HomeMy WebLinkAbout510 E 14 St 05-2640 additionPERMIT ADDRESS S\b c
CONTRACTOR C) (V
ADDRESS
PHONE NUMBER
PROPERTY OWNER\ -21J -41
ADDRESS 5:10 E \W' ' a -
PHONE NUMBER
ELECTRICAL CONTRACTOR O
MECHANICAL CONTRACTOR
PLUMBING CONTRACTOR
MISCELLANEOUS CONTRACTOR
PERMIT NUMBER
MISCELLANEOUS CONTRACTOR
FEE
PERMIT NUMBER FEE
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SUBDIVISION cn
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PERMIT # S oy DATE
PERMIT DESCRIPTION
PERMIT VALUATION \7 • `i0
SQUARE FOOTAGE r) o
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NOTICE OF COMMENCEMENT
ire
Permit No. Tax Folio No.
State of Florida=;
County of Seminole
The undersigned hereby gives notice that improvement will be made to certain real property, and in accordance with
Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement.
1. Description of p perty: (jegaliq Gtion ,fFthe prpp ertycl stree dress if available)
2. General description of improvement: G Gv
nm fa 3
3. Owner information
a. Name and address (' -e S c j S
c3 rn ... < e
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b. Interest in CW apropertyr
a
c. Name and address of fee simple titleholder (if other than Owner) r m m f
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4. Contractor /
a. Name and address ',WIC =51y-, 51L -
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to LO x
I' tr • G ` o Ln ro
b. Phone number 36_ Fax number
Surety
a. Name and address pr ro
b. Phone number Fax number
c. Amount of bond
6. Lender
a. Name and address
b. Phone number Fax number
7. Persons within the State of Florida designated by Owner upon whom notices or other documents may be served as
provided by Section 713.13(1)(a)7., Florida Statutes:
a. Name and address
b. Phone number Fax number
8. In addition to himself or herself, Owner designates of
to receive a copy of the Lienor's Notice as provided in Section
713.13(1)(b), Florida Statutes.
a. Phone number Fax number
9. Expiration date of notice of commencement (the expiration date is 1 year from the date of recording unless a different
date is specified)
Signature of Owner
Sworn to (or affirmed) and subscribed before me this yday of ,", 20 O by SCERTIFIED
COPY Personally Known
OR Produced Identification MARYANNE MORSECLERK
OF CIRCUITCOURTTypeof
Identification Produced Scx o \ {(j ISEMINO
E COUNTY, FLORIDA 0 I`
HIS INSTRUMENT PREPARED BY, CIERN Signature of
NoM Public SS ,f NAME f ct zz 4 l,A R4 2005 FLOAENC'DE Commission Expire .
ADDR. S `
l r'h`/ CDM4ISSION @ DD 164280 EXPIRES: November
12, 2006 Bonded ThrC
Budget MCt:r/ SIFT / `/
BP200IO2 CITY OF SANFORD 5/16/05
Application Miscellaneous Information Inquiry 11:14:17
Application nbr . : 05 00002640
Property 510 E 14TH ST
Display note at Print
Code Freeform information Date Permit Insp C.O. flag
HISB ***ADD GARAGE -THEATER RM-MASTER BR -*** 5/16/05 Y Y Y Y
HISB ***LAUNDRY-2 BATHROOMS -OFFICE -PATIO *** 5/16/05 Y Y Y Y
HISB NEED noc - $573.90 5/16/05 Y Y Y Y
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Seminole County Property Appraiser Get Information by Parcel Number Page 1 of 1
DAVID JOHNSON, CFA, A SA
14 R'(NnNAPPROPERTYAPPRAISERHE1
a
j
SEMINOLE COUNTY FL. E 1419 ST
1101 E. FIRST ST
r
SANFORD,FL 32771-146a
407-665-7506 s,
2005 WORKING VALUE SUMMARY
GENERAL Value Method: Market
31-19-31-507-0200-
Number of Buildings: 1
Parcel Id: 0010 Tax District: S1-SANFORD Depreciated Bldg Value: $53,992
SHAW CHARLES E 00- Depreciated EXFT Value: $1,788
Owner: Exemptions:
SR & EDNA M HOMESTEAD Land Value (Market): $43,254
Address: 510 E 14TH ST Land Value Ag: $0
City,State,ZipCode: SANFORD FL 32771 Just/Market Value: $99,034
Property Address: 510 14TH ST E SANFORD 32771 Assessed Value (SOH): $73,277
Subdivision Name: SAN LANTA Exempt Value: $25,000
Dor: 01-SINGLE FAMILY Taxable Value: $48,277
Tax Estimator
SALES
2004 VALUE SUMMARY
Tax Value(without SOH): $1,423
Deed Date Book Page Amount Vac/Imp
WARRANTY DEED 07/1995 02949 1140 $69,900 Improved
2004 Tax Bill Amount: $946
WARRANTY DEED 07/1995 02949 1139 $100 Improved
Save Our Homes (SOH) Savings: $477
WARRANTY DEED 06/1995 02926 0118 $100 Improved
2004 Taxable Value: $46,143
DOES NOT INCLUDE NON -AD VALOREM
Find Com,;aiable Sales within this Subdfivi iol' ASSESSMENTS
LAND
Land Assess Land Unit Land LEGAL DESCRIPTION PLAT
Frontae De
Method gpth Units Price Value LEG LOTS 1 2 3 4 + 5 BLK 2 SAN LANTA PB
FRONT FOOT &
270 117 .000 200.00 $43,254
3 PG 80
DEPTH
BUILDING INFORMATION
Bid Num Bid Type Year Bit Fixtures Base SF Gross SF Heated SF Ext Wall Bid Value Est. Cost New
1 SINGLE FAMILY 1944 6 1,560 2,229 1,560 CONC BLOCK $53,992 $95,986
Appendage / Sgft ENCLOSED PORCH UNFINISHED / 341
Appendage / Sgft UTILITY UNFINISHED / 308
Appendage / Sgft OPEN PORCH FINISHED / 20
EXTRA FEATURE
Description Year Bit Units EXFT Value Est. Cost New
FIREPLACE 1944 1 $400 $1,000
CONC UTILITY BLDG 1970 180 $504 $1,260
ALUM PORCH W/CONC FL 1970 340 $884 $2,210
NOTE: Assessed values shown are NOT certified values and therefore are subject to change before being finalized for ad
valorem tax purposes.
If you recently purchased a homesteaded property your next ear's property tax will be based on JusUMarket value.
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CITY OF SANFORD BUILDING DIVISION
OWNER/BUILDER AFFIDAVIT
CONSTRUCTION CONTRACTING
Owners of property when acting as their own contractor and providing direct, onsite supervision
themselves of all work not performed by licensed contractors, when building or improving farm
outbuildings or one -family or two-family residences on such property for the occupancy or use of such
owners and not offered for sale or lease, or building or improving commercial buildings, at a cost not to
exceed $25,000, on such property for the occupancy or use of such owners and not offered for sale or
lease. In an action brought under this part, proof of sale or lease, or offering for sale or lease, of any such
structure by the owner -builder within 1 year after completion of same creates a presumption that the
construction was undertaken for purposes of sale or lease. This subsection does not exempt any person
who is employed by or has a contract with such owner and who acts in the capacity of a contractor. The
owner may not delegate the owner's responsibility to directly supervise all work to any other person
unless that person is registered or certified under this part and the work being performed is within the
scope of that person's license. For the purposes of this subsection, the term "owners of property"
includes the owner of a mobile home situated on a leased lot. To qualify for exemption under this
subsection, an owner must personally appear and sign the building permit application.
State law requires construction to be done by licensed contractors. You have applied for a permit under
an exemption to that law. The exemption allows you, as the owner of your property, to act as your own
contractor with certain restrictions even though you do not have a license. You must provide direct,
onsite supervision of the construction yourself. You may build or improve a one -family or two-family
residence or a farm outbuilding. You may also build or improve a commercial building, provided your
costs do not exceed $25,000. The building or residence must be for your own use or occupancy. It may
not be built or substantially improved for sale or lease. If you sell or lease a building you have built or
substantially improved yourself within 1 year after the construction is complete, the law will presume that
you built or substantially improved it for sale or lease, which is a violation of this exemption. You may
not hire an unlicensed person to act as your contractor or to supervise people working on your building. It
is your responsibility to make sure that people employed by you have licenses required by state law and
by county or municipal licensing ordinances. You may not delegate the responsibility for supervising
work to a licensed contractor who is not licensed to perform the work being done. Any person working
on your building who is not licensed must work under your direct supervision and must be employed by
you, which means that you must deduct F.I.C.A. and withholding tax and provide workers' compensation
for that employee, all as prescribed by law. Your construction must comply with all applicable laws,
ordinances, building codes, and zoning regulations.
J
yc, , do hereby state that I am qualified and capable of performing the
requested construction involved with the permit application filed.
I will assume full responsibility as an Owner/Builder Contractor, and will personally supervise all work
allowed by law on the permitted structure.
Owner/Builder Signature Date 'le
ry
Print Owner/Builder Name
o
N N mipZo
m 2 O
Signature of Notary— tate of 171 rida Date
Owner is Personally Known to Me or has
Produced ID Q/
4D CITY OF SANFORD BUILDING DIVISION
OWNER/BUILDER AFFIDAVIT
ELECTRICAL & FIRE ALARM SYSTEMS
An owner of property making application for permit, supervising, and doing the work in connection with
the construction, maintenance, repair, and alteration of and addition to a single-family or duplex residence
for his or her own use and occupancy and not intended for sale or an owner of property when acting as his
or her own electrical contractor and providing all material supervision himself or herself, when building
or improving a farm outbuilding or a single-family or duplex residence on such property for the
occupancy or use of such owner and not offered for sale or lease, or building or improving a commercial
building with aggregate construction costs of under $25,000 on such property for the occupancy or use of
such owner and not offered for sale or lease. In an action brought under this subsection, proof of the sale
or lease, or offering for sale or lease, of more than one such structure by the owner -builder within 1 year
after completion of same is prima facie evidence that the construction was undertaken for purposes of sale
or lease. This subsection does not exempt any person who is employed by such owner and who acts in
the capacity of a contractor. For the purpose of this subsection, the term "owner of property" includes the
owner of a mobile home situated on a leased lot. To qualify for exemption under this subsection, an
owner shall personally appear and sign the building permit application.
State law requires electrical contracting to be done by licensed electrical contractors. You have applied
for a permit under an exemption to that law. The exemption allows you, as the owher of your property, to
act as your own electrical contractor even though you do not have a license. You may install electrical
wiring for a farm outbuilding or a single-family or duplex residence. You may install electrical wiring in
a commercial building the aggregate construction costs of which are under $25,000. The home or
building must be for your own use and occupancy. It may not be built for sale or lease. If you sell or
lease more than one building you have wired yourself within 1 year after the construction is complete, the
law N1611 presume that you built it for sale or lease, which is a violation of this exemption. You may not
hire an -unlicensed person as your electrical contractor. Your construction shall be done according to
building codes and zoning regulations. It is your responsibility to make sure that people employed by you
have licenses required by state law and by county or municipal licensing ordinances.
I, 26 4e 5 ,e 5/faWdo hereby state that I am qualified and capable of performing the
requested construction involved with the permit application filed.
I will assume full responsibility as an 0%%mer/Builder Contractor, and will personally supervise all work
allowed by law on the permitted structure.
Owner/Buildcr Signature Date
C'!2a ?t-f/e5 t S/t aL A
rllrint Owner/Builder Namc
Signature of Kta—r.v— i7ak of Florida Date
Owner is Pcrsonally Known to Me or has
Produced• tD D rRAVEF
t.!'
MY COMMISSION # DD 164280
ow , u EXPIRES: November 12, 2006
f nr c4°
Bonded Thru Budget Notary Services
City of Sanford 'The Friendly City"
wm. Application for Engineering Permit
This permit shall authorize work to be done in the City of Sanford based on the approved construction plans
and the information provided below:
Check One: Right -of -Way Utilization Driveway
THIS APPLICATION IS SUBMITTED BY:
PROPERTY OWN(E Rf S_%)/APPLICANT-
Applicant Name: ` L\`O, S L& ,,C. S L', 0,,J Firm:
Address: J
Phone: Y0 ! — 1 Fax: Data:
I 1. PROJECT LOCATION OR ADDRESS: S/ O L— - IL)
2. TITLE OF APPROVED DEVELOPMENT PLANS:
APPROVAL DATE:
Erl'isj1.N6111141eI&W91T y:ZePl TO EMERGENCY REPAIRS
4. PROPOSED ACTIVITY:
Driveway Installation Aerial Installation Underground Utilities Bore and Jack
Open Cutting of Roadway Sidewalk Installation Other
97 eII[I I d3I tldJl
6. EXCAVATION INFORMATION: Total Length
7. AERIAL INFORMATION: Length
Feet)
Feet) Number of Poles
Number of Open Roadway Cuts
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 INDEMNIFY, 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 AFORESAID RIGHTS AND PRIVILEGES. IN THE EVENT THAT
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 IN THE
PUBLIC RIGHT-OF-WAY.
CALL THE PBLIC WORKS DEPT. AT (407)330-5681 TO SCHEDULE A PRE -POUR INSPECTION •
48 HOURS BEFORE YOU DIG CALL SUNSHINE 1-800-432-4770
Applicant Signature Date:
OFFICIAL USE ONLY
Application No: Fee: Date:
Reviewed: Public Works DATE: 0 8 f
Utilities ' DATE:
Approved: Engineer _ _ , -- DATE:
1 -rR.FLJ E Ky A,(t) st rJ T 8 tAck. t-o(G usr-7E/L T P rnllrP E il,p IG o en9,.Par
Boundary Survey
f OT
Edna Mae 9 Charles E. Shaw, Sr.
Lots 3, 4 and 5, Block 2,
SAN LANTA
Plat Book 2, Page 80,
Seminole County, Florida
Alley I
I
2. 9' inside
fence *1.4' Inalde
N89'50'00'E 160.06'(M) x
x x x—x—x—x —x—x xr-x—x—x—x—x—x—x—)k—x—x—x—x^-x x—x—x-
50'(P): I 50'(P). I 60'(P)
x I fence a0.1' Inslde i
13.95
1 story concrete block
concrete block•puep house andwell x
Covered Lot'
3 Lot 4 Lot 5 XxBlock2IB1ock,2 I Block 2 r
Bar-e-a I I x W a N
19.
76' 12. 10' A:
o 1 story I Z i ua
concrete
block
concrete I I w
s W
Q m
12, f0' 47.
00' I b L Q' ni
M
I I 71 U3W IZ 0
0
5.10 c z CDb
I 1 story 21.35'I o i
1.
35' I s 5 I o gefence a0.6' off Carport
69 67 .'
20.73' I
42. 3C' x—x•--ace-x—x—x—+--^. I
53.43' I
a/
c i 50,(
P)' N
I I
50,(P) I 60,(P) N89'
50' 00' E 160. 18' (M) W
O .
M
I 14TH
STREET EAST g: N89'
50' 00' E 60'
Right of Way 30.00' NLegend
o
Recovered Concrete Monument In asphalt Set
4'x4' Concrete Monument oLB6300 This Survey Certified To: Recovered
Railroad Spike Kampf Title 9 Guaranty Corporation RecoveredXCutInconcreteCommonwealthLandTitle !nsurance Co oRecoveredIronRodorPipeasshownCharlesa
Shaw,
Sr. am - Set 1/2' Iron Rod •LB6300 CERTIFICATION ¢ •
Light Pole as shown Edna Mae Shaw a--
6'Wood Fence —x- • Chain IInk fence Chase Manhatten Mortgage Corporation This
Is to Certify that I have performed —il• -Fence as shown a
field survey of the above described 6-Central Angle L•Arc R•Radlus R/N•Right of Nay Bearings are based on the property,
for the purposes hereon -Concrete Slab A/.C•AIr Conditioner (R)•Radlal (NA) -Non -Radial centerline of 14TH Street represented,
and, that this drawing Is a (-)•Plat (N)•Neas. red (C)•Caiculated (D)-Deed as being S89'50'00'N, per plat representation of
that survey, and meets SCALE: 1'• 30' POB•Polnt of Beginning POC•Polnt of Commencement the winleue
Technical Standards pursuant to Section
472.027, Florida Statutes REVIEWED BY: MWS This Survey Is certified to and prepared for the Legal Description furnished by Chapter 61G17,
F.A.:.1, / sole and exclusive benefit of the entitles and/ client (unless otherwise noted) DRAWN BY:
LJG or Individuals listed and shall not be relied on by any
other entity or Individual whomsoever. This Is to certify that I DATE: July
28, 1995 nave revlewed the Flood Underground foundations
and/or Improvements were Insurance Rating Nap (FIRM), JOB No.:
956017 not located as a part of this survey. Panal Nucber 120294 0045 E. Michael N.
Sofltro, Dated 4/l7/95 and determined Certificate e4458
Lands sown hereon were not abstracted for rights that the land9 shown hereon h Notvalid
unless signed and sealed Revised: of ways and/or easements of public records. Iles In Flood Zone 'X'. MUMODGME S90D®
dIFY0MM MM K@UU0MM3 0moo 375 Douglas
Avenue, Suite 2001 Phone (407)
852-7555 Altamonte Springs. Florida 32714 Fax (407) e62-6225
Edna Mae &
Boundary Survey
fOT
Charles E.
Lots 3, 4 and 5, Block 2,
SAN LANTA
Plat Book 2, Page 80,
Seminole County, Florida
Alley
2.9' inside 1 N89'50'00'E 160.06'(M)
x x x—x—x—x • —x` X x—x—x—x—x—x—x—x-
50'(P). 1 50'(P):
13 95 t story concrete block
d
os I concrete block•pump house andwell Covered
1
Lot
BlockLot'32 Block-4
1
N
v Bar-9-0 I 1 19.
76' 12. to, Y
o 1 story concrete • '
oconcrete` a -" block ,` , 12.
to, . 47.
DO' ai
o
u; CD
b— I i Story y21.35'1 Sh
a w. Sr. fence
ht.4' Inside xT-
X-X-X-X- 60'(
P) fence
A0.1' Inslde Lot
5 Block
2 s
0
in
uril.
35' 1 Ae5.5;0 1 o fence'0.6' off T
Carport
g I —
I42. 3C' I 67'
20.73' $ I 53.43' a/
c I
I
I 50,(
P)' I 50'(P) I 60'(P) N89'
50' 00' E 160. 18' (M) 14TH
STREET EAST 60'
Right of Way N
L
LJ I a 3
Z
j
1 0 Q
L CTIL
J lS Z
10 r-
L I W
O .
en
1 O
N _
N89'
50' 00' E 30.
00' Legend
o •
Recovered Concrete Monument In asphalt Set
4'x4' Concrete Monument •LB6300 This Survey Certified To: Recovered
Railroad Spike Kampf Title 6 Guaranty Corporation RecoveredXCutInconcreteCommonwealthLandTitleinsuranceCo o - Recovered Iron Rod or Pipe as shown Charles
E. Shaw, Sr. 4e - Set 1/2' Iron Rod •LB6300 CERTIFICATION -
Light Pole as shown Edna Mae Shaw o--
6'Wood Fence —x- - Chain link fence Chase Manhatten Mortgage Corporation This
Is to Certify that I have performed —i -Fence as shown A•Central An le L-Arc R-Radius R/N•Rlght of Nay Bearings are based on the afieldsurveyoftheabovedescribed9property,
for the purposes hereon -Concrete Slab A/.C-Alr Conditioner (RI -Radial INR)•Non-Radlal centerline of t4TH Street represented,
and, that this drawing Is a (P)•Plat (M)-Measured (C)•Calculated (0)-Deed as being S89'50'00'M, per plat representation
of that surrey• and meets SCALE: 1'- 30' POe•Polnt of Beginning POC•Polnt of Commencement the
Minimum Technical Standards pursuant to
Section 472.027, Florida Statutes REVIEWED BY: MWS This Survey Is certified to and prepared for the Legal Description rurnishec by Chapter
61G17, F'.A.C.1, sole and exclusive benefit of the entities and/ client (unless otherwise noted) DRAWN
BY:LJG or Individuals listed and shall not be relied on by
any other entity or Individual whomsoever. This Is to certify that I DATE:
July 28, 1995 have reviewed the Flood Underground
foundations and/or Improvements were Insurance Rating Map (FIRM), JOB
N0:956017 not located as a part of this survey. Penal Number l20294 0045 E. Michael
W. So(Itro, Dated 4/!7/95 and determined Certificate
@4458 Lands shown hereon were not abstracted for rights that the lands shown hereon Not
valid t,nRevised: :ess signedandsealedofways and/or easements of public records. Iles In Flood Zone 'X'. ULUf HUTS
W®®dIEWO[DIE MM TI@UU0MMz 0MMO 376 Douglas
Avenue, Suite 2001 Phone (407)
862-7555 Altamonte Springs, Florida 32714 Fax (407) 862-622E n' . /'.'
RECE E
APR
CITY OF SANFORD PERMIT APPLICATION \
Permit # : oS— D_O` 1.c) < bete: J
Job Address: .1 o aSN Y46 ., '5a„Q,_D J
f
description of Work: "c.f •r - ^
Historic District: Zoning: Value of
Permit Type: Building Electrical .Mechanical L Plumbing Fire Sprinkler/Alarm Pool
Electrical: New Service - # of AMPS W, 0 Addition/Alteration /*' Change of Service / Temporary Pole
Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Calc. Required)
Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines
Plumbing/New Residential: # of Water Closets a Plumbing Repair- Residential or Commercial _
Occupancy Type: Residential Y Commercial Industrial Total Square Footage: a1OkU ') a
Construction Type: # of Stories: I # of Dwelling Units: Flood Zone: (FEMA form required for other than X)
Parcel #:
Owners Name & Address:
Contractor Name & Address:
Phone & Fax:
Bonding Company:
Address:
Mortgage Lender: '1 l
Address: _ _?_. U Q
Architect/Engineer: -PL-61A
Address: J S0 lJ Jlh Fax:
k- OCw an3i2iApplicationisherebymadetoobtainapermittootheworknstallations as indicated. 1 certify that no work or installation has commenced prior to the
issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate
pernit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and
AIR CONDITIONERS, etc.
Attach Proof of Ownership & Legal Description)
JWIIBa
State License Number:
Contact Person: Phone:
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
constn:ction 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 pi)rmi fication that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713.
Signature of Owner/Agent
o
Date Signature Contractor/Agent Dateof
er/Ag t' ame Print Contractor/Agent's Name
Signature of Notary- fate of Florida Date
pole FLORENCE A. I)E GRAVE
Signature of Notary -State of Florida Date
Sy
MY COMMISSION # DD 164280
EXPIRES: November 12, 2006
Owner/gen ,4' 4Persaita6006il%iVe or 1'
I t"i i V\ "\ `
Contractor/Agent is _ Personally Known to Me or
Produces S Produced ID
APPLICATION APPROVED BY: Bldg: v - Zonin • Utilities:
Initial & Date) (Initial & Date)
FD:
Initial & Date) (Initial & Date)
Special Conditions:
r _ .
11
i
73•8 X
24
1 9.071.20
35.4
2S•8
X
9U19'S2
11019.52 +
071.20 X
40- -
V0048.00
17019.52 X
0 •
1 f /_07390.40
917238.40*1
2090'72
2• X
13•95
13.95 1
13.95
27.90`
BCG OF ORLANDO
901 EAST 26 PLACE
SANFORD
FL 32773
Project: Shaw Addition
Model:
Block No:
Lot No:
Contact Site Office
Name:
Phone
Fax:
To: Truss List
Rabits & Associates
204 N. Elm Ave Order No. 3625
Page: 1 of 1
Sanford FL 32771 Date: 3/1M5
Bid No. 1948-1
Deliver To:
Account No: rebft
510 E. 14th St.
Designer. Travis Deane
Salesman: Dave Fortunato
FL
Quote No:
Tentative Delivery Date:
Material Summary Includes the following
General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Wind: ASCE 7-98 per FBC2001:
120 mph; Total Roof Gravity Load = 3Z PSF. Floor Gravity Load = --- PSF. Exposure _&, Enclosed. Computer Program Used: MiTek
20/20.
Pages or sheets covered by this seal from: 0001 thru 0046 Total: 46 drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss
Design Engineer and this index sheet conforms to 61Gi531.003, section 5 of the Florida Board of Professional Engineers Rules.
This signed and sealed Index sheet Indicates acceptance of my professional engineering responsibility solely for the truss design drawings listed below. The
suitability and use of each truss component for any particular building Is the responsibility of the building designer, per ANSI/TPI 1-1995 Section 2.
SALVADOR A JURADO P.E. STATE OF FLORIDA REG. NO 19939 - 6401 NW 74 AVE, MIAMI, FL 33166
Date Truss Date Truss Date Truss Date Truss
0001 03-01-2005 A01 0002 03-01-2005 A02 0003 03-01-2005 A02A 0004 03-01-2005 A03
0005 03-01.2005 A04 0006 03-01.2005 A04A 0007 03-01.2005 A05 0008 03-01.2005 A05A
0009 03-01-2005 A06 0010 03.01-2005 A06A 0011 03-01-2005 A07 0012 03-01-2005 A08
0013 03-01-2005 AOBA 0014 03-01-2005 A09 0015 03-01.2005 e01 0016 0S-01-2003 e02
0017 03-01.2005 B02A 0018 03.01-2005 B02B 0019 03-01-2005 C01 0020 03-01-2005 CO2
0021 03-01.2005 CJ2H 0022 03-01-2005 CJ3A 0023 03-01.2005 CJSH 0024 03-01-2005 CJ7
0025 03-01.2005 EJ2 0026 03.01-2005 EJ2H 0027 03-01-2005 EAH 0028 03-01-2005 EJ7
0029 03-01.2005 HG01 0030 03-01-2005 J1 0031 03-01.2005 J1H 0032 03-01-2005 A
0033 0301-2005 MH 0034 03-01-2005 JS 0035 03-01-2005 MGi 0036 03.01.2005 MG2
0037 03-01.2005 VT04 0038 03.01-2005 VMS 0039 03-01-2005 VT12 0040 03-01-2005 VT16
0041 03-01.2005 VT20 0042 03.01-2005 VT24 0043 0.101-2005 Vr25 0044 03-01-2005 VT28
0045 03-01.2005 VT30 0040 03-01-2005 VT32
SALVADOR A JURADO P.E. STATE OF FLORIDA REG. NO 19939 - 6401 NW. 74 AVE. MIAMI FL 33166
1948-1 A01 GIRDER TR 0001
1 1
BCG OF ORLANDO. SANFORD, FL 32773 Job Reference optional)
5.200 s Jan 16 2004 MiTek Industries, Inc. T. Mar 01 16:50:47 2005 Page 1
1.4- 7-4-9 14-1-4 20-10-0 27-6-12 34-3-7 41-8-0 3 01-4-0 7-4-9 6-8-12 6-8-12 6-8-12 6-8-12 7-4-9 1-4-0
sas = S1 .-lass
W r
TRUSS DESIGNED FOR WIND LOADS IN THE
PLANE OF THE TRUSS ONLY. FOR CHORDS Al`
STUDS EXPLOSED TO WIND(PERPENDICULAR
s ; TO FACE), BRACING SHALL BE DESIGNED BY
PROJECT ARCHITECT OR ENGINEER.
s.e
1 1 1
1 /
lFy
1
1
LI 10
BIB ^
fi 16 °
S.b MB= A. =
I° ]ss =
7-4-9 14-1-4 20-10-0 27-612 34-3 7 41-8 0 7-
4-9 6-8-12 6-8-12 6-8-12 6-8-12 7-4-9 Plate
Offsets (X,Y): [2:0.4-2,0 1-SJ,0,0 3 4], [10:0 4 2,0.1-8], [13:0 3 O,Edge), [15:0 3 O,Edge], 117:0 0.0,0.0 0], 31:0-1-12,0.1-0], [38:0-0-0,0-0-0], [39:0-0-0,0-0-01, [40:0-0.0,0.0-0J, [41:0-0.0,0-0.0], [42:0-0.0,0.0-0], [42:aD-0,0-D-0], [43:D-D-O,D-D-O] 44:0-0-0,0.0-0], [45:0.0-0,0-0-0], [46:0-0.0,0.0-0], [47:0-0-0,0-0.0], [48:0-0.0,0.0-0], [49:0-0-0,0-0.0], [50:0.0-0,0-0-0], [51:0-0.0,0.0-0] 51:0-1-12 0.1-0] [52'0-0-0 0-0.0L [53:0-0.0 0.0-0] [54 0.0 0 0 0 0]_[55:0.0.0,0.0.01 LOADING (
psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL20.0 Plates Increase 1.25 TC 0.93 Vert(LL) -0.33 14-16 >999 360 M1120 249/190 TCDL7.0 Lumber Increase 1.25 BC 0.96 Vert(TL) -0.63 14-16 >785 240 BCLL0.0 Rep Stress Incr NO WB 0.84 Horz(TL) 0.21 10 n/a n/a BCDL10.0 Code FBC2001/ANS195 (Matrix) Wind(LL) 0.51 14-16 >980 240 Weight: 316 lb LUMBER
BRACING
TOPCHORD2X4SYPNo.2ND 'Except' TOP CHORD Sheathed. T12X4SYPNo.2, T1 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 4-0-2 oc bracing. BOTCHORD2X4SYPNo. 1D Except' WEBS 1 Row at midpt 5-16, 6-16, 7-16 B22X4SYPNo.2, B3 2 X 4 SYP No.2 WEBS
2 X 4 SYP No.3 OTHERS
2 X 4 SYP No.3 REACTIONS (
lb/size) 2=2128/0-3-8, 10=2128/0-3-8 Max
Uplift2=- 1 479(load case 2), 10=-1479(load case 2) FORCES (
lb) - Maximum Compression/Maximum Tension TOP
CHORD 1-2=027, 2-3=-4469/2893, 3-4=-3591/2441, 4-5=-3453/2443, 5-6=-2743/1989, 6-7=-2743/1989, 7-8=-34532443, 8-9=-35902441, 9-10=-44692893, 10-11=027 BOT
CHORD 2-12=-2492/4042, 12-13=-2490/4032, 13-14=-2490/4032, 14-15=-1878/3248, 15-16=-1878/3248, 16-17=-1878/3248, 17-18=-2490/4032, 18-19=-2490/4032, 10-19=-2492/4042 WEBS3-12=-49/351, 3-14=-872/678, 5-14=-310/663, 5-16=-1056/808, 6-16=-1098/1681, 7-16=-1056/808. 7-17=-310/663, 9-17=-872/678, 9-19=-49/351 NOTES
1)
Unbalanced roof live loads have been considered for this design. 2)
Wind: ASCE 7-98; 120mph (3-second gust); h=17ft; TCDL=4.Opsf; BCDL=3.Opsf; Category II; Exp B; enclosed; C-C Exterior(2); Lumber DOL=1.33 plate grip DOL=1.00. 3)
Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek StandardGableEndDetail" 4)
All plates are 2x4 M1120 unless otherwise indicated. 5)
Gable studs spaced at 2-0-0 oc. 6)
Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1479 lb uplift at joint 2 and 1479lbupliftatjoint10. 7)
This truss design conforms with Florida Building Code 2001, based on parameters indicated. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD
CASE(S) Standard 1)
Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform
Loads (plf) Vert:
1-6=-54, 6-11=-54, 2- 1 0=-45(F=-25) 1948-
1 Eng.max
1948-1 IA02 ISCISSORS 0002
FL 32773 5.200 - ,•"_,
uNuunai/
s Jan 16 2004 MiTek Industries, Inc. Tue Mar 01 16:50:48 2005 Page
1-4- 5-8-6 10-8-14 15-9-7 20-10-0 25-10-9 30.11-2 35-11-10 41-8 0 3 0. 1-4-0 5 0.6 5-0-9 5-0-9 5-0-9 5-0-9 5-0-9 5-0-9 5-8-6 1-4-0
s.a =
sm r
UUM
5 s 6 10 8 1a 1 Ss 7 20-10-0 25-10-9 30-11-2 35-11-10 41-8-05-8-6 5-0-9 5-0-9 5-0-9 5-0-9 5.0-9 5-0-9 5.8-6
Plate Offsets (X Y): f2-0-3-0 0-1-8],[3:0-3-0,0 3-0],[11:0-3-0 0-3-0 1[12:0 3 0,0 1-8],[15:0-3-0 Edge],[21:0-3 0 Edge]
LOADING (psf)
TCLL 20.0
SPACING 2-0-0
Plates Increase 1.25
CSI DEFL in (loc) Vdefl Ud PLATES GRIP
TCDL 7.0 Lumber Increase 1.25
TC 0.52
BC 0.82
Vert(LL) -0.56 18 >875
Vert(TL) -1.05 17-18 >469
360 M1120 249/190
BCLL 0.0
BCDL 10.0
Rep Stress Incr YES WB 0.75 Horz(TL) 0.64 12 n/a
240
n/aCodeFBC2001/ANSI95 Matrix) Wind(LL) 0.57 18 >870 240 Weight: 212lb
LUMBER
TOP CHORD 2 X 4 SYP No.1D
BOT CHORD 2 X 4 SYP NoAD
WEBS 2 X 4 SYP No.3
WEDGE
Left: 2 X 4 SYP No.3, Right: 2 X 4 SYP No.3
REACTIONS (lb/size) 2=1607/0-8-0, 12=1607/0-8-0
Max Uplift2=-743(load case 2), 12=-743(load case 2)
BRACING
TOP CHORD Sheathed or 2-7-4 oc purlins.
BOT CHORD Rigid ceiling directly applied or 5-1-13 oc bracing.
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=024, 2-3=-5312/1922, 3-4=-4941/1834, 4-5=-4254/1573, 5-6=-4197/1581, 6-7=-3485/1294,
7-8=-3485/1294, 8-9=-4197/1581, 9-10=-4254/1573, 10-11=-4941/1834, 11-12=-5312/1922, 12-13=024BOTCHORD2-14=-1663/4857, 14-15=-1671/4846, 15-16=-1667/4859, 16-17=-1519/4606, 17-18=-1189/3955,
18-19=-1189/3955, 19-20=- 15 19/4606, 20-21 =- 1667/4858. 21-22=-1671/4846, 12-22=-1663/4857WEBS3-14=0/88, 3-16=-329/148, 4-16=-24214, 4-17=-695/343, 6-17=-136/439, 6-18=-841/406,
7-18=-8072353, 8-18=-841/406, 8-19=-136/439, 10-19=-695/343, 10-20=-24214, 11-20=-329/148, 11-22=0/88
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-98: 120mph (3-second gust); h=17ft; TCDL=4.Opsf; BCDL=3.Opsf; Category II; Exp B; enclosed; C-CInterior(1); Lumber DOL=1.33 plate grip DOL=1.00.
3) Bearing at joint(s) 2, 12 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designershouldverifycapacityofbearingsurface.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 743 lb uplift at joint 2 and 743lbupliftatjoint12.
5) This truss design conforms with Florida Building Code 2001. based on parameters indicated
LOAD CASE(S) Standard
1948-1 Eng.nnax
Job Truss Truss Type at y Ply
1948-1 A02A SCISSOR TR 0003
1 1
Job Reference (optional) BCG OF ORLANDO, SANFORD. FL 32773 5.200 s Jan 18 2004 MiTek Industries, Inc. Tue Mar 01 16:50:49 2005 Page 1
11-4-9 5-8-7 10-8-15 15-9-8 , 20-10.0
1 25.10-8
1 30 11 1
1 35-11 9 41 8 03 0 0
1-4-0 5-8-7 5-0-8 5-0-8 5-0-8 5-0-8 5-0-8 5-0-8 5-8-7 1-4-0
U •r10c
s•e =
sm r
4
rta
s a
9.e
w] w 9
9 i ].
4
10
VM
Y6
S•0
A
a
sm =
9
e
afi . s.s vex ]nr n.csn veo
a. 11
ae tt 9no a
he U
1 5-8-7
1 10-8-15
1 15-9-8
1 20-10-0 } 25-10-8 30-11-1 35-11-9 41-8 0
5-8-7 5-04 5-0-8 5-0-8 5-0-8 5-0-8 5.0-8 5-8-7
Plate Offsets (X,Y):[2:0-1-8,1-5-14],[2:0-3-7,0-0-14],]3:0 3 0,0 3 0],[8:0-0-0,0-0-0],[11:0-3-0,0-3-0],[12:D-3-7,0-0-14],[12:0-1-8,1-5-14],[15:o-3-O,Edge], 19:0-0-0,0-0-0]_[20:0-0-0,0-0-0]_[21:0-3-O,Edge]
LOADING (psf)
TCLL 20.0
SPACING 2-0-0
Plates Increase 1.25
CSI
TC 0.65
DEFL in (loc) Vdefl L/d PLATES GRIP
TCDL 7.0 Lumber Increase 1.25 BC 0.82
Vert(LL) -0.56 18 >874 360
Vert(TL) -1.05 17-18 >468 240
M1120 249/190
BCLL 0.0 Rep Stress Incr YES WB 0.76 Horz(TL) 0.64 12 n/a n/aBCDL10.0 Code FBC2001/ANS195 Matrix) Wind(LL) 0.93 18 >528 240 Weight: 212lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.1 D TOP CHORD Sheathed or 2-7-13 oc purlins. BOT CHORD 2 X 4 SYP No.1 D BOT CHORD Rigid ceiling directly applied or 3-6-11 oc bracing. WEBS 2 X 4 SYP No.3
WEDGE
Left: 2 X 4 SYP No.3, Right: 2 X 4 SYP No.3
REACTIONS (lb/size) 2=1607/0-8-0.12=1607/0-8-0
Max Uplift2=-1283(load case 2), 12=-1283(load case 2)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/24, 2-3=-5317/3804, 3-4=-4943/3578, 4-5=-4256/3073, 5-6=-4198/3080, 6-7=-3486/2522,
7-8=-34862522, 8-9=-4198/3080, 9- 1 0=-4256/3073, 10-11=-4943/3578, 11-12=-5317/3804, 12-13=0/24
BOT CHORD 2-14=-3371/4862, 14-15=-3379/4852, 15-16=-3375/4864, 16-17=-3063/4608, 17-18=-2446/3956,
18-19=-2446/3956, 19-20=3063/4608. 20-21=-3375/4864, 21-22=-3379/4852, 12-22=-3371/4862WEBS3-14=0/88, 3-16=-332/309, 4-16=-78215, 4-17=-696/639, 6-17=-281/440, 6-18=-842/755,
7-18=-16142354, 8-18=-842/755, 8-19=-281/440, 10-19=-696/639, 10-20=-78215, 11-20=-332/309, 11-22=0/88
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-98; 120mph (3-second gust); h=17ft; TCDL=4.Opsf; BCDL=3.Opsf; Category II; Exp B; enclosed; C-CExtehor(2); Lumber DOL=1.33 plate grip DOL=1.00.
3) Bearing atjoint(s) 2, 12 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designershouldverifycapacityofbearingsurface.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1283 lb uplift at joint 2 and1283lbupliftatjoint12.
5) This truss design conforms with Florida Building Code 2001, based on parameters indicated.
