HomeMy WebLinkAbout137 Bristal Forest Trl - BR04-002778 - SFRa.
PERMIT ADDRESS
CONTRACTOR
Centex Homes
ADDRESS 385 Douglas Ave., Ste 2000
Altamonte Springs, FL 32714
407-661-2176
CGC 049689
PHONE NUMBEL
PROPERTY OWNER
ADDRESS
PHONE NUMBER
ELECTRICAL CONTRACTOR
MECHANICAL CONTRACTOR
PLUMBING CONTRACTOR
MISCELLANEOUS CONTRACTOR
PERMIT NUMBER
MISCELLANEOUS CONTRACTOR
PERMIT NUMBER
FEE
FEE
ILA SUBDIVISION
PERMIT # NA • 4; DATE 'O
PERMIT DESCRIPTION Qoge
PERMIT VALUATION
SQUARE FOOTAGE 3 t gb
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City ofSanford
Certificate of Occupancy
This is to certify that the building located at 137 Bristol Forest Trl for which permit number
04-2778 was issued and has been completed according to the plans and specifications filed in
the permit, to wit a New 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:
P. Hubbard 03/23/05
Engineering:
D. Richards
Public Works:
J. Crumpton
Utilities:
R. Blake
Fire Department:
Zoning:
03/23/05
03/23/05
03/22/05
Centex Homes YY103/24/05 Property
Owner Building Official Date
CERTIFICATE OF OCCUPANCYREQUESTFORFINALINSPECTION
New Single Family****
DATE: 03/=
PERMIT #: 04-2778
ADDRESS: 137 Bristol Forest Trl
CONTRACTOR: Centex Homes
PHONE #: Brant 407-947-2045
The building division has prepared a Certificate of Occupancy forlocationandisrequestingfinalinspectionb
p y the above
inspection, please sign off and date the C. Oyoor addendumif it hasbeendeniedorapprovedwithconditions. Your rom t
if it Gas
appreciated.
Engineer 3/za-/0T_ L
OPublic Works
OUtilities
CONDITIONS:
p p attention will be
OFire
OZoning
OLicensing
TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL)
CERTIFICATE OF OCCUPANCY
REQUEST FOR FINAL INSPECTION
DATE:
PERMIT #:
ADDRESS:
CONTRACTOR:
PHONE #:
New Single Family****
03/_
04-2778
137 Bristol Forest Trl
Centex Homes
Brant 407-947-2045
The building division has prepared a Certificate of Occupancy for the above
location and is requesting final inspection by your department. After -your
inspection, please sign off and date the C. O. or submit addendum if it has
been denied or approved with conditions. Your prompt attention will be
appreciated.
OEngineering OFire
ublic Works3 .3 • ning _
0.
OUtilities OLicensing
CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL)
ti
1 ft 1 i 1
1 1 1
CERTIFICATE OF OCCUPAN y
REQUEST FOR FINAL INSPECTIOPi
q '
New Single Family**** 1 1 1 1 1 1
M I 1 1 1 1 1
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DATE: 03/18/05 v
PERMIT #: 04-2778 °,' u'.. r it
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1
1
ADDRESS: 137 Bristol Forest Trl " a
CONTRACTOR: Centex Homes V
tA-
PHONE #: Brant 407-947-2045
The building division has prepared a Certificate of Occupancy for the above
location and is requesting final inspection by your department. After -your
inspection, please sign off and date the C. O. or submit addendum if it has
been denied or approved with conditions. Your prompt attention will be
appreciated.
OEngineering O Fire
OPublic Works OZoning
tilit' OLicensingozg
r
CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL)
LMBC1001 CITY OF SANFORD
Address Misc. Information Inquiry
3/18/05
16:50:01
Location ID . . . . . . . 247945
Parcel Number . . . . . . 22.19.30.502-0000-0740
Alternate location ID . .
Location address . . . . . 137 BRISTOL FOREST TR
Primary related party . .
Type options, press Enter.
5View detail
Opt Description
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 74 ***********
SW DEV FEE $1700.00 WA DEV FEE $650.00
BP04-2778 PD 8-12-04 SEE REC#7104
3/4"WA METER SET FEE $190.00 PD 8-12-04
REC#7104
F2 Address F3=Exit F5=Special Notes F9=Parcel Notes
F12=Cancel
FEDERAL EMERGENCY MANAGEMENT AGENCY O.M.B. No. 3067-0077NATIONALFLOODINSURANCEPROGRAMExpiresDecember31, 200E
ELEVATION CERTIFICATE
Important: Read the instructions on pages I.7.
SECTION A - PROPERTY OWNER INFORMATION Forinsuranw Company Use:
BUILDING OWNER'S NAME Policy Number
CENTB(
BUILDING STREET ADDRESS (Including Apt., Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. Company NAIC Number137BRISTOLFORESTTRAIL
CITY STATE ZIP CODE
SANFORD FL 32771
PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.)
LOT 74, PRESERVE 0 LAKE MONROE
BUILDING USE (e.g., Residential, Non-residential, Addition, Accessory, etc. Use a Comments area, if necessary.)
RESIDENTIAL
LATITUDEILONGITUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE 0 GPS (Type):
W - #IY - N#.W or ##.##N##) NAD 1927 NAD 1983 USGS Quad Map Other:
SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION
B1, NRP COMMUNITY NAME 8 COMMUNITY NUMBER 82. COUNTY NAME B3. STATE
CITY OF SANFORD 1MM I SEMINOLE I FLORIDA
B4. MAP AND PANEL 87. FIRM PANEL B9. BASE FLOOD ELEVATION(S)
NUMBER B5. SUFFIX 86. FIRM INDEX DATE EFFECTIVEIREVISED DATE B& FLOOD ZONES) Zone A0, use depth of flooding)
12117CO035 E 4117#95 4117195 X WA
rs W. InuKzm Ule source or hne Case rr000 tievauon mt-t) oats or Dase wca depth entered in Bg.
FIS Profile ® FIRM Community Deterrruned Other (Describe).
B11. Indicate the elevation datum used for the BFE in B9: ® NGVD 1929 NAVD 1988 Other (Describe):
B12. Is the building located in a Coastal Barrier Resources System (CBRS) area orOtherwise Protected Area (OPA)? Yes ® No Designation Date
SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED)
C1. Building elevations are based on: Construction Drawings' Building Under Construction' ® Finished Construction
A new Elevation Certificate will be required when construction ofthe building iscomplete.
C2 Building Diagram Number 1(Select the building diagram most similar to the building forwhic h this certificate is being completed - see pages 6 and 7. If no diagram
accurately represents the building, fsovide asketch or photograph.)
C3. Elevations — Zones Al-A30, AE, AH, A (with BFE), VE, V1430, V (with BFE), AR, ARIA, AR AE, AR/A1-430, AR AH, ARIAO
Complete Items C3.a4 below according to the building diagram specified in Item C2 State the datum used. 9 the datum is different from the datum used for the BFE in
Section B, convert the datum to that used forthe BFE. Show field measurements and datum conversion calculation. Use the space provided or the Carnments area of
Section Dor Section G, as appropriate, to document the datum conversion.
Datum NGVD'29 ConversionlCorrirri is NONE
Elevation reference mark used Does the elevation reference mark used appear on the FIRM? Yes ® No
o a) Top ofbottom floor (including basement or enclosure) 14. 2ft(m)
o b) Top ofnext higher floe 24.0ft(m)
o c) Bottom of lowesthorizontal structural member (Vzones only) WA . 1t(m) m
o d) Attached garage (top of slab) 13. 9 R(m) Woe) Lowest elevation of machinery and/or equipment m
servicing the building (Describe in a Comments area) 13.6fL(m) a
o ) Lowestadjacent (finished) grade (LAG) 13.2 ft(m) z' Nog) Highest adjacent (finished) grade (HAG) 13. 6 ft(m) U,
o h) No. of permanent openings (flood vents) within 11 aboveadjacentgrade 0 1
o ) Total area ofall permanent openings (flood vents) in C3.h0 sq. in. (sq. an)
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, A and C on this certificate represents my best efforts to interpret the date 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. ALES 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 37189
SIGNATURE DATE TELEPHONE
3R?J05 (407) 426.7979
FEMA Form 81-31, January 2003 See reverse side for continuation. Replaces all previous editions
IMPORTANT: In these spaces, copy the corresponding information from Section A. Forlrsuw aCwgany Use:
BUILDING STREET ADDRESS pndudug Apt, Unit Suiae, and or Bldg. No.) OR P.O. ROUTE AND BOX NO. Poky Number
137 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 agenUoompany, and (3) building owner.
COMMENTS
ELEVATIONS SHOWN HEREON ARE BASED ON SEMINOLE COUNTY VERTICAL CONTROL
MACHINERY DESCRIBED IN CK IS AN AIC UNIT
Check here ifattachments
SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE)
ForZone AO and ZoneA (without BFE), complete Items E1 through E4. IftheElevation Certificate isintended foruse assupporting infornatiohfor aLOMA orLOMR-F,
Section C must be completed.
E1. Building Diagram Number_(Selectthe building diagrarn most similar to the building forwhich this cerl5ficale is being completed —see pages 6 and 7. fl nodagram accurately
Iepreserrls the building, provide a sketch or photograph)
E2. The top ofthe bottomfloor (inducing basement orenclosure) ofthe building is _ t(m) _in.(on) above or below (checkone) the highest adjacent grade. (Use
natural grade, if available).
E3. For Building Diagrams 6$ with openings (seepage 7), the next higherfloor or elevated floor (elevation b) of the building is _ fL(m) _in.(km) above the highest adjacent grade.
Compete items C3.h and C3.i on front of form. E4.
The top of the padorm of machineryandfor equipment servicing the buildingis _ t(m) _in.(cm) above or below (check one) the highest adjacent grade. (Use natural
grade, N 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 Iloodplain management admance? Yes
No Unknc m. The local official must certify this information in Section G. SECTION
F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The
property owner or owners authorized representative who competes Sections A, B, C (Item C3.h and C3.i only), and E forZone A (without a FEMA4ssued or community - issued
BFE) or Zone AO must sign here. The statements in Ss*m A B, Q and E arecored to fhe best ofmykrWedga PROPERTY
OWNER'S OR OWNERS AUTHORIZED REPRESENTATIVE'S NAME ADDRESS
CITY STATE ZIPCODE SIGNATURE
DATE TELEPHONE COMMENTS
Check
hen: if attachments SECTION
G - COMMUNITY INFORMATION (OPTIONAL) The
local official who is authorized by law or ordinance to administer the community's floodpain management ordnance an compete Sections A, B. C (or E), and G of this Elevation Certificate.
Compete the applicable ttem(s) and sign below. G1.
The information in Section C was taken from other documentation that has been signed and embossed by a licensed surveyor, engineer, or architect who is authorized by state or
local law to certify elevation information. (Indicate the source and date of theelevation data in the Comments area below.) G2.
A community official completed Section E for a buildinglocated in Zone A (without a FEMA4ssued or communily4 sued BFE) or Zone AO. G3.
The following information (Items G4-0) is providedfor communityfloodplain management purposes. GB.
Elevation of as -built lowest floor (inducing basement) of the building is: t(m) Dalum: G9.
BFE or (in Zone AO) depth of flooding at the binding site is: _. _ fL(m) Dalum: 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
PLAT OF SURVEY
DESCRIPTION: (AS FURNISHED)
LOT 74, PRESERVE AT LAKE MONROE
AS RECORDED IN PLAT BOOK 62, PAGES 12-15 OF THE PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA
NOTE:
THE FINISHED FLOOR ELEVATION OF THIS
STRUCTURE MEETS OR EXCEEDS THE
THE REQUIREMENTS SET FORTH IN THE
CITY OF SANFORD CODE CHAPTER 6, SEC. 6-7(A).
CSX RAILROAD R/W
OLD MAIN UNE TRACK
UNPLATTED PER THIS PLAT)
GRAPHIC SCALE 9
N54' 3'11 "W 50.00' all
15 30
IAI1I
LOT 74 9
FOR THE BENEFIT AND 6,250 $o. Fr. t.
EXCLUSIVE USE OF:
COMMERCE TITLE COMPANY
COMMERCE TITLE INSURANCE COMPANY
CTX MORTGAGE COMPANY, LLC 6.0•
11
5.0' 40.0: 5.0
V)
LOT 73
LOT 75 o)
O
z .6
TWO STORY
CONCRETE BLOCK'
O WOOD FRAME Z
Q X RESIDENCE LAI
p FINISH FLOOR
ELEVATION-14.20• N (r
Q CI
110' ENTRY O 41
d 8.4' qD
I
1 7 5.0
3 C . i lDRNVEWA
r••ri1 Vf
1
1
TT 10 UTILITY EASFzMFm -"
WALK IS t' 4°S%W: WALK 15
0.6. OF, 554'23'11 "E 50.00 0.6 oFF
1
0o,Iw
PT
Ioo, o
335.85' 11' T 274,48 PI
554'z311 IE 6T0. $3 CENTERLINE OFRIGHT-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 03-21-05. 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.
1 HAVE EXAMINED THE F,I.R.M. COMMUNITY PANEL
NO 120294 0035 E DATED 4/17195 AND FOUND
THE SUBJECT PROPERTY APPEARS TO UE IN ZONE X.
AREA OUTSIDE 100 YEAR FLOOD PLAIN.
THE SURVEYOR MAKES NO GUARANTEES AS TO THE
ABOVE INFORMATION. PLEASE CONTACT THE LOCAL
F.E.M.A. AGENT FOR VERIFICATION.
ELEVATIONS SHOWN HEREON ARE BASED ON SEMINOLE COUNTY
THE NORTHWESTERLY LINE OF LOT 74
BEING N35.36'49"E PER PLAT.
FIELD DATE:) 09-28-04 REVISED:
SCALE: I" = 30 FEET
APPROVED BY: Si
JOB NO. ASM39688
DRAWN BY:
FINAL 3-21-05 CKB
FORMBOARD 10-14-04 VH
PLOT PLAN 8/9/04 SOD
LOT FIT I2-13-02 CKB
BRISTOL FOREST TRAIL
5W RIGHT-OF-WAY
LEGEND
BUILDING SETBACK LINE
CENTERLINE
RIGHT OF WAY UNE
j31.24 EXISTING ELEVATION
CONCRETE
LB LICENSED BUSINESS
LS LICENSED SURVEYOR
PRM PERMANENT REFERENCE MONUMENT
PCP PERMANENT CONTROL POINT
P) PER PLAT
M) MEASURED
FND FOUND
C CONCRETES9SIDEWALKWALKCPCONCRETEPAD
CS CONCRETE SLAB
C CHORD LENGTH
PK PARKER KALON
R RADIUS
AMERICAN SURVEYING & MAPPING
CERTIFICATION OF AUTHORIZATION NUMBER 1.816393
1030 N. ORLANDO AVENUE, SUITE B
WINTER PARK. FLORIDA
32789 (407) 426-7979
0 SET 1/2• IRON ROD AND CAP
LB 15393 (03/21/05)
FND NAIL AND DISC
LB 165 (03/21/05)
1/2IRON ROD AND CAP OFNDLB96393 (03/21/D5) CNA
CORNER NOT ACCESSIBLE DENOTES
DELTA ANGLE L
DENOTES ARC LENGTH C.
B . DENOTES CHORD BEARING PC
DENOTES POINT OF CURVATURE PI
DENOTES POINT OF INTERSECTION PRC
DENOTES POINT OF REVERSE CURVATURE PT
DENOTES POINT OF TANGENCY TYP
TYPICAL CBW
CONCRETE BLOCK WALL RP
RADIUS POINT OHU
OVERHEAD VTIUTY LINE ID
IDENTIFICATION POL
POINT ON LINE PCC
POINT OF COMPOUND CURVE POS
POINT ON BOUNDARY UP
UTILITY PAD I
HEREBY CERTIFY, THAT THI5 BOUNDARY SURVEY,
SUBJECT TO THE SURVEYOR'S NOTE CONTAINED
HEREON MEETS THE APPLICABLE MINIMUM
TECHNICAL STANDARDS" SET FORTH BY
THE FLORIDA BOARD OF PROFESSIONAL SURVEYORS
AND MAPPERS IN CHAPTER 61G17-
6, FLORIDA. ADMINISTRATIVE CODE PURSUANT
TO CHAPTER 472.027. FLORIDA STATUTES.
3/
Zz/ems FOR
THE
FIRM
ES
JAY ALES PSM #4997 DATE
CITY OF SANFORD PERMIT APPLICATION
Permit # : l_1'-1 -(l Date: — , ILJLJI TI
Job Address: fir' 1 e \ Lot #:may_
Description of work: New Single Family Residence
Historic District: Zoning: Value of Work: S
Permit Type: Building Electrical X Mechanical Plumbing Fire Sprinkler/Alarm Pool
Electrical: New Service - # of AMPS Q[] Addition/Alteration Change ofService_ Temporary Pole
Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Calc. Required)
Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines
Plumbing/New Residential: # of Water Closets Plumbing Repair - Residential or Commercial
Occupancy Type: Residential Commer ial 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: Phone:
Address: . Fax:
Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a
permit and that all work will be performed to meet standards ofall laws regulating construction in this jurisdiction. 1 understand that a separate permit must be secured forELECTRICALWORK, 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 TWICEFORIMPROVEMENTSTOYOURPROPERTY. 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 ofthis permit, there may be additional restrictions applicable to this property that may be found in the public records of this
county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies.
Acceptance of permit is verification that I will notify the owner ofthe property of the
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
Agent Date o` tz
Charles W. Cannon
Print Contractor/Agent's Name
Q e' - e!2, A,&.-, Z---
nature of Notary- tate of'Florida Date
c-y
4tPATRICIA A. KADLAC Contractor/
Agent is Personally Knfive QrMYCOMMISSIONO DD0132o Produced
ID o EXPIRES;A!3H-1a,toes t
06&NOTARY FL kcwry Ssrvioo f &-ang, Ini APPLICATION
APPROVED BY: Bldg: Zoning: Utilities: FD: Initial &
Date) (Initial & Date) (Initial & Date) (Initial & Date) Special
Condit
tr+
Emar. x . a s s n r t' i.7a
77
1 77RL / O
Job Address:
Vem."plien of +srdi' -• ). l ` _ / _ ;,- u'-r
Hitita'tls' i'lirtrit:t: Z:'n3D5: _ .- 3'tiljDt: eJ1 yu.'Yu J _
Psrtrlii Type: Building Electrical NJe..i>mical °' FiV?nbiarg FirC-Sphnkler/Alarm PCNI'
Elesiriral: -11esv Service — tq of AMPS Addition/Ahm'stion Change of Service TEt17r.`87Cyj r 1,+)e
Merhaoksk! Residential 1• . Non -Residential Tiepdarrer, - Afet (! Layout , nee tlSytr cqu'i adl)
Plumbing/ New CorAmercfaL i8 of Fizturev r •; s: f o. Ware? & Sewer Ligas 1t/ Val Cn* Lanes
FlrambinggVe r ResidedtiiN: fl of 7,dCioSCS Plumbing i&tair—!residential or Ce"utrweial
Occupancy Type: Residential 6,' c4 cial lndu 11 al TOM Sgetate Footage: --
Cetiatruttion Type: # of Stories: ft CA, vweillof Units: 1HlAod ZDDe FEW form) reitf trcd fbl- (.It, ' ihAr; })
Parcel iN:
Owners Name & Address:
Contractor Name & Address:
AMth Proof of Otrnership & Legal Description)
Phone.
QQC',(11Jf1+ R(`F RTRF e atr License Piumrxr0 Rum, Phone &
Fex: ],/,}r e
t.f/Gfi t ,P ' 3 8 t-;.•7 i.:.t aE.:.,r. Bonding
Company: - Address
Mortgage
Lender- - Address:
Archilect/
Engineer: Address,
Phone:
Fa%: _ - -
Applicanon
is hereby made to obtain a pernul to do the work and installations as indicated. ) certify that no work or installation has conartitm ed prior u, thr, issuanceofapermitedthatallworkwillbaptifomrrdtorust' standards of all laws regulating cortst cdon m this jurisdiction. I understand that a separate permitmustbesecuredforELECTRICALWOU, PLUMBING, SIGNS, WELL5, POOLS, FURNACE:;, BOiLERy, HEATERS, TANl4S, and AIRCONDITIONERS, etc. OWNER'
S AFFIDAVIT: I certify that at) of the foregoing irfottnation is accurate and that all worst snll be done in compliance with ail applicat:lt: iww.. 1t p.11-tine constructionandtoning• WARNUgG TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COkNENCEMENT MAY RESULT >N Y(Ji I). )'n'. TOG TWICEFORWIPROVEMENTSTOYOURPROPERTY. IF YOU INTEND TO OBTAIN Fi14A1dCING, CONSULT WTfH YOUR LEI+DER r)k Ali ATTORNEYBEFORERECORDINGYOURNOTICEOFCOMMENCEMENT. TI :
In addition to the requirements of this permit, there may be additional restrictions applicable to this opt that ma thiscounty, and there may be additional permits required from other governm,-ntal entities such as water gem t disini , Accepiancc
of permitis verification that I will notify the owner of the progeny of the requirement / da en FS 13. blgnature
of Owner/Agent Print
Owner/Agent's Name Signature
of Notary-Siate of Florida Owner/
Agent Is _ Perconall, Known to Me or Produced
ID APPLICATION
API'ROVFD UY• 131dg Initial
B Date,, S,
n"01 l*Jndillons: Date
Date
Zoning
found
in the pis • rc records o; agencir..:,
f tdrlel agencies, DEC
0 g 20^e alure
of Contactor/Agent Date ROBERT
G. DELLO RUSSO Contctoar
AgiName F` Signature of
NO'- vSiate of laon pate EC omracior/Ae:-: > _V
Personal,.• Known to Me or Produce :.) Initial & Date)
L:..
r,. 0
g 7004
I' D. IIta113
11: talc
MIRINDA C. TURNER
vvn,i,ii
ulvlv'1UUL 893 s EXPIRES. Jung
14,
2OD7 N!I 60.7 '• tMJvyC jyC Ur*rWnlnla
This Instrument Prepared By: MMAMRINAMME . CLERK OF CIRCUIT t
NAME:
COURtYDebraA. Riggs -Centex Homes BK 05364 FAG 1853
38S Douglas Avenue, Suite 2000 CLERK'S # 2004101988
Altamonte Springs, FL 32714 RECORDED 06/e9/eM 0e,93139 pM
Permit No. REMRDED BYLEES NOTI
E OF COMMENCEMENT SEWN01DE
3 I STATE
OF FLOR RA COUNTYOFORANGE
THE
UWERSIGNED hereby gives notice that improvements will be made to certain real property,
and in accordance with Chapter 713, Florida Statutes, ,the. following information is provide
in this Notice of Commencement. 1.
Description of Property: LOT ,PRESERVE AT LAKE MO ROE Recorded in
Plat Book 62 Pages 12-15 in the PUB
IC RECORDS OF SEMINOLE COUNTY, FLORIDA. 2.. -
G eneral,Descnption of Improvement. SINGLE FAMILY DWELLING 3.
Owner Information: CENTEX HOMES 385
Douglas Avenue, Suite 2000 ALTAMONTE
SPRINGS, FL 32714 interest
in Property: FEE SRaLE INTERESTMMYANNE C
TIFlED dame
of Fee Simple Titleholder: N/A LM OF CIRCUff 4.
ontractor: CENTEX HOMES' ` 385
Douglas Avenue, Suite 2000 R Altamonte
Springs, Florida 32714 JUN 2 9. ZOwt Phone: (40,7) 661-2150 Fax: (407) 661-4089 5.
urety: N/A Amount
of Bond: N/A 6.
sender: N1, 7.
ersons within the State of Florida designated by Owner upon whom notices or other ocuments
may be sewed as provided by Section 713.12 (1) (a) 7., lorida
Statutes: CONTROLLER Phone: (
407) 661-2150 Fax: (467) 661-4089 8.
n addition tb himself, Owner designates the following person to receive a copy of the
Lienor's Notice as provided ir1 Section 713.13 (1) (b), Florida Statutes: NONE 9.
2
date of i of
Noticeof Commencement (the expiration is date is 1 year from ding
unless a different date is spe 'fled) Debra
A. Riggs OFFICE
MANAGER FOR CENTEX HOMES, 383 DOUGLAS AVENUE SURE
2000, ALTAMONTE SPRINGS, FLORIDA 72714 THE
FOREOOING INSTRUMENT WAS ACKNOWLSDOED BEFORE ME THIS JUN
18 2004 BY
DEBRA A . RIGOS., OFEICB MANAGER CENTEX
REAL ESTATE CORPORATION, A NEVADA CORPORATION dlrh 2721
HOLDING CORPORATION, A NEVADA CORPORATION. DEBRA A. RIOGS IS PERSONALLY
KNOWN TO ME AND DID NOT TAKE AN OATH. NOTARY
PUBLIC J4CKIE
CAINES M., Comma oDO25M qy ```
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Permit #:
Job Address:
CITY OF SANFORD PERMIT APPLICATION
Date: `0//0!Z
Description of Work. CONSTRUCT CONCRETE BLOCK SING FAMILY DWELLING
Historic District: 0/ Zoning: Value of Work: 1r-TfJ; \\ pprl LO
Permit Type: Building XX Electrical Mechanical Plumbing Fire Sprinkler/Alarm Pool
Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole
Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Calc. Required)
Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines
Plumbing/New Residential: # of Water losets Plumbing Repair — Residential or Commercial
Occupancy Type: Residential W Commercial Industrial Total Square Footage: 3/9
Construction Type: # of Stories: A # of Dwelling Units: _ Flood Zone: (FEMA form required for other than X)
Parcel#: 22-19-30-502-0000-y 0 (Attach Proof of Ownership& Legal Description)
Owners Name & Address: CENTEX HOMES , 385 DOUGLAS AVE., STE . #2000 , AQAMONTE SPGS . , FL 32714
oo: '40-661-2176
Contractor Name&Address: PATRICK J. KNIGH EWVX1HJikSN WAAME4S,ABUVE)
ate License Number: CG C049689
Phone&Fax: 407-661-2176/661-4089 Contact Person: JACKIE CAINES Phone: 407-467-2643
Bonding Company NA 11 IA1 2 1 70
Address:
Mortgage Lender: NA
Address:
Architect/Engineer: HURRICANE 'ENGINEERING' 6L L1 V 1=W Phone':IQ7-774-9003
Address: 6 Fax: 407-774-8477
Application is hereby made to obtain a permit to do the work and installations as indicated. 1 certify that no work or installation has commenced prior to the
issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. 1 understand that a separate
permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and
AIR CONDITIONERS, etc.
OWNER'S AFFIDAVIT I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating
construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING
TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN
ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT.
NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of
this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies.
Acceptance of permit is verification that I witfy caner of the roe Cthe requirements f Flo ida Lien Law, F5 713.
JUN 18 2004
Signature ofOwner/Agent Date Signature Contractor/Agent Date
PAT IGHT
Print Owner/Agent's Name Prrn C tractor gent's Name 18 2004
Signature of Notary -State of Florida Date SignaluEc7of Notary -State of Florida
V,tl
Date
Owner/Agent is _ Personally Known to Me or
Produced ID
APPLICATION APPROVED BY: Bldg: 'd - 0A Zoning:
Initial & Date)
Special Conditions
Contractor/Agent is X X Personally Known to Me or
Produced ID
Utilities:
Initial & Date)
k Sto de, -)
FD:
Initial & Date) (Initial & Date)
KLY A KKUWN
Corrm# DD0299442
Expires 3/29/2008
Bonded thru (800)432-4254:
Florida Notary Assn., Inc
City of Sanford Building Division p?7
Submittal Requirements for Residential Building Permit
0 1. Two (2) recent boundary and building location surveys showing setbacks from all
structures to property lines for permit for structures (not fences).
0 2. Two (2) complete sets of construction design drawings drawn to scale.
Complete sets to'include:
a. Foundation plan indicating footcr 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 - cast, west, north, and south. Finish floor elevation
height as per Engineering Department or subdivision plat.
d. Cross sections of all wall sections to be used in the structure, bearing and non -bearing
interior and exterior walls, show all components of wall sections.
e. 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
carry and support trusses.
g. Stair details with tread and riser dimensions, stringer size, methods of attachment,
placement of handrails and guardrails.
li. Square footage table showing footagcs:
1. Garages/Carports sq. ft.
2. Porches/Entries sq. ft.
3. Patio(s) sq. ft.
4. Conditioned Structure oS sq. ft.
5. Total Gross Area 3 sq. ft.
0 3. Three (3) sets of completed Florida Energy Code Forms.
0 4. Soil analysis and/or soil compaction report. Ifsoils appear to be unstable or if
structure is to be.built on fill, a report may be requested by the Building Official or his
representative.
0 5. 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 Health Dept.
C. Arbor permit when trees to be removed from property. Contact the Engineering Dept.
for details regarding the arbor ordinance and permit.
d. Seminole County Road Impact fee statement.
e. Property ownership verification.
F Driveway permit issued by City Engineering Department.
0 6. Application to be completed thoroughly and signatures provided by a licensed and insured
contractor and property owner. If electrical, mechanical, or plumbing permits have not been
issued. inspections will not be scheduled or made and subcontractors will be subject to penalty
under city ordinances.
r
Date ]_$_ 2004 Owncr/Agent Signature __
Seminole County Property Appraiser Get Information by Parcel Number Page 1 of 1
PARCEL DETAIL Back > Jill=
i
Strnin(4aCcatsntti
c errmrs
1101 K. First St.
Sanford 11,1.32771
4117.6CS-7 StD6
2004 WORKING VALUE SUMMARY
GENERAL
Value Method: Market
S3-SANFORD
Parcel Id: 0000- 0740
30-502- Tax District: WATERFRONT000-
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: 137 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 74 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.
Ifyou recently purchased a homesteaded property your next ear's property tax will be based on JustlMarket value.
http://www.scpafl.org/pls/web/re_web.seminole_county_title?PARCEL=2219305020000O... 6/21 /2004
CENTEX HOMES
Orlando Division
385 Douglas Avenue, Suite 2000
Altamonte Springs, FL 32714
Office: (407) 661-2150
Fax: (407) 661-4089
www.centex-oriando.com
TO WHOM IT MAY CONCERN:
Effective immediately, and until further notice, this letter will
serve as authorization for Jackie- Caines or Nan -Holmes to sign
permit applications and energy calculations for any lots owned by
Cented Homes, obtain permits for same and receive Certificates of
Occupancy, in my name and license, for the subdivision and lot
specified below:
SUBDIVISION: PRESERVE AT LAKE MONROE LOT
PATRICK J. KNIGHT
CGC049689
STATE OF FLORIDA
The foregoing instrument was acknowledged
AN 18 2004 by Patrick
President of Centex Homes - Orlando). He
me and did not take an oath.
NOTARY PUBLIC
KIMDERLYA —'3;'Vry•••• •••.
g'F1p C'o?mA 00029N42
Expireg3129R008
olBonded thru (800)432.42 3n..rnli.n.• Ftonda Note e-: •...•nN..•.4•ryq_- . Inc COUNTY
OF SEMINOLE before
me this J.
Knight, Division is
personally known to
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1 STRINGER 4SQ
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CALCIlLA?IONS bt FLOOR
mw kd FLOOR
U14 TOTAL LMNG
AREA 1114 M LANAI 04
ENIR1 21111
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01 GARAGE 41011
TOTAL A%
A tmxn ROOF
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TOTAL AREA
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OUNDATION PLANFOR uAT IIIII FILLED
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9GALE- V''r-w of.
y
PLOT PLAN
DESCRIPTION: (AS FURNISHED)
LOT 74, PRESERVE AT LAKE MONROE
AS RECORDED IN PLAT BOOK 62, PAGES 12-15 OF THE PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA
IMPERVIOUS CALCULATIONS (LOT ONLYI
LOT 74 CONTAINS 6250 SOUARE FEET t LOT ONLY)
THIS STRUCTURE CONTAINS 1880 SOUARE FEET t
TOTAL CONCRETE 504 (WITHIN LOT ONLY) SO. FT. t
TOTAL SOD 3866 SO. FT. t
PERCENT OF CONCRETE do STRUCTURE TO LOT 38R t
1' . 30'
GRAPHIC SCALE
0 Is 30
BUILDING SETBACKS
FRONT: 25'
REAR: 20'
SIDE: 5'
CORNER: 15.
PREPARED FOR:
CENTEX HOMES
1. ELEVATIONS SHOWN ARE PER LOT GRADING
PLANS PROVIDED BY THE CLIENT.
nnIIARF FOOTACF (l1P TO Q1RRI
LOT 74 UP TO CURB CONTAINS WOO SQUARE FEET t
THIS STRUCTURE CONTAINS 1880 SOUARE FEET t
CONCRETE 837 SO. FT. t INCLUDING (SIDEWALK/APRON)
TOTAL SOD 4083 SO. FT, t
CSX RAILROAD R/W
OLD MAIN LINE TRACK
UNPLATTEO PER THIS PLAT)
50.00'
A N54'23'11 "W ------
1
LOT 74
DRAINAGE TYPE A j
111
11rI1
11I
KA
40.00, Ll: N
t wuA LOT 73
LOT 75 p PROPOSED '
2724-8 cIo0 (p p
tL
FINISHED FLOOR zW
ELEVATION-I•.00 C9
D
R
Tn
5.0'1 11 W ^ El1 + 8 3' COVERED
1 ENTRY
11 nI _
i 20.7' S.0r'—'— •...
r---------- o''•.rt c• ry
11 10' UTILITY EASEMENT{•t
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
1 HAVE EXAMINED THE F.I.R.M. COMMUNITY PANEL
NO 120294 0035 E DATED 4/17/95 AND FOUND
THE SUBJECT PROPERTY APPEARS TO LIE IN ZONE X.
AREA OUTSIDE 100 YEAR FLOOD PLAIN.
THE SURVEYOR MAKES NO GUARANTEES AS TO THE
ABOVE INFORMATION. PLEASE CONTACT THE LOCAL
BEARINGS SHOWN HEREON ARE BASED ON
THE NORTHWESTERLY LINE OF LOT 74'
BEING N35'36'49"E PER PLAT.
FIELD DATE:) REVISED:
SCALE: I" a 30 FEET
APPROVED BY. SJ
JOB NO. ASM39688
PLOT PLAN 8/9/04 SD
DRAWN BY: LOT FIT 12-13-02 CKB
S54'23'11'E 810.33' CENTERLINE OFJ ~V7v/ RIGHT-OF-WAY
BRISTOL FOREST TRAIL
5W RIGHT-OF-WAY
LEGEND
BUILDING SETBACK LINE MLW MINIMUM LOT WIDTH
CENTERLINE
POO
PCC
POINT ON BOUNDARY
POINT OF COMPOUND CURVATURE
RIGHT OF WAY LINE POC POINT ON CURVE
PROPOSED ELEVATION IAL RECORDppPLANNEDDEVELOPMENT
PROPOSED DRAINAGE FLOW A DENOTES DELTA ANGLE
L DENOTES ARC LENGTH
CONCRETE C.B. DENOTES CHORD BEARING
LB LAND SURVEYING BUSINESS PC DENOTES POINT OF CURVATURE
LS LAND SURVEYOR PI DENOTES POINT OF INTERSECTION
PRM PERMANENT REFERENCE MONUMENT PRC
Pi
DENOTES POINT OF REVERSE CURVATURE
DENOTES POINT OF TANGENCY
PCP PERMANENT CONTROL POINT TYP TYPICAL
p) PER PLAT A/C AIR CONDITIONER
M) MEASURED COW CONCRETE BLOCK WALL
FND FOUND RP RADIUS POINT
C/W CONCRETE WALK CS CONCRETE SLABS/W SIDEWALK C CHORD LENGTHCVP
pB
CONCRETE PAD
PLAT BOOK SO. FT, SQUARE FEET
R RADIUS NG NATURAL GRADE
PGS PACES R/W RIGHT-OF-WAY
1030 N. ORLANDO AVENUE, SUITE B
WINTER PARK, FLORIDA
32789 (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 TITLE OR USE OF THE LAND
2. NO UNDERGROUND IMPROVEMENTS HAVE BEEN
LOCATED EXCEPT AS SHOWN.
3. NOT VALID WITHOUT THE SIGNATURE AND THE ORIGINAL
RAISED SEAL OF A FLORIDA LICENSED SURVEYOR
AND MAPPER.
