HomeMy WebLinkAbout330 Kays Landing Dr 07-2303 SFRPERMIT ADDRESS
CONTRACTOR
ADDRESS
PHONE NUMBER
PROPERTY OWNER
ADDRESS
PHONE NUMBER
ELECTRICAL CONTRACTOR
MECHANICAL CONTRACTO
PLUMBING CONTRACTOR
MISCELLANEOUS CONTRACTOR
PERMIT NUMBER FEE
MISCELLANEOUS CONTRACTOR
PERMIT NUMBER FEE
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PERMIT # V07-a 3o 3 DATE a 3 0 -7 w'
PERMIT DESCRIPTION Y1 Qitwi S I
F 15
PERMIT VALUATION
SQUARE FOOTAGE 1
ILA
CITY OF SANFORD
P.O. BOX 1788
SANFORD FL 327721788
C E R T I F I C A T E O F O C C U P A N C Y
P E R M A N E N T
Issue Date
Parcel Number . . . . .
Property Address . . .
Subdivision Name . . .
Legal Description . . .
Property Zoning . . . .
Owner
Contractor
11/21/07
34.19.30.520-0000-0910
330 KAYS LANDING DR
SANFORD FL 32771
Engle Homes
ENGLE HOMES ORLANDO
407 249-3500
Application number 07-00002303 000 000
Description of Work NEW SINGLE FAMILY HOME - DETACHED
Construction type . . . TYPE VB
Occupancy type . . . . RESIDENTIAL USE GROUP
Flood Zone . . . . . . NONE
Approved
Building Official
VOID UNLESS SIGNED BY BUILDING OFFICIAL
In accordance with this Certificate of Occupancy, all inspections for compliance
with Florida Building Code 2004 for occupancy and use have been performed and
approved.
If the construction project was permitted and built under the owner/builder
contractor exemption of Florida State statute 489.103; refer to state statute
regarding limitations on renting, lease or sale of this property.
U.S. DEPARTMENT OF HOMELAND SECURITY ELEVATION CERTIFICATE OMB No. 1660-0008
Federal Emergency Management Agency I Exuires February 28. 2009
National Flood Insurance Program Important: Read the instructions on pages 1-8. �)'j - o2_5p3
SECTION A - PROPERTY INFORMATION For Insurance Company Use:
Al. Building Owner's Name Tousa Homes, Inc. Policy Number
�. A2. Buikift Sb" Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Company NAIC Number
330 Keys Landirm Drive
Sanford State FL ZIP Code 32771
A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.)
Lot 91, Kays Landing, Phase 2, Plat Book 69, Pages 43-44, Seminole County, Florida.
A4. Building Use (e.g., Residential, Non -Residential, Addition, Accessory, etc.) Residential
A5. Latitude/Longitude: Lat 28d47'43.91" N Long. 8ldl8'24.98" W 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 Number 1
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) 0 sq ft a) Square footage of attached garage 4M sq ft
b) No. of permanent flood openings in the crawl space or b) No. of permanent flood openings in the attached garage
enclosure(s) walls within 1.0 foot above adjacent grade 0 walls within 1.0 foot above adjacent grade 0
c) Total net area of flood openings in A8.b 0 sq in c) Total net area of flood openings in A9.b 0 sq in
SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION
B1. NFIP Community Name & Community Number B2. County Name B3. State
CITY OF SANFORD 120294 1 SEMINOLE I FL
B4. Map/Panel Number
B5. Suffix
B6. FIRM Index
B7. FIRM Panel
B8. Flood
B9. Base Flood Elevations) (Zone
Date
Effective/Revised Date
Zone(s)
AO, use base flood depth)
12117C 0070
F
09-28-2007
09-28-2007
X & A
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)
Bl 1. Indicate elevation datum used for BFE in Item B9: ❑ NGVD 1929 ® NAVD 1988 ❑ Other (Describe)
B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? ❑Yes ®No
Designation Date ❑ 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, AR/A, AR/AE, AR/A1-A30, AR/AH, AR/AO. Complete Items C2.a-g
below according to the building diagram specified in Item A7.
Benchmark Utilized Local Vertical Datum NGVD 1929
Conversion/Comments None
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)
f) Lowest adjacent (finished) grade (LAG)
g) Highest adjacent (finished) grade (HAG)
Check the measurement used.
35.94
® feet
❑ meters (Puerto Rico only)
46.94
® feet
❑ meters (Puerto Rico only)
N/A.
® feet
❑ meters (Puerto Rico only)
25.27
® feet
❑ meters (Puerto Rico only)
35.59
® feet
❑ meters (Puerto Rico only)
35.1 ® feet ❑ meters (Puerto Rico only)
35.5 ® feet ❑ meters (Puerto Rico only)
SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION _
This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation .�
information. I certify that the information 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. I "
® Check heldif q*ments are provided on back of form.
Number
Title Manager of Survey -Florida Region Company Name IBI Group, Inc.
Address 2603 Maitland Center Parkway, Suite C City Maitland State FL ZIP Code 32751
Signature Date 10-29-07 Telephone (407) 660-2120
i/LAf,F_
S..At
HERE
FEMA Form 81-31, February 2006 See reverse side for continuation. Replaces all previous editions
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
330 Kays Landing Drive
City Sanford State FL ZIP 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 C2.a)e) - Air Conditioner Slab Elevation. Information shown hereon is based upon FIRM.
Signature Date 10-29-07
® 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 El-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.
E1. 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 0.44 ® feet ❑ meters ® above or ❑ below the HAG.
b) Top of bottom floor (including basement, crawl space, or enclosure) is 0.84 ® 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 N/A. ® feet ❑ meters ❑ above or ❑ below the HAG.
E3. Attached garage (top of slab) is 0.23 ® feet ❑ meters ❑ above or ® below the HAG.
E4. Top of platform of machinery and/or equipment servicing the building is 0.09 ® 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 attachments
SECTION G - COMMUNITY INFORMATION (OPTIONAL)
The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B, C (or E),
and G of this Elevation Certificate. Complete the applicable item(s) and sign below. Check the measurement used in Items G8. and G9.
G1. ❑ The information in Secfion C was taken from other documentation that has been signed and sealed by 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 I G5. Date Permit Issued I 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 Replaces all previous editions
Building Photographs
See Instructions for Item A6.
For Insurance Company Use:
Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy Number
330 Kays Landing Drive
City Sanford State FL ZIP Code 32771 Company NAIC Number
If using the Elevation Certificate to obtain NFIP flood insurance, affix at least two building photographs below according to
the instructions for Item A6. Identify all photographs with: date taken; "Front View" and "Rear View"; and, if required, "Right
Side View" and "Left Side View." If submitting more photographs than will fit on this page, use the Continuation Page,
following.
FRONT VIEW (Date of photograph: 10-23-07)
Building Photographs
Continuation Page
For Insurance Company Use:
Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy Number
330 Kays Landing Drive
City Sanford State FL ZIP Code 32771 Company NAlCNumber
If submitting more photographs than will fit on the preceding page, affix the additional photographs below. Identify all
photographs with: date taken; "Front View" and "Rear View"; and, if required, "Right Side View" and "Left Side View."
REAR VIEW (Date of photograph: 10/23/07)
,4 ?- a3a3
November 7, 2005
City of Sanford Building Division
PO Box 1788
Sanford, FL 32772-1788
To Whom It May Concern:
CCL
IBI
Re: Lot 91— 330 Kays Landing, Sanford, FL 32771
The finished floor elevation of the structure located at 330 Kays Landing, Sanford, FL 32771, Lot 91, Kays
Landing Phase 1 meets or exceeds the requirements set forth in the City of Sanford Code Chapter 6, sec.
6-7(a ).
Sincerely,
CCL / IBI Consultants, Inc.
a division of I
David M. Bruno, P.S.M.
Manager of Survey — Central Florida Region
DMB / sd
2603 Maitland Center Parkway, Suite C, Maitland, Florida 32751 USA (407) 660-2120 FAX (407) 660-9070
CCUIBI Consultants, Inc. is a Division or IBI Group
/)7 -_2-3/)-j
r.�
IBI GR 0 UP, Inc.
AUTHORIZATION #LB5610
ENGINEERS SURVEYORS PLANNERS
LANDSCAPE ARCHITECTS ENVIRONMENTAL CONSULTANTS
2200 PARK CENTRAL BLVD. N., SUITE 100 2603 MAITLAND CENTER PARKWAY, SUITE C
POMPANO BEACH, FLORIDA, 33064 MAITLAND. FLORIDA, 32751
(954) 974-2200 (407) 660-2120
ENGLEKAY'
S LANDING PHASE 2
MA77ONAL FLOOD INSURANCE PROGRAM
BEARING BASED ON THE WEST LINE OF THE
COMMUNITY NUMBER
120294
NORTHEAST 114 OF SECTION J4, TOWNSHIP 19
PANEL NUMBER
12117CO07OF
SOUTH, RANGE JO EAST. SEMINOLE COUNTY, FLORIC
MAP RfNS/ON
912812007
BEING S 00-14'40• E, AN ASSUMED MERIDIAN.
FLOOD ZONE
X do A
ELEVA77ONS DERIVED BY SITE BENCH MARKS
SUPPLIED BY THE PLATTING SURVEYOR.
L E G E N D
R= RADIUS
L= ARC DISTANCE
C= CENTRAL ANGLE
A/C CEAIR
CON
NEDITIONER SLAB
.E. = DRAINAGE EASEMENT
L.M,E. LAKE MAINTENANCE EASEMENT
U.E. UTILITY EASEMENT
F.F. FINISH FLOOR
FHYD. = FIRE HYDRANT
W.M. = WATER METER
W.V. = WATER VALVE
0 INDICATES 5/8• IRON ROD SET WITH NUMBER
L.B. 5610 CnAP IRC)), UNLESS OTHERWISE NOTED
L.B. LICENSED USINESS
N&D = SET NAIL AND DISC L.B. 5610
PC = POINT OF CURVATURE
PCC = POINT OF COMPOUND CURVATURE ..c
PI = POINT OF INTERSECTION
PRC = POINT OF REVERSE CURVATURE
CATV. - CABLE TV
L.P. = LIGHT POLE
ELEC. = ELECTRIC SERVICE
PT = POINT OF TANGENCY
® = EXISTING ELEVATION
I /\T/1
L.\/ I v LJ
SCALE: 1• = 30'
T- IT "/1" I / /NT V 1
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_ N 89'51'25" E 60.00'
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KAYS LANDING DRIVEN&D ,
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LEGAL DESCRIPTION. -
Lot 91, Koy s Landing, Phase 2, according to the Plot thereof, as recorded in Plat Book 69,
at Page 43-44, of the Public Records, Seminole County, Florida. N—)
I. 1. UNLESS I BEARS THE SIGNATURE AND THE ORIGINAL RAISED J. PLAT AND RECORDED DIMENSIONS ARE THE SAME Q0
SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER THIS AS MEASURED UNLESS 0774FRVASF. NOTED.
DRAWING, SKETCH, PLAT OR MAP IS FOR INFORMATIONAL 4. LANDS SHOWN HEREON WERE NOT ABSTRACTED BY �—
PURPOSES ONLY AND IS NOT VALID. ADDITIONS OR DELETIONS IBI GROUP, INC. 'OR EASE)WENTS AND OR RIGHTS —
TO SURVEY MAPS OR REPORTS BY OTHER THAN THE SIGNING OF —WAY OF RECORO.
PARTY OR PARTIES /S PROHIBITED WITHOUT WRITTEN 5. LOCARONS APE LIMITED. 70 NSIL'LE IMPROVETAFNIs ONLY. U
CONSENT OF THE SIGNING PARTY OR PARTIES. 6. THIS SURVEY DOES NOT REFLECT OR DETERMINE OWNERSHIP.
?. T)ES ARE TO 7H£ ABOVE GROUND FOUNDA AON OF BUILDING.
7. THIS SURVEY EXCEEDS THF. WA'IfdL'M CLOSURE ACCURACY Cox O
FOR A SUBURBAN SURVEY AS REOU'RED /N 67C17-6.003 a Z
REVISIONS: DATE: BY: OF FLOR/DA /N/Af.�M T}CHI\11(,AL STANDARDS
PLOT PLAN 3/21/07 JAM i
PLOT PLAN No. 2 5/10/07 JAM i�•
FOUNDATION 8/10/07 JAM WIA Otd E. WAY. P.S.M.
FINAL 10/24/07 JAM PROFESSIONAL SURVEYOR and MAPPER #2585 STATE OF FLORIDA
CORRECTED HOUSE ADDRESS 10/29/07 BGH DATE OF SURVEY.' DRAWN CHECKED I FIELD 40 72l1
10/23/07 1BY JAM BY WEW BOOK
CM'OF SANFORD PERMIT APPLICATION
Permit N :_ — aSo Date: la� �o
fob Address: E6 Ste—,��
Description of Work: �w t K\/hC u V S>' ern t�t:.e- Total Sr are Foot
ase
Historic District: Zoning: Value of Work: $ 6� ��-
Permit Type: Building Electrical Mechanical ✓ Plumbing Fire Sprinkler/Alarm Pool
Electrical: New Service — N of AMPS Addition/Alteration Change of Service Temporary Pole 030
Mechanical: Residential ✓ Non -Residential Replacement New (Duct Layout & Energy Calc. Required)
Plumbing/ New Commercial: N of Fixtures N of Water & Sewer Lines ft of Gas Lines
Plumbing/New Residential: N of Water Closets Plumbing Repair — Residential or Commercial
Dccupancy Type: Residential _Z— Commercial Industrial
Construction Type: N of Stories: N of Dwelling Units: Flood Zone: (FENIA form required )
:)wacrs Name & Address: Cn ! yr
Phone:
C.
contractor Name & Address: '
•'=�. � - r -, Stale 'cc S< Number:
?hone & Fat: Contact Person: {r5 Phone: r-1 o7 3L5 - 3 Lc
3onding Company:
kddress:
►iortgagc Lendcr.
%ddress:
\rchitect/Engiaccr:
\ddrem:
Phone
Fat:
1pptication 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
ssuanae 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
xxmit nvtst be secured for ELECTRICAL WORK, PLUMBING, SIGNS. WELLS. POOLS. FURNACES, BOILERS, HEATERS. TANKS, and
SIR CONDITIONERS, etc.
)WNER'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
onstruction and zoning. WARNING TO OWNER- YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING
.-WICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING. CONSULT W17 YOUR LENDER OR AN
kTTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. /11
4OTICE: An addition to the requirements of this permit, there maybe additional restrictions applicable to this property may be fi�Axl in the public rds of
his county, and there may be additional permits required from other governmental entities such as water manag istricts, agencies, or f c agencies.
�cccptancc of permit is verification that I will notify the owner of the property of the requirements Florid r w, FS
Signature of Owner/Agent Date Si Convector/ Date
1ar,Q�FRT G DFT r n Iz r r
Print Owner/Agent's Name Prin ontractor/AEN
'
Signature of Notary -State of Florida Dater ignature of Notary --tact of Florida Date
Owner/Agent is
Produced ID
rPPROVALS: ZONING:
pccial Conditions:
:cv 03/M6
Personally Known to Me or
UTIL:
FD:
Contractor/Agent is Y Personally Known to Me or
Produced ID
ENG:
BL
D
G:
,;',; ;;n•::y + 14,2011
MIRINDAC. RNER
MOMMISSIO f DD 67937
uJ5-1 EXPIRES: 011
onaeaary c fiters
heu
CITY OF SANFORD PERMIT APPLICATION g �1
Application # : (o Submittal Date:
Job Address: Value of Work: $_
Parcel ID:
Zon
Historic District:
21707035 28488
ENGLE HOMES
91 KAYS LANDING
330 KAYS LANDING DR
SANTA BARB II 07-2303
Description of Work: L pjap W Q, +--tJ LU1!'Qj ,, (L � 3] L ESquare Footage: W
Permit Type: Building ❑ Electrical X Mechanical ❑ Plumbing ❑ Fire Sprinkler/Alarm ❑ Pool ❑ Sign ❑
Electrical: New Service — # of AMPS 3Do Addition/Alteration ❑ Change of Service ❑ Temporary POIA "TDC
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
Occupancy Type: Residential ,6 Commercial ❑ Industrial ❑
Construction Type: '__.? # of Stories: # of Dwelling Units:
Plumbing Repair —Residential ❑ Commercial ❑
Occupancy Use Group(s):
Flood Zone: (FEMA form required )
•Property Owner.�W A • • D IF • • • • \Tn(�c_ •�•�• • • • • • • •Contractor• •t0IgL� EP_ •�E��) C• • •ft -)
Address: ws )_5 f Q�Q �1 �J d �> K__L--_t� Ad�res�; r%�n a <]Yl )q1��'
Of 1 Q.nd-0 3 �2 0 tlY„\I jKJ_l f'_ p r
P�). a g� -•1-}t } E-mail: Phone: tP4�'0700 State License Number:CC000 g
159
Bonding Company:
Address:
Architect/Engineer:
Address:
Plan Review Contact Person:
Mortgage Lender:
Address:
Phone: Fax:
Phone:
Fax:
E-mail:
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. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE 10B SITE BEFORE THE
FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR
NOTICE OF COMMENCEMENT.
NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of
this county. and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies.
Acceptance of permit is verification that I will notify the owner of the propeny of the requirements of Florida Lien Law. FS 713.
'J& -sJaVJe7
Signature of Owner/Agent Date nature of Contractor/Agent Date
Print Owner/Agent's Name nt ontractor/Agent's Nat
D(�(� Dt'?\ Lu)
Signature of Notary -State of Florida Date Signature of Notary -State of Florida Date
Owner/Agent is _ Personally Known to Me or
Produced ID
APPROVALS: ZONING: UTIL:
Contractor/Agent is Y\ Personally Known io Me of
Produced ID
FD: ENG: _ 131.DG:
Special Conditions:
Rev 07.07
IBI GROUP, nc.
IBI AUTHORIZATION #LB5610
ENGINEERS SURVEYORS PLANNERS IBI
LANDSCAPE ARCHITECTS ENVIRONMENTAL CONSULTANTS
GROUP 220POMPANOCENTRAL
BEACH. BLVD.
FLORIDA, 33064 100 2603 MAMAITLLADCENTER PAKWAY, ND F ORIDAR32751 SUITE C GROUP
(954) 974-2200 (407) 660-2120
ENGLE
KAY' S LANDING PHASE 2
NA77ONAL FLOOD INSURANCE PROGRAM
BEAR/NC BASED ON THE REST LINE OF THE
COMMUNITY NUMBER 120294
PANEL NUMBER 12117CO040E
NORTHEAST 114 OF SECTION 34, TOWNSHIP 19
MAP REVS/ON 0511711995
SOUTH, RANGE JO EAST, SEMINOLE COUNTY, FLORIL
FLOOD ZONE X
BEING S 00'14'40' E. AN ASSUMED M£RID/AN.
EL£VAnONS DERIVED BY SITE BENCH MARKS
SUPPLIED BY THE PLATnNG SURVEYOR.
L E G E N D
R- RADIUS
Lm ARC DISTANCE
em CENTRAL ANGLE
0 INDICATES 5/8' IRON ROD SET WITH NUMBER
L.B. 5610 CARP (IRC), UNLESS OTHERWISE NOTED
A/C AIR CONDITIONER SLAB
L.B. = LICENSED BUSINESS
NLD = SET NAIL AND DISC L.B. 5610
U.E. CEDRAIINAGE EASEMENT
PCC = POINTINE PC POINTOOFCURVATURE COMPOUND CURVATURE
L.M.E. = LAKE MAINTENANCE EASEMENT
PI = POINT OF INTERSECTION
U.E. UTILITY EASEMENT
F.F, m FINISH FLOOR
PRC = POINT OF REVERSE CURVATURE
CATV. = CABLE TV
FHYD. = FIRE HYDRANT
W.M. = WATER METER
L.P. = LIGHT POLE
ELEC. = ELECTRIC SERVICE
W.V. = WATER VALVE
PT = POINT OF TANGENCY
® = EXISTING ELEVATION
LOT 90
SCALE: 1' = 90'
TRACT C , LOT 93
N 89'51'25" E 1 60.00'
20' B.S -i O
5.01
Z I� O
.6' 01
00 5.90 47.3' 5.94 I
cs
o
00
LOT 91
Gl �
FOUNDA nON
Lp
Iti ! 1.3'
2.
LOCATION SKETCH
(NOT TO SCALE)
LOT 92
I
0
v U1
b 5.90 0 C)
25' B.S. 19.3
0
I ;LA �N ,
I 10' U.E.
SB9'S1'2--- P.C.
�
60.00 20.29
N N
KAYS LANDING DRIVE ,
a
ac"e5610 (50' RIGHT—OF—WAY ie 5610
EL. JJ.J7'
LEGAL DESCIPIPWN.'
Lot 91 , Kays Landing, Phase 2, according to the Plot thereof, as recorded in Plot Book 69,
of Page 43-44, of the Public Records, Seminole
County, Florida.
NOTES:
1. UNLESS /T BEARS THE SIGNATURE AND THE ORIGINAL RAISED
J. PLAT AND RECORDED DIMENSIONS ARE THE SAME
SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER THIS
AS MEASURED UNLESS OTHERWISE NOTED.
DRAWING, SKETCH, PLAT OR MAP /S FOR /NFORMA770NAL
PURPOSES ONLY AND IS NOT VALID. ADD/nONS OR DEL£nONS
4. LANDS SHOWN HEREON WERE NOT ABSTRACTED BY
TO SURVEY MAPS OR REPORTS BY OTHER/B/
THAN THE SIGNING
CROUP, INC. FOR EASEMENTS AND OR RIGHTS -
PARTY
PARTY S /S PROHIBITED WITHOUT WRITTEN
WAY OF RECORD.
THE
CONSENTT OFF THE SIGNING PARTY OR PARn£S.
5. LOCAnONS ARE L/VOED. TO 17519LE' :MPROVF.MENTS ONLY.
2. n£S ARE TO THE ABOVE GROUND FOUNDATON OF BUILDING.
6. THIS SURVEY DOES NOT REFLECT OR DETERMINE OWNERSHIP.
7. THIS SURVEY EXCEEDS THE. MINIMUM CLOSURE ACCURACY
REVISIONS: DATE: 8Y:
FOR A SUBURAAN SURVEY AS REOUIREO 1AI 616'17-6.00J
0 R/DA A!!N/M7UM TCHN/CAL STANDARDS.
PLOT PLAN
3/21/07
JAM
PLOT PLAN No. 2
5/10/07
JAM
-�
FOUNDATION
8/10/07
JAM
Q0
Q0
r-
U
Uj
K O
a z
F ALD W. HERR P.L.S.
PROFESSIONAL SUR EYOR and MAPPER #4907 STATE OF FLORIDA
1TE OF SURVEY. DRAWN CHECKED FIELD
8/9/07 BY JAM IBY RWH BOOK 721116
CITY OF SANFORD PERMIT APPLICATION
Application # : " Z 3 `�3 Submittal Date,
Job Address: 330 �La�t �c` .AN 29 Z) e— — �� C1 I Value of Work: S I
Parcel ID'
Zoning:
Historic District:
Description of Work: �1L. r..��1r-t Square Footage:
........................................................................................................................
Permit Type: Building ❑ Electrical ❑ Mechanical ❑ Plumbing Fire Sprinkler/Alarm ❑ Pool ❑ Sign ❑
Electrical: New Service — # of AMPS Addition/Alteration ❑ Change of Service ❑ Temporary Pole ❑
Mechanical: Residential ❑ Non -Residential ❑ Replacement ❑ New ❑ (Duct Layout & Energy Calc. Required) r
Plumbing/ New Commercial: # of FbM res # of Water & Sewer Lines # of Gas Lines Y
Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential ❑ Commercial ❑
Occupancy Type: Residential ❑ Commercial ❑ Industrial ❑ Occupancy Use Group(s):
Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required)
........................................................................................................................
Property Owner: �n�� ��� Contractor: ADVANTAGEPLUMBINr,3NG
Address: Address: SANF�n 91 ORA
Q9:
(407) 323-7515
Phone: E-mail:
Bonding Company:
Address:
Architect/Engineer:
Address:
Plan Review Contact Person:
Phone:
Mortgage Lender:
Address:
Phone: Fax:
State License Number:
Phone:
Fax:
E-mail:
C r--C or -)8a'I
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 govermental entities such as water management districts, state agencies, or federal agencies.
Acceptance of permit is verification that I will notify the owner of the property of the requirements of FloridAJierf Law, FS 713.
e 7
Signature of Owner/Agent Date Signature Contractor/Agent Date
S, t )--�-,
Print Owner/Agent's Name Print ontractor/Agent's Name
1A— -?l DJ,3?
Signature of Notary -State of Florida Date Signature ofNotary-Stat—Florida Date
MARTHA Y. HALL
Notary Public, State of Florida
�^ My comm. exp. Feb. 1, 2008
Owner/Agent is — Personally Known to Me or Contractor/Agent i� Personally KnownebhiFrorNO. DO 258139
Produced ID — Produced ID
APPROVALS: ZONING:
Special Conditions:
Rev 0212007
UTIL: FD:
ENG: BLDG:
COUNTY OF SEMINOLE
EMPACT FEE TTATEMENT
TKNUED BY CITY OF SANFORD
0 E
`S/3d/0
STATEMENT NUMBER
JOV-7006'! NT :
RUILDING PERMIT
NUMkr::R:0A230;; ICITY) 'AUMSER;
UNIT A 0 0 R E:,,'.; .30
TRAFFIC ZONE:
S E. C :
3A
T W 1:1 ....... .
k N
PLAT 11000
MAT BOOK 6
OWNER NAME,
ADDRESS:
APPLICANT NAME
-----------
ADDRESS.
........
LAND USE CATEGOR7 : UDI Ai ng le Famtl y Be! echad
TYPE USE: Resido"tim!
WORKK DESCAPTION. A Lnq I F3WL iy HOUXe - Derwhpd - Construct Lori
f E 40 F
pit
Sh f My
T Y P ll.`: 1) T.!_--T :_CHEDULE DESC. UNIT OF UNITS
-ARTERIALs co WTDE C; dwl unit S 70S Do i 5 705.00
ROAW',
-COLLECTORS =TH dwl unit z 000 U0 1 t 000.00
LTRRARY
CO- WIDE (j dwl Ural t $ 54 .00 1 2 54 .00
SCHOOLS, co WIDE dw) unit 11,384.nn I t 1,304.00
AMOUNT DUE Z 2,143.00
STATEMENT
DATE:
-__
NOTE TO RECEIVING =NATORY/APPLICART; FAILURE TO NOTIFY OWNER AND
ENSURE TIMELY PAYMEIT MAY RESULT IN YOUR LIABILITY FOR THE FEE. It"
DISTRIBUTION: I -COUNTY 3-CITY
2-APPLICANT 4-COUNTY
j A NOTE"
PERSONS ARE AVVIKED THAT T 1-1 IS IS A STRTEMENT OF FEES WHICH
ARE DUE AND PAYAPLE PITIOR T 0 WSUANCE (:IF' A BUILDING PERMIT.
PERSONS ARE ALSO ADVIMED THAT ANY RIGHT! OF THE APPLICANT. OR OWNER,
Tn APPEAL THE rALrNLATTONS OF THE =D, LIMBARY SYSTEM AND/OR
EDUCATIONAL fSCH0041 TMPACT FEES MU 'I' BE EXERCISED BY FTLING
A WPITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING
SIGNATURE DATE AHOVE, BUT NOT LATER THAN CERTwICATE OF OCCUPANCY OR
OCCUPANCY. THE REPUCST FOR REVIEW MUST MEET THE REqUIREMENTS OF THE
cnuNTY LAND DEVELOPMENT CODE. COPIES OF THE RULES GOVERNING APPEALS.
MAY BE PICKED UP, OR REQUESTEO, FROM THC PLAN fMPLEMENTATION OFFICE:
1101 EAST FIRST STRCET, SANFORD, FLORIDA 1277t; 14071 665-7474..
PAYMENT SHOULD HE MADE TO
CITY OF SANFORD
BUILDING DEPARTMENT
300 NORTH PAkK AVENUE
SANFORD. FL, 32771
PAYMENT SHOULD HE RT CHELE
6P MONEY
ORDER, AND
SHOULD REFERENCE
THE STATEMENT NUMBER AND
CITY BUILDTNG
PERMIT
NUMBER AT THE TOP
LEFT OF THE NOTICE.
X*A THIS STATEMENT IA VALID ONLY IN CONJUNCTION WITH TSSUANCE OF Aawk
A FAMILY BUILDING PERM TT' 'A AA
33 cl
RECEIVED
CITY OF SANFORD PERMIT APPLICATION
3 Date: s a s d 7 MAY 3 0 2007
Permit # : -
Job Address: 33 U (ice
Description of Work: Total Square Footage _ ��
Historic District: NO Zoning: Value of Work: $ .33(e , 19 Y/
Permit Type: Building X Electrical T_ Mechanical Plumbing * Fire Sprinkler/Alarm Pool
Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole
Mechanical: Residential X Non -Residential
Plumbing/ New Commercial: # of Fixtures _
Plumbing/New Residential: # of Water Closets
Replacement New (Duct Layout & Energy Cale. Required)
# of Water & Sewer Lines # of Gas Lines
Plumbing Repair — Residential or Commercial
Occupancy Type: Residential "'X Commercial Industrial
Construction Type: 5 (-t of Stories: 9 # of Dwelling Units: Flood Zone: (FEMA form required )
Owners Name&Address: Tousa Homes dba Engle Homes, Orlando Inc.
11315 Corporate Blvd- #250. Orlando 32R17 Phone:_(407) 249—' 9no
Contractor Name&Address: William Colby Franks
11301 Corporate Blvd., #303, Orlando State License Number: CGC1507971
Phone& Fax: 407-249-3500/407-311--4 LCpijt>�t`PL�rh7-. Valerie/Ke Phone: 407-249-3500
Bonding Company: N/A
Address:
Mortgage Lender:
Address:
Architect/Engineer: Residential Design Servi reG Phone: 4137— 46-1 n8n
Address: 3301Bartlett Blvd , Orlando 32811 Fax: 407-2460=0094
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. 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 applicable to this property that may be found in the public records of
this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies.
Acceptance of permit is verification that I will notify the owner of the property of the requir f1pl/11
is of lorid en Law, FS 713. a /D
Signature of Owner/Agent Date Signature of Contractor/Agent Date
Wiliam Colby Franks
Print Owner/Agent's Name Print Contractor/Agent's Name
Signature of Notary -State of Florida
Owner/Agent is _ Personally Known to Me or
Produced ID
APPROVALS: ZONING: /• \ VIUTIL:
Special Conditions:
Rev 03/2006
Date
FD:
0 oZS n i
Signature of Notary-St9te of n "' VAL11ME L. FURRER ,
Commission DD 668238
Expires May 25, 2011
., oataea nw tloy wn tnar�w eooaes.mto
Contractor/Agent is _)L Personally Known to
Produced ID
or
ENG: BLDG: i /X 7
Ilil111NMININAIIIaN�Na1N�1lIMN�NININIi
Permit Number d9ARYANNE MORSE CLERK OF CIRCUIT COURT
Parcel Identification Number � q - r 9- �o - sao - onn0-� Ogi SENINOLE COUNTY
Prepared by: Valerie Furrer / Kekalani Vazquez BK 06707 Pg 12261 Qpg)
CLERK'S # 2007078558
RECORDED 05/29/2007 10071145 AN
RECORDING FEES 10.00
REMRDED BY T 5sith
Return to: Engle Homes Orlando
11315 Corporate Blvd ste 250
Orlando,Fl 32817
NOTICE OF COMMENCEMENT
State of FLORIDA
County of SEMINOLE
CERTIFIED COPY
MARYANNF P'IORSC
CLRT
ERK OF CIRCUIT F ORIDA
SEMINOLE COUNTY'
8Y oFpPu CLERK
tlAg 2 9 2 51
The undersigned hereby gives notice that Improvement(s) 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.
2.
3.
►m
5.
Description of property (legal -description of the property, and street address If available)
Kay's Landing Phase 2, Sec-34, Twsp-19, Rge-30, PB-69, Pages-43-44, Lot # 91 - 330 Kays Landing Drive in
Seminole County
General description of Improvement(s)
Single Family Residence
Owner Information
Name Engle Homes/Orlando Inc. Telephone Number 407-281-4480
Address 11315 Corporate Blvd. #250 Fax Number 407-281-7766
Orlando, FI 32817 Interest In Property: Fee Simple
Fee Simple Title Holder (If other than owner shown above,)
Name Telephone Number
Address Fax Number
Contractor Engle Homes/Orrando Inc.
Name 11315 Corporate Blvd #250
Address
Orlando,Fl 32817
6. Surety (if any)
Name
Address
7. Lender (if any)
Name N/A
Address
Telephone Number 407-281-4480
Fax Number 407-281-7766
Telephone Number
Fax Number
Amount of bond $ N/A
Telephone Number
Fax Number
8. Persons within the State of Florida designated by Owner upon whom notices or other documents may be
served as provided by §713.13(1)(a)7., Florida Statutes.
Name Engle Homes/Orrando Inc. Telephone Number 407-281-4480
Address 11315 Corporate Blvd #250 Fax Number 407-281-7766
Orlando,Fl 32817
9. In addition to himself or herself, Owner designates the following to receive a copy of the Lienor's Notice as
provided in §713.13(1)(b), Florida Statutes:
Name Telephone Number
Address Fax Number
10. Expiration date of notice of commencement (the expiration date Is one year from the date of recording
unless a different date is specified):
Date Signed Sig ature of Owner Note: per §713.13(1)(g), "owner
must sign ...and no one else may be permitted to sign in
his or her stead."
Sworn to and subscribed before me this as day of �1 ��� , 20 by
William Colby Franks
who Is X personally known to me OR produced
as identfficatlon. ,/�jC� ���� J, ✓L���
Signature of Notary (notarial seal to appear below)
,;?Q•:..•.���; Valerie L Furrer
ANY COMMISSION # DD205915 EXPIRES
'. May 25, 2007
Form Revised: 12/00 for 19_ to 20_ p ., r, pN.) i HP.0 TROY FNrJ INSURANCE INC
POWER OF ATTORNEY
Date : 5 /o -7
I hereby name and appoint Valerie Furrer / KeKalani Vazquez of Engle Homes
Orlando to be my lawful attorney in fact to act for me and apply to the City of
Sanford Building Department for a Residential Building permit for work to be
performed at a location described as:
Section 34 , Township 19 , Range 30, Lot g/ , Block
Subdivision : Kay's Landing Phase 2
Address of Job: ,3,30 1���,�-� ,Q-t.� , Sanford 32771
Owner of Property and Address : Engle Homes Orlando 11301 Corporate Blvd.
#303 Orlando, FL 32817
And to sign my name and do all things necessary to this appointment.
William Colby Franks
or P *nt name of Certified Contractor
n
ignature of Certified Contractor
State of Florida
County of Orange
The foregoing instrument was acknowledged this 2 5c4`- day of
2 C' , by William Colby Franks, who personally appeared before me and
acknowledged that he/she signed the instrument voluntarily for the purpose
expressed in it.
�rsonally Known
Produced Identification
(Seal)
Type of Identification
�PaY Pao( Kimberly Kaminer
Commission # DD425691
Signature o otary Public, State of Florida ���_lL�°OF fV �E�?�y�o May n4, 20070 0
Kimberly Kaminer
Print or Type Name of Notary Public
SC11111101e County Property Appraiser Gct Information by Parcel Number PaZo 1 of 1
_
y
DAVID JOHNSON. CFA, ASA
I -
n
•'I 1
PROPERTY
'� I
,
Y
-
APPRAISER
SEMINOLE COUNTY FL.
--_-�V� TJf� - _
1 101 E. FiRsT ST
SANFORD, FL 32771_34E9
I II
j II I
1'
407-Ed5-7506
2007 WORKING VALUE SUMMARY
GENERAL
Value Method: Market
Parcel Id: 34-19-30-520-0000-0910
Number of Buildings: 0
Owner: TOUSA HOMES INC
Depreciated Bldg Value: $0
Mailing Address: 11315 CORPORATE BLVD STE 250
Depreciated EXFT Value: $0
City, State,ZipCode: ORLANDO FL 32817
Land Value (Market): $62.000
Property Address: 330 KAYS LANDING DR SANFORD 32771
Land Value Ag: $0
Subdivision Name: KAYS LANDING PHASE 2
Just/Market Value: $62,000
Tax District: S1-SANFORD
Assessed Value (SOH): $62,000
Exemptions:
Exempt Value: $0
Dor: 00-VACANT RESIDENTIAL
Taxable Value: $62,000
Tax Estimator
SALES
Deed Date Book Page Amount Vac/Imp Qualified
2006 VALUE SUMMARY
CORRECTIVE 05/2006 06253 0971 $100 Vacant No
2006 Tax Bill Amount: $1,220
DEED
2006 Taxable Value: $62,000
SPECIAL 03/2006 06172 0035 S1,077,800 Vacant No
DOES NOT INCLUDE NON -AD VALOREM
WARRANTY DEED
ASSESSMENTS
Find Comparable Sales within this Subdivision
LAND
LEGAL DESCRIPTION
Land Assess Land Unit Land
Frontage Depth
PLATS: Pick...
Method Units Price Value
LOT 91 KAYS LANDING PHASE 2 PB 69 PGS
LOT 0 0 1.000 62,000.00 $62,000
44 - 44
NOTE: Assessed values shown are NOT certified values and therefore are subject to change before being finalized for ad
valorem tax purposes.
'"' Ifyou recently purchased a homesteaded property your next ear's property tax will be based on Just/Market value.
littp://",ww.scl)afl.orL,/web/i-e_web.seminole_county_title"parcel=341930520000009I O&c... 5/25/2007
IBI GR 0 UP, Inc.
IBI AUTHORIZATION #LB5610 IBI
ENGINEERS SURVEYORS PLANNERS
LANDSCAPE ARCHITECTS ENVIRONMENTAL CONSULTANTS
GROUP 2200 PARK CENTRAL BLVD. N., SUITE 100 2603 MAITLAND CENTER PARKWAY, SUITE C GROUP
POMPANO BEACH, FLORIDA, 33064 MAITLAND, FLORIDA. 32751
(954) 974-2200 (407) 660-2120
ENGLE- KAY' S LANDING PHASE 2 N
mn r
NAAONAL FLOOD INSURANCE PROGRAM BEARING BASED ON THE WEST LINE OF THE
COMMUNITY NUMBER 120294 NORTHEAST I/4 OF SECTION J4, TOWNSHIP 19
PANEL NUMBER 12117CO040E SOUTH, RANGE JO EAST, SEMINOLE COUNTY, FLORIDA.MAP - �s
FLOOD ZONE
0511711 995 BEING S 00'14'40' E. AN ASSUMED MERIDIAN. or
T'T Try - '
L E G E N D:
R= RADIUS
L= ARC DISTANCE
e= CENTRAL ANGLE
A/C CEAIRERE CONDITIONER SLAB
U.E. a DRAINAGE EASEMENT
L.M.E. LAKE MAINTENANCE EASEMENT
U.E. = UTILITY EASEMENT
F.F. = FINISH FLOOR
FHYD. v FIRE HYDRANT
W.M. m WATER METER
W.V. = WATER VALVE
O L.8.C5610 CAP (IR.Q UNLESS OTHERWIT WITH SE NOTED
L.B. = LICENSED BUSINESS
N&D = SET NAIL AND DISC L.B. 5610
PC = POINT OF CURVATURE
PCC POINT OF COMPOUND CURVATURE
PI = POINT OF INTERSECTION
PRC = POINT OF REVERSE CURVATURE
CAN. ® CABLE TV
L.P. = LIGHT POLE
ELEC. = ELECTRIC SERVICE
PT = POINT OF TANGENCY
® = PROPOSED ELEVATION
SCALE: E' = 30'
TRACT C , LOT 93
60.00' �2'0 I 35.1
31.7
_N 89'51 25 E i
34.9
=
Z
<
O
I LOT 97
IW O �v
t'��� 1�
I
SY 20B.S. I cn
I
o COVERPORO+
N
Q1
0
CWI
47.J3
O
SI
uOO
U1
s
0
MODEL: SANTA BARBARA ll"
C
00
ELEVATION "3'
M
W
(50.00' x 52.33) o
20JI±sq.ft. o
h
LOT 90
F.F. EL. 35.65'
D
COVE, EWRY
,D 6?fsp./f.
g
13.33' N N 1 1.3J'
7J
�• O h
(j1
� N
b
I.
O
O
�
Ln
25' B.S. aar AY & WALKWAY
OI
N 197±,ft.
33.8
i
-Iyo
II
1 f0' U.E. I
N
KAYS LANDING DRIVE
(50' RIGHT-OF-WAY)
LOCATION SKETCH
(NOT TO SCALE)
LOT 92
i
9'51'25'W P.C.
20.29,
• N /
NOTE:
BUILDING WILL BE STAKED AS SHOWN AREA TABULATION
LEGAL DESCRIPTION. LOT = 6,900tSO.FT.
Lot 91, Kay's Landing, Phase 2, according to the Plat thereof, as recorded in Plat Book 69,
at Page 4J-44, of the Public Records, Seminole County, Florida.
NOTES: (SPECIFIC PURPOSE SURVEY)
1, UNLESS IT BEARS THE SIGNATURE AND THE ORIGINAL RAISED 2. LANDS SHOWN HEREON WERE NOT ABSTRACTED
SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER THIS BY /B/ GROUP, INC. FOR EASEMENTS AND
DRAWING, SKETCH, PLAT OR MAP IS FOR INFORMATIONAL RIGHT; -OF -WAY OF RECORD,
PURPOSES ONLY AND IS NOT VALID. ADD/TIONS OR DELETIONS J. DATA SHOWN HeREGII WAS COMPILED FROM OTHER
TO SURVEY MAPS OR REPORTS BY OTHER THAN THE SIGNING :n'STRLM'1vI5 AtrG DOES NOT CONSTITUTE A FIELD SURVEY
PARTY T F THE IS NG PA llEO RITHOUT WRITTEN AS SUCH OFFICE
CONSENT OF THE SIGNING PARTY OR PAR71£S.
REVISIONS: DATE: BY:
PLOT PLAN 3/21 /07 JAM
PLOT PLAN No. 2 5/ 10/07 JAM
� I
U
W
z O
Q. z
f. HERR P.L.S.
'RCFESSiONAL SURVEYGR and MAPPER #4907 STATE OF FLORIDA
TE OF SY,ETC.H: DRAWN CHECKED FIELD
5/10/07 RY JAM BY RWH BOOK N/A
O
FORM 60OA-2004R EnergyGauge® 4.5
FLORIDA ENERGY EFFICIENCY CODE
FOR BUILDING CONSTRUCTION
Florida Department of Community Affairs
Residential Whole Building Performance Method A
Project Name: SantaBarbara0pt34Opt35 Builder: ENGLE HO�ES
Address: �3U � a„ti�Lc�„_S �' � Permitting Office: 5A016>rta
City, State: Gc.�ti�-dam 1 Permit Number: 011' : 30 3
Owner: ".17 Xe lhlyle5 Jurisdiction Number: leg 1.5CO
Climate Zone: Ce tral
1. New construction or existing New _
2. Single family or multi -family Single family _
3. Number of units, if multi -family I
4. Number of Bedrooms 4 _
5. Is this a worst case? Yes
6. Conditioned floor area (ft') 3362 ft' _
7. Glass type I and area: (Label regd. by 13-104.4.5 if not default)
a. U-factor: Description Area
(or Single or Double DEFAULT) 7a. (Sngle Default) 566.3 ft' _
b. SHGC:
(or Clear or Tint DEFAULT) 7b. (Clear) 566.3 ft'
8. Floor types
a. Raised Wood R=11.0, 302.0 ft' _
b. Slab -On -Grade Edge Insulation, 0 R=0.0, 190.0 ft' _
c. 1 Others 21.0 ft' _
9. Wall types
a. Frame, Wood, Exterior R=11.0, I t52.2 ft' _
b. Concrete, Int Insul, Exterior R=5.0, 1110.4 ft' _
c. Frame, Wood, Adjacent x R=1 1.0, 677.0 ft' _
d. N/A \� -
e. N/A X -
10. Ceiling types
a. Under Attic w� R=30.0, 1796.0 ft'
b. Under Attic A) .�� _ta� R=30.0, 55.0 ft' _
c. N/A Y V _
11. Ducts -
a. Sup: Unc. Ret: Unc. Ali (Sealed): Interior Sup. R=6.0, 1.0 ft
b. Sup: Unc. Ret: Unc. AH(Sealed):Interior Sup. R=6.0, 1.0 ft _
12. Cooling systems
a. Central Unit
b. Central Unit
c. N/A
13. Heating systems
a. Electric Heat Pump
b. Electric Heat Pump
c. N/A
14. Hot water systems
a. Electric Resistance
b. N/A
c. Conservation credits
(HR-Heat recovery, Solar
DHP-Dedicated heat pump)
15. HVAC credits
(CF-Ceiling fan, CV -Cross ventilation,
HF-Whole house fan,
PT -Programmable Thermostat,
MZ-C-Multizone cooling,
MZ-H-Multizone heating)
Glass/Floor Area: 0.17 Total as -built points: 35200 PASS
Total base points: 36781
I hereby certify that the plans and specifications covered by
this calculation are in compliance with the Florida Energy
Code.
PREPARED BY:
DATE:
I hereby certify that this building, 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.
BUILDING OFF CIAL•
DATE: :2 1 i/
1 Predominant glass type. For actual glass type and areas, see Summer & Winter Glass output on pages 2&4.
EnergyGauge® (Version: FLRCSB v4.5)
Cap: 41.5 kBtu/hr _
SEER:14.00 _
Cap: 35.5 kBtu/hr _
SEER: 14.00
Cap: 41.5 kBtu/hr
HSPF:8.50 _
Cap: 35.5 kBtu/hr _
HSPF: 8.20
Cap: 50.0 gallons _
EF: 0.90
MZ-C, MZ-H _
Q��Oe THE STq)�o�
OFFICE
FORM 60OA-2004R EnergyGauge® 4.5
SUMMER CALCULATIONS
Residential Whole Building Performance Method A - Details
ADDRESS: , , , PERMIT #:
BASE
AS -BUILT
GLASS TYPES
I
.18 X Conditioned X BSPM =
Points
Overhang
Floor Area
Type/SC
Ornt
Len
Hgt
Area X
SPM X
SOF = Points
18 3362.0
24.35
14736.0
1.Single, Clear
W
5.0
17.1
60.7
57.68
0.89
3103.0
2.Single, Clear
N
1.3
16.0
28.0
30.19
0.99
841.0
3.Single, Clear
W
7.0
2.5
11.0
57.68
0.39
248.0
4.Single, Clear
W
7.0
9.8
13.3
57.68
0.63
480.0
5.Single, Clear
S
1.3
13.1
7.0
48.22
0.99
334.0
6.Single, Clear
S
1.3
16.1
38.0
48.22
0.99
1818.0
7.Single, Clear
E
1.3
16.1
38.0
63.97
1.00
2419.0
8.Single, Clear
E
10.0
8.5
64.0
63.97
0.48
1982.0
9.Single, Clear
E
10.0
8.5
64.0
63.97
0.48
1982.0
10.Single, Clear
N
1.3
15.1
22.5
30.19
0.99
675.0
11.Single, Clear
E
10.0
3.5
7.0
63.97
0.36
162.0
12.Single, Clear
W
5.0
5.5
40.0
57.68
0.57
1305.0
13.Single, Clear
W
1.3
8.0
30.0
57.68
0.97
1675.0
14.Single, Clear
W
5.0
6.7
20.0
57.68
0.62
709.0
15.Single, Clear
S
1.3
2.9
4.8
48.22
0.71
165.0
16.Single, Clear
S
1.3
4.5
16.0
48.22
0.83
636.0
17.Single, Clear
E
1.3
4.5
16.0
63.97
0.88
900.0
18.Single, Clear
E
1.3
5.5
60.0
63.97
0.92
3543.0
19.Single, Clear
E
1.3
3.5
6.0
63.97
0.82
314.0
20.Single, Clear
E
10.0
8.5
20.0
63.97
0.48
619.0
As -Built Total:
566.3
23910.0
WALL TYPES
Area X
BSPM
= Points
Type
R-Value
Area
X SPM
=
Points
Adjacent
677.0
0.70
473.9
1. Frame, Wood, Exterior
11.0
1152.2
1.90
2189.2
Exterior
2262.6
1.90
4298.9
2. Concrete, Int Insul, Exterior
5.0
1110.4
1.00
1110.4
3. Frame, Wood, Adjacent
11.0
677.0
0.70
473.9
Base Total:
2939.6
4772.8
As -Built Total:
2939.6
3773.5
DOOR TYPES
Area X
BSPM
= Points
Type
Area
X SPM
=
Points
Adjacent
18.0
1.60
28.8
1.Adjacent Wood
18.0
2.40
43.2
Exterior
20.0
4.80
96.0
2.Exterior Insulated
20.0
4.80
96.0
Base Total:
38.0
124.8
As -Built Total:
38.0
139.2
CEILING TYPES Area X
BSPM
= Points
Type
R-Value Area X SPM X SCM =
Points
Under Attic
1598.0
2.13
3403.7
1. Under Attic
30.0
1796.0
2.13 X 1.00
3825.5
2. Under Attic
30.0
55.0
2.13 X 1.00
117.2
Base Total:
1598.0
3403.7
As -Built Total:
1851.0
3942.E
EnergyGauge® DCA Form 600A-2004R EnergyGauge®/FlaRES'2004 FLRCSB v4.5
FORM 60OA-2004R EnergyGauge® 4.5
SUMMER CALCULATIONS
Residential Whole Building Performance Method A - Details
ADDRESS: , , ,
PERMIT #:
BASE
AS -BUILT
FLOOR TYPES
Area X BSPM
= Points
Type R-Value Area X
SPM =
Points
Slab
190.0(p) -31.8
-6042.0
1. Slab -On -Grade Edge Insulation 0.0 190.0(p
-31.90
-6061.0
Raised
323.0 -3.43
-1107.9
2. Raised Wood, Adjacent 11.0 21.0
1.80
37.8
3. Raised Wood, Adjacent 11.0 302.0
1.80
543.6
Base Total:
-7149.9
As -Built Total: 513.0
-5479.6
INFILTRATION
Area X BSPM
= Points
Area X
SPM
= Points
3362.0 14.31
48110.2
3362.0
14.31
48110.2
Summer Base Points: 63997.7
Summer As -Built Points:
74395.9
Total Summer X System =
Cooling
Total X Cap X Duct X System X
Credit
= Cooling
Points
Multiplier
Points
Component Ratio Multiplier Multiplier
Multiplier
Points
(System - Points) (DM x DSM x AHU)
(sys 1: Central Unit 41500btuh ,SEER/EFF(14.0) Ducts: Unc(S),Unc(R),Int(AH),R6.0(INS)
74396 0.54 (1.09 x 1.150 x 0.85) 0.244
0.950
9916.3
(sys 2: Central Unit 35500btuh ,SEER/EFF(14.0) Ducts: Unc(S),Unc(R),Int(AH),R6.0(INS)
74396 0.46 (1.09 x 1.150 x 0.85) 0.244
0.950
8482.6
63997.7
0.3250
20799.3
74395.9 1.00 1.069 0.244
0.950
18398.9
EnergyGauge) DCA Form 60OA-2004R EnergyGauge®/FlaRES'2004 FLRCSB v4.5
FORM 60OA-2004R EnergyGauge® 4.5
WINTER CALCULATIONS
Residential Whole Building Performance Method A - Details
ADDRESS:,,, PERMIT #:
BASE
AS -BUILT
GLASS TYPES
.18 X Conditioned X BWPM =
Points
Overhang
Floor Area
Type/SC
Ornt
Len
Hgt
Area X
WPM X
WOF = Point
.18 3362.0
9.11
5513.0
1.Single, Clear
W
5.0
17.1
60.7
13.25
1.02
816.0
2.Single, Clear
N
1.3
16.0
28.0
15.07
1.00
421.0
3.Single, Clear
W
7.0
2.5
11.0
13.25
1.12
162.0
4.Single, Clear
W
7.0
9.8
13.3
13.25
1.07
188.0
5.Single, Clear
S
1.3
13.1
7.0
9.90
1.00
68.0
6.Single, Clear
S
1.3
16.1
38.0
9.90
1.00
374.0
7.Single, Clear
E
1.3
16.1
38.0
12.37
1.00
471.0
8.Single, Clear
E
10.0
8.5
64.0
12.37
1.20
947.0
9.Single, Clear
E
10.0
8.5
64.0
12.37
1.20
947.0
10.Single, Clear
N
1.3
15.1
22.5
15.07
1.00
338.0
11.Single, Clear
E
10.0
3.5
7.0
12.37
1.32
114.0
12.Single, Clear
W
5.0
5.5
40.0
13.25
1.08
572.0
13.Single, Clear
W
1.3
8.0
30.0
13.25
1.00
398.0
14.Single, Clear
W
5.0
6.7
20.0
13.25
1.07
283.0
15.Single, Clear
S
1.3
2.9
4.8
9.90
1.25
59.0
16.Single, Clear
S
1.3
4.5
16.0
9.90
1.09
172.0
17.Single, Clear
E
1.3
4.5
16.0
12.37
1.03
202.0
18.Single, Clear
E
1.3
5.5
60.0
12.37
1.02
754.0
19.Single, Clear
E
1.3
3.5
6.0
12.37
1.04
77.0
20.Single, Clear
E
10.0
8.5
20.0
12.37
1.20
296.0
As -Built Total:
566.3
7659.0
WALL TYPES
Area X
BWPM
= Points
Type
R-Value
Area
X WPM
=
Points
Adjacent
677.0
1.80
1218.6
1. Frame, Wood, Exterior
11.0
1152.2
2.00
2304.4
Exterior
2262.6
2.00
4525.2
2. Concrete, Int Insul, Exterior
5.0
1110.4
2.90
3220.2
3. Frame, Wood, Adjacent
11.0
677.0
1.80
1218.6
Base Total:
2939.6
5743.8
As -Built Total:
2939.6
6743.2
DOOR TYPES
Area X
BWPM
= Points
Type
Area
X WPM
=
Points
Adjacent
18.0
4.00
72.0
1.Adjacent Wood
18.0
5.90
106.2
Exterior
20.0
5.10
102.0
2.Exterior Insulated
20.0
5.10
102.0
Base Total:
38.0
174.0
As -Built Total:
38.0
208.2
CEILING TYPES Area X
BWPM
= Points
Type
R-Value
Area X WPM X WCM =
Points
Under Attic
1598.0
0.64
1022.7
1. Under Attic
30.0
1796.0
0.64 X 1.00
1149.4
2. Under Attic
30.0
55.0
0.64 X 1.00
35.2
Base Total:
1598.0
1022.7
As -Built Total:
1851.0
1184.E
EnergyGauge® DCA Form 60OA-2004R EnergyGauge&FIaRES'2004 FLRCSB v4.5
FORM 60OA-2004R EnergyGauge® 4.5
WINTER CALCULATIONS
Residential Whole Building Performance Method A - Details
ADDRESS: , , ,
PERMIT #:
BASE
AS -BUILT
FLOOR TYPES
Area X BWPM
= Points
Type R-Value Area X
WPM
= Points
Slab
190.0(p) -1.9
-361.0
1. Slab -On -Grade Edge Insulation 0.0 190.0(p
2.50
475.0
Raised
323.0 -0.20
-64.6
2. Raised Wood, Adjacent 11.0 21.0
1.80
37.8
3. Raised Wood, Adjacent 11.0 302.0
1.80
543.6
Base Total:
-425.6
As -Built Total: 513.0
1056.4
INFILTRATION
Area X BWPM
= Points
Area X
WPM
= Points
3362.0 -0.28
-941.4
3362.0
-0.28
-941.4
Winter Base Points:
11086.6
Winter As -Built Points:
15910.0
Total Winter X
System = Heating
Total X Cap X Duct X System X
Credit
= Heating
Points
Multiplier
Points
Component Ratio Multiplier Multiplier
Multiplier
Points
(System - Points) (DM x DSM x AHU)
(sys 1: Electric Heat Pump 41500 btuh ,EFF(8.5) Ducts: Unc(S),Unc(R),Int(AH),R6.0
15910.0 0.539 (1.078 x 1.160 x 0.87) 0.402
0.950
3574.8
(sys 2: Electric Heat Pump 35500 btuh ,EFF(8.2) Ducts: Unc(S),Unc(R),Int(AH),R6.0
15910.0 0.461 (1.078 x 1.160 x 0.87) 0.416
0.950
3169.9
11086.6
0.5540
6142.0
15910.0 1.00 1.093 0.408
0.950
6742.6
EnergyGauge) DCA Form 60OA-2004R EnergyGauge®/FlaRES'2004 FLRCSB v4.5
FORM 60OA-2004R
EnergyGauge® 4.5
WATER HEATING & CODE COMPLIANCE STATUS
Residential Whole Building Performance Method A - Details
ADDRESS: , , ,
PERMIT #: _ J
BASE
AS -BUILT
WATER HEATING
Number of X Multiplier
= Total
Tank EF
Number of X Tank X Multiplier X Credit = Total
Bedrooms
Volume
Bedrooms Ratio Multiplier
4 2460.00
9840.0
50.0 0.90
4 1.00 2514.67 1.00 10058.7
As -Built Total:
10058.7
CODE
COMPLIANCE
STATUS
BASE
AS -BUILT
Cooling + Heating +
Points Points
Hot Water
Points
= Total
Points
Cooling
Points
+ Heating + Hot Water = Total
Points Points Points
20799 6142
9840
36781
1 18399
6743 10059 35200
PASS
y� O� THE STq��``
t, `,/�' OHO
oon wE
EnergyGauger" DCA Form 600A-2004R EnergyGauge®/FlaRES'2004 FLRCSB v4.5
FORM 60OA-2004R EnergyGaugeO 4.5
Code Compliance Checklist
Residential Whole Building Performance Method A - Details
[ADDRESS: , , , PERMIT #:
RA-211 INFILTRATION REDUCTION COMPLIANCE CHECKLIST
COMPONENTS
SECTION
REQUIREMENTS FOR EACH PRACTICE
CHECK
Exterior Windows & Doors
606.1.ABC.1.1
Maximum:.3 cfm/s .ft. window area• .5 cfm/s .ft. door area.
Exterior & Adjacent Walls
606.1.ABC.1.2.1
Caulk, gasket, weatherstrip or seal between: windows/doors & frames, surrounding wall;
foundation & wall sole or sill plate; joints between exterior wall panels at comers; utility
penetrations; between wall panels & top/bottom plates; between walls and floor.
EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends
from and is sealed to the foundation to the top plate.
Floors
606.1.ABC.1.2.2
Penetrations/openings >1/8" sealed unless backed by truss or joint members.
EXCEPTION: Frame floors where a continuous infiltration barrier is installed that is sealed
to the perimeter, penetrations and seams.
Ceilings
606.1.ABC.1.2.3
Between walls & ceilings; penetrations of ceiling plane of top floor; around shafts, chases,
soffits, chimneys, cabinets sealed to continuous air barrier; gaps in gyp board & top plate;
attic access. EXCEPTION: Frame ceilings where a continuous infiltration barrier is
installed that is sealed at the perimeter, at penetrations and seams.
Recessed Lighting Fixtures
606.1.ABC.1.2.4
Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside a
sealed box with 1/2" clearance & 3" from insulation; or Type IC rated with < 2.0 cfm from
conditioned s ace tested.
Multi -story Houses
606.1.ABC.1.2.5
Air barrier on perimeter of floor cavity between floors.
Additional Infiltration reqts
606.1.ABC.1.3
Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA,
have combustion air.
6A-22 OTHER PRESCRIPTIVE MEASURES (must be met or exceeded by all residences.)
COMPONENTS
SECTION
REQUIREMENTS
CHECK
Water Heaters
612.1
Comply with efficiency requirements in Table 612.1.ABC.3.2. Switch or clearly marked circuit
breaker electric or cutoff as must be provided. External or built-in heat trap required.
Swimming Pools & Spas
612.1
Spas & heated pools must have covers (except solar heated). Non-commercial pools
must have a pump timer. Gas spa & pool heaters must have a minimum thermal
efficiency of 78%.
Shower heads
612.1
Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG.
Air Distribution Systems
610.1
All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically
attached, sealed, insulated, and installed in accordance with the criteria of Section 610.
Ducts in unconditioned attics: R-6 min. insulation.
HVAC Controls
607.1
Se arate 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-2004R EnergyGauge@/FlaRES'20D4 FLRCSB v4.5
ENERGY PERFORMANCE LEVEL (EPL)
DISPLAY CARD
ESTIMATED ENERGY PERFORMANCE SCORE* = 87.0
The higher the score,'the more efficient the home.
I. New construction or existing
New
2. Single family or multi -family
Single family _
3. Number of units, if multi -family
I _
4. Number of Bedrooms
4 _
5. Is this a worst case?
Yes _
6. Conditioned floor area (W)
3362 ft'
7. Glass type I and area: (Label reqd. by 13-104.4.5
if not default)
a. U-factor:
Description Area
(or Single or Double DEFAULT) 7a. (Sngle Default) 566.3 ft'
b. SHGC:
(or Clear or Tint DEFAULT) 7b.
(Clear) 566.3 ft'
8. Floor types
a. Raised Wood
R=11.0, 302.0 ft'
b. Slab -On -Grade Edge Insulation, 0
R=0.0, 190.0 ft'
c. I Others
21.0 ft' _
9. Wall types
a. Frame, Wood, Exterior
R=11.0, 1152.2 ft' _
b. Concrete, Int Insul, Exterior
R=5.0, 1 1 10.4 ft' _
c. Frame, Wood, Adjacent
R=11.0, 677.0 ft'
d. N/A
_
e. N/A
_
10. Ceiling types
a. Under Attic
R=30.0, 1796.0 ft'
b. Under Attic
R=30.0, 55.0 ft' _
c. N/A
_
11. Ducts
a. Sup: Unc. Ret: Unc. AH(Sealed):Interior
Sup. R=6.0, 1.0 ft _
b. Sup: Unc. Ret. Unc. AH(Sealed):Interior
Sup. R=6.0, 1.0 ft
12. Cooling systems
a. Central Unit
b. Central Unit
c. N/A
13. Heating systems
a. Electric Heat Pump
b. Electric Heat Pump
c. N/A
14. Hot water systems
a. Electric Resistance
b. N/A
c. Conservation credits
(HR-Heat recovery, Solar
DHP-Dedicated heat pump)
15. HVAC credits
(CF-Ceiling fan, CV -Cross ventilation,
HF-Whole house fan,
PT -Programmable Thermostat,
MZ-C-Multizone cooling,
MZ-H-Multizone heating)
I certify that this home has complied with the Florida Energy Efficiency Code For Building
Construction through the above energy saving features which will be installed (or exceeded)
in this home before final inspection. Otherwise, a new EPL Display Card will be completed
based on installed Code compliant features.
Builder Signature: Date:
Address of New Home:
City/FL Zip:
Cap: 41.5 IcBtu/hr
SEER:14.00 _
Cap: 35.5 kBtu/hr _
SEER: 14.00
Cap: 41.5 kBtu/hr _
HSPF:8.50 _
Cap: 35.5 kBtu/hr _
HSPF: 8.20
Cap: 50.0 gallons _
EF: 0.90
MZ-C, MZ-H _
y�yOj THE STq0
gunU.
110
rti
COD WEBus
*NOTE: The home's estimated energy performance score is only available through the FLARES computer program.
This is not a Building Energy Rating. /f your score is 80 or greater (or 86 for a US EPA/DOE EnergyStar designation),
your home may qualify for energy efficiency mortgage (EEM incentives if you 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.
1 Predominant glass type. For actual glass type and areas, see Summer & Winter Glass output on a es 2&4.
EnergyGauge® (Version: FLRPC�B v4.5)
(• i l' 'j t •,(�:._ its`; .i.. i - _
. 0akridge PRO 30 AR ,
Shhigles
Sophisticated Design &Dimensional. Performance
The muted color blends and O subtle - e - ;. o P
C
ha �
z
s to featured �• - - -
_ in �a 'id e PP. - -
O 30 :;R
shin„'les add de ith and dimension - - '- --
to Four home.Two asl,halt shin:-les with a tough Fiberglas.. mat - _ --
core arc` Ilotlded to etherand eyed ov ' c in colorful. _ -
durahle surface ;SrannlPs. t: :r, -`: _-.,c '°. .: __= .=:::_:-: '`..:.', .... - -
b Oakridge PRO :in AR shingles carea separate
Al-ae Resisruue Limited Warranty:::
• 0-near limited warranty.. '-- .
�.. - _ - - -
Durable weathering Made asphalt composition. - - -
_. ::.. .
• 0 xinj "ind Resistance Limited Warranty'* helps
ensure performance.
• Class A UL Fire Rating- the industrvs
hi;hest ratht .
o'Enhanced warranty protection and T.
extended period of non -prorated- o
Tru PROtection". covera;e of 10 years
AV
i kith optional System dvantage : aoolirr,
a�a
Limited Watntz-.'= �� w,Q`'—.;,, ;� _
The:lrchilectio'u! Series
:all Owens Coming architectural Series products are
desired and -engineered to help you create a distinctive,
one of a kind" sn le for your home's exterior.
;Product Specifications
-Nominal size 13Y," x 3814"
:Exposure g 19"
shinglesiper square 66
Bundies'per square/ 3
Coverage per square :99.9 so ft
Tested for Excellence
All Owens Corning shingles are heavily tested to meet or
exceed applicable standards measuring fire coverage
t' —and Wind resistance: _ _..
Applicable Standards & Codes
YAST.vr D 3462 ASTM D 228
ASTM E 108, 'Class A UL 790, Class A
ASTM D 3161 UL 997
-ASTM D 3018, Type 1 Florida Building Code
AMN
Plant
Service Areas:
Jessup (South), MD
facksonville, FL
Atlanta, GA
c , :*See cctucl wcrrcnty 5r detcfls, limitotfone crrd requirements.
gig
__-
03/26/02 TUE 15: 51 FAA 4U'/J0U1J0Z rL-1rt.nA01J.v . __ __-- ...
—I-
.7- .'j � PANVEST GROUP
EXAM VIRStEl- It s fir}&M
LEI CHU ENTERPRISE CO., LTD.
N. TAICHUNG BRAIME -9 t i r L 10 4 9 it
No- 9, Rd.10, Industrial Pack, Taichung C4, Talwan
I mi. 886-4-359.3508 Fax: 886-4-359-3447
EAmllt Is[ t.
Fehruary.3, 1999
SUBJECT: 1" to 3"x .120" Smooth or Ring Shank Electro-Galvanized Nail
Wire Diameter..120 +/- .001"
Length:.975" min., 3.016" max.
Bead Diameter:.275" min., 375" max.
Thread Diameter: (ring shank) .132" min., .135" max.
RinWInch: (ring shank) 25 min. to 29 max. "
Galvanization: Electro Galy. w/ 6-8 microns chromate
The above mentioned nails made for Interchange Brand meet ASTM641-92 and are
Class 1 galvanized.
F-EI3 27 2002 08:22 FR OWENS CORNING 2-A 419 248 7354 TO 913213481001 P.06/34
Pile'R27f53 •Page"rl-T'of 1 Issued: 6/15/2001
TEST RECORD NO. 1
WIND RESISTANCE TEST:
METHOD
The tests were conducted at 1 in. in six incline in accordance with the
equipment and procedures as described in Protocol PA 107_
Throughout the test, observations were made to note the condition of
the shingles.
The test panels were constructed of nominal 1/4 in. thick plywood
decking material and measured So in. wide by 66 in. long. Nominal 2 by 4 in.
dimensional lumber provided the support and rigidity required for handling.
The plywood was secured to the support lumber with 'ad nails.
One layer of Underwriters Laboratories Classified Type 30 asphalt
saturated felt (ASTM D226, Type II) underlayment was applied to the deck,
utilizing a 2 in. overlap and cap nails spaced 12 in. OC.
The shingles were applied t?y using four standard 1-1/2 in. galvanized
roofing nails per shingle by Underwriters Laboratories, personnel parallel to
the short dimension of the test panels while at -room temperature (80 t*15°F)
and in a manner recommended by the manufacturer. The panels were maintained
at an incline of one vertical- inch for each six horizontal inches during
application of the shingles. No adhesive other than the factory -applied
adhesive was used to fasten down the tabs and no pressure was applied to the
shingle tabs either during or after application.
The panels were placed into a conditioning cell while maintaining the
one in six incline at a temperature within the range of 135°F to 1400F for a
continuous period of 16 h. After conditioning the panels were allowed to
cool to room temperature again while maintaining a one"in six incline.
Two tests were conducted, unless the first test yielded uasuccessful
results.
RESULTS
At no time during the 2 h period of exposure did any test panel
experience 1) the adhesive of the self-sealing shingle fail to restrain any
full shingle from lifting nor 2) any f ree portion of a shingle lift so as to
stand upright or bend back on itself.
Report by:
Martin K Rowan
Sr. Project Engineer
MR/DM:Iib
DMS
Reviewed by:
Douglas C Miller
Engineering Group Leader
TAMKO
Asphalt
x
®
HO.15 Oil PRODUCT DATA
Saturated: -Organic Felt
TAMKO* NO. 15 UL felt features a premium
quality TAMKO organic felt (non -perforated) that is
saturated with asphalt.
Accepted for use as an undertayment felt to be applied
over the deck prior to the i p nstallation of TAMKO asphalt
shingles.
Underwriters Laboratories Built -Up
Type 15 Label
ASTM D 226, Type I
Roll Dimensions
Coverage per roll
Laying Lines
•All values stated as nominal
144' X 36'
4 Squares
2', 8-1/2`, 11-1/40, 17'
CAUTION: The National Institute for Occupational Safety and Health (NIOSH) has
corKluded that fumes of heated asphalt are a potential occupational carcinogen.
Do not heat or bum this product.
TAMKO
vi
Visit our Web Site at www.tamko.com
rzoo
oet
Central District
220 West 4th SL, Joplin, MO
64801
800-641-4691
HOOFING PRODUCTS
Northeast District
4500 Tamko Dr., Frederick, MD
21701
800.368-205S
TAL4W*i3 H n ister°d traderna* d
Southeast District
Southwest District
2300 35th St, Tuscaloosa, AL
7910 S. Central E
35401
800-228-2656
TA%M P"*v P` &MU. by
District strict
5300 East 43rd Ave.e., Denver. CO
8= 6
800-530-8868
INSTALLATION G.UIDELINESJOR
WATER-RESISTANT UNDERLAYMENTS
The following is a general guide for the installation of water-resistant .'
shingle andedayment._These guidelines can be used regardless of the . ;.
weight of the nnderlayment. However, always be sure to consider the' .
local codes.
OVERNIGHT EXPOSURE
If anderlayment has been exposed overnight, moisture from dew
_ should be allowed to completely dry before shingling aver If this
does not happen, .the moisture will become trapped beneath the
shingles. Wrinkling can telegraph thcough-.the shingle and matte a
:. WATER-RESISTANT UNDERLAYMENTS
Water resistant.underlayment is a produc t:that consists of organic felt
:impregnated with'asphak saturant: some water-resistant undedayments,
:.:sjuch as CertainTeed's: Roofers'. Select, also contain a fiber glass rein-•:
forcemencwWch increases tear strwgth and reduces wriniding
Water-resistant-undedaymentwas oiiginallyinvented`to keep the
roof deckingdry until shingles :could beapplied Applying this .under.;
layment was originally called "drying -in. the roof." It was also. useful
as a separation' sheet tweed tf roof sheathing:boards.IBefore OSB
andpkyWood sh"..were... , as io4 decidag *and the asphalt'shin-
glen: This was important: becanseresiu'poclaets:iir the:pine planlii.
caused the asphakso:degrade Purely unless the undedayment -
s'eparatedahe resin'and asphalt' -from each<othec.
Water resistantnnderlayment�ismade to.:shedmostof the water
that falls on it unless. it is torn or. puncuired. Its ability to be water
reststantis•temporary As the sun degtades:the,eiposed asphalt the
atersali.begiri to'd g abs oib.mi ore-m?ismre, Iose.its, strength and'
`. ;1.1 tually.begiii to t=.Ile less asphalt.used to saturate the under-
'' °E'<:7apment sheet during: maiiufaciuriag; the shorter 8s:life Since asphalt
:.. _ .. .
is a mgstt isire.00mponeri� of shingle ubdediyment, to
d.materials Vill')iave less asphalt and a•shorter life when exposed
to'the.san: I;o.,er priced shingle nndedaymeat, for the same reason, is
'also`sub"' to' severe:wrinkling when iCgets wet or even just damp.
IInderlimen .is --us. d'under asphalt shingles for a variety of
reasOris $u6 as,:providing
,Backup fo :yvaiec shedding protection of the deck if shingles fail
fro:wind=diivea.iaia..The:lower the slope; the more important
t' `undeda'euE:isisince water flows more .easily under shingles on
lour
.A protective hairier to'the elements between the time -the old
shingles have been' forn;:off and prior -to the new. shingle being .
appli e:underjzymeni should not be.relied on as a
temporary roof .system;; e y When the drip edge flashing is
not yet in place:.It is unlikely to'prevent leaking in the event of...... -
heavy wind and
+ An agent to hide minor imperfections of. the decking material and
reduce "picture framing" of deck panels. '
Fire ratings (Class A or C);when-used in conjunction with shingles.
.46 -
good shingle job look terrible The worse -part. istbat,the job can
look good when you leave in the evening but the wrinkles can
reappear the neat atorning when the homeowner will notice them.
While we've discussed underlapment being e*osed overnight, it is
highly recommended that the roofing contractor only tear off what' he'.
can shingle over that.same day. This prevents the most common
anderlayment installation problems.
FASTENER :TYPE:.
CertainTeed recommends osmg nails raiher'than;staples Bails provide
more resistance against underiayment tear.out: It'is.vety important,.:
'whether hand nailing or using a pneumatic gun,. that the fasteners be
driven flush.
INSTALLATION METHOD:
When applying underkaymeat.the key is to keep the'product as
wrinkle free as possible.
I. Unroll the underlayment parallel with the eaves. The eaves edge *of
the anderfaymeut should go OVER the drip edge,eaves flashing,
but go UNDER the drip edge flashing.alonithe rake. .
Figures -I: Applying Water -Resistant Underfayment'
Along The Eaves And Rake
The type of decking material used may influence the bolding power of the fasteners. Your experience may
Here Are indicate that more fasteners are necessary in some situations.
Some Tips... For steep roof pitcbes above 7.•12 consider adding a third row of fasteners, making each row 9" apart
instead of 12" apart.
Dennis Torback from Fulton, AS tells us: 1 always use Plasti Top nails on felt, .it resists tearing under foot
and has bell up during an unexpected storm with high winds.'
2. Around the perimeter of the underlayment, place the nails
approximately 6 inches apart and about 1 inch in from the edge.
In the main area of the underlayment, two rows of nails are used.
The first is placed 12" up from the bottom edge and the second
is.24" from that same edge (or in fact 12" from the upper edge).
This nicely separates the 36" wide underlayment sheet into thirds.
Nail along these two rows 12-15" apart. Nail placement should be
alternated so that one row places the nail opposite the open area
of the first, creating a sort of zigzag pattern. This will result in
a simple pattern with all bails being approximately 12-15" apart.
(See tips above.)
WARNING
When installing underlayment where hot vent stacks protrude
(from wood burning stoves etc.), it is important to allow a minimum
2" clearance- Check fire codes.
HIGH WIND / OVERNIGHT. RECOMMENDATIONS:
If planning to leave water-resistant underlayment exposed overnight,
or for a longer period of time, or if high winds are expected, any of
the following suggestions or a combination of them can be used for
additional protection:
• Use cap nails or tin caps.
• Decrease the nailing spacing recommended above, using
additional fasteners.
• Nail 2x4 stringers across lap areas.
DEALING WITH
a\ 6
�\1�� van°,\•►YF° \
WRINKLES AND BUCKLES
Qa\'°
;I•�,,
Organic felts expand when wet. They can wrinkl' a after being applied
to a wet deck or if moisture is absorbed from dew, rain, or snow.
If shingles are applied over an uneven underlayment surface, some
of the wrinkles may "telegraph" (show) through on the finished roof:
Of course, wrinkles and buckles can also result from incorrect
installation.
If these problems appear, several approaches are available to
eliminate them. Fhst, the underlayment can be replaced. Second,
Figure 3-2 Standard Nailing Pattern For Water Resistant Underlayment
the wrinkles can be cut and repaired with patches and asphalt plastic
cement. Third, wet and wrinkled underlayment can be allowed to dry
3. Succeeding courses should be unrolled in a similar manner over-
out naturally from exposure to the sun. As the underlayment dries,
lapping the previous course by-2'.-Be-carefu�to-ro(1 it -out straight---tbe-vrinklesoften`"pntttfoppcaL
w" auu disc
as the underlayment will tend to slide down the pitch of the roof
The best solution for wrinkled underlayment is prevention.
and end up crooked. The spacing of nails in this overlap area
Applying high quality, well -saturated felt, such as Roofers' Select, -
should be approximately 6" apart, centered in the 2" area.
will eliminate many wrinkling type problems. Ask your supplier for
(See tips below.)
the highest quality he can obtain. Do not assume the underlayment he
4. If the length of the roll is not sufficient to complete the entire run,
stocks is the best avai4le. Be willing to pay more for a superior,
an end lap of 6" is required we recommend two rows of nails
product The cost of high quality underlayment adds very little to the
6" apart to hold the lapped edges in place. End laps should be
cost of a job and can often be offset by the savings from reduced
locaied 6-8' from any other end lap that may be in the preceding
rework and repair'lustallers who insist on the lowest prices for
underlayment course.
underlayment are the cause of the low quality underlayment generally
found in supplier warehouses.
Roll out only 10' of underlayment at one time, stretch it, check alignment and nail into p/ace before moving on.
Here Are Some contractors prefer to do the deck in stages applying 2-3 courses o underlayment then immediate applying
Some Ti s... p f g l �n �
p the shingles -to that area Using this method they can sometimes reduce the number offasteners used but they
must work carefully to be sure the underlayment remains flat.
Michael Saunders from Bath, NY suggests, "Wben doing a tear -off the drip edge can be reused to hold the edges of
your newly installed felt overnight. "
05/03i1002 09:45 3213481001 COLLIS ROOFING INC PAGE 02
05/.)2/2002 14:49 14078949412
KAYCAN ORLANDO
PAGE 04
TABLE 1607—".2
MINIMUM
WElt�l{T
MATERIAL,
THICIG\ESS (in.)
GAGE
(It,)
Pu
)
°rWnurn
0.02a
I. U d . s Steel
28
alvanized Steel
0.0179
26 (zinc
coated G90)
Zinc Alloy
0.027
Lc2d
Z iM
Painted Terre
10
15073.99 Drip edge. Drip edge shall be provided at
eav
es and gables of shingle roofs. and overlapped a
minimum of 2 inches (Sl mm). Eave drip edges shall
extend 1/4 inch (6.4 mm) below shea[hing and extend
back on the roof a minimum of 2 inches (51 mm). Drip
edge shall be meehenically fastened a maximum of I
inches (305 r-nn) on certer.
\.UUC uritine
t , . Page I of 6
+r3[�x�T,'� 4•?-`.c.i-�Y+�..k 5.� rwm
��
Log In Hot Topics Submit Surcharge Stats & Facts Publications ` FBC Staff B
��='' �aQ Product /Approval
jcr�i, ' .sx-f
i�, `- - USER: Public User
Product Approval Menu > Product or Application Search > Application List > Application Detail
FL #
FL4668-R1
Application Type
Revision
RN
010
Code Version
2004
Application Status
Approved
Comments
Archived
- -a'y.t:L`!�t 4-j rii-• 'ram'.
Product Manufacturer-
International
Address/Phone/Email One North Dale Mabry
Suite 950.
