HomeMy WebLinkAbout1140 W 25 St 05-3949 New SFHC7
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PERMIT Aflp SUBDIVISION10- En
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CONTRACTOR
ADDRESS
PHONE NUMBER
PROPERTY OWNER
ADDRESS
PHONE NUMBER
ELECTRICAL CONTRACTOR
MECHANICAL CONTRACTOR
PLUMBING CONTRACTOR
MISCELLANEOUS CONTRACTOR
PERMIT NUMBER
MISCELLANEOUS CONTRACTOR
PERMIT NUMBER
FEE
FEE
I
PERMIT # 050* 13 0) 49 DATE If
PERMIT DESCRIPTION A&A)
PERMIT VALUATION
SQUARE FOOTAGE
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City of Sanford
Certificate of Occupancy
This is to certify that the building located at 1140 W. 25`
h
Street for which permit number
05-3940 has heretofore been issued on December 02, 2005 and has been completed according to
plans and specifications filed in the office of the Building Official prior to the issuance of said
building permit, to wit as New Single Family — Detached subdivision regulations ordinances of
the City of Sanford with the provisions of these regulations.
Staff Approval Date Conditions (if blank, no conditions apply)
Building:
R. Addison 08/25/06
Engineering & Planning:
G. Hyatt 08/28/06
Public Works:
M. Watson 08/31/06
Utilities:
R. Blake 08/28/06
Fire Department:
Metro Development Q)n,, Yy109/08/06 Property
Owner Building Official Date
BUILDING DEPARTMENT - Re: 1140 W 25th St '
v
Page 1
From: RUBEN HYATT
To: BUILDING DEPARTMENT
Date: 8/28/2006 1:15 pm
Subject: Re: 1140 W 25th St
passed 08-28-06
BUILDING DEPARTMENT 08/25/06 1:59 PM >>>
05-3940
single family
Metro Development
Larry ]o 407-470-2116
BUILDING DEPARTMENT - Re: Fwd: 1140 W 25th St CLEARED 8/28/06 1
From:
To:
Date:
Subject:
Cleared 8/28/06
Richard Blake
City of Sanford
Utility Engineer
407-330-5609
RICHARD BLAKE
BUILDING DEPARTMENT
8/28/2006 5:20 pm
Re: Fwd: 1140 W 25th St
ED WOODS 11:23 am Monday, August 28, 2006 >>>
RICHARD BLAKE 08/25/06 2:18 PM >>>
Richard Blake
City of Sanford
Utility Engineer
407-330-5609
BUILDING DEPARTMENT 1:59 pm Friday, August 25, 2006 >>>
05-3940
single family
Metro Development
Larry Jo 407-470-2116
CLEARED 8/28/06
BUILDING DEPARTMENT - Re: 1140 W 25th St 1
From: CATHY LOTEMPIO
To: DEPARTMENT, BUILDING
Date: 9/1/2006 4:31 pm
Subject: Re: 1140 W 25th St
Approved 8.31.06 M.Watson
Cathy 1. LoTempio
Customer Service Rep
Public Works Department
407-330-5627
fax# 407-330-5601
BUILDING DEPARTMENT 8/25/2006 1:59 pm >>>
05-3940
single family
Metro Development
Lang Jo 407-470-2116
U.S. DEPARTMENT OF HOMELAND SECURITY ELEVATION CERTIFICATE I OMB NO. 1660-0008
Federal Emergency Management Agency ExDires February 28. 2009
National Flood Insurance Program Important: Read the instructions on pages 1-8.
SECTION A - PROPERTY INFORMATION For Insurance Company_ Use:
Al. Building Owner's Name Metro Development Group, Inc. Policy Number
A2. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Company NAIC Number1140W. 25 Street
City Sanford State FL ZIP Code32771
A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.)
Lot 1, Block 5, Td Section Dreamwold, Plat Book 4, Page70, Seminole Co.,FL
A4. Building Use (e.g., Residential, Non -Residential, Addition, Accessory, etc.) Residential
A5. Latitude/Longitude: Lat. N28'47'13" Long. W81'16'45" Horizontal Datum: NAD 1927 ® NAD 1983
A6. Attach at least 2 photographs of the building if the Certificate is being used to obtain flood insurance.
A7. Building Diagram Numberl
A8. For a building with a crawl space or enclosure(s), provide A9. For a building with an attached garage, provide:
a) Square footage of crawl space or enclosure(s) sq ft a) Square footage of attached garage 461.3 sq ftb) No. of permanent flood openings in the crawl space or b) No. of permanent flood openings in the attached garage
enclosures) walls within 1.0 foot above adjacent grade walls within 1.0 foot above adjacent grade
c) Total net area of flood openings in A8.b an In c) Total net area of flood openings In A9 b sq In
SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION
Bl. NFIP Community Name & Community Number 52. County Name B3. State
City Of Sanford 120294 Seminole FL
B4. Map/Panel Number B5. Suffix B6. FIRM Index B7. FIRM Panel B8. Flood B9. Base Flood Elevatidn(s) (Zohe
0045
Date Effective/Revised Date1 Zone(s) AO, use base flood depth)
E April 17, 1995 April 17, 1995 X N/A
B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in Item B9.
FIS Profile ® FIRM Community Determined Other (Describe) _
B11. Indicate elevation datum used for BFE in Item B9: NGVD 1629 NAVD 1988 ® Other (Describe) N/A
B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? Yes ®NoDesignationDate CBRS OPA
SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED)
Cl. Building elevations are based on: Construction Drawings' Building Under Construction* ® Finished Construction
A new Elevation Certificate will be required when construction of the building is complete.
C2. Elevations -Zones Al-A30, AE, AH, A (with BFE), VE, V1-V30, V (with BFE), AR, ARIA, AR/AE, AR/A1-A30, AR/AH, AR/Ab. Complete Items C2.8-gbelowaccordingtothebuildingdiagramspecifiedinItemA7.
Benchmark Utilized Seminole County #5085201Vertical Datum NAVD 1988
Conversion/Comments
Check th6 measurement used.
a) " Top of bottom floor (Including basement, crawl space, or enclosure floor)_
b) Top of the next higher floor
c) Bottom of the lowest horizontal structural member (V Zones only)
d) Attached garage (top of slab)
e) Lowest elevation of machinery or equipment servicing the building
Describe type of equipment in Comments)
0 Lowest adjacent (finished) grade (LAG)
g) Highest adjacent (finished) grade (HAG)
28.1 feet millers (Puerto Rico only)
feet m6ters (Puerto Rico only)
feet m6ters (Puerto Rico only)
37.5 feet meters (Puerto Rico only)
27.5 feet meters (Puerto Rico only)
37.2 feet m6ters (Puerto Rico only)
27.2 feet m6ters (Puerto Rico only)
This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation
information. I certify that the information on this Certificate represents my best efforts to interpret the data available.
I understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001.
Certifier's Name Paul D. Watkins License Number PSM 6315
Title Professional Surveyor and Mapper Company Name Central Florida Consulting Surveyors, Inc.
Address 629 Maitland Avenue City Altamonte Springs State FL ZIP Code 32701
FEMA Form 81-31. FPhruary 2nor, Coo rovoren eirlo fnr rnnfin„71inn
IMPORTANT: In these spaces, copy the corresponding Information from Section A. For Insurance Company Use:
Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy Number
1140 W. 25TH Street
City Sanford StateFLZIP Code 32771 Company NAIC Number.
SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED)
Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/company, and (3) building owner.
Comments
Item e) in Section C2 is Air Conditioner on Concrete Pad
Signature Date
p Q-7-T%L Check here if attachments
SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE)
For Zones AO and A (without BFE), complete Items E1-E5. If the Certificate is intended to support a LOMA or LOMR-F request, complete Sections A, B.
and C. For Items E1-E4, use natural grade, if available. Check the measurement used. In Puerto Rico only, enter meters.
Ell. Provide elevation Information for the following and check the appropriate boxes to show whether the elevation is above or below the highest adjacent
grade (HAG) and the lowest adjacent grade (LAG).
a) Top of bottom floor (including basement, crawl space, or enclosure) is feet meters above or below the HAG.
b) Top of bottom floor (Including basement, crawl space, or enclosure) Is feet meters above or below the LAG.
E2. For Building Diagrams 6-8 with permanent flood openings provided in Section A Items 8 and/or 9 (see page 8 of Instructions), the next higher floor
elevation C2.b in the diagrams) of the building is feet meters above or below the HAG.
E3. Attached garage (top of slab) is feet meters above or below the HAG.
E4. Top of platform of machinery and/or equipment servicing the building is feet meters above or below the HAG.
E5. Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodplain management
ordinance? Yes No Unknown. The local official must certify this information in Section G.
SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION
The property owner or owner's authorized representative who completes Sections A, B, and E for Zone A (without a FEMA-Issued or community -Issued BFE)
or Zone AO must sign here. The statements in Sections A, B, and E are correct to the best of my knowledge.
Property Owner's or Owner's Authorized Representative's Name
Address City State ZIP Code
Signature Date Telephone
Comments
Check here If pttachments
SECTION G - COMMUNITY INFORMATION (OPTIONAL)
The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B, C (or E),
and G of this Elevation Certificate. Complete the applicable ftem(s) and sign below. Check the measurement used in Items G8. and G9.
G1. The information in Section C was taken from other documentation that has been signed and sealed bji a licensed surveyor, engineer, or architect who
Is authorized by law to certify elevation information. (indicate the source and date of the elevation data in the Comments area below.)
G2. A community official completed Section E for a building located in Zone A (without a FEMA-issued or community -issued BFE) or Zone AO.
G3. The following Information (Items G4.-G9.) is provided for community floodplain management purposes.
G4. Permit Number G5. Date Permit Issued G6. Date Certificate Of Compliance/Occupancy Issued
G7. This permit has been issued for. New Construction Substantial Improvement
G8. Elevation of as -built lowest floor (including basement) of the building: _ feet meters (PR) Datum
G9. BFE or (in Zone AO) depth of flooding at the building site: feet meters (PR) Datum
Local Official's Name Title
Community Name Telephone
Signature Date
Comments
Check here if attachments
FEMA Form 81-31, February 2006 oor%i,r-pQ ,n „ro,,;, ,,e
BOUNDARY SURVEY
FND IRC
PLS 5238\ ,
T--7--
W
z
Uj
Q
J
Q
r2
LL
Q
SYMBOLS
COL.) WOOD POWER POLE
Q CLEAN OUT
@ IRON ROD & CAP
45 SPOT ELEVATION
U-.1=*&Lt1L01X,
CONC CONCRETE
CB CONCRETE BLOCK
WF WOOD FRAME
WM WATER METER
COV COVERED
PIPE AND CAPIPCIRON
FND FOUND
OHW OVER HEAD WIRE
P) PLAT
M) MEASURED
N&D NAIL AND DISK
ID IDENTIFICATION
CERTIFIED TO:
German and Gladys Perez
Absolute Title Agency
Fidelity National Title Insurance Company
A:
LOT 3
67.85' (P)
LB
SET // IRC
N89'43'05T (M) 68.22' (M)
678'„
1
c
7' UTILITY
EASEMENT I
in SEPTIC TANK
DRAIN FOLD I
LOT 1
BLOCK 5
21.80'
14 81'—
I
COV
CONC
10 O6
e
eO C
e.50'
1140
1 STORY CB
WF RESIDENCE
FINISHED FLOOR=38.05
CoAC ON
LOT 2
o
t 3.70'
3.00'
I
CONC h
DRIVE I
Q)
14.71r
2t 4t' Z
SW CORNER u
BLOCK 5 o I
FND N&D wM wM
PLS 5238" 67.85' (P) SET 5/8" IRC
N89'49'03'E (M) 67.68' (M) "LB 6771"
CONC WAS OHV
ASPHALT PAVEMENT
GENEVA STREET
NOTES
1. DATE OF FIELD SURVEY: 8/23/06
REVISED: 9/7/06 ADDED NOTE 7.
2. BEARINGS SHOWN HEREON ARE REFERENCED TO THE WEST LINE OF LOT 1,
SAID BEARING BEING N00'27'56'W (ASSUMED DATUM).
3. ELEVATIONS SHOWN HEREON ARE REFERENCED TO SEMONOLE COUNTY BENCH
MARK 05085201, BEING A NAIL do DISK HAVING AN ELEVATION OF 34.626' NAVD
1988.
4. UNDERGROUND IMPROVEMENTS AND/OR UTILITIES, IF ANY, WERE NOT
LOCATED DURING THE CONDUCT OF THIS SURVEY.
5. THIS SURVEY ONLY REFLECTS MATTERS OF RECORD AS PROVIDED BY THE
CLIENT. THE SURVEYOR HAS MADE NO INVESTIGATION OR INDEPENDENT SEARCH
FOR EASEMENTS, RIGHTS OF WAY, ENCUMBRANCES OR RESTRICTIONS THAT MAY
BE FOUND IN THE PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA.
LEGAL DESCRIPTION
LOT 1, BLOCK 5, 3RD SECTION DREAMWOLD,
ACCORDING TO THE PLAT THEREOF AS RECORDED
IN PLAT BOOK 4, PAGE 70 OF THE PUBLIC RECORDS
OF SEMINOLE COUNTY, FLORIDA.
6. SUBJECT LAND SHOWN HEREON LIES IN FLOOD ZONE -X- (AREAS OUTSIDE
THE 500—YEAR FLOODPLAIN) ACCORDING TO THE FEDERAL EMERGENCY
MANAGEMENT AGENCY, FLOOD INSURANCE RATE MAP, COMMUNITY No.120294,
PANEL 0045. SUFFIX E, HAVING AN EFFECTIVE DATE: APRIL 17,1995.
7. THE FINISHED FLOOR ELEVATION OF THE STRUCTURE LOCATED ON THE SUBJECT
PROPERTY SHOWN HEREON MEETS OR EXCEEDS THE REQUIREMENTS SET FORTH
IN CHAPTER 18. SECTION 18-4 (a) OF THE SANFORD CITY CODE.
C-''CJS'
CENTRAL FLORIDA CONSULTING SURVEYORS
629 Maitland Avenue - Altamonte Springs, FL 32701
Tel: (407) 767-0166 Fax: (407) 767-8558
email: cfcs6771@cfl.rr.com
Certificate of Authorization #LB6771
I HEREBY CERTIFY THAT THIS BOUNDARY SURVEY
MEETS THE MINIMUM TECHNICAL STANDARDS SET FORTH BY THE
FLORIDA BOARD OF PROFESSIONAL SURVEYORS AND
MAPPERS IN CHAPTER 61G17-6, FLORIDA ADMINISTRATIVE
CODE URSUANT TO SECTION 472.02 FLORIDA STATUTES.
AUL D. WATKINS PSM a 6315
NOT VALID WITHOUT THE SIGNATURE AND RAISED SEAL OF A
FLORIDA LICENSED SURVEYOR AND MAPPER
MIKE TANNOUS ENGINEERING
I N C O R P O R A T E D
261 live Oaks Boulevard • Casselberry - Florida - 32707
Tel: 407-332-8688 - Fax: 407-332-9598 • Email: MTEincorporated@aol.com
FIELD REPORT
Project Nam O
Client:
r
Project Number:
Date:
P9-i1,e5Vo r/
c
I
rf
Gy
000. MTE,
Inc. Representative:
d
CITY OF SANFORD PERMIT APPLICATION
Permit # : 3 '1 th Date:
Job Address: E
w • to —C
Description of Work: / ecAft C "441'AA*'^Sy ce C Historic
District: Zoning: Value of Work: S 3 0 0 0 Permit
TypeABuilding Electrical Mechanical Plumbing Fire Sprinkler/Alarm fool Electrical:
New,Service — # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical:
Residential Non -Residential Replacement New (Duct Layout & Energy Cale. Required) Plumbing/
New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/
New Residential: # of Water Closets Plumbing Repair — Residential or Commercial Occupancy
Type: Residential Commercial Industrial Total Square Footage: 00 Construction
Type: # of Stories: # of Dwelling Units: Flood Zone. (FEMA form required for other than X) Parcel #: (
Attach Proof of Ownership & Legal Description) Owners
Name & Address: 11
Phone:
Contractor
Name & Address: T d7 State
License Number: oePhone &
Fa Q Contact Person: Phone: 06 G 73 /a 9e Bonding
Company: Address:
Mortgage
Lender. Address:
Architect/
Engineer. Phone: Address:
Fax: Application
is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance
of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit
must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR
CONDITIONERS, etc. OWNER'
S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction
and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE
FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY
BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE:
In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this
county, and there may be additional permits required from other governmental enti . h as water management districts, state agencies, or federal agencies. Acceptance
of permit is verification that 1 will notify the owner of the property o the req 'reme of Florida kn a , FS Z713.
PY7 0 6 Signature
of Owner/Agent Date Si ature of Contractor/Agent Date Print
Owner/Agent's Name tractor/Q,gent's N me
7-C)b Signature
of Notary -State of Florida Date ignawre o otary-State Florida Date DEBBIELYNNDILLARD
MYCOMMISSION #
DD519638 Owner/Agent
is _ Personally Known to Me or Contractor/Agent is _ Personally Known 8 EXPIRES: Feb. 16.2010 Produced IDProducedIDot° 39"1
S3 Fiaridt Notary Swloaeom APPLICATION APPROVED
BY: Bldg: Zoning: Utilities: FD: Initial & Date) (
Initial & Date) (Initial & Date) (Initial & Date) Special Conditions.
15' SIDE SET5,4C
p -.
5' SIDE SET5AC:K LINE
L
IB' S11DE SI=T5AC
5' SIDE SETBACK LINE
L
s
F
CITY OF SANFORD PERMIT APPLICATION
Permit # •
Job Address: Ww
Description of Worst:
Historic District: Zoning: Value of Work:
Date: 1010Jr
Permit Type: Building Electrical Mechanical Plumbing Fire Sprinkler/Alarm Pool
Electrical: New Service - # of AMPS Addition/Alteration Change of Service Temporary Pole
Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Calc. Required)
Plumbing/ New Commercial: # of Fmttaw # of Water & Sewer Lines # of Gas Lines
Plumbing/New Residential: # of Water Closets Plumbing Repair - Residential or Commercial
Occupancy Type: Residential Commercial Industrial Total Square Footage:
Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required for other than X)
Parcel M: (Attach Proof of Owoers6l & I Description)
Owners Name dt Address: Y\U111Y1-1r011 t I n _ ld q 9,0nin 1 ourN \rc t. , Sn n0 s . I- 31 a-)o \ Phone: `A V-i- 5 Ci -I - k -n `\
Contractor Name &Address: E-1XgG% C MVNb nc, \nL. qUp S S<< rc due So+rllor , R. 3a^
State Ucense Number: C- FC O S-7 D O
Phone &Fox: (s I yU-I- $'a39&K ContaetPersoo: ,Coon Phone: UU-I-s88-r731
Boading Company:
Address:
Mortgage Lender:
Address: /
Arehlteet/Engineer. Phone:
Address: Fax:
Application is hereby made to obtain a permit to do the work and installations as indicated. 1 certify that no work or installation has commenced prior to the
issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. 1 understand that a separate
permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and
AIR CONDITIONERS, etc.
OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating
construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING
TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING. CONSULT WITH YOUR LENDER OR AN
ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT.
NOTICE: In addition to the requirements of this permit. there may be additional restrictions appGffi to tif&property that nay be found in the public records of
this county, and there may be additional permits required from other governmental entities suc4 as watftmanaVTent districts, state agencies, or federal agencies.
Acceptance of pemuit is verification that 1 will notify the owner of the property of the
Signature of Owner/Agent Date
Print Owner/Agent's Name
Signature of NotaryState of Florida Date
Owner/Agent is_ Personally Known to Me or
Produced 1D
APPLICATION APPROVED BY: Bldg:
Initial & Date)
Special Conditions:
Zoning:
713.
of
1 10 c%e
Date
X11
Contractor/Agent is _ Personally Known to Me or
Produced ID
Initial & Date)
Utilities: FD:
Initial & Date) (Initial & Date)
U.
O m
8 ca
3rnW
C
a's3• do'
2 csi
Permit # :qq Date:
CITY OF SANFORD PERMIT APPLICATION `
t—L)e, j CJ
Job Addresi: 1140 25`s Street, Sanford Florida /
Description of Work: Construct Single Family Residence JUL 2 6 7nn
Historic District: Zoning: SR-1 Value of Work:
Permit Type: Building X Electrical Mechanical Plumbing Fire Sprinkler/Alarm Pool
Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole
Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Calc. Required)
Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines
Plumbing/New Residential: # of Water Closets Plumbing Repair —Residential or Commercial
Occupancy Type: Residential X Commercial Industrial Total Square Footage: J4 ql
Construction Type: Block # of Stories: 1 # of Dwelling Units: 1 Flood Zone: X (FEMA form required for other than X)
Parcel #: 36-19-30-524-0500-0010 (Attach Proof of Ownership & Legal Description)
Owners Name & Address: John B. Muroski 732 Keaton Parkway, Ocoee, FL 32761
Phone: 407-654-1594
Contractor Name & Address: Metro Development Group Inc 129 Robin Road Altamonte Spring& FL 32701
License Number: CBC1251965
Phone & Fax: 407-5994711 Contact Person: Gary Huggins Phone: 407-468-9217
Bonding Company
Address:
Mortgage Lender: BB&T
Address: 255 South Orange Avenue, Orlando, FL 32801
Architect/Engineer: _Distinguished Designs/Rod Vermillio: Ken Ehlers, P.E. Phone: 407-772-7768 / 352-383-0760
Address: 216 Markham Woods Rd., Longwood / 6034 Falconbridge Place, Mt. Dora Fax: 407-772-2162 / 352-383-8650
Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to
the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a
separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS,
and AIR CONDITIONERS, ctc.
OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws
regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT
IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH
YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT.
NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public
records of this county, and there may be additional permits required from other
govemmentalyFloridien
water management districts, state
agencies, or federal agencies.
Acceptance of permit ' ver' +cation that I will notify the owner of/the property of the requ' is aw, FS 713.
I
S'gngt o r/Agent Date Signature of Contra` or/ Date
JIJUA A4N E
MY COMMISSION 0
EXPIRES:Idt
BoMed IM DWIrt No
APPLICATION APPROVED BY: BI g: k r
Initial & Date)
2ssno
t Personally own to Me or
M*Ud ID
Initial & Date) Initial & Date)
I- !
l-QsJULIANIEN
IY COMMISSION II DD 299770
EXPIRES: March 27, 2008
arded Thru Budget Notary Services
Initial & Date)
Special Conditions: s/ V4 zz"I IMPACT
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NOTE: BOUNDARY SURVEY AND SITE PLAN
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IR
GENEVA STREET
25TH STREET
60- TOTAL R/W
m
RI RECORD UE UTILITY EASEMENT FIP FOUND IRON PIPE REICH NEIGHBORING PROPERTY X- X - X WIRE FENCE
M) MEASURED DUE DRAINAGE k UnLITY EASEMENT FIR FOUND IRON ROD OUR SUBJECT PROPERTY
O - O - O W000 FENCE ®
CONCRETE
A/C AIR R/W RIGHT-OF-WAY FN/O FOUND NAIL/04SK
CONDITIONER FCM FOUND CONCRETE MONUMENT OHW OVERHEAD WIRESSIPSETIRONPIPE PROPERTY CORNER
SIR SET IRON ROD
NOTES;
1) NOT VALID UNLESS COPIES CONFORM TO 4) BEARINGS WHERE SHOWN ARE PER 7) FENCE OWNERSHIP NOT DETERMINED 11) DRAWING DISTANCE BETWEEN WALLS AND/OR FLOOD INFORMATION:
SIGNATURE AND DATE CERTIFICATION. RECORD UNLESS OTHERWISE NOTED
2 LEGAL DESCRIPTION PROVIDED BY OTHERS. 5) UNDERGROUND UTILITIES. FOUNDATIONS,
UNLESS OTHERWISE NOTED. FENCES AND PROPERTY LINES MAY BE
R) MEASUREMENTS TO WIRE FENCES ARE FLOOD ZONE X
J PROPERTIES SHOWN HEREON WERE NOT AND/OR OTHER IMPROVEMENTS, IF ANY,
BE EXAGGERATED FOR CLARITY.
TO CENTER OF WIRE. COMMUNITY NO. 120294
ABSTRACTED FOR EASEMENTS OR OTHER WERE NOT LOCATED. 9) MEASUREMENTS TO WOOD FENCES ARE 12) ROOD ZONE INFORMATION WAS DERIVED PANEL NO. 0045RECORDEDENCUMBRANCESNOTSHOWN6) ELEVATIONS, 6 SHOWN ARE BASED ON TO OUTSIDE OF WOOD. FROM FEDERAL EMERCENCY MOV+AGEMENi
SUFFIX EONTHEPROPERTYPLATOFRECORD. NATIONAL GEODETIC VERTICAL DATUM 1929. 10) WALL MEASURES ARE TO/FROM AGENCY FLOOD INFORMATION RAPE MAPS.
FACE OF WALL DATE OF FIRM 4/17/95
ADDRESS:
25TH STREET DATE OF SURVEY 6 21/05
SANFORD, FLORIDA SURVEY NO. 28928
LEGAL DESCRIPTION:
LOT i. I4CPACETOH70POF THEREOBLASRECORDEDMNOPLATBOOK, THE SA7/r r, CERTIFIED TO: y
PUBLICRECORDSOFSEMINOLECOUNTY, FLORIDA. 0 S 1 F) ' /Lri METRO DEVELOPMENT GROUP, INC. THIS
IS A DIGITALLY SIGNED AND SEALED SKETCH OF A PROFESSIONAL SURVEYOR BOUNDARY
SURVEY PERFORMED UNDER THE DIRECTION OF
THE UNDERSIGNED. 6 COPIES ARE AUTHORIZED ON OR _ NO BEALE ABOUTTHEDATEOFSURVEYSHOWNHEREONANDCERTDTED _ ONLY
TO THOSE PERSONS AND/OR ENTITIES LISTED HEREO _ - CLOSING
SERVICES THE BOUNDARY SURVEY MEETS THE MINIMUM TECHNI ATE F STANDARDS
AS SET FORTH BY THE FJ / v\ BY:
OF
PROFESSIONAL LAND SURVEYORS IN CHAPTER 5R 6 yFLORIDAADMINISTRATIVECODEPURSUANTTOSON ' \ 472-027.
FLORIDA STATUTES. ASSOCIATES r ,9'., SMITHL. BEALE
IV. PS PROFESSIONALSURVEYOR. FLORIDA
REG. NO. 5238 'r i/
FO•
LANU `i%k% PHONE: 407A 31tu5577ITE 124 FAX: 4007-
331- 32750 9188
r ar
FORM 60OA-2001
FLORIDA ENERGY EFFICIENCY CODE
FOR BUILDING CONSTRUCTION
Florida Department of Community Affairs
Residential Whole Building Performance Method A
Project Name: 5F08DIST Builder:
Address: Permitting Office: SANFORD
City, State: SANFORD, FL Permit Number:
Owner: SPEC HOME Jurisdiction Number:
Climate Zone: Central
1. New construction or existing
2. Single family or multi -family
3. Number of units, if multi -family
4. Number of Bedrooms
5. Is this a worst case?
6. Conditioned floor area (ft')
7. Glass area & type Single Pane
a. Clear glass, default U-factor 180.4 ft'
b. Default tint 0.0 ft'
c. Labeled U or SHGC 0.0 ft'
8. Floor types
a. Slab -On -Grade Edge Insulation
b. N/A
c. N/A
9. Wall types
a. Frame, Wood, Adjacent
b. Concrete, Int Insul, Exterior
c. N/A
d. N/A
e. N/A
10. Ceiling types
a. Under Attic
b. N/A
c. N/A
11. Ducts
a. Sup: Unc. Ret: Unc. AH(Sealed):Garage
b. N/A
New
Single family _
1 _
3 _
No _
1440 ft'
Double Pane
0.0 ft' _
0.0 ft' _
0.0 ft'
R=0.0, 139.4(p) R
R=11.0, 416.3 ft' _
R=4.1, 690.7 ft' _
R=30.0, 1440.0 ft' _
Sup. R=6.0, 50.0 ft _
12. Cooling systems
a. Central Unit
b. N/A
c. N/A
13. Heating systems
a. Electric Heat Pump
b. N/A
c. N/A
14. Hot water systems
a. Electric Resistance
b. N/A
c. Conservation credits
HR-Heat recovery, Solar
DHP-Dedicated heat pump)
15. HVAC credits
CF-Ceiling fan, CV -Cross ventilation,
HF-Whole house fan,
PT -Programmable Thermostat,
MZ-C-Multizone cooling,
MZ-H-Multizone heating)
Glass/Floor Area: 0.13 Total as -built points: 21299 PASSTotalbasepoints: 21989
I hereby certify that the s and specifications covered
by this calculation are n co plia the Florida
Energy Code.
PREPARED B
DATE: 1 i b.-
I hereby certify that this Ing, as designed, is in
compliance with the Florida Energy Code.
OWNER/AGENT:
DATE:
Review of the plans and
specifications covered by this
calculation indicates compliance
with the Florida Energy Code.
Before construction is completed
this building will be inspected for
compliance with Section 553.908
Florida Statutes.
BUILDINPOETkiIAL:
DATE:
Cap: 30.0 kBtu/hr _
SEER: 10.00
Cap: 30.0 IcBtu/hr _
HSPF: 7.50
Cap: 40.0 gallons _
EF: 0.88
PT, CF, _
FORM 60OA-2001
SUMMER CALCULATIONS
Residential Whole Building Performance Method A - Details
ADDRESS:, SANFORD, FL, PERMIT #: I
BASE AS -BUILT
GLASS TYPES
18 X Conditioned X BSPM = Points Overhang
Floor Area Type/SC Ornt Len Hgt Area X SPM X SOF = Points
18 1440.0 25.78 6682.2 Single, Clear E 0.0 0.0 15.0 63.97 1.00 959.6
Single, Clear S 15.0 7.7 40.0 48.22 0.50 958.5
Single, Clear N 0.0 0.0 24.0 30.19 1.00 724.6
Single, Clear W 0.0 0.0 30.0 57.68 1.00 1730.4
Single, Clear S 0.0 0.0 30.0 48.22 1.00 1446.7
Single, Clear SE 18.0 6.0 16.0 61.07 0.41 397.4
Single, Clear SE 18.0 7.7 19.4 61.07 0.42 495.4
Single, Clear E 0.0 0.0 6.0 63.97 1.00 383.8
As -Built Total: 180.4 7096.4
WALL TYPES Area X BSPM Points Type R-Value Area X SPM = Points
Adjacent 416.3 0.70 291.4 Frame, Wood, Adjacent 11.0 416.3 0.70 291.4
Exterior 690.7 1.90 1312.3 Concrete, Int Insul, Exterior 4.1 690.7 1.18 815.0
Base Total: 1107.0 1603.7 As -Built Total: 1107.0 1106.4
DOOR TYPES Area X BSPM Points Type Area X SPM = Points
Adjacent 0.0 0.00 0.0 Exterior Insulated 20.0 4.80 96.0
Exterior 20.0 4.80 96.0
Base Total: 20.0 96.0 As -Built Total: 20.0 96.0
CEILING TYPES Area X BSPM Points Type R-Value Area X SPM X SCM = Points
Under Attic 1440.0 2.13 3067.2 Under Attic 30.0 1440.0 2.13 X 1.00 3067.2
Base Total: 1440.0 3067.2 As -Built Total: 1440.0 3067.2
FLOOR TYPES Area X BSPM Points Type R-Value Area X SPM = Points
Slab 139.4(p) 31.8 4432.9 Slab -On -Grade Edge Insulation 0.0 139.4(p 31.90 4446.9
Raised 0.0 0.00 0.0
Base Total: 4432.9 As -Built Total: 139.4 4"6.9
INFILTRATION Area X BSPM Points Area X SPM = Points
1440.0 14.31 20606.4 1440.0 14.31 20606.4
EnergyGauge® DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCSB v3.30
FORM 60OA-2001
SUMMER CALCULATIONS
Residential Whole Building Performance Method A - Details
ADDRESS:, SANFORD, FL, PERMIT #:
BASE AS -BUILT
Summer Base Points: 27622.6 Summer As -Built Points: 27525.6
Total Summer X System Cooling Total X Cap X Duct X System X Credit Cooling
Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points
DM x DSM x AHU)
27525.6 1.000 1.087 x 1.150 x 0.95) 0.341 0.902 10059.8
27622.6 0.4266 11783.8 1 27525.6 1.00 1.188 0.341 0.902 10059.8
EnergyGaugeTM DCA Form 60OA-2001 EnergyGauge®/FIaRES'2001 FLRCSB v3.30
FORM 60OA-2001
WINTER CALCULATIONS
Residential Whole Building Performance Method A - Details
ADDRESS:, SANFORD, FL, PERMIT #: I
BASE AS -BUILT
GLASS TYPES
18 X Conditioned X BWPM = Points Overhang
Floor Area Type/SC Ornt Len Hgt Area X WPM X WOF = Point
18 1440.0 5.86 1518.9 Single, Clear E 0.0 0.0 15.0 12.37 1.00 185.6
Single, Clear S 15.0 7.7 40.0 9.90 2.21 876.8
Single, Clear N 0.0 0.0 24.0 15.07 1.00 361.6
Single, Clear W 0.0 0.0 30.0 13.25 1.00 397.4
Single, Clear S 0.0 0.0 30.0 9.90 1.00 296.9
Single, Clear SE 18.0 6.0 16.0 10.59 1.94 328.4
Single, Clear SE 18.0 7.7 19.4 10.59 1.88 385.8
Single, Clear E 0.0 0.0 6.0 12.37 1.00 74.2
As -Built Total: 180.4 2906.8
WALL TYPES Area X BWPM Points Type R-Value Area X WPM = Points
Adjacent 416.3 1.80 749.3 Frame, Wood, Adjacent 11.0 416.3 1.80 749.3
Exterior 690.7 2.00 1381.4 Concrete, Int Insul, Exterior 4.1 690.7 3.31 , 2282.8
Base Total: 1107.0 2130.7 As -Built Total: 1107.0 3032.1
DOOR TYPES Area X BWPM Points Type Area X WPM = Points
Adjacent 0.0 0.00 0.0 Exterior Insulated 20.0 5.10 102.0
Exterior 20.0 5.10 102.0
Base Total: 20.0 102.0 As -Built Total: 20.0 102.0
CEILING TYPES Area X BWPM Points Type R-Value Area X WPM X WCM = Points
Under Attic 1440.0 0.64 921.6 Under Attic 30.0 1440.0 0.64 X 1.00 921.6
Base Total: 1440.0 921.6 As -Built Total: 1440.0 921.6
FLOOR TYPES Area X BWPM Points Type R-Value Area X WPM = Points
Slab 139.4(p) 1.9 264.9 Slab -On -Grade Edge Insulation 0.0 139.4(p 2.50 348.5
Raised 0.0 0.00 0.0
Base Total: 264.9 As -Built Total: 139.4 348.5
INFILTRATION Area X BWPM Points Area X WPM = Points
1440.0 0.28 403.2 1440.0 -0.28 403.2
EnergyGauge® DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCSB v3.30
FORM 60OA-2001
WINTER CALCULATIONS
Residential Whole Building Performance Method A - Details
ADDRESS:, SANFORD, FL, PERMIT #:
BASE AS -BUILT
Winter Base Points: 4005.2 Winter As -Built Points: 6907.8
Total Winter X System = Heating Total X Cap X Duct X System X Credit = Heating
Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points
DM x DSM x AHU)
6907.8 1.000 1.078 x 1.160 x 0.95) 0.455 0.950 3547.7
4005.2 0.6274 2512.9 6907.8 1.00 1.188 0.455 0.950 3547.7
EnergyGaugelll DCA Form 60OA-2001 EnergyGauge®/FIaRES'2001 FLRCSB v3.30
FORM 60OA-2001
WATER HEATING & CODE COMPLIANCE STATUS
Residential Whole Building Performance Method A - Details
ADDRESS:, SANFORD, FL, PERMIT #:
BASE I AS -BUILT
WATER HEATING
Number of X Multiplier = Total Tank EF Number of X Tank X Multiplier X Credit = Total
Bedrooms Volume Bedrooms Ratio Multiplier
3 2564.00 7692.0 40.0 0.88 3 1.00 2564.00 1.00 7692.0
As -Built Total: 7692.0
CODE COMPLIANCE STATUS
BASE AS -BUILT
Cooling + Heating +
Points Points
Hot Water
Points
Total
Points
11784 2513 7692 21989 10060 3548 7692 21299
PASS e
t M
EnergyGaugeTl
DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCSB v3.30
FORM 60OA-2001
Code Compliance Checklist
Residential Whole Building Performance Method A - Details
ADDRESS:, SANFORD, FL, PERMIT #: I
6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST
COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHECK
Exterior Windows & Doors 606.1.ABC.1.1 Maximum:.3 cfm/sq.ft. window area; .5 cfm/sqA. door area.
Exterior & Adjacent Walls 606.1.ABC.1.2.1
foundation & wall sole or sill plate; joints between exterior wall panels at comers; utility
penetrations; between wall panels & top/bottom plates; between walls and floor.
from and is sealed to the foundation to the top plate.
Floors 606.1.ABC.1.2.2 Penetrations/openings >1/8" sealed unless backed by truss or joint members.
EXCEPTION: Frame floors where a continuous infiltration barrier is installed that is sealed
to the perimeter, penetrations and seams.
Ceilings 606.1.ABC.1.2.3 Between walls & ceilings; penetrations of ceiling plane of top floor; around shafts, chases,
soffits, chimneys, cabinets sealed to continuous air barrier; gaps in gyp board & top plate;
installed that is sealed at the perimeter, at penetrations and seams.
Recessed Lighting Fixtures 606.1.ABC.1.2.4
conditioned space, tested.
Multi -story Houses 606.1.ABC.1.2.5 Air barrier on perimeter of floor cavity between floors.
Additional Infiltration regts 606.1.ABC.1.3
have combustion air.
RO-99 OT14FR PRFSrRIPT1VF MEASURES (must be met or exceeded by all residences.)
SECTION REQUIREMENTS CHECKCOMPONENTS
Water Heaters 612.1
breaker electric or cutoff gas) must be provided. External or built-in heat trap required.
Swimming Pools & Spas 612.1
must have a pump timer. Gas spa & pool heaters must have a minimum thermal
efficient of 78%.
Shower heads 612.1 Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG.
Air Distribution Systems 610.1
attached, sealed, insulated, and installed in accordance with the criteria of Section 610.
Ducts in unconditioned attics: R-6 min. insulation.
HVAC Controls 607.1 Separate readily accessible manual or automatic thermostat for each system.
Insulation 604.1, 602.1 Ceilings -Min. R-19. Common walls -Frame R-11 or CBS R-3 both sides.
Common ceiling & floors R-11.
EnergyGaugel DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCSB v3.30
DISPLAY CARD
ESTIMATED ENERGY PERFORMANCE SCORE* = 84.1
The higher the score, the more efficient the home.
1. New construction or existing
2. Single family or multi -family
3. Number of units, if multi -family
4. Number of Bedrooms
5. Is this a worst case?
6. Conditioned floor area (fl')
7. Glass area & type Single Pane
a. Clear - single pane 180.4 ft'
b. Clear - double pane 0.0 fl'
c. Tint/other SHGC - single pane 0.0 fl2
d. Tint/other SHGC - double pane
8. Floor types
a. Slab -On -Grade Edge Insulation
b. N/A
c. N/A
9. Wall types
a. Frame, Wood, Adjacent
b. Concrete, Int Insul, Exterior
c. N/A
d. N/A
e. N/A
10. Ceiling types
a. Under Attic
b. N/A
c. N/A
11. Ducts
a. Sup: Unc. Ret: Unc. AH(Sealed):Garage
b. N/A
SPEC HOME, , SANFORD, FL,
New _ 12. Cooling systems
Single family _
1
a. Central Unit
3 _ b. N/A
No _
1440 fl' c. N/A
Double Pane _
0.0 ft' _ 13. Heating systems
0.0 ft' _ a. Electric Heat Pump
0.0 fl'
b. N/A
R=0.0, 139.4(p) ft _
R=1 1.0, 416.3 ft' _
R=4.1, 690.7 fl' _
R=30.0, 1440.0 ft' _
Sup. R=6.0, 50.0 ft _
c. N/A
14. Hot water systems
a. Electric Resistance
b. N/A
c. Conservation credits
HR-Heat recovery, Solar
DHP-Dedicated heat pump)
15. HVAC credits
CF-Ceiling fan, CV -Cross ventilation,
HF-Whole house fan,
PT -Programmable Thermostat,
MZ-C-Multizone cooling,
MZ-H-Multizone heating)
I certify that this home has complied with the Florida Energy Efficiency Code For Building
Construction through the above energy saving features which will be installed (or exceeded)
in this home before final inspection. Otherwise, a new EPL Display Card will be completed
based on installed Code compliant features.
Builder Signature:
Address of New Home:
Date:
City/FL Zip:
Cap: 30.0 kBtu/hr _
SEER: 10.00
Cap: 30.0 kBtu/hr
HSPF: 7.50
Cap: 40.0 gallons _
EF: 0.88 _
PT, CF, _
THIi S7-4
0
y
OQ
f
C00
0
WB
NOTE: The home's estimated energy performance score is only available through the FLARES computer program.
TM
your home may qualify for energy efficiency mortgage (EEM) incentives ifyou obtain a Florida Energy Gauge Rating.
Contact the Energy Gauge Hotline at 3211638-1492 or see the Energy Gauge web site at www.fsec.ucf edu for
information and a list of certified Raters. For information about Florida's Energy Efficiency Code For Building Construction,
contact the Department of Community Affairs at 8501487-1824.
EnergyGauge® (Version: FLRCSB v3.30)
1t RIGHT-J LOAD AND EQUIPMENT SUMMARY
Entire House
CEE BEE AIR SYSTEMS, INC.
P.O. BOX 2247. APOPKA. FL 32704.2247 Phone: 407.886-5960 Fax: 407-886-6326 Email: ceebeeairsystems@c8.rr.com Web: ceebeeair.com
Proiect Information
For: DISTINGUISHED DESIGNS
SPEC HOME" SANFORD/SEMINOLE CTY, FL
Notes: 1440 SO FT
Design Information
Weather: Orlando AP, FL, US
Winter Design Conditions
Outside db 38 OF
Inside db 70 OF
Design TD 32 OF
Heating Summary
Building heat loss 24724 Btuh
Ventilation air 50 cfm
Ventilation air loss 1760 Btuh
Design heat load 26484 Btuh
Infiltration
Method Simplified
Construction quality Average
Fireplaces 0
Heatingg Coolingg
Area (ft') 1422 1422
Volume (ft') 11372 11372
Air changes/hour 1.00 0.50
Equiv. AVF (cfm) 190 95
Heating Equipment Summary
Make
Trade
Efficiency
Heating input
Heating output
Heating temp rise
Actual heating fan
Heating air flow factor
Space thermostat
0.0 HSPF
0 Btuh @ 47°F
0 OF
1000 cfm
0.040 cfm/Btuh
Job:5F08DIST 6-8-05
Summer Design Conditions
Outside db 93 OF
Inside db 75 OF
Design TD 18 OF
Daily range M
Relative humidity 50
Moisture difference 43 gr/lb
Sensible Cooling Equipment Load Sizing
Structure 18240 Btuh
Ventilation 990 Btuh
Design temperature swing 3.0 OF
Use mfg. data n
Rate/swing multiplier 0.98
Total sens. equip. load 18845 Btuh
Latent Cooling Equipment Load Sizing
Internal gains 920 Btuh
Ventilation 1474 Btuh
Infiltration 2795 Btuh
Total latent equip. load 5189 Btuh
Total equipment load 24035 Btuh
Req. total capacity at 0.70% SHR 2.2 ton
Cooling Equipment Summary
Make
Trade
Efficiency 0.0 EER
Sensible cooling 0 Btuh
Latent cooling 0 Btuh
Total cooling 0 Btuh
Actual cooling fan 1000 cfm
Cooling air flow factor 0.055 cfm/Btuh
Load sensible heat ratio 79 %
Bold/ltalle values have been manually overridden
w/
wrjgl-t tsoft Right -Suite Residential- 5.5.06 RSR30434
2005-Jul-11 10:46:21
ACA: A F:\RIGHT J ARCHIVES\2005\5F08DIST.rsr
Page 1
RIGHT-J SHORT FORM
Entire House
CEE BEE AIR SYSTEMS, INC.
