JOB PATH: CATEE-LOKU0BSIG17A4 11CS. 11.28.01
JB: GEORGETOWN A 4AC: WO: GT2A4 WE:
DESIGN INFORMATION
This design is for an Individual bu0ding
component and has been based on Information
provided by theclient. The designerdisclaims
any responsibility for damages as a result of
faultyor incorrect Information. specNnuom
and/or designs furnished to the truss designer
by the client and the cormclness or accuracy
of this infomatlon as It may relate to a spe-
cifle project and accepts no responsibility or
e msrs 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/171 1-1995 and NDS-97 to be Incorporated
as part of the building design by a Building
Designer (mgbtered architect or professional
englnmd. 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,
1=1 climatic records for wind or snow loads,
project specifications orspecial applied loads.
Unless shown. loos has not been designed for
storage or occupancy Inds. 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 ceiling. they should be braced ata
maximurn spacing of 10'-(' o.a Connector
plates shall be manufactured from 20 gauge hot
dipped grhanized 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 s In
conformance with the fabricators pins and to
realize a mntlnuing responsibility forsuch veri-
fknUon. Any discrepancies arc to be put in
writing before cutting or fabrication.
Plato shall not be installed over knotholes.
knots or distorted grain. Members shall be cut
for light fitting wood to wood barring. Can.
nector plates shall be located on both faro of
the tress with nails fully Imbedded and shall be
sym. about the joint unless otherwise shown. A
Sx4 plate Is 5' wide x 4' long. A US 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 centraid of the webs
unless otherwise shown. Connector plate sizes
are minimum Sias based on the forces shown
and may need to be Increased for Ceram hand.
Img and/or erection stresses. This truss is not
to be fabricated with fire retardant treated
lumber unless otherwise shown. For additional
Information on Quality Control refer to
ANSI/TPI 1-1995
PRECAUTIONARY NOTES
All bracing and erection recommendations are
to be followed In accordance with 'Handling
Installing @ Bracing% HIB-91. Trussesare I.
be handled with particular ore during banding
and bundling. delivery and Installation to avoid
damage. Temporary and per anent bracing
for holding trusses In a straight and plumb pos.
Ition and for resisting lateral forces shall be
designed and InstaUed by others. Careful hand.
Ung Is essential and erection bracing is always
required. Normal precautionary action for
tosses requires such temporary bracing during
Installation between trusses to avold 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 B needed.
Concentration ofconstruction Indsgreater
than the design Inds 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.
TOP CHORDS: 2x4 SP #2
BOT CHORDS: 2x4 SP #2
WEBS: 2x4 SP #3
2x4 SP #2 2,3,4,5
WEDGES: 2x4 SP #2
MULTIPLE LOADS -- This design is the
composite result of multiple loads.
Wind Case- ASCE 7-98, MWFRS/C&C, V-125 mph,
h . 15.0 ft, I - 1.00, Exp.Cat.=B, Kzt - 1.0
Bldg Type- L= 50.Oft, Wer 35.8ft, Truss
in END zone, TCDL= 4.2psf, BCDL= 6.Opsf
MAX LIVE LOAD DEFLECTION:
L/999
L=-0.30" D=-0.32" T=-0.62"
MAX HORIZONTAL TOTAL LOAD DEFLECTION:
T= 0.37"
MAX HORIZONTAL LIVE LOAD DEFLECTION:
T= 0.18"
RMB o 1.15
7-3-2
0-4-3
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 141.
All COMPRESSION Chords are assumed to be
continuously braced unless noted otherwise.
PROVIDE UPLIFT CONNECTION PER SCHEDULE:
Support 1 346#
Support 2 293#
TI: A7 QTY:1
e:e: =Joint Locations=====__=_===___
1) 0- 0- 0 7) 29- 3- 5 13) 17-10- 6
2) 6- 9- 4 8) 35-10- 0 14) 13- 0- 0
3) 13- 0- 0 9) 35-10- 0 15) 6- 9- 4
4) 17-10- 6 10) 29- 2- 9 16) 0- 0- 0
5) 20-11-12 11) 22-10- 8
6) 23- 0- 0 12) 20-11-12
MAX. REACTIONS PER BEARING LOCATION-----
X-Loc Vert Horiz Uplift Y-Loc Type
0- 4- 0 1236 -175 -346 BOT PIN
35- 8-12 1174 0 -293 BOT H-ROLL
TC... FORCE CSI BC...FORCE...CSI
1- 2 2123 0.51 16-15 1835 0.60
2- 3 1717 0.46 15-14 1833 0.47
3- 4 1585 0.36 14-13 1473 0.40
4- 5 2942 0.44 13-12 2240 0.63
5- 6 2943 0.51 12-11 2800 0.696- 7 3168 0.84 11-10 3336 0.85
7- 8 3671 0.66 10- 9 3315 1.00
13-0-0 1, 10-0-Ilk 0 112-10-0
1 2 4 5 7 8
5X8 3X6 2X4 5X6
4-5-2
12.00 I 1 3.00
JAu
3X8
6-10-3
0-5-3
17-10-6 3-1-6 -10-1 12-5-8
16 15 14 1 '112 11 10 91236# 8.00"
11--0-0117511 2.50n RO-
11-11) I 35-10-0 EXCEPT
AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1819 rMaronda
Systems 4005
MARONDA WAY SANFORD,
FL. 32771 407)
321-0064 Fax (407) 321-3913 TOMAS
PONCE P.E. LICENSE #
0050068 1890
GREENBROOR t:r.OVIEDO.rL32766 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 whichisapartofthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. Bracing shownisforlateralsupportoftrussmembersonlytoreducebucklinglength. Provisions must be made
to anchor lateral bracing at ends and specified locations determined try the building designer. Additionalbracingoftheoverallstructuremayberequired. (See h1IB-91 of TPI). muss
Plate Institute. TPI, Is located at 583 D'Onafrto Drive. Madison. Wisconsin 53719). Eng.
Job: Dwg:
Dsgnr:
TLY Clik: TC
Live 16.0 psf TC
Dead 7.0 psf BC
Live 0.0 psf BC
Dead 10.0 psf TOTAL
33.0 Dsf Truss
ID: A7 Date:
1-09-02 DurFac -
PIt: 1.25 - O.
C. Spacing: 24.01, Design
Criteria: TPI Code
Desc: FLA Design:
Matrix Analysis JOB PATH: CATEE-L0KV0BS1G77A4 NCS: 11.28.01
JB: GEORGETOWN A 4AC: WO: GT2A4 WE: TI: B QTY:1
DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the Joint Locations=== _= _ = ==_===== nUs design is for an lndMdual building BOT CHORDS: 2x4 SP #2 D composite result of multiple loads. 1)_ '03=0- 0 6) 29- 2-13 11) 13- 1- 0componentandhasbeenlasedonimfomnation
provided by the client. The designer disclabm
2x4 SP #2 2 All COMPRESSION Chords are assumed to be 2) 6- 8- 3 7) 35-11- 8 12) 6- 8-15
any damages waresultof
WEBS: 2x4 SP #3 continuous) braced unless noted otherwise. 3) 12-11- 8 8) 35-11- 8 13) 0- 0- 0yoriresponsibilityrrectIforfaultyor11lcortelInformation. specifications WEDGES: 2x4 SP #2 Wind Case- ASCE 7-98, MWFRS/C&C, V-125 mph, 4) 17-11- 8 9) 29- 2- 1
and/ordesignsfumishedtothetrussdesigner h 15.0 ft, I - 1.00, Exp.Cat.=B, Rzt - 1.0 5) 22-11- 8 10) 22-10- 0bytheclientandthecorrectnessoraccuracyPROVIDEUPLIFTCONNECTIONPERSCHEDULE: Bldg Type- L. 50.Oft, W= 36.Oft, Truss MAX. REACTIONS PER BEARING LOCATION----- ofthis. his information as it may relate to a spe-
C.project and accepts no responsibility or
Support 1 297# in END zone, TCDL- 4. 2 sf, BCDL= 6. P Opsf X-LOc Veit HOriz Uplift Y-Loc Type
exercises no control with regard to fabric- Support 2 344# 0- 3-12 1186 177 -297 BOT PIN
Lion. handling. shipment and Installation of MAXMAX LIVE LOAD DEFLECTION: TC... FORCE... CSI ..BC... FORCE... CSI 35- 7- 81233 0 -344 BOT H-ROLL has
muses. This truss has been designed as an L/999 1- 2 -3599 0.68 13-12 3242 0.96 individualbuildinginaccordancewithL=-0.39" D--0.41" T--0.80" 2- 3 -3175 0.82 12-11 3273 0.80 ANSI/TPI 1-19M and NDS-97 to beincorporated MAX HORIZONTAL TOTAL LOAD DEFLECTION: 3- 4 -2813 0.49 11-10 2969 0.82 aspartofthebuildingdesignbyaBulldmgDesigner(
mgbtemd architect or pofesslnal T= 0 . 55" 4- 5 -2815 0.48 10- 9 3284 0.80 engineer).
When reviewed for approval by the MAX HORIZONTAL LIVE LOAD DEFLECTION: 5- 6 -3178 0.81 9- 8 3255 0.95 building
designer, the design loadings shown T. 0.27" 6- 7 -3612 0.67 must
be checked to be sure that the data shown arc
in agreement with the local building codes, RMB - 1.15 local
climatic records for wind or snow loads, project
specifications or special applied bads. Unless
shown, truss has not been designed for storage
or occupancy Imds. The design assumes compression
chords Itop or bottom) arc continu- ously
braced by sheathing unless otherwise specified.
Where bottom chords In tension are not
fully braced laterally by a prop" applied rigid
ceiling. they should be braced at a maximum
spacing of IU-O- o.e. Connector plates
shall be manufactured from 20 gouge hot dipped
gahmnized steel meeting ASTM A 653. Gmde
40. unless otherwise shown. FABRICATION
NOTES Prior
to fabrication. the fabricator shall rmlew this
drawing to verify that this drawing is in confornarace
with the fabricators'. plans and to molize
a continuing responsibWLy for such verl- katbn.
Any discmpancles are tobe put in writing
before cutting or fabrication. Plates
shall no be Installed over knotholes. knots
or distorted grain. Members shall be cut for
tight fitting wood to wood bearing. Con- nector
plates shall be looted on both faces of the
truss with nails fully Imbedded and shall be sym.
about the jointunless otherwise shown. A 5x4
plate is 5- wide x 4- long. A 6x8 plate is 8' wife
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 ate
minimum slur used on the forces shown and
may need to be Increased for certain hand- Wlg
and/or erection stresses. This truss is not to
be fabricated with fire retardant treated lumber
unless otherwise shown. For additional bdornatlon
on Quality Control refer to ANSI/
TPI 1.1995 PRECAUTIONARY
NOTES All
bracing and erection recommendations are to
befollowed In accordance with "Handling Installing
A Bracing. HIB-91. Trusses are to be
handled with particular care during banding and
bundling, delivery and Installation to amid 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- Iing
is essential and erection bracing is always required.
Normal precautionary action for trusses
requires such temporary btactng during InsL2llallon
between trusses to amid toppling and
dommoing. The supervision of erectionof trusses
shall be under the control of personsexperienced
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 anytime. No loads other than the weight
of the erectors shall be applied to trusses
until after oll fastening and bracing Is
completed. 12-
11-8 10-0-0 13-0-0 11 1
2 4 6 7 0
5X6
3X4 5X6 3X4
3X4 7-
3-2 6-10-3 6X12
6X 12 0-
4-7 2X4
0-4-3 2X4
0
4X6
3-1-6 4X6 T- 3X8 3X8 3.
00 I 3.00 0-
7- f
90-80 12-
5-8 9-9-0 12-5-8 1112jj1981 1186# 7.50" 1234# 8.00" 35-
11-8 110'0 Pro-
11-11) EXCEPT
AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 scale = 0.1813 Laronda
Systems 4005
MARONDA WAY SANFORD,
FL. 32771 407)
321-0064 Fax (407) 321-3913 TOMAS
PONCE P.E. LICENSE #
0050068 1990
OREENBROOK MOVIEDO.n-32760 WAKNING:
READ ALL NOTES ON THIS SHEET. A
COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR.
BRACING
WARNING: Bmcing
shown on this drawing is no erection bracing, wind bracing, portal bracing or similar bracing whichisapartofthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. Bracing shownisforlateralsupportoftrussmembersonlytoreducebucklinglength. Provisions must be made
to anchor lateral bracing at ends and spectfled locations determined by the building designer. Additionalbracingoftheoera8structuremayberequired. (See HIB-91 of TP91. rrnus
Plate Institute. TPI, is located at 583 D'Onofrfo Drive. Madison. Wisconsin 53719). Eng.
Job: WO: G12A4 Dwg:
Truss ID: B Dsgnr:
TLY Chk: Date: 1-09-02 TC
Live 16.0 Psr DurFae - Lbr: 1.25 TC
Dead 7.0 psf DurFae - Pit: 1.25 BC
Live 0.o psf O.C. Spacing: 24.0" BC
Dead 10.0 Psf Design Criteria: TPI Code
Desc: FLA - TOTAL
33.0 psf V:12.03.01- 12880- 5d wages:
roar. mrrayas JUH YAIrf: L:IILL-LUKUU8S1UIZA4 11CS. 11.28.01
JB: GEORGETOWN A 4AC: WO: GT2A4 WE: TI: B1 QTY:1
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 D couWsite result of multiple loads. 0 0- 0 6) 30- 3- 5 11) 18- 0- 0componentandhasbeenbasedonInformation2x4SP #2 2 All COMPRESSION Chords are assumed to be 2) 5- 8-11 7) 36- 0- 0 12) 11- 1- 8providedbytheclient. The designer dbclabns
anyresponsibilityfor damageasarnultof WEBS: 2x4 SP #3 continuous) braced unless noted otherwise. 3) 11- 0- 0 8) 36- 0- 0 13) 5- 9- 7 faulty
or bicorreel Information, specifications 2x4 SP #2 4,6 Wind Case- ASCE 7-98, MWFRS/C&C, V=125 h, 4) 18- 0- 0 9) 30- 2- 9 14) 0- 0- 0 and/
or designs furnished to the truss designer WEDGES: 2x4 SP #2 h . 15.0 ft, I - 1.00, Exp.Cat..B, Xzt = 1.0 5) 25- 0- 0 10) 24-10- 8 by
the client and the correctness or accuracy Bldg Type. L- 50.Oft, W= 36.Oft, Truss MAX. REACTIONS PER BEARING LOCATION----- ofthis
Infornallon as It may relate to a spe- PROVIDE UPLIFT CONNECTION PER SCHEDULE: in END zone, TCDL= 4. 2psf, BCDL= 6. Opsf X-Loc Vert Horiz Uplift Y-Loc Type clficprotectandacceptsnoresponsibilityorSupport1345# 0- 4- 0 1233 147 -345 BOT PIN 9nocontrolwithregardfabnca• Uon,
Uon.handling, shipment andInstallation of Support rt2 347# TC... FORCE... CSI ..BC... FORCE... CSI 35- 8- 0 1233 0 -347 BOT H-ROLL muses.
This truss has been deigned as an MAX LIVE LOAD DEFLECTION: 1- 2 -3563 0.66 14-13 3203 0.93 individual
building component In accordance with L/975 at JOINT # 4 2- 3 -3372 0.65 13-12 3242 0.81 ANSI/
7Pl 1.1995and NDS-97 to be Incorporated L--0.43" D.-0.44" T=-0.87" 3- 4 -3571 0.68 12-11 3002 0.67 aspartofthebuildingdeignorraBuildingMAXHORIZONTALTOTALLOADDEFLECTION: 4- 5 -3571 0.68 11-10 3002 0.67 orprofesalynalDesignerginJ(
registered
reviewed
englneerl. When reviewed forapprrnal by the forTo 0.53^ 5- 6 -3372 0.65 10- 9 3242 0.81 building
delgner, the design loadings shown MAX HORIZONTAL LIVE LOAD DEFLECTION: 6- 7 -3563 0.66 9- 8 3203 0.93 must
be checked to be sure that the data shown T- 0. 26" are
In agreement with the local building code. local
cllr=Uc records for wind or snow bads, RMB - 1.15 protect
speclficltions or special applied loads. Unless
shown, thus has not been designed for storage
or occupancy loods. The cl slgn assumes compression
chords (top or bottom) are continu- ously
braced by sheathing unless otherw1se specified.
Where bottom chords In tension are not
fully braced laterally by a properly applied rigid
ceiling, they shouldbe braced at a maxbnum
spacing of lo-O' o.c. Connector plate
shag be manufactured from 20 gauge hot dipped
galvanized steel meeting ASTMA 653, Grade
40. unless otherwise shown. FABRICATION
NOTES Prior
to fabrtmtfon. the fabricator shall review 11-0-0 14-0-0 11-0-0 thisdrawingtoveinythatthisdrawingisN1
2 4 6 conformancewiththefabrtotor's plans and to rcallze
n continuing responsibility for such ven- BcaUon.
Any discrepancies are to be put in F 6 00writingbeforecuttingorfabrication. Plate
shall not be Installed over knothole, SX6 2X4 5X6 knotsordistortedgrain. Members shall be cut for
tight fitting wood to wood tearing. Con- nector
plate shall be looted on loth faces of the
truss with nails fully imbedded and shall be T sym. about the Joint unless otherwise shown. A 3X4 5x4plateis5' wide x 4' long. A Cub plate is 6' 3X4 wide
x 8' long. Slots (holes) nun parallel to the
plate length specified. Double cuts on web 6-3-2 5-10-3 membersshallmeetatthecentroldofthewebsunless
otherwise shown. Connector plate Size are
minimum size based se
the
force shownan andmayneedtobeIncreasedforcertainhand- 0-
4-3 6X 12 3X8 6X 12 0-4-3 Ling
and/or erection stresses. Thistruss is not 2X4 2X4
to be
fabricated with fire retardant treated lumber unless
otherwise shown. For additional Information on
Quality Control refer to 0- X6 A1/373X82-7-
6 4X6 ANSI/TPI
1.1995 3X8 3.00
j 3.00 PRECAUTIONARY NOTES
080 080
All bracing
and erection recommendations are to be
followed In accordance with 'liandUng 10-5-8 13-9-0 10-5-8 Installing @Bracbng•. HID-9 1. Trusses are to 113
1 11 1 9 be handledwithparticularcareduringbandingandbundling.
delivery and Installation to avoid damage. Temporary
and permanent bracing 1234# 8.00" 1234N 8.00" for holding
trusses In n straight and plumb pos- and for
resisting lateral force shell be II 1
l0RO-
11-11) "I I 36-0-0 1-0-0 deliWon designed
andInstalled by other. Careful hand- I RO-11-11) Ung is
essential and erection bracing Is always EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1.995 0.1763 required. Norvalprecautionaryactionforscale = res ary
Inlsselation etweenhussestoavoldtnpplingduringIFInstallationbetweenlousetonvoldloPPlluuganddominoing.
The supervlslon of erection oftrtlsses shall
be under the control of Persons M!aronda SystemsWARNING: READ
ALL NOTES ON THIS SHEET. A COPY
OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. Job:
Dwg: A
Truss
ID:
B 1 experienced in
the Installation of trusses. DSgty: TLY Chk: Date: 1-09-02 Professional adviceshallbesoughtIfneeded. CONTRACTOR. Concentration of
construction loads greater thnnthedeslgnlmdssha0nolbeappRedto BRACING
WARNING: TC Live 16.0 f DurFae - Lbr: 1.25 muses at
any time. No loads other than the 4005 MARON DA WAY Bracing shown an this drawing Is not erection bracing, wind bracing, portal bracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 ` weight of
the erectors shall be applied to trusses until
after all fastening and bracing SANFORD, FL.
32771 which Is a part of the building design and which must be considered by the building designer. Bracingis forlateralBCLive 0.0 O.C. Spacing: 24.0" is completed. 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE
P.E. shown support
of truss member only to reduce buckling length. Provisions must be made to
anchor lateral bracing at endsand specified locations determined by the building designer. Additional bracing
ea BC DeadIOpsi psf
Design
Criteria: TPI ru of
theoverallsteturemaybe required. (See II1B-9i of TPI) OCode Dese:
LICENSE #0050068TrussPlateImUtule, TPI• is located at 583 D'Onofrio Drive, Madison, WiscomiLn 53719). FLA - 1990 GREEN9ROOK
Cr.OVIEDOXI-32766 TOTAL 33.0 psf I V:12.03.01- 881- 55 Deign: Marrir
Analysis JOB PATH: C.ITEE-LOKVOBSIG 2,44 11CS: 11.28.01
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 mrrectness or accuracy
of this Information as It may relate to a spe.
clfk project and accepts no responsibility or
exercises no control with regard to fabrict-
lbn, handling, shipment and installation of
trusses. This truss has been designed as an
Individual building component In accordancewith
ANSI/TPI 1.1995 and NDS-97 to be Incorporated
as part of the building design by a Building
Designer (registered architect or professional
englneert. When reviewed for approval by the
buildingdesigner. the design loadings shown
must be checked to be sure that the data shown
are In agreement with the local building codes.
local clirmUc records for wind or snow loads.
project specifications or special applied Imds.
Unless shown, truss has not been designed for
storage or occupancy loads. The designassume
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 property applied
rigid ceiling, they should be braced at a
ru"tmum spicing of W-O' o.e. Connector
plates shag be manufactured from 20 gauge hot
dipped galvanlzed 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 responslbWly for such veri-
fication. Any discrepancies art 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 fittingwood to wood hearing. Con-
nector plates shall be located on both faces of
the truss with nails fully imbedded and shall be
5)". about the joint unless otherwise shown. A
5A plate Is 5' wide x 4' long. A 6X8 plate is 6'
wide x 8' long. Slots (holes) run pamgel to
the plate length specified. Double cuts on web
members shill 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 Are 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 'HandlingImtnging & Bracing% HIB-91. Trusses are to
be handled with particular care during banding
and bundWng, delivery and Installation to avoid
damage. Temporary and permanent bracing
for holding trusses In a straight and plumb pm -
Ilion and for resisting lateral forces shall be
dealgted and Wtalled by others. Careful hand- ling is essential and erection bracing is always
required. Normal preerutlomry action for
trusses requires such temporary bracing during
Installation between trusses to avoid toppling
and dominoing. The supervlslon of erection of
trusses shag be under the control of persons
experienced In the Wtallation of trusses.
Professional advice shag be sought B needed.
Concentration of construction loads greater
than the design bads 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
b completed.
