HomeMy WebLinkAbout153 Bristol Forest Trl - BR04-002784 - SFRPERMIT ADDRESS SUBDIVISIONV.
CONTRACTOR _ _ PERMIT # C; - -1 DATE 1
Centex Homes -- -
ADDRESS 385 Douglas Ave., Ste 2000 _ PERMIT DESCRIPTION,`-.
Altamonte Springs, FL 32714 Q_-
407-661-2176 _ PERMIT VALUATION
CGC 049689 } C
PHONE NUMBER SQUARE FOOTAGE
PROPERTY OWNER
ADDRESS ~'
PHONE NUMBER
ELECTRICAL CONTRACTOR
MECHANICAL CONTRACTOR
PLUMBING CONTRACTOR
MISCELLANEOUS CONTRACTOR
PERMIT NUMBER FEE
MISCELLANEOUS CONTRACTOR
PERMIT NUMBER FEE
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City ofSanford CertificateofOccupancy
This is to
certify that the building located at 153 Bristol Forest Trl for which permit number 04-2784 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
02/
16/05 Engineering: D. Richards
02/
17/05 Public Works: J.
Crumpton 02/
16/05 Utilities: R. Blake
02/
17/05 Fire Department: Zoning:
Centex Homes
Q
a' YV1(,02/18/05 Property Owner Building
Official Date
a
CERTIFCA.TE OF OCCUPANCY
REQUEST FOR FINAL INSPECTION
NEW SINGLE FAMILY RESIDENCE ****
DATE. 0215/05 1 PERMIT # :
04-278 ADDRESS.
153 Bristol Forest Trail CONTRACTOR:
Centex PHONE #:
Greg 407-466-8067 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.
ngneer - -
z W
D
Fire LOPublic
Works- O%oning Utilities
O Licensing CONDITIONS: (
To BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL)
CERTIFCATE OF OCCUPANCY
REQUEST FOR FINAL INSPECTION
NEW SINGLE FAMILY RESIDENCE ****
DATE: 02/15/05
PERMIT #: 04-2784
ADDRESS: 153 Bristol Forest Trail
CONTRACTOR:
PHONE #:
Centex
Greg 407-466-8067
The building division has prepared a Certificate of Occupancy for the above
location and is requesting final inspection by your department. After your
inspection, please sign off and date the C. O. or submit addendum if it has
been denied or approved with conditions. Your prompt attention will be
appreciated.
Engineering Fire
lic Works4 ll0OS - h _ Zoning Utilities
Licensing CONDITIONS: (
TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL)
r a
1 ANCCERTIFCATEOFOCCUPANCY
REQUEST FOR FINAL INSPECTION
NEW SINGLE FAMILY RESIDENCE
DATE; 02J
ot 1PERMIT : 04-2784
ADDRESS: 153 Bristol Forest Trail a
r
CONTRACTOR Centex 1 2 1
R
W
PHONE # Greg 407-466-8067
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 O Fire
X
OPublic Works; Zoning
OLcensing
dui / / r
CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL, IS CONDITIONAL,)
LMBC1001 CITY OF SANFORD
Address Misc. Information Inquiry
2/16/05
0 7 : 5 9 : 3 3
Ldcation ID . . . . . . .
Parcel Number . . . . . .
Alternate location ID . .
Location address . . . . .
Primary related party . .
Type options, press Enter.
5=View detail
Opt Description
248025
22.19.30.502-0000-0660
153 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 66 ***********
SW DEV FEE $1700.00 WA DEV FEE $650.00
BP04-2784 PD 8-12-04 SEE REC#7098
3/4"WA METER SET FEE $190.00 PD 8-12-04
REC#7098
F2 Address F3=Exit FS=Special Notes F9=Parcel Notes
F12=Cancel
FEDERAL EMERGENCY MANAGEMENT AGENCY O. M.B. No. 3067-0077
NATIONAL FLOOD INSURANCE PROGRAM Expires December 31, 200E
ELEVATION CERTIFICATE
Imaortant: Read the instructions on aacies I.7.
SECTION A - PROPERTY OWNER INFORMATION For Insurance Company Use:
BUILDING OWNER'S NAME Policy Number
CENTEX
BUILDING STREET ADDRESS (Including Apt., Unit, Suite, and/or Bldg. No.) OR P.Q. ROUTE AND BOX NO. Company NAIC Number
153 BRISTOL FOREST TRAIL
CITY STATE ZIP CODE
SANFORD FL 32771
PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.)
LOT 66, PRESERVE @,) LAKE MONROE
BUILDING USE (e.g., Residential, Non-residential, Addition, Accessory, etc. Use a Comments area, 0 necessary.)
RESIDENTIAL
LATITUDE/LONGITUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE: El GPS (Type):
Hlt° - Hl#' - ##.###" or t##.t#NNNN) NAD 1927 NAD 1983 USGS Quad Map Other:
SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION
Bt. NFIP COMMUNITY NAME & COMMUNITY NUMBER 62. COUNTY NAME B3. STATE
CITY OF SANFORD 120294 SEMINOLE FLORIDA
B4. MAP AND PANEL B7. FIRM PANEL B9. BASE FLOOD ELEVATION(S)
NUMBER B5. SUFFIX B6. FIRM INDEX DATE EFFECTIVEiREVISED DATE B8. FLOOD ZONE(S) Zone AO, use depth offlooding)
12117CO035 E 4/17/95 4117195 X N/A
B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in B9.
AS Profile E FIRM Community Determined Other (Describe):
B11. Indicate the elevation datum used for the BFE in 69: E 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 E No Designation Date
SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED)
C1. Building elevations are based on: [] Construction Drawings* Building UnderConstruction* ®Finished Construction
A new Elevation Certificate will be required when construction of the building is complete.
C2. Building Diagram Number 1 (Select the building diagram most similar to the building for which this certificate is being completed - see pages 6 and 7. If no diagram
accurately represents the building, provide a sketch orphotograph.)
C3. Elevations —Zones Al-A30, AE, AH, A (with BFE), VE, V1430, V (wrath BFE), AR, AR/A, ARIAE, AR/A1-A30, AR/AH, AR/AO
Complete Items C3.-a-i below according tothe 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 to that used for the BFE. Show field measurements and datum conversion calculation. Use the space provided or the Comments area of
Section 0 or Section G, as appropriate, to document the datum conversion.
Datum NGVD'29 Conversion/Comments NONE
Elevation reference mark used _Does the elevation reference mark used appear on the FIRM? Yes ® No
o a) Top of bottom floor (including basement or enclosure) 14. 3 ft.(m)
o b) Top of next higher floor 24.1 ft.(m)
o c) Bottom of lowest horizontal structural member (V zonesonly) N/A. ft.(m) o 0
o d) Attached garage (top of slab) 14. 1 ft.(m) w
o e) Lowest elevation of machinery and/orequipment
servicing the building (Describe in a Comments area) 13.8 ft.(m) E
o f) Lowest adjacent (finished) grade (LAG) 13.1 ft.(m) 2
o g) Highest adjacent (finished) grade (HAG) 13. 3 ft.(m)
o h) No. of permanent openings (flood vents) within 1 ft. above adjacent grade 0
o i) Total area ofall 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.
1 certify that the information in Sections A, B, and C on this certificate represents my best efforts to interpret the data available.
1 understand that any false statement may be punishable by fine or imprisonment under 18 U. S. Code, Section 1001.
CERTIFIERS NAME: JAMES J. JILES LICENSE NUMBER: 4997
TITLE: PROFESSIONAL LAND SURVEYOR & MAPPER COMPANY NAME: AMERICAN SURVEYING & MAPPING, INC.
ADDRESS CITY STATE ZIP CODE
1030 N. ORLANOD AVENUE, SUITE B WINTER PARK FL 32789
SIGNATURE DATE TELEPHONE
2/14105 (407) 426-7979
FEMA Form 61-31, January 2003 See reverse side for continuation. Replaces all previous editions
IMPORTANT: In these spaces, copy the corresponding information from Section A. For Insurance company use:
BUILDING STREET ADDRESS (Including Apt, Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. Policy Number
153 BRISTOL FOREST TRAIL
CITY STATE ZIP CODE Company NAIC Number
SANFORD FL 32771
SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED)
Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/company, and (3) building owner.
COMMENTS
ELEVATIONS SHOWN HEREON ARE BASED ON SEMINOLE COUNTY VERTICAL CONTROL
MACHINERY DESCRIBED IN C3-E IS AN A/C UNIT
Check here if attachments
SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE)
ForZone AO and Zone A (without BFE), complete Items E1 through E4. If the Elevation Certificate is intended for use as supporting information fora LOMA or LOMR-F,
Section C must be completed.
El. Building Diagram Number _(Select the building diagram most similarto the building forwhich this certificate is being completed — see pages 6 and 7. Ifno diagram accurately
represents the building, provide a sketch or photograph.)
E2. The top of the bottom floor (induding basement or endosure) of the building is _ ft.(m) _in.(cm) aboveor below (check one) the highest adjacent grade. (Use
natural grade, K available).
E3. For Building Diagrams 6-8 with openings (seepage 7), the next higher floor or elevated floor (elevation b) of the building is _ ft.(m) _in.(cm) above the highest adjacent
grade. Complete items C3.h and C3.i on front of form.
E4. The top of the platform of machinery and/or equipment servicing the building is ^ ft.(m) _in.(cm) above or below (check one) the highest adjacent grade. (Use
natural grade, if available).
E5. For Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance?
Yes No Unknown. The local official must certify this information in Section G.
SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION
The property owner or owner's authorized representative who completes Sections A, B, C (Items C3.h and C3.i only), and E for Zone A (without a FEMA-issued or community -
issued BFE) or Zone AO must sign here. The statements in Sections A, B, C, and E are correct to the bast of myknowledge.
PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVE'S NAME
ADDRESS CITY STATE ZIP CODE
SIGNATURE DATE TELEPHONE
COMMENTS
Check here if attachments
SECTION G - COMMUNITY INFORMATION (OPTIONAL)
The local offidal who is eulhorized by law or ordinance to administer the oommunitys floodplain management ordinance can complete Sections A, B. C (or E), and G of this Elevation
Certificate. Complete the applicable item(s) and sign below.
G1. The information in Section Cwas taken from other documentation that has been signed and embossed by a licensed surveyor, engineer, orarchitect who is authorized by state
or local law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.)
G2. A community official completed Section E for a building located in Zone A (without a FEMA-issued or community4ssued BFE) orZone AO.
G3. The following information (Items G4-G9) is provided for community floodplain management purposes.
PERMIT ISSUED I G6. DA
G7. This permit has been issued for. New Construction Substantial Improvement
G8. Elevation of as -built lowest floor (including basement) of the building is: — _ft.(m) Datum: _
G9. BFE or (in Zone AO) depth offlooding at the building site is: _. _ ft.(m) Datum:
LOCAL OFFICIAL'S NAME TITLE
COMMUNITY NAME TELEPHONE
SIGNATURE DATE
COMMENTS
Check here if attachments
FEMA Form 81-31, January 2003 Replaces all previous editions
R
PLAT 4F SURVEY
DESCRIPTION: (AS FURNISHED)
LOT 66, PRESERVE AT LAKE MONROE
AS RECORDED IN PLAT BOOK 62. PAGES 12-15 OF THE PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA
FOR THE BENEFIT AND
EXCLUSIVE USE OF:
COMMERCE TITLE COMPANY
COMMERCE TITLE INSURANCE COMPANY
CTX MORTGAGE COMPANY, LLC
NOTE:
THE FINISHED FLOOR ELEVATION OF THIS
STRUCTURE MEETS OR EXCEEDS THE CSX RAILROAD R/W
THE REQUIREMENTS SET FORTH IN THE OLD MAIN LINE TRACK
uNPLnTreo PER THIS PLAT)
CITY OF SANFORD CODE CHAPTER 6, SEC. 6-7(A),
00' N54'23'11"
IIII
I
LOT 66
n 6.250 SOFT. t IWNI
UT I
CT) z4
41 <b
W Z
Am I
b ' I
1"-30'
GRAPHIC SCALE
0 15 30
Z
TWO STORY I
J\ CONCRETE BLOCK
b do W000 FRAME
RESIDENCE 9 U1
n FINISH FLOOR O1 0)
LOT 67 Ka EIEVATI0N=14.33' n
LOT 65Qc
a COVERED f l
20.T ;,IEN TnY Y51
5.0.
5.0
I .`CONCRETE `;
N I •.DRIVEwnY :
I ' N
O
N Q
F - - I Q
I '• - 10' UTILITY 1
EASEMENT
WAU< IS WALK IS
0.5 ON IZS54'23'11"E 50.00
0.3' ON
NlwNINIWOI
P
Pi Im ,` 125 52' 305`55'
S 5M1'23'11" E CENTERLINE OFJ 431.07,
RIGHT-OF-WAY
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 02-11-05 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 BATED 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
F.F_.M.A. AGENT FOR VERIFICATION.
ELEVATIONS SHOWN HEREON ARE BASED ON SEMINOLE COUNTY
BEARINGS SHOWN I-IEREON ARE BASED ON
THE NORTHWCSTERLY LINE OF LOT 66
BRISTOL FOREST TRAIL
50' RIGHT-OF-WAY
LEGEND
CENTERLINE SET I/2" IRON ROD AND CAP
LB g6393 (02-11-05) RIGHT OF WAY LINE FNO NAIL AND DISCEXISTINGELEVATIONQLB068 (02-11-05)
ROD CAP
CONCRETEO LB #63931RON (02-11-05)
LB LICENSED BUSINESS CNA CORNER NOT ACCESSIBLE
LS LICENSED SURVEYOR 6 DENOTES DELTA ANGLE
PSM PROFESSIONAL SURVEYOR AND MAPPER L DENOTES ARC LENGTH
PRM PERMANENT REFERENCE MONUMENT C.B. DENOTES CHORD BEARING
PCP PERMANENT CONTROL POINT PC DENOTES POINT OF CURVATURE
P) PER PLAT PI DENOTES POINT OF INTERSECTION
M) MEASURED PRC DENOTES POINT OF REVERSE CURVATURE
FND FOUND PT DENOTES POINT OF TANGENCY
C/W CONCRETE WALK TYP TYPICAL
S/W SIDEWALK A/C AIR CONDITIONER
CP CONCRETE PAD COW CONCRETE BLOCK WALL
CS CONCRETE SLAB RP RADIUS POINT
C CHORD LENGTH OHU OVERHEAD UTILITY LINE
PK PARKER KALON ID IDENTIFICATION
R RADIUS POL POINT ON LINE
POC POINT OF CURVE PCC POINT OF COMPOUND CURVE
I HEREBY CERTIFY, THAT THIS BOUNDARY,
SUBJECT TO THE SURVEYOR'S NOTES
CONTAINED HEREON MEETS THE APPLICABLE
MINIMUM TECHNiCAI. STANDARDS" SET FORTH
BY THE FLORIDA BOARD OF PROFESSIONAL
SURVEYOf:S LAND MAPPERS IN CHAPTER
611317-6, FLORIDA ADMINISTRATIVE CODE
PURSUANT TO CHAPTER 472.027. FLORIDA
STATUTES.
FIELD DATE:) 09/29/04
SCALES I' = 30 FEET
REVISED:
f
THEFIRM
APPROVED BY: SJ
ASM39680JOBNO,
DRAWN BY:
FINAL 02-11-05 VH AMERICAN SURVEYING & MAPPING
CERTIFICATION OF AUTHORIZATION NUMBER LBN6393
1030 N. ORLANDO AVENUE, SUITE B
WINTER PARK, FLORIDA
32789 (407) 426-7979
FORM80ARD 10/17/04 DLC
PLOT PLAN 7/8/04 SOO
LOT FIT 12-12-02 CKB 1JAMES JAY JILES PSM #4997 DATE
U
STATEMENT NUMBER 104-76403
COUNTY OF SEI'll INOLE
MPACT FEE STATEMENT
ISSUED BY CITY OF SANFORD
DATE:
BUILDIHG P UMBER
UNIT ADDRESS ........ .... .... .... ____
TRAFFIC E y-OF -------_
SEC: ARCEL: ...._______
SUBDIVISIOw : _... .... ... ................................ ....... ........ .... .... - WK, iC-.A
OWNER NAME: L2
ADDRESS:
APPLICANT NAME:
ADDRESS:
LAND USE CATEGORY: 001 - Single Family Detached House
TYPE USE: Residential
WORK DESCRIPTION: Single Family House: Detached Construction
FEE BENEFIT RATE FEE UNIT RATE PER # & TYPE TOTAL DUE
TYPE DIST SCHEDULE DESC. UNIT OF UNITS
ROADS
ARTERIALS CO -WIDE O dwl unit 7O5.O0 1 $ 705'O0
ROADS
COLLECTORS NORTH O dwl unit 142.00 1 $ 142'O0
LIBRARY CO -WIDE O dwl unit 54.0O 1 $ 54'0O
SCHOOLS CO -WIDE O dwl unit 1,384.00 1 $ 1,384'OO
STATEMENT
oxE1EIVEDBY: ......... B0.<^_^-~~
PLE)SE PRINT NAME)
AMOUNT DUE $ 2,285'O0
SIGNATURE:
DATE:
r--,--'
NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AHD
ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE
DISTRIBUTION: 1-COUNTY 3-CITY
2-APPLICANT 4-COUNTY
NOTE**
PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES WHICH
ARE DUE AND PAYABLE PRIOR TO ISSUANCE OF A BUILDING PERMIT.
PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER,
TO APPEAL THE CALCULATIONS OF THE ROAD, LIBRARY SYSTEM AND/OR
EDUCATIONAL (SCHOOL) IMPACT FEES MUST BE EXERCISED BY FILING
A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING
SIGNATURE DATE ABOVE, BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR
OCCUPANCY. THE REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE
COUNTY LAND DEVELOPMENT CODE. COPIES OF THE RULES GOVERNING APPEALS
MAY BE PICKED UP, OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE:
11O1 EAST FIRST STREET, SANFORD, FLORIDA 32771; (407) 665-7474'
PAYMENT SHOULD BE MADE TO: CITY OF SANFORD
BUILDING DEPARTMENT
300 NORTH PARK AVENUE
SANFORD. FL 32771
PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE
THE STATEMENT NUMBER AND CITY BUILDING PERMIT NUMBER AT THE TOP
LEFT OF THE NOTICE.
THIS STATEMENT IS VALID ONLY IN CONJUNCTION WITH OF A***
SINGLE FAMILY BUILDING
vu '
CITY OF SANFORD PERMIT APPLICATION
Permit#: (~}' Date: JUL 2 3 2004
Job Address:
Description of Work:.C_NSTRUCT CONCRETE BLOCK SINGLIFAMILY DWELLING
Historic District_- v Zoning: Value of Work: $
Permit Type: Building XX Electrical Mechanical Plumbing Fire Sprinkler/Alann Pool _
Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole —
Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Calc. Required)
Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines
Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or CommercialOccupancyType: Residential Commercial Industrial Total Square Footage: _49 7or
Construction Type: # of Stories: _42— # of Dwelling Units: L_ Flood Zone: (FEMA form required for other than X)
Parcel#: 22-19-30-502-0000— 04L0 0 (Attach Proof of Ownership& Legal Description)
Owners Name & Address: CENTEX HOMES, 385 DOUGLAS AVE., STE . #2000, ALTAMONTE SPGS . , FL 32714
Phone: 407-661-2176
Contractor Name & Address: PATRICK J . KNIGHT/CENTEX HOMES ( SAME AS ABOVE)
State License Number: CG C049689
Phone&Fax: 407-661-2176/661-4089 Contact Person: JACKIE CAINES Phone: 407-467-2643
Bonding Company:
Address:
Mortgage Lender:
Address:
Architect/Engineer: HURRICANE ENGINEERING __T Phone: 407-774-9003
Address: P _ 0 _ BOX 161613. ALTAMONTE SPRINGS, FL 327 jc _ = Fax.: 407-774-8477
Application is hereby made to obtain a permit to do the work and installations as indicated.^I certify that no work or instAlgion has commenced prior to the
issuance of a permit and that all work will be performed to meet standards of all laws ragtiLtalutg'gdnstruction in thisnsdicttl$R. I understand that a separate
permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS(1POOtsS;•fURNACES, BOILERS,, 14EAtT 8 TANKS, and
AIR CONDITIONERS, etc.
OWNER'S AFFIDAVIT: I certify that all of the foregoing information is ac uratts 3std that all works Alll be done ' ompliance vy}tfi all applicable laws regulating
construction and zoning. WARNING TO OWNER: YOUR FAILUR Ri QQ, D A NOTJC&OF COMME! E NIT MAC RESULT IN YOUR PAYING
TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YO D T,&bBTAIN PiNANCING, tv`ONSkWITH YOUR LENDER OR AN ATTORNEYBEFORERECORDINGYOURNOTICEOFCO -M NT.' NOTICE:
In addition to the requirements of this permit, there may tional restrictions apptic lb t`ais, openy that may be found in the public records of this
county, and there may be additional permits required from other g vemmental entities such, s voter, trib gement districts, state agencies, or federal agencies. Acceptance
of permit is verifi anon that [will notify the owner of the prope[tf q f,t a re uire f l'oYda Lien Law, FS 713. 7
JU Signaturt
of Owner/Agent Date signature of Contractor/Agent Date SA
T A*IGHT Print
Owner/Agent's Name Signature
of Notary -State of Florida Date Owner/
Agent is _ Produced
ID Personally
Known to Me or s
Name of
Notary -State of Florida JUL
1.9 y?
00
at ?
004 Contractor/
Agent is X XPersonally Known to Me or Produced
ID APPLICATION
APPROVED BY: Bldg ( S ' Zoning: initial &
Date) (Initial & Date) Special
Conditions: Utilities:
FD: Initial &
Date) (Initial & Date) o..................
a ..
lYoitsYv
Co^Im# 000299442 Fxpires
3/29/200a F?
p, Bonded thru (800)432-4254: Floo
i.....................d ......ry Assn,, Inc i
F
EI 2.
3
4
6
9'-19
City of Sanford Building Division
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 lire structure, bearing and non -bearing
interior and exterior walls, show all components of wall sections.
C. Framing plan for floor joists 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
cart' and support trusses.
g. Stair details with tread and riser dimensions, stringer size, melhods of attachment,
placement of handrails and guardrails.
tu. Square footage table showing footages
1. Garages/Carports sq fi.
2. Porches/Entries sq Al
3. Patio(s) sq ft.
4. Conditioned Stmctme J04 sq fic
Total Gross Area sq. tl
Three (3) sets of completed Florida Energy`Code Forms.
Soil analysis and/or soil compaction rcpori. If -soils appear to he 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- sewer system connection to
be made.
b. Septic tank permit issued by Seminole County I Icalth Dept.
C. Arbor permit when trees to be removed from propetty. Contact the Engineering Dept.
for details regarding the arbor ordinance and permit.
d. Seminole Count), Road Impact fee statement-
C. Property ownership verification.
f. Driveway permit issued by City Engineering Departntcut.
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 cite ordinances.
Date JUL 19 2004 0%,mer/Agent Signature _
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PARCEL DETAIL AM=
Scminulc Gaunt%
i
I I G I B. Ni ra l St.
Syntnrd F1. 32771
407416i-7506
ti
2004 WORKING VALUE SUMMARY
GENERAL Value Method: Market
22-19-30-502-
S3-SANFORD
Parcel Id: Tax District: WATERFRONT0000-0660
Number of Buildings: 0
REDVDST Depreciated Bldg Value: $0
Owner: CENTEX Exemptions:
Depreciated EXFT Value: $0
HOMES 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: 153 BRISTOL FOREST TRL SANFORD 32771 Assessed Value (SOH): $26,000
Subdivision Name: PRESERVE AT LAKE MONROE Exempt Value: $0
Dor: 00-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 66 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
urposes.
If ou recent) purchased a homesteaded property our next ear's property tax will be based on JustlMarket value.
http://www.scpafl.org/pls/web/re_web.seminote_county_title?PARCEL=2219305020000O6... 7/9/2004
CENTEX HOMES
Orlando Division
385 Douglas Avenue, Suite 2000
Altamonte Springs, FL 32714
Office: (407) 661-2150
Fax: (407) 661 -4089
www.centex-orlando.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
PATRICK J. KNIGHT
CGC049689
LOT 0
STATE OF FLORIDA COUNTY OF SEMINOLE
The foregoing strument was acknowledged before me thisiff- 1. g ?004 by Patrick J . Knight, Division
President of Centex Homes - Orlando). He is personally known to
me and did not take an oath.
NO RY PUBLIC
J........
KIMBE ...
rap
So:)d d thru (800)432-4254:
P
2 ................. lOnda V:tary A; n" Inc .8
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SH-25 SH-25
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TU8 ORAN
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to"noD ALL 61DE8 AND ENCLOSURE SPACE
SMALL ESE "K a, V
LIMIER THAN APPLIANCE CLOSET
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22/ -24) SH-25 SH-
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ca DBL-25 <+22/ -24) 21/ -
26) 2nd
FLOOR PLAN NOTE:
ELEV. '/\ SHOWN; SEE PARTIAL PLANS FOR ELEV.'S V 6 C) DBL-
25 21/ -
28) ID.
COL EGRESS
29)
Aft $
i-t X
6-8 SG 6-0 1
KITCHEN =
NOOK ragas
raaaa 11 FAMILY
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ax 16'
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C. FLOOR PLAN NOTES: IJ
EXTERIOR WALLS WERE VERIFIED SffICENT
FOR SEAR LOADS 2J
SEE FOUNDATION FLAN FOR FILLED
CELL LOCATION. 3)
ALL MTERIOR WALLS TO BE 3 VY tKESS
OTIERINSE NOTED. 4J
ALL STRICTWAL WOOD FADERS TO
BE DOIIBLE 2' X 101 UN LE56 NOTED
OTI-ERWISE ARE
4 CALCULATIONS C' PRST
FLOOR W62 sa FT. SECOO
FLOOR1441 sa FT. TOTAL
AC LWNG . ,1509'xt FT. 471
sa Fr. TOTAL
HOER ROOF 3041 ft FT. SIV.
PATIO 40 sal. FT TOTAL
3081 SaFTJ PATIO
TOTAL
ARIA 3*16Q FTJ DBL-
25 21/ -
28) 15t
FLOOR PLA A' SCALE •
Ve—.I, -0' 1
LIVING !
16' X 7' ILKD. ragas (+
19/ -23) CNMRA
6 PANEL t A6TeLNs6ras 23
DBL-
25 2t/ -
28) GIRDER R ?FaM iWV V
DO F.T. 8. 0. OEC IIU.
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Tre-As eese (4" ns-oar IA
4W "W3 xxomm WAOI R 7M
1 AA®M /' 0616 V
CMYOF Fv_'Wj'0.TCn T-au'um
Job Ativlreos:
56'riplier Of
M 4PH,,v V mr;ok:
Percniz TypeBuildi&g _ Ejecaicgj V' k.,f,_ flRI&iIr-'5 Firk?, sprinfde7/fidarm P 0q-, IEllwori(XI; Nev", st-Tvictof AMPS aange C" Semi cz pc"I(t NTe
ri (Da-7"c'; Uayou A, En PhimbiveJ
New Commcreizi: t, of Sewez Lincs 4 og'Crw, Lines FlumJbiti0evv
Residential: # of wodt'. closcit 06,
WIPARCYTYPc Residential Ccahzttuttlav
Type: ominm, #
of
Stories: V of Dwelling Vfiii;zz: n' 0Q.4 Uric (FEMA form, r*q0Fe4 ro r O'
llners Name Address: 15 1 Contractor
Name & Address: Phone
tic F2;t: Bonding,
Company. Address
Mortgage
Lender Address.
Phont:
a"
License dumber. LO RUB 5q_
1 A Wag* x, Arch4ec-
E/Engineer: Phone:
A,
ddresc Application
is hereby and
to obtain PCI`Trutto do the Work and insiplivio-a! as Indicated. I ectulry 'chai no work or iRMIlation has corrunierL(z jprim(0 L11r. 55UanCeOraPC' 1M italld that all WOrk fijj on
in this jurWiction. 1 undmi an, _)f a -a teATLSPOOL _j " _,
pas orZLECTPJCALWORY, PLUMB_1jxJG-, SiGpil-, - L POO , FUMIACEL, BOILERS, HEATERS, TfiJ4KS, and permit
must be secured I to rrk--i Standards Of 01 laAS teplatiqg eonsvvcti AIR
CONDITIONERS, etc. OVni
E-R'S k\FFIDASIT: I ccrtijly that all of he rotego'-'19 "_"O1_1Mt1On is DMUT-ate a' d tha'all V/0Ik I AT' 4 grill done in oomph arp' 'eh P0 applicat-1c. 'w!' 1(y'66RE' co-nstructionand Eoning. W a r"4G TOO OUR FAILURES TO RKOR D A N'0110EOF JV4" R.&SUL I J1,J Y( I J-) 1, Ti,+6 FiVICEFORNPROVEMEIM. TO YOUR pRopERT-y rt., yoU r1_1 I _),q '3TOOT't N TE" B I H WICTI'qG' to ULT V 1-1 YYOUR LENDER (_J k A]\,' c\ -JT0.UIEYBEFORE RECORD17NG YOUR NOTICE OF Coj'kliviENCENIENIT. 1/1 , "I NOTICE:
In addition to the requirements of this PCTMIL, there may be additional restrictions applillilble to thiscount,, and there may be additional permits required frorn other govemm,-nul entities suc %%ler X. I Acceptance
of permit is verification that l \t111 notify the owner ofthe properly ofthe re q /irements //o Signature
O(Owner/Agent runt
Uwner/Agent's Name Signature
of Notary -State of Flonda Ok,
mer/Agent is _ Perwnall, Known (O'Me or Produced
ID ANILK -
0 ION AI'I'IZOVFD 13Y 1nma) &
Date) Date,
Date
Zoning
of
may
bee 'o ui-Fic Public rer-oi-cLsoe CLS' s
C(Or/
Agent G. DELL0
R I _1_
ii1_1N-_r1WSivriature of
No--- --v-State ofFlonda Mol 4
Da to
I LC
1
4 z0ou Date Conirzictor/
A2,--.
Pct-sonal,., Known to Me or Produccc _) I-
D:
Initial & Darr) (
1111(131 Date ) & jiiditions
CITY OF SANFORD PERMIT APPLICATION
Permit # : `- -o"1
j ,`
Date:
Job Address: + a-- Lc\ :TLe_<--A 1t a 1 , Lot #: Ly _Q_ Description of
work: New Single Family Residence Historic District:
Zoning: Value of Work: $ Permit Type:
Building Electrical X_ Mechanical Plumbing Fire Sprinkler/Alartn Pool Electrical: New
Service - # of AMPS CAddition/Alteration Change of Service_ Temporary Pole Mechanical: Residential Non -
Residential Replacement New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: #
of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: #
of Watt- Closets Plumbing Repair - Residential or Commercial Occupancy Type: Residential
Commercial Industrial Total Square Footage: Construction Type: # of
Stories: # of Dwelling Units: Flood Zone: (FEMA form required for other than X) Parcel #: 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:
Address:
Phon 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 wort: will be performed to meet standards of all laws regulating construction in thisjurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING,
SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT:
I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning.
WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO
YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE
OF COMMENCEMENT. NOTICE: In addition
to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there
may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit
is verification that l will notify the owner of the property of the req Signature of Owner/
Agent Date Print Owner/Agent'
s Name Signature of Notary -
State of Florida Date Owner/Agent is
Personally Known to Me or Produced ID FS
71 Fe
of oYt
tor/Agent Date Charles W. Cannon
Print Contractor/Agent'
s Name ignature of Notary -
State of 1, lorida Date Contractor/Agent is
Personally Produced I APPLICATION
APPROVED BY:
Bldg: Zoning: Utilities: FD: Initial & Date) (Initial &
Date) (Initial & Date) (Initial & Date) F < C V_`
t t
l 7y _ rr. Special
Conditio
Addition/Alteration Change of Service Temporary Pole
Replacement New (Duct Layout & Energy Cale. Required)
of Water & Sewer Lines # of Gas Lines
Plumbing/New Residential: # of Wter Closets —5 Plumbing Repair — Residential or Commercial
Occupancy Type: Residential - Commercial Industrial Total Square Footage:
Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required for other than X)
Parcel #:
Permit # : 4
Job Address: f _F
Description of Work:
Historic District:
CITY OF SANFORD PERMIT APPLICATION
Date:
Zoning: Value of Work: S
Permit Type: Building Electrical Mechanical Plumbing,' Fire Sprinkler/Alarm Pool
Electrical: New Service — # of AMPS
Mechanical: Residential Non -Residential
Plumbing/ New Commercial: # of Fixtures
Attach Proof of Ownership & Legal Description)
Owners Name & Address:
Phone:
iContractorName &Address: 9
a
a £:
c" - ; ' •;
State License Number: <-- C'
t r Y') Phone & Fax: ? ,.
m %
i r '" i Or onUct Person: r .. Phone:
Bonding Company: __
F
Address:
Mortgage Lender:
Address:
Arehitect/Engineer:
Address:
Phone:
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 theissuanceofapermitandthatallworkwillbeperformedtomeetstandardsofalllawsregulatingconstructioninthisjurisdiction. 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: l 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 may be additional restrictions applicable to this property that may be found in the public records ofthiscounty, 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 ofthe require71ts of Florida Lien Z-1 713.
L-)
Signature ofOwner/Agent Date Sig ture of Contractor/Agent Date
Sri t A't' Print Owner/Agent's Name ` Print Contractor/Agent's Name
Signature of Notary -State ofFlorida
Owner/Agent is _ Personally Known to Me or
Produced ID
APPLICATION APPROVED BY: Bldg:
Initial & Date)
Special Conditions:
Date Signature of Notary -State of Florida Date --
Contractor/Agent is ` Personally Known to Me or
Produced ID
Zoning: Utilities: FD:
Initial & Date) (Initial & Date) (Initial & Date)
This Instrument Prepared By:
NAME: Debra A. Riggs -Centex Homes
385 Douglas Avenue, Suite 2000
Altamonte Springs, FL 32714
Permit No.
NOTICE OF COMMENCEMENT
SEMINOLE
STATE OF FLORIDA
COUNTY OF ORANGE
THE UNIjERSIGNED hereby gives
property, and in accordance with Ch,
provided in this Notice of Commenc
MARYANNE MORSE, CLERK OF CIRCUIT COURT
SEMINOLE COUNTY
BK 05387 PG 1764
CLERK'S # 2004112294
RECORDED 07/1612M Wa25W RM
RECORDING FEES 10.14
RECORDED BY L McKinley
e that improvements will be made to certain real
713, Florida Statutes, the following information is
1. Description ofProperty: LOT % 2 , PRESERVE AT LAKE
in Plat Book 62 Pages 12-15 in 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. Contractor: CENTEX HOMES
V,,. 385 Douglas Avenue, Suite 2000
Altamonte Springs, Florida 32714
Phone: (407) 661-2150 Fax: (407) 661-4089
5. Surety: N/A
Amount of Bond: N/A
J.