P.O. BOX 2247, APOPKA, FL 32704-2247 Phone: 407-886-5960 Fax: 407.886-6326 Email: ceebeeairsystems®cfl.rr.com Web: ceebeeair.com
For: DISTINGUISHED DESIGNS
SPEC HOME" SANFORD/SEMINOLE CTY, FL
Job:5F08DIST 6-M5
Htg Clg Infiltration
Outside db (OF) 38 93 Method Simplified
Inside db (OF) 70 75 Construction quality Average
Design TD (OF) 32 18 Fireplaces 0
Daily range - M
Inside humidity (%) - 50
Moisture difference (gr/lb) - 43
HEATING EQUIPMENT COOLING EQUIPMENT
Make
Trade
Efficiency
Heating input
Heating output
Heating temperature rise
Actual heating fan
Heating air flow factor
Space thermostat
0.0 HSPF
0 Btuh @ 47°F
0 OF
1000 cfm
0.040 cfm/Btuh
Make
Trade
Efficiency
Sensible cooling
Latent cooling
Total cooling
Actual cooling fan
Cooling air flow factor
Load sensible heat ratio
0.0 EER
0 Btuh
0 Btuh
0 Btuh
1000 cfm
0.055 cfm/Btuh
79 %
ROOM NAME Area
ft2)
Htg load
Btuh)
Clg load
Btuh)
Htg AVF
cfm)
Clg AVF
cfm)
MAST BED 212 5817 4573 235 251
DINING 89 2492 1277 101 70
FOYER 56 1628 661 66 36
LAUNDRY 71 834 1018 34 56
KITCHEN 105 261 273 11 15
BATH 2 52 130 136 5 7
BED 3 174 4198 4200 170 230
BED 2 163 3651 2685 148 147
FAMILY 364 3324 2112 134 116
MAST BATH 74 1831 1081 74 59
Bold/italic values have been manually overridden
wrightsoft Right -Suite ResidenUal^' S.5.08 RSR3oa3a 200SJul-11 10:46:21
4CCA F:%RIGHT J ARCHIVES%2005ZF08DIST.rsr Page 1
Entire House d 1422 24724 18240 1000 1000
Ventilation air 1760 990
Equip. @ 0.98 RSM 18845
Latent cooling 5189
T/\T'AI n 4AINn nCAOA nA n7C 4nnn 4AAA
1 V 1/'9LJ ITGL GVTVT LTVJJ 1 VVV /VVV
Bold/Italk values have been manually overridden
wrightsoft Right -Suite Residential^' 5.5.0E RSR30434
A ,(>, FARIGHT J ARCHIVESt2005\5FO8DIST.rsr
2005-Jul-11 10:46:21
Page 2
RIGHT-J COMPONENT CONSTRUCTION REPORT
Entire House
CEE BEE AIR SYSTEMS, INC. Job: 5F08DIST 6-8.05
P.O. BOX 2247, APOPKA, FL 32704-2247 Phone: 407.886-5960 Fax: 407-886-6326 Email: ceebeealrsystems@cO.rr.com Web: ceebeeair.com
Project Information
For: DISTINGUISHED DESIGNS
SPEC HOME" SANFORD/SEMINOLE CTY, FL
Design Information
Htg Clg Infiltration
Outside db (°F) 38 93 Method Simplified
Inside db (°F) 70 75 Construction quality Average
Design TD (°F) 32 18 Fireplaces 0
Daily range - M
Inside humidity (%) - 50
Moisture difference (gr/lb) - 43
CONSTRUCTION DESCRIPTIONS AREA R-VAL AIR HTG HTM LOSS CLG HTM GAIN
ft,) ft--•F/Btuh) BtuhrF) Btuh/ft') 6tuh) Btuhnt') Btuh)
WALLS
13C Wd Fr Part,R-11,1/2" Gypsum,R0.5 Sheath 416 11 37.5 1.4 599 1.2 487
14B Masonry Wall,8" or 12" Block + R-5 691 6.9 99.5 4.6 3183 2.1 1422
WINDOWS
1 C Metal Frame, Single Pane, Clear Glass 121 0.9 140 37 4472 58 7025
9A Door,Wood Fr,Single Pane, Clr Glass 19 1.1 18.2 30 581 29 571
8C SGDoor,Metal Fr,Single Pane,Clear Glass 40 0.9 46.2 37 1477 29 1175
DOORS
11 A Metal, Fiberglass Core 20 1.7 11.8 19 377 13 255
CEILINGS
16G Under Unconditioned room, R-30 insulation 1422 30 46.9 1.1 1501 1.4 1970
FLOORS
22A Slab Floor on Grade, No Edge Insulation 139 1.2 113 26 3614 0.0 0
wrigh>ttsoft Right -Suite Residential 5.5.06 RSR30434
2005 Jul-11 1Paage
0:
ge I F:
tRIGHT J ARCHIVESt2005\5F08DIST.rsr
DUCT SYSTEM SUMMARY
Entire House
CEE BEE AIR SYSTEMS, INC. Job: 5FO8DIST 6-M5
P.O. BOX 2247, APOPKA, FL 32704-2247 Phone: 407-886-5960 Fax: 407.886-6326 Email: ceebseairsystems@cll.rr.com Web: ceebeeair.com
Project• •
For: DISTINGUISHED DESIGNS
SPEC HOME" SANFORD/SEMINOLE CTY, FL
External Static Pressure:
Pressure Losses:
Available Static Pressure:
Friction Rate:
Actual AVF:
Total Effective Length (TEL):
HEATING COOLING
0.00 in H2O 0.00 in H2O
0.00 in H2O 0.00 in H2O
0.00 in H2O 0.00 in H2O
0.000 in/100ft 0.000 in/100ft
1000 cfm 1000 cfm
359 ft
Supply Branch Detail Table
Name
Htg
Btuh)
Clg
Btuh)
Htg
cfm)
Clg
cfm)
Dsn
FR
Vel
fpm)
Dia
in)
Rect
Sz (in)
Duct
Matl Trnk
MAST BED 5817 4573 235 251 0.000 0 0 9x 0 VIFx st1
DINING 2492 1277 101 70 0.000 0 0 6x 0 VIFx st1
FOYER 1628 661 66 36 0.000 0 0 5x 0 VIFx st1
LAUNDRY 834 1018 34 56 0.000 0 0 5x 0 VIFx st1
KITCHEN 261 273 11 15 0.000 0 0 5x 0 VIFx st1
BATH 2 130 136 5 7 0.000 0 0 4x 0 VIFx st1
BED 3 4198 4200 170 230 0.000 0 0 8x 0 VIFx st1
BED 2 3651 2685 148 147 0.000 0 0 7x 0 VIFx st1
FAMILY 3324 2112 134 116 0.000 0 0 7x 0 VIFx st1
MAST BATH 1831 1081 74 59 0.000 0 0 6x 0 VIFx st1
MAST WIC 557 223 23 12 0.000 0 0 4x 0 VIFx st1
Supply Trunk Detail Table
Name
Trunk
Type
Htg
cfm)
Clg
cfm)
Vel
fpm)
Diam
in)
Rect Duct
Size (in)
Duct
Material Trunk
st1 Peak AVF 1000 1000 0 0 12 x 0 RectFbg
Bold1tallc values have been manually overridden
wrighltsoft Right -Suite Residential 5.5.06RSR30434
j4CACk F:%RIGHT J ARCHIVESt200515F08DIST.rsr
2005-Jul-11 10:57:54
Page 1
Return Branch Detail Table
Diffus Design Design Design Vel Dia Rect Sz Stud/Joist Duct
Name Sz (in) AVF (cfm) in H2O) FIR fpm) in) in) Opening (in) Matl Trunk
rb1 0 x 0 274 0.00 0.000 0 0 14 x 0 VIFx rt1
rb2 0 x 0 71 0.00 0.000 0 0 9 x 0 VIFx rt1
rb3 0 x 0 142 0.00 0.000 0 0 8 x 0 VIFx rt1
rb4 0 x 0 514 0.00 0.000 0 0 10 x 0 VIFx rt1
Return Trunk Detail Table
Name
Trunk
Type
Htg
cfm)
Clg
cfm)
Vel
fpm)
Diam
in)
Rect Duct
Sz (in)
Duct
Material Trunk
rt1 Peak AVF 1000 1000 0 0 14 x 0 RectFbg
wrightsoft Right -Suite Residential^' 5.5.08 RSR30434
FARIGHT J ARCHIVES1200515FO80IST.rsr
2005-Jul-11 10:57:54
Page 2
DUCT TREE DIAGRAM
1 ` Entire House
CEE BEE AIR SYSTEMS, INC. Job: 5F08DIST 6-8-05
P.O. BOX 2247. APOPKA. FL 32704-2247 Phone: 407-886-5960 Fax: 407-886-6326 Email: ceebeeairsystems®c0.rr.com Web: ceebeeair.com
Project• •
For: DISTINGUISHED DESIGNS
SPEC HOME" SANFORD/SEMINOLE CTY, FL
External Static Pressure:
Pressure Losses:
Available Static Pressure:
Friction Rate:
Actual AVF:
Total Effective Length (TEL):
HEATING COOLING
0.00 in H2O 0.00 in H2O
0.00 in H2O 0.00 in H2O
0.00 in H2O 0.00 in H2O
0.000 in/100ft 0.000 in/100ft
1000 cfm 1000 cfm
359 ft
Attn: lines indicate branches and trunks, numbers indicate AVF's
SUPPLY TRUNKS AND BRANCHES - SCHEMATIC TREE DIAGRAM
MAST BED
DINING
FOYER
LAUNDRY
KITCHEN
BATH 2
BED 3
BED 2
FAMILY
MAST BATH
MAST WIC
250.
69.
36.
55.
14.
7.
230.
147.
115.
59.
12.
RETURN TRUNKS AND BRANCHES
rb1 273.
rb2 70.
rb3 141.
rb4 513.
Bold/Italk values have been manually overridden
1000
1000
Q wrighitsoft Right -Suite Residential^' 5.5.06 RSR30434 2005•Jul-11 10,57:54
C,Q\ F:RIGHT J ARCHIVEM200515F08DIST.rsr Page 1
Job #: 5F08DIST
Performed by JAS for:
DISTINGUISHED DESIGNS
SPEC HOME" SANFORD/SEMI NOLE CTY FL
Sheet
1 CEE
BEE AIR SYSTEMS, INC. P.
O. BOX 2247 APOPKA,
FL 32704-2247 Phone:
407-886-5960 Fax:407-886-6326 Scale:
1 : 117 Page
1 Right -
Suite Residential (tm) 5.
5.06 RSR30434 2005-
Jul-11 10:57:45 IT
J ARCHIVES\2005\5F08D
I 11 \\I \I Y,1 \I Y\ t\ li\ \I •1 \I Y" \I \II 111\ 1 u\I
r'N_
THIS INSTRUMENT WAS PREPARED BY
AND SHOULD BE RETURNED TO:
LYNNE R. WILSON, ESQUIRE
Shuffield, Lowman & Wilson, P.A.
Post Office Box 2087
Orlando, Florida 32802-2087
PERMIT NO.
MARYANNE MORSE, CLERK OF CIRCUIT COURT
SU41NULE COUNTY
BK 05827 DGS 0557-0559
CLERK'S # 2005125557
REL'URDED 0'//26/2006 0214309 PM
REWNDING FEES 21.00
RECURUED BY D Thomas
ol\F\CQ R 6
0010 P,\f\, rF`OR10
SEMtN GO
TAX FOLICla
NOTICE OF OF COMMENCEMENT
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 property:
SEE EXHIBIT "A" ATTACHED HERETO AND INCORPORATED HEREIN
BY THIS REFERENCE
2. General description of improvement:
construction of seven single-family residences
3. Owner information:
a. Name and address:
JOHN B. MUROSKI
732 Keaton Parkway
Ocoee, Florida 32761
b. Interest in property: fee simple
c. Name and address of fee simple title holder (if other than Owner):
4. Contractor (name and address)
METRO DEVELOPMENT GROUP, INC., a Florida corporation
129 Robin Road
Altamonte Springs, FL 32701
a. Phone Number
b. Fax Number (optional, if service by fax is acceptable).
5. Surety: N/A
a. Name and address:
b. Phone Number_
c. Fax Number
d. Amount of bond: $
optional, if service by fax is acceptable).
SACLIENTS\B\l33&'Rl 188 Metro Development Group, Inc\l 188aip.wpd
Lender: (Name and address)
BRANCH BANKING AND TRUST COMPANY
255 South Orange Avenue, Suite 112
Orlando, Florida 32801
a. Phone Number (407)563-4017
b. Fax Number optional, if service by fax is acceptable).
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: (Names
and addresses)
a. Phone Number
b. Fax Number (optional, if service by fax is acceptable).
8. In addition to himself, Owner designates CATHERINE W. MONTGOMERY,
Vice President of BRANCH BANKING AND TRUST COMPANY, 255 South Orange Avenue,
Suite 112, Orlando, Florida 32801 to receive a copy of the Lienor's Notice as provided in Section
713.13 (1)(b), Florida Statutes.
a. Phone Number (407) 564-4017
b. Fax Number (optional, if service by fax is acceptable).
9. Expiration date of notice of commencement (the expiration date is one year from
the date of recording unless a different date is specified): ,/I
Owner)
MUROSKI, Individually
STATE OF FLO A
COUNTY OF
The foregoing instrument was executed, sworn to and acknowledged before me this July
02 12005, by JOHN B. MUROSKI, Individually.
7haw
Signat6rzlof Not ublic
SEAL uu'IMARY E SHUFFIELD
w"" OD0352257
Expires srzr,0=
ti a,. Fl":'. N w!„w NameofN tary Public
Typed, Printed or stamped)
Personally Known OR Produced Identification
Type of Identification Produced ri ye r j' jcn gst,
SACLIENTS\B\BB&T\I 188 Me= Development Group, Inc\l188aip.wpd
EXHIBIT "A"
Legal Descrintion
Lots 1, 2, 3, 4, 5, 6 and 7, in Block 5, of 3rd SECTION DREAMWOLD, according to the plat thereof
as recorded in Plat Book 4, page 70, of the Public Records of Seminole County, Florida.
SACLIENTS\B\BB&TI 188 Metro Dcvclopment Group, Inc\I 188legal.wpd
COUNTY OF SEMINOLE
IMPACT FEE STATEMENT
ISSUED BY CITY OF SANFORD
STATEMENT NUMBER 105-77162 DATE: Jam'
BUILDING PERMIT NUMBER: (CITY) _COUNTY NUMBER:
UNIT ADDRESS: / I - 0 :. • 1,_,,--1 -r./-,,I , w.c•
TRAFFIC ZONE: JURISDICTION: 06 CITY OF SANFORD
SEC: TWP : RNG : PARCEL: '''7
SUBDIVISION: ( • ,77 r7r 1A TRACT:
PLAT BOOK: -4 PLAT BOOK PAGE:~" -) BLOCK: LOT:
OWNER NAME: L
ADDRESS:
APPLICANT NAME:
ADDRESS:
K ) .
LAND USE CATEGORY: 001 - Single Family Detached House
TYPE USE: Residential
WORK DESCRIPTION: Single Family House: Detached - Construction
FEE BENEFIT RATE FEE UNIT RATE PER # & TYPE TOTAL DUE
TYPE DIST SCHEDULE DESC. UNIT OF UNITS
ROADS
ARTERIALS CO -WIDE 0 dwl unit S 705.00 1 $ 705.00
ROADS
COLLECTORS NORTH 0 dwl unit S 142.00 1 S 142.00
LIBRARY CO -WIDE 0 dwl unit $ 54.00 1 S 54.00
SCHOOLS CO -WIDE 0 dwl unit $1,384.00 1 $ 1,384.00
AMOUNT DUE $ 2,285.00
STATEMENT
RECEIVED BY: 7I:•+ SIGNATURE:
PLEASE PRINT -NAME) ,
DATE:
NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND
ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. ****
DISTRIBUTION: 1-COUNTY 3-CITY
2-APPLICANT 4-COUNTY
NOTE**
PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES WHICH
ARE DUE AND PAYABLE PRIOR TO ISSUANCE OF A BUILDING PERMIT.
PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER,
TO APPEAL THE CALCULATIONS OF THE ROAD, LIBRARY SYSTEM AND/OR
EDUCATIONAL (SCHOOL) IMPACT FEES MUST BE EXERCISED BY FILING
A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING
SIGNATURE DATE ABOVE, BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR
OCCUPANCY. THE REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE
COUNTY LAND DEVELOPMENT CODE. COPIES OF THE RULES GOVERNING APPEALS
MAY BE PICKED UP, OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE:
1101 EAST FIRST STREET, SANFORD, FLORIDA 32771; (407) 665-7474.
PAYMENT SHOULD BE MADE TO: CITY OF SANFORD
BUILDING DEPARTMENT
300 NORTH PARK AVENUE
SANFORD. FL 32771
PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE
THE STATEMENT NUMBER AND CITY BUILDING PERMIT NUMBER AT THE TOP
LEFT OF THE NOTICE.
THIS STATEMENT IS -VALID ONLY IN CONJUNCTION WITH ISSUANCE OF A***
SINGLE FAMILY BUILDING PERMIT********************
ck, STATE OF FLORIDA
DEPARTMENT OF HEALTH
ONSITE SEWAGE TREATMENT AND DISPOSAL SYSTEM
CONSTRUCTION PERMIT
r coo vs .
CONSTRUCTION PERMIT FOR:
X ]New System [ )Existing System
Repair [ )Abandonment
CENTRAX #: 59-S2-09283
DATE PAID:
FEE PAID $
RECEIPT
OSTDSNBR 05-9281- -N
Holding Tank [ ] Innovative Other
Temporary [ Un ]
APPLICANT: Metro Development AGENT: 00-0000, N/A
PROPERTY STREET ADDRESS: 1140 25th St W Sanford FL 32771
LOT: 1 BLOCK: 5 SUBDIVISION: Dreamwold
Section/Township/Range/Parcel No.]
PROPERTY ID #: 36-19-30-504-0400-00 [OR TAX ID NUMBER]
SYSTEM MUST BE CONSTRUCTED IN ACCORDANCE WITH SPECIFICATIONS AND STANDARDS OF CHAPTER 64E-6,FAC
DEPARTMENT APPROVAL OF SYSTEM DOES NOT GUARANTEE SATISFACTORY PERFORMANCE FOR ANY SPECIFIC TIME
PERIOD. ANY CHANGE IN MATERIAL FACTS WHICH SERVED AS A BASIS FOR ISSUANCE OF THIS PERMIT,
REQUIRE THE APPLICANT TO MODIFY THE PERMIT APPLICATION. SUCH MODIFICATIONS MAY RESULT IN THIS
PERMIT BEING MADE NULL AND VOID. ISSUANCE OF THIS PERMIT DOES NOT EXEMPT THE APPLICANT FROM
COMPLIANCE WITH OTHER FEDERAL, STATE OR LOCAL PERMITTING REQUIRED FOR PROPERTY DEVELOPMENT.
SYSTEM DESIGN AND SPECIFICATIONS
T [ 900 ]Gallons SEPTIC TANK
A [ 0 ]Gallons
N [ 0 ]GALLONS GREASE INTERCEPTOR CAPACITY
K [ 225 ]GALLONS DOSING TANK CAPACITY [ 0
MULTI-CHAMBERED/IN SERIES: [Y ]
MULTI-CHAMBERED/IN SERIES: [Y ]
GALLONS @ [2 ]DOSES PER 24 HRS # PUMPS[ 1 ]
D [ 462 ]SQUARE FEET PRIMARY DRAINFIELD SYSTEM
R [ 0 ]SQUARE FEET SYSTEM
A TYPE SYSTEM: [ ]STANDARD [ N FILLED
I CONFIGURATION: [ N ]TRENCH [ ]BED
N "—
F LOCATION TO BENCHMARK: Orange Dot Center o Marshall Ave
I ELEVATION OF PROPOSED SYSTEM SITE [ 3.0 ] [ INCHES ]
E BOTTOM OF DRAINFIELD TO BE [ 15.0 ) [ INCHES ]
L
Y [7ND J ' N ]
N ] Paul
WNCEtFrontLot3BELOW] BENCHMARK/RE tPOINT
ABOVE] BENCHMARK/REFER POINT
D FILL REQUIRED:[ 33.0 ]INCHES EXCAVATION REQUIRED: [ 42.0 ] INCHES
OTHER REMARKS:
The licensed contractor installing the system is responsible for installing the minimum
category of tank in accordance with s. 64E-6.013(3)(f), FAC.
A minimum cat 3 tank is required with no more than 18 inches of cover soil.
Conditions apply only to the area investigated.If other conditions are encountered durning
constrcution,the eng must be notiifed.
1) Sleeve potable water lines within 10 feet of drainfield. Leave uncovered for
inspection. (4) Private potable wells must be 75 f t from system, non -potable 50 ft/locate
and mark wel S. (18) No portion of drainfield may be located in any easeme (22'
mar
an dj-ak) G0 ( Q
d
i) ' s of a will
J%
SPECIFICATIONS BY: Law, Donald TITLE:
APPROVED BY: Dove, Kim TITLE: EH Supervisor Seminole CHD
DATE ISSUED: 11/15/05
DH 4016, 03/97 (Obsoletes previous editions which may not be used)
Stock Number: 5744-001-4016-0) lostde cons_4016-1)
EXPIRATION DATE: 5/15/07
Page 1 of 2
r
conduct a site evaluation which will be conducted at time of inspection to confirm that
soils found below the b.o.d. are consistant and in compliance with CH 64E-6 F.A.C. In
addition any discrepancies will be corrected and this office will charge a fee of $75.00
for a site evaluation.
No portion of mound water shed can drain onto adjacent lot.
SPECIFICATIONS BY: Law
APPROVED BY: Dove, Kim
TITLE:
TITLE: EH Supervisor Seminole CHD
DATE ISSUED: 11/15/05
DH 4016, 03/97 (Obsoletes previous editions which may not be used)
Stock Number: 5744-001-4016-0) lostds_cons 4016-11
EXPIRATION DATE: 5/15/07
Page 1 of 2
11 t4PPROVED
t ONSITE SEWAGE SITE PLAN
E COUNTY HEALTH DEPA EN
3a e Initial —.
i
MARSHALL AVENUE
60' TOTAL R/W
FgvH),05'ZE1 S u,.2:,9&00 S
Y L. i ng pA
66.3'
OSED •` No
O m A
NO
V
12.0'
P
Z toll m
8.0'
m v
A
9 nJ -
i46.3'
10
N p
d 0
YY 82i),OE'ZEi ' S .,6z,9Zo00 S
LOT
N_
m
Z
co
C7
c
v
O
Q)
a
V CD
S
V 1 W
cn
N
o ti I
H
4
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c
LIMITED POWER OF ATTORNEY
I hereby name and appoint:
Printed Name of Appointee 4c4lza Demlv nfi §aqua;mac.
Company Name of Appointee to be my lawful attorney -in -fact to act for me in applying
to the City of Sanford Government GemmeFeW6sidiRPermitting for a permit
enabling work to be performed at the location below -described and to sign my name
and do all things necessary to this appointment:
Section
Township
Range
ti=mwbM 3'14 Subdivision
5 Block
1-7 Lot s
Project Address
7okn g- Humostz Owner of Property
9l Owner Address
Signed:
Certified contracfo nature
Date: -i -z - cS
Certified Contractor: t>AvI i? C Aret,aul;2 1-I-yAa t. s
Printed name
Contractor License #: 6I3G i z 519 6S
State of F rida I )
County QtghM ) " (('' ..
II4T, Swom to and subscribed before me this `• day dj l..L by 1 r-1
f r nacknowledged)who i sona I know a or who has roducednameopersonyp
identification).
a— .
V
aL4_"1_
otary ublic
om ssion expires3 / a-1s )
P . • PO , JUUA ANN NIEMANN
MY COMMISSION # DD 299770
EXPIRES: March 27, 2008odleBON44Thru6WPtNotayServices
Job•(RDVRML30) /Rod Vermillio /Metro / Al
Top chord 2x4 SP #1
Bot chord 2x4 SP #1
Webs 2x4 SP #3
N
r0
3x
Las
THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
120 mph wind, 11.27 ft mean hgt, ASCE 7-98, CLOSED bldg, not located within 4.50 It from roof edge, CAT If. EXP B, wind TC
DL=5.0 psf, wind BC DL=5.0 psf. i
Deflection meets L/360 live and U240 total load. j
TCII -I- TC2 TC3 -I-
1
8V7 + 6'1'1 6'1'1 677-
BC1 + BC2
Rv=-1605# U=424# W=8'
SEAT PLATE REQUIRED
I
i LEFT RAKE== 1`4114 .
KLEFT I - 2i ERS.-P.E. FRClTPI1995/STD)
JUL-1 y 7005
MOUNT DORA, FL 32757
FL. REG. 18243
38,
38'
QTY= 4 TOTAL= 4
TC4
6'10•s
BM BC4
Rr-16050 U=424# w-:ir
SEAT PLATE REQUIRED
RIGHT RAKE = 1'4"14
RIGHT JIG = 20'1"10
SEQ = 30743
REV. 7.02.0527.10 SCALE=0.2059
TC LL 20.Opsf REF
TC DL 1 O.OpSf DATE 06-01-2005
THIS DRAWING SHOULD BE APPROVED BY A REGISTERED I I BC DL 1 O.OpSf DRWG
PROFESSIONAL ENGINEER BEFORE USE. SEEPAGE A100 1 BC LL O.Opsf
FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND
TOT.LD. 40.6pSf O/A LEN. 38 i
WARNINGS.
1 DUR.FAC. 1.25 i
SPACING 24.0" TYPE comn
Job:(RDVRML30) /Rod Verrnillio /Metro / A2
r-•
Top chord 2x4 SP #1
Bot chord 2x4 SP 01
t Webs 20 SP #3
I
1
N
toto
I
3)I
rs
i
THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
120 mph wind. 11.27 ft mean hgt, ASCE 7-98. CLOSED bldg. not located within 4.50 fl from roof edge, CAT II, EXP B, wind TC
DL=5.0 psf, wind BC DL-5.0 psf.
Deflection meets L/360 live and L/240 total load. i
TC1 i
TC2 + TC3
19' + 1 g
6'10'B 61r7
TC4 -
J
6'10'E -I
10'1'12 2T10'1
ICI'• -9'6• + 9'1'2 'ice 91-2 + 9'6• i l
13C1
Rv=-1810 U=18W W--D'
SEAT PLATE REQUIRED
Rv=--19170 U=5030 WI-11'13
I SEAT PLATE REQUIRED
I
LEFT RAKE = 1'4"14
LERS, P.E.
BC2
38,
QTY= 1 TOTAL= 1
BC3 BC4 -j
Rw 11130 U=2959 W=6'
SEAT PLATE REQUIRED
RIGHT RAKE = 1'4"14
RIGHT JIG = 20'1"10
SEQ = 30740
REV. 7.02.0527.10 SCALE=0.2059
TC LL 20.Opsf REF I
TC DL 1 O.Opsf DATE 06-01-2005
JUL 19 'Zppg ' THIS DRAWING SHOULD BE APPROVED BY A REGISTERED I IBC DL 10.0psf DRWG
I PROFESSIONAL ENGINEER BEFORE USE. SEEPAGE A100 BC LL O.Opsf j !
MOUNT DORA FL 3275T- FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND I TOT.LD. 40.Opsf O/A LEN. 38
WARNINGS.
FL. REG. 1q8 j DUR.FAC. 1.25 I I
SPACING 24.0" TYPE comn
Job,(RDVRML30) /Rod Verrnillio /Metro / A3
Top chord 20 SP #1
i Bot chord 2x4 SP #1Webs2x4SP #3
N
3x
THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
120 mph wind, 10.94 It mean hgt. ASCE 7-98, CLOSED bldg, not located within 4.50 fl from roof edge, CAT II, EXP B, wind TC
DL-5.0 psf, wind BC DL=5.0 psf.
Deflection meets 1-/360 live and U240 total load.
TC1 TC2 TC3 —+ TC4 TC5 _
I
1T 4' 1T
I•--- 6" 5'5'1 5'4'124' 5'49 82'6 I
F are- M
Rv--18050 U=4250 VV=6- BC1
SEAT
PLATE REQUIRED ICJ
L'
EFT RAKE = 1'4"14 LEFT
JIG = 18'0" 5 DESC. =
A3 ' Q
ej1 E dS e E FBC/TPI1 38'
V2'
14 + 3.10'4 6'1.2 M.
BC2
QTY=
1 TOTAL= 1 BC3
ere• -=,
I BC4 ^
j RIIW5#
U=4250 W!WSEAT
PLATE REQUIRED RIGHT
RAKE = 1'4"14 RIGHT
JIG = 18'0"5 SEQ =
30758 REV.
7.02.0527.10 SCALE=0.2059 E
i TC LL 20.Opsf I REF 3M
FALCONBRIDGE PLACE 1 i
j
TC DL 10.0psf i DATE 06-01-2005 " THIS
DRAWING SHOULD BE APPROVED BY A REGISTERED i BC DL 10.0psf I
DRWG
I JUL
1 9 ZOOS PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100 j BC
LL O.Opsf FOR
GENERAL NOTES,IMPORTANT SPECIFICATIONS AND D.
40.OpSf 1 0/
ALEN. 38 I MOUNTDORkA
12757 WARNINGS. UR.
FAC. DUR.F 1.25 SPACING
24.0" TYPE hips
Job:(RDVRML30) /Rod Vermillio /Metro / A4 THIS DWG PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
Top chord 2x4 SP #1 120 mph wind, 10.94 It mean hgt, ASCE 7-98, CLOSED bidg, not located within 4.50 fl from roof edge, CAT II, EXP B. wind TC
Bot chord 2x4 SP #1 DL=5.0 psf, wind BC DL=5.0 psf.
Webs 2x4 SP #3
1 Deflection meets L/380 live and U240 total load.
TC1 TC2 TC3 TC4 TC5
1T 4' 1T -
627 5'5'1 —+}^— 5'4'12 4' 65'1 5'47 62'8
12'4'13 2vr3
ICI" 6'6' 3'5'154'895T1V'4 8'1'2 BCt BC2 -{-
BC3 BC4 Rr-321#
U=180# W=8' Rv=891# U-284M NA - SEAT PLATE
REQUIRED Rv=1899#
U=498# W-5'11 SEAT PLATE REQUIRED I LEFT
RAKE =
1'4"14 i RIGHT
RAKE =
1'4"14 i LEFT JIG =
18'0"5 RIGHT JIG = 18'0"5 DESC. = A4
SEO = 30737 1iL V/
s E FBC/TPI1995(STD) OTY= 1 TOTAL= 1 REV. 7.02.0527.10 SCALE=0.2059 ! f 34G
FALCONBRIDGE
PLACE 0 it TC
LL TC DL
20.Opsf
1 O.
Opsf REF I
DATE
06-01-2005 I THIS DRAWING
SHOULD BE APPROVED BY A REGISTERED I BC DL 1 O.Opsf DRWG i JUL 19
2005 i PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100 i i
BC LL O.Opsf FOR GENERAL
NOTES,IMPORTANT SPECIFICATIONS AND TOT.LD.
40.Opsf O/A LEN. 38 DOD A
FL 32757 WARNINGS. MOUNT (1P1
J DUR.FAC. 1.25 C_ Q ia,
ia 4i SPACING 24.0" TYPE hips
Job (RDVRML30) /Rod Vermillio /Metro / AS THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
T Tap chord 2x4 SP #1 120 mph wind, 10.611111 mean hgl, ASCE 7-98. CLOSED bldg. not located within 4.50 ft from roof edge, CAT It, EXP B, wind TC !
Bol chord 2x4 SP #1 DL=5.0 psf, wind BC DL=5.0 psf.
Webs 2x4 SP #3
Deflection meets L/360 live and U240 total load.
TC1 TC2 TC3 TC4 -I
15' 8 15•
6.11'11 4• 611Ve
3a
I--re• r1'2 + 4•--I---4• r1-2 + re --ICI
1.4'i,. 3D'
j Rv=160B# U=4270 W=8'
BCt + BC2 BC3
Rv--1518# U=395# W=8-
SEAT PLATE REQUIRED SEAT PLATE REQUIRED I
I
LEFT RAKE = 1'4"14
LEFT JIG = 15'11" RIGHT JIG = 15'11"
DESC.= A5 SEQ = 30755
PLT'TYP.-WAVE FBC/TP11995(STD) QTY= 1 TOTAL= 1 REV. 7.02.0527.10 SCALE=0.2129 t
KENNETH H. EHLF.RS, P.E.
TC LL 20.Opsf REF
TC DL lO.Opsf DATE 06-01-2005
W FALCOWBhibGE PLACE THIS DRAWING SHOULD BE APPROVED BY A REGISTERED BC DL 1 O.OpSf DRWG
PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100 jI
JUL 19 2Q05 FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND
I TOT.LD. 40.OpSf O/A LEN. 38
WARNINGS.
DUR.FAC. 1.25
MOUNT DORA,,FL 32757 SPACING 24.0" TYPE hips
FL. REG.18243
Job:(RDVRML30) /Rod Vennillio /Metro / A6
Top chord 2x4 SP #1
Bot chord 2x4 SP #1
I Webs 2x4 SP 03
Defection meets L/360 live and U240 total load.
i
I iI
I
I j
i
TC1 TC2 TC3
15' B' —
B'0'S 8'11'11 Q —
j
N_
I
NI
3)
I
hr. 14713
N. 95'15 8'S'7
y 3.
BC1 SC2
Rv--3W# U=1801t -P Rr-1952M U=5M# -5'11
I LEFT RAKE = V414
THIS DWG PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
120 mph wind, 10.61 It mean hgt, ASCE 7-98. CLOSED bldg, not located within 4.50 ft from roof edge, CAT II, EXP B, wind TC
DL=5.0 psf, wind BC DL=5.0 psf.
A) Continuous lateral bracing equally spaced on member. Or 1 x4 #3 or better'T' brace. 80% length of web member. Attached
with 8d nails @ 6' OC.
LEFT JIG = 15'11"
PLT. TYP.--\AIAVE FBC/TPI1995(STD) QTY= 1 TOTAL= 1
IKENN - . EHLERS, P.E.
3034 FALCONSAIDGE PLACE THIS DRAWING SHOULD BE APPROVED BY A REGISTERED
PROFESSIONAL ENGINEER BEFORE USE. SEEPAGE A100
JUL- 19 2005 FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND
WARNINGS.
MOUMMA, & 32757
A
TC4 TC5 j
15,
6'11'11 875=
2V77 i
7714 - - 7'8' =i l
BC3
I
Rv=-869# U=237# W=8'
SEAT PLATE REQUIRED
RIGHT RAKE = 1'4"14
RIGHT JIG = 15'11"
SEQ = 30734
REV. 7.02.0527.10 SCALE=0.2059 '
TC LL 20.Opsf REF
TC DL 10.0psf DATE 06-01-2005 j
BC DL 10.0pSf DRWG
BC ILL O.Opsf
TOT.LD. 40.Opsf ! O/A LEN. 38 I
DUR.FAC. 1.25
SPACING 24.0" 'TYPE hips
Job.(RDVRML30) /Rod Vermillio /Metro / A7
I Top chord 2x4 SP #1
Bot chord 2x4 SP #1
Webs 2x4 SP #3
I T
1 N
I
V
1
1
I
r133x
TC1
13'
f- 7"O'10 61118
6V
r4• .
Rv-16080 U=426#-VW-W
SEAT PLATE REQUIRED
i
LEFT RAKE = 1'4"14
LEFT JIG = 13'9" 12
DESC. = A7
PLT. TYP.-WAVE ' FBCITP11
act
6'1Z
THIS DWG PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
120 mph wind, 10.27It mean hgt, ASCE 7-98, CLOSED bldg, not located within 4.50 fl from roof edge. CAT ll, EXP B, wind TC
DL=5.0 psf, wind BC DL=5.0 psf.
Deflection meets V360 live and U240 total load.
TC2
12'
6' 6'
6'
38'
BC2
QTY= 1 TOTAL= 1
TC3
13'
5'11'6 7'0" 10
1A
8'
BC3 -1
Rv--1516# U=3960 VW-6'
SEAT PLATE REQUIRED
RIGHT JIG = 13'9"12
SEQ = 30752
REV. 7.02.0527.10 SCALE=0.2129
1 i TC LL 20.OpSf REF
A, ENNETH H. EHLEK P.E. TC DL 1 O.Opsf DATE 06-01-2005
1034 FALCO .NBROGE PLACE THIS DRAWING SHOULD BE APPROVED BY A REGISTERED I BC DL 10.0psf DRWG
PROFESSIONAL ENGINEER BEFORE USE. SEEPAGE A100 LL O.Opsf i
FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND
JuL 19 2005 WARNINGS.
IBC
TOT.LD. 40.OpSf O/A LEN. 38
1 DUR.FAC. 1.25 l
MOUNT DORkFL_32757 t SPACING 24.0" TYPE hips
Job'(RDVRML30) /Rod Verrn,llio /Metro / A6 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
Top chord 2x4 SP 01 120 mph wind, 10.27 It mean hgt, ASCE 7-98. CLOSED bldg, not located within 4.50 It from roof edge, CAT II, EXP B, wind TC I
Bot chord 2x4 SP #1 DL=5.0 psf, wind BC DL=5.0 psf. I
Webs 2x4 SP #3
Deflection meets L/360live and L/240 total load.
TC1 TC2 TC3
13' + 12' 13' -
To'10 5'1 V6 5'10'1 6'1'12 611'6 7710 {
3x4
hr 16'2'13 217'3 —
6'6' 8'1Z +—TC13—-78'15— 510'1 + 91Z
i
BC1 BC2
Rr-4726 U=1Er- 0# -4' RiB91M U=522# 1N=5'11 vi
v LEFT
RAKE 1'4" 14 LEFT
JIG = 13'9"12 DESC. =
A8 . - PLT.
TYP.A JAVc FBC/TPI1 QTY= 1 TOTAL= 1 BC3
Rv=
747# U=203# W SEAT
PLATE REQUIRED RIGHT
RAKE = 1'4"14 RIGHT
JIG = 13'9"12 SEQ =
30731 REV.
7.02.0527.10 SCALE=0.2059 Eii111,
ttlLCrt, r.L. TC LL 20.Opsf REF gnu
FALCONMOdE PLACE TC DL 10.Opsf DATE 06-01-2005 THIS
DRAWING SHOULD BE APPROVED BY A REGISTERED I BC
DL 10.Opsf DRWG PROFESSIONAL
ENGINEER BEFORE USE. SEE PAGE A100 i
BC LL O.Opsf JUL
19 2005 FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND t TOT.
LD. 40.Opsf O/A LEN. 38 WARNINGS.
MOUWDORA;
R 327P DUR.FAC. 1.25 SPACING
24.0" TYPE hips j
Job:(RDVRML30) /Rod Vermilho /Metro / A9
Top chord2x4 SP #1 Bot
chord2x4 SP #1 Webs 2x4
SP #3 o I
v
I
Iv
3x
I
I
1
T !
TC1
11' +
6'
0'
10 4'11B 6'11'12 5'6'
5'12 VIN 1'4'
BC1 Rv-
1606#
U=429# VWB' SEAT PLATE
REQUIRED i LEFT
RAKE =
1'4"14 LEFT JIG =
11'8"7 034 FALCONBRIDGE
PLACE JUL 19
200,5 MOUNT DO%
FL ,32757 FL. RM.
1R94.1 FBC/TPI19951
THIS DWG.
PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 120 mph
wind, 10.13 it mean hgt, ASCE 7-98. CLOSED bldg, not located within 4.50 ft from roof edge, CAT II, EXP B. wind TC DL-5.
0 psf, wind BC DL=5.0 psf. Deflection meets
L/360 live and U240 total load. TC2 -'TC3
TC4 13'6' -' -
122' sxs 38•
36'
BC2
CITY=
1
TOTAL= 1 9•e-
4—5.6'2 91' THIS DRAWING
SHOULD BE APPROVED BY A REGISTERED ; PROFESSIONAL ENGINEER
BEFORE USE. SEE PAGE A100 FOR GENERAL
NOTES,IMPORTANT SPECIFICATIONS AND I WARNINGS. BC3 _
I
Rv--
151t1#
U=395# Vlr-S SEAT PLATE
REQUIRED RIGHT JIG =
12'11"3 SEQ = 30749
REV. 7.
02.0527.10 SCALE=0.2129 I TC
LL 20.Opsf I REF ! TC DL
10.Opsf DATE 06-01-2005 j BC DL
10.0psf DRWG i BC ILL
O.Opsf TOT.LD.
40.Opsf O/A LEN. 38 DUR.FAC.
1.25 SPACING 24.
0" TYPE spec
Rod Venndlio /Metro / AID THIS DWG PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
Top chord 2x4 SP #1
Bot chord 2x4 SP #1
Webs 2x4 SP #3
Deflection meets L/360 live and U240 total load.
TC1 TC2
11' 18'
Imo-8'0'104'1M T10.4 }t 120
mph wind, 9.94 It mean hgt, ASCE 7-98. CLOSED bldg, not located within 4.50 It from roof edge, CAT II, EXP B, wind TC DL=
5.0 psf, wind BC DL=5.0 psf. A)
Continuous lateral bracing equaly spaced on member. Or 1 x4 03 or better'T' brace. 80% length of web member. Attached vnth
8d nails @ 6' OC. TC3
1T -
8'
1'12 411118 --+}— 6'0'10 n.
21'4' ICI--
5W - -}-- 61'2 s'tr --}— rslz --}-- r1o'4 F—=
BC1
Rr-
535# U=180# -4' LEFT
RAKE = V4"1h • . LEFT
JIG = 11'8'7 ' i
DESC. = A10 PLT.
TYP.-IN/1VE FBC/TPI1 BC2
Rv=
1905# U=5040 W-W OTY=
1 TOTAL= 1 Sts
5'8'--ICI BC3
Rv--
7710 U=208# W-8' SEAT
PLATE REQUIRED RIGHT
RAKE = 1'4"14 RIGHT
JIG = 11'87 SEO =
30728 REV.
7.02.0527.10 SCALE=0.2059 TC
LL 20.Opsf REF Immr.
Inn. EHLERS, P.c. 1 TC DL 10.0psf ;DATE 06-01-2005 1034
FALCONEMIbbE PLACE THIS DRAWING SHOULD BE APPROVED BY A REGISTERED BC DL 10.Opsf DRWG t
PROFESSIONAL
ENGINEER BEFORE USE. SEE PAGE A100 BC
LL O.Opsf JUL
1 9 Z,QQS FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND I TOT.
LD. 40.OpSf ; O/A LEN. 38 1
WARNINGS. i
I DUR.
FAC. 1.25 MOUNT
DOK FL 32757 ; SPACING 24.0" j TYPE hips i FL.
REG.18243
Job:(RDVRML30) /Rod Vermillio /Metro / Al
Top chord 2x4 SP #1
Bot chord 2x4 SP #1
j Webs 2x4 SP #3
THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
120 mph wind, 10.13 ft mean hgt, ASCE 7-98, CLOSED bldg. not located within 4 50 R from roof edge, CAT It. EXP B, wind TC
DL=5.0 psf, wind BC DL=5.0 psf.
Defection meets L/360 Irve and U240 total load.
TC1 TC2 -- TC3 TC4
f•^ 0' 13'8' 3'2' 122" -
f"— 4'10.14 4'1'2 4'If7 — — 4'6"11 - 4'4.15 37 — 5'6'6 87'10
SXfi
T
72 5x8 3X4 3X4
K1 4 wto 3x4
Q N 3X4 W2 W4 M
f
W1 W12
3X8(A1)
it 3x6(A1)
r s
3x4 Sx8 3X4 3x4 Bx8 3X4
38'
I h Il72 4v154-111 + 44.15—+-3'5.8 T8'2 + 61" r4•
3e' -
BC1
BC2 BC3 Rv--
1608# U=429# W=8' Rv 15180 U=3940 W=8' SEAT
PLATE REQUIRED SEAT PLATE REQUIRED j
LEFT RAKE = 1'4"14 LEFT
JIG .9'7"2E RB gg l.
Ll''1'..I1<ir11CiR CY' FBClTPI1 j
034 PAW60hibbt PLACE OTY=
1 TOTAL= 1 F , .
2005 THIS
DRAWING SHOULD BE APPROVED BY A REGISTERED JUL
PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100 3oq
FOR
GENERAL NOTES,IMPORTANT SPECIFICATIONS AND UN
1T OORUI J`l/ WARNINGS. RIGHT JIG =
12'11"3 SEO = 30746
REV. 7.
02.0527.10 SCALE=0.2129 TC LL
20.Opsf REF TC DL
10.Opsf DATE 06-01-2005 1 BC
DL 10.Opsf DRWG BC LL
O.Opsf i TOT.LD.
40.0pSf O/A LEN. 38 DUR.FAC.
