HomeMy WebLinkAbout139 Bristal Forest Trl - BR04-002776 - SFRPERMIT ADDRESS
CONTRACTOR PT 11114
Centex Homes
ADDRESS 385 Douglas Ave., Ste 2000
Altamonte Springs, FL 32714
407-661-2176
CGC 049689
PHONE NUMBER
PROPERTY OWNER
ADDRESS
PHONE NUMBER
ELECTRICAL CONTRACTOR
MECHANICAL CONTRACTOR
PLUMBING CONTRACTOR
MISCELLANEOUS CONTRACTOR
PERMIT NUMBER FEE
MISCELLANEOUS CONTRACTOR
PERMIT NUMBER FEE
I 1D• ` &YQ ..
PERMIT # Oy - all -o DATE R - L.D --4
PERMIT DESCRIPTION -'z t IL.
PERMIT VALUATION C.>q1 CIO
SQUARE FOOTAGE (9cl -11
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City ofSanford
Certificate of Occupancy
This is to certify that the building located at 139 Bristol Forest Trl for which permit number
04-2776 was issued and has been completed according to the plans and specifications filed in the
permit, to wit a Single Family Residence complies with all the building, plumbing, electrical,
mechanical, as well as City of Sanford codes and ordinances and with the provisions of these
regulations.
Staff Approval Date Conditions (if blank, no conditions apply)
Building:
B. Oden
Engineering:
D. Richards
Public Works:
02/09/05
02/09/05
J. Crumpton 02/14/05
Utilities:
R. Blake 02/09/05
Fire Department:
Zoning:
Centex Homes Y n —FDC=, . 02/14/05
Property Owner Building Official Date
CERTIFICATE OF OCCUPANCY
REQUEST FOR FINAL INSPECTION
New Single Family****
DATE: 02/07/05
PERMIT #: 04-2776
ADDRESS: 139 Bristol Forest Trl
CONTRACTOR: Centex Homes
PHONE #: Brant 407-947-2045
The building division has prepared a Certificate of Occupancy for the above
location and is requesting final inspection by your department. After your
inspection, please sign off and date the C. O. or submit addendum if it has
been denied or approved with conditions. Your prompt attention will be
appreciated.
Engineer' 2 q o-
OPublic Works
OUtilities
OFire
OZoning
OLicensing
CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL 1S CONDITIONAL)
CERTIFICATE OF OCCUPANCY
REQUEST FOR FINAL INSPECTION
DATE:
PERMIT #:
ADDRESS:
CONTRACTOR:
PHONE #:
New Single Family****
02/07/05
04-2776
139 Bristol Forest Trl
Centex Homes
Brant 407-947-2045
The building division has prepared a Certificate of Occupancy for the above
location and is requesting final inspection by your department. After your
inspection, please sign off and date the C. O. or submit addendum if it has
been denied or approved with conditions. Your prompt attention will be
appreciated.
Engineering DFire
ublic Works 52LI05- - DZoning Utilities
DLicensing CONDITIONS: (
TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL)
CERTIFICATE OF OCCUPAN t
REQUEST FOR FINAL INSPECT
New Single Family*
DATE:
Y
PERMIT #: 04-2776
ADDRESS: 139 Bristol Forest Trl
CONTRACTOR: Centex Homes
PHONE #: Brant 407-947-2045
Cr
The building division has prepared a Certificate of Occupancy for the above
location and is requesting final inspection by your department. After your
inspection, please sign off and date the C. O. or submit addendum if it has
been denied or approved with conditions. Your prompt attention will be
appreciated.
OEngineering OFire
OPublic orks _ OZoning
tiliti OLicensing
o-
CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL)
LMBC1001 CITY OF SANFORD
Address Misc. Information Inquiry
2/09/05
14:53:49
Location ID . . . . . . .
Parcel Number . . . . . .
Alternate location ID . .
Location address . . . . .
Primary related party . .
Type options, press Enter.
5View detail
Opt Description
247955
22.19.30.502-0000-0730
139 BRISTOL FOREST TR
PLANNING & ZONING COMMENT
CUSTOMER SERVICE NOTES
CUSTOMER SERVICE NOTES
CUSTOMER SERVICE NOTES
CUSTOMER SERVICE NOTES
CUSTOMER SERVICE NOTES
Free -form information
PRESERVE AT LAKE MONROE
LOT 73 ***********
SW DEV FEE $1700.00 WA DEV FEE $650.00
BP04-2776 PD 8-12-04 SEE REC#7103
3/4"WA METER SET FEE $190.00 PD 8-12-04
REC#7103
F2. Address F3=Exit F5=Special Notes F9=Parcel Notes
rlt=Cancel
FEDERAL EMERGENCY MANAGEMENT AGENCY O.M.B. No. 3067-0077
NATIONAL FLOOD INSURANCE PROGRAM Expires December 31, 200:
i ELEVATION CERTIFICATE
Important: Read the instructions on pages I.7.
SECTION A - PROPERTY OWNER INFORMATION For Insurance Company Use:
BUILDING OWNER'S NAME Policy Number
CENTER
BUILDING STREET ADDRESS pnduding Apt., Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. Company NAIC Number
139 BRISTOL FOREST TRAIL
CITY STATE ZIP CODE
SANFORD FL 32771
PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.)
LOT 73, PRESERVE m LAKE MONROE
BUILDING USE (e.g., Residentlal, Non-residential, Addition, Accessory, etc. Use a Comments area, if necessary.)
RESIDENTIAL
LATITUDE/LONGITUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE: 0 GPS (Type):
e - ##' - ##.#M' or ##.#####' NAD 1927 NAD 1983 USGS Quad Map Other.
SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION
81. NFIP COMMUNITY NAME & COMMUNITY NUMBER B2. COUNTY NAME I B&STATE
ACITYOFSANFORD120294SEMNOLE
IK MAPAND PANEL i W. FI MPANEL B9. BASE FLOOD ELEVATIONS)
NUMBER B5. SUFFIX B6. FIRM INDEX DATE EFFECTNEIREVISED DATE W. FLOOD ZONES) Lone AO, use depth of OW09)
12117COM5 E 4/095 411755 X WA
B10. Indicate the sourceof the Base Flood Elevation (BFE) data orbase flood depth entered in B9.
FIS Profile ® FIRM Community Determined Other (Describe):
B11. Indicate the elevation datum used for the BFE in B9: ® NGVD 1929 NAVD 1988 Other (Describe):
B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? Yes ® No Designation Date
SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED)
C1. Building elevations are basedon: Construction Drawings' Building Under Construction' ® Finished Construction
A new Elevation Certificate will be required when construction of thebuilding is complete.
C2. Building Diagram Number 1(SeW the building diagram most similar to the building for which this certificate is being competed - see pages 6 and 7. 1no diagram
accurately represents the building, provide a sketch or photograph.)
C3. Elevations — ZonesAl-A30, AE, AH, A (with BFE), VE, V1430, V (with BFE), AR ARIA, AR/AE, ARIA1-A30, AR/AH, AR/AO
Complete Items C3.-a4 below according to the building diagram specified in Item C2. State the datum used. If the datum is different from the datum used for the BFE in
Section B, convert the datum tothat used for the BFE. Show field measuremerrls and datum conversion calculation. Use the space provided or the Canments area of
Section D or Section G. as appropriate, to document the datum conversion.
Datum NGVU29 ConversionlComments NONE
Elevation reference marl used _Does the elevation reference mark used appear on the FIRM? Yes (9 No
o a) Top of bottom floor (including basement orenclosure) 14, 3 ft.(m)
o b) Top of next higher floor 24.1 ft.(m)
o c) Bottom of lowest horizontal structural member (V zones only) NIA. A(m) o 0
o d) Attached garage (top of slab) 14. 0 ft.(m) E 0oe) Lowest elevation of machinery and/or equipment w
servicing the building (Describe in a Comments area) 13.8IL(m) E
0 9 Lowest adjacent (finished) grade (LAG) 13.0ft (m) m Nog) Highest adjacent (finished) grade (HAG) 13. 2 k m
o h) No. ofpermanent openings (flood vents) within 1 ft. above adjacent grade0
o 7 Total area of all permanent openings (flood vents) in C3.h 0 sq. in. (sq. cm)
SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION
This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information.
I certify that the information in Sections A, B, and C on this certificate represents my best efforts to interpret the date available.
I understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001.
CERTIFIERS NAME: DAVID M. DEFIUPPO LICENSE NUMBER: %38
TITLE: PROFESSIONAL LAND SURVEYOR & MAPPER COMPANY NAME: AMERICAN SURVEYING 1£ MAPPING, INC.
ADDRESS CITY STATE ZIP CODE
1030 N. ORLANOD AVENUE, SUITE B WINTER PARK FL 37189
51GryAT RE D TELEPHONE
7979
FEMA Form 81-31, January 2003 See reverse side for continuation. Replaces all previous editions
IMPORTANT: In these spaces, copy the corresponding information from Section A. ForInsurance Company Use: BUILDING
STREET ADDRESS (Including Apt, Unit Suite, ardor Bldg. Na) OR P.O. ROUTE AND BOX NO. Policy Number 139
BRISTOL FOREST TRAIL CITY
STATE 7JP CODE Company NAIC Number ` SANFORD
R. 37171 SECTION
D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy
both sides of this Elevation Certificate for (1) community official, (2) insurance agenUoompany, and (3) building owner. COMMENTS
ELEVATIONS
SHOWN HEREON ARE BASED ON SEMINOLE COUNTY VERTICAL CONTROL MACHINERY
DESCRIBED IN C3-E IS AN AIC UNIT Check
here if attachmentsSECTION
E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WffHOUT BFE) For
Zone AO and Zone A (without BFE), complete Items E1 through E4. If the Elevation Certificate is intended for use as supporting information for a LOMA or LOMR-F, Section
C must be completed. Ell.
Building Diagram Number _(Select thebuildingdiagram most similar tothebuildingforwhich this certificate is being completed — see pages 6 and 7. fl nodiagram accurately represents
the building, provide a sketch or photograph.) E2.
The top of thebottom floor (including basement or enclosure) of thebuildingis _ ft.(m) _in.(on) above or below (check one) the highest adjacent grade. (Use natural
grade, If available). E3.
For Building Diagrams 6-8 with openings (see page 7), the next higherfloor or elevatedBoor (elevation b) of the building is _ t(m) _in.(c m) above the highest adjacent grade.
Complete items C3.h and C3.i onfront of form. E4.
The topoftheplatform of machinery andlor equipmorht servicing the building is _ t(m) _in.(cm) above or below (check one) the highest adjacent grade. (Use natural
grade, if available). E5.
For Zone AO only: If no flooddepth number is available, is the top of thebottom floor elevated in accordance with the corrmmunity s floodplainmanagement ordnance? Yes
No Unknown. The local official must certify this information in Section G. SECTION
F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The
property owner or owner's authorized representative who completes Sections A, B, C (Items C3.h and C3.i only), and E for Zone A (without a FEMAwissued or community - issued
BFE) or Zone AO must sign here. The statements in Sections A, d 0 and E are oorrreed to the best of my knowledge. PROPERTY
OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVE'S NAME ADDRESS
CITY STATE ZIPCODE 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 ordnance can complete Sections A, B, C (or E), and G of this Elevation Certifir
ate. ,Comptele the app icable item(s) and sign below. G1.
The information in Section C was t h fromother documentation that has been signed and embossed by a licensed surveys, worm, or architect who is authorized by slate or
local law to certify elevation infornm 16. (Indhcate the source and date of the elevation data in the Comments area below.) G2.
A community official completed Sectio. n E for a building located in Zone A (without a FEMA4ssued or oommunity issued BFE) or Zone AO. G3.
The following information (Items,G 4-G9) is provided for community floodplain managererd purposes. G7.
This permit has been issued for: New Construction Substantial Improvement GO,
Elevation of as -built lowest floor (inducing basement) of the building is: — _ft(m) Datum: G9.
BFE or (in Zone AO) depth of flooding at the building site is: _. _ ft.(m) Datum: LOCAL
OFFICIAL'S NAME TITLE COMMUNITY
NAME TELEPHONE SIGNATURE
DATE COMMENTS
Check
here ff attachmentsFEMA
Form 81-31, January 2003 Replaces all previous editions
PLAT OF SURVEY
DESCRIPTION: (AS FURNISHED)
LOT 73, PRESERVE AT LAKE MONROE
AS RECORDED IN PLAT BOOK 62, PAGES 12-15 OF THE PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA
NOTE:
THE FINISHED FLOOR ELEVATION OF THIS
STRUCTURE MEETS OR EXCEEDS THE
THE REQUIREMENTS SET FORTH IN THE
CITY OF SANFORD CODE CHAPTER 6, SEC. 6-7(A).
1' 30'
GRAPHIC SCALE
0 15 30
DETAIL
6.3'n
1.0 7, ~0.7'
FOR THE BENEFIT AND
EXCLUSIVE USE OF:
COMMERCE TITLE COMPANY
COMMERCE TITLE INSURANCE COMPANY
CTX MORTGAGE COMPANY, LLC
CSX RAILROAD R/W
OLD MAIN LINE TRACK
UNPLATTED PER THIS PLAT)
N54'23'11 "W 50.
I
c Io
li1
ya LOT 73
IR
y
C: 6.250 SO. FT, t. 111
m 1 11 r1
L IZI
6.7' 11
Z
W
LOT 74 -' w TWORETEreSTORYCONCRETE Ln m LOT 72
N
LA LA a & WOOD FRAME
RESIDENCE o 0
OilOR FINISHFLOOM n a O
O ELEVAnONe14.30' u
itoTj
NOTE:
1. ALL DIRECTIONS AND DISTANCES HAVE
BEEN FIELD VERIFIED AND ANY
INCONSISTENCIES HAVE BEEN NOTED ON THE
SURVEY, IF ANY.
2. PROPERTY CORNERS SHOWN HEREON WERE
SET/FOUND ON 02-7-05, UNLESS OTHERWISE
SHOWN.
3. THE SURVEYOR HAS NOT ABSTRACTED THE
LAND SHOWN HEREON FOR EASEMENTS, RIGHT OF
WAY. RESTRICTIONS OF RECORD WHICH MAY
AFFECT THE TITLE OR USE OF THE LAND.
4. NO UNDERGROUND IMPROVEMENTS HAVE BEEN
LOCATED EXCEPT AS SHOWN.
5. NOT VALID WITHOUT THE SIGNATURE AND THE
ORIGINAL RAISED SEAL OF A FLORIDA LICENSED
SURVEYOR AND MAPPER.
I HAVE EXAMINED THE F I.R.M. COMMUNITY PANEL
NO 120294 0035 E DATED 4117/95 AND FOUND
THE SUBJECT PROPERTY APPEARS TO LIE IN ZONE X.
AREA OUTSIDE 100 YEAR FLOOD PLAIN,
THE SURVEYOR MAKES NO GUARANTEES AS TO THE
ABOVE INFORMATION. PLEASE CONTACT THE LOCAL
F.E.M.A. AGENT FOR VERIFICATION.
ELEVATIONS SHOWN HEREON ARE BASED ON SEMINOLE COUNTY
I THE NORTHWESTERLY LINE OF LOT 73
FIELD DATE:) 09-17-04
SCALE: I" = 30 FEET
APPROVED BY: Si
REVISED:
FINAL 2-7-05 CKS
FORMBOARD 10-11-04 VH
PLOT PLAN 5/13/04 SOO
LOT FIT 12-13-02 CKB
L COVEREDENTRY
n e_.
i
1
J C CONCRETE• ijrORIVFIWAY ;
1
IV UTILITY1EASEMENT1
jt60' •: `. 1
WA4K IS '•.i:::.;.:.;.t:'+: w•_:::.'. wA4K Is
0.2 OFF I - 0.2 OFF
1 S54'23'11 "EN4 50.00' Gal
bl
1 PI
224.48' — — — —I
554'23'11 E 610.33' CENTERLINE OF-) RIGHT-OF-WAY
BRISTOL FOREST TRAIL
50' RIGHT-OF-WAY
LEGEND
BUILDING SETBACK LINE
CENTERLINE
RIGHT OF WAY LINE
124 EXISTING ELEVATION
CONCRETE
LB LICENSED BUSINESS
LS LICENSED SURVEYOR
PRM PERMANENT REFERENCE MONUMENT
PCP PERMANENT CONTROL POINT
P) PER PLAT
M) MEASURED
FND FOUND
C/W CONCRETE
5w SIDEWALK
WALK
CP ' CONCRETE PAD
CS CONCRETE SLAB
C CHORD LENGTH
PK PARKER KALON
R RADIUS
AMERICAN SURVEYING & MAPPING
CERTIFICATION OF AUTHORIZATION NUMBER 1.19/6393
1030 N. ORLANDO AVENUE, SUITE B
WINTER PARK, FLORIDA
32789 (407) 426-7979
OFND 1/2IRON ROD AND CAP LB #
68 (02/07/05) QFND
NAIL AND DISC LB /
68 (DZ/07/05) FND
1/2- IRON ROD AND CAP 0LB #5393 (02/07/05) CNA
CORNER NOT ACCESSIBLE 0
DENOTES DELTA ANGLE L
DENOTES ARC LENGTH G.
B. DENOTES CHORD BEARING PC
DENOTES POINT OF CURVATURE PI
DENOTES POINT OF INTERSECTION PRC
DENOTES POINT OF REVERSE CURVATURE PT
DENOTES POINT OF TANGENCY TYP
TYPICAL A/
C AIR CONDITIONER COW
CONCRETE BLOCK WALL RP
RADIUS POINT OHU
OVERHEAD UTILITY LINE 10
IDENTIFICATION POL
POINT ON LINE PCC
POINT OF COMPOUND CURVE RVEY,
SUBJECT TO THE SURVEYOR'S NOTES INTAINED
HEREON MEETS THE APPLICABLE INIMUM
TECHNICAL STANDARDS' SET FORTH THE
FLORIDA BOARD OF PROFESSIONAL IRVEYORS
AND MAPPERS IN CHAPTER G17-
6, FLORIDA ADMINISTRATIVE CODE IRSUANT
TO CHAPTER 472,027, FLORIDA ATUTES.
JOB
NO, ASM39687 DRAWN
BY: VID M. THEI
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Msclrieal; New Service — If of AMPS AdditiWA11mbore Change Of Semivice Terrn I.1sy Fe)e xslechanFealt' Residentia) 'r ' Non -Residential 3 ep° me-G ldest (Date. Layout a FAGrgy Required')
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ParcelP:
Aracta Proof of Ownership a Leget Dwle iptioa) Owners Atame &Address: )•'
Phon:
Contractor Name & Address: Mn1 - "
F. 'TR'G'rt'3"' . 7 atr Lieenst ''RUM - cumber
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Bonding Company -
Address
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Address:
ArchitecVEngineer.
Ph...,.- -
Address...
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Appl;canon is hereby made to obtain a pemvt to do the work, and installations as indicated. 1 certify thet no.•ork or installation has eomMerv.ed print to theissuanceofapermitaidthatallworkwillbeperform•,•d to mm standards of all laws mplafing construction in this jurisdiction. ! tn.derstand that a separatepermitmustbesecuredforELECTRICALWORY., PLUMBING, SIGNS, WELLS, POOLZ, FURh1ACEJ, BOILERS, HEATERS, TANKZ, andAIRCONDITIONERS, etc.
OWNER'S AFF!'AVlT:) ce'dfy that all of the foregoing rzf ,,, Scn is accurate a.-+d t!atcorsivctionzedzonng. Wa1 wokrb YOURFAILMETOPFCORIDAfaOitCEClr^ u•II
r,'r)CEFOP. A'/1PRO`l8ihENT5 TO YOUR PROPERTY EF'YOU R9TtP?D TO OBTZ,7 PIG_
rrtTTORNEY
BE-FOP.E RECORDINGYOUR NOTICE OF COMMENCEMENT. NOTICE: 1, addrrio
to the requremenL of This pernY, there may be addinonbl restsius Iitts caun.y.
and ihererrey be acidttionai permits required ,4om other govc-nmen4) entitlm1t Acrcpl;,nc( of
peimii IS "eil:ieahon that 1 -111 notify the owner of the properly of --/":qui-.XnL• v; u,',:aucc of (
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1 A AT 1 .1 T :i C"T AT P 171 P, INIT T Cz %161 'ry) ni.,ii Y 'I, i,.i r, riiry I Ii-o r%T T FI INI I II T T 1A T R CZ I IAN! ('% 1::, FW: e."k )w 0(
P, PWYITI y ril ITI YNTNIV,
CITY OF SANFORD PERMIT APPLICATION
Permit #
Job Address:
Description of Work:/C
Historic District: [_
INSTRUCT CONCRETE BLOCK SING FAMILY DWELLING
Zoning: Value of Work:
JUN 14 2004
Permit Type: Building XX Electrical Mechanical Plumbing Fire Sprinkler/Alarm Pool
Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole
Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Calc. Required)
Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines
PlumbingfNew Residential: # of Water losets Plumbing Repair— Residential or Commercial
Occupancy Type: Residential Commercial Industrial Total Square Footage:
Construction Type: # of stories: .2— # of Dwelling Units: _ Flood Zone: (FEMA form required for other than X)
Parcel P: 19-30-502-0000-0
Owners Name & Address: CENTEX
u
S AVE
Attach Proof of Ownership & Legal Description) '
STE.#2000, ALTAMONTE SPGS., FL 32714
Phone: 407-661-2116
Contractor Name&Address: PATRICK J. KNIGHT/CENTEX HOMES (SAME AS ABOVE)
State Licttmtbkmber: CG C049689
Phone & Fas: 407-661-2176/661-4089
Bonding Company: NA ift orn
Address:
Mortgage Lender:
Address:
Architeet/Engincer:
Address: P - 0 - B
Application is hereby made to obtain a permit to do the work and
issuance of a permit and that all work will be performedrto meet s
permit must be secured for ELECTRICAL WORK, PLUMBING,
AIR CONDITIONERS, etc.
407-467-2643
Phone: 407-774-9003
407-774-8477
no work or installation has commenced prior to the
Lion in this jurisdiction. 1 understand that a separate
S, BOILERS, HEATERS, TANKS, and
OWNER'S AFFIDAVIT: I certify that all ofthe 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 maybe 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 tha ti the ow f-the requirements ofFI ' a Lien Law, FS 713.
Alf 10 2004
Signature of Owner/Agent Date SignaRke of Contra for/Agent Date
PAT KNIGHT
Print Owner/Agent's Name Print ract r/Agent's Name
Signature of Notary -State of.Florida Date Signature of Notary -State of Floribw--MAYD e 2004
Owner/Agent is _ Personally Known to Me or
Produced ID
APPLICATION APPROVED BY: Bldg: Zoning:
Initial & Date)
Special Conditions:
Contractor/Agent rs X X Personally Known to Me or
Produced ID
Utilities: FD:
Initial & Date) (Initial & Date) (Initial & Date)
Comm# DD029W42
Expires 3/2&2008
Bonded MW (800M32.4251
I
O 6
City of Sanford Building Division 0?54
Submittal Requirements for Residential Building Permit
Two (2) recent boundary and building location surveys showing setbacks from all
structures to property lines for permit for structures (not fences).
Two (2) complete sets of construction design drawings drawn to scale.
Complete sets to include:
a. Foundation plan indicating looter sizes for all bearing walls. Provide side view details
of these footers with reinforcement bar replacement.
b. Floor plan indicating interior wall partitions and room identification, room dimensions,
door, window, and/or opening sizes, smoke detector location(s), landings, decks, stairs,
bathroom fixtures, and distances from walls. "The State of Florida requires bathroom
compliance with Florida Accessibility Code.
C. An elevation of all exterior walls - east, west, north, and south. Finish floor elevation
height as per Engineering Department or subdivision plat.
d. Cross sections of all wall sections to be used in the structure, bearing and non -bearing
interior and exterior walls, show all components of wall sections.
C. Framing plan for floorjoists where conventionally framed. Plan is to indicate span, size
and species of materials to be used.
f. Engineered truss plan with details of bracing, engineered beams for spacing openings to
carry and support trusses.
g. Stair details with tread and riser dimensions, stringer size, methods of attachment,
placement of handrails and guardrails.
h. Square footage table showing footages:
1. Garages/Carports? sq. ft.
2. Porches/Entries sq. R.
3. Patio(s) sq. A.
4. Conditioned Structure 0 sq. ft.
5. Total Gross Area sq. ft.
Three (3) sets of completed Florida Energy Code Forms.
Soil analysis and/or -soil compaction report. If soils appear to be unstable or if
structure is to be built on fill, a report may be requested by the Building Official or his
representative.
Other submittal documents:
a. Utility letter or approval when public water supply and/or sever system connection to
be made.
b. Septic tank permit issued by Seminole County Health Dept.
C. Arbor permit when trees to be removed from property. Contact the Engineering Dept.
for details regarding the arbor ordinance and permit.
d. Seminole County Road Impact fee statement.
C. Property ownership verification.
f. Driveway permit issued by City Engineering Department.
Application to be completed thoroughly and signatures provided by a licensed and insured
contractor and property -owner. If electrical, mechanical, or plumbing.permits have not been
issued, inspections will. not be scheduled or made and subcontractors will be subject to penalty
under city ordinances. -
Date MAY 10 2004 O-wrier/Agent Signature
Scminole County Property Appraiser Get Information by Parcel Number Page 1 of l
CF t.S c Tr` e: e3 ;;aeFSiC}i" r nr I s t39 9FARC71P
seminolt County
XMINEWMMEMML
4 t 3 tt. i irxt St.
Raftford fl..1277t
407-664-75A*
GENERAL 2004 WORKING VALUE SUMMARY
S3-SANFORD Value Method: Market
Parcel Id: 0000-030730 Tax District: WATERFRONT000
Number of Buildings: 0
REDVDST Depreciated Bldg Value: 0
Owner: CENTEX Exemptions: HOMES
Depreciated EXFT Value: 0
Land Value (Market): 26,000
Address: 385 DOUGLAS AVE STE 2000
Land Value Ag: 0
City,State,ZipCode: ALTAMONTE SPRINGS FL 32714 Just/Market Value: 26,000
Property Address: 139 BRISTOL FOREST TRL SANFORD 32771 Assessed Value (SOH): 26,000
Subdivision Name: PRESERVE AT LAKE MONROE Exempt Value: 0Dor: 06-VACANT RESIDENTIAL
Taxable Value: 26,000
2003 VALUE SUMMARY
SALES 2003 Tax Bill Amount: $285
Deed Date Book Page Amount Vac/Imp 2003 Taxable Value: $13,680
Find Comparable Sales within this Subdivision DOES NOT INCLUDE NON -AD VALOREM
ASSESSMENTS
LAND LEGAL DESCRIPTION PLAT
Land Assess Method Frontage Depth Land Units Unit Price Land Value LOT 73 PRESERVE AT LAKE MONROE PB 62
LOT 0 0 1.000 26,000.00 $26,000 PGS 12 - 15
NOTE: Assessed values shown are NOT certified values and therefore are subject to change before being finalized for ad valorem tax
If you recently purchased a homesteaded property your next year's property tax will be based on JustlMarket value.
http://www.scpafl.org/pls/web/re web.seminole county_ tit] e?PARCEL=22193050200000... 5/10/2004
CENTEX HOMES
Orlando Division
385 Douglas Avenue, Suite 2000
Altamonte Springs, FL 32714
Office: (407) 661-2150
Fax: (407) 661-4009
www.contex-oriando.com
TO WHOM IT MAY CONCERN:
Effective immediately, and until further notice, this letter will
serve as authorization for Jackie Caines or Nan Holmes to sign
permit applications and energy calculations.for any lots owned by
Cented Homes, obtain permits for same and receive Certificates of
Occupancy, in my name and license, for the subdivision and lot
specified below:
SUBDIVISION: PRESERVE AT LAKE MONROE LOT /
PATRICK J. KNIGHT
CGC049689
STATE OF FLORIDA
The foregoinymnitowt was acknowledged
by Patrick
President of Centex Homes - Orlando). He
me and did not take an oath.
NOTARY PUBLIC
KIMBERLI A. i" lOWN
CoM. M9 OD0299442rp;
Expires 3R9/2008
c4.7o® Bonded thru (800)432-4254:
Floi.............I........ Notary.:o.:....e:.I
COUNTY OF SEMINOLE
before me this
J. Knight, Division
is personally known to
SH-25 SH-25
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EGRESS EGRESS M'•
qIr__- I W ic.
rur as
CallalM y -
BEDRM •3 BEDRM 52 •'' M
floras fwm =;
CMtIM Gala'arM It____
140 i
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IM
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1i
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62BATH a
fwas a" >.aa
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uererl 4•- i
L
V7' ownvm" W-0
Mr.a rOati 1912M AIR MAPIMER TO HAVE
K OF 4' MEARAMCE ON
ALL &DES AND ENCLOS&IRE
SPACE SMALL BE Mal 0• V OVER MAN APPLIANCE
CLOSET ( w/
OPT. BED ZOOM 04
MASTER BEORM
G frtAI as
f AW91 Nr
B'•3 VY 29r.4 LIP
SH-25
EGRESS 22/ -24) SH-25
SH-25
EGRESS (•22/ -29)
OBL-25 ('22/ -24)
4•
2nd FLOOR PLAN
SCALE. T. KIP
NOTE: ELEV.'A' SHOW PLANS FOR ELEV.'S'S' &'C')
24'HIGH WINDOW SEAT
OBL-25
AIas N Matrr
tTaalwlwAa
OBL-25
21/ -23)
21/ -28)
i010F ('"/•,
PARTIAL 2nd FLOOR PLAN 'B'
or a SH-25
OBL-25 22/ -24) 22/ -29)
21/ -29) EGRESS
PARTIAL 2nd FLOOR PLAN V
I 276Nrn/au
MISC. FLOOR PLAN NOTES:
U EXTERIOR WALLS WERE VERIFIED
SIFFICIENT FOR 511EAR LOADS
2) SEE FOUNDATION PLAN FOR
FILLED CELL LOCATION.
3J ALL INTERIOR WALLS TO BE 3 IR'
UNLESS OT14EFUSE NOTED.
4J ALL STRUCTURAL WOOD IIEA0ER5
TO BE DOUBLE 2' X kr UNLESS
NOTED OT14EFUSE
A CALCULATIONS 'A' 4 'B'
AIC LIVM ISM SQ FT. IT.
AGE 471 $G FT.
IL tWER ROOF 7'>51 S4 FR.
PATIO 40 Sa FT.
TOTAL AREA 7991 $Q FTJ IW)00' PATIO FT.
TOTAL AREA 3011 SQ FTJ
A CALCULATIONS 'C'
FLOOR 1067 5a FT.
FLOOR 1441 SaFT.
TOTAL IV10 7509
CaARACaE 1 Sa FT.
TOTAL 3041 GO FT.
m. PA 40 Sa FT.
OTAL AREA SQFTJ
WXIO' PATIO FT.
TOTAL AREA 3161 SZPWILL
I'
NB
omato
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N '
Jm ry
O
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I OPT. COIL. PA 1
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21/ -28)
15t FLOOR PLAN ' B'
SCALE . -. FF
LIVING RM 16' X 7' (1K0.
AMRA PANEL raa9<aar . tMIFI N! 23
BL-25 now 2 '
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a Y,411 4ms asa a Orr OI: o.s a ••om, •V .ww
n-11 on, nNEW aage 11one Irtoo asIII BINI1Rif] 11IBBINII This Instrument Prepared By: NAME: Debra
A. Riggs -Centex Homes
38S Douglas Avenue, Suite 2000 Altamonte
Springs, FL 32714 Permit No.
NOTICE OF COMMENCEMENT SEMINOLE
STATE OF
FLORIDA COUNTY OF
ORANGE
MARYANNE NURSE, CLERK
OF CIRCUIT COURT
SEMINOLE COUNTY BK 05302 PG 0332
CLERK9S # 2004073597
REWWD @S/12/2@@4
@3135,53
FIN REWROINS FEES 6.@@ RECORDED BY
L W..Kinley THE
UN15ERSIGNED hereby gives notice that
improvements will be made to certain real property, and in accordance with Chapter
713, Florida Statutes, the following information is provided in this Notice of Commencement.
1. Description of Property: LOT V ,
PRESERVE AT LAKE in Plat Book 62 Pages 12-
15 i n the PUBLIC RECORDS OF SEMINOLE COUNTY, 2.
General Description of Improvement: SINGLE
FAMILY DWELLING 3. Owner Information: CENTEX HOMES 385
Douglas Avenue, Suite 2000 ALTAMONTE
SPRINGS, FL 32714 Interest in
Property: FEE SIMPLE INTEREST
Name of Fee Simple Titleholder: N/
A 4. Contract CENTEX HOMES 385 Douglas
Avenue, Suite 2000 Altamonte
Springs, Florida 32714 Phone: (407)
661-2150 Fax: (407)
6614089 5. Surety: N/A Amount of
Bond: N/A 6.
Lender: N/A MONROE Recorded
FLORIDA. 7. Persons within
the State
of
Florida designated by Owner upon whom notices or other documents may be serlred as provided
by Section 713.12 (1) (a) 7., Florida Statutes: CONTROLLER Phone: (407) 661-
2150 Fax: (407)
661-4089 8. In addition to himself, Owner
designates the following person to receive a copy of the Lienor's Notice as provided
iri Section 713.13 (1) (b), Florida Statutes: NONE 9. Expiration date of Notice of
Commencement (the expiration is date is1 year from the date of recording unless a
different date is specif, d) Debra A. Riggs OFPICB MANAGER FOR
CM?= HOMES. 295
DOUGLIS AVENUB SUITE 2000. ALTAMONTB SPRINGS, FLORIDA 22714
THE POREOOINO INSTRUMENT WAS ACKNOWLBDOBD BEFORE
M8 THIS MAY 10 2004 IDERTiFIED ": 3Pg1 MAR`
f a NNE
M C
CLERK OF jZ1T._ e BY
DBBRAA . RIGGS., OFPICB MANAOBR
CBNTBX REAL ESTATE CORPORATION, A NBVADA
CORPORATION WWO 2722 HOLDING CORPORATION, A NBVADA CORPORATION.
DBBRA A. RIGGS ISPBRSONALLY KNOWN TO ME AND DID
NOT TAKE AN OATH. ElfNOTAIKY PUBLIC NEW n. n• R.................
O.RON.
00NHB
JACKIE CAINES 0 Comm/ DDT S
M nip Pnnded
Mm (Mi4324=
111
Florida NOf .V Aril IIIC too ........................... 6%uu..i..w
3
CITY OF SANFORD PERMIT APPLICATION
Permit # : O 7 - Z 77(a Date: /o - // - oe/
Job Address:
Description of Work:
Historic District: Zoning: Value of Work: S
Permit Type: Building Electrical Mechanical Plumbing —/— Fire Sprinkler/Alarm Poo)
Electrical: New Service — # of AMPS Addition/Alteration
Mechanical: Residential Non -Residential
Plumbing/ New Commercial: # of Fixtures
Plumbing/New Residential: # of Water Closets_
Occupancy Type: Residential V Commercial
Replacement
Change of ServiceTemporaryPole New (Duct
Layout & Energy Cale. Required) of Water &
Sewer Lines # of Gas Lines3 Plumbing
Repair — Residential or Commercial Industrial Total
Square Footage: Construction Type: #
of stories: # of Dwelling Units: Flood Zone: (FEMA form required for other than X) Parcel #: (Attach
Proof
of Ownership & Legal Description) Owners Name &
Address: Phone: ovnums %-
Umpany:
Address: Mortgage
Lender:
Address: Architect/
Engineer:
Address: Phone:
Fax:
Application
is
hereby made to obtain a permit to do the work and installations as indicated. 1 certify that no work or installation has commenced prior to the issuance ofapermitandthatallworkwillbeperformedtomeetstandardsofalllawsregulatingconcoctioninthisjurisdiction. I understand that a separate permit mustbesecuredforELECTRICALWORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S
AFFIDAVIT: I certify that all of the foregoinginformation is accurate and that all work will be done in compliance with all applicable laws regulating construction andzoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FORIMPROVEMENTSTOYOURPROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORERECORDINGYOURNOTICEOFCOMMENCEMENT. - 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 as water management districts, state agencies, or federal agencies. Acceptance of
permit isverification that 1 will notify the owner of the property of the req Ire of Florida w, FS 713. Q- // p
I/ Signature ofOwner/Agent Date ature of tractor/Agent It Date Print Owner/
Agent's Name Signature of
Notary -State of Florida Date Owner/Agent
is _ Personally Known to Me or Produced ID
APPLICATION APPROVED
BY: Bldg; Zoning: Initial & Date)
Special Conditions:
Date MY
COMMISSION
I DD 164280 EXPNovember 12,
2006 or r
oa O' Bondudget NotaryServiras Contractor/Agent isPersonallyKnowntoMeor Produced ID Initial &
Date) Utilities:
Initial & Date)
10-
1%-°q
FD: Initial & Date)
CITY OF SANFORD PERMIT APPLICATION
Permit H : V'1— Q:i i(Q Date: X W k s
Job Address- L \ Jf c 1 Q\rJiT Lot H:
Description of Work: New Single Family Residence
Historic District: Zoning: Value of Work: S
Permit Type: Building Electrical X Mechanical Plumbing Fire Sprinkler/Alarm Pool
Electrical: New Service — H of AMPS \ Addition/Alteration Change of Service_ Temporary Pole
1•lechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Calc. Required)
Plumbing/,New Commercial: H of Fixtures H of Water & Sewer Lines H of Gas Lines
Plumbing/New Residential: H of Wa Closets Plumbing Repair — Residential or Commercial
Occupancy Type: Residential Commercial Industrial Total Square Footage:
Construction Type: H of Stories: _ H of Dwelling Units: Flood Zone: (FEMA form required for other than X)
Parcel H Attach Proof of Ownership & Legal Description)
Owners Name & Address: CentexHomes 385 Douglas Avenue, Suite 2000
Altamonte Springs, FL 32714 Phone: 407-661-2150
Contractor Name & Address: Approved Electric Co. of Florida 4874 S. Orange Avenue
Orlando, Florida 32806 State License Number: EC0002494
Phone & Fax: Fax 407-851-1226 Contact Person: John Findlay Phone: 407-851-1220
Bonding Company:
Address:
Mortgage Lender:_
Address:
Architect/Engineer. Phone:
Address: Fax:
Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a
permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for
ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc.
OWNER'S AFFIDAVIT. I certify that all ofthe 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.
N TICE- In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be round in the public records of thus
count)-, 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
Signature of Otvner/Agent Date
Print Owner/Agent's Name
Signature of Notary -State of Florida Date
Owner/Agent is _
Produced ID
FS 7
Date
Charles W. Cannon
P ' Contractor/Agent's Name !
ignature of Notary -State of P165da
PATRICIA A. KADLAC
Contractor/Agent is Personally N% 4 t31'SIWMMISSION# DD013205
Produced 1 '? , yWo EXPIRES: Mard 28, 2005
1430P3NOTARY FL Noisy SW.co a aonKF.ng, lnc.
APPLICATION APPROVED BY: Bldg: Zoning: Utilities: FD:
Initial & Date) (Initial & Date) (Initial & Date) (Initial & Date)
Personally Known to Me or
Special Conditions:
PLOT PLAN
DESCRIPTION: (AS FURNISHED)
LOT 73, PRESERVE AT LAKE MONROE
AS RECORDED IN PLAT BOOK 62, PAGES 12-15 OF THE PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA
IMPERVIOUS CAI CUI ATION% O OT ONI YT
LOT 73 CONTAINS 6250 SQUARE FEET t (LOT ONLY)
THIS STRUCTURE CONTAINS 1504 SQUARE FEET t
TOTAL CONCRETE 540 (WITHIN LOT ONLY) SO. FT. t
TOTAL SOD 4206 SO. FT. t
PERCENT OF CONCRETE & STRUCTURE TO LOT 33X t
X1• 30'
GRAPHIC SCALE
0 15 30
PT
BUILDING SETBACKS
FRONT: 25'
REAR: 20'
SIDE: 5'
CORNER: 15'
PREPARED FOR:
CENTEX HOMES
LOT 73 UP TO CURB CONTAINS 6800 SQUARE FEET t
THIS STRUCTURE CONTAINS 1504 SQUARE FEET t
CONCRETE 873 SO. FT. t INCLUDING (SIDEWALK/APRON)
TOTAL SOD 4423 SO. FT. t
CSX RAILROAD R/W
OLD MAIN LINE TRACK
UNPLATTED PER THIS PLAT)
50.00'
N54'23'11 "W
y,
LOT 73
DRAINAGE TYPE A 111
ll ll
II
S
I
IU1 ' IvIA1x
1 0
0I
i
IC
R.
i
N 40.0'
W
LOT 74
N,'
J
40.00'
25009POBED
Z
W
N LOT 72
i b FINISHED FLOOR R J CJt
O_ g ELEVATION.14.10 n QO
COVERED
W
TT1ENTRY
11;
ll
I a
10' UTILITY c.;
EASEMENT 6 1•,.•: •. 1
DilNIr4
1
385.85' _ 224.48'
554Z3.11'E 610.3S
BRISTOL FOREST TRAIL
50' RIGHT-OF-WAY
1. ELEVATIONS SHOWN ARE PER LOT GRADING
PLANS PROVIDED BY THE CLIENT.
THIS PLOT PLAN IS INTENDED FOR PERMITTING PURPOSES
ONLY. THIS IS NOT INTENDED FOR THE CONSTRUCTION OF
THE PROPOSED HOUSE. REFER TO HOUSE PLAN AND OPTION
UST FOR CONSTRUCTION.
ALL BUILDING SET BACK LINES SHOWN HEREON IS PER DATA
FURNISHED BY CLIENT AND IS FOR INFORMATIONAL PURPOSES
ONLY, THIS IS NOT A SURVEY
THIS IS A PLOT PLAN ONLY
1 HAVE EXAMINED THE F.I.R.M. COMMUNITY PANEL
NO 120294 0035 E DATED 4/17/95 AND FOUND
THE SUBJECT PROPERTY APPEARS TO LIE IN ZONE X.
AREA OUTSIDE 100 YEAR FLOOD PLAIN.
THE SURVEYOR MAKES NO GUARANTEES AS TO THE
ABOVE INFORMATION. PLEASE CONTACT THE LOCAL
BEARINGS SHOWN HEREON ARE BASED ON
THE NORTHWESTERLY LINE OF LOT 73
BEING N3536'49'E PER PLAT.
FIELD DATE:) REVISED:
SCALE: 1 - 30 FEET
APPROVED BY: SJ
0
4PICENTERLINEOF.)
RIGHT —pi —WAY
LEGEND
BUILDING SETBACK LINE MLW MINIMUM LOT WIDTH
POO POINT ON BOUNDARY
CENTERLINE PCC POINT OF COMPOUND CURVATURE
RIGHT OF WAY LINE POC POINT ON CURVE
X PROPOSED ELEVATION OR OFFICIAL RECORD
PD PLANNED DEVELOPMENT
PROPOSED DRAINAGE FLOW C DENOTES DELTA ANGLE
L DENOTES ARC LENGTH
CONCRETE C B. DENOTES CHORD BEARING
LB LAND SURVEYING BUSINESS PC DENOTES POINT OF CURVATURE
LS LAND SURVEYOR PI DENOTES POINT OF INTERSECTION
PRM PERMANENT REFERENCE MONUMENT PRC
PT
DENOTES POINT OF REVERSE CURVATURE
DENOTES POINT OF TANGENCY
PCP PERMANENT CONTROL POINT TYP TYPICAL
P) PER PLAT A/C AIR CONDITIONER
M) MEASURED COW CONCRETE BLOCK WALLFNDFOUNDRPRADIUSPOINTC/W CONCRETE WALK CS CONCRETE SLABS/W SIDEWALK C CHORD LENGTHCP
PB
CONCRETE PAD
PLAT BOOK SO. FT. SOUARE FEET
R RADIUS NG NATURAL GRADE
PCS PACES R/W RIGHT-OF-WAY
AMERICAN SURVEYING & MAPPING
CERTIFICATION OF AUTHORIZATION NUMBER LBA6393
1030 N. ORLANDO AVENUE. SUITE B
WINTER PARK. FLORIDA
1. THE SURVEYOR HAS NOT ABSTRACTED THE
LAND SHOWN HEREON FOR EASEMENTS, RIGHT
OF WAY, RESTRICTIONS OF RECORD WHICH
MAY AFFECT THE TITLE OR USE OF THE LAND
2. NO UNDERGROUND IMPROVEMENTS HAVE BEEN
LOCATED EXCEPT AS SHOWN,
3. NOT VAUD WITHOUT THE SIGNATURE AND THE ORIGINAL
RAISED SEAL OF A FLORIDA LICENSED SURVEYOR
AND MAPPER.
FOR
5 THEI
FIRMRM
K. BEL PSM #4 24 DATE
JOB NO. ASM39687
LOT PLAN 5/13/04 Sc
DRAWN BY: ILOT FIT 12-13-02 CKB
FORM --60OA-2001
FLORIDA ENERGY EFFICIENCY CODE
FOR BUILDING CONSTRUCTION
Florida Department of Community Affairs
Residential Whole Building Performance Method A
IClimate
Project Name: 2509 LMR O% 3 Builder: CENTEX-FOX & JACOB!
Address: /4 9 BRISTOL FOREST TRAIL Permitting Office: CITY OF SANFORD
City, State: LAKE MONROE, FL Permit Number:
Owner: CENTEX HOMES Jurisdiction Number: 691500
Zone: Central
1. New construction or existing New _ 12. Cooling systems
2. Single family or multi -family Single family _ a. Central Unit Cap: 42.0 kBtu/hr _
3. Number of units, if multi -family 1 _ SEER: 12.00 _
m4. Number ofBedrooms 4 _ b. N/A
5. Is this a worst case? Yes
6. Conditioned floor area (fl') 250903 c. N/A
7. Glass area & type
a. Clear -single pane 258.0 fix _ 13. Heating systems
b. Clear - double pane 0.0 fix _ a. Electric Heat Pump Cap: 42.0 kBtu/Itr _
c. Tint/other SHGC - single pane 0.0 111 _ HSPF: 8.50 _
d. TinVother SHGC - double pane 0.0 fix b. N/A
8. Floor types
a. Slab -On -Grade Edge Insulation R=0.0, 162.0(p) fl _ c. N/A
b. Raised Wood, Adjacent R=11.0, 399.0f1:
c. N/A 14. Hot water systems
9. Wall types _ a. Electric Resistance Cap: 50.0 gallons
a. Concrete, Int Insul, Exterior R=4.1, 802.0 fix _ EF: 0.86 _
b. Frame, Wood, Adjacent R=11.0, 310.0111 _ b. N/A
c. Frame, Wood, Exterior R=11.0, 1176.0 fix
d. N/A _ c. Conservation credits _
e. N/A HR-I [eat recovery, Solar
10. Ceiling types _ DHP-Dedicated heat pump)
a. Under Attic R=30.0, 1741.0 fi' 15. HVAC credits
b. N/A _ CF-Ceiling fan, CV -Cross ventilation,
c. N/A HF-Whole house fan,
11. Ducts _ PT -Programmable Thermostat,
I a. Sup: Unc. Rct: Unc. AH: Interior Sup. R=6.0, 1.0 ft _ MZ-C-Multizone cooling,
b. N/A MZ-H-Multizone heating)
Glass/Floor Area: 0.10 Total as -built points: 31902 PASSTotalbasepoints: 35706
1 hereby certify that the plans and specifications covered
by this calculation are in compliance with the Florida
Energy Code.
PREPARED BY
DATE: 2004
I hereby certify that this building, as designed, is in
compliance with the Florida Energy Code.
