HomeMy WebLinkAbout155 Bristol Forest Trl - BR04-002362 - SFRFOr sf ? ,oPEWA1CSS&'%S SUBDIVISI
CONTRACTOR
ADDRESS
ADDRESS
PHONE NUMBER
Centex Homes
385 Douglas Ave., Ste 2000
Altamonte Springs, FL 32714
407-661-2176
CGC 049689
ELECTRICAL CONTRACTOR
MECHANICAL CONTRACTOR
PLUMBING CONTRACTOR
MISCELLANEOUS CONTRACTOR
PERMIT NUMBER FEE
MISCELLANEOUS CONTRACTOR
PERMIT NUMBER FEE
PERMIT #r - . ;j } DATE.
PERMIT DESCRIPTION
fi
PERMIT VALUATION I 1 u" '47
SQUARE FOOTAGE'
q"%rawd
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cn
In 01*1
pity ofSanford
Certificate of Occupancy
This is to certify that the building located at 155 Bristol Forest Trail for which permit number
04-2362 was issued has been completed according to the plans and specifications filed in the
permit, to wit as 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:
B. Oden 12/22/04
Engineering:
D. Richards 12/22/04
Public Works:
J. Crumpton 12/22/04
Utilities:
R. Blake 12/22/04
Fire Department:
Zoning:
Centex
Property Owner
Qa v`. rv-i' . 12/27/04
Building Official Date
CERTIFICATE OF OCCUPANCY
REQUEST FOR FINAL INSPECTION
New Single Family**** c
DATE: 12/21/04
PERMIT # 04-2362
ADDRESS: 155 Bristol Forest Trail
CONTRACTOR.: Centex
PHONE #: Darren 407-466-9799
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.
ngneering - - z Fire
Public Works DZoning
Utilities 7 Licensing
CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL)
ER.TIFICATE OF OCCUPANCY
REQUEST FOR FINAL INSPEC 1 IO
f
New Single Family**** 1 t i
i 1
Y i
f
1
t i 1
DATE: 12/21/04
PERMIT #: 04-2362
1
ADDRESS: 155 Bristol Forest Trail '' .:
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r.s
T# My K A R, C
CONTRACTOR: Centex .. ' J
PHONE #: Darren 407-466-9799 f.
The building division has prepared a Certificate of Occupancy for the above
location and is requesting final inspection by your department. After your
inspection, please sign off and date the C. O, or submit addendum if it has
been denied or approved with conditions. Your prompt attention will be
appreciated.
Engineering :1 Fire
CIPubl'ic Works DZoning
tilities , Licensing
CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL)
LMBC1001 CITY OF SANFORD
Address Misc. Information Inquiry
12/22/04
15:32:59
Location ID . . . . . . .
Parcel Number . . . . .
Alternate location ID . .
Location address . . . . .
Primary related party . .
Type options, press Enter.
S=View detail
Opt Description
248035
22.19.30.502=0000-0650
155 BRISTOL FOREST TR
PLANNING & ZONING COMMENT
CUSTOMER SERVICE NOTES
CUSTOMER SERVICE NOTES
CUSTOMER SERVICE NOTES
CUSTOMER SERVICE NOTES
CUSTOMER SERVICE NOTES
Free -form information
PRESERVE AT LAKE MONROE
LOT 65*************
SW DEV FEE $1700.00 WA DEV FEE $650.00
BP04-2362 PD 6-29-04 SEE REC #6975
3/4"WA METER SET FEE $190.00 PD 6-29-04
REC#6975
F2=Address F3=Exit F5=Special Notes F9=Parcel Notes
F12=Cancel
CERTIFICATE OF OCCUPANCY
REQUEST FOR FINAL INSPECTION
New Single Family****
DATE: 12/21/04
PERMIT : 04-2362
ADDRESS: 155 Bristol Forest Trail
CONTRACTOR Centex
PRONE #: Darren 407-466-9799
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. 0. or submit addendum if it has
been denied or approved with conditions. Your prompt attention will be
appreciated.
OEngineering :] Fire
Public Works _ Zoning
OUtilities :] Licensing
CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL)
FEDERAL EMERGENCY MANAGEMENT AGENCY
NATIONAL FLOOD INSURANCE PROGRAM
ELEVATION CERTIFICATE
O.M.B. No. 3067-0077
Expires December 31, 200°
Read the instructions on pages 1- 7
SECTION A - PROPERTY OWNER INFORMATION ForInsurance Company Use:
BUILDING OWNER'S NAME Policy Number
CENTEX
BUILDING STREET ADDRESS (Including Apt., Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. Company NAIC Number
155 BRISTOL FOREST TRAIL
CITY STATE ZIP CODE
SANFORD FL 32771
PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.)
LOT 65, PRESERVE @ LAKE MONROE
BUILDING USE (e.g.. Residential, Non-residential, Addition, Accessory, etc. Use a Comments area, If necessary.)
RESIDENTIAL
LATITUDE/LONGITUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE: GPS (type):
or ##.##### NAD 1927 NAD 1983 USGS Quad Map Other:
SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION
CITY OF SANFORD 120294 1 SEMINOLE I FLORIDA
B4. MAP AND PANEL B7. FIRM PANEL I B9. BASE FLOOD ELEVATION(S)
NUMBER 85, SUFFIX B6. FIRMINDEX DATE EFFECTIVEREVISED DATE B8. FLOOD ZONE(S) Zone AO, use depth of flooding)
12117CO035 E 4/17/95 4117/95 X N/A
B10. Indicate the source of the Base Flood Elevation (BFE) data orbase flood depth entered in B9.
FIS Profile ® FIRM Community Determined Other (Describe):
B11. Indicate the elevation datum used for the BFE in B9: ® NGVD 1929 NAVD 1988 Other (Describe):
B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? Yes ® No Designation Date_
SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED)
C1. Building elevations are based on: Construction Drawings" Building Under Construction* ® Finished Construction
A new Elevation Certificate will be required when construction of the building is complete.
C2. Building Diagram Number 1(Select the building diagram most similar to the building for which this certificate is being completed - see pages 6 and 7. If nodiagram
accurately represents the building, provide a sketch or photograph.)
C3. Elevations — Zones Al-A30, AE, AH, A (with BFE), VE, V1430, V (with BFE), AR, ARIA, AR/AE, ARIA1-A30, AR/AH, AR/AO
Complete Items C3.-a4 below according to the building diagram specified in Item C2. State the datum used. If the datum is different from the datum used for the BFE in
Section B, convert the datum to that used for the BFE. Show field measurements and datum conversion calculation. Use the space provided or the Comments area of
Section D or Section G, as appropriate, to document the datum conversion.
Datum NGVD'29 Conversion/Comments NONE
Elevation reference mark used _Does the elevation reference mark used appear on the FIRM? Yes ®No
o a) Top of bottom floor (including basement or enclosure) 14. 8 ft.(m)
o b) Top of next higher floor 24.3 ft.(m)
o c) Bottom of lowest horizontal structural member (V zones only) N/A. k(m)
o d) Attached garage (top of slab) 14. 4 ft.(m)
o e) Lowest elevation of machinery and/or equipment
servicing the building (Describe in a Comments area) 14.2 ft.(m)
o f) Lowest adjacent (finished) grade (LAG) 13.9 ft.(m)
o g) Highest adjacent (finished) grade (HAG) 14. 3 ft.(m)
o h) No. of permanent openings (flood vents) within 1 ft, above adjacent grade 0
o i) Total area of all permanent openings (flood vents) in C3.h 0 sq. in. (sq, cm)
SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION
4
N
This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information.
I certify that the information in Sections A, B, and C on this certificate represents my best efforts to interpret the data available.
I understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code Section 1001.
CERTIFIERS NAME: JAMES J. JILES LICENSE NUMBER: 4997
TITLE: PROFESSIONAL LAND SURVEYOR & MAPPER COMPANY NAME: AMERICAN SURVEYING & MAPPING, INC.
ADDRESS CITY STATE ZIP CODE
1030 N. ORLANOD AVENUE, SUITE B WINTER PARK FL 32789
SIGNATURE DATE TELEPHONE
12114/04 (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. For Insurance Company Use:
BUILDING STREET ADDRESS (Including Apt, Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. Policy Number
155 BRISTOL FOREST TRAIL
CITY STATE ZIP CODE I Company NAIC Number ISANFORDFL32T71
SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED)
Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agenNoompany, and (3) building owner.
COMMENTS
ELEVATIONS SHOWN HEREON ARE BASED ON SEMINOLE COUNTY VERTICAL CONTROL
MACHINERY DESCRIBED IN C3-E IS AN A/C UNIT
Check here if attachments
SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE)
For Zone AO and ZoneA (without BFE), complete Items E1 through E4. Ifthe Elevation Certificate is intended foruse as supporting information for a LOMAor LOMR-F,
Section C must be completed.
El. Building Diagram Number _(Select the building diagram most similar to the building forwhich this certificate is being completed — see pages 6 and 7. If no diagram accurately
represents the building, provide a sketch or photograph.)
E2. The top of the bottom floor (including basement or enclosure) of the building is _ ft.(m) _in.(cm) above or below (check one) the highest adjacent grade. (Use
natural grade, if available).
E3. For Building Diagrams 6-8 with openings (seepage 7), the next higher floor or elevated floor (elevation b) of the building is _ ft.(m) _in.(cm) above the highest adjacent
grade. Complete items C3.h and C3.i on front of form.
E4. The top of the platform of machinery and/or equipment servicing the building is _ ft.(m) _in.(cm) above or below (check one) the highest adjacent grade. (Use
natural grade, if available).
E5. For Zone AO only: If no flood depth number is available, is the top ofthe bottom floor elevated in accordance with the community's floodplain management ordinance?
Yes No Unknown. The local offidal must certify this information in Section G.
SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION
The property owner or owner's authorized representative who completes Sections A, B. C (Items C3.h and C3.i only), and E for Zone A (without a FEMAassued or community -
issued BFE) or Zone AO must sign here. The statements in Sections A, S. C, and E are correct to the best ofmy knowledge.
PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVE'S NAME
ADDRESS CITY STATE ZIP CODE
SIGNATURE DATE TELEPHONE
COMMENTS
Check here if attachments
SECTION G - COMMUNITY INFORMATION (OPTIONAL)
The local official who is authorized by lawor ordinance to administer the community's floodplain management ordinance can complete Sections A, B. C (orE), and G of this Elevation
Certificate. Complete the applicable item(s) and sign below.
G1. The information in Section C was taken from other documentation thathas been signed and embossed by a licensedsurveyor, engineer, or architect who is authorized by state
or local law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.)
G2. A community official completed Section E for a building located in Zone A (without a FEMA-issued or community -issued BFE) or Zone AO.
G3. The following information (Items G4-G9) is provided for community floodplain management purposes.
G7. This permit has been issued for. New Construction Substantial Improvement
G8. Elevation of as -built lowest floor (including basement) of the building is: _. _ft.(m) Datum:
G9. BFE or (in Zone AO) depth of flooding at the building site is: ft.(m) Datum:
LOCAL OFFICIAL'S NAME TITLE
COMMUNITY NAME TELEPHONE
SIGNATURE DATE
COMMENTS
Check here if attachments
FEMA Form 81-31, January 2003 Replaces all previous editions
PLAT OF SURVEY
DESCRIPTION: (AS FURNISHED)
LOT 65, PRESERVE AT LAKE MONROE
AS RECORDED IN PLAT BOOK 62, PAGES 12-15 OF THE PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA
FOR THE BENEFIT AND
EXCLUSIVE USE OF:
COMMERCE TITLE COMPANY
COMMERCE TITLE INSURANCE COMPANY
CTX MORTGAGE COMPANY, LLC
LOT 66
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 LINE TRACK
UNPLATTEO PER THIS PLAT)
N54-23'11 "W 50.00'
N
IIA
In12
0
Zn LOT 65 9-
6250 SO. FT. t.
I Ir-iIj
Im
NOT FORMED n
AS OF 12-13-04
F--1I
I I mzIti
I" 0 30,
GRAPHIC SCALE
0 IS 30
Ln
w
N
N W p Z
o, z b TWO STORY w LO T 64
0 4-1 a ao CONCRETE BLOCK N 01
C? LD WOOD FRAME wRESIDENCEb
FINISH FLOOR ri c(
P
1aa Q Cy)
c ELEVATION - 14.44' ' O
J37 oCOVERED
5.0' 11.0' .v ENTRY m
ml 8.3'
nl
20.7 5.0
CONCRETE.
I -, `DRIVEWAY^
10 UTILITY E,ASEM.ENTi_;
16.
WALK IS
0.2' OFF ,
z S54*23'11 "E 50.00
1
NINI
175.52' _ I _ 255.55'
IV/ S 54'23'tl" E A31.07'
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 12-13-04, UNLESS OTHERWISE
SHOWN.
3. THE SURVEYOR HAS NOT ABSTRACTED THE
LAND SHOWN HEREON FOR EASEMENTS, RIGHT OF
WAY, RESTRICTIONS OF RECORD WHICH MAY
AFFECT THE TITLE OR USE OF THE LAND.
4. NO UNDERGROUND IMPROVEMENTS HAVE BEEN
LOCATED EXCEPT AS SHOWN.
5. NOT VALID WITHOUT THE SIGNATURE AND THE
ORIGINAL RAISED SEAL OF A FLORIDA LICENSED
SURVEYOR AND MAPPER.
I HAVE EXAMINED THE F.I.R.M. COMMUNITY PANELNO1202940035EDATED4/t7/95 AND FOUND
THE SUBJECT PROPERTY APPEARS TO LIE IN ZONE X,
AREA OUTSIDE 100 YEAR FLOOD PLAIN.
THE SURVEYOR MAKES NO GUARANTEES AS TO THE
ABOVE INFORMATION. PLEASE CONTACT THE LOCAL
F.E.M.A. AGENT FOR VERIFICATION.
ELEVATIONS SHOWN HEREON ARE BASED ON SEMINOLE COUNTY
BEARINGS SHOWN HEREON ARE BASED ON
THE NORTHWESTERLY LINE OF LOT 65
BEING N35'36'49"E PER PLAT.
FIELD DATE:) 07-26-04 REVISED:
SCALE: I' = 30 FEET
APPROVED BY: Si
BRISTOL FOREST TRAIL
50' RIGHT-OF-WAY
LEGEND
WALK IS
0.2 OFF
CENTERLINE OFT
RIGHT-OF-WAY PI
BUILDING SETBACK LINE
CENTERLINE Q FND NAIL AND DISCRIGHTOFWAYLINELO #68 (12/13/04)
IJU-24 EXISTING ELEVATION FND 1/2" IRON ROD AND CAP
CONCRETE
LB LICENSED BUSINESS
LS LICENSED SURVEYOR
PRM PERMANENT REFERENCE MONUMENT
PCP PERMANENT CONTROL POINT
P) PER PLAT
M) MEASURED
FND FOUND
C/W CONCRETE WALK
S/W SIDEWALK
CP CONCRETE PAD VACSCONCRETESLAB
C CHORD LENGTH
PK PARKER KALON
R RADIUS
AMERICAN SURVEYING & MAPPING
CERTIFICATION OF AUTHORIZATION NUMBER LBg6393
1030 N. ORLANDO AVENUE, SUITE B
WINTER PARK, FLORIDA
32789 (407) 426-7979
W LB #6393 (12/13/04)
CNA CORNER NOT ACCESSIBLE
o 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
A/C AIR CONDITIONCR
CBW CONCRETE BLOCK WALL
RP RADIUS POINT
OHU OVERHEAD UTILITY LINE
10 IDENTIFICATION
POL POINT ON LINE
PCC POINT OF COMPOUND CURVE
POB POINT ON BOUNDARY
HEREBY CERTIFY, THAT THIS BOUNDARY
URVEY, SUBJECT TO THE SURVEYOR'S NOTES
ONTAINEO HEREON MEETS THE APPLICABLE
MINIMUM TECHNICAL STANDARDS" SET FORTH
tY THE FLORIDA C9OARD OF PROFESSIONAL
IURVEYORS AND MAPPERS !N CHAPTER
OG17-6, FLORIDA ADMINISTRATIVE CODE
URSUANT TO CHAPTER 472.027, . LCRIOA
TATU TES.
FINAL 12-13-04 CK8
JOB N0. ASM 39679 FORMBOARD 08-21-04 VH
PLOT PLAN 4/27/04 SDODRAWN6Y: LOT FIT 12-12-02 CKB
FOR
THE
FIRM
JAY JILES PSM #4997 DATE
FEDERAL EMERGENCY MANAGEMENT AGENCY O.M.B. No. 3067-0077
NATIONAL FLOOD INSURANCE PROGRAM Expires December 31, 200:
ELEVATION CERTIFICATE
Important: Read the igstructions on pages I.7.
SECTION A - PROPERTY OWNER INFORMATION For Insurance Company Use:
BUILDING OWNER'S NAME Policy Number
CENTEX
BUILDING STREET ADDRESS (Including Apt., Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. Company NAIC Number
155 BRISTOL FOREST TRAIL
CITY STATE ZIP CODE
SANFORD FL 32771
PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.)
LOT 65, PRESERVE @ LAKE MONROE
BUILDING USE (e.g., Residential, Non-residential, Addition, Accessory, etc. Use a Comments area, if necessary.)
RESIDENTIAL
LATITUDEILONGITUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE: GPS (type):
or ##.##### NAD 1927 NAD 1983 USGS Quad Map Other:
SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION
CITY OF SANFORD 120294 j SEMINOLE j FLORIDA
B4. MAP AND PANEL BT FIRM PANEL I 89. BASE FLOOD ELEVATION(S)
NUMBER B5. SUFFIX 86. FIRM INDEX DATE EFFECTIVEIREVISED DATE B8. FLOOD ZONE(S) Zone AO, use depth of flooding)
12117CO035 E 4/17/95 4/17195 X NIA
b1U. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in B9.
FIS Profile ® FIRM Community Determined Other (Describe):
B11. Indicate the elevation datum used for the BFE in B9: ® NGVD 1929 NAVD 1988 Other (Describe):
B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? Yes ® No Designation Date
SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED)
C1. Building elevations are based on: Construction Drawings' Building Under Construction' Z Finished Construction
A new Elevation Certificate will be required when oonstruction of the building is complete.
C2. Building Diagram Number 1(Select the building diagram most similar to the building forwhich this certificate is being completed - see pages 6 and 7. Ifno diagram
accurately represents the building, provide a sketch orphotograph.)
C3. Elevations — Zones Al-A30, AE, AH, A (with BFE), VE, V1430, V (with BFE), AR, ARIA, AR/AE, AR/A1-A30, AR/AH, AR/AO
Complete Items C3: a4 below acoording to the building diagram specified in Item C2. State the datum used. If the datum is different from the datum used for the BFE in
Section B, convert the datum to that used for the BFE. Show field measurements and datum conversion calculation. Use the space provided or the Comments area of
Section D or Section G, as appropriate, to document the datum conversion.
Datum NGVD'29 Conversion/Comments NONE
Elevation reference mark used _Does the elevation reference mark used appear on the FIRM? Yes ® No
o a) Top of bottom floor (including basement orenclosure) 14. 8 4.(m)
o b) Top of next higher floor 24.3 ft.(m) p
o c) Bottom of lowest horizontal structural member (V zones only) N/A . _ft.(m) 2 T5
o d) Attached garage (top of slab) 14. 4 ft.(m) E c
o e) Lowest elevation of machineryand/or equipment w c
servicing the building (Describe in a Comments area) 14.2Ito) a
o 0Lowest adjacent (finished) grade (LAG) 13.9 ft.(m) z' m
o g) Highest adjacent (finished) grade (HAG) 14. 3 ft.(m)
W co
a h) No. of permanent openings (flood vents) within 1 ft. above adjacent grade 0
o i) Total area of all permanent openings (flood vents) in C3.h 0 sq. in. (sq. cm)
tV
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.
l certify that the information in Sections A, 8, and C on this certificate represents my best efforts to interpret the data available.
I understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001.
CERTIFIERS NAME: JAMES J. JILES LICENSE NUMBER: 4997
TITLE: PROFESSIONAL LAND SURVEYOR & MAPPER COMPANY NAME: AMERICAN SURVEYING & MAPPING, INC.
ADDRESS CITY STATE ZIP CODE
1030 N. ORLANOD AVENUE, SUITE B WINTER PARK FL 32789
SIGNATURE " "' DATE TELEPHONE
12/14/04 (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. For Insurance Company Use:
BUILDING STREETADDRESS (Including Apt, Unit, Suite, and/orBldg. No.) OR P.O. ROUTE AND BOX NO. Policy Number
155 BRISTOL FOREST TRAIL
CITY STATE ZIP CODE Company NAIC Number
SANFORD FL 32771
SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED)
Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/company, and (3) building owner.
COMMENTS
ELEVATIONS SHOWN HEREON ARE BASED ON SEMINOLE COUNTY VERTICAL CONTROL
MACHINERY DESCRIBED IN C3-E IS AN A/C UNIT
Check here if attachments
SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE)
ForZone AO and Zone A (without BFE), complete Items E1 through E4. If the Elevation Certificate is intended for use as supporting information fora LOMA or LOMR-F,
Section C must be completed.
El. Building Diagram Number _(Select the building diagram most similar to the building forwhich this certificate is being completed — see pages 6 and7. If no diagram accurately
represents the building, provide a sketch or photograph.)
E2. The top of the bottom floor (including basement or endosure) of the building is _ ft(m) _in.(cm) above or below (check one) the highest adjacent grade. (Use
natural grade, ifavailable).
E3. For Building Diagrams 6-8 with openings (seepage 7), the next higher floor orelevated floor (elevation b) of the building is _ ft.(m) _in.(cm) above the highest adjacent
grade. Complete items C3.h and C3.i on front ofform.
E4. The top of the platform of machinery and/or equipment servicing the building is _ ft.(m) _in.(cm) above or below (check one) the highest adjacent grade. (Use
natural grade, ifavailable).
E5. For Zone AO only: If no flood depth number is available, is the top ofthe bottom floorelevated in accordance with the community's floodplain management ordinance?
Yes No Unknown. The local official must certify this information in Section G.
SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION
The property owner or owner's authorized representative who completes Sections A, B, C (Items C3.h and C3.i only), and E for Zone A (without a FEMA-issued or community -
issued BFE) or Zone AO must sign hera The statements in Sections A, 8, C, and E are correct to the best ofmy knowledge.
PROPERTY OWNER'S OR OWNER'SAUTHORIZED REPRESENTATIVE'S NAME
ADDRESS CITY STATE ZIP CODE
SIGNATURE DATE TELEPHONE
COMMENTS
Check here If attachments
SECTION G - COMMUNITY INFORMATION (OPTIONAL)
Thelocal official who is authorized by law or ordinance to administer the community's floodplain management ordinancecan complete Sections A, B, C (or E), and G ofthis Elevation
Certificate. Complete the applicable item(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, orarchitectwho is authorized by state or
local law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2.
A community official completed Section E for a building located in Zone A (without a FEMA=issued or community -issued BFE) or ZoneAO. G3.
The following information (Items G4-G9) is provided for community floodplain management purposes. PERMIT
NUMBER I G5. DATE PERMIT ISSUED I G6. DATE CERTIFICATE OF G7.
This permit has been issued for. New Construction Substantial Improvement G8.
Elevation of as -built lowest floor (including basement) of the building is: _ _ft.(m) Datum: G9.
BFE or (in Zone AO) depth of flooding at the building site is: _. _ ft.(m) Datum: LOCAL
OFFICIAL'S NAME TITLE COMMUNITY
NAME TELEPHONE SIGNATURE
DATE COMMENTS
Check
here if attachments FEMA
Form 81-31, January 2003 Replaces all previous editions
PLAT OF. SURVEY
DESCRIPTION) (AS FURNISHED)
LOT 65, PRESERVE AT LAKE MONROE
AS RECORDED IN PLAT BOOK 62, PAGES 12-15 OF THE PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA
FOR THE BENEFIT AND
EXCLUSIVE USE OF:
COMMERCE TITLE COMPANY
COMMERCE TITLE INSURANCE COMPANY
CTX MORTGAGE COMPANY, LLC
molma
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 LINE TRACK
UNPLATTED PER THIS PLAT)
N54'23'11 "W 5„ 000
I
IA
1 h12
1 0
N LOT 65
6250 SO. FT.
1
I l y
II m
NOT FORMED
AS OF 12-13-04 I i
I
1"-30'
GRAPHIC SCALE
0 15 30
A
W
LOT 66 ry W z
TWO STORY a W LOT 64
CONCRETE BLOCK IV 0
i3 m WOOD FRAME Ln WRESIDENCEo
FINISH FLOORa Q Q) ELEVATION=1h.44 O
m5.0'
COVEJj7
iJ.O'
RED
ENTRYEl
8.3
P 1D' Iml
ImlZ 20.7'
1
II
CONCRETE` DRIVEWAY^
10' UTILITY EASEMENT 4
I
16:0'-.-i
WALK IS Y•,4'•,.5 1V1,.;_;:..,.`
0.2' OFF iZ S54'23-11 "E 50.00
vINI
g' P p3
U
f
lV/
T
175.52' 255.55'
S 54'23'11" E 431.07'
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 12-13-04. 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.
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
F.E.M.A. AGENT FOR VERIFICATION.
ELEVARONS SHOWN HEREON ARE BASED ON SEMINOLE COUNTY
BEARINGS SHOWN HEREON ARE BASED ON
THE NORTHWESTERLY LINE OF LOT 65
BEING N35'36'49"E PER PLAT.
FIELD DATE:) 07-26-04 REVISED:
SCALE: I" = 30 FEET
APPROVED BY: SJ____
JOB NO. ASM39679 FORMBOARD 08-21-04 VH
PLOT PLAN 4/27/04 SOO
DRAWN BY: LOT FIT 12-12-02 CKB
BRISTOL FOREST TRAIL
50' RIGHT-OF-WAY
LEGEND
WALK IS
0.2' OFF
r-iCENTERLINEOF3- RIGHT-
OF-WAY PI BUILDING
SETBACK LINE CENTERLINE
RIGHT
OF WAY LINE 4
EXISTING ELEVATION I '
I CONCRETE LB
LICENSED BUSINESS LS
LICENSED SURVEYOR PRM
PERMANENT REFERENCE MONUMENT PCP
PERMANENT CONTROL POINT P)
PER PLAT M)
MEASURED FND
FOUND C/
W CONCRETE WALK S/
W SIDEWALK CP
CONCRETE PAD CS
CONCRETE SLAB C
CHORD LENGTH PK
PARKER KALON R
RADIUS AMERICAN
SURVEYING & MAPPING CERTIFICATION
OF AUTHORIZATION NUMBER LE3#6393 1030
N. ORLANDO AVENUE, SUITE 8 WINTER
PARK, FLORIDA 32789 (
407) 426-7979 QFND
NAIL AND DISC 10
p68 (12/13/04) C)
FNO 1/2" IRON ROD AND CAP J
LB p6393 (12/13/04) CNA
CORNER NOT ACCESSIBLE A
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 A/
C AIR CONDITIONER CBW
CONCRETE BLOCK WALL RP
RADIUS POINT OHU
OVERHEAD UTILITY LINE 10
IDEN 1'IFICATION POL
POINT ON LINE PCC
POINT OF COMPOUND CURVE POB
POINT ON BOUNDARY I
HEREBY CERTIFY, THAT THIS BOUNDARY SURVEY,
SUBJECT TO THE SURVEYOR'S NOTES 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 472.02.7. FLORIDA STATUTE..
lee
IFOR
THE
FIRM
AMES
JAY JILES PSM #4997 DATE
CITY OF SANFORD PERMIT APPLICATION
Permit #: 4 1 —2-36 2
Job Address: / 5-5 to f45
Description of Work: _4{ (_.I
Historic District:
Date: F—/(-0e
Value of Work: $ , ,Ooox_ a 4)
Permit Type: Building Electrical Mechanical Plumbing Fire Sprinkler/Alarm Pool
Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole
Mechanical: Residential Non-Residendal Replacement New (Duct Layout & Energy Cale. Required)
Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines
Plumbing/New Residential: # of Water Closets 3 Plumbing Repair — Residential or Commercial
Occupancy Type: Residential I/ 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:
t
Phone:
Contractor Name & Address: Kt`r-K-61(1 OIL / AlLi-kc-m, fit 3'- 7)k—
v
Sttsate/License Number: CAC11 y o 14_119
Phone & Fax: % '.Sri O %Z- Contact Person: GI.C.- Phone: yy
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 theissuanceofapermitandthatallworkwillbeperformedtomeetstandardsofalllawsregulatingconstructioninthisjurisdiction. I understand that a separate
permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and
AIR CONDITIONERS, etc.
OWNER'S AFFIpAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulatingconstructionandzoning. 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 ANATTORNEYBEFORERECORDINGYOURNOTICEOFCOMMENCEMENT.
NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of
this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies.
Acceptance of permit is verification that I will notify the owner of the property of the requi ents of locida Lien 713. 01
Signature of Owner/Agent Date Sign a ofContractor/Agent Date
Print Owner/Agent's Name n Contractor/Agent's Nam
Signature of Notary -State of Florida Date S' re ,of,Nora try-$aate rdDE GRAM Dateb<4V
MY COMMISSION # 00164280kIRES: November 12, 2006
ands Nary ServicesOwner/Agent is Personally Known to Me or Contrac or/igeitZ i VA8AJWy i nown to Me orProducedIDProduced [D
APPLICATION APPROVED BY: Bldg: Zoning: Utilities: FD:
Initial & Date) (Initial & Date) (Initial & Date) (Initial & Date)
Special Conditions:
CITY OF SANFORD PERMIT APPLICATION
Permit # :; —1 C( ,3 L(k Dater 1< H
Job Address: cE -1 Q ` (rQi l Lot #: L -
Description of Work: New Single Family Residence
Historic District: Zoning: Value of Work: $
Permit Type: Building Electrical X_ 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 Waliaielosets Plumbing Repair — Residential or Commercial
Occupancy Type: Residential t/ Commercial Industrial Total Square Footage:
Construction Type: # of Stories: A— # 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 Wirings, FL 32714 Phone: 407-661-2150
Contractor Name & Address: Approved Electric Co. of Florida 4874 S. Orange Avenue
Orlando Florida 32806 State License Number: EC0002494
Phone & Fax: Fax 407-851-1226 Contact Person: John Findlay Phone: 407-851-1220
Bonding Company
Address:
Mortgage Lender:_
Address:
Architect/Engineer:
Address:
Phone:
Fax:
Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a
permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for
ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc.
OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating
construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE
FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE
RECORDING YOUR NOTICE OF COMMENCEMENT.
NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this
county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies.
Acceptance of permit is verification that I will notify the owner of the property of the requirements FS 713.
Signature ofOwner/Agent Date n ure of ractor/Agent Date
Print Owner/Agent's Name
Signature of Notary -State of Florida Date
Owner/Agent is iPersonally Known to Me or
Produced ID
Charles W. Cannon
Print Contractor/Agent's Name
tgnature of Notary -State of Florid a
d*Rr°f` PATIt1C'IA A- k./Rf)L_ '.r
1,
Contractor/Agent is Personals
Produced ID '1 F4ve4 Ctta ti M rtt?,
APPLICATION APPROVED BY: Bldg: Zoning: Utilities: FD:
Initial & Date) (Initial & Date) (Initial & Date) (Initial & Date)
Special Conditions:
TMPAPT UUU OTATUMPMY'
QTATrMU MY W"mn= 611310
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I::- I::- j::- RFWPFTT PPP HWTT PATP PPP H X TYPF TnTAI DHI
TYK:Wl' 5'.1"T,
ROAW3
ARTERTAKS cn-mm dwl unit S 705.00 1 $ 70 5. 00
ROADI'i
COLLECTORS NORTH 0 dwl unit $
LTBRARY CO -WIDE 0 dwl unit $ 54.00 1. $ 54.00
UP, D J:: (I Hwl "nit 11.1R4.00 1 ai L. KA4. 0C)
AMOUNT DUE 2.2R5.00
RECEIVED BY:: 1.4 AT U IK/,,—,Ir
ePIPAQP PPTWT W6MP)
n6TP., yl. .
Wl"I'TT: Tll 1:;,1::T`VTWT1•.lM QTnW6Tnpv/ApDi TrAWT- Q^TI"PT Yn WQYTQV =MUD AMY)
Y PAYMPWT MAY PPRHI T Tw YnHP I TART! TTY FnP THP PPF. **Wk
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pFRRnwq ARP Aim AnWTRVn THAT MY OTnWTq nP TWP AppiTrAWT np nwwp,
Tn mppx TWr r6lr"IATTnWQ no TWQ QnAn ITMOADV cyommm Amn/n!:;,
V,ri_incii ' TmpArT FPPQ MHQT AV pypprTqpn AV PTI TW.
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TWP PPnHPqT rMP PQWTUW MHQT MrrY TWU OUnHTOUMUMYC no T"!::
w.,m nPimi npmwWT rnnP rnpTPQ nP TWP mim RnuppNTWn A6:'PV6i(:.
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1101 FAQT PTPQT ATPPPT Q&mpnpn PinpTm 45591. (An?) AAK-9401).
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UAMTIV Y>"TlY%TMQ
CITY OF SANFORD PERMIT APPLICATION
Permit #: (..L/ .. '-x - &.- , S
D B Date: /3 a
Job Address: i / li/l t - AAl ,, —f
Description of Work: CONSTRUCT CONCRETE BLOCK SING FAMILY DWELLING
Historic District: A14 Zoning: Value of Work: $ 11q, L
Permit Type: Building XX Electrical
Electrical: New Service - # of AMPS
Mechanical: Residential Non -Residential
Plumbing/ New Commercial: # of Fixtures
Mechanical Plumbing Fire Sprinkler/Alarm Pool
Addition/Alteration Change of Service Temporary Pole_
Replacement New (Duct Layout & Energy Cale. Required)
of Water & Sewer Lines # of Gas Lines
Plumbing/New Residential: # of Wate Closets Plumbing Repair - Residential or Commercial
Occupancy Type: Residential Commerc-iial Industrial Total Square Footage:
Construction Type: # of Stories: c2- # of Dwelling Units: / Flood Zone: (FEMA form required for other than X)
Parch#: 22-19-30-502-0000— tl 66- 0 (Attach Proof of Ownership& Legal Description)
Owners Name & Address: CENTEX HOMES, 385 DOUGLAS AVE., STE . #2000, ALTAMONTE SPGS . , FL 32714
Phone: 407— 661-217 6
Contractor Name & Address: PATRICK J . KNIGHT/CENTER HOMES ( SAME AS ABOVE)
J "1! ttis.0 tll er: CG C049689
Phone & Fax: 4(
Bonding Company:
Address:
NA
E=Phone: 407-467-2643
Mortgage Lender: _ NA MAY 2 2004
Address: -
Architect/Engineer: HURRICANE ENGINEERING phone: 407-774-9003
Address: ax: 407-774-8477
Application is hereby made to obtain a permit to do the work and iRE s i a d.""R fy that now r installation has commenced prior to the
issuance of a permit and that all work will be performed to meet standards of all laws regulating constructions jurisdiction. l understand that a separate
permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and
AIR CONDITIONERS, etc.
OWNER'S AFFIDAVIT: l certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating
construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING
TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN
ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT.
NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of
this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies.
Acceptance of permit is verification that I will notify a net of the property of the requirements of Florida Lien Law, FS 713.
SignatureofOwner/Agent Date Signature ofContractor/Agent Date
PAT KNIGHT
Print Owner/Agent's Name Pri a ontractor/Agent's Name
Signature of Notary -State of Florida Date Signature of Notary -State of Florida Date
Owner/Agent is ` Personally Known to Me or
Produced I
APPLICATION APPROVED BY: Bid Zoning: Zoning:
Initial & Date)
Special Conditions:
Contractor/Agent is XX X Personally Known to Me or
Produced ID
Utilities: FD:
Initial & Date) (Initial & Date) (Initial & Date)
f Q
KiMBLRLl f ti
o,"• Co--,; DD0299442
s Expires 3/29/2008
Bonded thru (800)432-425
Florida Notary Assn., Inc
CENTEX HOMES
Orlando Division
385 Douglas Avenue, Suite 2000
Altamonte Springs, FL 32714
Office: (407) 661-2150
Fax: (407) 661-4089
www.centexhomes.com
SEMINOLE COUNTY BUILDING DEPARTMENT
Effective immediately, and until further notice, this letter will stand as authorization for
Nan Holmes, Jackie Caines or Mindy Holmes to sign permit applications and energy calculations for
any lots owned by Centex Homes, obtain pen -nits 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: 0S
Patrick J. Knight CCG C049689
STATE OF FLORIDA COUNTY OF SEMINOLE
The following instrument was acknowledged before me this MAR Q 8 2004
by Patrick J. Knight, Division President of Centex Real Estate Corporation, a Nevada
Corporation, managing general partner of Centex Homes, a Nevada general partnership for and
on behalf of said corporation. Patrick J. Knight is personally known to me and did not take an
oath.
Notary Public -State of Florida at Large
Commission No.:
My Commission Expires:
Seminole County Property Appraiser Get Information by Parcel Number Page l of l
PARCEL DETAIL 4 Back (f°
z
1101 K. F'1rs1 St,
4ani td F1. i2771
2004 WORKING VALUE SUMMARY
GENERAL
Value Method: Market
S3-SANFORD
Parcel Id: Tax District: WATERFRONT Number of Buildings: 0
0000-050650000-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: 155 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 65 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 JusNMarket value.
http://www.scpafl.org/pls/web/re_web.seminole county_title?PARCEL=22193050200000650... 5/5/04
City of Sanford Building Division p 7a
Submittal Requirements for Residential Building Permit
l . Two (2) recent boundary and building location surveys showing setbacks from all
structures to property lines for permit for structures (not fences).
2. Two (2) complete sets of construction design drawings drawn to scale.
Complete sets to include:
a. Foundation plan indicating footer sizes for all bearing walls. Provide side view details
of these footers with reinforcement bar replacement.
b. Floor plan indicating interior wall partitions and room identification, room dimensions,
door, window, and/or opening sizes, smoke detector location(s), landings, decks, stairs,
bathroom fixtures, and distances from walls. **The State of Florida requires bathroom
compliance with Florida Accessibility Code.
C. An elevation of all exterior walls - east, west, north, and south. Firush floor elevation
height as per Engineering Department or subdivision plat.
d. Cross sections of all wall sections to be used in the stricture, 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
cagy and support trusses.
g. Stair details with tread and riser dimensions, stringer size, methods of attachment,
placement of handrails and guardrails.