1.25 SPACING 24.
0" t TYPE spec
Job:(RDVRML30) /Rod Vermilho /Metro / Al2
Top chord 2x4 SP 01
Bot chord 20 SP 91
Webs 2x4 SP #3
Deflection meets 1-/360 live and U240 total load.
i
TC1 TC2
20•
4'1(r14 --- 4'1'2 6712 B•4'8
THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
120 mph wind, 9.61 ft mean hgt, ASCE 7-98, CLOSED bldg. not located within 4 50 ft from roof edge, CAT It, EXP B, wind TC
DL=5.0 psf, wind BC DL=5.0 psf. I
A) Continuous lateral bracing equally spaced on member. Or 1x4 #3 or better -17 brace. 80% length of web member. Attached
with 8d nails ® 6' OC.
TC3 TG -
12 SXB 3X4 X 8
4 p
3X4 W2 (A) (A) 3X4
in WJ w7 w9
3X6(A7)
3X6(A7)
1 r„
3X4 SXB 3X4 SX6
3X4
h,- 16'6' 21'4'
87-2 6'6v-}-=-}---5V12 66.4
BC7
Rr--567# U=1800 4' Rv--18480 U=4 7# W--4'
BC2 BC3 -
Rr-7980 U-21W-- 2# 8' SEAT
PLATE REQUIRED I
I
I
I
I
V4"
14 LEFT
RAKE = 1'4"14 . RIGHT RAKE = RIGHT
JIG = 9'7"2 LEFTJIG = 9'7"2 t7r1Ef PEE•
FBC/TPI1995(STD) OTY= 1 TOTAL= 1 REV. 7.02.0527.10 SEQ = 30725
SCALE=0.
2059 I Q034 FAWONRRIOGE
PLACE ITC LL 20.Opsf REF I i
TC DL 10.Opsf DATE 06-01-2005 JUL' 1
9 Z005 THIS DRAWING SHOULD BE APPROVED BY A REGISTERED 1 BC DL 10.Opsf DRWG i PROFESSIONAL ENGINEER
BEFORE USE. SEE PAGE A100 BC LL O.Opsf DORA, FL
327M FOR GENERAL
NOTES,IMPORTANT SPECIFICATIONS AND t I TOT.
LD. 40.Opsf O/A LEN. se I MOUNT WARNINGS. DUR.FAC.
1.25 FL. REG.
182 i SPACING 24.0" TYPE hips !
Job:(RDVRML30) [Rod Vermilho /Metro / A13
Top chord 2x4 SP #1 :TC2 2x6 SP #1:
Bot chord 2x6 SP #1
Webs 2x4 SP #3
SPECIAL LOADS
LUMBER DUR.FAC.=1.25 / PLATE DUR.FAC.=1.25)
TC - From 60 PLF at -1.33 to 60 PLF at 7.00
TC - From 127 PLF at 7.0010 127 PLF at 13.54
I TC - From 60 PLF at 13.54 to 60 PLF at 39.33
BC - From 4 PLF at -1.33 to 4 PLF at 0.00
BC - From 20 PLF at 0.00 to 20 PLF at 7.00
BC - From 44 PLF at 7.00 to 44 PLF at 13.54
BC - From 20 PLF at 13.54 to 20 PLF at 38.00
BC - From 4 PLF at 38.00 to 4 PLF at 39.33
BC - 484 LB Conc. Load at 7.00
BC - 1660 LB Conc. Load at 13.54
t
THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
2 Complete Trusses Required
NAILING SCHEDULE: (10d box nails)
TOP CHORD: 1 ROW ® 12' o.c.
BOT CHORD: 1 ROW ® 12' O.C.
WEBS : 1 ROW @ 4' O.C.
USE EQUAL SPACING BETWEEN ROWS AND STAGGER NAILS
IN EACH ROW TO AVOID SPLITTING.
120 mph wind, 15.00 ft mean hgt. ASCE 7-98, CLOSED bldg, not located within 4.50 ft from roof edge, CAT II, EXP B, wind TC
DL=5.0 psf, wind BC DL=5.0 psf.
A) Continuous lateral bracing equally spaced on member.
Deflection meets L/360 live and L1240 total load.
Calculated vertical deflection is 0.52' due to live load and 0.51' due to dead load at X = 13-8-4
I--- TCt + TC2 } TC3 TC4 _
I
4'1'14
SXB
4 12 8X12 3x4 SX12 w8 3x4
3X4 (
A)
W7W3WS W70
X10(A1)
4X5(A1)
8'
3X4 HS816 3X4 8X10 3X1
F'----60.10 +-6'11'l2 + 6.11'12 -- sR• + 5'8'2 Flo•—••}-i
r a'0•e 24'5.8 -
a"
BC1
Rv=3677# U-10430 W-B•
S LATE REQUIRED
LEFT RAKE = 1'4"14 -
LEFT JIG=•7'5"14
DESC.— A13 -
91,6T. ZY,JZ.1NAVr _'_ _ FBC/TPI1995(
j0M FALCONBgIDG PiLA
JUL A 9 2005
MOUNT DORA, FL 32157
BC2
QTY= 1 PLIES= 2 TOTAL= 2
THIS DRAWING SHOULD BE APPROVED BY A REGISTERED
PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100
FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND
WARNINGS.
BC3 _
t
Rv-2508# U=720# W=8'
SEAT PLATE REQUIRED
RIGHT RAKE = 1'4"14
RIGHT JIG = 12"1"3
SEQ = 30632
REV. 7.02.0527.10 SCALE=0.2059
TC LL ZU.UpST
TC DL 1 O.Opsf
BC DL 1 O.Opsf
BC LL O.Opsf
TOT.LD. 40.Opsf
DUR.FAC. 1.25
SPACING 24.0"
Ktl-
DATE 06-01-2005
DRWG
O/A LEN. 38
iTYPE Spec
Job:(RDVRML30) /Rod Vermdho /Metro / A14
Top chord 2x4 SP #1
Bot chord 2x4 SP 91
Webs 2x4 SP #3
i
120 mph wind, 15.00It mean hgt, ASCE 7-98. CLOSED bldg. Located anywhere In roof, CAT II, EXP B, wind TC DL=5.0 psf,
wind BC DL=5.0 psf.
91 hip supports 7-0-0 Jacks with no webs.
Deflection meets L1360 live and U240 total load.
I
T
iv
1
3
TC1
7
TC2
24' -
3'1(Y14 3'1'2 8'2'5 775
THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
2 Complete Trusses Required
NAILING SCHEDULE: (10d box nails)
TOP CHORD: 1 ROW @ 12' o.c.
BOT CHORD: 1 ROW ® 12' o.c.
WEBS : 1 ROW @ 4' O.C.
USE EQUAL SPACING BETWEEN ROWS AND STAGGER NAILS
IN EACH ROW TO AVOID SPLITTING.
A) #3 or better scab brace. Same size 6 80% length of web member. Attach with 10d nails ® 6' OC.
Left side jacks have 7.0-0 setback with 0-2-0 cant and 1-4-0 overhang. End Jacks have 7-0-0 setback with 0-" cant and
1.4-0 overhang. Right side jacks have 7-0-0 setback with 0-0-0 cant and 1-4-0 overhang.
T}C- 3 +
T
TC4
8'2'5 -3'1.2-31'14 I
x
1
5xe 04 SXB 3X43X4
2 T
W1
W7
W 6(
Al) SX8
3X4 5X8 3X4 5X6
hr.
18'8' 21'4' - 8'
T2 T1e'13 + 1'
9'3 65*
3 + T10'13 67238,
T
24' T au
BC1
Rw10210
U=2910 -4' L =
1'4"14 7,
5"14 D
C FBC/TPI BC2
BC3 Rr-
4045N U=10841 61' QTY=
1 PLIES= 2 TOTAL= 2 BC4
J Rv--
1427N U=398N W=8' SEAT
PLATE REQUIRED RIGHT
RAKE = 1'4"14 RIGHT
JIG = 7'5"14 SEQ =
30666 REV.
7.02.0527.10 SCALE=0.2059 FAWONDRIDOE
PLACE i
TC LL 20.Opsf REF I 3034ITCDL10.Opsf DATE 06 01-2005 THIS
DRAWING SHOULD BE APPROVED BY A REGISTERED I BC DL 10.Opsf DRWG I JUL,
19 2005 PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100 I
BC LL O.Opsf MOUNT
60R 1, FL 327 FOR
GENERAL NOTES,IMPORTANT SPECIFICATIONS AND WARNINGS.
r
O/
A LEN. 38 DOUR.
FAC. 1.25pSf FL' ,
RE .G:18243 SPACING 24.0" TYPE hips
Job•(RDVRML30) /Rod Vermillio /Metro / B1 THIS DWG PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
Top chord 2x4 SP 91 120 mph wind, 9.94 ft mean hgt, ASCE 7-98, CLOSED bldg. not located within 4.50 It from roof edge, CAT It, EXP B. wind TC
Bot chord 2x4 SP #1 DL=5.0 psf, wind BC DL=5.0 psf.
Webs 2x4 SP #3
H =recommended connection based on manufacturer tested capacities and calculations Conditions may exist That require I
I Defection meets U360 live and U240 total load. different connections than Indicated. Refer to manufacturer publication for additional information. I
f
TC1
11'
F- - 6710
TC2 TC3
74" 11' -
4'11"6 T4' 4'11*6 i610'10
4X4
4X6
12
4 p
3X4
Wd 3X4
IW5
W1
1)
3X4(A1)
R
8'
3X4 5X6 3X4 3X4
F: i 5W
act
Rv-66N =2W* H=Simpson HUS26
w/(4) tad, 0 162 x2.5' nails in Tnus
w/(14) 16d• 0.162W.5- nails In Girder
Girder is (2) 1 50x 5.50 SP SolidSawn
LEFT-J G = 11'8"71
DESC. = 131,
jL6jjIkTA,'V&V.... _ _ FBC/TPI19951
24.4•
5'2'14 + 72.4 5'1-2
24v
OTY= 1 TOTAL= 1
Y4• --1
11102 '
Rw10W U=21140 W18-
SEAT PLATE REQUIRED
RIGHT RAKE = 1'4"14
RIGHT JIG = 11'87
SEO = 30624
REV. 7.02.0527.10 SCALE=0.3262
GNM ff it aHm"".Ew TC LL 20.Opsf REF
3034 FALCCNBAWE PLACE TC DL 1 O.Opsf DATE 06-01-2005
THIS DRAWING SHOULD BE APPROVED BY A REGISTERED j BC DL 10.Opsf DRWG
JUSL9 oOCJ
PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100 BC LL O.Opsf
FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND
TOT.LD. 40.OpSf O/A LEN. 240400
MOUNT DORA., FL 327 :
WARNINGS.
DUR.FAC. 1.25
FL-REG.A8243 '
SPACING 24.0" TYPE hips
Job-(RDVRML30) lRod Vennillio /Metro / B2
Tap chord 2x4 SP 01
Bot chord 2x4 SP #1
Webs 2x4 SP #3
Deflection meets L/360 live and U240 total load.
THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT _
120 mph wind, 9 88 It mean hgt, ASCE 7-98, CLOSED bldg. not located within 4.50 ft from roof edge, CAT 11, EXP B, wind TC
DL=5.0 psf, wind BC DL=5.0 psf.
H = recommended connection based on manufacturer tested capacities and calculations. Conditions may exist that require
different connections than indicated. Refer to manufacturer publication for additional information.
TC1 TC2 -+- TC3 TC4
4'10'14 4'1'2 3' 4'11'2 5'6'14 j
e'6.14
j Rv=9W =249# H=Simpson HUS20
BC,
I wl(4) led, 0 182'S 2.S nails In Truss
w/(14) 16d, 0.162-x2.5- nails In Girder
Girder is (2) 1.50x 5.50 SP SofidSawn
I
LEFT JIG = 972,
wwrr-..
FBC/TPI1995(STD)
60 F'ALeON®RIDGE,PLACE
24W
VV4 10'32
24'4' - 1-4- --I
BC2 '
Rr-1084# U=2B30 W=6'
SEAT PLATE REOUIRED
RIGHT RAKE = 1'4"14
RIGHT JIG = 11'4"4
SEQ = 30619
QTY= 1 TOTAL= 1 REV. 7.02.0527.10 SCALE=0.3262
1 THIS DRAWING SHOULD BE APPROVED BY A REGISTERED
JUL` 19 2005 PROFESSIONAL ENGINEER BEFORE USE. SEEPAGE A100
FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND
MOUNT DORAIR, 32757 WARNINGS.
FL. REG 18243—
TC LL 20.Opsf REF
TC DL 10.0psf DATE 06-01-2005
BC OL 10.0psf DRWG
BC LL O.Opsf
TOT.LD. 40.0psf O/A LEN. 240400
DUR.FAC. 1.25
SPACING 24.0" 'TYPE spec
Job (RDVRML30) /Rod Verrnillio /Metro 183
Top chord 2x4 SP #1
Bot chord 2x6 SP #1 :BC2 2x4 SP #1:
Webs 2x4 SP #3
SPECIAL LOADS
1 —(LUMBER DUR.FAC.=1.25 / PLATE OUR.FAC.=1.25)
TC - From 60 PLF at 0.00 to 60 PLF at 25.67
BC - From 20 PLF at 0.00 to 20 PLF at 24.33
BC - From 4 PLF at 24.33 to 4 PLF at 25.67
BC - 1561 LB Conc. Load at 3.06
Deflection meets L1360 live and L/240 total load
TC1
T
THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
2 Complete Trusses Required
NAILING SCHEDULE: (10d box nails)
TOP CHORD: 1 ROW @ 12' o.c.
BOT CHORD: 1 ROW @ 12' o.c.
WEBS ' 1 ROW @ 4' o.c.
USE EQUAL SPACING BETWEEN ROWS AND STAGGER NAILS
IN EACH ROW TO AVOID SPLITTING.
120 mph wind, 15.00 ft mean hgt. ASCE 7-98, CLOSED bldg, not located within 4.50 ft from roof edge, CAT II, EXP B, wind TC
DL=5.0 psf, wind BC DL=5.0 psf.
H = recommended connection based on manufacturer tested capacities and calculations. Conditions may exist that require
different connections than Indicated. Refer to manufacturer publication for additional information.
TC2 TC3 TC4
3• 3.8- 1 O8' —
f•— 4'6'4 3' 3'8' —
24'4'
3'9'10 77'8 ---a-- zre ----} 31 re —
24'4'
3'0'12
i+ssv
I SC1
Rr-2345# U=916# H=Simpson HGUS26-2
w/(4) 16d. 0.162'2 S nalls in Truss
wl(20) 18d, 0.162-4.5' nails in Girder
r is (2) 1.SOx 5 50 SP SolidSawn
LEFT JIG = 7'5"14
0 1".1Wi riQ$. P.E_ FBC/TP1199!
21'3'4
OTY= 1 PLIES= 2 TOTAL= 2
4' 112 5'8'14
10'3'2
1'4' --I
BC2 -
Rw-1248# U=435# WIW
SEAT PLATE REQUIRED
RIGHT RAKE = 1'4"14
RIGHT JIG = 11'41
SEQ = 30614
REV. 7.02.0527.10 SCALE=0.3262
03410ALWN6AfbGE PLACE
TC LL 20.Opsf i REF
i TC DL 1 O.Opsf I DATE 06-01-2005 I
THIS DRAWING SHOULD BE APPROVED BY A REGISTERED
JUL 2005
BC DL
I
1 O.Opsf DRWG
PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100
BC LL O.Opsf i
FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND
MOUNT DORA,FL 32757 WARNINGS.
TOT.LD. 40.OpSf O/A LEN. 240400
DUR.FAC. 1.25
R. REG.182'N SPACING 24.0" TYPE spec i
Job (RDVRML30) /Rod Vennilho /Metro / C1
Top chord 2x4 SP #1
Bol chord 2x4 SP #1
Webs 2x4 SP #3
SPECIAL LOADS
LUMBER DUR.FAC.=1.25 / PLATE DUR.FAC.=1.25)
TC - From 60 PLF at 0.00 to 60 PLF at 22.54
BC - From 20 PLF at 0.00 to 20 PLF at 0.69
BC - From 50 PLF at 0.69 to 50 PLF at 20.40
BC - From 20 PLF at 20.40 to 20 PLF at 21.21
BC - From 4 PLF at 21.21 to 4 PLF at 22.54
9
i
3X4(A
i
THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
120 mph wind, 9.88 ft mean hgt, ASCE 7-98, CLOSED bldg, not located within 4.50 H from roof edge, CAT 11, EXP B. wind TC
DL=5.0 psf, wind BC DL=5.0 psf.
H = recommended connection based on manufacturer tested capacities and calculations. Conditions may exist that require
different connections than Indicated. Refer to manufacturer publication for additional information.
Deflection meets L 1360 live and U240 total load.
TC1 TC2
19616 10`8' —
5 M + 4'11'2
i'C 6'10'15
BC1
Rv-1139# =393111 H=Simpson HUS28
w1(6) 10d Common, 0 148X3 0' nails in Truss
wl(14) 10d Common, 0.148 x3 Cr nails in Girder
Girder is (1) 1.50x 5.50 SP SofidSawn
P'M EHLERS, P.E.
Kawalinnhnniii- n@,&wrFBCrrPI1995(STD)
JUL .1 9. Z,005
MOUNT 00, FL 32757,
FL. REG. Y$243 .
a
2178
6'6'13
2176
QTY= 3 TOTAL= 3
THIS DRAWING SHOULD BE APPROVED BY A REGISTERED
PROFESSIONAL ENGINEER BEFORE USE. SEEPAGE Al00
FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND
WARNINGS.
S8' 14
6'71'11 -
1'4' --I
BC2 -
I
Rv=-1234# U=426# W--8'
SEAT PLATE REQUIRED
RIGHT RAKE = 1'4"14
RIGHT JIG = 11'4"4
SEQ = 30660
REV. 7.02.0527.10 SCALE=0.3714 '
TC LL 20.Opsf
TC DL 1 O.Opsf
I BC DL 10.0psf
j BC ILL O.Opsf
i TOT.LD. 40.Opsf
DUR.FAC. 1.25
i SPACING 24.0"
REF I
DATE 06-01-2005
DRWG
I
O/A LEN. 210208
l
I
TYPE comn
Job:(RDVRML30) /Rod Vennillio [Metro / C2
Top chord 2x4 SP #1
Bot chord 2x4 SP #1
Webs 2x4 SP #3
SPECIAL LOADS
LUMBER DUR.FAC.=1.25 / PLATE DUR.FAC.=1.25)
TC - From 60 PLF at 0.00 to 60 PLF at 22.54
1 BC - From 20 PLF at 0.00 to 20 PLF at 0.69
BC - From 50 PLF at 0.69 to 50 PLF at 20.40
BC - From 20 PLF at 20.40 to 20 PLF at 21.21
j BC - From 4 PLF at 21.21 to 4 PLF at 22.54
i
i
i
I
THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
120 mph wind, 9.88 ft mean hgt, ASCE 7-98, CLOSED bldg, not located within 4.50 fl from roof edge, CAT II, EXP B. wind TC
DL=5.0 psf, wind BC DL=5.0 psf.
Deflection meets L/360 live and U240 total load.
TCl TC2
lows
576 4'1l'2 4'11-2 68`14 -
2178
f 6'10'15 6'6'13 6'11.11
21" --'-- 1'4' ^i
BC1
i 11 =1142N U=394tW=6'6
I SEAT PLATE REQUIRED
I
1
PLE171G ='17'13
DESC. = C2
PLT. TYP.-WAVE F
UNNITH K €N05, F.E.
SM4 FrAL60WOODGE' PLACE
JUL .1 9 2005
MOUNT_DORA, f_L_3275Z
FL. REG.18243
THIS DRAWING SHOULD BE APPROVED BY A REGISTERED
PROFESSIONAL ENGINEER BEFORE USE. SEEPAGE A100 i
FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND I
WARNINGS.
BC2 J
Rv--12310 U=4250 W=6'
SEAT PLATE REQUIRED
RIGHT RAKE = 1'4"14
RIGHT JIG = 11'4"4
SEQ = 30655
REV. 7.02.0527.10 SCALE=0.3714
TC LL 20.Opsf
TC DL 1 O.Opsf
BC DL 10.Opsf
BC LL O.Opsf
TOT.LD. 40.Opsf
DUR.FAC. 1.25
SPACING 24.0"
Ittr
DATE 06-01-2005
DRWG
O/A LEN. 210208
TYPE comn
Job (RDVRML30) /Rod Vennlllio /Metro / C3
Tap chord 2x4 SP #1
Bot chord 2x4 SP #1
Webs 2x4 SP 03
i SPECIAL LOADS
j —(LUMBER DUR.FAC.=1.25 / PLATE DUR.FAC.=1.25)
TC - From 60 PLF at -1.33 to 60 PLF at 22.67
BC - From 4 PLF at -1.33 to 4 PLF at 0.00
BC - From 20 PLF at 0.00 to 20 PLF at 0.81
BC - From 50 PLF at 0.81 to 50 PLF at 20.52
BC - From 20 PLF at 20.52 to 20 PLF at 21.33
j
BC - From 4 PLF at 21.33 to
I
t
i
4 PLF at 22 67
j TC1 —
I
We-
THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
120 mph wind, 9.88 It mean hgt, ASCE 7-98. CLOSED bldg. not located within 4.50 It from roof edge, CAT ll, EXP B. wind TC
DL=5.0 psf, wind BC DL=5.0 psf.
Deflection meets 1-/360 live and U240 total load.
TC2
1U'8• —
5'8.14 4'1n + 4'11'2 5'8.14 I
6'11.11
BC1
Rw-12340 U=42 W--8-
SEAT PLATE REQUIRED
t
I
I
LEFT RAKE = 1'4"14
LEFTpJIIG ==1';'a"4
90"Ifu —E—flS, RE. FBC/TPI1995(S
21'4' .
6W13
21`4•
BC2
6'11.11
1'4• --1
Rw1234# U=424# W-f
SEAT PLATE REQUIRED
8'
RIGHT RAKE = 1'4"14
RIGHT JIG = 11'4"4
SEQ = 30650
REV. 7.02.0527.10 SCALE=0.3488
10334 FALCON TC LL 20.Opsf 1 REF IonIUGE-PLACE
I TC DL 10.Opsf j DATE 06-01-2005
JUL 1 2 a5 THIS DRAWING SHOULD BE APPROVED BY A REGISTERED I BC DL 1 O.OPSf DRWG
I•
PROFESSIONAL ENGINEER BEFORE USE. SEEPAGE A100 ;
BC ILL O.Opsf j
y' MOUNT DORA, f
CL 3`15%
FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND !
WARNINGS.
I TOT.LD. 40.Opsf O/A LEN. 210400
DUR.FAC. 1.25
FL..REG.1811AI SPACING 24.0" TYPE Comn 4
Job:(RDVRML30) /Rod Vermillio [Metro / C4 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
Top Chord 2x4 SP #1 120 mph wind; 9.61 R mean hgt, ASCE 7-98, CLOSED bldg, not located within 4.50 ft from roof edge, CAT It. EXP B, wind TC
1 Bot chord 2x4 SP #1 DL=5.0 psf, wind BC DL=5.0 psf.
Webs 2x4 SP #3i Deflection meets L/360 live and U240 total load I
i
I
I
TC1 TC2 TC3 -
I
i 9 3'4- 9
F---4'10'14 4'12 3'4' 4'1R 4'10'14;i
i
4X4
4x8
I
i
i
3X41
T !
21W
1-4. 21'4• - - 1'4- „I
BC1 BC2
Rv--839N U=251# W=8- Rv-9390 U=2510 NY
SEAT PLATE REQUIRED
SEAT PLATE REQUIRED
LEFT RAKE = 1'4".14
LEFT JI .
0 HSI PEE• FBC/TPI
Faccohlal rncE' AU-
1
QTY= 1 TOTAL= 1
JUL 19 2005 THIS DRAWING SHOULD BE APPROVED BY A REGISTERED
1 ?
PROFESSIONAL ENGINEER BEFORE USE. SEEPAGE A100
FOR AL NOTES,IMPORTANT SPECIFICATIONS ANDMOUNTDORA, FL 32757 WARNINGS.
FL.'REG.18243 ,,
REV. 7.02.0527.10
TIC LL 20.Opsf
TIC DL 10.Opsf
BC DL 10.Opsf
BC LL O.Opsf
j TOT.LD. 40.Opsf
DUR.FAC. 1.25
SPACING 24.0"
RIGHT RAKE = 1'4"14
RIGHT JIG = 97"2
SEO = 30645
SCALE=0.3488
REF
DATE 06-01-2005
DRWG
O/A LEN. 210400
TYPE hips
Rod Venndlio /Metro / C5 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
Top chord 2x4 SP #1
i Botch rd 2x4 SP #1
Webs 2x4 SP 03
Left side jacks have 7-0-0 setback with 0-0.0 cant and 1-4-0 overhang. End jacks have 7-" setback with 0-0-0 cant and
1-4-0 overhang. Right side jacks have 740-0 setback with 0-0-0 cant and 1.4-0 overhang
TC1
i- 3'10.14
i 3'1'2 3'6•
120 mph wind, 15.00 ft mean hgt, ASCE 7-98. CLOSED bldg, Located anywhere in roof, CAT it. EXP B, wind TC DL=5.0 psf,
wind BC DL=5.0 psf.
01 hip supports 7-" jacks with no webs.
Deflection meets L/360 live and 1-/240 total load.
TC2 TC3
T4' 7' -
5X8 3X4 5X8
Tn
12
4 p
LL
3X4 V12 WI 3X4
W3 W8
W1
e11 3x10(Bq
8'
3x4 HS612 3X4
I, 1'4•
57'
T
21'4•
3.6.
21'4•
T4'
4..
6T -`•.
1'4• —" 1
Rv--1754N U=61 M W14'
BC1 BC2
Rv--1754A U=617R W4:6•
I SEAT PLATE REQUIRED
SEAT PLATE REQUIRED
f (
L6*L"#14MLtHS, P.E. RIGHT RAKE = 1'4"14
BRIDGE PLACE
RIGHT JIG = 7'5" 14
SEA = 30.
3403488PLTTYP - A FBC(TP11995(STD) ATY= 1 TOTAL= 1 REV. 7.02.0527.10 SCALE
TC LL 20.OPSf REF I
JUL i 9j 2005 i I I TC DL 1 O.Opsf i DATE 06-01-2005
THIS DRAWING SHOULD BE APPROVED BY A REGISTERED BC DL 10.Opsf DRWG
MOUNT OOR& FL31757 PROFESSIONAL ENGINEER BEFORE USE. SEEPAGE All00 BC ILL O.Opsf
FLAEG.182 A'' ' FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND i TOT.LD. 40.Opsf I O/A LEN. 210400
WARNINGS.
DUR.FAC. 1.25
I SPACING 24.0" TYPE hips
Job.(RDVRML30) /Rod Venndlio /Metro / D1
Top chord 2x4 SP #1
Bot chord 2x4 SP #1
Webs 2x4 SP #3
i
TC1
TV
3W
THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
120 mph wind, 8.77 it mean hgt. ASCE 7-98. CLOSED bldg. not located within 4.50 it from roof edge, CAT II, EXP B, wind TC
DL=5 0 psf, wind BC DL=5.0 psf.
Deflection meets U360 live and U240 total load.
TC2
3W
J'
3'8' -
I— 4'11 1 3'1'2 3'1'2 4'14 —1
10'8 T .
act
1 Rv--33k U=180# W=3'8 Rv--338# U=1800 W=3'8
1011
B.
I
LEFT RAKE;: 11" 1 RIGHT RAKE = 11"1
LEFT JIG = 3u'9"11. RIGHT JIG = 3'9" 11
D EHLERS P E SEA = 30.
95pp ! FBC/TPI1995(STD) ATY= 1 TOTAL= 1 REV. 7.02.0527.10 SCALE=0.9568
3 CONENID E PL - I TC LL 20.Opsf I REF
TC DL 10.Opsf !DATE 06-01-2005
JUL l 9 t2OO5 THIS DRAWING SHOULD BE APPROVED BY A REGISTERED `BC DL 10.0psf DRWG
PROFESSIONAL ENGINEER BEFORE USE. SEEPAGE A100 j IBC LL O.Opsf '
FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND
MOUNT'DORA, FL 32/757 WARNINGS. (
TOT.LD. 40.Opsf O/A LEN. 7
DUR.FAC. 1.25 i I
FL.'REG. I RO ' I SPACING 24.0" . TYPE _ comn
Job:(RDVRML30) /Rod Vermillio [Metro / D2 THIS DWG PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
Top chord 2x4-SP #1 120 mph wind, 15.00 fl mean hgt. ASCE 7-98. CLOSED bldg. Located anywhere in roof, CAT II, EXP B. wind TC DL=5.0 psf,
Bot chord 20 SP #1 wind BC DL=5.0 psf. j
Webs 2x4 SP #3
1 hip supports 3-0-0 jacks with no webs.
Lett side jacks have 3-0-0 setback with 0-4-0 cant and 14-0 overhang. End jacks have 3-0-0 setback with 0-0-0 cant and
1.4-0 overhang. Right side jacks have 3-0-0 setback with 0-4-0 cant and 1-4-0 overhang. Deflection meets U360 live and U240 total load.
i
IN
h4(A1)
T
Tt]
i 1
Rv--468if U=236# W=3'8
I
t
i
LEFT RAKE '= 1'4"14
I
LE JIG =3'T6
T.EHLERS. pl_ rarrT iciclFrc
TC1
3'
3'
TC2
4X4
3'
T
TC3
4. gp -- ' 4'"I
4.14 +
2'a'14 + 86 76'14 4 14
T I 14'
3' 1' 3'
t
to"
BC1
Rv--4680 W230 W-3'8
8.
RIGHT RAKE = 1'4"14
RIGHT JIG = 3'3"6
SEQ = 30712
QTY= 1 TOTAL= 1 REV. 7.02.0527.10 SCALE=0.8661
134WLCONSRJUNUEPLAU TC LL 20.Opsf REF
j TC DL 1 O.Opsf i DATE 06-01-2005
i
JUL 1 ZQ05 THIS DRAWING SHOULD BE APPROVED BY A REGISTERED I BC DL 10.0psf DRWG i
PROFESSIONAL ENGINEER BEFORE USE. SEEPAGE All00 BC LL O.Opsf
FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND
IMOUNTOW'A L 32' WARNINGS.
I TOT.LD. 40.Opsf O/A LEN. 7 I
DUR.FAC. 1.25
FL REG• 18243 I SPACING 24.0" TYPE hips j
Job:(RDVRML30) [Rod Vermiltro /Metro / Et THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
I Top chord 2x4 SP #1 2 Complete Trusses Required
Bot chord 2x6 SP #1
Webs 2x4 SP #3
SPECIAL LOADS
NAILING SCHEDULE: (10d_boxnails) i LUMBER
DUR.FAC.=1.25 / PLATE DUR.FAC.=1.25) TOP
CHORD: 1 ROW 12' o.c. TC (
From 60 PLF at 0.00 to 60 PLF at 7.00 BOB
CHORD 2 ROWS ®6' o.c. (EACH ROW) WEBS •
1 ROW IIN 4' o.c. IBC - From 20 PLF at 0.00 to 20 PLF at 7.00 USE EQUAL SPACING BETWEEN ROWS AND STAGGER NAILS BC -
2345 LB Conc. Load at 1.46 IN EACH ROW TO AVOID SPLITTING. BC -
968 LB Conc. Load at 3.40, 5.40 120
mph wind, 15.00 ft mean hgt, ASCE 7-98, CLOSED bldg, not located within 4.50 ft from roof edge, CAT 11, EXP B, vrind TC H =
recommended connection based on manufacturer tested capacities and calculations. Conditions may exist that require different
connections than Indicated. Refer to manufacturer publication for additional information DL=
5.0 psf, wind BC DL=5.0 psi. Right
end vertical not exposed to wind pressure. TC1
De"ectioR meal, 11360 live and 1-1240 total load 4'
3'10 1 76'10 8'
1'
5'8 i111114 Y 174 =i 234U
Ciao 3x4 BC7
Rv--
29 10 U=1083# W-8' i
SEAT PLATE REQUIRED i
i
i
LEFT JIG='.7'5':14 FBC/
TPI1 OTY= 1 PLIES= 2 TOTAL= 2 Rv-
186DN U=5W# H=Simpson HHUS25.2 w/(
6) 1Dd Common, 0.148 x3,lr nails in Truss w/(
14) 10d Common, 0.14M Cr rails in Girder Girder
Is (2) 1 50x 5.50 SP SolidSewn RIGHT
JIG = 7'0" 1 SEQ =
30637 REV.
7.02.0527.10 SCALE=1.0251 pRTC
r3ilVV l GE PLACE LL 20.Opsf j REF I i
TC DL 10.Opsf I DATE 06-01-2005 ; 1
THIS DRAWING SHOULD BE APPROVED BY A REGISTERED JUL' -I 9 'pps A100 I
BC DL 10.Opsf j DRWG I i
PROFESSIONALENGINEERBEFOREUSE. SEEPAGE r BC ILLO.Opsf i (
f
Q/r
y
FOR
GENERAL NOTES,IMPORTANT SPECIFICATIONS AND OUNT'°
v yeFL 32 57 WARNINGS. TOT.
LD. 40.OpSf O/A LEN. 7 DUR.
FAC. 1.25 FL
REG. tec4i, r _
I,
SPACING 24.0" TYPE mono i
Rod Vermillto /Metro / E2 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
i
f Top chord 2x4 SP #1
Bot chord 2x6 SP #1
Webs 2x4 SP #3
THIS GIRDER DESIGNED TO SUPPORT 21-2-8 SPAN FRAMING TO THE BOTTOM CHORD FROM ONE SIDE
OPPOSITE SIDE SUPPORTS 3-" JACKS. JACKS HAVE NO WEBS.
I
TC1
3'
3'
3"
120 mph wind, 15.00 ft mean hgt, ASCE 7-98, CLOSED bldg. Located anywhere in roof. CAT 11, EXP B, wind TC DL=5.0 psf,
wind BC DL-5.0 psf.
H = recommended connection based on manufacturer tested capacities and calculations. Conditions may exist that require
different connections than indicated. Refer to manufacturer publication for additional information.
Deflection meets 11360live and 1-/240 total load.
BC1 —
Rv=17010 U-78W W=8'
I
iI SEAT PLATE REQUIRED
LEFTEFTJIG=:i3"6
i DESC. = E2
P{
E
V FBC/TPI1995(STD) QTY= 1 TOTAL= 1
E 0 R_ _.E•
30344 FALCONNRI GE OL3ACr THIS
DRAWING SHOULD BE APPROVED BY A REGISTERED JUL
1 y 2005 PROFESSIONAL
ENGINEER BEFORE USE. SEEPAGE A100 FOR
GENERAL NOTES,IMPORTANT SPECIFICATIONS AND MOUNT
DORk FL 32757 WARNINGS.
EG.-
18243 : TC2
4'
J
MrS -`--
3'8 --I 5X8(
R) B'
3X4
Rv=-
1581# U=698# H=Simpson HUS28 w1(
6) 10d Common, 0.14".0' nells in Truss w1(
14) 10d Common, 0.148-X3 0' netts in Girder Guder
is (1) 1.50x 5 50 SP SohdS8wn RIGHT
JIG = 4'2"9 SEQ =
30588 REV.
7.02.0527.10 SCALE=1.1960 TC
LL 20.OpSf REF TC
DL 1 O.OPSf DATE 06-01-2005 i
BC DL 10.0PSf DRWG BC
LL I,
O.
OPSf i TOT.
LD. 40.OPSf i O/A LEN. 7 i DUR.
FAC. 1.25 SPACING
24.0" 1 TYPE hipm
Job:(RDVRML30) [Rod Vermillio /Metro / EJ7
Top chord 2x4 SP #1
Bot chord 2x4 SP #1
THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
120 mph wind, 9.27 ft mean hgt, ASCE 7-98, CLOSED bldg, not located within 4.50 ft from roof edge, CAT II, EXP B. wind TC iDL=5.0 psf, wind BC DL=5.0 psf.
Deflection meets L1360 live and U240 total load. l
TC1 — -
44I"' NAILED
M 4'14 672
1.4.
i
Rw-3 U=lwo WBC1=
6'
Rv-
740 U=1 NAILED SEAT
PLATE REQUIRED VLERS,
P.E. JUL .
1 9 ,200,E i i
MOUNT DORA. FL 32757. FL
REG. 18243 , 0'
4"4 B.
FBC/
TPI1995(STD) QTY= 18 TOTAL= 18 REV. 7.02.0527.10 RIGHT
SE8
Q
30678
SCALE=1.
0047 TC LL
20.Opsf REF TC DL
10.Opsf DATE 06-01-2005 j THIS DRAWING
SHOULD BE APPROVED BY A REGISTERED II 1
BC
DL 10.0psf DRWG PROFESSIONAL ENGINEER
BEFORE USE. SEE PAGE A100 i BC LL O.Opsf FOR GENERAL
NOTES,IMPORTANT SPECIFICATIONS AND TOT.LD. 40.Opsf j O/A LEN. 7 WARNINGS. DUR.
FAC.
1.25 SPACING 24.
0" i TYPE ejack
Job.(RDVRML30) [Rod Vermillio [Metro / EJ7C1 THIS DWG PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
Top chord 2x4 SP #1 120 mph wind, 9.27 ft mean hgt. ASCE 7-98. CLOSED bidg, not located within 4.50 It from roof edge. CAT ii, EXP B. wind TC
Bol chord 2x4 SP #1 DL=5.0 psf, wind BC DL=5.0 psf.
Deflection meets 1-/360 live and L/240 total load.
TCI -so# U-46PO NAILED
F--I
E— 4'14 67.2
F- 1y. iT
eCt
Rr-392Y 6=180J1 W-4' Rv=-730 U=1 NAILED
LrE,F 1'4"14
o"""' MlquRS;.P.E.
i
PL"P. (
IBGE PLAC;E
FBC1TPI1 JUL
1)9 2005 iNTD0RA,
FL 32757 REG.
18243 i
I QTY=
4 TOTAL= 4 THIS
DRAWING SHOULD BE APPROVED BY A REGISTERED PROFESSIONAL
ENGINEER BEFORE USE. SEE PAGE A100 FOR
GENERAL NOTES,IMPORTANT SPECIFICATIONS AND WARNINGS.
0'
4"4 B'
RIGHT
JIG = 8'4" SEQ =
30697 REV.
7.02.0527.10 SCALE=1.0047 TC
LL 20.Opsf TC
DL 10.Opsf BC
DL 10.0psf BC
LL 0.0psf TOT.
LD. 40.0.pSf DUR.
FAC. 1.25 SPACING
24.0" REF
DATE
06-01-2005 DRWG
i
nrn
19:m 7 TYPE
ejack
Job:(RDVRML30) /Rod Verrnillw /Metro / EJ3
Top chord 2x4 SP 01
BoI chord 2x4 SP q1
N
n
I
i
L' EFT RAKE=,1'4"14
REAPS FI
AtAl li 6b(CE
i
I !
JUL, 1.94 Zd05
I
MOUNT DOK FL 32757
FL. REG.18243
THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
120 mph wind, 8.61 A mean hgt, ASCE 7-98, CLOSED bldg. Looted anywhere in roof, CAT II, EXP B, wind TC DL=5.0 psf,
wind BC DL=5 0 psf.
Rr--53f U=1800 NAILED
TC1
3'0"4
B.
BC7
I
Rv=-248# U=180N W=8' Rv=-24N U=180N NAILED
SEAT PLATE REQUIRED
C/TPI1995(STD) QTY= 2 TOTAL= 2 REV. 7.02.0527.10
RIGHT JIG = 4'4"
SEQ = 30681
SCALE=1.9321
I TC LL 20.Opsf i REF
j TC DL 1 O.Opsf DATE 06-01-2005
THIS DRAWING SHOULD BE APPROVED BY A REGISTERED j BC DL 1 O.Opsf DRWG
PROFESSIONAL ENGINEER BEFORE USE. SEEPAGE A100
I BC LL O.Opsf
FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND
TOT.LD. 40.Opsf I O/A LEN. 3
WARNINGS.
DUR.FAC. 1.25
SPACING 24.0" TYPE ejack
Job:(RDVRML30) /Rod Vermdlio /Metro / EJ3C THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
Top chord 2x4 SP #1 12D mph wind, 8.61 It mean hgt, ASCE 7-98. CLOSED bldg. Located anywhere In roof, CAT II, EXP B, wlnd TC OL-5.0 psf,
Bol chord 2x4 SP #1 wind BC DL=5.0 psf.
I Rw311t U=180M NAILED
I
I
3X4(A1)
I \
E 1'4"14 ''--
JQ
HI,1GA& P
1'r fpriGlAILE y_At,r FBC/TPI1
i 1 ;t '• II
IHI 1 9
TC1
I.__ 4•14 i27'2
1'0"4
B'
3'
BC1
I
Rw2670 U-160# W=3'6 Rr--200 U=160N NAILED
QTY= 2 TOTAL= 2
4UV) THIS DRAWING SHOULD BE APPROVED BY A REGISTERED
PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100
MOUNT Duf'&%,eFAL 32757 FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND
FL REG.18243
WARNINGS.
RIGHT JIG = 4'4"
SEQ = 30718
REV. 7.02.0527.10 SCALE=1.9321
1 TC LL 20.Opsf REF
I TC DL 10.Opsf DATE 06-01-2005
i BC DL 10.Opsf DRWG
BC LL O.Opsf
TOT.LD. 40.Opsf j O/A LEN. 3
DUR.FAC. 1.25 I
I SPACING 24.0" TYPE ejack
Rod Venndlio /Metro I BJ5 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
Top chord 2x4 SP 01
1 Bot chord 2x4 SP #1
N
3X4(A1)
120 mph wind, 8.94 ft mean hgt. ASCE 7-98, CLOSED bldg. not located within 4.50 ft from roof edge, CAT 11, EXP B. wind TC
DL-5.0 psf, wind BC DL=5.0 psf.
Deflection meets L/360 live and 1-/240 total load.
I
TC1
Rv--122# U=r NAILED
r
F-- 4.11 1 47'2
3'8"4
B'
r• 1'4• + 5 - - --'
BC1
Rv--315# U=1800 VW-W Rr-49# U-- NAILED
SEAT PLATE REQUIRED
I
ErLFTRAKE = 1114
LEFT JIG = 5'4 10
p
894 FALC6N8J4i6FF pl A
1 I
JUL, 1 b 7005
I
MOUNT DGKFL,32io
REG: 9824.E
FBC/TPI1 QTY= 8 TOTAL= 8
THIS DRAWING SHOULD BE APPROVED BY A REGISTERED
PROFESSIONAL ENGINEER BEFORE USE. SEEPAGE A100
FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND
WARNINGS.
RIGHT JIG = 6'4"
SEQ = 30684
REV. 7.02.0527.10 SCALE=1.3219
TC LL 20.Opsf i REF
TC DL 10.0psf DATE 06-01-2005
BC DL 10.0psf DRWG
i BC ILL O.Opsf
TOT.LD. 40.Opsf O/A LEN. 5
DUR.FAC. 1.25
I : SPACING 24.0" TYPE jack
Job:(RDVRML30) /Rod Vermillio /Metro / BJ5C1
Top chord 2x4 SP C1
Bot chord 2x4 SP 81
t
I
I
i
i
3X4(A1)
I
I
T
i
I
I
PL11-11AKE = 1'4"14
LEFT JIG- ='5'4"10
DESC. = BJ5C1
1034 FALCONOOLIMt I "W"
JUL 1 9 2005
MOUNT DORA, FL- 327571.
1" www —.—
THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
120 mph wind, 8.94 ft mean hgt, ASCE 7-98. CLOSED bldg. not located within 4.50 ft from roof edge, CAT II, EXP B. wind TC
DL=5.0 psf, wind BC DL=5.0 psf.
Deflection meets L/360 live and L/240 total load
TC1 Rv=122! U=1F# NAILED
9'8"4
8'
1.- i
1 -- 4'14 472
L' B -
act
Rv=3 80 U=1800 W=4• Rr-48N UzJ0X NAILED
FBC/TPI QTY= 2 TOTAL= 2
THIS DRAWING SHOULD BE APPROVED BY A REGISTERED
PROFESSIONAL ENGINEER BEFORE USE. SEEPAGE A100
FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND
WARNINGS.