7.
8.
a
Lender: N/A
MONROE Recorded
FLORIDA.
F OF CIRCUIT Got"
G0Lj TX Dime
Ty
Persons within the State of Florida designated by Owner upon whom notices or other
documents may be served as provided by Section 713.12 (1) (a) 7.,
Florida Statutes: CONTROLLER
Phone: (407) 661-2150 Fax: (407) 661-4089
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
Expiration date of Notice of Commencement (the expiration is date is 1 year from
the date of recording unless a different date is spej'fled)
n
Debra A. Riggs
OFFICE MANAGER FOR CENTEX HOMES, 265 DOUGLAS AVENUE
SUITE 2000, ALTAMONTE SPRINGS, FLORIDA 32714
THE FOREGOING INSTRUMENT WAS ACKNOWLEDGED EEPORB ME THIS
JUL 15 2004
BY DEBRA A . RYAS., OFFICE MANAGER
CENTEX REAL ESTATE CORPORATION, A NEVADA CORPORATION WWA
2723 HOLDING CORPORATION, A NEVADA CORPORATION. DEBRA A. RIGGS IS
PERSONALLY KNOWNTO ME AND DID NOT TAKE ANOATH.
1
LIM
NOTARY PUBLIC
JAKIE CNNESN
U4i S
uBondedtl+1u fEpp143 LIncofdaNcAeiF.t
4.y
Y
a
PLOT PLAN
DESCRIPTION: (AS FURNISHED)
LOT 66, PRESERVE AT LAKE MONROE
AS RECORDED IN PLAT BOOK 62, PAGES 12-15 OF THE PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA
IMPERVIOUS CALCULATIONS (LOT ONLY)
LOT 66 CONTAINS 6250 SQUARE FEET t LOT ONLY)
THIS STRUCTURE CONTAINS 1505 SQUARE FEET t
TOTAL CONCRETE_ 540 (WITHIN LOT ONLY) SQ. FT, t
TOTAL SOD 4205 SQ. FT. t
PERCENT OF CONCRETE & STRUCTURE TO LOT 33% t
1— Cnnre CF !nP Tn rIIRRI
LOT 66 UP TO CURB CONTAINS 6800 SQUARE FEET t
THIS STRUCTURE CONTAINS 1505 SQUARE FEET t
CONCRETE 873 SQ. FT. t INCLUDING (SIDEWALK/APRON)
TOTAL SOD 4422 SQ. FT. t
CSX RAILROAD R/W
OLD MAIN LINE TRACK
UNPLATTED PER THIS PLAT)
mo' ,. n,..
LOT 66
DRAINAGE TYPE A
n m
Z
oI
II
9,
0 5.0' 5.0 40.0'
W 40.00' Z
N PROPOSED NJ
0)
Q
C
2509
o FINISHED FLOOR
nnELEVATION=14.30 ci U
LOT 67 co 41: o LOT 65
COVEREDLANS20.7'
REVIFy ED
Mg 3 ENTRY
RVE" ..
13.0' 5.0'
OF rDRIVE,
SIINFO c Rt In
VY ti - - ---------- 'D
1
10' UTILITY IEASEMENTI 1p
CFI 'zssz'
BUILDING SETBACKS
FRONT: 25'
REAR: 20'
SIDE: 5.
CORNER: 151
PREPARED FOR:
CENTEX HOMES
1. ELEVATIONS SFIOWN 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
LIST 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
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
A13OVE INFORMATION. PLEASE CONTACT THE LOCAL
BEARINGS SHOWN HEREON ARE BASED ON
THE NORTHWESTERLY LINE OF LOT 66
BEING N35'36'49"E PER PLAT.
FIELD DATE:) REVISED:
SCALE: 1" = 30 FEET
APPROVED BY: SJ
1" = 30,
GRAPHIC SCALE
O 15 30
Z I 50.00
U I
p y I
I
V
m i 305.55'
S 54'23'11" E CENrERLINE OFJ 431.07'
x„ ut_CF-W„
BRISTOL FOREST TRAIL
30' RIGHT-OF-WAY
LEGEND
OUILDINC SETBACK LINE MLW MINIMUM LOT WIDTH
POB POINT ON BOUNDARY
CENTERLINE PCC POINT OF COMPOUND CURVATURE
RIGHT OF WAY L114C POC POINT ON CURVE
X PROPOSED ELEVATION OR
PD
OFFICIAL RECORD
PLANNED DEVELOPMENT
PROP05ED DRAINAGE FLOW 6 DENOTES DELTA ANGLE
L DENOTES ARC LENGTH
CONCRETE C.B. DENOTES CHORD BEARING
LB LAND SURVEYING BUSINESS PC
PI
OENOiES POINT OF CURVATURE
DENOTES POINT OF INTERSECTION
LS LAND SURVEYOR PRC DENOTES POINT OF REVERSE CURVATURE
PRM PERMANENT REFERENCE MONUMENT PT DENOTES POINT OF TANGENCY
PCP PERMANENT CONTROL POINT TYP TYPICAL
P) PER PLAT A/C AIR CONDITIONER
M) MEASURED CBW CONCRETE BLOCK WALL
FND FOUND RP RADIUS POINT
C/W CONCRETE WALK CS CONCRETE SLAB
S/W SIDEWALK C CHORD LENGTH
CP CONCRETE PAD SO. FT. SQUARE FEET
PH PLAT BOOK NG NATURAL GRADERRADIUSR/W RIGHT-OF-WAYPGSPAGES
AMERICAN SURVEYING & MAPPING
CERTIFICATION OF AUTHORIZATION NUMBER LBp6393
1030 N. O.^LAN00 AVENUE, SUITE B
WINTER PARK, FLORIDA
32739 (407) 426-7979
1. THE SURVEYOR HAS NOT ABSTRACTED THE
LAND SHOWN HEREON FOR EASEMENTS, RIGHT
OF WAY, RESTRICTIONS OF RECORD WHICH
MAY AFFECT THE T'71.E OR USE OF THE LAND
2. NO UNDERCROUND IMPROVLMFNTS HAVE BEEN
LOCATED EXCEPT AS SHOWN.
3. NOT VA1.0 WITHOUT THE SIGNAIURE ANJ THE ORIGINAL
RAISFO SEAL OF A FLORIDA LICENSED SURVEYOR
AND MAPPER.
DO
GALEN K. B
I
FOR
THE
Z_VQ) FIRM
F.ISM 141241 DATE
JOB NO. ASM39680 PLOT PLAN 7/8/04 S00
DRAWN BY: LOT FIT 12-12-02 CKB
FORM 60OA-2001
FLORIDA ENERGY EFFICIENCY CODE
FOR BUILDING CONSTRUCTION
Florida Department of Community Affairs
Residential Whole Building Performance Method A
Project Name: 250 LMR 106 Builder: CENTEX-FOX & JACOB:
Address: /,53 BRISTOL FOREST TRAIL Permitting Office: CITY OF SANFORD
City, State: LAKE MONROE, FL Permit Number:
Owner: CENTEX HOMES Jurisdiction Number: 691500
Climate 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 I _ SEER: 12.00
4. Number of Bedrooms 4 _ b. N/A
S. Is this a worst case? Yes _
6. Conditioned floor area (112) 2509 ft2 c. N/A
7. Glass area & type
a. Clear - single pane 258.0 tie _ 13_ Heating systems
b. Clear - double pane 0.0 ft2 _ a. Electric Heat Pump Cap: 42.0 k[itu/hr _
c. Tint/other SHGC - single pane 0.0 ft2 _ HSPF: 8.50
d. Tint/other SHGC - double pane 0.0 fe b. N/A
8. Floor types
a. Slab -On -Grade Edge Insulation R=0.0, 162.0(p) ft _ c_ N/A
b. Raised Wood, Adjacent R=1 L0, 399.0ft2
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, 802.0 112 _ EF: &86
b. Frame, Wood, Adjacent R=I IA 310.0 ft2 _ b. N/A
c. Frame, Wood, Exterior R=11.0, 1176.0 ft2
d. N/A
i
c. Conservation credits
e. N/A HR-Heat recovery, Solar
10_ Ceiling types DHP-Dedicated heat pump)
a. Under Attic R=30.0, 1741.0 112 _ 15. HVAC credits
b. N/A CF-Ceiling fan, CV -Cross ventilation,
c_ N/A HF-Whole house fan,
t L Ducts PT -Programmable Thermostat,
a. Sup: Unc. Ref 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
I hereby certify that the plans and specifications covered
by this calculation are in compliance with the Florida
Energy Code.
PREPARED BYrt;c
DATE: JUL 19 2004
1 hereby certify that this building, as designed, is in
compliance with the Florida Energy Code.
OWNER/AGENT-_M
DATE: JUL 19 2004
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: PLAT
DATE: CITY OF SANFOD
EnergyGaugeO (Version: FLRCSB v32)
FORM 60OA-2001
SUMMER CALCULATIONS
Residential Whole Building Performance Method A - Details
ADDRESS: , , , PERMIT #:
BASE AS -BUILT
GLASS TYPES
18 X Conditioned X BSPM = Points Overhang
Floor Area Type/SC Ornt Len Hgt Area X SPM X SOF = Points
18 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 3%0 0.70 217.0 Concrete, Int Insul, Exterior 4.1 802.0 1.18 946A
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 2234A
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 12C8
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 3708.3 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 4449.6
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®/FIaRES'2001 FLRCSB Q.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)
52710.21 1.000 1.087 x 1.150 x 0.90) 0.284 1.000 16851.5
48834.7 0.4266 20832.9 52710.2 1.00 1.125 0.284 1.000 16851.5
EnergyGaugeTM DCA Forth 60OA-2001 EnergyGauge@fRaRES'2001 FLRCSB v3.2
FORM 60OA-2001
WINTER CALCULATIONS
Residential Whole Building Performance Method A - Details
ADDRESS: , , , PERMIT M
BASE AS -BUILT
GLASS TYPES I18XConditionedXBWPM = 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 10A 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 5A0 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®/FlaRES'2001 FLRCSB 0.2
FARM 60OA-2001
WINTER CALCULATIONS
Residential Whole Building Performance Method A - Details
ADDRESS: , , , PERMIT #:
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
OM x OSM 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
EnergyGaugeTM DCA Form 60OA-2001 EnergyGaugeOIFlaRES'2001 FLRCSB v3.2
FORM 60OA-2001
WATER HEATING & CODE COMPLIANCE STATUS
Residential Whole Building Performance Method A - Details
ADDRESS: , , , PERMIT #:
BASE AS -BUILT
WATER HEATING
Number of X Multiplier = Total Tank EF Number of X Tank X Multiplier X Credit = Total
Bedrooms Volume Bedrooms Ratio Multiplier
4 2564.00 10256.0 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 1 16851 4556 10495 31902
PASS
4CF E[E srgp
0
y
4
rYc0b
EnergyGaugeTm DCA Form 60OA-2001 EnergyGauge@1FlaRES'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 606.1.ABC.1.1 Maximum:.3 dm/sq.fL window area; .5 cfm/s .ft. door area.
Exterior & Adjacent Walls 606.1 ABC.1.2.1 Caulk, gasket, weatherstrip or seal between: windows/doors & frames, surrounding wall;
foundation & wall sole or sill plate; joints between exterior wall panels at comers; utility
penetrations; between wall panels & top/bottom plates; between walls and floor.
EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends
from and is sealed to the foundation to the top plate.
Floors 606.1.ABC.1.2.2 Penetrations/openings >1/8" sealed unless backed by truss or joint members.
EXCEPTION: Frame floors where a continuous infiltration barrier is installed that is sealed
to the perimeter, penetrations and seams.
Ceilings 606.1.ABC.1.2.3 Between walls & ceilings; penetrations of ceiling plane of top floor, around shafts, chases,
soffits, chimneys, cabinets sealed to continuous air barrier, gaps in gyp board & top plate;
attic access. EXCEPTION: Frame ceilings where a continuous infiltration barrier is
installed that is sealed at the perimeter, at penetrations and seams.
Recessed Lighting Fixtures 606.1.ABC.1.2.4 Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside a
sealed box with 1/2" clearance & 3" from insulation; or Type IC rated with < 2.0 cfm from
conditioned 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 heat trap required.
Swimming Pools & Spas 612.1 Spas & heated pools must have covers (except solar heated). Non-commercial pools
must have a pump timer. Gas spa & pool heaters must have a minimum thermal
efficient of 78%.
Shower heads 612.1 Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG.
Air Distribution Systems 610.1 All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically
attached, sealed, insulated, and installed in accordance with the criteria of Section 610.
Ducts in unconditioned attics: R-6 min. insulation.
HVAC Controls 607.1 Separate readily accessible manual or automatic thermostat for each system.
Insulation 604A. 602.1 Ceilings -Min. R-19. Common walls -Frame R-11 or CBS R-3 both sides.
Common ceiling & floors R-11.
EnergyGaugeT " DCA Form 600A4001 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.
I. 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 (ft2)
7. Glass area & type
a. Clear - single pane
b. Clear - double pane
c. Tint/other SHGC - single pane
Tint/other SHGC - double pane
8. Floortypes
a. Slab -On -Grade Edge Insulation
b. Raised Wood, Adjacent
c. NIA
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
L Ducts
a. Sup: Unc. Res Unc. Ali. Interior
b. N/A
New _ 12. Cooling systems
Single family _
1
a. Central Unit
4 _ b. NIA
Yes _
2509 ft2 c. N/A
258.0 ft2 _ 13. Heating systems
0.0 ft2 _ a. Electric Heat Pump
0.0 ft2 _
0.0 ft2 b. N/A
R=0.0, 162.0(p) ft c_ N/A
R=11.0, 399.0W _
14. Hot water systems
v a. Electric Resistance
R=4.1, 802.0 fe
W
R=11.0, 310.0 ft2 b. N/A
R=11.0, H 76.0 ft2 v_
c. Conservation credits
HR-Heat recovery, Solar
DHP-Dedicated heat pump)
R=30.0, 1741.0 ft2 _ 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: _ Date: JUL 19 2004
Address of NewHome:/!? BRISTOL FOREST TR. City/FLZip: LAKE MONROE MAI
Cap: 42.0 I Btu/hr _
SEER: 12.00
Cap: 42.0 kBtu/hr
HSPF: &50
Cap: 50.0 gallons _
EF: 0.86
TFtE ST9
O
h n
n 0
NOTE: The home's estimated energy performance score is only available through the FLARES computer program.
This is not a Building Energy Rating. Ifyour score is 80 or greater (or 86for a US EPA/DOE EnergyStarr"'designation),
your home may qualify for energy efficiency mortgage (EEA0 incentives ifyou obtain a Florida Energy Gauge Rating.
Contact the Energy Gauge Hotline at 3211638-1492 or see the Energy Gauge web site at www.fsec.uefedu for
information and a list ofcertified Raters. For information about Florida's Energy Efficiency Code For Building Construction,
contact the Department ofCommunity Affairs at 8501487-1824.
EnergyGaugeO (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
Proiect Information
For. Cf3 MKT0X&JAOOBS
Design Information
Weather: Odxdq AP, FL, US
Winter Design Conditions
Heating Summary
Summer Design Conditions
38 'F Outside db
70 'F Inside db
32 'F Design TD
range
Rid M liuhuunidily
Moisture difference
Buildi,N heat loss 36350 Bbh
Ventilation air 0 cfm
Ventilation air loss 0 Bhlh
Design heat load 36350 Bh.h
Infiltration
Reply quality Average
Area ft2
Heating Cooling
Volume (ft 20072 2002072f 2
Air .)
Equiv.
0.70
234
0.40
34
Heating Equipment Summary
Make JANTROL
Trade
Efficiency 78 HSPF
Heatiginput
Healing output 0 Bhh @ 47-F
Heahm rise 0
Arkral ting fanfrbh cf1400cfm
Heating air flow factor 0.039 chVBbdT
93 °F
75 'F
18 °F
M
50
6
Sensible Cooling Equipment Load Sizing
Structure 2M Bl h
Ventilation 1485 Bhi1
Dom_ gnn temperature swing 3.0 'F
Rate&*q multiplier 0.98
Trial lens. equip. bad 30253 Bluh
Latent Cooling Equipment Load Sizing
InLe gains 1380 Bh.h
Ventilation 2212 Bbin
Infiltration 3946 Bhin
Total latent equip. bad 7538 B6jh
Total bad 37791 Bhh
Req. WrpaaYy at 0.70% SHR 3.6 tort
Cooling Equipment Summary
Male ,lAfOROL
Trade
Efficiency 120 EERSensilk29050
Latent Coofng 12Bkjh Total
414400 fanccffmh Cooling
air flow factor 0.048 drTVBt h Load
sensUe heat ratio 80 % aoldlitalic
values have been manually overridden Prinlouit
certified by ACCA to meet all requirernails of Manual J 7th Ed. wreghtsoft
Right -Suite ResidentialTM 5.5.06 RSR26014 2002-Apr-03 16:42:13 14
E:1FilesMox & Jacobs 20021250912509.rsrPage1
RIGHT-J 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) 831-2665
Procedure A - Winter Infiltration HTM Calculation*
1. Writer infiltration AVF
0.70 ach x 20072 fP x 0.0167 = 234 cfm
2 Writer infibafion bad
1.1 x 234 Cfm x 32 "F Wider TC = 8243 Bbli
3. Wrier infiltration HTM
8243 Bluh / 296 ft2 Total window = 27.8 Btuh/W
and door area
Procedure B - Summer Infiltration HTM Calculation
1. Sumner infiltration AVF
0.40 ach x 20072 fN x 0.0167 = 134 cfm
2 Summer bad
1.1 x 134 cfm x 18 °F SurnmerTD = 2650 Bb.lh
3. Sumner nbltrabon HTM
2650 Bk h / 296 ft2 Total window = 9.0 Btuh/ft=
and door area
Procedure C - Latent Infiltration Gain
0.68 x 43 grAb moistd'Iff. x 134 cfm = 3946 Btuh
Procedure D - Equipment Sizing Loads
1. Swa)le siting load
Sensible venldation load
1.1 x 75 cfm vent x 18 °F SurnTlerTD - 1485 Bfth
Sensible load for structure (Line 19) + 29386 Bf jh
Sum of ventilation and structure bads = 30871 Bbli
Rating aid terrlperalm Swing muVu x 0.98
Egtilpmer t sung bad - sensble = 30253 Bt h
2 Latent Song load
Latent venblabon load
0.68 x 75 cfm vent x 43 grub moistdiff. = 2212 Bluh
IntmA loads = 230 Bt h x 6 people + 1380 Bbh
Irdiltration bad from Procedure C + 3946 Bbh
EWipment sVg load - latent = 7538 Bb- h
No. of Replaces is: 0
Boldlitalic values have been manually overridden
Pridbut certified by ACCA b meet all req xemerds of Manual J 7th Ed.
wreghtsoft Right -Suite Residential- 5.5.06 RSR26014 2002-Apr-03 16:42:13
EAFiles\t\Fox 8 Jacobs 2002\2509\2509.rsr 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 L 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 54.4 32.0 0.0
PDR
NOOKIKITCHEN
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
DIN/LIV/FOY
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 54.4 32A 0.0
uAJ01C0 51
Z.it'F% a
n w C C n 0 d 1 1 90 1.0 1.0 1.0 5.2 54.4 16.0 0.0 BDRM3
a
n w C C n 0 d 1 1 90 1.0 1.0 1.0 5.2 54.4 16.0 0.0 BTH2
BDRM4/
GAME RM a
n e C C n 0 d 1 1 90 1.0 1.0 5.0 5.2 54.4 32.0 0.0 a
n e C C n 0 d 1 1 90 1.0 1.0 3.0 5.2 54.4 16.0 0.0 At
wrnghtsoft Righl-Suite Residential- 5.5.06 RSR26014 2002-Apr-03 16:42:13 E:
1Fileslnfoz & Jacobs 20021250912509.rsrPage1
1G1-IT WORKSHEET
ntrre Ouse
DEL AIR HEATING,AIR CONDITIONING,R Job: 2509 8.28.01
109 COMMERCE STREET. LAKE MARY. FL 32746-6206 Phone: (407) 831-2665
NYHJI.Y LA Ph m
1 Naredwom EnkeFbrsa FAMLY POR NOOK40 CFBJ
2 Leng1rdapasedwel 3231) ft 54A R 4.01 34.0 ft
3 Roomdrrra6a 17.0 x 150 R 4.0 x &0 t 24.0 x 11.0 ft
4 Ceius Conck Oplon 80 yheemmol d a0 N t ftd 8D tteeU d 80 ft Freelt od
rtPECF CST HTM Area Laid (8 ta Ama Loadg" Area Loed1>31i>) Area LOW"
FOWC6URE Na Hg ag r) Hog ag W) ag fe) Hig ag n Hfg I ag
5 Cross a 14B 41 21 m""
b 13C 1 1
WAS" C 12C 2 1. 12BE 0
patSas d 1 0. 0
e 01 0.
f0 0. 0
6 VWdwsad a 1C 37f 218 mg 1183"" 10
m doors b 8C 37 1478 40 x
He*9 c 9C 3EGA 0
d0. 0
e 0. 0
f0. 0
7 V*dmsad North 01 0 0
glass doors NEM 0. 0 C""
Cooing FJW 54., 12294 1741 50 2721
SEEW 0. 0 0
Sail 30. y 0
Harz 0. 0 0
8 Ctwdoors a 11A 18 12 717 484 18 229 0
b 11A 1 12 0 0
c 0. 0 0 0
9 Nd a 148 4. 21 3036 1661 11 494 222 1
epoeed b 13C 1 31 977 353 l(E 101 0
WAS and c 12C 2 1. 1176 3387 2286 0
parmors d 0. 0. 0 0
e 0. 0. 0 0
f 0_ 0. 0 0
10 CeSrgs a 18G 1. 1. 1741 1838 2413 264
b 0. 0. 0 0
c 0. 0. 0
d 0. 0. 0 0 0
e 0. 0. 0 0
f 0. 0_ 0 0
11 Foors a 22A 25. 0. 4198 0 9 1 A 1 1 34 8B1
Note: room b 19G 1-1 Of 399 453 0 0
c 0. Of 0 0
d 0. 01 0 0
forslab e 0 0.( 0 0
Roors) f 0. 01 0 0
12 k4kabon a 27 9. 299 9243 26M 50 139q 448 0 50
13 Sutobhal bss#i+8_+11+12 33046
Lem e&adhea6g
Lesstarder
14 Odredstrbrdmbs Im 3305 112% fm"" 10CP 10% st
15 TbWloss=13+14 3M,
16 trtgais: PaaO*@ 300 E- lam 4""' 121) a"" 0
6
1" 1 1
17 Srr51dRSHgai 7+A8+11ppL 25714 4278 a"" 5191
Lessadarel000frg 0
Lem ta dad 0
Cooing reelbbAon 0
18 Dud gain im"' 2671 10A 428 10- 1 51
19 TdalRSHgaigl7+18)RF 100 2M 1D0 4U 1DO 4 IOU
M AsreWred 04 14Q) m 224
PTiibA mWiied by ACCA b meet A fegLlrer of M=A J Ah Ed.
L wrxgR tsO7Ft Right -Suite Residential- 5.5.06 RSP26014 2002-Apr-03 16:42:13
A EAFiles%f\Fox 8 Jacobs 20021250912509.rsr Page 1
RIGHT WORKSHEET10Entireouse
DEL AIR HEATING,AIR CONDMONING,R Job: 2509 8.28.01
109 COMMERCE STREET. LAKE MARY. FL 32746-6206 Phone: (4071 831-2665
c m m
1RoorndmsmsNmedmom LOY DNWFOiY KIM13R MffnfCTtvlwvurti2Lerghdeposedvaf6.0 a 64.0 8 40.0 It 30A 8
3 0 x 6.0 It Wx 220 Q 21A x 19.0 8 13D x 16A a
4 Ceftgs Condt Cpion 0 flheagooai 80 R heeymal 8.0 hea46od 8.0 d heaY000l
TWPECF CST W Arm Lned(Blil) Area Laadit4 Area Loader Area 1nadit4
E)FOS RE Nt3. Hf3 p9 fF) Hl9 C19 On Hi9 p9 RI H4 C19 111 H4 Gg
5 Gross a W 41 21 4E"" 0
6pasai b 13C 3 1 0
vialsard c 12C 1 337 210
partbors d Of 0. 0
e GA 0 0
f 0 0. 0
6 Wtitw and a 1C 37 1182 0
glass doss b SC 37. 0
Heafrg C 9C 38. 0
d0 0
e 0. 0
f 0. 0
7 Widwand North of 0 C 0
glass doors NEMW 0. 0 0
Cooing ENV 54Y 0 1741 1741 0
SE1SW 0 0 0
SoL*, 30.1 0 g73 0
Harz 0 0 0
8 do= a 1tA 18 IZI 0 X 31E 255 0
b 11A 18I 12- 0 0
c 0. 0 0 0
9 Net a 14B 4. 21 22I 1 601 0
aposed b 13C 1 0 1 159 0
vaharyl c 12C 2 1. 0 29t1 210 6Bt
perhbars d 0. 0. 0 0
e 0A 0. 0 0
f 0_ 0. 0 0
10 Cekgs a 16G 1, 1.4 0 1 399 421 208
b I. 0. 0 0
c 0. o. 0 0
d 0. 0. 0 0
e 0. 0 0
f 0. 0 0 0
11 Floors a 22A 251 Of t56 0 61 1 0
Note: mom b 19G 1. 01 0 0 399 0
c 0. 0. 0 0
d 0. 0 0
for slab a 0. Of C 0 0
kom) f 0. 01 C 0 0
121 Irfibafon a 1 211 91 0 233E 752 WI 286 0
13 Sut*kal Ios5Sr8.+11+12 g
Lffied!,IAh E"
Less Yansfex
10%/ IUA 10114Dbss89"" 91
15 Total loss =13+14 414 Im'» 4151
16 Int gains People @ 300 C"" 0 1 300 1 0
0
17 2+1+16W3" RSHgairF7 699 47M
Lessederrolomkv 0
Less tarda 0
co*gredshdxban 0
18 Dud gain 1() 70 VA 478 Im- 1
19 TdalRSHgatrj17+18)'PLF 1n0 m 1A0 Sm 1D0 00
20 Airegiwerl (dn) 1 37 361 251
RiMolft oerWd by ACCA to frteet al Tequiw of MantLal J M Ed.
wrrrgt tsoft Right -Suite Residential S.5.06 RSR26014 2002-Apr-03 16:42:13
E:1Files%AFox 6 Jacobs 20021250912509.rsr Page 2
IG
ntl'rH WORKSHEET
re ouse
DEL AIR HEATING,AIR CONDMONING,R Job: 2509 8.28.01
109 COMMERCE STREET. LAKE MARY. FL 32746-6206 Phone: (407) 831-2665
tvwrvtlr Imt a
1 Namedtmn BORM2 BORW m m BORM4GMERM
2 Lenghdapowdv" 15.0 ft 2BA ft 6.0 ft 420 ft
3 Rmndna6s 15.0 x 17A ft 13.0 x 15.0 9 16.0 x 6.0 It SO x 18.0 ft
4 CeiW Ca-&Opfon 8.0 11rod 8.0 N trd.d 8.0 N t..ft l 60 ft IY,au000l
TwEOF CST Hm Atea Lned(&ift) Atea LaadfBl" Atea Lned)Bt" Atea Load"
EXIOSURE N0t I Cig fM Hlg C19 Hfg I CIg in ft CIg fn H1g I CIg
5 Gnm a 14B 41 21 0
6 osed b 13C 3 1 0
vAAs arc) c 12C 2 U lZ
pal6as d 01 0. e.. 0
e 01 0. 0
f 0. 0_ 0
6 V*dmsard a 1C 37 591 if 591 48 177
glass doors b 8C 371 0
Heafr9 c 9C 38. 0
e 0. 0
f0. 0
7 V*&P card Nam 01 0 0
glassdoors NUM 01 0 0
Caok9 FjW 54. V 8 00 m 2fill
SEON 0. 0
Sah30. 0 0 Horz
01 0 0 8
Odwdoas a 11A 18 12A 1 0 0 b
11A 18 12 0 0 c
0. 0. 0 0 9
Net a 14B 41 21 C 0 C 0 eapwal
b 13C 3 1 0 C 0 vals
and c 12C 2 1. IN 391 202 2OF 59E AA 41 13f 9 288 PaIVi
s d 01 01 0 0 e
01 0. 0 0 f
01 01 0 0 10
CekrG a 16G 1. 1.4 256 21 353 19 218 27( 9E 101 133 324 b
0. 01 0 1 0 c
0. 0. 0 0 d
0. 01 0 0 e
0. Of 0 0 f
0. Of 0 0 11
Floors a 22A 25. OX 0 0 fNale:
ton b 19G 1. 0.( 0 0 painter
c 0. 01 0 0 adapt.
d 0. Of 0 0 forslab
a 0. of 0 0 GO-)
f 0. Of 0 0 12
ki lmliona 27 St 1E IMI 143 1 16 mq 143 c q 48 13
SubbFaihss=6,-8..+11+12 lam IN 24 Less
edid heei ig Lesskarsfer
0 14
redsbixb
xt Dud
loss 10° a 10%/ a 10A 2 109 151
Total loss =13+14 17M 4711 16
ktgais: People@ 0 0 APPL
@1200 0 0 17
hURSHgaiF7+8.+12+16 1 ift 4081 Less
edardcookg 0 Coofr><
Jnxisirfm 0 18
Ductgain 157 169 10' 10% 19
TdaIRSHgaiF(17+18)'PLF 100 1726 100 189 100 1m J2DAirmq-kW oil 181 21 Rr*
xA aNded by ACCAb meet al m"m"ds d Manud J 7th Ed. wtr
ghtsoTt Right -Suite Residenlfaf- 5.5.06 RSR26014 2002-Apr-03 16:42.13 C
E:1Fiieslf%Fox h Jacobs 2002%250912509.rsr Page 3
Of p IA, i D,— r , r-•
M
O
o )+ 4 3 2 1
fon I72-° Is INTLNIcDurz sorts r .ac cool[
REVISIONS
T Aa[o w too--Loe not . RO DESCRIPTIONREV. N0. ZONE: DATE: ECN NO. EEDSTfFtKINIwpuRt71.%[ AONonc (ALONG DrrrtiA>
taipuv$ysoo yCLASS OR A t B2 I1/00 - MWN OTY (1) WAS (2) FOR TRACK BOLT
I `SLC 7CLTgN id) AVAxAflt
20 CA W!l ((nD SM[! AnAtNw TO DOOR IIOAt DOOTOIµi WSTAIIDI lr0
fAIN wIM IAtDR[D T00-1-[Oo $TIMI
b 1 ® y --,,,
m, wnDN . IAA qiA p
VIM Y 13 G. RN oily ow SRACgST. yeM Asmrt TQ Foos JAw MM3 ! b't1-f f ,RWD tA0 i0RlMS.
LISTED LCniNGO00Nq
a
AwRArs Af AN ongN
1 C NM .C' CN
DALV. STLLL TMtxAWIt. TRAa 1 .OIO•
J t w S npN I/Y.It Cr GIA iMOc OiMCMn•
q rlWnc wueu[Tf G so[.VC,
IM Tar 1AICIIQ
REPORT# 9 60 6 C 0C..;
t• • 20 G. Y-WD, OOL•I flL[
U-SAPSN Np'i• TWO2-1 Y-MAf
nw wtu rwru nvllbr
ON WTIOL fcenoN,
O/IIDN1 VENTS { 0— A OPRDr••L OVWJ KCM UKA PCSIrION
YAq. DOOM R101N . is' -a'
O
vmut T •11 SaIMR
Nnfl 1
ur nELM MN S'.•'
OOOM up TD 71. • NYJN CONSIST Of ((•) it qNf ttfNOM1/)). FR*
I"PA.14
T FIIANL wn1. µV, MAyjp q[q, 1MI ISCKK WY K COYMOgWMOOOReOVa7'-Op Ig01 CONfSr G (f) K (NOS lIIDAN). ON Ouma WMAG[ (fur NOr R[OIAR[D) ro Ra10[ . F1v9q No1N111M0 STOP W)YIDNIO eY DOOR mnmw (To sun)
lYefAtL NDDLDNtAt Avast DO NOT iRAINI{I! LOW. Lf TCLLOw !K JAW
10 DA UK GW, For LND STU
t• TN.;q ASd OR
t0 OA. GLV. I= om. STU
WOLDJC Im I G [KVfiT[`I1Mbf Lin0NyOfIeR.ocm AS10•CD f0 ROOD JAW 20
CA. Wq. SIM lm [I)((4• FAN M. faM wnN MI[ a/lal-a M LAO xA[•+ 1.