It. Square footage table showing footagcs:
1. Garages/Carportssq. ft. 2.
Porches/Entries _ sq. ft. 3.
Patio(s) sq. ft. 4.
Conditioned Stricture _ a sq. ft. 5.
Total Gross Area i.3 ___sq. ft. 3.
Three (3) sets of completed Florida Energy Code Fonns. 4.
Soil analysis and/or soil compaction report. If soilsappear to be unstable or if stricture
is to be built on fill, a report tray be requested b-vthe Building Official or his representative.
5-
Other submittal documents: a.
Utility letter or approval « Ahen 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. C.
Property ownership verification. f.
Driveway permit issued by City Engineering Department - El
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. Date
AY 0 5 ?004 Owncr/Agent Signature __
IIIIIN1111111woNIRINIININ NNi1NINNIIMN
This Instrument Prepared By:
NAME: Debra A. Riggs -Centex Homes
385 Douglas Avenue, Suite 2000
Altamonte Springs, FL 32714
Permit No. l)LI, -,) (";
NOTICE OF COMMENCEMENT
SEMINOLE
STATE OF FLORIDA
COUNTY OF ORANGE
MARYANNE MORSE, CLERK OF CIRCUIT COURT
SEMINOLE COUNTY
BK 05293 PIG 0842
CLERK'S 0 2004069575
RECORDED 85/06/2W 11:46%24 AN
RECORDING FEES 6.0
RECORDED BY S O'Kelley
THE UNIJERSIGNED hereby gives notice that improvements will be made to certain real
property, and in accordance with Chapter 713, Florida Statutes, the following information is
provided in this Notice ofCommencement.
1. Description of Property: LOT ! , PRESERVE AT LAKE MONROE Recorded
in Plat Book 62 Pages 12-15 in the
PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA.
2. General Description of Improvement: SINGLE FAMILY DWELLING
3. Owner Information: CENTEX HOMES
385 Douglas Avenue, Suite 2000
ALTAMONTE SPRINGS, FL 32714
Interest in Property: FEE SIMPLE INTEREST
Name of Fee Simple Titleholder: N/A
M k R AN' l E .. Nl ' 1
4. Contractor: CENTEX HOMES' s,+
385 Douglas Avenue, Suite 2000 * ,° : „.: ty.A
Altamonte Springs, Florida 32714
Phone: (407) 661-2150 Fax: (407) 661-4089
5. Surety: N/A
Amount of Bond: N/A
6. Lender: N/A
7. Persons within the State of Florida designated by Owner upon whom notices or other
documents may be served as provided by Section 713.12 (1) (a) 7.,
Florida Statutes: CONTROLLER
Phone: (407) 661-2150 Fax: (407) 661-4089
8. In addition to himself, Owner designates the following person to receive a copy of
the Lienor's Notice as provided in Section 713.13 (1) (b), Florida Statutes: NONE
9. Expiration date of Notice of Commencement (the expiration is date is 1 year from
the date of recording unless a different date is specified)
Debra A. Riggs
OFFICE MANAGER FOR CENTEX HOMES, 313 DOUGLAS AVENUE
SUITE 2000, ALTAMONTE SPRINGS, FLORIDA 32714
THE FOREGOING INSTRUMENT WAS ACKNOWLEDGED BEFORE ME THIS
MAY 0 5 2004
BY DEBRA A . RIGGS., OFFICE MANAGER
CENTEX REAL ESTATE CORPORATION, A NEVADA CORPORATION RWA
2721 HOLDING CORPORATION. A NEVADA CORPORATION. DEBRA A. RIGGS IS
PERSONALLY KNOWN TO ME AND DID NOT TAKE AN OATH.
gnw..qr+1i,p,Y P Comm# ODWS2902
Expires 1/2112008 dthru (800)
432125 k`nr jui
p1';on,!a Notary Assn.. Inc
i CT't'?' c i it"t7rS1 1`'is'.'13'i`!`P,xS_''I"`i
Jvb ddt
ri `rips; ni.
Ills oHf Mfr
r.m,...x. v 4:der'S.'.5 ''Y.YTi'i: t ! t..."''.{
Vermi9 Type; Building Eler i l .e5t i i f'lte;t riz Fin! „wi.nlcler/f':la on ivy;i
Tlfw-txicvl; Neer vserwicc e
M-e>;hmicak! Residential i 7or,-iresidenti a re i ts l _ n, a?. tztred) Nit: (Dug", 5F tat is ° . }z i Fe
Plumbing/ New Corsttaaet c!%t: ,< aA t,,upe, ;f, of Wat+e? A Sewity L,itaw. A> of Out Us es
i`1umblriglNgoy i3eside€;tinl: # of YdwClc+sass 'PINrabing 114-1+0r — Resicleubar or Cor irlmlial f. 09SttPnc
T e: Residential yyPCo , :6iai ieas(etsuai l T'! s as t'e 'AoS.e: ' Conetlratttlatt
Type: K of Stories: as owetlistg Units: F1001 Z-ale: (F'tlIKAQGrm regaered far chub<':+ orrice Parcel
V Owners
Name e& Address: Contractor
Name s& Address: Phone &
Fax: _ Bonding
Company: Address
Mortgage
Lender' Address:
ArchitecUEngineer
Address
Attach
Proof Qf 01ywe-ships A L4gaH Dt°serip+tiva) Phone.
Phone:
J
RUSSO- Application
is hereby rrtiade to obtain a perrrut to do the eyork and installations as indicattd. l cefu[Y that no work or insiallanon has cotnnienc"ed prior te, Ute issuanceofapetitandthatallworkHalltM ,.+,ormrd to met standards of all laws teplating construction in this jurisdiction. 1 understand Ihaf a seaarme permitmustbesecuredforELECTRCALWORK, FLCTMHM, SIGNS, vrv-_ C, POOi, FiJRa dFt.C. t301t Eic; HrATERS, TPIVL, and AIRCONDITIONERS, etc. OWNEP'
S AFFIDAyi T : I l erti°7 That all of the foregoing inforr tion is aesu-,te and 'chat a21 vrork grill be done in corarpliance uvith : ll appliczhl<: i cw:. e , l tirtg conslnietionarctConing. 4R i1 iG TO OV,ry- YOUR FA !LU„.E 170 RECORD + A NO iICE: OF CCIM14ENCEME147 MLA-_' 'R—ESSUL i Il,+ ','+,i ri 1 i. ti_±G TWICEFOPIMPROVEMIEIM; TO YOUR PROPERTY. iF YOU i7"I71-FrID TOOBTAii`d H-HAINCI-taIG,COMS bViT,t-1 `f0 LENDER ()k AN ATTORNE°! BEFORE RECORDFNG YOUR NOTICE OF COJHfWiENCEA9L-NT. NOTICE:
In addition to the requirements of this p it, there may be additional restrictions applicable to skis pr e—,,, that me found in Ore puidir. recortsrof thiscount),, and there may be additional pemtit_srequired rom other governmental entities such as wa9E- gement disci , state. agencies, ".I(, cir.+ l a{ 0111ies. Acceptance
of permit is veification that t ill notify the owner of the property Of the require Is o /onda en •F FC J I? (v ! SEP2
3 ZOC',9 SignatureofOwner/Agent Date Stgrrat of Conc-actor;Agent Date ERT
G. DELLQ RUSSO Print
Owner/Agent's Name v Print
Cora tractorAsent'S' ,am r • - Signature
of Notary -State of Fl.nda Date Signature of No_,-State Of FlortGAR01.70U1`MANirN olJilvll
O, ' Ana;
tri PESifyC
5 O+t•ne.r/Agent is _ Personall,. x Knon10 Me or Contractor/Ac.;-::> __ Personal 'iS1t ,.,w Produced IDProducrcAIII'LI(',
A1'ION APPROVED LiY Bldg Zoning L; I:D: Initial & Detc` --— Initial &Dater (Ini(ial et Date) (Itwnal £i Datc n, eci5
lond+tions' 4f:_
I
t -1 a
PLOT PLAN
DESCRIPTION: (AS FURNISHED)
LOT 65, PRESERVE AT LAKE MONROE
AS RECORDED IN PLAT BOOK 62. PAGES 12-15 OF THE PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA
IMPERVIOUS CALCULATIONS fl OT ONI Yl
LOT 65 CONTAINS 6250 SQUARE FEET t LOT ONLY)
THIS STRUCTURE CONTAINS 1880 SQUARE FEET t
TOTAL CONCRETE 504 (WITHIN LOT ONLY) SO. FT. t
TOTAL SOD 3866 SO. FT. t
PERCENT OF CONCRETE & STRUCTURE TO LOT 38% t
MIIARF FOOTAOF AIP TO CIIRRI
LOT 65 UP TO CURB CONTAINS 6800 SQUARE FEET t
THIS STRUCTURE CONTAINS 1880 SQUARE FEET t
CONCRETE 837 SO. FT. f INCLUDING (SIDEWALK/APRON)
TOTAL SOD 4083 SQ. FT. t
CSX RAILROAD R/W
OLD MAIN LINE TRACK
UNPLATED PER THIS PLAT)
50.00'
N54'23'11 "W
LOT 65
DRAINAGE TYPE A
IUY
A
a 1 IIIA
Zy laI
cl
f^ I71t
rniR
c
C4
LOT 66 N N 0
ocn °'
P+ 175.52'
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.
c
c Z
c
40.00'
PROPOSED N G (Jl
FINISHED FLOOR i Q
ELEVATION-14.40 0 4 f
COVERED
I1I1I
20.7' S.0
IYIl
LOT 64
20 10' UTILITY EASEMENT'.;;: ,•I f tli-
z; 50.00
pAl
I1II 255.55'
S SV23'11' E 43_1.07' CENTEROF WAYTHIS
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 I
HAVE EXAMINED THE FIRM. 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 65 BEING
N35'36'49"E PER PLAT. FIELD
DATE:) REVISED: SCALE:
1" = 30 FEET APPROVED
BY: SJ BRISTOL
FOREST TRAIL 50'
RIGHT-OF-WAY LEGEND
1'
a30' GRAPHIC
SCALE 0
I5 30 PLANS
REVIEWED CITYOFi ` 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 XXX-
XX PROPOSED ELEVATION OR OFFICIAL RECORD PLANNEDPO
OTDEVELOPMENTPROPOSED
DRAINAGE FLOW 0 DENOTES DELTA ANGLE L
DENOTES ARC LENGTH CCONCRETEC.B. DENOTES CHORD BEARING LB
LAND SURVEYING BUSINESS PC DENOTES POINT OF CURVATURE LS
LAND SURVEYOR PI DENOTES POINT OF INTERSECTION PR
MPERMANENT REfCRENCE MONUMENT PRC PT
DENOTES
POINT OF REVERSE CURVATURE DENOTES
POINT OF TANGENCY PCPPERMANENTCONTROLPOINTTYPTYPICALPPER
PLAT A/C AIR CONDITIONER MEASURED
COW CONCRETE BLOCK WALL FNDFOUNDRPRADIUSPOINTC/W CONCRETE WALK CS CONCRETE SLAB S/W SIDEWALK C CHORD LENGTH CPPB
CONCRETE
PAD PLAT
GOOK SO. FT. SQUARE FEET R
RADIUS NG NATURAL GRADE PGS
PAGES R/W RIGHT-OF-WAY AMERICAN
SURVEYING & MAPPING CERTIFICATION
OF AUTHORIZATION NUMBER L8p6393 1030
N. ORLANDO AVENUE. SUITE 8 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. JOB
NO. ASM39679 _ PLOT
PLAN 4 27 04 S DRAWN
BY: ILOT FIT 12-12-02 CKB AM R. MU'SCA FOR
THE
FIR&
JR.
PS #4 28 DATE
FORM 60OA-2001
FLORIDA ENERGY EFFICIENCY CODE
FOR BUILDING CONSTRUCTION
Florida Department of Community Affairs
Residential Whole Building Performance Method A
Project Name: 2724 LMR 06 Builder: CENTEX HOMES
Address: Y BRISTOL FOREST TRAIL Permitting Office: CITY OF SANFORD
City, State: LAKE MONROE , FL Permit Number: am` - ' V, )r
Owner: CENTEX HOMES 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 (W)
7. Glass area & type
a. Clear - single pane
b. Clear - double pane
c. Tint/other SHGC - single pane
d. Tint/other SHGC - double pane
8. Floor types
a. Slab -On -Grade Edge Insulation
b. Raised Wood, Adjacent
c. N/A
9. Wall types
a. Concrete, Int Insul, Exterior
b. Frame, Wood, Exterior
c. Frame, Wood, Adjacent
d- N/A
e. N/A
10. Ceiling types
a. Under Attic
b. N/A
c. N/A
IL Ducts
a. Sup: Unc. Ret Unc. All: Interior
b. Sup: Unc. Ret: Unc. All: Interior
New _ 12. Cooling systems
Single family a. Central Unit
l _
5 - b_ Central Unit
Yes
2724 R' c. N/A
253.0 fi' _ 13. Heating systems
0.0 W _ a. Electric Heal Pump
0-0 ft' _
0.0 ft' b. Electric Heat Pump
R=0.0, 130.0(p) ft _ c. N/A
R=11.0, 112.0ft'
14. Hot water systems
a. Electric Resistance
R=4.1, 886.0 W
R=l IA, 1097.0 fe _ b. N/A
R=11.0, 206.0 ft'
c. Conservation credits
HR-Heat recovery, Solar
DHP-Dedicated heal pump)
R=19.0, 1459A ft' _ 15. HVAC credits
CF-Ceiling fan, CV -Cross ventilation,
HF-Whole house fan,
PT -Programmable Thermostat,
Sup. R=6.0, 1.0 ft MZ-C-Multizone cooling,
Sup. R=6.0, 1.0 ft MZ-H-Multizone heating)
Glass/Floor Area: 0.09 Total as -built points: 34544 PASSTotalbasepoints: 40533
I hereby certify that the plans and specifications covered
by this calculation are in compliance with the Florida
Energy Code.
PREPARED BY:
DATE: MAY 0 5 2009
1 hereby certify that this building, as designed, is in
compliance with the Florida
7 OWNERIAGENT: /
DATE: AYQ 5 200 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. Cap:
29.0 kBtu/hr _ SEER:
12.00 _ Cap:
22.0 kBtu/hr _ SEER:
12.00 Cap:
29.0 kBuvlu HSPF:
7.80 _ Cap:
22.0 kBtu/hr _ HSPF:
7.75 Cap:
50.0 gallons EF:
0.86 PT, _
STgl
o
o
R
Q COD
WF BUILDING
OFFICI DATE:
to A, Its Rfy EnergyGauge® (
Version: FLRCSB v32) C11y l_ ,
FORM 60OA-2001
SUMMER CALCULATIONS
Residential Whole Building Performance Method A - Details
ADDRESS: , , , PERMIT #:
BASE AS -BUILT
GLASS TYPES
18 X Conditioned X BSPM = Points Overhang
Floor Area Type/SC Ornt Len Hgt Area X SPM X SOF = Points
18 2724.0 25.78 12640.5 Single, Clear W 1.4 15.0 32.0 53.47 1.00 1702.9
Single, Clear W 30 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 A 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
Base 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 60OA-2001 EnergyGaugeO/FlaRES'2001 FLRCSB Q.2
FORM 6,OOA-2001
SUMMER CALCULATIONS
Residential Whole Building Performance Method A - Details
ADDRESS:, , , PERMIT #:
BASE AS -BUILT
Summer Base Points: 54247.1 Summer As -Built Points: 55784.9
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 0A31 1.087 x 1.150 x 0.90) 0.284 0.950 7308.6
54247.1 0.4266 23141.8 55784.9 1.00 1.125 0.284 0.950 16942.7
EnergyGaugeTm DCA Form 60OA-2001 EnergyGauge®/HaRES'2001 FLRCSB v3.2
FORM 60OA-2001
WINTER CALCULATIONS
Residential Whole Building Performance Method A - Details
ADDRESS: , , , PERMIT #:
BASE AS -BUILT
GLASS TYPES
18 X Conditioned X BWPM = Points Overhang
Floor Area Type/SC Ornt Len Hgt Area X WPM X WOF Point
18 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 Points 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
Base Total: 38.0 174.0 As -Built Total: 38.0 258.2
CEILING TYPES Area X BWPM Points Type R-Value Area X WPM X WCM = Points
Under Attic 1459.0 0.64 933.8 Under Attic 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 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCSB v3.2
FORM 60OA-2001
WINTER CALCULATIONS
Residential Whole Building Performance Method A - Details
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 0.569 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
EnergyGaugeTM DCA Form 60OA-2001 EnergyGaugeWlaRES'2001 FLRCSB v3.2
FORM 60OA-2001
WATER HEATING & CODE COMPLIANCE STATUS
Residential Whole Building Performance Method A - Details
ADDRESS: , , , PERMIT #:
BASE AS -BUILT
WATER HEATING
Number of X Multiplier = Total Tank EF Number of X Tank X Multiplier X Credit = Total
Bedrooms Volume Bedrooms Ratio Multiplier
5 2564.00 12820.0 50.0 0.86 5 1 M 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
Points
Heating + Hot Water = Total
Points Points Points
23142 4571 12820 40533 1 16943 4483 13118 34544
PASS O,
I
ST9 F0 r
iGq EnergyGauge
Im DCA Form 60OA-2001 EnergyGaugeO/FlaRES'2001 FLRCSB v3.2
FORM 60OA-2001
Code Compliance Checklist
Residential Whole Building Performance Method A - Details
ADDRESS: , , , PERMIT #:
6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST
COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHECK
Exterior Windows & Doors 606.1.ABC.1.1 Maximum..3 cfrn/s .ft. window area; .5 cfm/s .ft. door area.
Exterior & Adjacent Walls 606.1.ABC.1.2.1 Caulk, gasket, weatherstrip or seal between: windows/doors & frames, surrounding wall;
foundation & wall sole or sill plate; joints between exterior wall panels at comers; utility
penetrations; between wall panels & top/bottom plates; between walls and floor.
EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends
from and is sealed to the foundation to the top plate.
Floors 606.1.ABC.1.2.2 Penetrations/openings >1/8" sealed unless backed by truss or joint members.
EXCEPTION: Frame floors where a continuous infiltration barrier is installed that is sealed
to the perimeter, penetrations and seams.
Ceilings 606.1.ABC.1.2.3 Between walls & ceilings; penetrations of ceiling plane of top floor; around shafts, chases,
soffits, chimneys, cabinets sealed to continuous air barrier; gaps in gyp board & top plate;
attic access. EXCEPTION: Frame ceilings where a continuous infiltration barrier is
installed that is sealed at the perimeter, at penetrations and seams.
Recessed Lighting Fixtures 606A.ABC.1.2.4 Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside a
sealed box with 1/2" clearance & 3" from insulation; or Type IC rated with < 2.0 cfm from
conditioned space, tested.
Multi -story Houses 606.1.ABC.1.2.5 Air barrier on perimeter of floor cavity between floors.
Additional Infiltration reqts 606A.ABCA.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA,
have combustion air.
6A-22 OTHER PRESCRIPTIVE MEASURES (must be met or exceeded by all residences.)
COMPONENTS SECTION REQUIREMENTS CHECK
Water Heaters 612.1 Comply with efficiency requirements in Table 6-12. Switch or clearly marked circuit
breaker electric or cutoff (gas) must be provided. External or built-in heat trap required.
Swimming Pools & Spas 612.1 Spas & heated pools must have covers (except solar heated). Non-commercial pools
must have a pump timer. Gas spa & pool heaters must have a minimum thermal
efficient of 78%.
Shower heads _ 612.1 Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG.
Air Distribution Systems 610.1 All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically
attached, sealed, insulated, and installed in accordance with the criteria of Section 610.
Ducts in unconditioned attics: R-6 min. insulation.
HVAC Controls 607.1 Separate readily accessible manual or automatic thermostat for each system.
Insulation 604.1. 602.1 Ceilings -Min. R-19. Common walls -Frame R-11 or CBS R-3 both sides.
Common ceiling & floors R-11.
EnergyGaugeI" DCA Form 60OA-2001 EnergyGauge@/FIaRES'2001 FLRCSB v3.2
ENERGY PERFORMANCE LEVEL (EPL)
DISPLAY CARD
ESTIMATED ENERGY PERFORMANCE SCORE* = 86.0
The higher the score, the more efficient the home.
1. New construction or existing New _ 12_ Cooling systems
2. Single family or multi -family Single family _ a. Central Unit Cap: 29.0 kBtu/hr _
3. Number of units, if multi -family 1 SEER: 12.00 _
4. Number of Bedrooms 5 b. Central Unit Cap: 22.0 kBtu/hr _
5. Is this a worst case? Yes _ SEER: 12.00 _
Conditioned floor area (tt') 2724 ft2 c. N/A
7. Glass area & type
a. Clear - single pane 253.0 ft' _ 13. Heating systems
b. Clear -double pane 0.0 ft2 _ a- Electric Heat Pump Cap: 29.0 kBtu/hr ,
c. Tint/other SHGC. - single pane 0.0 ft2 _ HSPF: 7.80
d. Tint/other SHGC - double pane 0.0 ft2 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) ft _ c. N/A
b. Raised Wood, Adjacent R=11.0, 112.0W
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 W _ EF: 0.86 _
b- Frame, Wood, Exterior R=l 1.0, 1097.0 ft2 _ b. N/A
c. Frame, Wood, Adjacent R=l 1.0, 206.0 ft2
N/A c- Conservation credits
e. N/A FIR -Heat recovery, Solar
10. Ceiling types DHP-Dedicated heat pump)
a. Under Attic R=19.0, 1459.0 112 _ 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. ReC Unc. AH: Interior Sup. R=6.0, 1.0 ft _ RB-Attic radiant barrier,
b. Sup: Unc_ Ret: Unc, AH: Interior Sup. R=6.0, 1.0 ft MZ-C-Multizone cooling,
MZ-H-Multizone heating)
I certify that this home has complied with the Florida Energy Efficiency Code For Building
Construction through the above energy saving features which wilt be installed (or exceeded) O THE ST-4,
in this home before final inspection. Otherwise, a new EPL Display Card will be completed
based on installed Code compliant features.
Builder Signature: Date: MAY Q 5-
e
Address ofNew Home- O ' BRISTOL FOREST TR. City/FLZip: LAKE MONROE/32747
NOTE: The home's estimated energy performance score is only available through the FLARES computer program_
This is not a Building Energy Rating. !fyour score. is 80 or greater (or 86for a US EPA/DOE EnergyStar'Mdesignation),
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-ucfedu for
information and a list of certified Raters. For information about Florida's Energy Efficiency Code For Building Construction,
contact the Department of Community Affairs at 8501487-1824.
EnergyGaugeO (Version: FLRCSB v32)
RIGHT-J LOAD AND EQUIPMENT SUMMARY
Entire House
DEL AIR HEATING,AIR CONDITIONING,R Job: 2724 8.29.01
109 COMMERCE STREET. LAKE MARY. FL 32746-6206 Phone: (407) 831-2665
Project Information
For. CBJTEX4M&JA00BS
I
E—
Desicin Information
Weather. Orlando AP, FL, US
Winter Design Conditions
Heating Summary
Summer Design Conditions
38 °F Outside db
70 °F Inside db
32 'F Design TD
elaWeMReimidityMoisture
drfference Bulling
heat loss 37444 Bb- h Ventilation
air 0 cfm Ventilation
air loss 0 Btuh Design
heat bad 37444 Btuh Infiltration
Melhod
Simpftfied won
quality Average Area (
ftz) Volume (
ft ) Ak )
He
tin 2724
21792
0.
70 254
93 '
F 75 '
F 18 '
F M
50 %
43
grAb Sensible
Cooling Equipment Load Sizing Structure
29227 Btuh Ventilation
1485 Btuh Design
temperature swing 3.0 'F Use
hog. data n Rate/
swirlg multiplier 0.98 Total
sees. equip. bad 30098 Btuh Latent
Cooling Equipment Load Sizing Internal
gains Ventilation
Cooling
Infiltration 2724
Total Wert equip. bad 21792
0.
40 Total eciuiornert bad 145
Req. to4capat 0.70% SHR Heating
Equipment Summary Male
n/a Trade
r1/a n/
a Efficiency
n/a Healing
spurt Heating
output 0 Btuh Healing
temp a Actralheating
tan 0 cfm Heating
air flow factor 0.000 dnvBtuh o
uw..ari 1840
Btuh 2212
Btuh 4284
Btutt 8336
Bti..lt1 38434
Btuh 3.
6 tor Cooling
Equipment Summary Make
n/a Trade
n/a n/
a n/
a Efficiency
Sensible
cooing Latent
cooling Total
000Grxa Actual
coding fan Cooling
air flow factor n/
a Load sensible heat ratio n/
a 0
Bb-th 0
Btuh 0
Bluh 0
cfm 0.
000 dm/Btuh 0 %
Prirlbut
certified by ACCA to meet all mquiremenls of MantA J 7th Ed. wr14[
jhtsoft Right -Suite Residential^' 5.5.06 RSR26014 2002-Apr-03 16:50:27 ACC,
E:1Fileslt\Fox & Jacobs 2002t272412724.rsr Page1
RIGHT-J 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 Phone: (407) 831-2665
Procedure A - Winter Infiltration HTM Calculation*
1. Winter infiltration AVF
0.70 ach x 21792 ft3
2- Wnter infiltration load
1.1 x 254 cfm x 32
3. VAYerinfiltrationHTM
8949 Bbh / 277 ft2
x 0.0167 = 254 cfm
Isolated zones = 0 cfm
Total = 254 cfm
F Winter TD = 8949 Bluh
Trial window = 32.3 Btuh/W
and door area
Procedure B - Summer Infiltration HTM Calculation
1. Summer irAtr anion AVF
0.40 ach x 21792 fP
2. Summer Mittrabon bad
1.1 x 145 cfm x 18
3. Summer h9rdation HTM
2877 Btuh / 277 ft2
x 0.0167 = 145 cfm
Isolated zones = 0 cfm
Total = 145 cfm
F Summer TD = 2877 Bbh
Total window = 10.4 Btuh/ft2
and door area
Procedure C - Latent Infiltration Gain
0.68 x43 grAb moist.diff. x 145 cfm = 4284 Bb1h
Procedure D - Equipment Sizing Loads
1. Sensible Stung bad
Ser>slble venblation bad
1.1 x 75 cfm vent x 18 °F SLmmerTD = 1485 Bbih
Sensible bad for structure (Line 19) + 29227 Bb,h
Sum of verlhlabon and structure loads = 30712 Bbh
RatirxJ and temperature swing multiplier x 0.98
Equipment sbJ 1g bad - ser>sble = 30098 Bluh
2. Latent siting load
Latent venblation load
0.68 x 75 cfm vent x 43 grAb moistdiff. = 2212 Btuh
Irltemal loads = 230 Btuh x 8 people + 1840 Bbh
Infiltration load from Procedure C + 4284 Bhh
Equonerd sdrlg load - latent = 8336 Btuh
Construction Quality is: a No. of Fireplaces is: 0
P yft rtcertified by ACCA to meet all re"wrients of Man A J 7th Ed.
wr1ghtsoft Right -Suite Residential- 5.5.06 RSR26014 2002-Apr-03 16:50:27
EAFiles\ffox & Jacobs 20021272412724.rsr Page 1
RIGHT-J WINDOW DATA
DEL AIR HEATING,AIR CONDITIONING,R Job: 2724 8.29.01
109 COMMERCE STREET. LAKE MARY• FL 32746-6206 Phone: (407) 831-2665
W S D W G L S S O N A S O O W C W S
N K I A L O T H V G N H V V H H N H
D Y R L A W R A H L G C R R G T A A
W L Z E M D G Z L O X Y T M R R
MSTR. BR
a n S a C n 0 d 1 1 90 1.0 1.0 11.0 5.2 30.4 32.0 0.0
M.BTHNVIC
KITCHEN/NOOK
b n e a C n 0 d 1 1 90 1.0 to 11.0 7.0 54.4 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 54.4 32.0 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 5.2 54.4 16.0 0.0
BTH2
a n e c C n 0 d 1 1 90 1.0 1.0 1.0 5.2 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 5.2 54.4 23.0 0.0
wr1ghtsoft Right -Suite Residential' 5.5.06 RSR26014 2002-Apr-03 16:50:27
ACCA E:1Fileslf\Fox & Jacobs 20021272412724.rsrPage1
gIGkiTd WORKSHEET
ntire ouse
DEL AIR HEATING,AIR CONDITIONING,R Job: 2724 8.29.01
109 COMMERCE STREET LAKE MARY, FL 32746-6206 Phone: (407) 831-2665
tvlArvtv LJ. mta
1 N3mdmam EnfreFk se cowl ZONE2
2 lar deposedwd 340.0 1 168A ft 1720 ft
3 Rorndn rs
4 Celrgs CoriOptial 80 heeibnd d 8A ft d o 0 ft d o
WEOF CST MM Area lnedlT3 h) Area Lo.JW) Area lnadl$ilt) Area E)
4FOSl E NO- Hig Clg Htg CIg f) Hkg Clg Hlg Clg Htg C19 5
Gross a 14B 4. 21 11 11 bpoeed
b 13C 1 1 wall;
and c 12C 2 1. 1 parmars
d 0. 0. e
0. O f
0. 0. 6
V*dansard a 1C 37. 1 73% 3546 103 glass
doors b 8C 37. 1478 14m He@"
c 9C 38. d
0. e
0.1(
f
0. 7
V*d ms andNorth 0. 0 glass
doors NEMW 0. 0 Cookg
EW 54. 207 11261 101 5658 103 SES1N
0. 0 Sorah
30. gn I 973 Horz
0. 0 8
Olherdoors a 11A 18. 12 717 484 38 71 484 b
11A 18. 12 0 c
0. 0. 0 9
NA a 14B 4. 21 1020 4700 2100 1 4700 2100 opo-
d b 13C 3. 1 1`C 473 176 1 4 176 ward
c 12C 2 i. 1273 3fiBEil 24 1 2475 pa
lhorsd 0. 0. 0 e
0. 0. 0 0 f
0. 0. 0 0 10
Ceilings a 16G 1. IA 1461 1543 2f125 14 155 201 13V 1 1821 bi
0. 0. 0 0 c
0. 0. 0 d
0. 0. 0 0 e
0. 0. 0 f
0. 0. 0 0 11
Floors a 22A 25. 0. 199 515B 0 1 4355 0 31 Not;:
mom b Of 0. 0 0 c
0. 0. 0 0 sds
d 0. 0. 0 0 forsiab
a Of 01 0 0 Aoors)
f Of OX 0 0 12
k0rafon a 32 10. 277 094.9 2877 174 56221 1897 1031 3320 1 13
Srbbtal bs7-*+8..+11+12 34040 2104t 1 Less
aftnal healing«.. Less
Yarsfer 14
Q 10° 3401 10' 21 10/ 1 15
Total loss =13+14 3= 231 16
k>t gaits People @ 300 E 2400 7- 210D 1 Appl
@ 1 I800 2 1800 17
otRSHgaiF7+8 +12+16 265M 15n 11 Less
oapmalcoofrg 0 Lem
kartsh 0 18
Outt gain itP 286/ J530 1tp 1119 ToWRSHgair-(17+18)- F t0D 29227 100 1 1A0-120 Arreclred0.) m 1800 800 Rv*
a ttoa ied by ACCA In meet al re"&Tter>fs of AAar A J 7th Ed C
wr ghtsOft Right -Suite Residential^' 5.5.06 RSR26014 2002-Apr-03 16:50:27 mac`
E:1Files\f\Fox 8 Jacobs 2002\272412724.rsr Page 1
1 I 4 3 Mir 2 1
1. a NTgNCNATt ma FOR I.• WOE DOM
REVISIONS
errcr SNINI w"o°'aA "0) REV. NO. ZONE: DATE: ECN NO. APPvO: DESCRIPTION
ofTiPNA+eLRTUp GLASS OR 1— A 1 92 11/00 - MwW I OTY (1) WAS (2) FOR TWX BOLT
iFt 7ECiau A1fW.A1LE
i 20 " WN. [1rpCI[VpUS ATTACNEO TO DOOR INNuicoaft TRMN (TO WDOGWSTAuyI (T0 too
DcW• BOTTOM a CtH%} -IDe Sm r
vttw 'r 'II- r2 a OAW. STSL. T4D i cc,
wVA s.
LISTED 2- ,,....,-
c v tw c T
yT r,0 II4CN• Nw. TRACJI iNKHNLISi .oa'
TIP. !-/:•.rf alA eAw, ma TR,rx SN.L+uT.
I 1Oi 0RIDORW6 !( (.) Tw" WACACR /q 7iL
rd
A J ® ® OK LAIR TOP sRwa
REPORT#9606C
I . •' V- aN 44 1w0 D-OW lOi.JYi 9Y.0
Ci a smiD xc+aN.
i Nv-.w oN pT
stMeCm. tte) l if rs/Y rltu N[rAL Sptrs , 4, t
pCAAO/IbM.{ vwif A omaw ONfM NL1ID IACN .oS TION r
IIArL DOG wpM It'-0' O
I ,•.
7 • t0! s
I
S.
aN 110WA +< TArrW IGKWL i r. r .,. w.r:A Slil 2YI,DyayyNGE IIIOnT
FMHL rRN U.V.$ WASYrTo7'-4' WW CONSIST Of ((t) a( NS W(SV: . Darw w our" fwvAa '' Ral ! li "N r{ w. °t tD°`M°1 71W" nor wulaNO ev ooG NswilA Ro fwr) coonOwl1'-0 w4tl CONAsT o/ (') S IT (NOT ). ItuT NOT TI(Q{AN(D) ro rRa.M . /WfN YOIWIUrO SYKACL
No%ZOWAL A.rsS 00 NOT TRHASRR 6WO, Ls yvam PNC .ors 20
OA. Vrl. GILV, rm DIO STU 2'
7WCN /sifsKRGAfl '.,A 20 0. NLV. 8= WIM STU 6 tjrOLUDWSW1sr ._. -
If of f+tv silt' 114Q( UK
RCTANOI M,CI((if /KiWm >0 wOCb YAM 2s
cA wY. STtA A. • PAN .S U WTH ONE S/r S/Y LAC SORtw eo+
NO A 0-AO NW. 0 fGKN7 POI UM ... 21 tc-w T%AcX wv4w, f]
aLVNNzwq, o,wto-oN P.Nq. ) oR 2 caaER{ t6000 ti NYl coNUKTq G AND
A sANEO-ON MLTwet I/•.I' TAICOH SCRM ON 17-1/!' CgTq! (2.ODO i/ASRHN•(Or[Pq Tq{LEA) 11 v w C OAT ,M(O ., form sw W2 twl"s Ps ONCNE}E S WCWOm riM Spa {
NN. tt G,. OAW. SRIL TOP ONTO WIRCx IWK OjyyE Ny01Gf, I. 0.0. uv. %"A REONRto !• 4W. STTtl TMGN IAS LD TO NygSf I y/
s- ROUtlIMACNn. LACK ON[ SWAP WCH ON 1SR1 fAPWM. ANCNDTq wY DE CDNAtAWNit Il H GLV. WISE 7INGt .RAOTna. /AS IV(.) /1 AL Ji
IMGTCT ArtAeNY V (.) WfOL {16C M, A" or be". (yyT NOT SWIAPED) TO PROAp(A IvusN 41D 1.
S/.• s111G YOUNIiW SI.I/AW. NawamlK 4N1s{ OO NOT TMCH ATTK71(D f0 fA00 eRALxR N SHM
w. JOINTS. SCRUVf. 'I"M NO, wlf%
I 1/. OT m a 111d/ sCK1's q 00 wNOL OYISIOLD
lilNO
raNx rAc21 END EAD {Trc21 D{A SNGi• fTW, 10 .W2, SrsL Roux. Sikt .
rnuM.e.fYw MAN 11p10Vwl IRE. lli%31O TO r.a.Am. e/ '.•a Nr en.rw • Srener r.e , P .6
IOisi! w (s)CIpYw40t Nvgt 2'
TALL u.WA Rol T t•.7/1' KV 20
a atv, nEa TAPPIIw WACWL EWArM W 4p, DESIGN LOADS: 24.0 PSI k -24,5 PSF y
I. TW.3?Rps7TIR f0 Nfl OungE Gnu fXN'[ M mRrVON°PSeS'iTt a as o+tHrt TEST LOADS: 39.0 PSF k -37.0 PSF N•
HOL( OF DON. KCWO FOR 1W •KAVIC a SRRXRM AHD N ACCGWIK y
TALL . 20 G "V. BIER u-SM tHD SWE rtou "14 euNRaT NNom ODoa TOR rot IJA.w UM ON a.o+. aN..s K m N .vt PART NO,: - WA2-1-2-1 PATTgN (r 6Two u-PINS SRIL LOCK OWAM TAS DRANIIM' w1 ww 1 Mm fbL 1-
T G /OTTGI SWON. ONE H_R & N6VT WTD T9tTYy1L A ASEGTI011ITCcu.Nu-wI ATTAMEO TTAICAC oNt wTlx unwool fww w—l.. 712 A Sr4 I{DO T- I 1]. TNIV10 SCMwfLOCK ONION E.iNnWWTOLERANCES «. IDEAL OinNRRo DN 4S2D2 D• DOG.
w w rNr .0 . t.OJ tO, lb.
1-i13+Js1-1100 sSfJi_sieNL
PM M. I_SI}Ts2.3si1 N.w
w.2.w. r.rVlwr. t.O1S .00 . ZSELMONAniRrvuylwvwa. rNr..ro.L F.u.. r DESCRIPTION: MODEL 6RST w4 16r0 S 9-0: 24/-24.3 DESIGN LOAD j w.
