HomeMy WebLinkAbout234 Belgian Way - BR02-001606 - SFRPERMIT ADDRESS U—)cLt L- SUBDIVISION
CONTRACTOR D R Horton
6250 Hazeltine Nat'l Dr #102
ADDRESS Orlando, FL 32822
L107)857-9101
CBC 055300
PHONE NUMBER
PROPERTY OWNER
ADDRESS
PHONE PHONE NUMBER
ELECTRICAL CONTRACTOR,
MECHANICAL CONTRACTOR
PLUMBING CONTRACTOR'
MISCELLANEOUS CONTRACTOR
PERMIT NUMBER FEE
MISCELLANEOUS CONTRACTOR
PERMIT NUMBER FEE
PERMIT # DATE 1Lt
S
PERMIT DESCRIPTION
PERMIT VALUATION
SQUARE FOOTAGE
i
CERTIFICATE OF OCCUPANCY / COMPLETION
This is to certify that the building located at
234 BELGIAN WAY for
which permit 02-00001606 has heretofore been issued on 6/28/02
has been completed according to plans and specifications filed in the
office of the Building Official priox_7to.the issuance of said building
permit, to wit as + r, IC:._rYAO1 ,, k.0,1)jc;;,_;,,:i.. _ complies with all the
building, plumbing, el trical, oning and subdivision regulations
ordinances of the City of Sanford and with the provisions of these
regulations.
STAFF APPROVAL Subdivision Regulations Apply: Yes No
BUILDING:
Finaled
ZONING:
Inspected
UTILITIES:
Water
Lines.In
Meter
Set
Reclaimed
Water
DATE APPROVAL DATE APPROVAL
1 FIRE:
Inspected
ENGINEERING:
i Sewer
L i ne s In
Sewer
Tap
Drainage'%
Maintenance
Bond
Street
Paved
PUBLIC WORKS:
Street
Name ,
7
Street
Signs _:
Storm
Sewer
Street
Work
DESCRIPTION
WATER -SEWER IMPACT FEES
01-APPLCTN FEE -ELECTRIC
01-APPLCTN FEE -ELECTRIC
01-APPLCTN FEE -BUILDING
01-APPLCTN FEE -MECHANIC
01-APPLCTN FEE -PLUMBING
02-ENGNG DEVLPMT FEES
01-FIRE IMPACT - RESIDENT
01-LIBRARY IMPACT FEE
Driveway
FRRS PATn
DATE AMOUNT
7/15/02 20.00
8/08/02 20.00
6/28/02 10.00
10/31/02 10.00
7/09/02 10.00
6/28/02 10.00
6/28/02 59.27
6/28/02 54.00
PAGE:
CERTIFICATE OF OCCUPANCY / COMPLETION
This is to certify that the building located at
234 BELGIAN WAY for
which permit 02-00001606 has heretofore been issued on 6/28/02
has been completed according to plans and specifications filed in the
office of the Building Official prior to the issuance of said building
permit, to wit as complies with all the
building, plumbing, electrical, zoning and subdivision regulations
ordinances of the City of Sanford and with the provisions of these
regulations.
STAFF APPROVAL Subdivision Regulations Apply: Yes No
01-OPEN SPACE 6/28/02 279.61
01-POLICE IMPACT RESID 6/28/02 91.93
01-RADON GAS TAX FEE 6/28/02 16.74
01-ROAD IMPACT FEES 6/28/02 847.00
01-RECOVERY FD/CERT. PGM. 6/28/02 16.74
01-SCHOOL IMPACT FEE 6/28/02 1384.00
WD IMPACT:SINGLE FAMILY 6/28/02 650.00
SD IMPACT:SINGLE FAMILY 6/28/02 1700.00
rill Oct
OWNER BUI WIIIIG OFFICIAL / ' AST ` `
11 J(23
REQUEST FOR FINAL INSPECTION
CERTIFICATE OF OCCUPANCY/COMPLETION
SINGLE FAMILY RESIDENCE****
DATE —a @ J
PERMIT # C a _
ADDRESS C') ?) A
SUBDIVISION Bakers Crossing
CONTRACTOR D R Horton
Ph: (407) 832-4698 (Tom) Fax:(407) 321-3579
The Building Division has received a request for a final inspection and a
Certificate of Occupancy for the above referenced address. We would appreciate
a final inspection of the site by your department. Approval by your department
would result in a granting a C.O. for the address. If you have any issues that the
contractor will need to address, please submit a statement for denial of C.O. or a
conditional agreement to be attached to the C.O.
Thank you for your cooperation.
Engineering za o3
Public Works
Utilities
Fema Rec'd
Cert. of Elev. Rec'd
Bldg. Inspector Apprvd
Conditions: (to be completed only if approval is conditional
REQUEST FOR FINAL INSPECTION
W =-- I
CERTIFICATE OF OCCUPANCY/COMPLETION
SINGLE FAMILY RESIDENCE****
DATE
PERMIT # ( @ ! \\-OC)0 - I ZJ3 I /0
ADDRESS ` U
SUBDIVISION Bakers Crossing
CONTRACTOR D R Horton
Ph: (407) 832-4698 (Tom) Fax: (407) 321-3579
The Building Division has received a request for a final inspection and a
Certificate of Occupancy for the above referenced address. We would appreciate
a final inspection of the site by your department. Approval by your department
would result in a granting a C.O. for the address. If you have any issues that the
contractor will need to address, please submit a statement for denial of C.O. or a
conditional agreement to be attached to the C.O.
Thank you for your cooperation.