FOR
THE
FIRM
N K_ RFI I PSM !(4 74-1 1 DATE
FORM 60OA-2001
FLORIDA ENERGY EFFICIENCY CODE
FOR BUILDING CONSTRUCTION
Florida Department of Community Affairs
If Residential Whole Building Performance Method A
Project Name: 2724 LMR 0 7LI Builder: CENTEX HOMES
Address: 13% BRISTOL FOREST TRAIL Permitting Office: CITY OF SANFORD
City, State: LAKE MONROE, FL Permit Number:
Owner: CENTEX HONES Jurisdiction Number: 691500
Climate Zone: Central
1. New construction or existing
2. Single family or multi -family
3. Number of units, if multi -family
4. Number of Bedrooms
5. Is this a worst case?
6. Conditioned floor area (fl')
7. Glass area & type
a. Clear - single pane
b. Clear - double pane
c. Tint/other SHGC - single pane
d. Tint/other SHGC - double pane
8. Floor types
a. Slab -On -Grade Edge Insulalion
b. Raised Wood, Adjacent
c. N/A
9. Wall types
a. Concrete, Int Insul, Exterior
b. Frame, Wood, Exterior
c. Frame, Wood, Adjacent
d. N/A
c. N/A
10. Ceiling types
a. Under Attic
b. N/A
c. N/A
11. Ducts
a. Sup: Unc. Ret: Unc. AH: Interior
b. Sup: Unc.. Ret: Unc. All: Interior
8
New _ 12. Cooling systems
Single family _ a. Central Unit
1 _
5 _ b. Central Unit
Yes _
2724 fl' c. N/A
Cap: 29.0 kBtwU _
SEER:12.00 _
Cap: 22.0 kBtwlu _
SEER:12.00 _
253.0 ff _ 13. Heating systems
0.0 fl' _ a. Electric Heat Pump Cap: 29.0 kBtu1hr _
0.011' _ HSPF:7.80 _
0.0 fl' b. Electric Heat Pump Cap: 22.0 kBtu/lu _
HSPF:7.75 _
R=0.0, 130.0(p)11 _ c. N/A
R=11.0, 112.011"
14. Hot water systems
a. Electric Resistance Cap: 50.0 gallons _
R=4.1, 886.0 fi' _ EF: 0.86 _
R=11.0, 1097.011' _ b. N/A
R=11.0, 206.0 fl'
c. Conservation credits
HR-Heat recovery, Solar
DHP-Dedicated heat pump)
R=19.0, 1459.0 fl' _ 15. HVAC credits PT, _
CF-Ceiling fan, CV -Cross ventilation,
HF-Whole house fan,
PT -Programmable Thermostat,
Sup. R=6.0, 1.0 fl _ MZ-C-Multizone cooling,
Sup. R=6.0, 1.0 R MZ-H-Multizone heating)
Glass/Floor Area: 0.09 Total as -built points: 34544 PASSTotalbasepoints: 40533
1 hereby certify that the plans and specifications covered
by this calculation are in compliance with the Florida
Energy Code.
PREPARED BY:vi.,
DATE: JUN 18 7004
1 hereby certify that this building, as designed, is in
compliance with the Florid"ergy Cod
OWNERIAGENT: i11
DATE: JUN 18 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:
DATE-
FORM 60DA-2001
SUMMER CALCULATIONS
Residential Whole Building Performance Method A - Details
I ADDRESS:... PERMIT #: I
BASE AS -BUILT
GLASS TYPES
18 X Conditioned X BSPM = Points Overhang
Floor Area Type/SC Ornt Len Hgt Area X SPM X SOF = Points
18 2724.0 25.78 12640.5 Single, Clear W 1.4 15.0 32.0 53.47 1.00 1702.9
Single, Clear W 3.0 7.0 14.0 53.47 0.78 587.4
Single, Clear E 1.4 15.0 32.0 59.31 0.99 1887.9
Single, Clear E 1.4 17.0 40.0 59.31 1.00 2361.3
Single, Clear S 1.4 15.0 16.0 44.66 0.99 708.2
Single, Clear S 1.4 6.0 16.0 44.66 0.89 634.2
Single, Clear W 1.4 6.0 23.0 53.47 0.93 1142.7
Single, Clear W 1.4 6.0 32.0 53.47 0.93 1589.8
Single, Clear E 1.4 6.0 16.0 59.31 0.93 882.5
Single. Clear E 1.4 6.0 16.0 59.31 0.93 882.5
Single, Clear W 1.4 6.0 16.0 53.47 0.93 794.9
As -Built Total: 253.0 13174.3
WALL TYPES Area X BSPM Points Type R-Value Area X ' SPM = Points
Adjacent 206.0 0.70 144.2 Concrete, Int Insul, Exterior 4.1 886.0 1.18 1045.5
Exterior 1983.0 1.90 3767.7 Frame. Wood, Exterior 11.0 1097.0 1.90 2084.3
Frame, Wood, Adjacent 11.0 206.0 0.70 144.2
Base Total: 2189.0 3911.9 As -Built Total: 2189.0 3274.0
DOOR TYPES Area X BSPM Points Type Area X SPM = Points
Adjacent 18.0 1.60 28.8 Exterior Wood 20.0 7.20 144.0
Exterior 20.0 4.80 96.0 Adjacent Wood 18.0 2.40 43.2
ELase Total: 38.0 124.8 As -Built Total: 38.0 187.2
CEILING TYPES Area X BSPM Points Type R-Value Area X SPM X SCM = Points
Under Attic 1459.0 2.13 3107.7 Under Attic 19.0 1459.0 2.82 X 1.00 4114.4
Base Total: 1459.0 3107.7 As -Built Total: 1459.0 4114.4
FLOOR TYPES Area X BSPM = Points Type R-Value Area X SPM = Points
Slab 130.0(p) -31.8 4134.0 Slab -On -Grade Edge Insulation 0.0 130.0(p -31.90 4147.0
Raised 112.0 -3.43 384.2 Raised Wood, Adjacent 11.0 112.0 1.80 201.6
Base Total: 4518.2 As -Built Total: 242.0 3945.4
INFILTRATION Area X BSPM = Points Area X SPM. = Points
2724.0 14.31 38980.4 2724.0 14.31 38980.4
EnergyGaugeO DCA Form 60UA-2001 EnergyGauge01F1aRES?W1 FLRCSB w32
FORM 60OA-2001
SUMMER CALCULATIONS
Residential Whole Building Performance Method A - Details
I ADDRESS:... PERMIT #:
BASE AS -BUILT
Summer Base Points: 54247.1 Summer As -Built Points: 5578 ..9
Total Summer X System Cooling Total X Cap X Duct X System X Credit Cooling
Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points
DM x DSM x AHU)
55784.9 0.569 1.087 x 1.150 x 0.90) 0.284 0.950 9634.1
55784.9 0.431 1.087 x 1.150 x 0.90) 0.284 0.950 7308.6
54247.1 0.4266 23141-.8 1 55784.9 1.00 1.125 0.284 0.950 16942.7
la
EnergyGauge"' DCA Form 60OA-2001 EnergyGauge@NF1aRES7001 FLRCSB w32
FORM 60OA-2001
WINTER CALCULATIONS
Residential Whole Building Performance Method A - Details
all
ADDRESS:... PERMIT #:
BASE AS -BUILT
GLASS TYPES
18 X Conditioned X BWPM = Points Overhang
Floor Area Type/SC Omt Len Hgt Area X WPM X WOF = Point
18 2724.0 5.86 2873.3 Single, Clear W 1.4 15.0 32.0 10.74 1.00 343.5
Single, Clear W 3.0 7.0 14.0 10.74 1.03 155.6
Single, Clear E 1.4 15.0 32.0 9.96 1.00 319.9
Single, Clear E 1.4 17.0 40.0 9.96 1.00 399.7
Single, Clear S 1.4 15.0 16.0 7.73 1.00 123.2
Single, Clear S 1.4 6.0 16.0 7.73 1.04 128.5
Single, Clear W 1.4 6.0 23.0 10.74 1.01 249.2
Single, Clear W 1.4 6.0 32.0 10.74 1.01 346.7
Single, Clear E 1.4 6.0 16.0 9.96 1.02 161.9
Single, Clear E 1.4 6.0 16.0 9.96 1.02 161.9
Single, Clear W 1.4 6.0 16.0 10.74 1.01 173.4
As -Built Total: 253.0 2563.6
WALL TYPES Area X BWPM = Points1 Type R-Value Area X WPM = Points
Adjacent 206.0 1.80 370.8 Concrete, Int Insul, Exterior 4.1 886.0 3.31 2928.2
Exterior 1983.0 2.00 3966.0 Frame, Wood, Exterior 11.0 1097.0 2.00 2194.0
Frame, Wood, Adjacent 11.0 206.0 1.80 370.8
Base Total: 2189.0 4336.8 As -Built Total: 2189.0 5493.0
DOOR TYPES Area X BWPM = Points Type Area X WPM = Points
Adjacent 18.0 4.00 72.0 Exterior Wood 20.0 7.60 152.0
Exterior 20.0 5.10 102.0 Adjacent Wood 18.0 5.90 106.2
ase Total: 38.0 174.0 As -Built Total: 38.0 258.2
EILING TYPES Area Xru BWPM = Points Type R-Value Area X WPMXWCM= Points
n11er Attic 1459.0 0.64 933.8 Under Allic 19.0 1459.0 0.87 X 1.00 1269.3
Base Total: 1459.0 933.8 As -Built Total: 1459.0 1269.3
FLOOR TYPES Area X BWPM = Points Type R-Value. Area X WPM = Points
Slab 130.0(p) 1.9 -247.0 Slab -On -Grade Edge Insulation 0.0 130.0(p 2.50 325.0
Raised 112.0 0.20 -22.4 Raised Wood, Adjacent 11.0 112.0 1.80 201.6
Base Total: 269.4 As -Built Total: 242.0 526.6
INFILTRATION Area X BWPM = Points Area X WPM = Points
2724.0 0.28 -762.7 2724.0 -0.28 762.7
EnergyGaugeO DCA Form 600A-2001 EnergyGauge@1F1aRES-"1 FLRCSB v32
FORM 60OA-2001
WINTER CALCULATIONS ..
Residential Whole Building Performance Method A - Details
1,
ADDRESS: , , , PERMIT #:
BASE AS -BUILT
Winter Base Points: 7285.7 Winter As -Built Points: 9348.0
Total Winter X System = Heating Total X Cap X Duct X System X Credit = Heating
Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points
DM x DSM x AHU)
9348.0 0.,%9 1.078 x 1.160 x 0.92) 0.438 0.950 2542.0
9348.0 0.431 1.078 x 1.160 x 0.92) 0.440 0.950 1940.9
7285.7 0.6274 4571.1 9348.0 1.00 1.150 0.439 0.950 4482.8
EnergyGauge"' DCA Form 600A-2001 EneWGauge@1F1aRE52001 FLRCSB v3.2
FORM 600A-2001
WATER HEATING & CODE ZOMPLIANCE STATUS
Residential Whole Building Performance Method A - Details
I ADDRESS: , , , PERMIT #: I
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
5 2564.00 12820.0 50.0 0.86 5 1.00 2623.63 1.00 13118.1
As -Built Total: 13118.1
CODE COMPLIANCE STATUS
BASE AS -BUILT
Cooling + Heating +
Points Points
Hot Water
Points
Total
Points
Cooling + Heating + Hot Water = Total
Points Points Points Points
23142 4571 12820 40533 16943 4483 13118 34544
PASS
EnergyGauge"' DCA Form 6o0A"2001 EnergyGauge&F1aRES?001 FLRCSB v3.2
FORM 600A-2001
Code Compliance Checklist.
Residential Whole. Building Performance Method A - Details
I ADDRESS:... PERMIT #:
6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST
COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHECK
Exterior Windows & Doors 606.1ABC.1.1 Maximum:.3 dnVsq.ft. window area• .5 dn-Vsq.fL door area.
Exterior & Adjacent Walls 606.1ABC.1.2.1 Caulk, gasket, weatherstrip or seal between: windows/doors & frames, surrounding wall;
foundation & wall sole or sin plate; joints between exterior wall panels at comers; utility
penetrations; between wall panels & lop/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 606.1ABC.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 606.1ABC.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 Ughling 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 112- clearance & 3- from insulation; or Type IC rated with < 2.0 din from
conditioned s cetested. Multi -
story Houses 606.1.ABC.1.2.5 Air barrier on perimeter of Moor cavity between floors. Additional
Infiltration reqls 606.1.ABC.1.3 Exhaust tans 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 residenr_es_1 COMPONENTS
SECTION REQUIREMENTS CHECK Water
Heaters 612.1 Comply with efficiency requirements in Table 6-12. Switch or dearly marked circuit breaker
electric or cutoff as must be provided. External or buill4n heat trap required. Swimming
Pools & Spas 612.1 Spas & heated pools must have covers (except solar heated). IVon-commercial pools must
have a pump timer. Gas spa & pool heaters must have a minimum thermal eificien
of 78%. Shower
heads 612.1 Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG. Air
Distribution Systems 610.1 All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached,
sealed, insulated, and installed in accordance with the criteria of Section 610. Duds
in unconditioned attics: R-6 min. insulation. HVAC
Controls 607.1 Separate readily accessible manual or automatic thermostat for each system. Insulation
604.1, 602.1 Ceilings -Min. R-19. Common walls -Frame R-11 or CBS R-3 both sides. Common
ceiling & floors R-11. EnergyGauge"
r MA Forth WM-2001 ErnergyGauge®VFIaRES7W1 FLRCSB v3.2
ENERGY PERFORMANCE LEVEL (EPL)
DISPLAY CARD
v
ESTIMATED ENERGY PERFORMANCE SCORE* = 86.0
The higher the score, the more efficient the home.
oE30M
1. New construction or existing New _ 12. Cooling systems
2. Single family or multi -family Single family _ a. Central Unit Cap: 29.0 kBtu/rh_
3. Number of units, if multi -family 1 _ SEER: 12.00 _
4. Number of Bedrooms 5 _ b. Central Unit Cap: 22.0 kBtu/Itr _
5. is this a worst case? Yes _ SEER 12.00 _
6. Conditioned Door area (Il) 2724 fl' c. N/A
7. Glass area &type
a. Clear - single pane 253.0 Il' _ 13. Heating systems
b. Clear - double pane 0.0 I'll _ a. Electric Neat Pump Cap: 29.0 kBtu/hr _
c. TinVother SHGC - single pane 0.0 fl' _ HSPF: 7.80 _
d. Tint/other SHGC - double pane 0.0 fl' b. Electric Heat Pump Cap: 22.0 kBtu/hr _
8. Floor types HSPF: 7.75 _
a. Slab -On -Grade Edge Insulation R=0.0, 130.0(p) Il _ c. N/A
b. Raised Wood, Adjacent R=11.0, 112.00' _
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, 886.0 fP _ EF: 0.86 _
b. Frame, Wood, Exterior R=11.0, 1097.0 fP _ b. N/A
c. Frame, Wood, Adjacent R=11.0, 206.0 it'
d. N/A c. Conservation credits
e. N/A HR-Heat recovery, Solar
10. Ceiling types DHP-Dedicated heat pump)
a. Under Attic R= 19.0,1459.0 R' _ 15. HVAC credits PT, _
b. N/A CF-Ceiling fan, CV -Cross ventilation,
c. N/A HF-Whole house fan,
11. Ducts PT -Programmable Thermostat,
a. Sup: Unc. Ret: Unc. AH: Interior Sup. R=6.0, 1.011 _ RB-Attic radiant barrier,
b. Sup: Unc. Ret: Unc. AH: Interior Sup. R=6.0, 1.0 R MZ-C-Multizene cooling,
MZ-H-Multizene heating)
l 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: JUN 1 8 M4
Address ofNew Home:1.37 BRISTOL FOREST TR. City/FLZip: LAKE MONROE/32747
NOTE. The home's estimated energyperformance 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 EnergyStarmdesignation),
your home may qualify for energy efficiency mortgage (EEM) incentives ifyou obtain a Florida Energy Gauge Rating.
Contact the Energy Gauge Hotline at 3211638-1492 or see the Energy Gauge web site at www.fsec.uef edu for
information and a list ofcertifted 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 CONDMONING,R Job: 2724 8.29.01
109 COMMERCE STREET, LAKE MARY. FL 32746-SM Phon•: (407) 831-2665
FUr CBflEXF(3(&JACMS
Wes: MODS 2724
Design•
Weatier. O WKb PP, FL, US
Winter Design Conditions Summer Design Conditions
Outside db 38 •F Outside db 93 •F
aside db 70 •F Inside db 75 •F
Desig1TD 32 •F Desg TD 18 •F
v
hiRelative rii ty 50 %
Moisture ddferertoe 43 grAb
Heating Summary Sensible Cooling Equipment Load Sizing
BtAci g heat kiss 37444 Bbh Shudure 29227 Bt h
Vendafion air 0 cfm Ventilation 1485 Bbii
Design swig 3.n "
F
heat
bad 37444 Bbjh Infiltration
ToW sens. eqW bad 30M Bbh Mef,
od SiTip w Latent Cooling Equipment Load Sizing Cores qua rty Average Replaces
0 Irder d gains 1840 Bbh Verdatian
2212 Bth Cool
HeaMM"IBhh Area
ft
Totalotallatent
bed 8336 Bhh 833Volume2179221792Ai
Egtjv.
AVF (dm) 0.70 0.40 254
Tt
u bad 38434 Bt h 145
Req. W c Wa* at 0.70% SM 3.6 kin Heating
Equipment Summary Cooling Equipment Summary Mate
WEI We Na Trade
nfa Trade n/a Na
nla Na
da
N0 HeafigkputbptdSgBbh Heating
ctAptA 0 Bt h Laterd co*9 0 Bbh A
T&g fin0 fc mTAB 0000 g fan 0 cffmm Heating
air fbw factor 0.000dmBhh Cuofng air flour factor 0.000daffibh Space
OnelTlostat n/a Load sei sille heat ratio 0 % Rkftt
oaMed byACCA b meet al reglmernerts d Manual J 7lh Ed wn4g1-
VtSoft Right-S441e Residential" 5.5.06 RSR26014 2002-Apr-03 16:50:27 E:%
FUesV%Foa 6 Jacobs 20021272412724.rsr Pa" 1
RIGHT! CALCULATION PROCEDURES A, B, C, D
Entire House
DEL AIR HEATING,AIR CONDITIONING,R Job: 2724 8.29.01
109 COMMERCE STREET. LAKE MARY. FL 32746.6206 Phonw 1407) 831-2665
Procedure A - Winter Infiltration HTM Calculation'
1. M ter ifbabon AVF
070 ach x 21792 fN x 0.0167 = 254 cfm
Isolated zones = 0 cfm
Tolaf = 254 cfm
2 Wnter b dhaw load
1.1 x 254 cfm x 32 T V*-&Y TD = 8949 Bt h
3, V* ter iditr-aW HTM
8949 Bbh / 277 W Total wbxfow = 32-3 BUM
and door area
Procedure B - Summer Infiltration HTM Calculation
1. Summer 0 91halb AVF
0.40 ach x 21792 W
2 Saner Maim load
1.1 x 145 cfm x 18
3. Sumler Maim HIM
2877 Bbh / 277 W
x 0.0167 = 145 cfm
Isoialed zones = 0 cfm
Total = 145 cfm
T SrrvwTD = 2877 Bth
Total window = 10A BtuhMz
and door area
Procedure C - Latent Infiltration Gain
0.68 x43 gr/m moistd'rff. x 145 cfm = 4284 Bhh
rroceaure u - t:quipment Sizing Loads
1. Sensble siting load
SensUe verdafion load
1.1 x 75 cfm vent x 18 T 11) > TD = 1485 Bhh
Sensble bad for sfnxbxe (Line 19) + 29W Bkh
Sum of verdaton and sbuckne bads = 30712 Btj1
Ra*V and bernpwdm swig mdow x 0.98
Equoret sift bad - serlsble = 30098 Btih
2 Latent swig bad
Latent vendaton bad
0.68 x 75 cfm vent. x 43 grfib moistddY = 2212 Bbh
vt anal beds = 230 Bbh x 8 people + 1840 Bhh
kditzbon bad bum Procedae C + 4284 Bbh
sig bad - bUnt = 8336 Bbih
Co wnxton Ckraity is: a No. of Fwepboes is: 0
PrinW cetdied by ACCA b meet all re*mmenls d Manual J 71h Ed
wnghtsoft Right -Suite Residential"' S.S.06 RSR26014ZiE:1FilesVWox d Jacobs 200212724 2724.rsr
2002-Apr-03 16:50:27
page-1
RIGHT-! WINDOW DATA
DEL AIR HEATING,AIR CONDITIONING,R Job: 2724 8.29.01
109 COMMERCE STREET, LAKE MARY. FL 32746 M 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
MSTR. BR
a n S a C n 0 d 1 1 90 1.0 1.0 11.0 52 30.4 3Z0 0.0
M.BTH/WIC
KITCHEN/NOOK
b n e a C n 0 d 1 1 90 1.0 1.0 11.0 7.0 54A 40.0 0.0
LDY
FOY/DIN
a n w a C n 0 d 1 1 90 1.0 1.0 11.0 5.2 54A 3Z0 0.0
PDR
LIVING
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
BDRM4
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 e C C n 0 d 1 1 90 1.0 1.0 1.0 52 54A 16.0 0.0
BTH2
BDRM2
a n e C C n 0 d 1 1 90 1.0 1.0 1.0 52 54.4 16.0 0.0
GAME RM/BDR5
a n w C C n 0 d 1 1 90 1.0 1.0 1.0 5.2 54.4 32-0 0.0
a n w C C n 0 d 1 1 90 1.0 1.0 1.0 52 54.4 23.0 0.0
ti Wilght50ft Right -Suite ResWnIW- S.5.08 RSR26014 - 2002-Apr-03 15:50,27
AXK E:1Fdes%Fos & Jacobs 20021272412724jw Page 1
PGJ ORKSHEETnogdO%e
DEL AR HEATINGAJR CONDMONING,R Job: 2724 8.29.01
109 COMMERCE STREET, LAKE MARY. Fl. 32746-6206 Phone. (407) 831-2655
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Right -Suite Residential" 5.5.06 RSR26014 2002-Apt-03 16:5W27AkEAFUesV%Fox & Jacobs 20CM72412724.m paw 1
M '
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REVISIONS
WT. Irlava° 1 qEV. N0. ZONE: PATE: CCN N0. APPvO: DESCRIPTION
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G 4O. IgfY tM AiI•
Ililt Y7(.• P•11 •UO 1IMr09 f IA.Utao' fwt <o•R
wM a-•o tPK {IO umm P" Vr0 .• 1 3 Ilu4 a401R.
exYwlpwlwa
ar lro•
olrp rwa a ranmu caaoo w w o a T/a• pWp craw f0r 00.i
0 TO aoOar 7rul Mrd IK.IOa jy yKM9e r / (OK /N a04{1I la ,I Ka 1J1 VASW,1 viW moo o fRi
to• rMA3p{G 1I a•IaI vw urn j, .po0.+ia..`1K( qflu w` it ri aA 'via ill.ei rO • iiV1 . q lNi• I .a K 1A.bIR OT•
41fo •/(•J Orr& STU 40t a01 M OOOA Ialr .or o(atgn) ro n4.10[ • r1VW TMOI • 10 M.IXR 1•.I 1WIRYNLYaw1Y1aMA'Y WASOrfK iYlI1 M IOT aM aMi t I aotr• 1 • • IClowl Pp 00 1fA1L sww w 1Omm
Raoif.• mown loco a Ia t/•• ob W4T& ad OI1L W
7. OM savor. IRK to WL sm ftum y ImG W..
a / f mLy& rn•.. WINO VIFUWW0. P.I. f41fM 1(W111116
r.nt. N .•. cr etrrw fewer e.e FOIRO oidiu M P4 Imm I IV • 1 •.1/r OIw01 11"W 7' tKL Y.
aM 1 •'Kai •• n.Tfrt[ corn •er+ UW {rl m G aKr.
ITa` nProla Dams = y w M /Cant or TrI IWeoAI1O f1lumvVt Gawl DESIGN LOAOSI +2a.0 PSI 11 -2.5 PSF toll rlip,IronI6leItYcacmSIX„„ oP >K rlu,Or,t aP TEST L043: +36.0 PSF 11 -37.0 PSI 7• i' TeIL .
7a G Clty. WfrM fM0 moo( WT rarOlL aox r1 COYw10O MYIOo OOSa r01t Ma 440I um0 ww. r w.w w r aca O I w •
f-1.7.1 P•TIIAM p.( is w f11I laX OIWa THIS aWK. wl a • •tom W Wes PART NO: - 17 A 1-
rp am oorlou 11 r1 a rlPr wro varoeK ntw V.oM •
TT•O4a mot OIIf pan uww SW w ON.e-1.• It A 7rU 1100 T• wM I • i' 34I WPOIO lorfl7 t001 a t+-"w•' j amo, 570 PIP a" IOGTIOn
I,a1 noc + aern as Ro as TOLERANCES r. IDEA Trt Na 16-I i-Mo N ooa. Wa .mow. "Mr, .0 . A.03 4 rmeno a IY 14 Z. Ife1w. •.• ener
MM w•j1.: ..a 0Wdk.,,_ 1. .00 . t.013 OESCRIPTION: MODEL 6R5T wa 16-0 16-0: to/-2a.3 O($10N LQAC r.n. —A
O .0 . t.003 tl G arv.
is Dorm wan. a.ww N wt. w 0000 . s.001 DRAWN 9Y; 64N OATEI a/16/00 SCAB: NTS Oy/0. lT•OIiO MM
O,1 IIw1/a' OtIQ uRK 7nfK s w •wV. w.a'f•• B KIA.Mw OPIUM"
Oapaol • :1/3
CHECKED SY: NWW GATE: •/16/00 5NEEr 1 0/ 1 511E B t a wnt •
unuAflls. v o «uue • uwoAloaoa wip wolo OWO. NO.: 102136 REV. NO. I co 0 i
a.
1 '
m
C
8
0
4
WOO eE9„liATm nlerina-Tru M-Swing Door Wood %,Were SYvt—
Aalmmi-CMERA, mchi I SRE• Single up to S'. r 6.0 ./we slde,a.•s
Oooble up to e'/ r e•0 •/wo Swages
OX x0. OXO. XX. OIDl0
rSMR< essea,vl,eM TM hood and side Jambs era Or ClOnt pine
nrwWMp o min, 4-9/16' with a :/2' -bWOd atoA
Tipf• TSIC0,1 ' ANONOR
1
a7AumWT...
seNasL sAo aMo
Ts >n vas-a+ac
I GRIM"
i.,1.. ... •. ..... 2 IIIOYIa
4.D=-
TAPCON
M ANCJ4'M
am
al
LtR1rx SOr 4IM8 '
I v.• ,aL6ea
QESI
single Positive.67.0 PSF Negative 67.0 PSF
Single with Sidelites Positive 60.0 PSF Negative 60.0 PSF
Double w/wo Sidelites Positive 47.0 PSF Npative 47.0 PSF
wit is, ac
Is IIUCK
rQzane
3/16- TAPCON
TWC ANCNOR
C LW EAP= OF' COWL
1p• IMIwAIl
1 . INRrq
I,456NRr Le71L
Lam?
J/le' TArcoN y*y s- me. 2) L '
NPA awes
m Is Sum-6uO,
112' ORrWU
Ix etta
I ' ': ' ` ' '.•. ° • (233 iE. SIIFM RATING) • e` .
sm rave 7) \ "• ;:
mum
SHIM Soveil
aO'rnuL SIOC awe
To Is Jug -ajar ,.
rt gi 1. This system has Own evaluated for use M locations rdherMg to tho Florida Skating Code I
and -hen pressurepreure roptimments as determined by ASCC 7 Minlaa m Design Leeds for Buildings
and Other Struetuno do not a eeed the design pressure ratings listed WOOL
2. For Mstallat;mW wMra the sub -buck it Is" than 1-1/2' (FIX section 1707.4.4 Aneherage Methods
and sub-sootions 1707.4.4.1 and 1707.4.42) Topcon "a eoncmte anchen must be used and the
length mwt be such that a minimum 1-1/4' engate Mont o/ the Tapcon info the nmomy wall M obtained.
slelpvlo
rwM>L ,e,C
elJ,eee.JeJl
COL. .pro2
StNL; ILT.S.
MIA-- t
mom prita"TION: ' TMrrlq-Tru Out-S." OWWaal Iivma System _•
ogle
PRE^SSIIBE RATNC:
lu rsavue NOYINL mx•
3' swK IB' O.C. Tingle Positive 67.0 PSf Negative67.0 P$
Single u0 to 3'e B'0 ./.o sWallas n
OoutW up to B•e 4'0 a/wo aIMGW • • .a • Sirgla with Sdalilaa Positive60.0 PSi Negative 60.0 PiF4-4
ouble ./.o Sidelltes Positive 47.0 PSINegative 47.0 PSf
X. OX. X0. OXO. XX. 07Dc0
erw.aAl o[SICRIVf1eN• TM Mod and side jambe am fklrer)aknt pine O
meeauruq a min 4-9/I5' wIU a 1/2' resealed slop. d
h
MASONRY LINTEL
MASONRY LINTEL 1 2 EOtItWK'
a /. rt•S•J ORMWAIL
1
TTPC Ak
f ax2. 11
j ;'A y ME1D JAYSED
to;. 1 1rti. •' ' ••YIN. Ek18.
W.
r"".. 23' YAK. J
1SIOY
SPACEIse7f,
I: I.r •. f
a ;T4 PEN WS
r C-SUNK ORYWrLL
a•• •.: VERTICAL SIDE JAYS
f:::• . .. TO 2x sue-elfalc
J/I0- TAPCON
rtK ANCHOR
CLCO TAPCON OR
M I& SHEAF EATING)
I a J fTRAM
OrryALL 3 "
r• d
Ib' IAPCON
J—
EOWL
7AheNDRIxeuc<
fJ 2e' MAX.P
N
o
SHIM S r A
3/19' TAPCON 2
TMPE ANCIgR
7
V d n
z O
WAD AAY9EDToIsSUB-BUCKCL
W c
n
C!
SIIIY SPACE —II 129• W'. riIretla3
O
3/10' TAKON
PC ANCHOR
t ' Wto O
T
I IIV
r
L I
DRYWALL
VERTIGLL SIOC A"IX BUCK
ro Ix sue-Burx
1. Teas "em has been evaluated for we In loca-tions adho" to the Rofw Budding Cade
and whore pressure requirements as dstorminoo by ASCIE 7 Minimum Design loads for Buildings
and Other StnKlures do not exceed the design pressure ratings listed herein.
2. for Installations when tea sub-bwk b east than I-1/2' (FUC section 1707.4.4 Anchorage Methods
and tub-teelions 1707.4.4.1 and 1707.e.e.2) Topton type Concrete anchors must be used and the
length must be such that a minimurn 1-1/e' snMoment of the Topton kite the mosoruy wall is obtained.
3. When using a ix sub -buck a 6-9/10' pmb is required to allow for min. edge spacing for Topton type ancftm.
y
t'••„ •• ,A•S_ jai. y.l• •;':.••'y.. ..
i• •i•.. R: :.• /•ti •mil.'
t AcA
1113.684.J6Jt
DATE: 4/3/02
CALL• N.T.S.
0110. IP': W&K
Omer. R.M.
T-O2X
lem I ar
N
D190EL.QEa C41II0CC :. Thermo—Tru 1—Swin9 / Ott —Swing Door hood Frames System
j vn rr6f OyE2•_,1 NOAIrPL•i Sr7E Single up to 5'4 s G'O ,.Iwo sidelites .
Double up to 6'4 s 6'0a/wo sideGtes jn!
pl F @ON 7nLrR TIOMS X. OK XO. OXO. XX. OXXO SEN •
DESCRIPfbN• The head and side jamb* ore 1ingerjoint pine meosunn9
a min. 4-9/1C with o 1/2' robbeted stop. D
UM9 2x WADER
Y,
1/
7• tMIrw4LL 9KAiNY70 tti, I K..'.
rt ; % •
SINGLE DOOR ye
2X
STUD 2X
JACK -STUD nN
ws : S 5V join 1/
2 ORMALL l
stmEeme _
is•
WK . c-
sr« sM
lolsaLuc,orvatr"
sac.vane 1.
1s• taK teat
T
DESIGN
PRESSURE RATING: Single
Positive 67.0 PSF Negative 67.0 PSF Single
with Sidelites Positive 60.0 PSF Negative 60.0 PSF Doublt
w/wo Sidelites Positive 47.0 PSF Negative 47.0 PSF DOUBLE
ODOR ILI
V4L -
AE-7 00
BLE DOOR WITH SIDELRES i
i
This
system has been evaluated for use in locations adhering to the norido Building Code and
where pressure requirements as determined by ASCE 7 Minimum Design Loads for Bu'1dia;s and
Other Structures do nol exceed Ns design pressure ratings listed herein. ilia-:
J
O N y0
n
n120
N
L
e a
V
V 1 Z
q COW
3dcY„
1 W
ut
4!
pO ooICLNn3
ct
UpU
z
a3
tn lzeu.
ea•.3ssl CAM
4/s/w SCJLLL'
Ki.S twc.
er. r.t.K
THERMA oTRU®
tNSWWO AtiMCYAS=f0fOOTNSTAR'IN=ANDf>OtIBtFWAIF
tAr1O IrwaRE& ws,"TW FlBEROLA98 DOOR WRFC WOOO FRAMES.
1. THIS PRODUCT IS OESIONEO TO MEET THE SOUTH FLORIOA
BUILDING CODE 1994 EDITION FOR MIAMI-OADE COUNTY.
2. WO00 BUCKS BY OTHERS, MUST BE ANCHORED PROPERLY
TO TRANSFER LOADS TO THE STRUCTURE-
S. PRODUCT ANCHORS SHALL BE AS LISTED AND SPACED AS
SHOWN ON DETAILS. ANCHOR EMBEDMENT TO BASE MATERIAL
SHALL BE BEYOND WALL DRESSING OR STUCCO.
4. DESIGNED PRESSURE RATING SEE TABLE PAGE 1-
5. THIS PRODUCT DOES 0TMEET THE WATER REQUIREMENTS
FOR MUMI-DAD _COUNTY:
6. MIAMI-OADE APPROVED IMPACT RESISTANT SHUTTERS
ARE REOUIREO FOR switiES ONLY.
7. SIOEUTES ARE AN OPTION AND CAN BE USED IN A
SINGLE OR DOUBLE CONFIGURATION.
Fibergloss avg. min. yield strength
00 psi
0,070 minimum skin thickness
0.110' minimum skin thickness
Polyurethane foam care,
rlthl.9 lbs. density by BASF.
pjpg;(jpp The(SIiC pPao N skin is constructed from a 0.070' fhk. aTieeing compound The irdH1W ° is Wed with 1.9 Ru.
demib BASF hone foam. TM amM face dwells am glued to the
rood s`iea its Ir'S411o,4ALblebakk a nsdoeeed edA o ..mod bck pyloekyrq2J5r14.0 4 at the a ., and d-60 A rolior The hinge
stile is FiA W Jointed Fine and tM top and boMam mil an of o woodoernposrTematerialNlMdoutMdo« oppfeoton the kwdhv door is rifled
sith an exWdN aluminum asbogd (Wxd Jomhar ) of 606J-i6 atkry.
The rroale is ed from fib+ jointed pie. The
hooft n Ia' o the ade iom6a with 3) 16pa I/ +san x Y" bn9
Aaplp of loch side. The nwr6om are sewed topefhr in o side6te a ran
using /8 x 2' " PFN Wood Salto (6) sores per cock nwr6xn. urlib
up an I=" Saddle Ihnshold measuli g 175' x 1.5e8'•
The side6le ppmoo1ech ore se dddl gkaed uA p t- prtCe
an dry 91oTed on the ed
i*l
with an 1/6 ft celkdaf
z" 1 % (Sflte +Tolpe " ermine The Re frame: are held
TABLE OF CONTENTS
DESCRIPTION
TYPI EL ATIONS do G N RAL NOT S
v RTI CROSS SECTIONS
HORIZON AL CRO55SECTIONStHORIZONTALCR055SECTIONS & NOTES
H I L NS4eANCHOLNGLCATIONS & 0 LNG D AILUNITCOMPONENTS
BI OF MAT R 4e UN17 C MPON NTS
37.5 MAx.
OVERALL WIDTH
36' MAX.
PANEL WIDTH
v •
x x ruru
a e
x o
9
Z o
N
N
ml ^
L
aNGL (IISINNG UNIT
74.5' MAX. OVERALL FRAME WIDTH
36.623' MAX.
PANEL WNOTH
I W ASTRAGAL
rax
3
L
DESIGN PRESSURE RATING
UNIT TYPE RHEREUIR M NT ISINOT NE
RATIONWATER
SINGLE 67.0 PSF - 67.0 PSF
DOUBLE 55.0 PSF - 55.0 PSF
WITH I6' uIT 55.0 PSF - 55.0 PSF
105.5' MAX. OVERALL FRAME. WIUIK
36.625' MAX. 15.5' MAx.
rPANEL WIDTH W
I W/ASTRAGAL FRAME WIDTH F r N13.75' MAX. COWIDTH = CO
So
7.125' MAX, QO.L.O. WIDTH J in
cz
w a
of
x=
inIA; Z
llfil F W/CIAFI ITFS •INSWING UNR 1y1{
ALL MODELS - -- 68.5' MAX. OVERALL MOTH-1C
36' MAX. 15.5' MAX. I,M
FROM INTERIOR
I
PANEL WIDTH FRAME WIDTH I od817EK' 0
I nj'
0
13.75' MAX.