Om-, Tampa, FL 33609
pgxe_u�-- �v 4. Authorized Signature Steve Schreiber
sschreiber@masonite.com
Technical Representative
Address/Phone/Email
li TtnF•�� .,.�.Ii :SS;•��tar.:��>n�Y�, .'.1,.Y�..-Quality Assurance Representative
'i y�k % ^:_=is'�i�• :fir
Address/Phone/Email
Category
Subcategory
Compliance Method
Certification Agency
Exterior Doors
Swinging Exterior Door Assemblies
Certification Mark or Listing
National Accreditation & Management
Referenced Standard and Year (of Standard 0�cA
Standard)
ASTM E1300
http-.Hfl on'dabuilding.org/pr/pr_app_dti- aspx?param=wGEVXQwtDgtAcGSvedS%2bbvQu., . 3/28/2006
-5- - w v
ASTM E1300
TAS 202 i..
Equivalence of Product Standards
Certified By
Sections from the. Code Section 2612 HVHZ PI
Product Approval Method Method 1 Option A
Date Submitted
09/14/2005
Date Validated
10/16/2005
Date Pending FBC Approval
10/01/2005
Date Approved
10/19/2005
Entergy-
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Data Review Certificate
Certificate -_ 02643 77 C
—es•-aQ Senrict :`_ LL Sezako h?s :vlit t%
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COLsi_
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per=o-m-ni.1Ce dau zmpmnual specifed IIereiii. i be a -ached YI2SOIIlt''�, eu COI �r�P%'e.5"y
'NvIct_-.CeS (L1u1GLle1v 1ULDered by producL model' provides cCr.-ela-6rz
-or ezcn-od11c: model reviewed indica nQ tree :--s: lab ,T -
�F��':'_'C: See and insLallat:on -=-Fo ariop- and ratings for deS1g': load =- apphcaD1117 o
ss=ie -^n ems. appi cabi_ COP' and .tee
aC: L i s a -i -I.a vices M15T D2?' YY? uGC:
J:-'CcuOL s-
-
C:'_�I��c�:s: Wood-1=dge Steel Door 1tilat:is=3026447C -001 j
Metal-Edze Steel Door (ylaTriz 130_b411C-00=)
Fiberzlass Door (NI arrix0264--T, 7 C-003)
------ie'nkG has n0 d1rzC nllDwl.^-tee 01 :he Ie,Su c:onLzu=a via itc.r =ae no LTriCMDr :D ve-' :n2
c�C_1raC'; 4% _ol?°�.DL£SS of _ne 1Q1II 3:tDmi=1?C. : ne review Con=C''�: was onn, ro jz-7R1r:e -hC
1L'^.SGL`. 1 � :�IlTL :Z; •'?71;�„^eT1Ic'.^t :.^. o C-Ul�: =TC COri"CC_ ; c:.•r�ScA1a�25 l7r u1? :1QiC SI1DDfi?^ frGTTI
:iie L:`^OrDiore„ :'? y'_ jC p : Y1ey�, j�•n�� ;Or,� :t::1crL11 De; Dm1anC: re:uiz oniv a a J.Z aor ir.;: ivae
-:tide v J`Q:r clDillr2110R or ware- 7ene:, ?ion 1:S. re; i .
iiL.:0 eazz C,
APR-16-2003 WED 03:49 PM TRIM PAK FAX NO, +
AP r. i 6. I'M" 3:33PM PHCMDOR DICKSON 61" 446 7228 No ,1918
�v
o�
11 �`� Masonite International Corporation
\\� TECHNIC,A,L ADVISORY
To: PD White Date: ,April 16, 2003
City -of Oviedo, Florida (407/977-6027; 407/977-6025 fix)
From: Kenneth R Imhoff CC: D. Svnd (407/957.6234 fix)
Sr. Project Maruger — Exterior Door Product: R. Barry (913/982•0914 tax)
kimhoff@ntawnite.com
61 V441=255 office
813/335-4171 mobfle
6151446.7729 fax
Subject: Air & Water Performance Results on )Erterior Door Untts Submtted for
Permitting by Engle Homes.
Reference; Product Approval Sheet's COP-WL-MA0101-02; COP-V/L-MA0121-02
Indepantly Validated under the Warnock Hersey (WH) Mark.
P. 02/12
P. IA )
It is our belief that the exterior door units defined under the aforementioned certificate of
-performance (COP) sh=ts comply with the requirements of the 2001 Florida Building
Cods (FBC), Chapter 17 (Structural Tests & Inspections). This unit was been tested in
,.accordance with Miami -Dade Building Code Compliance Office (BCCO) protocol
;PA202 performance guidelines. PA202 procedures include water penetration in
:;;accordance v6th ASTM E331 -.Standard Test Method for Water. Penetration of Exterior
Windows, Skylights, Doors, and Curtain Walls by Uniform Static Air Pressure Difference
" & . air Mitraiion in accordance math ASIM B283 - Standard Test Method for
.k .Determining the ,Rate of Air Leakage Through Exterior Windows, Curtain Walls, and
Doors Under Specified Pressure Differences Across the Specimen.
Masonite certified test report noted on page 2 of the COP sheet (NCTL-210-1973-1,2,3 /
copy enclosed) confirms that this unit achieved no water penetration at 8.25 pounds per
square foot (psf) for door units designed to swing out Door units designed to swing in
achieved no water penetration at 2.86 psf.
The test report also confirms that this unit achieved an air infiltration rate of 0.03 cubic
feet per minute per square foot of crack (cfm/W) for door units designed to swing out.
Door units designed to swing in achieved an air infiltration rate of 0.18 cful/ft�.
Thank you in advance for your further review of this information & let me know if you
require additional information to resolve this subject.
Respec ly Submitted,
x 1Z - .I M;Ao f f
Masonlie/Prentdor Exterior Door Products - One Premdor Drive s Dickson, Tontieseet 37055
ArTak, Castlegate. Celco, Colorado, Dccot, DorFab, Entergy, Evergreen Johnson, Monterey,
Onkoraft, PremvU, Rochman Univcraal, Royal Mahogany Products, Span -Rite, Spoelnity/Baylite,
Steelwood
APR-16-2003 WED 03:50 PM TRIM PAK FAX NO. + P. 03/12
Aar.16. 2003 S10M PREMDOR DICKSON 610 446 7229 No.7918 P. 2/11
Prcmdor Entry Systems -3- NC11,210-973-1,2,3 (S7(F)
PARAGRAPH NO,
5 2,7
5.2.3
52.6
5.2.3
PAR/ICRAIPH NO,
5.2.7
5.2.3
5.2.6
5 2.1
PARA gMERH_N 02-1
5.2.7
5.2.3
5.2.6
5.2.3
STRUCTURAL TEST RESULTS SMCIMZN NO IS (Outswin )
TITLE OF TEST
MEASURED ALLOWED
Air Infiltration
1.57 psf (25 mph)
0.02 CFMTV 0.20 CFM/FTZ
Uniform Static Air Procedure
Design loads (30 second durations)
76.0 psf exterior
Meets as stated
76.0 psf interior
i
Meets as stated
Water Resistance (5.0 GPH/F e)
WTP - 8.25 psf
No Entry
No Entry
Unlfortn Static Air Procedure
Full Loads
114.0 psf exterior
0.041"
0.144"
114.0 psf interior
0.124"
0.144"
STRUCTURAL TF-Sx RL5MIS
SpjC; MErj
NO, 2� (OutSWjnp)
TITLE OF TEST
M ASURED
ALLOWED
Air -Infiltration
1.5.7:psf (25 mpb)
0.03 CFMIW 020 CFM/F14
Uniform Static Air Procedure
Design Loads (30 second durations)
76:0 psf exterior
Meets as stated
7610 psf interior
Moots as stated
Water. -Resistance (5.0 GPWFT)
Ares - 9.25 psf
No Entry
No Envy
Uniform Static Air Procedure
Full Loads
114.0 psf exterior
0.051"
0.144"
114.0 psf interior
0.147"
0.144'
STRUCTURAL TEST RESUIM
SPECIMEN
NO 3S (Inswin 1
TITLE OF -•EST
NYAMiRED
ALLOWED
Air Infiltration
1.57 psf (25 mph)
0.18 CFM/FV 0.20 CFM/FI'
Uniform Static Air Procedure
Design Loads (30 second durations)
76.0 psf exterlor
Meets as stated
76.0 psf interior
Meats as stated
Water Resismaw (S.0 GPH/FV)
WTP = 2.86 psf
No Entry
No Entry
Uniform Static Air Procedure
Full Loads
114.0 psf exterior
0.143"
0.144"
114.0 psf interior
0.039"
0.144"
riuu-cc-r_,uue mu uo•ao rn ► in rnh rHn NU. 4Ultl0lbe:54 r. UC/U6
UI L. D E P%, } F i r
0 Proftsslona} cnplr}e rinr. S.Ervices for Developers and -Builders or.Resldential-Housing
O P.O. riox 6954 T ltue:vilie, FL. 32793 ' Phone (407) 289-SUS ' Fax �'40T) 2R9-5"8
_ O'fTr'r, 0FPR0D T A(,CFpTAhrz; :N 2 9aD0
Kmil:sc:t Corporation
516 F.+i,ii cnm.a Ana Strect
11.0. RoN l2 50
naie;i», Ui(omia 92R0 4250
D SC RT.;> nON OF
Model Dcsirn;ction: Kmikset Series and Tuan Scries (C71indricaI L.ozk:s)
Matimum Dve. all Size: 2-1,'8" rXC_L Bore-"ith a.1" Cross Bor---( 2.5/8" or 2-3/4" Back -set)
Gc»cr:tl de5cri[,1ion: CSlindrical bored t}•p_ lock:
I
Cf , ryrT'rGl7
7c;ted my Amcric:tn Test I..tibs of South Florida. 'rest Report �_'i L 0212.03-96. 0212.0.-96 signed and sealed by William R.
Moitiner, }'.F..
• c ;t •., .
Test Loper
Desi zn Lo3d
r,.om& t. mn• (a.S'[M F-9•12 p~.t PA-202) passed
passed
i_.a;.ge!d Liss, le In mu.. P;:r PA -20 i Fug
p ed
(impacted as insr.7-ng unit)
1•:zt,tv���:oa::►itc'r�st, ear t�:.�i c}-clec
Ki iks8l Series posiiiVa 6 5. 0 ptf
6S.0'Psf
F atiguc'.Loading Test_. 6 71 to vycles
�:wil:sei'Scries ncrative 96.0 psf
86.0 psf
r:1118uc LttaLiincI 7cst 671 toial cycics
Titan Serirs positive 86.0 psf
86.0 psi
F3ti8ue Loading Test 671 total ccles
Titan Series neeziiVe 86.0 ref
86.0 t,sf
J�4stgtt 1'�essu:eifalin�: Kmiksst Series -Passage
Positive .65.0 pcf
,(0UTSVtir1NG) Entn• (requires-F:s6ge bolt)
Negative 65.0 psf
' D=acihcilt
silts pmsswc. Rating: Y.,-6I:5c'. Scrics - F-issage
Fositirc 65.0 oaf
QNSWING) Entry fnecp ices p:tssagebolt)
Negative 96.0 psf
Dcadboh
1):-ct�n 1';csrareRating: Titan Series - Passage
Positive 86 G psf
(OJI SArING/ t-ntry (regtures pimac bolt) Ncgattve 86.0 ps`
LNSWNG) lle3dbolt
LA'S'rAI AND ANCr7UTUNG: Set rc•rerst, side this paRc _ Q.
USE -- - - tJ�. 40116 '
1. rc-, STAT
h C'=
rf+•:�d to use in lact�tioits adh:sin� to the S.B,C.C.I., S.F.t7• .C., SF.B.C. Brou•ard Edition. and «•her_ t �cosrLrot•
rc,qui7e.m mts as uete.rminrd by ASCp. 7 Minimum Desicn Lords for Buildings and Other Stnictures does rnw 6tj�f
pr.ssurc ratinGs listai above.
7. The Grade Ratingof a lxl: is not rtinent io simctu.sl T'`= � perfDnnancC lS tC13tL'S (0 Hl:i'ricAnC / R%in[1 CntiG COTptt
3, Mny b:: ured on doors lcricdto design ptessuscs eq=l to or less than thou Fhomm above.
4. Application for building p_rzi6t shall It accompanied by a cc-,y of t :is approvAL
„ r• 0 A �Qg
nuu-co—cuuc Inu U31DO rcl ITill'I rnn rtiA NU, 4UIDDIDCJ4 r, U61u6
INSTALLATION OP LOCH- S'E-TS PER TESTING
AcceptOnce W309400
r —HAR �, KWIKSET SERIEc
NOTE._ TO BUILDING INSPECTOR
THESE KWIKSET AND TITAN SCHEMATICS
ARE FOR FIELD INSPECTION PURPOSES
AND REFLECT TESTED CONFIGURATIONS.
DETAILED INSTALLATION INSTRUCTIONS
ARE PACKAGED WITH THE LOCK UNIT
INDIVIDUALLY,
PROVIDED
THUMB TURN
KEYED
WOOD SCREW
DEAD BOLT ./
QQQ 2 J/Er or 2 3/4'
STRIKE BACKSET MECHANISM TO Sr —
PLATE I i/c HANDLE SET. LEVER
cw ��� t"7 or KNOB.
�scRew
WOOD SCREW_—
( / LATCH ,
2 3/� or or 2 2 3/ 3/4
STRIKE _J BACKSET
PLATE
PER
HANDLE
' SET
S+`
T17:4 rV' S Z11 pl i-J S
' prR
Iir DwARE THUMB TURN
PER DED r
ACh E
r SCRF1W
VEYED -, ./l If ►ter•
7
r000
wOOD SCREk'-
I
STPIPC
p. Arp. .
wOIDD SV: E'W - \,
S.rnlr:E _l
FLAT E
DEAD BOLT w/
2 3/y' or 2 3/a•
BACKSFT
/ I Ile
WCr+nC
C � • 'I �L����� x� pry
r
K4D
srpcw
jATCH BOLT W/
•2� 3/T or 2 3/+' 4 ,
BACK iET
FIER
MECHANISM TO BE
HANDLE SET. LEVER
or KNOB.
NOTE TO BUILDING INSPECT(
MECHANISMS WITHIN THE C1101
ARE OPTIONAL TO THE PRIMA]
MECHANISMS SHOWN.
FOR EXAMPLE:
A THUMB TURN DEAD- LOCI
CAN BE SUBSTITUTED WITH
A KEYED MECHANISM WITHOI
INVALIDATING THE SYSTEM.
OXO i t F r t
Glazed Outswing Unit
FIBERGLASS DOORS
APPROVED ARRANGEMENT:
fi.'ty
P
I
0
Test Data Review CenIflCM 13026447A; 130264478;
/3021447C and COfa/iest Report validation Mauler
03026447A-001, 002,.003; A0264478-MI. 00Z. 003;
03026447C-001, 002, 003 provides additional
Information - available from the ITS/WH weDyte
thlamile webslte
we-tlshoe.moroMasonite technical center.
Nate:
Units of other sizes are covered by this
report as long as the panels used do not
exceed 37 x 6'8". 1'
Single Door with 2 Sidelites
Maximum unit she • 9'0' x 6'8'
Design Pressure
+55.0/-55.0
1Jmited water unless special threshold design is used.
Large Missile Impact Resistance
Hurricane protective system (shutters) is REQUIRED.
Actual design pressure and Impact resistant requirements for a specific building design and geographic location Is determined by ASCE 7-nallonal.
stale or local building codes specify the edition required.
MINIMUM ASSEMBLY DETAIL:
Compliance requires that minimum assembly details have been followed — see r
MAD-WL-MA0017-02 and MAD-WL-MA0041-02.
MINIMUM INSTALLATION DETAIL:
Compliance requires that minimum installation details have been followed — see MID-WL-MA0004-02.
APPROVED DOOR STYLES:
1/4 GLASS:
00 - 00 00
00 00 00
too Series 133. 135 Series 136 Series an Series
1/2 GLASS:
rol
00 0o 00 : 00 00 00- .
105 Series 106. 160 Series' 129 Series' 12 R/L. 23 RA- 24 RIL 107 Series' 108 Series 304 Series
Series'
TRIs glass kit may also be used In the following -door style: Eyebrow 5-it" with scroll.
Oak aft
u•d- r .d AR�k Ev— �}e^' tesl.el•elf le•.
PIe6ROl.Aia ENTRY RDOORS I✓—J—e F4,—Ev, D—
n✓►.Wri TLlnf�liew 1'L'J'TT as
AM 17. 20M a.aul, arr.
our comkwtp program al product i n s"Mom makes soodnca110ns, draw and wodud M a s o n i t e International Corporation
ataa .•bleca to change as roar naece,
OXO w O• tI r4I
Glazed Outswing Unit
FIBERGLASS DOORS
APPROVED DOOR STYLES:
3/4 GLASS: FULL GLASS:
al, o0
404 Series 410 Series 109 Series 114, 120, 122 152 Series 149 Series 300 Series
Series
APPROVED SIDELITE STYLES:
0
129 Series 200 Series 12R, 12L, 23R, 23L. 450 Series 152 Series 149 Series 109 Serial 120.122 Series 300 Series
24R.24L.Series
CERTIFIED TEST REPORTS:
CTLA-805W-2
Certifying Engineer and License Number: Ramesh Patel, REJ20224
Unit Tested in Accordance with Miami -Dade BCCO PA202
Door panels constructed from 0.075" minimum thick fiberglass skins. Both stiles constructed of 1-5/8"
laminated lumber. Top end rails constructed of 31/32" wood. Bottom end rails constructed of 31/32"
wood composite. Interior cavity of slab filled with rigid polyurethane foam core. Slab glazed with insulated
glass mounted in a rigid plastic lip lite surround.
Frame constructed of wood with an extruded aluminum threshold
PRODUCT COMPLIANCE LABELING:
TEST:ND
ACCORDAMIAMI-DADECOMPANCITY,
To the best of my knowledge and ability the above side -hinged
exterior door unit conforms to the requirements of the 2001.Florida
Building Code, Chapter 17 (Structural Tests and Inspections).
State of Florida, Professional Engineer
Kurt Balthazor, P.E. — License Number 56533
Werr..* 26r."
Fes.
Test Data RvAm Cerdflote /30264470.
030264470; /3025447C and COP/rest
Report VaOdadon With 030251
001, 002. 003:130284 Irltii 1. 002.. ... .
0M. /3026447C-001, 002. 003
provides additional Infonr adon
ava0aob from the rTi wei
(www.eds onloa on the Masoi
weltsite (www,masonlia.com) or the
mmnite twAni center.
Oakcraft
AR EKn
...... .A
r..l•.r..t,r,.�•J1-
PIBBR OLASS BNTINLRY DOORS
N..is.d Fw.ara f„erDw,
�lft'�wn�e//R/ww •
Jt- 17.2002
L.i r/V
Ow cot.h•thp program o1 product Ynomitnpe naW sp.driatlpns, deign rind pro"
M a s o n i t e International Corporation
d.ua vrei.ct to dung. wkho id notice
OXO �IIII
Unit ��
OUTSWING UNIT WITH SINGLE DOOR &
TWO SIDELITES (BOXED CONSTRUCTION)
TYPICAL HINGE ATTACHMENT
r, r BUTT HINGE
(12(12 WUGQ
DOOR
SHOE JAMB 11<"'S
PItNEI
all
z
Uo , Yr
HEAD
WOOD SCREWS
TO BE ADDED
DURING INSTALLATION
SEE MINIMUM
INSTALLATION DETAIL
SIDE JAMBS ATTACMED BA((-TD4ACr
MUST BE JOINED USING V X Itr LONG
CORPAGATED FASTENERS LOCATED r
FROM FACM EMO MAOMUM AN'' D.C.
MAYIwM (STOP SIOQ OR EIO x r FLAT
MEAD wow SCREWS LOCATED r FROM
EACH END MAAwm AND Ir O.G
MAx1M IM (ON CENTERLIKE OF STOP(.
TYPICAL THRESHOLD &
SIDE JAMB ATTACHMENT
TYPICAL MULLION ATTACHMENT
TYPICAL HEADER & SIDE JAMB ATTACHMENT
FIAC M,faimnD
U-4 00 WOOD O
FRAME HEADER
t?STOP O
HEIGHT YWIwM)
'
FINGER-xnNTEO
(31 r LONG IT
.MO WOOD
FRAME HEADER
MILLION WOOD
R-1?iA•1T
I?CADWN�
WIRE STAPLES
mn, r
wrM Vr STOP
1 STOP
NDGHT UMIAWIq
HEIGHT W."A I
1,
ANGER -JOINTED
KILN DRY WOOD
SIDE JAM8
(1-Il4' x 4-9n6
WITH I? STOP
HEIGHT MINIMUM)
EZI ro x t.vr HIGH PERFORMANCE
HANG Fur HEAD BUMPER THRESHOLD
WOOD SCREWS OR 149n 6 X 72' STOP
(3) r LONG X fir HEIGHT MWUAUM)
CROWN WIRE
STAPLES
t
...................................
((3) FOR 7 (r HEIGHT
0� SMALLER
A
t
FOR HEIGHTS
((a)WATER THAN 7V
B
... B
• TYPICAL THRESHOLD &
MULLION ATTACHMENT
MCM PERFORMANCE
BUMPER THRESHOLD
1.-Y16- x nr ms,
MEIGNT
MwIwY)
ANGER-Jourm
xaN DRY VIM
MLAIIDn
111-1? x A-yr
WITH I? STOP
A
I
RWAN-AINTTO
KIM DRY WOOD
SIDE JAMS
1•IN-x A-Wr
I? STOP
HEIGHT MINIMUM)
SECTION A -A
TYPICAL SIDE JAMB &
SIDELITE PANEL IIACX BEDDING
ATTACHMENT
R EDUAW
RNGER,JOINTEO
xeM DRr WOOD
SIDE JAMB
t • VA-4 IF
1/r STOP
MEIGHTI
SOELRE PANEL fA
(alnO x rJ L-WOOD TRIM
R.AT HEAD
Mrx t?MIA)
WOOD SCREWS.
LOCATE r FROM
ATfA04ED WITH
ISGAUGE RN NAILS
EACH CORNEA AND
If ""LONG, LOCATE
14-O.C.
r FROM EACH ouTs10E
Arm 115E ATo xr
CORNER x YLr O.0
FOR MULLION SIDE
FOR HORIZONTAL TRW
MTADIMEIT
AIVO.G FOR
VEFTIVAL TRW
SECTION B-B
TYPICAL THRESHOLD &
SIDELITE PANEL
ATTACHMENT
Stm
Wwnork H-." MEGNf UUUW hq -
® UI�() 10 HIGH PERFORMANCE
MEx 7AD BUMPER THRESHOLD
WOOD SCREWS IiNta'x 7111' STOP
Test Data Review CertiIH 2te 1302W7A: LOCATE 3-FROM E1GH(T MINIwM)
130264478: 13026447C and COP/Ten ReOoIt MOT, CwWEM
Validation Matrix ►3026447A-opt, DO?-JDW Note LEAF nos r
RAT EAOASCREWS
026 A34{7B-0OT, 002, 003; It7026447C-0Ot, OOZ.12 FOR HEADER ATTACHMENT
003 ProviOes additional information - avaita0le
Irom the ITSIWH we0site (www.eOSemkD.COm),
the Masonite weDsita tww-masonita.COm) or Ina
Masorlite lecrtnkmi renter.
A.dv d. dT lies
Juno 17, 2002
0'--u'amwnmofw00taU-W--smm,.a,PICII L Masonite International Corporation
ocu"" wooNQ on" woven to aww rfI d IIom,
BACK BEDDING
(DOW 995 OR EDUAL)
t t l l r I
GLASS INSERT IN DOOR
OR SIDELITE .PANEL
HIGH PERFORMANCE RIGID PLASTIC
OR CELLULAR VINYL LIP LITE SURROUND
FOR 1/B' SINGLE PANE GLASS
117. 3/4' OR 1' INSULATED GLASS.
16 X 1.1/T PAN HEAD SCREWS
LOCATED 13.1/8' MAXIMUM
FROM CORNERS AND
14-3/4' O.C. MAXIMUM
SECTION A -A
TYPICAL RIGID PLASTIC LIP LITE SURROUND
1.9116 t-trr
DOOR
1p01 USINGLE
o OU�e� PANE GLASS;
400�P Vqa, 1/T. 3/4' OR 1'
vo DOUBLE PANE. 2
QQIVJ l�55 �Up 3/4' OR 1'
aadap o a0 �0"0 TRIPLE PINSULATEANE
GLASS
- s�srr
1/11' SINGLE
PANE GLASS:
1?. 314' OR 1'
DOUBLE PANE:
3/4' OR 1'
TRIPLE PANE
INSULATED
GLASS
DOOR 1-7/16'
'Glass inserts to be sub -listed by Intertek Testing Services/ETL Semko or approved validation service.
11W SINGLE
PANE GLASS;
1!1'. 3/4' OR 1'
— DOUBLE PANE:
3/4' OR 1'
TRIPLE PANE
INSULATED
GLASS '
lAr SINGLE
PANE GLASS:
17. L4' OR 1'
4— DOUBLE PANE:
TRIP OR 1'
TRIPLE PANE
INSULATED
GLASS
�- — Test Data Review Certificate /3026447A: /30264478: /3 6417C and COP/Test Report validallon
Matrix /30264,17A-001. 002. 003: 130264478.001. 002 003:13026447C-001. 002. 003 provides
additional• availaole from Ille ITS(WH website (www.easemko.com). the Masonite
mm weosite ( information www.masonite.com) or the Masonite lechroal center.
PREM. Ck-4.// 1,"
June 17. 2002 o.. ......
Our cw wWkq oroonm or product Imorw.m.m mein swafk4dwi. M a s o n i t e International Corporation
loge em r.od.a dwA m ml m aurq..enwr Mgt..
OX0 1 t l l l a I
Unit
SINGLE DOOR WITH 2 SIDELITES
6'
�2*p
.
6'8" UNIT 8'0" UNIT
13-15/16' 17-1/8'
MAXIMUM
ON CEN`rER TYR
t,
• 6 pervertical framing member
• 11 per horizontal framing member
Hinge and strike plates require two
2.1/2" long screws per location.
• Width of door unit plus 1/2"
• Height of door unit plus 1/4"
f f T T T T T t t 1
W---k H•+•v Test Data Review certificate 03026447A: /30264478: 03026447C and COP/Test ReDon Woation
--/I M21OX 13026447A-0t)1. 002. 003: /30264478-M. 002. OM; 03026447C-001. 002. 003 provides
R� addltlorul Inlorm2tion - avabble from me n'SrwH website (www.edsemkoxom), the Masenite
rye website (www.masonite.mm) or me Masonits rectorial center.
Latching Hardware:
• Compliance requires that GRADE 3 or better (ANSUBHMA A156.2) cylindrical and deadlock hardware be installed.
• UNITS COVERED BY COP DOCUMENT 3244% 3249, 3264" or 3259
Compliance requires that 8" GRADE 1 (ANSI/BHMA A156.16) surface bolts be installed on latch side of active door panel — (1) at top
and (1) at bottom.
'Based on required Design Pressure — see COP sheet for details.
Notes:
1. Anchor calculations have been carried out with the lowest (least) fastener rating from the different fasteners being considered for use. Fasteners
analyzed for this unit include 18 and 110 wood screws or 3/16" Tapcons.
2. The wood screw single shear design values come from Table 11.3A of ANSI/AF & PA NOS for southern pine lumber with a side member thickness of
1-1/4" and achievement of minimum embedment. The 3116" Tapcon single shear design values come from the ITW and ELCO Dade Country
approvals respectively, each with minimum 1-1/4" embedment
3. Wood bucks by others, must be anchored property to transfer loads to the structure.
0
_� e.er".r..rr rr•..
June 17. 2002 •_i._ o..,,,, o....
owrmenwgmow2morMew Imme—emmain , ftWom Masonite International Corporatlon
dnion am oreaa aepa wolea to cur" "own norm
X
Glazed Outswing Unit
FIBERGLASS BERGLASS DOORS
APPROVED ARRANGEMENT:
trea„Dda
rtt;•
lip®
Test Data Review certificate /3026447A
/30264476;I3026447C and COP/Test
Report Validation Matrut n M6447A-
001, OM, 003' /30264476-001, 002,
003. /302644k-Ml. 002, 003
O provides additional information -
O ;` r available from the rTSAVH websile
„ (www.63semko.com), the Maton to
website (www.=sonho.com) or the
T Note: Masonite tachnical center.
s Units of other sizes are covered by this
report as long as the panel used does not
exceed TO" x 6'8".
Single Door
Maximum unit she . 3'T x 6 6'
Design Pressure
+55.0/-55.0
Limited water unless special threshold design Is used.
Large Missile Impact Resistance
Hurricane protective system (shutters) is REQUIRED.
Actual design pressure and impact resistant requirements for a specific budding design and geographic location is determined by ASCE 7-rational,
state or local building codes specify the edition required.
MINIMUM ASSEMBLY DETAIL:
Compliance requires that minimum assembly details have been followed — see MAD-WL-MA0011-02 and
MAD-WL-MA0041-02.
MINIMUM INSTALLATION DETAIL:
Compliance requires that minimum installation details have been followed - see MID-WL-MA0001-02.
APPROVED DOOR STYLES:
1/4 GLASS:
AM 1XIM
00 00 3 00
00 00 no
100 Series 133.135 Series 136 Series $22 Series
1/2 GLASS:
WoCy a t y�y
00 0o On o0 I on
105 Series 106. 160 Series' 129 Series' 12 R/L. 23 RIL, 24 R/L 107 Series' 108 Series 304 Seris;
Series'
-This pass kit may also be used in me following door style: Eyebrow 5-panel with scroll
Oak aft
Y , . e
/4R EK" fae�4tne�s�'�� a.cie.t..wr ,.Don
FIBEROLASS ENTRY DOORS
H..Semetl �ID'oo'.
p
�a�Jlaa.Illaal[oll�nn
Juwu 17. D02
.,eluw eJ
Ourrtontuuug DropOm DI prothre MDm.amem mates aRrinaalnre. Dnpnant)DrDNxt Masonite International Corporation
a
amp sugecn m Conn wVW roue.
X
Glazed Outswing Unit
FIBERGLASS DOORS
APPROVED DOOR STYLES:
3/4 GLASS: FULL GLASS:
4.
404 Series 410 Series 109 Series 114,120.122 152 Series 149 Series 300 Series
Series
CERTIFIED TEST REPORTS:
CTLA-805W-2
Certifying Engineer and License Number. Ramesh Patel, REJ20224
Unit Tested in Accordance with Miami -Dade BCCO PA202.
Door panels constructed from 0.075" minimum thick fiberglass skins. Both stiles constructed of 1-5/8"
laminated lumber. Top end rails constructed of 31/32" wood. Bottom end rails constructed of 31/32"
wood composite. Interior cavity of slab filled with rigid polyurethane foam core. Slab glazed with insulated
glass mounted in a rigid plastic lip lite surround.
Frame constructed of wood with an extruded aluminum threshold.
PRODUCT COMPLIANCE LABEUNG:
TESTED IN
ACCORDANCE WITH
MIAMI-DADE BCCO PA202
COMPANY NAME
CITY, STATE
To the best of my knowledge and ability the above side -hinged
exterior door unit conforms to the requirements of the 2001 Florida
Building Code, Chapter 17 (Structural Tests and Inspections).
1
�� / &at�5
State of Florida, Professional Engineer
Kurt Balthazor, P.E. — License Number 56533
Vtwnoc l H. e"
rttl/
Test Data Review Certifmate 13026447A;
/3026447e;13026447C and COP/lest
Report Validation Matrix /3026447A-
001.1102.003;13026447B-001, 002,
003; Ir3026447C-Ml. 002. 003
provides additional information -
avafuMe from the ITS/WH website
(www.a Is mko.com), the Masonhe
websfle (www.mason te.com) of the
Masonde te=ICW comer.
O akxaff AR K�
w°oe-...�° f
PIOGROLASS ENTRY DOORS I+—Zm raw b., Doan
hnC 17..002
w Oeellt, Deen w v vvv v i v v v v
OW radm"orW=nfMdud hMo.MM maws apuftdWo, oedplltiro 01Deun Masonita International Corporation
dew scoga to rJRDa wor4w nut".
X
Unit
TYPICAL HINGE ATTACHMENT
4' x 4' BUTT HINGI
F
(12 GAUGE)
SIDE JAMB /�
OUTSWING UNITS WITH SINGLE DOOR
DOOR PANEL
TYPICAL HEADER & SIDE JAMB ATTACHMENT
FINGER -JOINTED
KILN DRY WOOD
FRAME HEADER
V1/4' X 4-9/16'
WITH 1/7 STOP
HEIGHT MINIMUM)
(3) 7 LONG X
12 CROWN
WIRE STAPLES
TO BE ADDED
DURING INSTALLATION
SEE MINIMUM
INSTALLATION DETAIL
TYPICAL THRESHOLD iS
SIDE JAMB ATTACHMENT
FINGER -JOINTED KILN DRY WOOD
SIDE JAMB 1.1/4'X4-9/16'
WITH 1/2 STOP HEIGHT MINIMUM)
HIGH PERFORMANCE BUMPER THRESHOLD
(4.9/16- X 7/8' STOP HEIGHT MINIMUM)
(2) #8 X 1.3/4- LONG
FLAT HEAD WOOD SCREWS OR
(3) 2' LONG X 1/2' CROWN WIRE STAPLES
RNGER-JOINTED
KILN DRY WOOD
SDE JAMB
(i-1/4' X 4-SA S'
WITH 1/7 STOP
HEIGHT MINIMUM)
Test Daa Review Certificate
$3026447k 3026447B;
03020447C and COP/Test Repon
Validation Matrix 13026447A-001.
002. 003;130264478-001, 002,
003;13026447C-001. OOZ 003
provides additional information -
available from the ITSIWH webshe
(wwwstlSemko.Com), the Masonhe
webshe (www.masordle.com) or
the Masonfte teChnioat Center.
r�
��CC••''�� LJ E.el u.irelr /ro
June 17, 2002 Term or.rnr neon
owcarawimpr mmmpmaresrroro.ememm kmsocmearwn. Masonite International Corporation
*Wgn and woaua dene suolem m Manpe wetwx Mee.
BACK BEDDING
(DOW 995 OR EOUAL)
1-ona-
1 1 t l l I
GLASS INSERT IN DOOR
OR SIDELITE PANEL
SECTION A -A
TYPICAL RIGID PLASTIC LIP LITE SURROUND
1/B' SINGLE
PANE GLASS;
12% 314' OR 1'
— DOUBLE PANE;
3/4' OR 1'
TRIPLE PANE
INSULATED
GLASS
lAr SINGLE
PANE GLASS;
12% 3/4' OR 1'
DOUBLE PANE;
3W OR 1'
TRIPLE PANE
INSULATED
GLASS
HIGH PERFORMANCE RIGID PLASTIC
OR CELLULAR VINYL LIP LITE SURROUND
FOR 1Ar SINGLE PANE GLASS
12', 34' OR /' INSULATED GLASS.
/6 X 1-12' PAN HEAD SCREWS
LOCATED 13-1/11' MAXIMUM
FROM CORNERS AND
14.3/4' O.C. MAXIMUM
1.1 n'
nnna 1-7/16
'Glass inserts to be sub -listed by Intertek Testing Services/ETL Semko or approved validation service.
1/8' SINGLE
PANE GLASS;
1/2'. 3/4' OR 1'
DOUBLE PANE;
3/4' OR 1'
TRIPLE PANE
INSULATED
GLASS
SINGLE
PANE GLASS;
1/7, 3/4' OR 1'
�— DOUBLE PANE;
3/4' OR 1'
I_'
TRIPLE PANE
INSULATED
GLASS
"00ca' "I"'+er Test Data Rrhew Certificate 03026447A; 030264478; 13026447C and COP/rest Report validation
Matrix /3026e47A-WI.002.003; 03026447E-Wl. 002, OM; /3026447C-ODl, 002• OM prohdes
a0ditiaul irdonnation - avaft* trom the nSIWH websfe (www.Wwmko.com), the Masonits
�® webshe (www.ntasoNlesom) or the Masonhe technical tamer,
e.ei„r�.dt t.•m
June 17. 2D02
Car anumoovwmoforoouaunpf0YAC1an""Sf°rcrocat1m Masonite International Corporation
design am m4a d" sageo to amw wanwa nonce.
x
Unit
SINGLE DOOR
6'
TYR
7 1
s•
TYR
6'8' UNIT 8'8" UNIT
13-15/16' 17-1/8'
MAXIMUM
ON CENTER TYR
• 6 per vertical framing member
• 2 per horizontal framing member
Hinge and strike plates require two
2-1/2" long screws per location.
• Width of door unit plus 12"
• Height of door unit plus 1/4"
wa•+-ck "bY Test Data Review Certifiate /3D26447A; 030264478; /3026447C and COPfrest Report validation
Mat=: /3026447A-001, 002, DD3: /3026447B-001. D02. 003:1d026447C-001, 002, OM provides
�addroaul information - available from the tTSWH website (www.e0semko.com). toe Masonim
m websb (www.masonim.com) or the Masorule ladmial cemer.
Latching Hardware:
• Compliance requires that GRADE 3 or better (ANSI/BHMA A156.2) cylindrical and deadlock hardware be installed.
• UNITS COVERED BY COP DOCUMENT 3146, 3166, 3241•, 3246, 3261• or 3266
Compliance requires that 8" GRADE 1 (ANSIBHMA A156.16) surface bolts be installed on latch side of active door panel — (1) at top
and (1) at bottom.
'Based on required Design Pressure — see COP sheet for details.
Notes:
1. Anchor calculations have been carried out with the lowest (least) fastener rating from the different fasteners being considered for use. Fasteners
analyzed for this unit include 18 and 110 wood screws or 3/16" Tapcons.
2. The wood screw single shear design values come from Table 11.3A of ANSI/AF & PA NOS for southern pine lumber with a side member thickness of
1-114" and achievement of minimum embedment The 3/16" Tapcon single shear design values come from the ITW and ELCO Dade Country
approvals respectively, each with minimum 1-1/4" embedment.
3. Wood bucks by others, must be anchored property to transfer loads to the structure.
�i���/�lualraly
/.L�YIIIn��F�leo/so" •
Ir•mi•m p••Iltr D•o�,
June Masonite Internat;onal Corporation
Ourrcpplraurg =DQam at prpp,i kaprprwem matcs soedlraDm, p
design and prop,= Dena audio m oonpe .2nout rouse.
S h4,�Z - lei "&fit Ca
Weathermaster Building Products, Inc.
Office: (407) 324-2080
Fax: (407) 324-9206
Of
LABEL
DRAWING # OR TYPE
USED WITH
PRODUCT #
1
Legend of contents
2
GAII
Installation 1450
Flange SH
1450/1550
3
GA 2/2A/26
Installation 1450/1650
Flange PW
1450/1650
4
GA 3
Installation 1100
Fin SH
1100/1900/1970
5
GA 3/A
Cont Head & Sill
Fin Mull 1900/1100/1970
1100/1900/1970
6
GA 4
Installation 1100
Fin PW
1100
7
GA 5/5A
Installation 1450 PW
Flange Designer PW
1450/1550/1570/1650
8
GA 6
Installation 1100 PW
Fin Designer PW
1100/1900/1970
9
GA 7
Installation 1480
Flange HR
1480/1580/1590
10
GA 7/A
Installation 1580/1590
Flange 3-Lite Slider
1580/1590
11
GAB
Installation 1180
Fin HR
1180/1980/1990
12
GA 8/A
Installation 1980
Fin 3-lite slider
1980/1990
13
GA 9
GEN 0024 Block Inst.
SLIDING GLASS DOOR
420/430/440
14
GA 10
GEN 0028 Wood Inst.
SLIDING GLASS DOOR
420/430/440
15
GA 10/A
GEN 0027 2x in Block
SLIDING GLASS DOOR
420/430/440
16
GA 11
GEN 0450
Fin Vert Mull Clip
1448
17
GA 12
Mull Bar Load Chart 1 x4
FI.q Hz SH
1445
18
GA 12/A
Mull Bar Load Chart 1 x4
Fin Vert SH
1445
19
GA 13
Mull Bar Load Chart 1 x4
Fig Vert SH
1445
20
GA 14
Mull Bar Load Chart 1 x4
Fig Vert PW
1445
211
GA 14/A
Mull Bar Load Chart 1 x4
Fin Vert PW
1445
22
GA 15
Mull Clip 1x4 >6'
Fin Vert Mull Clip
1445
23
GA 18
Mull Clip GEN 0453
Fin HZ Mull Clip
1447
24
GA 19
Mull Bar Load Chart 1 x4 w/ lip
Fin HZ SH
1447
25
GA 20
Mull Clip GEN 0457
Fin Vert Mull Clip
1448
26
GA 21
Mull Bar Load Chart 1 x2.5
Fin Vert SH
1448
27
GA 22
Mull Bar Load Chart 1 x2.5
Fin Vert PW
1442
28
GA 23
Mull Bar Load Chart 1 x2.5
Fig Vert SH
1442
29
GA 24
Mull Bar Load Chart 1 x2.5
Fig Vert PW
1442
30
GA 25
Mull Clip GEN 0454
Fig Vert Mull Clip
1442
31
GA 26
Mull Clip GEN 0459
Fig Vert Sill Clip
1442
32
GA 28
Mull Clip GEN 0456
Fig HZ Mull Clip
1445
33
GA 29
Mull Cli GEN 0452 (>6')
Fiq Vert Mull Clip
1445
34
GA 30
Installation FEB HEB
Fig SH 1450/1550/1570 FE + HE
1450/1550/1570
35
GA 31
Installation FEB HEB
Fin SH 1100/1900/1970 FE + HE
1100/1900/1970
Weathermaster Building Products, Inc.
227 Power Court
Sanford, FL 32771
407-324-2080
407-324-0503 Fax
2004 Florida Statewide Product Approval Numbers For General Aluminum Products
These numbers are posted on www.floridabuildinp.org under their product approval
section.
FL 5171
Single Hung Windows
FL 5170
Sliding Glass Doors
FL 5169
Fixed Picture Windows
FL 5168
Horizontal Sliders
ONE BY w000 -
BUOC BY OTHER
CAULK BETWEEN WINDOW
FLANGE It WOOD BUCK
PERNETER
BY OTHER
THHER
NFJOfFJ2 p
EXTERIOR
SILL
POt0K1ER
BY OTHER
SHIN AS REOV
ONE BY WooD
(SEE NOTES)
BUCx BY OTHER
BUOC WIDTH
1 t 4' 0T
NSTALIATION ANOIOL
FL/INfE TYPE
FRAME
SHOT AS REOD.
t:AUUI BE7IWD1
MOOD BNR]C t
i�
(SEE NOTES)
YASCHHRY OPDOIO
Q a
BY OTHERS
INSTALLATION
Q Q fNIT
ANCHOR
VFRI EIEA CAW(
a
BY OTHERS
CAIAIf BETWEEN
CA BUCK
WINDOW WIDTH
WLSORNY OppCNO
BY OTHERS
EXTERIOR
BUCK
PRE CAST ;..
BY OTHERS CJ1tFUN BETMm1 WI11DOW FIANGi
t PIQ CAST SU VAIN VIAJON
• 116 ADHESIVE CAIUI OR
SECTION 1 APPROVED EQUAL
GENERAL NOTES:
1) SHIM AS REOD. AT EACH INSTALLATION ANCHOR METH LOAD BEARING SHIM. MAX
ALLOWABLE SHIM STACK TO BE 1/4-
2 MKNDOW FRAME MATERIAL; ALLEY BOB]
7 CAULK FRAME MATERIAL FLANGE AT HEAD AND MUST BE
ATTACHED TO THE SUBSTRATE AETN YJLXEM 115 VE CAUIK OR APPROVED EQUAL
4) APPLICATION OF VULgM 118 ADHESIVE CAIAX AT FRAME SILL MUST COMPLY MATH SEALANT
MANUFACTEREIYS RECOMMENDATION
5) CAULK FCR PERIMETER SEAL AROUND EXTERIOR OF YNNDOW FLANGE
B) GLASS TNNXNESS MAY VARY PER THE REOLAREMDNTS OF ASTM E1300 MASS 04MT
SINCE CLASS IS SHOWN, INSULATING CLASS IS ALSO OUALAED.
CAULK BETWEEN
WHDOW FLANG!
W000 B%
SECTION 2
1 -..WJ
ELEVATION
VIEWED FROM EXTERIOR
'. -4—L yr i =
r f O R IOC'.
FrrF 6 O NA L SR
G.A.1
CALL
WINDOW
QASS DESfNiI
ICAPMTIY
= DESIGN
TIi m AN o LOGTIDN
SIZE
SIZE (INCHES)
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1) TIME AW4 Alf FOf1K AM 111MI.E eTNXINIVAL anal t 06 1`10M 0 r-A-T1f At1ALYM 6 HAK W7
®�IO&1WM BY WILLIS FQO WUV= PO6Oe1MQ 1D1110 11M SIR NWW �TIM 1m PMMMI) IT a 199 1F
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YOOSEF LAVY, P.E.
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CONSULTING ENGINEER!
� a t1� et• of ■ 1�•ra e■ 61to•erl. W »al
am rep= Ue1C am / 111e
ASSEMBLY CRAWN0
OAUA3 IDGs M43
I Ft r
WM 1460/16e0AM 6N U 11UO MWIF
AR
P
N/A
INSTALLATION ANOIOR—
ONE BY MOOD
BUOL By OVER -
CAULK BE ILEN WINDOW -
FLq= t WOW BOOM G
PERIMETER CAULK
BY oTNFA /
�J
EXTERIOR
N 7 Ai
SILL
PERIMETER
BY OTHER
CAWM EIET9EIIJ BUCK NDTIf—
MOOD N10f t
MASONRY OPENING SmM AS REOTJ.
BY GTHM (SEE NOTES)
Q FLANGE TYPE
w FRAME
JAMS
Q T
GLAZING (711P. /
SEE NOTES)-/ PE)TtYEIEN
BY OTHERS
5 AS REQ'D 1104" WIDTH —
(gE ►aTEs) EXTERIOR
vo ate.
MARIiEL Su stow
PRE CAST 9LLd BY OTHERS
BY OTHERS .. cAux BEIWEDI MDDOW FLINOE
. •t PRE CASE SILL WITH 1001 KEM
11e ADHESIVE CLIMAX OR
SECTION 1 APPROVED EQUAL
Li?EJIAL MOTES
1) SHIM
SEACH U10( TO BALL% T•ION ANCHOR NTH EGAD BEARING SHIM. MAIM
!
3) WOW FRAEE'MATUM ALLOY e0e1
GULK BEHIND WINDOW RANGE AT HEAD AND .IAMM SILL MUST BE Amato
TO THE SUEff ATE NTH WLKEM 11e ACHUM CAUIJR OR APPROVED EQUAL
4) APPLICATION
V�Ile TN EVE WIIK AT FRAME OIL MUST COMPLY NTN SEALANT
e CAULK PERIMETER SEAL AMM —loom Or WINDOW RAND
0 MASS TN000ESS MAY VARY PER DE REQUIREMENTS Or ASTM E13DO GLASS CHART.
T THE ABOVE ARE P031M t MMATIVE STI4PMRAL DES101 ROAD FROM •COM PARAMW
ANALYSIS t NAVE NOT BEEN CAPPED BY M ML73 OF WATER PERFOOINICE TLRINO,
104EfR RE WATER RESISTANCE TEST REQUIREMENT Or 13 ■ OF OESION LOAD APRIE$
POSITIVE OES!" LOAD APPLIES POSITIVE OESION LOADS ILL K WEED TO 40.0 PS
e) ININSTALLLLA� OF F FRAME WTEST PKESSUn OF� N QQMCRCRM HIM ON WSW" OPENOW USE 3/10•
DIX TAPOOI ANOM OF WIFNLRT LENGTH TO PROVIDE WIL 1 1/4• DOMMMDR INTO
SUBSTRATE AT LOCATIONS MOM ON CHART.
G) SEE ELEVATION FOR HEY TO TAP001 LOCATIOq.
10 F 10=7 WIDOW D NOT LIMM N ANO" CHART. USE ANCHOR OJAHOTY LISTED MEN TEXT
LARGER SINL FOR THE APPROPRIATE OEM PRESSURE RE & .
ONE BY WOW
am BY OTHER
MCI
Q a
INSTALLATION
ANCHOR
CAULK9ETVMM
(I
B
Ctt
MASONRY OPDOMO
BY OTHERS
CAULK KnwxN
NNOow FLANGE
0100D fIUOI
SECTION 2
TNNDOW
WIDTH.
1 —a-
ELEVATION
MEOWED FROM EXTERIOR
.i - S E F L FIM2
No.42371
j P • W
'r 0 STATE OF
rFFi P Fl O R IDS' p
,,Sir
FM ;,0 NA L , `
G.A. 2
WHOPON
OJ$mm DESMOM
- 0®ON
TAPOON ANOTOR LOCATION
SIZE (INCHES)
PA7
PRESM
LOCATIONS
CAPAOTY N P3
CAPAOPf N PSF
I2 x iw
to
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1a
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AB
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12 X 24
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2) WINDOW FRAME MATERIAL TO BE ALUMINUM ALLOY 5083.
3) CAULK BEHIND WINDOW FIN AT HEAD, SRN, k JAMBS.
4) CAULK .FOR PERIMETER SEAL AROUND EXTERIOR OF WINDOW FLANGE.
51 DESIGN PRESSURES SHOWN ARE BASED ON MULLION CAPACITY ONLY. DESIGN PRESSUktt. rum U.na. 1tutAntSs
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7) INSTALLATION: FLANGE FRAME WINDOW IN CONCRETE OR MASONRY OPENING USE 4*0 TAPCON ANCHOR OF
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GENERAL NOTES:
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2) WINDOW FRAME MATERIAL TO BE ALUMINUM ALLOY 6065. VIEWED FROM EXTERIOR
3) CAULK BEHIND WINDOW FIN AT HEAD, SILL, h JAMBS.
4) CAULK FOR PERIMETER SEAL AROUND EXTERIOR OF WINDOW FLANGE.
5) DESIGN PRESSURES SHOWN ARE BASED ON MUWON CAPACITY ONLY. DESIGN PRESSURES FOR CLASS THICKNESS
MUST BE DETERMINED PER ASTM—E1300 CLASS CHART AND THE SMALLER VALUE MUST BE USED FOR DESIGN.
6) WHERE WATER RESISTANCE TEST REQUIREMENT OF ISX OF DESIGN LOAD APPLIES, POSITIVE DESIGN LOADS WILL BE
LIMITED TO 40.0 PSF, DUE TO WATER TEST PRESSURE OF 6.0 PSF ACHEVED IN TEST.
7) INSTALLATION: FLANGE FRAME WINDOW IN CONCRETE OR MASONRY OPENING USE &'W TAPCON ANCHOR OF
SUFFICIENT LENGTH TO PROVIDE MINIMUM 1J' EMBEDMENT INTO SUBSTRATE AT LOCATIONS SHOWN ON CHART.
6) IF EXACT WINDOW SIZE IS NOT LISTED IN ANCHOR CHART, USE ANCHOR QUANTITY LISTED WITH NEXT LARGER SIZE.
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1 No.42271
9 * ELEVATION
,0 • STATE OF = VIEWED FROM EXTERIOR
'Its
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COMPARATIVE
ANALYSIS do TAPCON ANCHORCHART
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GENERAL NOTES
1) SHIM IF REQUIRED FOR LEVELING.
2) WINDOW FRAME MATERIAL ALLOY e0e3
3) CAULK DOM WINDOW FN AT HEAD .SILL R JAMBS.
4) CAULK FOR PERIMETER SEAL AROUND EXTERIOR OF WINDOW FLANGE
3) GLASS THICKNESS MAY VARY PER THE REQUIREMENTS OF ASTM E1300 GLASS CHART.
SINGLE GLAZING IS SHOWN. INSULATING GLASS IS ALSO OIJAUFED
0) 11HRRE WATER RESISTANCE TEST REQUIREMENT OF lOR OF DESCH LOAD APPLIES. P097K
CMGH LOADS MARL BE LIMITED TO 40.0 PSF DUE TO WATER TEST PRFSSM OF e.0 PSF
ACHIEVED N TEST.
7) INSTALI.ATIOH: FIN FlIAME WIDOW N MOOD FRAME MEMO II IT TWO BY MD00 STUDS
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e) F EXACT WIDOW SIZE IS NOT LISTED N ANCHOR CHART . USE ANCHOR OIANTITY LISTED
TATH NEXT LARGER SRE.
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7) NSTALLAItoN ETN FRAIL MNDON N 11001) FRAME WIDOW MTH TWO BY =CD -
STUDS USING B So" OF SUITI NT LEOI M TO FRQIOE MVL1' OJI)MMERT
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1) i EXACT MIMDOM SZE IS NOT LISTED N .ANCHCR CHART, USE QUANTITY LISTED
WnN NEXT LARDER SIZE
S) SHIM IF REQUIRED FOR LE%WNIL
e) MNDOW FIIAUE MAIERAL. MIAO M ALIDY M001
7) CAuLX DOMD MOM FIT AT W.M. SILL • JA61M
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1 ---*—J e' MAX.
ELEVATION
VIEWED FROM EXTERIOR
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=� ,EF L,/Q�y Ill
No. 42371
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CAULK BETWEEN
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It FILL STRIP-n
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BY OTHERS--,-'
PERIMETER CAULK
BY OTHERS
FIJWCE TYPE
WINDOW FRAME
RANGE TYPE
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BY OTHERS
CAULK 8ETWEEH WINDOW
FLANGE R WOW BUD( I, D
a
CAULK BETWEEN WOOD BUCK &
MASONRY OPENING BY OTHERS
SECTION 1
O.A. 5
SHIM AS REO'D
(SEE NOTES)
GENERAL NOTES
FLANGE TYPE
GE
WINDOW FRAME
1 1/4 MIN.
CAULK BETWEEN iTLLfJTS11LIP
1) SHIM AS REO'0. AT EACH INSTALLATION ANCHOR USHC LOAD BEARING
STAIR TO BE 1/4'.
JAMB
EMBEDMENT
k BUILD DOWN BY OTHERS
WINDSHIMF MlDWABIE
Y WINDOW FRAME MATERIAL ALLOY BOB.7
�SEINECNOTES
P
J CAUL( BEHIND WINDOW FLANGE AT MEAD. SILL R JAMBS
INSTALLATION
INSTALLATION
4) CAULK FOR PERIMETER SEAL AROUND E7(1ERIOR OF WIDOW RANGE'.
5) MASS THICKNESS MAY VARY PER THE REOAMflNTS OF AM E130D CLASS OWT
SINGLE GULDNG IS SHOWN. INSULATING CLASS IS ALSO OUAUFED
E) RIM WATER RESISTANCE TEST REOJR[11ENT OF 1SN Ix OESKN LOAD APPLIES POSITIVE
OMO1 LOADS WILL K UM17ED 70 40.0 PSF DUE 70 HATER TEST PRiSS11RE OF 0.0 PSF
��VANDOW
AC7IEVED N TEST.
CAUL BETWEEN
7) I]/16' TAPCOI TYPE INSTALLATION N10g1 MUgT BY OF QDTIOIIMT UOam
f1ANCE
1 1/[P YIN
T� PROVE A YM. L-1//�' p�NT N10 8189TRATE A BMSTALLA1fON SQiEN
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SHEATHING
4
EMBEDMENT
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ONE BY W000
B) BUILD DOWN AROUND THE CURVE PORTION OF WINDOW FRAME TO BE EHQEt1tED BY
PERIMETER CAULK
BY OTHERS
eUt]( BY OTHERS
OTHERS. "U" OOIWI MUST BE OF SJFF1CiNT "MOM TO ADEQUATELY TRANSFER
LOAD FROM WINDOW TO THE 3TRUC7URL
CAULK BETWEEN WINDOW
0) ELEVATIONS STOW COMMON OCNFIOURA1fON5. IT IS NOT INTENDED TO LIMIT USE OF 7M
FLANGE B WOOD BUCK.
FILLERSTRIP
PRODUCT To THESE TWO CO FIMRATONS TM SHEET APPLIES TO ALL CO NFOURATKINS
BY °,HERS
OF n= WN�TF FRA�,D SYU.
SECTION
2
SHIM AS REO'D.
(SEE NOTES)
INSTALLATION
ANCHOR.
GLAZING (Tl?. HE3Gi1T
SEE NOTES).
—L ELEVATION
Q 1 1/V MIN
°MBED1ENT• VIEWED FROM EXTERIOR �,,.•••••••••LNN
SEF L Ih
, ��t FINSTALL
ri
ANCHORS ON $ ;' i
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STATE OF ?
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FAFF of 't O• ...��
ELEVATION
VIEWED FROM EXTERIOR
I INSTALLATION DETANLS TOO BY BURR DOWN
SERFS 145o/ISOO/ls7o DESQRD POMRE WINDOW
DISTALATION 145D PW
INSTAUATION ANCHOR —
ONE BY WDOD
BUCK BY OTHER -
CAULK BETWEEN YANDOW -
FLANGE Q WOW BUCK 4
PERIMETER CAULK
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1450 HEAD
EXTERIOR
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BY OTHER
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ONE BY WOOD —
BUCK BY OTHER
INSTALLATION ANCHOR—
r-CAUL( BETWEEN
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BUCK BY OTHER
MASONRY OPENING
SHIM AS REO'D
BY OTHERS
(SEE NOTES)
j
SEE
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Q TABLE
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J 3035 METAL GLAZING READ
CALAX BETWEEN WINDOW
FLANGE It WOOD BUCK
SHIM AS REO'D _
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CAULK
SHIM AS REOV
(SEE NOTES)
4 SEE
TABLE
0 I
/ L—CAM BETWEEN
l WOOD BUCK Q
MASONRY OPENING
BY OTHERS
SECTION 1
WINDOW
OR
/ INSTALLATION
ANCHOR
v CAULK BETWEEN
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BY OTHERS
SECTION 2
CI C\/A TInKI
VIEWED FROM EXTERIOR L-
GENERAL NOTES: I �\
1 SHIM AS REO'D. FOR LEVELING. ���14111•
Z WINDOW FRAME MATERIAL ALLOY SD63 %%, SEF L2L}1FT
3) CAULK BEHIND WINDOW FLANGE AT HEAD. SILL h JAMBS
4) CAULK FOR PERIMETER SEAL AROUND EXTERIOR OF WINDOW FLANGE.
5) CLASS THICKNESS MAY VARY PER THE REOLRREMENTS Or ASTM E13W CLAj% pH Ai
SINGLE GLAZING IS SHOWN, INSULATING GLASS IS ALSO QUALIFIED APPLIES.
ii G
8)DESIGN LOADS WATER RESISTANCE
BE LIMITED TESTREQUIREMENT
40.0 MPSF DUE TO WAYS TEST LOADLPRESSURE OFF 6.6P.T NO. 42371
ACHIEVED IN TEST. i A �. W
7) 13/16- TAPCON TYPE INSTALLATION ANCHOR MUST BY OF SUFFICIENT LENGTH i
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OTHERS. BUILD DOWN MUST BE OF SUFFICIENT STRENGTH TO ADEQUATELY TRANSFER 11j111%%%0, ,
LOAD FROM WINDOW TO THE STRUCTURE ELEVATION
9) ELEVATIONS SHOW COMMON CONFIGURATIONS. IT 15 NOT INTENDED TO LIMIT USE OF THIS
PRODUCT TO THESE TWO CONFIGURATIONS
10) IF EXACT W04DOW SZE IS NOT LISTED IN ANCHOR CHART. USE QUANTITY LISTED WITH NEXT LARGER SIZE VIEWED FROM EXTERIOR
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INSTALLATION DETAILS TWO BY BURR DOWN
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I)
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7)
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10)
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SM F REQ'D
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to" to TRINE• IRL Y DROVE" Mp I" •Y VOW MIOt
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SERIES 420/430/440 SLIDING GLASS DOOR
911A Amu_ � INSTALLATION DETAIL TAT" TWO BY BUCK IN MASONRY
"'•♦a�u1♦1•' 1 _ _- 1 12/03/021 V I GEN-0027
r LULCU V.&Ovoiw
N
FM
Q
GENERAL AL(AWNLW CORP. FLANGE
HORQONTAL MULLION DESIGN WAD CAPACITIES HORZ
EXTRUDED ALUMINUM TUBE MULLION s1443 SH SQES
WHEN USED FOR MULLING TRANSOM
MULL SPAN>
WOW. HGT. V
53.000
61.000
74.000
80.000
90.000
96.000
106.2M
26.000
197
136
81
62
40
32
22
38.375
175
119
71
54
35
28
19
50.625
168
112
65
49
32
25
17
54.625
168
111
64
48
31
25
17
55.625
168
111
64
48
31
24
17
63.000
168
110
62
47
30
24
16
72.000
168
110
62
46
29
23
16
84.000
168
110
62
46
29
22
15
NOTEII:
• CHART APPLIES ONLY TO EXTRUDED ALUMINUM MULLION 014451 HORIZONTALLY.
• CHART ASSUMES TRANSOM HEIGHT TO BE ONE HALF MULLJON SPAN OR LESS.
• WINDOW HEIGHTS SHOWN ON 'Y' AXIS OF CHART DESIGNATE HEIGHT OF WINDOWS
BELOW MULLION AND 00 NOT 1140LUDE TRANSOM HEIGHT.
• BEAD MULLION SWAN AND WINDOW HEIGHT IN RICHES.
• DE5 PRESSURE VALUES ON THIS CHART ARE IN PSF.
• DEBtGN LOAD CAPACITIES SHOWN ON THIS CHART DO NOT CONSIDER ANY STRENGTH
OBTAINED FROM FRAME MEMBERS OFAD14CENT WINDOWS.
• Omm -11175
' CALCLLATKM PERFORMED FOR THE PREPARATION OF THIS CHART COMPLIES WITH THE
2W2 REVISIONS TO THE 2WI FLORIDA BUILDING CODE
PREPARED BY:
IIIOOfJCT 71cosooL0w COMPOR471ON
113D LOUIS~ AVE
SUITE 6
WINTER WARD FLORIDA 3' M
PHONE 407 422413341 FAX 407 62 4=
CAMKOR
2D.IwW
01.12M
MULLI""
ANCH
BRACH
WINDOW
FRAME JAMB
(TYP.)
o" N0' GEN-0457
;TALLATION �—' MULLION
CHOR I II DIE NO. 14Q
rp•) I II I
I II I
I II I
#8 SELF TAPPING 1 II I
SMS (TYP.) I
I
MULLION
BRACKETANCHOR TWO BY WOOD FRAMING
M V LLI%J"
DIE NO. 1448
SECTION A- A
EXTERIOR ELEVATION
NOTES:
1) MULLION INSTALLATION DETAILS APPLY TO ALUMINUM TUBE MULLION, DIE NO.
1448. WHEN USED TO MULL SINGLE HUNG AND OR PICTURE WINDOWS SIDE BY
SIDE. DETAIL AT SILL IS SHOWN. DETAIL AT HEAD IS SIMILAR.
2) IN WOOD FRAME CONSTRUCTION, ATTACH MULLION TO SUBSTRATE USING #10
SCREWS OF SUFFICIENT LTH. TO ACHIEVE 1' MIN. EMBEDMENT INTO WOOD
FRAMING.
3) INSTALLATION OF MULLION AS SHOWN ON THIS SHEET COMPLIES WITH THE
2001 FLORIDA BUILDING CODE WITH 2O02 REVISIONS. IT IS THE RESPONSIBILITY
OR OTHERS TO DETERMINE COMPLIANCE ON A SPECIFIC STRUCTURE.
4)DESIGN PRESSURE CAPACITY OF INSTALLATION AS SHOWN ON THIS DRAWING IS
t62.0 PSF.
INSTALLA
ANCHOR
(TYP.)
SEE NOTE
SECTION B- B
goof
. 47,9 •e Z
•
(ONAI- ••
GENERAL ALUMINUM CORP.
CARROLLTON, TEXAS
1"W FIN VERTICAL MULLION INSTALLATION DETAIL
ALUMINUM TUBE MULLION, DIE NO. 1448
Mtx' ---- 10m BB ---- 12/05/02
— — — — wA"j HALF I mA"----- IDW MaGEN_as7
wd+=" prAMM toMM =WW un LCUI W Art awe ►AM naa 32, F"M 40-42f43N rut per -as -am
N
GENERAL ALUMINUM CORPORA77ON
VERTICAL MULLION DESIGN LOAD CAPACITY CHART
ALUMINUM MULLION, DIE 01448
FIN
VERTICAL
S.N. SIZES
WOW. WTx >
WOW. HGr. V
18.125
25.500
29.500
36.000
47.000
52-125
25.000
1245
1151
1151
1151
1151
1151
37.375
469
383
380
345
344
344
49.625
235
184
168
152
141
.140
53.625
183
142
129
115
104
103
54.625
172
133
121
108
97
96
62000
115
88
79
70
61
59
72-000
72
54
49
42
38
34
84.000
44
33
29
25
21
20
CHART APPLIES ONLY TO MULLION 614I8 WHEN USED TO MULL FIN SINGLE HYING AND PICTURE WINDOWS
READ WDDOW WIDTH AND HEIGHT IN INCHES
DESIGN PRESSURE VALUES ON THIS CHART ARE IN PSF
MULLION AND FR/WE'ANCHORS SHIOIAD BE CHECXEDE IN EACH SPEpFIC CONDff"L
Ornmx ■ LA75
CALCULATIONS PERFORMED FOR THE PREPARATION OF THIS CHART COMPLIES WITH THE 2002 REVISIONS
TO THE 2001 FLORIDA BUILDING CODE
PREPARED BY:
p lCWXCr 7XCN l LooY C0ft*QRA710M
1150 LOUISIANA AVE.
SUM 6 CA020037
NANTER PARK FLORIDA 32799 21 -Jwo03
PHONE 407 02243341 FAX,07 622-OM 01-1201
N
GENERAL ALUMINUM
ALUMINUM MULLION, DIE #1442
WITH NO REINFORCING BAR
VERTICAL MULLION DESIGN LOAD CAPACITY CHART
COMPARATIVE CHART IN DESIGN PRESSURE - PSF
FLANGE
VERTICAL
SH SIZES
WDW. WTH. >
WOW. HGT. V
19.125
28.500
30.500
37.000
48.000
53.125
26.000
1062
987
987
987
987
987
38.375
410
340
321
307
307
307
50.625
216
172
158
143
133
133
54.625
169
133
122
109
99
98
55.525
160
125
114
102
93
91
63.000
107
83
75
67
59
57
72.000
70
54
49
42
36
35
$4.000
43
33
29
25
21
20
CHART APPLIES ONLY TO MULLION 1442 WHEN USED TO MULL SINGLE HUNG WINDOWS
AND PICTURE WINDOWS.
READ WINDOW WIDTH AND HEIGHT IN INCHES
DESIGN PRESSURE VALUES ON THIS CHART ARE IN PSF
MULLION AND FRAME ANCHORS SHOULD BE CHECKED IN EACH SPECIFIC CONDITION
Dm= a L1175
CALCULATIONS PERFORMED FOR THE PREPARATION OF THIS CHART COMPLIES WITH
THE 2002 REVISIONS TO THE 2001 FLORIDA BUILING CODE.
PREPARED BY:
PRODUCT TECHNOLOGY CORP.
1150 LOUISIANA AVE., SURE 6
WINTER PARK, FLORIDA 32789
PHONE 407 OM-63341 FAX 407 622.6335
,�lt��t! Q !•f�1►
Qom.,. & too# ao
• • Na rq •
211 A aler eRSvr1_
CA020140
18-00-03
02-0808
Florida Lioenso 047946
INSTALLATION
ANCHOR
(TYP.)
MULLION
ANCHOR
BRACKET
WINDOW
FRAME JAMB
(TYP.)
m
MUWON
DIE NO. 1442
SECTION A- A
&-.
EXTERIOR ELEVATION
I Ij
I II
I II
MULLION I I I
ANCHOR ( II
BRACKET I II
I
#8 SELF TAPPING
SMS (TYP.)
4 v v
a
CONCRETE OR MASONRY a
SUBSTRATE SHOWN, WOOD v
FRAME SUBSTRATE ALSO APPLIES
SECTION B- B
9-11-02 1 A I REMOVE ANCHOR SPACING DIM.
DATE I SYM.
REVISION
NO: GEN-0454
MUWON (;.A. 25
DIE 'NO. 1442
INSTALLATION
ANCHOR
(TYP-)
SEE NOTES
I2 do #3
NOTES:
1) MUWON INSTALLATION DETAILS APPLY TO ALUMINUM TUBE MULLION, DIE NO.
1442, WHEN USED TO MULL SINGLE HUNG AND OR PICTURE WINDOWS SIDE BY SIDE.
2) IN MASONRY CONSTRUCTION. ATTACH MUWON TO SUBSTRATE WITH 3/16"
DIA. CONCRETE SCREW ANCHOR OF SUFFICIENT LTH. TO ACHIEVE 1-1/4" MIN.
EMBEDMENT INTO CONCRETE OR MASONRY.
3) IN WOOD FRAME CONSTRUCTION. ATTACH MULLION TO SUBSTRATE USING #10
SCREWS OF SUFFICIENT LTH. TO ACHIEVE 1-3/80 MIN. EMBEDMENT INTO WOOD FRAMING.
4) MUWON ATTACHMENT IN SECTION B—B IS TYP. AT HEAD k SILL
5) 1 IA OF MUWON AS SHOWN ON THIS SHEET COMPLIES WITH THE
20P4 b G CODE WITH 2002 REVISIONS. IT IS THE RESPONSIBILITY
INE COMPLIANCE ON A SPECIFIC STRUCTURE.
C
GENERAL ALUMINUM CORP.
CARROLLTON, TEXAS
0: FLANGE VERTICAL MULLION INSTALLATION DETAIL
wL FL COS° ALUMINUM TUBE MULLION, DIE NO. 1442
6� a �•' 'Nr"' ---- °"'' BB "'""°' -_-- n 8/21 /02
�O14AI- o-�•` >R�n ---- �cxt, Wt�---- ao Na
BY •-fetid I HALF mN—o454
"vmw .e m NUff CM. "M URMW AW_ mm mm na mm may wr-m-sam ►m qor-on-wn
INSTALLATION
ANCHOR
(TYP.)
MULLION
ANCHOR
BRACKET
WINDOW
FRAME JAMB
(TYP.)
G.A. 26 Iolu"° GEN-0459
MULLION
I II I DIE NO. 1442
I i(
MULLION I I I I
ANCHOR I II I
BRACKET I
fiN
INSTALLATION
0 #S SELF TAPPING ANCHOR
(.)
SMS (TYP.)
c c v
v c
v
c ° 1-1/4" MIN.
SUBSTRATE ° a EMBEDMENT
MULLION SECTION B-B
DIE N0. 1442
SECTION A -A
�II
6.0
EXTERIOR ELEVATION
NOTES:
1) MULLION INSTALLATION DETAILS APPLY TO ALUMINUM TUBE MULLION, DIE NO.
1442. WHEN USED TO MULL SINGLE HUNG AND OR PICTURE WINDOWS SIDE BY SIDE.
2) IN MASONRY CONSTRUCTION. ATTACH MULLION TO SUBSTRATE NTH 3/16"
DIA. CONCRETE SCREW ANCHOR OF SUFFICIENT LTH. TO ACHIEVE 1-1/4" MIN.
EMBEDMENT INTO CONCRETE OR MASONRY.
3) MULLION ATTACHMENT IN SECTION B-B IS TYP. AT SILL ONLY.
4) INSTALLATION OF MULLION AS SHOWN ON THIS SHEET COMPLIES WITH THE
2001 FLORIDA BUILDING CODE WITH 2O02 REVISIONS. IT IS THE RESPONSIBILITY
OF OTHERS TO DETERMINE COMPLIANCE ON A SPECIFIC STRUCTURE.
5) DESIGN PRESSURE CAPACITY OF INSTALLATION AS SHOWN ON THIS DRAWING
Is 9;gP4 *PS
to,
GENERAL ALUMINUM CORP.
•���.�� F1�;. 00 CARROLLTON, TEXAS
PRE —CAST SILL MULLION INSTALLATION DETAIL
4v % W/ALUMINUM TUBE MULLION, DIE NO. 1442
-LBB 12 05 1
*TM ---- ` HALF
w�---- °"°"°`cEN-a
._
4t• ' 6 j v F4 9 MMIaoer OW. 1100 MUNIN N AW_ WM PN K Raiw UM wW4 cos-at-WN ►Aa ara»-spas
6.0
EXTERIOR ELEVATION
NOTES:
1) MULLION INSTALLATION DETAILS APPLY TO ALUMINUM TUBE MULLION, DIE NO.
1442. WHEN USED TO MULL SINGLE HUNG AND OR PICTURE WINDOWS SIDE BY SIDE.
2) IN MASONRY CONSTRUCTION. ATTACH MULLION TO SUBSTRATE NTH 3/16"
DIA. CONCRETE SCREW ANCHOR OF SUFFICIENT LTH. TO ACHIEVE 1-1/4" MIN.
EMBEDMENT INTO CONCRETE OR MASONRY.
3) MULLION ATTACHMENT IN SECTION B-B IS TYP. AT SILL ONLY.
4) INSTALLATION OF MULLION AS SHOWN ON THIS SHEET COMPLIES WITH THE
2001 FLORIDA BUILDING CODE WITH 2O02 REVISIONS. IT IS THE RESPONSIBILITY
OF OTHERS TO DETERMINE COMPLIANCE ON A SPECIFIC STRUCTURE.
5) DESIGN PRESSURE CAPACITY OF INSTALLATION AS SHOWN ON THIS DRAWING
Is 9;gP4 *PS
to,
GENERAL ALUMINUM CORP.
•���.�� F1�;. 00 CARROLLTON, TEXAS
PRE —CAST SILL MULLION INSTALLATION DETAIL
4v % W/ALUMINUM TUBE MULLION, DIE NO. 1442
-LBB 12 05 1
*TM ---- ` HALF
w�---- °"°"°`cEN-a
._
4t• ' 6 j v F4 9 MMIaoer OW. 1100 MUNIN N AW_ WM PN K Raiw UM wW4 cos-at-WN ►Aa ara»-spas
G.A. 28
MULLION
ANCHOR
BRACKET
WINDOW
FRAME SILL
(TYP.)
1
1
INSTALLATION
ANCHOR
(TYP.) MULLION
DIE NO, 1445
SEE NOTES --1
#2 it #3
°
° a
Dv6 Noy GEN-0456
P
INSTALLATION
MULLION ° a ANCHOR
#8 SELF TAPPING ANCHOR D (TYP.)
SMS (TYP,) BRACKET v
v
MULLION
DIE NO, 1445
4
° CONCRETE OR MASONRY
SUBSTRATE IS SHOWN,
WOOD FRAME SUBSTRATE
° ALSO APPLIES,
v
a
WINDOW ° °
FRAME HEAD
(TYP,) ° p SECTION B - B
SECTION A -A
NOTES,
1) MULLION INSTALLATION DETAILS APPLY TO ALUMINUM TUBE MULLION, DIE NO. 1445,
WHEN USED TO MULL SINGLE HUNG AND OR PICTURE WINDOWS HEAD TO SILL,
2) IN MASONRY CONSTRUCTION, ATTACH MULLION TO SUBSTRATE WITH 3/16' DIA.
CONCRETE SCREW ANCHOR OF SUFFICIENT LTH. TO ACHIEVE 1-1/4' MIN. EMBEDMENT INTO
CONCRETE OR MASONRY.
3) IN WOOD FRAME CONSTRUCTION, ATTACH MULLION TO SUBSTRATE USING #10 SCREWS
OF SUFFICIENT LTH. TO ACHIEVE 1-3/8' MIN. EMBEDMENT INTO WOOD FRAMING.
4) MULLION ATTACHMENT IN SECTION B-B IS TYP. AT JAMBS.
5) INSTALL 1411 fSa � LION AS SHOWN ON THIS SHEET COMPLIES WITH THE 2001
FLORIDA DD\IG ��IrH 2O02 REVISIONS, IT IS THE RESPONSIBILITY OF OTHERS TO
DETERM '1AN5 SPECIFIC STRUCTURE.
s
EXTERIOR- ELEVATION,,
' .479 GENERAL ALUMINUM CORP,
.% CARROLLTON, TEXAS
�, o FVT'TT
FLANGE HORIZONTAL MULLION INSTALLATION DETAIL
4 , �1ALUMINUM TUBE MULLION, DIE N0. 1445
mgi%alfisim 9 ---- �' HALF mn' ---- 10GEN-0456
mwm A 0 P"== RWOAi7 COP. LM L= MM AVf. vw= ►Ao% rum wm mm da-ilhtm ra Y/-we-&=
9.a 1 WOD
ONE Or WOO --
rAu.A00N AA101M.
UUCP Ir OPIR
CAULK BI Iq.D1 MNDOJr
11 "OE A WOOD BUCK
CJItRII OCr■Etx
Y
TeY O1HER5
1 1/1- NN
Q (MOCOM(Ni
.I
-� SHIP IF REO D.
PI MRI) IIN CAU1R
BY ODAR
FM_
EXTERIOR T. HE0
1AAr�.Ep RUCK
MI.DOI WALE
5111
PLPoY[ IIR CAJAx
Br OR�R
D 4 a
PRL CAST SAL�f
Or CAAA OETWECH 1.UIOOw FIANCE
! Pill CASI SILL U14 IAAAIM
110 ADHESIVE CAtAR OR
ONE BY WOOD
Bull Br OTHER
YN,
t OYEMI
fVxCC TYPE
PIMOOR IRAM(� SHIM If FILM
JAMB
►ERYErU1 CA1AJt__,- I I I 4
IY OTNTAS
MMOOR MOM
EXTERIOR
1nNDow
NC T,
r
CC(ilM 1 APIWO" SOUK
Er Nf R A:. 4OTF S• 11
I) SWM If REO•D. FOR LIVLUNQ _
1) VMOW FRAME WATEMAL ALLOY W63 —' 3) CAULK DEItWD 1 MOO'l1 FLANCE AT ICAO AND JAMBS.
A) CAULK FOR PERIMETER SEAL AROUND EXTERIOR Or wUDON RAWA
S) DTSIOr M&SI 1ES 9100 ARE BM OR MIIa WAON ONT PgrsL [S FOR CLASS Imemss
MUSE K MfMOU PER ASIF-BRAD QASS ONMT AND THE wain VAU MIST K USED FOR M90L
&) alim IA= RTSISvAw E TEST wounE OIT or tsx w M2m t0A0 wRAS K9t tDAD Ott K
LuRD 10 /(100 ►Sr, M 10 "VER VEST FRES51111, Or GM0 PST ADI MD ON TEST
L) JISrALLATIpt 11AWU MAME uIf 9 N OOIOM QL YASOIAY OC[NRC USMO 3/16' TAP OII AND ICI OF
Su11X;011 LOWRf 10 NINOE M MY 1 1/4' LI001 11110 SUISTWAIE Al LOCAT06 DORM Or OWII
1) 0 tIAC1 M>wIII 91L 4 NOV USRD 0 ND10A CNAI11• UY ANON OJAXnIT USTIO ■t" RLXI tARQR 91L
CNRR etrK(N
WHO" RAIOt
I1000 BLOC
SECTION 7
_-_ lwnow
A C I
) -.0J
ELEVATION
VIEWEO FROM EXIERIOR
_. I.S ■AU A TION
ANCHOR
CAUUt KTKtic
ROOD 9" IS
MASONRY OPEMR.G
BY ORRRs
S E r E 1r11/
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0 STATE Or s
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It, '0 NAL S'?`
G.A. 30
CALL wDIDOW BASS a" CLASS DEW" WPM Am" tw LOCA11Cr1
SIZE SIZE (INCHES) waste I459AL LOCAnoNs
10 IA • N
CAPAOTT
-N
M P9
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CAPAOTT
-101
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-q
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-
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YOOSEr LAVY, P.E.