OWNER/AGENT.-JU
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 OFFICIAL:
DATE:
EnergyGauge® (Version. FLRCSB v32)
FORM 60OA-2001
SUMMER CALCULATIONS
Residential Whole Building Performance Method A - Details
ADDRESS:. . . PERMIT #:
IN BASE AS -BUILT
GLASS TYPES I18XConditionedXBSPM = Points Overhang
Floor Area Type/SC Omt Len Hgt Area X SPM X SOF = Points
18 2509.0 25.78 11642.8 Single, Clear W 1.0 16.2 32.0 53.47 1.00 1705.6
Single, Clear W 1.0 14.2 10.0 53.47 1.00 532.7
Single, Clear W 1.0 18.0 40.0 53.47 1.00 2132.1
Single, Clear E 1.0 16.2 32.0 59.31 1.00 1891.2
Single, Clear S 1.0 16.2 32.0 44.66 0.99 1420.6
Single, Clear E 1.0 6.2 32.0 59.31 0.97' 1847.8
Single, Clear W 1.0 6.2 16.0 53.47 0.97 832.9
Single, Clear W 1.0 6.2 16.0 53.47 0.97 832.9
Single, Clear E 1.0 10.2 32.0 59.31 0.99 1886.8
Single, Clear E 1.0 8.2 16.0 59.31 0.99 942.3
As -Built Total: 258.0 14025.1
WALL TYPES Area X BSPM Points Type R-Value Area X SPM = Points
Adjacent 310.0 0.70 217.0 Concrete, Int Insul, Exterior 4.1 802.0 1.18 946.4
Exterior 1978.0 1.90 3758.2 Frame, Wood, Adjacent 11.0 310.0 0.70 217.0
Frame, Wood, Exterior 11.0 1176.0 1.90 2234.4
Base Total: 2288.0 3975.2 As -Built Total: 2288.0 3397.8
DOOR TYPES Area X BSPM Points Type Area X SPM = Points
Adjacent 18.0 1.60 28.8 Adjacent Insulated 18.0 1.60 28.8
Exterior 20.0 4.80 96.0 Exterior Insulated 20.0 4.80 96.0
Base Total: 38.0 124.8 As -Built Total: 38.0 124.8
CEILING TYPES Area X BSPM Points Type R-Value Area X SPM X SCM = Points
Under Attic 1741.0 2.13 3708.3 Under Attic 30.0 1741.0 2.13 X 1.00 3708.3
Base Total: 1741.0 3T08.3 As -Built Total: 1741.0 3708.3
FLOOR TYPES Area X BSPM = Points Type R-Value Area X SPM = Points
Slab 162.0(p) -31.8 5151.6 Slab -On -Grade Edge Insulation 0.0 162.0(p 31.90 5167.8
Raised 399.0 -3.43 1368.6 Raised Wood, Adjacent 11.0 399.0 1.80 718.2
Base Total: 6520.2 As -Built Total: 561.0 441 .6
INFILTRATION Area X- BSPM Points Area X SPM = Points
2509.0 14.31 35903.8 2509.0 14.31 35903.8
EnergyGauge® DCA Form 60OA-2001 EnergyGauge@)IF1aRES'2001 FLRCSB 0.2
FORM 60OA-2001
SUMMER CALCULATIONS
Residential Whole Building Performance Method A - Details
ADDRESS:... PERMIT #:
BASE AS -BUILT
Summer Base Points: 48834.7 Summer As -Built Points: 52710.2
Total Summer X System Cooling Total X Cap X Duct X System X Credit Cooling
Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points
DM x DSM x AHU)
52710.2 1.000 1.087 x 1.150 x 0.90) 0.284 1.000 M51.5
48834.7 0.4266 20832.9 52710.2 1.00 1.125 0.284 1.000 16851.5
I
v
EnergyGaugeT" DCA Form MOA-2001 EnergyGaugeOfFlaRES7001 FLRCSB v3.2
FORM 60OA-2001
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 2509.0 5.86 2646.5 Single, Clear W 1.0 16.2 32.0 10.74 1.00 343.6
Single, Clear W 1.0 14.2 10.0 10.74 1.00 107.4
Single, Clear W 1.0 18.0 40.0 10.74 1.00 429.5
Single, Clear E 1.0 16.2 32.0 9.96 1.00 319.6
Single, Clear S 1.0 16.2 32.0 7.73 1.00 246.7
Single, Clear E 1.0 6.2 32.0 9.96 1.01 321.4
Single, Clear W 1.0 6.2 16.0 10.74 1.00 172.2
Single, Clear W 1.0 6.2 16.0 10.74 1.00 172.2
Single, Clear E 1.0 10.2 32.0 9.96 1.00 320.0
Single, Clear E 1.0 8.2 16.0 9.96 1.00 160.1
As -Built Total: 258.0 2592.7
WALL TYPES Area X BWPM = Points Type R-Value Area X WPM = Points
Adjacent 310.0 1.80 558.0 Concrete, Int Insul, Exterior 4.1 802.0 3.31 2650.6
Exterior 1978.0 2.00 3956.0 Frame, Wood, Adjacent 11.0 310.0 1.80 558.0
Frame, Wood, Exterior 11.0 1176.0 2.00 2352.0
Base Total: 2288.0 4514.0 As -Built Total: 2288.0 5560.6
DOOR TYPES Area X BWPM Points Type Area X WPM = Points
Adjacent 18.0 4.00 72.0 Adjacent Insulated 18.0 4.00 72.0
Exterior 20.0 5.10 102.0 Exterior Insulated 20.0 5.10 102.0
Base Total: 38.0 174.0 As -Built Total: 38.0 174.0
CEILING TYPES Area X BWPM = Points Type R-Value Area X WPM X WCM = Points
Under Attic 1741.0 0.64 1114.2 Under Attic 30.0 1741.0 0.64 X 1.00 1114.2
Base Total: 1741.0 1114.2 As -Built Total: 1741.0 1114.2
FLOOR TYPES Area X BWPM Points Type R-Value Area X WPM = Points
Slab 162.0(p) 1.9 307.8 Slab -On -Grade Edge Insulation 0.0 162.0(p 2.50 405.0
Raised 399.0 0.20 79.8 Raised Wood, Adjacent 11.0 399.0 1.80 718.2
Base Total: 387.6 As -Built Total: 561.0 1123.2
INFILTRATION Area X BWPM Points Area X WPM = Points
2509.0 0.28 702.5 2509.0 -0.28 702.5
EnergyGauge® DCA Form 60OA-2001 EnergyGauge&FIaRES'2001 FLRCSB v3.2
FORM 60OA-2001
WINTER CALCULATIONS
Residential Whole Building Performance Method A - Details
ADDRESS: , , , PERMIT fit:
BASE AS -BUILT
Winter Base Points: 7358.6 Winter As -Built Points: 9862.2
Total Winter X System = Heating Total X Cap X Duct X System X Credit = Heating
Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points
DM x DSM x AHU)
9862.2 1.000 1.078 x 1.160 x 0.92) 0.402 1.000 4555.7
7358.6 0.6274 4616.8 9862.2 1.00 1.150 0.402 1.000 4555.7
EnergyGauge^' DCA Form 600A-2001 EnergyGaugeeWlaRES'2001 FLRCSB v3.2
FORM 60OA-2001
WATER HEATING & CODE COMPLIANCE STATUS
Residential Whole Building Performance Method A - Details
ADDRESS: , . , PERMIT #:
BASE I AS -BUILT
WATER HEATING
Number of X Multiplier = Total Tank EF Number of X Tank X Multiplier X Credit = Total
Bedrooms Volume Bedrooms Ratio Multiplier
4 2564.00 10256.0 1 50.0 0.86 4 1.00 2623.63 1.00 10494.5
As -Built Total: 10494.5
CODE COMPLIANCE STATUS
BASE AS -BUILT
Cooling + Heating +
Points Points
Hot Water
Points
Total
Points
Cooling
Points
Heating + Hot Water = Total
Points Points Points
20833 4617 10256 35706 r 16851 4556 10495 31902
1
PASS EnergyGaugeTM
DCA Form 60OA-2001 EnergyGaugeWFlaRES'2001 FLRCSB v3.2
FORM 60OA-2001
Code Compliance Checklist
Residential Whole Building Performance Method A - Details
ADDRESS: , , , PERMIT #:
6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST
COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHECK
Exterior Windows & Doors 606.1ABC:1.1 Maximum:.3 drrklsq.fL window area; .5 cfm/sq.ft. door area.
Exterior & Adjacent Walls 606.1 ABC.1.2.1 Caulk, gasket, weatherstrip or seal between: windows/doors & frames, surrounding wall;
foundation & wall sole or sill plate; joints between exterior wall panels at corners; utility
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 dm From
conditioned space, tested.
Multi -story Houses 606.1.ABC.1.2.5 Air barrier on perimeter of floor cavity between floors.
Additional Infiltration reqts 606.1.ABC..1.3 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 6-12. Switch or clearly marked circuit
breaker electric or cutoff as must be provided. External or built-in heal 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.
Duds in unconditioned attics: R-6 min. insulation.
WAC Controls 607.1 Separate readily accessible manual or automatic thermostat for each system.
Insulation 604.1. 602.1 Ceilings -Min. R-19. Common walls -Frame R-11 or CBS R-3 both sides.
Common ceiling & floors R-11.
EnergyGauge- DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCSB v3.2
ENERGY PERFORMANCE LEVEL (EPL)
DISPLAY CARD
ESTIMATED ENERGY PERFORMANCE SCORE* = 85.3
The higher the score, the more efficient the home.
1. New construction or existing
2. Single family or multi -family
3. Number of units, if multi -family
4. Number of Bedrooms
5. Is this a worst case?
6. Conditioned floor area (117)
7. Glass area & type
a. Clear - single pane
b. Clear - double pane
c. Tint/other SHGC - single pane
d. Tint/other SHGC - double pane
8. Floor types
a. Slab -On -Grade Edge Insulation
b. Raised Wood, Adjacent
c. N/A
9. Wall types
a. Concrete, Int Insul, Exterior
b. Frame, Wood, Adjacent
c. Frame, Wood, Exterior
d. N/A
e. N/A
10. Ceiling types
a. Under Attic
b. N/A
c. N/A
11. Ducts
a. Sup: Unc. Ret: Unc. AH: Interior
b. N/A
New _ 12. Cooling systems
Single family _
1
a. Central Unit
4 _ b. N/A
Yes _
2509 f3' c. N/A
258.011' _ 13. Heating systems
0.011' _ a. Electric Heat Pump
0.0 n' _
0.0 ft' b. N/A
R=0.0, 162.0(p) 0 _ c. N/A
R=11.0, 399.011' _
14. Hot water systems
a. Electric Resistance
R=4.1, 802.0 fl' _
R=11.0, 310.0 fl' _ b. N/A
R=11.0, 1176.0 f1' _
c. Conservation credits
HR-Heat recovery, Solar
DHP-Dedicated heat pump)
R=30.0, 1741.0ft' _ 15. HVAC credits
CF-Ceiling fan, CV -Cross ventilation,
HF-Whole house fan,
PT -Programmable Thermostat,
Sup. R=6.0, 1.0 ft _ RB-Attic radiant barrier,
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: -Co- Date: MAY 10 2004
Address of New Home: / ff BRISTOL FOREST TR. City/FL Zip: LAKE MONROE/32747
Cap: 42.0 kBltft _
SEER:12.00 _
Cap: 42.0 kBtu1hr _
HSPF: 8.50
Cap: 50.0 gallons _
EF: 0.86
NOTE. The home's estimated energy performance score is only available through the FLAIRES computer program.
This it not a Building Energy Rating. Ifyour score is 80 or greater (or 86for a US EPAIDOE EnergyStarrIdesignation),
your home may qualify for energy efficiency mortgage (EEA0 incentives ifyou obtain a Florida Energy Gauge Rating.
Contact the Energy Gauge Hodine at 3211638-1492 or see the Energy Gauge web site at www.fsec.ucf edu for
information and a list ofcertified Raters. For information about Florida's Energy Efficiency Code For Building Construction,
contact the Department of Community -Affairs at 8501487-1824.
EnergyGauge® (Version: FLRCSB v3.2)
RIGHT-J LOAD AND EQUIPMENT SUMMARY
Entire House
DEL AIR HEATING,AIR CONDITIONING,R Job: 2509 8.28.01
109 COMMERCE STREET. LAKE MARY. FL 32746-6206 Phone: (407) 831-2665
Project • •
FCr: CBJfEXR) C&JAC0BS
Design Information
NEI
Weather: Odd do AP, FL, US
Winter Design Conditions Summer Design Conditions
Otfiside d o 38 T OtAside db 93 T
Inside db 70 T t,side db 75 T
Design TD 32 T Descp TD 18 T
Rbb"ftuidy 50 %
MCisble d'1lferenoe 43 gM
Heating Summary Sensible Cooling Equipment Load Sizing
Bu" heat loss 36350 Btuh sbruch" 29386 Bbh
Verdation air 0 drn Ventilation 1485 Bhuh
VDnesign bads Bd Be da earatwe sN°n9 3.
n "
Fheat36350
Infiltration Total sens. equip. bad 302M Bluh
Metiod Latent Cooling Equipment Load SizingtYSiTpftdCm*
Faeplaoes 0 btber d gaits 1380 Bbdn
Ventilalim 2212 Bkh
Heatin
Area
Cool" nngg InMrdtio n 3946 Bt h
fF) 25f79 Total Vat egtmp bad 7538 Bbh
Vat,me (ft) 20072 20072
Mcliangestar 0.70
Egtiv. A
0.40 Total e,p bed 37791 Bt h
dm) 234 134 Re% toFal-capacity at 0.70% SFiR 3.6 bon
Heating Equipment Summay Cooling Equipment Summary
We J44FFUL We AVROL
Tiede Trade
Efficiency
FFItwu
Heating OAAA
me
fan .
Heating air fbw factor
7B HSPF
0 Bth@4-rF
1400 ccffm
0.039 chvBbh
Efficiency
Latent Coofrtgg
Tcoling
A g fan
Coo M air fbw factor
Load sensible heat ratio
120 EER
29050 Bbh
12450 Bbh
4; cfn
0.048 cnnlBt h
80 %
Boldlitalic values have been manually overridden
PiirWA Catifted by ACCA to meet all 1eq<limmerds of Marvel J M Ed
wnghltSC) t Right -Suite Residen0al" 5.5.06 RSR26014 2002-Apr-03 16:42:13
ACCK E:1FilesVWox & Jacobs 20021250912509.rsr Page 1
RIGHT -I CALCULATION PROCEDURES A, B, C, D
Entire House
DEL AIR HEATING,AIR CONDITIONING,R Job: 2509 8.28.01
109 COMMERCE STREET. LAKE MARY, FL 32746-6206 Phone: (407) 631-2665
Procedure A - Winter Infiltration HTM Calculation*
1. Wuder h Raton AVF
0.70 ach x 20072 fF x 0.0167 = 234 cfm
2 Writer hlb-Am bad
1.1 x234 cfm x 32 °F WrierTD = 8243 Bhh
a wrier i&alb HTM
8243 Bhh / 296 ft2 Tofal window = 27B BtuhM2
and door area
Procedure B - Summer Infiltration HTM Calculation
1. Srumw iddbafim AVF
0.40 ach x 20072 ft3 x 0.0167 = 134 cfm
2 Sumner Mahon bad
1.1 x 134 cfm x 18 °F Surrr=TD = 2550 Bhh
a SluTrwidbala HTM
2650 Buh / 296 112 Trial wildaV = 9.0 Btuh/fl2
and door area
Procedure C - Latent Infiltration Gain
0.68 x43 gr/lb mostd'Iff. x 134 cfm = 3946 Bfuh
Procedure D - Equipment Sizing Loads
1. Sersi* s¢ig bad
Serisble verdaafion bad
1.1 x 75 cfm vent x 18 °F &sTmerTD 1485 Bhh
Sensble bad for sbuctuse (Lice 19) 29386 Bhh
Slue of vertUla m and shxUe bads 30871 Bfih
Rafig and ferriperAim vhir g nxdloer x 0.98
EqL nerd s iV bad - sen5iile 30253 Bt h
2 Latest sang bad
Udert verdaton bad
0.68 x 75 cfm vent x 43 grim mostdilf. 2212 Bt h
Utemal bads = 230 Bfih x 6 people 1380 Bt h
liftafiorl bad from Prvoedwe C 3946 Bhh
Eg *nwt slangbad -latest 7538 Bhh
Cori*udkin Quality is: a No. OF Fiepboes is. 0
Boldlitalic values have been manually overridden
Rirft toeridied by A= b rrreet al re*lierlerft of Manila) J -M Ed
Wr eght5oft Right -Suite Residential° 5.5.06 RSR26014 2002-Apr.03 16:42:13
E:1F0esV%Fox b Jacobs 2002%250912509.ru Page 1
RIGHT-J WINDOW DATA
DEL AIR HEATING,AIR CONDITIONING,R Job: 2509 8.28.01
109 COMMERCE STREET, LAKE MARY. FL 32746-6206 Phone: (407) 831-2665
W S D W G L S S O N A S O O W C W S
N K I A L O T H V G N H V V H H N H
D Y R t A W R A H L G C R R G T A A
W L Z E M D G Z L O X Y T, M R R
FAMILY
a n w a C n 0 d 1 1 90 1.0 1.0 11.0 5.2 54A 32.0 0.0
PDR
NOOK/KITCHEN
a n w a C n 0 d 1 1 90 1.0 1.0 11.0 3.2 54.4 10.0 0.0
b n W a C n 0 d 1 1 90 1.0 1.0 11.0 7.0 54.4 40.0 0.0
LDY
DINILIWFOY
a n e a C n 0 d 1 1 90 1.0 1.0 11.0 5.2 54.4 32.0 0.0
a n S a C n 0 d 1 1 90 1.0 1.0 11.0 5.2 30.4 32.0 0.0
MSTR. BR
a n e C C n 0 d 1 1 90 1.0 1.0 1.0 5.2 54A 32.0 0.0
M.BTHIWIC
BDRM2
a n w C C n 0 d 1 1 90 1.0 1.0 1.0 5.2 54A 16.0 0.0
BDRM3
a n w C C n 0 d 1 1 90 1.0 1.0 1.0 5.2 54A 16.0 0.0
BTH2
BDRM4IGAME RM
a n e C C n 0 d 1 1 90 1.0 1.0 5.0 52 54A 32.0 0.0
a n e C C n 0 d. 1 1 90 1.0 1.0 3.0 52 54A 16.0 0.0
wngh tsoft Right -Suite Residential" 5.5.06 RSR26014 2002-Apr-03 16,42:13
40M E:1FileslRFoa & Jacobs 20021250912509.rsr Page 1
PIG WORKSHEET
nbr e ouse
DEL AIR HEATING)UR CONDMONING,R Job: 2509 8.28.01
109COMMERCE STREET. LAKE MARY. FL 32746-6206 Phone: (407) 831-2665
MANUALd71hEd
Nw
redroan
Er" Haas FAMLY PCR NOCK4g9H i ff4CARWtadepmedVid3230851Da4.0234D a Imarndmads
17D x 150 8 4.0x 80 8 24D x III)A Cm&
Opkn 80 1 -M..d d ao haatbaI 80 haalbod 80 2 heellnd TYPECF
CST HIM Area toad" Am LoedpJo Area taedpo Area Lad" E43CSLF
E NO. tOg I C4 IF) Hlg I C19 R) HO I C19 IF) 09 I CkJ Qn Hg C19 5
Gross a 14B 4. 21 272 b
13C 1 0 woad
c 12C 1 0 per8ias
d 0. 0. 0 e
0. 0 0 tQ
0 6
V41rd M" a 1C W W 1 10 dais
b 8C 37 1478 4D Fieig
c 9C 3& 0 d«»
0 e
0. 0 1
0. 0 7
V* darbard Naar 0 0 sdaxs
NEW 0. 0 0 CO*
9 FJW 54. Im 1741 w SIGN
0 0 Soilr
397 973 0 Fbrz
0. 0 0 8
Ohadoas a 11A 1 12 717 484 Z9 0 b
11A 1 12 0 0 lI c0009
Net a 14B 4 21 3M6 V61 1 494 Z2 1 erpomd
b 13C 1 977 363 18C 101 0 welsard
c 12C 1 1 33F E6 0 poft
d 0. 0 0 e
0. 0. 0 0 t
0. 0. 0 0 10
Cean95 a 16G 1. 1. 1741 m 2413 2;i4b
0. 0 0 0 c
0 0 0 0 d
0. Q 0 0 e
Q 0. 0 0 t
0. 0 0 11
Floors a M 25 01 419D 0 51 1 34 am Nolz
Fwn b 19G 1. Q 4 a 0 0 c
0. 0 0 0 d
0. 0. 0 0 f)
rsteb e 0 Q 0 0 floors)
t 0 111 0 0 12
tridlra6on a 27 9 8243 an 50 448 448 13
SUbtUbsF6#&+11412 33M Le
left, heatrrg I I redsYbrborr151
Tolal bss = 13+14 3w I 16
hi gars Pt%e@ 300"" IWD 1 0 M....
1 17
SIUR HgavrTZA2@16 2MM 4278 5191 tJ
sereerrd000irg 0 LsFardar
0 Cooflrgredsbbi6ar
0 18
Cudgar 25M 428 5 19
TcWRSHWmw(17+18) F 1ID 233 1m 47iTi 1ID 4 1DD 2D
Airegried (drtr) 14D7 140D 224 R
A cetdWby ACCA b meet ai Ieglkwoft c(MarW J 7b Ed C
wr7g1'ltsOft Right -Suite Residential- 5.5.06 RSR26014 2002-Apr-03 16:42:13 E:
1FIesU%Fox 8 Jacobs 20021250912509.rsr Page 1
RIG}ITd WORKSHEET
nbre ouse
DEL AIR HEATING)UR CONDMONINGrR Job: 2509 8.28.01
109 COMMERCE STREET. LAKE MARY. FL 327 66-6206 Phone: (407) 831-2665
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Right -Suite Residential" 5.5.06 RSR26014 2002-Apr-03 16:42:13 k EAFoIesV%
Fox 8 Jacobs 20021250912509.rsr Page2
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DEL AIR HEATINGAJR CONDMONING,R Job: 2509 8.28.01
109 COMMERCE STREET. LAKE MARY. FL 32746-6206 Phone: (407) 831-2665
MMRALd7hEd
1 Namedmn BDFW BCFW Bw 4uERM
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A' E:1FdesiAFox 8 Jacobs 20021250912509.rsr Page 3
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Q I•A/0• YUOI 1IVM4 flAL IIOIRM cMolwl rA, li><il 1'
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a arAv, floc rA/wlo ... • Irrxo w OESIGN LOADS: 434.0 PSF 11 -2A.S PSF AW.
e0A0, ttRp11 m ItV MIDI a" ml WPM Or nli SIM ORR10 fnPJCM4A 6YYM1 MnIIK1raI11YYna +Yava a TEST L043: +70.0PSF Ir -37.0 PSF Ra°'mu or 0000li attopo roR arloro a ArY w •ArAROAIIa iKL .
m G 0/Av, f11 V-OM1 OW VAC "i wM cYRRar Y1010 000i1 rM M{ tOrO$ Ifflm d . w 00s awl OLwA1-1-1-1 r$r4rM OL ilq Y-ONO 1Ni wa owdu nu OArwMr r YIY irwa YM1 IORo i PART NO.. - I.
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k.02 T0.
AL 1 I ]I . 0 Yr+Mr •ri. w N$ r WrO L TY RA I- 1 1q.3311 ilm _
I .00 . t.013 DESCRIPTION: MOM GRP wa Ie-0 A e-0: 2+/-2+.3 DESIGN WAD v. +
IY.v .wp " .000 . t .005 Dw0.Orly. {Rpooerow OIIACIIR. $Ills) Av e•Ir r DRAWN 6Y: gyN OATEI •/IE/00 SCALE: NT7S wM (tJ IIWO' OIIQ YIrK 7GM ?'r,r w.•RI arrww. 0000 t001 R calf*$..
s I/V CNECKEO BY: AIY1v DATE: 4/13/00 3NEU 1 OF I SIZE L Ca
Y"K IIdMulrls. % proj cU ' m= ,W AUiw• a- DWG, NO.: 102136 RN. N0: 1 N
4 3 2 co
0
Ia
o.
IWO& Begamnow rhemul-rn, in -Swing Oow wow xiam," Syst—
K'aM[NM 51ZL, S;RV4 up to 3,4 V w/wo SWOO.?s
ocuble up to 5'4 . w/.o sidoVes
x Ox X0. OX0. mr. OXXO
The head and Side is-bo are linl1wiCint pine
msosurl,g, a mjjL 4-9/14' wiUl 4 '12' robbetod 414A
3/fd- TAVW
1`119
AIMw3aw UWA
it fvwv-,
IMm
7
vlr awniaLL
2x tqxx
el V 2 AROW
2-1/2
pm ws
TAPC*V
IVVC AWCMM
ova _j
G• VVrhC^ $Or a"
nrvGN PRmuff RATING: Single
positive. 67.0 PSF Negative 67.0 PSF Single
with Sid4lites Pc3jtjv@ 60.0 PSF Negative 60.0 PSF ODUbig /.*
Sidqlitos Positive 47.0 PSF Negative 47-0 PSF ma
is' O.QIs
rim LVMRM
4'
TAPCON IANCMRCIAO
TAPCON 01' COLK 1/
2' 0RrwU MA"
Wr Loan Z,
4-UPCON2)
EDNCAp
41MB tx-
WjCK 1/
2' DR"DU 1 .
12 600-
3/141 TOWN we
SHIM
C YIN.. Doi.
Ix
UFA 1.
This gptsm boo been evaluated for use in locations adhering to the Florida Building Code I and
wham prswun, mquiromentm as determined by ASCE 7 Minimum Design Leads for Buildings and
Other Structures do not ouceed the design VreS$ury ratings listed Mersin. J.
For inslallations where the sub -buck is Is" than 1-112o (FBC section 1707.4.4 Anchorage Methods and
sub -sections 1701.4.4.1 and 1707.4.4.2) Topton " concrete anchors must be used and the length
must be such that a minimum 1-114' ofigag4nefit of the Topton into the moscowy -all Is obtained. 0:
Sa0
co ZOO
oInoo
x git-
to CL F
Wt
a,
O
A
O
Mrrm
INC2 04IL' 4/
3/02 WALL. N.
T.S. CPK or.
I OPAXWO ;W
T-022(
ow _L_
or
I P
I
MOOM DIESIONATION: Therma—TN out —swing Caor Wood l7mmoo System is . MC. positive 67.0 PSF Negative 67.0 pirAfimwwa Single up to 3,4 a WO or/wis Will" Ivo 60.0 PSF Negative 60.0 PirSinglewithSidelitogPoA Ix C4Opubleupto8,4 z WO W/.* shillota• 3auble w/wo Sidefitev Positive 47.0 pSF Negative 47.0 PSF a
iMal r CONFXUIAWN-, X. Ox. XM 0)(0. XX =0 e' e7 0
The head and side lambs CFO 110"riclilt PRO
ff""U" a min, 4-9/14' with a 1/2' roweled atop. MASONRY LWITL §
TAPCON I a j IIRRM
a is' MCIANCHOR •
MASOWV CAOFALL 39 1, I x 2
ORrOML
00
ir11j, 7
41
23' MAX
SWU SPACE
TAPCONAgo= /
L
TM ANCHOR 0
uipal
I tz
a 61'. Z-1/2
PIFN WIS AA,
CONCRIErE N04EADJAMBMASOlarrSLOC.1 23' MAX. ED Ca
KIIW SPACE r 1.23" Ad". LIM. i
3Y(K /fe, TAPCONANCHOR
To%
10 ILCO TAPOON OR COUAL 3114' UPCON1.13, MAN. TYPE ANCHOR (A C3MLASKWFAIIW)
SNW SPACE
2
a:
in
t
PRXNCPFWW3C
OMALL
SHOE 4418 ex rim
n
I. This system has boom ovafucted for we In locelions adheriniq to the Florida Building Code12FIRPJNG
13, InK and where pressure fisquifornards as d9tomifloo, by AWE 7 Minimum 049;gn Loads for Buildings go
C-3.04K 9 ORYWOU
Ix B= and Other Structures do not @.Cood the dosIgA pressure ratings listed heroin. OXTE; 4/3/02
WERTICAL SIDE 4416 SPACE N.I.S.
TO 2X SUB —BUCK 2. for installations where the sub —buck to low Ilium 1-1/2* (FIBC section 1707.4.4 Anchorage Methods OWC. fr. W.LN.
an liub—sections 17Q7.4.4.1 and 1707.4.4.2) T4pcon "4 concrete anchors must be used and the C)UL or.. FIX
length most be such that a minimum 1-1/4' engagement of the TopcoA into the masonry wall Is *014inild. DRAWNG NO.:
When using a IX sub —buck a 0-9/10' jamb is required to affew for min. edge spacing for Topton typo anchors T-0203
ar I
J...j
7ry
A,
VP
A
Q•QFgG Q : Thermo-Tru In -Swing / Opt -Swing Ocor Wood Frames System DESIGN PRESSURE RATING,
lMMJ(W'&AWA Near a el . Single up to 3'4 x 0'0 ':/we sideRds • Single Positive 67.0 PSF Negative 67.0 PSf
Double up to 8'4 x 810 a/wo sidefites Single with Sidelites Positive 60.0 PSF Negative 60.0 PSF
w/wo Sidelitas Positive 47.0 PSF Negative 47.0 PSF
jrca r• COro•neNe X. OX X0, tAf0. XX. WODouble The
hood' and side iambs are fingelcint pine measuring
a min. 4-9/ee' with o 1/2' rebbstod stop. WUBLE
2X NFAOER
i`
r
IA. txfn uu SMu1Mwe I
d b ISINGLE
DOOR 2X
STUD e'
0• s.o• n
2XJACKSTUOeesl
ws 1
i { wa,
y l' L •.: • YC. Yy<: r/s• aeweu v;
s:ti
L•
s OR fDOUBLEf711
vet I
IIIIIIIIIV C-
aa sMun w V n
ys
I 2 n On4
N
A
V
9
v
W4 Hn
O
C
2
yy
www TMms, e,c 6mJ.
M•.Ssil s'
teAlc OR D BL DOOR WITH SIDf71TES MR •/7/a7 LollSPAMvoenrx
smc wne I.
15• us T asSGIL•
KM A=
awe. Or.. w m_, This
system has been evaluated for use in locations adhering to the norido Building Code CWL em: Kw• end
where pressure requirements as determined by ASCE 7 Minimum Oesign loads for Buildi.m;s pq w ewai and
Other Structures do not exceed the design pressure ratings listed herein. wean m y m
01
THERMA oTRU®
FIBER 0i.AswrBMOOTN STAR' MSW Wfi @4 srm E ma DOUBLE wa
wR1brT srDanoeA aNSULATED F1wo-lSS DOOR WITH WOW FRAMES.
1. THIS PRODUCT IS DESIGNED TO MEET THE SOUTH FLORIDA
BUILDING CODE 1994 EDITION FOR MLAUI-LADE COUMY.
2. W000 BUCKS BY OTHERS, MUST BE ANCHORED PROPERLY
TO TRANSFER LOADS TO THE STRUCTURE.
J. PRODUCT ANCHORS SMALL BE AS LLSTEO AND SPACED AS
SHOWN ON DETAILS. ANCHOR EMBEDMENT TO SASE MATERI
SNAIL BE BEYOND WALL DRESSING OR STUCCO.
4. DESIGNED PRESSURE RATING SEE TABLE PAGE 1.
5. THIS PRODUCT QTMEET THE WATER REQUIREMENTS
FOR MWNI-GAD COUNTY
6. MIAMI-OAOE APPROVED IMPACT RESISTANT SHUTTERS
ARE REQUIRED FOR SIDE lrt ESONLY.
7. SIDEUTES ARE AN OPTION AND CAN BE USED IN A
SINGLE OR DOUBLE CONFIGURATION.
avg. min. yield strength
Tootfi5lor - 0070" minimum skin thickness
RbarClossk 6110" minimum skin thickness
Caro design: Polyurethane foam taro.
With1.9 lbs. density by BASF.
h The Ppaagqel skin is constructed fmm a 0.070' lhk. oorepotud (SNC). The i,4aw cavity is law with 1.9 Ibs.
do" BASF Paylowthone loan. 1M pa I face sheets m glow to theroodsl7esaa jots R'G K bfd side a rdnfon:ed withmeanaila2373s14.0 4 at the slrie and deo0011 ocaliorL TM ahge
stags roger Jointed Fm and the top and bottom rail m of o woodaarmaeitemated= b1 IM doubN door oppfcafon the inoelir+ door is fdled
with on asfruded aluminum a:tiogof (Wed Jonber e) 01 6063-T6 aaoy.
f The frame is eorstracled Imm finjointed pie. IN
sTno0theddejambswith (3) 16pa 1/ cm- a Y
stOpks al eoch side. The nuftns Dee served logether in a sideble ap06C' slim
udrq /8 s 2' Iraq FRf Wood Screws (6) swm Per eoch mullion. IN umis
use an Inswing Soddle threshd0 meaau" 175' + 1.548'.
1M siddite p lam ssndek, h Ogd v g p two piece
imns ey m dry IWiad on lM ederior with an I/8 thk cdkdar
uq tope lS1i -a rope) CM& with scone. TM Ste fmmes am held
epellsr .dh o 6 . 1 /2 long Pbserww.
TABLE OF CONTENTS
SHEET / 1 DESCRIPTION
37.5 MAX. .1
OVERALL
W10THIr
I
36' MAX:
PANEL WIDTH
F ED
z
x =
W =
a
J 8 O
o
in
N
N OJ
eljJ
L
sNNL- INSWING UNR
F74.
5' MAX. OVERALL FRAME WIDTH
36.625' MAX.
PANEL WIDTH
W ASTRAGAL
u
x
w
J
x
go
DESIGN PRESSURE RATING
UNIT TYPE
MFIXTIONAINTREUIREIaHTISNOTNEED067.
0 PSF - 67.0 PSF SINGLEDOUBLE
55.0 PSF - 55.0 PSF WITH
SIDELITES 55.0 PSF - 55.0 PSF 105.
5" MAX. OVtKALL rKAML WIVIM 36.
625" MAX. 15.5" MAX. rPANEL
WIDTH W/
ASTRAGAL FRAME WIDTH O > 1
J.7Y9O MAX. o co 7.
125' MAX. O.
L.O. WIOTH OWo
lagI 3Q0 W
co a Ti.
mz 4
WW V1
F z
V;
DOUBL
W/SIDELRES INSWING UNIT E New ALL
MODELS N.5' MAX. OVERALL WIDTH of 36'
MAX. 15.5' MAX. FROM
1 r PANEL WIDTH FRAME WIDTH I 3 13.
75 MAX. y WIDTH117.
125' MAX. D.
L.O. WIDTH i
I O
I
0 1, W
0
613.
66e.36331 FLO
1SDo ®a N.Xa oo, wr TJH RW
MANUFACTURER.
A '!/$ uac. fr. MASTER
TE :IFFY'
rd
INTERIOR o.
1.68" MIN.
PANEL TMK.
V DOOR PANEL
Z
iCd
v
o C
bJEXTERIOR C N
N
FOAMGASKET do _ w SIUCONE
CAP BEAD V 0--
41 = 1 SM
5- MIN.
i CLASS TNK.
SEE NOTE
5 SNT.
4 w3.684.
3101 mm O6/
10/0 scmi:112'
a oc. R:
TJN RW j
JLf'
lJJ:aa JL3,Ill0111rU` $ 2151 YUT —Z-
or
SCE NOTE 2
SHT. 4
INACTIVE
z
ASTRAGAL RETAINER
BOLT 6.0' LG. TOP•
BOTTOM (2) BOLTS
AT TOP & (2) AT BOTTOM
IN 4opjzomrAL e.-Ross smmm
V 0 ASTRAGAL
INTERIOR
1. 13' MIN.
Ems.
25' MAX. SHIM
15 MIN.
C Sim -SIN
43 ESNOTE HT,
4 FOAM
GASKET tt SILICONE
CAP BEAD Nub.
h
V,; —
T X011
X 29
41 SE
NOTE I SHT.
4 wnv;
SFCTION 3
0 SIOELITE TO SUCK LU
ck:
aco 6
ACTWE
z n Tn
LUJE
0 0 GO
L
00
X CL
SEE
NOTE SHT.
4 FOAM GASKET de va L2
iv
43
SILICONE CAP BEAD SEE
No TE 5
SHT. 4 n43
f CL t: tkf,
S jr,
5
EXTERIOR
0.. - i i i Pr g
I INTER
36 441
a
26
9 10 7
29
S NOTE 1 SHT.
4 SEE
NOTE 7
SHT. 4 c
HORI0
ZONTAL
CRDSS HINGE
JAMB SECTIO
TO
SIOEUTE CIENTRAIL
I u• - `6 c we OB/ 10/0 mftc
112' - om
or. TRW DrU.NUFACTUREIR NAMES CHK. fr. RW owl"
No-- S-
2151 L
7--- A -
1.15 MIN.
EMBED.
15' MIN.
C-SINK
23' MAX. ISHIMSPACE
1
4 LATCH JAMB TO BUCK.
i NOTES:
1 1. SPACING FOR ITEM NO. 41 (LITE FRAME SCREWS) IS AS
FOLLOWS: VERTICAL FROM THE TOP DOWN ON SIDES: 5.5 .
16.5 . 27.5. 36.375. 49.375' k 60.375 HORIZONTALTHEREARE (2) SCREW BOTH TOP AND BOTTOM AT 2.125'
IN FROM EACH CORNER.
2. SPACING FOR ITEM NO. 27 (16 x 1' PINHEAD SCREW) ATTACHING THE ASTRAGAL TO THE INACTIVE DOOR IS ASFOLLOWS: FROM THE TOP DOWN 1 . 3' 5' 18.25'
40.5 , 59.23. 74.25. 76.25' & 78.25'.
J. THE HEAD JAMB IS ATTACHED TO THE SIDE JAMBS WITH
3) 16GOL x 1/2' CROWN x 2' STAPLES AT BOTH SIDE.
4. THE THRESHOLD IS ATTACHED TO THE SIDE JAMBS WITH2) 1GGA x 1/2' CROWN x 2.5' STAPLES AT BOTH SIDE.
S. THE SIDELITE IS DIRECT SET INTO THE JAMB WITH (12) ITEM
NO. 43 (18 x 2' PFH. WOOD SCREW). THERE ARE .(4) ATEACHVERTICAL. JAMB. FROM THE TOP DOWN AT31; 48.5' 66' THERE ARE (2) AT THE HEADER AT 4' INFROMTHEOUTSIDECORNERSOFTHEFRAMETHEREARE
2) AT THE SILL. 4' IN FROM THE OUTSIDE CORNERS. 6. SPACING FOR ITEM NO. 43 (10 x 2' SCREW) SECURINGTHEMULUONSTOGETHERISTHESAMEASTHEPERIMETER
ANCHORING SCREWS. 6' DOWN FROM THE TOP AND UPFROMTHEBOTTOMWITH (4) MORE SPACED AT 13.7' O.C. 7. WHEN ATTACHING THE HINGE TO THE JAMB AND THE BUCKUSEREMNO. 12 (110 x 2' SCREW). WHEN ATTACHINGTHEHINGETOTHEJAMBANDTHESIDELREATTHE
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3UN-21-2002 09' 52 MILESTONE WINDOWS 407 323 9729 P. 02
3une 21, 2002
Alan Plante, Chief Plans Examiner
Orange County Bullding Division
Administration Building, 1st Floor
201 South Rosalind Avenue
P.O. Box 2867
Orlando, FL 32802-26B7
407) 836-5760
RE: Florida Extruders Fenestration MasterFile Update
Mr. Plante,
This letter updates and clarifies nomenclature regarding buck thicknesses
mentioned on Florida Extruder Window, Door and Mullion installation drawings
contained in the Orange County Fenestration Masterfile. Based upon the
discussions at the Mid -Florida Home Builders Association's meeting at their offices
on 3une 19, 2002, this letter was the agreed upon procedure for manufacturers to
clarify the issue of "IX Buck" thickness nomenclature used on installation drawings.
Builders/Installers when pulling permits for Florida Extruders windows will have to
include this letter with the Installation details. Florida Extruders requests the
Orange County Building Division to file this letter against the Masterfile Numbers
and Installation Drawings Identified on the attached listing.
Based upon a review of the signed and sealed engineering produced by Lildon
Engineering Company for the methodology used in the development of Florida
Extruder's Window, Door and Mullion Installation drawings, the thickness of the
buck in non-structural applications (i.e., buck thickness less than 1 1h') does not
influence the lateral resistance capacity of the concrete screw (i.e. Tapcon).
Therefore, buck thicknesses less than 1 7/2' are acceptable as non-structural
attachments when the window, door or mullion is installed using "a 3/16' concrete
strew with a minimum embedment on 1 11/4". Concrete Masonry Units should have a
wall thickness of 1 %' and a precast sill's thickness will exceed 1 '/a'. The drawings
dearly delineate the requirement that a minimum embedment depth of 1 VV must
be maintained by the installer. It is up to- the installer to use the appropriate length
concrete screw so as to maintain the required minimum embedment on 1 '/a'.
Therefore, for Florida Extruder installation drawings where a non-
structural buck is used, nomenclature such as -'1X buck by others" or
similar statements shall be construed to mean that a buck thickness of less
than 1 "h" is acceptable. The definition of a non-structural buck is based
on Section 1707.4.4.2 of the Florida Building Code.
2540 Jewett Lane, Sanford, FL 32771-1600 9 (407) 323-3300 • Fax (407) 322-3337
JUN-21-2002 09'-52 MILESTONE WINDOWS 407 323 9729 P.03
m rw(h
awbixw'hlc-
The attached table lists all Florida Extruder drawings in the Orange CountyFenestrationMasterfileaffectedbythisengineeringstatement. Any questionsshouldbeaddressedtotheundersigned.
Thank you.
Regards,
Robert J. Amoruso, PE
raMoruso.oeColfloridaextruders com
Florida PE License No. 49752
Florida Extruders International, Inc.
Certificate of Authorization No. 9235
Cc: Earl Moore/FEI
File
PE Sealing Statement:
The letter was signed and sealed
with an impression seal as required
by Section 61615-23.001, F.A.G
A rubber stamp seal was -also
applied to fadlitate reproduction
for Orange County Building
Division Masterfile scanning.
nler 2WZ-LTR; Rb-oo9
IFICq Gs
1J` jl
7,1
rze
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2540-)*w0tt Lane, Sanford, FL 32771-1600 9 (407) 323-3300 • Fax (407) 322-3337 2
8
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53906902
HANGER LEGEND
TYPE DESCRIPTION
1 I NUS 28 AEMN DULY - MODE
1 r NWM-2 2-iLY nww-mw
ADD FILLER
PIECE OF SAME
GRADE LUMBER
TO FILL
OUT HANGER
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Universal Forest Products
Re: 54601245
Centex Homes Orlando 2509 A,B,C Floor 73 Lake Monroe
The truss drawing(s) referenced below have been prepared by Universal Forest Products, Inc. under
my direct supervision. Pages or sheets covered by this seal include the following:
54904023 FT1
54904023 FT2
54904023 FT3
54904023 FT4
54904023 FT5
54904023 FT6
54904023 FT7
54904023 FG7
54904023 FT8
54904023 FT9
54904023 FT10
54904023 FT11
54904023 FT12
54904023 FT6A
Loading (psf) TCLL 40 TCDL 10 BCLL 0 BCDL
My license renewal date for the state of Florida is February 28, 2005
6/9/2004
J?
es4eal
Presley License # 55886
T on this drawing indicates acceptance of professional engineering responsibility solely for the
truss component(s) listed and attached. The suitability and use of each component for any particular
building is the responsibility of the building designer, per ANSI/TPI-2002 Sec. 2.
Eastem Division
5631 South NC 62 Burlington, NC 27215 Tel: (336) 226-9356 Fax: (336) 476-9146
Job
54904023 ITruss ITruss
1
a 10y I Plq%% I Centex-Orlando/Z509 A,B,CIskIL•24.4
Scale . t
US TL20 FP=
r U N n P n G
allEMEMEME :-:I
is
3411M FP=
i 20.10.8
LOADING (psi) SPACING 2." CSI DEFL in loc) Vdefl Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n1a rda 999 TL20 2451193
TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a Will 999
BCLL 0.0 Rep Stress Incr YES WS 0.03 Horz(TL) 0.00 S n/a n/a
BCDL 5.0 CodeFBC2001/fP12002 Matrix) Weight: 91lb
LUMBER BRACING
TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins, excepBOTCHORD4X2SYPNo.2 end verticals.
WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. OTHERS 4 X 2 SYP No.3
REACTIONS (Ib/size) AJ=53/20-10.8, S=27/20-10.8, A1=146/2O-lO-8, AH=147/20-10.8, AG=145/20-10.8, AE=144/20-10.8, AD=147/20-10.8, AC=147/20.10-8,
AB=147/20-10-8, AA=147/20-10.8, Z-147/20-10.8, Y=147/20-10-8, X=147/20-10-8, W=147/20-10-8, V=14W20-10-8, U=152/20.10.8, T=118/20-10-8
Max Horz AJ=3(load case 1)
FORCES (lb) • Maximum Compression/Maximum Tension
TOP CHORD AJ-AK=•48/0, AK-AL=-48/0, A -AL= -WO, S-AM=•22/0, AM-AN=•22/0, R-AN=-22/0, A-B- 3/0, B-C=-3/0, C-D=-3/0, D-E=-3/0, E•F=-3/0, F-G- 3/0, G-H=-3/0,
H•I_ 3/0, I-J= 3/0, J-K=-3/0, K-L=-3/0, L-M=-3/0, M-N=-3/0, N-0=•3/0, O-P=•3/0, P-0-310, Q•R- 3/0
BOT CHORD AI-AJ=O/0, AH-AI=0/0, AG•AH=O/0, AF-AG=O/0, AE•AF=O/3, AD-AE=0/3, AC•AD=W3, AB-AC=Q/3, AA-AB=O/3, Z-AA=O/3, Y-Z=0/3, X•Y=0/3, W-X=0/3,
V-W=0/3, U-V=0/3, T•U=0/3, S-T=0/3
WEBS B-AI=•133/0, C-AH=•134/0, D-AG. 133/0, E•AE=-133/0, F-AD=-133/0, G-AC=-133/0, H-AB=•133/0, I-AA=-133/0, J-Z=•133/0, K-Y=-133/0, M-X=-133/0,
N-W=•134/0, O-V- 132/0, P-U=•138/0, Q•T=-110/0
NOTES (7)
1) All plates are 1.5x3 TL20 unless otherwise indicated.
2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
3) Gable requires continuous bottom chord bearing.
4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web).
5) Gable studs spaced at 1-4-0 oc.
6) Recommend 2x6 strongbacks, on edge, spaced at 10-" oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or
restrained by other means.
7) Truss shall be fabricated per ANSVTPI 1-95 quality requirements. Plates shall be of size and type shown andcentered at joints unless otherwise noted. Provide bracingwhereindicatedandwithin4' of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and
permanent bracing required for the overall building design. Building Designer shall verity all design information on this sheet for conformance with conditions and
requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design
information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or
certification of the truss designer.
LOAD CASE(S) Standard
Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54904023
Contractor/Job: 2509 ABC FLR Date Req:03/19/2004 Draw No:54904023FT1
Job Truss ITruss Type P-ly>• Ipl'yJM Centex ;OAando/2509 A,B,Crsk2-24-4
54904023 FT2 FLOOR 9 1 '
s
5x41L20=
1.54 TL20=
1.5x3 TL20= 50 TL20=
A R
Us TL20 FP= 1.50 TL20 II
C n F F A
0-1.8HScab - I
5x4 TL20=
1.5x3 TL20=
3x8TL20= 1.5x3TL20=
N 1 I V
AA
z
1.5x3 TL2011 50 TL20= 1.5x3 TL2011 3x10 M1118H FP= 1.5x3 TL201I
5x5 TL20= 30 TL20= 5x5 TL20=
1-6-0 4-0-0 6.6-0 9-" 10-7-8 ,11.10-8 , 144-8 16-10-8 194-8 20-10 8
20.10-8
LOADING (psi) SPACING 2-" CSI DEFL in loc) 1/de8 Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.64 Vert(LL) -0.38 Q-R a648 360 M11181-1 1951188
TCDL 10.0 Lumber Increase 1.00 BC 0.98 Vert(TL) -0.59 Q-R a416 240 TI.ZO 245/193
BCLL 0.0 Rep Stress Incr YES WS 0.60 Horz(TL) 0.09 L n/a n/a
BCDL 5.0 CodeFBC2001/TPI2002 Matrix) Weight: 107lb
LUMBER BRACING
TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 5-2.3 oc purlins, excepBOTCHORD4X2SYPNo.1 D end verticals.
WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-" oc bracing.
REACTIONS (Ib/size) L=1128/0.3-8, W=1128/0-8-0
FORCES (lb) - Maximum CompressionlMaximum Tension
TOP CHORD W-X=-1120/0, X-Y=-1120/0, A-Y— 1120/0, L-Z=-1121/0, Z-AA=-1121/0, K-AA=-1121/0, A-B_ 1104/0, B-C=-2876/0, C-0=-4030/0, D-E=-4030/0, E-F=-4742/0,
F-G=4742-0, G-H=4646/0, 1-1-6-4045/0, IJ=-2872/0, J-K=-1105/0
BOT CHORD V-W=-O/O, U-V=0/2137, T-U=0/3583, S-T--W4472, R-S--W4742, Q-R=0/4742, P-Q=0/4490, O-P=0/3578, N-0=0/3578, M-N=0/2138, L-M=0M
WEBS K-M=O/1502, A-V=0/1500, J-M=-1437/0, B-V=-143710, J-N=0/1021, B-U=0/1028, I-N=-982/0, C-U=-983/0, I-P=0/649, C-T=0/622, H-P=•620/0, E-T=-61510,
H-0=-28/403, E-S=-92/672, G-0=-468/2211 F-S=-261/0, G-R_ 221/130
NOTES (6)
1) Unbalanced floor live loads have been considered for this design.
2) All plates are M1120 plates unless otherwise indicated.
3) All plates are 3x3 TL20 unless otherwise indicated.
4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance Inspection.
5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or
restrained by other means.
6) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing
where indicated and within 4' of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and
permanent bracing required for the overall building design. Building Designer shall verity all design information on this sheet for conformance with conditions and
requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design
information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review orcertificationofthetrussdesigner.
LOAD CASE(S) Standard
Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54904023
Contractor/Job: 2509 ABC FLR Date Req:03/19/2004 Draw No:54904023FT2
Job Truss Truss Type Oly Ply Centex-Odando/2508 A,B,gsk/2-24-4
54904023 IFT3 IFLOOR I%. I 1
Scale -
i 12-10-0
LOADING (psl) SPACING 2-0-0 CSI DEFL in loc) Well Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a n/a 999 TL20 2451193
TCDL 10.0 Lumber Increase 1.00 BC 0.01 Verl(TL) n/a n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 L n/a Na
BCDL 5.0 CodeFBC2001lrP12002 Matrix) Weight: 57lb
LUMBER BRACING
TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-" oc purlins, excep
BOT CHORD 4 X 2 SYP No.2 end verticals.
WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. OTHERS 4 X 2 SYP No.3
REACTIONS (lb(size) V=53/12-10-0, L=24/12-10-0, U=146/12-10-0, T=147/12.10-0, S=147/12-10-0, R=147/12.10-0, 0=147/12.10-0, P=147/12.10.0, 0=145/12-10.0,
N=152/12-10-0, M=116/12-10-0
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD V-W=-48/0, W-X=•48/0, A-X=-48/0, L-Y=-19/0, Y•Z=-19/0, K-Z=•19/0, A-B=-3/0, B-C=-3/0, C•D=•3/0, D-E=-3/0, E•F=•3/0, F•G=-3/0, G-H=-3/0, H-I=-3/0,
IJ=-3/0, J•K=•3/0
BOT CHORD U-V=0/3, T-U=0/3, S•T=0/3, R-S=0/3, O-R=0/3, P4)=0/3, 0-12=0/3, N-0=0/3, M•N_-0/3, L•M=0I3
WEBS B-U=-133/0, C-T- 134/0, D-S=•133/0, E-R=•133/0, F-0=-133/0, G•P=•134/0, H-0-132/0, I-N- 138/0, J-M=-108/0
NOTES (7)
1) All plates are 1.5x3 TL20 unless otherwise indicated.
2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
3) Gable requires continuous bottom chord bearing.
4) Truss to be fully sheathed from one lace or securely braced against lateral movement (i.e. diagonal web).
5) Gable studs spaced at 1-4-0 oc.
6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or
restrained by other means.
7) Truss shall be fabricated per ANSI/TPI 1.95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing
where indicated and within 4' of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and
permanent bracing required for the overall building design. Building Designer shall verity all design information on this sheet for conformance with conditions and
requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design
information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review orcertificationofthetrussdesigner.
LOAD CASE(S) Standard
Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54904023Contractor/Job: 2509 ABC FLR Date Req:03/19/2004 Draw No:54904023FT3
Job I Truss ITruss Type IO y I Ply I Centex-Odandof2509 A,B,Gjsk12.24-4
54904023 - IFT4
Scab .1:
LOADING (psf) SPACING 2.0-0 CSI DEFL in loc) Well Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.07 Vert(LL) n/a n/a 999 TL20 2451193
TCDL 10.0 Lumber Increase 1.00 BC 0.02 Vert(TL) n1a n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 G n/a n/a
BCDL 5.0 CodeFBC2001/fP12002 Matrix) Weight: 32lb
LUMBER BRACING
TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins, excepBOTCHORD4X2SYPNo.2 end verticals.
WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 4 X 2 SYP No.3
REACTIONS (lb/size) L=59/6-11-0, G=70/6.11-0, K=139/6.11-0, J=150/6-11-0, 1=143/6-11-0, H=160/6-11-0
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD L-M=-51/0, M-N=-51/0, A-N=-51/0, G-0=-63/0, O-P=-63/0, F-P=-63/0, A-B=41/0, B-C=-B/0, C-D=-WO, D-E=-8M, E-F=-WO
BOT CHORD K-L=0/8, J-K--W8, IJ=0/8, H-I--WS, G-H=0/8
WEBS B-K=-129/0, CJ=-135/0, D-1=-130/0, E-H=-146/0
NOTES (7)
1) All plates are 1.5x3 TL20 unless otherwise indicated.
2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
3) Gable requires continuous bottom chord bearing.
4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web).
5) Gable studs spaced at 14-0 oc.
6) Recommend 2x6 strongbacks, on edge, spaced at 10-" oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or
restrained by other means.
7) Truss shall be fabricated per ANSVTPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing
where indicated and within 4' of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and
permanent bracing required for the overall building design. Building Designer shall verity all design information on this sheet forconformance with conditions and
requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the designinformationasitmayrelatetoaspecificbuilding. Any references to job names and locations are for administrative purposes only and are not part of the review orcertificationofthetrussdesigner.
LOAD CASE(S) Standard
Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54904023Contractor/Job: 2509 ABC FLR Date Req:03/19/2004 Draw No:54904023FT4
Job Truss Truss Type OIy Ply Centex-Orlando/2509 A,8,C/jslQ-24-4
54804023 FTS FLOOR 1
Job Reference o *tonal
Universal Forest Prgducts,lnc., Burlington, NC 27215, Jetf. Ken 5.200 s Sep'30 20D3 MTek Industries, Inc. Tue Feb 24 16:26:41 2004 Page 1
9-,1,-9rt1
Seals .1:32
50 TL20= 50 TL20=
1.5x3 TL20= 1.50TL2011 1.5x3 TLZD=
1.5x3 TL20= 30 TL20= 34 TL20 FP= 1.5x3TLZD II 3x4 TLZD= 1.5x3 TLZD=
A B C D E F O H I J K
x 1 Z
W21 Y
U T S R O P 0 N M
5x5TL2D= 30 TL20= 300 M1118H FP= 5x5TLZ0=
3x4 TL20=
9-1-8 ,
1.6-0 4-0-0 6-6-0 9-0-0 10-2.0 , 12-8-0 15-2-0 17-8.0 19.2-0 ,
19.2-0
Plate Offsets X Y: A:Ed a 0-1.8 :0-1-8 Ed e
LOADING (psf) SPACING 2-" C51 DEFL In (loc) Udell Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.34 Vert(LL) -0.27 Q-R a827 360 M1118H 195/188
TCDL 10.0 Lumber Increase 1.W BC 0.88 Vert(TL) -0.43 Q-R >530 240 TL20 2451193
BCLL 0.0 Rep Stress Incr YES WB 0.55 Horz(TL) 0.08 L n/a n/a
BCDL 5.0 CodeFBC2001/fP12002 Matrix) Weight: 99lb
LUMBER BRACING
TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, excepBOTCHORD4X2SYPNo.2 and verticals.
WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) L=1034/0.8-0, V=1034/0.8-0
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD V-W=-1027/0, W-X=-1027/0, A-X=-1027/0, L-Y=-1027/0, Y-Z=-1027/0, K-Z=-1027/0, A-B=-1003(0, B-C=-2578/0, C-D=-3550/0, D-E=-3550/0, E-F=-3998/0,
F-G=-3998/0, G-H=-3998/0, 1-1-I=-3550/0, IJ=-2578/0, J-K=-1003/0
BOT CHORD U-V=0/0, T-U=W1938, S-T=0/3192, R-S=0/3882, Q-R=0/3998, P-O--W3882, O•P=W3192, N-O-O/3192, M-N=0/1938, L-M=0/0
WEBS K-M=W1364, A-U=0/1364, J-M=-1300/0, B-U=-1300/0, J-N=0/890, B-T=0/890, I•N--854/0, C-T=-854/0, I-P=0/498, C-S=W498, H-P=461/0, E-S=461/0,
H-0=-184/460, E-R=•184/460, F-R=-212/59, G-0=-212/59
NOTES (6)
1) Unbalanced floor live loads have been considered for this design.
2) All plates are M1120 plates unless otherwise indicated.
3) All plates are 3x3 TL20 unless otherwise indicated.
4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3.16d nails. Strongbacks to be attached to walls at their outer ends or
restrained by other means.
6) Truss shall be fabricated per ANSVTPI 1.95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing
where indicated and within 4' of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and
permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and
requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design
information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or
certification of the truss designer.
LOAD CASE(S) Standard
Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54904023
Contractor/Job: 2509 ABC FLR Date Req:03/19/2004 Draw No:54904023FT5
Truss'r
54904023 I FT6
s I FLOORy _ I ` I Ply
1 I Centex-Orlando/2509 A,B,ClsW1-24.4
9-1-8F} 1.3.0 11-- AA -I 0-H-8Scab .
50 TL20=
50 TL20= 1.5x3 TL2011 1.5x3 TL20=
1.54TL20= 30 TL20= UsTL20 FP= 1.50 TL201I 3x4TL20= 1.5x3 TL20=
A a C n F F A M i I r
5x5 TL20= 3x4 TL20= 300 WISH FP= 5x5 TL20= 1.50TL20 II
3x4TL20=
1-6-0 4-" 6.6-0 9-0-0 10-3-0 12.9-0 15.3-0 17-9-0 19.3-0
19-3-0
LOADING (psf) SPACING 2-0-0 CSI DEFL in loc) Well Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.37 Vert(LL) -0.28 R >809 360 M1118H 195/188
TCDL 10.0 Lumber Increase 1.00 BC 0.89 Vert(fL) -0.44 R >518 240 TL20 2451193
BCLL 0.0 Rep Stress Incr YES WB 0.55 Horz(TL) 0.08 L n/a n/a
BCDL 5.0 CodeFBC2001/1-PI2002 Matrix) Weight: 100lb
LUMBER BRACING
TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, excepBOTCHORD4X2SYPNo.2 end verticals.
WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-" oc bracing.
REACTIONS (Ib/size) L=1042/0-8-0, V=1035/0-3-8
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD V-W=-1030/0, A-W=-1029/0, L-X=-1035/0, X-Y=-1035/0, K-Y=-1035/0, A-B- 1058/0, B-C=-2635/0, C-D=-3610/0, D-E=-3610/0, E-F=-4059/0, F-G=-4059/0,
G-1-11=41059/0, H-1=3592/0, IJ=-2603/0, J-K=-1012/0
BOT CHORD U-V=0/53, T-U=0/1994, S-T=0/3250, R-S=0/3942, O-R=0/4059, P-O-0/3932, O-P=0/3225, N-0=0/3225, M-N=U/1955, L-M=0/0
WEBS K-M=0/1375, A-U=0/1366, J-M=-1312/0, B-U=-1302/0, J-N=0/902, B-T=0/891, I-N=-865/0, C-T=-856/0, I-P=0/509, C-S=0/500, H-P=-473/0, E-S=-462/0,
H-0=-178/480, E-R_ 187/470, F-R= 218/59, G-G=-222/55
NOTES (7)
1) Unbalanced floor live loads have been considered for this design.
2) Allplates are MII20 plates unless otherwise indicated.
3) All plates are 3x3 TL20 unless otherwise indicated.
4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or
restrained by other means.
6) CAUTION, Do not erect truss backwards.
7) Truss shall be fabricated per ANSVTPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracingwhereIndicatedandwithin4' of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and
permanent bracing required for the overall building design. Building Designer shall verity all design information on this sheet for conformance with conditions and
requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the designInformationasitmayrelatetoaspecificbuilding. Any references to job names and locations are for administrative purposes only and are not part of the review orcertificationofthetrussdesigner.
LOAD CASE(S) Standard
Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54904023
Contractor/Job: 2509 ABC FLR Date Req:03/19/2004 Draw No:54904023FT6
Job Truss Truss Type Oty Ply ICentex-
Odandorz5o9A,B,CrjsW2-24-4
54904023 FT7 FLOOR 4 1 '
NiL— - Job Reference footional)
0*8 1-3-0 ,
r
Sx4 T120=
1.5x3 TL20=
1 5x3 TL20=
A
S
R
9
11-8
1.5x3TL20 II
C D E
6 003 MiTek Industries, Inc. Tue Feb 24 16:26:42 2004 Peg
0*8
Scale . 1
5x4 TL20=
1.5x3 T120=
1.5x3 TL20=
F O H
ME e rxom\ ooA
1.U3 T12011 5x4 T== 1.W TL20 II
i 6-7-8 ,
6-6-0 8.0-8 15.9-8
15-9-8
u
T
5x4 TL2D= 1.50TL2011 LOADING (
psi) SPACING 2-" CSI DEFL In loc) Well Ud PLATES GRIP TCLL
40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.15 L-M >999 360 TL20 2451193 TCDL
10.0 Lumber Increase 1.00 BC 0.84 Vert(TL) -0.22 L-M >823 240 BCLL
0.0 Rep Stress Incr YES WB 0.44 Horz(TL) 0.04 1 n/a r1/a BCDL
5.0 CodeFBC20011rP12002 Matrix) Weight: 82lb LUMBER
BRACING TOP
CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, excep BOT
CHORD 4 X 2 SYP No.2 end verticals. WEBS
4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (
Ib/size) 0=848/0.3-8, 1=848/0.8-0 FORCES (
lb) - Maximum Compressiorl/Maximum Tension TOP
CHORD O-R=-844/0, R-S=-844/0, A-S=-844/0, I-T=-843/0, T-U=-843/0, H-U=-843/0, A-B=-807/0, B-C=-1981/0, C-D=-2675/0, D-E= 2675/0, E-F=-2579/0, F-
G=-1996/0, G-H=-80210 BOT
CHORD P-O=-0/0, O-P=0/1549, N-0=0/2406, M-N=0/2675, L-M=W2675, K-L=0/2426, J-K=0/1544, IJ=OM WEBS
HJ=W1090, A-P=0/1097, GJ=-1032/0, B-P=-1032/0, G-K_-W629, B-0=W602, F-K=-598/0, C-0=-590/0, F-L=0/318, C-N=0/554, E-L=-343/104, D-N=-222/0, E-
M=-166(78 NOTES (
5) 1)
Unbalanced floor live loads have been considered for this design. 2)
All plates are 3x3 TL20 unless otherwise indicated. 3)
This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance Inspection. 4)
Recommend 2x6 slrongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained
by other means. 5)
Truss shall be fabricated per ANSIIrPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where
indicated and within 4' of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent
bracing required for the overall building design. Building Designer shall verity all design information on this sheet for conformance with conditions and requirements
of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information
as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certificationofthetrussdesigner. LOAD
CASE(S) Standard Customer
No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54904023 Contractor/
Job: 2509 ABC FLR Date Req:03/19/2004 Draw No:54904023FT7
Job Truss Truss Type
54904023 I FG7 IFLAT
Oly I Ply I L:enl9X4 tando/2509 A,l1,VIsW2-24-4
0-14 1.9-12 4.10-4 7-10-12 10-11.4 13-11-12 15.8-0 15r9.8
0.1-8 1-8.4 3-0.8 3-0-8 3-0.8 3-0-8 1.8-4 0-1.8
Scala .1:27
24 TL2011
A
500 TL20= 3x4 TL20= 30 T120= 30 TL20= 500 TL20= 2x5 TL2011
a C 0 E F 0
54 T120= 5x10 TL20= 5x4 TL20= 5x4 TL20= 5x10 TL20= 50TL20=
3-4-0 6.4-8 9-5-0 12-5-8 15.9-8
LOADING (psf) SPACING 2-" CSI DEFL in loc) Well PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.94 Vert(LL) -0.35 J-K >525 TL20 2451193
TCDL 10.0 Lumber Increase 1.00 BC 0.95 Vert(TL) -0.55 J-K >335
BCLL 0.0 Rep Stress incr NO WB 0.99 Horz(fL) 0.07 H n/a
BCDL 5.0 Code IBC2000/TPI2002 Matrix) Weight: 86Ib
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.1 TOP CHORD Structural wood sheathing directly applied or 1-4-1 oc purlins, excep
BOT CHORD 2 X 6 SYP SS and verticals.
WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (Ib/size) M=2015/0.3.8, H=2015/0-3-8
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD A-M=-161/0, A-B=-338/0, B-C=-4999/0, C-D=-7403/0, D-E=-7403/0, E-F=-4999/0, F-G=-338/0, G-H=-161/0
BOT CHORD L-M=0/2903, K-L=0/6453, J-K=017628, W=0/6453, H-l--W2903
WEBS B-M=-2959/0, B-L=02477, C-L=-171810, C-K=0/1124, D-K=-266/0, D-J=-266/0, EJ=011124, E-1=-171WO, F-1=0/Z477, F-H=-2959/0
NOTES (5)
1) Provide adequate drainage to prevent water ponding.
2) This truss has been designed for a 10.0 psl bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00.
3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
4) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
5) Truss shall be fabricated per ANSVTPI 1.95 quality requirements. Plates shall be of size and type shown and centered at)oints unless otherwise noted. Provide bracing
where indicated and within 4' of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and
permanent bracing required for the overall building design. Building Designer shall verily all design information on this sheet for conformance with conditions and
requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design
information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or
certification of the truss designer.
LOAD CASE(S) Standard
1) Regular: Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (plf)
Vert: H-M=-160(F=-150), A-G=-100
Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54904023Contractor/Job: 2509 ABC FLR Date Req:03/19/2004 Draw No:54904023FG7
Job Truss Truss Type Qty Ply Centex-Odando/2509 A,B,Clsk/2-2a-4
54WO23 FT8 FLOOR ISIi 1 '
1.3.0
9-WI-88 41:L, P:LOA-
wasWREN EVIAS NWkAIA
2x3 TL20 II 50 TL20= 1.5x3TL201I 3x8 TL20 FP=
1.5x3 TL2011 30 TL20= 50 TLM=
7.10.8
18•e•12 ,
OX.-m.
V ry M
3x4 TL20=
1
1-6-0 4-0-0 6-6-0 7.9-0 , 9-1-4 , 10-4.4 , 12-10.4 15-4-4 16-8.12 , 18-1-4 , 19.2-8 , 20.8.8
20.8.8
LOADING (psf) SPACING 2-0-0 CSI DEFL in loc) Vdefl Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.60 TC 0.56 Vert(LL) 0.14 V 999 360 TL20 2451193
TCDL 10.0 Lumber Increase 1.00 BC 0.81 Vert(TL) 0.22 V-W 888 240
BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(TL) 0.04 P n/a Na
BCDL 5.0 CodeFBC2001/fP12002 Matrix) Weight: 111lb
LUMBER BRACING
TOP CHORD 4 X 2 SYP No.2 TOP CHORD
BOT CHORD 4 X 2 SYP No.2
WEBS 4 X 2 SYP No.3 BOT CHORD
REACTIONS (lb/size) Z=824/0-8-0, M=-157/Mechanical, P=1577/0-3-8
Max UpliftM=-309(load case 2)
Max GravZ=827(load case 7), M=109(load case 3), P=1577(load case 1)
Structural wood sheathing directly applied or 6-0-0 oc purlins,
end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
6-0-0 oc bracing: P-Q,O-P,N-O.
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD Z-AA=-822(0, AA-AB=-822/0, A-AB=-822/0, L-M=-83/379, A-B=-779/0, B-C_ 1931/0, C-D=-2470/0, D-E= 2470/0, E-F=-2554/0, F-G=-2221/0, G-H=-1350/0,
1-1-601197,IJ=-6/538,J-K=-6/538, K-L=-6/538
BOT CHORD Y-Z=0/0, X-Y=O/1500, W-X_=0/2338, V-W=0/2554, U-V--W2554, T•U=0/2554, S-T=0/1912, R-S=01758, Q-R=0/758, P-0=-1197/0, O-P=-1197/0, N-0=-538/6,
M-N=0/0
WEBS I-P=-1649/0, A-Y=O/1059, 1-Q=0/1334, B-Y=-1002/0, 1-1-0=-1222/0, B-X=0/599, H-S=0/834, C-X=-567/0, G-S=-793/0, C-W=0/287, G-T=0/462, E-W=-320/133,
F-T=-561/0, E-V=-194/107, F-U=-88/213, L-N=-703M, 1.0--W965, J-0=-340/0, K-N=-65/209
NOTES (7-8)
1) Unbalanced floor live loads have been considered for this design.
2) All plates are 3x3 TL20 unless otherwise indicated.
3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 309 lb uplift at joint M.
5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or
restrained by other means.
6) CAUTION, Do not erect truss backwards.
7) Truss shall be fabricated per ANSVTPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing
where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and
permanent bracing required for the overall building design. Building Designer shall verity all design information on this sheet for conformance with conditions and
requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design
information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review orcertificationofthetrussdesigner.
8) Right end may be attached to 2x6 So.Pine or larger BC of one or more ply girder truss with Simpson LUS46 or eq. Follow Simpson instructions for installation.
LOAD CASE(S) Standard
Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54904023Contractor/Job: 2509 ABC FLR Date Req:03/19/2004 Draw No:54904023FT8
Truss
54904023 ' IFT9
Truss Type
FLOOR
Oty I Ply I Centex-Orlandol2509 A,B,C/isWZ-24.4
Al
30TL20 FP=
F OT7
i 20-6-8
Scale -
axe TL20 FP= 3x3 TL2011
K L M N 0 P O R
N
3x3 TL20 I I
LOADING (psf) SPACING 2-0-0 CSI DEFL in loc) I/dell Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a n/a 999 TL20 2451193
TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a n/a 999
SCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 S n/a rya
BCDL 5.0 CodeFBC2001/fP12002 Matrix) Weight: 91lb
LUMBER BRACING
TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, excepBOTCHORD4X2SYPNo.2 end verticals.
WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. OTHERS 4 X 2 SYP No.3
REACTIONS (lb(size) AJ=53/20.6-8, S=6/20-6-8, AI=146120-6-8, AH=148/20-6-8, AG=144/20-6-8, AE=145/20.6-8, AD=147/20.6.8, AC=147/20-6.8, AB=147/20-6.8,
AA=147/20-6-8, Z=147/20-6-8, Y=147/20-", X=147/20.6-8, W=147/20-0-8, V=145120-0.8, U=153/20-6.8, T=108/20-6-8
Max Horz AJ=4(load case 1)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD AJ-AK=-48/0, AK-AL=-48/0, A-AL=-48/0, R-S=-1/0, A-B=41/0, B-C=41/0, C-D=-4/0, D-E=-4/0, E-F=44/0, F-G=-4/0, G-H=-4/0, 1-1-6-4/0, IJ=4/0, J-K=4/0,
K-L=4/0, L-M=-4/0, M-N=-4/0, N-0=-4/0, O-P=4/0, P-0 -4/0, O-R=-4/0
BOT CHORD AI-AJ=O/0, AH-AI=010, AG-AH=0/0, AF-AG=010, AE-AF=0/4, AD-AE=0/4, AC-AD=0/4, AB-AC=014, AA-AB=0/4, Z-AA=0/4, Y-Z=0/4, X.Y=0/4, W-X=0/4,
V-W--W4, U-V=0/4, T-U=0/4, S-T--W4
WEBS B-AI=-132/0, C-AH=-134/0, D-AG=-133/0, E-AE- 133/0, F-AD=-133/0, G-AC=-133(0, H-AB=-133/0, I-AA=-133/0, J-Z=-133/0, K-Y=-133/0, M-X=-133/0,
N-W=-134/0, O-V=-132/0, P-U=-138/0, 0-T=-103/0
NOTES (8-9)
1) All plates are 1.5x3 TL20 unless otherwise indicated.
2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
3) Gable requires continuous bottom chord bearing.
4) Truss to be fully sheathed from oneface orsecurely braced against lateral movement (i.e. diagonal web).
5) Gable studs spaced at 1A-0 oc.
6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3.16d nails. Strongbacks to be attached to walls at their outer ends or
restrained by other means.
7) CAUTION, Do not erect truss backwards.
8) Truss shall be fabricated per ANSVrPI 1.95 quality requirements. Plates shall be of size and type shown and centered at joints
unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet Is to reduce
buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verity all design information on this sheet for conformance with conditions and requirements of the specific
building and governing codes and ordinances. The truss designer accepts no responsibility forthe correctness or accuracy ofthe
design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes
only and are not part of the review or certification of the truss designer.
9) THA422: Right end may be attached to 2 or more ply top chord of 19" maximum depth Bat truss girder with Simpson THA422 or
equal. Follow Simpson instructions for installation.
LOAD CASE(S) Standard
Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54904023Contractor/Job: 2509 ABC FLR Date Req:03/19/2004 Draw No:54904023FT9
Job Truss Truss Type Qty Ply Centex-Odando/2509A.BCrjsk/2-24-4
54904023 FT1D FLOOR 1 1 "
Job Reference o 'onal
Universal Forest Products,lnc., Burlington, NC 27215, Je 5.200 s Sep 30 20D3 MrTek Industries, Inc. Tue Feb 20
q 1-8 1— 4-0-0 I 0 1j8
Stale . t
3x4 TL2o=
5x4 TL20= 3x4 T120= 3x3 TL20= 3x3 TL20= 3x3 T120= 3x3TL20= 3x8 TL20FP= 5x4 TL20=
A 0 C D E F O H I J
wl
V now:
011 - P110i - 0"I" miVA _.
5x5 TL20= 3x4 TL20= Us TL20 FP-
3x3 TL20=
7.10•e ,
30 TL20= 30TL20- 30 TL20= 5x5 TL20-
1-6-0 4-0-0 6-" , 7.9.0 , 9-0-0 11-0-0 14.0-0 16.6-0 18-0-0
18-0-0
Y
LOADING (pst) SPACING 2-0-0 CSI DEFL in loc) Well L/d PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.38 Vert(LL) 0.22 O 979 36D TL20 2451193
TCDL 10.0 Lumber Increase 1.00 BC 0.81 Vert(fL) 0.34 N-0 620 240
BCLL 0.0 Rep Stresslncr YES WB 0.51 Horc(TL) 0.07 K We n/a
BCDL 5.0 CodeFBC20011rP12002 Matrix) Weight: 93lb
LUMBER BRACING
TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 4 X 2 SYP No.2 end verticals.
WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) U=969/0-8-0, K=969/0-3-8
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD U-V=-963/0, V-W=-963/0, A-W=-963/0, K-X=-963/0, X-Y=-963/0, J-Y=-963/0, A-B=--934/0, B-C=-2377/0, C-D=-3214/0, D-E=-3508/0, E-F=-3508/0,
F-G=-3219/0, G-H=2376/0, H-1=-2376/0, IJ=-934/0
BOT CHORD T-U=0/0, S-T=0/1803, R-S=0/2923, Q-R=0/2923, P4)=0/3508, O-P--=508, N-0=0/3482, M-N=0/2924, L-M=W1803, K-L=0/0
WEBS J-L=0/1270, A-T=0/1269, I-L=-1208/0, B-T=-1209/0, I-M=0/797, B-S=01798, G-M=-762/0, C-S=-759/0, G-N=0/410, C-0=0/475, F-N=-367/0, D-Q=-549/0,
F-0= 250/365, D-P_ 113/161. E-0=-134168
NOTES (5)
1) Unbalanced floor live loads have been considered for this design.
2) All plates are 1.5x3 TL20 unless otherwise indicated.
3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
4) Recommend 2x6 srongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or
restrained by other means.
5) Truss shall be fabricated per ANSI/TPI 1.95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracingwhereindicatedandwithin4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and
permanent bracing required for the overall building design. Building Designer shall verity all design information on this sheet for conformance with conditions and
requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design
information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or
certification of the truss designer.
LOAD CASE(S) Standard
Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54904023
Contractor/Job: 2509 ABC FLR Date Req:03/19/2004 Draw No:54904023FT10
Job truss 17uss'lype
54904023 IFFil ' IFLOOR iE
Ply I Centex-Urlando/2509 A,13,Vjsk/2.24.4
f *8r, 1-3-0 D
5x4 TL20=
1.5x3 TL20=
1.5x3 TL20= 3x8 TL20 FP= 1.5x3 TL2011
A 8
t. C D E F
xe
w
0-1.8
0.9.10 0.9-10i
Scab .1
1.5x3 TL20=
5x7 TL20= 1.5x3 TL20=
UNITavo/mA, \1W.P., la' -
OVAVIA 0i0s, ILWINW.
W-MU _r2l=
2x3TL2011 5x4 TL20= 1.5x3 TL2011 3x8TL20 FP= 5x4 TL20= 1.50 TLZO II
7.10.8 , 1.1
15-0 4-0-0 6.6-0 7.9.0 , 8.9.8 11.3-8 13-9.8 15-2-0 16.1.2 , 17.1-12
17-1-12
LOADING (psf) SPACING 2-" CSI DEFL in loc) Vdefl Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.35 Vert(LL) -0.12 R-S >999 360 TL20 2451193
TCDL 10.0 Lumber Increase 1.00 BC 0.72 Vert(TL) -0.19 R-S >944 240
BCLL 0.0 Rep Stress Incr YES WB 0.42 Horz(TL) 0.04 M n1a n1a
BCDL 5.0 Cod9FBC2001/fP12002 Matrix) Weight: 93lb
LUMBER BRACING
TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins, excepBOTCHORD4X2SYPNo.2 end verticals.
WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
6-0-0 oc bracing: M-N,L-M.
REACTIONS (Ib/size) V=812/0-8-0, M=1033/0-3.8
Max GravV=821(load case 2), M=1033(load case 1)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD V-W=-815/0, W-X=-815(0, A-X=-815/0, K-Y=017, Y-Z=W7, J-Z--W, A-B=-773/0, B-C=-1910/0, C-D=-2438/0, D-E=-2438/0, E-F=-2515/0, F-G=-2515/0,
G-H=-1897/0, 1-1-1=-787/0, IJ=W58
BOT CHORD U-V=-WO, T-U=W1487, S-T=0/2310, R-S=0/2515, O-R=0/2515, P-O=0/2295, O-P=W1486, N-0=0/1486, M-N=-120/3, L-M=-123/0, K-L=WO
WEBS I-M=-1004/0, A-U=0/1050, I-N=0/1047, B-U=-993/0, H-N=-974/0, B-T=01589, H-P=0/588, C-T— 557/0, G-P=57W0, C-S=-6/278, G-O=-19/486, E-S=-285/130,
E-R=-173/64, F-O=-167/0, I-L=0107, J-L=-100/0
NOTES (7)
1) Unbalanced floor live loads have been considered for this design.
2) This truss is not designed to be used as a floor truss.
3) All plates are 3x3 TL20 unless otherwise indicated.
4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance Inspection. 5) Recommend 2x(3 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3.16d nails. Strongbacks to be attached to walls at their outer ends or
restrained by other means.
6) CAUTION, Do not erect truss backwards.
7) Truss shall be fabricated per ANSVTPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing
where indicated and within 4' of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and
permanent bracing required for the overall building design. Building Designer shall verity all design information on this sheet for conformance with conditions and
requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design
information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review orcertificationofthetrussdesigner.
LOAD CASE(S) Standard
Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54904023
Contractor/Job: 2509 ABC FLR Date Req:03/19/2004 Draw No:54904023FT11
Job Truss Truss Type Oty IPly Centex-Orlando(2509 A,B,CrJ-5lQ-24-4
54904023 IFT12 FLOOR m 1_ 1
3x8TL20FP=
F O H
AE
3x3 TL20= axe TL20FP=
Scale -1
M N O
1-6-0 4-" 6-6-0 7-9-0 8-9.8 , 11.3.8 13.9-8 15.2-0 , 16-1-2 , 17-1.12 ,
17-1.12
LOADING (psf) SPACING 2-0-0 CSI DEFL in loc) Well Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.06 Verl(LL) n/a n/a 999 TL20 2451193
TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 P r a r a
BCDL 5.0 CodeFBC2001/TP12002 Matrix) Weight: 75lb
LUMBER BRACING
TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, exa
BOT CHORD 4 X 2 SYP No.2 end verticals.
WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 4 X 2 SYP No.3
REACTIONS (Ib/size) P=46/17-1-12, AD=53/17-1-12, AC=147/17-1-12, AB=147/17-1-12, AA=147/17-1.12, Z=147/17-1-12, Y=144/17-1-12, W=146/17-1-12, V=147/17-1.1
U=147/17-1-12, T=147/17-1-12, S=146117-1-12, R=151/17.1-12. 0=129/17-1-12
Max Horz AD=6(load case 1)
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD AD-AE=-48/0, A-AE=-48/0, P-AF=-40/0, AF-AG=-40/0, O-AG=-40/0, A-B=-6/0, B-C=-6/0, C-D=-6/0, D-E=-M, E-F=-6/0, F-G=-6/0, G-H=-6/0, 1-1-1=-6/0,
I-J=-WO, J-K=-6/0, K-L=-6/0, L-M=-6/0, M-N- 6/0, N-0=-M
BOT CHORD AC-AD--O/0, AB -AC --OM, AA -AB --WO, Z-AA-WO, Y-Z=0/0, X-Y--WO, W-X_=0/6, V-W--W6, U-V=0/6, T-U--M, S-T=0/6, R-S--W6, Q-R=0/6, P-0=0/6
WEBS B-AC=-133/0, C-AB=-134/0, D-AA=-133/0, E-Z=-133/0, F-Y=-133/0, H-W=-133/0, I-V=-133/0, J-U=-133(0, K-T=-134/0, L-S=-133/0, M-R=-137/0, N-0=-120/0
NOTES (8)
1) All plates are 1.5x3 TL20 unless otherwise indicated.
2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
3) Gable requires continuous bottom chord bearing.
4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web).
5) Gable studs spaced at 1-4-0 oc.
6) Recommend 2x6 strongbacks, on edge, spaced at 10-" oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or
restrained by other means.
7) CAUTION, Do not erect truss backwards.
8) Truss shall be fabricated per ANSVTPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing
where indicated and within 4' of interior joints. Bracing indicated on this sheet Is to reduce buckling of individual members only and does not replace erection and
permanent bracing required for the overall building design. Building Designer shall verity all design information on this sheet for conformance with conditions and
requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design
information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or
certification of the truss designer.
LOAD CASE(S) Standard
Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54904023
Contractor/Job: 2509 ABC FLR Date Req:03/19/2004 Draw No:54904023FT12
Lubb 'rN" IQty (Ply (Centex-Orlando/2509 A,B,CrBWZ-24-4
FT6A54904023 • FI MO
3x3 nzo= C
PL1--§
Scale. 1:7
3-6-0 9-0
LOADING (psf) SPACING
TCLL 40.0 Plates Increase
2-"
1.00
CSI
TC
DEFL in loc) t/dell Ud PLATES GRIP
TCDL 10.0 Lumber Increase
BCLL
1.00
0.16
BC 0.11
Vert(LL) Na
Vert(TL) -0.03
n/a 999 TL20 2451193
D-E >999 2400.0 Rep Stress IncrBCOL5.0 CodeMC2001lrP12002
YES WB 0.04
Matrix)
Horz(rL) 0.00 D r1/a n/a
Weight: 23lb
LUMBER
TOP CHORD 4 X 2 SYP No.2 BRACING
BOT CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-0 oc purtins, WEBS 4 X 2 SYP No.3 end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb(size) E=186/0.3-8, 0=186/0.3-8
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD E•F=-64/0, A-F=64/0, D-G--64/0, C-G=-64/0, A-B=-3/0, B-C=-3(0BOTCHORDD-E=0/155
WEBS B-E=-184/0, B-D=-18410
NOTES (4)
1) All plates are 1.5x3 TL20 unless otherwise indicated.
2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Recommend 2x6 srongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3.16d nails. Strongbacks to be attached to walls at their outer ends orrestrainedbyothermeans.
4) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracingwhereindicatedandwithin4' of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection andpermanentbracingrequiredfortheoverallbuildingdesign. Building Designer shall verify all design information on this sheet for conformance with conditions andrequirementsofthespecificbuildingandgoverningcodesandordinances. The truss designer accepts no responsibility forthe correctness or accuracy of the designinformationasitmayrelatetoaspecificbuilding. Any references to job names and locations are for administrative purposes only and are not part of the review orcertificationofthetrussdesigner.
LOAD CASE(S) Standard
Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54904023Contractor/Job: 2509 ABC FLR Date Req:03/19/2004 Draw No:54904023FT6A
9). Universal Forest Products
Re: 54601246
Centex Homes Orlando 2509 B Roof 73 Lake Monroe
The truss drawing(s) referenced below have been prepared by Universal Forest Products, Inc. under
my direct supervision. Pages or sheets covered by this seal include the following:
53906902 H1
53906902 H2
53906902 H3
53906902 H4
53906902 H5
53906902 H6
53906902 T7
53906902 T8
53906902 H9
53906902 H10
53906902 H11
53906902 H12
53906902 H13
53906902 H14
53906902 HJ7
53906902 E.17
53906902 H18
53906902 H19
53906902 G17
53906902 HJ2
53906902 EJ2
53906902 G15
53906902 HJ3
53906902 EJ3
53906902 H 1G
53906902 CJ5
53906902 CJ3
53906902 CA
Loading (psf) TCLL 20 TCDL 10 BCLL 0 BCDL
Wind: ASCE 7-98 per FBC2001; 110 mph; h = 25 ft; TCDL = 6.0 psf; BCDL = 6.0 psf;
occupancy category II; exposure B; enclosed
My license renewal date for the state of Florida is February 28, 2005
6/9/2004
Joh M. Presley License # 886
The seal on this drawing indicates acceptance of professional engineering responsibility solely for the
truss component(s) listed and attached. The suitability and use of each component for any particular
building is the responsibility of the building designer, per ANSIITPI-2002 Sec. 2.
10
Eastern Division
5631 South NC 62 Burlington. NC 27215 Tel: (336) 226-9356 Fax: (336) 476-9146
53906902 1 HI. HIP
2003
10.0 4.6-5 7-0-0 12.1.1 17.0.6 21.11.10 26.10-15 32.0-0 3"_0
1-0.0 4.6-5 2.5.11 5.1.1 4.11.5 4.11-5 4.11-5 5.1.1 4-00
h10 =
ate = die = 3ts = yte = 5110 =
Oa10 = a R O P O N M L K
one = e110M111 H= die = eis = Ste = 5s7 = 3z4 =
ete = k10 MI118H=
7-1.12 12.1.1 17-0.6 21-11-10 26.10.15 31.10.4 36-0-0
7-1.12 4-11-5 4.11.5 4.11.5 4.11.5 4.11.5 4.1.12
Plate Offsets (X.YI: r8:0-2-7.Edctel. (D:0-7-0.0-2-41. F:0-4-0.0-3-01, rl:0.7.12.0-2-81
LOADING (psf) SPACING 2.0-0 CSI DEFL In be) Vdefl PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.98 Vert(LL) 0.88 O-P >486 TL20 245/193
TCDL 10.0 Lumber Increase 1.25 BC 0.92 Vert(TL) 1.25 O-P >343
BCLL 0.0 Rep Stress Incr NO WB 0.78 Horz(TL) 0.19 K nla
BCDL 10.0 Code FBC2001 Matrix) let LC LL Min Well - 240 Weight: 214 lb
LUMBER
TOP CHORD 2 X 4 SYP No.2 'Except'
T2 2 X 4 SYP SS, 73 2 X 4 SYP SS
BOT CHORD 2 X 8 SYP No.1 'Except'
B22X6SYP SS WEBS
2 X 4 SYP No.3 'Except' W22X4SYP
No.2,W22X4SYP No.2 W2 2 X
4 SYP No.2, W2 2 X 4 SYP No.2 W2 2 X
4 SYP No.2, W4 2 X 4 SYP No.2 REAC11ONS (Ib elze)
B-306210.3.10 (Input: 0-3-8). K-307510-3-8 Max Horz B-
100(load case 4) Max UplIRB--1068(
load case 3), K--1166(load case 3) BRACING TOP CHORD
Sheathed,
except end verticals. BOT CHORD Rigid
ceiling directly applied or 4.3.6 oc bracing. FORCES (lb) - First
Load Case Only TOP CHORD A-
B-26, B-C--7013, C-D--6879, D-E--8894, E-F--9852, F-G--9848, G-H--9407,1-1-6.7470, I-J--4352, J-K--2947 BOT CHORD B-
S-8407, R-S-6371, Q-R-6371, P-O-8893, O-P-9407, N-0-7469, M-N-7469, L-M-3929, K.L-219 WEBS D-S-
332, 1-L--1018, C-S--62, D-Q-2897, E-0--1216, E-P-1110, F-P--633, G-P-507, G-0--900, H-O-2243, H-M--1799,1-M-4066, J-L-3945
i NOTES (10-
11)
1) Unbalanced roof
live loads have been considered for this design. 2) Wind: ASCE
7-98 per FBC2001;110mph; h-25ft; TCDL -S.Opsf; SCOL-6.0psf; occupancy category 11, exposure B; enclosed;MWFRS gable end zone; cantilever left and
right exposed ; end vertical left and right exposed;L.umber DOL-1.60 plate grip DOL-1.33. 3) Provide adequate
drainage to prevent water ponding. 4) AU plates
are TL20 plates unions otherwise Indicated. 5) WARNING: Required
bearing size at joints) 8 greater than Input bearing size. 6) Bearing at
Jolnt(s) K considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify capacity
of bearing surface. 7) Provide mechanical
connection (by others) of truss to bearing plate capable of withstanding 1068 lb uplift at joint B and 1166 lb
uplift at Joint K. 8) Girder carries
hip and with 7.0-0 and setback 9) Special hanger(
s) or connection(s) required to support concentrated load(s) 220.Olb down and 177.61b up at 32-0-0. and 385.01b
down and 310.81b up at 7.0.0 on top chord. Design for unspecified connectlon(s) Is delegated to the building designer. 10)
Truss shall
be fabricated per ANSVTPI 1.95 quality requirements. Plates shall be of size and type shown and centered at Joints
unless otherwise noted. Provide bracing where Indicated and within 4' of interior joints. Bracing Indicated on this
sheet Is to reduce buckling of Individual members only and does not replace erection and permanent bracing required
for the overall building design. Building Designer shall verify all design Information on this sheet for
conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss
designer accepts no responsibility for the correctness or accuracy of the design Information as it may relate
to a specific building. Any references to job names and locations are for adminlatrative purposes only and are not
part of the review or certification of the truss designer. 11) Right end
may be attached to 2x8 SO.Plne BC of two or more ply girder truss with Simpson HUS28 or eq. Follow Simpson instructions for
installation. LOAD CASE(S)
Standard 1) Regular: Lumber
Increase-1.25, Plate Increase-1.25 Uniform Loads (plf)
Vert: A-D--
50.0, D-1--130.5, I-J--80.0, B-K-43.5 Concentrated Loads (lb)
Vert: D--385.
01--220.0 Customer No:11045
Customer Name: CENTEX HOMES ORLANDO Shop No: 53906902 Contractor/Job: 2509
EL.B RF Date Req:04/24/2003 Draw No:53906902H1
53906902 , I H2 . I HIP
14 5-8.14 9-" 18.0.9 22.11-7 30-" 36.0-0
T
1-" 5-8-14 3.3.2 7-" 6-10.13 7-0-9 6-"
scab -M
GO =
so = ad 11 lrfl]
3a7 = O N M L K J 1
39e = 390 = 316 = 30 =
Us=
a@ = RA3 11
18-0.9 22.11-7 29.10.4 36-0.0
9.1-12 6.10.13 6.10-13 6.10.13 6.1.12
Plate Offsets MY): ID:0-54,0.2.81.IE:0-4.0,0.3-01,IG:0.5.4,0-2-81
LOADING (psf) SPACING 2.0.0 CSI DEFT. in (loc) Udef1 PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.61 Verl(LL) 0.29 L-M 999 TL20 2451193
TCDL 10.0 Lumber Increase 1.25 SC 0.75 Vert(TL) 0.49 L-M 871
BCLL 0.0 Rep Stress Incr NO WS 0.57 Horz(TL) 0.11 1 nla
BCDL 10.0 Code FBC2001 MaVix) 1sl LC LL Min 1/def1.240 Weight:181 lb
LUMBER
TOP CHORD 2 X 4 SYP No.2
SOT CHORD 2 X 4 SYP No.2
WEBS 2 X 4 SYP No.3
REACTIONS (Ib alze) B-14M-3.8,1-1427/0-3-8
Max Horz 8.115(load case 4)
Max Uplift8-423(load case 2),1--395(load case 3)
BRACING
TOP CHORD Sheathed or 2-11-12 oc purlins, except end vertical&.
BOT CHORD • Rigid ceiling directly applied or 6.2-7 oc bracing.
FORCES (ib) - Frost Load Case Only
TOP CHORD A-8-22, B-C--3061, C-D--2820, D-E--3380, E-F--3173, F•G--3173, G-H.-2151, H-6-1361
BOT CHORD B-O-2704, N-O-2607, M-N-2587, L-M-3391, K-L-1916, J-K-1916,1-J•18O
WEBS D-0-309, G•J--271, E-M--304, F-6-409, C-0--227, D-M-900, E-t --251, G-L-1427, H-J-1789
NOTES (5-5)
1) Unbalanced root live loads have been considered for this design.
2) Wind: ASCE 7-96 per FBC2001;110mph; h-25ft; TCDL-6.0psf; BCDL-6.Opst; occupancy category 11; exposure B; enciosed;MWFRS gable end zone;
cantilever left and right exposed; end vertical left and right exposed;Lumber DOL-1.60 plate grip DOL-1.33.
3) Provide adequate drainage to prevent water ponding.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 423 lb uplift at Joint B and 395 lb uplift at Joint 1.
5) Truss shall be fabricated per ANSVrPI 1-95 quality requirements. Plate& shag be of size and type shown and centered
at Joints unless otherwise noted. Provide bracing where Indicated and within 4' of Interior Joints. Bracing indicated on
this sheet Is to reduce buckling of Individual members only and does not replace erection and permanent bracing
required for the overall building design. Building Designer shall verily all design Information on thle shoot for
conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss
designer accepts no responsibility for the correctness or accuracy of the design information as It may relate to a
specific building. Any references to Job names and locations are for administrative purposes only and are not part of
the review or certification of the truss designer.