WIDTH
7.125' MAX.
O.L.O. WIDTH
ru
O le 5,01 I ®
rrm
z
613.41414-Wl
Be®eA... .s1
N.T.S.
on ft. Tit
am or RN
5-2151
Z
7m
v1
raj
I-\ VERTICAL I;r SECTION
v OOOR PANEL
INTERIOR a
9
N
n
in
Q-. :cd 42
0.;o . dodo 43
5ESr• TTD4
ICLASS THK
aim):.
N FOAM GASKET k N
SIUCONE CAP BEAD d .c..o 6
1.66' MIN.
PANEL TNK.
O. 42
lam!` •_. _
SEE NOTE
5 SHT. 4
T a
60.6e4.3531
ovc OB/tD/D
c 112' e
om m TJN
oa m RW
wi
1t" Jl/'•U'l:aa>R+'t'11 liJ+o 1 1 0 1Li L'`•
ORIV S2151
vev or
SEC NOTE 2
SHT. 4 /-N
INACTIVE
ASTRAGAL RETAINER 31
BOLT &0' I.G. TOP
do BOTTOM (2) BMTS
AT TOP * (2) AT BOTTOM
14ORIZONTAL CRM SWWN
0 ASTRAGAL
1. 15' WIN.
CWB.
25- MAX. SHIM
FOAM GASKET &
sucoNE CAP BEAO
ACTIVE
7,
SEE NOTE 6
SHT. 4
N
6
zed
1
FOAM GASKET *
SEE NOTE
r SIUCONE CAP BEAD
3 SHT. 4 1 Q
C:A
MR.,
41
S NOTE I
Sw. 4
SEE NOTE
7 SHT. 4
axw-
a HINGE JAMB TO SIOEUTE
iv Ift-ilk"tcCENTRAL 'FrId-GREDA R
R6LANUFACTURER NAMES
77,-v
A 'RrMTMIM TOTEM ZM Alk
W
P
Q ao
oco
ZOin
inw
drama
00
413.4"Awl
1,15' MIN,
EMBED.
15' MIN,
C-SINK
25' MAX.
SHIM SPACE
1
4 LATCH JMB TO BUCK.
NOTES: 1. SPACING FOR REM NO. 41 (LITE FRAME SCREWS) IS AS
FOLLOWS: VERTICAL FROM THE TOP DOWN ON SIDES: 5.5'.
16.5'. 27.5 38.375'. 49.375' & 60.375' HORIZONTAL.
THERE ARE (2) SCREW BOTH TOP AND BOTTOM AT 2.125"
1N FROM EACH CORNER
2. SPACING FOR ITEM NO. 27 (/8 x 1" PANNE40 SCREW)
ATTACHING THE ASTRAGAL To THE INACTIVE DOOR IS AS
FOLLOWS: FROM THE TOP DOWN 1: 3'. 5' 18.25.
40.5 . 59.25 . 74.25' 76.23' & 78.25.
J. THE HEAD JAMB IS ATTACHED TO THE SIDE JAMBS WITH
3) 16GA x 1/2' CROWN x 2' STAPLES AT BOTH SIDE.
4. THE THRESHOLD IS ATTACHED TO THE SIDE JAMBS WIN2) 16GA x 1/2" CROWN x 2.5' STAPLES AT BOTH SIDE. S. THE SIOELITE IS DIRECT SET INTO THE JAMB WITH (12) ITEMNo. 43 (18 x 2' PFH. WOOD SCREW). THERE ARE (4) ATEACHVERTICALJAMB, FROM THE TOP DOWN AT 13.57. al 1. 48.5' 66'. THERE ARE (2) AT THE HEADER AT 4' INFROMTHEOUTSIDECORNERSOFTHEFRAMETHEREARE
2) AT THE SILL, 4' IN FROM THE OUTSIDE CORNERS,
6. SPACING FOR ITEM NO. 43 (/a x 2" SCREW) SECURING
THE MULLIONS TOGETHER IS THE SAME AS THE PERIMETER
ANCHORING SCREWS. 6' DOWN FROM THE TOP AND UP
FROM THE BOTTOM WITH (4) MORE SPACED AT 13.7' O.C.
7. WHEN
USE ITEM NO. ATTACHING110HINGE7TO THE JAMS AND THE BUCKSCREW). WHEN ATTACHING
THE HINGE TO THE JAMB AND THE SIDELITE AT THE
MULLION USE ITEM NO. J7 (110 x 1 3/4' SCREW).
1.10 MIDI.
EMBED.
15 MIN. 13
C-SINK •'
9 • e.
Y 13 7
10
FXTE6l4B
10TE6ICB 4
10
6 26 9
2 '25' MAX.
W HINGE JAMB TO BUCK, SHIM SPACE
NOTE
T. 4
FOAM GASKET &
SILICONE CAP BEAD
SEE NOTE
5 SHT. 4
i
0 I
s` r.r
i
In4 3
Zi 417,gyp i
SEE NOTE I — a
SHT. 4
3 I
4 O STRIKE JAMB TO WOELRE
n • i
CIr;I'i';LL :r`Z 0 l0'E>.
LASTER, FIDLr--- SEE
NOTE 7
SHT. 4 O
ad a0
ZO
O
W O v
Go
i 613.
04.3631
SEE NOTE
3 SHT. 4
SEE DETAIL 'F' SHT. 3
Lid r
SEE DETAIL
SHT. 5
TYP,
SEE NOTE
kTYP4SHT.
4
1-3.
L--jNO3ESHT.
Tainh
6' 6'
Pin
1 N
n ry us
TYP.+a
n
SEE DETAIL In
SHT. 5 NTyp.
SEE DETAIL C' C• TYP. 1
G' SHT. 5
I
14 TYP. -
r—T SEE NOTEIf6' 6' -i
io m 4 SHT. 4
6' 6'
TRAL Y LOR A B- 0. A Fv SINGLE 000R
Must F poop,'
1KANUFAC'TImM Nag
MASTER FfEpAAo.357' SOLT DEEP
ENOUGH FOR A 2'
13 SOLT THROW
12
10 u 13
13
10
10 DETAIL 'F' DETAIL 'H'
ATTACH ASTRAGAL THROW BOLT ASTRAGAL THROW BOLTS
DETAIL 'E' STRIKE STUN
FRAME DETAIL 'G' AT THE THRESHOLD
a co
V) 000I
85 1r1
Q 8 = O
3
0
na:) a
JX2Q
o
613.6N.3631
Ow% en 1JM
as W. RW
owwc ro.
5-2151
E' SHT.
TYP.
SEE OETAIL %•i/ ( _
i' SNT. 5
6' 3• 6•
6' 63•
3
6. 3•
1 I I - 13 - SEE NOTE -
13 - r 3 SHT. ss SEE NOTE SEE NOTE
SEE DETAIL n 3 SHT. 4 - 6 SHT. 4 -
I- SHT. 5 ci
13 "'
Typ. SEE MAIL - -
s _
13 - SEE DETAIL
SEE DETAIL Typ, n • 'E' SHT. 5
tn5 '?I' SHT. 5 1• - - 13 -
TyP
f' SEE DETAIL x' .
14. 'K' Typ. 'm ,c
SEE NOTE G' SHT. 5 14 =
4 SHT. 4 M. 14 14 - - - Typ, 14 TYP.
rvo TYP.
I
6• rl 3' 4 M 6' 3'
6' 6' 6 3' SEE NOTE
3' 6' 6' 4 SHT. 4
6. 3• 3 14
TYP.
aNrr a DOOR W/SIDELRES
DOME DOOR
433• CLASS
SITE .463' GLASS BITE
32 40 1
33
32
25v
25 1/8' TEMPERED A"m 1/8' TEMPERED
GLASS CLASS
a', :. ' O O 25' AIR
25' AIR Q. o •• SPACE
O. c v "• SPACE a . O O.
o •,.
Q a Q
Y
Q `a Y 1/8' TEMPERED
1/
S
TEMPERED iNTERIO Y 41
CLASS
Y 36 Z 1 N
SEE NOTE
36 6 6 41SHT41
25' STEEL a
SE NOTE 1 25' STEEL INTERCEPT a INTERCEPT S•
INSULATEn TC!! !
RE ER4 E SHT.
4 GLASS
w/ SPACER
IL
wcuL aTFO QTS
i ITf FReME [•LAZIN[. A
w/ DETAIL
SPACER
GLAZING
DETAIL 0
08 10 0 LC
N.T.S. a
or. Tim L
Q4 RW woo "
W 5-
2151 m
6 or 8
4.563'
1.08J' Fes- I
r in
H O
2 WOOD FRAME
n
FINGER JOINTED PONOEROSA PINE
ILL
CIF -.097'
0 0
0 0
h
H-077•—{
8
SInEIITE TOP do BOTTOM RAIL
O
1.845' -
f--1.264' —i
IyT'i''1f' ;"' FME #
L 2"
1"
T— H-- 1.531 OFC. TOP RAIL
W000 COMPOSITE
1.077' --- 1
r
in
cincl RF RI ANK SIDE STILE J6
FINGER JOINTED PONOEROSA PINE
1.264'
T
N
Q I-1.s31 • --I
IAMN SIDE STI1 E C-OMPOSRE
f...l.zss• —i
T
T
1.wr--4 0
XH) HINrr SIDE SOLE
5.75'
T •
N
FG. BOTTOM RAIL 'In eELF AQIIUSnNG SAQOI F_ Nff-2= 19W000COMPOSITEA[ LIMINLIMMNYL .045' WAIL ALUM
080' TNK. WAIL VINYL M
Y
a
cc _an7TDM RAIL n
11 W000 COMPp51TE vim+,
F-- 2.375'
In
L
30
W000 OCK BLOCK
FINGER JOINED PONOEROSok PINE
2 a
4
b
8
613.i6km1
We.
S-2151
rcn l x-c.r-rr lr•r t.:'IfT:'f fl
Gow;.
wim I
rAil>Ln!f/[9 TkIITI d'
W7
ER
bar
usrc s
3-IL sit
KYA
rrr w rr
r
m r
WaLEAS
a•+ Fc]!:r _ r:6t:: .,.,, rt . _ : ;•' mil
F r[i1:7i r RR!f=r:7IC'I7'_•1
FFf[ti 7 I'J 3 I+1 1.
r--
a-7]iZ'ECf
Far 1
FEE ipCWjtiff
lT7I/L•'i7: Ug!j
F7nL.'RI(,II'fL 7/rr•ila-i^fl1-
L II T._J-
Ft
Emn-'m
1.531 "
L
O in
SS- TOP RAIL
WOOD COMPOSRE
1.316'
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JUN-21-2002 09=52 MILESTONE WINDOWS 407 323 9729 P.02
1'Jl.ld(b
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hiftw ibria ,kr
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 Masterfile. Based upon the
discussions at the Mid -Florida Home Builders Association's meeting at their offices
on June 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 Lildon
Engineering Company for the methodology used in the development of Florida
Extruder's Window, Door and Mullion installation drawings, the thickness of the
buck in non-structural applications (i.e., buck thickness less than 1 '/i') does not
influence the lateral resistance capacity of the concrete screw (i.e. Tapeon).
Therefore, buck thicknesses less than 1 '/i' 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 '/& Concrete Masonry Units should have a
wall thickness of 1 %' and a precast silts thickness will exceed 1 '/a'. The drawings
clearly delineate the requirement that a minimum embedment depth of 1 1k" 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 i /.'.
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 thkkness of less
than 1 tea" is acceptable. The definition of a non-structural buck is based
on Section 2707.4.4.2 of the Florida Building Code.
2540 Jewett Lane, Sanford, FL 32771-1600 9 (407) 323-3300 • Fax (407) 322-3337 1
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
rafrioruso.oeOfloridaextruders com
Florida PE License No. 49752
Florida Extruders Intemational, Inc
CeFTACate of Authorization No. 9235
Cc: Earl Moore/FEI
File
PE Sealing Statement:
The letter was signed and sealed
with an impression seal as required
by Section 61615-23.DQY, F.A-C.
A rubber stamp seal was also
applied to fadlitate reproduction
for Orange County Building
Division Mastertiile scanning.
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Scale -1:33.
Us TL20=
3x3 TL20= 3x3 TL2011 5x4 TL20= UsTL20 FP= 7x5 TL20= 50 T120=
i 8 C D E F G H I J K L M AG N O
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FP = Us TL20= 5x4 TL20= 3x3 TL20= 50 TL20= 11-0-
0 16-0-12 18-5-4 19-10.8 , 19-10.
8 AF Plate
Offsets
MY): : 0:0-1-8 Ed e LOADING (psf)
SPACING 2-0-0 CSIDEFL in loc) Udell Ud PLATES GRIP TCLL 40.
0 Plates Increase 1.00 TC 0.68 Ved(LL) 0.03 R 999 360 TL20 2451193 TCDL 10.
0 Lumber Increase 1.00 BC 0.40 Vert(TL) 0.04 R-S 999 240 BCLL 0.
0 Rep Stress Incr NO WS 0.44 Horz(TL) 0.01 P n/a rVa BCDL 5.
0 CodeFBC2001 P12002 Matrix) Weight: 106lb LUMBER BRACING
TOP CHORD
4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-" oc purlins, exc BOT CHORD
4 X 2 SYP No.2 end verticals. WEBS 4
X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-
0 oc bracing: P-0. REACTIONS (lb(
size) AC=45/11-0-0, P=781/0-3-8, AB=147/11.0-0, AA=147/11-", Z=147/11-0.0, Y=143/11-0-0, W=150/11-0-0, V=131/11-", T=1611/11-0-0, U=-414/
11.0-0 Max UpliftU=
414(lood case 1) Max GravAC=
45(load case 1), P=781(lood case 1), AB=147(load case 2), AA=147(load case 1), Z=147(load case 2), Y=143(load case 2), W=151(load case V=131(
load case 1), T=1611(load case 1), U=114(load case 2) FORCES (lb) -
Maximum Compression/Maximum Tension TOP CHORD
AC-AD=-41/0, AD-AE=-41/0, A-AE=41-0, P-AF- 774/0, O-AF=-776/0, A-B=0/0, B-C=0/0, C-D_-OM, D-E=0/0, E-F=0/0, F-G=0/0, G-H--WO, H-1=0/869, I-J=
0/867, J-K=-790/0, K-L=-790/0, L-M=-806/0, M-AG=-1546/0, N-AG=-1546/0, N-0=-792(0 BOT CHORD
AB-AC=0/0, AA-AB=0/0, Z-AA=00, Y-Z--OM, X-Y=0/0, W-X=-0/0, V-W=-0/0, U-V=-O/0, T-U=-O/0, S-T=0/184, R-S=0/1552, O R=0/1515, P-0=43/0 WEBS I-
T=-207/0, B-AB=-134/0, C-AA=-134/0, D-Z=-134/0, E.Y=-132/0, F-W=-139/0, G-V=-115/0, J-T=-1214/0, J-S=0/1033, M-S=-1034/0, M-R=-20/11, N-R=0/55, N-0=-
1005/0, 0-0=0/1099, H.U=-102/418, H-T=-1039/0 NOTES (9)
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) Provide
mechanical connection (by others) of truss to bearing plate capable of withstanding 414 lb uplift at joint U. 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) Special
hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 731.01b down at 16-0-0 on top chord. The desigrdselection of such special
connection device(s) is the responsibility of others. 8) In
the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 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 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 1) Floor:
Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (
pIQ Vert: P-
AC=-10, A-0=-100 Concentrated Loads (
lb) Vert: AG=-
731(F) ustomer No:
11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54903283 ontractor/Job: 2724 2ND FLR Date Req:02/12/2004 Draw No:54903283FG1
54903283 FG2 FLOOR1-'
I0lie 1-0-14
Scale. 1:
1.5x3 TL20= 1.5x3 TL20=
7xe TL20= 7xe TL20=
1.50 TL20= 7xe TL20= 1.5x3 TL20=
A B C D E F O H
50 TL2011 30 TL20 II
1.3-14 2-6.4 3.8-10 4-11-0 6-1-6 8-10-10
8-10.10
LOADING (psl) SPACING 2-0-0 CSI DEFL in loc) Well L/d PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.22 Vert(LL) -0.05 L-M >999 360 TL20 2451193
TCDL 10.0 Lumber Increase 1.00 BC 0.79 Vert(TL) -0.07 L-M >999 240
BCLL 0.0 Rep Stress Incr NO WB 0.59 Horz(fL) 0.03 1 n/a n/a
BCDL 5.0 CodeFBC200lfTP12002 Matrix) Weight: 73lb
LUMBER BRACING
TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6.0.0 oc purlins.
BOT CHORD 4 X 2 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
WEBS 4 X 2 SYP No.3 'Except' 6-" oc bracing: O-P,I-J.
W5 4 X 2 SYP No.2
REACTIONS (lb(size) P=1795/0.8-0, 1=1795/0-8-0
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD A-B=-1558/0, B-C=-1581/0, C-D=-2640/0, D-E=-3181/0, E-F=-3208/0, F-G=-2719/0, G-H=-1568/0
BOT CHORD O-P=-195/0, N-O=O/2640, M-N_-0/3181, L-M=0/3208, K-L=0/2719, J-K=0/1696, IJ=-195/0
WEBS P-Q=-1789/0, A-0=-1799/0, 1-R 17B7/0, H-R=-1797/0, A-O=0/2356, B-0=-583/0, G-K=W1383, C-N=W524, D-N=-748/0, D-M=0/39, E-M=-37/0, E-L=-459/0,
F-L=01677, F-K=-917/0, GJ=-1557/0, HJ=0/2357, C-0=-1439/0
NOTES (5)
1) All plates are 3x6 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) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
5) Truss shall be fabricated per ANSVTPI 1.95 quality requirements. Plates shall be of size and type shown and centered at 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 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 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) Floor: Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (pIQ
Vert: I-P=-10, A-H=-400(F=-300)
ustomer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54903283
ontractor/Job: 2724 2ND FLR Date Req:02/12/2004 Draw No:54903283FG2
54903283 IFG3 FLOOR.,.,,__._., _
q-14 1-1.4
1.5x3 TL20=
Scale - 1
1 5x3 TL20=
5x5 TL20= 5x5 TI20=
LOADING (psl) SPACING 2-0.0
TCLL 40.0 Plates Increase 1.00
TCDL 10.0 Lumber Increase1 1.00
BCLL 0.0 Rep Stress Incr NO
BCDL 5.0 CodeFBC20011rP12002
WMBER
TOP CHORD 4 X 2 SYP No.2
BOT CHORD 4 X 2 SYP No.2
WEBS 4 X 2 SYP No.3
REACTIONS (Ib/size) 1=2153/0-3-8, E=2153/0-3-8
7.1-8
CSI DEFL in loc) 1/dell L/d PLATES GRIP
TC 0.87 Vert(LL) -0.03 G >999 360 TL20 2451193
BC 0.77 Vert(TL) -0.05 G >999 240
WB 0.46 Horz(TL) 0.02 E n/a n/a
Matrix) Weight: 58 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." oc bracing.
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD A-1=-2144/0, D-E=-2144/0, A-B=-1708/0, B-C=-3140/0, C-D=-1690/0
BOT CHORD 1-14=00, G-H=0/3129, F-G=0/3129, E-F=0/0
WEBS A-H=0/2310, B-H=-2102/0, B-G=0/16, C-G=0/16, C-F=-2123M, D-F_-0/2310
NOTES (6)
1) All plates are 7x6 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) Girder carries tie-in span(s): 19-6-0 from 0.0.0 to 7.0-8
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) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
6) Truss shall be fabricated per ANSVTPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing
where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and
permanent bracing required for the overall building design. Building Designer shall 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
1) Floor: Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (pit)
Vert: E-6-10, A-D=-616(F=-516)
Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54903283
Contractor/Job: 2724 2ND FLR Date Req:02/12/2004 Draw No:54903283FG3
54903283 IFG4 IFLOOR-
0.3-0 1-5-12 0 3--0
Scale .
Fps T 1-9-8 3-7.0
LOADING (psf) SPACING 2-0-0
TCLL 40.0 Plates Increase 1.00
TCDL 10.0 Lumber Increase1 1.00
BCLL 0.0 Rep Stress Incr NO
BCDL 5.0 CodeFBC2001/TP12002
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) F=419/0-3-8, D=419/Mechanical
3.7-0
CSI DEFL in loc) Udell Ud PLATES GRIP
TC 0.21 Vert(LL) -0.00 E >999 360 TL20 24WI93
BC 0.02 Vert(TL) -0.00 E >999 240
WB 0.18 Horz(fL) 0.00 D We n/a
Matrix) Weight: 28 lb
BRACING
TOP CHORD Structural wood sheathing directly applied or 3-7-0 oc puriins,
end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD A-F=-410/0, C-D=-410/0, A-B=-370/0, B-C=-370/0
BOT CHORD E-F=0/0, D-E=0/0
WEBS A-E=OM49, B-E=493M, C-E=0/449
NOTES (5-6)
1) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance Inspection.
2) Girder carries tie-in span(s): 7-0.0 from 0-0-0 to 3-7-0
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) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
5) Truss shall be fabricated per ANSVTPI I -95 quality requirements. Plates shall be of size and type shown and centered atjoints unless otherwise noted. Provide bracing
where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and
permanent bracing required for the overall building design. Building Designer shall verity all design information on this sheet for conformance with conditions and
requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the designinformationasitmayrelatetoaspecificbuilding. Any references to job names and locations are for administrative purposes only and are not part of the review orcertificationofthetrussdesigner.
i) Right end may be attached to 2 or more ply top chord of 19" maximum depth flat truss girder with Simpson THA422 or equal. Follow Simpson instructions for installation.
LOAD CASE(S) Standard
1) Floor: Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (pit)
Vert: D-F=-10, A-C=-241(F=-141)
ustomer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54903283ontractor/Job: 2724 2ND FLR Date Req:02/12/2004 Draw No:54903283FG4
54903283 IFG5
OF— 1.3-8 I 0.3-00
Scale .1:7
3-1-0
LOADING (psl) SPACING 2.0.0 CSI DEFL in loc) Vdell Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.32 Vert(LL) We We 999 TL20 2451193
TCDL 10.0 Lumber Increase 1.00 BC 0.18 Vert(TL) -0.01 D-E >999 240
BCLL 0.0 Rep Stress Incr NO WB 0.15 Horz(TL) 0.00 D r a n/a
BCDL 5.0 CodeFBC2001/fP12002 Matrix) Weight: 24lb
LUMBER BRACING
TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3-1-0 oc purlins, excepBOTCHORD4X2SYPNo.2 end verticals.
WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-" oc bracing.
REACTIONS (lb/size) E=731/Mechanical, D=731/0-3-8
FORCES (lb) - Maximum CompressiordMaximum Tension
TOP CHORD A-E=-277/0, C-D— 277/0, A-B=0/0, B-C_-=
BOT CHORD D-E=0/544
WEBS B-E=-699/0, B-D=-699/0
NOTES (6-7)
1) All plates are 3x6 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) Girder carries lie -in span(s): 15-10-0 from 0.0-0 to 3-1-0
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) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
6) Truss shall be fabricated per ANSVTPI 1-95 quality requirements. Plates shall be of size and type shown and centered at pints 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.
7) Left end may be attached to 2 or more ply top chord of 19" maximum depth flat truss girder with Simpson THA422 or equal. Follow Simpson Instructions for installation.
LOAD CASE(S) Standard
1) Floor: Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (pll)
Vert: D-E=-10, A-C=-506(F=-406)
Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54903283Contractor/Job: 2724 2ND FLR Date Req:02/12/2004 Draw No:54903283FG5
54903283 II M IFL•017 — -
0-3-0 i 0-10-0
T1
T1
LLk
7
w1 w1 W1 wt
91
ix X
F E
3-10-0
3-10-0
LOADING (psf) SPACING 2-0-0 CSI DEFL in loc) Wall L/d PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.83 Vert(LL) -0.01 E-F >999 360 TL20 245/193
TCDL 10.0 Lumber Increase 1.00 BC 0.33 Vert(iL) -0.01 E-F >999 240
BCLL 0.0 Rep Stress Incr NO WB 0.42 Horz(TL) 0.00 D n/a n/a
BCDL 5.0 CodeFBC2001/fP12002 Matrix) Weight: 30lb
LUMBER BRACING
TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-0 oc purlins,
BOT CHORD 4 X 2 SYP No.2 except end verticals.
WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-" oc bracing.
REACTIONS (lb/size) G=1205/0-3-8, 0=145810-3-8
FORCES (lb) - Maximum CompressiorvMaximum Tension
TOP CHORD A-G=-1197/0, C-D=-1450/0, A-B= 676/0, B-H— 676(0, C-H=676/0
BOT CHORD F-G=0/0, E-F=0/1257, D-E=0/0
WEBS A-F=0/1054, B-F=-988/0, B-E=-988/0, C-E=0/1054
NOTES (6)
1) All plates are 5x4 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 slrongbacks, on edge, spaced at 10-" oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or
restrained by other means.
4) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 419.01b down at 3-0-0 on top chord. The design/selection of
such special connection device(s) is the responsibility of others.
5) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
6) Truss shall be fabricated per ANSVrPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing
where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and
permanent bracing required for the overall building design. Building Designer shall verity all design information on this sheet for conformance with conditions and
requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility 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) Floor: Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (pll)
Vert: D-G=-10, A-C=616(F=-516)
Concentrated Loads (lb)
Vert: H=-419(F)
1:7
Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54903283
Contractor/Job: 2724 2ND FLR Date Req:02/12/2004 Draw No:54903283FG6
54903283 I FT1A I FLOOR
US TL20 FP=
W TL20 FP=
K L M
25.11-0
Scale - I
U v
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 2451193
TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a We 999
BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 W n/a n/a
BCDL 5.0 CodeFBC2001fTP12002 Matrix) Weight: 112lb
LUMBER BRACING
TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, excep
BOT CHORD 4 X 2 SYP No 2 end verticals.
WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. OTHERS 4 X 2 SYP No.3
REACTIONS (lb/size) AR=53/25.11-0, W=3/25.l l-0, AQ=146/25-11-0, AP=147/25.11-0, AO=147/25-11-0, AN=147/25.11-0, AM=147/25-11-0, AL=147/25-11-0,
AK=144/25.11.0, AI=145 25-11-0, AH=147/25.11-0, AG=147/25-11-0, AF=147/25-11-0, AE=147/25-11-0, AD=147/25.11-0, AC=147/25-11-0,
AB=147/25.11-0, AA=147/25-11-0, Z=145/25.11-0, Y=152/25-11-0, X=109/25-11-0
Max Horz AR=3(load case 1)
FORCES (lb) • Maximum Compression/Maximum Tension
TOP CHORD AR-AS=-48/0, AS•AT=-48/0, A -AT= 48/0, W-AU=0/1, AU-AV=0/1, V•AV=O/1, 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,
1-1-1=•3/0, I•J=-3/0, J-K=•3/0, K•L=-3/0, L-M=-3/0, M•N=•3/0, N-0=-3/0, O-P=-3/0, P-0=•3/0, O•R=-3/0, R•S=-3/0, S-T=•3/0, T-U=•3/0, U•V=-3/0
BOT CHORD AQ•AR=O/0, AP-AQ=010, AO-AP=010, AN•A0=0/0, AM -AN --WO, AL-AM=0/0, AK -AL --WO, A.)-AK=0/0, AI•AJ--=, AH•A1=W3, AG-AH--W3, AF-AG=0/3,
AE•AF=0/3, AD-AE=0/3, AC-AD=0/3, AB-AC=0/3, AA-AB--W, Z-AA--W, Y-Z=0/3, X•Y=0/3, WX=0/3
WEBS B-A0=-133/0, C-AP=-134/0, D•A0=-133/0, E-AN. 133/0, F•AM=•133/0, G-AL=-133/0, H-AK=-133/0, I-AI=-133/0, J-AH=-133/0, K-AG=-133/0, M•AF=•133(0,
N•AE=•133/0, O-AD=-133/0, P•AC=-133/0, Q-AB. 133/0, R-AA=•134/0, S•Z=•132/0, T•Y=-138/0, U•X=•104/0
NOTES (7)
1) All plates are 1.5x3 TL20 unless otherwise indicated.
2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
3) Gable requires continuous bottom chord bearing.
4) Truss to be fully sheathed from one lace or securely braced against lateral movement (i.e. diagonal web).
5) Gable studs spaced at 1.4-0 oc.
6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or
restrained by other means.
7) Truss shall be fabricated per ANSVTPI 1.95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing
where indicated and within 4' of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and
permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and
requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design
information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or
certification of the truss designer.
OAD CASE(S) Standard
Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54903283
Contractor/Job: 2724 2ND FLR Date Req:02/12/2004 Draw No:54903283FT1 A
54903283 IFT1B (FLOOR
g1-3-0
OjR=1 ' 2-0-0 iI-1-6-0
50 TL20=
1.5x3 TL20= 3x4 TL20=
1.5x3 TL20= 1.5x3 TL2011 3x6 TL20 FP= 3x4 TL20=
1 2-0 0•A•8Scale .
1.5x3 TL2011
5x8 TL20= 1.5x3TL20 II 1.5x3 TL20=
AF
1 5x3 TL2011 1.5x3TL2011 3x4 TL20= Us TL20 FP= 394 TL20=
5x4 TL20= 30 TL20= 5x5 TL20=
7.108
16.7.8 ,
i 4-1.8 ,
1.6.0 4-0-0 6-6-0 7-10.8, 9.106 10-3-0 12.9.0 15-" , 16-7-8, 18.0-0, 206-0 21.11-0, 24.5-0 25.11.0
25-11-0
Plate Offsets X Y : A:Ed a 0-1.8 X:0.1-8Ede AC:0-1-8 Edge] LOADING (
psl) SPACING 2-0-0 CSI DEFL In loc) Well Ud PLATES GRIP TCLL
40.0 Plates Increase 1.00 TC 0.70 Vert(LL) 0.19 Y-Z 999 360 TL20 245/193 TCDL
10.0 Lumber Increase 1.00 BC 0.89 Vert( L) 0.30 Y-Z 665 240 BCLL
0.0 Rep Stress Incr YES WB 0.52 Hors(TL) 0.04 T We n/a BCDL
5.0 CodeFBC2001/fP12002 Matrix) Weight: 134lb LUMBER
TOP
CHORD 4 X 2 SYP No.2 BOT
CHORD 4 X 2 SYP No.1 WEBS
4 X 2 SYP No.3 BRACING
TOP
CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, end
verticals. BOT
CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (
Ib/size) AC=806/0-8-0, 0=322/0.3-8, T=1682/0-8-0 Max
UpliltO=-18(load case 2) Max
GravAC=818(load case 2), 0=428(load case 3), T=1682(load case 1) FORCES (
lb) - Maximum Compression/Maximum Tension TOP
CHORD AC-AD=-813/0, AD-AE=-813/0, A-AE=-813/0, O-AF=429/12, N-AF- 428/12, A-B=-769/0, B-C=-1902/0, C-D=-2420/0, D-E=-2414/0, E-F=-2414/0, F•
G=-1275/0, G-H=-1275/0, H-1--W463, I-J=-1/872, J-K=-678/324, K-L=-678/324, L-M=678/324, M-N=-374/33 BOT
CHORD AB-AC=•0/0, AA-AB=0/1478, Z-AA=O/2311, Y-Z=0/2414, X-Y=0/2414, W-X=0/1856, V-W=0/708, U-V--W08, T-U=-1286 0, S-T=-1286/0, R-S= 623/441, Q-
R=-324/678, P-O=-119/673, O-P=-1/22 WEBS
D-Y=-229/8, E-X=-315/0, I-T=-1639/0, A-A13=0/1046, B-AB=-985/0, B-AA=0/591, C-AA=-568/0, C-Z-W238, D-Z=-210/204, 1-U=0/1296, H-U=-1197/0, H-
W=0/810, F-W=-83610, F-X=0/830, N-P=-43/479, I-S=0(764, M-P=-41W120, J-S= 764/0, M-0-324/7, J-R=0/639, K-R=-2900, L-Q=-24/124 NOTES (
7) 1)
Unbalanced floor live loads have been considered for this design. 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. 1)
Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 18 lb uplift at joint O. i)
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. i)
CAUTION, Do not erect truss backwards. Truss
shall be fabricated per ANSUTPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where
indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent
bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements
of the specific building and governing codes and ordinances. The truss designer accepts no 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: 54903283 Contractor/Job: 2724 2ND FLR Date Req:02/12/2004 Draw No:54903283FT1 B
54903283 IFT1C IFL
1-3-0
pg
50 TL20=
1.5x3 TL20= 30 TL20=
1.5x3 TL20= 1.5x3TL2011 3x8 TL20 FP= 3x4 TL20=
A B C D F F O N
5x8 TL20=
q
0-1-8
P spa.,
1.5x3 TL20=
AD
1.50 TL2011 1.50 TL20 II 3x4 TL20= Us TL20 FP= 1.5x3TL2011
50 TL20=
7-10.8 ,
3x4 TL20= 54 TL20= 1.5x3 TL20 II
2
22.11-0
31-6-0 440 6.6-0 7.10-8 , 9-10-8 10--0 12.9.0 15.3-0 16-7-8 , 18-0-0 , 19-3-0, 20.8.0 ,21-11-01 ,
22-11-0
LOADING (psl) SPACING 2.0-0 CSI DEFL in loc) 1/dell Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.68 Vert(LL) -0.19 W-X >999 360 TL20 2451193
TCDL 10.0 Lumber Increase 1.00 BC 0.88 Vert(TL) -0.30 W-X >667 240
BCLL 0.0 Rep Stress Incr YES WS 0.51 Horz(TL) 0.04 R r1/a rJa
BCDL 5.0 CodeFBC2001ITP12002 Matrix) Weight: 120lb
LUMBER BRACING
TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, excep
BOT CHORD 4 X 2 SYP No.1 end verticals.
WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 6-" oc bracing.
REACTIONS (Ib/size) AA=824/0.8.0, M=119/Mechanical, R=1537/0-8-0
Max UplillM=•105(load case 2)
Max GravAA=835(load case 7), M=256(load case 3), R=1537(load case 1)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD AA•AB=•830/0, AB-AC=-830/0, A•AC=-830/0, M-AD=-258/82, L-AD=-25W82, A-B=•787/0, B-C=•1955/0, C-D=-2509/0, D-E=-2536/0, E-F=-2536/0,
F-G=-1453/0, G-H=-1453/0, 1-1•1=-51/247, 1-J=0/698, J-K=•264/344, K-L=-123/86
BOT CHORD Z"AA=-0/0, Y-Z=011514, X-Y=0/2379, W-X=0/2536, V-W=0/2536, U-V=0/2012, T-U=0/904, S-T=0/904, R"S=•l 107/0, O"R=-1107/0, P-0=-344/264,
O-P=-344/264, N-0=-344/264, M-N=-4/13
WEBS D-W=-217/27, E•V=•305/0, I-R=-1488/0, A-Z=0/1070, B-Z=-1010/0, B•Y=0/614, C-Y=-590/0, C-X=0/267, D-X=-257/174, I-S--W1283, H-S=-1190/0, H-U=0/791
F-U=-812/0, F-V=01799, L-N=-147/196, 1.0=0/597, K-N=-191/351, J-0=•709/0, J-P=0/255, K-0="231/0
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 105 lb uplift at joint M.
5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3.16d nails. Strongbacks to be attached to walls at their outer ends or
restrained by other means.
6) CAUTION, Do not erect truss backwards.
7) Truss shall be fabricated per ANSVTPI 1.95 quality requirements. Plates shall be of size and type shown and centered atjoints unless otherwise noted. Provide bracing
where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and
permanent bracing required for the overall building design. Building Designer shall verily all design information on this sheet for conformance with conditions and
requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design
information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or
certification of the truss designer.
8) Right end may be attached to 2 or more ply top chord of 19" maximum depth flat truss girder with Simpson THA422 or equal. Follow Simpson instructions for installation.
LOAD CASE(S) Standard
Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54903283Contractor/Job: 2724 2ND FLR Date Req:02/12/2004 Draw No:54903283FT1 C
54903283 IFTZA IFL@,
Seale . 1
34 TL20 FP=
B C 0 E F O H I J K L M N 0 P O
I
Us TL20 FP=
r 19.9$
AK
3x3 TL20=
LOADING (psf) SPACING 2.0-0 CSI DEFL in loc) Wall L/d PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.06 Vert(LL) n/a We 999 TL20 245/193
TCDL 100 Lumber Increase 1.00 BC 0.01 Verl(TL) n/a r1/a 999
BCLL 0.0 Rep Stress Incr YES WS 0.03 Horz(fL) 0.00 R n/a We
BCDL 5.0 CodeFBC20011rP12002 Matrix) Weight: 87lb
LUMBER BRACING
TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, excepBOTCHORD4X2SYPNo2endverticals.