C1N9A IMC LNONLIR
SSW Ifii11 tAt, laic 0 gas
CAUAI, TUXII 11711
1 I11.IA0-00.1 v(V111360-a01/
N•�-T—Y7•�-
.�10■M Y•/..�wl 11�•IA o1 •le•M.O tug
ASSEL&T DRAPING
fIRf1 I.w/Iloa/1)ro .1 0 ML M.Q1 MAC ■M)ft ._ ..
N IP N/A
my I G.l
1. DESI"N AilID TF..STED IN ACCORDANCE WITH FLORIDA BUILDING CODE, 12. JAMB DETAIL TO BE IN ACCORDANCE WITH DWG 409783.
INTERNATIONAL BUILDING CODE, AND INTERNATIONAL RESIDENTIAL CODE. JAMB/SECTION BRACKET ATTACHING HARDWARE SHALL BE AS FOLLOWS:
2. DASH NUMBERS REPRESENT VARIOUS SECTION HEIGHTS. WOOD JAMB - 605574-0001 LAG SCREW, 5/16 X 1-3/4
3. FOUR SECTION 7' HIGH DOOR SHOWN. 8' HIGH DOORS HAVE CONCRETE BLOCK - RAWL LOCK BOLT, 5/16 X 1-1/2
FIVE SECTIONS.
4. SEC;K)N HEIGHT OF 20.812, 19.00 & 16.75 ARE AVAILABLE
AND MAY BE USED IN COMBINATION TO ACHIEVE
VARIOUS HEIGHT DOORS.
5. EMBOSSMENT PATTERN OF 14.50 X 20.375 SHOWN. ALTERNATE
PATTERNS OF 12.50 X 43.375 AND 12.50 X 20.375 MAY BE
USED. DOOR WITHOUT EMBOSSMENTS ALSO AVAILABLE.
6. TORSION SPRINGS SHOWN. EXTENSION SPRINGS AVAILABLE.
7. USE THIS BRACKET, REF. P/N 405964-0002. ON
8' HIGH DOORS ONLY.
8. WINDOW MAY BE INSTALLED IN THE TOP SECTION OR THE
APPROVED PRESSURE RATING CHART
DOOR WIDTH
12'
10'
9'
8'
DESIGN PRESSURE
44.4
60.0
60.0
60.0
TEST PRESSURE
66.7
90.0
90.0
90.0
JAMB LOAD
LBS FT
267
300
270
240
NUM. OF EXTRA
BRKTS PER SIDE
-
1
-
-
7' BRKT LOCATIONS
- 1
12"
1-
-
8' BRKT LOCATIONS
- 1
12" 1-
-
SECTION IMMEDIATELY BELOW THE TOP SECTION.
9. THE STRUT PLACEMENT ON DOORS CONSTRUCTED WITH 5 OR MORE SECTIONS MUST BE
CONSISTENT WITH THE DOOR SHOWN. THE STRUTS FOR THE ADDITIONAL INTERMEDIATE
SECTIONS ARE TO BE PLACED AS SHOWN ON THE THIRD SECTION.
10. THE STRUT PLACEMENT DIMENSION ON ALL SECTIONS LESS THAN 20.812" MUST BE
REDUCED BY THE DIFFERENCE BETWEEN THE ACTUAL SECTION HEIGHT & 20.812
11. DOOR CONSTRUCTIONS OVER 8' TALL ARE AVAILABLE AND REQUIRE COMMERCIAL
TRACK. REFER TO DRAWING D-408352.
OHO GENIE EQUIVALENCY CHART
CHID DOOR
SERIES
No.
GENIE DOOR SERIES No.
PAN THICKNESS
SERIES
188
SERIES GDS300
24
Go.
SERIES
189
1 SERIES GDS30R
24
Go.
SERIES
281
SERIES GDS200
25
Go.
SERIES
381
SERIES GDS550
25
Go.
3 1/8n
N I
I
D 11
OPENING HEIGHT
(VARIES)
SHAFT
(VARIES
OPENING HEIGHT
MINUS 1 I
2" X 6" WOOD JAMB
2" X 4" WOOD JAMB „D,.
OR EQUIVALENT
HORIZONTAL TRACK
& COUNTERBALANCE
� I
12 R OPTIONAL SPLICE IN
HORIZONTAL TRACK AT
TOP OF RADIUS
-405964-0002
405964-0002 a7
046450-0003
20 1/2
405964-0001-/ \-405964-0001
STANDARD TRACK DETAIL FOR 16'
SCALE: 1 / 16" = 1"
END HINGE
1-1/2 /
ROLLER SHAFT
BRACKET
405742-0001
(2 REO'D)
407605-0004---,�,
TYP 2 PLCS
061166-0001
TYP 2 PLCS
407605-0003
TYP 2 PLCS
061166-0001
TYP 2 PLCS
54 1/2
36 I 968
�-03
VIEW "D-D"
2" TRACK
.068 THK (VERTICAL)
607935-0005 &-
405831-0003
TYP 4 PLACES
407605-0002
TYP 2 PLCS
061166-0001
TYP 2 PLCS
405771-0001
061166-0002
`ROLLER
DETAIL "F"
SCALE: 1/4
EADPLATE HAFT
DOOR WIDTH
CENTER STILE
END STILE
ROLLERSHAFT
STRUTS/SECT.
ROLLER
VERTICAL TRACK
JAMB LOAD
HARDWARE
BRACKETGAGE
(# PER FT -HT)
i 6'
3
SINGLE
YES
2 X S 1.065
2" X 7/ 16"
.068"
200
STD.
NOTE: THIS DOOR IS DESIGNED FOR A +/- 25 PSF DESIGN WINDLOAD PRESSURE AND +/- 37.5 PSF TEST WINDLOAD PRESSURE.
LETTER
DE'o-
DAT[
APa
C
REV PER EN 10099
01 09 98
D
REV PER EN 11060
OS 29 02
N
E
REV PER EN 11205
11 12/02
Di
PANEL 10 u
WILDINNGSECTION DIVE),
MA TER FILE . <)vcr a
-p- q OSS W I,�t cca
am -mum c� Z ,,- 2S-o3 lo/al1/
WEATHERSEAL
SECTION "C-C"
SCALE: 1/2
SPRING ANCHOR
BRACKET
400650-0001
HS1
16'-0- MAX. WIDTH
INTERIOR ELEVATION
SCALE: 1 / 16-= 1 "
THE ORAWM A AW TECHNHUwAL WFORO OH TNS
SHE
ET IS E IHIOPERW Of OVERHEAD DOOR CORPORAM.
OR ITS SUBSDURr AHD 5 LOAHED W CONT10ENCE FOR
EHCWEERWG AND MUTUAL ASSISTANCE PURP056 OKI.
AND wY NOT BE REPROOUCEO OR USED TO wM1fACTUHC
ANrnuNC OISCLOSEO HEREON MTNDUT THE EXPRESS
PER.. . O OVERHEAD DOOR CORPORATK,H -CH wr
RECALL MTS SHEET AT ANY THME.
BOTTOM FIXTURE
BOTTOM BAR
CENTER STILE
(/ 40 8680-0004,5,6 a2
407603-0001
(9 PLCS) 409808-0001
TYP 2 PLCS
M[� 061166-0002
iiYY�l TYP 2 PLCS
„F"
All 18
SEE
NOTE 4
HS STRUT
V37-gps
TOP
FIXTURE
END HINGE
TUBE STRUT
AND STRAP
TF'- 1 7/8 THK.
SECTION "A -A"
SCALE: 1/4
(7'-0- SHOWN)
8'-0" 1 i
MAX. HEIGHT
1!5
409334-0001
12 0 +
66-p002
Orr
UNLESS OT HO MISE SPEC(1ED -- - NAME I pATC - DRIyMV
Ia,IENscNs .vL W ..00:TaunANca a, pVEpHEAD pppq DKuS, DRAWN BY: - -..: •: ,�" it41
TNEM9be5 oM Hs t
oE...�.el...c.lgr o E'US G.J.MOORE 1 1 / 18/§4:,,
-TER.. CHECKED BY: '-" �•
N/A ADA JOHNSON 12/01 /94'
•'^- HU.8ER [0- 408832
ys• , ® . �, m_ APPUm fW$H: UNR D< uLASURE: APPRDYID BY: NUMB[R
NONE EACH S.B000HER '2/Al /94 SCALE:
>4D' 180/281/381,
5/37.5 PSF.
16'-0" MAX
RV I GJ
LETTER
OESCRIDOON
DATE
C
REV PER EN 10099
Ol 09 98
D
REV PER EN 11060
05 29 02
E
REV PER EN 11205
11/12/02
108 STK,070 STK
nO.
2-11/16
I- -L 2-13/32
P/N 409808-0001, TOP FIXTURE
2-11/32 T-1
.091 MIN --{�
I 0
to
3-9/16
� o 0
0 0
1 2-7/16
P/N 405771 -XXXX. BOTTOM FIXTURE
070 MIN 1-11/32
2-9/32 I
27/32 I--- 1-3/32
000 �0 0 0 0I
0 0 o o
3-3/16
2-1/4
oho
.090 MIN
7/16
P/N 407603-0001, CENTER HINGE P/N 405742-0001. BRACKET, ROLLER SHAFT
3 � � LENGHT= DOOR WIDTH
2L T
065 REF
P/N 607935-0005, STRUCTURAL TUBING RECTANGULAR 065 THK
END STILE WITH
CLOSED END CAP <1
P/N 408794-0001.2,3
SCREW
P/N 60591 1 -0001
SECTION "B-B"
CENTER STILE
P/N 408680-0004.5.6 a
TUBE STRUT 607935-0005
AND STRAP 405831-0003
EACH CENTER STILE
2-1/4
1/8-
1-7/8
5/8 .030 THK
LENGTH = DOOR WIDTH
P/N 400650-0001 ROLLED HS-1 STRUT
I-- L' --y1 � 1-3/4
o ,2-1/2 O
�f
.108 MIN
P/N 405964 & 046450. BRACKET SCAB
EF1RT NUMBER L"
405964-0001 3-1/4-
0,6450-0003 4"
7/16 DIA I I-i-
1-13/16 DIA
U�
7/16I-
P/N 061166-0002, RCLLER ASSY
O o o lo
2-,1/16 THROW
.'4 5/8 O 0_
o
O O o
-- 3
P/N 409334-0001. SLIDE LOCK ASSY
ORANGE COUNTY
4-3/8 11 " 1-3/4
O
o 2-3/8 O
-lf
108 MIN
P/N 405964-0002, BRACKET SCAB JOINT
3.00 � � � 3/4
0
2.00
T o
P/N 405831-0003 STRUT STRAP
7-9/16
—q�
-END STILE WITH CENTER STILE REF
CLOSED P/6
408794 0001.2.3 a N 408680-0004.5.
P/Na 7/t 6
I
7/16 DIA REF 1 - 13/ 1 6 DIA
REF
I
P/N 061166-0001 ROLLER ASSY TR-3
SCREW STEEL HS-1 STRU_ ~
P/N 605911-0001 P/N 400650--0001
Bttt�(EI (03m DIV.
2-9/32
.070 MIN -H
03.
3-3/16
1-
P/N 407605-XXXX END HINGE
PART NUMBER
407605-0002
.85
407605-0003
1.10
407605-0004
1.35
407605-0005
1.60
SERIES SELECTION GUIDE
SERIES
INSULATION
PANEL
GAGE ,
184
YES*
STD
.02,1'r
185
FLUSH
::Q2`1 _
186
YES'
FLUSH
«<<021
188
189
3RfiC
:.02LW
281
284
285
ANONk$7`..
381
384
':"';3�5``:i.'yr
'_Fd:. 1'•
i'r01$_
385 -
f Ye z ,+-
1. i2itlVCFF '
-
:r•
nHE OR mNG .ND/OR TEcNNC:AL wsoa w ON ms
sNEEY s THE H+RDPFJfry o<OJEIDIFN) DOOR Ha71tPORAl10N
SECTION "G-C" OR rts SueSIOw AND IS LOANED N CDNEIDENCE FOR
UNLESS OTHERMLSE SPECNTm
pV Ep EAD ppOq au.AS.
� ,;,�By O 'u"S
NAME
O o
Lr.D.,.�
wusONs
Arc., n :mMr
NOLt
n cYC¢
CS ON
,,,�
mA.. er:
G.J. MOORE "
'
11/1
HATERUL
N/A
CHECKED BY:
ADA JOHNSON
1Aw—c
ENPNEERM AID OURIAL ASSISTANCE PURPOSES ONLY.
AND4 NWBE REPRODUCED OR USED TO MANUEAMRE
, a,
m,
oHSQOSEO HEREON WFDO" THE E%PRE4
PERK SSiOH OP CYER END DOOR CORPORAiw WlROH ANY
REC, TNS SNEET AT Arr ONE.
m- . ®
yo.=
F
AVPUEDDIRSNwIrt
NONE
D<uEAANRE
EACH
APPROVEp eY:
S.B000HER
1112
.!.v-D�OAD. 80/281/3E
25/3 .5 PSF,
16'-0" MAX
®-408832
/8 1 sHEET 2 of
Z
nt
iv
a
r^:
u
u
L
nber: Lot Number:
.eous:Address: _=
The information in this box is (or ministrative purposes only and is not part of the a neering r iew.
Truss Fabricator:EAST COAST LUMBER- PLANT #1
Job Reference: SB32ATF - ENGLE/SB32ATF/M#13007
BOBBINS Tampa.
Box 5 Engineering Index Sheet
Tampa. FLIL33633682-0055
ENGINEERING, INC. Phone (813)972-1135 Index Page 1 of 1
Job Number Date FBC - 2004 Chapter 16 and 23 Specification Quantity
T06110774 11 /08/2006
25
A Professional Engineer's seal affixed to this Index Sheet indicates the acceptance of Professional Engineering
responsibilities for Individual truss components fabricated in accordance with the listed and attached Truss Specification
Sheets. Determination as to the suitability of these individual truss components for any structure is the responsibility of the
Building Designer, as defined in ANSI/TPI 1-2002, Section 2.2. Permanent files of the original Truss Speclficstlon Sheet are
maintained by Robbins Engineering, Inc. Questions regarding this Index Sheet and/or the attached Specification Sheets may
be directed to the truss fabricator listed above or Robbins Engineering, Inc. (Sofware - Online Plus)
Date Mark
I 1 111/08/061 1`1315 J
f 5 11/081061 FT1
9 11/08106 FTa I
13 11108/06 FT7
17 11/08/06 FTt1
21 lllIO8106F FT16--]
25_ 71I08I061 FT24
Date Mark
2 11lOB/06 FG17
6 11I08106 FT2
[-10 111/081061 FT4A
14 111/08/06 FT8
[ i8 11108106f FT12
22 11IOBI06 FT18
Date
Mark
3
11/08/06
FG20
7
_ t11O8/O6j FT3
[ 11
111/081061
FT5
15
111/081061
FT9
19
11108/06_
FT13
23
11/08I06•
FT19
Date Mark
a t 1/08/06-! FG2t-1
8
1t108/06 FT3A
12
11108/06 FT6
[—i6
11I08I06 FT10 1
20
11/08/56) FT74
—24
1 U08106 FT23
Index Page 1 of 1
Standard Loadin
T.C. Live 40 psf
T C Dead 10 psf
B.0 Live 0 psf
B.C. Dead 5 psf
Total 55 psf
Notes: Refer to individual
truss design drawings for
special loading
conditions.
p �No� SPN o�0
G
OFFICE
Truss Design Engineer: Philip J. O'Regan
License rt: 58126
Address: P.O. Box 280055. Tampa, FL 33682
Q ; t;, E N se •.•'�
* No. Sat 25
�OV
T O7
.`
�..c� ..• C OR►O� .•• N
°"#atrill F1,1 •,111•
Date Sealed: 11/8t2006 __
Index Page 1 of 1
Permit Number:_- _ Lot Number:_
Miscellaneous: Address:
The information in this box is for administrative purposes only and is not part of the engineering review.
Truss Fabricator:EAST COAST LUMBER- PLANT #1
Job Reference:SB32ATR - ENGLE/SB32ATF/M#13007
BOBBINS P.O. Box Engineering Index Sheet
Tampa, FLL 3368 33682-0055
ENGINEERING, INC. Phone. (813)972-1135 Index Page 1 of 1
Job Number Date FBC - 2004 Chapter 16 and 23 Specification Quantity
T06110767 11 /08/2006
45
A Professional Engineer's seal affixed to this Index Sheet indicates the acceptance of Professional Engineering
responsibilities for Individual truss components fabricated in accordance with the listed and attached Truss Specification
Sheets. Determination as to the suitability of these individual truss components for any structure is the responsibilty of the
Building Designer, as defined in ANSI/TPI 1-2002, Section 2.2. Permanent files of the original Truss Specificstion Sheet are
maintained by Robbins Engineering, Inc. Questions regarding this Index Sheet and/or the attached Specification Sheets may
be directed to the truss fabricator listed above or Robbins Engineering, Inc. (Sofware - Online Plus)
Date Mark
1 1 1/08/06 H 1 T
F 5 )•ti/08/061 HIT
F 9 11/08/06 H7
l 13 11/08106 H10
_ 17 11108/06 T13T
21 111/081061 AT15C
25 111/08/061 H24
29 11/08106 GE19
33 11 88106 MV6_
r37 11IOBI06 Va
( 41 111108/061 TEJ7
45 111/081061 CJ1
Date Mark
1 2
111/08106
H2T
[-6 --j
11/08I061
HS
10
11/08/06
HB
to
tt/OB/06
H11
18
11108/06
G147
22_
11/OBI06
G21
26
Ill108/06
T 15
30 111/08I06 MV12
34
1 V08106
MVa
38 11
1/08/06
HJ7
12
11I08106
CJS
Date Mark
t 3
111/081061
H3T I
F777
11/O9/06
H5T
11
_ 11/OBI06
T9
15
1 1IOB/06
H 12
19
11I08I06
AT15
23
111/081061
H22
27
11/08/06
H25
31
11I08I061
MV10
35
111108t06
MV2
39
111/08/06
HJ3
a3 11/08/061 cJ3 l
Date
Mark
_ a _t 1108/06
H4 I
8I t 1108106 H6
12 111I08I06
T9T
16 i11108106
T/3
20 11/08/06
AT15B
24 i 1/08I061
H23
( 28 t 1/08I06
H25A
32 11/08/06
MVB
36 11I08I06
V8
40 t t108106 EJ7
as 111/08/061
EJ3
Standard Loadin
T.C. Live 20 psf
T.0 Dead 15 psf
B.0 Live 0 psf
B.C. Dead 5 psf
Total 40 psf
ANSI/ASCE 7-02
Wind Speed - 120 MPH
Mean Root Ht. - 25 FT
Exposure Catergory - B
Occupancy Factor - 1.00
MWFRS
Enclosed
Notes: Refer to individual
truss design drawings for
special loading
conditions.
Truss Desiggn Engineer: Vuong Phan
License u: 62111
Address: P.O. Box 280055, Tampa, FL 33682
-NG PA04,
0 •,....� '4 �i�
: • Pip, 62111
Sf ATE OF •:
Ptpg10P ••G
/ONA%-
Date Sealed: 11/8/2006
Index Page 1 of 1
Permit Number: Lot Number:
Miscellaneous: Address:
The information in this box is for administrative purposes only and is not part of the engineering review.
Truss Fabricator:EAST COAST LUMBER- PLANT #1
Job Reference: SB33SHRT - ENGLE HOMES/SB33SHRT/M#3786
BOBBINS Tampa, FL
Engineering Index Sheet
Tampa, FL 33682-0055
ENGINEERING, INC. Phone: (813)972-1135 Index Page 1 of 1
Job Number Date FBC - 2004 Chapter 16 and 23 Specification Quantity
T05112429 11 /23/2005 8
A Professional Engineer's seal affixed to this Index Sheet indicates the acceptance of Professional Engineering
responsibilities for Individual truss components fabricated in accordance with the listed and attached Truss Specification
Sheets. Determination as to the suitability of these individual truss components for any structure is the responsibllty of the
Building Designer, as defined in ANSI/TPI 1-1995, Section 2.2. Permanent files of the original Truss Specificstion Sheet are
maintained by Robbins Engineering, Inc. Questions regarding this Index Sheet and/or the attached Specification Sheets may
be directed to the truss fabricator listed above or Robbins Engineering, Inc. (Sofware - Online Plus)
Date Mark Date Mark Date Mark
1 1111231051 H40 1 1 2 111/23/051 H41 1 1 3 11/23/05 M41
5 111/231051 EJ7P 1 1 6 111/231051 CJ5P 1 7 11/23/05 CJ3P
Date Mark
4 11/23/05 HJ7P
8 11/23/05 CJ1P
Standard Loading:
T.C. Live 20 psf
T.0 Dead 15 psf
B.0 Live 0 psf
B.C. Dead 5 psf
Total 40 psf
ANSI/ASCE 7-02
Wind Speed - 120 mph
Mean Roof Ht. - 15 ft.
Exposure Catergory - B
Occupancy Factor - 1.00
MW FRS
Enclosed
Notes: Refer to individual
truss design drawings for
special loading
conditions.
Truss Design Engineer: Michael S. Magid
License u: 53681
Address: P.O. Box 280055. Tampa, FL 33682
'0 061,11 age gilt too
r : ,
U No, 53651 E'
TASTE 0
-T- A / , -2,00 2 Date Sealed: 11/23/2005
SB32AT-ML1
FL Woodford Plvwood 1504 S Mock Rd Albanv GA 31705 800-342-6400
NOTE:
2006.1 Albwabb Stress Design LOAD TABLE 2 BEAMS 1.75 X 16.000 LP LVL2950Fb-2.0E
1. THIS COMPONENT S DESIGNED TO SUPPORT ONLY DESIGN CONSISTS OF 2 - PLIES FASTENED
THE VERTICAL LOADS SHOWN AS DETERMINED BY NOTE: LOADS SHOWN ARE FOR INPUT LOAD CASE (1). OTHER LOAD CASES TOGETHER (REFER TO NOTES) .
OTHERS. VERIFICATION OF LOADING, DEFLECTION FOR PATTERN LIVE LOADING ARE CHECKED AS REQUIRED.
LIMITATIONS FRAMING METHODS WIND AND SEISMIC (DIMENSIONS MEASURED FROM LEFT END OF SPAN OR CANTILEVER.)
BRACING. AND OTHER LATERAL BRACING THAT IS
DISTRIBUTION
SOURCE
TYPE
TOP/SIDE
LOAD
FROM .
TO LOAD
LDF
ALWAYS REQUIRED IS THE RESPONSIBILITY OF THE
FT-IN-SX
FT-IN-SX
PROJECT ENGINEER OR ARCHITECT. I DISCLAIM ALL
UNIFORM
ROOF
LIVE
TOP
365
PLF
06-08-00
10-00-00
1.25
RESPONSIBILITY FOR ALL PLANS, SPECIFICATIONS
UNIFORM
ROOF
DEAD
TOP
219
PLF
06-08-00
10-00-00
0.90
OR OTHER DOCUMENTS THAT MAY BE USED TO
UNIFORM
WALL
DEAD
TOP
110
PLF
00-00-00
10-00-00
0.90
INCORPORATE THIS COMPONENTINTO THE
UNIFORM
ROOF
LIVE
TOP
105
PLF
00-00-00
04-08-00
1.25
BUILDING DESIGN.
UNIFORM
ROOF
DEAD
TOP
63
PLF
00-00-00
04-08-00
0.90
2. PROVIDE RESTRAINT AT SUPPORTS TO ENSURE
UNIFORM
BEAM
WEIGHT
16
PLF
00-00-00
10-00-00
0.90
LATERAL STABILITY.
CONCENTRATED
ROOF
LIVE
TOP
5000
LBS
05-08-00
MINBRG=2.50"
1.25
3. DO NOT CUT, NOTCH OR DRILL LP LVL.
CONCENTRATED
ROOF
DEAD
TOP
3000
LBS
05-08-00
MINBRG=2. 50"
0.90
4. SHIM ALL BEARINGS FOR FULL CONTACT.
5. VERIFY DIMENSIONS BEFORE CUTTING
WARNING NOTES:
LP LVL TO SIZE.
6. THIS LP LVL S TO BE USED AS A THIS COMPONENT DESIGN IS SPECIFICALLY FOR L-P ENGINEERED WOOD PRODUCTS.
ROOF BEAM ONLY. USE OF THIS DESIGN FOR ANYTHING OTHER THAN LP LVL OR LP I -JOISTS IS
MAKE PROVISION FOR ADEQUATE DRAINAGE. STRICTLY PROHIBITED. ANY MODIFICATION OF THIS DOCUMENT REQUIRES REVIEW
7. PROVIDE COMPRESSION EDGE BRACING AT BY A DESIGN PROFESSIONAL.
EACH END OF COMPONENT.
UL51UN ASSUMES COMPONENTS CARRIED ARE
APPLIED TO TOP EDGE OF LP LVL, SUCH THAT
LOAD IS DISTRIBUTED EQUALLY TO EACH PLY.
ATTACH THE TWO PLIES WITH 3 ROWS OF 16d
(3.112-) NAILS AT 12. OC. STAGGER ROWS.
NAILS CAN BE DRIVEN FROM ONE FACE OR HALF
FROM EACH FACE. NAILS MAY BE COMMON OR
BOX NAILS WITH A MINIMUM SHANK DIAMETER
OF 0.131'. 16d SINKERS (3-114-) MAYBE
USED, BUT HALF MUST BE DRIVEN FROM
II DISTRIBUTED TO AL LIES. SADDITIONAL T BE EQUALLY
I
SUPPORT REACTIONS (LBS):
MAXIMUM B E A R I N G 14 U M B E R
1
DOWN 5022
6969
UPLIFT ---
---
MIN BEARING SIZES (IN-SX)
3- 0
3- 0
MAXIMUM DEFLECTIONS
CALCULATED ALLOWABLE
LIVE LOAD
0.08" 0.49"
'DEAD LOAD
0.09"
TOTAL LOAD
0.14" 0.65"
Handling 8 Erection
mrary and permanerd bracing for holding cenrponerd
to and for resisting lateral forces shag be designed and
led by others. No bads are to be applied to the
anent until after all the barring and festering are
Noted. At ne time shag bads greater than design bads b
ad to UM component.
ign Criteria
design and material specified are in substantial
arniry ivith the latest revisions of Nos and AITC.' Dead
deflection includes ad%Lutm rd factor for veep. Total bay
ction is Instantaneom.
PROVIDE RESTRAINT AT CONCENTRATED LOAD TO ENSURE LATERAL STABILITY
MINIMUM BEARING SIZES ARE SUFFICIENT TO PREVENT CRUSHING OF THE LP LVL
BEAM AS DESIGNED. IT IS THE RESPONSIBILITY OF THE PROJECT ENGINEER,
ARCHITECT OR DESIGNER TO VERIFY THAT THE SUPPORT STRUCTURE FOR THIS
BEAM IS CAPABLE OF SUPPORTING THE REACTIONS.
ANCHOR LP LVL ROOF BEAM SECURELY TO BEARINGS OR HANGERS
12
0 r
16.000
1.750
3.500
CROSS SECTION
10- 0- 0
THIS DRAWING IS NOT TO SCALE
:ellaneous Information
we of this component shot be specified by the designer of the
*I- sbUctue. Obtain tag the necessary code conplance approval
instnctiom from the designers of the conpate stncue before
g this cenpannem. If the design criteria listed above does no: meet
I Wking code regtirements, do not the this design. When this
ring Is signed and sealed, the structwal design is approved as shov
is drawing based an data provided by the -tourer. LP LVL and
LP 14olsts are mde vithnt4 camber and wit deflect dsder bad.
d In direct contact with conflate most be protected as re@ired by
n. Condrslow lateral support is assumed (coal, floor beam etc.). LP
I rot provide on -site inspection. This drawing Innt have an
iled's or Engneees seal efixed to be considered an Engineering
P LVL and CTR, LP I -Joist Specifications
Supports and connections for LP LVL and CTR, LP I -Joists to be specific applications.
Commn nails driven parallel to pone lines shall be spaced a minimsn of 4- for 1Do
and 3' for ed.
Do rot cu4, not&L dril or after LP LVL and CTR. LP I -Joists except as shown in
P.ftshed material Irons LP any we of LP LVL and CTR. LP I -Joists contrary to the
snits set forth hereon.negates arty express v ranty of the product and LP discbirro
all inpeed warranties irclahrig the implied warranties of rrerchantabigry and fitness
I., a penicilar_a.
A COPY OF THIS DRAWING IS TO BE GIVEN TO THE INSTALLING CONTRACTOR
LP is a registered trademark of Louisiana-Pacific Corporation.
DESIGN CRITERIA VSI: 0.51
SI: 0.45
LIVE LOAD = 30 PSF
DEAD LOAD = 18 PSF
TOTAL. LOAD 48 PSF
ROOF LEFT SPAN CARR. 0.00 FT
ROOF RIGHT SPAN CARR. 0.00 FT
DEFLECTION CRITERIA :
LIVE LOAD DEFL: L / 240
TOTAL LOAD DEFL: L / 180
CODE COMPLIANCES :
REPORT A
IIER 622
ICBO ER-5004
L.A. City RR 25167
CCMC 11518-R
WISCONSIN 200124-W
N.Y. CITY MEA 97-94-E
HUD MR 1214D
LP Engineered Wood Products 11103106 �'1
SBCCT
2706 Highway 421 North
Wilmington, NC 28401
Local 910.762.9878
National Wets 800.999.9105
DWG a 0611-022
SHEET # 1 of 1
ML1-SB32AT
FL East Coast Truss
2006.1 Allowable Stress Design
NOTE: LOAD TABLE 2 BEAMS 1.75 X 16.000 LP LVL2650Fb-1.9E
1. THIS COMPONENT IS DESIGNED TO SUPPORT ONLY NOTE: LOADS SHOWN ARE FOR INPUT LOAD CA(1)). OTHER LOAD CASES DESIGN CONSISTS OF 2 - PLIES FASTENED
SE
THE VERTICAL LOADS SHOWN VERIFICATION OF FOR PATTERN LIVE LOADING ARE CHECKED AS SE (1)RED. TOGETHER ( REFER TO NOTES) .
LOADING, DEFLECTION LIMITATIONS, FRAMING METHODS, WIND AND SEISMIC BRACING, AND OTHER (DIMENSIONS MEASURED FROM LEFT END OF SPAN OR CANTILEVER.)
LATERAL BRACING THAT IS ALWAYS REQUIRED IS DISTRIBUTION SOURCE TYPE TOP/SIDE LOAD FROM TO LOAD LDF
THE RESPONSIBILITY OF THE PROJECT ENGINEER
FT-IN-SX
FT-IN-SX
OR ARCHITECT.
UNIFORM
ROOF
LIVE
TOP
365
PLF
06-08-00
30-00-00
1.25
2. PROVIDE RESTRAINT AT SUPPORTS TO ENSURE
UNIFORM
ROOF
DEAD
TOP
219
PLF
06-08-00
10-00-00
0.90
LATERAL STABILITY.
UNIFORM
WALL
DEAD
TOP
110
PLF
00-00-00
30-00-00
0.90
3. DO NOT CUT, NOTCH OR DRILL LP LVL.
UNIFORM
ROOF
LIVE
TOP
105
PLF
00-00-00
04-08-00
1.25
4. SHIM ALL BEARINGS FOR FULL CONTACT.
UNIFORM
ROOF
DEAD
TOP
63
PLF
00-00-00
04-08-00
0.90
5. VERIFY DIMENSIONS BEFORE CUTTING
UNIFORM
BEAM
WEIGHT
16
PLF
00-00-00
10-00-00
0.90
LP LVL TO SIZE.
CONCENTRATED
ROOF
LIVE
TOP
5000
LBS
05-08-00
MINBRG-2.50"
1.25
6. THIS LP LVL IS TO BE USED AS A
CONCENTRATED
ROOF
DEAD
TOP
3000
LBS
05-08-00
MINBRG-2 . 50"
0.90
ROOF BEAM ONLY.
MAKE PROVISION FOR ADEQUATE DRAINAGE.
WARNING NOTES:
7. PROVIDE COMPRESSION EDGE BRACING AT
EACH END OF COMPONENT.
THIS COMPONENT DESIGN IS SPECIFICALLY
FOR
L-P ENGINEERED WOOD
PRODUCTS.
APPLIED TO TOP EDGE OF LP LVL, SUCH THAT
LOAD IS DISTRIBUTED EQUALLY TO EACH PLY.
ATTACH THE TWO PLIES WITH 3 ROWS OF 160
(3.12-) NAILS AT 12' OC. STAGGER ROWS.
NAILS CAN BE DRIVEN FROM ONE FACE OR HALF
FROM EACH FACE. NAILS MAY BE COMMON OR
BOX NAILS WITH A MINIMUM SHANK DIAMETER
OF 0.131'. 18d SINKERS (3.1/4-) MAY BE
USED, BUT HALF MUST BE DRIVEN FROM
II DISTRIBUTED TO ALL PLIES. ADDITIONAL
SUPPORT REACTIONS (LBS):
MAXIMUM B E A R I N G N U M B E R
1 2
DOWN 5022 6969
UPLIFT --- ---
MAXIMUM DEFLECTIONS
CALCULATED ALLOWABLE
LIVE LOAD 0.08" 0.49"
-DEAD LOAD 0.09"
TOTAL LOAD 0.14" 0.65"
8 Erection
USE OF THIS DESIGN FOR ANYTHING OTHER THAN LP LVL OR LP IJOISTS IS
STRICTLY PROHIBITED. ANY MODIFICATION OF THIS DOCUMENT REQUIRES REVIEW
BY A DESIGN PROFESSIONAL.
PROVIDE RESTRAINT AT CONCENTRATED LOAD TO ENSURE LATERAL STABILITY
MINIMUM BEARING SIZES ARE SUFFICIENT TO PREVENT CRUSHING OF THE LP LVL
BEAM AS DESIGNED. IT IS THE RESPONSIBILITY OF THE PROJECT ENGINEER,
ARCHITECT OR DESIGNER TO VERIFY THAT THE SUPPORT STRUCTURE FOR THIS
BEAM IS CAPABLE OF SUPPORTING THE REACTIONS.
ANCHOR LP LVL ROOF BEAM SECURELY TO BEARINGS OR HANGERS.
Information
1
16.000
1.750
13. 500
CROSS SECTION
poetry and permanent bracing for holding component
The use of this component Shall be specified by the designer of me
Ib and for resisting lateral forces shall be designed and
complete structure. Obtain all the necessary code compliance approval
coed by others. No bads are to be spoiled to Me
and instructions from the designera of me complete structure before using
ponent until after all the framing and fastening am
this component. It the design chats a listed above does rot meet local
plated. At no time shag bads greater than design loads
building coos requirements, do not use this design, When this drawing is
ppgad to the component.
signed and seeped, the structural design la approved as shown in this
drawing based on darn provided by me customer. LP LVL and CTR. LP
I n Cfllade
9
I -)clip are made without camber and wig tleflsct under bee. Wood In
design and material specified are in substandal
direct contact with concrete must be protected as required by code.
ormly with the latest revislou of NOS and AITC.'
Continuous lateral support Is assumed (wag, floor beam, etc.). LP does no
d load defleUlort Inc odes adjustment Is= for creep.
provide on-sge Inspection. This drawing must have an Archaecrs or
I bad deflection is Instantaneous.
Englneer's seal efued to be considered an Engineering document.
File: C:1RobbinsUobs1SB32A R\ voode.SPX
MSI: 0.57
DESIGN CRITERIA VSI: 0.46
LIVE LOAD 20 PSF
DEAD LOAD 20 PSF
TOTAL LOAD 40 PSF
ROOF LEFT SPAN CARR. : 0.00 FT
ROOF RIGHT SPAN CARR. : 0.00 FT
DEFLECTION CRITERIA :
LIVE LOAD DEFL: L / 240
TOTAL LOAD DEFL: L / 180
CODE COMPLIANCES :
REPORT 1
ICBO ER-5004
L.A. City RR 25167
CCMC 11518-R
WISCONSIN 200124-W
NER 622
N.Y. CITY MEA 97-94-E
HUD MR 1214D
12
0 r
30- 0- 0 iiL
^' THIS DRAWING IS NOT TO SCALE '^
P LVL and CTR, LP I -Joist Specifications Software Provided By: 11102106
SBCCS
Supports and connections for LP LVL and CTR. LP I-Jolsu to be specific applications. LP Engineered Wood Products
Common nails amen parallel to glue lines snail be spaced a minimum of 4' for top 2706 Highway 421 North
and 3' for lid. Wilmington. INC 28401
Do not out. nOMh. drill or alter LP LVL and CTR, LP IJoism except as shown in Local 910.762.9878
published material from LP any use of LP LVL and CTR, LP WOWS contrary to Me
limits set forth hemon,negams any express warranty of the product and LP diedalms National Wets 800.999.9105
all Implied warranties including me Implied warranties of merchantability and fitness
for a panioular use.
DWG #
A COPY OF THIS DRAWING IS TO BE GIVEN TO THE INSTALLING CONTRACTOR
LP is a registered trademark of Louisiana-PacificLP is a registered trademark of Louisiana-Pacific Corporabon. I SHEET
Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering
SB32ATF FT24 4 M100 160108 10600 0 0
ENGLE/SB32ATF/M#13007
1-6-0
HO 1-6-0
TC,
4x6 3x3 3x3
A Q R
B
2x3
W-400
R: 926
BCj
i
6-01 2-0-0 6-0
16- 3- 0
3x3 3x3 (W)3x4 3x3 3x3
G I S2 S T
P O S1 N H J M
4x4 3x3 (W)3x4 3x3 lx4 lx4 3x3
Common Diagonal: 1-3-0
-a- 1- 8
16-1-8 - - ALL PLATES ARE LOCK20
Robbins
Engineering,
Inc./Online
Plus-
--------Bottom
Chords ---------
B
-P
0.27
0
T
0.00
0.27
Online Plus -- Version 19.0.028
P
-O
0.61
1512
T
0.13
0.48
RUN DATE: 08-NOV-06
0
-S1
0.57
2367
T
0.22
0.35
S1-N
0.61
2367
T
0.22
0.39
CSI -Size- ----Lumber----
N
-H
0.58
2700
T
0.56
0.02
TC 0.40 4x 2 SP-#2
H
-J
0.66
2700
T
0.56
0.10
BC 0.66 4x 2 SP-#2
J
-M
0.63
2700
T
0.56
0.07
WB 0.45 4x 2 SP-#3
M
-L
0.66
2337
T
0.21
0.45
L
-K
0.59
1452
T
0.12
0.47
Brace truss as follows:
K
-D
0.28
0
T
0.00
0.28
O.C. From To
-------------
Webs -------------
TC Cont. 0- 0- 0 16- 1- 8
B
-A
0.09
505
C
BC Cont. 0- 0- 0 16- 1- 8
B
-A
0.09
505
C
A
-P
0.45
1133
T
Loading Live Dead (psf)
P
-Q
0.21
1056
C
TC 40.0 10.0
Q
-O
0.26
653
T
BC 0.0 5.0
O
-R
0.12
618
C
Total 40.0 15.0 55.0
R
-N
0.13
344
T
Spacing 24.0"
N
-G
0.09
276
C
Lumber Duration Factor 1.00
H
-G
0.07
208
C
Plate Duration Factor 1.00
J
-I
0.07
208
C
TC Fb=1.15 Fc=1.10 Ft=1.10
I
-M
0.09
306
C
BC Fb=1.10 Fc=1.10 Ft=1.10
M
-S
0.14
368
T
S
-L
0.12
639
C
Plus 1 UBC LL Load Case(s)
L
-T
0.27
675
T
Plus 1 BC LL Load Case(s)
T
-K
0.21
1067
C
K
-C
0.43
1091
T
Checked for NonConcurrent 200
Lbs Moving Point Load applied
at Panel Points and Mid -panel
on BC
Jt React Uplft Size Req'd
Lbs Lbs In-Sx In-Sx
B 927 0 4- 0 1- 8
D 927 0 8- 0 1- 8
Membr
CSI
P Lbs
Axl-CSI-Bnd
----------Top
Chords ----------
A -Q
0.36
801
C 0.00
0.36
Q -R
0.40
1951
C 0.04
0.36
R -G
0.23
2601
C 0.07
0.16
G -I
0.26
2700
C 0.10
0.16
I -S2
0.22
2587
C 0.07
0.15
S2-S
0.23
2587
C 0.07
0.16
S -T
0.38
1907
C 0.04
0.34
T -C
0.34
733
C 0.00
0.34
D -C 0.09 506 C
D -C 0.09 506 C
TL Defl -0.20" in H -J L/926
LL Defl -0.15" in H -J L/999
DL Defl -0.12" at H L/999
Shear // Grain in N -H 0.34
Plates for each ply each face.
PLATING CONFORMS TO TPI.
REPORTS: SBCCI 9761
ROBBINS ENGINEERING, INC.
USING GROSS AREA TEST.
Plate - LOCK 20 Ga, Gross Area
Plate - RHS 20 Ga, Gross Area
Jt Type Plt Size X Y JSI
A LOCK 4.Ox 6.0 Ctr-0.5 0.78
T LOCK 3.Ox 3.0-0.2 Ctr 0.95
C LOCK 4.Ox 6.0 Ctr-0.5 0.78
P LOCK 4.Ox 4.0-0.2 0.5 0.92
L
3x3
HO 1-6-0
1x3
4x6
C E
�W Ilritf- D
K F 2x3
4x4 �lx33�
i
I i
W:806
R: 927
8-0-0
Scale: 0.383" = 1
N LOCK
3.Ox
3.0-0.1
Ctr
0.79
H LOCK
1.0x
4.0
Ctr
0.5
0.98
J LOCK
1.0x
4.0
Ctr
0.5
0.98
M LOCK
3.Ox
3.0
0.1
Ctr
0.79
L LOCK
3.Ox
3.0
0.2
Ctr
0.93
K LOCK
4.Ox
4.0
Ctr
0.5
0.97
REFER TO ROBBINS ENG. GENERAL
NOTES AND SYMBOLS SHEET FOR
ADDITIONAL SPECIFICATIONS.
NOTES:
Trusses Manufactured by:
East Coast Lumber
Analysis Conforms To:
FBC2004
Design checked for LL on BC
per BOCA (section 1606.2.3),
IBC/IRC-2003 and FBC 2004
(section 1607.1), 20.0 psf.
Design checked for 10 psf non -
concurrent LL on BC.
Provide 2X6 continuous
strongbacks (on edge) every
10.0 Ft. Fasten to each
truss w/ 3-16d nails at
truss member(s).
This truss must be installed
as shown. It cannot be
installed upside-down.
Max comp. force 2700 Lbs
Quality Control Factor 1.25
FABRICATOR NOTES:
1. EAST COAST LUMBER & SUPPLY
MAURICE A. SHASHOUA,
P.E.#EB5251 & 19554
5285 ST. LUCIE BLVD.
FORT PIERCE FL. 34946
2. !!!CAUTION!!! READ "BCSI-B1
SUMMARY SHEET" BEFORE
HANDLING , INSTALLING &
BRACING TRUSSES.
3. SEE ATTACHED DETAIL SHEET
FOR: 1-JACK NAILS.
2-TBRACE. 3-BEARING BLOCK.
4. DESIGNER: JIB
Robbins Engineenng, Inc./Online Plus"' 0 1996-2006 Version 19.0.028 Engineering -Portrait 11/82006 10:05:37 AM Pagel
Job
Mark
Quan
Type
Span P1-H1 Left OH
Right OH
Engineering
SB32ATF
FG2l
1*2P
FLAT
70800 10600 0
0
ENGLE/SB32ATF/M#13007
HO 1-6-0
HO 1-6-0
TC------ ------
7-8-0 -- -- ---
------' I
#7x12
#3x6
2x4
#7xl2
G
H
Fall!lr
1-6-0
#6x8
F
E
6x8
r
3x8
3x10
t,
�
MINIMUM OF 8.5" BEARING
j I REQUIRED.
I '
' �
w:400
I
w:aoo
R:11640
R:3258
U:4329
BC;- --
7_8-0
ALL PLATES ARE LOCK20,
# = PLATE SELECTED IN PLATE MONITOR
Scale: 0.739" = 1'
Online Plus -- Version 19.0.028
RUN DATE: 08-NOV-06
fffffffffffffff
• 2-Ply Truss
•fffffffffliff♦
CSI -Size- ----Lumber----
TC 0.27 2x 6 SP-#2
BC 0.48 2x 4 SP-#2
WB 0.73 2x 4 SP-#3
EX D -A 2x 8 SP-SS
EX C -B 2x 8 SP-SS
Brace truss as follows:
O.C. From To
TC Cont. 0- 0- 0 7- 8- 0
BC Cont. 0- 0- 0 7- 8- 0
Loading Live Dead (psf)
TC 20.0 15.0
BC 0.0 5.0
Total 20.0 20.0 40.0
Spacing 24.0"
Lumber Duration Factor 1.25
Plate Duration Factor 1.25
TC Fb=1.00 Fc=1.00 Ft=1.00
BC Fb=1.00 Fc=1.00 Ft=1.00
Load Case # 1 Standard Loading
Lumber Duration Factor 1.25
Plate Duration Factor 1.25
plf - Live Dead From To
TC V 40 30 0.0' 7.7'
BC V 0 10 0.0' 7.7'
TC V 0 110 0.0' 7.7'
TC V 5239 3143 0.5' CL-LB
Load Case # 2 NonStandard Load
Lumber Duration Factor 1.25
Plate Duration Factor 1.25
plf - Live Dead From To
TC V 40 30 0.0' 7.7'
BC V 0 10 0.0' 7.7'
TC V 0 110 0.0' 7.7'
TC V 482 178 0.0' 7.7'
TC V 5239 3143 0.5' CL-LB
Plus 6 Wind Load Case(s)
Plus 1 UBC LL Load Cases)
Robbins Engineering, Inc./Online P1us-
Jt React Uplft Size Req'd
Lbs Lbs In-Sx In-Sx
D 11640 4330 4- 0 6-14 ••
Hz = -35
C 3258 0 4- 0 1-15
Hz = 36
Membr CSI P Lbs Axl-CSI-Bnd
----------Top Chords ----------
* -G 0.27 4126 C 0.01 0.26
G -H 0.26 4148 C 0.01 0.25
H -B 0.27 4148 C 0.01 0.26
--------Bottom Chords ---------
* -F 0.11 25 T 0.00 0.11
F -E 0.48 4126 T 0.38 0.10
E -C 0.10 25 T 0.00 0.10
------------- Webs -------------
D -A 0.22 11583 C WindLd
A -F 0.73 4573 T
F -G 0.15 1995 C
G -E 0.02 132 T
E -H 0.15 2000 C
E -B 0.73 4597 T
C -B 0.06 3207 C WindLd
TL Defl -0.05" in F -E L/999
LL Defl -0.03" in F -E L/999
DL Defl 0.00" at L/999
Shear // Grain in A -G 0.41
Plates for each ply each face.
PLATING CONFORMS TO TPI.
REPORTS: SBCCI 9761
ROBBINS ENGINEERING, INC.
BASED ON SP LUMBER
USING GROSS AREA TEST.
Plate- LOCK 20 Ga, Gross Area
Plate - RHS 20 Ga, Gross Area
Jt Type Plt Size X Y JSI
A# LOCK 7.Oxl2.0-1.2 0.6 0.74
B# LOCK 7.Oxl2.0 1.2 1.1 0.74
D# LOCK 6.Ox 8.0-0.1 0.5 0.78
F LOCK 3.Ox 8.0-0.5 Ctr 0.91
E LOCK 3.0x10.0 1.0 Ctr 0.97
C# LOCK 6.Ox 8.0 Ctr 0.5 0.21
# = Plate Monitor used
REFER TO ROBBINS ENG. GENERAL
NOTES AND SYMBOLS SHEET FOR
ADDITIONAL SPECIFICATIONS.
NOTES:
Checked for NonConcurrent 200 Trusses Manufactured by:
Lbs Moving Point Load applied East Coast Lumber
at Panel Points and Mid -panel Analysis Conforms To:
on BC FBC2004
2 COMPLETE TRUSSES REQUIRED.
Robbins Engineering, Inc./Online PlusT" 0 1996-2006 Version 19.0.028 Engineering -Portrait 11/82006 10:05:23 AM Pagel
Fasten together in staggered
pattern. (1/2" bolts -OR-
SDS3 screws -OR- 10d nails
as each layer is applied.)
----Spacing (In) ----
Rows Nails Screws Bolts
TC 2 9 17 0
BC 1 12 24 0
WH 1 8 8
Plus clusters of nails where
shown.
Design checked for LL on BC
per BOCA (section 1606.2.3),
IBC/IRC-2003 and FBC 2004
(section 1607.1), 20.0 psf.
Design checked for 10 psf non -
concurrent LL on BC.
Prevent truss rotation at all
bearing locations.
Provide drainage to prevent
water ponding.
This truss must be installed
as shown. It cannot be
installed upside-down.
NOTE: USER MODIFIED PLATES
This design may have plates
selected through a plate
monitor.
Wind Loads - ANSI / ASCE 7-02
Truss is designed as a Main
Wind -Force Resistance System.
Wind Speed: 120 mph
Mean Roof Height: 15-0
Exposure Category: B
Occupancy Factor : 1.00
Building Type: Enclosed
Zone location: Exterior
TC Dead Load 7.0 psf
BC Dead Load 3.0 psf
Unbalanced Loads Checked
Load Factors = 1.00 and 0.00
Max comp. force 11583 Lbs
Quality Control Factor 1.00
FABRICATOR NOTES:
1. EAST COAST LUMBER 6 SUPPLY
MAURICE A. SHASHOUA,
P.E.#EB5251 6 19554
5285 ST. LUCIE BLVD.
FORT PIERCE FL. 34946
2. !!!CAUTION!!! READ "BCSI-B1
SUMMARY SHEET" BEFORE
HANDLING , INSTALLING 6
BRACING TRUSSES.
3. SEE ATTACHED DETAIL SHEET
FOR: 1-JACK NAILS.
2-TBRACE. 3-BEARING BLOCK.
4. DESIGNER: JIB
+ Job Mark Quan Type Span P1-H1 Left OH Right OH I Engineering
SB32ATF FTI 1 M100 240108 10600 0 0
ENGLE/SB32ATF/M#13007
HO 1-6-0 HO 1-6-0
TCI 24-1-8 1
1-6-0
_I. B
2x3
2x3 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 1x412 lx4 lx4 lx4 lx4 lx4 lx4 lx4 2x3
A X Y Z AA BB CC DD EE FF GG HH II JJ KK LL MM NN C E
D
2x3
W V U T S R Q P O N M L K J I H G F
lx4 lx4 lx4 lx4 lx4 lx4 lx4S1 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4
lx3
(W)3x4
Common Diagonal: 1-2-8
24- 3- 0
BC 24-1-8
... 24-1-8
ALL PLATES ARE LOCK20
Robbins
Engineering, Inc./Online Plus'"
T -S 0.21
0
T 0.00
0.21
S -R 0.21
0
T 0.00
0.21
Online Plus
-- Version 19.0.028
R -Q 0.20
0
T 0.00
0.20
RUN DATE: 08-NOV-06
Q -S1 0.10
0
T 0.00
0.10
S1-P 0.10
0
T 0.00
0.10
CSI -Size-
----Lumber----
P -O 0.20
0
T 0.00
0.20
TC 0.08 4x
2 SP-#2
O -N 0.21
0
T 0.00
0.21
BC 0.21 4x
2 SP-112
N -M 0.21
0
T 0.00
0.21
WB 0.12 4x
2 SP-#3
M -L 0.21
0
T 0.00
0.21
L -K 0.21
0
T 0.00
0.21
Brace truss
as follows:
K -J 0.21
0
T 0.00
0.21
O.C.
From To
J -I 0.21
0
T 0.00
0.21
TC Cont.
0- 0- 0 24-
1- 8
I -H 0.21
0
T 0.00
0.21
BC Cont.
0- 0- 0 24-
1- 8
H -G 0.21
0
T 0.00
0.21
G -D 0.14
0
T 0.00
0.14
Loading Live
Dead (psf)
-------------
Webs -------------
TC 40.0
10.0
B -A 0.10
44
C 0.00
0.10
BC 0.0
5.0
B -A 0.11
44
C 0.00
0.11
Total 40.0
15.0 55.0
W -X 0.12
138
C 0.00
0.12
Spacing
24.0"
V -Y 0.12
132
C 0.00
0.12
Lumber Duration
Factor 1.00
U -Z 0.12
133
C 0.00
0.12
Plate Duration
Factor 1.00
T -AA 0.12
133
C 0.00
0.12
TC Fb=1.15
Fc=1.10 Ft=1.10
S -BB 0.12
133
C 0.00
0.12
BC Fb=1.10
Fc=1.10 Ft=1.10
R -CC 0.12
133
C 0.00
0.12
Q -DD 0.10
133
C 0.00
0.10
Plus 1 UBC
LL Load Case(s)
P -EE 0.10
133
C 0.00
0.10
O -FF 0.12
133
C 0.00
0.12
Checked for
NonConcurrent
200
N -GG 0.12
133
C 0.00
0.12
Lbs Moving Point Load applied
M -HH 0.12
133
C 0.00
0.12
at Panel Points
and Mid -panel
L -II 0.12
133
C 0.00
0.12
on BC
K -11 0.12
133
C 0.00
0.12
J -KK 0.12
133
C 0.00
0.12
Jt React Uplft Size Rect'd
I -LL 0.12
133
C 0.00
0.12
Lbs
Lbs In-Sx In-Sx
H -MM 0.12
134
C 0.00
0.12
Cont. Brg 0- 0- 0 to 24-
1- 8
G -NN 0.12
125
C 0.00
0.12
2654
0 Hz =
0
D -C 0.07
36
C 0.00
0.07
D -C 0.07
36
C 0.00
0.07
Membr CSI
P Lbs AxI-CSI-Bnd
----------Top Chords----------
TL Defl
0.00"
in D -D L/999
A -X 0.08
29 C 0.00
0.08
LL Defl
0.00"
in B -W L/999
X -Y 0.08
18 C 0.00
0.08
DL Defl
0.00"
at
L/999
Y -Z 0.07
18 C 0.00
0.07
Shear // Grain
in D -D
0.32
Z -AA 0.07
16 C 0.00
0.07
AA -BB 0.07
15 C 0.00
0.07
Plates
for
each
ply each face.
BB -CC 0.07
14 C 0.00
0.07
PLATING
CONFORMS
TO TPI.
CC-DD 0.07
13 C 0.00
0.07
REPORTS:
SBCCI 9761
DD-EE 0.07
11 C 0.00
0.07
ROBBINS
ENGINEERING,
INC.
EE-FF 0.07
11 C 0.00
0.07
USING GROSS
AREA
TEST.
FF-GG 0.07
11 C 0.00
0.07
Plate -
LOCK
20
Ga, Gross
Area
GG-S2 0.07
11 C 0.00
0.07
Plate -
RHS
20
Ga, Gross
Area
S2-HH 0.07
11 C 0.00
0.07
it Type
Plt
Size
X Y
JSI
HH-II 0.07
11 C 0.00
0.07
X LOCK
1.Ox
4.0
Ctr-0.5
0.98
II-11 0.07
11 C 0.00
0.07
Y LOCK
1.Ox
4.0
Ctr-0.5
0.98
JJ-KK 0.07
11 C 0.00
0.07
Z LOCK
1.Ox
4.0
Ctr-0.5
0.98
KK-LL 0.07
11 C 0.00
0.07
AA LOCK
1.Ox
4.0
Ctr-0.5
0.98
LL-MM 0.07
11 C 0.00
0.07
BB LOCK
1.Ox
4.0
Ctr-0.5
0.98
MM-NN 0.08
11 C 0.00
0.08
CC LOCK
1.Ox
4.0
Ctr-0.5
0.98
NN-C 0.06
20 C 0.00
0.06
DD LOCK
1.Ox
4.0
Ctr-0.5
0.98
--------Bottom Chords---------
EE LOCK
1.0x
4.0
Ctr-0.5
0.98
B -W 0.20
0 T 0.00
0.20
FF LOCK
1.Ox
4.0
Ctr-0.5
0.98
W -V 0.21
0 T 0.00
0.21
GG LOCK
1.Ox
4.0
Ctr-0.5
0.98
V -U 0.21
0 T 0.00
0.21
HH LOCK
1.Ox
4.0
Ctr-0.5
0.98
U -T 0.21
0 T 0.00
0.21
II LOCK
1.Ox
4.0
Ctr-0.5
0.98
Scale: 0.261" = 1'
JJ LOCK
1.Ox 4.0 Ctr-0.5 0.98
KK LOCK
1.Ox 4.0 Ctr-0.5 0.98
LL LOCK
1.Ox 4.0 Ctr-0.5 0.98
MM LOCK
1.Ox 4.0 Ctr-0.5 0.98
NN LOCK
1.Ox 4.0 Ctr-0.5 0.98
W LOCK
1.Ox 4.0 Ctr 0.5 0.98
V LOCK
1.Ox 4.0 Ctr 0.5 0.98
U LOCK
1.Ox 4.0 Ctr 0.5 0.98
T LOCK
1.Ox 4.0 Ctr 0.5 0.98
S LOCK
1.Ox 4.0 Ctr 0.5 0.98
R LOCK
1.Ox 4.0 Ctr 0.5 0.98
Q LOCK
1.Ox 4.0 Ctr 0.5 0.98
P LOCK
1.Ox 4.0 Ctr 0.5 0.98
O LOCK
1.Ox 4.0 Ctr 0.5 0.98
N LOCK
1.Ox 4.0 Ctr 0.5 0.98
M LOCK
1.Ox 4.0 Ctr 0.5 0.98
L LOCK
1.0x 4.0 Ctr 0.5 0.98
K LOCK
1.Ox 4.0 Ctr 0.5 0.98
J LOCK
1.Ox 4.0 Ctr 0.5 0.98
I LOCK
1.Ox 4.0 Ctr 0.5 0.98
H LOCK
1.Ox 4.0 Ctr 0.5 0.98
G LOCK
1.Ox 4.0 Ctr 0.5 0.98
REFER TO ROBBINS ENG. GENERAL
NOTES AND SYMBOLS SHEET FOR
ADDITIONAL SPECIFICATIONS.
NOTES:
Trusses Manufactured by:
East Coast Lumber
Analysis Conforms To:
FBC2004
Design checked for LL on BC
per BOCA (section 1606.2.3),
IBC/IRC-2003 and FBC 2004
(section 1607.1), 20.0 psf.
Design checked for 10 psf non -
concurrent LL on BC.
Prevent truss rotation at all
bearing locations.
This truss must be installed
as shown. It cannot be
installed upside-down.
Max comp. force 138 Lbs
Quality Control Factor 1.25
FABRICATOR NOTES:
1. EAST COAST LUMBER 6 SUPPLY
MAURICE A. SHASHOUA,
P.E.#EB5251 6 19554
5285 ST. LUCIE BLVD.
FORT PIERCE FL. 34946
2. !!!CAUTION!!! READ "SCSI-Bl
SUMMARY SHEET" BEFORE
HANDLING , INSTALLING S
BRACING TRUSSES.
3. SEE ATTACHED DETAIL SHEET
FOR: 1-JACK NAILS.
2-TBRACE. 3-BEARING BLOCK.
4. DESIGNER: JIB
Robbins Engineering. Inc./Online Plus'- 0 1996-2006 Version 19.0.028 Engineering . Portrait 11/8/2006 10:05:24 AM Page 1
. Job
Mark
Quan Type Span P1-H1
Left OH
Right OH
Engineering
SB32ATF
FT2
5 M100 240108 10600
0
0
I
ENGLE/SB32ATF/M#13007
HO 1-6-0
N
N
HO 1-6-0
.TC.:. - - - - -- -
-- - ,1-274-•1-3-9.' 2-0_0-_i:r-
-- -- - -
- -- - - -24- 3- 0 - -
-- -- -
------ --- - - .._,_
(W)3x6
lx3
5x6 4x4
4x4 3x3 3x3 lx4S2 3x3 3x3
lx43x3
4x4 4x4 5x6
n T
U V W AA G I
BB X
Y Z C E
1-6-0 B IFd \ X�Gf ` `Oej
2x3 S R
5x6 4x4
i
W:600
R:1360
BC;
•
Online Plus -- Version 19.0.028
RUN DATE: 08-NOV-06
CSI -Size- ----Lumber----
TC 0.88 4x 2 SP-#2
EX S2-C 4x 2 SP-N1
BC 0.99 4x 2 SP-SS
WB 0.69 4x 2 SP-#3
Brace truss as follows:
O.C. From To
TC Cont. 0- 0- 0 24- 1- 8
BC Cont. 0- 0- 0 24- 1- 8
Loading Live Dead (psf)
TC 40.0 10.0
BC 0.0 5.0
Total 40.0 15.0 55.0
Spacing 24.0"
Lumber Duration Factor 1.00
Plate Duration Factor 1.00
TC Fb=1.15 Fc=1.10 Ft=1.10
BC Fb=1.10 Fc=1.10 Ft=1.10
Plus 1 UBC LL Load Case(s)
Plus 1 BC LL Load Case(s)
Checked for NonConcurrent 200
Lbs Moving Point Load applied
at Panel Points and Mid -panel
on BC
Jt React Uplft Size Req'd
Lbs Lbs In-Sx In-Sx
B 1361 0 6- 0 1- 8
D 1373 0 8- 0 1- 8
D
2x3
Q P U H a n n
4x4 3x3 Sl 3x6 lx4 lx4 3x6 4x4 4x4 5x6
(W)20G-RHS-3x10 I
(N)lx4 W:800
Common Diagonal: 1-3-0
13-11- 8 --- - - - - i�
13-11-8
24-1-8 -
EXCEPT AS SHOWN ALL PLATES ARE LOCK20
Scale: 0.261" = 1'
Robbins Engineering,
Inc./Online Plus"
S -R
0.34
2336 T
0.09
0.25
R -Q
0.46
3989 T
0.43
0.03
Q -P
0.59
5166 T
0.55
0.04
P -S1
0.66
5827 T
0.63
0.03
S1-0
0.65
5827 T
0.63
0.02
O -H
0.94
5843 T
0.63
0.31
H -J
0.99
5843 T
0.63
0.36
J -N
0.99
5843 T
0.63
0.36
N -M
0.62
5180 T
0.56
0.06
M -L
0.44
3967 T
0.42
0.02
L -K
0.34
2258 T
0.09
0.25
K -D
0.14
0 T
0.00
0.14
-------------
Webs -------------
B -A
0.14
743 C
B -A
0.14
743 C
A -S
0.69
1743 T
S -T
0.33
1639 C
T -R
0.49
1246 T
R -U
0.24
1211 C
U -Q
0.35
892 T
Q -V
0.17
856 C
V -P
0.20
501 T
P -W
0.09
481 C
W -O
0.09
231 T
o -AA
0.03
198 C
o -G
0.13
338 T
H -G
0.03
153 C
J -I
0.14
356 T
I -N
0.18
942 C
N -BB
0.09
233 T
N -X
0.18
450 T
X -M
0.17
879 C
M -Y
0.36
916 T
Y -L
0.25
1254 C
L -Z
0.51
1287 T
Z -K
0.33
1667 C
K -C
0.67
1690 T
D -C
0.14
751 C
D -C
0.14
751 C
Membr
CSI
P Lbs
Axl-CSI-Bnd
----------Top
Chords----------
TL Defl
-0.95" in 0 -H L/290
A -T
0.35
1233
C 0.01
0.34
LL Defl
-0.70" in 0 -H L/394
T -U
0.44
3174
C 0.10
0.34
DL Defl
-0.51" at H L/544
U -V
0.58
4589
C 0.34
0.24
Shear //
Grain in I -BB 0.41
V -W
0.88
5503
C 0.53
0.35
W -AA
0.51
5983
C 0.38
0.13
Plates for each ply each face.
AA-S2
0.58
5983
C 0.43
0.15
PLATING
CONFORMS TO TPI.
S2-G
0.68
5983
C 0.34
0.34
REPORTS:
SBCCI 9761
G -I
0.87
5843
C 0.29
0.58
ROBBINS
ENGINEERING, INC.
I -BB
0.83
5382
C 0.25
0.58
USING GROSS AREA TEST.
BB-X
0.38
5382
C 0.25
0.13
Plate -
LOCK 20 Ga, Gross Area
X -Y
0.55
4584
C 0.31
0.24
Plate -
RHS 20 Ga, Gross Area
Y -Z
0.33
3124
C 0.08
0.25
Jt Type
Plt Size X Y JSI
Z -C
0.26
1135
C 0.01
0.25
A LOCK
5.Ox 6.0 Ctr-1.0 0.97
--------Bottom
Chords---------
T LOCK
4.Ox 4.0 0.5-0.5 0.98
B -S
0.14
0
T 0.00
0.14
U LOCK
4.Ox 4.0 Ctr-0.5 0.80
AA LOCK 1.0x 4.0 Ctr-0.5 0.98
BB LOCK 1.Ox 4.0 Ctr-0.5 0.98
Y LOCK 4.Ox 4.0 Ctr-0.5 0.82
Z LOCK 4.Ox 4.0-0.5-0.5 1.00
C LOCK 5.Ox 6.0 Ctr-1.0 0.94
S LOCK 5.Ox 6.0 Ctr 1.0 0.97
R LOCK 4.Ox 4.0-0.5 0.5 0.94
Q LOCK 4.Ox 4.0 Ctr 0.5 0.80
H LOCK 1.0x 4.0 Ctr 0.5 0.98
J LOCK 1.Ox 4.0 Ctr 0.5 0.98
M LOCK 4.Ox 4.0 Ctr 0.5 0.82
L LOCK 4.Ox 4.0 0.5 0.5 0.97
K LOCK 5.Ox 6.0 Ctr 1.0 0.94
REFER TO ROBBINS ENG. GENERAL.
NOTES AND SYMBOLS SHEET FOR
ADDITIONAL SPECIFICATIONS.
NOTES:
Trusses Manufactured by:
East Coast Lumber
Analysis Conforms To:
FBC2004
Design checked for LL on BC
per BOCA (section 1606.2.3),
IBC/IRC-2003 and FBC 2004
(section 1607.1), 20.0 psf.
Design checked for 10 psf non -
concurrent LL on BC.
Provide 2X6 continuous
strongbacks (on edge) every
10.0 Ft. Fasten to each
truss w/ 3-16d nails at
truss member(s).
This truss must be installed
as shown. It cannot be
installed upside-down.
Max comp. force 5983 Lbs
Quality Control Factor 1.25
FABRICATOR NOTES:
1. EAST COAST LUMBER 6 SUPPLY
MAURICE A. SHASHOUA,
P.E.#EB5251 6 19554
5285 ST. LUCIE BLVD.
FORT PIERCE FL. 34946
2. !!!CAUTION!!! READ "SCSI-B1
SUMMARY SHEET" BEFORE
HANDLING , INSTALLING 6
BRACING TRUSSES.
3. SEE ATTACHED DETAIL SHEET
FOR: 1-JACK NAILS.
2-TBRACE. 3-BEARING BLOCK.
4. DESIGNER: JIB
Robbins Engineering, Inc./Online Plus- 0 1996.2006 Version 19.0.028 Engineering - Portrait 11182006 10:05:25 AM Page 1
Job
Mark
Quan
Type Span
P1-HI
Left
OH Right
OH
Errgineeririg
SB32ATF
FT3
2
M100 231008
10600
0
0
ENGLE/SB32ATF/M#13007
HO 1-6-0
R
O
HO 1-6-0
TC_
O
I1-2-4.. . ._
-?-0-0-
N N
(W)-3x6 24- 0-
0
S2
lx3
5x6 4x4
4x4 3x3
3x3 lx4 3x3 3x3 1x43x3
4x4
4x4
5x6
A T
U V
W AA G I BB X
Y
Z
CE
1-6-0
B
D
2x3 S R
Q
P O H J N
M L
K F 2x3
5x6 4x4
4x4
3x3 S13x6 lx4 lx4 3x6
4x4 4x4
5x6 lx3
(W)20G-RHS-3x10
(N)lx4
I �
HGR
Common
Diagonal: 1-3-0
W:800
R:1347
R:1359
13- 8- 8--
-- - -
-I:
.BC, --
13-8_8
23-10-8 -
- - - -
-
EXCEPT AS SHOWN ALL PLATES ARE
LOCK20
Scale: 0.263" = 1'
Online Plus -- Version 19.0.028
RUN DATE: 08-NOV-06
CSI -Size- ----Lumber----
TC 0.85 4. 2 SP-#2
EX S2-C 4x 2 SP-#1
BC 0.99 4x 2 SP-#1
EX S1-D 4x 2 SP-SS
WB 0.69 4x 2 SP-#3
Brace truss as follows:
O.C. From To
TC Cont. 0- 0- 0 23-10- 8
BC Cont. 0- 0- 0 23-10- 8
Loading Live Dead (psf)
TC 40.0 10.0
BC 0.0 5.0
Total 40.0 15.0 55.0
Spacing 24.0"
Lumber Duration Factor 1.00
Plate Duration Factor 1.00
TC Fb=1.15 Fc=1.10 Ft=1.10
BC Fb=1.10 Fc=1.10 Ft=1.10
Plus 1 UBC LL Load Case(s)
Plus 1 BC LL Load Case(s)
Checked for NonConcurrent 200
Lbs Moving Point Load applied
at Panel Points and Mid -panel
on BC
Jt React Uplft Size Req'd
Lbs Lbs In-Sx In-Sx
B 1347 0 3- 8 1- 8
D 1359 0 8- 0 1- 8
Robbins Engineering,
Inc./Online P1us-
B -S
0.22
0 T
0.00 0.22
S -R
0.53
2310 T
0.14 0.39
R -Q
0.68
3939 T
0.64 0.04
Q -P
0.89
5092 T
0.83 0.06
P -S1
0.99
5729 T
0.94 0.05
S1-O
0.63
5729 T
0.62 0.01
O -H
0.92
5736 T
0.62 0.30
H -J
0.95
5736 T
0.62 0.33
J -N
0.95
5736 T
0.62 0.33
N -M
0.60
5103 T
0.55 0.05
M -L
0.44
3916 T
0.42 0.02
L -K
0.34
2232 T
0.09 0.25
K -D
0.15
0 T
0.00 0.15
-------------
Webs -------------
B -A
0.14
736 C
B -A
0.14
736 C
A -S
0.69
1724 T
S -T
0.32
1621 C
T -R
0.49
1227 T
R -U
0.24
1193 C
U -Q
0.35
874 T
Q -V
0.16
839 C
V -P
0.19
485 T
P -W
0.09
461 C
W -O
0.08
209 T
0 -AA 0.03
184 C
0 -G
0.14
360 T
H -G
0.03
180 C
J -i
0.13
332 T
I -N
0.17
891 C
N -BB 0.08
217 T
N -X
0.17
437 T
X -M
0.17
861 C
M -Y
0.35
897 T
Y -L
0.24
1234 C
L -Z
0.50
1268 T
Z -K
0.33
1648 C
K -C
0.67
1671 T
D -C
0.14
743 C
D -C
0.14
743 C
Membr
CSI
P Lbs
Axl-CSI-Bnd
----------Top
Chords----------
TL Defl
-0.90" in O -H
L/304
A -T
0.35
1219
C 0.01
0.34
LL Defl
-0.67" in O -H
L/412
T -U
0.44
3136
C 0.10
0.34
DL Defl
-0.48" at H
L/568
U -V
0.57
4527
C 0.33
0.24
Shear //
Grain in I -BB
0.39
V -S2
0.85
5418
C 0.51
0.34
S2-w
0.46
5418
C 0.43
0.03
Plates for
each ply each
face.
W -AA
0.40
5864
C 0.29
0.11
PLATING
CONFORMS TO TPI.
AA-G
0.63
5864
C 0.29
0.34
REPORTS:
SBCCi 9761
G -I
0.82
5736
C 0.28
0.54
ROBBINS
ENGINEERING, INC.
I -BB
0.78
5300
C 0.24
0.54
USING GROSS AREA TEST.
BB-X
0.37
5300
C 0.24
0.13
Plate -
LOCK 20 Ga, Gross
Area
X -Y
0.54
4520
C 0.30
0.24
Plate -
RHS 20 Ga, Gross
Area
Y -Z
0.32
3085
C 0.07
0.25
Jt Type
Plt Size X Y
JSI
Z -C
0.26
1122
C 0.01
0.25
A LOCK
5.Ox 6.0 Ctr-1.0
0.96
--------Bottom
Chords---------
T LOCK
4.Ox 4.0 0.2-0.5
0.99
U LOCK
4.Ox 4.0 Ctr-0.5 0.78
AA LOCK
1.0x 4.0 Ctr-0.5 0.98
BB LOCK
1.0x 4.0 Ctr-0.5 0.98
Y LOCK
4.Ox 4.0 Ctr-0.5 0.80
Z LOCK
4.Ox 4.0-0.5-0.5 0.99
C LOCK
5.Ox 6.0 Ctr-1.0 0.93
S LOCK
5.Ox 6.0 Ctr 1.0 0.96
R LOCK
4.Ox 4.0-0.2 0.5 0.99
Q LOCK
4.Ox 4.0 Ctr 0.5 0.78
H LOCK
1.0x 4.0 Ctr 0.5 0.98
J LOCK
1.0x 4.0 Ctr 0.5 0.98
M LOCK
4.Ox 4.0 Ctr 0.5 0.80
L LOCK
4.Ox 4.0 0.5 0.5 0.95
K LOCK
5.Ox 6.0 Ctr 1.0 0.93
REFER TO ROBBINS ENG. GENERAL
NOTES AND SYMBOLS SHEET FOR
ADDITIONAL SPECIFICATIONS.
NOTES:
Trusses Manufactured by:
East Coast Lumber
Analysis Conforms To:
FBC2004
Design checked for LL on BC
per BOCA (section 1606.2.3),
IBC/IRC-2003 and FBC 2004
(section 1607.1), 20.0 psf.
Design checked for 10 psf non -
concurrent LL on BC.
Provide 2X6 continuous
strongbacks (on edge) every
10.0 Ft. Fasten to each
truss w/ 3-16d nails at
truss member(s).
This truss must be installed
as shown. It cannot be
installed upside-down.
Max comp. force 5864 Lbs
Quality Control Factor 1.25
FABRICATOR NOTES:
1. EAST COAST LUMBER 6 SUPPLY
MAURICE A. SHASHOUA,
P.E.#EB5251 6 19554
5285 ST. LUCIE BLVD.
FORT PIERCE FL. 34946
2. !!!CAUTION!!! READ "SCSI-B1
SUMMARY SHEET" BEFORE
HANDLING , INSTALLING 6
BRACING TRUSSES.
3. SEE ATTACHED DETAIL SHEET
FOR: 1-JACK NAILS.
2-TBRACE. 3-SEARING BLOCK.
4. DESIGNER: JIB
Robbins Engineering, Inc./Online Plus" 0 1996.2006 Version 19.0.028 Engineering - Portrait 11/8/2006 10:05:25 AM Page 1
Job Mark Quan Type Span P1-H1 Left OH Right OH I Engineering
SB32ATF FT3A 2 M100 230808 10600 0 0
ENGLE/SB32ATF/M#13007
1-6-0
HO 1-6-0
0 m
0 0
0 y
0 0
- _ - - ---- --.. _..13- 8- 6 --- - - - ----------�
5x6 4x4 4x4 3x3 3x3 (W)3x6 3x3 ix4 4x4 3x4
A O R S T S2 E G U v
B
9-3
P O N M L t' d S1 n
5x6 4x4 4x4 3x3 3x3 lx4 4x4 3x4
HGR Common Diagonal: 1-3-0 (W)20G-RHS-3xl0
R:1337
BC, 13-8-8
23-8-8
EXCEPT AS SHOWN ALL PLATES ARE LOCK20
Online Plus -- Version 19.0.028
RUN DATE: 08-NOV-06
CSI -Size- ----Lumber----
TC 0.96 4x 2 SP-#1
EX S2-C 4x 2 SP-SS
BC 0.98 4x 2 SP-SS
WB 0.69 4x 2 SP-#3
Brace truss as follows:
O.C. From To
TC Cont. 0- 0- 0 23- 8- 8
BC Cont. 0- 0- 0 23- 8- 8
Loading Live Dead (psf)
TC 40.0 10.0
BC 0.0 5.0
Total 40.0 15.0 55.0
Spacing 24.0"
Lumber Duration Factor 1.00
Plate Duration Factor 1.00
TC Fb=1.15 Fc=1.10 Ft=1.10
BC Fb=1.10 Fc=1.10 Ft=1.10
Plus 1 UBC LL Load Cases)
Plus 1 BC LL Load Case(s)
Checked for NonConcurrent 200
Lbs Moving Point Load applied
at Panel Points and Mid -panel
on BC
Jt React Uplft Size Req'd
Lbs Lbs In-Sx In-Sx
B 1338 0 3- 8 1- 8
D 1350 0 3- 8 1- 8
Robbins Engineering,
Inc./Online P1us-
P -0
0.34
2292
T 0.09
0.25
0 -N
0.44
3906
T 0.42
0.02
N -M
0.58
5032
T 0.54
0.04
M -L
0.64
5688
T 0.61
0.03
L -F
0.98
5638
T 0.61
0.37
F -H
0.98
5638
T 0.61
0.37
H -S1
0.86
5116
T 0.55
0.31
S1-K
0.66
5116
T 0.55
0.11
K -J
0.51
3950
T 0.42
0.09
J -i
0.34
2316
T 0.09
0.25
I -D
0.16
0
T 0.00
0.16
-------------
Webs
-------------
B -A
0.14
731
C
B -A
0.14
731
C
A -P
0.68
1711
T
P -Q
0.32
1608
C
Q -0
0.48
1216
T
0 -R
0.23
1182
C
R -N
0.34
855
T
N -S
0.16
818
C
S -M
0.19
497
T
M -T
0.09
477
C
T -L
0.05
137
T
L -E
0.12
323
T
F -E
0.03
193
C
H -G
0.07
374
C
H -U
0.32
800
T
U -K
0.18
899
C
K -V
0.33
832
T
V -J
0.23
1184
C
J -W
0.49
1244
T
W -I
0.32
1629
C
I -C
0.69
1725
T
D -C
0.14
737
C
D -C
0.14
737
C
TL Defl -0.90" in L -F L/309
LL Defl -0.66" in L -F L/419
DL Defl -0.48" at F . L/580
Membr
CSI
P Lbs
Axl-CSI-Bnd
Shear //
Grain in E -G 0.33
----------Top
Chords ----------
A
-Q
0.28
1210
C 0.01
0.27
Plates for each ply each face.
Q
-R
0.35
3110
C 0.08
0.27
PLATING
CONFORMS TO TPI.
R
-S
0.51
4481
C 0.29
0.22
REPORTS:
SBCCI 9761
S
-T
0.52
5367
C 0.25
0.27
ROBBINS
ENGINEERING, INC.
T
-S2
0.96
5725
C 0.44
0.52
USING GROSS AREA TEST.
S2-E
0.73
5725
C 0.37
0.36
Plate -
LOCK 20 Ga, Gross Area
E
-G
0.59
5638
C 0.21
0.38
Plate -
RHS 20 Gar Gross Area
G
-U
0.59
5638
C 0.21
0.38
it Type
Plt Size X Y JSI
U
-V
0.42
4510
C 0.24
0.18
A LOCK
5.Ox 6.0 Ctr-1.0 0.95
V
-W
0.23
3153
C 0.06
0.17
Q LOCK
4.Ox 4.0 0.2-0.5 0.99
W
-C
0.18
1220
C 0.01
0.17
R LOCK
4.Ox 4.0 Ctr-0.5 0.76
--------Bottom
Chords---------
G LOCK
1.0x 4.0 Ctr-0.5 0.98
B
-P
0.14
0
T 0.00
0.14
U LOCK
4.Ox 4.0 Ctr-0.5 0.71
Robbins Engineering.