JB: GEORGETOWN A 4AC:
TOP CHORDS: 2x4 SP 2
BOT CHORDS: 2x4 SP 2
WEBS: 2x4 SP 3
2x4 SP 2 3,5,7
WEDGES: 2x4 SP 2
PROVIDE UPLIFT CONNECTION PER SCHEDULE:
Support 1 345#
Support 2 347#
MAX LIVE LOAD DEFLECTION:
L/834 at JOINT # 4
L=-0.50" D--0.51" T--1.01"
MAX HORIZONTAL TOTAL LOAD DEFLECTION:
T= 0.56"
MAX HORIZONTAL LIVE LOAD DEFLECTION:
T= 0.28"
RMB = 1.15
T
WO: GT2A4 WE:
MULTIPLE LOADS -- This design is the
composite result of multiple loads.
All COMPRESSION Chords are assumed to be
continuously braced unless noted otherwise.
Wind Case- ASCE 7-98, MWFRS/C&C, V=125 mph,
h - 15.0 ft, I - 1.00, Exp-Cat.-B, Kzt - 1.0
Bldg Type- L= 50.Oft, W= 36.Oft, Truss
in END zone, TCDL= 4.2psf, BCDL= 6.Opsf
TC... FORCE CSI
1- 2 3545 0.75
2- 3 3510 0.71
3- 4 4106 0.74
4- 5 4140 0.65
5- 6 4139 0.75
6- 7 3509 0.71
7- 8 3546 0.76
BC...FORCE ... CSI
14-13 3192 0.89
13-12 3143 0.69
12-11 4150 0.88
11-10 3142 0.70
10- 9 3193 0.89
TI: B2 9TY:1
Joint Locations======-----====
1) Oc 0 0 6) 27- 0- 0 11) 21- 0- 0
2) 4- 8-11 7) 31- 3- 5 12) 15- 0- 03) 9- 0- 0 8) 36- 0- 0 13) 9- 1- 8
4) 15- 0- 0 9) 36- 0- 0 14) 0- 0- 0
5) 21- 0- 0 10) 26-10- 8
MAX. REACTIONS PER BEARING LOCATION-----
X-Loc Vert Horiz Uplift Y-Loc Type0- 4- 0 1233 -119 -345 BOT PIN35- 8- 0 1233 0 -347 BOT H-ROLL
9-0-0 11 18-0-0 9-0-0
1 2 4 5 7 R
6.00
vf-v 3X8
3.00
5X6 3X4 6X8 ;Y6
600
13.00
AU
3X8
r
4-10-3
0-0-3
0-8
080
l
8-5-8 11 17-9-0 1, 8-5-8
1 113 12 11 10 9
1-0-0
1234# 8.00"
1234N 8.00" 0 f 36-0-0 1-0-0RO-11-11) I is (-
11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANS11TPI 1-1995 scale =
1-11)
Maronda Systems
4005 MARONDA WAY
SANFORD, FL. 32771
407) 321-0064 Fax (407) 321-3913
TOMAS PONCE P.E.
LICENSE #0050068
1890 GREENBROOK CT.OVIEDOXI-32766
WAKNING: 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 bracingwhichisapartofthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. Bracingshownisforlateralsupportoftrussmembersonlytoreducebucklinglength. Provisions must be
made to anchor lateral bracing at ends and specNed locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 ofTPI).
Truss Plate Institute, TPI, is located at 583 D'Onofrio Drive. Madison, Wisconsin 53719).
Eng. Job:
Dwg:
Dsgnr: TLY Chk:
TC Live 16.0 psf
TC Dead 7.0 psf
BC Live 0.0 psf
BC Dead 10.0 psf
TOTAL 33.0 osf
Truss ID: B2
Date: 1-09-02
DurFac - Lbr: 1.25
DurFac - Plt: 1.25
O.C. Spacing: 24.0"
Design Criteria: TPI
Code Desc: FLA
Design: Marrir Analysis JOB PATH: CATEE-LOK1.10BSIG7214 HCS: 11.28.01
1 1 JB: GEORGETOWN A 4AC: WO: GT2A4 WE: TI: B3 QTY:2
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, specificationsand/or designs furnished to the truss designer
by the client and the correctness or accuracy
of this nuInfonaon as It may relate to a ape-
clfle project and accepts no responsib8lly oruem"cs no control with regard to fabnea.
n, handling, shipment and Wtalltion of
busses. This truss has been designed as an
individual building component in accordance with
ANSI/7P1 1.1995 and NDS-97 to be Incorporated
as part of the building design by a Building
Designer Iregistered architector professional
englneerl. 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.
1=1climatic records for wind orsnow loads.
project specifications or special applied Inds.
Unless shown. truss has not been designed for
storage oroccupancy loads. The design assumes
compresslon chords (top or bottom) are mnUnu-
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.e. Connector
plates shall be manufactured from 20 gauge hot
dipped galvanized steel meetingASTM A 653.
Grade 40. unless otherwise sham.
FABRICATION NOTES
Prior tofabrication, the fabricator shall review
this drawing to verify that this drawing Is In
conformance with the fabricators plans and to
rcallze a continuing responsibility for such verl-
fiotion. 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 W plate is T
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/7PI 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-
Ilion and for resisting lateral forces shall be
designed and tnstaBcd by others. Careful hand -
Ling is essential and erection bracing Is always
required. Normal precautionary action for
trusses requires such temporary bating du6g
Installation between tnrsses to avoid toppling
and donalnomg. The supervision oferection of
trusses shall be under the control of persons
experienced in the Installation of masses.
Professional advice shall be sought If needed.
Concentration ofcanstruction loads greater
than the design Inds shall not be applied to
trussesat any time. No loads other than the
weight of the erectors shall be applied to
trusses until after all fastening and bracing
I, completed.
TOP CHORDS: 2x4 SP #2
2x8 SP #2 2,3
BOT CHORDS: 2x6 SP #2
2x6 SP #1 D 2,3
WEBS: 2x4 SP #3
2x4 SP #2 4,6,8,10
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.
MAX LIVE LOAD DEFLECTION:
L/846 at JOINT # 6
L--0.49" D--0.51" T--1.00"
MAX HORIZONTAL TOTAL LOAD DEFLECTION:
Tea 0.40"
MAX HORIZONTAL LIVE LOAD DEFLECTION:
T- 0.20"
RMB - 1.15
T
4-3-2 04-3
1
MULTIPLE LOADS -- This design is the
composite result -of multiple loads.
All COMPRESSION Chords are assumed to be
continuously braced unless noted otherwise.
This 2-PLY Hip Master designed to carry
71 0" open jacks (no webs) across center
and Hip Jack Truss framed to BC
Wind Case- ASCB 7-98, MWFRS/C&C, V-125 mph,
h - 15.0 ft, I e 1.00, Exp.Cat.-B, Kzt - 1.0
Bldg Type= L= 50.Oft, W- 36.Oft, Truss
in END zone, TCDL= 4.2psf, BCDL= 6.Opsf
PROVIDE UPLIFT CONNECTION PER SCHIDULEa
Support 1 1361t
Support 2 1359,
TC... FORCE CSI BC ... FORCE CSI
1- 2 4717 0.17 18-17 4164 0.41
2- 3 4920 0.23 17-16 4175 0.41
3- 4 6526 0.19 16-15 4427 0.41
4- 5 13489 0.32 15-14 8939 0.79
5- 6 13189 0.50 14-13 13485 0.86
6- 7 13189 0.38 13-12 8724 0.58
7- 8 9074 0.43 12-11 7096 0.82
8- 9 7656 0.38 11-10 6861 0.81
2-PLYS REQUIRED
Joint Locations======-==-----=
1) 0- 0- 0 7) 29- 0- 0 13) 21- 8- 0
2) 3-11- 4 8) 31-11- 3 14) 14- 7- 0
3) 7- 0- 0 9) 36- 0- 0 15) 12-11- 4
4) 12-11- 4 10) 36- 0- 0. 16) 7- 0- 0
5) 14- 7- 0 11) 31-11- 3 17) 3-11- 4
6) 21- 9- 8 12) 28- 9- 0 18) 0- 0- 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 29- 0- 0
TC Vert L+D -46 29- 0- 0 -46 37- 0- 0
BC Vert L+D -20 0- 0- 0 -20 7- 0- 0
BC Vert L+D -43 7- 0- 0 -43 29- 0- 0
BC Vert L+D -20 29- 0- 0 -20 36- 0- 0
Concentrated LBS Location
BC Vert L+D -429 7- 0- 0
BC Vert L+D -429 29- 0- 0
MAX. REACTIONS PER BEARING LOCATION-----
X-Loc Vert Horiz Uplift Y-Loc Type
0- 4- 0 2520 -93 -344 BOT PIN
35- 8- 0 2516 0 -346 BOT H-ROLL
7-0-0 22-0-0 7-0-0
1 2 4 5 6 8 9
Q
10X10 6X8 6X8 1OX10 10X10
3I'9i
12.00 I 1 3.00
rnU
I
0-4-3 3
12-114 7-1 14-2-0 6-7-0
18 17 16 15 14 13 1 11 102520# 8.00" 2516# 8.00"
CdM741-0-0
36-0-0 1-0--0-
A 'ES (4) 2X4 430# 430N (1 RO 11-11)
EXCEPT AS SHOWN PLATES ARE T 0 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1763
WAKNIN(s: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: GT2A4
Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: B3
CONTRACTOR.
BRACING WARNING:
Dsgiir: TLY Clik: Date: 1-09-02
TC Live 16.0 psf DurFac - Lbr: 1.25
4005 MARON DA WAY
SANFORD, FL. 32771 Bracing shown on this drawing is not erectlan bmcing. wind bracing, portal bmctng or similar bracing TC Dead 7.0 psf DurFae - PIt: 1.25
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 s for lateral support of truss members on to reduce buckling leesPP" h' R 1T<h• Provisions mast be BC Live o.o Isr1 O.C. Spacing: 24.0"
TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer.
Additional bmcing of the overall structure may be required. (Sec HIB-91 of TPII. sroBCDeadto. p Design Criteria: TPI
LICENSE #0050068 rrtu is Plate Institute. TPI, is located at 583 D'Onafrto Drive. Madison, Wisconsin 53719). Code Desc: FLA
1"0 GREENBROOK CT.0VIEDO.PI.32760 I TOTAL 33.0 psf _ V:12.03.01- 12923- 9
Derign: Afdrrir Aiwlysir JOB PATH: C.-ITEF-LOWOBSIC77A4 HCS: 11.28.01
I I I JB: GEORGETOWN A 4AC: WO: GT2A4 WE: TI: C QTY:1 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. speciflcatlons
and/or designs furnished to the truss designer
by the client and the correctness or accuracy
ofthis Information as It may re to to a spe-
etUc project and accepts no responsibility or
exerebes no controlwith regard tofabrlca-
handling. shipment and installation of
tosses. 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 ofthe 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 buildingcode.
local climatic records for wind or snow Inds.
project specifications orspecial applied loads.
Unless shown. truss has not been deigned for
storage or occupancy loads. The deign assume
compression chords (lop or bottom) are continu-
ously braced by sheathingunless otherwise
specified. Where bottom chords in tension are
not fully braced laterally by a properly applied
rigid ceding. they should be braced at a
maxtmum spacing of 101-0- o.c. Connector
plates shall be manufactured from 20 gauge hot
dipped gahanlzed 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 fnbrlcato's plans and to
reallze a continuing responsibility for such veri-
UnaUon. Any disempancles are to be put In
writing before cutting orfabrication.
Plates shall not be installed over knothole.
knots or distorted grain. Members shall be cut
for Light tilting wood to wool hearing. Con-
nector plates shall be located on both faro 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 (hold) run parallel to
the plate length specified. Double curs on web
members shall meet at the cenlroid of the webs
unlessotherwise shown. Connector plate sties
arc minimum sizes based on the forces shown
and may need torcbe Increased for certain hand-
lingand/or ccUon stresses. This truss is not
to be fabricated with fire retardant treated
lumber unless otherwise shorn. For additional
Information on Quality Control mferto
ANSI/TPI 1-1995
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 duringbanding
and bundling. delivery and bmallation to avoid
damage. Temporary and permanentbracing
for holding trusses in a stmlght and plumb pos.
Ilion and for resisting lateral force 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 oferection of
trusses shall be under the control of persons
experienced in the Installation of trusses.
professional advice shall be sought if needed.
Concentration ofconstruction loads greater
than the design loads shall not be applied to
muses at any time. No loads other than the
welght ofthe erectors shall be applied to
trusses until after all fastening and bm"
is completed.
TOP CHORDS: 2x4 SP #2
HOT CHORDS: 2x4 SP #2
WEBS: 2x4 SP #3
2x4 SP #2 4,8,12
MULTIPLE LOADS -- This design is the
composite result of multiple loads.
All COMPRESSION Chords are assumed to be
continuously braced Unless noted otherwise.
PROVIDE UPLIFT CONNECTION PER SCHEDULE:
Support 1 332#
Support 2 307#
MAX LIVE LOAD DEFLECTION:
L/999
L--0.26" D=-0.27" T--0.54"
MAX HORIZONTAL TOTAL LOAD DEFLECTION:
T- 0.28"
MAX HORIZONTAL LIVE LOAD DEFLECTION:
T- 0.14"
RMB - 1.15
T
6-3-2
0-4-3
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 141.
End vertical(s) not designed for exposure
to lateral wind pressure.
Wind Case- ASCE 7-98, MWFRS/C&C, V=125 mph,
h - 15.0 ft, I = 1.00, Exp.Cat.-B, Xzt = 1.0
Bldg Type. L= 50.Oft, W. 35.8ft, Truss
in END zone, TCDL= 4.2psf, BCDL= 6.Opsf
Joint L== ocations===_=___ ____ =
1) 0 0- 0 7) 30- 4- 4 13) 15- 4-10
2) 5- 9- 4 8) 35-10- 0 14) 11- 0- 0
3) 11- 0- 0 9) 35-10- 0 15) 5- 9- 4
4) 15- 4-10 10) 30- 4- 4 16) 0- 0- 0
5) 18- 0- 0 11) 24-10- 8
6) 24-10- 8 12) 18- 0- 0
MAX. REACTIONS PER BEARING LOCATION-----
X-Loc Vert Horiz Uplift Y-Loc Type
0- 4- 0 1234 160 -332 HOT PIN
35- 8-12 1175 0 -307 HOT H-ROLL
TC ... FORCE ... CSI
1- 2 -2133 0.47
2- 3 -1831 0.37
3- 4 -1815 0.36
4- 5 -3574 0.59
5- 6 -3588 0.64
6- 7 -3042 0.59
7- 8 -1248 0.36
BC ... FORCE ... CSI
16-15 1849 0.63
15-14 1847 0.46
14-13 1587 0.41
13-12 2547 0.76
12-11 3103 0.81
11-10 1363 0.46
10- 9 26 0.22
11-0-0 k 24-10-0Ilk
1 2 4 5 6 7 8
5X8 4X6 2X4 6X8 3X6 3X6
3X4
5-10-3
6X8
8X14
3X6
3X6 2X4 3X4 5X8 2-7-6. 2X4
is 6-1044
12.00 1I 3.00
060
P09
154-10 2-7-6 6-10-8 10-5-8
16 15 14 13 112 11 10 9
1235# 8.00" 1176N 2.50"
1-0 0 35-10-0
CdPA ES (8) 2X4
EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1819
WARNING: READ ALL NOTES ON THIS SHEET. Eng. lob: WO: GT2A4
Maronda System A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: C
y CONTRACTOR.
BRACING WARNING:
Dsgfu': TLY Chk: Date: 1-09-02
TC Live 16.0 psi DufFaC - 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
is for lateral be BC Live 0.0 Psf O.C. Spacing: 24.0" 407) 321-W64 Fax (407) 321-3913 shown support oftruss members only to reduce buckling length. Provisions must
made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 10.0 Design Criteria: TPITOMASPONCEP.E. Additional bracing of the overall structure may be required. (See 1110.91 ofTP11. psf Code Dese: FLALICENSE #0050068 rrruss Plate institute. TPI. Is located at 583 D'Onof to Drive. Madison. Wisconsin 53719).
18e0c"EENaatyogcr.DVIEDO.FL32766 TOTAL 33.0 psf V:12.03.01- 12884- 5
Design: Afarriz Analysis JOB PATH: C:ITF-F.-L0K1J0BSlCr244 HCS. 11.28.01
JB: GEORGETOWN A 4AC: WO: GT2A4 WE:
DESIGN INFORMATION
This design is for an Individual building
component and has been based on infornatlon
provided by theclient. The designerdisclaims
any responslbWty for darnages as a result of
faulty or incoreol Information, specifications
and/ordesigns furnished to the truss designer
by thechcnt and the conectness or accuracy
of this Information as It may relate to a spe-
cinc project and accepts no responsibility or
c,mm[T 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 ofthe building design by a BuildingDesigner (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 bads.
Unless shown, tnrss 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.e Connector
Plates shall be manufactured from 20 gauge hot
dipped gahanized steel meeting ASMI A 653.
Crade 40. unless otherwise shown.
FABRICATION NOTES
Poor 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 verl-
fication. Any discrepancies are to be put in
writing before cutting orfabr ation.
Plates shall not be Installed over knotholes.
knots or distorted grain. Members shall be cut
for Light Lilting 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 fix8 plate is 6'
wide x 8- long. Slots (hotel) run parallel to
the plate length specified. Double cuts on web
members shall meet at the centroid ofthe webs
unless otherwise shown. Connector plate stun
are mtnlmaun sues based on the forces shown
ma yay need to be increased for certain hand-
Iing and/or erection stresses. This truss is not
to be fabricated vNth fire retardant ucaled
lumber unless otherwise shown. For additional
information on guality Control refer to
ANSI/TPI 1.1995
PRECAUTIONARY NOTES
All bracing and erection recommendations are
to be followed in accordance with -Handling
Installing 6 Bracing'. HIB-91. Trusses are to
be handled with particular care duringbanding
and bundling, delivery and Installation to avoid
damage. Temporary and permanent bracing
for holding tosses in a straight and plumb pos-
Non 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
misses requires such temporary bracing during
Installation between trusses to avoid toppling
and dominoing. The superviston of erection of
trusses shall be under the control of persons
espertenced in the installation of trusses.
Professlonal advice shall besought 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.
TOP CHORDS: 2x6 SP #2
2x4 SP #2 1
BOT CHORDS: 2x6 SP #2
2x6 SP #1 D 3,4
WEBS: 2x4 SP #3
2x4 SP #2 2,4,6,8,10
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.
MAX LIVE LOAD DEFLECTION:
L/847 at JOINT #10
L=-0.50" D=-0.52" Tra-1.02"
MAX HORIZONTAL TOTAL LOAD DEFLECTION:
T- 0.35"
MAX HORIZONTAL LIVE LOAD DEFLECTION:
T- 0.17"
RMB = 1.00
T
4-3-2 0-0-3
MULTIPLE LOADS -- This design is the
composite result of multiple loads.
All COMPRESSION Chords are assumed to he
continuously braced unless noted otherwise.
This 2-PLY Hip Master designed to carry
71 0" open jacks (no webs) across center
and Hip Jack Truss framed to BC
Wind Case- ASCE 7-98, MWFRS/C kC, V-125 uph,
h = 15.0 ft, I - 1.00, Exp.Cat.-B, Kzt = 1.0
Bldg Type-Encl L. 50.Oft, W= 35.8ft, Truss
in INT zone, TCDL= 4.2psf, BCDL- 6.Opsf
PROVIDE UPLIFT CONNECTION PER SCHEDULE.
Support 1 1342
Support 2 1.401
TC... FORCE CSI BC ... FORCE CSI
1- 2 4812 0.26 14-13 4241 0.39
2- 3 6311 0.20 13-12 4268 0.36
3- 4 6795 0.24 12-11 6395 0.53
4- 5 12748 0.37 11-10 9275 0.90
5- 6 8659 0.64 10- 9 12682 0.94
6- 7 8572 0.39 9- 8 68 0.46
2-11LYS REQUIRED
TI: C3 QTY:2
Joint Locations===========___=
1) 0- 0- 0 6) 28- 9- 0 11) 19- 4- 0
2) 7- 0- 0 7) 35-10- 0 12) 12-10- 2
3) 12-10- 2 8) 35-10- 0 13) 7- 0- 0
4) 19- 4- 0 9) 28- 9- 0 14) 0- 0- 0
5) 20-11-12 10) 20-11-12
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 35-10- 0
BC Vert L+D -20 0- 0- 0 -20 7- 0- 0
BC Vert L+D -43 7- 0- 0 -43 35-10- 0
Concentrated LBS Location
BC Vert L+D -429 7- 0- 0
MAX. REACTIONS PER BEARING LOCATION-----
X-Loc Vert Horiz Uplift Y-Loc Type
0- 4- 0 2485 100 -340 BOT PIN
35- 8-12 2594 0 -300 B6T H-ROLL
7-0-0 11 28-10-0
1 3 4 5 6
G0
6X12 8XI0 5XR 4X6 RYl n two
Jav SX14 6X122 1,-t7-12 3X4
2m' 1
12.00_I 1 3.00
T
3-10-3
0-60
194-0 -7-1 7-94 6-7-0
14 13 12 11 10 g2486# 8.00"
2595# 2.50° 1-0-0
35-10-0Cdyi c) A ES (4) 2X4
EXCEPTAS SHOWN PLATES ARE T14VA"TE STEDPER ANSI/TPI 1-1995 scale = 0.1819 WARNING:
READ ALL NOTES ON THIS SHEET. Eng. Job: WO: GT A4 Maronda
Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: C3 CONTRACTOR.