6) H26R: Right end may be attached to 2x8 $o.Pine SC of two or more ply girder truss with Simpson HUS26 or•eq.
Follow Simpson Instructions for Installation.
LOAD CASE(S) Standard
Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No:'53906902
Contractor/Job: 2509 EL.B RF Date Req:04/24/2003 Draw No:53906902H2
53905902 , H3 R900qVfl60S8S
64-3 11-0-0 25-0-0 29.6.13 36-0.0
r
1-0-0 6-5.3 4-0.13 14-0-0 4.6.13 6.5.3
I 2011 a=
317= M L K J 1 30=
us = sus = 3d = 315 = MIS =
9.3-14 18" 26-8.2 36-0-0
9.3.14 8-8.2 8-8-2 9.3.14
Plate Offsets IX.Y): fD:0-3.0,0-2-41,IF:0-3-0,0.2.41
LOADING (psf) SPACING 2-0-0 CSI DEFL In (Ice-) I/dell PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.45 Vert(LL) 0.22 K >999 TL20 2451193
TCDL 10.0 Lumber Increase 1.25 SC 0.80 Vert(TL) -0.43 K-M >999
BCLL 0.0 Rep Stress Incr YES WS 0.23 Horz(TL) 0.13 H n/a
BCDL 10.0 Code FBC2001 Matrix) 1st LC LL Min Well - 240 Weight: 1671b
LUMBER
TOP CHORD 2 X 4 SYP N0.2
SOT -CHORD 2 X 4 SYP No.2
WEBS 2 X 4 SYP No.3
REACTIONS (Ib/slze) H-1427/Mechanlcal, 9.149810.3.8
Max Horz B-131(load case 4)
Max UpIIRH--328(load case 3). 8--382(load case 2)
BRACING
TOP CHORD Sheathed or 3-2.14 oc purlins.
BOT CHORD Rigid ceiling directly applied or 7-9-2 cc bracing.
FORCES (lb) - First Load Case Only
TOP CHORD A-S-22, B-C--3046, C-D--2782, F-G--2789, G-H--3057, D-E--2829, E-F--2829
SOT CHORD B-M-2749, L-M-2371, K-L-2371, J.K-2374, I-J-2374, H-1-2761
WEBS C-M--309, D-M-432, F-I-440, G-6-315, E-K--443, D-K-549, F-K-544
NOTES (5-B)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7.96 per FBC2001;110mph; h-2511; TCDL-6.0p9; BCDL-5.0psh occupancy category II; exposure B; enclosed;MWFRS gable end zone;
cantilever left and right exposed; end vertical left and right exposed;Lumber DOL-1.60 plate grip DOL-1.33.
3) Provide adequate drainage to prevent water ponding.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 328 lb uplift at joint H and 382 lb uplift at joint B.
5) Truss shall be fabricated per ANSVTPI 1-95 quality requirements. Plates shall be of size and type shown and centered
at joints unless otherwise noted. Provide bracing where Indicated and within 4' of Interior joints. Bracing Indicated on
this sheet Is to reduce buckling of Individual members only and does not replace erection and permanent bracing
required for the overall building design. Building Designer shall verify all design Information on this sheet for
conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss
designer accepts no responsibility for the correctness or accuracy of the design Information as it may relate to a
specific building. Any references to job names and locations are for administrative purposes only and are not part of
the review or certification of the truss designer.
5) H28R: Right and may be attached to 2x8 So.Plne BC of two or more ply girder truss with Simpson HUS28 or eq.
Follow Simpson Instructions for Installation.
LOAD CASE(S) Standard
Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906902
Contractor/Job: 2509 EL.B RF Date Req:04/24/2003 Draw No:53906902H3
53906902 , 11-114,
1.0-0 8.5-3 , ' 13.0.0 23.0-0 29.6.13 36.0-0 ,
1-" 6-5.3 8-6•13 10.0.0 6-6-13 6-5-3
Bode
axe =
zu 11 d`° =
317 = M L x J 1 3t7 =
34 = are = so = 30 = 34 =
9$•14 18-0-0 264.2 36-0-0
9-3-14 8.8-2 8.8-2 9-3.14
Plate Offsets MY): ID:0-3-0.0.2.41.1F:0.3-0.0-2-41
LOADING (psf) SPACING 2.0-0 CSI DEFL In (loc) Udell PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.54 Vert(LL) 0.16 K >999 TL20 245f193
TCDL 10.0 Lumber Increase 1.25 BC 0.79 Vert(TL) -0.39 K-M >999
SCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(TL) 0.13 H Wa
BCDL 10.0 Code FBC2001 (Matrix) 1 at LC LL Min Well - 240 Weight:171 lb
LUMBER BRACING
TOP CHORD `2 X 4 SYP No.2 TOP CHORD Sheathed or 3-1-1 oc purlins.
BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 7-8-15 oc bracing.
WEBS 2 X 4 SYP No.3
REACTIONS (Ibfalze) H•1427/Mechanical, 6-1498f0-3-8
Max Horz B6149(load case 4)
Max UpllftH--319(load case 5). B--389(load case 4)
FORCES (lb) - First Load Case Only
TOP CHORD A-B-22, B-C--3071, C-D--2769, F-G-2776, G-H--3081, D-E-2365, E-F•-2365
BOT CHORD S-M-M7, L-M-2174, K-L-2174, J-K-2176,1-J-2178, H-1-2788
WEBS C-M--394, D-M-552, F-1-560, G-I--400, E-K--252, D-K-284, F-K-280
NOTES (5.6)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-98 per FBC2001;110mph; h-25ft; TCDIr8.0psf; BCDL-6.0psf; occupancy category 11; exposure 8; enclosed;MWFRS gable and zone;
cantilever left and right exposed; end vertical left and right exposed;Lumber DOL-1.60 plate grip DOL-1.33.
3) Provide adequate drainage to prevent water ponding.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 319 lb uplift of joint H and 389 lb uplift at joint S.
5) Truss shall be fabricated per ANSUTPI 1-95 quality requirements. Plates shall be of size and type shown and centered
at joints unless otherwise noted. Provide bracing where Indicated and within 4' of Interior joints. Bracing Indicated on
this sheet Is to reduce buckling of Individual members only and does not replace erection and permanent, bracing
required for the overall building design. Building Designer shag verify all design Information on this sheet for
conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss
designer accepts no responsibility for the correctness or accuracy of the design Information as It may relate to a
specific bugding. Arry references to job names and locations are for administrative purposes only and are not part of
the review or certification of the truss designer.
6) H28R: Right and may be attached to 2x8 So.Pine BC of two or more ply girder truss with Simpson HUS28 or eq.
Follow Simpson Instructions for Installation.
LOAD CASE(S) Standard
Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906902
Contractor/Job: 2509 EL.B RF Date Req:04/24/2003 Draw No:53906902H4
H5
S
6.5-3 11.10.14 15-0-0 21.0-0 24-1.2 29-8-13 36.0-0
1.0-0 6.5-3 5-5-10 3.1-2 6-0-0 3-1-2 5-5.10 6.53
Scab -1
aoo F2 so = 54 =
3x7 = N M L K J 30 =
30 = its = silo = Us = 30 =
93-14 18-0-026-8.2 36-0-0 03.
14 8.8-2 a-a-2 9.3.14 Plate
Offsets (X,Y): ID:0-4-0.0-3.01.IE:0-3.0.0-2-41.IF:0.3-0.0.2.41.IG:0.4-0.0-3-01 LOADING (
psf) TCLL
20.0 SPACING
2.0-0 Plates
Increase 1.25 CSf
TC
0.43 DEFL
In (toc) Udeff Vert(
LL) -0.17 L >999 PLATES
GRIP TL20
2451193 TCDL
10.0 Lumber Increase 1.25 SC 0.76 Vert(TL) -0.38 I-J >999 SCLL •
0.0 Rep Stress Incr YES WB 0.66 Horz(CL) 0.13 1 n/a BCDL
10.0 Code FBC2001 Matrix) 1 stLC LL Min Udell - 240 Weight:183 lb LUMBER
TOP
CHORD 2 X 4 SYP No.2 BOT
CHORD 2 X 4 SYP No.2 WEBS
2 X 4 SYP No.3 REACTIONS (
Ib/slze) 8.1498/0-3.6, 1-1427/Mechanlcal Max
Hon B-168(load case 4) Max
UpllfiB--413(load case 4),6-343(load case 5) BRACING
TOP
CHORD Sheathed or 3-3-1 cc purlIns. BOT
CHORD Rigid ceiling directly applied or 7-4-12 cc bracing. FORCES (
lb) - First Load Case Only TOP
CHORD A-B-22, B-C--3053, C-D--2770, D-E--1983, F-0--1983, 0-H--2778, H-1--3073, E-F--2021 SOT
CHORD B-N-2768, M-N-2265, L-M-2265, K-L-2268, J-K-2268, I-J-2779 WEBS
C-N--371, D-N-496, G-J-504, H-J--377, E-L-505, F-L-504, G-L--598, D-L--593 NOTES (
5-6) 1)
Unbalanced roof live loads have been considered for this design. 2)
Wind: ASCE 7-08 per FBC2001; I IOmph; h-25f ; TCDL.6.0psf. BCDL.6.Opsf; occupancy category II; exposure 8; endosed;MWFRS gable end zone; cantilever
left and right exposed ; end vertical left and right exposed;L.umberDOL-1.60 plate grip DOL-1.33. 3)
Provide adequate drainage to prevent water ponding. 4)
Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 413 lb uplift at joint B and 343 lb uplift at Joint1. 5)
Truss shall be fabricated per ANSVTPI 1-95 quality requirements. Plates shall be of size and type shown and centered at
Joints unless otherwise noted. Provide bracing where Indicated and within 4' of Interior joints. Bracing Indicated on this
sheet Is to reduce buckling of Individual members only and does not replace erection and permanent bracing required
for the overall building design. Building Designer shall verify all design Information on this shoot for conformance
with conditions and requirements of the specific building and governing codes and ordinances. The truss designer
accepts no responsibility for the correctness or accuracy of the design Information as It may relate to a specific
building. Any references to job names and locations are for administrative purposes only and are not part of the
review or certi0cation of the truss designer. 6)
H28R: Right end may be attached to 2x8 So -Pine BC of two or more ply girder truss with Simpson HUS26 or eq. Follow
Simpson Instructions for Installation. LOAD
CASE(S) Standard Customer
No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906902 Contractor/
Job: 2509 EL.B RF Date Req:04/24/2003 Draw No:5390 F902H5
53906902 1 H6 ,
14 6.5-3 1 11-10-14 17-0-0 , 19-0-0 , 24-1-2 29-6-13 36-0.0
1-0-0 8.5.3 5.5.10 5-1.2 2-0-0 5-1-2 5.5-10 6-5.3
Sotls -
s00 12 50 = sae =
I
30 = N M L K J 3x7 =
Us= Us= 5912 = 348 = Us =
9.3-14 to-" i 26-8-2 36-0-0
9-3.14 B-8-2 8-8.2 9-3.14
Plate Offsets (X,Y):ID:0-4.0,0-3.0I,fE:0-3-0,0.2-41.(F:0-3-0,0-2-41.fG:0-4-0.0-3-01
LOADING (psf) SPACING 2.0-0 CSI DEFL in (loc) Udell PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.44 Vert(LL) 0.17 L >999 TL20 2451193
TCDL 10.0 Lumber Increase 1.25 BC 0.78 Vert(TL) -0.38 I-J >999
BCLL 0.0 Rep Stress Incr YES WO 0.75 Horz(TL) 0.13 1 We
BCDL 10.0 Code FBC2001 Matrix) 1st LC LL Min I/defl - 240 Weight:183 lb
LUMBER
TOP CHORD 2 X 4 SYP No.2
BOT CHORD 2 X 4 SYP No.2
WEBS 2 X 4 SYP No.3
REACTIONS (lb/size) 8-1498/0-3-8,1.1427/Mechenical
Max Horz B-186(load case 4)
Max UpliftB•-435(load case 4), I--364(load case 5)
BRACING
TOP CHORD Sheathed or 3-3-0 oc purlins.
BOT CHORD Rigid calling directly applied or 7-1-0 oc bracing.
FORCES (lb) - First Load Case Only
TOP CHORD A-B-22, B-C--3057, C-D--2773, D-E--1947, F-G--1947, G-1-1--2780, H-1--3067, E-F.-1612
SOT CHORD B-N-2762, M-N-2278, L-M-2278, K-L.2281, J-K-2281, I-J-2773
WEBS C-N--353, D-N-484, G-J-491, H-J--359, E-L-524, F-L-523, G-L.-696, D-L-7693
NOTES (5-6)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-98 per FBC2001;110mph; h-25ft; TCDL-6.Opsf; BCDL-6.0psf; occupancy category 11; exposure B; enclosed;MWFRS gable end zone;
cantilever left and right exposed; end vertical left and right exposed;Lumber DOL-1.60 plate grip DOL-1.33.
3) Provide adequate drainage to prevent water ponding.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 435 lb uplift at Joint B and 354 lb uplift at joint 1.
5) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered
at joints unless otherwise noted. Provide bracing where Indicated and within 4' of Interior joints. Bracing Indicated on
this sheet is to reduce buckling of Individual members only and does not replace erection and permanent bracing
required for the overall building design. Building Designer shall verify all design Information on this sheet for
conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss
designer accepts no responsibility for the correctness or accuracy of the design Information as it may relate to a
specific building. Any references to job names and locations are for administrative purposes only and are not part of
the review or certification of the truss designer.
S) H26R: Right end may be attached to 2x8 So.Plne BC of two or more ply girder truss with Simpson HUS28 or eq.
Follow Simpson Instructions for Installatlon.
LOAD CASE(S) Standard
Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906902
Contractor/Job: 2509 EL.B RF Date Req:04/24/2003 Draw No:53906902H6
53900902 . IT7 I ROOF TRUSS
1 0 6.5.3 11.10.14 18-0-0 24.1-2 29.8-13 36-0-0
1-0-0 6-53 5-5.10 6-1.2 8.1.2 5-5-10 65.3
ante .
6o =
aoo tz
3s7 = M L K J 1 30 =
Us = ale = 34 = 3a8 = 30 =
93.14 16-0.0 20.8.2 36-"
93-14 8-8-2 8.8.2 9.3-14
LOADING (pslj SPACING 2-0-0 C81 DEFL In loc) Well PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.44 Vert(LL) 0.18 K >999 TL26 245/193
TCDL 10.0 Lumber Increase 1.25 BC 0.79 Vert(TL) -0.39 H-1 >999
SCLL 0.0 Rep Stress Incr YES WB 0.80 Horz(TL) 0.13 H n/a
BCDL 10.0 Code FBC2001 Matrix) 1st LC LL Min Udell - 240 Weight:174 lb,
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 3-3-0 cc purllns.
BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rlgid calling directly applied or 6-11-8 oc bracing.
WEBS 2 X 4 SYP No.3
REACTIONS (Ib/slze) B-1498/0-3.8, H-1427/Mechanical
Max Horz B-195(load case 4)
Max UplIhS--444(load case 4). H--374(load case 5)
FORCES (lb) - First Load Case Only
TOP CHORD A-B-22, B-C--3056, C-D--2773, D-E--1944, E-F--1944, F-G--2761, G-H--3066
SOT CHORD 8-M-2760, L-M-2281, K4,-7281, J-K-2284, I- J-2284, H-1-2772
WEBS C-M--349, D-M-481, D•K--704, E-K-1052, F-K--708, F-1-489, G-6-355
NOTES (4-5)
1) Unbalanced roof live loada have been considered for this design.
2) Wind: ASCE 7-98 per FBC2001;110mph; h-25ft; TCDL-6.0psf; BCDL-6.0psf; occupancy category II; exposure B; encio3ed;MWFRS gable end zone;
cantilever left and right exposed; end vertical left and right exposed;Lumber DOL-1.60 plate grip DOL-1.33.
3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 444 lb uplift at Joint 8 and 374 lb uplift at Joint H.
4) Truss shall be fabricated per ANSI/rPl 1-95 quality requirements. Plates *shall be of size and type shown and centered at Joints unless otherwise noted.
Provide bracing where Indicated and within 4' of Interior Joints. Bracing Indicated on this sheet Is to reduce buckling of Individual members only and does
not replace erection and permanent bracing required for the overall building design. Building Designer shall verily all design Information on this sheet for
conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility
for the correctness or accuracy of the design Information as It may relate to a specific building. Any references to Job names and locations are for
administrative purposes only and are not pan of the review or certification of the truss designer.
5) H28R: Right and may be'attached to 2x8 So.Plne BC o1 two or more ply girder truss with Simpson HUS28 or eq. Follow Simpson Instructions for
Installation.
LOAD CASE(S) Standard
Customer No:11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906902
Contractor/Job: 2509 EL.B RF Date Req:04/24/2003 Draw No:53906902T7
53906902 - IT8 - IROOF TRUSS
11-0-0 6-&3 11-10.14 18.0-0 24-1.2 1 29.6-13 36-0-0 37-0:0
1-0-0 6-5.3 5.5-10 6-1-2 0-1.2 5.5.10 6-5-3 1-0-0
Bomb -1:EC
a.00 jtY
sa =
30 = N M L K J 30 =
335 = 34 = us = 9Me = 30 =
9-0.14 18-0-0 26-8.2 36-0-0
9.3.14 8-8.2 8-8-2 9.3.14
LOADING (psf) SPACING 2.0-0 CS! DEFL In lot) Well PLATES GRIP
TCLL 2010 Plates Increase 1.25 TC 0.42 Vert(LL) 0.18 L >999 T L20 245/193
TCDL 10.0 Lumber Increase 1.25 BC 0.70 • Vert(TL) -0.38 L-N >999
SCLL 0.0 Rep Stress Incr YES WB 0.80 Horz(TL) 0.13 H We
BCDL 10.0 Code FBC2001 Matrix) 1 st LC LL Min Well - 240 Weight:176 lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP Not TOP CHORD Sheathed or 3-3-6 oc purllna.
SOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid telling directly applied or 6-11.15 oc bracing.
WEBS 2 X 4 SYP No.3
REACTIONS (Ib/size) B-149710-3.8. H-1497/0.3.6
Max Harz B--187(load case 5)
Max UpIIttB--444(load case 4), H•.444(load case 5)
FORCES (lb) - First Load Case Only
TOP CHORD A-B-22, B-C•-3053, C-D--2770, D-E--1941, E-F--1941, F-G.-2770, G-H--3053, H-1-22
BOT CHORD B-N-2758, M-N-2278, L-M-2278, K-L-2278, J-K-2278, H-J.2758
WEBS C-N--349, D-N-461, D-L-=704, E-L-1050, F-6--704, F-J-481, G-J--349
1)
TES
Unbalan(ce)d roof live loads have been consldered for this design.
2) Wind: ASCE 7-98 per FBC2001;110mph; h-25ft; TCDL-6.0psl; BCDLr6.0ps1; occupancy category II; exposure B; endosed;MWFRS gable and zone;
cantilever left and right exposed; end vertical left and right exposed;Lumber DOL-1.60 plate grip DOL-1.33.
3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 444 lb uplift at Joint B and 444 lb uplift atJoint H.
4) Truss shall be fabricated per ANSVrPI 1-95 quality requirements. Plates shall be of size and type shown and centered at Joints unless otherwise noted.
Provide bracing where Indicated and within 4' of Interior Joints. Bracing Indicated on this sheet Is to reduce buckling of Individual members only and does
not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design Information on this sheet for
conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibilityforthecorrectnessoraccuracyofthedesignInformationasItmayrelatetoaspecificbuilding. Any references to job names and locations are for
administrative purposes only and are not part of the review or certification of the truss designer.
LOAD CASE(S) Standard
Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906902
Contractor/Job: 2509 EL.B RF Date Req:04/24/2003 Draw No:53906902T8
63906902 .IH9 ,
6.5.3 11.10-14 17.0-0 19-0-024.1-2 29-6-13 , _ 38-" 37-0.0 1-
0-0 8.53 5.5-10 5.1-2 2-0-0 5.1-2 5-5.10 6-5.3 1-0.0 Sods
1 sco
12 so = so = 3x7 =
O N M L K 317 = 34 =
34 = SX12 = 39s = 30 = 03.
14 16-0-0 26-8-2 36-0-0 , 93-
14 B-8.2 8.8.2 9.3-14 Plate
Offsets (X,Y): ID:0.4.0,0-3-01.fE:0-3-0,0-2-41.[F:0.3-0,0-2-41,[G:0.4-0,0-3-01 LOADING (
psf) SPACING 2-0-0 CSI DEFL In (loc) I/dell PLATES - GRIP TCLL
20.0 Plates Increase 1.25 TC 0.42 Vert(LL) 0.17 M >999 TL20 2451193 TCDL
10.0 Lumber Increase 1.25 SC 0.70 Vert(TL) .0.38 M-O >999 BCLL
0.0 Rep Stress Incr YES WB 0.74 Horz(fL) 0.13 1 n/a BCDL
10.0 Code FBC2001 Matrix) 1st LC LL Min Vdefl - 240 Weight:185 lb LUMBER
TOP
CHORD 2 X 4 SYP No.2 SOT
CHORD 2 X 4 SYP No.2 WEBS
2 X 4 SYP No.3 REACTIONS (
Ib/size) B-1497/0-3-8,1-1497/0-3-8 Max
Horz B--178(load case 5) Max
UpllftB-434(load case 4),1- 434(load case 5) BRACING
TOP
CHORD Sheathed or 3.3-5 oc purllns. BOT
CHORD Rigid calling directly applied or 7-1-9 oc bracing. FORCES (
lb) - First Load Case Only TOP
CHORD A-B-22, B-C--3054, C-D.-2770, D-E--1944. F-G--1944, G-H--2770, H-1--3054, I-J-22, E-Fa-1809 SOT
CHORD 8-0-2759, N-0-2275, M-N-2275, L-M-2275, K-L-2275, I-K-2759 WEBS •
C-0--353, D-0-484, G-K-484, H-K--353, E-M-523, F-M-523, G-M--593, D-M--593 NOTES (
5) 1)
Unbalanced roof live loads have been considered for this design. t)
Wind: ASCE 7-96 per FBC2001; 110mph; h-25ft; TCDL-8.0psf; BCDL-6.0psf; occupancy category II; exposure B; enclosed;MWFRS gable end zone; cantilever
left and right exposed; end vertical left and right exposed;Lumber DOL-1.60 plate grip DOL-1.33. 3)
Provide adequate drainage to prevent water ponding. t)
Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 434 lb uplift at joint B and 434 lb uplift at joint 1. 5)
Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at jointsunless otherwise noted. Provide
bracing where Indicated and within 4' of Interior joints. Bracing Indicated on this sheet Is to reduce buckling of Individual members only and does not
replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design Information on this sheet for conformance
with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibilit) for
the correctness or accuracy of the design Information as It may relate to a specific building. Any references to job names and locations are for administrative
purposes only and are not part of the review or certification of the truss designer. OAD
CASE(S) Standard Customer
No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906902 Contractor/
Job: 2509 EL.B RF Date Req:04/24/2003 Draw No:53906902H9
53906902 •IH10 - jROQQWNW00W"*%kj1
1.0.0 6.5-3 11-10-14 15-0.0 21-0-0 24.1.2 A 29.6-13 3"-0 37.0-p
1-0-0 8.5-3 5.5-10 3.1.2 6-" 3-1-2 5-5.10 6-5-3 1-0-0
Bade. I
swff Us= 8a0 =
Sal = a N M L K 3117 =
Us = 318 = 5110 = 3a8 = Us =
9.3-14 Is-" 26.8-2 38-0-0
9.3.14 8.8.2 8.8-2 9.3.14
Plate Offsets (X Y): ID:0-4.0 0-3.01 fE:0-3.0,0-2-41,IF:0.3-0,0-2.41,IG:0-4-0,0-3.01
LOADING (psf) SPACING 2.0.0 • C91 DEFL In (loc) Well PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.41 Vert(LL) -0.17 M >999 TL20 2451193
TCDL 10.0 Lumbar Increase 1.25 SC 0.70 Vert(TL) -0.38 M-0 >999
BCLL 0.0 Rep Stress Incr YES WB 0.65 Horz(rL) 0.13 1 n/a
BCDL 10.0 Code FBC2001 Matrix) 1st LC LL Min Well - 240 Weight:164 lb
LUMBER
TOP CHORD 2 X 4 SYP No.2
BOT CHORD 2 X 4 SYP No.2
WEBS 2 X 4 SYP No.3
REACTIONS (Ib/size) 8-1497/0-3-8,1-1497/0.3.8
Max Horz B--159(load case 5)
Max UpliftB-413(load case 4), I.-413(load case 5)
BRACING
TOP CHORD Sheathed or 3-3-7 cc purlins.
BOT CHORD Rigid ceiling directly applied or 7-5-5 cc bracing.
FORCES (lb) - First Load Case Only
TOP CHORD A-8-22, B-C--3060, C-D--2768, D-E-4980, F-G--1980, G-H--2768, H-1--3060,1-J-22, E-F--2018
30T CHORD B-0-2765, N-0-2262, M-N-2262, L-M-2262, K-L-2262,1-K-2766
NEBS C-0--3710 D-0-498, G-K-496, H-K--371, E-M-504, F-M-504, G-M--593, D-M--593
VOTES (5)
1) Unbalanced roof live loads have been considered for this design.
Wind: ASCE 7-98 per FBC2001; 11 Omph; h-25ft; TCDL-6.Opsf; BCDL-B.Opsl; occupancy category II; exposure B; enclosed;MWFRS gable end zone;
cantilever left and right exposed, end vertical left and right exposed;Lumber DOL-1.60 plate grip DOL-1.33.
3) Provide adequate drainage to prevent water ponding.
Q Provide mechanical connection (by others) of truss to bearing.plate capable of withstanding 413 lb uplift at Joint B and 413 lb uplift at joint I.
5) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted.
Provide bracing where Indicated and within V of Interior joints. Bracing indicated on this sheet Is to reduce'buckling of Individual members only and does
not replace erection and permanent bracing required for the overall building design. Building Designer shall verity all design information on this sheet for
conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responslbilk
for the correctness or accuracy of the design Information as It may relate to a specific building. Any references to job names and locations are for
administrative purposes only and are not part of the review or certification of the truss designer.
AAD CASE(S) Standard
Customer No: 11045 Customer Name: CENTEX.HOMES ORLANDO Shop No: 53906902
Contractor/Job: 2509 EL.B RF . Date Req:04/24/2003 Draw No:53906902H10
53906902 - I HI -
t -0 0 6. -3 13-0-0 23.0-0 , 294-13 . 36-0-0 37-0 A
1-0-0 6.53 8-0-13 10.0-0 6-0.13 6-53 1-0-0
ode . I
ad =
UT= N M L K d 3?=
34= 34= US = b8 = 7aa =
93-14 118-0-0 26-8.2 38-0-0
93.14 8.8.2 8.84 9-3.14
Plate Offsets NY): ID:0.3.0.0-2-41.[F:0-3-0.0-2-41
LOADING (pat) SPACING 2.0-0 CSI DEFL in (loc) Well PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.40 Vert(LL) 0.18 L >999 TL20 2451193
TCDL 10.0 Lumber Increase 1.25 BC 0.70 Vert(TL) -0.39 L-N >999
BCLL 0.0 Rep Stress Incr YES WS 0.18 Horz(TL) 0.13 H nfa
BCDL 10.0 Code FBC2001 Matrix) 1at LC LL Min Well - 240 Welght:173 lb
LUMBER
TOP CHORD 2 X 4 SYP No.2
BOT CHORD 2 X 4 SYP No.2
WEBS 2 X 4 SYP No.3
REACTIONS (Ib sIze) 8-1497/0-3.8, Ho1497/0-3.8
Max Horz 8--141(load case 5)
Max UpIIft8--389(load case 4), H--389(load case 5)
BRACING
TOP CHORD Sheathed or 3-3-1O cc pudins.
BOT CHORD Rigid calling directly applied or 7-9-6 cc bracing.
FORCES (Ib) - First toad Cass Only
TOP CHORD A-B-22, B-C--3068, C-D--2766, F-G--2766, G-1-1--3068, H-622, D-E--2362, E-F--2362
BOT CHORD B-N-2775, M-N-2171, L-M-2171, K-L,-2171, J-K-2171, H-J-2775
WEBS C-N--394, D-N-552, F-J-552, G-J--394, E-L -251, D-t--282, F-L-282
NOTES (5)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-98 per FBC2001;110mph; h-25h; TCDL-6.0psf; BCDL-B.Opsf; occupancy category II; exposure B; anclosed;MWFRS gable end zone;
cantilever left and right exposed; end vertical left and right exposed;Lumber DOL -1.60 plate grip DOL-1.33.
3) Provide adequate drainage to prevent water ponding.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 369 lb uplift at Joint B and 389 lb uplift at Joint H.
5) Truss shall be fabricated per ANSUTPI 1-95 quality requirements. Plates shall be of size and type shown and centered at Joints unless otherwise noted.
Provide bracing where Indicated and within V of Interior joints. Bracing Indicated on this sheet Is to reduce -buckling of individual members only and does
not replace erection and permanent bracing required for the overall building design. Building Designer shall verity all design information on this sheet for
conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility
for the correctness or accuracy of the design Information as it may relate to a specific building. Any references to job names and locations are for
administrative purposes only and are not part of the review or certification of the truss designer.
LOAD CASE(S) Standard
Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shopp No: 53906902
Contractor/Job: 2509 EL.B RF Date Req:04/24/2003 Draw No:53906902H11
53906902 •JH12
it-0-0 B 5 3 11-0-0 2"-0 294-13 38-" §7-0-0
1-0-0 8.5.3 4-6-13 14.0-0 4.8-13 6.5.3 1-"
50b .1
sae = 20 11 ms =
3a7 = N M L K J 7a7 =
sae = sae = 3as = as = has =
9.3.14 , 184-0 26-8.2 - 36.0-0 ,
9-3-14 0-8-2 8.8.2 9.3.14
Plate Offsets (X.Y): (D:0-3-0,0-241,(F.0.3-0,0.241
LOADING (psf) SPACING 2-0.0 CSI DEFL In (toe) Vdefl PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.43 Vert(LL) 0.22 L >999 TL20 2451193
TCDL 10.0 Lumber Increase 1.25 BC 0.79 Vert(TL) -0.43 L-N >999
BCLL 0.0 Rep Stress Incr YES WS 0.23 Horz(TL) 0.13 H We
BCDL 10.0 Code FBC2001 Matrix) 1 st LC LL Mln Wall - 240 Weight:159 lb
LUMBER
rOP CHORD 2 X 4 SYP No.2
30T CHORD 2 X 4 SYP No.2
NEBS 2 X 4 SYP No.3
REACTIONS (lb/alze) 6-1497/0-3-8, H-1497/0-3-e
Max Horz B--122(load case 5)
Max UpIIRB--382(load case 2). H--382(load case 3)
BRACING
TOP CHORD Sheathed or 3-3-3 oc purAns.
BOT CHORD Rigid calling directly applied or 7.10-3 oc bracing.
cORCES (lb) - First Load Case Only
rOP CHORD A-8-22, B-C--3044, C-D--2779, F-G--2779, G-H--3044, H-1-22, D-E--2825, E-F--2825
30T CHORD B-N-2747, M-N-2368, L-M-2368, K-L-2388, J-K-2388, H-J-2747
NEBS C-N--309, D-N-432, F-J-432, G-J--309, E-L-443, D-6547, F-L-547
4OTES (5)
1) Unbalanced roof live loads have been considered for this design.
Wind: ASCE 7-96 per FBC2001;110mph; h-25ft; TCDL-6.0ps1; BCDL-6.0psf; occupancy category II; exposure B; enclosed;MWFRS gable end zone;
cantilever left and right exposed; end vertical left and right exposed;Lumber DOL.1.60 plate grip DOL-1.33.
1) Provide adequate drainage to prevent water ponding.
1) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 382 Ib uplift at Joint B and 382 lb uplift at Joint H.
1) Truss shall be fabricated per ANSIIrPI 1-95 quality requirements. Plates shell be of size and type shown and centered at Joints unless otherwise noted.
Provide bracing where Indicated and within 4' of Interior Joints, Bracing Indicated on this sheet Is to reduce buckling of Individual members only and does
not replace erection and permanent bracing required for the overall building design. Building Designer shall verity all design Information on this sheet for
conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility
for the correctness or accuracy of the design Information as It may relate to a specific building. Any references to Job names and locations are for
administrative purposes only and are not part of the review or certification of the truss designer. '
OAD CASE(S) Standard
0
ustomer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906902
contractor/Job: 2509 EL.B RF Date Req:04/24/2003 Draw No:53906902H12
Job Truss TrussType Oty Ply Centex-Orlando/2 09-A4sk/3-31-3
53906902 1-113, 1 1
Job Reference o Uonal
Universal Forest Pr ucts,lnc., Burlington, NC 27215, Jeff Kerr 5,000 a Feb 20 2003 MITek Industries, Inc. Wed Apr 23 08:31:02 2003 Page
1-0-0 5.9.1 9.0-0 15-0-0 1 21-0.0 27-" 30-2.15 36-" 37-0i1
1.0.0 5-9-1 3.2.15 6-0-0 6.0-0 6.0-0 3.2.15 5.9-1 1-0-0
scam -1ST
6X — 3x$ = Gas = &a =
0.00 rw D F o
t>Y3 Q, W
C M
101
e 03 1 JA 1
30 = O N M L K 30 =
3[0 = 200 MU M= 3X$ = 3110 M1118H= 3t0 =
9.1-12 , ' 18-0-0 25.104 36-0-0 ,
9-1.12 6.104 a-10.4 9.1-12
Plate Offsets X D:0-3-0 0-2-4 F:0.4-0 0-3-0 G:0.3.0 0.2-4
LOADING (psi) SPACING 2-0-0 CSI DEFL In (loc) Well PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.36 Vert(LL) 0.28 M >999 TL20 2451193
TCDL 10.0 Lumber Increase 1.25 BC 0.80 Ven(rL) -0.52 K-M >Ull
BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(TL) 0.15 1 n/a
BCDL 10.0 Code FBC2001 Matrix) 1st LC LL Mln 1/defl - 240 Weight:169 lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 3-3-7 oc purtins.
BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly appQed or 6.6-14 oc bracing.
NEBS 2 X 4 SYP No.3
REACTIONS (lb/size) B-1497/0-3.8,1-1497/0-3-8
Max Harz B--104(load case 5)
Max UpIIRB--413(load case 2),1--413(load case 3)
1
FORCES (Ib) - First Load Case Only
TOP CHORD A-B-?2, B-C--3067, C-D-•2813. D-E--2592, E•F--3350, F-G--2592, G-H--2813. H-1--3067, I-J-22
30T CHORD B-0-2771, N-0-3264, M-N-3284, L-M-3284, K•L-3284,1-K-2771
NEBS D-O-788, G-K-788. C-0--252, H-K--252, E•0--825, E-M-106, F-M-105, F-K-•B25
VOTES (5) .
1) Unbalanced roof live loads have been considered for this design.
Wind: ASCE 7-98 per FBC2001; 110mph; h-25ft; TCDL-6.0psf; BCDL-6.0ps1; occupancy category II; exposure B; enclosed;MWFRS gable end zone;
cantilever left and right exposed ; and vertical left and right exposed;Lumber DOL-1.60 plate grip DOL-1.33.
1) Provide adequate drainage to prevent water ponding.
1) All plates are TL20 plates unless otherwise Indicated.
i) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 413 lb uplift at Joint B and 413 lb uplift at Joint L
3) Truss shall be fabricated per ANSI/TPI 1.95 quality requirements. Plates shall be of size and type shown and centered
at Joints unless otherwise noted. Provide bracing where Indicated and within V of Interior joints. Bracing Indicated on
this sheet Is to reduce buckling of individual members only and does not replace erection and permanent bracing
required for the overall building design. Building Designer shall verity all design Information on this sheet for
conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss
designer accepts no responsibility for the correctness or accuracy of the design Information as it may relate to a
specific building. Any references to Job names and locations are for administrative purposes only and are not pan of
the review or certification of the truss designer.
OAD CASE(S) Standard
Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906902
Contractor/Job: 25019 EL.B RF Date Req:04/24/2003 Draw No:53906902H13
53906902 . IH14 .
1-0.0 4-8-5 7.0-0 12-6.14 18-0-0 23.5.2 29-0-0 , 31-5.11 36-0.0 37-00
1-0-0 4.0.5 2-5.11 5-6-14 5-5-2 5.5-2 6-8.14 2-5.1 1 4-6.5 1-"
aoM.1
7s/0 =
sas = W If srs = one = 7n10 =
s00f72-
PPP
50, P. Rolm
ano =
US = s e = hW Mn11H= Sze = 54 =
s.10 =
7.1.12 12-6.14 18-0-0 23.5-2 28-10.4 36-0-0
7-1.12 5.5.2 5.5-2 5.5-2 5-5.2 7-1-12
Plate Offsets MY): fB:0.2.7.Edge1. ID:0.3-12.0-4-01. f1:0.3-12.0.4-01. IK:0-2-7.Edgel, f0:0-5-0,0-4-81
LOADING (pat) SPACING 2-0.0 CSI DEFL In (loc) Well PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.79 Vert(LL) 0.81 0 >529 TL20 24WI93
TCDL 10.0 Lumber Increase 1.25 BC 0.77 Vert(TL) .1.16 O >370
BCLL 0.0 Rep Stress Incr NO WS 0.74 Horz(TL) 0.21 K n/a
BCDL 10.0 Code FBC2001 Matrix) 1 st LC LL Min Well - 240 Weight: 221 lb
LUMBER
TOP CHORD 2 X 4 SYP No.2 'Except'
T3 2 X 5 SYP No.2, T2 2 X 5 SYP No.2
BOT CHORD 2 X 6 SYP SS
WEBS 2 X 4 SYP No.3 'Except'
W1 2 X 4 SYP No.2, W1 2X4SYP No.2 W1
2 X 4 SYP No.2, W1 2X4SYP No.2 BRACING TOP
CHORD
Sheathed or 1-9-8 cc purllns. BOT CHORD
Rlgld ceiling directly applied or 4-4-2 cc bracing. REACTIONS (Ib/
size) K4079/0-3.10 (Input: 0.3.8), B4079/0.3.10 (Input: 0-3-8) Max Horz
B--86(load case 5) Max UpIIRK--
1129(load case 3), B.-1076(load case 3) FORCES (lb) -
First Load Case Only TOP CHORD
A-B.26, B-C•-7065, C-D--6987, D-E--9397, E-F--10284, F-G--10284, G-H--10284, H-1--9397,1-J--6987, J-K--7065, K-L-26 BOT CHORD
BQ-6456, P-0-6499, O-P-9394, N-0-9394, M-N-6499, K-M-6456 WEBS D-
0-290, I-M-290, C-0-34, D-P-3247, E-P--1253, E-0-1001, F-0--687, H-O61001, H-N--1253, I-N-3247, J-M-34 It NOTES (
9)
1) Unbalanced
roof live loads have been considered for this design. 2) Wind:
ASCE 7-98 per FSC2001;110mph; h-25ft; TCDL-6.0psf; BCDL-6.0psf; occupancy category 11; exposure B; enclosed;MWFRS gable end zone; cantilever left
and right exposed; end vertical left and right exposed;Lumber DOL-1.50 plate grip DOL-1.33. 3) Provide
adequate drainage to prevent water ponding. 4) All
plates are TL20 plates unless otherwise Indicated. 5) WARNING:
Required bearing size at Joints) K, B greater than input bearing size. 6) Provide
mechanical connection (by others) of truss to bearing plate capable of withstanding 1129 lb uplift at Joint K and 1076 lb uplift at Joint B. 7) Girder
carries hip end with 7.0-0 end setback 6) Special
hanger(s) or connection(s) required to support concentrated load(s) 355.0lb down and 310.81b up at 29.0-0, and 385.
01b down and 310.8lb up at 7-0-0 on top chord. Design for unspecified connectlon(s) Is delegated to the building designer.
9) Trues
shall be fabricated per ANSI/TPI 1-96 quality requirements. Plates shall be of size and type shown and centered at Joints
unless otherwise noted. Provide bracing where Indicated and within 4' of Interior Joints. Bracing Indicated on this sheet
Is to reduce buckling of Individual members only and does not replace erection and permanent bracing required for
the overall building design. Building Designer shall verify all design Information on this sheet for conformance with
conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts
no responsibility for the correctness or accuracy of the design Information as It may relate to a specific building.
Any references to Job names and locations are for administrative purposes only and are not part of the review
or certification of the truss designer. LOAD CASE(
S) Standard 1) Regular:
Lumber Increase-1.25, Plate Increase-1.25 Uniform Loads (
pit) Vert: A-
D--60.0, D-I•-130.8, I-L--50.0, B-K--43.5 Concentrated Loads (
lb) Vert: D--
385.01-.385.0 Customer No:
11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906902 Contractor/Job:
2509 EL.B RF Date Req:04/24/2003 Draw No:53906902H14
53906902 • IHJ7• JENDJACK
1.64 A 6-63 9.10-1
1 8 8 543 4.1.13
scale -1:1
r
5-83 i 9.9-4 9.10.1
LOADING (pat)
TCLL 20.0
TCDL 10.0
BCLL 0.0
BCDL 10.0
SPACING 2.0-0
Plates Increase 1.25
Lumber Increase 1.25
Rep Stress Incr NO
Code FBC2001
CSI
TC 0.37
BC 0.40
W S 0.26
Matrix)
DEFL In (loc) Well
Vert(LL) 0.03 F-G >999
Vert(TL) -0.06 F-G >999
Horz(TL) 0.01 E rVa
1st LC LL Mln Udell - 240
PLATES GRIP
TL20 245/193
Weight: 40 lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins.
BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid calling directly applied or 10.0-0 oc bracing.
WEBS 2 X 4 SYP No.3
REACTIONS (lb/size) 8-43510.3.8, E-400/MechanicaJ, D-222/Mechanlcal
Max Horz 8.193(load case 4)
Max UpliflB--242(bad case 2). E.-64(load case 3). D--179(load case 5)
FORCES (Ib) - First Load Case Only
TOP CHORD . A-B-24, B-C--858, C-D-46
BOT CHORD 9-0-800. F-G-800, E-F-0
WEBS C-G-169, C-F--877
NOTES (3)
1) Wind; ASCE 7-98 per FBC2001; 110mph; h-25N; TCDL-6.0psf; BCDL-6.0psf; occupancy category 11, exposure B; enclosed;MWFRS gable end zone;
cantilever left and right exposed; end vertical left and right exposed;Lumber DOL-1.60 plate grip DOL-1.33.
2) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 242 lb uplift at Joint B, 64 lb uplift at Joint E and 179 lb uplift
at Joint D.
3) Truss shall be fabricated per ANSUTPI 1-95 quality requirements. Plates shag be of size and type shown and centered at joints unless otherwise noted.
Provide bracing where Indicated and within 4' of Interior Joints. Bracing Indicated on this sheet is to reduce buckling of individual members only and does
not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design Information on this sheet for
conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibUlty
for the correctness or accuracy of the design Information as it may relate to a specific building. Any references to Job names and locations are for
administrative purposes only and are not part of the review or certification of the truss designer.
LOAD CASE(S) Standard
1) Regular: Lumber Increase-1.25, Plate Increase-1.25
Uniform Loads (pit)
Vert: A-B--60.0
Trapezoidal Loads (plf)
Vert: B-0.0-to-E-49.5, B--2.2-to-D--148.5
Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906902
Contractor/Job: 2509 EL.B RF Date Req:04/24/2003 Draw No:53906902HJ7
53905902 • I EJ7 I ROOF TRUSS 125
Seale-1:
W =
6.11.4 740
6.11.4 0-0-12
LOADING (psf) SPACING 2.0-0 CS1 DEFL In (oc) Well PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.69 Vert(LL) rVe - We TL20 2451193
TCDL 10.0 Lumber Increase 1.25 BC 0.21 Vert(TL) 0.17 A a80
BCLL 0.0 Rep Stress Incr YES WS 0.00 Horz(TL) -0.00 C Na
BCDL 10.0 Code FBC2001 Matrix) 1 at LC LL Min Udell - 240 Weight: 23 lb
LUMBER
TOP CHORD 2 X 4 SYP No.2
BOT CHORD 2 X 4 SYP No.2
REACTIONS (lb/slze) C-198/Mechanical, B-346/0.3-8, D-68/Mechanlcal
Max Horz B-159(load case 5)
Max UpllftC--165(load case 5). B--75(bad case 4)
FORCES (lb) - First Load Case Only
TOP CHORD A-8-22, B-C-62
BOT CHORD B-D-O
BRACING
TOP CHORD Sheathed or 6-0-0 oc puriina
BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing.
NOTES (3)
1) Wind: ASCE 7-98 per FBC2001;110mph; h-25ft; TCDL,-B.Opsf; BCDL.6.0psf; occupancy category II; exposure B; endosed;MWFRS gable end zone;
cantilever left and right exposed; end vertical left and right exposed;Lumber DOLt1.60 plate grip DOL-1.33.
2) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 165 lb uplift at Joint C and 75 lb uplift atJoint B.
3) Truss shall be fabricated per ANSUTPI 1-95 quality requirements. Plates shall be of size and type shown and centered at Joints unless otherwise noted.
Provide bracing where Indicated and within 4' of Interior Joints, Bracing Indicated on this sheet Is to reduce buckling of Individual members only and does
not replace.erectlon and permanent bracing required for the overall building design. Building Designer shall verity all design information on this sheet for
conformance with condlUons and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responslblllq
for the correctness br accuracy of the design Information as It may relate to a specific building. Any references to Job names and locations are for
administrative purposes only and are not part of the review or certification of the truss designer.
LOAD CASE(S) Standard
Customer No:11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906902
Contractor/Job: 2509 EL.B RF Date Req:04/24/2003 Draw No:53906902EJ7
53908902 • MIS
1.0-0 5.104 i 7.0.0 ,
1-0-0 5.10.8 1.1.8
sw =
U4 =
09311
Beals -
6-0.4
6-0-4
8-11.4 7 p•0
0.11-0 0-0-12
LOADING (psf) SPACING 2-0-0 CS! DEFL In loc) Vdefl PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.41 Vert(LL) 0.07 B-H 999 TL20 245/193
TCDL 10.0 Lumber Increase 1.25 BC 0.35 Vert(TL) 0.19 B-H 436
BCLL 0.0 Rep Stress Incr YES WS 0.08 Horz(fL) 0.04 E ' n/a
BCDL 10.0 Code FBC2001 Matrix) 1 st LC L.L Mln I/defl - 240 Weight: 30 lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2 TOP CHORD
SOT CHORD 2 X 4 SYP No.2 BOT CHORD
WEBS 2 X 4 SYP No.3
REACTIONS (Ib/slze) B-34WO.3-8, F--128IMechanical, E-392/Mechanical
Max Horn B-148(load case 3)
Max Up11(1B--156(load case 4), F-426(load case 1), E-48(load case 4)
FORCES (Ib) - First Load Case Only
TOP CHORD A-B-22, B-C--84, C-D--2, D-E-O, D-G-592
SOT CHORD B-H-25, G•H-0, F-G-O
WEBS C-H--419
Sheathed or a-0-0 oc purlins, except end verticals.
Rigid ceiling dlreclly applied or 10-0.0 oc bracing.
NOTES (4)
1) Wind: ASCE 7-98 per FBC2001: I IOmph; h-25ft; TCDL-6.0psh BCDL-8.0psf: occupancy category II; exposure B; enctosed;MWFRS gable and zone;
cantilever left and right exposed; end vertical left and right exposed;Lumber DOL-1.60 plate grip DOL-1.33.
2) Provide adequate drainage to prevent water ponding.
3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 156 lb uplift at Joint B,1261b uplift at Joint F and 48 lb uplift at
Joint E.