Inc./Online
Plus"
0 1996-2006 Version 19.0.028
Engineering - Portrait 11/8/2006 10:05:26 AM Page 1
HO 1-6-0
4x4 5x6
W C
_ D
J 1 2x3
r
4x4 5x6
w:308
R:1350
10-0-0
Scale: 0.266" = 1
V LOCK 3.Ox 4.0-0.5 Ctr 1.00
W LOCK 4.Ox 4.0-0.5-0.5 0.98
C LOCK 5.Ox 6.0 Ctr-1.0 0.96
P LOCK 5.Ox 6.0 Ctr 1.0 0.95
0 LOCK 4.Ox 4.0-0.2 0.5 0.99
N LOCK 4.Ox 4.0 Ctr 0.5 0.76
F LOCK 1.0x 4.0 Ctr 0.5 0.98
H LOCK 4.Ox 4.0 0.5 0.5 0.61
K LOCK 3.Ox 4.0 0.5 Ctr 1.00
J LOCK 4.Ox 4.0 0.5 0.5 0.94
I LOCK 5.Ox 6.0 Ctr 1.0 0.96
REFER TO ROBBINS ENG. GENERAL
NOTES AND SYMBOLS SHEET FOR
ADDITIONAL SPECIFICATIONS.
NOTES:
Trusses Manufactured by:
East Coast Lumber
Analysis Conforms To:
FBC2004
Design checked for LL on BC
per BOCA (section 1606.2.3),
IBC/IRC-2003 and FBC 2004
(section 1607.1), 20.0 psf.
Design checked for 10 psf non -
concurrent LL on BC.
Provide 2X6 continuous
strongbacks (on edge) every
10.0 Ft. Fasten to each
truss w/ 3-16d nails at
truss member(s).
This truss must be installed
as shown. It cannot be
installed upside-down.
Max comp. force 5725 Lbs
Quality Control Factor 1.25
FABRICATOR NOTES:
1. EAST COAST LUMBER b SUPPLY
MAURICE A. SHASHOUA,
P.E.#EB5251 6 19554
5285 ST. LUCIE BLVD.
FORT PIERCE FL. 34946
2. !!!CAUTION!!! READ "SCSI-Bl
SUMMARY SHEET" BEFORE
HANDLING , INSTALLING 6
BRACING TRUSSES.
3. SEE ATTACHED DETAIL SHEET
FOR: 1-JACK NAILS.
2-TBRACE. 3-BEARING BLOCK.
4. DESIGNER: JIB
Job Mark Quan Type Span P1-H1 Left OH Right OH I Engineering
SB32ATF FT4A a Mloo 210708 10600 0 0
ENGLE/SB32ATF/M#13007
1-6-0
HO 1-6-0
TC .-.. _ -. _-. _.. .970 9.70..- 2-0-0 - _i1-1-8: .
11- 7- 8
Sx6 4x4 3x3 3x3 3x3 lx4 lx4 4x4(W)3x4 3x3
A P 0 R S E G T S2 U
B
2x3
HGR
R:1226
BC�
O N M L F H K
5x6 4x4 3x3 S1 3x3 3x3 4x4 3x3
(W)20G-RHS-3x10
Common Diagonal: 1-3-0
11-7-8 i
- - -- - - - - - 21-7-8 - --- -
EXCEPT AS SHOWN ALL PLATES ARE LOCK20
Online Plus -- Version 19.0.028
RUN DATE: 08-NOV-06
CSI -Size- ----Lumber----
TC 0.94 4x 2 SP-#2
BC 0.97 4x 2 SP-#2
EX S1-D 4x 2 SP-SS
WB 0.62 4x 2 SP-#3
Brace truss as follows:
O.C. From To
TC Cont. 0- 0- 0 21- 7- 8
BC Cont. 0- 0- 0 21- 7- 8
Loading Live Dead (psf)
TC 40.0 10.0
BC 0.0 5.0
Total 40.0 15.0 55.0
Spacing 24.0"
Lumber Duration Factor 1.00
Plate Duration Factor 1.00
TC Fb=1.15 Fc=1.10 Ft=1.10
BC Fb=1.10 Fc=1.10 Ft=1.10
Plus 2 Unbalanced Load Cases
Plus 1 UBC LL Load Case(s)
Plus 1 BC LL Load Case(s)
Checked for NonConcurrent 200
Lbs Moving Point Load applied
at Panel Points and Mid -panel
on BC
Robbins Engineering,
Inc./Online P1us-
B -O
0.27
0
T 0.00
0.27
O -N
0.65
2080
T 0.17
0.48
N -M
0.79
3491
T 0.29
0.50
M -S1
0.97
4418
T 0.92
0.05
S1-L
0.49
4418
T 0.47
0.02
L -F
0.74
4774
T 0.40
0.34
F -H
0.72
4787
T 0.38
0.34
H -K
0.65
4454
T 0.32
0.33
K -J
0.43
3514
T 0.38
0.05
J -I
0.33
2091
T 0.08
0.25
I -D
0.16
0
T 0.00
0.16
-------------
Webs
-------------
B -A
0.13
670
C
B -A
0.13
670
C
A -O
0.62
1554
T
O -P
0.29
1458
C
P -N
0.42
1067
T
N -Q
0.20
1031
C
Q -M
0.28
703
T
M -R
0.13
674
C
R -L
0.17
426
T
L -S
0.07
398
C
S -F
0.21
530
T
F -E
0.06
296
C
H -G
0.07
389
C
H -T
0.32
820
T
T -K
0.14
703
C
K -U
0.27
691
T
U -J
0.20
1034
C
J -V
0.43
1080
T
V -I
0.29
1468
C
I -C
0.62
1561
T
D -C
0.13
673
C
D -C
0.13
673
C
it React
Uplft
Size Req'd
TL Defl
-0.61" in L -F
L/414
Lbs
Lbs In-Sx
In-Sx
LL Defl
-0.45" in L -F
L/561
B
1226
0
3-
8 1-
8
DL Defl
-0.33" at F L/768
D
1232
0
3-
8 1-
8
Shear //
Grain in E -G
0.37
Membr
CSI
P Lbs
Axl-CSI-Bnd
Plates for
each ply each
face.
----------Top
Chords----------
PLATING
CONFORMS TO TPI.
A -P
0.35
1099
C
0.01
0.34
REPORTS:
SBCCI 9761
P -Q
0.42
2798
C
0.08
0.34
ROBBINS
ENGINEERING, INC.
Q -R
0.53
3965
C
0.27
0.26
USING GROSS AREA TEST.
R -S
0.44
4661
C
0.30
0.14
Plate -
LOCK 20 Ga, Gross
Area
S -E
0.77
4787
C
0.13
0.64
Plate -
RHS 20 Ga, Gross
Area
E -G
0.94
4787
C
0.13
0.81
it Type
Plt Size X Y
JSI
G -T
0.94
4787
C
0.13
0.81
A LOCK
5.Ox 6.0 Ctr-1.0
0.87
T -S2
0.49
3979
C
0.28
0.21
P LOCK
4.Ox 4.0 Ctr-0.5
0.95
S2-U
0.58
3980
C
0.28
0.30
Q LOCK
3.Ox 3.0 0.2 Ctr
0.97
U -V
0.41
2818
C
0.08
0.33
E LOCK
1.0x 4.0 Ctr-0.5
0.98
V -C
0.34
1104
C
0.01
0.33
G LOCK
1.0x 4.0 Ctr-0.5
0.98
--------Bottom
Chords---------
T LOCK
4.Ox 4.0 Ctr-0.5
0.73
HO 1-6-0
i
4x4 5x6
V C
`LRY T D
J I 2x3
4x4 5x6
ii
W:308
R:1232
10-0_0
Scale: 0.290" = 1
U LOCK 3.Ox 3.0-0.2 Ctr 0.95
V LOCK 4.Ox 4.0 Ctr-0.5 0.96
C LOCK 5.Ox 6.0 Ctr-1.0 0.87
O LOCK 5.Ox 6.0 Ctr 1.0 0.87
N LOCK 4.Ox 4.0 Ctr 0.5 0.95
M LOCK 3.Ox 3.0-0.2 Ctr 0.97
H LOCK 4.Ox 4.0 0.5 0.5 0.63
K LOCK 3.Ox 3.0 0.2 Ctr 0.95
J LOCK 4.Ox 4.0 Ctr 0.5 0.96
i LOCK 5.Ox 6.0 Ctr 1.0 0.87
REFER TO ROBBINS ENG. GENERAL
NOTES AND SYMBOLS SHEET FOR
ADDITIONAL SPECIFICATIONS.
NOTES:
Trusses Manufactured by:
East Coast Lumber
Analysis Conforms To:
FBC2004
Design checked for LL on BC
per BOCA (section 1606.2.3),
IBC/IRC-2003 and FBC 2004
(section 1607.1), 20.0 psf.
Design checked for 10 psf non -
concurrent LL on BC.
Provide 2X6 continuous
strongbacks (on edge) every
10.0 Ft. Fasten to each
truss w/ 3-16d nails at
truss member(s).
This truss must be installed
as shown. It cannot be
installed upside-down.
Max comp. force 4787 Lbs
Quality Control Factor 1.25
FABRICATOR NOTES:
1. EAST COAST LUMBER 6 SUPPLY
MAURICE A. SHASHOUA,
P.E.#EB5251 6 19554
5285 ST. LUCIE BLVD.
FORT PIERCE FL. 34946
2. !!!CAUTION!!! READ "SCSI-B1
SUMMARY SHEET" BEFORE
HANDLING , INSTALLING 6
BRACING TRUSSES.
3. SEE ATTACHED DETAIL SHEET
FOR: 1-JACK NAILS.
2-TBRACE. 3-BEARING BLOCK.
4. DESIGNER: JIB
Robbins Engineering. Inc./Online Plus"' 0 1996-2006 Version 19.0.028 Engineering - Portrait 11/8R006 10:05:27 AM Page 1
Job
SB32ATF
Mark
FT4
Quan Type
3 M100
Span P1-H1 Left OH Right OH
210908 10600 0 0
I Engineering
ENGLE/SB32ATF/M#13007
HO 1-6-0
HO 1-6-0
lx3
5x6 4x4
3x3 3x3
3x3 lx4 3x3 3x3 (W)3x4 3x3 4x4
5x6
A S
T U
V G I W S2 X Y
C E
1-6-0
B D
9Y3 2x3
R Q P O H J N M L K F
p 5x6 4x4 3 3 3x3 3x3 2x3 3x3 3x3 4x4 5x4 lx3
U t
(W)20G-RHS-3x10
HGR Common Diagonal: 1-3-0 W:800
R:1235 111:1241
..BCI'-- --- -- - -- -•-- --11_7=g - - ---------- I -- - -10-2-0 - - ---_----..
- - - - - -- 21-9-8 - - -- --- -17
EXCEPT AS SHOWN ALL PLATES ARE LOCK20
Scale: 0.288" = 1'
Online Plus -- Version 19.0.028
RUN DATE: 08-NOV-06
CSI -Size- ----Lumber----
TC 0.81 4x 2 SP-#2
BC 0.98 4x 2 SP-#2
EX S1-D 4x 2 SP-SS
WB 0.62 4x 2 SP-#3
Brace truss as follows:
O.C. From To
TC Cont. 0- 0- 0 21- 9- 8
BC Cont. 0- 0- 0 21- 9- 8
Loading Live Dead (psf)
TC 40.0 10.0
BC 0.0 5.0
Total 40.0 15.0 55.0
Spacing 24.0"
Lumber Duration Factor 1.00
Plate Duration Factor 1.00
TC Fb=1.15 Fc=1.10 Ft=1.10
BC Fb=1.10 Fc=1.10 Ft=1.10
Plus 2 Unbalanced Load Cases
Plus 1 UBC LL Load Case(s)
Plus 1 BC LL Load Case(s)
Checked for NonConcurrent 200
Lbs Moving Point Load applied
at Panel Points and Mid -panel
on BC
Jt React Uplft Size Req'd
Lbs Lbs In-Sx In-Sx
Robbins Engineering,
Inc./Online Plus'
B -R
0.27
0 T
0.00
0.27
R -Q
0.65
2098 T
0.17
0.48
Q -P
0.79
3527 T
0.74
0.05
P -S1
0.98
4471 T
0.93
0.05
S1-0
0.50
4471 T
0.48
0.02
0 -H
0.74
4841 T
0.40
0.34
H -J
0.82
4871 T
0.39
0.43
J -N
0.82
4871 T
0.39
0.43
N -M
0.52
4455 T
0.48
0.04
M -L
0.41
3491 T
0.15
0.26
L -K
0.33
2018 T
0.08
0.25
K -D
0.15
0 T
0.00
0.15
-------------
Webs -------------
B -A
0.13
675 C
B -A
0.13
675 C
A -R
0.62
1567 T
R -S
0.29
1471 C
S -Q
0.43
1079 T
Q -T
0.21
1044 C
T -P
0.28
716 T
P -U
0.13
686 C
U -0
0.17
436 T
0 -V
0.08
412 C
V -H
0.21
540 T
H -G
0.05
288 C
J -I
0.15
396 T
I -N
0.16
830 C
N -W
0.22
572 T
W -M
0.14
697 C
M -X
0.29
730 T
X -L
0.21
1077 C
L -Y
0.44
1111 T
Y -K
0.30
1489 C
K -C
0.60
1512 T
D -C
0.13
678 C
D -C
0.13
678 C
B
1236
0
3-
8 1-
8
TL Defl
-0.61" in 0 -H L/408
D
1241
0
8-
0 1-
8
LL Defl
-0.45" in 0 -H L/553
DL Defl
-0.33" at H L/753
Membr
CSI
P Lbs
Axl-CSI-Bnd
Shear //
Grain in J -N 0.36
----------Top
Chords
----------
A
-S
0.35
1108
C
0.01
0.34
Plates for each ply each face.
S
-T
0.42
2824
C
0.08
0.34
PLATING
CONFORMS TO TPI.
T
-U
0.54
4009
C
0.28
0.26
REPORTS:
SBCCI 9761
U
-V
0.46
4721
C
0.31
0.15
ROBBINS
ENGINEERING, INC.
V
-G
0.67
4871
C
0.13
0.54
USING GROSS AREA TEST.
G
-i
0.81
4871
C
0.13
0.68
Plate -
LOCK 20 Ga, Gross Area
I
-W
0.78
4631
C
0.10
0.68
Plate -
RHS 20 Ga, Gross Area
W
-S2
0.49
3982
C
0.28
0.21
Jt Type
Plt Size X Y JSI
S2-X
0.58
3982
C
0.28
0.30
A LOCK
5.Ox 6.0 Ctr-1.0 0.87
X
-Y
0.39
2766
C
0.08
0.31
S LOCK
4.Ox 4.0 Ctr-0.5 0.96
Y
-C
0.32
1015
C
0.01
0.31
T LOCK
3.Ox 3.0 0.2 Ctr 0.98
--------Bottom
Chords---------
G LOCK
1.0x 4.0 Ctr-0.5 0.98
W LOCK 3.Ox 3.0-0.2 Ctr 1.00
X LOCK 3.Ox 3.0-0.2 Ctr 1.00
Y LOCK 4.Ox 4.0 Ctr-0.5 0.99
C LOCK 5.Ox 6.0 Ctr-1.0 0.84
R LOCK 5.Ox 6.0 Ctr 1.0 0.87
Q LOCK 4.Ox 4.0 Ctr 0.5 0.96
P LOCK 3.Ox 3.0-0.2 Ctr 0.98
J LOCK 2.Ox 3.0 0.2 Ctr 0.60
N LOCK 3.Ox 3.0 0.2 Ctr 1.00
M LOCK 3.Ox 3.0 0.2 Ctr 1.00
L LOCK 4.Ox 4.0 Ctr 0.5 0.99
K LOCK 5.Ox 4.0 0.5 1.0 0.97
REFER TO ROBBINS ENG. GENERAL
NOTES AND SYMBOLS SHEET FOR
ADDITIONAL SPECIFICATIONS.
NOTES:
Trusses Manufactured by:
East Coast Lumber
Analysis Conforms To:
FBC2004
Design checked for LL on BC
per BOCA (section 1606.2.3),
IBC/IRC-2003 and FBC 2004
(section 1607.1), 20.0 ps£.
Design checked for 10 psf non -
concurrent LL on BC.
Provide 2X6 continuous
strongbacks (on edge) every
10.0 Ft. Fasten to each
truss w/ 3-16d nails at
truss member (s).
This truss must be installed
as shown. It cannot be
installed upside-down.
Max comp. force 4871 Lbs
Quality Control Factor 1.25
FABRICATOR NOTES:
1. EAST COAST LUMBER 6 SUPPLY
MAURICE A. SHASHOUA,
P.E.#EB5251 6 19554
5285 ST. LUCIE BLVD.
FORT PIERCE FL. 34946
2. !!!CAUTION!!! READ "SCSI-B1
SUMMARY SHEET" BEFORE
HANDLING , INSTALLING 6
BRACING TRUSSES.
3. SEE ATTACHED DETAIL SHEET
FOR: 1-JACK NAILS.
2-TBRACE. 3-BEARING BLOCK.
4. DESIGNER: JIB
Robbins Engineering, Inc./Online PIUSTM m 1996-2006 Version 19.0.028 Engineering - Portrait 11/8/2006 10:05:27 AM Page 1
Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering
SB32ATF FT7 1 M100 191103 10600 0 0
ENGLE/SB32ATF/M#13007
HO 1-6-0 HO 1-6-0
TC-1-- --- _ ;1011,!_ 2:0-0 I_8-8_8_8,-- - --- -----. i
- - - - - -- - - - ix3
-20- 0-11 -... _._. .. E
4x6 4x4 3x3 3x3 ix4 3x3 3x3 (W)3x4 3x3 4x4 4x6
A R S T G I U S2 V W C
1-6-0
B
2x3
Q P O S1 H J N M L
5x4 4x4 3x3 (W)3x6 3x3 lx4 3x3 3x3 4x4
Common Diagonal: 1-3-0
.9- 9- 3.
BCI9-9-3--
-- - - -• - - - 19-11-3
ALL PLATES ARE LOCK20
D
R F 2x3
5x4
w: 8pp3
R:1135
Scale: 0.313" = 1'
Robbins Engineering, Inc./Online Plus-
--------Bottom Chords--------- G LOCK 1.0x 4.0 Ctr-0.5 0.98
B -Q 0.27 0 T 0.00 0.27 W LOCK 4.Ox 4.0 Ctr-0.5 0.86
Online Plus -- Version 19.0.028 Q -P 0.64 1910 T 0.16 0.48 C LOCK 4.Ox 6.0 Ctr-0.5 0.98
RUN DATE: 08-NOV-06 P -0 0.76 3161 T 0.27 0.49 Q LOCK 5.Ox 4.0-0.5 1.0 0.95
0 -S1 0.86 3925 T 0.82 0.04 P LOCK 4.Ox 4.0 Ctr 0.5 0.85
CSI -Size- ----Lumber---- S1-H 0.90 3925 T 0.82 0.08 J LOCK 1.0x 4.0 Ctr 0.5 0.98
TC 0.49 4x 2 SP-#2 H -J 0.99 4098 T 0.86 0.13 L LOCK 4.Ox 4.0 Ctr 0.5 0.86
BC 0.99 4x 2 SP-#2 J -N 0.90 4098 T 0.86 0.04 K LOCK 5.Ox 4.0 0.2 1.0 0.98
WB 0.57 4x 2 SP-#3 N -M 0.86 3887 T 0.81 0.05
M -L 0.75 3105 T 0.26 0.49
Brace truss as follows: L -K 0.63 1827 T 0.15 0.48 REFER TO ROBBINS ENG. GENERAL
O.C. From To K -D 0.28 0 T 0.00 0.28 NOTES AND SYMBOLS SHEET FOR
TC Cont. 0- 0- 0 19-11- 3-------------Webs------------- ADDITIONAL SPECIFICATIONS.
BC Cont. 0- 0- 0 19-11- 3 B -A 0.12 621 C
B -A 0.12 621 C NOTES:
Loading Live Dead (psf) A -Q 0.57 1427 T Trusses Manufactured by:
TC 40.0 10.0 Q -R 0.27 1338 C East Coast Lumber
BC 0.0 5.0 R -P 0.38 949 T Analysis Conforms To:
Total 40.0 15.0 55.0 P -S 0.18 910 C FBC2004
Spacing 24.0" S -0 0.22 572 T Design checked for LL on BC
Lumber Duration Factor 1.00 0 -T 0.11 561 C per BOCA (section 1606.2.3),
Plate Duration Factor 1.00 T -H 0.12 306 T IBC/IRC-2003 and FBC 2004
TC Fb=1.15 Fc=1.10 Ft=1.10 H -G 0.03 170 C (section 1607.1), 20.0 psf.
BC Fb=1.10 Fc=1.10 Ft=1.10 J -I 0.06 166 T Design checked for 10 psf non -
I -N 0.08 264 C concurrent LL on BC.
Plus 1 UBC LL Load Case(s) N -U 0.09 230 T Provide 2X6 continuous
Plus 1 BC LL Load Case(s) U -M 0.11 565 C strongbacks (on edge) every
M -V 0.23 593 T 10.0 Ft. Fasten to each
Checked for NonConcurrent 200 V -L 0.18 932 C truss w/ 3-16d nails at
Lbs Moving Point Load applied L -W 0.38 967 T truss member(s).
at Panel Points and Mid -panel W -K 0.27 1346 C This truss must be installed
on BC K -C 0.54 1370 T as shown. It cannot be
D -C 0.12 620 C installed upside-down.
Jt React Uplft Size Req'd D -C 0.12 620 C Max comp. force 4099 Lbs
Lbs Lbs In-Sx In-Sx Quality Control Factor 1.25
B 1137 0 5-11 1- 8 TL Defl -0.43" in H -J L/520
D 1135 0 8- 0 1- 8 LL Defl -0.32" in H -J L/701 FABRICATOR NOTES:
DL Defl -0.23" at J L/968 1. EAST COAST LUMBER 6 SUPPLY
Membr CSI P Lbs Axl-CSI-Bnd Shear // Grain in S1-H 0.46 MAURICE A. SHASHOUA,
----------Top Chords---------- P.E.#EB5251 6 19554
A -R 0.35 1009 C 0.01 0.34 Plates for each ply each face. 5285 ST. LUCIE BLVD.
R -S 0.40 2548 C 0.06 0.34 PLATING CONFORMS TO TPI. FORT PIERCE FL. 34946
S -T 0.49 3546 C 0.22 0.27 REPORTS: SBCCI 9761 2. !!!CAUTION!!! READ "SCSI-B1
T -G 0.35 4099 C 0.18 0.17 ROBBINS ENGINEERING, INC. SUMMARY SHEET" BEFORE
G -I 0.47 4099 C 0.25 0.22 USING GROSS AREA TEST. HANDLING , INSTALLING 6
I -U 0.33 3991 C 0.16 0.17 Plate - LOCK 20 Ga, Gross Area BRACING TRUSSES.
U -S2 0.37 3504 C 0.22 0.15 Plate - RHS 20 Ga, Gross Area 3. SEE ATTACHED DETAIL SHEET
S2-V 0.48 3504 C 0.22 0.26 Jt Type Plt Size X Y JSI FOR: 1-JACK NAILS.
V -W 0.37 2478 C 0.06 0.31 A LOCK 4.Ox 6.0 Ctr-0.5 0.98 2-TBRACE. 3-BEARING BLOCK.
W -C 0.31 920 C 0.00 0.31 R LOCK 4.Ox 4.0 Ctr-0.5 0.85 4. DESIGNER: JIB
Robbins Engineering, Inc,/Online Plus- 0 1996.2006 Version 19.0.028 Engineering . Portrait 1102006 10:05:29 AM Pagel
Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering
SB32ATF FT8 1 M100 171103 10600 0 0
ENGLE/SB32ATF/M#13007
HO 1-6-0 HO 1-6-0
TCL----
lx3
-3- -- -- -- is- 0-11-
(WI 3x4 E
4x6 3x4 3x3 S2 3x3 3x3 3x3 3x3 3x4 4x6
A R S G I T U v C
-i--
1-6-0
B D
2x3 Q P O H J N Sl M L R F 2x3
-� 4x4 3x3 3x3 lx4 lx4 3x3 (W)3x63x3 3x4 4x4
Common Diagonal: 1-3-0
W:511 W:800
R:1031 R:ld2_0
7- 9- 3
BC: 7-9-3 10-2-0 -- --- '.
17-11-3 - . _ ..
ALL PLATES ARE LOCR20
Scale: 0.346" = 1'
Robbins Engineering, Inc./Online Plus-
--------Bottom Chords---------
Q LOCK 4.Ox 4.0-0.5 0.5 0.97
B -Q
0.21 0
T 0.00 0.21
P LOCK 3.Ox 3.0-0.5 Ctr 1.00
Online Plus -- Version 19.0.028
Q -P
0.49 1715
T 0.11 0.38
H LOCK 1.0x 4.0 Ctr 0.5 0.98
RUN DATE: 08-NOV-06
P -0
0.50 2749
T 0.45 0.05
J LOCK 1.0x 4.0 Ctr 0.5 0.98
0 -H
0.93 3266
T 0.53 0.40
L LOCK 3.Ox 4.0 0.2 Ctr 0.99
CSI -Size- ----Lumber----
H -J
0.93 3266
T 0.53 0.40
K LOCK 4.Ox 4.0 0.2 0.5 0.99
TC 0.56 4x 2 SP42
J -N
0.86 3266
T 0.53 0.33
BC 0.93 4x 2 SP-#1
N -S1
0.55 3271
T 0.53 0.02
EX S1-D 4x 2 SP42
S1-M
0.70 3271
T 0.68 0.02
REFER TO ROBBINS ENG. GENERAL
WB 0.51 4x 2 SP-#3
M -L
0.73 2687
T 0.24 0.49
NOTES AND SYMBOLS SHEET FOR
L -K
0.61 1620
T 0.14 0.47
ADDITIONAL SPECIFICATIONS.
Brace truss as follows:
K -D
0.28 0
T 0.00 0.28
O.C. From To
-------------Webs-------------
NOTES:
TC Cont. 0- 0- 0 17-11- 3
B -A
0.11 563
C
Trusses Manufactured by:
BC Cont. 0- 0- 0 17-11- 3
B -A
0.11 563
C
East Coast Lumber
A -Q
0.51 1283
T
Analysis Conforms To:
Loading Live Dead (psf)
Q -R
0.24 1200
C
FBC2004
TC 40.0 10.0
R -P
0.31 785
T
Design checked for LL on BC
BC 0.0 5.0
P -S
0.15 747
C
per BOCA (section 1606.2.3),
Total 40.0 15.0 55.0
S -0
0.19 474
T
IBC/IRC-2003 and FBC 2004
Spacing 24.0"
0 -G
0.12 635
C
(section 1607.1), 20.0 psf.
Lumber Duration Factor 1.00
H -G
0.10 270
T
Design checked for 10 psf non -
Plate Duration Factor 1.00
J -I
0.04 209
C
concurrent LL on BC.
TC Fb=1.15 Fc=1.10 Ft=1.10
I -N
0.12 305
T
Provide 2X6 continuous
BC Fb=1.10 Fc=1.10 Ft=1.10
N -T
0.05 125
T
strongbacks (on edge) every
T -M
0.08 421
C
10.0 Ft. Fasten to each
Plus 1 UBC LL Load Case(s)
M -U
0.17 444
T
truss w/ 3-16d nails at
Plus 1 BC LL Load Case(s)
U -L
0.15 775
C
truss member(s).
L -V
0.32 811
T
This truss must be installed
Checked for NonConcurrent 200
V -K
0.24 1192
C
as shown. It cannot be
Lbs Moving Point Load applied
K -C
0.48 1216
T
installed upside-down.
at Panel Points and Mid -panel
D -C
0.10 557
C
Max comp. force 3300 Lbs
on BC
D -C
0.10 557
C
Quality Control Factor 1.25
it React Uplft Size Req'd
TL Defl -0.35"
in J -N L/575
FABRICATOR NOTES:
Lbs Lbs In-Sx In-Sx
LL Defl -0.26"
in J -N L/777
1. EAST COAST LUMBER & SUPPLY
B 1032 0 5-11 1- 8
DL Defl -0.19" at
J L/999
MAURICE A. SHASHOUA,
D 1021 0 8- 0 1- 8
Shear
// Grain
in J -N 0.36
P.E.#EB5251 & 19554
5285 ST. LUCIE BLVD.
Membr CSI P Lbs Axl-CSI-Bnd
Plates for each
ply each face.
FORT PIERCE FL. 34946
----------Top Chords----------
PLATING CONFORMS
TO TPI.
2. !!!CAUTION!!! READ 11SCSI-B1
A -R 0.38 907 C 0.00 0.38
REPORTS: SBCCI 9761
SUMMARY SHEET" BEFORE
R -S 0.43 2243 C 0.05 0.38
ROBBINS ENGINEERING, INC.
HANDLING , INSTALLING &
S -S2 0.22 2961 C 0.10 0.12
USING
GROSS AREA
TEST.
BRACING TRUSSES.
S2-G 0.54 2961 C 0.09 0.45
Plate
- LOCK 20
Ga, Gross Area
3. SEE ATTACHED DETAIL SHEET
G -]: 0.56 3266 C 0.11 0.45
Plate
- RHS 20
Ga, Gross Area
FOR: 1-JACK NAILS.
I -T 0.33 3300 C 0.02 0.31
it Type Plt Size
X Y JSI
2-TBRACE. 3-BEARING BLOCK.
T -U 0.35 2986 C 0.14 0.21
A LOCK 4.Ox 6.0
Ctr-0.5 0.88
4. DESIGNER: JIB
U -V 0.36 2166 C 0.04 0.32
V LOCK 3.Ox 4.0-0.2
Ctr 0.99
V -C 0.32 816 C 0.00 0.32
C LOCK 4.Ox 6.0
Ctr-0.5 0.87
Robbins Engineering. Inc./Online Plus" 0 1996.2006 Version 19.0.028 Engineering - Portrait 11/8/2006
10.05:30 AM Page 1
Job Mark Quan Type Span P1-H1 Left OH Right OH 1 Engineering
SB32ATF FT10 1 M100 151103 10600 0 0
ENGLE/SB32ATF/M#13007
1-6-0
HO 1-6-0
4x6 3x4
A 0
B
2x3
I �
W:511
R: 927
BC
.1
HO 1-6-0
i7-11 2-0-0 8-8 1 8-8
16- 0-11 - - - - - -'-- -- ---" -. ---- ..
1x3
3x3 3x3 3x3 3x3 3x3 4x6
G I R S T C E
P O H J N M
4x4 3x4 2x3 lx4 3x3 3x3
- -5- 9- 3 - Common Diagonal: 1-3-0
- - -5-9-3 i - - - -
-- - --- - -- - - - 15-11-3 ALL PLATES ARE LOCK20
�A5/ I D
.11 R F 2x3
L
3x3 4x4 lx3
i
i
W:800
R: 905
10-2-0 --- -- - ' - -- --' - - i
Scale: 0.388" = 1
Robbins Engineering, Inc./Online P1us-
B -P 0.13 0 T 0.00 0.13 K LOCK 4.Ox 4.0 Ctr 0.5 0.94
P -0 0.29 1488 T 0.06 0.23
Online Plus -- Version 19.0.028 0 -H 0.76 2420 T 0.26 0.50
RUN DATE: 08-NOV-06 H -J 0.76 2420 T 0.26 0.50 REFER TO ROBBINS ENG. GENERAL
J -N 0.70 2420 T 0.26 0.44 NOTES AND SYMBOLS SHEET FOR
CSI -Size- ----Lumber---- N -M 0.32 2649 T 0.13 0.19 ADDITIONAL SPECIFICATIONS.
TC 0.73 4x 2 SP-#2 M -L 0.37 2265 T 0.11 0.26
BC 0.76 4x 2 SP-SS L -K 0.31 1410 T 0.06 0.25 NOTES:
WB 0.45 4x 2 SP-#3 K -D 0.14 0 T 0.00 0.14 Trusses Manufactured by:
-------------Webs------------- East Coast Lumber
Brace truss as follows: B -A 0.09 507 C Analysis Conforms To:
O.C. From To B -A 0.09 507 C FBC2004
TC Cont. 0- 0- 0 15-11- 3 A -P 0.45 1122 T Design checked for LL on BC
BC Cont. 0- 0- 0 15-11- 3 P -Q 0.20 1032 C per BOCA (section 1606.2.3),
Q -O 0.30 768 T IBC/IRC-2003 and FBC 2004
Loading Live Dead (psf) 0 -G 0.18 920 C (section 1607.1), 20.0 psf.
TC 40.0 10.0 H -G 0.18 473 T Design checked for 10 psf non -
BC 0.0 5.0 J -I 0.06 307 C concurrent LL on BC.
Total 40.0 15.0 55.0 I -N 0.16 413 T Provide 2X6 continuous
Spacing 24.0" N -R 0.03 155 C strongbacks (on edge) every
Lumber Duration Factor 1.00 R -M 0.05 276 C 10.0 Ft. Fasten to each
Plate Duration Factor 1.00 M -S 0.11 292 T truss w/ 3-16d nails at
TC Fb=1.15 Fc=1.10 Ft=1.10 S -L 0.12 616 C truss member(s).
BC Fb=1.10 Fc=1.10 Ft=1.10 L -T 0.26 654 T This truss must be installed
T -K 0.20 1036 C as shown. It cannot be
Plus 1 UBC LL Load Case(s) K -C 0.42 1060 T installed upside-down.
Plus 1 BC LL Load Case(s) D -C 0.09 494 C Max comp. force 2602 Lbs
D -C 0.09 494 C Quality Control Factor 1.25
Checked for NonConcurrent 200
Lbs Moving Point Load applied TL Defl -0.32" in J -N L/559 FABRICATOR NOTES:
at Panel Points and Mid -panel LL Defl -0.23" in J -N L/755 1. EAST COAST LUMBER & SUPPLY
on BC DL Defl -0.17" at J L/999 MAURICE A. SHASHOUA,
Shear // Grain in 0 -H 0.44 P.E.#EB5251 & 19554
Jt React Uplft Size Req'd 5285 ST. LUCIE BLVD.
Lbs Lbs In-Sx In-Sx Plates for each ply each face. FORT PIERCE FL. 34946
B 928 0 5-11 1- 8 PLATING CONFORMS TO TPI. 2. !!!CAUTION!!! READ "BCSI-B1
D 905 0 8- 0 1- 8 REPORTS: SBCCI 9761 SUMMARY SHEET" BEFORE
ROBBINS ENGINEERING, INC. HANDLING , INSTALLING &
Membr CSI P Lbs Axl-CSI-Bnd USING GROSS AREA TEST. BRACING TRUSSES.
----------Top Chords---------- Plate - LOCK 20 Ga, Gross Area 3. SEE ATTACHED DETAIL SHEET
A -Q 0.35 793 C 0.01 0.34 Plate - RHS 20 Ga, Gross Area FOR: 1-JACK NAILS.
Q -G 0.71 2009 C 0.04 0.67 Jt Type Plt Size X Y JSI 2-TBRACE. 3-BEARING BLOCK.
G -I 0.73 2420 C 0.06 0.67 A LOCK 4.Ox 6.0 Ctr-0.5 0.77 4. DESIGNER: JIB
I -R 0.53 2602 C 0.07 0.46 C LOCK 4.Ox 6.0 Ctr-0.5 0.76
R -S 0.33 2462 C 0.06 0.27 P LOCK 4.Ox 4.0 Ctr 0.5 1.00
S -T 0.35 1850 C 0.03 0.32 0 LOCK 3.Ox 4.0-0.4 Ctr 0.93
T -C 0.32 712 C 0.00 0.32 H LOCK 2.Ox 3.0-0.2 Ctr 0.62
--------Bottom Chords--------- J LOCK 1.0x 4.0 Ctr 0.5 0.90
Robbins Engineering, Inc./Online Plus" 0 1996-2006 Version 19.0.028 Engineering - Portrait 11/8/2006 10:05:31 AM Page 1
Job
Mark
Quan
Type Span
P1-H1
Left OH Right OH
Engineering
SB32ATF
FTII
1
M100 150908
10600
0 0
I
ENGLE/SB32ATF/M#13007
HO 1-6-0
HO 1-6-0
TC _-- ----
16=0..--.2_0-0
_ice 8-8 t 8-8 1
__--.__----__---
-----__.
_-15-11- 0-
--__.a-
lx3
4x6 3x4
4x4
3x3 3x3
3x3 3x3 4x6
A Q
G
I R
s T C E
1-6-0
j B
D
- I 2x3
P
O H
J N
M
L R F 2x3
4x4
3x3 2x3
lx4 3x3
3x3
3x3 4x4 �-�lx3
Common Diagonal: 1-3-0
'
W:400
W:800
R: 920
R: 896
5- 7- 8
BC' 5-7-8
-
10-2-0
-9-8-
- - - - -
ALL PLATES ARE LOCK20
Scale: 0.390" = 1'
Robbins
Engineering,
Inc./Online
Plus-
--------Bottom
Chords ---------
B
-P
0.13
0
T
0.00
0.13
Online Plus -- Version 19.0.028
P
-0
0.29
1475
T
0.06
0.23
RUN DATE: 08-NOV-06
0
-H
0.77
2362
T
0.25
0.52
H
-J
0.77
2362
T
0.25
0.52
CSI -Size- ----Lumber----
J
-N
0.70
2362
T
0.25
0.45
TC 0.73 4x 2 SP-#2
N
-M
0.31
2605
T
0.12
0.19
BC 0.77 4x 2 SP-SS
M
-L
0.36
2235
T
0.10
0.26
WB 0.44 4x 2 SP-#3
L
-K
0.31
1395
T
0.06
0.25
K
-D
0.14
0
T
0.00
0.14
Brace truss as follows:
-------------
Webs -------------
O.C. From To
B
-A
0.09
502
C
TC Cont. 0- 0- 0 15- 9- 8
B
-A
0.09
502
C
BC Cont. 0- 0- 0 15- 9- 8
A
-P
0.44
1109
T
P
-Q
0.20
1027
C
Loading Live Dead (psf)
Q
-0
0.31
781
T
TC 40.0 10.0
0
-G
0.19
969
C
BC 0.0 5.0
H
-G
0.22
551
T
Total 40.0 15.0 55.0
J
-I
0.06
320
C
Spacing 24.0"
I
-N
0.16
418
T
Lumber Duration Factor 1.00
N
-R
0.03
158
C
Plate Duration Factor 1.00
R
-M
0.05
266
C
TC Fb=1.15 Fc=1.10 Ft=1.10
M
-S
0.11
281
T
BC Fb=1.10 Fc=1.10 Ft=1.10
S
-L
0.12
605
C
L
-T
0.25
643
T
Plus 1 UBC LL Load Case(s)
T
-K
0.20
1025
C
Plus 1 BC LL Load Case(s)
K
-C
0.42
1049
T
D
-C
0.09
489
C
Checked for NonConcurrent 200
D
-C
0.09
489
C
Lbs Moving Point Load applied
at Panel Points and Mid -panel
on BC
it React Uplft Size Req'd
Lbs Lbs In-Sx In-Sx
TL Defl -0.32" in J -N L/562
LL Defl -0.23" in J -N L/760
DL Defl -0.17" at J L/999
Shear // Grain in 0 -H 0.55
B 920 0 4- 0 1- 8 Plates for each ply each face.
D 897 0 8- 0 1- 8 PLATING CONFORMS TO TPI.
REPORTS: SBCCI 9761
Membr CSI P Lbs Axl-CSI-Bnd ROBBINS ENGINEERING, INC.
----------Top Chords---------- USING GROSS AREA TEST.
A -Q 0.35 784 C 0.01 0.34 Plate - LOCK 20 Ga, Gross Area
Q -G 0.72 2006 C 0.04 0.68 Plate - RHS 20 Gar Gross Area
G -I 0.73 2362 C 0.05 0.68 it Type Plt Size X Y JSI
I -R 0.53 2553 C 0.06 0.47 A LOCK 4.Ox 6.0 Ctr-0.5 0.76
R -S 0.33 2425 C 0.06 0.27 G LOCK 4.Ox 4.0-0.5-0.5 0.60
S -T 0.35 1828 C 0.03 0.32 C LOCK 4.Ox 6.0 Ctr-0.5 0.75
T -C 0.32 704 C 0.00 0.32 P LOCK 4.Ox 4.0 Ctr 0.5 0.99
Robbins Engineering. Inc./Online Plus" 0 1996-2006 Version 19.0,028 Engineering - Portrait 1118/2006 10:05:32 AM Page 1
0 LOCK 3.Ox 3.0-0.3 0.2 0.92
H LOCK 2.Ox 3.0-0.2 Ctr 0.72
J LOCK 1.0x 4.0 Ctr 0.5 0.90
K LOCK 4.Ox 4.0 Ctr 0.5 0.93
REFER TO ROBBINS ENG. GENERAL
NOTES AND SYMBOLS SHEET FOR
ADDITIONAL SPECIFICATIONS.
NOTES:
Trusses Manufactured by:
East Coast Lumber
Analysis Conforms To:
FBC2004
Design checked for LL on BC
per BOCA (section 1606.2.3),
IBC/IRC-2003 and FBC 2004
(section 1607.1), 20.0 psf.
Design checked for 10 psf non -
concurrent LL on BC.
Provide 2X6 continuous
strongbacks (on edge) every
10.0 Ft. Fasten to each
truss w/ 3-16d nails at
truss member(s).
This truss must be installed
as shown. It cannot be
installed upside-down.
Max comp. force 2553 Lbs
Quality Control Factor 1.25
FABRICATOR NOTES:
1. EAST COAST LUMBER & SUPPLY
MAURICE A. SHASHOUA,
P.E.#EB5251 & 19554
5285 ST. LUCIE BLVD.
FORT PIERCE FL. 34946
2. !!!CAUTION!!! READ "SCSI-B1
SUMMARY SHEET" BEFORE
HANDLING , INSTALLING &
BRACING TRUSSES.
3. SEE ATTACHED DETAIL SHEET
FOR: 1-JACK NAILS.
2-TBRACE. 3-BEARING BLOCK.
4. DESIGNER: JIB
Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering
SB32ATF FT9 1 M100 160711 10600 0 0
ENGLE/SB32ATF/M#13007
HO 176-0 HO 1-6-0
TC• - --. _:_ 1_4-3 .. 2-_0-0__ - -• 8-8. 8-8.:
16- 9- 3-
lx3
4x6 3x4 3x3 3x3 3x3 (W)3x4 3x3 3x3 4x6
A Q G I R S2 S T CE
1-6-0
H riD
2x3 P O H J N M L K F 2x3
4x4 3x4 lx4 lx4 3x3 S1 3x3 3x3 4x4 lx3
M Common Diagonal: 1-3-0 (W)3x6
I
W:511 W:800
R: 964 R: 946
i . - 6- 5-11--
HCI - 6-5-11 30-2-0
_ - --- 16-7-11 - ---- - - - -- - I
ALL PLATES ARE LOCK20
Scale: 0.373" = 1'
Robbins Engineering, Inc./Online Plus-
T -C 0.32 749 C 0.00 0.32 P LOCK 4.Ox 4.0-0.2 0.5 0.96
--------Bottom Chords--------- H LOCK 1.Ox 4.0 Ctr 0.5 0.98
Online Plus -- Version 19.0.028 B -P 0.22 0 T 0.00 0.22 J LOCK 1.0x 4.0 Ctr 0.5 0.98
RUN DATE: 08-NOV-06 P -0 0.40 1565 T 0.10 0.30 L LOCK 3.Ox 3.0 0.2 Ctr 0.97
0 -H 0.99 2716 T 0.44 0.55 K LOCK 4.Ox 4.0 Ctr 0.5 0.99
CSI -Size- ----Lumber---- H -J 0.99 2716 T 0.44 0.55
TC 0.72 4x 2 SP-#2 J -N 0.99 2716 T 0.44 0.55
BC 0.99 4x 2 SP-#1 N -S1 0.50 2872 T 0.21 0.29 REFER TO ROBBINS ENG. GENERAL
EX S1-D 4x 2 SP-#2 S1-M 0.62 2872 T 0.60 0.02 NOTES AND SYMBOLS SHEET FOR
WB 0.47 4x 2 SP-#3 M -L 0.71 2415 T 0.22 0.49 ADDITIONAL SPECIFICATIONS.
L -K 0.60 1485 T 0.13 0.47
Brace truss as follows: K -D 0.28 0 T 0.00 0.28 NOTES:
O.C. From To -------------Webs------------- Trusses Manufactured by:
TC Cont. 0- 0- 0 16- 7-11 B -A 0.10 529 C East Coast Lumber
BC Cont. 0- 0- 0 16- 7-11 B -A 0.10 529 C Analysis Conforms To:
A -P 0.47 1184 T FBC2004
Loading Live Dead (psf) P -Q 0.21 1081 C Design checked for LL on BC
TC 40.0 10.0 Q -0 0.29 733 T per BOCA (section 1606.2.3),
BC 0.0 5.0 0 -G 0.18 917 C IBC/IRC-2003 and FBC 2004
Total 40.0 15.0 55.0 H -G 0.11 277 T (section 1607.1), 20.0 psf.
Spacing 24.0" J -I 0.05 254 C Design checked for 10 psf non -
Lumber Duration Factor 1.00 I -N 0.15 383 T concurrent LL on BC.
Plate Duration Factor 1.00 N -R 0.03 141 C Provide 2X6 continuous
TC Fb=1.15 Fc=1.10 Ft=1.10 R -M 0.06 329 C strongbacks (on edge) every
BC Fb=1.10 Fc=1.10 Ft=1.10 M -S 0.13 347 T 10.0 Ft. Fasten to each
S -L 0.13 672 C truss w/ 3-16d nails at
Plus 1 UBC LL Load Case(s) L -T 0.28 710 T truss member(s).
Plus 1 BC LL Load Case(s) T -K 0.22 1092 C This truss must be installed
K -C 0.44 1115 T as shown. It cannot be
Checked for NonConcurrent 200 D -C 0.10 516 C installed upside-down.
Lbs Moving Point Load applied D -C 0.10 516 C Max comp. force 2847 Lbs
at Panel Points and Mid -panel Quality Control Factor 1.25
on BC TL Defl -0.34" in J -N L/549
LL Defl -0.25" in J -N L/743 FABRICATOR NOTES:
Jt React Uplft Size Req'd DL Defl -0.18" at J L/999 1. EAST COAST LUMBER & SUPPLY
Lbs Lbs In-Sx In-Sx Shear // Grain in J -N 0.41 MAURICE A. SHASHOUA,
B 964 0 5-11 1- 8 P.E.#EB5251 & 19554
D 946 0 8- 0 1- 8 Plates for each ply each face. 5285 ST. LUCIE BLVD.
PLATING CONFORMS TO TPI. FORT PIERCE FL. 34946
Membr CSI P Lbs Axl-CSI-Bnd REPORTS: SBCCI 9761 2. !!!CAUTION!!! READ "SCSI-B1
----------Top Chords---------- ROBBINS ENGINEERING, INC. SUMMARY SHEET" BEFORE
A -Q 0.32 837 C 0.01 0.31 USING GROSS AREA TEST. HANDLING , INSTALLING &
Q -G 0.69 2058 C 0.04 0.65 Plate - LOCK 20 Ga, Gross Area BRACING TRUSSES.
G -I 0.72 2716 C 0.07 0.65 Plate - RHS 20 Ga, Gross Area 3. SEE ATTACHED DETAIL SHEET
I -R 0.50 2847 C 0.08 0.42 Jt Type Plt Size X Y JSI FOR: 1-JACK NAILS.
R -S2 0.33 2649 C 0.07 0.26 A LOCK 4.Ox 6.0 Ctr-0.5 0.81 2-TBRACE. 3-BEARING BLOCK.
S2-S 0.29 2649 C 0.07 0.22 T LOCK 3.Ox 3.0-0.2 Ctr 0.98 4. DESIGNER: JIB
S -T 0.36 1962 C 0.04 0.32 C LOCK 4.Ox 6.0 Ctr-0.5 0.80
Robbins Engineering, Inc./Online Plus" 0 1996-2006 Version 19.0.028 Engineering - Portrait 11/82006 10:05:31 AM Page 1
Job
SB32ATF
Mark
FT6
QUan Type Span
4 M100 200508
P1-H1 Left OH Right OH
10600 0 0
I Engineering
iGLE/SB32ATF/M#13007
HO 1-6-0
NO 1-6-0
TC:._1B-eiS-Elj:_-2=0-0
- -- - --
-.:'8-8 6-8 --
- -
- --- 20- 7-
0 - - - - ---
-•
(W)3x4
lx3
4x6 4x4
3x3 3x3 3x3
3x3S2 3x3 3x3 4x4
5x6
A S
T U G
I v W X
C E
1-6-0
B
2x3
l !
W:460
R:1164
R Q P O H ,1 N
5x4 4x4 3x3 Sl 3x3 lx4 lx4 3x3
(W)20G-RHS-3x10
Common Diagonal: 1-3-0
3x3
4x4
W: 8PD3
R: 1165
;._. -- - - - - - . 10- 3- 8-----
- - ..------------•---1
BC �- - -- - - 10=g_8 .I . SO-2-0 �
_ 20-5-8 - -
EXCEPT AS SHOWN ALL PLATES ARE LOCK20
Scale: 0.305" = 1'
Online Plus -- Version 19.0.028
RUN DATE: 08-NOV-06
CSI
-Size-
----Lumber----
TC 0.51
4x 2
SP-#2
BC 0.90
4x 2
SP-#2
EX S1-D
4x 2
SP-#1
WB 0.58
4x 2
SP-#3
Brace truss as follows:
O.C. From To
TC Cont. 0- 0- 0 20- 5- 8
BC Cont. 0- 0- 0 20- 5- 8
Loading Live Dead (psf)
TC 40.0 10.0
BC 0.0 5.0
Total 40.0 15.0 55.0
Spacing 24.0"
Lumber Duration Factor 1.00
Plate Duration Factor 1.00
TC Fb=1.15 Fc=1.10 Ft=1.10
BC Fb=1.10 Fc=1.10 Ft=1.10
Plus 1 UBC LL Load Case(s)
Plus 1 BC LL Load Case(s)
Checked for NonConcurrent 200
Lbs Moving Point Load applied
at Panel Points and Mid -panel
on BC
it React Uplft Size Req'd
Lbs Lbs In-Sx In-Sx
B 1165 0 4- 0 1- 8
D 1165 0 8- 0 1- 8
Membr CSI P Lbs Axl-CSI-Bnd
----------Top Chords ----------
Robbins Engineering,
Inc./Online Plus-
--------Bottom
Chords ---------
* -R
0.27
0
T 0.00
0.27
R -Q
0.64
1962
T 0.16
0.48
Q -P
0.77
3265
T 0.28
0.49
P -S1
0.90
4075
T 0.85
0.05
S1-O
0.71
4075
T 0.67
0.04
O -H
0.74
4319
T 0.71
0.03
H -J
0.81
4319
T 0.71
0.10
J -N
0.75
4319
T 0.71
0.04
N -M
0.70
4048
T 0.66
0.04
M -L
0.61
3214
T 0.21
0.40
L -K
0.51
1881
T 0.12
0.39
K -D
0.23
0
T 0.00
0.23
-------------
webs -------------
B -A
0.12
636
C
B -A
0.12
636
C
A -R
0.58
1467
T
R -S
0.27
1375
C
S -Q
0.39
985
T
Q -T
0.19
950
C
T -P
0.24
614
T
P -U
0.11
585
C
U -0
0.10
255
T
O -G
0.07
278
C
H -G
0.06
170
T
J -I
0.07
177
T
I -N
0.07
298
C
N -V
0.11
277
T
V -M
0.12
602
C
M -W
0.25
632
T
W -L
0.19
973
C
L -X
0.40
1008
T
X -K
0.27
1387
C
K -C
0.56
1410
T
D -C
0.12
637
C
D -C
0.12
637
C
TL Defl -0.47" in H -J L/500
LL Defl -0.35" in H -J L/676
DL Defl -0.25" at H L/947
Shear // Grain in D -D 0.32
A
-S
0.35
1037
C
0.01
0.34
S
-T
0.41
2626
C
0.07
0.34
Plates for each ply each
face.
T
-U
0.51
3679
C
0.24
0.27
PLATING CONFORMS TO TPI.
U
-G
0.34
4190
C
0.18
0.16
REPORTS: SBCCI 9761
G
-I
0.50
4319
C
0.27
0.23
ROBBINS ENGINEERING, INC.
I
-S2
0.30
4173
C
0.18
0.12
USING GROSS AREA TEST.
S2-V
0.33
4173
C
0.18
0.15
Plate - LOCK 20 Ga, Gross
Area
V
-W
0.50
3640
C
0.23
0.27
Plate - RHS 20 Ga, Gross
Area
W
-X
0.37
2560
C
0.06
0.31
it Type Plt Size X Y
JSI
X
-C
0.31
947
C
0.00
0.31
A LOCK 4.Ox 6.0 0.2-0.5
0.98
S LOCK 4.Ox 4.0 Ctr-0.5 0.88
X LOCK 4.Ox 4.0 Ctr-0.5 0.90
C LOCK 5.Ox 6.0 Ctr-1.0 0.78
R LOCK 5.Ox 4.0-0.5 1.0 0.97
Q LOCK 4.Ox 4.0 Ctr 0.5 0.88
H LOCK 1.0x 4.0 Ctr 0.5 0.98
J LOCK 1.Ox 4.0 Ctr 0.5 0.98
L LOCK 4.Ox 4.0 Ctr 0.5 0.90
K LOCK 5.Ox 4.0 0.5 1.0 0.90
REFER TO ROBBINS ENG. GENERAL
NOTES AND SYMBOLS SHEET FOR
ADDITIONAL SPECIFICATIONS.
NOTES:
Trusses Manufactured by:
East Coast Lumber
Analysis Conforms To:
FBC2004
Design checked for LL on BC
per BOCA (section 1606.2.3),
IBC/IRC-2003 and FBC 2004
(section 1607.1), 20.0 psf.
Design checked for 10 psf non -
concurrent LL on BC.
Provide 2X6 continuous
strongbacks (on edge) every
10.0 Ft. Fasten to each
truss w/ 3-16d nails at
truss member(s).
This truss must be installed
as shown. It cannot be
installed upside-down.
Max comp. force 4319 Lbs
Quality Control Factor 1.25
FABRICATOR NOTES:
1. EAST COAST LUMBER & SUPPLY
MAURICE A. SHASHOUA,
P.E.#EB5251 & 19554
5285 ST. LUCIE BLVD.
FORT PIERCE FL. 34946
2. !!!CAUTION!!! READ "SCSI-B1
SUMMARY SHEET" BEFORE
HANDLING , INSTALLING &
BRACING TRUSSES.
3. SEE ATTACHED DETAIL SHEET
FOR: 1-JACK NAILS.
2-TBRACE. 3-BEARING BLOCK.
4. DESIGNER: JIB
Robbins Engineering, Inc./Online Plus'" 0 1996-2006 Version 19.0.028 Engineering - Portrait 11/82006 10:05:29 AM Page 1
Job Mark Quan Type Span Pi -Hi Left OH Right OH Engineering
SB32ATF FTS 1 M100 200508 10600 0 0
ENGLE/SB32ATF/M#13007
1-6-0
HO 1-6-0
TCI
<'------ - - - --
B
2x3
HO 1-6-0
20-5-8
_20- 7- 0- --
(W)3x4 lx3
S2
2x3 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 2x3
A U V W X Y Z AA BB CC DD EE FF GG HH C E
BC
D
2x3
T S R Q P O N M L K J 1 n u e
lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 Sllx4 lx4 lx4 lx4 lx4
Common Diagonal: 1-2-8 lx3
(W) 3x4
20-5-8
20-5-8
ALL PLATES ARE LOCK20
Scale: 0.305" = 1'
Robbins Engineering, Inc./Online P1us-
S -R 0.21 0 T 0.00 0.21
FF LOCK 1.0x 4.0 Ctr-0.5 0.98
R -Q 0.21 0 T 0.00 0.21
GG LOCK 1.0x 4.0 Ctr-0.5 0.98
Online Plus -- Version 19.0.028
Q -P 0.21 0 T 0.00 0.21
HH LOCK 1.0x 4.0 Ctr-0.5 0.98
RUN DATE: 08-NOV-06
P -0 0.21 0 T 0.00 0.21
T LOCK 1.0x 4.0 Ctr 0.5 0.98
O -N 0.21 0 T 0.00 0.21
S LOCK 1.0x 4.0 Ctr 0.5 0.98
CSI -Size- ----Lumber----
N -M 0.21 0 T 0.00 0.21
R LOCK 1.0x 4.0 Ctr 0.5 0.98
TC 0.09 4x 2 SP-#2
M -L 0.21 0 T 0.00 0.21
Q LOCK 1.0x 4.0 Ctr 0.5 0.98
BC 0.21 4x 2 SP-#2
L -S1 0.09 0 T 0.00 0.09
P LOCK 1.Ox 4.0 Ctr 0.5 0.98
WB 0.14 4x 2 SP-#3
S1-K 0.11 0 T 0.00 0.11
0 LOCK 1.0x 4.0 Ctr 0.5 0.98
K -J 0.20 0 T 0.00 0.20
N LOCK 1.0x 4.0 Ctr 0.5 0.98
Brace truss as follows:
J -I 0.21 0 T 0.00 0.21
M LOCK 1.0x 4.0 Ctr 0.5 0.98
O.C. From To
I -H 0.21 0 T 0.00 0.21
L LOCK 1.0x 4.0 Ctr 0.5 0.98
TC Cont. 0- 0- 0 20- 5- 8
H -G 0.21 0 T 0.00 0.21
K LOCK 1.0x 4.0 Ctr 0.5 0.98
BC Cont. 0- 0- 0 20- 5- 8
G -D 0.20 0 T 0.00 0.20
J LOCK 1.0x 4.0 Ctr 0.5 0.98
-------------Webs-------------
I LOCK 1.0x 4.0 Ctr 0.5 0.98
Loading Live Dead (psf)
B -A 0.10 44 C 0.00 0.10
H LOCK 1.Ox 4.0 Ctr 0.5 0.98
TC 40.0 10.0
B -A 0.11 44 C 0.00 0.11
G LOCK 1.0x 4.0 Ctr 0.5 0.98
BC 0.0 5.0
T -U 0.12 138 C 0.00 0.12
Total 40.0 15.0 55.0
S -V 0.12 132 C 0.00 0.12
Spacing 24.0"
R -W 0.12 133 C 0.00 0.12
REFER TO ROBBINS ENG. GENERAL
Lumber Duration Factor 1.00
Q -X 0.12 133 C 0.00 0.12
NOTES AND SYMBOLS SHEET FOR
Plate Duration Factor 1.00
P -Y 0.12 133 C 0.00 0.12
ADDITIONAL SPECIFICATIONS.
TC Fb=1.15 Fc=1.10 Ft=1.10
0 -Z 0.12 133 C 0.00 0.12
BC Fb=1.10 Fc=1.10 Ft=1.10
N -AA 0.12 133 C 0.00 0.12
NOTES:
M -BB 0.12 133 C 0.00 0.12
Trusses Manufactured by:
Plus 1 UBC LL Load Case(s)
L -CC 0.10 133 C 0.00 0.10
East Coast Lumber
K -DD 0.09 133 C 0.00 0.09
Analysis Conforms To:
Checked for NonConcurrent 200
J -EE 0.12 133 C 0.00 0.12
FBC2004
Lbs Moving Point Load applied
I -FF 0.12 133 C 0.00 0.12
Design checked for LL on BC
at Panel Points and Mid -panel
H -GG 0.12 131 C 0.00 0.12
per BOCA (section 1606.2.3),
on BC
G -HH 0.14 142 C 0.00 0.14
IBC/IRC-2003 and FBC 2004
D -C 0.09 47 C 0.00 0.09
(section 1607.1), 20.0 psf.
Jt React Uplft Size Req'd
D -C 0.10 47 C 0.00 0.10
Design checked for 10 psf non-
Lbs Lbs In-Sx In-Sx
concurrent LL on BC.
Cont. Brg 0- 0- 0 to 20- 5- 8
TL Defl 0.00" in D -D L/999
Prevent truss rotation at all
2250 0 Hz = 0
LL Defl 0.00" in G -D L/999
bearing locations.
DL Defl 0.00" at L/999
This truss must be installed
Membr CSI P Lbs Axl-CSI-Bnd
Shear // Grain in D -D 0.32
as shown. It cannot be
----------Top Chords----------
installed upside-down.
A -U 0.08 29 C 0.00 0.08
Plates for each ply each face.
Max comp. force 142 Lbs
U -V 0.08 18 C 0.00 0.08
PLATING CONFORMS TO TPI.
Quality Control Factor 1.25
V -W 0.07 17 C 0.00 0.07
REPORTS: SBCCI 9761
W -X 0.07 16 C 0.00 0.07
ROBBINS ENGINEERING, INC.
FABRICATOR NOTES:
X -Y 0.07 15 C 0.00 0.07
USING GROSS AREA TEST.
1. EAST COAST LUMBER 6 SUPPLY
Y -Z 0.07 13 C 0.00 0.07
Plate - LOCK 20 Ga, Gross Area
MAURICE A. SHASHOUA,
Z -S2 0.07 12 C 0.00 0.07
Plate - RHS 20 Ga, Gross Area
P.E.#EB5251 6 19554
S2-AA 0.07 12 C 0.00 0.07
Jt Type Plt Size X Y JSI
5285 ST. LUCIE BLVD.
AA -BB 0.07 12 C 0.00 0.07
U LOCK 1.0x 4.0 Ctr-0.5 0.98
FORT PIERCE FL. 34946
BB -CC 0.07 12 C 0.00 0.07
V LOCK 1.0x 4.0 Ctr-0.5 0.98
2. !!!CAUTION!!! READ 11SCSI-B1
CC-DD 0.07 11 C 0.00 0.07
W LOCK 1.Ox 4.0 Ctr-0.5 0.98
SUMMARY SHEET" BEFORE
DD-EE 0.07 12 C 0.00 0.07
X LOCK 1.0x 4.0 Ctr-0.5 0.98
HANDLING , INSTALLING 6
EE-FF 0.07 13 C 0.00 0.07
Y LOCK 1.0x 4.0 Ctr-0.5 0.98
BRACING TRUSSES.
FF-GG 0.07 15 C 0.00 0.07
Z LOCK 1.0x 4.0 Ctr-0.5 0.98
3. SEE ATTACHED DETAIL SHEET
GG-HH 0.08 14 C 0.00 0.08
AA LOCK 1.Ox 4.0 Ctr-0.5 0.98
FOR: 1-JACK NAILS.
HH-C 0.09 28 C 0.00 0.09
BB LOCK 1.Ox 4.0 Ctr-0.5 0.98
2-TBRACE. 3-BEARING BLOCK.
--------Bottom Chords---------
CC LOCK 1.0x 4.0 Ctr-0.5 0.98
4. DESIGNER: JIB
B -T 0.20 0 T 0.00 0.20
DD LOCK 1.0x 4.0 Ctr-0.5 0.98
T -S 0.21 0 T 0.00 0.21
EE LOCK 1.0x 4.0 Ctr-0.5 0.98
Robbins Engineering. Inc./Online Plus"' 0 1996-2006 Version 19.0.028
Engineering - Portrait 11/8/2006 10:05:28 AM Page 1
Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering
SB32ATF FT13 1 M100 150508 10600 0 0
ENGLE/SB32ATF/M#13007
HO 176-0 HO 1-6-0
TC� 15-5-8
lx3
E
lx4 lx4 lx4
A R S
15- 7- 0 -
lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 2x3
T U V w X Y Z AA BB B
lx4 F Q P O N M L K J I H G
lx4 lx44�- lx4 lx4 lx/4- r 1.x4 lx?4�/lx4 lx4 lx4 lx4
V l ��%..�'-L1S�'/_•-�?'�f�c''",_% �/_,.j�')�'�,.�•.r%,.._,--^'=/.L�..r:�%�`u„-.s"ors � .r =r,;-.fF' !•T.
.I
Common Diagonal: 1-2-8
lx3
15-5-8
J - - 15-5-8 - ---------- - - - ALL PLATES PLATES ARE LOCK20
Online Plus -- Version 19.0.028
RUN DATE: 08-NOV-06
CSI -Size- ----Lumber----
TC 0.11 4x 2 SP-#2
BC 0.24 4x 2 SP-#2
WB 0.20 4x 2 SP-#3
Brace truss as follows:
O.C. From To
TC Cont. 0- 0- 0 15- 5- 8
BC Cont. 0- 0- 0 15- 5- 8
Loading Live Dead (psf)
TC 40.0 10.0
BC 0.0 5.0
Total 40.0 15.0 55.0
Spacing 24.0"
Lumber Duration Factor 1.00
Plate Duration Factor 1.00
TC Fb=1.15 Fc=1.10 Ft=1.10
BC Fb=1.10 Fc=1.10 Ft=1.10
Plus 1 UBC LL Load Case(s)
Checked for NonConcurrent 200
Lbs Moving Point Load applied
at Panel Points and Mid -panel
on BC
Robbins Engineering,
Inc./Online P1us-
D -Q
0.19
0
T 0.00
0.19
Q -P
0.21
0
T 0.00
0.21
P -O
0.21
0
T 0.00
0.21
O -N
0.21
0
T 0.00
0.21
N -M
0.21
0
T 0.00
0.21
M -L
0.21
0
T 0.00
0.21
L -K
0.21
0
T 0.00
0.21
K -J
0.21
0
T 0.00
0.21
J -I
0.21
0
T 0.00
0.21
I -H
0.21
0
T 0.00
0.21
H -G
0.24
5
T 0.00
0.24
G -C
0.16
11
C 0.00
0.16
-------------
Webs -------------
D -A
0.20
60
C 0.00
0.20
Q -R
0.12
141
C 0.00
0.12
P -S
0.12
132
C 0.00
0.12
O -T
0.12
133
C 0.00
0.12
N -U
0.12
133
C 0.00
0.12
M -v
0.12
133
C 0.00
0.12
L -W
0.12
133
C 0.00
0.12
K -X
0.12
133
C 0.00
0.12
J -Y
0.12
133
C 0.00
0.12
I -Z
0.12
130
C 0.00
0.12
H -AA
0.19
150
C 0.00
0.19
G -BB
0.17
64
T 0.02
0.15
C -B
0.07
41
C 0.00
0.07
C -B
0.08
41
C 0.00
0.08
TL Defl 0.00" in H -G L/999
LL Defl 0.00" in H -G L/999
DL Defl 0.00" at L/999
Shear // Grain in C -C 0.32
it React Uplft
Size Req'd
Lbs
Lbs In-Sx
In-Sx
Plates for
each ply each face.
Cont.
Brg
0- 0-
0
to 15-
5- 8
PLATING
CONFORMS TO TPI.
1694
0
Hz
=
0
REPORTS:
SBCCI 9761
ROBBINS
ENGINEERING, INC.
Membr
CSI
P Lbs
Axl-CSI-Bnd
USING GROSS AREA TEST.
----------Top
Chords----------
Plate -
LOCK 20 Ga, Gross
Area
A -R
0.08
18
C
0.00
0.08
Plate -
RHS 20 Ga, Gross
Area
R -S
0.08
11
C
0.00
0.08
it Type
Plt Size X Y
JSI
S -T
0.08
12
C
0.00
0.08
A LOCK
1.Ox 4.0 Ctr-0.5
0.90
T -U
0.08
12
C
0.00
0.08
R LOCK
1.Ox 4.0 Ctr-0.5
0.90
U -V
0.08
13
C
0.00
0.08
S LOCK
l.Ox 4.0 Ctr-0.5
0.90
V -W
0.08
16
C
0.00
0.08
T LOCK
1.0x 4.0 Ctr-0.5
0.90
W -X
0.08
18
C
0.00
0.08
U LOCK
1.0x 4.0 Ctr-0.5
0.90
X -Y
0.08
21
C
0.00
0.08
V LOCK
1.Ox 4.0 Ctr-0.5
0.90
Y -Z
0.08
24
C
0.00
0.08
W LOCK
1.Ox 4.0 Ctr-0.5
0.90
Z -AA
0.08
26
C
0.00
0.08
X LOCK
1.0x 4.0 Ctr-0.5
0.90
AA -BB
0.11
43
C
0.00
0.11
Y LOCK
1.Ox 4.0 Ctr-0.5
0.90
BB-B
0.10
33
C
0.00
0.10
Z LOCK
1.Ox 4.0 Ctr-0.5
0.90
--------Bottom
Chords---------
AA LOCK
1.Ox 4.0 Ctr-0.5
0.90
C
2x3
Scale: 0.398" = 1'
BB LOCK 1.0x 4.0 Ctr-0.5 0.90
D LOCK 1.0x 4.0 Ctr 0.5 0.90
Q LOCK 1.Ox 4.0 Ctr 0.5 0.90
P LOCK l.Ox 4.0 Ctr 0.5 0.90
O LOCK 1.0x 4.0 Ctr 0.5 0.90
N LOCK 1.Ox 4.0 Ctr 0.5 0.90
M LOCK 1.0x 4.0 Ctr 0.5 0.90
L LOCK 1.Ox 4.0 Ctr 0.5 0.90
K LOCK 1.0x 4.0 Ctr 0.5 0.90
J LOCK 1.0x 4.0 Ctr 0.5 0.90
I LOCK 1.0x 4.0 Ctr 0.5 0.90
H LOCK 1.0x 4.0 Ctr 0.5 0.90
G LOCK 1.0x 4.0 Ctr 0.5 0.90
REFER TO ROBBINS ENG. GENERAL
NOTES AND SYMBOLS SHEET FOR
ADDITIONAL SPECIFICATIONS.
NOTES:
Trusses Manufactured by:
East Coast Lumber
Analysis Conforms To:
FBC2004
Design checked for LL on BC
per BOCA (section 1606.2.3),
IBC/IRC-2003 and FBC 2004
(section 1607.1), 20.0 psf.
Design checked for 10 psf non -
concurrent LL on BC.
This truss must be installed
as shown. It cannot be
installed upside-down.
Max comp. force 150 Lbs
Quality Control Factor 1.25
FABRICATOR NOTES:
1. EAST COAST LUMBER 6 SUPPLY
MAURICE A. SHASHOUA,
P.E.#EB5251 6 19554
5285 ST. LUCIE BLVD.
FORT PIERCE FL. 34946
2. !!!CAUTION!!! READ "SCSI-B1
SUMMARY SHEET" BEFORE
HANDLING , INSTALLING 6
BRACING TRUSSES.
3. SEE ATTACHED DETAIL SHEET
FOR: 1-JACK NAILS.
2-TBRACE. 3-BEARING BLOCK.
4. DESIGNER: JIB
Robbins Engineering, Inc./Online PIUs"' Q 1996-2006 Version 19.0.028 Engineering . Portrait 11/82006 10:05:33 AM Page 1
Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering
SB32ATF FT12 4 M100 150908 10600 0 0
ENGLE/SB32ATF/M#13007
1-6-0
HO 1-6-0
TCi-- ---- ----
=- -----
lx3
4x6 3x3
A C 0
B
2x3
-- _ 9-8_! 9-8_ - 2-0-0 - -9-8 =-9-8 I-- - - -- - - - -
... ---- - - -- - -- - -- -- -- 15-11- 0 -- ---------------- --- ---- ---- ---
3x3 3x3 3x3 3x3 3x3
R G I S T
HO 1-6-0
4x6
E
L
\/
I
IIV-
,
II
,M
lx3 4x4 --- - -- 3 3x3 lx4_ -� lx4 3x3 3x3
-7- �- 8
iCommon Diagonal: 1-3-0
W:800
R: 908
BCI 7-10-0 7-11-8
15-9-8
ALL PLATES ARE LOCK20
Robbins Engineering, Inc./Online Plus-
B -P 0.28 0 T 0.00 0.28
P -0 0.59 1420 T 0.12 0.47
Online Plus -- Version 19.0.028 0 -N 0.59 2272 T 0.21 0.38
RUN DATE: 08-NOV-06 N -H 0.61 2589 T 0.54 0.07
H -J 0.64 2589 T 0.54 0.10
CSI -Size- ----Lumber---- J -M 0.56 2589 T 0.54 0.02
TC 0.40 4x 2 SP-#2 M -L 0.59 2301 T 0.21 0.38
BC 0.64 4x 2 SP-#2 L -K 0.60 1477 T 0.13 0.47
WB 0.44 4x 2 SP-#3 K -F 0.31 0 T 0.00 0.31
------------- Webs -------------
Brace truss as follows: B -A 0.09 496 C
O.C. From To B -A 0.09 496 C
TC Cont. 0- 0- 0 15- 9- 8 A -P 0.42 1067 T
BC Cont. 0- 0- 0 15- 9- 8 P -Q 0.21 1043 C
Q -0 0.26 648 T
Loading Live Dead (psf) 0 -R 0.12 616 C
TC 40.0 10.0 R -N 0.12 300 T
BC 0.0 5.0 N -G 0.06 319 C
Total 40.0 15.0 55.0 H -G 0.06 172 T
Spacing 24.0" J -I 0.06 164 T
Lumber Duration Factor 1.00 I -M 0.06 284 C
Plate Duration Factor 1.00 M -S 0.11 279 T
TC Fb=1.15 Fc=1.10 Ft=1.10 S -L 0.12 595 C
BC Fb=1.10 Fc=1.10 Ft=1.10 L -T 0.25 626 T
T -K 0.20 1031 C
Plus 1 UBC LL Load Case(s) K -E 0.44 1108 T
Plus 1 BC LL Load Case(s) F -E 0.09 495 C
F -E 0.09 495 C
Checked for NonConcurrent 200
Lbs Moving Point Load applied TL Defl -0.18" in H -J L/977
at Panel Points and Mid -panel LL Defl -0.14" in H -J L/999
on BC DL Defl -0.12" at J L/999
Shear // Grain in F -F 0.32
Jt React Uplft Size Req'd
Lbs Lbs In-Sx In-Sx Plates for each ply each face.
B 909 0 8- 0 1- 8 PLATING CONFORMS TO TPI.
F 908 0 4- 0 1- 8 REPORTS: SBCCI 9761
ROBBINS ENGINEERING, INC.
Membr CSI P Lbs Axl-CSI-Bnd USING GROSS AREA TEST.
----------Top Chords---------- Plate - LOCK 20 Ga, Gross Area
A -Q 0.34 717 C 0.00 0.34 Plate - RHS 20 Ga, Gross Area
Q -R 0.37 1856 C 0.03 0.34 Jt Type Plt Size X Y JSI
R -G 0.24 2420 C 0.01 0.23 A LOCK 4.Ox 6.0 Ctr-0.5 0.77
G -I 0.26 2589 C 0.09 0.17 E LOCK 4.Ox 6.0 Ctr-0.5 0.76
I -S 0.23 2439 C 0.01 0.22 P LOCK 4.Ox 4.0 Ctr 0.5 0.95
S -T 0.40 1899 C 0.03 0.37 H LOCK 1.0x 4.0 Ctr 0.5 0.90
T -E 0.37 783 C 0.00 0.37 J LOCK 1.0x 4.0 Ctr 0.5 0.90
--------Bottom Chords--------- K LOCK 4.Ox 4.0 Ctr 0.5 0.99
Robbins Engineering, Inc./Online Plus- 0 1996-2006 Version 19.0.028 Engineering - Portrait 11/8/2006 10:05:33 AM Page 1
F
2x3
4x4
WI400
R: 908
- t
Scale: 0.390" = 1'
REFER TO ROBBINS ENG. GENERAL
NOTES AND SYMBOLS SHEET FOR
ADDITIONAL SPECIFICATIONS.
NOTES:
Trusses Manufactured by:
East Coast Lumber
Analysis Conforms To:
FBC2004
Design checked for LL on BC
per BOCA (section 1606.2.3),
IBC/IRC-2003 and FBC 2004
(section 1607.1), 20.0 psf.
Design checked for 10 psf non -
concurrent LL on BC.
Provide 2X6 continuous
strongbacks (on edge) every
10.0 Ft. Fasten to each
truss w/ 3-16d nails at
truss member(s).
This truss must be installed
as shown. It cannot be
installed upside-down.
Max comp. force 2589 Lbs
Quality Control Factor 1.25
FABRICATOR NOTES:
1. EAST COAST LUMBER & SUPPLY
MAURICE A. SHASHOUA,
P.E.#EB5251 & 19554
5285 ST. LUCIE BLVD.
FORT PIERCE FL. 34946
2. !!!CAUTION!!! READ "SCSI-B1
SUMMARY SHEET" BEFORE
HANDLING , INSTALLING &
BRACING TRUSSES.
3. SEE ATTACHED DETAIL SHEET
FOR: 1-JACK NAILS.
2-TBRACE. 3-BEARING BLOCK.
4. DESIGNER: JIB
Job Mark Quan Type Span P1-H1 Left OH Right OH 1 Engineering
SB32ATF FT14 1 M100 150213 10600 0 0
ENGLE/SB32ATF/M#13007
HO 1-6-0 HO 1-6-0
ra
0
TCf 9-B 9-B I 2-0-0 _1-1-1-0-5 ~
�- ----- --- --- - - -15- 4- 5--- ----- - -----
lx3 lx3
4x6 3x3 3x3 3x3 ix4 3x3 3x3 4x4
AC
Q
R
H
J
S
T
B
2x3
D
P
O
N
I
A
M
L
1.3 �X
W:308
R: 873
BC`
i
4x4 3x3 3x3 lx4 3x3 3x3
Common Diagonal: 1-3-0
7-11- 8
7-10-0 7-4-13
15-2-13
ALL PLATES ARE LOCK20
G
2x3
4x4
w:308
R: 863
i -
Scale: 0.401" = 1'
Robbins Engineering, Inc./Online Plus-
B -P 0.28 0 T 0.00 0.28 NOTES AND SYMBOLS SHEET FOR
P -0 0.59 1354 T 0.12 0.47 ADDITIONAL SPECIFICATIONS.
Online Plus -- Version 19.0.028 0 -N 0.58 2146 T 0.20 0.38
RUN DATE: 08-NOV-06 N -I 0.54 2387 T 0.50 0.04 NOTES:
I -K 0.63 2387 T 0.50 0.13 Trusses Manufactured by:
CSI -Size- ----Lumber---- K -M 0.66 2169 T 0.20 0.46 East Coast Lumber
TC 0.39 4x 2 SP-#2 M -L 0.59 1387 T 0.12 0.47 Analysis Conforms To:
BC 0.66 4x 2 SP-#2 L -G 0.28 0 T 0.00 0.28 FBC2004
WB 0.41 4x 2 SP-#3-------------Webs------------- Design checked for LL on BC
B -A 0.09 476 C per BOCA (section 1606.2.3),
Brace truss as follows: B -A 0.09 476 C IBC/IRC-2003 and FBC 2004
O.C. From To A -P 0.40 1019 T (section 1607.1), 20.0 psf.
TC Cont. 0- 0- 0 15- 2-13 P -Q 0.20 994 C Design checked for 10 psf non -
BC Cont. 0- 0- 0 15- 2-13 Q -0 0.24 602 T concurrent LL on BC.
0 -R 0.11 572 C Provide 2X6 continuous
Loading Live Dead (psf) R -N 0.09 245 T strongbacks (on edge) every
TC 40.0 10.0 N -H 0.07 249 C 10.0 Ft. Fasten to each
BC 0.0 5.0 I -H 0.06 156 T truss w/ 3-16d nails at
Total 40.0 15.0 55.0 K -J 0.03 189 C truss member(s).
Spacing 24.0" K -S 0.14 352 T This truss must be installed
Lumber Duration Factor 1.00 S -M 0.11 573 C as shown. It cannot be
Plate Duration Factor 1.00 M -T 0.23 586 T installed upside-down.