N.
w. A..r nwn r ,000 . 2.00S r2 aA
GAty. 80TTON s1UCNa. /%/%' orb N' aHiwr .AA ,0000 S.00t DRAWN 8Y: BMM DATE: 4/19/00 SCALE: NTS DWG. D AvwwjLD wm (.i /laf/S fner Nat {atws % r •• ,• P w.I... D AWwN1AN DITRuaiON / ,/ /vim c' i
l D.q^.' ' s 1/2' CHECKED BY; MWW DATE: 4/18/00 SHEET I OF I SIZE a NM1C
wEA1fWISR11. 7 / Third An9tim a ovam ossstt"ww.. Va ProJ.U7on DwtwfloKa Au N wT:NEI. DWG. NO.: 102110 REV. N0, T cc x
i
Q
nrrl •N PRESSURERATING: J(pDFt O noN: lhamw—Tru N—S.inq Door Wood %;on»s System 3 MAX 18' O.C. Single Pos;tiw.67.0 PSF Negative 67.0 PSF
LAYIMIIL 41 NOMINAI SO£r Single up to S'! r B'D r/ro sidn'L•s t`
Double up to 8•4 x B'0 w/wo sidWos - ' •4 Single with Sidelites Positive 60.0 PSF Nsgotiw 60.0 PSF N
nc.rtt t rnNncn2•nnNS: X, OX• X0. OXD, XX, OXxO •
Doubts w/wo Sidelites Positive 47.0 PSF Negative 47.0 PS'F Q) 000OT,
FNEVA OFSnRIPMNI The hood and side jambs ore rM961joint pine
meosurinq o min. 4-9/16' with o :/2" mbbeted stop.
h
V
TAPCOt •>, . •• TYPE ANCHOR 3' MAX IS' O.Q,
A3/
0
J/16• TAPCCY! .2 FIRMWOr+
rVK ANCHOR
Delg..."~'• M.soNRr LLaTFL tO a:
FwaNc
2x fsJOt :% '•K.
WIcINzro.y.. 7{ 1F C a n
B 2—t/Y. , (S•• net• 2) ;u o :
cc
n
PM ..'' CONCRETE •C JuP : MASONRY BLOC" HG1p ours ° I•
t Tp 2Y sus —BUCK y <. ro 1x su9-9UC+t
4 ^ »
2
m 1/I' DRrWAU
7• ..a'. 3/16• TAPCON d 8
1 .
Ix OLCA
2 FYNih: ZO W
ett t/2' LstrleMt TYPE ANCHOR
1 tf t t x 2 FINUNc ;4 .• :.. ELCO TAPCON Of' EOUAL IjW t,
rAPCCW2JSl8. SHEAR RATING) •. p
aS r. T (Sae Igls 2) • O Z °
E. EXTERM
t ( •' zaT3/1YKV. UPCON
71'PE ANCJa:>It r .3' MAX. ••l
r.
f SHIM SPACE —1/1' MM.
mi.
N.x
re.
tmcLL saE AMe qI/
x t .. sr1 srxc •'. t ro Ix ws-Bout VVrAn 1i. e
873.684.3B3t
Ies• term fit= 1. This system has Wen evaluated for was in locations c;dherinq to the Florida Building Code s
T• S" •WB and where pressure requirements as determined by ASCE 7 Minimum Design Loads for Buildings DAM 4/J/02
TO Ix S B— r 1ya• ua SCALE: N.T.S.
and Other Structures do not exceed the design Pressure ratings listed herein.
2• For installations where the sub —buck is less Non 1-1/2' (FBC section 1707. a,4 Mehemge Methods C1et. Bt". II.W,
and sub —sections 1707.4.4.1 and 1707.4.4.2) Topcon type concrete anchors must be used and the DRAWING 1e).: .
length must be such Not o minimum 1-1/4' engoganent of the Topcon into the masonry wall is obtained. T-02201
sHar t or t
UOOFL lVSlOMT?0N, Themmo-Tru Out -Swing Dee, Wood l*r*m@v System
I)JUW gVER&I NOMINAL S17F-- Single up to 5*4 x 8'0 else *;dvJ'to9A;
MU 18' O.C.
F;tCN PRESSURF RATING:
ngf*
Single with Sidelites,
Positive 67.0 PSF N&901iv& 67.0 P;F
posjt;w 60.0 PSF Negative mo P;r
Double up to 8'4 s 8'0 w/wo sidolit- 1 double w/wc> S;clefit., Positive 47.0 PSF Negative 47.0 PSF
USAR' F CONFIQUIRATIONS., X. Ox. X0. OXO. xx, 0=0
e jamb@ am ro*rMnt pineCIEMRALDESCRIPTION_ he hood and WK measuring
0 min. 4-9116' with a 1/2' f*bb*t*d Stop. MASONRY LK d
Mai
MASONRY 6
x 2-1, KH
WS TAY.
tft
1.
1 UK Ewa.
25
101
i .
2 FIRRINC DRYWALL
4,
3 r4'E" 'ACON ANCHORLL
VIIIEWRT
MAX
18' O.C. Nm
T- 25'
MAX. SHOW
SPACE 3116-
TAPOON TYPE
ANCHOR ED.
NEAR JAMB I
x I f7RRINC DA
tVALL3118- )
APCON TYPE
ANCHOR Ax
SVC( SH2I5.'
S"" 25* Mli. as
SIX "
a G ;;Vfl_eu" LIM
SIX "
a G ;;Vfl_eu" LIM
JisB
MN.
C
WK SWKf
2 FIRRINC 1. This system has boom Iuotod for use in locutions adhering to the Florida Building Code end
where pressure requirements as datermimea by ASCE 7 Minimum Design Leads for Buildings MIND, "
74. one Other Structures do not —ed the design pr*"Ul* ratings listed heroin. MB
RimJACK2. For installations wh*ro, the sub -buck is less W,n 1-112* (FSC section 170).4.4 Anchorage Methods and
dub -sections 1707.4.4.1 and 1707.4.4.2) )74pcon type concrete anchors must be used and the length
must be such that 0 minimum 1-114' engagement of the ropcom into the masonry wall is obtained. 3.
When using a IX sub -buck a 6-9116* jamb is required to allow W thin. edge spacing for Topcon type anchors ftw
NQp I D (• aTlOu• Thermo-Tru In -Swing / OLt-Swing Door Wood From" System DESIGN PRESSURE RMING:
LIAXIIIUTA' OVERALL NOMINAL S17E Single up to 5'4 x 8'0 t:/wo sidelites Single Positive 67.0 PSF Negative 67.0 PSF
Double up to 84 x 8'0 w/wo sidelites Single with Sidelites Positive 60.0 PSF Negative 60,0 PSF co
ySABI ENFl(U eTtOuc• X. OX, X0, OXO, XX, 4XXO Double w/wo Sidelites Positive 47.0 PSF Negative 47.0 PSF y0
GEuERAL DESGRIPTION The head and side jambs On flagerjoink One 2 O
h
measuring a min. 4-9/1f' with o 1/2' rabbeted strop. pwZ p^
y DOUBLE 2X Lo' a o'
i' . HEADER Tit W ad' I t0
I/2' DRMALL SIR•AtIw+D
C 1. >sEMEn nl
SINGLE DOOR
S e
2X STUD
3' T•0 w
2X JACK STUD
rM ws
AW
0r
1/2' aMALL F••w. -7
0 W
Jr SGB 2.4 DOUBLE DOOR N W G
O OLn
b . W 6.0' aU
U0ttiZ
Is . 2-1t/M2' 0' J.0'
J.0' J.0'
25 O t r1Q
3 Z waoxro
13' UK C-
SWK L 13.
584.36311 SK
S1NGjF OR DOUBL£ DOOR WITH SIMITES LATE: 1/3/02 vldtlxx
SM .wre a NO SCNi N.T.S. t.
13' YML EwarThis system has been evaluated for use in locations adhering to the Florida Building Code 0eG
BT: M.LX. and
where pressure requirement as determined by ASCE 7 Minimum Design Loads for Buildi.T;s"^oiiot and
Other Structures do not exceed the design pressure ratings listed herein. y w
THERMA oTRU®
F®ER CLAMICr SMOOTHSTAR' MSWWO" SAO.E ANDDOLGLE W/d
WIMT SIDELfrM #64"TED FIBERGLASS DOOR WITH WOOD FRAMES.
1. THIS PRODUCT IS DESIGNED TO MEET THE SOUTH FLORIDA
BUILDING CODE 1994 EDITION FOR M41M1—DADS COUNTY.
2. WOOD BUCKS BY OTHERS, MUST BE ANCHORED PROPERLY
TO TRANSFER LOADS TO THE STRUCTURE.
3. PRODUCT ANCHORS SHALL BE AS LISTED AND SPACED AS
SHOWN ON DETAILS. ANCHOR EMBEDMENT TO BLASE MATERI
SHALL BE BEYOND WALL DRESSING OR STUCCO.
4. DESIGNED PRESSURE RATING SEE TABLE PAGE I.
S. THIS PRODUCT DOES NOT MELT THE WATER REQUIREMENTS
FOR MIAMI—DADE COUNTY.
6. MIAMI OAUDE APPROVED IMPACT RESISTANT SHUTTERS
aac REOUtRFO fl7R SIDELITES ONLY.
7. SIDELITES ARE AN OPTION AND CAN BE USED IN A
SINGLE OR DOUBLE CONFIGURATION.
Face sheets: Fiberglass avg. min. yield strength
Fy(mim)-6,000 psi
SmoothStor - 0.070 minimum skin thickness
FiberCiassic — O. 1 I D" minimum skin thickness
Care design: Polyurethane foam core.
with 1.9 lbs. density by BASF. The P cl skin is constructed from a 0.070' thk.
ee moving compound (sMC. The inlaior cavity is toted with 1.9 lbs.
density BASF pplyuretbone loom. The ppoond face sheets are gkied to thewoodstiesand (oils. The; VL latch stile s radorced with o wood lock black
meoaurpg 2.375 s 14,0 at the strike viol deaaw location The hinge
side is Finger Jointed Pine and the top and bottom rail are of a woodCafilp061tematerialInthedoubledooroppGcationIleinocbredoorisfitted
with an estruded aluminum aslrogof (Wind janlber d) of 6063-T6 alkry.
The from is constrWled from Fi jointed pipe. The
header is Tan a the side jambs with 3) 16ga. 1/1rrown x 2 kingslapleaaleocAside. The mullions are snmwed together n a sidelile opplrcation
using /8 s 2' long PFH Wood Screws (6) suers per each mullion. the units
use an hawing Saddle threshold measurng 5.75' s 1.548'.
The sidelile porels ore sordwfd+ glazed us+ g o two peke
mme. are dry glazed on the e[lenor with on 1/6' thk. cdlubr
ppIp ing tope (Sti -11 To at: caulked with siicane. The 0e frames are heldogellrerwitho 6 s 1 /2 long Ploscivo
TABLE OF CONTENTS
SHEET #1 DESCRIPTION
37.5 Nlox.
OVERALL WIDTH
36" MAX.
PANEL WIDTH
LUW = =
Oranx
W i =
a o
oJBnrxO
O o
O X
Ori
N
N a
to ^
L
SINO F INSWING UNfi
74.5' MAX. OVERALL FRAME WIDTH
36.625' MAX.
PANEL WIDTH
1 W AS7RAGAL
X
U
x
w Soo
JW
0
X
co
DESIGN PRESSURE RATING
UNIT TYPE WA ER IN IL RATION
RE UIREMEh(T IS NOT NEEDED
SINGLE 67.0 PSF — 67.0 PSF
DOUBLE 55.0 PSF — 55.0 PSF
WITH SIDELIT S 55.0 PSF — 55.0 PSF
105.$ MAX. OVLKALL tKAML wlUirl
36.625' MAX. 15.5' MAX.
W/
ASTRAGALEll
PANEL WIDTH FRAME WIDTH O > t`
13.75" MAX, a 0 N
WIDTH ¢ p 00
7.125' MAX. p ¢ O n
L.O. WIDTH 8 _J `O
8 0
3aCO
N z `
gooW co
zg
ti x? ok'
1InJ >Z
ina m LS
DOUBLE W/SIDELITES INSWING UNR j
All MODELS 68.5' MAX. OVERALL WIDTH =S
ARE VIEWED .36' MAX. 15.5' MAX. +'
FROM INTERfOR PANEL WIDTH FRAME WIDTHF
13.75' MAX.
WIDTH m
7.125' MAX.
i— D.L.O. WIDTHx
x
0
J
e
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1. SPACING FOR ITEM NO. 41 (LITE FRAME SCREWS) IS AS
FOLLOWS: VERTICAL FROM THE TOP DOWN ON SIDES: 5.5
16.5' 27.57, 38.375 49.375' do 60.375 HORIZONTAL
THERE ARE (2) SCREW BOTH TOP AND BOTTOM AT 2.125-
W FROM EACH CORNER.
2. SPACING FOR ITEM NO. 27 (18 x 1' PANHEAD SCREW) ATTACHING THE ASTRAGAL TO THE INACTIVE DOOR IS AS
FOLLOWS: FROM THE TOP DOWN 1. 37, 5', 18.257,
40.57, 59.25. 74.25 76.25' & 78.25'.
3. THE HEAD JAMB IS ATTACHED TO THE SIDE JAMBS WITH3) 76GA. x 1/2' CROWN x 2' STAPLES AT BOTH SIDE. 4. THE THRESHOLD IS ATTACHED TO THE SIDE JAMBS WITH
2) 16G4 x 112' CROWN x 2.5' STAPLES AT BOTH SIDE. 5. THE SIDELfTE IS DIRECT SET INTO THE JAWS WITH (12) ITEMNO. 43 (18 x 2' PFH. WOOD SCREW). THERE ARE (4) ATEACHVERTICAL .IAMB, FROM THE TOP DOWN AT 13.5
317, 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 (18 x 2' SCREW) SECURINGTHEMULLIONSTOGETHERISTHESAMEASTHEPERIMETER
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FROM THE BOTTOM WITH (4) MORE SPACED AT 13.7- O.C.
7. WHEN ATTACHING THE HINGE TO THE JAMB AND THE BUCK
USE ITEM NO. 12 (110 x 2' SCREW). WHEN ATTACHINGTHEHINGETOTHEJAMBANDTHESIDELITEATTHE
MULLION USE ITEM NO. 37 (110 x 1 3/4' SCREW).
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TUN-2I-2002 09:52 MILESTONE WINDOWS 407 323 9729 P.02
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-S760
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 "IX Buck" thickness nomenclature used on installation drawings.
Builders/Installers when pulling permits for Florida Extruders windows will have to
include this letter with the Installation details. Florida Extruders requests the
Orange County Building Division to file this letter against the Masterfile Numbers
and Installation Drawings identified on the attached listing.
Based upon a review of the signed and sealed engineering produced by Lildon
Engineering Company for the methodology used in the development of Florida
Extruder's Window, Door and Mullion installation drawings, the thickness of the
buck in non-structural applications (i.e., buck thickness less than 1 lb") does not
influence the lateral resistance capacity of the concrete screw (i.e. Tapcon).
Therefore, buck thicknesses less than 1 'h" are acceptable as non-structural
attachments when the window, door or mullion is installed using a 3/16" concrete
screw with a minimum embedment on 1 'A". Concrete Masonry Units should have a
wall thickness of 1 1/4" and a precast sill's thickness will exceed 1 14'. The drawings
dearly delineate the requirement that a minimum embedment depth of 1 14" must
be maintained by the installer. It is up to -the installer to use the appropriate length
concrete screw so as to maintain the required minimum embedment on 1 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 thickness of less
than 1 1/2" is acceptable. The definition of a non-structural buck is based
on Section 1707.4-4.2 of the Florida Building Code.
2540 3ewett Lane, Sanford, FL 32771-1.600 • (407) 323-3300 • Fax (407) 322-3337
JUN-21-2002 09:52 MILESTONE WINDOWS 407 323 9729 P.03
Pw(b
AWffw is 1,hx!. The
attached table lists all Florida Extruder drawings in the Orange County FenestrationMasterfileaffectedbythisengineeringstatement. Any questions shouldbeaddressedtotheundersigned. Thank
you. Regards,
Robert
J. Amoruso, PE ranoruso_
og0floridaextruders com Florida
PE License No. 49752 Florida
Extruders Intemational, Inc. Certificate
of Authorization No. 9235 Cc:
Farl Moore/FEI File
PE
Sealing Statement: The
letter was signed and sealed with
an impression seal as required by
Section 62G15-23.001, F.A-C A
rubber stamp seal was also applied
to facilitate reproduction for
Orange County Building Division
Masterfile scanning. nil:
2W2-LM-P_1A-009 01011111/
fit j
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IFlow%Le F
No_
4 5 s TA
2540
34wett Lane, SanFeM, FL 327y1-160p • 407 323-330Q • ) Fax (407) 322-3337 2 N
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OFAWN BY: Q®{/
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Feb.12. 2004-12:06PM
u --
40-0-0........ No.84135--P. 2/6
G1 L 1:X 3 1 1®
m a a a;u:ir•:
20-3-8 8-8-8 11-0-0
40-0-0
ROOF TRUSS LAYOUT 'A'
I TEX ORLANDO '"' ".^16"^ ,g UNM6 SAL FOREST PRODUCTS
166mhIremVC
dNOFFNER,LLC.
4 EL A ROOF
QUALITY PRODUCTS F QUALITY BUILDERS,„, MT[ BI: 61 fii 6
wl 6. 69 P"3W CMI 476-6366MTE. Sh ® summom. TIC 27216 fAK (336) 726-14034Q
54904345
L , Universal Forest Products
Re: SO# 54600987
Centex of Orlando - 2724 2nd Floor Job
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 FG1
54903283 FG2
54903283 FG3
54903283 FG4
54903283 FG5
54903283 FG6
54903283 FT1A
54903283 FT1B
54903283 FT1C
54903283 FT2A
54903283 FT21B
54903283 FT2C
54903283 FT3A
54903283 FT313
54903283 FT4A
54903283 FT3C
Loading (psf) TCLL 40 TCDL 10 BCLL 0 BCDL 5
My license renewal date for the state of Florida is February 28, 2005
Jose . 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 ANSUTPI-2002 Sec. 2.
Eastern Division
5631 SouLli NC 62 Burlington, NC 27215 Tel: (336) 226 -9356 fax: (336) 476-9146
Truss ITruss Type
54903283 I FG1FLOOR
Universal Fgrest Products,Inc., Burlington, NC 27215, Jef( I
F--1--1-O i F- -2-8-11 1-2-8 1 i 1-2-8 1 11-2-8 i
Aj
F G
5.200 s Sep 30 2003 MiTek Industri
7x6 TL20=
3x3 TL20= 3x3 TL20 II 5x4 TL20= 3x6 TL20 FP=
K L M AG
05 18:18:41 2004 Page 1
Scale a 1:33.
7x6 TL20= 5x4 TL20=
N a
410
3x6 TL20 FP = 3x6 TL20= 5x4 TL20= 3x3 T1-20= 5x4 TL20=
11-0-0 1 16-0-12 - 18-5-4 19-10-8
19-10-8
AF
Plate Offsets (X,Y): 0:0-11-8,Edge)
LOADING (psf)
TCLL 40.0
SPACING 2-0-0 CSI
Plates Increase 1.00 TC 0.68
DEFL in (loc) I/defl Ud PLATES GRIP
Vert(LL) -0.03 R >999 360 TL20 245/193
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 WB 0.44 Horz(TL) 0.01 P n/a n/a
BCDL 5.0 CodeFBC2001/TP12002 (Matrix) Weight: 106lb
LUMBER
TOP CHORD 4 X 2 SYP No.2
BOT CHORD 4 X 2 SYP No.2
WEBS 4 X 2 SYP No.3
BRACING
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
6.0-0 oc bracing: P-Q.
REACTIONS (lb/size) AC=45/11-0-0, P=781/0-3-8, AB=147/11-0-0, AA=147/11-0-0, Z=147/11-0.0, Y=143/11-0-0, W=150/11-0-0, V=131/11-0-0, T=1611/11-0.0,
U=-414/1 1 -0-0
Max UplittU=-414(load case 1)
Max GravAC=45(load case 1), P=781(load 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=0/0, D-E=0/0, E-F=0/0, F-G=0/0, G-H=0/0, 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=0/0, Y-Z=0/0, X-Y=0/01 W-X=-O/O, V-W=-O/O, U-V=-O/O, T-U=-O/O, S-T=0/184, R-S=0/1552, Q-R=0/1515, P-Q=-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-Q=-1005/0, O-Q=0/1099, H-U=-102/418, H-T=-1039/0
NOTES (9)
1) Unbalanced floor live loads have been considered forthis 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 design/selection 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 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
1) Floor: Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (plf)
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/Jab: 2724 2ND FLR Date Req:02/12/2004 Draw No:54903283FG1
Job Truss Truss Type cxy Ply Doug Wildman<>2724 2nd<>jsk<>2-5-5
54903263 FG2 FLOOR 1 1
Job Reference (optional)
Universal,Forest Products,lnc., Burlington, NC 27215, Jeff Kerr 5.200 s Sep 30 2003 MiTek Industries, Inc. Thu Feb 05 18:18:42 2004 Page 1
100 ) 1-0-14
Scale - 1:15.
1.5x3 TL20= 1.5x3 TL20=
7x6 TL20= 7x6 TL20-
1. 5x3 T120= 7x6 TL20= 1.5x3 TL20=
A a C D E F G H
T
At
O
N M L K
Us TL20= 3x3 TL20= 30 TL20= 3x3 TL20= 5x4 TL20= 5x6 TL20=
5x4 TL2011 3x4 TL20 11
l.. 1-3-14 1 _ _2-6-4 3-8-10 1 4.11.0 1 6-1-6 8-10-10
8-10-10
Plate Offsets X Y : A:Edge,0-3-0], k0-1-8,0-0-81[H:0-1.8,Edge],
SPACING 2-0.0
Plates Increase 1.00
K:0.1-8,Edge]
LOADING (psf)
TCLL 40.0
CSI
TC 0.22
DEFL in (loc) I/dell Ud PLATES GRIP
Vert(LL) -0.05 L-M >999 360 TL20 245/193
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(TL) 0.03 1 n/a n/a
BCDL 5.0 CodeFBC2001/TP12002 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' 6-0.0 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-0=0/2640, 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-Q=-1799/0, I-R=-1787/0, H-R=-1797/0, A-0=0/2356, B-0=-583/0, G-K=0/1383, C-N=0/524, D-N=-748/0, D-M=0/39, E-M=-37/0, E-L=-459/0,
F-L=0/677, F-K=-917/0, G-J=-1557/0, H-J=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 ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing
where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and
permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and
requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design
information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or
certification of the truss designer.
LOAD CASE(S) Standard
1) Floor: Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (plf)
Vert: I-P=-10, A-H=-400(F=-300)
Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54903283Contractor/Job: 2724 2ND FLR Date Req:02/12/2004 Draw No:54903283FG2
Job TrussJobTruss Truss Type Ofy Ply Doug Wildman<>2724 2nd<>jsk<>2_ii-_5TrussType
43, FG35go F OOR54903283FG3FL9
Job Reference (optiqn 'V, Universal _Forest _r ucts,Inc., Burlington, NC 27215, Jeff Kerr 5.200_s Sep 30 2003 MiTek Industries, Inc. Fri Feb 06 10:58:48 2004 Page 1
1-1-4
Scale - 1: 12.
1.5x3 TL20= 1.5x3 TL20:=
A C D
77- Z
H G F
5x6 TL20= 3x3 TL20= 5x6 TL20=
50 TL20 5x5 TL20=
7-1-8
7-1-8
OffsetsPlate (X,Y): A: Edge,0-3-0], [A:O - 1 -8,0-0 -8], [D:0-1-8 Edje_], [E: Edge,O- 1 -8], [1: Edge, 0- 1 -81
LOADING (psf)
TCLL 40.0
SPACING 2-0-0 CS1 DEFIL in (loc) I/defl L/d
Plates Increase 1.00 TC; 0.87 Vert(LL) -0.03 G >999 360
PLATES GRIP
TL20 245/193TCOL10.0 Lumber Increase 1.00 BC 0.77 Vert(TL) -0.05 G >999 240
WB Fz(TL) BCLL 0.0 Rep Stress Incr NO 0.46 Hor 0.02 E n/a n/a
BCOL 5.0 CodeFBC2001/TPI2002 (Matrix) Weight: 58 lb
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) 1=215310-3-8, E=2153/0-3-8
FORCES (lb) - Maximum Compress ion/Maxim urn Tension
TOP CHORD A-I=-2144/0,D-E=-2144/0,A-B=-1708/0,B-C=-3140/0,C-D=-1690/0
BOT CHORD H-I=-O/O,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=-2123/0, 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 ANSIfTPI 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) Floor: Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (plf)
Vert: E-I=-10, A-D=-616(F=-516)
Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54903283Contractor/Job: 2724 2ND FLR Date Req:02/12/2004 Draw No:54903283FG3
Job Truss Truss TypeDoug Wildman<>2724 2nd<>jsk<>2-5554903283FG4FL( al_F5TL20= 3Job Reference optional) 5x5 TL20= UniversalForestProducts,Inc., Burlington, NC 27215, Jeff Kerr 5.200 s Sep 30 2003 MiTek Industries, Inc. Thu Feb 05 18:18:43 2004 Page 1 A
B C 1-
5-12 ; 0.3.0 i Ti - _
Scale - 1:7. T1 - --
FTTW1 \ W1 W1 W1 i
48
i i \
30 TL20= F -
E O 3-
7-0 — sas t2o dl Plate
Offsets X( ,Y): A:0-2-O,Edgel, [C:0-2-0,Edgej LOADING (
psf) L
40.0 3-
7-0 SPACING
2-0-0 CSI DEFL 7- loc) I/deft Ud PLATES GRIP Plates
Increase 1.00 TC 0.21 Vert(LL) E >999 360 TL20 245/193 L
10.0 Lumber Increase 1.00 BC 0.02 Vert(TL) .E >999 240 L
0.0 Rep Stress Incr NO WB 0.18 Horz(TL) 0.00 D n/a n/a 5.
0 CodeFBC2001/fP12002 (Matrix) Weight: 28lb LUMBER
BRACING TOP
CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3-7-0 oc purlins, excep BOTCHORD4X2SYPNo.2 end verticals. WEBS
4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (
lb/size) F=419/0-3-8, D=419/Mechanical 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=0/449, B-E=-493/0, 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 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. 6)
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 (plf) Vert:
D-F=-10, A-C=-241(F=-141) Customer
No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54903283 Contractor/
Job: 2724 2ND FLR Date Req:02/12/2004 Draw No:54903283FG4
russ
s I Truss Type
54903283 IFG5
5.200 s Sep 30 2003 MTek Industries, Inc. Thu Feb 05 18:1
V__0:4 1-3-8 OF3-0 I
T1
F T1
Z
i
i ' / ITW1W1
Bt
Scale . 1
LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.32 Vert(LL) n/a n/a 999 TL20 245/193
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 n/a n/a
BCDL 5.0 CodeFBC2001/TP12002 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,
SOT 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) E=731/Mechanical, 0=731/0-3-8
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD A-E=-277/0, C-D=-277/0, A-13=0/0, B-C=0/0
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 tie-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 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.
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 (plf)
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
JoD r russ Truss Type Oty Ply Doug VKildmano2724 2ndo)sk<>2-5-5
a; 54903283 FG6 FLOE7fX' 1 1
5x5 T1 — _ 7x6 TL20= _ Job Reference (optional) US TL20= U—niversal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr 5.200 s Sep 30 2003 MiTek Industries. Inc. Thu Feb 05 1 A- 1 A•43 2nn4 PanA 1
0-10-0
Ti —
TI
i
iW1Wi W1 W1
B1
X
F E
i
3-10-0
LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0A3 Vert(LL) -0.01 E-F >999 360 TL20 245/193
TCDL 10.0 Lumber Increase 1.00 BC 0.33 Vert(TL) -0.01 E-F >999 240
BCLL 0.0 Rep Stress Incr NO WS 0.42 Horz(TL) 0.00 D n/a n/a
BCDL 5.0 Cod@FBC2001lrP12002 (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 10-0-0 oc bracing.
REACTIONS (lb/size) G=1205/0-3-8, D=1458/0-3-8
FORCES (lb) - Maximum Compression/Maximum 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 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) 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 ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing
where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and
permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and
requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design
information as it may relate to a specific building. Any references to job names and locations are foradministrative 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 (plf)
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: 54903283Contractor/Job: 2724 2ND FLR Date Req:02/12/2004 Draw No:54903283FG6
Job Truss Truss Type Qly Ply Doug Wildman<>2724 2nd<>jsk<>2-5-5
54903283 FT1A FLOOR" 1 1
Job Reference (0 1icnal)
Universal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr 5.200 s Sep 30 2003 MiTek Industries, Inc. Thu Feb 05 18:18:44 2004 Page 1
I
Scale -1:40.
3x6 TL20 FP=
A 8 C 0 E F G H I J K L M N O P R S T U v
S 1 S 1 1 1 1 S 1 1 S 1 1 1 1 1 1 S 1 1 S 1 S 1 S141111
1
A AMAJ Al A
3x6 TL20 FP=
I.-- _-- -- _ 25-11.0
25-11-0
DING (psf)
40.0
SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP
Plates Increase 1.00 TC 0.05 Vert(LL) n/a n/a 999 TL20 245/193
L 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a n/a 999
0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 W n/a n/a
L 5.0 CodeFBC2001/TP12002 (Matrix) Weight:112lb
BCLL
BER BRACINGCHORD4X2SYPNo.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, excepCHORD4X2SYPNo.2 end verticals.
S 4 X 2 SYP No.3 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ERS 4 X 2 SYP No.3
REACTIONS (lb/size) AR=53/25-11-0, W=3/25-11-0, 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=0/1, 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,
H-I=-3/0, I-J=-3/0, J-K=-3/0, K-L=-3/0, L-M=-3/0, M-N=-3/0, N-0=-3/0, O-P=-3/0, P-Q--3/0, O-R=-3/0, R-S=-3/0, S-T=-3/0, T-U=-3/0, U-V=•3/0
BOT CHORD AQ-AR=0/0, AP-AQ=0/0, AO-AP=0/0, AN-AO=0/0, AM-AN=0/0, AL-AM=0/0, AK-AL=0/0, AJ-AK=0/0, AI-AJ=013, AH-AI=0/3, AG-AH=0/3, AF-AG=0/3,
AE-AF=0/3, AD-AE=0/3, AC-AD=0/3, AS-AC=0/3, AA-AB=0/3, Z-AA=0/3, Y-Z=0/3, X-Y=0/3, W-X=0/3
WEBS B-AO=-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, O-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 face or securely braced against lateral movement (i.e. diagonal web).
5) Gable studs spaced at 1-4-0 oc.
6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or
restrained by other means.
7) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide 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:54903283FT1 A
too Ipuss Truss Type Qty Ply Doug Wldmano2724 2nd<>jsk<>2-5-5
54903283 FT1B FLOOR - - 10 1
Job Reference o tional
Universal Forest Products,Inc., Burlington, NC 27215, Jeff Kerr 5.200 s Sep 30 2003 MiTek Industries, Inc. Thu Feb 05 18:18:45 2004 Pa
1-3-0
2-0-0 1-6-0 1-2 0 0.1-8HScale .
5x4 TL20=
1.50 TL20=
1.50 TL20=
A 8
A
AD \_
AC AB AA
1.50 TL20 11
5x4 TL20=
3x4 TL20=
1.5x3 TL2011 3x6 TL20 FP= 3x4 TL20= Us TL20=
C D E F O H I
1.5x3 TL20 11
1.5x3 TL20 11 1.5x3 TL20=
J K L M N
I11p1
M th \\ u ,111.E •'
V r u
1.5x3 TL20 11 3x4 TL20= 3x6 TL20 FP= 3x4 TL20=
3x4 TL20= 5x5 TL20=
i 4-1-8 1
1
1-6-0 4-0.0 6-6-0 7-10_8 , 9-10-8 1q--0 12-9.0 15.3-0 , 16-7-8_t 18.0_0 L_20-6-0 21 11-OL_24-5-0 25 11_0
25-11-0
LOADING (psf) SPACING 2-0-0
TCLL 40.0 Plates Increase 1.00
TCDL 10,0 Lumber Increase 1.00
BCLL 0.0 Rep Stress Incr YES
BCDL 5.0 CodeFBC20011rP12002
LUMBER
TOP CHORD 4 X 2 SYP No.2
BOT CHORD 4 X 2 SYP No.1
WEBS 4 X 2 SYP No.3
2 AF
CSI DEFL in (loc) I/dell Ud PLATES GRIP
TC 0.70 Vert(LL) -0.19 Y-Z >999 360 TL20 245/193
BC 0.89 Vert(TL) -0.30 Y-Z >665 240
WB 0.52 Horz(TL) 0.04 T n/a n/a
Matrix) Weight: 134 lb
BRACING
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
end verticals.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
REACTIONS (lb/size) AC=806/0-8-0, 0=322/0-3-8, T=1682/0-8-0
Max UpliftO=-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=0/463, 1-J=-1/872, J-K=-678/324, K-L=-678/324, L-M=-678/324, M-N=-374/33
BOT CHORD AB-AC=-O/O, AA-AB=0/1478, Z-AA=0/2311, Y-Z=0/2414, X-Y=0/2414, W-X=0/1856, V-W=0/708, U-V=OnO8, T-U=-1286/0, S-T=-1286/0, R-S=-623/441,
Q-R=-324/678, P-Q=-119/673, O-P=-1/22
WEBS 0-Y=-229/8, E-X=-315/0, I-T=-1639/0, A-AB=0/1046, B-AB=-985/0, B-AA=0/591, C-AA=-568/0, C-Z=0/238, D-Z=-210/204, 1-U=0/1296, H-U=-1197/0,
H-W=0/810, F-W=-836/0, F-X=0/830, N-P=-43/479, I-S=0/764, M-P=-415/120, J-S=-764/0, M-Q=32417, J-R=0/639, K-R=-292/0, L-Q=-24/124
NOTES (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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 18 lb uplift at joint O.
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 ANSIlTPI 1.95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing
where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and
permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and
requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design
information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or
certification of the truss designer.
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 B
Job Truss Truss Type Oty Ply Doug Wildman<>2724 2ndojsk.2-5-5
54903283 JFTIC FLC1LiH-""^''^'""""_-' _1 1 • -
Job Reference (optional)
Universal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr 5.200 s Sep 30 2003 MiTek Industries, Inc. Thu Feb 05 18:18:45 2004 Page 1
1-3-0 0-1-8
1-8 , 2-0-0 jl 1-6.0 I i 1_2 0 0-9- H Scale - 1:39.
5x4 TL20=
1.5x3 TL20=
1.5x3 TL20 =
A
A
MM
AB
7 2
1.5x3 TL2011
5x4 TL20=
3x4 TL20=
1.5x3 TL20 I I 3x6 TL20 FP= 3x4 TL20= 5x8 TL20= 1.5x3 TL20=
B C Ti
D E F G H I T2 J K L
sp 1 "' n rill iF r
Y x W v U T S
1.5x3 TL2011 3x4 T1-20= 3x6 TL20 FP=
3x4 TL20= 5x5 TL20=
Q P O N M
1.5x3 TL2011
1.5x3 TL2011
2.4.8
1-6-0 4-0-0 6-6-0 1 22-11-0
L_....._.__. _._ 7.10-$ , 9-10-8 1Q--0 12-9-0 15.3-0 6-7-8 , 18-0-0 , 19-3-0 , 208-0 ,21-11-0,
22-11-0
LOADING (psf) 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 CodeFBC2001/TPl2002
LUMBER
TOP CHORD 4 X 2 SYP No.2
BOT CHORD 4 X 2 SYP No.1
WEBS 4 X 2 SYP No.3
CSI DEFL in loc) I/deft Ud PLATES GRIP
TC 0.68 Vert(LL) -0.19 W-X >999 360 TL20 245/193
Be 0.88 Vert(TL) -0.30 W-X >667 240
WB 0.51 Horz(TL) 0.04 R n/a n/a
Matrix) Weight: 120 lb
BRACING
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
end verticals.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
REACTIONS (lb/size) AA=824/0-8-0, M=119/Mechanical, R=1537/0-8-0
AD
Max UplittM=-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, AS-AC=-830/0, A-AC=-830/0, M-AD=-258/82, L-AD=-258/82, 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, H-I=-51/247, I-J=0/698, J-K=-264/344, K-L=-123/86
BOT CHORD Z-AA=-O/O, Y-Z=0/1514, 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=-1107/0, Q-R=-1107/0, P-O=-344/264,
O-P=-344/264, N-O=-344/264, M-N=-4/13
WEBS O-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=0/1283, H-S=-1190/0, H-U=0/791
F-U=-812/0, F-V=0/799, L-N=-147/196, 1-Q=0/597, K-N=-191/351, J-Q=-709/0, J-P=0/255, K-O=-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 ANSI/TPI 1.95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing
where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and
permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and
requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design
information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or
certification of the truss designer.
8) Right and 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
Job Truss Truss Type Qty Ply Doug Wildman<>2724 2nd<>jsk<>2-5-5 --- JFT2A54903283 FL 1 1
Job Reference (optional _
Universal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr 5.200 s Sep 30 2003 MiTek Industries, Inc. Thu Feb 05 18:18:46 2004 Page 1
I
Scale - 1:32.
3x6 TL20 FP=
A 8 C D E F O H I J K L M N a P pTO
Al
AK
NMI
3x6 TL20 FP = 3x3 TL20=
19-9.8
ING 2.0-0LOADING (psf)Etress C. DEFL in (loc) Udefl L/d PLATES GRIPTCLL40.0 Increase 1.00 TC 0.06 Vert(LL) n/a n/a 999 TL20 245/193
TCDL 10.0r Increase 1.00 SC 0.01 Vert(TL)
BCLL 0.0 Incr YES WB 0.03
n/a n/a 999
Horz(TL) 0.00 R n/a n/a
BCDL 5.0BC2001/TP12002 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, excepSOTCHORD4X2SYPNo.2 end verticals.
WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 4 X 2 SYP No.3
REACTIONS (lb/size) 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 HorzAH=5(load case 1)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD AH-AI=-49/0, AI-AJ=-49/0, A-AJ=-49/0, R-AK=-37/0, Q-AK=-37/0, A-B=-5/0, B-C=-5/0, C-D=-5/0, D-E=-5/0, E-F=-5/0, F-G= 5/0, G-H=-5/0, H-I=-5/0, I-J=-5/0,
J-K=-5/0, K-L=-5/0, L-M=-5/0, 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=0/0, 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, 1-Y=-133/0, J-X=-133/0, K-W=-133/0, M-V=-134/0,
N-U=-133/0, 0-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.
f) 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.
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.
r) CAUTION, Do not erect truss backwards.
S) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing
where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and
permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and
requirements of the specific building and governing codes and ordinances, The truss designer accepts no responsibility for the correctness or accuracy of the design
information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or
certification of the truss designer.