4) Truss shall be fabricated per ANSVTPI 1-95 quality requirements. Plates shall be of size and type shown and centered at Joints unless otherwise noted.
Provide bracing where Indicated and whhln 4• of Interior Joints. Bracing Indicated on this sheet Is to reduce buckling of Individual members only and does
not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design Information on this sheet for
conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility
for the correctness or accuracy of the design Information as It may relate to a specific building. Any references to Job names and locations are for
administraUve purposes only and are not part of the review or certification of the truss designer.
LOAD CASE(S) Standard
Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906902
Contractor/Job: 2509 EL.B RF Date Req:04/24/2003 Draw No:53906902H1a
53906902 • 11-1/9,
1-0-0 3.10.8 7.0-0
1-0-0 3.10.E 3.1-8
Beals
sal =
30 =
4. " i 6-11.4 7A-0
LOADING (psf) SPACING 2.0-0 CS! DEFL In (loc) I/deft PLATES GRIP
TCLL 20.0 Plates Increase 1.26 TC 0.27 Vert(LL) 0.18 B-H >442 TL20 2451193
TCDL 10.0 Lumber Increase 1.25 SC 0.75 Vert(TL) -0.33 B-H >249
BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.14 E n/a
BCDL 10.0 Code FBC2001 Matrix) 1 at LC LL Min Vdefl - 240 Weight: 27 lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP Not TOP CHORD Sheathed or 6.0-0 oc purlins, except end verticals.
BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2 X 4 SYP No.3
REACTIONS (Ib/alze) B-346/0-3-8. F-40Mechanical, E-348/Mechanlcal
Max Horz B-102(load case 3) •
Max UplmB--149(load case 4). F•-63(bad case 1), E--75(load case 3)
Max Grav 8.346poad case 1). F-9(load case 4), E-348(load case 1)
FORCES (lb) - First Load Case Only
TOP CHORD A-B-22, B-C--71, C-D-O, D-E-O, D-G-297
SOT CHORD B-H-20, G-H-O, F-G-O
WEBS C-1-1--226
NOTES (4)
1) Wind: ASCE 7-98 per FBC2001; 110mph, h-25ft; TCDL•6.Opsf; BCDL-6.0psf; occupancy category 11, exposure 8; enciosed;MWFRS gable end zone;
cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL.1.60 plate grip DOL-1.33.
2) Provide adequate drainage to prevent water ponding.
3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 140 lb uplift at Joint 8, 63 Ib uplift at Joint F and 75 lb uplift at
Joint E.
4) Truss shall be fabricated per ANSVTPI 1.95 quality requirements. Plates shall be of size and type shown and centered at Joints unless otherwise noted.
Provide bracing where Indicated and within 4' of Interior Joints. Bracing Indicated on this sheet Is to reduce buckling of Individual members only and does
not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for
conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibUiq
for the correctness or accuracy of the design IMormadon as it may relate to a specific building. Any references to Job names and locations are for
administrative purposes only and are not pan -of the review or certification of the truss designer.
LOAD CASE(S) Standard
11
Customer No:11045 Customer Name: CENTEX HOMES ORLAND•O Shop No: 53906902
Contractor/Job: 2509 EL.B RF Date Req:04/24/2003 Draw No:53906902H19
Job Truss Truss Type In1V IPly lContax OAando25WA/jsW3.31-
53906902 G17 4
Job Reference (collonall
Universal Forest Producta,lno., Burlington, NC 27216, Jeff Ken 5.000 a Feb 20 2003 MTek Industries, Inc. Wed Apr 23 09;17:36 2003 Pape 1
2-5-0 4.7.13 6-7-14 8.7-15 10-8.1 12.8.2 14.8-3 16-10-0 19.4-0 ,
2.8-0 2.1.13 2.0-1 2.0-1 2.0.2 2-0-1 2.0-1 2.1.13 2.6-0
Scab:3W.1
too 1i! ms
Us = sra = ors n ors = ors = are =
a O D E30 — F O H I
J {
A 81
ore
R O P B O N T M L K
Sr0 II Oro = 7xt = lira = Os1Z = van = Ora = bct II us —
2.7-12 4.7.13 6-7.14 8.7.15 10.8-1 12-4-0 12.8.2 14-e-3 10-8-4 1"-8 19.4.0 ,
2.7-12 2-0-1 2-0.1 2.0.1 2-0-2 1.7.15 0.4.2 24)-1 2-0.1 0-0.4 2.7.8
Plate Oltenia (X,Y): [A:0.3.6,0-"L[B:0-5.12,0-2-8),[C:0.3.8,0.1-8),[D:0.3.8,0.1.8),[E-.0-3.8,0-1-131[G:0.3.8,0-1-8),[1-1:0.3.8,0.1-8),(I:0-0-0,0-2-8),[J-0.3.6,0-0.01 [M:0.3-0
0.3-12
LOADING (pal) SPACING 2-0-0 CSI DEFL In (loc) Vden PLATES GRIP
TCLL 20.0 Plates Increase 1.25. TC 0.78 Ved(LL) 0.54 N-0 >420 TL20 245/193
TCDL 10.0 Lumber Increase 1.25 SC 0.92 Vert(TL) -OA5 N-0 >270
BCLL 0.0 Rep Stress Inor YES WS 0.62 Horz(TL) 0.07 J We
BCDL 10.0 Code FOC2001 Matrix) lot LC LL Min Vden = 240 Weight. 454 lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2 'Except' TOP CHORD Sheathed or 4-1.9 0o purlins.
T2 2 X 4 SYP SS SOT CHORD Rlgld ceiling directly applied or 10-0-0 oo bracing.
SOT CHORD 2 X 8 SYP SS
WEBS 2 X 4 SYP No.2
REACTIONS (Ibrslze) Aa79M-3-8, J-5903/0.3-8
Max Horz A=21(load case 4)
Max tlpliftAa-2713(load out 2), J=-1995(bad awe 3)
FORCES (b) - First Load Case Only
TOP CHORD A-B=-17555, B-C:-26432, C-D=-33563, D-Em-37439, E-Fa-36512, F-0=-36512, G-Ha-34015, H-1-24179, IJa-14664
BOT CHORD A-R=16310, O-Re16606, 124O=28431, P-S==83, O-S=33583, N-0=37439, N-Ta34015, M-T=34016, L-M=24178, K-L=13691, J-K=13821
WEBS B-Re1902,1-K=453, 8-0=10697, C-Oa-3264, C-Pa7887, D-P=-1935, 0.0=44252, E-0=152, E-N=-1021, F-N=-29, G-N=2753, G-M=-1349, H-M=10849,
H-Lo4893, I-L=11418
NOTES (10)
1) Special hanger(s) or connedlon(B) required to support concentrated bad(s) 65.0Ib down and 22.31b up at 16.10-0 on lop chord, and 3075.01b down and 1057.01b up at
12.4-0, and 22.01b down and 7.61b up at 18-0-a on bottom chord. Design for unspecified connection(s) In delegated to the building designer.
2) Special connection required to distribute bottom chord loads equally between all pilot.
3) 4-ply tnlas to be connected together with 16d Common(A 62'x3.5') Nails an follows:
Top chords connected as follows: 2 X 4.1 row at 0-9.0 cc.
Bosom chords connected as follows: 2 X 8 - 4 rows at 0.4.0 cc.
Webe connected as follows: 2 X 4 -1 row at 0-9-0 cc.
Attach chords with 112 Inch diameter bolls (ASTM. a-307) with washers at2-" on center.
Special hanger(s) or connectlon(s) required to support concentrated load(s) 85.011; down and 22.31b up at 16.10-0on top chord, and 3075.0lb down and 1057.01b up at
12.4-0, and 2211I1; down and 7.61b up at 16-84 on bottom chord. Design for unspecified connection(&) Is delegated to the building designer.
4) Unbalanced roof live toads have been considered for this design.
5) Wind: ASCE 7.96 per FSC2001; IlOmph; h=25h; TCDL=SAMI; BCDL=S.Opsf; occupancy category 11; exposure B; enclosed;MWFRS gable end zone; cantilever left and
right exposed ; and vertical left and right exposed;Lumber DOLa1.60 plate grip DOL=1.33.
6) Provide adequate drainage to prevent water ponding.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2713 lb uplift atJoint A and 1995 lb uplift
at Joint J.
8) This Iruse design allows for the following max, boll holes along the member o/Ilnee spaced a min. of 0-8-0 apart: 0.500ln In the top
chord, 0.5001n In the bottom chord. -
9) Special hangers) or connedton(s) required to support concentrated load(s) 65.01b down and 22.31b up at 16-10-0 on top lord, and
3075.0Ib down and 1057.01b up at 12.4-0, and 22.Olb down and 7AIb up at 18.6.8 on bottom lord. Design for unspecified
connection(s) Is delegated to the building designer.
10) Trust shall "fabricated per ANSVfPI 1-95 quality requirements. Plates shall be of size and We shown and centered at Joints
unless otherwise noted. Provide bracing where Indicated and within 4' of Interior Joints. Bracing Indicated on this sheet Is to reduce
buckling of Individual members only and does not replace erection and permanent bracing required for the overall building design.
Building Designer shall verify all design Information on this sheet for conformance with conditions and requirements of the specific
building and governing codes and ordinances. The buss designer accepts no respontlbility for the correctness or accuracy of the
design Information as It may relate to a specific building. Any references to Job names and locations are for administrative
purposes only and are not pant of the review or codification of the buts designer.
LOAD CASE(S) Standard
1) Regular. Lumber Incresee=1.25, Plate Increase=1.25
Uniform Loads (PH)
Vert: A-9=-60.0, B-D-60.0, D-1-98A, IJ-60.0, A-S=-734.0, S-T=-746.0, K-T-34.0, J-K=-20.0
Concentrated Loads (lb)
Ved:1a-65.0 K=-22.0 T=-3075.0
1
T
Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906902
Contractor/Job: 2509 EL.B RF Date Req:04/24/2003 Draw No:53906902G17
53906902 ' I HJ2 • I
1-5-0 3-5-11
1.5-0 3-5-11
araN
ss4rr
T1
UA =
LOADING (psf) SPACING 2-0-0 CSI DEFL In loc) Well PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.15 Ve LL n/a n/a TL20 245M93
TCDL 10.0 Lumber Increase 1.25 BC 0.03 Vert TL 0.04 A >446
BCLL 0.0 Rep Stress lncr NO WB 0.00 Horz(Q -0.00 C n/a
BCDL 10.0 Code FBC2001 Matrix) 1st LC LL Min Well - 240 Weight;13 lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 3-5-11 oc purllns.
BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid calling directly applied or 10-0-0 cc bracing.
REACTIONS (Ib size) C-39/Mechanlcal, B-159/0-3-8, D.20/Mechanical
Max Hors B-83(load case 2)
Max UplihC--38(l)ad case 5), f3--173(load case 2)
FORCES (Ib) - First Load Case Only
TOP CHORD A-B-22, B-C--17
SOT CHORD B-D-0
NOTES (3)
1) Wind: ASCE 7-98 per FBC2001;110mph; h-25ft; TCDL•6.0psf; BCDL•6.Opsf; occupancy category II; exposure B; enclosed;MWFRS gable end zone;
cantilever left and right exposed ; and vertical left and right exposed;Lumber DOL-1.60 plate grip DOL0.33.
2) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 38 lb uplift at joint C and 173 lb uplift at joint B.
3) Truss shall be fabricated per ANSVrPI 1-95 quality requirements. Plates shag be of size and type shown and centered at Joints unless otherwise noted.
Provide bracing where Indicated and within 4' of Interior Joints. Bracing Indicated on this sheet Is to reduce buckling of Individual members only and does
not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design Information on this sheet for
conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility
for the correctness or accuracy of the design Information as it may relate to a specific building. Any references to Job names and locations are for
administrative purposes only and are not part of the review or certification of the truss designer.
LOAD CASE(S) Standard
1) Regular: Lumber Increase-1.25, Plate Increase-1.25
Uniform Loads (pit)
Vert: A-0--60.0
Trapezoidal Loads (pit)
Vert: B--2.4-to-C--55.7, 8-0.0-to-D--18.8
Customer No: 11046 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906902
Contractor/Job: 2509 EL.B RF - Date Req:04/24/2003 Draw No:53906902HJ2
EJ2
i SO 2-5-4 2 §10
Bode .
LOADING (psf) SPACING 2.0-0 CS! DEFL In (loc) Well PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.08 Vert(LL) n/a - Na TL20 24093
TCDL 10.0 Lumber Increase 1.25 BC 0.02 Vert(TL) 0.01 A >999
BCLL 0.0 Rep Stresslncr YES WB 0.00 Horz(fL) -0.00 C Wa
BCDL 10.0 Code FBC2001 Matrix) 1 at LC LL Min I/defl - 240 Weight: 10 lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 2-8.0 oc purlins.
SOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid calling directly applied or 10-0.0 oc bracing.
REACTIONS (Ib/slze) C-52/Mechanical, B-178I0.3-8, D-MMechanlcal
Max Horz B-82(load case 5)
Max Uplif1C--54(load case 5), B--87(load case 4)
FORCES (Ib) - First Load Case Only
TOP CHORD A-8-22, B-C-15
BOT CHORD B-D-O
NOTES (3)
1) Wind: ASCE 7-98 per FSC2001;110mph; h-25fl; TCDL-B.Opsf; BCDL-B.Opsf; occupancy category 11; exposure B; enciosed;MWFRS gable end zone;
cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL-1.80 plate grip DOL•1.33.
2 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 54 lb uplift at Joint C and 87 lb, uplift at Joint B.
3; Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of alto and type shown and centered at Joints unless otherwise noted.
Provide bracing where Indicated and within 4' of Interior Joints. Bracing Indicated on this sheet Is to reduce bucMing of individual members only and does
not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design Information on this shoat for
conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responslbllit)
for the correctness or accuracy of the design Information as It may relate to a specific building. Any references to Job names and locations are for
administrative purposes only and are not part of the review or certification of the truss designer.
LOAD CASE(S) Standard
Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906902
Contractor/Job: 2509 EL.B RF Date Req:04/24/2003 Draw No:53906902EJ2
Job Truss Truss Type Oty, Ply Centex-Odando12 0944s -31-3
53906902 • G15. MOWW1,12r,
Job Reference o tlonal
Universal Forest Products,inc., Burlington, NC 27215, Jeff Kerr 5.000 a Feb 20 2003 MITek Industries, Inc. Wed Apr 23 08:31:05 2003 Page 1
2-" 2t3 II
2.6.0
Sals.1:7.
aoo tz
T1
A
91
ats =
p C
2-0-0 2-&% _ .. .
2-0.0 0.6-0
Plate Offsets X A:0.3.0 0-2-12
LOADING (psi) SPACING 2-0-0 CS! DEFL In (loc) Udell PLATES GRIP
TCLL 20.0 Plate& Increase 1.25 TC 0.08 Vert(LL) 0.0D A-C >999 TL20 2451193
TCDL 10.0 Lumber Increase 1.25 BC 0.11 Vert(TL) -0.00 A-C >999
BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 C n/a
BCDL 10.0 Code FBC2001 Matrix) 1 st LC LL Min Well - 240 Weight: I I lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 2-6-0 oc purtlns, except end verticals.
BOT CHORD 2 X 6 SYP No.2 BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing.
WEBS 2 X 4 SYP No.3
REACTIONS (lb/slze) A-141/0.3.8, C-366/Mechanical
Max Horz A-51(load case 3)
Max UpllftA--33(load case 4), C--102(load case 5)
FORCES (lb) - First Load Case Only
TOP CHORD A-8-21, B-C--66
BOT CHORD A-D-0, C-D-0
NOTES (4-5)
1) Wind: ASCE 7-98 per FBC2001;110mph; h-25ft; TCDL-6.0psf; BCDL-6.0psf; occupancy category II; exposure B; erwJosed;MWFRS gable end zone;
cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL-1.60 plate grip DOL-1.33.
2) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 33 lb uplift at joint A and 102 lb uplift at joint C.
3) Special hanger(s) or connection(&) required to support concentrated load(s) 331.011; down and 113.alb up at 2-0-0 on bottom chord. Design for
unspeclfled connection(s) Is delegated to the building designer.
4) Truss shall be fabricated per ANSUTPI I -95 quality requirements. Plates shall be of size and type shown and centered
at joint& unless otherwise noted. Provide bracing where Indicated and within 4' of Interior joints. Bracing indicated on
this sheet Is to reduce buckling of individual members only and does not replace erection and permanent bracing
required for the overall building design. Building Designer shall verity all design information on this sheet for
conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss
designer accepts no responsibility for the correctness or accuracy of the design information as It may relate to a
specific building. Any references to job names and locations are for administrative purposes only and are not part of
the review or certification of the truss designer. '
5) L26R: Right end may be attached to 2x6 So.Plne or larger SC of two or more ply girder truss with Simpson LUS26 or
sq. Follow Simpson Instructions for Installation.
LOAD CASE(S) Standard
1) Regular: Lumber Increase-1.25, Plate Increase-1.25
Uniform Loads (pit)
Vert: A-C--20.0, A-B--60.0
Concentrated Loads (Ib)
Vert: D--331.0
Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906902
Contractor/Job: 2509 EL.B RF Date Req:04/24/2003 Draw No:53906902G15
53906902 - IHJ3 • JJACK
1.5-0 4-2-3
1.5-0
U4 =
asr fit
4-2-3
01
4.2-3
Ad..
LOADING (psf) SPACING 2-0-0 CSI DEFL In loc) 1/defl PLATES GRIP
rCLL 20.0 Plates Increase 1.25 TC 0.16 Ve LL) n/a n/a T120 2451193
rCDL 10.0 Lumber Increase 1.25 BC 0.04 Ved(TL) 0.05 A >387
3CLL 0.0 Rep Stress Incr -NO W S 0.00 Horz(rL) -0.00 C n/a
3CDL 10.0 Code FBC2001 Matrix) tat LC LL Min Well - 240 , Weight:15 lb
LUMBER BRACING
I'OP CHORD 2 X 4 SYP No-2 TOP CHORD Sheathed or 4-2-3 oc purling.
30T CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing.
REACTIONS (Ib/size) C-67/Mechanical, B-171/0.3-6, 13-26/Mechanlcal
Max Horz B-70(load case 2)
Max UplIRC--56(load case 5), 8--178(load case 2)
0RCES (Ib) - First Load Case Only
rOP CHORD • A-8-22, B-C--19
30T CHORD B-D-O
40TES (3)
1) Wind: ASCE 7-98 per FBC2001;110mph; h-25ft; TCDLt6.0psf; BCDL-6.0psf; occupancy category 11; exposure B; enclosed;MWFRS gable end zone;
cantilever left and right exposed; end vertical left and right exposed;Lumber DOL-1.60 plate grip DOL-1.33.
t) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 56 lb uplift at Joint C and 178 lb uplift at Joint B.
1) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at Joints unless otherwise noted.
Provide bracing where Indicated and within 4' of Interior Joints. Bracing Indicated on this sheet Is to reduce buckling of Individual members only and does
not replace erection and permanent bracing required for the overall building design. Building Designer shall verily all design Information on this sheet for
conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibl181
for the correctness or accuracy of the design Information as It may relate to a specific building. Any references to Job names and locations are for
administrative purposes only and are not part of the review or certification of the truss designer.
DAD CASE(S) Standard
Regular: Lumber Increase-1.25, Plate Increase-1.25
Uniform Loads (plf)
Vert: A-8-40.0
Trapezoidal Load& (plf)
Vert: B--Z34o-C--63.6, B-0.0-to-D--21.2
ustomer No: 11046 Customer Name: CENTEX HOMES ORLANDO Shop No: 63906902
ontractor/Job: 2509 EL.B RF Date Req:04/24/2003 Draw No:53906902HJ3
53906902 'IEJ3 '
i iW4 _ 2.11.4 3M
8=b:
LOADING (pst) SPACING 2.0-0, CS! DEFL In (loc) I/dell PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.08 Vart(LL) n/a - n/a TL20 2451193
TCDL 10.0 Lumber Increase 1.25 BC 0.04 Vert(TL) -0.01 A >999
BCLL 0.0 Rep Stress Incr YES WS 0.00 Horz(TL) -0.00 C Na
BCDL 10.0 Code FBC2001 Matrix) 1st LC LL Min Well - 240 Weight:11 lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 3-0-0 cc purlins.
BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing.
REACTIONS (Ib/size) C-70/Mechanlcal, 8-195/0-3-8, D-28/Mechanical
Max Hors B-73(load case 5)
Max UplIRC--87(load case 5), 8--84(kxsd case 4)
FORCES (Ib) - First Load Case Only
TOP CHORD A-B-22, B-C-22
30T CHORD B-D-O
VOTES (3)
1) Wind: ASCE 7-98 per FBC2001;110mph; h-251t; TCDL-6.0psf; BCDL-5.0psf; occupancy category II; exposure B; endosed;MWFRS gable end zone;
cantilever left and right exposed; end vertical left and right exposed;Lumber DOL-1.60 plate grip DOL-1.33.
Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 67 lb uplift at Joint C and 84 lb uplift at Joint B.
1) Truss shall be fabricated per ANSUTPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted.
Provide bracing where Indicated and within 4' of Interior Joints. Bracing Indicated on this sheet Is to reduce buckling of Individual members only and does
not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design Information on this sheet for
conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibllitl
for the correctness Or accuracy of the design Information as it may relate to a specific building. Any references to Job names and locations are for
administrative purposes only and are not part of the review or certification of the truss designei.
OAD CASE(S) Standard
Customer No:11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906902
Contractor/Job: 2509 EL.B RF Date Req:04/24/2003 Draw No:53906902EJ3
53906902 • IH1G. IHIP
3-0.0 4-0-0 7-0-0
3.0-0 1-0-0 3-0-0
sub 1:1
6u =
W =
r1= b4 =
1 3.1-12 3-10-4 7-0-0
OARING (psf) SPACING 2-0-0 CSI DEFL In (loc) Well PLATES GRIP
rCLL 20.0 Plates Increase 1.25 TC 0.07 Vert(LL) . 0.01 F >999 TL20 2451193
rCDL 10.0 Lumber Increase 1.25 8C 0.15 Vert(TL) -0.01 D-E >999
3CLL 0.0 Rep Stress Incr NO WO 0.03 Horz(TL) 0.00 D n/a
3CDL 10.0 Code FBC2001 Matrix) 1st LC LL Min Well - 240 Weight: 25 lb
UMBER BRACING
rOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or B-0-0 cc purllns.
10T CHORD 2 X 4 SYP No.2 BOT CHORD Rigid telling directly applied or 10-0-0 oc bracing.
NEBS 2 X 4 SYP No.3
1EACTIONS (Walze) A-331/0-3-8, D-331/Mechanical
Max HorzA.-29(load case 5)
Max Upli tA•-98(load case 4), 0•-98(load case 5)
ORCEB (lb) - First Load Case Only
OP CHORD A-8--572, B-C- 497, C-D--572
IOT CHORD A-F-491, E-F-497, D-E-491
VEBS B-F-52, C-E-52
IOTES (7-8)
Unbalanced roof live loads have been considered for this design.
Wind: ASCE 7-98 per FBC2001;110mph; h-25ft; TCDL-6.0psf; BCOL-6.0psf; occupancy category II; exposure B; encIosed;MWFRS gable end zone;
cantilever left and right exposed; end vertical left and right exposed;Lumber DOL-1.60 plate grip DOL-1.33.
Provide adequate drainage to prevent water ponding.
Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 98 lb uplift at Joint A and 98 lb uplift at Joint D.
Girder carries hip end with 3-0-0 and setback
Special hanger(s) or connection(s) required to support concentrated load(s) 45.O1b down and 36.31b up at 4-0.0. and 45.01b down and 35.31b up at 3.0.
on top chord. Design for unspecified connection(s) Is delegated to the building designer.
Truss shall be fabricated per ANSVrPI 1-95 quality requirements. Plates shall be of size and type shown and centered
at Joints unless otherwise noted. Provide bracing where Indicated and within 4' of Interior Joints. Bracing Indicated on
this sheet Is to reduce buckling of Individual members only and does not replace erection and permanent bracing
required for the overall building design. Building Designer shall verity all design Information on this shoat for
conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss
designer accepts no responsibility for the correctness or accuracy of the design Information as It may relate to a
specific building. Any references to Job names and locations are for administrative purposes only and are not part of
the review or certification of the truss designer.
Right end may be attached to 2x6 So.Plne BC of two or more ply girder truss with Simpson LUS26 or eq. Follow
Simpson instructions for Installation.
OAD CASE(S) Standard
Regular: Lumber Increase-1.25. Plate Increase-1.25
Uniform Loads (plf)
Vert: A-B--60.0, B-C--70.8, C-13--60.0, A-D--23.5
Concentrated Loads (lb)
Vert: B--45.0 C--45.0
ustomer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906902
ontractor/Job: 2509 EL.B RF Date Req:04/24/2003 Draw No:53906902H1 G
53006902 • I CJ5 - I ROOF TRUSS
1:11.
314c 4-ICI15 4-4101r
AADING (psf) SPACING 2-0-0 CSI DEFL In loc) Well PLATES GRIP
CLL 20.0 Plates Increase 1.25 TC 0.27 • Vert(LL) - n/a rda TL20 245/193
CDL 10.0 Lumber Increase 1.25 BC 0.10 Vert(TL) -0.05 A >263
ICLL 0.0 Rep Stress Incr YES WB 0.00 Norz(TL) -0.00 C n/a
ICDL 10.0 Code FBC2001 Matrix) 1st LC LL I& Udefi - 240 Weight:17 lb
UMBER BRACING
OP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 4-11-11 cc purlins.
IOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid calling directly applied or 10-0.0 cc bracing.
IEACTIONS (lb/slze) C-135/Mechanlcal, 8-266/0-3-6, D-4WMechanical
Max Horz Owl 15(load case 5)
Max UpI1ftC--116(load case 5), 6-r77(load case 4)
ORCES (lb) - First Load Case Only
OP CHORD A-B-22, B-C-42
IOT CHORD B-0-0
TOTES (3)
Wind: ASCE 7-96 per FBC2001;110mph; h-25ft; TCDL-6.0psf; BCDL.6.0psf; occupancy category II; exposure B; enclosed;MWFRS gable end zone;
cantilever left and right exposed; and vertical left and right exposed;Lumber DOL-1.60 plate grip DOL-1.33.
Provide •mechanical connection (by others) of truss to bearing plate capable of withstanding 116 lb uplift at Joint C and 77 lb uplift at Joint B.
Truss shall be fabricated per ANSVrPI 1.95 quality requirements. Plates shall be of size and type shown and centered at Joints unless otherwise noted.
Provide bracing where Indicated and within 4' of Interior Joints. Bracing Indicated on this sheet Is to reduce buckling of Individual members only and does
not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design Information on this sheet for
conformance with conditions and requirements of the specltic building and governing codes and ordinances. The truss designer accepts no responsibillt)
for the correctness or accuracy of the design Information as it may relate to a specific building. Any references to Job names and locations are for
administrative purposes only and are not part of the review or certification of the truss designer.
OAD CASE(S) Standard
ustomer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906902
ontractor/Job: 2509 EL.B RF Date Req:04/24/2003- Draw No:53906902CJ5
53906902 - I CJ3 - I ROOF T
2-10-15 2-11,11
r .
Sade-1:7.
LOADING (psi) SPACING 2-0-0 CSI DEFL In (loc) Well PLATES GRIP
TCLL 20.0 Plates Increase • 1.25 TC 0.08 Vert(LL) n/a - n/a TL20 245/193
TCDL 10.0 Lumber Increase 1.25 BC 0.03 Vert(TL) -0.01 A >999
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz( L) -0.00 C n/a
BCDL 10.0 Code FBC2001 Matrix) tst LC LLMln Udell. 240 Weight:11 lb LUMBER
BRACING TOP
CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 2-11-11 cc purtlns. BOT
CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. REACTIONS (
Ib/slze) C•69/Mechanical, 8•194/0.3-8, D-29/Mechanical Max
Harz B-73(load case 5) Max
UpIIRC--66(load case 5), 8--84(load case 4) FORCES (
lb) - First Load Case Only rOP
CHORD A-B-22, B-C-21 30T
CHORD B-0-0 40TES (
3) 1)
Wind: ASCE 7.96 per FBC2001;110mph; h-aft; TCDL.6.0psf; BCDL-6.0psh occupancy category II; exposure B; endosed;MWFRS gable end zone; cantilever
left and right exposed; end vertical left and right exposed;Lumber DOL.1.60 plate grip DOL-1.33. Provide
mechanical connection (by others) of truss to bearing plate capable of withstanding 66 lb uplift at joint C and 84 lb uplift at joint B. 1)
Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide
bracing where Indicated and within 4' of Interior joints. Bracing Indicated on this shoat is to reduce buckling of Individual members only and does not
replace orectlon and permanent bracing required for the overall building design. Building Designer shall verify all design Information on this sheet for conformance
with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for
the correctness or accuracy of the design Information as It may relate to a specific building. Any references to job names and locations are for administrative
purposes only and are not part of the review or certification of the truss designer. OAD
CASE(S) Standard Dustomer
No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906902 ontractor/
Job: 2509 EL.B RF Date Req:04/24/2003 Draw No:53906902CJ3
Bob-
0.10.15 041.11
0.10.15 0-0.12
LOADING (psf) SPACING 2.0-0 CSI DEFL In Qoc) Well PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.06 Vart(LL) We n/a TL20 245/193
TCDL 10.0 Lumber Increase 1.25 BC 0.00 Ved(TL) 0.00 A >999
BCLL 0.0 Rep Stress Incr YES WS 0.00 Horz(TL) -0.00 C n/a
BCDL 10.0 Code FBC2001 Matrix) 1st LC LL Min Well - 240 Weight: 5 lb
LUMBER . BRACING
TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 0.11-11 cc purlins.
BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing.
REACTIONS (Ib slze) 8•133/0-3-6, E-9/Mechanical, C-0/Mechanical
Max Harz B-41(load case 4)
Max UpIMB•-102(load case 4), C--27(load case 5)
Max GravB-133(load case 1), E-9(load case 1), C-29(load case 4)
FORCES (lb) - First Load Case Only
TOP CHORD A-9-21, B-C--25, C-D-4
BOT CHORD S-E-O
11)Wind: ASC)E 7-90 per FBC2001;110mph; h-25ft; TCDL-6.0psf; BCDL-6.0ps1; occupancy category II; exposure S; andosed;MWFRS gable end zone;
cantilever left and right exposed, end vertical left and right exposed;Lumber DOL-1.60 plate grip DOL-1.33.
2) Provide mechanical connection (by others) of trues to bearing plate capable of withstanding 102 lb uplift at Joint B and 27 lb uplift at Joint C.
3) Truss shall be fabricated per ANSNTPI 1-95 quality requirements. Plates shall be of size and type shown and centered at Joints unless otherwise noted.
Provide bracing where Indicated and within 4' of Interior joints. Bracing Indicated on this sheet Is to reduce buckling of Individual members only and does
not replace erection and permanent bracing required for the overall building design. Building Designer shall verity all design Information on this shoat for
conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responslbilk)
for the correctness or accuracy of the design Information as it may relate to a specific building. Any references to Job names and locations are for
administrative purposes only and are not part of the review or certification of the truss designer.
AAD CASE(S) Standard
Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906902
Contractor/Job: 2509 EL.B RF Date Req:04/24/2003 Draw No:53906902CJ1
3' both duct
to roof capwas
w/fon
I0x6 Iwcd Yr 585arMM
mFm A3 12= 8x4 IwcdOWN
Zia
IOx6 Iwcd 12,
90 I0x10 rn
6'
8
t rag 6' 8x4 Iwcd
35
7'
f af w s•' 6xl rag 4 sw dryer wall cap
3' bath duc l0'
10, to roof cap
w/fan 8x4 Iwc
4' 7'
9'
0
a
14x6 Iwcd
10' 175
WW
12x12 rag
OMNI
O>•M 14x8 Iwcd
215
A / Kt.6Y. `l y
WIL
42X42 A/C SLAB
BY BLDR MIN
2' FROM WAt-L
oy4T1=)10
PLANS REVIEWED
CITY OF SANFnRn
Must have a ninlmum clearance of 4 Inches around the air handler per the State Energy code. All duct has an r=6 insulation value.
ONE BY WOOD _
BUCK BY OTHERS
CAULK BETWEEN
VINDOV FLANGE --
6 WOOD BUCK
STUCCO
BY OTHERS
PERIMETER
CAULK
BY OTHERS
RIGID VINYL
GLAZING BEAD —
V H. (TYP.)
WI DOW
HEIGHT)
CAULK BETWEEN WINDOW
FLANGE a PRECAST SILL
W/ VULKEN 116 ADHESIVE
CAULK, OR APRV'D. EOL.
PERIMETER
CAULK
BY OTHERS
CONCRETE OR
MASONRY OPENING
BY OTHERS
a
CAULK BETWEEN B.V.
WOOD BUCK 6 (BUCK"WIDTH)
MAS'Y. OPENING INSTALLATION ANCHOR
BY OTHERS 3/16' DIA.•TAPCONONEBYWOOD
BUCK BY OTHERS —
1-I/4' MIN.
c EMBEDMENT
INSTALLATION ANCHOR
3/16' DIA. TAPCON
SHIM AS REO'0.
1/4' MAX.
SEE N(ITES).
FLANGE TYPE
WINDOW FRAME
HEADER
GLASS.
TYP.) (SEE NOTES)
B.H.
BUCK
HEIGHT)
FLANGE TYPE
WINDOW, FRAME
SILL
SHIM AS REO'D. -
RIGID VINYL 1/4' MAX.
GLAZING BEAD (SEE NOTES)
T.YP.)
GLASS
TYP.)(SEE NOTES)
FLANGE TYPE
WINDOW FRAME
JAMB CAULK' BETVEEN
WINDOW FLANGE
6 WOOD BUCK
W.W:
WINDOW WIDTH)
SECTION 13-8
x
ll j, W.W.
PRECAST SILL c Q V ABYOTHERSA B C
NOTES: SECTION A —A
1) SHIM AS REO'D. AT EACH INSTALLATION ANCHOR. MAX. ALLOWABLE' ESHIMSTACKTOBE1/4'. D
2) WINDOW FRAME MATERIAL: ALUMINUM ALLOY 6063.
3) INSTALLATION ANCHOR MUST BE OF SUFFICIENT LTH. TO ACHIEVE /
MIN. EMBEDMENT OF 1-1 /4" INTO MASONRY OR CONCRETE.. /
4) USE SILICONIZEO • ACRYLIC CAULK BEHIND WINDOW FLANGE AT HEAD
ec JAMBS. SILL MUST BE ATTACHED TO THE SUBSTRATE WITH J B K
VULKEM 116 ADHESIVE CAUL( OR APPROVED EQUAL.
5) USE SILICONIZEO ACRYLIC CAULK FOR PERIMETER SEAL AROUND W.H. GEXTERIOROFWINDOWFLANGE. F
6) IF EXACT WINDOW SIZE IS NOT LISTED IN ANCHOR CHART, USE
ANCHOR QUANTITY LISTED WITH NEXT LARGER SIZE,, FOR. THE
APPROPRIATE DESIGN PRESSURE REO'O.
7) GLASS THICKNESS MAY VARY PER THE REOUIREMENTS'OF ASTM
E1300 GLASS CHARTS.
8)' LETTER DESIGNATIONS ON THE TAPCON LOCATION • CHART INDICATE f I
WHERE TAPCON ANCHORS ARE TO BE INSTALLED WHEN USING THE
EXTERIOR ELEVATION AS A KEY.
9) ALL FACTORY APPUEO HOLES NOT DESIGNATED FOR TAPCON
ANCHOR SHOULD BE FILLED WITH 18 SCREWS OF SUFFICIENT LTH. q
TO PROVIDE MIN. 5/8 IN_ EMBEDMENT INTO WOOD BUCK. A
10) FLORIDA EXTRUDERS 1000 SERIES SINGLE HUNG IS SHOWN. THIS
PRINT ALSO APPLIES TO THE FLORIDA EXTRUDERS 1500 AND 2000 ELEVATION' SERIES SINGLE' HUroCS.
1 1) WHERE WINDOW IS - INSTALLED IN MASONRY OPENING WITH A
STRUCTUAL TWO. BY WOOD BUCK. USE # 10 SCREWS OF VIEWED' FROM 'E X T E R I.0 RSUFFICIENTLENGTHTO.ACHIEVE 1-3/8- MIN. EMBEDMENT AT
ALL INSTALLATION- FASTENER LOCATIONS.
I-I/4' MIK
EMBEDMENT
C>
STUC CO
BY ETHERS
v
Ci
i. o
PERIMETER
CAULK
BY OTHERS
CAULK BETWEEN
WOOD BUCK 1.
MAS' Y.. OPENING
BY OTHERS
CONCRETE OR
MASONRY OPENING
BY OTHERS
TAPCON LOCATION CHART
CALL BUCK LOCATIONS IN HEAD LOCATIONS IN JAMB
30PsF TO 40PSF 41PsF TO 70PSF 30PsF TO 40PsF 41 PsF TO 7DPsFSIZESIZE
12 • 18 1/8 x 25 8 8
8
F.G
F.G
F.G
F.G
13 18 1/8 X 37 3/5 8
8 F.G F.G .
14 18 1/8 x 49 5/8 8
8 8 F.G F.G 1.
145 18 1/8 x 55 1/4
B F.G F.G
15 18 1/8 x 62 8
8 8 F.G F.G.HJ
16 18 1/8 x 71
A 8 F.G F.G.J.K
17 18 1 8 x 83
B 8 F.G G
IH2 25 1/2 x 25
8 8 F.G F.G '
IH3 25 1/2 x 37 3/8
8 B F.G F,G,HJ
IH4 25 1/2 x 49 5/8
B B F.G F.G.HJ ,
IH45 25 1/2 x 55 1/4
B B F.G F,G,HJ
1M5 25 1/2 x 62
8 13 F,G F,G,H,I
1H6
IH7
25 1/2 x 71
25 1/2 x 83 8 B f.G.J.K F,G.J.K
30 1/1 x 26 19 1/2 x 25 B
8
8
F.G F.G
30 1/2 x 38 3/8 29 1/2 x 37 3/8 8 F.G F,G.HJ
30 1/2 x 50 5/8 29 1/2 X 49 5/8 B
B F.G F,G.HJ.
30 1/2 x 56 1/4 29 1/2 x 55 1/4 8
B F.G F,G,H,I
30 1/2 x 63 29 1/2 x 62 8
8 B F.G,HJ F,G,H,I
30 I/2 x 72 29 1/2 X 71
B B F.GAK F.G,J.K
30 1/2 x 84 1/2 X 83
22 36 X 25 8 B F,G F.G
23 r2936 x 37 3/8 8 B F.G F,G,H,I
24 36 x 49 5/8 8 8 F.G F,G.H,I
245 36 x 55 1/4
B B F,G,H,I F,G.HJ
45 36 x 62
36 X 71 8 8 F,G.H,1 O,E,F,G,H,I
26
27 36 x 83 B 8 F,G,J,K F.,G.H,I,J,K
42 x 26 41 X 25 B
8
B
8 F.G F.G,H.1
42 x 38 3/8 41 x 37 3/8
8 8 F,G F.G,H.I
42 x 50 5/8 41 x 49 5/8
B e F,G,HJ F,G,H,I
42 x 56 1/4 41 X 55 1/4
8 8 F,G,H,1 D,E,F,G,H.1
42 x 63 41 X 62
8 8 F,G.H,1 O,E,F,G.H.1
42 x 72 41 x 71
41 X 83 8 B F,G,J.K F,G.H,I,J,K
42 x 84
48 x 26 47 X 25 8 A,C F.G
F.G F,G,H,I
48 x 38 47 x 37 3/6 B
B A.0 F,G F,G,HJ
5/
8
48 a 50 5/8 47 X 49 5/6
B A.0 F.G,H.1 F,G.HJ
48 x 56 1/4 47 x 55 1/4
8 A.0 F.G,H,1 O,E.F.C.H.1
48 x 63 47 X 62
47 X 71 8 A.0 F,G.H.I O.E.F,G,H.1
48 x 72 47 X 83 R AC F G J K OEFGHIJK
48 x 84
52 1/8 X 25 8 F,G F,G Fi,132
33 52 1/8 X 37 3/8 8
8
A,C
A.0 F,C,H,1 F,G.H.I
34 52. 1/8 X 49 5/8
8 A.0 F,G.H,I O.E.F,G.H.I
345 52 1/8 x 55 1/4
8 A.0 F,G.H,I O.E,F,G.H.1
35 52 1 /8 x 62
B A.0 IF,G.
K
O.E.F,G,H,I
36 52 1/8 x 71
8 A.0 F.G.J O.E,F,G.J.K,J.K
37 51 I/8 x 83
37 SIZE NOT AVAILABLE IN 1000 OR 1500 SERIES.
FLORIDA EXTRUDERS INTERNATIONAL, , RIDA
TITLE: INSTALLATION DETAIL
SGL. HUNG FLANGE WINDOWS - SERIES 1000, 1500 &..2000
DRAWN BY: B B APPROVED BY: .
DATE: 10/09/01 SCALE: N T S owc.: FLEX0016
33746—T+•IOME. 07 805-0365 FAx 40? 805-0366
PRFPARFn RY• PROOUCT' & •APPLICATION ENGWEERWG, INC.. 250 INTERNATIONAL PKY., SUITE 250. HEATHROw, FLORIDA
0
1
CAULK BETWEEN
WINDOW FIN b
SHEATHING
INSTALLATION ANCHOR
u8 WOOD SCREW
STUCCO
BY OTHERS
WINDOW
HEIGHT
PERIMETER
CAULK
BY OTHERS
SHEATHING
BY OTHERS
12
GLAZING (TYP.)
SEE NOTES)
PERIMETER
CAULK
BY OTHERS
INSTALLATION ANCHOR Ia8WOODSCREW
STUCCO
BY OTHERS
CAULK BETWEEN
WINDOW.FIN SHEATHING '
b'SHEATHING BY OTHERS
SECTION ' A -A
1' MIN.
EMBEDMENT
TWO BY WOOD
BY OTHERS
SHIM AS REO•D.
t '-(SEE- NOTES)
1/4' MAX.
SHIM SPACE
FIN TYPE
WINDOW FRAME
HEADER
GLAZING (TYP.)
SEE NOTES)
FIN TYPE
WINDOW FRAME
SIWARBLE SILL
STOOL
BY OTHERS
WINDOW WIDTH
SHIM AS REO'D. -
SEE NOTES)
1/4' MAX.
SHIM SPACE
TWO BY WOOD,
STUD BY OTHERS
atTfp/iJ o 1' MIN.
EMBEDMENT
GLAZING (TYP.)
F" # (SEE NOTES)
Er SHEATHING
BY OTHERS
CAULK BETWEEN
24' O.C.
MAX. (TYP.)
WINDOW
HEIGHT
I
WINDOW
WIDTH
A
EOUALLY SPACE
ANCHORS (TYP.)
A 6' MAX.
TYP.)
6' MAX. (TYP.)
ELEVATION
VIEWED FROM EXTERIOR
FIN TYPE WINDOW FIN
WINDOW FRAME b SHEATHING
JAMB
PERIMETER INSTALLATION ANCHOR
CAULK. a8 WOOD SCREW
BY OTHERS
STUCCO
BY OTHERS
SECTION B-B
NOTES
1) SHIM AS REO'0. AT EACH INSTALLATION ANCHOR.
MAX. ALLOWABLE SHIM STACK TO BE 1/4.
2) WINDOW .FRAME MATERIAL: ALUMINUM ALLOY 6063.
3) INSTALLATION ANCHOR MUST BE OF SUFFICIENT LTH.
TO ACHIEVE MIN. EMBEDMENT OF 1- INTO WOOD BUCK.
4) USE SILICONIZEO ACRYLIC CAULK BEHIND WINDOW FIN
AT HEAD, SILL do JAMBS.
5) USE SILICONIZEO ACRYLIC CAULK FOR PERIMETER SEAL
AROUND EXTERIOR OF WINDOW FRAME.
6) IF EXACT WINDOW SIZE IS NOT LISTED IN ANCHOR CHART, USE ANCHOR QUANTITY LISTED- WITH NEXT LARGER SIZE.
7) GLASS THICKNESS MAY VARY PER THE REOUIREMENTS OF
ASTM E1300 GLASS CHARTS.
8) FLORIDA EXTRUDERS 1000 SERIES SINGLE HUNG IS SHOWN.
THIS PRINT ALSO APPLIES TO THE FLORIDA ETRUOERS 1500
AND 2000 SERIES SINGLE HUNG WINDOWS.
TWO BY WOOD
BY OTHERS
REV DESCRIPTION DATE IN' FIJORIDA EXTRUDERS INTERNATIONAL, INC.
r l` SANFORD, FLORIDA
1
I•MiN. TITLE: INSTALLATION DETAIL W/#8 SCREWS
EMBEDMENT "• SINGLE HUNG FIN W I NDOu - SERIES 1000, 1500' & 2000
DRAWN BY: BB APPROVED BY:
I ' •. DATE:12/13/01 SCALE: N. T. S. DWG.:FLEX0026 -SHT 1 OF 2
e...,.,• ciitTr 24n urAT c?nv iI nQinA '3£)46 PHONE 407 805-0365 FAX 407 805-0366
PREPARED BY. PRODUCT & APPLICATION LNUMLLKII7U. SM.- cis .••« ...+•. -- ••• --_• - - --• - -
INSTALLATION ANCHOR CHART
QUANTITY IN QUANTITY IN
HEAD & SILL EACH JAMBCALLWINDOW
UP TO 70 PSF UP TO 70FFSIZESIZE
2024 23 1/2 x 27 1/2 2 2
22030231/2 x 35 1/2 2
32038231/2 x 43 1/2 2
32040231/2 x 47. 1/2 2
32044231/2 x 51 1/2 2
32050231/2 x 59 1/2 2
2060 23 1/2 x 71 1/2 2 4
2070 23 1/2 X 83 1/2 2 4
2424 27 1/2 x 27 1/2 22430271/2 x 35 1/2 2
2438 27 1/2 X 43 1/2 2• 3
2440 27 1/2 x 47 1/2 2 3
2444 27 1/2 x 51 1/2 2. 3
3245027.1/2.X 59 1/2 2
2460 27 1/2 x 71 .1/2 2 4
2470 27 1/2 x 83 1/2 2 4
2824 31 1/2 x 27 1/2 2
2830 31 1/2 X 35 1/2 2 2
2838 31 1/2-X 43 1/2 2 3
2840 31 1/2 X 47 1/2 2 3
2844 31 1/2 x 51 1/2 2 3
2850 31 1/2 x 59 1/2 2 3
2860 31 1/2 x 71 1/2 2 4
2870 31 1/2 X 83 1/2 2 4
3024 35 1/2 x 27 1/2 2
3030 35 1/2 X 35 1/2 2 2
3038 35 1/2 x 43 1/2 2 3
3040 35 1/2 X 47 1/2 2 3
3044 35 1/2 x 51 1/2 2 3
3050 35 1/2 x 59 1/2 2 3
3060 35 1/2 x 71 1/2 2 4
3070 35 1/2 X 83 1/2 2 4
3424 39 1/2 x 2 1/2 3
3430 39 1/2 X 35 1/2 3 2
3438 39 1/2 X 43 1/2 3 3
3440 39 1/2 X '47 1/2 3 3
3444 39 1/2 X 51 1/2 3 3
3450 39 1/2 X-59 1/2 3 3
3460 39 1/2 x 71 1/2 3 4
3470 39 1/2 x 83 1/2 3 4
3824 43 1/2 x 27 1/2 3
3830 1/2 x 35 1/2 3 2
3838
43
43 1/2 x 43 1/2 3 3
3840 43 1/2 X 47 1/2 3 3
3844 43 1/2 x 51 1/2 3 3
3850 43 1/2 X 59 1/2 3 3
3860 43 1/2 x 71 .1/2 3 4
3870 43 1/2 X 83 1 2 4
4024 a 1/2 x 2 t 2 3 2
4030 47 1/2 X 35 1/2 3 2
4038 47 1/2 x 43 1/2 3 3
4040 47 1/2 x 47 1/2 3 3
4044 47 1/2 x 51 1/2 3 3
4050 47 1/2 x 59 1/2 3 3
4060 47 1/2 x 71 1/2 3 4
47 1/2 x 83 1/2 1 4
INSTALLATION ANCHOR CHART
QUANTITY IN QUANTITY IN
CALL'"..' WINDOW' HEAD & SILL EACH .JAMB
UP •TO 70 PSF UP TO 70 PsFSIZESIZE
12 18 1/8 x 25 2 2
313181/8 x 37 3/8 2
314 .. 18 1/B X 49 5/8 2
31.45 18 1/13 x 55 1/4 2
15 18 1/8 x 62 2 4 '
16 18 1/8 x 71 2 4
17 181 8x83 2 4
IH2 25 1/2 x 25 2
31113251/2 x 37 3/8 2
31114251/2 x 49 5/8 2
3 ' 1H45 25 1/2 x 55 1/4 2
IH5 25 t/2 X 62 2 4
1H6 25 1/2 x 71 2 4•
IH7 25 1/2 x 83 2 4
30 1/2 26 29 1/2 x 25 2
3
30 1/2 x 38 3/8 29 1/2 X 37 3/8 2
3301/2 . 50 5/8 29 1/2 X 49 5/8 2
3301/2 x 56 1/4 29 1/2 x 55 1/4 2
4
30 1/2 x 63 29 1/2 x 62 2
4301/2 x 72 29 1/2 X 71 2
4301/2 . 84 29 1/2•x 83 2
22 36 x 25 - 2 32336x373/8 2 32436x495/8
2 324536x551/4 42536X622
42636x712
47 36 x 83 2 4
42 x 26 41 X 25 3
342 . 38 3/8 41 x 37 3/8 3
3 342x505/8 41 x 49 5/8 3 342x561/4 41 x 55 1/4 442x6341x623
442x7241X713
442x8441x833
48 x 26 47 x 25 3
3
48 . 38 3/8 47 x 37 3/8 3
348x505/8 47 X 49 5/8 3
348x561/4 47 It 55 1/4 3
448• x 63 47 x 62 3
448x7247X713
44Am9447x831
32 52 1/8 x 25 3 2
333521/8 x 37 3/8 3
334521/8 X 49 5/8 3
3345521/8 X. 55 1/4 3
35 52 1/8 x 62 3 4
36 52 1/8 x 71 3 4
37 52 1/6 x 83 3 4
REV pES R N DATE
I1I)A'
FLORIDA. -EXTRUDERS I SANFORD. FLORIDA
TITLE: INSTALLATION ANCHOR CHART.