Engineering Fema Rec'd
i`z3 0 3
Public Works ert. of Elev. Rec'd
Utilities
Conditions: (to be completed only if approval is conditional)
Bldg. Inspector Apprvd
It
Eo
REQUEST FOR FINAL INSPECTION
it
CERTIFICATE OF OCU UPANCY/COMPLETION
I
SINGLE FAMILY RESIDENCE""
II
l
DATE
Ip
PERMIT # C)
ADDRESS
SUBDIVISION Bakers Crossing q
i
CONTRACTOR D R Horton q
11
Ph: (407) 832-4698 (Tom) Pax: (407) 321-3579
1,
The Building Division has received a request for a final inspection and a
Certificate of Occupancy for the above!lreferenced address. We would appreciate
a final inspection of the site by your department. Approval by your department
would result in a granting a C.O. for the address. If you have any issues that the
contractor will need to address, please, submit a statement for denial of C.O. or a
conditional agreement to be attached to the C.O.
Thank you for your cooperation.
EnginFeering
Public Works
Fema Rec'd
Cert. of Elev. Rec'd
UtilitiesLi"= 'I Bldg. Inspector Apprvd
lConditions: (to be completed only if approval is conditieonalI,
LMBC0401 CITY OF SANFORD
Address Misc. Information Maintenance
1/22/03
13:20:48
Location ID . . . . . 230095
parcel Number . . . . 18.20.31. - -
Alternate location ID
Location address . . . 234 BELGIAN WAY
Primary related party BAKERS CROSSING SUBDIVISION
Type information, press Enter. Special
Sequence Code(F4) App Free -form information Date notes
1.00 CSVC UT LOT 43 ************** 70202
2.00 CSVC UT 3/4" WA METER SET FEE $190.00 PD 6-26-02 70202
3.00 CSVC UT REC#5372 70202 _
4.00
5.00
6.00
7.00
8.00
9.00
10.00
More...
F2 Address F3=Exit F5=Notes display F6=Change display F9=Parcel Notes
F10=Subdivsion Notes F12=Cancel F16=Related pty data
FEDERAL EMERGENCY MANAGEMENT AGENCY
NATIONAL FLOOD INSURANCE PROGRAM
ELEVATION CERTIFICATE
Read the instructions on pages 1 - 7.
O.M.B. No. 3067-0077
Expires July 31, 2002
SECTION'A - PROPERTY OWNER INFORMATION For Insurance Company Use:
BUILDING OWNER'S NAME Policy Number
D.R. HORTON
BUILDING STREET ADDRESS (Including Apt., Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO.
BEL•G— IWAYS
Company NAIC Number
CITY STATE ZIP CODE
SANFORD FL 32773
PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.)
LOT 43, BAKERS CROSSING, PHASE 1
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:
N
SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION
SEMIN1. IOLE COUNTYMMUNIT12028gNAME &COMMUNITY NUMBER I SEMINOLE
NAME I FLORDA82. COUNTY E
B4. MAP AND PANEL ` B5. SUFFIX 87. FIRM PANEL B9. BASE FLOOD ELEVATION(S)
NUMBER B6. FIRM INDEX DATE EFFECTIVE/REVISED DATE B8. FLOOD ZONE(S) Zone AO, use depth of flooding)
0045 E 4/17/95 4117/95 IA & X `'` 25'
B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in B9.
FIS Profile FIRM ® Community Determined Other (Describe): NEAL HILER ENGINEERING, INC.
B11. Indicate the elevation datum used for the BFE in B9,J0:NG 1929 NAVD 1988 Other (Describe): _
B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? Yes 0 No Designation Date_
SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED)
C1. Building elevations are based on: Construction Drawings* Building Under Construction* •N.FiRisheTConstruction
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 forwhich this certificate is being completed - see pages 6 and 7. If nodiagram
accuratelyrepresents the building, provide a sketch or photograph.)
C3. Elevations — Zones Al-A30, AE, AH, A (with BFE), VE, V1-V30, V (with BFE), AR, AR/A, AR/AE, AR/A1-A30, AR/AH, AR/AO
Complete Items C3.-aa 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 Conversion/Comments
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) 33. 9 ft.(rn) Ca
o b) Top of next higher floor 43.4 ft.(m) Cn
o c) Bottom of lowest horizontal structural member (V zones only) N/A. o
o d) Attached garage (top of slab)
ft.(m)
33. 5 ft.(m)
ci`
E
o e) Lowest elevation of machinery and/or equipment
w
servicing the building (Describe in a Comments area) 33.4 ft.(m)'
o f) Lowest adjacent (finished) grade (LAG) 30.0 ft.(m) m
o g) Highest adjacent (finished) grade (HAG) 34. 5 ft.(m)
o h) No. of permanent openings (flood vents) within 1 ft. above adjacent grade 0
o i) Total area ofall permanent openings (flood vents) in C3.h 0 sq. in. (sq. cm) n
SECTION D - SURVEYOR, ENGINEER, QR ARCHITECT CERTIFICATION
This certification is to be signed and sealed by a land surveyor, engineer; or_architect authorized by law to certify elevation information.
1 certify that the information in Sections A, B, and C on this certificate represents my bestefforts to interpret the data available.
I understand that any false statement may be punishable by tine or imprisonment under-l.B-U,S.Gpde, Section,1.0,01;
CERTIFIERS NAME: WILLIAM R. MUSCATELLO, JR. / / // LICENSR;NUMBER': 4928
TITLE: PROFESSIONAL SURVEYOR & MAPPER MAPPING, INC.
ADDRESS CITY/k STATE ZIP CODE
320 E. SOUTH ST E T STE. 18A I AAQR_LANDO FL 32801
SIGNATURE V. . DATE TELEPHONE
A 1__ V IY" 1/8/03 (407)426-7979
FEMA Form 81-31, JUL 00 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. Porky Number
234 BELGIAN WAY
STATE ZIP CODE Company NAIC Number
CITY 32773
SANFORD FL
SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED)
Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agenUcompany, and (3) building owner.
ELEVATIONS SHOWN HERE ON 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.)NFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE)
For Zone AO and Zone A (without BFE), complete Items E1 rlhrough E4. If the Elevation Certificate is intended for use as supporting information for a LOMA or LOMR-F,
Section C most be completed. ; r
E1. Building Diagram Number _(Select the building diagranimost similar to the building for which this certificate is being completed — see pages6 and 7. If no diagram accurately
represents the building, provide a sketch or photograph..)