LOAD CASE(S) Standard
1948-1 Eng.max
1948-1 I A03 I SCISSORS 1 t
0004
BCG OF ORLANDO. SANFORD, FL 32773 Job Reference (optional)
5.200 s Jan 16 2004 MiTek Industries, Inc. Tue Mar 01 18:50:49 2005 Page 1
1-4- 5-8-8 10.8-14 15-9-7 20-10-0 25-10-9 30-11-2 35-11-10 41-8-0 3 01-4-0 5-8-6 5-0-9 5-0-9 5-0-9 5-0-9 5-0-9 5-0-9 5-8-6 1-4-0
cYe • 1. i06
5.6 -
sw
i 5 8 6
I 10-8-14 15-9-7 20-10-0 25.10-9 30-11-2 35-11-10 41-8 05-8.6 5-0-9 5-0.9 5-0-9 5-0-9 5-0-9 5.0-9 5-8-6
Plate Offsets (X,Y): 2:0-3-0 0-1-8] 13.0-3-0 0-3-0],(11:0-3-0 0-3-01[12:0-3-0 0-1-8)_(15:0-3-0,Edge]
LOADING (psi)
TCLL 20.0
SPACING 2-0-0
Plates Increase 1.25
CSI DEFL in (loc) Vdefl L/d PLATES GRIP
TCDL 7.0 Lumber Increase 1.25
TC 0.52
BC 0.82
Vert(LL) -0.56 18
Vert(TL) -1.05 17-18
875
469
360 M1120 249/190
BCLL 0.0
BCDL
Rep Stress Incr YES WB 0.75 Horz(TL) 0.64 12 n/a
240
n/a10.0 Code FBC200 1 /ANSI95 Matrix) Wind(LL) 0.57 18 870 240 Weight: 234lb
LUMBER
TOP CHORD 2 X 4 SYP No. 1D
BOT CHORD 2 X 4 SYP NoA D 'Except'
F1 2 X 4 SYP No.3
WEBS 2 X 4 SYP No.3
WEDGE
Left: 2 X 4 SYP No.3, Right: 2 X 4 SYP No.3
REACTIONS (lb/size) 2=1607/0-8-0, 12=1607/0-8-0
Max Uplift2=-743(load case 2), 12=-743(load case 2)
BRACING
TOP CHORD Sheathed or 2-7-4 oc purlins.
BOT CHORD Rigid ceiling directly applied or 5-1-13 oc bracing. Except:
2 Rows at 1/3 pts 12-20
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=024, 2-3=-5312/1922, 3-4=-4941/1834, 4-5=-4254/1573, 5-6=-4197/1581, 6-7=-3485/1294,
7-8=-3485/1294, 8-9=-4197/1581, 9- 1 0=-4254/1573, 10-11=-4941/1834, 11-12=-5312/1922, 12-13=024BOTCHORD2-14=-1663/4857, 14-15=-1671/4846, 15-16=-1667/4859, 16-17=-1519/4606, 17-18=-1189/3955,
18-19=-1189/3955, 19-20=-1519/4606, 20-2 1 =- 1667/4858. 21-22=-1671/4846, 12-22=-1663/4857WEBS3-14=0/88, 3-16=-329/148, 4-16=-24214, 4-17=-695/343, 6-17=-136/439, 6-18=-841/406,
7-18=8072353, 8-18=-841/406, 8-19=-136/439, 10-19=-695/343, 10-20=-24214, 11-20=-329/148, 11-22=0/88
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-98; 120mph (3-second gust); h=170; TCDL=4.Opsf; BCDL=3.Opsf; Category II; Exp B; enclosed; C-CInterior(1); Lumber DOL=1.33 plate grip DOL=1.00.
3) Bearing at joint(s) 2, 12 considers parallel to grain value using ANSVTPI 1-1995 angle to grain formula. Building designershouldverifycapacityofbearingsurface.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 743 lb uplift at joint 2 and 743lbupliftatjoint12.
5) This truss design conforms with Florida Building Code 2001, based on parameters indicated
LOAD CASE(S) Standard
1948-1 Eng.max
Job Truss Truss Type Qty ply
1948-1 A04 SPECIAL TR 2 1
0005
BCG OF ORLANDO, SANFORD, FL 32773 Job Reference (optional)
5.200 s Jan 16 2004 MITek Industries, Inc. Tue Mar 01 16:50:50 2005 Page 1
11-4-9 7-4-9 14-1-4
1 20-10-0 25-3-0 29-8-0 35-4 2 41 8-0 q3 0 p
1-4-0 7-4-9 6-8-12 6-8-12 4-5-0 4-5-0 5-8-2 6-3-14 1-4-0
S- t9Ge
5's
sm IT
G
M ].G
e5
i e
S.G
tt
nn
e.e =
wG
b. II LE _ ).. = Le = 5.! = h. II :• II bs =
t 7-4-9
a 14-1-4 20-10-0 25-3-0 29-6-0
I 35-4-2
1 41.8-0
7-4-9 6-8-12 6-8-12 4-5-0 4-5-0 5-8-2 6-3-14
Plate Offsets MY): 4:0-2-14,0 1-8 ,[21:0-2-12,0-2-4]
LOADING (psf) SPACING 2-D-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIPTCLL20.0 Plates Increase 1.25 TC 0.47 Vert(LL) -0.07 2-15 >999 360 M1120 249/190TCDL7.0 Lumber Increase 1.25 BC 0.48 Vert(TL) -0,17 2-15 >999 240BCLL0.0 Rep Stress Incr YES WB 0.62 Horz(TL) 0.04 20 n/a n/aBCDL10.0 Code FBC2001/ANSI95 (Matrix) Wind(LL) 0.07 15 >999 240 Weight: 243 lb
LUMBER
BRACING
TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 4-4-6 oc purlins. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 4-4-9 oc bracing. WEBS ' 2 X 4 SYP No.3 WEBS 1 Row at midpt 6-19, 7-21
REACTIONS (lb/size) 2=894/0-8-0, 20=1808/0-7-0, 13=521/0-8-0
Max Uplift2=-489(load case 2), 20=-640(load case 2), 13=-354(load case 2)
Max Grav2=916(load case 3), 20=1808(load case 1), 13=560(load case 4)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=027, 2-3=-1557/604, 3-4=-908/419, 4-5=-898/438, 5-6=-768/440, 6-7=-262257, 7-8=-114f796,
8-9=-186f785, 9-10=-194/691, 10-11=-254/144, 11-12=-313/119, 12-13=-733285, 13-14=027BOTCHORD2-15=-424/1360, 15-16=-424/1360, 16-17=-424/1360, 17-18=-152f773, 18-19=-152f773, 19-20=-13/3,
20-21 =- 1777/649, 8-21=-262/177, 21-22=-121256, 22-24=0/54, 10-22=-67f339, 23-24=0/0, 24-25=-3/1713-25=-141/613
WEBS 3-15=0/160, 3-17=-650/300, 6-17=-85/405, 6-19=-798/388, 7-19=-314/551, 19-21=0224,
7-21=-1360/573, 10-21=-815/381, 22-25=-149/644, 12-22=-452259, 12-25=-111/97
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-98; 120mph (3-second gust); h=17ft; TCDL=4.Opsf; BCDL=3.Opsf; Category II; Exp B; enclosed; C-CInterior(1); Lumber DOL=1.33 plate grip DOL=1.00:
3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 489 lb uplift at joint 2, 640 lbupliftatjoint20and354lbupliftatjoint13.
4) This truss design conforms with Florida Building Code 2001, based on parameters indicated.
LOAD CASE(S) Standard
1948-1 Eng.max
Job Truss Truss Type Oty Ply
1948-1 A04A SPECIAL TR 3 1
0006
BCG OF ORLANDO, SANFORD, FL 32773 Job Reference o bona-
5.200 s Jan 16 2004 MiTek Industries, Inc. Tue Mar 01 16:50:51 2005 Page 1
7-4-9 14-1-4 20-10-0 2_ 5_ 301 29 8-0 35-4 2 41 8-0
1-4-0 7-4-9 6-8-12 64-12 4-5.0 4-5-0 5-8-2 6-3-14
U.k•t 696
sm =
sw IT, 2
4 4 S
m
6s
s•6
11
6d =
I2
215 L 1-
h5= d
t] 1. IS 16 I] tE 2122 2) h3 = S.S 11 A6 = h. = hi = ]+m
7-4-9 14-1-4 20-10-0 25-3-0 29-8-0 35 4-2 41-8 0
7-4-9 6-8-12 6-8-12 4-5-0 4-5-0 5-8.2 6-3-14
Plate Offsets X,Y : 4:0-2-14,0-1-8 _ 19:0-2-12,0-2-4
LOADING (psf)
TCLL 20.0
SPACING 2-0-0
Plates Increase 1.25
CSI
TC 0.47
DEFL in (loc) Vdefl L/d PLATES GRIP
TCDL 7.0 Lumber Increase 1.25 BC 0.48
Vert(LL) -0.07 2-13 >999 360
Vert(TL) -0.17 2-13 >999 240
M1120 249/190
BCLL 0.0 Rep Stress Incr YES WB 0.62 Horz(TL) 0.04 18 n/a n/aBCDL10.0 Code FBC2001/ANSI95 Matrix) Wind(LL) 0.07 13 >999 240 Weight: 241 lb
LUMBER
BRACING
TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 4-4-6 oc pudins. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 4-4-7 oc bracing. WEBS 2 X 4 SYP No.3 WEBS 1 Row at midpt 6-17. 7-19
REACTIONS (lb/size) 2=893/0-8-0, 18=1815/0-7-0, 12=425/0-8-0
Max Horz2=50(load case 2)
Max Uplift2=-478(load case 2), 18=-677(load case 2), 12=-181(load case 2)
Max Grav2=916(load case 3), 18=1815(load case 1), 12=464(load case 4)
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/27, 2-3=-1556/576, 3-4=-907/391, 4-5=-898/410, 5-6=-768/412, 6-7=-262/229, 7-8=-148/803,
8-9=-229/792, 9-10=-241/144, 10-11=-314/118, 11-12=-753/288
BOT CHORD 2-13=-449/1359, 13-14=-449/1359, 14-15=-449/1359, 15-16=-1771772, 16-17=-177/772, 17-18=-14/3,
18-19=-1785/685, 8-19=-263/178, 19-20=-121/257, 20-22=0/53, 9-20=-85/348, 21-22=0/0, 22-23=-0/15, 12-23=-200/635
WEBS 3-13=0/160, 3-15=-650/300, 6-15=-85/405, 6-17=-798/389, 7-17=-298/553, 17-19=0/223,
7-19=-1367/582, 9-19=-823/398, 20-23=-215/670, 11-20=-474/285, 11-23=-110/102
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-98: 120mph (3-second gust); h=17ft; TCDL=4.Opsf; BCDL=3.Opsf; Category 11; Exp B; enclosed; C-CInterior(1); Lumber DOL=1.33 plate grip DOL=1.00.
3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 478 lb uplift at joint 2, 677 lbupliftatjoint18and181lbupliftatjoint12.
4) This truss design conforms with Florida Building Code 2001, based on parameters indicated.
LOAD CASE(S) Standard
1948-1 Eng.max
Job Truss Truss Type Oty Ply
1948-1 A05 SPECIAL TR 3 1
0007
Job Reference o tionaq
BCG OF ORLANDO, SANFORD, FL 32773 5.200 s Jan 16 2004 MiTek Industries, Inc. Tue Mar 01 16:50:51 2005 Page 1
1-5-10
11-4-Q I
5-8-0 15-9-0 20-10-0
t
25-3-0
i
29-6-0 35-4-2 41-8-0 43-0-p1i •
t.1061-4-0 4-2-6 10-1-0 5-1-0
e,e = 4-5-0 4-3-0 5-10-2 6-3-14 1-4-0
1-5-10 sm f3
e
he
wJ J.e
8 10 5.6
II
he ; s
T.e
T Wtl N9
I]
e.e =
0
em s.l: -c
le
a
ler
as II
e'ry]d
a
34
1.
7 Ts T
Taa 11 ha = 3.6 = ]d = ha II as II ha =
1 10-9-0
I 15-9-0 I 20-10-0
I 25-3-0 I 29-6-0 35-4-2 41-8-0It
10-9-0 5-0-0 5-1-0 4-5-0 4-3-0 5-10-2 6-3-14
Plate Offsets X,Y : 2:0 0-0,0-0-1,(17:0 2-4,0 2-8),
SPACING 2-0-0
23:0-2-12,0-2-4
LOADING (psf) CSI DEFL in (loc) Udefl Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.30 Vert(LL) -0.04 14-26 >999 360 M1120 249/190
TCDL 7.0 Lumber Increase 1.25 BC 0.75 Vert(TL) 0.12 2-16 >999 240
BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(TL) -0.01 18 n/a rt/a
BCDL 10.0 Code FBC2001/ANS195 Matrix) Wind(LL) 0.14 2-16 >929 240 Weight: 261 lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2ND 'Except' BOT CHORD Rigid ceiling directly applied or 5-1-12 oc bracing. B2 2 X 4 SYP No.3, B5 2 X 4 SYP No.3, B7 2 X 4 SYP No.3 WEBS 1 Row at midpt 7-21
WEBS 2 X 4 SYP No.3
REACTIONS (lb/size) 2=387/0-8-0, 22=1292/0-7-0, 14=581/Mechanical, 18=960/0-7-0
Max Horz2=185(load case 2)
Max Uplift2=-653(load case 2), 22=-373(load case 2), 14=-350(load case 2), 18=-1115(load case 2)
Max Grav2=393(load case 3). 22=1292(load case 1), 14=582(load case 4), 18=991(load case 3)
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/24, 2-3=-551/856, 3-4=-592/316, 4-5=-578/414, 5-6=-529/331, 6-7=-515/421, 7-8=-124/154,
8-9=-45/501, 9-10=-124/496, 10-1 1=-132/406,11-12=-358/178, 12-13=-419/163, 13-14=-835/345,
14-15=026
BOT CHORD 2-16=-835/468, 16-17=735/466, 17-18=-945/1133, 5-17=-270206, 18-19=-5/86, 19-20=-2261,
20-21=-2261, 21-22=-7/4, 22-23=-1255/384, 9-23=-259/188, 23-24=0/350, 24-25=0/47, 11-24=-81/346,
25-26=-220, 14-26=-199/712
WEBS 3-17=-760/1419, 17-19=-1/188, 7-17=-607/711, 7-19=-43/106, 7-21=-104/0, 8-21=-115/169,
21-23=-39293, 8-23=-731297, 11-23=-802/384, 24-26=-213/746, 13-24=-385259, 13-26=-138/116,
3-16=-521/115
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-98; 120mph (3-second gust); h=17ft; TCDL=4.Opsf; BCDL=3.Opsf; Category 11; Exp B; enclosed; GC
Interior(1); porch left exposed; Lumber DOL=1.33 plate grip DOL=1.00.
3) Bearing at joint(s) 2 considers parallel to grain value using ANSI/rPI 1-1995 angle to grain formula. Building designer
should verify capacity of bearing surface.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 653 lb uplift at joint 2, 373 lb
uplift at joint 22, 350 lb uplift at joint 14 and 1115 lb uplift at joint 18.
5) This truss design conforms with Florida Building Code 2001, based on parameters indicated.
LOAD CASE(S) Standard
1948-1 Eng.max
Job Truss Truss Type Qty Ply
0008
1948-1 A05A SPECIAL TR 1 1
Job Reference (ooptional)
BCG OF ORLANDO, SANFORD, FL 32773 5.200 s Jan 16 2004 MiTek Industries, Inc. Tue Mar 01 16:50:52 2005 Page 1
1-5-10
1-4-9 5-8-0
1
15-9-0 20.10-0 25-3-0 , 29-6-0 35-4-2 41-8-0
1-4-0 4-2-6 10-1-0 5-1-0 sm = 4-5-0 4-3-0 5-10-2 6-3-14
1-5-10 SOOT] e
h• II
A i
e
II
i \ \
a•
wt+ v9 +]
0
h• II 0+)p
as t6 +) +e 19 ]] ] .• ].e =
nr h• II ],• = a6 = ]m = h• II ..• II a• _
10-9-0 1 15-9-0 I 20-10-0 } 25-3-0 29-6-0 35-4-2 41-8-0III
10-9-0 5-0-0 5-1-0 4-5-0 4-3-0 5-10-2 6-3-14
Plate Offsets X,Y : [2:o D 0,0 0 1),[15:0-2-4,0-2-8), 21:0-2-12.0-2-4
LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.30 Vert(LL) -0.05 13-24 >999 360 M1120 249/190
TCDL 7.0 Lumber Increase 1.25 BC 0.75 Vert(TL) 0.13 2-14 >999 240
BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(TL) -0.01 16 n/a n/a
BCDL 10.0 Code FBC2001/ANS195 Matrix) Wind(LL) 0.14 2-14 >926 240 Weight: 259 lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 6-0-0 oc purlins.
BOT CHORD 2 X 4 SYP No.2ND 'Except' BOT CHORD Rigid ceiling directly applied or 5-1-10 oc bracing.
B2 2 X 4 SYP No.3, B5 2 X 4 SYP No.3, B7 2 X 4 SYP No.3 WEBS 1 Row at midpt 7-19
WEBS 2 X 4 SYP No.3
REACTIONS (lb/size) 2=386/0-8-0, 20=1298/0-7-0, 13=498/Mechanical, 16=958/0-7-0
Max Horz2=236(load case 2)
Max Uplift2=-638(load case 2), 20=-404(load case 2), 13=-200(load case 2), 16=-1122(load case 2)
Max Grav2=393(load case 3), 20=1298(load case 1), 13=500(load case 4), 16=990(load case 3)
FORCES (lb) - Maximum Compress! on/Maximum Tension
TOP CHORD 1-2=0/24, 2-3=-551/833, 3-4=-616/317, 4-5=-602/415, 5-6=-553/331, 6-7=-539/422, 7-8=-124/125,
8-9=-78/507, 9-10=-164/502, 10-11=-347/158, 11-12=-419/143, 12-13=-851/338
BOT CHORD 2-14=-866/468, 14-15=-765/466, 15-16=-945/1140, 5-15=-270206, 16-17=-5/85, 17-18=-4/240,
18-19=-4/240, 19-20=-7/4, 20-21=-1261/415, 9-21=-260/189, 21-22=0/350, 22-23=0/46, 10-22=-94/353,
23-24=0119,13-24=-247/728
WEBS 3-15=-760/1420, 15-17=-3/166, 7-15=-606/702, 7-17=-35/106, 7-19=-105/0, 8-19=-96/171,
19-21=-41265, 8-21=-737/302, 10-21=-808/396, 22-24=-267/765, 12-22=-402277, 12-24=-137/121,
3-14=-521 /115
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-98; 120mph (3-second gust); h=17ft; TCDL=4.Opsf; BCDL=3.Opsf; Category II; Exp B; enclosed; GC
Interior(1); porch left exposed; Lumber DOL=1.33 plate grip DOL=1.00.
3) Bearing at joint(s) 2 considers parallel to grain value using ANSI/iPI 1-1995 angle to grain formula. Building designer
should verify capacity of bearing surface.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 638 lb uplift at joint 2, 404 lb
uplift at joint 20, 200 lb uplift at joint 13 and 1122 lb uplift at joint 16.
5) This truss design conforms with Florida Building Code 2001, based on parameters indicated.
LOAD CASE(S) Standard
1948-1 Eng.max
Job Truss Truss Type Oty Ply
0009
1948-1 A06 SPECIAL TR 3 1
Job Reference (optional)
BCG OF ORLANDO, SANFORD, FL 32773 5.200 s Jan 16 2004 MiTek Industries, Inc. Tue Mar 01 16:50:53 2005 Page 1
11-4-9 5.8-0 10-9-0 15-9-0
1 20-10-0 25-3-0 30-6-11 35-9-6 41-8-0 431-Qt1
1-4-0 5-8-0 5-1-0 5-0-0 5-1-0 4-5-0 5-3.11 5-2-11 5-10-10 1-4-0
Sale • 1'106
sa =
sm rT
e
II
e
L6
6
e 10
n. II n4a
i 12
T.
6•e =
ae
6.0
18 1.6 151"
n
at
31 II e
71 77 3.5
7 n ff 7.1 II n. _ ].e c ].e = 7.. II
I 10-9-0
1 15-9-0 1 20-10-0
I
25-3-0 33-2-0 41-8-0I1
10-9-0 5-0-0 5-1-0 4-5-0 7-11-0 8-6-0
Plate Offsets x,Y : 2:0-0-0,0-0-1,114:0-0-0,D-D-11,(17:0-2-4,0-2-81,123:0-2-12 0-2-41
LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.34 Vert(LL) -0.04 14-25 >999 360 M1120 249/190
TCDL 7.0 Lumber Increase 1.25 BC 0.74 Vert(TL) -0.16 14-25 >999 240
BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(TL) 0.01 14 n/a n/a
BCDL 10.0 Code FBC2001/ANS195 Matrix) Wrnd(LL) 0.14 2-16 >932 240 Weight: 246 lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 5-6-15 oc purlins.
BOT CHORD 2 X 4 SYP No.2ND 'Except' BOT CHORD Rigid ceiling directly applied or 4-9-14 oc bracing.
B2 2 X 4 SYP No.3, B5 2 X 4 SYP No.3 WEBS 1 Row at midpt 7-21
WEBS 2 X 4 SYP No.3
REACTIONS (lb/size) 2=381/0-8-0, 18=908/0-7-0, 22=1394/0-7-0, 14=531/0-8-0
Max Horz2=189(load case 2)
Max Uplift2=-651(load case 2), 18=-1099(load case 2), 22=-405(load case 2), 14=-351(load case 2)
Max Grav2=391(load case 3), 18=966(load case 3), 22=1394(load case 1), 14=533(load case 4)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=024, 2-3=-542/848, 3-4=-601/338, 4-5=-586/436, 5-6=-537/353, 6-7=-524/444, 7-8=-89/136,
8-9=-121f724, 9-10=-206f718, 10-1 1=-215/654,11-12=-576225, 12-13=-633215, 13-14=-1040/420,
14-15=024
BOT CHORD 2-16=-831/460, 16-17=-731/458, 17-18=-921/1117, 5-17=-270205, 18-19=-5/86, 19-20=-53276,
20-21=-53276, 21-22=-19/0, 22-23=-1358/415, 9-23=-275203, 23-24=0/199, 24-25=0/173,
14-25=-281/930
WEBS 3-17=-762/1420, 17-19=-55204, 7-17=-587/698, 7-19=-49/125, 7-21=-13910, 8-21=-141240,
21-23=-113/324, 8-23=-959/374, 11-23=-825/434, 11-25=-122/552, 13-25=-384283, 3-16=-521/115
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-98; 120mph (3-second gust); h=17ft; TCDL=4.Opsf; BCDL=3.Opsf; Category 11: Exp B; enclosed; C-C
Interior(1); porch left exposed; Lumber DOL=1.33 plate grip DOL=1.00.
3) Bearing at joint(s) 2, 14 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer
should verify capacity of bearing surface.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 651 lb uplift at joint 2, 1099 lb
uplift at joint 18, 405 lb uplift at joint 22 and 351 lb uplift at joint 14.
5) This truss design conforms with Florida Building Code 2001, based on parameters indicated.
LOAD CASE(S) Standard
1948-1 Eng.max
Job Truss Truss Type Oty Ply
1948-1 AO6A SPECIAL TR 2 1
0010
Job Reference (optional)
BCG OF ORLANDO. SANFORD, FL 32773 5.200 s Jan 16 2004 MiTek Industries, Inc. Tue Mar 01 16:50:54 2005 Page 1
11-4-9 5-8-0 10-9-0
1 15.9.0
f 20-10-0
1 25-3-0 30-6-11 35-9.6 418-0r
1-4-0 5-8-0 5-1-0 5-0-0 5-1-0 4-5-0 5-3-11 5-2-11 5-10-10 ,
Sc.k • .605
SA -
sw r
e
NO
he
9
r
vn
e
h. II s.e a
e i S 10
A
vY]
h.
Wr0
e.e =
ho
me
TT '] —
h.
9 ].
Srig„ h. II h. II
10-9-0 15-9-0 20-10-0 25-3-0 33 z-o 41-8 0
10-9-0 5-0.0 5-1-0 4-5-0 7-11-0 8-6-0
Plate Offsets X,Y : [2:0-0-0,D-O-11.[10:0-3-0 0-3-0j,[12:0-0-0,0-0-11.[14:0-2-4,0.2-8), 20:0-2-12.0-2-a
LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIPTCLL20.0 Plates Increase 1.25 TC 0.35 Vert(LL) -0.06 12-22 >999 360 M1120 2491190TCDL7.0 Lumber Increase 1.25 BC 0.74 Vert(TL) -0.18 12-22 >999 240
BCLL 0.0 Rep Stress Incr YES WB 0.80 Horz(TL) 0.01 12 n/a n/a
BCDL 10.0 Code FBC2001/ANS195 Matrix) Wind(LL) 0.14 2-13 >929 240 Weight: 244 lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 5-4-1 oc puriins. BOT CHORD 2 X 4 SYP No.2ND 'Except' BOT CHORD Rigid ceiling directly applied or 4-9-11 oc bracing. B2 2 X 4 SYP No.3, B5 2 X 4 SYP No.3 WEBS 1 Row at midpt 7-18WEBS2X4SYPNo.3
REACTIONS (lb/size) 2=381/0-8-0, 15=905/0-7-0, 19=1405/0-7-0, 12=433/0-8-0
Max Horz2=233(load case 2)
Max Uplift2=-637(load case 2), 15=-1101(load case 2), 19=-444(load case 2). 12=-176(load case 2)
Max Grav2=391(load case 3), 15=966(load case 3), 19=1405(load case 1), 12=435(load case 4 )
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/24, 2-3=-542/826, 3-4=-6241340, 4-5=-610/438, 5-6=-561/355, 6-7=-547/445, 7-8=-88/141.
8-9=- 1 70f739, 9-10=-265/733, 10-11=-646/226, 11-12=-1053/443
BOT CHORD 2-13=-856/460, 13-14=-756/457, 14-15=-921/1119, 5-14=-270/205, 15-16=-5/86, 16-17=-56/262,
17-18=-56/262, 18-19=-18/0, 19-20=-1370/454, 9-20=-276/205, 2D-21=0/196, 21-22=0/169.
12-22=-356/957
WEBS 3-14=-763/1421, 14-16=-58/189, 7-14=-587/686, 7-16=-43/126, 7-18=-141/0, 8-18=-131/245,
18-20=-1191308. 8-20=-974/400, 10-20=-837/455, 10-22=-162/574. 11-22=-401/314, 3-13=-521/115
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-98; 120mph (3-second gust); h=17ft; TCDL=4.Opsf; BCDL=3.Opsf; Category 11: Exp B; enclosed; C-C
Interior(1); porch left exposed; Lumber DOL=1.33 plate grip DOL=1.00.
3) Bearing at joint(s) 2, 12 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designershouldverifycapacityofbearingsurface.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 637 lb uplift at joint 2, 1101 lbupliftatjoint15, 444 lb uplift at joint 19 and 176 lb uplift at joint 12.
5) This truss design confonns with Florida Building Code 2001, based on parameters indicated.
LOAD CASE(S) Standard
1948-1 Eng.max
Job Truss Truss Type a Ply
0011
1948-1 A07 SCISSOR TR 7 1
Job Reference (optional)
BCG OF ORLANDO, SANFORD, FL 32773 5.200 s Jan 16 2004 MiTek Industries, Inc. Tue Mar 01 16:50:55 2005 Page 1
11-4-9 6-0-0 11-4-0 16-8-0
F
20.10-0 25-0-0 30-4-0 35 8-0 1 41-8-01F1
1-4-0 6-0-0 5-4-0 5-4-0 4-2-0 4-2-0 5-4-0 5-4-0 6-0-0
sm =
sou Fr
n. n. .
6 e
ae
na a
vn vn
9
9
va w.
N6
SA =
6 ,)
6A 6.e
e
1]
13- 3.eo 2Mr' L6
9.. v. a Id
9.s a
9.s =
1
8-8-0
1
16-8-0 1 20-10-0
1 25-0-0 33-0-0 41-8-01I
8-8.0 1-0-0 4-2-0 4-2-0 8-0-0 8-8-0
Plate Offsets (X,Y):(2:0-0-0,0-D-1),13:0-3-0,0-3-0j,[8:D-0-0,D-D-0],[9:0-0-0,D-0-0),[10:D-0-0,0-0-01,111:0-3-0,0-3-01,[12:0-0-0,0-D-11,(17:0-0-0,0-0-0j,
19:0-0-0,0-D-0
LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.50 Vert(LL) -0.13 13 >999 360 M1120 249/190
TCDL 7.0 Lumber Increase 1.25 BC 0.54 Vert(TL) -0.27 2-13 >999 240
BCLL 0.0 Rep Stress Incr YES WB 0.50 Horz(TL) 0.07 17 n/a n/a
BCDL 10.0 Code FBC2001/ANS195 Matrix) Wind(LL) 0.11 13-15 >999 240 Weight: 202 lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 3-10-5 oc purtins.
BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 4-8-7 oc bracing.
WEBS 2 X 4 SYP No.3
REACTIONS (lb/size) 17=2126/0-8-0, 12=236/0-8-0. 2=762/0-8-0
Max Horz2=45(load case 2)
Max Upliftl7=-792(load case 2), 12=-115(load case 2). 2=-430(load case 2)
Max Gravl7=2126(load case 1), 12=352(load case 4), 2=803(load case 3)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/24, 2-3=-2093/757, 3-4=-1743/591, 4-5=-572/171, 5-6=-516/180, 6-7=-84/432, 7-8=-84/431,
8-9=-535/1635, 9-10=-544/1569, 10-11=-286/569, 11-12=-693/428
BOT CHORD 2-13=-634/1899, 13-14=-311/1232, 14-15=-306/1259, 15-16=-33/487, 16-17=-1495/764,
17-18=-785/325, 18-19=-801/319, 12-19=-386/624
WEBS 3-13=-322/257, 4-13=-124/536, 4-15=-793/419, 6-15=-168/524, 6-16=-848/401, 7-16=-497/188,
8-16=-422/1378, 8-17=-1569/607, 10-17=-857/457, 10-19=-194/644, 11-19=-440/321
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-98; 120mph (3-second gust); h=17ft; TCDL=4.Opsf; BCDL=3.Opsf; Category 11; Exp B; enclosed; C-C
Interior(1); Lumber DOL=1.33 plate grip DOL=1.00.
3) Bearing at joint(s) 12, 2 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer
should verify capacity of bearing surface.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 792lb uplift at joint 17, 115 lb
uplift at joint 12 and 430lb uplift at joint 2.
5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 17.
6) This truss design conforms with Florida Building Code 2001, based on parameters indicated.
LOAD CASE(S) Standard
1948-1 Eng.max
Job Truss Truss Type Oty Ply
0012
1948-1 A08 • SCISSOR TR 4 1
Job Reference (optional)
BCG OF ORLANDO, SANFORD, FL 32773 5.200 s Jan 16 2004 MiTek Industries, Inc. Tue Mar 01 16:50:56 2005 Page 1
i1-4-9 6-0-0
1
11-4-0 16-8.0 1 20-10-0 25-0-0 30-4-0 35-801 41-8-011
1-4-0 6-0-0 5-4-0 54-0 4-2-0 4-2-0 54-0 5-4-0 6-0-0
s<.e•iGGs
sm =
GG r
Vl] W1
0
YN \
12
y
N6
le 1e
G 0.0 1
Is 1]
14,).e = 225I2 ].G ]0
13
3.5
I 8-8-0
1 16-8-0
1 20-10-0 1 25.0-0
1 33-0-0 41-8-01
8-8-0 8-0-0 4-2-0 4-2-0 8-0-0 8-8-0
Plate Offsets X,Y : 2:0-0-0.0-D-1, 3:0-3-0,0-3-0 , 13:0-0-0,0-D•1
CSILOADING (psf) SPACING 2-0-0 DEFL in (loc) I/deft L/d PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.50 Vert(LL) -0.13 14 >999 360 M1120 249/190
TCDL 7.0 Lumber Increase 1.25 BC 0.54 Vert(TL) -0.27 2-14 >999 240
BCLL 0.0 Rep Stress Incr YES WB 0.50 Horz(TL) 0.06 18 n/a n/a
BCDL 10.0 Code FBC2001/ANSI95 Matrix) Wind(ILL) 0.11 14-16 >999 240 Weight: 209 lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.21ND TOP CHORD Sheathed or 3-10-5 oc purlins.
BOT CHORD 2 X 4 SYP No.2ND 'Except' BOT CHORD Rigid ceiling directly applied or 4-8-6 oc bracing. Except: F2 2 X 4 SYP No.3 1 Row at midpt 13-20
WEBS 2 X 4 SYP No.3
REACTIONS (lb/size) 18=2127/0-8-0, 13=235/0-8-0, 2=761/0-8-0
Max Horz2=45(load case 2)
Max Upliftl8=-793(load case 2), 13=-115(load case 2), 2=-430(load case 2)
Max Gravl8=2127(load case 1), 13=352(load case 4), 2=803(load case 3)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/24, 2-3=-2091/756, 3-4=-1742/589, 4-5=-570/169, 5-6=-515/179, 6-7=-86/434, 7-8=-85/433,
8-9=-537/1638, 9- 1 0=-546/1538, 10-11=-218/575, 11-12=-278/548, 12-13=-714/418
BOT CHORD 2-14=-633/1898, 14-15=-310/1231, 15-16=-305/1257, 16-17=-34/486, 17-18=-1498/767,
18-19=-786/325, 19-20=-802/319, 13-20=-376/645
WEBS 3-14=-322/258, 4-14=-124/536, 4-16=-793/419, 6-16=-169/524, 6-17=-848/401, 7-17=-500/190,
8- 1 7=-423/1380, 8-18=-1568/606, 10-18=-861/460, 10-20=-182/628, 12-20=-466/339
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-98; 120mph (3-second gust); h=17ft; TCDL=4.Opsf; BCDL=3.Opsf; Category 11: Exp B; enclosed; C-C
Interior(1); Lumber DOL=1.33 plate grip DOL=1.00.
3) Bearing at joint(s) 13, 2 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer
should verify capacity of bearing surface.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 793 lb uplift at joint 18, 115 lb
uplift at joint 13 and 430 lb uplift at joint 2.
5) Beveled plate or shim required to provide full bearing surface with truss chord at joints) 18.
6) This truss design conforms with Florida Building Code 2001, based on parameters indicated.
LOAD CASE(S) Standard
1948-1 Eng.max
Job Truss Truss Type Oty Ply
1948-1 A08A SCISSOR TR 1 1
0013
BCG OF ORLANDO, SANFORD, FL 32773
Job Reference (optional)
5.200 s Jan 16 2004 MiTek Industries, Inc. Tue Mar 01 16:50:56 2005 Page 1
114-q 6.0-0 11-4-0 16.8-0 20-10-0
1 25-0-0 1 30-4 0 35 8 0 41 8 01
1-4-0 6-0-0 5-4-0 5-4-0 4-2-0 4-2-0 5-4-0 54-0 6-0-0
sn =
soo F
5
m m
9N. i \
10
SaB i
54 =
15U.
1r
1
a]
II )sc
ao =
1
8-8-0 16-8.0 20.10-0 25.0-0 33-0-0 41_8o B-8-
0 8-0.0 4-2-0 4-2-0 8-0-0 B-8-0 Plate Offsets
X,Y : 2:0-0-0,0-0-1 _(3:0-3-0,0-3-0_[11:0-3-0 0-3-0),[12:a0-o,a0-1j,[17:0 LOADING (psf)
SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.53 Vert(LL) -0.13 13 >999 360 M1120 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.54 Vert(TL) -0.27 2-13 >999 240 BCLL 0.
0 Rep Stress Incr YES WB 0.50 Horz(TL) 0.07 17 n/a n1a BCDL 10.
0 Code FBC2001/ANS195 Matrix) Wind(LL) 0.19 13 >999 240 Weight: 209 lb LUMBER BRACING
TOP CHORD
2 X 4 SYP No.2ND TOP CHORD Sheathed or 3-10-5 oc purtins. BOT CHORD2X4SYPNo.2ND 'Except' BOT CHORD Rigid ceiling directly applied or 4-8-7 oc bracing. Except: F2 2X4SYPNo.3 1 Row at midpt 12-19 WEBS 2
X 4 SYP No.3 REACTIONS (lb/
size) 17=2126/0-8-0, 12=236/0-8-0, 2=762/0-8-0 Max Horz2=
45(load case 2) Max Upliftl7=-
1532(load case 2), 12=-210(load case 2), 2=-676(load case 2) Max Gravl7=
2126(load case 1), 12=352(load case 4), 2=803(load case 3) FORCES (lb) -
Maximum Compression/Maximum Tension TOP CHORD
1-2=024, 2-3=-2093/1470, 3-4=-1743/1159, 4-5=-5721314, 5-6=-516/324, 6-7=-182/432, 7-8=-181/431, 8-9=-
1059/1635, 9- 1 0=- 1067/1569, 10-11=-286/569, 11-12=-693/428 BOT CHORD
2-13=1262/1899, 13-14=-632/1232, 14-15=-627/1259, 15-16=-33/487, 16-17=-1495/1415. 17-18=-
785/612, 18-19=-801/606, 12-19=-386/624 WEBS 3-
13=-322/461, 4-13=-299/536, 4-15=-793f777, 6-15=-343/524, 6-16=-848/750, 7-16=-497/360, 8-16=-
847/1378, 8-17=-1569/1162, 10-17=-857/834, 10-19=-399/644, 11-19=-440/560 NOTES 1)
Unbalanced
roof live loads have been considered for this design. 2) Wind:
ASCE 7-98; 120mph (3-second gust); h=17ft; TCDL=4.Opsf; BCDL=3.Opsf; Category 11; Exp B; enclosed; GC Exterior(2);
Lumber DOL=1.33 plate grip DOL=1.00. 3) Bearing
atjoint(s) 12, 2 considers parallel to grain value using ANSI/fPI 1-1995 angle to grain formula. Building designer should verify
capacity of bearing surface. 4) Provide
mechanical connection (by others) of truss to bearing plate capable of withstanding 1532 lb uplift at joint 17, 210 lb uplift
at joint 12 and 676 lb uplift at joint 2. 5) Beveled
plate or shim required to provide full bearing surface with truss chord at joint(s) 17. 6) This
truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(
S) Standard 1948-1
Eng.max
Job Truss Truss Type Qty Ply
1948-1 A09 GIRDER TR 1 1
0014
Job Reference (optional) BCG OF ORLANDO, SANFORD. FL 32773 5.200 s Jan 16 2004 MiTek Industries, Inc. Tue Mar 01 16:50:58 2005 Page 1
7-4-9 14-14
I 20-10-0 25-4-0 21_7-6-121 34 3 7 41 8-0I1-4-0 7-4-9 6-8-12 6-8-12 4-&0 2-2-12 6-8-12 7-4-9
1
Sceb • , 12, Shc =
ter' °
TRUSS DESIGNED FOR WIND LOADS IN THE
PLANE OF THE TRUSS ONLY. FOR CHORDS Aa
STUDS EXPLOSED TO WIND(PERPENDICULAR
TO FACE), BRACING SHALL BE DESIGNED BY
PROJECT ARCHITECT OR ENGINEER.