1N0 CGTto vITN 0-•0 NVI. (10 fOSM PLtI Um .1 21 (C-q rot Kcy. I
GI v,Yg2w0, OYQD-ON PWq ) 0t S• coms (7.000PSI UK comewc) OR 7/1/• I.D. ROUND PVINN nAIIOAWILD -ON /OLTLST J( $NO We" tNW[s •yl,l, ~ Sm" O 2s wC VO[D Wms (2400 IASIfNtlt (ON[ PtA ROt1f11) Is OD,yyyV. s[ W C TOR
OGT APV'l) TO OWN pNCI1[) I @ iD IN1L11, egLt
Of fl[sl !NK 12 G. OILv STLtA f0 wCMR" SWYC N1MN1/. f' O.D. Nw, w1y1[R RCOVMtD 7' Wv, t1T[L 11ueN IMLILD 10 I• • 1 /
1{J/S- NLiT YRAL Rouxwan. rAnl 1TM TAPeaNs. A+cNals was K eDWrtulfuNq n u DA[v, sT[0. iRAO. aR,egns. rAs > INUAXV
Alt Anww'/ q tAOi ax a 000"• (ar Far lctluuro) To nwlx A nwN > Y[T1L w' S tAACN An,CN tD Wifcn I• !ti !C I
A.D/f' ell[tT uDUNRN6 fYYA. IaK20NTAl JN.f[ DO NDi 1g111 OK 1/•'d/SSO[T . 11Vr • 1 • d { T 1fW'R'sPN OO MNOL Swo
W JOINTS, CRM iMI+SICI LED• a T10 1/•• OIA R•sr1DY1710L
RRCO ISMIDtbCnD 2' DN SHORT. STU. 10 MIL flQl ROVA L1• DA. G[.V. SIM / f111L ,.. jn.w.a.rleN wRx Rpf0V1MD. P.C. j /
ASILM(0//11T0 1f F re...nnu of .t IX—na ereneu .e momRryMOWM "S IsitTS SSNHLSTY[fAl Y C4RLWad" r, D•
TAU u.Iw a 0) I//.'.t •' fLIJ ^^TM*n - [ xa w OESICN LOADS: 24.0 PSI do -24,1 PSF toaoVV, a[[I MPP110 scars. rtRD,S1R[2aM: 30 qy IMCO oN TNC OL90N a T11[ StA1PDSf11a STRUCTURAL CtIYMS ounac
rAa+ yx 1c DK R[e/DNf.atr or T11t a TEST LOADS:.JB.O PSI at -37.0 PSF em"
mc OF DOOR NFLORo IOR iN[ IYILDYa OR fnRt1V AND w ACCOROANt:[ O
L OI Y TALL . 20 G OAVV. SR0. Y-W1t [ND %JQc SO[7 vn1 NUMIIO iil . Dooit rDR MC IJDAM U=D ON .ia• eAlws .• ••s W A
1-I-2-I PATtGN p [, ir0 V-Wq fRLt L00( LNGAOCs TI1e OMRON' wt '/M A RVIm Y1L (Oii) PART NO.: 1-T/
f' r ON wnou SwmN• DMS U-MR ON NGT INTO yomu. A A rtte11oNLT0.). IAM U-Wt ATTAONLD 7N." DNC Wq S DM..I.. )IttqAv( k S:1 1100 R TN
14tS/i 3LN TMPNO fa[ws Lax ON e.NM. ur/r Iv..... ]) CinelmloU OH i3202 O A
LOCI
J D rc[or.. 1 ri wcwrRoo wtew. TOLERANCES ... IDEA Tlt qa 1-11.,y woo v ...I.Y,.. Ar.YI rr nu .r W.ma ow"mFM )r. I-SI}f{2-3SI9 V. aw.., v..•. .vWAw». 0 . t.01 vrnON A..
Let vg•.i .»» n....I.•
lw— MNM qA •IAI MNnt f.Rn D ' • *•01S DESCRIPTION: MODE 6RST w4 t6-0 x B-0: 24/-2I DESIGN L0AD r•.w .
r n.Yr A.II r.na N .000 a ;,003 It a "
V. cm 10n09 eRACNa. YrRb N. 11nn/I rAw» .nt 0000 *,I DRAWN BY: 8MM OATE: 4/13/00SCALE: NTS DWG. AnACNLD tMM (t)
ll•.S/f' SNLL NmL l=,& Z' 1»Ar r•vIN. VNNew.. AArTAm AN (2) J0 jl( Wgn4f
t • CNECKED BY: MW'N DATE: 4/16/00 SHEET t OF I SIZE A mftJWM rPAMfASiRI. /
ITlra Anal. A _ VnW. SWI.S DIN.. Ciro).eNon DwD•
Som AAL w Mo. DWG, NO.; 102134 REV. NO. 1 O i CZ'
2
y0nct c .Ns N: D Themlo-Tru In-S.inq Door wood ,omee System
pfclr.N PRESS 1RE ftATINC:
3 MAx t8' O,C. Single Positive. 67.0 PSF Negative 67.0 PSF
uA )(lu.)M OVEFtAll NOMINAI cl7F• Single up to 3'4 % 8'0 w/wo sidwIeS
Double up to 6'4 8'0 w/wo sido4ae " '.e Single with Sidelites Positive 60.0 PSF Negative
47.
0 PSF o CO
X, OX, X0. OXO, XX, OKXO
Double W/wo Sidelites Positive 47.0 PSF Negative 47.0 PSf N O 00Ga, r rnN .T0NS- O z
CENERAL DESr•R1PIM The Mod and side jambs ore FM,gajant pine n
lneaswing a min. 4-9/16' .ith o /Y robDeted stop. " GLJ
i m si 3/16' rAPCON 1N% 18' 0.C. 1/2- WrIN LL ¢ O i O
TYPE ANCHOR 3' 00
3/16'rAPCON!':'• f, 2 iWbNf:
y111EANCHORY •^ :
3 ID i1/2, omrACL :_.. .,"'• , Mtsorarr tenfL tO ti
b
21t M1CJt •
w +
g
f% t11XiK •'. '+':..• ;: • a • n
b a C m
I'ia i iQl
C 2 J m
TAPCON 7 ^ +n c 4 t: n
y (S.. reef. 2) o o n6 . 2-t/2• 7 _ CONCRETE , CPniasyuoMASONRYBLOCK11L1DLuseQ n
1/2'
OUCK
DRYWALL J
a{ N y IX DUCKt ..
e '.'•
3/16' TAPCON 3 QB t r 2 nRRA; O LUo
1/2' l%tYl%+LL r.. TYPE ANCHOR
2 n-OROW - ET.CD TAPOON Of' EQUALINTERIORI+1
r : •; .' (233 L8. SHEAR RATING) •!';' Q3/1e'rAPCON lA
O
11a - !
o
Laff 08 ` x in
Y EY1717RIOR TYPE ANCHOR
r.. f
r ' t fIU
SW 111-A" 1
1•. I. is' 1Km
1'ERTICk SIDE AW
I -BtKK
oa
i '3• SN1N SPACEPACE >; 1-1/4MIN. DAS
teTtcv.
s1oE vAMB + - 0
Ilt sus -BUCK 1
QjE 1. This system nos been evaluated for Liss in local;" rAhering to the florido Building Code s and
where pressure requirements as determined by A5CE 7 Minimum Design Loods for Buildings and
Other Structures do not ataeed the design pressure ratings listed heroin. 2.
For installations ehpe the sub -buck is leas than 1-1/2' (FBC section 7707.4.4 Anchorage Methods and
sub -sections 1707.4.4.1 and 1707,4,4.2) Topcon type concrete anchors must be used and the length
must be such that a minimum 1-1/4' engage rent of the Topeon into the masonry 06 is obtained. 013,
684.3531 11 DATE:
4/3/02 SCALE,
011
C. W. w.l-N. CNK.
tlr; R.M. DRAWING
NO_ . T-
0220I s«
qr t a 1
t
MOM UMOMnON' Themto—Tru Out—S ing Door Woo! Fromas System PGN PRFSCLIRF RATING:
3 AtAx iD' O.C. Tingle Positive 67.0 PSF Negotive 67.0 P;F W
tMUM py£g..e NOMINAL SRE SIpN up fo 3'4 s D'0 ./e slastYsa Z n
Double up to 8'4 x D'O r/so sidellta .e •• Single with Sidsiites Poaitiw 60.0 PSF Negotiva 60.0 PSF
Joubfs w/wo Sidahtes Positive 47.0 PSF Negative 47.0 PSF 0 00
i .atomrFPrfNFlcvRAMNSX. Ox. x0, OX0, XX OXX0 p OV*
t RuOrSCRfFMON: The head and side jambs, ors, fwt.rjoint pins LCQ J
Z
Omeasuring
o min. 4-9/76" with oe a1/2' rooted $top. MASONRYR, QONiwIEL ' O W 1 f1RRMC311EANCHOR318' TAPCON ' ANxIa' O.C. ..1 x
1
OM MASONRY LINTEL
t DA (
V ALL ix
2 FlRR7NC !Z rf a
X, /'
DRYWAu
3/16'
14PCDN y . i
1_ TY1dE ANCHOR G Ix
BVCI 3/16'
TAPCON •, N n TYPE ANCHOR • y ,... 2S" NUL ? > e k • • .... s `,`
SHIM SPACE f C Ip EQFBI08 3/
16' TAPCON EXTERIOR TYPEANCHORtdZ m 9{ T•",..
FiFAD JAMB u- W c n D
s 2.-1/Y 1J3 ':,{ p o y •.• TO tx SVB—BUCK t PFN
1e5 •N.•GIiDf 9to 11 5 '1G6L'DNCRIET ',1y is
HEAD JAMB o MASONRY SLOCx .23' MAX. . e.: •. 0 9i SHIM SPACE .
23' MM. 4 o
s
X LIM
C
N
y r I
ANN.
TAPCON W
t `y'
x'a •. = j •, TYPE ANC710R LCO TAPCON
OR EQUAL 3/16' TAPCON ' '1 W 4 K t
1.13' MDJ. } , . TYPE ANCHOR C EMS. v {
233 I.S. SHEAR FAnNc) t r
y o
25' MAX •.
w •. b> + . O = 8 SHdAI SPACEv.. .! , • • ' tt C U) t.D hL1
3 i Y
r i 4 Vr 1l8 1 = t J 16Q
MM
U
f—
PM
WS .i
T. C—SIAaC DRYWALLs [ hRfbNC O A -. vERnCAL SIDE
JAMB
ix BUCK TO lx SVB—
DUCK tljr, OU11a.'a ONSULTANIS. INC JNTEBIOB
1 2
FlRRlNO JJQM 1. This system has been evaluated for we in loCvtions adhering to the norido Building Code 513.664.3931 and when pressure
requirements as determined by ASCE 7 Minimum Design Loods for Buildings 1 - . C—SINKDRYWILLDATE-- 4/3/02 2x BLACK and
Other Structures do not exceed the design pressure ratings listed herein. SCALE: H.T.S. VERMALSHOE JAMS
2. For installations when the sub —Duck Is less them 1-1/2' (FSC section 1707.4.4 Anchorage Methods TO 2x SUS—BUCx DWG. BY: W.L.N. Y •.. - andsub—saclions 7707.4.4.1 and 1707.4.4.2) Topcon type concrete anchors must be wed and the CWt. BY: R.W. length must be
such that o minimum 1-1/4' engagement of the Topcon into the masonry wail is obtained. DRAWING NO,: 3. When usinga
1X sub —Duck a 6-9 16" jamb is required to allow for min. edge s cirt for To on t e an. T-02of j dq 9Pa9DcYPs•m 1
a1 K r •t
1 4
a1 Et DEStGNAT3oNr Thermo -Iry In -Swing / Ol.t-Swing Poor wood Frames System
MAXIMUM OVERALL NOWINAL St Single up to 5.4 x B'0 +:/wo sidelites
Double up to 8'4 x 8'0 w/wo sideiites
j,r t FfOdRLYJR.TIPNS: x. Ox. XO. OXO. Xx. Oxx0
N u DE4( RIPitON• The hood and side jambs ore fingerjoint pine
measuring a min. 4-9/1f* with a 1/2' rabbeted stop.
DOUBLE 2X Lo-
HEADER
S?
E/2' aRrwu SWAn+
NlaIVIuJraa
SINGLE DOOR
2X STUD
Gt 2X 44CK STUD
W ws
9
DEGGN PRESSURF RA71NG:
Single Positive 67.0 PSF Negative 67.0 PSF
Single with Sidelites Positive 60.0 PSF Negative 50.0 PSr
Doublf w/wo Sidelites Positive 47.0 PSF Negative 47.0 PSF
Milli=
a
1
v i3 2sIr
IS x 2-I/2
Pill VA
E 1
rkirkm
C-SW
23• M"
srsu SPACE
vorr" slor Awe
I, 13• WN. EWS.
n
e.o•
3.0• ao-
I
1
I I 6
1 1( { II I l I I
1
SI GI F OR DD BLF DOOR WITH SIDELITES
16
T This system has been evaluated for use in locations adhering to the Florida Building Code
and where pressure requirements as determined by ASCE 7 Minimum Design Loads for Bluld03s
and Other Structures do not exceed the design pressure ratings listed herein.
0QLU
W Lti
wo0
tn3
Up U
O LnZ3I
i 2
313.6e4.3931
CAX 4/3/02
SCALE; N.T.S
fhwa. Orr WALK
Cm. er: FL-.
DRO" KO0
T-a22o2
D.W 1 Or +
THERMA oTRU®
FIBERCI.ASS1C'PSMOOTHSTAR' 9JSW1Nti"S/Akf AND DOLGLE W/d
WiOUTSIOta TES. WSt, ATEO ABERaLASS DODO W ITI WOOD FIIAJ S
1. THIS PRODUCT IS DESIGNED TD MEET THE SOUTH FLORIDA
BUILDING CODE 1994 EDITION FOR MIAMI-OADE COUNTY,
2. WOOD BUCKS BY OTHERS, MUST BE ANCHORED PROPERLY
TO TRANSFER LOADS TO THE STRUCTURE.
3. PRODUCT ANCHORS SHALL BE AS LISTED AND SPACED AS
SHOWN ON DETAILS. ANCHOR EMBEDMENT TO BASE MATERI
SHALL BE BEYOND WALL DRESSING OR STUCCO.
4. DESIGNED PRESSURE RATING SEE TABLE PAGE 1.
5. THIS PRODUCT DOES NOT MEET THE WATER REQUIREMENTS
FOR MIAMI-DADE COUNTY.
6. MIAMI-DADE APPROVED IMPACT RESISTANT SHUTTERS
ewc REOUIR D FOR SIDELITES ONLY.
7. SIDEUTES ARE AN OPTION AND CAN BE USED IN A
SINGLE OR DOUBLE CONFIGURATION.
Face sheets: Fiberglass ovg. min. yield strength
Vrnim)-6,000 psiymoothStor - 0.070 minimum skin thickness
FiberClossic - 0.110' minimum skin thickness
rare design: Polyurethane foam corn.
Wthl.9 Ibs, density by BASF. trueliQn; the ppoortel skin h constructed from o 0.070' thk.
sheell mo md I - . Th gcompound ;Mena( corny is Filled with 1.9 lbs. density
RkSF polyurethone foam. The panel face sheets ore glued to the wood #iles tails. Th4 LA latch stile s reinforced with o wood lock block measuring2.375 x 14.0 long of the strive and deodbx>al locolion. The hinge sotsfingerJointedPieandthetopandbottommioreofawoodcompositematerial. In the double door opp6cof0n the inactive door is filled wiNonextrudedaluminumastrogol (Wind Jambe d) of 6D63-T6 alloy. The
hrome is constructed tram fin jointed pine. The e
K fan o the side jambs with (3) 16go. 1/crown x 2 long staples
of each side. The muAM are secured together in o s;defite appACotion using
18 x 2' long PFH Wood Screws (6) svews per each muffion. The units useonIswW4Saddlethresholdmeasurig5.75' x 1.548'. nq:
he CidEMe panels are sondwich oozed uw7 o two pece 1}
ey ore dry gored on the exterior with on t/8 thk cdfukr m9
tape (St)ift Tope)/2{ k
siico m. The ME frames are held fogdl»
r wdh o 8 x 1 TABLE
OF CONTENTS SHEET #
I DESCRIPTION 37.
5 MAX. OVERALL
WIDTH 36'
MAX. PANEL
WIDTH x _
OU tu
Sci W
W = a
o J
Cr
o t3
o a CMO
X GO CO
N
N
L
SINGLE
WSWINO UNR 74.
5' MAX. OVERALL FRAME WIDTH 36.
625' MAX. PANEL
WIDTH —I W
ASTRAGAL I x
U2
Lu
900 V-
t`
0
a
c
J
DESIGN
PRESSURE RATING UNIT
TYPE WH WA R IN ILT TION REOUIREMENT
IS NOT NEEDED SINGLE
67.0 PSF - 67.0 PSF DOUBLE
55.0 PSF - 55.0 PSF L
WITH
SID LIT S 55.0 PSF - 55.0 PSF 105.
5 MAX. OYLHALL tKAM[ MUM 36.
625' MAX. 15.5' MAX. PANEL
WIDTH FRAME WIDTH O W/ASTRAGAL p N 73.75' MAX. WIDTH
O CO oo
7.MAX. O 3 D.L.O.O. WIDTH C M
0 LJ 3
Q CO co
a 1I
owl in h
XZ 6 12- FO
azV
aj 4{ mIylDOUBLE
W/SIDELITES INSWING UN a-
J 68.
5' MAX. OVERALL WIDTH AuMODELS36' MAX. 15.5' MAX., g 4a FROM
IMEROR FrPANEL WIDTH FRAME WIDTH I 11 73.
75' MAX. } WIDTH
m 7.
125' MAX. D.
L.O. WIDTH xW
2j o '
i
A
go w
0
g fl
z I
E13.
6114.3531 s'
J 0_RMB.O. 1. sm
N.T.S. aura.
er: TJH pa.
er: RW MANUFACTURE .
N t a 5-
215t U %
t or E
VERTICAl CROSS SEC n
2 DOOR PANEL
G
N 29
42
ZZ o-.o.:
oO
N v
u I od' p G 4333Dap.
34 o Q'. SEE NOTE
5 SHT. 4
C'f SU
2 41
uj SEE NOTE
t SH7. 4 [u
5• MIN. d
GLASS THK.
n ¢ I RIQREXTERIOR 025
N
FOAM CASKET Qc N
m SILICONE CAP 8EAD p q ' 6 0;
O
1.68• MIN.
p2. PANEL THK.
C!
1
42
O-
WE
SEE NOTE
5 SHT. 4
1C 1 iu.a
r,-1
wlo ON. T.IHC
813.884.3831
u+c 08 10 01
owc. n: TJH
sum J` a 8
i
SEE NOTE 2
SHT. 4 n
INACTIVE
Y
3
i J
ewiZ ASTRAGAL RETAINER 31
n BOLT 8.0" LG. TOP
BOTTOM (2) BOLTS INT RI R
AT TOP & (2) AT BOTTOM
1
k,jJ O ASTRAGAL
1.15" MIN.
EMB.
f—.25" MAX. SHIM
FOAM CASKET &
SILICONE CAP BEAD
ACTIVE
SEE NOTE 6
SHT. 4
v
FOAM GASKET &
SILICONE CAP BEAD
SEE NOTE
5 SHT. 4 F 34
41
Oco
SHT. 4
SEE NO
f'
v 0 HINGE JAMS TO SIDELITE
DrANiUFACT URR NAM,"' g
w
o co
0 co
V) 0 = t\
sLU N
OWofE0co
ir a
z
gr- owN
i
813.&K-W 1
e O8/10/0'
wet/2
C. ft TJH
K.6r RW
r*C «0:
5-2157
m 3 or 8
7,15' MIN.
EMBED.
15' MIN.
C-SINK
25' MAX.
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NOTES:
1. SPACING FOR ITEM NO. 47 (LITE FRAME SCREWS) IS ASFOLLOWS: VERTICAL FROM THE TOP DOWN ON SIDES: 5.5".
16.5' 27.57. 38.375', 49.375. & 60.375 HORIZONTAL
THERE ARE (2) SCREW BOTH TOP AND BOTTOM AT 2.125-
IN FROM EACH CORNER.
2. SPACING FOR ITEM NO. 27 (/8 x 1' PANHEAD SCREW)
ATTACHING THE ASTRAGAL. TO THE INACTTYE DOOR IS ASFOLLOWS: FROM THE TOP DOWN 1' 37, 57, 18.257,
40.57, 59.25 74.25 76.25- 8 78.25'. 3. THE HEAD JAMB IS ATTACHED TO THE SIDE JAMBS WITH3) 16GA. x 1/2- CROWN x 2' STAPLES AT BOTH SIDE.
4. THE THRESHOLD IS ATTACHED TO THE SIDE JAMBS WITH2) 76GA. x 112' CROWN x 2.5' STAPLES AT BOTH SIDE. 5. THE SIDEL7TE IS DIRECT SET INTO THE JAMB WITH (12) ITEMNO. 43 (IB x 2' PFH. WOOD SCREW). THERE ARE (4) ATEACHVERTICALJAMB, FROM THE TOP DOWN AT 13.5', 31 48.5' 66. THERE ARE (2) AT THE HEADER AT 4' INFROMTHEOUTSIDECORNERSOFTHEFRAME- THERE ARE
2) AT THE SILL 4' IN FROM THE OUTSIDE CORNERS. 6. SPACING FOR REM NO. 43 (18 x 2- SCREW) SECURINGTHEMULLIONSTOGETHERISTHESAMEASTHEPERIMETERANCHORINGSCREWS. 6' DOWN FROM THE TOP AND UP
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USE ITEM NO. 12 (/iO x 2' SCREW). WHEN ATTACHING
THE HINGE TO THE JAMB AND THE SIDELfTE AT THE
MULLION USE ITEM NO. 37 (110 x 7 314' SCREW).
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Modda
EMdeiS
June 21, 2002
Alan Plante, Chief Plans Examiner
Orange County Building Division
Administration Building, 1st Floor
201 South Rosalind Avenue
P.O. Box 2867
Orlando, FL 32802-2687
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 Master -file. 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 "1X 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 Uldon
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 'h") domes not
influence the lateral resistance capacity of the concrete screw (i.e. Tapcon).
Therefore, buck thicknesses less than 1 'h" are acceptable as non-structural
attachments when the window, door or mullion is installed using a 3/16" concrete
screw with a minimum embedment on 1 'k". Concrete Masonry Units should have a
wall thickness of 1 VV and a precast sill's thickness will exceed 1 '/a". The drawings
dearly delineate the requirement that a minimum embedment depth of 1 14" 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 y4•
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 1/2- is acceptable. The definition of a non-structural buck is based
on Section 1707.4-4.2 of the Florida Building Code.
2540 3ewett Lane, Sanford, FL 32771-1600 • (407) 323-3300 • Fax (407) 322-3337
JUN-21-2002 09:52 MILESTONE WINDOWS 407 323 9729 P.03
The attached table lists all Florida Extruder drawings in the Orange CountyFenestrationMasterfileaffectedbythisengineeringstatement. Any questionsshouldbeaddressedtotheundersigned.
Thank you.
Regards,
Robert J. Amoruso, PE
ra(Poruso.c)g@floridagxtruders 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 61G15-23.001, F.A-C.
A rubber stamp seal was also
applied to facilitate reproduction
for Orange County Wilding
Division Masterfile scanning.
Me: 2W2-LTR_ R]A-W!?
IIINl1gw/ J.
Q j1FICq sO
i
Na. q>llb
2540 34wett Lane, Sanford, FL 327 1-1600 • 407 323-3300 • • ( ) Faz (407) 322-3337
1V Z
Universal Forest Products
Re: 54602611
Centex Homes Orlando 2509 A,B,C Floor 66 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 5
My license renewal date for the state of Florida is February 28, 2005
7/14/2004
John Presley License # 558
he 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 ANSI/TPI-2002 Sec. 2.
Eastern Division
5631 South NC 62 Burlington, NC 27215 'iel: (336) 226 9356 11ax: (336) 476-9146
vU UJJ I1 JJ IrIJC
YVIItlII54904023FT1FLOORFly1
Job Reference (optional)
24 16:26:37 2004
F T1
Scale = 1:32
3x6 TL20 FP =
K L M N 0 P 0 R
3x6 TL20 FP =
LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a n/a 999 TL20 245/193
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 S n/a n/a
BCDL 5.0 CodeFBC2001frP12002 (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 10-0-0 oc bracing. OTHERS 4 X 2 SYP No.3
REACTIONS (lb/size) AJ=53/20-10-8, S=27/20-10-8, AI=146/20-10-8, 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=145/20-10-8, 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=-48/0, 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-Q=-3/0, O-R=-3/0
BOT CHORD AI-AJ=0/0, AH-AI=0/0, AG-AH=0/0, AF-AG=0/0, AE-AF=0/3, AD-AE=0/3, AC-AD=0/3, AB-AC=0/3, AA-AB=0/3, Z-AA=0/3, 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, 1-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 10-0-0 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 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 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:54904023FT1
JUL) i russ i russ i We y :„.. ljly -t x unanaoiz ua H,u,ugswz-z4-4
54904023 I FT2 FLOOR „ 9 1
Job Neference optional)__
Universal Forest Products,lnc., Burlington, NC 27215, Kerr 5.200 s Sep 30 2003 MiTek Industries, Inc. Tue Feb 24
1-3-0
011+8 1 11-4.8 1
5x4 TL20=
1.5x3 TL20=
1.5x3 TL20=
A
Y
x
5x4 TL20= 3x6 TL20 FP= 1.5x3 TL20 II
a C a E F a H
3x6 TL20=
J
0-1-8liScale - 1:f
5x4 TL20=
1.5x3 TL20:-
1 .5x3 TL20=
K
AA
Z
1.5x3 TL2011 5x4 TL20= 1.5x3 TL2011 300 M1118H FP- 1.5x3 TL2011
5x5 TL20= 3x6 TL20= 5x5 TL20=
i 1-6-0 4-0-0 6-6-0 r9 0-0 _, 10-7-8 , 11-10-8 , 14-4-8 _, 16-10-8 19-4-8 20-10-8 1
20-10-8
Plate Offsets X Y _ A;Ed a 0-1 •eL.-9_,__] 0.1_8 Ed9e], ( <.0 1 B,Ed e
LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.64 Vert(LL) -0.38 Q-R >648 360 M1118H 195/188
TCDL 10.0 Lumber Increase 1.00 BC 0.98 Vert(TL) -0.59 Q-R >416 240 TL20 245/193
BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(TL) 0.09 L n/a n/a
BCDL 5.0 CodeFBC20011TP12002 (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, excep
BOT CHORD 4 X 2 SYP No. 10 end verticals.
WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) L=1128/0-3-8, W=1128/0-8-0
FORCES (lb) - Maximum Compression/Maximum 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-D=-4030/0, D-E=-4030/0, E-F=-4742/0
F-G=-4742/0, G-H=-4646/0, H-I=-4045/0, I-J=-2872/0, J-K=-1105/0
BOT CHORD V-W=-O/O, U-V=0/2137, T-U=0/3583, S-T=0/4472, R-S=0/4742, Q-R=0/4742, P-0=0/4490, O-P=0/3578, N-0=0/3578, M-N=0/2138, L-M=0/0
WEBS K-M=0/1502, A-V=0/1500, J-M=-1437/0, B-V=-1437/0, 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=-615/0,
H-0=-28/403, E-S=-92/672, G-Q=-468/221, 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 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:54904023FT2
5> yp-
54904023 IF'T'3 IFLOOR
my I rry I VUllltl%-VfIa11UO/GOVy H2O,V/15K G-L4-4
Job
2003 M 2004 Page
12-10-0
12-10-0 -
LOADING (psf) SPACING 2-0-0 CS] DEFL in (loc) I/defl Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a n/a 999 TL20 245/193
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 L n/a n/a
BCDL 5.0 CodeFBC2001/TPI2002 (Matrix) Weight:57lb
LUMBER
TOP CHORD 4 X 2 SYP No.2
BOT CHORD 4 X 2 SYP No.2
WEBS 4 X 2 SYP No.3
OTHERS 4 X 2 SYP No.3
BRACING
TOP CHORD
BOT CHORD
Scale a 1:3
Structural wood sheathing directly applied or 6-0-0 oc purlins, except
end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
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, Q=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,
I-J=-3/0, J-K=-3/0
BOT CHORD U-V=0/3, T-U=0/3, S-T=0/3, R-S=0/3, Q-R=0/3, P-Q=0/3, O-P=0/3, N-0=0/3, M-N=0/3, L-M=0/3
WEBS 8-U=-133/0, C-T=-134/0, D-S=-133/0, E-R=-133/0, F-Q--133/0, G-P=-134/0, H-0=-132/0, I-N=-136/0, 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 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 10-0-0 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 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: 54904023Contractor/Job: 2509 ABC FLR Date Req:03/19/2004 Draw No:54904023FT3
LFT4
i russiWe
54904023 IF1-00
Universal Forest Products, Inc., Burlington, NC 27215, Jeff Keri
vty I rry I ueniex-un8n00iaaua H,r3,u1Jswz-e4-4
24 16:26:40 2004 Page
LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d
TCLL 40.0 Plates Increase 1.00 TC 0.07 Vert(LL) n/a n/a 999
TCDL 10.0 Lumber Increase 1.00 BC 0.02 Vert(TL) n/a n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 G n/a n/a
BCOL 5.0 CodeFBC2001/TP12002 Matrix)
LUMBER
TOP CHORD 4 X 2 SYP No.2
BOT CHORD 4 X 2 SYP No.2
WEBS 4 X 2 SYP No.3
OTHERS 4 X 2 SYP No.3
BRACING
TOP CHORD
BOT CHORD
Scale m 1:1i
PLATES GRIP
TL20 245/193
Weight: 32 lb
Structural wood sheathing directly applied or 6-0-0 oc purlins, except
end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
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-O=-63/0, O-P=-63/0, F-P=-63/0, A-B=-B/0, B-C=-8/0, C-D=-8/0, D-E= B/0, E-F=-8/0
BOT CHORD K-L=0/8, J-K=0/8, I-J=0/8, H-1=0/8, G-H=0/8
WEBS S-K=-129/0, C-J=-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 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 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 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:54904023FT4
JOD
54904023
I russ
I I russ I ype Oy I Ply
FT5 FLOOR .'.-,!'-'ry.+ ul laN1,t-
s
Centex-Orlando/2509 A,8,C/jsk/2-24-4
1
Job Reference )optional)_
2003 MliTek Industries. Inc. Tue Feb 24
9 fV8 1-3-0 1
5x4 TL20=
1.5x3 TL20=
1.5x3 T1-20=-
A
f0-11-01 0-1-8i- Scale a 1:3:
5x4 TL20=
1.5x3 TL20 11 1.5x3 TL20=
3x4 TL20= 3x6 TL20 FP = 1.5x3 TL2011 3x4 TL20= 1.5x3 TL20=
B C D E F G H I J K
T?
u T S R O P O N
5x5 TL20= 3x4 TL20= 300 M11181-1 FP=
3x4 TL20=
1 Z
Y
M
5x5 TL20=
1-6-0 - 4-0-0 __-1„---66-0, L--- 9-0-0_- , 10-2-0,_--_-..12=8.0 15-2T0 17-8-0 19-2.0
1Q_9-A
Plate Offsets (X,Y) A:Ed a 0-1-81,1K.0-1-8, Edge)
LOADING (psf)
TCLL 40.0ates
PACING 2-0-0
Increase 1.00
CSI
TC
DEFL in (loc) I/defl
0.34 Vert(LL) -0.27 Q-R >827
L/d
360
PLATES GRIP
M1118H 195/188
TCOL 10.0mber Increase 1.00FRep BC 0.88 Vert(TL) -0.43 Q-R >530 240 TL20 245/193
BCLL 0.0 Stress Incr YES WB 0.55 Horz(TL) 0.08 L n/a n/a
BCDL 5.0deFBC2001/TPI2002 Matrix) Weight: 99lb
LUMBER
TOP CHORD 4 X 2 SYP No.2
BOT CHORD 4 X 2 SYP No.2
WEBS 4 X 2 SYP No.3
BRACING
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
end verticals.
SOT 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 (lb) - 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, H-I=-3550/0, I-J=-2578/0, J-K=-1003/0
BOT CHORD U-V=0/0, T-U=0/1938, S-T=0/3192, R-S=0/3882, Q-R=0/3998, P-Q=0/3882, O-P=0/3192, N-0=0/3192, M-N=0/1938, L-M=0/0
WEBS K-M=0/1364, 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=0/498, H-P=-461/0, E-S=-461/0,
H-0--184/460, E-R=-184/460, F-R=-212/59, G-Q=-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 ANSIITPI 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 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 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:54904023FT5
uu I ruax I rLlss I ype
54904023 IFT6 I FLOOR
A fly uernex-unanaazoua N,Cs,I /15WC Z4-4
1
Job Reference icetional00
s Sep 30 2003 MiTek Industries, Inc. Tue Feb 24 16:26:42 2004 Page 1-
81-3-0 5x4
TL20= 1.
5x3 TL20= 3x4 TL20= A
n C J.
1
1.
5x3 TL2011 3x6
TL20 FP = 1.5x3 TL20 I I n
F F r; 0-
1-8 HScale = 1:3: 5x4
TL20= 1.
5x3 TL20= U4
TL20= 1.5x3 TL20= H
I V Y
x
5x5
TL20= 3x4 TL20= 300 M1118H FP= 5x5 TL20- 1.5x3 TL20 11 3x4
TL20 1-
6.0 4-0-0 6-6-0 _ -0 r9-0-0 103 , 12-9-0 15 3 0 1 17-9-0 193-0 _ I iLI19-
3-0 Plate
Offsets MY : A:Edge 0-1-8 , fK:0-1.8,Edge]___ LOADING (
psf) TCLL
40.0 SPACING
2-0-0 CSI Plates
Increase 1.00 TC 0.37 DEFL
in Vert(
LL) -0.28 loc)
I/defl Ud R >
809 360 PLATES
GRIP MII18H
195/188 TCDL
10.0 Lumber Increase 1.00 BC 0.89 Vert(TL) -0.44 R >518 240 TL20 245/193 BCLL
0.0 Rep Stress Incr YES WB 0.55 Horz(TL) 0.08 L n/a n/a BCDL
5.0 CodeFBC2001/TP12002 (Matrix) Weight: 100lb LUMBER
TOP
CHORD 4 X 2 SYP No.2 BOT
CHORD 4 X 2 SYP No.2 WEBS
4 X 2 SYP No.3 BRACING
TOP
CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, end
verticals. BOT
CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (
lb/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-
H=-4059/0, H-1=-3592/0, I-J=-2603/0, J-K=-1012/0 BOT
CHORD U-V=0/53, T-U=0/1994, S-T=0/3250, R-S=0/3942, Q-R=0/4059, P-4=0/3932, O-P=0/3225, N-0=0/3225, M-N=0/1955, 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-
Q=-178/480, E-R=-187/470, F-R=-218/59, G-Q=-222/55 NOTES (
7) 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)
CAUTION, Do not erect truss backwards. 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 whereindicatedandwithin4" 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 informationasitmayrelatetoaspecificbuilding. 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:54904023FT6
10o I russ Truss Type Oty Ply Cenlex-Orlando/2509 A,8,C/jsk/2-24-4
54,904023 FT7 FLOOR 1 ,
r Job Reference(optionalUniversalForestProducts,Inc., Burlington, NC 27215, Je. 5.200 s Sep -03 MiTek Industries, Inc. Tue Feb 24 16:26:42 2004 Page
01V 1-3-0_1 F 1 3 8.-I 0-11 8
Scale o 1:2
5x4 T1-20= 5x4 TL20=
1.5x3 TL20= 1.5x3 TL20=
1.5x3 TL20= 1.5x3 TL20 II 1.5x3 TL20=
S
R
U
T
1.5x3 TL2011 5x4 TL20= 1.5x3 TL2011 5x4 TL20= 1.50 TL20 11
LOADING (psf) SPACING 2-0-0 CSI
TCLL 40.0 Plates Increase 1.00 TC 0.42
TCDL 10.0 Lumber Increase1 1.00 BC 0.84
BCLL 0.0 Rep Stress Incr YES WB 0.44
BCDL 5.0 CodeFBC2001fTP12002 Matrix)
LUMBER
TOP CHORD 4 X 2 SYP No.2
BOT CHORD 4 X 2 SYP No.2
WEBS 4 X 2 SYP No.3
8 0
15-9-8
DEFL in (loc) I/defl L/d
Vert(LL) -0.15 L-M >999 360
Vert(TL) -0.22 L-M >823 240
Horz(TL) 0.04 1 n/a n/a
PLATES GRIP
TL20 245/193
Weight: 82 lb
BRACING
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
end verticals.
BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing.
REACTIONS (lb/size) Q=848/0-3-8, 1=848/0-8-0
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD Q-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=-802/0
BOT CHORD P-O=-0/0, O-P=0/1549, N-0=0/2406, M-N=0/2675, L-M=0/2675, K-L=0/2426, J-K=0/1544, I-J=0/0
WEBS H-J=0/1090, A-P=0/1097, G-J=-1032/0, B-P=-1032/0, G-K=0/629, B-0=0/602, 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 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.
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 andpermanentbracingrequiredfortheoverallbuildingdesign. 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: 54904023Contractor/Job: 2509 ABC FLR Date Req:03/19/2004 Draw No:54904023FT7
54904023
i rubs
FG7
i rubs i ype
FLAT
rIe
ury rry
1
i,emex-unanaazoua r1,u,1,ilsivz-e4-4
Job Reference optional)
Universal Forest Products, Inc., Burlington, NC 27215, Jeff Ker 5.200 s Sep 30 2003 MiTek Industries, Inc. Tue Feb 24 16:26:37 2004 Page
0 1-8 1-9-12 4-10-4 7-10-121I —+— - - I-- — 10-11-41-- --- 13-11 12i -- — — 15.8-0 15- -8I --------- F1
0-1-8 1-8-4 3-0-8 3-0-8 3-0-8 3-0-8 1-8-4 0-1-8
Scale a 1:2
2x5 TL2011 5x10 TL20= 3x4 TL20= 3x4 TL20= 3x4 TL20= 500 TL20= 2x5 TL2011
A B C D E F G
f
61
L K J I
5x5 TL20= 5x10 TL20= 5x4 TL20= 5x4 TL20- 5x10 TL20= 5x5 TL20=
3-4-0 6-4-8 9-5 0 12-5-8 15-9-8
3-4-0 3.0-8 3-0-8 3-0-8
LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.94 Vert(LL) -0.35 J-K 525 TL20 245/193
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(TL) 0.07 H n/a
BCDL 5.0 Code IBC2000/TPI2002 Matrix) Weight: 86 lb
LUMBER
TOP CHORD 2 X 4 SYP No.1
BOT CHORD 2 X 6 SYP SS
WEBS 2 X 4 SYP No.3
REACTIONS (lb/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,
BOT CHORD L-M=0/2903, K-L=0/6453, J-K=0/7628, I-J=0/6453, H-1=0/2903
WEBS B-M=-2959/0, B-L=0/2477, C-L=-1718/0, C-K=0/1124, D-K=-266/0,
BRACING
TOP CHORD Structural wood sheathing directly applied or 1-4-1 oc purlins,
end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
E-F=-4999/0, F-G=-338/0, G-H=-161/0
D-J=-266/0, E-J=0/1124, E-1=-1718/0, F-1=0/2477, F-H=-2959/0
NOTES (5)
1) Provide adequate drainage to prevent water ponding.
2) This truss has been designed for a 10.0 psf 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 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 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 orcertificationofthetrussdesigner.
LOAD CASE(S) Standard
1) Regular: Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (plo
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
Juu
LFT8
ss buss Iype CA Nly
TI ;
54904023 FLOOR {}
f
1
Universal Forest Products,lnc., Burlington, NC 27215) ` rr 5 200 s ep 31
1
uentex-Urlanclol2b09 A,L1,G/1sK/2-24-4
Job Reference (optional
003 MiTek Industries, Inc. Tue Feb 24 1
1-3-0
9-i'1-e
5x4 TL20=
1.5x3 TL20--
1.5x3 TL20=
A B
41
3x6 TL20 FP= 3x4 TL-20CDEFOH
030Sale a 1:31
1.5x3 TL2011
5x8 TL20= 1.5x3 TL2011 3x6 TL20
I J K L
III IIIIIIII
as
IIrQp1pL
IIIIIIIII :
i i
soI
IIIr11
i Illllppp II I III0p1,` .
A
AA lOneY2x3
TL20 11 5x4 TL20 X
w v U T 1.
5x3 TL2011 1.
5x3 TL2011 16-
8.1 s
R O O N M 3x6
TL20 FP= 3x4 TL20= 3x4
TL20= 5x5 TL20- 1-
7-8 1-
6-0 4-0-0 1 6-6-0 , 7-9-0_1„9-1.4 , 10-4-4_L___ 12-10-4 , --15-4-4 1 16-8-12_1 18.1-4 119=22-8_,_ 20-8-8_-_1 20-
8-8 Plate
Offsets (X &L_Edse,Q-? 8L EgeL_ LOADING (
psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL
40.0 Plates Increase 1.00 TC 0.56 Vert(LL) -0.14 V >999 360 TL20 245/193 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 WS 0.53 Horz(TL) 0.04 P n/a n/a BCDL
5.0 CodeFBC2001/TP12002 (Matrix) Weight: 111lb LUMBER -_
BRACING -----__----- - -- TOP
CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins, excep BOTCHORD4X2SYPNo.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: P-Q,O-P,N-O. REACTIONS (
lb/size) Z=824/0-8-0, M=-157/Mecllanical, 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) FORCES (
lb) - Maximum Compression/Maximum Tension TOP
CHORD Z-AA=-822/0, AA-AB=-822/0, A-AB=-822/0, L-M=-63/379, 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, H-
1=0/197, I-J=-6/538, J-K=-6/538, K-L=-6/538 BOT
CHORD Y-Z=0/0, X-Y=0/1500, W-X=0/2338, V-W=0/2554, U-V=0/2554, T-U=0/2554, S-T=0/1912, R-S=0/758, Q-R=01758, P-Q=-1197/0, O-P=-1197/0. N-0=-538/6, M-
N=0/0 WEBS
I-P=-1649/0, A-Y=0/1059, I-Q_0/1334, B-Y=-1002/0, H-4-1222/0, 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=-703/8, 1-0=0/965, J-O=-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 ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing whereindicatedandwithin4" 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 certificationofthetrussdesigner. 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: 54904023 Contractor/Job: 2509 ABC FLR Date Req:03/19/2004 Draw No:54904023FT8
JOD I fuss
54PO4023 FT9
Universal Forest Products,lnc.,
Truss Type
FLOOR
Dty I Ply
00 s SeD 30 21
Centex-Orlando/2509 A,B,C/jsk/2-24-4
Feb 24
A
A
B C D E F G
3x6 TL20 FPS
H I J K L M N
Scale o 1:3:
3x3 TL20 11
O P Q R
V Y V V V
3x6 TL20 FP=
20.6-8
3x3 TL2011
LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a n/a 999 TL20 245/193
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 S n/a n/a
BCDL 5.0 CodeFBC20011FPI2002 (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, exceptBOTCHORD4X2SYPNo.2 end verticals.
WEBS 4 X 2 SYP No.3 SOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 4 X 2 SYP No.3
REACTIONS (lb/size) AJ=53/20-6-8, S=6/20-6-8, AI=146/20-6-8, 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=147/20-6-8, X=147/20-6-8, W=147/20-6-8, V=145/20-6-8, 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=-4/0, B-C=-4/0, C-D=-4/0, D-E=-4/0, E-F=-4/0, F-G=-4/0, G-H=-4/0, H-I=-4/0, I-J=-4/0, J-I<=-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, Q-R=-4/0
BOT CHORD AI-AJ=0/0, AH-AI=0/0, AG-AH=0/0, AF-AG=0/0, AE-AF=0/4, AD-AE=0/4, AC-AD=0/4, AB-AC=0/4, AA-AB=0/4, Z-AA=0/4, Y-Z=0/4, X-Y=0/4, W-X=0/4,
V-W=0/4, U-V=0/4, T-U=0/4, S-T=0/4
WEBS B-AI=-132/0, C-AH=-134/0, 0-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=-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 one face or securely braced against lateral movement (i.e. diagonal web).
5) Gable studs spaced at 1-4-0 oc.
6) 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.
7) CAUTION, Do not erect truss backwards.
8) Truss shall be fabricated per ANSIlTPI 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.
9) THA422: Right and may be attached to 2 or more ply top chord of 19" maximum depth flat truss girder with Simpson THA422 orequal. 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
54904023 FT10
Truss Type
FLOOR
City Ply Centex-Orlando/2509 ABC/jsk/2-24-4
Job Reference o tional _
Universal Forest Products,lnc., Burlington, NC 27215, J 5.200 s Sep 30 2003 MiTek Industries, Inc. Tue Feb 24 16:26:38 2004 Page
4 ( -1-3-0 -1 i 1-0-0 0-1-8Sale - 12
3x4 TL20=
5x4 TL20= 3x4 TL20= 3x3 TL20= 3x3 TL20= 3x3 TL20= 3x3 TL20: = 3x6 TL20 FP= 5x4 TL20=
A a C T7 D E F G H I
To J
wl
V
XI
131.---- - 2-
T S R 0 P 0 N M
5x5 TL20= 3x4 TL20= 3x6 TL20 FP= 3x3 TL20= 3x3 TL20= 3x4 TL20= 5x5 TL20=
3x3 TL20=
1 1-6-0_, 4-0-0-'---_6 6 0 7-9-0 9-0-0_, 11-6-0 - 14-0-0 ---16 6=0 --_ ..__ 18-0-0 I
18-0-0
Plate Offsets XLY1_-t&Edge.0 1--8]L[4J_0-1-8 Ed e , U:0-1-8
LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.38 Vert(LL) 0.22 0 >979 360 TL20 245/193
TCDL 10.0 Lumber Increase 1.00 BC 0.81 Vert(TL) 0.34 N-O >620 240
BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(TL) 0.07 K n/a n/a
BCDL 5.0 CodeFBC2001/iP12002 (Matrix) Weight: 93lb
LUMBER
TOP CHORD 4 X 2 SYP No.2
SOT CHORD 4 X 2 SYP No.2
WEBS 4 X 2 SYP No.3
REACTIONS (lb/size) U=969/0-8-0, K=969/0-3-8
BRACING
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
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, I-J=-934/0
BOT CHORD T-U=0/0, S-T=0/1803, R-S=0/2923, Q-R=0/2923, P-Q=0/3508, O-P=0/3508, N-0=0/3482, M-N=0/2924, L-M=0/1803, 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=0/798, G-M=-762/0, C-S=-759/0, G-N=0/410, C-Q=0/475, F-N=-367/0, D-Q=-549/0,
F-0=-250/365, D-P=-113/161, E-0=-134/68
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 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.
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 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:54904023FT10
JOD«iss Iruss type
54904023 FTII FLOOR it
Universal Forest Products,lnc., Burlington, NC 272151 Jeff 5.200 s
4-11F8 1-3-0 I FOB
5x4 TL20-
1.5x3 TL20=
1.5x3 TL20=
A
X
w
My i
Uemex-UrlanOO/2509 A,U,U/lsW2-24-4
1
24 16:26:38 2004 Page
0-1-8
09-10,0-9-10
Scale = 1:2
1.5x3 TL20=
3x6 TL20 FP= 1.5x3 TL20 11 5x7 TL20- 1.5x3 TL20=
a C D E F o H I J
T1 - ------------- -T2---------
3
U T S R 0 P n N
2x3 TL20 11 5x4 TL20= 1.5x3 TL20 11
7-10-8
1-6-0 4-0-0 6-6 0 7-9-0 , 8-9-8 , 11
17-1-12
1 Z
Y
3x6 TL20 FP = 5x4 TL20:- 1.5x3 TL20 11
1-11-12
Plate OffsetsiXYZ-[A:Edge,0-1-8]--------
LOADING (psf) SPACING 2-0-0 CSI DEFL in loc) I/defl Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.35 Vert(LL) 0.12 R-S 999 360 TL20 245/193
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 n/a n/a
BCDL 5.0 CodeFBC2001/TPI2002 Matrix) Weight: 93lb
LUMBER
TOP CHORD 4 X 2 SYP No.2
SOT CHORD 4 X 2 SYP No.2
WEBS 4 X 2 SYP No.3
BRACING
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
6-0-0 oc bracing: M-N,L-M.
REACTIONS (lb/size) V=812/0.8-0, M=1033/0-3-8
Max Grav V=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=0/7, Y-Z=0/7, J-Z=0/7, A-B=-773/0, B-C=-1910/0, C-D=-2438/0, O-E=-2438/0, E-F=-2515/0, F-G=-2515/0,
G-H=-1897/0, H-1=-787/0, I-J=0/58
BOT CHORD U-V=-010, T-U=0/1487, S-T=0/2310, R-S=0/2515, Q-R=0/2515, P-Q=0/2295, O-P=0/1486, N-0=0/1486, M-N=-120/3, L-M=-123/0, K-L=0/0
WEBS I-M=-1004/0, A-U=0/1050, I-N=0/1047, S-U=-993/0, H-N=-974/0, B-T=0/589, H-P=0/588, C-T=-557/0, G-P=-570/0, C-S=-6/278, G-Q=-19/486, E-S=-285/130
E-R=-173/64, F-Q=-167/0, I-L=-0/107, 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 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 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
Z
bustomer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54904023Contractor/Job: 2509 ABC FLR Date Req:03/19/2004 Draw No:54904023FT11
JoD I fuss I fuss I ype
54904023 IFT12 IFLOOR 01y I Ply I Gentex-Urlanclo/2509 A.H,G/Isk/2-24 4
5.200 s Sep 30 2003
AE
Scale = 1:2
Us TL20 FP=
L B C D E F G H I J K L M N OT1T)
Y
t•t s s.-•--•---!•-----...-'•---..... a--
3x3 TL20= 3x6 TL20 FP=
1-6-0 4 0-0 1„ _ 6-6-0 _L 7- -0 , 8-9-8 , 11-3-8 1319-8 _ 15-2-0 _,_16.1-2 1 17-1-12 j
17-1-12
LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell L/d
TCLL 40.0 Plates Increase 1.00 TO 0.06 Vert(LL) n/a n/a 999
TOOL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a n/a 999
BOLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 P n/a n/a
BCDL 5.0 CodeFBC20011TP12002 Matrix)
LUMBER
TOP CHORD 4 X 2 SYP No.2
BOT CHORD 4 X 2 SYP No.2
WEBS 4 X 2 SYP No.3
OTHERS 4 X 2 SYP No-3
PLATES GRIP
TL20 245/193
Weight: 75 lb
BRACING
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/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=146/17-1-12, R=151/17-1.12, Q=129/17-1-12
Max Horz AD=6(load case 1)
FORCES (lb) - 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=-6/0, E-F=-6/0, F-G=-6/0, G-H=-6/0, H-I=-6/0,
I-J=-6/0, J-K=-6/0, K-L=-6/0, L-M=-6/0, M-N=-6/0, N-O=-6/0
BOT CHORD AC-AD=O/O, AB-AC=O/O, AA-AB=O/O, Z-AA=O/O, Y-Z=0/O, X-Y=0/O, W-X=0/6, V-W=0/6, U-V=0/6, T-U=0/6, S-T=0/6, R-S=0/6, Q-R=0/6, P-Q=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-Q=-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 10-0-0 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 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.
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:54904023FT12
JOD
tFT6AUSS54904023
Universal Forest Products,lnc.,
A
0-1-8
Iru SS lypa
Jeff
B 3x3 TL20=
Y
5.200 s
1
Job
c. Tue Feb 24-16:26 42 2004 Page
C
oojj$$
A
E
1
F
wi wi
BL1 BL1
B1
3-6-0 9-0
a_n
LOADING (psf) SPACING 2-0-0 CS'
TCLL 40.0 Plates Increase 1.00 TC 0.16
TCDL 10.0 Lumber Increase 1.00 BC 0.11
BCLL 0.0 Rep Stress Incr YES WB 0.04
BCDL 5.0 CodeFBC2001/TP12002 (Matrix)
LUMBER
TOP CHORD 4 X 2 SYP No.2
BOT CHORD 4 X 2 SYP No.2
WEBS 4 X 2 SYP No.3
REACTIONS (lb/size) E=186/0-3-8, D=186/0-3-8
FORCES (lb) - 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=-3/0
BOT CHORD D-E=0/155
WEBS 8-E=-184/0, B-D=-184/0
DEFL in (loc) I/deft Ud PLATES GRIP
Vert(LL) n/a - n/a 999 TL20 245/193
Vert(TL) 0.03 D-E 999 240
Horz(TL) 0.00 D n/a n/a
Weight: 23 lb
Scale - 1:7
BRACING
TOP CHORD Structural wood sheathing directly applied or 3-9-0 oc purlins,
end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
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 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.
4) Truss shall be fabricated per ANSI/fPI 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
G
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: 54602612
Centex Homes Orlando 2509 A Roof 66 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:
53906901 G E18 53906901 CJ3
53906901 GE15 53906901 CA
53906901 T16
53906901 G17
53906901 EJ7
53906901 HJ7
53906901 H1
53906901 H2
53906901 H3
53906901 H4
53906901 H5
53906901 H6
53906901 T7
53906901 H9
53906901 H10
53906901 H11
53906901 H12
53906901 H13
53906901 H14
53906901 CJ5
Loading (psf) TCLL 20 TCDL 10 BCLL 0 BCDL 10
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
7 7/14/2004
Joh . Presley License # 55886
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 ANSI/TPI-2002 Sec. 2.
Eastern Division
5631 South NC 62 13urlington. NC 27215 Tel: (336) 226 9356 fax: (336) 476 9146
Job Truss Type Qty Ply Gentex-Urlando/2509-A/ISK/4-1U-J
S3906901 • IGE18 JTrussROOF TRUSS 11 11 I _
1-0-0 3-6-0 7-0-0
1-0-0 3-6-0 3-6-0
5x4
3x4 = 3x4 ==
7.0-0
1-0-0
Scale - 1:
LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.10 Vert(LL) -0.00 F >999 TL20 245/193
TCDL 10.0 Lumber Increase 1.25 BC 0.08 Vert(TL) -0.01 F >999
BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(TL) 0.00 D n/a
BCDL 10.0 Code FBC2001 (Matrix) 1 st LC LL Min I/deft - 240 Weight: 27 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 ceiling directly applied or 10-0-0 oc bracing.
WEBS 2 X 4 SYP No.3
REACTIONS (lb/size) B-333/0-8-0, D-333/0-8-0
Max Horz B--52(load case 5)
Max UpliftB=-153(load case 4), D--153(load case 5)
FORCES (lb) - First Load Case Only
TOP CHORD A-B-22, B-C--318, C-D--318, D-E=22
SOT CHORD B-F-244, D-F-244
WEBS C-F=74
NOTES (4)
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.Opsf; occupancy category ll; 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 mechanical connection (by others) of truss to bearing plate capable of withstanding 153 lb uplift at joint B and 153 lb uplift at joint D.
4) Truss shall be fabricated per ANSI/fPI 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 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.
LOAD CASE(S) Standard
Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shopp No: 53906901
Contractor/Job: 2509 EL.A RF Date Req:04/24/2003 Draw No:53906901 GE18
Job I russ
53906901 GE15
Universal Forest Products, Inc., Burling
Truss Type
ROOF TRUSS .
1-0-0 5-1-14 9-8-0
1-0-0 5-1-14 `4-6-2
3x6 =
2x3 II H 2x3 II
my Ply Centex-Orlando/2509-A/Isk/4-19-3
1 1
Job Reference (o tional
120 2003 MiTek Industries, Inc. Wed Apr 23 083
14-2 2 19-4-0
4-6-2 5-1-14
2x3 II 2x3 11 2x3 II 2x3 II 3x6 _ 2x3 II 2x3 11 2x3 II 20 11
2x3 II 2x3 N
2003
6-3-4 I 9-8-019-4-0 6-
3-4 3-4-12 LOADING (
psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL
20.0 Plates Increase 1.25 TC 0.23 Vert(LL) 0.04 B-Z >999 TL20 245/193 TCDL
10.0 Lumber Increase 1.25 BC 0.28 Vert(TL) -0.06 B-Z >999 BCLL
0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 N n/a BCDL
10.0 Code FBC2001 (Matrix) 1 st LC LL Min I/deft - 240 Weight: 100 Ib 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 ceiling directly applied or 10-0-0 oc bracing. OTHERS
2 X 4 SYP No.3 1-
0-0 Scale
m 1:f REACTIONS (
lb/size) N-212/13-0-12, B=308/0-8-0, V-160/13-0-12, W--190/13-0-12, X-572/13-0-12, T-83/13-0-12, S-106/13-0-12, R=126/13-0-12, Q-
14/13-0-12, P=295/13-0-12 Max
Horz X-111(load case 4) Max
UpliftN=-90(load case 5), B=-146(load case 4), V=-32(load case 4), W=-190(load case 1), X 248(load case 4), S--56(load case 5), R--
54(load case 5), Q--17(load case 5), P=-119(load case 5) Max
GravN-212(load case 1), B=308(load case 1), V=160(load case 1), W-70(load case 4), X=572(load case 6), T-86(load case 7), S=
107(load case 7), R=126(load case 1), Q=14(load case 7), P=295(load case 7) FORCES (
lb) - First Load Case Only TOP
CHORD A-B=22, B-C--119, C-D--57, D-E=-37, E-F=-116, F-G=-67, G-H--67, H-1--66, I-J--77, J-K--76, K-L--69, L-M--94, M-N=-102, N-O=21 BOT
CHORD B-Z-56, Y-Z-56, X-Y-56, W-X=O, V-W=O, U-V=O, T-U-56, S-T-56, R-S-56, Q-R-56, P-Q=56, N-P=56 WEBS
G-V=-72, F-W=39, E-X--285, D-Y=-28, C-Z=-54, I-T=-52, J-S--82, K-R--90, L-Q=-23, M-P=-204 NOTES (
7) 1)
Unbalanced roof live loads have been considered for this design. 2)
Wind: ASCE 7-98 per FBC2001; 11Omph; h=25ft; TCDL=6.Opsf; BCDL-6.Opsf; 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)
Truss designed for wind loads in the plane of the truss only. 4)
Gable studs spaced at 1-4-0 oc. 5)
Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 90 lb uplift at joint N, 146 lb uplift at joint B, 32 lb uplift at join V,
190 lb uplift at joint W, 248 lb uplift at joint X, 56 lb uplift at joint S, 54 lb uplift at joint R, 17 lb uplift at joint Q and 119 lb uplift at joint P. 6)
Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) N. 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 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: 53906901 Contractor/
Job: 2509 EL.A RF Date Req:04/24/2003 Draw No:53906901 GE15
Truss Truss Type Qty Ply Centex-Orlando/2509-A/jsk/4-19-3Job
53906901 T16 H llE3$ - " .. ,
a1e
1 1
Job Reference_(optional) _
Universal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr 5.000 s Feb 20 2003 MiTek Industries, Inc. Wed Apr 23 08:33:37 2003 Page
1-0-0 6-5-6 9-8-0 12-10-10 19-4-0 20-4-0
1-0-0 6-5-6 3-2-10 3-2-10 6-5-6 1-0.0
Scale — 1::
5x4 =
0
2x30-/" 5.00 12
C =',
2x3:
1
3x5 = H 3x5 =
5x8 =
9-8-0 I 19-4-0 1
9-8-0 9-8-0
Plate ffse!gOffsets X,Y): IH.0=4-0,0-3-01
LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.35 Vert(LL) 0.08 B-H >999 TL20 245/193
TCDL 10.0 Lumber Increase 1.25 BC 0.50 Vert(TL) 0.23 B-H >986
BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.03 F n/a
BCDL 10.0 Code FBC2001 Matrix) 1 st LC LL Min I/deft = 240 Weight: 81 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) F-830/0-3-8, B-830/0-3-8
Max Horz 13-110(load case 4)
Max UpliftF=-270(load case 5), 8--270(load case 4)
BRACING
TOP CHORD Sheathed or 5-0-4 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
FORCES (lb) - First Load Case Only
TOP CHORD A-B-22, B-C--1379, C-D--1072, D-E--1072, E-F--1379, F-G-22
BOT CHORD B-H-1221, F-H-1221
WEBS C-H--366, D-H-690, E-H--366
NOTES (4)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-98 per FBC2001; 11Omph; h=25ft; TCDL-6.Opsf; BCDL=6.Opsf; 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 mechanical connection (by others) of truss to bearing plate capable of withstanding 270 lb uplift at joint F and 270 lb uplift at joint B.
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 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: 53906901
Contractor/Job: 2509 EL.A RF Date Req:04/24/2003 Draw No:53906901 T16
Job Truss Truss Typq _ Qty Ply Centex- Orlando/2509-A/jsk/4-19-3
53906901 G17 COMMON 1 3
Job Reference (optional)
Universal Forest Products,lnc., Burlington, NC 27215 Jeff Kerr 5.000 s Feb 2tl 2003 MiTek Industries, Inc. Wed Apr 23 08:33 38 2003 Page
7-0-12 9-8-0 12-3-4 19-4-0 20-4-0
7-0-12 2-7-4 2-7-4 7-0-12 1-0-0
Scale - 1::
5x4 =
D
3x4 - 3x4 J
3x4 3.4
B — N
W4 \ W4-... -! y\
q
H I,
5x7 =
M L K I 5x7 =!
3x6 11 7x6 = 8x8 = 7x6 = 3x6 it
f- 7-0-12 -----98-0 i- -- 12-3 4-- I------- 19-4-0 -- I
7-0-12 2-7-4 2.7.4 7-0-12
Plate Offsets (X,Y): (A:0-3-6,0 0-0)i[F:0 0 0 0 0-0 LjG:0-3-6 0-0-01AI:0_0-0 0-4 4L00-0 [J:0-3-0,0 4-4j, [L.,3-O'--- L -- _.- -
LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.42 Vert(LL) 0.17 K >999 TL20 245/193
TCDL 10.0 Lumber Increase 1.25 BC 0.98 Vert(TL) -0.26 K-L >869
BCLL 0.0 Rep Stress Incr NO WB 0.85 Horz(TL) 0.06 G n/a
BCDL 10.0 Code FBC2001 Matrix) 1 st LC ILL Min I/deft - 240 Weight: 381 lb
LUMBER
TOP CHORD 2 X 4 SYP No.2
BOT CHORD 2 X 8 SYP No.2
WEBS 2 X 4 SYP No.3
REACTIONS (lb/size) A=7819/0-3-8, G=5556/0-3-8
Max HorzA--126(load case 5)
Max UpliftA 2536(load case 5), G=-1895(load case 5)
BRACING
TOP CHORD Sheathed or 5-7-11 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
FORCES (lb) - First Load Case Only
TOP CHORD A-B--15883, B-C--13343, C-D--10827, D-E=-10823, E-F--13530, F-G--13257, G-H-29
BOT CHORD A-M=14702, L-M-14702, K-L-12296, J-K=12462, 1-J-12249, G-1-12249
WEBS C-L-3367, D-K-7962, E-J=3643, C-K--3380, E-K--3624, B-M-1928, B-L--2751, F-1--571, F-J-244
NOTES (7)
1) Special hanger(s) or connection(s) required to support concentrated load(s) 3053.01b down and 1049.51b up at 12-3-4 on bottom chord. Design for
unspecified connection(s) is delegated to the building designer.
2) 3-ply truss to be connected together with 10d Common(.148"x3") Nails as follows:
Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc.
Bottom chords connected as follows: 2 X 8 - 4 rows at 0-4-0 oc.
Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc.
Special hanger(s) or connection(s) required to support concentrated load(s) 3053.01b down and 1049.51b up at 12-3-4 on bottom chord. Design for
unspecified connection(s) is delegated to the building designer.
3) Unbalanced roof live loads have been considered for this design.
4) Wind: ASCE 7-98 per FBC2001; 11Omph; h-25ft; TCDL-6.Opsf; BCDL-6.Opsf; occupancy category II; exposure 8; 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.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2536 lb uplift at joint A
and 1895 lb uplift at joint G.
6) Special hanger(s) or connection(s) required to support concentrated load(s) 3053.01b down and 1049.51b up at 12-3-4
on bottom chord. Design for unspecified connection(s) is delegated to the building designer.
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 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
Regular: Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: A-J--740.0, G-J--20.0, A-D=-60.0, D-H--60.0
Concentrated Loads (lb)
Vert: J=-3053.0
Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906901
Contractor/Job: 2509 EL.A RF Date Req:04/24/2003 Draw No:53906901 G17
Job Truss Truss Type Oty Ply Centex-Orlando/2509-Alsk/4-19-3
53906901LReferenceEJ7RQ'F'°Nt ..::....._r.. 27 1
Job L tip onal)
Universal Forest Products, Inc., Burlington, NC 27215, Jeff Kerr 5.000 s Feb 20 2003 MiTek Industries, Inc. Wed Apr 23 08:33:38 2003 Page
1-0-0
Scale m 1:'..
3A =
6-11-4 0-0-12
LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.59 Vert(LL) n/a - n/a TL20 245/193
TCDL 10.0 Lumber Increase 1.25 BC 0.21 Vert(TL) 0.17 A >80
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C n/a
BCDL 10.0 Code FBC2001 (Matrix) 1 st LC ILL Min I/defl = 240 Weight: 23 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 ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) C-198/Mechanical, B=346/0-3-8, D-68/Mechanical
Max Horz B=159(load case 5)
Max UpliftC--165(load case 5), B--75(load case 4)
FORCES (lb) - First Load Case Only
TOP CHORD A-B-22, B-C-62
BOT CHORD B-D-0
NOTES (3)
1) Wind: ASCE 7-98 per FBC2001; 11 Omph; h-25ft; TCDL=6.Opsf; 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.
2) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 165 lb uplift at joint C and 75 lb uplift at joint B.
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 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.
LOAD CASE(S) Standard
0
Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906901
Contractor/Job: 2509 EL.A RF Date Req:04/24/2003 Draw No:53906901 EJ7
Job Truss
53 1 HJ7 TRUSS
Products,lnc., Burlington, NC 27215, Jeff Kerr
1-6-8 --- 5-8-3
1-6-81-6-8 5-8-3
Qty Ply Centex-Orlando/2509-AfIsk/4-19-3
3 1
Job Reference (optional)
5.000 s Feb 20 2003 MiTek Industries, Inc. Wed Apr 23 08:33:38 2003 Page
I— — 9-70-1 -- —I
4-1-13
Scale - 1:1
9-
5 u-u-1i
LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.37 Vert(LL) 0.03 F-G >999 TL20 245/193
TCDL 10.0 Lumber Increase 1.25 BC 0.40 Vert(TL) -0.06 F-G >999
BCLL 0.0 Rep Stress Incr NO WS 0.26 Horz(TL) 0.01 E n/a
BCDL 10.0 Code FBC2001 (Matrix) 1 st LC ILL Min I/defl = 240 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 ceiling directly applied or 10-0-0 oc bracing.
WEBS 2 X 4 SYP No.3
REACTIONS (lb/size) B=435/0-3-8, E=408/Mechanical, D=222/Mechanical
Max Horz 8=193(load case 4)
Max UpliftB--242(load case 2), E 64(load case 3), D=-179(load case 5)
FORCES (lb) - First Load Case Only
TOP CHORD A-B-24, B-C=-858, C-D-46
SOT CHORD B-G-800, F-G-800, E-F=O
WEBS C-G=169, C-F=-877
NOTES (3)
1) Wind: ASCE 7-98 per FBC2001; 110mph; h=25ft; TCDL=6.Opsf; BCDL=6.Opsf; occupancy category II; exposure B; enclosed; MWFR S 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 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.
LOAD CASE(S) Standard
1) Regular: Lumber Increase-1.25, Plate Increase-1.25
Uniform Loads (plf)
Vert: A-B=-60.0
Trapezoidal Loads (pit)
Vert: B=0.0-to-E=-49.5, B=-2.2-to-D=-148.5
ff
Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906901
Contractor/Job: 2509 EL.A RF Date Req:04/24/2003 Draw No:53906901 HJ7
Job I Truss !Truss
52906901 - I H1 MONO HIP
27215,
Qty I Ply I Centex -Orlando/2509-A/jsk/4-19-3
5.000 s Feb 20 2003 MiTek Industries,
1-0-Q 7-0-0 12-10-10 18-7-9 24-4-7 30-1-6 36-0-0I-- , — -..... F --- - L __-.._...._..- ---- L__.... - --- - -- F— --- - ._._...__... - --- -i
1-0-0 7-0-0 5-10-10 5-8-14 5-8-14 5-8-14 5-10-10
Scale - 1:6
5.00 F12
500 =
700 —
5x6 = 5x6 = 5x8 = 2x5 II 5x6= 5x10 =
2x5 II 500OHM= 5x6= 5x6= 500M1118H= 700 3x5II
500 —
7-1-12 12-10 10 18-7-9 24-4.7 30-1-6 36-0-0
7-1-12 5-8-14 5-8-14 5-8-14 5-8-14 5-10-10
Plate Offsets 8:0 2 7 E, dge]_[C:0-3-4,0-4-0 ,[K:0
LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP
TOLL 20.0 Plates Increase 1.25 TC 0.98 Vert(LL) 0.79 N-0 >544 TL20 245/193
TCDL 10.0 Lumber Increase 1.25 BC 0.92 Vert(TL) -1.12 N-O >383
BCLL 0.0 Rep Stress Incr NO WB 0.86 Horz(TL) 0.19 J n/a
BCDL 10.0 Code FBC2001 Matrix) 1st LC LL Min I/deft - 240 Weight: 230 lb
LUMBER
TOP CHORD 2 X 6 SYP No.2 *Except*
T1 2 X 4 SYP No.1
BOT CHORD 2 X 6 SYP No.1 *Except*
B22X6SYP SS WEBS
2 X 4 SYP No.i *Except* W3
2 X 4 SYP No.2, W2 2 X 4 SYP No.3 W2
2 X 4 SYP No.3, W2 2 X 4 SYP No.3 W2
2 X 4 SYP No.3, W2 2 X 4 SYP No.3 REACTIONS (
lb/size) J-3136/Mechanical, B-3053/0-3-10 (input: 0-3-8) Max
Horz B=163(load case 3) Max
UpliftJ=-1273(load case 3), B--1058(load case 3) BRACING
TOP
CHORD Sheathed, except end verticals. BOT
CHORD Rigid ceiling directly applied or 4-1-8 oc bracing. WEBS
1 Row at midpt I-K FORCES (
lb) - First Load Case Only TOP
CHORD A-B=26, B-C=-7057, C-D=-9389, D-E--10135, E-F--8829, F-G=-8829, G-H=-8829, H-I=-5501, I-J=-2966 BOT
CHORD B-Q=6455, P-Q=6472, 0-P=6472, N-0-9387, M-N=10135, L-M=5501, K-L=5501, J-K-190 WEBS
C-Q=326, D-0=-1177, E-N=-114, G-M--738, H-K--2378, C-0=3235, D-N=832, E-M--1453, H-M=3701, I-K=5908 NOTES (
9-10) 1)
Unbalanced roof live loads have been considered for this design. 2)
Wind: ASCE 7-98 per FBC2001; 11Omph; h=25ft; TCDL=6.Opsf; BCDL-6.Opsf; 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)
All plates are TL20 plates unless otherwise indicated. 5)
WARNING: Required bearing size at joint(s) B greater than input bearing size. 6)
Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1273 lb uplift at joint J and 1058
lb uplift at joint B. 7)
Girder carries hip end with 7-0-0 end setback 8)
Special hanger(s) or connection(s) required to support concentrated load(s) 385.01b down and 310.81b up at 7-0-0 on top
chord. Design for unspecified connection(s) is delegated to the building designer. 9)
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. 10)
Right end 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 1)
Regular: Lumber Increase-1.25, Plate Increase-1.25 Uniform
Loads (plf) Vert:
B-J=-43.5, A-Cm-60.0, C-1=-130.6 Concentrated
Loads (lb) Vert:
C=-385.0 I
Customer
No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906901 Contractor/
Job: 2509 EL.A RF Date Req:04/24/2003 Draw No:53906901 H1
Job Truss
53306901 H2
Truss Type
MONO HIP
w Nyw"".L41ah
Burlingtc fr127215, JE Qty
Ply 5.