RIGHT JIG = 6'4"
SEQ = 30701
REV. 7.02.0527.10 SCALE=1.3219
TC LL 20.Opsf
ITC DL 10.Opsf
I BC DL 10.Opsf
BC ILL O.Opsf
TOT.LD. 40.Opsf
DUR.FAC. 1.25
i SPACING 24.0"
REF
DATE 06-01-2005
DRWG
I
O/A LEN. 5
TYPE
Job (RDVRML30) /Rod Vennillio /Metro / 8J3
Top chord 2x4 SP #1
Bot chord 2x4 SP #1
1
i
THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
120 mph wind, 8.61 ft mean hgt. ASCE 7-98, CLOSED bldg, Located anywhere In roof, CAT II, EXP B, wind TC DL=5.0 psf,
wind BC DL=5.0 psf.
Rv--53A U=1800 NAILED
TC1
1.4.
3
BCt
I
Rv--248N U=lW# W=8'
Rv=240 U=18011 NAILED
SEAT PLATE REQUIRED
0"4
8'
I
EFT = 1'a"14L87 I
fRAKppE
DI" 9 :,EfILEFI,.N.
RIGHT JIG = 4'4"
30169320 S
j ,3` fHL'l t1NSRIfJEat'PVA-'
FBClTPI1995(STD) OTY= 8 TOTAL= 8
I
REV. 7.02.0527.10
I TC LL 20.0psf
SCALE
i REF
i , TC DL 10.Opsf j DATE 06-01-2005
JUL 1 J ?0 5 THIS DRAWING SHOULD BE APPROVED BY A REGISTERED i i BC DL 10.Opsf DRWG '
PROFESSIONAL ENGINEER BEFORE USE. SEEPAGE A100 i BC LL 0.0psf
MOUN%D RA FL 3215i FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND I TOT.LD. 40.Opsf O/A LEN. 3
1
FL, FIFO. - I
WARNINGS.
DUR.FAC. 1.25
f SPACING 24.0" TYPE jack ;
Job:(RDVRML30) /Rod Vermdlio /Metro / BJ3C1
Top chord 2x4 SIP #1
Bot chord 2x4 SP #1
3x4(Al)
T
1
THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
120 mph wind, 8.61 ft mean hgt, ASCE 7-98. CLOSED bldg, Located anywhere in roof, CAT II, EXP B. wind TC DL=5.0 psf,
wind BC DL=5.0 psf.
Rv=50# U=1800 NAILED
TC1
I-- 4"14 i272
3'0"4
8'
1'4' 3'
act -
t
Rr-252# U=180# W-4' Rv=-23# U=180# NAILED
I
I
LEFT KE = 1'4" 4
FBClTPI1
1
p J
f6•
OTY= 2 TOTAL= 2
JUL THIS DRAWING SHOULD BE APPROVED BY A REGISTERED
PROFESSIONAL ENGINEER BEFORE USE. SEEPAGE Al00
MOUNT•DORAIR 32151 FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND
TLREG. 18241
WARNINGS.
i I
RIGHT JIG = 4'4"
SEO = 30704
REV. 7.02.0527.10 SCALE=1.9320
TC LL 20.Opsf I REF
TC DL 10.Opsf DATE 06-01-2005 j
i
BC DL 10.Opsf DRWG
BC LL O.Opsf
TOT.LD. 40.Opsf O/A LEN. 3 1
DUR.FAC. 1.25
I SPACING 24.0" TYPE jack j
Job (RDVRML30) /Rod Vermdlio /Metro / BJ1
Top chord 2x4 SP 01
i Bot chord 2x4 SP 81
i
I
I
I
N
TC1
THIS DWG, PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
120 mph wind, 8.27 ft mean hgt. ASCE 7-98, CLOSED bldg. Located anywhere In roof, CAT II, EXP B. wind TC DL=5.0 psf,
wind BC DL=5.0 psf.
T
BC1
Rv=2570 U=180N W-B•
SEAT PLATE REQUIRED
Rv=-80 U=1aoM NAILED
Rv-4 M U=1800 NAILED
9'4"4
B.
RIGHT JIG2
30690
1 1QDQEP'LpLf FBC/TPI1995(STD) QTY= 10 TOTAL= 10 REV. 7.02.0527.10 SCALE=3.3790 I
I
r
TC LL 20.OpSf I REF
JUL 1, 9,2005 j TC DL 1O.OpSf DATE 06-01-2005
THIS DRAWING SHOULD BE APPROVED BY A REGISTERED i BC DL 1O.Opsf DRWG
MOUN* T 00% FL 32757 PROFESSIONAL ENGINEER BEFORE USE. SEEPAGE A100
BC LL O.Opsf
I A Fri:. FREGA8243-
FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND
WARNINGS.
TOT.LD. 4O.OpSf
s
O/A LEN. 1
DUR.FAC. 1.25
I i SPACING 24.0" TYPE jack j
Job,(RDVRML30) [Rod Vermillio /Metro / BJ1C
Top chord2x4 SP #1 BoI
chord2x4 SP #1 I I
i
I
I
i
1
1
I
THIS
DWG.
PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 120 mph
wind, 8.27 ft mean hgt, ASCE 7-98. CLOSED bldg, Located anywhere In roof, CAT II, EXP B, wind TC DL=5.0 psf, wind BC
DL=5.0 psf. TCt -I
4'14
7'2 1L' 1' -
BC1 Rr-
324#
U=240# VV-3'8 Rvr-18i
U=lW# NAILED Rv=--154#
U=180U NAILED LE 4"
14 L ! EPILE—
R-5, Pot' 4MlNF L^
CFBC/TP11995(STD) QTY= 4 TOTAL= 4 trr JUL
1
9 NO: THIS DRAWING SHOULD BE APPROVED BY A REGISTERED MR A
PROFESSIONAL ENGINEER
BEFORE USE. SEEPAGE A100 MOUNT QORd1jFL,
32757' FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND FL. REG. +8243'
WARNINGS. r t
9'
4"4
B- RIGHT JIG =
2'
4"1 SEQ = 30721 REV.
7.02.
0527.10 SCALE=3.3792 i TC ILL
20.Opsf ; REF 1 TC DL
10.Opsf DATE 06-01-2005 I BC DL
10.Opsf ; DRWG I I BC LL
O.Opsf ! I TOT.LD. 40.
Opsf ; O/A LEN. 1 DUR.FAC. 1.
25 SPACING 24.0"
TYPE jack
Job:(RDVRML30) /Rod Vennillio /Metro / BJ1C1 THIS DWG PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
1 Top chord 2x4 SP p1 120 mph wind, 8.27 ft mean hgt. ASCE 7-98, CLOSED bldg. Located anywhere in roof, CAT II, EXP B, wind TC DL=5.0 psf, '
1 Bot chord 2x4 SP 01 wind BC DL=5.0 psf.
I
I
1
4'J4
L 1 y 2005
MOUN700RAft 32757,'
FL. REG.18243 '
TC1
B'4"4
B'
i - 4"14 72
1'4- 1'
act
Rv-2560 U=1820 W-4'
Rv-71 U=180H NAILED
Rv--920 U=1800 NAILED
FBC/TPI1995(STD) QTY= 2 TOTAL= 2 REV. 7.02.0527.10
RIGHT JIG = 2'4"1 !
SEQ = 30707
SCALE=3.3790
TC LL 20.Opsf REF j
i TC DL 10.Opsf DATE 06-01-2005
THIS DRAWING SHOULD BE APPROVED BY A REGISTERED IBC DL 10.OpSf DRWG I
PROFESSIONAL ENGINEER BEFORE USE. SEEPAGE Al00
BC LL O.Opsf
FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND i
WARNINGS. I TOT.LD. 40.Opsf O/A LEN. 1 I
DUR.FAC. 1.25 t
SPACING 24.0" TYPE jack
Job (RDVRML30) /Rod Vermilho /Metro / CJ7 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
Top chord 2x4 SP #1 120 mph wind, 15.00 f1 mean hgt, ASCE 7-98. CLOSED bldg. Located anywhere in roof, CAT ll, EXP B, wind TC DL=5.0 psf, Bot chord 2x4 SP #1 wind BC DL=5.0 psf.
Webs 2x4 SP #3
i Hipjack supports 6-11-8 setback jacks with no webs.
Deflection meets L/360live and L/240 total load.
UE
5'5'12 44.5 Rv=231# U=19NAILED
I r+o•+o — i g+o•+
Rv-4
Bc1
U=217# Nh10-9 Rv=38n U=18 NAILED
SEAT PLATE REQUIRED
1
4-
Mr,fil:GllV f IG
KAPF FBC/TPI1 QTY= 4 TOTAL= 4
10'4"3
8'
RIGHT JIG = 11'8" 11
SEQ = 30671
REV. 7.02.0527.10 SCALE=0.7142
j TC LL 20.Opsf REF
JUL 19 20'05i i TC DL 10.Opsf DATE 06-01-2005 j
I THIS DRAWING SHOULD BE APPROVED BY A REGISTERED i IBC DL 10.Opsf DRWG
MOUNT DORA, fl 327 7 PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100
BC LL O.Opsf
r FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND
FL. RAG.18243 ti WARNINGS. TOT.LD. 40.Opsf O/A LEN. 91001
DUR.FAC. 1.25 i
SPACING 24.0" TYPE hipjack
Rod Vennillio /Metro / CJ7C 1 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER P FROM TRUSS MFR'S LAYOUT
Top chord 2x4 SP #1
Bot chord 2x4 SP 01
Webs 2x4 SP #3
Sub -fascia beam assumptions: 4-" sub -fascia beam on the 0-1.8 cantilever side. 4-4-0 sub -fascia beam on the 0-1-8
cantilever side.
Deflection meets L/360 live and U240 total load
sv
120 mph wind, 15.00 fl mean hgt, ASCE 7-98. CLOSED btdg, Located anywhere in roof, CAT If. EXP B. wind TC DL=5.0 psf,
wind BC DL=5 0 psf.
The following busses need concentrated loads at the end of their overhangs: 3-0-0 span/setback member on the 0-1-8 cant
side requires 26 Ibs and the 3-0-0 span/setback member on the 0-1-8 cant side requires 26 lbs.
Hipjack supports B-11-8 setback jacks with 0-1.8 cantilever one face; 0-1.8 cantilever opposite face
TC1
11'6'11
5'5.12 44.5
r- NAILED
10'4"3
B.
Fri
I—e•11 H e'e•tz a -to --I
I T10.10 I- 910.1
Rv-426i1 =21aY W-5.1Bct1 Rv--343rr U=1 NAILED FT
RAKE'-=-- 1' 11"4 EHLERS
rpo`-SEO RIGHT
JIG = 11'8"11 LNal#}BClfPl1995(STD) OTY= 1 TOTAL= 1 30694
REV.
7.02.0527.10 SCALE=0.7142 v
7 TC LL 20.Opsf REF JUL
1 9 2005 TC DL 10.0psf DATE 06-01-2005 I L
THIS
DRAWING SHOULD BE APPROVED BY A REGISTERED PROFESSIONAL
BC
DL IBC
10.
Opsf DRWG j ENGINEER
BEFORE USE. SEE PAGE A100 LL
O.Opsf MOUNTDORA, FL, 32757 FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND FL.
REG.18243 WARNINGS.
TOT.LD. 40.Opsf O/A LEN. 91001 I
DUR.FAC. 1.25 SPACING
24.0" 1 TYPE hipjack
Job:(RDVRML30) /Rod Vermillio [Metro / CJ3
Top chord 2x4 SP #1
Bot chord 2x4 SIR #1
Deflection meets L/360 live and U240 total load.
3X4(A1)
TC1
5V'13
2.83 p
THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
120 mph wind, 15.00 ft mean hgl. ASCE 7-98. CLOSED bldg, Located anywhere In roof, CAT ll, EXP B, wind TC DL=5 0 psf,
wind BC DL=5.0 psf.
Hipjack supports 2-11-8 setback jacks with no webs.
F^ 6'11 377
4-2 3
r BC1
Rv 187# U=1800 W--10'9
SEAT PLATE REQUIRED
Ag P.t.
i lr%16 PLACE FBCrrPl1995(STD) QTY= 1 TOTAL= 1
Rr-450 U=180# NAILED
Rw-10# U=1800 NAILED
RIGHT JIG = 6'0"13
SEQ = 30674
REV. 7.02.0527.10 SCALE=1.3802
9'0"3
8,
TC LL 20.Opsf REF
JUL 19 Z005 i 1 TC DL 1 O.Opsf DATE 06-01-2005 THIS
DRAWING SHOULD BE APPROVED BY A REGISTERED BC
DL 1 O.Opsf DRWG p
FL 3 757 PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100 MOUNTQOWill
BC LL O.Opsf FOR
GENERAL NOTES,IMPORTANT SPECIFICATIONS AND I
WARNINGS.
REG.18243 FLi TOT.LD. 40.Opsf O/A LEN. 40203 I i
DUR.FAC. 1.25 SPACING
24.0" TYPE hipjack
Job.(RDVRML30) /Rod Verrnlllio /Metro / CJ3C
Top chord 2x4 SP #1
Bot chord 2x4 SP 01
i Sub -fascia beam assumptions: 4-3-8 sub -fascia beam on the 0-3.8 cantilever side. 4-3-8 sub -fascia beam on the 0-3-8
cantilever side.
I
I
I
i TC7
532
i i 6'0.13
II
t
I '
i
i
1z
283
2
n
3x4(At)
t TIIN
I
f
i 1
I
I
i
1-- 4-15 -{
I F-- s•11
i r- 1'10.10
Lf
Rv--213t U-1800 W=4'15
I
LEFT RAKE = 1'1,1"4'
LEFT JIG = 4j'4"9
tI_ W FiGV1L'1 L.1 r•t FBClfPl1995(STD) QTY= 2 TOTAL= 2
M4 PALONSPIMI: Pi tr
JUL THISTHIS DRAWING SHOULD BE APPROVED BY A REGISTERED
PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100
FOR
MOUNT00% EL 32157 WARNINGS.
AL NOTES,IMPORTANT SPECIFICATIONS AND
FL RFG.1820
THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
120 mph wind, 15.00 ft mean hgt. ASCE 7-98. CLOSED bldg, Located anywhere In roof, CAT Il, EXP B, wind TC DL=5.0 psf, wind BC DL-5.0 psi.
The following trusses need concentrated loads at the end of their overhangs: 2-11-8 span/setback member on the 0-3-8 cant
side requires 27 Ibs and the 2-11-8 span/setback member on the 0-3-8 cant side requires 27 lbs.
Hipjack supports 2-11-8 setback jacks with 0-3-8 cantilever one face; D-3-8 cantilever opposite face.
3'7'7
473
BCt
Rv-16N U-1" NAILED
n
m
Rv--10# U=1800 NAILED
RIGHT JIG = 6'013
SEQ = 30715
REV. 7.02.0527.10 SCALE=1.3802
903
e'
TC LL 20.0pSf REF
TC DL 10.0pSf DATE 06-01-2005
BC DL 10.Opsf DRWG
BC LL 0.0psf
TOT.LD. 40.Opsf O/A LEN. 40203
i DUR.FAC. 1.25
SPACING 24.0" TYPE hip Jack
DEVELOPMENT FEE WORKSHEET
CITY OF SANFORD
UTILITY — ADMIN
P.O. BOX 1788
SANFORD, FL 32772-17SS
Project Name: Ox kv h/Ov SZ 3 /'ilstir _ Date
Phone:
Owner/Contact Person:
Address:
Type of Development:
1) RESIDENTIAL
Type of Units (single family
or multi -family):
Total Number of Units:
Type of Utility Connection
individual connections
or central water meter &
common sewer tap):
Water Meter Size (3/4",
1", 2", etc.):.
RF,MARKS:
2) NON-RESIDENTIAL
Type of Units, (commercial,
Industrial, etc.):
Total Number of Buildings:
Number of Fixture Units
each building):
Type of Utility Connection
individual connections
or central water meter &
common sewer tap):
Water Meter Size (3/4",
112, 2", etc.)
REMARKS:
CONNEC770NFEE CAL CULA770N.,
Y
Name Signature - Date
y;5_
Dry/Torn IWA2
004
11440.00+
42.00+
300.00+
459.00+
29241.00*
1 440•X
40•=
571600.00#
459•X
20•=
91180.00*
342•X
18•=
61156.00*
571600.00+
91180.00+
6056.00+
003
721936.00*
2 124 1 • :
2•X
0.01=
11.20
002
11.20+
11.21+
22.41*
CITY OF SANFORD PERMIT APPLICATION
Permit tt : o S— 3 7 / Date:
Ill. _ n ii' 1 e* J- T_i
Job Address:
Description of Work:
Ilistoric District: Zoning: Value of Work: S glili [7)
Permit Type: Building Electrical Mechanical Plumbing Fire Sprinkler/Alarm Pool
Electrical: New Service — N of AMPS Roo Addition/Alteration Change of Service Temporary Pole
Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Calc. Required)
Plumbing/ New Commercial: N of Fixtures N of Water & Sewer Lines N of Gas Lines
Plumbing/New Residential: N of Water Closets Plumbing Repair — Residential or Commercial
Occupancy Type: Residential X. Commercial Industrial Total Square Footage: V Y0
Construction Type: Wv' N of Stories: I N of Dwelling Units: If Flood Zone: (FEMA form required for other than X)
Parcel H:
Owners Name & Address:
Contractor N. me &Address:
fl tort A
Phone & Fax: _ Ot
Bonding Company:
Address:
Mortgage Lender:
Address:
Architect/Engineer:
Address:
Attach Proof of Ownership & Legal Description)
Phone:
State License Nu
Contact Person: AdIrd---' t.
Phone:
Fax:
e:
n
Application is hereby made to obtain a pennit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the
issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate
permit must be secured for ELECTRICAL WORK, PLUMBING. SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and
AIR CONDITIONERS, etc.
OWNER'S AFFIDAVIT: I cenity that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating
construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING
TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN
ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT.
NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of
this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies.
Acceptance of permn is verification that I will notify the owner of the property of the require mer f Florida Lien Law, FS 13.
Signature of Owner/Agent Date Signature of Contractor/Agent IDates
Print Owner/Agent's Narne Ptin Contra a gent's Name0 I lob
Signature of Notary -State of Florida Date Signature of Notary -State of FIDate rLOitNtiE
A. DE UHA E MY
COMMISSION # DD 164280 i4dOwner/
Agentis _ Personally Known to Me or C Produced
ID nfd APPLICATION
APPROVED BY: Bldg: initial
Special
Conditions' Ca i Zoning:
Utilities: FD: Initial &
Date) (Initial & Date) (Initial & Date)
RECEIVED
FEB 0 2 2006
REVISION
PERMIT # nxq--?94Z!F DATE 2 /oic,, A(P
PROJECT ADDRESS //40 U% Q.54h S-
CONTRACTOR
PHONE # 4Q 7--5'9F- 447// FAX # U7-.5c19-33
DESCRIPTION OF REVISION
UTILITY DEPT
FIRE PREVENTION
PLANNING
BUILDING
REVISION
PERMIT # DATE // /6
PROJECT ADDRESS al.
CONTRACTOR e 4M
PHONE # FAX # 4c0J--6J19-44'733
DESCRIPTION OF REVISION %?P,'sad Truss
UTILITY DEPT
FIRE PREVENTION
PLANNING
BUILDING (
Q TRUSSWAY, LTD
v Build Right From The Start!
www. trussway. com
MANUFACTURING, SALES AND
DESIGN LOCATIONS
LOCATION
AcWORTH GA
OFFICE NUMBER
770) 975-5777
FAx NUMBER
770 975-3322
CHANDLER AZ 602 273-7323 480 961-0729
CLINTON NC 910) 299-0690 910 299-0692
COWPENS SC 864) 463-2914 864) 463-2917
FREDERICKSBURG VA 540) 898-3477 540) 898-3885
HOUSTON TX 713) 691-6900 713) 691-2064
HURST TX 817) 589-1467 817) 595-1097
JACKSON MI 517) 764-1405 435) 603-3756
LIBERTY NC 336) 622-2244 336) 622-31 1 1
MICHIGAN CITY IN 219) 872-3608 800) 859-1166
ORLANDO, FL 407) 857-2777 407) 851-7899
SPARTA MI 616) 887-8264 800) 748-0202
SALES AND DESIGN LOCATIONS
LOCATION OFFICE NUMBER
512) 244-7363AUSTINTX512) 244-0573
PEEWEE VALLEY KY 502) 243-3933 502) 243-3745
CHARLOTTE NC 704) 522-1492 704) 522-1448
HIGH POINT NC 336) 883-6966 336) 883-6939
INGELSIDE IL 815) 344-4740 815) 344-4740
PATCHOGUE, NY 1 631) 363-0151 1 631) 363-0054
885o Trussway Blvd.
Orlando, FL 32824
Phone: (4o7) 857-2777 Fax: (4o7) 851-7899
Operations Mgr. Jim Thomas
Design Mgr. Rene Pena
Sales Rep. FRANK RODRIGUEZ
ROOF TRUSS ENGINEERING
FOR:
SANFORD HOUSING PROJECT
SANFORD, FLORIDA
I BUILDING TRIPES:
BLDG 1-7
TRUSSWAY JOB NUMBER: 1 53107 1
TRANSMITTED TO:
METRO DEVELOPMENT
JOBSITE CONTACT:
MR. GARYHUGGINS
1 103/14/20061 CONST. ISSUE I Roof 114 F1 Raised seal
7
VERSION 1.01 - 06/24/03
Project: Metro Development
City of Sanford, Florida,
Trussway, Ltd.
Southeastern Division
8850 Trussway Blvd.
Orlando, FL 32824
Ph. (407) 857-2777
Fax (407)857-7855
Sanford Housing
Seminole County
Truss Design Loads (Individual Drawings may show Special Loading Conditions)
Gravity - Roof 40 psf Total Load
Wind: 120 mph as per ASCE 7-98 & FBC2001, Truss design software: Mitek202O
Trusses are designed for an Enclosed building condition as per building designer, assuming
doors and windows are protected from windborne debris impact as per Fla. Bldg. Code
1606.1.4
Name, Address and License # of Structural Engineer of Record for the Building:
Name: Kenneth H. Ehlers License # 18243
Address: 6034 Falconbridge Place, Mount Dora, FL 32757
This package includes truss design drawings with individual date of design.
These trusses are listed below and on the attached spreadsheet. These truss designs have been
prepared by Trussway Ltd., under my direct supervision based on the parameters provided and
shown on the truss drawings.
The seal on this letter indicates acceptance of professional engineering responsibility
solely for the truss drawings attached. The suitability and use of these components for any
particular building is the responsibility of the building designer, per ANSI/TPI-1995 Sec.2. This
is in accordance with Rule 61 G5-31.003, Section 5 of the Florida Board of Professional
Engineers.
ROl-RG2, HR01-3, J01-J210A, V01-V2-4
March 10, 2006
Delegated Truss Design Engineer Date
Registered Professional Engineer, State of Florida
Iqbal H.A. Gagan, PE / FL License Number # 25389
8850 Trussway Boulevard
Orlando, Florida 32824
407-857-2777
TRUSSWAY, LTD. - ROOF SPREAD SHEET
PROJECT: SANFORD HOUSING Job #: 53107
Builder: METRO DEVELOPMENT rev:
City: SANFORD Notes:
State: FL Plant: Orl
Dwn By: Bc Chk By:
Salesmen: ds Item Count: 40
Pitch Span Description
BLDG 1 2 3 4 5 6 7
Total
LVL 1 1 1 1 1 1 1
TYPE FCTR REV I I I I I I I
4.00 38-00-00 ROOF TRUSS R01 59.81 1 1 1 1 1 1 1 7
4.00 38-00-00 ROOF TRUSS R01A(•2 56.08 2 2 2 2 2 2 2 14
4.00 38-00-00 ROOF TRUSS R02 49.41 1 1 1 1 1 1 1 7
4.00 38-00-00 ROOF TRUSS R02A 48.63 1 1 1 1 1 1 1 7
4.00 38-00-00 ROOF TRUSS R03 48.63 1 1 1 1 1 1 1 7
4.00 38-00-00 ROOF TRUSS R03A 47.84 1 1 1 1 1 1 1 7
4.00 38-00-00 ROOF TRUSS R04 50.19 1 1 1 1 1 1 1 7
4.00 38-00-00 ROOF TRUSS R04A 49.41 1 1 1 1 1 1 1 7
4.00 38-00-00 ROOF TRUSS R05 50.19 1 1 1 1 1 1 1 7
4.00 38-00-00 ROOF TRUSS R05A 51.76 1 1 1 1 1 1 1 7
4.00 38-00-00 ROOF TRUSS R06 52.55 1 1 1 1 1 1 1 7
4.00 38-00-00 ROOF TRUSS R06A 52.55 1 1 1 1 1 1 1 7
4.00 38-00-00 ROOF TRUSS R07 48.24 5 5 5 5 5 5 5 35
4.00 21-04-00 ROOF TRUSS R20 32.16 1 1 1 1 1 1 1 7
4.00 21-04-00 ROOF TRUSS R21 25.88 1 1 1 1 1 1 1 7
4.00 21-04-00 ROOF TRUSS R22 24.31 2 2 2 2 2 2 2 14
4.00 21-04-00 ROOF TRUSS R23 23.53 3 3 3 3 3 3 3 21
4.00 24-04-00 ROOF TRUSS R30 30.98 1 1 1 1 1 1 1 7
4.00 24-04-00 ROOF TRUSS R31 34.51 1 1 1 1 1 1 1 7
4.00 24-04-00 ROOF TRUSS R32 30.59 1 1 1 1 1 1 1 7
4.00 24-04-00 ROOF TRUSS R33 32.55 1 1 1 1 1 1 1 7
4.00 07-00-00 ROOF TRUSS R40 8.24 1 1 1 1 1 1 1 7
4.00 07-00-00 ROOF TRUSS R41 7.45 1 1 1 1 1 1 1 7
4.00 07-00-00 ROOF TRUSS RG1 10.39 1 1 1 1 1 1 1 7
4.00 06-04-00 ROOF TRUSS RG2 10.39 1 1 1 1 1 1 1 7
2.83 09-09-05 ROOF TRUSS HR01 11.76 5 5 5 5 5 5 5 35
2.83 04-01-07 ROOF TRUSS HR02 5.10 2 2 2 2 2 2 2 14
2.83 03-11-05 ROOF TRUSS HR03 3.92 1 1 1 1 1 1 1 7
4.00 01-00-00 ROOF TRUSS J01 2.35 16 16 16 16 16 16 16 112
4.00 03-00-00 ROOF TRUSS J03 3.92 12 12 12 12 12 12 12 84
4.00 05-00-00 ROOF TRUSS J05 5.10 10 10 10 10 10 10 10 70
4.00 07-00-00 ROOF TRUSS J07 7.45 22 22 22 22 22 22 22 154
4.00 02-10-08 ROOF TRUSS J210 3.92 1 1 1 1 1 1 1 7
4.00 02-10-08 ROOF TRUSS J210A 3.14 1 1 1 1 1 1 1 7
4.00 03-10-08 ROOF TRUSS Vol 3.14 2 2 2 2 2 2 2 14
4.00 07-10-08 ROOF TRUSS V02 6.28 1 1 1 1 1 1 1 1 7
4.00 03-11-04 ROOF TRUSS V2 3.92 1 1 1 1 1 1 1 7
4.00 05-11-04 MONO TRUSS V3 5.49 1 1 1 1 1 1 1 7
4.00 03-11-04 MONO TRUSS V4 3.92 1 1 1 1 1 1 1 7
RH3 7 7 7 7 7 7 7 49
Print Date: 11/04/2005 08:46:58 AM Page 1 of 1 Version: 1.4.3
Job Truss Truss Type oty Ply METRO DEV/ Sanford Housing / Bc
53107 HR01 ROOF TRUSS 1 1 153107JobReference optional)
Trussway, Orlando, FI 6.100 a Sep 17 2004 MiTek Industries, Inc. Wed Oct 26 17:00.06 2005 Page 1
1$$ 5-11-14 9-9-5
1$$ 5-11-14 3-9-7
Scale = 1:19.5
2x3 11
D
2.83 F12
2x3
C
rZ
V
F B
E
4x6 = 3x4 =
5-11-14 9-9-5
5-11-14 3-9-7
LOADING (psf) SPACING 2-" CSI DEFL in (loc) Vdefl Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.57 Vert(LL) 0.35 B-E >315 240 MT20 244/190
TCDL' 10.0 Lumber Increase 1.25 BC 0.83 Vert(TL) -0.56 B-E >201 180
BCLL 0.0 Rep Stress Incr NO WB 0.24 Horz(TL) 0.01 E n/a n/a
BCDL 10.0 Code FBC2001/ANS195 Matrix) Weight: 41 lb
LUMBER 5) "Fix heels only" Member end fixity model was used
TOP CHORD 2 X 4 SYP No.2 in the analysis and design of this truss.
BOT CHORD 2 X 4 SYP No.2 6) In the LOAD CASE(S) section, loads applied to the
WEBS 2 X 4 SYP No.3 face of the truss are noted as front (F) or back (B).
7) NOTE: Refer to yellow bracing and/or T-1 sheet for
BRACING more information.
TOP CHORD 8) NOTE: The seal on this drawing indicates
Sheathed or 6-" oc purfins, except end verticals. acceptance of professional engineering
BOT CHORD responsibility solely for the truss component design
Rigid ceiling directly applied or 8-6-11 oc bracing. shown.
9) NOTE: Trusses are designed for an Enclosed
REACTIONS (lb/size) building condition as per building designer,
E = 603/Mechanical assuming doors and windows are protected from
B = 440/0-11-0 windbome debris impact as per Fla. Bldg. Code
Max Horz 1606.1.4
B = 264(load case 3)
Max Uplift LOAD CASE(S)
E _-309(load case 3) Standard
B =-281(load case 3) 1) Regular. Lumber Increase=1.25, Plate
Increase=1.25
FORCES (lb) Uniform Loads (plf)
Maximum Compression/Maximum Tension Vert: A-F=-60
TOP CHORD Trapezoidal Loads (plf)
A-F = 0/18 B-F = 0118 Vert: F=O(F=30, B=30)-to-D=-147(F=43, B=-43),
B-C=-792/247 C-D=-110/33 B=-2(F=9, B=9}to-E=-49(F=-14, B=-14)
D-E =-200/120
BOT CHORD
B-E =-470/758
WEBS
C-E =-804/427
NOTES (7.9)
1) Wind: ASCE 7-98; 120mph (3-second gust); h=15ft;
TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp B;
enclosed; MWFRS interior zone; cantilever left and right
exposed ; porch left and right exposed; Lumber
DOL=1.33 plate grip DOL=1.33.
2) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
3) Refer to girder(s) for truss to truss connections.
4) Provide mechanical connection (by others) of truss to IQBAL H.A. GAGAN P.E. # 25389
bearing plate capable of withstanding 309 lb uplift at 8850 Trussway boulevardy
joint E and 281 lb uplift at joint B. Orlando, R. 32824
mAR1420
Job truss Truss Type oty METRO DEV/ Sanford Housing/ Bc
53107 HR02 ROOFTRUSS 1ferenceFyF53107 optional)
Trussway, Orlando, FI 6.100 a Sep 17 2004 MiTek Industries, Inc. Wed Oct 26 17:00:32 2005 Page 1
1$ 8 4-1-7
1 8 8 4-1-7
Scale = 1:9.8
C
2.83 F12
B
E T1
B1
D
3x3 =
4-1-0 4-1-7
4-1-0 0-0-7
LOADING (psf) SPACING 2-" CSI DEFL in (loc) Udefl Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.26 Vert(LL) 0.02 B-D >999 240 MT20 244/190
TCDL 10.0 Lumber Increase 1.25 BC 0.11 Vert(TL) -0.02 B-D >999 180
BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 C n/a n/a
BCDL 10.0 Code FBC2001/ANSI95 Matrix) Weight: 15lb
LUMBER 4) Provide mechanical connection (by others) of truss
TOP CHORD 2 X 4 SYP No.2 to bearing plate capable of withstanding 12 lb uplift at
BOT CHORD 2 X 4 SYP No.2 joint C, 185 lb uplift at joint B and 42 lb uplift at joint D.
5) Beveled plate or shim required to provide full
BRACING bearing surface with truss chord at joint(s) C.
TOP CHORD 6) 'Fix heels only' Member end fixity model was used
Sheathed or 4-1-7 oc purlins. in the analysis and design of this truss.
BOT CHORD 7) In the LOAD CASE(S) section, loads applied to the
Rigid ceiling directly applied or 10-" oc bracing. face of the truss are noted as front (F) or back (B).
8) NOTE: Refer to yellow bracing and/or T-1 sheet for
REACTIONS (lb/size) more information.
C = 48/0-3-8 9) NOTE: The seal on this drawing indicates
B = 196/0-11-5 acceptance of professional engineering
D = 27/Mechanical responsibility solely for the truss component design
Max Horz shown.
B = 40(load case 3) 10) NOTE: Trusses are designed for an Enclosed
Max Uplift building condition as per building designer,
C = 12(load case 4) assuming doors and windows are protected from
B =-185(load case 3) windbome debris impact as per Fla. Bldg. Code
D =-42(load case 3) 1606.1.4
Max Grav
C = 48(load case 1) LOAD CASE(S)
B = 196(load case 1) Standard
D = 64(load case 2) 1) Regular. Lumber Increase=1.25, Plate
Increase=1.25
FORCES (lb) Uniform Loads (plf)
Maximum Compression/Maximum Tension Vert: A-E=-60
TOP CHORD Trapezoidal Loads (plf)
A-E = 0118 B-E = 0/18 Vert: E=-0(F=30, B=30}to-C=-62(F=-1, B=-1),
B-C = -20/7 B=-2(F=9, B=9)-to-D=-21(F=-0, B=-0)
BOTCHORD
B-D = 0/0
NOTES (8-10)
1) Wind: ASCE 7-98; 120mph (3-second gust); h=15ft;
TCDL=5.Opsf; BCDL=5.Opsf; Category II; Exp B;
enclosed; MWFRS interior zone; cantilever left and right
exposed ; porch left and right exposed; Lumber
DOL=1.33 plate grip DOL=1.33. IQBAL H.A. GAGANL.E.O389
2) This truss has been designed for a 10.0 psf bottom 8850 Trussway
chord live load nonconcurrent with any other live loads. Orlando, FL. 32824
3) Refer to girder(s) for truss to truss connections.
Job Truss Truss Type oty Ply 153107 1 METRO DEV/ Sanford Housing / Bc
53107 1HR03 ROOF TRUSS 1 1
1-"
E
B
3x3 =
2.83 12
e Sep 17 2004 MiTek Industries, Inc. Wed Oct 26 17:00:32 2005 Pace 1
3-11-5
3-11-5
3-11-5
Scale = 1:9.5
C
LOADING (pso SPACING 2-M CSI DEFL in loc) Udefl Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.46 Vert(LL) 0.01 B-D 999 240 MT20 2441190
TCDL 10.0 Lumber Increase 1.25 BC 0.17 Vert(TL) 0.01 B-D 999 180
BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 C n/a n/a
BCDL 10.0 Code FBC2001/ANSI95 Matrix) Weight: 15lb
LUMBER
TOP CHORD 2 X 4 SYP No.3
BOT CHORD 2 X 4 SYP No.3
BRACING
TOP CHORD
Sheathed or 3-11-5 oc purlins.
BOT CHORD
Rigid ceiling directly applied or 10-M oc bracing.
REACTIONS (lb/size)
C = 39/Mechanical
B = 192/0-11-5
D = 24/0-3-8
Max Horz
B = 38(load case 3)
Max Uplift
C = 10(load case 4)
B = 130(load case 3)
Max Grav
C = 39(load case 1)
B = 192(load case 1)
D = 58(load case 2)
FORCES (lb)
Maximum Compression/Maximum Tension
TOP CHORD
A-E = 0/18 B-E = 0/18
B-C = -19/5
BOTCHORD
B-D = 0/0
NOTES (7-9)
1) Wind: ASCE 7-98; 120mph (3-second gust); h=15ft;
TCDL=5.Opsf; BCDL=5.Opsf; Category II; Exp B;
enclosed; MWFRS interior zone; cantilever left and right
exposed; Lumber DOL=1.33 plate grip DOL=1.33.
2) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
3) Refer to girder(s) for truss to truss connections.
4) Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 10 lb uplift at joint
C and 130 lb uplift at joint B.
5) 'Fix heels only' Member end fixity model was used
in the analysis and design of this truss.
6) In the LOAD CASE(S) section, loads applied to the
face of the truss are noted as front (F) or back (B).
7) NOTE: Refer to yellow bracing and/or T-1 sheet for
more information.
8) NOTE: The seal on this drawing indicates
acceptance of professional engineering
responsibility solely for the truss component design
shown.
9) NOTE: Trusses are designed for an Enclosed
building condition as per building designer,
assuming doors and windows are protected from
windbome debris impact as per Fla. Bldg. Code
1606.1.4
LOAD CASE(S)
Standard
1) Regular: Lumber Increase=1.25, Plate
Increase=1.25
Uniform Loads (plf)
Vert: A-E=-60
Trapezoidal Loads (plf)
Vert: E=-0(F=30, B=30}to-C=-59(F=O, B=0),
B=-2(F=9, B=9}to-D=-20(F=O, B=0)
P.E. # 25389
MAR 14M
53107 ROOF TRUSS
531 ousing
e 5ep 17 2004 MiTek Industries,
Scale = 1:4.6
1-M
LOADING (psf) SPACING 2-M CSI DEFL in loc) Vdefl Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.23 Vert(LL) 0.00 B 999 240 MT20 244/190
TCDL 10.0 Lumber Increase 1.25 BC 0.02 Vert(TL) 0.00 B 999 180
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 C n/a n/a
BCDL 10.0 Code FBC2001/ANSI95 Matrix) Weight: 5lb
LUMBER
TOP CHORD 2 X 4 SYP No.3
BOT CHORD 2 X 4 SYP No.3
BRACING
TOP CHORD
Sheathed or 1-0-0 oc purlins.
BOTCHORD
Rigid ceiling directly applied or 10-M oc bracing.
REACTIONS (lb/size)
C = 20/Mechanical
B = 161 /0-4-0
D = 10/Mechanical
Max Horz
B = 36(load case 4)
Max Uplift
C = 20(load case 1)
B = 128(load case 4)
D = 9(load case 4)
Max Grav
C = 29(load case 4)
B = 161(load case 1)
D = 19(load case 2)
FORCES (lb)
Maximum Compression/Maximum Tension
TOP CHORD
A-B = 0121 B-C = -27119
BOTCHORD
B-D = 0/0
NOTES (6-8)
1) Wind: ASCE 7-98; 120mph (3-second gust); h=15ft;
TCDL=5.Opsf; BCDL=5.Opsf; Category II; Exp B;
enclosed; MWFRS interior zone and C-C Interior(1)
zone; cantilever left and right exposed ; porch left
exposed; Lumber DOL=1.33 plate grip DOL=1.33. This
truss is designed for C-C for members and forces, and
for MWFRS for reactions specified.
2) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
3) Refer to girder(s) for truss to truss connections.
4) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 20 lb uplift at
joint C, 128 lb uplift at joint B and 9 lb uplift at joint D.
5) "Fix heels only" Member end fixity model was used
in the analysis and design of this truss.
6) NOTE: Refer to yellow bracing and/or T-1 sheet for
more information.
7) NOTE: The seal on this drawing indicates
acceptance of professional engineering
responsibility solely for the truss component design
shown.
8) NOTE: Trusses are designed for an Enclosed
building condition as per building designer,
assuming doors and windows are protected from
windbome debris impact as per Fla. Bldg. Code
1606.1.4
LOAD CASE(S)
Standard
IQBAL H.A. GAGAN P.E. 9 25389
8850 Trussway b84o2u12ard
Orlando, FL
MAR 14 NUb
53107 J03 IROOF TRUSS 1
Job Reference (optional)
100 a Sep 17 2004 MiTek Industries, Inc.
3-0-0
LOADING (psf) SPACING 2-0-0 CSI DEFL in loc) Vdefl Ud
TCLL 20.0 Plates Increase 1.25 TC 0.27 Vert(LL) 0.01 B-D 999 240
TCDL 10.0 Lumber Increase 1.25 BC 0.19 Vert(TL) 0.01 B-D 999 180
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TQ 0.00 C n/a n/a
BCDL 10.0 Code FBC20011ANS195 Matrix)
LUMBER
TOP CHORD 2 X 4 SYP No.3
BOT CHORD 2 X 4 SYP No.3
BRACING
TOP CHORD
Sheathed or 3-0-0 oc purlins.
BOT CHORD
Rigid ceiling directly applied or 10-M oc bracing
REACTIONS (lb/size)
C = 63/Mechanical
B = 214/0-4-0
D = 28/Mechanical
Max'Horz
B = 61(load case 4)
Max Uplift
C = 27(load case 4)
B = 147(load case 4)
D = 28(load case 4)
Max Grav
C = 63(load case 1)
B = 214(load case 1)
D = 55(load case 2)
FORCES (lb)
Maximum Compression/Maximum Tension
TOP CHORD
A-B = 0/22 B-C -35/16
BOT CHORD
B-D = 0/0
NOTES (6-8)
1) Wind: ASCE 7-98; 120mph (3-second gust); h=15ft;
TCDL=5.Opsf; BCDL=5.Opsf; Category II; Exp B;
enclosed; MWFRS interior zone and C-C Interior(1)
zone; cantilever left and right exposed ; porch left
exposed; Lumber DOL=1.33 plate grip DOL=1.33. This
truss is designed for C-C for members and forces, and
for MWFRS for reactions specified.
2) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
3) Refer to girder(s) for truss to truss connections.
4) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 27 lb uplift at
joint C, 147 lb uplift at joint B and 28 lb uplift at joint D.
5) 'Fix heels only' Member end fixity model was used
in the analysis and design of this truss.
6) NOTE: Refer to yellow bracing and/or T-1 sheet for
more information.
7) NOTE: The seal on this drawing indicates
acceptance of professional engineering
responsibility solely for the truss component design
shown.
8) NOTE: Trusses are designed for an Enclosed
building condition as per building designer,
assuming doors and windows are protected from
windbome debris impact as per Fla. Bldg. Code
1606.1.4
LOAD CASE(S)
Standard
PLATES GRIP
MT20 244/190
Weight: 11 lb
IQBAL H.A. GAG P.E. # 53898850TrusswayboulevardOrlando,
y.
32824
MAR
14 Z005
Job Truss Truss Type oty Ply 53107 / METRO DEV/ Sanford Housing / Bc
53107 J05 ROOF TRUSS 1 1
Job Reference o Clonal
Trussway, Orlando, FI 6.100 a Sep 17 2004 MiTek Industries, Inc. Wed Oct 26 17:00:33 2005 Page 1
3x3 =
LOADING (psf) SPACING 2-M
TCLL 20.0 Plates Increase 1.25
TCDL 10.0 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.2
BOT CHORD 2 X 4 SYP No.2
BRACING
TOP CHORD
Sheathed or 5-" oc pudins.
BOTCHORD
Rigid ceiling directly applied or 10-" oc bracing.
REACTIONS (lb/size)
C = 131/Mechanical
B = 285/0-4-0
D = 48/Mechanical
Max Horz
B = 86(load case 4)
Max Uplift
C =-68(load case 4)
B =-183(load case 4)
D =-47(load case 4)
Max Grav
C = 131(load case 1)
B = 285(load case 1)
D = 95(load case 2)
FORCES (lb)
Maximum Compression/Maximum Tension
TOP CHORD
A-B = 0/22 B-C = -51/34
BOT CHORD
B-D = 0/0
NOTES (6-8)
1) Wind: ASCE 7-98; 120mph (3-second gust); h=15fl;
TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp B;
enclosed; MWFRS interior zone and C-C Interior(1)
zone; cantilever left and right exposed ; porch left
exposed; Lumber DOL=1.33 plate grip DOL=1.33. This
truss is designed for C-C for members and forces, and
for MWFRS for reactions specified.
2) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
3) Refer to girder(s) for truss to truss connections.
CSI DEFL in (loc) Udefl
TC 0.26 Vert(LL) 0.10 B-D >564
BC 0.31 VeR(TL) 0.09 B-D >652
WB 0.00 Horz(TL) -0.00 C n/a
Matrix)
4) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 68 lb uplift at.
joint C, 183 lb uplift at joint B and 47 lb uplift at joint D.
5) "Fix heels only" Member end fixity model was used
in the analysis and design of this truss.
6) NOTE: Refer to yellow bracing and/or T-1 sheet for
more information.
7) NOTE: The seal on this drawing indicates
acceptance of professional engineering
responsibility solely for the truss component design
shown.
8) NOTE: Trusses are designed for an Enclosed
building condition as per building designer,
assuming doors and windows are protected from
windbome debris impact as per Fla. Bldg. Code
1606.1.4
LOAD CASE(S)
Standard .