TC Fb=1.15 Fc=1.10 Ft=1.10 T -L 0.19 989 C Max comp. force 2387 Lbs
BC Fb=1.10 Fc=1.10 Ft=1.10 L -E 0.41 1045 T Quality Control Factor 1.25
G -E 0.17 857 C
Plus 1 UBC LL Load Case(s) FABRICATOR NOTES:
Plus 1 BC LL Load Case(s) TL Defl -0.16" in N -I L/999 1. EAST COAST LUMBER & SUPPLY
LL Defl -0.12" in N -I L/999 MAURICE A. SHASHOUA,
Checked for NonConcurrent 200 DL Defl -0.12" at I L/999 P.E.#EB5251 & 19554
Lbs Moving Point Load applied Shear // Grain in G -G 0.32 5285 ST. LUCIE BLVD.
at Panel Points and Mid -panel FORT PIERCE FL. 34946
on BC Plates for each ply each face. 2. !!!CAUTION!!! READ "SCSI-Bl
PLATING CONFORMS TO TPI. SUMMARY SHEET" BEFORE
Jt React Uplft Size Req'd REPORTS: SBCCI 9761 HANDLING , INSTALLING &
Lbs Lbs In-Sx In-Sx ROBBINS ENGINEERING, INC. BRACING TRUSSES.
B 873 0 3- 8 1- 8 USING GROSS AREA TEST. 3. SEE ATTACHED DETAIL SHEET
G 863 0 3- 8 1- 8 Plate - LOCK 20 Gar Gross Area FOR: 1-JACK NAILS.
Plate - RHS 20 Gar Gross Area 2-TBRACE. 3-BEARING BLOCK.
Membr CSI P Lbs Axl-CSI-Bnd Jt Type Plt Size X Y JSI 4. DESIGNER: JIB
----------Top Chords---------- A LOCK 4.Ox 6.0 Ctr-0.5 0.73
A -Q 0.34 684 C 0.00 0.34 J LOCK 1.0x 4.0 Ctr-0.5 0.90
Q -R 0.37 1759 C 0.03 0.34 E LOCK 4.Ox 4.0-0.5-0.5 0.79
R -H 0.25 2267 C 0.01 0.24 P LOCK 4.Ox 4.0 Ctr 0.5 0.90
H -J 0.31 2387 C 0.01 0.30 I LOCK 1.0x 4.0 Ctr 0.5 0.90
J -S 0.31 2387 C 0.01 0.30 L LOCK 4.Ox 4.0 Ctr 0.5 0.93
S -T 0.39 1782 C 0.03 0.36
T -E 0.36 721 C 0.00 0.36
--------Bottom Chords--------- REFER TO ROBBINS ENG. GENERAL
Robbins Engineering, Inc./Online Plus" 0 1996.2006 Version 19.0.028 Engineering -Portrait 11/6/2006 10:05:34 AM Pagel
Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering
SB32ATF FT16 1 M100 130213 10600 0 0
ENGLE/SB32ATF/M#13007
HO 1-6-0 HO 1-6-0
m
0
'2-0-0---' --'' 9-2 1 9-3
lx3 1x3
4x4 3x3 3x3 3x3 3x3 3x3 4x4
1-6-0
A C
Q
R
H
J
S
1
H
2x3
O
P
0
N
I
K
M
L
1 x 3 4x4
�; ..
i
fI1-
W:800
R: 753
BC
3x3 3x3 1x4
- -7-11- 8 Co=on_Diagonal: 17_;k70_-i_
7-10-0
13-2-13
ALL PLATES ARE LOCK20
1x4 3x3 4x4 jam"
I I
W 511
R: 770
5-4-13
G
4x4
Scale: 0.450" = 1'
Robbins Engineering, Inc./Online P1us-
B -P 0.28 0 T 0.00 0.28 REFER TO ROBBINS ENG. GENERAL
P -0 0.57 1134 T 0.10 0.47 NOTES AND SYMBOLS SHEET FOR
Online Plus -- Version 19.0.028 0 -N 0.54 1720 T 0.17 0.37 ADDITIONAL SPECIFICATIONS.
RUN DATE: 08-NOV-06 N -I 0.80 1717 T 0.36 0.44
I -K 0.92 1717 T 0.36 0.56 NOTES:
CSI -Size- ----Lumber---- K -M 0.92 1717 T 0.36 0.56 Trusses Manufactured by:
TC 0.51 4x 2 SP-#2 M -L 0.47 1147 T 0.10 0.37 East Coast Lumber
BC 0.92 4x 2 SP-#2 L -G 0.25 0 T 0.00 0.25 Analysis Conforms To:
WB 0.34 4x 2 SP-#3-------------Webs------------- FBC2004
B -A 0.08 411 C Design checked for LL on BC
Brace truss as follows: B -A 0.08 411 C per BOCA (section 1606.2.3),
O.C. From To A -P 0.34 857 T IBC/IRC-2003 and FBC 2004
TC Cont. 0- 0- 0 13- 2-13 P -Q 0.16 829 C (section 1607.1), 20.0 psf.
BC Cont. 0- 0- 0 13- 2-13 Q -0 0.17 445 T Design checked for 10 psf non-
0 -R 0.08 422 C concurrent LL on BC.
Loading Live Dead (psf) R -N 0.04 112 T Provide 2X6 continuous
TC 40.0 10.0 N -H 0.11 278 T strongbacks (on edge) every
BC 0.0 5.0 I -H 0.03 189 C 10.0 Ft. Fasten to each
Total 40.0 15.0 55.0 K -J 0.11 276 T truss w/ 3-16d nails at
Spacing 24.0" J -M 0.13 651 C truss member(s).
Lumber Duration Factor 1.00 M -S 0.19 488 T This truss must be installed
Plate Duration Factor 1.00 S -L 0.16 835 C as shown. It cannot be
TC Fb=1.15 Fc=1.10 Ft=1.10 L -E 0.34 866 T installed upside-down.
BC Fb=1.10 Fc=1.10 Ft=1.10 G -E 0.08 420 C Max comp. force 1754 Lbs
G -E 0.08 420 C Quality Control Factor 1.25
Plus 1 UBC LL Load Case(s)
Plus 1 BC LL Load Case(s) TL Defl -0.17" in N -I L/841 FABRICATOR NOTES:
LL Defl -0.13" in N -I L/999 1. EAST COAST LUMBER & SUPPLY
Checked for NonConcurrent 200 DL Defl -0.12" at I L/999 MAURICE A. SHASHOUA,
Lbs Moving Point Load applied Shear // Grain in N -I 0.34 P.E.#EB5251 & 19554
at Panel Points and Mid -panel 5285 ST. LUCIE BLVD.
on BC Plates for each ply each face. FORT PIERCE FL. 34946
PLATING CONFORMS TO TPI. 2. !!!CAUTION!!! READ "BCSI-B1
Jt React Uplft Size Req'd REPORTS: SBCCI 9761 SUMMARY SHEET" BEFORE
Lbs Lbs In-Sx In-Sx ROBBINS ENGINEERING, INC. HANDLING , INSTALLING &
B 753 0 8- 0 1- 8 USING GROSS AREA TEST. BRACING TRUSSES.
G 770 0 5-11 1- 8 Plate - LOCK 20 Ga, Gross Area 3. SEE ATTACHED DETAIL SHEET
Plate - RHS 20 Ga, Gross Area FOR: 1-JACK NAILS.
Membr CSI P Lbs Axl-CSI-Bnd Jt Type Plt Size X Y JSI 2-TBRACE. 3-SEARING BLOCK.
----------Top Chords---------- A LOCK 4.Ox 4.0-0.5-0.5 0.99 4. DESIGNER: JIB
A -Q 0.33 575 C 0.00 0.33 E LOCK 4.Ox 4.0 0.5-0.5 1.00
Q -R 0.35 1434 C 0.02 0.33 P LOCK 4.Ox 4.0 Ctr 0.5 0.76
R -H 0.32 1754 C 0.00 0.32 I LOCK 1.0x 4.0 Ctr 0.5 0.90
H -J 0.51 1717 C 0.03 0.48 K LOCK 1.0x 4.0 Ctr 0.5 0.90
J -S 0.49 1382 C 0.01 0.48 L LOCK 4.Ox 4.0 Ctr 0.5 0.77
S -E 0.29 582 C 0.00 0.29 G LOCK 4.Ox 4.0 1.2 0.5 0.60
--------Bottom Chords---------
RobbinsEngineering, Inc./Online Plus"' 0 1996-2006 Version 19.0.028 Engineering - Portrait 11/8/2006 10:05:35 AM Page 1
Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering
SB32ATF FG20 1 FLAT 90605 10600 0 0
ENGLE/SB32ATF/M#13007
HO 1-6-0 HO 1-6-0
TC. .. .---. 9-6-5
3x3 2x4
G H
3x8 3x8
A B
1-6-0
D C
2x4 0 F E x4
3x8 4x8
w:8001 W:511
R:1047 R:1047
BCj-'---
L 9-6-5
ALL PLATES ARE LOCK20
Scale: 0.623" = 1'
.0 :ttf:'
ATtiKiwSYS^7
Robbins Engineering,
Inc./Online Plus'"
Jt React
Uplft
Size
Req'd
Lbs
Lbs
In-Sx
In-Sx
Online Plus -- Version 19.0.028 D 1048
0
8- 0
1- 8
RUN DATE: 08-NOV-06 C 1048
0
5-11
1- 8
CSI -Size- ----Lumber----
TC 0.52 2x 4 SP-#2
BC 0.67 2x 4 SP-#2
WB 0.78 2x 4 SP-#3
Brace truss as follows:
O.C. From To
TC Cont. 0- 0- 0 9- 6- 5
BC Cont. 0- 0- 0 9- 6- 5
Loading Live Dead (psf)
TC 40.0 10.0
BC 0.0 5.0
Total 40.0 15.0 55.0
Spacing 24.0"
Lumber Duration Factor 1.00
Plate Duration Factor 1.00
TC Fb=1.00 Fc=1.00 Ft=1.00
BC Fb=1.00 Fc=1.00 Ft=1.00
Load Case # 1 Standard Loading
Lumber Duration Factor 1.00
Plate Duration Factor 1.00
plf - Live Dead From To
TC V 80 20 0.0' 9.5'
BC V 0 10 0.0' 9.5'
TC V 0 110 0.0' 9.5'
Plus 1 UBC LL Load Case(s)
Checked for NonConcurrent 200
Lbs Moving Point Load applied
at Panel Points and Mid -panel
on BC
Membr
CSI
P Lbs
Axl-CSI-Bnd
----------Top
Chords ----------
A -G
0.51
1821
C 0.04 0.47
G -H
0.43
1817
C 0.04 0.39
H -B
0.52
1817
C 0.04 0.48
--------Bottom
Chords ---------
D -F
0.38
0
T 0.00 0.38
F -E
0.67
1821
T 0.33 0.34
E -C
0.35
0
T 0.00 0.35
-------------
Webs -------------
D -A
0.20
1020
C
A -F
0.78
1956
T
F -G
0.13
694
C
G -E
0.06
166
C
E -H
0.13
693
C
E -B
0.78
1952
T
C -B
0.20
1019
C
TL Defl -0.08" in F -E L/999
LL Defl -0.03" in F -E L/999
DL Defl 0.00" at L/999
Shear // Grain in A -G 0.60
Plates for each ply each face.
PLATING CONFORMS TO TPI.
REPORTS: SBCCI 9761
ROBBINS ENGINEERING, INC.
BASED ON SP LUMBER
USING GROSS AREA TEST.
Plate - LOCK 20 Ga, Gross Area
Plate - RHS 20 Ga, Gross Area
Jt Type Plt Size X Y JSI
A LOCK 3.Ox 8.0 0.5 Ctr 0.97
B LOCK 3.Ox 8.0-0.5 Ctr 0.97
F LOCK 3.Ox 8.0-0.5 Ctr 0.97
E LOCK 4.Ox 8.0 1.0 Ctr 1.00
REFER TO ROBBINS ENG. GENERAL
NOTES AND SYMBOLS SHEET FOR
ADDITIONAL SPECIFICATIONS.
NOTES:
Trusses Manufactured by:
East Coast Lumber
Analysis Conforms To:
FBC2004
Design checked for LL on BC
per BOCA (section 1606.2.3),
IBC/IRC-2003 and FBC 2004
(section 1607.1), 20.0 psf.
Design checked for 10 psf non -
concurrent LL on BC.
This truss must be installed
as shown. It cannot be
installed upside-down.
Unbalanced Loads Checked
Load Factors = 1.00 and 0.00
Max comp. force 1821 Lbs
Quality Control Factor 1.00
FABRICATOR NOTES:
1. EAST COAST LUMBER & SUPPLY
MAURICE A. SHASHOUA,
P.E.#EB5251 6 19554
5285 ST. LUCIE BLVD.
FORT PIERCE FL. 34946
2. !!!CAUTION!!! READ "SCSI-B1
SUMMARY SHEET" BEFORE
HANDLING INSTALLING &
BRACING TRUSSES.
3. SEE ATTACHED DETAIL SHEET
FOR: 1-JACK NAILS.
2-TBRACE. 3-SEARING BLOCK.
4. DESIGNER: JIB
Robbins Engineering, Inc./Online Plus"' 0 1996-2006 Version 19.0.026 Engineering -Portrait 11/62006 70:05:22 AM Pagel
Job
SB32ATF
Mark
FT23
Quan
1
Type Span
M100 31107
P1-H1
10600
Left OH Right OH
0 0
Engineering
ENGLE/SB32ATF/M#13007
HO 1-6-0
HO 1-6-0
TC_ - ...
- 3-11-7
_.
- --- - - -- -
3x4
3x3
2x3
F
I
1-6-0
!
B
D
2x3
E
x4
�-
L �
I
3x3
Common Diagonal: 1-3-0
I
I
I
W:308
HGR
R: 231
R: 262
BC,
3-11-7
-
3-11-7
ALL PLATES ARE
LOCK20
Scale: 0.854" = 1'
Robbins
Engineering,
Inc./Online
Plus -
A
-F
0.29
149
C
0.00
0.29
F
-C
0.29
0
T
0.00
0.29
Online Plus
-- Version
19.0.028
--------Bottom
Chords---------
RUNDATE:
08-NOV-06
B
-E
0.35
0
T
0.00
0.35
E
-D
0.46
156
T
0.01
0.45
CSI -Size-
----Lumber----
-------------
Webs -------------
TC
0.29 4x
2 SP-#2
B
-A
0.02
117
C
BC
0.46 4x
2 SP-#2
B
-A
0.02
117
C
WB
0.08 4x
2 SP-#3
A
-E
0.08
221
T
E
-F
0.03
100
C
Brace truss
as follows:
F
-D
0.04
237
C
O.C.
From
To
D
-C
0.00
14
C
TC
Cont.
0- 0- 0
3-11- 7
D
-C
0.00
14
C
BC
Cont.
0- 0- 0
3-11- 7
Loading Live Dead (psf)
TC 40.0 10.0
BC 0.0 5.0
Total 40.0 15.0 55.0
Spacing 24.0"
Lumber Duration Factor 1.00
Plate Duration Factor 1.00
TC Fb=1.15 Fc=1.10 Ft=1.10
BC Fb=1.10 Fc=1.10 Ft=1.10
Plus 1 UBC LL Load Case(s)
Checked for NonConcurrent 200
Lbs Moving Point Load applied
at Panel Points and Mid -panel
on BC
Jt React Uplft Size Req'd
Lbs Lbs In-Sx In-Sx
B 231 0 3- 8 1- 8
D 263 0 3- 8 1- 8
TL Defl 0.01" in E -D L/999
LL Defl 0.01" in E -D L/999
DL Defl 0.00" at L/999
Shear // Grain in D -D 0.32
Plates for each ply each face.
PLATING CONFORMS TO TPI.
REPORTS: SBCCI 9761
ROBBINS ENGINEERING, INC.
USING GROSS AREA TEST.
Plate - LOCK 20 Ga, Gross Area
Plate - RHS 20 Ga, Gross Area
Jt Type Plt Size X Y JSI
A LOCK 3.Ox 4.0-0.5 Ctr 0.90
D LOCK 3.Ox 4.0 0.5 Ctr 0.90
REFER TO ROBBZNS ENG. GENERAL
NOTES AND SYMBOLS SHEET FOR
ADDITIONAL SPECIFICATIONS.
NOTES:
FBC2004
Design checked for LL on BC
per BOCA (section 1606.2.3),
IBC/IRC-2003 and FBC 2004
(section 1607.1), 20.0 psf.
Design checked for 10 psf non -
concurrent LL on BC.
This truss must be installed
as shown. It cannot be
installed upside-down.
Max comp. force 237 Lbs
Quality Control Factor 1.25
FABRICATOR NOTES:
1. EAST COAST LUMBER 6 SUPPLY
MAURICE A. SHASHOUA,
P.E.#EB5251 & 19554
5285 ST. LUCIE BLVD.
FORT PIERCE FL. 34946
2. !!!CAUTION!!! READ "SCSI-B1
SUMMARY SHEET" BEFORE
HANDLING INSTALLING &
BRACING TRUSSES.
3. SEE ATTACHED DETAIL SHEET
FOR: 1-JACK NAILS.
2-TBRACE. 3-BEARING BLOCK.
4. DESIGNER: JIB
Trusses Manufactured by:
Membr CSI P Lbs Axl-CSI-Bnd East Coast Lumber
----------Top Chords---------- Analysis Conforms To:
Robbins Engineering, Inc./Online Plus- 0 1996-2006 Version 19.0.028 Engineering -Portrait 1 tI82006 10:05:37 AM Page 1
Job
Mark
Quan Type
Span P1-H1
Left OH
Right OH
Engineering
SB32ATF
FG17
1*2P FLAT
120100 10600
0
0
ENGLE/SB32ATF/M#13007
HO 1-6-0
HO 1-6-0
-TC,._.1271-0
- - ---.
-----
-- ----- ----
3x3
2x4
H
F
6x6
6x6
ACii
�8
.
1-6-0
0
-
;qoc
D
2x4 v
G
2x4
6x6
!.I
E
W:800
7x10
HGR
R:2410
R:2493
BC'
12-1-0
12-1-0
ALL PLATES ARE LOCK20
Scale: 0.500" = 1'
��.
0
®
�ILYu4�l�
Online Plus -- Version 19.0.028
RUN DATE: 08-NOV-06
* 2-Ply Truss
CSI -Size- ----Lumber----
TC 0.87 2x 4 SP-#2
BC 0.79 2x 4 SP-#2
WB 0.23 2x 4 SP-#3
EX A -G 2x 4 SP-#2
EX E -F 2x 6 SP-#2
EX E -B 2x 4 SP-#2
Brace truss as follows:
O.C. From To
TC Cont. 0- 0- 0 12- 1- 0
BC Cont. 0- 0- 0 12- 1- 0
Loading Live Dead (psf)
TC 40.0 10.0
BC 0.0 5.0
Total 40.0 15.0 55.0
Spacing 24.0"
Lumber Duration Factor 1.00
Plate Duration Factor 1.00
TC Fb=1.00 Fc=1.00 Ft=1.00
BC Fb=1.00 Fc=1.00 Ft=1.00
Load Case # 1 Standard Loading
Lumber Duration Factor 1.00
Plate Duration Factor 1.00
plf - Live Dead From To
TC V 80 20 0.0' 12.1'
BC V 0 10 0.0' 12.1'
TC V 200 75 0.0' 12.1'
BC V 183 69 8.0' CL-LB
Plus 1 UBC LL Load Case(s)
Checked for NonConcurrent 200
Lbs Moving Point Load applied
at Panel Points and Mid -panel
on BC
Robbins Engineering, Inc./Online Plus -
it React Uplft Size Req'd
Lbs Lbs In-Sx In-Sx
D 2410 0 8- 0 1- 8
C 2494 0 3- 8 1- 8
Membr CSI P Lbs Axl-CSI-Bnd
----------Top Chords ----------
A
-H
0.63
5485
C 0.10
0.73
H -F
0.69
5736
C 0.10
0.59
F -B
0.87
5736
C 0.12
0.75
--------Bottom
Chords
---------
D -G
0.23
0
T 0.00
0.23
G -E
0.79
5485
T 0.63
0.16
E -C
0.25
0
T 0.00
0.25
-------------
Webs -------------
D -A
0.23
2363
C
A -G
0.66
5739
T
G -H
0.16
1668
C
H -E
0.05
276
T
E -F
0.06
1581
C
E -B
0.69
6000
T
C -B
0.23
2442
C
TL Defl -0.19" in G -E L/710
LL Defl -0.14" in G -E L/978
DL Defl -0.12" at E L/999
Shear // Grain in A -H 0.69
Plates for each ply each face.
PLATING CONFORMS TO TPI.
REPORTS: SBCCI 9761
ROBBINS ENGINEERING, INC.
BASED ON SP LUMBER
USING GROSS AREA TEST.
Plate - LOCK 20 Ga, Gross Area
Plate - RHS 20 Ga, Gross Area
it Type Plt Size X Y JSI
A LOCK 6.Ox 6.0 0.5 Ctr 0.97
B LOCK 6.Ox 6.0-1.0 Ctr 0.91
G LOCK 6.Ox 6.0-0.5 Ctr 0.97
E LOCK 7.0x10.0 1.0 Ctr 0.92
REFER TO ROBBINS ENG. GENERAL
NOTES AND SYMBOLS SHEET FOR
ADDITIONAL SPECIFICATIONS.
NOTES:
Trusses Manufactured by:
East Coast Lumber
Analysis Conforms To:
FBC2004
2 COMPLETE TRUSSES REQUIRED.
Fasten together in staggered
pattern. (1/2" bolts -OR-
SDS3 screws -OR- lOd nails
as each layer is applied.)
----Spacing (In) ----
Rows Nails Screws Bolts
TC 1 8 15 0
BC 1 12 24 0
WB 1 8 8
Design checked for LL on BC
per BOCA (section 1606.2.3),
IBC/IRC-2003 and FBC 2004
(section 1607.1), 20.0 psf.
Design checked for 10 psf non -
concurrent LL on BC.
Prevent truss rotation at all
bearing locations.
This truss must be installed
as shown. It cannot be
installed upside-down.
Unbalanced Loads Checked
Load Factors = 1.00 and 0.00
Max comp. force 5736 Lbs
Quality Control Factor 1.00
FABRICATOR NOTES:
1. EAST COAST LUMBER & SUPPLY
MAURICE A. SHASHOUA,
P.E.#EB5251 6 19554
5285 ST. LUCIE BLVD.
FORT PIERCE FL. 34946
2. !!!CAUTION!!! READ "SCSI-B1
SUMMARY SHEET" BEFORE
HANDLING INSTALLING &
BRACING TRUSSES.
3. SEE ATTACHED DETAIL SHEET
FOR: 1-JACK NAILS.
2-TBRACE. 3-BEARING BLOCK.
4. DESIGNER: JIB
Robbins Engineering. Inc,/Online Plus" O 1996.2006 Version 19.0.028 Engineering - Portrait 1 t/82006 10:05:22 AM Page 1
Job
Mark
Quan Type
Span
P1-H1
Left OH Right
OH
Engineering
SB32ATF
FT18
1 M100
110800
10600
0
0
ENGLE/SB32ATF/M#13007
HO 1-6-0
HO 1-6-0
m
0
-
---- - --
- - - -
11- 9- 8.
..- ----
- -
--
- - - - ;
lx3
lx3
2x3
lx4
lx4 lx4
lx4
lx4
lx4 lx4
lx4 2x3
A C P
Q R
S
T
U
V
w E
F
LJ
1-6-0
B
2x3 D
O
N M
L
K
J
I
H G
4x4
lx3
lx4
lx4 lx4
lx4
lx4
lx4y
lx4
�;,� �'�
❑�v�lx4 r
� � •:�•i,'•��r�6. ;,' �: ,�r s,.� '�,t +"� �k��t� � z �: KSs.� t.�f•'�.ZY�ra'�1-,�:'tf'�..
}�
Is�� '�4�� �Y,+h
i
Conanon Diagonal:
1-2-8
I
.BC
11-8-0
,
11-8-0 -
- ' -- -
-- ----
----
- - --i . I
ALL PLATES ARE LOCK20
Scale: 0.524" = 1'
Robbins Engineering, Inc./Online Plus`"
W -E 0.11 36 C 0.00 0.11 N LOCK 1.Ox 4.0 Ctr 0.5 0.90
--------Bottom Chords--------- M LOCK 1.Ox 4.0 Ctr 0.5 0.90
Online Plus -- Version 19.0.028 B -0 0.18 0 T 0.00 0.18 L LOCK 1.0x 4.0 Ctr 0.5 0.90
RUN DATE: 08-NOV-06 0 -N 0.21 0 T 0.00 0.21 K LOCK 1.Ox 4.0 Ctr 0.5 0.90
N -M 0.21 0 T 0.00 0.21 J LOCK 1.0x 4.0 Ctr 0.5 0.90
CSI -Size- ----Lumber---- M -L 0.21 0 T 0.00 0.21 I LOCK 1.0x 4.0 Ctr 0.5 0.90
TC 0.12 4x 2 SP-#2 L -K 0.21 0 T 0.00 0.21 H LOCK 1.Ox 4.0 Ctr 0.5 0.90
BC 0.24 4x 2 SP-#2 K -J 0.21 0 T 0.00 0.21 G LOCK 4.Ox 4.0 1.2 0.5 0.60
WB 0.20 4x 2 SP-#3 J -I 0.21 0 T 0.00 0.21
I -H 0.24 5 T 0.00 0.24
Brace truss as follows: H -G 0.17 10 C 0.00 0.17 REFER TO ROBBINS ENG. GENERAL
O.C. From To -------------Webs------------- NOTES AND SYMBOLS SHEET FOR
TC Cont. 0- 0- 0 11- 8- 0 B -A 0.09 41 C 0.00 0.09 ADDITIONAL SPECIFICATIONS.
BC Cont. 0- 0- 0 11- 8- 0 B -A 0.09 41 C 0.00 0.09
0 -P 0.12 130 C 0.00 0.12 NOTES:
Loading Live Dead (psf) N -Q 0.12 133 C 0.00 0.12 Trusses Manufactured by:
TC 40.0 10.0 M -R 0.12 133 C 0.00 0.12 East Coast Lumber
BC 0.0 5.0 L -S 0.12 133 C 0.00 0.12 Analysis Conforms To:
Total 40.0 15.0 55.0 K -T 0.12 133 C 0.00 0.12 FBC2004
Spacing 24.0" J -U 0.12 129 C 0.00 0.12 Design checked for LL on BC
Lumber Duration Factor 1.00 I -V 0.20 152 C 0.00 0.20 per BOCA (section 1606.2.3),
Plate Duration Factor 1.00 H -W 0.17 62 T 0.02 0.15 IBC/IRC-2003 and FBC 2004
TC Fb=1.15 Fc=1.10 Ft=1.10 G -E 0.08 44 C 0.00 0.08 (section 1607.1), 20.0 psf.
BC Fb=1.10 Fc=1.10 Ft=1.10 G -E 0.09 44 C 0.00 0.09 Design checked for 10 psf non -
concurrent LL on BC.
Plus 1 UBC LL Load Case(s) TL Defl 0.00" in I -H L/999 This truss must be installed
LL Defl 0.00" in I -H L/999 as shown. It cannot be
Checked for NonConcurrent 200 DL Defl 0.00" at L/999 installed upside-down.
Lbs Moving Point Load applied Shear // Grain in H -G 0.24 Max comp. force 152 Lbs
at Panel Points and Mid -panel Quality Control Factor 1.25
on BC Plates for each ply each face.
PLATING CONFORMS TO TPI. FABRICATOR NOTES:
it React Uplft Size Req'd REPORTS: SBCCI 9761 1. EAST COAST LUMBER 6 SUPPLY
Lbs Lbs In-Sx In-Sx ROBBINS ENGINEERING, INC. MAURICE A. SHASHOUA,
Cont. Brg 0- 0- 0 to 11- 8- 0 USING GROSS AREA TEST. P.E.#EB5251 6 19554
1270 0 Hz = 0 Plate - LOCK 20 Ga, Gross Area 5285 ST. LUCIE BLVD.
Plate - RHS 20 Ga, Gross Area FORT PIERCE FL. 34946
Membr CSI P Lbs Axl-CSI-Bnd it Type Plt Size X Y JSI 2. !!!CAUTION!!! READ "SCSI-B1
----------Top Chords---------- P LOCK 1.0x 4.0 Ctr-0.5 0.90 SUMMARY SHEET" BEFORE
A -P 0.07 25 C 0.00 0.07 Q LOCK 1.0x 4.0 Ctr-0.5 0.90 HANDLING , INSTALLING 6
P -Q 0.07 16 C 0.00 0.07 R LOCK 1.0x 4.0 Ctr-0.5 0.90 BRACING TRUSSES.
Q -R 0.08 16 C 0.00 0.08 S LOCK 1.0x 4.0 Ctr-0.5 0.90 3. SEE ATTACHED DETAIL SHEET
R -S 0.08 17 C 0.00 0.08 T LOCK 1.Ox 4.0 Ctr-0.5 0.90 FOR: 1-JACK NAILS.
S -T 0.08 20 C 0.00 0.08 U LOCK 1.Ox 4.0 Ctr-0.5 0.90 2-TBRACE. 3-BEARING BLOCK.
T -U 0.08 23 C 0.00 0.08 V LOCK 1.Ox 4.0 Ctr-0.5 0.90 4. DESIGNER: JIB
U -V 0.09 26 C 0.00 0.09 W LOCK 1.0x 4.0 Ctr-0.5 0.90
V -W 0.12 43 C 0.00 0.12 0 LOCK 1.0x 4.0 Ctr 0.5 0.90
Robbins Engineering, Inc./Online Plus" 0 1996.2006 Version 19.0.028 Engineering - Portrait 11/8/2006 10:05:35 AM Page 1
Job
Mark
Quart
Type
Span
P1-H1 Left OH
Right OH
Engineering
SB32ATF
FT19
6
M100
110708
10600 0
0
ENGLE/SB32ATF/M#13007
HO 1-6-0
HO 1-6-0
m
TC
_8_4
2-0-0
i I 8-4 1
0
ix3
4x4
3x3
3x3
3x3 3x3
4x4
A
N
F
H O
C
-
1-6-0
I
G�
}
E
B
2x3
M
L
G
I K
J 4x4
3x3
3x3 lx4
lx4 3x3
3x3
Common Diagonal: 1-3-0
HGR
W:208
R: 672
R: 674
5- 9-12
SCi
5-9-12
5-9-12
�..
11-7-8
-
..
ALL PLATES ARE LOCK20
Scale: 0.518" = 1'
��
ri 7►,
'i► •�I
i�
Ip�
0ltl
Online Plus -- Version 19.0.028
RUN DATE: 08-NOV-06
CSI -Size- ----Lumber----
TC 0.33 4x 2 SP-#2
BC 0.54 4x 2 SP-#2
WB 0.30 4x 2 SP-#3
Brace truss as follows:
O.C. From To
TICCont. 0- 0- 0 11- 7- 8
BC Cont. 0- 0- 0 11- 7- 8
Loading Live Dead (psf)
TC 40.0 10.0
BC 0.0 5.0
Total 40.0 15.0 55.0
Spacing 24.0"
Lumber Duration Factor 1.00
Plate Duration Factor 1.00
TICFb=1.15 Fc=1.10 Ft=1.10
BC Fb=1.10 Fc=1.10 Ft=1.10
Plus 1 UBC LL Load Case(s)
Plus 1 BC LL Load Case(s)
Checked for NonConcurrent 200
Lbs Moving Point Load applied
at Panel Points and Mid -panel
on BC
Jt React Uplft Size Req'd
Lbs Lbs In-Sx In-Sx
B 672 0 3- 8 1- 8
E 674 0 2- 8 1- 8
Membr CSI P Lbs Axl-CSI-Bnd
----------Top Chords----------
A -N 0.32 544 C 0.00 0.32
N -F 0.33 1250 C 0.01 0.32
F -H 0 21 1380 C 0.00 0.21
Robbins Engineering,
Inc./Online P1us-
B -M
0.25
0
T
0.00
0.25
M -L
0.54
1020
T
0.10
0.44
L -G
0.43
1380
T
0.11
0.32
G -I
0.52
1380
T
0.14
0.38
I -K
0.44
1380
T
0.14
0.30
K -J
0.53
982
T
0.09
0.44
J -E
0.26
0
T
0.00
0.26
-------------Webs-------------
B -A
0.07
366
C
B -A
0.07
366
C
A -M
0.30
770
T
M -N
0.14
706
C
N -L
0.13
340
T
L -F
0.05
275
C
G -F
0.06
168
T
I -H
0.07
176
T
H -K
0.06
313
C
K -0
0.14
368
T
0 -J
0.14
716
C
J -C
0.29
744
T
E -C
0.07
367
C
E -C
0.07
367
C
TL Defl -0.06" in L -G L/999
LL Defl -0.05" in L -G L/999
DL Defl -0.12" at G L/999
Shear // Grain in E -E 0.33
Plates for each ply each face.
PLATING CONFORMS TO TPI.
REPORTS: SBCCI 9761
ROBBINS ENGINEERING, INC.
USING GROSS AREA TEST.
Plate - LOCK 20 Ga, Gross Area
Plate - RHS 20 Ga, Gross Area
it Type Plt Size X Y JSI
A LOCK 4.Ox 4.0-0.5-0.5 0.93
C LOCK 4.Ox 4.0 0.5-0.5 0.90
M LOCK 3.Ox 3.0-0.5 Ctr 0.98
G LOCK 1.0x 4.0 Ctr 0.5 0.90
I LOCK 1.0x 4.0 Ctr 0.5 0.90
J LOCK 3.Ox 3.0 0.5 Ctr 0.99
E LOCK 4.Ox 4.0 1.2 0.5 0.60
NOTES AND SYMBOLS SHEET FOR
ADDITIONAL SPECIFICATIONS.
NOTES:
Trusses Manufactured by:
East Coast Lumber
Analysis Conforms To:
FBC2004
Design checked for LL on BC
per BOCA (section 1606.2.3),
IBC/IRC-2003 and FBC 2004
(section 1607.1), 20.0 psf.
Design checked for 10 psf non -
concurrent LL on BC.
Provide 2X6 continuous
strongbacks (on edge) every
10.0 Ft. Fasten to each
truss w/ 3-16d nails at
truss member(s).
This truss must be installed
as shown. It cannot be
installed upside-down.
Max comp. force 1380 Lbs
Quality Control Factor 1.25
FABRICATOR NOTES:
1. EAST COAST LUMBER 6 SUPPLY
MAURICE A. SHASHOUA,
P.E.#EB5251 & 19554
5285 ST. LUCIE BLVD.
FORT PIERCE FL. 34946
2. !!!CAUTION!!! READ "SCSI-B1
SUMMARY SHEET" BEFORE
HANDLING , INSTALLING 6
BRACING TRUSSES.
3. SEE ATTACHED DETAIL SHEET
FOR: 1-JACK NAILS.
2-TBRACE. 3-BEARING BLOCK.
4_ DESIGNER: JIB
H -0 0.29 1232 C 0.01 0.28
O -C 0.28 500 C 0.00 0.28
--------Bottom Chords--------- REFER TO ROBBINS ENG. GENERAL
Robbins Engineering, Inc./Online Plus"' 0 1996-2006 Version 19.0.028 Engineering -Portrait t tl8l2006 10:05:36 AM Pagel
Job
Mark
Quan
Type
Span
P1-H1 Left OH
Right
OH
Engineering
SB32ATF
FG15
1*2P
FLAT
130701
10600 0
0
ENGLE/SB32ATF/M#13007
NO 1-6-0
NO 1-6-0
TC
13-7-1
#4x8
Ij0
!z;
5x6
...-
#4x8
2x4
#4x8
#4x8
#5x6
A
R
M
U
V
B
=
AP,
9W
1-6-0Nip
06N
M_
Moll
i=2x4
D
C
2x4 v
P
Q
I
-- T -_ -
S
#6x6
#4x8
4x12
#4x8
#4x8
I
I
W:511
W:600
I l
W:408
R:3712
R:5958
R:1790
BC'I ----
6-10-1 - -
-- -- -
-----�----
- ---•----6-9-0-
- - ---
- ---
r =i--
-
--- - - -
-- - --
- 13-7-1
ALL PLATES
ARE LOCK20,
# PLATE SELECTED
IN PLATE MONITOR
Scale: 0.450" = 1'
Online Plus -- Version 19.0.028
RUN DATE: 08-NOV-06
* 2-Ply Truss
+++rr++t++++r++
CSI -Size- ----Lumber----
TC 0.86 2x 4 SP-#2
BC 0.60 2x 4 SP-#2
WB 1.00 2x 4 SP-#3
Brace truss as follows:
O.C. From To
TC Cont. 0- 0- 0 13- 7- 1
BC Cont. 0- 0- 0 13- 7- 1
Loading Live Dead (psf)
TC 40.0 10.0
BC 0.0 5.0
Total 40.0 15.0 55.0
Spacing 24.0"
Lumber Duration Factor 1.00
Plate Duration Factor 1.00
TC Fb=1.00 Fc=1.00 Ft=1.00
BC Fb=1.00 Fc=1.00 Ft=1.00
Load Case # 1 Standard Loading
Lumber Duration Factor 1.00
Plate Duration Factor 1.00
plf - Live Dead From To
TC V 80 20 0.0' 13.6'
BC V 0 10 0.0' 13.6'
TC V 400 150 0.0' 13.6'
TC V 1813 680 1.7' CL-LB
Plus 1 UBC LL Load Case(s)
Checked for NonConcurrent 200
Lbs Moving Point Load applied
at Panel Points and Mid -panel
on BC
Jt React Uplft Size Req'd
Lbs Lbs In-Sx in-Sx
D 3713 0 5-11 2- 3
I 5958 0 6- 0 3- 5
C 1790 0 4- 8 1- 8
Membr CSI P Lbs Axl-CSI-Bnd S# LOCK 4.Ox 8.0 0.5 Ctr 0.
----------Top Chords ----------
A -O 0.21 3931 C 0.04 0.17 # = Plate Monitor used
Robbins Engineering, Inc./Online Plus' 0 7996-2006 Version 79.0.026 Engineering -Portrait 71/82006 10:10:58 AM Page 1
Robbins Engineering,
Inc./Online P1usTM
O -R
0.44
2537 C
0.02
0.42
R -M
0.86
2212 T
0.25
0.61
M -U
0.86
2212 T
0.25
0.61
U -V
0.33
942 C
0.00
0.33
V -S
0.37
1926 C
0.01
0.36
--------Bottom
Chords
---------
D -P
0.15
0 T
0.00
0.15
P -Q
0.60
3931 T
0.45
0.15
Q -1
0.53
2537 T
0.29
0.24
I -T
0.34
942 T
0.10
0.24
T -S
0.31
1926 T
0.22
0.09
S -C
0.12
0 T
0.00
0.12
-------------
Webs -------------
D -A
0.35
3626 C
A -P
1.00
5021 T
P -O
0.31
3187 C
O -Q
0.15
1541 C
Q -R
0.11
664 T
R -i
0.52
5250 C
I -M
0.17
1750 C
I -U
0.35
3592 C
T -U
0.08
437 T
T -V
0.11
1120 C
S -V
0.10
1046 C
S -B
0.43
2193 T
C -B
0.17
1753 C
TL Defl -0.05" in P -Q L/999
LL Defl -0.03" in P -Q L/999
DL Defl -0.12" at Q L/587
Shear // Grain in O -R 0.73
Plates for each ply each face.
PLATING CONFORMS TO TPI.
REPORTS: SBCCI 9761
ROBBZNS ENGINEERING, INC.
BASED ON SP LUMBER
USING GROSS AREA TEST.
Plate - LOCK 20 Ga, Gross Area
Plate - RHS 20 Ga, Gross Area
Jt Type Plt Size X Y JSZ
A LOCK S.Ox 6.0 1.0 Ctr 0.97
O# LOCK 4.Ox 6.0 0.5-0.1 0.51
R# LOCK 4.Ox 8.0 0.5-0.1 0.90
U# LOCK 4.Ox 8.0-0.5-0.1 0.60
V# LOCK 4.Ox 8.0-0.5-0.1 0.25
B# LOCK S.Ox 6.0-0.5 Ctr 0.47
P# LOCK 6.Ox 6.0 0.1 0.4 0.99
Q# LOCK 4.Ox 8.0-0.5 Ctr 0.27
T# LOCK 4.Ox 8.0 0.5-0.1 0.26
44
REFER TO ROBBINS ENG. GENERAL
NOTES AND SYMBOLS SHEET FOR
ADDITIONAL SPECIFICATIONS.
NOTES:
Trusses Manufactured by:
East Coast Lumber
Analysis Conforms To:
FBC2004
2 COMPLETE TRUSSES REQUIRED.
Fasten together in staggered
pattern. (1/2" bolts -OR-
SDS3 screws -OR- lOd nails
as each layer is applied.)
----Spacing (In) ----
Rows Nails Screws Bolts
TC 1 4.5 8.5 0
SC 1 12 24 0
WB 1 6 8
Plus clusters of nails where
shown.
Design checked for LL on BC
per BOCA (section 1606.2.3),
IBC/IRC-2003 and FBC 2004
(section 1607.1), 20.0 psf.
Design checked for 10 psf non -
concurrent LL on BC.
Prevent truss rotation at all
bearing locations.
This truss must be installed
as shown. It cannot be
installed upside-down.
NOTE: USER MODIFIED PLATES
This design may have plates
selected through a plate
monitor.
Max comp. force 5250 Lbs
Quality Control Factor 1.00
FABRICATOR NOTES:
1. EAST COAST LUMBER 6 SUPPLY
MAURICE A. SHASHOUA,
P.E.#ES5251 6 19554
5285 ST. LUCIE BLVD.
FORT PIERCE FL. 34946
2. !!!CAUTION!!! READ "SCSI-B1
SUMMARY SHEET" BEFORE
HANDLING INSTALLING 6
BRACING TRUSSES.
3. SEE ATTACHED DETAIL SHEET
FOR: 1-JACK NAILS.
2-TBRACE. 3-BEARING BLOCK.
4. DESIGNER: JIB
Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering
SB32ATR TI5 1 DUAL 110000 6 1- 2- 0 1- 2- 0
ENGLE/SB32ATF/M#13007
HO 1-1-5 HO 1-1-5
3-10-5
4x6
i
D
3x6
I
i
W:308
W:308
R: 535
R: 535
U: 220
U: 220
BC
11-0-0
11-0-0
ALL PLATES ARE LOCK20
Online Plus -- Version 19.0.028
RUN DATE: 08-NOV-06
CSI -Size- ----Lumber----
TC 0.32 2x 4 SP-#2
BC 0.45 2x 4 SP42
WB 0.12 2x 4 SP-#3
Brace truss as follows:
O.C. From To
TC Cont. 0- 0- 0 11- 0- 0
BC Cont. 0- 0- 0 11- 0- 0
Loading Live Dead (psf)
TC 20.0 15.0
BC 0.0 5.0
Total 20.0 20.0 40.0
Spacing 24.0"
Lumber Duration Factor 1.25
Plate Duration Factor 1.25
TC Fb=1.15 Fc=1.10 Ft=1.10
BC Fb=1.10 Fc=1.10 Ft=1.10
Plus 6 Wind Load Case(s)
Plus 1 UBC LL Load Case(s)
Checked for NonConcurrent 200
Lbs Moving Point Load applied
at Panel Points and Mid -panel
on BC
Jt React Uplft Size Req'd
Robbins Engineering, Inc./Online Plus -
Hz = 97
Membr CSI P Lbs Axl-CSI-Bnd
----------Top Chords ----------
E -B
0.32
410
C 0.00
0.32
B -F
0.32
410
C 0.00
0.32
--------Bottom
Chords ---------
A -D
0.43
82
T 0.00
0.43
D -C
0.45
82
T 0.00
0.45
-------------
Webs -------------
A -E
0.06
417
C WindLd
E -D
0.12
382
T
D -B
0.04
153
T
D -F
0.12
382
T
C -F
0.06
417
C WindLd
TL Defl -0.03" in D -C L/999
LL Defl 0.03" in A -D L/999
DL Defl -0.12" at D L/999
Shear // Grain in E -B 0.24
Plates for each ply each face.
PLATING CONFORMS TO TPI.
REPORTS: SBCCI 9761
ROBBINS ENGINEERING, INC.
BASED ON SP LUMBER
USING GROSS AREA TEST.
Plate - LOCK 20 Ga, Gross Area
Plate - RHS 20 Ga, Gross Area
Jt Type Plt Size X Y JSI
REFER TO ROBBINS ENG. GENERAL
NOTES AND SYMBOLS SHEET FOR
ADDITIONAL SPECIFICATIONS.
Lbs Lbs In-Sx In-Sx
A 536 221 3- 8 1- 8 NOTES:
Hz = -96 Trusses Manufactured by:
C 536 221 3- 8 1- 8 East Coast Lumber
Robbins Engineering, Ino./Online Plus"' 0 1996-2006 Version 19.0.028 Engineering -Portrait 11/8P2006 8:39:14 AM Pagel
Scale: 0.466" = 1
Analysis Conforms To:
FBC2004
OH Loading
Soffit psf 2.0
Design checked for LL on BC
per BOCA (section 1606.2.3),
IBC/IRC-2003 and FBC 2004
(section 1607.1), 20.0 psf.
Design checked for 10 psf non -
concurrent LL on BC.
Wind Loads - ANSI / ASCE 7-02
Truss is designed as a Main
Wind -Force Resistance System.
Wind Speed: 120 mph
Mean Roof Height: 25-0
Exposure Category: B
Occupancy Factor : 1.00
Building Type: Enclosed
Zone location: Exterior
TC Dead Load 7.0 psf
BC Dead Load 3.0 psf
Max comp. force 417 Lbs
Quality Control Factor 1.00
FABRICATOR NOTES:
1. EAST COAST LUMBER 6 SUPPLY
MAURICE A. SHASHOUA,
P.E.#EB5251 6 19554
5285 ST. LUCIE BLVD.
FORT PIERCE FL. 34946
2. !!!CAUTION!!! READ "SCSI-B1
SUMMARY SHEET" BEFORE
HANDLING , INSTALLING 6
BRACING TRUSSES.
3. SEE ATTACHED DETAIL SHEET
FOR: 1-JACK NAILS.
2-TBRACE. 3-BEARING BLOCK.
4. DESIGNER: JIB
Job
SB32ATR
Mark
ATI S
Quan
1 *2P
Type
ATI2
Span
190200
P1-H1 Left OH Right OH
6 1- 3- 0 1- 3- 0
Engineerrng
ENGLE/SB32ATF/M#13007
HO 7-9-13
0
0
HO 7-9-13
0
0
m
0
TC `...-1-
9-7-0 --
- - 1 -
m
0
-- 9-7-0----I~
4x4
D
M
N
#3x6
#3x6
#4x4 6
#4x4
B
F
#6x6
K
#6x6
\ L
J
2x4
12-7-5
0
r
i
I
0
12- 8- 0
j
A
G
#3x8
#3x8
Sl
W:700
I
#7x12 W:700
R:2038
R:2038
U: 576
I
H U: 576
#7x10
#7x10
BC f ! -
-- -- - - -
- 19-2-0
! I
1
19-2-0
-1 i
ALL PLATES ARE LOCK20,
# = PLATE SELECTED IN PLATE MONITOR
Scale: 0.158" = 1'
Online Plus -- Version 19.0.028
RUN DATE: 08-NOV-06
• 2-Ply Truss
a •aaa •a•aaaaaa•
CSI -Size- ----Lumber----
TC 0.19 2x 4 SP-#2
BC 0.15 2x 8 SP-SS
WB 0.30 2x 4 SP-#3
ACT 0.11 2x 4 SP-#3
AWT 0.01 2x 4 SP-#3
PB --- 2x 4 SP-#3
Brace truss as follows:
O.C. From To
TC Cont. 0- 0- 0 19- 2- 0
BC Cont. 0- 0- 0 19- 2- 0
Loading Live Dead (psf)
TC 20.0 15.0
BC 0.0 5.0
Total 20.0 20.0 40.0
Spacing 24.0"
Lumber Duration Factor 1.25
Plate Duration Factor 1.25
TC Fb=1.15 Fc=1.10 Ft=1.10
BC Fb=1.10 Fc=1.10 Ft=1.10
Load Case # 1 Attic Loading
Lumber Duration Factor 1.25
Plate Duration Factor 1.25
plf - Live Dead From To
TC V 40 30 0.0' 19.2'
BC V 0 10 0.0' 19.2'
BC V 60 4 3.2' 15.9'
MA V 0 10 3.1' 16.1'
MA V 0 10 0.3' 9.0'
MA V 0 10 0.3' 9.0'
BC V 350 350 2.9' CL-LB
BC V 350 350 16.2' CL-LB
Plus 6 Wind Load Case(s)
Plus 2 Unbalanced Load Cases
Plus 1 UBC LL Load Case(s)
Checked for NonConcurrent 200
Lbs Moving Point Load applied
at Panel Points and Mid -panel
on BC
Robbins Engineering, Inc./Online Plus-
G 2039 576 7- 0 1- 8
Hz = 447
Membr
CSI
P Lbs
Axl-CSI-Bnd
----------Top
Chords ----------
* -B
0.16
760 C
0.00
0.16
B -D
0.19
608 C
0.00
0.19
D -F
0.19
608 C
0.00
0.19
F -L
0.16
760 C
0.00
0.16
--------Bottom
Chords
---------
A -I
0.14
314 T
0.00
0.14
I -S1
0.15
712 T
0.01
0.14
S1-H
0.15
712 T
0.01
0.14
H -G
0.14
314 T
0.00
0.14
-------------
Webs -------------
A -K
0.27
2174 C
WindLd
K -I
0.30
1904 T
B -B
0.20
307 C
0.00
0.20
I -B
0.20
330 C
0.00
0.20
F -F
0.20
307 C
0.00
0.20
H -F
0.20
330 C
0.00
0.20
H -L
0.30
1904 T
G -L
0.27
2174 C
WindLd
------Attic
Chords
(Top)------
- -J
0.11
374 C
0.00
0.11
J -F
0.11
374 C
0.00
0.11
-------Attic
Webs
(Top)-------
J -D
0.01
88 T
TL Dofl -0.17" in I -S1 L/999
LL Defl -0.13" in I -S1 L/999
DL Defl -0.12" at S1 L/999
Shear // Grain in I -S1 0.16
Plates for each ply each face.
PLATING CONFORMS TO TPI.
REPORTS: SBCCI 9761
ROBBINS ENGINEERING, INC.
BASED ON SP LUMBER
USING GROSS AREA TEST.
Plate - LOCK 20 Ga, Gross Area
Plate - RHS 20 Ga, Gross Area
Jt Type Plt Size % Y JSI
K# LOCK 6.Ox 6.0-1.1 Ctr 0.59
B# LOCK 4.Ox 4.0-0.2 0.6 0.21
F# LOCK 4.Ox 4.0 Ctr 0.9 0.21
L# LOCK 6.Ox 6.0 1.1 Ctr 0.59
I# LOCK 7.0x10.0 Ctr-2.2 0.39
H# LOCK 7.0x10.0 Ctr-2.2 0.39
B# LOCK 3.Ox 6.0 Ctr-0.3 0.54
F# LOCK 3.Ox 6.0 0.5-0.2 0.53
# = Plate Monitor used
Jt React Uplft Size Req'd REFER TO ROBBINS ENG. GENERAL
Lbs Lbs In-Sx In-Sx NOTES AND SYMBOLS SHEET FOR
A 2039 576 7- 0 1- 8 ADDITIONAL SPECIFICATIONS.
Hz = -446
Robbins Engineering, Inc./Online Plus" 0 1996-2006 Version 19.0.028 Engineering - Portrait 11/82006 8:39:09 AM Page 1 of 2
NOTES:
Trusses Manufactured by:
East Coast Lumber
Analysis Conforma To:
FBC2004
2 COMPLETE TRUSSES REQUIRED.
Fasten together in staggered
pattern. (1/2" bolts -OR-
SDS3 screws -OR- 10d nails
as each layer is applied.)
----Spacing (In) ----
Rows Nails Screws Bolts
TC 1 12 24 0
BC 2 12 24 0
WB 1 8 8
Plus clusters of nails where
shown.
OH Loading
Soffit psf 2.0
Provide connection to bearing
for 447 Lbs Horiz Reaction
Design checked for LL on BC
per BOCA (section 1606.2.3),
IBC/IRC-2003 and FBC 2004
(section 1607.1), 20.0 psf.
Design checked for 10 psf non -
concurrent LL on BC.
Prevent truss rotation at all
bearing locations.
NOTE: USER MODIFIED PLATES
This design may have plates
selected through a plate
monitor.
Wind Loads - ANSI / ASCE 7-02
Truss is designed as a Main
Wind -Force Resistance System.
Wind Speed: 120 mph
Mean Roof Height: 25-0
Exposure Category: B
Occupancy Factor : 1.00
Building Type: Enclosed
Zone location: Exterior
TC Dead Load 7.0 psf
BC Dead Load 3.0 psf
Unbalanced Loads Checked
Load Factors = 1.00 and 0.00
Max comp. force 2174 Lbs
Quality Control Factor 1.00
FABRICATOR NOTES:
1. EAST COAST LUMBER 6 SUPPLY
MAURICE A. SHASHOUA,
P.E.#EB5251 6 19554
5285 ST. LUCIE BLVD.
FORT PIERCE FL. 34946
2. !!!CAUTION!!! READ "BCSI-B1
SUMMARY SHEET" BEFORE
HANDLING , INSTALLING 6
Job
Ma=k
Quan Type Span P1-H1 Left OH Right OH
Engineering
SB32ATR
A
1*2P ATI2 190200 6 1- 3- 0 1- 3- 0
cont.
ENGLE/SB32ATF/M#13007
BRACING TRUSSES.
3. SEE ATTACHED DETAIL SHEET
FOR: 1-JACK NAILS.
2-TBRACE. 3-BEARING BLOCK.
4. DESIGNER: JIB
Robbins Engineering. Inc./Online PlUSTM m 1996-2006 Version 19.0.028 Engineering - Portrait 1118/2006 8:39:09 AM Page 2 of 2
Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering
SB32ATR ATI SB 6 ATI2 190200 6 1- 3- 0 1- 3- 0
ENGLE/SB32ATF/M#13007
HO 7-9-13 HO 7-9-13
0 0
o c
M to
0 0
4x4
D
6.
#3x6 #3x6
#4x4 #4x
F4
B
#6x6 #6x6
K / L
J
2x4
12-7-5
m
o
�1 12- 8- 0 - - - b .•
-� A y ; .L G
111 #3x8 �g I S1 H #3x8
WI700 #7x10 #7xl2 #7x10 W:700
R:1338 R:1338
U: 282 U: 282
BC 19-2-0
19-2-0
ALL PLATES ARE LOCK20, # = PLATE SELECTED IN PLATE MONITOR
Scale: 0.165" = 1'
Robbins
Engineering, Inc./Online
P1us-
Jt React
Uplft Size Req'd
# = Plate Monitor used
Lbs
Lbs In-Sx In-Sx
Online Plus -- Version 19.0.028
A 1339
283 7- 0 1-
9
REFER TO ROBBINS ENG. GENERAL
RUN DATE: 08-NOV-06
Hz = -446
NOTES AND SYMBOLS SHEET FOR
G 1339
283 7- 0 1-
9
ADDITIONAL SPECIFICATIONS.
CSI -Size- ----Lumber----
Hz = 447
TC 0.38 2x 4 SP-#2
NOTES:
BC 0.32 2x 8 SP-SS
Membr CSI
P Lbs Axl-CSI-Bnd
Trusses Manufactured by:
WB 0.41 2x 4 SP-#3
----------Top
Chords----------
East Coast Lumber
ACT 0.17 2x 4 SP-#3
K -B 0.37
507 C 0.00
0.37
Analysis Conforms To:
AWT 0.02 2x 4 SP-#3
B -D 0.38
591 C 0.00
0.38
FBC2004
PB --- 2x 4 SP-#3
D -F 0.38
591 C 0.00
0.38
OH Loading
F -L 0.37
507 C 0.00
0.37
Soffit psf 2.0
Brace truss as follows:
--------Bottom
Chords---------
Provide connection to bearing
O.C. From To
A -1 0.30
314 T 0.00
0.30
for 447 Lbs Horiz Reaction
TC Cont. 0- 0- 0 19- 2- 0
I -S1 0.32
479 T 0.02
0.30
Design checked for LL on BC
BC Cont. 0- 0- 0 19- 2- 0
S1-H 0.32
479 T 0.02
0.30
per BOCA (section 1606.2.3),
WB 1 rows CLB on A -K
H -G 0.30
313 T 0.00
0.30
IBC/IRC-2003 and FBC 2004
WB 1 rows CLB on I -B
-------------Webs-------------
(section 1607.1), 20.0 psf.
WB 1 rows CLB on H -F
A -K 0.41
1493 C WindLd
1 Br
Design checked for 10 psf non-
WB 1 rows CLB on G -L
K -I 0.41
1299 T
concurrent LL on BC.
Attach CLB with (2)-10d nails
B -B 0.20
424 C 0.05
0.15
NOTE: USER MODIFIED PLATES
at each web.
I -B 0.19
450 C 0.04
0.15
This design may have plates
F -F 0.20
424 C 0.05
0.15
selected through a plate
Loading Live Dead (psf)
H -F 0.19
450 C 0.04
0.15
monitor.
TC 20.0 15.0
H -L 0.41
1299 T
Wind Loads - ANSI / ASCE 7-02
BC 0.0 5.0
G -L 0.41
1493 C WindLd
1 Br
Truss is designed as a Main
Total 20.0 20.0 40.0
------Attic
Chords (Top)------
Wind -Force Resistance System.
Spacing 24.0"
B -J 0.17
158 C 0.00
0.17
Wind Speed: 120 mph
Lumber Duration Factor 1.25
J -F 0.17
158 C 0.00
0.17
Mean Roof Height: 25-0
Plate Duration Factor 1.25
-------Attic Webs (Top)-------
Exposure Category: B
TC Fb=1.15 Fc=1.10 Ft=1.10
J -D 0.02
83 T
Occupancy Factor : 1.00
BC Fb=1.10 Fc=1.10 Ft=1.30
Building Type: Enclosed
TL Defl
-0.29" in I -S1
L/742
Zone location: Exterior
Load Case # 1 Attic Loading
LL Defl
-0.24" in I -S1
L/885
TC Dead Load 7.0 psf
Lumber Duration Factor 1.25
DL Defl
-0.12" at S1 L/999
BC Dead Load 3.0 psf
Plate Duration Factor 1.25
Shear //
Grain in I -S1
0.32
Unbalanced Loads Checked
plf - Live Dead From To
Load Factors = 1.00 and 0.00
TC V 40 30 0.0' 19.2'
Plates for
each ply each
face.
Max comp. force 1493 Lbs
BC V 0 10 0.0' 19.2'
PLATING
CONFORMS TO TPI.
Quality Control Factor 1.00
BC V 60 4 3.2' 15.9'
REPORTS:
SBCCI 9761
MA V 0 10 3.1' 16.1'
ROBBINS
ENGINEERING, INC.
FABRICATOR NOTES:
MA V 0 10 0.3' 9.0'
BASED ON
SP LUMBER
1- EAST COAST LUMBER 6 SUPPLY
MA V 0 10 0.3' 9.0'
USING GROSS AREA TEST.
MAURICE A. SHASHOUA,
Plate -
LOCK 20 Ga, Gross
Area
P.E.#EB5251 6 19554
Plate -
RHS 20 Ga, Gross
Area
5285 ST. LUCIE BLVD.
Plus 6 Wind Load Case(s)
Jt Type
Plt Size X Y
JSI
FORT PIERCE FL. 34946
Plus 2 Unbalanced Load Cases
K# LOCK
6.Ox 6.0-0.8-0.3
0.66
2. !!!CAUTION!!! READ 11SCSI-B1
Plus 1 UBC LL Load Case(s)
B# LOCK
4.Ox 4.0-0.1 0.7
0.21
SUMMARY SHEET" BEFORE
F# LOCK
4.Ox 4.0 Ctr 0.7
0.21
HANDLING , INSTALLING 6
Checked for NonConcurrent 200
L# LOCK
6.Ox 6.0 0.8-0.5
0.64
BRACING TRUSSES.
Lbs Moving Point Load applied
I# LOCK
7.0x10.0 Ctr-0.1
0.42
3. SEE ATTACHED DETAIL SHEET
at Panel Points and Mid -panel
B# LOCK
3.Ox 6.0 Ctr-0.2
0.53
FOR: 1-JACK NAILS.
on BC
F# LOCK
3.Ox 6.0 Ctr-0.2
0.53
2-TBRACE. 3-BEARING BLOCK.
4. DESIGNER: JIB
Robbins Engineering, Inc./Online Plus- 0 1996-2006 Version 19.0.028 Engineering -Portrait 11/8/2006 8:39:10 AM Page 1
• Job
SB32ATR
Mark
ATI SC
Quan Type
3 ATI2
Span
181000
P1-H1 Left OH Right OH
6 1- 3- 0 0
Engineering
ENGLE/SB32ATF/M#13007
HO 7-9-13
0
0
HO 7-11-13
M
0
TC!. 9-7-0 -
9-3-0 -
4x4
D
0
P
#3x6
#3x6
#4x46
#4x4
g
F
#6x6/
Sx4
K
M
J
2x4
12-7-5
m
i
IN
i
I
0
1!!
12- 8- 0
A
N
#3x8 I
Sl H y #3x8
11
#7x10
W:700
#7xl2 #7x10
W:300
R:1317
R:1231
U: 277
U: 238
BC r - � --- - - -
---18-10-0
-- -- -
i
- 18-10-0
ALL PLATES ARE LOCK20,
# = PLATE SELECTED IN PLATE MONITOR
Scale: 0.164" = 1'
Robbins Engineering, Inc./Online P1us-
Jt React Uplft Size Req'd
REFER TO ROBBINS ENG. GENERAL
Lbs Lbs In-Sx In-Sx
NOTES AND SYMBOLS SHEET FOR
Online Plus -- Version 19.0.028
A 1317 277 7- 0 1- 9
ADDITIONAL SPECIFICATIONS.
RUN DATE: 08-NOV-06
Hz = -445
N 1232 239 3- 0 1- 8
NOTES:
CSI -Size- ----Lumber----
Hz = 451
Trusses Manufactured by:
TC 0.39 2x 4 SP-#2
East Coast Lumber
BC 0.35 2x 8 SP-SS
Membr CSI P Lbs Axl-CSI-Bnd
Analysis Conforms To:
WB 0.44 2x 4 SP-#3
----------Top Chords----------
FBC2004
ACT 0.17 2x 4 SP-113
K -B 0.35 483 C 0.00 0.35
OH Loading
AWT 0.02 2x 4 SP-#3
B -D 0.39 589 C 0.00 0.39
Soffit psf 2.0
PB --- 2x 4 SP-#3
D -F 0.39 591 C 0.00 0.39
Provide connection to bearing
F -M 0.39 475 C 0.00 0.39
for 451 Lbs Horiz Reaction
Brace truss as follows:
--------Bottom Chords---------
Design checked for LL on BC
O.C. From To
A -I 0.27 313 T 0.00 0.27
per BOCA (section 1606.2.3),
TC Cont. 0- 0- 0 18-10- 0
I -S1 0.29 455 T 0.02 0.27
IBC/IRC-2003 and FBC 2004
BC Cont. 0- 0- 0 18-10- 0
S1-H 0.35 455 T 0.02 0.33
(section 1607.1), 20.0 psf.
WB 1 rows CLB on A -K
H -N 0.33 315 T 0.00 0.33
Design checked for 10 psf non-
WB 1 rows CLB on I -B
-------------Webs-------------
concurrent LL on BC.
WB 1 rows CLB on H -F
A -K 0.40 1428 C WindLd 1 Br
NOTE: USER MODIFIED PLATES
WB 1 rows CLB on N -M
K -I 0.39 1238 T
This design may have plates
Attach CLB with (2)-10d nails
B -B 0.19 430 C 0.05 0.14
selected through a plate
at each web.
I -B 0.19 455 C 0.05 0.14
monitor.
F -F 0.19 439 C 0.05 0.14
Wind Loads - ANSI / ASCE 7-02
Loading Live Dead (psf)
H -F 0.19 465 C 0.05 0.14
Truss is designed as a Main
TC 20.0 15.0
H -M 0.44 1402 T
Wind -Force Resistance System.
BC 0.0 5.0
N -M 0.44 1573 C WindLd 1 Br
Wind Speed: 120 mph
Total 20.0 20.0 40.0
------Attic Chords (Top)------
Mean Roof Height: 25-0
Spacing 24.0"
B -J 0.17 144 T 0.03 0.14
Exposure Category: B
Lumber Duration Factor 1.25
J -F 0.17 144 T 0.03 0.14
Occupancy Factor : 1.00
Plate Duration Factor 1.25
-------Attic Webs (Top)-------
Building Type: Enclosed
TC Fb=1.15 Fc=1.10 Ft=1.10
J -D 0.02 83 T
Zone location: Exterior
BC Fb=1.10 Fc=1.10 Ft=1.10
TC Dead Load 7.0 psf
TL Defl -0.29" in I -S1 L/732
BC Dead Load 3.0 psf
Load Case # 1 Attic Loading
LL Defl -0.25" in I -S1 L/880
Unbalanced Loads Checked
Lumber Duration Factor 1.25
DL Defl -0.12" at S1 L/999
Load Factors = 1.00 and 0.00
Plate Duration Factor 1.25
Shear // Grain in S1-H 0.32
Max comp. force 1573 Lbs
plf - Live Dead From To
Quality Control Factor 1.00
TC V 40 30 0.0' 18.8'
Plates for each ply each face.
BC V 0 10 0.0' 18.8'
PLATING CONFORMS TO TPI.
FABRICATOR NOTES:
BC V 60 4 3.2' 15.9'
REPORTS: SBCCI 9761
1. EAST COAST LUMBER 6 SUPPLY
MA V 0 10 3.1' 16.1'
ROBBINS ENGINEERING, INC.
MAURICE A. SHASHOUA,
MA V 0 10 0.3' 9.0'
BASED ON SP LUMBER
P.E.#EB5251 6 19554
MA V 0 10 0.3' 9.0'
USING GROSS AREA TEST.
5285 ST. LUCIE BLVD.
Plate - LOCK 20 Ga, Gross Area
FORT PIERCE FL. 34946
Plate - RHS 20 Ga, Gross Area
2. !!!CAUTION!!! READ "BCSI-B1
Plus 6 Wind Load Case(s)
Jt Type Plt Size X Y JSI
SUMMARY SHEET" BEFORE
Plus 2 Unbalanced Load Cases
K# LOCK 6.Ox 6.0-0.8-0.3 0.64
HANDLING , INSTALLING S
Plus 1 UBC LL Load Case(s)
B# LOCK 4.Ox 4.0 Ctr 0.7 0.21
BRACING TRUSSES.
F# LOCK 4.Ox 4.0 Ctr 0.7 0.21
3. SEE ATTACHED DETAIL SHEET
Checked for NonConcurrent 200
H# LOCK 7.Ox10.0 Ctr 0.1 0.48
FOR: 1-JACK NAILS.
Lbs Moving Point Load applied
B# LOCK 3.Ox 6.0 Ctr-0.2 0.53
2-TBRACE. 3-BEARING BLOCK.
at Panel Points and Mid -panel
F# LOCK 3.Ox 6.0-0.1-0.2 0.54
4. DESIGNER: JIB
on BC
# = Plate Monitor used
Robbins Engineering, Inc./Online Plus- 0 1996-2006 Version 19.0.028
Engineering -Portrait 11/8/2006 8:39:11 AM Pagel
Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering
SB32ATR GE19 1 SP 20700 6 1- 3- 0 0
ENGLE/SB32ATF/M#13007
HO 7-9-13 HO 9-1-5
TCil-3-0 2-770
9-1-5
6 2x4
B
C
_, #4x6
�72` _f 21'71
BC 2-7-0
2-7-0
ALL PLATES ARE LOCK20, # = PLATE SELECTED IN PLATE MONITOR
Scale: 0.265" = 1'
Online Plus -- Version 19.0.028
RUN DATE: 08-NOV-06
CSI -Size- ----Lumber----
TC 0.08 2x 4 SP-#2
BC 0.22 2x 4 SP-#2
WB 0.58 2x 4 SP-#3
Brace truss as follows:
O.C. From To
TC Cont. 0- 0- 0 2- 7- 0
BC Cont. 0- 0- 0 2- 7- 0
WB 1 rows CLB on A -G
WB 1 rows CLB on C -B
Attach CLB with (2)-10d nails
at each web.
Loading Live Dead (psf)
TC 20.0 15.0
BC 0.0 5.0
Total 20.0 20.0 40.0
Spacing 24.0'
Lumber Duration Factor 1.25
Plate Duration Factor 1.25
TC Fb=1.15 Fc=1.10 Ft=1.10
BC Fb=1.10 Fc=1.10 Ft=1.10
Plus 5 Wind Load Case(s)
Plus 1 UBC LL Load Case(s)
Checked for NonConcurrent 200
Lbs Moving Point Load applied
at Panel Points and Mid -panel
on BC
Jt React Uplft Size Req'd
Lbs Lbs In-Sx In-Sx
Cont. Brg 0- 0- 0 to 2- 7- 0
405 125 Hz = 404
Membr CSI P Lbs Axl-CSI-Bnd
Robbins Engineering, Inc./Online Plus"
----------Top Chords ----------
G -B 0.08 118 C 0.00 0.08
--------Bottom Chords ---------
A -C 0.22 0 T 0.00 0.22
------------- Webs -------------
A -G 0.41 752 C WindLd 1 Br
G -C 0.58 750 T
C -B 0.35 90 C WindLd 1 Br
TL Defl 0.00" in A -C L/999
LL Defl 0.00" in A -C L/999
DL Defl 0.00" at L/999
Shear // Grain in A -C 0.16
Plates for each ply each face.
PLATING CONFORMS TO TPI.
REPORTS: SBCCI 9761
ROBBINS ENGINEERING, INC.
BASED ON SP LUMBER
USING GROSS AREA TEST.
Plate - LOCK 20 Ga, Gross Area
Plate - RHS 20 Ga, Gross Area
Jt Type Plt Size X Y JSI
G# LOCK 4.Ox 6.0-0.7-0.5 0.46
C# LOCK 4.Ox 6.0 0.4 Ctr 0.48
# = Plate Monitor used
REFER TO ROBBINS ENG. GENERAL
NOTES AND SYMBOLS SHEET FOR
ADDITIONAL SPECIFICATIONS.
NOTES:
Trusses Manufactured by:
East Coast Lumber
Analysis Conforms To:
FBC2004
OH Loading
Soffit psf 2.0
Provide connection to bearing
for 403 Lbs Horiz Reaction
Design checked for LL on BC
per BOCA (section 1606.2.3),
IBC/IRC-2003 and FBC 2004
(section 1607.1), 20.0 psf.
Design checked for 10 psf non -
concurrent LL on BC.
NOTE: USER MODIFIED PLATES
This design may have plates
selected through a plate
monitor.
Wind Loads - ANSI / ASCE 7-02
Truss is designed as a Main
Wind -Force Resistance System.
Wind Speed: 120 mph
Mean Roof Height: 25-0
Exposure Category: B
Occupancy Factor : 1.00
Building Type: Enclosed
Zone location: Exterior
TC Dead Load 7.0 psf
BC Dead Load 3.0 psf
Max comp. force 752 Lbs
Quality Control Factor 1.00
FABRICATOR NOTES:
1. EAST COAST LUMBER & SUPPLY
MAURICE A. SHASHOUA,
P.E.#EB5251 & 19554
5285 ST. LUCIE BLVD.
FORT PIERCE FL. 34946
2. !!!CAUTION!!! READ "SCSI-B1
SUMMARY SHEET" BEFORE
HANDLING , INSTALLING &
BRACING TRUSSES.
3. SEE ATTACHED DETAIL SHEET
FOR: 1-JACK NAILS.
2-TBRACE. 3-BEARING BLOCK.
4. DESIGNER: JIB
Robbins Engineering. Inc./Online Plus- 0 1996.2006 Version 19.0.028 Engineering -Portrait 11/8/2006 8:39:16 AM Pagel
Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering
S'B32ATR H24 1 HHIP 160400 6 1- 2- 0 0
ENGLE/SB32ATF/M#13007
1-1-7
HO 4-3 HO 1-1-7
TC' 1-2-0 1 1-6-7 -- -' -_ _ _ .-' ------'---- 14-9-9
5x8 2x4 '3x8 5x6
6i B G S2 C
D
2x4
W:400 W:400
R: 749 R: 653
U: 309 U: 274
BC 16-4-0
16-4-0
ALL PLATES ARE LOCK20
Scale: 0.367" = 1'
Online Plus -- Version 19.0.028
RUN DATE: 08-NOV-06
CSI
-Size-
----Lumber----
TC
0.69
2x
4
SP-#2
EX
S2-C
2x
4
SP-SS
BC
0.75
2x
4
SP-#2
WB
0.69
2x
4
SP-#3
EX
F -C
2x
4
SP-#2
Brace truss as follows:
O.C. From To
TC Cont. 0- 0- 0 16- 4- 0
BC Cont. 0- 0- 0 16- 4- 0
Loading Live Dead (psf)
TC 20.0 15.0
BC 0.0 5.0
Total 20.0 20.0 40.0
Spacing 24.0"
Lumber Duration Factor 1.25
Plate Duration Factor 1.25
TC Fb=1.15 Fc=1.10 Ft=1.10
BC Fb=1.10 Fc=1.10 Ft=1.10
Plus 6 Wind Load Case(s)
Plus 1 UBC LL Load Case(s)
Checked for NonConcurrent 200
Lbs Moving Point Load applied
at Panel Points and Mid -panel
on BC
Jt React Uplft
Size
Req'd
Lbs Lbs
In-Sx
In-Sx
A 749 310
4- 0
1- 8
Hz =
18
D 653 275
4- 0
1- 8
Hz =
36
Membr CSI P Lbs Axl-CSI-Bnd
Robbins Engineering, Inc./Online Plus-
---------- Top Chords ----------
* -B 0.10 1278 C 0.01 0.09
B -G 0.69 3175 C 0.16 0.53
G -S2 0.47 3175 C 0.18 0.29
S2-C 0.62 3175 C 0.13 0.49
--------Bottom Chords ---------
A -E 0.64 1100 T 0.16 0.48
E -S1 0.69 1080 T 0.16 0.53
S1-F 0.63 1080 T 0.16 0.47
F -D 0.75 27 T 0.00 0.75
------------- Webs -------------
E -B 0.11 346 T
B -F 0.69 2102 T
F -G 0.08 519 C
F -C 0.88 3196 T
D -C 0.09 597 C WindLd
TL Defl -0.58" in S1-F L/323
LL Defl -0.29" in S1-F L/657
DL Defl -0.61" at S1 L/305
Shear // Grain in S1-F 0.39
Plates for each ply each face.
PLATING CONFORMS TO TPI.
REPORTS: SBCCI 9761
ROBBINS ENGINEERING, INC.
BASED ON SP LUMBER
USING GROSS AREA TEST.
Plate - LOCK 20 Ga, Gross Area
Plate - RHS 20 Ga, Gross Area
Jt Type Plt Size X Y JSI
B LOCK 5.Ox 8.0 Ctr-0.1 0.90
C LOCK 5.Ox 6.0-0.5 Ctr 0.93
F LOCK 4.0x10.0 Ctr 0.5 1.00
REFER TO ROBBINS ENG. GENERAL
NOTES AND SYMBOLS SHEET FOR
ADDITIONAL SPECIFICATIONS.
NOTES:
Trusses Manufactured by:
East Coast Lumber
Analysis Conforms To:
FBC2004
OH Loading
Soffit psf 2.0
Design checked for LL on BC
per BOCA (section 1606.2.3),
IBC/IRC-2003 and FBC 2004
(section 1607.1), 20.0 psf.
Design checked for 10 psf non -
concurrent LL on BC.
Wind Loads - ANSI / ASCE 7-02
Truss is designed as a Main
Wind -Force Resistance System.
Wind Speed: 120 mph
Mean Roof Height: 25-0
Exposure Category: B
Occupancy Factor : 1.00
Building Type: Enclosed
Zone location: Exterior
TC Dead Load 7.0 psf
BC Dead Load 3.0 psf
Max comp. force 3175 Lbs
Quality Control Factor 1.00
FABRICATOR NOTES:
1. EAST COAST LUMBER & SUPPLY
MAURICE A. SHASHOUA,
P.E.#EB5251 & 19554
5285 ST. LUCIE BLVD.
FORT PIERCE FL. 34946
2. !!!CAUTION!!! READ "BCSI-B1
SUMMARY SHEET" BEFORE
HANDLING , INSTALLING &
BRACING TRUSSES.
3. SEE ATTACHED DETAIL SHEET
FOR: 1-JACK NAILS.
2-TBRACE. 3-SEARING BLOCK.
4. DESIGNER: JIB
Robbins Engineering. Inc./Online Plus" 0 1996-2006 Version 19.0.028 Engineering - Portrait 1118/2006 8:39.13 AM Page 1
Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering
SB32ATR H23 1 HHIP 160400 6 1- 2- 0 0
ENGLE/SB32ATF/M#13007
2-1-7
HO 4-3 HO 2-1-7
TC., 1-2-0 3-6-7 i _.- 12-9-9 -- ------ - -... - -- - - -- --- i
4x8 2x4 3x4
B G C
W:400
R: 749
U: 307
BC 16-4-0 - -- - - --- - - - '-
-- -- - -- - - 16-4-0--
ALL PLATES ARE LOCK20
D
2x4
W:400
R: 653
U: 276
Scale: 0.367" = 1'
Robbins Engineering, Inc./Online P1us-
A -B 0.12 1108 C 0.00 0.12
Soffit psf 2.0
B -G 0.52 1504 C 0.01 0.51
Design checked for LL on BC
Online Plus -- Version 19.0.028
G -C 0.52 1504 C 0.01 0.51
per BOCA (section 1606.2.3),
RUN DATE: 08-NOV-06
--------Bottom Chords---------
IBC/IRC-2003 and FBC 2004
A -E 0.36 995 T 0.13 0.23
(section 1607.1), 20.0 psf.
CSI -Size- ----Lumber----
E -S1 0.54 992 T 0.12 0.42
Design checked for 10 psf non-
TC 0.52 2x 4 SP-#2
S1-F 0.41 992 T 0.12 0.29
concurrent LL on BC.
BC 0.54 2x 4 SP-#2
F -D 0.52 66 T 0.00 0.52
Wind Loads - ANSI / ASCE 7-02
WB 0.50 2x 4 SP-#3
-------------Webs-------------
Truss is designed as a Main
E -B 0.07 224 T
Wind -Force Resistance System.
Brace truss as follows:
B -F 0.17 532 T
Wind Speed: 120 mph
O.C. From To
F -G 0.08 510 C
Mean Roof Height: 25-0
TC Cont. 0- 0- 0 16- 4- 0
F -C 0.50 1567 T
Exposure Category: B
BC Cont. 0- 0- 0 16- 4- 0
D -C 0.10 623 C WindLd
Occupancy Factor : 1.00
Building Type: Enclosed
Loading Live Dead (psf)
TL Defl -0.14" in E -S1 L/999
Zone location: Exterior
TC 20.0 15.0
LL Defl -0.06" in S1-F L/999
TC Dead Load 7.0 psf
BC 0.0 5.0
DL Defl -0.24" at S1 L/790
BC Dead Load 3.0 psf
Total 20.0 20.0 40.0
Shear // Grain in S1-F 0.42
Max comp. force 1504 Lbs
Spacing 24.0"
Quality Control Factor 1.00
Lumber Duration Factor 1.25
Plates for each ply each face.
Plate Duration Factor 1.25
PLATING CONFORMS TO TPI.
FABRICATOR NOTES:
TC Fb=1.15 Fc=1.10 Ft=1.10
REPORTS: SBCCI 9761
1. EAST COAST LUMBER & SUPPLY
BC Fb=1.10 Fc=1.10 Ft=1.10
ROBBINS ENGINEERING, INC.
MAURICE A. SHASHOUA,
BASED ON SP LUMBER
P.E.#EB5251 & 19554
USING GROSS AREA TEST.