SiG % s
d
0 10
W,
nL ie
as= s] s] ,] a ,. ,s m ,]
asa
74-9 14-14 20-10-0 25-4-0 27-6-121 34-3-7 41-80 74-
9 6-8-12 6-8-12 4-6-0 2-2-12 6-8-12 74-9 Plate
Offsets X,Y : 3:0 3-0,0-3-0 , 10:0-3-0,0-3-0 , 11:0-0-0,0-0-1, 18:0-2-4,0-2-8] LOADING (
psf) TCLL
20.0 SPACING
2-0-0 Plates
Increase 1.25 CSI
TC
0.68 DEFL
in (loc) Vdefl L/d PLATES GRIP TCDL
7.0 Lumber Increase 1.25 BC 0.87 Vert(
LL) -0.13 2-12 >999 360 Vert(
TL) -0.28 2-12 >999 240 M1120
249/190 BCLL
0.0 Rep Stress Incr NO WB 0.94 Horz(TL) 0.04 17 n/a n/a BCDL10.0 Code FBC2001/ANSI95 Matrix) Wind(LL) 0.19 2-12 >999 240 Weight: 287 lb LUMBER
BRACING TOP
CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 4-0-3 oc purtins. BOTCHORD2X4SYPNo.2ND 'Except' BOT CHORD Rigid ceiling directty applied or 6-0-0 oc bracing. F22X4SYPNo.3 WEBS 1 Row at midpt 5-16. 7-17, 6-18 WEBS2X4SYPNo.3 OTHERS
2 X 4 SYP No.3 REACTIONS (
lb/size) 2=971/0-8-0, 17=1931/0-8-0, 11=376/Mechanical Max
Horz2=43(load case 2) Max
Uplift2=-785(load case 2), 17=-1393(load case 2), 11=-308(load case 2) Max
Grav2=1018(load case 3), 17=1931(load case 1), 11=408(load case 4) FORCES (
lb) - Maximum Compression/Maximum Tension TOP
CHORD 1-2=0/27, 2-3=-1664/1097, 3-4=-900/692, 4-5=-762/694, 5-6=-228/308, 6-7=-530/1071, 7-8=-600/1034, 8-
9=-336/637, 9-10=-357/625, 10-11=-890/585 BOT
CHORD 2-52=-881/1461, 52-53=-881/1461, 12-53=-881/1461, 12-13=-881/1454, 13-14=-881/1454, 14-
15=-308/765,15-16=-308/765,16-17=-101/75,18-19=-547/658,19-20=-429/780,20-21=-431/758, 11-
21=-438/782 WEBS
3-12=-10/249, 3-14=-768/634, 5-14=-221/444, 5-16=-828/733, 6-16=-562/579, 8-19=-250/418, 10-
19=-1165/1073, 10-21=0/174, 16-18=-12/254, 8-18=-668/609, 17-18=-1907/1403, 7-18=-151/139, 6-
18=-1605/1280 NOTES
1)
Unbalanced roof live toads have been considered for this design. 2)
Wind: ASCE 7-98; 120mph (3-second gust); h=17ft; TCDL=4.Opsf; BCDL=3.Opsf; Category 11; Exp B; enclosed; C-C Exterior(2); Lumber DOL=1.33 plate grip DOL=1.00. 3)
Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek StandardGableEndDetail" 4)
All plates are 2x4 M1120 unless otherwise indicated. 5)
Gable studs spaced at 2-0-0 oc. 6)
Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 785 lb uplift at joint 2, 1393 lb upliftatjoint17and308lbupliftatjoint11. 7)
This truss design conforms with Florida Building Code 2001, based on parameters indicated. B)
In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD
CASE(S) Standard 1)
Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform
Loads (plf) Vert:
1-6=-54,6-11=-54,2-52=-20,52-53=-55(F=-35),17-53=-20,11-18=-20 1948-
1 Eng.max
Job Truss Truss Type Oty Ply
1948-1 801 GIRDER TR 1 1
0015
Job Reference (optional)
BCG OF ORLANDO, SANFORD, FL 32773 5.200 s Jan 16 2004 MiTek Industries, Inc. Tue Mar 01 16:50:59 2005 Page 1
rl-4-2 5-4-7
r 9-8-5 + 14-0-2 18-4-0 22-7-14
1 26-11 11 31 3-9 36-8-0 38-o-qq11-4-0 5-4-7 4-3-14 4-3-14 4-3-14 4-3-14 4-3-14 4-3-14 5-4-7 1-4-0
Saw • ta, 9
e.e! TRUSS DESIGNED FOR WIND LOADS IN THE
r PLANE OF THE TRUSS ONLY. FOR CHORDS AND
oo f,-f STUDS EXPLOSED TO WIND(PERPENDICULAR
s.e e.ae TO FACE), BRACING SHALL BE DESIGNED BY
a e PROJECT ARCHITECT OR ENGINEER.
I ,
a.. s
an]NCMNos a..
as o
T•
I
I
NY 1
Mq
a
13 Ie
u ,e ro e., a.exH a
be
1 5-4-7 1 9-8-5 1 14-0-2 184-0 22-7-14 26-11-11 31-3-9 36-8-0
54-7 4-3-14 4-3-14 4-3-14 4-3-14 4-3-14 4-3-14 5-4-7
Plate Offsets (X,Y): [2:0-5-6,Edge],[7:0-2-6,Edge],18:0-0-0,0-0-0],[9:D-G-o,0-0 0]. 12:0-5-6,Edge],[16:0-4-0,0-5-01,[18:0-4-0,0-5-01,[19:0-0-0,0-0-01, 35:D-0-0,0-0-0],[36:G-0-0,0-0-0],[37:0-0-0,0-0-0],[37:G-0-0,0-0-0],[38:0-0-0,0-0-0],[39:0-0-0,0-0-0],[40:0-G-0,0-0-0],[40:0-0-0,0-0-0],
41:0-0-0,0-0-0 , 42:0-0-0 0-0-0 , 43:0-0-O,a0-o , 44:0-0-0,0-0-0, 45:D-0-0,0-0-0 46:0-0-0,0-0-0 47:0-0-0,0-0-0 . 48:0-0-0,0-0-0
PLATES GRIPLOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl UdTCLL20.0 Plates Increase 1.25 TC 0.87 Vert(LL) -0.36 16 >999 360 MI120 249/190TCDL7.0 Lumber Increase 1.25 BC 1.00 Vert(TL) -0.68 16 >640 240 M1120H 187/143BCLL0.0 Rep Stress Incr NO WB 1.00 Horz(TL) 0.19 12 n/a n/a
BCDL 10.0 Code FBC2001/ANS195 Matrix) Wind(LL) 0.63 16 >684 240 Weight: 300lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.11D TOP CHORD Sheathed or 2-0-9 oc purlins. BOT CHORD 2 X 6 SYP 240OF 1.7E "Except' BOT CHORD Rigid ceiling directly applied or 3-9-15 oc bracing. B2 2 X 6 SYP No.2 WEBS 1 Row at midpt 6-16. 6-17
WEBS 2 X 4 SYP No.3 "Except* 2 Rows at 1/3 pts 7-17
W1 2 X 4 SYP No.2ND
OTHERS 2 X 4 SYP No.3
REACTIONS (lb/size) 2=3426/0-8-0, 12=2998/0-8-0
Max Uplift2=-2644(load case 2), 12=-2323(load case 2)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/31, 2-3=-7539/5575, 3-4=-7068/5320, 4-5=-7027/5328, 5-6=-6397/4897, 6-7=-4679/3682,
7-8=-4679/3683, 8-9=-5318/4089, 9-10=-5936/4511, 10-1 1=-5977/4504,11-12=-6491/4791, 12-13=0131
BOT CHORD 2-14=-4968/6862, 14-15=-4968/6862, 15-16=-4641/6486, 16-17=-4110/5855, 17-18=-3367/4863,
18-19=-3887/5479, 19-20=-4249/5902, 12-20=-4249/5902
WEBS 3-14=-63/245, 3-15=-442/367, 5-15=-379/594, 5-16=-853f717, 6-16=-1875/2561, 6-17=-2638/2060,
7-17=-2529/3288, 8-17=-979/819, 8-18=-569/815, 9-18=-838/706, 9-19=-368/579, 11-19=-495/406,
11-20=-82270
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-98; 120mph (3-second gust); h=17ft; TCDL=4.Opsf; BCDL=3.Opsf; Category 11; Exp B; enclosed; C-C
Exterior(2); Lumber DOL=1.33 plate grip DOL=1.00.
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek
Standard Gable End Detail"
4) All plates are M1120 plates unless otherwise indicated.
5) All plates are 2x4 M1120 unless otherwise indicated.
6) Gable studs spaced at 2-0-0 oc.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2644 lb uplift at joint 2 and2323lbupliftatjoint12.
8) This truss design conforms with Florida Building Code 2001, based on parameters indicated.
9) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1780.01b
down and 1331.91b up at 14-0-0 on bottom chord. The design/selection of such special connection device(s) is the
responsibility of others.
10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
Continued on page 2
1948-1 Eng.max
Job Truss Truss Type Oty Ply
1948-1 801 GIRDER TR 1 1
0015
Job Reference (optional)
BCG OF ORLANDO, SANFORD, FL 32773 5.200 s Jan 16 2004 MiTek Industries, Inc. Tue Mar 01 16:50:59 2005 Page 2
LOAD CASE(S) Standard
1) Regular: Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-7=-54, 7-13=-54, 2-12=-70(F=-50)
Concentrated Loads (lb)
Vert: 16=-1780(F )
1948-1 Eng.max
Job Truss Truss Type Qty Ply
0016
1948-1 B02 COMMON TR 9 1
Job Reference optional
BCG OF ORLANDO. SANFORD, FL 32773 5.200 s Jan 16 2004 MiTek Industries, Inc. Tue Mar 01 16:51:00 2005 Page 1
6-&9 12-5-4 18-4-0 24-2-12 30-1-8 36-8-0 38 0 QFt
1-4-0 6-6.9 5-10-12 5-10-12 5-10-12 5-10-12 6-6-8 1-4-0
Scab -, 61.9
s.e
sro r
c \
s
TO 6
s,s
e
aa. a.p
wt c
9 ,o
I_ C e
Ls= R ,l a is 16 s.s=
s.6 = na =
1 9-5-14
1 18-4-0 } 27-2-2 36-8-0
9-5-14 8-10-2 8-10.2 9-5-14
Plate Offsets X,Y : 7:0-0-0,0-0-0 , 8:0-0-0,0-0-0 , 14:0-4-0,0-3-0
LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.42 Vert(LL) -0.19 14 >999 360 M1120 249/190
TCDL 7.0 Lumber Increase 1.25 BC 0.69 Vert(TL) -0.41 14-16 >999 240
BCLL 0.0 Rep Stress Incr YES WB 0.71 Horz(TL) 0.13 10 n/a n/a
BCDL 10.0 Code FBC2001/ANS195 Matrix) Wind(LL) 0.20 14 >999 240 Weight: 180lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 3-3-2 oc purlins.
BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 6-4-5 oc bracing.
WEBS 2 X 4 SYP No.3
REACTIONS (lb/size) 2=1422/D-8-0, 10=1422/0-8-0
Max Uplift2=-670(load case 2), 10=-670(load case 2)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/27, 2-3=-2773/1076, 3-4=-2529/988, 4-5=-2464/998, 5-6=-1782/788, 6-7=-1782/788, 7-8=-2464/998, 8-9=-2529/988,
9-1 0=-2773/1076, 10-11 =0/27
BOT CHORD 2-12=-863/2493, 12-13=-6412057, 13-14=-641/2057, 14-15=-641/2057, 15-16=-641/2057, 10-16=-863/2493
WEBS 3-12=-299227, 5-12=-104/451, 5-14=-645/333, 6-14=-393/998, 7-14=-645/333, 7-16=-104/451, 9-16=-299/227
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-98; 120mph (3-second gust); h=17ft; TCDL=4.Opsf; BCDL=3.Opsf; Category 11; Exp B; enclosed; C-C
Interior(1); Lumber DOL=1.33 plate grip DOL=1.00.
3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 670 lb uplift at joint 2 and 670
Ib uplift at joint 10.
4) This truss design conforms with Florida Building Code 2001, based on parameters indicated.
LOAD CASE(S) Standard
1948-1 Eng.max
Job Truss Truss Type Oty Ply
0017
1948-1 B02A COMMON TR 1 1
Job Reference (optional)
BCG OF ORLANDO. SANFORD, FL 32773 5.200 s Jan 16 2004 MiTek Industries, Inc. Tue Mar 01 16:51:00 2005 Page 1
6-6-9
1 12-5-4
1 18-4-0 24-2-12 30-1-8 36-8-0 Ak- 1
1-4-0 6-6-9 5-10-12 5-10-12 5-10-12 5-10-12 6-6-8 1-4-0
Stele • 161 9
5.6 =
6
sw r
N. i ).
S `
0 b
6
10
w
1. d
L1= 12 11 1] i5 16 3.5=
1 9-5-14
1 18-4-0 27-2-2 36-8-0
9-5-14 B-10.2 B-10-2 9-5-14
Plate Offsets X,Y : 7:0-0-0,0-0-O J&D-0-0,0-0-0]_(14:0-4-0,0-3-01
LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.67 Vert(LL) -0.19 14 >999 360 M1120 249/190
TCDL 7.0 Lumber Increase 1.25 BC 0.69 Vert(TL) -0.41 14-16 >999 240
BCLL 0.0 Rep Stress Incr YES WB 0.80 Horz(TL) 0.13 10 n/a n/a
BCDL 10.0 Code FBC2001/ANS195 Matrix) Wind(LL) 0.32 14 >999 240 Weight: 180lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 3-3-2 oc purlins.
BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 4-4-8 oc bracing.
WEBS 2 X 4 SYP No.3
REACTIONS (lb/size) 2=1422/0-8-0, 10=1422/0-8-0
Max Uplift2=-1144(load case 2), 10=-1144(load case 2)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/27, 2-3=-2773/2077, 3-4=-2529/1912, 4-5=-2464/1922, 5-6=-1782/1477. 6-7=-1782/1477, 7-8=-2464/1922, 8-9=-2529/1912,
9-10=-27732077, 10-11=027
BOT CHORD 2-12=-17452493, 12-13=-13192057, 13-14=-13192057, 14-15=-13192057, 15-16=-13192057, 10-16=-17452493
WEBS 3-12=-299/406, 5-12=-247/451, 5-14=-645/615, 6-14=-765/998, 7-14=-645/615, 7-16=-247/451, 9-16=-2991406
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-98; 120mph (3-second gust); h=17ft; TCDL=4.Opsf; BCDL=3.Opsf; Category 11: Exp B; enclosed; C-C
Exterior(2); Lumber DOL=1.33 plate grip DOL=1.00.
3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1144 lb uplift at joint 2 and
1144 lb uplift at joint 10.
4) This truss design conforms with Florida Building Code 2001, based on parameters indicated.
LOAD CASE(S) Standard
1948-1 Eng.max
Job Truss Truss Type Oty ply
1948-1 B02B SPECIAL TR 1 1
0018
Job Reference (optional)
BCG OF ORLANDO, SANFORD, FL 32773 5.200 s Jan 16 2004 MiTek Industries, Inc. Tue Mar 01 16:51:01 2005 Page 1
r1-4-4 5-10-10 /1-1-5
1 16-4-0 18-4-0 1 24-2-12 30 1 7 36 8 01
1-4-0 5-10-10 5-2-11 5-2-11 2-0-0 5.10.12 5-10-12 6-8-9
x-1 els
s4 =
J
s00 ITT6
a4 s e
s
J•s
9
2.S .
l
0
W9
10•t 2 MXN-
W!
IJ ]
II hss he. ]n(u
M mo=
h] II
Is le V le 19
34= h.= ].6= 2.4 II
8.6-0 16-4-0 18-4-0 24-2-12 30-1-7 36-8-0
8-6-0 7-10-0 2-0-0 5-10-12 5-10-12 6-6-9
Plate Offsets X,Y : 2:0-2-4,Ed e , 14:0-6-0,0-3-13
LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.40 Vert(LL) -0.06 11-19 >999 360 M1120 249/190
TCDL 7.0 Lumber Increase 1.25 BC 0.64 Vert(TL) -0.18 2-12 >999 240 M1120H 187/143
BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(TL) -0.03 15 n/a n/a
BCDL 10.0 Code FBC2001/ANS195 Matrix) Wind(LL) 0.07 11-19 >999 240 Weight: 207 lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 5-0-9 oc purlins.
BOT CHORD 2 X 4 SYP No.2ND 'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. F1 2 X 4 SYP No.3
WEBS 2 X 4 SYP No.3
REACTIONS (lb/size) 15=1681/0-8-0, 11=586/Mechanical, 2=508/Mechanical
Max Horz2=45(load case 2)
Max Upliftl5=-606(load case 2), 11=-252(load case 2), 2=-330(load case 2)
Max Grav15=1681(load case 1), 11=646(load case 4), 2=532(load case 3)
FORCES (lb)- Maximum Compression/Maximum Tension
TOP CHORD 1-2=022, 2-3=-1084/465, 3-4=-670/244, 4-5=-613/259, 5-6=-203/819, 6-7=-138/804, 7-8=-13/265,
8-9=-482283, 9-10=-592266, 10-11=-1204/464
BOT CHORD 2-12=-374/985, 12-13=-77/194, 13-14=-62221, 14-15=-1694/597, 6-14=-230/129, 15-16=-36/1,
16-17=-79/488, 17-18=-360/1050, 18-19=-360/1050, 11-19=-360/1050
WEBS 3-12=-410297, 5-12=-134/575, 5-14=-848/447, 14-16=-387/368, 7-14=-1533/118, 7-16=-515/842,
8-16=-717/354, 8-17=-94/381, 10-17=-624/310, 10-19=0/152
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-98; 120mph (3-second gust); h=17ft; TCDL=4.Opsf; BCDL=3.Opsf; Category 11; Exp B; enclosed; C-C
Interior(1); cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.00.
3) All plates are M1120 plates unless otherwise indicated.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 606 lb uplift at joint 15, 252 lb
uplift at joint 11 and 330 lb uplift at joint 2.
5) This truss design conforms with Florida Building Code 2001, based on parameters indicated.
LOAD CASE(S) Standard
1948-1 Eng.nnax
Job Truss Truss Type Oty ply
1948-1 C01 GIRDER TR 1 1
0019
Job Reference (optional)
BCG OF ORLANDO. SANFORD, FL 32773 5.200 s Jan 16 2004 MiTek Industries, Inc. Tue Mar 01 16:51:02 2005 Page 1
11-4-13 4-9-10
I 9-5-8 15-0-12 20-8-0 25-3-14 30-1 8 3 1
1-4-12 4-9-10 4-7-14 5-7-4 5-7-4 4-7-14 4-9-10 14-12
6 = S-1,61.3
500 ,7 a
D' 11 h. 11 TRUSS DESIGNED FOR WIND LOADS IN THE
h. II h. II PLANE OF THE TRUSS ONLY. FOR CHORDS
e = STUDS EXPLOSED TO WIND(PERPENDICULA
II ,., TO FACE), BRACING SHALL BE DESIGNED Bh, II
PROJECT ARCHITECT OR ENGINEER.
e a
II
17 II
h. 11
s.e
VY,
t9 D 70 71 I7 77 A S. 75 75 7=
h. II
4-9-10 9-5-8 15-0-12 20-8-0 25-3-14 30.1-8
4-9-10 4-7-14 5-74 5-7-4 4-7-14 4-9-10
Plate Offsets X,Y : 10:0-2-12,0-2-8 , 23:0-2-12,0-3-4 , 25:0-3-8,0-3-0
LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.85 Vert(LL) -0.04 23-25 >999 360 M1120 249/190TCDL7.0 Lumber Increase 1.25 BC 0.58 Vert(TL) -0.09 23-25 >745 240
BCLL 0.0 Rep Stress Incr NO WB 0.81 Horz(TL) 0.02 27 n/a n/a
BCDL 10.0 Code FBC2001/ANS195 Matrix) Wind(LL) 0.10 19-20 >999 240 Weight: 248lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. Except: BOT CHORD 2 X 4 SYP No.2ND 1 Row at midpt 9-18
WEBS 2 X 4 SYP No.3 2 Rows at 1/3 pts 3-15
OTHERS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 1 Row at midpt 6-23
REACTIONS (lb/size) 23=1535/0-8-0, 25=907/0-8-0, 27=490/0-7-4, 19=830/0-7-4
Max Horz 19=-382(load case 2)
Max Uplift23= 4478(load case 2), 25=41248(load case 2), 27=-746(load case 2), 19=-948(load case 2)
Max Grav23=1535(load case 1), 25=937(load case 4). 27=509(load case 4), 19=840(load case 3)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/32, 2-3=-70216, 3-4=0/160, 4-5=0230, 5-6=0205, 6-7=-13206, 7-8=-134200, 8-9=-145/124,
9-10=-346/528, 10-11=0/32, 2-19=-161252, 10-27=-433/601, 3-12=896/897, 12-13=-871/845,
13-14=-34/86, 14-15=-34/86, 16-17=-32/81, 17-18=-32/81, 9-18=-30/198
BOT CHORD 19-38=-63/548, 20-38=-63/548, 20-21=-353/744, 21-22=-313/735, 22-23=-313/735, 23-39=-116/339,
24-39=-116/339, 24-25=-116/339, 25-26=-191248, 26-27=-11/47
WEBS 12-20=-208219, 12-21=-68/50, 13-21=-313/146, 13-23=-1107/1020, 15-23=-583/388, 15-16=-470/305,
6-16=-375/164, 18-23=-132276, 18-25=-344/413, 9-25=-492/766, 9-26=-464243, 10-26=-261247,
5-14=-296/0, 7-17=-215296, 3-20=-727/490, 3-19=-747/630
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-98; 120mph (3-second gust); h=17ft; TCDL=4.Opsf; BCDL=3.Opsf; Category 11; Exp B; enclosed; C-C
Exterior(2); end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.00.
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek
Standard Gable End Detail"
4) Provide adequate drainage to prevent water ponding.
5) Gable studs spaced at 2-0-0 oc.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1478 lb uplift at joint 23. 1248
lb uplift at joint 25, 746 lb uplift at joint 27 and 948 lb uplift at joint 19.
7) This truss design conforms with Florida Building Code 2001, based on parameters indicated.
8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails.
9) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) . The
design/selection of such special connection device(s) is the responsibility of others.
10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
Continued on page 2
NX
1948-1 Eng.max
194a-1 I= IGIRDERTR I, I I I 0019
SANFORD,FL
I [Job Reference (optional)
s Jan 16 2004 MiTek Industries, Inc. Tue Mar 01 16:51:02
LOAD CASE(S) Standard
1) Regular: Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-2=-54,2-3=-54,3-6=-54,6-9=-54,9-10=-54,10-11=-54,19-27=-30(F=-10),3-15=-27(F),9-16=-27(F)
Concentrated Loads (lb)
Vert: 26=-185(F) 38=-140(F) 39=-185(F)
1948-1 Eng.max
Job Truss Truss Type Oty Ply
1948-1 CO2 GIRDER TR 1 1
Job Reference (optional)
BCG OF ORLANDO, SANFORD, FL 32773 5.200 s Jan 16 2004 MiTek Industries, Inc. Tue Mar 01 16:51:03 2005 Page 1
1 4=13 4-10-2 9-6-8 15-0.12 20-7-4 25-3.8 30-1 8 1
1-4-12 4-10-2 4-8-6 5-6-4 5-6-8 4-8-4 4-10-0 1-4-12
a = S- Mr,
SW fl a
5.e i a.
a. y
aS .
e
l y
d
m vn
N o
n
woo
Egb
15 1. .a 19 201mr-me _ "
ao
5-
1 4-10-2
1 9-6-8
1 13-11-4 1 S-aI112 1 20-7-4 25-3-8 30-1 8 111 4-
10-2 4-8-6 4-4-12 1-1-8 4-5-0 4-8-4 4-10-0 1-
1-8 Plate
Offsets X,v : 2:0-2-12,0-2-8 ,_[10:0 2-12,0 2-a) 113:0-38 0-4-0) 1a:0-3-8 0-a-o1,115:0-4-0,0-5-o1,lla:o 3 8 o a-a1,119:0-3-8,0-4-0 LOADING (
psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL20.0 Plates Increase 1.25 TC 0.81 Vert(LL) -0.04 13-14 >999 360 M1120 249/190 TCDL
7.0 Lumber Increase 1.25 BC 0.71 Vert(TL) 0.09 13-14 >999 240 BCLL
0.0 Rep Stress Incr NO WB 0.79 Horz(TL) 0.01 20 n/a rva BCDL
10.0 Code FBC2001/ANS195 Matrix) Wind(LL) 0.11 13-14 >999 240 Weight: 233 lb LUMBER
BRACING TOP
CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 4-10-10 oc purlins, except end verticals. BOTCHORD2X6SYPNo.2ND BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS2X4SYPNo.3 'Except' WEBS 1 Row at midpt 5-14. 5-15, 6-15, 6-17 W11
2 X 4 SYP No.2ND, W11 2 X 4 SYP No.2ND REACTIONS (
lb/size) 12=1691/0-3-8, 15=2676/0-8-0, 18=1582/0-8-0, 20=1084/0-3-8 Max
Horz 12=-382(load case 2) Max
Uplift12=-22-25(load case 2), 15= 3250(load case 2), 18=-2067(load case 2), 20=-16,11,(load case 2) Max
Grav12=1700(load case 3), 15=2676(load case 1), 18=1582(load case 1), 20=1112(load case 4) FORCES (
lb) - Maximum Compression/Maximum Tension TOP
CHORD 1-2=0/32, 2-3=-1393/1825, 3-4=-678/893, 4-5=-590/905, 5-6=-528/585, 6-7=-579/545, 7-8=-509/472, 8-
9=-522/420, 9- 1 0=-661/948, 10-11=0/32, 2-12=-1229/1499, 10-20=-654/899 BOT
CHORD 12-13=0/322, 13-14=-1122/1235, 14-15=-271/587, 15-16=-427/1008, 16-17=-427/1008, 17-18=-388/825 18-
19=-639/562,19-20=-96/109 WEBS
3-13=-1115/687, 3-14=-865/1121, 5-14=-2310/1553, 5-15=-176212192, 7-17=-106/354, 7-18=-188/46, 9-
18=-1211/1930, 9-19=-1567/985, 2-13=-1579/1210, 10-19=-593/495, 6-15=-503/339, 6-17=-198/257 NOTES
1)
Unbalanced roof live loads have been considered for this design. 2)
Wind: ASCE 7-98; 120mph (3-second gust); h=17ft; TCDL=4.Opsf; BCDL=3.Opsf; Category 11; Exp B; enclosed; CC Exterior(
2); end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.00. 3)
Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2225 lb uplift at joint 12, 3250 lb
uplift at joint 15, 2167 lb uplift at joint 18 and 1611 Ib uplift at joint 20. 4)
This truss design conforms with Florida Building Code 2001, based on parameters indicated. 5)
In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD
CASE(S) Standard 1)
Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform
Loads (plf) Vert:
1-2=-54, 2-6=-54, 6-10=-54, 10-11=-54, 12-15=-220(F=-200), 15-18=-20, 18-20=-220(F=-200) 1948-
1 Eng.max
1948-1 ICJ21-1 IJACK TR 45 1 1 Job
Re BCG
OF ORLANDO. SANFORD. FL 32773 5.200 s Jan 16 2004 MiTek 1-
11-11 3-8-3 i1-
11-11 3-8.3 i
3-8-3 Inc.
Tue 0021
2005
Pagel Sc -
1:20 LOADING (
psf) TCLL
20.0 SPACING
Plates
Increase 2-
0-0 1.
25 CSI
DEFL in loc) Vdefl Ud PLATES GRIP TCDL
7.0 Lumber Increase 1.25 TC
0.48 BC
0.07 Vert(
LL) 0.00 Vert(
TL) 0.15 4-
5 >999 360 1 >
169 240 M1120
249/190 BCLL
0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0,05 3 n/a n/a BCDL10.0 CodeFBC2001/ANS195 Matrix) Wind(LL) -0.01 4-5 >999 240 Weight: 17lb LUMBER
BRACING
TOP
CHORD 2 X 4 SYP No.2ND BOT
CHORD 2 X 4 SYP No.2ND TOP
CHORD Sheathed or 3-8-3 oc purlins, except end verticals. WEBS
2 X 4 SYP No.3 BOT
CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (
lb/size) 3=29/Mechanical, 4=191/0-10-4, 5=14/Mechanical Max
Horz4=31(load case 2) Max
Uplift4=-170(load case 2) Max
Grav3=69(load case 2), 4=191(load case 1), 5=16(load case 2) FORCES (
lb) - Maximum Compression/Maximum Tension TOP
CHORD 1-2=0/32. 2-3=-16/19, 2-4=-173/163 BOT
CHORD 4-5=0/0 NOTES
1)
Wind: ASCE 7-98; 120mph (3-second gust); h=17ft; TCDL=4.Opsf; BCDL=3.Opsf; Category 11; Exp B; enclosed; C-C Exterior(2); end vertical left exposed; Lumber DOL=1.33 plate grip DOL=1.00. 2)
Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 170 lb uplift at Joint 4. 3) This truss design conforms with Florida Building Code 2001, based on parameters indicated. 4)
In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD
CASE(S) Standard 1)
Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform
Loads (plf) Vert:
1-2=-54 Trapezoidal
Loads (plf) Vert:
2=-2(F=26, B=26}to-3=-50(F=2, B=2), 4=0(F=10, B=10}to-5=-18(F=1, B=1) 1948-
1 Eng.max
Job Truss Truss Type Qty Ply
1948-1 CJ3A CORNER JACK 4 1
0022
Job Reference (optional)
BCG OF ORLANDO, SANFORD, FL 32773 5.200 s Jan 16 2004 MiTek Industries, Inc. Tue Mar 01 16:51:04 2005 Page 1
1-10-10 3-9-4 a II
1-10-10 3-9-4 3
S'.. I:102 IT,
6
fl BI
6
L
X A i5
a _
3-
9. 4 I
3-
9-4 LOADING (
psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL
20.0 Plates Increase 1.25 TC 0.49 Vert(LL) n/a - n/a 999 M1120 249/190 TCDL
7.0 Lumber Increase 1.25 BC 0.03 Vert(TL) 0.17 1 >160 240 BCLL
0.0 Rep Stress Incr NO WB 0.01 Horz(TL) 0.00 n/a n/a BCDL
10.0 CodeFBC2001/ANSl95 Matrix) Weight: 15lb LUMBER
BRACING TOP
CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 3-9-4 oc purlins. BOT
CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS2X4SYPNo.3 REACTIONS (
lb/size) 2=185/0-11-5, 5=46/Mechanical Max
Horz2=96(load case 2) Max
Uplift2=-261(load case 2), 5=40(load case 2) FORCES (
lb) - Maximum Compression/Maximum Tension TOP
CHORD 1-6=0/24, 2-6=0/24, 2-3=-22/0, 3-4=-3/0 BOT
CHORD 2-5=0/0 WEBS
3-5=-25/47 NOTES
1)
Wind: ASCE 7-98; 120mph (3-second gust); h=17ft; TCDL=4.Opsf; BCDL=3.Opsf; Category 11; Exp B; enclosed; C-C Extedor(
2); Lumber DOL=1.33 plate grip DOL=1.00. 2)
Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 261 lb uplift at joint 2 and 40 lb
uplift at joint 5. 3)
This truss design conforms with Florida Building Code 2001, based on parameters indicated. 4)
In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD
CASE(S) Standard 1)
Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform
Loads (plf) Vert:
1-6=-54 Trapezoidal
Loads (plf) Vert:
6=0(F=27, B=27}t0-4=-51(F=2, B=2), 2=-2(F=9, B=9}to-5=-19(F=1, B=1) 1948-
1 Eng.max
Job Truss Truss Type Oty Ply
0023
1948-1 CJSH CORNER JACK 2 1
Job Reference (optional)
BCG OF ORLANDO. SANFORD, FL 32773 5.200 s Jan 16 2004 MiTek Industries, Inc. Tue Mar 01 16:51:05 2005 Page 1
1F10-10 + 3-3-10 6-7-3
1-10-10 3-3-10 3-3-9
Se.- 1 252
se 12
he
ne II
2
3
n r
he -
I 3-3-10 I 6-7-3
3-3-10 3-3-9
Plate Offsets X,Y : 6:0-0-0,0-1-8
LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.45 Vert(LL) -0.01 5-6 >999 360 M1120 249/190
TCDL 7.0 Lumber Increase 1.25 BC 0.23 Vert(TL) 0.16 1 >150 240
BCLL 0.0 Rep Stress Incr NO WB 0.05 Horz(TL) 0.00 4 n/a rVa
BCDL 10.0 Code FBC2001/ANSI95 Matrix) Wind(LL) -0.01 5-6 >999 240 Weight: 38 lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals.
BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2 X 4 SYP No.3
REACTIONS (lb/size) 4=111/Mechanical, 7=130/Mechanical, 5=261/0-11-5
Max Horz5=50(load case 2)
Max Uplift4=-53(load case 2), 5=-110(load case 2)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/31, 2-3=-16/66, 3-4=-29C24, 2-5=-165216
BOT CHORD 5-6=0/62, 6-7=0/0
WEBS 3-6=-88/0, 3-5=-137/0
NOTES
1) Wind: ASCE 7-98; 120mph (3-second gust); h=17ft; TCDL=4.Opsf; BCDL=3.Opsf; Category 11: Exp B; enclosed; C-C
Exterior(2); end vertical left exposed; Lumber DOL=1.33 plate grip DOL=1.00.
2) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 53 lb uplift at joint 4 and 110
Ib uplift at joint 5.
3) This truss design conforms with Florida Building Code 2001, based on parameters indicated.
4) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Regular: Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-2=-54
Trapezoidal Loads (plf)
Vert: 2=-2(F=26, B=26}to-4=-89(F=-18, B=-18), 5=0(F=10, B=10}to-7=-33(F=-6, B=-6)
1948-1 Eng.max
Job Truss Truss Type Oty Ply
00241948-1 CJ7 CORNER JACK 2 1
Job Reference (optional)
BCG OF ORLANDO, SAN-FORD. FL 32773 5.200 s Jan 18 2004 MiTek Industries, Inc. Tue Mar 01 16:51:05 2005 Page 1
1-10-10 5-3-5 9 10 13
1-10-10 5-3-5 4-7-8
361 1112 snb-IZOe
X
Ir
s.s a
3
wr
n
e
el
I
mu _
S 6 I
b4
5-3-5 9-10-13
5-3-5 4-7-8
Plate Offsets X,Y : 2:0-1-15,0-0-3 , 3:0-3-0,0-3-0
LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIPTCLL20.0 Plates Increase 1.25 TC 0.66 Vert(LL) -0.03 5-6 >999 360 M1120 249/190TCDL7.0 Lumber Increase 1.25 BC 0.42 Vert(TL) 0.12 1 >224 240
BCLL 0.0 Rep Stress Incr NO WB 0.32 Horz(TL) -0.01 7 n/a n/a
BCDL 10.0 Code FBC200 1 /ANS195 Matrix) Wind(ILL) 0.06 5-6 >999 240 Weight: 42lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 6-4-13 oc bracing. WEBS 2 X 4 SYP No.3
REACTIONS (lb/size) 4=217/Mechanical, 2=426/0-11-5, 7=354/Mechanical
Max Horz2=357(load case 2)
Max Uplift4=-351(load case 2), 2=-420(load case 2), 7=-265(load case 2)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-8=0/24, 2-8=024, 2-3=-810/525, 3-4=-118/45
BOT CHORD 2-5=-78lR56, 5-6=-785/746, 6-7=0/0
WEBS 3-5=0/147, 3-6=-798/839
NOTES
1) Wind: ASCE 7-98; 120mph (3-second gust); h=17f1; TCDL=4.Opsf; BCDL=3.Opsf; Category 11: Exp B; enclosed; C-CExterior(2); Lumber DOL=1.33 plate grip DOL=1.00.
2) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 351 lb uplift at joint 4, 420 lb
uplift at joint 2 and 265 lb uplift at joint 7.
3) This truss design conforms with Florida Building Code 2001, based on parameters indicated.
4) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Regular: Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-8=-54
Trapezoidal Loads (plf)
Vert: 8=-O(F=27, 13=27}to-4=-134(F=40, 13=40), 2=-2(F=9, B=9;-to-7=-49(F=-15, B=-15)
1948-1 Eng.max
1948-1 IEJ2
BCG OF ORLANDO, SANFORD,
1H
JACK TR 127 1 I Job Reference (optiona
FL 32773 5.200 s Jan 10 2004 MiTek Industries, Inc. 1
1-4-0 2-8-0
1-4-0 2-8_0 '
I! 6
0025
16:51:06 2005 Page 1
1--1103
T
i 2-8-0
2-8-0
LOADING (psf) SPACING 2-0-0 CSI DEFL in loc) Vdefl Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.26 Vert(LL) n/a n/a 999 M1120 249/190
TCDL 7.0 Lumber Increase 1.25 SC 0.02 Vert(TL) 0.04 1 >461 240
BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(TL) 0.00 n/a n/a
BCDL 10.0 Code FBC2001/ANSI95 Matrix) Weight: 12 lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 2-8-0 oc pudins.
BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3
REACTIONS (lb/size) 2=205/0-8-0, 4=47/Mechanical
Max Horz2=159(load case 2)
Max Uplift2=-277(load case 2), 4=-59(load case 2)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/27, 2-3=-41/6
BOT CHORD 2-4=0/0
WEBS 3-4=-25/65
NOTES
1) Wind: ASCE 7-98; 120mph (3-second gust); h=17ft; TCDL=4.Opsf; BCDL=3.Opsf; Category II; Exp B; enclosed; C-C
Exterior(2); Lumber DOL=1.33 plate grip DOL=1.00.
2) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 277 lb uplift at joint 2 and 59
lb uplift at joint 4.
3) This truss design conforms with Florida Building Code 2001, based on parameters indicated.
LOAD CASE(S) Standard
1948-1 Eng.max
1948-1 EJ2H JACK TR 6 1 1
BCG OF ORLANDO, SANFORD, FL 32773 5.200 s Jan 16 2004
1-- -4-12
f 2-7-4
1-4-12 2-7-4
2-7-4
Inc. Tue
0026
age 1
sad, • , m s
LOADING (psf) SPACING 2-0-0 CSI DEFL in loc) Vdefl Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.49 Vert(LL) 0.00 4 >999 360 M1120 249/190
TCDL 7.0 Lumber Increase 1.25 BC 0.23 Vert(TL) -0.02 1 >999 240
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.05 3 n/a n/a
BCDL 10.0 Code FBC2001/ANSI95 Matrix) Wind(LL) 0.01 4-5 >999 240 Weight: 13lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 2-7-4 oc purlins, except end verticals.
BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3
REACTIONS (lb/size) 3=39/Mechanical, 4=197/0-7-4, 5=20/Mechanical
Max Horz4=189(load case 2)
Max Uplift3=-13(load case 2), 4=-65(load case 2), 5=44(load case 2)
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/32, 2-3=-33/10, 2-4=-169/124
BOT CHORD 4-5=0/0
NOTES
1) Wind: ASCE 7-98; 120mph (3-second gust); h=17ft; TCDL=4.Opsf; BCDL=3.Opsf; Category 11; Exp B; enclosed; C-C
Exterior(2)-1-4-12 to 2-5-8; end vertical left exposed; Lumber DOL=1.33 plate grip DOL=1.00.
2) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 13 lb uplift at joint 3, 65 lb
uplift at joint 4 and 44 lb uplift at joint 5.
3) This truss design conforms with Florida Building Code 2001, based on parameters indicated.
LOAD CASE(S) Standard
1948-1 Eng.max
Job Truss Truss Type Oty Ply
0027
1948-1 EJ4H JACK TR 5 1
Job Reference (optional)
BCG OF ORLANDO, SANFORD. FL 32773 5.200 s Jan 16 2004 MiTek Industries, Inc. Tue Mar 01 16:51:07 2005 Page 1
1-4-12
l
4-7-4
II
1-4-12 4-7-4
sm r
3.4 II
r
a
I
m
I
cl
X
e
I.II
I 4-7-4
4-7-4
LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.54 Vert(LL) -0.00 4-5 >999 360 M1120 249/190
TCDL 7.0 Lumber Increase 1.25 BC 0.23 Vert(TL) 0.03 4-5 >999 240
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.09 3 n/a n/a
BCDL 10.0 Code FBC2001/ANS195 (Matrix) Wind(ILL) 0.03 4-5 >999 240 Weight: 19lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 4-7-4 oc purlins, except end verticals.
BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2 X 4 SYP No.3
REACTIONS (lb/size) 3=100/Mechanical, 4=259/0-3-8, 5=45/Mechanical
Max Horz4=195(load case 2)
Max Uplift3=-12(load case 2), 4=-83(load case 2), 5=-15(load case 2)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/32, 2-3=-51/30. 2-4=-216/124
BOT CHORD 4-5=0/0
NOTES
1) Wind: ASCE 7-98: 120mph (3-second gust); h=17ft; TCDL=4.Opsf; BCDL=3.Opsf; Category II; Exp B; enclosed; C-C
Interior(1)-1-4-12 to 4-5-8; end vertical left exposed; Lumber DOL=1.33 plate grip DOL=1.00.
2) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 12 lb uplift at joint 3, 83 lb
uplift at joint 4 and 15 lb uplift at joint 5.
3) This truss design conforms with Florida Building Code 2001, based on parameters indicated.
LOAD CASE(S) Standard
1948-1 Eng.max
Job Truss Truss Ty{
1948-1 EJ7 I JACK TR 6 1 1
FL 32773 5.200 s Jan 16 2004 MiTek Industries, Inc. Tue Mar
1-4-0 7-0.0
1-4-0 7-0-0
N. =
0028
age 1
Sella • 1 200
1 7-0-0
7-0-0
LOADING (psf) SPACING 2-0-0 CSI DEFL in loc) Udefl Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.51 Vert(LL) n/a n/a 999 M1120 249/190
TCDL 7.0 Lumber Increase 1.25 BC 0.22 Vert(TL) 0.18 1 >111 240
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a
BCDL 10.0 Code FBC2001/ANS195 Matrix) Weight: 24 lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 6-0-0 oc purlins.
BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 3=165/Mechanical, 2=344/0-8-0, 4=66/Mechanical
Max Horz2=185(load case 2)
Max Uplift3=-134(load case 2), 2=-244(load case 2)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/27, 2-3=-76/52
BOT CHORD 2-4=0/0
NOTES
1) Wind: ASCE 7-98; 120mph (3-second gust); h=17ft; TCDL=4.Opsf; BCDL=3.Opsf; Category 11; Exp B; enclosed; C-C
Interior(1); Lumber DOL=1.33 plate grip DOL=1.00.
2) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 134 lb uplift at joint 3 and 244
lb uplift at joint 2.
3) This truss design conforms with Florida Building Code 2001, based on parameters indicated.
LOAD CASE(S) Standard
1948-1 Eng.max
Job Truss Truss Type Oty Ply
1948-1 HG01 HIP GIRDER TR 1 1
0029
Job Reference (optional)
BCG OF ORLANDO. SANFORD, FL 32773 5.200 s Jan 16 2004 MiTek Industries, Inc. Tue Mar 01 16:51:08 2005 Page 1
1-4-0 , 3-9-14
1 7-0-0 11-4-0 15-8-0 18-10-2 22-8-0
1-4-0 3-9-14 3-2-2 4-4-0 4-4-0 3-2-2 3-9-14
cY1 • I:708
Le =
N4
S 6
SOU It —
ti
h4 i
l M \)
s
lae =
5 e 11L = me ve=
7-0-0 15-8-0 z2-e-o
7-0-0 8-8-0 7-ao
Plate Offsets X,Y : 2:0-4-2,0-1-8,14:0-3-0,0-2-41,(6:0-3-0,0-2-41,
SPACING 2-0-0
Plates Increase 1.25
8:0-4-2,0-1-8
CSI
TC 0.59
LOADING (psf)
TCLL 20.0
DEFL in (loc) Udefl Ud
Vert(LL) -0.18 9-11 >999 360
PLATES GRIP
TCDL 7.0 Lumber Increase 1.25 BC 0.99 Vert(TL) -0.52 9-11 >511 240
M1120 249/190
BCLL 0.0 Rep Stress Incr NO WB 0.32 Horz(TL) 0.11 8 rva n/a
BCDL 10.0 Code FBC2001/ANSI95 Matrix) Wind(ILL) 0.23 9-11 >999 240 Weight: 105lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 2-10-5 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 4-6-5 oc bracing. WEBS 2 X 4 SYP No.3
REACTIONS (lb/size) 8=1630/Mechanical, 2=1743/0-8-0
Max Horz2=50(load case 2)
Max Uplift8=-818(load case 2), 2=-989(load case 2)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/27, 2-3=-3549/1778, 3-4=-3523/1805, 4-5=-3290/1725, 5-6=-3350/1770, 6-7=-3588/1856, 7-8=-3719/1904BOTCHORD2-9=-1555/3164, 9-10=-1911/3673, 10-11=-1911/3673, 8-11=-1701/3364
WEBS 3-9=-24/229, 4-9=-415/980, 5-9=-545/384, 5-11=-481/329, 6-11=-442/1010, 7-11=-76/112
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-98; 120mph (3-second gust); h=17ft; TCDL=4.Opsf; BCDL=3.Opsf; Category 11; Exp B; enclosed; C-C
Interior(1); cantilever left and right exposed: Lumber DOL=1.33 plate grip DOL=1.00.
3) Provide adequate drainage to prevent water ponding.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 818 lb uplift at joint 8 and 989lbupliftatjoint2.
5) This truss design conforms with Florida Building Code 2001, based on parameters indicated.
6) Girder carries hip end with 7-0-0 end setback
7) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 474.81b down
and 291.61b up at 15-8-0, and 474.8lb down and 291.61b up at 7-0-0 on bottom chord. The design/selection of such
special connection device(s) is the responsibility of others.
8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Regular: Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-4=-54, 4-6=-112(F=-58), 6-8=-54, 2-9=-20, 9-11=-42(F=-22), 8-11=-20
Concentrated Loads (lb)
Vert: 9=-475(F) 11=-475(F)
1948-1 Eng.max
1948-1 IJ1 IJACK TR ® 45 12 1
Job Referen<
BCG OF ORLANDO. SANFORD, FL 32773 5.200 s Jan 16 2004 MiTek Industi
i -1-4-0
1 1-0-0 '
1-4-0 1-0-0
es, Inc. Tue Mar 01 16:51:09 2005
0030
age 1
S, M-1:61
1-0.0
LOADING (psf) SPACING 2-0-0 CSI DEFL in loc) Vdefl Ud PLATES GRIPTCLL20.0 Plates Increase 1.25 TC 0.19 Vert(LL) n/a n/a 999 M1120 249/190TCDL7.0 Lumber Increase 1.25 BC 0.00 Vert(TL) 0.02 1 >774 240
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a
BCDL 10.0 Code FBC2001/ANSI95 Matrix) Weight: 5 lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 1-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 3=-33/Mechanical, 2=167/0-8-0, 4=9/Mechanical
Max Horz2=95(load case 2)
Max Uplift3=-33(load case 1), 2=-261(load case 2)
Max Grav3=55(load case 2), 2=167(load case 1), 4=9(load case 1)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/26, 2-3=-36/24
BOT CHORD 2-4=0/0
NOTES
1) Wind: ASCE 7-98; 120mph (3-second gust); h=17f1; TCDL=4.Opsf; BCDL=3.Opsf; Category 11; Exp B; enclosed; C-C
Exterlor(2); porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.00.
2) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 33 lb uplift at joint 3 and 261lbupliftatjoint2.
3) This truss design confonns with Florida Building Code 2001, based on parameters indicated.
LOAD CASE(S) Standard
1948-1 Eng.max
1948-1 J1H JACK TR @ 45 g 1
0031
Job Reference (optional) BCG OF ORLANDO, SANFORD, FL 32773 5.200 s Jan 16 2004 MiTek Industries, Inc. Tue Mar 01 16:51:09 2005 Page 1
1-4-12 0-11-4
1-4-12 0-11-4
b-11-4
1
0-11-4
LOADING (psf) SPACING 2-0-0 CSI DEFL in loc) Vdefl Ud PLATES GRIPTCLL20.0 Plates Increase 1.25 TC 0.31 Vert(LL) 0.00 4 >999 360 M1120 249/190TCDL7.0 Lumber Increase 1.25 BC 0.10 Vert(TL) 0.02 1 >747 240
BCLL 0.0 Rep Stress Incr YES WB 0.00 HOrz(TL) -0.01 3 n/a n/aBCDL10.0 Code FBC2001/ANSI95 Matrix) Wind(LL) 0.00 4 >999 240 Weight: 8lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2ND
BOT CHORD 2 X 4 SYP No.2ND
TOP CHORD Sheathed or 0-11-4 oc purtins, except end verticals.
WEBS 2 X 4 SYP No.3
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 3=-53/Mechanical, 4=196/0-7-4, 5=-2/Mechanical
Max Horz4=65(load case 2)
Max Uplift3=-53(load case 1), 4=-120(load case 2), 5=-68(load case 2)
Max Grav3=56(load case 2), 4=196(load case 1)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/32, 2-3=-36/21, 2-4=-178/192
BOT CHORD 4-5=0/0
NOTES
1) Wind: ASCE 7-98; 120mph (3-second gust); h=17ft; TCDL=4.Opsf; BCDL=3.Opsf; Category II; Exp B; enclosed; C-C
Exterior(2)-1-4-12 to D-10-14; end vertical left exposed; porch left exposed; Lumber DOL=1.33 plate grip DOL=1.00. 2) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 53 lb uplift at joint 3, 120 lbupliftatjoint4and68lbupliftatjoint5.
3) This truss design conforms with Florida Building Code 2001, based on parameters indicated.
LOAD CASE(S) Standard
1948-1 Eng.max
Job Truss Truss Type Oty ply
1948-1 J3 JACK TR ®45 q 1
0032
Job Reference (optional)
BCG OF ORLANDO. SANFORD, FL 32773 5.200 s Jan 16 2004 MiTek Industries, Inc. Tue Mar 01 16:51:10 2005 Page 1
1-4-0 3-0-0
1-4-0 3-0-0 =
sw IT
3-0-0
3-0-0
LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIPTCLL20.0 Plates Increase 1.25 TC 0.26 Vert(LL) n/a - n/a 999 M1120 249/190TCDL7.0 Lumber Increase 1.25 BC 0.03 Vert(TL) 0.04 1 >518 240
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a
BCDL 10.0 Code FBC2001/ANS195 (Matrix) Weight: 12 lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 3-0-0 oc puriins. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 3=38/Mechanical, 2=214/0-8-0, 4=26/Mechanical
Max Horz2=173(load case 2)
Max Uplift3=-92(load case 2). 2=-280(load case 2)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/27, 2-3=-49/11
BOT CHORD 2-4=0/0
NOTES
1) Wind: ASCE 7-98; 120mph (3-second gust); h=17ft; TCDL=4.Opsf; BCDL=3.Opsf; Category II; Exp B; enclosed; C-C
Exterlor(2); Lumber DOL=1.33 plate grip DOL=1.00.
2) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 92 lb uplift at joint 3 and 280lbupliftatjoint2.
3) This truss design conforms with Florida Building Code 2001, based on parameters indicated.
LOAD CASE(S) Standard
1948-1 Eng.max
1948-1 J3H JACK TR ®45 3 1
Job Reference o tioi
BCG OF ORLANDO, SANFORD, FL 32773 5.200 s Jan 16 2004 MiTek Industries, Inc.
1-4-12 2-11-4
1-4-12 2-11-4
na u
2-11-4
2-11.4
0033
11 2005 Page 1
Sla -1211
LOADING (psf) SPACING 2-0-0 CSI DEFL in loc) Vdefl Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.50 Vert(LL) 0.00 4 >999 360 M1120 249/190
TCDL 7.0 Lumber Increase 1.25 BC 0.23 Vert(TL) 0,01 4-5 >999 240
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.06 3 n/a n/a
BCDL 10.0 CodeFBC2001/ANSl95 Matrix) Wind(LL) 0.01 4-5 >999 240 Weight: 14lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 2-11-4 oc purlins, except end verticals. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3
REACTIONS (lb/size) 3=50/Mechanical, 4=206/0-3-8, 5=24/Mechanical
Max Horz4=190(load case 2)
Max Uplift3=-13(load case 2), 4=-71(load case 2), 5=-37(load case 2)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/32, 2-3=-36/14, 2-4=-176/124
BOT CHORD 4-5=0/0
NOTES
1) Wind: ASCE 7-98; 120mph (3-second gust); h=17f1; TCDL=4.Opsf; BCDL=3.Opsf; Category II; Exp B; enclosed; C-C
Exterior(2)-1-4-12 to 2-9-8; end vertical left exposed; Lumber DOL=1.33 plate grip DOL=1.00.
2) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 13 lb uplift at joint 3, 71 lb
uplift at joint 4 and 37 lb uplift at joint 5.
3) This truss design conforms with Florida Building Code 2001, based on parameters indicated.
LOAD CASE(S) Standard
1948-1 Eng.max
1948-1 I JS JACK TR ® 45 14 I 1
Job Reference (optional)
BCG OF ORLANDO, SA FORD, FL 32773 5.200 s Jan 18 2004 MiTek Industries, Inc. Tue Mar 01 16:
1-4-0 5-0-0
1-4-0 5-0-0
5-0-0
0034
age 1
sew. I .s 31
LOADING (psf) SPACING 2-0-0 CSI DEFL in loc) Vdefl Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.26 Vert(LL) n/a n/a 999 M1120 249/190
TCDL 7.0 Lumber Increase 1.25 BC 0.11 Vert(TL) 0.03 1 >682 240
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a
BCDL 10.0 Code FBC2001/ANSI95 Matrix) Weight: 18lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 5-0-0 oc purfins. BOT CHORD 2 X 4 SYP No.21ND BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 3=105/Mechanical, 2=275/0-8-0, 4=46/Mechanical
Max Horz2=148(load case 2)
Max Uplift3=-81(load case 2), 2=-231(load case 2)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=027, 2-3=-57/34
BOT CHORD 2-4=0/0
NOTES
1) Wind: ASCE 7-98; 120mph (3-second gust); h=17ft; TCDL=4.Opsf; BCDL=3.Opsf; Category 11; Exp B; enclosed; C-C
Interior(1); Lumber DOL=1.33 plate grip DOL=1.00.
2) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 81 lb uplift at joint 3 and 231
lb uplift at joint 2.
3) This truss design conforms with Florida Building Code 2001, based on parameters indicated.
LOAD CASE(S) Standard
1948-1 Eng.max
1948-1 I MG1 I GIRDER TR 11 11 I 0035
FL 32773 5.200 s Jan 16 2004 MiTek Industries, Inc. Tue Mar 01 16:5112
2-8-0
2-8-0
5—•1W
I
n' — 2-8-0 a4 II
LOADING (psf) SPACING 2-0-0 CSI DEFL in loc) Vdefl Ud PLATES GRIPTCLL20.0 Plates Increase 1.25 TC 0.08 Vert(LL) n/a n/a 999 M1120 249/190TCDL7.0 Lumber Increase 1.25 BC 0.01 Vert(TL) -0.00 1 >999 240
BCLL 0.0 Rep Stress Incr NO WB 0.02 Horz(TL) 0.00 n/a n/a
BCDL 10.0 Code FBC2001/ANSI95 Matrix) Weight: 12 lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 2-8-0 oc purlins. BOT CHORD 2 X 6 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3
REACTIONS (lb/size) 1 =81/0-8-0. 3= 178 1 /Mechanical
Max Horz 1=47(load case 2)
Max Upliftl=-26(load case 2), 3=-815(load case 2)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=-29/20
BOT CHORD 1-3=0/0
WEBS 2-3=-59/54
NOTES
1) Wind: ASCE 7-98; 120mph (3-second gust); h=17ft; TCDL=4.Opsf; BCDL=3.Opsf; Category II; Exp B; enclosed; C-C
linterior(1); cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.00.
2) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 26 lb uplift at joint 1 and 815lbupliftatjoint3.
3) This truss design conforms with Florida Building Code 2001, based on parameters indicated.
4) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1700.OIb
down and 767.71b up at 2-6-4 on bottom chord. The design/selection of such special connection device(s) is the
responsibility of others.
5) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Regular: Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-2=-54, 1-3=-20
Concentrated Loads (lb)
Vert: 3=- 1 700(B)
1948-1 Eng.max
1948-1 I MG2 I GIRDER TR 11 I 1
Job Reference (optioi
BCG OF ORLANDO, SANFORD, FL 32773 5.200 s Jan 16 2004 MiTek Industries, Inc.
1-4-0 2-8-0
1-4-0 2-8-0
i
b' = 2-8-0 a. u
0036
Sage 1
uw -110.1
LOADING (psf) SPACING 2-0-0 CSI DEFL in loc) Vdefl Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.08 Vert(LL) -0.01 1-3 >999 360 M1120 249/190
TCDL 7.0 Lumber Increase 1.25 BC 0.52 Vert(TL) -0.01 1-3 >999 240
BCLL 0.0 Rep Stress Incr NO WB 0.02 Horz(TL) 0.00 n/a n/a
BCDL 10.0 Code FBC2001/ANSI95 Matrix) Wind(LL) 0.01 1-3 >999 240 Weight: 121b
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 2-8-0 oc purlins.
BOT CHORD 2 X 6 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2 X 4 SYP No.3
REACTIONS (lb/size) 1=1244/0-8-0, 3=338/Mechanical
Max Horz 1=47(load case 2)
Max Upliftl=-551(load case 2), 3=-163(load case 2)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=-29/20
BOT CHORD 1-4=0/0, 3-4=0/0
WEBS 2-3=-59/54
NOTES
1) Wind: ASCE 7-98; 120mph (3-second gust); h=17ft; TCDL=4.Opsf; BCDL=3.Opsf; Category II; Exp B; enclosed; C-C
Interior(1); cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.00.
2) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 551 lb uplift at joint 1 and 163
lb uplift at joint 3.
3) This truss design conforms with Florida Building Code 2001, based on parameters indicated.
4) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1420.01b
down and 641.31b up at 0-8-12 on bottom chord. The design/selection of such special connection device(s) is the
responsibility of others.
5) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Regular: Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-2=-54, 1-3=-20
Concentrated Loads (lb)
Vert: 4=-1420(F)
1948-1 Eng.max
Job Truss Truss Type Oty ply
1948-1 VT04 VALLEY TR 2 1
0037
Job Reference (optional)
BCG OF ORLANDO, SANFORD, FL 32773 5.200 s Jan 16 2004 MiTek Industries, Inc. Tue Mar 01 16:51:14 2005 Page 1
2-0-0 4-0-0
2-0-0 2-0-0
SW r Sc -1:69
1
r '
al
1
h
4-0-0
y
4-0-0
LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Wen Ud PLATES GRIPTCLL20.0 Plates Increase 1.25 TC 0.03 Vert(LL) n/a n/a 999 M1120 249/190TCDL7.0 Lumber Increase 1.25 BC 0.05 Vert(TL) n/a n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a
BCDL 10.0 Code FBC2001/ANSI95 Matrix) Weight: 10 lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 4-0-0 oc pudins. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 1=94/4-0-0, 3=94/4-0-0
Max Upliftl=-42(load case 2), 3=-42(load case 2)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=-100/67, 2-3=-100/67
BOT CHORD 1-3=-48/82
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-98; 120mph (3-second gust); h=17ft; TCDL=4.Opsf; BCDL=3.Opsf; Category ll; Exp B; enclosed; C-C Interior(1); Lumber DOL=1.33 plategripDOL=1,00.
3) Gable requires continuous bottom chord bearing.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 42 lb uplift at joint 1 and 42 lbupliftatjoint3.
5) This truss design conforms with Florida Building Code 2001, based on parameters indicated.
LOAD CASE(S) Standard
1948-1 Eng.max
I1948-1 IVT08 (VALLEY TR
f
2 1
Job Reference (optional)
BCG OF ORLANDO, SANFORD, FL 32773 5.200 s Jan 16 2004 MiTek Industries, Inc. Tue Mar
4-0-0 9-0-0
4-0-0 4-0.0
4.4
a. i r.. 11 7,. `
0038
Sage 1
LOADING (psf) SPACING 2-0-0 1 CSI DEFL in loc) l/defl Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.15 Vert(LL) n/a n/a 999 M1120 249/190TCDL7.0 Lumber Increase 1.25 BC 0.06 Vert(TL) n/a n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 3 n/a n/a
BCDL 10.0 Code FBC2001/ANSI95 Matrix) Weight: 24 lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3
REACTIONS (lb/size) 1=118/8-0-0, 3=118/8-0-0, 4=248/8-0-0
Max Uplift 1 =-64(load case 2), 3=-64(load case 2), 4=-81(load case 2)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=-41/28, 2-3=-41/28
BOT CHORD 1-4=0/13, 3-4=0/13
WEBS 2-4=-166/106
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-98; 120mph (3-second gust); h=17ft; TCDL=4.Opsf; BCDL=3.Opsf; Category 11; Exp B; enclosed; C-C
Interior(1); Lumber DOL=1.33 plate grip DOL=1.00.
3) Gable requires continuous bottom chord bearing.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 64 lb uplift at joint 1, 64 lbupliftatjoint3and81lbupliftatjoint4.
5) This truss design conforms with Florida Building Code 2001, based on parameters indicated.
LOAD CASE(S) Standard
1
1948-1 Eng.max
Job Truss Truss Type at Ply
0039
1948-1 VT12 VALLEY TR 2 1
Job Reference (optional)
BCG OF ORLANDO. SANFORD, FL 32773 5.200 s Jan 16 2004 MiTek Industries, Inc. Tue Mar 01 16:51:16 2005 Page 1
6-0.0 12-0-0
l
6-0-0 6-0.0
8 =
sltl -120.,
T
500 I'
ti S11
1
0
b4 i b4
12-0-0
1 ;
12-0-0
LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.24 Vert(LL) n/a rVa 999 M1120 249/190
TCDL 7.0 Lumber Increase 1.25 BC 0.19 Vert(TL) n/a - n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 3 n/a n/a
BCDL 10.0 Code FBC2001/ANSI95 Matrix) Weight: 38lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 6-0-0 oc purtins.
BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2 X 4 SYP No.3
REACTIONS (lb/size) 1=158/12-0-0, 3=158/12-0-0, 4=464/12-0-0
Max Upliftl =-7 1 (load case 2), 3=-71(load case 2), 4=-179(load case 2)
Max Gravl=167(load case 3), 3=167(load case 4), 4=464(load case 1)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=-76/45, 2-3=-76/45
BOT CHORD 1-4=0/28, 3-4=0/28
WEBS 2-4=-308/184
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-98; 120mph (3-second gust); h=17ft; TCDL=4.Opsf; BCDL=3.0psf; Category 11; Exp B; enclosed; C-C
Interior(1); Lumber DOL=1.33 plate grip DOL=1.00.
3) Gable requires continuous bottom chord bearing.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 71 lb uplift at joint 1, 71 lb
uplift at joint 3 and 179 lb uplift at joint 4.
5) This truss design conforms with Florida Building Code 2001, based on parameters indicated.
LOAD CASE(S) Standard
1948-1 Eng.max
Job Truss Truss Type oty Ply
1948-1 VT16 VALLEY TR 2 1
0040
Job Reference (optional)
BCG OF ORLANDO, SANFORD. FL 32773 5.200 s Jan 16 2004 MiTek Industries, Inc. Tue Mar 01 16:51:17 2005 Page 1
8-0-0 16-0-0
B-0-0 6-0-0
s<.e-I:nx
3
h. II
S12 ].I 11
i
SII
Sft
5
Pil
b. II s.e = N4 II b.
16-0.0
16-0-0
Plate Offsets X,Y : 7:0-3-0,0-3-0
LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TIC 0.11 Vert(LL) n/a n/a 999 M1120 249/190
TCDL 7.0 Lumber Increase 1.25 BC 0.06 Vert(TL) n/a r1/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 5 n/a n/a
BCDL 10.0 Code FBC2001/ANSI95 Matrix) Weight: 55lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 SYP No.3
REACTIONS (lb/size) 1=98/16-0-0, 5=98/16-0-0, 7=281/16-0-0, 8=299/16-0-0, 6=299/16-0-0
Max Upliftl=-33(load case 2), 5=-33(load case 2), 7=-62(load case 2), 8=-149(load case 2), 6=-149(load case 2)
Max Gravl=98(load case 1), 5=98(load case 1), 7=281(load case 1), 8=310(load case 4), 6=310(load case 3)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=-46/30, 2-3=-60l77, 3-4=-60/77, 4-5=-46/30
BOT CHORD 1-6=0/29, 6-7=029, 7-8=0/29, 5-8=029
WEBS 3-7=-204/90, 4-8=-223/164, 2-6=-223/164
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-98; 120mph (3-second gust); h=17ft; TCDL=4.Opsf; BCDL=3.Opsf; Category II; Exp B; enclosed; C-C
Interior(1); Lumber DOL=1.33 plate grip DOL=1.00.
3) Gable requires continuous bottom chord bearing.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 33 lb uplift at joint 1, 33 lb
uplift at joint 5, 62 lb uplift at joint 7, 149 lb uplift at joint 8 and 149 lb uplift at joint 6.
5) This truss design conforms with Florida Building Code 2001, based on parameters indicated.
LOAD CASE(S) Standard
1948-1 Eng.max
Job Truss Truss Type Qty ply
1948 1 VT20 VALLEY TR 2 1
0041
Job Reference (optional)
BCG OF ORLANDO, SANFORD, FL 32773 5.200 s Jan 18 2004 MiTek Industries, Inc. Tue Mar 01 16:51:18 2005 Page 1
10-0-0 20-0-0
10-0-0 10.0-0
sltl 1.310
SOD r
2.4 II h1 11
7
11
3
20-0-0
20-0-0
Plate Offsets X,Y : 7:0-3-0,0-3-0
LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIPTCLL20.0 Plates Increase 1.25 TC 0.27 Vert(ILL) n/a - n/a 999 M1120 249/190TCDL7.0 Lumber Increase 1.25 BC 0.15 Vert(TL) n/a - n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 5 n/a n/a
BCDL 10.0 Code FBC2001/ANSI95 Matrix) Weight: 71 lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3
OTHERS 2 X 4 SYP No.3
REACTIONS (lb/Size) 1=16220-0-0, 5=16220-0-0, 7=21020-0-0, 6=41920-0-0, 8=419/20-0-0
Max Upliftl=-59(load case 2), 5=-59(load case 2), 7=-8(load case 2), 6=-206(load case 2), 8=-206(load case 2)
Max Gravl=162(load case 1), 5=162(load case 1), 7=210(load case 1), 6=423(load case 3), 8=423(load case 4)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=-62/53, 2-3=-63/105, 3-4=-63/105, 4-5=-62/53
BOT CHORD 1-6=0/44, 6-7=0/44, 7-8=0/44, 5-8=0/44
WEBS 3-7=-162/41, 2-6=-294216, 4-8=-294216
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-98; 120mph (3-second gust); h=17ft; TCDL=4.Opsf; BCDL=3.Opsf; Category 11; Exp B; enclosed; C-C
Interior(1); Lumber DOL=1.33 plate grip DOL=1.00.
3) Gable requires continuous bottom chord bearing.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 59lb uplift at joint 1, 59lb
uplift at joint 5, 8 Ib uplift at joint 7, 206 lb uplift at joint 6 and 206 lb uplift at joint 8.
5) This truss design conforms with Florida Building Code 2001, based on parameters indicated.
LOAD CASE(S) Standard
1948-1 Eng.max
Job Truss Truss Type Oty Ply
1948-1 VT24 VALLEY TR 2 1
0042
Job Reference (optional)
BCG OF ORLANDO, SANFORD, FL 32773 5.200 s Jan 18 2004 MiTek Industries, Inc. Tue Mar 01 16:51:18 2005 Page 1
12-0-0 24-0-0
12-0-0 12-0-0
4.e =
sm
3.4 i
4 II
n4
s •4 11
6
n
r
h, II sab=• a4 II 3.4
24-0-0
24-0-0
Plate Offsets X,Y : 9:0-3-0,0-3-0
LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.34 Vert(LL) n/a n/a 999 M1120 249/190
TCDL 7.0 Lumber Increase 1.25 BC 0.18 Vert(TL) n/a n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(TL) 0.00 7 n/a n/a
BCDL 10.0 Code FBC2001/ANSI95 Matrix) Weight: 84 lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 6-0-0 oc purlins.
BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 SYP No.3
REACTIONS (lb/size) 1=16024-0-0, 9=41324-0-0, 10=46824-0-0, 8=468/24-0-0, 7=160124-0-0
Max Upliftl=-106(load case 2), 9=-184(load case 2), 10=-426(load case 2), 8=-426(load case 2). 7=-106(load case 2)
Max Gravl=160(load case 1), 9=413(load case 1), 10=482(load case 4), 8=482(load case 3), 7=160(load case 1)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=-73/48, 2-3=-90/172, 3-4=-79/191, 4-5=-79/191, 5-6=-90/172, 6-7=-73/48
BOT CHORD 1-8=0R1, 8-9=Onl, 9-10=0l71, 7-10=0l71
WEBS 4-9=-301231, 6-10=-346/436, 2-8=-346/436
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-98; 120mph (3-second gust); h=17ft; TCDL=4.Opsf; BCDL=3.Opsf; Category 11; Exp B; enclosed; C-C
Exterior(2); Lumber DOL=1.33 plate grip DOL=1.00.
3) Gable requires continuous bottom chord bearing.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 106 lb uplift at joint 1, 184 lb
uplift at joint 9, 426 lb uplift at joint 10, 426 lb uplift at joint 8 and 106 lb uplift at joint 7.
5) This truss design conforms with Florida Building Code 2001, based on parameters indicated.
LOAD CASE(S) Standard
1948-1 Eng.max
Job Truss Truss Type Oty Ply
0043
1948-1 VT25 VALLEY TR 1 1
Job Reference (optional)
BCG OF ORLANDO. SANFORD. FL 32773 5.200 s Jan 16 2004 MiTek Industries, Inc. Tue Mar 01 16:51:19 2005 Page 1
12-6.8 25-1-0
I
12-6.8 12-6-8
Sark • , -13
r
a4 11 a. II
e °
a.0 a4u
e
10 n
2.4 II a. II
aG m a.
II a. II a. a. II m It a4 II N. II aII
a4 _ 25-1-
0 25-1-
0 Plate Offsets
X,Y : 3:0-3-0,0-0-a , 11:0-3-0,0-0-a LOADING (psi)
SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.
0 Plates Increase 1.25 TC 0.15 Vert(LL) n/a n/a 999 M1120 249/190 TCDL 7.
0 Lumber Increase 1.25 BC 0.13 Vert(TL) n/a - n/a 999 BCLL 0.
0 Rep Stress Incr YES WB 0.08 Horz(TL) 0.00 13 n/a n/a BCDL 10.
0 Code FBC2001/ANSI95 Matrix) Weight: 113lb LUMBER BRACING
TOP CHORD
2 X 4 SYP No.2ND TOP CHORD Sheathed or 6-0-0 oc purtins. BOT CHORD
2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2
X 4 SYP No.3 REACTIONS (lb/
size) 1=11925-1-0, 13=119/25-1-0, 19=13925-1-0, 24=28925-1-0, 23=8225-1-0, 21=14125-1-0, 20=14825-1-0, 14=289/25-1-0, 15=8225-
1-0, 17=14125-1-0, 18=14825-1-0 Max Horz 1 = 139(load case
2) Max Upliftl=-47(load case 2),
13=-47(load case 2), 24=-262(load case 2), 23=-80(load case 2), 21=-147(load case 2), 20=-126(load case 2), 14=-262(load case 2), 15=-
80(load case 2), 17=-147(load case 2), 18=-126(load case 2) Max Grav1=119(load case 1),
13=119(load case 1), 19=139(load case 1), 24=289(load case 1), 23=82(load case 4), 21=141(load case 1), 20=152(load case 4), 14=
289(load case 1), 15=82(load case 3), 17=141(load case 1), 18=152(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=-99/36,
2-3=-43/10, 3-4=-7/16, 4-5=-30/62, 5-6=-33/130, 6-7=-32/189, 7-8=-32/189, 8-9=-33/130, 9-10=-30/62, 10-11=-
7/16, 11-12=-43/10, 12-13=-99136 BOT CHORD 1-14=0/0,
14-15=0/0, 15-16=0/0, 16-17=-O/O, 17-18=-O/O, 18-19=-O/O, 19-20=0/0, 20-21=0/0, 21-22=0/0, 22-23=0/139, 23-24=
0/139, 13-24=0/139 WEBS 7-19=-100/0, 12-
24=-195253, 10-23=-73/104, 9-21=-116/159, 8-20=-111/138, 2-14=-195253, 4-15=-73/104, 5-17=-
1161159, 6-18=-111/138 NOTES 1) Unbalanced roof live loads
have
been considered for this design. 2) Wind: ASCE 7-98; 120mph (
3-second gust); h=17ft; TCDL=4.Opsf; BCDL=3.Opsf; Category II; Exp B; enclosed; C-C Exterior(2); Lumber DOL=1.33
plate grip DOL=1.00. 3) Gable requires continuous bottom chord
bearing. 4) Provide mechanical connection (by others)
of truss to bearing plate capable of withstanding 47 lb uplift at joint 1, 47 lb uplift at joint 13, 262 lb
uplift at joint 24, 80 lb uplift at joint 23, 147 lb uplift at joint 21, 126 lb uplift at joint 20, 262 lb uplift at joint 14, 80 lb uplift at
joint 15, 147 lb uplift at joint 17 and 126 lb uplift at joint 18. 5) This truss design conforms with
Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) Standard 1948-1
Eng.max
Job Truss Truss Type oty Ply
0044
1948-1 VT28 VALLEY TR 1 1
Job Reference optional)
BCG OF ORLANDO. SANFORD, FL 32773 5.200 s Jan 16 2004 MiTek Industries, Inc. Tue Mar 01 16:51:20 2005 Page 1
14-0-0
i
211-0-0
14-0-0 14-0-0
S'..' .3
b II 2.4 = b. II N. 11 w II N. = b4 II
LOADING (psf) SPACING 2-0-0
TCLL 20.0 Plates Increase 1.25
TCDL 7.0 Lumber Increase 1.25
BCLL 0.0 Rep Stress Incr YES
BCDL 10.0 Code FBC2001/ANSI95
LUMBER
TOP CHORD 2 X 4 SYP No.2ND
BOT CHORD 2 X 4 SYP No.2ND
OTHERS 2 X 4 SYP No.3
28-0-0
28-0.0
CSI DEFL in loc) I/defl Ud PLATES GRIP
TC 0.27 Vert(LL) n/a n/a 999 M1120 249/190
BC 0.13 Vert(TL) n/a n/a 999
WB 0.11 HOrz(TL) 0.00 9 n/a n/a
Matrix) Weight: 111 lb
BRACING
TOP CHORD Sheathed or 6-0-0 oc purtins.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
REACTIONS (lb/size) 9=14728-0-0, 1=147/28-0-0, 13=128-0-0, 16=46628-0-0, 14=323/28-0-0, 10=466/28-0-0, 12=323/28-0-0
Max Horz1=110(load case 2) Max
Uplift9=-25(load case 2), 1=-25(load case 2), 16=-244(load case 2), 14=-217(load case 2), 10=-244(load case 2), 12=-217(load case 2) Max
Grav9=148(load case 4), 1=148(load case 3), 13=155(load case 2), 16=466(load case 4), 14=323(load case 1), 10=466(load case 3), 12=
323(load case 1) FORCES (
lb) - Maximum Compression/Maximum Tension TOP
CHORD 1-2=-82l71, 2-3=-62/36, 3-4=-10/65, 4-5=-44/145, 5-6=-44/145, 6-7=-10/65, 7-8=-62/36, 8-9=-82/71 BOT
CHORD 1-10=-0/0, 10-11=-0/0, 11-12=-0/0, 12-13=-0/0, 13-14=-0/0, 14-15=0/0, 15-16=-5/110, 9-16=-5/110 WEBS
5-13=-140/39, 8-16=-340260, 6-14=-283223, 2-10=-340260, 4-12=-283223 NOTES
1)
Unbalanced roof live loads have been considered for this design. 2)
Wind: ASCE 7-98; 120mph (3-second gust); h=17ft; TCDL=4.Opsf; BCDL=3.Opsf; Category II; Exp B; enclosed; C-C Interior(
1); Lumber DOL=1.33 plate grip DOL=1.00. 3)
Gable requires continuous bottom chord beating. 4)
Provide mechanical connection (by others) of truss to beating plate capable of withstanding 25 lb uplift at joint 9, 25 lb uplift
at joint 1, 244 lb uplift at joint 16, 217 lb uplift at joint 14, 244 lb uplift at joint 10 and 217 lb uplift at joint 12. 5)
This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD
CASE(S) Standard 1948-
1 Eng.max
Job Truss Truss Type Oty Ply
0045
1948-1 VT30 VALLEY TR 1 1
Job Reference (optional)
BCG OF ORLANDO. SANFORD, FL 32773 5.200 s Jan 16 2004 MiTek Industries, Inc. Tue Mar 01 16:51:21 2005 Page 1
11r -17t 15-0-12 30-1-8 31-6 4
1-4-12 15-0-12 15-0.12 1-4-12
s'r •r.s.e
Sw +] °
s
e
9
1 f
II n• II
le
11
EN
a 1. a la Ir le
b. II n. II s,s = N. 11 a.a = N. 11 b. II
I 30-1-8
30-1-8
Plate Offsets X,Y : 14:0-3-0,0-3-0. 16:0-3-0,0-3-0
LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.54 Vert(LL) n/a - n/a 999 M1120 249/190
TCDL 7.0 Lumber Increase 1.25 BC 0.34 Vert(TL) 0.12 1 >156 240
BCLL 0.0 Rep Stress Incr YES WS 0.17 Horz(TL) 0.01 18 n/a n/a
BCDL 10.0 CodeFBC2001/ANSI95 Matrix) Weight: 137lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 6-0-0 oc pudins, except end verticals.
BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2 X 4 SYP No.3
OTHERS 2 X 4 SYP No.3
REACTIONS (lb/size) 12=328/30-1-8, 18=328/30-1-8, 15=39/30-1-8, 17=465/30-1-8, 16=375/30-1-8, 13=465/30-1-8, 14=375/30-1-8
Max Horz 12=-382(load case 2)
Max Uplift112=-285(load case 2), 18=-207(load case 2), 17=-493(load case 2), 16=-318(load case 2)
Max Gravl2=328(load case 1), 18=328(load case 1), 15=184(load case 2). 17=471(load case 4), 16=375(load case 1), 13=471(load case 3),
14=375(load case 1)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 2-12=-2751272, 1-2=0/32, 2-3=-166/289, 3-4=-174/278, 4-5=-108295, 5-6=-155/309, 6-7=-155285,
7-8=-108/137, 8-9=-174/121, 9-10=-166/0, 10-11=0/32, 10-18=-275254
BOT CHORD 12-13=0251, 13-14=0251, 14-15=0251, 15-16=0251, 16-17=0251, 17-18=0251
WEBS 6-15=-175/8, 9-17=-340/492, 7-16=-274/361, 3 13=-340/0, 5-14=-274/16
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-98; 120mph (3-second gust); h=17ft; TCDL=4.Opsf; BCDL=3.Opsf; Category 11; Exp B; enclosed; C-C
Exterior(2)-1-4-12 to 31-6-4; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.00.
3) Gable requires continuous bottom chord bearing.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 285 lb uplift at joint 12, 207 lb
uplift at joint 18, 493 lb uplift at joint 17 and 318 lb uplift at joint 16.
5) This truss design conforms with Florida Building Code 2001, based on parameters indicated.
LOAD CASE(S) Standard
1948-1 Eng.max
Job Truss Truss Type Oty Ply
0046
1948-1 VT32 VALLEY TR 1 1
Job Reference (optional)
BCG OF ORLANDO, SANFORD. FL 32773 5.200 s Jan 16 2004 MiTek Industries, Inc. Tue Mar 01 16:51:22 2005 Page 1
15-0-12 30-1-8
15-0-12 15-0-12
Se.b-1 .00
s
sm .t
e
J.. i
h.
I t
t e
r
1 9
Ib
h.
N. II s.e c h. II SA = h.
I 30.1-8
30-1-8
Plate Offsets X,Y : 11:0-3-0,0-3-01,[13:0-3-0,0-3-01
DEFL in (loc) Vdefl Ud PLATES GRIPLOADING (psf) SPACING 2-0-0 CSI
TCLL 20.0 Plates Increase 1.25 TC 0.27 Vert(LL) n/a n/a 999 M1120 249/190
TCDL 7.0 Lumber Increase 1.25 BC 0.15 Vert(TL) n/a n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.00 9 n/a n/a
BCDL 10.0 Code FBC2001/ANS195 Matrix) Weight: 121 lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 6-0-0 oc purlins.
BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2 X 4 SYP No.3
REACTIONS (lb/size) 1=140/30-1-8, 12=227/30-1-8, 14=461/30-1-8. 13=389/30-1-8, 10=461/30-1-8, 11=389/30-1-8, 9=140/30-1-8
Max Uplift 1=-33(load case 2), 14=-231(load case 2), 13=-190(load case 2), 10=-231(load case 2), 11=-190(load case 2), 9=-33(load case 2)
Max Gravl=140(load case 1), 12=227(load case 1), 14=461(load case 1), 13=395(load case 4), 10=461(load case 1), 11=395(load case 3),
9=140(load case 1)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=-58/56, 2-3=-79/75, 3-4=-15/86, 4-5=-65/185, 5-6=-65/185, 6-7=-15/86, 7-8=-79l75, 8-9=-58/56
BOT CHORD 1-10=0/79, 10-11=0l79, 11-12=0r79, 12-13=0l79, 13-14=0l79, 9-14=0/79
WEBS 5-12=-161/0. 8-14=-327/255, 6-13=-292225, 2-10=-327255, 4-11=292/225
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-98; 120mph (3-second gust); h=17ft; TCDL=4.Opsf; BCDL=3.Opsf; Category II; Exp B; enclosed; C-C
Interior(1); Lumber DOL=1.33 plate grip DOL=1.00.
3) Gable requires continuous bottom chord bearing.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 33 lb uplift at joint 1, 231 lb
uplift at joint 14, 190 lb uplift at joint 13, 231 lb uplift at joint 10, 190 lb uplift at joint 11 and 33 lb uplift at joint 9.
5) This truss design conforms with Florida Building Code 2001, based on parameters indicated.
LOAD CASE(S) Standard
1948-1 Eng.max
01-27-05 PLANS PFUlpl-wrn
I
A
I framed
4-" 24-" 1241-0 6.0-0
P1
9-7-042-"
N I ROOF TRUSS LAYOUT
Eh
All wall shown are load bearing
Not all load bearing walls were used for support)
Unhatched ceilings are Flat
Vaulted Ceiling is 2.5/12
0 HUS26 (18)
DESIGN DATA:
LOADING CRITERIA: FBC 2001
ROOF LIVE:20 PSF ROOF DEAD:17 PSF
FLOOR LIVE:40 PSF FLOOR DEAD:13 PSF
WIND LOADING CRITERIA: ASCE 7-68
WIND DESIGN VELOCITY:120 MPH
WIND DURATION FACTOR: 1.33
EXPOSURE: B CATEGORY: IL
DESIGNELEVATION:1v4r FT.
DEAD LOAD FOR UPLIFT:10 LEIS
IMPORTANCE FACTOR: I_OD
SALVADOR A. JURADO P.E.
0.(!5
07
STATE OF FLORIDA REb. ND. ISM - 93401
6401 NW 74 AVE. MIAMI, FL 33-2 66
01-27-05
REVJ bPiG) REVJ
REVJ NEW
GEI1ERAl DPORMATION
READ ALL NOTES. TRUSS" WRL MOT BE
LAAMPACTIWED wrno= APPROVAL a THIS
OPAV40O
WARNING AND POTRVCTIDIR: THOSE
WTALUMG AND MHO THESE CONOIZNTD
MAT READ AM FOUDY THE WARNWGS AM
IL THE PAL
AHD ALL THE
REGARDDO BRACPD AND DWAUAnOM
THE ADVICE OF A PROFESSXPN ENQORER
00 REOMTER[D ARCgTECT MMLW BE
SOUGHT ON MATTERS RELATo10 TO OEAROO
DESON. ANCHORAGE, SRACRO. INSTALLATION
AND USE OF COMFOIQNTSA00 OF ORANDO
PAL A NOT RESPON34U FOR THERE
MATTERS. A PERMT. FROM THE SISOOIo
DEPARTMENT 13 REDRRED TO SMALL THESE
COMPONENTS. OO NOT WSTAl APSE
COMPONENTS WITR ONE IS OWAI ED.
CONTRACTOR MAi ADHERE TO ALL 1URIDD
CODE REOWEMENTS REGAM00 THE
INSTALLATION AND USE OF TRUSSES.
MWO MO • DD NOT DDT OR ALTER
ORUSEWDTRUSS TRUSSESANYANDREPORTADEDTRUSSES10
FABIW'JUTOR. PROPER OSTIWATOMAW SIG
S NOT RESPON30U FOR 11E LLAB617fS THAT
MAT RESULT FROM PEID STORAGE. MSIISE
OR RPROPER PISTAILAIIOM OF
THESE COMPONENTS vK%L1COOAUT NOT LISTED
TO: MORES. OOOLY DW LASS OF
PROPERTY ANOON UPI. TRUSSES MAT BE DOTAUED
BY CONTRACTORS WITH SYFFCEMN EIPEI
ENQ W TRUSS DISTMIATRON AND HANOLMO.
NO
ALTERATION OF THE TRUSSES IS ALLOPED WITHOUT
FREVK=APPROVAL OF TRU33ES MASNACTORER
ANY IDIAGTIION@D ALTERATION.
REPAIR OR MOOF1GTON OF THE TRUSSES
WILL CMAE SOO OF ORtADO SIC. TO
REIAQUARH RESPONSUMM FOR THE STR{
ICTUNIAL SAFEW OF THOSE TRUSSES AND TO
NDTFY THE BYRDOD OFFIOMS. THIS
IS A TRUSS PLACEMENT DMWPDONLY. TRUSSES
SHOWN OR I= PLAN ARE A PART
OF THE DIRUCTURE. TIDS PAN DENTFIIS
TRUSS LOCATION. UWALLER MAT
REFER TO OOINOIIAL ENOWERPIO ORAWOIGS
POR PROPER SCENT RCN OF
TRtSSEB. AIET
MACMIOUWWWRETI RESPOWS1HECONTRACTOR NOTTHETRIW
FAB R IATOR.
REFER TO DIONMAL SRACOO REOARED TO GESSTALLED
SPRING ERECTION. REFER TO ARCMDTBCTWAL
ORAPANGS FOR BRACING REWIRED TO
IESST WDO AND OTHER 4PWFIC LOADOO
OONdTCO. PERSONS ERECRO TRUSSES AD
CAUTIONED TO RUN PROFESSIONAL ADVRY
REOAROOD ERECTION BRAG O WITCH
IS SIULL BE ERECTED AND FASTENED
W A STRAIGHT AND PLLII! F'OSRON.
UPL WTS. TRUSSED MAY NOT
BEAR ON AMY INTERIOR WALL OR PARTITION UNLESS
CESKU" FOR SAME. OIdQE1jP NIDER
PLIES S.OAD
K FIELD QED 1I WRDER AS SIIDWN
W THE INOWL AL TRSS DROPS, 0
MSS ePAcwo E<D.
C. %PAASS NOTED ON LAYOUT. y IIIII
T11SSMANWACTURER YFDL ONLY
fUwLv TA10ARD LLDHT CAGE TRUSS TDPLACEMENTCOOEENTDRDASHOWNOR111150AWDIGD. ALL DOENLORS.
QUANTITIES, LOAWNO AND CETARSON
THIS PLAN
AND ON DWWIDUM TRIES DEMONS MAT
BE REVIEWED AND APPLOVED BY THE PROJECT
ARCHMECT. ENGWER ANCHOR CONTRACTOR BEFORE FABRICATION. BY
ACCEPTUIO, REVIEWING OR AWNIORIONG
POR FABRICATOR THE TRUSSED
DESCRWD W TINS DRAW W0.
THE BUYER OR BUVERB REPRESENTATIVE ACCEPTS ALL
ECRDMONS OESCRSED HEREIN. TRUSS PLACEMENT
RAN AND DWWU)UA TRIAD
DESIGNS ACCEPTEDAW APPROWD. W:
DATE: CUSTOMER RSDRS B
Am"" MODEL
DADA
DATE
W.Z/JS LOT
K= JOBADDR. Staff -- ARCHITECT RRdh B
ILMPodRHs TO
911111111111111h— BCG
OF ORLANDO N INC.
001 EAU
28tD
Place, SDnfad, FL 32773
D.daO.,. NOTN01Dawn FAR Mvab /IGT 7meoW
0.
BCG OF ORLANDO
901 EAST 26 PLACE
SANFORD
FL 32773
Project: Shaw Addition
Model:
Block No:
Lot No:
Contact Site Office
Name:
Phone:
Fax:
To: Truss List
Rabits & Associates
204 N. Elm Ave Order No. 3625
Page: 1 of 1
Sanford FL 32771 Date: 3/IM5
Bid No. 1948-1
Deliver To:
Account No: rebit
510 E. 14th St.
Designer. Travis Deane
Salesman: Dave Fortunato
FL
Quote No:
Tentative Delivery Date:
Material Summary Includes the following
General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Wind: ASCE 7-98 per FBC2001;
120 mph; Total Roof Gravity Load = 3Z PSF. Floor Gravity Load = --- PSF. Exposure _a, Enclosed. Computer Program Used: MiTek
2020.
Pages or sheets covered by this seal from: 0001 thru 0046 Total: 46 drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss
Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules.
This signed and sealed Index sheet Indicates acceptance of my, professional engineering responsibility solely for the truss design drawings Isted below. The
suitability and use of each truss component for any particular building is the responsibility of the building designer, per ANSI/TPI 1-1995 Section 2.
SALVADOR A JURADO P.E. STATE OF FLORIDA REG. NO 19939 - 6401 NW 74 AVE. MIAMI. FL 33166
Date Truax Date Trues
0001 03-01.2005 A01 0002 03-01-2005 A02
0005 03-01.20M A04 0006 03-01-20M A04A
0009 03-01.2005 A06 0010 03-01-2005 ADBA
OO1S 03-01-2005 A08A W14 03-01-2005 A09
0017 03-01.2005 BO2A 0018 03-01-2005 B02B
0021 03-01.2005 CJ2H 0022 O3-01.2005 CJ3A
0025 03-01.2005 EJ2 0026 03.01-2005 EJ2H
W29 03-01-2005 HG01 0030 03.01-2005 Ji
W33 03.01-2005 MH W34 03-01-2005 JS
W37 03-01.2005 VT04 0038 03-01-2005 VT08
0041 03-01.2005 VT20 0042 03.01-2005 VT24
0045 O3-01.2005 VT30 0040 O"1-2005 VT32
Date Truss Date Truss
0003 03-01.2005 A02A 0004 03-01-2005 A03
0007 03-01.20DS A05 0008 03-01-2005 A05A
0011 03-01.2005 A07 0012 03-01-2005 A08
0015 03-01.2005 501 0010 03-01-2005 602
0019 03-01-2005 CO1 0020 03-01-2005 CO2
D023 03-01.2005 CJSH 002A 03-01-2005 CJ7
D027 03-01-2005 EAH 0028 03-01-2005 EJ7
0031 03-01.2005 AH 0032 03-01-2005 A
D035 03-01.2005 MG1 0036 03.01.2005 MG2
D039 03-01.2005 VT12 0040 03-01-2005 VT16
0043 03-01-2005 VT25 0044 03-01-2005 Vr28
11
10
SALVADOR A JURADO P.E. STATE OF FLORIDA REG. NO 19939 - 6401 NW. 74 AVE. MIAMI FL 33166
4
1948-1 A01 (GIRDER TR I1 1
0001
BCG OF ORLANDO, SANFORD, FL 32773 Job Reference optional)
5.260 s Jan 16 2004 MiTek Industries, Inc. Tue Mar 01 16:50:47 2005 Page 1
1- 7-4-9 14-1-4 20-10-0 27-6-12 34-3-7 a1-s-o 3 a1-4-0 7-4-9 6-8-12 6-8-12 6-8-12 6-8-12 7-4-9 1-4-0
Sd v 5'ert . f 17.3
S00 ri1
TRUSS DESIGNED FOR WIND LOADS IN THE
PLANE OF THE TRUSS ONLY. FOR CHORDS P
w STUDS EXPLOSED TO WIND(PERPENDICULAi6 `
TO FACE), BRACING SHALL BE DESIGNED BY
s
e
PROJECT ARCHITECT OR ENGINEER.
AE = iP q ,.
7-4-9 14-1-4 20-10-0II
o
d
S 16
lm = A. = 54 MB=
I 27-6-12 34-3-7 41-8-07-4-9 6-8-12 6-8.12
Plate Offsets (X,Y):
I
6-8.12 6-8-12 7-4-9
io:aa 2,a1-8], [13:a3 O,Edge], (15:a3 O,Edge], 31:a1-12,a1-0], [38:aaa0,a0], [39:aa0,aa0], 17:aa0,aao], 40:aa 0-O,aO], (41:aa0,aao], [42:ao-0,aa0], [42:aa0,aa0], 44:0-0-0,0-0-0], [45:a0-0,0-0-0], [46:0-0-0,0-0-0], 51:
0-1-12 a1-Oj a3:
aa0,aa0] 47:
0.-a0,0-ao], [48:0-0-0,0-0-0], [49:0-0-0,0-0-0], [50:a0-0,0-0-0], [51:a0-0,aa0) 52'0-0-0 0-0 0]_[53:a0-0,0-0-01 154:0-0-0 a0-0]_[55:0-a0,aa01 LOADING (
psf) SPACING 2-0-0 CSI TCLL
20.0 Plates Increase 1.25 TC 0.93 DEFL
in (loc) I/defl Ud PLATES GRIP TCDL
7.0 Lumber Increase 1.25 BC 0.96 BCLL
Vert(
LL) -0.33 14-16 >999 360 M1120 249/190 Vert(TL) -0.63 14-16 >785 240 0.0 Rep Stress Incr NO WB 0.84 BCDL
10.0 Code FBC2001/ANSI95 (Matrix) Horz(
TL) 0.21 10 n/a n/a Wind(
LL) 0.51 14-16 >980 240 Weight: 316 lb LUMBER
TOP
CHORD 2 X 4 SYP No.2ND 'Except" BRACING T1
2 X 4 SYP No.2, T1 2 X 4 SYP No.2 BOT
CHORD 2 X 4 SYP No.1 D 'Except* TOP
CHORD Sheathed. BOT
CHORD Rigid ceiling directly applied or 4-0-2 oc bracing. B2
2 X 4 SYP No.2, B3 2 X 4 SYP No.2 WEBS
1 Row at midpt 5-16. 6-16, 7-16 WEBS
2 X 4 SYP No.3 OTHERS
2 X 4 SYP No.3 REACTIONS (
lb/size) 2=2128/0-3-8, 10=2128/0-3-8 Max
Uplift2=- 1 479(load case 2), 1 0=- 1 479(load case 2) FORCES (
lb) - Maximum Compression/Maximum Tension TOP
CHORD 1-2=0/27, 2-3=-4469/2893, 3-4=-3591/2441, 4-5=-34532443, 5-6=-2743/1989, 6-7=-2743/1989, 7-8=-34532443, 8-9=-35902441, 9-10=-44692893, 10-11=027 BOTCHORD2-12=-2492/4042, 12-13=-2490/4032, 13-14=-2490/4032, 14-15=-1878/3248, 15-16=-1878/3248, 16-17=-1878/3248, 17-18=-2490/4032, 18-19=-2490/4032, 10-19=-2492/4042 WEBS3-12=-49/351, 3-14=-872/678, 5-14=-310/663, 5 16=-1056/808, 6-16=-1098/1681, 7-16=-1056/808, 7-17=-310/663, 9-17=-872/678, 9-19=-49/351 NOTES
1)
Unbalanced roof live loads have been considered for this design. 2)
Wind: ASCE 7-98; 120mph (3-second gust); h=17ft; TCDL=4.Opsf; BCDL=3.Opsf; Category II; Exp B; enclosed; C-C Exterior(2); Lumber DOL=1.33 plate grip DOL=1.00. 3)
Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek StandardGableEndDetail" 4)
All plates are 2x4 M1120 unless otherwise indicated. 5)
Gable studs spaced at 2-0-0 oc. 6)
Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1479 lb uplift at joint 2 and 1479lbupliftatjoint10. 7)
This truss design conforms with Florida Building Code 2001, based on parameters indicated. 8)
In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD
CASE(S) Standard 1)
Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform
Loads (plf) Vert:
1-6=-54, 6-11=-54, 2-10=-45(F=-25) 1948-
1 Eng.max
1948-1 I A02 I SCISSORS 5 1 0002
LABCGOFORNDO SANFORO FL 32773 Job Reference (optional)
5.200 s Jan 16 2004 MiTek Industries, Inc. Tue Mar 01 16:50:48 20 55 Page 1
1-4- 5-8-6 10-8-14 15-9-7 20-10-0 25-10-9 30-11-2 35-11-10 41-8-0 3 01-4-0 5-8-6 5-0-9 5-0-9 5-0-9 5-0-9 s-0 9 5 0 9 5-8-6 1-4-0
S.w- 1.706
S.6 =
S. F%
5-8-6 10-8-14 15-9-7 20-10-0 25-10-9 30.11-2 35-11-10 41-8-05-8-6 5-0-9 5-0-9 5-0-9 s-o-s s-o-s s-o-s 5.8_6
LOADING (psf) SPACING 2-0-0
TCLL 20.0 Plates Increase 1.25
CSI
TC 0.52
DEFL in loc) Vdefl Ud PLATES GRIP
TCDL 7.0 Lumber Increase 1.25
BCLL BC 0.82
Vert(LL) -0.56 18 >875 360 M1120 249/190Vert(TL) -1.05 17-18 >469 2400.0 Rep Stress Incr YES
BCDL 10.0 Code FBC2001/ANSI95
WB 0.75
Matrix)
Horz(TL) 0.64
Wind(LL)
12 n/a n/a
0.57 18 >870 240 Weight: 212lb
LUMBER
TOP CHORD 2 X 4 SYP No.1D BRACING
BOT CHORD 2 X 4 SYP No.1D TOP CHORD Sheathed or 2-7-4 oc purlins.
WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 5-1-13 oc bracing.
WEDGE
Left: 2 X 4 SYP No.3, Right: 2 X 4 SYP No.3
REACTIONS (lb/size) 2=1607/0-8-0.12=1607/0-8-0
Max Uplift2=-743(load case 2). 12=-743(load case 2)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=024, 2-3=-5312/1922, 3-4=-4941/1834, 4-5=-4254/1573, 5-6=-4197/1581, 6-7=-3485/1294, 7-8=-3485/1294, 8-9=-4197/1581, 9-10=-4254/1573, 10-11=-4941/1834, 11-12=-5312/1922, 12-13=024BOTCHORD2-14=-1663/4857, 14-15=-1671/4846, 15-16=1667/4859, 16-17=-1519/4606, 17-18=-1189/3955, 18-19=-1189/3955, 19-20=-1519/4606, 20-21 =- 1667/4858. 21-22=-1671/4846. 12-22=-1663/4857WEBS3-14=0/88, 3-16=-329/148, 4-16=-24214, 4-17=-695/343, 6-17=-136/439, 6-18=-841/406, 7-18=-8072353, 8-18=-841/406, 8-19=-136/439, 10-19=-695/343, 10-20=-24214, 11-20=-329/148, 11-22=0/88
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-98; 120mph (3-second gust); h=17ft; TCDL=4.Opsf; BCDL=3.Opsf; Category II; Exp B; enclosed; C-CInterior(1); Lumber DOL=1.33 plate grip DOL=1.00.
3) Bearing at joint(s) 2, 12 considers parallel to grain value using ANSI/fPI 1-1995 angle to grain formula. Building designershouldverifycapacityofbearingsurface.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 743 lb uplift at joint 2 and 743lbupliftatjoint12.
5) This truss design conforms with Florida Building Code 2001, based on parameters indicated.
LOAD CASE(S) Standard
1948-1 Eng.max
Job Truss Truss Type ay ply
1948-1 A02A SCISSOR TR 0003
1 1
Job Reference (optional) BCG OF ORLANDO. SANFORD, FL 32773 5.200 s Jan 16 2004 MiTek Industries. Inc. Tue Mar 01 18:50:49 2005 Page 1
11-4-9 5-9-7 1 10-8-15 15-9-8 20-10-0 25-10-8
F 30-11 1 35-11 9 41 8-0 g3 0.p11-4-0 5-8-7 5-0-8 5-0-8 5-0-8 5-0-8 5-0-8 5-0-8 5-8-7 1-4-0
Sews-1./06
5.5 =
sm t)
44 .
0 0
s vn m s
to
vw
e
5.6 s ""
SA
e5.e =
t) t9
5>e
t"54 Y. )xr
ID )
t t)
Y• = 54 MOB t) '
no 6
Ye 11
a. II
ao a
ae U
5-8-7
I 10 8 is 15 9 8 } 20-10 o 25-10-8 30-11-1 35-11-9 41-8-0
5-8-7 5-0-8 5-0-8 5-0-8 5-0-8 5-0-8 5-0-8 5-8-7
Plate Offsets(X,Y):[2:0-1-8,1-5-14],[2:0-3-7,0-0-14],[I(l 3 0,0 3 0],[8:02:D 1-8,1-5 14J,[15:0 3 O,Edge], 19:0-0-0,0-0-0]_[20:0-0-0,0-0-0],[21:0-3-O,] Edge
CSI
TC 0.65
DEFL in (loc) Vdefl Ud PLATES GRIP
LOADING (psf) SPACING 2-0-0
TCLL 20.0 Plates Increase 1.25
TCDL 7.0 Lumber Increase 1.25 BC 0.82
Vert(LL) -0,56 18 >874 360
Vert(TL) -1.05 17-18 >468 240
M1120 249/190
BCLL 0.0 Rep Stress Incr YES WB 0.76 Horz(TL) 0.64 12 n/a n/aBCDL10.0 Code FBC2001/ANSI95 Matrix) Wind(LL) 0.93 18 >528 240 Weight: 212lb
LUMBER
BRACING
TOP CHORD 2 X 4 SYP NoAD TOP CHORD Sheathed or 2-7-13 oc purlins. BOT CHORD 2 X 4 SYP No.1 D BOT CHORD Rigid ceiling directly applied or 3-6-11 oc bracing. WEBS 2 X 4 SYP No.3
WEDGE
Left: 2 X 4 SYP No.3, Right: 2 X 4 SYP No.3
REACTIONS (lb/size) 2=1607/0-8-0, 12=1607/0-8-0
Max Uplift2=- 1 283(load case 2), 12=- 1 283(load case 2)
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=024, 2-3=-5317/3804, 3-4=-4943/3578, 4-5=-4256/3073, 5-6=-4198/3080, 6-7=-34862522,
7-8=-34862522, 8-9=-4198/3080, 9- 1 0=-4256/3073, 10-11=-4943/3578, 11-12=-531IM804, 12-13=024BOTCHORD2-14=-3371/4862, 14-15=-3379/4852, 15-16=-3375/4864, 16-17=-3063/4608, 17-18=-2446/3956,
18-19=-2446/3956, 19-20=-3063/4608, 20-21=-3375/4864, 21-22=-3379/4852, 12-22=-3371/4862WEBS3-14=0/88, 3-16=-332/309, 4-16=-78215, 4-17=-696/639, 6-17=-281/440, 6-18=-842/755,
7-18=-16142354, 8-18=-842/755, 8-19=-281/440, 1D-19=-696/639, 10-20=-78215, 11-20=-332/309, 11-22=0/88
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-98; 120mph (3-second gust); h=17ft; TCDL=4.Opsf; BCDL=3.Opsf; Category 11; Exp B; enclosed; C-CExterior(2); Lumber DOL=1.33 plate grip DOL=1.00.
3) Bearing at joint(s) 2, 12 considers parallel to grain value using ANSI/iPI 1-1995 angle to grain formula. Building designershouldverifycapacityofbearingsurface.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1283 lb uplift at joint 2 and1283lbupliftatjoint12.
5) This truss design conforms with Florida Building Code 2001, based on parameters indicated.
LOAD CASE(S) Standard
1948-1 Eng.max
Job Truss Truss Type Qty Ply
1948-1 A03 SCISSORS 1 1
0004
Job Reference o tionalBCGOFORLANDO, SANFORD, FL 32773 5.200 s Jan 16 2004 MiTek Industries, Inc. Tue Mar 01 16:50:49 2005 Page 1
11-4-9 5-8-6 1 10-8-14 15-9-7
1 20-10-0
1 25-10-9 1 30-11 2
1 35-11 10
I 41 8.0
1-4-0 5-8-6 5-0-9 5-0-9 5-0-9 5-0-9 5-0-9 5.0-9 5-8-6 1-4-0
Sere • 1)O6
5.0
sw
Trt 9
e e
T.e
s \ m s
T.4 i
h4
w ,
o
5.6 4
5.9 =
w
16
1ie ).
4 C
d 5.6
IS )
a4
TTS ,Te'.e I—
1) — h4 II 1' hlo i
n4 II t.4 II a4 II
d
h,0
h10 =
1 5-8-6 --
4 10-6-14 15-9-7 20-10-0 25-10-9 30-11-2 35-11-10 41-8 0
5-8-6 5-0-9 5-0-9 5-0-9 5-0-9 5-0-9 5-0-9 5-8-6
Plate Offsets 2:0-3-0,0-1-8 ,13:0-3-0,0-3.0[,(11:0-3-0 0-3-0[_112:0 3-0,0-1-81_[15:0-3-O,Edae[
LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl L/d PLATES GRIPTCLL20.0 Plates Increase 1.25 TC 0.52 Vert(LL) -0.56 18 >875 360 M1120 249/190TCDL7.0 Lumber Increase 1.25 BC 0.82 Vert(TL) -1.05 17-18 >469 240BCLL0.0 Rep Stress Incr YES WB 0.75 Horz(TL) 0.64 12 n/a rt/aBCDL10.0 Code FBC2001/ANS195 (Matrix) Wind(LL) 0.57 18 >870 240 Weight: 234 lb
LUMBER
BRACING
TOP CHORD 2 X 4 SYP NoAD TOP CHORD Sheathed or 2-7-4 oc purtins. BOT CHORD 2 X 4 SYP No.1 D 'Except' BOT CHORD Rigid ceiling directly applied or 5-1-13 oc bracing. Except: F1 2 X 4 SYP No.3
2 Rows at 1/3 pts 12-20WEBS2X4SYPNo.3
WEDGE
Left: 2 X 4 SYP No.3, Right: 2 X 4 SYP No.3
REACTIONS (lb/size) 2=1607/0-8-0.12=1607/0-8-0
Max Uplift2=-743(load case 2), 12=-743(load case 2)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=024, 2-3=-5312/1922, 3-4=-4941/1834, 4-5=-4254/1573, 5-6=-4197/1581, 6-7=-3485/1294,
7-8=-3485/1294, 8-9=-4197/1581, 9- 1 0=-4254/1573, 10-11=-4941/1834, 11-12=-5312/1922, 12-13=024BOTCHORD2-14=-1663/4857, 14-15=-1671/4846, 15-16=-1667/4859, 16-17=-1519/4606, 17-18=-1189/3955,
18-19=-1189/3955, 19-20=-1519/4606, 20.21=-1667/4858. 21-22=-1671/4846. 12-22=-1663/4857WEBS3-14=0/88, 3-16=-329/148, 4-16=-24214, 4-17=-695/343. 6-17=-136/439, 6-18=-841/406,
7-18=-8072353, 8-18=-841/406, 8-19=-136/439, 10-19=-695/343, 10-20=-24214, 11-20=-329/148, 11-22=0/88
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-98; 120mph (3-second gust); h=17ft; TCDL=4.Opsf; BCDL=3.Opsf; Category 11; Exp B; enclosed; C-CInterior(1); Lumber DOL=1.33 plate grip DOL=1.00.
3) Bearing atjoint(s) 2, 12 considers parallel to grain value using ANSI/fP1 1-1995 angle to grain formula. Building designershouldveritycapacityofbearingsurface.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 743 lb uplift at joint 2 and 743lbupliftatjoint12.
5) This truss design conforms with Florida Building Code 2001, based on parameters indicated.
LOAD CASE(S) Standard
1948-1 Eng.max
Job Truss Truss Type Oty Ply
1948-1 A04 0005SPECIALTR21
Job Reference (optional) BCG OF ORLANDO. SANFORD, FL 32773 5.200 s Jan 16 2004 MiTek Industries, Inc. Tue Mar 01 16:50:50 2005 Page 1
11-4-9 7-4-9 14-1-4 20-10-0 25-3-0 29 6 0 35 a 2 41 8-0 43 apI1-4-0 7-4-9 6-8 12 6.8-12 4-5-0 4-5-0 5-8-2 6-3.14 1-4-0
Sc.k -1_i0 6
e.e =
sm jr3
i
wx na
s s
s,a 4
x-6 i
a
u
vn vw
s.e =
we
x Ytx
x xsL a
aa c Is m O e q 20 7] A xe x-e =
a. II us = a. = ne = x.e = N. II
7-4-9 14-1-4 20-10-0 25-3-0 29-8-0 35 4 2 41-6 0
7-4-9 6-8-12 6.8-12 4-5-0 4-5-0 5.8.2 6-3-14
Plate Offsets X,Y : 4:0-2-14,0-1-8 , 21:0-2-12,0-2-4
LOADING (psf)
TCLL 20.0
SPACING 2-0-0
Plates Increase 1.25
CSI
TC 0.47
DEFL in (loc) Vdefl L/d PLATES GRIP
TCDL 7.0 Lumber Increase 1.25 BC 0.48
Vert(LL) -0.07 2-15 >999 360
Vert(TL) -0.17 2-15 >999 240
M1120 249/190
BCLL 0.0 Rep Stress Incr YES WB 0.62 Horz(TL) 0.04 20 n/a rVaBCDL10.0 Code FBC2001/ANS195 Matrix) Wind(LL) 0.07 15 >999 240 Weight: 243 lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 4-4-6 oc purlins. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 4-4-9 oc bracing. WEBS 2 X 4 SYP No.3 WEBS 1 Row at midpt 6-19. 7-21
REACTIONS (lb/size) 2=894/0-8-0, 20=1808/0-7-0, 13=521/0-8-0
Max Uplift2=489(load case 2), 20=-640(load case 2), 13=-354(load case 2)
Max Grav2=916(load case 3), 20=1808(load case 1), 13=560(load case 4)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=027, 2-3=-1557/604, 3-4=-908/419, 4-5=-898/438, 5-6=-768/440, 6-7=-262257, 7-8=-114/796,
8-9=-186/785, 9-10=-194/691, 10-11=-254/144, 11-12=-313/119, 12-13=-733285, 13-14=027BOTCHORD2-15=-424/1360, 15-16=-424/1360, 16-17=-424/1360, 17-18=-152l773, 18-19=-152/773, 19-20=-13/3,
20-21=-1777/649, 8-21=-262/177, 21-22=-121256, 22-24=0/54, 10-22=-67/339, 23-24=0/0, 24-25=-3/1713-25=-141/613
WEBS 3-15=0/160, 3-17=-650/300, 6-17=-85/405, 6-19=-798/388, 7-19=-314/551, 19-21=0224,
7-21=-1360/573, 10-21=-815/381, 22-25=-149/644, 12-22=-452259, 12-25=-111/97
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-98; 120mph (3-second gust); h=17ft; TCDL=4.Opsf; BCDL=3.Opsf; Category II; Exp B; enclosed; C-CInterior(1); Lumber DOL=1.33 plate grip DOL=1.00.
3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 489 lb uplift at joint 2, 640 lbupliftatjoint20and354lbupliftatjoint13.
4) This truss design conforms with Florida Building Code 2001, based on parameters indicated.
LOAD CASE(S) Standard
1948-1 Eng.max
Job Truss Truss Type Qty Ply
1948-1 A04A SPECIAL TR 0006
3 1
BCG OF ORLANDO, SANFORD, FL 32773 5.200
Job Reference optional)
s Jan 16 2004 MiTek Industries, Inc. Tue Mar 01 16:50:51 2005 Page 1
11-4-9 7-4-9 14-1-4
1 20-10-0 25-3-0 29-8-0 35 4 2 41 8 0
1-4 0 7-4-9 6-8-12 6-8-12 4-5-0 4-5-0 5-8-2 6-3-14
s00 r
7a• s 2a4 II
m °
m
3
sm
h• L 10
yv2 h•
n
vm
vn vw
6m =
2 Sal}
ry 2
d 223E
I dh3- 1) I• Is 16 12 16 2122 2] z.• II h6 = h1 = hs = )m = h• II N. 11 a• _
7-4-9 14-1-4 20-10-0 25-3-0 29 8 0 354-2 41-8-0
74-9 6-8-12 6-8-12 4-5-0 4-5-0 5-8-2 6-3-14
Plate Offsets MY): 4:0-2-14,0 1-8 , 19:0-2-12,0-2-4
LOADING (psf)
TCLL 20.0
SPACING 2-0-0
Plates Increase 1.25
CSI
TC 0.47
DEFL in (loc) Vdefl Ud PLATES GRIP
TCDL 7.0 Lumber Increase 1.25 SC 0.48
Vert(LL) -0.07 2-13 >999 360
Vert(TL) -0.17 2-13 >999 240
M1120 249/190
BCLL 0.0 Rep Stress Incr YES WB 0.62 Horz(TL) 0.04 18 n/a rUaBCDL10.0 Code FBC2001/ANS195 Matrix) Wind(LL) 0.07 13 >999 240 Weight: 241 lb
LUMBER
BRACING
TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 4-4-6 oc purlins. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 4-4-7 oc bracing. WEBS 2 X 4 SYP No.3 WEBS 1 Row at midpt 6-17. 7-19
REACTIONS (lb/size) 2=893/0-8-0, 18=1815/0-7-0, 12=425/0-8-0
Max Horz2=50(load case 2)
Max Uplift2=478(load case 2), 18=-677(load case 2), 12=-181(load case 2)
Max Grav2=916(load case 3), 18=1815(load case 1), 12=464(load case 4)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=027, 2-3=-1556/576, 3-4=-907/391, 4-5=-898/410, 5-6=-768/412, 6-7=-262229, 7-8=-148/803,
8-9=-2291792,9-10=-241/144,10-11=-314/118,11-12=-753288BOTCHORD2-13=449/1359, 13-14=-449/1359, 14-15=-449/1359, 15-16=-177l772, 16-17=-177l772, 17-18=-14/3,
18-19=-1785/685, 8-19=-263/178, 19-20=-121257, 20-22=0/53, 9-20=-85/348, 21-22=0/0, 22-23=-0/15, 12-23=-200/635
WEBS 3-13=0/160, 3-15=-650/300, 6-15=-85/405, 6-17=-798/389, 7-17=-298/553, 17-19=0223,
7-19=-1367/582, 9-19=-823/398, 20-23=-215/670, 11-20=-474285, 11-23=-110/102
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-98; 120mph (3-second gust); h=17ft; TCDL=4.Opsf; BCDL=3.Opsf; Category 11; Exp B; enclosed; C-CInterior(1); Lumber DOL=1.33 plate grip DOL=1.00.
3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 478 lb uplift at joint 2, 677 lbupliftatjoint18and181lbupliftatjoint12.
4) This truss design conforms with Florida Building Code 2001, based on parameters indicated.