SGL. HUNG FIN WINDOWS - SERIES 1000 , 1500 & 2000
DRAWN BY:BB APPROVED BY:
18/01 SCALE: NTS DWG:: rlLEXO026 SHT '2 OF 2.
100C S.H.
JAma tTYP.)
1G^0 , S.H.
JAME tTYP-)
11'rC SIP. -
JAMB (T Yr•)
i X 2 X 1/ S i000 S.H.
TUBE MULLION ,l4laB (TYs.)
K$ X 1/2 SELF
TAPPING SKIS
SEALANT BETWEEN
I`i; E;ls) ^LANGES
a MUL:-IuN
TePPp SmS
SECTICI j -
1-a
1 X E 7/16 X 1/$
I Hic MULLION
1X2X3/8
TUB= MULLION
8 X i / 2 SEl- F
TAPPING SMS
4EALA*4T• 9ETWEE`:
o MULL i:iN
a X I -I/= SELf
T / 'p IN SNS
Sir I `QN A —A (2)
f 1 X 2 7/ 16 X 3/ fi.-
1000 S.H. —t -7/-- iI;EE MUI_LiC:N JAMB <TYP.)
JAMB 'T`-'P.)
Is X 3/2 SELF
TAPPING SMS
V SEALAiVT BETWEEN
WINDOW FLANGES
MULLION
8 X 1-1/2 SELF
TAPPING SMS
SlLzC?-iCN A --A (S) 1
X4X1/8 TUNE
MULLION 1000
S.H. — JAMB
t T Yp.) I. c1
X 1/2 SELF TAPPING
SINS SEALANT
BETWEEN WINDOW
FLANGES 3 ?
MULLION 8
X 1-1/.2 SELF. TAPPING
SMS SEC
I iONA -A x$
X 1/2 SELF TAPPI44G
SMS 8
X 1-1/2 SELF - SEALANT
BETWEEN TAFPiN SMS WINDOW
FLANGES MULLION
t -
00 v 1-1>2 SELF TAP?
ING SMS r! S`=
CTlGIN -A i41 i X
4 X 3/6 t TUBE
MULLION • v "
AID • ONE
BY 'WOOD--- I
RdCK BY OTHERS \ i
I 1/4MIN, 4 EMEE1)MEN1!
14 I I
i.
i
I NLILt_
N — I 1 E
Y.
1/
2 SELF TAPPING 5 'S
SEALANT BETWEEN WINDOW
FLANGES MULLION
E CTiON
A —
A (71------- IETAIL C - Y
Li I
MS :
TYP.; - =
TAIL - $ ELEVATION fi X
1/
2 SELF WEVIPE.0 FROM EXTERIOR TAPPING SMS - SEALANT
BETWEEN WINDOW
FLANGES 8
X 1-
1/2 SELF TAPPING SMS SEC
T ivA-
A (t.) Fie 15 220-92
D E.-AILC
rONCRE-E OR MASONRY
BY OTHERS J 4sSTAL; ATI"
N ANrwr.
R 3%i5• G.A jArr: ?t SrrEb A"
3r«;rt <TYF. XTc"RNAL NULI ION
ifSTAi _eTr:N _.; P
TY PIICALMULLION TO
C;ONCRUE at : HEAJ APPLIES TO HEAD & SILL .`
AHE RE. 1" X q 3c 2" X TUoJc !.''
1I0"!S ARE L'SE^,) r. 1 V CF1A!L 8 r-
INSTALLATION ANCHOR 3/1E'
C-I.A.
TAP -ON ISCREW ANCHORt T YF.)
1 r SILL CLIP1
1/4' MTIN. Q
EMBEDHE NT- 1 rRE:.
I SILL ET
OTHERS
A_I0 IA-RY Pl.
AT C=!.:R ADDITIONAL ANCHORS; `:HEN
REQUIRED) t E) t;.st t
tint
i
I . I NTERNATIONAL, INC. FLORIDALORIDA EXTRUDERS
SANFORD,
FLORIDA TrrLE:
SER: 1 COO/ 11-
00 FLANGE SHEET 1 OF c V``N- ' L _ ,' U. 1
L 11 JN SECT i0INS i SEi_ OTHr R S
i DE < SHEET c Cf ' D - FOR T--SION PRESSURE- CAPACITIES I
DRAWN BY: M S
FAPPROVED BY: InA-rw.P / 1 In .
grAT.F.- ITC nw... ? V111- 1 r 44
r•r-nr f%AnAf%ITICC
SERIES 1000
I CAPACITY
1500 I• LANIit VL' K I IUAL UL3iu v rRG.3.2•vl L-
CAPACITY i CAPACITY CAPACITY i CAPACITY i CAPACITY ;CAPACITY i CAPACITY CAPACITY I CAPACITY
WINDOW
1 CAPACITY
WINDOW 1 X2X 1 /8 '
CAPACITY
1 X2X 1 /8
CAPACITY
1 X2X3/8 1 X2X3/8
1
tx2 7/t 6xt/sitx2 /t 6xt/s;tx2 7/16X3/8!1 X2 7/16X3/8!
I TUBE MULL !TUBE MULL TUBE MULL ! TUBE MULL
1 X4X1 /8
TUBE MULL
1 X4X1/8
TUBE. MULL
I , 1 X4X31X4X3/8 /8
i TUBE MULL i TUBE MULL
2X4X3 8
TUBE MULL
6 ANCHORSCALL
SIZE
i TIP -TO -TIP ;TUBE MULL TUBE MULL ;TUBE MULL
I SIZE i 2 ANCHORS 4 ANCHORS 1 2 ANCHORS
i TUBE MULL
4 ANCHORS 12 ANCHORS
A-A(3)
4 ANCHORS
SECT. A-A(3
1 2 ANCHORS
SECT. A -A 4
4 ANCHORS
i SECT. A -A 4!
1 4 ANCHORS
SECT. A -A 5'
16 ANCHORS
SECT. A -A 5
4 ANCHORS
SECT. A -A 6
i 6 ANCHORS
SECT. A -A 6 1 SECT. A -A 7
SECT. A -A 1 SECT. A -A{ t) I SECT. A-A(Z) SECT. A-A(2) !SECT.
1336.52 1732.42 1791'.81 187.72 i 791.81 1187.72 11187.72
12 I 19 1/8 X 26 1336.52 2 336.52 692.83 336.52 1732.42
456.46 209.72 456.46i 493.47 740.20 493.47 740.20 740.20 13
i19 1 /8 X 38 3/S 209.72 317.66_.. 209.72 429.55 209.72 T-- 271.
83 359.41 539.12 359.41 1539.12 539.12 14
i19 1 /8 X 50 5/8 131.23 131.23 _ 94.
13 1152.
75 127.
29 1
177.46 1127.
29 1152.
75 1
135.81 i
193.92 139.
09 152.
75 135.
81 194.97 319.55. 460.17 319.55 479.33 479.33 145
119 1 /8 X 56 1 /4 94.13 89.
21 89.21 97.48 9797.48 119.85 136.64-1282.02 423.03 282.02 423.03 _ 423.03 _ 15
i 19 1 /8 X 63 ' 65.97 65.97 j--_- ----
E
58.81 58.81 i 64.27 64.27 190.09 90.09 . 212.62 212.62 1296.98 296.98 i 365.75 r
16
19 1 /8 X 72 ! 43.49 1
43.
49 36.
45 36.45 39.83 39.83 55.84 55.84 -_ 131.79 _ 131_79- 1 184.08 1 18 4.08_ 294.03 17
19 1/8 X 84 26.96 r-- -
I
26.
96 572.
13 262.87 1541.20 1262.87 572.13 1262.87 572.13 1618.52 927.78 1618.52 1927.78 1927.78 1
H2 26 1 2 X 26 i 262.87 6
1 /2 X 38 3/8i 157.93 i 239.21 j 157.93 1323.48 i._._
157.
93 343.74 i 157.93 1343.74 371.61 1557.41 371.61 1266.
35 557.
41 557.41 1
H3 1
1 13.20_ 131.51 1113.20 1 143.71 113.20 1201.45 26! 6.35 399.53 399.53 399.53 1
H4 6 1 /2 X 50 5/8 97.25 _ r-
6
1 /2 X 56 1 /4! 69.43 97.
25 169.
43 c
193.
89 93.89 100.17 102.59 i 100.17 i 143.81 i 235.70 339.42 1- 235.70 353.55 i 353.55 1
H45 HS
1 26 1 /2 X 63 r48.44__ 48.44 1165.51 i65.51 165.51 71.58 71.58 88.01 100.34 207.10 236.83 207.10 1.310.65 310.65 1
i
31.79 42.99 42 .99 46:98 41 6.98 65.86 65.86 155.44 155.44 1217.1 1 1217.1 1 267.38 1
H6 26 1 /2 X 72 , 31.79 126.
53 126.53 128.99 128.99 c 40.64 40.64 i 95.93 195.93 1 133.99 1133.99 214.02 1
H7 22
I
26 1 /2 X 84 19.62 X
26 1216.75 37. , 19.
62 471.
75 i 216.75 471.75 216.75 471.75 216.75 1471.75 1510 765. 510 765 765 431.
36 23
l37 X 38 3/8 122.22 185.12 1122.22 250.32 122.22 2 6122.22 18
1266.
00 1287.57 431.36 1287.57 431.36 7
X 50 5/8 ' 73.34 i 73.34 85.36 199.17 185.36 1- 008.37 3 1151.91 1 200.86 1301.29 200.86 301.29 c 301.29 24
245
7 X 56 1 /4 51.97 51.97 70.28 - 70.28 7 74.98 176.79 74.98 1-107.65 i 176.43 254.07 1176.43 - 264.64 264.64 25
1 37 X 63 c 36.01 36.0.1 48.70 148.70 153.21 53.21 65.43 74.59 11153.96 f-- i
176.
06 153.96 230.94 230.94 197.41
26 1
37 X 72 23.47 23.47 31.74 i 31.74 134.69 34.69 48.62 48.62 114.76 114.76 131.61 98.27
160.30
98.27
156.97 27 37
X 84 1 14.39 i 14.39 19.46 19.46 21.26 21:'6: 29.81 r--. 29.
81
70.36 170.36 32 53
1 /8 X 26 ! 191.61 1417.04 191.61 1394.49 191.61 417.04 4J 7.Q4• 450.85 1 676.
28
1450.85 676.28 676.28 33 3
1 /8 X 38 3/8; 98.38 149.02 98.38 I 4s3.38 • •` '' 24 4.14 i 231.50 201.5198.38 P 2 t 4. ,4 ; _.. . 347.25 231.50 1347.25 1-347.25 34 3
1 /8 X 50 5/8 56.23 56.23 1 65.45 76.04 65.45 183.09 165:45 1 11.6.47` ' ' 1:1.94.00 1231.01 - 1154.00 231.01 200.23
231.01
345 3
1 /8 X 56 1/ 4 39.32 i 39.32 53.17 53.17 56.73 58.10 156.73 " 81. 4 133.48 192.22 133.48 1200.23 i 35
53
1 /8 X 63 26.92 26.92 i 136.
40
136.40 I--- -- 139.
78
1 39.78 48.91 I 35.
92 155.715 _ ..
i 35.
92 r. 1
i5 _08 84.77
1131.60 "
184.77
1115 97.
21
172.63
118.41
172.63
145.82
36 53
1 /8 X 72 . ; 17.34 i 17.
34
123.45 c 23.45 i 25.
62
115.53
125.62
1 15.
53 r21.77 i 21.
77-
151.39 51.39 171.78 71.78 120.81 37 53
1 /8 X 84 c 10.51 10.51 14.21 114.21 SERIES 1-
000 & 1500 FLANGE VERTICAL FLORIDA EXTRUDERS INTERNATIONAL, SANFORD, INC
FLORIDA
MULLION
DESIGN
PRESSURE CAPACITIES TITU: i1ES 10Nw RE U A?r L = I I LS f LhivuE SHEET 2
OF 2 JEKT I k,.AL MULL i DVS ER. ? 0(G & I Z) NOTE: A)
NUMBER OF ANCHORS NOTED' FOR TAPCON FASTENERS REQUIRED
EACH END. 1. " DRAWN BY: .
B APPROVED BY: AT 8) DESIGN
PRESSURES GIVEN ARE FOR 1.5 X S'9i DA'1'E:r1 ! / ` . /OC SCALE: r i!LL D1 G.. N1PLC PG 2 C . CCE2
1000 S.H.
JAMB (TYP.)
1000 S.H.
JAMB (TYP.)
1000 S.H:
JAMB (TYP.)
1 X 2 X 1/8 ' 1000 S.H.
TUBE MULLION JAMB (TYP.)
8 X 1/2 SELF
TAPPING SMS
SEALANT BETWEEN
WINDOW FRAME
d MULLION
8 X 1-1/2 SELF
TAPPING-SMS .
SECTION A —A (1 )
IX27/16X1/8
TUBE MULLION 1000 S.H.
JAMB (TYP.)
8 X 1/2 SELF
TAPPING SMS
SEALANT BETWEEN
WINDOW FRAME
d MULLION
8 X 1-1/2 SELF
TAPPING SMS
SECTION A —A Q
1X4X1/8
TUBE MULLION
8 X 1/2 SELF
an' 1104 TAPPING SMS
SEALANT BETWEEN
WINDOW FRAME
d MULLION
8 X 1-1/2 SELF
TAPPING SMS
SECTION A —A_ (5)
IX2X3/8
TUBE MULLION
8 X 1/2 SELF
TAPPING SMS
2 X 4 X 3/8
SEALAWNWEEN TUBE MULLION
WIDOE
d MULLION
8 X 1-1/2 SELF
TAPPING SMS
SECTION A —A (2)
1000 S.H.,
1 X 2 7/16 X 3/8 JAMB (TYP.)
TUBE MULLION
1000 S.H. —
JAMB (TYP.)
8 X 1/2 SELF
TAPPING SMS
1 1/8' MIN.
EMBEDMENT
TWO BY WOOD
BUCK BY OTHERS
MULLION
8 X 1/2 SELF
TAPPING SMS
SEALANT BETWEEN
SEALANT BETWEEN #
8 X 1-1/2 SELF_ ELF WINDOW FLANGES
WINDOW FRAME TAPPING SMS d MULLION
d MULLION SECTION A —A (7) 8 X 1-1/2 SELF
TAPPING SMS DETAIL C
SECTION A —A ( A
1X4X3/8
TUBE MULLIO, •
8 X 1/2 SELF
TAPPING SMS
SEALANT BETWEEN
WINDOW FRAME
d MULLION
8 X 1-1/2 SELF
TAPPING SMS
SECTION A —A (5)
DETAIL C
SHEATHING
INSTALLATION ANCHOR #8 WOOD
SCREW (TYP.)
EXTERNAL MULLION
INSTALLATION CLIP
APPLIES ' TO HEAD & SILL WHERE 1" X 4"
2" X 4" TUBE MULLIONS ARE USED
APPLIES TO HEAD & SILL' WHERE I" X 2"
1" X 2 7/16" TUBE MULLIONS ARE USED
INSTALLATION ANCHOR
DETAIL 6 #8 WOOD SCREWF(TYP.)
ILL CLIP
1 1%8' MIN.
EMBEDMENT
SHEATHING
AUXILIARY PLATE
FOR ADDITIONAL ANCHORS, WHEN REQUIRED)
O
F1
A A
A(D E)
8 SELF TAPPING -- '
SMS (TYP.) DETAIL B MULLION
ELEVATION Q
VIEWED FROM EXTERIOR
FLORIDA EXTRUDERS INTERNATIONAL, INC.
SANFORD, FLORIDA
TITLE: SER. 1000/.1500 . FIN SHEET 1 OF 2
VERTICAL MULLION SECTIONS
1 F 22 SEE OTHER SIDE (SHEET 2 OF 2) FOR
DESIGN PRESSURE CAPACITIES
DRAWN BY: MSH APPROVED BY:
DATE:2/6/02 scALE: NTS Dwe•;. 1.VMF I N
SERIES 1000 & 1500 FIN VERTICAL DESIGN PRESSURE CAPACITIES
CAPACITY CAPACITY CAPACITY CAPACITY CAPACITY CAPACITY CAPACITY CAPACITY
X2. 7/16X3/8
CAPACITY
1 X4X1 /8-
CAPACITY
1 X4X 1 /8
CAPACITY
1 X4X3/8
CAPACITY
1 X4X3/8
CAPACITY
2X4X3/8
WINDOW WINDOW
TIP -TO -TIP
1 X2X 1 /8 1 X2X 1 /8 1 X2X3/8
TUBE MULL
1 X2X3/8
TUBE MULL
X2 7/16X1/8
TUBE MULL
1 X2 7/16X1 /81
TUBE MULL
X2 7/16X3/8
TUBE MULL TUBE MULL TUBE MULL TUBE MULL TUBE MULL TUBE' MULL- TUBE MULLCALL' .
SIZE SIZE
TUBE MULL
2 ANCHORS
TUBE MULL
4 ANCHORS 2 ANCHORS 4 ANCHORS 2 ANCHORS
3
4 ANCHORS
SECT. A -A 3
2 ANCHORS
SECT. A -A 4
4 ANCHORS
SECT. A -A 4
4.ANCHORS
SECai.A- 5.
6 ANCHORS
SECT. A -A 5)
4 ANCHORS
SECT. A -A 6)
6 ANCHORS
SECT. A -A 6
6.ANCHORS
SECT. A -A 7
SECT. A -A .1 SECT. A -A 1 SECT. A=A 2 SECT. A -A 2 SECT. A -A
12 18 1 /8 X 25 201.83 403.67 201.83 403.67 201.83 403.67 201.83 403.67• - . 403.67 605.50 403.67 605.50' 605.50
13 18 1 /B X 37 3/ 125.78 251.57` 125.78 251.57 125:78 251.57 125.78 251.57 :. 251=:57: '. .:. 377:5.ti 251.57 :: 377.6 -:... 37.7.36
14 18 -1/8 X 49 5/ 91.61 129.63' 91.61 178.41 91.61 183.23 91.61 183.23 183.23 274.84 183.23 274.84 ' ' - 274.84
145 18 1/8 X 55 1 /• 81 -.45 92.98 81.45 127.97 81.45' 136.55 81.45 162.91 162.91 244.36 162.91 244.36 244.36
15 18 1 /8 X 62 65.16 65:16 71.88 89.68 71.88 95.70 71.88 - 135.52 143.77 215.66 143.77 215.66 215.66
16 18 1/88 X 71 42.96 42.96 59.13 59.13 62.15 63.09 62.15 89.35 124.30 186.46 124.30 186.46 186.46
17 18 1 /8 X 83 26.63 26.63 - 36.65 36.65 39.11 39.11 52.64
157.66
55.38
315.32
105.29
315.32
128.92
472.98.
105.29
315.32
157.94
472.98
157.94
472.98
1 H2 25 1 /2 X 25 157.66 315.32 157.66 315.32 1'S7.66 31532
5 1/2 X 37 -3/ 94.72 189.44 94.72 189.44 94.72 189.44- 94.72 189.44 189.44 284.17 189.44 284.17 - ' 284.17
dH3 5 1 /2 X 49 5/ 67.89 96.07 67.89 132.22 67:89135:79 67.89 1.35.79 135.79 203.68 135.79 203.68 203.68
5 1 /2 X 55 1 / 60.08 68.58 60.08 94.39 SO RB ` 100.72 60.08 120.16 120.16 180.24 120.16 180.24:-;. 180.24
i H5 25 1 /2 X 62 47.85 47.85 52.79 65.86 52:79 70.28 52.79 99.52 1 f15:3$ " 158.37 105.58 158.37 = ' 15837
1 H 6 25 1 /2 X 71 31.40 31.40 43.22 43.22 ' ''' ` '- 45°.43 ' 46.1:2?: ': • 45.43 65.32 - 96.87 136.31 90.87 136.31 136:31
1 H7 25 1 /2 X '83 1938 19.38 26.67 26.67 28.46 28.46 38.32 40.31 76 64' 93.84 °. 76.64 114'.96. 414:96
130 260 260 390 260 390 390'
22 36.X 25 130 260 130 260 130 260
23 36 X 37 3/8 73.30 146.60 73.30 146.60 73.30 146.60 73.30 146.60 146.60 219.91 146.60 219.91 219.91
24 6 X 49 5/8 51.20 72.44 51.20 99.71 51.20 102.40 51.20 102.40 102.40 153.60 102.40 153.60 153.60
245 36 X 55 1 /4 44:97 51.33 44.97 70.65 44.97 75.39 44.97 89.94 89.94 134.91 89.94 134.91 134.91
25 36 X 62 35.57 35.57 39.24 48.96 39.24 52.24. 39.24 73.98 78.49 117.73 78.49 117.73 117.73
26 36 X 71 23.19 23.19 31.91 31.91 33.54 34.05 `• 33.54 48.22 67.09 100.64 67.09 100.64 100.64
27 36 X :83 14.21 14.21 19.56 19.56 20.88 20.88 2 .56•• - `29.5,6 56.21 68.83 56.21 84.32 84.32
32 52 1 /8 X 25 114:92 229.84 114.92 229.84 114.92 229.84 114.92• 279.84 229.84 344.77 229.84 344.77 344.77
33 2 1 /8 X 37 3/ 59.01 118.02 59.01 118.02 59.01 118.02 59.01' 118.02 1 f.8.02 177.03 118.02 177.03:: 177.03
34 2 1/8 X 49 -5/8 39.25 55.54 39.25 76.45 39.25 78.51 39.25 78.51 78.51 117.76 78.51 117.76 117.76
345 2 1/8. X 55 1 / 34.02 38.84 34.02 53.45 34.02 57.04 34.02 68.05 68.05 102.07 68.05 - 102.07 102.07
35 52 1/8 X 62 26.59 26.59 29.33 36.60 29.33 39.05 29.33 55.30 A 58.67 88.00 58.67 88.00 88.00
36 52 1/8 X 71- 17.13 - 17.13 23.57 23.57 24.78 25.15 24.78 35.62121.59
49:56 ,' 74.34 49.56 74.34-.- +. ; 74.34
37 52 1/8 X 83 10.38 10.38 14.29. 14.29 15.25;.._. 20.53 41.06 50.27 41.06. 61.59 61.59 .
SERIES 1000 &- 1500 FIN VERTICAL FL EXTRUDERS INTERNATIONAL, n1c
SANFORD, nORMA
MULLION DESIGN PRESSURE CAPACITIES
SHEET. 2 OF 2
f TM:DESIGNDESIGN PRESSURE CAPACITIES F I N
a i=E 2;,1'; VERTICAL MULLIONS SER. 1000 1500
NOTE: A) NUMBER OF ANCHORS, NOTED FOR8 SCREW
EPRFS_51REQUIRED EACH DRAWN BY: B BY:
1R) DESIGN 1Cc, IVFNARF FOR 1.5. X .. APPROVED
nc
no r \I1AAC• T AI Dr 0
507
SHIM AS RE'0'0 INSTALLATION ANCHOR
SHEATHING (SEE NOTES)
88 SCREW.
BY OTHERS CAULK BETWEEN TWO BY vppDDOORFLANGEBSHEATHINGYOTHERS
r SHIM SPACE
EMBEDMENT
STUCCO .
OR SIDING
BY OTHERS SLIDING GLASS
DOOR FRAME
PERIMETER HEAD
CAULK BY
OTHERS
MLIL Ttaull" la 1LJL•l. Fill c-
0 tilt,
SLIDING GLASS
DOOR FRAME
SILL
C
a
4 0
V
LIBERALLY APPLY
CAULKING. UNDER SILL
TEMPERED
GLASS (TYP.)
DOOR
HEIGHT
EMBEDMENT
4 c 1-1/4' MIN.
p p
OR SET SILL IN BED INSTALLATION ANCHOR
OF CONCRETE 3/16DIA. TAPCON SECTION
A -A DOOR
WIDTH SLIDING
GLASS DOOR
FRAME JAMB
TEMPERED
GLASS TYP.)
1/
4' MAX. SHIM SPACE TWO
BY WOOD y
1-1/8 MIN. BY OTHERS 1
EMBEDMENT SLIDING
GLASS DOOR HOOK
STRIP SHIM
AS REO'0. SEE -
NOTES) INSTALLATION
ANCHOR a8
SCREW . CAULK
BETWEEN DOOR
FLANGE L
SHEATHING PERIMETER --
SHEATHING
CAULK
BY BY OTHERS TEMPERED GLASS OTHERS
STUCCO (TYP.) OR
SIDING BY
OTHERS SLIDING GLASS DOOR INTERLOCK
SECTION
B-B p
A --
W EXTERIOR
ELEVATION 2
PANEL DOOR SHOWN 12002
INSTALLATION
ANCHOR 8
SCREW TWO
BY WOOD'- BY
OTHERS• CAULK
BETWEEN HOOK
STRIP L SHEATHING
1-
1/8, MIN. EMBEDMENT
SHEATHING
BY -
OTHERS STUCCO
OR SIDING BY
OTHERS HOOK
STRIP DETAIL NOTE
I)
DOOR MATERIAL: ALUMINUM ALLOY 6063. 2) •
8 INSTALLATION SCREWS MUST BE OF SUFFICIENT LENGTH TO ACHIEVE MIN. EMBEDMENT OF
1-1/8' INTO WOOD. TAPCON TYPE INSTALLATION ANCHORS AT SILL MUST BE OF SUFFICIENTLENGTHTOACHIEVEMIN. EMBEDMENT OF 1-1/4' INTO MASONRY OR CONCRETE. 3)
INSTALLATION ANCHOR CHART ON BACK OF THIS SHEET. 4)
USE SILICONIZEO ACRYLIC CAULK BEHIND DOOR FLANGE AT HEAD A JAMBS. 5)
USE SILICONIZED ACRYLIC CAULK FOR PERIMETER SEAL AROUND EXTERIOR OF DOOR. 6)
IF EXACT DOOR SIZE IS NOT LISTED IN ANCHOR CHART, USE ANCHOR QUANTITY LISTED WITH NEXT LARGER
SIZE, FOR THE APPROPRIATE DESIGN PRESSURE REO'D. 7)
FOR POCKET DOOR SIZES USE CLOSEST BYPASS DOOR SIZE s CONFIGURATION TO FINISHED OPENING. B
PLACE INSTALLATION ANCHORS. IN FRONT OF HOOK STRIP AS SHOWN.. 8)
GLASS THICKNESS MAY VARY PER REQUIREMENTS OF ASTH E1300 GLASS CHARTS. 9)'
DOOR UNIT IS APPROVED USING TEMPERED GLASS IN SINGLE GLAZED OR INSULATING'GLASS, 10)
JAMB / SILL CORNERS ARE TO BE SEALED WITH A SMALL JOINT SEAM SEALER. 11)
SHIM AS REO'D. AT EA. SET OF INSTALLATION ANCHORS. MAX. ALLOWABLE SHIM STACK TO BE 1/4'. 12)
ALL INSTALLATION ANCHORS MUST BE MADE OF CORROSION RESISTANT MATERIALS. 13)
WHERE 'X' REPRESENTS MOVING PANEL AND '0' REPRESENTS FIXED PANEL APPROVED CONFIGURATIONS
ARE AS LISTED ON ANCHOR CHART ON BACK OF THIS SHEET. 14)
NOT ALL CONFIGURATIONS LISTED ABOVE ARE SHOWN ON THIS CRAVING. HOWEVER INSTALLATION SECTIONS '
A -A'. 'B-B' 6 HOOK STRIP DETAIL APPLY TO INSTALLATION OF ALL APPROVED CONFIGURATIONS.
15)
FLORIDA EXTRUDERS 1000 SERIES SLIDING GLASS DOOR IS SHOWN. THIS PRINT ALSO APPLIES TO 2000
SERIES AND 500 SERIES. REV
DESCRIPTION DATE EXTINI FLEIRIDAINT..- RINC RS SANFORD
FL. TITLE:
SLIDING GLASS DOOR INSTALLATION •
WITH' #8 SCREWS DRAWN
BY: BB APPROVED BY: ATE:
12/17/01 ISCALE. NTS IDWG #FLEX0021 SHT I OF PREPARED
Br: PRODUCT L APPLICATION ENGENEERING. INC.. 210 INTERNATIONAL PKVv_ SUITE 2%. HCATHROW, FLORIDA. 32746, 407-605-0363 FAX 407-805-0766
8 SCREW INSTALLATION ANCHOR CHART
NOMINAL DOOR QUANTITIES IN HEAD & SILL QUANTITIES IN EA. JAMB QUANTITIES IN EA. HOOK STRIP
DOOR
UP TO 46 PSF TO 61 PSF TO UP TO 46 PSF TO 61 PSF TO UP TO 46 PSF TO 61 PSF TOSIZEANDSIZE
CONFIGURATION 45 PSF 60 PSF 70 PSF 45 PSF 60 PSF 70 PSF 45 PSF 60 PSF 70 PSF
4068 XX, OX, XO 48 X 80 6 6 6 8 8
8
8
8
4
4
4
4
4
4
5068 XX, OX, XO 60 X 80 6 6 6 8
8 8 8. 4 4 4
6068 XX, X, XO 72 X 80 8 8 8
8 8 8 4 4 4
8068 XX, OX, XO 96 X 80 10 10 10
8 8 8 4 4 4
10068 XX OX XO 120 X 80 12 12 12
10 10 10 5 5 5.
5080 XX, X. XO 60 X 96 6 6. 6
10 10 5 5 5
6080- XX, 'OX. XO 72. X 96. 8 8 8
10 10
10
10 5 5 5. 8080 XX, OX, x0 96 X 96 10 10 10
10 10 10 5• 5 5
10080 XX OX XO 120 X 96 12 121
6 6 12 12 12 6 6 650100XX, OX. X 60 X 120 6
12 12 12 6 6 7
60100 XX, OX, XO 72 X 120 8 8 8
12 12 12 6• 7 8
80100 XX OX XO 96 X 120 10 10 10
8 8 8 4 4 4
9068 OXO 109 -1/8 x 80 12 , 12 12
412068OXO1451/8 X 80. 14, 14 14 8 8 ' 8 4 4
15068 OXO 181 1/8 X 80 16 16 16 8 8 8 4 4 4
59080OX01091/8 X 96 12 12 12 10 10 10 5 5
512080OXD1451/8 X .96 14 14 14 10 10 10 5 5.
515080OXO1811/8 'x. 96 • 16 16 16 10 10 10 5 5
890100Ox01091/8 X 120 12 12 12 12 12 12 5 7
8120100OXO1451/8- X 120 14 14' 14 12 12 12 5 7
9068 XXX 106 5/8 X 80 12 ' 12 12 8 8 8 4 4 4-
12068 XXX' 142 5/8 X 80 14 14 14 8 8 8 4 4 4
15068 XXX 178 5/8 X 80 6 16 16 8 8 8 4 4 4
59080XXX1065/8 X 96 12 12 12 10 10 10 5 5
12080' XXX 142 5/8 -X 96 14 14 14 10 10 10 5 5 5
515080XXX1785/8 X 96 16 16' 16 10 10 10 5 5
90100 XXX 106 5/8 120. 12 12 12 12 12 12 6 7 8
120100 XXX
X
142 5/8 X 120 4 4 4 12 12 12 6 7 8
10068 OXXO 119 5/8 X 80 12 12 12 8 8 8 4 4 4
12068 OXXO 143 5/8 X 80 14 14 14 8 8 8 4 4 4
16068 OXXO 191 5/8 X 80 18 18 18. 8 8 8 4 4 4
10080 XXO 11 / X 12 12 12 1 1
5 5 512080OXXO1435/8 X -96 14 14 14 10 10. 10
516080OXXO1915/8 X 96 18 18 18 10 10 10 5 5
100100 OXXO 119 5/8 X. 120 12 1.2 12 12 12 12 6 7 8
120100 OXXD 143 5/8 X 120 14 14 14. 12 12 12 6 7 8
160100 OXXO 191 5/8 X 120 18 18 19 12 12 12 6 7 8
10 68 XXXX 11 /4 X 12 12 12 4 4 4
12068 XXXX 141 1/4 X 80 14 14 14 8 8 8 4. 4 4
16068 XXXX 189 1/4 X 80 16 16 16 8 8 8 4 4 4
10080 XXXX 11 - 1/4 X 96 12 12 12 10. 10 10 5 5 5
12080 XXXX 141. 1/4 V96' - 14 14 14 10 10 10 5 5 5
51.6080. XXX-X 189 1/4 X 96 16 16 16 10 10 10 5 5
i00100 XXXX 117 1/4 X 120 12 12 12 12 12 12 5 7 8
120100 XXXX 141 1/4 X 120 14 14 14 12 12 12 5 7 8
160100 XXXX 189 1/4 X 120 16 16 19 12 12 12 5 7
ANCHOR. NOTES-
1> FOR MASONRY OPENING W/TWO BY WOOD BUCK USE SAME ANCHOR QUANTITIES.
FLORIDA EXTRUDERS •,
INT. IN. SANFORD, 'FL.
TT,LE-- SLIDING GLASS DOOR
A INSTALLATION WITH a8 SCREWS
ENGINEER: Im BB N TE. 12/21/01
cisc'PuNc: CIVIL SCALE: N.T.S. ov4 "a 'FLEX0027
FL. RCG. 47182 REV..LETTER: SKET.
2 OF 2
3' bath duc
to roof cop
r/fan
v
3' bath duct
to roof cap
r/fan
LMAIMWO dryer
wall cap Must
have a minimum clearance of 4 Inches around the air handler per the State Energy code. All duct has an r=6 insulatlon value. BY
BLDR MIN 2'
FROM WALL Rating
J
1L (
V CID L
L
Jv"
J p Q
2 1L S
fi
r
U Nmz
O
N_
ou
w
w O O
V)
QQ
U
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i
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N
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LLJ
x
LJ
I O Q' Z
LLJ
Q
O U
LLJU
2: Co i z
O
m
w
z
o z
a
mCLJ(
nC)0 J
O D Q ix
0
ONE BY WOOD
BUCK BY OTHERS
CAULK BETWEEN
V[N00V FLANGE
L VOOD BUCK
STUCCO
BY OTHERS
PERIMETER
CAULK
BY OTHERS
RIGID VINYL
GLAZING BEAD
V M. (TYP.)
VI DOW
HEIGHT)
CAULK BETWEEN WINDOW
FLANGE S PRECAST SILL
W/ VULKEM 116 ADHESIVE
CAULK, OR APRV'D. EOL.
PERIMETER
CAULK
BY OTHERS
CONCRETE OR
MASONRY OPENING
BY OTHERS
9
CAULK 'BETWEEN ' ' B.V.
WOOD BUCK 6 (BUCK WIDTH)
MAS'Y. OPENING INSTALLATION ANCHOR
BY OTHERS
ONE -BY WOOD 3/16' DIA..TAPCON
BUCK BY OTHERS
1-1/4' MIN.
a EMBEDMENT
INSTALLATION ANCHOR
3/16- D1A. TAPCON
SHIM AS REO'D.
1/4' MAX.
SEE N(ITES).
FLANGE TYPE
WINDOW FRAME .
HEADER
GLASS.
TYP.) (SEE NOTES)
B.H.
BUCK
HEIGHT)
FLANGE TYPE
WINDOW. FRAME
SILL
PRECAST SILL
BY OTHERS
1 TES: SECTION A -A
1) SHIM AS REO'0. AT EACH INSTALLATION ANCHOR. MAX. ALLOWABLE'
DSHIMSTACKTOBE1/4'.
2) WINDOW FRAME MATERIAL. ALUMINUM ALLOY 6063.
3) INSTALLATION ANCHOR MUST .BE OF SUFFICIENT LTH. TO ACHIEVE
MIN. EMBEDMENT OF 1-1 /4" INTO MASONRY OR CONCRETE.
4) USE SILICONIZED•ACRYLIC CAULK BEHIND WINDOW FLANGE AT HEAD
k JAMBS. SILL MUST BE ATTACHED TO THE SUBSTRATE WITH
VULKEM lt6 ADHESIVE CAULK OR APPROVED EQUAL.
5) USE SILICONIZED ACRYLIC CAULK FOR PERIMETER SEAL AROUND W.H.
EXTERIOR OF WINDOW FLANGE. F
6) IF EXACT WINDOW SIZE IS NOT LISTED IN ANCHOR CHART. USE
ANCHOR OUANTITY LISTED WITH NEXT LARGER SIZE.. FOR THE
APPROPRIATE DESIGN PRESSURE REO'0,
7) GLASS THICKNESS MAY VARY PER THE REOUIREMENTS'OF ASTM
E1300 GLASS CHARTS.
8) LETTER DESIGNATIONS ON THE TAPCON LOCATION CHART INDICATE I•••I
WHERE TAPCON ANCHORS ARE TO BE INSTALLED WHEN USING THE
EXTERIOR ELEVATION AS A KEY.
9) ALL FACTORY APPLIED HOLES NOT DESIGNATED FOR TAPCON
ANCHOR SHOULD BE FILLED WITH #8 SCREWS OF SUFFICIENT LTH.
TO PROVIDE MIN. 5/8 IN_ EMBEDMENT INTO WOOD BUCK.
R
SHIM AS REO'D.
RIGID VINYL
1/4- MAX.
GLAZING BEAD (SEE NOTES).
T.YP.)
GLASS
TYP.)(SEE NOTES)
FLANGE TYPE•
WINDOW FRAME
JAMB CAULK BETVEEN
WINDOW FLANGE
tL WOOD BUCK
0
W.V.
WINDOW WIDTH)
SECTION g-B
1-1/4' MIDI
EMBEDMENT
C>
STUCO
BY ETHERS
C
i o
PERIMETER
CAULK
BY OTHERS
CAULK BETWEEN
WOOD BUCK 6
MAS'Y.. OPENING
BY OTHERS
CONCRETE OP.
MASONRY OPENING
BY OTHERS
E
K B
9
IV) FLORIOA EAT UOERS 1000 SERIES SINGLE HUNG IS SHOwN.. THIS
PRINT ALSO APPLIES TO THE FLORIDA EXTRUDERS 1500 AND 2000 ELEVATIONSERIESSINGLERUNGS.
1 1) WHERE WINDOW IS INSTALLED IN MASONRY OPENING WITH A
STRUCTUAL SE #10 SCREWS OF
SUFFICIENT
TWOGTBH OCHIIEVE 1 u3/8- MIN. EMBEDMENT AT- VIEWED' FROM- EXTERIOR
ALL INSTALLATION FASTENER LOCATIONS.
TAPCON LOCATION CHART
CALL BUCK LOCATIONS IN HEAD LOCATIONS IN JAMB
3OPSF TO 40PSF 41 PsF TO 70PSF 30PsF TO 40PSF 41 PsF TO 70PsFSIZESIZE
12 18 1/8 x 25 8 8
8
F.G
F,G
F,G
F,G
13 18 1/8 X 37 3/8 8
B 8 F.G F.G
14 18 1/8 x 49 5/8
8 8 F,G F,G
145 18 1/8 x 55 1/4
8 F,G F.G
15 18 1/8 X 62 8
8 e F,G F.G.H.1
16 18 1/8 X 71
8 F,G F.G.J,K
17 18 1 8 x 83 8
B 8 F,G G
IH2 25 1/2 X 25
8 8 F,G F,.
1H3 25 1/2 X 37 3/8
8 8 F.G F,G H
1H4 25 1/2 X 49 5/8
B 8 F,G F,G.HJ
1H45 25 1/2 x 55 1/4
8 B F,G F,G,HJ
IH5 25 1/2 X 62
B 8 F•G F.G.H.1
1H6
IH7
25 1/2 x 71
25 1/2 X 83 8 8 F.G.J,K F,G.J.K
30 1/2 x 26 29 1/2 x 25 8
8
8
B F.G f, G
30 1/2 x 38 3/8 29 I/2 x 37 3/8 8 F.G F.
30 1/2 x 50 5/8 29 1/2 X 49 5/8 e
8 F.G F.G.HJ•
30 1/2 x 56 1/4 29 1/2 X 55 1/4 8
8 6 F.G F.G.H.1
30 1/2 x 63 29 1/2 x 62
8 8 F..
G
F.G.H.1
30 1/2 x 72 29 1/2 x 71
8 8 F.G.J.K F.G.
H.1
30 t 2 x 84 29 1 2 x 83
22 36 X 25
8
U
8 F.G F,G
23 36 x 37 3/8 8 8 F,G F.G,H,I
24 36 X 49 5/8
8 8 F.G F.G.H.I
245
25
36 x 55 1/4
36 x 62 8 8 F.G.H.1 F,G,HJ
26 36 X 71 B B F.G.H.1
F.G,J,K
O.E.F,G.H,I
F,G.H,I,J,K
27 36 X 83 8 8
42 26 41 X 25 8
8
8
8 F,G F,G,H,1
42 x 38 3/6 41 x 37 3/8
8 8 F,G F,G,HJ
42 x 50 5/8 41 x 49 5/8
B 8 F.G.H.1 F.G.N,I
42 x 56 1/4 41 X 55 1/4
8 8 F.G.H.1 O.E.F.G.H.1
42 x 63 41 X 62
41 X 71 8 8 F.G.H.1 O.E,F,G.H.1
42 x 72
42 x 84 41 X 83 8 8 F.G.J.K F,G.H.I,J.K
48 x 26 47 X 25 8
8
A,C
A.0
F,G
F.G.H,1
48 x 38 3/8 47 x 37 3/8
8 A.0 F F,G.H.I
48 x 50 5/8 47 x 49 5/8
8 A.0 F.G,H.1 F.G.H.1
48 x 56 1/4 • 47 x 55
B A.0 F.G.H.1 0,E,F,G.H.1
48 x 63 47 x 622
47 x 71 B A•C F.G.H.1 O.E.F.G.H.I
48.x 72 47 x 83 F K OEFGHIJK
48 x 84
52 1/8 X 25 6 A.0 F,G
F,C
F,G
F.G.H.132
33 52 1/0 x 37 3/8 8
8
AC
A.0 F.G.H.1 F.G.H.1
34 52 1/8 x 49 5/8
a A.C.F,G.H.1 O.E.F.G.H.1
345 52 1/8 X 55 1/4
B A.0 F,G.H.1 O.E.F.G.H.1
35 52 1/8 X 62
52 1/8 71 8 A.0 f ,G,H 1 O.E.F,G,H,I
36
37 52 1/8 xX 83 8 A.0 F.G.J.K O.E.F•G.J.K.J.K
37 SIZE NOT AVAILABLE IN 1000 OR 1500 SERIES.
FLORIDA EXTRUDERS INTERNATINAL. INC
SAN ORD,. FLORIDA
DR
LE: INSTALLATION DETAIL
L. HUNG FLANGE WINDOWS - SERIES 1000 1500 & 2000
AWN BY: B B APPROVED BY:
s «' TE:10 / 09 / 01 scALE: N T S DWG.. FLEX 0016
PaPPaRFn RY• PROOUCT' & APPUCATION ENGINEERING. INC.. 250 INTERNxT10MnL PKY.. SUITE 250. HEARtROw, FLORIDA 32746 --PMONE s07 805-0365 FAx 407805-0366
CAULK BETWEEN
WINDOW FIN b
SHEATHING
INSTALLATION ANCHOR
8 WOOD SCREW
STUCCO
BY OTHERS
WINDOW
HEIGHT
PERIMETER
CAULK
BY OTHERS
SHEATHING
BY OTHERS
GLAZING (TYP.)
SEE NOTES)
PERIMETER
CAULK
BY OTHERS
1' MIN.
EMBEDMENT
TWO BY WOOD
BY OTHERS
SHIM AS REO'D.
SEE NOTES)
Ll
1/4' MAX.
SHIM SPACE
GLAZING (TYP.)
SEE NOTES)
FIN TYPE
VINDOV FRAME
HEADER
FIN TYPE
WINDOW FRAME
SIWARBLE SILL
STOOL
BY OTHERS
WINDOW WIDTH
SHIM AS REO'D.
SEE NOTES)
cENTR AL
NAWO
GLAZING (TYP.)
rf0l FUg' # (SEE NOTES)
WINDOW
WIDTH
A
8
24' O.C.
MAX. (TYP.)
WINDOW
HEIGHT
SPACE
TYP.)
L MAX.
TYP.)
6' MAX. (TYP.)
ELEVATION
VIEWED FROM EXTERIOR
FIN TYPE
WINDOW FRAME
JAMB
PERIMETER
CAULK.
BY OTHERS
1/4' MAX.
SHIM SPACE
TWO BY WOOD
STUD BY OTHERS
I' MIN.
EMBEDMENT
I
SHEATHING'
BY OTHERS
CAULK BETWEEN
WINDOW FIN
b SHEATHING
INSTALLATION ANCHOR
oB WOOD SCREW
STUCCO
BY OTHERS
SECTION B-B
NOTES
1)HIM AS RE0-0. AT EACH INSTALLATION ANCHOR.
MAX. ALLOWABLE SHIM STACK TO BE -1/4-.
2) WINDOW FRAME MATERIAL: ALUMINUM ALLOY 6063.
3) INSTALLATION ANCHOR MUST BE OF SUFFICIENT LTH.
TO ACHIEVE MIN- EMBEDMENT OF 1' INTO WOOD BUCK.