E2. The top of the bottom floor (including basement orenclosure) of the building is _ ft.(m) _in.(cm) above or below (check one) the highest adjacent grade. (Use
natural grade, K available).
E3. For Building Diagrams 6-8 with openings (seepage 7),;the next higher floor or elevated floor (elevation b) ofthe building is _ ft.(m) _in.(cm) above the highest adjacent
grade. Complete items C3.h and C3.i on front of form.
E4. For Zone AO only: If no flood depth number is available, i s the top of the bottom floor elevated in accordanctt with the community's floodplain management ordinance?
F- Yes F-1 No n Unknown. The local official must certify this information in Section G. r.
SECTION F - PROPERTY OWNER OWNER'S ATIVE) CERTIFICATION
The property owner or owners authorized representative, who completes Sections A, B, C (Items C3.h and C3. only), and E for Zone A (without a FEMA-issued or community -
issued BFE) or Zone AO must sign here. The statements n Sections A, B, C, and E are correct to the best of riy knowledge.
PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVE'S NAME
ADDRESS CITY STATE ZIP CODE
r.
SIGNATURE DATE TELEPHONE
COMMENTS j
i,
Check here if attachments
SECTION G - COMMUNITY INFORMATION (OPTIONAL)
The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B, C (or E), and G oMhis Elevation
Certificate. Complete the applicable itert(s) and sign below.
G1. The information in Section G was taken from other documentation that has been signed and embossed by a licensed surveyor, engineer, or architect who is authorized by
state or local law tocertify elevation information. (Indicate the source and date of theelevation data in the Comments area below.)
G2. A community official completed Section Ffor a building located in Zone A (without a FEMA!ssued or community -issued BFE) or Zaie AO.
G3. The following information (Items G4-G9) is provided for community floodplain management purposes.
NUMBER G5. DATE PERMIT ISSUED G6. DATE CERTIFICATE OF
G7. This permit has been issued for. New Construction Substantial Improvement
GS. Elevation of as -built lowest floor (including basement) of life building is: Datum:
G9. BFE or (in Zone AO) depth of flooding at the building site Is: — _ ft.(m) Datum: —
LOCAL OFFICIAL'S NAME I I I LE.
COMMUNITY NAME TELEPHONE
SIGNATURE DATE
Check here if attachments
FEMA Form 81-31, JUL 00 ntrvAUta ALL rnr_vrvuo Sul 11—
FEDERAL EMERGENCY MANAGEMENT AGENCY O.M.B. No. 3067-0077
to NATIONAL FLOOD INSURANCE PROGRAM Expires July 31, 2002low
ELEVATION CERTIFICATE
Important: Read the instructions on pages 1- 7.
SECTION A - PROPERTY OWNER INFORMATION For Insurance Company Use:
BUILDING OWNER'S NAME Policy Number
D.R. HORTON
BUILDING STREET ADDRESS (Including Apt., Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. Company NAIC Number
XXXX BELGIAN WAY
CITY STATE ZIP CODE
FL
PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.)
LOT 43, BAKERS CROSSING, PHASE 1
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
Bt. NFIP COMMUNITY NAME & COMMUNITY NUMBER B2. COUNTY NAME B3. STATE
SEMINOLE COUNTY 120289 SEMINOLE FLORIDA
B4. MAP AND PANEL B5. SUFFIX B7. FIRM PANEL B9. RASE FLOOD ELEVATION(S)
NUMBER B6. FIRM INDEX DATE EFFECTIVE/REVISED DATE B8. FLOOD ZONE(S) Zone AO, use depth of flooding)
0045 E 4/17/95 4/17/95 A & X 24.5'
B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in B9.
FIS Profile FIRM ® Community Determined Other (Describe): NEAL HILER ENGINEERING INC.
B11. Indicate the elevation datum used for the BFE it B9: ® NGVD 1929 NAVD 1988 Other (Describe):
B12 Is the building located in a Coastal Bamer 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 forwhich this certificate is being completed - see pages 6 and 7. If no diagram
accurately represents the building, provide a sketch or photograph.)
C3. Elevations — Zones Al-A30, AE, AH, A (with BFE), VE, VI430, V (with BFE), AR, AR/A, AR/AE, AR/A1-A30, AR/AH, ARIAO
Complete Items C3: a-i 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 Conversion/Comments
Elevation reference mark used Does the elevation reference marts used appear on the FIRM? Yes ® No
o a) Top of bottom floor (including basement or enclosure) 34. 0 ft.(m)
o b) Top of next higher floor N/A. _ft.(m) U)
o c) Bottom of lowest horizontal structural member (V zones only) N/A. _ft.(m)
00
o d) Attached garage (top of slab) NIA. ft.(m) E
o e) Lowest elevation of machinery and/or equipment
wm
servicing the building (Describe in a Comments area) N/A . _ft.(m) E co
o 0Lowest adjacent (finished) grade (LAG) NIA. ft.(m) z .9
o g) Highest adjacent (finished) grade (HAG) N/A. _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 0sq. in. (sq. cm)
SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION
This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information.
I certify that the information in Sections A, B, and C on this certificate represents my best efforts to interpret the data available.
I understand that anv false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001.
CERTIFIER'S NAME: JAMES K. EKERN LICENSE NUMBER: 5899
TITLE: PROFESSIONAL SURVEYOR & MAPPER COMPANY NAME: AMERICAN SURVEYING & MAPPING, INC.
ADDRESS CITY STATE LIP CUUE
320 E. SOUTH STREET, STE.180 ORLANDO FL 32801
DATE TELEPHONE
c ... -- 6/25/,02 (407) 426 7979
FEMA Form 81-31, JUL 00 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
XXXX BELGIAN WAY
CITY STATE ZIP CODE I Company NAIC Number IFL
SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED)
Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/oompany, and (3) building owner.