LOAD CASE(S) Standard
1948-1 Eng.max
Job Truss Truss Type Oty Ply
1948-1 A05 SPECIAL TR 3 1
0007
Job Reference optional) BCG OF ORLANDO, SANFORD, FL 32773 5.200 s Jan 16 2004 MiTek Industries, Inc. Tue Mar 01 16:50:51 2005 Page 1
1-5-10
1-4- 5-8-0 15-9-0 20-10-0 25-3-0 29-6-0 35-4-2 41-8-0 3-0
1-4-0 4-2-6 10-1-0 5-1-0
sm = 4-5-0 4-3-0 5-10-2 6-3-14 1-4-0 ''
7oc
1-5-10 sm (r
e
7.. u
ae
vq ne
e 1e e•67.4 11
1•e O i
a4 i 7 a1
e
1] W11
YA
e
15 e
e m
77sr,T ae II v= ne= ve= 7,. II m II ao 10-
9-0 15-9-0 20.10-0 25-3-0 I
29-6-0 I
35-4-2 41-6 0 I10-9-0 5-0-0 5-1-0 4-5-0 4-3-0 5-10-2 6-3-14 Plate
Offsets X,Y : 2:0-0-0,0-0-1 _ 17:0 LOADING (
psi) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL20.0 Plates Increase 1.25 TC 0.30 Vert(LL) -0.04 14-26 >999 360 M1120 249/190 TCDL7.0 Lumber Increase 1.25 BC 0.75 Vert(TL) 0.12 2-16 >999 240 BCLL0.0 Rep Stress Incr YES WB 0.60 Horz(TL) -0.01 18 n/a n/a BCDL10.0 Code FBC2001/ANSI95 (Matrix) Wind(LL) 0.14 2-16 >929 240 Weight: 261 lb LUMBER
BRACING TOP
CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 6-0-0 oc pudins. BOTCHORD2X4SYPNo.2ND 'Except" BOT CHORD Rigid ceiling directly applied or 5-1-12 oc bracing. B22X4SYPNo.3, B5 2 X 4 SYP No.3, B7 2 X 4 SYP No.3 WEBS 1 Row at midpt 7-21 WEBS2X4SYPNo.3 REACTIONS (
lb/size) 2=387/0-8-0, 22=1292/0-7-0, 14= 58 1 /Mechanical, 18=960/0-7-0 Max
Horz2=185(load case 2) Max
Uplift2=-653(load case 2), 22=-373(load case 2), 14=-350(load case 2), 18=-1 1 15(load case 2) Max
Grav2=393(load case 3), 22=1292(load case 1), 14=582(load case 4), 18=991(load case 3) FORCES (
lb) - Maximum Compression/Maximum Tension TOP
CHORD 1-2=0/24, 2-3=-551/856, 3-4=-592/316, 4-5=-578/414, 5-6=-529/331, 6-7=-515/421, 7-8=-124/154, 8-
9=-45/501, 9- 1 0=- 124/496, 10-11=-132/406, 11-12=-358/178, 12-13=-419/163, 13-14=-835/345, 14-15=026 BOT
CHORD 2-16=-835/468, 16-17=-735/466, 17-18=-945/1133, 5-17=-270206, 18-19=-5/86, 19-20=-2261, 20-
21=-2261, 21-22=-7/4, 22-23=-1255/384, 9-23=-259/188, 23-24=0/350, 24-25=0/47, 11-24=-81/346, 25-
26=-220, 14-26=-19W712 WEBS
3-17=-760/1419, 17-19=-1/188, 7-17=-607l711, 7-19=-43/106, 7-21=-104/0, 8-21=-115/169, 21-
23=-39293, 8-23=-731297, 11-23=-802/384, 24-26=-213l746, 13-24=-385259, 13-26=-138/116, 3-16=-521/115 NOTES
1)
Unbalanced roof live loads have been considered for this design. 2)
Wind: ASCE 7-98; 120mph (3-second gust); h=17ft; TCDL=4.Opsf; BCDL=3.Opsf; Category II; Exp B; enclosed; C-C Interior(1); porch left exposed; Lumber DOL=1.33 plate grip DOL=1.00. 3)
Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer shouldverifycapacityofbearingsurface. 4)
Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 653 lb uplift at joint 2, 373 lb upliftatjoint22, 350 lb uplift at joint 14 and 1115 lb uplift at joint 18. 5)
This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD
CASE(S) Standard 1948-
1 Eng.max
Job Truss Truss Type Oty Ply
1948-1 A05A SPECIAL TR 1 1
0008
BCG OF ORLANDO, SANFORD, FL 32773 5.200
Job Reference (optional)
s Jan 16 2004 MiTek Industries, Inc. Tue Mar 01 18:50:52 2005 Page 1
1-5-10
1-4- 5-8-0 15-9-0 20-10-0 25-3-0 29-6-0 35-4-2 41-8-0
1-&0' 4-2-8 ID-1-0 5_1_0 .r-1.6ps
sm = 4-5-0 4-3-0 5-10-2 6-3-14
ITUT1-5 10 6pU
p
pS /•
h611
w!
6
6p ha II
he
6 m to
ws
a4
m
AI
w 1
yq
12
vul
6.p =
Np
pp_ p
6.12 .
h I]
C ]
ap S
h, II
16 I! 0q
Id
6 9 A ] nr' ans h4
It W II aa= 10-
9 0 15 9 0 20 10 0 25 3 o t
zs s o I 35-4-2 I
41-8-0 10-
9-0 5-0-0 5-1-0 4-5-0 4-3-0 5-10-2 6-3-14 Plate
Offsets X,Y :[2:0-0-0,0-0-11,[15:0-2-4,0-2-81,[21:0-2-12,0.2-41 LOADING (
psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL20.0 Plates Increase 1.25 TIC 0.30 Vert(LL) -0.05 13-24 >999 360 M1120 249/190 TCDL7.0 Lumber Increase 1.25 BC 0.75 Vert(TL) 0.13 2-14 >999 240 BCLL0.0 Rep Stress Incr YES WB 0.61 Horz(TL) -0.01 16 n/a n/a BCDL10.0 Code FBC2001/ANSI95 (Matrix) Wind(LL) 0.14 2-14 >926 240 Weight: 259 lb LUMBER
BRACING
TOP
CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 6-0-0 oc purtins. BOTCHORD2X4SYPNo.2ND "Except* BOT CHORD Rigid ceiling directly applied or 5-1-10 oc bracing. B22X4SYPNo.3, 85 2 X 4 SYP No.3, B7 2 X 4 SYP No.3 WEBS 1 Row at midpt 7-19 WEBS2X4SYPNo.3 REACTIONS (
lb/size) 2=386/0-8-0. 20=1298/0-7-0, 13=498/Mechanical, 16=958/0-7-0 Max
Horz2=236(load case 2) Max
Uplift2=-638(load case 2), 20=-404(load case 2), 13=-200(load case 2), 16=-1122(load case 2) Max
Grav2=393(load case 3), 20=1298(load case 1), 13=500(load case 4), 16=990(load case 3) FORCES (
lb) - Maximum Compression/Maximum Tension TOP
CHORD 1-2=024, 2-3=-551/833, 3-4=-616/317, 4-5=-602/415, 5-6=-553/331, 6-7=-539/422, 7-8=-124/125, 8-9=-78/507, 9-10=-164/502, 10-11=-347/158, 11-12=-419/143, 12-13=-851/338 BOTCHORD2-14=-866/468, 14-15=-765/466, 15-16=-945/1140, 5-15=-270206, 16-17=-5/85, 17-18=-4240, 18-
19=-4240, 19-20=-7/4, 20-21=-1261/415, 9-21=-260/189, 21-22=0/350, 22-23=0/46, 10-22=-94/353, 23-24=0/19,13-24=-247/728 WEBS
3-15=-760/1420, 15-17=-3/166, 7-15=-606/702, 7-17=-35/106, 7-19=-105/0, 8-19=-96/171, 19-
21=-41265, 8-21=-737/302, 10-21=-808/396, 22-24=-267/765, 12-22=-402277, 12-24=-137/121, 3-14=-521/115 NOTES
1)
Unbalanced roof live loads have been considered for this design. 2)
Wind: ASCE 7-98; 120mph (3-second gust); h=17ft; TCDL=4.Opsf; BCDL=3.Opsf; Category 11; Exp B; enclosed; C-C Interior(1); porch left exposed; Lumber DOL=1.33 plate grip DOL=1.00. 3)
Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer shouldverifycapacityofbearingsurface. 4)
Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 638 lb uplift at joint 2, 404 lb upliftatjoint20, 200 lb uplift at joint 13 and 1122 lb uplift at joint 16. 5)
This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD
CASE(S) Standard 1948-
1 Eng.max
Job Truss Truss Type oty Ply
00091948-1 A06 SPECIAL TR 3 1
Job Reference (optional) BCG
OF ORLANDO, SWORD, FL 32773 5.200 s Jan 16 2004 MiTek Industries, Inc. Tue Mar 01 16:50:53 2005 Page 1 11-
4-0 5-8-0 10-901 15-9-0 20-10-0 I
25-3-0 30-6-11 35-9-6 41 8-0 43-0-0 1-4-0 5-8-0 5-1-0 5-0-0 5-1-0 4-5-0 5.3-11 5-2-11 5-10-10 ssw •
1:I0 6 s.
e = sm
r3 e
Le
7•.
II I.
e i 9 I
YVI
1,6 6
10 h4
II y4 h6
i s a4
4 \ t1 I
a4
a IMO
11 6.
e N0
e=
e I
14
n
16
aeaa.e 15}: at
II e IiO
to
w m s n as
a In(1I h4 11 v. c I,e c Le = h. II 10-
9-0 15-9-0 20-10-0 25-3-0 33-2-0 41-8-0 10-
9-0 5-0-0 5-1-0 4-5-0 7-11-0 8-6-0 Plate
Offsets X,Y : 2:aa0,0-0-1 , 140 0 0,0 0 1. 17:0 2-4,0-2-8 ,[23:0-2-12,0-2-4( DEFL
in (loc) Vdefl L/d PLATES GRIP LOADING (psf) SPACING 2-0-0 CSI TCLL
20.0 Plates Increase 1.25 TC 0.34 Vert(LL) -0.04 14-25 >999 360 M1120 249/190 TCDL7.0 Lumber Increase 1.25 BC 0.74 Vert(TL) -0.16 14-25 >999 240 BCLL
0.0 Rep Stress Incr YES WB 0.79 Horz(TL) 0.01 14 n/a n/a BCDL
10.0 Code FBC2001/ANSI95 Matrix) Wind(LL) 0.14 2-16 >932 240 Weight: 246lb LUMBER
BRACING TOP
CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 5-6-15 oc purlins. BOTCHORD2X4SYPNo.2ND 'Except' BOT CHORD Rigid ceiling directly applied or 4-9-14 oc bracing. B22X4SYPNo.3, B5 2 X 4 SYP No.3 WEBS 1 Row at midpt 7-21 WEBS
2 X 4 SYP No.3 REACTIONS (
lb/size) 2=381/0-8-0, 18=908/0-7-0, 22=1394/0-7-0, 14=531/0-8-0 Max
Horz2=189(load case 2) Max
Uplift2=-65 1 (load case 2), 18=-1099(load case 2), 22=-405(load case 2), 14=-351(load case 2) Max
Grav2=391(load case 3), 18=966(load case 3), 22=1394(load case 1), 14=533(load case 4) FORCES (
lb) - Maximum Compression/Maximum Tension TOP
CHORD 1-2=0/24, 2-3=-542/848, 3-4=-601/338, 4-5=-586/436, 5-6=-537/353, 6-7=-524/444, 7-8=-89/136, 8-
9=-121/724,9-10=-206/718,10-11=-215/654,11-12=-576/225,12-13=-633/215,13-14=-1040/420, 14-
15=0/24 BOT
CHORD 2-16=-831/460, 16-17=-731/458, 17-18=-921/1117, 5-17=-270/205, 18-19=-5/86, 19-20=-53/276, 20-
21=-53276, 21-22=-19/0, 22-23=-1358/415, 9-23=-275/203, 23-24=0/199, 24-25=0/173, 14-
25=-281 /930 WEBS
3-17=-762/1420, 17-19=-55204, 7-17=-587/698, 7-19=-49/125, 7-21=-139/0, 8-21=-141240, 21-
23=-113/324, 8-23=-959/374, 11-23=-825/434, 11-25=-122/552, 13-25=-384283, 3-16=-521/115 NOTES
1)
Unbalanced roof live loads have been considered for this design. 2)
Wind: ASCE 7-98; 120mph (3-second gust); h=17ft; TCDL=4.Opsf BCDL=3.Opsf; Category 11; Exp B; enclosed; C-C Interior(
1); porch left exposed; Lumber DOL=1.33 plate grip DOL=1.00. 3)
Bearing at joint(s) 2, 14 considers parallel to grain value using ANSI/fPI 1-1995 angle to grain formula. Building designer shouldverifycapacityofbearingsurface. 4)
Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 651 lb uplift at joint 2, 1099 lb upliftatjoint18, 405 lb uplift at joint 22 and 351 lb uplift at joint 14. 5)
This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD
CASE(S) Standard 1948-
1 Eng.max
Job Truss Truss Type Oty Ply
1948-1 A08A SPECIAL TR 2 1
0010
Job Reference (optional)
BCG OF ORLANDO, SWORD. FL 32773 5.200 s Jan 16 2004 MiTek Industries, Inc. Tue Mar 01 16:50:54 2005 Page 1
11-4-0 5.8-0
r
10-9-0
t 155-9-0
1 20-10-0 255-3-0 30-6-11 35.9.8 418-0
1.4-0 5-8.0 5-1-0 5-0-0 5-1-0 4-5-0 5-3-11 5.2-11 5-10-10
ur,• .ces
sn =
sw
e
e
e 5
i
m
e
ha s.e c he
i e .0 Me
m
m0 ).
4 = 11 YVI
YViI
ea
c ne
e.
e r
u h4
II M' ha Ib M Is1e
1) e e M 10-9-
0 15-9-0 20-10-0 1 25-3-0 133 z-o 41-8 0 10-9-
0 5-0.0 5-1-0 4-5-0 7-11-0 8-6-0 Plate Offsets
X,Y : 2:0-0-0,0-0-1 , 10:0-3-0.0-3-0J_ 12:0-0-0,0-0-1, 14:0-2-4,0-2-8 2u:a2-12,U-2-4 LOADING (psf)
SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.35 Vert(LL) -0.06 12-22 >999 360 M1120 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.74 Vert(TL) -0.18 12-22 >999 240 BCLL 0.
0 Rep Stress Incr YES WB 0.80 Horz(TL) 0.01 12 n/a n/a BCDL 10.
0 Code FBC2001/ANSI95 Matrix) Wind(LL) 0.14 2-13 >929 240 Weight: 244 lb LUMBER BRACING
TOP CHORD
2 X 4 SYP No.2ND TOP CHORD Sheathed or 5-4-1 oc purlins. BOT CHORD2X4SYPNo.2ND 'Except' BOT CHORD Rigid ceiling directly applied or 4-9-11 oc bracing. B2 2X4SYPNo.3, B5 2 X 4 SYP No.3 WEBS 1 Row at midpt 7-18 WEBS 2
X 4 SYP No.3 REACTIONS (lb/
size) 2=381/0-8-0, 15=905/0-7-0, 19=1405/0-7-0, 12=433/0-8-0 Max Horz2=
233(load case 2) Max Uplift2=-
637(load case 2), 15=-1101(load case 2). 19=-444(load case 2), 12=-176(load case 2) Max Grav2=
391(load case 3). 15=966(load case 3), 19=1405(load case 1). 12=435(load case 4) FORCES (lb) -
Maximum Compression/Maximum Tension TOP CHORD
1-2=024, 2-3=-542/826, 3-4=-624/340, 4-5=-610/438, 5-6=-561/355, 6-7=-547/445, 7-8=-88/141, 8-9=-
1 70f739, 9-10=-265/733, 1D-11=-646226, 11-12=-1053/443 BOT CHORD
2-13=-856/460, 13-14=-756/457, 14-15=-921/1119, 5-14=-270205, 15-16=-5/86, 16-17=-56262, 17-18=-
56262, 18-19=-18/0, 19-20=-1370/454, 9-20=-276205, 20-21=0/196, 21-22=0/169, 12-22=-
356/957 WEBS 3-
14=-763/1421, 14-16=-58/189, 7-14=-587/686, 7-16=-43/126, 7-18=-141/0, 8-18=-131245, 18-20=-
119/308. 8-20=-974/400, 10-20=-837/455, 10-22=-162/574. 11-22=-401/314, 3-13=-521/115 NOTES 1)
Unbalanced
roof live loads have been considered for this design. 2) Wind:
ASCE 7-98; 120mph (3-second gust); h=17ft; TCDL=4.Opsf; BCDL=3.Opsf; Category 11; Exp B; enclosed; C-C Interior(1);
porch left exposed; Lumber DOL=1.33 plate grip DOL=1.00. 3) Bearing
at joint(s) 2, 12 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verifycapacityofbearingsurface. 4) Provide
mechanical connection (by others) of truss to bearing plate capable of withstanding 637 lb uplift at joint 2, 1101 lb uplift atjoint15, 444 lb uplift at joint 19 and 176 lb uplift at joint 12. 5) This
truss design conforms with Florida Building Code 2001. based on parameters indicated. LOAD CASE(
S) Standard 1948-1
Eng.max
Job Truss Truss Type Oty Ply
0011
1948-1 A07 SCISSOR TR 7 1
Job Reference o tional
BCG OF ORLANDO. SANFORD, FL 32773 5.200 s Jan 16 2004 MiTek Industries, Inc. Tue Mar 01 16:50:55 2005 Page 1
11+ 6-0-0 11-4-0 + 16-8-0 20.10-0 25-0-0 30-4-0 35-&0 41-8-0
1-4-0 6-0-0 5-4-0 5-4-0 4-2-0 4-2-0 5-4-0 5-4-0 6-0-0
Scre•+.ses
sm =
soa (T
4Z
8 e
ne a
vl1 Nn
e
0
e.e 4
Sao
l
Yb
18
Y+9e.e =
e +l
eA 62 G
e
34 z ]nl.'
1
8-&0
1 16-6-0
1 20-10-0 i 25.0-0 310-0 41-8-01I
6-6-0 6-0-0 4-2-0 4-2-0 6-0-0 B-6-0
Plate Offsets (X,Y):12:D-0-0,0-D-1j,13:D-3-0,0-3-01,(8:0-0-0,0-0-01,[9:0-0-0,0-0-01,[10:0-0-0,0-0-01,(11:0-3-0,0-3-01,[12:0-D-0,0-0-11,[17:0-ao,D-0-01,
19:Q: 0-0-0
LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.50 Vert(LL) -0.13 13 >999 360 M1120 249/190
TCDL 7.0 Lumber Increase 1.25 BC 0.54 Vert(TL) -0.27 2-13 >999 240
BCLL 0.0 Rep Stress Incr YES WB 0.50 Horz(TL) 0.07 17 n/a n/a
BCDL 10.0 Code FBC2001/ANS195 Matrix) Wind(LL) 0.11 13-15 >999 240 Weight: 202 lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 3-10-5 oc purlins.
BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 4-8-7 oc bracing.
WEBS 2 X 4 SYP No.3
REACTIONS (lb/size) 17=2126/0-8-0, 12=236/0-8-0, 2=762/D-8-0
Max Horz2=45(load case 2)
Max Upliftl7=-792(load case 2), 12=-115(load case 2), 2=-430(load case 2)
Max Gravl7=2126(load case 1), 12=352(load case 4), 2=803(load case 3)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=024, 2-3=-2093/757, 3-4=-1743/591, 4-5=-572/171, 5-6=-516/180, 6-7=-84/432, 7-8=-84/431,
8-9=-535/1635, 9-10=-544/1569, 10-11=-286/569, 11-12=-693/428
BOT CHORD 2-13=-634/1899, 13-14=-311/1232, 14-15=-306/1259, 15-16=-33/487, 16-17=-1495/764,
17-18=-785/325, 18-19=-801/319, 12-19=-386/624
WEBS 3-13=-322257, 4-13=-124/536, 4-15=-793/419, 6-15=-168/524, 6-16=-848/401, 7-16=-497/188,
8-16=-422/1378,8-17=-1569/607,10-17=-857/457,10-19=-194/644,11-19=-440/321
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-98; 120mph (3-second gust); h=17ft; TCDL=4.Opsf; BCDL=3.Opsf; Category 11; Exp B; enclosed; C-C
Interior(1); Lumber DOL=1.33 plate grip DOL=1.00.
3) Bearing at joint(s) 12, 2 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer
should verify capacity of bearing surface.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 792 lb uplift at joint 17. 115 lb
uplift at joint 12 and 430 lb uplift at joint 2.
5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 17.
6) This truss design conforms with Florida Building Code 2001, based on parameters indicated.
LOAD CASE(S) Standard
1948-1 Eng.max
Job Truss Truss Type Oty Ply
1948.1 A08 SCISSOR TR q 1
0012
Job Reference o tional
BCG OF ORLANDO, SANFORD, FL 32773 5.200 s Jan 16 2004 MiTek Industries, Inc. Tue Mar 01 16:50:56 2005 Page 1
114-q 6-0-0 11-4-0 16-8-0 20-10-0 25-0-0
1 30-4 0 35-8-0 41 8-0I
1-4-0 6.0-0 5-4-0 5-4-0 4-2-0 4-2-0 5-4-0 5-4-0 6-0-0
Sere-Ipe
6 -
h6 O
e e
he
e
vI! v!]
9
10
VH
eY1
S•e 7.4 J
m le
y
I. ]•e ]151t7
BI h] ¢
I„ ]•e a
a] a la
44
6-8-0 16-8-0 20-10-0 25.0-0 33-0-0 41-8-0
8-8-0 8-0-0 4-2-0 4-2-0 8-0-0 B-8-0
Plate Offsets X,Y : 2:0-0-0,0-0-1 , 3:0-3-0,D-3-o , 13:0-o-o,0-0-1
LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.50 Vert(LL) -0.13 14 >999 360 M1120 249/190TCDL7.0 Lumber Increase 1.25 BC 0.54 Vert(TL) -0.27 2-14 >999 240
BCLL 0.0 Rep Stress Incr YES WS 0.50 Horz(TL) 0.06 18 n/a n/a
BCDL 10.0 Code FBC2001/ANS195 Matrix) Wind(LL) 0.11 14-16 >999 240 Weight: 209 lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 3-10-5 oc purlins. BOT CHORD 2 X 4 SYP No.2ND 'Except' BOT CHORD Rigid ceiling directly applied or 4-8-6 oc bracing. Except: F2 2 X 4 SYP No.3 1 Row at midpt 13-20
WEBS 2 X 4 SYP No.3
REACTIONS (lb/size) 18=2127/0-8-0, 13=235/0-8-0, 2=761/0-8-0
Max Horz2=45(load case 2)
Max Upliftl8=-793(load case 2). 13=-115(load case 2), 2=-430(load case 2)
Max Gravl8=2127(load case 1), 13=352(load case 4), 2=803(load case 3)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/24, 2-3=-2091/756, 3-4=-1742/589, 4-5=-570/169, 5-6=-515/179, 6-7=-86/434, 7-8=-85/433,
8-9=-537/1638, 9- 1 0=-546/1538, 10-11=-218/575, 11-12=-278/548, 12-13=-714/418
BOT CHORD 2-14=633/1898. 14-15=310/1231, 15-16=-305/1257, 16-17=-34/486, 17-18=-1498/767,
18-19=-786/325, 19-20=-802/319, 13-20=-376/645
WEBS 3-14=-322/258, 4-14=-124/536, 4-16=-793/419, 6-16=-169/524, 6-17=-848/401, 7-17=-500/190,
8-17=-423/1380, 8-18=-1568/606, 10-18=-861/460, 10-20=-182/628, 12-20=-466/339
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-98; 120mph (3-second gust); h=17ft; TCDL=4.Opsf; BCDL=3.Opsf; Category 11; Exp B; enclosed; C-C
Interior(1); Lumber DOL=1.33 plate grip DOL=1.00.
3) Bearing at joint(s) 13, 2 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer
should verify capacity of bearing surface.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 793 lb uplift at joint 18, 115 lb
uplift at joint 13 and 430 lb uplift at joint 2.
5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 18.
6) This truss design conforms with Florida Building Code 2001, based on parameters indicated.
LOAD CASE(S) Standard
1948-1 Eng.max
1948-1 IA08A I SCISSOR TR I, I ! 1 0013
goo nererence optional) BCG OF ORLANDO. SANFORD, FL 32773 5.200 s Jan 16 2004 MiTek Industries, Inc. Tue Mar 01 16:50:56 2005 Page 1
11-4-9 6-0-0 11-4-0 16-8-0 20-10-0 1 25-0-0
I 30-4 0
I 35 8 0 41 8-0
1-4-0 6-0-0 5-4-0 5-4-0 4-2-0 4-2-0 5-4-0 5-4-0 6-0-0
S.. - t,GI s'
sa =
soo tT
n rac
To
5
m
t0
VM
5.6
N6 Is tt
SA c M6
1! t]
h' !.
6
1US c 6
t
hG
7n 11
l.6p t9
R
hq hs =
Id aII
n0 c
Ss o 8 &0
166 o 20 10 0 25-0-0 31-0-0 41-8-0 8-8-0
8-0-0 4-2-0 4-2-0 8-0-0 8-8-0 Plate Offsets X,
Y : 2:aao,0-0-1_[3:0-3-O,D-3-0)_[11:0-3-0,0-3-01,[12:0-ao 0-0-11[17:0-3-0 0-3-4) LOADING (psf) SPACING
2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0PlatesIncrease1.25 TC 0.53 Vert(LL) -0.13 13 >999 360 M1120 249/190 TCDL 7.0LumberIncrease1.25 BC 0.54 Vert(TL) -0.27 2-13 >999 240 BCLL 0.0RepStressIncrYESWB0.50 Horz(TL) 0.07 17 n/a n/a BCDL 10.0CodeFBC2001/ANS195 (Matrix) Wind(LL) 0.19 13 >999 240 Weight: 209 lb LUMBER BRACING TOP
CHORD 2
X 4 SYP No.2ND TOP CHORD Sheathed or 3-10-5 oc purlins. BOT CHORD 2X4SYPNo.2ND 'Except' BOT CHORD Rigid ceiling directly applied or 4-8-7 oc bracing. Except: F2 2 X4SYPNo.3 1 Row at midpt 12-19 WEBS 2 X4SYPNo.3 REACTIONS (lb/size)
17=2126/0-8-0, 12=236/0-8-0, 2=762/0-8-0 Max Horz2=45(
load case 2) Max Upliftl7=-1532(
load case 2), 12=-210(load case 2). 2=-676(load case 2) Max Gravl7=2126(
load case 1), 12=352(load case 4), 2=803(load case 3) FORCES (lb) - Max1mum
Compression/Maximum Tension TOP CHORD 1-
2=0/24, 2-3=-2093/1470, 3-4=-1743/1159, 4-5=-572/314, 5-6=-516/324, 6-7=-182/432, 7-8=-181/431, 8-9=-1059/
1635, 9- 1 0=- 1067/1569, 10-11=-286/569, 11-12=-693/428 BOT CHORD 2-
13=-1262/1899, 13-14=-632/1232, 14-15=-627/1259, 15-16=-33/487, 16-17=-1495/1415, 17-18=-785/
612, 18-19=-801/606, 12-19=-386/624 WEBS 3-13=-
322/461, 4-13=-299/536, 4-15=-793/777, 6-15=-343/524, 6-16=-848/750, 7-16=-497/360, 8-16=-847/
1378, 8-17=-1569/1162, 10-17=-857/834, 10-19=-399/644, 11-19=-440/560 NOTES 1) Unbalanced
roof
live loads have been considered for this design. 2) Wind: ASCE
7-98; 120mph (3-second gust); h=17ft; TCDL=4.Opsf; BCDL=3.Opsf; Category 11; Exp B; enclosed; C-C Exterior(2); LumberDOL=1.33 plate grip DOL=1.00. 3) Bearing at
joints) 12, 2 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify capacityofbearingsurface. 4) Provide mechanical
connection (by others) of truss to bearing plate capable of withstanding 1532 lb uplift at joint 17, 210 lb uplift atjoint12and676lbupliftatjoint2. 5) Beveled plate
or shim required to provide full bearing surface with truss chord at joint(s) 17. 6) This truss
design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S)
Standard 1948-1 Eng.
max
Job Truss Truss Type Qty Ply
1948-1 A09 GIRDER TR 1 1
0014
Job Reference (optional)
BCG OF ORLANDO, SANFORD. FL 32773 5.200 s Jan 16 2004 MiTek Industries, Inc. Tue Mar 01 16:50:58 2005 Page 1
i1 4-Q 7-4-9 14-1-4 20-10-0
f 25-4-0 227 6_12, 34 3-7 41 8-0
1-4-0 7-4-9 6-8-12 6-8-12 4-6-0 2-2-12 6-8-12 7-4-9
1
sod -1 .], spa =
SW r "
TRUSS DESIGNED FOR WIND LOADS IN THE
PLANE OF THE TRUSS ONLY. FOR CHORDS A
STUDS EXPLOSED TO WIND(PERPENDICULAR
TO FACE), BRACING SHALL BE DESIGNED BY
PROJECT ARCHITECT OR ENGINEER.
n4 i
5
1 1 MQ
I
tl
nL e
as= a a 1] n u s m 11
A= ]..= No ]A=
a10=34
74-9 14-14 20-10-0 25-4-0 27-6-12 34-3-7 41-8-0
7-4-9 6-8-12 6-8-12 4-6-0 2-2-12 6-8-12 7-4-9
Plate Offsets X,Y : 3:0-3 O,a3 0,j1o:0-3-0,0-3-01,111:0-0-0,0-0-1j_118:0-2-4,0 2-81
LOADING (psf)
TCLL 20.0
SPACING 2-0-0
Plates Increase 1.25
CSI
TC 0.68
DEFL in (loc) Well L/d PLATES GRIP
TCDL 7.0 Lumber Increase 1.25 BC 0.87
Vert(LL) -0.13 2-12 >999 360
Vert(TL) -0.28 2-12 >999 240
M1120 249/190
BCLL 0.0 Rep Stress Incr NO WB 0.94 Horz(TL) 0.04 17 n/a n/aBCDL10.0 Code FBC2001/ANS195 Matrix) Wind(LL) 0.19 2-12 >999 240 Weight: 287 lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 4-0-3 oc purlins. BOT CHORD 2 X 4 SYP No.2ND 'ExceptBOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. F22X4SYPNo.3 WEBS 1 Row at midpt 5-16, 7-17, 6-18 WEBS2X4SYPNo.3 OTHERS
2 X 4 SYP No.3 REACTIONS (
lb/size) 2=971/0-8-0, 17=1931/0-8-0, 11=376/Mechanical Max
Horz2=43(load case 2) Max
Uplift2=-785(load case 2), 17=-1393(load case 2), 11=-308(load case 2) Max
Grav2=1018(load case 3), 17=1931(load case 1), 11=408(load case 4) FORCES (
lb) - Maximum Compression/Maximum Tension TOP
CHORD 1-2=0/27, 2-3=-1664/1097, 3-4=-900/692, 4-5=-762/694, 5-6=-228/308, 6-7=-530/1071, 7-8=-600/1034, 8-
9=-336/637, 9- 1 0=-357/625, 10-11 =-890/585 BOT
CHORD 2-52=-881/1461, 52-53=-881/1461, 12-53=-881/1461, 12-13=-881/1454, 13-14=-881/1454, 14-
15=-308/765, 15-16=-308/765, 16-17=-101l75, 18-19=-547/658, 19-20=-4291780, 20-21=4311758, 11-21=-438/782 WEBS
3-12=-10249, 3-14=-768/634, 5-14=-221/444, 5-16=-828/733, 6-16=-562/579, 8-19=-250/418, 10-
19=-1165/1073, 10-21=0/174, 16-18=-12254, 8-18=-668/609, 17-18=-1907/1403, 7-18=-151/139, 6-
18=-1605/1280 NOTES
1)
Unbalanced roof live loads have been considered for this design. 2)
Wind: ASCE 7-98: 120mph (3-second gust); h=17ft; TCDL=4.Opsf; BCDL=3.Opsf; Category 11; Exp B; enclosed; C-C Exterior(2); Lumber DOL=1.33 plate grip DOL=1.00. 3)
Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek StandardGableEndDetail" 4)
All plates are 2x4 M1120 unless otherwise indicated. 5)
Gable studs spaced at 2-0-0 oc. 6)
Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 785 lb uplift at joint 2, 1393 Ib upliftatjoint17and308Ibupliftatjoint11. 7)
This truss design conforms with Florida Building Code 2001, based on parameters indicated. B)
In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD
CASE(S) Standard 1)
Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform
Loads (plf) Vert:
1-6=-54, 6-11 =-54, 2-52=-20, 52-53=-55(F=-35), 17-53=-20, 11-18=-20 1948-
1 Eng.max
Job Truss Truss Type Oty Ply
1848-1 801 GIRDER TR 1 1
0015
Job Reference (optional)
BCG OF ORLANDO. SANFORD, FL 32773 5.200 s Jan 16 2004 MiTek Industries, Inc. Tue Mar 01 16:50:59 2005 Page 1
r1 4-
r
5-4-7
l 9-8-5
t 14-0.2 18-4-0 22-7-14 26-11-11 31 3.9 36-8-0I +
1-4-0 5-4-7 4-3.14 4-3-14 4-3.14 4-3.14 4-3-14 4-3-14 5-4-7 1-4-0
Gab-16,.9
TRUSS DESIGNED FOR WIND LOADS IN THE
PLANE OF THE TRUSS ONLY. FOR CHORDS AND
sw r STUDS EXPLOSED TO WIND(PERPENDICULAR
s.e sm o TO FACE), BRACING SHALL BE DESIGNED BY
6 e PROJECT ARCHITECT OR ENGINEER.
6r1 } W}p,y.p i s e e.i}bcon..,Be
A4 i ,0
A.
i
M6
1}
e) 1311
ao = sm = e.e = 4.4 =
I 5-4-7
I 9-8-5 } 14-0.2 18-4-0 22-7-14 26-11-11 31-3.9 36-8.0
5-4-7 4-3-14 4-3-14 4-3-14 4-3-14 4-3-14 4-3-14 5-4-7
Plate Offsets (X,Y): [2:0-5-6,Edgel, [7:0-2-6,Edge], [8:D•0-0,0-0-0], [9:0-0-0,G-0-0], [12:0-5-6,Edge], [16:0-4-0,0-5-0], [18:0-4-0,0-5-0], [19:0-0-0,0-0-0],
35:D-0-0,0-0-0],[36:0-0-0,0-D-0],[37:0-0-0,D-0-0],[37:0-0-0,1-0-0],[38:0-0-0,0-0-0],[39:0-0-0,0-0-0],[40:0-0-0,0-0-0),[40:0-0-0.0-0-0),
41:0-0-0,0-0-0 , 42:0-0-0 O-D-o , 43:0-0-0,G-0-0, 44:0-0-0,0-0-0 , 45:0-0-0,0-a0, 46:D-0-0 0-0-0 , 47:0-0-0,G-0-0, 48:D-0-O,O-D-0
LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.87 Vert(LL) -0.36 16 >999 360 M1120 249/190
TCDL 7.0 Lumber Increase 1.25 BC 1.00 Vert(TL) -0.68 16 >640 240 M1120H 187/143
BCLL 0.0 Rep Stress Incr NO WB 1.00 Horz(TL) 0.19 12 n/a n/a
BCDL 10.0 Code FBC2001/ANS195 Matrix) Wind(LL) 0.63 16 >684 240 Weight: 300lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP NoA D TOP CHORD Sheathed or 2-0-9 oc purlins.
BOT CHORD 2 X 6 SYP 240OF 1.7E 'Except' BOT CHORD Rigid ceiling directly applied or 3-9-15 oc bracing. B2 2 X 6 SYP No.2 WEBS 1 Row at midpt 6-16. 6-17
WEBS 2 X 4 SYP No.3 'Except' 2 Rows at 1/3 pts 7-17
W1 2 X 4 SYP No.2ND
OTHERS 2 X 4 SYP No.3
REACTIONS (lb/size) 2=3426/0-8-0, 12=2998/0-8-0
Max Uplift2=-2644(load case 2), 12=-2323(load case 2)
FORCES (lb) - Maximum Compressiort/Maximum Tension
TOP CHORD 1-2=0/31, 2-3=-7539/5575, 3-4=-7068/5320, 4-5=-7027/5328, 5-6=-6397/4897, 6-7=-4679/3682,
7-8=-4679/3683, 8-9=-5318/4089, 9- 1 0=-5936/451 1, 10-11=-5977/4504, 11-12=-6491/4791, 12-13=0/31
BOT CHORD 2-14=-4968/6862, 14-15=-4968/6862, 15-16=-4641/6486, 16-17=-4110/5855, 17-18=-3367/4863,
18-19=-3887/5479, 19-20=-4249/5902, 12-20=-4249/5902
WEBS 3-14=-63f245, 3-15=-442/367, 5-15=-379/594, 5-16=-853f717, 6-16=-1875/2561, 6-17=-26382060,
7-17=-2529/3288, 8-17=-979/819, 8-18=-569/815, 9-18=-838f706, 9-19=-368/579, 11-19=-495/406,
11-20=-82270
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-98; 120mph (3-second gust); h=17ft TCDL=4.Opsf; BCDL=3.Opsf; Category II; Exp B; enclosed; C-C
Exterior(2); Lumber DOL=1.33 plate grip DOL=1.00.
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek
Standard Gable End Detail'
4) All plates are M1120 plates unless otherwise indicated.
5) All plates are 2x4 M1120 unless otherwise indicated.
6) Gable studs spaced at 2-0-0 oc.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2644 lb uplift at joint 2 and
2323 lb uplift at joint 12.
8) This truss design conforms with Florida Building Code 2001, based on parameters indicated.
9) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1780.O1b
down and 1331.91b up at 14-0-0 on bottom chord. The design/selection of such special connection device(s) is the
responsibility of others.
10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
Continued on page 2
1948-1 Eng.max
Job Truss Truss Type Qty Ply
1948-1 B01 GIRDER TR 1 1
Job Reference (optional)
00/5
BCG OF ORLANDO, SANFORD, FL 32773 5.200 s Jan 16 2004 MiTek Industries, Inc. Tue Mar 01 16:50:59 2005 Page 2
LOAD CASE(S) Standard
1) Regular: Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-7=-54, 7-13=-54, 2-12=-70(F=-50)
Concentrated Loads (lb)
Vert:16=-1780(F)
1948-1 Eng.max
Job Truss Truss Type Oty Ply
1948-1 B02 COMMON TR 9 1
0016
Job Reference (optional) BCG OF ORLANDO. SANFORD, FL 32773 5.200 s Jan 16 2004 MiTek Industries, Inc. Tue Mar 01 16:51:00 2005 Page 1
0-4-q 6-6-9 12-5-4
1 18-4-0 24-2-12
1 30-1 8 36-8-0 38 0 Q
1-4 0 6-6-9 5-10-12 5-10-12 5-10-12 5-10-12 6-6-8 1-4-0
Seto - 1614
s.e =
SOU I]
e
e i Al
S )`
h8 S
m c
e
he IN
vI Wt e
10 —
w
111.
S Is ]
4 =
Ao= he 5.0= he AS=
1 9-5-14 18-4-0 27-2-2 36-8-0
9-5-14 8-10-2 8-10-2 9-5-14
Plate Offsets X,v : 7:0-0-0,0-0-0 , 8:0
LOADING (psf)
TCLL 20.0
SPACING 2-0-0
Plates Increase 1.25
CSI
TC 0.42
DEFL in (loc) I/deft Ud PLATES GRIP
TCDL 7.0 Lumber Increase 1.25 BC 0.69
Vert(LL) -0.19 14 >999 360
Vert(TL) -0.41 14-16 >999 240
M1120 249/190
BCLL 0.0 Rep Stress Incr YES WB 0.71 Horz(TL) 0.13 10 n/a r1/aBCDL10.0 Code FBC2001/ANS195 Matrix) Wind(LL) 0.20 14 >999 240 Weight: 180lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 3-3-2 oc puriins. SOT CHORD 2 X 4 SYP No.21ND BOT CHORD Rigid ceiling directly applied or 6-4-5 oc bracing. WEBS 2 X 4 SYP No.3
REACTIONS (lb/size) 2=1422/0-8-0, 10=1422/0-8-0
Max Uplift2=-670(load case 2), 10=-670(load case 2)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=027, 2-3=-2773/1076, 3-4=-2529/988, 4-5=-2464/998, 5-6=-17821788, 6-7=-1782/788, 7-8=-2464/998, 8-9=-2529/988, 9-10=-2773/1076,10-11=027
BOT CHORD 2-12=-8632493, 12-13=-6412057, 13-14=-6412057, 14-15=-6412057, 15-16=-6412057, 10-16=-8632493WEBS3-12=-299227, 5-12=-104/451, 5-14=-645/333, 6-14=-393/998, 7-14=-645/333, 7-16=-104/451, 9-16=-299227
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-98; 120mph (3-second gust); h=17ft; TCDL=4.Opsf; BCDL=3.Opsf; Category 11; Exp B; enclosed; C-CInterior(1); Lumber DOL=1.33 plate grip DOL=1.00.