000 s Feb 20 2003 h Centex -
Orlando/2509-Msk/4-19-3 Job
Reference ek
Industries, Inc 23 08:33:39 2003 I!-
9T 5-8-14 9-0-0 l— 15-9-14 22-6-0 29 2-2 I 36-0-0 1-
0-0 5-8-14 3-3-2 6-9-14 6-8-2 6-8-2 6-9-14 Scale =
1:6 5x7
3x6 =
5x8 = 3x6 5x5 .= 3x7 =
O N M L K J I 3x6 =
3x8 = 3x6 3x8 = 3x8 = 3x6 = 2x5 II 5-
8.14 9-1-12 15-9.14 22-6-0 29-2.2 36-0-0 5-
8-14 3-4-14 6-8-2 6-8-2 6-8-2 6-9-14 Plate
Offsets (X,Y):[D:0-5-4,0-2-81L[F:0-4-0,0-3-0]_ LOADING (
psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL
20.0 Plates Increase 1.25 TC 0.94 Vert(LL) 0.30 L-M >999 TL20 245/193 TCDL
10.0 Lumber Increase 1.25 BC 0.74 Vert(TL) -0.51 L-M >848 BCLL
0.0 Rep Stress Incr NO WB 0.80 Horz(TL) 0.11 1 n/a BCDL
10.0 Code FBC2001 (Matrix) 1 st LC LL Min I/deft - 240 Weight: 185 lb LUMBER
BRACING TOP
CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 3-0-14 oc purlins, except end verticals. BOT
CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 5-10-11 oc bracing. WEBS
2 X 4 SYP No.3 REACTIONS (
lb/size) B-1498/0-3.8, 1=1427/Mechanical Max
Horz 8=220(load case 3) Max
UpliftB= 431(load case 2), 1--483(load case 3) FORCES (
lb) - First Load Case Only TOP
CHORD A-B-22, B-C--3062, C-D=-2815, D-E=-3374, E-F=-3210, F-G=-3210, G-H=-2114, H-1--1354 BOT
CHORD B-0-2766, N-0=2580, M-N-2580, L-M=3374, K-L-2114, J-K-2114, I-J=69 WEBS
D-0-314, C-0 -238, E-Ms-324, F-L=-391, G-J=-1037, D-M=908, E-L=-188, G-L-1260, H-J=2352 NOTES (
4-5) 1)
Wind: ASCE 7-98 per FBC2001; 110mph; h-25ft; TCDL=6.Opsf; BCD L-6. Opsf -.occupancy category 11; exposure B; enclosed; MW FRS 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 431 lb uplift at joint B and 483 lb uplift at joint I. 4)
Truss shall be fabricated per ANSI/fPI 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 responsibilitl 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 end 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 4
Customer
No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906901 Contractor/
Job: 2509 EL.A RF Date Req:04/24/2003 Draw No:53906901 H2
goo Truss Truss type
5$906901 • I H3 I ROOF TRL
Universal Forest Products, Inc., Burli
uty I Hly I C;entex-Uri ando/G509-A/Isk/4-19-3
Inc. 2003
1.0- 6-5-3 11-0-0 25-0-0 29-6-13 36 0 0
1-0-0 6-5-3 4-6.13 14-0-0 4-6.13 6-5-3
Scale - 1:6
5x6 =
2x3 II 5x6 =
30 = M L K J I 3x7 ==
3x6 = 3x8 = 3x8 = 3x8 3x6 -_
9-3.14 1 18-0-0 26-8 2 36-0-0
9-3-14 8-8-2 8-8-2 9-3-14
Iy
0
Plate Offsets (X,Y): [D:0-3 00 2 4 tLF:O 3 0 0-2-4]
LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.45 Vert(LL) 0.22 K >999 TL20 245/193
TCDL 10.0 Lumber Increase 1.25 BC 0.80 Vert(TL) -0.43 K-M >999
BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(TL) 0.13 H n/a
BCDL 10.0 Code FBC2001 Matrix) 1st LC LL Min I/defl - 240 Weight: 167 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) H-1427/Mechanical, B=1498/0-3-8
Max Horz B-131(load case 4)
Max UpliftH--328(load case 3), B= 382(load case 2)
BRACING
TOP CHORD Sheathed or 32-14 oc purlins.
BOT CHORD Rigid ceiling directly applied or 7.9-2 oc bracing
FORCES (lb) - First Load Case Only
TOP CHORD A-B-22, B-C=-3046, C-D=-2782, F-G=-2789, G-1-1--3057, D-E=-2829, E-F--2829
BOT 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-1=440, G-1=-315, E-K=-443, D-K=549, F-K=544
NOTES (5-6)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-98 per FBC2001; 11Omph; h-25ft; TCDL-6.Opsf; BCDL=6.Opsf; 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 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 bracingrequiredfortheoverallbuildingdesign. 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.
6) H28R: Right end 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: 53906901Contractor/Job: 2509 EL.A RF Date Req:04/24/2003 Draw No:53906901 H3
ioo Iruss truss type
Wv3p`VSsuvwu4i4iw -.
53906901 H4 ROOF TRUSS
Uty I Y'Iy I L:entex-Ullana0/2t)uu-wisK74-1 U-J
1 11
1i 0T 6.5-3 _I 13-0-0
1-0-0 6-5-3 6-6-13
eff Kerr 5.000 s Feb 20 2003 MiTek Industries, Inc. Wed Apr 23 08:33:40 2003 Page
23-0-0 29-6-13 36-0-0
10-0-0 6-6-13 6-5-3
Scale - 1:6
5x6 = 5x62x311
b
3x7 = M L K J I 3x7 =
3x6 == 3x8 = 3x8 = 3x8 = 3x6 =
I 9-3-14 _ 18.0-0 ---- i 26 8 2 I------ — 36-0-0-- -- -- —I
9-3-14 8.8-2 8-8-2 9-3-14
Plate Offsets X,Y) p.'0-3-0,0-2^4j,jF_0-3-0,0-2-4j
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) 0.18 K >999 TL20 245/193
TCDL 10.0 Lumber Increase 1.25 BC 0.79 Vert(TL) -0.39 K-M >999
BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(TL) 0.13 H n/a
BCDL 10.0 Code FBC2001 (Matrix) 1st LC LL Min I/defl — 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 I
REACTIONS (lb/size) H=1427/Mechanical, B-1498/0-3-8
Max Horz B-149(load case 4)
Max UpliftH=-319(load case 5), 8=-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 B-M-2777, L-M=2174, K-L=2174, J-K=2176, I-J=2176, H-1-2788
WEBS C-M--394, D-M-552, F-1=560, G-1=-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; TCDL-6.Opsf; BCDL-6.Opsf; 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 319 lb uplift at joint H and 389 lb uplift at joint B.
5) Truss shall be fabricated per ANSI/f'PI 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.
6) H28R: Right end 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: 53906901
Contractor/Job: 2509 EL.A RF Date Req:04/24/2003 Draw No:53906901 H4
Job Truss Truss type
53906901 • 1-15 ROOF TRUSS
Universal Forest Products,lnc., Burlington,' 215, Jeff Kerr 5.000 s
1-0- 6-5-3 11-10-14 15-0-0 21-0-0
1-0-0 6.5-3 5-5-10 3-1-2 6-0-0
5.00 12 5x6 =
E
Oty MyGentex-Urlanoo/2bU9-All SK/4-19-J 1
1 Job
Reference (o tp Tonal) i
202003MiTek Industries, Inc. Wed Apr 23 08:33 24-
1-2 29-6-13 36-0-0 t._ ---- -I ------ f — -- - 3-
1-2 5-5-10 6-5-3 5x6 =
F
Scale -
II 30 =
N M L K J 3x7 = 3x6 =
3x8 = 500 = 3x8 3x6 = 9-
3-14 18-
0-0 8-
8-2 8-8-2 9-3-14 f6
Plate
Offsets X Y Q:0-4-0,0_3.0j, [E:0-3-0,0-2-4], LO_3-0,0-2-4j, [G:0-4.0,0 LOADING (
psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL
20.0 Plates Increase 1.25 TC 0.43 Vert(LL) -0.17 L >999 TL20 245/193 TCDL
10.0 Lumber Increase 1.25 SC 0.78 Vert(TL) -0.38 I-J >999 BCLL
0.0 Rep Stress Incr YES WB 0.66 Horz(TL) 0.13 1 n/a BCDL
10.0 Code FBC2001 Matrix) 1 st LC LL Min I/deft - 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 BRACING
TOP
CHORD Sheathed or 3-3-1 oc purlins. BOT
CHORD Rigid ceiling directly applied or 7-4-12 oc bracing. REACTIONS (
lb/size) B=1498/0-3-8, 1-1427/Mechanical Max
Horz B=168(load case 4) Max
UpliftB=-413(load case 4), 1=-343(load case 5) FORCES (
lb) - First Load Case Only TOP
CHORD A-B=22, B-C--3063, C-D=-2770, D-E--1983, F-G=-1983, G-H--2778, H-I=-3073, E-F=-2021 BOT
CHORD B-N=2768, M-N=2265, L-M=2265, K-L=2268, J-K=2268, I-J=2779 WEBS
C-N=-3711 D-N=496, G-J=504, H-J=-377, E-L=505, F-L=504, G-L=-596, D-L=-593 NOTES (
5-6) 1)
Unbalanced roof live loads have been considered for this design. 2)
Wind: ASCE 7-98 per FBC2001; 11 Omph; 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 413 lb uplift at joint B and 343 lb uplift at joint I. 5)
Truss shall be fabricated per ANSI/fPI 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. 6)
H28R: Right end 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: 53906901 Contractor/Job: 2509 EL.A RF Date Req:04/24/2003 Draw No:53906901 H5
Job I russ I russ I ype Qty Ply I Centex -00ando/2509-A/jsk/4-19-3
53906901 I H6 ROORUSS
5, 5.000 s Feb 20 2003
Job Reference (optional)
ek Industries, Inc. Wed Apr 23 08:33:41 2003
1 0 6 5 3 11-10-14 17-0-0 19-0-0 24-1-2 29-6 13 _ 36-0-0
1-0-0 6-5-3 5-5-10 5-1-2 2-0-0 5-1-2 5-5-10 6-5-3
Scale - 1:6
5.00 r2 5x6 == 5x6 =
Iq0
30 = N M L K J 3x7 =
3x6 = 3x8 = 512 = 3x6 = 3x6 =
9-3-14 18-0.0 26-8-2 36-000
9-3-14 8-8-2 8-8-2 9-3-14
Plate Offsets-,Y : [D:0.4-0,0-3-0]1fE:0-3-0,0-2-4 F:0-3-0 0-2-4]1[G:0-4-0,0-3-0 _
LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.44 Vert(LL) 0.17 L >999 TL20 245/193
TCDL 10.0 Lumber Increase 1.25 BC 0.78 Vert(TL) -0.38 I-J >999
BCLL 0.0 Rep Stress Incr YES WB 0.75 Horz(TL) 0.13 1 n/a
BCDL 10.0 Code FBC2001 (Matrix) 1 st LC LL Min I/deft = 240 Weight: 183 lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 3-3-0 oc purlins.
BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 7-1-0 oc bracing.
WEBS 2 X 4 SYP No.3
REACTIONS (lb/size) B-1498/0-3-8, 1-1427/Mechanical
Max Horz B=I86(load case 4)
Max UpliftB=-435(load case 4), I--364(load case 5)
FORCES (lb) - First Load Case Only
TOP CHORD A-B-22, B-C=-3057, C-D=-2773, D-E--1947, F-G--1947, G-H--2780, H-1=-3067, E-F=-1812
BOT 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--693
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.Opsf; occupancy category 11; exposure 8; 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 364 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.
6) H28R: Right end 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
1-
Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906901
Contractor/Job: 2509 EL.A RF Date Req:04/24/2003 Draw No:53906901 H6
Job Truss Trust e Qty Ply 4-19-3
53906901 ' IT7 IROOF TRUSS 11 11 I Centex-Orlando/2509-A/jsk/.
27215, 5.000 s Feb 20 2003 MiTek Industries, Inc. Wed Apr 23 08:33:42 2003 Page
b/
1-0-Q 6-5-3 11-10-14 18-0-0 24-1.2 29-6-13 36-0-0
1-0-0 6-5-3 5-5-10 6-1-2 6-1-2 5-5-10 6-5-3
Scale - 1:0
5x6 =
5.00 12
3x7 = M L K J 1 30
9-3-14
9-3-14
3x6 =- 3x8 = 3x8 = 3x8 = 3x6
18 0-0 26-8-2 36-0-0
8-8-2 8-8-2 9-3-14
Plate Offsets XLY D:0-4-0,0-3-0],(F:0-4-0,0-3-0]
LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.44 Vert(LL) 0.18 K >999 TL20 245/193
TCDL 10.0 Lumber Increase 1.25 BC 0.79 Vert(TL) -0.39 H-1 >999
BCLL 0.0 Rep Stress Incr YES WB 0.80 Horz(TL) 0.13 H n/a
BCOL 10.0 Code FBC2001 (Matrix) 1st LC LL Min I/dell = 240 Weight: 174 lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 3-3-0 oc purlins.
BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 6-11-8 oc bracing.
WEBS 2 X 4 SYP No.3
REACTIONS (lb/size) 9-1498/0-3.8, H=1427/Mechanical
Max Horz B-195(load case 4)
Max UpliftB=-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=-2781, G-H--3066
SOT CHORD B-M=2760, L-M-2281, K-L=2281, 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-I=-355
NOTES (4-5)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-98 per FBC2001; 11 Omph; 11=2511; TCDL=6.Opsf; BCDL=6.Opsf; 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 mechanical connection (by others) of truss to bearing plate capable of withstanding 444 lb uplift at joint B and 374 lb uplift at joint H.
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 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.
5) H28R: Right end 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
i,
Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906901
Contractor/Job: 2509 EL.A RF Date Req:04/24/2003 Draw No:53906901T7
Job
IT8Truss I Truss Type I Qty I Ply I Centex-Orlando/2509-A/jsk/4-19-3
53906901 ROOF TRUSS I 1 1
Inc., Burlington, 5.000 s Feb 20 2003
Job Reference (
k Industries, Inc 22 06:29:01 2003
1 6-5-3, 11__10_-14. _ 18-0-0 _ 24-1-2- 29-6-13 36-0-0 7-0
1-0-0 6-5-3 5-5-10 6-1-2 6-1-2 5-5-10 6-5-3 1-0.0
Scale . 1:6(
5x6
5.00 V2
3x7 = N M L K J 3x7 =
9-3.14
9-3-14
3x6 = 3x8 -- 3x8 = 3x8 = 3x6 =
18-0-0 26-8-2 36-0-0
8.8.2 8-8-2 9-3-14
Plate Offsets (XY)__ [D 0-4-0 0-3-0 L[F:0-4-0,0-3-0j
LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.42 Vert(LL) 0.18 L >999 TL20 245/193
TCDL 10.0 Lumber Increase 1.25 BC 0.75 Vert(TL) -0.41 H-J >999
BCLL 0.0 Rep Stress Incr YES WB 0.80 Horz(TL) 0.13 H n/a
LOADING
10.0 Code IBC2000 (Matrix) 1 st LC LL Min I/deft - 240 Weight: 176 lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 3-3-6 oc purlins.
BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 6-11-15 oc bracing.
WEBS 2 X 4 SYP No.3
REACTIONS (lb/size) B-1497/0-3-8, H=1497/0-3-8
Max Horz B=-187(load case 6)
Max UpliftB=-444(load case 5), H=444(load case 6)
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=481, D-L--704, E-L-1050, F-L--704, F-J=481, G-J--349
NOTES (5)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-98 per IBC2000; 11 Omph; h-25ft; TCDL-6.Opsf; BCDL-6.Opsf; occupancy category II; exposure 8; 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 444 lb uplift at joint B and 444 lb uplift at joint H.
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 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,
LOAD CASE(S) Standard
Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906901
Contractor/Job: 2509 EL.A RF Date Req:04/24/2003 Draw No:53906901T8
Job Truss Truss Type Centex-Orlando/2509-A/jsk/4-19-3
58906901 ' H9 ROOF TRUSS n__ Job Reference(optional)_
Univer$al Forest Products,lnc., Burlington, NC 27215, Jeff Kerr 5.000 s Feb 20 2003 MiTek Industries, Inc. Wed Apr 23 08:33:42 2003 Page
1.0-p 6-5-3_ 11-10_14 17.0-0 19-0-0 24-1-2 29-6-13 36-0-0 7-0-
1-0-0 6-5-3 5-5-10 5-1-2 2-0-0 5-1-2 5-5-10 6.5-3 1-0-0
Scale . 1:6
5.00 F12 5x6 = 5x6 =
E F
5x8
D
5x8:
G
2x3J ,:`'" 2x3%
W3 O -'" i W ••,W2
T-1 \
HW2,/j/
li a
i
o (j'
3x7 = O N M L K 3x7 =
3x6 = 3x8 = 502 = 3x8 = 3x6 =
9-3-14 18-0-0 26-8-2 36-0-0I
9-3-14 8-8-2
i
8-8-2 9-3-14
Plate Offsets (X,Y): [D:0-4-0,0-3-0E:0-3-010-2-41,[F:0-3-0 012-4 G:0=4-0,0-3-01 LOADING (
psf)LRep G
2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL
20.0crease 1.25 TC 0.42 Vert(LL) 0.17 M >999 TL20 245/193 TCDL
10.0Increase 1.25 BC 0.70 Vert(TL) -0.38 M-0 >999 BCLL
0.0ss Incr YES WB 0.74 Horz(TL) 0.13 1 n/a BCDL
10.0 FBC2001 Matrix) 1st LC LL Min I/deft - 240 Weight: 185 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) B-1497/0.3-8, 1=1497/0-3-8 Max
Horz B--178(load case 5) Max
UpliftB--434(load case 4), I=-434(load case 5) BRACING
TOP
CHORD Sheathed or 3-3-6 oc purlins. BOT
CHORD Rigid ceiling 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, 1-J=22, E-F=-1809 BOT
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--693, D-M=-693 NOTES (
5) 1)
Unbalanced roof live loads have been considered for this design. 2)
Wind: ASCE 7-98 per FBC2001; 11Omph; h=25ft; TCDL-6.Opsf; 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 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 434 lb uplift at joint B and 434 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 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: 53906901 Contractor/
Job: 2509 EL.A RF Date Req:04/24/2003 Draw No:53906901 H9
Truss Truss Type Qty Ply Centex-Orlando%2509 A/jsk%4 19 3J_o9b
06901 H10 ROOF T,, 1 1
Job Reference (o tpioal) n
Universal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr 5-. 00 s Feb 20 2003 MiTek Industries, Inc. Wed Apr 23 08:33:43 2003 Page
11-10-14 15-0-0 21-0-0 1 4-1-2 29-6-13 36-0-0 7-0-
1-0-0 6-5-3 5-5-10 3-1-2 6-0-0 3-1-2 5-5-10 6-5-3 1-0-0
Scale a 1:6'
5.00(12 5x6= 5x6 =
b
30 = O N M L K 3x7 =
3x6 = 3x8 = 5x10 = 3x8 = 3x6 =
9-3-14 8-8-2 8-8-2 9-3-14
Plate Offsets X,Y): [0:0-4-0,0 3-O], E:0 3 00-2-4 [F:0-3-0,0-2 4], [G:0 4.0 0-3;0] —
LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.41 Vert(LL) -0.17 M >999 TL20 245/193
TCDL 10.0 Lumber Increase 1.25 SC 0.70 Vert(TL) -0.38 M-0 >999
BCLL 0.0 Rep Stress Incr YES WB 0.65 Horz(TL) 0.13 1 n/a
BCDL 10.0 Code FBC2001 (Matrix) 1 st LC LL Min I/deft - 240 Weight: 184 lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 3-3-7 oc purlins.
SOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 7-5-5 oc bracing.
WEBS 2 X 4 SYP No.3
REACTIONS (lb/size) B-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)
FORCES (lb) - First Load Case Only
TOP CHORD A-B=22, B-C--3060, C-D=-2768, D-E=-1980, F-G--1980, G-H--2768, H-1=-3060, 1-J=22, E-F=-2018
BOT CHORD B-0=2766, N-0-2262, M-N=2262, L-M=2262, K-L=2262, I-K=2766
WEBS C-0=-371, D-0=496, G-K=496, H-K--371, E-M=504, F-M=504, G-M--593, D-M=-593
NOTES (5)
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.Opsf; occupancy category 11; 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.
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 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 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: 53906901
Contractor/Job: 2509 EL.A RF Date Req:04/24/2003 Draw No:53906901 HI
Job Truss -- Truss Type
53906901 IH11 Robp--T'AU
Inc.,
1509-A/jsk/4-19-3
I _—[ Job Reference_ ptfor20
2003 MiTek Industries, Inc. Wed I
1-
0- 6-5-3 13-0-0 23-0 0 29-6-13 36-0-0 7-0- 1-
0-0 6-5-3 6-6-13 10-0-0 6-6-13 6-5-3 1-0-0 Scale
a 1:6 5x6 =
26
II 56 = 30=
N M L K J W= 3x6 =
3x8 = 3x8 = 3x8 = 3x6 = i--
9-3-14-----i--------18-0-0 ----- -I -- 26-8-2..-------- ----i- 36-0-0--------- i 9-
3-14 8-8-2 8-8-2 9-3-14 Plate
Offsets Offsets (X,Y): fDA-3-0 0_2-4j, F:0-3-010-2-4) LOADING (
psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL
20.0 Plates Increase 1.25 TC 0.40 Vert(LL) 0.18 L >999 TL20 245/193 TCDL
10.0 Lumber Increase 1.25 BC 0.70 Vert(TL) -0.39 L-N >999 BCLL
0.0 Rep Stress Incr YES WB 0.18 Horz(TL) 0.13 H n/a BCDL
10.0 Code FBC2001 (Matrix) 1 st LC LL Min I/defl = 240 Weight: 173 lb LUMBER
BRACING TOP
CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 3-3-10 oc purlins. BOT
CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 7-9-8 oc bracing. WEBS
2 X 4 SYP No.3 REACTIONS (
lb/size) B-1497/0-3-8, H-1497/0-3-8 Max
Horz B--141(load case 5) Max
UpliftB--389(load case 4), H=-389(load case 5) FORCES (
lb) - First Load Case Only TOP
CHORD A-B-22, B-C--3068, C-D=-2766, F-G--2766, G-H--3068, H-1=22, 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-L=282, F-L-282 ro
NOTES (
5) 1)
Unbalanced roof live loads have been considered for this design. 2)
Wind: ASCE 7-98 per FBC2001; 11 Omph; h-25ft; TCDL=6.Opsf; BCDL-6.Opsf; 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 389 lb uplift at joint 8 and 389 lb uplift at joint H. 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. LOAD
CASE(S) Standard Customer
No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906901 Contractor/
Job: 2509 EL.A RF Date Req:04/24/2003 Draw No:53906901 HI
Job Truss Truss Type Qty Ply Centex -Orlando/2509-Afsk/4-19-3
53906901 H12 ROO st--= 1 1
Job Reference (optionalo__
Univer$al Forest Products, Inc., Burlington, NC 27215 Jeff Kerr 5.000 s Feb 20 2003 MiTek Industries, Inc. Wed Apr 23 08:33:44
20039
Page
1 6-5-3------I-- '11-0 0 i -- -- — — 25-0-0-.-..._—_...__....----F----29.E-13 — —--36-0-0- ----- 1-9-I
1-0-0 6-5-3 4-6-13 14-0-0 4-6-13 6-5-3 1.0-0
Scale a 1:t
5x6 =
2x3 II 5x6 =
3x7 = N M L K J 3x7
3x6 = 3x8 = 3x8 3x8 = 3x6 =
Ig
9-3-14 l_-M -0-0 26`8-2 + 36-0-0 _i
9-3-14 8-8-2 B-8-2 9-3-14
Plate Offsets D:0-3-QO-2-4j, [F:0-3-0,0-2-4)
LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.43 Vert(LL) 0.22 L >999 TL20 245/193
TCDL 10.0 Lumber Increase 1.25 SC 0.79 Vert(TL) -0.43 L-N >999
BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(TL) 0.13 H n/a
BCDL 10.0 Code FBC2001 (Matrix) 1 st LC LL Min I/deft = 240 Weight: 169 lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 3-3-3 oc purlins.
BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 7-10-3 oc bracing.
WEBS 2 X 4 SYP No.3
REACTIONS (lb/size) B=1497/0-3-8, H-1497/0-3-8
Max Horz 8=-122(load case 5)
Max UpliftB--382(load case 2), H--382(load case 3)
FORCES (lb) - First Load Case Only
TOP CHORD A-B-22, B-C--3044, C-D=-2779, F-G--2779, G-H=-3044, H-1=22, D-E=-2825, E-F=-2825
BOT CHORD B-N=27471 M-N=2368, L-M=2368, K-L=2368, J-K=2368, H-J-2747
WEBS C-N--309, D-N=432, F-J-432, G-J=-309, E-L--443, D-L-547, F-L=547
NOTES (5)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-98 per FBC2001; 11Omph; h-25ft; TCDL=6,Opsf; BCDL=6.Opsf; 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 382 lb uplift at joint B and 382 lb uplift at joint H.
5) Truss shall be fabricated per ANSI/fPI 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: 53906901
Contractor/Job: 2509 EL.A RF Date Req:04/24/2003 Draw No:53906901 HI
Job
IH13Truss iTrussType
53906901 HIP``
NC 20 2003 MiTek Industries, 2003
15-0-0 21-0-0 27-0-0 30-2-15 36-0-0 7-0-
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
Scale m 1:6'
5x6 =
3x6 = 5x8 = 5x6 =
ilbl
30 = O N M L K 3x7 =
3x8 = 300 M1118H= 3x6 = 3x10 M1118H= 3x8 =
9.1-12 18-0-0 26-10-4 36-0-0
9-1-12 8-10-4 8-10-4 9-1-12
Plate Offsets X,Y)_jD_0-3-0,0-2-4 F:0-4-0,0-3-0 [G:0-3-0,0-2-4]___
LOADING (psf) SPACING 2-0.0 CSI DEFL in (loc) I/deft PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.36 Vert(LL) 0.28 M >999 TL20 245/193
TCDL 10.0 Lumber Increase 1.25 BC 0.80 Vert(TL) -0.52 K-M >826
BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(TL) 0.15 1 n/a
BCDL 10.0 Code FBC2001 (Matrix) 1 st LC LL Min I/deft = 240 Weight: 169 lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 3-3-7 oc purlins.
BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 6-6-14 oc bracing. WEBS 2 X 4 SYP No.3
REACTIONS (lb/size) 8=1497/0-3-8, 1-1497/0-3-8
Max Horz B=-104(load case 5)
Max UpliftB=-413(load case 2), 1=-413(load case 3)
FORCES (lb) - First Load Case Only
TOP CHORD A-8=22, B-C=-3067, C-D=-2813, D-E--2592, E-F=-3350, F-G=-2592, G-H--2813, H-I=-3067, I-J=22
BOT CHORD B-0=2771, N-0=3284, M-N=3284, L-M-3284, K-L=3284, I-K-2771
WEBS 0-0-788, G-K=788, C-0=-252, H-K--252, E-0=-825, E-M=106, F-M-106, F-K--825
NOTES (6)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-98 per FBC2001; 11 Omph; h-25ft; TCDL-6.Opsf; BCDL-6.Opsf; 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) All plates are TL20 plates unless otherwise indicated.
5) 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. 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 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 oftherevieworcertificationofthetrussdesigner.
LOAD CASE(S) Standard
Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shopp No: 53906901
Contractor/Job: 2509 EL.A RF Date Req:04/24/2003 Draw No:53906901 H13
Job Truss Truss Type Qty Ply Centex-Orlando/2509-A/jsk/4-19-3
53906901 H14 HIRE; ,,-: 1 1
Job Reference (ootionallUniversalFore$t Products,lnc., Burlington, NC 27215, Jeff Kerr 5.000 s Feb 20 2003 MiTek Industries, Inc. Wed Apr 23 08:3
7-0-0 12-6-14 18-0-0 23-5-2 29-0-0 31-5-11 36-0-0 7-0-
1-0-0 4-6-5 2-5-11 5-6-14 5-5-2 5-5-2 5-6-14 2-5-11 4-6-5 1.0-0
Scale - 1:6
A 6d
700 —
5x6 = 2x5 11 5x8 --- 5x6 = MO=
5.00 12
D E F G H I
2x3 ^ — '2---------- ---
C
2x3
5X10 =
5x6 = 5x6 = 7x10 M1118H= 5x6 = 5x6 =
7.1-12 12-6.14 { 18-0-0 23-5-2 28-10-
7-1-12 5-5-2 5-5-2 5-5-2 5-5-2
LOADING (psf) SPACING 2-0-0 CSI DEFL in loc) I/defl
TCLL 20.0 Plates Increase 1.25 TC 0.79 Vert(LL) 0.81 0 529
TCDL 10.0 Lumber Increase 1.25 BC 0.77 Vert(TL) 1.16 0 370
BCLL 0.0 Rep Stress Incr NO WB 0.74 Horz(TL) 0.21 K n/a
BCDL 10.0 Code FBC2001 Matrix) 1 st LC LL Min I/defl = 240
LUMBER
TOP CHORD 2 X 4 SYP N0.2 `Except'
T3 2 X 6 SYP No.2, T2 2 X 6 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 2 X 4 SYP No.2
W1 2 X 4 SYP No.2, W1 2 X 4 SYP No.2
7-1-12
K L
is
5x10 =
PLATES GRIP
TL20 245/193
Weight: 221 lb
BRACING
TOP CHORD Sheathed or 1-9-8 oc purlins.
BOT CHORD Rigid ceiling directly applied or 4-4-2 oc bracing.
REACTIONS (lb/size) K-3079/0-3-10 (input: 0-3-8), 8=3079/0.3-10 (input: 0-3-8)
Max Horz B--86(load case 5)
Max UpliftK--1129(load case 3), 8=-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-I=-9397, 1-J=-6987, J-K--7065, K-L=26
BOT CHORD B-Q=6456, P-Q=6499, O-P=9394, N-0=9394, M-N=6499, K-M=6456
WEBS D-0=290, I-M-290, C-Q=34, D-P-3247, E-P--1253, E-0=1001, F-0 -687, H-0=1001, H-N--1253, I-N-3247, J-M=34
NOTES (9)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-98 per FBC2001; 11Omph; h-25ft; TCDL-6.Opsf; BCDL=6.Opsf; occupancy category 11; 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.
3) Provide adequate drainage to prevent water ponding.
4) All plates are TL20 plates unless otherwise indicated.
5) WARNING: Required bearing size at joint(s) 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
8) Special hanger(s) or connection(s) required to support concentrated load(s) 385.Olb down and 310.81b up at 29-0-0,
and 385.01b down and 310.81b up at 7-0-0 on top chord. Design for unspecified connection(s) is delegated to the
building designer.
9) 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.
LOAD CASE(S) Standard
1) Regular: Lumber Increase-1.25, Plate Increase-1.25
Uniform Loads (plf)
Vert: A-D=-60.0, D-1--130.6, I-L=-60.0, B-K=-43.5
Concentrated Loads (lb)
Vert: D--385.0 1=-385.0
Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906901
Contractor/Job: 2509 EL.A RF Date Req:04/24/2003 Draw No:53906901 HI
Job ITruss
53906901 • ICJ5
Truss Type I Qty I Ply I Centex-Orlando/2509-A/jsk/4-19-3
RO FTRUSSs 6 1
5.000 s Feb 20 2003
Job Reference
Industries, Inc ed Apr 23 08:33:45 2003 Page,
3,4 _ 4-10-15 4-1.1r11
LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.27 Vert(LL) n/a - n/a TL20 245/193
TCDL 10.0 Lumber Increase 1.25 BC 0.10 Vert(TL) -0.05 A >263
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C n/a
BCDL 10.0 Code FBC2001 (Matrix) 1 st LC LL Min I/deft - 240 Weight: 17 lb
LUMBER
TOP CHORD 2 X 4 SYP No.2
SOT CHORD 2 X 4 SYP No.2
REACTIONS (lb/size) C=135/Mechanical, B-268/0-3-8, D-48/Mechanical
Max Horz B-115(load case 5)
Max UpliftC--116(load case 5), B--77(load case 4)
FORCES (lb) - First Load Case Only
TOP CHORD A-B-22, B-C=42
BOT CHORD B-D-0
BRACING
TOP CHORD Sheathed or 4-11-11 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
su
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 ; 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 116 lb uplift at joint C and 77 lb uplift at joint B.
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 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: 53906901
Contractor/Job: 2509 EL.A RF Date Req:04/24/2003 Draw No:53906901 CJ5
goo I russ truss 1 ype Qty Ply Centex -Orlando/2509-A/jsk/4-19-3
53906901 . ICJ3 IROOFT SSs . 16 11 I ,
niversal Forest Products, Inc., Burlington, NC 27215, Jeff Kerr
Scale - 1:
2-10-15 2-11.11
2-10-15 0-0-12
LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl 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
SCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C n/a
BCDL 10.0 Code FBC2001 (Matrix) 1st LC LL Min I/deft = 240 Weight: 11 lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 2-11-11 oc purlins.
BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) C-69/Mechanical, B-194/0-3-8, D-28/Mechanical
Max Horz B-73(load case 5)
Max UpliftC=-66(load case 5), B--84(load case 4)
FORCES (lb) - First Load Case Only
TOP CHORD A-B=22, B-C-21
BOT CHORD B-D=O
NOTES (3)
1) Wind: ASCE 7-98 per FBC2001; 110mph; h=25ft; TCDL-6.Opsf; BCDL=6.Opsf; 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 66 lb uplift at joint C and 84 lb uplift at joint B.
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 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: 53906901
Contractor/Job: 2509 EL.A RF Date Req:04/24/2003 Draw No:53906901 CJ3
goo i runs
539A6901 •ICJ1
truss type
ROOF TIUSS n_
Uty I My I Uentex-Urlanclo/2b0Y-A/IsK/4-1 y-j
5, Jeff Kerr 5.000 s Feb 20 2003 MiTek Inc. oed Apr 23 08:33:46 2003 Page
Scale m 1:4
0-10-15 0-11-11f__.__._--- --- ---— -I--I
LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.06 Vert(LL) n/a - n/a TL20 245/193
TCDL 10.0 Lumber Increase 1.25 BC 0.00 Vert(TL) 0.00 A >999
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C n/a
BCDL 10.0 Code FBC2001 (Matrix) 1st LC LL Min I/defl - 240 Weight: 5 lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 0-11-11 oc purlins.
BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) B-133/0-3-8, E=9/Mechanical, C-O/Mechanical
Max Horz B=41(load case 4)
Max UpliftB=-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-B-21, B-C--26, C-D=-4
BOT CHORD B-E=O
NOTES (3)
1) Wind: ASCE 7-98 per FBC2001; 11 Omph; h-25ft; TCDL-6.Opsf; BCDL=6.Opsf; 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.
2) Provide mechanical connection (by others) of truss 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 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.
LOAD CASE(S) Standard
19
Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906901
Contractor/Job: 2509 EL.A RF Date Req:04/24/2003 Draw No:53906901 CJ1
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3906901
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dryer wattc p
scale I/S'=1'0'
Must have a minirsum ctearance of 4 inches around the air handler per the State Energy code. W duct has an r=6 insutation value.
42X42 A/C SLAB
BY BLDR MIN
2' FROM WALL
Rating
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CAULK -BETWEEN B.W. -
ONE BY WOOD CONCRETE OR WOOD BUCK & (BUCK WIDTH)
MASONRY OPENING MAS'Y. OPENINGBUCKBYOTHERSBYOTHERSBYOTHERS
INSTALLATION ANCHOR _
ONE BY WOOD 3/t6' DIA. TAPCON
CAULK BETWEEN
BUCK BY OTHERS
WINDOW FLANGE
s WOOD BUCK I-t/4' MIN.
0 EMBEDMENT
SHIM AS '
MAX.
RIGID VINYL
GLAZING BEAD (
SEE NOTES)
f— INSTALLATION ANCHOR (TYP.)
3/16' DIA. TAPCON
STUCCO
BY OTHERS
PERIMETER
CAULK
BY OTHERS
RIGID VINYL
GLAZING BEAD
W H. (TYP.)
WI DOW
HEIGHT)
CAULK BETWEEN WINDOW
FLANGE & PRECAST SILL
W/ VULKEM 116 ADHESIVE
CAULK, OR APRV'D. EOL.
PERIMETER
CAULK
BY OTHERS
a
SHIM AS RE0'D.
1/4' MAX.
SEE NOTES)
FLANGE TYPE
WINDOW FRAME
HEADER
GLASS
TYP.) (SEE NOTES)
B.H.
BUCK
HEIGHT)
FLANGE TYPE
WINDOW FRAME
SILL
PRECAST SILL a v
BY OTHERS
NOTES: SECTION A -A
1) SHIM AS REO'D. AT EACH INSTALLATION ANCHOR. MAX. ALLOWABLE
SHIM STACK TO BE 1/4-. 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 SILICONIZED ACRYLIC CAULK BEHIND WINDOW FLANGE AT HEAD
JAMBS. SILL MUST BE ATTACHED TO THE SUBSTRATE WITH J
VULKEM 116 ADHESIVE CAULK OR APPROVED EOUAL.
5) USE SILICONIZEO 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'D.
7) GLASS THICKNESS MAY VARY PER THE REQUIREMENTS OF ASTM
E1300 GLASS CHARTS.
8) LETTER DESIGNATIONS ON THE TAPCON LOCATION CHART INDICATE H
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.
10) FLORIDA EXTRUDERS t000 SERIES SINGLE HUNC i5 SHOWN. THIS
PRINT ALSO APPLIES TO THE FLORIDA EXTRUDERS 1500 AND 2000 ELEVATIONSERIESSINGLERUNGS. GLASS _
TYP.)(
SEE NOTES) FLANGE
TYPE WINDOW
FRAME JAMB
CAULK BETWEEN WINDOW
FLANGE WOOD
BUCK W.
W. WINDOW
WIDTH) SECTION
B - g 14
W.W. 1-
1/4' MIN. EMBEDMENT
STUCCO
BY
OTHERS G'
C
i
o PERIMETER
CAULK
BY
OTHERS CAULK
BETWEEN WOOD
BUCK 1. MAS'
Y.. OPENIPIG BY
OTHERS CONCRETE
OP MASONRY
OPENING BY
OTHERS e
E
K
B G
1
1) WHERE WINDOW IS INSTALLED IN MASONRY OPENING WITH A STRUCTUAL
TWO BY WOOD BUCK, USE t 0SCREWS OF VIEWED
FROM EXTERIOR SUFFICIENTLENGTHTOACHIEVE1-3/8- MIN_ EMBEDMENT AT ALL
INSTALLATION FASTENER LOCATIONS. TAPCON
LOCATION CHART CALL
BUCK LOCATIONS IN HEAD LOCATIONS IN JAMB 30PSF
TO 40psF 41 PsF TO 70PSF 30PsF TO 40Psr 41 PSF TO 70PSF SIZESIZE12
18 1/8 x 25 B 8 F,G F.
G F,
G F,
G 13
t8 1/8 x 37 3/8 B 6 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 6 F,
G F,G 15
IS 1/8 x 62 71
8
8
8
B
F.G F,G,H ) 16
18 1/8 x B
8 F.G F.G,J,K 17
18 t 8 x 83 6
B F,G F.G IH2
25 1/2 x 25 8
B F.G F,G IH3
25 1/2 x 37 3/8 8
8 F.G F.G,H) 1H4
25 1/2 X 49 5/8 B
F.G F,G,H.1 IH45
25 1/2 X 55 1/4 8 6
f.G F,G,H) IHS
25 1/2 x 62 8 8
F.G F,GH,I IH6
iH7
25
1/2 x 71 25
1/2 X 83 8
B
8 F.G.J,K F,G.J.K 30
1/2 x 26 29 1/2 x 25 B B
B
8
F,G G F,G 30
1/2 x 38 3/8 29 1/2 X 37 3/8 8
F,G F, 30
1/2 x 50 5/8 29 1/2 x 49 5/8 B B
F,G F,G,H,i 30
1/2 x 56 1/4 29 1/2 X 55 1/4 8 8
F.G F,G,H.I 30
1/2 x 53 29 1/2 X 62 8 B
B F, F,G,H,i 30
1/2 x 72 29 1/2 x 71 8
F,G.H.
1 F.
G,J,K 30
1/2 x 84 29 1/2 X 83 8 22
36 x 25 B B
B
8
F,G F,G 23
36 x 37 3/8 B
8 F,G F.G,H.1 24
36 x 49 5/8 8 8 F,G F.G,H,I 245
36 x ss 1/4 B 8 F,G,H,1 F,G,H I 25
36 x 62 36
X 71 8 8 F,G.H,I D,E.F,G,H,1 26
27
36 x 83 8 8 F,G,J,K F.,G,H,I,J.K 42
x 26 41 X 25 8 B
6
B
F,G F,G,H) 42
x 38 3/8 41 x 37 3/8 B
8 F,G F,G,H,I 42
x 50 5/8 41 X 49 5/8 8
8 F,G,H•1 F,G,H.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 8
6 F,G,H,1 D,E,F.G,H.1 42
x 72 41 X 71 41
X 83 B B F G,J,K F,G.H1,J•K 42
x 84 48
x 26 47 X 25 8 A,C F,GF,GF,G H,I 43
x 38 3/8 47 X 37 3/8 8 B
A,
C A,
C F,G F,G H,1 48
x 50 5/8 47 X 49 5/8 8
A.0 F,G,H 1 F,G,H,I 48
x 56 1/4 47 X 55 1/4 8
A,C F,G,H,1 D,E.F,G.H.1 48
x 63 47 x 62 47
X 71 8 A.0 F,G,H1 0,E.F.G,H.1 48
x 72 47 x 838 A C F.GJK DEFGHIJK 48
x 84 52
1/8 X 258 A,C F,G F,
G F,
G F,
G.H,I 3233
52 1/8 X 37 3/8 6 A,C A.
0 F.c H,I F.G.H.I 34
52 1/6 x 49 5/8 B B
A,C F.G.HI D.E.F,GH) 345
52 1/8 x 55 1/4 8
A,C F,G.H.1 D.E.F.G.11.1 35
52 1/8 x 62 6
A,C F,G,H,1 D.E.F.G H,t 36
52 1/8 X 71 52
1/6 x 83 6 A.0 F.G.J.K I O.E,F,G.J.K.J,K 37
37
SIZE NOT AVAILABLE IN 1000 OR 1500 SERIES. FLORIDA
EXTRUDERS INTERNATIONAL, INC SANFORD,
FLORIDA l
TITLE: INSTALLATION DETAIL SGL.
HUNG FLANGE WINDOWS - SERIES 1000 1500 ,2000 BRAWN
BY: B B APPROVED BY: 3
DATE: 10 / 09 / 0 l SCALE: N T S DWG-: FLEX 0016 COCOeFin
Rv- Pannru'T X. APPuCATI04 EP:Cu4ZERING. INC.. 250 INTERNATIONAL PKY., SUITE 250. H£ATMIZOw. FLORIDA32746=P>4ONE. 407 805-0365 FAX 407 80-0366
CAULK BETWEEN
WINDOW FIN &
SHEATHING
INSTALLATION ANCHOR
8 WOOD SCREW
STUCCO
BY OTHERS
WINDOW
HEIGHT
V MIN.
EMBEDMENT
SHEATHING TWO BY WOODBYOTHERSBYOTHERS
SHIM AS ES) SEE NOTES) , .•
GLAZING (TYP.)
SEE NOTES)
PERIMETER
CAULK
BY OTHERS
INSTALLATION ANCHOR
8 WOOD SCREW
STUCCO I "
BY OTHERS
CAULK BETWEEN
WINDOW FIN SHEATHING
a SHEATHING BY OTHERS
SECTION A -A
r— WINDOW WIDTH
SHIM AS REQ'D. —
SEE NOTES)
AIL MOIL
M-ANUFACTURER
I/4' MAX. GLAZING (TYP.)
SHIM SPACE ER (SEE NOTES)
FIN TYPE
WINDOW FRAME
HEADER
GLAZING (TYP.)
SEE NOTES)
FIN TYPE
WINDOW FRAME
SIUARBLE SILL
STOOL
BY OTHERS
TWO BY WOOD
BY OTHERS
I'MIN.
EMBEDMENT
WINDOW
WIDTH
A— t
1
B B
24' D.C.
MAX- (TYP.) EQUALLY SPACE
ANCHORS (TYP.)
WINDOW
HEIGHT —
A 6' MAX.
T YP.)
6' MAX. (TYP.)
ELEVATION
VIEWED FROM EXTERIOR
FIN TYPE
WINDOW FRAME
JAMB
PERIMETER
CAULK
BY OTHERS
0
I/4' MAX.
SHIM SPACE
TWO BY WOOD
STUD BY OTHERS _
I' MIN.
EMBEDMENT
7
SHEATHING
BY OTHERS
CAULK BETWEEN
WINDOW FIN
8 SHEATHING
INSTALLATION ANCHOR
8 WOOD SCREW
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 SILICONIZED ACRYLIC CAULK BEHIND WINDOW FIN
AT HEAD. SILL & JAMBS_
5) USE SILICONIZED ACRYLIC CAULK FOR PERIMETER SEAL
AROUND EXTERIOR OF WINDOW FRAME.
6) IF EXACT WINDOW SIZE IS NOT LISTED IN ANCHOR CHART.
USE ANCHOR OUANTITY 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 15 SHOWN.
THIS PRINT ALSO APPLIES TO THE FLORIDA ETRUDERS 1500
AND 2000 SERIES SINGLE HUNG WINDOWS.
Y_ REV DESCRIPTION DATE INI FLORIDA EXTRUDERS INTERNATIONAL, INC
SANFORD, FLORIDA
TITLE: INSTALLATION DETAIL W/#8 SCREWS
SINGLE HUNG FIN WINDOW - SERIES 1000,1500, & 2000
DRAWN BY:BB APPROVED BY.
17 DATE: 12/ 13/01 SCALE: N. T. S. DWG.:FLEX0026 SHT 1 OF 2
PREPARED BY: PRODUCT a APPLICATION ENGINEERING, INC. 250 INTERNATIONAL PKWY., SUITE 250, HEATHROV, FLORIDA 32746 PHONE 407 805-0365 FAX 407 805-0366
INSTALLATION ANCHOR CHART
QUANTITY IN QUANTITY IN
HEAD & SILL EACH ,IAMBCALLWINDOW
UP TO 70 PSF UP TO 70asr`-"-_ SIZE SIZE
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 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 2
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 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
4070 1 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 1/8 X 49 5/8 2
31-45 18 1/8 x 55 1/4 2
15 18 1/8x62 2 4
16 18 1/8 x 71 2 4
17 181 8x83 2 4
IH2 25 1/2 x 25 2 2
31H3251/2 x 37 3/8 2
IH4 25 1/2 x 49 5/8 2 3
1H45 25 1/2 X 55 1/4 2 3
IH5 25 1/2 x 62 2 4
1H6 25 1/2 X 71 2 4
IH7 25 1/2 x 83 2 4
30 1/2 x 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 36x25 32336x373/8 2
32436x495/8 2
324536x551/4 2
42536x622
26 36 X 71 2 4
27 36X83 2 4
42 x 26 41 x 25 3
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
3
48 x 38 3/8 47 x 37 3/8 3
348x505/8 47 x 49 5/8 3
348x561/4 47 x 55 1/4 3
448x6347x623
48 x 72 47 X 71 3 4
48 x 84 47 X 83 3 4
32 52 1/8 x 25 3 2
33 52 1/8 x 37 3/8 3 3
34 52 1/8 X 49 5/8 3 3
345 52 1/8 x 55 1/4 3 3
35 52 1/8 x 62 3 4
36 52 1/8 x 71 3 4
37 1 52 1/8 x 83 1 3 1 4
REV VE5 R N DATE
1f)ATF-.l?/iR/ni
FLORIDA EXTRUDERS INTERNATIONAL, INC
SANFORD, FLORIDA
TITLE: INSTALLATION ANCHOR CHART
SOL. HUNG FIN WINDOWS - SERIES 1000 , 1500 & 2000
DRAWN BY: BB APPROVED BY:
SCALE:NTS 15WG.:FtEX0026 SHT 2 OF 2
S; H.
JAMB %ITYF,)
JAP--lno SIHI ,
TVF,lIME ; - ,
Mlll V-H
JAMB C-typ:)
x 2 x 1/8
UBE MILILLIGIN JAMP (T YF*l
E X 1/2 SELF
TAPPIMNIG SMSi. . ;
tiST,Q; ANTJ,
MULLEN
M s
QN A
7/! 6 X 8
TLtE'-- MUL! TON
I X 2 X 2/8
1 lu 5 --- MUL L R-1IN
SM, S
N A
1000 &H".
IAMB 'TYP.) 7
48 x 1/2 SELF
TA. p p INC SMS
SCALA' "T FETWEENVfWINFLANGES
PAULLIGN
48 X 1-1/2 FSELF
A.PPTNG SMIS
s 1E, c 1 01 N 1, — A Ijrl
X 4 X 1/8
TURE Mi iL-jr-.I.
JAM3
8 X -112 SELF
TAPPING SMS
SEALANT KEPWEEN
WINDOW FLAN-,------'c
MiLLION
8 X '--1 2 SE; F
PTING SMS
WIN A
w! IaxIl. / -P S '- t C'
TAPFNIG SMIzL -
X AT X 3/a
jH 7
JAMB <TYP,"
a X 1111 --- SEL F
TAPPj-N, SM--
8 'A' 1-1/2 Sc.-l.-:-
SEALANT E--TWET-N TAB P S
ViNric"Ai FLANGC-.l
MULL 11 I -ON
tie X `12 SIELFF
SNIS
s- i A
1/2 SELF
TAPP111NIG, SMS
S A L AN T BCT,
WiNDFIV - ING-
8c-
TiilY IN SMS
Ir-N
vY WOOD —
BUCK BY
1/4' f4lk
T
8 x_/2 SE L F
TAFFING S,71,'S
SEALANT Esc TW E:N
P ANGE s
HULLION
lam liQN A —A
4TAIL C Q
1-
UNCRETt- OR MASCNRY r,
T F H ri: R Is' NS
A
E
X E R NA: iA j13 IN VP;
CA:- MUL, iON TO ONCRFH-7@ H."EAD i
APPULES TO H_AD & SHLL '%H'--R-- X v
A Lj
A I0L E3 1
NS T ALL.ATT'Ll .4 N CHu'lRA.
T A -, FGN li
SORE ANCHOR %'TYR) SILLCLIP N
1
1/
4- f47N. EMBEDHENT. I —
PRE
CAST sill-L BY cli HERS A -A0
IAIRY F-1;alb ADDITTC.N.
AL ANCHORS; 1-iPl- 74 R Q 'IT R E, DD ON
V
Lj
1 EEWEDFFROMs INTERNATIONAL,
INC FLORIDA EXTRUDERSANFORD, FLORIDA TITLE: r<
0" tJ 0 1 C, 0 L A N 162 EESH T 1 OF 7 -F(-
Li` JTT N r T-
1; -
I s i OR'-ssi;Pc' l-AP CTTllt-S> jDRAWN BY:;
FAPPROVED BY: QrA T% *,
rmn. TV. NITS nwr- I r7 4
SERIES 1000 1500 FLANGE VERTICAL DESIGN PRESSURE CAPACITIES
i CAPACITY CAPACITY CAPACITY CAPAC{TY CAPACITY i CAPACITY 1 CAPACITY CAPACITY ;CAPACITY
x2 7/t 6x1/8 1 X2 7/16x3/81 X2 7/t 8x3/8 1 X4X 1 /8
CAPACITY
1 X4X 1 /8
CAPACITY
1 X4X3/8
1 CAPACITY1X4X3/8
CAPACITY
2X4X3/8
WINDOW
CALL
WINDOW 1 X2X i 8
TIP -TO -TIP ;TUBE MULL 1 X2X 1 /8
TUBE MULL
1 X2X3/8
TUBE MULL
1 X2X3/8 t X2 7/1 fixt/8.
TUBE MULL ! TUBE MULL TUBE MULL TUBE MULL2
TUBE MULL ;TUBE MULL TUBE MULL TUBE MULL TUBE MULL TUBE MULL
SIZE SIZE 2 ANCHORS { 4 ANCHORS
SECT. A
2 ANCHOORSRS
i SECT. A -A :
S4ANCHOAR
SECT.NAHAR3SECT. A O
1
sSECT.NAHAR3 SECTSxAHA{4) SECTORSNA A(4) SECT. SECTNA A(Sj SECTNA-A S SECTNA A 6 SECT. A-A7
r;
SECT. A -A
1
1
732.42 336.52 692.83 336.52 732.42
i
336.52 732.42 791.81 1187.72 1791.81 1 187.72 11187.72
2 19 1 8 X 2fi 336.52
209.72 429.55 209.72 209_72 456_46 493.47 740.20 493.47 740.20 740.20
l3_19
4
1 /8 X 38 3/&_2_09.72
19 i 8 X 50 5/S 131.23
i 317.66
I 131.23 152.75 177.46
456.46`-
152.75 193.92 152.75 271.83 1359.41 539.12 359.41---539.12
1479.33
539.12
i 1 /8 X 56 1 /4 94.13 94.13 - 1 127.29 127.29 135.8 f 139.09 --_ 135.81 194.97 319.55 460.17 319.55 479.33
145
15
19
19 1 /8 X_63__ 65,97 65.97 89,21 89.21 97.48
r64.27
L97.48 1 19.85 _ 136.64 282.02 423.03282.02 423.03
4296.98
423.03
19 /8 72 ! 43.49 43.493. 49 58.81 58.81 64.27 90.09 90.09 - 212.62 212.62 _ 296.98 _ 365.75
16
17
1 _X ---------
19 1/8 X 84 - 26.96 26.96 36.45- 36.45 39.83 _ 39.83 - 55.84 55.84_ -_ 131.79 131.79 184.08 184.088294.03
TH2
T-- --
26 1/2 X 26 262.87
r------
572.13 _-- 262.87 541.20 262.87 i 572.13 262.87_ 572.13 6i 8.52 927.78 618.52 927.78 927.78
H3 6 1 /2 X 38 3/S 157.93 239.21 157.93 323.48 157.93 343.74 157.93 343.74 1371.61 557.41 13 / 1.61 557.41 1557.41
1
1 H4 6 1 /2 X 50 5/8 97.25 97.25 113.20 131.51 113.20 _ f 143.71 1 13.20 1201.45 266.35 -- 1399.53 266.35 399.53 399.53
353.55
1 H45 6 1 /2 X 56 1 /4 69.43 1 693434 -_ 93.89 93.89 100.17 102.59 100. 17 143.81 235.70 339.42 235.70 353.55
310.65 310.65
1 HS
T-
26 1 /2 X 63 48.44_-_ 48.44 _ _
I
fi5.51
42.99
65.51
1 42.99
71.58
46.98
71.58
49 -
88.001-
65.86
100.34
65.86
207.10
155 44i
i 236.83
155.44
207.10
217.1 1 1217.1 1 267.38
1 H6 26 1 /2 X 72 , 31.79 i 31.79
19.62 26.53 26.53 T- 28.99 28.99 40.64 40.64 95.93 95.93 133.99 - 1 133.99 214.02
1 H7 26 1 /2 X 84 19.62
22 37 X 26 2i 6.75 1471.75 216.75 471.75 216.75 - i 47 1.75
0
216.75
1122.22
471.75
266.00
1510
i 287.57
765
i 431.36
1510
1287.57
765
431.36
j 765
431.36
23 3 3 8 122.22P7X8 / 185.12 122.22
185.36
250.32
99.17
122.22
1 -- 85.36;
2
r108.37 85.36 151.91 j 200.86 301.29 200.86 301.29 30 _ 1.29
24
24537
07 X 50 5/8 73.34
r--------- -.
X 56 1 /4 ' S1.97
173.34 --
5i .97 170.28 70.28 74.98 176.79 74.98 107.65 176.43 254.07 - 176.43 _- IT264_64 -- 264.64_
25 37 X 63 36.01 36.01 48.7c0 _ - 48.70 53.21 53.21 _- fi5.43 74.59 153.96
f
176.06
14.76
153.96 _
131.61
230.94
i 160.30
230.94
197.41
37 X 72 123.47 23.47 31.74 31.74 34.69 j 34.69 148.62 48.62 1 14.76 1 4
26
I 37 X 84 ' 14_39_ 14.39 19.46 19.46 121.26 121:' 6. 29.8t T29.81- i 70.36 70.36 98.27 98.27 - 156.97
27
32 53 1 /8 X 26 191.61 417.04 - 1191.61 i 394.49 _-_191.61 417.04-
i
17.Q4 .. ' 450.85r191.61' _, 676.28
j
347.25
450.85
231.50
676.28
347.25
f 676.28
i 34 .
33 -3 1 /8 X 38 3/8 98,38149.02 j 98.38 - 201.51 i 98.38 214.14.38
5`4s
2.4.14 -
1 16.!7 `
1231.50
1 4.00 231.01 l 54.00 231.01 - 231.01
34 3 1 8 X 50 5/8 56.23 56.23 - 65.45
r
76.04 6_5_.45 i83•09 _
56.73 :' ' r 81.44 133.48
T
192.22 133.48 1200.23 200.23
345 03 1 /8 X 56 1 /4 39.32 139.32 53.17 153.17 I 56.73
139.78
58.10
i 39.78 148.91 55.76 t5-.OS 13 1.60 1 1- 5.08 172.63 2.63
35 53_ 1 /8 X 63 ` 26.92_ 26.92 36.40 36.40
r--
35.92---
j
84.77 184.77 97. 118.41 145.82
3fi j 53 1 /8 X 72 i 7.34 i 17.34 _ 23.45
14.21
23.45
14.2i
25.62
15.53
125.62
15.53
035.92
21.77 21.77 51.39 51.39 71.78 j 71.78 1120.81
37 53 1 /8 X 84 10.51 l110.51
SERIES 1000 & 1500 FLANGE VERTICAL
r '-
FLQRIDA EXTRUDERS INTERNATIONAL,
SANFORD,
INC
FLORIDA
MULLION DESIGN PRESSURE CAPACITIES IrSHEET2OF2
y%C i 1i inisi JC -C i J
NOTE: A) NUMBER OF ANCHORS NOTED FOR TAPCON
FASTENERS REQUIRED EACH END. DRAi+lNN BY: J 'i APPROVED BY: AT
B) DESIGN PRESSURES GIVEN ARE FOR 1.5 X
r .
t
g+'
CCt:? '.F ?'; 7/ - - DATE:•.1J f / Vr SCALE: t-i -:-- DWG.: ? VM Lu Pu
1000 S.H. 1 X 2 X 1/8 1000 S.H.
JAMB (TYP.) TUBE MULLION JAMB <TYPJ
8 X 1/2 SELF
TAPPING SMS
SEALANT BETWEEN
WINDOW FRAME
MULLION
8 X 1-1/2 SELF
TAPPING.SMS .
SECTION A —A (1
IX27/16X1/8
1000 S.H. TUBE MULLION 1000 S.H.
JAMB (TYP.) JAMB (TYP.)
8 X 1/2 SELF
TAPPING SMS
SEALANT BETWEEN
WINDOW FRAME
MULLION
8 X 1-I/2 SELF
TAPPING SMS
SECTION A —A (3)
1 X 4 X 1/8
TUBE MULLION
1 X2X3/8
TUBE MULLION
8 X 1/2 SELF
TAPPING SMS
2 X 4 X 3/8
SEALANT BETWEEN
TUBE MULLION
WINDOW FRAME
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
Lmwft 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---' WINDOW FLANGES
WINDOW FRAME
TAPPING SMS & MULLION
MULLION SECTION A -A (7)
8 X 1-1/2 SELF
TAPPING SMS DETAIL C
SECTION K A ( A
1 X 4 X 3/8,1D °
TUBE MULLION ',,ypk
00
K _ A A
1000 S.H. 1000 S.H.fitsUlfv
JAMB (TYP.) JAMB (TYP.)
8 X 1/2 SELF #8 X 1/2 SELF
TAPPING SMS TAPPING SMS
SEALANT BETWEEN_ SEALANT BETWEEN
WINDOW FRAME WINDOW FRAME
MULLION & MULLION
8 X 1-1/2 SELF #8 X 1-1/2 SELF
TAPPING SMS TAPPING SMS
SECTION A —A_ (5) SECTION A —A
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 1 " X 2"
1" X 2 7/16" TUBE MULLIONS ARE USED
INSTALLATION ANCHOR
DETAIL B 98 WOOD SCREW
TYP.)
fSILL CLIP
1 1/8' MIN.
EMBEDMENT
SHEATHING
I t VMD FRAMING
AUXILIARY PLATE
FOR ADDITIONAL ANCHORS, WHEN REQUIRED)
0
I 0:I- - - - -
j
O a
8 SELF TAPPING --"" '- --
SMS (TYP.) DETAIL B MULLION
ELEVATION Q
VIEWED FROM EXTERIOR
FLORIDA EXTRUDERS INTERNATIONAL, INc
SANFORD, FLORIDA
SER. 1000/1500 FIN SHEET 1 OF 2
VERTICAL MULLION SECTIONS
9 2u02 SEE OTHER SIDE (SHEET 2 OF 2) FOR
DESIGN PRESSURE CAPACITIES
DRAWN BY: M S H APPROVED BY:
DATE:2 /6 / 02 SCALE: N T S - DWG-:: 1 VMF I N
SERIES 1000 & 1500 FIN VERTICAL DESIGN PRESSURE CAPACITIES
CAPACITY CAPACITY CAPACITY CAPACITY- CAPACITY CAPACITY CAPACITY CAPACITY CAPACITY CAPACITY CAPACITY CAPACITY CAPACITY
WINDOW WINDOW 1 X2X1 /8 1 X2X1 /8 1 X2X3/8 1 X2X3/8 X2 7/16X1/8 1 X2 7/16X1/8 1 X2 7/16X3/8 X2 7/16X3/8 1 X4X 1 /$ 1 X4X1 /8 1 X4X3/8 1 X4X3/8 2X4X3/8
CALL TIP -TO -TIP TUBE MULL TUBE MULL TUBE MULL TUBE MULL TUBE MULL2ANCHORS
TUBE MULL
4 ANCHORS
TUBE MULL
2 ANCHORS
TUBE MULL
4 ANCHORS
TUBE MULL
4 ANCHORS
TUBE MULL
6 ANCHORS
TUBE MULL
4 ANCHORS
TUBE MULL
6 ANCHORS
TUBE MULL
62ANCHORS
SIZE SIZE 2 ANCHORS 4 ANCHORS
A -A i
2 ANCHORS
SECT. A -A 2
4 ANCHORS
SECT. A -A 2 SECT. A -A 3 SECT. A-A SECT. A-A(4) SECT. A -A 4 SECT--.,A-A(5) SECT. A-A(5) SECT. A-A(6) SECT. A -A 6 SECT. A-A(7
SECT. A- SECT.
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
12
18 1 /8 X 37 3/ 125.78 251.57 i 25.78 251.57 125.78 251.57 125.78 251.57 251.57. ' 37?:36. 251.57 377.36 ., 377.36
13
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
14 18 1 /8 X 49 5/
1 /8 X 55 1 / 81.45 92.98 81.45 127.97 81.45 136.55 181.45 162.91 162.91 244.36 162.91 244.36 244.36
14518
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
15
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
16
18 1 /8 X 83
25 1 /2 X 25
25 1 /2 X 37 3/E
5 1 /2 X 49 5/
26.63
157.66
94.72
67.89
26.63
315.32
189.44
96.07
36.65
157.66
94.72
67.89
36.65
315.32
189.44
t 32.22
39.11
157.66
94.72
67:89
39.11
315.32
189.44
135:79
52.64
157.66
94.72
67.89
55.38
315.32
189.44
135.79
105.29
315.32
189.44
135.79
128.92
472.98.
284.17
203.68
105.29
315.32
189.44
135.79
157.94
472.98
284.17
203.68
157.94
472.98
284.17
203.68
17
1 H2
1 H3
1 H4
1 H45 5 1 /2 X 55 1 / 60.08 68.58 60.08 94.39 60 08 100.72 60.08 120.16 120.16 180.24 120.16 180.24-, 180.24
1115 25 1 /2 X 62 47.85 47.85 52.79 65.86 5239 70.28 52.79 99.52 1 d5" 58 ` 58.37 105.58 158.37 15937
1 H6 25 1 /2 X 71
25 1 /2 X 83
31'.40
19.38
31.40
19.38
43.22
26.67
43.22"
26.67
45:`43
28.46
46.12'°
28.46
45.43
38.32
130
65.32
40.31
260
90.87
76 64
260
136.31
93.84
390
90.87
76.64
260
136.31
1 14.96
390
136.:31
14 96
390
1 H7
22 36 X 25 130 260 130 260 130 260
23 36 X 37 3/8 r 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 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 29.56= 29.56 56.21 68.83 56.21 84.32 84.32
279.84 229.84 344.77 229.84 344.77 344.77
32 52 1 /8 X 25 114.92 229.84 114.92 229.84 114.92 229.84 1 14.92'
33 2 1 /8 X 37 3/ 59.01 118.02 59.01 118.02 59.01 118.02 59.01 118.02 11.8.02 - 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 1/4 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 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 49.56 74.34 49.56 74.34` 74.34
37 52 1 /8 X 83 10.38 10.38 14.29 14.29 15.25 15.25 -. 20.53 21.59 41.06 50.27 141.06 161.59 61.59
SERIES 1000 & 1500 FIN VERTICAL _ IFLORIDAEXTRUDERSINTERNATIONAL,INC.
saxFORD, FLORIDA
MULLION DESIGN PRESSURE CAPACITIES
SHEET 2 OF 2 T=: DESIGN PRESSURE CAPACITIES F I N
NOTE: A) NUMBER OF ANCHORS NOTED FOR #8 SCREW u FE 2002 . VERTICAL MULLIONS - SER. 1000 & 1500
FASTENERS REQUIRED AT EACH END. DRAWN BY: J BH APPROVED_ BY:
R) DFSIGN PRFSSIIRs=S t;IVFN ARF FOR 1.5 X , ia.r TK, nr n
SHIM AS RE'Q'D
SHEATHING (SEE NOTES)
BY OTHERS CAULK BETWEEN
DOOR FLANGE
is SHEATHING
STUCCO _
OR SIDING
BY OTHERS
PERIMETER
CAULK BY
OTHERS
SLIDING GLASS
DOOR FRAME
SILL
R:
INSTALLATION ANCHOR
8 SCREW
TWO BY WOOD
BY OTHERS
vl
1-1/8' MIN.
EMBEDMENT
SLIDING GLASS
DOOR FRAME
HEAD
TEMPERED
GLASS (TYP.)
DOOR WIDTH
SLIDING GLASS
DOOR FRAME
JAMS
1/4' MAX.
SHIM SPACE
DOOR
HEIGHT
EMBEDMENT
a v 1-1/4' MIN.
D
LIBERALLY APPLY —J
CAULKING UNDER SILL
OR SET SILL IN BED INSTALLATION ANCHOR
OF CONCRETE 3/16' DIA. TAPCON
SECTION A -A
TEMPERED GLASS
TYP.)
PERIMETER
CAULK BY
OTHERS
SECTION B-B
4' MAX. SHIM SPACE
1-1/S MIN.
EMBEDMENT
TWO BY WOOD
BY OTHERS
SLIDING GLASS I
HOOK STRIP
SHIM AS REO'D.
SEE NOTES)
INSTALLATION ANCHOR
8 SCREW
STUCCO
OR SIDING
BY OTHER
EXTERIOR ELEVATION
12002
2 PANEL DOOR SHOWN
CAULK BETWEEN
DOOR FLANGE
8 SHEATHING
SHEATHING
BY OTHERS
TEMPERED C
TYP.)