BRACING
WARNING: Bracing
shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bmcing whichisnpartofthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. Bracing shownisforlateralsupportoftrussmembersonlytoreducebucklinglength. Provisions must be made
to anchor lateral bracing at ends and specified locations determined by We building designer. Additionalbracingofthemerahstructuremayberequired. (See HID-91 of7Pn. rrruss
Plate institute. TPI, is looted at 583 D'Onofrio Drive. Madison. Wisconsin 53719). Dsgnr:
TLY Chk: Date: 1-09-02 TC
Live 16.0 psr TC
Dead 7.0 psr BC
Live 0.0 psr BC
Dead 10.0 r 1 TOTAL
33.0 psf DurFae -
Lbr: 1.25 DurFac -
Pit: 1.25 aCl
O.C. Spacing: 24.Ur' p9Design
Criteria: TPI Code
Desc: FLA V;
2.03.01- 12 0- 3 4005
MARON DA WAY SANFORD,
FL 32771 407)
321-0064 Fax (407) 321-3913 TO
MAS PONCE P.E. LICENSE #
0050068 1890GRsu+
naoollCr.ovmeoo.lasnrde 4••- ^•
gym+ ,Uri rnrr: t.:uet-1,UKUU&.1G17A4 HCS: 11.28.01
JB: GEORGETOWN A 4AC: WO: GT2A4 WE:
DESIGN INFORMATION
This design is for an individual building
component and has been based on Information
Provided by the client. The designer dlselalms
any responsibility for damages as a result of
Faulty or incorrect irfortnaUon, 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-
cUtc pmJecl and accepts no responslbWly or
exercises no control with regard to fabrtca-
llon, 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 buildingdesign by a Building
Designer (registered architect or professional
engtncerl. When reviewed for approval by the
buildingdesigner. the design Imdings shown
must be checked to be sure that the data shown
are in agreement with the local building trades,
local climatic records for wind or snow loads,
project speeifl-Dons or special applied loads.
Unless shown, thus has not been designed for
storage or occupancy bads. The design assume
compressbn chords Itap 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 ceiling, they should be braced ata
maximum spacing of 10'-0- o.c Connector
Plato shall be manufactured from 20 gauge hot
dipped galvanized steel meeting ASTM A 653.
Grade 40. unless otherwise shown.
FABRICATION NOTES
Prior to fabrfotlon, the fabricator shall review
this drawingto verifythat 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 inwestingbeforecuttingorfabrication.
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 shag be looted on both faces of
the truss with nads fully imbedded and shag be
sym. about the Joint unless otherwise shown. A
Sx4 plate b 5' wide x 4' long. A 6X8 plate is 6' wtde x8- long. Slots (holes) nun parallel totheplatelengthspecified. Double cuts on web
members shall meet at the centrold of the webs
unless otherwise shown. Connector plate sues
one minimum sizes based on the form shown
and may need to be increased for certain hand-
tilingand/or erecon 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'llandling
Installing A Bracing'. HIB-91. Trusses are to
be handled with particular care during landingandbundling, delivery and Wtallatfon to avoid
damage. Temporary and permanent bracingforholdingtrussesInastraightandplumbpos- ition and for resisting lateral form shag be
designed and installed by others. Careful hand-
Ung is essential and erection bracing is allays
required. Normal precautionary action for
busses requires such temporary bracing during
tnstalhtlon between trusses to avoid toppling
and dominoing. The supervision oferection of
trusses shall be under the control ofpersons
ecperienced In the Installation oftrusses.
Professional advice shall be sought U needed.
Concentration of construction Inds greater
than the design Inds 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.
TOP CHORDS: 2x4 SP #2
2x4 SP #2 D 1
BOT CHORDS: 2x8 SP #1 D
WEBS: 2x4 SP #3
2x4 SP #2 3,4,5
All COMPRESSION Chords are assumed to be
continuously braced unless noted otherwise
Wind Case- ASCE 7-98, MWFRS/C4C, V-125 mph,
h - 15.0 ft, I = 1.00, Exp.Cat.=B, Rzt = 1.
Bldg Type-Encl L- 64.Oft, W= 26-Oft, Truss
in INT zone, TCDL- 4.2psf, BCDL- 6.Opsf
MAX LIVE LOAD DEFLECTION:
L/999
L=-0.20" D=-0.21" T=-0.41"
MAX HORIZONTAL TOTAL LOAD DEFLECTION:
T- 0.12"
MAX HORIZONTAL LIVE LOAD DEFLECTION:
T= 0.06"
RMB - 1.15
3X10
0: Plate(s) OFFSET from joint center. The
Joint Detail Report must be included
with any submittal, inspection, and/or
fabrication documentation.
MULTIPLE LOADS -- This design is the
couposite result of multiple loads.
2-PLY TRUSSI fasten w/3"X 0.120" nails in
staggered pattern per nailing schedule:
TC- 2 per ft. BC- 4 per ft. WEBS- 2 per ftDistributeloadsequallytoeachply.
PROVIDE UPLIFT CONNECTION PER SCHEDULE:
Support 1• 3663Support24679
TC ... FORCE CSI BC ... FORCE CSI
1- 2 14286 0.60 12-11 12671 0.58
2- 3 14336 0.84 11-10 12476 0.96
3- 4 9984 0.44 10- 9 12423 0.96
4- 5 9987 0.64 9- 8 12969 0.96
5- 6 14293 0.81
6- 7 14485 0.85
2-PLYS REQUIRED
0
6X8
lux u
TI: D QTY:2
Joint Locations=======__=_====
1) 0- 0- 0 5) 18-11- 4 9) 18-11- 4
2) 3- 6- 0 6) 22- 6- 0 10) 13- 0- 03) 7- 1- 8 7) 26- 0- 0 11) 7- 1- 84) 13- 0- 0 8) 26- 0- 0 12) 0- 0- 0
TOTAL DESIGN LOADS ------------
Uniform PLF From PLF To
TC Vert L+D -46 0- 0- 0 -46 26- 0- 0
BC Vert L+D -20 0- 0- 0 -20 7- 1- 8
BC Vert L+D -610 7- 1- 8 -610 26- 0- 0ConcentratedLBSLocation
BC Vert L+D -2595 7- 1- 8
MAX. REACTIONS PER BEARING LOCATION-----
X-Loc Vert Horiz Uplift Y-Loc Type0- 4- 0 6782 -164 -42 BOT PIN
25- 8- 0 8664 0 -44 BOT H-ROLL
1OX10] 3X8
3X10
0a-3
4
6-10-3
F9 F9
26-0-0
12
6783# 8.0011 10 9 8
8664# 8.00"
26-0-0
EXCEPT AS SHOWN PLATES ARE TL20 GA ESfED PER ANSI/TPI 1-1995 scale = 0.2577
Maronda Systems
4005 MARONDA WAY
SANFORD, FL. 32771
407) 321-0064 Fax (407) 321-3913
TOMAS PONCE P.E.
LICENSE #0050068
ta90 GREENBROOK Cr.0V1ED0.rL32760
WARNING: READ ALL NOTES ON THIS SHEET.
A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING
CONTRACTOR.
BRACING WARNING:
Bmcing shown on this dm" b not erection bracing, wind bmcing, portal bracing or similar bracingwhichisapanofthebuddingdesignandwhichmustbeconsideredbythebuildingdesigner. BracingshornisforLateralsupportoftruemembersonlytoreducebucklinglength. Provisions must be
made to anchor Lateral bracing at ends and specified locations determined by the building designer. Additional bmcing ofthe werall structure may be required. (See 11113-91 ofTPI).
rrruss Plate Institute. TPI, is located at 583 D'Onofrio Drtve, Madison. Wisconsin 53719).
Eng. Job:
Dwg:
Dsgftr: 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
Truss ID: D
Date: 1-09-02
DurFac - Lbr: 1.25
DurFac - Plt: 1.25
O.C. Spacing: 24.0"
Design Criteria: TPI
Code Desc: FLA
TICS: 11.28.01
I ' JB: GEORGETOWN A 4AC: WO: GT2A4 WE: TI: D1 QTY:5
DESIGN INFORMATION
This design is for an Indhidual building
component and has been based on Information
provided by the client. Thedesigner disclaims
any mpom1bWty, for damages as a mutt of
faulty or Incorrect hdonnaLlon, 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-
ctflc project and accepts no responslbWly or
cxerebes no control with regard to fabrica-
tion, handling, shipment and installation of
trusses. This truss has been designed as an
Individual buildingcomponent in accordance with
ANSI/TPI 1-1995 and NDS-97 to be Incorporated
as part ofthe budding design by a Building
Designer fregistered architect or professional
englneed. When reviewed for approval by the
building designer, the design loadings shown
must be checked to be sure that the data shown
are in agreement with the local building codes.
local climatic records for wind or snow loads,
project specifications or special applied loads.
Unless shown, truss has not been designed for
storage or occupancy loads. The design assumes
compression chords Itop or bottom) are mntlnu-
ously braced by shnlhtng unless otherwise
speclfled. 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 11Y-0- o.c. Connector
plates shall be manufactured from 20 gauge hot
dipped galvanized steel meeting ASIM A
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
reap= a continuing responsibWly for such veri-
fication. Any discrepancies are tobe put in
writing before cutting or fabrication.
Plato shah not be installed over knotholes.
knots or distorted grain. Members shah 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 mintmum sizes based on the forces shown
and may need to be Increased for eeriain 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/TW 1-1995
PRECAUTIONARY NOTES
Ali bracingand erection recommendations are
to be followed in accordance with *Handling
Installing A 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 stralght and plumb pos-
Mon and for resisting lateral form shah be
designed and Installed by others. Careful hand.
ling b essential and erection bracing is allays
required. Normal precautionary action for
trusses requires such temporary bracing during
Installallon between trusses to avoid toppling
and dominobrg. The supervision of erection of
trusses shall be under the control ofpersons
experienced in the insbthatbn of trusses.
Professional advice shall be sought If needed.
Concentration ofconstruction 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.
TOP CHORDS: 2x4 SP #2
BOT CHORDS: 2x4 SP #2
WEBS: 2x4 SP #3
WEDGES: 2x4 SP #2
All COMPRESSION Chords are assumed to be
continuously braced unless noted otherwise
PROVIDE UPLIFT CONNECTION PER SCHEDULE:
Support 1 76#
Support 2 81#
MAX LIVE LOAD DEFLECTION:
L/999
L--0.19" D=-0.20" T--0.39"
MAX HORIZONTAL TOTAL LOAD DEFLECTION:
T 0.28"
MAX HORIZONTAL LIVE LOAD DEFLECTION:
T- 0.14"
RMB = 1.15
7-3-2
0-4-3
Ty1
1: Plate(s) OFFSET from joint center. The
Joint Detail Report lmtst be included
with any submittal, inspection, and/or
fabrication documentation.
MULTIPLE LOADS -- This design is the
composite result of Imtltiple loads.
Wind Case- ASCE 7-98, MWFRS/CSC, V-125 mph,
h = 15.0 ft, I - 1.00, Exp.Cat.=B, Xzt - 1.0
Bldg Type= L. 64.Oft, W= 26.Oft, Truss
in END zone, TCDL- 4.2psf, BCDL= 6.Opsf
Joint Locations=========__==
1) 0- 0-=0 5) 26- 0- 0 9) 6- 8-11
2) 6- 8-11 6) 26- 0- 0 10) 0- 0- 0
3) 13- 0- 0 7) 19- 3- 5
4) 19- 3- 5 8) 13- 0- 0
MAX. REACTIONS PER BEARING LOCATION-----
X-Loc Vert Horiz Uplift Y-Loc Type
0- 4- 0 904 -164 -76 BUT PIN
25- 8- 0 904 0 -81 BDT H-ROLL
TC ... FORCE CSI BC...FORCE CSI
1- 2 2433 0.43 10- 9 2190 0.63
2- 3 1817 0.37 9- 8 2199 0.56
3- 4 1817 0.37 8- 7 2199 0.56
4- 5 2433 0.43 7- 6 2190 0.63
13-0-0 13-0-0
1 2 4 5
4X6
in 13-8-0 3X8 --
3.00J1 -3.00
6-10-3
0-4-3
T_
0-8
1
124-0 11 124-0
10 9 1 7 6904# 8.00" 904# 8.00" 1-0-0
26-0-0 o-1-0-00Cd9Mt;; ) PLATS (16) 2X4 (I RO-11-11)
EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2393
WAKNINU: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: GT2A4
Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: D1
CONTRACTOR.
BRACING WARNING:
Dsgnr: TLY Chit: Date: 1-09-02
4005 MARONDA WAY
TC Live 16.0 psf DurFac - Lbr: 1.25
SAN FORD. FL. 32771
321-0064
Bracing shown on this drawl" is not erection bracing, wind bracing, portal bracing or similar bracingwhichisapanofthebuildingdesignandwhichmustbeconsideredbythebuildingdeslgraer. Bracingshownisforlateral
TC Dead 7.0 psf
BC Live 0.0 f
Du rFac - Pit: 1.25
nO.C. Spacing:24.0407) Fax (407) 321-3913
TOMAS PONCE P.E.
support of truss members on to reduce buckling leesNgby Provisions
bracingnudetoanchorlateralbracing at ends and specified
ybere rdred.locations(determined the building designer. Additions, bracing or me overall awaare may be requited. (see HIM 1 ar TP(1. BC Dead 10.0 fPs Design Criteria: TPI9
LICENSE #0050068 muss Plate Institute. TPI, is located at 583 D'Onof le Drive. Madison. Wisconsin 53719). Code Desc: FLA -
189oOREENBROOKCr.OVIEDO.FLa2766 TOTAL 33.0 psf V:12.03.01- 12888- 6
r.orgn.- mruru Arlalyiu iUv r-AI L:I/tt-LUKUU851G1L44 HCS: 11.28.01
DESIGN INFORMATION
This design is for an individual building
component and has been based on Information
provided bythe 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
ofthis Information as It may relate to a spe-
clfic project and accepts no responsibility or
exembes 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 BuildingDesigner (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 cllmatic records for wind or snow bads,
project specifications or special applied loads.
Unless shown, Ina.. has not been designed for
storage or occupancy loads. The design assumes
compression chords (top or bottom) are cm tlnu-
ously braced by sheathing unless otherwise
specified. Where bottom chords in tension are
not fully braced laterally by a properly applied
rigid ceiling, theyshould be bmeed at a
maxim= spacing of 10'-W o.c. Connector
plates shall be manufactured from 20 gauge hot
dipped galvanized steel meeting AM 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
rwllze a continuing responsibilityfor such veri-
fication. Any discrepancies are to be put in
wilting before cutting or fabrication.
Plates stall not be installed wer knotholes.
knots or distorted grain. Members shalt be cut
for tight fillingwood to wood hearing, Can.
nector plates shall be located on both faces of
the trans with nabs fully Imbedded and shall be
sym. about thejolnl unless otherwise shown. A
5x4 plate Is 5- widex 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 ofthe webs
unless otherwise shown. Connector plate stiesareminimumsizesbasedontheforcesshown
and may need tobe increased forcertain hand-
ling and/or erection stresses. This truss is not
to be fabricated with fire retardant treated
lumber unlessolherwlse shown. Foradditional
Information on Quality Control refer to
ANSI/TPI 1.1995
PRECAUTIONARY NOTES
All bracing and erection recommendations arc
to be followed in accordance with 'Handling
Irtslallng A Bracing, HID-91. Trusses are 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-
It1on and for resisting lateral form shall be
designed and installed by others. Careful hand-
Itng is essential and erection bracing is always
required. Normal precautionary action for
trusses requires such temporary bracing during
Insbillation between trusses to avoid loppHng
and dommoing. The supervision of erection of
trusses shall be under the control or persons
experienced in the Installation of trusses.
Professional advice shall be sought If needed.
Concentration of construction loads greater
than the design Inds shall not be applied to
trusses at any time' No loads other than the
weight or the erector shall be applied to
trusses untilafter all fastening and bracing
Is completed.
JB: GEORGETOWN A 4AC:
TOP CHORDS: 2x4 SP 2
BOT CHORDS: 2x4 SP 2
WEBS: 2x4 SP 2
2x4 SP 3 1,5
WEDGES: 2x4 SP 2
PROVIDE UPLIFT CONNECTION PER SCHEDULE:
Support 1 262#
Support 2 262#
MAX LIVE LOAD DEFLECTION:
L/999
L--0.05" D--0.05" T=-0.11"
MAX HORIZONTAL TOTAL LOAD DEFLECTION:
T- 0.05"
MAX HORIZONTAL LIVE LOAD DEFLECTION:
T- 0.02"
RMB = 1.15
WO: GT2A4 WE:
MULTIPLE LOADS -- This design is the
composite result of multiple loads.
All COMPRESSION Chords are assumed to be
continuously braced unless noted otherwise.
Wind Case- ASCE 7-98, MWFRS/C&C, V-125 mph, h . 15.0 ft, I = 1.00, Exp.Cat.-B, Kzt - 1.0
Bldg Type= L= 64.Oft, W. 26.Oft, Truss
in END zone, TCDL= 4.2psf, BCDL= 6.Opsf
TC... FORCE ... CSI .-BC ... FORCE ... CSI1- 2 -1438 0.42 10- 9 1241 0.35
2- 3 -1009 0.38 9- 8 1238 0.42
3- 4 -1009 0.38 8- 7 1238 0.42
4- 5 -1438 0.42 7- 6 1241 0.35
TI: D2 9TY:3
joint Locations==============
1) 0=== _ 0 5) 26- 0- 0 9) 6- 4-122) 6- 4-12 6) 26- 0- 0 10) 0- 0- 0
3) 13- 0- 0 7) 19- 7- 4
4) 19- 7- 4 8) 13- 0- 0
MAX. REACTIONS PER BEARING LOCATION-----
X-Loc Vert Horiz Uplift Y-Loc Type
0- 4- 0 904 -164 -262 BOT PIN
25- 8- 0 903 0 -262 BOT H-ROLL
Ilk 13-0-0 13-0-0 11
1 2 4 5
4X6
3X6 -
M
110
904a 8.00"
11-0-0
110-11-11) I 26-0-0
EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995
Lmaronda Systems
4005 MARONDA WAY
SANFORD, FL. 32771
407) 321-0064 Fax (407) 321-3913
TOMAS PONCE P.E.
LICENSE #0050068
1890 GREFNBROOK CI'.OVIED0.1I-32760
Derign: Afatrir Analysis
WAKNING: 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 sridlar bracingwhichIsaparofthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. Bracingshownisforlateralsupportoftrussmembersonlytoreducebucklinglength. Provisions must be
made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the wera6 structure may be required. (See HIB-91 ofTPI).
rrruss Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison, Wisconsin 53719).
JOB PATH: CATFF-L0KV0BSIG72A4
0
T
6-10-3
0-4-3
TY
I
904N 8.00"
1-U-0
RO-11-11)
scale = 0.2393
Eng. Job: T A
Dwg: Truss ID: D2
Dsgnr: TLY Chk: Date: 1-09-02
TC Live 16.0 psf DurFac - Lbr: 1.25
TC Dead 7.0 psi DurFac - Pit: 1.25 .
BC Live o.o psf O.C. Spacing: 24.0"
BC Dead 10.0 psf Design Criteria: TPI
Code Desc: FLA -
TOTAL 33.0 psf V:12.03.01- 12889- 6
HCS: 11.28.01
JB: GEORGETOWN A 4AC: WO: GT2A4 WE: TI: D3 QTY:1
DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the _ = _ _ = ========Joint Locations===========_===
This design b IndividualanInddual building BOT CHORDS: 2x4 SP #2 composite result of multiple loads. =1) 0- 0- 0 ' 5) 19- 7- 4 9) 14-10- 4componentandhasbeenbasedoninformationWEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 6- 4-12 6) 26- 0- 0 10) 11- 0- 0providedbytheclient. The designer disclaims 2x4 SP #2 4 continuously braced unless noted otherwise. 3) 11- 0- 0 7) 26- 0- 0 11) 6- 4-12anyresponsibilityeonemIfordamagesasaresultofWEDGES: 2x4 SP #2 Wind Case- ASCE 7-98, MWFRS/C&C, V=125 mph, 4) 15- 0- 0 8) 19- 7- 4 12) 0- 0- 0 faultyorInrorrectInformation, specifications and/
or designs furnished tothe buss designer h - 15.0 ft, I = 1.00, Exp.Cat.-B, Kzt - 1.0 ----MAX. REACTIONS PER BEARING LOCATION----- bytheclientandthecorrectnessoraccuracy PROVIDE
UPLIFT CONNECTION PER SCHEDULE: Bldg Type- L. 64.Oft, W= 26.Oft, Truss X-Loc Vert Horiz Uplift Y-Loc Type of thisinformationasItmayrebtetoaspe- Support 1 263# in END zone, TCDL= 4. 2 sf, BCDL= 6 . 0 -263 BOT PIN c1Uc projectandacceptsnoresponsibilityorSupport2262# p Opsf 25- 8-
0 903 -140 -262 BOT H-ROLL lion, handling, rong- shipment andInsagallonofMAXexercisescontrolwithregardtofabrics- LIVE LOAD DEFLECTION: ..TC... FORCE ... CSI ..BC ... FORCE... CSI trusses. This
thus has been designed as an L/999 1- 2 -1423 0.35 12-11 1225 0.31 mdhvidualbuilding component
in accordance with L=-0.05" D=-0.05" T--0.10" 2- 3 -1106 0.32 11-10 1222 0.31 ANSIrM 1.1995andNDS-97 to be Incorporated MAX HORIZONTAL TOTAL LOAD DEFLECTION: 3- 4 -969 0.19 10- 9 941 0.23 as part ofthebuildingdesignbyBuildingT= 0. 04" 4- 5 -1103 0.32 9- 8 1222 0.31 Desengineer(rcglstered ienreiewedfoaprovalby
h MAX HORIZONTAL LIVE LOAD DEFLECTION: 5- 6 -1423 0.35 8- 7 1225 0.31 engineer). When reviewedforapprovalbythebuildingdesigner• the
design loadings shown T= 0. 02" must be checked
to be sure that the data shwa RMB m 1.15 are In agreementwiththelordbuildingcodes, local climaticrecords
for wind or snow loads. project specifications or
special applied loads. Unless shown• truss
has not been cl slpted forstorage or occupancy
Inds. The design assumes compression chords (top
or bottom) are continu- ously braced by
sheathing unless otherwise specified. Where bottom
chords In tenslon are not fully braced
laterally by a properly applied rigid ccWng 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. 11- 4-Q-0 11-0-0 Grade 40. unlessotherwiseshown. 1 2 5
FABRICATION NOTES a
o Prior to fabrication. the fabricator shall review this drawing to
verify that this drawing is in conformance with the
fabricators plans and to 4X8 4X6 realize a continuing
responsibility for such v l- ficatan. Any discrepancies
are to be put In writing before cutting
or fabrication. Pates shall not
be Installed over knotholes• knots or distorted
grain. Members shall be cut for tight fitting
wood to wood beartng. Con- 3X4 3X4 nectar plates shagbelocatedonbothfacesofthetnrsswith
nags fully 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' 6-3-2 5-10-3 wide x 8'
long. Slots (holes) run parallel to the plate length
spectned. Double cuts on web members shag meet
at the centroid of the webs 0-4-3 unless otherwise shown. Connector plate sizes 0-4-3 are mmlmum sins
based on the forces shown and may need
to be increased for certain hand- ling and/orric
erection with stresses. This
truss
Is not - - _ to be fabricated
with floe shown.retardant trcaled
3X6
2X4 6X8 3X8 2X4 3X6 lumber unless otherwiseshown. For additional Information on Quality
Control refer to 3X6 3X6 ANSI/TPI 1.1995 PRECAUTIONARY NOTES All
bracing and
erection recommendations are to be followed
In accordance with 'Handling InstaWng ® Brachig. 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 stratot and plumb pos- Itlon and for
resisting lateral fortis shag be designed and Installed
by others. Careful hand- ling is essential
and erection bracing b always required. Normal precautionary
action for trusses requires such
temporary bracing during installation between busses
to amid toppling and dominoag The
supervision of erection of trusses shag be
under the control of persons experienced In the
Installation of trusses. Professional advice shag
be sought If needed. Con"ntmtlon of
camtructlon Inds greaterthan the dmlgn
loads shag not be applied to trusses at any
time. No Inds other than the weight of the
erectors shag beapplied to tr uses until
after all fastening and bracing b completed. M
M 26-
0-0
12 11 10
9 8 904# 8.00"
904N 9 fin" 11-0-0RO-11-11)
I I 26-0-0 EXCEPT AS SHOWN
PLATES ARE TL20 GA TESTED PER ANSI/CPI 1-1995 Lmaronda Systems 4005
MARONDA WAY
SANFORD. FL. 32771
407) 321-0064
Fax (407) 321-3913 TOMAS PONCE P.