4) USE SILICONIZEO ACRYLIC CAULK BEHIND WINDOW FIN
AT HEAD, SILL do JAMBS.
5) USE SILICONIZEO ACRYLIC CAULK FOR PERIMETER SEAL
AROUND EXTERIOR OF WINDOW FRAME.
6) IF EXACT WINDOW SIZE IS NOT LISTED IN ANCHOR CHART,
USE ANCHOR QUANTITY LISTED WITH NEXT LARGER SIZE.
7) GLASS THICKNESS MAY VARY PER THE REOUIREMENTS OF
ASTM E1300 GLASS CHARTS.
8) FLORIDA EXTRUDERS 1000 SERIES SINGLE HUNG IS SHOWN. THIS PRINT ALSO APPLIES TO THE FLORIDA ETRUOERS 1500
AND 2000 SERIES SINGLE HUNG WINDOWS.
0
INSTALLATION ANCHOR I ` TWO BY WOOD08WOODSCREWBYOTHERS
STUCCO I
BY OTHERS
Ai
REV DESCRIPTION DATE INIINTERNATIONAL, 1NC
FLORIDA EXTRUDERS
CAULK BETWEENSANFORD, FLORIDAWINDOW,FIN SHEATHINGSHEATHINGBYOTHERSTITLE: INSTALLATION DETAIL W/#8 SCREWS. i'MIN.
EMBEDMENTSECTIONA-At:
SINGLE HUNG FIN WINDOW - SERIES 1000, 1500, & 2000
j,;v r DRAWN BY:BB APPROVED BY: .. •
1?s. '• DATE: 12/ 13/O 1 SCALE: N. T. S. DWG.:FLEX0026 SHT 1 F 2
PREPARED BY: PRODUCT t APPLICATION ENGINEERING, INC. 250 INTERNATIONAL PKVY', SUITE 250. HEATHROV, FLORIDA 32746 PHONE 407 005-0365 FAX 407 805-0366
INSTALLATION ANCHOR CHART .
QUANTITY IN QUANTITY IN
HEAD & SILL EACH JAMBCALLWINDOW
UP TO 70 PSF UP TO 70asF =""= SIZE SIZE
2024 23 1/2 x 27 1/2 2 2
22030231/2 1 35 1/2 2
32038231/2 x 43 1/2 2
32040231/2 x 47 1/2 2
32044231/2 x 51 1/2 2
32050231/2 x 59 1/2 2
2060 23 1/2 x 71 1/2 2 4
2070 23 1/2 x 83 1/2 2 4
2424 27 1/2 X 27 1/2 2
2430 27 1/2 x 35 1/2 2 2
2438 27 1/2 X 43 1/2 2 3
2440 27 1/2 x 47 1/2 2 3
2444 27 1/2 x 51 1/2 2. 3
2450 27,1/2 x 59 1/2 2 3
2460 27 1/2 x 71 1/2 2 4
2470 27 1/2 x 83 1/2 2 4
2824 31 1/2 x 27 1/2 2
2830 31 1/2 x 35 1/2 2 2
2838 31 1/2 x 43 1/2 2 3
2840 31 1/2 x 47 1/2 2 3
2844 31 1/2 x 51 1/2 2 3
2850 31 1/2 x 59 1/2 2 3
2860 31 1/2 x 71 1/2 2 4
2870 31 1/2 x 83 1/2 2 4
3024 35 1/2 x 27 1/2 2
3030 35 1/2 X 35 1/2 2 2
3038 35 1/2 x 43 1/2 2 3
3040 35 1/2 x 47 1/2 2 3
3044 35 1/2 x 51 1/2 2 3
3050 35 1/2 x 59 1/2 2 3
3060 35 1/2 X 71 1/2 2 4
3070 35 1/2 x 83 1/2 2 4
3424 39 1/2 x 27 1/2 3
3430 39 1/2 X 35 1/2 3 2
3438 39 1/2 X 43 1/2 3 3
3440 39 1/2 x 47 1/2 3 3
3444 39 1/2 X 51 1/2 3- 3
3450 39 1/2 x 59 1/2 3 3
3460 39 1/2 X 71 1/2 3 4
3470 39 1/2 x 83 1/2 3 4
3824 43 1/2 x 27 1/2 3
3830 43 1/2 x 35 1/2 3 2
3838 43 1/2 x 43 1/2 3 3
3840 43 1/2 x 47 1/2 3 3
3844 43 1/2 x 51 1/2 3 3
3850 43 1/2 x 59. 1/2 3 3
3860 43 1/2 x 71.1/2 3 4
3870 43 1/2 x 83 1/2. 3 4
4024 47 1/2 x 27-1/2 3 2
4030 47 1/2 x 35 1/2 3 2
4038 47 1/2 x 43 1/2 3 3
4040 47 1/2 X 47 1/2 3 3
4044 47 1/2 x 51 1/2 3 3
4050 47 1/2 x 59 1/2 3 3
4060 47 .1/2 X 71 1/2 3 4
4070 47 1/2 x 83 1/2 1 4
INSTALLATION ANCHOR CHART.
QUANTITY IN QUANTITY IN
CALL . ` WINDOW- HEAD & 'SILL EACH .JAMB
UP TO 70 PSF UP TO 70 PsvSIZESIZE
12 18 1/8 x 25 2 2
313
14
18 1/8 x 37 3/8 2
318t/B X 49 5/8 2
31.45 ' •- 18 1/8 x 55 1/4 2
15 18 1/8 x 62 2 4
16 18 1/8 x 71 2 4
17 1818x83 7 4
1H2 25 1/2 x 25 2 2
31H3251/2 x 37 3/8 2
1H4 25 1/2 X 49 5/8 2 3 '
1H45 25 1/2 x 55 1/4 2 3 '
1H5 25 1/2 x 62 2 4
IH6 25 1/2 x 71 2 4
1H7 25 1/2 x 83 2 4
30 1/2 26 29 1/2 x 25 2
3301/2 x 38 3/8 29 1/2 x 37 3/8 2
3301/2 x 50 5/8 29 1/2 x 49 5/8 2
3301/2 x 56 1/4 29 1/2 X 55 1/4 2
30 1/2 x 63 29 1/2 x 62 2 4
4301/2 x 72 29 1/2 x 71 2
4301/2 x 84 29 1/2 -X 83 2
22 36 X 25 32336x373/8 2
2 32436x495/5
2 324536x551/4 42536x622
26 36 x 71 2 4
27 36 x 83 2 4
42 x 26 41 x 25 342x383/8 41 x 37 3/8 3
342x505/8 41 x 49 5/8 3
342x561/4 41 X 55 1/4 3
442x6341x623
442x7241x713
442x8441X833
48 x 26 47 x 25 3
348 38 3/8 47 x 37 3/B 3
348x505/8 47 x 49 5/8 3
3
48 x 56 1/4 47 x 55 1/4 3
448x6347x623
48 x 72 47 x 71 3 4
47 x 83 A 4
32 52 1/8 x 25 3 2
333521/8 x 37 3/8 3
334521/8 X 49 5/B 3
345 52 1/8 x 55 1/4 3 3
35 52 I/B x 62 3 4
36 52 1/8 x 71 3 4
37 52 1/8 x 83 3 4
REV pESR N DATE IISGL.
FLORIDAEXTRUDERS I SANFORD. FLORINC IDA TITLE:
INSTALLATION
ANCHOR CHART HUNG FIN
WINDOWS - SERIES 1000 , 1500 L 2000 DRAWN BY:
BB APPROVED BY: DATF: 1 ?/
18/01 SCALE: NTS 'DING:: FLEx0026 SHT '2 OF 2.
100C S.H.
WIG S.H.
DAME (TYPJ
1030 S.H.
JAMB (TYF-)
1 X 2 X Vs i000 S.•H..
TUBE MULLi:GN ,JAIaE (TYF.)
S X 1/2 SELF
TAPPING S'!S
SEALANT B=T`WrE'<
s MUL: !GN
T. Pp ! ;G SNS
sr-%" QN ;-A t i
r--1 X E 7/16 X 1/8
TUBc MULLION
1000 S.H.
JAMB (T"PJ
S X i/2 SELF
TAPING SMS
SEALANT BETWEEN
WINSOV FLANGES
MULLIGN
48 X 1-1/2SELF TAPPING
SMS S
C{CN A —A Q 1
X 4 X 1/6 TUR'
E MULLION 1000
S.N. — JAMS '
TYP.) a
X 1/2 SELF TAPPING
SMS SEALAK
BETWEEN WINDOW
FLANGES 3
MULLii]N 48
X i-1/2 SELF.• TAPPING
SMS SE
CTiGN A: —A. (;i ) 1X2X3/
8 TUBE
MULLION 8
X 1/2 SELF TAPPING
SMS SEALPiT
9ETWEEN Y
SELF AT'?
SMS r
T- ON A —A (2 ) i--
i X is , / 16 X 3/6 IL:
EE MULLION 2
X " X 3 / a TuBE
I;.. ION r8 -
X 1/2 SELF TAPPING
SMS iuoo
S.M. JAMB <
TYPJ 8
X 1-1/2 SELF- N_
SEALANT BETWcEN TAPP;NC; Sims VINDOV
FLANGES . a
MULLION fl '
X 1-I/2 SELF I
TAPPINGSMSISE(_-
T 10 ' X
4 X 3/6 . ; TUBE
MULLION ic% (
1 •
ONE
EY WOOD__ i
BUCK BY. OTHERS 1
I/4' MIN. Q I
E,
MBREC,HEN.1 Q I
j j
i
I
1•
if'
ULL,iCN 1! u S
X 1/2 SELF TA•
Pr=NG S'fS SEALANT
BETWEEN WINDOW
FLANGES MULLION
SECTiCN
A -A TAIL
C Y
X/
A
i
A
SMS ;
TYP.) - b_TAI1 - ELE
lATIO: 8
X 1/2 SELF I Vlc-'WE^ FROM EXTERiOR TAPPING
SMS -- ----------;----------' INTERNATIONAL INC O
T 1 i c;A: ri=
l r'RrTE OR MASONRY BY6TH 'Rs S':
ALL A IGV AN`;.jf_'R 3/i6' :.A TArC?)
ti SCsr%' ANC ;CR <T• Y=., X
TERNAL 11AUl ]N i
INSTAL-eT -:1\ =LIP P,
C:A_ MUi iON TO CONCRETE 0 HEAD APPLIES
TO HEAD & SILL .WH;-'r<E 1" X 4 L&
2" X ' •' TUSIE , MU' LIONS ARE USEC) CF
TA! L 8 INSTALLATION
ANCHOR SCREW
ANCHOR t TYP.) SILL
CLIP 1
1/4'N.7N: Q
EMBEDMENT PREC4S :
SILL BY OTHERS AL
IXIi 1ARY NI A T R
ADDITIONAL ANCHORS, V`EN REQUIRED) i
o I
li'
O— O yt !
i
SEALANT
EETWEEN WINDnW
FLANGES KILLION
6
X 1-1/2 SEL TAPPING
SMS 5`
C i IVfvA—r. it l FEE 15 7"2 FLORIDA
EXTRUDERS SANFORD, FLORIDA ML
SER.. 1000/ 15500 FLANGE SHE E T 1 .0F 2 L,
A ION SEC ! i 1. INS SEE
OTHER SHE DE < SHEET 2 F" 2) FOR ilES
T 0N PRESSURE- CAPAC I.T i ES I
DRAWN BY: M S H APPROVED BY: - inATF'•
P / 1 , f-)r ar.F. LiTC nwa.• r
r-r-[`l if9f- nAMAP`ITICC
SERIES 1000 151Ju h LAIVGt VL' K 1 II.AL UCJIVI`I r RG.-+ "^• ^"• • •""
I CAPACITY CAPACITY 1 CAPACITY !CAPACITY CAPACITY CAPACITY CAPACITY CAPACITY
I CAPACITY
WINDOW ! WINDOW X X1 812
CAPACITY
i 1X2X1/8
CAPACITY
11X2X3/8
I CAPACITY
1X2X3/8
CAPACITY I
i1X2 7/16X1/8ilX2 7/16X1/8AX2 7/16x3/8tx2 7/16x3/8
MULL
1X4X1/8
TUBANCHORSULL
1X4X1/8
TU13E M LL
1X4X3/8 1 1X4X3/8
I TUBANCHORSL T6BANCHORSL
2X4X3/8
T6BANCHORSL
CALL TIP -TO -TIP TUBE MULL € TUBE MULL TUBE MULL
2 ANCHORS I TUBE MULL i TU13E oLL4ANCHORSI
TU13E MMULL i TUBEMMULL 1 TUBEM j
SECT. A -A 5 SECT. A -A 6 A -A 6 SECT. A -A 7SIZESIZEi2ANCHORS
SECT. A -A 1
4 ANCHORS
SECT. A-A(1) I SECT. A-A(2) SECT. A-A(2 !SECT. A -A 3 SECT. A-AI'3 : SECT. A-A(4) 'SECT. A -A 4 SECT. A -A 5 SECT.
i 732.42 336.52 692.83 i 336.52 732.42 1336.52 1732.42 i. 791.81 1187.72 1791.81 1187.72 1 1187.72
12 19 1 8 X 26 336.52
i19 1 /8 X 38 3/8 209.72 317.66 209.72 429.55 209.72 456.46i---r---
j 209.72 j 456_46
i
493.47
i
i 740.20
i
493.47 740.20 740.20
13
119 1 /8 X 50 5/8 131.23 1131.23 152.75 177.46 152.75 193.92 _ 1 152.75 271.83 i 359.41 539.12 359.41 - 539.12
14
119 1 /8 X 56 1 /4 94.13` , 94.13 11.27.29 127.29 135.81 I i
139.09 35.81 194.97 319.55 460.17 1319.55 479.33 479.12 479.
33 145
65.
97 1.89.21 89.21 97.48 97.48 119.85 136.64 _ 282.02 - _ 423.03 282.02 423.03 - 4 23.03 _ 15
19 1 /8 X 63 65.97 t.--_-_
158.
81 E
58.
81 r64.27 64.27 i 90.09 i 90.09 . 212.62 212.62 296.98 296.98 365.75 1
6 43.49 1918X72 / -- 43.49 136.
45 139.83 39.83 55.84 131.79 ' 131.79 i 184.08 t 184.08 j 294.03 Fl
19 1/8 X 84 26.96 26.96 572.
13 36.
45 262.
87 1 541.20 1262.87 55.
84 572.
13 262.87 57; 618.52 927.78 1618.52 j 927.78 927.78 i
1 X 26 262.87 26 /Z 1 157.
93 323.48 i---
157.
93 343.74 1 157.93 j 343.74 371.61 1557.41 371.61 1557.41 557.41 1
H3 6 1 /2 X 38 3/8t 157.93 6
1 /2 X 50 5/88 97.25 239.
21 197.
25 I i
113.
20 j 131.51 1113.20 - 1 143.71 113.20 1 201.45 1 26L s.
35 399.53 1266.35 1399.53 399.53 1 H4
1 H45
6 1 /2 X 56 1 /4. 69.43 j 69.43 193.89 93.89 100.17 102.59 i 100.17 j 143.81 1 235.
70
339.42 i 235.70 1207.10
353.55
310.65
353.55
1310.65
1 H5
1 26 1 /2 X 63 148.44-^j 48.44 i 65.51 65.51 71.58 i 7, 1.58 a101 100.34 267.10 236.83 1 H6
26 1 /2 X 72 31.79 j 31.79 42.99 42.99 i 46:98 46.98 165.86 165.86 155.44 155.44 217.11 1.133.
99 j 217.
11 267.38 H7 26
1 /2 X 84 ' 19.62 19.62 j 26.53 26.53 128,gg 128.99 40.64 140.64 195.93 195.93 L 33.99 214.02 1 22
37
X 26 ; 216.75 471.75 1216.75 1471.75 216.75 147T 1.75 1216.75 1471.75 1510 1765 510 765 1765 1431.36 3
137 X
38 3 8 1 122.22 185.12 1 122.22 250.32. 122.22 2 66 00 122.22 { 266.00 185 1287.57
431.
36 287.57 431.36 2 10 8.
37
36 1 151.91 j 200.86 1 301.29 200.86 301.29 i 301.29 24 7 X
50 5/8 73.34 73.34 i 51.97_
85.36 i
70.28---
j 99.17
170.28 85.
36 74.
98 i
76. 97
174.
98 107.65 176.43 254.07 176.43 264.64 --_-_--} 1264.64_ 245 7 X
56 1 /4 51.97 i 36.01
48.70 48.70 53.21 53.21 65.43 74.59 153.96 i 176.06 153.96 230.94 I 94 230--- --
25
37X
63 _ 36.01 31.74 134.
69 34.69 48.62 i 48.62 1 114.76 114.76 131.61 1 160.30 j 197.41 26 37 X
72 ! 23.47 37 X 84
114.39 23.47 14.
39 131.
74 19.
46 i
19.46 I 21.26216 -
j 29.81 I- i 29.81 _
i 70 36 i 70.36 98.27 198.27 - 1156.97 27 53 1 /
8
X 26 i 191.61 417.04 191.61 T- i 394.49191.61 r• 1 i
417.
04 '
450.
85 417.04 . ; 19-1.6 ' '' 1 ; 1676.28 j 450.85 1676.28 1676.28 32 33 3
1 /
8 X 38 3/8! 98.38 149.02 98.38 201.51 j 98.38 r 2 t 4.14 1 :38'` •" y _... 2.4.14 j 231.50 347-75 231.50 347.25 1347.25 34 3 1 /
8 X 50 5/$ 56.23 56.23 j 65.45 76.04 65.45 183.09 ! 65:45"^:1... 94.00 1231.01 T- 1154.00 231.01 i 231.01 3.45 3
1 /8 X 56 1 /4{ 39.32 39.32 53.17 53A 7 56.73 58.10 156.73 :' - 8-1.4"4 j 133.48 192.22 133.48 j_1 15.
08 200.23 172.
63 200.
23 1
172.63
35 53 1 /
8 X 63 _ ; 26.92 126.92 36.40 j j 36.
40 _ !
39.78 23.45 139.
78 125.
62 48.
91".: 35.
92 35.
92 j 1t5.08
84.77 1131.
60 84.
77 197.
21 1118.41 145.82 36 53 1 /
8 X 72 i 17.34 1 17.34 23.45 25.62 15.53. I
115.53
I'
121.77
151.39 51.39 71.78 71.78 " I 1120.81
37
53 1
8 X 84 i 10.51 10.51 114.21 114.21 121.77 SERIES 1.000 &
1500 FLANGE VERTICAL INTERNATIONAL, INC FLORIDA EXTRUDERS SANFORD,
FLORIDA MULLION DESIGN PRESSURE
CAPACITIES TITLE: „E c ;
rRESSEcE r. r r Ia. _ I rsrrnlr r ;::E SHEET
2 OF
2 VERT r ;:!L MULL i ONS - sFR, 1000 . ; O J NOTE: A) NUMBER
OF ANCHORS NOTED FOR TAPCON FASTENERS REQUIRED EACH
END. DRAWN BY:. s APPROVED BY: AT B DESIGN
PRESSURES
GIVEN ARE FOR 1.5 C X CCR "
1
g, , ...
DATE:J i / /Ur SCALE: i!L D111G.: ? Vh1EL PG 2
1000 S.H.
JAMB (TYP.)
1000 S.H.
JAMB (TYP.)
1000 S.H.
JAMB (TYP.)
1 X 2 X 1/8 . 1000 S.H.
TUBE MULLION JAMB (TYP.)
8 X 1/2 SELF
TAPPING SMS
SEALANT BETWEEN
WINDOW, FRAME
6 MULLION
8 X 1-1/2 SELF
TAPPING-SMS
SECTION A -A (1)
IX27/16X1/8
1 TUBE MULLION 1000 S.H.
JAMB (TYP.)
8 X 1/2 SELF
TAPPING SMS
SEALANT BETWEEN
WINDOW FRAME
3 MULLION
8 X 1-1/2 SELF
TAPPING SMS
SECTION A -A (3)
1X4X1/8
TUBE MULLION
8 X 1/2 SELF
TAPPING SMS
L SEALANT BETWEENWINDOWFRAME
3 MULLION
8 X 1-1/2 SELF'
TAPPING SMS
SECTION A -A_ (5)
JAM
1000 S.H.
B <TYP.)
1X2X3/8
TUBE MULLION
8 X 1/2 SELF
TAPPING SMS
0 -I II
2X4X3/8
SEALANT BETWEEN, TUBE MULLION
WINDOW FRAME
6 MULLION
8 X 1-1/2 SELF
TAPPING SMS
SECTION A -A (2) ' .
1000 S.H.
1 X 2 7/16 X 3/8 JAMB (TYP.)
TUBE MULLION'
Lmmb 8 X 1/2 SELF
TAPPING SMS
1 1/8' - MIN.
EMBEDMENT
f
TWO BY WOOD
BUCK BY OTHERS
MULLION
8 X 1/2 SELF
TAPPING SMS
SEALANT BETWEEN
SEALANT BETWEEN #
8 X 1-1/2 SELF WINDOW FLANGES
WINDOW FRAME TAPPING SMS 6 MULLION
L MULLION SECTION A -A (7)
8 X 1-1/2 SELF
TAPPING SMS DETAIL C
SECTION A -A (4) AUXILIARY PLATE
1 X 4 X 3/8 ,1C a (FOR ADDITIONAL ANCHORS, WHEN REQUIRED)
TUBE MULLION
MULLION
Q
Fr
8 SELF TAPPING --
SMS (TYP.) DETAIL B
ELEVATION Q
VIEWED FROM .EXTERIOR
FLORIDA EXTRUDERS INTERNATIONAL, INC.
SANFORD, FLORIDA
VV SER. 1000/.1500 . F IN SHEET 1 OF 2
VERTICAL MULLION SECTIONS
1 61002 SEE OTHER SIDE ( SHEET ' 2 OF 2) FOR
DESIGN PRESSURE CAPACITIES
DRAWN BY: MSH APPROVED BY:
DATE: 2/ 6 /02 SCALE: N T S DWG.:. 1.V MF I N
DETAIL C
SHEATHING
INSTALLATION ANCHOR#8 WOOD
SCREW (TYP.)
EXTERNAL MULLION
INSTALLATION CLIP
V
APPLIES ' TO HEAD & 'SILL WHERE 1" X 4"
2" X 4" TUBE MULLIONS ARE USED
APPLIES TO HEAD & SILL' WHERE 1" X 2"
1." X 2 7/16" TUBE MULLIONS ARE USED
F(TYP.)
INSTALLATION ANCHDETAILB #8 WOODSCREV
I
y-f
8 X 1/2 SELF
TAPPING SMS
L SEALANT BETWEENWINDOWFRAME
6 MULLION
8 X 1-1/2 SELF
TAPPING SMS
SECTION - A -A (6)
SHEATHING
ILL CLIP
1 1%8' MIN.
EMBEDMENT
SERIES 1000 & 1500 FIN VERTICAL DESIGN PRESSURE CAPACITIES
CAPACITY CAPACITY CAPACITY CAPACITY CAPACITY CAPACITY CAPACITY CAPACITY
X2. 7/16X3/8
CAPACITY
1 X4X 1 /8-
CAPACITY
1 X4X 1 /8
CAPACITY
1 X4X3/8
CAPACITY
1 X4X3/8
CAPACITY
2X4X3/8
WINDOW WINDOW
TIP -TO -TIP
1 X2X 1 /8 1 X2X 1 /8
MULL
1 X2X3/8
TUBE MULL
1 X2X3/8
TUBE MULL
X2 7/16X1 /8
TUBE MULL
1 X2 7/16X1/8
TUBE MULL
1 X2 7/16X3/8
TUBE MULL TUBE MULL TUBE MULL TUBE MULL TUBE MULL TUBE MULL- TUBE MULLCALL
SIZE SIZE
TUBE MULL
2 ANCHORS
TUBE
4 ANCHORS 2 ANCHORS 4 ANCHORS 2 ANCHORS
3
4 ANCHORS
SECT. A -A 3
2 ANCHORS
SECT. A -A 4
4 ANCHORS
SECT. A -A 4
4.4NCHORS
SECT..i.A- 5-
6 ANCHORS
SECT. A -A 5
4 ANCHORS
SECT. A-A(6)
6 ANCHORS
SECT. A -A 6
6,ANCHORS
SECT. A -A 7
SECT. A-Affl SECT. A -A 1 SECT. A -A 2 SECT. A -A 2 SECT. A -A
201.83 403.67-.. 403.67 05.50 403.67 605.50 ' 605.50
12 18 1 /8 X 25 201.83 403.67 291.83 403.67 201.83 403.67
13 18 1 /8 X 37 3/ 125.78 251;.57' 125.78 251.57 125.78 251.57 125.78 251.57 .` 251=.57:: ' •: 377:.6 251.57 : 37.7.36 .::• ... 3-7.7,36
1418 1 /8 X 49 -5/8 91.61 129.63 91.61 178.41 91.61 183.23 91.61 183.23 183.23 274.84 183.23 274.84 - 274.84
145 18 1 /8 X 55 1 /4 81.45 92.98 81.45 127.97 81.45' 136.55 81.45 162.91 162.91 244.36 1143.77
162.91 244.36 244.36
15 • 18 1 /8 X 62 65.16 65A 6 71.88 89.68 71.89 95.70 71.88 - 135.52 143.77 215.66 215.66 215.66
16 18 1 /8 X 71 42.96 42.96 59.13 59.13 62.15 63.09 62.15 89.35 124.30 186.46 124.30 186.46 186.46
17 18 1 /8 X 83 26.63 • 26.63 • 36.65 36.65 39.11 39.1:1 52.64 55.38 105.29 128.92 105.29 157.94 157.94
157.66 315.32 315.32 472.98. 315.32 472.98 472.98
1 H2 25 1 /2 X 25 157.66 315.32 157.66 315.32 157.66 315.32
1 H3 5 1 /2 X 37 '3/ 94.72 189.44 94.72 189.44 94.72 189.44- 94.72 189.44 189.44 284.17 189.44 284.17 284.17
1 H4 5 1 /2 X 49 5/ 67.89 96.07 67.89 132.22 6.! 135:79 67.89 135.79 135.79 203.68 135.79 203.68 203.68
1 H45 25 1 /2 X 55 1/4 60.08 • 68.58. 60.08 - 94.39 SO bB ' 100.72 60.08 120.16 12Q.16• 180.24 120.16 180.24: c , 186.24
1 H5 25 1 /2 X 62 47.85 47.85 52.79 65.86 52:79 70.28 52.79 99.52 105.58 : ` : 158.37 105.58 158.37 : 15837
1 H6 25 1 /2 X 71 31.40 31.40 43.22 43.22 ' '=' 45:4.3 46.12: =: • 45.43 65.32 - 90.87 136.31 90.87 136.31 136:31
1 H7 25 1 /2 X 83 1938 19.38 26.67 26.67 28.46 28.46 38.32 40.31 76 64 y 93.84 °. 76.64 114'.96 . 91.4 96
130 260 260 390 260 390 390-
22 36 X 25 130 260 130 260 130 260
23 36 X 37 3/8 73.30 146.60 73.30 146.60 73.30 146.60 73.30 146.60 146.60 219.91 146.60 219.91 219.91
24 36 X 49 5/8 51.20 72.44 51.20 99.71 51.20 102.40 51.20 102.40 102.40 153.60 102.40 153.60 153.60
245 6 X 55 1 /4 44.97 51.33 44.97 70.65 44.97 75.39 44.97 89.94 89.94 134.91 89.94 134.91 134.91
25 36 X 62 35.57 35.57 39.24 48.96 39.24 52.24. 39.24 73.98 78.49 117.73 78.49 117.73 117.73
26 36 X 71 23.19 23.19 31.91 31.91 33.54 34.05 `• 33.54 48.22 67.09 1100.64 67.09 100.64 100.64
27 36 X :83 14.21 14.21 19.56 19.56 20.88 20.88 2 .56" 1. 29.5r6 56.2-1 68.83 56.21 84.32 84.32
32 52 1 /8. X 25 1 14.92 229.84 114.92 229.84 114.92 229.84 114.92' .2Z9.84 229:84 344.77 229.84 344.77 344.77
33 2 1 /8 • X 37 3/ 59.01 118.02 59.01 118.02 59.01 118.02 59.01 118.02 1 i 8.02 177.03 118.02 177.03:. 177.03
34 2 1 /8 X 49 5/ 39.25 55.54 39.25 76.45 39.25 78.51 39.25 ;! 78.51 78.51 117.76 78.51 117.76 117.76
345 2 1 /8 X 55 1 / 34.02 38.84 34.02 53.45 34.02 57.04 34.02 68.05 68.05 102.07 68.05 1-02.07 102.07
35 52 1 /8 X 62 26.59 26.59 29.33 36.60 29.33 39.05 29.33 55.30 58.67 88.00 58.67 88.00 88.00
36 52 1 /8 X 71- 17.13 17.13 23.57 23.57 24.78 25.15 24.78 35.62 49' 74.34 49.56 74.34 • 174.34
37 52 1 /8 X 83 10.38 10.38 14.29 14.29 15.25 `` :t 5.25: =, : x 20.53 21.59 41.06 •50.27 141.06. 61.59 61.59 .
SERIES 1000 & 1500 FIN VERTICAL '• . '= ' WERNAMNA , INCFLOVEXTRUDERSSA"ORD, nORIDA
MULLION DESIGN PRESSURE CAPACITIES
Tm: DES I GN PRESSURE CAPACITIES F I NSHEET. 2 OF .2 ='
8 FE ZQQZ,. = VERTICAL MULLIONS - SER• 1000 &- 1500
NOTE: A) NUMBER OF ANCHORS NOTED FOR8 SCREW .•':
FASTENERS REQUIRED AT EACH END. - • DRAWN BY: JIB APPROVED BY:
n .,.tr r 1 \I AC TAI or oR) DESIGN PRESSIIRFS' GIVEN ARE FOR .1.5 X • , .:
SHEATHING
By OTHERS
INSTALLATION ANCHOR DOOR WIDTH a' MAX. SHIM SPACE •
TWO BY WOOD
INSTALLATION ANCHOR
u8 SCREWSHIMASRE'0'0
SEE NOTES) 118 SCREW 1-1/8 MIN.' BY OTHERS TWO BY v00D'- •
EMBEDMENT BY OTHERS -
CAULK BETWEEN
DOOR FLANGE TWO BY WOOD SLIDING GLASS
z1 SHEATHING BY OTHERS DOOR FRAME CAULK BETWEEN
JAMB HOOK STRIP 3
SHEATHING
SLIDING GLASS DOOR
HOOK STRIP
SHIM -AS REQ'D.
I SHIM SPACE
SEENOTES) STUCCO
Lj OR
SIDING BY
OTHERS PERIMETER
CAULK
BY OTHERS
L,% ..
T is 1.i 1 i.1r `il.'.il.l.a is . :1.. o
Mduj
SLIDING
GLASS DOOR
FRAME SILL
p
G
o p
0
J 1-1/8' MIN. EMBEDMENT
SLIDING
GLASS DOOR
FRAME HEAD
TEMPERED
GLASS (
TYP.) DOOR
HEIGHT
EMBEDMENT
G
o 1-1/ 4' MIN. o
p LIBERALLY
APPLY J \ CAULKING
UNDER SILL \l—
ORSETSILLINBEDINSTALLATION ANCHOR OF
CONCRETE 3/16' DIA. TAPCON SECTION
A -A TEMPERED
GLASS TYP.)
INSTALLATION
ANCHOR a8
SCREW CAULK
BETWEEN DOOR
FLANGE a
SHEATHING PERIMETER
N SHEATHING \ CAULK
BY BY OTHERS TEMPERED GLASS — OTHERS
STUCCO (TYP.) OR
SIDING BY
OTHERS SLIDING GLASS DOOR INTERLOCK
SECTION
B-B p
A __*)
EXTERIOR
ELEVATION 12002.
2
PANEL DOOR SHOWN 1-
1/8, MIN. EMBEDMENT
SHEATHING
BY
OTHERS STUCCO
OR SIDING BY
OTHERS HOOK
STRIP DETAIL T
S Imo) DOORMATERIAL: ALUMINUM ALLOY 6063. 2)
18 INSTALLATION SCREWS MUST BE OF SUFFICIENT LENGTH TO ACHIEVE MIM. EMBEDMENT OF
1-1/8' INTO v000. TAPCON TYPE INSTALLATION ANCHORS AT SILL MUST BE OF SUFFICIENTLENGTHTOACHIEVEMIN. EMBEDMENT OF 1-1/4' INTO MASONRY OR CONCRETE. 3) -
INSTALLATION ANCHOR CHART ON BACK OF THIS SHEET. 4)
USE SILICONIZED ACRYLIC CAULK BEHIND DOOR FLANGE AT HEAD t JAMBS. 5)
USE SILICONIZED ACRYLIC CAULK FOR PERIMETER SEAL AROUND EXTERIOR OF DOOR. 6)
1F EXACT DOOR SIZE IS NOT LISTED IN ANCHOR CHART, USE ANCHOR OUANTITY LISTED WITH NEXT LARGER'
SIZE, FOR THE APPROPRIATE DESIGN PRESSURE REO'O. 7)
FOR POCKET DOOR SIZES USE CLOSEST BYPASS DOOR SIZE L CONFIGURATION TO FINISHED OPENING. B
PLACE INSTALLATION ANCHORS, IN FRONT OF HOOK STRIP AS SHOWN. 8)
GLASS THICKNESS MAT VARY PER REOUIREMENTS OF ASTM E1300 GLASS CHARTS. 9)'
DOOR UNIT IS APPROVED USING TEMPERED GLASS IN SINGLE GLAZED OR INSULATING GLASS. 10)
JAMB / SILL CORNERS ARE TO BE SEALED WITH A SMALL JOINT SEAM SEALER. 11) '
SHIM AS REO'D. AT EA. SET OF INSTALLATION ANCHORS. MAX. ALLOWABLE SHIM STACK TO BE t/s•. 12)
ALL INSTALLATION ANCHORS MUST BE MACE OF CORROSION RESISTANT MATERIALS. 13)
WHERE 'X' REPRESENTS MOVING PANEL AND '0' REPRESENTS FIXED PANEL APPROVED CONFIGURATIONS
ARE AS LISTED ON ANCHOR CHART ON BACK OF THIS SHEET. 14)
NOT ALL CONFIGURATIONS LISTED ABOVE ARE SHOWN ON THIS DRAWING. HOWEVER INSTALLATION SECTIONS '
A -A'. •B-B' a HOOK STRIP DETAIL APPLY TO INSTALLATION OF ALL APPROVED• CONFIGURATIONS.
15)
FLORIDA EXTRUDERS 1000 SERIES SLIDING GLASS DOOR IS SHOWN. THIS PRINT ALSO APPLIES TO 2000
SERIES AND 500 SERIES. REVI
DESCRIPTION DATE EXTINI FLORIDAINT.. RINC RS .$ANFbRD
FL. TITLE-
SLIDING GLASS DOOR INSTALLATION -
WITH- 48 SCREWS LDRAWN
BY: BB APPROVED BY: ATE:
12/17/01 SCALE: NTS jDWG #FLEX0027 SHT I OF PREPARED
BY: PRODUCT L APPLICATION EMGEKEERING. INC.. 210 INTERNATIONAL PKVY., SUITE Z%, HEATHROW. FLORIDA. 32746, 407-605-0365 FAX 407-8*-0366
8 SCREW INSTALLATION ANCHOR CHART
NOMINAL DOOR QUANTITIES IN HEAD SILL QUANTITIES IN EA. JAMB QUANTITIES IN EA. HOOK STRIP
DOOR.
UP TO 46 PSF TO 61 PSF 10 UP TO 46 PSF TO 61 PSF TO UP TO 46 PSF TO 61 PSF TOSIZEANDSIZE
CONFIGURATION 45 PSF 60 PSF 70 PSF 45 PSF 60 PSF 70 PSF 45 PSF 60 PSF 70 PSF
4068 xx, Ox, XO 48 X 80 6 6 6 8
8
8
8
8
8
4
4
4
4
4
4
5068 XX, Ox, x0 60 X 80 6 6 6
8 8 8 4 4 4
606E Xx, OX, XO 72 X 80 8 8 8
8 8 8 4 4 4
8068 XX, OX, XO 96 X 80 10 10 10
8 8. 8 4 4 4
10068 XX, Ox XO 120 X 80 12 12
6
12
6 10 10 10 5 5 5.
5080 XX, Ox, XO 60 X 96, 6
8 8 10 10 10 5 5 5
6080- XX, OX, XO 72. X 96. 8
10 10 10 10 10 5 5 5.
8080 xx, Ox, x0 96 X 96 10
10 10 10 5. 5 5
10080 XX DX XO 120 X 96 12 12
6
12
6 12 12 6 6 6
50100 .XX, OX, XO 60 X 120 6
8 8 12
12
12 12 6 6 7
60100 • XX, OX, XO 72 X 120 8
12 12 12 6 • 7 8
80100 XX OX XO 96 X 120 10 1
8 8 8 4 4 4
9068 OXO 109 1/8 X 80 12-- 12 12
8 8 4 4 4
12068 OXO 145 1/8 X 80- 14, 14 14 8
8 8 4 4 4
15068 OXO 181 1/8 X 80 16••:. 16 16 8
10 5 5 5
9080 OXO 109 1/8 X 96 12 12 12 10 10
10 10 5 5. 5
12080 OXO 145 1/8 X .96 14 14 14 10
10 10 10 5 5 515080OXO1811/8 X. 96 16 16 16 .
12 12 12 5 7 890100OXO1091/8 X r20 12 12 12
12 12 12 5 7 8
120100 OXO 145 1/8- X 120 14 14' 14
8 8 4 4 4
9068 XXX 106 5/8 X 80 12 12 12 8
4 4
12068 XXX' 142 5/8 X 80 14 14 14 8 8 8 4
4
15068 XXX 178 5/8 X 80 16 16 16 8 8
10
8
10
4
5
4
5 59080XXx1065/8 X 96 12 12 12 10
5 512080' XXX 142 5/8 X 96 14 14 14 10 10 10 5
5 5• 5
15080 XXX 178 5/8 X 96 16 16 16 10 10 10
7 8
90100 XXX 106 5/6 ,X 120 12 12
1
12 12 12 12 6
7 8
120100 XXX 142 5/8 X 120 a 4 4 12 12 12 6
410068OXXO1195/8 X 80 12 12 12 8 8 8 4 4
4
12068 OXXO 143 5/8 X 80 14 14 14 8 8 8 4 4
416068OXXD1915/8 X 80 18 18 18 8 8 8 4 4
10 80 OXXO. 11 / X 12 12 12 1
10
1
10.
1
10 5 5 5
12080 OXXO 143 5/8. X. 96 14 14 14
5 5 516080Ono1915/6 X 96 18 18 18 10 10 10
7 8100100OXXO1195/8 X. 120 12 12 12 12 12 12 6
7 8120100OXXO1435/8 X 120 14 14 14 12 12 12 6
7 8160100OXXO1915/8 X 120 18 18 19 12 12 12 6
10068 XXXX ll /4 X 12 12 12 8 8 4 4 4
412068XXXX1411/4 X 80 14• 14 14 8 8 8 4. 4
416068XXXX1891/4 X 80 16 16 16 8 8 8 4 4
10080 XXXX 11 • 1/4 X 96 12 12 12 10. 10 10 5 5
5
5
5
12080 XXXX 141- 1/4 X 96 • 14 14 14 10 10• 10 5
5 5
1.6080• XXX_x 189 1/4 X 96 16 16 16 10 10 10 5
7 8i00100. XXXX 117 1/4 X 120 12 12 12 12 12 12 5
8120100XXXX1411/4 X 120 14 14 14 12 12 12 5' 7
160100 XXXX 189 1/4 X 120 16 16 19 12 12 12 5' 7
FLORIDA EXTRUDERS
INT. IN. SANFORD, 'FL.
T'TL SLIDING GLASS DOOR
INSTALLATION WITH a8 SCREWS
ANCHOR NOTES
E"G'NEER: °Rrs BB WE, 12/21/01
1> FOR MASONRY OPENING W/TWO BY WOOD BUCK USE SAME ANCHOR QUANTITIES. DISCIPLINE: CIVIL SCALE! 'N.T.S. °vG "a FLEX0027
TFr4. l. REG. N 47182- — REV.:IETTER• SHEET
i:.. ..ii:: 2 OF 2
PLAN:
VANGUARD/ FOX & JACOB
GENERAL NOTES
DO NOT SCALE THESE DRAWINGS: WRITTEN DIMENSIONS AND NOTES
SHALL CONTROL. CONTACT THE FIELD MANAGER WITH ANY CONFLICTS
IN THE PLANS BEFORE BEGINNING WORK.
2. ON —SITE VERIFICATION OF ALL DIMENSIONS AND CONDITIONS SHALL
BE THE RESPONSIBILITY OF THE SUB —CONTRACTORS. EACH SUB —CONTRACTOR
SHALL REPORT TO THE FIELD MANAGER ANY DISCREPANCY OR OTHER
QUESTIONS PERTAINING TO THE DRAWINGS AND/OR SPECIFICATION5.
5. IT IS THE INTENT THAT THESE DRAWINGS BE IN CONFORMANCE WITH THE
2001 FLORIDA BUILDING GORE, AND ALL APPLICABLE LOCAL, CITY,
COUNTY, STATE AND FEDERAL CODES, ORDINANCES, LAWS, RE(9ULATION5
AND RESTRICTIVE COVENANT5 GOVERNING THE SITE OF WORK.
4. ALL TRADES SHALL FURNISH ALL LABOR, EQUIPMENT, MATERIALS, AND
PERFORM ALL WORK NECESSARY, INDICATED, REASONABLY INFERRED OR
REQUIRED BY ANY CODE WITH JURISDICTION TO COMPLETE THEIR SCOPE
OF WORK.
S. ALL 54"X22" AND 56"X24" PLANS ARE DRAWN TO SCALE 1/4" = 1'-0",
EXCEPT FOR THE SIDE AND REAR EXTERIOR ELEVATIONS WHICH ARE
DRAWN TO 1/6" = 1'-0". ALL 11XI1 PLANS ARE DRAWN TO THE SCALE
1/6" = 1'-0", EXCEPT FOR THE SIDE AND REAR EXTERIOR ELEVATIONS
WHICH ARE DRAWN TO 1/16" = 1'-0".
ENGINEERED BY:
VANGARD &
Fox & kCOss
HoMEs
By ¢eolrEx
DESIGN PARAMETERS
BASIC WIND SPEED - W M.PJa. (FASTEST MILE)
110 MPA. (3 SECOND GUST)
WIND IMPORTANCE FACTOR = 10
WIND EXPOSURE CATEGORY = B
APPLICABLE INTERNAL PRESSURE COEFFICIENT t 0.18
INCLUDED IN DESIGN WIND LOAD)
DESIGN WIND LOADS - WALLS = •22 , -18 PSF
ROOFS = •20 , -20 PSF
30 PSF AT OVERHANGS)
ORLANDO DIVISION
DWIRRICANE
ENGINEERING
407) 776-MM FAX (407) 774-6477
V.O. WX 161613 ALTAMONTE SPRING& FL 32716
THOWS J. ANOER90N PE/ 47519
SHEET INDEX
SHEET NO. SHEET NAME
C - COVER SHEET
Al - FOUNDATION PLAN, FOUNDAT'N DETAILS
A1.1 -.FOUNDATION DETAILS, CONT.,
TYPICAL WALL SECTIONS -
A2 - FLOOR PLANS
A2.1 - FLOOR PLANS NOTES & DETAILS,
INTERIOR ELEVATIONS
A3 - EXTERIOR ELEVATIONS
A4 - ELECTRICAUHVAC PLAN, INTER.
ELEVATIONS, PLUMBING RISER DIAG.,
ELECTRICAL RISER DIAG.
A5 - LINTEL DIAGRAM & TABLES
A6 - FLOOR & ROOF TRUSS LAYOUTS
A6.1 - STRAPPING SCHEDULE
A6.2 - GABLE END TRUSS DETAILS
S1 - GENERAL NOTES & DETAILS
S2 -. CHIMNEY, STAIR, & REPAIR DETAILS
S2.1 - STRUCTURAL STAIR DETAIL
S3 - OPT. CVD. PORCH DETAILS,
OPT. STAIR RAIL DETAILS
MAY
w
cnoc
Ix I:
0 g
O
J
sera
INN
mddow
dit
andsa el• w
AWc OI.7Z01
sheet
C
of:
0
01EA fill rAPatN YAIe R I1. SUB ./{0 t DAIDOEROIERTIEAIED01 1IAPOlt a. pupl flL1
COPAC1m iLL OWt TREATED COPACND fLL COPACIED /LL
GNU
1 0 5 Rom CON.
CRAVE
S IEeiw
T. IO' 10'
3 0 5 GARS 2w 1 THICKENED SLAB NON BEARING
MONOLITHIC SLAB - CMU O ENTRY - CONC. PATIOS @_UEPRESSE0 SLAB
C7 TWO STORY
BEARINGO GARAGE
TWO STORY
IRON LOAD VIC, WALL 'EINIIR1t - t l LAP
I / S NEGAR CON. 01IEN IRGIED COIPACTCO iLL
r. -.._ AL
N \ ova 6 MIL IF S 110 L 9AR
YAM BARREN
OVER TREATED
COWACTED ELLL.
I \\
I ur 3 15 RMAR
01AR BLOCK
DEPRESSED SLAB THICKENED SLABZNONBEARINGOGARAGEB1LL CHAIR BLOCK UNDER FRAME
TWO STORY
DYvOTD1gCJC y B.4R 94 L9RR FILLED W
0345 O,N.
I
au TOP VERTEGIL REMR
A - 5 SEC PRAM
16R UNTEL BEAM REINFORCING SINGE COURSE UNTEL
FOUNDATION DETAILS - MONOLITHIC
SCALE: KTS
PRE-ENGINEERED WOOD TRU55ES.
IFT CONNECTOR. 5EE ROOF
TRU55 LAYOUT FOR QUANTITY
AND SIZE.
PRECAST LINTEL. 5EE LINTEL
PLAN FOR DEPTH AND REBAR
I6'XI6" CONCRETE
T BLOCK COLUMN NV
2 #5 REBAR. SEE
FOUNDATION PLAN.
APP FIN. GRADE
3 I/2' CONCRETE SLAB 240X24"XI20 DEEP COLUMN
FOOTER VV5 05'S EACH WAY
BOTTOM OF FOOTER
TO BE 12" MIN BELOW GRADE
TYPICAL PORCH SECTION
C" ELEVATION
WRRICANE
ENGINEERING
407) 774-MM FAX: (407) 774-6477
P.O. BOX 191913 ALTAMONTE SPRINGS. E< 32719
THIOMAS J. ANDERSON PE/ 479/9
MAXIMUM SPACING OF FILLED CELLS
UNGROUTCO CELLS THAT CAN RESIST A 100 NPJL LOAD
DESIGN VA L PRESSURE T - 22 PSI'
MAXIMUM ALL13VABLE TETK001 ON HOLLOW CORE UNITS
15 25 PSL - AJU 331 TA0.E M1
SECTION PROPERTIES V PARTIALLY GROUTED
VALL - 9&4W ODISO ART STRUCTURES AGu
N - -I-t /0, S - WvLw XJ2/ OXT•- 95.13 . L - l04 FT.