Ud PLATES GRIP
240 MT20 244/190
180
n/a
Weight: 17 lb
IQBAL H.A. GAGAN P.E. #
8850 Trr s-way Aoulew
rlanr1n_ 24
0.7
M ,R 14 Z996
Job Truss Truss Type oty Ply 53107 / METRO DEV/ Sanford Housing / Bc
53107 J07 ROOF TRUSS 1 1
Job Reference (optional)
Trussway, Orlando, FI 6.100 a Sep 17 2004 MiTek Industries, Inc. Wed Oct 26 17:00:33 2005 Page 1
1-2.8 7-"
1-2-8 7-" D
Sca
4.00 F12
2x3 11
C
T1
W4
B
1
F E
2x3 II
3x3 =
7-"
I
7-"
LOADING (psf) SPACING 2-" CSI DEFL in (loc) Vdefl L/d PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.48 Vert(LL) 0.29 E-F >273 240 MT20 244/190
TCDL 10.0 Lumber Increase 1.25 BC 0.44 Vert(TL) 0.24 E-F >327 180
BCLL 0.0 Rep Stress Incr YES WB 0.01 Horz(TL) -0.01 D n/a n/a
BCDL 10.0 Code F8C2001/ANSI95 Matrix) Weight: 25lb
LUMBER NOTES (6-8)
TOP CHORD 2 X 4 SYP No.2 1) Wind: ASCE 7-98; 120mph (3-second gust);
BOT CHORD 2 X 4 SYP No.2 h=15ft; TCDL=5.Opsf; BCDL=5.Opsf; Category II; Exp
WEBS 2 X 4 SYP No.3 B; enclosed; MWFRS interior zone and C-C Interior(1)
zone; cantilever left and right exposed ; porch left
BRACING exposed; Lumber DOL=1.33 plate grip DOL=1.33.
TOP CHORD This truss is designed for C-C for members and forces
Sheathed or 6-0-0 oc purlins. and for MWFRS for reactions specified.
BOT CHORD 2) This truss has been designed for a 10.0 psf bottom
Rigid ceiling directly applied or 10-" oc bracing. chord live load nonconcurrent with any other live
loads.
REACTIONS (lb/size) 3) Refer to girder(s) for truss to truss connections.
D = 154/Mechanical 4) Provide mechanical connection (by others) of truss
B = 367/0-8-0 to bearing plate capable of withstanding 92 lb uplift at
E = 99/Mechanical joint D, 230 lb uplift at joint B and 73 lb uplift at joint E.
Max Horz 5) "Fix heels only" Member end fixity model was used
B = 112(load case 4) in the analysis and design of this truss.
Max Uplift 6) NOTE: Refer to yellow bracing and/or T-1 sheet for
D = 92(load case 4) more information.
B = 230(load case 4) 7) NOTE: The seal on this drawing indicates
E _ 73(load case 4) acceptance of professional engineering
Max Grav responsibility solely for the truss component design
D = 154(load case 1) shown.
B = 367(load case 1) 8) NOTE: Trusses are designed for an Enclosed
E = 112(load case 2) building condition as per building designer,
assuming doors and windows are protected from
FORCES (lb) windborne debris impact as per Fla. Bldg. Code
Maximum Compression/Maximum Tension 1606.1.4
TOPCHORD
A-B = 0/22 B-C = -61/0 LOAD CASE(S)
C-D = -59/42 Standard
BOTCHORD
B-F = 0/0 E-F = 0/0
WEBS
C-F = -71/43
IQBAL H.A. GAGAN P.E. # 25389
boulevard8850Trusswyvnanuu,
rt-. acocy MAR
14 "1005
Job Truss Truss Type oty Ply 53107 / METRO DEV/ Sanford Housing / Bc
53107 J210 ROOF TRUSS 1 1
Job Reference optional)
Trussway, Orlando, FI 6.100 a Sep 17 2004 MiTek Industries, Inc. Wed Oct 26 17 00:34 2005 Page 1
1-2-8 2-10-8 C
1-2-8 2-10-8
a- :.0
4.00 12
B
T1
B1
A'
D
2-10-8
2-10-8
LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.33 Vert(LL) -0.00 B-D >999 240 MT20 244/190
TCDL 10.0 Lumber Increase 1.25 BC 0.10 Vert(TL) -0.00 B-D >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C n/a n/a
BCDL 10.0 Code FBC2001/ANSI95 Matrix) Weight: 11 lb
LUMBER 4) Provide mechanical connection (by others) of truss
TOP CHORD 2 X 4 SYP No.3 to bearing plate capable of withstanding 23 lb uplift at
BOT CHORD 2 X 4 SYP No.3 joint C and 118 lb uplift at joint B.
5) "Fix heels only" Member end fixity model was used
BRACING in the analysis and design of this truss.
TOP CHORD 6) NOTE: Refer to yellow bracing and/or T-1 sheet for
Sheathed or 2-10-8 oc pudins. more information.
BOT CHORD 7) NOTE: The seal on this drawing indicates
Rigid ceiling directly applied or 10-M oc bracing. acceptance of professional engineering
responsibility solely for the truss component design
REACTIONS (lb/size) shown.
C = 46/Mechanical 8) NOTE: Trusses are designed for an Enclosed
B = 220/0-M building condition as per building designer,
D = 25/Mechanical assuming doors and windows are protected from
Max Horz windbome debris impact as per Fla. Bldg. Code
B = 59(load case 4) 1606.1.4
Max Uplift
C =-23(load case 5) LOAD CASE(S)
B =-118(load case 4) Standard
Max Grav
C = 46(load case 1)
B = 220(load case 1)
D = 50(load case 2)
FORCES (lb)
Maximum Compression/Maximum Tension
TOP CHORD
A-B = 0/22 B-C = -37/11
BOT CHORD
B-D = 0/0
NOTES (6-8)
1) Wind: ASCE 7-98; 120mph (3-second gust); h=15ft;
TCDL=5.Opsf; BCDL=5.Opsf; Category II; Exp B;
enclosed; MWFRS interior zone and C-C Interior(1)
zone; cantilever left and'right exposed ; Lumber
DOL=1.33 plate grip DOL=1.33. This truss is designed
for C-C for members and forces, and for MWFRS for
reactions specified.
2) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
3) Refer to girder(s) for truss to truss connections.
IQBAL H.A. GAGAN P.E. # 25389
Orlando, FL. 32824
MAR 14 it —
Job Truss Truss Type oty Ply 53107 / METRO DEV/ Sanford Housing / Bc
53107 J21IDA ROOF TRUSS 1 1
Job Reference o tional
Trussway, Orlando, FI 6 100 a Sep 17 2004 MiTek Industries, Inc. Wed Oct 26 17:00:34 2005 Page 1
2-10-8 B
2-10-8
Scale = 1:7.0
2-10-8
LOADING (psf) SPACING 2-0-0 CSI DEFL in loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.15 Vert(LL) 0.00 A-C 999 240 MT20 244/190
TCDL 10.0 Lumber Increase 1.25 BC 0.10 Vert(TL) 0.00 A-C 999 180
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 B n/a n/a
BCDL 10.0 Code FBC2001/ANSI95 Matrix) Weight: 9 lb
LUMBER
TOP CHORD 2 X 4 SYP No.3
BOT CHORD 2 X 4 SYP No.3
BRACING
TOP CHORD
Sheathed or 2-10-8 oc purlins.
BOT CHORD
Rigid ceiling directly applied or 10-M oc bracing.
REACTIONS (lb/size)
A = 99/0-8-0
B = 74/Mechanical
C = 25/Mechanical
Max Horz
A = 37(load case 4)
Max Uplift
A = 15(load case 4)
B = 42(load case 4)
Max Grav
A = 99(load case 1)
B = 74(loadcase 1)
C = 50(load case 2)
FORCES (lb)
Maximum Compression/Maximum Tension
TOP CHORD
A-B = -28/22
BOT CHORD
A-C = 0/0
NOTES (6-8)
1) Wind: ASCE 7-98; 120mph (3-second gust); h=15ft;
TCDL=5.Opsf; BCDL=5.Opsf; Category It: Exp B;
enclosed; MWFRS interior zone and C-C Interior(1)
zone; cantilever left and right exposed ; Lumber
DOL=1.33 plate grip DOL=1.33. This truss is designed
for C-C for members and forces, and for MWFRS for
reactions specified.
2) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
3) Refer to girder(s) for truss to truss connections.
4) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 15 lb uplift at
joint A and 42 lb uplift at joint B.
5) "Fix heels only" Member end fixity model was used
in the analysis and design of this truss.
6) NOTE: Refer to yellow bracing and/or T-1 sheet for
more information.
7) NOTE: The seal on this drawing indicates
acceptance of professional engineering
responsibility solely for the truss component design
shown.
8) NOTE: Trusses'are designed for an Enclosed
building condition as per building designer,
assuming doors and windows are protected from
windbome debris impact as per Fla. Bldg. Code
1606.1.4
LOAD CASE(S)
Standard
P.E. # 25389
MAR 14 2096
IrU33 IYPe ury my 53107 / METRO DEV/ San
53107 R01 ROOF TRUSS 1 1
s Seo 17 2004
11 -2-- 5-5-12 , 7-0-011-0-15 16-7-9 1
21-4-7 263-2 31-0-0 32-6-4, 38-0-0 39-2-5 1-
2-8 5-5-12 1-6-44-8-15 4-10-10 43-14 4-10-10 4-8-15 1-6-4 5-5-12 1-2$ Scale = 1:
67.7 2X4 11
4.00
F12 6x7 = 3x7 = 3x10
M1120H = 2X4 \\ D
E F G 3x9 = 3x6 =
3x5 = 6x7 = H 1 .
1 K 2X4 4x6 = V _
U
T S R Q p O 47 = 4x5 = 4x5 =
5x6 = 6x12 = 6x8 = 5x6 = 4x5 = 45 = 1 7-"
11-
8-15 16-7-9 164-0 214-7 26-3-2 31-0-0 38-0-0 7-" 4-
8-15 4-10-10 0-0-7 4-8-7 4-10-10 4-8-15 7-0-0 LOADING (psf)
SPACING 2-0-0 CSI DEFL in loc) Vdefl Ud PLATES GRIP TCLL 20.
0 Plates Increase 1.25 TC 0.98 Vert(LL) 0.17 O-P 999 240 MT20 244/190 TCDL 10.
0 Lumber Increase 1.25 BC 0.59 Vert(TL) 0.26 O-P 967 180 M1120H 187/143 BCLL 0.
0 Rep Stress Incr NO WB 0.97 Horz(TL) 0.07 M Na Na BCDL 10.
0 Code FBC2001/ANSI95 Matrix) Weight: 210lb LUMBER TOP
CHORD
2 X 4 SYP No.1 'Except' T1 2
X 4 SYP No.2, T1 2 X 4 SYP No.2 BOT CHORD
2 X 6 SYP No.2 WEBS 2
X 4 SYP No.3 BRACING TOP
CHORD
Sheathed or
3-1-2 oc purtins. BOT CHORD
Rigid ceiling
directly applied or 6-10-5 oc bracing. WEBS 1
Row
at midpt E-S,
H-S, J-R REACTIONS (lb/
size) S = 4146/
0-4-0 M = 1438/
0-M B = 906/
0-3-0 Max Horz
B = 52(
load case 6) Max Uplift
S = 1730(
load case 3) M = 681(
load case 4) B = 453(
load case 3) Max Grav
S = 4146(
load case 1) M = 1447(
load case 8) B = 918(
load case 7) FORCES (lb)
Maximum Compression/
Maximum Tension TOP CHORD
A-B
0/26 B-C 2013/804 C-D
1816/753 D-E 448/190 E-F
1130/2819 F-G 1130/2819 G-H
113012819 H-1 930/429 1-J
930/429 J-K 3004/1276 K-L
334111396 L-M 3506/1433 M-N
0/26 BOT CHORD
B-V
735/1862 BOT CHORD
U-V
616/1636 S-T
116/448 P-Q
1161/3004 O-P R-S
T•U
Q-R
116/448
1161/300
411911309 3322/
930
NOTES (11-
13) 1) Unbalanced
roof live loads have been considered for this
design. 2) Wind:
ASCE 7-98; 120mph (3-second gust); h=15ft;
TCDL=5.Opsf; BCDL=5.Opsf; Category II; Exp B; enclosed;
MWFRS interior zone; cantilever left and right exposed ;
porch left and right exposed; Lumber DOL=1.
33 plate grip DOL=1.33. 3) Provide
adequate drainage to prevent water ponding. 4)
This
truss has been designed for a 10.0 psf bottom chord live
load nonconcurrent with any other live loads. 5)
All
plates are MT20 plates unless otherwise indicated. 6)
Bearing
at joint(s) S considers parallel to grain value using
ANSI/TPI 1 angle to grain formula. Building designer
should verify capacity of bearing surface. 7)
Provide
mechanical connection (by others) of truss to bearing
plate capable of withstanding 1730 lb uplift at joint
S, 681 lb uplift at joint M and 453 lb uplift at joint B.
8) 'Fix
heels only' Member end fixity model was used in the
analysis and design of this truss. 9) Special
hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s)
5131b down and 1441b up at 31-0-0, and 5131b down and
1441b up at 7-0-0 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). 11) NOTE:
Refer to yellow bracing and/or T-1 sheet for more
information. 12) NOTE:
The seal on this drawing indicates acceptance of
professional engineering responsibility solely
for the truss component design shown.
13) NOTE:
Trusses are designed for an Enclosed building condition
as per building designer, assuming doors
and windows are protected from windbome debris
impact as per Fla. Bldg. Code 1606.1.
4 LOAD CASE(
S) Standard 1)
Regular.
Lumber Increase=1.25, Plate Increase=1.
25 Uniform Loads (
plf) Vert: A-
D=-60, D-K=-131(F=-71), K-N=-60, B-V=-20 R-V=-
44(F=•24), O-R=-44(F=-24), M-0=-20 Concentrated Loads (
lb) i Vert: V=-
513(F) 0=-513(F) ve_ L
H.
A. GAGAN, P.E. # rlando, FL.
32824 MAR 14
2006
duu i ru99 "U99 iypn Vry riY 531U/ / Mt l KU UtV/ Santora Housing
53107 R01A ROOF TRUSS 1
V
0
s nc.
11-2-8 7-0-0 11-8-14 16-7-9 214-7 26-3-2 31-0-0 38-0-0 39-2-8
1-2-8 7-0-0 4-8-14 4-10-10 4-8-14 4-10-10 4-8-14 7-0-0 1-2-8
Scale = 1:67.7
4.00 rl2 6x7 =
3x5 = 3x5 = 3x6 = 2x4 II
C D E F G
3x6 = 6x7 =
H I
5x7 =
S R Q P 0 N M L 4x6 =
2x4 II 5x12 M1120H= 4x9 = 4x6 = 2x4 II
4x6 = 6x6 = 5x12 M1120H =
7-0-0 11.8-14 16-7-9 21-4-7 2632 31-M 38-M
7-0-0 4-8-14 4-10-10 4-8-14 4-10-10 4-8-14 7-0-0
LOADING (psf) SPACING 2-M CSI DEFL in (loc) Vdefl Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 1.00 Vert(LL) 0.65 O-P 691 240 MT20 244/190
TCDL 10.0 Lumber Increase 1.25 BC 0.99 Vert(TL) 1.29 O-P 348 180 M1120H 187/143
BCLL 0.0 Rep Stress Incr NO WB 0.74 Horz(TL) 0.16 J n/a n/a
BCDL 10.0 Code FBC2001/ANS195 Matrix) Weight: 409lb
LUMBER
TOP CHORD 2 X 4 SYP No.2
BOT CHORD 2 X 6 SYP No.1
WEBS 2 X 4 SYP No.3
BRACING
TOP CHORD
Sheathed.
BOT CHORD
Rigid ceiling directly applied or 10-M oc bracing.
Except:
9-8-12 oc bracing: P-R
8-11-11 oc bracing: O-P.
REACTIONS (lb/size)
B = 3472/0-M
J = 2616/0-8-0
Max Horz
B = 52(load case 5)
Max Uplift
B = 939(load case 3)
J = 700(load case 4)
FORCES (lb)
Maximum Compression/Maximum Tension
TOP CHORD
A-B 0/26 B-C 9584/2413
C-D 13049/3383 D-E 15298/3957
E-F 13160/3359 F-G 13160/3359
G-H 1316013359 H-1 10250/2600
I-J 6985/1695 J-K 0/26
BOT CHORD
B-S 2237/8995 R-S 2232/8951
Q-R 3309/13049 P-0 3309/13049
O-P 3882/15298 N-0 2493/10250
M-N 2493/10250 L-M 1520/6526
J-L 1517/6536
WEBS
C-S 66/687 C-R 1218/4620
D-R 17471627 D-P 656/2530
E-P 148/626 E-0 2424/675
G-0 259/121
WEBS
H-O =-86213262 H-M =-1699/518
I-M =-1095/4204 I-L = 0/256
NOTES (13-15)
1) Special hanger(s) or other connection device(s)
shall be provided sufficient to support concentrated
load(s) 15641b down and 4391b up at 16-8-0, and
5131b down and 1441b up at 7-" on bottom chord.
The design/selection of such special connection
device(s) is the responsibility of others.
2) 2-ply truss to be connected together with 10d
Common(.148'x3") Nails as follows:
Top chords connected as follows: 2 X 4 - 1 row at
0-9-0 oc.
Bottom chords connected as follows: 2 X 6 - 2 rows at
0-7-0 oc.
Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc.
Special hanger(s) or other connection device(s) shall
be provided sufficient to support concentrated load(s)
15641b down and 4391b up at 16-8-0, and 5131b down
and 1441b up at 7-" on bottom chord. The
design/selection of such special connection device(s)
is the responsibility of others.
3) All loads are considered equally applied to all plies,
except if noted as front (F) or back (B) face in the
LOAD CASE(S) section. Ply to ply connections have
been provided to distribute only loads noted as (F) or
B), unless otherwise indicated.
4) Unbalanced roof live loads have been considered
for this design.
5) Wind: ASCE 7-98; 120mph (3-second gust);
h=15ft; TCDL=S.Opsf; BCDL=5.Opsf; Category 11; Exp
B; enclosed; MWFRS interior zone; cantilever left and
right exposed ; Lumber DOL=1.33 plate grip
DOL=1.33.
6) Provide adequate drainage to prevent water
ponding.
7) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
8) All plates are MT20 plates unless otherwise
1C;
d
9) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 939 lb uplift
at joint B and 700 lb uplift at joint J.
10) Girder carries hip end with 7-0-0 end setback.
11) "Fix heels only" Member end fixity model was
used in the analysis and design of this truss.
12) Special hanger(s) or other connection device(s)
shall be provided sufficient to support concentrated
load(s) 15641b down and 4391b up at 16-8-0, and
5131b down and 1441b up at 7-" on bottom chord.
The design/selection of such special connection
device(s) is the responsibility of others.
13) NOTE: Refer to yellow bracing and/or T-1 sheet
for more information.
14) NOTE: The seal on this drawing indicates
acceptance of professional engineering
responsibility solely for the truss component
design shown.
15) NOTE: Trusses are designed for an Enclosed
building condition as per building designer,
assuming doors and windows are protected from
windbome debris impact as per Fla. Bldg. Code
1605.1.4
LOAD CASE(S)
Standard
1) Regular. Lumber Increase=1.25, Plate
Increase=1.25
Uniform Loads (plf)
Vert: A-C=-60, C-E=-125(F=-65), E-I=-60, I-K=-60,
B-S=-20, P-S=-42(F=-22), J-P=-20
Concentrated Loads (lb)
Vert: 5=-513(F) P=-1564(F)
GAGAN. P.E. # 2
MAR 1 ni 70O5
Job Truss Truss Type oty Ply 53107 / METRO DEV/ Sanford Housing / Bc
53107 R02 ROOF TRUSS 1 1
Job Reference (optional)
Trussway, Orlando, FI 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Oct 27 08:46:49 2005 Page 1
11-2-$ 5-3-2 9-" 15-4-3 22-7-13 29-" 32-8-14 38-" 39-2-8
1-2-8 5-3-2 3-8-14 6-4-3 73-10 6-4-3 3-8-14 53-2 1-2-8
Scale = 1:68.0
3x5 =
4.00 12
6x6 =
3x6 = 49 = 6x6 =
D E F H
2x4 w 2x4
C
W \ 3 W4
6 W
A B J
K
1
o
4x5 =
Q P O N M
c
L 4x5 =
4x9 = 3x6 = 5x5 = 2x4 // 3x6 = 4x9 =
9-" 16-7-9 164-0 21 4 -0 29-" 38-"
9-" 7-7-9 0-0-7 4-8-0 7-" 9-0-0
Plate Offsets X Y : D:0-2-7 Ede H:0-2-7 Ed e
LOADING (psf) SPACING 2-" CSI DEFL in (loc) Vdefl Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.74 Vert(LL) 0.29 B-Q >691 240 MT20 244/190
TCDL 10.0 Lumber Increase 1.25 BC 0.65 Vert(TL) -0.23 B-Q >864 180
BCLL 0.0 Rep Stress Incr YES WS 0.85 Horz(TL) 0.03 J n/a n/a
BCDL 10.0 Code FBC20011ANS195 Matrix) Weight: 178lb
LUMBER 7) NOTE: Refer to yellow bracing and/or T-1 sheet for
TOP CHORD 2 X 4 SYP No.2 BOT CHORD more information.
BOT CHORD 2 X 4 SYP No.2 B-Q =-774/806 P-Q = -683/345 8) NOTE: The seal on this drawing indicates
WEBS 2 X 4 SYP No.3 O-P =-683/345 N-0 = 0/573 acceptance of professional engineering
M-N = 0/527 L-M = 0/527 responsibility solely for the truss component design
BRACING J-L =-255/1375 shown.
TOP CHORD WEBS 9) NOTE: Trusses are designed for an Enclosed
Sheathed or 4-11-0 oc purlins. C-Q = -444/302 D-Q =-116/42 building condition as per building designer,
BOT CHORD E-Q =-927/1129 E-0 =-10201737 assuming doors and windows are protected from
Rigid ceiling directly applied or 6-0-0 oc bracing. H-L = 01195 I-L =-376/207 windbome debris impact as per Fla. Bldg. Code
WEBS G-N = 0/245 G-L =-182/599 1606.1.4
1 Row at midpt G-0 G-0 =-1762/561
LOAD CASE(S)
REACTIONS (lb/size) NOTES (7-9) Standard
B = 536/0-3-0 1) Unbalanced roof live loads have been considered
0 = 1868/0-3-8 for this design.
J = 771/0-8-0 2) Wind: ASCE 7-98; 120mph (3-second gust);
Max Horz h=15ft; TCDL=S.Opsf; BCDL=S.Opsf; Category II; Exp
B = 59(load case 6) B; enclosed; MWFRS interior zone and C-C Intedor(1)
Max Uplift zone; cantilever left and right exposed ; porch left
B =-393(load case 4) exposed; Lumber DOL=1.33 plate grip DOL=1.33.
0 _-697(load case 4) This truss is designed for C-C for members and forces
J =-218(load case 5) and for MWFRS for reactions specified.
Max Grav 3) Provide adequate drainage to prevent water
B = 560(load case 8) ponding.
0 = 1868(load case 1) 4) This truss has been designed for a 10.0 psf bottom
J = 790(load case 9) chord live load nonconcurrent with any other live
loads.
FORCES (lb) 5) Provide mechanical connection (by others) of truss
Maximum Compression/Maximum Tension to bearing plate capable of withstanding 393 lb uplift
TOP CHORD at joint B, 697 lb uplift at joint 0 and 218 lb uplift at
A-B = 0/22 B-C =-884/894 joint J.
C-D =-474/685 D-E _-408/662 6) "Fix heels only" Member end fixity model was used
E-F =-472/1089 F-G =-472/1089 in the analysis and design of this truss.
G-H =-1030/237 H-1 =-1138/225
I-J =-1495/364 J-K = 0/22
BOT CHORD
B-Q =-774/806 P-Q =-683/345
O-P =-683/345 N-0 = 0/573
M-N = 0/527 L-M = 0/527
J-L =-25511375 IQBAL H.A. GAGAN P.E. # 25389
boulevard8860Trusswa
MAR 14 Z005
Job Truss Truss Type Qty Ply 53107 1 METRO DEVI San
53107 R02A ROOF TRUSS 1 1
100 s Seo 1 27 08:46,49 2005 Paqe 1 1
11-2-8 53-2 9-" 15.4-3 22-7-13 294)-0 32-8-14
1
38-"
1-2-8 53-2 3-8-14 6-4-3 73-10 6-4-3 3-8-14 5-3-2
4.00 F12
3x5 =
6x6 =
3x10M1120H= 4x9 = 6x6 =
Scale = 1:67.91
n
1C;
6
4x7 =
P O N M L K 4x7 =
4x9 = 5x12 M1120H WB = 5x12 M1120H WB = 4x9 =
3x5 = 2x4 //
9-0-0 16-8-0 214-0 29-" 38-0-0
9-0-0 7-8-0 4-8-0 7-8-0 9-"
LOADING (psf) SPACING 2-M CSI DEFL in loc) Well Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.85 Vert(LL) 1.03 N-P 437 240 MT20 244/190
TCDL 10.0 Lumber Increase 1.25 BC 0.97 Vert(TL) 0.84 M-N 535 180 M1120H 187/143
BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(TL) 0.25 J n/a n/a
BCDL 10.0 Code FBC2001/ANS195 Matrix) Weight: 176 lb
LUMBER
TOP CHORD 2 X 4 SYP No.2 'Except*
T2 2 X 4 SYP No.1, T3 2 X 4 SYP No.1
BOT CHORD 2 X 4 SYP No.1 'Except*
B2 2 X 4 SYP No.2
WEBS 2 X 4 SYP No.3
BRACING
TOP CHORD
Sheathed or 2-7-5 oc pudins.
BOT CHORD
Rigid ceiling directly applied or 2-7-5 oc bracing.
WEBS
1 Row at midpt E-P, G-K
REACTIONS (lb/size)
J = 1500/0-8-0
B = 1583/0-3-0
Max Horz
B = 65(load case 6)
Max Uplift
J = 890(load case 5)
B = 959(load case 4)
FORCES (lb)
Maximum Compression/Maximum Tension
TOP CHORD
A-B 0/22 B-C 3957/3583
C-D 3622/3438 D-E 3351/3236
E-F 4581/4388 F-G 4581/4388
G-H 3306/3201 H-1 3573/3401
I-J 3856/3506
BOT CHORD '
B-P 3346/3704 O-P 4162/4534
N-O 4162/4534 M-N 4253/4574
L-M 4156/4524 K-L 4156/4524
J-K 3262/3594
WEBS
C-P 345/214 D-P 937/882
E-P 1404/1166 E-N 239/245
H-K 926/865
WEBS
I-K =-276/176 G-M =-244/252
G-K =-1441/1196 G-N = -81/95
NOTES (8-10)
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-98; 120mph (3-second gust);
h=15ft; TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp
B; enclosed; MWFRS interior zone and C-C Interior(1)
zone; cantilever left and right exposed ; porch left
exposed; Lumber DOL=1.33 plate grip DOL=1.33.
This truss is designed for C-C for members and forces
and for MWFRS for reactions specified.
3) Provide adequate drainage to prevent water
ponding.
4) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
5) All plates are MT20 plates unless otherwise
indicated.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 890 lb uplift
at joint J and 959 lb uplift at joint B.
7) "Fix heels only" Member end fixity model was used
in the analysis and design of this truss.
8) NOTE: Refer to yellow bracing and/or T-1 sheet for
more information.
9) NOTE: The seal on this drawing indicates
acceptance of professional engineering
responsibility solely for the truss component design
shown.
10) NOTE: Trusses are designed for an Enclosed
building condition as per building designer,
assuming doors and windows are protected from
windbome debris impact as per Fla. Bldg. Code
1606.1.4
LOAD CASE(S)
Standard
GAGAN. P.E. # 253a
MAP 1 1Vng
Job Truss Truss Type oty Ply 53107 / METRO DEV/ Sanford Housing / Bc
53107 R03 ROOF TRUSS 1 1
Job Reference o tional
Trussway, Orlando, FI 6.100 a Sep 17 2004 MiTek Industries, Inc. Thu Oct 27 08:46:50 2005 Page 1
11-2-8 5-0-6 11-0-0 19-" 27-" 32-11-10 38-" 39-2-8r
1-2-8 5-0-6 5-11-10 6-0-0 8-" 5.11-10 5-0-6 1-2-0
Scale = 1:68.0
4.00 12
6x7 = 6x7 = 3x5 = 3x6 =
D E F G
2x4 2x4
W. W 1 W W3 H
4CnW
u' A B I
J t2
d ICJ)
d
4x5 =
P O N M L K 4x5 =
3x5 = 3x6 = 5x5 = 3x5 = 3x6 = 3x5 =
7-5-5 16-8-0 21-4-0 30-6-11 38-"
7-5-5 9-2-11 4-8-0 9-2-11 7-55
LOADING (psf) SPACING 2-" CSI DEFL in (loc) Vdefl Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.90 Vert(LL) 0.34 N-P >587 240 MT20 244/190
TCDL 10.0 Lumber Increase 1.25 BC 0.66 Vert(TL) 0.27 N-P >730 180
BCLL 0.0 Rep Stress Incr YES WB 0.66 Horz(TL) 0.02 1 n/a Na
BCDL 10.0 Code FBC2001/ANSI95 Matrix) Weight: 174lb
LUMBER
TOP CHORD 2 X 4 SYP No.2 'Except' BOT CHORD LOAD CASE(S)
T2 2 X 4 SYP No.1 B-P =-765/794 O-P =-241/41 Standard
BOT CHORD 2 X 4 SYP No.2 N-O =-241/41 M-N =-460/434
WEBS 2 X 4 SYP No.3 L-M = 0/644 K-L = 0/644
I-K =-205/1388
BRACING WEBS
TOP CHORD C-P =-479/299 D-P =-710/639
Sheathed or 4-10-1 oc puriins. D-N =-1238/879 E-N =-1374/528
BOT CHORD E-M =-831660 G-M =-778/374
Rigid ceiling directly applied or 6-0-0 oc bracing. G-K _-74/608 H-K =-425/265
WEBS
1 Row at midpt D-N NOTES (7-9)
1) Unbalanced roof live loads have been considered
REACTIONS (lb/size) for this design.
B = 474/0-3-0 2) Wind: ASCE 7-98; 120mph (3-second gust);
N = 197910-4-0 h=1511; TCDL=S.Opsf; BCDL=S.Opsf; Category II; Exp 1 = 723/0-
8-0 B; enclosed; MWFRS interior zone and C-C Interior(1) Max Horz zone;
cantilever left and right exposed ; porch left B =-68(load
case 7) exposed; Lumber DOL=1.33 plate grip DOL=1.33. Max Uplift This
truss is designed for C-C for members and forces B =-376(load
case 6) and for MWFRS for reactions specified. N =-727(load
case 4) 3) Provide adequate drainage to prevent water 1 =-201(load
case 5) ponding. Max Grav 4)
This truss has been designed for a 10.0 psf bottom B = 518(load
case 8) chord live load nonconcurrent with any other live N = 1979(load
case 1) loads. I = 758(load
case 9) 5) Provide mechanical connection (by others) of truss to bearing plate
capable of withstanding 376 lb uplift FORCES (lb) at
joint B, 727 lb uplift at joint N and 201 lb uplift at Maximum Compression/Maximum
Tension joint I. TOP CHORD 6) "
Fix heels only" Member end fixity model was used A-B = 0/
22 B-C =-865/884 in the analysis and design of this truss. C-D =-484n15
D-E _-521/1192 7) NOTE: Refer to yellow bracing and/or T-1 sheet for E-F =-195/
108 F-G =-195/108 more information. G-H =-1158/
155 H-1 =-1512/293 8) NOTE: The seal on this drawing indicates 1-J = 0/
22 acceptance of professional engineering BOT CHORD responsibility
solely for the truss component design B-P =-4
O-P =-241/41 shown. N-O =-241/
41241/41 M-N =-460/434 9) NOTE: Trusses are designed for an Enclosed L-M = 0/
644 K-L = 0/644 building condition as per building designer, I-K= -20511388
assuming doors and windows are protected from windbome debris impact
as per Fla. Bldg. Code IQBAL H.A. GAGAN P.E. # 25389 6Aa' ndo, fL.
32824 u MAD 1
@ %
1111F{
Job Truss Truss Type oty Pry 53107 / METRO DEV/ Sanford Housing / Bc
53107 1 R03A I ROOF TRUSS 1 1
6.100 s Sep 17 2004 MiTek Industries, Inc. et
11-2-I) 5-0-6 11-0-0 19-0-0 , 21-4-4 , 27-" 32-11-10 38-0-0
1-2-8 5-0-6 5.11-10 8-0-0 2.4-4 5-7-13 5-11-10 5-0-6
Scale = 1:67.8
4.00 F12
6x7 =
D
3x5 = 3x6 = 6x7 =
E F G
4x7 =
O N M L K J 4x7 =
3x5 = 3x10 M1120H = 3x5 = 3x5 =
3x5 = 3x10 M1120H=
75-5 14-" 16.8-0 21-" , 24-0-0 30.6-11 38-"
75-5 65-11 25-0 4-8-0 2-8-0 6-0-11 7-5-5
LOADING (psf) SPACING 2-M CSI DEFL in (loc) Vdefl Ud
TCLL 20.0 Plates Increase 1.25 TC 0.97 Vert(LL) 0.36 L-M 999 240
TCDL 10.0 Lumber Increase 1.25 BC 0.96 Vert(TL) 0.73 M-O 617 180
BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(TL) 0.18 1 n/a n/a
BCDL 10.0 Code FBC2001/ANS195 Matrix)
LUMBER
TOP CHORD 2 X 4 SYP No.2 'Except'
T2 2 X 4 SYP SS, T3 2 X 4 SYP SS
BOT CHORD 2 X 4 SYP No.2
WEBS 2 X 4 SYP No.3
BRACING
TOP CHORD
Sheathed.
BOT CHORD
Rigid ceiling directly applied or 5-8-9 oc bracing.
REACTIONS (lb/size)
1 = 1491 /0-8-0
B = 1588/0-8-0
Max Horz
B = 74(load case 6)
Max Uplift
I = 323(load case 5)
B = 402(load case 4)
FORCES (lb)
Maximum Compression/Maximum Tension
TOP CHORD
A-B 0/22 B-C 3904/1222
C-D 3616/1099 D-E 3699/1241
E-F 3701/1244 F-G 3701/1244
G-H 3639/1136 H-1 3927/1271
BOT CHORD
B-0 1105/3633 N-0 893/3034
M-N 893/3034 L-M 1200/3885
K-L 907/3043 J-K 907/3043
I-J 1157/3667
WEBS
C-O 324/226 D-O 35/544
D-M 225/902 E-M 421/221
E-L 419/217 G-L 212/896
G-J 60/550 H-J 337/247
NOTES (8-10)
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-98; 120mph (3-second gust);
h=15ft; TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp
B; enclosed; MWFRS interior zone and C-C Interior(1)
zone; cantilever left and right exposed ; Lumber
DOL=1.33 plate grip DOL=1.33. This truss is
designed for C-C for members and forces, and for
MWFRS for reactions specified.
3) Provide adequate drainage to prevent water
ponding.
4) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
5) All plates are MT20 plates unless otherwise
indicated.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 323 lb uplift
at joint I and 402 lb uplift at joint B.
7) "Fix heels only" Member end fixity model was used
in the analysis and design of this truss.
8) NOTE: Refer to yellow bracing and/or T-1 sheet for
more information.
9) NOTE: The seal on this drawing indicates
acceptance of professional engineering
responsibility solely for the truss component design
shown.
10) NOTE: Trusses are designed for an Enclosed
building condition as per building designer,
assuming doors and windows are protected from
windbome debris impact as per Fla. Bldg. Code
1606.1.4
LOAD CASE(S)
Standard
PLATES GRIP
MT20 244/190
M1120H 187/143
Weight: 172 lb
LO
I
0
IQBAL H.A. GAGAY. ##
8050 Truss-wav Anr aA-
Job Truss Truss Type Qry Ply 53107 / METRO DEV/ Sanford Housing / Bc
53107 R04 ROOF TRUSS 1 1
Job Reference (optional)
Trussway, Orlando, FI 6.100 a Sep 17 2004 MTek Industries, Inc. Thu Oct 27 08:46:51 2005 Page 1
11-2-8 5-7-1 13-0-0 19-0-0 25-0-0 1 32-4-15 38-0-0 39-2-8
1-2$ 5-7-1 7-4-15 6-0-0 6-0-0 7-4-15 5-7-1 1-2-8
Scale = 1:68.0
6x7 -
3x5 = 6x7 =
4.00 12
D E F
2x4 2x4 i
C W W2 W W1 W 3 G Lr
4
ur BA H I 'r,
o
4x5 =
O
d
N M L K J 4x5 =
3x5 = 3x6 = 6x6 = 3x5 =
6x6 = 3x6 =
7.4-13 15-1-9 15 2-3 22-9-13 30-73 38-0-0
7-4-13 7-0-12 0-0-10 7-7-9 7-9-6 7-4-13
LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.72 Vert(LL) 0.19 M-O >974 240 MT20 244/190
TCDL 10.0 Lumber Increase 1.25 BC 0.53 Vert(TL) 0.16 M-O >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.86 Horz(TL) 0.01 H n/a n/a
BCDL 10.0 Code FBC2001/ANS195 Matrix) Weight: 178lb
LUMBER
TOP CHORD 2 X 4 SYP No.2 WEBS
BOT CHORD 2 X 4 SYP No.2 F-L =-492/270 F-J =-199/772
WEBS 2 X 4 SYP No.3 G-J =-472/294
BRACING NOTES (7-9)
TOP CHORD 1) Unbalanced roof live loads have been considered
Sheathed or 3-11-15 oc purlins. for this design.
BOT CHORD 2) Wind: ASCE 7-98; 120mph (3-second gust);
Rigid ceiling directly applied or 6-0-0 oc bracing. h=15ft; TCDL=5.Opsf; BCDL=5.Opsf; Category II; Exp
B; enclosed; MWFRS interior zone and C-C Interior(1)
REACTIONS (lb/size) zone; cantilever left and right exposed ; porch left
B = 340/0-3-0 exposed; Lumber DOL=1.33 plate grip DOL=1.33.
M = 2072/0-3-8 This truss is designed for C-C for members and forces
H = 764/0-8-0 and for MWFRS for reactions specified.
Max Horz 3) Provide adequate drainage to prevent water
B =-78(load case 7) ponding.
Max Uplift 4) This truss has been designed for a 10.0 psf bottom
B =-329(load case 6) chord live load nonconcurrent with any other live
M =-721 (load case 4) loads.
H =-211(load case 5) 5) Provide mechanical connection (by others) of truss
Max Grav to bearing plate capable of withstanding 329 lb uplift
B = 409(load case 8) at joint B. 721 lb uplift at joint M and 211 lb uplift at
M = 2072(load case 1) joint H.
H = 808(load case 9) 6) "Fix heels only' Member end fixity model was used
in the analysis and design of this truss.
FORCES (lb) 7) NOTE: Refer to yellow bracing and/or T-1 sheet for
Maximum Compression/Maximum Tension more information.
TOP CHORD 8) NOTE: The seal on this drawing indicates
A-B = 0/22 B-C =-519/601 acceptance of professional engineering
C-D =-184/470 D-E =-521/1200 responsibility solely for the truss component design
E-F =-386/34 F-G =-1336/226 shown.
G-H =-1645/335 H-1 = 0/22 9) NOTE: Trusses are designed for an Enclosed
BOT CHORD building condition as per building designer,
B-0 =-497/470 N-0 =-766/449 assuming doors and windows are protected from
M-N =-766/449 L-M =-286/376 windborne debris impact as per Fla. Bldg. Code
K-L = 0/583 J-K = 0/583 1606.1.4
H-J =-243/1526
WEBS LOAD CASE(S) v
C-O =-523/329 D-0 =-898/839 Standard
D-M =-970/660 E-M =-1390/560
IQBAL H.A. GAGAP # 9E-L =-185/791
8850 Trussvi bule and
Orlando, FL
MAR ? 7t ?I1r15
Job Truss Truss Type oty Ply 53107 / METRO DEV/ Sanford Housing / Bc
53107 R04A ROOF TRUSS 1 1
Job Reference (optional)
Trussway, Orlando, FI 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Oct 27 08:46:51 2005 Page 1
11-2.& 5-7-1 13-" 19-" 25-0-0 32-4-15 38-0-0
1-2-8 5-7-1 7-4-15 6-" 6-0-0 7-4-15 5-7-1
Scale = 1:67.8
6x7 =
3x5 = 6x7 =
4.00 F12 D E F
2x4 2x4 Xi
C
W W2 W W1 W 3 GLe
W4
A
B H
16C5
4x7 =
N M L K J I
4x7 =
3x5 = 3x6 = 3x5 = 3x5 =
3x5 = 3x6 =
7-4-13 15-2-3 22-9-13 30-7-3 38-0-0
7-4-13 7-9-8 7-7-10 7-9-6 7-4-13
Plate Offsets X B:0-2-2 0-0-2 H:0-2-2 0-0-2
LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.95 Vert(LL) 0.30 K >999 240 MT20 244/190
TCDL 10.0 Lumber Increase 1.25 BC 0.83 Vert(TL) -0.57 K-L >786 180
BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(TL) 0.17 H n/a n/a
BCDL 10.0 Code FBC2001/ANSI95 Matrix) Weight: 176 lb
LUMBER NOTES (7-9)
TOP CHORD 2 X 4 SYP SS 'Except- 1) Unbalanced roof live loads have been considered
T2 2 X 4 SYP No.2 for this design.
BOT CHORD 2 X 4 SYP No.2 2) Wind: ASCE 7-98; 120mph (3-second gust);
WEBS 2 X 4 SYP No.3 h=15ft; TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp
B; enclosed; MWFRS interior zone and C-C Interior(1)
BRACING zone; cantilever left and right exposed ; Lumber
TOP CHORD DOL=1.33 plate grip DOL=1.33. This truss is
Sheathed. designed for C-C for members and forces, and for
BOT CHORD MWFRS for reactions specified.
Rigid ceiling directly applied or 5-10-2 oc bracing. 3) Provide adequate drainage to prevent water
ponding.
REACTIONS (lb/size) 4) This truss has been designed for a 10.0 psf bottom
H = 1491/0-8-0 chord live load nonconcurrent with any other live
B = 1588/0-8-0 loads.
Max Horz 5) Provide mechanical connection (by others) of truss
B = 84(load case 6) to bearing plate capable of withstanding 316 lb uplift
Max Uplift at joint H and 395 lb uplift at joint B.
H =-316(load case 5) 6) "Fix heels only" Member end fixity model was used
B =-395(load case 4) in the analysis and design of this truss.
7) NOTE: Refer to yellow bracing and/or T-1 sheet for
FORCES (lb) more information.
Maximum Compression/Maximum Tension 8) NOTE: The seal on this drawing indicates
TOP CHORD acceptance of professional engineering
A-B = 0122 B-C =-3915/1219 responsibility solely for the truss component design
C-D =-3641/1118 D-E =-3034/1013 shown.
E-F =-3037/1018 F-G =-3665/1156 9) NOTE: Trusses are designed for an Enclosed
G-H =-3944/1264 building condition as per building designer,
BOT CHORD assuming doors and windows are protected from
B-N =-1103/3659 M-N =-791/2843 windbome debris impact as per Fla. Bldg. Code
L-M =-791/2843 K-L =-949/3228 1606.1.4
J-K =-800/2849 I-J =-800/2849
H-1 =-1150/3690 LOAD CASE(S)
WEBS Standard
C-N =-401/265 D-N =-152/684
D-L =-76/519 E-L =-408/187
E-K =-405/181 F-K =-67/516
F-I =-1867706 G-I =-411/281
IQBAL H.A. GAGAN P.E. # 253898850TrussreaBoulevardnd . a
Job Truss Truss Type oty Ply 53107 / METRO DEV/ Sanford Housing / BC
53107 R05 ROOF TRUSS 1 1
Job Reference (optional)
Trussway, Orlando, FI 6.100 a Sep 17 2004 MiTek Industries, Inc. Thu Oct 27 08:46:52 2005 Page 1
11-2-& 83-7 15-0-0 23-M 29-8-9 38-M 39-2-8
83-7 6-8-9 8-M 6-8-9 8-3-7 1-2-8
Scale = 1:68.0
4.00 F12
6x7 =
6x7 =
E F 3x5 Z-
3x6 % T 1
3x6
3x5
D G
C 1 W 2 LC
W W3 W 4
LO A B I
J
1r
O o
4x5 =
0 P O N M L K 4x5 =
2x4 // 3x6 = 3x5 = 5x5 = 2x4 \\
5x5 = 3x6 =
6-113 12-10-12 19-M 24-7-7 31-0-13 38-"
6-113 5-11-9 6-1-4 5-7-7 65.6 6-11-3
LOADING (psf) SPACING 2-" CSI DEFL in (loc) Vdefl Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.91 Vert(LL) 0.15 B-Q >999 240 MT20 244/190
TCDL 10.0 Lumber Increase 1.25 BC 0.54 Vert(TL) -0.17 I-K >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(TL) 0.02 1 n/a n/a
BCDL 10.0 Code FBC2001/ANSI95 Matrix) Weight: 178lb
LUMBER
TOP CHORD 2 X 4 SYP No.2 WEBS
BOT CHORD 2 X 4 SYP No.2 E-N =-251/967 F-N =-828/351
WEBS 2 X 4 SYP No.3 F-L =-109/530 H-L =-809/333
H-K = 0/325
BRACING
TOP CHORD NOTES (7-9)
Sheathed or 3-11-6 oc pudins. 1) Unbalanced roof live loads have been considered
BOT CHORD for this design.