E. LICENSE #0050068 1890
GREENBROOK Cr'.
0VIEDOXI-32766 WAKNING: READ ALL
NOTES ON THIS SHEET. Eng. Job: A COPY OF
THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgur: TLY
Clik: BRACING WARNING: TC
Live 16.0 psf Bracing shown on
this drawing b not erection bracing wind bracing portal bracing or similar bracing TC Dead 7.0 psf which is apartofthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. Bracing shown is forlateralsupponoftrussmembersonlytoreducebucklingLength. Provisions must be BC Live 0.0 f ps made toanchor
Lateral bracing at ends and specified locations determined by the building designer. Addltlonal bracing ofthewerallstructuremayberequired. (See Ill"I of TPI). BC Dead10.0 r frruss Plate Institute,
TPI, is located at 583 D'Onofrio Drive. Madison, Wisconsin 53719). TOTAL 33.0
RO-11-I1)
scale = 0.2393
Truss ID: D3
Date: 1-09-
02 DurFac - Lbr: 1.
25 DurFac - Pit: 1.
25 O.C. Spacing:
24.0" Design Criteria: TPI
Code Desc: FLA
1JC318m: A101"Lr
A1fd1)'115 JUB PAIII: C:17EE-L0KU08SlG72A4 HCS: 11.28.01
DESIGN INFORMATION
This design is for an Individual budding
component and has been based on Information
provided by the client. The designer disclaim
any responsibility for damages as a result of
faulty or Incorrect Information, specifications
and/or designs furnished to the wss designer
by the client and the conmetness or accuracy
of this Information as It may relate to a spe-
cine project and accepts no responsibility or
exercises no control with regard to fabrico-
tion, handling• shipment and installation of
trusses. This truss has been designed as an
individual buildingcomponent in accordance with
ANSI/lPl 1-1995 and NDS-97 tobe Incorporated
as part of the building design by a Budding
Designer (registered architect or professional
englncerl. 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 bads•
project sPCCNcatlon3 or special applied Inds.
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 property appliedrigidceding. they should be braced at a
maximum spacing of l(r-W o.c. Connector
plates shall be manufactured from 20 gauge hotdippedgalvanizedsteelmeetingASTMA653.
Grade 40. unless otherwise shown.
FABRICATION NOTES
Prior to fabrication• the fabricator shad 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-
Bcttion. Any discrepancies are to be put in
writing before cutting orfabrmilon.
Platys shad not be installed over knotholes.
knots or distorted grain. Members shall be cut
for tight Btttng wood to wood bearing. Con-
nector plates shad be located on both faces of
the truss with rails fully imbedded and shall be
syni. 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 shad meet at the centroid of the webs
unless otherwise shown. Connector plate sizes
are minimum dyes based on the forces shown
and may need to be increased forcertain hand-
bagand/or erection stresses. This truss is not
to be fabricated with floe retardant treated
lumber unless otherwise shown. For additional
Information on Quality Control referto
ANSI/TPI 1.1995
PRECAUTIONARY NOTES
All bracing and erection recommendations arc
to be followed in accordance with -Handbag
Installing A Bracing-, HIB-91. Tntssm are to
be handled with particular care during banding
and bundling• delivery and installation to avoid
damage Temporary and permanent bracingforholdingtrussesinastraightandplumbpos-
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 require such temporary bracingduring
Installation between trusses to avoid toppling
and dominoing. The supervision of erection or
trusses shall be under the control ofpersons
experienced in the installauon of trusses.
Professional advice shad be sought If needed.
Concentration of construction loads greater
than the design loads shall not be applied to
trusses at anytime. No bads other than the
weight or the erectors shag be applied to
trusses until after all fastening and bracingiscompleted.
JB: GEORGETOWN A 4AC:
TOP CHORDS: 2x4 SP 42
BOT CHORDS: 2x4 SP 2
WEBS: 2x4 SP 3
WEDGES: 2x4 SP 2
PROVIDE UPLIFT CONNECTION PER SCHEDULE:
Support 1 263#
Support 2 262#
MAX LIVE LOAD DEFLECTION;
L/999
L=-0.06" D--0.06" T--0.11"
MAX HORIZONTAL TOTAL LOAD DEFLECTION:
T. 0.05"
MAX HORIZONTAL LIVE LOAD DEFLECTION:
T= 0.02"
RMB - 1.15
5-3-2
0-41-3
T7L.
I
WO: GT2A4 WE:
MULTIPLE LOADS -- This design is the
composite result of multiple loads.
All COMPRESSION Chords are assumed to be
continuously braced unless noted otherwise.
Wind Case- ASCE 7-98, MWFRS/C&C, V-125 uph,
h - 15.0 ft, I - 1.00, Exp.Cat..B, Kzt - 1.0
Bldg Type- L= 64.Oft, W= 26.Oft, Truss
in END zone, TCDL- 4.2psf, BCDL= 6.0psf
TC... FORCE CSI
1- 2 1433 0.26
2- 3 1249 0.24
3- 4 1090 0.23
4- 5 1090 0.23
5- 6 1249 0.24
6- 7 1433 0.26
BC...FORCE ... CSI
11-10 1247 0.50
10- 9 1162 0.48
9- 8 1247 0.50
TI: D4 QTY:1
Joint Locations===============
1) 0- 0- = 0-=0 5) 17- 0- 0 9) 17- 0- 0
2) 4- 9- 4 6) 21- 2-12 10) 9- 0- 0
3) 9- 0- 0 7) 26- 0- 0 11) 0- 0- 0
4) 13- 0- 0 8) 26- 0- 0
MAX. REACTIONS PER BEARING LOCATION-----
X-Loc Vert Horiz Uplift Y-Loc Type
0- 4- 0 904 -114 -263 BOT PIN
25- 8- 0 903 0 -262 BOT H-ROLL
9-0-0 1, 8-0-0 1, 9-0-0
1 2 4 6
6 000 6.00
4X6 3X4 4X6
AO 3X6
Ilk 1
26-0-0
11 10 9 8904# 8.00"
11-0-0-0 904# 8.00"
RO-11-11) I 1 26-0-0
EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSUTPI 1-1995
Lmaronda Systems
4005 MARONDA WAY
SANFORD, FL. 32771
407) 321-0064 Fax (407) 321-3913
TOMAS PONCE P.E.
LICENSE #0050068
1890 GREFNBROOK Cr.OVIEDO.F'L32768
WAKNIN(4: READ ALL NOTES ON THIS SHEET.
A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING
CONTRACTOR.
BRACING WARNING:
Bracing shown on this drawingis not erection bmcing, wind bracing, portal bracing or sbnllar bracingwhichisapartofthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. BmcingshownisforlateralsupportoftrussmembersonlytoreducebucklinglengthProvisionsmustbe
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 HI13-91 ofTPd.
Urtus Plate Institute. TPI, is located at 583 D'Onoftto Drive. Madison. Wisconsin 53719).
4-10-3
0-4-3
100
I RO-11-11)
scale = 0.2393
Eng. Job: A4
Dwg: Truss ID: D4
Dsgnr: TLY Chk: Date: 1-09-02
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: 24.011
BC Dead 10.0 psf Design Criteria: TPI
Code Desc: FLA -
TOTAL 33.0 psf V:12.03.01- 12891- 65
lies. 11.28.01
JB: GEORGETOWN A 4AC: WO: GT2A4 WE:
DESIGN INFORMATION
This design is for an Individual building
component and has been based on infommtlon
provided bythe client. The designer &-I urns
any responsibility for damages as a result of
faulty or incorrect Inf—ton. specifications
and/or designs furnished to the truss designer
by the client and the correctness or accuracy
ofthis Information m It may relate to a spe-
edlc prolecl and accepts no responsibility or
exerclses no control with regard to falulo-
tion. handling, shipment and installation of
trusses. This truss has been designed as an
mdMdwl building component In accordance with
ANSI/lPI 1-1995 and NDS-97 to be Incorporated
as part of the building design by a Budding
Deslgner Iregstered architect or professional
engineerl. 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 eltrnatic records forward or snow loads.
proleet specifications or special applied loads.
Unless shown, truss has not been designed for
storage oroccupancy loads. The design assumes
compression chords (lopor bottom) are continu-
ously braced by shwlldng unless otherwise
specified. Where bottom chords in tension are
not fully braced laterally by a properly applied
do 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 ASiMI 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 contlnumg responslbUlty for such vert.
fkatfon. Any discrepancies are to be put In
wriUng before cutting or fabrication.
Pates shad not be installed over knotholes.
knots or distorted grain. Members shall be cut
for tight fittingwood to wood bearing. Can.
nector plate shall be located on both faces of
the truss with nalls fully Imbedded and shall be
sym. about the Joint unless otherwise shown. A
5x4 pate s 5- wide x 4' long. A 6x8 pate is 6
wide x 8- long. slats (holes) run parallel to
the pate length specified. Double cuts on web
members shall meet at the eentnold of the webs
unless otherwise shown. Connectorpale sizes
arc minbnum sizes based on the forces sham
and may need to be increased for certain hand.
ling and/or erection strum. This tress is not
to be fabricated with fire retardant treated
lumber unless otherwise shown. For additional
info.Uon on QualityControl refer to
ANSI/7PI 1.1995
PRECAUTIONARY NOTES
Ad bracing and erection recommendations an:
to be followed in accordance with -Handling
Installing R Bracing'. HIB-91. Trusses are to
be handled with particular cue during bandingandbundling. delivery and Wtalatan 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 uectan bmcmg is always
required. Normal p—Uonary action for
trusses requires such temporary bracing during
installation between tosses to avoid toppling
and dominotng. The supervision oferection 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 bads greater
than the design Inds shad not be applied to
trusses at any time. No loads other than the
weight of the erectors shad be applied to
trusses until after all fastening and bracing
is completed.
TOP CHORDS: 2x4 SP #2
BOT CHORDS: 2x6 SP #2
WEBS: 2x4 SP #3
2x4 SP #2 3,4
Wind Case- ASCE 7-98, MWFRS/C&C, V-125 mph,
h = 15.0 ft, I = 1.00, Exp.Cat.-B, Kzt = 1.0
Bldg Type-Encl L- 64.Oft, W. 26.Oft, Truss
in INT zone, TCDL= 4.2psf, BCDL- 6.Opsf
MAX LIVE LOAD DEFLECTION:
L/999
L--0.13" D--0.13" T--0.26"
MAX HORIZONTAL TOTAL LOAD DEFLECTION:
Ta 0.08"
MAX HORIZONTAL LIVE LOAD DEFLECTION:
T= 0.04"
RMB = 1.00
T
4-3-2
0441-3
Ty1
I
MULTIPLE LOADS -- This design is the
composite result of multiple loads.
All COMPRESSION Chords are assumed to be
continuously braced unless noted otherwise.
This 1-PLY Hip Master designed to carry710" open jacks (no webs) across center
and Hip Jack Truss framed to BC
PROVIDE UPLIFT CONNRC ITN PER SCHEDULE:
Support 1 972
Support 2 972
TC ... FORCE CSI BC ... FORCE CSI
1- 2 3452 0.50 11-10 3025 0.71
2- 3 3395 0.37 10- 9 3634 0.94
3- 4 3066 0.84 9- 8 3025 0.71
4- 5 3066 0.84
5- 6 3395 0.37
6- 7 3452 0.50
TI: D5 QTY:1
Joint Locations==========___==
1)0- 0- 0 5) 19- 0- 0 9) 19- 0- 0
2) 3-11- 4 6) 22- 0-12 10) 7- 0- 0
3) 7-0- 0 7) 26- 0- 0 11) 0- 0- 04) 13- 0- 0 8) 26- 0- 0
TOTAL DESIGN LOADS ------------
Uniform PLF From PLF ToTCVertL+D -46 -1- 0- 0 -46 7- 0- 0
TC Vert L+D -100 7- 0- 0 -100 19- 0- 0
TC Vert L+D -46 19- 0- 0 -46 27- 0- 0
BC Vert L+D -20 0- 0- 0 -20 7- 0- 0BCVertL+D -43 7- 0- 0 -43 19- 0- 0
BC Vert L+D -20 19- 0- 0 -20 26- 0- 0
Concentrated LBS Location
BC Vert L+D -429 7- 0- 0
BC Vert L+D -429 19- 0- 0
MAX. REACTIONS PER BEARING LOCATION-----
X-Loc Vert Horiz Uplift Y-Loc Type
0- 4- 0 1799 -88 -263 BOT PIN
25- 8- 0 1799 0 -263 BOT H-ROLL
7-0-0 12-0-0 7-0-0
1 2 4 6
600 6.00
W
4X6 3X4 dab
26-0-0
rn
T
3-10-3
0-4-3
7T I
11 10 9 81800# 8.001,
26-0-0 I 1-0-0RO-11-11) 430# 430# (RO-1111-11) EXCEPT AS SHOWN PLATES ARE TL20 GA T SCED PER ANSMI ]-1995 scale = 0.2393
LMaronda Systems
4005 MARONDA WAY
SANFORD, FL. 32771
407) 321-0064 Fax (407) 321-3913
TOMAS PONCE P.E.
LICENSE #0050068
1890 GREENBROOK CLOVIEDOXI-32760
Design: Matrix Anaysh
WAKNING: READ ALL NOTES ON THIS SHEET.
A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING
CONTRACTOR.
BRACING WARNING:
Bmcing shown on this drawing Is not erection bracing, wind bmcmg, portal bracing or stmtiir bmetngwhichIsaparofthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. Bracingshownisforlateralsupportoftrussmembersonlym•reduce buckling length. Provisions must be
made to anchor lateral bracing at ends and specified locations detemdned by the building designer. Additional bmcmg of the overall structure may be required. ISee HIB-91 of TPO.
Truss Plate Institute. TPI, Islocated at 583 D'Onofrto Drive. Madison. Wisconsin 53719).
JOB PATH.• C:ITEELOKVOBS167-20
Eng. Job:
Dwg:
Dsgty: TLY Clik:
TC Live 16.0 psf
TC Dead 7.0 psf
13C Live 0.0 psf
BC Dead 10.0 psf
TOTAL 33.0
Truss ID: D5
Date: 1-09-02
DurFac - Lbr: 1.25
DurFac - PIt: 1.25
O.C. Spacing: 24.0"
Design Criteria: TPI
Code Desc: FLA -
HCS: 11.28.01
JB: GEORGETOWN A 4AC:
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, specificationsand/or designs furnished to the truss designer
by the client and the correctness or accuracy
of this Wormatlon - It may relate too spe-
cific project and accepts no responsibility or
exercises no control with regard to fabrien-
don, 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 pmfesslunal
engineer). When reviewed for approval by the
building designer, the design loadings shown
most be checked to be sure that the data shown
arc in agreement with the local building codes.
local cllmaUc records for wind or snow loads,
project specllleaUom or spcciaI applied foods.
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, theyshould be braced ata
maximum spacing of I0'-0- o.c. Connector
plates shall be manufactured from 20 gauge hot
dipped gahanUed steel meeting ASlM 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-
tication. Any disuepancies are to be put In
writing before cutting orfabrication.
Plates shall not be Installed over knotholes.
knots or distorted grain. Members shall be cut
for tight fittingwood to wood bearing. Can.
nector plates shall be located on both faces of
the truss with nails fully Imbedded and shag be
sym. about thejotnt 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 shag meet at the centrold of the webs
unless otherwise shown. Connector plate sizes
are minimum sizes based on the forces shown
and may need tobe increased for certain hand.
Ungand/or erectionstresses. This truss is not
to be fabricated with fire retardant treated
twnber unless otherwise shown. For addlUonal
Wommtion on guagly Control refer to
ANSI/TPI 1-1995
PRECAUTIONARY NOTES
All bracing and erection recommendations are
to be followed in accordance with -Handling
installing & Dractrig'•. HI8-91. Trusses arc to
be handled with particular care during banding
and bundling, delivery and installation to avoid
damage. Temporary and permanent bracing
forholding trusses in a straight and plumbpos-
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 requbes such temporary bracing during
Installation between trusses to avoid toppling
and domtnoing. The supervision of eron of
trusses shall be under the control of persons
experienced in the Insta auon of trusses.
professional advice slug be sought if needed.
Concentration of construction loads greater
than the design bads shag not be applied to
trusses at any time. No loads other than the
weight of the ereeton shall be applied to
trusses untilaner all fastening and bracing
is completed.
TOP CHORDS: 2x4 SP #2 FLLLER
BOT CHORDS: 2x4 SP #2 WEB: 2X8 SP112WEBS: 2x4 SP #3
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 1 107#
Support 2 249#
Support 3 249#
Support 4 98#
MAX LIVE LOAD DEFLECTION:
L/999
L--0.02" D= 0.00" T=-0.02"
MAX HORIZONTAL TOTAL LOAD DEFLECTION:
T. 0.05"
MAX HORIZONTAL LIVE LOAD DEFLECTION:
T- 0.06"
RMB = 1.15
WO: GT2A4 WE:
MULTIPLE LOADS -- This design is the
composite result of multiple loads.
All COMPRESSION Chords are assumed to be
continuously braced unless noted otherwise.
Left and Right End verticals designed to
withstand 125 MPH wind.
Wind Case- ASCE 7-98, MWFRS/C&C, V=125 mph,
h - 15.0 ft, I - 1.00, Exp.Cat.=B, ilzt - 1.0
Bldg Type -Part L= 64.Oft, Ws 19.2ft, Truss
in END zone, TCDL- 4.2psf, BCDL= 6.Opsf
TC... FORCE ... CSI .-BC ... FORCE ... CSI
1- 2 22 0.05 16-15 0 0.04
2- 3 66 0.56 15-14 103 0.10
3- 4 733 0.56 14-13 80 0.11
4- 5 733 0.56 13-12 459 0.17
5- 6 66 0.56 12-11 459 0.17
6- 7 22 0.05 11-10 80 0.11
10- 9 103 0.10
9- 8 0 0.04
TI: E CITY:1
Joint Locations======_=_=_====
1) 0- 0- 0 7) 19- 3- 0 13) 6- 8- 02) 1- 0- 0 8) 19- 3- 0 14) 2-10- 8
3) 2-10- 8 9) 18- 3- 0 15) 1- 0- 0
4) 9- 7- 8 10) 16- 4- 8 16) 0- 0- 0
5) 16- 4- 8 11) 12- 7- 0
6) 18- 3- 0 12) 9- 7- 8
MAX. REACTIONS PER BEARING LOCATION-----
X-Loc Vert Horiz Uplift Y-Loc Type
0- 8- 0 138 -114 -107 BOT PIN
6- 8- 0 544 0 -249 BOT H-ROLL
12- 7- 0 544 0 -249 BOT H-ROLL
18- 7- 0 138 0 -98 BOT H-ROLL
9-7-8 k9-7-8
1 2 3 14 5 6 7
5X8
rrxu - ...... Sao 5X8 2X4
riz.00
0-0-0-k 1-10-8 L I 13-6-0 I 1 1 in o 1 ..a .1u-v
139N 16.00"
14 13 12 11 10 g544// 16.00 544# 16.00" 139N 16.00111-0-8
19-3-0 ll -0-8GABLldPLA 'ES (40) 2X4 C/L: 6-8-0 C/L: 12-7-0 (R1--0-4) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 Over 4 Supports scale = 0.3141
WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: T A4
M!aronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: E
CONTRACTOR.
BRACING WARNING:
Dsgnr: TLI' Clik: Date: 1-09-02
4005 MARONDA WAY TC Live 16.0 psf DurFae - Lbr: 1,25
SANFORD, FL. 32771 Bmcing shown on this drawing is not erection bmc i& wind bracing, portal bracing or slmll. r bracingwhichisapartofthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. Bracing TC Dead 7.0 psf DurFae - Pit: 1.25
407) 321-0064 Far (407) 321-3913 shown is for lateral support of truss mernben only to reduce buckling length. Provisions must be BC Live 0.0 psf O.C. Spacing: 24.0"
TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations deteradned by the bull" designer.
Additionalonal bracing of the ovestructure may be requhed. (See HI8-91 of TPq. Dead 10.0 psf Design Criteria: TAdditionaltaB LICENSE #
0050068 frtuss Plate Institute, TPI. is betted at 583 D'Onofrio Drive, Madison. Wisconsin 53719). Code Desc: FLA teaoc [eer aRoolt cr.ovlet»st ss;ae Urrivrt.•
Mnrrfr AnnleJr ran n.•... .-.,..•....... ... ......-...._.. T07-
AL 33.0 psf V 1 2.03 O l - 12 97- 1 HCS:
11.28.01
DESIGN INFORMATION
This design Is for an Individual building
component and has been based on infamnation
provided by the client. The designer disclaims
any responslbwty far damages as o -It of
faulty or Incorrect Information, specifications
and/or designs furnished to the truss designer
by the client and the correct nw or acewrary
of this Information as It may relate to a spe-
eme project and accepts no respomibihty or
exerdses no control with regard to fabrfta-
Uon, handling, shipment and instalbUon 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 prorcmional
engineer). When reviewed for approval by the
building designer, the d"Ign loading shown
must be checked to be sure that the data shown
are In agreement with the local building lodes,
local cU=Uc records for wind or snow loads.
pro)eel specifications or special applied loads.