COMMENTS
ELEVATIONS SHOWN HERE ON ARE BASED ON SEMINOLE COUNTY VERTICAL CONTROL;
Check here if attachments
SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE)
For Zone AO and Zone A (without BFE), complete Items E1 through E4. If the Elevation Certificate is intended for use as supporting information for a LOMA or LOMR-F,
Section C must be completed.
El. Building Diagram Number _(Select the building diagram most similarto 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, 'rf available).
E3. For Building Diagrams 6-8 with openings (see page 7), the next higher floor or elevated floor (elevation b) of the building is _ ft.(m) _in.(cm) above It e highest adjacent
grade. Complete items C3.h and C3.i on front of,form.
E4. For Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodplain man: )gement ordinance?
Yes No Unknown. The local official must certify this information in Section G.
SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION
The property owner or owner's authorized representative who completes Sections A, B, C (Items C3.h and C3.i only), and E for Zone A (without a FEMA-issued or community -
issued BFE) or Zone AO must sign here. The statements in Sections A, B, C, and E are correct to the best of my knowledge.
PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVE'S NAME
ADDRESS CITY STATE ZIP CODE
SIGNATURE DATE TELEPHONE
COMMENTS
Check here if attachments
SECTION G - COMMUNITY INFORMATION (OPTIONAL)
The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevation
Cerlii]-catr . Complete 4he appl;Cable item(s) and sign below.
G1. )_] The infermation in Section C was taken from other documentation that has been signed and embossed by a licensed surveyor, engineer, or architect who is authorized by
state or local !aw to ortify 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- ssued BFE) or Zone AO.
G3. The following information (Items G4-G9) is provided for community floodplain management purposes.
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 ifattachments
FEMA Form 81-31, JUL 00 REPLACES ALL PREVIOUS EDITIONS
CITY OF SANFORD PLUMBING PERMIT APPLICATION
Permit Number: — Date: _
The undersigned hereby applies for a permit to install the following plumbing:
Owner's Name: P A oolq CO L-0-i Hr'QAAA
Address of Job: 23 t/ 6R,14 u4a. k)
Plumbing Contractor:
Residential: Non -Residential:
43
Number Amount
Addition, Alteration Repair Residential & Non -Residential
New Residential:
One Water Closet 10
Additional Water Closet O
Commercial: Minimum Permit Fee $25.00
Fixtures Floor Drain Trap
Sewer Piping
Water Piping
Gas Piping
Manufactured Building
Description of Work:
Application Fee: 10.00
TOTAL DUE: 00
By Signing this application I am stating that I am in compliance with City of Sanford Plumbing Code.
Applicant's Signature
State License Number
PT
PLOT PLAN
DESCRIPTION: (AS FURNISHED)
LOT 43, BAKERS CROSSING,
AS RECORDED IN PLAT BOOK 60, PAGES 27-29, OF THE PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA
LOT43 CONTAINS 6674 SQUARE FEET t
THIS STRUCTURE CONTAINS 2107 SQUARE FEET t
TOTAL CONCRETE 625 SQ. FT. t
TOTAL SOD 3942 SO. FT, t
NOT PLATTED
PER THIS PLAT
61.87'
N89'36'15"W
LOT 43
DRAINAGE TYPE A
III1
I
PATIO I
5.0'
40.0'
O PROPOS
p 2879 C i z
FINISHED FLOOR w
w ELEVATION=34.0 I aLOT42w
w
O _
c
n OO n I r
u) I I b
w
i40.00'
I
p
a
O i I
5. 7'
19.7' N
N n 16.8'
I
O i
0 I i
N
J\2
10 UTILITY EASEMENT
31
N89-36'15"W
No 37.01'
0 F F I C., v
ti
POINT ON
N89_'2_1'2_4"E _ / PLAT BOUNDARY
25.00'-- \
1
4
I
u /
co
hl
hl a
N m n
1
N
N
1
O
O
10
S89'17'34"E w
io25.00'
Niva0
0
I
n
6
OI I
I J
145.33' I 66_73 r l
N89'36'15"W 232.06'
BELGIIANDWAY WAY50' RIGHTMINIMUM
LOT WIDTH 50' FRONT:
25' OA=89'41'19" REAR:
20' R=
25.00' SIDE: 5' CORNER:
15, L=39.13' CB=
N45'33'06"E PREPARED
FOR: C=35.26' D.
R. HORTON THIS
PLOT PLAN IS INTENDED FOR PERMITTING PURPOSES ONLY.
THIS IS NOT INTENDED FOR THE CONSTRUCTION OF THE
PROPOSED HOUSE, REFER TO HOUSE PLAN AND OPTION LIST
FOR CONSTRUCTION. ALL
BUILDING SET BACK LINES SHOWN HEREON IS PER DATA FURNISHED
BY CLIENT AND IS FOR INFORMATIONAL PURPOSES ONLY.
THIS IS NOT A SURVEY THIS
IS A PLOT PLAN ONLY I
HAVE EXAMINED THE F.I.R.M. COMMUNITY PANE NO
120289 0045 E DATED 4/17/95 AND FOU+-- THE
SUBJECT PROPERTY APPEARS TO LIE IN /ONE A. AREA.
WITHIN 100 YEAR FLOOD PLAIN AND Z NE X AREA
OUTSIDE 100 YEAR FLOOD PLAIN. THE
DWELLING APPEARS TO LIE IN ZONE X BEARINGS
SHOWN HEREON ARE BASED ON THE
SOUTHERLY LINE OF LOT 43 BEING
N 89'36'15" W PER PROPOSED PLAT. I, (
FIELD DATE:) REVISED: bi
J
U
Of
N
MUSTBE16" ABOVE CRO OF
ADJACENT ROAD UNLESS OTHERVVI
t APeROVED LEGEND
BUII.