OAD CASE(S) Standard
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 IT28 FLOOfe`
s Sep 30
1-81-3-0
5x4 TL20=
1.5x3 TL20=-
1.5x3 TL20= 3x5 TL20=
A a
i 2-0-0 110- 9
C 0 E F
0-1.8HScale -1
3x5 TL20= 5x4 TL20=
3x6 TL20 FP= 1.5x3 TL20=
V
1.5x3 TL2011 3x5 TL20= 3x10 M1118H FP= 1.5x3 TL2011 1.5x3 TL2011 3x5 TL20= 5x5 TL20=
5x5 TL20=
4-0,-0 - 6-6_0___ 7-10-8 , 9-10-8 _,10-9-8, 13-3-8
19-9-8
LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.64 Vert(LL) -0.33 O-P >699 360 M1118H 195/188
TCDL 10.0 Lumber Increase 1.00 BC 0.80 Vert(TL) -0.52 O-P >447 240 TL20 245/193BCLL0.0 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 10-0-0 oc bracing.
REACTIONS (lb/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, I-J=-1092/0
BOT CHORD U-V=0/0, T-U=0/2021, S-T=0/3336, R-S=0/3336, Q-R=0/4232, P-0=0/4232, O-P=0/4232, N-0=0/4147, M-N=0/3371, L-M=0/2060, K-L=0/55
WEBS D-Q=-96/305, E-P=-359/159, A-U=0/1419, B-U=-1359/0, B-T=0/940, C-T=-889/0, C-R=0/632, D-R=-845/0, J-L=0/1410, I-L=-1346/0, I-M=0/932, G-M=-893/0,
G-N=0/553, 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 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
Oustomer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54903283ontractor/Job: 2724 2ND FLR Date Req:02/12/2004 Draw No:54903283FT2B
Job Truss Type Qty Ply Doug Wildman<>2724 2nd<>jsk<>2-5-5549032832C -..;_ FLOG B rz _. 4 1IFT Job Reference o tionsl
Universal Forest Products,lllc., Burlington, NC 27215, Jeff Kerr 5.200 s Sep 30 2003 MTek Industries, Inc. Thu Feb 05 18:18:47 2004 Page 1
2-0-0 1 =T 0-H-8Scale - 1:33.
5x4 TL20=
1.5x3 TL20= 3x5 TL20= 5x4 TL20=
1.5x3 T1-20= 3x5 TL20= 3x6 TL20 FP = 1.5x3 TL20=
A B C D I E F Q H I J
w L--
U T S R Q P 0 N M L K
1.5x3 TL20 II 300 M1118H FP= 1.5x3 TL2011 1.5x3 TL20 II 3x5 TL20= 5x5 TL20=
5x5 TL20= 3x5 TL20=
7-10-8 ---]
6.6-0 7-10-8 9-10-8 10-6-0 13-0-0 15-6-0 18-0-0 19-6.0
19-6-0
Plate Offsets X,Y): _[A Edge,0-1-8], [J.0._I-8,Edge] [y:0-1-8,Edge]
LOADING (psf)
TCLL 40.0
SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP
Plates Increase 1.00 TC 0.59 Vert(LL) -0.31 P >748 360 M1118H 195/188
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 WB 0.56 Horz(TL) 0.08 K n/a n/a
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 purlins, excepBOTCHORD4X2SYPSSendverticals.
WEBS 4 X 2 SYP No.3 SOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) V=1055/0-8-0, K=1049/Mechanical
FORCES (lb) - Maximum Compression/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-F=-4135/0, F-G=-3683/0,
G-H=-2678/0, H-I=-2678/0, I-J=-1074/0
BOT CHORD U-V=0/0, T-U=0/1987, S-T=0/3272, R-S=0/3272, O-R=0/4114, P-Q=0/4114, O-P=0/4114, N-0=0/4039, M-N=0/3306, L-M=0/2024, K-L=0/54
WEBS D-Q=-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-O=-81/388, E-0=-438/429
NOTES (7-8)
1) Unbalanced floor live loads have been considered for this design.
2) All plates are M 1120 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 rioted. 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.
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:54903283FT2C
Job Truss Truss Type Qty Ply Doug Wildmano2724 2nd<>jsko2-5-5
54903283 FT3A FLOOR rmeaa 1 1
Job Reference optional)
Universal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr 5.200 s Sep 30 2003 MiTek Industries, Inc. Thu Feb 05 1818:48 2004 Page 1
0.1-8
1 8 1.3-04-F 0-10-8 2-0-0 0-11-8F-----I ----- f- --i r—H stele _ 1:27.1
5x4 TL20=
1.50 TL20= 5x4 TL20=
1.5x3 TL20= 1.5x3 TL2011 1.5x3 TL20
A B C O E F O H
S Tr's
P O N M L K J I
1.50 TL2011 5x4 TL20= 1.50 TL2011 5x4 TL20=
6-3.0
1-6-0 _ 4-0-0 _ _ 6-1-8 _— 6,a-0 8-3-0 9-7-8 12-1-8 14-7-8 15-10-0
15-10-0
Plate Otfsets X,Y): fA:Edge,0J 81, H:0-1-8,Edge), fO:0-1_8,Edgel
LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.66 Vert(LL) -0.17 L-M >999 360 TL20 245/193
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 CodeFBC2001/TPI2002 (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, 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) 0=854/0-8-0, 1=847/Mechanical
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD O-R=-851/0, R-S=-851/0, AS=-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, 0-13=0/1560, N-0=0/2435, M-N=0/2692, L-M=0/2692, K-L=0/2395, J-K=0/1437, I-J=0/44
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, H-J=0/986, G-J=-1052/0, G-K=0/661, F-K=-652/0, F-L=0/360,
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. 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 fabricated per ANSI/fPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing
where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and
permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and
requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design
information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or
certification of the truss designer.
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
Job Truss Truss T
54903283 FT313 IFLOOR
30 Page 1
1.8 1-3-0
5x4 TL20=
1.5x3 TL20=
1.5x3 TL20=
S
R
0 , 0 6 i— 2-0-0 —I
1.5x3 TL2011
FP O N M L K J
1.5x3 TL20 11 5x4 TL20= 1.5x3 TL2011 5x4 TL20=
01-a1-1 Scale . 1:27.
5x4 TL20=
1.5x3 TL20=
6-1-8 6A-0 8-3-0 9-7-8 12-1-8 , 14-7-8 16-1-8 .._{
16.1.8
LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Weft Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.69 Vert(LL) -0.18 L-M >999 360 TL20 245/193
TCDL 10.0 Lumber Increase 1.00 BC 0.83 Vert(TL) -0.28 L-M >672 240
BCLL 0.0 Rep Stress Incr YES WB 0.45 Horz(TL) 0.05 1 n/a n/a
BCDL 5.0 CodeFBC2001/TP12002 (Matrix) Weight: 83lb
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.1 end verticals.
WEBS 4 X 2 SYP No.3 SOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing.
REACTIONS (lb/size) 0=870/0-8-0, 1=863/0-3-8
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD Q-R=-867/0, R-S=-867/0, A-S=-867/0, I-T=-859/0, H-T=-858/0, A-B=-833/0, 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-Q=0/0, O-P=0/1594, N-0--0/2505, M-N=0/2786, L-M=0/2786, K-L=0/2536, J-K=0/1619, IJ=0/44
WEBS D-N=-358/0, E-M=-188/75, A-P=0/1132, B-P=-1059/0, B-0=0/624, C-0=-644/0, C-N=0/678, H-J=0/1112, GJ=-1052/0, G-K=0/652, 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 their outer ends or
restrained by other means.
5) CAUTION, Do not erect truss backwards.
6) Truss shall be fabricated per ANSIIrPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing
where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and
permanent bracing required for the overall building design. Building Designer shall verity all design information on this sheet for conformance with conditions and
requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design
information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or
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:54903283FT3B
TrussJobTruss Truss Type Qty Ply Doug Wildman<>2724 2nd<>j k<>2-5-5FFT4A54903283F4AFLOOR2
Universal Job Reference options
v rsniversal —Forest —Products—,inc., Burlington, NC - 2-7215 Jeff Kerr 5.200 s Sep 30 2003 MiTek Industries, Inc. Thu Feb 05 18:18:49 2004 Page Ik
1 0F IP-1-3-0 F 1-7-8 0 1 8FZe 1:14.
3x3 TL20= 3x3 TL20= 3x3 TL20= 3x3 TL20=
A C D E
Z' Z/
H
3x3 TL20= 3x3 TL20= 3x3 TL20=
2-9-0 4-7-8—_ 7-1-8
8-7-8
LOADING (psf) SPACING 2-0-0
TCLL 40.0 Plates Increase 1.00
CS1
TC 0.37
DEFIL in (loc) I/defl Ud PLATES GRIP
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 WS 0.21 Horz(TL) 0.01 F n/a n/a
BCOL 5.0 CodeFBC2001frPI2002 Matrix) Weight: 46 lb
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-O=-453/0,E-O=-453/0,A-B=-372/0,B-C=-748/0,C-D=-748/0,0-E=-379/0
BOT CHORD J-K=-O/O, I-J=0/748, H-1=0/748, G-H=0/707, F-G=0/0
WEBS E-G=0/515, A-J=0/506, D-G=-456/0, B-J=-51 0/0, 0-H=-38/210, B-I=-27/1 10, 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 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 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.
OAD 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
Job
54903283
Universal Forest Prod
1-8 1-3-04-N--
Truss
FT3C
Burlington, NC 2721
5x4 TL20=
1.50 TL20=
1.5x3 TL20=
A B
S
R
FLOOR
I - I -10-8 1 2-0_
1.5x3 TL2011
C D E
2 I 1
P O N M L
1.5x3 TL20 11 5x4 TL20= 1.5x3 TL2011
LOADING (psf) SPACING 2-0-0
TCLL 40.0 Plates Increase 1.00
TCDL 10.0 Lumber Increase 1.00
BCLL 0.0 Rep Stress Incr YES
BCDL 5.0 CodeFBC2001/rP12002
LUMBER
TOP CHORD 4 X 2 SYP No.2
BOT CHORD 4 X 2 SYP No.2
WEBS 4 X 2 SYP No.3
s 18:18
0-1-8
0-11-8t- N Scale -1:v.
50 TL20=
1.50 TL20=
F G H
K J I
5x4 TL20=
6.1-8 6_11-0 _ 8-3-0 1 9-7-8 12-1-8 14-7.8 15-10.0 1
15.10-0
REACTIONS (lb/size) 0=854/0-8-0, 1=847/Mechanical
I'
CSI DEFL in loc) I/deft Ud PLATES GRIP
TC 0.66 Vert(LL) -0.17 L-M >999 360 TL20 245/193
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: 62 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=-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-0=0/2435, M-N=0/2692, L-M=0/2692, K-L=0/2395, J-K=0/1437, I-J=0/44
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, H-J=0/986, G-J=-1052/0, G-K=0/681, F-K=-652/0, F-L=0/360,
E-L=-395/80
NOTF (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. 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 fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing
where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and
permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and
requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design
information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or
certification of the truss designer.
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: 54903283Contractor/Job: 2724 2ND FLR Date Req:02/12/2004 Draw No:54903283FT3C
9, universal Forest Products
Re: 54600988
Centex Homes Orlando 2724 Elev. A Roof 65 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:
54904345 CA
54904345 CJ3
54904345 CJ5
54904345 EJ3
54904345 EJ7
54904345 G 1 D
54904345 G3D
54904345 G7
54904345 H1A
54904345 H1B
54904345 H2A
54904345 H213
54904345 H2C
54904345 H2E
54904345 H2F
54904345 H2G
54904345 H3A
54904345 H38
54904345 H4A
54904345 HJ3
54904345 HJ7
54904345 MV2
54904345 MV4
54904345 MV6
54904345 MV8
54904345 T1C
54904345 T2D
54904345 T2E
54904345 T3C
54904345 T46
Loading (psf) TCLL 20 TCDL 10 BCLL 0 BCDL
Wind: ASCE 7-98 per FBC2001; 130 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
1 5/6/2004
r Presley License 55886
al on this drawing indicates acceptance of professional engineering responsibility solely for the
truss component(s) listed and attached. The suitability and use of each component for any particular
building is the responsibility of the building designer, per ANSI/TPI-2002 Sec. 2.
10
Eastern Division
5631 South NC 62 Burlington, NC 27215 Tel: (336) 226 -9356 Fax: (336) 476- 9146
Truss I Truss Type
54904345 CJ1 JACK 16 1
Job
Universal Forest Products,lnc., Burlington, NC 27215, __= 5.200 s Seo 30 2003 I
Scale = 1:•
1
U4 T120.b_1I_, I
DEFL in loc) Well L/d PLATES GRIPLOADING (psf) SPACING 2-0-0 CS'
TCLL 20.0 Plates Increase 1.25 TC 0.07 Vert(LL) n/a n/a 999 TL20 245/193TCDL10.0 Lumber Increase 1.25 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 n/a n/a
BCDL 10.0 CodeFBC2001/TPI2002 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=138/0.8-0, D=9/Mechanical
Max Horz B=62(load case 4)
Max UpliftC=-11(load case 1), B=-152(load case 4)
Max GravC=27(load case 4), 8=138(load case 1), D=9(load case 1)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD A-B=0/22, B-C=-28/11
BOT CHORD B-D=0/0
NOTES (4)
1) Wind: ASCE 7-98; 130mph (3-second gust); h=15ft; TCDL=6.Opsf; BCDL=6.Opsf; Category Il; 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 152 lb uplift at joint B.
4) Truss shall be fabricated per ANSIlrPI 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 n
Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54904345Contractor/Job: 2724 A ROOF Date Req:03/19/2004 Draw No:54904345CJ1
54 04345 ' IC.13
Truss
IJruK T e..,.. Job T Ply
Inc.
Scale a 1:7
2=11-11__
2-11-11
LOADING (psf) SPACING 2-0.0 CSI DEFL in (loc) Well Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.11 Vert(LL) n/a n/a 999 TL20 245/193
TCDL 10.0 Lumber Increase 1.25 BC 0.03 Vert(TL) 0.01 A a999 180
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C n/a n/a
BCDL 10.0 CodeFBC2001/fP12002 (Matrix) Weight: 111b
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=115(load case 4)
Max UpliftC=-57(load case 4), B=-166(load case 4)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD A-B=0/22, B-C=-43/18
BOT CHORD B-D=0/0
NOTES (4)
1) Wind: ASCE 7-98; 130mph (3-second gust); 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.
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 57 lb uplift at joint C and 166 lb uplift at joint B.
4) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing
where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and
permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and
requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design
information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or
certification of the truss designer.
LOAD CASE(S) Standard
Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54904345
Contractor/Job: 2724 A ROOF Date Req:03/19/2004 Draw No:54904345CJ3
o Truss FTruss--T—ype Qly ply
54904345 CJ5 12
st rruuucis,mc., aunmgron, ivt-, erero, Derr Kerr 5.200 s Sep 30 2003 MiTek Industries, Inc. Fri Feb 27 16:53:30 2004 F
0M
LOADING (psf) I SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIPTCLL20.0 Plates Increase 1.25 TC 0.24 Vert(LL) n/a - n/a 999 TL20 245/193
TCDL 10.0 Lumber Increase 1.25 BC 0.10 Vert(TL) 0.05 A >328 180
BCLL 0.0 I Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C n/a n/a
BCDL 10.0 l CodeFBC2001/TP12002 (Matrix) Weight: 17lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-11 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=126/Mechanical, B=275/0-8-0, D=46/Mechanical
Max Horz 8=169(load case 4)
Max UpliftC=-134(load case 4), 8=-183(load case 4)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD A-8=0/22, B-C=-78/41
BOT CHORD 8-0=0/0
NOTES (4)
1) Wind: ASCE 7-98; 130mph (3-second gust); 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.
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 134 lb uplift at joint C and 183 lb uplift at joint B.
4) Truss shall be fabricated per ANSI/fPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing
where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and
permanent bracing required for the overall building design. Building Designer shall 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: 54904345
Contractor/Job: 2724 A ROOF Date Req:03/19/2004 Draw No:54904345CJ5
Ply
54904345 I E.J3 IJACK
Inc., Burlington, NC 27215, Jeff Kerr 5.200 s Sep 30 2003 MiTek Industries, Inc.
Scale: 1
I —axa Tao— 3-0-0 - I
3-0-0
LOADIN7(psOSPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP
TCLL ates Increase 1,25 TC 0.08 Vert(LL) n/a - n/a 999 TL20 245/193
TCDLmber Increase 1-25 BC 0.04 Vert(TL) -0.00 B-0 >999 180
BCLLp Stress Incr YES WB 0.00 Horz(TL) -0.00 C n/a n/a
BCDLdeFBC2001/TPI2002 (Matrix) Weight: 11lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 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=70/Mechanical, B=195/0-3-8, D=28/Mechanical
Max Horz B=116(load case 4)
Max UpliftC=-71(load case 4), B=-149(load case 4)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD A-B=0/22, B-C=-43/22
BOT CHORD B-D=0/0
NOTES (4)
1) Wind: ASCE 7-98; 130mph (3-second gust); h=15ft; TCDL=6.Opsf; BCDL=6.Opsf; Category ll; 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 71 lb uplift at joint C and 149 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
Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54904345Contractor/Job: 2724 A ROOF Date Req:03/19/2004 Draw No:54904345EJ3
l
i Fuss I cuss Iype 124Qty
54904345 EJ7
2004
1 0 0 -- 7-0-0
1_n_n
Scale - 1:1
3x4 TL20==
LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIPTCLL20.0 Plates Increase 1.25 TC 0.55 Vert(LL) n/a - n/a 999 TL20 245/193TCDL10.0 Lumber Increase 1.25 BC 0.21 Vert(TL) 0.20 A >80 180
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C n/a n/aBCDL10.0 CodeFBC2001/TP12002 (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, 0=66/Mechanical
Max Horz B=223(load case 4)
Max UpliftC=-203(load case 4), 6=-208(load case 4)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD A-B=0/22, B-C=-114/61
BOT CHORD B-D=0/0
NOTES (4)
1) Wind: ASCE 7-98; 130ruph (3-second gust); 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.
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 203 lb uplift at joint C and 208 lb uplift at joint B.
4) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing
where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and
permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and
requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design
information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review orcertificationofthetrussdesigner.
LOAD CASE(S) Standard
Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54904345Contractor/Job: 2724 A ROOF Date Req:03/19/2004 Draw No:54904345EJ7
Qty Ply Centex-Orl<>2724-A<>isk<>2-27-4JobT:
1D85491M345G COMMON " '
5
4 Job Reference o
Universal,Forest Froducts,lnc., Burlington, NC 27215, Jeff Kerr.200 s Sep 30 2003 MtTek Industries, , Inc. Fr_i Feb 27 16:53:31 2004 Page 1es
16-6-7 17.8-15
1-0-0 4-5.1 7 5 7 8-11-9 10-5.12 13-6-1 15-0-4 20-7-0
1-0-0 4-5-1 3-0-5 1-6-3 1-6-3 3-0-5 1-6-3 0-10-14' 0-9-1 2-10.1
5x4TL20= 0-7-4 0-5-7
E
3x5 TL20
5.00 F12 f i F
C T-T,,
J .
W2 W2i G
B1 (3
5x6 TL20 = N O M L K J I
54 TL203x6TL20118x8TL20-= 8x8 TL20= 7x8 TL20= 5x4 TL20 = 3x6 TL20 11
7-0-12 5_17 10-5-12 11-1-Q 13-6.1 16-6-7 20-7-0
4-5-1 2.7-11 0-4-11 3-0-5 0-7-4 2-5-1 3-0-5 4-0-9
Offsets X Yge1, [M-0-4-0,0-6-4] — - -
rPlateDING (psf)
L 20.0
SPACING 2-0-0
Plates Increase 1.25
CSI DEFL in (loc) I/deft Ud
TC 0.41 Vert(LL) 0.13 L-M >999 240
PLATES GRIP
TL20 245/193L10.0 Lumber Increase 1.25 BC 0.69 Vert(TL) -0.30 L-M >807 180L0.0 Rep Stress Incr NO WB 0.90 Horz(TL) 0.07 H n/a n/a
BCDL 10.0 CodeFBC2001fTPI2002 Matrix) Weight: 544lb
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 8 SYP No.1 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3
REACTIONS (lb/size) B=7881/0-8-0, H=9690/03-8
Max Horz B=167(load case 4)
Max Uplift8=-2226(load case 4), H=-2600(load case 5)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD A-B=0/30, B-C=-17642/4688, C-D=-16790/4478, 0-E=-12971/3490, E-F=-12973/3485, F-G=-16128/4318, G-H=-18630/4975BOT CHORD B-N=-4371/16212, N-
0=-4371/16212, M-0=-4371/16212, L-M=-4093/15475, K-L=-3828/14865, J-K=-3828/14865, I-J=-4487/17008, H-I=-4487/17008 WEBS C-N=-99/652, D-M=-1242/4819, E•
L=-2510/9603, F-J=-1026/3960, G-1=-543/2351, C-M=-864/319, D-L=-4923/1410, F-L=-4070/1196, G-J=-2485/758 NOTES (10) 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 IOd
Common(. 1 48"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 - 2 rows
at 0-4-0 oc. Webs connected as follows: 2 X 4 - 1 row at
0-9-0 oc, Except member M-D 2 X 4 - 2 rows at 0-5-0 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.Olb up at 7-0-12 on bottom chord. The design/selection of such special connection device(s) is the
responsibility of others. 3) All loads are considered equally applied to all plies,
except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided t distribute only loads noted as (F) or (B), unless otherwise
indicated. 4) Unbalanced roof live loads have been considered for this
design. 5) Wind: ASCE 7-98; 130mph (3-second gust); 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. 6) All plates are 3x4 TL20 unless otherwise indicated. 7)
This truss requires plate inspection per the Tooth Count
Method when this truss is chosen for quality assurance inspection. 8) Provide mechanical connection (by others) of truss to bearing
plate capable of withstanding 2226 lb uplift at joint B and 2600 lb uplift at joint H. 9) Special hanger(s) or other connection device(s) shall
be provided sufficient to support concentrated load(s) 2368.O1b down and 607.Olb up at 7-0-12 on bottom chord.
The design/selection of such special connection device(s) is the responsibility of others. 10) Truss shall be fabricated per ANSI/TPI 1-95
quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4"
of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection
and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet
for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts
no responsibility for the correctness or accuracy of the design information as it may relate to a specific building.
Any references to job names and locations are for administrative purposes only and are not part of the review or
certification of the truss designer. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25,
Plate Increase=1.25
Uniform Loads (plf) Vert: H-0=-882(F=-862), A-
E=-60, E-
H=-60 Concentrated Loads (lb) Vert: 0=-2368(F) Trapezoidal Loads (plf)
Vert: 6=-130(
F=-110)-to-0=-
500(F=-480)
I Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop
No:
54904345 Contractor/Job: 2724 A ROOF Date Req:03/19/2004
Draw No:54904345G1 D
rJob --[f7rujS--fY- y <>isk<>2-27-4aType
72
Centex-Orl<>2724-A
i
549G4345 (330 1TyUniversalForesteroducts, Inc., Burlington, -WC —2 ---Job Reference (optiong
5.200 s Sep 30 2003 MiTek Industries, Inc. Fri Fe-b27 16:53:32 2004 Page 1
7-0-7 —1 9-10-4 12-8-1 15-5-15 _rgq:8 4-2-9 2-9-13 2-9-13 2-9-13 2-9-13 4-2-9 1-0-0
Scale a 1:33.
U4 TL20
3xS TL20 --
5.00 r12 3x5 TL20
3x4 TL20-- Ni 3x4 T1-20C
T8 \'\W2 'V F
W4 VV4---
A
I—1 -- El
H
F>T
2 M L K5x8TL20 5x8 TL20= U6 TL20 11 10x12 TL20= W TL20 1 Ox 12 TL20 3A TL20 11
4-2-9 -4--7-0-7 --_9-1 0-4 2-8-1 12P-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 (X,Y): L&0-3-2,0-0-01, [G:0-3-2,0-0-0], 0:0-3-8,13-6-8 [L.*0-3-8,0-6-8]
CLOADING (psf)
TCLL 20.0CrTBTc SPACING 2-0-0
Plates Increase 1.25
CS1
TC 0.54
DEFIL in (loc) Well Ud PLATES GRIP
Vert(I-L) 0.17 K-L >999 240 TL20 245/193TCDL10.0C Lumber Increase 1.25 BC 0.90 Vert(TL) -0.38 K-L >611 180
BOLL 0.0 Rep Stress Incr NO WB 0.98 Horz(TL) 0.08 G n/a n/a
BCDL 10.0 CodeFBC2001fTPI2002 Matrix) Weight: 258 lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-11 oc purlins. BOT CHORD 2 X 8 SYP No.1 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3
REACTIONS (lb/size) A=5995/0-3-9, G=4417/0-3-8
Max Horz A=-159(load case 5)
Max UpliftA=-1651 (load case 4), G=-1321(load case 5)
FORCES (lb) - Maximum Compress ion/Maximum Tension
TOP CHORD A-B=-12182/3326, 8-C=-10369/2841, C-D=-8328/2289, D-E=-8328/2296, E-F=-10582/2884, F-G=-10414/2842, G-H=0/29 BOT CHORD A-
M=-31 l9/11266, L-M=-3119/11266, K-L=-2568/9549, J-K=-2500/9742, 1-J=-2523/9611, G-1=-2523/9611 WEBS B-M=-289/1371, C-L=-668/
2528, D-K=-1610/6090, E-J=-736/2818, F-I=-457/191, B-L=-1997/637, C-K=-26391825, E-K=-2912/888, F-J=-46/288 NOTES (9) 1) Special hanger(s) or other
connection device(
s) shall be provided sufficient to support concentrated load(s) 2275.01b down and 583. 1 lb 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(A 48"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 -
2 rows at 0-9-0 oc. Webs connected as follows: 2 X 4 - 1
row at 0-9-0 oc, Except member J-E 2 X 4 - 2 rows at 0-4-0 oc. Special hanger(s) or other connection device(s)
shall be provided sufficient to support concentrated load(s) 2275.01b down and 583.1 lb up at 12-8-8 on bottom chord. The design/selection of such special connection device(s)
is the responsibility of others. 3) All loads are considered equally applied to
all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided tc distribute only loads noted as (F) or (B),
unless otherwise indicated. 4) Unbalanced roof live loads have been considered
for this design. 5) Wind: ASCE 7-98; 130mph (3-second
gust); h=15ft; TCDL=6.Opsf; BCDL=6.Opsf; Category 11; Exp 8; enclosed; MWFRS gable end zone; cantilever left and right exposed end vertical left and right exposed; Lumber DOL=
1.60 plate grip DOL=1 33. 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 1651 lb uplift at joint A and 1321 lb uplift at joint G. 8) Special hanger(s) or other connection device(
s) shall be provided sufficient to support concentrated load(s) 2275.01b down and 583.1 lb up at 12-8-8 on bottom 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 verify all design information on
this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss
designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a
specific building. Any references to job names and locations are for administrative purposes only and are not part of the review
or certification of the truss designer. LOAD CASE(S) Standard 1) Regular: Lumber Increase=
1.25, Plate Increase=
1.25 Uniform Loads (pit) Vert: A-J=-540(F=-
520), G-J=-
20, A-D=-60, D-H=-60 Concentrated Loads (lb) Vert: J=-2275(F) Y
Customer No: 11045
Customer Name: CENTEX HOMES
ORLANDO
Shop No: 54904345 Contractor/Job: 2724 A ROOF Date Req:03/
19/2004 Draw No:54904345G3D
Job I Truss Truss Type
54904345 G7
5.200 s
7-0-0
2x3 TL2011
5x6 TL20= 2x5 TL20 11
LOADING (psf) SPACING 2-0-0
TCLL 20.0 Plates Increase 1.25
TCDL 10.0 Lumber Increase 1.25
BCLL 0.0 Rep Stress Incr NO
BCDL 10.0 CodeFBC2001/fP12002
LUMBER
TOP CHORD 2 X 4 SYP No.2
BOT CHORD 2 X 6 SYP No.2
WEBS 2 X 4 SYP No.2
7-0-0
Scale - 1:1
CSI DEFL in (loc) I/deft L/d PLATES GRIP
TC 0.71 Vert(LL) 0.10 A-C >823 240 TL20 245/193
BC 0.85 Vert(TL) -0.26 A-C >309 180
WB 0.00 Horz(TL) 0.00 C n/a n/a
Matrix) Weight: 31 lb
BRACING
TOP CHORD Structural wood sheathing directly applied or 7-0-0 oc purlins,
end verticals.
BOT CHORD Rigid ceiling directly applied or 7-8-13 oc bracing.
REACTIONS (lb/size) A=699/0-3-8, C=699/Mechanical
Max Horz A=193(load case 3)
Max UpliftA=-228(load case 4), C=-264(load case 4)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD A-B=-117/62, B-C=-201/194
BOT CHORD A-C=-37/48
NOTES (6-7)
1) Wind: ASCE 7-98; 130mph (3-second gust); 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.
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 228 lb uplift at joint A and 264 lb uplift at joint C.
4) Girder carries tie-in span(s): 8-8-8 from 0-0-0 to 7-0-0
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 ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing
where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and
permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and
requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design
information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or
certification of the truss designer.
7) 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=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: A-C=-148(F=-128), A-B=-60
Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54904345
Contractor/Job: 2724 A ROOF Date Req:03/19/2004 Draw No:54904345G7
Job Truss ] Qty Ply Centex-Orl<>2724-A<>jsk<>2-27-4
54904345 H1A HIP 1 1
Job Reference (optional) Universal Forest Qroducts,Ina, BBurlington, NC 27215, Jeff Kerr 5.200 s Sep 30 2003 MiTek Industries, Inc. Fri Feb 27 16:53:33 2004 Page 1
13-8-0 — —f 16-0 5 20-8.0 [218-0]
1-0-0 4-7-11 2-4-5 6-8.0 2-4-5 4-7-11 1-0-0
Scales 1:36.
7x10 MII18H
5x10 M11181-1
D E
5.00 12 2x3 TL20J -
T2
2x3 TL20 i
8 -, ' G
3x7 TL20 = K J I 3x7 T120==
3x4 TL20- 3x10 M1118H= Us TL20=
7-1-12 ; 13-6-4 20-80t
7-1-12 6-4-8 7-1-12
ffsets X,Y): fD:O-5.12,0-2-0], [E:0-6-8,0-2-4] — —
rLOADING(psf)
20.0
SPACING 2-0-0 CSI
Plates Increase 1.25 TC 0.88
DEFL in (loc) I/defl L/d
Vert(LL) 0.16 I-K >999 240
PLATES GRIP
M1118H 195/188
10.0 Lumber Increase 1.25 BC0.80 Vert(TL) -0.32 B-K >743 180 TL20 245/193
0.0 Rep Stress Incr NO WB 0.09 Horz(TL) 0.11 G n/a n/a
BCDL 10.0 CodeFBC2001/TP12002 (Mat (Matrix) Weight: 93lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 2-4-11 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 5-9.13 oc bracing. WEBS 2 X 4 SYP No.3
REACTIONS (lb/size) B=1736/0-8-0, G=1736/0-8-0
Max Horz B=106(load case 4)
Max UpliftB=-656(load case 4), G=-656(load case 5)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD A-B=0/22, B-C=-3385/1285, C-D=3340/1348, D-E=-3124/1299, E-F=-3341/1347, F-G=-3385/1285, G-H=0/22
BOT CHORD B-K=-1097/3037, J-K=-1161/3124, 1-J=-1161/3124, G-1=-1085/3038
WEBS D-K=0/250, E-1=0/247, C-K=-100/239, D-1=-104/105, F-6-99/240
NOTES (10)
1) Unbalanced roof live loads Have been considered for this design.
2) Wind: ASCE 7-98; 130mph (3-second gust); h=15ft; 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.
3) Provide adequate drainage to prevent water ponding.
4) All plates are M1120 plates 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 656 lb uplift at joint B and 656 lb uplift at joint G.
7) Girder carries hip end with 7-0-0 end setback
3) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 385.01b down and 258.21b up at 13-8-0, and 385.0Ib 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 others.
3) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
10) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing
where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and
permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and
requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design
information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or
certification of the truss designer.
OAD CASE(S) Standard
Regular: Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: A-D=-60, D-E=-131(F=-71), E-H=-60, B-G=-44(F=-24)
Concentrated Loads (lb)
Vert: 0=-385(F) E=-385(F)
n
Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54904345Contractor/Job: 2724 A ROOF Date Req:03/19/2004 Draw No:54904345H I A
Job Truss Truss Type ay ply Centex-Orl<>2
54904345 H18 HIP 1 1
Job Reference
Universal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr 5.200 s Sep 30 2003 MiTek Indl.
9-0-0 11-8 0_ _ 14-10-15
1-0-0 5-9-1 3.2.15 2-8-0 3-2-15
N
5x4 TL20=
5x4 TL20=
0 E
d)
Inc. Fri Feb 27 16:53:33 2004 Page 1
20-7-0
5.8-1
Scale a 1:36.
sxo ILeu__ 3x5 T120=
3x4 TL20= 5x6 TL20-=
9-1-12 _ 11-6-4 20.7-0
9-1.12 2-4-8 9-0-12
LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.34 Vert(LL) 0.13 G-H >999 240 TL20 245/193
TCDL 10.0 Lumber Increase 1.25 BC 0.43 Vert(TL) -0.35 G-H >688 180
BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.05 G n/a n/a
BCDL 10.0 CodeFBC2001/TPI2002 (Matrix) Weight: 88lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 4-7-3 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 8-9-2 oc bracing. WEBS 2 X 4 SYP No.3
REACTIONS (lb/size) G=802/0-3-8, 8=887/0.8-0
Max Horz 8=140(load case 4)
Max UpliftG=-307(load case 5), B=-414(load case 4)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD A-B=0/22, B-C=-1485/544, C-D=-1208/413, D-E=-1079/404, E-F=-1211/414, F-G=-1511/577
BOT CHORD B-1=-511/1315, H-1=-240/1079, G-H=-441/1347
WEBS D-I=-91/284, E-H=-114/313, C-1=-339/330, F-H=-374/361
NOTES (6)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-98; 130mph (3-second gust); 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 forquality assurance inspection.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 307 lb uplift at joint G and 414 lb uplift at joint B.
6) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing
where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and
permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and
requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design
information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review orcertificationofthetrussdesigner.
LOAD CASE(S) Standard
customer No: i i u4o uustomer name: ULN I LA HUMLb UHLANUU Snop No: 54904345Contractor/Job: 2724 A ROOF Date Req:03/19/2004 Draw No:54904345H1 B
Job Truss y Ply Centex- r <> A<>jsk<>2-27-4
54904345 H2A
Universal
Job Reference (optional)
Forest Products,Inc.,Burlington, NC 27215, Jeff Kerr 5.200 s Sep 30 2003 MiTek Industries, Inc. Fri Feb 27 16:53:34 2004 Page I
4.7-11 7-0-0 13-0-0 19-0-0 21-4-5 26-0-0 7-0-91-0-0 4-7-11 2-4-5 6-0-0 6-0-0 2-4-5 4-7-11 1-0-0
Scale = 1:45.
5x10 M1118H=
5x10 M1118H=
5.00 P-2 D E F
C
12
H
A R2--
3x10 TL20= M L K J 300 TL20=
3x4 TL20= WO M1118H= 3A TL20
3x8 TL20
1 - 12 13-0-0 18-10-4 26-0-0
7-1-12 5-10-4 5-10-4 7-1-12
Plate Offsets (X,Y): B:0-19:2,0-0-6j,lp:0-6-8 0-2-0 F:0-6-8,0-2-Ot H:0--=10-2 6--0--61-
CS1LOADING (psf) SPACING 2-0-0 DEFIL in (loc) I/defl Ud PLATES GRIP
TCLL 20.0
TCOL 10.0
Plates Increase 1.25
Lumber Increase 1.25
TC 0.95
BC
Vert(LL) 0.36 L >850 240 M1118H 195/188
0.82 Vert(TL) -0.65 L-M >473 180 TL20 245/193
8CLL 0.0 Rep Stress Incr NO WB 0.41 Horz(TL) 0.18 H n/a n/a
BCDL 10.0 CodeFBC2001/TPI2002 Matrix) Weight: 122 lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2 X 4 SYP No.1 BOT CHORD Rigid ceiling directly applied or 5-0-9 oc bracing. WEBS 2 X 4 SYP No.3
REACTIONS (lb/size) H=2208/0-3-8, B=2208/0-3-8
Max Horz B=- 1 06(load case 5)
Max UpliftH=-823(load case 3), B=-823(load case 2)
FORCES (lb) - Maximum Compress ion/Maximum Tension
TOP CHORD A-B=0/22, B-C=-4700/1837, C-D=-4603/1865, D-E=-5327/2254, E-F=-5327/2254, F-G=-4603/1865, G-H=-4700/1837, H-1=0/22
BOT CHORD B-M=-1613/4265.L-M=-1625/4275,K-L=-1614/4275,J-K=-1614/4275,H-J=-1593/4265
WEBS 0-M=01320, F-J=0/320, E-L=-819/632, C-M=-37/154, D-L=-558/1256, F-L=-559/1256, G-J=-37/154
NOTES (11)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-98; 130mph (3-second gust); h=15ft; 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.
3) Provide adequate drainage to prevent water ponding.
4) All plates are M1120 plates unless otherwise indicated.
5) All plates are 2x3 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 823 lb uplift at joint H and 823 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 258.211b up at 19-0-0, and 385.Olb 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 others.
10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
11) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing
where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and
permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and
requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design
information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or
certification of the truss designer.