S SLIDING ra
INTERLOCK
INSTALLATION ANCHOR
HOOK STRIP DETAIL
WOOD ._
R5
iULK BETWEEN
UK STRIP
IEATHING
I-1/8' MIN.
EMBEDMENT
NOTES
1) DOOR MATERIALS ALUMINUM ALLOY 6063.
2) 08 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
SUFFICIENT LENGTH TO ACHIEVE MIN. 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 L 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 OUANTITY LISTED VITH 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.
PLACE INSTALLATION ANCHORS, IN FRONT OF HOOK STRIP AS SHOWN
8) GLASS THICKNESS MAY VARY PER REQUIREMENTS 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.
It) 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 DRAWING. 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.
REVI DESCRIPTION DATE IN I T D A NXT RI D R-S
SgNt-ORD FL.
TITLE. SLIDING GLASS DOOR
INSTALLATION WITH #8 SCREWS
DRAWN BY: BB APPROVED BY:
ATE: 12/17/01 SCALE: TUTS JDWG ;#FLEX0027 SHT I OF
o roaorn uv. oontwir'r t &PPv IrATION ENGENEERING. INC__ 250 INTERNATIQNAL PKVY._ SUITE 254. HEATNMW. FLORIDA. 32746, 407-905-0:65 FAX 407-905-03"
1/4' MAX.
SHIM SPACE
DOOR
HEIGHT
EMBEDMENT
a v 1-1/4' MIN.
D
LIBERALLY APPLY —J
CAULKING UNDER SILL
OR SET SILL IN BED INSTALLATION ANCHOR
OF CONCRETE 3/16' DIA. TAPCON
SECTION A -A
TEMPERED GLASS
TYP.)
PERIMETER
CAULK BY
OTHERS
SECTION B-B
4' MAX. SHIM SPACE
1-1/S MIN.
EMBEDMENT
TWO BY WOOD
BY OTHERS
SLIDING GLASS I
HOOK STRIP
SHIM AS REO'D.
SEE NOTES)
INSTALLATION ANCHOR
8 SCREW
STUCCO
OR SIDING
BY OTHER
EXTERIOR ELEVATION
12002
2 PANEL DOOR SHOWN
CAULK BETWEEN
DOOR FLANGE
8 SHEATHING
SHEATHING
BY OTHERS
TEMPERED C
TYP.)
S SLIDING ra
INTERLOCK
INSTALLATION ANCHOR
HOOK STRIP DETAIL
WOOD ._
R5
iULK BETWEEN
UK STRIP
IEATHING
I-1/8' MIN.
EMBEDMENT
NOTES
1) DOOR MATERIALS ALUMINUM ALLOY 6063.
2) 08 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
SUFFICIENT LENGTH TO ACHIEVE MIN. 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 L 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 OUANTITY LISTED VITH 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.
PLACE INSTALLATION ANCHORS, IN FRONT OF HOOK STRIP AS SHOWN
8) GLASS THICKNESS MAY VARY PER REQUIREMENTS 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.
It) 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 DRAWING. 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.
REVI DESCRIPTION DATE IN I T D A NXT RI D R-S
SgNt-ORD FL.
TITLE. SLIDING GLASS DOOR
INSTALLATION WITH #8 SCREWS
DRAWN BY: BB APPROVED BY:
ATE: 12/17/01 SCALE: TUTS JDWG ;#FLEX0027 SHT I OF
o roaorn uv. oontwir'r t &PPv IrATION ENGENEERING. INC__ 250 INTERNATIQNAL PKVY._ SUITE 254. HEATNMW. FLORIDA. 32746, 407-905-0:65 FAX 407-905-03"
8 SCREW INSTALLATION ANCHOR CHART
NOMINAL DOOR QUANTITIES IN HEAD SILL QUANTITIES IN EA. JAc-tB 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
8
4
4
4
4
4
4
5068 XX, OX, XO 60 X 80 6 6 6
8 8 8 4 4 4
6068 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 12
10 10 10 5 5 5.
5080 XX, OR, XO 60 X 96 6 6 6
10 10 10 5 5 5
6080 XX, Ox, XO 72 X 96 8 8 8
10 10 10 5 5 5
8080 XX, Ox, XO 96 X 96 10 10 10
10 10 10 5 5 5
10080 XX X XO 120 X 96 12 12 I2
12 12 12 6 6 6
50100 XX, OX, XO 60 X 120 6 6 6
12 12 12 6 6 7
60100 XX, OX, XO 72 X 120 8 8 8
12 12 12 6 7 8
80100 X X OX XO 96 X 120 0
8 8 8 4 4 4
9068 OXO 109 1/8 X 80 12- 12 12
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 8
5 5 5
9080 0 O 109 1/8 X 96 12 12 12 10 10 10
5 5 5
12080 OXO 145 1/8 X .96 14 14 14 10 10 10
5 5 5
15080 OXO 181 1/8 X. 96 16 16 16 10 10 10
5 7 8
90100 Ox0 109 1/8 x 120 12 12 12 12 12 12
5 7 8
120100 OXO 145 1/8- X 120 14 14- 14 12 12 12
4 4
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
15068 XXX 178 5/8 X 80 16 16 16 8 8 8 4
5
4
5 5
9080 XXX 106 5/8 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
15080 XXX 178 5/8 X 96 16 16 16 10 10 10 5
7 8
90100 XXX 106 5/8 X 124 12 12 12 12 12 12 6
7 8
120100 XXX 142 5/8 X 120 4 4 14 12 12 12 6
4
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
10080 XX 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 5
16080 OXXO 191 5/6 X 96 18 18 18 10 10 10
7 8100100OxXO1195/8 X 120 12 12 12 12 12 12 6
7 8
120100 OXXO 143 5/8 X 120 14 14 14 12 12 I2 6
8
160100 OXX 191 5/8 X 120 18 18 19 12 12 12 6 7
10068 XXXX Ii 1/4 X 12 12 12 4 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
5
10080 XXXX li7 1/4 X 96 12 12 12 10 10 10 5 5
5 5
12080 XXXX 141 1/4 X 96 14 14 14 10 10 10 5
5 5
16080 XXX-X 189 1/4 X 96 16 16 16 10 10 10 5
8
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
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.
iAL
FLORIDA EXTRUDERS
INT. IN. SANFORD, 'FL.
TITLE-, SLIDING GLASS DOOR
INSTALLATION WITH #8 SCREWS
ENGINEER- DR BB DATE, 12/21/01
DISCIPLINE: CIVIL SCALE N.T.S. D"G ""' FLEX0027
FL. REG. NO: 47182_ - REv. LETTER SHEET.
2 QF 2
r
PLAN: 2509
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 SPECIFICATIONS.
5. IT 15 THE INTENT THAT THESE DRAWINGS BE IN CONFORMANCE WITH THE
2001 FLORIDA 15UILDIN6 CODE, AND ALL APPLICABLE LOCAL, CITY,
COUNTY, STATE AND FEDERAL CODES, ORDINANCES, LAWS, REGULATIONS
AND RESTRICTIVE COVENANTS GOVERNING THE SITE OF WORK.
4. ALL TRADES SHALL FURNISH ALL LABOR, EQUIPMENT, MATERIALS, AND
PERFORM ALL WORK NECESSARY, INDICATED, REA50NA5LY INFERRED OR
REQUIRED BY ANY CODE WITH JURISDICTION TO COMPLETE THEIR SCOPE
OF WORK,
5. 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 1/5" = 1'-0". ALL I'TXII PLANS ARE DRAWN TO THE SCALE
1/8" = 1'-0", EXCEPT FOR THE SIDE AND REAR EXTERIOR ELEVATIONS
WHICH ARE DRAWN TO 1/16" = 1'-0".
ENGINEERED BY:
VA.NGARD &
FOX & JACOBS
HOMES
B Y 7 !E N T E X
DE51GN PARAMETERS
BASIC WIND SPEED = W M.P.N. (FASTEST MILE)
110 M.P14l (3 SECOND GUST)
WIND IMPORTANCE FACTOR = Io
WIND EXPOSURE CATEGORY = B
APPLICABLE INTERNAL PRESSURE COEFFICIENT t 0.18
INCLUDED IN DESIGN WIND LOAD)
DESIGN WIND LOADS - WALLS = +22 , -16 PSF
ROOFS = +20 , -20 P5F
30 PSF AT OVER4AWG5)
ORLANDO DIVISION
ENGINEERING
407) 774-9003 Mt (+07) 77+-6+77
P.O. GOX 161613 ILT/YONX SPR UM FL 32716
TNpKS J. M OMON PE/ +7619
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. CVO. PORCH DETAILS,
OPT. STAIR RAIL DETAILS
UL
4
1-4
n
CW
t'; GRADE
3 / 5 BARS .F--
MONOLITHIC SLAB - CMU
TWO STORY
NON LOAD BRG. WALL
1 / S REBAR CONT. Al
3 1/2'UECo SLW;42;FS4 a
VAPORBARRIERBARRIER Z> OVER
TREATED COMPACTED
FILL n
Z
DEPRESSED SLAB NON
BEARING O GARAGE GOrdER
I3dR ' m/
b D. I QpI TOP
L.
BR LINTEL BEAM REINFORCING wilioawsm
WON-. VAPOR DARIOM DrFR
TREATED COMPACTED FLL 1
15 REBAR OONT. A
X
THICKENED SLAB NON BEARING O
ENTRY - CONC. PATIOS RC.
s.A0 W/iI0 1 96Po6MLVAPORBARRWROVER
TREATED COMPACTED FLL 10"
I IO' 3 / 5 REBAR B
THICKENED SLAB W
EA ING WALL TWO
STORY W
LINTEL FILLED V/ OH5
Cow. i
1
VERTICAL RESM SEE
PLAN SINGLE
COURSE LINTEL J
1 6 ML VVAPOR — — — — I -- _--------------- I Cow- SLMµ, 3, Owt
TREATED ) COMPACTED
FLL VARIES
89 V ( (i PATIO W [
I
DIE
vARB
3 I PATIOH.R vaFr,
sr 1 3 /
5 REBAR • ' .r! Q Tf17F.
W 0 1 im
0-
AA
OE PRESSEOBNGOGARAGEFTWO STORY15 -b' o' 2'-5 5
HORZ BAR nl
I OWR BLOCK CHAIR
BLOCK UNDER FRAME FOUNDATION
DETAILS - MONOLITHIC SCALE:
N.T.S. 024"
X:24"XI2' ERED
WOOD TRU55E5. FT
CONNECTOR. 5EE ROOF 5
LAYOUT FOR QUANTITY SIZE.
GA5T
LINTEL. 5EE LINTEL N
FOR DEPTH AND REBAR Ib"
CONCRETE CK
COLUMN W/ REBAR.
5EE NDATION
PLAN. APP
FIN. GRADE 3
I/2" CONCRETE SLAB DEEP
COLUMN FOOTER
W13 #5*5 EACH WAY BOTTOM
OF FOOTER TO
BE 12" MIN BELOW GRADE TYPICAL
PORCH SECTION C"
ELEVATION WIRRICANE
ENGINEERING
407)
774-9003 FAX: (407) 774-8477 P.
O. BoX 161613 ALTAMONTE SPRINGS. FL 32716 THOMAS
J. ANDERSON PEa 478t9 MAXIMUM
SPACING OF FILLED CELLS UN
ROIRED CELLS THAT CAN RESIST A 100 KPA LOAD DESIGN
WALL PRESSURE T - 22 PSF NIUONIM
ALLO,VABIE TENSION ON HOLLOW CORE UNITS IS
25 P.Sd - A.CL 531 TABLE 10.1 SECTION
PROPERTIES 8' PARTIALLY GROUTED WALL
z 95.43' 04ASO4ARY STRUCTURES A.C.L> N = "
l+T /8, S - V-L U(12/ 8%T = 95A3 , I. = 10.4 FT. USE
8'-6' HOOZ. SPACING - 9'-4' CEILM MAX OS - L3 USE
61-0' HORIZ. SPACING - 10'-0' TO 12'-8' CEILING HAN USE
61-0' HORTZ. SPACING - 12z-W TO IE' CEDLM MAX ADD
LD(TEL V/ (D 05 CUNT. 0 9-4- HGT. (./- 87 THIS
STRIILTTl(E HAS aEENN DESIOFD TO MEET OR EXCEED T1E
118 MPX 3 SECONB GISTS VV6 LOAD REGUOM ENTS OF
TIE STANDARD BtDLOOG CODE 26D1. oN
9
V7 C,OH4,. SLAB WFU OVM
b MB.. VAPOR SARRIEF ON CLEAK
I`ELL C,014PAGTEDTE WM1 R
NSTANT TREATED FILL OF RE
4nRT 2' 5Y5TEM (TYPJ i
l
FBBSFI FLR FOUNDATION/
PLUMBING" 'A' SCALE _ /
4- r-& VAREB
3LJ'
Jl ATION/
PLUMBING 'C' AC
0 WlE.' AAT
W-
3. Il{ g — —
1 L LOAD
em FTC: p
AC. CAAI% 1
I 3/
4' WaW AT 64RAM DOOR I4'
M4W CMG M of 35MFB FA
OT TTTP. • BB'RT' fTofd Il cou 9
a
U=
co
Z
J Q
U(
Lw 0
pz
1
H O 0
z
o
2jz
O
O ILL
I-
0
Q
f
i'
it -if a
GROUTED SOL
AROUND PIPE
SLEEVE
SEE FOUNDATION PLAN
FOR MBAR QUANTITY
DETAIL DENOTES PIPE
STEMtUALL ROUGH
DETAIL DENOTES PIPE
SLEEVE SHALL BE PA551NG THROUGH FOOTING
2 SIZES LARCsER THAN
PIPE PASSING THROUGH SLEEVE SHALL BE
2 SIZES LARGSER THAN
PIPE PASSING THROUGH
5 RE -BAR WtTWIN FOOTING, —y L- CONCRETE FOOTER
W/ 25" MIN. SPLICE OVERLAP (SEE FOUNDATION PLAN
FOR SIZE)
TYPICAL FOOTING DETAIL
OVENt DO
MULAWN 3%'
CCW— SLAB FIBERGLASS
6444GLES OVER 6•
FELT OVER 1/I6' 055 WOOD
TRU5SE5 STRAPPED
AS SHOWN ON
TRUSS LAYOUT P.
T. W OVER DI9 CDR OVER 2X6
OU13FA50A W CONT. A&
A-tVENTED SOFFIT OBL
2X5 HEADER UNLESS
OT4ERUSE NOTED
ON PLAN WASIOIU
UNIT 2X
WOOD STUDS • V" OC. V8•
STUCCO ON MTL. LATH OVER
WFELT OVER
VI6' 2X
BOTTOM PLATE ON
3/4' TAG OSB. 2X4
CONT. BAND BOAJRD FLOOR
TRUSS STRAPPED AS SNOUN
ON TFLM LAYOUT LINTEL
BLOCK WA -
5 BAR LNTEL
SCREEN MASONRY
FNt841 Ov£
R CM BLOCK O,
9 BLOCK W/M5 BAR •
SFIOUN LOCATIONS
ON FOUNDATION
PLAN f
E GRADE
c
3 •
5 BARS 2m• Osw
ALLSECTION —0 FILLED CELL —TWO STORY TEMWALL —
SINGLE LINTEL ANCHORAGE TAPCON:
BLOCK TO
EXT FRAME SHEAR STRENGTH CONNECTION (TYP.
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"
1 " 1075 LBS. J—BOLT:
1/2" ® 48" O•C* TEST REPORT # 150-20068/ PROFESSIONAL SERVICE
INDUSTRIES, 1
NC.SEEMFG. SPECS. FOR BIT
SIZES & TECHNICAL INFORMATION r
r
EXPANSION BOLTS:
r r
RAWLS r r
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. rtBOWA.A59
S"W.LES FIBEfa3LASSOVER IY
FELT OVER 4N41fJ ES OVER W FELT
OVER IAA 060ORVJ" COX V16, OABL WOOD TRUSSES
OR. VU' COX STRAPPED AS
SHOU N WOOD T( S ON TRI•.,.
9 LAYOUT STI'G1F'PED ,AS R-TS
NG L. R DO C P StON TRUSS 1O IALAYOUTWCONT.
ALU9. LE DO
P.
T. OVERDt8 V134TED SOFFIT
RAS CDR OVER 2X6 SIBFASGIA W
CONT. VU' DRYWALLDBL. 2X8 FADER FOR W-
W MAX. OPENW46. V2' D ALU't VENTED SOFFIT TABLE 2X-
TOP
PLATE DEL 2XW HEADER FOR S.F1AX
OPENM UF10. DOU DEL "FADER FORV-6"
MAXUJtt TOP OPE10r. VOL 2X10 4EADER FOR
5'-V I6' STUDSWOODS2XTUDSiNt- MAX. OFSH UHO. OG. WR-D WN7OU UNtt VS• STUCCO
ON MR. LATH 2X4 BOTTOM PLATE OVER
2X - WOOD OVER 81FELTOVERl/16'
055. OR V2' COX 3/4• T R G STUDS • *'OL. PLYWOOD W
R-A NSUL 2X BOTTOM
PLATE CN 3/
4• TJG PLYWOOD VS' S ON TW CEMTLLATFIOVER2X4COW.
SAM BOARD B• FELT OVER W, OSOB. OR
VU' COX FLOOR TFaM
STRAPPED FLOOR TRU66 AS &ACM
CH TRUSS LAYOUT STRAPPED AS SHOb11 ON TRUSS
LAYOUT DRYWALL OVER
DO
FUFORW V2• DRT'WALL OVER R-
5 NSUL LNTEL BLOCK WI • 5 BAR ZX P.T. BM DM_ DC - TOP PLATE WUOOW UNtt
PREGA5T WITH CU • 5 PLATE W 1/2'XS' AB. 32'
O G DBL. 2Kg
HEADER FOR V-&'
MAX 3- V2'
CON_ SLAB QLEN 6 FT OR GREATER OPENRCxDBL 2)W UMBEIRIES4 OVER
PREG43T.00MG. SYJ. 38OVER ER 111L VAPORQ'BW' UTiO. BARRIER OyER TREATED,
M¢$. F!'M9FI GY92 9V T'itlVRaROOW USTWtVACTEV ML BLOCK .
OUELS BFIOt LO1ON FI
15 ON FOt bATIONPLANpCOFP,YCTE
STUDS
DSS 0 **Or- W R-e
NSIL C nr 1,
3 •
5BARS
2m• WALL SECTION —FRAME
OVER CMU TWO STORY TYPICAL
WALL SECTIONS —
MONOLITHIC SCALE: N.T.
S. 2m• 3 •5
BARS
WALL SECTION — FRAME
C TWO STORY
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aA I1IcTRAI
BEDW "3 a BEDRM 92
sFLAT a& s FLAN as
c TFLtx
Is i
36"
v11mT,t v
Nets
2r.4s baiSETOOLL
II cc2rfsi i Me tNr-t ® BAT
sFLAt
a!N
2BATH
rFLAfa& 2K6 2s4s
N6 NM" pwiATOPTOFaR
is ]66E MOM, AIR ANDLER TO NAVEH
YW2 OF 4' CLEARANCE ON
TMMl
so*"-
r __ ALL 60126 AND ENCLOSURE
SPACE SHALL 8E r"N. 12'
OVER 1HA11 APPLIANCE
CLOSET 1 OR m/
OFT. 4
MASTER BEORM
G s FLAT a&
s
CAIWO FLR
V-3 Ur 4
SH-25.
EGRESSSS 22/ -24) SH-25 7:1EGRESS <+22/ -29) 25
osm.LDBL-25 <+22/ -24)
Ll
2nd FLOOR PLAN
NOTE: ELEV.'A' SHOWN; SEE PARTIAL PLANS FOR ELEV.'S V 8'C)
DBL-25
EGRESS 2 nd A I 1i'1
s
GOIIC.PAIF40
I -r
S 6 e)c60 Pa
22/ 24 [
of (+
227S
24) <+22/ 2 )
A 6-0 X 6-9 SG
i-------- o o 21/ -23)
NFL
KITCHEN = HOOK
0 iFLATa&. rFLATa& ii
ON `°""" FAMILY F41
sRATa& CNEEt
FLn IVea,
11 bavm
a
2ete5ff
A2L LAURY
I's ND2.4s AT
a IfFLAT ;t FL
VwLR ; 55 ! ec o
I 5
N9i
G.
L i4I'i OP6W CFIASE
FOR DMMG
RM a LMlE s
FLATa& N
2-CAR GARAGE 0.
1iPma& m
N cm" G. +
tr WW OTOP ma
Y411 1
LIVING
RMCJffVFM I
i
16' X 7' O.H.D.(+19/ f'
IEfJ6T f UIIFiMNS PANEL21/-
2> s
DBL-
25 21/ -
28) MISC.
FLOOR PLAN NOTES: U
EXTERIOR WALLS WERE VERFIED WICIENT
FOR %1EAR LOADS 2)
SEE FOUNDATION PLAN FOR FILLED
CELL LOCATION! 3)
ALL RyMFWR WALLS TO BE 3 V1' UNLESS
OTNERIUSE NOTED. M
V_
LL.
isE
W
C7
T
4)
ALL STRUCTURAL WOOD FADERS FLOOR 1 TO
BE DOUBLE 2' X 10' UNLESS Lo fitl NOTEDOTAMMSESCALE = 4'= 1'-0' N AREA
CALCULATi06t8 V FW
FLOOR SECOND
FLOOR IW62
Sa FT. SQ
FT. TOTAL
AC LIVM rm Sa FT. SQ.
Fr. jjgt"4n TOTAL
ROOF 3" SQ. FT. M.
PATIO Y!
aN AFMA 4o
Sa FT3MftFTJ
OK
MW PA TOTAL
AFMA 3*1 SO! FU IS1
LIVM
RM 16' X 7' GAD. srt
a& 19/ -23) m aysEtaR
6 PANEL Pfar,W#L warms DBL-
25 21/ -
28) 1Q' GIRDER Tl3166 Yf8' v/
2X4 P.T. V D. DEG 110.
SK eelE Q ENTR+
f-may p.' FORa,..+tilc,6a.arly, br-
wet
OR
PLAN. C' ICAME A2 LEGENDEGINEEFRINGTMTffrM
8 O' AFF. BRCS WILL IL e (
9Isatrf `0 00, raowIs"" waaE a W.liY1R
J.91C Aa„ 1g 4aw
KITCHEN
GALE-'4,.r-o*
r
KITCHEN 6 KITCHEN C
sciu- + -Fiv, scALE- 14,zr-r
ROOF PrrG4
LEFT SIDE ELEv-
SCALE ='/V= r-&
n•-a•
tRxs BEARo
J, Y-QY•
TM eEA#ZM
8-O
TRW SEAFJW3
a -a
F#MW FLOOR
GODP-
614WA-ES X:11111
P. WM TOP OF TO BE AT NIC.IF,.•T POlir
SERE R PA5 el 7 NKIER 1:tAN
ANY PART OF THE IfM Ir HOMWWALLY.
J iCRIMU
t t
I I
6
1 ! IMOM
TRT55 eFaRI
J, T-*V
V.r
TRO BEA 04 i
a-•
FWM FLOOR
ROOF Ptrcw
ROOF PffON
5
WAMaN II1LP,I
Q
VJ
O
w
w
d
X
w
FI
rl
I I
sf
Fww OPT BAMfRbOB
i
i
iEF/
I APT SIDE ELEV. a 'ash
SCALE = 1's'= I'-0• j
L1i
121
fill,
dsefOwd dr ti
dram qc dnrd.ww
dwdod W. w.r
a ouzo,
6
sheet
A 9 A3-A
of:
NOTE; SEE ATTAC ED WVAC FOR
CORRECT PLAN: DO NOT USE
WVAC LAYOUT ON THIS SHEET,
LOAD TABLE MODEL 25M (4A5/04)
2 1 RAW# 40A LP S upyo
7 1 ORM 3" 2p 10 sow
I ONN A MM 20A W It IA40
J WWAL APP m"xs 3" LP a 30M
1 20A4P Q im
I I LAlMDRr 2A W a sw
I I MAW 10 b,
b b Ft l3A44 14 152T
p R ISA W 64 120
r>IIrA,MA Wa L44o
3118-TOTAL MTTS) 3S)"
1 K IVAM GATT$ AT WX loom GAm
IBWCER 40% A339 GATT$
AC. 24,440 UATTS
TOTAL
V080 6ATTS
TOTAL LOAD*" 13 Al,"
S&CES be A"
250a ELECTRICAL RISER DIA61
Mi 150 A 4 WIRE 90"CE
t
To PM
r v.TR
LAVIVr
Gc r
ta49 4MV I
no
r ra. r
3'
LAY I Vr
r r
i
Gc r
2509 PLUM6IN6 RISER
Mi
A, 2
ELECTRICAL LEGEND
WAD(Fit. Doww FAN
DO VMT FWC- 13im arms DR
w78t Fta7cF pel- F9 tram DEIECTm MXL Mma;
wf GROUOFALTMr-
F1aE
O meos H
f % A "C"m se— O AAGnmwx
L vacapow H—1 FU 0FM5CW FIX
Q nlomc ILET Fa --a nodal UfsMYa
1 euna
1' S my O41p1 77J( FLOODUGMf
4 "y to" V/
N:dW.CEtFYa FOC 0. PMM M"M
jEj- DomBelLKMf
Fi Lan VAPOR PIa70F1 C0.FG FdN A
Owl I yr
av LAv
r
i) o aeR cAeL
FAME MM
OA
a<EL MALL AT'P, M G9
LrA"M CR W14 G9
RI IhIE
iNEERtNG
I ZPA66,WFv ca'
MrWAl
6' b— lJ
T
I
i
l•
S S
to x to
r ZnJ CM
CEifG Fall PI OPf)
15t ELECTfRlGAj'=A'1A
s(-N F - vA' , r-0,
FECESSED LrAff
IN9CA4!ECTWIERSEATERf v
C4LA5E FOR
AC LK —
OPT.
w
C) O
to
lit21sMi
bhc
t*
awF4 ' br D1 -
sa.n 6)r.6a.dDFq.
a.e.Gs)c..+
a.rc msro+
JUL 0 8 2004 I qq
Of
t
t^ZT-t4F9flW2509 LINTEL SCHED.
LINTEL
NO, LENGTH TYPE COMMENTS
L 1 17'-4' 8F16-19/iT ALLIED LINTEL+ A-13
L 2 7-6' 8F16-1B/IT ALLIED LINTEL+ A-5
L 3 7'-6' 8F16-IB/IT ALLIED LINTEL, A-5
L 4 4'-6' 8F16-0B/IT ALLIED LINTEL- A-3
L 5 7'-6' 8F16-1B/IT ALLIED LINTEL, A-5
L 6 4'-6' B/1 ALLIED LINTEL. A-3
L 7 4'-6' LW12-00EB/ITT
ALLIED LINTEL, A-3
L 8 4'-6' 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' 0B/1T ALLIED LINTEL, A-9
L It 7'-6' OB/ITL8FS-OB/IT
ALLIED LINTEL, A-5
L 12 4'-6' E ALLIED LINTEL, A-3
NOTE, LINTEL LI MAY VARY DUE TO HEIGHT (IF GARAGE
FLOOR, MINIMUM DEPTH TO BE 16'.
8F16-IMT 8F12-1B/1T 8F8-1B/lT
LINTEL SECTIONS
45 REBAR AT TOP
NM (1) REQ'D
1-1/2' CLEAR
a i
C.M.U.
F = FILLED WITH GROUT / U = UNFILLED
GROUT F QUANTITY (IF15 REBAR AT
BOTTOM OF LINTEL CAVITY
y F
OS AT BOTTOM 8 F l 6— l B/ l TOFLINTELCAVITY
BOTTOM REIIS11ORCINGf1
7-5/8'AC PROVIDED !N LINTEL NOMI". VIDT14 J QUANTITY OF i5
8'
VARIES) NOMINAL HEIGHTNOMINALWIDTH REBAR AT TOP
TYPE DESIGNATION
2509fAlf LINTEL DIAGRAM (GAR. LT.
SCALE: N.T.S.
V
Q
0
J
w
Z
J
stmet
A5
NOTES: CAST-CRETE SAFE LOAD TABLES
MATERIALS FOR GRAVITY, UPLIFT & LATERAL LOADS
i. ft Prer at Irnteis = 35T]0ps1z. ft presfraccc,, lintels = t000 Psi. ,.
3, ftgrvut = MM Ps114/00xinUn 3(8• cggre¢re. 8„ PRECAST W/ 2 RECESS DOOR U-LINTELS 4.
CocretE rtusor^t to is 1CW per ASTM C40-w/ finmun
net trio clasp essr a sltl = 1900 1. S,
RECEr Prw ad in precast Lintel per A5M A615 C.%
CL Flea n etit pI3 ASM Ati(s 6R4o or C 26O. 6,
fi esh essf qqsttvnd ASM A416 gTde 210
low refesmant[Y1. 1.
V32 wre per ASTM ASIO. 8.
f trtcrpet ASTM CZW t'Pe M o' 5. GENERAL
NOTES I.
f twdefull mango fte<l I and t>ed fonts. 2
r-Moreidled lintels as reErrad. 3
Install d of Intel mist awipily wath ae crctntecturol at4F31-
sttvctu'ol draovngs. 4.
Linens are nionufrZtlred with 5-VZ' long nt s of the 1,
oaCcotitnlatt>te vetrnt cell tErifa cty and qr M. 5
All I+uels meet or e>ce ed L1350 vertwl del Fectlal. except lintels IT-4 • CM loagec with a nlonrot height of 8- beet or exceed LAW. 6.
9otton field gadded net= to to k3wted at the tiottlom of
tie 11de1 cavity. 1.
lilatlet'awre stirrups are welded to the t ottorn steel for 8.
C InrE te may the prcmded in canpm to Intel in lieu of
compete Mosary units. q.
Safe land rDt 4L7530ed - rattal design Ono" Per ALI
318 and lasra
SAFE LOAD
TABLE NOTES I. All
vales w lnnnun 4' beorwg. Exception: Safe toads For unfitted ttitets mist
to redCed trt 20% if teoi . IentgM is less than 64V2'. S13Fe loci
for 011 r Messed lintels noosed an 8' nonwal ten 2. N.
R. = Not Rated. 3. Safe
ore tohal selpernposed arable load all the sectrn specified. 4. Sofe
lords hosed an Bode 40 or Bade 60 field ne n . S. Addttioaa!
IDlerol toad capim-(1 col be obtaced by the deslyer t7'i providingaddiaaI
reinforced nasorry above tte premo5t Intel. 6. Ore •
1 . et>tor nay be sut2stRuted for two 05 rebar5 in 8• le tels only. 1. The
designer may evwluate calcartrated Imds flan the safe Imo I tables try cakulotrcgthemoxenulnresistingnlrnlentoldstew' of day from the fie of
5upp13rt. 8. For
corposite lintel heights not sho+n, use scife land tram next lover tecjnt. 9. All
safe IQa I in units of pounds per Ineor foot. 4~14-
M GRAVITY t n1
aFte 4'-4' (
52') FAST 14en 2452 3-84 4929904 Gees 1871 34U
OW 64-M W41 946 0818 4'-' (50
PRMA5T EBl 4449 21W Zn4 MM 44M 536 hods n02 3424'I82 64721941 44E 0081e 5-W
MW) PRECAST 1e5 s32 ew am tam Z% 3015 35M u53 a62
4014 6412 GM 58/4 GI534 5'-10' (
1p•) PRECAST M TR 190I
I449 R24 24M 25T6 M52 no 21
317n bcy 656 S M aG'-8• (
86') PRECAST ga 9tFt t6T 2903 2Si 3F13 3312 45ZZ 9O1 6T2.-EB 4006'Ed o9rs16i2t T-' lq0)
PRECAST 66s Tat E77 Z252 F65 249 2944 3439 164 l3T
2329 Si09 54V b624 St3Z 9'-8' (
II') PRECAST 3'0 4a] 834 01 E42 6H VWM 556 925
Win 019 2518 1 3595 1 2815 8" PRECAST
W/ 2" RECESS DOOR U-LINTELS 4-M
UPLIFT LATERAL LBGTH TYm
vs e1a:a t 71
dab 52')
PRECAST
Qas WeF:r.WMMD4s2
1r4=2M
932932
12" 09
3n6 40M 4850 54') PRECAST
W12 I901 30 3W 415E a53 W2 1495
33% SM 4643 i6B') PRECAST
424• 1rQ 24M 3M8 3689 SOi 501 924 1132
25i51 2918 3fila(10') PRECAST
838 M52
2965 39Bi 4G9 469
8% 099
Eta ZZBB I 2891 3491 4a6 eo') PRECAST
Tin mz u59 2042 2TO 3101 3642 R81tom') PRECAST
GMG91280z1932nGBBJ.454913a2
ib2 2225 3151595`5E 533Sn
IO0'1 BfiilaB 20BB 2450 REOILE VALID
BY 159E FOR GRADE 40 FIELD REBAR 8" PRECAST &
PRESTRESSED U-LINTELS 8" PRECAST & PRESTRESSED U-LINTELS GRAVITY TYPE
8t1B
45fo-s 2'-10'
C349 PRECAST3fi6 44-8 G03'1 rob93G4 041Z M' 366 1448FriMM400410412N9363-6- (
42') PRECAST 3t3B 3311 IGa9 EaO1 13i51 31(6
44-8 GEM 15Z! 9004 CW12 9938 4'-0' (
48') PRECAST 20 2325 249E 3461 4438 0 63n4 1358 X.O.