3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 670 lb uplift at joint 2 and 670lbupliftatjoint10.
4) This truss design conforms with Florida Building Code 2001, based on parameters indicated.
LOAD CASE(S) Standard
1948-1 Eng.max
Job Truss Truss Type Oty Ply
1948-1 B02A COMMON TR
0017
1 1
Job Reference (optional)
BCG OF ORLANDO, SANFORD. FL 32773 5.200 s Jan 16 2004 MiTek Industries, Inc. Tue Mar 01 16:51:00 2005 Page 1
0-4-9 6-6.9 12-5-4
t 18-4-0
1 24-2-12 30-1 a 38 8-0 38 0 q1-4-0 6-6-9 5-10-12 5-10-12 5-10.12 5-10-12 6-6-8 1-4-0
solo • 1:61s 6.
0 = 6
SW
r ze
6 e
a..
a.
p s»
m e s
o
s= ,]
n „ le
s
e as = a. =
as = sm = I
9-5-14 1
18.4-0 27-2-2 36-8.0 9-
5-14 8-10-2 8-10-2 9-5-14 Plate
Offsets X,Y : [7:0-0-0,0-0-01,18:0-0-0 0-0-01_ 14:0-4-0.0-3-0 LOADING (
psi) TCLL
SPACING
2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP 20.0 Plates Increase 1.25 TC 0.67 Vert(LL) -0.19 14 >999 360 M1120 249/190 TCDL7.0 Lumber Increase 1.25 BC 0.69 Vert(TL) -0.41 14-16 >999 240 BCLL0.0 Rep Stress Incr YES WB 0.80 Horz(TL) 0.13 10 n/a Na BCDL
10.0 Code FBG2001/ANS195 Matrix) Wind(ILL) 0.32 14 >999 240 Weight: 180 lb LUMBER
BRACING TOP
CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 3-3-2 oc purlins. BOTCHORD2X4SYPNo.2ND BOT CHORD Rigid ceiling directly applied or 4-4-8 oc bracing. WEBS2X4SYPNo.3 REACTIONS (
lb/size) 2=1422/0-8-0, 10=1422/0-8-0 Max
Uplift2=-1144(load case 2), 10=-1144(load case 2) FORCES (
lb) - Maximum Compression/Maximum Tension TOP
CHORD 1-2=0/27, 2-3=-2773/2077, 3-4=-2529/1912, 4-5=-2464/1922, 5-6=-1782/1477, 6-7=-1782/1477, 7-8=-2464/1922, 8-9=-2529/1912, 9-10=-27732077, 10-11=027 BOT
CHORD 2-12=-17452493, 12-13=-13192057, 13-14=-13192057, 14-15=-13192057, 15-16=-13192057, 10-16=-17452493 WEBS3-12=-299/406, 5-12=-247/451, 5-14=-645/615, 6-14=-765/998, 7-14=-645/615, 7-16=-247/451, 9-16=-299/406 NOTES
1)
Unbalanced roof live loads have been considered for this design. 2)
Wind: ASCE 7-98; 120mph (3-second gust); h=17ft; TCDL=4.Opsf; BCDL=3.Opsf; Category 11; Exp B; enclosed; C-C Extedor(2); Lumber DOL=1.33 plate grip DOL=1.00. 3)
Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1144 lb uplift at joint 2 and 1144lbupliftatjoint10. 4)
This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD
CASE(S) Standard 1948-
1 Eng.max
Job Truss Truss Type Oty Ply
1948-1 8028 SPECIAL TR 1 1
0018
Job Reference (optional)
BCG OF ORLANDO, SANFORD. FL 32773 5.200 s Jan 16 2004 MiTek Industries, Inc. Tue Mar 01 16:51:01 2005 Page 1
r1-4-Q 5-10-10
1 11-1-5 16-4-0 18-4-0 24-2-12 30 1 7 36-8-0
1-4-0 5-10-10 5-2-11 5.2-11 2-0-0 5-10-12 5-10-12 6-6-9
scee • rai s
sm =
r
at . e
s
na c
a6 L h'S
MN to
VI]
t01]M]Pt—
t]
7
S < ato =
ht II
t3 to +r +e to s o
ae
8-6-0 16-4-0 184-0 24-2-12 30.1-7 36 8 0
B-6-0 7-10-0 2-0-0 5-10-12 5-10-12 6-6-9
Plate Offsets X,Y : 2:0-2-4,Ed e , 14:0-6-0 0-3-13
LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIPTCLL20.0 Plates Increase 1.25 TC 0.40 Vert(LL) -0,06 11-19 >999 360 M1120 249/190TCDL7.0 Lumber Increase 1.25 BC 0.64 Vert(TL) -0.18 2-12 >999 240 M1120H 187/143BCLL0.0 Rep Stress Incr YES WB 0.77 Horz(TL) -0.03 15 n/a n/a
BCDL 10.0 Code FBC2001/ANS195 Matrix) Wind(LL) 0.07 11-19 >999 240 Weight: 207 lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 5-0-9 oc purlins. BOT CHORD 2 X 4 SYP No.2ND 'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. F1 2 X 4 SYP No.3
WEBS 2 X 4 SYP No.3
REACTIONS (lb/size) 15=1681/0-8-0, 11=586/Mechanical, 2=508/Mechanical
Max Horz2=45(load case 2)
Max Uplift 15=-606(load case 2), 11=-252(load case 2), 2=-330(load case 2)
Max Gravl5=1681(load case 1), 11=646(load case 4), 2=532(load case 3)
FORCES (lb)- Maximum Compression/Maximum Tension
TOP CHORD 1-2=022, 2-3=-1084/465, 3-4=-670244, 4-5=-613/259, 5-6=-203/819, 6-7=-138/804, 7-8=-13/265,
8-9=482283, 9- 1 0=-592/266, 10-11=-1204/464
BOT CHORD 2-12=374/985, 12-13=-77/194, 13-14=-62/221, 14-15=-1694/597, 6-14=-230/129, 15-16=-36/1,
16-17=-79/488, 17-18=-360/1050, 18-19=-360/1050, 11-19=-360/1050
WEBS 3-12=-410297, 5-12=-134/575, 5-14=-848/447, 14-16=-387/368, 7-14=-1533/718, 7-16=-515/842,
8-16=-717/354, 8-17=-94/381, 10-17=-624/310, 10-19=0/152
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-98; 120mph (3-second gust); h=17ft; TCDL=4.Opsf; BCDL=3.Opsf; Category 11; Exp B; enclosed; C-C
Interior(1); cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.00.
3) All plates are M1120 plates unless otherwise indicated.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 606 lb uplift at joint 15, 252 lbupliftatjoint11and330lbupliftatjoint2.
5) This truss design conforms with Florida Building Code 2001, based on parameters indicated.
LOAD CASE(S) Standard
1948-1 Eng.max
Job Truss Truss Type Oty Ply
1948-1 C01 GIRDER TR 1 1
0019
Job Reference o tionalBCGOFORLANDO, SANFORD, FL 32773 5.200 s Jan 16 2004 MiTek Industries, Inc. Tue Mar 01 16:51:02 2005 Page 1
114-12 4-9-10 9-5-8 15-0-12 20-8-0 25-3-14 30-1 8 31 Cr4
1-4-12 4-9-10 4-7-14 5-7-4 5-7-4 4-7-14 4-9-10 1-4-12
6 = scre - 1.61.3
soo(i e
21 II ,.
II TRUSS DESIGNED FOR WIND LOADS IN THE
It ,., II PLANE OF THE TRUSS ONLY. FOR CHORDS I ND
5 1 STUDS EXPLOSED TO WIND(PERPENDICULAR
n.IO FACE), BRACING SHALL BE DESIGNED B
PROJECT ARCHITECT OR ENGINEER.
lo i II II s
e II
is II
1.. II 13
7 ; 36 0
Y
11
M/1
16 70 70 11 72 ]] >o N E 26 ]l
LD = Y1 = 6. = L.
4-9-10 9-5-8 15-0-12 20-8.0 25-3-14 30.1-8
4-9-10 4-7-14 5-7-4 5.7-4 4-7-14 4-9-10
Plate Offsets X,Y : 10:0-2-1z,D-2-8,123:0-2-12,0-3-41_:0-3.8,0-3-o)
LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIPTCLL20.0 Plates Increase 1.25 TC 0.85 Vert(LL) -0.04 23-25 >999 360 M1120 249/190TCDL7.0 Lumber Increase 1.25 BC 0.58 Vert(TL) -0.09 23-25 >745 240BCLL0.0 Rep Stress Incr NO WB 0.81 Horz(TL) 0.02 27 n/a n/aBCDL10.0 CodeFBC2001/ANSI95 (Matrix) Wind(LL) 0.1019-20 >999 240 Weight: 248lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. Except: BOT CHORD 2 X 4 SYP No.2ND 1 Row at midpt 9-18WEBS2X4SYPNo.3 2 Rows at 1/3 pts 3-15OTHERS2X4SYPNo.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 6-23
REACTIONS (lb/size) 23=1535/0-8-0, 25=907/0-8-0, 27=490/0-7-4, 19=830/0-7-4
Max Horz19=-382(load case 2)
Max Uplift23=-1478(load case 2), 25=-1248(load case 2), 27=-746(load case 2), 19=-948(load case 2)
Max Grav23=1535(load case 1), 25=937(load case 4), 27=509(load case 4), 19=840(load case 3)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/32, 2-3=-70216, 3-4=0/160, 4-5=0/230, 5-6=0205, 6-7=-13206, 7-8=-134/200, 8-9=-145/124,
9-10=346/528, 10-11=0/32, 2-19=-161252, 10-27=-433/601, 3-12=-896/897, 12-13=-871/845,
13-14=-34/86, 14-15=-34/86, 16-17=-32/81, 17-18=-32/81, 9-18=-30/198
BOT CHORD 19-38=-63/548, 20-38=-63/548, 20-21=-353/744, 21-22=-313/735, 22-23=-313/735, 23-39=-116/339,
24-39=-116/339. 24-25=-116/339, 25-26=-191248, 26-27=-11/47
WEBS 12-20=-208219, 12-21=-68/50, 13-21=-313/146. 13-23=-1107/1020, 15-23=-583/388, 15-16=470/305,
6-16=-375/164, 18-23=-132/276, 18-25=-344/413, 9-25=-492/766, 9-26=-464243, 10-26=-261247,
5-14=296/0, 7-17=-215296, 3-20=-727/490, 3-19=-747/630
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-98; 120mph (3-second gust); h=17ft; TCDL=4.Opsf; BCDL=3.Opsf; Category 11; Exp B; enclosed; C-C
Exterior(2); end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.00.
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek
Standard Gable End Detail"
4) Provide adequate drainage to prevent water ponding.
5) Gable studs spaced at 2-0-0 oc.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1478 lb uplift at joint 23, 1248
lb uplift at joint 25, 746 lb uplift at joint 27 and 948 lb uplift at joint 19.
7) This truss design conforms with Florida Building Code 2001, based on parameters indicated.
8) Design assumes 4x2 (flat orientation) puriins at oc spacing indicated, fastened to truss TC w/ 2-10d nails.
9) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loads). The
design/selection of such special connection device(s) is the responsibility of others.
10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
Continued on page 2
1948-1 Eng.max
1848-1 C01 GIRDER TR 1 1
Job Reference (optional)
ools
BCG OF ORLANDO. SANFORD, FL 32773 5.200 s Jan 16 2004 MiTek Industries, Inc. Tue Mar 01 16:51:02 2005 Page 2
LOAD CASE(S) Standard
1) Regular: Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-2=-54,2-3=-54,3-6=-54,6-9=-54,9-10=-54,10-11=-54,19-27=-30(F=-10),3-15=-27(F),9-16=-27(F)
Concentrated Loads (lb)
Vert: 26=-185(F) 38=-140(F) 39=-185(F)
1948-1 Eng.max
Job Truss Truss Type Qty Ply
1948-1 CO2 GIRDER TR 1 1
Job Reference (optional)
BCG OF ORLANDO, SANFORD, FL 32773 5.200 s Jan 16 2004 MiTek Industries, Inc. Tue Mar 01 16:51:03 2005 Page 1
1-4-1 4-10-2 9-6-8 15-0-12 20-7-4
I 25-3-8
I 30-1 8 31 B q
1-4-12 4-10-2 4-8-6 5-6-4 5-6-8 4-8-4 4-10-0 1-4-12
cie = scY
sw r' e
n ro m
1 4-10-2 I 9-6-8
I 13-114 115-0-112 1 20-74
1 25-3-8 1 30-18
4-10-2 4-8-6 4-4-12 1-1-8 4-5-0 4-8-4 4-10-0
1-1-8
LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.81 Vert(LL) 0.04 13-14 >999 360 M1120 249/190TCDL7.0 Lumber Increase 1.25 BC 0.71 Vert(TL) 0.09 13-14 >999 240
BCLL 0.0 Rep Stress Incr NO WB 0.79 Horz(TL) 0.01 20 n/a n/a
BCDL 10.0 Code FBC2001/ANSI95 Matrix) 1Wnd(LL) 0.11 13-14 >999 240 Weight: 233lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 4-10-10 oc purlins, except end verticals. BOT CHORD 2 X 6 SYP No.21ND BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 SYP No.3 'Except' WEBS 1 Row at midpt 5-14, 5-15, 6-15, 6-17
W11 2 X 4 SYP No.21ND, W11 2 X 4 SYP No.2ND
REACTIONS (lb/size) 12=1691/0-3-8, 15=2676/0-8-0, 18=1582/0-8.0, 20=1084/0-3-8
Max Horz 12=-382(load case 2)
Max Uplift 1 2=-2225(load case 2), 15=-3250(load case 2), 18=-2167(load case 2), 20=-1611(load case 2)
Max Grav12=1700(load case 3), 15=2676(load case 1), 18=1582(load case 1), 20=1112(load case 4)
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/32, 2-3=-1393/1825, 3-4=-678/893, 4-5=-590/905, 5-6=-528/585, 6-7=-579/545, 7-8=-509/472,
8-9=-522/420, 9-10=-661/948, 10-11=0/32, 2-12=-1229/1499, 10-20=-654/899
BOT CHORD 12-13=0/322, 13-14=-1122/1235, 14-15=-271/587, 15-16=-427/1008, 16-17=-427/1008, 17-18=-388/825
18- 19=-639/562, 19-20=-96/109
WEBS 3-13=-11151687, 3-14=-865/1121, 5-14=-2310/1553, 5-15=-1762/2192, 7-17=-106/354, 7-18=-188/46,
9-18=-1211/1930, 9-19=-1567/985, 2-13=-1579/1210, 10-19=-593/495, 6-15=-503/339, 6-17=-198/257
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-98: 120mph (3-second gust); h=17ft; TCDL=4.Opsf; BCDL=3.Opsf; Category 11; Exp B; enclosed; C-C
Extedor(2); end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.00.
3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2225 lb uplift at joint 12, 3250
lb uplift at joint 15. 2167 lb uplift at joint 18 and 1611 lb uplift at joint 20.
4) This truss design conforms with Florida Building Code 2001. based on parameters indicated.
5) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Regular: Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-2=-54, 2-6=-54, 6-10=-54, 10-11 =-54, 12-15=-220(F=-200), 15-18=-20, 18-20=-220(F=-200)
1948-1 Eng.max
Xi
1948-1 ICJ2H IJACK TR ® 45 1 1
0021
Job Reference optional) BCG OF ORLANDO, SANFORD, FL 32773 5.200 s Jan 16 2004 MiTek Industries, Inc. Tue Mar 01 16:51:04 2005 Page 1
1-11-11 3-8-3
1-11-11 3-8-3
k.e -
a4 II
3-8-3
3-8-3
LOADING (psf)
TCLL 20.0
SPACING
Plates Increase
2-0-0
1.25
CSI
TC 0.48
DEFL in loc) Vdefl Ud PLATES GRIP
TCDL 7.0 Lumber Increase 1.25 BC 0.07
Vert(LL) 0.00
Vert(TL) 0.15
4-5 >999 360
1 >169 240
M1120 249/190
BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.05 3 n/a n/aBCDL10.0 Code FBC2001/ANSI95 Matrix) Wind(LL) -0.01 4-5 >999 240 Weight: 17 lb
LUMBER
BRACING
TOP CHORD 2 X 4 SYP No.2ND
BOT CHORD 2 X 4 SYP No.2ND
TOP CHORD Sheathed or 3-8-3 oc purlins, except end verticais.
WEBS 2 X 4 SYP No.3
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 3=29/Mechanical, 4=191/0-10-4, 5=14/Mechanical
Max Horz4=31(load case 2)
Max Uplift4=- 1 70(load case 2)
Max Grav3=69(load case 2), 4=191(load case 1), 5=16(load case 2)
FORCES (lb) - Maximum CompressiorUMaximum Tension
TOP CHORD 1-2=0/32. 2-3=-16/19. 2-4=-173/163
BOT CHORD 4-5=0/0
NOTES
1) Wind: ASCE 7-98; 120mph (3-second gust); h=17ft; TCDL=4.Opsf; BCDL=3.Opsf; Category II; Exp B; enclosed; C-CExterior(2); end vertical left exposed; Lumber DOL=1.33 plate grip DOL=1.00.
2) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 170 lb uplift at joint 4. 3) This truss design conforms with Florida Building Code 2001, based on parameters indicated.
4) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Regular: Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-2=-54
Trapezoidal Loads (plf)
Vert: 2=-2(F=26, B=26}to-3=-50(F=2, B=2), 4=0(F=10, B=10}to-5=-18(F=1, B=1)
1948-1 Eng.max
Job Truss Truss Type Oty Ply
19411-1 CJ3A CORNER JACK q 1
0022
Job Reference (optional)
BCG OF ORLANDO, SANFORD, FL 32773 5.200 s Jan 16 2004 MiTek Industries, Inc. Tue Mar 01 16:51:04 2005 Page 1
1-10-10 3-9-4 m II
1-10-10 3-0-4
6 ,1
LX
h4 II
S
I 3-9-4
3-9-4
LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.49 Vert(LL) n/a - n/a 999 M1120 249/190
TCDL 7.0 Lumber Increase 1.25 BC 0.03 Vert(TL) 0.17 1 >160 240
BCLL 0.0 Rep Stress Incr NO WB 0.01 Horz(TL) 0.00 n/a n/a
BCDL 10.0 Code FBC2001/ANS195 Matrix) Weight: 15lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 3-9-4 oc purlins. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3
REACTIONS (lb/size) 2=185/0-11-5, 5=46/Mechanical
Max Horz2=96(load case 2)
Max Uplift2=-261(load case 2), 5=40(load case 2)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-6=024, 2-6=0/24, 2-3=-22/0, 3-4=-3/0
BOT CHORD 2-5=0/0
WEBS 3-5=-25/47
NOTES
1) Wind: ASCE 7-98; 120mph (3-second gust); h=17ft; TCDL=4.Opsf; BCDL=3.Opsf; Category 11; Exp B; enclosed; C-C
Exterior(2); Lumber DOL=1.33 plate grip DOL=1.00.
2) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 261 lb uplift atjoint 2 and 40
lb uplift at joint 5.
3) This truss design conforms with Florida Building Code 2001, based on parameters indicated.
4) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Regular: Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-6=-54
Trapezoidal Loads (plf)
Vert: 6=0(F=27, B=27)-to-4=-51(F=2, B=2), 2=-2(F=9, B=9)-to-5=-19(F=1, B=1)
1948-1 Eng.max
Job Truss Truss Type Oty Ply
00231948-1 CJ5H CORNER JACK 2 1
Job Reference (optional)
BCG OF ORLANDO, SANFORD, FL 32773 5.200 s Jan 16 2004 MiTek Industries, Inc. Tue Mar 01 16:51:05 2005 Page 1
1-10-10 3-3-10 6-7-3
1-10-10 3-3-10 3-3-9
Scab - 1 28.2
a. n
a
a,
hc ho
3-3-
10 I 6-
7-3 3-3-
10 3-3-9 Plate Offsets
X,Y : 6:0-0-0,0-1-8 LOADING (psf)
TCLL 20.
0 SPACING 2-
0-0 Plates Increase
1.25 CSI TC
0.
45 DEFL in (
loc) I/defl Ud PLATES GRIP TCDL 7.
0 Lumber Increase 1.25 BC 0.23 Vert(LL) -
0.01 5-6 >999 360 Vert(TL)
0.16 1 >150 240 M1120 249/
190 BCLL 0.
0 Rep Stress Incr NO WB 0.05 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 CodeFBC2001/ANSI95 Matrix) Wind(LL) -0.01 5-6 >999 240 Weight: 38lb LUMBER BRACING
TOP CHORD
2 X 4 SYP No.2ND TOP CHORD Sheathed or 6-0-0 oc pudins, except end verticals. BOT CHORD2X4SYPNo.2ND BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4SYPNo.3 REACTIONS (lb/
size) 4=111/Mechanical, 7=130/Mechanical, 5=261/0-11-5 Max Horz5=
50(load case 2) Max Uplift4=-
53(load case 2), 5=-110(load case 2) FORCES (lb) -
Maximum Compression/Maximum Tension TOP CHORD
1-2=0/31, 2-3=-16/66, 3-4=-2924, 2-5=-165216 BOT CHORD
5-6=0/62, 6-7=0/0 WEBS 3-
6=-88/0, 3-5=-137/0 NOTES 1)
Wind:
ASCE 7-98: 120mph (3-second gust); h=17ft; TCDL=4.Opsf; BCDL=3.Opsf; Category 11: Exp B; enclosed; C-C Exterior(2);
end vertical left exposed; Lumber DOL=1.33 plate grip DOL=1.00. 2) Provide
mechanical connection (by others) of truss to bearing plate capable of withstanding 53 lb uplift at joint 4 and 110 lb upliftatjoint5. 3) This
truss design conforms with Florida Building Code 2001, based on parameters indicated. 4) In
the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(
S) Standard 1) Regular:
Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (
plf) Vert: 1-
2=-54 Trapezoidal Loads (
plf) Vert: 2=-
2(F=26, B=26}to-4=-89(F=-18, B=-18), 5=0(F=10, B=10)-to-7=-33(F=-6, B=-6) 1948-1
Eng.max
Job Truss Truss Type Oty Ply
00241948-1 CJ7 CORNER JACK 2 1
Job Reference (optional)
BCG OF ORLANDO, SANFORD, FL 32773 5.200 s Jan 16 2004 MiTek Industries, Inc. Tue Mar 01 16:51:05 2005 Page 1
1-10-10 5-3-5 9-10-13
1-10-10 5-3-5 4-7-8 ,
35. i2 sme n
srt
c m
n
e
e
i
B
1 N4
5-
3-5 9-10-13 5-
3-5 4-7-8 Plate
Offsets X,Y : 2:0 1-15,0-0-3 , 3:0-3.0,0-30 LOADING (
psf) TCLL
20.0 SPACING
2-0-0 Plates
Increase 1.25 CSI
TC
0.66 DEFL
in (loc) Vdefl Ud PLATES GRIP TCDL
7.0 Lumber Increase 1.25 BC 0.42 Vert(
LL) -0.03 5-6 >999 360 Vert(
TL) 0.12 1 >224 240 M1120
249/190 BCLL
0.0 Rep Stress Incr NO WB 0.32 Horz(TL) -0.01 7 n/a n/a BCDL10.0 Code FBC2001/ANS195 Matrix) Wind(LL) 0.06 5-6 >999 240 Weight: 42lb LUMBER
BRACING TOP
CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 6-0-0 oc purlins. BOTCHORD2X4SYPNo.2ND BOT CHORD Rigid ceiling directly applied or 6-4-13 oc bracing. WEBS2X4SYPNo.3 REACTIONS (
lb/size) 4=217/Mechanical, 2=426/0-11-5, 7=354/Mechanical Max
Horz2=357(load case 2) Max
Uplift4=-351(load case 2), 2=-420(load case 2), 7=-265(load case 2) FORCES (
lb)- Maximum Compression/Maximum Tension TOP
CHORD 1-8=0/24, 2-8=0/24, 2-3=-810/525, 3-4=-118/45 BOT
CHORD 2-5=-781/756, 5-6=-785l746, 6-7=0/0 WEBS
3-5=0/147, 3-6=-798/839 NOTES
1)
Wind: ASCE 7-98; 120mph (3-second gust); h=17f1; TCDL=4.Opsf; BCDL=3.Opsf; Category 11; Exp B; enclosed; C-C Exterior(
2); Lumber DOL=1.33 plate grip DOL=1.00. 2)
Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 351 lb uplift at joint 4, 420 lb upliftatjoint2and265lbupliftatjoint7. 3)
This truss design confonns with Florida Building Code 2001, based on parameters indicated. 4)
In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD
CASE(S) Standard 1)
Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform
Loads (plf) Vert:
1-8=-54 Trapezoidal
Loads (plf) Vert:
8=-O(F=27, B=27)-to-4=-134(F=-40, B=-40), 2=-2(F=9, B=9}to-7=-49(F=-15, B=-15) 1948-
1 Eng.max
1948-1 I EJ2 I JACK TR 127 1 1
I I Job Reference (c
s Jan 16 2004 MiTek Industries,
1-4-0 2-9-0
1-4-0 2-8-0
0025 ,
16:51:06 2005 Page-1
Stab -1 103
i
ra
2-8-0
2-8-0
LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) Udefl Ud PLATES GRIPTCLL20.0 Plates Increase 1.25 TC 0.26 Vert(LL) n/a n/a 999 M1120 249/190TCDL7.0 Lumber Increase 1.25 BC 0.02 Vert(TL) 0.04 1 >461 240
BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(TL) 0.00 n/a n/a
BCDL 10.0 Code FBC2001/ANSI95 Matrix) Weight: 12lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 2-8-0 oc purfins. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3
REACTIONS (lb/size) 2=205/0-8-0, 4=47/Mechanical
Max Horz2=159(load case 2)
Max Uplift2=-277(load case 2), 4=-59(load case 2)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/27, 2-3=-41/6
BOT CHORD 2-4=0/0
WEBS 3-4=-25/65
NOTES
1) Wind: ASCE 7-98; 120mph (3-second gust); h=17ft; TCDL=4.Opsf; BCDL=3.Opsf; Category II; Exp B; enclosed; CC
Exterior(2); Lumber DOL=1.33 plate grip DOL=1.00,
2) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 277 lb uplift at joint 2 and 59lbupliftatjoint4.
3) This truss design conforms with Florida Building Code 2001, based on parameters indicated.
LOAD CASE(S) Standard
1948-1 Eng.max
1 1948.1 1 EJ2H
FL
TR 16 1
LJ
5.200 s Jan 16 2004 6
1-4-12 2-7-4
1-4-12 2-7-4
2-7-4
1
00726
Inc. Tue Mar 01 16:51:07 2005 Page 1
s—, msl
LOADING (psf) SPACING 2-0-0 CSI DEFL in loc) Vdefl L/d PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.49 Vert(LL) 0.00 4 >999 360 M1120 249/190TCDL7.0 Lumber Increase 1.25 BC 0.23 Vert(TL) -0.02 1 >999 240
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.05 3 n/a n/a
BCDL 10.0 CodeFBC2001/ANSI95 Matrix) Wind(LL) 0.01 4-5 >999 240 Weight: 13lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 2-7-4 oc purlins, except end verticals. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3
REACTIONS (lb/size) 3=39/Mechanical, 4=197/0-7-4, 5=20/Mechanical
Max Horz4=189(load case 2)
Max Uplift3=-13(load case 2), 4=-65(load case 2), 5=44(load case 2)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/32. 2-3=-33/10, 2-4=-169/124
BOT CHORD 4-5=0/0
NOTES
1) Wind: ASCE 7-98; 120mph (3-second gust); 11=1711; TCDL=4.Opsf; BCDL=3.Opsf; Category II; Exp B; enclosed; C-C
Exterior(2)-1-4-12 to 2-5-8; end vertical left exposed; Lumber DOL=1.33 plate grip DOL=1.00.
2) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 13 lb uplift at joint 3, 65 lb
uplift at joint 4 and 44 lb uplift at joint 5.
3) This truss design conforms with Florida Building Code 2001, based on parameters indicated.
LOAD CASE(S) Standard
1948-1 Eng.max
11
00271
1
1948-1 IEJ4H IJACK TR 15 1 1
Job Reference
BCG OF ORLANDO. SANFORD, FL 32773 5.200 s Jan 18 2004 MiTek Industric
1-4-12 4-7-4
I i
1-412 4-7-4
h. II
I 4-7-4
I -1
LOADING (psf) SPACING 2-0-0 CSI DEFL in loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.54 Vert(LL) -0.00 4-5 >999 360 M1120 249/190
TCDL 7.0 Lumber Increase 1.25 BC 0.23 Vert(TL) 0.03 4-5 >999 240
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.09 3 n/a n/a
BCDL 10.0 Code FBC2001/ANS195 Matrix) Wind(LL) 0.03 4-5 >999 240 Weight: 19lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 4-7-4 oc purlins, except end verticals.
BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2 X 4 SYP No.3
REACTIONS (lb/size) 3=100/Mechanical, 4=259/0-3-8, 5=45/Mechanical
Max Horz4=195(load case 2)
Max Uplift3=-12(load case 2), 4=-83(load case 2), 5=-15(load case 2)
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/32, 2-3=-51/30, 2-4=-216/124
BOT CHORD 4-5=0/0
NOTES
1) Wind: ASCE 7-98; 120mph (3-second gust); h=17ft; TCDL=4.Opsf; BCDL=3.Opsf; Category 11; Exp B; enclosed; C-C
Interior(1)-1-4-12 to 4-5-8; end vertical left exposed; Lumber DOL=1.33 plate grip DOL=1.00.
2) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 12 lb uplift at joint 3, 83 lb
uplift at joint 4 and 15 lb uplift at joint 5.
3) This truss design conforms with Florida Building Code 2001, based on parameters indicated.
LOAD CASE(S) Standard
1948-1 Eng.max
wu i cuss i russ I ype Oty Ply
1948.1 EJ7 JACK TR 0 1
Job
BCG OF ORLANDO, SANFORD. FL 32773 5.200 s Jan 16 2004 MiT
1-4-0 7-0-0
1-4-0 7-0-0
Tue Mar
0028
age 1
S -,20a
LOADING (psf) SPACING 2-0-0 CSI DEFL in loc) Vdefl Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.51 Vert(LL) n/a n/a 999 M1120 249/190
TCDL 7.0 Lumber increase 1.25 BC 0.22 Vert(TL) 0.18 1 >111 240
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a
BCDL 10.0 Code FBC2001/ANSI95 Matrix) Weight: 24 lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 3=165/Mechanical, 2=344/0-8-0, 4=66/Mechanical
Max Horz2=185(load case 2)
Max Uplift3=-134(load case 2), 2=-244(load case 2)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=027, 2-3=-76/52
BOT CHORD 2-4=0/0
NOTES
1) Wind: ASCE 7-98; 120mph (3-second gust); h=17ft; TCDL=4.Opsf; BCDL=3.Opsf; Category 11; Exp B; enclosed; C-C
Interior(1); Lumber DOL=1.33 plate grip DOL=1.00.
2) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 134 lb uplift at joint 3 and 244lbupliftatjoint2.
3) This truss design conforms with Florida Building Code 2001, based on parameters indicated.
LOAD CASE(S) Standard
1948-1 Eng.max
Job Truss Truss Type Oty Ply
1948-1 HG01 HIP GIRDER TR 1 1
0029
Job Reference (optional)
BCG OF ORLANDO, SANFORD, FL 32773 5.200 s Jan 16 2004 MiTek Industries, Inc. Tue Mar 01 16:51:08 2005 Page 1
1-4-0 3.9-14 7-0-0 11-4-0 15-8-0 18-10-2 22-8-0
1
1-4-0 3.9-14 3-2-2 4-4-0 4-4-0 3-2-2 3-9-14
s6=
n4= t.e=
S 6
S 6o [
A4
7.
7—
q
7 0Z,,=
9 t0
AO =
A0=
7-0-0 15-8-0 22-8-0
7-0-0 8-8-0 7-0-0
Plate Offsets X,Y : 2:0-4-2,0-1-8. 4:0-3-0,D-2-4 , 6:0-3-0,0-2-4 8:0-4-2,0-1-8
LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.59 Vert(LL) -0.18 9-11 >999 360 M1120 249/190
TCDL 7.0 Lumber Increase 1.25 BC 0.99 Vert(TL) -0.52 9-11 >511 240
BCLL 0.0 Rep Stress Incr NO WB 0.32 Horz(TL) 0.11 8 n/a n/a
BCDL 10.0 Code FBC2001/ANSI95 Matrix) Wind(LL) 0.23 9-11 >999 240 Weight: 105lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 2-10-5 oc purlins.
BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 4-6-5 oc bracing.
WEBS 2 X 4 SYP No.3
REACTIONS (lb/size) 8=1630/Mechanical, 2=1743/0-8-0
Max Horz2=50(load case 2)
Max Uplift8=-818(load case 2), 2=-989(load case 2)
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/27, 2-3=-3549/1778, 3-4=-3523/1805, 4-5=-3290/1725, 5-6=-3350/1770, 6-7=-3588/1856, 7-8=-3719/1904
BOT CHORD 2-9=-1555/3164, 9-10=-1911/3673, 10-11=-1911/3673, 8-11=-1701/3364
WEBS 3-9=-24229, 4-9=-415/980, 5-9=-545/384, 5-11=-481/329, 6-11=-442/1010, 7-11=-76/112
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-98; 120mph (3-second gust); h=17ft; TCDL=4.Opsf; BCDL=3.Opsf; Category 11; Exp B; enclosed; C-C
Interior(1); cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.00.
3) Provide adequate drainage to prevent water ponding.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 818 lb uplift at joint 8 and 989
lb uplift at joint 2.
5) This truss design conforms with Florida Building Code 2001, based on parameters indicated.
6) Girder carries hip end with 7-0-0 end setback
7) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 474.8Ib down
and 291.61b up at 15-8-0, and 474.81b down and 291.61b up at 7-0-0 on bottom chord. The design/selection of such
special connection device(s) is the responsibility of others.
8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Regular: Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-4=-54,4-6=-112(F=-58),6-8=-54,2-9=-20,9-11=-42(F=-22),8-11=-20
Concentrated Loads (lb)
Vert: 9=-475(F) 11=-475(F)
1948-1 Eng.max
1948-1 IJ1
BCG OF ORLANDO. SANE
JACK TR @ 45 12 1
Job
0 s Jan 16 2004 MiT
1-4-0 1-0-0
1-4-0 1-0-0
Inc. Tue
0030
Page 1
Scent • 1 61
n' = 1-0.0
1-0-0
LOADING (psf) SPACING 2-0-0 CSI DEFL in loc) Vdefl L/d PLATES GRIPTCLL20.0 Plates Increase 1.25 TC 0.19 Vert(LL) n/a n/a 999 M1120 249/190TCDL7.0 Lumber Increase 1.25 BC 0.00 Vert(TL) 0.02 1 >774 240BCLL0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a rVaBCDL10.0 Code FBC2001/ANS195 Matrix) Weight: 5lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 1-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 3=-33/Mechanical, 2=167/0-8-0, 4=9/Mechanical
Max Horz2=95(load case 2)
Max Uplift3=-33(load case 1), 2=-261(load case 2)
Max Grav3=55(load case 2), 2=167(load case 1), 4=9(load case 1)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/26, 2-3=-36/24
BOT CHORD 2-4=0/0
NOTES
1) Wind: ASCE 7-98; 120mph (3-second gust); h=17ft; TCDL=4.Opsf; BCDL=3.Opsf; Category II; Exp B; enclosed; C-C
Exterior(2); porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.00.
2) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 33 lb uplift at joint 3 and 261lbupliftatjoint2.
3) This truss design conforms with Florida Building Code 2001, based on parameters indicated.
LOAD CASE(S) Standard
1948-1 Eng.max
1948-1 I J 1 H I JACK TR @ 45
LOADING (psf) SPACING 2-0-0
TCLL 20.0 Plates Increase 1.25
TCDL 7.0 Lumber Increase 1.25
BCLL 0.0 Rep Stress Incr YES
BCDL 10.0 Code FBC2001/ANSI95
LUMBER
TOP CHORD 2 X 4 SYP No.2ND
BOT CHORD 2 X 4 SYP No.2ND
WEBS 2 X 4 SYP No.3
6 I 1
Job Reference (optional)
0 s Jan 16 2004 MiTek Industries, Inc. Tue Mar 01 1
1-4-12 0-11-4
1412011-4' i "'
b-11-4 CSI
DEFL in loc) Vdefl Ud TC
0.31 Vert(LL) 0.00 4 999 360 BC
0.10 Vert(TL) 0.02 1 747 240 WB
0.00 Horz(TL) 0.01 3 n/a n/a Matrix)
Wind(LL) 0.00 4 999 240 BRACING
PLATES
GRIP M1120
249/190 Weight:
8 lb TOP
CHORD Sheathed or 0-11-4 oc purtins, except end verticals. BOT
CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (
lb/size) 3=-53/Mechanical, 4=196/0-7-4, 5=-2/Mechanical Max
Horz4=65(load case 2) Max
Uplift3=-53(load case 1), 4=-120(load case 2), 5=-68(load case 2) Max
Grav3=56(load case 2), 4=196(load case 1) FORCES (
lb) - Maximum Compression/Maximum Tension TOP
CHORD 1-2=0/32. 2-3=-36/21. 2-4=-178/192 BOT
CHORD 4-5=0/0 NOTES
1)
Wind: ASCE 7-98; 120mph (3-second gust); h=17ft; TCDL=4.Opsf; BCDL=3.Opsf; Category II; Exp B; enclosed; C-C Exterior(
2)-1-4-12 to 0-10-14; end vertical left exposed; porch left exposed; Lumber DOL=1.33 plate grip DOL=1.00. 2)
Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 53 lb uplift at joint 3, 120 lb upliftatjoint4and68lbupliftatjoint5. 3)
This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD
CASE(S) Standard 0031I
Page
1 S -
1:iee 1948-
1 Eng.max
I194B-1 1,13 JACK TR ® 45 4 I 1 IJob
FL 32773 5.200 s Jan 16 2004 MiTek Industries, Inc. Tue Mar 01
1-4-0 3-0-0
1-4-0 3-0-0
i
h
3-0-U
1
0032
age 1
Scde • 110
LOADING (psf) SPACING 2-0-0 CSI DEFL in loc) Vdefl Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.26 Vert(LL) n/a n/a 999 M1120 249/190
TCDL 7.0 Lumber Increase 1.25 BC 0.03 Vert(TL) 0.04 1 >518 240
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a
BCDL 10.0 Code FBC2001/ANSI95 Matrix) Weight: 12 lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 3-0-0 oc pudins. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 3=38/Mechanical, 2=214/0-8-0, 4=26/Mechanical
Max Horz2=173(load case 2)
Max Uplift3=-92(load case 2). 2=-280(load case 2)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/27, 2-3=-49/11
BOT CHORD 2-4=0/0
NOTES
1) Wind: ASCE 7-98; 120mph (3-second gust); h=17ft; TCDL=4.Opsf; BCDL=3.Opsf; Category 11; Exp B; enclosed; CC
Exterior(2); Lumber DOL=1.33 plate grip DOL=1.00.
2) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 92 lb uplift at joint 3 and 280
Ib uplift at joint 2.
3) This truss design conforms with Florida Building Code 2001, based on parameters indicated.
LOAD CASE(S) Standard
1948-1 Eng.max
1948-1 I J31-11 I JACK TR ® 45
LOADING (psf) SPACING 2-0-0
TCLL 20.0 Plates Increase 1.25
TCDL 7.0 Lumber Increase 1.25
BCLL 0.0 Rep Stress Incr YES
BCDL 10.0 Code FBC2001/ANS195
LUMBER
TOP CHORD 2 X 4 SYP No.2ND
BOT CHORD 2 X 4 SYP No.2ND
WEBS 2 X 4 SYP No.3
3 I 1
l Job Reference c
0 s Jan 16 2004 MiTek Industries,
1-4-12
1 2-11-4
1-4-12 2-11-4
3
I 2-11-4
2-114
0033
16:51:11 2005 Page 1
S 2121
CSI DEFL in loc) Vdefl Ud PLATES GRIP
TC 0.50 Vert(LL) 0.00 4 >999 360 M1120 249/190
BC 0.23 Vert(TL) 0.01 4-5 >999 240
WB 0.00 Horz(TL) -0.06 3 n/a n/a
Matrix) Wind(LL) 0.01 4-5 >999 240 Weight: 14lb
BRACING
TOP CHORD Sheathed or 2-11-4 oc purlins, except end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 3=50/Mechanical, 4=206/0-3-8, 5=24/Mechanical
Max Horz4=190(load case 2)
Max Uplift3=-13(load case 2), 4=-71(load case 2), 5=-37(load case 2)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/32, 2-3=-36/14, 2-4=-176/124
BOT CHORD 4-5=0/0
NOTES
1) Wind: ASCE 7-98; 120mph (3-second gust); h=17ft; TCDL=4.Opsf; BCDL=3.Opsf; Category II; Exp B; enclosed; C-C
Exterior(2)-1-4-12 to 2-9-8; end vertical left exposed; Lumber DOL=1.33 plate grip DOL=1.00.
2) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 13 lb uplift at joint 3, 71 lb
uplift at joint 4 and 37 lb uplift at joint 5.
3) This truss design conforms with Florida Building Code 2001, based on parameters indicated.
LOAD CASE(S) Standard
1948-1 Eng.max
0034
1948-1 J5 JACK TR ® 45 4 1
Job Reference (optional)
BCG OF ORLANDO, SANFORD, FL 32773 5.200 s Jan 16 2004 MiTek Industries, Inc. Tue Mar 01 16:51:11 2005 Paqe 1
14-0 5-0-0
1-4-0 5-0-0
LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.26 Vert(LL) n/a - n/a 999 M1120 249/190
TCDL 7.0 Lumber Increase 1.25 BC 0.11 Vert(TL) 0.03 1 >682 240
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a
BCDL 10.0 Code FBC2001/ANSI95 Matrix) Weight: 18lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 5-0-0 oc purlins.
BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 3=105/Mechanical, 2=275/D-8-0, 4=46/Mechanical
Max Horz2=148(load case 2)
Max Uplift3=-81(load case 2), 2=-231(load case 2)
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/27, 2-3=-57/34
BOT CHORD 2-4=0/0
NOTES
1) Wind: ASCE 7-98; 120mph (3-second gust); h=17ft; TCDL=4.Opsf; BCDL=3.Opsf; Category II; Exp B; enclosed; C-C
Interior(1); Lumber DOL=1.33 plate grip DOL=1.00.
2) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 81 lb uplift at joint 3 and 231
lb uplift at joint 2.
3) This truss design conforms with Florida Building Code 2001, based on parameters indicated.
LOAD CASE(S) Standard
sc. - 1 1!
1948-1 Eng.max
1948-1 MG1 GIRDER TR 1 1
Job Reference (optional)
0035
BCG OF ORLANDO, SANFORD, FL 32773 5.200 s Jan 16 2004 MiTek Industries, Inc. Tue Mar 01 16:51:12 2005 Paae 1
2-8-0
2-8-0 '
2-8-0
2-8-0
LOADING (psf) SPACING 2-0-0 CSI DEFL in loc) Vdefl Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.08 Vert(LL) n/a n/a 999 M1120 249/190
TCDL 7.0 Lumber Increase 1.25 BC 0.01 Vert(TL) -0.00 1 >999 240
BCLL 0.0 Rep Stress Incr NO WB 0.02 Horz(TL) 0.00 n/a n/a
BCDL 10.0 Code FBC2001/ANSI95 Matrix) Weight: 12 lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 2-8-0 oc pudins. BOT CHORD 2 X 6 SYP No.21ND BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3
REACTIONS (lb/size) 1=81/0-8-0, 3=1781/Mechanical
Max Horz 1=47(load case 2)
Max Upliftl=-26(load case 2), 3=-815(load case 2)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=-29/20
BOT CHORD 1-3=0/0
WEBS 2-3=-59/54
NOTES
1) Wind: ASCE 7-98; 120mph (3-second gust); h=17ft; TCDL=4.Opsf; BCDL=3.Opsf; Category 11; Exp B; enclosed; C-C
Interior(1); cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.00.
2) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 26 lb uplift at joint 1 and 815
lb uplift at joint 3.
3) This truss design conforms with Florida Building Code 2001, based on parameters indicated.
4) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1700.01b
down and 767.71b up at 2-6-4 on bottom chord. The design/selection of such special connection device(s) is the
responsibility of others.
5) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Regular: Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-2=-54, 1-3=-20
Concentrated Loads (lb)
Vert: 3=-1700(B)
stria.1 M
1948-1 Eng.max
1948-1 IMG2 (GIRDER TR 0038
Job Reference (optional) BCG OF ORLANDO, SANFORD, FL 32773
1 1
5.200 s Jan 18 2004 MiTek Industries, Inc. Tue Mar 01 16:51:13 2005 Page 1
14-0 2-8-0
1-4-0 2-8-0 '
n' = 2-8-0 a. u
LOADING (psf)
TCLL 20.0
SPACING
Plates Increase
2-0-0
1.25
CSI
TC 0.08
DEFL in loc) Udefl Ud PLATES GRIP
TCDL 7.0 Lumber Increase 1.25 BC 0.62
Vert(LL) -0.01
Vert(TL) -0.01
1-3 >999 360
1-3 >999 240
M1120 249/190
BCLL 0.0 Rep Stress Incr NO WB 0.02 Horz(TL) 0.00 n/a n/aBCDL10.0 Code FBC2001/ANSI95 Matrix) Wind(LL) 0.01 1-3 >999 240 Weight: 12 lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 2-8-0 oc purlins. BOT CHORD 2 X 6 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3
REACTIONS (lb/size) 1=1244/0-8-0, 3=338/Mechanical
Max Horz 1=47(load case 2)
Max Upliftl =-551 (load case 2), 3=-163(load case 2)
FORCES (lb) - Maximum Compression/Maxtmum Tension
TOP CHORD 1-2=-29/20
BOT CHORD 1-4=0/0, 3-4=0/0
WEBS 2-3=-59/54
NOTES
1) Wind: ASCE 7-98; 120mph (3-second gust); h=17f1; TCDL=4.Opsf; BCDL=3.Opsf; Category II; Exp B; enclosed; C-C
Interior(1); cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.00.
2) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 551 lb uplift at joint 1 and 163lbupliftatjoint3.
3) This truss design conforms with Florida Building Code 2001, based on parameters Indicated.
4) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1420.01b
down and 641.3lb up at 0-8-12 on bottom chord. The design/selection of such special connection device(s) is the
responsibility of others.
5) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Regular: Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-2=-54, 1-3=-20
Concentrated Loads (lb)
Vert: 4=-1420(F)
1948-1 Eng.max
Job Truss Truss Type Qty Ply
1948-1 VT04 VALLEY TR 2 1
0037
Job Reference (optional)
BCG OF ORLANDO, SANFORD, FL 32773 5.200 s Jan 16 2004 MiTek Industries, Inc. Tue Mar 01 16:51:14 2005 Page 1
2-0-0 4-0-0
2-0-0 2-0-0
e,
a-0-0
LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIPTCLL20.0 Plates Increase 1.25 TC 0.03 Vert(LL) n/a - n/a 999 M1120 249/190TCDL7.0 Lumber Increase 1.25 BC 0.05 Vert(TL) n/a - n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a
BCDL 10.0 Code FBC2001/ANSI95 Matrix) Weight: 10lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 4-0-0 oc puriins. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 1=94/4-0-0, 3=94/4-0-0
Max Upliftl=-42(load case 2), 3=-42(load case 2)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=-100/67, 2-3=-100/67
BOT CHORD 1-3=-48/82
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-98: 120mph (3-second gust); h=17ft; TCDL=4.Opsf; BCDL=3.Opsf; Category 11; Exp B; enclosed; C-C Interior(1); Lumber DOL=1.33 plategripDOL=1.00.
3) Gable requires continuous bottom chord bearing.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 42 lb uplift at joint 1 and 42 lb
uplift at joint 3.
5) This truss design conforms with Florida Building Code 2001, based on parameters indicated.
LOAD CASE(S) Standard
1948-1 Eng.max
1948-1 VT08 VALLEY TR 2 1
Job Reference (optional)
0038
BCG OF ORLANDO, SANFORD, FL 32773 5.200 s Jan 16 2004 MiTek Industries, Inc. Tue Mar 01 16:51:15 2005 Page 1
4-0-0 8-0-0
4-0-0 4-0-0
LOADING (psf) SPACING 2-0-0 CSI DEFL in loc) Vdefl Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.15 Vert(LL) n/a n/a 999 M1120 249/190
TCDL 7.0 Lumber Increase 1.25 BC 0.06 Vert(TL) n/a n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 3 n/a n/a
BCDL 10.0 Code FBC2001/ANSI95 Matrix) Weight: 24 lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 6-0-0 oc purlins.
BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3
REACTIONS (lb/size) 1=118/8-0-0, 3=118/8-0-0, 4=248/8-0.0
Max Upliftl=-64(load case 2), 3=-64(load case 2), 4=-81(load case 2)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=-41/28, 2-3=-41/28
BOT CHORD 1-4=0/13, 3-4=0/13
WEBS 2-4=-166/106
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-98; 120mph (3-second gust); h=17ft; TCDL=4.Opsf; BCDL=3.Opsf; Category 11; Exp B; enclosed; C-C
Interior(1); Lumber DOL=1.33 plate grip DOL=1.00.
3) Gable requires continuous bottom chord bearing.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 64 lb uplift at joint 1, 64 lb
uplift at joint 3 and 81 lb uplift at joint 4.
5) This truss design conforms with Florida Building Code 2001, based on parameters indicated.
LOAD CASE(S) Standard
1948-1 Eng.max
Job Truss Truss Type Oty Ply
0039
1948-1 VT12 VALLEY TR 2 1
Job Reference o tional
BCG OF ORLANDO, SANFORD, FL 32773 5.200 s Jan 16 2004 MiTek Industries, Inc. Tue Mar 01 16:51:16 2005 Page 1
6-0-0 12-0-0
6-0-0
s o
6-0-0
Scee . m.i
s m (T
n sn
s
h' % m II a
I 12-0-0
12-0-0
i
LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.24 Vert(LL) n/a n/a 999 M1120 249/190
TCDL 7.0 Lumber Increase 1.25 BC 0.19 Vert(TL) n/a n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 3 n/a n/a
BCDL 10.0 Code FBC2001/ANS195 Matrix) Weight: 381b
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 6-0-0 oc purlins.
BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly, applied or 10-0-0 oc bracing.
OTHERS 2 X 4 SYP No.3
REACTIONS (lb/size) 1=158/12-0-0, 3=158/12-0-0, 4=464/12-0-0
Max Upliftl =-7 1 (load case 2), 3=-71(load case 2), 4=-179(load case 2)
Max Gravl=167(load case 3), 3=167(load case 4), 4=464(load case 1)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=-76/45, 2-3=-76/45
BOT CHORD 1-4=0/28, 3-4=0/28
WEBS 2-4=-308/184
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-98; 120mph (3-second gust); h=17ft; TCDL=4.Opsf; BCDL=3.Opsf; Category 11; Exp B; enclosed; C-C
Interior(1); Lumber DOL=1.33 plate grip DOL=1.00.
3) Gable requires continuous bottom chord bearing.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 71 lb uplift at joint 1, 71 lb
uplift at joint 3 and 179 lb uplift at joint 4.
5) This truss design conforms with Florida Building Code 2001, based on parameters indicated.
LOAD CASE(S) Standard
1948-1 Eng.max
Job Truss Truss Type Oty Ply
1948-1 VT16 VALLEY TR 2 1
0040
Job Reference (optional)
BCG OF ORLANDO. SANFORD, FL 32773 5.200 s Jan 16 2004 MiTek Industries, Inc. Tue Mar 01 16:51:17 2005 Page 1
6-0-0 16-0-0
8-0-0 6-0-0
sc.a • ,:n z
swFF
r
5„ SII
S
b. ; b.
16-0-0
16-0-0
Plate Offsets X,Y : 7:0-3-0,0-3-0
LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.11 Vert(LL) n/a - n/a 999 M1120 249/190
TCDL 7.0 Lumber Increase 1.25 BC 0.06 Vert(TL) n/a - n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 5 n/a n/a
BCDL 10.0 Code FBC2001/ANSI95 Matrix) Weight: 55 lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 6-0-0 oc pudins.
BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2 X 4 SYP No.3
REACTIONS (lb/size) 1=98/16-0-0. 5=98/16-0-0, 7=28 1111-0-0, 8=299/16-0-0, 6=299/16-0-0
Max Uplift 1=-33(load case 2), 5=-33(load case 2), 7=-62(load case 2), 8=-149(load case 2), 6=-149(load case 2)
Max Gravl=98(load case 1), 5=98(load case 1), 7=281(load case 1), 8=310(load case 4), 6=310(load case 3)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=-46/30, 2-3=-60l77, 3-4=-60/77, 4-5=-46/30
BOT CHORD 1-6=029, 6-7=029, 7-8=029, 5-8=029
WEBS 3-7=-204/90, 4-8=-223/164, 2-6=-223/164
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-98; 120mph (3-second gust); h=17ft; TCDL=4.Opsf; BCDL=3.Opsf; Category II; Exp B; enclosed; C-C
Interior(1); Lumber DOL=1.33 plate grip DOL=1.00.
3) Gable requires continuous bottom chord bearing.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 33 lb uplift at joint 1, 33 lb
uplift at joint 5, 62 lb uplift at joint 7, 149 lb uplift at joint 8 and 149 lb uplift at joint 6.
5) This truss design conforms with Florida Building Code 2001, based on parameters indicated.
LOAD CASE(S) Standard
1948-1 Eng.max
Job Truss Truss Type Oty Ply
1948-1 V720 VALLEY TR 2 1
0041
Job Reference (optional)
BCG OF ORLANDO. SANFORD, FL 32773 5.200 s Jan 16 2004 MiTek Industries, Inc. Tue Mar 01 16:51:18 2005 Page 1
10-0-0 20-0-0
10-0-0 10-0-0
Seeb - 1.7, 0
Sw r
r
a4 c a4 II ss = 2.4 II m a
2a0-0
20-0-0
Plate Offsets X,Y : 7:0-3-0,0-3-0
LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.27 Vert(LL) n/a - n/a 999 M1120 249/190
TCDL 7.0 Lumber Increase 1.25 BC 0.15 Vert(TL) n/a - n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 5 n/a n/a
BCDL 10.0 Code FBC2001/ANS195 Matrix) Weight: 71 lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 6-0-0 oc purtins.
BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3
OTHERS 2 X 4 SYP No.3
REACTIONS (lb/size) 1=16220-0-0, 5=16220-0-0, 7=210/20-0-0, 6=41920-0-0, 8=41920-0-0
Max Upliftl=-59(load case 2), 5=-59(load case 2), 7=-8(load case 2), 6=-206(load case 2), 8=-206(load case 2)
Max Gravl=162(load case 1), 5=162(load case 1), 7=210(load case 1), 6=423(load case 3), 8=423(load case 4)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=-62/53, 2-3=-63/105, 3-4=-63/105, 4-5=-62/53
BOT CHORD 1-6=0/44, 6-7=0/44, 7-8=0/44, 5-8=0/44
WEBS 3-7=-162/41, 2-6=-294216, 4-8=-294216
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-98; 120mph (3-second gust); h=17ft; TCDL=4.Opsf; BCDL=3.Opsf; Category II; Exp B; enclosed; C-C
Interior(1); Lumber DOL=1.33 plate grip DOL=1.00.
3) Gable requires continuous bottom chord bearing.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 59 lb uplift at joint 1, 59 lb
uplift at joint 5, 8 lb uplift at joint 7, 206 lb uplift at joint 6 and 206 lb uplift at joint 8.
5) This truss design conforms with Florida Building Code 2001, based on parameters indicated.
LOAD CASE(S) Standard
1948-1 Eng.max
Job Truss Truss Type Oty Ply
0042
1948-1 VT24 VALLEY TR 2 1
Job Reference optional
BCG OF ORLANDO. SANFORD, FL 32773 5.200 s Jan 16 2004 MiTek Industries, Inc. Tue Mar 01 16:51:18 2005 Page 1
12-0-0 24-0-0
12-0-0 12-0-0
Scek -1 37.1
sm
T
T 6
It
24-0-0
24-0-0
Plate Offsets X,Y : 9:0-3-0,0-3-0
LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.34 Vert(LL) n/a n/a 999 M1120 249/190
TCDL 7.0 Lumber Increase 1.25 BC 0.18 Vert(TL) n/a n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(TL) 0.00 7 n/a n/a
BCDL 10.0 Code FBC2001/ANS195 Matrix) Weight: 84 lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 6-0-0 cc purlins.
BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing.
OTHERS 2 X 4 SYP No.3
REACTIONS (lb/size) 1=16024-0-0, 9=41324-0-0, 10=468/24-0-0. 8=468/24-0-0. 7=160/24-0-0
Max Upliftl=-106(load case 2), 9=-184(load case 2), 10=-426(load case 2), 8=-426(load case 2), 7=-106(load case 2)
Max Grav 1 = 1 60(load case 1), 9=413(load case 1), 10=482(load case 4), 8=482(load case 3), 7=160(load case 1)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=-73/48, 2-3=-90/172, 3-4=-79/191, 4-5=-79/191, 5-6=-90/172, 6-7=-73/48
BOT CHORD 1-8=OR1, 8-9=0/71, 9-10=0/71, 7-10=0/71
WEBS 4-9=-301231, 6-10=-346/436, 2-8=-346/436
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-98; 120mph (3-second gust); h=17ft; TCDL=4.Opsf; BCDL=3.Opsf; Category 11; Exp B; enclosed; C-C
Exterior(2); Lumber DOL=1.33 plate grip DOL=1.00.
3) Gable requires continuous bottom chord bearing.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 106 lb uplift at joint 1, 184 lb
uplift at joint 9, 426 lb uplift at joint 10, 426 lb uplift at joint 8 and 106 lb uplift at joint 7.
5) This truss design conforms with Florida Building Code 2001, based on parameters indicated.
LOAD CASE(S) Standard
1948-1 Eng.nnax
Job Truss Truss Type Oty Ply
0043
1948-1 VT25 VALLEY TR 1 1
Job Reference (optional)
BCG OF ORLANDO, SANFORD, FL 32773 5.200 s Jan 16 2004 MiTek Industries, Inc. Tue Mar 01 16:51:19 2005 Page 1
12-6-8 25-1-0
12-6-8 12-6-8
r
II a, II
6 9
a. II s a. II
t
9S
5.0i
L6
sir 3' ,
a, II a. II
a. 11 a, II n. a, II a, II
I 25-1-0
I
25-1-0
Plate Offsets X,Y : 3:0-3-0,0-D-4 , 11:0-3-O,D-D-4
LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.15 Vert(LL) n/a - n/a 999 M1120 249/190
TCDL 7.0 Lumber Increase 1.25 BC 0.13 Vert(TL) n/a - n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(TL) 0.00 13 n/a n/a
BCDL 10.0 Code FBC2001/ANSI95 Matrix) Weight: 113lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 6-0-0 oc purlins.
BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2 X 4 SYP No.3
REACTIONS (lb/size) 1=11925-1-0, 13=11925-1-0, 19=139/25-1-0, 24=28925-1-0, 23=82/25-1-0, 21=14125-1-0, 20=14825-1-0, 14=289/25-1-0,
15=8225-1-0, 17=14125-1-0, 18=14825-1-0
Max Horz 1=139(load case 2)
Max Uplift 1 =-47(load case 2), 13=-47(load case 2), 24=-262(load case 2), 23=-80(load case 2), 21=-147(load case 2), 20=-126(load case 2),
14=-262(load case 2), 15=-80(load case 2), 17=-147(load case 2), 18=-126(load case 2)
Max Grav1=119(load case 1). 13=119(load case 1), 19=139(load case 1), 24=289(load case 1), 23=82(load case 4), 21=141(load case 1),
20=152(load case 4), 14=289(load case 1), 15=82(load case 3), 17=141(load case 1), 18=152(load case 3)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=-99136, 2-3=-43/10, 3-4=-7/16, 4-5=-30/62, 5-6=-33/130, 6-7=-32/189, 7-8=-32/189, 8-9=-33/130,
9-10=-30/62,10-11=-7/16,11-12=-43/10,12-13=-99/36
BOT CHORD 1-14=0/0, 14-15=0/0, 15-16=0/0, 16-17=-O/0, 17-18=-O/O, 18-19=-O/O, 19-20=0/0, 20-21=0/0, 21-22=0/0,
22-23=0/139, 23-24=0/139, 13-24=0/139
WEBS 7-19=-100/0, 12-24=-195253, 10-23=-73/104, 9-21=-116/159, 8-20=-111/138, 2-14=-195253,
4-15=-73/104,5-17=-116/159,6-18=-111/138
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-98; 120mph (3-second gust); h=17ft; TCDL=4.Opsf; BCDL=3.Opsf; Category II; Exp B; enclosed; C-C
Exterior(2); Lumber DOL=1.33 plate grip DOL=1.00.
3) Gable requires continuous bottom chord bearing.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 47 lb uplift at joint 1, 47 lb
uplift at joint 13, 262 lb uplift at joint 24, 80 lb uplift at joint 23, 147 lb uplift at joint 21, 126 lb uplift at joint 20, 262 lb uplift at
joint 14, 80 lb uplift at joint 15, 147 lb uplift at joint 17 and 126 lb uplift at joint 18.
5) This truss design conforms with Florida Building Code 2001, based on parameters indicated.
LOAD CASE(S) Standard
1948-1 Eng.max
Job Truss Truss Type Oty Ply
0044
1948-1 VT28 VALLEY TR 1 1
Job Reference o tional
BCG OF ORLANDO, SANFORD, FL 32773 5.200 s Jan 16 2004 MiTek Industries, Inc. Tue Mar 01 16:51:20 2005 Page 1
14-0-0 28-0-0
14-0-0 14-0-0
kw
e
e
r
II7
r
r \h. II
e
r
i
h. II 2.111 h• II 7.. = h. I I
28-0-0
26-0-0
LOADING (psi) SPACING 2-0-0 CSI DEFL in loc) Vdefl Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.27 Vert(LL) n/a n/a 999 M1120 249/190
TCDL 7.0 Lumber Increase 1.25 BC 0.13 Vert(TL) n/a n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(TL) 0.00 9 n/a n/a
BCDL 10.0 Code FBC2001/ANS195 Matrix) Weight: 111 lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 6-0-0 oc purlins.
BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
OTHERS 2 X 4 SYP No.3
REACTIONS (lb/size) 9=147/28-0-0. 1=147/28-0-0, 13=1/28-0-0, 16=46628-0-0, 14=323/28-0-0. 10=466/28-0-0, 12=32328-0-0
Max Horz 1=110(load case 2)
Max Uplift9=-25(load case 2), 1=-25(load case 2), 16=-244(load case 2), 14=-217(load case 2), 10=-244(load case 2), 12=-217(load case 2)
Max Grav9= 1 48(load case 4), 1=148(load case 3), 13=155(load case 2), 16=466(load case 4), 14=323(load case 1). 10=466(load case 3),
12=323(load case 1)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=-82f71, 2-3=-62/36, 3-4=-10/65, 4-5=-44/145, 5-6=-44/145, 6-7=-10/65, 7-8=-62/36, 8-9=-82f/1
BOT CHORD 1-10=-0/O, 10-11=-Oro, 11-12=-0/O, 12-13=-O/O, 13-14=-0/O, 14-15=0/0, 15-16=-5/110, 9-16=-5/110
WEBS 5-13=-140/39, 8-16=-340260, 6-14=-283223, 2-10=-340260, 4-12=-283223
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-98; 120mph (3-second gust); h=17ft; TCDL=4.Opsf; BCDL=3.Opsf; Category 11: Exp B; enclosed; C-C
Interior(1); Lumber DOL=1.33 plate grip DOL=1.00.
3) Gable requires continuous bottom chord bearing.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 25 lb uplift at joint 9, 25 lb
uplift at joint 1, 244 lb uplift at joint 16, 217 lb uplift at joint 14, 244 lb uplift at joint 10 and 217 lb uplift at joint 12.
5) This truss design conforms with Florida Building Code 2001, based on parameters indicated.
LOAD CASE(S) Standard
10
1948-1 Eng.max
Job Truss Truss Type Oty Ply
0045
1948-1 VT30 VALLEY TR 1 1
Job Reference (optional)
BCG OF ORLANDO, SANFORD, FL 32773 5.200 s Jan 16 2004 MiTek Industries, Inc. Tue Mar 01 16:51:21 2005 Page 1
r 1-4-12 15-0-12 30.1-8 R1-6-41I
1-4-12 15-0.12 15-0-12 1-4-12
st.a • tst e
im it °
N4 11 A. II
e
2.4 II t t.. It
e °
t t
2•4 it T. II
7
7 10
tl
ll I) I• IS le 1) to
a. II h. II Ss = N. 11 sn = r..
30-1-8
30-1-8
Plate Offsets X,Y : 14:0.3-0,0-3-0. 16:0-3-0,0-3-0
LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.54 Vert(LL) n/a - n/a 999 M1120 249/190
TCDL 7.0 Lumber Increase 1.25 BC 0.34 Vert(TL) 0.12 1 >156 240
BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.01 18 n/a n/a
BCDL 10.0 Code FBC2001/ANSI95 Matrix) Weight: 137 lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals.
BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2 X 4 SYP No.3
OTHERS 2 X 4 SYP No.3
REACTIONS (lb/size) 12=328/30-1-8, 18=328/30-1-8. 15=39/30-1-8, 17=465/30-1-8, 16=375/30-1-8, 13=465/30-1-8, 14=375/30-1-8
Max Horz 12=-382(load case 2)
Max Upliftl2=-285(load case 2), 18=-207(load case 2), 17=-493(load case 2), 16=-318(load case 2)
Max Gravl2=328(load case 1), 18=328(load case 1), 15=184(load case 2), 17=471(load case 4). 16=375(load case 1), 13=471(load case 3),
14=375(loadcase 1)
FORCES (lb)- Maximum Compression/Maximum Tension
TOP CHORD 2-12=-275/272, 1-2=0/32, 2-3=-166/289, 3-4=-174/278, 4-5=-108295, 5-6=-155/309, 6-7=-155285,
7-8=-108/137, 8-9=-174/121, 9-10=-166/0, 10-11=0/32, 10-18=-275254
BOT CHORD 12-13=0251, 13-14=0251, 14-15=0251, 15-16=0251, 16-17=0251, 17-18=0251
WEBS 6-15=-175/8, 9-17=-340/492, 7-16=-274/361, 3-13=-340/0, 5-14=-274/16
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-98; 120mph (3-second gust); h=17ft: TCDL=4.Opsf; BCDL=3.Opsf; Category II; Exp B; enclosed; C-C
Exterior(2)-1-4-12 to 31-6-4; end vertical left and right exposed: Lumber DOL=1.33 plate grip DOL=1.00.
3) Gable requires continuous bottom chord bearing.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 285 lb uplift at joint 12, 207 lb
uplift at joint 18, 493 lb uplift at joint 17 and 318 lb uplift at joint 16.
5) This truss design conforms with Florida Building Code 2001, based on parameters indicated.
LOAD CASE(S) Standard
1948-1 Eng.max
Job Truss Truss Type Oty Ply
0046
1948-1 VT32 VALLEY TR 1 1
Job Reference (optional)
BCG OF ORLANDO, SANFORD, FL 32773 5.200 s Jan 16 2004 MiTek Industries, Inc. Tue Mar 0/ 16:51:22 2005 Page 1
15-0-12 30-1-8
15-0-12 15-0-12
Seale • f.90
1;
S
500 I"
II \\hII S
ae
ae
11e
11 a4ll 7
e e
7
B
ae %
ae c he
II s•s = ae II a•e = a. 11 30.
1-8 I
30-
1-8 Plate
Offsets X,Y :j11:0-3-0.0-3-01,113:0-3-0.0-3-0j LOADING (
psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL
20.0 Plates Increase 1.25 TC 0.27 Vert(LL) n/a n/a 999 M1120 249/190 TCDL
7.0 Lumber Increase 1.25 BC 0.15 Vert(TL) n/a n/a 999 BCLL
0.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.00 9 n/a n/a BCDL
10.0 Code FBC2001/ANS195 Matrix) Weight: 121 lb LUMBER
BRACING TOP
CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 6-0-0 oc purlins. BOT
CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS
2 X 4 SYP No.3 REACTIONS (
lb/size) 1=140/30-1-8. 12=227/30-1-8, 14=461/30-1-8. 13=389/30-1-8, 10=461/30-1-8. 11=389/30-1-8, 9=140/30-1-8 Max
Uplift 1=-33(load case 2), 14=-231(load case 2), 13=-190(load case 2), 10=-231(load case 2), 11=-190(load case 2), 9=-33(load case 2) Max
Grav 1 = 140(load case 1), 12=227(load case 1), 14=461(load case 1), 13=395(load case 4), 10=461(load case 1), 11=395(load case 3), 9=
140(load case 1) FORCES (
lb) - Maximum Compression/Maximum Tension TOP
CHORD 1-2=-58/56, 2-3=-79f75, 3-4=-15/86, 4-5=-65/185, 5-6=-65/185, 6-7=-15/86, 7-8=-79f75, 8-9=-58/56 BOT
CHORD 1-10=0f79, 10-11=Of79, 11-12=Of79, 12-13=0f79, 13-14=Of79, 9-14=Of79 WEBS
5-12=-161/0, 8-14=-327/255, 6-13=-292/225, 2- 1 0=-327/255, 4-11=-292/225 NOTES
1)
Unbalanced roof live loads have been considered for this design. 2)
Wind: ASCE 7-98; 120mph (3-second gust); h=17ft; TCDL=4.Opsf; BCDL=3.Opsf; Category 11: Exp B; enclosed; C-C Interior(
1); Lumber DOL=1.33 plate grip DOL=1.00. 3)
Gable requires continuous bottom chord bearing. 4)
Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 33 lb uplift at joint 1, 231 lb uplift
at joint 14, 190 lb uplift at joint 13, 231 lb uplift at joint 10, 190 lb uplift at joint 11 and 33 lb uplift at joint 9. 5)
This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD
CASE(S) Standard 1948-
1 Eng.max
7
01-27-05
I REF: 1948-1
framed
4.8-0 24-8-0 12-8-0
I
6-0•0 ` »-7-0
L.
42-5-0
I
N I ROOF TRUSS LAYOUT
CID
All wall shown are load bearing
Not all load bearing walls were used for support
Unhatched ceilings are Flat
Vaulted Ceiling is 2.5/12
11811 HUS26 (18)
DESIGN DATA:
LOADING CRITERIA: FBC 2001
ROOF LIVE:20 PSF ROOF DEAD:'? PSF
FLOOR LIVE:40 PSF FLOOR DEAD:15 PSF
WIND LOADING CRITERIA: ASCE 7-08
WIND DESIGN VELOCITY: 120 MPH
WIND DURATION FACTOR: 1.33
EXPOSURE:6 CATEGORY:11
DESIGN ELEVATION: 10-cr FT.
DEAD LOAD FOR UPLIFT: 10 LBS
IMPORTANCE FACTOR: 1.00
SALVADOR A. JURADO P.E.
Cl
V ` I
STATE OF FLORIDA REG, No. 19939. Fj401
6401 NW 74 AVE. MIAMI. FL 33-9 66
01-27-05 _
REVJ 243N NEW
REVJ REVJ
GEMERAL WFORHAnON
READ ALL MOM. TRUMES WRL NOT BE
MANUFACTURED VVIT/IOUT APPROVAL OF THIS
DRAWUG.
WARMING MD IMSTHAICT10N S. THOSE
INSTALLING AND USIMG THERE WL6OMEMTR
MUST READ MD FOLLOW THE WARNINGS AND
INSTRUCTCHS INCLUDED IN THE MUII0ERY
AND ENGINEEMBIG PACKAGE. 00 NOT NSTAUL
00 USE THESE COMPONENTS UMM THE FULL
DEANERY ACAAOE n RECEMD AND ALL THE
TRUSSES ARE VERIFIED FOR ACCURACY. REFER
TO NGB SUIRIARY SHEET (TRUSS PLATE
M STTUTE RECOIYENDATIONS) MD INGMDUAL
TRUSS OES4M3 FOR 01PORTANT WFORWTgN
REGANOU4 BRICDIG AND INSTALLATION
GDIDELIMEa.
THE ADVICE OF A PROFESSIONAL ENGINEER
OR REGISTERED ARCHITECT MUST BE
SOUGHT ON WUTTERS RELAYING TO BEARING
DESIGN. MCMORAGE. BRACING. IMTALLATOM
M. RESPONSIBLE OR OF pILANWIC. n MOT RES ATI FRE FOR THESEMATTERS. A PERIOT FROM 111E BURDI
DEVMTEHT n REOWRED lb 0WTAL1 TT HESE
OOWOMENTS.00MOT EIS OD THESECOMPONENTSUNTILMEROBTALLBCODEREQUIRGISTADHERETOALLGIRDINGCODEREQUIREMENTSIIEGAIIDINOTHE
INUTNIATION MO USE OF TRUSSES.
INSTALLATON MID L9E DO MOT CUT OR ALTER
MUMS. M NOT INSTALL D MBE DAMRUSSTRUSSESATREPORTMYSTALLEDTRUSSESTOorTHEMCR. PROPER WIS THE O L ANDUSEa< THESE COWONENTD n THE BOLE
M. n NOT M3PONSIBLE FOR THE LIABILITIES
THAT MAY RESULT FROM FIELD STORAGE.
103DSE OR IVROPER MSTALLATION
OF THESE ODHIIN RENTS INCLUOMG.BUT NOT
LBOtED TO: FARURES. BODILY INANITY. LOU
OF PROPERTY ANOOR LIVE. TRUSSES GIST BE
INSTALLED BY CONTRACTORS WTTH SUFFCEHT
EAKRERCE W TRUSS INSTALLATION AND
HANDLING.
NO ALTERATION OF THE TRUSSES n ALLOWED
WTTOUT PREVIOUS APPROVAL OF TRWIMS
1lAI1UFKTURER. ART UMAU1IMORLTED
ALTERATION. REPAIR OR MODIFICATION OF THE
TRUSSES WILL CAUSE BOO OF ORLAMDO DC.
TO RELWOURM RESRNNSIdIT' FOR THE
STRUCTURAL SAFETY Df THOSE TRUSSES AND
TO NOTIFY THE 11MIZING OFFICIALS.
THISn A TRUSS PLACEMENT DRA-IICOMLY. TIIUSSES
SNOWM ON TXn PLAN ARE A OOMPOME PART
OF THE STRUCT11HE. THn RAN IDENTIFIES
TRUSS LOCATION. INSTALLER MU
37 REFER TO WDrVUXM EMGIME[RMG ORAWIMW "
ON PROPER 01ENIVIGTON OF
TRUSSES, 0
J11 ERECION AMD PER`UUE THRUC`G BALWAYSREQUIRED) ARE TIE RESPONSOUTY
OF THE OONFRACFOR NOT THE TRUSS
FABRICATOR. REFER TO RIOrAXIAL TNMW%
DESOMS AND ARCHITECTURAL OR ENGINEERING
ORAINMCS FOR ADGITIONAL BRACDC
REQUAEO TO BE INSTALLED DURING
ERECTION. REFER TO AROUTKTURAL DRAWINGS
FOR BIKING REOWRED TD MI UT WIND
MO OTHER aKCIFIC LOADING OONOTTIOMS.
PERSOMSERECTWGTRUSSESARI CAUTIONED
TO SEER PROFEBSIOMM AOVCE REOARONRG
FREEDOM BRACING OPPL n ALWAYSNGOUROGPR[VEIR IOPPUMUMS SMALLEERDURINGWSTAL4TOM. TRUSSES SHALLHERECTEDAMIDFTIVOW. W A STRAIGHTANDPL11115POSRION. IMDIVOUNL
TRUSS DESIGN] FOR REACTORS DRIFTS.
Wr NNpI BEARANY INTERIOR WAL1
WALL OR OR vMTTTOII UNLESS S DESONED FOR
SAYE. WOTNOER PLIES
SHOULD BE FEUD ED MSMOERASSMO— IRA THE HNpNDHAL TRUSS
DESIGNS. O;=W&
1L
SPACING Vr a UME34 NOTED OM
LAYOUT. MANGE !R :
TRUSS LNRUFACTUREO VIRL ONLY SUPPLY STANDARD
LOM GAGE TRUSS TO UW CONNECTORS AS
SHOWN ON TRUSS PLACEMENT DRAVIIMG3.
Q DNG :
ALL DIMENSIONS.
AND DETARS
ON — FLAN AND
OM WDINDINL TAUS$ DESONS MUST OE REVIEWED
AND APPROVED BY THE IM OJECT ARCHITECT. EIIGWEER
AMDON COMTRACTOR BEFORE FAMGTOM.
BY ACCEPTING. REVETMMD OR
AUTUORQNMO FOR FASRCATIDN THE TRUSSES
DESCRIBED W THIS DRAWING, THE BUYER
OR BUYS" R[MESEHTATNE ACCEPTS ALL
CONONOM3 DESCRIBED MENEM. TRUSS P
ACEYEMT PIAM MD WDNVD TRUSS
DESOMs AGCEPTEDANDAMI NOTED.
or: DATE:
CUSTOMER
REDRE
4 AkHgsteR MOOEL S
A DATE 0147m LOT BLM.,
JOB AODR.
O10 E. I iM l6MAHR ARCHITECT ReDi1E
A ARMxietNa TD BCG
OF
ORLANDO ,
INC. 901 E90
261D FgDE, S.Mwd. FL. 32773 B.PAI
GR4 INM 5111-0Sm FAAM—
407) ilDSSOI