5285 ST. LUCIE BLVD.
Plus 6 Wind Load Case(s)
Plate - LOCK 20 Ga, Gross Area
FORT PIERCE FL. 34946
Plus 1 UBC LL Load Case(s)
Plate - RHS 20 Ga, Gross Area
2. !!!CAUTION!!! READ "SCSI-B1
Jt Type Plt Size X Y JSI
SUMMARY SHEET" BEFORE
Checked for NonConcurrent 200
C LOCK 3.Ox 4.0-1.0 Ctr 0.95
HANDLING , INSTALLING &
Lbs Moving Point Load applied
F LOCK 3.Ox 8.0 0.5 Ctr 0.99
BRACING TRUSSES.
at Panel Points and Mid -panel
3. SEE ATTACHED DETAIL SHEET
on BC
FOR: 1-JACK NAILS.
REFER TO ROBBINS ENG. GENERAL
2-TBRACE. 3-BEARING BLOCK.
Jt React Uplft Size Req'd
NOTES AND SYMBOLS SHEET FOR
4. DESIGNER: JIB
Lbs Lbs In-Sx In-Sx
ADDITIONAL SPECIFICATIONS.
A 749 308 4- 0 1- 8
Hz = 39
NOTES:
D 653 277 4- 0 1- 8
Trusses Manufactured by:
Hz = 86
East Coast Lumber
Analysis Conforms To:
Membr CSI P Lbs Axl-CSI-Bnd
FBC2004
----------Top Chords----------
OH Loading
Robbins Engineering. Inc./Online Plus" 0 1996.2006 Version 19.0.028 Engineering - Portrait 11/82006 8:39:13 AM Page 1
Job
Mark
Quan
Type
Span P1-H1
Left OH
Right OH
Engineering
SB32ATR
H22
1
HHIP
160400 6
1- 2- 0
0
ENGLE/SB32ATF/M#13007
HO 4-3
HO 3-1-7
TC 1-2-0 5-6-7
10-9-9
1
4x6
3x4
2x4
B
F
C
71
3-1-7
3x4
A
D
E
S1
3x4
3x4
3x4
WI4I0
W:4I0
R: 749
R: 653
U: 304
U: 280
BC
16-4-0
'
16-4-0
-
ALL PLATES ARE LOCK20
Scale: 0.367" = 1'
Online Plus -- Version 19.0.028
RUN DATE: 08-NOV-06
CSI -Size- ----Lumber----
TC 0.37 2x 4 SP-#2
BC 0.99 2x 4 SP-#2
WB 0.50 2x 4 SP-#3
Brace truss as follows:
O.C. From To
TC Cont. 0- 0- 0 16- 4- 0
BC Cont. 0- 0- 0 16- 4- 0
Loading Live Dead (psf)
TC 20.0 15.0
BC 0.0 5.0
Total 20.0 20.0 40.0
Spacing 24.0"
Lumber Duration Factor 1.25
Plate Duration Factor 1.25
TC Fb=1.15 Fc=1.10 Ft=1.10
BC Fb=1.10 Fc=1.10 Ft=1.10
Plus 6 Wind Load Case(s)
Plus 1 UBC LL Load Case(s)
Checked for NonConcurrent 200
Lbs Moving Point Load applied
at Panel Points and Mid -panel
on BC
Robbins Engineering, Inc./Online Plus"
----------Top Chords ----------
A -B 0.23 995 C 0.01 0.22
B -F 0.37 888 C 0.00 0.37
F -C 0.37 45 C 0.00 0.37
--------Bottom Chords ---------
A -E 0.80 888 T 0.11 0.69
E -S1 0.77 844 T 0.08 0.69
S1-D 0.99 844 T 0.08 0.91
------------- Webs -------------
E -B 0.06 224 T
E -F 0.06 217 T
F -D 0.50 959 C
D -C 0.05 154 C WindLd
TL Defl -0.55" in S1-D L/341
LL Defl -0.36" in S1-D L/518
DL Defl -0.17" at S1 L/999
Shear // Grain in F -C 0.29
Plates for each ply each face.
PLATING CONFORMS TO TPI.
REPORTS: SBCCI 9761
ROBBINS ENGINEERING, INC.
BASED ON SP LUMBER
USING GROSS AREA TEST.
Plate - LOCK 20 Ga, Gross Area
Plate - RHS 20 Ga, Gross Area
it Type Plt Size X Y JSI
REFER TO ROBBINS ENG. GENERAL
NOTES AND SYMBOLS SHEET FOR
ADDITIONAL SPECIFICATIONS.
it React Uplft Size Req'd NOTES:
Lbs Lbs In-Sx In-Sx Trusses Manufactured by:
A 749 304 4- 0 1- 8 East Coast Lumber
Hz = 60 Analysis Conforms To:
D 653 280 4- 0 1- 8 FBC2004
Hz = 136 OH Loading
Soffit psf 2.0
Membr CSI P Lbs Axl-CSI-Bnd Design checked for LL on BC
Robbins Engineering, Inc./Online Plus" 0 1996-2006 Version 19.0.028 Engineering - Portrait 11/8/2006 8:39:12 AM Page 1
per BOCA (section 1606.2.3),
IBC/IRC-2003 and FBC 2004
(section 1607.1), 20.0 psf.
Design checked for 10 psf non -
concurrent LL on BC.
Wind Loads - ANSI / ASCE 7-02
Truss is designed as a Main
Wind -Force Resistance System.
Wind Speed: 120 mph
Mean Roof Height: 25-0
Exposure Category: B
Occupancy Factor : 1.00
Building Type: Enclosed
Zone location: Exterior
TC Dead Load 7.0 psf
BC Dead Load 3.0 psf
Max comp. force 995 Lbs
Quality Control Factor 1.00
FABRICATOR NOTES:
1. EAST COAST LUMBER & SUPPLY
MAURICE A. SHASHOUA,
P.E.#EB5251 & 19554
5285 ST. LUCIE BLVD.
FORT PIERCE FL. 34946
2. !!!CAUTION!!! READ "BCSI-B1
SUMMARY SHEET" BEFORE
HANDLING , INSTALLING &
BRACING TRUSSES.
3. SEE ATTACHED DETAIL SHEET
FOR: 1-JACK NAILS.
2-TBRACE. 3-BEARING BLOCK.
4. DESIGNER: JIB
Job
Mark
Quan
Type Span
P1-H1
Left OH
Right
OH
Engineering
SB32ATR
�i21
1
HHIP 160400
6
1- 2- 0
0
ENGLE/SB32ATF/M#13007
HO 4-3
HO 3-9-7
TC i1-2-0_i.---------•-
=-10-7-
1 ----
-.
9-5-9
5x10
2x4
4x6
#8x10
B
J
K
C
�k
f}
61
3x4
I
I
3-9-7
3x10
4x6
A
R
f'
11Al
D
,u
H
�r E
G
S1
F
I/ #5x10
'••
2x4
!i7x8
7x8
5x6
6x10
W:400
W:400
R:3088
R:4560
U:1282
U:1921
-BC,
16-4-0
-
16-4-0
ALL PLATES
ARE LOCK20, # = PLATE
SELECTED
IN PLATE MONITOR
Scale: 0.360" = 1'
Online Plus -- Version 19.0.028
RUN DATE: 08-NOV-06
CSI -Size- ----Lumber----
TC 1.00 2x 4 SP-#2
BC 0.58 2x 6 SP-SS
EX S1-D 2x 6 SP-#2
WB 0.87 2x 4 SP-#3
EX F -C 2x 4 SP-#2
EX D -C 2x 6 SP-#2
PB --- 2x 4 SP-#3
Brace truss as follows:
O.C. From To
TC Cont. 0- 0- 0 16- 4- 0
BC Cont. 0- 0- 0 16- 4- 0
Loading Live Dead (psf)
TC 20.0 15.0
BC 0.0 5.0
Total 20.0 20.0 40.0
Spacing 24.0"
Lumber Duration Factor 1.25
Plate Duration Factor 1.25
TC Fb=1.00 Fc=1.00 Ft=1.00
BC Fb=1.00 Fc=1.00 Ft=1.00
Load Case # 1 Standard Loading
Lumber Duration Factor 1.25
Plate Duration Factor 1.25
plf - Live Dead From To
TC V 40 30 0.0' 16.3'
BC V 0 10 0.0' 16.3'
BC V 223 223 7.0' 16.3'
BC V 1039 1039 7.0' CL-LB
Plus 6 Wind Load Case(s)
Plus 1 UBC LL Load Case(s)
Checked for NonConcurrent 200
Lbs Moving Point Load applied
at Panel Points and Mid -panel
on BC
Jt React Uplft Size Req'd
Lbs Lbs In-Sx In-Sx
A 3088 1282 4- 0 3-10
Hz = 75
Robbins Engineering, Inc./Online Plus -
Hz = 166
Membr CSI P Lbs Axl-CSI-Bnd
----------Top Chords ----------
A -I 0.68 6031 C 0.34 0.34
I -B 1.00 6034 C 0.30 0.70
B -J 0.66 5152 C 0.24 0.42
J -K 0.37 5152 C 0.32 0.05
K -C 0.26 3331 C 0.21 0.05
--------Bottom Chords ---------
* -H 0.49 5369 T 0.37 0.12
H -E 0.49 5369 T 0.37 0.12
E -G 0.58 5381 T 0.37 0.21
G -S1 0.36 3331 T 0.23 0.13
S1-F 0.75 3331 T 0.44 0.31
F -D 0.37 130 T 0.00 0.37
------------- Webs -------------
H -I 0.05 157 T
I -E 0.04 179 T
E -B 0.85 2699 T
B -G 0.10 340 C
G -J 0.06 309 C
G -K 0.87 2742 T
F -K 0.48 2255 C
F -C 0.92 5014 T
D -C 0.38 3862 C WindLd
TL Defl -0.25" in E -G L/739
LL Defl -0.13" in E -G L/999
DL Defl -0.19" at E L/974
Shear // Grain in E -G 0.67
Plates for each ply each face.
PLATING CONFORMS TO TPI.
REPORTS: SBCCI 9761
ROBBINS ENGINEERING, INC.
BASED ON SP LUMBER
USING GROSS AREA TEST.
Plate - LOCK 20 Ga, Gross Area
Plate - RHS 20 Ga, Gross Area
Jt Type Plt Size X Y JSI
A LOCK 4.Ox 6.0 0.4 0.4 0.96
A LOCK 3.0x10.0 2.9 1.4 1.00
B LOCK 5.Ox10.0-0.5-0.9 0.97
K LOCK 4.Ox 6.0-1.0 Ctr 0.95
C# LOCK 8.0x10.0 0.5-0.5 0.94
E LOCK 7.Ox 8.0 Ctr-1.0 0.86
G LOCK 7.Ox 8.0 1.0-0.4 0.88
F LOCK 6.Ox10.0 1.0 Ctr 0.93
D# LOCK 5.0x10.0 Ctr-0.5 0.71
REFER TO ROBBINS ENG. GENERAL
NOTES AND SYMBOLS SHEET FOR
ADDITIONAL SPECIFICATIONS.
NOTES:
Trusses Manufactured by:
East Coast Lumber
Analysis Conforms To:
FBC2004
OH Loading
Soffit psf 2.0
Design checked for LL on BC
per BOCA (section 1606.2.3),
IBC/IRC-2003 and FBC 2004
(section 1607.1), 20.0 psf.
Design checked for 10 psf non -
concurrent LL on BC.
Prevent truss rotation at all
bearing locations.
NOTE: USER MODIFIED PLATES
This design may have plates
selected through a plate
monitor.
Wind Loads - ANSI / ASCE 7-02
Truss is designed as a Main
Wind -Force Resistance System.
Wind Speed: 120 mph
Mean Roof Height: 25-0
Exposure Category: B
Occupancy Factor : 1.00
Building Type: Enclosed
Zone location: Exterior
TC Dead Load 7.0 psf
BC Dead Load 3.0 psf
Max comp. force 6034 Lbs
Quality Control Factor 1.00
FABRICATOR NOTES:
1. EAST COAST LUMBER S SUPPLY
MAURICE A. SHASHOUA,
P.E.#EB5251 6 19554
5285 ST. LUCIE BLVD.
FORT PIERCE FL. 34946
2. !!!CAUTION!!! READ "SCSI-B1
SUMMARY SHEET" BEFORE
HANDLING , INSTALLING 6
BRACING TRUSSES.
3. SEE ATTACHED DETAIL SHEET
FOR: 1-JACK NAILS.
2-TBRACE. 3-BEARING BLOCK.
4. DESIGNER: JIB
D 4561 1922 4- 0 5- 6 ** # = Plate Monitor used
Robbins Engineering, Inc./Online Plus'- m 1996-2006 Version 19.0.028 Engineering - Portrait 11/8/2006 6:39.11 AM Pagel
Job
Mark
Quan Type
Span
P1-H1
Left OH Right
OH
Engineering
S'B32ATR
H10
1 SP
240400
6
1- 2- 0 0
ENGLE/SB32ATF/M#13007
HO 4-3
0
0
HO 3-10-3
N
O
TC. 'i 770-0
2x4
3x8
4x4
I
S1
J
4x8
Sx6
B
C
6
3x4
H
3-10-3
5x4
3x6
A
D
K
' G
F
S2 E
3x3
:I 2x4
`!3x4
3x8
4x8 5x6
W : 400
HGR
R:2076
R:2077
U: 861
U: 878
BC?
24-4-0
----- .--------
- 1
-
24-4-0
ALL PLATES ARE
LOCK20
Scale: 0.256" = 1'
Online Plus -- Version 19.0.028
RUN DATE: 07-NOV-06
CSI -Size- ----Lumber----
TC 0.63 2x 4 SP-SS
EX A -B 2x 4 SP-#2
BC 0.81 2x 4 SP-#2
EX S2-D 2x 4 SP-SS
WB 0.46 2x 4 SP-#3
EX E -C 2x 4 SP-#2
PB --- 2x 4 SP-#3
Brace truss as follows:
O.C. From To
TC Cont. 0- 0- 0 24- 4- 0
BC Cont. 0- 0- 0 24- 4- 0
Loading Live Dead (psf)
TC 20.0 15.0
BC 0.0 5.0
Total 20.0 20.0 40.0
Spacing 24.0"
Lumber Duration Factor 1.25
Plate Duration Factor 1.25
TC Fb=1.00 Fc=1.00 Ft=1.00
BC Fb=1.00 Fc=1.00 Ft=1.00
Load Case # 1 Girder Loading
Lumber Duration Factor 1.25
Plate Duration Factor 1.25
plf - Live Dead From To
TC V 40 30 0.0' 24.3'
BC V 0 10 0.0' 24.3'
TC V 50 38 7.0' 23.3'
TC V -40 -30 23.3' 24.3'
BC V 0 13 7.1' 23.3'
BC V 0 -10 23.3' 24.3'
BC V 280 280 7.1' CL-LB
Plus 6 Wind Load Case(s)
Plus 1 UBC LL Load Case(s)
Checked for NonConcurrent 200
Lbs Moving Point Load applied
at Panel Points and Mid -panel
on BC
it React Uplft Size Req'd E LOCK 5.Ox 6.0 1.0 Ctr
Lbs Lbs In-Sx In-Sx
Robbins Engineering, Inc./Online Plus- 0 1996-2006 Version 19.0.028 Engineering -Portrait 11/8/2006 8:39:05 AM Pagel
Robbins Engineering, Inc./Online P1us-
A 2077 862 4- 0 2- 7
Hz = 80
D 2077 879 3- 8 2- 7
Hz = 174
Membr CSI P Lbs Axl-CSI-Bnd
----------Top Chords ----------
A -H 0.39 3768 C 0.12 0.27
H -B 0.63 3713 C 0.10 0.53
B -I 0.63 3980 C 0.13 0.50
I -S1 0.56 3980 C 0.07 0.49
S1-J 0.59 3980 C 0.07 0.52
J -C 0.58 2876 C 0.07 0.51
--------Bottom Chords ---------
* -K 0.78 3337 T 0.61 0.17
K -G 0.78 3337 T 0.61 0.17
G -F 0.81 3346 T 0.35 0.46
F -S2 0.75 2876 T 0.30 0.45
S2-E 0.66 2876 T 0.15 0.51
E -D 0.30 137 T 0.00 0.30
------------- Webs -------------
K -H 0.05 168 T
H -G 0.03 160 C
G -B 0.20 679 T
B -F 0.23 741 T
F -i 0.21 946 C
F -J 0.41 1301 T
E -J 0.38 1664 C
E -C 0.77 3394 T
D -C 0.46 2040 C WindLd
TL Defl -0.32" in G -F L/884
LL Defl -0.15" in G -F L/999
DL Defl -0.23" at F L/999
Shear // Grain in J -C 0.68
Plates for each ply each face.
PLATING CONFORMS TO TPI.
REPORTS: SBCCI 9761
ROBBINS ENGINEERING, INC.
BASED ON SP LUMBER
USING GROSS AREA TEST.
Plate - LOCK 20 Ga, Gross Area
Plate - RHS 20 Ga, Gross Area
it Type Plt Size X Y JSI
A LOCK 3.Ox 6.0 1.4 0.7 0.85
A LOCK 5.Ox 4.0 3.2 1.1 0.80
C LOCK 5.Ox 6.0-1.0 Ctr 0.97
F LOCK 3.Ox 8.0 0.5 Ctr 0.88
S2 LOCK 4.Ox 8.0 Ctr 0.2 0.98
0.97
REFER TO ROBBINS ENG. GENERAL
NOTES AND SYMBOLS SHEET FOR
ADDITIONAL SPECIFICATIONS.
NOTES:
Trusses Manufactured by:
East Coast Lumber
Analysis Conforms To:
FBC2004
Girder Half Hip
Framing King Jacks
Jack Open Faced
Setback 7- 0- 0
OH Loading
Soffit psf 2.0
Design checked for LL on BC
per BOCA (section 1606.2.3),
IBC/IRC-2003 and FBC 2004
(section 1607.1), 20.0 psf.
Design checked for 10 psf non -
concurrent LL on BC.
Prevent truss rotation at all
bearing locations.
Wind Loads - ANSI / ASCE 7-02
Truss is designed as a Main
Wind -Force Resistance System.
Wind Speed: 120 mph
Mean Roof Height: 25-0
Exposure Category: B
Occupancy Factor : 1.00
Building Type: Enclosed
Zone location: Exterior
TC Dead Load 7.0 psf
BC Dead Load 3.0 psf
Max comp. force 3980 Lbs
Quality Control Factor 1.00
FABRICATOR NOTES:
1. EAST COAST LUMBER 6 SUPPLY
MAURICE A. SHASHOUA,
P.E.#EB5251 6 19554
5285 ST. LUCIE BLVD.
FORT PIERCE FL. 34946
2. !!!CAUTION!!! READ "SCSI-B1
SUMMARY SHEET" BEFORE
HANDLING , INSTALLING 6
BRACING TRUSSES.
3. SEE ATTACHED DETAIL SHEET
FOR: 1-JACK NAILS.
2-TBRACE. 3-BEARING BLOCK.
4. DESIGNER: JIB
Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering
SB32ATR H11 1 SP 240400 6 1- 2- 0 0
ENGLE/SB32ATF/M#13007
HO 4-3
0
0
N
O
TC H 9-0-0
4-10-3
HO 3-10-2
13-4 _0 -- -2_-0-0
4x8 2x4 5x4
B I C
4
D
3x4
1i 3x4 3x6 3x8
W:400 HGR
R:1069 R: 973
U: 438 U: 414
BC-- 24-4-0
-I - - - - - 24-4-0- ..----------------•-- - ---- -
ALL PLATES ARE LOCK20
Robbins Engineering, Inc./Online P1us-
Membr CSI P Lbs Axl-CSI-Bnd
----------Top Chords----------
OnlinePlus -- Version 19.0.028 A -H 0.31 1676 C 0.01 0.30
RUN DATE: 07-NOV-06 H -B 0.25 1359 C 0.01 0.24
B -I 0.53 1232 C 0.01 0.52
CSI -Size- ----Lumber---- I -C 0.53 1232 C 0.01 0.52
TC 0.53 2x 4 SP-#2 C -J 0.16 96 T 0.00 0.16
BC 0.76 2x 4 SP-#2--------Bottom Chords ---------
WB 0.39 2x 4 SP-#3 A -G 0.76 1500 T 0.15 0.61
G -S1 0.58 1215 T 0.13 0.45
Brace truss as follows: S1-F 0.57 1215 T 0.11 0.46
O.C. From To F -D 0.74 351 T 0.03 0.71
TC Cont. 0- 0- 0 24- 4- 0 ------------- Webs -------------
BC Cont. 0- 0- 0 24- 4- 0 H -G 0.12 314 C
G -B 0.10 327 T
Loading Live Dead (psf)
TC 20.0 15.0
BC 0.0 5.0
Total 20.0 20.0 40.0
Spacing 24.0"
Lumber Duration Factor 1.25
Plate Duration Factor 1.25
TC Fb=1.15 Fc=1.10 Ft=1.10
BC Fb=1.10 Fc=1.10 Ft=1.10
Plus 6 Wind Load Case(s)
Plus 1 UBC LL Load Case(s)
B
-F
0.10
128
T
F
-I
0.16
503
C
F
-C
0.39
1052
T
C
-D
0.31
884
C
D
-J
0.09
125
C WindLd
Checked for NonConcurrent 200
Lbs Moving Point Load applied
at Panel Points and Mid -panel
on BC
it React Uplft Size Req'd
Lbs Lbs In-Sx In-Sx
A 1069 439 4- 0 1- 8
Hz = -91
D 973 414 4- 0 1- 8
Hz = 194
TL Defl -0.27" in F -D L/999
LL Defl -0.17" in F -D L/999
DL Defl -0.12" at G L/999
Shear // Grain in B -I 0.34
Plates for each ply each face.
PLATING CONFORMS TO TPI.
REPORTS: SBCCI 9761
ROBBINS ENGINEERING, INC.
BASED ON SP LUMBER
USING GROSS AREA TEST.
Plate - LOCK 20 Ga, Gross Area
Plate - RHS 20 Ga, Gross Area
it Type Plt Size X Y JSI
A LOCK 4.Ox 4.0 Ctr 0.1 0.83
REFER TO ROBBINS ENG. GENERAL
NOTES AND SYMBOLS SHEET FOR
ADDITIONAL SPECIFICATIONS.
Scale: 0.256" = 1
NOTES:
Trusses Manufactured by:
East Coast Lumber
Analysis Conforms To:
FBC2004
OH Loading
Soffit psf 2.0
Design checked for LL on BC
per BOCA (section 1606.2.3),
IBC/IRC-2003 and FBC 2004
(section 1607.1), 20.0 psf.
Design checked for 10 psf non -
concurrent LL on BC.
Wind Loads - ANSI / ASCE 7-02
Truss is designed as a Main
Wind -Force Resistance System.
Wind Speed: 120 mph
Mean Roof Height: 25-0
Exposure Category: B
Occupancy Factor : 1.00
Building Type: Enclosed
Zone location: Exterior
TC Dead Load : 7.0 psf
BC Dead Load 3.0 psf
Max comp. force 1676 Lbs
Quality Control Factor 1.00
FABRICATOR NOTES:
1. EAST COAST LUMBER & SUPPLY
MAURICE A. SHASHOUA,
P.E.#EB5251 & 19554
5285 ST. LUCIE BLVD.
FORT PIERCE FL. 34946
2. !!!CAUTION!!! READ "SCSI-B1
SUMMARY SHEET" BEFORE
HANDLING , INSTALLING &
BRACING TRUSSES.
3. SEE ATTACHED DETAIL SHEET
FOR: 1-JACK NAILS.
2-TBRACE. 3-BEARING BLOCK.
4. DESIGNER: JIB
Robbins Engineering, Inc./Online Plus' 0 1996.2006 Version 19.0.028 Engineering -Portrait 11/8/2006 8:39:06 AM Pagel
Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering
SB32ATR H12 1 SP 240400 6 1- 2- 0 0
ENGLE/SB32ATF/M#13007
HO 4-3 HO 3-10-3
0
0
N
O
TC._ 117.0-0
4x6 3x4 4x6
B H C
4
D
2x4
2x4 3x6 3x6 3x8 /J
W:400 HGR
R:1107 R:1042
U: 438 U: 414
BC
Online Plus -- Version 19.0.028
RUN DATE: 07-NOV-06
CSI -Size- ----Lumber----
TC 0.32 2x 4 SP-#2
BC 0.69 2x 4 SP-#2
WB 0.43 2x 4 SP-#3
Brace truss as follows:
O.C. From To
TC Cont. 0- 0- 0 24- 4- 0
BC Cont. 0- 0- 0 24- 4- 0
Loading Live Dead (psf)
TC 20.0 15.0
BC 0.0 5.0
Total 20.0 20.0 40.0
Spacing 24.0"
Lumber Duration Factor 1.25
Plate Duration Factor 1.25
TC Fb=1.15 Fc=1.10 Ft=1.10
BC Fb=1.10 Fc=1.10 Ft=1.10
Plus 6 Wind Load Case(s)
Plus 1 UBC LL Load Case(s)
Plus 1 BC LL Load Case(s)
Checked for NonConcurrent 200
Lbs Moving Point Load applied
at Panel Points and Mid -panel
on BC
it React Uplft Size Req'd
Lbs Lbs In-Sx In-Sx
A 1107 439 4- 0 1- 8
Hz = -114
D 1043 414 4- 0 1- 8
24-4-0
24-4-0
ALL PLATES ARE LOCK20
Robbins Engineering, Inc./Online Plus-
B -H 0.24 1145 C 0.00 0.24
H -C 0.24 664 C 0.00 0.24
C -I 0.17 736 C 0.00 0.17
--------Bottom Chords ---------
A -J 0.54 1541 T 0.15 0.39
J -K 0.55 1541 T 0.14 0.41
K -S1 0.51 1040 T 0.10 0.41
S1-L 0.69 1040 T 0.10 0.59
L -D 0.43 154 T 0.00 0.43
------------- Webs -------------
J -G 0.07 238 T
G -K 0.24 452 C
K -B 0.07 261 T
K -H 0.06 206 T
H -L 0.43 604 C
L -C 0.02 102 T
L -I 0.28 894 T
D -I 0.25 1057 C WindLd
TL Defl -0.23" in S1-L L/999
LL Defl -0.14" in S1-L L/999
DL Defl -0.13" at S1 L/999
Shear // Grain in A -G 0.23
Plates for each ply each face.
PLATING CONFORMS TO TPI.
REPORTS: SBCCI 9761
ROBBINS ENGINEERING, INC.
BASED ON SP LUMBER
USING GROSS AREA TEST.
Plate - LOCK 20 Ga, Gross Area
Plate - RHS 20 Ga, Gross Area
Jt Type Plt Size X Y JSI
A LOCK 4.Ox 4.0 Ctr 0.1 0.85
REFER TO ROBBINS ENG. GENERAL
NOTES AND SYMBOLS SHEET FOR
ADDITIONAL SPECIFICATIONS.
Hz = 219 NOTES:
Trusses Manufactured by:
Membr CSI P Lbs Axl-CSI-Bnd East Coast Lumber
----------Top Chords---------- Analysis Conforms To:
A -G 0.32 1718 C 0.01 0.31 FBC2004
G -B 0.32 1285 C 0.01 0.31 OH Loading
Robbins Engineering, Inc./Online PlusT" m 1996-2006 Version 19.0.028 Engineering -Portrait 11/8/2006 8:39.06 AM Pagel
Scale: 0.256" = 1
Soffit psf 2.0
Design checked for LL on BC
per BOCA (section 1606.2.3),
IBC/IRC-2003 and FBC 2004
(section 1607.1), 20.0 psf.
Design checked for 10 psf non -
concurrent LL on BC.
Wind Loads - ANSI / ASCE 7-02
Truss is designed as a Main
Wind -Force Resistance System.
Wind Speed: 120 mph
Mean Roof Height: 25-0
Exposure Category: B
Occupancy Factor : 1.00
Building Type: Enclosed
Zone location: Exterior
TC Dead Load 7.0 psf
BC Dead Load 3.0 psf
Max comp. force 1718 Lbs
Quality Control Factor 1.00
FABRICATOR NOTES:
1. EAST COAST LUMBER & SUPPLY
MAURICE A. SHASHOUA,
P.E.#EB5251 & 19554
5285 ST. LUCIE BLVD.
FORT PIERCE FL. 34946
2. !!!CAUTION!!! READ "SCSI-B1
SUMMARY SHEET" BEFORE
HANDLING , INSTALLING &
BRACING TRUSSES.
3. SEE ATTACHED DETAIL SHEET
FOR: 1-JACK NAILS.
2-TBRACE. 3-BEARING BLOCK.
4. DESIGNER: JIB
Job
Mark
Type
Span P1-H1
Left OH
Right OH
Engineering
,VB32ATR
1
Puan
1
SP
240400 6
1- 2- 0
0
ENGLE/SB32ATF/M#13007
HO 4-3
0
0
HO 3-10-3
N
O
TC,
13-0-0
,.
5-4-0
6-0-0
4x4
4x6
B
C
I
-
6
2x4
3x4
H
1
6-10-3
t
I
4x4
A
er.
D
G
sl
F
2x4
F
3x4
4x8
3x8
W:400
HGR
R:1134
R:1051
U: 438
U: 414
BC
24-4-0
24-4-0
ALL PLATES ARE LOCK20
Scale: 0.256" = 1'
Online Plus -- Version 19.0.028
RUN DATE: 08-NOV-06
CSI
-Size-
----Lumber----
TC
0.45
2x
4
SP-#2
BC
0.77
2x
4
SP-#2
EX
S1-D
2x
4
SP-SS
WB
0.29
2x
4
SP-#3
Brace truss as follows:
O.C. From To
TC Cont. 0- 0- 0 24- 4- 0
BC Cont. 0- 0- 0 24- 4- 0
WB 1 rows CLB on B -F
Attach CLB with (2)-10d nails
at each web.
Loading Live Dead (psf)
TC 20.0 15.0
BC 0.0 5.0
Total 20.0 20.0 40.0
Spacing 24.0"
Lumber Duration Factor 1.25
Plate Duration Factor 1.25
TC Fb=1.15 Fc=1.10 Ft=1.10
BC Fb=1.10 Fc=1.10 Ft=1.10
Plus 6 Wind Load Case(s)
Plus 1 UBC LL Load Case(s)
Plus 1 BC LL Load Case(s)
Checked for NonConcurrent 200
Lbs Moving Point Load applied
at Panel Points and Mid -panel
on BC
it React Uplft Size Req'd
Robbins Engineering, Inc./Online Plus'"
Membr CSI P Lbs Axl-CSI-Bnd
----------Top Chords ----------
A -H 0.45 1741 C 0.01 0.44
H -B 0.45 1490 C 0.01 0.44
B -C 0.23 779 C 0.00 0.23
C -I 0.45 861 C 0.01 0.44
--------Bottom Chords ---------
* -G 0.77 1564 T 0.14 0.63
G -S1 0.74 988 T 0.09 0.65
S1-F 0.91 988 T 0.04 0.87
F -D 0.26 177 T 0.00 0.26
------------- Webs -------------
H -G 0.11 418 C
G -B 0.22 635 T
B -F 0.09 328 C 1 Br
F -C 0.02 74 T
F -]: 0.29 909 T
D -I 0.24 1047 C WindLd
TL Defl -0.29" in G -S1 L/977
LL Defl -0.22" in G -S1 L/999
DL Defl -0.12" at S1 L/999
Shear // Grain in S1-F 0.45
Plates for each ply each face.
PLATING CONFORMS TO TPI.
REPORTS: SBCCI 9761
ROBBINS ENGINEERING, INC.
BASED ON SP LUMBER
USING GROSS AREA TEST.
Plate - LOCK 20 Ga, Gross Area
Plate - RHS 20 Ga, Gross Area
it Type Plt Size X Y JSI
A LOCK 4.Ox 4.0 Ctr 0.1 0.87
S1 LOCK 4.Ox 8.0 Ctr 0.2 0.97
REFER TO ROBBINS ENG. GENERAL
NOTES AND SYMBOLS SHEET FOR
ADDITIONAL SPECIFICATIONS.
Lbs Lbs In-Sx In-Sx
A 1135 439 4- 0 1- 8 NOTES:
Hz = -138 Trusses Manufactured by:
D 1051 414 4- 0 1- 8 East Coast Lumber
Hz = 242 Analysis Conforms To:
Robbins Engineering, Inc./Online Plus" 0 1996-2006 Version 19.0.028 Engineering • Portrait 11182006 8:39:07 AM Page 1
FBC2004
OH Loading
Soffit psf 2.0
Design checked for LL on BC
per BOCA (section 1606.2.3),
IBC/IRC-2003 and FBC 2004
(section 1607.1), 20.0 psf.
Design checked for 10 psf non -
concurrent LL on BC.
Wind Loads - ANSI / ASCE 7-02
Truss is designed as a Main
Wind -Force Resistance System.
Wind Speed: 120 mph
Mean Roof Height: 25-0
Exposure Category: B
Occupancy Factor : 1.00
Building Type: Enclosed
Zone location: Exterior
TC Dead Load 7.0 psf
BC Dead Load 3.0 psf
Max comp. force 1741 Lbs
Quality Control Factor 1.00
FABRICATOR NOTES:
1. EAST COAST LUMBER & SUPPLY
MAURICE A. SHASHOUA,
P.E.#EB5251 & 19554
5285 ST. LUCIE BLVD.
FORT PIERCE FL. 34946
2. !!!CAUTION!!! READ "BCSI-B1
SUMMARY SHEET" BEFORE
HANDLING , INSTALLING &
BRACING TRUSSES.
3. SEE ATTACHED DETAIL SHEET
FOR: 1-JACK NAILS.
2-TBRACE. 3-BEARING BLOCK.
4. DESIGNER: JIB
Job Mark Quan Type Span PI -HI Left OH Right OH I Engineering
SB32ATR T13T 1 SP 240400 6 1- 2- 0 0
ENGLE/SB32ATF/M#13007
HO 4-3 HO 3-10-3
0
0
N
O
TC i -- - -. _--15-0'0 ----- - - -- - ---- -- ----I1_4-01 - - - --__8-0-0_ _ j
4x6 4x4
B C
7-10-3
1-0-OG
1-0-OF
5x6
W:400 6
_l
R:1069
U: 438
5x6
BC I 1 2-4-0 1 - 2-0-0 i - _ -- ------11=2=6- - - -' - - -- - --j 2-6-0
--- 24-4-0 - -
ALL PLATES ARE LOCK20, # = PLATE SELECTED IN PLATE MONITOR
Online Plus -- Version 19.0.028
RUN DATE: 08-NOV-06
CSI -Size- ----Lumber----
TC 0.38 2x 4 SP-#2
BC 0.67 2x 4 SP-#2
WB 0.66 2x 4 SP-#3
Brace truss as follows:
O.C. From To
TC Cont. 0- 0- 0 24- 4- 0
BC Cont. 0- 0- 0 24- 4- 0
Loading Live Dead (psf)
TC 20.0 15.0
BC 0.0 5.0
Total 20.0 20.0 40.0
Spacing 24.0"
Lumber Duration Factor 1.25
Plate Duration Factor 1.25
TC Fb=1.15 Fc=1.10 Ft=1.10
BC Fb=1.10 Fc=1.10 Ft=1.10
Plus 6 Wind Load Case(s)
Plus 1 UBC LL Load Case(s)
Checked for NonConcurrent 200
Lbs Moving Point Load applied
at Panel Points and Mid -panel
on BC
Jt React Uplft Size Req'd
Lbs Lbs In-Sx In-Sx
A 1069 439 4- 0 1- 8
Hz = -161
D 973 414 4- 0 1- 8
Hz = 264
Membr CSI P Lbs Axl-CSI-Bnd
----------Top Chords ----------
A -J 0.12 1778 C 0.09 0.03
J -K 0.23 3130 C 0.17 0.06
Robbins Engineering, Inc./Online P1us-
C -P 0.22 759 C 0.00 0.22
P -N 0.23 111 T 0.01 0.22
--------Bottom Chords ---------
A -H 0.33 1569 T 0.26 0.07
H -G 0.59 1700 T 0.28 0.31
G -0 0.67 2732 T 0.31 0.36
O -F 0.55 1478 T 0.16 0.39
F -E 0.30 789 T 0.07 0.23
E -D 0.64 579 T 0.05 0.59
------------- Webs -------------
H -J 0.10 673 C
J -G 0.39 1238 T
G -K 0.23 730 T
K -O 0.54 1292 C
0 -L 0.13 419 T
L -F 0.53 793 C
B -F 0.06 228 T
F -C 0.18 589 T
C -E 0.34 420 C
E -P 0.06 213 T
P -D 0.66 1011 C
D -N 0.09 115 C WinciLd
TL Defl -0.20" in G -0 L/999
LL Defl -0.10" in G -0 L/999
DL Defl -0.16" at G L/999
Hz Disp LL DL TL
Jt D 0.06" 0.06" 0.12"
Shear // Grain in S1-L 0.25
Plates for each ply each face.
PLATING CONFORMS TO TPI.
REPORTS: SBCCI 9761
ROBBINS ENGINEERING, INC.
BASED ON SP LUMBER
USING GROSS AREA TEST.
Plate - LOCK 20 Ga, Gross Area
Plate - RHS 20 Ga, Gross Area
Jt Type Plt Size X Y JSI
A LOCK 4.Ox 4.0 Ctr 0.1 0.88
P LOCK 3.Ox 4.0 0.2-0.1 0.93
H LOCK 5.Ox 6.0-0.7 3.1 0.54
G LOCK 5.Ox 4.0 Ctr-1.0 0.98
F# LOCK 5.0x10.0 Ctr-1.0 0.53
E LOCK 5.Ox 6.0 0.7 3.1 0.78
K -S1
0.26
1693
C
0.03
0.23
S1-L
0.38
1612
C
0.01
0.37 # = Plate Monitor used
L -B
0.37
923
C
0.00
0.37
B -C
0.11
821
C
0.06
0.05 REFER TO ROBBINS ENG. GENERAL
Robbins Engineering,
Inc./Online PlusT"
0 1996-2006 Version 19.0.028 Engineering - Portrait 11/8/2006 8:39:08 AM Page 1
4
D
3x4
it
HGR
R: 973
U: 414
6-10-0
Scale: 0.246" = 1'
NOTES AND SYMBOLS SHEET FOR
ADDITIONAL SPECIFICATIONS.
NOTES:
Trusses Manufactured by:
East Coast Lumber
Analysis Conforms To:
FBC2004
OH Loading
Soffit psf 2.0
Design checked for LL on BC
per BOCA (section 1606.2.3),
IBC/IRC-2003 and FBC 2004
(section 1607.1), 20.0 psf.
Design checked for 10 psf non -
concurrent LL on BC.
NOTE: USER MODIFIED PLATES
This design may have plates
selected through a plate
monitor.
Wind Loads - ANSI / ASCE 7-02
Truss is designed as a Main
Wind -Force Resistance System.
Wind Speed: 120 mph
Mean Roof Height: 25-0
Exposure Category: B
Occupancy Factor : 1.00
Building Type: Enclosed
Zone location: Exterior
TC Dead Load 7.0 psf
BC Dead Load 3.0 psf
Max comp. force 3130 Lbs
Quality Control Factor 1.00
FABRICATOR NOTES:
1. EAST COAST LUMBER 6 SUPPLY
MAURICE A. SHASHOUA,
P.E.#EB5251 6 19554
5285 ST. LUCIE BLVD.
FORT PIERCE FL. 34946
2. !!!CAUTION!!! READ "SCSI-B1
SUMMARY SHEET" BEFORE
HANDLING , INSTALLING 6
BRACING TRUSSES.
3. SEE ATTACHED DETAIL SHEET
FOR: 1-JACK NAILS.
2-TBRACE. 3-BEARING BLOCK.
4. DESIGNER: JIB
Job Mark Quan Type Span P1-H1 Left OH Right OH Engineeritlg
,SB32ATR G14 1*3P SP 240400 6 0 0
ENGLE/SB32ATF/M#13007
HO 4-3 HO 3-10-3
TC_, 15-8-0 8-8-0
8-2-3
1-0-OF
1-0-OE
5x6
B
5
3
I
4x8 2x4 I I 6
W:400 W:400
R:6576 R:8382
U:2736 U:3495
BC' 2-4-0 ' 2-0-0
13-2-0
24-4-0
ALL PLATES ARE LOCK20
6
C
4x6
6-10-0
Scale: 0.264" = 1'
Robbins
Engineering, Inc./Online Plus -
Hz = 270
M LOCK 5.Ox 6.0-0.3 0.2 0.86
G LOCK 4.Ox 8.0-0.7 2.9 0.99
Online Plus -- Version 19.0.028
Membr CSI
P Lbs Axl-CSI-Bnd
F LOCK 8.0x 8.0 Ctr 0.1 0.98
RUN DATE: 08-NOV-06
----------Top
Chords----------
N LOCK 6.Ox 6.0 0.5-0.8 0.96
•••••••••••••••
A -I 0.35
13019 C 0.12 0.23
H LOCK 8.0x10.0 Ctr-0.1 0.93
• 3-Ply Truss •
I -J 0.97
26512 C 0.59 0.38
E LOCK 7.Ox10.0 Ctr 0.8 0.89
••++•+•++++•++•
J -O 0.66
19371 C 0.31 0.35
O -S1 0.27
12765 C 0.23 0.04
CSI -Size- ----Lumber----
S1-Q 0.36
12698 C 0.17 0.19
REFER TO ROBBINS LING. GENERAL
TC 0.97 2x 4 SP-#2
Q -B 0.64
12574 C 0.15 0.49
NOTES AND SYMBOLS SHEET FOR
BC 0.89 2x 4 SP-#2
B -L 0.45
8210 C 0.04 0.41
ADDITIONAL SPECIFICATIONS.
EX G -F 2x 4 SP-SS
L -M 0.32
7886 C 0.12 0.20
EX F -E 2x 6 SP-SS
--------Bottom
Chords---------
NOTES:
EX D -C 2x 6 SP-#2
A -G 0.89
11491 T 0.64 0.25
Trusses Manufactured by:
CW 0.68 2x 4 SP-#2
G -F 0.61
12555 T 0.36 0.25
East Coast Lumber
WB 0.92 2x 4 SP-#3
F -N 0.54
22963 T 0.48 0.06
Analysis Conforms To:
EX I -F 2x 4 SP-#2
N -H 0.60
17446 T 0.36 0.24
FBC2004
PB --- 2x 4 SP-113
H -E 0.38
6509 T 0.13 0.25
3 COMPLETE TRUSSES REQUIRED.
D -C 0.98
804 C 0.00 0.98
Fasten together in staggered
Brace truss as follows:
----------
Chord -Webs ----------
pattern. (1/2" bolts -OR-
O.C. From To
D -E 0.68
2016 T 0.12 0.56
SDS4.5 screws -OR- 16d nails
TC Cont. 0- 0- 0 24- 4- 0
E -L 0.22
903 C 0.00 0.22
as each layer is applied.)
BC Cont. 0- 0- 0 24- 4- 0
-------------Webs-------------
----Spacing (In)----
G -I 0.28
5411 C
Rows Nails Screws Bolts
Loading Live Dead (psf)
I -F 0.74
12159 T
TC 1 12 24 0
TC 20.0 15.0
F -J 0.64
6076 T
BC 1 5.5 8.5 0
BC 0.0 5.0
J -N 0.32
6106 C
WB 1 8 8
Total 20.0 20.0 40.0
N -O 0.62
5882 T
Web Connection Exception --
Spacing 24.0"
O -H 0.38
7014 C
Use 4" spacing for screws or
Lumber Duration Factor 1.25
H -Q 0.01
215 T
nails on the following webs
Plate Duration Factor 1.25
H -B 0.92
8671 T
H- B
TC Fb=1.15 Fc=1.10 Ft=1.10
B -E 0.23
2193 T
No bolts in 2x4s or smaller.
BC Fb=1.10 Fc=1.10 Ft=1.10
E -M 0.81
7582 T
Plus clusters of nails where
E -C 0.08
814 T
shown.
Load Case # 1 BOCA Loading
C -M 0.34
6465 C WindLd
Design checked for LL on BC
Lumber Duration Factor 1.25
per BOCA (section 1606.2.3),
Plate Duration Factor 1.25
TL Defl
-0.52" in N -H L/549
IBC/IRC-2003 and FBC 2004
plf - Live Dead From To
LL Defl
-0.26" in N -H L/999
(section 1607.1), 20.0 psf.
TC V 40 30 0.0' 24.3'
DL Defl
-0.38" at N L/738
Design checked for 10 psf non -
BC V 0 10 0.0' 24.3'
Hz Disp
LL DL TL
concurrent LL on BC.
BC V 293 293 7.0' 24.3'
it C
0.12" 0.12" 0.24"
Prevent truss rotation at all
BC V 40 0 13.9' 16.4'
Shear //
Grain in H -E 0.55
bearing locations.
BC V 1372 1372 7.0' CL-LB
Wind Loads - ANSI / ASCE 7-02
Plates for
each ply each face.
Truss is designed as a Main
PLATING
CONFORMS TO TPI.
Wind -Force Resistance System.
Plus 6 Wind Load Case(s)
REPORTS:
SBCCI 9761
Wind Speed: 120 mph
Plus 1 UBC LL Load Case(s)
ROBBINS
ENGINEERING, INC.
Mean Roof Height: 25-0
BASED ON
SP LUMBER
Exposure Category: B
Checked for NonConcurrent 200
USING GROSS AREA TEST.
Occupancy Factor : 1.00
Lbs Moving Point Load applied
Plate -
LOCK 20 Ga, Gross Area
Building Type: Enclosed
at Panel Points and Mid -panel
Plate -
RHS 20 Ga, Gross Area
Zone location: Exterior
on BC
it Type
Plt Size X Y JSI
TC Dead Load 7.0 psf
A LOCK
3.Ox 6.0 1.4 0.7 0.98
BC Dead Load 3.0 psf
Jt React Uplft Size Req'd
A LOCK
5.0x 6.0 4.2 1.5 0.79
Max comp. force 26512 Lbs
Lbs Lbs In-Sx In-Sx
I LOCK
4.Ox10.0 0.5 0.3 0.93
Quality Control Factor 1.00
A 6576 2737 4- 0 2- 9
J LOCK
5.0x 6.0-0.4-0.2 0.90
Hz = -168
O LOCK
5.Ox 6.0-0.4-0.2 0.97
FABRICATOR NOTES:
C 8382 3496 4- 0 3- 5
B LOCK
5.0x 6.0-0.5-0.3 0.97
1. EAST COAST LUMBER 6 SUPPLY
Robbins Engineering. Inc./Online PIUST C 1996-2006 Version 19.0.028 Engineering -Portrait
11/a/2006 10:03:10 AM Pagel of 2
Job
SB32ATR
Mark
G14
Quan Type Span P1-HI Left OH Right OH
1*3P SP 240400 6 0 0
Etrgineering
Cont.
ENGLE/SB32ATF/M#13007
MAURICE A. SHASHOUA,
P.EAEB5251 6 19554
5285 ST. LUCIE BLVD.
FORT PIERCE FL. 34946
!!!CAUTION!!! READ "SCSI-B1
SUMMARY SHEET" BEFORE
HANDLING , INSTALLING 6
BRACING TRUSSES.
SEE ATTACHED DETAIL SHEET
FOR: 1-JACK NAILS.
2-TBRACE. 3-BEARING BLOCK.
DESIGNER: JIB
Robbins Engineering, Inc./Online Plus"' 0 1996-2006 Version 19.0.028 Engineering -Portrait 11/8/2006 10:03:10 AM Page 2 of 2
Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering
SB32ATR HIT 1 SP 310400 6 1- 2- 0 0
ENGLE/SB32ATF/M#13007
HO 4-3 HO 2-10-3
0
0
N
O
TC,7-0-0 24-4-0 .
3x6 4x14 2x4 3x8
R S1 L M
3-10-3
1-0-OE
1-0-OD
6x6
B
5x10
C
t
2x4 3x6 5x6 6x12 2x4 R:2744
W:400 U:1156
R:2291
U: 951
D
3x4
BC - 20-3-0 1 11-1-0
I. _.. ---- - -.. - --------- -- - --- - - 31-4-0 .. - -- -- - - -- -- - - - -- - ALL PLATES ARE LOCK20
Scale: 0.202" = 1'
Online Plus -- Version 19.0.028
RUN DATE: 07-NOV-06
CSI -Size- ----Lumber----
TC 0.81 2x 6 SP-#2
EX A -B 2x 4 SP-#2
BC 0.72 2x 6 SP-#2
EX E -D 2x 6 SP-SS
CW 0.66 2x 4 SP-SS
WB 0.90 2x 4 SP-#3
EX H -E 2x 4 SP-SS
EX G -C 2x 4 SP-SS
Brace truss as follows:
O.C. From To
TC Cont. 0- 0- 0 31- 4- 0
BC Cont. 0- 0- 0 31- 4- 0
Loading Live Dead (psf)
TC 20.0 15.0
BC 0.0 5.0
Total 20.0 20.0 40.0
Spacing 24.0"
Lumber Duration Factor 1.25
Plate Duration Factor 1.25
TC Fb=1.00 Fc=1.00 Ft=1.00
BC Fb=1.00 Fc=1.00 Ft=1.00
Load Case # 1 Standard Loading
Lumber Duration Factor 1.25
Robbins Engineering, Inc./Online Plus-
Membr CSI P Lbs Axl-CSI-Bnd
----------Top Chords ----------
A -J 0.33 4364 C 0.18 0.15
J -B 0.30 4286 C 0.26 0.04
B -K 0.80 6101 C 0.17 0.63
K -S1 0.81 7789 C 0.22 0.59
S1-L 0.72 7789 C 0.26 0.46
L -M 0.66 7840 C 0.26 0.40
M -C 0.57 5294 C 0.11 0.46
--------Bottom Chords ---------
* -N 0.72 3901 T 0.52 0.20
N -I 0.72 3901 T 0.52 0.20
I -S2 0.62 3824 T 0.51 0.11
S2-H 0.61 3824 T 0.51 0.10
H -F 0.38 604 T 0.04 0.34
E -G 0.60 5294 T 0.36 0.24
G -D 0.13 116 T 0.00 0.13
---------- Chord -Webs ----------
F -E 0.66 263 T 0.00 0.66
E -L 0.14 806 C 0.00 0.14
------------- Webs -------------
N -J 0.03 133 C
J -I 0.04 206 C
I -B 0.11 370 T
B -H 0.90 2498 T
H -K 0.37 1802 C
H -E 0.96 5570 T
K -E 0.58 1812 T
E -M 0.88 2769 T
G -M 0.35 2079 C
G -C 0.91 5772 T
D -C 0.46 2684 C WindLd
Plate Duration Factor 1.25
plf - Live Dead From To
TL Defl
-0.71" in F -E L/518
TC V 40 30 0.0' 31.3'
LL Defl
-0.35" in F -E L/999
BC V 0 10 0.0' 31.3'
DL Defl
-0.53" at F L/687
TC V 50 38 7.0' 31.3'
Shear //
Grain in F -E 0.78
BC V 0 13 7.0' 31.3'
Plates for each ply each face.
PLATING
CONFORMS TO TPI.
Plus 6 Wind Load Case(s)
REPORTS:
SBCCI 9761
Plus 1 UBC LL Load Case(s)
ROBBINS
ENGINEERING, INC.
BASED ON SP LUMBER
Checked for NonConcurrent 200
USING GROSS AREA TEST.
Lbs Moving Point Load applied
Plate -
LOCK 20 Ga, Gross Area
at Panel Points and Mid -panel
Plate -
RHS 20 Ga, Gross Area
on BC
Jt Type
Plt Size X Y JSI
A LOCK
5.Ox 4.0 1.0 0.9 0.89
Jt React Uplft Size Req'd
A LOCK
3.Ox 6.0 0.8 0.4 0.93
Lbs Lbs In-Sx In-Sx
B LOCK
6.Ox 6.0 0.5-0.6 0.98
A 2292 952 4- 0 2-11
K LOCK
3.Ox 6.0 0.5 Ctr 0.92
Hz = 110
M LOCK
3.Ox 8.0-1.0 Ctr 1.00
D 2744 1157 4- 8 3- 4
C LOCK
5.0x10.0-2.0 Ctr 0.95
Hz = 142
H LOCK
6.Oxl2.0 1.0 Ctr 0.99
Robbins Engineering, Inc./Online Plus- 0 1996-2006 Version 19.0.028
Engineering - Portrait 11/82006 8:38:56 AM Pagel
E LOCK 8.Oxl2.0 Ctr 1.2 0.97
G LOCK 5.Ox10.0 2.0 Ctr 0.95
REFER TO ROBBINS ENG. GENERAL
NOTES AND SYMBOLS SHEET FOR
ADDITIONAL SPECIFICATIONS.
NOTES:
Trusses Manufactured by:
East Coast Lumber
Analysis Conforms To:
FBC2004
OH Loading
Soffit psf 2.0
Design checked for LL on BC
per BOCA (section 1606.2.3),
IBC/IRC-2003 and FBC 2004
(section 1607.1), 20.0 psf.
Design checked for 10 psf non -
concurrent LL on BC.
Prevent truss rotation at all
bearing locations.
Wind Loads - ANSI / ASCE 7-02
Truss is designed as a Main
Wind -Force Resistance System.
Wind Speed: 120 mph
Mean Roof Height: 25-0
Exposure Category: B
Occupancy Factor : 1.00
Building Type: Enclosed
Zone location: Exterior
TC Dead Load 7.0 psf
BC Dead Load 3.0 psf
Max comp. force 7840 Lbs
Quality Control Factor 1.00
FABRICATOR NOTES:
1. EAST COAST LUMBER 6 SUPPLY
MAURICE A. SHASHOUA,
P.E.#EB5251 6 19554
5285 ST. LUCIE BLVD.
FORT PIERCE FL. 34946
2. !!!CAUTION!!! READ "SCSI-B1
SUMMARY SHEET" BEFORE
HANDLING , INSTALLING 6
BRACING TRUSSES.
3. SEE ATTACHED DETAIL SHEET
FOR: 1-JACK NAILS.
2-TBRACE. 3-BEARING BLOCK.
4. DESIGNER: JIB
Job
SB32ATR
Mark
H2T
Quan Type
1 sP
Span
310400
P1-H1 Left
6 1- 2-
OH Right
0 0
"ngineering
ENGLE/SB32ATF/M#13007
HO 4-3
0
0
HO 3-10-3
N
O
TIC. "
9-0-0
22-4-0
------._ __
3x6
5x6
3x6
S12x4
3x6
4x6
B
I
J
L
C
6
2x4
4-10-3
H
1-0-OE
1-0-OD
4x6
D
A
E
1_ O_ 0 K
2x4
-
5x8
3x6
i�
G 52
F
�
HGR
6x16 3x6
2x4
R:1253
W:400
U: 534
R:1349
U: 553
BC:
20-3-0
- ---
-- 11-1-0
- -
31-4-0
I
ALL PLATES ARE
LOCK20
Scale: 0.203" = 1'
Online Plus -- Version 19.0.028
RUN DATE: 07-NOV-06
CSI
-Size-
----Lumber----
TC
0.43
2x
4
SP-#2
BC
0.93
2x
4
SP-#2
CW
0.65
2x
4
SP-#3
WB
0.70
2x
4
SP-#3
Brace truss as follows:
O.C. From To
TIC Cont. 0- 0- 0 31- 4- 0
BC Cont. 0- 0- 0 31- 4- 0
WB 1 rows CLB on G -E
Attach CLB with (2)-10d nails
at each web.
Loading Live Dead (psf)
TIC 20.0 15.0
BC 0.0 5.0
Total 20.0 20.0 40.0
Spacing 24.0"
Lumber Duration Factor 1.25
Plate Duration Factor 1.25
TC Fb=1.15 Fc=1.10 Ft=1.10
BC Fb=1.10 Fc=1.10 Ft=1.10
Plus 6 Wind Load Case(s)
Plus 1 UBC LL Load Case(s)
Checked for NonConcurrent' 200
Lbs Moving Point Load applied
at Panel Points and Mid -panel
on BC
it React Uplft
Size
Req'd
Lbs Lbs
In-Sx
In-Sx
A 1349 554
4- 0
1- 9
Hz =
129
D 1253 534
3- 8
1- 8
Hz =
200
Robbins Engineering, Inc./Online Plus"
H -B 0.23 1947 C 0.02 0.21
B -I 0.36 1837 C 0.02 0.34
I -S1 0.38 2475 C 0.04 0.34
S1-J 0.28 2475 C 0.04 0.24
J -L 0.43 2502 C 0.04 0.39
L -C 0.40 1661 C 0.01 0.39
--------Bottom Chords ---------
A -G 0.83 2033 T 0.20 0.63
G -S2 0.59 174 T 0.01 0.58
S2-F 0.93 174 T 0.01 0.92
E -K 0.56 1661 T 0.18 0.38
K -D 0.44 163 T 0.00 0.44
---------- Chord -Webs ----------
F -E 0.65 241 T 0.01 0.64
E -J 0.39 352 C 0.00 0.39
------------- Webs -------------
H -G 0.16 312 C
B -G 0.16 522 T
G -I 0.46 718 C
G -E 0.70 2199 T 1 Br
I -E 0.07 247 T
E -L 0.32 998 T
K -L 0.22 981 C
K -C 0.63 1974 T
D -C 0.28 1231 C WindLd
TL Defl -0.62" in S2-F L/598
LL Defl -0.34" in S2-F L/999
DL Defl -0.73" at S2 L/501
Shear // Grain in L -C 0.30
Plates for each ply each face.
PLATING CONFORMS TO TPI.
REPORTS: SBCCI 9761
ROBBINS ENGINEERING, INC.
BASED ON SP LUMBER
USING GROSS AREA TEST.
Plate - LOCK 20 Ga, Gross Area
Plate - RHS 20 Ga, Gross Area
it Type Plt Size X Y JSI
A LOCK 4.Ox 6.0 Ctr 0.1 0.76
B LOCK 5.Ox 6.0 0.7-3.1 0.60
E LOCK 5.Ox 8.0 Ctr 0.8 0.83
K LOCK 3.Ox 6.0 1.0 Ctr 0.94
ADDITIONAL SPECIFICATIONS.
NOTES:
Trusses Manufactured by:
East Coast Lumber
Analysis Conforms To:
FBC2004
OH Loading
Soffit psf 2.0
Design checked for LL on BC
per BOCA (section 1606.2.3),
IBC/IRC-2003 and FBC 2004
(section 1607.1), 20.0 psf.
Design checked for 10 psf non -
concurrent LL on BC.
Wind Loads - ANSI / ASCE 7-02
Truss is designed as a Main
Wind -Force Resistance System.
Wind Speed: 120 mph
Mean Roof Height: 25-0
Exposure Category: B
Occupancy Factor : 1.00
Building Type: Enclosed
Zone location: Exterior
TIC Dead Load 7.0 psf
BC Dead Load 3.0 psf
Max comp. force 2502 Lbs
Quality Control Factor 1.00
FABRICATOR NOTES:
1. EAST COAST LUMBER 6 SUPPLY
MAURICE A. SHASHOUA,
P.E.#EB5251 6 19554
5285 ST. LUCIE BLVD.
FORT PIERCE FL. 34946
2. !!!CAUTION!!! READ "BCSI-B1
SUMMARY SHEET" BEFORE
HANDLING , INSTALLING S
BRACING TRUSSES.
3. SEE ATTACHED DETAIL SHEET
FOR: 1-JACK NAILS.
2-TBRACE. 3-BEARING BLOCK.
4. DESIGNER: JIB
Membr CSI P Lbs Axl-CSI-Bnd
----------Top Chords---------- REFER TO ROBBINS ENG. GENERAL
A -H 0.31 2278 C 0.01 0.30 NOTES AND SYMBOLS SHEET FOR
Robbins Engineering, Inc./Online Plus"' 0 1996-2006 Version 19.0.028 Engineering - Portrait 11I82006 8:38:57 AM Page 1
Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering
SB32ATR H3T 1 Sp 310400 6 1- 2- 0 0
ENGLE/SB32ATF/M#13007
HO 4-3
0
0
N
O
5-10-3
1-0-OE
1-0-OD
5x6 3x6
B P
HO 4-10-3
20-4-0 I
2x4 3x6 3x6 4x6
J sl K C
t
2x4 8x10 US F R:1253
W:400 2x4 U: 537
R:1349
U: 550
D
2x4
BC
Online Plus -- Version 19.0.028
RUN DATE: 07-NOV-06
CSI
-Size-
----Lumber----
TC
0.42
2x
4
SP-#2
BC
0.77
2x
4
SP-#2
CW
0.41
2x
4
SP-#3
WB
0.85
2x
4
SP-#3
Brace truss as follows:
O.C. From To
TC Cont. 0- 0- 0 31- 4- 0
BC Cont. 0- 0- 0 31- 4- 0
Loading Live Dead (psf)
TC 20.0 15.0
BC 0.0 5.0
Total 20.0 20.0 40.0
Spacing 24.0"
Lumber Duration Factor 1.25
Plate Duration Factor 1.25
TC Fb=1.15 Fc=1.10 Ft=1.10
BC Fb=1.10 Fc=1.10 Ft=1.10
Plus 6 Wind Load Case(s)
Plus 1 UBC LL Load Case(s)
Checked for NonConcurrent 200
Lbs Moving Point Load applied
at Panel Points and Mid -panel
on BC
it React Uplft Size Req'd
Lbs Lbs In-Sx In-Sx
A 1349 550 4- 0 1- 9
Hz = 151
D 1253 538 3- 8 1- 8
Hz = 250
Membr CSI P Lbs Axl-CSI-Bnd
----------Top Chords ----------
* -0 0.30 2250 C 0.03 0.27
O -B 0.29 1805 C 0.02 0.27
B -P 0.21 1614 C 0.01 0.20
20-3-0
31-4-0
ALL PLATES ARE LOCK20
Robbins Engineering, Inc./Online P1us-
P -J 0.24 1944 C 0.02 0.22
J -S1 0.24 1956 C 0.02 0.22
S1-K 0.42 1956 C 0.02 0.40
K -C 0.41 1284 C 0.01 0.40
--------Bottom Chords ---------
* -N 0.55 2014 T 0.19 0.36
N -M 0.73 2014 T 0.19 0.54
M -S2 0.55 109 T 0.01 0.54
S2-F 0.77 109 T 0.01 0.76
E -L 0.51 1284 T 0.14 0.37
L -D 0.44 202 T 0.00 0.44
---------- Chord -Webs ----------
F -E 0.41 236 T 0.01 0.40
E -J 0.28 329 C 0.00 0.28
------------- Webs -------------
N -0 0.07 227 T
0 -M 0.25 452 C
M -B 0.14 460 T
M -P 0.33 460 C
M -E 0.85 1814 T
P -E 0.05 161 T
E -K 0.27 865 T
L -K 0.32 991 C
L -C 0.53 1672 T
D -C 0.39 1232 C WindLd
TL Defl -0.46" in S2-F L/802
LL Defl -0.22" in S2-F L/999
DL Defl -0.74" at S2 L/498
Shear // Grain in K -C 0.30
Plates for each ply each face.
PLATING CONFORMS TO TPI.
REPORTS: SBCCI 9761
ROBBINS ENGINEERING, INC.
BASED ON SP LUMBER
USING GROSS AREA TEST.
Plate - LOCK 20 Ga, Gross Area
Plate - RHS 20 Ga, Gross Area
it Type Plt Size X Y JSI
A LOCK 4.Ox 6.0 Ctr 0.1 0.75
B LOCK 5.Ox 6.0 0.7-3.1 0.60
M LOCK 8.0x10.0 Ctr 0.5 0.67
E LOCK 5.Ox 8.0 Ctr 0.8 0.74
L LOCK 3.Ox 6.0 0.5 Ctr 0.96
Scale: 0.203" = 1
REFER TO ROBBINS ENG. GENERAL
NOTES AND SYMBOLS SHEET FOR
ADDITIONAL SPECIFICATIONS.
NOTES:
Trusses Manufactured by:
East Coast Lumber
Analysis Conforms To:
FBC2004
OH Loading
Soffit psf 2.0
Design checked for LL on BC
per BOCA (section 1606.2.3),
IBC/IRC-2003 and FBC 2004
(section 1607.1), 20.0 psf.
Design checked for 10 psf non -
concurrent LL on BC.
Wind Loads - ANSI / ASCE 7-02
Truss is designed as a Main
Wind -Force Resistance System.
Wind Speed: 120 mph
Mean Roof Height: 25-0
Exposure Category: B
Occupancy Factor : 1.00
Building Type: Enclosed
Zone location: Exterior
TC Dead Load 7.0 psf
BC Dead Load 3.0 psf
Max comp. force 2250 Lbs
Quality Control Factor 1.00
FABRICATOR NOTES:
1. EAST COAST LUMBER & SUPPLY
MAURICE A. SHASHOUA,
P.E.#EB5251 & 19554
5285 ST. LUCIE BLVD.
FORT PIERCE FL. 34946
2. !!!CAUTION!!! READ "SCSI-B1
SUMMARY SHEET" BEFORE
HANDLING , INSTALLING &
BRACING TRUSSES.
3. SEE ATTACHED DETAIL SHEET
FOR: 1-JACK NAILS.
2-TBRACE. 3-BEARING BLOCK.
4. DESIGNER: JIB
Robbins Engineering. Inc./Online Plus" 0 1996.2006 Version 19.0.028 Engineering -Portrait 11182006 8:38:58 AM Pagel
Job Mark Quan Type Span P1-H1 Left OH Right OH I Engineering
SB32ATR H4T 1 SP 310400 6 1- 2- 0 0
ENGLE/SB32ATF/M#13007
HO 4-3
0
0
N
O
TC''" 13-0-0
6-10-3
1-0-OE
1-0-OD
BC
HO 5-10-3
5x6 2x4 3x6 3x6 4x6
B J S1 K C
D
2x4
i
I 4x83x6 2x4 R:1253
W:400 U: 541
R:1349
U: 545
20-3-0
- ... . 31-4-0
ALL PLATES ARE LOCK20
Scale: 0.203" = 1'
Robbins Engineering, Inc./Online Plus-
----------Top Chords----------
REFER TO ROBBINS ENG. GENERAL
A -I 0.47 2167 C 0.02
0.45
NOTES AND SYMBOLS SHEET FOR
Online Plus -- Version 19.0.028
I -S3 0.47 1952 C 0.02
0.45
ADDITIONAL SPECIFICATIONS.
RUN DATE: 07-NOV-06
S3-B 0.30 1860 C 0.04
0.26
B -J 0.50 1622 C 0.04
0.46
NOTES:
CSI -Size- ----Lumber----
J -S1 0.47 1629 C 0.01
0.46
Trusses Manufactured by:
TC 0.50 2x 4 SP-#2
S1-K 0.36 1629 C 0.01
0.35
East Coast Lumber
BC 0.92 2x 4 SP-#2
K -C 0.35 1059 C 0.01
0.34
Analysis Conforms To:
CW 0.32 2x 4 SP-#3
--------Bottom Chords---------
FBC2004
WB 0.84 2x 4 SP-#3
A -H 0.86 1945 T 0.19
0.67
OH Loading
H -S2 0.60 86 T 0.00
0.60
Soffit psf 2.0
Brace truss as follows:
S2-F 0.92 86 T 0.00
0.92
Design checked for LL on BC
O.C. From To
E -L 0.47 1059 T 0.11
0.36
per BOCA (section 1606.2.3),
TC Cont. 0- 0- 0 31- 4- 0
L -D 0.44 241 T 0.00
0.44
IBC/IRC-2003 and FBC 2004
BC Cont. 0- 0- 0 31- 4- 0
---------- Chord -Webs ----------
(section 1607.1), 20.0 psf.
WB 1 rows CLB on B -E
F -E 0.32 240 T 0.01
0.31
Design checked for 10 psf non -
Attach CLB with (2)-10d nails
E -J 0.24 460 C 0.05
0.19
concurrent LL on BC.
at each web.
-------------Webs-------------
Wind Loads - ANSI / ASCE 7-02
I -H 0.14 432 C
Truss is designed as a Main
Loading Live Dead (psf)
H -B 0.13 442 T
Wind -Force Resistance System.
TC 20.0 15.0
H -E 0.84 1434 T
Wind Speed: 120 mph
BC 0.0 5.0
B -E 0.06 205 T
1 Br
Mean Roof Height: 25-0
Total 20.0 20.0 40.0
E -K 0.31 806 T
Exposure Category: B
Spacing 24.0"
L -K 0.45 984 C
Occupancy Factor : 1.00
Lumber Duration Factor 1.25
L -C 0.55 1500 T
Building Type: Enclosed
Plate Duration Factor 1.25
D -C 0.56 1231 C WindLd
Zone location: Exterior
TC Fb=1.15 Fc=1.10 Ft=1.10
TC Dead Load 7.0 psf
BC Fb=1.10 Fc=1.10 Ft=1.10
TL Defl -0.56" in S2-F
L/659
BC Dead Load 3.0 psf
LL Defl -0.33" in S2-F
L/999
Max comp. force 2167 Lbs
DL Defl -0.16" at S2 L/999
Quality Control Factor 1.00
Plus 6 Wind Load Case(s)
Shear // Grain in B -J
0.33
Plus 1 UBC LL Load Case(s)
FABRICATOR NOTES:
Plates for each ply each
face.
1. EAST COAST LUMBER & SUPPLY
Checked for NonConcurrent 200
PLATING CONFORMS TO TPI.
MAURICE A. SHASHOUA,
Lbs Moving Point Load applied
REPORTS: SBCCI 9761
P.E.#EB5251 G 19554
at Panel Points and Mid -panel
ROBBINS ENGINEERING, INC.
5285 ST. LUCIE BLVD.
on BC
BASED ON SP LUMBER
FORT PIERCE FL. 34946
USING GROSS AREA TEST.
2. !!!CAUTION!!! READ "SCSI-B1
Jt React Uplft Size Req'd
Plate - LOCK 20 Ga, Gross
Area
SUMMARY SHEET" BEFORE
Lbs Lbs In-Sx In-Sx
Plate - RHS 20 Ga, Gross
Area
HANDLING , INSTALLING 6
A 1349 546 4- 0 1- 9
Jt Type Plt Size X Y
JSI
BRACING TRUSSES.
Hz = 172
A LOCK 4.Ox 6.0 Ctr 0.1
0.72
3. SEE ATTACHED DETAIL SHEET
D 1253 542 3- 8 1- 8
B LOCK 5.Ox 6.0 0.3-3.4
0.94
FOR: 1-JACK NAILS.
Hz = 299
H LOCK 4.Ox 8.0 0.5 Ctr
0.90
2-TBRACE. 3-BEARING BLOCK.
E LOCK 5.Ox 8.0 Ctr 0.8
0.71
4. DESIGNER: JIB
Membr CSI P Lbs Axl-CSI-Bnd
L LOCK 3.Ox 6.0 0.5 Ctr
0.94
Robbins Engineering. Inc./Online Plus" 0 1996.2006 Version 19.0.028 Engineering - Portrait 11182006 8:38:59 AM Pagel
Job
SB32ATR
Mark
HST
Quan Type
1 SP
Span P1-H1
310400 6
Left OH
1- 2- 0
Right
0
OH
Engineering
ENGLE/SB32ATF/M#13007
HO 4-3
0
0
HO 6-10-3
N
O
TC '-' 15-0-0
_ - _
.16-4-0
5x6
2x4 3x6
3x6
4x6
B
R S2
L
C
6'
3x6
S1
2x4
7-10-3 J
1-O-OE
1-0-OD
4x6
D
A
E 1- 0-
0 G
2x4
Sx8
4x6
29
I S3
F
HGR
.I
4x83x6
2x4
R:1401
W:400
U: 546
R:1371
U: 540
BC.
20-3-0
11--1-6
- ---
31-4-0
ALL PLATES ARE LOCK20
Scale: 0.203" = 1'
Online Plus -- Version 19.0.028
RUN DATE: 07-NOV-06
CSI -Size- ----Lumber----
TC 0.81 2x 4 SP-#2
BC 0.93 2x 4 SP-#2
CW 0.25 2x 4 SP-#3
WB 0.83 2x 4 SP-#3
Brace truss as follows:
O.C. From To
TC Cont. 0- 0- 0 31- 4- 0
BC Cont. 0- 0- 0 31- 4- 0
WB 1 rows CLB on B -E
Attach CLB with (2)-10d nails
at each web.
Loading Live Dead (psf)
TC 20.0 15.0
BC 0.0 5.0
Total 20.0 20.0 40.0
Spacing 24.0"
Lumber Duration Factor 1.25
Plate Duration Factor 1.25
TC Fb=1.15 Fc=1.10 Ft=1.10
BC Fb=1.10 Fc=1.10 Ft=1.10
Plus 6 Wind Load Case(s)
Plus 1 UBC LL Load Case(s)
Plus 1 BC LL Load Case(s)
Checked for NonConcurrent 200
Lbs Moving Point Load applied
at Panel Points and Mid -panel
on BC
Jt React Uplft Size Req'd
Lbs Lbs In-Sx In-Sx
A 1371 541 4- 0 1-10
Hz = 193
D 1401 547 3- 8 1-10
Hz = 349
Robbins Engineering, Inc./Online Plus-
---------- Top Chords ----------
A -J 0.70 2245 C 0.03 0.67
J -S1 0.69 1994 C 0.02 0.67
S1-B 0.81 1870 C 0.11 0.70
B -K 0.32 1426 C 0.01 0.31
K -S2 0.25 1432 C 0.01 0.24
S2-L 0.41 1432 C 0.01 0.40
L -C 0.40 970 C 0.00 0.40
--------Bottom Chords ---------
A -I 0.85 2023 T 0.19 0.66
I -S3 0.59 65 C 0.00 0.59
S3-F 0.93 65 C 0.00 0.93
E -G 0.46 970 T 0.09 0.37
G -D 0.44 280 T 0.00 0.44
---------- Chord -Webs ----------
F -E 0.25 241 T 0.01 0.24
E -K 0.23 346 C 0.05 0.18
------------- Webs -------------
J -I 0.17 517 C
I -B 0.27 528 T
I -E 0.74 1363 T
B -E 0.03 119 T 1 Br
E -L 0.34 710 T
G -L 0.61 984 C
G -C 0.62 1514 T
D -C 0.83 1323 C WindLd
TL Defl -0.56" in S3-F L/655
LL Defl -0.33" in S3-F L/999
DL Defl -0.16" at S3 L/999
Shear // Grain in J -S1 0.35
Plates for each ply each face.
PLATING CONFORMS TO TPI.
REPORTS: SBCCI 9761
ROBBINS ENGINEERING, INC.
BASED ON SP LUMBER
USING GROSS AREA TEST.
Plate - LOCK 20 Ga, Gross Area
Plate - RHS 20 Ga, Gross Area
Jt Type Plt Size X Y JSI
A LOCK 4.Ox 6.0 Ctr 0.1 0.74
B LOCK 5.Ox 6.0 0.7-3.1 0.73
I LOCK 4.Ox 8.0 1.0 Ctr 0.84
E LOCK 5.Ox 8.0 Ctr 0.8 0.63
Membr CSI P Lbs Axl-CSI-Bnd
Robbins Engineering, Inc./Online Plus- 0 1996.2006 Version 19.0.028 Engineering - Portrait 11/82006 8:39:01 AM Page 1
REFER TO ROBBINS ENG. GENERAL
NOTES AND SYMBOLS SHEET FOR
ADDITIONAL SPECIFICATIONS.
NOTES:
Trusses Manufactured by:
East Coast Lumber
Analysis Conforms To:
FBC2004
OH Loading
Soffit psf 2.0
Provide connection to bearing
for 348 Lbs Horiz Reaction
Design checked for LL on BC
per BOCA (section 1606.2.3),
IBC/IRC-2003 and FBC 2004
(section 1607.1), 20.0 psf.
Design checked for 10 psf non -
concurrent LL on BC.
Wind Loads - ANSI / ASCE 7-02
Truss is designed as a Main
Wind -Force Resistance System.
Wind Speed: 120 mph
Mean Roof Height: 25-0
Exposure Category: B
Occupancy Factor : 1.00
Building Type: Enclosed
Zone location: Exterior
TC Dead Load 7.0 psf
BC Dead Load 3.0 psf
Max comp. force 2245 Lbs
Quality Control Factor 1.00
FABRICATOR NOTES:
1. EAST COAST LUMBER & SUPPLY
MAURICE A. SHASHOUA,
P.E.#EB5251 6 19554
5285 ST. LUCIE BLVD.
FORT PIERCE FL. 34946
2. !!!CAUTION!!! READ "SCSI-B1
SUMMARY SHEET" BEFORE
HANDLING , INSTALLING S
BRACING TRUSSES.
3. SEE ATTACHED DETAIL SHEET
FOR: 1-JACK NAILS.
2-TBRACE. 3-SEARING BLOCK.
4. DESIGNER: JIB
Job
&B32ATR
Mark
T9T
Quan
1
Type
SP
Span Pi -Hi
310400 6
Left OH Right
1- 2- 0 0
OH
Engineering
ENGLE/SB32ATF/M#13007
HO 4-3
o
0
m
0
HO 6-5-7
N
O
u7
O
14-2-7
5x6
B 5x6
{ 2x4 3x6
4x6
C
B-12 K S3
D
6 r-
3x6
si
3x6
B-2-3
M
X"I
1-0-OF
1-0-OE
4x6
E
A
2x4
F 1- 0- 0
6x8
L
S2
H
HGR
2x4
5x8
5x16
G
R:1355
W:400
2x4
U: 544
R:1354
U: 542
BC
23-10-0
7-6-0
-
-
31-4-0
ALL PLATES ARE LOCK20
Scale: 0.203" = 1'
Online Plus -- Version 19.0.028
RUN DATE: 07-NOV-06
CSI
-Size-
----Lumber----
TC
0.76
2x
4
SP-#2
BC
0.76
2x
4
SP-#2
CW
0.70
2x
4
SP-#3
WB
0.91
2x
4
SP-#3
PB
---
2x
4
SP-#3
Brace truss as follows:
O.C. From To
TC Cont. 0- 0- 0 31- 4- 0
BC Cont. 0- 0- 0 31- 4- 0
WB 1 rows CLB on M -H
WB 1 rows CLB on C -F
Attach CLB with (2)-10d nails
at each web.
Loading Live Dead (psf)
TC 20.0 15.0
BC 0.0 5.0
Total 20.0 20.0 40.0
Spacing 24.0"
Lumber Duration Factor 1.25
Plate Duration Factor 1.25
TC Fb=1.15 Fc=1.10 Ft=1.10
BC Fb=1.10 Fc=1.10 Ft=1.10
Plus 6 Wind Load Case(s)
Plus 1 UBC LL Load Case(s)
Plus 1 BC LL Load Case(s)
Checked for NonConcurrent 200
Lbs Moving Point Load applied
at Panel Points and Mid -panel
on BC
Jt React Uplft Size Req'd
Lbs Lbs In-Sx In-Sx
A 1354 543 4- 0 1-10
Hz = 185
E 1355 545 3- 8 1-10
Hz = 334
Robbins Engineering. Inc,/Online Plus'" 0 1996-2006 Version 19.0.028 Engineering -Portrait 1118/2006 8:39:04 AM Pagel
Robbins Engineering, Inc./Online Plus-
Membr CSI P Lbs Axl-CSI-Bnd
----------Top Chords ----------
* -M 0.73 2139 C 0.02 0.71
M -S1 0.72 1523 C 0.01 0.71
S1-B 0.55 1404 C 0.04 0.51
B -C 0.32 1374 C 0.01 0.31
C -K 0.76 1237 C 0.01 0.75
K -S3 0.76 1245 C 0.01 0.75
S3-D 0.66 1245 C 0.02 0.64
--------Bottom Chords ---------
* -L 0.76 1924 T 0.19 0.57
L -S2 0.74 1924 T 0.20 0.54
S2-H 0.74 1924 T 0.20 0.54
H -G 0.68 189 C 0.00 0.68
F -E 0.57 269 T 0.00 0.57
---------- Chord -Webs ----------
G -F 0.70 232 T 0.01 0.69
F -K 0.40 603 C 0.12 0.28
------------- Webs -------------
L -M 0.08 277 T
M -H 0.23 745 C 1 Br
H -B 0.36 885 T
H -C 0.50 641 C
H -F 0.45 1430 T
C -F 0.07 226 C 1 Br
F -D 0.91 1611 T
E -D 0.69 1240 C WindLd
TL Defl -0.28" in H -G L/999
LL Defl -0.17" in L -S2 L/999
DL Defl -0.14" at S2 L/999
Shear // Grain in K -S3 0.41
Plates for each ply each face.