Rigid ceiling directly applied or 6-" oc bracing. 2) Wind: ASCE 7-98; 120mph (3-second gust);
h=15ft; TCDL=S.Opsf; BCDL=5.Opsf; Category 11; Exp
REACTIONS (lb/size) B; enclosed; MWFRS interior zone and C-C Interior(1)
B = 276/0-3-0 zone; cantilever left and right exposed ; porch left
P = 2018/0-5-11 exposed; Lumber DOL=1.33 plate grip DOL=1.33.
1 = 882/0-8-0 This truss is designed for C-C for members and forces
Max Horz , and for MWFRS for reactions specified.
B =-87(load case 7) 3) Provide adequate drainage to prevent water
Max Uplift ponding.
B =-298(load case 6) 4) This truss has been designed for a 10.0 psf bottom
P =-650(load case 4) chord live load nonconcurrent with any other live
I =-245(load rase 5) loads.
Max Grav 5) Provide mechanical connection (by others) of truss
B = 357(load case 8) to bearing plate capable of withstanding 298 lb uplift
P = 2018(load rase 1) at joint B, 650 lb uplift at joint P and 245 lb uplift at
1 = 911(load case 9) joint I.
6) "Fix heels only' Member end fixity model was used
FORCES (lb) in the analysis and design of this truss.
Maximum Compression/Maximum Tension 7) NOTE: Refer to yellow bracing and/or T-1 sheet for
TOP CHORD more information.
A-B = 0/22 B-C =-150/442 8) NOTE: The seal on this drawing indicates
C-D =-436/1006 D-E _-423/1108 acceptance of professional engineering
E-F =-168/23 F-G =-867/202 responsibility solely for the truss component design
G-H =-947/185 H-1 =-17831357 shown.
I-J = 0/22 9) NOTE: Trusses are designed for an Enclosed
BOT CHORD building condition as per building designer,
B-Q =-389l75 P-Q =-469/43 assuming doors and windows are protected from
O-P =-542/439 N-O =-542/439 windbome debris impact as per Fla. Bldg. Code
1606.1.4 /7M-N = O/61/ I-KK-L =-261/1529 I-K =-230/1615230/
WEBS LOAD CASE(S)
C-Q =-348/336 C-P =-876/762 Standard V
E-P =-1557/588 IQBA L H.A. NLouuAwA e a 5389
Orlando
M 4 lZ 1 n /nn6y; vv
Job Truss Truss Type oty Ply METRO DEV/ Sanford Housing / Bc
53107 R05A ROOF TRUSS 1 1
53107
Job Reference (optional)
Trussway, Orlando, FI 6.100 s Sep 17 2004 MiTek Industries, Inc Thu Oct 27 08:46:52 2005 Page 1
T12-$ 8-3-7 15-0-0 23-M 29-8-9 38-0-0
i
1-2-8 8-3-7 6-8-9 8-" 6-8-9 8-0-7
Scale = 1:67.9
4.00 F12 6x7 =
2x4 II 6x7 =
E F G 3x5 Z-
3x6 3x6
3x5
D H
C W2 Vql W 3
1
Ld
W W4 W /5 Lr
2A B J
a 'o
4x7 =
O P O N M L K 4x7 =
2x4 // 3x6 = 4x9 = 3x5 = 2x4 \\
3x5 = 3x6 =
6-11-0 13-1-9 134-9 19-M 24-7-7 24-40-7 31-0-13 38-0-0
6-11-3 6-2-7 0134 5 7-7 5-7-7 0-3-0 6-2-7 6-11-3
Plate Offsets X Y : B:0-2-2 0-0-2 J:0-1-14 0-0-2
LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 1.00 Vert(LL) 0.29 N >999 240 MT20 244/190
TCDL 10.0 , Lumber Increase 1.25 BC 0.94 Vert(TL) -0.54 L-N >834 180
BCLL 0.0 Rep Stress Incr YES WB 0.49 Horz(TL) 0.17 J n/a n/a
BCDL 10.0 Code FBC2001/ANS195 Matrix) Weight: 183lb
LUMBER NOTES (7-9)
TOP CHORD 2 X 4 SYP No.2 'Except' 1) Unbalanced roof live loads have been considered
T4 2 X 4 SYP No.1 for this design.
BOT CHORD 2 X 4 SYP No.2 2) Wind: ASCE 7-98; 120mph (3-second gust);
WEBS 2 X 4 SYP No.3 h=15ft; TCDL=5.Opsf; BCDL=S.Opsf; Category 11; Exp
B; enclosed; MWFRS interior zone and C-C Interior(1)
BRACING zone; cantilever left and right exposed ; Lumber
TOP CHORD DOL=1.33 plate grip DOL=1.33. This truss is
Sheathed. designed for C-C for members and forces, and for
BOT CHORD MWFRS for reactions specified.
Rigid ceiling directly applied or 6-0-14 oc bracing. 3) Provide adequate drainage to prevent water
ponding.
REACTIONS (lb/size) 4) This truss has been designed for a 10.0 psf bottom
B = 1588/0-8-0 chord live load nonconcurrent with any other live
J = 149110-8-0 loads. Max Horz 5)
Provide mechanical connection (by others) of truss B = 93(load
case 6) to bearing plate capable of withstanding 387 lb uplift Max Uplift at
joint B and 308 lb uplift at joint J. B =-387(load
case 4) 6) "Fix heels only" Member end fixity model was used J =-308(load
case 5) in the analysis and design of this truss. 7) NOTE: Refer
to yellow bracing and/or T-1 sheet for FORCES (lb) more
information. Maximum Compression/Maximum
Tension 8) NOTE: The seal on this drawing indicates TOP CHORD acceptance
of professional engineering A-B = 0/
22 B-C =-3805/1094 responsibility solely for the truss component design C-D =-3016/
937 D-E _-2937/954 shown. E-F =-2789/
961 F-G =-2789/961 9) NOTE: Trusses are designed for an Enclosed G-H =-2942/
962 H-1 =-3021/945 building condition as per building designer, I-J =-3830/
1133 assuming doors and windows are protected from BOT CHORD windbome
debris impact as per Fla. Bldg. Code B-0 =-961/
3522 P-0 =-994/3441 1606.1.4 O-P =-691/
2631 N-O =-691/2631 M-N =-695/
2633 L-M =-695/2633 LOAD CASE(S) K-L =-1026/
3462 J-K =-1000/3547 Standard WEBS C-0 =
0/
316 C-P =-757/313 E-P =-95/
510 E-N =-95/400 G-N =-92/
397 G-L =-105/516 I-L =-776/
341 I-K = 0/319 F-N =-288/
182 IQDAL H.A. GAGA .E. # 25389 8350 T rtlssuray
boulevard Orlando, FL. 32824
M A 9
1 4 7111 Th
Job Truss Truss Type oty Ply 53107 / METRO DEV/ Sanford Housing / Bc
53107 R06 ROOF TRUSS 1 1
Job Reference o tional
Trussway, Orlando, FI 6.100 a Sep 17 2004 MiTek Industries, Inc. Thu Oct 27 08:46:53 2005 Page 1
11-2-9 5-1-6 11 17-M 21-0-0 26-8-0 32-10-10 38-0-0 39-2-$
1-2-8 5-1-6 6-2-10 5-8-0 4-0-0 5-8-0 6-2-10 5-1-6 1-2-8
Scale = 1:68.0
4.00 Fl2 6x7 =
6x7 =
F G
2x4 II 2x4 II
3x6 E H 3x6
3x5 % D W 1 W2 1 3x5
C J
W4
LC
W4
an A B
BI K L "' Pi
IC; o d4x5 =
S R Q P O N M 4x5 =
2x4 II 49 = 3x6 = 3x5 = 3x6 = 49 = 2x4 II
5-1-8 11-1-9 19-0-0 26-10-7 32-5-3 38-0-0
5-1.6 6-0-3 7-10-7 7-10-7 5-6-13 5-6-13
LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl L/d PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.62 Vert(LL) -0.10 M-N >999 240 MT20 2441190
TCDL 10.0 Lumber Increase 1.25 BC 0.60 Vert(TL) -0.21 N-P >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.83 Horz(TL) 0.04 K n/a n/a
BCDL 10.0 Code FBC2001/ANSI95 Matrix) Weight: 193lb
LUMBER
TOP CHORD 2 X 4 SYP No.2 BOT CHORD LOAD CASE(S)
BOT CHORD 2 X 4 SYP No.2 K-M =-429/2072 - Standard
WEBS 2 X 4 SYP No.3 WEBS
C-S =-237/213 C-R =-744l727
BRACING E-R =-422/267 F-R =-1683/522
TOP CHORD F-P =-141/682 G-P =-511/245
Sheathed or 4-0-11 oc puffins. G-N =-366/1058 H-N =-421/265
BOT CHORD J-N =-606/194 J-M = 0/205
Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS NOTES (7-9)
1 Row at midpt F-R 1) Unbalanced roof live loads have been considered
for this design.
REACTIONS (lb/size) 2) Wind: ASCE 7-98; 120mph (3-second gust);
B = 201/0-8-0 h=15ft; TCDL=5.Opsf; BCDL=5.Opsf; Category II; Exp
R = 1948/0-5-11 B; enclosed; MWFRS interior zone and C-C Interior(1)
K = 102310-8-0 zone; cantilever left and right exposed ; porch left
Max Horz exposed; Lumber DOL=1.33 plate grip DOL=1.33.
B =-97(load case 7) This truss is designed for C-C for members and forces
Max Uplift and for MWFRS for reactions specified.
B =-247(load case 6) 3) Provide adequate drainage to prevent water
R =-586(load case 4) ponding.
K =-272(load case 5) 4) This truss has been designed for a 10.0 psf bottom
Max Grav chord live load nonconcurrent with any other live
B = 289(load case 8) loads.
R = 1948(load case 1) 5) Provide mechanical connection (by others) of truss
K = 1023(load case 1) to bearing plate capable of withstanding 247 lb uplift
at joint B, 586 lb uplift at joint R and 272 lb uplift at
FORCES (lb) joint K.
Maximum Compression/Maximum Tension 6) "Fix heels only" Member end fixity model was used
TOP CHORD in the analysis and design of this truss.
A-B = 0/22 B-C =-131/397 7) NOTE: Refer to yellow bracing and/or T-1 sheet for
C-D =-400/912 D-E =-3831982 more information.
E-F =-282/923 F-G =-586/196 8) NOTE: The seal on this drawing indicates
G-H =-1663/541 H-1 =-1571/427 acceptance of professional engineering
I-J =-1625/415 J-K =-2249/544 responsibility solely for the truss component design
K-L = 0/22 shown.
BOT CHORD 9) NOTE: Trusses are designed for an Enclosed
B-S =-355/83 R-S =-355/83 building condition as per building designer,
Q-R = 0/361 P-Q = 0/361
O-P = 0/755 N-O = 0l755
assuming doors and windows are protected from
windbome debris impact as per Fla. Bldg. Code IQBAL H.A. GA P,E- t1 25389M-N =-429/2072 aayNA1606.1.4 8850r1ano, FL 8284ard
MAR 14 ?UU5
Job Truss Truss Type oty Ply METRO DEV/ Sanford Housing / Bc
53107 R06A ROOF TRUSS 1 1
53107
Job Reference (optional)
Trussway, Orlando, FI 6.100 a Sep 17 2004 MiTek Industries, Inc. Thu Oct 27 08:46:53 2005 Page 1
11-2-8 5-1-6 11-" 17-" 21 0-0 28-" 32-10-10 38-" 39-2-8
1-2-8 5-1-6 6-2-10 5-8-0 4-0-0 5-8-0 6-2-10 5-1-6 1-2-8
Scale = 1:67.9
4.00 F12 6x7 =
6x7 =
F G
2x4 II 2x4 II
3x6 % E H 3x6
3x5 % D
W 1 W2 1 3x5
C J
W4 W4
t2 A B K L ,n
1
o d
4x7 =
S R Q P O N M
4x7 =
2x4 11 4x9 = 3x6 = 3x5 = 3x6 = 4x9 = 2x4 11
5-1-6 11-1-9 19-0-0 26-10-7 3253 38-0-0
5-1-6 6-0-3 7-10-7 7-10-7 5-6-13 5-6-13
Plate Offsets X Y : B:0-2-2 0-0-2 K:0-2-2 0-0-2
LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.58 Vert(LL) 0.27 P >999 240 MT20 244/190
TCDL 10.0 Lumber Increase 1.25 BC 0.81 Vert(TL) -0.56 P-R >800 180
BCLL 0.0 Rep Stress Incr YES WB 0.41 Horz(TL) 0.16 K n/a n/a
BCDL 10.0 Code FBC2001/ANSI95 Matrix) Weight: 193 lb
LUMBER NOTES (7-9)
TOP CHORD 2 X 4 SYP No.2 1) Unbalanced roof live loads have been considered
BOT CHORD 2 X 4 SYP No.2 for this design.
WEBS 2 X 4 SYP No.3 2) Wind: ASCE 7-98; 120mph (3-second gust);
h=15ft; TCDL=S.Opsf; BCDL=S.Opsf; Category II; Exp
BRACING B; enclosed; MWFRS interior zone and C-C Interior(1)
TOP CHORD zone; cantilever left and right exposed ; Lumber
Sheathed or 2-11-10 oc puriins. DOL=1.33 plate grip DOL=1.33. This truss is
BOT CHORD designed for C-C for members and forces, and for
Rigid ceiling directly applied or 6-5-15 oc bracing. MWFRS for reactions specified.
3) Provide adequate drainage to prevent water
REACTIONS (lb/size) ponding.
B = 1586/0-8-0 4) This truss has been designed for a 10.0 psf bottom
K = 1586/0-8-0 chord live load nonconcurrent with any other live
Max Horz loads.
B =-97(load case 7) 5) Provide mechanical connection (by others) of truss
Max Uplift to bearing plate capable of withstanding 378 lb uplift
B =-378(load case 4) at joint B and 378 lb uplift at joint K.
K =-378(load case 5) 6) "Fix heels only" Member end fixity model was used
in the analysis and design of this truss.
FORCES (lb) 7) NOTE: Refer to yellow bracing and/or T-1 sheet for
Maximum Compression/Maximum Tension more information.
TOP CHORD 8) NOTE: The seal on this drawing indicates
A-B = 0/22 B-C =-3871/1083 acceptance of professional engineering
C-D =-3335/981 D-E _-3282/993 responsibility solely for the truss component design
E-F =-3375/1108 F-G =-2432/812 shown.
G-H =-3375/1108 H-1 =-3282/993 9) NOTE: Trusses are designed for an Enclosed
I-J =-3335/981 J-K =-387111083 building condition as per building designer,
K-L = 0/22 assuming doors and windows are protected from
BOT CHORD windbome debris impact as per Fla. Bldg. Code
B-S =-936/3596 R-S =-936/3596 1606.1.4
Q-R =-545/2402 P-Q =-545/2402
O-P =-54512402 N-O =-545/2402 LOAD CASE(S)
M-N =-936/3596 K-M =-936/3596 Standard
WEBS
C-S = 0/198
E-R =-424/266
C-R =-529/162
F-R =-350/1033
F-P =-68/244 G-P =-68/244 rc,,_ G-N =-350/1033 H-N =-424/266
J-N =-529/162 J-M = 0/198
IQBAL H.A. GAGAN P.E. # 25389
8850 Trussw y Boulevard
V110.1 f VI L. /LVL1
MAR
Job Truss Truss Type oty Ply 53107 / METRO DEV/ Sanford Housing / Bc
53107 R07 ROOF TRUSS 1 1
Job Reference (optional)
Trussway, Orlando, FI 6.100 a Sep 17 2004 MiTek Industries, Inc. Wed Oct 26 17:00:41 2005 Page 1
11-2-8 5-9-3 13-4-2
1 19-" 24-7-14 32-2-13 38-0-0 39-2-8
1-2-8 5-9-3 7-6-15 5-7-14 5-7-14 7-8-15 5-9-3 1-2-8
Scale = 1:66.6
6x6 =
4.00 F12
F
3x5 3x5
G
3x6
3x6
2x4 D iH2x4rZ
C
W W3 W W6 1
1
Ln A B J
LfK
I
6
47 =
P O N M L 4x7 =
3x5 = 3x10 M1120H = 49 = 3x10 M1120H = 3x5 =
9-1-14 19-" 28-10-2 38-"
9-1-14 9-10-2 9-10-2 9-1-14
Plate Offsets X Y : B:0-2-2 0-0-2 J:0-2-2 0-0-2
LOADING (psf) SPACING 2-" CSI DEFL in (loc) Vdefl Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.87 Vert(LL) 0.28 L-N >999 240 MT20 244/190
TCDL 10.0 Lumber Increase 1.25 BC 0.98 Vert(TL) -0.61 L-N >731 180 M1120H 187/143
BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(TL) 0.16 J n/a n/a
BCDL 10.0 Code FBC2001/ANS195 Matrix) Weight: 179lb
LUMBER NOTES (7-9)
TOP CHORD 2 X 4 SYP No.2 1) Unbalanced roof live loads have been considered
BOT CHORD 2 X 4 SYP No.1 *Except* for this design.
B3 2 X 4 SYP No.2 2) Wind: ASCE 7-98; 120mph (3-second gust);
WEBS 2 X 4 SYP No.3 h=15ft; TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp
B; enclosed; MWFRS interior zone and C-C Interior(1)
BRACING zone; cantilever left and right exposed ; Lumber
TOP CHORD DOL=1.33 plate grip DOL=1.33. This truss is
Sheathed or 2-4-4 oc puriins. designed for C-C for members and forces, and for
BOT CHORD MWFRS for reactions specified.
Rigid ceiling directly applied or 6-6-1 oc bracing. 3) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
REACTIONS (lb/size) loads.
B = 1586/0-8-0 4) All plates are MT20 plates unless otherwise
J = 1586/0-8-0 indicated.
Max Horz 5) Provide mechanical connection (by others) of truss
B =-106(load case 7) to bearing plate capable of withstanding 368 lb uplift
Max Uplift at joint B and 368 lb uplift at joint J.
B =-368(load case 4) 6) "Fix heels only" Member end fixity model was used
J =-368(load case 5) in the analysis and design of this truss.
7) NOTE: Refer to yellow bracing and/or T-1 sheet for
FORCES (lb) more information.
Maximum Compression/Maximum Tension 8) NOTE: The seal on this drawing indicates
TOP CHORD acceptance of professional engineering
A-B = 0/22 B-C =-3847/1126 responsibility solely for the truss component design
C-D =-3462/943 D-E =-3391/961 shown.
E-F =-2395/753 F-G =-23951753 9) NOTE: Trusses are designed for an Enclosed
G-H =-3391/961 H-1 =-3462/943 building condition as per building designer,
I-J =-3847/1126 J-K = 0/22 assuming doors and windows are protected from
BOT CHORD windbome debris impact as per Fla. Bldg. Code
B-P =-974/3591 O-P =-705/2854 1606.1.4
N-O =-705/2854 M-N =-705/2854
L-M =-705/2854 J-L =-974/3591 LOAD CASE(S)
WEBS Standard
C-P =-444/277 E-P =-34/610
E-N =-834/353 F-N =-344/1231
G-N =-834/353 G-L =-34/610
I-L =-444/277
IQBAL H.A. GAGAN „
8850 Trussvia boulevard
Orlando, FL. 32824
rM' 1 7r ZD05
53107 1 R20 I ROOF TRUSS
BC
e
1-2-8 4-2-5 7-0-0 10-" 14r -0 1 17-1-12 21 4 0 22-6-8
1-2-8 4-25 2-9-12 3-8-0 3-8-0 2-9-12 4-2-5 1-2-8
Scale = 1:39.8
4.00 12
5x5 =
2x3 II 5x5 =
D E F
4x8 = M L K J 4x8 =
3x4 = 3x10M1120H= 3x4 =
4x8 =
7-" 144-0 21-4-0
7-" 7-4-0 7-"
Plate Offsets (X,Y): [B:0-1-6,0-0-2] H:0-1-6,0-0-2]
LOADING (psf) SPACING 2-" CSI DEFL in loc) Udefl Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.55 Vert(LL) 0.19 K 999 240 MT20 244/190
TCDL 10.0 Lumber Increase 1.25 BC 0.91 Vert(TL) 0.39 K 635 180 M1120H 187/143
BCLL 0.0 Rep Stress Incr NO WB 0.23 Horz(TL) 0.12 H n/a n/a
BCDL 10.0 Code FBC2001/ANS195 Matrix) Weight: 99lb
LUMBER
TOP CHORD 2 X 4 SYP No.2
BOT CHORD 2 X 4 SYP No.2
WEBS 2 X 4 SYP No.3
BRACING
TOP CHORD
Sheathed or 2-7-5 oc pudins.
BOT CHORD
Rigid ceiling directly applied or 6-4-11 oc bracing
REACTIONS (lb/size)
B = 1753/0-M
H = 1753/0.M
Max Horz
B = 50(load case 6)
Max Uplift
B = 488(load case 3)
H = 488(load case 4)
FORCES (lb)
Maximum Compression/Maximum Tension
TOP CHORD
A-B 0/22 B-C 4253/1057
C-D 4149/1019 D-E 4408/1127
E-F 4408/1127 F-G 4149/1019
G-H 4253/1057 H-1 0/22
BOT CHORD
B-M 968/3944 L-M 901/3874
K-L 901/3874 J-K 874/3874
H-J 930/3944
WEBS
C-M 40/139 D-M 95/681
F-J 95/681 G-J 40/139
E-K 537/280 D-K 211f710
F-K 2111710
NOTES (11-13)
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-98; 120mph (3-second gust);
h=15ft; TCDL=5.Opsf; BCDL=S.Opsf; Category II; Exp
B; enclosed; MWFRS interior zone; cantilever left and
right exposed ; Lumber DOL=1.33 plate grip
DOL=1.33.
3) Provide adequate drainage to prevent water
ponding.
4) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
5) All plates are MT20 plates unless otherwise
indicated.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 488 lb uplift
at joint B and 488 lb uplift at joint H.
7) Girder carries hip end with 7-M end setback.
8) "Fix heels only" Member end fixity model was used
in the analysis and design of this truss.
9) Special hanger(s) or other connection device(s)
shall be provided sufficient to support concentrated
load(s) 5131b down and 1441b up at 14-4-0, and 5131b
down and 1441b up at 7-0-0 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).
11) NOTE: Refer to yellow bracing and/or T-1 sheet
for more information.
12) NOTE: The seal on this drawing indicates
acceptance of professional engineering
responsibility solely for the truss component
design shown.
13) NOTE: Trusses are designed for an Enclosed
building condition as per building designer,
assuming doors and windows are protected from
windbome debris impact as per Fla. Bldg. Code
1606.1.4
LOAD CASE(S)
Standard
1) Regular. Lumber Increase=1.25, Plate
Increase=1.25
U0
1
d
Standard
Uniform Loads (plf)
Vert: A-D=-60, D-F=-125(F=-65), F-I=-60, B-M=-20,
J-M=-42(F=-22), H-J=-20
Concentrated Loads (lb)
Vert: M=-513(F) J=-513(F)
L H.A. GAGAN P.E. ff 25389
nrinnel
350 Truss 6061evard
Job Truss Truss Type oty Ply 53107 / METRO DEV/ Sanford Housing / Bc
53107 R21 ROOF TRUSS 1 1
Job Reference (optional)
Trussway, Orlando, FI 6.100 a Sep 17 2004 MiTek Industries, Inc. Wed Oct 26 17:00:42 2005 Page 1
1-2-8 7-4-9 9-M 12-4-0 13-11-8 21-4-0 22-"
1-2-8 7-4-9 1-7-8 3-4-0 1-7-8 74-9 1-2-8
Scale = 1:39.8
5x5 =
5x5 =
4.00 12 2x3 - D E 2x3 i
C F
6
CA
1 W
B G
HdA to
45 = J I 4x5 =
4x6 =
5x10 =
9 0 0 12-4-0 21-4-0
9-0-0 3-4-0 9-0-0
LOADING (psf) SPACING 2-M CSI DEFL in (loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.50 Vert(LL) -0.20 B-J >999 240 MT20 244/190
TCDL 10.0 Lumber Increase 1.25 BC 1.00 Vert(TL) -0.44 B-J >564 180
BCLL 0.0 Rep Stress Incr YES WB 0.15 Horz(TL) 0.05 G n/a n/a
BCDL 10.0 Code FBC2001/ANS195 Matrix) Weight: 90lb
LUMBER 2) Wind: ASCE 7-98; 110mph (3-second gust);
TOP CHORD 2 X 4 SYP No.2 h=33ft; TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp
BOT CHORD 2 X 4 SYP No.2 B; enclosed; MWFRS interior zone and C-C Interior(1)
WEBS 2 X 4 SYP No.3 zone; cantilever left and right exposed ; Lumber
DOL=1.33 plate grip DOL=1.33. This truss is
BRACING designed for C-C for members and forces, and for
TOP CHORD MWFRS for reactions specified.
Sheathed or 4-1-0 oc pudins. 3) Provide adequate drainage to prevent water
BOT CHORD ponding.
Rigid ceiling directly applied or 10-0-0 oc bracing. 4) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
REACTIONS (lb/size) loads.
B = 919/0-8-0 5) Provide mechanical connection (by others) of truss
G = 919/0-8-0 to bearing plate capable of withstanding 184 lb uplift
Max Horz at joint B and 184 lb uplift at joint G.
B =-51(load case 7) 6) "Fix heels only" Member end fixity model was used
Max Uplift in the analysis and design of this truss.
B = 184(load case 4) 7) NOTE: Refer to yellow bracing and/or T-1 sheet for
G = 184(load case 5) more information.
8) NOTE: The seal on this drawing indicates
FORCES (lb) acceptance of professional engineering
Maximum Compression/Maximum Tension responsibility solely for the truss component design
TOP CHORD shown.
A-B = 0/22 B-C =-1752/395 9) NOTE: Trusses are designed for an Enclosed
C-D =-1349/289 D-E =-1437/300 bilding condition as per building designer,
E-F =-1349/289 F-G =-1752/395 assuming doors and windows are protected from
G-H = 0/22 windbome debris impact as per Fla. Bldg. Code
BOT CHORD 1606.1.4
B-J =-281/1594 I-J =-281/1594 10) NOTE: Trusses are designed for an Enclosed
G-1 =-281/1594 building condition as per building designer,
WEBS assuming doors and windows are protected from
C-J =-464/191 F-J = 464/191 windbome debris impact as per Fla. Bldg. Code
D-J =-64/443 E-J =-64/443 1606.1.4
NOTES (7-10) LOAD CASE(S)
1) Unbalanced roof live loads have been considered for Standard
this design.
1
IO3AL H.A. GAGAN P.E. # 253898850Tru-swat boulevardOrlando, A. 32824
M 1, 14. Zuos
Job Truss Truss Type Qty Ply METRO DEV/ Sanford Housing / Bc
53107 R22 ROOF TRUSS 1 1
53107
Job Reference (optional)
Trussway, Orlando, FI 6.100 a Sep 17 2004 MiTek Industries, Inc. Wed Oct 26 17:00:43 2005 Page 1
1-2-8 , 7-4-14 10-" 13-11-2 21-4-0 22-M
1-2-8 7.4-14 3-3-2 332 7-4-14 1-2-8
Scale = 1:39.0
5x5 =
D
4.00 12
2x3 N 2x3
C E
1 W
B LrLO
G
0
4x5 = I H 4x5 =
4x8 = 3x6 =
10-8-0 21-4-0
10-" 10-0-0
LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) Udell L/d PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.51 Vert(LL) -0.20 F-I >999 240 MT20 2441190
TCDL 10.0 Lumber Increase 1.25 BC 0.82 Vert(TL) -0.44 F-I >567 180
BCLL 0.0 Rep Stress Incr YES WB 0.24 Horz(TL) 0.05 F n/a n/a
BCDL 10.0 Code FBC2001/ANSI95 Matrix) Weight: 86lb
LUMBER 2) Wind: ASCE 7-98; 120mph (3-second gust);
TOP CHORD 2 X 4 SYP No.2 h=15ft; TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp
BOT CHORD 2 X 4 SYP No.2 'Except' B; enclosed; MWFRS interior zone and C-C Interior(1)
B1 2 X 4 SYP No.1 zone; cantilever left and right exposed ; Lumber
WEBS 2 X 4 SYP No.3 DOL=1.33 plate grip DOL=1.33. This truss is
designed for C-C for members and forces, and for
BRACING MWFRS for reactions specified.
TOP CHORD 3) This truss has been designed for a 10.0 psf bottom
Sheathed or 4-0-12 oc purlins. chord live load nonconcurrent with any other live
BOT CHORD loads.
Rigid ceiling directly applied or 10-0-0 oc bracing. 4) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 240 lb uplift
REACTIONS (lb/size) at joint B and 240 lb uplift at joint F.
B = 919/0-8-0 5) 'Fix heels only" Member end fixity model was used
F = 919/0-8-0 in the analysis and design of this truss.
Max Horz 6) NOTE: Refer to yellow bracing and/or T-1 sheet for
B =-67(load case 7) more information.
Max Uplift 7) NOTE: The seal on this drawing indicates
B =-240(load case 4) acceptance of professional engineering
F =-240(load case 5) responsibility solely for the truss component design
shown.
FORCES (lb) 8) NOTE: Trusses are designed for an Enclosed
Maximum Compression/Maximum Tension . building condition as per building designer,
TOP CHORD assuming doors and windows are protected from
A-B = 0/22 B-C =-1745/498 windborne debris impact as per Fla. Bldg. Code
C-D =-1361/369 D-E =-1361/369 1606.1.4
E-F =-1746/498 F-G = 0/22
BOT CHORD LOAD CASE(S)
B-1 =-366/1587 H-1 =-366/1588 Standard
F-H =-366/1588
WEBS
C-1 =-437/240 E-1 =-439/239
D-1 =-172/752
NOTES (6-8)
1) Unbalanced roof live loads have been considered for
this design.
IQSAL H.A. GAGAN P.E. # 253898850Truscxvabou?avard
Job Truss Truss Type oty Ply 53107 / METRO DEW Sanford Housing / Bc
53107 R23 ROOF TRUSS 1 1
Job Reference (optional)
Trussway, Orlando, FI 6.100 s Sep 17 2004 MiTek Industries, Inc. Wed Oct 26 17:00:43 2005 Page 1
1-2-8 7-4-14 10-8-0 13-11-2 21-4-0
1-2-8 7-4-14 33-2 33-2 7-4-14
Scale = 1:38.0
5x5 =
D
4.00 12
2x3 2x3 i
C E
Cn
IV
1 W
Ln B F
4x5 = H G 4x5 =
4x8 = 3x6 =
10-" 21-4-0
10-" 10-"
LOADING (psf) SPACING 2-" CSI DEFL in (loc) Vdefl Ud PLATES' GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.55 Vert(LL) -0.20 F-H >999 240 MT20 244/190
TCDL 10.0 Lumber Increase 1.25 BC 0.82 Vert(TL) -0.45 F-H >554 180
BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(TL) 0.05 F n/a n/a
BCDL 10.0 Code FBC2001/ANSI95 Matrix) Weight: 84 lb
LUMBER 2) Wind: ASCE 7-98; 120mph (3-second gust);
TOP CHORD 2 X 4 SYP No.2 h=15ft; TCDL=5.Opsf; BCDL=5.Opsf; Category II; Exp
BOT CHORD 2 X 4 SYP No.2 'Except' B; enclosed; MWFRS interior zone and C-C Interior(1)
B1 2 X 4 SYP No.1 zone; cantilever left and right exposed ; Lumber
WEBS 2 X 4 SYP No.3 DOL=1.33 plate grip DOL=1.33. This truss is
designed for C-C for members and forces, and for
BRACING MWFRS for reactions specified.
TOP CHORD 3) This truss has been designed for a 10.0 psf bottom
Sheathed or 3-11-11 oc purlins. chord live load nonconcurrent with any other live
BOT CHORD loads.
Rigid ceiling directly applied or 9-2-7 oc bracing. 4) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 159 lb uplift
REACTIONS (lb/size) at joint F and 240 lb uplift at joint B.
F = 823/0-8-0 5) "Fix heels only" Member end fixity model was used
B = 923/0-8-0 in the analysis and design of this truss.
Max Horz 6) NOTE: Refer to yellow bracing and/or T-1 sheet for
B = 73(load case 6) more Information.
Max Uplift 7) NOTE: The seal on this drawing indicates
F =-159(load case 5) acceptance of professional engineering
B =-240(load case 4) responsibility solely for the truss component design
shown.
FORCES (lb) 8) NOTE: Trusses are designed for an Enclosed
Maximum Compression/Maximum Tension building condition as per building designer,
TOP CHORD assuming doors and windows are protected from
A-B = 0/22 B-C =-1757/516 windbome debris impact as per Fla. Bldg. Code
C-D =-1373/389 D-E =-1375/391 1606.1.4
E-F =-1754/531
BOT CHORD LOAD CASE(S)
B-H =-419/1598 G-H =-437/1611 Standard
F-G =-437/1611
WEBS
C-H =-437/238 E-H =-452/260
D-H =-190/764
NOTES (6-8)
1) Unbalanced roof live loads have been considered for
this design.
103Al H.A. GAGA 253 9
C350 Trusow- boulevard
Osiando,
y.
32824
Ma I 1 -41 .Zino
Job truss Truss Type oty Pry 53107 / METRO DEV/ Sanford Housing / Bc
53107 R30 IROOFTRUSS 1 1
Job Reference (optional)
Trussway, Orlando, FI 6 100 a Sep 17 2004 MiTek Industries, Inc. Wed Oct 26 17:00.44 2005 Page 1
1-2-81 4-6-5 10-8-0 1
15-041 1 18
0-0 1 24-4-0 1-
2-8 4-0-5 6-1-11 4-" 3-0-0 6-4-0 Scale =
1:44.9 5x5 =
4.
00 12 D C
6
3x6 =
J I H 3x6 = 3x4 =
3x5 = 4x8 = 7-
0-1 15-0-0 18-M 21 A-12 24-" 7-
0-1 7-11-15 3-" 3-4-12 2-11-4 LOADING (
psf) SPACING 2-" TCLL
20.0 Plates Increase 1.25 TCDL
10.0 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.2 BOT
CHORD 2 X 4 SYP No.2 WEBS
2 X 4 SYP No.3 BRACING
TOP
CHORD Sheathed
or 3-4-6 oc purlins. BOT
CHORD Rigid
ceiling directly applied or 7-10-7 oc bracing. REACTIONS (
lb/size) G =
951/Mechanical B =
1050/0-8-0 Max
Horz B =
73(load case 6) Max
Uplift G =-
192(load case 5) B =-
253(load case 4) FORCES (
lb) Maximum
Compression/Maximum Tension TOP
CHORD A-
B = 0/22 B-C =-2380/711 C-
D =-2036/559 D-E =-2800/853 E-
F =-25521746 F-G =-2157/655 BOT
CHORD B-
J =-631/2208 1-1 =-372/1531 H-
1 =-372/1531 G-H =-559/1990 WEBS
C-
J =-4141254 D-J =-501500 D-
H =-395/1402 E-H =-1095/396 F-
H =-1181703 NOTES (
8-10) 1)
Unbalanced roof live loads have been considered for this
design. CSI
DEFL in (loc) Udefl Ud TC
0.66 Vert(LL) -0.17 G-H >999 240 BC
0.77 Vert(TL) -0.41 G-H >705 180 WB
0.45 Horz(TL) 0.06 G n/a n/a Matrix)
2)
Wind: ASCE 7-98; 120mph (3-second gust); h=
15ft; TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp B;
enclosed; MWFRS interior zone and C-C Interior(1) zone;
cantilever left and right exposed ; Lumber DOL=
1.33 plate grip DOL=1.33. This truss is designed
for C-C for members and forces, and for MWFRS
for reactions specified. 3)
Provide adequate drainage to prevent water ponding.
4)
This truss has been designed for a 10.0 psf bottom chord
live load nonconcurrent with any other live loads.
5)
Refer to girder(s) for truss to truss connections. 6)
Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 192 lb uplift at
joint G and 253 lb uplift at joint B. 7) "
Fix heels only" Member end fixity model was used in
the analysis and design of this truss. 8)
NOTE: Refer to yellow bracing and/or T-1 sheet for more
information. 9)
NOTE: The seal on this drawing indicates acceptance
of professional engineering responsibility
solely for the truss component design shown.
10)
NOTE: Trusses are designed for an Enclosed building
condition as per building designer, assuming
doors and windows are protected from windbome
debris impact as per Fla. Bldg. Code 1606.
1.4 LOAD
CASE(S) Standard
PLATES
GRIP MT20
244/190 Weight:
104 lb fQBAL
H.A. GAGA 20E0
Trucswa oulavard ) Orlando, J/. 32824 LO
I
0
Job Truss Truss Type oty Ply 53107 / METRO DEW Sanford Housing / Bc
53107 R31 ROOF TRUSS 1 1
Job Reference (optional)
Trussway, Orlando, FI 6.100 a Sep 17 2004 MiTek Industries, Inc. Wed Oct 26 17-00:44 2005 Page 1
1-1-2-8 t 5-11-0 10-8-0 13-0-0 , 16-0-0 18-6-13 24-4-0
1-2-8 5-11-0 4-9-0 2-" 3-0-0 2-6-13 5-9-4
Scale = 1:44.9
5x5 =
4.00 12 D 5x5 = 5x5 =
E F
2x3 TA 2x3
C W 3 G
1 W8/
1
LO B H
U.)
A
I
o c
3x6 = L K J I 3x6 =
3x4 3x5 = 4x8 = 3x4 =
6-10-12 13-0-0 16-" 24-4-0
6-10-12 6-1-4 3-0-0 8-"
LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.39 Vert(LL) 0.13 J-L >999 240 MT20 244/190
TCDL 10.0 Lumber Increase 1.25 BC 0.62 Vert(TL) -0.29 H-I >998 180
BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(TL) 0.07 H n/a n/a
BCDL 10.0 Code FBC2001/ANSI95 Matrix) Weight: 110lb
LUMBER 2) Wind: ASCE 7-98: 120mph (3-second gust);
TOP CHORD 2 X 4 SYP No.2 h=15ft; TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp
BOT CHORD 2 X 4 SYP No.2 B; enclosed; MWFRS interior zone and C-C Interior(1)
WEBS 2 X 4 SYP No.3 zone; cantilever left and right exposed ; Lumber
DOL=1.33 plate grip DOL=1.33. This truss is
BRACING designed for C-C for members and forces, and for
TOP CHORD MWFRS for reactions specified.
Sheathed or 3-9-5 oc purlins. 3) Provide adequate drainage to prevent water
BOT CHORD ponding.
Rigid ceiling directly applied or 7-10-7 oc bracing. 4) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
REACTIONS (lb/size) loads.
H = 951/Mechanical 5) Refer to girder(s) for truss to truss connections.
B = 105010-8-0 6) Provide mechanical connection (by others) of truss
Max Horz to bearing plate capable of withstanding 192 lb uplift
B = 73(load case 6) at joint H and 252 lb uplift at joint B.
Max Uplift 7) "Fix heels only" Member end fixity model was used
H =-192(load case 5) in the analysis and design of this truss.
B =-252(load case 4) 8) NOTE: Refer to yellow bracing and/or T-1 sheet for
more information.
FORCES (lb) 9) NOTE: The seal on this drawing indicates
Maximum Compression/Maximum Tension acceptance of professional engineering
TOP CHORD responsibility solely for the truss component design
A-B = 0/22 B-C =-2273/645 shown.
C-D =-2116/630 D-E =-2175/709 10) NOTE: Trusses are designed for an Enclosed
E-F =-2004/637 F-G =-2008/609 building condition as per building designer,
G-H =-22921711 assuming doors and windows are protected from
BOT CHORD windbome debris impact as per Fla. Bldg. Code
B-L =-554/2091 K-L =-374/1533 1606.1.4
J-K =-374/1533 1-1 =-46211848
H-1 =-621/2131 LOAD CASE(S)
WEBS Standard
C-L =-302/185 D-L =-128/600
D-J =-279/905 E-J =-840/317
F-I = -60/352 G-1 =-336/194
F-J =-76/225
NOTES (8
1) Unbalancedd roof live loads have been considered for
this design.
fQBAL H.A. CAGAN P.E. f; 26389f3a0TfJSSV.IV boudavardOrlando, F'L. 32824
Job Truss Truss Type oty Ply 53107 / METRO DEV/ Sanford Housing / Bc
53107 R32 ROOF TRUSS 1 1
Job Reference (optional)
Trussway, Orlando, FI 6.100 a Sep 17 2004 MiTek Industries, Inc. Wed Oct 26 17:00:45 2005 Page 1
1-2-8 , 6-93 10-8-0 11-Q-O 14-0-0 18-0-9 19-2-0 24-4-0
1-2-8 6-9-3 3-10-13 0-4-0 3-0-0 4-0-9 1-1-7 5-2-0
Scale = 1:44.9
5x8 =
10-8-0 5x5 =
4.00 12
Tl
D
E
2x3 -ZZ,
C
2x3
F
W W13 1
12
B G
Ln
A
Ln
i7
o d
4x6 = J I H 4x5 =
3x4 = 3x5 = 4x8 =
10-0-0 11-0-9 14-8-13 18-0-9 19-2-024-" 10-
0-0 1-0-0 3-8-13 33-12 1-1-7 5-2-0 Plate
Offsets X Y : E:0-2-8 0-2-11 G:0-2-14 0-0-2 LOADING (
psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL
20.0 Plates Increase 1.25 TC 0.47 Vert(LL) -0.22 B-J >999 240 MT20 244/190 TCDL
10.0 Lumber Increase 1.25 BC 0.73 Vert(TL) -0.49 B-J >584 180 BCLL
0.0 Rep Stress Incr YES WB 0.15 Horz(TL) 0.07 G n/a n/a BCDL
10.0 Code FBC2001/ANSI95 Matrix) Weight: 105lb LUMBER
2) Wind: ASCE 7-98; 120mph (3-second gust); TOP
CHORD 2 X 4 SYP No.2 h=15ft; TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp BOT
CHORD 2 X 4 SYP No.2 B; enclosed; MWFRS interior zone and C-C Interior(1) WEBS
2 X 4 SYP No.3 zone; cantilever left and right exposed ; Lumber DOL=
1.33 plate grip DOL=1.33. This truss is BRACING
designed for C-C for members and forces, and for TOP
CHORD MWFRS for reactions specified. Sheathed
or 3-8-4 oc purlins. 3) Provide adequate drainage to prevent water BOT
CHORD ponding. Rigid
ceiling directly applied or 7-9-15 oc bracing. 4) This truss has been designed for a 10.0 psf bottom chord
live load nonconcurrent with any other live REACTIONS (
lb/size) loads. G =
951/Mechanical 5) Refer to girder(s) for truss to truss connections. B =
1050/0-8-0 6) Provide mechanical connection (by others) of truss Max
Horz to bearing plate capable of withstanding 191 lb uplift B =
73(load case 6) at joint G and 253 lb uplift at joint B. Max
Uplift 7) 'Fix heels only' Member end fixity model was used G =
191(load case 5) in the analysis and design of this truss. B =-
253(load case 4) 8) NOTE: Refer to yellow bracing and/or T-1 sheet for more
information. FORCES (
lb) 9) NOTE: The seal on this drawing indicates Maximum
Compression/Maximum Tension acceptance of professional engineering TOP
CHORD responsibility solely for the truss component design A-
B = 0/22 B-C =-2151/662 shown. C-
D =-1809/537 D-E =-1634/538 10) NOTE: Trusses are designed for an Enclosed E-
F =-1833/553 F-G =-2240r713 building condition as per building designer, BOT
CHORD assuming doors and windows are protected from B-
J =-560/1988 1-1 =-365/1580 windbome debris impact as per Fla. Bldg. Code H-
1 =-365/1580 G-H = -619/2083 1606.1.4 WEBS
F-
H =-462/260 D-J =-47/385 LOAD CASE(S) E-
H =-48/350 C-J =-396/219 Standard D-
H =-86/192 NOTES (
8-10) 1)
Unbalanced roof live loads have been considered for this
design. IawBAL
H.A. GAGA +r C
5 I TrussL ayy 0 evard Orlando, F2824 L. 3 4'
Zces
Job Truss — Truss Type oty Ply 53107 / METRO DEV/ Sanford Housing / Bc
53107 R33 ROOF TRUSS 1 1
Job Reference (optional)
Trussway, Orlando, FI 6.100 a Sep 17 2004 MiTek Industries, Inc. Wed Oct 26 17:00:45 2005 Paqe 1
1-2-8 6-9-0 12-2-0 17-8-0 24-4-0
1-2.8 6-9-0 5-5-0 5-6-0 6-8-0
A nn FT
5x5 =
A
Scale = 1:45.4I
3x6 = J I H G
3x4 = 3x5 = 4x9 = 2x4 II
7-7-6 17-M 24-4-0
7-7-6 10-0-10 6-8-0
LOADING (psf) SPACING 2-M CSI DEFL in loc) Udefl L/d PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.83 Vert(LL) 0.24 H-J 999 240 MT20 244/190
TCDL 10.0 Lumber Increase 1.25 BC 0.85 Vert(TL) 0.53 H-J 539 180
BCLL 0.0 Rep Stress Incr YES WB 0.68 Horz(TL) 0.04 G n/a n/a
BCDL 10.0 Code FBC2001/ANSI95 Matrix) Weight: 113lb
LUMBER
TOP CHORD 2 X 4 SYP No.2 'Except*
T3 2 X 4 SYP No.1
BOT CHORD 2 X 4 SYP No.2
WEBS 2 X 4 SYP No.3
BRACING
TOP CHORD
Sheathed or 3-1-15 oc purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 7-11-0 oc bracing.