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) AH=55/19.9-8, R=42/19-9.8, AG=143/19.9.8, AF=148/19-9.8, AE=147/19-9-8, AD=144/19.9-8, AB=145/19-9-8, AA=147/19-9-8, Z=147/19.9-8,
Y=147/19-9.8, X=147/19.9.8, W=147/19-9-8, V=147/19-9-8, U=146/19.9.8, T=150/19-9-8, S=132/19.9.8
Max Horz AH=5(load case 1)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD AH-AI=-49/0, AI-A.1=49/0, A-AJ=-49/0, R-AK=-37/0, O-AK=-37/0, A-B=.5/0, B-C=-5/0, C-D=-WO, D-E=-5/0, E-F=-5/0, F-G=-5/0, G-H- 5/0, 1-1-1=-5/0, I.J=-5/0,
J-K=-5/0, K-L=-5/0, L-M=-510, M-N- 5/0, N-O- 5/0, O-P=-5/0, P-Q_ 5/0
BOT CHORD AG-AH=0/0, AF-AG=0/0, AE-AF=0/0, AD-AE=0/0, AC -AD --WO, AB-AC=0/5, AA-AB=0/5, Z-AA=0/5, Y-Z=0/5, X-Y=0/5, W-X_=0/5, V-W=0/5, U-V=0/5, T-U=0/5,
S-T=0/5, R-S=0/5
WEBS B-AG=-131/0, C-AF=-134/0, D-AE=-133/0, E-AD=-133/0, F-AB=-133/0, G-AA=-133/0, H-Z=-133/0, I-Y=-133/0, J-X=-133/0, K-W=-133/0, M-V=-134/0,
N-U=-133/0, O-T=-136/0, P-S=-121/0
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 ANSVTPI 1.95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing
where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and
permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and
requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design
Information as It may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review orcertificationofthetrussdesigner.
LOAD CASE(S) Standard
Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54903283Contractor/Job: 2724 2ND FLR Date Req:02/12/2004 Draw No:54903283FT2A
54903283 I FT2B IFLOOR
9'1-8Fi1-3-0 1
50 TL20=
1.5x3 TL20=
1.5x3 TL20= 3x5 TL20=
C
x
w
2-0-0 i 10-9-8
n
0- -aFiScale .
34TL20= 50 TL20=
30 TL20 FP= 1.50 TL20=
1.54TL2011 3x5TL20= 3x10MII1&4FP= 1.5x3TL20It 1.5x3TL2011 3x5TL20= 5x5TL20=
5x5 TL20=
7.10.8 ,
1-6.0 4.0.0 6.6-0 7-10.8 , 9-10-8 ,10-9-8, 13.3.8 15-9-8 18.3-8 19.9-8 ,
19-9-8
LOADING (psl) SPACING 2-0-0 CSI DEFL in loc) I/dell Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.64 Vert(LL) -0.33 O-P >699 360 MII18H 1951188
TCDL 10.0 Lumber Increase 1.00 BC 0.80 Vert(TL) -0.52 O-P >447 240 TL20 24WI93
BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(TL) 0.08 K n/a n/a
BCDL 5.0 CodeFBC2001/TP12002 Matrix) Weight: 101lb
LUMBER BRACING
TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 5.9.15 oc purlins,
BOT CHORD 4 X 2 SYP SS except end verticals.
WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-" oc bracing.
REACTIONS (Ib/size) V=1071/0.8-0, K=1065/0-3-8
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD V-W=-1064/0, W-X=-1064/0, A-X=-1064/0, K-Y=-1060/0, J-Y=-1058/0, A-B=-1044/0, B-C=-2697/0, C-D=-3747/0, D-E=4232/0, E-F=-4247/0, F-G=-3769/0,
G-H=-2729/0, H-1=-2729/0, IJ=-1092/0
BOT CHORD U-V=0/0, T-U=0/2021, S-T=0/3336, R-S=00W6, O-R=0/4232, P-0=0/4232, O-P=0/4232, N-0=0/4147, M-N=0/3371, L-M=W2060, K-L--W55
WEBS D-0=-96/305, E-P=-359/159, A-U--W1419, B-U— 1359/0, B-T=0/940, C-T=-889/0, C-R=0(632, D-R=-845/0, J-L=0t1410, I-L=-1346 0, I-M=01932, G-M=-893/0,
G-N=01553, F-N=-525/0, F-0=-63/374, E-0=-409/359
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
where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and
permanent bracing required for the overall building design. Building Designer shall verity all design information on this sheet for conformance with conditions and
requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design
information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or
certification of the truss designer.
LOAD CASE(S) Standard
Vustomer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54903283ontractor/Job: 2724 2ND FLR Date Req:02/12/2004 Draw No:54903283FT2B
54903283 IFT2C
91-61
50 TL20=
1.5x3 TL20=
1 50 TL20= 3x5 7L20=
A 8
x
w
14 I 1
rr 5.200 s Sep 30 2C
I 2-0" -ice
C D E F
0A-8Scale . 1:3:
30 TL20= 50 TL20=
USTL20 FP = 1.50 TL20=
a 14 1 .1
V OAF
1 E - 0M. E616 NPI
1.5x3 TL2011 300 WISH FP= 1.5x3 TL2011 1.5x3 TL20 II
5x5 TL20= 3x5 TL20=
7.1" ,
US TL20= 5x5 TL20=
1-6-0 , 4-0-0 6-6-0 7-10.8 9-10.8 10-6-0 13-" 15-6-0 18-0-0 1911
19.6-0
LOADING (psi) SPACING 2-0-0 CSI DEFL in floc) Well Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.59 Vert(LL) -0.31 P >748 360 M11181-1 1951188
TCDL 10.0 Lumber Increase 1.00 BC 0.77 Vert(TL) -0.48 P >478 240 TL20 245/193
BCLL 0.0 Rep Stress Incr YES WS 0.56 Horz(TL) 0.08 K note n1a
BCDL 5.0 CodeFBC2001/TP12002 Matrix) Weight: 100lb
LUMBER BRACING
TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, BOT CHORD 4 X 2 SYP SS end verticals.
WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
Y
REACTIONS (lb/size) V=1055/0-8-0, K=1049/Mechanicat
FORCES (lb) - Maximum Compressiorl/Maximum Tension
TOP CHORD V-W=-1048/0, W-X=-1048/0, A-X=-1048/0, K-Y=-1044/0, J-Y=-1042/0, A-B=-1027/0, B-C=-2646/0, C-D=-3663/0, D-E=4114/0, E-17=4135/0, F-G=-3683/0,
G-H=-2678/0, H-1=-2678/0, 1-J— 1074/0
BOT CHORD U-V=0/0, T-U=0/1987, S-T=0P3272, R-S=0/3272, O-R=0/4114, P-O=0/4114, O-P--W4114, N-0=0/4039, M-N=0/3306, L-M=0/2U24, K-L=0/54
WEBS D-O=-104/282, E-P=-440/216, A-U=0/1395, B-U=-1335 0, B-T=0/917, C-T=-870/0, C-R=0/607, D-R=-798/0, J-L=0/1386, I-L=-1322/0, I-M=0/910, G-M=-872(0
G-N=0/525, F-N=494/0, F-0=-81/388, E-0=-438/429
NOTES (7-8)
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 ANSVrPI 1.95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing
where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and
permanent bracing required for the overall building design. Building Designer shall verity all design information on this sheet for conformance with conditions and
requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility 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.
8) Right end may be attached to 2 or more ply top chord of 19" maximum depth flat truss girder with Simpson THA422 or equal. Follow Simpson instructions for installation.
LOAD CASE(S) Standard
Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54903283
Contractor/Job: 2724 2ND FLR Date Req:02/12/2004 Draw No:54903283FT2C
JOD Truss Truss Type Oly Ply Doug Wildmaru>2724 2ndojsko2.5.5
54903283 FT3A FLOOR 1 1
Job Reference (optional)
Universal Forest Producls,lnc., Burlington, NC 27215, Jeff Kerr 5.200 s Sep 30 2003 MTek Industries, Inc. Thu Feb 0518:18:48 2004 Paoe 1
q,1r6 1-3-0 o 10 8 (, 2-0-0
5x4 TL20=
1 W TL20=
1.5x3 TL20= 1.50 TL2011
A B C D
s
R
0-1.8
0.11-8 , ,
Scale .l:Z7.
1.5x3 TL2011 50 TL20= 1.54 TL2011 5x4 TL20=
6.3-0 ,
5x4 TL20=
1.5x3 TL20=
1-6-0 4-0-0 6.1.8 613-0 8-3-0 9-7-8 12-1.8 14-7-8 15-10.0 ,
15-10-0
LOADING (psi) SPACING 2-0.0 CSI DEFL in loc) Well Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.66 Vert(LL) -0.17 L-M >999 360 TL20 2451193
TCDL 10.0 Lumber Increase 1.00 BC 0.96 Vert(TL) -0.27 L-M >702 240
BCLL 0.0 Rep Stress Incr YES WB 0.44 Horz(TL) 0.05 1 n/a n/a
BCDL 5.0 CodeFBC2001fTP12002 Matrix) Weight: 82lb
LUMBER BRACING
TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins, BOT CHORD 4 X 2 SYP No.2 end verticals.
WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing..
REACTIONS (lb/size) 0=854/0.8-0, 1=847/Mechanical
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD O-R=-851/0, R-S=-851/0, A-S=-851/0, I-T=-845/0, H-T=-844/0, A-B=-815(0, B-C=-1994/0, C-D=-2692/0, D-E=-2692/0, E-F=-2577/0, F-G=-1926/0,
G-H=-680/0
BOT CHORD P-0=0/0, O-P=0/1560, N-O=O/2435, M-N--W2692, L-M=0/2692, K-L--W2395, J-K=W1437, IJ--W44
WEBS D-N=-348/0, E-M=-168/80, A-P=011107, B-P=-1037/0, B-O--W603, C-0=-613/0, C-N--W645, HJ=O/986, GJ=-1052/0, G-K=0/681, F-K=-652/0, F-L_—W360,
E-L=-395/80
NOTES (6.7)
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 sirongbacks, 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) CAUTION, Do not erect truss backwards.
6) Truss shall be labricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size end type shown and centered at joints unless otherwise noted. Provide bracing
where indicated and within 4' of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and
permanent bracing required for the overall building design. Building Designer shall verity all design information on this sheet for conformance with conditions and
requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design
information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or
certification of the truss designer.
7) Right end may be attached to 2 or more ply top chord of 19' maximum depth flat truss girder with Simpson THA422 or equal. Follow Simpson instructions for installation.
LOAD CASE(S) Standard
Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54903283
Contractor/Job: 2724 2ND FLR Date Req:02/12/2004 Draw No:54903283FT3A
54903283 IFT3B IFLOOR
Me 1-3-0 0I108 2-" 0. 1s
Scale . 1:27 50
TL20= 1
5x3 TL20= 5x4 TL20= 1
5x3 TL20= 1.5x3 TL2011 1.5x3 TL20= A
B C 0 E F O H 5
R
sl \
NO ti
mot. sa 51
1
5x3 TL2011 5x4 TL20= 63-
0 , 1.
5x3 TL2011 5x4 TL20= 1-
6-0 4.0-0 6-1-8 6-9-0 8-3-0 9.78 12.1-8 14.7-8 16-1-8 16-
1-8 LOADING (
psl) SPACING 2-0-0 TCLL
40.0 Plates Increase 1.00 TCDL
10.0 Lumber Increase 11.00 BCLL
0.0 Rep Stress Incr YES BCDL
5.0 CodeFBC2001/TPI2002 LUMBER
TOP
CHORD 4 X 2 SYP No.2 BOT
CHORD 4 X 2 SYP No.1 WEBS
4 X 2 SYP No.3 REACTIONS (
lb(size) 0=870/0.8.0, 1=86310-38CSI DEFLin
loc) Vdell Ud PLATES GRIP TC 0.69
Vert(LL) -0.18 L-M >999 360 TL20 245/193 BC 0.83
Vert(TL) -0.28 L-M >672 240 WB 0.45
Horz(TL) 0.05 1 n/a n/a Matrix) Weight: 83
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. FORCES (lb) - Maximum
Compression/Maximum Tension TOP CHORD O-
R=-867/0, R-S=-867/0, A-S=-867/0, I-T= 859/0, H-T=85810, A-B=-83310, B-C=-2042/0, C-D=-2786/0, D-E=-2786/0, E-F=-2701/0, F-G=-2087/0, G-H=-863/
0 BOT CHORD P-
0=0/0, O-P=0/1594, N-0=0/2505, M-N=0/2786, L-M--W2786, K-L=W2536, J-K=0/1619, I-J=0/44 WEBS D.N_
358/0, E-M=-188/75, A-P=011132, B-P=-1059/0, B-0=01624, C-0=-644/0, C-N=0/678, HJ=O/1112, GJ=-1052/0, G-K--W652, F-K=-625/0, F-L_-0/346, E-L=-376/
117 NOTES (6) 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 theirouter ends or restrained by other
means. 5) CAUTION, Do
not erect truss backwards. 6) Truss shall
be fabricated per ANSVTPI 1.95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and
within 4' of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required
for the overall building design. Building Designer shall verity all design information on this sheet for conformance with conditions and requirements of the
specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it
may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the
truss designer. LOAD CASE(S)
Standard Customer No: 11045
Customer Name: CENTEX HOMES ORLANDO Shop No: 54903283 ontractor/Job: 27242NDFLRDateReq:02/12/2004 Draw No:54903283FT3B
549W283 1 F RA I FLOOR
0018 1-3-0 ,
30 TL20= 3x3 TL2D=
1.7.8
3x3 TL20=
1.6-0 2.9-0 4.7-6 7-1 -a 8-7-8
0189 1..1:
W TL20=
LOADING (pst) SPACING 2.0-0 CSI DEFL in loc) Udell Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.37 Vert(LL) -0.04 G-H >999 360 TL20 245/193
TCDL 10.0 Lumber Increase 1.00 BC 0.37 Vert(TL) -0.06 G-H >999 240
BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(TL) 0.01 F n/a n/a
BCDL 5.0 CodeFBC2001fTPI2002 Matrix) Weight: 46lb
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.
REACTIONS (lb(size) K=454/0-8-0, F=454/0-8-0
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD K-L=-445/0, L-M=-445/0, A-M=445/0, F-N=453/0, N-0=-453/0, E-0=-453/0, A-B=-372/0, B-C=-748/0, C-D=-748/0, D-E=-379/0
BOT CHORD J-K=-O/O, I-J=0(748, 1-1-1--W748, G-H=0/707, F-G=0/0
WEBS E-G=0/515, AJ=0/506, D-G=-456/0, 8J=-510/0, D-H=-38/210, B-1=-27/110, C-H=-91/0
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 ANSVTPI 1.95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing
where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and
permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and
requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design
information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or
certification of the truss designer.
LOAD CASE(S) Standard
Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54903283Contractor/Job: 2724 2ND FLR Date Req:02/12/2004 Draw No:54903283FT4A
54903283 IFT3C (FLOOR
0.1-8
L0-11-8 „
Scab - 1:27.
5x4 TL20=
1.5x3 TL20= 5x4 TL20=
1.5x3 TL20= 1.5x3TLEO II 1.5x3TL20=
A B C D E F G H
rNel
xts
4
t.t_t. t. xINExt_'r
1.54 TL2011 5x4 TL20= 1.54 TL2011 5x4 TL20=
1-6-0 4-0-0 6-1-8 614-0 8-3-0 9-7-8 12-1-8 14.7.8 15-10-0 ,
15-10-0
LOADING (psi) SPACING 2.0-0
TCLL 40.0 Plates Increase 1.00
TCDL 10.0 1 Lumber Increase 1.00
BCLL 0.0 Rep Stress Incr YES
BCDL 5.0 CodeFBC2001lrP12002
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) 0=854/0.8-0, 1=847/Mechanical
CSI DEFL in loc) 1/dell Ud PLATES GRIP
TC 0.66 Vert(LL) -0.17 L-M >999 360 TL20 2451193
BC 0.96 Vert(TL) -0.27 L-M >702 240
WB 0.44 Horz(TL) 0.05 1 n/a n/a
Matrix) 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-" oc bracing.
FORCES (lb) - Maximum CompressiordMaximum Tension
TOP CHORD O-R=-851/01 R-S=-851/0, A-S=-851/0, 1-T=-845/0, H-T=-844/0, A-B=-815/0, B-C=-1994/0, C-D=-2692/0, D-E= 2692/0, E-F=-2577/0, F-G— 1926/0,
G-H=-680/0
BOT CHORD P-O=0/0, O-P=0/1560, N-0--0/2435, M-N--W2692, L-M=0/2692, K-L=0/2395, J-K--W1437, IJ--W44
WEBS D-N=-348/0, E-M=-168/80, A-P=0/1107, B-P=-1037/0, B-0=0/603, C-0=-613/0, C-N=0/645, HJ--W986, GJ=-105210, G-K=0/681, F-K=-652/0, F-L=W360,
E-L=-395/80
NOTES (6-7)
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. Slrongbacks to be attached to walls at their outer ends or
restrained by other means.
5) CAUTION, Do not erect truss backwards.
6) Truss shall be fabricated per ANSVTPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing
where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and
permanent bracing required for the overall building design. Building Designer shall 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 onlyand are not part of the review or
certification of the truss designer.
7) Right end may be attached to 2 or more ply top chord of 19" maximum depth flat truss girder with Simpson THA422 or equal. Follow Simpson instructions for installation.
LOAD CASE(S) Standard
Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54903283
Contractor/Job: 2724 2ND FLR Date Req:02/12/2004 Draw No:54903283FT3C
JIMA
53912515 ICJ1
5,1009
Scab -
0-11-11
30 T120=0-11.11
LOADING (psf) SPACING 2-" CSI DEFL in loc) Vdell Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.33 TC 0.06 Vert(LL) n/a rats 999 TL20 2451193
TCDL 10.0 Lumber Increase 1.33 BC 0.00 Vert(TL) -0.00 A >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C nta nta
BCDL 10.0 CodeFBC2001/TP12002 Matrix) Weight: 5lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied 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) C=-11/Mechanical, B=138M-8-0, D=9/Mechanical
Max Horz B=37(load case 4)
Max UpliftC=- 11 (load case 1), B=-76(load case 4)
Max Grav C= 15(load case 4), B=138(load case 1), D=9(load case 1)
FORCES (lb) - First Load Case Only
TOP CHORD A-B=22, B-C=-28
BOT CHORD B-D=0
NOTES (4)
1) Wind: ASCE 7-98; 110mph; h=15ft; TCDL=6.0ps1; BCDL=6.Ops1; Category II; Exp 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) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 11 lb uplift at joint C and 76 lb uplift at joint B.
4) Truss shall be fabricated per ANSVTPI 1.95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing
where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and
permanent bracing required for the overall building design. Building Designer shall verily all design information on this sheet for conformance with conditions and
requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design
information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or
certification of the truss designer.
LOAD CASE(S) Standard
Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO . Shop No: 53912515
Contractor/Job: 2724 EL.B RF Date Req:07/14/2003 Draw No:53912515CJ1
53912515 ICJ3 -- IJACK _ __....,*Vh7n
2-11-11
Scats - 1:7
LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) Vdell Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.33 TC 0.09 Vert(LL) n/a - Wa 999 TL20 2451193
TCDL 10.0 Lumber Increase 1.33 BC 0.03 Vert(fL) 0.01 A >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(fL) -0.00 C . n/a n/a
BCDL 10.0 CodeFBC2001lrP12002 Matrix) Weight: 11lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No 2 TOP CHORD Structural wood sheathing directly applied 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=57/Mechanical, B=204/0-8-0, D=26/Mechanical
Max Horz B=67(load case 4)
Max UpliftC=-29(load case 4), B=-77(load case 4)
FORCES (lb) - First Load Case Only
TOP CHORD A-B=22, B-C=-43
BOT CHORD B-D=O
NOTES (4)
I)Wind: ASCE 7-98; 110mph; h=15ft; TCDL=6.0ps1; BCDL=6.0ps1; Category II; Exp 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) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 29 lb uplift at joint C and 77 lb uplift at joint B.
4) Truss shall be fabricated per ANSVTPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing
where indicated and within 4" of interior joints. Bracing Indicated on this sheet is to reduce buckling of individual members only and does not replace erection and
permanent bracing required for the overall building design. Building Designer shall 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)ob 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: 53912515
Contractor/Job: 2724 EL.B RF Date Req:07/14/2003 Draw No:53912515CJ3
53912s15 ICJ5
3x4 Tt20= 4-11-11
4-11.11
LOADING (psf) SPACING 2.0-0 CSI DEFL in loc) Vdefl Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.33 TC 0.22 Vert(LL) n/a Ne 999 TL20 2451193
TCDL 10.0 Lumber Increase 1.33 BC 0.09 Vert(TL) 0.05 A >328 180
BCLL 00 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C n/a n/a
BCDL 10.0 CodeFBC20011rP12002 Matrix) Weight: 17 lb
BER BRACING
P CHORD 2 X 4 SYP No.2FBOT
TOP CHORD Structural wood sheathing directly applied or 4-11.11 oc purlins.
CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing.
REACTIONS (lb(size) C=126/Mechanical, 8=275/0.8-0, D=46/Mechanical
Max Horz B=99(load case 4)
Max UpliftC=-68(load case 4), B=-77(load case 4)
FORCES (lb) - First Load Case Only
TOP CHORD A-B=22, B-C=41
BOT CHORD B-D=0
NOTES (4)
1) Wind: ASCE 7.98; 110mph; h=151t; TCDL=6.Opsf; BCDL=6.Opsf; Category 11; Exp 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) This truss requires plate Inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 68 lb uplift at joint C and 77 lb uplift at joint B.
4) Truss shall be fabricated per ANSVTPI I-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: 53912515
Contractor/Job: 2724 EL.6 RF Date Req:07/14/2003 Draw No:53912515CJ5
9). Universal Forest Products
Re: 54601976
Centex Homes Orlando 2724 Elev. B Roof 74 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:
53912515 CA
53912515 CJ3
53912515 CJ5
53912515 EJ7
53912515 G 1 D
53912515 G313
53912515 G7
53912515 H2A
53912515 H2B
53912515 H2C
53912515 H2E
53912515 H2F
53912515 H2G
53912515 H3A
53912515 H3B
53912515 T1A
53912515 T1GE
53912515 HJ7
53912515 MV2
53912515 MV4
53912515 MV6
53912515 MV8
53912515 T1C
53912515 T21)
53912515 T2E
53912515 T3C
53912515 T4B
53912515 T4A
53912515 T4GE
Loading (psf) TCLL 20 TCDL 10 BCLL 0 BCDL
Wind: ASCE 7-98 per FBC2001; 110 mph; h = 15 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
XZ7`yl 6/14/2004
Joh . Presley License # 558 6
The seal on this drawing indicates acceptance of professional engineering responsibility solely for the
truss cumponent(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.
10
Eastern Division
5631 Soulh NC 62 13ur1inglon, NC 27215 Tel- (336) 226-9356 Fax: (336) 476-9146
53912;15 EJ7 ;A^yn 19
1-0-0 7-0-0
30 TL20=
7-" i
Scale -
LOADING (psi) SPACING 2.0-0 CSI DEFL in (loc) I/deff Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.33 TC 0.51 Vert(LL) n/a - We 999 TL20 2451193
TCDL 10.0 Lumber Increase 1.33 BC 0.19 Vert(TL) 0.20 A >80 180
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C n/a We
BCDL 10.0 CodeFBC2001fTP12002 Matrix) Weight: 23lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied 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=190/Mechanical, B=352/0-8-0, D=66/Mechanical
Max Horz B=131(load case 4)
Max UpliftC=-104(load case 4), B=-82(load case 4)
FORCES (lb) - First Load Case Only
TOP CHORD A-B=22, B-C=61
BOT CHORD B-D=0
NOTES (4)
1) Wind: ASCE 7-98; 110mph; 11=151t; TCDL=6.Ops1; BCDL=6.Opsf; Category 11; Exp 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) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 104 lb uplift at joint C and 82 lb uplift at joint B.
4) Truss shall be fabricated per ANSVTPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing
where indicated and within 4' of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and
permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and
requirements of the specific building and governing codes and ordinances. The truss designer accepts no 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
r
Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53912515
Contractor/Job: 2724 EL.B RF Date Req:07/14/2003 Draw No:53912515EJ7
5391AI5
I IG1D 4
16-3-8 17.5.13
1-0-04-4-8 744 8-10.2 10.4-0 13-3-12 14-9-10 15-8 7-0- 20.3.8 1-
0-0 44-8 2-11-12 1.5-14 1.5.14 2-11-12 1-5.14 0.10-12 0-8-15 2-9.11 e
t 50
T120= 0-
7-2 0.5.6 US
TL20= I 5x8 TL20= Us
TL2011 74 TL20= W TL20= 7x8 TL20= 5x4 TL20= 3x8 TL2011 4.
4-8 7-0-12 7144 104-0 10-1112 13.3.12 16-3-8 20-3-8 20-7-0 4-
4-8 2.8.4 0-3-8 2.11-12 0-7.2 2-4.10 2-11-12 4-" 0-3-8 LOADING (
psl) SPACING 2.0-0 CSI DEFL in (loc) Udell Ud PLATES GRIP TCLL
20.0 Plates Increase 1.33 TC 0.41 Vert(LL) 0.13 J-L >999 240 TL20 2451193 TCDL
10.0 Lumber Increase 1.33 BC 0.70 Vert(TL) -0.31 J-L >776 180 BCLL
0.0 Rep Stress Incr NO WB 0.86 Horz(TL) 0.07 H We n/a BCDL
10.0 CodeFBC2001/TP12002 (Matrix) Weight: 541lb LUMBER
BRACING TOP
CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOTCHORD2X8SYPNo.1 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS2X4SYPNo.3 REACTIONS (
lb/size) B=7775/0-8-0, H=9687/0-3-8 Max
Horz B=97(load case 4) Max
UpliftB=-1913(load case 4), H=-2369(load case 5) FORCES (
lb) - First Load Case Only TOP
CHORD A-B=30, B-C=-17321, C-D=-16760, D-E=-13176, E-F=-13179, F-G=-16535, G-H=-19491 BOT
CHORD B-N=15917, M-N=15917, L-M=15447, K-L=15242, J-K=15242, IJ=17993, H-1=17993 WEBS
C-N=360, D-M=4528, E-L=9758, FJ=4223, G-1=2414, C-M=-542, D-L=-4608, F.L=-4320, GJ=-3168 NOTES (
9) 1)
Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2368.01b down and 607.01b up at 7-0-12 on bottom chord. The design/
selection of such special connection device(s) is the responsibility of others. 2)
4-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. Attach
chords with 1/2 inch diameter bolts (ASTM a-307) with washers at 2-0-0 on center. Special
hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2368.Olb down and 607.01b up at 7.0-12 on bottom chord. The designtselection
of such special connection device(s) is the responsibility of others. 3)
Unbalanced roof live loads have been considered for this design. 4)
Wind: ASCE 7-98; 110mph; h=15ft; TCDL=6.Opsf; BCDL=6.Ops1; Category 11; Exp B; enclosed;MWFFIS gable end zone; cantilever left and right exposed ; end vertical tell and
right exposed;Lumber DOL=1.60 plate grip DOL=1.33. 5)
All plates are 3x4 TL20 unless otherwise indicated. 6)
This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7)
Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1913 lb uplift at joint B and 2369 lb uplift at joint H. 8)
Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2368.Olb down and 607.Olb up at 7-0-12 on bottom chord. The design/
selection of such special connection devioe(s) is the responsibility of others. 9)
Truss shall be fabricated per ANSVTPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless
otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling
of individual members only and does not replace erection and permanent bracing required for the overall building design. Building
Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building
and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design
information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only
and are not part of the review or certification of the truss designer. LOAD
CASE(S) Standard 1)
Regular: Lumber Increase=1.33, Plate Increase=1.33 Unilorm
Loads (pIQ Vert:
H-M=-882.0, A-E=-60.0, E-H=-60.0 Concentrated
Loads (lb) Vert:
M=-2368.0 Trapezoidal
Loads (pIQ Vert:
B=-130.0-to-M=-516.0 Customer
No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53912515 Contractor/
Job: 2724 EL.B RF Date Req:07/14/2003 Draw No:53912515G1 D
53912515 WD I COMMON -
T
11 I n
4-2-9 7-0-7 9-10-4 12-8.1 15-5.15 19-8-8 20 8.8
4-2.9 2-9-13 2-9-13 2.9-13 2-9.13 4-2.9 1-0-0
Scab - 1:1
50 TL20=
3x6 TL2011 74 TL20= 6x6TL20= 74 TL20= 3x6 TL20 II
4-2-9 7.0-7 9-10.4 12-8-1 12,8•8 15-5-15 19-8.8
4-2-9 2-9-13 2.9-13 2-9.13 0-0.7 2-9-7 4.2.9
Plate Offsets MY): 1A:0.3-6.0-0-0].1G:0-3.6.0-"], [J:0-3-0.0-5-0],1L:0-3-0.0-5-01
LOADING (psf) SPACING 2-0.0 CSI DEFL in loc) Well Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.33 TC 0.49 Vert(LL) 0.16 K-L 999 240 TL20 2451193
TCDL 10.0 Lumber Increase 1.33 BC 0.84 Vert(TL) -0.38 K-L 611 180
BCLL 0.0 Rep Stress Incr NO WB 0.92 Horz(TL) 0.08 G n1a n/a
BCDL 10.0 CodeFBC20011rP12002 Matrix) Weight: 258lb
LUMBER
TOP CHORD 2 X 4 SYP No.2
BOT CHORD 2 X 8 SYP No.1
WEBS 2 X 4 SYP No.3
BRACING
TOP CHORD Structural wood sheathing directly applied or 3.5-10 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-" oc bracing.
REACTIONS (lb/size) A=5995/0-3.9, G=4417/0-3-8
Max Horz A=-94(load case 5)
Max UpliftA=-1426(lood case 4), G=-1052(load case 5)
FORCES (lb) - First Load Case Only
TOP CHORD A-B=-12182, B-C=-10369, C-D=-8328, D.E=-8328, E.F=-10582, F-G=-10414, G-H=29
BOT CHORD A-M=11266, L-M=11266, K-L=9549, J-K=9742, IJ=9611, G-1=9611
WEBS B-M=1353, C-L=2527, D-K=6090, EJ=2817, F-1=-457, B-L=-1985, C-K=-2629, E-K=-2901, FJ=152
NOTES (8)
1) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2275.O1b down and 583.1lb up at 12.8.8 on bottom chord. The
design/selection of such special connection device(s) is the responsibility of others.
2) 2-ply truss to be connected together with 10d Common(.148"x3") Nails as follows:
Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc.
Bottom chords connected as follows: 2 X 8 -3 rows at 0-5-0 oc.
Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc.
Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2275.Olb down and 583.1lb up at 12.8-8 on bottom chord. The
desigNselection of such special connection device(s) is the responsibility of others.
3) Unbalanced roof live loads have been considered forthis design.
4) Wind: ASCE 7-98; 110mph; h=15111; TCDL=6.OpS(; BCDL=6.Opsf; Category II; Exp 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.
5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1426 lb uplift at joint A and 1052 lb uplift at joint G.
7) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2275.O1b down and 583.1lb up at 12.8-8 on bottom chord. The
designtselection of such special connection device(s) is the responsibility of others.
8) Truss shall be fabricated per ANSUTPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints
unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce
buckling of individual members only and does not replace erection and permanent bracing required for the overall building design.
Building Designer shall 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
1) Regular: Lumber Increase=1.33, Plate Increase=1.33
Uniform Loads (pif)
Vert: AJ=-540.0, G-J=-20.0, A-D— 60.0, D-H=-60.0
Concentrated Loads (lb)
Vert: J=-2275.0
Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53912515
Contractor/Job: 2724 EL.B RF Date Req:07/14/2003 Draw No:53912515G3D
53912515 IG7 IMONO TRUSS
7-0-0
7-"
2x3 T12011
US Tom= 24 Tt2011
Scale -
7-"
7-"
Plate Offsets X A:0-3-00.2.12 LOADING (
psf) SPACING 2.0-0 CSI DEFL in loc) 1/defl Ud PLATES GRIP TCLL
20.0 Plates Increase 1.33 TC 0.66 Vert(LL) 0.10 A-C 823 240 TL20 245/193 TCDL
10.0 Lumber Increase 1.33 BC 0.80 Vert(TL) 0.26 A-C 309 180 BCLL
0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 C n/a n/a BCDL
10.0 CodeFBC2001lf P12002 Matrix) Weight: 31 lb LUMBER
BRACING TOP
CHORD 2 X 4 SYP No.2 TOP CHORD BOT
CHORD 2 X 6 SYP No.2 WEBS
2 X 4 SYP No.2 BOT CHORD REACTIONS (
lb(size) A=699/0-3.8, C=699/Mechanical Max
Horz A=114(load case 3) Max
UpliftA=-146(load case 4). C=-167(load case 4) FORCES (
lb) - First Load Case Only TOP
CHORD A-B=62, B-C— 201 BOT
CHORD A-C=0 Structural
wood sheathing directly applied or 7-0-0 oc purlins, end
verticals. Rigid
ceiling directly applied or B-2.14 oc bracing. NOTES (
5.6) 1)
Wind: ASCE 7-98; 110mph; h=15ff; TCDL=6.OpsF BCDL=6.OpsF Category 11; Exp 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)
This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3)
Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 146 lb uplift at pint A and 167 lb uplift at joint C. 4)
Girder carries tie-in span(s): B-8.8 from 0-0-0 to 7-0-0 5)
Truss shall be fabricated per ANSVTPI 1.95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where
indicated and within 4' of interior joints. Bracing Indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent
bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements
of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information
as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification
of the truss designer. 6)
L26R: Right end may be attached to 2x6 So.Pine or larger BC of one or more ply girder truss with Simpson LUS26 or eq. Follow Simpson instructions for installation. LOAD
CASE(S) Standard 1)
Regular: Lumber Increase=1.33, Plate Increase=1.33 Uniform
Loads (pIQ Vert:
A-C=-148.3, A-B=-60.0 r
Customer
No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53912515 Contractor/
Job: 2724 EL.B RF Date Req:07/14/2003 Draw No:53912515G7
53912515 IHZA IHIP
0hk
r1-0-Q 4.7-11 7-0-0 13-0-0 19-0-0 21.4-5 26-0-0 27-0-Q
1.0.0 4-7.11 2-4-5 6-0-0 6-0-0 24-5 4-7-11 1-0-0
Scale .1
R Mr.7
7x8TL20=
70 TL20=
3x4 TL20= 300 MI118H= 3x4 TL20=
Us TL20=
7-1-12 13-0-0 18-10.4 26-0-0 ,
7.1-12 5-104 5-10.4 7-1-12
Plate Offsets (X.Y): I13:0.3-2.0-0-21.ID:0-5.4.0-2-41.IF:0-54.0-241.I1-1:0.3-2.0-0-21
LOADING (psi) SPACING 2-0.0 CSI DEFL in (loc) Well Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.33 TC 0.89 Verl(LL) 0.29 L 999 240 MII18H 1951188
TCDL 10.0 Lumber Increase 1.33 BC 0.97 Vert(TL) 0.67 L-M 463 180 TL20 245/193
BCLL 0.0 Rep Stress Incr NO WB 0.38 Horz(TL) 0.20 H We n/a
BCDL 10.0 CodeFBC2001rrP12002 Matrix) Weight: 122lb
LUMBER
TOP CHORD 2 X 4 SYP No.2
BOT CHORD 2 X 4 SYP No.2
WEBS 2 X 4 SYP No.3
REACTIONS (Ib/size) H=2208/0-3-8, B=2208/0.3-8
Max Horz B=-63(load case 5)
Max UpliftH=-531(load case 5), B=-531(load case 4)
BRACING
TOP CHORD Structural wood sheathing directly applied or 1-11.7 oc purlins.
BOT CHORD Rigid ceiling directly applied or 5-10-7 oc bracing.
FORCES Qb) - First Load Case Only
TOP CHORD A-13=22, B-C=-4699, C-D=-4602, D-E=-5328, E-F=-5328, F-G=4602, G-H=4699, H-1=22
BOT CHORD B-M=4265, L-M=4274, K-L=4274, J-K=4274, HJ=4265
WEBS D-M=317, FJ=317, E-L=-819, C-M=-B, D-L=1175, F-L=1175, GJ=-8
NOTES (10)
1) Unbalanced roof live loads have been considered forthis design.
2) Wind: ASCE 7-98; 11Omph; h=1511; TCDL=6.Opsf; BCDL=6.Opsf; Category II; Exp 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 M1120 plates unless otherwise indicated.
5) All plates are 20 TL20 unless otherwise indicated.