PLATING CONFORMS TO TPI.
REPORTS: SBCCI 9761
ROBBINS ENGINEERING, INC.
BASED ON SP LUMBER
USING GROSS AREA TEST.
Plate - LOCK 20 Ga, Gross Area
Plate - RES 20 Ga, Gross Area
Jt Type Plt Size X Y JSI
A LOCK 4.Ox 6.0 Ctr 0.1 0.71
B LOCK 5.Ox 6.0 Ctr-0.1 0.61
S2 LOCK 5.0x 8.0 Ctr 0.8 0.93
F LOCK 6.Ox 8.0 Ctr 1.2 0.83
REFER TO ROBBINS ENG. GENERAL
NOTES AND SYMBOLS SHEET FOR
ADDITIONAL SPECIFICATIONS.
NOTES:
Trusses Manufactured by:
East Coast Lumber
Analysis Conforms To:
FBC2004
OH Loading
Soffit psf 2.0
Provide connection to bearing
for 333 Lbs Horiz Reaction
Design checked for LL on BC
per BOCA (section 1606.2.3),
IBC/IRC-2003 and FBC 2004
(section 1607.1), 20.0 psf.
Design checked for 10 psf non -
concurrent LL on BC.
Wind Loads - ANSI / ASCE 7-02
Truss is designed as a Main
Wind -Force Resistance System.
Wind Speed: 120 mph
Mean Roof Height: 25-0
Exposure Category: B
Occupancy Factor : 1.00
Building Type: Enclosed
Zone location: Exterior
TC Dead Load 7.0 psf
BC Dead Load 3.0 psf
Max comp. force 2139 Lbs
Quality Control Factor 1.00
FABRICATOR NOTES:
1. EAST COAST LUMBER S SUPPLY
MAURICE A. SHASHOUA,
P.E.#EB5251 6 19554
5285 ST. LUCIE BLVD.
FORT PIERCE FL. 34946
2. !!!CAUTION!!! READ "SCSI-B1
SUMMARY SHEET" BEFORE
HANDLING , INSTALLING 6
BRACING TRUSSES.
3. SEE ATTACHED DETAIL SHEET
FOR: 1-JACK NAILS.
2-TBRACE. 3-BEARING BLOCK.
4. DESIGNER: JIB
Job Mark Quart Type Span P1-H1 Left OH Right OH I Engineering
SB32ATR T9 2 TR 310400 6 1- 2- 0 0
ENGLE/SB32ATF/M#13007
HO 4-3 HO 4-3
0
0
N
O
15-8-0
5x6
B
8-2-3
2x4 5x8 4x8
w:400
R:1349
U: 562
BC' i 31-4-0
i - - - 31-4-0 ALL PLATES ARE LOCK20
6
5x8 2x4
HGR
R:1253
U: 525
Scale: 0.206" = 1'
Robbins
Engineering,
Inc./Online
P1us-
Membr
CSI
P Lbs
Axl-CSI-Bnd
----------Top
Chords
----------
OnlinePlus
-- Version 19.0.028
A -G
0.70
2139
C 0.02
0.68
RUN DATE:
07-NOV-06
G -S3
0.69
1529
C 0.01
0.68
S3-B
0.52
1408
C 0.04
0.48
CSI -Size-
----Lumber----
B -S2
0.52
1408
C 0.04
0.48
TC 0.70
2x 4 SP-#2
S2-H
0.69
1529
C 0.01
0.68
BC 0.75
2x 4 SP-#2
H -C
0.70
2139
C 0.02
0.68
WB 0.31
2x 4 SP-#3
--------Bottom
Chords
---------
PB ---
2x 4 SP-#3
A -F
0.75
1923
T 0.19
0.56
F -S4
0.71
1923
T 0.20
0.51
Brace truss
as follows:
S4-E
0.74
1923
T 0.20
0.54
O.C.
From To
E -S1
0.74
1923
T 0.20
0.54
TC Cont.
0- 0- 0 31- 4- 0
S1-D
0.71
1923
T 0.20
0.51
BC Cont.
0- 0- 0 31- 4- 0
D -C
0.75
1923
T 0.19
0.56
WB 1 rows
CLB on G -E
-------------
Webs -------------
WB 1 rows
CLB on E -H
F -G
0.08
279
T
Attach CLB
with (2)-10d nails
G -E
0.23
740
C
1 Br
at each
web.
E -B
0.31
743
T
E -H
0.23
740
C
1 Br
Loading Live Dead (psf)
TC 20.0 15.0
BC 0.0 5.0
Total 20.0 20.0 40.0
Spacing 24.0"
Lumber Duration Factor 1.25
Plate Duration Factor 1.25
TC Fb=1.15 Fc=1.10 Ft=1.10
BC Fb=1.10 Fc=1.10 Ft=1.10
Plus 6 Wind Load Case(s)
Plus 1 UBC LL Load Case(s)
Checked for NonConcurrent 200
Lbs Moving Point Load applied
at Panel Points and Mid -panel
on BC
it React Uplft Size Req'd
Lbs Lbs In-Sx In-Sx
A 1349 562 4- 0 1- 9
Hz = -196
C 1253 526 3- 8 1- 8
Hz = 197
D -H 0.08 279 T
TL Defl -0.27" in S1-D L/999
LL Defl -0.18" in S1-D L/999
DL Defl -0.16" at S4 L/999
Shear // Grain in A -G 0.33
Plates for each ply each face.
PLATING CONFORMS TO TPI.
REPORTS: SBCCI 9761
ROBBINS ENGINEERING, INC.
BASED ON SP LUMBER
USING GROSS AREA TEST.
Plate - LOCK 20 Ga, Gross Area
Plate - RHS 20 Ga, Gross Area
it Type Plt Size X Y JSI
A LOCK 4.Ox 6.0 Ctr 0.1 0.71
B LOCK 5.Ox 6.0 Ctr-0.1 0.60
C LOCK 4.Ox 6.0 Ctr 0.1 0.71
S4 LOCK 5.Ox 8.0 Ctr 0.8 0.95
S1 LOCK 5.Ox 8.0 Ctr 0.8 0.95
REFER TO ROBBINS ENG. GENERAL
NOTES AND SYMBOLS SHEET FOR
ADDITIONAL SPECIFICATIONS.
NOTES:
Trusses Manufactured by:
East Coast Lumber
Analysis Conforms To:
FBC2004
OH Loading
Soffit psf 2.0
Design checked for LL on BC
per BOCA (section 1606.2.3),
IBC/IRC-2003 and FBC 2004
(section 1607.1), 20.0 psf.
Design checked for 10 psf non -
concurrent LL on BC.
Wind Loads - ANSI / ASCE 7-02
Truss is designed as a Main
Wind -Force Resistance System.
Wind Speed: 120 mph
Mean Roof Height: 25-0
Exposure Category: B
Occupancy Factor : 1.00
Building Type: Enclosed
Zone location: Exterior
TC Dead Load 7.0 psf
BC Dead Load 3.0 psf
Max comp. force 2139 Lbs
Quality Control Factor 1.00
FABRICATOR NOTES:
1. EAST COAST LUMBER & SUPPLY
MAURICE A. SHASHOUA,
P.E.#EB5251 & 19554
5285 ST. LUCIE BLVD.
FORT PIERCE FL. 34946
2. !!!CAUTION!!! READ "SCSI-B1
SUMMARY SHEET" BEFORE
HANDLING , INSTALLING &
BRACING TRUSSES.
3. SEE ATTACHED DETAIL SHEET
FOR: 1-JACK NAILS.
2-TBRACE. 3-BEARING BLOCK.
4. DESIGNER: JIB
Robbins Engineering, Inc./Online Plus"' O 1996-2006 Version 19.0.028 Engineering - Portrait 11/W006 8:39:03 AM Page 1
Job
Mark
Quan
Type Span P1-H1
Left OH Right
OH
Engineering
S�B32AT.R
HS
1
HIPP 310400 6
1- 2- 0 0
ENGLE/SB32ATF/M#13007
HO 4-3
HO 4-3
0
0
w
0
0
a
0
TC.''
0
5x6 5x6
I
B C
-
1
6I 3x6
3x6
3x6 s2
S1 3x6
'
1
J
7-10-3
4x6
4x6
A
D
C
H
K
G
2x4
5x10
2x4
W:400
SPL
HGR
R:1349
R:1253
U: 562
U: 525
BC. -
31-4-0
31-4-0
ALL PLATES ARE LOCK20
Scale: 0.205" = 1'
Online Plus -- Version 19.0.028
RUN DATE: 07-NOV-06
CSI -Size- ----Lumber----
TC 0.67 2x 4 SP-#2
BC 0.76 2x 4 SP42
WB 0.22 2x 4 SP-#3
Brace truss as follows:
O.C. From To
TC Cont. 0- 0- 0 31- 4- 0
BC Cont. 0- 0- 0 31- 4- 0
WB 1 rows CLB on I -K
WB 1 rows CLB on K -J
Attach CLB with (2)-10d nails
at each web.
Loading Live Dead (psf)
TC 20.0 15.0
BC 0.0 5.0
Total 20.0 20.0 40.0
Spacing 24.0"
Lumber Duration Factor 1.25
Plate Duration Factor 1.25
TC Fb=1.15 Fc=1.10 Ft=1.10
BC Fb=1.10 Fc=1.10 Ft=1.10
Plus 6 Wind Load Case(s)
Plus 1 UBC LL Load Case(s)
Checked for NonConcurrent 200
Lbs Moving Point Load applied
at Panel Points and Mid -panel
on BC
Jt React Uplft Size Req'd
Lbs Lbs In-Sx In-Sx
A 1349 562 4- 0 1- 9
Hz = -188
D 1253 526 3- 8 1- 8
Hz = 189
Robbins Engineering, Inc./Online P1us-
Membr CSI P Lbs Axl-CSI-Bnd
----------Top Chords ----------
A -I 0.67 2142 C 0.02 0.65
I -S2 0.66 1529 C 0.01 0.65
S2-B 0.50 1418 C 0.04 0.46
B -C 0.20 1294 C 0.01 0.19
C -S1 0.50 1418 C 0.04 0.46
S1-J 0.66 1529 C 0.01 0.65
J -D 0.67 2142 C 0.02 0.65
--------Bottom Chords ---------
A -H 0.75 1925 T 0.19 0.56
H -K 0.76 1925 T 0.20 0.56
K -G 0.76 1925 T 0.20 0.56
G -D 0.75 1925 T 0.19 0.56
------------- Webs -------------
H -I 0.08 279 T
I -K 0.22 733 C 1 Br
B -K 0.14 365 T
K -C 0.14 365 T
K -J 0.22 733 C 1 Br
G -J 0.08 279 T
TL Defl -0.19" in K -G L/999
LL Defl -0.09" in K -G L/999
DL Defl -0.13" at K L/999
Shear // Grain in I -S2 0.33
Plates for each ply each face.
PLATING CONFORMS TO TPI.
REPORTS: SBCCI 9761
ROBBINS ENGINEERING, INC.
BASED ON SP LUMBER
USING GROSS AREA TEST.
Plate - LOCK 20 Ga, Gross Area
Plate - RHS 20 Ga, Gross Area
Jt Type Plt Size X Y JSI
A LOCK 4.Ox 6.0 Ctr 0.1 0.71
B LOCK 5.Ox 6.0 0.7-3.1 0.60
C LOCK 5.Ox 6.0-0.7-3.1 0.60
D LOCK 4.Ox 6.0 Ctr 0.1 0.71
K LOCK 5.0x10.0 Ctr-0.5 0.70
REFER TO ROBBINS ENG. GENERAL
NOTES AND SYMBOLS SHEET FOR
ADDITIONAL SPECIFICATIONS.
NOTES:
Trusses Manufactured by:
East Coast Lumber
Analysis Conforms To:
FBC2004
OH Loading
Soffit psf 2.0
Design checked for LL on BC
per BOCA (section 1606.2.3),
IBC/IRC-2003 and FBC 2004
(section 1607.1), 20.0 psf.
Design checked for 10 psf non -
concurrent LL on BC.
Wind Loads - ANSI / ASCE 7-02
Truss is designed as a Main
Wind -Force Resistance System.
Wind Speed: 120 mph
Mean Roof Height: 25-0
Exposure Category: B
Occupancy Factor : 1.00
Building Type: Enclosed
Zone location: Exterior
TC Dead Load 7.0 psf
BC Dead Load 3.0 psf
Max comp. force 2142 Lbs
Quality Control Factor 1.00
FABRICATOR NOTES:
1. EAST COAST LUMBER & SUPPLY
MAURICE A. SHASHOUA,
P.E.#EB5251 & 19554
5285 ST. LUCIE BLVD.
FORT PIERCE FL. 34946
2. !!!CAUTION!!! READ "SCSI-B1
SUMMARY SHEET" BEFORE
HANDLING , INSTALLING &
BRACING TRUSSES.
3. SEE ATTACHED DETAIL SHEET
FOR: 1-JACK NAILS.
2-TBRACE. 3-BEARING BLOCK.
4. DESIGNER: JIB
Robbins Engineering. Inc./Online Plus- 0 1996-2006 Version 19.0.028 Engineering - Portrait 11/8/2006 8:39:00 AM Page 1
Job
Mark
Quan
Type
Span P1-H1
Left OH
Right
OH
Engineering
SB32ATR
H4
1
HIPP
310400 6
1- 2- 0
0
ENGLE/SB32ATF/M#13007
HO 4-3
0
0
HO 4-3
N
0
TC '' 13-0-0
5-4-0
1310-0
Sx8 5x6
B C
3x6
3x6
6 S2
S3
2x4
2x4
I
J
6-10-3
4x6
4x6
A
D
I
H S4
sl
G
4x8 3x6
3x6
3x6
W:400
HGR
R:1422
R:1343
U: 562
U: 525
BC ` _
.. 31-4-0
- --
31-4-0
1
ALL PLATES ARE LOCK20
Scale: 0.205" = 1'
Online Plus -- Version 19.0.028
RUN DATE: 08-NOV-06
CSI -Size- ----Lumber----
TC 0.49 2x 4 SP-#2
BC 0.94 2x 4 SP-#2
WB 0.18 2x 4 SP-#3
Brace truss as follows:
O.C. From To
TC Cont. 0- 0- 0 31- 4- 0
BC Cont. 0- 0- 0 31- 4- 0
WB 1 rows CLB on H -C
Attach CLB with (2)-10d nails
at each web.
Loading Live Dead (psf)
TC 20.0 15.0
BC 0.0 5.0
Total 20.0 20.0 40.0
Spacing 24.0"
Lumber Duration Factor 1.25
Plate Duration Factor 1.25
TC Fb=1.15 Fc=1.10 Ft=1.10
BC Fb=1.10 Fc=1.10 Ft=1.10
Plus 6 Wind Load Case(s)
Plus 1 UBC LL Load Case(s)
Plus 1 BC LL Load Case(s)
Checked for NonConcurrent 200
Lbs Moving Point Load applied
at Panel Points and Mid -panel
on BC
Jt React Uplft Size Req'd
Lbs Lbs In-Sx In-Sx
A 1422 562 4- 0 1-11
Hz = -163
D 1343 526 3- 8 1- 9
Hz = 164
Robbins Engineering,
Inc./Online Plus-
---------- Top
Chords
----------
A -I
0.49
2334
C 0.03
0.46
I -S2
0.48
2064
C 0.02
0.46
S2-B
0.38
1973
C 0.05
0.33
B -C
0.27
1584
C 0.01
0.26
C -S3
0.36
2016
C 0.05
0.31
S3-J
0.46
2109
C 0.02
0.44
J -D
0.47
2375
C 0.03
0.44
--------Bottom
Chords
---------
A -H
0.93
2094
T 0.19
0.74
H -S4
0.62
1601
T 0.15
0.47
S4-S1
0.86
1601
T 0.15
0.71
S1-G
0.67
1601
T 0.26
0.41
G -D
0.94
2129
T 0.19
0.75
-------------
Webs -------------
I -H
0.18
456
C
H -B
0.17
530
T
H -C
0.05
144
T
1 Br
C -G
0.18
579
T
G -J
0.18
446
C
TL Defl -0.53" in S4-S1 L/700
LL Defl -0.40" in S4-S1 L/926
DL Defl -0.14" at S4 L/999
Shear // Grain in I -S2 0.28
Plates for each ply each face.
PLATING CONFORMS TO TPI.
REPORTS: SBCCI 9761
ROBBINS ENGINEERING, INC.
BASED ON SP LUMBER
USING GROSS AREA TEST.
Plate - LOCK 20 Ga, Gross Area
Plate - RHS 20 Gat, Gross Area
Jt Type Plt Size X Y JSI
A LOCK 4.Ox 6.0 Ctr 0.1 0.79
B LOCK 5.Ox 8.0 0.8-3.4 0.71
C LOCK 5.Ox 6.0-0.3-3.4 0.85
D LOCK 4.Ox 6.0 Ctr 0.1 0.79
REFER TO ROBBINS ENG. GENERAL
NOTES AND SYMBOLS SHEET FOR
ADDITIONAL SPECIFICATIONS.
Trusses Manufactured by:
East Coast Lumber
Analysis Conforms To:
FBC2004
OH Loading
Soffit psf 2.0
Design checked for LL on BC
per BOCA (section 1606.2.3),
IBC/IRC-2003 and FBC 2004
(section 1607.1), 20.0 psf.
Design checked for 10 psf non -
concurrent LL on BC.
Wind Loads - ANSI / ASCE 7-02
Truss is designed as a Main
Wind -Force Resistance System.
Wind Speed: 120 mph
Mean Roof Height: 25-0
Exposure Category: B
Occupancy Factor : 1.00
Building Type: Enclosed
Zone location: Exterior
TC Dead Load 7.0 psf
BC Dead Load 3.0 psf
Max comp. force 2375 Lbs
Quality Control Factor 1.00
FABRICATOR NOTES:
1. EAST COAST LUMBER & SUPPLY
MAURICE A. SHASHOUA,
P.E.#EB5251 & 19554
5285 ST. LUCIE BLVD.
FORT PIERCE FL. 34946
2. !!!CAUTION!!! READ "BCSI-B1
SUMMARY SHEET" BEFORE
HANDLING , INSTALLING &
BRACING TRUSSES.
3. SEE ATTACHED DETAIL SHEET
FOR: 1-JACK NAILS.
2-TBRACE. 3-BEARING BLOCK.
4. DESIGNER: JIB
Membr CSI P Lbs Axl-CSI-Bnd NOTES:
Robbins Engineering, Inc./Online Plus- 0 1996.2006 Version 19.0.028 Engineering - Portrait 11/82006 8:38:58 AM Page 1
Job
Mark
Quan Type
Span P1-H1
Left OH
Right
OH
Engineering
SB32ATR
H8
1 HIPP
310400 6
1- 2- 0
1- 2-
0
ENGLE/SB32ATF/M#13007
HO 4-3
0
0
HO 4-3
0
0
N
O
TC '� 11-0-0
9-4-0
11-0-0
N
O
5x6
3x6
5x6
B
H
C
61
2x4
2x4
G
1
5-10-3
4x6
4x6
A
I
D
_
F
E
�i
5x6
5x6
w:400
R:1408
SPL
SPL
w:a00
R:1408
U: 562
U: 562
BC; I_ -- - -.
_.- - - -- ------
_. 31-4-0-
_
31-4-0
-
ALL PLATES ARE LOCK20
Scale: 0.202" = 1'
Online Plus -- Version 19.0.028
RUN DATE: 07-NOV-06
CSI -Size- ----Lumber----
TC 0.37 2x 4 SP-#2
BC 0.92 2x 4 SP-#2
WB 0.19 2x 4 SP-#3
Brace truss as follows:
O.C. From To
TC Cont. 0- 0- 0 31- 4- 0
BC Cont. 0- 0- 0 31- 4- 0
Loading Live Dead (psf)
TC 20.0 15.0
BC 0.0 5.0
Total 20.0 20.0 40.0
Spacing 24.0"
Lumber Duration Factor 1.25
Plate Duration Factor 1.25
TC Fb=1.15 Fc=1.10 Ft=1.10
BC Fb=1.10 Fc=1.10 Ft=1.10
Plus 6 Wind Load Case(s)
Plus 1 UBC LL Load Case(s)
Plus 1 BC LL Load Case(s)
Checked for NonConcurrent 200
Lbs Moving Point Load applied
at Panel Points and Mid -panel
on BC
it React Uplft Size Req'd
Lbs Lbs In-Sx In-Sx
A 1409 562 4- 0 1-11
Hz = -137
D 1409 562 4- 0 1-11
Hz = 138
Membr CSI P Lbs Axl-CSI-Bnd
----------Top Chords ----------
A -G 0.37 2375 C 0.01 0.36
G -B 0.33 1985 C 0.04 0.29
B -H 0.27 1733 C 0.01 0.26
Robbins Engineering,
Inc./Online Plus"
H -C
0.27
1733
C 0.01
0.26
C -I
0.33
1985
C 0.04
0.29
I -D
0.37
2376
C 0.01
0.36
--------Bottom
Chords
---------
A -F
0.92
2126
T 0.20
0.72
F -E
0.89
1868
T 0.18
0.71
E -D
0.92
2126
T 0.20
0.72
-------------
Webs -------------
G -F
0.19
418
C
F -B
0.17
532
T
F -H
0.16
199
C
H -E
0.16
199
C
C -E
0.17
532
T
E -I
0.19
418
C
TL Defl -0.36" in F -E L/999
LL Defl 0.22" in A -F L/999
DL Defl -0.14" at E L/999
Shear // Grain in G -B 0.24
Plates for each ply each face.
PLATING CONFORMS TO TPI.
REPORTS: SBCCI 9761
ROBBINS ENGINEERING, INC.
BASED ON SP LUMBER
USING GROSS AREA TEST.
Plate - LOCK 20 Ga, Gross Area
Plate - RHS 20 Ga, Gross Area
it Type Plt Size X Y JSI
A LOCK 4.Ox 6.0 Ctr 0.1 0.79
B LOCK 5.Ox 6.0 0.7-3.1 0.85
C LOCK 5.Ox 6.0-0.7-3.1 0.85
D LOCK 4.Ox 6.0 Ctr 0.1 0.79
F LOCK 5.Ox 6.0 Ctr-0.5 0.70
E LOCK 5.Ox 6.0 Ctr-0.5 0.70
REFER TO ROBBINS ENG. GENERAL
NOTES AND SYMBOLS SHEET FOR
ADDITIONAL SPECIFICATIONS.
NOTES:
Trusses Manufactured by:
East Coast Lumber
Analysis Conforms To:
FBC2004
OH Loading
Soffit psf 2.0
Design checked for LL on BC
per BOCA (section 1606.2.3),
IBC/IRC-2003 and FBC 2004
(section 1607.1), 20.0 psf.
Design checked for 10 psf non -
concurrent LL on BC.
Wind Loads - ANSI / ASCE 7-02
Truss is designed as a Main
Wind -Force Resistance System.
Wind Speed: 120 mph
Mean Roof Height: 25-0
Exposure Category: B
Occupancy Factor : 1.00
Building Type: Enclosed
Zone location: Exterior
TC Dead Load 7.0 psf
BC Dead Load 3.0 psf
Max comp. force 2376 Lbs
Quality Control Factor 1.00
FABRICATOR NOTES:
1. EAST COAST LUMBER & SUPPLY
MAURICE A. SHASHOUA,
P.E.#EB5251 & 19554
5285 ST. LUCIE BLVD.
FORT PIERCE FL. 34946
2. !!!CAUTION!!! READ "SCSI-B1
SUMMARY SHEET" BEFORE
HANDLING , INSTALLING &
BRACING TRUSSES.
3. SEE ATTACHED DETAIL SHEET
FOR: 1-JACK NAILS.
2-TBRACE. 3-BEARING BLOCK.
4. DESIGNER: JIB
Robbins Engineering, Inc./Online Plus*" 0 1996-2006 Version 19.0.028 Engineering - Portrait 11/82006 8:39:03 AM Page 1
Job Mark Quan Type Span P1-H1 Left OH Right OH I Engineering
SB32ATR H7 1 HIPP 310400 6 1- 2- 0 1- 2- 0
IGLE/SB32ATF/M#13007
HO 4-3 HO 4-3
0 0
0 0
N N
TC1'' 9-0-0 ---13-4-0
.. - - - - - ---- 5x8 - - -- --- - 2x4 5x8
B I C
4-10-3
W:400
R:1349
U: 562
BC
Online Plus -- Version 19.0.028
RUN DATE: 07-NOV-06
CSI -Size- ----Lumber----
TC 0.58 2x 4 SP-#2
BC 0.61 2x 4 SP-SS
WB 0.20 2x 4 SP-#3
Brace truss as follows:
O.C. From To
TC Cont. 0- 0- 0 31- 4- 0
BC Cont. 0- 0- 0 31- 4- 0
Loading Live Dead (psf)
TC 20.0 15.0
BC 0.0 5.0
Total 20.0 20.0 40.0
Spacing 24.0"
Lumber Duration Factor 1.25
Plate Duration Factor 1.25
TC Fb=1.15 Fc=1.10 Ft=1.10
BC Fb=1.10 Fc=1.10 Ft=1.10
Plus 6 Wind Load Case(s)
Plus 1 UBC LL Load Case(s)
Checked for NonConcurrent 200
Lbs Moving Point Load applied
at Panel Points and Mid -panel
on BC
Jt React Uplft
Size
Req'd
Lbs Lbs
In-Sx
In-Sx
A 1349 562
4- 0
1- 9
Hz =
-111
D 1349 562
4- 0
1- 9
Hz =
112
3x6 US 4x8 3x8 3x6
31-4-0
31-4-0
ALL PLATES ARE LOCK20
Robbins Engineering,
Inc./Online P1us-
J -D
0.26
2273
C
0.01
0.25
--------Bottom
Chords ---------
A -F
0.42
2029
T
0.10
0.32
F -S2
0.27
1762
T
0.09
0.18
S2-G
0.33
1762
T
0.09
0.24
G -S1
0.33
1762
T
0.09
0.24
S1-E
0.61
1762
T
0.09
0.52
E -D
0.42
2028
T
0.10
0.32
-------------
Webs -------------
H -F
0.11
293
C
F -B
0.10
327
T
B -G
0.20
512
T
G -I
0.16
518
C
G -C
0.20
512
T
E -C
0.10
327
T
E -J
0.11
293
C
TL Defl -0.22" in G -S1 L/999
LL Defl 0.13" in E -D L/999
DL Defl -0.17" at S2 L/999
Shear // Grain in S1-E 0.43
Plates for each ply each face.
PLATING CONFORMS TO TPI.
REPORTS: SBCCI 9761
ROBBINS ENGINEERING, INC.
BASED ON SP LUMBER
USING GROSS AREA TEST.
Plate - LOCK 20 Gar Gross Area
Plate - RHS 20 Ga, Gross Area
Jt Type Plt Size X Y JSI
A LOCK 4.Ox 6.0 Ctr 0.1 0.75
B LOCK 5.Ox 8.0 Ctr-0.1 0.89
C LOCK 5.Ox 8.0 Ctr-0.1 0.89
D LOCK 4.Ox 6.0 Ctr 0.1 0.75
REFER TO ROBBINS ENG. GENERAL
NOTES AND SYMBOLS SHEET FOR
ADDITIONAL SPECIFICATIONS.
Membr CSI P Lbs Axl-CSI-Bnd NOTES:
----------Top Chords---------- Trusses Manufactured by:
A -H 0.26 2273 C 0.01 0.25 East Coast Lumber
H -B 0.26 1968 C 0.02 0.24 Analysis Conforms To:
B -I 0.58 2185 C 0.03 0.55 FBC2004
I -C 0.58 2185 C 0.03 0.55 OH Loading
C -J 0.26 1968 C 0.02 0.24 Soffit psf 2.0
w:400
R:1349
U: 562
Scale: 0.202" = 1'
Design checked for LL on BC
per BOCA (section 1606.2.3),
IBC/IRC-2003 and FBC 2004
(section 1607.1), 20.0 psf.
Design checked for 10 psf non -
concurrent LL on BC.
Wind Loads - ANSI / ASCE 7-02
Truss is designed as a Main
Wind -Force Resistance System.
Wind Speed: 120 mph
Mean Roof Height: 25-0
Exposure Category: B
Occupancy Factor : 1.00
Building Type: Enclosed
Zone location: Exterior
TC Dead Load 7.0 psf
BC Dead Load 3.0 psf
Max comp. force 2273 Lbs
Quality Control Factor 1.00
FABRICATOR NOTES:
1. EAST COAST LUMBER 6 SUPPLY
MAURICE A. SHASHOUA,
P.E.#EB5251 6 19554
5285 ST. LUCIE BLVD.
FORT PIERCE FL. 34946
2. !!!CAUTION!!! READ "SCSI-B1
SUMMARY SHEET" BEFORE
HANDLING , INSTALLING 6
BRACING TRUSSES.
3. SEE ATTACHED DETAIL SHEET
FOR: 1-JACK NAILS.
2-TBRACE. 3-BEARING BLOCK.
4. DESIGNER: JIB
Robbins Engineering. Inc./Online Plus" 0 1996-2006 Version 19.0.028 Engineering - Portrait 11/8/2006 8:39:02 AM Pagel
Job
MarkP
uan Type Span P1-H1
Left OH
Right
OH
Engrneering
�B32A TR
H6
1 HIPP 310400 6
1- 2- 0
1- 2-
0
ENGLE/SB32ATF/M#13007
HO 4-3
0
0
NO 4-3
0
0
N
O
TC:
7-0-0
, _ _ 17-4-0
- -
'- --_7-0-0
N
O
3x8 4x12 2x4
J S1 K
5x8
5x8
B
C
6
3x6
3x6
I
L
3-10-3 6x6
6x6
3x8
3x8
A
D
JrZ
NI
F S3 H G
S2
E
M
5�
2x4
1f3x6 5x12 3x8 4x8
5x12
'3x6
2x4
w:400
;�
w:400
R:2777
i
�d
R:2777
U:1159
U:1159
BC:
- 31-4-0
L
31-4-0
ALL PLATES ARE LOCK20
Scale: 0.202" = 1'
Robbins Engineering,
Inc./Online Plus-
---------- Top Chords
----------
A -I 0.54 5236 C
0.23
0.31
Online Plus -- Version 19.0.028
I -B 0.64 5194 C
0.26
0.38
RUN DATE: 07-NOV-06
B -J 0.64 6393 C
0.30
0.34
J -S1 0.81 6391 C
0.34
0.47
CSI -Size- ----Lumber----
S1-K 0.64 6391 C
0.21
0.43
TC 0.64 2x 4 SP-#2
K -C 0.65 6391 C
0.21
0.44
EX B -S1 2x 4 SP-SS
C -L 0.64 5195 C
0.26
0.38
EX S1-C 2x 4 SP-SS
L -D 0.54 5236 C
0.23
0.31
BC 0.79 2x 4 SP-SS
--------Bottom Chords ---------
WB 0.66 2x 4 SP-#3
A -N 0.62 4656 T
0.44
0.18
PB --- 2x 4 SP-#3
N -F 0.61 4656 T
0.44
0.17
F -S3 0.50 4611 T
0.43
0.07
Brace truss as follows:
S3-H 0.79 4611 T
0.24
0.55
O.C. From To
H -G 0.68 6393 T
0.60
0.08
TC Cont. 0- 0- 0 31- 4- 0
G -S2 0.49 4612 T
0.43
0.06
BC Cont. 0- 0- 0 31- 4- 0
S2-E 0.50 4612 T
0.43
0.07
E -M 0.61 4656 T
0.44
0.17
Loading Live Dead (psf)
M -D 0.62 4656 T
0.44
0.18
TC 20.0 15.0
------------- Webs -------------
BC 0.0 5.0
N -I 0.03 159 C
Total 20.0 20.0 40.0
I -F 0.04 191 C
Spacing 24.0"
F -B 0.23 743 T
Lumber Duration Factor 1.25
B -H 0.66 2058 T
Plate Duration Factor 1.25
H -J 0.20 905 C
TC Fb=1.00 Fc=1.00 Ft=1.00
J -G 0.10 156 T
BC Fb=1.00 Fc=1.00 Ft=1.00
G -K 0.20 905 C
G -C 0.65 2055 T
Load Case # 1 Girder Loading
E -C 0.23 743 T
Lumber Duration Factor 1.25
E -L 0.04 191 C
Plate Duration Factor 1.25
M -L 0.03 159 C
plf - Live Dead From To
TC V 40 30 0.0' 31.3'
TL Defl -0.73" in H -G
L/507
BC V 0 10 0.0' 31.3'
LL Defl -0.35" in H -G
L/999
TC V 50 38 7.0' 24.3'
DL Defl -0.52" at G
L/713
BC V 0 13 6.9' 24.5'
Shear // Grain in J -S1
0.60
BC V 280 280 6.9' CL-LB
BC V 280 280 24.5' CL-LB
Plates for each ply
each
face.
PLATING CONFORMS TO
TPI.
REPORTS: SBCCI 9761
Plus 6 Wind Load Case(s)
ROBBINS ENGINEERING,
INC.
Plus 1 UBC LL Load Cases)
BASED ON SP LUMBER
USING GROSS AREA TEST.
Checked for NonConcurrent 200
Plate - LOCK 20 Ga,
Gross
Area
Lbs Moving Point Load applied
Plate - RHS 20 Ga,
Gross
Area
at Panel Points and Mid -panel
Jt Type Plt Size X Y
JSI
on BC
A LOCK 3.Ox 8.0 2.4
1.1
0.94
A LOCK 6.Ox 6.0 6.2
1.9
0.95
Jt React Uplft Size Req'd
B LOCK 5.0x 8.0 0.8-3.4
0.78
Lbs Lbs In-Sx In-Sx
J LOCK 3.Ox 8.0 0.5
Ctr
0.84
A 2778 1159 4- 0 3- 4
S1 LOCK 4.Oxl2.0 Ctr-0.2
0.88
Hz = -87
C LOCK 5.Ox 8.0-0.8-3.4
0.78
D 2778 1159 4- 0 3- 4
D LOCK 3.Ox 8.0-2.4
1.1
0.94
Hz = 88
D LOCK 6.Ox 6.0-6.2
1.9
0.95
S3 LOCK 5.Oxl2.0 Ctr 0.8
0.93
Membr CSI P Lbs Axl-CSI-Bnd
H LOCK 3.Ox 8.0-0.5
Ctr
0.89
Robbins Engineering. Inc./Online Plus" 0 1996-2006 Version 19.0.028 Engineering - Portrait 11/8/2006 8:39:01 AM Page 1
G LOCK 4.Ox 8.0 1.0 Ctr 0.88
S2 LOCK 5.Oxl2.0 Ctr 0.8 0.93
REFER TO ROBBINS ENG. GENERAL
NOTES AND SYMBOLS SHEET FOR
ADDITIONAL SPECIFICATIONS.
NOTES:
Trusses Manufactured by:
East Coast Lumber
Analysis Conforms To:
FBC2004
Girder Step Down Hip
Framing King Jacks
Jack Open Faced
Setback 7- 0- 0
OH Loading
Soffit psf 2.0
Design checked for LL on BC
per BOCA (section 1606.2.3),
IBC/IRC-2003 and FBC 2004
(section 1607.1), 20.0 psf.
Design checked for 10 psf non -
concurrent LL on BC.
Prevent truss rotation at all
bearing locations.
Wind Loads - ANSI / ASCE 7-02
Truss is designed as a Main
Wind -Force Resistance System.
Wind Speed: 120 mph
Mean Roof Height: 25-0
Exposure Category: B
Occupancy Factor : 1.00
Building Type: Enclosed
Zone location: Exterior
TC Dead Load 7.0 psf
BC Dead Load 3.0 psf
Max comp. force 6393 Lbs
Quality Control Factor 1.00
FABRICATOR NOTES:
1. EAST COAST LUMBER 6 SUPPLY
MAURICE A. SHASHOUA,
P.E.#EB5251 6 19554
5285 ST. LUCIE BLVD.
FORT PIERCE FL. 34946
2. !!!CAUTION!!! READ "SCSI-B1
SUMMARY SHEET" BEFORE
HANDLING , INSTALLING 6
BRACING TRUSSES.
3. SEE ATTACHED DETAIL SHEET
FOR: 1-JACK NAILS.
2-TBRACE. 3-BEARING BLOCK.
4. DESIGNER: JIB
Job Mark
SB32ATR H25
ENGLE/SB32ATF/M#13007
HO 4-3
TC' _1-2-0 _ - 3-0-0
1-10-3
Quan Type Span P1-H1 Left OH Right OH
1 HIPP 90800 6 1- 2- 0 1- 2- 0
3-8-0
4x6
n
4x6
C
3-0-0
Engineering
HO 4-3
1-2-0
W:400
W:400
R: 598 R: 598
U: 247 U: 247
BC - I 9-8-0 I.
t _ - 9-8-0 - - -------- - -- r- ;
ALL PLATES ARE LOCK20
Online Plus -- Version 19.0.028
RUN DATE: 08-NOV-06
CSI -Size- ----Lumber----
TC 0.18 2x 4 SP-#2
BC 0.37 2x 4 SP-#2
WB 0.06 2x 4 SP-#3
Brace truss as follows:
O.C. From To
TC Cont. 0- 0- 0 9- 8- 0
BC Cont. 0- 0- 0 9- 8- 0
Loading Live Dead (psf)
TC 20.0 15.0
BC 0.0 5.0
Total 20.0 20.0 40.0
Spacing 24.0"
Lumber Duration Factor 1.25
Plate Duration Factor 1.25
TC Fb=1.00 Fc=1.00 Ft=1.00
BC Fb=1.00 Fc=1.00 Ft=1.00
Load Case # 1 Girder Loading
Lumber Duration Factor 1.25
Plate Duration Factor 1.25
plf - Live Dead From To
TC V 40 30 0.0' 9.7'
BC V 0 10 0.0' 9.7'
TC V 10 8 3.0' 6.7'
BC V 0 3 3.1' 6.5'
BC V 40 40 3.1' CL-LB
BC V 40 40 6.5' CL-LB
Plus 6 Wind Load Case(s)
Plus 1 UBC LL Load Case(s)
Checked for NonConcurrent 200
Lbs Moving Point Load applied
at Panel Points and Mid -panel
on BC
Robbins Engineering, Inc./Online P1us-
A 599 248 4- 0 1- 8
Hz = -32
D 599 248 4- 0 1- 8
Hz = 33
Membr CSI P Lbs Axl-CSI-Bnd
----------Top Chords ----------
A -G
0.09
790
C 0.00
0.09
G -B
0.10
788
C 0.00
0.10
B -C
0.18
738
C 0.00
0.18
C -H
0.09
796
C 0.00
0.09
H -D
0.08
806
C 0.00
0.08
--------Bottom
Chords
---------
A -F
0.28
680
T 0.09
0.19
F -E
0.37
728
T 0.10
0.27
E -D
0.26
696
T 0.09
0.17
-------------
Webs -------------
G -F
0.03
103
T
F -B
0.06
212
T
B -E
0.04
150
T
E -C
0.05
176
T
E -H
0.02
86
T
TL Defl -0.03" in F -E L/999
LL Defl -0.01" in F -E L/999
DL Defl 0.00" at L/999
Shear // Grain in A -F 0.19
Plates for each ply each face.
PLATING CONFORMS TO TPI.
REPORTS: SBCCI 9761
ROBBINS ENGINEERING, INC.
BASED ON SP LUMBER
USING GROSS AREA TEST. .
Plate - LOCK 20 Ga, Gross Area
Plate - RHS 20 Ga, Gross Area
it Type Plt Size X Y JSI
REFER TO ROBBINS ENG. GENERAL
NOTES AND SYMBOLS SHEET FOR
ADDITIONAL SPECIFICATIONS.
NOTES:
Scale: 0.532" = 1
FBC2004
Girder Step Down Hip
Framing King Jacks
Jack Open Faced
Setback 3- 0- 0
OH Loading
Soffit psf 2.0
Design checked for LL on BC
per BOCA (section 1606.2.3),
IBC/IRC-2003 and FBC 2004
(section 1607.1), 20.0 psf.
Design checked for 10 psf non -
concurrent LL on BC.
Wind Loads - ANSI / ASCE 7-02
Truss is designed as a Main
Wind -Force Resistance System.
Wind Speed: 120 mph
Mean Roof Height: 25-0
Exposure Category: B
Occupancy Factor : 1.00
Building Type: Enclosed
Zone location: Exterior
TC Dead Load 7.0 psf
BC Dead Load 3.0 psf
Max comp. force 806 Lbs
Quality Control Factor 1.00
FABRICATOR NOTES:
1. EAST COAST LUMBER & SUPPLY
MAURICE A. SHASHOUA,
P.E.#EB5251 & 19554
5285 ST. LUCIE BLVD.
FORT PIERCE FL. 34946
2. !!!CAUTION!!! READ "BCSI-B1
SUMMARY SHEET" BEFORE
HANDLING , INSTALLING &
BRACING TRUSSES.
3. SEE ATTACHED DETAIL SHEET
FOR: 1-JACK NAILS.
2-TBRACE. 3-BEARING BLOCK.
4. DESIGNER: JIB
Trusses Manufactured by:
it React Uplft Size Req'd East Coast Lumber
Lbs Lbs In-Sx In-Sx Analysis Conforms To:
Robbins Engineering. Inc./Online PfUSTM m 1996-2006 Version 19.0.028 Engineering -Portrait 11/8/2006 8:39:15 AM Page 1
Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering
SB32ATR H25A 1 TR 90800 6 0 0
ENGLE/SB32ATF/M#13007
HO 4-3 HO 4-3
TCI 4-10-0 1 4-10-0 I
2-8-7
3x3
B
u
2x4 I •
(� �t
\�i X, t
W:400
R: 386
U: 162
BC: 9-8-0
9-8-0
ALL PLATES ARE LOCK20
Robbins Engineering, Inc./Online Plus -
Hz = 54
Online Plus -- Version 19.0.028 Membr CSI P Lbs Axl-CSI-Bnd
RUN DATE:
08-NOV-06
----------Top Chords ----------
A -B 0.17 461 C 0.00 0.17
CSI
-Size-
----Lumber----
B -C 0.17 461 C 0.00 0.17
TC 0.17
2x 4
SP-#2
--------Bottom Chords ---------
BC 0.36
2x 4
SP-#2
A -D 0.36 414 T 0.05 0.31
WB 0.08
2x 4
SP-#3
D -C 0.36 414 T 0.05 0.31
------------- Webs -------------
Brace truss
as
follows:
D -B 0.08 257 T
0. C. From To
TC Cont. 0- 0- 0 9- 8- 0
BC Cont. 0- 0- 0 9- 8- 0
Loading Live Dead (psf)
TC 20.0 15.0
BC 0.0 5.0
Total 20.0 20.0 40.0
Spacing 24.0"
Lumber Duration Factor 1.25
Plate Duration Factor 1.25
TC Fb=1.15 Fc=1.10 Ft=1.10
BC Fb=1.10 Fc=1.10 Ft=1.10
Plus 6 Wind Load Case(s)
Plus 1 UBC LL Load Case(s)
Checked for NonConcurrent 200
Lbs Moving Point Load applied
at Panel Points and Mid -panel
on BC
TL Defl -0.02" in D -C L/999
LL Defl 0.02" in A -D L/999
DL Defl 0.00" at L/999
Shear // Grain in A -B 0.17
Plates for each ply each face.
PLATING CONFORMS TO TPI.
REPORTS: SBCCI 9761
ROBBINS ENGINEERING, INC.
BASED ON SP LUMBER
USING GROSS AREA TEST.
Plate - LOCK 20 Ga, Gross Area
Plate - RHS 20 Ga, Gross Area
it Type Plt Size X Y JSI
REFER TO ROBBINS ENG. GENERAL
NOTES AND SYMBOLS SHEET FOR
ADDITIONAL SPECIFICATIONS.
NOTES:
Trusses Manufactured by:
it React
Uplft
Size
Req'd
East Coast Lumber
Lbs
Lbs
In-Sx
In-Sx
Analysis Conforms To:
A 387
162
4- 0
1- 8
FBC2004
Hz =
•53
Design checked for LL on BC
C 387
162
4- 0
1- 8
per BOCA (section 1606.2.3),
Robbins Engineering, Inc./Online Plus" 0 1996-2006 Version 19.0.028 Engineering - Portrait 11/8/2006 8:39 15 AM Page 1
W:400
R: 386
U: 162
Scale: 0.582" = 1'
IBC/IRC-2003 and FBC 2004
(section 1607.1), 20.0 psf.
Design checked for 10 psf non -
concurrent LL on BC.
Wind Loads - ANSI / ASCE 7-02
Truss is designed as a Main
Wind -Force Resistance System.
Wind Speed: 120 mph
Mean Roof Height: 25-0
Exposure Category: B
Occupancy Factor : 1.00
Building Type: Enclosed
Zone location: Exterior
TC Dead Load 7.0 psf
BC Dead Load 3.0 psf
Max comp. force 461 Lbs
Quality Control Factor 1.00
FABRICATOR NOTES:
1. EAST COAST LUMBER & SUPPLY
MAURICE A. SHASHOUA,
P.E.#EB5251 & 19554
5285 ST. LUCIE BLVD.
FORT PIERCE FL. 34946
2. !!!CAUTION!!! READ "SCSI-B1
SUMMARY SHEET" BEFORE
HANDLING , INSTALLING &
BRACING TRUSSES.
3. SEE ATTACHED DETAIL SHEET
FOR: 1-JACK NAILS.
2-TBRACE. 3-BEARING BLOCK.
4. DESIGNER: JIB
Job Mark Quan Type Span P1-HI Left OH Right OH I Engineering
SB32ATR MV12 1 VLM. SB 120000 6 0 0
ENGLE/SB32ATF/M#13007
6-0-0
2
HO 6-0-0
B
E G C
4x4 +2x4
I
BC( 12-0-0
Ff-- - ------ --- - - - - - -- - 12-0-0 - ----- - --- - ---- -- --i=-�
ALL PLATES ARE LOCK20
See Joint D For Typical Gable Plate Size and Placement
Online Plus -- Version 19.0.028
RUN DATE: 08-NOV-06
CSI -Size- ----Lumber----
TC 0.57 2x 4 SP-SS
BC 0.96 2x 4 SP-#2
GW 0.96 2x 4 SP-#3
Brace truss as follows:
O.C. From To
TC Cont. 0- 0- 0 12- 0- 0
BC Cont. 0- 0- 0 12- 0- 0
WB 1 rows CLB on G -F
Attach CLB with (2)-10d nails
at each web.
Loading Live Dead (psf)
TC 20.0 15.0
BC 0.0 5.0
Total 20.0 20.0 40.0
Spacing 24.0"
Lumber Duration Factor 1.25
Plate Duration Factor 1.25
TC Fb=1.15 Fc=1.10 Ft=1.10
BC Fb=1.10 Fc=1.10 Ft=1.10
Plus 5 Wind Load Case(s).
Plus 1 UBC LL Load Case(s)
Checked for NonConcurrent 200
Lbs Moving Point Load applied
at Panel Points and Mid -panel
on BC
Robbins Engineering,
Inc./Online P1us-
A -D
0.05
317
C
0.00
0.05
D -F
0.34
276
C
0.01
0.33
F -B
0.57
64
C
0.00
0.57
--------Bottom
Chords
---------
* -E
0.17
2
C
0.00
0.17
E -G
0.47
0
T
0.00
0.47
G -C
0.96
0
T
0.00
0.96
----------Gable
Webs
----------
E-D
0.20
142
C
0.00
0.20
G -F
0.96
283
C
0.00
0.96
TL Defl -0.22" in G -C L/655
LL Defl -0.19" in G -C L/773
DL Defl 0.00" at L/999
Shear // Grain in F -B 0.33
Plates for each ply each face.
PLATING CONFORMS TO TPI.
REPORTS: SBCCI 9761
ROBBINS ENGINEERING, INC.
BASED ON SP LUMBER
USING GROSS AREA TEST.
Plate - LOCK 20 Ga, Gross Area
Plate - RHS 20 Ga, Gross Area
Jt Type Plt Size X Y JSI
G LOCK 4.Ox 4.0-0.2 Ctr 0.38
1 Gable studs to be attached
with 2.Ox4.0 plates each end.
REFER TO ROBBINS ENG. GENERAL
NOTES AND SYMBOLS SHEET FOR
ADDITIONAL SPECIFICATIONS.
NOTES:
Trusses Manufactured by:
East Coast Lumber
Jt React Uplft Size Req'd Analysis Conforms To:
Lbs Lbs In-Sx In-Sx FBC2004
Cont. Brg 0- 0- 0 to 12- 0- 0 Provide connection to bearing
988 278 Hz = 633 for 633 Lbs Horiz Reaction
Design checked for LL on BC
Membr CSI P Lbs Axl-CSI-Bnd per BOCA (section 1606.2.3),
----------Top Chords---------- IBC/IRC-2003 and FBC 2004
Robbins Engineering. Inc./Online Plus"' 0 1996-2006 Version 19.0,028 Engineering - Portrait 11/8/2006 8:39:17 AM Page 1
Scale: 0.349" = 1'
(section 1607.1), 20.0 psf.
Design checked for 10 psf non -
concurrent LL on BC.
Wind Loads - ANSI / ASCE 7-02
Truss is designed as a Main
Wind -Force Resistance System.
Wind Speed: 120 mph
Mean Roof Height: 25-0
Exposure Category: B
Occupancy Factor : 1.00
Building Type: Enclosed
Zone location: Exterior
TC Dead Load 7.0 psf
BC Dead Load 3.0 psf
Max comp. force 317 Lbs
Quality Control Factor 1.00
FABRICATOR NOTES:
1. EAST COAST LUMBER & SUPPLY
MAURICE A. SHASHOUA,
P.E.#EB5251 & 19554
5285 ST. LUCIE BLVD.
FORT PIERCE FL. 34946
2. !!!CAUTION!!! READ "SCSI-B1
SUMMARY SHEET" BEFORE
HANDLING , INSTALLING &
BRACING TRUSSES.
3. SEE ATTACHED DETAIL SHEET
FOR: 1-JACK NAILS.
2-TBRACE. 3-BEARING BLOCK.
4. DESIGNER: JIB
Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering
SB32ATR MV10 1 VLM. SB 100000 6 0 0
ENGLE/SB32ATF/M#13007
5-0-0
2
HO 5-0-0
/, 2x4 / /' •'2x4
BC 10-0-0
L 10-0-0
ALL PLATES ARE LOCK20
See • For Typical Gable Plate Size and Placement
Online Plus -- Version 19.0.028
RUN DATE: 08-NOV-06
CSI -Size- ----Lumber----
TC 0.58 2x 4 SP-SS
BC 0.96 2x 4 SP-#2
GW 0.05 2x 4 SP-#3
Brace truss as follows:
O.C. From To
TC Cont. 0- 0- 0 10- 0- 0
BC Cont. 0- 0- 0 10- 0- 0
Loading Live Dead (psf)
TC 20.0 15.0
BC 0.0 5.0
Total 20.0 20.0 40.0
Spacing 24.0"
Lumber Duration Factor 1.25
Plate Duration Factor 1.25
TC Fb=1.15 Fc=1.10 Ft=1.10
BC Fb=1.10 Fc=1.10 Ft=1.10
Plus 5 Wind Load Case(s)
Plus 1 UBC LL Load Case(s)
Checked for NonConcurrent 200
Lbs Moving Point Load applied
at Panel Points and Mid -panel
on BC
Robbins Engineering, Inc./Online P1us-
Membr CSI P Lbs Axl-CSI-Bnd
----------Top Chords ----------
A -D 0.58 241 C 0.01 0.57
D -B 0.57 64 C 0.00 0.57
--------Bottom Chords ---------
A -E 0.96 1 C 0.00 0.96
E -C 0.96 0 T 0.00 0.96
----------Gable Webs----------
E-D 0.05 296 C
TL Defl -0.42" in E -C L/284
LL Defl -0.35" in E -C L/340
DL Defl 0.00" at L/999
Shear // Grain in A -D 0.35
Plates for each ply each face.
PLATING CONFORMS TO TPI.
REPORTS: SBCCI 9761
ROBBINS ENGINEERING, INC.
BASED ON SP LUMBER
USING GROSS AREA TEST.
Plate - LOCK 20 Ga, Gross Area
Plate - RHS 20 Gar Gross Area
Jt Type Plt Size X Y JSI
1 Gable studs to be attached
with 2.Ox4.0 plates each end.
REFER TO ROBBINS ENG. GENERAL
NOTES AND SYMBOLS SHEET FOR
ADDITIONAL SPECIFICATIONS.
NOTES:
Trusses Manufactured by:
Jt React
Uplft
Size
Req'd
East Coast Lumber
Lbs
Lbs
In-Sx
In-Sx
Analysis Conforms To:
Cont. Brg
0- 0-
0 to
10- 0- 0
FBC2004
751
315
Hz =
251
Design checked for LL on BC
per BOCA (section 1606.2.3),
Robbins Engineering. Inc./Online Plus" 0 1996-2006 Version 19.0 028
Engineering -Portrait 71/B2006 8:39:17 AM Pagel
B
Scale: 0.409" = 1
IBC/IRC-2003 and FBC 2004
(section 1607.1), 20.0 psf.
Design checked for 10 psf non -
concurrent LL on BC.
Wind Loads - ANSI / ASCE 7-02
Truss is designed as a Main
Wind -Force Resistance System.
Wind Speed: 120 mph
Mean Roof Height: 25-0
Exposure Category: B
Occupancy Factor : 1.00
Building Type: Enclosed
Zone location: Exterior
TC Dead Load 7.0 psf
BC Dead Load 3.0 psf
Max comp. force 296 Lbs
Quality Control Factor 1.00
FABRICATOR NOTES:
1. EAST COAST LUMBER & SUPPLY
MAURICE A. SHASHOUA,
P.E.#EB5251 & 19554
5285 ST. LUCIE BLVD.
FORT PIERCE FL. 34946
2. !!!CAUTION!!! READ "SCSI-B1
SUMMARY SHEET" BEFORE
HANDLING , INSTALLING &
BRACING TRUSSES.
3. SEE ATTACHED DETAIL SHEET
FOR: 1-JACK NAILS.
2-TBRACE. 3-BEARING BLOCK.
4. DESIGNER: JIB
Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering
SB32ATR MV8 1 VLM. SB 80000 6 0 0
ENGLE/SB32ATF/M#13007
HO 4-0-0
T_C
B
4-0-0
2x4 -2x4
.11' � �Lt�,�(°�'��;,��•, t.�l' . .e.�`l��r.''„ . l +'3.i�}'�'' ��' P'/� 7•� 11f��,q
i
BC B-0-0
B-0-0
ALL PLATES ARE LOCK20
See - For Typical Gable Plate Size and Placement
Online Plus -- Version 19.0.028
RUN DATE: 08-NOV-06
CSI -Size- ----Lumber----
TC 0.77 2x 4 SP-#2
BC 0.78 2x 4 SP-#2
GW 0.04 2x 4 SP-#3
Brace truss as follows:
O.C. From To
TC Cont. 0- 0- 0 8- 0- 0
BC Cont. 0- 0- 0 8- 0- 0
Loading Live Dead (psf)
TIC 20.0 15.0
BC 0.0 5.0
Total 20.0 20.0 40.0
Spacing 24.0"
Lumber Duration Factor 1.25
Plate Duration Factor 1.25
TIC Fb=1.15 Fc=1.10 Ft=1.10
BC Fb=1.10 Fc=1.10 Ft=1.10
Plus 5 Wind Load Case(s)-
Plus 1 UBC LL Load Case(s)
Checked for NonConcurrent 200
Lbs Moving Point Load applied
at Panel Points and Mid -panel
on BC
Robbins Engineering, Inc./Online Plus"
Membr CSI P Lbs Axl-CSI-Bnd
----------Top Chords ----------
A -D 0.77 200 C 0.01 0.76
D -B 0.76 54 C 0.00 0.76
--------Bottom Chords ---------
A -E 0.78 2 C 0.00 0.78
E -C 0.78 0 T 0.00 0.78
----------Gable Webs----------
E-D 0.04 247 C
TL Defl -0.23" in E -C L/418
LL Defl -0.19" in E -C L/495
DL Defl 0.00" at L/999
Shear // Grain in E -C 0.30
Plates for each ply each face.
PLATING CONFORMS TO TPI.
REPORTS: SBCCI 9761
ROBBINS ENGINEERING, INC.
BASED ON SP LUMBER
USING GROSS AREA TEST.
Plate - LOCK 20 Ga, Gross Area
Plate - RHS 20 Ga, Gross Area
Jt Type Plt Size X Y JSI
1 Gable studs to be attached
with 2.Ox4.0 plates each end.
REFER TO ROBBINS ENG. GENERAL
NOTES AND SYMBOLS SHEET FOR
ADDITIONAL SPECIFICATIONS.
NOTES:
Trusses Manufactured by:
Jt React
Uplft
Size
Req'd
East Coast Lumber
Lbs
Lbs
In-Sx
In-Sx
Analysis Conforms To:
Cont. Brg
0- 0-
0 to
8- 0- 0
FBC2004
591
248
Hz =
198
Design checked for LL on BC
per BOCA (section 1606.2.3),
Robbins Engineering. Inc./Online Plus" 0 1996-2006 Version 19.0.028 Engineering - Portrait 11/8/2006 8:39:18 AM Page 1
Scale: 0.482" = 1'
IBC/IRC-2003 and FBC 2004
(section 1607.1), 20.0 psf.
Design checked for 10 psf non -
concurrent LL on BC.
Wind Loads - ANSI / ASCE 7-02
Truss is designed as a Main
Wind -Force Resistance System.
Wind Speed: 120 mph
Mean Roof Height: 25-0
Exposure Category: B
Occupancy Factor : 1.00
Building Type: Enclosed
Zone location: Exterior
TIC Dead Load 7.0 psf
BC Dead Load 3.0 psf
Max comp. force 247 Lbs
Quality Control Factor 1.00
FABRICATOR NOTES:
1. EAST COAST LUMBER & SUPPLY
MAURICE A. SHASHOUA,
P.E.#EB5251 & 19554
5285 ST. LUCIE BLVD.
FORT PIERCE FL. 34946
2. !!!CAUTION!!! READ "SCSI-B1
SUMMARY SHEET" BEFORE
HANDLING , INSTALLING &
BRACING TRUSSES.
3. SEE ATTACHED DETAIL SHEET
FOR: 1-JACK NAILS.
2-TBRACE. 3-BEARING BLOCK.
4. DESIGNER: JIB
Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering
SB32ATR MV6 1 VLM. SB 60000 6 0 0
ENGLE/SB32ATF/M#13007 _
3-0-0
HO 3-0-0
TCl 6-0-0 1
2x4
°A. RI' N G � A- VWYl N �"- '�i 1:: ✓' ' U,a (�iD '1�{Y�S;/ a �iff ir•Fl�.�i f . li�f".F,'
I
BCC -- - --- - - - 6-0-0
I
- - 6-0-0
ALL PLATES ARE LOCK20
Online Plus -- Version 19.0.028
RUN DATE: 08-NOV-06
CSI -Size- ----Lumber----
TC 0.33 2x 4 SP-#2
BC 0.45 2x 4 SP-#2
WB 0.03 2x 4 SP-#3
Brace truss as follows:
O.C. From To
TC Cont. 0- 0- 0 6- 0- 0
BC Cont. 0- 0- 0 6- 0- 0
Loading Live Dead (psf)
TC 20.0 15.0
BC 0.0 5.0
Total 20.0 20.0 40.0
Spacing 24.0"
Lumber Duration Factor 1.25
Plate Duration Factor 1.25
TC Fb=1.15 Fc=1.10 Ft=1.10
BC Fb=1.10 Fc=1.10 Ft=1.10
Plus 5 Wind Load Case(s)
Plus 1 UBC LL Load Case(s)
Robbins Engineering, Inc./Online Plus-
Membr CSI P Lbs Axl-CSI-Bnd
----------Top Chords ----------
A -B 0.33 65 C 0.00 0.33
--------Bottom Chords ---------
A -C 0.45 3 C 0.00 0.45
------------- Webs -------------
C -B 0.03 170 C WindLd
TL Defl -0.06" in A -C L/999
LL Defl -0.03" in A -C L/999
DL Defl 0.00" at L/999
Shear // Grain in A -B 0.20
Plates for each ply each face.
PLATING CONFORMS TO TPI.
REPORTS: SBCCI 9761
ROBBINS ENGINEERING, INC.
BASED ON SP LUMBER
USING GROSS AREA TEST.
Plate - LOCK 20 Gar Gross Area
Plate - RHS 20 Ga, Gross Area
Jt Type Plt Size X Y JSI
REFER TO ROBBINS ENG. GENERAL
NOTES AND SYMBOLS SHEET FOR
ADDITIONAL SPECIFICATIONS.
NOTES:
Checked for NonConcurrent 200 Trusses Manufactured by:
Lbs Moving Point Load applied East Coast Lumber
at Panel Points and Mid -panel Analysis Conforms To:
on BC FBC2004
Design checked for LL on BC
Jt React Uplft Size Req'd per BOCA (section 1606.2.3),
Lbs Lbs In-Sx In-Sx IBC/IRC-2003 and FBC 2004
Cont. Brg 0- 0- 0 to 6- 0- 0 (section 1607.1), 20.0 psf.
431 181 Hz = 129 Design checked for 10 psf non -
concurrent LL on BC.
Robbins Engineering. Inc./Online Plus"' 0 1996.2006 Version 19.0.028 Engineering - Portrait 11/8/2006 8:39:18 AM Page 1
C
x4
Scale: 0.625" = 1'
Wind Loads - ANSI / ASCE 7-02
Truss is designed as a Main
Wind -Force Resistance System.
Wind Speed: 120 mph
Mean Roof Height: 25-0
Exposure Category: B
Occupancy Factor : 1.00
Building Type: Enclosed
Zone location: Exterior
TC Dead Load 7.0 psf
BC Dead Load 3.0 psf
Max comp. force 170 Lbs
Quality Control Factor 1.00
FABRICATOR NOTES:
1.. EAST COAST LUMBER 6 SUPPLY
MAURICE A. SHASHOUA,
P.E.#EB5251 s 19554
5285 ST. LUCIE BLVD.
FORT PIERCE FL. 34946
2. !!!CAUTION!!! READ "SCSI-B1
SUMMARY SHEET" BEFORE
HANDLING , INSTALLING 6
BRACING TRUSSES.
3. SEE ATTACHED DETAIL SHEET
FOR: 1-JACK NAILS.
2-TBRACE. 3-SEARING BLOCK.
4. DESIGNER: JIB
Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering
SB32ATR MV4 1 VLM. SB 40000 6 0 0
ENGLE/SB32ATF/M#13007
I
2-0-0
HO 2-0-0
TC
j 2x4
BCC. 4-0-0
.... 4-0-0 -
ALL PLATES ARE LOCK20
Online Plus -- Version 19.0.028
RUN DATE: 08-NOV-06
CSI -Size- ----Lumber----
TC 0.12 2x 4 SP-#2
BC 0.22 2x 4 SP-#2
WB 0.01 2x 4 SP-#3
Brace truss as follows:
O.C. From To
TIC Cont. 0- 0- 0 4- 0- 0
BC Cont. 0- 0- 0 4- 0- 0
Loading Live Dead (psf)
TIC 20.0 15.0
BC 0.0 5.0
Total 20.0 20.0 40.0
Spacing 24.0"
Lumber Duration Factor 1.25
Plate Duration Factor 1.25
TIC Fb=1.15 Fc=1.10 Ft=1.10
BC Fb=1.10 Fc=1.10 Ft=1.10
Plus 5 Wind Load Case(s)
Plus 1 UBC LL Load Cases)
Robbins Engineering, Inc./Online Plus'"
Membr CSI P Lbs Axl-CSI-Bnd
----------Top Chords ----------
A -B 0.12 39 C 0.00 0.12
--------Bottom Chords ---------
A -C 0.22 4 C 0.00 0.22
------------- Webs -------------
C -B 0.01 108 C WindLd
TL Defl -0.01" in A -C L/999
LL Defl -0.01" in A -C L/999
DL Defl 0.00" at L/999
Shear // Grain in A -C 0.19
Plates for each ply each face.
PLATING CONFORMS TO TPI.
REPORTS: SBCCI 9761
ROBBINS ENGINEERING, INC.
BASED ON SP LUMBER
USING GROSS AREA TEST.
Plate - LOCK 20 Ga, Gross Area
Plate - RHS 20 Ga, Gross Area
Jt Type Plt Size X Y JSI
REFER TO ROBBINS ENG. GENERAL
NOTES AND SYMBOLS SHEET FOR
ADDITIONAL SPECIFICATIONS.
NOTES:
Checked for NonConcurrent 200 Trusses Manufactured by:
Lbs Moving Point Load applied East Coast Lumber
at Panel Points and Mid -panel Analysis Conforms To:
on BC FBC2004
Design checked for LL on BC
Jt React Uplft Size Req'd per BOCA (section 1606.2.3),
Lbs Lbs In-Sx In-Sx IBC/IRC-2003 and FBC 2004
Cont. Brg 0- 0- 0 to 4- 0- 0 (section 1607.1), 20.0 psf.
335 113 Hz = 79 Design checked for 10 psf non -
concurrent LL on BC.
Robbins Engineering, Inc./Online Plus" C 1996.2006 Version 19.0.028 Engineering -Portrait 11182006 8:39:19 AM Page 1
C
x4
Scale: 0.757" = 1
Wind Loads - ANSI / ASCE 7-02
Truss is designed as a Main
Wind -Force Resistance System.
Wind Speed: 120 mph
Mean Roof Height: 25-0
Exposure Category: B
Occupancy Factor : 1.00
Building Type: Enclosed
Zone location: Exterior
TIC Dead Load 7.0 psf
BC Dead Load 3.0 psf
Max comp. force 108 Lbs
Quality Control Factor 1.00
FABRICATOR NOTES:
1. EAST COAST LUMBER & SUPPLY
MAURICE A. SHASHOUA,
P.E.#EB5251 & 19554
5285 ST. LUCIE BLVD.
FORT PIERCE FL. 34946
2. !!!CAUTION!!! READ "BCSI-B1
SUMMARY SHEET" BEFORE
HANDLING , INSTALLING &
BRACING TRUSSES.
3. SEE ATTACHED DETAIL SHEET
FOR: 1-JACK NAILS.
2-TBRACE. 3-BEARING BLOCK.
4. DESIGNER: JIB
Job Mark ]-6u-an Type Span P1-H1 Left OH Right OH Engineering
SB32ATR MV2 1 VLMA. SB 20000 6 0 0
ENGLE/SB32ATF/M#13007
Online Plus -- Version 19.0.028
RUN DATE: 08-NOV-06
CSI -Size- ----Lumber----
TC 0.00 2x 4 SP-#2
BC 0.00 2x 4 SP-#2
WB 0.00 2x 4 SP-#3
Brace truss as follows:
O.C. From To
TC Cont. 0- 0- 0 2- 0- 0
BC Cont. 0- 0- 0 2- 0- 0
Loading Live Dead (psf)
TC 20.0 15.0
BC 0.0 5.0
Total 20.0 20.0 40.0
Spacing 24.0"
Lumber Duration Factor 1.25
Plate Duration Factor 1.25
TC Fb=1.15 Fc=1.10 Ft=1.10
BC Fb=1.10 Fc=1.10 Ft=1.10
Plus 5 Wind Load Case(s)
Plus 1 UBC LL Load Case(s)
HO 1-0-0
TC 2-0-0
6
r
1-0-0
BC' 2-0-0
2-0-0
ALL PLATES ARE LOCK20
2x4
Robbins Engineering, Inc./Online Plus'"
Membr CSI P Lbs Axl-CSI-Bnd
----------Top Chords ----------
A -B 0.00 12 C
--------Bottom Chords ---------
A -C 0.00 0 T
------------- Webs -------------
C -B 0.00 36 C WindLd
TL Defl 0.00" in C -C L/999
LL Defl 0.00" in C -C L/999
DL Defl 0.00" at L/999
Shear // Grain in C -B 0.03
Plates for each ply each face.
PLATING CONFORMS TO TPI.
REPORTS: SBCCI 9761
ROBBINS ENGINEERING, INC.
BASED ON SP LUMBER
USING GROSS AREA TEST.
Plate - LOCK 20 Ga, Gross Area
Plate - RHS 20 Ga, Gross Area
it Type Plt Size X Y JSI
REFER TO ROBBINS ENG. GENERAL
NOTES AND SYMBOLS SHEET FOR
ADDITIONAL SPECIFICATIONS.
NOTES:
Checked for NonConcurrent 200 Trusses Manufactured by:
Lbs Moving Point Load applied East Coast Lumber
at Panel Points and Mid -panel Analysis Conforms To:
on BC FBC2004
Design checked for LL on BC
it React Uplft Size Req'd per BOCA (section 1606.2.3),
Lbs Lbs In-Sx In-Sx IBC/IRC-2003 and FBC 2004
Cont. Brg 0- 0- 0 to 2- 0- 0 (section 1607.1), 20.0 psf.
254 47 Hz = 29 Design checked for 10 psf non -
concurrent LL on BC.
Robbins Engineering, Inc./Online Plus"' 0 1996-2006 Version 19.0.028 Engineering - Portrait 11/8/2006 8:39:20 AM Page 1
Scale: 0.859" = 1'
Wind Loads - ANSI / ASCE 7-02
Truss is designed as a Main
Wind -Force Resistance System.
Wind Speed: 120 mph
Mean Roof Height: 25-0
Exposure Category: B
Occupancy Factor : 1.00
Building Type: Enclosed
Zone location: Exterior
TC Dead Load 7.0 psf
BC Dead Load 3.0 psf
Max comp. force 36 Lbs
Quality Control Factor 1.00
FABRICATOR NOTES:
1. EAST COAST LUMBER 6 SUPPLY
MAURICE A. SHASHOUA,
P.E.#EB5251 6 19554
5285 ST. LUCIE BLVD.
FORT PIERCE FL. 34946
2. !!!CAUTION!!! READ "BCSI-B1
SUMMARY SHEET" BEFORE
HANDLING , INSTALLING 6
BRACING TRUSSES.
3. SEE ATTACHED DETAIL SHEET
FOR: 1-JACK NAILS.
2-TBRACE. 3-BEARING BLOCK.
4. DESIGNER: JIB
Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering
SB32ATR I V8 2 VL. SB 80000 6 0 0
ENGLE/SB32ATF/M#13007
2-0-0
TC�4-0-
4x6
+2x4
t r 4 u� c j .n +' fpr? f S•F> a"4 , 41k�- r
Il.. 1..� � �.� (�L*.:� ��% / � ,,.t" �S �t't , �i-U''� . u r.'..i, t .`i'�hG{ a{;ri hT�sJ�r�*'�.�,.+?7�i�'k1� ::•�fi' ;.1tr1S".:'.'.
I
BC 8-0-0
ALL PLATES ARE LOCK20
See Joint D For Typical Gable Plate Size and Placement
Online Plus -- Version 19.0.028
RUN DATE: 08-NOV-06
CSI -Size- ----Lumber----
TC 0.11 2x 4 SP-#2
BC 0.21 2x 4 SP-#2
GW 0.02 2x 4 SP-#3
Brace truss as follows:
O.C. From To
TC Cont. 0- 0- 0 8- 0- 0
BC Cont. 0- 0- 0 8- 0- 0
Loading Live Dead (psf)
TC 20.0 15.0
BC 0.0 5.0
Total 20.0 20.0 40.0
Spacing 24.0"
Lumber Duration Factor 1.25
Plate Duration Factor 1.25
TC Fb=1.15 Fc=1.10 Ft=1.10
BC Fb=1.10 Fc=1.10 Ft=1.10
Plus 6 Wind Load Case(s)
Plus 1 UBC LL Load Case(s)
Robbins Engineering, Inc./Online P1us-
Membr CSI P Lbs Axl-CSI-Bnd
----------Top Chords ----------
* -B 0.11 66 C 0.00 0.11
B -C 0.11 66 C 0.00 0.11
--------Bottom Chords ---------
A -D 0.21 3 C 0.00 0.21
D -C 0.21 3 C 0.00 0.21
----------Gable Webs----------
D-B 0.02 169 C
TL Defl 0.00" in A -D L/999
LL Defl 0.00" in A -D L/999
DL Defl 0.00" at L/999
Shear // Grain in A -D 0.16
Plates for each ply each face.
PLATING CONFORMS TO TPI.
REPORTS: SBCCI 9761
ROBBINS ENGINEERING, INC.
BASED ON SP LUMBER
USING GROSS AREA TEST.
Plate - LOCK 20 Ga, Gross Area
Plate - RHS 20 Ga, Gross Area
it Type Plt Size X Y JSI
REFER TO ROBBINS ENG. GENERAL
NOTES AND SYMBOLS SHEET FOR
ADDITIONAL SPECIFICATIONS.
Checked for NonConcurrent 200
Lbs Moving Point Load applied NOTES:
at Panel Points and Mid -panel Trusses Manufactured by:
on BC East Coast Lumber
Analysis Conforms To:
it React Uplft Size Req'd FBC2004
Lbs Lbs In-Sx In-Sx Design checked for LL on BC
Cont. Brg 0- 0- 0 to 8- 0- 0 per BOCA (section 1606.2.3),
684 288 Hz = 70 IBC/IRC-2003 and FBC 2004
(section 1607.1), 20.0 psf.
Robbins Engineering. Inc./Online Plus^' 0 1996-2006 Version 19.0.028 Engineering -Portrait 11/8/2006 8:39:20 AM Page 1
Scale: 0.719" = 1
Design checked for 10 psf non -
concurrent LL on BC.
Wind Loads - ANSI / ASCE 7-02
Truss is designed as a Main
Wind -Force Resistance System.
Wind Speed: 120 mph
Mean Roof Height: 25-0
Exposure Category: B
Occupancy Factor : 1.00
Building Type: Enclosed
Zone location: Exterior
TC Dead Load 7.0 psf
BC Dead Load 3.0 psf
Max comp. force 169 Lbs
Quality Control Factor 1.00
FABRICATOR NOTES:
1. EAST COAST LUMBER & SUPPLY
MAURICE A. SHASHOUA,
P.E.#EB5251 & 19554
5285 ST. LUCIE BLVD.
FORT PIERCE FL. 34946
2. !!!CAUTION!!! READ "SCSI-B1
SUMMARY SHEET" BEFORE
HANDLING , INSTALLING &
BRACING TRUSSES.
3. SEE ATTACHED DETAIL SHEET
FOR: 1-JACK NAILS.
2-TBRACE. 3-BEARING BLOCK.
4. DESIGNER: JIB
Job Mark Quan Type Span P1-H1 Left OH Right OH I Engineering
SB32ATR 1 2 VL. SB 40000 6 0 0
ENGLE/SB32ATF/M#13007
1-0-0
TCI 2-0-0 1 2-0-0 i
6
2x4
4x4
2x4
I
BC; 4-0-0
4-0-0
ALL PLATES ARE LOCK20
Robbins Engineering, Inc./Online P1us-
TL Defl 0.00" in A -C L/999
LL Defl 0.00" in A -C L/999
Online Plus -- Version 19.0.028 DL Defl 0.00" at L/999
RUN DATE: 08-NOV-06 Shear // Grain in A -B 0.05
CSI -Size- ----Lumber----
TC 0.02 2x 4 SP-#2
BC 0.02 2x 4 SP-#2
Brace truss as follows:
O.C. From To
TIC Cont. 0- 0- 0 4- 0- 0
BC Cont. 0- 0- 0 4- 0- 0
Loading Live Dead (psf)
TC 20.0 15.0
BC 0.0 5.0
Total 20.0 20.0 40.0
Spacing 24.0"
Lumber Duration Factor 1.25
Plate Duration Factor 1.25
TIC Fb=1.15 Fc=1.10 Ft=1.10
BC Fb=1.10 Fc=1.10 Ft=1.10
Plates for each ply each face.
PLATING CONFORMS TO TPI.
REPORTS: SBCCI 9761
ROBBINS ENGINEERING, INC.
BASED ON SP LUMBER
USING GROSS AREA TEST.
Plate - LOCK 20 Gar Gross Area
Plate - RHS 20 Ga, Gross Area
Jt Type Plt Size X Y JSI
B LOCK 4.Ox 4.0 Ctr-1.0 0.33
REFER TO ROBBINS ENG. GENERAL
NOTES AND SYMBOLS SHEET FOR
ADDITIONAL SPECIFICATIONS.
NOTES:
Trusses Manufactured by:
East Coast Lumber
Analysis Conforms To:
Plus 6 Wind Load Case(s) FBC2004
Plus 1 UBC LL Load Case(s) Design checked for LL on BC
per BOCA (section 1606.2.3),
Jt React Uplft Size Req'd IBC/IRC-2003 and FBC 2004
Lbs Lbs In-Sx In-Sx (section 1607.1), 20.0 psf.
Cont. Brg 0- 0- 0 to 4- 0- 0 Design checked for 10 psf non-
221 93 Hz = 15 concurrent LL on BC.
Wind Loads - ANSI / ASCE 7-02
Membr CSI P Lbs Axl-CSI-Bnd Truss is designed as a Main
----------Top Chords---------- Wind -Force Resistance System.
A -B 0.02 115 C 0.00 0.02 Wind Speed: 120 mph
B -C 0.02 115 C 0.00 0.02 Mean Roof Height: 25-0
--------Bottom Chords--------- Exposure Category: B
A -C 0.02 1 C 0.00 0.02 Occupancy Factor : 1.00
Robbins Engineering. Inc./Online Plus'" 0 1996-2006 Version 19.0 028 Engineering - Portrait 11I82006 8:39.21 AM Page 1
Scale: 0.888" = 1'
Building Type: Enclosed
Zone location: Exterior
TIC Dead Load 7.0 psf
BC Dead Load 3.0 psf
Max comp. force 115 Lbs
Quality Control Factor 1.00
FABRICATOR NOTES:
1. EAST COAST LUMBER S SUPPLY
MAURICE A. SHASHOUA,
P.E.#EB5251 6 19554
5285 ST. LUCIE BLVD.
FORT PIERCE FL. 34946
2. !!!CAUTION!!! READ "SCSI-B1
SUMMARY SHEET" BEFORE
HANDLING , INSTALLING &
BRACING TRUSSES.
3. SEE ATTACHED DETAIL SHEET
FOR: 1-JACK NAILS.
2-TBRACE. 3-BEARING BLOCK.
4. DESIGNER: JIB
Job Mark Quan Type Span P1-H1 Left OH Right OH I Engineering
SB32ATR H.J% 4 ENDJV 91013 4.243 1- 7-13 0
ENGLE/SB32ATF/M#13007 _
3-9-15
HO 3-15
TCi 1_7-13--__ --_ .