REACTIONS (lb/size)
G = 951/Mechanical
B = 1050/0-8-0
Max Horz
B = 134(load case 6)
Max Uplift
G = 189(load case 5)
B = 257(load case 4)
FORCES (lb)
Maximum Compression/Maximum Tension
TOP CHORD
A-B 0/22 B-C 2254/611
C-D 2107/613 D-E 2231/661
E-F 2010/555 F-G 906/318
BOT CHORD
B-J 613/2069 1-1 406/1356
H-1 406/1356 G-H 0/0
WEBS
C-J 3531222 D-J 165/794
D-H 217/901 E-H 1055/421
F-H 588/2132
NOTES (8-10)
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-98; 120mph (3-second gust);
h=15ft; TCDL=S.Opsf; BCDL=S.Opsf; Category II; Exp
B; enclosed; MWFRS interior zone and C-C Interior(1)
zone; cantilever left and right exposed ; Lumber
DOL=1.33 plate grip DOL=1.33. This truss is
designed for C-C for members and forces, and for
MWFRS for reactions specified.
3) Provide adequate drainage to prevent water
ponding.
4) This truss has been designed for a 10.0 psf bottom
chord live load nonooncurrent with any other live
loads.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 189 lb uplift
at joint G and 257 lb uplift at joint B.
7) "Fix heels only" Member end fixity model was used
in the analysis and design of this truss.
8) NOTE: Refer to yellow bracing and/or T-1 sheet for
more information.
9) NOTE: The seal on this drawing indicates
acceptance of professional engineering
responsibility solely for the truss component design
shown.
10) NOTE: Trusses are designed for an Enclosed
building condition as per building designer,
assuming doors and windows are protected from
windbome debris impact as per Fla. Bldg. Code
1606.1.4
LOAD CASE(S)
Standard
0
N
GAfVj P.E, # 25
Job Truss Truss Type Qty Ply 53107 / METRO DEV/ Sanford Housing / Bc
53107 R40 ROOF TRUSS 1 1
Job Reference (optional)
Trussway, Orlando, FI 6.100 a Sep 17 2004 MiTek Industries. Inc. Wed Oct 26 17:00:45 2005 Paoe 1
1-2-8 3-0-0 4-0-0 7-0-0 8-2-8
1-2-8 3-0-0 1-0-0 3-0-0 1-2$
Scale = 1:15.8
4.00 F12
3x3 =
3x3 =
C D
1 0
4x4 = 4x4 =
3-0-0 4-0-0 7-"
3-0-0 1-0-0 3-0-0
Plate Offsets X B:0-3-6 0-0-2 E:0-3-6 0-0-2
LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.25 Vert(LL) -0.03 B-E >999 240 MT20 244/190
TCDL 10.0 Lumber Increase 1.25 BC 0.35 Vert(TQ -0.09 B-E >867 180
BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 E n/a n/a
BCDL 10.0 Code FBC2001/ANS195 Matrix) Weight: 25lb
LUMBER
TOP CHORD 2 X 4 SYP No.2
BOT CHORD 2 X 4 SYP No.2
BRACING
TOP CHORD
Sheathed or 6-0-0 oc purlins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size)
B = 409/0-8-0
E = 409/0-8-0
Max Horz
B =-31(load case 6)
Max Uplift
B =-154(load case 3)
E _-154(load case 4)
FORCES (lb)
Maximum Compression/Maximum Tension
TOP CHORD
A-B = 0/22 B-C =-425/96
C-D =-387/98 D-E =-425/96
E-F = 0/22
BOT CHORD
B-G =-60/387 G-H = -60/387
E-H =-60/387
NOTES (10-12)
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-98; 120mph (3-second gust); h=15ft;
TCDL=5.Opsf; BCDL=5.Opsf; Category II; Exp B;
enclosed; MWFRS interior zone; cantilever left and right
exposed ; Lumber DOL=1.33 plate grip DOL=1.33.
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrenl with any other live loads.
5) Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 154 lb uplift at
joint B and 154 lb uplift at joint E.
6) Girder carries hip end with 3-0-0 end setback.
7) "Fix heels only" Member end fixity model was used
in the analysis and design of this truss.
8) Special hanger(s) or other connection device(s)
shall be provided sufficient to support concentrated
load(s) 601b down and 171b up at 4-", and 601b
down and 171b up at 3-0-0 on bottom chord. The
design/selection of such special connection device(s)
is the responsibility of others.
9) In the LOAD CASE(S) section, loads applied to the
face of the truss are noted as front (F) or back (B).
10) NOTE: Refer to yellow bracing and/or T-1 sheet
for more information.
11) NOTE: The seal on this drawing indicates
acceptance of professional engineering
responsibility solely for the truss component
design shown.
12) NOTE: Trusses are designed for an Enclosed
building condition as per building designer,
assuming doors and windows are protected from
windbome debris impact as per Fla. Bldg. Code
1606.1.4
LOAD CASE(S)
Standard
1) Regular: Lumber Increase=1.25, Plate
Increase=1.25
Uniform Loads (plf)
Vert: A-C=-60, C-D=$5(F=-5), D-F=$0, B-G=-20,
G-H=-22(F=-2), E-H=-20
Concentrated Loads (lb)
Vert: G=-60(F) H=-60(F)
IQB AL H.A. GAGAN to E, 253898260Trusa1,va1 boulevardOslando, d. 32824
MAC) ; _11r:
Job Truss Truss Type Oty Ply 53107 / METRO DEV/ Sanford Housing / Bc
53107 R41 ROOF TRUSS 1 1
Job Reference (optional)
Trussway, Orlando, FI 6.100 a Sep 17 2004 MiTek Industries, Inc. Wed Oct 26 17:00:46 2005 Page 1
1-2-8 3-6-0 7-0-0 8-2-8
1-2-8 3- 3-6-0 1-2-8
Scale = 1:15.5
3x3 =
C
4.00 F12
1 T2 D
B
B1
E
3x3 = 3x3 =
3-6-0 7-"
3-6-0 3-6-0
Plate Offsets X Y : C:0-1-8 Ed e
LOADING (pso SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.20 Vert(LL) -0.08 B-D >900 240 MT20 244/190
TCDL 10.0 Lumber Increase 1.25 BC 0.38 Vert(TL) -0.17 B-D >450 180
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 D n/a n/a
BCDL 10.0 Code FBC2001/ANS195 Matrix) Weight: 25 lb
LUMBER 5) "Fix heels only" Member end fixity model was used
TOP CHORD 2 X 4 SYP No.2 in the analysis and design of this truss.
BOT CHORD 2 X 4 SYP No.2 6) NOTE: Refer to yellow bracing and/or T-1 sheet for
more information.
BRACING 7) NOTE: The seal on this drawing indicates
TOP CHORD acceptance of professional engineering
Sheathed or 6-0-0 oc purlins. responsibility solely for the truss component design
BOT CHORD shown.
Rigid ceiling directly applied or 10-" oc bracing. 8) NOTE: Trusses are designed for an Endosed
building condition as per building designer,
REACTIONS (lb/size) assuming doors and windows are protected from
B = 346/0-8-0 windbome debris impact as per Fla. Bldg. Code
D = 346/0-8-0 1606.1.4
Max Horz
B =-33(load case 7) LOAD CASE(S)
Max Uplift Standard
B =-134(load case 4)
D =-134(load case 5)
FORCES (lb)
Maximum Compression/Maximum Tension
TOP CHORD
A-B = 0/22 B-C =-247/82
C-D =-247/82 D-E = 0/22
BOT CHORD
B-D =-44/192
NOTES (6-8)
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-98; 120mph (3-second gust); h=15ft;
TCDL=S.Opsf; BCDL=5.Opsf; Category ll; Exp B;
enclosed; MWFRS interior zone and C-C Interior(1)
zone; cantilever left and right exposed ; Lumber
DOL=1.33 plate grip DOL=1.33. This truss is designed
for C-C for members and forces, and for MWFRS for
reactions specified.
3) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
4) Provide mechanical connection (by others) of truss to IQJAL H.A. GAGAN P.E. # 25389
bearing plate capable of withstanding 134 lb uplift at 6850 Trussuvayy 6061evard
Orlando, joint B and 134 lb uplift at joint D. PL. 32824
rr.'n 3 11A 3
Housing / Bc
53107 IRG1 ROOF TRUSS 1 I 1 Sanford Housing Project
Job Reference (optional)
Trussway, Orlando, FI 6.100 s Sep 17 2004 MTek Industries, Inc. We
3-M 7-"
3-6-0 3-6-0
45 =
3-M
LOADING (psf) SPACING 2-M
TCLL 20.0 Plates Increase 1.25
TCDL 10.0 Lumber Increase 1.25
BCLL 0.0 Rep Stress Incr NO
BCDL 10.0 Code FBC2001/ANS195
LUMBER
TOP CHORD 2 X 4 SYP No.2
BOT CHORD 2 X 6 SYP No.2
WEBS 2 X 4 SYP No.3
BRACING
TOP CHORD
Sheathed or 3-9-12 oc puffins.
BOT CHORD
Rigid ceiling directly applied or 10-M oc bracing.
REACTIONS (lb/size)
A = 1503/0-8-0
D = 1503/Mechanical
Max Horz
A = 85(load case 3)
Max Uplift
A =-327(load case 3)
D =-356(load case 3)
FORCES (lb)
Maximum Compression/Maximum Tension
TOP CHORD
A-B =-2536/535 B-C = -26/25
BOT CHORD
A-E _-566/2369 D-E _-566/2369
WEBS
C-D =-100/47 B-E _-270/1421
B-D =-24961596
NOTES (8-10)
1) Wind: ASCE 7-98; 120mph (3-second gust); h=15ft;
TCDL=S.Opsf; BCDL=S.Opsf; Category II; Exp B;
enclosed; MWFRS interior zone; cantilever left and right
exposed ; Lumber DOL=1.33 plate grip DOL=1.33.
2) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
3) Refer to girder(s) for truss to truss connections.
4) Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 327 lb uplift at
joint A and 356 lb uplift at joint D.
5) Girder carries tie-in span(s): 21-4-0 from 0-0-0 to
7-0-0
3-6-0
CSI DEFL in (loc) Vdefl
TC 0.22 Vert(LL) 0.03 D-E >999
BC 0.80 Vert(TL) -0.07 D-E >999
WB 0.62 Horz(TL) 0.01 D n/a
Matrix)
6) "Fix heels only' Member end fixity model was used
in the analysis and design of this truss.
7) In the LOAD CASE(S) section, loads applied to the
face of the truss are noted as front (F) or back (B).
8) NOTE: Refer to yellow bracing and/or T-1 sheet for
more information.
9) NOTE: The seal on this drawing indicates
acceptance of professional engineering
responsibility solely for the truss component design
shown.
10) NOTE: Trusses are designed for an Enclosed
building condition as per building designer,
assuming doors and windows are protected from
windbome debris impact as per Fla. Bldg. Code
1606.1.4
LOAD CASE(S)
Standard
1) Regular: Lumber Increase=1.25, Plate
Increase=1.25
Uniform Loads (plf)
Vert: A-C=-60, A-D=-401(F=-381)
2x3 II
C
4x5 =
Scale = 1:14.9
Ud PLATES GRIP
240 MT20 244/190
180
n/a
Weight: 36 lb
0 Y.".."OvIall C'oulevard
plian jo, FL. 32824
53107 / METRO DEV/ Sanford Housino / BcJob
53107 RG2
2-10-8
2-10-8
4.00 12
ROOF TRUSS I1 1
Job ReferE
6.100 a Sep 17 2004 MiT
6-4-0
5x5 =
B
EEC+:
Inc. Wed Oct 26 17:00:47 2005 Paoe 1 1
Scale = 1:10.81
C2x3 II
4x5 = 4x5 =
2-10-8 6-4-0
2-10-8 3-5-8
LOADING (psf) SPACING 2-0-0 CSI DEFL in loc) Vdefl Ud
TCLL 20.0 Plates Increase 1.25 TC 0.18 Vert(LL) 0.04 D E 999 240
TCDL 10.0 Lumber Increase 1.25 BC 0.97 Vert(TL) 0.08 D-E 906 180
BCLL 0.0 Rep Stress Incr NO WB 0.63 Horz(TL) 0.01 D n/a n/a
BCDL 10.0 Code FBC2001/ANSI95 Matrix)
LUMBER
TOP CHORD 2 X 4 SYP No.2
BOT CHORD 2 X 6 SYP No.2
WEBS 2 X 4 SYP No.3
BRACING
TOP CHORD
Sheathed or 3-7-13 oc pudins, except end verticals.
BOTCHORD
Rigid ceiling directly applied or 10-M oc bracing.
REACTIONS (lb/size)
A = 1538/0-8-0
D = 1534/0-4-0
Max Horz
A = 35(load case 5)
Max Uplift
A = 349(load case 3)
D = 353(load case 3)
FORCES (Ib)
Maximum Compression/Maximum Tension
TOP CHORD
A-B =-2850/621 B-C = 0/0
C-D =-105/49
BOT CHORD
A-E _-599/2663 D-E _-555/2432
WEBS
B-E _-286/1462 B-D =-2522/575
NOTES (10-12)
1) Wind: ASCE 7-98; 120mph (3-second gust); h=15ft;
TCDL=S.Opsf; BCDL=S.Opsf; Category II; Exp B;
enclosed; MWFRS interior zone; cantilever left and right
exposed ; Lumber DOL=1.33 plate grip DOL=1.33.
2) Provide adequate drainage to prevent water ponding.
3) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
4) Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 349 lb uplift at
joint A and 353 lb uplift at joint D.
5) Girder carries tie-in span(s): 24-4-0 from 0-0-0 to
6) Girder carries hip end with 2-10-8 end setback.
7) "Fix heels only" Member end fixity model was used
in the analysis and design of this truss.
8) Special hanger(s) or other connection device(s)
shall be provided sufficient to support concentrated
load(s) 531b down and 151b up at 2-10-8 on bottom
chord. The design/selection of such special
connection device(s) is the responsibility of others.
9) In the LOAD CASE(S) section, loads applied to the
face of the truss are noted as front (F) or back (B).
10) NOTE: Refer to yellow bracing and/or T-1 sheet
for more information.
11) NOTE: The seal on this drawing indicates
acceptance of professional engineering
responsibility solely for the truss component
design shown.
12) NOTE: Trusses are designed for an Enclosed
building condition as per building designer,
assuming doors and windows are protected from
windbome debris impact as per Fla. Bldg. Code
1606.1.4
LOAD CASE(S)
Standard
1) Regular: Lumber Increase=1.25, Plate
Increase=1.25
Uniform Loads (plf)
Vert: A-B=-60, B-C=-63(F=-3), A-E=-453(F=-433),
D-E=-454(F=-434)
Concentrated Loads (lb)
Vert: E=-53(F)
PLATES GRIP
MT20 244/190
Weight: 31 lb
10SAL. H.A. GAGANI P.E. 8 26389i::.,SO Trish Ioutavard
Job Truss Truss Type oty Ply 53107 / METRO DEV/ Sanford Housing / Bc
53107 Vol ROOF TRUSS 1 1
Job Reference (optional)
Trussway, Orlando, FI 6.100 a Sep 17 2004 MiTek Industries, Inc. Wed Oct 26 17:00:47 2005 Page 1
3x3 =
1-11.4 3-10-8
1-11-4 1-11-4
4.00 12 g Scale = 1:6.4
C
A
cc
B1
6
r
3x3 3x3
3-10-8
3-10-8
Plate Offsets X Y : B:0-1-8 Ed e
LOADING (psf) SPACING 2-" CSI DEFL in (loc) Udefl Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.03 Vert(LL) n/a n/a 999 MT20 244/190
TCDL 10.0 Lumber Increase 1.25 BC 0.04 Vert(TL) n/a n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 C n/a n/a
BCDL 10.0 Code FBC2001/ANSI95 Matrix) Weight: 9lb
LUMBER 3) This truss has been designed for a 10.0 psf bottom
TOP CHORD 2 X 4 SYP No.3 chord live load nonconcurrent with any other live
BOT CHORD 2 X 4 SYP No.3 loads.
4) Gable requires continuous bottom chord bearing.
BRACING 5) Provide mechanical connection (by others) of truss
TOP CHORD to bearing plate capable of withstanding 7 lb uplift at
Sheathed or 4-0-0 cc purlins. joint A, 7 lb uplift at joint C, 1 lb uplift at joint E and 1
BOT CHORD lb uplift at joint D.
Rigid ceiling directly applied or 10-" oc bracing. 6) "Fix heels only" Member end fixity model was used
in the analysis and design of this truss.
REACTIONS (lb/size) 7) NOTE: Refer to yellow bracing and/or T-1 sheet for
A = 84/3-10-8 more information.
C = 84/3-10-8 8) NOTE: The seal on this drawing indicates
E _ -0/3-10-8 acceptance of professional engineering
D = -0/3-10-8 responsibility solely for the truss component design
Max Horz shown.
E _-5(load case 7) 9) NOTE: Trusses are designed for an Enclosed
Max Uplift building condition as per building designer,
A =-7(load case 4) assuming doors and windows are protected from
C =-7(load case 5) windborne debris impact as per Fla. Bldg. Code
E _ 1(load case 2) 1606.1.4
D = 1(load case 2)
LOAD CASE(S)
FORCES (lb) Standard
Maximum Compression/Maximum Tension
TOP CHORD
A-B = -77/45 B-C = -77/45
BOT CHORD
A-E _ -5/5 A-C = -31/64
C-D = 0/0
NOTES (7-9)
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-98; 120mph (3-second gust); h=15ft;
TCDL=S.Opsf; BCDL=S.Opsf; Category 11; Exp B;
enclosed; MWFRS interior zone and C-C Interior(1)
zone; cantilever left and right exposed ; Lumber
DOL=1.33 plate grip DOL=1.33. This truss is designed
for C-C for members and forces, and for MWFRS for
reactions specified. jQSA CP G!? N, P.E. {,' 25389H.A. CCU _t !hard
53107 1 V02 J ROOF TRUSS
V
0
0
3-11-4
4.00 F12 B
uty my 53107 / METRO DEV/
1 1
Job Reference (optional)
6.100 a Sep 17 2004 MiTek Industries, Inc.
7-10-8
3-11-4
3x3 =
3x3 7::- 3x3
7-10-8
7-10-8
17:00:47 2005
Scale = 1:12.9
LOADING (psf) SPACING 2-M CSI DEFL in (loc) Udefl Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.11 Vert(LL) n/a n/a 999 MT20 244/190
TCDL 10.0 Lumber Increase 1.25 BC 0.33 Vert(TL) n/a n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 C n/a n/a
BCDL 10.0 Code FBC2001/ANSI95 Matrix) Weight: 21 lb
LUMBER
TOP CHORD 2 X 4 SYP No.2
BOT CHORD 2 X 4 SYP No.3
BRACING
TOP CHORD
Sheathed or 6-M cc puriins.
BOT CHORD
Rigid ceiling directly applied or 10-M oc bracing.
REACTIONS (lb/size)
A = 292/7-10-8
C = 292/7-10-8
E _ 5517-10-8
D = 55/7-10-8
Max Horz
E = 15(load case 6)
Max Uplift
A = 8(load case 4)
C = 8(load case 5)
E _ 109(load case 2)
D = 109(load case 2)
Max Grav
A = 306(load case 2)
C = 306(load case 2)
FORCES (lb)
Maximum Compression/Maximum Tension
TOP CHORD
A-B =-262/147 B-C =-2621147
BOT CHORD
A-E = -15/15 A-C =-110/223
C-D = 0/0
NOTES (7-9)
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-98: 120mph (3-second gust);
h=15ft; TCDL=5.Opsf; BCDL=5.Opsf; Category Il; Exp
B; enclosed; MWFRS interior zone and C-C Interior(1)
zone; cantilever left and right exposed ; Lumber
DOL=1.33 plate grip DOL=1.33. This truss is
designed for C-C for members and forces, and for
MWFRS for reactions specified.
3) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
4) Gable requires continuous bottom chord bearing.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 8 lb uplift at
joint A, 8 lb uplift at joint C, 109 lb uplift at joint E and
109 lb uplift at joint D.
6) "Fix heels only" Member end fixity model was used
in the analysis and design of this truss.
7) NOTE: Refer to yellow bracing and/or T-1 sheet for
more information.
8) NOTE: The seal on this drawing indicates
acceptance of professional engineering
responsibility solely for the truss component design
shown.
9) NOTE: Trusses are designed for an Enclosed
building condition as per building designer,
assuming doors and windows are protected from
windbome debris impact as per Fla. Bldg. Code
1606.1.4
LOAD CASE(S)
Standard
l
IQEAL M.A. GAGAN P.E. V, 25389t385017uV--Jy 60t !avard
Orlando, r . 32824
M E ; " Z606
Housing / Bc
153107 IV2
0
0
ROOFTRUSS
LOADING (psf) SPACING 2-0-0
TCLL 20.0 Plates Increase 1.25
TCDL 10.0 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.2
BOT CHORD 2 X 4 SYP No.3
WEBS 2 X 4 SYP No.3
BRACING
TOP CHORD
Sheathed or 8-0-0 oc purlins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size)
A = 136/3-11-4
D =-10/3-11-4
C = 100/3-11-4
Max Horz
D = 38(load case 4)
Max; Uplift
A =-1(load case 4)
D =-21(load case 2)
C =-34(load case 4)
Max Grav
A = 140(load case 2)
C = 100(load case 1)
FORCES (lb)
Maximum Compression/Maximum Tension
TOP CHORD
A-B ' _ -29/22
BOT CHORD
A-D = -47/0 A-C = 0/0
WEBS
B-C = -79/58
NOTES (6-8)
1) Wind: ASCE 7-98; 120mph (3-second gust); h=15ft;
TCDL=S.Opsf; BCDL=S.Opsf; Category II; Exp B;
enclosed; MWFRS interior zone and C-C Interior(1)
zone; cantilever left and right exposed ; Lumber
DOL=1.33 plate grip DOL=1.33. This truss is designed
for C-C for members and forces, and for MWFRS for
reactions specified.
1 1
Job
6.100eSeD1720
3-11-4
3-11-4
Industries, Inc.
2x3 II
B
3x3 % 2x3 II
CSI DEFL in (loc) I/defl
TC 0.09 Vert(LL) n/a n/a
BC 0.09 Vert(TL) n/a n/a
WB 0.02 Horz(TL) -0.00 A n/a
Matrix)
2) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
3) Gable requires continuous bottom chord bearing.
4) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 1 lb uplift at
joint A, 21 lb uplift at joint D and 34 lb uplift at joint C.
5) "Fix heels only" Member end fixity model was used
in the analysis and design of this truss.
6) NOTE: Refer to yellow bracing and/or T-1 sheet for
more information.
7) NOTE: The seal on this drawing indicates
acceptance of professional engineering
responsibility solely for the truss component design
shown.
8) NOTE: Trusses are designed for an Enclosed
building condition as per building designer,
assuming doors and windows are protected from
windbome debris impact as per Fla. Bldg. Code
1606.1.4
LOAD CASE(S)
Standard
7-10-8
Ud PLATES GRIP
999 MT20 244/190
999
n/a
Weight: 11 lb
Scale = 1:9.01
4
GAGAN, P.E. Y 25s
JVu 1 fuss I fuss 1 ype atv PIv 53107 / METRO DEV/ Sanford Housing / Bc
53107 V3 MONO TRUSS 1 1
Job Reference (optional)
Trussway, Orlando, FI 6.100 s Sep 17 2004 MiTek Industnes, Inc. Wed Oct 26 17:00:48 2005 Page 1
5-11-4
5-11-4
2x3 II Scale: V=1'
B
q
4
0
3x3 2x3 II
LOADING (psf) SPACING 2-M
TCLL 20.0 Plates Increase 1.25
TCDL 10.0 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.2
BOT CHORD 2 X 4 SYP No.3
WEBS 2 X 4 SYP No.3
BRACING
TOP CHORD
Sheathed or 6-M oc purlins.
BOT CHORD
Rigid ceiling directly applied or 10-U oc bracing.
REACTIONS (lb/size)
D =-40/5-11-4
C = 171/5-11-4
A = 248/5-11-4
Max Horz
D = 63(load case 4)
Max Uplift
D =-81(load case 2)
C =-57(load case 4)
Max Grav
C = 171(load case 1)
A = 270(load case 2)
FORCES (lb)
Maximum Compression/Maximum Tension
TOP CHORD
A-B = -48/37
BOT CHORD
A-D = -78/0 A-C = 0/0
WEBS
B-C =-135/98
NOTES (6-8)
1) Wind: ASCE 7-98; 120mph (3-second gust); h=15ft;
TCDL=S.Opsf; BCDL=S.Opsf; Category 11; Exp B;
enclosed; MWFRS interior zone and C-C Interior(1)
zone; cantilever left and right exposed ; Lumber
DOL=1.33 plate grip DOL=1.33. This truss is designed
for C-C for members and forces, and for MWFRS for
reactions specified.
2) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
5-11-4
5-11-4
CSI DEFL in (loc) Vdefl
TC 0.28 Vert(LL) n/a n/a
BC 0.28 Vert(TL) n/a n/a
WB 0.03 Horz(TL) -0.00 C n/a
Matrix)
3) Gable requires continuous bottom chord bearing.
4) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 81 lb uplift at
joint D and 57 lb uplift at joint C.
5) "Fix heels only" Member end fixity model was used
in the analysis and design of this truss.
6) NOTE: Refer to yellow bracing and/or T-1 sheet for
more information.
7) NOTE: The seal on this drawing indicates
acceptance of professional engineering
responsibility solely for the truss component design
shown.
8) NOTE: Trusses are designed for an Enclosed
building condition as per building designer,
assuming doors and windows are protected from
windbome debris impact as per Fla. Bldg. Code
1606.1.4
LOAD CASE(S)
Standard
Ud PLATES GRIP
999 MT20 244/190
999
n/a
Weight: 18 lb
IOBA L H.A. GAGAN P.F. #,
j",,e ? f. n6
53107
Q
0
V4 MONO TRUSS
2-9-12
aty Ply 53107 / METRO DEV/ Sanfi
1 1
Job R fe ence (optional)
6.100 s Sep 17 200 ek Industries, Inc. Wed O,
3-11-4
B
1-1-8
4.00 F12
Housing / Bc
Scale = 1
3x3 -:: 2x3 II
3-11-4
LOADING (psf) SPACING 2-M CSI DEFL in (loc) I/defl Ud
TCLL 20.0 Plates Increase 1.25 TC 0.09 Vert(LL) n/a n/a 999
TCDL 10.0 Lumber Increase 1.25 BC 0.10 Vert(TL) n/a n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 D n/a n/a
BCDL 10.0 Code FBC2001/ANSI95 Matrix)
LUMBER
TOP CHORD 2 X 4 SYP N0.3
BOT CHORD 2 X 4 SYP N0.3
WEBS 2 X 4 SYP No.3
BRACING
TOP CHORD
Sheathed or 4-0-0 oc puriins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-M oc bracing.
REACTIONS (lb/size)
E _ 42/3-11-4
D = 99/3-11-4
A = 176/3-11-4
Max Horz
E = 25(load case 4)
Max Uplift
E _ 42(load case 1)
D = 26(load case 4)
A = 33(load case 4)
Max Grav
E = 14(load case 4)
D = 99(load case 1)
A = 176(load case 1)
FORCES (lb)
Maximum Compression/Maximum Tension
TOP CHORD
A-B = -97/27 C-D = -67/50
B-C = -67/32
BOT CHORD
A-E = -32/0 A-D = -32/67
NOTES (8-10)
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7.98; 120mph (3-second gust);
h=15ft; TCDL=5.Opsf; BCDL=5.Opsf; Category II; Exp
B; enclosed; MWFRS interior zone and C-C Interior(1)
zone; cantilever left and right exposed ; Lumber
DOL=1.33 plate grip DOL=1.33. This truss is
designed for C-C for members and forces, and for
MWFRS for reactions specified.
3) Provide adequate drainage to prevent water
ponding.
4) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
5) Gable requires continuous bottom chord bearing.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 42 lb uplift at
joint E, 26 lb uplift at joint D and 33 lb uplift at joint A.
7) "Fix heels only" Member end fixity model was used
in the analysis and design of this truss.
8) NOTE: Refer to yellow bracing and/or T-1 sheet for
more information.
9) NOTE: The seal on this drawing indicates
acceptance of professional engineering
responsibility solely for the truss component design
shown.
10) NOTE: Trusses are designed for an Enclosed
building condition as per building designer,
assuming doors and windows are protected from
windbome debris impact as per Fla. Bldg. Code
1606.1.4
LOAD CASE(S)
Standard
PLATES GRIP
MT20 244/190
Weight: 11 lb
0
v \
I V'I H.A. G CA."d. P.E. 02530
C;±r-n ;o, FL. 32C24
M'!RN 14 2606
66-4-0
46-0-0 5-8- 14-8-0
7-0-0 16-0-0 14-0-0 7-0-0 5-8- 7-8-0 7-0-0
0
0
0
1
Ou
1
3-1-0
ROOF LOADING ummwK
TCLL
TCLL
20 24" O.C.
10 1.25% DF v
TCLL 0 TRUSSWAY. LTD_
TCLL 10
88 o 11vrsuxiy8Pivd
PSF 40# 407)-851-7899 PAX
WIND ASCE.7-98 ®120 MPH mm r
wwwcm
ROOF HANGER SCHEDULE
MARK DESCRIPTION
SIMPSON I USP
RH3 I HUS26 I THD26
IS MID" /.G. SAW Or
R Nm m ~ 0/
0 :FIAT AAI AW A OKO)
O 1./ :J 1/'- -. ) RX-N s I 1
RW 04" CwAwcnoN rap W "ftm
t N"n OY'C/i?t0 CMKCIOL—S .
0
V V
P,
0
o
r
cr
Q
UER TO SHT." T-1"
Ln
FOR IMPORTANT
INFORMATION!
N0
DATE : 10-27-5
DRAWN BY: BC
ao
CHECK BY:
0
TYPICAL HIP SET NAILING JOB NO. : 5.3107
cy
OPEN FACE SCALE : NTS
0
REVISIONS
N
ROOF TRUSS PLACEMENT IIIn
5.3107.dwg o
SHEET
ALL BEAMS ARE DE &V£D BY OME*RS o
RE': STRUCTURAL PLANS FOR BEAM V&S T 0
DBBOaDROP BE" BY OTHERS 0
FBBO=FLUSH BEAM BY OTHERS 1:i
i [71 ILGOOF ,
CANTILEVERED MANSARD
SUPPORTING r _
STRUCTURE
VER 1.0 — JUN
STRUCTURAL COORDINATION
REFER TO ARCHITECTURAL/ENGINEERING PLANS FOR STRUCTRAL ENTITIES (BEAMS, HEADERS,
SEISMIC/WIND REQUIREMENTS, ETC.) THAT ARE NOT INDICATED ON TRUSSWAY'S PLACEMENTS.
CONTINUOUS SUPPORT (STUDS, BLOCKING BETWEEN FLOORS, ETC.) MUST BE PROVIDED, BY
BUILDER, TO TRANSFER LOADS FROM BEAMS, GIRDERS, HEADERS, ETC. TO FOUNDATION.
SEE TRUSS PLACEMENTS & ARCHITECTURAL/ENGINEERING PLANS FOR LOCATIONS OF BEAMS,
GIRDERS, HEADERS, ETC.
i
01 0
DROP TDP CHORD HIP
2x4 RUNNERS
DROP T. C.
HIP TRUSS
2x4 LEDGER,
RECCMMENDEI
EXTERIOR VA UL T
u f W t;
Scissor
Scisso s ! i le Truss Scissor Truss Gable Truss
n
Vo Lin Vault Line
III
Ball n F.,=
Woll by others)
Vault Noile 11 1
n9 Ploleline (beYondZ------ oon
I
Interior1 terior Interior; Exterior
CAUTION:
EXERCISE CAUTION IN PLACEMENT OF SELECTED HANGERS. c AREFERTOTRUSSPLACEMENTFORDESIGNATEDHANGERTYPE
AND LOCATION. HANGERS MUST BE ADEQUATELY ATTACHED. z
SEE HANGER MANUFACTURER'S SPECIFICATIONS FOR
INSTALLATION INFO.
TRUSSWAY, LTD.
CAUTION:
REFER TO 8 1/2"x11" TRUSS DIAGRAMS FOR UPLIFT
FORCES ON TRUSSES EXPOSED TO WIND. PROVIDE INMRNSr
ADEQUATE ANCHORAGE FOR TRUSSES, AT SUPPORT POINTS, py
AS NOTED ON TRUSS DIAGRAMS. SPECIAL ATTENTION SHOULD
BE GIVEN TO ANCHORAGE OF ALL BEAMS & COMPONENTS
THAT SUPPORT TRUSSES AFFECTED BY WIND UPLIFT.
CAUTION"
REFER TO TRUSSWAY'S ROOF, FLOOR AND/OR COMPONENT SPREAD
SHEETS FOR A LISTING OF ALL MATERIALS (AND QUANTITIES
THEREOF) SUPPLIED BY TRUSSWAY. ALL OTHER MATERIALS ARE
TO BE SUPPLIED aY OTHERS.
CAUTION:
TRUSS GIRDERS MAY CONSIST OF MORE THAN ONE TRUSS
MEMBER.MULTI-PLY GIRDERS ARE SHIPPED UNATTACHED FOR
EASE OF INSTALLATION. BUILDER/TRUSS SETTER IS RESPONSIBLE
FOR REVIEWING 8 1/2"01" TRUSS DIAGRAMS TO DETERMINE
PROPER NUMBER OF PLYS & NAILING/CONNECTION METHOD
AND MAKING PROPER CONNECTIONS IN THE FIELD.
CAUTION:
CONNECTING HARDWARE IS NOT INCLUDED IN THIS CONTRACT.
CAUTION SHOULD BE EXERCISED WHEN SELECTING CONNECTING
HARDWARE. SPECIAL ATTENTION SHOULD BE GIVEN TO
CONNECTOR CAPACITY (i.e. GRAVITY, UPLIFT & LATERAL LOADING),
CONFIGURATION & CONNECTION SURFACES. TRUSSWAY IS AN
AUTHORIZED SIMPSON STRONG —TIE & USP CONNECTOR
DISTRIBUTOR AND WILL BE PLEASED TO QUOTE ALL YOUR
CONNECTOR REQUIREMENTS. PLEASE CONTACT YOUR TRUSSWAY
REPRESENTATIVE FOR DETAILS.
CAUTION:
CONTRACTOR IS TO PROVIDE ADEQUATE WATERPROOFING TO
PROTECT TRUSSES FROM ANY MOISTURE ACCUMULATION.
NON-COMPLIANCE COULD AFFECT THE STRUCTURAL INTEGRITY
OF THE TRUSS, REQUIRING REPLACEMENT OR REPAIR.
CAUTION:
CONTRACTOR TO BE AWARE OF LARGE LINEAR AND CONCEN-
TRATED LOADS OCCURING IN BEARING WALLS. IN ORDER
TO PREVENT CRUSHING, CONTRACTOR IS TO PROVIDE VER-
TICAL BLOCKING IN LOAD PATHS, TO FOUNDATION, AS
PER CODE REQUIREMENTS.
CAUTION"
CONVENTIONAL ROOF BRACING SHALL BE EVENLY DISTRIBUTED
ONTO INDICATED "LOAD BEARING" WALLS ONLY. EXCESSIVE
DEFLECTION, OR FAILURE, MAY OCCUR IF LOADS ARE PLACED
ON WALLS OTHER THAN THOSE SPECIFIED.
CAUTION"
BOTTOM CHORD IS TO BE CONTINOUSLY BRACED.
IN AREAS WHERE A RIGID CEILING IS NOT APPLIED
DIRECTLY TO THE BOTTOM CHORD, LATERAL BRACING
IS REQUIRED, AT 10'-0" O.C., AT BOTTOM CHORD.
CAUTION"
WHEN VALLEY TRUSSES ARE PARALLEL WITH SUPPORTING
TRUSSES, FIELD BLOCK, WITH 2x4's AT 36"o.c.,
BETWEEN THE TOP CHORDS OF THE SUPPORTING TRUSSES.
CAUTION"
NAL STUDS MAY BE REQUIRED AT EACH SIDE OF COMPONENT
CONSULT WITH ENGINEER OF RECORD. (E.O.R.)
TRUSS HANDLING, INSTALLATION AND BRACING DRAWING APPROVAL
PROPER PRECAUTIONS SHALL BE TAKEN WHILE HANDLING, INSTALLING & BRACING TRUSSES. TRUSSWAY'S FINAL PREPARATION OF TRUSS DRAWINGS WERE PERFORMED WITH DUE CARE
SEE T.P.I. "HIB-91 SUMMARY SHEET" AND W.T.C.A. "WARNING POSTER." FOR ACCURACY AND ARE A DIRECT INTERPRETATION OF THE ARCHITECTURAL PLANS PROVIDED. O
TRUSSWAY CANNOT BE RESPONSIBLE FOR THE STRUCTURAL INTEGRITY OF TRUSSES THAT HAVE APPROVAL BY OWNER, ARCHITECT, OR RELATED PROFESSIONS WILL IMPLY THAT TRUSSWAY'S
US
C
BEEN DAMAGED DUE TO IMPROPER HANDLING, STORAGE OR BRACING PROCEDURES. SHOULD DAM-
AGE OCCUR, AN ANALYSIS BY A REGISTERED PROFESSIONAL ENGINEER WILL BE REQUIRED & CER-
PLACEMENTS, SPREADSHEETS, AND DRAWINGS ARE ACCURATELY DRAWN AND CONCEPT TO THE
ARCHITECTURAL DRAWINGS. APPROVAL WILL INCLUDE, BUT NOT BE LIMITED TO, DESIGN CRITERIA,
C
r`
TAIN FIELD MODIFICATIONS, REPAIRS AND/OR REPLACEMENT OF PRODUCT MAY BE NECESSARY. DETAILS, DIMENSIONS AND QUANTITIES. IN LIEU OF WRITTEN APPROVAL, JOBSITE ACCEPTANCE M ^
OF PRODUCT SPECIFIED ON TRUSSWAY DRAWINGS ACKNOWLEDGES APPROVAL. W
JOB COORDINATION TRUSS DESIGNS DRAWING OWNERSHIP DOCUMENT EXAMINATION
THE LOCATION OF TRUSSES IN CERTAIN AREAS MUST BE COORDINATED WITH TRUSSES ARE DESIGNED TO SUPPORT VERTICAL LOADS AS DETERMINED BY THIS DRAWING, AND RELATED DOCUMENTS, IS THE PROPERTY OF THE CONTRACTOR & ALL RELATED TRADES ARE TO EXAMINE ALL DOCUMENTS IN THIS
OTHER TRADES (MECHANICAL, PLUMBING, FIREPLACE, ETC.). IF "ON CENTER" OTHERS AND NOTED IN CONTRACT DOCUMENTS. VERIFICATION OF LOADING, TRUSSWAY AND ARE NOT TO BE REPRODUCED OR COPIED, IN PACKAGE PRIOR TO ERECTION OF TRUSSES & REFER TO ALL PLACEMENT NOTES &
SPACING OF ANY TRUSS EXCEEDS DIMENSIONS SHOWN ON TRUSSWAY'S LAY— DEFLECTION LIMITS, FRAMING METHODS, WIND & LATERAL BRACING IS THE WHOLE OR IN PART, OR USED FOR UNAUTHORIZED MANUFACTURING, DETAILS, TRUSS INSTALLATION AND BRACING NOTES (YELLOW SHEETS), T.P.I.
OUTS AND/OR ENGINEERED DRAWINGS, AN ANALYSIS WILL BE REQUIRED AND RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD (E.O.R.). OR IN ANY OTHER EXPLOITATION OF THE ITEMS DISCLOSED THEREIN, COMMENTARY & RECOMMENDATIONS (HIB-91 ORANGE SHEET) AND W.T.C.A. "WARNING
CERTAIN FIELD ALTERATIONS AND/OR REPAIRS MAY BE NECESSARY. CONNECTIONS OF TRUSSES TO BEARINGS, STRUCTURAL ADEQUACY OF OR IN ANY OTHER WAY DISCLOSED OR USED FOR FURNISHING POSTER" (WALL POSTER). ANY CONFLICTS, ERRORS OR DEVIATIONS SHALL BE
NO FIELD ALTERATIONS OR REPAIRS ARE ALLOWED BEARINGS (WALLS, COLUMNS, ETC.) & OVERALL STRUCTURAL INTEGRITY OF INFORMATION TO UNAUTHORIZED PARTIES WITHOUT THE EXPRESSWRITTENCONSENTOFANOFFICEROFTRUSSWAY.
REPORTED TO TRUSSWAY FOR MODIFICATION.
WITHOUT WRITTEN AUTHORIZATION FROM TRUSSWAY. THE BUILDING IS THE RESPONSIBILITY OF THE ENGINEER OF RECORD. NO UNAUTHORIZED FIELD MODIFICATIONS ARE ALLOWED.
ROOF DETAILS
T-1
SHEET
GENERAL NOTES NOTAS GENERALES
Trusses are not marked in any way to Identify Los trusses no estan marcados de ningun mWo que
the frequency or location of temporary bracing. identifique la frecuencia o localization de los arriostres
recommendations for handlin r n i n mane-oFollowthebrawntem21es. Use las ecome loco es de9, (bracing) Po mane) o,
and temporary bracing of trusses. Instalacion y arriostre temporal de IDS trusses. Vea el folleto
Refer to BCSI 1-03 Guide to Good Practice for BCSI 1-03 Guia de Buena Practica Para el Manejo Instalacion
Handling. Installing & Bracing of Metal Plate y Amostre de bs Trusses de Madera ConneLtados con
Connected Wood Trusses for more detailed Placas de MetalDara Para mayor informaton.
information.
Truss Design Drawings may specify locations of Los dibujos de disefro de los lasses pueden especificar
permanent bracing on individual compression las localizaciones de IDS arriostres permanentes en IDSmembers. Refer to the SCSI-BSummary miembros individuates en compresion. Vea la hoja resumen Sheet -
Web Member Permanent Bracing/Web BRara Ins arriostres cermanentes v refuerzos de IDS Reinforcement
for more information. All other miembros bm ndarios (webs) Para mayor information. El permanent
bracing design is the responsibility recto de arriostres permanentes son la responsabilidad del of
the Building Designer. Disefiador del Edificio. The
consequences of improper handling, installing and
bracing may be a collapse of the structure, or worse,
serious personal injury or death. El
resultado de un mane)o, Instalacion y arnostre inadecuados,
puede ser la cada de la estructura o aun
peor, muertos o henclos. Banding
and truss plates have sharp edges. Wear — gloves
when handling and safety glasses when cutting
banding. Empaques
y placas de metal tienen b(:es afilados.