6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 531 lb, uplift at joint H and 531 lb uplift at joint B.
8) Girder carries hip end with 7-0.0 end setback
9) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 385.Olb down and 258.21b up at 19-0-0, and 385.01b down and
258.21b up at 7-0-0 on top chord. The design/selection of such special connection device(s) is the responsibility of other:.
10) Truss shall be fabricated per ANSVTPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing
where indicated and within 4' of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and
permanent bracing required for the overall building design. Building Designer shall 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
1) Regular: Lumber Increase=1.33, Plate Increase=1.33
Uniform Loads (pIQ
Vert: A-D=-60.0, D-F=-130.6, F-1=-60.0, B-H=-43.5
Concentrated Loads (lb)
Vert: D=-385.0 F=-385.0
Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53912515
Contractor/Job: 2724 EL.B RF Date Req:07/14/2003 Draw No:53912515H2A
53912515 IH2B I ROOF-TRl133
r1.0 Q 5-9-1 9-0-0 17-0-0 20.2-15 26-0-0 27-0 0
1-0.0 5.9.1 3-2-15 8-" 3-2-15 5.9.1 1-0-0
Sale -1
50TL20=
US TL20=
g
Us TL20= Us TL20= W TL20=
9-0-0 17-" 26-0-0
9.0-0 8-" 9.0-0
Plate Offsets (X,Y): E:0-5.12,0-2-81
LOADING (ps1) SPACING 2-0-0 CSI DEFL In loc) Well Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.33 TC 0.45 Vert(LL) 0.09 G-1 999 240 TL20 245/193
TCDL 100 Lumber Increase 1.33 BC 0.49 Vert(fL) 0.38 G-1 820 180
BCLL 0.0 Rep Stress Incr YES WS 0.09 Horz(fL) 0.08 G Ma n/a
BCDL 10.0 CodeFBC2001lrP12002 Matrix) Weight: 118lb,
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) G=1097/0-3-8, B=1097/0.3.8
Max Horz B=-76(load case 5)
Max UpliftG=-131(load case 5). B=-131(load case 4)
BRACING
TOP CHORD Structural wood sheathing directly applied or 4-1-3 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing.
WEBS 1 Row atmidpt E-K
FORCES (lb) - First Load Case Only
TOP CHORD A-B=22, B-C=-2055, C-D=-1816, D-E=-1667, E-F=-1815, F-G=-2055, G-H=22
BOT CHORD B-K=1842, J-K=1667, IJ=1667, G-1=1842
WEBS C-K=-225, D-K=304, E-K=O, E-1=304, F-6-225
NOTES (6)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-98; 110mph; h=15ft; TCDL=6.Opsf; BCDL=6.Ops1; Category 11; Exp 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) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 131 lb uplift at joint G and 131 lb uplift at joint B.
6) Truss shall be fabricated per ANSVTPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing
where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and
permanent bracing required for the overall building design. Building Designer shall verily all design information on this sheet for conformance with conditions and
requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design
information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or
certification of the truss designer.
LOAD CASE(S) Standard
Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53912515Contractor/Job: 2724 EL.B RF Date Req:07/14/2003 Draw No:53912515H2B
WED
53912515 I 1-12C IROOF
rl-0-Q 6.10-6 11-" 15-" 19-1-10 26-" 27-0-0
1.0-0 6-10-6 4-1.10 4-0-0 4-1-10 6-10-6 1.0-0
Scale .1
50 TL20=
W TL20=
Us TIM= 30 TL20=
UST120=
15-" 26-"
11-0-0 4.0-0 11-"
Plate Offsets (X,Y): fE:0-5.4,0-2-81
LOADING (psf) SPACING 2-0-0 CSI DEFL in loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.33 TC 0.51 Vert(LL) 0.11 G-1 999 240 TL20 245/193
TCDL 10.0 Lumber Increase 1.33 BC 0.54 Vert(TL) 0.69 G-1 447 180
BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(TL) 0.08 G n/a n/a
BCDL 10.0 CodeFBC2001ITP12002 Matrix) Weight: 120lb
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) G=1097/0-3-8, B=1097/0-3-8
Max Horz B=-90(load case 5)
Max UpliftG=-149(load case 5), B=-149(load case 4)
BRACING
TOP CHORD Structural wood sheathing directly applied or 3.8-0 oc puriins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
FORCES (lb) - First Load Case Only
TOP CHORD A-B=P2, B-C=-1990, C-D=-1610, D-E=-1439, E-F=-1609, F-G=-1989, G-H=22
BOT CHORD B-K=1783, J-K=1437, IJ=1437, G-1=1783
WEBS C-K=-423, D-K=385, E-K=2, E-I=386, F-1=424
NOTES (6)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7.98; 110mph; h=1511; TCDL=6.Opsf; BCDL=6.Opsf; Category II; Exp 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) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
5) Provide mechanical connection (byothers) of truss to bearing plate capable of withstanding 149 lb uplift at joint G and 149 lb uplift at joint B.
6) Truss shall be fabricated per ANSUTPI 1.95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing
where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and
permanent bracing required for the overall building design. Building Designer shall verity all design information on this sheet for conformance with conditions and
requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design
information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or
certification of the truss designer.
LOAD CASE(S) Standard
Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53912515
Contractor/Job: 2724 EL.B RF Date Req:07/14/2003 Draw No:53912515H2C
atom
12515 IHZE I ROOF TRl15Sal
2003
6-10-6 11-0-0 I
i 15-0-0 19-1-10 26-" 27-0-0
6.10-6 4.1.10 4-" 4-1.10 6-10-6 1.0-0
Scale -
50 TL20=
5x7 TL20=
Us TL20= 3t4 TL20=
U8TL20=
11-" 15-" 26-"
11-0.0 4-" 11-0-0
Plate Offsets KY): I0:0.5-4,0-2-8]
LOADING (psf) SPACING 2-0-0 CSI DEFL in loc) Well Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.33 TC 0.54 Vert(LL) 0.12 AJ 999 240 TL20 2451193
TCDL 10.0 Lumber Increase 1.33 BC 0.56 Vert(TL) 0.70 AJ 438 180
BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(TL) 0.08 F n/a n/a
BCDL 10.0 CodeFBC2001ITP12002 Matrix) Weight: 118lb
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) A=1027/Mechanical, F=1099/0-3-8
Max Horz A=-96(load case 5)
Max UpliftA=-101(load case 4), F=-149(load case 5)
FORCES (lb) - First Load Case Only
TOP CHORD A-B_ 2001, B-C=-1617, C-D=-1444, D-E=-1613, E-F=-1993, F-G=22
BOT CHORD AJ=1795, IJ=1441, H-1=1441, F-H=1786
WEBS B-J=-431, CJ=390,•DJ=S, D-H=384, E-H=-424
BRACING
TOP CHORD Structural wood sheathing directly applied or 3-7-2 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES (6 7)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7.98; 110mph; h=15111; TCDL=6.Opsf; BCDL=6.Opsf; Category II; Exp B; enctosed;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) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 101 lb, uplift at joint A and 149 lb uplift at joint F.
6) Truss shall be fabricated per ANSUTPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing
where indicated and within 4' of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and
permanent bracing required for the overall building design. Building Designer shall 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.
7) H28L: Left 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: 53912515
Contractor/Job: 2724 EL.B RF Date Req:07/14/2003 Draw No:53912515H2E
53912515 1 H2F ROOF
005
F1.0-q 5-9-1 9-0-0 14-9-3 20-2-13 26-0-0
1.0.0 5.9-1 3.2-15 5-9-3 5-5.11 5-9-3
Seale . 1
50 TL20=
Us TL20=
US TL20= Us TL20=
9-0-0 17-6-0 26-"
9-0-0 8.6.0 8-6-0
LOADING (psi) SPACING 2-" CSI DEFL in loc) Well Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.33 TC 0.43 Vert(LL) -0.08 B-K >999 240 TL20 245/193
TCDL 10.0 Lumber Increase 1.33 BC 0.48 Vert(TL) -0.34 B-K >903 180
BCLL 0.0 Rep Stress Incr YES WB 0.35 Horz(TL) 0.07 H n/a n/a
BCDL 10.0 CodeFBC200VTP12002 Matrix) Weight: 129lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 4-1 4 oc purlins, excepBOTCHORD2X4SYPNo.2 end verticals.
WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row atmidpt F-H
REACTIONS (lb/size) H=1027/Mechanical, B=1099/0.3-8
Max Horz B=161(load case 3)
Max UpliftH=-169(load case3), B=-134(loodcase 2)
FORCES (lb) - First Load Case Only
TOP CHORD A-B=22, B-C=-2073, C-D=-1801, D-E=-1641, E-F=-1533, F-G=-60, G-H=-164
BOT CHORD S-K=1861, J-K=1736, 1-J=1736, H-1=1213
WEBS C-K=-284, D-K=414, E-K=-115, E-6.348, F-1=547, F-H=-1392
NOTES (6.7)
1) Wind: ASCE 7-98; 110mph; h=15ft; TCDt--6.Opsf; BCDL=6.Ops1; Category 11; Exp 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 adequate drainage to prevent water ponding.
3) All plates are 3x4 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 169 lb uplift at joint H and 134 lb uplift at joint B.
6) Truss shall be fabricated per ANSVTPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing
where indicated and within 4' of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and
permanent bracing required for the overall building design. Building Designer shall verity all design information on this sheet forconformance with conditions and
requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the 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.
7) 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
n
Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53912515
Contractor/Job: 2724 EL.B RF Date Req:07/14/2003 Draw No:53912515H2F
53912515 11-12G
r1-0-q 4.7.11 7-0-0 26-" ,
1-0-0 4-7-11 2-4-5 19-0-0
T7izf
5x6 TL20=
3x5 TL20=
Us TL20= 3x10 M1118H= 5x8 TL20=
Scale -1
5x6 TL20=
4-7-11 7-1-12 13.4.9 19-7-6 26-0-0 ,
4-7.11 2-6.1 6-2-13 6.2.13 6-4-10
Plate Offsets (X,Y): 1B:0.4-2.0.1-81.[D:0-3.0.0.241
LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Wait Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.33 TC 0.89 Vert(LL) 0.28 L 999 240 M1118H 1951188
TCDL 10.0 Lumber Increase 1.33 BC 0.89 Vert(fL) 0.65 J-L 477 180 TL20 2451193
BCLL 0.0 Rep Stress Incr NO WB 0.78 Horz(TL) 0.15 1 n/a n/a
BCDL 10.0 CodeFBC20011TPI2002 Matrix) Weight: 129lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2 TOP CHORD
SOT CHORD 2 X 4 SYP No.1 'Except'
82 2 X 4 SYP No.2 BOT CHORD
WEBS 2 X 4 SYP No.2 'Except'
W3 2 X 4 SYP No.3
REACTIONS (Ib/size) B=2172/0-3-8, 1=2275/Mechanical
Max Horz B=128(load case 3)
Max Upli11B=-509(load case 4), 1=-621(load case 2)
Structural wood sheathing directly applied or 2-1-8 oc purlins,
end verticals.
Rigid ceiling directly applied or 5-5-10 oc bracing.
FORCES (lb) - First Load Case Only
TOP CHORD A-B=22, B-C=-4607, C-D=-4523, D-E=-4232, E-F=-5183, F-G=-5183, G-H= 3819, H-I=-2125
BOT CHORD 8-M=4180, L-M=5183, K-L=3819, J-K=3819, IJ=183
WEBS D-M=757, C-M=17, E-M— 1054, E-L— 387, G-L=1510, GJ=-1468, HJ=4025
NOTES (9.10)
1) Wind: ASCE 7-98; 110mph; h=1511; TCDL=6.0ps1; BCDL=6.0ps1; Category II; Exp 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 adequate drainage to prevent water ponding.
3) All plates are MII20 plates unless otherwise indicated.
4) All plates are 3x4 TL20 unless otherwise indicated.
5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance Inspection.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 509 lb uplift at joint B and 621 lb uplift at joint I.
7) Girder carries hip end with 7-0-0 end setback
8) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 385.O1b down and 258.2lb up at 7-0.0 on top chord. The
design/selection of such special connection device(s) Is the responsibility of others.
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 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.
10) 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) Regular: Lumber Increase=1.33, Plate Increase--1.33
Uniform Loads (pit)
Vert: B-1=43.5, A-D_ 60.0, D-H— 130.E
Concentrated Loads (lb)
Vert: D=-385.0
Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53912515
Contractor/Job: 2724 EL.B RF Date Req:07/14/2003 Draw No:53912515H2G
am
53912515 ' IH3A
Reference
1-" 4.6-5 7-" 12-8.8 15-2-3 19-8.8 20-"
1-0-0 4.6.5 2-5-11 5-8-8 2-5-11 4-6-5 1.0-0
Scale - 1
5x8 TLZO=
5x5 TLM=
g
5x6 TM= I5x6 TL20=
1 50 TIP== 5x811"=
7-1-12 8.8-8 12-6.12, 19-8-8
7-1.12 1-6-12 3-10-4 7.1.12
Plate Offsets (X,Y): IB:0-3.0.0-2.121.ID:0-5-4.0-2-41, IG:03-0.0-2-121
LOADING (psl) SPACING 2.0-0 CSI DEFL in loc) Well Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.33 TC 0.70 Vert(LL) -0.14 IJ 999 240 TL20 2451193
TCDL 10.0 Lumber Increase 1.33 BC . 0.85 Vert(TL) -0.35 IJ 663 180
BCLL 0.0 Rep Stress Incr NO WB 0.23 Horz( L) 0.07 G n/a n/a
BCDL 10.0 CodeFBC2001/TPI2002 Matrix) Weight: 105lb
LUMBER
TOP CHORD 2 X 4 SYP No.2
BOT CHORD 2 X 6 SYP No-2
WEBS 2 X 4 SYP No.3
REACTIONS (lb(size) B=1626/0-3.8, G=1705/0.3-8
Max Horz B=-64(load case 5)
Max Upli1tB=-313(loed case 4), G=-333(lood rase 5)
BRACING
TOP CHORD Structural wood sheathing directly applied or 2-7-15 oc purlins.
BOT CHORD Rigid ceiling directly applied or 9-9.7 oc bracing.
FORCES (lb) - First Load Case Only
TOP CHORD A-B=26, B-C=.3611, C-D= 3496, D.K=.3417, E-K=-3417, E-F=3662, F-G=3772, G-H=26
BOT CHORD B-J=3268, J-L=3281, I-L=32811 G-1=3417
WEBS D-J=768, E-1=374, CJ=-30, D-1=153, F-I. 22
NOTES (7)
1) Unbalanced root live loads have been considered for this design.
2) Wind: ASCE 7-98; 110mph; 11=1511; TCDL=6.Ops1; BCDL=6.Ops1; Category 11; Exp 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) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 313 lb uplift at joint B and 333 lb uplift at joint G.
6) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 385.O1b down and 98.71b up at 12-8.8 on top chord, and
700.O1b down and 179.4lb up at 8-8-8 on bottom chord. The design/selection of such special connection device(s) is the responsibility of others.
7) Truss shall be fabricated per ANSVTPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing
where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and
permanent bracing required for the overall building design. Building Designer shall verity all design information on this sheet for conformance with conditions and
requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design
information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or
certification of the truss designer.
LOAD CASE(S) Standard
1) Regular: Lumber Increase=1.33, Plate Increase=1.33
Uniform Loads (pIQ
Vert: A-D=-60.0, D-K=-60.0, E-K=-165.0, E-H=-60.0, B-L=-20.0, I-L=-55.0, G-1=-20.0
Concentrated Loads (lb)
Vert: E=-385.0 L=-700.0
I
Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53912515
Contractor/Job: 2724 EL.B RF Date Req:07/14/2003 Draw No:53912515H3A
53912515 I H3B I ROOF TRUSS
1.0.0, 5-9-1 9-0-0 10.8-8 13-11-7 19-8-8 ,20.8-8,
1.0-0 5-9-1 3-2-15 1-8-8 3-2-15 5-9-1 1-"
Scale - 1
50 TL20=
50 TL20=
3x5 TL20= " , 3x5 TL20=
US TL20=
U4 TL20= W TL20=
9.0-0 10-8-8 19.8-8
9-0-0 1-8-8 9-"
LOADING (psl) SPACING 2-0-0 CSI DEFL in loc) Well Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.33 TC 0.29 Vert(LL) 0.07 B-K 999 240 TL20 245t193
TCDL 10.0 Lumber Increase 1.33 BC 0.41 Vert(TL) 0.31 B-K 753 180
BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.04 G nta rVa
BCDL 10.0 CodeFBC2001fTPI2002 Matrix) Weight: 87lb
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 (Ibtsize) 8=845(0.3.8, G=84510-3-8 Max
Horz B— 76(load case 5) Max
UpliftB=-130(load case 4), G=-130(load case 5) BRACING
TOP
CHORD Structural wood sheathing directly applied or 4-11-8 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=-1448, C-D=-1144, D-E=-1017, E-F=-1144, F-G=-1448, G-H=22 BOT
CHORD B-K=1289, J-K=1017, IJ=1017, G-1=1289 WEBS
C-K_ 342, D-K=307, E-1=307, F-6-342 NOTES (
6) 1)
Unbalanced roof live loads have been considered for this design. 2)
Wind: ASCE 7-98; 110mph; h=15ft; TCDL=6.Opsf; BCDL=6.Opsf; Category II; Exp 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)
This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5)
Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 130 lb uplift at joint B and 130 lb uplift at joint G. 6)
Truss shall be fabricated per ANSVTPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where
indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent
bracing required for the overall building design. Building Designer shall verity all design information on this sheet for conformance with conditions and requirements
of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information
as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification
of the truss designer. LOAD
CASE(S) Standard Customer
No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53912515 Contractor/
Job: 2724 EL.B RF Date Req:07/14/2003 Draw No:53912515H3B
wu
53912515 COMMO
1.0-01 7-5-15 10-4-0 , 13-2-1 20-8-0 21.8.0,
1-00 7-5-15 2.10-1 2-10-1
5x4 TL20=
7.5-15 1-0-0
Scale . 1
3x5 TM= I^ 3x5 TL20=
34 TL20= Us TL20=
10-4-0 20-8-0
10.4-0 10-4-0
LOADING (psf) SPACING 2-0-0 CSI DEFL in loc) Udell Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.33 TC 0.43 Vert(LL) 0.08 B-1 999 240 TL20 2451193
TCDL 10.0 Lumber Increase 1.33 BC 0.63 Vert(TL) 0.39 F-I 614 180
BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(TL) 0.04 F n/a n/a
BCDL 10.0 COdeFBC2001lrP12002 Matrix) Weight: 85lb
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=880/0.8-0, B=880/0-8-0
Max Horz B=85(load case 4)
Max UpliltF=-146(load case 5), B=-146(load case 4)
FORCES (lb) - First Load Case Only
TOP CHORD A-B=22, B-C=-1412, C-D=-1106, D-E=-1106, E-F=-1412, F-G=22
BOT CHORD B-1=1223, H-1=1223, F-H=1223
WEBS C-I=-391, D-1=820, E-I= 391
BRACING
TOP CHORD Structural wood sheathing directly applied or 4-9-6 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES (5)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-98; 110mph; h=15R; TCDL--6.Opsf; BCDL=6.0psf; Category II; Exp 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) 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 146 lb uplift at joint F and 146 lb uplift at joint B.
5) Truss shall be fabricated per ANSVTPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing
where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and
permanent bracing required for the overall building design. Building Designer shall 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
r
Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53912515
Contractor/Job: 2724 EL.B RF Date Req:07/14/2003 Draw No:53912515T1 A
DINA
53912515 IT1GE
1-0-0, 10-4-0 20-8.0 121.8-0,
1-00 10.4.0
Us T120=
3x5 TL20=
10.4.0 1-0.0
Scale - I
0 IIN=
20-8-0
20.8-0
LOADING (psf) SPACING 2-" CSI DEFL in loc) Wall Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.33 TIC 0.06 Vert(LL) We n/a 999 TL20 245/193
TCDL 10.0 Lumber Increase 1.33 BC 0.03 Vert(TL) 0.00 O >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(TL) 0.00 P n/a nta
BCDL 10.0 COdeFBC2001lrP12002 Matrix) Weight: 111lb
LUMBER
TOP CHORD 2 X 4 SYP No.2
BOT CHORD 2 X 4 SYP No.2
OTHERS 2 X 4 SYP No.3
BRACING
TOP CHORD Structural wood sheathing directly applied or 6-" oc pudins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (Ib/size) P=175/20-8-0, B=175/20-8-0, Y=103/20-8-0, Z=108/20-8-0, AA=104/20-8-0, AB=118/20-8-0, AC=57/20-8-0, AD=223/20-8-0, X=99/20-8-0,
V=104/20.8-0, U=105/20-8-0, T=117/20-8-0, S=57/20.8-0, R=223/20-8-0
Max Horz B=117(load case 4)
Max UpliftP=-44(load case 5), B=36(load case 4). Z=-32(load case 4), AA=-27(load case 4), AB=-28(load case 4), AC=-22(load case 4), AD=-45(load case 4),
V= 35(load case 5), U=-27(load case 5), T=-28(load case 5), S=-22(load case 5), R=-44(load case 5)
Max GravP=175(load case 1), B=175(load case 1), Y=103(load case 1). Z=109(load case 6), AA=104(load case 1), AB=118(load case 6), AC=57(load case 6)
AD=223(load case 6), X=99(load case 1), V=106(load case 7), U=105(load case 1). T=117(load case 7), S=57(load case 7), R=223(load case 7)
FORCES (lb) - First Load Case Only
TOP CHORD A-B=21, B-C=26, C-D=-35, D-E=-23, E-F_ 25, F-G=-25, G-H=-25, H-1=-23, I-J=-23, J-K=-25, K-L=-25, L-M=-25, M-N= 23, N-O- 35, O-P=44, P-0=21
BOT CHORD B-AD=O, AC-AD=O, AB-AC=O, AA-AB=O, Z-AA=O, Y-Z=0, X-Y=O, W-X=O, V-W=9, U-V=9, T-U=9, S-T=9, R-S=9, P-R=9
WEBS H-Y=-76, G-Z=-81, F-AA=-79, E-AB=-86, D-AC=-48, C-AD=-158, J-X=-76, K-V=-81, L-U=-79, M-T=-86, N-S=-48, O-R=-158
NOTES (9)
1) Unbalanced root live loads have been considered for this design.
2) Wind: ASCE 7.98; 110mph; h=1511; TCDL=6.Opsf; BCDL=6.Opsf; Category II; Exp 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) All plates are 2x3 TL20 unless otherwise indicated.
5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
6) Gable requires continuous bottom chord bearing.
7) Gable studs spaced at 1-4-0 oc.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 44 lb uplift at joint P, 36 lb uplift at joint B, 32 lb uplift at joint Z, 27 lb uplift at
joint AA, 28 lb uplift at joint AB, 22 lb uplift at joint AC, 45 lb uplift at joint AD, 35 lb uplift at joint V, 27 lb uplift at joint U, 26 lb uplift at joint T, 22 lb uplift at joint S and 44 lb
uplift at joint R.
9) Truss shall be fabricated per ANSVTPI 1.95 quality requirements. Plates shall be of size and type shown and centered at joints
unless otherwise noted. Provide bracing where indicated and within 4' of interior joints. Bracing Indicated on this sheet is to reduce
buckling of individual members only and does not replace erection and permanent bracing required for the overall building design.
Building Designer shall verily all design information on this sheet for conformance with conditions and requirements of the specific
building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the
design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes
only and are not part of the review or certification of the truss designer.
LOAD CASE(S) Standard
Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53912515
Contractor/Job: 2724\EL.6 RF Date Req:07/14/2003 Draw No:53912515T1GE
53912515 IHJ7
1-6 8 58-6 i 9-10-1
1-6-8
H B
W TLZO=
LOADING (psi) SPACING 2.0-0
TCLL 20.0 Plates Increase 1.33
TCDL 10.0 Lumber Increase 1.33
BCLL 0.0 Rep Stress Inc NO
BCDL 10.0 CodeFBC20011rP12002
LUMBER
TOP CHORD 2 X 4 SYP No.2
BOT CHORD 2 X 4 SYP No.2
WEBS 2 X 4 SYP No.3
588 4-1-11
Scala -1
30 TLMp3.54 12
W21 --'— W1
G F E
2x3 TL2011 2x3 TL20--
58.6 i 9-10-1 ,
CSI DEFL in loc) Udell Ud PLATES GRIP
TC 0.35 Vert(LL) 0.02 F-G >999 240 TL20 24&193
BC 0.37 Vert(rL) 0.03 A >649 180
WB 0.25 Horz(TL) 0.01 E n/a n/a
Matrix) Weight: 40 lb
BRACING
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (Ib/size) B=437/0.11-5, E=401/Mechanical, D=222/Mechanical
Max Horz B=165(load case 2)
Max UpliftB=-93(load case 2), E=-35(load case 2), D=-132(load case 2)
FORCES (lb) - First Load Case Only
TOP CHORD A-H=20, B-H=20, B-C=837, C-D=46
BOT CHORD B-G=776, F-G=776, E-F=0
WEBS C-G=167, C-F= 851
NOTES (4)
1) Wind: ASCE 7.98; 110mph; h=15ft; TCDL=6.Opsf; BCDL=6.Ops1; Category II; Exp B; enclDsed;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) This truss requires plate Inspection per the Tooth Count Method when this truss Is chosen for quality assurance inspection.
3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 93 lb uplift at joint B, 35 lb uplift at joint E and 132 lb uplift at joint D.
4) Truss shall be fabricated per ANSVTPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing
where indicated and within 4' of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and
permanent bracing required for the overall building design. Building Designer shall verily all design information on this sheet for conformance with conditions and
requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design
information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or
certification of the truss designer.
LOAD CASE(S) Standard
1) Regular: Lumber Increase=1.33, Plate Increase=1.33
Uniform Loads (plf)
Vert: A-H=-60.0
Trapezoidal Loads (plf)
Vert: B=-1.7-to-E=-49.5, H=0.040-0— 148.5
1 4 "
2
Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53912515
Contractor/Job: 2724 EL.B RF Date Req:07/14/2003 Draw No:53912515HJ7
53912515 IMV2 ROO USS
LOADING (psf) SPACING 2-0.0
TCLL 20.0 Plates Increase 1.33
TCDL 10.0 Lumber Increase1 1.33
BCLL 0.0 Rep Stress Incr YES
BCDL 10.0 CodeFBC2001/fP12002
LUMBER
TOP CHORD 2 X 4 SYP No.2
BOT CHORD 2 X 4 SYP No.2
WEBS 2 X 4 SYP No.3
REACTIONS (Ib/size) A=33/1-11-6, C=33/1-11.6
Max Horz A=19(load case 3)
Max UpliftA=-3(load case 4), C=-8(load case 4)
FORCES (lb) - First Load Case Only
TOP CHORD A-B=10, B-C=-25
SOT CHORD A-C=0
1-11 a
1-11-6
1-11-6
1-Mgm ,
CSI DEFL in loc) Vdeft Ud PLATES GRIP
TC 0.01 Vert(LL) rVa rVa 999 TL20 2451193
BC 0.00 Vert(TL) n1a We 999
WB 0.00 Horz(TL) 0.00 C n/a n/a
Matrix) Weight: 5 lb
BRACING
TOP CHORD Structural wood sheathing directly applied or 1-11.6 oc purlins,
except end verticals.
BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing.
NOTES (5)
1) Wind: ASCE 7-98; 110mph; h=15ft; TCDL=6.Opsf; BCDL=6.Opsf; Category 11; Exp 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) This truss requires plate inspection per the Tooth Count Method when this truss is chosen forquality assurance inspection.
3) Gable requires continuous bottom chord bearing.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3 lb uplift at joint A and a lb uplift at joint C.
5) Truss shall be fabricated per ANSVrPI 1.95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing
where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and
permanent bracing required for the overall building design. Building Designer shall verity all design information on this sheet for conformance with conditions and
requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility 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: 53,912515
Contractor/Job: 2724 EL.B RF Date Req:07/14/2003 Draw No:53912515MV2
53912515 1 MV4 I ROOF
2x3 TL20113.11.6 ,
3-11.6
Scale - t
3- rn- 3-11-6 2x3 TL80;1
LOADING (psi) SPACING 2.0-0 CSI DEFL in loc) Udell Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.33 TC 0.13 Vert(LL) n/a We 999 TL20 2451193
TCDL 10.0 Lumber Increase 1.33 BC 004 Vert(TL) n/a r a 999
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 C n/a n/a
BCDL 10.0 CodeFBC20011TP12002 Matrix) Weight: 13lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-6 oc purlins,
BOT CHORD 2 X 4 SYP No.2 except end verticals.
WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (Ib/size) A=125/3-11-6, C=125/3.11-6
Max Horz A=53(load case 3)
Max UpliftA=-17(load case 4), C=-26(load case 4)
FORCES (lb) - First Load Case Only
TOP CHORD A-8=29, B-C=-94
BOT CHORD A-C=0
NOTES (5)
1) Wind: ASCE 7-98; 110mph; h=151t; TCDL=6.Ops1; BCDL=6.Opsf; Category 11; Exp 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) 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 17 lb uplift at joint A and 26 lb uplift at joint C.
5) Truss shall be fabricated per ANSVTPI 1.95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing
where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of Individual members only and does not replace erection and
permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and
requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design
information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or
certification of the truss designer.
LOAD CASE(S) Standard
Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53912515
Contractor/Job: 2724 EL.B RF Date Req:07/14/2003 Draw No:53912515MV4
53912515 IMV6
g
d
5-11.6
5-11-6
WTUDII
3x4 TL20 % 2t3 TU D II
LOADING (psf) SPACING 2-0-0
TCLL 20.0 Plates Increase 1.33
TCDL 10.0 Lumber Increase1 1.33
BCLL 0.0 Rep Stress Incr YES
BCDL 10.0 CodeFBC2001frP12002
WMBER
TOP CHORD 2 X 4 SYP No.2
BOT CHORD 2 X 4 SYP No.2
WEBS 2 X 4 SYP No.3
REACTIONS (Ib/size) A=205/5-11.6, C=205/5.11-6
Max Horz A=86(load case 3)
Max UpliftA=-27(load case 4), C=-43(load case 4)
FORCES (lb) - First Load Case Only
TOP CHORD A-B=47, B-C=-154
BOT CHORD A-C=0
Stale .1:13
CSI DEFL in loc) Well Ud PLATES GRIP
TC 0.34 Vert(LL) We n/a 999 TL20 245/193
BC 0.12 Vert(TL) n/a n/a 999
WB 0.00 Horz(TL) 0.00 C We n/a
Matrix) Weight: 20 lb
BRACING
TOP CHORD Structural wood sheathing directly applied or 5-11-6 oc purlins,
except end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES (5)
1) Wind: ASCE 7-98; 110mph; h=151t; TCDL=6.Opsf; BCDL=6.0ps1; Category II; Exp 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) 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 27 lb uplift at joint A and 43 lb uplift at joint C.
5) Truss shall be fabricated per ANSVTPI 1.95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing
where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and
permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and
requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design
information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or
certification of the truss designer.
LOAD CASE(S) Standard
Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53912515
Contractor/Job: 2724 EL.B RF Date Req:07/14/2003 Draw No:53912515MV6
53912515 I Mv8 IROOF TRUSS
3x4 TL20
7-11-6
7-11-6 C
7-11
Scale -
LOADING (psl) SPACING 2-0-0 CSI DEFL in loc) 11defl Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.33 TC 0.17 Vert(LL) n/a n/a 999 TL20 2451193
TCDL 10.0 Lumber Increase 1.33 BC 0.06 Vert(TL) We n/a 999
BCLL 0.0 Rep Stress Inc YES WB 0.04 Horz(TL) 0.00 D n/a We
BCDL 10.0 CodeFBC2001/TPI2002 Matrix) Weight: 29lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2 X 4 SYP No.2 end verticals.
WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2 X 4 SYP No.3
REACTIONS (lb(size) A=91/7.11-6, 0=121/7-11-6, E=358(7-11.6
Max Horz A=120(load case 3)
Max UpliftD=-18(load case 4), E=-91(load case 4)
FORCES (lb) - First Load Case Only
TOP CHORD A-B=49, B-C=26, C-D=-91
BOT CHORD A-E=0, D-E=0
WEBS B-E=-268
NOTES (6)
1) Wind: ASCE 7.98; 110mph; h=15h; TCDL--6.Opsf; BCDL=6.Opsf; Category 11; Exp 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) All plates are 2x3 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) Gable requires continuous bottom chord bearing.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 18 lb uplift at joint D and 91 lb uplift at joint E.
6) Truss shall be fabricated per ANSVTPI 1.95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing
where indicated and within 4' of interior joints. Bracing indicated on this sheet Is to reduce buckling of individual members only and does not replace erection and
permanent bracing required for the overall building design. Building Designer shall verify all design Information on this sheet for conformance with conditions and
requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design
information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or
certification of the truss designer.
LOAD CASE(S) Standard
Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53912515
Contractor/Job: 2724 EL.B RF Date Req:07/14/2003 Draw No:53912515MV8
M2515 IT1C COMMON
1-0-0 7.5-15 10-4-0 13-2-1 20-7-0
1-0-0 7-5.15 2-10-1 2-10-1 7-4-15
Scale - 1
50 TL20=
3x5 1120= 3x5 TL20=
30 TL20= US TL20=
10-4-0 20.7-0 ,
104-0 10-3-0
LOADING (psi) SPACING 2-0-0 CSI DEFL in loc) Well Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.33 TC 0.47 Vert(LL) 0.10 F-H 999 240 TL20 245/193
TCDL 10.0 Lumber Increase 1.33 BC 0.65 Vert(fL) 0.44 F-H 551 180
BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(TL) 0.04 F n/a rVa
BCDL 10.0 CodeFBC2001frP12002 Matrix) Weight: 84lb
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=8000-3-8, B=887/0-8-0
Max Horz B=91(load case 4)
Max UpliftF=-90(load case 5), B=-146(load case 4)
FORCES (lb) - First Load Case Only
TOP CHORD A-B=22, B-C=-1431, C-D=-1125, D-E=-1127, E-F=-1426
BOT CHORD B-H=1240, G-H=1256, F-G=1256
WEBS C-H=-392, D-H=843, E-H=-416
BRACING
TOP CHORD Structural wood sheathing directly applied or 4-8.4 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES (5)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7.98; 110mph; h=1511; TCDL=6.Opsl; BCDL=6.Opsf; Category II; Exp 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) 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 90 lb uplift at joint F and 146 lb uplift at joint B. 5) Truss shall be fabricated per ANSVTPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing
where indicated and within 4' of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and
permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet forconformance with conditions and
requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the 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: 53912515
Contractor/Job: 2724 EL.B RF Date Req:07/14/2003 Draw No:53912515T1C
53912515 IT2D ROOF TRUSS
L-0-q 6-9-14 13-" 19-2-2 26-0-0 27.0.0
1-0.0 6.9.14 6-2-2 6-2-2 6-9-14 1.0-0
Scab . 1,41
SO TL20=
W TL20= axe TL20= 30 TL20=
8-10-10 17-1.6 26-0-0 ,
8-10.10 8-2-13 8-10-10
LOADING (psf) SPACING 2-0-0 CSI DEFL in loc) Well Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.33 TC 0.32 Vert(LL) 0.09 F-H 999 240 TL20 2451193
TCDL 10.0 Lumber Increase 1.33 BC 0.53 Vert(TL) 0.36 BJ 850 180
BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.07 F We n/a
BCDL 10.0 Cod@FBC2001lrP12002 Matrix) Weight: 114lb
LUMBER
TOP CHORD 2 X 4 SYP N0.2
BOT CHORD 2 X 4 SYP No.2
WEBS 2 X 4 SYP No.3
REACTIONS (Ib/size) B=1097/0-3-8, F=1097/0.3-8
Max Horz B— 103(load case 5)
Max UpliltB=-164(lood case 4), F=-164(load case 5)
FORCES (lb) - First Load Case Only
TOP CHORD A-B=22, B-C=-2057, C-D=-1808, D-E=-1808, E-F=-2057, F-G=22
BOT CHORD BJ=1827, IJ=1232, H-1=1232, F-H=1827
WEBS C-J=-377, DJ=610, D-H=610, E-H=-377
BRACING
TOP CHORD Structural wood sheathing directly applied or 4.0.3 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing.
NOTES (5)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-98; 110mph; h=151t; TCDL=6.Ops1; BCDL=6.Opsf; Category II; Exp 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) 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 164 lb uplift at joint B and 164 lb uplift at joint F.
5) Truss shall be fabricated per ANSVTPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing
where indicated and within 4' of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and
permanent bracing required for the overall building design. Building Designer shall verify all design Information on this sheet for conformance with conditions and
requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design
information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or
certification of the truss designer.