4-CO tCEPlMM 9004 CWW r86 4'-6' (
549 PRECAST w rvn Ma MM 3CS 4"4 4d6 Ys44 2M 4OZl
GEM Aga 19M4 0412 9rfi8 5'-4' (
64') PRECAST 1184 1ffi w teo9 231 28a 333E 384E IF65 3989f935160% 5400 1 6424 14M 5'-((],rU')
PRECAST q12 laoa 099 1414 tee% Z334 2-0 9131 454 Z4644H45458443152808226'4;' (
18•) PRECAST 931 Q 201 33i3 Z"G 3358 3" 405 taa am
3M 52M TB4 am Gam T-61 (
401) PRECAST 151 029 r.15 2385 f" 243i 288E 3393 9329 015
310 31339 sm EG13 WJ n 9'-4' (
112') FREAST 51.1 632a+i t4ER M 1482 r64 Zan M8 QQ181t5254434SR40M3IZ1lo'-6Y126')
PRECAST M a2 am 915 n22 132E ism 456 t58
025 5&4 2081 I Zil4 3SO Z4134 ll'-4' (
136') PRgAST 445 s 935
ims te84 1 2355 Me G 598 935
MS 054 1 Z441 3$ 4044 12'-0Y144'}
PRECAST 4i4 545 a&4 1254 MER 2014 t5a IBIS ss 8G425416.93 22n1 - 3590 PRECAST 362
4n ME Ole rEll i635 M4 1 i4e 485 H%
10-16 1435 MW 2343 2920 14'-0Y16W)
PRECAST 338 548 9R 1190 1%2 1081 QGO 455 100
003 EM 1-114 2tM 26G6ta'a'
A16') NR 1R la OR to HR lit FIR 4E5 155
E1D 3345 2Gi0 305 3155 15'-4' (
154') PRES NR NZ tit w Ise OR R Kt 4M 695
293 60M 2TO 2WO 940 IT-4'
I208'/P1 NR R HR
OR MR NR w MR 310 53
990 1400 lam 2200 MOO MR iR
1R Pa w 1R 1R 240 40C)
150 1090 Hm I-M 3M0 ME-S
IVR4iR Ise eR w 183 3M
60 94O ZIO 2743YM4')PRES
NR 1R iR R iR K.MMO
titr.0
3m5'O BTO RM zw-o (
z88'}P NR rR Ht
wx R® a- 240
4L QO I 160 11REDUCE VALUE
BY 25% FOR GRADE 40 FIELD REBAR I NOTES: I
ALLIED LINTEL TABLES MATERIALS 6
INSTALLATION I. reb3
in precost lintel COW per ASTM A615 2. Tetonnpouredteals6R40ASTMA615B. ft
For praast Inteis =400, 4. ft
for fold concrete=3000psi 5. commte
llasory units per ASTM C-90 nvtcr ppaa
A5TM C2rd type M a 5 6. catculafrns
b'Y Ricfa-d Cf. Newnul. RddIE44B "M
Engineering IM. 1. 4>
3re till composite Inte15 4' OL. B. all
coompmite tErns micubted with 105 1. on
nDnnat 8' boa i q 4' 1nnn./
n). 10. all
loads stem a Grads per li eur hoot 11. for1er1gtl'1 TorunI*ted use next larger length for
safe bad FIELD REBAR
J 45
r R 40 Q F
CML. Q
CONCRETE
FILL WQ m
FIELD REBAR Q 5
C.R 40m 1-
5/
8'Ar-nIAL ALLIED GRAVITY
SAFE LOAD TABLE FOR 8" CONCRETE "U" LINTELS LINTEL NO.
LENGTH UNFILLED FILLED FILLED FILLED FILLED F ;ED" FILLED FILLED A-1
210' 654q 6251 10125 120M 12000 12000 IMM I2000 A-2
3b' 3838 3858 5Z31 855Z 11440 12000 12000 12000 A-3
4b' 2081 1914 3361 461E 618E 1269 Bf-0I 9924A-4
5.10' 1128 1080 1810 2483 333E 3413 4631 5350 A-5
15' 902 105E 1844 2542 3294 4029 4-M 5522 A-6
914' 656 636 1112 1534 1994 243E 2902 334E A-1
lot., 48q 483 841 1110 1522 1851 2211 255E A-8
II'4' 502612 1125 15M 2002 2455 2431 33Bq A-q
IM, 421 488 900 1224 1604 968 2350 2121 A-10
13'4' 393 419 114 1053 13BI 169Z 2024 2341 A-I1
1413' 342 313 690 935 1233 t516 1808 2091 A-12
14'8' 308 334W49s 842 1108 13W t624 1819 A-13
IT4' 2l2[2856!1 808 98B 1188 13M A-14
19'4' 250395850 t13B 1408 I698 1980 A-15
20'0' 225%5184 1052 1300 I5 1831 ALLIED UPLIFT
LINTEL N0.
NG AND LATERAL
SAFE LOADS FOR 8" CONCRETE "U" LINTELS UNFI ED
DFLLED FaiED FILLED 6FILL 0 efaim8 FILLED LATERALA-I.
210' 309E 350 gI94 IOOW MOM f0000 t0000 KMMI 4408 A-2
wu335 181E 5445 11 10000 1 KUM I0 CI 2592 A-3
4b' I318 m51 4224 5900 8203 9440 Koom noctol tM5 A-4
510' 515 GM 23W 3319 43M 5303 6-66 1848 1 Tn A-5
lb' 345 310 t421 1918 2552 9514 - 3661 46M E" A-6
9'4' 2M 252 q34 129E 1665 2099 2542 2941 423 A-1
ICIV 1flS 20q 156 104q tam 1662 2025 2341 329 A-8
11'4' 3133 333 E82 911 1110 1452 11551 2028 451 A-9
12t9• 241 252 515 160 991 1232 1464 IER5 351 A-10
134' 253 253 510 103 892 1109 1303 1509 320 A-11
1413• 225 324 1 4-6 E62 824 In IM 1385 A-12
141T 191 218 442 6L19 69 955 IM 12M 262 A-13
fi'4' t45 253 351 483 605 15 842 914 A-14
MW 184 04 308 420 525 651 95 826 2 A -IS
Win' 114 203 2 405 SOa r 6B0 w j
WL
f
Q0
J
J
I-
Z
J
Ifil
F
Is- i
i.
Nr.
imc M 4l.
rpisd
b1! d byt 4..'
dC>d)i dl.d"
er.4M1. dd. s7Z20I
sheet A5.
1
of.
SOY
L'
oN r+rraasaBor rt
J)am TO BOtm BEAM w
r EPA THFa-A= ROO W
WILM EMEEEY794T
ROOF TRUSS LAYOUT 'A'
n.T.s
4, ^ V. — aa4p - -6 k
STRAP TE • EVERY 3rd
STUD C4M6GTNG FLOOR
Tt " TO 3d FLOOR STUD
F BLOCK TO 2ND. STORY STRAPPING
17-4-12 AT.
PLATE
ROOF TRUS5 ANCHORAGE:
3)11 8;Ut -M (OR M K ABLE TM FOR ALL JOIST FWiGER
4) USE (a3) ,OR "4 x 3 V4' PASELODE &N NAIL TO FASTEN JACK
TO fAPGt1 CRlT (BJ5) GAEiLE TRQ69E5 RF CU tYPE 'A' OR lV TYPE 'C• STRAP AT
4d' 04C F!7lOt'k: TRU59.
6) ALL SHALL BE ERFER CONNECTED
604,bTRAPB TOP AND BOTTOM N AVOMCIN TO OT ER
S ON fl-AH .. SIf1L.ARLY. 4X4 POSTS W.01ME (7)-SP4'6 ON
EACH END. 43a6 POSTS RED (3)-SP4's GH EAL64 @D.
V BOTTOM HALF OF "rM TfaM STRAPS SNALL.EE EITFER NEATLYtlP1pFEDUIDROOIbLETOPPLATEORNEATLYFASTENEDTO
VERTICAL STW OR POST DEPE DNG ON ALIGWIENT OF GIRDER ANDSTUDSORPOETBELOOL
SEE POST 5TFtAPFTY
CN t.( AND . FLR
PNF3f1 M EQUIVALENT MAY BE SI1MMUTED
FOR FWD NAIL DESI3H4TIOW
NAIL VALUES,
BASED CH 'NAMNAL DES6GM OPECRCATIONS
FOR WOO CONSTFRI)C ON FF M
TABLE SBc - 144" AND SPRMS -
LATERAL LOAD DESIGN VAUEW
t4Aa SWEAR VALLE(&bO
Od 1030.
Wd tr3•
Wd 14V
FLOOR TRUSS LAYOUT 'A' & 'B'
N.T.S.
HELD BACK 1"
16"
WITRICAME
ENGINEERING
40n n1-WP1 FIX- (40n nFd
gyp, OX NN/J OUNIMM WN & iL SDN
w 1 meet" Fg mis
uQaZg
J_
COcp Q
p J WUp
I—WU
LL
OQ::)
wow
O w
IL m
Q
W
o
C)
LO
CV
NVIFIOIfC
dN.nbY•AnwdeFig
dedaatx,.r.
aefc a.a4
sheet
A&A
5TRAPF I N& SCHEr;)ULE - 51 MP50N
sYi' 1 CODE T DESCRIPTION COMPLIANCE FASTENERS
LO j UPL
MAX.
DESI&N
DFL% YP SPFT
A METAI8 CONCRETE STRAP 55CCI 9603 I I 14-10dx1.5",(2 1 10-16d 1500 1495
B H5 HURRICANE CLIP NER 393,422,432 4-8d, 4-8d 1485 455 265
C MT516 TW15T TIE NER 413 14-10d 3116 1000 860
D L5TA30 5TRAP TIE NER 413,443 22-10d 1610 1610
E 14U526 5INGcLE FACE MOUNT HAWGE NER 393 14-16d 4 Co- i6d 10000 1550 1110
E 1-11.1526-2 DOUBLE FACE MOUNT HANG ER 393 4-16d 4 4-16d 8033 1080 115
ML MBHA3b6/1.25 MASONRU HAWGER 8" 55CC1 9603 I6-10d (2) ATR 3/4? x 8" 5955 1885 1355
MH M5HA3.56/925 MASONRY HANGER 925 55CCl 9603 14-10d, (2) ATR 34"? x 8" 6050 3145 2260
MCI 1-15HA3.56/1125 MASONRY HANGER 12" 55CC1 9603 14-10, (2) ATR 3/4"? x 8" 6050 3145 2260
O HD8A HOLDOWN TO 3" WOOD NER 393,469 3) 1/8"? A.B. 28661 6465 4650
Q 5P4 TOP PLAT ANCHOR5 4X NER 432 443,499 6-10d x 15" 2911 135 530
R 5P6 TOP PLATE ANCHOR 6X NER 432,443499 6-10d x IB" 2911 135 530
X HGzT-2 HEAVY GIRDER TIE DOWN NER 432 8-10d 4 3/4"7 or LBP 5/8"? 28333 8665 6485
AA BC-4 POST ANGNOR 4 CAP 4x4 NER 421 3-16d 4 3-16d 3100 980 100
BB BC6 P05T ANCHOR 4 GAP 6x6 NER 421 6-Ibd 4 6-16d 4100 1050 150
GC 5C46 P05T ANCHOR 4 CAP 4x6 NER 421 6-16d 4 3-16d 3100 980 100
GG HT520 HEAVY TW15T 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 14ETA20 HEAVY GONCRETE STRAP NER 393,469 1)p1 14-10dx1.5" NA2114-10d 1135 1495 LL
HHETA20 CONCRETE STRAP NER 393469 1 I 11-10dxl.5" (2 I 15-16d 2130 1860 00
MTT28B HOLDDOWN NER 393432 24-16d AND 5/8" OR 3/4" DIA AB 4455 4455 jai
wow s w.as. J
W
0
a
a
t
L' BRACING FEOUIREMENTS
STUD
SPACING
NO
L' BRACE
1) 2x4
L' BRACE
2) 2x4
L' BRACE
2) 2xb
L' BRACE
16" 0'-0" - 4'-5" 4'-5" - 8'-0" 8'-0" - 11'-5" Il'-O" - 15'-b"
24" 0'-0" - 4'-0" 4'-0" - b'-10" b'-10" - V-10" 8'-10" - n'-8"
NOTE: "L" BRACE MUST EXTEND AT LEAST W OF WEB LENG"T
GABLE TRUSS -
SIMPSON-A35 a 3'-0" OjC.-
2x4 SPRUCE OR BETTER -
LATERAL BRACES a 4'-0'
OZ. ATTACH (2) ibd TOENAILS
ROOF SHEATHING OVER TRUSSES
SEE NAILING ZONES)
BA0Q'4AIL W/ (2) Ibd NAILS
BAY-2
WOOD TRUSSES
a 24" OZ. -
2x4 DRYWALL NAILER
L" BRACE TO EXTEND AT LEAST
W% OF WEB LENGTH (SEE TABLE)
2x4 PANEL 5LOGfC24S a 48" OJG.
FOR TFB (2) ROWS OF TRUSSES
FROM EA. END TYPICAL
ATTACHED W/ (2) 16d TOENAILS
GYPSUM WALL BOA
SIMPSON 'A35'
AT 3'-O' OC.
2x4 DRYWALL NAIL
DOUBLE 2x,
Q SECTION
TOP PLATE
I - 1-
STRAP TIDE "D"
48" OZ.) 10d NAILS
a 4" O.G.
10d NAILS • 4" OC.
DOUBLE 2x4
TOP PLATE
TYPICAL GABLE ATTAG—IMENT
TO WOOD FRAMING END WALL
NOTE. THIS INSTALLATION IS IN ADDITION TO
BRAGMG REQUIREMENTS OF TRUSS MANUFACTURER
BAY
1/16" OSB
OR 1/2" COX
2x4 DIAL. BRACE e 48' O:C.
W/ (4) 10al NAILS a EA. END
a FIRST TWO BAYS
1
I
1
1
GABLE TRUSS
STRAP TYPE "D•
4W OJT..) 10d NAILS
a 4' OZ.
10d NAILS a 4" O.G.
OVERLAP SMATI4ING W/
12' MK SPLICE
2x4 STUDS a 16" Or- W/
2x4 BLOCKMG a MID SPAN
WOOD FRAMMG WALL)
2x4 LEDGER TO MATCH BOTTOM U 2x4 BLOCKING a 48. OiC. 04ORD SLOPE OF SCISSOR TRkISS
ATTACH TO WEBS WITH CLUSTERS 'L.' BRACE
OF (2) 10d NAILS e TOW TYW1 10d
PICAL
NAILS
GABLE TRUSS WEB
SECT ION
DOUBLE 'L" BRACE DETAIL
2x4 LEDGER TO MATCH BOTTOM
CHORD SLOPE OF SCISSOR TRUSS 2x4 BLOCKING a 48" O.G.
ATTACH TO WEBS WITH CLUSTERS L« BRACEOF (2) 10d NAILS ATTACHED W/ 10d NAILS
a 4. O.G. TYPICAL
GABLE TRUSS WEB
C )—aAl TION
L' BRACE DETAIL
GABLE END BRACING DETAIL
WIND SPEED 100 MPH, MEAN WALL HEIGHT UP TO 30'-0"
ENGINEERING
Wn "4-SM fM (On M-M"
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ROOF FRAMING P1310ER F A BLOCKED PIAPHi2AOM ZCM 15 GALLED FOR ON IW- ALL PLYOKJOD PANEL EDGES SEE CC LECTOR CHART
SCHEDIIP FOR TIMM
PLAN PROVVE 2x4 BI-OCp'IG
NAILS 14' O.C. FOR BLOCKED DIAPHRA I ZONE
STRAPS) odAALS AT 6. OIL'. OR
ad NALS AT 4' OC. OR E(i1ALNALBNT
DOUBLE TOP PLATE EQUALNALENT PN1Et1AfIC FNU@1ATC NAIL AT
HAL AT SUPFCRTED EDf>ES ® SUPPORTED EDGES AND1A6. OSB OR U;DX AND BLOCKM AND a• OG _ a. OG. FIELD FOR OTHER
EXTERIOR SHE FIELDFOR SHC4DED AREAS AIAS OF ROOF E: NAILED
OV GA LVa : -.
OF ROOF 14OC. EDC a'
O.C. FIELD 2x4
P.T. ULA_ISTUD _ ST0 3). vIA ANCHOR
BOLTS TO BLOCK
1 n V2'
DIA
x
S' ANCHOR BOLTS EMBED 6'
MN MO FOUNDATION W/
2SQSIVB' WASFE'RS,
LOCATED WTNN 6'
OF EACH END AND
32' O.C. MAJC. E-L`
E+ CFWALL 4
HEADER STUD 2x4 P.T. BOTTOM PLATE IV STRAP EVERY
OTHER STUD TYPICAL FRAMING AND
GONNEGTION5 FOR OPENINGS V W ` OSB
SMAT"w- OR 1/2•
COX TYP. - . ROOF SHEATHING NAILING
RSN PATERN DETAILFLOORFRAMWGEI
OQCING REc7l11RED: PROVIDE 2X4 BLOCKING IN T14E SHOM o 24"
O/C) FIRST THREE FRAM w1 °.+PACES AT 40, OL. REMAINDER TO BE BLOCKED
AT -36" Oic. OR RAT FWN- FASTENING: FASTEN FLOOR
SHEATHING TO FRAMING W/ WRN ad CO"
10145 OR ad HOT DIPPED GALVANIZED NAILS AT THIS
FOLLOWNG SPACNG: 1) 6. ON
CENTER AT ALL PANEL EDGE FRAMING I) 12' ON
CENTER AT ALL NTERI"IEDIATE FRAMING L BLOCKW, s
46" O/C MAX, IN FIRST THREE FRAMING SPACES 4
96" OC. THEREFORE FLOOR BRAGING AT
ENDWALLS WOOD TRU40 STRAPPED
AS SHOW
ON TH155 LAYOUT -
2) 2X- TOP
PLATE - DEL- 2X8 HEADER
STRAP FOR MAX TIE
OpENIG.•DEL 2XI0
HEADER FOR 5'-
S' MAX. OPENING UMO.
AT MI- D
V.* or_ TUD
SPACING FOR NT t'
Xd's. FRAMEWALLTTI II III G PLATE ANCHOR
EVERY EVERY OTHER STUD (
TYPJ EXPANSION BOLT ANCHORAGE
14' OL.-
I - FRAMING & STRAPPING
INTER.
BRG. WALL ® DOOR WOOD SWP SHOW
ONAS _ TRIM LAYOUT 2-
2XTE4 T
PLA J. TOC U2.
4 STUDS W
OC PLATE ANGHOFEVERYOTHER
STUD (TYP.
STUD 4
BOTTOM V2• X
5• EXPANSION
eo8' OC- CM!
WALL---
T WDOD
TRIM STRAPPED
AS
SHOWN ON
TRUSS LAYOUT
2X- BLOCKFY
AT HIDSPAN -
W OG
STD 6PAC
W. FOR NT.
SNUG. FRAME
WALL PLATE ANCHC
EVERY OTHER
STUD (Trr,
TOP 4
BOTTOMI- 41-0'
WS EXTERIOR
WALL SHEATHING
NAILING
PATTERN DETAIL P.
T. 2X6 W/
Vl' DIAL 'J' CHU (TYPJ BOLTS . 48-
MAX W/ TIa159 6• EMBED. (TYP.)
7 BEARC Ka _ ,. .. P.
T. 2Xb W/
V2' DA K 'J' BOLTS
48• MAX W/ 6'
MIi EMBED. (TYPJ DETAIL:
TYPICAL JAMB F45TENING
9 OVERHEAD GARAGE DOOR
SCALE: N.T.S.
2m ESEREQUIREMENTS APPLY
WEN
WINDOW( DOOR AMFACTUREWS
FASTENING ETWOD 15
NOT SPECFIED.
PT bC BU C9
FOR WINDOWS AND DOOR$ V 5( NWl,FACTIUfEFS
INSTALLATION INSTRUCTIONS. 2JALL WINDOW
SHIMS
MUST BE FULL WDT4OF SASH. GT
7X BUCKS FOR
WINDO116 AND DOORS J INSTALL 3A6' DIAMETER
SELF TAPPw- CONC. ANCHORS, OGGHR (8)
NCHE5 MN FROM ENDS AND 24.
ON CENTER MAX. ITV I V4' MR
EMBED. INTO BLOM FASTER WNDOOYDOOR TO PT
BUCKS PER MANUFACTURERS INSTALLATION INSTRUCTIONS.
J ALL WIDOW
SHIMS
MUST BE FULL WDTH OF SASHL TYPICAL
BLOCK OPENING DETAIL
FOR PT aucK FASTENM
AND 35 PSF RATING) (11/20/03) V2'XS• E 31*
DP. C OG
yr
FRAMING &
STRAPPINGQFRAMING
do STRAPPING KNEEWALL OVER CMU INTERIOR
BEARING WALL I NAIL INTO 2
VIALS TOPPLATE rTOPPL, PRE ENGIEERED '
NIOOD FLOOR
TRU55 / I
i 24' DOflBLE - LE TOPPLATE _ _______
2X- BLACKING
AT MIDSPAN -
W OL,
STUD 2X
P.T. BORON
PLATE -- EXPANSIONBOP
132' OC,
GENERAL
NOTE&
CsENERAL : L
LIVE LOADS
ROCF:
Wp f FLOOR:
40p f STAIR: 40pHT 2. WOO SPEED 00
ph 3 w- goat 3. ALL WOK TO
BE N ACCORDANCE WITH THE F1SC. 2C01 CHAPTER W. 4. ONLY MTRgN CNANIGECi'
APPROVED BY THE ENWNEER SWILL BE PERMTIED. CONCRETE : L ALL WORK
TO
BE N STRICT ACCORDANCE WITH THE ACI M 2. MIX DESKdI CRITERIA -
ALL CONCRETE TYPE I
PORTLAND CE'00. (ASM C 150) CON*--MSG1VE STRENY T14 .
25 DAYS SHALLBE 2500 Z. FOR SLABS AND FO ITNGSAD30001ELSEEIE (UONRJ. MA)"" DATER.CEMENT RATIO
BY LLE* Ef6HI FOLLOV& SPA NON -
AIR,
AIR C.
CMPREGGENTRAPED ENTRAINED S Y.
MTP H) CONCRETE
COMCF19TE 25CO 01610.54 3000 058
0.46 SLUMP -SLAB
OH GRADE S. OTHER
5' WATER - POTABLE CHLORIDE - NONE
3. PROVIDE
NORMAL UEV
WT A-{
aREGATES IN COMPLIANCE WITH THE REQUIREMENTS OF ASTM C 33. 4. FBEfd'
ESH FOR SLAB TO
BE AT A RATIO OF .15 LBSIT'ARD. FOUNDATIONS : L FOOTING DESIGN BASED CM
MINIMUM
ALLO TABLE SOIL BEARING FFESS1IRE OF 20M p.T. 2. F FOOTING ELEVATION 00CIM NDIbTUUEOEDIMSTABLEORUNSUITABLETHEENGINEERSHALL. 15E NOTIFIED ANDNECESSARYADJUSTMENTSBENEMADEFURNI$ STRUCTIO M3. PREPARATION OF THE SUBGRADE TO
FOLLOW RECOMMENDATIONS AS OUTLINED N THE GE07ECUICAL REPORT. SOIL. 4.
STEPS N WALL FOOTINGS SHALL
NOT EXCEED A SLOPE OF (1) VERTICAL TO (7) HORIZONTAL.
5. CAUTION SHALL BE USED WHEN
OPERATING VIBRATORY' COMPACTION EQUIPMENT NEAR EXISTING STRUCTURES TO AVOID THE RISK
OF DAMAGE TO THE STRI)CTVRE. MASONRY : L DESIGN. MATERIAL AND %OFhgWJSHP
SMALL
BE IN ACCORDANCE UNTN THE AC' STANDARD BUILDING CODE REQUIREMENTO FOR CONCRETE MASONRYSTRICTURESACI530/ACI 5301 2, CELLS INDICATED TO BE FILLED
SHALL BE GROUTED WT14 3000 ps1 CONCRETE. W TO 10' SLUMP) 3. PROVIDE 25' LAP FOR STEEL .
ALL LOCATIONS. 4. ALL CELLS ADJACENT TO CORNERS,
END OF SHEAR WALLS AND UNDER CONCENTRATED LOADS SHALL CONTAIN VERTICAL REINFORCING AND SHALL
BE FILLED WTH CONCRETE. 5. CONCRETE BLOCKS SHALL CONF-ORM
TO ASM C-w (25DAY SiREN6TH 2O00 p 1) (T'41.1500 pHI), LAD N RUNNW. BOO. 6. MORTAR
SHALL BE TYPE N.
1. ALL RE -BARS 59ALL BE
GRADE 40 UCE$5 UN-O. WOOD : L ALL WOOD FRAMING. AND
PRE-
ENGINEERED WOOD TRU55ES SHALL BE DESNS ED, DETAILED, AND FABRICATED IN ACCORDANCE WT14 THE PROCEDURESANDRC-C UIREfENTS OUTLINED N THE LATEST EDI7IOR OF THE NATIONAL DESIGN SPECIFNGATIONS
FOR WOOD CONSTRUCTIOR 2. THE WOOD TRUSSES SMALL BE
SIZED AND DETAILED TO FIT THEE DIMENSIONS AND LOADS INDICATED. ALL DESIGN SHALL BE N ACCORDANCEWTWALLOWABLEVALUESANDSECTIONPROPERTIESASSIGNEDANDAPPROVEDBYTHEBWLD*NG CODE. DESKlR CALOLATION.S BK+NED AND SEALED BYA LICENSED PROFESSIONAL ENL3IgER ARE TOBESUBMITTEDTOTHEENGIEERFORAPPROVAL. 3. PERMANENT BRIOGWj PERPENDICULAR TO THE
SPAIN OF TME TRUSSES SMALL BE PROVIDED AS REQWRED By THE M65 MWAFAGTtUER TRUE-6 MANFACTURER SMALL PROVIDE STATEMENT ATBOTTOM CHORD OF ROOF TRUSSES AREBRACEDDURRY+ UPLIFT CONDITION 4. FOR STRUCTURAL LUMBER PROVIDE THE
HOLLOWNC GRADE AND SPECIES : SOUTHERN PINE SURFACES DRY USED ATIS% MAX. K C. GRADE NO2 OR SPRUCE PINE FIR SOUTFI GRADE H02 5. PROVIDE GALVAWZED
METAL HANGERS AND
FRN'IINCa ANCHORS OF THE SUE AND TYPE RECOMt@DED BY THE MW*FACRIFER FOREAC34USENCLUDNGRECOMMENDEDHAILS. (HIGHES CONNECTORS OR EWYALUNT) 6. ALL BOLTS
USED FOR WOOD
CONSTRUCT UCH SMALL BE A MNltl1 OF V2' DIAMETER AND 6' IN LENGTH (ASM A-301) WITH MN. 1 1/2' DIAK UTAS"ER UNO. 1_ PROVIDE FRAMING MEMBERS OF SIZES
AND OF SPACINGS SHWA, OR F NOT SHOWN, COMPLY WTH LIATIKG STIR Mr-MTS CHART. DONOTSPLICESTRUCTURALMEMBERSBEiBEENNSUPPORTS. 8. ANCHOR AND NALNG AS SOMIN,
AND TO COMPLY WTH THE RECOMlENDEDNAILING SCHEDULE FROM THE STANDARD BUILDING CODE, LATEST EDRIOK 9.
ROOF SHEATHING: IAW OSB OR V2'
COX SEE DRA11114G5
FOR NAILING PATTERNS. VERIFICATION OF
FIELD CONDITIONS : L CONTpACTOR SHALL
VERFY ALL FELD CAIORIONS
AND DI ENSIORS RELATIVE TO SAME WHERE MpE AM CONFLICTS BemeeN ACTUAL FIELD oNaAMDATAPRESENTEDINTHEDRAWWS. SUCH CCNDRIONNS SMALL CALLED TO ARL'HREGTTNo
ATTENTION AND NECESSARY ADJUSTMENTS MADE PERHISINSTRUCTIONS. 2. FOR ANCHOR
BOLTS USE HU1CiHE5 OR
EQUIVALENT (A-36 OR A-301 STEEL) 3. PROVIDE 2X4 BLOCKING ON ALL SIDES
OF THE RIDGE VENTS WITH Sd AWLS AT 4' ON CENTER FLOOR 7R O +CD. L1X Y TOENAL
FLOOR TRUSS TO TOP PLATE
111116
PENNY N A LS, (2)
ON ONE SIDE, (V ONTHE OTHER
INTERIOR BEARING WALL W/ NO UPLIFT WETCE
NG IA ON I.- 4DY!!! 1T.
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SADDLE CRICKET
HATCH ROOF SLOPE
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FRAMING SECTION THRU CHIMNEY
SADDLE CRICKET CH INTERIOR CHIMNEY H
CHIMNEY TYP. DETAIL >i I p INTERIOR CHIMNEY DETAILS
N.T.S.
EffiT. • 24. OL.
7x4 BLOCKIY •
EA SIDE ITYPI
GABLE
PEAT. • 24' OL.
Cris
oee SFEATilYa
FLOOR PLAN 0 I$
2x4 CONrNIOUS ?_ml. W 01C 4 TOP1)16. Om
OC EA SIDE ITYPI OR V2' Co
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4 ZX4
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CLIP
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am. PLATE CHU
WALL WALL
SECTION Q FRONT ELEVATION ECD
EXTERIOR CHIMNEY DETAILS a
In' NOTE:
1 S CLEAR OF 3/
4" FLOOR SI-EATNING ALL
M MALFLASHTEPoALS- ZZ) TIE C OF EA , ISERS EXCLUSIVE
ANDoT4ETREAD, EXQUSIVE OF
THE PRMIECTbN OF WSW.,
SHALL BE NO LESS THAN
24• NOR EXCEED 2X12TOADIIENOTE: SEE FLOOR HARVW10oD
PLAN FOR µy,
IpRNVS' 70 Vl' GAP TYP. Z TREAD DEPT14 O
1h" WOO TRL155E.
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7
d 2x12 STAIR u• TOP AT
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2X4ST,ER
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DETAIL: STAIR TREAD WALL 010" UM FT
OF KISW MIL wd N•4" HK • CF 3*1 FFwm TRISS
STRAPS TO PEKT. TAf<,M TO CM M*VACTI/
ER ISWt'SONJ EACH STRAP) EACH STRAP) 0-131
1 1 4 132-1460
I 1 4 THE FUSSED
FILLED CELLS CAN BE REPAIRED BY EPDXY
GROUTM (1) S REBAR (SEE EPDXY PIWOPERtE9 ANDSPECIFICATIONS . CONCRESIVE L1Q==V
LPL OR EQBVALENT .) NTO BOND BEAM AND NTO
TIE FOOM* FOR ALL FILLED CELLS 6HC04 CH
PLANS BUT NOT FILED N THE FIELD PROVIDE 6'
HK EMED. AND 3/4•1 HOLE INTO BOTH THE
BOND BEAR AND THE FOOTW. F AN '
A' STRAP IS MISPLACED r —TOP OF BOND BEAM OR FOR3OTT94
AFTER T1E F-OtM1G
OF T1.E LtAEL BEAM AT TOP
OF CM WALL TAX A an -SON
HTS16 CAN BE S(BSTIMED FOR EACH
MISSED 'A' STR,W ITYP. UONI PLEASE SECURE
EACH "11" STRAP FOLLCOM THE,
ATTACHED TAOLE *V AGCOFWNG TO
U& UPLIFT $40WN FRCM TIE TRIM
MANFACTU ER. NSYALL ALL TAPOC I*
WITH I-V2' HK EFtBEO. LNTEL BEAM
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ATTAC34 TAPCCNS
EVERT OTHER
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Ga. GALV. FLASHY FOR
TRI56 TO SR
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NOTE, EPDXY
t• ck= 64. LL BE NSTALLED N STRICT ACCORDANCE
WPM TIE HANFACAI ER'S FECOFWBDATTONB. MFC
MISSED
FlIJ.ED CELL NAIL v SIDE
ELEVATION
STAIR
AND
LANDING DEVIL NH/CANE
ENGINEERING 24'
OR
OR 4an "4-WW FN (4Wn 77 - 77 v re+
su •trwowrt sv ros It u r• 5 AT48• 24' 9EE PL FOR T SIZEP.O.eox TrQIM4 J. MOtRSTIM PE/ RWr9 a.C. PROVIDE (U
5 AT 48' OL. VERT.
AND 12) 5 v 5 COW. BELOW EAPOSTLOCATIONFILL
ALL l2J SW PSCN TSZT (2430Lb. 4nax UPLIFT) or CELLS WITH25" PSI PROVIDE OPEN XXX AI EEPS
rirF062 (2)
HUGFES RT12112 <293®Lb. max UFLIFf) a CQ4C- ALTEM4ATEHOOKSH
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SIDE S' C7L
GRADE AWAY ' MOUSE 2x4POST SEE OF WALLDURIWFROMDOUBLETPLANFORd1M4TTh' 00 PAC" OF TI' AREA 5 •
48. Or- PLATE 4
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FOR
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FOR. T DAYS AFTER for (IRI o GIRDER CONNECTION PATIO SLAB16POLVRED03r4• . ro u` z
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OF 1
HANDRAIL TO HAVE A CIRCULAR
GROSS SECTION DIAMETER BETWEEN
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SECTION WITH EQUIVALENT O
GRASPADILITY PERFORMANCE
REFER TO FLOOR PLAN FOR STAIR QSECTIONSPECIFICTOTHISMODELlu
r
2XI2 STRINGERS AT SIDE-5 d CENTER
OF STAIRS W 2X4 SPACER AT
VVEWALLS. ATTACH 5PACER TO
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lu j Q1
Z- Rt
t- XI2 THE
lu m 4
J 01 I
at d.
SUM OF (2) RISERS
PLUS (1) TREAD MUST
EQUAL 24" TO 25"
3/4" SUB -FLOOR
FLOOR TRU55
2X6 STAIR LEDGER CONNECTED
TO FLOOR TRUSS WITH IOd
NAILS ob" O.G.
ATTACH EACH 2XI2 STRINGER TO
LEDGER WITH (2)16d NAILS THRU
LEDGER INTO STRINGER AND (2)IOd
NAILS TOE -NAILED ON EACH SIDE
o \_ ATTA H RISER TO EACH
Q1 X STRIN ER W/(3)8d NAILS
Q ATTACH TREAD TO EACH STRINGER YV/ (3)IOd NAILS
TOTAL STAIR RUN
MI TREAD = l" EXCLUSI E OF NOSING
AL 5TAIR CON5TRUCTION VETAIL
N_T.S.
i
n
A o mme
V
FIBE5a8"NSLES OVER
1/16' OSB. —7
TRIM LAYOUT
DQ P.T. OVER D(S
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3/S' F43 L SAWN P114E SUBFASC7A
pR&DcT. GRADE VENTED SOFFIT
SEE FLR PLAN DBL 2X8 HEADER
FOR STRAPPPY FOR 4'-6' MAX
OPIUM
3 Vl' CONC SLAB FOR 5290
W :16ERMESH OVER H4X OPEN4Y,s UNO.
6 MIL VAPOR BARRIER 3 V2' COI- SLAB
OVER TREATED WOOD POST
W4aBERESH ON WOOD POST
COMPACTED Poi PER PLAN CLEAR COMPACTED PER FLOOR PLAN
FILL W/ HCfiOLITHIC URAPPED W/STUCCO
OR OR $
EE PLt PL® FLOOR
OO ®
FOR 1"T SIZE
GRADE
2 •5 REBARS
THICKENED SLAB AT SCP
SECTION ®COVERED PORCH
K BEARING PORCH POST
GUARDRAIL ELEVATION
TYPICAL ST
MISH (ALRCEDAR
COHC. SLAB
2-2XI0 UI&ESS
OT ERUSE NOTED
ON FLOOR PLAN
2-®STRAP TIES
IONS EACH SIDE)
WOOD POST
PPEEER FLOOR PLAN
SEE mdck PLIN
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