Unless shown, truss has not been designed for
storage oroccupancy loads The design assume
compression chords (top or bottom) are conunu-
ously braced bysheathing 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 gahanized steel meeting ASIM A 653.
Crade 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 fabnotors plus and to
man, a continuing responsibility for such veri-
fication. Any discrepancies are to be put in
writing before cutting or fabrication.
Plat" shall not be Installed over knotholes.
knots or distorted gram. Members shag be cut
for tight fitting wood to wood bearing. Can.
nector plates shall be located on both face of
the truss with nags fully Imbedded and shag be
sym. about the Joint unless othenvse shown. A
5x4 plate Is 5' wide x 4- long. A 6x8 plate is 6'
wide x S long. Slots (holes) con parallel totheplatelengthspecified. Double cuts on web
members shag meet at the centrofd of the webs
unless otherwise shown. Connector plate sizeareminimumsizesbasedontheforcesshown
and may need to be increased for certain hand-
Ungand/orerection stress". This truss is not
to be fabricated with fire retardant treated
lumber unless otherwise shown. For additional
Information on guauty Control refer to
ANSIfM 1-1995
PRECAUTIONARY NOTES
Ali bracing and erecuon recommendations are
to be followed in accordance with'Handling
InstaWng 6 Bracing-. HIB-91. Tosses are to
be handled with particular care during bandingandbundling, delivery and Installation to avoid
da,nage. Temporary and permanent bracingforholdingtossesinastraightandplumbpos- Man and for resIsUng lateral force shall be
des"ed and Installed by others. Careful hand-
ling I.essential and erecUon bracing is allays
required. Normal preautlonary action for
trusses requbcs such temporary bracing during
Instigation between trusses to amid toppling
and dominoing. The supervisionof erection of
tosses shall be under the control of persons
experienced In the installation of lnsses.
Professional advice shall be sought Ifneeded.
Concentration of construcUon bads seater
than the design loads shag not be applied to
trusses at any time No Inds other than the
weight ofthe erectors shall be applied to
trusses until after all fastening and bracing
is completed.
JB: GEORGETOWN A 4AC:
TOP CHORDS: 2x4 SP #2
BOT CHORDS: 2x4 SP #2
WEBS: 2x4 SP #3
PROVIDE UPLIFT CONNECTION PER SCHEDULE:
Support 1 . 116
Support 2 225
MAX LIVE LOAD DEFLECTION:
L/999
L=-0.02" D= 0.00" T=-0.02"
MAX HORIZONTAL TOTAL LOAD DEFLECTION:
T- 0.03"
MAX HORIZONTAL LIVE LOAD DEFLECTION:
T- 0.03"
RMB = 1.00
4-3-5
0-3-15
1
WO: GT2A4 WE:
MULTIPLE LOADS -- This design is the
Composite result of multiple loads.
All COMPRESSION Chords are assumed to be
continuously braced unless noted otherwise.
Wind Case- ASCE 7-98, MWFRS/C&C, V-125 mph,
h - 15.0 ft, I - 1.00, Exp.Cat.-B, Kzt - 1.0
Bldg Type-Encl L= 64.Oft, W= 9.9ft, Truss
in INT zone, TCDL- 4.2psf, BCDL- 6.Opsf
TC... FORCE ... CSI ..BC ... FORCE ... CSI
1- 2 -391 0.47 5- 4 -516 0.59
2- 3 -55 0.40
TI: H QTY:4
Joint Locations======__=====e:=
1) 0- 0- 0 3) 9-10-13 5) 0- 0- 0
2) 5- 4- 1 4) 9-10-13
TOTAL DESIGN LOADS ------------
Uniform PLF From PLF To
TC Vert L+D 0 0- 0- 0 -88 9-10-13BCVertL+D 0 0- 0- 0 -38 9-10-13
MAX. REACTIONS PER BEARING LOCATION-----
X-Lox Vert Horiz Uplift Y-Loc Type
0- 5-11 214 102 -131 BOT PIN
9- 9- 0 417 0 -99 BOT H-ROLL
9-10-13
1 2 3
I 4.24
3-9-15
9-10-13
I I
5
215N 11.31" 417f/ 2.50" 1-51-5-0 (
R1-4-12)-12) 9-10-13
EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSl1TPI 1-1995 scale = 0.4912
Lmaronda Systems
4005 MARONDA WAY
SANFORD, FL. 32771
407) 321-0064 Fax (407) 321-3913
TOMAS PONCE P.E.
LICENSE #0050068
1890 OREENBROOK Cr.OVIEDO.rL32766
WAKNING: READ ALL NOTES ON THIS SHEET.
A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING
CONTRACTOR.
BRACING WARNING:
Bracing shown an this drawing is not encuon bracing, wind bracing, portal bracing or similar bracingwhichisapartofthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. BracingshownisforLateralsupportoftrussmembersonlytoreducebucklinglengthProvisionsmustbe
made toanchor lateral bracingat ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPO. muss Plate Institute. TPI, is located at SM D'Onafrio Drive,. Madison. Wisconsin 53719).
Eng. Job:
DWg:
Dsgilr: 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: 1-09-02
DurFac - Pit: 1.25
O.C. Spacing: 24.01,
Design Criteria: TPI
Code Desc: FLA -
HCS: 11.28.01
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. speclficattons
and/or designs furnished to the truss deslgner
by the client and the corectness oraccuracy
of this Information as It may relate to a spe-
dfic project and accepts no responsibility or
exerelses no control with regard to fabrim-
tion, handling, shipment and Installation of
trusses. This truss tuts been designed "s an
Individual building component Inaccordance with
M sirlFI 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
ate In agreement with the local building codes.
local climatic records for wind or snow loads.
Project speciscations 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 ate
not fully braced laterally by a property applied
rgld ceiling, they should be bmmd 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 fabrrator shall review
this drawing to veiny that this drawingIs in
conformance with the f2brtoloe3 plans and to
realize a continuing responslbWtyforsuch ver-
firrtion. Any discrepancies arc to be put Inwritingbeforecuttingorfabrication.
Plates shall not be Installed over knotholes.
knots or distorted grain. Members shag be cut
for tight ntting wood to wood bearing. Con.
nectar plates shag be located on both faces of
the truss with nabs 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 meetat the centrold of the webs
urdesa otherwise shown. Connector plate sizes
are minimum sizes based on the forces shown
and may need to be Inveased for certain hand-
ling "nd/or erection stresses. This thus Is not
to be fabricatedwith fbe miardanl treated
lumber unless otherwise shown. For additional
Information on Quality Control refer to
ANSI/TPI 1.1995
PRECAUTIONARY NOTES
All bracing and erection recommendations are
to be followed In accordance with'Handling
Installing & Bracing'. HIS-91. Trusses are to
be handled with particular care during bandingandbundling, delivery and Installation to avoid
damage. Temporary and permanent bracing
for holding trusses in a straight and plumb pos-
ttbn 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 reglikn such temporary bracing daring
Installation between trusses to avoid toppling
and dominoing. The supervision of erection of
trusses shah 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 bads shall not be applied to
trusses at any time No loads other than the
weight of the ercctors shall be applied to
trusses until after all fastening and bracing
is completed.
JB: GEORGETOWN A 4AC:
TOP CHORDS: 2x4 SP #2
BOT CHORDS: 2x4 SP #2
WEBS: 2x4 SP #3
2x6 SP #2
Wind Case- ASCE 7-98, MWFRS/C&C, V-125 mph,
h . 15.0 ft, I - 1.00, Exp.Cat.=B, Rzt = 1.0
Bldg Type-Encl L- 50.Oft, W. 9.9ft, Truss
in INT zone, TCDL. 4.2psf, BCDL= 6.Opsf
MAX LIVE LOAD DEFLECTION:
L/999
L=-0.04" D= 0.00" T--0.04"
MAX HORIZONTAL TOTAL LOAD DEFLECTION:
T= 0.03"
MAX HORIZONTAL LIVE LOAD DEFLECTION:
T- 0.03"
RMB = 1.00
WO: GT2A4 WE:
MULTIPLE LOADS -- This design is the
composite result of multiple loads.
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 1 114
Support 2 227
TC... FORCE ... CSI ..BC ... FORCE ... CSI
1- 2 785 0.52 5- 4 -943 0.742- 3 -55 0.36
TI: H 1 QTY: l
Joint Locations===— ==========
1) 0- 0- 0 3) 9-10-13 5) 0- 0- 0
2) 5- 3- 3 4) 9-10-13
TOTAL DESIGN LOADS ------------
Uniform PLF From PLF TO
TC Vert L+D 0 0- 0- 0 -88 9-10-13BCVertL+D 0 0- 0- 0 -38 9-10-13
MAX. REACTIONS PER BEARING LOCATION-----
X-Loc Vert Horiz Uplift Y-LOC Type0- 5-11 211 114 -130 BOT PIN
9- 9- 0 420 0 -100 BOT H-ROLL
9-10-13
1 2 3
r4.24
0-3-15
2-4-0
1
0-2-4
1-5-14
I
2.12 I
0-11-5
8-54
5
21 U! 11.31"
1
1-6-2 1 421N 2.50"
111-6-0) 1 9-10-13
EXCEPT AS SHOWN PLATES ARE TL20 CA TESTED PER ANSUTPI 1-1995
scale = 0.4873
WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: T A
Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: Hl
CONTRACTOR. Dsgnr: TLY Chk: Date: 1-09-02
4005 MARONDA WAY BRACING WARNING: TC Live 16.0 psi DurFac - Lbr. 1.25
Bracing shownon this drawing to not erection bracing, wind bracing. portal bracing orsimilar bracingSANFORD, FL. 32771 which - a part of the building design and which must be considered by the building designer. TC Dead 7.0 psf DurFae - Pit: 1.25 - Bracing407) 321-0064 Fax (407) 321-3913 shown is for lateral support oftruss members only to reduce buckling length. Provisions most be BC Live 0.0 psf O.C. Spacing: 24.0" building designer. made to anchor lateral bracing at ends and specified locations determined by thebracingrallstructuremayberequired. IS" IIIB-91 of ml. TOMAS PONCE P.E. Additional brag of the ove BC Dead 10.0 psf I n Criteria: TPIDe$,.ill
nsLICENSE #0050068 (Truss Plate Ititute. M. Is located at 583 D'Onafrb Drt". Madison. Wisooruln 53719). Code Desc: FLA - 1890 GREENDROOK C17.0wIEDO.P1.32780 TOTAL 33.0 psi V•12.03.01- 12 9- 12Design: Morris Analysis JOB PATH. CATEE-LOKVOBSIC/7a4
11CS. 11.28.01
I I JB: GEORGETOWN A 4AC: WO: GT2A4 WE: TI: J 9TY:18
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 oraccuracy
of this Information as it may relate toa spe-
eifle project and accepts no responsibility or
exercises no control with regard to fabrica-
tion, handling, shipment and hutalistlon of
trusses. This truss has been designed as an
individual building component In accordance with
ANSI/7P1 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 [ow] buildingcodes.
local climatic records for wind or snow loads.
project specifications or special applied Inds.
Unless shown. truss has not been designed for
storage oroccupancy bads. The design assumes
compression chords (lop or bottom) are continu-
ously braced by sheathing unless otherwise
specified. Where bottom chords in tension arc
not fully braced laterally by a properly applied
rigid ceiling. they should be braced at a
maximum spacing of Ia-0' o.e. Connector
plats shall be manufactured from 20 gauge hot
dipped galvanized steel meeting ASITi A653.
Crade 40. unless otherwise shown.
FABRICATION NOTES
Prior to fabrication, the fabricator shall review
this drawingto verify that this drawing is in
conformance with the fabrwtoes plans and to
rwllze a eonlmuing responsibibly for such verl-
ilcatan. Anydtscmpancies are to be put in
writing before cutting orfabrication.
Plates shall not be installed over knotholes.
knots ordistorted 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 hnbedded 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) nun parallel to
the piste 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 thus is not
to be fabricated with fire retardant treated
lumber unless otherwise shown. For additional
information on guallty Control refer to
ANSI/7PI 1.1995
PRECAUTIONARY NOTES
Ali bracing and erection recommendations are
to be followed in accordance with 'Handling
Installing & Bractru;r. HIB-91. Trusses are to
be handled with particular care during banding
and bundling, delivery and Installation to avoid
damage. Temporaryand permanent bracing
for holding trusses in a straight and plumb pos.
Itlon and for resisting lateral forces shall be
designed and installed byothers. Careful hand-
Iing is essential and erection bracingis 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 ofpersons
experienced to 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 anytime. No loads other than the
weight of the crectors shall be applied to
trusses untoafterall fastening and bracing
is completed.
TOP CHORDS: 2x4 SP #2
BOT CHORDS: 2x4 SP #2
All COMPRESSION Chords are assumed to be
continuously braced unless noted otherwise.
Wind Case- ASCE 7-98, MWFRS/C&C, V-125 mph,
h - 15.0 ft, I - 1.00, Exp.Cat.=B, Xzt = 1.0
Bldg Type= L= 50.Oft, W= 7.Oft, Truss
in END zone, TCDL- 4.2psf, BCDL- 6.Opsf
MAX LIVE LOAD DEFLECTION:
L/576 at Mid -panel # 1
L--0.15" D=-0.14" T=-0.29"
MAX HORIZONTAL TOTAL LOAD DEFLECTION:
T= 0.00"
MAX HORIZONTAL LIVE LOAD DEFLECTION:
T- 0.00"
RMB = 1.15
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 1 103#
Support 2 63#
Joint Locations_______________
1) 0- 6- 7 3) 7- 0- 0
2) 7- 0- 0 4) 0- 6- 7
MAX. REACTIONS PER BEARING LOCATION-----
X-Loc Vert Horiz Uplift Y-Loc Type
6-10-12 150 44 -63 TOP PIN
0- 4- 0 274 58 -103 BOT PIN
6-10-12 82 0 0 BOT H-ROLL
TC... FORCE ... CSI ..BC ... FORCE ... CSI
1- 2 -69 0.43 4- 3 -2 0.40
7-0-0 I,
Il I 2
60000
Attach with (2)
10d Toe -Nails
ICI
3-10-3
4-3-2
0-4-3
Attach with (2)
3X4 10d Toe -Nails
M M
7-0-0 L
4 3
275# 8.00" 151# 2.50"
83# 1.50" 7-0-0
R0-11-11 C/L: 6110-12
EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSMI 1-1995 Over 3 Supports
WAKNIN(a: READ ALL NOTES ON THIS SHEET.
Maronda Systems 11 A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING
CONTRACTOR.
4005 MARONDA WAY BRACING WARNING:
SANFORD, FL. 32771 Orating shown on this drawing is not erection bracing, wind bracing. portal bracing or similar bracing
which is a par 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 bmemg at ends and specified locations delemuned by the building designer.
Additional bracing of the overall structure may be required. [See HIS-91 ofM.
LICENSE #0050068 frruss Plate Institute, TPI, is located at 583 D'Onofrlo Drtve. Madison. Wisconsin 53719).
Eng. Job:
Dwg:
Dsgiir: TLY Clik:
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 = 0.4929
Truss ID: J
Date: 1-09-02
DurFac - Lbr: 1.25
DurFac - Pit: 1.25
O.C. Spacing: 24.0"
Design Criteria: TPI
Code Desc: FLA
Design: Afmrir Analysis JOB PATH: C:iTEE-LOKV0BSIL72I4 11CS: 11.28.01
JB: GEORGETOWN A 4AC: WO: GT2A4 WE: TI: J 1 ATY:12
DESIGN INFORMATION
This design is for an IndWual building
component and has been based on infontwUm
provided by the cllent- The designer disclaims
any responsibility for damages as a result of
faulty or Incorrect Information. specUkaUt,
and/or designs furnished to the truss deslpter
by the client and the correctness or accuracy
of this lnf—Urn as It may relate to a ape-
clllc 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/'M 1-19M and NDS-97 to be incorporated
as pan of the building design by a Building
Designer (registered architect or professional
engineerl. When reviewed for approval by the
building designer. the design loadings shown
must be checked to be sure that the data shown
arc In agreementwith the local building codes,
local c11ma11e records for wind or snow loads.
project specltications or special applied foods.
Unless shown, truss has not been designed for
storage or occupancy loads. The design assumes
compression chords (top or bottom) are conthlu-
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 brand at a
maximum spacing of IU-0- o.e Connector
plates shall be manufactured from 20 gauge hot
dipped gahanized steel meeting ASIT1 A 653.
Grade 40. unless otherwise shown.
FABRICATION NOTES
Prior to fabrication• the fabricator shall review
this drawingto verify that this drawingis In
conformance with the fabricators plans and to
realize a continuing responsibilityforsuch veri-
Ucation. 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 lilting wood to wood bearing. Con-
nector plates shall be located on both fan 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 6xB plate is 6-
wide x it long Stars (holes) run parallel to
the plate length specified. Double cuts on web
members shag meet at the centroid of the sobs
unless otherwiseshown. Connector plate Sims
areamtmmaun alms based on the forces shown and
may need to be increased for certainhand- 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 toANSI/TPI 1-1995 PRECAUTIONARY
NOTES All
bracing anderection recommendations are to
be followedIn accordance with "Handling Installing
a Bmcmg•. HIB.91. Trusses are to be
handled with particular ore during banding and
bundling, delivery and installation to avoid damage.
Temporary and permanent bracing for
holdbng trusses in a straight and plumb pos- Itlon
and for resisting lateral form shag be designed
and Installed by others. Careful hand. Iing
s essentl l and erection bm" is always required.
Normal precautionary action for trusses
requires such temporary bracing during Installation
between trusses to avoid toppling and
dommoing, The supervision of erection of trusses
shall be under the control of persons experienced
In the Installation of trusses. Profesalonal
novice shall be sought If needed. Concentration
of constructionloads greater than
the design loads shag not be applied to trusses
at anytime No loads other than the weight
of the erectors shag be applied to trusses
untilafter oil fastening and bracing Is
completed. TOP
CHORDS: 2x4 SP #2 BOT
CHORDS: 2x4 SP #2 All
COMPRESSION Chords are assumed to be continuously
braced unless noted otherwise. Wind
Case- ASCE 7-98, MWFRS/C14C, V-125 mph, h -
15.0 ft, I - 1.00, Exp.Cat.-B, Xzt = 1.0 Bldg
Type- L. 50.0ft, W= 7.Oft, Truss in
END zone, TCDL= 4.2psf, BCDL= 6.Opsf MAX
LIVE LOAD DEFLECTION: L/
567 at Mid -panel # 1 L--
0.15" D=-0.15" T--0.29" MAX
HORIZONTAL TOTAL LOAD DEFLECTION: T=
0.00" MAX
HORIZONTAL LIVE LOAD DEFLECTION: T.
0.00" RMB -
1.15 4-
3-2 0-
4-3 1
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
harked on truss. Shim or wedge if necessary
to achieve full bearing. PROVIDE
UPLIFT CONNECTION PER SCHEDULE: Support
1 102# Support
2 63# m-__ - --
Joint Locations______ 1)
0- 5a 5 =====____3) 7- 0- 0 2)
7- 0- 0 4) 0- 5- 5 MAX.
REACTIONS PER BEARING LOCATION----- X-
Loc Vert Horiz Uplift Y-Loc Type 6-
10-12 151 45 -63 TOP PIN 0-
4- 0 274 59 -102 BOT PIN 6-
10-12 82 0 0 BOT H-ROLL TC...
FORCE ... CSI ..BC ... FORCE ... CSI 1-
2 -70 0.44 4- 3 -36 0.40 7-
0-0 1
2 I
6 002-
3-3 1-
7-0 1
3.
00 0-
8 I
6-
6-
4-0 4
3 275#
8.00" 151# 2.50" 1-
0-0 7-
0-0 82# A.50" RO-
11-11 EXCEPT
AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 Over 3 Supports C/
L: 6-10-12 Lmaronda
Systems), 4005
MARONDA WAY SANFORD,
FL. 32771 407)
321-0064 Fax (407) 321-3913 TOMAS
PONCE P.E. LICENSE #
0050068 1890
OREENBROOK MOMEDOXI-9270G Attach
with (2) IOd
Toe -Nails Attach
with (2) 10d
Toe -Nails scale =
0.4929 WAKNING:
READ ALL NOTES ON THIS SHEET. TC...
FORCE ... CSI ..BC ... FORCE ... CSI 1-
2 -70 0.44 4- 3 -36 0.40 7-
0-0 1
2 I
6 002-
3-3 1-
7-0 1
3.
00 0-
8 I
6-
6-
4-0 4
3 275#
8.00" 151# 2.50" 1-
0-0 7-
0-0 82# A.50" RO-
11-11 EXCEPT
AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 Over 3 Supports C/
L: 6-10-12 Lmaronda
Systems), 4005
MARONDA WAY SANFORD,
FL. 32771 407)
321-0064 Fax (407) 321-3913 TOMAS
PONCE P.E. LICENSE #
0050068 1890
OREENBROOK MOMEDOXI-9270G Attach
with (2) IOd
Toe -Nails Attach
with (2) 10d
Toe -Nails scale =
0.4929 WAKNING:
READ ALL NOTES ON THIS SHEET. Eng. Job: WO: A
COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: J1 CONTRACTOR.
Dsgar: TLY Chk: Date: 1-09-02 TC
Live 16.0 psf DurFae - Lbr: 1.25 BRACINGWARNING: Bracing
shown on this drawing Is not erection bracing• wind bracing, portal bracing or similar bracing TC Dead 7.0 psf DurFae - Plt: 1.25 - which
is a pan of the building design and which must be considered by the building designer. Bracing shownisforlateralsupportoftrussmembersonlytoreducebucklinglength. Provisions must be BC Live 0.0 pSf ru
O.C. Spacing: 24.0 made
to anchor lateral bracing at ends and specified locations determined by the building designer. Additionalbracingoftheoverallstructuremayberequired. (See HIB-91 of TPI), BC Dead 10.0 psi Design Criteria: TPI gTruss
Plate Institute. TPI. is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). Code Dese: FLA TOTAL
33.0 psf V:12.03.01- 12897- 71 5 . ^,— ^.
a',n war rnrr: t.:unc-LUAVVtl3IUr1A4 /1CS: 11.28.01
JB: GEORGETOWN A 4AC: WO: GT2A4 WE: TI: J1'A QTY:1
DESIGN INFORMATION
This design is foran Individual building
component and has been based on Information
provided by the cUenL The designer disclaims
any responsibility for damages asa 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-
cdle project and accepts no mponslbdity or
exercises nocontrol with regard to fabrica-
tion. handling• shipment and installation of
trusses. This truss has been designed as an
Individual budding component in accordance withANSI/TPI 1-1995 and NDS-97 to be Incorporated
as pan of the budding 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 forwind 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
spectned. Where bottom chords in tension are
not fully braced btemUy bya propertyapplied
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.