DING SEIBACK LINE. ME WMINIIdUM LOT WID IN POWPOINIONDOUNDARYCENTERLINE
PCC POINT OF COMPOUND CURVATURE RIGHT
OF WAY LINE roc POINT ON CARVE OR
OFFICIAL RECORD i
XyXXPROPOSED ELEVATION PD PLANNED DEVELOPMENT 7t>
PROPOSED DRAINAGE FLOW t, DENOTES DELTA ANGLE L
DENOTES ARC LENGTH CONCRETE
C.B. DENOTES CHORD BEARING PC
DENOTES POINT OF CURVATURE LB
LAND SURVEYING BUSINESS PI DENOTES POINT Or INTE-RSECTIO14 LS
LAND SURVEYOR PRC DENOTES POINT OF REVERSE CURVATURE FIRM
PERMANENT REFERENCE MONUMENT PT UENOIES POINT OF TANGENCY PCP
PERMANENT CONTROL POINT TYP TYPICAL P)
PER PLAT A/C AIR CONDIT1014ER M)
MEASURED CBW CONCRETE BLOCK WALL FND
FOUND RP RADIUS POINT C/
W CONCRETE WALK CS CONCRETE SLAB S/
W SIDEWALK C CHORD LENGTH CP
CONCRETE PAD SO_ FT. SOUARE FEET 1.
THE SURVEYOR HAS NOT ABSTRACTED THE LAND
SHOWN HEREON FOR EASEMENTS, RIGHT OF
WAY, RESTRICTIONS OF RECORD WI-IICH 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 THF_ ORIGINAL RAISED
SEAL OF A FLORIDA LICENSED S'JP.VEYGR AND
MAPPER. SCAI.
E:_-I_ = 30 FEET APPROVFD .
BY: JKE__ Joe
No. _ ASM32968 DRAWN
BY: -- PLOT
PLAN4-25-02 LOT
FIT 5-2-01 JML LAMERICAN
SUIN_G_& MAPPING RVF_Y CERIIFICATION
OF All TFIORIZA IIDN NUMBER LB y639:S 320
EAST SOUTH STREET, SUITE 180 ORLANDO.
FLORIDA 32801-- (
407) 426-7979 f1
FOR
THE
FIRM
DAMES
K. EKE.:' PSM y5899 DATE
Ppll ll( .yiiatuic
ST. CERT. UC. * CAM
State License Number
CITY OF SANFORD ELECTRICAL PERMIT APPLICATION
Permit Number. 0 ` Date: 0
The undersigned hereby applies for a. permit to install the following electrical:
Owner's Name:
Address of Job:
Electrical Contractor. k/\i Cl Q 4eA n X /`ram
Residential: V Non -Residential:
Number Amount
Addition, Alteration, Repair (Residential & Non -Residential)
New Residential:
AMP Service D 3 S O-a
New Commercial:
AMP Service
Change of Service:
From AMP Service to AMP Service
Manufactured Building
Other.
Description of Work:
Application Fee: 10.00
S OL
TOTAL DUE:
By Signing this application I am stating that I am in compliance with Cit of San Electrical Code.
Applicant's Signature
2--- C C SZ Z
State License Number
t.,I rsY CJI7 ., F WPM " DAM '
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P "' o i
CM4TROIL
Sentricon* Colony Elimination System
Pretreatment Plan Agreement
Date of Install :
Contract Number
PUCHASEiiRR S NAME AND ADDRESS
Name .1- - A=)
Address 2t
Phone & Email
LA- :
Quarterly Payment Amount "6
First payment due on the Install Anniversary Date)
Any payment deemed 30 days past due will result
in the cancellation of this Warranty and justify
removal of the Sentricon System.
CUSTOMERS NAME AND ADDRESS
Name
Address
City/State/Zip
Phone & Email
INSTALLATION ADDRESS: L__. elli '.`, C 'u'. e'
SPECIAL OR ADDITIONAL COMMENTS
NOTIFICATION STICKER LOCATED: -
DAMAGE REPAIR WARRANTY From the date of installation of the Sentricon* Colony Elimination System, Apex will
warrant the structure(s) against subterranean termite damage. If subterranean termite damage occurs to the described
property during the warranty period, Apex will, upon notification and inspection, arrange for the necessary repairs and pay
the cost of labor and materials not to exceed $1,000,000. Apex may chemically treat the affected area of the property at no
additional cost to the Customer.
THE UNDERSIGNED CONSENTS TO AND AUTHORIZES THE WORK CONTEMPLATED HEREIN, AND FURTHER
AGREES THAT THE TERMS AND CONDITIONS STATED ON EITHER SIDE OF THE AGREEMENT SHALL
GOVERN HE RELATIONSHIP OF THE PARTIES.
Apex Representative Signature Date ustomer or Agent Signature Date
Apex Pest Control Inc., (Apex) will, in substantial compliance with all federal, state, and local laws, rules, and regulations, and
all applicable recommendations contained in literature provided by DowElanco:
1. install Sentricon* stations (the Stations) in the soil around the outside perimeter of the structure(s).
2. monitor those Stations for twelve months from the date hereof;
3. during those years, add Recruit* termite bait and remove it from the Stations as appropriate; and
4. during those years, inform the Customer of:
a. any new or increased termite activity noted at the Stations
b. any addition or removal of Recruit* of Recruit* termite bait; and
C. any observed effect of the Sentricon* Colony Elimination System (Sentricon) on termite activity.
The Company will extend this Service Commitment following the original twelve month obligation. The Sentricon
Pretreatment Plan. iaperaintained for the LIFETIME of the identified property subject to the terms and conditions of this
agreement for quarter (3mo period) payable on or before the end of the previous monitoring period. After
the fifth year, and each year thereafter, Apex reserves the right to revise the quarterly payment amount, not to exceed 10%
per year.