LOAD CASE(S) Standard
1) Regular: Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: A-D=-60, D-F=-131(F=-71), F-I=-60, B-H=-44(F=-24)
Concentrated Loads (lb)
Vert: D=-385(F) F=-385(F)
Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54904345
Contractor/Job: 2724 A ROOF Date Req:03/19/2004 Draw No:54904345H2A
Job- -- -- Truss Truss Type Qty Ply Cenlex-(5r-l<-;-P724-A.,:>j—sk<>2-27.-4- YP9Tu
54904345 •H26HF213L Job Reference (optional) Universal Forest P,i oducts,lnc., Burlington, NC 27215,-jeff —Kerr-- 5.200 s Sep 30 2003 MiTek Industries, Inc. Fri Feb 27 16:53:34 2004 Page 1
7-0-0 -2-15 26-0-0 27-0-011-0-0 5-9-1 3-2-15 8-0-0 3-2-15 5-9-1 1-0-0
Scale 1:45, 5
5x4 TL20
5x8 TL20=
D E
5.00f-12 2x3 TL20
2x3 T120,
C F
3 I13G
A
C, H 7III0
3x5 TL20= K J I 3x5 TL20=
US TL20= 3x6 TL20= 3x4 TL20
17-0-0 26-0-0
9-0-0 8-0-0 9-0-0
Plate Offsets (X D—:02-4-,0----2---12], —[E:O-5-12,0--2-8----
rLOADING (psf)
TCLL 20.0
SPACING 2-0-0 CS1 DEFIL in (loc) I/defl L/d PLATES GRIPPlatesIncrease1.25 TC 0.48 Vert(LL) 0.12 B-K >999 240 TL20 245/193TCDL10.0 Lumber Increase 1.25 BC 0.52 Vert(TL) -0.38 G-1 >820 180BCLL0.0 Rep Stress Incr YES WEI 0.10 Horz(TL) 0.08 G n/a n/a
BCOL 10.0 CodeFBC2001/TP12002 (Matrix) Weight: 118 lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-11 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 7-10-10 oc bracing. I WEBS 2 X 4 SYP No.3 WEBS I Row at midpt E-K
REACTIONS (lb/size) G=109710-3-8, B=1097/0-3-8
Max Horz B = - I30(load case 5)
Max UpliftG=-449(load case 5), B=-449(load case 4)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD A-B=0/22,6-C=-2055f766,0-D=-1816/721,D-E=-1667/710,E-F=-1815n22,F-G=-2055/766,G-H=0/22
BOT CHORD 6-K=-629/1842, J-K=-525/1667, I-J=-525/1667, G-I=-602/1842
WEBS C-K=-228/287, O-K=-15/304, E-K=-141/142, E-I=-65/307, F-I=-228/287
NOTES (6)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-98; 130mph (3-second gust); h=15ft; TCDL=6.Opst; 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.
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 449 lb uplift at joint G and 449 lb uplift at joint B.
6) Truss shall be fabricated per ANSlfrPI 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
ti
ti
Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54904345Contractor/Job: 2724 A ROOF Date Req:03/19/2004 Draw No:54904345H2B
Job Truss Truss Type Qty Ply Centex-Orl<>2724-A<>jsk<>2-27.4 ---
54904345 H2C RO
Job Reference optional) I— Universal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr 5.260 s Sep 30 2003 MiTek Industries, Inc. Fri Feb 27 16:53:35 2004 Page 1
1110 6 10-6 1-0-0 15-0-0 19 1-10 26-0-0 7-"
1-0-0 6.10-6 4-1-10 4-0-0 4-1-10 6-10-6 1.0-0
Scale = 1:45.
5x4 TL20=
5x6 TL20
0 E
5.00 FU 2x3 TL20Q
2x3 TL20 i
C i F
T1
El
3x5 TL20= K J I 3x5 TL20=
3x6 TL20= 3x4 TL20-
Us TL20=
f - 1-0-0 - 15.0-0 — 26.0-0 —
11-0-0 4-0.0 11-0-0
Plate Offsets (X,Y): E:0-1-8,0-1.12] -
LOADING (psf)
TCLL 20.0
SPACING 2-0-0 CSI
Plates Increase 1.25 TC 0.55
DEFL in (loc) I/defl Ud PLATES GRIP
Vert(LL) 0.16 B-K >999 240 TL20 245/193TCDL10.0 Lumber Increase 1.25 BC 0.58 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 CodeFBC2001/TP12002 (Matrix) Weight: 120lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-14 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 7-4-11 oc bracing. WEBS 2 X 4 SYP No.3
REACTIONS (lb/size) G=1097/0-3-8, B=1097/0-3-8
Max Horz 6=-153(load case 5)
Max UpliftG=-480(load case 5), B=-480(load case 4)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD A-B=O/22, B-C=-1990/740, C-D=-1610/559, 0-E=-1439/545, E-F=-1609/559, F-G=-1989/741, G-H=0/22
BOT CHORD 8-K=-690/1783, J-K=-328/1437, 1-J=328/1437, G-I=-538/1783
WEBS C-K=-426/407, D-K=-91/385, E-K=-129/132, E-1=-143/394, F-I=-427/408
NOTES (6)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-98; 130mph (3-second gust); h=15ft; 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.
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 480 lb uplift at joint G and 480 lb uplift at joint B.
6) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing
where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and
permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and
requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design
information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review orcertificationofthetrussdesigner.
LOAD CASE(S) Standard
Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54904345Contractor/Job: 2724 A ROOF Date Req:03/19/2004 Draw No:54904345H2C
Job jTruss Truss Type Qty Ply Centex-Orl<>2724-A,>j—sk->:2-:27—4
54904345 I H2E
Job Reference 2 tional__ Universal Forest Products,inc., Burlington, NC 27215, je-Iff —Kerr-- 5.200 s Sep 30 2003 MiTek Industries, Inc. Fri Feb 27 16:53:35 200-4 Page I
6-10-6 11-0-0 15-0-0 19-1-10 26-0-0 ?7-70-01
6-10-6 4-1-10 4-0-0 4-1-10 6-10-6 1-0-0
Scale m 145.
5x4 TL20=
5x6 TL20--
D
5.00ri-2-
20 T120 2x3 T1-20
E
w
3
A
3x5 TL20= H 3x5 TL20=
Us TL20= 3x4 TL20=
3x8 TL20=
11-0-0 15-0-0 26-0-0
11-0-0 4-0-0 11-0-0
Plate Offsets (X,Y): LAL.0-2-4,0-_1-8 D:0-1-8,0-1-121 &L
LOADING (psf) SPACING 2-0-0 CS1 DEFIL in (loc) Vdefl Ud PLATES GRIP
TCLL 20.0
TCDL 10.0
Plates Increase 1.25
Lumber Increase
TC 0.57 Vert(LL) 0.19 A-J >999 240 TL20 245/193
1425 BC 0.59 Vert(TL) -0.70 A-J >438 180
SCILL 0.0 Rep Stress Incr YES WB 0.21 Horz(TL) 0.08 F n/a n/a
BCOL 10.0 CodeFBC200I/TPI2002 Matrix) Weight: 118 lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3-5-15 oc purlins.
BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 7-1-0 oc bracing. WEBS 2 X 4 SYP No.3
REACTIONS (lb/size) A=1027/Mechanical, F=1099/0-3-8
Max Horz A=-1 63(load case 5)
Max UpliftA=-388 (load case 4), F=-480(load case 5)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD A-B=-2001/757,B-C=-16171566,C-D=-1444/552,D-E=-1613/560,E-F=-1993/742,F-G=0/22
BOT CHORD A-J=-708/1795, I-J=-332/1441, H-I=-332/1441, F-H=-539/1786
WEBS B-J=-434/418, C-J=-93/390, D-J=-128/135, D-H=-143/393, E-H=-427/407
NOTES (6-7)
1) Unbalanced root live loads have been considered for this design,
2) Wind: ASCE 7-98; 130mph (3-second gust); h=15ft; 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.
3) Provide adequate drainage to prevent water poncling.
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 388 lb uplift at joint A and 480 lb uplift at joint F.
6) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered. at joints unless otherwise noted. Provide bracing
where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and
permanent bracing required for the overall building design, Building Designer shall verity all design information on this sheet for conformance with conditions and
requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design
information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review 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: 54904345Contractor/Job: 2724 A ROOF Date Req:03/19/2004 Draw No:54904345H2E
Job Tr—uss—_7 Truss —Type— Oty Ply Cenlex-Or1<>2724-A<>jsk<>2-27-4
54904345 142F
Bur1Tn__- Job Reference (opLiona) Universalersal Forest ProductS_, ic.,Burlington, NC 27215Jeff Kerr ns Sep 30 2003 MiTek Industries, Inc. Fri Feb 27 16:53:36 2004 Page 1 11 -_
0 5-9-1 14-9-3 20-2-13 L 26-0-0 1-
0-0 5-9-1 3-2-15 5-9-3 5-5-11 5-9-3 Scale =
1:43. 5x4
TL20= 5x6
TL20= 0
E F T3
5.
00 [1-22x3 TL20 C
W1
2 w 3x5
TL20= K J 1 H 3x8
TL20= 3x6 TL20= 17-
6-0 26-0-0 9-
0-0 8-6-0 8-6-0 Plate
Offsets X LOADING (
psf) TCLL
20.0 SPACING
2-0-0 CS11 DEFIL in (loc) I/defl Ud PLATES GRIP Plates
Increase 1.25 TC 0.45 Vert(LL) 0.12 I-K >999 240 TL20 2451193 TCDL
10.0 Lumber Increase 1.25 BC 0.51 Vert(TL) -0.34 S-K >903 180 SCILL
0.0 Rep Stress Incr YES WB 0.36 Horz(TL) 0.07 H n/a n/a SCOL
10.0 CodeFBC2001/TPI2002 (Matrix) Weight: 129 lb LUMBER
BRACING TOP
CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-14 oc purlins, BOTCHORD2X4SYPNo.2 except end verticals. WEBS
2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 6-7-0 oc bracing. WEBS
1 Row at in idpt F-H REACTIONS (
lb/size) H=11027/Mechanical, B=1099/0-3-8 Max
Horz 8=275(load case 3) Max
UpliftH=-505(load case 3), B=-455(load case 2) FORCES (
lb) - Maximum Compression/Maximum Tension TOP
CHORD A-B=0/22,B-C=-2073/852,C-D=-1801/780,0-E=-1641/754,E-F=-15331744,F-G=-60/78,G-H=-164/141 BOT
CHORD B-K=-906/1861,J-K=-910/1736,1,J=-910/1736,H-[=-676/1213 WEBS
C-K=-284/31 1. D-K=-82/414, E-K=-1 15/168, E-I=-348/269, F-I=-1 31/547, F-H=-1 392/741 NOTES (
6-7) 1)
Wind: ASCE 7-98; 130mph (3-second gust); h=1 5ft; TCDL=6.Opsf; BCDL=6.Opsf; Category 11; Exp 6; enclosed; MWFRS gable end zone; cantilever left and right exposed end
vertical left and right exposed; Lumber DOL=11.60 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 505 lb uplift at joint H and 455 lb uplift at joint B. 6)
Truss shall be fabricated per ANSIfTPl 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 fica'
on of the truss designer. certification7)
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 lCustomer
No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54904345 Contractor/
Job: 2724 A ROOF Date Req:03/19/2004 Draw No:54904345H2F
Job Truss Truss Type Oty Ply Centex-Orl<>2724-A<>jsk<>2-27-4
54904345 H2G r.
Joh Reference (optional)
Universal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr 5.200 s Sep 30 2003 MiTek Industries, Inc. Fri Feb 27 16:53:36 2004 Page 1
QQ1
I 4-7-1 1 --r 7-0-0 — i-- -- — 26-0-0 — 11-0-0 4-7-11 2-4-5 19-0-0
Scale = 1:46.1
5x10 M1118W
3x4 TL20= 3x10 MII18H= 3x4 TL20= 5x7 TL20=
5.00 12 — D E F r3
2x3 TL020— — T2 _-— — T2
H
W1 1y(1
Tt—
5x6TL20= M L K
5x8 TL20= 5x10 M1118H= 5x7 TL20= 3x5 TL2011
5x4 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
PlatteOffsets (X,Y): 6:0-3-0,0-2-12],[D:0-5-0,0-1-11 1-1:0-3-0 0.2-8 LI_0-2-8,0-0-41 [J:0-2.12,0-2-12)
SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP
Plates Increase 1.25 TC 0.91 Vert(LL) 0.33 K >930 240 M1118H 195/188
LOADING (psf)
TCLL 20.0
TCDL 10.0 Lumber Increase 1.25 8C 0.88 Vert(TL) -0.58 K-M >531 180 TL20 245/193
BCLL 0.0 Rep Stress Incr NO WB 0.75 Horz(TL) 0.10 1 n/a n/a
BCDL 10.0 CodeFBC2001/TPI2002 (Matrix) Weight: 150lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 1-11.5 oc purlins, BOT CHORD 2 X 6 SYP No.2 except end verticals.
WEBS 2 X 4 SYP No.2 "Except' BOT CHORD Rigid ceiling directly applied or 5.2-0 oc bracing. W3 2 X 4 SYP No.3 WEBS 1 Row at midpt H-J
REACTIONS (lb/size) B=2172/0-3-8, 1=2275/Mechanical
Max Horz B=215(load case 3)
Max UpliftB=-816(load case 2), 1=-963(load case 3)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD A-8=0/26, B-C=-4739/1872, C-D=-4623/1888, 0-E=-4329/1802, E-F=-5306/2276, F-G=-5306/2276, G-H=3898/1676, H-1=-2102/999
BOT CHORD B-M=-1820/4313, L-M=-2295/5306, K-L=-2295/5306, J-K=-1678/3898, 1-J=-156/210
WEBS D-M=-25/787, C-M=-29/130, E-M=-1076/522, E-K=-389/432, G-K=-679/1551, G-J=-1468/920, H-J=-1676/4061
NOTES (9-10)
1) Wind: ASCE 7-98; 1301nph (3-second gust); h=15ft; TCDL=6.Opsf; BCDL=6.Opsf; Category 11; Exp 8; enclosed; MWFRS gable end zone; cantilever left and right exposed ;
end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.33.
2) Provide adequate drainage to prevent water ponding.
3) All plates are M1120 plates unless otherwise indicated.
4) This truss requires plate inspection per the Tootle 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 816 lb uplift at joint B and 963 lb uplift at joint 1.
6) Girder carries hip end with 7-0-0 end setback
7) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 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 others.
8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8).
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=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: B-I=-44(F=-24), A-D=-60, D-H=-131(F=-71)
Concentrated Loads (lb)
Vert: D=385(F)
t
customer No: 11 U45 Customer Name: GENTEX HOMES ORLANDO Shop No: 54904345
Contractor/Job: 2724 A ROOF Date Req:03/19/2004 Draw No:54904345H2G
0' Job Truss Truss Type CenFex-orl,>27 4-A,,:;jsk,::—.2-27-4
54904345 H3A I Job Reference (optio!ja^ Universal Forest Products, Inc,, Burlington, NC 27215, Jeff Kerr 5.200 s Sep 30 2003 MiTek Industries, Inc. Fri Feb 27 16:53:37 2004 Page I
I-1-0-01 4_-6 5—__1--_-7-0 1 15-2-3 19-8-8 129:8A1-0-0 4-6-5 2-5-11 5-8-8 2-5-11 4-6-5 1-0-0
Scale = 1:35.2
7x8 TL20
5x5 TL20
D K E
5.00 [1-2 2x3 T
2x3 T1-20-,
G
3
0
H
5x6 TL20= 5x6 TL20=
5x4 TL20= 5x8 TL20=
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): f :0-
LOADING (psf)
TCLL 20.0
SPACING 2-0-0
Plates Increase 1.25
CS1
TC 0.76
DEFL in (loc) I/defl Ud PLATES GRIP
Vert(LL) 0.17 J >999 240 TL20 245/193
TCDL 10.0 Lumber Increase 1.25 BC 0.91 Vert(TL) -0.35 :-J >663 180
BCLL 0.0 Rep Stress Incr NO WB 0.25 Horz(TL) 0.07 G n/a n/a
BCDL 10.0 CodeFBC2001rrPI2002 Matrix) Weight: 105 lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 2-7-0 oc purlins. BOT CHORD 2 X 6 SYP No.2 BOT CHORD Rigid ceiling directly applied or 7-11 -11 oc bracing. WEBS 2 X 4 SYP No.3
REACTIONS (lb/size) B=1626/0-3-8,G=1705/0-3-8
Max Horz 8=-1 09(load case 5)
Max UpliftB=-566(load case 4), G=-586(load case 5)
FORCES (lb) - Maximum Cornpression/Maximum Tension
TOP CHORD A-B=0/26, B-C=-3611/1096, C-D=-3496/1075, O-K=-3417/1072, E-K=-3417/1072, E-F=-3662/1116, F-G=-3772/1137, G-H=0/26
BOT CHORD 6-J=-951/3268.J-L=-901/3281,1-L=-901/3281,G-I=-968/3417
WEBS D-J=-184/768, E-I=.50/374, C-J=-32/188, D-I=-1 16/256, F-I=-24/188
NOTES (8)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-98; 1130mph (3-second gust); h=15ft; TCDL=6.Opst; 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.
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 566 lb uplift at joint B and 586 lb uplift at joint G.
6) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 385.01b down and 98.71b up at 12-8-8 on top chord, and
700.01b down and 179.41b up at 8-8-8 on bottom chord. The design/selection of such special connection device(s) is the responsibility of others.
7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8).
8) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing
where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and
permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and
requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design
information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or
certification of the truss designer.
LOAD CASE(S) Standard
1) Regular: Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plo
Vert: A-D=-60, D-K=-60, E-K=-165(F=-105), E-H=-60, B-L=-20, I-L=-55(F=-35), G-I=-20
Concentrated Loads (b)
Vert: E=-385(F) L=-700(F)
Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54904345
Contractor/Job: 2724 A ROOF Date Req:03/19/2004 Draw No:54904345H3A
Job Truss Truss-T—ype-- Ply Centex-Orl<> 724A<>Jsk<:r -274TrussTypeVFTru54904345H36H31
Job Reference
UniversalForest Products,lnc., Burlington, NC 27215, Jeff Kerr 5.200s Sep 30 2003 MiTek Industries, Inc. Fri Feb 27 16:53:37 2004 Page 1
9-0-0 10-8-8 13-11-7 19-8-8I---- !!- -- I - 20-8-8,
1-0-0 5-9-1 3-2-15 1-8-8 3-2-15 5-9-1 1-0-0
Scale 1:35.
5x4 TL20 —
5x4 TL20=
D E
2x3 T1-20, 5-00 f12 3 TL20
C L2x2
I I
A H 17
3x5 TL20= K J I
3x5 TL20
3x6 TL20=
3x4 TL20= 3X4 TL20=
19-8-8
9-0-0 1-8-8 9-0-0
LOADING LOADING (psf) SPACING 2-0-0I
TCLL 20.0 Plates Increase 1 25
CS1
TC o.31
DEFIL in (loc) I/defl L/d PLATES GRIP
Vert( Ved(I-L) 0.10 B-K >999 240 TL20 245/193TCDL10.0 Lumber Increase 1.25I BC 0.43 Vert( Vert(TL) -0.31 B-K >753 180
Rep Stress Incr YES WB 0.12 o_' Horz(TL) 0.04 G n/a n/aBCDL10.0 CodeFBC2001fTPI2002 Matrix) Weight: 87 lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-2 oc purlins. BOT CHORD 2 X 4 SYP No.2 130T CHORD Rigid ceiling directly applied or 8-9-4 oc bracing. WEBS 2 X 4 SYP No.3
REACTIONS (lb/size) 6=845/0-3-8, G=845/0-3-8
Max Horz B=-1 29(load case 5)
Max Upli(tB=-394(load case 4), G=-394(load case 5)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD A-B=0/22,B-C=-1448/547,C-D=-1144/382,D-E=-1017/373,E-F=-1144/381,F-G=-1448/548,G-H=0/22
BOT CHORD B-K=-507/1289, J-K=-224/1017, 1-J=-224/1017, G-I=-378/1289
WEBS C-K=-370/346, D-K=-104/307, E-I=-105/307, F-I=-370/347
NOTES (6)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-98: 130mph (3-second gust); h=15ft; 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.
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 394 lb uplift at joint B and 394 lb uplift at joint G.
6) Truss shall be fabricated per ANSIITPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide 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
JCustomer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54904345
Contractor/Job: 2724 A ROOF Date Req:03/19/2004 Draw No:54904345H3B
Job Truss Truss T . Oly Ply Centex-Orl<>2724-A<>jsk<>2-27-4
54904345 H4A ROOFTRUS «"1 1
Job Reference (optional) Universal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr 5.200 s Sep 30 2003 MiTek Industries, Inc. Fri Feb 27 1653:38 2004 Page 1
I -0-9-11 3.0-0 F 5-8-8 8-8-8
0-9-11 3-0-0 2-8-8 3-0-0 1-0-0
Scale . 1:17.1
5x4 TL20=
5x4 TL20=
C D
5.00 012 / -- T2---
W1 Wt
T3 E
E1 F [
d
2x3 TL2011 2x3 TL.2011
3x4 TL20= 3x4 TL20=
5-8-8 _ 8-8-8 I
3-0-0 2-8-8 3-0.0
LOADING (psf)
TCLL 20.0
SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP
Plates Increase 1.25 TC 0.10 Vert(LL) 0.01 G-H >999 240 TL20 245/193TCDL10.0 Lumber Increase 1.25 BC 0.17 Vert(TL) -0.03 H >999 180
BCLL 0.0 Rep Stress Incr NO WB 0.03 Horz(TL) 0.01 E n/a n/aBCDL10.0 CodeFBC2001/fP12002 (Matrix) Weight: 33lb
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. WEBS 2 X 4 SYP No.3
REACTIONS (lb/size) 8=467/0-3-8, E=481/0-3-8
Max Holz B=-62(load case 5)
Max UpliftB=-225(load case 4), E=-243(load case 5)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD A-8=0/17, B-C=-740/287, C-D=-650/279, D-E=-740/288, E-F=0/22
BOT CHORD B-H=-216/643, G-H=-212/650, E-G=-216/643
WEBS C-H=0/79, D-G=0/80
NOTES (9)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-98; 130mph (3-second gust); 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 225 lb uplift at joint B and 243 lb uplift at joint E.
6) Girder carries hip end with 3-0-0 end setback
7) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 45.01b down and 30.21b up at 5-8-8, and 45.Olb down and
30.21b up at 3-0.0 on top chord. The design/selection 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 verify all design information on this sheet for conformance with conditions and
requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design
information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or
certification of the truss designer.
LOAD CASE(S) Standard
1) Regular: Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: A-C=-60, C-D=-71(F=-11), D-F=-60, B-E=-24(F=-4)
Concentrated Loads (lb)
Vert: C=-45(F) D=-45(F)
i
i
ff
Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54904345Contractor/Job: 2724 A ROOF Date Req:03/19/2004 Draw No:54904345H4A
54904345 IHJ3
1-6.8
1-6-8
LOADING (psf) SPACING 2-0-0
TCLL 20.0 Plates Increase 1.25
TCDL 10.0 Lumber Increase 1.25
BCLL 0.0 Rep Stress Incr NO
BCDL 10.0 CodeFBC2001/TP12002
LUMBER
TOP CHORD 2 X 4 SYP No.2
BOT CHORD 2 X 4 SYP No.2
3.54 F12
T1
3x4 TL20=
30
4-2-3
81
Y.tl RJR
6:53:38 2004 Page 1
kale - • .
CSI DEFL in (loc) I/defl L/d PLATES GRIP
TC 0.19 Vert(LL) n/a - n/a 999 TL20 245/193
BC 0.04 Vert(TL) 0.03 A >579 180
WB 0.00 Horz(TL) -0.00 C n/a n/a
Matrix) Weight: 15 lb
BRACING
TOP CHORD Structural wood sheathing directly applied or 4-2-3 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) C=64/Mechanical, B=182/0-3-8, D=28/Mechanical
Max Horz B=91(load case 2)
Max UpliftC=-64(load case 2), B=-202(load case 2)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD A-B=0/24, B-C=-27/12
BOT CHORD B-D=0/0
NOTES (5)
1) Wind: ASCE 7-98; 130mph (3-second gust); 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.
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 64 lb uplift at joint C and 202 lb uplift at joint B.
4) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8).
5) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing
where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and
permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and
requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design
information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or
certification of the truss designer.
LOAD CASE(S) Standard
1) Regular: Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: A-B=-60
Trapezoidal Loads (plf)
Vert: B=-2(F=29, B=29)-to-C=-64(F=-2, B=-2), B=0(F=10, B=10)-to-D=-21(F=-1, B=-1)
Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54904345
Contractor/Job: 2724 A ROOF Date Req:03/19/2004 Draw No:54904345HJ3
Job Truss Truss Type cny ply Centex-Orl<>2724-A<>jsk<>2-27-4
54904345 HJ7 ENDJACK TRUSS 6 1 JJob Reference o tionall_ Universal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr 5.200 s Sep 30 2003 MiTek Industries, Inc. Fri Feb 27 16:53:38 2004 Page 1
T_ 9-10-1 — -- i
1-6-8 5-8-6 4-1-11
Scale .. 1:18.
D
i
3.54 12 3x4 TL20=
W2 w1
i
81 —J
2x3 TL2011 20 TL20
3x4 TL20=
5-8-6 f — 9-10-1
5-8-6 4-1-11
LOADING (psf) SPACING 2-0-0
TCLL 20.0 Plates Increase 1.25
CSI
TC 0.37
DEFL in (loc) I/defl Ud PLATES GRIP
Vert(LL) 0.03 F-G >999 240 TL20 245/193CDL10.0 Lumber Increase 1.25 BC 0.39 Vert(TL) 0.04 A >540 180BCLL0.0 Rep Stress Incr NO WB 0.26 Horz(TL) 0.01 E n/a n/a
CDL 10.0 CodeFBC2001/TPI2002 Matrix) Weight: 40lb
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. WEBS 2 X 4 SYP No.3
REACTIONS (lb/size) B=437/0-11-5, E=401/Mechanical, 0=222/Mechanical
Max Horz B=258(load case 2)
Max UpliftB=-284(load case 2), E=-121(load case 2), D=-176(load case 2)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD A-H=0/20, B-H=0/20, B-C=-838/215, C-D=-77/46
BOT CHORD B-G=-385/777, F-G=-385/777, E-F=0/0
WEBS C-G=0/167, C-F=-852/422
NOTES (5)
1) Wind: ASCE 7-98; 130mph (3-second gust); h=1511; 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 284 lb uplift at joint B, 121 lb uplift at joint E and 176 lb uplift at joint D.
4) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8).
5) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing
where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and
permanent bracing required for the overall building design. Building Designer shall 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=1.25, Plate Increase=125
Uniform Loads (plf)
Vert: A-H=-60
Trapezoidal Loads (plf)
Vert: B=-2(F=9, B=9)-to-E=-49(F=-15, B=-15), H=0(F=30, B=30)-to-D=-148(F=-44, B=-44)
n v'
Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54904345
Contractor/Job: 2724 A ROOF Date Req:03/19/2004 Draw No:54904345HJ7
Job "
ITruss Qty Ply
54904345 MV2 ROOF TRUSS 1
5.200 s Sep 30 2003 MiTe%A13duaWes, Inc. Fri Feb 27 16:53:39
It
Cl0
1-11-6
1- fi46T"
Scale m 1 A
LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIPTCLL20.0 Plates Increase 1.25 TC 0.01 Vert(LL) n/a n/a 999 TL20 245/193TCDL10.0 Lumber Increase 1.25 Be 0.00 Vert(TL) n/a n/a 999
BCLL 0.0 Rep Stress Incr YES WS 0.00 Horz(TL) 0.00 C n/a n/a
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 1-11-6 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 (lb/size) A=33/1-11-6, C=33/1-11-6
Max Horz A=32(load case 3)
Max UpliftA=-13(load case 4), C=-21(load case 4)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD A-B=-21/10, B-C=-25/26
BOT CHORD A-C=-6/8
NOTES (5)
1) Wind: ASCE 7-98; 130mph (3-second gust); 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.
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 13 lb uplift at joint A and 21 lb uplift at joint C.
5) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing
where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and
permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and
requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design
information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or
certification of the truss designer.
LOAD CASE(S) Standard
Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54904345Contractor/Job: 2724 A ROOF Date Req:03/19/2004 Draw No:54904345MV2
Job
54904345 I MV4
3-11-6
a
a0
30 2003 MiTek Industries, Inc. Fri Feb 27 16:53:39 2004
2x3 TL2011
Scale - 1
F ---- —x4 uo% 3-11-6 axauao(1
3-11-6
LOAD7q(pst)SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP
TCLLPlates Increase 1.25 TC 0.13 Vert(LL) n/a n/a 999 TL20 245/193
TCDLumber Increase 1.25 BC 0.05 Vert(TL) n/a n/a 999
BCLLep Stress Incr YES WB 0.00 Horz(TL) 0.00 C n/a n/a
BCDLodeFBC2001/TP12002 (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 (lb/size) A=125/3-11-6, C=125/3-11-6
Max Horz A=90(load case 3)
Max UpliftA=-55(load case 4), C=-71(load case 4)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD A-B=-54/29, B-C=-94/90
BOT CHORD A-C=-17/22
NOTES (5)
1) Wind: ASCE 7-98; 130mph (3-second gust); h=15ft; 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) Gable requires continuous bottom chord bearing.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 55 lb uplift at joint A and 71 lb uplift at joint C.
5) Truss shall be fabricated per ANSI/rPI 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: 54904345
Contractor/Job: 2724 A ROOF Date Req:03/19/2004 Draw No:54904345MV4
Job Truss Tru ory Ply Centex-Orl<>2724-A<>jsk<42-27-4
54904345 MV6 ROOF TRUSS 1 1
Job Reference (o tpional1—_ Universa: Forest Products,lnc., Burlington, NC 27215, Jeff Kerr 5.200 s Sep 30 2003 MiTek Industries, Inc. Fri Feb 2716:53:39 2004 Page 1
5-11-6 - --
5-11-6
2X3 TL2011 Scale = 1:13.
B
5.00 12
Tt w1
A
v `
131
6
U4 T1-20 ,:- 2x3 TL20 11
I - 5-11-6
5-11-6
LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.36 Vert(LL) n/a n/a 999 TL20 245/193
TCDL 10.0 Lumber Increase 1.25 BC 0.12 Vert(TL) n/a n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 C n/a n/a
BCDL 10.0 CodeFBC2001/TP12002 (Matrix) Weight: 20lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-6 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 (lb/size) A=205/5-11-6, C=205/5-11-6
Max Horz A=147(load case 3)
Max UpliftA=-90(load case 4), C=-117(load case 4)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD A-B=-89/47, B-C=-154/148
BOT CHORD A-C=-28/36
NOTES (5)
1) Wind: ASCE 7-98; 130mph (3-second gust); 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.
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 90 lb uplift at joint A and 117 lb uplift at joint C.
5) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing
where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and
permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and
requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design
information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or
certification of the truss designer.
LOAD CASE(S) Standard
l'1
customer No: i 1 u45 customer Name: cENTEX FivMES ORLANDO shop No: 54904345
Contractor/Job: 2724 A ROOF Date Req:03/19/2004 Draw No:54904345MV6
russ Truss Type cziy ply Centex-Orl<>2724-A<>jsk<>2-27-4
549174345 MVB ROO SS 1 1
Job Reference (optional)
Universal Forest Products, Inc., Burlington, NC 27215, Jeff Kerr 5.200 s Sep 30 2003 MiTek Industries, Inc. Fri Feb 27 16:53:40 2004 Paae 1
7-11-6
0b0
3x4 TI-20>
7.11-6.—
7-11-6
LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud
TCLL 20.0 Plates Increase 1.25 TC 0.18 Vert(LL) n/a n/a 999
TCDL 10.0 Lumber Increase 1.25 BC 0.06 Vert(TL) n/a n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 D n/a n/a
BCDL 10.0 CodeFBC2001fTP12002 Matrix)
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2 TOP CHORD
BOT CHORD 2 X 4 SYP No.2
WEBS 2 X 4 SYP No.3 BOT CHORD
OTHERS 2 X 4 SYP No.3
REACTIONS (lb/size) A=91/7-11-6, D=121/7-11-6, E=358/7-11-6
Max Horz A=205(load case 3)
Max UpliftD=-57(load case 4), E=-231(load case 4)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD A-B=-161/49, B-C=-82/35, C-D=-91/75
BOT CHORD A-E=-39/50, D-E=-39/50
WEBS B-E=-268/284
Scale m 1:11
PLATES GRIP
TL20 245/193
Weight: 29 lb
Structural wood sheathing directly applied or 6-0-0 oc purlins,
end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES (6)
1) Wind: ASCE 7-98; 130mph (3-second gust); h=151t; 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.
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 57 lb uplift at joint D and 231 lb uplift at joint E.
6) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracingwhereindicatedandwithin4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and
permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and
requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the designinformationasitmayrelatetoaspecificbuilding. 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: 54904345Contractor/Job: 2724 A ROOF Date Req:03/19/2004 Draw No:54904345MV8
Job Truss Oty PlyCentex-Orl<>2724-A<>isk<>2-27-4
54904345 TIC COMMON 8
Job Reference (optional)
Universal-- Forest Produc—t—sTn—c.,BurImgton, NC 27215, Kerr ---5.200 s Sep 30 2003 MiTek Industries, Inc. Fri Feb 27 16:53:40 2004 Pagel
7.5-15 i-10-4-0 —f 13-2-1 i 20-7-0 —1
1-0-0 7-5-15 2-10-1 2-10-1 7-4-15
Scale = 1:36A
5x4 TL20=
D
20 TL200 2x3 TL20 /x
5.00(12 C E
v
T 2 w
F
81
I.
3x5 TL20= H G 3x5 T120=
3x8 TL20= Us TL20
10-4-0 20-7-0
10-4-0 10-3-0
Plate Offsets (X.Y): IF:0-0-6,0-0-61
LOADING (psi)
TCLL 20.0
SPACING 2-0-0 CS1 DEFIL in (loc) I/defl Ud PLATES GRIP
Plates Increase 1.25 TC 0.50 Vert(LL) 0.18 F-H >999 240 TL20 245/193
TCDL 10.0 Lumber Increase 1.25 BC 0.69 Vert(TL) -0.44 F-H >551 180
BCLL 0.0 Rep Stress Incr YES WEI 0.27 Horz(TL) 0.04 F n/a n/a
BCDL 10.0 CodeFBC2001fTP12002 (Matrix) Weight: 84 lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 4-7-10 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid coiling directly applied or 8-7-5 oc bracing. WEBS 2 X 4 SYP No.3
REACTIONS (lb/size) F=802/0-3-8, 8=887/0-8-0
Max Horz 6=155(load case 4)
Max UpliftF=-323(load case 5), B=-431 (load case 4)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD A-B=0/22,8-C=-1431/530,C-D=-1125/424,D-E=-1127/424,E-F=-1426/552
BOT CHORD B-H=-489/1240, G-H=-393/1256, F-G=-393/1256
WEBS C-H=-395/385, D-H=-323/843, E-H=-418/407
NOTES (5)
1) Unbalanced root live loads have been considered for this design.
2) Wind: ASCE 7-98; 1130mph (3-second gust); h=15ft; TCDL=6.Opst; BCDL=6.0psf; 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 323 lb uplift at joint F and 431 lb uplift at joint B.
5) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at Joints unless otherwise noted. Provide bracing
where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and
permanent bracing required for the overall building design. Building Designer shall verity all design information on this sheet for conformance with conditions and
requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design
information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or
certification of the truss designer.
OAD CASE(S) Standard
Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54904345Contractor/Job: 2724 A ROOF Date Req:03/19/2004 Draw N0:54904345T1 C
Job— —Truss Truss Type Qty Ply Centex-Orl<>2724 -27-4
54904345 T20 45tttt Job Reference (optional)
I. Universal Forest products,lnc., Burlington, NC 27215, Jeff Kerr 5.200 s Sep 30 2003 MiTek Industries, Inc. Fri Feb 27 16:53:40 2004 Page I
1-0-9 _§-9-14 ... 13-0-0 1 19-2-2 26-0-0 27-0-
1-0-0 6-9-14 6-2-2 6-2-2 6-9-14 1-0-0
Scale - 1:45.1
5x4 TL20=
D
5.00 F, —2
2'x3 TL20\\ 2x3 TL20
C W E
2
F
3x5 TL20= H 34 TL20=
3x4 TL20= Us TL20— 3x4 TL20=
I-... ---8-10-10 17-1-6
8-10-10 8-2-13 8-10-10
LOADING LOADING (psf) SPACING 2-0-0 CS1 DEFIL in (loc) I/delil Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.25
TCOL 10.0 Lumber Increase1 TC 0.35 Vert(LL) 0.14 B-J >999 240 TL20 245/193
r' 1.25 BC 0.57 Vert(TL) -0.36 B-J >850 180
0.0 Rep Stress Incr YES WB 0.24 Horz(TL) 0.07 F We n/a
BCDIL 10.0 CodeFBC2001/TPI2002 Matrix) Weight: 114 lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-12 oc purlins. BOT CHORD 2 X 4 SYP No2 BOT CHORD Rigid ceiling directly applied or 6-11 -11 oc bracing. WEBS 2 X 4 SYP No.3
REACTIONS (lb/size) B=1097/0-3-8, F=1097/0-3-8
Max Horz B=-1 76(load case 5)
Max UpliftB=-505(load case 4), F=-505(load case 5)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD A-8=0/22, B-C=-2057/798, C-D=-1808/728, D-E=-1808/728, E-F=-2057f798, F-G=0/22
BOT CHORD B-J=-771/1827,1-J=-356/1232,H-I=-356/1232,F-H=-596/1827
WEBS C-J=-397/403, D-J=-284/631, D-H=-284/631, E-H=-397/403
NOTES (5)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-98; 130mph (3-second gust); h=1 5ft; 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.
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 505 lb uplift at joint B and 505 lb uplift at joint F.
5) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing
where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and
permanent bracing required for the overall building design. Building Designer shall verity all design information on this sheet for conformance with conditions and
require merits 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
certificationati.n of the truss designer.
LOAD CASE(S) Standard
ICustomer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54904345
Contractor/Job: 2724 A ROOF Date Req:03/19/2004 Draw No:54904345T2D
Job Truss Truss Type Oty Ply Centex-Orl<>2724-A<>jsk<>2-27-4
54904345 T2E RO 4 1
Job Reference o !!9nUniversalForestProducts,lnc., Burlington, NCC 27215, Jeff Kerr 5.200 s Sep 30 2003 Mi7ek Industries, Inc. Fri Feb 27 16:53:41 2004 Page 1
6-9-14 13-0-0 19-2-2 26.0-0 -0(
6-9-14 6-2-2 6-2-2
T
6-9.14 1-0-0
Scale . 1:44.