Crade 40. unless otherwise shown.
FABRICATION NOTES
Prior to fabriotlon, 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 orfabrication.
Plates shall not be installed ever knotholes,
knots or distorted grain. Members shall be cut
fortight 0tung wood to wood bearing. Con-
nector plates shall be located on both faces of
the mass 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. Connectorplate sizes
are minimum sizes based on the forces shown
and tray need to be increased for certain hand.
Ling and/or erection stresses. trussss is not
to be (abrieued with floe retardant treated
lumber unless otherwise shown. For additional
Informauon on Quality Control refer to
ANS1r1P1 1-1995
PRECAUTIONARY NOTES
AU bracing and erection recommendations are
to be followed in accordance with -Handling
Imuilling @ Bracing'. HIB-91. Trusses are to
be handled with particular tare during banding
and bundling, deliveryand Installation to avoid
damage. Temporary and permanent bracing
for holding trusses in a straight and plumb pos-
Itbn and for resisting lateral forces shall be
designed and Installed by others. Careful hand -
Ling Is essential and erecttn bracing is always
required. Norval precautionary action for
trusses requires such temporary bracing during
installation between trusses to avoid toppling
and dommoing. The supervision of erection of
tni"s shall be under thecontrol of persons
experienced in the Installation of trusses.
Professlonal advice shall be sought Uneeded.
Concentration ofconstruction badsgreater
than the design bads shall not be applied to
trusses at any time. No Inds other than the
welt. of the erectors shall be applied to
musses until after oil fastening and bracing
Is completed.
TOP CHORDS: 2x4 SP #2
BOT CHORDS: 2x4 SP #2
WEBS: 2x4 SP #3
Shim or wedge if necessary to achieve full
bearing.
PROVIDE UPLIFT CONNECTION PER SCHEDULE:
Support 1 76#
Support 2 86#
MAX LIVE LOAD DEFLECTION:
L/999
L--0.02" D- 0.00" T--0.02"
MAX HORIZONTAL TOTAL LOAD DEFLECTION:
T- 0.07"
MAX HORIZONTAL LIVE LOAD DEFLECTION:
T. 0.07"
RMB - 1.15
4-3-2
0-41-3
1f_
I
MULTIPLE LOADS -- This design is the
composite result of multiple loads.
All COMPRESSION Chords are assumed to be
continuously braced unless noted otherwise.
Wind Case- ASCE 7-98, MWFRS/C&C, V-125 mph,
h = 15.0 ft, I - 1.00, Exp.Cat.=B, Kzt = 1.0
Bldg Type- L= 50.Oft, W= 7.Oft, Truss
in END zone, TCDL= 4.2psf, BCDL= 6.Opsf
Joint Locations=______________
1)0 0- 0 3) 7- 0- 0
2) 7- 0- 0 4) 0- 0- 0
MAX. REACTIONS PER BEARING LOCATION-----
X-Loc Vert Horiz Uplift Y-Loc Type
0- 4- 0 279 113 -76 BOT PIN
6-10-12 228 0 -86 BOT H-ROLL
TC... FORCE ... CSI ..BC ... FORCE ... CSI
1- 2 -126 0.60 4- 3 -32 0.45
7-0-0 k
l1 2
2-4-1
3.00 I
0-8-0 038
1
6-0-8
4 I
3
280# 8.00" 228# 2.50"
1-0-0 7-0-0
Ball-11
EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSIITPI 1-1995 scale = 0.4929
WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: GT2A4
Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: J1A
CONTRACTOR.
BRACING WARNING:
Dsgnr: TLY Clik: Date: 1-09-02
4005 MARONDA WAY
TC Live 16.0 psf DurFae - Lbr: 1.25
SAN FORD, FL. 32771 Bracing shown on this drawing is not erection bracing, wad bracing, portal bracing or similar bracingwhichisapanofthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. Bracing
TC Dead 7.0
BC Live
psr DurFae - Pit: 1.25
O.C.Spacing: 24.On407) 321-0064 Felt (407) 321-3913 shown is for Lateral support oftruss members only to reduce buckling length. provisions must be 0.0 psf
TOMAS PONCE P.E. ma
d`uo`
o wick rlateral bacFlut vid and
a
specified locations determined by the building designer.
bracing Y required. tree HIB-9i of TPI). BC Dead 10.0 psf Design Criteria: TPI
LICENSE #0050068 flYtlss Plate ImUtute, TPI• is locoed at 583 D'Onofrio Drive. Madison. Wisconsin 53719). 19Code Desc: FLA
1090 OREENBROOrc CLOVIEDO.FL32768 I TOTAL 33.0 psf V:12.03.01- 12898- 7
Design: Marrix Analysis JOB PATH: CA7EE-1,0KV0BSIC/7A4 11CS. 11.28.01
I I JB: GEORGETOWN A 4AC: WO: GT2A4 WE: TI: JIB QTY:1
DESIGN INFORMATION
This design is for an Individual building
component and has been based on Information
provided by the client. The designer disclaims
any responsibility for damages as a result of
faulty or Incorrect Information. specifications
and/or designs furnished to the truss designer
by the client and the correctness oraccuracy
of this information as It may relate to a spe-
cific project and accepts no responsibility or
exercises no control with regard to fabrka.
lion, handling, shipment and Installation of
trusses. This truss has been designed as an
indMdual building component In accordance with
ANSI/TPI 1. 1995 and NDS-97 to be Incorporated
as pan 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 buildingcodes.
local climatic records for wind or snow loads.
project speelflcttlons or special applied bads.
Unless shown, truss has not been designed for
storage or occupancy loads. The design assumes
compression chords (lop or bottom) arc 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
dipped galvanized steel meeting ASTM A 653.
Grade 40. unless otherwise shown.
FABRICATION NOTES
Prior to fabrication• the fabricator shall review
this drawing toverify that this drawing is in
conformance with the fabricator's plans and to
reall= a contmuing respomfbWty for such veri-
fication. Any discrepancies are tobe put in
writing before cutting or fabrication.
Ptates shall not be Installed over knotholes,
knots or distortedgrain. Members shall be cut
for tight Bttlng wood to wood bearing. Con-
nector plates shall be located on both facts of
the truss with mils 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 shell
are minimum slzcs based on the forces shown
nd 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
Wbmmaliun on QualityControl refer to
ANSI/WI 1-1995
PRECAUTIONARY NOTES
Ail bracing and erection recommendations ate
to be followed in accordance with -Handling
InstaWng 6 Bracing', HIB-91. Trusses are to
be handled with particular care during banding
and bundling, delivery and Installation toavoid
damage. Temporary and permanent bracing
for holding trusses in a straight and plumb pm-
Itlon and for resisting lateral form shall be
designed and Installed by others. Careful hand-
Iing is essential and erection bracing is allays
required. Normal precautionary action for
trusses requires such temporary bracing during
lnstallatlon between trusses to avoid toppling
and dominoing. The supervision of erection of
trusses shall be under the control ofpersons
experienced in the Installation of trusses.
Professional advice shall be sought if needed.
Concentration of construction bads greater
than the design loads shall not be applied to
trusses at any lane. No Inds other than the
weight of the erectors shall beapplied to
aftertrussesunto all fastening and bracing
is completed.
TOP CHORDS: 2x4 SP #2
BOT CHORDS: 2x4 SP #2
WEBS: 2x4 SP #3
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 HORIZONTAL CONNECTION PER SCHEDULE
Support 1 221#
Support 2 221#
MAX LIVE LOAD DEFLECTION:
L/999
L=-0.03" D=-0.03" T=-0.05"
MAX HORIZONTAL TOTAL LOAD DEFLECTION:
T= 0.00"
MAX HORIZONTAL LIVE LOAD DEFLECTION:
T- 0.00"
RMB = 1.15
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.
Wind Case- ASCE 7-98, MWPRS/C&C, V-125 mph,
h - 15.0 ft, I - 1.00, Exp.Cat.=B, Rzt - 1.0
Bldg Type. L. 50.0ft, W= 7.Oft, Truss
in END zone, TCDL= 4.2psf, BCDL= 6.Opsf
TC... FORCE ... CSI ..BC ... FORCE ... CSI
1- 2 -129 0.18 6- 5 343 0.19
2- 3 235 0.22 5- 4 289 0.18
Joint Locations==============_
1) 0- 5- 5 3) 7- 0- 0 5) 5- 1- 8
2) 5- 1- 8 4) 7- 0- 0 6) 0- 5- 5
MAX. REACTIONS PER BEARING LOCATION-----
X-Loc Vert Horiz Uplift Y-Loc Type
6-10-12 83 221 0 TOP PIN
0- 4- 0 157 -221 -61 BOT PIN
6-10-12 257 0 -98 BOT H-ROLL
PROVIDE UPLIFT CONNECTION PER SCHEDULE:
Support 1 61#
Support 3 98#
Ic--- 7-0-0 I,
1 2 3
6.00
3X4 Attach with (3)
3X4
lOd Toe -Nails
2-8-13
4-3-2
0-4-3 5X6 3X4
1-1-6
3X4 1-1-6
Attach with (4)
10d Toe -Nails
3.00 I®
j
0-8-0
1
4-5-8 1-10-8
6 1 4
158# 8.00" 83# 2.50"
1-0-0
7-0-0
257#-?.5011
R0-11-11 C/L: 6-10-12
EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports
WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job:
Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg'
i CONTRACTOR.
BRACING WARNING:
Dsgnr: TLY Chk:
4005 MARONDA WAY
TICLive 16.0 psf
SAN FORD, FL. 32771 Bracing shownon this drawing is not erection bracing, wind bracing. portalbracing or similar bracing
which is a part of the building design and which must be considered by the building designer. Bracing
TIC Dead 7.0 pSf
407) 321-0064 Fax (407) 321-3913 shown is forLateral support oftrussmembersonlyto reduce buckling length. Provisions must be BC Live 0.0 psf
TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by time building designer.
Additional bracing of the overall structure may be required. (See HIB-91 of TPO. BC Dead 10.0 fps
LICENSE #0050068 Deus Plate Institute, TPI. is located at 583 D'Onofrto Drive. Madison, wtsconsm 53719).
1890 GREeNBROOK Cr.oV1EDo,FL32706 0 TOTAL 33.0 psf
scale = 0.4929
Truss ID: J 1 B
Date: 1-09-02
DurFac - Lbr: 1.25
DurFac - Pit: 1.25
O.C. Spacing: 24.0"
Design Criteria:' TPI
Code Desc: FLA -
Design: Mdrrir Analysis JOB PATH: C.ITEE-L0KV08SIG72A4 HCS: 11.28.01
I I JB: GEORGETOWN A 4AC: WO: GT2A4 WE: TI: J 1 C 9TY:1
DESIGN INFORMATION
This design is foran 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 Inrnrrecl information. speelfiwUons
and/or designs furnished to the truss designer
by the client and the correctness or accuracy
of this infomtatlon as It my relate to a spe-
cinc project and accepts no mspons lbWty or
exercises no controlwith regard to fabrics.
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 ofthe 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 lord building codes,
Local cisnatic 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 arc
not fully braced laterally by a property applied
rtgld cetWi& they should be braced at a
mxtrnum spacing of 10'-0- o.e Connector
plates shall be manufactured fmm 20 gauge hot
dipped galvanized steel meetingASTM A 653.
Grade 40. unless otherwise shown.
FABRICATION NOTES
Prior to fabrication, the fabricator shall review
this drawing to verify that this drawingis In
conformance with the fabricator's pl n• and to
realize a continuing responsibility for such veri-
fication. Any discrepancies are to be put in
writingbefore cutting or fabrication.
Plates shoo not be Installed over knotholes.
knots or distorted grain. Members shalt be cut
fortight fitting wood to wood bearing. Con-
nector plates stall 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 specifled. Double cuts on web
members shall meet at the cent oid of the webs
unless otherwise shown. Connector plate slur
are mintmum alms 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
tnfon ation on Quality Control refer to
ANSI/TPI 1. 1995
PRECAUTIONARY NOTES
AO bracing and erection recommendations arc
to be followed in accordance with -Handling
InstnWng 6 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 shalt be
designed and Installed by others. Careful hand-
ling is essential and erection bracing isalways
required. Normal pmenuUurary action for
trusses requires such temporary bracing during
Installation between trusses to avoid toppling
and dominoing. The supervision oferection of
trusses shall be under the control of persons
experienced in the installation of trusses.
Professional advice shall be sought B needed.
Concentration ofconstruction bads greater
than the design loads shall not be applied to
trusses at any time. No loads other than the
erweightoftheerectors shall be applied to
Uueses until alter all fastening and bracing
is completed.
TOP CHORDS: 2x4 SP #2
BOT CHORDS: 2x4 SP #2
WEBS: 2x4 SP #3
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=-0.01" Dm-0.01" T=-0.02"
MAX HORIZONTAL TOTAL LOAD DEFLECTION:
T- 0.01"
MAX HORIZONTAL LIVE LOAD DEFLECTION:
T- 0.00"
RMB = 1.15
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.
Wind Case- ASCE 7-98, MWFRS/C&C, V-125 mph,
h = 15.0 ft, I = 1.00, Exp.Cat.=B, Kzt - 1.0
Bldg Type= L. 50.Oft, W= 7.Oft, Truss
in END zone, TCDL= 4.2psf, BCDL= 6.0psf
TC... FORCE ... CSI ..BC ... FORCE ... CSI
1- 2 -327 0.12 6- 5 508 0.14
2- 3 240 0.13 5- 4 451 0.15
Joint Locations======_====_==_
1) 0- = 5 =5 3) 7- 0- 0 5) 3- 1- 8
2) 3- 1- 8 4) 7- 0- 0 6) 0- 5- 5
MAX. REACTIONS PER BEARING LOCATION-----
X-Loc Vert Horiz Uplift Y-Loc Type
6-10-12 162 187 -50 TOP PIN
0- 4- 0 175 -187 -68 BOT PIN
6-10-12 160 0 -41 BOT H-ROLL
PROVIDE UPLIFT CONNECTION PER SCHEDULE:
Support 1 68#
Support 2 50#
Support 3 41#
7-0-0 LIlk
1 2 3
3X4 Attach with (3)
10d Toe -Nails
3X4
I
3-2-13
4-3-2
0-4-3
5X6 3X4
0-7-6
3X4
Attach with (3)
0-7-6 10d Toe -Nails
3.00 I
0-8-0 ® .
2-5-8 3-10-8
III
6 4
176# 8.00" 162N 2.50"
1-0-0 7-0-0 160# J.50"
RO-11-11 C/L: 6-10-12
EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSYTPI 1-1995 Over 3 Supports scale = 0.4929
Maronda Systems
4005 MARONDA WAY
SANFORD, FL. 32771
407)321-0064 Fax (407) 321-3913
TOMAS PONCE P.E.
LICENSE_ #0050068
1990 GREENBROOK t:T.OVIEDOXI-32766
WAKNIN(i: - READ ALL NOTES ON THIS SHEET.
A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING
CONTRACTOR.
BRACING WARNING:
Bracing shown on this drawingis not erection bracing, wind bmcing. 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 bracingat ends and specified locations determined bythe buildingdesigner.
Additional bracing of the overall structure my be required. (See HIB-91 of TPI(.
Cross Plate Institute. TPI. is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719).
Eng. Job: WO: GT2A4
Dwg: Truss ID: J 1 C
Dsgnlr: TLY Chk: Date: 1-09-02
TC Live 16.0 psf
TC Dead 7.0 psf
BC Live 0.0 psf
BC Dead 10.0 psf
TOTAL 33.0
uurtac - LDr: i .Zb
DurFac - PIt: 1.25
O.C. Spacing: 24.0"
Design Criteria: TPI
Code Desc: FLA _
Design: Matrix Analysis JOB PATH: C:ITE6LOK11011SIG7244 HCS: 11.28.01
JB: GEORGETOWN A 4AC: WO: GT2A4 WE: TI: J1 D QTY:1
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 3) 7- 0- 0 5) 1- 1- 8cotnponenlandhasbeenbasedonlnformationWEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 1- 1- 8 4) 7- 0- 0 6) 0- 0- 0wptidedbythecuem.Thedesignerdnclabns
any for for damages as result of continuously braced unless noted otherwise. MAX. REACTIONS PER BEARING LOCATION-----
afaultyorIncorrectInfortnauon, specificationsincorrect PROVIDE UPLIFT CONNECTION PER SCHEDULE: Wind Case- ASCE 7-98, MWFRS/C&C, V-125 nigh, X-LAC Vert HOTiZ Uplift Y-LAC Type
and/or designs furnished to the truss designer Support 1 40# h = 15.0 ft, I = 1.00, Exp. Cat. =B, Xzt = 1.0 0- 4- 0 279 69 -40 BOT PIN
by the client and the correvtnessoraaur"q Support 2 43# Bldg Type=Ene1 L= 58.Oft, W= 7.Oft, Truss 6-10-12 228 0 -43 BOT H-ROLLofthisInformationasItmayrelatetoaspe- MAX LIVE LOAD DEFLECTION: in IN'T zone, TCDL= 4. 2psf, BCDL= 6. OpsfeglcprojectandacceptsnoresponsibiltyorL/730 at JOINT # 2exercisesnocontrol
ship
with rcdInstagant to fatilonUon. handling, shipment and InstalL7Uon of L=-0.10" D= 0.00" T=-0.11" TC... FORCE... CSI ..BC... FORCE... CSI
trusses. This thus has been designed as an MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -242 0.24 6- 5 -109 0.30
Individual building component in accordance with T= 0.14" 2- 3 -119 0.57 5- 4 0 0.31ANSI/M 1.19%and NDS-97 tobe incorporated MAX HORIZONTAL LIVE LOAD DEFLECTION: as pan of the budding design by a Building T. 0 . 13" Designer (registered architect or professional
engineer). When reviewed for approval by the RMB = 1.15buildingdesigner. the design loadings shown
must be checked to be sure that the data shown
ate in agreement with the local building codes.
local cUrnatic records for wind or snow loads.
project specifications orspecial applied loads.
Unless shown, truss has not been designed for
storage or occupancy loads. The design assumes
compression chords (top or bottom) are contlnu- 7-0-0ouslybracedbysheathingunlessotherwise
specified. Where bottom chords In tension are 2 31notfullybracedlaterallybyaproperlyapplied
rigid ceding. they should be braced at n 0maximumspacingof10'-0- o.e Connector
plates shall be manufactured from 20 gauge hot
dipped gnlvanlred steel meeting ASTM A 653. 2X4Grade40. unless otherwise shown. 17-
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 acontinuing responsibility for such vert-
ficatlon. Anydiscrepancies are to be put In
writing beforecuttingor fabrication.
Plata shall not be Installed over knotholes.
knots or distorted grain. Members shall be Cut 3-8-13
for light Bumg wood towood hearing. Con- 4-3-2nectorplalatesshagbelocatedonbothfacesof
the truss with nalls fully imbedded and shall be
sym. about the joint unless otherwise shown. A 2X4Sx4plateb5- wide x 4- long. A Gx8 plate is 6-
wide x 8- long. Slots (holes) run parallel totheplateLengthspecified. Double cuts onweb-3
members shag meet at the centroid of the webs
unless otherwise shown. connector plate size
are minimum sizes based on the forty shown
and may need to be Increased for certain hand-
11ngand/or erection stresses. This truss is not 3X4 5X60-1-6 2X4 to
be fabricated with fire retardant treated lumber
unless otherwise shown. For additional Infomatlon
on guallty control refer to ANSI/
TPI 1.1995 PRECAUTIONARY
NOTES All
bracing and erection recommendallons are to
be followed In accordance with -Handling Installing
BBracing-, HIB-91. Trussn 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- Iliun
and for resisting lateral forces shall be designed
and installed by others. careful hand- ling
1s essential and erection bracing Is allays required.
Normal precautionary action for trusses
requites such temporary bracing during installation
between trusses to avoid toppling and
dotnlnoing. 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 Inds other than the weight
Ithe erectors shall be applied to muses
unW after all fastening andbracing is
completed. 3.
00 I 0-
8-0 Plate
Height 5- 5-10-8 11= 0-1-6 6
4 280#
8.00" 228# 2.50" 1-
0-0 7-
0-0 RO-
11-11 EXCEPT
AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.4929 rMaronda
Systems 4005
MARONDA WAY SANFORD,
FL. 32771 407)
321-0064 Fax (407) 321-3913 TOMAS
PONCE P.E. LICENSE #
0050068 I890
GREENBROOK Cr.OVIEDO-FL327na WAKNIN(
i: 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 similarbracing which
Is a part of the building design and which must be considered by the building designer. Bracing shownOforlateralsupportoftrussmembersonlytoreducebucklinglength. Provisions must be made
to anchor lateral bracing at ends and specified locations determined by the building designer. Additionalbracingoftheoverallstructuremayberequired. (See HIB-91 of TPg. rrnrss
Plate Institute. TPI. Is located at 593 D'Onofrlo Drive. Madison. Wisconsin 53719). Eng.
Job: WO: GT2A4 Dwg:
Truss ID: J 1D Dsgar:
TLY Chk: Date: 2-09-02 TC
Live 16.0 psr DurFac - Lbr. 1.25 TC
Dead 7.0 psr DurFac - PIt: 1.25 BC
Live o.o psr O.C. Spacing: 24.0" BC
Dead to.0 psr Design Criteria: TPI Code
Desc: FLA - TOTAL
33.0 psf V:01.25.02- 1453- A3 uutgn:
erorrir enafyfrs JOB PATH: C.ITEE-LOK1.1085112SAIPHIC77A4 HCS: 12.19.01
JB: GEORGETOWN A 4AC: WO: GT2A4 WE: TI: J2 QTY:8
DESIGN INFORMATION
This design Is for an IndMdual 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 btformallon, specifications
and/or designs fumtshed to the truss designer
by the client and the correctness or accuracy
ofthis Information as It may relateto a spe.
clflc project and accepts no responsibility or
e,mm"es no control with regard to fabrtra-
tlon, handling, shipment and installation of
trusses. This truss has been designed as an
Individual building component In accordance with
ANSI/7PI 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 apprornal 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 rl""aLic records for wind orsnow bads.
project specification or special applied loads.