The Customer warrants full cooperation with Apex during the term of this Agreement, and agrees to maintain the area(s)
baited free from any factors contributing to infestation such as wood, trash, lumber, direct wood -soil contact, standing water
under pier type structure, or as noted in "Special or Additional Comments". The Customer also agrees to notify Apex of and
eliminate faulty plumbing; leaks; dampness from drains; condensation or leaks from the roof or otherwise into, onto, or under
the area(s) baited. At no time will damage caused to any portion(s) of the Structure(s), even by an active wood destroying
insect infestation, be the responsibility of Apex in areas where any of the conditions described in this Paragraph exist. Failure
of Apex to alert the Customer to any of the above conditions does not alter the Customers responsibility under this paragraph.
DISCLAIMER: COMPANY DISCLAIMS ALL OTHER WARRANTIES, WHETHER EXPRESS OR IMPLIED,
INCLUDING STATUTORY WARRANTIES, AND SPECIFICALLY DISCLAIMS ANY IMPLIED WARRAINTES OF
MERCHANTABILITY, FITNESS FOR A PARTICULAR PURPOSE, OR WARRANTY OF WORKMANLIKE SERVICE.
FURTHER, COMPANY HAS MADE NO AFFIRMATION OF FACT OR PROMISE RELATING TO THE PRODUCT OR
SERVICE PROVIDED HEREUNDER THAT HAS CREATED OR AMOUNTED TO AN EXPRESS WARRANTY.
Customer expressly waives and releases any claims in any lawsuit, arbitration or other legal proceeding against Apex for
negligence, torts, personal injury, death, violation of any statute, rule, or regulation, loss of use, diminution of value, economic,
compensatory, incidental, consequential, exemplary, punitive, liquidated, treble, or special damages if any kind, and in no
event shall Apex be liable for any amount greater that amount paid by the Customer to Apex for the service to be performed.
SENSITIVITY/PHYSICAL FACTORS: Customer understands and agrees that (1)k is the responsibility of all family members, visitors,
guests, and/or other temporary or permanent occupants to consult a physician if necessary regarding any affects the Property treatment
may have and (2)it Is their responsibility to notify Apex in writing not less than two (2) days prior to treatment regarding any allergy or
sensitivity concerning odors, dust, pollen, respiratory illness, or other condition that may be activated or exacerbated by the products and or
techniques utilized by Apex.
GENERAL TERMS AND CONDITIONS
By specific reference hereto, the Customer understands that the general terms and conditions are hereby made part of this contract and
apply without exception.
1. DOWELANCO OWNERSHIP OF SENTRICON* SYSTEM COMPONENTS: The Customer understands that: All components
of the Sentricon *System (Components) are and will remain to property of DowElanco. The Customer has no rights to any of the
Components, and the Purchaser may not alter, remove, or modify the components in any way, other than the right to their use as
Installed by Apex on the Customer's premises under this agreement.
2. On expiration or termination of this Agreement, Apex and DowElanco or its representative are authorized by the Customer to
retrieve from the Customer's premises the Stations and other Components contained therein for appropriate disposition.
3. If Apex, for whatever reason, ceases to represent or to be authorized to represent, the Sentricon* System
a. Apex will: (1)so notify the Customer; (2)offer Customer the alternatives of either using a different form of termite protection
or discontinuing the relationship(note: Conventional "liquid barrier" method of termite control may not offer an effective
means of controlling certain termite infestations of certain structures. In such event Apex may not be able to offer a different
form of termite protection, and therefore may have to discontinue the relationship.); (3)lf the Customer and Apex (Parties)
agree on use of a different form of termite protection, give the Customer credit for service paid for but not yet received; (4)if
the Customer elects to discontinue the relationship, or if Apex cannot offer an effective different form of termite protection,
refund to the Customer an amount equal to the fee paid for services not yet received, and; (5)retrieve, or advise DowElanco or
its representatives where to retrieve, the Components from the Customer's premises; and
b. the Customer will; (1)grant Apex and DowElanco or its representative reasonable access to the premises for the retrieval of
the Components; and; (2)either agree with Apex on the use of a different form of termite control or elect to discontinue this
relationship.
ADDITIONS AND/OR ALTERATIONS This Agreement covers the Structure(s) identified herein as of the date of the initial installation.
Prior to; (1)the Structure(s) being structurally modified, altered, or otherwise changed or; (2) to any termiticide being applied on or close to
the location of any Station, or; (3) soil is removed or added around the foundation, or; (4) any tampering of baiting equipment or supplies
occurs, the Customer will immediately notify Apex in writing. Failure to notify Apex in writing of the events listed above may void this
Agreement. Additional services because of any alteration, addition, or other such event, may be provided by Apex at the Customers
expense, and may require and adjustment In the annual fee.
DAMAGE RELATED TO SERVICE Apex will exercise due care while performing any work hereunder in avoidance of damaging any part
of the Customer's property, plants, or animals. Under no circumstances or conditions shall Apex be responsible for damage caused at the
time the work is performed except those damages resulting from gross negligence on the part of Apex.
PAYMENT/DEFAULT. All payments due pursuant to this Agreement shall be made at the Apex Corporate Headquarters located in
Merritt Island, Brevard County, Florida. In the event of failure to make payment when due, or any other default by Customer (1) Apex may
without notice, terminate this Agreement and pursue all other available remedies, which shall be cumulative, and (2) interest shall accrue at
the highest rate allowed by law during the period of any delinquency, and (3) Customer agrees to pay all costs and attorneys fees Incurred by
Apex, whether or not suit is brought.
VENUE/SEVERABILITY. Venue for any and all legal proceedings shall be In Brevard County, Florida. If any part of this Agreement is
held to be invalid or unenforceable for any reason, the remaining terms and conditions of this Agreement shall remain in full force and
effect.
CHANGE IN LAW. In the event of a change in applicable law as it pertains to the services promised herein, Apex reserved the right to
revise the annual extension charge or terminate this Agreement.
DISCLAIMER/CONDUCIVE CONDITIONS Apex's liability under this Agreement will be terminated if Apex is prevented from fulfilling
its responsibilities under the terms of this Agreement by any reason of delays in transportation, shortages of fuel/or materials, strikes,
embargoes, fires, floods, hurricanes, storms, quarantine restrictions, or any other act of God or circumstances beyond the control of Apex.