Use guantes y lentes protectores cuando Corte
los empaques. HANDLING —
MANEJO QUse
special Care In Utihce culdado windy
weather or especial en dias near
power lines ventosos o cerca de and
airports, cables electricos o de aeropuertos.
10'
10-
Spreader bar for truss
bundles i i
T a t'M• 10
I q' les
emp,lgi,e.} v.
ONE
WEEK OR LESS MORE THAN ONE WEEK HAND
ERECTION — LEVANTAMIENTO A MANO Trusses
30' or LIVIt less,
support , __ _ less, support at t at
peak. quarter points, r Levante
Levante de 7
delPicolos los cuartos trusses
de 20 de tramo IDS pies
o menos. - trusses de 30 — -- --- — E
Trusses up to 20' -0. pies o menos. I . Trusses up to 30' Trusses
hasta 20 pies Trusses hasta 30 pies HOISTING —
LEVANTAMIENTO LV -
I. erection equipment until temporary bracing is installed art: V
truss Is fastened to the bearing points. rlsrenga
cada truss en posloon con la grua hasta que at arnostre temporal este instalado y el Liss
asequradc, en IDS soportes. Do
not lift trusses over 30' by the peak. No
levante del pico Jos trusses de mas de 30 pies. Greater
than 30' Mas
de 30 pies HOISTING
RECOMMENDATIONS BY TRUSS SPAN RECOMMENDACIONES
DE LEVANTAMIENTO POR
LONGITUD DEL TRUSS 60'
or less tRU
Approx.
1/2 truss
length Tagline
SSES
UP TO 30' TRUSSES
HASTA 30 PIES Toe-
m \ / Tf oe-In Spreader
bar 1/2 to — J:
t 2/3 truss length Tagline
TRUSSES
UP TO 60' TRUSSES
HASTA 60 PIES Locate
Spreader bar Attach above
or stiffback 1m x. max. mid -
height A,. BRACING
FOR THREE PLANES OF ROOF EL
ARRIOSTRE EN TRES PLANOS DE TECHO 10
This bracing method Is for all trusses except 3x2 and 4,2 para Gel cnuro uu5ses. i - - !
arnostre es Para todo trusses excepto trusses de cuerdas paralelas 3x2 y 4x2. 1)
TOP CHORD — CUERDA SUPERIOR Truss
Span Top Chord Temporary Lateral Brace (TCTLB) Spacing Longitud
de Tramo Espaciamiento del Arriostre Temporal de la Cuerda Superior Up
to 30' 10' O.C. max. Hasta
30 pies 10 pies maximo 30'
to 45' 8' D.C. max. 30
a 45 pies 8 pies maximo 45'
to 60' i ac. max. 45
a 60 pies 6 pies maximo 6U
to 80` W o.c. max. 60
a 80 pies 4 pies maximo Consult
a Professional Engineer for trusses longer than 60'. Consulte
a Lin ingeniero para trusses de mas de 60 pies. 171
See BCSI-B2 for TCTLB options. Vea
el BCSI-B2 para as opciones de
TCTLB. 8
Refer to K51-RE Surrnmaryheet - Gable
End Frame Bracing.
Repeat
diagonal braces. Vea
el res-omen BSSL
B6 - Arn r Rep,ta nos arnostres del
truss terminal diagonales, deAnlechQa-
10. apuas.
a
Set first five trusses with spacer pieces, then add draeonals. Repeat processongroupsoffourtrussesuntilalltrussesareset. Instale
los cinco printeros trusses con espaciadores, luego los arriostres diagonales.
Replta este procedirniento en grupos de cuatro trusses hasta
que todos IDS trusses estan Instalados. 2)
BOTTOM CHORD — CUERDA INFERIOR Lateral
braces 2x4x12'
length lapped over
two trusses. Avoid
lateral bending. — Evite la flexion lateral./ I —
I
Do
not store No almacene unbraced
bundles verticalmente los up, ,- -
trusses sueltos. Spreader
bar 2/3 to 314
truss length — TRUSSES
UP TO AND OVER 60' TRUSSES
HASTA Y SOBRE 60 PIES BRACING —
ARRIOSTRE a -
bon
and Temoorary B aonU for more information. Vea
el rgjGm q_DCSl-B2 - Instalacidn de Trusses y
AnjQaUg Teml para mayor information. GDo
not walk on unbraced trusses. No ,
amine en trusses sueltos. Locate
ground braces for first truss directly in
line with all rows of top chord temporary lateral
bracing. Coloque
Jos amostres de tierra para el primer
truss difectamente en linea Con cada
Una de las f las de arnostres laterales temporales
de is cuerda superior. Brace
first truss well 4
before erection of additional
trusses. Top
Chord Temporary Lateral Bracing (
TCTLB) Diagonal
braces every
10 truss spaces (
20' max.) Some
chord and web members not shown for clarity. 3)
WEB MEMBER PLANE — PLANO DE LOS MIEMBROS SECUNDARIOS Some
chord and web members not shown for clarity. DIAGONAL
BRACING IS VERY IMPORTANT iEL
ARRIOSTRE DIAGONAL ES MUY IMPORTANTE! BRACING
FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES EL
ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3x2 Y 4x2 QRefer
to BCSI-E; Maximum lateral brace spacing Summary
Shee L D.C.for 1003x2 chords Temporary
and y5 15'
D.C. for 4x2 chords Diagonal braces PermanentBfacina
10' or every 15 truss for Chord
spaces (30' max.) Trusses for
more information. Vea
el
resumen_ BCSI-B7 -
ArrlDStr tem Dfaiv
Dermanente de
The end diagonal trusses de
cuerdas brace for cantilevered parallelas para
mayor trusses must be placed Lateral braces rmaclon. on vertical
webs in line 2x4x12' length lapped with the support.
over two trusses. INSTALLING INSTALACION Tolerances
for Out -
of -Plane. Toleranclas para Fuera-de-Plan, 10 MaxMax BowMaxrT~ Lengn Bow
Bow Truss ILen
thLengtn r
12tI Max.
BBow Length —
i3
7/8" 14.6'
Tolerances for D/50
D (ft.) 1" 167 Out -of -Plumb 1/
4" 1' 1-
1/8" 18.8' Tolerancias para 1/2`
2' 1-1/4" 20.
8' Fuera-de-Plomada. 3/
4" 3' 1-
38' 22.9'
a Plumb bob 1"
4, 1-
1/2" 25.
0' 1 1-1 /4"
5' 1-3/4" 29.
2' D/5o max I
1-1/2" 6' 2" Z33.3' 1-
314" 7' 2"
8, CONSTRUCTION LOADING
CARGA DE
CONSTRUCCION Maximum Stack Height for
Materials on Trusses
No proceda con la
construction hasty que todos los arriostres esten colocados en forma
apropada y Segura. DUo notexceed maximum stack
heights. Refer to BCSI-B4 Summary Sheet - Construction Loading
for more information. No exceda las maximas
alturas recomendadas. Vea el resumen Material Height (h) Gypsum
Board 12" Plywood
or OSB 16"
Asphalt Shingles 2 bundles
Concrete Block a" Clay
Tile 3-4
vies high BC51-B4 ". a de
Construction para mayor information. GDo not overload small
groups or single trusses, No sobrecargue pequehos grupos
o trusses individuales. aPlace loads over as
many trusses as possible. Coloque las cargas score
Lantos tosses coma sea posible. Position loads overload bearing
walls. ; Coinque as cargas sohre
las Dared?s soDortantes. ALTERATIONS — ALTERACIONES Qamaae 3p¢
Lte MQdifi
a i ns and Installation Errors. Vea el tesmene Instalacion.
Do not cut, alter, or
drill any structural member of a truss unless specifically permitted by the Truss
Design Drawing. No carte, altere o perfore
ningun miembro estructural de nos A Z trusses, a menos que este
especihcamente permittdo en el dibujo del dlseno del truss. Trusses
that have been overloaded
during construction or altered without the Truss Manufacturer's prior approval may render the
Truss Manufacturer's limited warranty null and void. Trusses que se han sobrecargado
durance la construction o han silo alterados sin Una autorizacion revia del Fabncanre de Trusses.
Dueden reducir o ehmmar la oarantia del Fabncante de Trusses. able to undertake the work
they have agreed to do on a particular project. The Contractor should seek any required assistance regardln rrtsiruoion pracbces from a competent
party. The methods and procedures outlined are ineended to ensure that the overall mnstructioi Omit es employed veil put
floor and roof trusses into plain SAFELY. These recommendations for handling, installing and t wrg woo usses are based upon the
collective experience of leading tedinkal personnel in the wood buss industry, but must, due to the nature c sponsibillbes involved, be presented only
as a GUIDE for use by a qualified Bulking Designer or Erection/Installation Contractor It is m tended that these moommendaboris be
interpreted as superior to am, design specification (Provided by either an Architect, Eriginee e Building Designer, the Erection/
Installa6w contractor or otherwise) for handling, installing and tracing wood trusses and it doe x prelude the use of
other equirelerx methods for braung and providing stability for the walls and columns as may be determined b etruss Eremon/Installation Contractor. Thus,
the Wood Truss Coundl of America and the Truss Plate Institute expressly dlsclaim an sponsibiiity Pon damages arising from
the use, application, or reliance on the recommendatwns and Information contained herein. WOOD TRUSS COUNCIL OF AMERICA
TRUSS PLATE INSTITUTE 6300 Eo[ewprhse lane • Mad,
son, WI 53719 218 N. Lee st., Ste. 312 • Nexantlira^ VA 22314
3) —
OP &
NAILS
IRDER
ONO
0. 148 x 3 114 " P—nail TOE —NAILS @
BOTTOM CHORD CONNECTION,
THROUGH BACK SIDE OF
INTO END GRAIN OF
TRUSS ARE NOr ALLOWED)
3) — (0. 148 "X3 114 " P—nail TOE —NAILS @ TOP (&
OTTOM CHORD CONNECTION FOR "HR " GIRDER
ND (12) NAILS ALONG VERTICAL END WEB OF
YR "" GIRDER INTO THE HIP GIRDER TRUSS,
2) — (0. 148 "X3 114 " P—nail TOE —NAILS @
OP & BOTTOM CHORD CONNECTION.
0
R"
2DER
TYPICA'L HIP SET NAILING
OPEN FACE
Allowable Holes for Uniformly Loaded Beams
3" minimum
1/3 depth 3/" diameter
maximum1/3 depth------ j ------- V-1
Allowed Hole Zone
1/3 depth
Allowable Hole Zone
1/3 span 1/3 span 1/3 span
1. This hole chart is for typical beam applications only, and covers uniform loads and span
conditions provided in this brochure.
2. NO square holes are allowed.
3. For other hole configurations, contact your design professional or supplier for assistance.
Multiple Member
3-1/2'
2'Z
2Pc 1-3/4"
1
2"
i 4
1-313" x 2
5-1/4"
2":E
3 Pc. 1-3/4 "
2"
1-3/4' x 3
3 Pc-
2T
1-3/4 "
5-1/4"
t
1-314" f 3.5"
Cutting, notching or drilling
holes are NOT allowed,
except as noted.
Connections for Side -Loaded Beams
1. Specific gravity for nail and bolt design is
0.44.
2. For 2 rows -16-d nails @ 8" D.C. use 540
plf, 6" o.c, use 720 plf and 4" D.C. use 1080
plf. For 3 rows -16-d nails @ 8" D.C. use
810 plf, 6' o.c. use 1080 plf and 4' o.c. use
1620 plf.
3. For 2 rows - .131" dia. gun nails @ 8' o.c.
use 428 plf, 6" o.c. use 570 plf and 4" o.c.
use 855 plf. For 3-rows .131' dia. gun nails
@ 8" D.C. use 638 plf, 6" o.c. use 850 plf
and 4" o.c. use 1275 plf.
4. For 112" bolts spaced 8' D.C. use 1125 plf,
6" o.c. use 1500 plf and for 4" D.C. use
2250 plf.
Boh only) 5. The beam must be sized to carry the
2„ L
applied load, the connection can then be
r
7. Values listed are for 100% duration.
Increase 15% for snow loaded roof condi-
tions and 25% for non -snow loaded roof
conditions.
8. All nail and bolting requirements use the
2001 edition of the NDSO as a guideline.
NDSO does not purely apply to this con-
nection problem. Bolt design assumes a
worst case mode I single or double shear
failure. Nail design assumes a worst case
mode III failure.
9. For beams greater than 7" wide see a
design professional for the bolting and
loading requirements.
10. Screws cqn be used in place of bolts as
long as the screw capacity is identical or
greater than the 1/2" bolt capaciiv. See
screw manufacfuer literature.
members,
for .. th sides.
r ? -
csT'..."+=._.'..;^5-J•',f .. .+.:. .5',... ._._..
Specification Guide
1.0 GENERAL MASTER PLANK® is a laminate construction of spruce veneers procured from forests managed and certified under
the Finnish Forest Certification System audited by BVQI (Bureau Veritas Quality International) according to the IS014001 environ-
mental standard and the ISO 9002 quality standard. It is composed of various qualities of veneer arranged to obtain optimum utiliza-
tion of each veneer to develop maximum strength and reliability. All veneers are oriented with the grain parallel to the long dimension
of the billet, and is commonly referred to as Laminated Veneer Lumber (LVL).
2.0
3.0
INTENDED USE This product is intended to be used as beams, joists, lintels or rafters under dry conditions of use, and for scaf-
fold plank, staging, bleacher seats, cross arms, ladder rails and other industrial applications.
DIMENSIONS AND COMPOSITION
MATERIAL
4.0 Veneer Plies Face, back and inner plies are all of the same
species and meet Pan European Forest Certification requirements.
4.1 Species Norway Spruce (Picea abies)
4.2 Grade The grade shall not be below Grade C, per
American Product Standard PS 1.
4.3 Thickness The thickness of each veneer shall be
nominal 3.Omm (0.110").
CONSTRUCTION
5.0 Glue Bond Requirements The glue shall meet or exceed
American Product Standard PS 1-Exterior Type.
6.0 Grain Direction All veneers shall be oriented with the grain
parallel to the long dimension of the billet.
7.0 Veneer Joints All individual veneer joints shall be scarfed
and staggered, with a distance between joints of not less than
4" (10.16 cm).
8.0 Tolerances
7,
Width < 8 (200 mm) t 1/16 (1.5 mm)
F, a:rtr) a
24" 600 mm ± 0.5 %
Bearing Information
L
earing at Wait -
required
aring area.
T1
4 Bearing at
Concrete
Wall
Protect wood from
direct contact with
concrete per code
requirements.
N_ Consider conerele and masonry
connectors for this type of application.
MANUFACTURE
9.0 Finished Product
9.1 Widths Widths shall be cut within tolerances given,
and with square clean edges, for each order.
9.2 Lengths Lengths shall be cut within tolerances
given, and with square clear edges, for each order.
9.3 Surface Surface may be sanded or unsanded as
required by order.
9.4 Surface Surface (face) veneer may be grade A
clear) if requested.
9.5 Surface To enhance dimensional stability, seal
coating can be provided upon request.
QUALITY CONTROL
10.0 MASTER PLANK is manufactured under the ISO 9001
quality certification system. Quality control shall be under
the supervision of the Technical Research Centre of Finland,
Helsinki, Finland.
IDENTIFICATION
f z
11.0 MASTER PLANK r 'na'""°a °T "°°
N"i355, 29oU F,-E
LXMWAIED WNFEA WUSER
Annforest
MarMa¢tund ffmb esi USA
In FlMarA Erglne+.W Woof DiyisMn
2 Strap per code if top Bearing forplateisnotcontinuous
over header. Door or
Window
Header
Trimmers. See page 4
item $5, and following
12" Plywood tables for minimum
or OSB 51ler number of trimmers.
5 Bearing at Wood
or Steel Column
Verity required
bearing area.
LJ
Minimum of Z rows
16d (3 12' nail 12" o.c.
Minimum of 3 rows
16d (3 1127 nails at 12" o.c.
for 14-, 16" and 18' beano.
Multiple pieces of Master Plank
ran be nailed or bolted together to
torn a header or beam of the required
size, up to a maximum width of 7".
Connection of
Multiple Pieces'
of Top -Loaded
Beams I
For side -loaded
multiple member
beams, see
table on Pg. 3
2
WEB MEMBER PERMANENT BRACING
BRACE IT FOR STABILITY
BRACED WEBS MAY REQUIRE ONE OR TWO PERMANENT LATERAL BRACES.
CHECK THE TRUSS DESIGN DRAWING FOR NUMBER AND LOCATION OF BRACES.
TWO BRACES
REOUIRED ON
THIS WEB
SHOWN BELOW: ALTERNATIVE
DIAGONAL BRACING OPTIONS
PERMANENT CONTINUOUS
LATERAL BRACING \
DIAGONALLY BRACE THE
PERMANENT CONTINUOUS
LATERAL BRACING
ONE BRACE
REQUIRED ON
THIS WEB
CONTINUOUS LATERAL BRACE
SPLICING DETAIL SHOWN BELOW
ONTIN000S
ATERAL BRACE
SPLICE BLOCK
SEE WTCA'S "COMMENTARY FOR PERMANENT BASED ON WTCA PUBLICATION
BRACING
TRUSSES', FOR MORE DETAILS.
NNECTEDWQOD
m INFORMATIONAL SERIESBUILDING
WEB MEMBER PERMANENT BRACING
BRACE IT FOR STABILITY
1) INDIVIDUAL TRUSS DESIGNS DRAWINGS IN THIS PACKAGE
SHOW THE LOCATION FOR ALL WEB MEMBER PERMANENT
BRACING.
2) ALWAYS REFER TO THE TRUSS DESIGN DRAWING AS THE
FINAL AUTHORITY FOR PERMANENT WEB MEMBER BRACING.
3) THE PURPOSE OF THIS BRACING IS TO SHORTEN
THE BUCKLING LENGTH OF CERTAIN WEB MEMBERS.
THE BUILDER/FRAMER IS RESPONSIBLE FOR
FURNISHING AND INSTALLING ALL WEB BRACING.
4) CONSULT THE BUILDING DESIGNER FOR
INSTRUCTIONS ON PERMANENT BRACING
FOR THE ENTIRE STRUCTURE.
THIS DETAIL SHOWN ON THE INDIVIDUAL
TRUSS DESIGN INDICATES THAT PERMANENT
WEB BRACING IS REQUIRED.
CONTINUOUS LATERAL BRACING:
IF FOUR OR MORE SIMILAR TRUSSES WITH SIMILAR WEB CONFIGURATION
EXISTS IN A ROW, A 2x4 CONTINUOUS LATERAL BRACE IS USED TO BRACE
DESIGNATED WEBS (SECURE TO WEB WITH (2) 10d NAILS). "DIAGONAL" OR
END" ANCHORAGE IS REQUIRED TO STABILIZE THE LATERAL BRACING.
SEE HIB-91 BOOKLET & SUMMARY SHEET FOR ADDITIONAL INFORMATION ON
DIAGONAL BRACING.)
NOTE: MULTI -PLY GIRDER TRUSSES AND TRUSSES SPACED GREATER THAN 24"o.c.
MAY REQUIRE SPECIAL BRACING. SEE INDIVIDUAL TRUSS DESIGNS FOR
BRACING REQUIREMENTS.
CONTINUOUS LATERAL BRACING
NOTE: IF VER'
MEMBER IS SI
LATERAL BRA
REQUIRED OP
MEMBER.
SEE WTCA'S "COMMENTARY FOR PERMANENT
BRACING OF METAL PLATED CONNECTED WOOD
TRUSSES", FOR MORE DETAILS.
IRE TOP CHORD AREA MUST BE
ATHED OR LATERALLY BRACED
ICAL).
RMANENT
INTINUOUS
TERAL BRACE
1GONALLY BRACE
E PERMANENT
iNTINUOUS LATERAL
ACING
BASED ON WTCA PUBLICATION
nnn n TRUSS TECHNOLOGY BUILDING
ILIJ'/`IJI I ICI
r ul INFORMATIONAL SERIES
WEB REINFORCEMENT
T" BRACING DETAIL & "L" BRACING DETAIL
T" BRACE
L" BRACE
SAME SIZE/GRADE
AS WEB
I.Tft
MA.
WITHOUT CAUSING DAMAGE TO
JOINT CONNECTOR PLATES
AND/OR PLYWOOD GUSSETS.
USE AS ALTERNATE TO CONTINUOUS
LATERAL BRACING (SHOWN ON DRAWING
BY ® )
FOR SINGLE OR DOUBLE LATERAL BRACE:
USE CONTINUOUS T-BRACE OR L-BRACE OF
SAME SIZE, GRADE, AND SPECIES, ALONG
THE FULL LENGTH OF WEB, FASTEN TO WEB
WITH 10d NAILS AT 6" O.C.
10d @ 6" O.C. "T" REINFORCEMENT
2 X 4 BRACE
2x4 WEB
MEMBER
10d @ 6" O.C. "L" REINFORCEMENT
2 X 4 BRACE
2x4 WEB
MEMBER
ATTACH A 2x4 "T-BRACE/L-BRACE" ALONG THE ENTIRE LENGTH OF A 2x4 WEB WITH 10d NAILS
AT 6" ON CENTER. THE "T-BRACE/L-BRACE" MAY BE USED IN PLACE OF ONE OR TWO LATERAL
BRACES RUNNING PERPENDICULAR TO THE WEB.
10d @ 6" O.C. "T" REINFORCEMENT
2 X 6 BRACE
2x6 WEB
MEMBER
10d @ 6" O.C. — "L" REINFORCEMENT
2 X 6 BRACE
2x6 WEB
MEMBER
ATTACH A 2x6 "T-BRACE/L-BRACE" ALONG THE ENTIRE LENGTH OF A 2x6 WEB WITH 10d NAILS
AT 6" ON CENTER. THE "T-BRACE/L-BRACE" MAY BE USED IN PLACE OF ONE OR TWO LATERAL
BRACES RUNNING PERPENDICULAR TO THE WEB.
SEE WTCA'S "COMMENTARY FOR PERMANENT BASED ON WTCA PUBLICATION
BRACING OF METAL PLATED CONNECTED WOOD TRUSS TECHNOLOGY IN BUILDING
TRUSSES", FOR MORE DETAILS. M INFORMATIONAL SERIES
LATER
NUMBE
WEBS
DESIGI
STANDARD GABLE END BRACING DETAIL
SHEATHING OUTRIGGER
BLOCKING CUT TO FIT
TIGHT BETWEEN TRUSSES
f 45°}
ARIES
o+
DIAGONAL BRACE
S REQUIRED
DESIGN ATTACHMENT
TO RESIST BOTH PUSHING /
AND PULLING FORCES / LATERAL
ATTACHMENT / BRACING /
DESIGNED /
BY BUILDING - — _ _ _ _A
DESIGNER
CEILING
DIAPHRAGM
ND WALL
VE DIAGONAL CING
STANDARD END
L
DpIAGONAL BRACE MAY BE TIED INTO
OPTION)
BOTTOM CHORD LATERAL BRACING
SECTION A -A
03/14/2003
VERTICAL
BRACE
GABLE ALTERNATE
WEB
SECTION C-C
VERTICAL
BRACE
GABLE
WEB
SECTION B-B
BOTTOM CHORD
LATERAL BRACING
DROPPED TOP CHORD END
NOTES:
1) ACTUAL BRACING REQUIREMENTS WILL VARY DUE TO WIND LOAD, CODE CRITERIA, BUILDING HEIGHT,
TRUSS SPAN, WEB LUMBER GRADE/SPECIES/ON CENTER SPACING AND OTHER VARIABLES.
BRACING (AND ATTACHMENT) REQUIREMENTS SHOULD BE DESIGNED FOR EACH SPECIFIC JOB.
DESIGN OF BRACING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER.
2) CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL, AS WELL AS THE DESIGN
AND SPECIFICATION OF TEMPORARY AND PERMANENT BRACING OF THE ROOF SYSTEM IS THE
RESPONSIBILITY OF THE BUILDING DESIGNER.
MAY 2003 1 PIGGYBACK TRUSS CONNECTION DETAIL
2 x 4 x 3'-0" ATTACHED
TO ONE SIDE OF TOP
CHORD WITH 10d NAILS
AT 6" O.C. STAGGERED.
SCAB NOT NECESSARY
FOR PIGGYBACK SPANS
LESS THAN 16'-0")
X
PIGGYBACK TRUSS
ATTACH PIGGYBACK TRUSS TO EACH
PURLIN WITH 2 - NAILS TOENAILED.
NAILS TO BE A MINIMUM OF 12d OR 16d
SEE CHART BELOW)
MAXIMUM PURLIN SPACING = 36" O.C.
OR LESS IF REQUIRED BY DESIGN.
SEE INDIVIDUAL TRUSS DESIGN FOR
TOP CHORD BRACING REQUIREMENTS
OF THE BASE TRUSS.
ATTACH EACH PURLIN TO TOP
CHORD OF BASE TRUSS WITH
2 NAILS. NAILS TO BE A MINIMUM
OF 12d OR 16d (SEE CHART BELOW)
BASE TRUSS
MAXIMUM ALLOWABLE
WIND UPLIFTS WITH
TOE -NAILED CONNECTION
Lumber Species
SYP DF HF SPF
Load
Duration
Load
Duration
Load
Duration
Load
Duration
1.33 1 1.6 1.33 F 1.6 1.33 1.6 1 1.33 1 1.6
Nails Maximum Allowable Wind Uplift Pressure in PLF
16d Common 162" x 3 1/2" 52 62 1 41 1 49 1 28 33 27 32
16d Box 135" x 3 1/2" 43 52 34 41 24 28 1 22 26
12d Common 148" x 3 1/4" 47 57 37 45 26 31 1 24 28
12d Box 128" x 3 1/4" 41 50 32 1 38 22 26 1 21 25
PIGGYBACK TRUSS
OPTION: 2 / ''
MAXIMUM PURLIN SPACING = 36" O.C.
OR LESS IF REQUIRED BY DESIGN.
SEE INDIVIDUAL TRUSS DESIGN FOR
2 x 4 x 3'-0" ATTACHED TOP CHORD BRACING REQUIREMENTS
TO ONE SIDE OF TOP
OF THE BASE TRUSS.
CHORD WITH 10d NAILS \ ATTACH EACH PURLIN TO TOP
AT 6" O.C. STAGGERED. CHORD OF BASE TRUSS WITH
SCAB NOT NECESSARY O 6" 2 - 16d NAILS.
FOR PIGGYBACK SPANS 4-- _JI
LESS THAN 16'-0") U FM
USE ANY OF THE THESE BASE TRUSSTHREECONNECTION
OPTIONS AT ALL PURLIN
LOCATIONS. \\
l
USP "RT7" (OR EQUIVALENT)
1 FRAMING ANCHOR. ONE CONNECTING
PURLIN TO PIGGYBACK TRUSS
AND ONE CONNECTING PURLIN
TO BASE TRUSS.
Connection designed to resist an
Uplift pressure = 165 PLF @ 1.33 INCR
Uplift pressure = 195 PLF @ 1.6 INCR
6" x 8" x 1/2" PLYWOOD (or 7/16" OSB)
GUSSET EACH SIDE AT EACH PURLIN
LOCATION. ATTACH WITH 4 - 6d COMMON
OR WIRE (A13 DIA.) NAILS INTO EACH CHORD
FROM EACH SIDE (TOTAL - 16 NAILS)
Connection designed to resist an
Uplift pressure = 83 PLF Q 1.33 INCR
Uplift pressure = 100 PLF Q 1.6 INCR
ATTACH MITEK 18ga 5H HAMMER -ON PLATES (3-7/16" X 6-1/4")
ON EACH SIDE AT EACH PURLIN LOCATION. (OR MAY SUBSTITUTE
Q WITH NAIL -ON TIE PLATES COMMERCIALLY AVAILABLE THRU
Trussway, Ltd. MOST BUILDING SUPPLY OR LUMBER YARDS)
v9411
Alcorn Connection designed to resist an
Houston, Tx 77093
Uplift pressure = 113 PLF @ 1.33 INCR
Uplift pressure = 136 PLF Q 1.6 INCR
MAY 2003 1 VALLEY TRUSS CONNECTION DETAIL
OPTION: 1 2 -16d TOE -NAILS WILL WORK FOR
ALL CONDITIONS THAT MEET THE
FOLLOWING SPECIFICATIONS:
MAXIMUM LOADING:
TCLL 40.0 PSF
TCDL 10.0 PSF
LOAD DURATION INCR: 1.15
DESIGN WIND SPEED:
70 MPH (FASTEST MPH)
90 MPH (3 SECOND GUST)
MEAN ROOF HEIGHT = 33 FT
ALL BUILDING AND STRUCTURES
EXPOSURE CATEGORY = C
ENCLOSED BUILDING
100 MILES FROM HURRICANE OCEANLINE
COMPONENTS AND CLADDING
2 - 16d NAILS TOENAILED
MAXIMUM @ 45 DEGREES
ALLOWABLE
SEE CHART BELOW FOR
UPLIFT CAPACITIES)
SLOPE
12
9 F_ v
REFER TO INDIVIDUAL TRUSS
DESIGN FOR LUMBER GRADES,
TRUSS TYPE, ETC.
FOR ALL OTHER CONDITIONS REFER TO
MAXIMUM ALLOWABLE UPLIFT TABLE
NOTES:
BELOW OR SEE OPTION 2 OR OPTION 3 )
1) TRUSSES TO BE SHEATHED WITH PLYWOOD DECKING PRIOR TO APPLICATION OF VALLEY TRUSSES.
2) CONNECT BOTTOM CHORD OF VALLEY TRUSS TO EACH BASE TRUSS WITH 2 - 16d NAILS TOENAILED @ 45 DEGREES
AT EACH POINT WHERE VALLEY TRUSS INTERSECTS BASE TRUSS. BASE TRUSS SPACING MUST NOT EXCEED 24" O.C.
3) VALLEY TRUSSES MUST BE SHEATHED AFTER INSTALLED.
MAXIMUM ALLOWABLE SYP DF HF SPF
WIND UPLIFTS WITH Load Load Load Load
TOE -NAILED CONNECTION Duration Duration Duration Duratic
1.33 1.6 1.33 1.6 1.33 1.6 1.33
116d Crnrrnxl I .16-Z x 3 1/2" 1 61 1 74 1 49 1 59 1 33 1 40 1 32 1 38 1
116d Box 1 .136' x 31/2" 1 52 1 62 1 41 1 49 1 28 1 34 1 26 1 31 1
FOR TRUSSES SPACED 24" O.C. MULTIPLY "PLF" X 2 TO DETERMINE REACTION IN "LBS" APPLIED TO EACH TRUSS.)
TRUSS• ANY
Trussway, Ltd.
9411 acom
Houston, TX 77093
OPTION: 2
CONNECT BOTTOM CHORD OF VALLEY
TRUSSES TO EACH BASE TRUSS WITH
SIMPSON "VCT2" (OR EQUIVALENT)
FRAMING ANCHOR.
Connection designed to resist an
Uplift pressure = 155 PLF @ 1.33/1.6 INCR
AT 24"O.C., UPLIFT REACTION = 310 LBS.)
OPTION: 3
CUT HOLE OR SLOT IN DECKING TO ALLOW
FRAMING ANCHOR TO PASS THROUGH.
CONNECT BOTTOM CHORD OF VALLEY
TRUSSES TO EACH BASE TRUSS WITH
USP "RT7" (OR EQUIVALENT)
FRAMING ANCHOR.
Connection designed to resist an
Uplift pressure = 247 PLF aQ 1.33 INCR
AT 24" O.C., UPLIFT REACTION = 494 LBS.)
Uplift pressure = 292 PLF Q 1.6 INCR
AT 24" O.C., UPLIFT REACTION = 584 LBS.)
NOTES:
1) TRUSSES TO BE SHEATHED WITH PLYWOOD
DECKING PRIOR TO APPLICATION OF VALLEY
TRUSSES.
2) VALLEY TRUSSES MUST BE SHEATHED
AFTER INSTALLED.
FLOOR TRUSS LATERAL BRACING - "STRONGBACKS"
TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS,
2x6 "STRONGBACK" LATERAL SUPPORTS SHOULD BE LOCATED EVERY
8 TO 10 FEET ALONG A FLOOR TRUSS.
STRONGBACK MAY BE POSITIONED DIRECTLY UNDER THE TOP CHORD OR
DIRECTLY ABOVE THE BOTTOM CHORD. SECURELY FASTEN TO THE TRUSS
USING ANY OF THE METHODS ILLUSTRATED BELOW.
USE METAL FRAMING ATTACH TO VERTICAL
ANCHOR TO ATTACH WEB WITH (3) - 16d
TO TOP CHORD COMMON WIRE NAILS
BLOCKING BEHIND THE
VERTICAL WEB IS
RECOMMENDED WHILE
ATTACH TO VERTICAL
SCAB WITH (3) - 16d
COMMON WIRE NAILS
ATTACH 2x4 VERTICAL TO FACE
OF TRUSS. FASTEN TO TOP AND
BOTTOM CHORD WITH (2) - 16d
USE METAL FRAMING ATTACH TO VERTICAL ATTACH TO VERTICAL
ANCHOR TO ATTACH WEB WITH (3) -16d SCAB W ITH (3) - 16d
TO BOTTOM CHORD COMMON WIRE NAILS COMMON WIRE NAILS
TRUSSES 4-0-0
TYPICAL SPLICE)
INSERT SCREW THROUGH OUTSIDE
EDGE OF CHORD INTO EDGE OF
STRONGBACK (DO NOT USE
DRYWALL TYPE SCREWS)
ATTACH TO CHORD
WITH TWO #12 x 3"
WS (.216" u6 .)
INSERT SCREW THROUGH OUTSIDE
EDGE OF CHORD INTO EDGE OF
STRONGBACK (DO NOT USE
DRYWALL TYPE SCREWS)
2x6 AS
REQUIRED BLOCKING
SIDEWALL
THE STRONGBACKS SHOULD EITHER BE SECURED TO ADJACENT PARTITION
WALLS OR ALTERNATE "X"-BRIDGING SHOULD BE USED TO TERMINATE THE
BRACING MEMBERS. IF SPLICING IS NECESSARY, USE A 4'-0" LONG SCAB
CENTERED OVER THE SPLICE AND JOIN WITH (12) - 16d NAILS EQUALLY SPACED.
ALTERNATE METHOD OF SPLICING:
OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4'-0" AND FASTEN
WITH (12) - 16d COMMON WIRE NAILS STAGGERED AND EQUALLY SPACED.
TO BE USED ONLY WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL)
SEE WTCA'S "COMMENTARY FOR PERMANENT BASED ON WTCA PUBLICATION
BRACING OF METAL PLATED CTRUSSES", FOR MORE DETAILS.
ONNECTED WOOD n/(EKE NFORMATIONAOL
OSERIESBUILDING
Notes and Instructions. TRUSSWAY,LTD. PUBLICATIONS 31403
These designs are based only upon the design parameters shown on the Individual truss
drawings. Trusses are designed as individual building components to be installed in a plumb
position and support loads in the plane of the truss only. Applicability of design parameters and
proper incorporation of these components into the building system are the responsibility of the
Building Designer — NOT the Truss Designer.
Bracing shown on truss drawings indicates the location of the lateral bracing required
to prevent buckling and is for lateral support of individual truss members only.
ALL other BRACING, BRIDGING, BLOCKING, etc., both temporary and
permanent, IS OUTSIDE TRUSSWAY'S SCOPE OF WORK.
Additional temporary bracing to insure stability during construction is the
responsibility of the Contractor.
Additional permanent bracing of the roof and floor system and of the overall structure is the
responsibility of the Building Designer.
Refer to industry documents BCSI 1-03 Booklet (replaces HIB-91 Booklet) and the
BCSI-1B1 Summary Sheet (replaces both the HIB-91 Summary Sheet and the WTCA Warning
Poster) supplied with this design pack for general guidance regarding unloading, storage,
handling, erection and bracing. For additional information contact the Truss Plate Institute or
the Wood Truss Council of America.
The design of the truss support structure including headers, beams, walls and columns is
the responsibility of the Building Designer.
Copies of the truss documents must be distributed to Building Designer, General Contractor
and Erection Contractor.
Individual truss designs are dimensioned in feet -inches -sixteenths.
Exercise care in unloading, handling, storage, installation and bracing of trusses.
Girder trusses may consist of more than one ply. Builder/Framer is responsible for reviewing
truss designs to determine number of plies and proper attachment methods to be used in the
field.
Do not install trusses turned end -for -end nor up -side -down (Refer to individual truss designs
sheets during installation). Some trusses have symmetric outside shapes but have special
conditions such as concentrated loads, interior supports or mechanical chases that require
proper placement..
Chords shall be adequately braced in the absence of roof sheathing or rigid ceiling.
CONNECTIONS OF TRUSSES TO BEARING, anchorage and/or load
transferring, are the RESPONSIBILITY OF OTHERS.
Do not stack construction material on floor or roof trusses in excess of design load.
Do not cut or alter truss members or plates without prior approval of a Professional Engineer.
0 All conventional framing to be designed by others.
Truss Repair Information
General Notes
Trussway cannot be responsible for the structural integrity of trusses that have been damaged
due to improper handling, storage, or bracing procedures. Should damage occur, an analysis by
a professional engineer will be required and certain field modifications, repairs, and/or
replacement of product may be necessary.
Avoid installing damaged trusses. The nature of the truss damage may inhibit any type of repair
for a truss that has already been installed.
Repairs to damaged or field modified trusses should not be attempted without proper repair
detail drawings from a professional engineer.
Truss members shall not be cut, drilled, notched, spliced, or otherwise altered in any way
without approval from the truss manufacturer, or a registered professional engineer.
Alterations resulting in the addition of load (e.g., HVAC equipment, water heater), which exceeds
the design load for the truss, shall not be permitted without verification from the truss
manufacturer that the truss is capable of supporting such additional loading.
A truss repair design will be based on information furnished to Trussway by the contractor. The
truss should be inspected by the contractor for any alterations, defects, and damage to the
metal connector plates and/or lumber.
How to Obtain Truss Repairs
Use a photocopy of the truss design drawing from the field package provided for truss
installation.
Mark clearly on the truss design drawing what is wrong with the truss and any circumstances
that may influence the type of repair that is prescribed. See reverse side for additional
information.
Send a facsimile of the marked up truss design drawings to a sales representative, design
technician or "Repair Department" at Fax # (713) 699-7342. Be sure to include a cover sheet
containing the following information:
Trussway Job No.
Project name ME
Project builder
Field contact
Telephone number
Fax number Trussway, Ltd.
9411 Alcorn
Houston, TX 77093
Ph. (713) 699-7300
Fax (713) 699-7342
See reverse side for additional information
Truss Repair Information (continued)
How to Indicate Truss Damage
The truss repair is based exclusively on the field notes faxed in on the truss design drawing. The
more complete and accurate the information provided to the repair department, the faster and
better suited the repair. Dimensions relevant to damage and location are important, and should be
provided as often as possible. Preferred notation indicating truss damage is listed below for several
situations. Enclosed in the dashed boxes below are interpretations of the notations.
D
47
The floor truss top chord has been notched for a pipe. The size of the notch is given, as well as a
top view sketch showing how the notch is positioned in the top chord. By writing, "One face
available" and drawing the HVAC duct, the field has indicated that the truss may be repaired on
one face up to the truss duct opening. (It is important to note any ducts or pipes that may obstruct
repair material).
Last Updated on January 17, 2003
F
c
47
FLOOR TRUSS LATERAL BRACING - "STRONGBACKS"
TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS,
2x6 "STRONGBACK" LATERAL SUPPORTS SHOULD BE LOCATED EVERY
8 TO 10 FEET ALONG A FLOOR TRUSS.
STRONGBACK MAY BE POSITIONED DIRECTLY UNDER THE TOP CHORD OR
DIRECTLY ABOVE THE BOTTOM CHORD. SECURELY FASTEN TO THE TRUSS
USING ANY OF THE METHODS ILLUSTRATED BELOW.
USE METAL FRAMING ATTACH TO VERTICAL
ANCHOR TO ATTACH WEB WITH (3) -16d
TO TOP CHORD COMMON WIRE NAILS
BLOCKING BEHIND THE
VERTICAL WEB IS
RECOMMENDED WHILE
ATTACH TO VERTICAL
SCAB WITH (3) - 16d
COMMON WIRE NAILS
ATTACH 2x4 VERTICAL TO FACE
OF TRUSS. FASTEN TO TOP AND
BOTTOM CHORD WITH (2) -16d
USE METAL FRAMING ATTACH TO VERTICAL ATTACH TO VERTICAL
ANCHOR TO ATTACH WEB WITH (3) -16d SCAB WITH (3) -16d
TO BOTTOM CHORD COMMON WIRE NAILS COMMON WIRE NAILS
TRUSSES 44)-0
TYPICAL SPLICE)
INSERT SCREW THROUGH OUTSIDE
EDGE OF CHORD INTO EDGE OF
STRONGBACK (DO NOT USE
DRYWALL TYPE SCREWS)
ATTACH TO CHORD
WITH TWO #12 x 3"
WOOD SCREWS (.216" DIAM.)
INSERT SCREW THROUGH OUTSIDE
EDGE OF CHORD INTO EDGE OF
STRONGBACK (DO NOT USE
DRYWALL TYPE SCREWS)
2x6 AS
REQUIRED BLOCKING
F 11 d1 1 1!
THE STRONGBACKS SHOULD EITHER BE SECURED TO ADJACENT PARTITION
WALLS OR ALTERNATE "X"-BRIDGING SHOULD BE USED TO TERMINATE THE
BRACING MEMBERS. IF SPLICING IS NECESSARY, USE A 4'-0" LONG SCAB
CENTERED OVER THE SPLICE AND JOIN WITH (12) - 16d NAILS EQUALLY SPACED.
ALTERNATE METHOD OF SPLICING:
OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4'-0" AND FASTEN
WITH (12) - 16d COMMON WIRE NAILS STAGGERED AND EQUALLY SPACED.
TO BE USED ONLY WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL)
SEE WTCA'S "COMMENTARY FOR PERMANENT BASED ON WTCA PUBLICATION
BRACING OF METAL PLATED CONNECTED WOOD TRUSS TECHNOLOGY IN BUILDING
TRUSSES", FOR MORE DETAILS. T9 INFORMATIONAL SERIES
Notes and Instructions. 0 TRUSSWAY, LTD. PUBLICATION # 31403
These designs are based only upon the design parameters shown on the Individual truss
drawings. Trusses are designed as individual building components to be installed in a plumb
position and support loads in the plane of the truss only. Applicability of design parameters and
proper incorporation of these components into the building system are the responsibility of the
Building Designer — NOT the Truss Designer.
Bracing shown on truss drawings indicates the location of the lateral bracing required
to prevent buckling and is for lateral support of individual truss members only.
ALL other BRACING, BRIDGING, BLOCKING, etc., both temporary and
permanent, IS OUTSIDE TRUSSWAY'S SCOPE OF WORK.
Additional temporary bracing to insure stability during construction is the
responsibility of the Contractor.
Additional permanent bracing of the roof and floor system and of the overall structure is the
responsibility of the Building Designer.
Refer to industry documents HIB-91 (booklet), HIB-91 (orange summary sheet) and WTCA
Warning Poster' (wall poster) supplied with this design pack for general guidance regarding
unloading, storage, handling, erection and bracing. For additional information contact the Truss
Plate Institute or the Wood Truss Council of America.
The design of the truss support structure including headers, beams, walls and columns is
the responsibility of the Building Designer.
Copies of the truss documents must be distributed to Building Designer, General Contractor
and Erection Contractor.
Individual truss designs are dimensioned in feet -inches -sixteenths.
Exercise care in unloading, handling, storage, installation and bracing of trusses.
Girder trusses may consist of more than one ply. Builder/Framer is responsible for reviewing
truss designs to determine number of plies and proper attachment methods to be used in the
field.
Do not install trusses turned end -for -end nor up -side -down (Refer to individual truss designs
sheets during installation). Some trusses have symmetric outside shapes but have special
conditions such as concentrated loads, interior supports or mechanical chases that require
proper placement..
Chords shall be adequately braced in the absence of roof sheathing or rigid ceiling.
CONNECTIONS OF TRUSSES TO BEARING, anchorage and/or load
transferring, are the RESPONSIBILITY OF OTHERS.
Do not stack construction material on floor or roof trusses in excess of design load.
Do not cut or alter truss members or plates without prior approval of a Professional Engineer.
All conventional framing to be designed by others.