Unless shown. truss has not been designed for
storage or occupancy Inds. The design assumes
compression chords (topor bottom) are contlnu-
ously braced bysheathing unless otherwise
specified. Where bottom chords In tension are
not fullybraced laterally by a properlyapplied
rod telling. they should be braced at a
maximum spacingof 10'-0' o.e Connector
plates shall be manufactured from 20 gauge hot
dipped gahanhed steel meeting ASTM A 653,
Grade 40, unless otherwise shown.
FABRICATION NOTES
Prior to fabrication, the fabricator shall mAm
this drawing to verify that this drawing is In
conformance with the bbricatoes plans and to
realize a continuing responsibility for such veri-
fication. Any discrepancies are to be put In
writing before cutting orfabrication.
Plates shall not be Installed over knotholes.
knots or distorted grain. Members shall be cut
for tight filling wood to wood bearing. Con-
nector plates shall be located on both faces of
the truss with rolls 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) nun parallel to
the plate length spectned. Double cuts on web
members shall meet at the centroid of the webs
unless otherwise shown. Connector plate sizes
are minhnum sire 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 fbe retardant treated
lumber unless otherwise shown. For additional
Information on Quality Control refer to
ANSI/7PI 1-1995
PRECAUTIONARY NOTES
All bracingand erection recommendations are
to be followed In accordance with 'Handling
Installing A 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 pas -
Man and for resisting lateral forces shall be
designed and Installed byothers. Careful hand-
ling is essential and erection breetngis aktays
required. Normal precautionary action for
trusses requires such temporary bracing during
Installation between trusses to avold toppling
and dominoing. The superAslon of erection of
trusses stall be under the control of persons
expertenced In the Installation of trusses.
professional a& ce shall be sought If needed.
Concentration of construction loads greater
than the design loads shall not be applied to
trusses at any time. No Inds other than Ne
weight of the erectors shall be applied to
trusses untilafterall fastening and bracing
is completed.
TOP CHORDS: 2x4 SP #2
BOT CHORDS: 2x4 SP #2
All COMPRESSION Chords are assumed to be
continuously braced unless noted otherwise.
Wind Case- ASCE 7-98, MWFRS/C&C, V-125 uph,
h - 15.0 ft, I = 1.00, Exp.Cat.-B, Kzt = 1.0
Bldg Type= L= 50.Oft, W= 5.1ft, Truss
in END zone, TCDL= 4.2psf, BCDL= 6.Opsf
MAX LIVE LOAD DEFLECTION:
L/999
L--0.04" D=-0.04" T=-0.08"
MAX HORIZONTAL TOTAL LOAD DEFLECTION:
To 0.00"
MAX HORIZONTAL LIVE LOAD DEFLECTION:
T= 0.00"
RMB - 1.15
3-3-14
0-4-3
t
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 CDNNECTION PER SCHEDULE:
Support 1 88#
Support 2 46#
0
Joint Locations===============
1)0- 6- 7 3) 5- 1- 8
2) 5- 1- 8 4) 0- 6- 7
MAX. REACTIONS PER BEARING LOCATION-----
X-Loc Vert Horiz Uplift Y-Loc Type
5- 0- 4 110 31 -46 TOP PIN
0- 4- 0 213 41 -88 BOT PIN
5- 0- 4 60 0 0 BOT H-ROLL
TC... FORCE ... CSI ..BC ... FORCE ... CSI
1- 2 -50 0.23 4- 3 -2 0.21
2-10-15
Attach with (2)
10d Toe -Nails
Attach with (1)
10d Toe -Nails
5-1-8Ilk1
4 3
213# 8.00" 110# 2.50"
1-0-0
a}e 5-1-8 61N 50"
RO11-11) CAL: -04
EXCEPT AS SHOWN PLATES ARE TL20 CA TESTED PER ANSI/TPI 1-1995 Over 3 Supports scale = 0.6319
01 WARNING: READ ALL NOTES ON THIS SHEET. Eng. ,lob: T A
aronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING DwgCM— Truss ID: J2
CONTRACTOR.
BRACING WARNING:
Dsgtlr: TLY Chk: Date: 1-09-02
TC Live 16.0 psf DurFac - Lbr: 1.25
4005 MARON DA WAY Bracing shown on this dmwing is not erection bracing. wind bracing, portal bracing or similar bracing TIC Dead 7.0 psf DurFae - Pit: 1.25
SANFORD, FL. 32771 which is a par ofthe building design and which must be considered by thebuilding designer. Bracing
is for lateral BC Live 0.0 O.C. Spacing: 24.0" 407) 321-0064 Fax (407) 321-3913 shown support of truss members only toreduce buckling length. Pronislon must be
made to anchor lateral bracing at ends and specified location determined by the building designer. BC Dead
psf
10.0 f Design Criteria: TPITOMASPONCEP.E. Additional bracing of the acemu structure may be required. (Sce HIB-91 ofM. Code Dese: FLALICENSE #0050068
1890 GREENB1 OOK Cr.oVIEDo.FI.327G6
frruss Plate Institute, TPI, is located at 583 D'Onofrio Drhe. Madison- Wisconsin 53719).
TOTAL 33.0 psf . V' 12.03.01- 12902- 76
Design: Afdrrix Analysis JOB PATH: C:ITEE-L0KV0BSIG7214 HCS: 11.28.01
I JB: GEORGETOWN A 4AC: WO: GT2A4 WE: TI: C2 QTY:1
DESIGN INFORMATION
This design is for an Individual building
component and has been based on Information
provided by the client. The des We, 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 fabrlw-
tlon, handling, shipment and Installation of
trusses. This truss has been designed as an
Individual buildingcomponent 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
englneed. 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 kcal building codes.
lordclimatic records for wind or snow loads,
project specifications or special applied loads.
Unless shown, true has not been designed for
storage or occupancy lads. The design assumes
compression chords (top 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 ceiling. they should be braced at a
maximum spacing of I9-V o.c. Connector
plates shall be manufactured from 20 gauge hot
dipped galvrnired 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 thefabricators plans and to
realize a continuing responslbWtyforsuch verl-
fkation. 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 locatedon both faces of
the taus with nails fully imbedded and shall be
sym. about lhejolnt 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. Doublecuts on web
members shall meet at the centrold of the webs
unless otherwise shown. Connector plate sizes
are minimum sluts based on the forces shown
and may need to be Inerwscd for certain hand-
ling and/or crection stresses. This truss is no
to be fabricated with fire retardant treated
lumber unless otherwise shown. For additional
Information on Quality Control referto
ANSI/7PI 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 toavoid
damage. Temporary and permanent bracing
for holding trtasses 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 precautionaryaction for
trusses requires such temporary bracing durtng
Installation between trusses to avoid toppling
and do mining. The supervision of erection of
trusses shall be under the control of persons
experienced In the InsaBaUon of trusses.
professional advice stall be sought Ifneeded.
Concentration ofconstruction loads eater
than the design loads shall not be applied to
busses 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: 2x4 SP #2
BOT CHORDS: 2x6 SP #2
WEBS: 2x4 SP #3
2x4 SP #2 3
MULTIPLE LOADS -- This design is the
composite result of multiple loads.
All COMPRESSION Chords are asstmted.to be
continuously braced unless noted otherwise.
PROVIDE UPLIFT CONNECTION PER SCHEDULE:
Support 1 336#
Support 2 302#
MAX LIVE LOAD DEFLECTION:
L/999
L=-0.32" D--0.34" T=-0.66"
MAX HORIZONTAL TOTAL LOAD DEFLECTION:
T= 0.29"
MAX HORIZONTAL LIVE LOAD DEFLECTION:
T= 0.14"
RMB - 1.15
T
5-3-2
0-4-3
3X4 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" D.C.
Brace must extend at least 90% of web length
2x6 Brace required on any web exceeding 141.
End vertical(s) not designed for exposure
to lateral wind pressure.
Wind Case- ASCE 7-98, MWFRS/C4C, V-125 mph,
h = 15.0 ft, I - 1.00, Exp.Cat.=B, Xzt = 1.0
Bldg Type= L= 50.0ft, W. 35.8ft, Truss
in END zone, TCDL= 4.2psf, BCDL- 6.Opsf
Joint Locations=____ _
1) 0-0-0 7) 26-10- 8 13) 17- 6- 0
2) 4-11- 4 8) 31- 4- 4 14) 15- 4-10
3) 9- 0- 0 9) 35-10- 0 15) 9- 0- 0
4) 15- 4-10 10) 35-10- 0 16) 0- 0- 0
5) 17- 6- 0 11) 26-10- 8
6) 22- 2- 4 12) 22- 2- 4
MAX. REACTIONS PER BEARING LOCATION-----
X-Loc Vert Horiz Uplift Y-Loc Type
0- 4- 0 1235 129 -336 BOT PIN
35- 8-12 1176 0 -302 BOT H-ROLL
TC... FORCE CSI
1- 2 2177 0.35
2- 3 1990 0.33
3- 4 2282 0.47
4- 5 4448 0.71
5- 6 4074 0.63
6- 7 4074 0.61
7- 8 3354 0.57
8- 9 0 0.19
9-0-0 26-10-0
1 2 31 4 5 6 7 8
0
BC...FORCE...CSI
16-15 1906 0.37
15-14 1739 0.35
14-13 3153 0.72
13-12 4434 0.76
12-11 3434 0.63
11-10 1321 0.43
5X8 SX6 3X4 6X8 3X4 3X8 2X4
2X4 Tjj4-10-3
XI0
4X6 4X6 6X122-1-6. 4X6 1a
6-10-14 12.
00 II 3.00 154-
10 2-1-6 k 94-8 k 8-5-8 16
15 14 13 12 11 p 1-
0-0 1235N
8.00" 1177f2.50" Cd* 35-
10-
0 EXCEPT AS
SHOWN PLATES ARE TL20 CA TESTED PER ANSI/TPI 1-1995 scale = 0.1819 WARNING: READ
ALL NOTES ON THIS SHEET. Eng. Job: T A Maronda Systems
A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: I TrussID: C2 CONTRACTOR. BRACING
WARNING:
Dsgnr: TLY
Chk: Date: 1-09-02 4005 MARONDA
WAY TC Live 16.0 psf DurFae - Lbr: 1.25 SA N
FORD, FL. 32771 Bracing shorn on this dmw1ng is not erection bracing, wind bracing, portal bracing or similar bracing which is
a part of the building design and which must to considered by the building designer. Bracing shown isforlateralTICDead
BC Live
7.0
psf DurFae - Pit: 1.25 O.C.
Spacing: 24.0n 407) 321-0064 Fax (407) 321-3913 support of truss members only to reduce buckling length. Provisionsmust be 0.0 psf TOMAS PONCE
P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Addwanal bracing
of the overall structure may be required. (See HIB-91 of TM). BC Dead 1U.0 psf Design Criteria: TPI LICENSE #0050068 Truss
Plate Institute. TPI, is bated at 583 D'OnoMo Drive, Madison, Wisconsin 53719). 1 Code Desc: FLA - taco GReeNBROOK Cr.
trvleoo.M32766 TOTAL 33.0 psi V:12.03.01- 12885- 59 6". r.raru
rrraayru 7Un rAlll: I:tltt-LUAUUHJIU1Gl4 TICS: 11.28.01
JB: GEORGETOWN A 4AC: WO: GT2A4 WE:
DESIGN INFORMATION
This design b for an Individual bufldtng
component and has been based on Information
provided by the ebent. The designer disclaims
any responsibilityfor damages as a result of
faulty or Incorrect bdornntion, specification
and/or designs furnished to the truss designer
by the client and the correctness or accumcy
of this information as It may rebte to a spe-
dfflc 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/7P1 1.1995 and NDS-97 to be Incorporated
OS fart of the building design by a Building
Designer (registered architect or professional
engmeerl. 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 Inds.
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
specked. Where bottom chords In tension are
not fully braced laterally by a properly applied
rigid ceding, they should be braced at a
maximum spacbtg of 10'4r 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 fabrtmtor shall review
this drawing to verify that this drawing is in
conformance with the fabricators plans and to
realize a continuing responsiblty for such veri-
fication. Any discrepancies arc to be put In
writingbefore cutting or fabrication.
Plates shall not be Wtabed Over knotholes.
knots or distorted grain. Members shall be cut
for light B1Ung wood to wood bearing. Con-
nector plates shall be located on both faces of
the truss with nalls fully Imbedded and shall be
sym. about the jotnt unless otherwise shown. A
S.x4 plate is 5- wide x 4- long. A &K8 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 mntmld of the webs
unless otherwise shown. Connector plate sizes
arts minimum sire based on the forces shown
and may need to be Increased for certain hand-
ling and/or e"Uon stresses. This truss is not
to be fabricated with fire retardant treated
lumber unless otherwise shown. For additional
tnfornation on Quabty Control refer to
ANSI/TPI 1-1995
PRECAUTIONARY NOTES
All bracing and erection recommendaUons are
to be followed in accordance with 'Handling
InstalUng 6 Bracing', HIB-91. Trusses are to
be handled with particular care during banding
and bundling, delivery and Installation to avoid
damage. Temporary and permanent bracingforholdingtrussesInastralghtandplumbpos-
ition and for resisting lateral forces shall be
designed and bmstalled by others. Careful hand.
ling is essentlal and erection bracing is atways
required. Norm1 prenuUOmuy 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 ofconstruction loads greater
than the design loads shall not be applied to
trusses at any time. No Inds other t art the
weight of the erectors shall be applied to
trusses until after all fastening and bracing
b completed.
TOP CHORDS: 2x4 SP #2
BOT CHORDS: 2x4 SP #2
All COMPRESSION Chords are assumed to be
continuously braced unless noted otherwise.
Wind Case- ASCE 7-98, MWFRS/C&C, V-125 mph,
h - 15.0 ft, I = 1.00, Exp.Cat.-B, Rzt = 1.0
Bldg Type= L= 50.Oft, W= 5.1ft, Truss
in END zone, TCDL= 4.2psf, BCDL= 6.0psf
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:
TO, 0.00"
RMB - 1.15
3-3-14
0-4-3
Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the
corposite 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 88#
Support 2 46#
TI: J3 QTY:2
Joint Locations=e:==_ ___ ====
1)==0- 5 5 3) 5- 1- 8
2) 5- 1- 8 4) 0- 5- 5
MAX. REACTIONS PER BEARING LOCATION-----
X-Loc Vert Horiz Uplift Y-Loc Type
5= 0- 4 110 33 -46 TOP PIN
0- 4- 0 213 43 -88 BOT PIN
5- 0- 4 60 0 0 BOT H-ROLL
TC... FORCE ... CSI ..BC ... FORCE ... CSI
1- 2 -51 0.23 4- 3 -26 0.21
5-1-8
1 2
0
3.00 I
0-8-0
1
4-5-8
4 1 3, 213# 8.00" 111# 2.50"
1-0-0
l e 5-1-8 601/ 50" RO-
11-I1) I EXCEPT
AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports C/
L: -0-4 Maronda
Systems 4005
MARONDA WAY SANFORD,
FL. 32771 407)
321-0064 Fax (407) 321-3913 TOMAS
PONCE P.E. LICENSE #
0050068 1890
OREENBROOK Cr.OVIEDO.F132766 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 bractrmg, wind bracing, portal bracing or similar bracing whichisaparofthebuddingdesignandwhichmustbeconsideredbythebuildingdesigner. Bracing shownisforlateralsupportoflowmembersonlytoreducebucklinglength. Protislons must be code
to anchor lateral bracing at ends and specked IocaUoru determined by the budding designer. Additional
bracing of the overall structure may be required. (See HIB-91 of TPI). Truss
Plate Institute. TPI. is located at SM D'Onofrio Drive- Madison, Wisconsin 53719). Attach
with (2) 10d
Toe-NaiE Attach
with (1) 10d
Toe -Nails scale =
0.6319 Eng.
Job: WO: GT Dwg:
Truss ID: J3 Dsgur:
TLY Chk: Date: 1-09-02 TIC
Live 16.0 psf DurFae - Lbr: 1.25 TIC
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:12.03.01- 12903- 77 a,..,
ccv-vnvvamvrass HCS: 11.28.01
JB: GEORGETOWN A 4AC: WO: GT2A4 WE:
DESIGN INFORMATION
This design is for an indhldual building
component and has been based on Information
provided by the ellent. The designer disclaims
any responsibility for damages as a result of
faulty or Incorrect Information, speclllcations
and/or designs furnished to the truss destgner
by the client and the correctness or accuracy
of this Information as It may relate to a spe-
clik project and accepts no responsibWly, or
exercises no control with regard to fabrica-
tion, handling. shipment and installation of
trusses. This thus 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 loading% shown
must be checked to be sure that the data shown
are in agreement with the local building codes.
local clbnatie records for wind or snow bads,
project specifications orspecial applied bads.
Unless shown, trusshas not been designed for
rastoge or occupancy loads. The design assumes
compression chords (top or bottom) areconunu-
owly braced by sheathing unless otherwise
specified. Where bottom chords in tension arc
not fully braced laterally by a properly applied
rWd ceiling, they should be braced at a
maximum spacing of 1(Y-0- o.c Connector
plates shall be manufactured from 20 gauge hot
dipped gahanired 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 responslbWty for such wen-
Bcalign. Any discmpancles are to be put In
writing before cutting or fabrication.
Plats shall not be Installed over knotholes.
knots or distorted grab[. Members shall be cut
for tight fitting woad to wood hearing. Con-
nector plates shall be located on both faces of
the truss with nalls fully imbedded and shall be
sym. about the joint unless otherwise shown. A
5X4 plate is 5- wide x 4- long. A 6x8 plate is fi
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
zeareminimumsibased on the forces shown and
my 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/
1Yl 1.1995 PRECAUTIONARY
NOTES All
bracing and erection recommendations are to
be followedin accordancewith -Handling Installing
A Bracing', HIB-91. Trusses are to be
handled with particular careduring bandingand
bundling, delivery and Installation to avoid damage.
Temporary and permanent bracing for
holding trusses In n straight and plumb pos- ition
and for resisting lateral fortes shall be designed
and Wtalled by others. Careful hand. Ling
is essential and erection bracing is always required.
Normal precautionary actionfor trusses
requites such temporary bracing during Installation
between trusses to avoid toppling and
dominoing. The supervision of erectionof 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 truss
esatany 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: 2x4 SP #2 BOT
CHORDS: 2x4 SP #2 All
COMPRESSION Chords are assumed to be continuously
braced unless noted otherwise. Wind
Case- ASCE 7-98, MWFRS/C&C, V-125 mph, h =
15.0 ft, I - 1.00, Exp.Cat.-B, Xzt - 1.0 Bldg
Type- L= 50.Oft, W. 3.1ft, Truss in
END zone, TCDL- 4.2psf, BCDL- 6.Opsf MAX
LIVE LOAD DEFLECTION: L/
999 L--
0.01" D= 0.00" T--0.01" MAX
HORIZONTAL TOTAL LOAD DEFLECTION: T-
0.00" MAX
HORIZONTAL LIVE LOAD DEFLECTION: T-
0.00" RMB -
1.15 2-
3-14 0-
4-3 Analysis
based on Simplified Analog Model. MULTIPLELOADS -- This design is the composite
result of multiple loads. This
truss is designed to bear on multiple supports.
Interior bearing locations should bemarkedontruss. Shim or wedge if necessary
to achieve full bearing. PROVIDE
UPLIFT CONNECTION PER SCHEDULE: Support
1 72# Support
2 28# TI:
J4 9TY:8 Joint
Locations=============== 1)== === 0 6==7 3) 3- 1- 8 2)
3- 1- 8 4) 0- 6'- 7 MAX.
REACTIONS PER BEARING LOCATION----- X-
Loc Vert Horiz Uplift Y-Loc Type 3-
0- 4 67 18 -28 TOP PIN 0-
4- 0 148 24 -72 BOT PIN 3-
0- 4 36 0 0 BOT H-ROLL TC...
FORCE ... CSI ..BC ... FORCE ... CSI 1-
2 -29 0.18 4- 3 -3 0.15 3-
1-8 1
2 r
6.00 K9
r 3-1-8 4
3 148#
8.00" 67# 2.50" 1-
0-0 37N 2{50" u
3-1-8 R0.
11-11) EXCEPT
AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports C/
L: 3-0-4 LM
arondaSystems 4005
MARONDA WAY SANFORD,
FL. 32771 407)
321-0064 Fax (407) 321-3913 TOMAS
PONCE P.E. LICENSE #
0050068 1890
OREENBROOK MOVIEDOXI-32766 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 whichisaparofthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. Bracing shownisforlateralsupportoftrussmembersonlytoreducebucklinglength. Provisions most be made
to anchor lateral bracing at ends and specified locations determined by the building designer. Additionalbracingoftheoverallstructuremayberequired. (See HIB-91 of TPO. TrussPlateInstitute, TPI, is located at583 D'Onofrio Drive. Madison. Wisconsin 53719). Attach
with (1) tOd
Toe -Nails Attach
with (1) 10d
Toe -Nails scale =
0.9038 Eng.
Job: WO: G 4 Dwg:
Truss ID: J4 Dsgnr:
TLY Chk: Date: 1-09-02 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 Dsf w-i o nz m _ t oonA '70 HCS:
11.28.01
JB: GEORGETOWN A 4AC: WO: GT2A4 WE:
DESIGN INFORMATION
This design is for an individual building
component and has been based on Information
provided by theehent. The designerdisclaims
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 tnfornatlon as It may relate to a spe-
cdk 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 par ofthe budding design by a Budding
Designer (registered architect or professional
engblced. When reviewed for approval by the
building designer, the design loadings shown
must be checked to be sure that the data shown
art 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 contlnu-
ously braced by sheathing unless otherwise
specified. Where bottom chords In tension arc
not fully bmcad laterally by a properly applied
rlgd ceiling. 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 ASIM A 653.
Cmde 40. unless otherwise shown.
FABRICATION NOTES
Prior tofabrication, the fabricator shall review
this drawing to vertfy that this drawing is In
conformance with the fabrcalors plans and to
realize a continuing responsibility for such ved-
f cation. Any discrepancies arc to be put in
writing before cutting orfabrication.