Apex disclaims any liability for special, incidental, or consequential damages. This Agreement does not cover and Apex will not be
responsible for; (1)termite damage resulting from water leakage; (2)termite damage resulting from masonry failure or grade alterations;
3)termite damage resulting from direct wood to soil contact; (4)furniture and contents; (5)areas of existing damage unless areas have been
repaired by Customer's evidence of receipts.
ARBITRATION. Not withstanding any provision contained herein regarding litigation, in the event of any dispute arising hereunder,
Customer agrees to submit the dispute to the least expensive procedure of arbitration in accordance with the rules and procedures for
commercial arbitration of the American Arbitration Association or any successor organization, and in accordance with and subject to all the
provisions of the Uniform Arbitration Act as in force In the State of Florida, or the Federal Arbitration Act, 9 U.S.C. section 1, et M. The
proceeding shall be governed by one arbitrator, and the location of arbitration will be Brevard County, Florida at the offices of Apex or its
designee. The arbitrator will have the complete power to determine all issues of fact and law, and any determination of the arbitrators will
be final and conclusive, and binding on both parties. Customer agrees that any such arbitration shall be conducted on an Individual basis,
and not a class wide basis. Apex shall recover all fees, costs, and attorneys fees associated with the arbitration proceeding.
ENTIRE AGREEEMENT. The service Agreement signed at the time of purchase constitutes the entire Agreement between the parties and
no other representations of statements will be binding on the parties.
REFUNDS. Apex at any time on or after 36 (tbirty-six) months from the initial date of installation, terminate this Agreement and be
relieved of any liability hereunder if Apex determines, in its sole discretion, that it is unable to prevent or stop further damage to Property
from subterranean termite activity. Partial refunds may be made under the discretion of Apex Pest Control Inc.
NOTICE OF CLAIMS, ACCESS TO PROPERTY. Any claims under the terms of this Agreement must be made immediately In writing to
The Apex Corporate Office. Apex is only obligated to perform under this Agreement if the Customer allows Apex access to the identified
Property for any purpose contemplated by this Agreement, including but not limited to re -inspection, whether the inspection was requested
by the Customer or considered necessary by Apex.
LIMITED ASSIGNABILITY. This Agreement is assignable by Customer for a period of I (one) year from its effective date. After this
initial 12 (twelve) month period, Customer may transfer or assign this Agreement with a transfer fee payable to Apex within 30
thirty) days of the transfer of the treated Property.
Trademark of DowElanco
Brevard Area Orlando Area Tampa/Sarasota Area
508 S Plumosa St. 7006 Stapoint Ct. #G 5314 Faulkenburg Rd N
Merritt Island, FL 32952 Winterpark, FL 32792 Tampa, FL 33510
407-459-2847 407-858-0540 813-221-2947
800-929-2847 888-764-2847 877-459-2847
A.B. 0ESIGN GRDUP, INC.
1441 C^ 0427 NORTH
L-0MCiWCO0. FR- . 32750
PH., (407) 774-0078 Ft^Xl (407) 774-4078
BAKERS CROSSING LOT# 87
1965"-R
REVISED SQFTG,
SQ. FT. CALC.'S
LIVING 1967 SQ. FT.
GARAGE 412 Sty. FT.
ENTRY 22 SQ. FT.
PATIO 54 SQ. FT.
TOTAL 2455 SQ. FT.
r.
VM k04 2 .
3/l /02
ii111WAPE
PEST
C0t4TJFRC?L-
Sentricon* Colony Elimination System
Pretreatment Plan Agreement
Date of Install :
Contract Number
PUCHASERS NAME AND ADDRESS
Name
Address'`
f
City/State/Zip aLL"" O
Phone & Email
Quarterly Payment Amount;
First payment due on the Install Anniversary Date)
Any payment deemed 30 days past due will result
In the cancellation of this Warranty and justify
removal of the Sentricon System.
CUSTOMERS NAME AND ADDRESS
Name
Address
City/State/Zip
Phone & Email
INSTALLATION ADDRESS:
SPECIAL OR ADDITIONAL COMMENTS
NOTIFICATION STICKER LOCATED:
DAMAGE REPAIR WARRANTY From the date of Installation of the Sentricon* Colony Elimination System, Apex will
warrant the structure(s) against subterranean termite damage. If subterranean termite damage occurs to the described
property during the warranty period, Apex will, upon notification and inspection, arrange for the necessary repairs and paythecostoflaborandmaterialsnottoexceed $1,000,000. Apex may chemically treat the affected area of the property at no
additional cost to the Customer.
THE UNDERSIGNED CONSENTS TO AND AUTHORIZES THE WORK CONTEMPLATED HEREIN, AND FURTHER
AGREES THAT THE TERMS AND CONDITIONS STATED ON EITHER SIDE OF THE AGREEMENT SHALL
GOVWHE RELATIONSHIP OF THE PARTIES.
Apex Representative Signature Date ustomer or Agent Signature Date
Apex Pest Control Inc., (Apex) will, In substantial compliance with all federal, state, and local laws, rules, and regulations, and
all applicable recommendations contained In literature provided by DowElanco:
1. Install Sentricon* stations (the Stations) in the soil around the outside perimeter of the structure(s).
2. monitor those Stations for twelve months from the date hereof,
3. during those years, add Recruit* termite bait and remove It from the Stations as appropriate; and
4. during those years, Inform the Customer of:
a. any new or increased termite activity noted at the Stations
b. any addition or removal of Recruit* of Recruit* termite bait; and
C. any observed 'effect of the Sentricon* Colony Elimination System (Sentricon) on termite activity.
The Company will extend this Service Commitment following the original twelve month obligation. The Sentricon .