LOAD CASE(S) Standard
Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53912515
Contractor/Job: 2724 EL.B RF Date Req:07/14/2003 Draw No:53912515T2D
53912515 I T2E I ROOF TR , _
6-9.14 13-" 19-2.2 26-0-0 z7-0-Q
6-9-14 6.2-2 6.2.2 6.9-14 1-0-0
Sole - 1:44
SO TL20=
30 TL20= 30 TL20= W TL20=
8-10-10 17-1-6 26-0-0
8-10.10 8-2-13 B-10-10
LOADING (pst) SPACING 2-0-0 CSI DEFL in loc) Well Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.33 TC 0 34 Vert(LL) 0.10 A-1 999 240 TL20 2451193
TCDL 10.0 Lumber Increase 1.33 BC 0.55 Vert(TL) 0.38 A-1 817 180
BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(fL) 0.08 E n/a n/a
BCDL 10.0 CodeFBC20011rP12002 Matrix) Weight: 112lb
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) A=1027/Mechanical, E=1099/0-3-8
Max Horz A=-109(load case 5)
Max UpIi1tA=-116(lood case 4), E=-164(load case 5)
FORCES Qb) - First Load Case Only
TOP CHORD A-B=-2053, B-C=-1819, C-D=-1812, D-E=-2061, E-F=22
BOT CHORD A-1=1840, H-1=1235, G-H=1235, E-G=1831
WEBS B-1=-382, C-1=619, C-G=609, D-G=-378
BRACING
TOP CHORD Structural wood sheathing directly applied or 3-11-15 oc puriins.
BOT CHORD Rigid ceiling directly applied or 10-" oc bracing.
NOTES (5.6)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7.98; 110mph; h=15ft; TCDL=6.Opsf; BCDL=6.Opsh Category 11; Exp 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) 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 116 lb uplift at joint A and 164 lb uplift at joint E.
5) Truss shall be fabricated per ANSVTPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing
where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and
permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and
requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design
information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or
certification of the truss designer.
6) H28L: Left 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: 53912515
Contractor/Job: 2724 EL.B RF Date Req:07/14/2003 Draw No:53912515T2E
53912515 IT3C I ROOF TRUSS - I 1
1-0-0 , 6.8.13 , 9-10-4 12.11.11 19-8-8 ,20-8.8,
1-0.0 6-8-13 3.1.7 3-1-7
50 TL20=
5u8 TL20=
6.8-13 1-0-0
Scale . 1
9-10-4 19-8-8
9-10-4 9-10.4
Plate Onsets (X.Y): IE:0-0-10.0.0.121.IF:0.1-6.0-0-21.IH:0-4-0.0-3-01
SPACING 2-0.0
Plates Increase 1.33
CSI
TC 0.36
DEFL
Verl(LL)
in
0.07
loc)
B-H
Wall
999
Ud
240
PLATES GRIP
TL20 245/193
LOADING (psi)
TCLL 200
TCDL 10.0 Lumber Increase 1.33 BC 0.59 Vert(TL) 0.35 B-H 674 180
BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.04 F We n/a
BCDL 10.0 CodeFBC2001rrP12002 Matrix) Weight: 82lb
LUMBER
TOP CHORD 2 X 4 SYP No.2
BOT CHORD 2 X 4 SYP No.2
WEBS 2 X 4 SYP No.3 .
REACTIONS (Ib/size) B=845/0.3.8, F=845/0-3-8
Max Horz B=-82(load case 5)
Max UplillB=-136(lood case 4), F=•136(load case 5)
FORCES (lb) - First Load Case Only
TOP CHORD A-B=22, B-C=-1399, C-D=-1093, D.E=-1093, E-F=-1399, F.G=22
BOT CHORD B-H=1238, F-H=1238
WEBS C-H=-379, D-H=735, E-H=-379
BRACING
TOP CHORD Structural wood sheathing directly applied or 4-10-14 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES (5)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7.98; 110mph; h=15fl; TCDL=6.Opsl; BCDL=6.Opsl; Category II; Exp 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) 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 136 lb uplift at joint B and 136 lb uplift at joint F.
5) Truss shall be fabricated per ANSVTPI 1.95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing
where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and
permanent bracing required for the overall building design. Building Designer shall 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
7
Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO - Shop No: 53912515
Contractor/Job: 2724 EL.6 RF Date Req:07/14/2003 Draw No:53912515T3C
53912515 1T4B ROOF TRUSS-' —.,"
1.0.0 4-4-4 8.8-8
1-0-0 4-4-4
5x4 TL20=
4.4.4
Scale-
3x4 TL20= 3x4 TL20=
4-4-4 8-8-8 ,
4.4.4 4.4-4
LOADING (psi) SPACING 2-0.0
TCLL 20.0 Plates Increase 1.33
TCDL 10.0 Lumber Increase1 1.33
BCLL 0.0 Rep Stress Incr YES
BCDL 10.0 COdeFBC2001ITP12002
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) D=332/Mechanical, B=410/0-3-8
Max Horz B=50(load case 4)
Max Upli[ID=-37(load case 5), B=-88(load case 4)
FORCES (lb) - First Load Case Only
TOP CHORD A-13=22, B-C=-481, C-D=-467
BOT CHORD B-E=391, D-E=391
WEBS C-E=100
CSI DEFL In (loc) I/defl Ud PLATES GRIP
TC 0.24 Vert(LL) -0.01 E >999 240 TL20 245/193
BC 0.12 Vert(TL) 0.04 A >351 180
WB 0.03 Horz(TL) 0.01 D n/a rVa
Matrix) Weight: 31 lb
BRACING
TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES (5-6)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-98; 110mph; h=1511; TCDL=6.Ops1; BCDL=6.Opsf; Category II; Exp 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) 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 37 lb uplift at joint D and 88 lb uplift at joint B.
5) Truss shall be fabricated per ANSVrPI 1.95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing
where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and
permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and
requirements of the specific building and governing codes and ordinances. The truss designer accepts no 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) L26R• Right end may be attached to 2x6 So.Pine or larger BC of one or more ply girder truss with Simpson LUS26 or eq. Follow Simpson instructions for installation.
LOAD CASE(S) Standard
0
Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53912515
Contractor/Job: 2724 EL.B RF Date Req:07/14/2003 Draw No:53912515T4B
53912515 1T4A TRUSS
1-0-0 444 8-8.8
1-0.0 4-4-4
50 TL20=
4-4-4
W TL20= 30 TL20=
4.4-4 8-8-8
4.4.4 4-4-4
LOADING (psi) SPACING 2-0-0
TCLL 20.0 Plates Increase 1.33
TCDL 10.0 Lumber Increase1 1.33
BCLL 0.0 Rep Stress Incr YES
BCDL 10.0 CodeFBC2001/TP12002
LUMBER
TOP CHORD 2 X 4 SYP No.2
BOT CHORD 2 X 4 SYP No-2
WEBS 2 X 4 SYP No.3
1-0-0
Scab - 1:17
CSI DEFL in (loc) Well Ud PLATES GRIP
TC 0.20 Vert(LL) -0.01 F >999 240 TL20 2451193
BC 0.12 Vert(TL) 0.04 E >351 180
WB 0.03 Horc(TL) 0.01 D n/a n/a
Matrix) Weight: 33 lb
BRACING
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) B=405/0.3.8, D=405/0-3-8
Max Horz B=44(load case 5)
Max UpliftB=-88(load case 4), D=-88(load case 5)
FORCES (lb) - First Load Case Only
TOP CHORD A-B=22, B-C=-470, C-D=470, D-E=22
BOT CHORD B-F=380, D-F=380
WEBS C-17=100
NOTES (5)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7.98; 110mph; h=15ft; TCDL=6.Opsf; BCDL=6.Opst; Category II; Exp 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) 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 88 lb uplift at joint B and 88 lb uplift at joint D.
5) Truss shall be fabricated per ANSVTPI 1.95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing
where indicated and within 4' of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and
permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and
requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design
information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or
certification of the truss designer.
LOAD CASE(S) Standard
Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53912515
Contractor/Job: 2724 EL.B RF Date Req:07/14/2003 Draw No:53912515T4A
53912515
1-0.0 4-4-4 8.8.8 9-8-8
1.0.0 44.4 444 1.0-0
Scale -1:1
30 Tl20=
3x4 TL20= 30 TL20=
4-4-4 8-8-8 ,
LOADING (psf) SPACING 2.0.0 CSI DEFL in loc) Udell Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.33 TC 0.11 Vert(LL) n1a n/a 999 TL20 245/193
TCDL 10.0 Lumber Increase 1.33 BC 0.04 Vert(TL) 0.01 A >914 180
BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) -0.00 F n/a r1/a
BCDL 10.0 CodeFBC2001/fP12002 Matrix) Weight: 35lb
WMBER BRACING
TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 118-8 oc purlins.
BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
OTHERS 2 X 4 SYP No.3
REACTIONS (Ib/size) B=140/8-8-8, F=140/8-8-8, 1=26918-8-8, H=269/8.8.8
Max Horz B= 44(load case 5)
Max UplillB=-38(load case 4), F=41(load case 5), 6-74(load case 4), H=-70(load case 5)
Max GravB=156(load case 6), F=156(load case 7), 1=281(load case 6), H=281(load case 7)
FORCES (lb) - First Load Case Only
TOP CHORD A-B=21, B-C=189, C-D=120, D-E=120, E-F=189, F-G=21
BOT CHORD B-I=-132, H-I=-132, F-H=-132
WEBS C-b 212, E-H=-212
NOTES (9)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-98; 110mph; h=15ft; TCDL=6.Opsf; BCDL=6.Opsf; Category II; Exp 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) All plates are 2x3 TL20 unless otherwise indicated.
5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
6) Gable requires continuous bottom chord bearing.
7) Gable studs spaced at 1.4-0 oc.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 38 lb uplift at joint B, 41 lb uplift at joint F, 74 lb uplift at joint I and 70 lb uplift at
joint H.
9) Truss shall be fabricated per ANSVTPI 1.95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing
where indicated and within 4' of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and
permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and
requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design
information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or
certification of the truss designer.
LOAD CASE(S) Standard
9/
1
Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53912515
Contractor/Job: 2724 EL.6 RF Date Req:07/14/2003 Draw No:53912515T4GE
Universal Forest Products
Re: SO# 54601975
Centex of Orlando - 2724 2nd Floor, Lot #74, 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:
54903283 FG 1
54903283 FG2
54903283 FG3
54903283 FG4
54903283 FG5
54903283 FG6
54903283 FT1A
54903283 FT113
54903283 FT1C
54903283 FT2A
54903283 FT213
54903283 FT2C
54903283 FT3A
54903283 FT36
54903283 FT4A
54903283 F73C
Loading (psf) TCLL 40 TCDL 10 BCLL 0 BCDL 5
My license renewal date for the state of Florida is February 28, 2005
Gll 'I 6 _'4-¢
Jose h W. Chandler License # 60527 date
The seal on these drawings indicate acceptance of professional engineering responsibility solely for the
truss components shown. The suitability and use of this component for any particular building is the
responsibility of the building designer, per ANSI/TPI-2002 Sec. 2.
Eastern D/vlslon
5631 SouLli NC 62 Burlington. NC 27215 1'cl. (336) 226-9356 Fax: (336) 476-9146
3' both dui
to roof cap
w/fan
N
scale
3' bath duct
to roof cop
w/fan
42X42 A/C SLAB
BY BLDR MIN
2' FROM WALL
a 3' bath duct imetoroofcop
w/fan
mp
12x6 lwcd
135
7.
9'
salt IE
12'
lexle
0
G 2 3wcd
rw
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a w
15
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7' 125
M
4'
lOx10 rag
8'
ar
12x1 rog
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9 1
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6, 10x6 lwcd
130
w 2.0 ton w/5kw e240v !ph
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platform by
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LL- I-
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Z 11
CULLJO
OFFICE COPY Rating
ps REVIEWED
CITY FOROF5 (
Must have a idniru m clearance of 4 Inches around the air handler per the State Energy code. All duct has an r=6 insulation value.
U OD >
z
0
w U)
w
oZ o
j o Z)
m a- —1 (n
m
Z
Q
a
C) 0
ONE BY WOOD
BUCK BY OTHERS
CAULK BETWEEN _
WINDOW FLANGE —
6.WOOD BUCK
STUCCO
BY OTHERS
PERIMETER
CAULK -
BY'DTHERS
RIGID VINYL
GLAZING BEAD
v u (TYP.)
tW itiDO'w
HEIGHT)
CAULK 'BETWEEN B.V. .
CONCRETE OR WOOD BUCK R (BUCK'WIDTH)
MASONRY OPENING MAS'Y. OPENING INSTALLATION ANCHORBYOTHERSBYOTHERS
ONE BY WOOD 3/16' DiA:.TAPCON
BUCK BY OTHERS
b,
1-1/4• MIN. SHIM AS REO'D. .
o. c EMBEDMENT 1/4' MAX. RIGID VINYL '(SEE NOTES) GLAZING BEAD
F— INSTALLATION ANCHOR (TYP.)
3/16' D1A. TAPCON
CAULK BETWEEN WINDOW.
FLANGE 6 PRECAST SILL
W/ VULKEM 116 ADHESIVE
CAULK. OR APRV'D. EOL.
PERIMETER
CAULK
BY OTHERS
SHIM AS REO'D.
1/4' MAX.
SEE NOTES).
FLANGE TYPE
WINDOW FRAME .
HEADER
GLASS '
l- (TYP.) (SEE NOTES)
B.H.
BUCK
HEIGHT)
FLANGE TYPE
WINDOW FRAME
SILL
GLASS _
TYP.)(SEE NOTES)
1-1/4' MIN
EMBEDMENT
D
STUC D
BY C THERS
v
MAW'M
FLANGE TYPE .
WINDOW FRAME
JAMB CAULK' BETWEEN AO'WINDOW FLANGE
L WOOD BUCK
PERIMETER .
CAULK
BY OTHERS
V.W. _
WINDOW WIDTH)
SECTION B-B
W.W.v ((((((((7 . -
W
PRECAST SILL v a A
BY OTHERS A
A
B C.
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
do JAMBS. SILL MUST BE ATTACHED TO THE SUBSTRATE WITH J B
VULKEM 116 ADHESIVE CAULK OR APPROVED EOUAL.
5) USE SILICONIZED ACRYLIC CAULK FOR PERIMETER SEAL AROUND W.H.
EXTERIOR OF WINDOW FLANGE. F
6) IF ' EXACT WINDOW SIZE IS NOT LISTED IN ANCHOR CHART, USE
ANCHOR OUANTITY LISTED WITH NEXT LARGER SIZE.. FOR THE
APPROPRIATE DESIGN PRESSURE REO'D.
7) GLASS THICKNESS MAY VARY PER THE REOUIREMENTS'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 itEXTERIORELEVATIONASAKEY.
9) ALL FACTORY APPLIED HOLES NOT DESIGNATED FOR TAPCON
ANCHOR SHOULD BE FILLED WITH S8 SCREWS OF SUFFICIENT LTH.
TO PROVIDE MIN. 5/8 IN_ EMBEDMENT INTO WOOD BUCK. A
10) . FLORIDA EXTRUDERS 1000 SERIES SINGLE HUNG IS SHOWN.. THIS
PRINT ALSO APPLIES TO THE FLORIDA EXTRUDERS 1500 AND 2000 ELEVATIONSERIES_ SINGLELHUNGS.
11) WHERE'WINDOW'•IS' INSTALLED IN MASONRY OPENING WITH A
STRUCTUAL TWO - BY WOOD BUCK USE I10 SCREWS OF
E
71
K B
G
SUFFICIENT LENGTH TO ACHIEVE . 1-3/8- MIN. EMBEDMENT AT' 'VIEWED FROM- EXTERIOR
ALL INSTALLATION FASTENER LOCATIONS.
CAULK BETWEEN
WOOD BUCK a
MAS'Y. OPENING
BY OTHERS
CONCRETE OR
MASONRY OPENING
BY OTHERS
lw
ODCO.PCn Rv. DPfllll a'Y A'&PPI
TAPCON LOCATION CHART
CALL BUCK LOCATIONS IN HEAD LOCATIONS IN JAMB '
30asF TO 40PSF 41 PsF TO 70PSF 30PsF TO 40PsF 41 PSF TO 7OPSFSIZESIZE
12. 18 1/8 X 25 B B F.G
F.G
F.G. '
F.G13181/5 x 37 3/8 8 B
B F.G F.G .
14 18 1/8 x 49 5/8 8
B F.G F;G ;.. 145 18 1/8 x 55 1/4 8
B F.G F.G15
1
18 1/8 x 62
18 1/8 X 71
8
B 8 F.G F.G.H.1
17 18 1/8 x 83 8 F.G F,G,J.K
IH2 25 1/2 x 25 B B F.G
F.G
F,C
F.G
IH3
1 H4
25 1/2 X 37 3/8
25 1/2 x 49 5/8
8
B
B
B F.G F.G,H,1
1H45 25 1/2 X 55 1/4 8 8 F.G
F.G
F,G,HJ
F,G,HJ ' 1 H5
1H6
25 1/2 x 62
25 1/2 X 71
B
B
B
8 F.G F,G,H,I
IH7 25 1/2 x 83 B B F,G,J,K F,G.J,K
30 1/2 x 26 29 1/2 X 25 8
B
B
B F.G F.G
30 1/2 a 38 3/8 29 1/2 X 37 3/8
8 F,G F,G,H,I301/2 a 50 5/8 29 1/2 X 49 5/8 8
B 8 F.G F,G,H,I
30 1/2 x 56 1/4 29 1/2 x 55 1/4
B F.G F,C,H,I
30 1/2 a 63 29 1/2 X 62 B
8 8 F.G,H;I F.G,H.I301/2 a 72
30 1 21 84
29 1/2 x 71
29 1/2 X 83 B 8 F.G.J.K F,G.J,K
2 36x25
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
B B F.G F.G,H,1
245
45
36 x 55 1/4
36 X 62 B B F,G,H,I F,G,H,1
26 36 X 71 B B F,G,H,1 D.E.F.G,H,1
27 36 X 83 B 8 F,G.J,K F..G,H,I.J,K
42 x 26 41 x 25 B
B
B
B F.G F•G•H•I
42 x 38 3/8 41 x 37 3/8
B B F.G F,G.HJ
42 a 50 5/8 41 x 49 5/9
B B F,G.HJ F,G.H.I
42 a 56 1/4 41 X 55 1/4
8 B F,G.H,1 D.E,F.G.H,I
42 x 63
42 72
41 x 62
41 X 71 B B F,G,H,1 D,E.F.G,H,1
x
42 x 84 41 X 83 8 B F.G,J,K F.G,H,I,J,K
48 x 26 47 X 25 B
8
A.0
A.0
F.G
F.G F.G.H.1
48 x 38 3/8 47 x 37 3/8
B A.0 F.G F,C.H,1
48 x 50 5/8 47 x 49 5/8
B A.0 F,G,H.1 F.C.H,I
4B a 56 1/4 47 X 55 1/4
47 x 62 B A.0 F,G,H.1 D,E.F,C,H.I
48 x 63
48 x 72 47 X 71 8 A.0 F,G.H,I
F K
D,E,F,G.H,1
DEFGHIJK
48 x 84
32
47 X 83
52 1/8 x 25 8 A.0 F.G F,C
33 52 1/8 x 37 3/8 8 A.0 F.G
F.G.H,I
F.G.H,I
F,G.H.1
34
345
52- 1/8 x 49 5/5
52 1/8 X 55 1/4
8
B
A.0
A.C. F,G.H,I D.E.F,G.H.I
35 52 1/8 x 62 B A.0
A.0
F,C,H.1
F,G,H,1
D.E.F,G.H.1
D.E,F,G.H,1
36
37
52 1/8 x 71
52 1/8 X 83
8
8 A.0 F.G.J,K D,E.F,G,J,K,J,K
37 SIZE NOT AVAILABLE IN l000 OR 1500 SERIES.
FLORIDA EXTRUDERS INTERNATIONAL. Ri A
L
ALLATION DETAIL
G FLANGE U I NDOWS - SERIES 1000 1500. & 2000
B B APPROVED BY:
09 / 01 SCALE: N T S DWG.: FLEX 0016
iFkrjij ;ERING. INC.. 250 INTERNATIONAL PKY.. SUITE 250. HEATHROW; FLORIDA 32746--PHONE' 407 505-0365 FAX 407-805-0366
100C S.H.
JAMB "CT YP,)
GIG S.H.
JAME :TYF.)
I X 22 X 1/0 1000 S.N.
TUBE MULLION ,iAMR CTYPJ
nS X 1/2 SELF.
TAPPING SMS
SEALANT S T •,TEEN
LANGES
a N.UL' IGN
TAPPING SMS
Sc:;TION .— i
o- X 2 7i16 X 1/8
TUBE MULLION
1000 S.H. ;
JAMB (T YP.) I
I X 2 X 2/8 .
TUBE MULLION
8 X 1/2 SELF
TAPPitiG SMS
SEALA.%T 9ETldEEN
X'4 X 3/8
iT li X SELF T u S E •;: UL:_Z11, T A3 7• INu Sms
j CTiOPr A=A L
i X c -1/16 X 3/8 1000
1,100 S.H. ! ' L1BE MU1_LiDN JAMB (TYP.)
JJAMBCTYP
4S X i/2 SELF
TAPPING SMS
SEALANT BETWEEN
WINDOW FLANGES
MULLION
48 X 1-1/2 SELF
TAPPING SMS
S Q1'1QN A —A (.5
I X E X 1/8
TUBE MULLION
Iinno S.H.
JAMB CTYP.)
2 X 1/2 SELF
TAPPING SMS
SEALANT BETWEEN
WINDOW FLANGES
9, MULLION
48 X i-!/.c SELF
TAPPING SMS
ONE BY WOOD __
BUCK BY OT HERS
I
1 1/4' MIN. . a
EMBEDMENTI Q
i
NUI!L ILAiIN
E X_/2 SELF
TAPPING SN'S
SEALANT BETWEEN
WINDOW FLANGES
s MULLION
S`CTiON A —PI (71
E"TAIL C
Y
48 -X 1/2 SELF
TAPPING SMS
ii8 X I-1/2 SELF -
f SEALANT BETWEEN TAPPING SMS
WINDOV FLANGES
8 MULLION
h8 X 1-112 SELF
TAPPING SMS
SECTION A —A i4i
X 4 X 3/6
TUSE MULLION
g! ,®•
rif- _Iiv 41
TER
I SMS : T YP.: - 1/ETAIL A
ELEVATION •
8 X 1/2 SELF ( VIEWED FROM EXTERIOR —
DETAIL ^.
rDWCRCTE OR MASONRY
tsv t THF_RS
ALLATIGN ANCHOR -3%15'' uIA.
V% TAr COIN SEPEW ANCH'GR CTY=.)
X'ERNA.L 4U1 LION
INSTAL* -A T i=iN CLIP
PICA_ IMUi LION TG CONCRtl E @ . HEAD
APPLIES TO HEAD & SILL WHE. i" X c
3c 2" X 4" TUBE _ MU _LICf,S ARE jSEC)
DFT.AiL a •
r- INSTALLATION ANCHOR
i4 I i 3/!6' DIA. TAFCGN
t SCRE%d ANCHOR :TYF.2
I
SILL CLIP
j
11/4' MIN.
Q EMBEDMENT,
I
PRECAST SILL BY OTHERS
A: !XII IARY PI AT
R ADDITIONAL ANCHORS, WHEN !REQUIRED)
El
r
M;0 ; r-!:v I
O jI
TAPPPING SMS -- - --; INTERNATIONAL; INC.
FLORIDA EXTRUDERS SANFORD,, FLORIDA
SER: 1000/1500 FLANGE SHEET 1 OF 2
VER CALiv .Il_L T DN SECT A. i0 N S I
SEALANT
EETWEEN WINDOW
FLANGES I SE-
0THr R SIDE < SHEET DE 2) FOR kULLIriv ..'
DESIGN 1CNPRESSURE CAPACITIES 8
X I-I/2 SEL . TAPPING
SMs FC200992 DRAWN BY: MSH APPROVED BY: B o5299211 .: !l
1!v a 1 r. i inamv. / 1 /flr 0f-AT +. RiTC' I i1W/'_ . 1 1%+ICI r
SERIES 1000 & 1500 FLANGE VERTICAL DESIGN PRESSURE CAPACITIES
I CAPACITY :CAPACITY !
TY CAPACITY 1 CAPACITY
CAPACITY CAPACITY CAPACITY !CAPACITY I CAPACITY 1 CAPACITY 1 CAPX; ITS X4X 1 18 I 1 X4X3TY1
8 ; 1 X4X3/8 ' 2X4X3/8
WINDOW ! WINDOW 1 1X2X1 8 1XZX3 8 '• 1X2X3 8 1X2 7/16X1/8!1X2 7/16X1/S;1X2 7/i6X3/8:1X2 7/16X3/81 1X4 / / / 1
CALL ! TIP -TO -TIP . TUBE 1MULL ;TUBE MULL TUBE MULL 1 TUBE MULL I TUBE MULL 1 TUBE MULL ; TUBE MULL TUBE MULL ;TUBE MULL ;TUBE. MULL 1 TUBE MULL i TUBE MULL 1 TUBE MULL
Z ANCHORS 4 ANCHORS ; 2 ANCHORS 4 ANCHORS d ANCHORS 1 6 ANCHORS i 4 ANCHORS ! 6 ANCHORS 6 ANCHORS
SIZE SIZE 1- 2 ANCHORS 4 ANCHORS ! 2 ANCHORS 4 ANCHORS I I
SECT. A -A 1 SECT. A -A l i SECT. A -A 2 SECT. A -A 2 !SECT. A -A 3 ;SECT. A -A 3 SECT. A -A 4 i SECT. A -A 4 SECT. A -A 5 'SECT. A -A 5 :SECT. A -A 6 ;SECT. A -A 6 .SECT. A -A 7
X 26 336.52 732.42 ' 336.52 1692.83 i 336.52 1732.42 336.52
1
732.42 i 791.81 1187.72 791.81 ! 1187.72 t 187.72Lit191 /8 ; t ' 740.20 ': 493.47 ! 740.20 1740.20
3 119 1 /8 X 38 3/8 209.72 317.66 __r _
2_09.72 i 429.55 : 209.72 i456.46 209.72 ! 456.46 , 493.47 ,
14 '19 1 8 X 50 5/8, 131.23 131.23 _ 152.75 11 177.46 ! 152.75 193.92 152.75 271.83 1359.41 ' 539.12 359.41 1539.12 ': 539.12
4 4.13 , 94.13 1127.29 1 127.29 1135.81 1 139.09 -1135.81 194.97 ! 319.55 . 460.17 1 319.55 479.33 1479.33 . 14510
1 /8 X 56 1 / , 9 15 _
19 1 8 X 63 ' 65.97 '; 65.97 89.21 89.21 197.48 97.48 - 119.85 136.64 282_02 -_ 423.03 1282.02 ! 423.03 ; 423.03 _ 142
6 --'
19 1 8 X 72 ! 43.49 ; 43.49 j 58.81 58.81 64.27 64.27 i 90.09 i 90.09 . 212.62 212.62 ; 296.98 296.98 1365.75 i ±
131.79 ' 131.79 184.08 1184.08 1294.03 7
19 1 /8 X 84 26.96 ': 26.96 136.45 136.45 39.83 ; 39.83 ^_155.84 55.84 i
618.52 927.78 1618.52 927.78 927.78 26
1 /2 X 26 j 262.87 - 1572.13 262.87 __- ; 541._20 y __
i 262.87 572.13 ! 262.87 ; 572.13 H3
6 1 2 X 38 3/8 157.93 239.21 j 157.93 1323.48 157.93 343.74 1157.93 i 343.74 1371.61 1557.41 1371.61 1557.41 ' S57.41 H4
6 1 /2 X 50 5/8 97.25 ' 97.25 - 1 13.20 ! 131.51 i 113.20 _ 143.71 ; 113.20 201.45 + 266.35 399.53 266.35 ! 399.53 399.53 1
H45 6 1 2 X 56 1 /4 69.43 {j 9.43 _ ! 93.89 93.89 100.17 1 102.59 ' 100.17 143.81 ; 235.70 339.42 235.70 353.55 1353.55 26
1 2 X 63 : 48.44- 48.44 i 65.51 1 65.51 171.58 171.58 188.01 1.00.34 1207.10 236.83 ; 207.10 ! 310.65 310.65 1H5
t / _ __ 131.
79 42 99 42.99 146.98 146798 65.86 , 65.86 1 155.44 155.44 1217.11 217.1 1 267.38 1
H6 26 1 /2 X 72 , 31.79 , 19.
62 1 19.62 26.53 126.53 28.99 1H72612X84128.
99 .40.64 140.64 195.93 195.93 ! 133.99 j 133.99 1214.02 216.
75 471.75 216.75 1471.75 1216.75 ' 471.75 1510 1765 510 765 765 22
37 X 26 ; 216.75 471.75 ; 7
X 38 3. 8 122.22 185.12 1 122.22 1250.32- 122.22 , 266.00-_ 122.22 1266.00 287.57 1.431.36 ; 287.57 431.36 431.36 23
j3 / I 1301.29 1200.86 301.29 3 01.29 j24=
7 X 50 5/8 773.34 173.34 185.36 99.17 85.36 .. 1+ 08.37 _= 85.36 1151.91 1200.86 245
7 X 56 1 /4 p -51.97 151.97 ; 70.28 ; 70.28 74.98 ' 76.79 ! 74.98 : 107.65 176.43 11254.07 176.43 1264.64 264.64 36.
01 , 48.70 148.70 53.21 153.21 65.43 174.59 -1 153.96 176.06 ; 153.96 , 230.94 -_ .23 0_94. 25 ;
37 X 63 ; 36.01 , _ 26
37 X 72 23.47 2 3.47 .31.74 i 31.74 34.69 ' 34-6.
69
1148.62 48.62 i 114.76 1 1 14.76 ! 131.61 160.30 197.41 27
37 X 84 1 14.39 14.39 - 19.46 19.46 21.26 21,129.81 = 29.81 1-70.36 i 70.36 198.27 _ 98.27 ' 156.97 191.
61 1417.04 : .191.6 1 Ca 7.04 450.85 76.28 j 450.85 1
676.
28 1
676.
28 32
53 1 /8 X 26 191.61 1417.04 ; 191.61 394.49 -,• ! • .. • 1 347.25 33
3 1 /8 X 38 3/8, 98.38 - 149.02 i 98.38 201.51 98.38 214:14.4.14 231.50 347.25 231.50 , 347.25 34
3 1 8 X 50 5 8! 56.23 i 56.23 1 65.45 76.04 65.45 . _ 183.09 65.45 - ! 11,6.47*'' -4:1-94.00 231.01 1154.00 231.01 231.01 1
rt i 1 133.48 1 192.22 133.48 200.23 1200.23 345 3
1 /8 X 56 1 /4 39.32 39.32 53.17 •53.17 56.73 58.10 .56.73* -f• 81.d4 • s 5 53
1 :8 X. 63 : 26.92. 126.92 136.40 1 36.40 139.78 139.78 48.91 55.7 :,;1t5.08 1131.60 I 115.08 172.63 1172.63 3 - / --* - 184.
77 184.77 197.21 i 118.41 1145.82. 36 53
1 /8 X 72 ; 17.34 17.0 123.45 23.45 25.62 25.62 135.92 135.92 37 53
1 8. X 84 i 10.51 10.51 . i 14.21 1 14.21 15.53 : 1 15.53 121.77 121.771. 51.395i .39 71.78 ' 71.78 1120.5 t SERIES 1000 &
1500 FLANGE VERTICAL' _ . ' . ; • INTERNATIONAL, INC FLORIDA EXTRUDERS
SANFORD, FLORIDA MULLION DESIGN
PRESSURE. CAPACITIES ,, TrrLE: iitS i utw ; t ESSvi E_ C r_TE- uA?r , : s
rS r L«.NuE SHEET 2OF 2'
fEPT MULLIONS - SER. ; 000 goo NOTE: q A)
NUMBER OF ANCHORS NOTEU tUM IAPCON, FASTENERS REQUIRED .AT
EACH - END. - DRAWN BY: -1~ APPROVED BY: B DESIGN PRESSURES
GIVEN ARE FOR 1.5 X ? r `' c a ''`
7
1 DATE:) 1 / ? SCALE:-ULL DWG.: ? Vi 1FLG PG 2
3)
INSTALLATION ANCHOR — DOOR WIDTH /4' MAX. SHIM SPACE INSTALLATION ANCHOR
SHIM AS REVII TWO BY WOOD 48 SCREW
SHEATHING (SEE NOTES) 48 SCREW. i-I/$ MIN. BY OTHERS
BY.- OTHERS EMBEDMENT TWO BY ROOD
CAULK BETWEEN BY OTHERS
DOOR FLANGE TWO BY WOOD SLIDING GLASS
8 SHEATHING BY OTHERS DOOR FRAME
JAMB
CAULK BETWEEN•
HOOK STRIP LSHEATHING
SLIDING GLASS DOOR
SHIM 'ASI.
HOOK STRIP
O I . SHIM SPACE
SEE NDTES
D
UI U .
1-1/8' MIN.
EMBEDMENT
STUCCO -'
OR SIDING
BY OTHERS
SLIDING GLASS
DOOR FRAME
PERIMETER HEAD
CAULK BY
OTHERS
t.
Glo 1 FJ uDERS _ _
SLIDING GLASS _
DOOR FRAME
SILL 1
TEMPERED
GLASS (TYPJ
DOOR
HEIGHT
EMBEDMENT
A c 1-1/4' MIN.
D '
LIBERALLY APPLY
CAULKING UNDER SILL
OR SET SILL. IN BED INSTALLATION ANCHOR
OF CONCRETE 3/16' DIA. TAPCON
SECTION A -A
INSTALLATION ANCHOR 1-1/$• MIN '
48 SCREW EMBEDMENT
TEMPERED G
TYPJ
LASS CAULK BETWEEN
DOOR FLANGE
L SHEATHING
SHEATHING
BY OTHERS
PERIMETER SHEATHING
CAULK BY BY OTHERS
TEMPERED GLASS
OTHERS STUCCO (TYP.) STUCCO OR SIDING
OR SIDING BY OTHERS
BY OTHERS SLIDING GLASS DOOR
INTERLOCK
SECTION' B-B HOOK: STRIP DETAIL
NOTES
I) DOOR MATERIAL: ALUMINUM ALLOY 6063.
2) 19 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 WITH NEXT
LARGER SIZE, FOR THE APPROPRIATE DESIGN PRESSURE REO•D.
7) FOR POCKET DOOR SIZES USE CLOSEST BYPASS DOOR SIZE 6 CONFIGURATION 10 FINISHED OPENING.
B B PLACE INSTALLATION ANCHORS. IN FRONT.OF HOOK STRIP AS SHOWN.
8) GLASS THICKNESS MAY VARY PER REOUIREMENTS OF ASTN E1300 GLASS CHARTS.
9) DOOR UNIT IS APPROVED USING TEMPERED GLASS IN -SINGLE GLAZED DR INSULATING'GLASS.
10) JAMB / SILL CORNERS ARE TO BE SEALED WITH A SMALL JOINT SEAM SEALER.
11) SHIM AS REO'D. Al EA. SET OF INSTALLATION ANCHORS. MAX. ALLOWABLE SHIM STACK TO BE 1/4•.
12) ALL INSTALLATION ANCHORS MUST BE MADE OF CORROSION RESISTANT MATERIALS.
A 13) WHERE •X• REPRESENTS MOVING PANEL AND '0' REPRESENTS FIXED PANEL APPROVED
CONFIGURATIONS ARE AS LISTED ON ANCHOR CHART ON BACK OF THIS SHEET.
EXTERIOR, ELEVATION NOT CONFIGURATIONSO6SHDDK STRIPOVEDETAILE APPLY"
ON-THIS DRAWING.
TO INSTALLATION FALLVERAPPROV D
INSTALLATION
CONFIGURATIONS '
12002
2 PANEL DODR SHOWN 15) FLORIDA EXTRUDERS 1000 SERIES SLIDING GLASS DOOR IS SHOWN. THIS PRINT ALSO APPLIES To.
2000 SERIES AND 500 SERIES.
DESCRIPTION DATE I-IN11 F L D R I D A INT.
EXTRUDERS
SANFDRD •. FL.
TITLE: SLIDING GLASS DOOR
INSTALLATION WITH- #8 SCREWS
DRAWN BY: BB APPROVED BY:
ATE:' 12/17/01 SCALE: NTS jDWG #FLE)W027 SHT 1 OF
ooro.orn or. oonro b•T L APPLICAIID14 EMGEMEERING. INC.. rA INTERNATIONAL PKVY., SUITE 250. HEATHROV• FLORIDA. 22746. 407-BOS-03365 FAX 407-805-0366
8 SCREW INSTALLATION ANCHOR. CHART
NOMINAL DOOR QUANTITIES IN HEAD & SILL QUANTITIES IN EA. JAMB QUANTITIES IN EA. HOOK STRIP
DOOR.