5x4 TL20=
C
5.00[12
2x3 TL20 :
2x3 TL20
13 w1// 0
3x5 TL20= I H a 3x5 T120=
3x4 TL20= Us TL20= 3x4 TL20=
I_ a-10-10
8-10-10 8-2-13 - 8.10-10
LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIPTCLL20.0 Plates Increase 1.25 TC 0.36 Vert(LL) 0.16 A-1 >999 240 TL20 245/193TCDL10.0 Lumber Increase 1.25 BC 0.58 Vert(TL) -0.38 A-1 >817 180
BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(TL) 0.08 E n/a n/aBCDL10.0 CodeFBC2001/TPI2002 (Matrix) Weight:112lb
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 BOT CHORD Rigid ceiling directly applied or 6-9-10 oc bracing. WEBS 2 X 4 SYP No.3
REACTIONS (lb/size) A=1027/Mechanical, E=1099/0-3-8
Max Horz A=-186(load case 5)
Max UpliftA=-413(load case 4), E=-506(load case 5)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD A-B=-2053/815, B-C=-1819/743, C-D=-1812/729, D-E=-2061/799, E-F=0/22
BOT CHORD A-I=-789/1840, H-1=-362/1235, G-H=-362/1235, E-G=-597/1831
WEBS 8-1=-402/410, C-1=-297/640, C-G=-284/631, D-G=-397/403
NOTES (5-6)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-98; 130mph (3-second gust); h=15f; TCDL=--6.0psf; BCDL=6.0psf; 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 413 lb uplift at joint A and 506 lb uplift at joint E.
5) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracingwhereindicatedandwithin4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and
permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and
requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design
information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review orcertificationofthetrussdesigner.
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
l l
customer No: 11 U45 customer Name: GENTEX FIOMES ORLANDO Shop No: 54904345Contractor/Job: 2724 A ROOF Date Req:03/19/2004 Draw No:54904345T2E
JobTrussTruss Type Qty Ply Centex-OrI<>2724-A<>jsk<> . 2-27-4 54904345
IT3C Job Reference Products,
Wkiersa4ForestInc., Burlington, NC 27215, Jeff Kerr 5.200 s Sep 30 2003 MiTek Industries, Inc. Fri FebV 16:53:41 2004 Page I 6-
8-13 9- 0-4 --1— 12-11-11 19-8-8 120-8-8 0-
9-11 6-8-13 3-1-7 3-1-7 6-8-13 1-0-0 Scale -
1:34.! 5x4
TL20= D
2x3
TL20 2x 3TL20 x- 5.00 12 C
I- TIr
W
Z"
F all
3x5
TL20= H 3x5 TL20= 5x8
TL20= 1
9-10-4 19-8-8 9-
10-4 9-10-4 Plate
Offsets Y): fH:0-4-0,0-3-01 LOADING (
psf) TCLL
20.0 SPACING
2-0-0 Plates
Increase 1.25 CSI
TC
0.39 DEFIL
in (loc) I/defl L/d PLATES GRIP Vert(
LL) 0.12 B-H >999 240 TL20 245/193 TCDL
10.0 Lumber Increase 1.25 BC 0.63 Vert(TL) -0.35 B-H >663 180 BCLL
0.0 Rep Stress Incr YES WB 0.24 Horz(TL) 0.04 F n/a n/a BCDL
10.0 CodeFBC2001/TPI2002 Matrix) Weight: 82 lb LUMBER
BRACING TOP
CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-3 oc purlins. BOTCHORD2X4SYPNo.2 BOT CHORD Rigid ceiling directly applied or 8-6-13 oc bracing. WEBS2X4SYPNo.3 REACTIONS (
lb/size) B=833/0-3-8, F=846/0-3-8 Max
Horz 8=-1 41 (load case 5) Max
UpliftB=-389(load case 4), F=-405(load case 5) FORCES (
lb) - Maximum Compression/Maximum Tension TOP
CHORD A-B=0/17, B-C=-1403/542, C-D=-1096/398, D-E=-1096/400, E-F=-1402/539, F-G=0/22 BOT
CHORD B-H=-499/1242, F-H=-355/1240 WEBS
C-H=-387/370, D-H=-243/738, E-H=-385/367 NOTES (
5) 1)
Unbalanced roof live loads have been considered for this design. 2)
Wind: ASCE 7-98; 130mph (3-second gust); h=1 5ft; 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. 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 389 lb uplift at joint B and 405 lb uplift at joint F. 5)
Truss shall be fabricated per ANSI/7PI 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: 54904345 Contractor/Job: 2724 A ROOF Date Req:03/19/2004 Draw No:54904345T3C
Job Truss Truss Type Oty Ply Centex-Orl<>2724-A,<>jsk<>2-27-4
54904345 T46
Universal, Forest Products,hic., Burlington, NC27215, Jeff Kerr
J0 c.topti.rJobReference (optional)
5.200 s Sep 30 2003 MiTek Industries, Inc. Fri Feb 27 16:53:42 2004 Page 1
11 4-4-4 6-8-8
0-9-11 4-4-4 4-4-4
Scale = 1:15.
5x4 TL20=
C
5.00(12
Wi
T2
D
E
2x3 TL20 11
3x4 TL20= 3x4 TL20=
4-4-4 8-8-8
4-4-4 4-4-4
LOADING (psf) SPACING 2-0-0 CS1
TCLL 20.0 Plates Increase 1.25 TC 0.25
DEFIL in (lac) t/cle(I Ud PLATES GRIP
Vert(LL) 0.01 E >999 240 TL20 245/193TCDL10.0 Lumber Increase 1.25 BC 0.13 Vert(TL) 0.04 A >302 180
BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.01 D n/a n/a
BCOL 10.0 CodeFBC2001/TP12002 (Matrix) Weight: 31 lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purfins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3
REACTIONS (lb/size) D=333/Mechanical, B=397/0-3-8
Max Horz B=79(load case 4)
Max UpliftD=-134(load case 5), B=-214(load case 4)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD A-B=0/17,B-C=-484/142.C-D=-471/132
BOT CHORD B-E=-80/394, D-E=-80/394
WEBS C-E=0/101
NOTES (5-6)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-98; 130mph (3-second gust); h=15ft; TCDL=6.Opst; 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.
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 134 lb uplift at joint D and 214 lb uplift at joint B.
5) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing
where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and
permanent 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
Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54904345
Contractor/Job: 2724 A ROOF Date Req:03/19/2004 Draw No:54904345T4B
a 3' bath duct y
to roof cap
y
w/fan
a
ftil sst 1aa7
r IF u
8xa di isEE5r,a x a+ a•
a (a 12x6 lwcd
12xI2 3wcd 1242 lwcd 12x6 ixcd L 7' I25
UI RM Id
ve 135amww7
rVA 27 • * 260
ow 3' bath duct 7, 1Ox10 rag
91 to roof cap
a 10 Iwcd w/fan 9' 8'
12xI2 rag 25
a
1
12' S
saes 16 6 9
12x1 rag
12'
9'
18x18 rag " 3- — :W
24x1 ra • '
j 6' lOx6 lwcd
3' bath du t 8x4 lwcd 8' to, ( 130
to roof cap
w/fan 5 s MASTER GEM jio
s 12' 12x6 twcd
GAAU —
135 ^ 350
6 lwcd,i
GINW RM 7 '
iY
1i1r
14x8 lwcd 4' dryer duct
230 to roof cap
Y1 2.0 ton w/5kw @240v Iph
05-0 Z—W GARAGE 5'f= 10 plen
platformtlCYipiatforn by
ai rYa 10x6 i lwcd
bldr
2.5 TON V/IOKV @240V 1PH 50
platfoimby 42X42 A/C SLAB
bldr BY BLDR MIN
2' FROM WALL
N
scale :I/e'=I•o' 16' x 7' 0.r+:0L
2 uL El OOR PI AN
sratf = 1/+'= 1'-or
Must have a minimum clearance of 4 Inches around the air handler per the State Energy code. all duct has an r=6 insulation value.
Rating
t)
F5
L
Z
cv co
06
v — N CO c1
E
s
v
45
i'
m
Z
O
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LL- F-
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W
U :5: 00 i
z
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m
w z
n z o LLI Q
D J O:::) Q Q
m (I- _--I U) Q a
rom
ONE BY WOOD
BUCK BY OTHERS
CAULK BETWEEN
WINDOW FLANGE
A WOOD BUCK
STUCCO
BY OTHERS
PERIMETER
CAULK
BY OTHERS
RIGID VINYL
GLAZING BEAD
W H. (TYP.)
CWI DOW
HEIGHT)
CAULK BETWEEN WINDOW
FLANGE 8 PRECAST SILL
W/ VULKEM 116 ADHESIVE
CAULK, OR APRV'D. EQL.
PERIMETER
CAULK
BY OTHERS
CONCRETE OR
MASONRY OPENING
BY OTHERS
c
CAULK BETWEEN B.v.
WOOD BUCK b (BUCK WIDTH)
MAS'Y. OPENING INSTALLATION ANCHORBYOTHERS
ONE BY WOOD 3/16' DIA..TAPCON
BUCK BY OTHERS -
1-1/4' MIN.
c EMBEDMENT
1 INSTALLATION ANCHOR
3/16' DIA. TAPCON
SHIM AS REQ'D-
I/4' MAX.
SEE NOTES)
FLANGE TYPE
WINDOW FRAME
HEADER
GLASS
TYP.) (SEE NOTES)
B.H.
BUCK
HEIGHT)
FLANGE TYPE
WINDOW FRAME
SILL
PRECAST SILL 1 Q a
BY OTHERS
NOTES SECTION A -A
1) SHIM AS REQ'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 SILICONIZEO ACRYLIC CAULK BEHIND WINDOW FLANGE AT HEAD
JAMBS. SILL MUST BE ATTACHED TO THE SUBSTRATE WITH
VULKEM 116 ADHESIVE CAULK OR APPROVED EQUAL.
5) USE SILICONIZED ACRYLIC CAULK FOR PERIMETER SEAL AROUND W.H.
EXTERIOR OF WINDOW FLANGE. I-
6) IF EXACT WINDOW SIZE IS NOT LISTED IN ANCHOR CHART, USE
ANCHOR QUANTITY LISTED WITH NEXT LARGER SIZE. FOR THE
APPROPRIATE DESIGN PRESSURE REO'0,
7) GLASS THICKNESS,MAY VARY PER THE REQUIREMENTS OF ASTM
E1300 GLASS CHARTS.
8) LETTER DESIGNATIONS ON THE TAPCON LOCATION CHART INDICATE H
WHERE TAPCON ANCHORS ARE TO BE INSTALLED WHEN USING THE
EXTERIOR ELEVATION AS A KEY.
9) ALL FACTORY APPLIED HOLES NOT DESIGNATED FOR TAPCON
ANCHOR SHOULD BE FILLED WITH #8 SCREWS OF SUFFICIENT LTH.
TO PROVIOE MIN. 5/8 IN.. EMBEDMENT INTO WOOD BUCK.
101 FLORIDA EXTRUDERS 1000 SERIES SINGLE HUNG IS SHOWN THIS
SHIM AS REQ'D.
RIGID VINYL
1/4' MAX. -
GLAZING BEAD
cS£E NOTES).
TYP.)
GLASS
TYP.)(SEE NOTES)
FLANGE TYPE
WINDOW FRAME
JAMB CAULK BETWEEN
WINDOW FLANGE
WOOD BUCK
W.W.
WINDOW WIDTH)
SECTION B-B
PRINT ALSO APPLIES TO THE FLORIDA EXTRUDERS 1500 AND 2000 0 ( SERIES-SINGLEHUNGS. V /-\ ( 1411) WHERE WINDOWIS INSTALLED IN MASONRY OPENING WITH A STRUCTUAL
TWO BY WOOD BUCK, LISE ¢10 SCREWS OF SUFFICIENT
LENGTH TO ACHIEVE 1-3/8" MIN. EMBEDMENT AT VIEWED FROM EXTERIOR ALL
INSTALLATION FASTENER LOCATIONS - 1-
1/4' MIN EI4
BEDMENT r
STLIC
CO BY
ETHERS v
0
PERIMETER
CAULK
BY
OTHERS CAULK
BETWEEN WOOD
BUCK & MAS'
Y. OPENING BY
OTHERS CONCRETE
OR MASONRY
OPENING BY
OTHERS TAPCON
LOCATION CHART CALL
BUCK LOCATIONS IN HEAD LOCATIONS IN JAMB 30PSF
TO 40PSF 41 PSF TO 70PSF 30PSF TO 40PSF 41 PSF TO 70PSF SIZESIZE12
1a 1/8 x 25 B B F,G F,
G F,
G F,
G 13
18 1/8 x 37 3/8 8 B F,
G F,G 14
18 1/8 X 49 5/8 8 8 F,
G F,G 145
18 1/8 X 55 1/4 8 8 F,
G ` F,G 15
18 t /8 X 62 8 8
8
8
F,G F,G.H,i 16
18 1/8 x 71 R
8 F.G F,G,J,K 17181/8 x 83 8
8 F.G F,G IH2
25 1/2 x 25 B
F.G F.G iH3
25 1/2 X 37 3/8 8 B
F,G F,G,H,t 1
H4 25 1/2 X 49 5/e 8 B
F,G F,G,H.I 1H45
25 1/2 X 55 1/4 B F.
G F,G,H} IH5
25 1/2 X 62 8 8 8
F,G F,G,H,1 1116
IH7
25
1/2 x 71 25
1/2 X 83 8
8
8 F,G.J,K F,G.J.K 30
1/2 x 26 29 1/2 X 25 B 8 B
F.G F, ,6 30
1/2 x 38 3/8 29 1/2 X 37 3/8 B F G F 30
1/Z x 50 5/8 29 1/2 X 49 5/8 B 8 F,
G F,G,H,I 30
1/2 x 56 1/4 29 1/2 X 55 1/4 8 8 B
F,G F,G,H,I 30
1/2 x 63 29 1/2 X fit 6 8
B FG F,G,H.I 30
1/2 x 72 29 1/2 X 71 6
F.G,J.K F,G,J,K 30
1 2 x 84 29 1/2 X 83 8 22
36 X 25 6 8
6
8
F.G F,G 23
36 X 37 3/8 6
B F,G F,G,HJ 24
36 x 49 5/8 8 8 F,G F,G,H,1 245
25
36
X 55 1/4 36
X 62 8 6 F,G,H.I F,G,H.1 26
36 X 71 8 6 F,G H,I D,E.F,G,H,1 27
36 X 83 8 8 F,G,J,K F,G,H,I,J,K 42
x 26 41 X 25 8 8
8
8
F,G F,G,H,t 42
x 38 3/5 41 x 37 3/8 8
8 F,G F,G,H,I 42
x 50 5/8 41 X 49 5/8 8
8 F,G,H,1 F,G,H,t 42
x 56 1/4 41 x 55 1/4 6
8 F,G,H I0,E,F,G,H,1 42
x 63 41 X 62 41
x 71 8 8 F,G,H,1 O,E,F,G,H,1 42
x 72 41
X 83 8 8 F,G,J.K F,G,H,1,J,K 42
x 84 48
x 26 47 X 25 8 A.0 F.G F,
G F,G.H.1 48
x 38 3/8 37 x473/8 B 6
A ,
C A.
0 F,G F,G.H,1 48
x 50 5/5 47 X 49 5/8 8
A.0 F,G,H,1 F,G,H.1 48
x 56 1/4 47 X 55 1/4 8
A.0 F.G,H,t O,E.F,G,H.1 48
x 63 47 X 62 47
x 71 8 A.0 F,G,H,I D.E,F,G,H,t 48
x 72 47 X 83 A A C FGJK OEFGHIJK 48
x 84 52
1/8 x 25 8 A.0 F,G F,
G F.
G F•
G.H,t 3233
52 1/8 X 37 3/8 B A.0 A,
C F,G,H,t F,G.H.1 34
52 1/8 X 49 5/8 52
1/8 X 55 1/4 8
8
A,C F,G,H,I O.E.F,G.H.1 345
35
52 1/8 X 62 8 A.0 F,G,H,t F
G,H,1 O,
E,F.G.H.1 O,
E,F,G.H,I 36
52 1/8 x 71 52
1/.f X 83 6
8
A,
C A.
0 F.G.J.K O.E,F,G.J,K,J,K 37
37
SIZE NOT AVAILABLE IN 1000 OR 1500 SERIES. I
NTERNATIONAL. INC FLORIDA
EXTRUDERS SANFORD, FLORIDA LRAWN
LLATION
DETAIL FLANGE
WINDOWS — SERIES 1000 I5.00.& 2000 B
B APPROVED BY: f
9 / O Z scALE: N T S DWG.: FLEX 0016 oocoawcn
av- PiRA1NH'i h APPU APON ENI[;lNeERiNG, INC.. 250 INTERNATIONAL PKY., 51JITE 250. HEATHROW. FLORIO^ 32746--PHONE 407 805-0365 FAx 407 805-0366 4—
l
100C SIR 1 X 2 x 1/8 clcl. 0 S. H.
GuTUBE MU'Ll-liGN JAMP (T Y-,::)
c
8 X 1/2 SELF
TAPPING SMS
X 2 X 2/8
T'llEc", MULLK!"14
a x 1/2 s IC -Lc'
Ti-:'"LING SMS
N T SEA; AYE- BET.-EEN NT, SEA LA%T BETIdEt-r,
I- -
LAi H y
7'
ULLIGNLL -2N pflPI':":
Sic A zti Slug 11
err:— ON A —A QN9
G S;H, 100C S:H. Tfl,\i JAMS
IYR) i JAMb 'TYF,/', ns X '
S_ ( TAFF."I'
likE SMISL SEALANT
BETWEEN WINDOW FLANGESmout ! [
N8X
SELF APPING -S
IV S!i'
c A F x
i/a TUBE KU
MN JAMB " TYP.)
8 x
1/2 SELF APIING Z
L SEALANT BETWEEN
WINDIOW FLANGES MULLION489X'
2
SELF r?a cIS .
4 s kt Al A v
I _- c-
ldA./- s"iTAPPINGSMSIAMB J
Q (T
YR) F 08 'A' I -
2SEl. L SEA! ANT BE
WEEN TAPIPTN- WIND-10"v FLANGES
MULL =`N a v
j7 MS
I X
4X
3/S r ; T I BEMUL1GNFN'T' ONE BY
WOOD__ BUCK
BY 0 1/
4' MIN, EMBEEMEENT
46 Ej X
i r
SEALANT BEE TWEEN P -
ANGES MULLION A _-
L-k
ItON
AF-1 A L
IF zz /
I
TER
S M SST
Y P. DETAIL _P Ei ,AT ON- 8
X 1/2
SELF V! EW E rL-;' F Rm0M E_' XTF R, 0RTAPPI.1`4GSMIS
NNL SEEP AN- BET*
7r"N 4 1 N rJ%;
ANG F 8XI -
i/ SELF TAPP C_ IN sm'),
DETAlL ONCRETZCRMASIDNRY By
5THC-
R411 4. INSTA'
AT I0,N
3/
16' DIA ANrL_r:7 -'yp X
TERNAL IMULLI34 V PICk
To CONCRETE @
HEAD I - I - 1APPi lES HEADSILL _'-fiHrR:
c_ X 4 i i E - A! L
8' f!"ISTALLATITON' ANCHORI 4/1,
6' DlAz TAPCGiN
SCRE'd ANCHOR %'-,Y.PN
t I r S:L S'
l L CLIP 1 114- fATN, LMKDH=V
P !-AST SlL! BY
CTHIIER A7D7TIONAL
r 0 ] _D INTERNATIONAL, INC
FLORIDA
EXTRUDERS
ISANFORD, FLORIDA
TITLE: 000/
1 FLANGE 5`
30 r
I Lj S HT10Fv E_ iR L iui i M;_
j;__!_ i u N _'S E SE E OTHER D F S H'-'-
T 2 0 F P FOR s T pRr-s';i;Rc- C
A P A C I T I E-S' DRAWNBY: M S APPROVED BY: QrAT-
W. rd 'Q- nwr- 4
SERIES 1000 1500 FLANGE VERTICAL DESIGN PRESSURE CAPACITIES
CAPACITY CAPACITY i CAPACITY CAPACITY CAPACITY ' CAPACITY !CAPACITY CAPACITY CAPACITY
X2 /81 X2 7/16X3/831 X2 7/16X3/B 1 X4X 1 /8
CAPACITY
1 X4X 1 /8
CAPACITY
1 X4X3/8
CAPACITY
1 X4X3/8
CAPACITY
2X4X3/8
WINDOW
CALL
i WINDOW 1 X2X 1 8
TIP -TO -TIP ;TUBE MULL 1 X2X 1 /8
TUBE MULL
1 XZX3/8
TUBE MULL
1 X2X3/8 X2 7/16X1 /8ll 7/16X1
TUBE MULL TUBE MULL :TUBE MULL ;TUBE MULL ; TUBE MULL : TUBE MULL4ANCHORS
TUBE MULL
fi ANCHORS
TUBE MULL
4 ANCHORS
TUBE MULL
6 ANCHORS
TUBE MULL
6 ANCHORS
SIZE SIZE 2 ANCHORS 4 ANCHORS
SECT. A
2 ANCHORS
SECT A-A(2)
4 ANCHORS 1 2 ANCHORS 4 ANCHORS 2 ANCHORS
SECT. A-A(2) ?SECT. A-A(3) !SECT. A-A(3 SECT. A -A 4
4 ANCHORS
SECT. A -A 4 I SECT. A -A 5' SECT. A -A 5 SECT. A -A 6 SECT. A -A 6 SECT. A -A 7
SECT. A -A 1
336.52 692.83 336.52 732.42 336.52 732.42 791.81 f 1187.72 791.81 1 1187.72 11187.72
i 2 I 19 1 /8 X_ 26 336.52
119 1 8 X 38 3/6,209.72
8
732.42
i 317.66 209.72 429.55 209.72 i456.46_ 209_72 456_46 493.47 740.20 - 493.47 740.20 740.20
13
14 19 1 X 50 5 S 131.23 131.23 152.75 i 77.46 152.75 193.92 152.75 271.83 359.41 539.12 359.41 - 539.12
1479.33
539.12
145 119 1 8 X 56 1/4 94.13 ; 94.13 - -; 1.27.29 3 127.29 135.81 139.09 135.81 1 194.97 319.55 460.17 319.55 479.33
15 198 X63 65.97 1 / 65.97 89.2 t 89.21 97.48 97.48 1 19.85 136.64 282.02 _ 423.03 282.02 _-1 423_03 y 423.03 16 - 19
1 /8 72 i 43.49 43.49 58.81 58.81--__Y64.27 64.27 190.09 90.09 . 1 212.62 212.62 t 296.98296.98365.75 17 X
19
1 /
8 X 84 -- -26.96 26.96 36.45 36.45 39.83 r__-_- 39.
83
55.84-__55.84- 1131.79 131.79 184.08 i 84.08 294.03 1 H2
26 1 /2 X 26 262.87 572.13 1262. 541.20 262.87 i - 572.
13
262.87 572.13 618.52 T-!1`
927.78618.52 19 27.7 8 1927.78 1 H3
6 1 2 X 38 3/>3 157.93 1239.21 157.93 i 323.48 157.93 343.74 11157.93 343.74 371.61 557.41 371.61 557.41 1557.41 H4 5 8
97.25 6 1 /2X50 / 97.25 1 13.20 - 131.51 113.20 143.71 1 1 13_20 1•. 201.45 266.35 - 1399.53 266.35 399.53 399.53 t- - 1 H45
6
1 /2 X 56 1 /4 69.43 69.43 93.89 93.89 100.17 102.59 100.17 i 143.81 t 235.70
1207.
10 339.
42 235.
70 353.55 310.65 353.
55 t
i 310.
65
1 H5 26
1 /2 X 63 - = 48.44 48.44 - --- 65.51 j 65.51 71.58 71.58 _ 188.01 5.86 100.
34 236.
83 207.10 1 217.1
1 l 217.1 1 j 267.38 1 H6 26
1 /2 X 72 i 31.79 31.79 42.99 42.99 46.98 46.98 1 65.86 155.44 11155.44 f 11 133.
99
214.
02 1 H7 26
1 /2 X 84 J 19.62
19.
62 126.53 26.53 128.99 28.99 40.64 40_64 95.93 95.93 133.99 22 37 X
26 ; 216.75 j 471.75_ 216.75 1471.75 216.75 471.75 _ 216.75 471.75 1510 1765 510 765 j765 431.36 23
7 X
38 3 8 122.22 185.12 122.22 250.32 122.22 26 6.00 12 2.22 266.00 1287.57 431.36 1287.57 j 431.36 V 24 7
X
50 5/8 i 73.34 173.34 85.36 99.17 85.36 01r-8.37 _ 85.36 151.91 200.86 301.29 200.86 301.29 301.29 fi------ K-_ 24537
L7
X
56
1 /
4 5i .97 j 51.97 70.28 170.28 74.98 76.79 174.98 107.65 176.43 254.07 i 176.43 -- 264.64 -- 11230.94 264.
64_ 25
48.70
37 X 6336.01 36.01 48.70 53.21 153.21 1 65.43 74.59 153.96 z--- 176.06
153.
96 ` 230.94 26 37 X
72 i 23.47 123. 47 31.74 `i 31.74 34.69 j 34169 _ 48.62 48.62 _ 114.76 114.76 131.61 160.30 1197.41 27 37 X
84 i 14.39 14.39 119.46 19.46 121.26 j 21 26' 1.29.81 29_81_ i 70.36 -_ 70.36 98.27 t 9s.27 _ 156.97 32 S3 1
8 X 26 1 191.61 417.04 119 394.49 L191.61 417.04 r,191.61` ' ; C17.Q4 450.85 676.28 450.85 i 676.28676.28 02 98.38
201.5 i j 98.38 214.14 38- 244.14 23 i .50 347.25 231.50 347.25 347.25 33 3 1 /
8 X 38 3/8 98.38 50 5 & 56.
23 149 56.23
j -
65.45
76.
04 65.45 83.09 it65.'45 - 1 i.6.47Y 4154.00 - 23 i .01 154.00 231.01 - 1231.01 34 3 1 8
X X 56 1 /4
39.32 39.32 i 53.17 53.17 156.73 T 58 10 i
56.
73 :' r81.44 133.48 192.22 133.48 200.23- 200.23345 3 1 /8
53 1 /8 X
63 26.92 126.92 r 36.40 36.
40
39.78 1 39.78 48.91 55.7 t5.08 131.60 1 _. _ 115.08 i_ 172.63 172.63 35 36 S3 1
8
X 72 -- 17.34 1 17.34 23.45 23.45 25.62 125.62 1 35.92 35.92_- 84.77 _ 84.77 97.21 118.41 145.82 I 4 53 1
X
84 10.51 14.21 i 14.21 15.53 115.53 21.77 151.39 i 21.77 51.39 171.78 71.78 1120.81 37 8 L10.51
T' SERIES 1000 & 1500 FLANGE
VERTICAL FLORIDA EXTRUDERS INTERNATIONAL, INC SANFORD, FLORIDA MULLION DESIGN
PRESSURE CAPACITIES
r s. TIESF f A '
nTU: ,r c PRESSURE
uY _- .HPH _ - r L ;.
SHEET 2 OF 2
VF t i" JL j_ ; ; J J i =,JAI NOTE: A) NUMBER OF
ANCHORS NOTED FOR TAPCON FASTENERS REQUIRED .AT EACH
END. DRAWN BY:.'j` APPROVED BY: B) DESIGN PRESSURES GIVEN
ARE FOR 1.5 X CCU i r 900 DATE:J i , ? SCALE: r U' Di G.: '_1,t 1 LGLPK'2 rm
SHEATHING
BY OTHERS
E ..
STUCCO _
OR SIDING
BY OTHERS
PERIMETER
CAULK BY
OTHERS
SHIM AS RE'O'D
SEE NOTES)
CAULK BETWEEN
DOOR FLANGE
SHEATHING
Y
Tif
pplyy // LYI. i"ai • y P tc Sr.t[ y. ..
i h. tl lV Y.i/`'j 11 `L.F'Y .T: f
0 1 p uDERS
71
SLIDING GLASS
DOOR FRAME
SILL
D
a o
LIBERALLY APPLY
CAULKING UNDER SILL
INSTALLATION ANCHOR
8 SCREW.
TWO BY WOOD
BY OTHERS
r 1/4' MAX.
I SHIM SPACE
1-1/8' MIN.
EMBEDMENT
SLIDING GLASS
DOOR FRAME
HEAD
TEMPERED
GLASS (TYP.)
DOOR
HE IGHT
EMBEDMENT
v 1-1/4' MIN.
D
OR SET SILL IN BED INSTALLATION ANCHOR
OF CONCRETE 3/16' DIA. TAPCON
SECTION A -A
DOOR WIDTH /4' MAX. SHIM SPACE
1-I/8 MIN.
EMBEDMENT
SLIDING GLASS
DOOR FRAME
JAMB
TEMPERED GLASS
TYP.)
PERIMETER
CAULK BY
OTHERS
SECTION B-B
TWO BY WOOD
BY OTHERS
SLIDING GLASS I
HOOK STRIP
SHIM AS REO'D.
SEE NOTES)
INSTALLATION ANCHOR
8 SCREW
STUCCO
OR SIDING
BY OTHER
EXTERIOR ELEVATION
2 PANEL DOOR SHOWN
12002
CAULK BETWEEN
DOOR FLANGE
8 SHEATHING
SHEATHING
BY OTHERS
TEMPERED C
TYP.)
S SLIDING GL..
INTERLOCK
INSTALLATION ANCHOR
HOOK STRIP DETAI
WOOD
RS
ULK BETWEEN
IOK STRIP L
I£ATHING
I-1/8' MIN.
EMBEDMENT
NOTE S=
1) DOOR MATERIAL ALUMINUM ALLOY 6063.
2) a8 INSTALLATION SCREWS MUST BE OF SUFFICIENT LENGTH TO ACHIEVE MIN. EMBEDMENT
OF 1-I/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 6 JAMBS.
5) USE SILICONIZED ACRYLIC CAULK FOR PERIMETER SEAL AROUND EXTERIOR OF DOOR.
6) IF EXACT DOOR SIZE IS NOT LISTED IN ANCHOR CHART, USE ANCHOR QUANTITY LISTED WITH NEXT
LARGER SIZE, FOR THE APPROPRIATE DESIGN PRESSURE RE0'D-
7) FOR POCKET DOOR SIZES USE CLOSEST BYPASS DOOR SIZE L CONFIGURATION TO FINISHED OPENING.
PLACE INSTALLATION ANCHORS, IN FRONT OF HOOK STRIP AS SHOWN.
8) GLASS THICKNESS MAY VARY PER REOUIREMENTS OF ASTM E1300 GLASS CHARTS.
9) DOOR UNIT IS APPROVED USING TEMPERED GLASS IN -SINGLE GLAZED OR INSULATING GLASS.
10) JAMB i SILL CfiRNERS ARE TO BE SEALED WITH A SMALL JOINT SEAM SEALER.
11) SHIM AS REO'D. AT EA. SET OF INSTALLATION ANCHORS. MAX. ALLOWABLE SHIM STACK TO BE 1/4'.
12) ALL INSTALLATION ANCHORS MUST BE MADE OF CORROSION RESISTANT MATERIALS.
13) WHERE 'X' REPRESENTS MOVING PANEL AND -0' REPRESENTS FIXED PANEL APPROVED
CONFIGURATIONS ARE AS LISTED ON ANCHOR CHART ON BACK OF THIS SHEET.
14) NOT ALL CONFIGURATIONS LISTED ABOVE ARE SHOWN ON THIS DRAWING. HOWEVER INSTALLATION
SECTIONS 'A -A', 'B-B' L HOOK STRIP DETAIL APPLY TO INSTALLATION OF ALL APPROVED
CONFIGURATIONS.
15) FLORIDA EXTRUDERS 1000 SERIES SLIDING GLASS DOOR 1S SHOWN. THIS PRINT ALSO APPLIES TO
2000 SERIES AND 500 SERIES.
REVI DESCRIPTION DATE IN I FLORIDA- INT.
EXTRUDERS
SRNFORD E1_.
TITLE: SLIDING GLASS DOOR
INSTALLATION WITH #8 SCREWS"
DRAWN BY: BB APPROVED BY:
ATE: 12/17/01 SCALE: NTS IDWG #fLEX0027 SHT 1 OF 2
PRrPA?Flt 8r- PRnMlrT L APPLICATION ENGENEERING. INC_, 250 INTERNATIONAL PKVY., SUITE 254. HEATWOV. FLORIBA, 32746, 447-805-0365 FAX 407-805-4366
8 SCREW INSTALLATION ANCHOR CHART
NOMINAL DOOR QUANTITIES IN HEAD & SILL QUANTITIES IN EA. JAMB QUANTITIES IN EA. HOOK STRIPDOOR
UP TO 46 PSF TO 61 PSF TO UP TO 46 PSF TO 61 PSF TO UP TO 46 PSF TO 6I PSF TOSIZEANDSIZE
CONFIGURATION 45 PSF 60 PSF 70 PSF 45 PSF 60 PSF 70 PSF 45 PSF 60 PSF 70 PSF
4068 XX, OX, X 48 X 80 6 6 6 8 8
8
8
8
4
4
4
4
4
4
5068 XX, X, X 60 X 80 6 6 6 8
8 8 8 4 4 4
6068 XX, X, XO 72 X 80 8 8 8
8 8 8 4 4 4
8068 XX, OX, xO 96 X 80 10 10 10
8 8 4 4 4
10068 XX, X XO 120 X 80 12 12 12 8
10 10 10 5 5 5. "
5080 XX, X, XO 60 X 96 6 6 6
10 10 10 5 5 5
6080 XX, OX, XO 72 X 96 8 8 8
10 10 10 5 5 5
808fl XX, 0X, X0 96 X 96 10 10 10
10 10 5 5 5
10080 XX OX XO 120 X 96 ' 12 12 12 10
12 12 6 6 6
50100 XX, OX, xO 60 X 120 6 6 6 12
12 12 12 6 6 7
60100 XX, OX, XO 72 X 120 8 8 8
12 12 12 6 7 8
80i00 XX OX X0 96 X 120 10 10 10
8 6 8 4 4 4
9068 OX0 109 1/8 X 80 12 12 12
8 4 4 4
12068 OXO 145 1/8 X 80 14, 14 14 8 8
8 4 4 4
15068 OXO 181 1/8 X 80 16-: 16 16 8 8
5 5 5
9080 OXO 109 1/8 X 96 12 12 12 10 10 10
5 5 5
12080 X0 145 1/8 X .96 14 14 14 10 10 10
5 5 5
15080 OX0 181 1/8 k- 96 16 16 16 10 10 10
5 7 8
90100 OXO 109 1/8 X i20 12 12 12 12 12 12
7 8
120100 X0 145 1/8" X 120 14 14' 14 12 12 12 5
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 16 16 16 8 8 8 4 4
5 5
9080 XXX 106 5/8 X 96 12 12 12 10 10 10 5
S
12080 XXX 142 5/8 X 96 14 14 14 10 10 10 5 5
5
15080 XXX 178 5/8 X 96 16 16 16 10 10 10 5 5-
8
90100 XXX 106 5/8 ,X 120. 12 12 12 12 12 12 6 7
8
120100 XXX 142 5/8 X 120 14 14 4 12 12 12 6 7
4
10068 OXXO 119 5/8 X 80 12 12 12 8 8 8 4 4
4
12068 OXXO 143 5/8 X 80 14 14 14 8 8 8 4 4
416068OXXO1915/8 X 80 18 18 18 8 8 8 4 4
ROM _0 0XX0 11 / 8, X 12 12 12 10 1 1
10 5 5 512080OXXO1435/8 X 96 14 14 14 10 10
5 5 5416080OXXO1915/8 X 96 18 18 18 10 10 10
7 8100100OXX 119 5/8 X 120 12 12 12 12 12 12 6
8
120100 OXXO 143 5/8 X 120 14 14 14 12 12 12 6 7
8160100OXXO1915/8 X 120 18 18 19 12 12 12 6 7
10068 XXXX 11 1/4 X 12 12 12 4 4 4
4
12068 XXXX 141 1/4 X 80 14 14 14 8 8 8 4 4
16068 XXXX 189 1/4 X 80 16 16 16 8 8 8 4 4 4
10080 XXXX 117 1/4 X 96 12 12 12 10 10 10 5 5 5
512080XXXX1411/4 X 96 14 14 14 10 10 10 5 5
516080XXX-X 189 1/4 X 96 16 16 16 10 10 10 5 5
i00100 XXXX 117 1/4 X 120 12 12 12 12 12 12 5 7 8
120100 XXXX 141 1/4 X " 120 14 14 14 12 12 12 5 7 8
160100 XXXX 189 1/4 X 120 16 16 19 12 12 12 5 7 A-
OV-
ANCHOR NUItS:
1> FOR MASONRY OPENING W/TWO BY WOOD BUCK USE SAME ANCHOR QUANTITIES.
FLORIDA EXTRUDERS
INT. IN. SANFORD, 'FL.
TITLE: SLIDING GLASS DOOR
INSTALLATION WITH #8 SCREWS
NGIENEER: DR t BB DA'E' 12 / 21 / 01
U[ DISCIFNE: CIVIL SCALE' N.T.S. m14 "o FLF-XO027
FL. REG tC 47152- — REv. LETTER= StaEET.
P m ?
I
0I
1000 S.H. 1 X 2 X 1/8 1000 S.H.
JAMB (TYP.) TUBE MULLION JAMB (TYP.)
8 X 1/2 SELF
TAPPING SMS
L SEALANT BETWEEN
WINDOW FRAME
MULLION
8 X 1-1/2 SELF
TAPPING SMS
SECTION A -A (1)
IX27/16X1/8
1000 S.H. TUBE MULLION 1000 S.H.
JAMB (TYP.) JAMB (TYP.)
1000 S.H.
JAMB CTYPJ
8 X 1/2 SELF
TAPPING SMS
L SEALANT BETWEENWINDOWFRAME
MULLION
8 X 1-1/2 SELF
TAPPING SMS
SECTION A -A (3)
1 X 4 X 1/8
TUBE MULLION
Lo00 S.H.
JAMB (TYP.)
8 X 1/2 SELF
TAPPING SMS
L
SEALANT BETWEEN
WINDOW FRAME
MULLION
8 X 1-1/2 SELF
TAPPING SMS
SECTION A -A_ (5
1X2X3/8
TUBE MULLION
8 X 1/2 SELF
TAPPING SMS
2 X 4 X 3/13
SEALANT BETWEEN TUBE MULLION
WINDOW FRAME
MULLION
8 X 1-1/2 SELF
TAPPING SMS
SECTION A -A (2)
1000 S.H.
1 X 2 7/16 X 3/8 JAMB CTYPJ
TUBE MULLION
48 X 1/2 SELF
TAPPING SMS
1 1/8' MIN.