BC
I �
W:511
R: 501
U: 128
HO 3-9-15
- - -- - - - 9-10-13
- - - - - -- ---- 2x4
B
Online Plus -- Version 19.0.028
RUN DATE: 08-NOV-06
CSI -Size- ----Lumber----
TC 0.54 2x 4 SP-#2
BC 0.92 2x 4 SP-#2
WB 0.29 2x 4 SP-#3
Brace truss as follows:
O.C. From To
TC Cont. 0- 0- 0 9-10-13
BC Cont. 0- 0- 0 9-10-13
Loading Live Dead (psf)
TC 20.0 15.0
BC 0.0 5.0
Total 20.0 20.0 40.0
Spacing 24.0"
Lumber Duration Factor 1.25
Plate Duration Factor 1.25
TC Fb=1.00 Fc=1.00 Ft=1.00
BC Fb=1.00 Fc=1.00 Ft=1.00
Load Case # 1 Girder Loading
Lumber Duration Factor 1.25
Plate Duration Factor 1.25
plf - Live Dead From To
TC V 40 30 0.0' 9.9'
BC V 0 10 0.0' 9.9'
TC V -40 -30 0.0'
45 34 9.9'
BC V 0 -10 0.0'
0 11 9.9'
Plus 5 Wind Load Case(s)
Plus 1 UBC LL Load Case(s)
Checked for NonConcurrent 200
Lbs Moving Point Load applied
at Panel Points and Mid -panel
on BC
9-10-13
9-10-13
ALL PLATES ARE LOCK20
Robbins Engineering,
Inc./Online Plus'
Jt
React
Uplft
Size
Req'd
Lbs
Lbs
In-Sx
In-Sx
A
502
129
5-11
1- 8
Hz =
93
C
397
95
1- 8
1- 8
Hz =
175
B
289
178
1- 8
1- 8
Membr CSI P Lbs Axl-CSI-Bnd
----------Top Chords ----------
A -D 0.54 712 C 0.00 0.54
D -B 0.54 80 C 0.00 0.54
--------Bottom Chords ---------
A -C 0.92 720 T 0.13 0.79
------------- Webs -------------
D -C 0.29 769 C
C -B 0.04 0 T WindLd
TL Defl -0.36" in A -C L/307
LL Defl -0.24" in A -C L/465
DL Defl 0.00" at L/999
Shear // Grain in D -B 0.34
Plates for each ply each face.
PLATING CONFORMS TO TPI.
REPORTS: SBCCI 9761
ROBBINS ENGINEERING, INC.
BASED ON SP LUMBER
USING GROSS AREA TEST.
Plate - LOCK 20 Ga, Gross Area
Plate - RHS 20 Ga, Gross Area
Jt Type Plt Size X Y JSI
REFER TO ROBBINS ENG. GENERAL
NOTES AND SYMBOLS SHEET FOR
ADDITIONAL SPECIFICATIONS.
For proper installation of
toe -nails, refer to the 2001
National Design Specification
(NDS) for Wood Construction
NOTES:
Trusses Manufactured by:
Robbins Engineering, Inc./Online Plus" 0 l%6-2006 Version 19.0.028 Engineering -Portrait 11/8/2006 8:39:22 AM Pagel
2-16d toenails
C 3-16d toenails
3x3
Scale: 0.458" = 1
East Coast Lumber
Analysis Conforms To:
FBC2004
Girder King Jack
Loading TC and BC
Setback 7- 0- 0
OH Loading
Soffit psf 2.0
Design checked for LL on BC
per BOCA (section 1606.2.3),
IBC/IRC-2003 and FBC 2004
(section 1607.1), 20.0 psf.
Design checked for 10 psf non -
concurrent LL on BC.
Use properly rated hangers for
loads framing into girder
truss.
Wind Loads - ANSI / ASCE 7-02
Truss is designed as a Main
Wind -Force Resistance System.
Wind Speed: 120 mph
Mean Roof Height: 25-0
Exposure Category: B
Occupancy Factor : 1.00
Building Type: Enclosed
Zone location: Exterior
TC Dead Load 7.0 psf
BC Dead Load 3.0 psf
Max comp. force 769 Lbs
Quality Control Factor 1.00
FABRICATOR NOTES:
1. EAST COAST LUMBER 6 SUPPLY
MAURICE A. SHASHOUA,
P.E.#EB5251 6 19554
5285 ST. LUCIE BLVD.
FORT PIERCE FL. 34946
2. !!!CAUTION!!! READ "SCSI-B1
SUMMARY SHEET" BEFORE
HANDLING , INSTALLING 6
BRACING TRUSSES.
3. SEE ATTACHED DETAIL SHEET
FOR: 1-JACK NAILS.
2-TBRACE. 3-BEARING BLOCK.
4. DESIGNER: JIB
Job Mark Quan Type Span P1-H1 Left OH Right OH I Engineering
SB32ATR HJ3 4 ENDJV 40215 4.243 1- 7-13 0
ENGLE/SB32ATF/M#13007
1-9-15
HO 3-15 HO 1-9-15
TCI 1-7-13 4-2-15 1
I
W:511
R: 270
U: 69
BC j . - -- -- -- - 4-2-15 - - -t
--I•,-1- - - -... - 4-2-15 - - -- .-- -- 4-
ALL PLATES ARE LOCK20
Online Plus -- Version 19.0.028
RUN DATE: 08-NOV-06
CSI -Size- ----Lumber----
TC 0.16 2x 4 SP-#2
BC 0.31 2x 4 SP-#2
WB 0.00 2x 4 SP-#3
Brace truss as follows:
O.C. From To
TC Cont. 0- 0- 0 4- 2-15
BC Cont. 0- 0- 0 4- 2-15
Loading Live Dead (psf)
TC 20.0 15.0
BC 0.0 5.0
Total 20.0 20.0 40.0
Spacing 24.0"
Lumber Duration Factor 1.25
Plate Duration Factor 1.25
TC Fb=1.00 Fc=1.00 Ft=1.00
BC Fb=1.00 Fc=1.00 Ft=1.00
Load Case # 1 Girder Loading
Lumber Duration Factor 1.25
Plate Duration Factor 1.25
plf - Live Dead From To
TC V 40 30 0.0' 4.2'
BC V 0 10 0.0' 4.2'
TC V -40 -30 0.0'
-12 -9 4.2'
BC V 0 -10 0.0'
0 -3 4.2'
Plus 5 Wind Load Case(s)
Plus 1 UBC LL Load Case(s)
Robbins Engineering,
Inc./Online Plus -
it
React Uplft
Size
Req'd
Lbs Lbs
In-Sx
In-Sx
A
271 70
5-11
1- 8
Hz =
-21
C
226 0
1- 8
1- 8
Hz =
42
B
88 38
1- 8
1- 8
Membr CSI P Lbs Axl-CSI-Bnd
----------Top Chords ----------
A -B 0.16 22 C 0.00 0.16
--------Bottom Chords ---------
A -C 0.31 26 T 0.00 0.31
------------- Webs -------------
C -B 0.00 0 T WindLd
TL Defl -0.01" in A -C L/999
LL Defl 0.01" in A -C L/999
DL Defl 0.00" at L/999
Shear // Grain in A -C 0.27
Plates for each ply each face.
PLATING CONFORMS TO TPI.
REPORTS: SBCCI 9761
ROBBINS ENGINEERING, INC.
BASED ON SP LUMBER
USING GROSS AREA TEST.
Plate - LOCK 20 Gat, Gross Area
Plate - RES 20 Gar Gross Area
it Type Plt Size X Y JSI
REFER TO ROBBINS ENG. GENERAL
NOTES AND SYMBOLS SHEET FOR
ADDITIONAL SPECIFICATIONS.
For proper installation of
toe -nails, refer to the 2001
National Design Specification
(NDS) for Wood Construction
Checked for NonConcurrent 200
Lbs Moving Point Load applied NOTES:
at Panel Points and Mid -panel Trusses Manufactured by:
on BC East Coast Lumber
2x4
B
2-16d toenails
c
2x4 2-16d toenails
Scale: 0.645" = 1'
Analysis Conforms To:
FBC2004
Girder King Jack
Loading TC and BC
Setback 3- 0- 0
OH Loading
Soffit psf 2.0
Design checked for LL on BC
per BOCA (section 1606.2.3),
IBC/IRC-2003 and FBC 2004
(section 1607.1), 20.0 psf.
Design checked for 10 psf non -
concurrent LL on BC.
Use properly rated hangers for
loads framing into girder
truss.
Wind Loads - ANSI / ASCE 7-02
Truss is designed as a Main
Wind -Force Resistance System.
Wind Speed: 120 mph
Mean Roof Height: 25-0
Exposure Category: B
Occupancy Factor : 1.00
Building Type: Enclosed
Zone location: Exterior
TC Dead Load 7.0 psf
BC Dead Load 3.0 psf
Max comp. force 22 Lbs
Quality Control Factor 1.00
FABRICATOR NOTES:
1. EAST COAST LUMBER & SUPPLY
MAURICE A. SHASHOUA,
P.E.#EB5251 & 19554
5285 ST. LUCIE BLVD.
FORT PIERCE FL. 34946
2. !!!CAUTION!!! READ "SCSI-B1
SUMMARY SHEET" BEFORE
HANDLING , INSTALLING &
BRACING TRUSSES.
3. SEE ATTACHED DETAIL SHEET
FOR: 1-JACK NAILS.
2-TBRACE. 3-BEARING BLOCK.
4. DESIGNER: JIB
Robbins Engineering. Inc./Online Plus" 0 1996-2006 Version 19.0.028 Engineering - Portrait 11/8/2006 8:39:22 AM Page 1
Job
SB32
Mark
EJ7
Quan
26
Type
ENDJO
Span P1-H1
70000 6
Left OH
1- 2- 0
Right OH
0
Engineering
ENGLE/SB32ATF/M#13007
HO 4-3
HO 3-10-3
TCl 1-2-0 _---._
7-0-0 _
-J
B
2-16d toenails
I
6!
I
3-10-3
2x4
A
2-16d toenails
C
\1
/_ -,\I
W:400
R: 377
U: 104
BC,
7-0-0
7-0-0 -
!-I
ALL PLATES ARE LOCK20
Scale: 0.481" = 1'
Robbins Engineering, Inc./Online Plus -
Hz = 99
Online Plus -- Version 19.0.028 Membr CSI P Lbs Axl-CSI-Bnd
RUN DATE: 08-NOV-06----------Top Chords ----------
A -B 0.55 91 C 0.00 0.55
CSI -Size- ----Lumber------------Bottom Chords ---------
TIC 0.55 2x 4 SP-#2 A -C 0.67 0 T 0.00 0.67
BC 0.67 2x 4 SP-#2
Brace truss as follows:
O.C. From To
TC Cont. 0- 0- 0 7- 0- 0
BC Cont. 0- 0- 0 7- 0- 0
Loading Live Dead (psf)
TC 20.0 15.0
BC 0.0 5.0
Total 20.0 20.0 40.0
Spacing 24.0"
Lumber Duration Factor 1.25
Plate Duration Factor 1.25
TC Fb=1.15 Fc=1.10 Ft=1.10
BC Fb=1.10 Fc=1.10 Ft=1.10
Plus 5 Wind Load Case(s)
Plus 1 UBC LL Load Case(s)
Checked for NonConcurrent 200
Lbs Moving Point Load applied
at Panel Points and Mid -panel
on BC
TL Defl -0.17" in A -C L/458
LL Defl -0.08" in A -C L/999
DL Defl 0.00" at L/999
Shear // Grain in A -B 0.28
Plates for each ply each face.
PLATING CONFORMS TO TPI.
REPORTS: SBCCI 9761
ROBBINS ENGINEERING, INC.
BASED ON SP LUMBER
USING GROSS AREA TEST.
Plate - LOCK 20 Gal, Gross Area
Plate - RHS 20 Gar Gross Area
Jt Type Plt Size X Y JSI
REFER TO ROBBINS ENG. GENERAL
NOTES AND SYMBOLS SHEET FOR
ADDITIONAL SPECIFICATIONS. .
For proper installation of
toe -nails, refer to the 2001
National Design Specification
(NDS) for Wood Construction
Jt
React
Uplft
Size
Req'd
NOTES:
Lbs
Lbs
In-Sx
In-Sx
Trusses Manufactured by:
A
377
104
4- 0
1- 8
East Coast Lumber
Hz =
185
Analysis Conforms To:
C
244
9
1- 8
1- 8
FBC2004
B
215
158
1- 8
1- 8
OH Loading
Robbins Engineering. Inc./Online Plus" 0 1996.2006 Version 19.0.028 Engineering - Ponrait 1118/2006 8:39:23 AM Page 1
Soffit psf 2.0
Design checked for LL on BC
per BOCA (section 1606.2.3),
IBC/IRC-2003 and FBC 2004
(section 1607.1), 20.0 psf.
Design checked for 10 psf non -
concurrent LL on BC.
Wind Loads - ANSI / ASCE 7-02
Truss is designed as a Main
Wind -Force Resistance System.
Wind Speed: 120 mph
Mean Roof Height: 25-0
Exposure Category: B
Occupancy Factor : 1.00
Building Type: Enclosed
Zone location: Exterior
TC Dead Load 7.0 psf
BC Dead Load 3.0 psf
Max comp. force 91 Lbs
Quality Control Factor 1.00
FABRICATOR NOTES:
1. EAST COAST LUMBER & SUPPLY
MAURICE A. SHASHOUA,
P.E.#EB5251 & 19554
5285 ST. LUCIE BLVD.
FORT PIERCE FL. 34946
2. !!!CAUTION!!! READ "BCSI-B1
SUMMARY SHEET" BEFORE
HANDLING , INSTALLING &
BRACING TRUSSES.
3. SEE ATTACHED DETAIL SHEET
FOR: 1-JACK NAILS.
2-TBRACE. 3-BEARING BLOCK.
4. DESIGNER: JIB
Job
SB32ATR
Mark
TEJ7
Quan
6
Type
TEJ1
Span P1-H1 Left OH
70000 6 1- 2- 0
Right OH
0
Engineering
ENGLE/SB32ATF/M#13007
HO 4-3
Ho 2-10-3
B
'
2-16d toenails
I
3x4
i
61
�
G
I
3-10-3
2x4
1-0-OD
F
1-0-OC
r
I
2-16d toenails
2x4
r
D t C
A
4x6 c
r
o
-,
E
6
�•j
I
i
4x6
W:400
R: 407
U: 104
BC,
2-4-0
2-0-0 2-8-0
7-0-0
ALL PLATES
ARE LOCR20
Scale: 0.481" = 1'
Online Plus -- Version 19.0.028
RUN DATE: 08-NOV-06
CSI -Size- ----Lumber----
TC 0.47 2x 4 SP-#2
BC 0.49 2x 4 SP42
WB 0.84 2x 4 SP-#3
Brace truss as follows:
O.C. From
TC Cont. 0- 0- 0
BC Cont. 0- 0- 0
Robbins Engineering,
Inc./Online Plus"
A -F
0.06
433
C 0.00
0.06
F -G
0.13
387
C 0.00
0.13
G -B
0.47
61
C 0.00
0.47
--------Bottom
Chords
---------
A -E
0.17
375
T 0.04
0.13
E -D
0.24
387
T 0.05
0.19
D -C
0.49
99
T 0.00
0.49
-------------
Webs -------------
E -F
0.13
113
C 0.00
0.13
D -G
0.84
262
T 0.07
0.77
To TL Defl -0.09" in E -D
7- 0- 0 LL Defl -0.05" in E -D
7- 0- 0 DL Defl 0.00" at
Hz Disp LL DL
Loading Live Dead (psf)
TC 20.0 15.0
BC 0.0 5.0
Total 20.0 20.0 40.0
Spacing 24.0"
Lumber Duration Factor 1.25
Plate Duration Factor 1.25
TC Fb=1.15 Fc=1.10 Ft=1.10
BC Fb=1.10 Fc=1.10 Ft=1.10
Plus 5 Wind Load Case(s)
Plus 1 U13C LL Load Case(s)
Checked for NonConcurrent 200
Lbs Moving Point Load applied
at Panel Points and Mid -panel
on BC
it React Uplft
Size Req'd
Lbs Lbs
In-Sx
In-Sx
A 408 105
4- 0
1- 8
Hz =
185
C 256 49
1- 8
1- 8
Hz =
99
it C 0.02" 0.01"
Shear // Grain in D -C
L/839
L/999
L/999
TL
0.02"
0.23
Plates for each ply each face.
PLATING CONFORMS TO TPI.
REPORTS: SBCCI 9761
ROBBINS ENGINEERING, INC.
BASED ON SP LUMBER
USING GROSS AREA TEST.
Plate - LOCK 20 Ga, Gross Area
Plate - RHS 20 Ga, Gross Area
it Type Plt Size X Y JSI
E LOCK 4.Ox 6.0-0.6 2.6 0.35
D LOCK 4.Ox 6.0 0.2-0.5 0.44
REFER TO ROBBINS ENG. GENERAL
NOTES AND SYMBOLS SHEET FOR
ADDITIONAL SPECIFICATIONS.
For proper installation of
toe -nails, refer to the 2001
National Design Specification
(NDS) for Wood Construction
B 177 118 1- 8 1- 8 NOTES:
Trusses Manufactured by:
Membr CSI P Lbs Axl-CSI-Bnd East Coast Lumber
----------Top Chords---------- Analysis Conforms To:
Robbins Engineering. Inc./Online Plus- 0 1996.2006 Version 19.0.028 Engineering - Portrait 11I82006 8:39:24 AM Page 1
FBC2004
OH Loading
Soffit psf 2.0
Design checked for LL on BC
per BOCA (section 1606.2.3),
IBC/IRC-2003 and FBC 2004
(section 1607.1), 20.0 psf.
Design checked for 10 psf non -
concurrent LL on BC.
Wind Loads - ANSI / ASCE 7-02
Truss is designed as a Main
Wind -Force Resistance System.
Wind Speed: 120 mph
Mean Roof Height: 25-0
Exposure Category: B
Occupancy Factor : 1.00
Building Type: Enclosed
Zone location: Exterior
TC Dead Load 7.0 psf
BC Dead Load 3.0 psf
Max comp. force 433 Lbs
Quality Control Factor 1.00
FABRICATOR NOTES:
1. EAST COAST LUMBER & SUPPLY
MAURICE A. SHASHOUA,
P.E.#EB5251 & 19554
5285 ST. LUCIE BLVD.
FORT PIERCE FL. 34946
2. !!!CAUTION!!! READ "SCSI-B1
SUMMARY SHEET" BEFORE
HANDLING , INSTALLING &
BRACING TRUSSES.
3. SEE ATTACHED DETAIL SHEET
FOR: 1-JACK NAILS.
2-TBRACE. 3-BEARING BLOCK.
4. DESIGNER: JIB
Job
SB32ATR
Mark
CJS
uan Type
Q8 ENDJO
Span P1-H1
50000 6
Left OH Right OH
1- 2- 0 0
Engineering
ENGLE/SB32ATF/M#13007
HO 4-3
Ho 2-10-3
TC1
7-
1-2_0 _� - --'------
-- - - -- 5-0-0
2-10-3
W:108
R: 153
U: 113
2x4
A
i
W:400
II
W:108
R: 300
R: 230
U: 84
U: 7
BCJ-
-
-. - 5-0-0 -
- - 5-0-0--
ALL PLATES ARE LOCK20
Scale: 0.603" = 1'
Robbins Engineering, Inc./Online Plus -
Hz = 71
Online Plus -- Version 19.0.028 Membr CSI P Lbs Axl-CSI-Bnd
RUN DATE: 08-NOV-06----------Top Chords ----------
A -B 0.27 65 C 0.00 0.27
CSI -Size- ----Lumber------------Bottom Chords ---------
TC 0.27 2x 4 SP-#2 A -C 0.43 0 T 0.00 0.43
BC 0.43 2x 4 SP-#2
Brace truss as follows:
O.C. From To
TC Cont. 0- 0- 0 5- 0- 0
BC Cont. 0- 0- 0 5- 0- 0
Loading Live Dead (psf)
TC 20.0 15.0
BC 0.0 5.0
Total 20.0 20.0 40.0
Spacing 24.0"
Lumber Duration Factor 1.25
Plate Duration Factor 1.25
TC Fb=1.15 Fc=1.10 Ft=1.10
BC Fb=1.10 Fc=1.10 Ft=1.10
Plus 5 Wind Load Case(s)
Plus 1 UBC LL Load Case(s)
TL Defl -0.04" in A -C L/999
LL Defl -0.02" in A -C L/999
DL Defl 0.00" at L/999
Shear // Grain in A -B 0.19
Plates for each ply each face.
PLATING CONFORMS TO TPI.
REPORTS: SBCCI 9761
ROBBINS ENGINEERING, INC.
BASED ON SP LUMBER
USING GROSS AREA TEST.
Plate - LOCK 20 Ga, Gross Area
Plate - RHS 20 Ga, Gross Area
Jt Type Plt Size X Y JSI
REFER TO ROBBINS ENG. GENERAL
NOTES AND SYMBOLS SHEET FOR
ADDITIONAL SPECIFICATIONS.
Checked for NonConcurrent 200 NOTES:
Lbs Moving Point Load applied Trusses Manufactured by:
at Panel Points and Mid -panel East Coast Lumber
on BC Analysis Conforms To:
FBC2004
Jt React Uplft Size Req'd OH Loading
Lbs Lbs In-Sx In-Sx Soffit psf 2.0
A 300 84 4- 0 1- 8 Design checked for LL on BC
Hz = 132 per BOCA (section 1606.2.3),
C 231 7 1- 8 1- 8 IBC/IRC-2003 and FBC 2004
B 153 113 1- 8 1- 8 (section 1607.1), 20.0 psf.
Robbins Engineering. Inc./Online Plus"' 0 1996-2006 Version 19.0.028 Engineering - Portrait 11/8/2006 8:39:24 AM Page 1
Design checked for 10 psf non -
concurrent LL on BC.
Wind Loads - ANSI / ASCE 7-02
Truss is designed as a Main
Wind -Force Resistance System.
Wind Speed: 120 mph
Mean Roof Height: 25-0
Exposure Category: B
Occupancy Factor : 1.00
Building Type: Enclosed
Zone location: Exterior
TC Dead Load 7.0 psf
BC Dead Load 3.0 psf
Max comp. force 65 Lbs
Quality Control Factor 1.00
FABRICATOR NOTES:
1. EAST COAST LUMBER & SUPPLY
MAURICE A. SHASHOUA,
P.E.#EB5251 & 19554
5285 ST. LUCIE BLVD.
FORT PIERCE FL. 34946
2. !!!CAUTION!!! READ "BCSI-B1
SUMMARY SHEET" BEFORE
HANDLING , INSTALLING &
BRACING TRUSSES.
3. SEE ATTACHED DETAIL SHEET
FOR: 1-JACK NAILS.
2-TBRACE. 3-BEARING BLOCK.
4. DESIGNER: JIB
Job
SB32ATR
Mark
CJ3
Quan
8
Type
ENDJO
Span P1-H1 Left OH Right OH
30000 6 1- 2- 0 0
Engineering
ENGLE/SB32ATF/M#13007
HO 4-3
HO 1-10-3
TCI 1-2-0 1
3-0-0
6'
i
1-10-3
I
2A
A
C
w:108
R: 91
U: 68
IN
I
W:400
i
W:108
R: 262
R: 218
U: 64
U: 5
BC,
-�
---- 3-0-0
3-0-0
ALL PLATES ARE LOCK20
Scale: 0.643" = 1'
Robbins Engineering, Inc./Online Plus -
Hz = 42
Online Plus -- Version 19.0.028 Membr CSI P Lbs Axl-CSI-Bnd
RUN DATE: 08-NOV-06----------Top Chords ----------
A -B 0.10 38 C 0.00 0.10
CSI -Size- ----Lumber------------Bottom Chords ---------
TC 0.10 2x 4 SP-#2 A -C 0.22 0 T 0.00 0.22
BC 0.22 2x 4 SP-#2
Brace truss as follows:
O.C. From To
TC Cont. 0- 0- 0 3- 0- 0
BC Cont. 0- 0- 0 3- 0- 0
Loading Live Dead (psf)
TC 20.0 15.0
BC 0.0 5.0
Total 20.0 20.0 40.0
Spacing 24.0"
Lumber Duration Factor 1.25
Plate Duration Factor 1.25
TC Fb=1.15 Fc=1.10 Ft=1.10
BC Fb=1.10 Fc=1.10 Ft=1.10
Plus 5 Wind Load Case(s)
Plus 1 UBC LL Load Case(s)
TL Defl -0.01" in A -C L/999
LL Defl 0.00" in A -C L/999
DL Defl 0.00" at L/999
Shear // Grain in A -C 0.17
Plates for each ply each face.
PLATING CONFORMS TO TPI.
REPORTS: SBCCI 9761
ROBBINS ENGINEERING, INC.
BASED ON SP LUMBER
USING GROSS AREA TEST.
Plate - LOCK 20 Ga, Gross Area
Plate - RHS 20 Ga, Gross Area
Jt Type Plt Size X Y JSI
REFER TO ROBBINS ENG. GENERAL
NOTES AND SYMBOLS SHEET FOR
ADDITIONAL SPECIFICATIONS.
Checked for NonConcurrent 200 NOTES:
Lbs Moving Point Load applied Trusses Manufactured by:
at Panel Points and Mid -panel East Coast Lumber
on BC Analysis Conforms To:
FBC2004
Jt React Uplft Size Req'd OH Loading
Lbs Lbs In-Sx In-Sx Soffit psf 2.0
A 262 64 4- 0 1- 8 Design checked for LL on BC
Hz = 78 per BOCA (section 1606.2.3),
C 218 5 1- 8 1- 8 IBC/IRC-2003 and FBC 2004
B 92 68 1- 8 1- 8 (section 1607.1), 20.0 psf.
Robbins Engineering. Inc./Online Plus"' 0 1996-2006 Version 19.0.028 Engineering - Portrait 11/82006 8:39:25 AM Page 1
Design checked for 10 psf non -
concurrent LL on BC.
Wind Loads - ANSI / ASCE 7-02
Truss is designed as a Main
Wind -Force Resistance System.
Wind Speed: 120 mph
Mean Roof Height: 25-0
Exposure Category: B
Occupancy Factor : 1.00
Building Type: Enclosed
Zone location: Exterior
TC Dead Load 7.0 psf
BC Dead Load 3.0 psf
Max comp. force 38 Lbs
Quality Control Factor 1.00
FABRICATOR NOTES:
1. EAST COAST LUMBER & SUPPLY
MAURICE A. SHASHOUA,
P.E.#EB5251 & 19554
5285 ST. LUCIE BLVD.
FORT PIERCE FL. 34946
2. !!!CAUTION!!! READ "SCSI-B1
SUMMARY SHEET" BEFORE
HANDLING , INSTALLING &
BRACING TRUSSES.
3. SEE ATTACHED DETAIL SHEET
FOR: 1-JACK NAILS.
2-TBRACE. 3-BEARING BLOCK.
4. DESIGNER: JIB
Job
SB32ATR
Mark
EJ35
uan Type
ENDJO
P
Span P1-H1
30000 6
Left OH Right OH
1- 2- 0 0
Engineering
ENGLE/SB32ATF/M#13007
HO 4-3
HO 1-10-3
TC 1-2-0
- 3707,0_
6
1-10-3
2A
A
1
�l
I
IC
W:108
R: 91
U: 68
I
r
i
W:400
W:108
R: 262
R: 218
U: 64
U: 5
BCI i.- -_
3-0-0
---
3-0-0
ALL PLATES ARE LOCK20
Scale: 0.643" = 1'
Robbins Engineering, Inc./Online Plus -
Hz = 42
Online Plus -- Version 19.0.028 Membr CSI P Lbs Axl-CSI-Bnd
RUN DATE: 08-NOV-06----------Top Chords ----------
A -B 0.10 38 C 0.00 0.10
CSI -Size- ----Lumber------------Bottom Chords ---------
TC 0.10 2x 4 SP-#2 A -C 0.22 0 T 0.00 0.22
BC 0.22 2x 4 SP-#2
Brace truss as follows:
O.C. From To
TC Cont. 0- 0- 0 3- 0- 0
BC Cont. 0- 0- 0 3- 0- 0
Loading Live Dead (psf)
TC 20.0 15.0
BC 0.0 5.0
Total 20.0 20.0 40.0
Spacing 24.0"
Lumber Duration Factor 1.25
Plate Duration Factor 1.25
TC Fb=1.15 Fc=1.10 Ft=1.10
BC Fb=1.10 Fc=1.10 Ft=1.10
Plus 5 Wind Load Case(s)
Plus 1 UBC LL Load Case.(s)
TL Defl -0.01" in A -C L/999
LL Defl 0.00" in A -C L/999
DL Defl 0.00" at L/999
Shear // Grain in A -C 0.17
Plates for each ply each face.
PLATING CONFORMS TO TPI.
REPORTS: SBCCI 9761
ROBBINS ENGINEERING, INC.
BASED ON SP LUMBER
USING GROSS AREA TEST.
Plate - LOCK 20 Ga, Gross Area
Plate - RHS 20 Ga, Gross Area
Jt Type Plt Size X Y JSI
REFER TO ROBBINS ENG. GENERAL
NOTES AND SYMBOLS SHEET FOR
ADDITIONAL SPECIFICATIONS.
Checked for NonConcurrent 200 NOTES:
Lbs Moving Point Load applied Trusses Manufactured by:
at Panel Points and Mid -panel East Coast Lumber
on BC Analysis Conforms To:
FBC2004
Jt React Uplft Size Req'd OH Loading
Lbs Lbs In-Sx In-Sx Soffit psf 2.0
A 262 64 4- 0 1- 8 Design checked for LL on BC
Hz = 78 per BOCA (section 1606.2.3),
C 218 5 1- 8 1- 8 IBC/IRC-2003 and FBC 2004
B 92 68 1- 8 1- 8 (section 1607.1), 20.0 psf.
Robbins Engineering. Inc./Online Plus' 0 1996-2006 Version 19.0.028 Engineering -Portrait 11/8/2006 8:39:25 AM Pagel
Design checked for 10 psf non -
concurrent LL on BC.
Wind Loads - ANSI / ASCE 7-02
Truss is designed as a Main
Wind -Force Resistance System.
Wind Speed: 120 mph
Mean Roof Height: 25-0
Exposure Category: B
Occupancy Factor : 1.00
Building Type: Enclosed
Zone location: Exterior
TC Dead Load 7.0 psf
BC Dead Load 3.0 psf
Max comp. force 38 Lbs
Quality Control Factor 1.00
FABRICATOR NOTES:
1. EAST COAST LUMBER & SUPPLY
MAURICE A. SHASHOUA,
P.E.#EB5251 & 19554
5285 ST. LUCIE BLVD.
FORT PIERCE FL. 34946
2. !!!CAUTION!!! READ "SCSI-B1
SUMMARY SHEET" BEFORE
HANDLING , INSTALLING &
BRACING TRUSSES.
3. SEE ATTACHED DETAIL SHEET
FOR: 1-JACK NAILS.
2-TBRACE. 3-BEARING BLOCK.
4. DESIGNER: JIB
Job Mark ]_Q6#anType Span P1-H1 Left OH Right OH Engineering
SB32ATR CJI ENDJO 10000 6 1- 2- 0 0
ENGLE/SB32ATF/M#13007
10-3
HO 4-3 HO 10-3
_TCI 1-2-0 1 1-0-0
6�
c
/C
W:108
R:1 205
U:i 4
• I
W:400 W108
R: 235 R: 48
U: 46 U: 17
BC j I 1-0-0
I
i 1-0-0 i i
ALL PLATES ARE LOCK20
Robbins Engineering, Inc./Online Plus -
Hz = 12
Online Plus -- Version 19.0.028 Membr CSI P Lbs Axl-CSI-Bnd
RUN DATE: 08-NOV-06----------Top Chords ----------
A -B 0.03 18 T 0.00 0.03
CSI -Size- ----Lumber------------Bottom Chords ---------
TC 0.03 2x 4 SP-#2 A -C 0.04 12 T 0.00 0.04
BC 0.04 2x 4 SP-#2
Brace truss as follows:
O.C. From To
TC Cont. 0- 0- 0 1- 0- 0
BC Cont. 0- 0- 0 1- 0- 0
Loading Live Dead (psf)
TC 20.0 15.0
BC 0.0 5.0
Total 20.0 20.0 40.0
Spacing 24.0"
Lumber Duration Factor 1.25
Plate Duration Factor 1.25
TC Fb=1.15 Fc=1.10 Ft=1.10
BC Fb=1.10 Fc=1.10 Ft=1.10
Plus 5 Wind Load Case(s)
Plus 1 UBC LL Load Case(s)
TL Defl 0.00" in A -C L/999
LL Defl 0.00" in A -C L/999
DL Defl 0.00" at L/999
Shear // Grain in A -C 0.06
Plates for each ply each face.
PLATING CONFORMS TO TPI.
REPORTS: SBCCI 9761
ROBBINS ENGINEERING, INC.
BASED ON SP LUMBER
USING GROSS AREA TEST.
Plate - LOCK 20 Ga, Gross Area
Plate - RHS 20 Ga, Gross Area
it Type Plt Size X Y JSI
REFER TO ROBBINS ENG. GENERAL
NOTES AND SYMBOLS SHEET FOR
ADDITIONAL SPECIFICATIONS.
Checked for NonConcurrent 200 NOTES:
Lbs Moving Point Load applied Trusses Manufactured by:
at Panel Points and Mid -panel East Coast Lumber
on BC Analysis Conforms To:
FBC2004
it React Uplft Size Req'd OH Loading
Lbs Lbs In-Sx In-Sx Soffit psf 2.0
A 235 46 3- 8 1- 8 Design checked for LL on BC
Hz = 23 per BOCA (section 1606.2.3),
B 48 17 1- 8 1- 8 IBC/IRC-2003 and FBC 2004
C 205 4 1- 8 1- 8 (section 1607.1), 20.0 psf.
Robbins Engineering. Inc./Online Plus"' 0 1996-2006 Version 19.0.028 Engineering - Portrait 11/8/2006 8:39.26 AM Page 1
Scale: 0.716" = 1'
Design checked for 10 psf non -
concurrent LL on BC.
Wind Loads - ANSI / ASCE 7-02
Truss is designed as a Main
Wind -Force Resistance System.
Wind Speed: 120 mph
Mean Roof Height: 25-0
Exposure Category: B
Occupancy Factor : 1.00
Building Type: Enclosed
Zone location: Exterior
TC Dead Load 7.0 psf
BC Dead Load 3.0 psf
Max comp. force 9 Lbs
Quality Control Factor 1.00
FABRICATOR NOTES:
1. EAST COAST LUMBER & SUPPLY
MAURICE A. SHASHOUA,
P.E.#EB5251 & 19554
5285 ST. LUCIE BLVD.
FORT PIERCE FL. 34946
2. !!!CAUTION!!! READ "BCSI-B1
SUMMARY SHEET" BEFORE
HANDLING , INSTALLING &
BRACING TRUSSES.
3. SEE ATTACHED DETAIL SHEET
FOR: 1-JACK NAILS.
2-TBRACE. 3-BEARING BLOCK.
4. DESIGNER: JIB
--F-
Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering
SB33SHRT H40 2 HHIP 91008 3 1- 2- 0 0
ENGLE HOMES/SB33SHRT/3786**W/STPLTSHGRS,JLW
HO 2-0-14
HO 3-14
TC: 112-0 _ .._ .. 7-0-0 2-10-8
_. _2-10-8
4x4 3x6
B C
i '- '---- ------ Ala rc
3
I
2-0-14
3x3
A
r•
` D
2x4
E
3x4 � ';1
W:400 HGR
R: 669 R: 878
U: 187 U: 245
BC 9-10_8 - -- '-
--' 9-10-8
ALL PLATES ARE LOCK20
Scale: 0.562" = 1'
Online Plus -- Version 18.0.014
RUN DATE: 22-NOV-05
CSI -Size- ----Lumber----
TC 0.54 2x 4 SP-#2
BC 0.68 2x 4 SP-#2
WB 0.48 2x 4 SP-#3
Brace truss as follows:
O.C. From To
TC Cont. 0- 0- 0 9-10- 8
BC Cont. 0- 0- 0 9-10- 8
Loading Live Dead (psf)
TC 20.0 15.0
BC 0.0 5.0
Total 20.0 20.0 40.0
Spacing 24.0"
Lumber Duration Factor 1.25
Plate Duration Factor 1.25
TC Fb=1.00 Fc=1.00 Ft=1.00
BC Fb=1.00 Fc=1.00 Ft=1.00
Load Case # 1 Girder Loading
Lumber Duration Factor 1.25
Plate Duration Factor 1.25
plf - Live Dead From To
TC V 40 30 0.0' 9.9'
BC V 0 10 0.0' 9.9'
TC V 50 38 7.0' 8.9'
TC V -40 -30 8.9' 9.9'
BC V 0 13 7.1' 8.9'
BC V 0 -10 8.9' 9.9'
BC V 280 280 7.1' CL-LB
Plus 6 Wind Load Case(s)
Plus 1 UBC LL Load Case(s)
Checked for NonConcurrent 200
Lbs Moving Point Load applied
at Panel Points and Mid -panel
on BC
Robbins Engineering,
Inc./Online Plus -
it React Uplft
Size
Req'd
Lbs Lbs
In-Sx
In-Sx
A 669 187
4- 0
1- 0
Hz =
53
D 878 246
3- 8
1- 1
Hz =
96
Membr CSI P Lbs Axl-CSI-Bnd
----------Top Chords ----------
* -B 0.54 1269 C 0.02 0.52
B -C 0.20 1233 C 0.01 0.19
--------Bottom Chords ---------
* -E 0.68 1233 T 0.14 0.54
E -D 0.38 68 T 0.00 0.38
------------- Webs -------------
E -B 0.02 163 C
E -C 0.48 1498 T
D -C 0.14 895 C WindLd
LL Defl -0.06" in A -E L/999
TL Defl -0.13" in A -E L/828
Shear // Grain in B -C 0.27
DL Defl 0.00" at L/999
Plates for each ply each face.
PLATING CONFORMS TO TPI.
REPORTS: SBCCI 9761
ROBBINS ENGINEERING, INC.
BASED ON SP LUMBER
USING GROSS AREA TEST.
Plate - LOCK 20 Gat, Gross Area
Plate - RHS 20 Ga, Gross Area
it Type Plt Size X Y JSI
E LOCK 3.Ox 4.0 1.0 Ctr 0.93
REFER TO ROBBINS ENG. GENERAL
NOTES AND SYMBOLS SHEET FOR
ADDITIONAL SPECIFICATIONS.
NOTES:
Trusses Manufactured by:
East Coast Lumber
Analysis Conforms To:
FBC2004
Girder Half Hip
Framing King Jacks
Jack Open Faced
Setback 7- 0- 0
OH Loading
Soffit psf 2.0
Design checked for LL on BC
per BOCA (section 1606.2.3)
and IBC/IRC-2003.
Design checked for 10 psf non -
concurrent LL on BC.
Wind Loads - ANSI / ASCE 7-02
Truss is designed as a Main
Wind -Force Resistance System.
Wind Speed: 120 mph
Mean Roof Height: 15-0
Exposure Category: B
Occupancy Factor : 1.00
Building Type: Enclosed
Zone location: Exterior
TC Dead Load 7.0 psf
BC Dead Load 3.0 psf
Max comp. force 1269 Lbs
Quality Control Factor 1.00
FABRICATOR NOTES:
1. EAST COAST LUMBER & SUPPLY
J.C. WEBER P.E.#17455
5285 ST. LUCIE BLVD.
FORT PIERCE FL. 34946
2. !!!CAUTION!!! READ "BCSI-B1
SUMMARY SHEET" BEFORE
HANDLING , INSTALLING &
BRACING TRUSSES.
3. SEE ATTACHED DETAIL SHEET
FOR: 1-JACK NAILS.
2-TBRACE. 3-SEARING BLOCK.
4. DESIGNER: JLW
Robbins Engineering, Inc./Online Plus'" 0 1996-2005 Version 18.0.014 Engineering - Portrait 11222005 3:47:47 PM Page 1
Job
Mark
Quan Type
Span P1-H1 Left OH
Right OH
I Engineering
SB33SHRT
H41
2 MONO
91008 3 1- 2- 0
0
ENGLE HOMES/SB33SHRT/3786**W/STPLTSHGRS,JLW
HO 3-14
HO 2-9-8
TC j 1-2-0
. 1 . -• - - - - ----
-- 9 0-0_ .__ _ . _ .. .- - --- - - .
_- - --- 10-8 I
4x4
E
-
B
31
2x4
2x4
G
2-6-14
3x3
A
:f er•ww
C
3x8
A
i
W:400
HGR
R: 486
R: 397
U: 131
U: 34
BC
--
- 9-10-8
9-10-8
ALL PLATES ARE LOCK20
Scale: 0.564" = 1'
Robbins Engineering, Inc./Online Plus -
Hz = 122
Online Plus -- Version 18.0.014 Membr CSI P Lbs Axl-CSI-Bnd
RUN DATE: 22-NOV-05----------Top Chords ----------
A -G 0.53 761 C 0.00 0.53
CSI -Size- ----Lumber---- G -E 0.28 58 C 0.00 0.28
TC 0.53 2x 4 SP-#2 E -B 0.04 30 C 0.00 0.04
BC 0.80 2x 4 SP-#2--------Bottom Chords ---------
WB 0.24 2x 4 SP-#3 A -C 0.80 752 T 0.09 0.71
------------- Webs -------------
Brace truss as follows: G -C 0.24 729 C
O.C. From To E -C 0.03 185 C
TC Cont. 0- 0- 0 9-10- 8 C -B 0.02 50 C WindLd
BC Cont. 0- 0- 0 9-10- 8
Loading Live Dead (psf)
TC 20.0 15.0
BC 0.0 5.0
Total 20.0 20.0 40.0
Spacing 24.0"
Lumber Duration Factor 1.25
Plate Duration Factor 1.25
TC Fb=1.15 Fc=1.10 Ft=1.10
BC Fb=1.10 Fc=1.10 Ft=1.10
Plus 5 Wind Load Case(s)
Plus 1 UBC LL Load Case(s)
Checked for NonConcurrent 200
Lbs Moving Point Load applied
at Panel Points and Mid -panel
on BC
LL Defl -0.21" in A -C L/528
TL Defl -0.34" in A -C L/322
Shear // Grain in A -C 0.31
DL Defl 0.00" at L/999
Plates for each ply each face.
PLATING CONFORMS TO TPI.
REPORTS: SBCCI 9761
ROBBINS ENGINEERING, INC.
BASED ON SP LUMBER
USING GROSS AREA TEST.
Plate - LOCK 20 Ga, Gross Area
Plate - RHS 20 Ga, Gross Area
Jt Type Plt Size X Y JSI
C LOCK 3.Ox 8.0-0.5 Ctr 0.74
REFER TO ROBBINS ENG. GENERAL
NOTES AND SYMBOLS SHEET FOR
ADDITIONAL SPECIFICATIONS.
Jt React Uplft Size Req'd
Lbs Lbs In-Sx In-Sx NOTES:
A 487 131 4- 0 1- 0 Trusses Manufactured by:
Hz = 66 East Coast Lumber
C 397 35 3- 8 1- 0 Analysis Conforms To:
Robbins Engineering, Inc./Online Plus"' O 1996-2005 Version 18.0.014 Engineering - Portrait 1122/2005 3:47:48 PM Page 1
FBC2004
OH Loading
Soffit psf 2.0
Design checked for LL on BC
per BOCA (section 1606.2.3)
and IBC/IRC-2003.
Design checked for 10 psf non -
concurrent LL on BC.
Wind Loads - ANSI / ASCE 7-02
Truss is designed as a Main
Wind -Force Resistance System.
Wind Speed: 120 mph
Mean Roof Height: 15-0
Exposure Category: B
Occupancy Factor : 1.00
Building Type: Enclosed
Zone location: Exterior
TC Dead Load 7.0 psf
BC Dead Load 3.0 psf
Max comp. force 761 Lbs
Quality Control Factor 1.00
FABRICATOR NOTES:
1. EAST COAST LUMBER & SUPPLY
J.C. WEBER P.E.#17455
5285 ST. LUCIE BLVD.
FORT PIERCE FL. 34946
2. !!!CAUTION!!! READ "SCSI-B1
SUMMARY SHEET" BEFORE
HANDLING , INSTALLING &
BRACING TRUSSES.
3. SEE ATTACHED DETAIL SHEET
FOR: 1-JACK NAILS.
2-TBRACE. 3-BEARING BLOCK.
4. DESIGNER: JLW
Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering
SB33SHRT M41 1 7 MONO 91008 3 1- 2- 0 0
ENGLE HOMES/SB33SHRT/3786**W/STPLTSHGRS,JI,W
2-9-8
HO 3-14
TCj _1-270
-nii
W:400
R: 486
U: 131
BCi - --"9-10-8
9-10-8 ALL PLATES ARE LOCK20
Robbins Engineering, Inc./Online Plus -
Hz = 133
Online Plus --
Version 18.0.014
Membr CSI P Lbs Axl-CSI-Bnd
RUN DATE:
22-NOV-05
----------Top Chords ----------
A -D 0.52 788 C 0.00 0.52
CSI
-Size-
----Lumber----
D -B 0.31 50 C 0.00 0.31
TC 0.52
2x 4
SP-#2
--------Bottom Chords ---------
BC 0.79
2x 4
SP-#2
A -C 0.79 780 T 0.09 0.70
WB 0.30
2x 4
SP-#3
------------- Webs -------------
D -C 0.30 809 C
Brace truss as follows:
O.C. From To
TC Cont. 0- 0- 0 9-10- 8
BC Cont. 0- 0- 0 9-10- 8
Loading Live Dead (psf)
TC 20.0 15.0
BC 0.0 5.0
Total 20.0 20.0 40.0
Spacing 24.0"
Lumber Duration Factor 1.25
Plate Duration Factor 1.25
TC Fb=1.15 Fc=1.10 Ft=1.10
BC Fb=1.10 Fc=1.10 Ft=1.10
Plus 5 Wind Load Case(s)
Plus 1 UBC LL Load Case(s)
Checked for NonConcurrent 200
Lbs Moving Point Load applied
at Panel Points and Mid -panel
on BC
C -B 0.03 137 C WindLd
LL Defl -0.21" in A -C L/526
TL Defl -0.34" in A -C L/324
Shear // Grain in A -D 0.26
DL Defl 0.00" at L/999
Plates for each ply each face.
PLATING CONFORMS TO TPI.
REPORTS: SBCCI 9761
ROBBINS ENGINEERING, INC.
BASED ON SP LUMBER
USING GROSS AREA TEST.
Plate - LOCK 20 Gar Gross Area
Plate - RHS 20 Gar Gross Area
Jt Type Plt Size X Y JSI
REFER TO ROBBINS ENG. GENERAL
NOTES AND SYMBOLS SHEET FOR
ADDITIONAL SPECIFICATIONS.
NOTES:
Trusses Manufactured by:
Jt React
Uplft
Size
Req'd
East Coast Lumber
Lbs
Lbs
In-Sx
In-Sx
Analysis Conforms To:
A 487
131
4- 0
1- 0
FBC2004
Hz =
74
OH Loading
C 399
104
3- 8
1- 0
Soffit psf 2.0
Robbins Engineering. Inc./Online Plus- O 1996-2005 Version 18.0.014
Engineering - Portrait 11222005 3:47:48 PM Page 1
HO 2-9-8
2x4
C
x3
HGR
R: 399
U: 103
Scale: 0.565" = 1'
Design checked for LL on BC
per BOCA (section 1606.2.3)
and IBC/IRC-2003.
Design checked for 10 psf non -
concurrent LL on BC.
Wind Loads - ANSI / ASCE 7-02
Truss is designed as a Main
Wind -Force Resistance System.
Wind Speed: 120 mph
Mean Roof Height: 15-0
Exposure Category: B
Occupancy Factor : 1.00
Building Type: Enclosed
Zone location: Exterior
TC Dead Load 7.0 psf
BC Dead Load 3.0 psf
Max comp. force 809 Lbs
Quality Control Factor 1.00
FABRICATOR NOTES:
1. EAST COAST LUMBER S SUPPLY
J.C. WEBER P.E.#17455
5285 ST. LUCIE BLVD.
FORT PIERCE FL. 34946
2. !!!CAUTION!!! READ "SCSI-B1
SUMMARY SHEET" BEFORE
HANDLING , INSTALLING b
BRACING TRUSSES.
3. SEE ATTACHED DETAIL SHEET
FOR: 1-JACK NAILS.
2-TBRACE. 3-BEARING BLOCK.
4. DESIGNER: JLW
V
Job Mark Quan Type Span P1-H1 Left OH Right OH I Engineering
SB33SHRT HJ7P 2 MONO 91013 2.121 1- 7-13 0
ENGLE HOMES/SB33SHRT/3786**W/STPLTSHGRS,JLW
HO 3-12 HO 2-0-12
TCI .177713
2x4
_ B
2.121:
3x3
D
I
2-0-12
3x3
A
C
3x3
�I
li
W:108
R: 289
U: 143
I
W:511 W:1I08
R: 498 R: 397
U: 156 U: 55
BC' 9-10-13 -- - -
9-10-13 -A
ALL PLATES ARE LOCK20
Scale: 0.465" = 1'
Online Plus -- Version 18.0.014
RUN DATE: 22-NOV-05
CSI -Size- ----Lumber----
TC 0.56 2x 4 SP-#2
BC 0.96 2x 4 SP-#2
WB 0.49 2x 4 SP-#3
Brace truss as follows:
O.C. From To
TC Cont. 0- 0- 0 9-10-13
BC Cont. 0- 0- 0 9-10-13
Loading Live Dead (psf)
TC 20.0 15.0
BC 0.0 5.0
Total 20.0 20.0 40.0
Spacing 24.0"
Lumber Duration Factor 1.25
Plate Duration Factor 1.25
TC Fb=1.00 Fc=1.00 Ft=1.00
BC Fb=1.00 Fc=1.00 Ft=1.00
Load Case # 1 Girder Loading
Lumber Duration Factor 1.25
Plate Duration Factor 1.25
plf - Live Dead From To
TC V 40 30 0.0' 9.9'
BC V 0 10 0.0' 9.9'
TC V -40 -30 0.0'
45 34 9.9'
BC V 0 -10 0.0'
0 11 9.9'
Robbins Engineering, Inc./Online P1us-
Jt React Uplft Size Req'd
Lbs Lbs In-Sx In-Sx
A 498 156 5-11 1- 0
Hz = 72
B 290 143 1- 8 1- 0
Hz = 100
C 397 55 1- 8 1- 0
Membr CSI P Lbs Axl-CSI-Bnd
----------Top Chords ----------
A -D 0.56 1387 C 0.01 0.55
D -B 0.46 57 T 0.00 0.46
--------Bottom Chords ---------
A -C 0.96 1394 T 0.25 0.71
------------- Webs -------------
D -C 0.49 1422 C
C -B 0.01 0 T WindLd
LL Defl -0.19" in A -C L/574
TL Defl -0.31" in A -C L/361
Shear // Grain in D -B 0.34
DL Defl 0.00" at L/999
Plates for each ply each face.
PLATING CONFORMS TO TPI.
REPORTS: SBCCI 9761
ROBBINS ENGINEERING, INC.
BASED ON SP LUMBER
USING GROSS AREA TEST.
Plate - LOCK 20 Ga, Gross Area
Plate - RHS 20 Ga, Gross Area
Jt Type Plt Size X Y JSI
REFER TO ROBBINS ENG. GENERAL
NOTES AND SYMBOLS SHEET FOR
ADDITIONAL SPECIFICATIONS.
Plus 5 Wind Load Case(s)
Plus 1 UBC LL Load Case(s) NOTES:
Trusses Manufactured by:
Checked for NonConcurrent 200 East Coast Lumber
Lbs Moving Point Load applied Analysis Conforms To:
at Panel Points and Mid -panel FBC2004
on BC Girder King Jack
Robbins Engineering. Inc./Online Plus"' 0 1996-2005 Version 18.0,014 Engineering . Portrait W222005 3:47:49 PM Page 1
Loading TC and BC
Setback 7- 0- 0
OH Loading
Soffit psf 2.0
Design checked for LL on BC
per BOCA (section 1606.2.3)
and IBC/IRC-2003.
Design checked for 10 psf non -
concurrent LL on BC.
Use properly rated hangers for
loads framing into girder
truss.
Wind Loads - ANSI / ASCE 7-02
Truss is designed as a Main
Wind -Force Resistance System.
Wind Speed: 120 mph
Mean Roof Height: 15-0
Exposure Category: B
Occupancy Factor : 1.00
Building Type: Enclosed
Zone location: Exterior
TC Dead Load 7.0 psf
BC Dead Load 3.0 psf
Max comp. force 1422 Lbs
Quality Control Factor 1.00
FABRICATOR NOTES:
1. EAST COAST LUMBER 6 SUPPLY
J.C. WEBER P.E.#17455
5285 ST. LUCIE BLVD.
FORT PIERCE FL. 34946
2. !!!CAUTION!!! READ "SCSI-B1
SUMMARY SHEET" BEFORE
HANDLING , INSTALLING 6
BRACING TRUSSES.
3. SEE ATTACHED DETAIL SHEET
FOR: 1-JACK NAILS.
2-TBRACE. 3-BEARING BLOCK.
4. DESIGNER: JLW
Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering
SB33SHRT EJ7P 4 ENDJO 70000 3 1- 2- 0 0
ENGLE HOMES/SB33SHRT/3786**W/STPLTSHGRS,JL
I
2-0-14
HO 3-14
TC _-. 1-2-0 -L-----------
2x4
A
7-0-0 - -----
l
I
w:400
R: 373
U: 105
BC 7._0-0
I
ALL PLATES ARE LOCK20
Robbins Engineering, Inc./Online Plus'"
Hz = 43
Online Plus -- Version 18.0.014 Membr CSI P Lbs Axl-CSI-Bnd
RUN DATE: 22-NOV-05----------Top Chords ----------
A -B 0.53 29 C 0.00 0.53
CSI -Size- ----Lumber------------Bottom Chords ---------
TC 0.53 2x 4 SP-#2 A -C 0.63 43 T 0.00 0.63
BC 0.63 2x 4 SP-#2
Brace truss as follows:
O.C. From To
TC Cont. 0- 0- 0 7- 0- 0
BC Cont. 0- 0- 0 7- 0- 0
Loading Live Dead (psf)
TC 20.0 15.0
BC 0.0 5.0
Total 20.0 20.0 40.0
Spacing 24.0"
Lumber Duration Factor 1.25
Plate Duration Factor 1.25
TC Fb=1.15 Fc=1.10 Ft=1.10
BC Fb=1.10 Fc=1.10 Ft=1.10
Plus 5 Wind Load Case(s)
Plus 1 UBC LL Load Case(s)
LL Defl -0.08" in A -C L/987
TL Defl -0.17" in A -C L/449
Shear // Grain in A -B 0.26
DL Defl 0.00" at L/999
Plates for each ply each face.
PLATING CONFORMS TO TPI.
REPORTS: SBCCI 9761
ROBBINS ENGINEERING, INC.
BASED ON SP LUMBER
USING GROSS AREA TEST.
Plate - LOCK 20 Ga, Gross Area
Plate - RHS 20 Ga, Gross Area
it Type Plt Size X Y JSI
REFER TO ROBBINS ENG. GENERAL
NOTES AND SYMBOLS SHEET FOR
ADDITIONAL SPECIFICATIONS.
Checked for NonConcurrent 200 NOTES:
Lbs Moving Point Load applied Trusses Manufactured by:
at Panel Points and Mid -panel East Coast Lumber
on BC Analysis Conforms To:
FBC2004
it React Uplft Size Req'd OH Loading
Lbs Lbs In-Sx In-Sx Soffit psf 2.0
A 373 105 4- 0 1- 0 Design checked for LL on BC
Hz = 66 per BOCA (section 1606.2.3)
B 211 78 1- 8 1- 0 and IBC/IRC-2003.
C 245 0 1- 8 1- 0 Design checked for 10 psf non -
Robbins Engineering. Inc./Online Plus" 0 1996-2005 Version 18.0.014 Engineering - Portrait 1122/2005 3:47:49 PM Page 1
HO 2-0-14
I
W:108
R: 211
U: 77
C8
W:108
R: 244
Scale: 0.567" = 1
concurrent LL on BC.
Wind Loads - ANSI / ASCE 7-02
Truss is designed as a Main
Wind -Force Resistance System.
Wind Speed: 120 mph
Mean Roof Height: 15-0
Exposure Category: B
Occupancy Factor : 1.00
Building Type: Enclosed
Zone location: Exterior
TC Dead Load 7.0 psf
BC Dead Load 3.0 psf
Max comp. force 29 Lbs
Quality Control Factor 1.00
FABRICATOR NOTES:
1. EAST COAST LUMBER & SUPPLY
J.C. WEBER P.E.#17455
5285 ST. LUCIE BLVD.
FORT PIERCE FL. 34946
2. !!!CAUTION!!! READ "SCSI-B1
SUMMARY SHEET" BEFORE
HANDLING , INSTALLING &
BRACING TRUSSES.
3. SEE ATTACHED DETAIL SHEET
FOR: 1-JACK NAILS.
2-TBRACE. 3-BEARING BLOCK.
4. DESIGNER: JLW
Job
SB33SHRT
Mark
CJSP
Quart Type Span
1 4 ENDJO 50000
P1-Hl
3
Left OH
1- 2- 0
Right OH
0
E►tgineering
ENGLE HOMES/SB33SHRT/3786**W/STPLTSHGRS,JLW
SO 3-14
SO 1-6-14
.. - ------ - --
5-0-0---------'
a
31
1-6-14 2x4
A
C
W:108
i
R:
�,1{ 48
�!
. U:
IX154
YYJJ
• I
W:400
W:108
R: 295
R:
232
U: 88
BC,..-
`• -I - ---- -
5-0-0 -- -- •-
--- -- --
ALL PLATES ARE LOCA20
Scale,. 0.572" = 1'
Robbins Engineering, Inc./Online Plus -
Hz = 31
Online Plus -- Version 18.0.014 Membr CSI P Lbs Axl-CSI-Bnd
RUN DATE: 22-NOV-05----------Top Chords ----------
A -B 0.25 20 C 0.00 0.25
CSI -Size- ----Lumber------------Bottom Chords ---------
TC 0.25 2x 4 SP-#2 A -C 0.38 30 T 0.00 0.38
BC 0.38 2x 4 SP-#2
Brace truss as follows:
O.C. From To
TC Cont. 0- 0- 0 5- 0- 0
BC Cont. 0- 0- 0 5- 0- 0
Loading Live Dead (psf)
TC 20.0 15.0
BC 0.0 5.0
Total 20.0 20.0 40.0
Spacing 24.0"
Lumber Duration Factor 1.25
Plate Duration Factor 1.25
TC Fb=1.15 Fc=1.10 Ft=1.10
BC Fb=1.10 Fc=1.10 Ft=1.10
Plus 5 Wind Load Case(s)
Plus 1 UBC LL Load Case(s)
LL Defl -0.02" in A -C L/999
TL Defl -0.04" in A -C L/999
Shear // Grain in A -C 0.18
DL Defl 0.00" at L/999
Plates for each ply each face.
PLATING CONFORMS TO TPI.
REPORTS: SBCCI 9761
ROBBINS ENGINEERING, INC.
BASED ON SP LUMBER
USING GROSS AREA TEST.
Plate - LOCK 20 Ga, Gross Area
Plate - RHS 20 Ga, Gross Area
it Type Plt Size X Y JSI
REFER TO ROBBINS ENG. GENERAL
NOTES AND SYMBOLS SHEET FOR
ADDITIONAL SPECIFICATIONS.
Checked for NonConcurrent 200 NOTES:
Lbs Moving Point Load applied Trusses Manufactured by:
at Panel Points and Mid -panel East Coast Lumber
on BC Analysis Conforms To:
FBC2004
it React Uplft Size Req'd OH Loading
Lbs Lbs In-Sx In-Sx Soffit psf 2.0
A 296 89 4- 0 1- 0 Design checked for LL on BC
Hz = 47 per BOCA (section 1606.2.3)
B 149 54 1- 8 1- 0 and IBC/IRC-2003.
C 232 0 1- 8 1- 0 Design checked for 10 psf non -
Robbins Engineering, Inc./Online Plus'" 0 1996.2005 Version 18.0.014 Engineering - Portrait 1122/2005 3:47:50 PM Page 1
concurrent LL on BC.
Wind Loads - ANSI / ASCE 7-02
Truss is designed as a Main
Wind -Force Resistance System.
Wind Speed: 120 mph
Mean Roof Height: 15-0
Exposure Category: B
Occupancy Factor : 1.00
Building Type: Enclosed
Zone location: Exterior
TC Dead Load 7.0 psf
BC Dead Load 3.0 psf
Max comp. force 20 Lbs
Quality Control Factor 1.00
FABRICATOR NOTES:
1. EAST COAST LUMBER S SUPPLY
J.C. WEBER P.E.#17455
5285 ST. LUCIE BLVD.
FORT PIERCE FL. 34946
2. !!!CAUTION!!! READ "SCSI-B1
SUMMARY SHEET" BEFORE
HANDLING , INSTALLING 6
BRACING TRUSSES.
3. SEE ATTACHED DETAIL SHEET
FOR: 1-JACK NAILS.
2-TBRACE. 3-BEARING BLOCK.
4. DESIGNER: JLW
Job Mark Quan Type Span P1-H1 Left OH Right OH EngineeriFig
SB33SHRT CJ3P 4 ENDJO 30000 3 1- 2- 0 0
ENGLE HOMES/SB33SHRT/3786**W/STPLTSHGRS,JLW
1-0-14
Ho 3-14 HO 1-0-14
TC 1-2-0 - 3-0-�--- --- --
z_.
W:Aps
R:. i86
U:: i31
I �
W:400 W:108
R: 257 R: 219
U: 72 U: 1
BC. - -- --- - ------3-0-0 _._._
3-0-0 - -... ...
ALL PLATES ARE LOCK20
Robbins Engineering, Inc./Online Plus -
Hz = 18
Online Plus -- Version 18.0.014 Membr CSI P Lbs Axl-CSI-Bnd
RUN DATE: 22-NOV-05----------Top Chords ----------
A -B 0.14 11 C 0.00 0.14
CSI -Size- ----Lumber------------Bottom Chords ---------
TIC 0.14 2x 4 SP-#2 A -C 0.17 17 T 0.00 0.17
BC 0.17 2x 4 SP-#2
L/999
L/999
0.18
L/999
Brace truss -as follows:
O.C. From To
TC Cont. 0- 0- 0 3- 0- 0
BC Cont. 0- 0- 0 3- 0- 0
Loading Live Dead (psf)
TC 20.0 15.0
BC 0.0 5.0
Total 20.0 20.0 40.0
Spacing 24.0"
Lumber Duration Factor 1.25
Plate Duration Factor 1.25
TC Fb=1.15 Fc=1.10 Ft=1.10
BC Fb=1.10 Fc=1.10 Ft=1.10
Plus 5 Wind Load Cases)
Plus 1 UBC LL Load Cases)
LL Defl -0.01" in A -C
TL Defl -0.01" in A -C
Shear // Grain in A -C
DL Defl 0.00" at
Plates for each ply each face.
PLATING CONFORMS TO TPI.
REPORTS: SBCCI 9761
ROBBINS ENGINEERING, INC.
BASED ON SP LUMBER
USING GROSS AREA TEST.
Plate - LOCK 20 Ga, Gross Area
Plate - RHS 20 Gar Gross Area
it Type Plt Size X Y JSI
REFER TO ROBBINS ENG. GENERAL
NOTES AND SYMBOLS SHEET FOR
ADDITIONAL SPECIFICATIONS.
Checked for NonConcurrent 200 NOTES:
Lbs Moving Point Load applied Trusses Manufactured by:
at Panel Points and Mid -panel East Coast Lumber
on BC Analysis Conforms To:
FBC2004
it React Uplft Size Req'd OH Loading
Lbs Lbs In-Sx In-Sx Soffit psf 2.0
A 258 72 4- 0 1- 0 Design checked for LL on BC
Hz = 27 per BOCA (section 1606.2.3)
B 87 31 1- 8 1- 0 and IBC/IRC-2003.
C 220 2 1- 8 1- 0 Design checked for 10 psf non-
Rnbbins Enaineerina. Inc./Online Plus" 0 1996-2005 Version 18.0.014 Engineering - Portrait 11/22/2005 3:47:50 PM Page 1
Scale: 0.761" = 1'
concurrent LL on BC.
Wind Loads - ANSI / ASCE 7-02
Truss is designed as a Main
Wind -Force Resistance System.
Wind Speed: ' 120 mph
Mean Roof Height: 15-0
Exposure Category: B
Occupancy Factor : 1.00
Building Type: Enclosed
Zone location: Exterior
TC Dead Load 7.0 psf
BC Dead Load 3.0 psf
Max comp. force 11 Lbs
Quality Control Factor 1.00
FABRICATOR NOTES:
1. EAST COAST LUMBER 6 SUPPLY
J.C. WEBER P.E.#17455
5285 ST. LUCIE BLVD.
FORT PIERCE FL. 34946
2. !!!CAUTION!!! READ "BCSI-B1
SUMMARY SHEET" BEFORE
HANDLING , INSTALLING 6
BRACING TRUSSES.
3. SEE ATTACHED DETAIL SHEET
FOR: 1-JACK NAILS.
2-TBRACE. 3-BEARING BLOCK.
4. DESIGNER: JLW
Job Mark Quan Type Spa.:. P1-H1 Left OH Right OH Engineering
SB33SHRT CJ1P 4 ENDJO 10015 3 1- 2- 0 0
_F ENGLE HOMES/SB33SHRT/3786**W/STPLTSHGRS,JLW
7-2
Online Plus -- Version 18.0.014
RUN DATE: 22-NOV-05
CSI -Size- ----Lumber----
.TC 0.00 2x 4 SP-#2
-BC 0.00 2x 4 SP-#2
Brace truss as follows:
O.C. From To
TC Cont. 0- 0- 0 1- 0-15
BC Cont. 0- 0- 0 1- 0-15
Loading Live Dead (psf)
TC 20.0 15.0
BC 0.0 5.0
Total 20.0 20.0 40.0
Spacing 24.0"
Lumber Duration Factor 1.25
Plate Duration Factor 1.25
TC Fb=1.15 Fc=1.10 Ft=1.10
BC Fb=1.10 Fc=1.10 Ft=1.10
HO 3-14 Ho 7-2
TC'1--15----
3
W':108
R : 1;4 4
U:' '41
i
1 W:400 W:168
R: 203 R: 170
u: 55 U: 7
BC. -. .. .-_ . 1-0-15 i
-- 1-0-15
ALL PLATES ARE LOCK20
Robbins Engineering, Inc./Online Plus'
Membr CSI P Lbs Axl-CSI-Bnd
----------Top Chords ----------
-------- Bottom Chords ---------
LL Defl 0.00" in A -C L/999
TL Defl 0.00" in A -C L/999
Shear // Grain in A -A 0.00
DL Defl 0.00" at L/999
Plates for each ply each face.
PLATING CONFORMS TO TPI.
REPORTS: SBCCI 9761
ROBBINS ENGINEERING, INC.
BASED ON SP LUMBER
USING GROSS AREA TEST.
Plate - LOCK 20 Ga, Gross Area
Plate - RHS 20 Ga, Gross Area
it Type Plt Size X Y JSI
REFER TO ROBBINS ENG. GENERAL
NOTES AND SYMBOLS SHEET FOR
ADDITIONAL SPECIFICATIONS.
NOTES:
Plus 5 Wind Load Case(s)
Trusses Manufactured by:
Plus 1 UBC LL Load Case(s)
East Coast Lumber
Analysis Conforms To:
Checked for NonConcurrent 200
FBC2004
Lbs Moving Point Load applied
OH Loading
at Panel Points and Mid -panel
Soffit psf 2.0
on BC
Excessive Left OH condition.
Max allowable length is
it React Uplft Size Req'd
0- 1- 0. Support end or
Lbs Lbs In-Sx In-Sx
provide level return.
A 203 56 3- 8 1- 0
Design checked for LL on BC
B 145 41G 1- 8 1- 0
per BOCA (section 1606.2.3)
C 171 8 1- 8 1- 0
and IBC/IRC-2003.
G = Gravity Uplift
Design checked for 10 psf non -
Robbins Engineering. Inc./Online Plus- 0 1996-2005 Version 18.0.014
Engineering - Portrait 1122/2005 3:47:51 PM Page 1
Scale: 1.051" = 1
concurrent LL on BC.
Wind Loads - ANSI / ASCE 7-02
Truss is designed as a Main
Wind -Force Resistance System.
Wind Speed: 120 mph
Mean Roof Height: 15-0
Exposure Category: B
Occupancy Factor : 1.00
Building Type: Enclosed
Zone location: Exterior
TC Dead Load : 7.0 psf
BC Dead Load 3.0 psf
Max comp. force 41 Lbs
Quality Control Factor 1.00
FABRICATOR NOTES:
1. EAST COAST LUMBER & SUPPLY
J.C. WEBER P.E.#17455
5285 ST. LUCIE BLVD.
FORT PIERCE FL. 34946
2. !!!CAUTION!!! READ "SCSI-B1
SUMMARY SHEET" BEFORE
HANDLING , INSTALLING &
BRACING TRUSSES.
3. SEE ATTACHED DETAIL SHEET
FOR: 1-JACK NAILS.
2-TBRACE. 3-BEARING BLOCK.
4. DESIGNER: JLW
of
0
1
I
30-8-0 19-4-0
50-0-0
4- 174
P�NNOF SANfc
SANTA
BARBARA II
ELEVATION 3
2 CAR ATTIC BONUS
WITH TRAY
FLOOR
18'
EAST COAST LUMBER
TRUSS DIVISION
CUSTOMER: ENGLE HOMES
JOB NAME: SANTA BARBARA II
DATE: 3/30 5
REVISED: 1 1 / /06
PAGE 1 OF 2
SB32ATF
r
0
0
r7
IN ACCORDANCE WITH THE FLORIDA ADMINISTRATIVE CODE
611315S-31.003 (3) (c). EAST COAST LUMBER IS THE "TRUSS
DESIGN ENGINEER'. TRUSSES ARE DESIGNED IN
ACCORDANCE WITH THE FLORIDA BUILDING CODE 2004.
NOTE:
BY APPROVING THIS PLACEMENT PLAN. THE CUSTOMER
ACKNOWLEDGES THAT THIS PLACEMENT COMPLIES WITH THE
STRUCTURAL INTENT OF THE PROJECT.
® 2255 AVOCADO AVE. MELB., FL. 32935
OFFICE: (321)254-1581 FAX: (321) 254-1582
5285 ST LUCIE BLVD. FT. PIERCE FL. 34946
OFFICE: (772)466-2480 FAX: (772)466-5336
*BUILDER'S WARNING*
* THIS LAYOUT IS FOR PLACEMENT OF
ENGINEERED COMPONENTS.
* FOR ERECTION AND INSTALLATION
(TEMPORARY AND PERMANENT)
FOLLOW INSTRUCTIONS ON BCSI-B1
SUMMARY SHEETS AND FINAL
ENGINGEERING SHEETS FOR EACH
TRUSS.
* SEE FINAL ENGINEERING SHEETS
FOR NUMBER OF GIRDER PLIES
AND CONNECTION.
* ALTERATIONS AND/OR REPAIRS TO
TRUSSES MUST BE APPROVED IN
ADVANCE BY OUR ENGINEERING
DEPARTMENT.
* BACKCHARGES WILL NOT BE ACCEPTED
UNLESS OUR ENGINEERING DEPARTMENT
APPROVES THEM IN ADVANCE.
9-4-0 PLATE HT
HFI n RAC-K 1 " TYP
ur-31%7114 01. m\,
ACAD BY: J LW
DESIGN CRITERIA
COUNTY: - CODE: FBC-ASCE 7
LOADING: 55 PST MWF SPEED: 120 N.P.H.
SCALE: 1 /8' = 1'-0* EXPOSURE CATEGORY = B
MEAN HEIGHT: 15'-0' IMPORTANCE FACTOR = I
BUILDING TYPE: = ENCLOSED
TRUSS SPACING 24' O.C. EXCEPT AS NOTED
GRAVITY LOADS
FLOOR ROOF
TC UVE: 40psf TC LIVE: 20psf
TC DEAD: IOpsf TC DEAD: I5psf
BC UVE: OOpsf SC LIVE: OOpsf
BC DEAD: 05psf BC DEAD: 05pst
OUR FACTOR: 1.00 OUR FACTOR:1.25
ADDITIONAL LOADS PER FBC & FRC
NON -CONCURRENT SC LL IOpsf
FBC TABLE 1607.1.27
FRC TABLE R301.4 (NOTE B)
CONCURRENT BC STORAGE LL 20psf
FBC TABLE 1607.1.27
FRC TABLE R301.4 (NOTE B.G.H)
NON -CONCURRENT BC MOVING LL 200g
FBC TABLE 1607.1.31
DEFINITIONS
MWf: = MAIN WIND FORCE
TC = TOP CHORD
BC = BOTTOM CHORD
LL = LIVE LOAD
DL = DEAD LOAD
psf = POUNDS PER SQUARE FOOT
9 = POUNDS
I
d
OFF\Glloo
50-0-0 -
47-4-0
30-8-0 „� 19-4-0 ""
50-0-0
SANTA
BARBARA II
ELEVATION 3
2 CAR ATTIC BONUS
WITH TRAY
ROOF
0-4-3
EAST COAST LUMBER
TRUSS DIVISION
CUSTOMER: ENGLE HOMES
JOB NAME: SANTA BARBARA II
DATE: 3/30/05
REVISED: 1 1 /2/06
PAGE 2 OF 2
SB32ATR
0
0
r�D
ry
w
Q
IN ACCORDANCE NTH THE FLORIDA ADMINISTRATIVE CODE
61G15S-31.003 (3) (c). EAST COAST LUMBER IS THE "TRUSS
DESIGN ENGINEER'. TRUSSES ARE DESIGNED IN
ACCORDANCE W9TH THE FLORIDA BUILDING CODE 2004.
NOTE:
BY APPROVING THIS PLACEMENT PLAN. THE CUSTOMER
ACKNOWLEDGES THAT THIS PLACEMENT COMPLIES WITH THE
STRUCTURAL INTENT OF THE PROJECT.
2255 AVOCADO AVE. MELB., FL. 32935
® OFFICE: (321)254-1581 FAX: (321) 254-1582
Ei 5285 ST. LUCIE BLVD. FT. PIERCE FL. 34946
OFFICE: (772)466-2480 FAX: (772)466-5336
*BUILDER'S WARNING*
' THIS LAYOUT IS FOR PLACEMENT OF
ENGINEERED COMPONENTS.
" FOR ERECTION AND INSTALLATION
(TEMPORARY AND PERMANENT)
FOLLOW INSTRUCTIONS ON BCSI-B1
SUMMARY SHEETS AND FINAL
ENGINGEERING SHEETS FOR EACH
TRUSS.
* SEE FINAL ENGINEERING SHEETS
FOR NUMBER OF GIRDER PLIES
AND CONNECTION.
* ALTERATIONS AND/OR REPAIRS TO
TRUSSES MUST BE APPROVED IN
ADVANCE BY OUR ENGINEERING
DEPARTMENT.
* BACKCHARGES WILL NOT BE ACCEPTED
UNLESS OUR ENGINEERING DEPARTMENT
APPROVES THEM IN ADVANCE.
DESIGN BY: ACJ
ACAD BY: JLW
DESIGN CRITERIA
COUNTY: — CODE: FBC—ASCE 7
LOADING: TILE MWF SPEED: 120 N.P.H.
SCALE: 1/8" - 1'-0' EXPOSURE CATEGORY = 8
MEAN HEIGHT: 25'-0' IMPORTANCE FACTOR = 1
BUILDING TYPE: - ENCLOSED
TRUSS SPACING 24' O.C. EXCEPT AS NOTED
GRAVITY LOADS
FLOOR ROOF
TC UVE: 40psf TC LIVE: 20psf
TC DEAD: IOpsf TC DEAD: 15psf
BC UVE: DOW BC LIVE: OOpsf
BC DEAD: 05psf BC DEAD: 05psf
OUR FACTOR: 1.00 OUR FACTOR: 1.25
ADDITIONAL LOADS PER FBC 8c FRC
NON —CONCURRENT BC LL 10psf
FBC TABLE 1607.1.27
FRC TABLE R301.4 (NOTE 8)
CONCURRENT BC STORAGE LL 20ps1
FBC TABLE 1607.1.27
FRC TABLE R301.4 (NOTE B.C.H)
NON —CONCURRENT BC MONNG LL 200y
FBC TABLE 1607.1.31
DEFINITIONS
MVF = MAIN WIND FORCE
TC = TOP CHORD
BC = BOTTOM CHORD
LL = LIVE LOAD
DL = DEAD LOAD
psf - POUNDS PER SQUARE FOOT
g = POUNDS
r.
.i
f
CJ1P
CJ3P
CJ5P
EJ7P
EJ7P
OFF�G�
U U U
BLDR.
33-0-0
n
U U U
CJ1P
CJ3P
CJ5P
EJ7P
EJ7P
0-3
EAST COAST LUMBER
TRUSS DIVISION
CUSTOMER: ENGLE HOMES
JOB NAME: 1OX33 PORCH
DATE: 10-20-99
REVISED: 1 1-07-05
SB33SHRT
(01
00
1\
In
o-
w
V)
Q
IN ACCORDANCE WITH THE FLORIDA ADMINISTRATIVE CODE
61G15S-31.003 (3) (c), EAST COAST LUMBER IS THE 'TRUSS
DESIGN ENGINEER'. TRUSSES ARE DESIGNED IN
ACCORDANCE WITH THE FLORIDA BUILDING CODE 2004.
ALL OTHER BUILDING CODE DESIGN REQUIREMENTS ARE BY OTHERS.
2255 AVOCADO AVE. MELB., FL. 32935
® OFFICE: (321)254-1581 FAX: (321) 254-1582
❑ 5285 ST LUCIE BLVD. FT. PIERCE FL. 34946
OFFICE: (772)466-2480 FAX: (772)466-5336
*BUILDER'S WARNING*
* THIS LAYOUT IS FOR PLACEMENT OF
ENGINEERED COMPONENTS.
* FOR ERECTION AND INSTALLATION
(TEMPORARY AND PERMANENT)
FOLLOW INSTRUCTIONS ON BCSI-B1
SUMMARY SHEETS AND FINAL
ENGINGEERING SHEETS FOR EACH
TRUSS.
* SEE FINAL ENGINEERING SHEETS
FOR NUMBER OF GIRDER PLIES
AND CONNECTION.
* ALTERATIONS AND/OR REPAIRS TO
TRUSSES MUST BE APPROVED IN
ADVANCE BY OUR ENGINEERING
DEPARTMENT.
* BACKCHARGES WILL NOT BE ACCEPTED
UNLESS OUR ENGINEERING DEPARTMENT
APPROVES THEM IN ADVANCE.
DESIGN BY ACJ
ACAD BY KSM
DESIGN CRITERIA
COUNTY: — COOE: FBC 7
LOADING: TILE MWF SPEED: 120 M.P.H.
SCALE: 1/8" = 1'-0" EXPOSURE CATEGORY = 8
MEAN HEIGHT: 15'-0" IMPORTANCE FACTOR = 1
BUILDING TYPE: = ENCLOSED
TRUSS SPACING 24' O.C. EXCEPT AS NOTED
GRAVITY LOADS
FLOOR ROOF
TC LIVE: 40psf TC LIVE: 20psf
TC DEAD: lOpsf TC DEAD: 15psf
BC LIVE: OOpsf BC LIVE: OOpsf
BC DEAD: 05psf BC DEAD: 05psf
OUR FACTOR: 1.00 OUR FACTOR: 1.25
ADDITIONAL LOADS PER FBC &FRC
NON —CONCURRENT BC LL lops(
FBC TABLE 1607.1.27
FRC TABLE R301.4 (P:OTE B)
CONCURRENT BC STORAGE LL 20psf
FBC TABLE 1607.1.27
FRC TABLE R301.4 (NOTE B,G.H)
NON —CONCURRENT 8C MOVING LL 2001
FBC TABLE 1607.1.31
DEFINITIONS
MV.T = MAIN Vd7fC FORCE
TC = TOP CHORD
BC = BOTTOM CHORD
LL = LIVE LOAD
DL = DEAD LOAD
psf = POUNDS PER SOUARE FOOT
/ = POUNDS
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