46 PSF TO 61 PSF TO UP TO 46 PSF TO 61 PSF TOSIZEANDSIZEUPTO46PSFTO61PSFTOUPTO
CONFIGURATION 45 PSF 60 PSF 70 PSF 45 PSF 60 PSF 70 PSF 45 PSF 60 PSF 70 PSF
4068 XX, OX, XO 48 X 80 6 6 6 8
8
8
8
8
8
4
4
4
4
4
4
5068 XX, Ox, x0 60 X 80 6 6 6
8 8 8 4 4 4
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
6
12
6 10 10 10 5 5 5.
5080 XX, Ox, XO 60 x 96, 6
8 8 10 10 10 5 5 5
6080 XX,
8080 xX,
X, XO
Ox, xO
72. X 96
96 X 96
8
10 10 10 10 10 10 5 5 . 5.
10080 XX OX XO 120 X 96 ' 2 6
2
10 12
10
12
10
12
5.
6
5
6
5
6
010
XX, x, x 60 X 120 6 8
6
8
12 12 12 6 6 7 60100
XX, OX, X 72 X 120 96
8
0
12 12 12 6 7 8 80100
Xx 9068
OX
XO OXO
X
120 109 -
1/8 x 80 12- 12 12 8 8 . 8 4 4 4 12068
OXO 145 1/8 X 80 14,.: 14 14 8 8 8
8
8
4
4
4
4
4
4
15068
OXO 181 1/8 x. -80 16--• : 16 16 8 10
10 10 5 5 5 9080
OXO 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 . 12
12 12 5 7 8 90100
Ox0 109 1/8' x k20 12 12 12 12
12 5 7 8 120100
OXO 145 1/8- X 120 14 144 14 12 8
8- 4 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 4 15068
XXX 178 5/8 X 80 6 16 8 10
10 10 5 5 5 9080
xxx 106 5/8 X 96 12 12 12 10
10 5 5 12080'
XXX 142 5/8 -X 96 14 14 14 10 10
10 10 5
5
5• 5 15080
XXX 178 5/8 X 96 16 16 16 12
12 12 6 7 8 90100
XXX 106 5/8 ,X 120 12. 12 12 4
12 12 12 6 7 8 120100
XXX 142 5/8 X 120 4 4 8
4 4 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
8 4 4 4 16068
OXXO 191 5/8 X 80- 18 18 18 8 10
80 OX 11 / 12 12 12 1 10
10 1
10
5 5 5 12080
OXXO 143' 5/8 X 96 14 14 14 10
10 10 5 5 5 16080
OXXO 191 5/8 X 96 18 18 18 12
6 7 8 100100
OxXO 119 5/8 X 120 12 12 12 12 12 12
12 6 7 8 • 120100
OXXO 143 5/8 X 120 14 14 14, 12 12
6 7 8 160100
OXXO 191 5/8 X 120 18 18 19 12 12 4
L0068
XXXX 1/ 1/4 X 80 12 12 12 8 1 8
8 4
4.
4 4 12068' XXXX - 141 1/4 X 80 • A 14 14 14 8 8
8 4 4 4 16068
XXXX 189 1/4 X 80 16 16 16' 8 10
10 5. 5 5 10080
XXXX 11 1/4 X 12 12' 12 10. 10
10 10 5 5 5 12080
XXXX 141. 1/4 X 96 14 14 14 10,
10 5 5 5 16080-
xxx-x 189 1/4 X 96 16 16 16 10 5
7 8 i00100
XXXX 117 1/4 X 120- 12 12 12 12 12. 12 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 ANCHOR
1)
FOR NOTES:
MASONRY
OPENING W/TWO .BY WOOD BUCK USE SAME ANCHOR QUANTITIES.• 1
41 Ill 1, FLO.
R I DA EXTRUDERS INT.
IN. . SANFORD, 'FL. TITLE:
SLIDING GLASS DOOR INSTALLATION
WITH 1#8 •SCREWS GISCIPLTNE:
CIVIL SCALE: .N.T.S. 4 "a FLEX0027 .- PL.
REC. N* 47182 .. _ REV. LETTER: SWET. , n` ?
1000 S.H.
4.
TUBE
2 X 1/8 1000 S.H. -}
JAMB (TYP.) MULLION JAMB (TYP.) 1
C
8 X 1/2 SELF
TAPPING SMS
1000 S.H.
JAMB (TYP.)
1000 S.H.
JAMB (TYP.)
1X2X3/8
TUBE MULLION
8 X 1/2 SELF 1 1/8' MIN.
j TAPPING SMS.. • EMBEDMENT
2 X 4 X 3/13-
SEALANT BETWEEN SEALANT BETVEEN _ TUBE MULLION
WINDOW FRAME WINDOW FRAME .
L MULLION 6 MULLION
8 X 1-1/2 SELF #8 X. 1-1/2 SELF
TAPPING SMS TAPPING SMS
SECTION A=A (1) SECTION A -A (2) -
1 X 2 7/16 X 1/8
1000 SR -
TUBE MULLION 1000 S.H. 1 X 2 7/16 X 3/8 JAMB (TYP.)
1 JAMB (TYP.) TUBE MULLION
8 X 1/2 SELF
TAPPING SMS
SEALANT BETWEEN
WINDOW FRAME
6 MULLION
8 X 1-1/2 SELF
TAPPING SMS
SECTION A -A (3)
1X4X1/8
TUBE MULLION
8 X 1/2 SELF
TAPPING SMS
1000 S.H. -
JAMB (TYP.)
8 X 1/2 SELF
TAPPING SMS
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 'L MULLION
L MULLION SECTION A -A (7) 8 X 1-1/2 SELF
TAPPING SMS DETAIL C
SECTION A -A (4)
1 X 4 X 3/8
TUBE MULLION •
00
URIpA x #
8'X'1/2 SELF
TAPPING SMS
L SEALANT BETWEEN L SEALANT BETWEENWINDOWFRAMEWINDOWFRAME
8 MULLION L MULLION
8 X 1-1/2 SELF #8' X 1-1/2 SELF
TAPPING SMS TAPPING SMS
SECTION A -A_ (5) SECTION - A -A (6i
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 #8 WOOD SCREW
TYPJ
ILL CLIP
1 1/8' MIN.
EMBEDMENT
SHEATHING
FOR ADDITIONAL ANCHORS, WHEN REQUIRED)
0
8 SELF TAPPING -
MS (TYP.) DETAIL -A MULLION
ELEVATION Q
VIEWED FROM .EXTERIOR
FLORIDA EXTRUDERS I
SANF RD, FLORIDA DASANFORD, FLORIDA
TPPL.E: SER. 1000/.1500 FIN SHEET 1 OF 2.
VERTICAL MULLION SECTIONS
i F 20a SEE OTHER SIDE ( SHEET 2 OF 2) FOR
DESIGN PRESSURE CAPACITIES
DRAWN BY: MSH APPROVED BY:
DATE:2 /6 /02 . SCALE: N T S DWG.:. 1 VMF IN
SERIES 1000 & 1500 FIN VERTICAL DESIGN PRESSURE CAPACITIES
CAPACITY CAPACITY CAPACITY CAPACITY CAPACITY CAPACITY
1 X2 7/16X1/81
CAPACITY
X2 7/16X3/8
CAPACITY
X2 7/16X3/8
CAPACITY
1 X4X 1 /8- -
CAPACITY
1 X4X.1 /8
CAPACITY
1 X4X3/8
CAPACITY
1 X4X3/8
CAPACITY
2X4X3/8
WINDOW
CALL'
WINDOW
TIP -TO -TIP
1 X2X1 /8
TUBE MULL
1 X2X1 /8
TUBE MULL
1 X2X3/8
TUBE MULL
1 X2X3/8
TUBE MULL
X2 7/16X1/S
TUBE MULL TUBE MULL TUBE MULL TUBE MULL TUBE MULL TUBE MULL6ANCHORS
TUBE MULL
4 ANCHORS
TUBE MULL'
6 ANCHORS
TUBE MULL
6,ANCHORS
SIZE SIZE 2 ANCHORS 4 ANCHORS ANCHORS
A=A 2
4 ANCHORS
SECT. A -A 2
2 ANCHORS
SECT. A -A 3
4 ANCHORS
SECT. A -A 3
2 ANCHORS
SECT. A -A 4
4 ANCHORS
SECT. A -A 4
4.ANCHORS
SE-A•5,. SECT.- A-A(5 SECT. A -A 6 SECT. A -A 6 SECT. A -A 7
SECT. A -A .1 SECT. A -A 1 SECT.
12 18 1 /8 X 25 201.83 403.67 201:83 403.67 201.83 403.67 201.83 403.67• - . 403.67 605.50 403.67 605.50 605.50
13 18 1 /8 X 37 3/ 125.78 251.57 125.78 251.57 125.78 251.57 125.78 251.57 .`. 25157.: '° °•:::377:3fi 251.57 37.7.a6 :;-> 3.7-•7.,36
14 18 1 /8 X 49 5/ 9.1.61 129.63 91.6.1 178.41 91.61 183.23. 91.61. 183.23 183,23 274.84 183.23 274.84 - 274.84
145 18 1 /8 X 55 1 /' 81.45 92.98. ; 81.45 127.97 81 '45: 136.55 81.45 162.91 162.91 244.36 162.91 244.36 244.36
15 18 1 /8 X 62 65.16 65.16 71.88 89.68 71.88 95.70 71.88 135.52 143.77 215.66 143.77 215.66 215.66
16 18 1 /8 X 71 42.96 42.96 59.13 ' 59.13 62.15 63.09 62.15 89.35 124.30 186.46 124.30 186.46 186.46
17 18 1 /8 X 83 26.63'" 26.6.3 36.65 36.65 39.11 39.1.1 52.64 55.38 105.29 128.92 105.29 157.94 157.94
1 H2 25 1 /2 X• -25 157.66 315.32 157.66 315.32 1'57.66 315.32 157.66 315.32 315.32 472.98 315.32 472.98 472.98
1 H3 5 1 /2 X '37 3/ 94.72 189.44 94.72 189.44 94.72 189.44 94.72 189.44 189.44 284.17 189.44 284.17 284.17
1 H4 5 1 /2 X 49 5/ 67.89 96.07 67.89 132.22 67.89 135.79 67.89 1.35.79 135.79 203.68 135.79 203.68 203.68
1 H45 5 1 /2 X 55 11 60.08 68.58 60.08 94.39 s0 b8 - 100.72 60.08 1.20.16 12q.-16 180.24 120.16 180.24-:4 186.24
1 HS 25 1 /2 X 62 47.,.85 47.85 52.79 65.86 5279 70.28 52.79 99.52 1(5:58 158.37 105.58 158.37 ' 158:37
1 H6 25 1 /2 X 71 31-.40 31.40 43.22 43.22' "ti: '" 45:4-3 46.12.: =: 45.43 65.32 90.87 136.31 90.87 136.31 136:31
1 H7 25 1 /2 X 83 19:38 19.38 26.67 26.67 28.46 28.46 38.32 40.31 6 64 r 13.84 - '. 76.64 114.96 14:96
22 36 X 25: 130 260 130 260 130 260• 130 260' 260 - 390 260 390 - 390-
23 6 X 37 3/8 73.30 146.60 73.30 146.60 73.30 146.60 73.30 146.60 146.60 219.91 146.60 219.91 219.91
24 36 X 49 5/8 51.20 72.44 51.20 99.71 51.20 102.40 51.20 102.40 102.40 153.60 102.40 153.60 153.60
245 36 X 55 1 /4 44:97 51.33 44.97 70.65 44.97 75.39 44.97 89.94 89.94 134.91 89.94 134.91 134.91
25 36 X 62 35.57 35.57 39.24 48.96 39.24 52.24.. 39.24 73.98 78.49 117.73 78.49 117.73 117.73
26 36 X 71 23.19 23.19 31.91 31.91 33.54 34.05 ' • 33.54 48.22 67.09 100.64 67.09 100.64 100.64
27 36 X :83 14.21 14.21 19.56 19.56 20.88 20.88 2 .56• ' = 29.5r6 56.2`1 - 68.83 56.21 84.32 84.32
32 52 1 /8 X 25 114.92 229.84 114.92 229.84 114.92 229.84 114.92 279.84 229:84 344.77 229.84 344.77 344.77
33 52 1 /8 ' X 37.3/.8, 59.01 118.02 59.01 • 118.02 59.01 118.02 59.01- 118.02 If 13.02 177.03 118.02 177.03.. 177.03
34 2 1 /8 X 49 5/8 39.25 - 55.54 39.25 76.45 39.25 78.51 3.9.25 y' 78.51 78.51 117.76 78.51 117.76 117.76
345 2 1 /8- X 55- 1 / 34.02 38.84 34.02 53.45 34.02 57.04 34.02 68.05 68.05 102.07 68.05 1.02.07 102.07
35 52 1 /8 X 62 26.59 26.59 29.33 36.60 29.33. 39.05 29.33 55.30 58.67 88.00 58.67 88.00 88.00
36 52 1 /8 X 71- 17.13 17.13 23.57 23.57 24.78 25.15 24.78. 35.62 49.56 , 74.34 49.56 74.34 :- . 74:34
37 52 1 /8 X 83 10.38 10.38 114.29.14.29 15.25 20.53 21:59 41.06 50.27 41.06 161.59. j'
61.59 .
SERIES 1000 & 1500 FIN VERTICAL j;'' ' .` ' - m"RNATIONA,' INCFLORIDAEXTRUDERSSANFORD, FLOREDA
MULLION DESIGN PRESSURE ..CAPACITIES
SHEET- 9 OE 9 DESIGN PRESSURE CAPACITIES FIN
NOTE: A)- NUMBER OF ANCHORS NOTED FOR #8 SCREW
FASTENERS REQUIRED AT EACH END.
ri
DRAWN BY: BY:;"/
l ACBlDESIGNPRESSURESGIVENAREFOR1.5- X LBno^•Tn ''
APPROVED
T I Or 7
PI AK]m 97944
O.N. GARAGE DR WIND LOADS
BASIC WIND SPEED = W MPA. (FASTEST MILE)
110 MPJ4. (3 SECOND GUST)
WIND IMPORTANCE FACTOR = 1.0
WIND EXPOSURE CATEGORY = B
APPLICABLE INTERNAL PRESSURE COEFFICIENT t 0.16
INCLUDED IN DESIGN WIND LOAD)
DESIGN WIND LOADS - WALLS = #22 , -IS PSF
ROOFS = +20 , -20 PSF
30 PSF AT OVERI.1ANGS)
VANGUARD/FOX & JACOB ORLANDO DIVISION
GENERAL NOTES SHEET INDEX
I. DO NOT SCALE THESE DRAWINGS: WRITTEN DIMENSIONS AND NOTES
SHALL CONTROL. CONTACT THE FIELD MANAGER WITH ANY CONFLICTS
IN THE PLANS BEFORE BEGINNING WORK. SHEET NO. SHEET NAME
2. ON -SITE VERIFICATION OF ALL DIMENSIONS AND CONDITIONS SHALL
C COVER SHEETBETHERESPONSIBILITYOFTHESUB -CONTRACTORS. EACH SUB -CONTRACTOR
SHALL REPORT TO THE FIELD MANAGER ANY DISCREPANCY OR OTHER Al FOUNDATION PLAN & DETAILSQUESTIONSPERTAININGTOTHEDRAWINGSAND/OR SPECIFICATIONS.
3. IT IS THE INTENT THAT THESE DRAWIN65 BE IN CONFORMANCE WITH THE A1.1 FOUNDATION DETAILS, CONT.
2001 FLORIDA BUILDING CODE, AND ALL APPLICABLE LOCAL, CITY, A2 1st & 2nd FLOOR PLANSCOUNTY, STATE AND FEDERAL CODES, ORDINANCES, LAWS, REGULATIONS
AND RESTRICTIVE COVENANTS 60VERNING THE SITE OF WORK. A3 EXTERIOR ELEVATIONS
4. ALL TRADES SHALL FURNISH ALL LABOR, EQUIPMENT, MATERIALS, AND A4 ELECTRICAL PLAN, ELECTRICAL
PERFORM ALL WORK NECESSARY, INDICATED, REASONABLY INFERRED OR
REQUIRED BY ANY CODE WITH JURISDICTION TO COMPLETE THEIR SCOPE RISER, PLUMBING RISER
OF NORK.
A5 PRECAST LINTEL PLAN
5. ALL 34"X22" AND 3b"X24" PLANS ARE DRAWN TO SCALE 1/4" = 1'-0", A5.1 PRECAST LINTEL TABLES
EXCEPT FOR THE SIDE AND REAR EXTERIOR ELEVATIONS WHICH ARE
DRAWN TO 1/6" = 1'-0". ALL ITXII PLANS ARE DRAWN TO THE SCALE A6 FLOOR & ROOF TRUSS LAYOUTS
1/8" = 1'-0', EXCEPT FOR THE SIDE AND REAR EXTERIOR ELEVATIONS
WHICH ARE DRAWN TO 1/I6" = 1'-0". A6-B.1 - ELEV. 'B' GABLE DETAILS)
A6.1 STRAPPING SCHEDULE
S1 STRUCTURAL DETAILS
S2 STRUCTURAL DETAILS
S3 STRUCTURAL DETAILS
E-VANG;M:W/ 'RICAMEENGINEEREDBY: Bs
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WINDOW UST WHIR (v • 9
414N &
PRECAST
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h' CCW_ BLAB W PRECAST
FIBEIVE6N OVER 6 CC.TIG DILL
ML VAPORBARRIER MADONRY FN04 OVER
OVER lOI9fE-iTZEAtED, cm CM BLOCK 6Y9 DOIELS
DELL Ld'P.ACTED FT11 MMIN LOCATIONS
O4 FO NDATIO1 PLAN
S-yJi: .• t•
GRADE
2 • S BARSJ .k-
WALL SECTION ® WINDOW: CMU-ONE STORYAcyFIBERGLASS
6411431" OVER
B-FELT OVER 1A6'
OABA on 102' COX
R-15 N61L- UDOD llamas
67RAPPFD AS SHOWN
ON 7I1106 LAYOUT
VU- DRYWALL DO P.T. OVER Do
CDR OVER 2X6
h' DRYWALL OVER IACICONT. ALLK DOpttlOvERTR-
S14M ATION LINTEL BLOM DY I -
5 BAR MASONRY
PINION OVER 94'
CONC. SLAB DY CM BLOCK Y 5DOUELS FIBER
MAN OVER 6 _ • 511OIN LOCATIONS ML
VAPOR BARRIER ON FOIIDATION PLAN OVER
TERMITE -TREATED. DELL
COMPACTED FILL" L A
WALL SECTION: CMU-ONE STORY-MONOUTHIC I%-
COG GLAB WT:®ERESN Sh' Cow- SLAB W*1BEw*S4 OVER
6 MI. VAPOR BARRIER AVER 6 ITS- VAPOR BARRIER OVER
TREATED COMPACTED FILL OVER TREATED COPPACIED FILL S
1.6 REBAR CONT. Cw
GRADE
t
f - ' •
a = E
X
THICKENED SLAB 2.5 BARS NON -
BEARING O MONOLITHIC SLAB -CMU ENTRY/CONC. PATIOS G ONE STORY Sh'
CONC. SLAB W ISEER'EGM OVOt
6 M VAPOR BARRIER OVER
TREATED COMPACTED FILL S'
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MONOLITHIC
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LOAD BWA MALL 1.
5 REBAR OONT.—% Sh'
COIC. BLAB DY FlolumaI
orTvR 6 rW
VAPOR BAfd1E7t OVER
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C40WACTM FILL S
T` — w .
IF. •'r•1 Z
DEPRESSED SLAB NONBEARING ® GARAGE HERD
RIWALL to114'
CONG SLAB AY
F45EP EDO OVER
6 MIL VAPOR
BARRIER _ OVERTERIM-
TREATED.
SELL COPACTED
FILL M
z D •
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A66 69DIGM OVER AY
FELT OvOt TAM• CBS CC>
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6LOFASCSA BY CONT. AL!!
t VBAED GOfIT VOL
Am HEADER LI
LEDSOTE711LB5E NOTED
04 PLAN ACOW
IM 2x
WOOD ST1ID6 • 16. or- W
611UCCO, ON MTL LATN OVER
B•FELT OVER
VI6' 2X
BOTTOM PLATE ON
S140 TWG OAA 2X4
CONT. BAND BOARD FLOOR
TRIM STRAPPED AS NOUN
ON TRIM LAYOUT LINTEL
BLOCK DYI -
5 BAR LINTEL
SCREEN HA&
ORY FNUN OVER
DU BLOCK CM
BLOCK WFD BAR • &
NOUN LOCATIONS
ON FOI
DATICN FTJN 31•
5 BAW 20* WALL
SECTION-® FILLED CELL -TWO STORY STEM
WALL - SINGLE UNTEL FIBER111"
aGNCiES OVER
B•FELT OVER 1A16'
OSD OR ' COX ul Co iTal&GE6 STRAPPED
AS GROAN ON
TRUES LAYOM R-
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2X6 EIBFASCIA W
COI. AR.WI VENTED
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4'-6' MAX OPENIMOA DAIBLE2X-
TOP PLATE VOL MO /FADER FOR WAY
MAX. OPD@Y- Mo. 2X
aom STIRS • 16' OG
W R-D b*WL 1/
6. 6111CCO ON MIL. LATH OVER
B• FELT OVER 116.
OBB, OR VY CDX 2X
BOMM PLATE ON
5A4' TIG PLYWOOD 2XA
CONT. BAND BOARD FLOOR
IR06 61RAPP£D AS &
ROAN O4 136166 LAYOUT OR
DTL NPANT. 1>6' OR D-
DRYWALL ALT. 2-STORY' ATTAAO 11ENT OVER
DO RDEa 16 DTL MOAN OVER
R-5 I WIN_ LINTEL BLOCK Wi • S BAR W
DW-m UNIT PRECAST AITN (V • 5 i-
VY COIL &LAB 01EN 6 FT OR GIEATER UMBERE&
N OVERPRECAST CONG SILL OVER
6 1ML VAPOR BARRIER
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FILL 7
BLOCK
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SECTION -FRAME OVER CMU: TWO STORY Gh'
CCHG &LAB DLfVX3MGR Ah' COG &LAB ALfIB-_ E61I 1-0' COG SLAB OVER
6 MIL VAPOR BARRIER OVER 6 1'0. VAPOR BAN4J7ffR W FEFAE6IN 3-5 REBAR OVERTREATEDCOMPACTEDFILLOVERTREATEDCOMPACTEDFILLOVEROE^ a A EACH MY 5
S COPAOW FILL GI
2! MCENT.
10' IO' S • 5 REDAR DEPRESSED
SLAB: BEARINGTHICKENED SLAB WSLAB WAIL.Ps1A ®
GARAGE: 2 STORY KY APORGH S GOA
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FOLINDATTON
SLAB NOTE, 5
V2' CONC. SLAB MIFIBM ESN OVER
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PN{ PBL CONPACTED TERM1 RESISTANT
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2' SYSTEM (TYP) O
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BAR Dy
COG FILLED TOP
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AftFDo yMLIBLE LINTEL @ GABLE 4I1
END DETAIL SHEET 04 t.
T: I " ELEVATIONS W ONLY _ FOUNDATION/
PLUMBING SCALE •
V4•- T-O• GU6
LINTEL If
FILLED W 1[ !
V5 GOT. 9
HOFIZ BAR VERiTCAL
REHAR
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F'L/W ulA
R BLOCK SINGLE COURSE LINTEL
CHAIR
BLOCK UNDER FRAME -1 UEFB]
ll® CBLS T1AT CANT A MPH EES
N ONCE FRe59IZE T - a PSF FTA1W
t" ALL04MI E TENSM 04 CDrE 15
25 PSL - ALJ. Sa T SIXTION
FR13P RTTES W M,
LLL . q&43 0TA93NARY STRIE ) M -
rd-1 AIL S - 1-ft21 aR • .1. O
USEe-0' IIL SPAICZ - - -4• CE 6'5 - L31 USE
V-W IORIL SPALIN - IDAr 1D 1 MX ME
U-Ir IORIL SPMCAG - W-W TD W CELDG FLAX A®
LIMB W TI IS fp1T. • q'-4. 1ST. W- 69 uNi
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ANCHORAGE TAPCON:
BLOCK TO EXT. FRAME SHEAR STRENGTH X
CONNECTION (TYP. SPACING)
TAPCON: 3/16. 0 12" 0
EXP. BOLT: 1/2' 0 48" 0.
SHEAR STRENGTH
ANCHOR ANCHOR LIGHTWEIGHT
CDIA. EMBEDMENT HOLLOW BLOCK
3/16" 1-1/2" 846 LBS.
1/4" 1075 LBS.
J-BOLT: 1/2" 0 48" O.C* TEST REPORT N 150-20068/
PROFESSIONAL SERVICE
INDUSTRIES,INC.SEE MFG. SPECS.
FOR BIT SIZES do TECHNICAL::
INFORMATION
EXPANSION BOLTS:
RAWLS
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.
DETAIL DENOTES PIPE
PASSING THROUGH
STEM WALL
DETAIL DENOTES PIPE
SLEEVE SHALL BE PASSING THROUGH FOOTING
GROUTED SOLI 2 SIZES LARGER THAN
AROUND PIPE;2b PIPE PASSING THROUGH SLEEVE SHALL BE
SLEEVE 2 SIZES LARGER THAN
PIPE PASSING THROUGH
THICKENED
SLAB UNDER
SEE FOUNDATION PLAN
FOR REBAR QUANTITY
05 REBAR WITHIN FOOTMG CONCRETE FOOTER
W/ 25" MIN. SPLICE OVERLAP (SEE FOUNDATION PLAN
FOR SIZE)
TYPICAL FOOTING DETAIL.
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ALL SIDES AND ENCLOSURE SW25SPACESHALLBEHOI0•
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ENGINEERING
51 AIK IWUKI-IA 1 IUN ax NK tnets ALeYIR n ,t,» 5Q FT. CALCULATIONS ""`
I ICi1T 9'-4' TiORS a MessaT ti ae»
LEN EW: II.-W bt FLOOR W50 IMFRISERS. 15 a l V2' EACH kd FLOOR 1274 +
E TREADS 14 ® ID* EACH I LEG D
TOTAL LMNG AREA 2124 TTMTM TE REM a B•-a AFF. Is W. d
LANAI e #
sswurse.e.+a•
NM ALL METEOR ONI.LBTOBE 3 W dra>•
n ZM2124STAIRn0060114nISENOIED. 1010°0"` °"'° O Of
OTIM 0 NOTE: EFVAIM'A•SHJNIRUNDETAIL (Aq" 410e9CALFHTS.
Sheet
NOTE, SEE STAIR DETAIL TOTAL
f 356SEE FOUNDATION PLAN FOR w a IIIII
auL IN
STIaClUtA _ SHEETS FILLED CELL LOCATION. ALL BTRUCIUtAL WOW HaEADER& FM
AMIT113NAL PA110 4D TO BE D016LE J• X IO' UIEBS •.JU N 4 2 CDN5TF&CTMN IWDRr1ATTDN. ) ALL SINUCIURAL HOOD HEADERS HOPED On&R00SE TO
BE DOUBLE J' X ID• uHLE59 A/C CLOSET DETAIL of TOTALAREA3FlbNOTEDOTNEI®116E WALE- I4••r-r CPr.
AC LOCATION sH-
a 1•
22/ -29) (•5N+-
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LOAD TABLE MODEL 2124
CAW TITYEQUIPMENT AKER CONDUCTOR
1 1 RANGE 40A 2/P S loom
2 1 DRYER 30A 2/P IV5 00
1 DISHOSHER 20A W a um
I ORATORO 20A VP a 540
I DTSIVGAL 20A W a 540
I I WASHER 20A VP 600
2 2 SHALL APFLW4CE 20A VP a 30M
b LIGNTNG 15A 11P W 5W5
1 1rDLE DOOR OPENER 15A VP T4 600
6FANS U) µ500
80-TOTAL (WATTS) 30j05
1 OL 10000 WAM AT WL 10fd00 WATTS
FBWOER 40; DJ52 WATTS
AC. 30M WATTS 30M WATTS
TOTAL 2152-240 WATTS
TOTAL LOAD AMS wn ATP5
SERVICE 511E BO AMPS
axe
CELM Fat F1INW6ID0
x
xo
M
A I IIII_ BD
0[-\+ 111
NOTE: SEE ATTACHED 14VAC FOR
CORRECT PLAN: PO NOT USE
WVAC LAYOUT ON THIS SWEET. I L
Orr. AC
no X \ ui,
NOTE. AR HA ER TO HAVE
MR OF 4• CLEARANCE ON
ALL SIDES AND O CLO' RE
SPACE SHALL BE MR 12'
WIDER THAN APPL4WCE
O-Wo
1!;t ELECTRICAL
SCALE • V4• . r-0•
one rv.TR
ENGINEERING1 / 0 SER CABLE uv IVr
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ROD 2124 RISER
DIAGRAM 150 A 4 WIRE SERVICE ,o 2124 PLUMBING RISER ELECTRICAL LEGEND
4 MKEC
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4-49GW2724- LINTEL SCHED. LINTEL
NO.
LENGTH TYPE COMMENTS L
1 17-4' 8FI6-19/IT ALLIED LINTEL. A-13 L
2 4'-&' 8FI6-0BAT' ALLIED LINTEL, A-3 L
3 4'-6' 8FI6-DRAT ALLIED LINTEL: A-3 L
4 1'-4• 8FI6-IBAT ALLIED LINTEL,A-5 L
5 4'$' 8FI6-OBAT ALLIED LINTEL: A-3 L
6 4'-b* 8F16-0BAT ALLIED LINTEL: A-3 L
l 1%. 8FI6-IBAT ALLIED LINTEL. A-5 L
8 4'-6• 8RF14-011i ALLIED LINTEL, A-3 L
9 4'-b• 8FI6-DRAT I.MPT. MSTR. BATH: ALLIED, A-3 LL.
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SECTIONS TYPE DESIGNATION yy
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L2
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1 I I°'t'I NOTE:
DOUBLE
LINTEL @GABLE ENGINEERING
END
DETAIL SHEET D4 d ELEVATIONS '
B' ONLY °• 4do "-
norm (W* Hawn e...•yam.e.tly, A
On ueu AMOM SMM n ann moat
a Noi rU m» 2724
LINTEL DIAG. sheet
SCALE:
N.T.S. Cade• •
r w ara
ma-0t JUN
4 A5 CR:
NOTES: CAST-CRETE SAFE LOAD TABLES
MATERIAL5 I FOR GRAVITY, UPLIFT & LATERAL LOADS
I. f'
2. f'
c precast Ihteb 9500 ql.
c prestressed IintOls 60100 P.I.
g, rc gout - 5000 psi M/ maxhlum 916' og agate.
4. Concrete mono" units (C+0 per ASTM 090 w/
minkn6m net area compressive strength 4 1900 psi.
5. Reba• provided in precast lintel per ASTM A615
6R60. Field reboi per ASTM A615 6R40 or 6R60.
b. Prestressinq strand per ASTM A416 grade210loomrefoxotion.
1. 1/32 Mire per ASTM A510.
6. Mortar per ASTM 6210 type M or S.
GENERAL NOTES
1. Provide full mortar head and bed pints.
2 Shave filled Itrntels as recgvred.
3. Installation of lintel must comply Moth the orchltectwoland/or structural d•ow".
4. Lintels ore molufactwed with 5-I/2' long notches of the ends
to occomrnodote varticol cell reinforcing old grout". All lintels meet or exceed Ll360 vertical deflection, except lintels5' ll'-4' and longer MIN a nominal Inelc+t of b' meet or exceed LAW.
6. Bottom Field added Tabor to be located of the bottomofthelintelcavity.
1. 1/32' diameter lore stirrups are welded to the bottom steel for
mechcrnlcol arc .0roge.
9 Gast-h-ploce concrote may be provided In composite lintel in lieu
of concrete mosonry units.
g Safe bad Toffs bored an rational design am" perAGI31aandAGl530
SAFE LOAD TABLE NOTE5
I. All values based on minlmmn 4' bearing. Exception. Safe bads for unfilled
lintels must be reduced toy 20% IF bearing length is less than 6-1/2--
Sofa loads for oil recessed lintels bored on W nomhol bearing.
2. MR. = Not Rated.
3. Safe loads are totol superimposed ollonable load on the section specified.
4. Sofe loads bored on grade 40 or grade 60 Field rebor.
S. Additional loterol load copocity can be obtol ned toy the designer by
providing oddlonal reinforced mosorry above Use precast lintel.
b. One 61 rebo' may be substituted for tno 65 rebars h b' lintels only. 1. The deskVw may evoluote concentrated loadlisa s fromesafeloadtables by colculoting
lie maximum resisting moment and shear at d-away from the Face of
support. b. For
carp09Re lintel heights not shown, use solo load from next lower height. 4. All
safe loads in units of pounds per linear Foot. 8" PRECAST'
W/ 2" RECESS DOOR U-LINTELS lM++ GRAVITY
LEN6TM TYPE
enhs s e 4'-4' (
52') PRECAST Mail D4 50•A 1•b2 444]4 Y1D4 6ee0 Nl7T 94a
4462 6412 1441 4416 IOe76 4'-6' (
54') PRECAST D51 T10] 27 9600 4467 5eA 6]M r702 N12
6412 1441 4416 10616 5'-8' (
bb') PRECAST 103 On Not We 2066 2366 9a15 Will IDe M624a1464126" SW 60en 5'-ID'
f101 PRECAST 1B5 7"' DOD
1444 M21 400 2D76 Ses] 11031 20A
M11 1 6412 6916 5PJ0 6441 6'-b' (
150') PRECAST 62] 40/ 1611 205 2516 9273 5672 45" 4p1 16T7
2455 4100 690 6m 6101 9D') PRECAST
606 161 i!