EMBEDMENT
TWO BY WOOD
BUCK BY OTHERS
MULLION
8 X 1/2 SELF
TAPPING SMS
SEALANT BETWEEN
SEALANT BETWEEN #
8 X 1-1/2 SELF WINDOW FLANGES
WINDOW FRAME TAPPING SMS & MULLION
MULLION SECTION A -A (7) 8 X 1-1/2 SELF _
TAPPING SMS
SECTION A -A (4)
1 X 4 X 3/8 oTUBEMULLION •
L•
VUAP
8 X 1/2 SELF
TAPPING SMS
SEALANT BETWEEN
WINDOW FRAME
MULLION
8 X 1-1/2 SELF
TAPPING SMS
SECTION A -A (6
DETAIL C
t`.
SHEATHING
INSTALLATION ANCHOR #8 WOOD
SCREW CTYPJ
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
CTYPJ
fSILL CLIP
1 U8' MIN.
EMBEDMENT
SHEATHING
I I WMD FRAMING
AUXILIARY PLATE
FOR ADDITIONAL ANCHORS, WHEN REQUIRED)
Q
8 SELF TAPPING -
SMS CTYPJ \— DETAIL B MULLION
ELEVATION Q
VIEWED FROM EXTERIOR
FLORIDA EXTRUDERS INTESANFORDONaL, INC,
FLORIDA
TITLE: SER. 1000/ 1500 FIN SHEET 1 OF 2
VERTICAL MULLION SECTIONS
B 202 SEE OTHER SIDE (SHEET 2 OF 2> FOR
DESIGN PRESSURE CAPACITIES
DRAWN BY: M S H I APPROVED BY:
DATE: 2/ 6/ 02 SCALE: N T S DWG.: 1 V MF I N
DETAIL C
SERIES 1000 & 1500 FIN VERTICAL DESIGN PRESSURE CAPACITIES
CAPACITY CAPACITY CAPACITY CAPACITY CAPACITY CAPACITY CAPACITY CAPACITY
X2 7/16X3/8
CAPACITY
1 X4X 1 /8- .
CAPACITY
1 X4X.1 /8
CAPACITY
1 X4X3/8
CAPACITY
1 X4X3/8
CAPACITY
2X4X3/8
WINDOW WINDOW 1 X2X 1 /8 1 X2X 1 /8 1 X2X3/8 1 X2X3/8 IX2 7/16X1 /8
TUBE MULL
1 X2 7/16X1 /81
TUBE MULL
X2 7/16X3/8
TUBE MULL TUBE MULL TUBE MULL TUBE MULL TUBE MULL TUBE MULL - TUBE MULLCALLTIP -TO -TIP
SIZE
TUBE MULL TUBE MULL
4 ANCHORS
TUBE MULL
2 ANCHORS
TUBE MULL
4 ANCHORS 2 ANCHORS 4 ANCHORS 2 ANCHORS 4 ANCHORS 4 ANCHORS 6 ANCHORS 4 ANCHORS 6 ANCHORS 61ANCHORS
SIZE 2 ANCHORS
SECT. A- 1 SECT. A -A 1 SECT. A- A 2 SECT. A -A 2 SECT. A -A 3 SECT. A -A 3 SECT. A -A 4 SECT. A -A 4 SECf.S.A- 5, SECT. A-A(5) SECT. A-A(6) SECT. A -A 6 SECT. A -A 7)
403.67 201.83 403.67- 403.67 605.50 403.67 605.50 605.50
12 18 1 /8 X 25 201.83 403.67 201.83 403.67 201.83
13 18 1 /8 X 37 3/ 3 25.78 251.57 ` 125.78 251.57 125.78 251.57 125.78 251.5T 251.57 _ . 3774.3.E 251.57 377. 6 _ 37.7,.3E
14 18 1 /8 X 49 5/8 91.61 129.63 91.61 178.41 91.61 183.23 91.61 183.23 183.23 274.84 183.23 - 274.84 - 274.84
145 18 1 /8 X 55 1 / 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
18 1 /8 X 71 42.96 42.96 59.13 59.13 62.15 63.09 62.15 89.35 124.30 186.46 124.30 186.46 186.46
16
26.63 36.65 36.65 39.11 39.11 52.64 55.38 105.29 128.92 105.29 157.94 157.94
17 18 1 /8 X 83 26.63
157.66 315.32 315.32 472.98 315.32 472.98 472.98315.321H2251 /2 X 25 157.6E 315.32 157.6E 315.32 157.6E
1 H3 25 1 /2 X 37 3/E 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 25 1 /2 X 49 5/E 67.89 96.07 67.89 132.22 6789 13539 67.89 135.79 135.79 203.68 135.79 203.68 203.68
1 H45 5 1 /2 X 55 1 / 60.48 68.58 60.08 94.39 6008 " 100.72 60.08 120.16 12Q.16 180.24 120.16 180.24 180.24
1 H5 25 1 /2 X 62 47.85 47.85 52.79 65.86 5239 70.28 52.79 99.52 105':758 158.37 105.58 158.37 169.37
1116 25 1 /2 X 71 31.40 31.40 43.22 43.22' " 45:43 46.12 45.43 65.32 90.87 136.31 90.87 136.31 136-631
1 H7 25 1 /2 X 83 19.38 19.38 26.67 26.67 28.46 28.46 38.32 40.31 76 64 93.84 76.64 114.96 414:,96
260 260 390 260 390 390
22 36 X 25 130 260 130 260 130 260 130
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, .564. 29.5.6 56.21 68.83 56.21 84.32 84.32
114.9Z 2Z9.84 229.84 344.77 229.84 344.77 344.77
32 52 1 /8 X 25 114.92 229.84 114.92 229.84 114.92 229.84
33 2 1 /8 X 37 3/ 59.01 118.02 59.01 1 18.02 59.01 118.02 59.01 118.02 11.8.02 = 177.03 118.02 177.03 177.03
34 52 1 /8 X 49 5/8 39.25 55.54 39.25 76.45 39.25 78.51 39.25 78.51 78.51 117.76 78.51 117.76 117.76
345 52 1 /8 X 55 1/4 34.02 38.84 34.02 53.45 34.02 57.04 34.02 68.05 h$.05 = 102.07 68.05 102.07 102.07
35 52 1 /8 X 62 26.59 26.59 29.33 36.60 29.33 39.05 29.33 55.30 58.67 - 88.00 58.67 88.00 88.00
36 52 1 /8 X 71 17.13 17.13 23.57 23.57 24.78 25.15 24.78 35.62 49.5E 74.34 49.5E 74.34 74.34
37 52 1 /8 X 83 10.38 10.38 14.29 14.29 15.25 - `` ;t 5.25 -: • 20.53 21.59 41.0E 50.27 41.0E 6 i .59 61.59
SERIES 1000 & 1500 FIN VERTICAL ' ! - ` • ` •- FLORIDA EXTRUDERS INTERNATIONAL, INC
SANFORD, FLORIDA
MULLION DESIGN PRESSURE CAPACITIES -
TrnE:DES IGN PRESSURE CAPACITIES FINSHEET2OF27 -
8 FE 2QC2 VERTICAL MULLIONS - SER. 1000 & 1500
NOTE: A) NUMBER OF ANCHORS NOTED FOR , 8 SCREW •'
FASTENERS REQUIRED AT EACH END. - _'` DRAWii BY: JBH APPROVED BY: I-- Rl nFS1GN PRFSSIIR S GIVEN ARE FOR 1.5 X l no Inc /no ,,.,r- ri 1 MAC T t l or_
PLAN: 2724
VANGUARD/FOX & JACOB
GENERAL NOTES
1. DO NOT SCALE THESE DRAWINGS: WRITTEN DIMENSIONS AND NOTES
SHALL CONTROL. CONTACT THE FIELD MANAGER WITH ANY CONFLICTS
IN THE PLANS BEFORE BEGINNING WORK.
2. ON -SITE VERIFICATION OF ALL DIMENSIONS AND CONDITIONS SHALL
BE THE RESPONSIBILITY OF THE SUB -CONTRACTORS. EACH SUB -CONTRACTOR
SHALL REPORT TO THE FIELD MANAGER ANY DISCREPANCY OR OTHER
QUESTIONS PERTAINING TO THE DRAWINGS AND/OR SPECIFICATIONS.
5. IT 15 THE INTENT THAT THESE DRAWIN675 BE IN CONFORMANCE WITH THE
2001 FLORIDA BUILDING CODE, AND ALL APPLICABLE LOCAL, CITY,
COUNTY, STATE AND FEDERAL CODES, ORDINANCES, LAW5, REGULATIONS
AND RESTRCTIVE COVENANTS GOVERNING THE 51TE OF WORK.
4. ALL TRADES SHALL FURNISH ALL LABOR, EQUIPMENT, MATERIALS, AND
PERFORM ALL WORK NECESSARY, INDICATED, REASONABLY INFERRED OR
REQUIRED BY ANY CODE WITH JURISDICTION TO COMPLETE THEIR SCOPE
OF WORK.
5_ ALL 54"X22" AND 36"X24" PLANS ARE DRAWN TO SCALE 1/4" = 1'-0",
EXCEPT FOR THE 51VE AND REAR EXTERIOR ELEVATIONS WHICH ARE
DRAWN TO 1/8" = 1'-0". ALL I'7XI1 PLANS ARE DRAWN TO THE SCALE
I/8" = 1'-0", EXCEPT FOR THE 51DE AND REAR EXTERIOR ELEVATIONS
WHICH ARE DRAWN TO 1/16" = 1'-0".
O.H. GARAGE DR WIND LOADS
BASIC WIND SPEED = W MP.14. (FASTEST MILE)
110 MJ-14. (3 SECOND (BUST)
WIND IMPORTANCE FACTOR = 10
WIND EXPOSURE CATEGORY = B
APPLICABLE INTERNAL PRESSURE COEFFICIENT i 0.15
INCLUDED IN DESIGN WIND LOAD)
DE5164,4 WIND LOADS - WALLS = +22 , -18 PSF
ROOFS = +20 , -20 PSF
30 P5F AT OVER14AN635)
ORLANDO DIVISION
SHEET INDEX
SHEET NO. SHEET NAME
C - COVER SHEET
Al - FOUNDATION PLAN & DETAILS
A1.1 - FOUNDATION DETAILS, CONT.
A2 - 1st & 2nd FLOOR PLANS
stI
A3 - EXTERIOR ELEVATIONS _ t:afl
A4 - ELECTRICAL PLAN, ELECTRICAL H
RISER, PLUMBING RISER I
A5 - PRECAST LINTEL PLAN
A5.1 PRECAST LINTEL TABLES
N
A6 - FLOOR & ROOF TRUSS LAYOUTS t "
04
A6-B.1 - ELEV. 'B' GABLE DETAILS) W
A6.1 - STRAPPING SCHEDULE pF
Si - STRUCTURAL DETAILS 01
S2 - STRUCTURAL DETAILS;_
alit
S3 - STRUCTURAL DETAILS
dexbmdWit
sheet
NANGARDi NGINES'AI
C3ENGINEEREDBY: Fbx& COBS
ENGINEERING 00
Hoes
o:
FeEYaLA66 SWNCLFB
OVER IS• FELT OVER
IA(,* OSB. OR Vl' CDX
R-19 NSl1.
WOOD TR165ES STRAPPED
yyi AS SFIOIN CP4 TIRUS6
LAYOUT
DQ PT. OVER Dm CDR
OR CANT. ALUt FASGA
OVER 2X6 SUBFASCIA BY
0• DRYWALL CONT. ALUH. VENTED SOFFIT
OVER DQ F RIRR1
OVER R-5 NSUL LINTEL BLOCK WA S BAR
WINDOW UNIT PRECAST WITH (U • 5
UI4EN 6 FT OR GREATER
31y COW- SLAB WV PRECAST
FIBEFW'ESW OVER b CGTIG SILL
MaL YA F10R BARRIER MLA.SCHRY FNISW OVER
OVER TEI;rM-TREATED, Ch1J O V BLOCK RIM DOWELS
BELL COMPACTED FILL S140YBi LOCATIONS
ON FOUNDATION PLAN
L GRADE
2 •5 BARS
WALL SECTION ® WINDOW: CMU-ONE STORYA
FIBERGLASS
SWNGLES OVER
W FELT DYER 1/w'
OSEL OR IM CDX
R-1S BN&JL_ WOOD TFMrSES
Im STRAPPED AS 51-60Iw
ON TRUSS LAYOUT
lnl2' DRYWALL DC P.T. OVER Dm
CDR OVER 2X6
I5• DRYtl4lLL OVER SUBFAGIA COW. ALUt.
DQ FURRRYa OVER VENTED SOFFIT
R-5 NVULATION LINTEL BLOCK W/
I.5 BAR
MASONRY FINISH OVER
34' COW- SLAB WV w Cm BLOCK" DOWELS
FIBER-VSW OVER 6 U RaM LOCAT10N5
MIL VAPOR BARRIER (L ON FOIM')ATION PLAN
OVER TEFRMITE-TREATED, dI
WELL COMPACTED FILL -7 6
7 • 5 BAR&—
WA WALL SECTION: CMU-ONE STORY -MONOLITHIC
3'15• CONG SLAB WflUIERME511 31g' CONC. SLAB WiFIBEFVIESH
OVER 6 MIL VAPOR BARRIER OVER 6 ML VAPOR BARRIER
OVER TREATED COMPACTED FILL OVER TREATED COMPACTED FILL
C CiU
I • 5 REBAR CONT.
X THICKENED SLAB 2 •5 BAIRS
NON -BEARING
ENTRY/CONC. PATIOS ( MONOLITHIC SLAB -CMU
ONE STORY
3Vi• CONC. SLAB BWFICEf3ME5M
OVER 6 ML VAPOR BARRIER
OVER TREATED COMPACTED FILL
Cm1
3 •5 BARS
G
MONOLITHIC SLAB -CMU
TWO STORY
NON LOAD BfQr- WALL
1 •5 REB.AR CONT.
3ts" GAJC. SLAB WV
FI5EFM514 OVER 6
MIL VAPOR BARRIER
OVER TEV MJTE-TREATED,
WELL COMPACTED FILL-,
34' GONG SLAB U.FIBEWVSM
OVER 6 MIL VAPOR BARRIER
OVER TREATED COMPACTED FILL
J S
TIP DRYWALL
OVER DO
PrALATION
3Vi' GONG BLAB
BVFIHEIWESW
OVER 6 ML
VAPOR BARRIER
OVER TEFITIM-
FBERiA86 SHNGLES OVER
S' FELT OVER V*' OM
0D MINES
STRAPPED AS 8NOWN .
ON T18JS6 LAYOUT
PT. DO OVER" CDR OVER
2X6 SUBFASGIA BY 00W.
ALIK VBJFEV SOFFIT
DBL 2X0 HEADER
U41-ese OTHER Wt6E
NOTED Di PLAN
WINDOW UNR
ZX WOOD STUDS • 16. OL.
T/8. 6TUCG0 ON MTL LATH
OVER 6•FELT
OVER 1/16•
2X BOTTCM PLATE
ON 3/4' TNG OSU3
2X4 CONT, SAM BOARD
FLOOR TRJ56 STRAPPED AS
SWCWN ON TRJ55 LAYOUT
LINTEL BLOCK
WA • 5 EAR
LINTEL SCREEN
HA604¢Y FHSN
OVER CHU BLOCK
Cm BLOCK W /m
BAR • SWCIIN
rvFAT ION PLAN
rn GRADE
3 • 5 BARS ZO"
WDF WALL SECTION-® FILLED CELL -TWO STORY_
STEM WALL - SINGLE LINTEL
FIBERGLASS SHINGLES
OVER W FELT OVER
1/16' 0615 OR VJ' CDX
RAS NSUL
V2• DRTWA
DOUBLE
2X- TOP PLATE
WOOD TRUSSES
STRAPPED AS SHOWN
ON TRUSS LAYOUT
P.T. D(2 OVER IX8 CAR
OVER 2X6 SUPFASCIA
WV COW' AUft
VENTED SOFFIT
05L 2)0 14=ADER
FOR 4'-6' MAX OPENING,
VOL 2XJD tEADER FOR
V-9' MAX. OPENNG UN.O.
WpNDOW UNIT
2X WOOD STUDS • I6•
OTC. W/ R-11 MIX.
1/8• STUCCO ON MftL- LATW
OVER 5' FELT OVER
1/16' OSJ3. OR VJ' COX
2X BOTTOM PLATE
ON 3/4' TK• PLYWOOD
2X4 CONT. BAND BOARD
FLOOR Tt3U5S STRAPPED
AS SHOWY ON TRUSS LAYOUT
OR DTL. 'FPAW 'DS• OR
p E • -
A
ENGINEERING
oq n wor we (ary n.wm
IA R ltl•U A4dllC iA6 0. .mK
OMt (1.EC®1 I( TU
W7-7CPIAT
LOCATIMI
1/7' DRYWALL ALT. 2-STORY ATTAA=W EW
OVER WFRIW4 DTL SHOUN
OVER R-5 NSUL LNTT3 BLOCK WA • 5 BAR
WINDOW UNR PRECAST ILITH (1) - 5
3-1l2• COtG SLAB :l U1HBN b FT OR GIREATER
0FISEMESW OVER PRECAST CONC. SILLOVERbM8LVAPOR
BARRIER OVER TREATED, HAS. FNISFi OVER
COMPACTED FILL DOWELSSHOUKLOCATIONS SC"i 014 FOUNDATION PLAN
fV
m ccZ
GRADE
D N -
3 •I - 20*
WAIL SECTION -FRAME OVER CMU: TWO STORY
311i• CONG. SLAB UfOEFtESW 34/2• CZW- SLAB
OVER 6 MIL VAPOR BARRIER WV FIBE@'ESFI 3-5 MBAROVERTREATEDCOMPACTEDFILLOVERCLEAN, flFLL EACH WAY
5 (:: PAGTED FILL
i': a • f
M 1
C 3 'S RREB.NY .
COAT.
IUY L, ID' f0' 3 -5 RE33AR
10' 10'
1'
w
DEPRESSED SLABZ
DEPRESSED SLAB: BEARINGAA gg THICKENED SLAB W/ DETAIL, GONG. PAD
rohtT PORGF4NONBEARINGOGARAGEAGARAGE; 2 STORY WAu_
bGALM KTS
VV
5'-0" %X I. W-4' t 1_ 6'-8•
20'-W
rim3N(3) T. PW 2D'-5•
AC C"SE
4' DON
AC CURSE
KC
VARIES L
64R46E FtR OFFSET BEARING
FOOTER
NOTE'
DOUBLE LINTEL @ GABLE
END DETAIL SHEET 114
ELEVATIONS IT ONLY
5/4' REGE55 AT O.H. E
I6'-QY
20'-8'
CORER BAR
W( STD. HOOK .
5 BAR
Q.V COW- FILLED
TOP COUIXaE
WA -5
LBR LINTEL BEAM
REINFORCING
S6-0.
nLO
2'-4•
5•-4•
sf
it
FOUNDATION SLAB NOTE: ii B 1!2' GONG. BSLAw/FIBBRFF( ES OVER6
MIL VAPOR SARRII3i ON CLEAN, YELL
COMPACTED TER"I DISTANT TREATED
FILL OR TREGRIYT 2'
SYSTEM (T/PJ I ii
t
1-- -
T---------------------
W- -- O
fi
I'
r I]NGLD /u ® LI 1 :5, Ea F FMISN
F'LR a' z•
F4 E Y j
CCW- PAD
IV (3) SY FA/ FB TF
15
STF LETLRE HArIE'll
11SIENED
TOED THE fillMNOELISTSWINREMENTSOFFORIOA
HNLDF6 I. FOUNDATIONIPLUMBING SCALE -
V4•=
r-W MAXIMUM SPACING
OF FILLED CELLS HN LAP
UGRpRm CELLS THAT CAN RESIST A B]f7 MPH LOAD 8xO LINTEL
DESIGN WALL PREEEME T = 22 P5F FILLED WV
MAXIM" ALLE94AE E TBB41N INN ROt=FTP
TS0
5
COMB. 5 25 PAL - ALJ. i3 TABLE 10.1 5WRIZ
BAR SMTIDH PITIES 8• PARTIALLY VERT><AL
WALL = As43• OIA NAFZY STRICTTREBAR M - M•1 /6, S • W-L•L)a2/ 8XT = 9S4SEE PLAN L15E8'-W K FUL SPACBG - 4•-4' CEC34W BLOCK SINGLECOURSEUSEW-Cr H064Z SPAE.Rr - Kr-W MLINTEL LEE W-Cr H3 RIZ 5PAC W. - a'-& MCHAIR BLOCK UNDERFRAME3A® UNFEL W AF *5 CONE. • q'-4•. N W
o
O
a
a Ut
O
au. s[ d-
0-
d bir. It draw. b1r. &'-
sheet A1
Of-
ANCHORAGE TAPCON:
BLOCK TO EXT. FRAME SHEAR STRENGTH
CONNECTION (TYP. SPACING)
TAPCON: 3/16" e 12" 0
EXP. BOLT: 1/2" a 48" 0.
SHEAR STRENGTH
ANCHOR ANCHOR LIGHTWEIGHT
CDIA. EMBEDMENT HOLLOW BLOCK
3/16" 1-1/2" 846 LBS.
1/4" i_ 2^ 1075 LBS.
J—BOLT: 1/2" 0 48" O-Ci TEST REPORT 150-20068/
PROFESSIONAL SERVICE
INDUSTRIES,INC.SEE MFG. SPECS.
FOR BIT SIZES & 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
GROUTED 50L
AROUND PIPE
SLEEVE
SEE FOUNDATION PLAN
FOR REBAR QUANTITY
DETAIL DENOTES PIPE
SLEEVE SHALL BE PASSING THROUGH FOOTING
2 SIZES LARGER THAN
PIPE PASSING THROUGH SLEEVE SHALL BE
2 SIZES LARGER THAN
PIPE PASSING TI-IROI.iGI-I
05 REBAR WITHIN FOOTING —Y vi
W/ 25" MIN. SPLICE OVERLAP
TYPICAL FOOTING
THICKENED
SLAB UNDER
CONCRETE FOOTER
SEE FOUNDATION PLAN
FOR SIZE)
DETAIL
H
z
O
U
J_
Q
I--
W
0
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Q
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D
0
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fag
All
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sow a SW25
HN 943EEt R. (a22/ -
16'-4 VT'
ht Pubs a•
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AAB A
EBRE55
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c
BEDRN *3
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QC NVT FM CARPET FLR 9
s RAT 9 RAT
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ids FRtb
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s BEDW 04 eCA-VU FLR
9 VRATfe
D
M
s• T. B '5
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FROM emratT a POvT
To TFaIAb co T
EGRESS NOTE: AIR HANDLER TO HAVE
MM. OF 4" CLEARaCE ON
ALL BIDES AND ENCLOSlk2E
SH-255 BE MIN, V" SPACE 5HALLP mSH- UNDER THAN AP LIANCE
21 4FOM WAlt) oN
OrAIDbWOD TCP . a,
GANEROON cA
RR
N RAT
0 SECOND
FLOOR
ULALLS ARE SHEAR WALLS - SEE DETAILSIEET
FOR %EAR WALL DESIGN E55 NAIL SPACMWKTeReOBL-
25
W.I.
C. 1+21/ -2a7 CAWET FLR
6FLAT
e i
I
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OMEN
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I I -
STAIR
INFORMATION
HEIGHT: 9'-
4' O LENC"
T:
11'-W RISERS: 15 ® -
11/2' EACH TREAT75 14 @
10' EACH 2'724 STAIR
RUN DETAIL scv_
e. xTs.
MTT' SEE STAIR
DETAIL IN STRIETL RAL
SHEETS FOR AMTIONAL MNST13ETUN
INFORCMTI(3N,
3 OPT ABC LO
AAM 4 J at$
Eli 6a
FT.
CALCULATIOAI5
Ist FLOOR 14500
Ind FLOOR 1214
0 TOTAL LIVING AREA
1124 LAMA! 0 0
ENTRY n 1
OTFER 04 C%
AP,4
aE 410 >I TOTAL AREA MER
ROOF 356
0 PATIO 40 0
TOTAL AFEA 31%
0 I III IIItI111111M- -
MIIIIIIf111U11.
MI:IIIIIIf111111M1., LIVING RN KITCHEN
r VTR"
e s0.A7
FRR - III1
WA
ry NO7E:
AIR
HANDLER
TO HAVE Ac WT4 m, W(OII• AtOX" Y1 I'W
OF 4' CLEARANCE ON 741{ I SARVE ALL BIDES AND
ENCLO5IlxE SPACE SHALL BE
MIRL. 12' ixv OVER THAN APPLIANCE
UENPALL' rvN14 1 t/
T• 6'-10' C ryka NA5TER
BEDRN
CAJaTT, DINING RN
9 RAT CAR-"
KA me 9 RAT
Ra-
22" X
54 Epp pT-IATTtGACGEJOBLCICATE2-
GAR GARAGE
3068 Zf/-Z37
9
COW, FM LIEL-
25 RAT 021/ -28)
5 1/4'=
I'-
f7J' b 3J4.3d 2'.4' P-
8' T-6' 2'-6" P-8- 5'-6' 5'-6- 8•-4' 40'-
O' LEGEND /(//
y x
a
uyN TE BEAT+. W-0' AFF. T7 f \{Il ' HICt i l 1 E NOTE: ALL WERIOR "
LS TO BE i V2' ENGINEERING ETU% OTFERmtSE NOTED7m4oDouga>7 ns-
sons EAc f•o>) n.-•.n NOTE, M"AT"
A' SHORL v.a Ater Isisia .LTwe R AP..GS n mFe A TWIKS A MO ]
6'QI PE/ 4n19 NOTE:! SEE FOUNDATION
PLAN
FOR waLL FILLED CELL LOCATION.
Illll ALL BTIafGTURAt WOOD
FE.4DER6 TO BE DouaLE
r X 10' ULES6 ALL STFSJCTURAL a1DOD
HEAOERS NOTED OTREFlUME A/C CLOSET
DETAIL TO BE DOJBLE7' X 10''- ---5 NOTED OTFERIISE I
SCALE- %,' r-O' Z r) 1
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411
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KITCHEN A
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KITCHEN
V
B
SCALE- 14*-1•-0--
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AT OPT. VANITr
VAD36
OPT. M VA033
BATHC SCALE-
0 /
0 t
va io YA036
BATH E BATH
D SCALE- SCALE -
SCALE =
V4' = 1'-0" W1'
6 CR9
145 1YCE1.6K. FM PfiEdM6Tp/ CELMFANPF'M%W4OPII 05 12 x 6 1' cj'
T pp
4 GR
cl
Pt;
CLLa 1
1CEILM
FAN OPT) csH
Ur
C.
F. T.
12 x6 ac
LM-: LtG
FAN J ryj' NOTE:
AIR FIANDLER TO NAVE HK
OF 4' CLEARANCE ON ALL
SIDES AND ENCLOSURE SPACE
SHALL BE rTM. 12" UADER
T14AN APPLIANCE x b R0
cH2
L-IRLCAL 43 GALE _
114' = P-0" 170 CFH
LOAD
TABLE MODEL 2124 QUANTITY
EQUIFHENT BREAKER CONMIOR LOAD 2
i RANGE 40A 2/P 8 ivow 2
I DRYER 30A 2/P 10 5kw I
i DISI;#(IASNER 20A VP 12 1100 I
I REFFaGERATOR 20A VP 12 540 I
I D15P05AL 20A W 12 540 I
I I WASHER 20A VP 12 1500 2
2 SHALL APPLIANCE 20A I/P i2 3000 6
6 GENERAL LumTm A I/P 14 5825 1
1 GARAGE DOOR OPENER 15A I/P 14 1500 i
0 PADDLE FANS (Ib) t2A /P 14 500 SUB-
TOTAL(WATTS) 30205 I
st I0000 KIATT5 AT W% 10000 WATTS REt%
AHXR 40% 8152 KIATTS AL,
30M WATTS 30M WATTS TOTAL
21J52-240 WATTS TOTAL
LOAD AMPS 8813 AMPS SERVICE
SIZE 50 AMPS A/
C A/
c fOP
T.
ABC LOCATION A,
C . lkt /I V 15t
ELECTRICAL SCALE -
V4" = 1'-0" 2/
osERCAeLE ENGINEERING TUB LAYiV2• a»
ns-saw FMC (a» nt-ean 1.
0. BOx 161613 AWAO B!•: B, RDMC FL 32716 THM'
s L amarsoll "1 t78,9 3' 3,
aw
PETER >
C". N'V LAV t IR' LAV I Vt' O
W 1 V2' LS"
T
RANGE
8/3 W09 Ei0
A HLO
DRYER 10/3 W3 I vt' Y.TFZTUB•4
BARE PANEL
SMALL APP. 12/2 W3 I
vt' LAv1'CID.
LKWWS CIR M4 M I Tr TO
PPL TRANS 3• 4•
r
8'
GROU HD ROD 2124
RISER DIAGRAM / 50 A 4 WIRE 5ERVICE .tD 2124 PLUMBIWu R15ER ELECTRICAL
LEGEND DTFI
FEc. OWAST FAH 23C
YOU REC. S-M DETECTOR wwW
U.6TERPROOF REG avm DETECTOR NWl NO1NT2 t
PRO* wW
GROW FART REC, 78-EW-40M W
19 SWCHM REC. Q ANCFTOH BMX IE
DISCOMECT H--I FLOORESMIT 1- 0
FLOOUTLET OR I.HH TRACKLI. 4aw SWC14 4
3
NAY MMM FLOOD LK!(f 6LIT StI1TCN
rrxa. cEtn
we POUR eUTItON
ooDR eat
REC LKHT
RECE.56ED
LVaiFT (VAPOR F RXF) CEIIGFAM PRE RECES6ED UGW (
ETESAW 0 ELMT
PAEtWZ
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W^^IY V J
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a
a
69-61W2724 LINTEL SCHED.
LINTEL
NO. LEW--jTH TYPE COMMENTS
L 1 Il'-4" 8FI6-IS/IT ALLIED LINTEL: A-13
L 2 4'-6" 8FI6-OBAT ALLIED LINTEL: A-3
L 3 4'-6" 8RE;-0BAT ALLIED LINTEL: A-3
L 4 1'-4- 8FI6-IEVIT ALLIED LINTEL: A-5
L 5 4'-6" 8Ft6-GEIAT ALLIED LINTEL: A-3
L 6 4'43' 8FI6-0B/IT ALLIED LINTEL: A-3
L l l'-6' 896-113AT ALLIED LINTEL: A-5
L 8 4'-6" 8RF14-OBAT ALLIED LINTEL: A-3
L 9 T. MSTR. BATH; ALLIED: A-3
w
E
p
E
90 b 5 F b Jm
SS b
c
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c 5 c i
g bb 8 9 n Ljj
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o
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1 7
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W ry
QQ
mm
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Nilry24
Ilk gE1HL
Ts T•IN. mZ BA
0 `y aa - 9Zc o ` ? i S b- i (
r
z v ba¢Z
rimi .7 d d _. NO i °I m r d c - lilni i air ed Z =.iRl1 t;• °u rd . - VAf¢S AS PER TABLE
tLINTEL SECTIONS I
n w - t IIF Y rtl a7 N N n
00000IOppca Yprp$<N
e
0 0aa
1p3
m
impp , o m aa< oppf 6 p d m m
P. asooaFogvaggt. n ".cimv00
r $ 9d
wc4a0
m
m r m aos 9i
i` 00voo 5; g isd 4
jggamos R5IR0 n r0
x3mec omXirvxj 6in rri c I
ry m m r
ry mt m rmrra IVm477 v_I
Q Q QQQQ Q Q Q Q Q Q Q QJ
Q
L g 1(w/ OPT. MSTR.
BATH ONLY)
L3
L2
L1
S REBAR AT TOP F . FILLED WITH GROUT / U . LWLL1ED
I/ t Qb l,71MJiTT'Y OF 5 taBAR AT
1-V7" CLEAR BOTTOM OF LOMEL CAVITY
cm 8FI6—IBAT
e LCLIARMY OF sn - GROUT 1a:BAR AT TOP
m Z 3
5 REBAR AT BOTTOM
NOMMAL HEIGM
i . . GF LMIEL CAVITY NOMNAL UWT14
eoTTOM REPFORCMG
5/8' PROVIDED M LMTEL
er NOMMAL UIDTN (VARIESI
TYPE LJESIBNATION
L4
NOTE:
DOUBLE LINTEL @ GABLE
END DETAIL SHEET 04
ELEVATIONS 'B' ONLY
L5 L
L7
L8
a o
2724 LINTEL DIAG.
l/ltf lCAME
ENGINEERING40nn-Woos roc ( ns-e
PA em tole? XTAMOM
THMM A NOERWK FWi 4-M"
SCALE: N.T.S.
1
0
Q
0
z_
J
66cLJ
Q) fill
N f 21
wwR wrwer
d..n br- An-de pn
eT« et-aoT
sheet
04 A5
Of
NOTES: CAST-CRETE SAFE LOAD TABLES
MATERIAL5 I FOR GRAVITY, UPLIFT & LATERAL LOADS
i. tc praca5t lintels = '500 psi.
2. f'c preebr46saed lintels = 6Z700 psi.
g. f'c gout = 3000 pst r4/ nlcadnNan 3/8' aag9 egate. 4. Concrete masonry units (GM)) per ASTM-G90 r4/
IIn4limsan not area conyre a strength = 1900 psf.
55.. Rebw- provided In precast lintel per AS7'f4 A615
6R60_ field rebor per ASTM A615 GR40 or GR60.
6. Prestressh gq strand per ASTM A416 grade
210 low rsFoxattorL
1. l 2 wte per ASTM A510.
8. Mortar per ASTM G210 type M or S.
GENERAL NOTES
1. Provide MI mortar head and bed Joints.
2 Shore filled lintels as required.
3' and/ irotailation of Ihtef with the architectural
or atrvct11ra1 drawtlgs.
4. Lintels are manufactured wf(h 5-1/26 long notches at the endstooccomeodateverticalcellreinforcingandovthg. All lintels meet or exceed L/560 vertical deflection, except lintels
5' 11'-4• and Inger 14ith a no7rnhal hekjht of 8' meet or exceed LAepo.
6 Bottom fleld added refer to be Iacated at the bottom
Of the lintel cavity.
7 1/52' diameter wire sttrrtlps ore welded to the bottom steel for
meical anchor
8. GCostchan-In-pkwe concrreete may be provided in composite lintel In ilev
of w ncrete maso" Nuts.
Safe load ratY p based an rational design onalysls perq' AGI 318 and 0 530
SAFE LOAD TABLE NOTES
1. All values based on minknum 4' beor"_ Exception. Safe beds for unfilled
lintels must be reduced by 20% If bearing length 15 less than 6-1/2'.
Safe bads for all recessed Ikntels based on 8• nominal bearing.
2. NJZ a Not Rated.
3. Safe bads are total superimposed allowable load on the section specified.
4. Safe loads based on grade 40 or grade 60 field rebor,
5_ Addlttonal lateral load cc>paclty can be obtahed by the designer by
providing addfonai reinforced masonry above the precast lintel.
6. One x7 rebor may be substituted for two N5 rebdrs in 8' lintels only. 7. The designer may evaluate concentrated loads from the safe load tables
by catculathg the maximum resisting moment and shear at d-array from the
face of support.
8. For composite tnntel hems not shown, use safe load from next lower height.
q, All safe bads In units o pounds per linear foot.