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 nalts 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 tholes) run parallel to
the plate length specified. Double cuts on web
members shad meet at the centrold of the webs
unless otherwise shown. Connector plate sizes
are mblm— sizes based on the forces shown
and may need to be increased for certain hand-
Ung and/or erection stresses. This truss is not
to be fabricated with fie retardant treated
lumber unless otherwise shown. For additional
Information on Quality Central refer to
ANSI/TPI 1-1995
PRECAUTIONARY NOTES
All bracing and erection recommendations are
to be followed in accordance with -Handling
InstalUng 6 Bracing. HIB-91. Trusses arc to
be handled with particular care during banding
and bundling, delivery and Installation to avoid
damage. Temporary and permanent bmcing
for holding trusses in a straight and plumb pos-
Won 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 requites such temporary bracing durng
InatnMtion between trusses to avoid toppling
and dominoing. The supervision of erection of
trusses shall be under the control 11persons
experienced in the Installation of trusses.
Professional advkce shall be sought ifneeaea.
Concentration ofconstruction loads greater
than the design loads shad not be applied to
trusses at any time. No loads other than the
weight of the erectors shad be applied to
trusses until after all fastening and bracing
is completed.
TOP CHORDS: 2x4 SP #2
BOT CHORDS: 2x4 SP #2
All COMPRESSION Chords are assumed to be
continuously braced unless noted otherwise.
Wind Case- ASCE 7-98, MWFRS/C&C, V=125 mph,
h - 15.0 ft, I - 1.00, Exp.Cat.-B, Xzt - 1.0
Bldg Type- L- 50.0ft, W= 3.lft, Truss
in END zone, TCDL= 4.2psf, BCDL= 6.Opsf
MAX LIVE LOAD DEFLECTION:
L/999
L=-0.01" D- 0.00" T=-0.01"
MAX HORIZONTAL TOTAL LOAD DEFLECTION:
T= 0.00"
MAX HORIZONTAL LIVE LOAD DEFLECTION:
T= 0.00"
RMB - 1.15
2-3-14
0-4-3
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 72#
Support 2 28#
TI: J5 QTY:2
Joint Locations=====________==
1) 0-=5- 5 3) 3- 1- 8
2) 3- 1- 8 4) 0- 5- 5
MAX. REACTIONS PER BEARING LOCATION-----
X-Loc Vert Horiz Uplift Y-Loc Type
3- 0- 4 67 19 -28 TOP PIN
0- 4- 0 148 25 -72 BOT PIN
3- 0- 4 36 0 0 BOT H-ROLL
TC... FORCE ... CSI ..BC ... FORCE ... CSI
1- 2 31 0.18 4- 3 -20 0.15
I 1
3-1-8
1
11
1
1-3-9
0-7-6
3.00 I
0-8-0
2-5-8
I
4 3
148N 8.00" 68N 2.50"
n 3-1-8
1-0-0 37N 2 O"
RO-11-i1)
EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/C/L: 3-0-4TPI1-1995 Over 3 Supports
j(!M!aronda Systems
4005 MARONDA WAY
SANFORD, FL. 32771
407) 321-0064 I-ax (407) 321-3913
TOMAS PONCE P.E.
LICENSE #0050068
1890 OREENBROOR Cr.OVIEDOXI-32766
Design: Matrix Analysis
Attach with (1)
10d Toe -Nails
Attach with (1)
10d Toe -Nails
scale = 0.9038
WAKNIN(i: READ ALL NOTES ON THIS SHEET.
A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING
CONTRACTOR.
BRACING WARNING:
Eng. Job:
Dwg:
Dsgur: TLY Chk:
4
Truss ID: J5
Date: 1-09-02
TC Live 16.0 psr DurFac - Lbr: 1.25
Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing TIC Dead 7.0 psf DurFae - Pit: 1.25
which is a part of the building design and which must be considered by the budding designer. Bmclnqshownisforlateralsupportoftrussmembersonlytoreducebucklinglength. Provisions must be BC Live 0.0 psf O.C.Spacing: 24.Otrlaepg•
made to anchor lateral bracing at ends and specified locations determined by the budding designer. Additional bracing ofthe mcraU structure may be required. (See HIB-91 ofTPB. BC Dead 10.o fPs Design Criteria: TPI
rrTAV15 Plate Institute. TPI, is located at 583D'Onofrio Drive. Madison. Wisconsin 53719). Code Dese: FLA -
TOTAL 33.0 psf V:12.03.01- 12 05- 79
JOB PATH: C.ITEE-L0KV0851G72A4 HCS: 11.28.01
JB: GEORGETOWN A 4AC: WO:. WE:
DESIGN INFORMATION
This design is for an individual building
component and has been based on Information
provided by the cnenL 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 INortnation as It may relate to aspe-
cllie project and accepts no responsibility or
exercises no control with regard to fabrrea-
Uon. handling. shipment and Instalatlon of
Crosses. This truss has been designed as an
Individual building component in accordance with
ANSI/'M 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 (lop or bottom) are mnttnu-
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 ata
maximum spacing of 10'-0' o.c. Connector
plates shall be manufactured from 20 gauge hot
dipped phanlzed steel meeting ASTM A 653.
Grade 40. unless otherwise shown.
FABRICATION NOTES
Prior to fabrication. the fabricator shag rea1ew
this drawing to veiny that this drawing is in
conformance with the fabricators plans and to
realize a continuing responsibility for such veri-
ficnUon. 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
fortight fitting wood to wood bearing. Con-
nector plates shall be located on both faces of
the truss with nails fully imbedded and shall be
syn. about the joint unless otherwise shown. A
5x4 plate Is 5' wide x 4' long. A Gx8 plate Is 6'
wide x B' 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
art minimum sizes based on the form 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 (jaunty Control refer to
ANSI/TPI 1.1995
PRECAUTIONARY NOTES
All bracing and erection recommendations an
to be followed In accordance with 'Handling
Installing & Bracing'. HIB-91. Trusses are to
be handled with particular care during banding
and bundling. dellvery 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 requiressuch temporary bracing during
installation between trusses to awid toppling
and dominoing. The supervslon oferection of
trusses shall be under the control of persons
experienced in the InstaOation of wsses.
Professional advice shall be sought 0 needed.
Concentration of construction loads greater
than the design loads stun not be applied to
trusses at any time. No loads other than the
weight of the erectors shall be applied to
until after an fastening and bracing
is completed.
TOP CHORDS: 2x4 SP #2
BOT CHORDS: 2x4 SP #2
All COMPRESSION Chords are assumed to be
continuously braced unless noted otherwise.
Wind Case- ASCE 7-98, MWFRS/C&C, V-125 mph,
h - 15.0 ft, I = 1.00, Exp.Cat.-B, Rzt - 1.0
Bldg Type= L- 50.Oft, W= l.lft, Truss
in END zone, TCDL= 4.2psf, BCDL= 6.0psf
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
1-3-14 T
0-4-3
Analysis ba::d 611 Simplified Analog Model. MULTIPLE Tfs S -- This design is the
composite result of multiple loads.
This truss is designed to bear on multiple
supports. Interior bearing locations shouldbemarkedontruss. Shim or wedge if
necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE:
Support 1 57#
Support 2 10#
1-0-0d (
RO-11-11)
EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI
naronda Systems)]
4005 MARONDA WAY
SANFORD. FL. 32771
407) 321-0064 Fax (407) 321-3913
TOMAS PONCE P.E.
LICENSE #005W68
1890 GREENBROOK Cr.OVIEDO.f132766
TI: J6 9TY:8
m=====_===—Joint Locations====.__________
1) 0- 6- 7 3) 1- 1- 8
2) 1- 1- 8 4) 0- 6- 7
MAX. REACTIONS PER BEARING LOCATION-----
X-Loc Vert Horiz Uplift Y-Loc Type
1- 0- 4 24 5 -10 TOP PIN
0- 4- 0 82 7 -57 BOT PIN
1- 0- 4 12 0 0 BOT H-ROLL
TC... FORCE ... CSI ..BC ... FORCE ... CSI
1- 2 9 0.02 4- 3• -2 0.01
U 1-1-8 L
1 2
0
0-10-15
4 3
83# 8.00" 25# 2.50"
D 6 1-1-8 1- 0
C/L: 1 -4
1-1995 Over 3 Supports
YYAKNIN(a: 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 bmeb i& •Ltd bmcing, portal bracing or similar bracing
which Is a pan of the building design and which muT'c considered by the building designer. Bracingshownisforlateralsupportoftrussmembersoniv ..educe buckling length. Provisions must be
made to anchor lateral bracing at ends and spe• .ed locations determined by the building designer. Additional bracing ofthe overall structure ma, be required. tSee HIB-91 of TPfi.
Truss Plate Institute. TPI, is located at 5S' Onofrio Drtvc. Madison. Wsinnabn 53719).
Attach with (1)
10d Toe -Nails
Attach with (1)
tOd ToL-NaiLs
Eng. Job:
Dwg:
Dsgnr: TLY Chk:
TC Live 16.0 psf
TC Dead 7.0 psf
BC Live 0.0 psf
BC Dead 10.0 psf
TOTAL 33.0 psf
scale = 1.5868
Truss ID: J6
Date: 1-09-02
DurFac - Lbr: 1.25
DurFac - Pit: 1.25
O.C. Spacing: 24.01,
Design Criteria: TPI
Code Desc: FLA
Design: Afarrir Analysis JOB PATH: C:IlEF_-LOXui/BSI(Tldq HCS.' H.28.01
DESIGN INFORMATION
nits design is for an mdnidual buildingcomponentandhasbeenbasedoninformation
prodded by the chent The designer dlsclalma
any responsibility for damages as a result of
faulty or incorrect information, specifications
and/or designs fumtshed to the truss designer
by the client and the correctness or accuracy
ofthis Informallon as it may retail, to a spe-
cific project and accepts no responsibility or
exercises no central with regard tofabrica-
llan, handling. shipment and installation of
tresses. This truss has been designed as an
mdhidual building component In accordance with
ANSI/TPI 1-1995 and NDS-97 to be Incorporated
as pan of the building design by a Building
Designer (registered architect or professional
engtneetl. When reviewed for appro al by the
building designer, the design loadings shown
most be checked to be sure thatthe 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 (lop or bottom) are continu-
ously braced by sheathing unless otherwise
specified. VAicm bottom chords In tension are
rotfully braced laterally by a properly applied
rigid ceiling. they should be braced at a
macbnum spacing of IV-0- o.e. Connector
plates shall be manufactured from 20 gauge hot
dipped gahantzedsteel meeting ASTM A 653.
Grade 40. unless otherwise shown.
FABRICATION NOTES
Priorto fabrication, the fabricator shall review
this drawing to vertfy that this drawing s in
conformance with the fabricator's plans and to
realize a continuing responsibility for such veri-
ficaton. Any discrepancies are to be put In wilting
before cutting or fabrication. Plates
shall not be Installed mer knotholes, knots
or distorted grain. Members shall be cut for
tight fitting wood to wood !rearing. Con- nector
plate shall be located on troth faces of the
truss with nails fully Imbedded and shall be sn.
about the joint unless otherwise shown. A 5x4
plate Is 5' wide x 4' long. A 6x8 plate is 6' wide
x g' king. Slots (holes) rim parallel to the
plate length specified. Double cuts on web members
shall meet at the eentrold of the wets unless
otherwise shown. Connector platesizes are
mini mum sizes based on the forces shown and
may need to be increased for certain hand- ling
and/or erection sucsses. This trttss Is not to
be fabri ated with fire retardant treated lumber
unless otherwise shown. For additional information
on Quahty Control refer to ANSI/
TPI 1.1995 PRECAUTIONARY
NOTES AB
bracing and erection recommendations are to
be followed in accordance with 'Handling Installbtg
is Bmctng', HIB-91. Tosses are to be
handled with particular care during binding and
bundling, delivery and Installation to avokl 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 try 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
do ninoing. The supervision of erection of tresses
shall be tinder the control of personsexperteneed
in the Installation of trusses. Professional
advice shall be sought If needed. Concentmtlon
of construction Inds greater than
the design loads shall not be applied to trusses
at any lame. No mods other than the weight
of the erectors shall be applied to trusses
until alter all fastening and bracing is
completed. JB:
GEORGETOWN A 4AC: TOP
CHORDS: 2x4 SP #2 BOT
CHORDS: 2x4 SP #2 All
COMPRESSION Chords are assumed to be continuously
braced unless noted otherwise. Wind
Case- ASCE 7-98, MWFRS/C&C, V-125 mph, h -
15.0 ft, I is 1.00, Exp.Cat.-B, Kzt = 1.0 Bldg
Type= L. 50.Oft, W. l.lft, Truss in
END zone, TCDL- 4.2psf, BCDL- 6.Opsf 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 1-
3 14 T 04-
3 L
r,
eA4 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 57# Support
2 10# TI:
J7 QTY:2 i=
Joint Locations-======__= --- __ 1== )
0=-5==5 3) 1- 1- 8 2)
1- 1- 8 4) 0- 5- 5 MAX.
REACTIONS PER BEARING LOCATION----- X-
LOC Vert Horiz Uplift Y-Loc Type 1-
0- 4 24 6 -10 TOP PIN 0-
4- 0 82 8 -57 BOT PIN 1-
0- 4 12 0 0 BOT H-ROLL TC...
FORCE ... CSI ..BC ... FORCE ... CSI 1-
2 -10 0.02 4- 3 -7 0.02 1-
1-8 1
2 0
Attach
with (1) 10d
Toe -Nails 0-
9-9 3.
0-
8-0 Plate
Ileight 0-
5-8 = 0-1 6 4
3 83#
8.00" 25N 2.50" 1-
0-0 1-
1-8 13#
2.5 " CAL:
1- 4 EXCEPT
AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI1TP1 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
OREENBROOK Cr.OVIEDO.FL32766 Design:
Matrix Analysis WAKNINV:
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 trussmembers only toreduce buckling length. Prmislons must be made
to anchor lateral bmcing at ends and specified locations determined by the building designer. Additional
bracing of the m•emll structure may be required. (See HIB-91 of TPI). IT--
Plate Insutute. TPI. s located at 593 D'Onofno DrWe. Madison. Wisconsin 53719). JOB PATH:
C:ITEE-LOIiVOBSIGT244 Attach with (
1) 10d Toe -
Nails scale = 1.
5867 Eng. Job:
Dwg: Dsgnr:
TLY
Chk: WO: GT2A4
Truss ID:
J7 Date: 1-
09-02 TIC Live
16.0 psf DurFac - Lbr: 1.25 TIC Dead
7.0 psr DurFae - Pit: 1.25 BC Live
0.0 psi O.C. Spacing: 24.V* BC Dead
10.0 psf Design Criteria: TPI Code Desc:
FLA TOTAL, 33.
0 psi I V:12.03.01- 12907- 8 HCS: 11.
28.01 .
n
AiinING.
LAND SURVEYORS
300 COUNTY ROAD 427 5OUTH LONGWOOD, FLORIDA 32750-5499
TELEPHONE: (407) 630-90&0 FAX: (407) 339-3636
CERTIFICATE OF ELEVATION
Address: 134 Crown Colony Way
Legal Description: Lot 22, CROWN COLONY SUBDIVISION,
Plat Book 61, Pages 76, 77 and 78
The Finished Floor Elevation of the structure on Lot 22
CROWN COLONY SUBDIVISION
meets or exceeds the requirements set forth in the City
of Sanford Building Code Chapter 6, Sec. 6-7 (a).
Tonii:i?.ck F. Cav'ont;
riorida Su-nicyor &c I\4apper Reg. No. 2005
Licensed .51Lskiess Number 5073.
Date Fieldwork Completed
9-25-2003
W.O. # 2003-13324
FEDERAL EMERGENCY MANAGEMENT AGENCY O.M.B. No. 3067-0077
NATIONAL FLOOD INSURANCE PROGRAM Expires December 31, 2005
ELEVATION CERTIFICATE
Importart Read the Instructions on pages 1- 7.
SECTION A - PROPERTY OWNER INFORMATION For Insurance Company Use:
BUILDING OWNER'S NAME Policy Number
MARONDA HOMES INC. OF FLORIDA
BUILDING STREET ADDRESS (Including Apt, Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. Company NAIC Number
134 Crown Colony Way
CITY STATE ZIP CODE
SANFORD FL 32773
PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.)
Lot 22 - Crown Colony
BUILDING USE (e.g., Residential, Non-residential, Addition, Accessory, eta Use a Comments area, if necessary.)
RESIDENTIAL
LATITUDE/LONGITUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE: GPS (Type):
tD - W - ##.##" or NAD 1927 NAD 1983 USGS Quad Map Other.
SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION
Bt. NFIP COMMUNITY NAME 8 COMMUNITY NUMBER B2 COUNTY NAME B3. STATE
CROttiM COLONY/ 120294 SEI OLE FL
B4. MAP AND PANEL 87. FIRM PANEL B9. BASE FLOOD ELEVATION(S)
NUMBER B5. SUFFIX B6. FIRM INDEX DATE EFFECTN EIREVISED DATE B8. FLOOD ZONE(S) Zone AO, use depth of flooft)
12117C 0045 E 4117195 4117195 X
B10. Indicate the source of the Base Flood Elevation(BFE) data orbase flood depth entered in B9.
FIS Profile FIRM Community Determined Other (Describe):
B11. Indicate the elevation datum used for the BFE in B9: NGVD 1929 NAVD 1988 Other (Describe):
B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? Yes No Designation Date
SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED)
C1. Building elevations are based on: Construction Drawings' Building Under Consbudion' • Finished Construction
A new Elevation Certificate will be required when constnx;tion of the building is complete.
C2. Building Diagram Number I (Select the building diagram most similar to the building for which this owtificate is being completed - see pages 6 and 7. If no diagram
accurately represents the building, provide a sketch or photograph.)
C3. Elevations — Zones Al -A30, AE, AH, A (with BFE), VE, V1430, V (with BFE), AR, ARIA, AR/AE, AR/A1-A30, AR/AH, AR/AO
Complete Items C3.-a-i below acoordung to the building diagram specified in Item C2. Statethe datum used. If the datum is different from the datum used forthe BFE in
Section B, convert the datum to that used for the BFE. Show field measurements and datum conversion calculation. Use the space provided or the Comments area of
Section D or Section G, as appropriate, to document the datum conversion.
Datum NGVD 1929 Conversion/Comments WA
Elevation reference mark used NIA Does the elevation reference mark used appear on the FIRM? Y El No
ft(m) X a) Top of bottom floor (including basement or enclosure)
o b) Top of next higher floor ft.(m)
d
o c) Bottom of lowest horizontal structural member (V zones only)
o d) Attached garage (top of slab) ft.(m)
00
E 1
o e) Lowest elevation of machinery and/or equipment
u, cc
servicing the building (Describe in a Comments area) ft.(m) 2.2
X 0Lowest adjacent (finished) grade (LAG) ft. m z' 0
o g) Highest adjacent (finished) grade (HAG)
dN
rmoh) No. of permanent openings (flood vents) within 1 ft. above adjacent grade
o i) 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 certirrcate represents my best efforts to interpret the data available.
1 understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001.
CERTIFIERS NAME LICENSE NUMBER
TITLE COMPANY NAME
ADDRESS CITY STATE ZJP CODE
SIGNATURE DATE TELEPHONE
FEMA Form 81-31, January 2003 See reverse side for continuation. Replaces all previous editions
IMPORTANT: In these spaces, copy the corresponding Infomhation from Sedion A. For Insurance Company Use:
BUILDING STREET ADDRESS (Including Apt, Unit, Suite, ardor Bldg. No.) OR P.O. ROUTE AND BOX NO. Poky Number
CITY STATE ZIP CODE I CaTarry
SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED)
Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/company, and (3) building owner.
COMMENTS
Check here ifattachments
SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE)
For Zone AO and Zone A (without BFE), complete Items E1 through E4. If the Elevation Certificate is intended for use as supporting information for a LOMA or LOMR-F,
Section C must be completed.
Ell. Building Diagram Number _(Select the building diagram most similar to the building for which this certificate is being completed — see pages 6 and 7. If no diagram accurately
represents the building, provide a sketch or photograph.)
E2. The top of the bottom floor (including basement or enclosure) of the building is _ ft.(m) in.(crn) above or below (check one) the highest adjacent grade. (Use
natural grade, if available).
E3. For Building Diagrams 6-8 with openings (seepage 7), the next higher floor orelevated floor (elevation b) of the building is _ ft.(m) _in.(crn) above the highest adjacent grade.
Complete items C3.h and C3.i on front of form.
E4. The top of the platform of machinery and/or equipment servicing the building is _ ft.(m) in.(cm) above or below (check one) the highest adjacent grade. (Use
natural grade, if available).
E5. For Zone AO only: If no flood depth number is available, is the top of the bottorn floor elevated in accordance with the community's floodplain management ordnance?
Yes No Unknown. The local official must certify this information in Section G.
SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION
The property owner or owner's authorized representative who completes Sections A, B, C (Items C3.h and C3.i only), and E for Zone A (without a FEMA4ssued or community -
issued BFE) or Zone AO must sign here. The statements in Sections A, B, C, and Eare coned to the best ofmy knowledge.
PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVES NAME
MARONDA HOMES INC. OF FLORIDA
ADDRESS CITY STATE ZIP CODE
1101 NORTH KELLER ROAD, SURE F ORLANDO FL 32810
SIGNATURE DATE TELEPHONE
407-475.9112
Check here if attachments
SECTION G - COMMUNITY INFORMATION (OPTIONAL)
The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B. C (or E), and G of this Elevation
Certificate. Complete the applicable item(s) and sign below.
G1. The information in Section C was taken from other documentation that has been signed and embossed by a licensed surveyor, engineer, or architect who is authorized by state
or local law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.)
G2. A community official completed Section E for a building located in Zone A•(without a FEMA4ssued orcommunity4ssued BFE) or Zone AO.
G3. The following information (Items G4-G9) is provided for community floodplain management purposes.
G4. PERMITNUMBER I G5. DATE PERMIT ISSUED I G6. DATE CERTIFICATE OF COMPUMCEIOCCUPANCY ISSUED
G7. This pemtit has been issued for. New Construction Substantial Improvement
G8. Elevation of as -built lowest floor (including basement) of the building is: — ft.(m) Datum:
G9. BFE or (n Zone AO) depth of flooding at the building site is: _. _ ft.(m) Datum:
LOCAL OFFICIAL'S NAME TITLE
COMMUNITY NAME TELEPHONE
SIGNATURE DATE
COMMENTS
Check here if attachments
FEMA Form 81-31, January 2003 Replaces all previous editions