M 2252 M96 2451 24" 454 164 DTI
2124 1604 544] 6624 9D2 ol•-b'
AI61 PRECAST 311 m ee+ 1376 1 tom 154] Nl4 1DD6 olio 4D
1M 2rN 7616 SD 6 a9 8" PRECAST
W/ 2" RECESS DOOR U-LINTELS M++ UPLIFT
RAL TYPE EETl571/
4r6wrDOOM
eras
low 521PRECAST
0" eM 240 152601 4m2 4467 56" V2 V2 044 ISM2594solo140064e9O96by1') PRECASTIMC
1142 801
2511 9e1 901 4-56 55" b5b am wo 40
W96 56D7 4643 5+5D bb') PRECAST
4246 In2 I M 2421DO'A 966449a 701 Sa 424 1132
DIM 25" 2416 9605 4290 10.) PRECAST
e46- I13D 1142 2952 2465 SSW 4. M 4e4 bob 10" N40 66 2"s4f7 4106 PRECAST TTD
662 eD 2D42 a9 6107 nea two tte s
be Mel 2504 SOBS 90') PRECAST
6e6 64f 19a 161D 2260 279 1l04+1 66DOM Mpg
n6] 2225 2640 g16"42(607
116')
PRECAST
9=6 4•ADODAla 14A1701 614 9" 571
lean Ddl 1726 ODD REDUCE VALUE
BY 15% FOR GRADE 40 FIELD REBAR WRRICAME ENGINEERING
407)
7I4
Wiva fAL (467) 774 " O 6m
N14U NTAx=nC SMN47: R 22716 ono." 4
AIMED=. on,$ 8" PRECAST &
PRESTRESSED U-LINTELS 8" PRECAST & PRESTRESSED U-LINTELS GRAVITY IEINCIN
TTPE
errs 6re-
16 OMO.O 2'-1p'(
947 PRECAST 9166 MA 60" 15,26 W04 w412 IM6 230 5"
449 60M 7rM 4004 10412 1101 3'-6' (
42') PRECAST 5DD 901" 46" 6001 9e 6610 4Ml 91111,6
44900M 1326 W04 loan rpm 4'-0'(
46') PRECAST 2S,a 244e9461 4406 500 65D4 1956 2646 4413
60M 6 4004 w472 IM96 4'-b' (
54') PRECAST 1651 . 7 NO 26M 3405 41M1 4646 96" 21`10
40" 60" 1=0 W04 10412 4666 5'-4' (
64') PRECAST 118+ ea moo Npn 25111 2626 Was 9046 Was MW
wn 6046 swo 6424 3-6 5'-10'(
70') PRECAST q72 1o" 414 4 2904 M s151 MM 2464
0411 54M 4457 5260 a = b'-b'
f76')PRECAST 937 IaD 2101 5261 2746 Oise a" 45E5 120 2101
9046 5260 1154 boo 6640 1•-7' (
9O1) PRECAST 161 1024 N9 2960 1"41 2494 2eb6 92 260 9&M 9n6 6617 9041 9'-4' (
112') PRECAST 573 WM 1210 M62 194 20" able 25"
3464 40e0 st]7 IO'-6Y1261
PRECAST 11a V3 1122 1926 N63 456 T46285e142w2T74stso2404PRECAST19"
904
296 flO 231D65 445 166424M5155404412'-0Y144')
PRECAST 414 1>H
NM 1014 IS10 ID16 a54 wo
2211 2652 MW 13'-4'
A601 PRECAST 562 471 726 10ab M a96 1a4 Moe 46S 146
1076 Isola 1e59 1 2945 2420 14'-0Ylbb')
PRECAST 9M OM 4M 1M0 W2 1001 ILO jam 495
WO 10015 OW rT14 2W 26" I••-b'
A167 PROS NA lit Ni IR IR lit R lit bD 1"
1310 2045 26w Saes 51" IS'-4'
AD4') PACE NA 1R let Na NR Dial Mt 1R 42e 6S1
Ia0 NS6 2"0 2MD 94w IT-1' (
20D')PREa N R. 1a 1st
1R DID; lot lot 1R 9w SBO
4Sa 1400 111 D 2200 2600 14'-4- (
252')PRCS MR. Nt lit
Nit IR lit I lit IR 240 400
150 Done 1400 112D 2050 2r-4• (
256')PRr9 NR lot lit
let HI lit Nt Nt 165 990
6w 440 040 Ilea M10 2Y-0'(
2617PRC;• NA lit lit lit 111 lit IR lit we Soso
510 610 two 1660 Moo 24•-07266•)
PRES MR. lit 1R
In IR lit 1R 1R go 240
410 720 wSO 155D low ICMC-.C-
M UPLIFT LATE LEN6T11 ere-
ff
ere+r xr47 and am ere- ere- t 2'-IOIW)
PRECAST 2M 2616
101 Se92 0964 1611 40M 2021 27" 276454D1Done64M76506es120213'' (42)
PRECAST 11M 22M
5L0 2 42M 5214 6204 7M2 1257 M65 22154Ia1606110561251PRECAST1616
M04 16D1 56W 43e2 SD67 6245 936 076 1$ 7W 95M 4422 5264 61w 936 4--6-
1"') PRECAST N60 n62 a07 9a7 ow lei a 721 0
1w52455OnoMD46MSwb1215 -4' (
wy PRECAST IS4D• 1464 110 2W Ip1S 010 646 505 505 ao N5120902070s2o6+20 43," 5'-10'
f10') PRECAST l772• 51 l90 2ws 90" 9665 4241 41b 416 1272 1300924W3610ADD1S1b'-b' (
76) PRECAST 11M' 1200 ran2250 77" 3240 S612 107 061 6M 1162
1664 2142 270e 52tb 9712 1--6- (
ol0-) PRECAST 4Y1• 412 149 MM 2554 21n1 5240 5ql b5l 440 w241+60 MD7 ail M7 S2+S 9'-4' (
112') PRECAST Od' 60 480 12M Me 052 2l 454 sole 001 195IMeIolaMU2711269+ 10'-6Y126')
PRECAST ea 1.131 3q6493
T6 Ol. 1M4 864 MI 2034 25M 11'-4' (
136') PRECAST Des• 494 646 bom 1106 1304 1515 363 556 6"90040S124e45lens2MD12'-OY144•)
PRECAST 400 651 as 1004 1106 1512 340 444 651 466DO02041314nth2066I3'-4'(
16O') PRECAST 940 932 666 bon 441 65b 502 346
S79 p460210iO4061N319M714'-0YIbD7
PRECAST 400' lob443 bw Tlb 422 1o" 266 360 540 M62447] 1254 067 ID & M•-6'
A7e•) PRES 245 29S 4" SO 724 051 490 NR 357 2+D9525621162156IMIIns2IB'-41'(
164')PRCS 22D 716
490 1 W5eDen0l H.
R.
1931I7b27l 7D]
D75745--
2 141 I= also I66 iDD'ARES
IDD 196
M1 M 561 610 N Ft-
255It'-4' 166216+4I 6M 674 1121 1e47M496a16+01741 1241''--
44-•(2S2')PAE4 DOS 294 S 569
4a
sw
402
7%
440
9e77a1e1 NR20
4 256•)PRES
6" 502 qo e 556
e l
s9
DO Ili 22'-0T2647
E 943 Mb 43 a 9SD2l
24'-0f2D6')P1ff5 127 I 29n MR. 135 124 too24DOpp936660assREDUCEVALUE
BY 25% FOR GRADE 40 FIELD REBARI tinTrc• I
ALLIED LINTEL TABLES MATERIALS 4
INSTALLATION I. rebar
In precast lintel 6R60 per ASTM A615 2. rebo-
in poured boom a5R40 per ASTM A615 3. Fin
for precast lintels s4000p5i 4 F'
c for field concrete •5000ps1 S. concrete
mono" units per ASTM C-90 mortar per
AST" 6210 462s M or 5 6. wicuWtlonsby: Richard 6 Nsrnlan, PP, Rhddie-lie•
man Engineering Inc.. 1. shore
all composite Intels 4- Of- S. all
composite beams calculated math 105 in top
6f boon 4. soleFoodsbasedonnominal b' bearing 4' m1111MA ). 10. all
bode shorn in pounds per moor Foot 11. forlangthesnotlistedIrenextlorelengthFor
sole load FIELD REBAR
9GR40 C11U.
J
Q
4CONCRETEFILL Wa d
FIELD
REBAR
5 CPR
40 h r
1-
5/
0-ACTUAL ALLIED GRAVITY
SAFE LOAD TABLE FOR 8" CONCRETE "U" LINTELS LINTEL NO.
LENGTH UNFILLED IFILLEdD FILLED FILLED FI LED FILLEDX24- FILLED TILLED A-1
2'10' 6544 6251 10125 12000 12000 12000 12000 12000 A-2
3'6' 363b 365b 5231 6552 11440 12000 12000 12000 A-3
4'6' Will M14 3961 4616 6166 1264 6601 gg24 A-4
5-10' 1126 1060 1610 2463 3336 3915 4631 5350 A-5
116' q02 1056 1644 2542 32g4 4024 4140 5522 A-6
9.4- 656 636 1112 1554 19g4 2436 2gO2 3346 A-1
1016' 469 463 841 1170 1522 1651 2211 2556 A-6
1114' 502 612 1125 1530 2002 2455 2ol31 33BA A-01
12•c' 4214bb 900 1224 1604 146b 23W 2121 A-10
13.4' 9q941q T14 10553 1561 1692 2024 2341 A-11
1410' 342 313 b90 93b 1253 1510 Ib08 2041 A-12
14•b' 90b 334 616 642 1106 1352 1624 161"1 A-13
11.4• 212 285 436 611 60b 966 lice 13b0 A-14
Iq'4• 290 345 4q6 850 1136 1406 1696 Ig60 A-15
20.0- 225 565 AIDS 164 1052 1300 1570 1631 ALLIED UPUFT
AND LATERAL SAFE LOADS FOR 8" CONCRETE "U" LINTELS LINTEL N0.
EL NGTH e'xe' uNFILLED e'xe' FILLED e'xIY FILLED a'xle' FILLED a'x20" TILLED e'x24' FILLED e'x2e' rILLED 8'x32' TILLED LATERALLOAD axe TILLEDA-1
210' 30gb 5150 9M4 10000 10000 10000 10000 10000 440b A-2
5.6' 0351616 5445 10000 10000 10000 10000 10000 25g2 A-3
4'6' 1016 1051 4224 5900 6209 4440 10000 10000 1415 A-4
510' 515 603 2360 5319 4300 5903 blbb 1645 177 A-5
1'b' 545 310 1421 lglb 2552 5514 9661 4600 661 A-b
q'4' 226 252 434 1.1,16 665 212" 2542 2441 423 A-1
1016' lD5 2011 156 104q 1341 1662 1 2025 2547 324 A-8
11'4' 309353 652 ql7 1170 1452 1751 20 451 A-41
126' 241 262 615 160 q91 1232 1464R62 51
A-
10
15.4• 253 253 510 103 bq2 1104 1903 20 A-11
1410' 225 524 475 652 624 1026 119 A-12
14'6' loll 216 442 6O9 164 ol5S 1106262 A-13
11'4' 145258 351 463 605 155 c42 165 A-14
14W 164 214 906 420 525 65.1 715 213 A-15
2010' 114 209 296 405 504 630 660 166 Mb sIj f
CAI
t
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r
e66.
v.
e1-- cdh.ck.d wn 1ool
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09-
22-
01 Sh66 1 A5.
1
of:
1#2' STRAJOWCOUPLNO
V2' 1:SiEADm
ROD
V2• X A' AB,
32' OUC
ry.
ALTERNATE 2-STORY
ATTACHMENT(BLOCK D)
841Efl¢
VJ*61 R
COLIPLM
ROD 32. OK
2jo' en -
ALTERNATE 2-STORY
ATTACHWENT(WOOD/WOOD)
r2) DA FDST
m D-SWAFS
40-0-0
FLOOR & ROOF TRUSS LAYOUT 'B'
ILT.S.
IM, O'ba
SNEAT14T46
2X4 BOTTOM PLATE
4' FLTBIOOD
2X4 BAND BOARD
R.0 R TiEIl9 M FOOT eTRAPP
MISS ANCHOR ON lot AND Ad FLIT FLAIis
PER Take PLAN FlMMT1C R UVALDft MAY BE 81Ee1IlUTED
U BLOCK IV FOR NIII DNAL DESVl4ATILT4Y 1'
S BAR BASED
ON 1""0144L DEBK44 BPECFILATIMS SWAP
FOR
mom CGTBTaic"Ohl FROM 4""
AND SPSOS - TROOROlakeSTRAP
TIE EVERT' bd TABLE
Ale - LATK
4 ERAL LOADDESVALWWSTIRCON ECTM
FLOOR MR. - — - - Take to bd
rtoOR stub od loo' BLOCK TO 2ND.
STORY STRAPPING 4 0 c
4
II43-
0
8-
4-0 20-8.0 40-" FLOOR & ROOF
TRUSS
LAYOUT 'B' N.T.S.
NOTE- SEE TIWSS
MG.'S ENG14EERNG AND ' ' LAYCWS FOR TRL55-
T0-TlaM CONNECTORS MM V USE (
V
TYPEC' (OR B2016AlYu1BLE T1E) FOR /akS t0 PRATE STALL ORBEAM
CO4NEL11C14 U41.EAS NOTED OT49aU9E f W40J 2) USE (V
TYPE •A' (OR MIEFin4ANGABLB TIE) FOR MOO t0 BLOCK LDECOWsr0swJil-seu r
TEii7R ALL JOIST IWYER 4)EDMS 211 K i
V4• PA. ELODE CAN IIAL 10 FAWIM JACK TO 14P GP4DEt RIB) 5)
GABLE TakeES qEO M (V TYPE 'A• OR (V TYPE 'C' STRAP At 48' OTC FFICM CMMMR OF
T1akS. A) ALL STUDS BELQU GIRDER
MOMS SMALL BE ETTI-M OCIAMCTED w 8eP604 6P4STRAPSTOP
AND BOTTOM 84 ADDITION TO OflBt STRAPP84G ON PLAA SBRARLY. 4X4
POSTS MOM (2A4W41 O4 EAC14 BID. 4X& FOOTS REMW (!>
SPtti 04 BAC14 00. V BOTWM NALP OF "ft*
TRUSSMAPS SMALL BE OTHER TEATLY SRAPP® t4DER DOLM" TOP PLATE
OR WATLY FAMEMM TO SERMALOR SSWID POSTOR DEPENDOO ON
ALIC*"MOF GGWMM ANDOU ENGINEERING vq n.wao) liuc
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TThM)T mew • woolull RI 4Mf JUN
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t• BRACM WOUR39M
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N N4
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t' ptAGE
W OHO' - 4W 4JS' - ti'-0' v-cr - iw B'-0' - ow
24• 41-0' 4'-0' - 6-• W-W - 0'-W IV-W - IT-w
t' BRACE TO DO9O AT LEAST
Wk OP HET LENGTH TOM TABLE)
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It "a t4) TOOV OF Tialmn
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TACIM dN Nd WD&AL&—/
TA P.T. LE
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PRO"EA END TYPICAL
ATtAONDd 7P *d TOBA4GY~
P&" 10 LL PION *
AM AV !'-
O' OG _) Hr4
ORTYMLL ILL SECT
I ON DOUBLE TE A
i'
BRO92 PM DABm AT LEAbT TOIL CP EED LBIClIT ppT
O A Ofl<lCR 214 s,ocToo • 4C OII CIO NAM aFBCB&OR 11I1B& Al BLOOmme • w oG Op
r" T tb ®! OTM CLYN01& AJTAQI 70 LBB& OM CttlIEA& BRACT: QNodIIAL& A TACTdIWH4 3 CFNod NASA -••pL dod IIAL& w—
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om
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SECTI'.
lawG &„" t. ON
D
A< m- SECT ION DWLE %*
NFOCE DBTAL 1N•
O!B OR
VPCox U4
DIAA BRACE • 4&' oc m ,
DAYS Eo OASLE
TOM IBd
ILL& . 4• OG DOUBLE
LINTEL - OAMA 04C, j
d N 9 N EACH COUNLE VP
X tt IMPOR ANCHORS
10' OTC N %
VENT. em OEM
POUNDATOHH PLAN MR
EXACT LOCATVw 1U6'
OBB OR
VP Cox Ld
DLO` BRACE - 4&• O4 d (
4) W dH4" • EA END POST
UP BAT& GABLE
TOM TRAP
TYPE 9' 46•
AW rod NA" 4.
O.Gow
144" • 4. Or_ d0
KKAPU" d KM
TIM
HUD& • M' O!G d aw
BLOCTOG . fm SPAN n000
HRAr" EAU!) GABLE
QQ BRACING CjETA LOO !
P® oO M% IEAN OALL WONT UP TO 2O-0' GABLE
END BRACM DETA HIED &.
m HBO % Mm U&L NEO R IP To !O'-d' fJ
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BRACES - 4•-0' bw C. ATTACH N Ne101044 & BE14 9, ENGINEERINGm Or- ATTAM A) Ild TOBIABa t4Y ow Tad HA" ('N1 M- 00T od
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F.S. WL DOUBLE LOBEL • GABLE BOOrN-DNEACMCOURSEyDNyy,L ,gi d" CLEM 2.4
TOP PLATSVSRT. BAR OCRPLAN
FOR LOCATION) 6I1 TYPICAL GABLE
ATTACHMENT TYPICAL GABLE ATTACHMENT JUN 1 TO CONCRETE
END VALL TO WOOD FRAMING END WALL e j2 tM UN
N&TATAAIIM M N A XXTICN To NM TIN NTRALLATIM ! INAOMM-N 10 / V • BRA;W
14120MISIM Q TNO& MMFACItNER BRACM INEQUIROMMIS CP 114M MNYMCTEOR
STRAFPIN& SGHEI;ULE - SIMPSON
GYM CODE DESCRIPTION L 5TNGCOMPLIANGE FASTENERS
N LOADSDFL/SYPa UPLIFT
MAX SPF
A MEW CONCRETE STRAP SBCCI 9603 1 I 14-10dx1.5" 2 I 10-16d 1500 1495
B H5 HURRICANE CLIP NER 393,422,432 4-8d, 4-8d 1485 455 265
C MTS16 TWIST TIE NER 413 14-1.Od 3116 1000 860
D LSTA30 STRAP TIE NER 413 443 22-10d 1670 1670
E HUS26 SINGLE FACE MOUNT HANGER NER 393 14-16d & 6— 16d 10000 1550 1110
F HUS26-2 DOUBLE FACE MOUNT HANGER NER 393 4-16d & 4-16d 8033 1080 775
ML MBHA3.56 7.25 MASONRU HANGER 8" SBCCI 9603 18-10d 2 ATR 3 40 x 8" 5955 1885 1355
MH MBHA3.56 9.25 MASONRY HANGER 9.25 SBCCI 9603 14-10d 2 ATR 34"0 x 8" 6050 3145 2260
MG MBHA3.56 11.25 MASONRY HANGER 12" SBCCI 9603 14-10, 2 ATR 3 4"0 x 8" 6050 3145 2260
0 HD8A HOLDOWN TO 3" WOOD NER 393,469 3 7 8" 0 A.B. 28667 6465 4650
Q
R
SP4
SP6
TOP PLAT ANCHORS 4X
TOP PLATE ANCHOR 6X
NER 432,443,499
NER 432,443 499
6-10d x 1.5"
6-10d x 1.5"
2917
2917
735
735
530
530
X HGT-2 HEAVY GIRDER TIE DOWN NER 432 8-10d & 3 4"0 or LBP 5 8"0 28333 8665 6485
AA BC4 POST ANCHOR & CAP 4x4 NER 421 3-16d & 3-16d 3100 980 700
BB BC6 POST ANCHOR & CAP 6x6 NER 421 6-16d & 6-16d 4700 1050 750
CC
GG
II
BC46
HTS20
HD2A
POST ANCHOR &-CAP 4x6
HEAVY TWIST TIE
HOLDOWN TO 3" WOOD
NER 421
NER 413
NER 393,469
6-16d & 3-16d
24-10d x 1.5
2 5 8"0 "
3100
4430
12150
980
1450
12775
700
1245
2000
MM HETA20 HEAVY CONCRETE STRAP NER 393,469 1 I 14-10dx1.5 2 I 14-10d 1735 1495
LL IHHETA20 I CONCRETE STRAP INER 393,469 1 I .17-10dx1.5", 2 I 15-16d 2130 1860
00 1 MTT28B HOLDDOWN NER 393,432 24-16d AND 5 8" OR 3 4" DIA A 4455 4455
N
ti
N
J
0
m
r 1
dow,w*N
dM— W. Aare
dmde0 W. Ww
dre 01.M.01
sheet
I&KR1CAME JUN
ENGINEERING AG. con n.- m oft (an 776-am
rr sat etas atroa ao ft a m s
UOM A AVVA= rq ems
F
PROVDE 2)(4 BLOCKWA N THE
F8Z5T TaIUFI FWIIOG SPACES At 48' OG R13W4DERi0BEBLOCQEDAT >6' OG OR RAT RAN.
a FASTBH FLOOR SEATING TO FRACND ./ Sd CO'I'10H8 OR Sd RIOT DE'PEOI GALVANIC NALS
At TE FOLLOISn SPAC & lw W 10-ASd
U 6. ON CENTER: AT ALL PANEL EDGE FRAM U NALS • STALL
Q' OH CEWER AT ALL NTERMSPIATE FRAISO STDB AND
MEADM
V STRAP
6 OTMI
a ifraVa • Aft- A/C MAX. N FIRST THM
FRmoo SPACES I IS' Or- THEREFORE
FLOOR BRACING AT ENDWALLS
F A BLOCKED DIAPHRAGM ZONE 15 GALL E0 FORON ROOF
PLAN PROVIDE 2x4 BLOCKING . ALL PLYVIOCD PANEL EDCCES H
WILE • 4' OG FOR BLCCA7ED DUIPIRA'SM ZONE
Sd MALS AT 6' Or- OR
sgw2llm
OG OR EQWLNALEW
P146'TATICpM8TATIG MAIL AT
RI® EorEs SFF ORTED ECG#S Arm
ADD D' OGQ• OG FJELD TOR OIIaER
Dm AREASAREA6 OF ROOF - ---• - _
I M• OSB SHEATH NG
OR VY CDX TYP.. .
4'- V
4•-O'
RSN
ROOF SHEATHING NAILING PATTERN DETAIL
tS_pTEDAS
ON
TRUSS LAYOUT
AT KIDS
IS' OG. SPACE.
FOR 1WFRNS I
am
Doaric`
BROLLIS E•TP. --
32. OlC I
9 FRAMING & STRAPPING INTER. BRG. WALL
WOODe1RAPPEDAS 61JOIM
ON 1RSIS8 LAYOUT _
2) 2X- TOP PLATF-
oRDBLW
HEADER)
XID
FOR 5'-9'
3X-, BLOC NO.
AT MID -SPAN
Ib• Or- ST P SPACDO
FOR M. BRG. ERNE 014LL
III'
u_1iIIll ii___ 1
N.E'C G4A•F.VR a...wc.
SC MMI E FOR T008
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DOW E TOP PLATE
TVH6' Of OR ODx
EXTERIOR SIEATHINO
HALED W Wd GALV.
4. Or- EDGES AND
D' OL. FIELD
2x4 P.T. WALL STIR IV
3) VY DIA ANCHOR
BC.TS TO BLOCC
VY MA. C ANCHOR BOLtB
E1T0ED 6• MIL NTO FOIOATIOH
D YhO9N6. 01481HFJb LOCw1
MWH 6ELGEO EM END 1"'Or-
MAX
b• m I0-0d MAILS • BOTTOM 2x4 P.T. BOTTOM PLATE
OF ItAL.L I HEADER STUD
TYPICAL FRAMING AND CONNECTIONS FOR OPENINGS
4- 2-2X4 TOP PLATE
m1DTi01 A& law LAYQIT
T
PLATE ANCHOR
EVERY COWER
I BOTTOI)-
CHU
T
amMESS pecAmt FENTB APPLY
tm CADQW DOOR
towACTIIER'S FAST906
S:THOD to NOT SPECIFIED.
PT E[ C FOR •`x' AND
U R% INSALTTALLATION
21 ALL abort ft" MHST BE FULL
IDTM OF SASH
UINSTALL NIS• OIAETER SELF TAPPINGOONC. ANCHORS Er.W (W NOES MAXFROMENDSAND24. ON COWER IIANLW1V4' MN EMBED. MO BLOCK
FASTEN IENDOIIDOOR TO PT BUCKS
Fot MAN FACTSTERB INSTALLATION
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TYPICAL BLOCK 'OPENING DETAIL
KW FRAMING STRAPPING N W R CMU 1'FOR PT 0= FASMNM AND 35 POF RATING) (WO/03)
P.T. JX& W In' DWi •J' BOLTS * 48'
7A6. 099. SHEAl1ONG
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6 -
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DPAMSICI BOLT
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0 FRAMMG - 2 STORY FRAMIKs PLATE ANCHOR
EVERY
COO• V16. 000 OR VP COX EVERY Comm STIR (
T r.)) SLI1B EHPANSICN BOLT uu.
EXTERIOR WALL ANCHOP.40e 24'
O4 .Ews SHEATHING NAILING IBWD FRAMING do
STRAPPING INTER. BRG. WALL 0 DOOR PATTERN DETAIL 0 PLATE TOM
PRE ENGINEEREDWOOD
FLOOR TRUSS
24. OG MAX -
TOP RATE-kE
2x- AT I
P.T. 2Xb
W14' DAST. 'J' BOLTS
4W MAX. W
61 SCALE, MTS. 1
HAS. INTO
2 MA" NTO TOP PLATE r
TOP PLATE GENERAL NOTES GENERAL
L IJVF
LOADS.
ROOF+ Wpa FLOOR
AW *TAM 4CW 2. WIND SPEED
009pti 3- g-Ns 3. ALLMOM
TO BE N ACCORDANCE UM TE F.SC- f00H CMAPTERE. 4. ONLTI IRRIEN
CHANGES APPROVED BY TIE EWINEER SMALL BE PEATRIED. CONCRETE : L ALL -
C '
TO BE N STRICT ACCORDANCE L"M THEACI 3M f. m DENS"
ColE7" ALL CoONCREIS TYPE
I PORILAND CEMENT. (ASTM C BO) C0WPZA61VE 61REHGTM • 29DAYSSMALLBE25"Pal FOR ease aD roonre
AID3000 p1 E.SEOHEREMOW MIA>QIST.A
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ED
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E CCONC%'
TE
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CHLORIDE -
NOW 3.
PROVIDE NORMAL
SEYsMT AGGREGATES N COMPLIANCE WITH THE REQIREMEWS OF AST" C
33. 4. FOEfdESN FOR
SLAB TO SEAT A PAWOF lS LOG/YARD. FOUNDATIONS : L Foo"
a
DEW.A BASED ONM inum AN L OQW E SOS. BEARNG PRESSURE OF 2000 plr. X P FOOTINGELEVATIONOCCURSNDOURBED)NSTABLE OR "MAKE 11E EN68EER SMALL
Be NOTIFIED AND NECESSARY APAOTMEIM BE MADE PER HIS WTR11= 01L'. 3. PREPARATION OPTESLB040DETOFOLLOVRECAT¢OATIC10 AS OUTLINED 0. THE CEDIEC
IWX It",S- 4. STEPS N
SHALL FOOISGA SWU.L NOT DtCEED A SLOPE OF N VERTICAL
TO (2) HORIZONTAL S. CAUTION SMALL
BE USM OEM OPERATING VIBRATORY CCPACi1CN EQUFFEMT NEAR 005TNG STRIGTIRFA TOAVOIDTHERISKOFDAMAGETOTHESTRUCTUIi£ MA nT.IGY .
L DEMC MATERIAL
AND SCRlQ'HANSMO' SHALL BE N ACCORDANCE MTN THE AC STANDARD BIIILDNG CODE RECRURFJEXISFORCONICETEMA9ORYSTRUCTURE8ACI5301AC530J2. CELLS NDHCATiD
TO BE FILLED SMALL BE GROUTED MIM 3000 P84 CONCRETE (S• TO W SLUMP) 3. PROVIDE 25•
LAP FOR ST EEL . ALL LOCATION& 4. ALL Cla .
b ADJACENT TO LOANERS. END OF BEAR SW.L6 AND UNDER CCMCEMRATED LOADS SHALL COWAN VERTICALRE%f;ORCM AND SHALL BE FILLED GAIM CONCETE 5. COHCpETE BLOCGS
SMALL COWOM TO AST" CA0 (20 DAY STRE .TN 2000 psi) (1!•04O psU LAID N RUNMW.
BOO. 6. MORTAR SMALL
BE TYPE M t ALL RE -
BARS SHALL BE GRADE 40 UILM WHO. WOOD: L ALL
SOOD
FRAMNO AND PRE-ENCAM34ED WOOD TRUSSES SHALL BE DESIG44E'>. OETALED AND FABRICATED N ACCORDANCE ONTHEPROCEDURESANDREQUIEMENT& OiMNED N THE LAMP EDITION OF THE NATIONALOESMSPECOVATONSFORWOODCON6TRUGT1CltTIEWOOD =Wn
SMALL BE SIZED AND DETALLED TO FIT THE DI EMSIO1S AND LOADS NDICATM. ALL OE&105N SMALLBENAOCODACEOMALLOWABI= V-A-Lt 6 T14EBULONSCOPE. DESIGN SECTIONASShWED AND APPROVED PROPERHES KINSSEALEDA
LICDDSAED
PROFESSIONAL BEMEER
ARE 10 BE &A A "E D 10 TE ENGNEERFOR APPROVAL. BY OMD BHOYRDTOEFRTRUSS LN FACnlER SMALL FROVDE
SIATEMEW THATTRUSSES ARE BRACED DLlaW. UPLFT COMPIT10M 4. FOR SIRSICTRALPROVIDETEFOLLDIIYGRADE
AO SPECIES . SOUTIaERH PSE SUIRFACE DRY USEDAT M MAXMGGRADENO2ORSMUCEPOWFIRSOUTHGRADENO2SPROVIDEGALVANIZEDMETAL MANGERS AID
FP-41 G
ANCHORS OF TIE NZE AND TYPE IECOM47OmBY TE MANFALTIiER FOR EACH USE NCLU DNGRECOMMENDEDNALS. (IUd- ES COMECC OR EQMA191T! 6. ALL BOLTS USED FOR WOODLON&MICT10N SWLL
BE A MNMIT OF IR' DIAMETER AND 6• N LENGTH (ASTT A-3OU MIN MIL I W D41MHASHERUN.O. t PROVIDE iJLHM1IJG MBSERS CF SAS ANO OFSPACINGS &
IWIL OR F MOT SHIOISA COMFLY MTM LFITDCi STND HEAGIHT6 CHART. DO NOR SPLICE STT.ICTRALMB'BER9 BETIEBH SUPPORM S. ANCHOR AND NALNG AS SHWM AND TO COMPLY
OM TE FEL4r?F3IDED MALW. SCHEDULE PROM TE STANDARD BULDIG LODE• LATEST ED"IOL S ROOF
SHEATHING_ TA6. 000 OR 112• CDX SEE
DRAWINGS FOR HALING
PATTERNS. VERIFICATION OF FIELD CONDITIONS
L CONTRALtOR SHALL VERIFY ALL
FIELD LODBIOHB AND D8/
Btl1ON5 RELATIVE TO SAS. 04M TAM WON G.O ME DRAmblak ID1T10ND SW.LETgM
LEDWToARcsFiELDmcir•
SEAT AIDDIONANELE& RYN ADAZIMENTSBADE PER"
HN5IISOTICH3. 2. FORANCHOR BOLTS
USE NICHES OR
EGWALEW (A-36
OR A-301 SIM) 3. PROVIDE 2x4 BLOCKHM ON ALL SIDES OF THE RIDGE
VEWS RUIN ad NAILS At 4• CH 0E WER 5PAC1HG DrANEEREP FLLOOORR immas . 24* oc, MAX FTOtAME BOTTOMT PLATE
CWAM CMATICHIORAGE32• oc TOBHAL TRUSS
TO
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BEARMC WALL W/ NO UPLIFT
N pTOPPLATE1ROWOFD" BLOC NO U DETAIL : TYP.
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u
SAPME M04CET
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HANDRAIL
TO WALL
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FIM TR196 STRAPS TO PEAT. TAFC06 TO CM
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IN RIOR CHIMNEY H
ICp INTERIOR CHIMNEY DETAILS
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AND C E TREAD, EXCLUSIVE
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i NULL BE NO LESS, TLW I - NOR EXCEED 35'
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SIDE (TTP)
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2x12 STAIR SW&rkR
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IXI& RISER BACKING STAIR TREAD
yr IameNLL
m 00A
OAIl 2w12 STAIR
Ip AT I 26TA BiRSYsER
o. 2X 6TID WALL
Opp 2X4 6TRDC"R
il• OR1011L svO LEDGER
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ALoaalmNSIAUA+IwL
DETAIL: STAIR TREAD a WALL
THE KSGED FLLED CELLS CLAN BE REPAIRED
BT EPDXY GROUIT)1G (V 5 REBAR (SEE EPDXY
PROPERTE& AIO SpECFICaT10)JO • CQ1c7ESIVE
LIOJO LPL OR EGIM.= •) WO BOW BEAM
Alm WO t E FOOTIYs FOR ALL FILLED CSLLBBNOON
ON PLA118 BUT NOT FLLLED N IE RELD PROVIDE &•
Pft EPUED. AND U4.1 ROLE WO BOTHTHEBOZOBEAMAND11EFCOTI4iTOP
OF BOO BEAM 24• AT
b• 21• O rr
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5 COW. PROVIDE (
V 5 AT 4S• OC.
VERT. AND (»5 BELOW
EA POST ROVWW
IDELOCATION FILL ALL CELL&
OTM 2900 PSI CONC,
ALTEW"TE MOO"
N FWD. Fit
LED N
5 VE3TTIGAL 0• CTTi! WALL BRACE DM9WR SIDE OF
WALL CIRl1Ci CO
PAC110N OF INS AREA
5 - 4W Or - EPDXY
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FOOIfG AND TOP OP FOOTER BEAMIY6• KX COW.
AS NO1F
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2) NUrAE6 RT22112 (2930Lb. max UPLIFT) or PROVIDE OPEN
HEAD DEA.
AT EN• Or - FOR (2)
6ET1C.
0 AD6-2 (3412Lb. max UPLIFT). WEEPS SLOPING.
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FOR T DAYS AFTER !+M • r-0• PATIO SLAB
0 POU NED 0 :
TRUSS 63D'dmmm* 2-SIMPSON LSTA30
2-SIMPSON LSTA30 /'TRUSs TO POST
2-2X4 TOP PLATE TYP 4X6 POST
2-2X4 SYP POST SIMPSON M6T WITH 5/6'
VIA EXPANSION BOLT
WITH 5' MINIMUM EMBEDMENT
51HP50H MM&B TO 2-2X4 P05T
WITH 5/B' VIA THREADED ROD /3/4' T46 SUBFLOOR
2X4 BOTTOM PLATE TYP
16' DEEP FLOOR TRUSS
5/b' VIA THREADED ROD
EPDXIED TO BOND BEAM 2-SIMPSON LSTA30
YW MIN EMBEDMENT TRU55 TO POST
SIMPSON MTT2bB
b' BLOCK WALL
2-SIMPSON MM65
BACK TO BACK
SEE FOUNDATION PL
FOR FOOTER SIZES
SIMPSON MTT2bB
TRUSS C710 allswo
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2-51MP50N MT51b
TRU55 TO POST SIMPSON MTSI& WITH
4 - 3/Ib' VIA TAPCON5
2-4X6 POSTS CONNECTED TO BLOCK.
WITH 3 - 3/4' DIA THRU-BOLTS
WITH 2"X2'XI/b' SC,T WASHERS
5/b' VIA EXPANSION
BOLTS WITH b' MINIMUM
EMBEDMENT
TRU55F.5 65 ANC G 1 M GONNEGTOR5 NTS
HANDRAIL TO HAVE A CIRCULAR
CROSS SECTION DIAMETER BETWEEN
1 1/2" TO 2", OR TO PROVIDE GROSS
SECTION- WITH EQUIVALENT
6RASPABILITY PERFORMANCE
REFER TO FLOOR PLAN FOR STAIR
SECTION SPECIFIC TO THIS MODEL
SUM OF (2) MISERS
PLUS (1) TREAM MUST
EQUAL 2411 TO 25"
t-
W to
r IX RISER4:22XI2 TREAD
Q i
L
Q m ATTAG
STRI NC
ATTACH TREAD TO
STRINGER YV/(3)IOd
2XI2 STRINGERS AT SIDES AND CENTER OF / ISTAIRSYV/ 2X4 SPACER AT SIDEYVALLS. ATTACH TOTAL STAIR RUN
SPACER TO EACH STUD WITH (2)I0d NAILS MIN TREAD = W EXCLUSIVE OF NOSING
5/4" SUB -FLOOR
FLOOR TRUSS
2X5 STAIR LEDGER
CONNECTED TO FLOOR
TRUSS YV/ IOd NAILS
AT b" O.G.
TAGH EACH 2X12 5TRIN&ER TO
P6ER WITH (2)Ibd NAILS THRU
6ER INTO STRINGER AND (2)IOd
ILS TOE -NAILED ON EACH SIDE
RISER TO EACH
Y4/(5)5d NAILS
LS
TYPICAL STAIR CONSTRUCTION DETAIL
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WALL DETAIL tx6
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alMS REVIEWEDCRYOfS4NFp
74
CITY OF SANFORD PERMIT APPLICATION
Permit #: Q _ Z ,
Date:
Job Address: 13 rTs44` j t'c (E-' a— (.'(, l ,J'I/i't' ri.Sfll•l'_
Description of Work:
Historic District: Zoning: Value of Work: S
Permit Type: Building Electrical Mechanical Plumbing Fire Sprinkler/Alarm Pool
Electrical: New Service — # ofAMPS 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 CommercialorOccupancyType: Residential V Commercial Industrial Total Square Footage:
Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required for other than X)
Parcel #: (Attach Proof of Ownership & Legal Description)
Owners Name & Address:
Phone:
1ContractorName & Address: I'iF'/N ? . /I X/tl>S ,54%
vi, lStatteLicenseNumber: Phone&Fax: .U)/['L3f ,1,Y j 7 2 Contact Person: 4! . Phone: Yy 0!
Bonding Company:
Address:
Mortgage Lender:
Address:
Architect/Engineer: Phone:
Address: Fax:
Application is hereby made to obtain a permit to do the work and installations as indicated. 1 certify that no work or installation has commenced prior to theissuanceofapermitandthatallworkwillbeperformedtomeetstandardsofalllawsregulatingconstructioninthisjurisdiction. 1 understand that a separatepermitmustbesecuredforELECTRICALWORK. PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, andAIRCONDITIONERS, 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 regulatingconstructionandcaning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYINGTWICEFORIMPROVEMENTSTOYOURPROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR ANATTORNEYBEFORERECORDINGYOURNOTICEOFCOMMENCEMENT.
NOTICE: In addition to the requirements of this permit, there may be additional restrictionsapplicable 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 dot 1 will notify the owner of the property of the
requiP.nt
of Florida Lien Law FS 718.
fiJSignatureofOwner/Agent Date eof Contractor/Agent Jate
Xi C w
Print Owner/Agent's Name tractor/Agent's Name
Signature of Notary -State of Florida Date
Owner/Agent is _ Personally Known to Me or
Produced ID
Signature of Notary -State ofFlorida Date
Contractor/Agent is _ Personally Known to Me or
Produced ID
APPLICATION APPROVED BY: Bldg: Zoning: Utilities:
Initial &Date) (Initial &Date)
Special Conditions:
Initial & Date)
FD:
Initial & Date)