8" PRECAST W/ 2" RECESS DOOR U-LiNTELS
GRAVITY
TyreLEN6TN ba0
4'-4' 152'j PRECAST 146q 64
9090FWN
504 4" 5404 6000
1617 8412 6412 74" 44W 10076
4'i' (547 PRECAST B6T I44g 20a 600 4407 t975 6264
t7o3 540 64TJ 7gs7 4416 10"
S-8' (68•) PRECAST US 0e2 1602 205E 25" Sots 35M
ED 2*2 64T2 606 9N4 680n
5'-10' l v) PRECAST T93
77+1 000 1424 2400 266 893Z
le0a 20%% 6472 606 460 60
6'-H' (80) PREGA5T q07 Mtt 2g96 2576 3225 9i672 45 2
407 161" am 6701
40•) PRECAST 665 2g44' ft4460LZ:2
6634 5191(
116') PRECAST g-N 9A5 2e5
8" PRECAST W/ 2" RECESS DOOR U-LINTELS
UPLIFT LA
LENSTNTYPE e1.64r OIgFbaim*
f52') PRECAST 044 60 240 9260 MG
1r.2j
4$2
t244 0w29e4 9rlo 4006 4060®
2
rM2 00f 2'At st71 0", 4156M214W1240909630374643N12rP566') PRECA5T 2423 309Fi ft± 501
424 102 MA bsi 2416 9605(
70') PREGA57 a10ef742 2952 24e5 33N464 464
06 to" 40 22M 20M 9441(
60') PRECAST To&Wt9B 204225"3tM090 NOO
To 496 MDT 2504 9099
40') PRECAST 6" 647 1525 0W 2753 3Y1T 110 4M
666 6"002 i763 M2223 2640 957
tile') PRECAST W' 4e9 000 Nb Mr104 t4 5 Sib 6" W3 521 1004 f364 n26 2006 2450
REDUCE VALUE BY 15% FOR GRADE 40 FIELD REBAR
WRRICAfNE
ENGINEERING
467') M-010 Oft (407) 774 &"
PAI NOR 1614" lwcmt "Mm M1 R7ns
ocUt7 i 1460RIN Pq 4MIS
8" PRECAST & PRESTRESSED U-LINTELS 8" PRECAST & PRESTRESSED U-LINTELS
GRAVITY
n+s1x T" 8 Or6-0 bPa4s sMee
2'-10%34) PRECAST
3166 44a 60M 75iD6 4004 1 W-va it"
glee 1419 60eq 153 4004 1 104't2 S
42') PRECAST
9ts0 SWff 4664 6" 795 66W 440
230 glee 44'0 609E M26 4004 104T3 006
4'-0' (46') PRECAST
24" 5467 4496 S410 6364 1%&
2 2646 440 60" 1526 4004 W472 Ni96
4'-6' 1549 PfE.AST i65( rwl 3 2as7 3409 4" 40g6 96"
2"0 4=7 605q 1526- g004 104=0 d"O
5'-4' (64) PRECAST IIH4 t2b t901 1Wq 2W7 2626 9996 59 4% 166S 2004 505'T 6o+e 9400 6424 T45o
5'-10•(70') PRECAST M W0O W14 IW4 boo XW 9131
45q 2464 4w4 Wjb 44e7 9200 6132
6'-0' (78) PRECAST 93-1 2" 9263 2746 Sine eM 4585
055 2101 9746 M60 104 640 6090
1'-b' (40') PRECAST 767 t071 16.5 25M M44 249q 2006 9399102q152610903E95466605047
9'-4' (112) PREGA$T r73 692 1044 i4 12W H62 ri5 2027
7" tM 0b 2544 946E 4090 gat
lo'-bYi2b•) PRECAST 462 Oo2 n15 a05 n22 526 1535
456 656 1025 014 20D1I 2T74 W30 2404
lr-4• (136•) PRECAST 445 a 05 065 54 29M 1745 12015
545 q35 065 1054 2441 91sa 4044
12'-0Y144') PRECAST 414 545 des M54 M 3ot4 19W 016
594 064 1254 RiW 220 2092 35W
3''(I60') PRECAST 362 427 126 1026 IM W t224 KID
405 140 10'16 WJ6 M2949 2420
W-OV68') PRECAST
9N 646 wq Ngo t462 MI t2eo
538 4S6100 W05 Oft 2W 2666 14-
0WWR' (I'78) PIgE5 NR IR
IR wt fit tR 463
165 1370 2045 26W 3fiO3 3165 t64)
PRES NR, NZ
Ir4 wz IR use we Wr5'-4' 420 6•0 t2so 1695 23W 40 5460 M-
W (2001PRES NR. W
tR NR wZ wt wt we 3W
590 q•o 1400 1600 2200 2600 W-
4• (232-)PRF-,TRE55E N.R. Ne N2 tR IFY 240
400 150 t040 1400 t720 2030 31'-
4' (256')PRES NJ, we
sz wt we we IaL NZ t83
M40 n60 21W 22'-
0Y264)PRES NJ;? IrL
a24104"VIZ 56 e25o166oM70 aAIR
164NR, 0103ard5016W11
UPLIFT U*EPVC 7
PE nee 2'-
IOY34') PR6GA5T 10
SbD3 bt46t lea 2021
2f)21e1 WO92*0"
SIgO
6401 763o Des1(42)
PRECAST 0 4257 Saw b204'0q21257 1251 eillsSoo606170964'-
0-(48') PRECAST WM K" a192 9E00 410.12s567 626 438 w6275oWN44= 1164 6W 938 4'-
6' (54') PRECAST 1660 r*2 2507 9257 4010 4%7 062s l27 12l I6G0n0534!e BIT 9913 4696 Slob 5'-
4' (64') PRECAST 2610 2s41 s975 4010 4646 505 505 00W9726'W 3245 9420 45" 5•-
l0'(70') I'R6GA57 012- 1DB7 aso5 9064 966e. 424" 418 41H ameB2" 5060 960e 4t5'1b'-
6• ('W) PRECAST 1/41• t270 2a0 2Yq a3g0 3D12 70-T H81 0M11022M2170aeaw3T527'-
6' f4o') PRECAST q9" 103 4 2954 2'Ari6240 541 651 q40
W24 w07 2%t 2747 5246 4'-
4' (li2') PRECAST D01• N2 064 1560 0S2 Z" 454 630 8d755AM(O 23'll 2634 10'
YI26') PRE --AST 716•[9401
I"
1027 OM w46 rot 443 716109E15" rill 2094 2990 II'-
4• (1367 PRECAST 666'6Aw eq9 to 155 363 556 666wsrz% wo 55Legs age 12'-
0'(144') PRECAST 691BW
10 01N66rE64
340
494 01000q1514rP"500•
PRECAST502
066 041 4"13'-
4'(160') 302 94H 602I0P406716974d606tte43314'-0YI6H•) PRECAST 360 6244= 0" 66T206 PRE9
W2 NO 166 tomNfL 35YIS'-4'464')PrES 22690 2a 671 OolNR. 427-4 IOQ 5N•(206
92l2b
9N
464 61 670Nfi a'tze5 1 44v 64q e14 02r 255 ms
201 90 401 440 570 661 M'-
4• l232)PFSS 165 234 W%0 M 440 060 NR. 204 21'-
4•(2567PREs 143 a2 b6 4TT 6" 007 449 NR 1'12 22'-
OT2647PRE5 t4O 404" 5" N.R.07
2WAOO
6077n947
24'-
or266 )PRff5 I 441 smNR.Y24AO660DesREDUCE
VALUE BY 25% FOR GRADE 40 FIELD REBAR NOTES:
I ALLIED LINTEL TABLES MATERIALS
8 INSTALLATION I.
rebor In precast lintel 6R60 per ASTM A615 2.
reber in poured beam GR40 per ASTM A615 3. '
c for pprrecast Betels =4000psi 4.
Vc for flekl concrete =3000psi 5.
concrete units per A5TM G-40 manta
ppeerr ASTM G210 type M or 5 6. calclrlatlorns by: Richard 6. Newmom PE., Riddle-
Ne Enginee,hg Inc. 7.
shore all composite Betels 4' O.G. H.
all cortposrte beams calculated with 105 h
top of beam 9. safe bawds based on _:nol 8' bear" 4'
mwmim). t0.
all Roods Shown in pounds per linear foot it.
for bngthes not listed use next longer length
for safe load FIELD
REBAR J
5GR40 t
Qa
1J
CONCRETE
FILL Q
FIELD REBAR 5
GR 40 7-
5/8'ACTUAL ALLIED
GRAVITY SAFE LOAD TABLE FOR 8" CONCRETE "U" LiNTELS LINTEL
NO. LENGTH UMFILLED FILLED FILLED FILLED FILLED FILL DFILLED FILLED A -
I 210' 6544 6251 I0125 12000 12000 92000 12000 12000 A-
2 3'6' 3838 50ee 5231 8552 tt440 12000 12000 12000 A-
3 V6• 2001 1414 3361 4616 6106 1264 ewl 4424 A-
4 570' 1125 1080 IHIO 2483 3336 3415 4631 5350 A-
rj 1'6' 902 1056 1644 2542 3244 4024 4140 5522 A-(
j q'4' 656 636 1112 1534 E444 2436 2902 3346 A--
i 1016• 484 483 847 If10 1522 1651 2211 2556 A-
5 11.4• 502 612 1125 1530 2002 2455 2931 35" A-
c1 12'8• 42f 486 q00 f224 1604 1466 2560 2721 A-
10 15'4• 543 419 774 1055 1501 1642 2024 2541 A-
11 14'0' 342 373 6q0 438 1253 1510 1608 20gl A-
12 149' We 334 615 842 We, 1952 1624 18'MA-
13 11'4• 212 285 436 611 808 q8H Ilea 1500 A-
14 Iq'4' 250 345 446 H50 1138 1405 1646 1960 A-
15 2010' 225 365 419 184 1052 1300 1570 1831 ALLIED
UPLIFT AND LATERAL SAFE LINTEL
NO. LENGTH $xs' 9"xa' 8"X12- UNFILLED
FILLED FILLED LOADS
FOR 8- CONCRETE "U" LINTELS 3'
x16' 3'x20' a'z24' 8'1(23' 8'X32' LATEPAL LOAD FILLED
FILLED FIRED FILLED FILLED US FILLED A-
1 270- 3016 150 4M4 10000 t0000 10000 4408 A-
2 3'6• 1835 1616 5445 10000 10000 10000 10000 10000 2542 A-
3 4W kAa 1051 4224 5400 0203 4440 IO0 I0 f4L5 A-
4 5.0. 515 609 25W 3514 4300 5303 6766 7846 ITT A-
5 716• 345 310 1421 1478 2552 354 9661 4600 661 A-
6 4`4- 22e, 252 q34 1216 1665 2054 2542 2441 423 A-
1 10'6' t85 204 156 1044 1341 1662 2025 2347 324 A-$
11'4- 505 1 333 652 ql7 1110 1452 FT31 2026 451 A-
cl 12'8' 241 262 695 160 1 i292 1464 45 357 A-
10 1514' 253 253 510 703 042 1" 1903 tFc; 320 A -
It I4'0' 225 524 415 652 024 1026 IM6 9505 A-
12 14'8' Mf1 216 442 604 164 455 1106 1280 A-
15 rr4' 145 253 am 483 609 M 842 A-
14 14'4' 164 214 Is06 420 525 651 713 1if A-15 20'0' 114 205 1 2% 1 405 504 630 1 "0 186 91
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7'X)' STL.
WASHER
1/2' STRAIGHT
COUPLW.
I/)' THREADED
ROD
1/2' X S' AB.
32' O)C
ALTERNATE 2—STORY
ATTACHMENT(BLOCK/WOOD)
2')d' STL.
WA%ER
vrC.OUPLT RAfr.
1!2' TWMADED
ROD 32. 0/C
2'X2' STL
tl1A6FER
ALTERNATE 2—STORY
ATTACHMENT(WOOD/WOOD)
4
4
fnN
20-3-8
1
8-8-8 NMI
FLOOR & ROOF TRUSS LAYOUT 'A'
N.T.S.
TA6' OSB.
SWATHING
2X4 BOTTOM PLATE
3/4' PLYWOOD
7X4 BAND. BOARD
T;FLOOR War-64' O C-
PER TRUSS PLAN
U BLOCK IV
1-5 BAR
STRAP CON*EGTNG
STRAP TIE • EVERY 3rd BLOCK TO FLOOR TRUSS,
STUD c4"IECTING FLOOR
TFMM TO 2 d FLOOR STUD
E BLOCK TO 2ND. STORY STRAPPING
SEE POST STRAPPING
ON Tet AfJD 2nd RR PLANS.
FNEVUM E(a11VALENT MAY BE 5115SMUTED
FOR HAND NAIL DE$lGNATIOP.M'
NAIL YALTlESc
BASED ON 'NATIONAL DEW3N SPECFICATIOJS
FOR WOOD CONSTRPT UCTIONFROTABLE
SBc - 14ALS AND SPIKES - LATERAL
LOAD DESiGH VALUES' f6L
6NEAR vA1 tF (bsJ ad
IMP TOd
as— T6d
ueP 51r-
s l 2x4
FUST 17-
STRAP- 20-
8-0 8-4-0 11-0-0 FLOOR &
ROOF TRUSS LAYOUT 'A' N.
T.S. NOTE:
SEE TRUSS MFG.'S ENGMEERMG AND LAYOUTS
FOR TRUSS-TO-TFUGG C WEGTOFZS MOM
U
USE (I) TYPE 'C' (OR NiictdW.AaLETIE) FOR TRUSS TO FRAM TALL
OR BEAM COF ECTON UNLESS NOTED O"CRI 8E (UXOJ 2)
USE (v TYPE 'A' (OR WaRc Aw.a&OLE TIE) FOR TRUSS TO BLOC: WALL
OctmcTlom (UNOJ 3) USE EM06-N (OR WERC'FW'rrEAetE TIE.FORALL JOIST FIANY+ER4) `
UR£(3) K9d OR(T30)'J3f x 3 V4' PASELODE GW NA& TO FASTEN JACK TO
NIP GIRDER (T4B) 5)
GABLE TRUSSES RE921fRE (V TYPE 'A' OR (U TYPE 'C' STRAP AT 40'
OK— FROM CENTER OF TRUSS. 6)
ALL STUDS BELOW CAWM TRUSSES SHALL BE EITHER CONNECTWe/
SWP'.AN SP4 STRAPS TOP AND BOTTOM N ADDTTIO'( TO OTHER STRAPP/
G ON PLA Hk SWILAFLT, 4X4 POETS RFAFE (2)-SP410 ON EACH
END. 4X6 POSTS WaARE (3)-SP4.4ON EACH END T)
BOTTOM HALF OF. MTSib TIa1S6 STRAPS SHALL SE E(T M NEATLY MAPPED
UNDER DOIlLE TOP PLATE OR NEATLY FASTENED TO VERTICAL
STIR OR PO6T DEP RA:* G ON AL6GW* JT OF GIRDER AND STUDS
OR POST BELOUt ENGINEERING
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ST AFF I N& 5CH r)UL 51 P50N
Y " DESCRIPTION L15TINGIP`NGE FASTENERS DMAX.N LOA05 UFLIFT
DFL/5YP) SPFI1CODE
A META18 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 14-10d 3116 1000 860
Q 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 SP4 TOP PLAT ANCHORS 4X NER 432,443,499 6-10d x 1.5" 2917 735 530
R SP6 TOP PLATE ANCHOR 6X NER 432,443,499 6-10d x 1.5" 2917 735 530
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 BC46 POST ANCHOR & CAP 4x6 NER 421 6-16d & 3-16d 3100 980 700
GG HTS20 HEAVY TWIST TIE NER 413 24-10d x 1.5" 4430 1450 1245
If HD2A HOLDOWN TO 3" WOOD NER 393,469 2 5 8"0 12150 2775 2000
MM HETA20 HEAVY CONCRETE STRAP NER 393,469 ply 14-10dx1.5", (2)ply 14-10d 1735 1495
LL HHETA20 CONCRETE STRAP
Al
NER 393,469 1)ply 17-1461.5", (2)ply 15-16d 2130 1860
00 1 MTT288 HOLDDOWN NER 393,432 24-16d AND 5 8" OR 3 4" DIA A 4455 1 4455
ENGINEERING
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PROVIDE 7X4 BLOCKING N THE
FIRST THREE FRAM11W SPACES AT 48. OL. REMAINDER
TO BE BLOCKED AT 56' OC. OR RAT fall
FABTB'INCn FASTEN FLOOR 54EATHING TO FRAMRY s/
Bd m%48 OR Bd MOT OIPPED GALVANIZED RAIL&
AT T1 E FOLLOWING SPACING: 'w WV IV-10d
U 6' ON CENTER AT ALL PANEL EDGE FRAMING NAILS tlAAL.L
2) Q' ON CENTER AT ALL INTERMEDIATE FRAMIG STUDS
HEADER
lrr.r aGf• n/C MAX. N FIRST THIZEf
FRAMING SPACES 196' OC, THEREFORE
ROOF FRAYING MEhEB2
SEE CONNECTOR CHART
SCHEDULE FOR TRIISS
STRAP8)
DOUBLE TOP PLATE
M' OW OR COX
EXTERIOR 6'EATMIG
LAMED a 10d GALV.
4. OC. EDGES AND
Q• O.G. FIELD
2K4 P.T. WALL STUD UV
3) V2' DUL ANCHOR
BOLTS TO BLOCK
W' DIA x S• ANCHOR BOLTS
EMBED 6• MIN, INTO FOUNDATION
tW 2'x2'XI/8' WASHIERS LOCATED
TWIN 6. OF EACH END 132. OC.
MAX ELSEUIERE
FLOOR BRAGING AT ENDWALL5 -Or U1, IV-Iod NAILS . BOTTOM 2.4 P.T. BOTTOM PLATE
OF WALL I HEADER STUD
t{QTM: F A BLOCKED VIA.PHRAGM ZONE IS CALLED FOR ON ROOF TYPICAL FRAMING AND CONNEGTION5 FOR OPENING5PLANPROVIDE2x4BL,OCiCRYUI a .All PLYOOD PANEL EDGES NAILS -
4. OC. FOR BLOCKED DIAPHRAGM ZONE 2-2X4 TOP PLATE V'
STRAP EVERYOTNESTUD
I.
8d
NAILS AT 6' OC. OR 8d
NAILS AT 4' OC. OR EdIALfVALENT EQILLLNALENT
pN6'LATIC FWEMATIG NAIL AT NAIL
AT SUPPORTED EDGES SUPPORTED EDGES AND AND
BLOCKING AND 17' OC. -' 12' OC. FIELD FOR OT WERFIELD
FOR SHADED AREAS AREAS OF ROOF OFROOF _._. ____ ,_..._.._..:.._
TA6'
05B SHEATHING ' v. OR
t/2' COX TYP. 0
4'-
0' P
RSN
ROOF
SHEaTHItJG NAILING PATTERN DETAIL STRAPPED
ASWoulm ONTRL55
LAYOUT 2x-
ING BLOCKAT.
MIDSPAN - 16'
O.C. STUD SPACING
FOR
INT, BR'G. FRAME
WALL @PLATE
AlCWOR EVERYOTHERSTUD (
TYP. TOP I
BOTTOM)- IR•
XS' BOLTS32.
OC I t IB
FRAMING & STRAPPING INTER. BRG. WALL WOOD
TRUSS STRAPPEDAS6WO11N CN
TR." LAYOUT - 2)
ZX- TOP PLATE VOL.
2X8 HEADER FOR
4'-6' MAX OPENING
DEL. 2Xt0 HEADER
FOR 5'-S' MAX
OPENING UNTO. 5
TE
TT-P_ 2X-
BLOCKIG AT
MD -SPAN 16.
OC. STUD SPACING OfPEN7N FORINT. ESF;r. FRAME WALL 0PLA.
TE ANC"OR EVERY EVERY
OTHER STUD (TYPJ EXPANSION
BOLT AN_
HORAGE 24. OC.- 6"
Cn ON TRAPPEDA9 TRUSS
LAYOUT 1,
TO.CMU 7z4 $
TIDS 2.OC
@E
E OkT` ERR STUD (
TYP. STUD I
BOTTOM) - V2'
X 8' EXPANSION
BOLTS
48' OC. CMU
WALL- Im
1ESEREQUIREMENTS APPLY NEVI
WINDOIW DOOR L61,
4iAC711RER'8 FASTING ETROD
IS NOT SPECIFIED. PT
DU ELIO9 FOR Wear AND DOnR-9U
SEE MANUFACTURERS INSTALLATION MTRUCTtONS.
2J
ALL WINDOW SHMM5 MUST BE MILL WIDTH
OF SASH. 2i
2X BUCKS FOR WNDOW5 AND DOORS U
INSTALL 3/16' DIAMETER SELF TAPPING CON_. ANIC$ O EIGMT (0) INCHES MAX. FROM
ENDS AND 24' MAX GNCENTERUV
1 1/4' M. EMBED. INTO BLOCK FASTEN
tlINDOWJDOOR TO PT BUCKS PER
MANUFACTURERS INSTALLATION NSTRI)
GTIONS. IJ
ALL UIIDOW SHIMS MUST BE FULL WDTM
OF 5ASHL TYPICAL
BLOCK OPENING DETAIL AND
5 PSF RATING) (tinnim) FRAMING & STRAPPING KNEEWALL OVER CMU (FOR f'T SUCK FA5IENPN 3 KW
P.T. 2X6 UV V2' D1AM.'J' BOLTS - 48' TA6'
O.SB. SHEATWIN MAX W/ 6' MIN. E'EED. (TYP JTR415 8 2X4
WD. STUDS - 16' O.G. Y BEARING 2X4
BOTTOM PLATE 3J4•
PLYif100D OD
STRAP TIE IX4 BAD BOARD o P.T. 2X4 FILLER EVERY
3rd V l FLOOR TRU55 CUTNALFD 'IV STUD
GOKTEGTNG a 24' OC. 8-10d kAtLS 8X&XI6 FLOORTRUSSTOTRUS6ANC44ORCMU. (TYPJ) 2.
d FLOOR STUD PER TFA" PLAN P.T. 2Xb WV In - TRAP
DAIYL 'J' 5OLT5 48'
MAX. WJ 6' CONNECTINSPLATE
MIL EMBED. (TYPJ FLOOR
o o AT
MD I6.
O.G. STUD FOR
INT. ERG, FRAME
WALLPLATE EVERYOTLEIRSTUD (
TYP. TOP I
BOTTOM) - EXPANSION
BOLT
AICFIOR.AGE 24'
OC, FRAMING
t 5TRAPPING INTER B_ FY3. WALL
w/ UPLIFT is FRAMING - 2 5TORY YFY-'
I {Y T/
16. 066 OR VY CDX WS
EXTERIROWALL ATHING NAILING
PATTERN DETAIL
e OVERHEAD
GAR4.GE DOOR SCALE, NLTS.
I NAIL
MO 2 NAILS INTO PRE ENC
LEERED TOP PLATE i TOP PLATE IIKXJD FLOOR ---
TIRISSS' ___ a 74.
O.C. MAX -yT-------- 2X- BLOCKING
AT MOSPAN-
GENERAL NOTES
GENERAL L
LIVE
LOAD& ROOF: 28p.
f FLOOR 40p.f STAIR 40p.f 2. WIND
SPEED 110. ph 3- gust. 3. ALL
WORK TO BE N ACCORDANCE WITH THE FBC. 2001 CHAPTER I6. 4. ONLY
WRITfEfN CHIANGES APPROVED BY THE ENGINEER SHALL BE PEIRMITTED. CONCRETE : L
ALL
WORM TO BE N STRICT ACCORDANCE UWTH TiE ACI 318 2, MIX
DESIGN CRITERIA - ALL CONGFETE
TYPE I PORTLAND CEMENT. (ASTM C 60) COMPRESSIVE STRENGTH •
28 DAYS SHALL BE 25ppNN FOR 5LASS AND FOOTIGS
AND 3000 psI ELS0l&ERE (UONJ. MAXIMUM WATER-CEMFW
RATIO BY WEr.W FOLLOWS SPECIFIED NON -AIR
AIR COI'PIRES$IVE
ENTRAINED ENTRAINED S TN<p.
0 CCONCRETE C4:)NNCRETE 3000 058 0.
46 SLUMP -SLABON
GRADE 5' OTHER 5' WATER -
POTABLE CHILORDE -
NOW 3.
PROVIDE NORMAL
WEIGHT AGGFREGATES IN COMPLIANCE WITH THE REOUIREMBQTS OF ASTM C
33, 4. FIBET3'IE5H
FOR SLAB TO BE At A RATIO OF ,T5 LBS/YARD. FOUNDATIONS L FOOTING
DESIGN
54SED ON MINIMA ALLOWABLE SOIL BEARNG PRESSURE OF 7000 p.(. 7. F FOOTINGELEVATIONOCCURbINDISTURBEDN'ISTABLE OR UNSUITABLE THE ENGINEER SHALLBENOTIFIEDANDNECESSARYADJUIST"EM9 BE MADE PER HIS MTRIGTIONS. 3. PREPARATION OFTHESUBCRADETOFOLLOWRECOMIENDATiON5ASOUTLINEDINTHEGEOTECHNIVL
REPORT. SOIL 4. STEPS IN
WALL FOOT/GS SHALL NOT EXCEED A SLOPE OF () VERTICAL TO (
7) HORIZONTAL 5. CAUTION SMALL
BE USED WAN OPERATING VIBRATORY COMPACTION ECUIPMEMT NEAR E>(I6TING STRUGTU/
E$ TO AVOID THE RISK OF DAMAGE TO THE 5TRUCTUFE. MASONRY : L DESIGN,
MATERIAL
AND WOROMANSMIP SMALL BE N ACCORDANCE WT11 THE AC' STANDARD BUILDING CODE RE04RRENENTSFORCONCRETEMA50NRYSTRUCTURESAGI530/ACI 530.1 2. CELLS INDICATED
TO BE FILLED SHALL BE GROUTED WTH 3000 p.1 CONCRETE. (a' TO 10' SLUMP) 3. PROVIDE 25,
LAP FOR STEEL • ALL LOCATIONS. 4. ALL CELLS
ADJACENT TO CORNERS, END OF SMEAR WALLS AND UNDER CONCENTRATED LOADS SMALL CONTAIN VERTICALREIfORCNGANDSHALLBEFILLEDUXT14CONC: TE. S. CONCRETE BLOCKS
SHALL CONFOR'1 TO ASTH CA0 (20 DAY STRENGTH 2O00 p.0 (ftt. 15-W q1), LAID IN fa**
UW, BOND. b. MORTAR SMALL
BE TYPE N T. ALL RE -
BARS SHALL EUE GRADE 40 UNLESS UNO. WOOD - L ALL
WOOD
FRAMING AND PRE-ENSNEERED WOOD TRUSSES SHHALL BE DESIGNED, DETAILED, AND FABRICATED N ACCORDANCEWTHITHEPROCEDURESANDRE(;SUlREM NT5 OUTLINED IN TILE LATEST EDITION. OF TWE
NATIONAL. DESIGN SPECIFICATIONS FOR WOOD CONSTRIUCTION 2. THE WOOD
TId155E5 SHALL BE SIZED AND DETAILED TO FIT THE DIMENSIONS AND LOAD$ INDICATED. ALL DESIGN SHALLBEINACCORRDANCEWITHALLOWABLEVALUESANDSECTIONPfd'7PERTE5 ASSIGNED ANDAPPROVEDBYTHE. BMVM CODE. DESIGN CALCULATIONS SK,NED AND SEALED BY A LICENSED PROFESSIONALENGINEERARETOBESUBMITTEDTOTHEENGINEERFORAPPROVAL3. PEfRr A
T BRIDGING PERPENDICULAR TO TIE SPAN OF THE TFR UGGE$ SMALL BE PROVIDED AS REQUIRED BY THETfd/53 t'LNJFAGTUFMR TRUSS MANIFACTIARERSMALL PROVIDE STATEMENT TWAT, BOTTOM CCIOFa'DOFROOFTRUSSESAREBRACEDDURRYaUPLIFTCONDITION. 4. FOR STRUCTURAL
LUMBER PROVIDE THE FOLLOUANC GRADE AND SPECIES' SOUTHETdN PINE SURFACESDRYUSEDATtMMAXM: G. GRADE NO2 OR SPRUCE PINE FIR SOUTH GRADE R02
5. ING PROVIDE
GALVANIZED METALHANGERSANDFRAYANICFKDtRSOFTHIESIZE AND TYPE RECONT,ETDED BY THE
mANFAGTURER FOR EACH USE INCLUDING RECOMMENDED NAILS. (HIIGHNE$ C0/ ECTORS OR EQUIVALENT)
6. ALL BOLTS USED
FOR WOOD CONSTRUCTION SHALL BE A MIN"J M OF 1/2' OfA ETER AND 6• IN LENGTHI lASTM A-301)
UNTH MN. 1 1/7' DIAML 11145MER UNO. T. PROVDE FRAMING MEIBEIR5
OF SIZES AND OF SPACINGS SHOUT, OR F NOT SHIN. COMPLY WITH LIMITING STUD MEGINTS CHART. DO NOT SPLICE STRUCTURAL L-EMBERS BETWEEN SUPPORTS. 8. ANCHOR AND NAILING
AS SHOUT, AND TO COMPLY WTH THE RECOMMENDED NAILING SCHEDULE FROM THE STANDARD BUILDING CODE,
LATEST EDITION. 5. ROOF SHEATHIG: IA&'
OSB OR 1/
2' CDX SEE ORAWNGS FOR HAILING
PATTERNS. VERIFICATION OF FIELD CONDITIONS :
L CONTRACTOR $"ALL VERIFY
ALL FIELD CONDfT10N5 AND DIENSNON $ RELATIVE TO SAE. WFERE TFERE ARE CONFLICTS BETWEENACTUALFIELDCOPDI[IOIS AND DATA PRESENTED IN THE DR.AWI G.5, SUGL( CONDfTICt46 WALLBECALLEDTOTHEARCNtTECT'S ATTBNTNON AND NECESSARY ADA*TNEHT$ MACE PER Nf$ NSTFMICT10NS.
2. FOR ANC"OR
BOLT5 USE MKaHES OR EQUIVALENT (A-36 OR A-301 STEEL) 3. PROVIDE 7X4 BLOCKIG
ON ALL SIDES OF THE RIDGE VENT$ WIT" ad NAILS AT 4. ON CENTER 1 Or- STUD PIRE
54' FPED O SPACIG FRAI'E 5FLOORTRJ
MAX 2X
P.T. BOTTOM t
I PLATE - BOLT
32' O.C. iOBNAO.
FLOOR
TR158 TOTOP PLATE W/ 16 FM3NY
NAILS. f 21 ON ONE
SIDE. r1DETAIL: INTERIOR BEARING WALL W/
NO UPLIFT () QN THE OTHER 2X - TOP PLATE 1J1 1
ROW OF C
Q 2X4 BLOCKM 3
BASE CABIET C METAL
FRAME
WALLo
r-o' BEI E8N
STUDS
U DETAIL
TYPJ BAR TOP
ENGINEERING f•.rl n-o..
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01-22-01 sheet
S1 Of:
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A
SADDLE CRICKET
MATGN ROOF SLOPE
M01cw ftc-& lg
nOF
cow
Whd
CONT. 2X4 NAIL
TO EACH TRUSS
c{ii
METER
ROOF
ROOF TAI58 OSB OR In'COX
CFf FRAMING SECTION THRV CFiiMNEY
SADDLE CRICKET ® INTERIOR CHIMNEY H
GHIMNF-Y TYP. DETAIL
CD
INTERIOR CHIMNEY DETAILS
N.T.S.
NOTE: IlM BPAOtG CLEAR aF
ALL FFTISIi MATEWALS.
I1
ARDuaoo
HA)dDRAa
METAL BRACKETS
0 34 O.C.
2X6 BR.AGH4G
e BRACKET.
R
3
xo
T 2X STUD WALL
DETAIL:
HANDRAIL
TO WALL
UPLFT CIFM8* Mt IM MAILS Mt • OF 3/*'
mcm MISS STI;iRAPS
TO PEAM tAPCGNS TO Glal MA4fACRR
5111I ") MACM STRAP) EACH STRAP) 0-i31
1 l 132-F(
60 2 1 4 IF AN '
A' STRAP IS MoPLACED OR FORGOTTEN
AFTER ME POURING OF
THE LINTEL BEAM AT TOP
OF C)•U WALL WEN A SHIP' i
MTSI6 CAN BE 8lB9TlTUTED FOR EACH
r'dSSED 'A' STRM RYP. MOK) PLEASE SEC]
IRE EACH rRSW STRAP FOLLOIRYs TIE
ATTAOiED TABLE AND ACCORDING. TO
TTE {RIFT SWOMH FROM THE TRIISS
mAnFACTURER INSTALL ALL TAPCOM WIT"
T-1!7' MN EMBED. LINTEL BEAM
W/ (I) 5 CONT SIMPSOM YTTS*
ATTACH TAPCONS
EVERT" OTMM
HOLE NOTE.TAP0VM&
SROMD BE NSTAII N STRICT
ACC:OI ANCE C(TT( TFE I" 6TMCT:tO R'S REcorI8DAT10N6 M S
MISSES "A" STRAP ETAIt PRE-ENCoI
EEF.ED WOODTRUSS
PROVIDE 20
Go. GALV. RASHING FOR
TMSS TO SIT
ON CM 9
lil'
2XI2 TREAD
L I" NOSING
MAX. IX& R15ER
6AGKING TWO FMERB
IAOF NDONETREAD, EXCLUSIVE OF THE
PROJECTION OF HOSMY, SHALL
ISE NO LESS TRAN 24'
NOR EXCEED 25' O'JB
aNEATMMY24' OC.
4 CONTNIOUS
L2xe6' O/C EA SmE (
TYPJ 4 GABLE
F
Dt 1 EA SIDE
lTYPJ 2x4 BLOCKING+ 24' OL
Cm EA
SIDE (
TYPJ CH MIEY
MTAL CIONNECTM M.
T.S. 3/4"
FLOOR NOTE SEE
FLOOR PLAN 1/
8' TO 1/2' GAP TYR m FOR E TN
2x12 STAIR
5TRMER DETAIL: STAIR
TREAD
YT' OR
WALL txo wx
exmzT eoesm • RAID CALL
2xI2 STAIR AT STAIRS _
ZXM TMAD STRINGER PLAN IM—` --
eaocw RTLEDGER
1Ga(
2X
STUD
WALL 2Xd STRINGER
DETAIL: STAIR
TREAD a WALL TFE MISSED
FILLED CELLS CAN BE REPAIRED BY EPDXY
GROITTNG lU 5 REBAR (SEE EPDXY PROPERTIES AND
SPECIFICATIONS' CONCFESIVE LIW4'> LPL
OR EQUIVALENT ') INTO BOND BEAM AND INTO
TLE FOOTING FOR ALL FILLED CEJ.L6 SNOW ON
PLANS BUT NOT FILLED NTWE FIELD PROVIDE 6' MN. E leM AND 3/4'1 ROLE INTO BOTH T1E
BOND BEAM AND TT{ FOOTING TOP OF
BCND BEAM 24' CBOND BEAM
V I) S
CONT. PROVIDE Z5'
SPLICES (TYPI
FV SVERTICAL [
l -- W CrW CALL—j Epoxy CA -
am" -D INTO FOOTING.
AN BEAM all
6- "KI OF FOOTER
NOTE. EPDXY
Gla01TT SN0" BE *STALLED N STRICT ACCOfmAN10E
O'TH TIEMANFACT ." REC:(JTf
EMATTONS. MFC MISSEO
FlLLEO CELL OETAIt 5 AT
45' 24•---- 0 G
PROVIDE (1)
5 AT 40' BELOW EA
POST LCIC.A.
TION FILLALL CELLS OT14
75W PSI CON,-. ALTERNATE
HOOKS IN
FND. BRACE EXtERIOR
SIDE OF WALL
DIRNG S' COWACTI01( OF
THIS AREA 5 •
4W OC. — O W
J
WwH
XW
W
T
aT
W_
IFi" WOOD
FLR. TRUSSES e
MAX. 2'0"
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WEDGED 4 TOENAILED INTO
2-2XIOJ e TOP
TYPICAL 51NGLE
RUN STAIR
2x4 NAILER
0101. ENGINEERING
on
n"
m fAti (wn ns 7 F J
P.O.
WX 111613 fUAMOME . n "ne PL= POST
SIZE ° J. ~ M
fEf fTeTa u 5
CONT. 2) SMSON TS22 (24301.b. max UPLFT) or l4RDER (2)
WUG1 ES RT22112 M30Lb, max UPLIFT) Or PROVIDE OPEN
2) SEMCO ADS-2 (3412Lb. max tPLFT). FEAR JT. AT 48' Or- FOR WEEPS
SLOPHY 2x4
POST SEE GRADE AWAY
POUBLE T PLAN FOR QUANTITY FROM HOUSE
PLATE 3' CT.
R COV.• SMO A9
ALL
REBAR(TYPJ sF1ouIN 1
1 RETAININGWALL
AT PATIO AY R NOTE•
BRACE SIDE OF WALL DETAIL for (2ries SUBSTITUTION DIRLE AIDE -
FORfor (
UII • GIRDER CONNECTION EIRCOMPC" LEAVEFORPAT10SLAB. LEAVE BRACES PATIO 6 NPLACEFOR
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TRU55 630 (2-PLY)
2-51MP50N L5TA30
2-2X4 TOP PLATE TYP
2-2X4 5YP P05T
SIMPSON MTT25B TO 2-2X4 POST
W1TH 5/5' VIA THREADED ROD /5/4' TdG SUBFLOOR
2X4 130TTOM PLATE TYP
Ib' DEEP FLOOR TRU55
5/W VIA THREADED ROD
EPDXIED TO BOND BEAM 2-SIMPSON L5TA30
W/b' MIN EMBEDMENT TRU55 TO POST
5" BLOCK WALL
SIMPSON MTT2aB
2-51MP50N MTT286
BACK TO BACK
SEE FOUNDATION FL
FOR FOOTER SIZES
2-51MP50N LSTA30
TRU55 TO POST
4X6 POST
51MP50N MGT WITH 5/5"
VIA EXPAN510H BOLT
WITH 5" MINIMUM EMBEDMENT
SIMPSON MTT285
TRUSS GID (2-PLY)
5/5" VIA THREADED ROD
2-SIMP50N MT516
TRU55 TO P05T 51MP50N MT516 WITH
4 - 3/16" VIA TAPCON5
2-4X6 POSTS CONNECTED TO BLOCK.
WITH 3 - 5/4" VIA THRU-BOLTS
WITH 2"X2"XI/5" 50 WASHERS
5/5" VIA EXPAN51ON
BOLTS WITH b" MINIMUM
EMBEDMENT
TRUSSES 651) ANC 61 P CONNECTORS NT5
HANDRAIL TO HAVE A CIRCULAR
CRO55 SECTION DIAMETER BETWEEN
1 1/2" TO 2", OR TO PROVIDE OR055
SECTION WITH EQUIVALENT
GRA5PA5ILITY PERFORMANCE
REFER TO FLOOR PLAN FOR STAIR
SECTION SPECIFIC TO TH15 MODEL
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5UM OF (2) RI5ER5
FLU5 (1) TREAM MUST
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IX RISER
2X12 TREAD
ATTAG
STRING
ATTACH TREAD TO
STRINGER NI(5)IOC(
2X12 STRINGERS AT SIDES AND CENTER OF /
STAIRS W/ 2X4 SPACER AT 51DEWALL5. ATTACH _ TOTAL 5TAIR RUN
SPACER TO EACH STUD WITH (2)I0d NAILS MIN TREAD = 9" EXCLUSIVE OF NOSING
514" SUB -FLOOR
FLOOR TRUSS
2X5 STAIR LEDGER
CONNECTED TO FLOOR
TRU55 W/ IOd NAILS
AT 6" O.G.
TACH EACH 2X12 STRINGER TO
GER WITH (2)1(od NAILS THRU
GER INTO 5TR1 NGER AND (2) IOd
ILS TOE -NAILED ON EACH SIDE
RISER TO EACH
W/(3)5d NAILS
ILS
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6 MIL VAPOR BARKER
OVER TREATED WOOD POSTCOMPACTEDFILLPERPLAN
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IDRAIL
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GUARDRAIL ELEVATION
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3JB• RGH. S/UW "IIE S1IBFASCIA
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FOR STRAPPING FOR 4-6• MAX
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IEADER FOR 51? 51
3 RR' Coac SLAB MAX OPENING UN-O.
616FOBERIESH ON —WOOD POST
ACTED PER FLOOR FLAN
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DRYWALL R-1l BATT INSULATION TYPICAL
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5 CEDAR FNIS V ONE EACH SIDE) TOP OF FRAME WALL 2X
STUDS I6. O/C WOOD
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FLOOR PLAN 2X SOTT. PLATE W/ A
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BRACING
AT NON —LOAD BRG. ELEVATION
REAR PORCH POST NB EPPEXTERIOR WALL DETAIL MONOLITHIC
DETAILS SIMILAR WOOD
BALUSTER W` DEC.
WOOD RAIL ABOVE
THAT MEETS C;
FSPABILITY CODE RAIL
C.
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