USE W-0' POOL SPACING - 9'-4' CEILONG MAX 6S - L3
USE V-W HORIL SPACING - W-V TO W-W CEILING NO
USE V-0' MOBIL SPACOt<i - 12'-9' TD IT CEDLING KAK
ADO LDNTR V/ (D O CENT. N 9'-4' H GT. N/- "
THIS STRUCTURE HAS BEEN BESTOED TO MEET OR EXCEED
THE 110 KP1L 3 SECOND ARTS VUm LOAD REOUIREIENTS
Or THE STANDARD WILDING CODE ZOOL 11
µ,.Y — —--------------- r--
I
IrI!v
R)
trO I
r—
OVENt b !OL VAPiOR ON
GIPAt P'L GOPO'A41137
DISTANT iTRFJA'It3, FILL O
mcraRr r srsTea tTYPJ
I
I
I
I
L---
I
I
IIr A—
I
I
III (
IIII
I
I
I
I
L----F
ATION/PLUMBI
aJT
WE
AG
10'1?d LOAD BfCA FTlaIE AL CHIAlE
Ip§ vAgF.9 I
I
I
I
I
I
I
I
I
I
3W ffiMW AT GARAGE DOOR
b
i
J
a n ah \
1 1
co
Z Q
Oaw
Hnz
O
ozo
mozQO
DETAIL DENOTES PIPE
STEM WALL'
DETAIL DENOTES PIPE
SLEEVE SMALL BE PASSING TI-IROUGM FOOtMG
GROUTED SOLI PPSIZESP ING3 THROUGH SLEEVE SMALL BEAROUNDPIPE /\ % 2 SIZES LARGER THANSLEEVE _;2 [ PIPE PASSING THROUGH
THICKENED
SLAB UNDER
SEE -FOUNDATION PLAN
FOR RE5AR QUANTITY
5 REBAR WITHIN FOOTING --y L CONCRETE FOOTER
W/ 25• MIN. SPLICE OVERLAP (SEE FOUNDATION PLAN
FOR SIZE)
TYPICAL FOOTING DETAIL
ANCHORAGE TAPCON:
BLOCK TO EXT. FRAME SHEAR STRENGTH X
CONNECTION (TV. SPACING)
TAPCON: 3/16' ® 12' 0
EXP. BOLT: 1/2' ® 48' o.
SHEAR STRENGTH
ANCHOR ANCHOR LIGHTWEIGHT
CbIA. EMBEDMENT HOLLOW BLOCK
3/16" 1-1/2" 846 LBS.
1/4' 1075 LBS.
J-BOLT: 1/2" ® 48" O'C K TEST REPORT / 150-20068/
PROFESSIONAL SERVICE
INDUSTRIES•1NC.SEE MFG. SPECS.
FOR BIT SIZES do TECHNICAL
INFORMATION
EXPANSION BOLTS: ir
I RAWLS •.: ;:
u
PRODUCT LOCATION EMBED DIA. MIN. EDGE ALLOWABLE ALLOWABLE
DEPTH DISTANCE PULLOUT SHEAR
RAWL—BOLT
GROUTED
MASONRY 2.5' 1/2' 1.5" 761 LBS. 1765 LBS.
RAWL—BOLT CONCRETE 3' 1/2" 2.5" 1831 LBS. 2537 LBS.
FIBEFrAA66 OHM" RBEIaAA"
OVER 60 FELT OVER OWMA.E6 OVER
FBEWA-A" SUrDt A ES OVER W, 066 OR VJ• CDX WMLT OVER
Fa• FELT OVER 1/16' OSB OR
OIOOD TIab6E6 OR V2, cpX
Wom BTRAFWW AB SHOWWN
PESHOtN Ot TRUE LAYOUT 6TRAPPED A6 ON
OWN LAYOUT R-g MGM. F.T. 6O OVER Dab CDR SH06N ON TRUB6 P.
T- SO OVER WA CDR OVER OVER 7X6 6NBFAWAA 444& LAYOUT FILA
7X6
6Ug3A601AWI CONi. WCONY• ALLrtDo P.T. OVER DOSALLK VD(W6OFFITVENTEDSOFFITR-' OiBll
CDR OVER 7X6 Vl•ALL
P13L 7X6 MACM 6UBFA6CIA W COti. 1FO8 MAOCR
DOIBIE
FOR
4'-6• MAX• OPEmm V7• CIMALL ALW% VENTM 6OR4T NOTED ON
PLdM 7X- TOP FLATE 6 V MAXOPEIIRG UNO. DOUBLE 7X FOR DW HEADER
FOR 7X6 FEARER TOP PLATE
FOR 4'-6• MAX. to DOaI
IrarIt+n OPENNtS vaL 7)Im 7X 0000
6TUD6 • 16. OG 7X OIDCD 6TUDS • W FEARER FOR 8'- W V6. STUCCO
ON MIL LATH OL. 6V R-0 MKL. f WC OFEmm {WO. OVER d
FELT V6• STUCCO OR MIL LATH 7X4 BOTTOM au LNR OVER lA6•
OVER WFELT OVER 'reT 6 6RDS6 1w6•OL. 2X BOTTOMFLATE1WOASORVJ• CDX ON 314•
TK• OAR. 7X BOTTOM HATE PLYWOOD 6V
R-0 &49%- 7X4 CONY.
BAND ROAM ON 7d41 TA3 PLTw=v 1W 6T1JCG0 ON MIL- LATH
OVER FLOOR TRW
STRAPPED A6 2X4 COW BAND BOARD IY FELT OVERV16• SOMN ON
TNM LAYOUT OAOB.OR V1• CDX FLOOR TPWW
6TRAPPED A6 6HOIN
ON TPW86 LAYOUT 6T ED AS 6HOM N• ORTOIALL
LLKfELWA-SBA ON TRUSS LAYOUT OVER 6OOVCMRI
OVBt oC FURR Cs h• oRTataLL T N L04M
6CREW OVER R3 PWA- LMEL BLOCK 6N • 6 BAR 7X P.T. 67K 013L7X - TOP PLATE WOOS tm PRECmT
um (U • 5 PLATE W VJ•)D' DBL 710! FEARER 3%, CONC. SLAB !-
V!• COLC, SLAB MEN 6 FT OR GREATER A6. "' OA: FOROFEW-6 O L 7X10 QV FIBEIm,6HLNOVEROVER6
ML OVER6M0. v.IROR F7iECA6T CONE S4L !-V7•
CONC. SLAB HEADER FOR 8'-Y 6*10E d'ESH
OVER MAIL OF434W. UNO. VAROR OVER SAMIER RE .i0 M46CMYFEOSH BARRIER OVER.TMATED, MAA FWWOVER OvER 6 tltt VAACR wm6w UNRCO7pAC1ED FO.L — OVER
CMU BLOCK COtPAGTE33
FILL O'1V BLOCK OW00SEL6 BALEiIEROVER iREATm, 4 t?fl"BLCCK'
ON9 • 6FCON WCATICItl CO PACTEEI7 FOL 2X. ORO00 BAR • SHOM ON FOLMATWN
FILM 6TUD6 • WOL LOCATIOt6 CH W/ R-
0 NSUL MMATICH FLM "SI S
r.. GRADE m • : a : .:
CMADE m
GRADE or 5
DAM • •T0•
r ! •
6 BARS 20•
LT0•
6 BARS WALL SECTION-O FILLED
CELL -TWO STORY WALL SECTION - FRAME OVER CMU WALL SECTION - FRAME STEM WALL - SINGLE LINTEL
TWO STORY C TWO STORY.,,,.•- O TYPICAL WALL SECTIONS —MONOLITHIC.
MONOLITHIC MAY SCALE N.T.S.
0) Q L0 N
J
0
rW
L-
C
OE:
olYollseep+deyd
s..
11sL.*
w' -- dmOn6
W. w O1i201
SfLeet A1.1
o:
SH-25 SH-25
22/ -24) c•22/ -24)
EGRESS EGRESS
fir-----
N rIW GA
BEDRM'3
C.R,<TM
BEDRM r2
q -
VIWGA
GMEIM r CARI1M
HI.•
AAv
r 1(R'
rw
L BA
BATH n
orM1 GA a" 38"
NNL M
r--- In. rA N 4• To ego FORORAfI
T
T AUR MANIXER TO HAVEn,. na"
MK OF 4' QEARANCE ON
ALL SDES AND ENGLOGIPW
SPACE SMALL BE rUK O'
OVER THAN APPLIANCE
CLOSET 1 m/
OPT. BED 04
MASTER BEDRM
G Or IlA1 oIA
CAM M
W-3 V7
SH-25
EGRESSEGRES
22/ -24) SH-25
SH-25ES 22/ -291
o0L-25 <•z2/ -zs
u21/ d0)
2nd FLOOR PLAN
W
N( OTE: ELEV.'A' SHOW
24-HIGH WINDOW SFAT
08L-25 (
I IWOM
Olel-25
FOR ELEV 'S 'B' & 'C')
@bw.ccL alawswo ur OBL-25
vreeeAlolnAa (.21/ -23)
PARTIAL 2nd FLOOR PLAN 'B'
arND. SH-25
rEE 24) c•22/ -29)
SSAr1T1AIJr'1 " rll AN,1 1/•1
N
NB
b
MISC. FLOOR PLAN NOTES:
U EXTERIOR WALLS WERE VERIFIED
SUFFICIENT FOR SHEAR LOADS
2) SEE FOUNDATION PLAN FOR
FILLED CELL LOCATION.
3J ALL INTERIOR WALLS TO BE 3 In'
UNLESS OTHERWISE NOTED.
I OPT. CON_ PA 1
I 4O'-W
1Y 1r
1 I
I 60 PA I
SH-23 LETE ou DE SH-25 SH-25 B122/ -24
6-0 SG
022/ -24) 022/ -2I
j-sr 21/ -23)
r
i
KITCHEN NOOKpr/WGA FRA1GA
m ""`"" am= N""" FAMILY RM
f/41GA •__
1 11oA1RgMoavm
r GTjgx
F
LAUNDRY '! i yW rlwc. elnacL
ow" WLRA
Olin 6%L r-www o/Br1)
04A% FOR
DINING RM
r %A? GA
AIrl1 M
S'• I• Y-)
2 -CAR GARAGE
rwGA
CNN: M
r:,--
LIVING RM
rPLU GA o
CA 91 RM 1
0 16' X 7' G1L0.<•19/-231''•-
PANEL lIFGM .1M161 N!
21/ -2 )
z 1.
OBL-25
21/ -29)
1J ALL ST
DOUBLE 2 X IWOOD HEADERS
TO BE DOUBLE 2' x 10' t1LE56
NOTED OTHERWISE
1st FLOOR PLAN ' B'
SCALE . ; . 1'-0'
A CALCULATIONS 'A' 4 ' '
LIVING RM 16' )1 7' RICO.
19/ -23) F"m 6PANELcNR'clgrt
BL-25GIRDER T04Lr16 rmEV
M 2x4 P.T. tY D. OM
Mom B@
FLOOR 1062SaFT.
FLOOR H41 Sa FT.
TOT AIC LIVING, ISM Sa FT.
EN l5 aFT.
4215a FT.
T AL UDER ROOF 29515a FT.
PATIO 40 SaFT.
TOTAL AREA I" Sa FTJ
OPT. Q X10 PATIO 90 5a FT.
TOTAL AREA 3011 Sa FTJ I ;,
4'
A CALCULATIONS 'C'
FLOOR 062 $a FT.
FLOOR W41 SaFT.
TOTAL Nm 2509 PRol-
GARAGE SaFT.
TOTAL tP 3041 Sa FT.
STD. PA 40 Sa FT.
OTAL AREA 30 Sa FTJUWPATIOFT.
TOTAL AREA 3161
ENTRY•PORICHoopr4Tr
OOR PLAN 'C'
E . •• r-v LEGEND MA
6'-0' AFF.
ll
jai
J101,111, yy.. ...
y .
i
J
C t` f l• K •r= r'9i r• 1•:iia
a ; • c .
suex ON
KITCHEN A KITCHEN B KITCHEN C
nra•cvrm .. -i.o cc
O
o i
U .-
BATH D BATH E -FMER RM F
ecAIF- V•.ro• scAlE- k••r.o• ecnF• h••r•o'
INTERIOR ELEVATIONS
V4'•1'-0'
co)z
w O
z J Q
z ~ JgWLLI
d- 0
WZO
Oawi -
u- z
e 1
FI PL. Ev. ;}
W !!
STAIR INFORMATION C7
HEIGHT, 9'-4'
RISERS:• ISIl'-88
7 1/2' EACH TREADS-
14 Q 10' EACH C o
N
t BEDRM.
VA/ II
HALL/
STAIR WELL 1+ GAME
RM. n
jai
cur
Dom 2c12
TREAD o ENTRY
Hoe:u PWDR. ° s..ae." RM.
to BACK
OS." u.rc otiaol Zx12
STRII Y
xy 5. L •A.•:St_ v%]'•
ti.>:`. =:-• if6+K+4LsjtF,' f •r-..6i 250q STAIR RDETAIL `.::.•,mot....L'
7' •'.."- rY -;' i -•riJ 4.' : ?= Ii
AaM, StySTAIRDETAILMSTMV-TUi L v FOR ADDITIONAL
C0H5TFMrTION IW,0004ATION
soon 0
2 2:
NO
IMENin
101 so
NONE
o_ III
I
IIII
loss
Oman
o oEmmons
FRONT ELEVATION V
SC&S
ADM racw
sr-2---
OEA-FaM
k .1441 -
MOSEAFM
W-V —
TRW BEAWO
O-V
wffl?
LEFT SIDE 1=1 E -VL.
L7- ------- — — ----- — ---------------- ---- - -------------- V
OW
SrOEARM
WANG
Bg-- I -- -EF
M—FLOM
REAR ELEVATION
W.&E
Aryll
i1E
ENGINEERING
in
co
Z.
0
w
Q
w
I--
x
w
Bill
ui
CD
si
19 Wrd
ddw 4"-ZM
shmt
A3—B
ot
XMI
wm
MffI
W
I \ / Dee
NOTE: SEE ATTAGHED WAG FOR
CORRECT PLAN: DO NOT USE
FIVAG LAYOUT ON THIS SHEET.
LOAD TABLE MODEL 25M 4/15/04)
wow 40 0 Dow
J 1mm MA LP 10 SPAM
vomralm JOAW c tw
Jof= A-KIn+c13e MOAW o sme
mAW u vo
I 1 mA am
I I WTBt1EATHt JOAW 10 OfflM
i 6 rTA W 14 im
GAR.kf DOOR Of96! 6AW M TAO
f11LR7o64VE O IA40
N -TOTAL NAM) 3VM
I .L 109M OTTO AT WX loom GATro
F4301M 40% kSW9 oAtm
AG /40.NTFS
TOTAL
FAN GATM
TOLL LOAD A" W ATIPi
qLTEiLvt'EEIa.=s t'^'i : v - ,..5.•ti`•'`"'-.i-' EO QF6:' i':'..•-
ELECTRICAL LEGEND
OI.IF> w_ 9 EGWMT FM
7b,0.T raec. B 7,Eoelec7oR
w* 61T91ip0 ram ETECTalR11LL TVJINf!
wf 40O-7, FALT R9L PUMAWlplT8lmmv0V % .
imw am AL7GN sox i
oem.w I-1 O
Romanv TYIMMSC
A T•( µ
MkKL M ATC11
7
MYATOI FLOW Lao WT
GAINFOU Vs.
T1oN O=
ML VAFOR
PPOW) X_ FAN MOM nd
E—LCGTL—I SCALE •
1/4' . r-m' 1
v,' VIR r
vIRr LAV117
Ivr
VIR r om
ewLr
1 I r r
K& r
LAVIvr
r
W.
r r r
Lg .
25PLUMBING RIDER J / O"
CABLE OBOA RAMA /
A on 8 PLO
ORnMWO0 MGM TlMAFP.
W 0 LOAM CR
IW 0 r• 16AIiE
1'
rr..
y'«c<..;rv-a::'i': r:7ri=jy 4 i _ .. .t.r :—t•,.y.t .. .. m. •-;.'s"!.iYK 2509 ELECTRICAL
RIDER DIA61 roTi°L 150 A
4 WIRE SERVICE 0l 7IW WD I oa
m
ca1 PAn el PIOt7L
0 AC VWa1.Fn-n] 12a. B
4.— ® ` ------
tip
x—WHIM .. 1 4'
I F.
1 '
k '
11
FIECEMW
LOW T T
m
t -
r, Im
oa.a.
Arr la rary lst ELECTRICAL )
jr Y'5'. 4' . r-
r 1 I
ELECTRICAL
C'
Wma v
C"
5E
FOR AA: LIE —
on. VW'^^
W
v/ 2
e
UV/
Z. Ix G
co J _
J
J W W
a r= !All
V W
Ulf
a
a
O
to04
t
N siell
o.
11l-
o: OaeOy d
a.dnd. dodo. W.
aw ddc OI4OL
duvet of
414-WeT.42509 LINTEL SCHED.
LINTEL
N0. LENGTH TYPE COMMENTS
L 1 17'-4' 8F16-19/IT ALLIED LINTEL, A-13
L 2 7'-6' 8F16-iB/1T ALLIED LINTEL, A-5
L 3 7'-6' 1 BF16-IB/IT ALLIED LINTEL, A-5
L 4 4'-6' 8F16-OB/IT ALLIED LINTEL, A-3
L 5 7'-6' 8F16-IB/1T ALLIED LINTEL, A-5
L 6 4'-6' 8F16-0B/1T ALLIED LINTEL, A-3
L 7 4'-6' 8F16-OB/IT ALLIED LINTEL, A-3
L 8 4'-6' 8F12-0B/1T ALLIED LINTEL, A-3
ENTRY PORCH LINTELS• ELEV. C' ONLY
L 9 5'-10' 8F8-OB/1T ALLIED LINTEL, A-4
L 10 13'-8' 8F8-OB/lT ALLIED LINTEL, A-9
L 11 V-6' 8F8-OB/1T ALLIED LINTEL, A-5
L 12 4'-6' 8F8-OB/lT ALLIED LINTEL, A-3
NOTE, LINTEL Ll MAY VARY DUE TO HEIGHT OF GARAGE
FLOOR, MINIMUM DEPTH TO BE 16'.
4.
8F16-1B/1T 8F12-1B/1T 8F8-1B/1T
LINTEL SECTIONS .
45 REBAR AT TOP
MIK (D REQ'D
I-1/2' CLEAR
6 Z
u = WUL
m a F = FILLED WITH GROUT / U = UNFILLED
a = ' '' •• t lT F QUANTITY OF BS REBAR AT
i r BOTTOM OF LINTEL CAVITY
p AT BOTT@I g F 16 -1 B/ 1 TOFFLINTELCAVITY
BOTTOM REINFORCING
s/•'QC PROVIDED IN LINTEL NOMINAL WIDTHTLQUANTITY OF BS 8'
N@UNAL VIDTN (VARIES)
NOMINAL HEIGHT REBAR AT TOP y_ . =
ate e' _ a' kr'a.'=•ua =vz . -'..::.: •.$-. hF"'"
r . '-.'°•,-•Tr.'iL t -s._ , e-:..i='•-.... .•.; .•'.s.:•.f..i..`.nn. -:: - •:twl —:-..rw3..,.."Ad fi=Y•P E-- D ES`I G NA'T I 0 N=- 2509-
211
r
it!
tE•
l a
cn
is E• INTEL
DIAGRAM GAR. LT. • SCALE:
N.T.S. 0
N
l,
l; Jilt
twtlii
4,
frR RT.
W. 0- ad.
et,:w ars
V1. SCALE:
N.T.S. ENCi1NEERINC9 • `
5
NOTES: CAST-CRETE SAFE LOAD TABLES
L FOR GRAVITY, UPLIFT & LATERAL LOADS.
ft prime IrIte15 • 3500 .
3L t 3ona .li na P'3• pgq Ee 8" PRECAST W/ 2" kECESS DOOR U-LINTELS
4. aw "i w MM pw TnZ40 M/
IafYMh flee or® ca1¢>?:.rve stredgh f9Oo p I.
5 R b- provded n ( It1te1 pla ASTPI Ka15
EII;W. Fou IEla pt3• ASTM A615 SR40 a' Cl810.
6 _rggStrad per ASTM A416 gLc' reM
per
ASTM ASdO. 8
Ptat[r per ASTM CZO type M Gr 51 GENERAL
NOTES _ I.
Rave Full meta Istd ad tied pets. Sere
filled Irfiels a5 required 3
Itatailatlal CO. IjWI,ftrA cafph!+Rf1 the arcfDtectlf al 4:
Li4teIs are frQnl WiElldMITI 54/2fa ' cj mAchMScdthe.erds m 4rrrrRrrt Wve'tcal cell reflf0'Crg C1eCl S. All Irdels
neat a' I = LJ36O vgtcol f tlaf4 vxept Intels . IT-4• ad
lamer r4Rh a f01vn1 hegtt of 8' Fleet cr exceed LA80. 6. E bttaa
fold added . eM to to tasted at the Fatten WIntel cavity 1.
deThleteS "raresttrupsare filtoedthe rnl lattsteel fa8 Cimt-irl-•pta[e may
be pi t3v In cafpmde Intel in lieu of racrete mmary ants. q. Sole ,
CO rptrlgy lased an
1•atvol desgl aatysls pa ICI 38 crd ACT 5 SAFELOADTABLENOTES1. All
vales t MWW an
Il rWMI ll 4- MEN rg. BiCeptrn. Safe kx3cb fa' ulfllled Imes. mat be redeed by 20%
If bee rlg Ierlgth f5 Iese U= 6417. Sofa Lens fa' all raeseed Intels
lased rn b flamol Gears. 2. N.R. =Not FaMted. a
Sae held', of WWI uparlposed
alb kxld rn the 5gten Sperded. 4. Safe IQIds lased rn Qade
40 cr g c de 6O field. eW . S. AMMarle l t Mwvl tmd
capa:Itl ern to abtarled try the desgier by provdrg addual rerdbr a merry c-
a the precast Intel. 6. Eke n retzr ticq tx:
s1tlStrtllted fcr t44o 05 1etar5 n 8• Irdels rntl. 1. The descjw may evoksAe cacedrated
kxKjs Ram the safe klc d tat es by calculatrg the ""cam resl5teg mrnn3lt
ad slew at d-a" Fran the Face of 8. f a[nposlte
Intel hel
tts Rot stzaa4 use safe Food from text tcoer tecfd 9. AIL sole lads n orals
of p3m&. per Ines• foot. GRAVITY LBETN . TYK DIe6 4'-4'
Is"
RECAST MMpz MO
2952 3i54 4929 JOs
Moo
Boa 4952 6412 n41 946 mis4'-
0' i5'1) PRECAST t 2ee22uMW441Sib6254braT1n946OB,SS$' t6B')
PCAaT 8i.® 2me 236 91.6 3553 2w 4w" sm am 5914 6®
15'a0'f107PRETlST1 M4% fat 2400 2513Mz3Er64'a F66 sas
ISTI, 2. r3W%- SM, 6T' 2933
4m 6-® d71 61Q1
Tel' M) RECAST tf6 II• .:6n.
zz5z WA 24g • 24" 3439 L4. eft 2329 svl 4442 r624
SM. 9'-0• A167 PRECAST 3y 4m
f134 a53 a>f Bs3 6M IEa6 g 928 MR1 2tT1 16b 396mE8" PRECAST W/ 2" RECESS DOOR
U-LINTELS UPLIFT LATERAL LEMTN r t346 EM•
Ti l527
Pi63A5T
ass a'9 240
MO 41Q 441 s5zs 932 Q44 am zM1 9'0 4M4(!Sa Mill, ASS RECAST n a cm 231
9a 3931 41$ SM a® ag Pa MSS ZHO 98h am 464354WMW) RECAST 924• cv rFM 2423
31 I 9!1 4 SM MI 424 1@ rM1 290 2RV 423! 1 RECAST lfi4' r142 2916 3EBI
4N6 4FA MA R CM SM 2MS 2M 349141MO-) F RECAST T6 b82 E6
m42 E73901 3642 am low Tb 95Ta wa 190'1 2939
3rM 35ra 190') PRECAST sw un on IEO
2 rags. 3221 1a aw Gas 0" EM r'62 2225
aA0 351 116•) PRECASTs33• 4 ace Ila
44e r04 sm 84 SM S n Oo9 MA rim2ae04r REEME VALUE BY 15% FORGRADE
40 FIEL.O REBAR 8" PRECAST & PRESTRESSED U-LINTELS 8"
PRECAST & PRESTRESSED U-LINTELS GRAVITY IEIIGIN an Y-10Y347 F/
5T
Mb 1
4s6 ell MM I os>Z vim. 3r6 1 44M r®I sa
9W4 I c4T2 r•t36 33' (a27 RECAST3® 33n 46M con
as afim on 3E6 44'e MM RM 4004
04M WES 4'-0'!48'1 fh1 A5T
2 24% 3461 44M540 6 13+e a+i+ 4413 f039 11084
o4vPei 4W15'1 J PRSJ aT 1ey
Fla, me23MI 34® 4M9 4O6 5544 ZM 4W I&CM 19M q3)
4 10412 cWA S-4' i64 J RECAST GM
m9 231' 2M333 95%
1184 E65 2es1 M51 Gab s4m
6424 14W 5'-IO'iO FEW -AST 0W
@I M14 MM 2334 213 SIE1 ' 9431 2464 4M4 SM 4431 SM
SM 6'•6• (08.1 RECAST 4En
0$ am 3 21% 6 3" 45ta 2a r3M 5M0. 64. 6995 WID
r-W 19O') PRECAST lbl 029
615: 2354 3w 2471 2E6 3333' 029' 6•Br
2E0: 3®I
58.6' Erb 1. 9'-' iILZh FFMb/ST. 412 Oil
1(A 12a 1452 fE4: 2 1 as. CM' wa 12544 946fl 1
4® am IO'-0:IZ61 PI6 AaT 4s2
2 915 as em ISW 456 Eeie an eM 2ae1 2T14
3m 2404 II'' lL36') 1'IZC/15T e
93S 13 MIL 2SM rM gR 445 SRD 935 IMS 1054 24M
955 4044 12'-01144') RECAST 545 e64 184
9M 21T14 GM
IE16 414 5$ a&4 a54 We
2a1 2t 990 13-4•A6O.1 RECAST aZI
1 I e3 cw tas me 4f$ 4e ae MM 230 2920
W-VOW) 0') RECAST 3ry 64e
9w POt462 CM
QW 33B 455 1m W3 i RIM
2® 2Ffd M'-0' e16y NR I6! Mt
Ia Me Mt Me Ia 465 1G8 l30 m4S ail 3!>!
366 15'' f1B47 r•1 5 NREK
Mt 4n MtIM Me
at
IR US RW a1$ 230 MM 340
rT• rAB' NR IR MR M
IR OR 950 14m I® 2UM R'-4•
Pffi7 NRo90 Moo r®
z® NR d0 940 4340 rIW 210
hR s0 R em 1st Me
GM
Mt
FrI3
w
O R
Mt
M
410
lm I ® F20 1813 NOTES:
ALLIED MATERIAL5 4 INSTALLATION 1.
reta 110mccot
trdel per ASTM
A615 2., eta n pmrW bmm GR40
per ASTM A615 3. ft fcr recas Ith ls =40 4. ft fcr el ld ovate
3 S cacrefe MMOrrlWLSppeerrASTM
C-M ma•tce per ASTM CZIO tpeMa' 5 a catut t m trt. RckrdU. wwdino1. PP.. RddrL-- rcn ecpeaArc. L skM on
ralpmte Ime15 4' OC.
a alhrcappa5 to (, catCubted moth I95 SOfE
9. ?ar b=ed IT rh0ar01
8• becl 99 4' mMUtt). 03. all t aft sfwh
n 17afffi
pa beer foot 11. for ton M rat feted use
Iext mncFr Lcjth far safes trod FIELD REBAR m_j 5GR40 Q C0MCMTE
FILL Q
5GR
440
FIELD
FREELAR l-
5/t3'AGTIIAL yh. ..
I - '" .I.'
r:•.:.. ',..i .%F•. ,. _ '•.a-,
s,l,• ,a•a• •1-..... .. '.c ..i1 +Z - y : >. n• a• .y, y.. C-} y '-•
a ..r. t. .r, • :P-,,..., i:.;. :•, v:f -; rY .Q!l-•1+11 y 1."O fr=, y fr:..L •- i. :1• :Tye-:. : v . .0 ... • .. L'u: ...,.5 .4.µar. :{te{
aq `..T-.%i•: a r.. r7 i".a:• •.•c-... •.a i.»..: .. _ •a 2:'.. :.L,': - ....d ".. ' i • i' .. r REDUCEVALUE BY 25% FOR GRADE 40
FIELD REBAR LINTEL TABLES ALLIED GRAMLTT SAFE LOAD TABLE
FOR 8"•
CONCRETE U" LINTEL LENGTH e'xe' ONFlLLED 6'xe' FILLED•
6'x12' FILLEDe'xt6' FILLEDe'xzo' FILLEDe'xzs' FILLEDe'zze' FILLEDe'x32' rUED210' 6549 625110125 12000 120001xim
ROOD 12000 FA 36' 3838 3858 5231 855z. 14440I200012000I= 46' 2081 1914 3361 4WE; EIM 1269
abai 9924 510' IR8 1080 1810 2483 3336 391a
4631 535D lt3' 9O2 1056 1844 2542 3294 42929 -
4-M 55zz A-E3 9'4• 15% 636 1112
4534 19%4 2436 2902 3346 A-1 Mra' 489 483 84l IIT1
1522 t891 2211s#a A-8 II'4' 502
6121125
Ism 2002 2455 2931 A-9 12T3' 421 488 9O0 1224
GO4 F168 23-0 A-10 134' 393 419 T141053
13M 1692 2=4 A-11 140' 342 313 690 938
1233 1510 1868 A-12 1418' MO 334 6I8 842
ROB 1952 t624 A-13 ITV 212 296 436 611
am 985 1188 1390 A-14 19'4• ZSO 395 496
85O IHB 1408 Qi9B W8O A -IS 200' 225 365 4-0
184 105Z I300 1510 183 ALLIED UPLIFT AND LATERAL SAFE LOADS FOR
8" CONCRETE U. LINTELS LINTEL NO. LENGTH ems UNFILLED e"X•
FILLED S'x12' FILLED8'XIV FLLEDe'x20' FILLEDe' a i1lLEDe'xz6' FILLEDe'x32' FILLED
LATERAL LOAD 6101FILLED A-1210' 30% 3509194MOOD
I- I®0 IODOO IDOW 440E A-2 3S' MM 1816- 5445 11-
10000 IpInO 00M tO0® 2392 "- A-3 4W 1018 111351 4224 MM -
82o-J 9440' 1415 A-4 S.C. SM E03 MW
3319 43M MOB6Th6 1548 Tn A-5 1t3' 345 310 1421 1918
2552 3%4 3061 4600 6Ed A-6 9'4• 225 252 c
34 1296 It•165 2CI99 2542 2441 423 A-1106• 05 2O9 W. 9349
G41 M&2 M23 1 2341 329 A-8 II'4' 3M 333 65Z
9F1' Ina 1452 R51 451 A-9 12t3' 241 ' 282 615 Tit
991 WIS 35l A-10 134• 253 2g so T13
892 9 324 A-11 141P 225 324 413 652
824A-12 14W ru 215 442 E09 TflStammA-14- A-13 n'4•.' AILS ' ZSa 351
19'4- 154 214 308 4Z0 525
3A-15 200' n4 2O3 2% 4o5 sD4T!6 J F- Q O J J W
Z
J
0)
C)
In
N
J
W
r
Lei
1i
A5
T1.
0 -
rm N1;1 186V ®T; a&
B-CIMED TD BOND BEAM W
W BA T!f¢AUM F170 W
W MIMMIM ErMEO ENT
ROOF TRUSS LAYOUT 'B'
M T.S
um
rx4 f1D. 671
M. oc-
Bono" PLATE
P<1wom
emm BOARD
MXP "a"
22
L ®eTRAP T! . EV9iY 'Jrd
e71e cCFFrecT7rG Ft,aoR
Tf W TO 2W FLOOR 6T1C•• r-
BLOCK TO 2N0. STORY STRAPPING
17-4-12 PLATE F
8-0-0 PLATE H•
FLOOR TRUSS LAYOUT 'A' & 'B'
NOTE: SEE TRUSS MFG.'S ENGINEERING AND
LAYOUTS FOR TRUSS —TO —TRUSS CONNECTORS
u WE (U TYPE -G' (0R TNTERalAlftiABLE tt27FOR llalee TOFRAMALL09BEAMcwrECTIOIf1N.E66 MOTED at faaumE M"i 12
v6E ro TTPE •A• to el.e ttP FOR T alee To eL,ocTc 5r
SJ E1YT0 OR OfI Cfi1BLE T FOR ALL J0f6T IWiCfR
4J IUE )! 16MOORf1MI x ! W' PAGMCM CAN NML TO FASTS/ JACK 0-4-1
TO M. (
U !U
GIRDER Mej _LTTPE 'A• OR TYPE C• 67RAP ATuaeLe7Ruseee.ReamzE
4e'. ouG EROT• CETRFJZ OE•iF616A.: 6)ALL;671D6•B OWYs11 ER'TS.e1L,1LLBE ETii8t C01lECTED
W StrFON SP4eiRAPs TO ,M EO TOMN'ATaDIfIOMTC af M6TRAPPSG6"P4'0
f
OM PLAM6. 6f•;AgLY, 47C4 PGeTE RE01f
00• 4xb F•Dere Mawm (sre 4r of EACH eo• nl2V' ENO, NEER INGVBOTTOMMALEOF1Rb16.TR1196.6TRAPo 6iW1'BE WHIM IfPATLYYRAPFWWWIMDOWLETOPPLATEORMEATLYFASTOEPTOalVERTICAL 6TWCRFMTDI3-0V a CH ALIOVWff CP CAROMAMVA 5" Gal loloq n[ AviaWISDOMa am. come a #
Am= R/ Oslo STIRS CRP06TBEI.00L 6EE F106T
6TRAPPM aN r1
AM amd RJt MA44 ,1 HELD BACK 1 FtgMmnc EaWALBR
MAY BE *M6TMnW FOR sWM
W& DE11MATIOW 16" 64
6FDYCAMNATbaKtDE&M 6PEC WMAT6" FOR tdD00
C01107F OTloM FROM TAME Aft - %
ALe MO 616 Ie LATERAL LOAD
OElICiN VALIE6' . `,. } . %:•j„'=..'`.'.. n d" f • . , MAT. 61lAR
VAL1E lbi!••...: :n : .. `;•w,:Lg !`,.' eR : IOd cw
IAd wr
8 J maw
LL '
OmW
Of
r`
w p
z Q>_w
05w LL
m
Q C
auliOsf>
J<
ti a.... g•
a x.a.aa awry q.....
Olds: 004241
BfIBBt A6-
B
t.G'r:`:.. R: ' •bbOWN" sty .
r ..F Y L
k x r
iRAPPIN& SCHEDULE SIMPSON
SYM PRODUCT DESCRIPTION CO ANCE FASTENERS
E516N LOAD5( UPLIFT
MAX. YBPSJ
A METAI8 CONCRETE STRAP SBCCI S603 IA2114-I0dxI.5"f2j2lq10-11bd 1500 1495 B
145 HURRICANE CLIP NER 393,422,432 4-ed 4-8d 1485 455 205 C
MTSI6 TWIST TIE NER 413 14-10d 3116 1000 860 D
LSTA30 STRAP TIE NER 413 443 22-loci 1610 1610 E
HU526 SINGLE FACE MOUNT HANGS NER 393 14-16d t 6- 16d 10000 1550 1110 F
1-11.1526-2 DOUBLE FACE MOUNT HANGE FLIER 393 4-16d t 4-16d 8033 1080 115 ML
MBHA356/125 MASONRIJ HANGER 8" SBCCI 9603 18-10d (2) ATR 3/4? x 8" 5955 1885 1355 MH
M5HA356/925 MASONRY HANGER 925 SBCCI 9603 14-10d (2) ATR 34"7 x 8" 6050 3145 2260 MG
M5HA3.56/1125 MASONRY HANGER 12" 65CCI 9Co03 14-10 (2) ATR 3/4"1 x 8" 6050 13145 2260 O
HD8A HOLDOWN TO 3" WOOD NER 393 469 3) 1/8"1 A-5. 28661 6465 4650 Q .
5P4 TOP PLAT ANCHORS 4X NER 432443499 6-10d x 15" 2911 135 530 R
SP6 TOP PLATE ANCHOR 6X NER 432443499 6-10d x 15" 2911 135 530 X
HGT-2 HEAVY GIRDER TIE DOWN NER 432 8-10d t 3/4"? or LBP 5/8"7 28333 8665 6485 AA
BC4 POST ANCHOR t CAP 4x4 NER 421 3-Ibd t 3-lbd 3100 980 100 BB
5C6 POST ANCHOR t CAP 6x6 NER 421 fo-16d t 6-16d 4100 1050 150 CC
5C46 POST ANCHOR t CAP 4x6 NER 421 6-16d t 3-16d 3100 980 100 GG
HT520 HEAVY TWIST TIE NER 413 24-10d x 15" 4430 1450 1245 II
HD2A HOLDOWN TO 3" WOOD NER 393,469 2) 5/8"? 12150 2115 2000 MM
HETA20 HEAVY CONCRETE STRAP NER 393469 WI 14-10dxl5" (2VS 14-10d 1135 1495 LL HHETA20
CONCRETE STRAP . NER 393469 IJ2111-10dxl.5",(2 lg 15-Ibd 12130 1860 00 MTT285 HOLDDOWN
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16" 0'-0" - 4'-5" 4'-5" - 8'-0" 8'-0" - II'-V A'-0" -
24" 0'-0" - 4'-0" 4'-0" - 6'-i0" 6'-10" - 8'-10" 8'-10" - 12'-8"
NOTE:,'L' BRACE MUST EXTEND AT LEAST W% OF UBB LENGHT
ROOF SHEATWMG OVER TRUSSES
SEE NAILING ZONES)
BAOGlAIL W/ (2) I6d NAILS
WOOD TRUSSES
a 24. OiC. —
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SU"FSON•A35 0'3'-0' O.C. ° O p&UBLE 'L•'BRACE'DETAILOR
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2x4 DRYWALL NAILER 0 4' OZ. TYPICAL
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NOTE: THIS INSTALLATION IS IN ADDITION TO
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FLOOR FRAM w1 OG1CM RECURED, PROVIDE 2X4 BLOCKING IN THE
SHAWa 24' O/G) FIRST TFQiEE FRAMRYa SPACES AT 46' OL. REMAMDER
TO BE BLOCKED AT 96. Or- OR RAT RAK
FASTENING: FASTEN FLOOR 6FEATHMG TO FRAMMG W/
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LI MITMG HEIGHTS
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N.T.S. IEEE
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ALL URDOW SHIMS MUST BE RILL WIDTH
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INSTALL 3A6' DIAMETER SELF TAP PINGCDC. A14CM M EIGHT (6) ACHES MA) FROME4:05 AD 74, ON CENTER MAXW( I V4• KIR ENDED. INTO BLOCK FASTENWROOUVOOtTOPTBUCKSPER
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FT BUCK FASTENWa AND 35 F% RATM ) M170/03) i
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L
LIVE LOAM ROOF
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WIND SPEED 60sph 3"r- 9Av . 3.
ALL W ORIC TO BE N ACCORDANCE WITH THE FBA. MIST CHAPTER 16. 4.
ONLY WRITTEN (OMNNCAES APPROVED BY THE EIG IEER SHALL BE PE7:FSfIFD. CONCRETE :
L
ALL WOW TOBE N GTRCT ACCORDANCE WITH THE ACI 9I0 7.
MIX DE61CA1 CWTERIAi ALL
CCNCAElE X.TPEI P+ORTLA D C07E1T. (AOTM C 00) GCmpREGSIVE6TRENG7Ma70DAYSSMALLBE75MpIFOR III
AM Foam" APO 3000 I ZZ . tW&
MSWTER-CEJE?R RATIO BY 11EI FOLLOIB, SpECFMD" .
A NOW AIRAIR;' . S
TH (p.0 CONCRETE m 75"
061' 094 30"
09O OA6 SLLPIP-
SLAB ON CURARE s• . OTHER
9' WATER •
POTABLE C1NL,
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PROVIDE AORTAL WEr.Ht AGC#GATES N CoMPLIAMCE WITH THE REOIUIREMB(TS OF
ASTM C 3X 4.
F®ER'EGMFOR SLABTO BEAT A RATIO OF .15 L851YARD. FOUNDATIONS :
L
FOOTOG DEWN1 BASED O4 MINQ'tM ALLOUWBLE SOL BEARWA FREOSUE OF 7000 PAT. 7. F FOOT G ELEVATION OCCURS N DISTUFEE OPOTABLEOR UNSUITABLE THE
ENGINEER SHALL BE NOTF® AD IECE66ARY ADJUSTMf3RS BE MADE PER HUS WTRUCTOM. 3.
PREPARATION OF THE SUECARADE TO FOLLOW RECCr E RATIONS AS CMNMD N
THE CEOTECHMA REPORT. 601L. A.
STEPS N WALL FOOTUNGS SMALL NOT EXCEED A SLOPE OF (
1) VERTICAL TO (7) NORIZORAL. S.
CAITION ToRY COMPACTION EGOPMENT HEAR E)
dbT STRUCTURESS BE 11 AVOID THE RISK OFBDAMA93E TO THE STRUCTURIL MASONRY.
L
DESKAL MATERAL aD WaaalANSHIP SHNALL BE N AGGOTAANCE WITH THE ACI STANDARD BULDNGGODS17EaRIE<7ET(fe FOR CGwcREtE MA9o1•Gar STRICRIZES AG 53mJA,C1 5301 7.
CELLS NIDICATED TO BE MLED SHALL BE GROUTED WITH WOO psi CONCRETE (r TO Nr SLUMP) 3,
PROVIDE 751 LAP FOR STEEL • ALL LOCATIONS. 4,
ALL CELLO ADJACENT TO CORERS, MIND OF SHEAR WALLS AMID UNDER CCCFNTRATED LOADS SHALLCOWANVERTICALRENF4T4CNGANDSHALLBEFILLEDWITHCONCRETE5.
CONCRETE BLOCKS SHALL COWORM To ASTM C-50 (78 DAY STREGTH 70M psi) ((10•1500 PAIL, LAID
N RMIN G BOND. 6.
MORTAR SHALL BE TYPE M. 1.
ALL RE -BARS SHALL BE GRADE 40 UNdESG UNO. WOOD :
L
ALL WOOD FR,6rtM AV FABRCATMACCORDANCEWITFINTHE PROCEDUIESAMIDREC<SRB•ENTS DARNED NTHEXREO WOOD TRUSSES SMALLBEVEMPIED. DETAILED AND EDITION OF THE
NATIONALDESIGN SPECFCATIOHS FOR WOOD CONSTRUCTION 1. THE WOOD
TRUSSES SMALL BE SIZED AND DETAILED TO FR THE DR1001 O AND LOADS Mir -ATM. ALL DEW. NSMALLBENACCORDANCESETAALLOWABLEVALUESANDSECTIONPROPERTIESASSK!® AMID APPROVED
BY THE BUHLONG GOOF OESKN CALCLATIOLS SUER•ED AND SEALED BY A LICENSED PROFESSIONALE]l'•NEER APE TO BE SUBMITTED TO THE EGNEER FOR APPROVAL_ 3. pEFWWpR BRIDC•
NG pEd'BW7K=AR TO THE SPAN OF THE TRUSSES SHALL BE PROVIDED AS REDURED BY THETRUSSMANJFAGTIRERTRIMMAv4FAGTNRERSMALLPROVIDESTATEMENTTHATBOTTOMCHORDOFROOFTRUSSESAREBRACEDDURINGUPLFTCONDITION. 4. FOR STRUCTURAL
LUMBER PROVIDE THE FOLLOWIM. GRADE A)ID SPECIES , SOVTER( PM SUIRFACESDRYUSEDATIS4• MAX ML C. GRADE NOZ OR SIEIa10E FM FIR SOUTH GRADE M07
S. PROVIDE GALVA
MI)FD METAL HANGERS AND FRAMING ANCHORS OF THE SIZE AND TYPE RECCrRIE DED BYTHEMANFACINERFOREACHUSENCLUDNGRECOMIENDEDMALS. (HEGFES COlECTORS OR EOINALENTJ
6. ALL BOLTS
USED FOR WOOD C "TRUGTION SHALL BE A MNIM M CF V)• DIAMETER AD 6- N LE HG.TM (
AOTM A-W") WITH MK 1 112' OIAi ISASHrF]2 UNO. 1. PROVIDEFRAMING
PEM18EM OF SIZES AND OF 6PAC 16A GMMK OR F NOT 61401IML COMPLY WITH LIMITING STD ME*1475 CHART. DO NOT SPLICE STRUCTURAL MEMBERS BETWEEN S PPORTO. 6. ANCHOR AND
NAILING AS 640WK AND TO COMELY WITH THE RGCCMM047ED MNLNG SCHEDULE FROM THE STANDARD BWLDWGCODE, LATEST E•DRIOL ROOF SMEATMNGv16•
OSe OR
1/2' COX GEE DRAWINGS FOR
NAILING PLATE N& VERIFICATION OF FIELD
CONDITIONS : L cONTRA(,'TOR
SWILL VERIFY ALL Rap CC IDITION6 ARID D!®NSICHS RELATIVE To See WHERE THERE &,CM C
AMWSBEMEENH4LL CALLED
To THEAR
ITGITSN ATrMalIANDO 1A PRESENTED IN THEAMD NECESSARYAADd IMEMITS MADE
PER HIS NSTRIICTICN&
7. FOR ANCHOR BOLTS
USE NICHES OR EQUIVALENT (A-36 OR A-301 6TMU 3. PROVIDE 7X4 BLOCKING
ON ALL SIDES O' THE RIDGE vWT'S WITH Od NALLA AT 4. ON COC EFt- FIE ESFLOOi WEERE 4W
WIG M4AlC FLOOR IRFJS TOTOP _ PLATE
SYG FENY VIALS. (
7) oN ONE GIVE (v ON
THE OTER DETAIL: INTERIORBEARING WALL W/
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N.T.S.
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STAIR TREAD
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TREAD DEPTH
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LL Y
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2X12 210' O.G
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mm-
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i SFFr " EACH STRAP) EAICLI STRAP) 0-
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TIE ATTALIED T • AND FLASHING FOR TRIBE BdID BEAM a O01®
Ny1T0 THE'LE'LWT: FROM TO PROVE 76' (U -
3 COW. Twum
MAMFAcrAq&t INSTALL ALL SPLICES (TYPJ COPS
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9
AT 48• 74— Or_
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ALL cEl1e
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ALTFJ3IATE HOOKS
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OF THIS AREA -
5 • AS- OL. — FLOOR
y
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i 4oAc 7X4P.T. BST.
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tmLL WALL
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EXTERIOR CHIMNEY DETAILS ELEVATION R
STAIR
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3 CONT. PROVIDE
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1
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COIIO SHMLD BE INSTALLED R RE NIN AT PATIO w IN
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ACCOVADARcE W M THE _ r.• MA
OFACTIEW9Wb fECCtT'W90ATIQPJ..'j1...: `: i • eriz-i:4: i • . .• .k-. NOTE EPDXY GROUT OIIOIaD BE INSTALLED IN - _. r • :. , - ACCO WANCEOITITHEfLMOFAG11iab`:s. ` NOTE BRACE
SIDE OF WILL ADEaMTELY DURF
S CCPAGTIQI r a.s%.. G•.: - _(s s Y.. : i. y..' a yy}}:v n .*1:. ..I-. ':. l. - f'*•i`%lG == ' .^z ::ri, : •.z-'r STRICT -' s'' _ _ mf t
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T DAY6 APMR MISSEO~'A- STRAP
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HANDRAIL TO HAVE A CIRCULAR
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6RASPABILITY PERFORMANCE
REFER TO. FLOOR PLAN FOR STAIR
SECTION SPECIFIC TO THIS MODEL SUM OF (2) RISERS
PLUS (1) TREAD MUST
2XI2 STRINGERS AT SIDES a CENTER EQUAL: 24" TO 25"
OF STAIRS W/ 2X4 SPACER AT
SIDEWALLS. ATTACH SPACER TO
EACH STUD WITH (2)104 NAILS. Z
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ul m t0 FLOOR TRUSS
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