Pretreatment Plan may maintained for the LIFETIME of the Identified property subject to the terms and conditions of this
agreement for er quarter (3mo period) payable on or before the end of the previous monitoring period. After
the fifth year, and each year thereafter, Apex reserves the right to revise the quarterly payment amount, not to exceed 10%
per year.
The Customer warrants full cooperation with Apex during the term of this Agreement, and agrees to maintain the area(s)
baited free from any factors contributing to infestation such as wood, trash, lumber, direct wood -soil contact, standing water
under pier type structure, or as noted in "Special or Additional Comments". The Customer also agrees to notify Apex of and
eliminate faulty plumbing; leaks; dampness from drains; condensation or leaks from the roof or otherwise into, onto, or under
the area(s) baited. At no time will damage caused to any portion(s) of the Structure(s), even by an active wood destroying
insect infestation, be the responsibility of Apex in areas where any of the conditions described in this Paragraph exist. Failure
of Apex to alert the Customer to any of the above conditions does not alter the Customers responsibility under this paragraph.
DISCLAIMER: COMPANY DISCLAIMS ALL OTHER WARRANTIES, WHETHER EXPRESS OR IMPLIED,
INCLUDING STATUTORY WARRANTIES, AND SPECIFICALLY DISCLAIMS ANY IMPLIED WARRANNTES OF
MERCHANTABILITY, FITNESS FOR A PARTICULAR PURPOSE, OR WARRANTY OF WORKMANLIKE SERVICE.
FURTHER, COMPANY HAS MADE NO AFFIRMATION OF FACT OR PROMISE RELATING TO THE PRODUCT OR
SERVICE PROVIDED HEREUNDER THAT HAS CREATED OR AMOUNTED TO AN EXPRESS WARRANTY.
Customer expressly waives and releases any claims in any lawsuit, arbitration or other legal proceeding against Apex for
negligence, torts, personal Injury, death, violation of any statute, rule, or regulation, loss of use, diminution of value, economic,
compensatory, incidental, consequential, exemplary, punitive, liquidated, treble, or special damages If any kind, and in no
event shall Apex be liable for any amount greater that amount paid by the Customer to Apex for the service to be performed..
SENSITIVITY/PHYSICAL FACTORS: Customer understands and agrees that (1)it is the responsibility of all family members, visitors, guests, and/or other temporary or permanent occupants to consult a physician If necessary regarding any affects the Property treatmentmayhaveand (2)it is their responsibility to notify Apex in writing not less than two (2) days prior to treatment regarding any allergy orsensitivityconcerningodors, dust, pollen, respiratory illness, or other condition that may be activated or exacerbated by the products and or
techniques utilized by Apex.
GENERAL TERMS AND CONDITIONSByspecificreferencehereto, the Customer understands that the general terms and conditions are hereby made part of this contract and
apply without exception.
1. OWELANCO OWNERSHIP OF SENTRICON* SYSTEM COMPONENTS: The Customer understands that: All componentsDtheSentricon *System (Components) are and will remain to property of DowElanco. The Customer has no rights to any of the ofodifythecomponentsinanyway, other than the right to their use as Components, and the Purchaser may not alter, remove, or m Installed
by Apex on the Customer's premises under this agreement. 2.
On expiration or termination of this Agreement, Apex and DowElanco or Its representative are authorized by the Customer to retrievefromtheCustomer's premises the Stations and other Components contained therein for appropriate disposition. 3.
If Apex, for whatever reason, ceases to represent or to be authorized to represent, the Sentricon* System a.
Apex will: (1)so notify the Customer; (2)offer Customer the alternatives of either using it different form of termite protection ordiscontinuingtherelationship(note: Conventional "liquid barrier" method of termite control may not offer an effective meansofcontrollingcertaintermiteInfestationsofcertainstructures. In such event Apex may not be able to offer a different form
of termite protection, and therefore may have to discontinue the relationship.); (3)if the Customer and Apex (Parties) agree
on use of it different form of termite protection, give the Customer credit for service paid for but not yet received; (4)lf theCustomerelectstodiscontinuetherelationship, or if Apex cannot offer an effective different form of termite protection, refundtotheCustomeranamountequaltothefeepaidforservicesnotyetreceived, and; (5)retrieve, or advise DowElanco'or Itsrepresentativeswheretoretrieve, the Components from the Customer's premises; and b.
the Customer will; (1)grant Apex and DowElanco or Its representative reasonable access to the premises for the retrieval of theComponents; and; (2)elther agree with Apex on the use of a different form of termite control or elect to discontinue this relationship.
ADDITIONSAND/OR ALTERATIONS This Agreement covers the Structure(s) Identified herein as of the date of the initial installation. Priorto; (1)the Structure(s) being structurally modified, altered, or otherwise changed or; (2) to any termiticide being applied on or close to thelocationofanyStation, or; (3) soil is removed or added around the foundation, or; (4) any tampering of batting equipment or supplies occurs, the Customer will immediately notify Apex in writing. Failure to notify Apex in writing of the events listed above may void this Agreement.
Additional services because of any alteration, addition, or other such event, may be provided by Apex at the Customers expense,
and may require and adjustment in the annual fee. DAMAGERELATEDTOSERVICEApexwillexerciseduecare while performing any work hereunder in avoidance of damaging any part oftheCustomer's property, plants, or animals. Under no circumstances or conditions shall Apex be responsible for damage caused at the time
the work is performed except those damages resulting from gross negligence on the part of Apex. PAYMENT/
DEFAULT. All payments due pursuant to this Agreement shall be made at the Apex Corporate Headquarters located in MerrittIsland, Brevard County, Florida. In the event of failure to make payment when due, or any other default by Customer (1) Apex may withoutnotice, terminate this Agreement and pursue all other available remedies, which shall be cumulative, and (2) interest shall accrue at thehighestrateallowedbylawduringtheperiodofanydelinquency, and (3) Customer agrees to pay all costs and attorneys fees incurred by Apex,
whether or not suit is brought. VENUE/SEVERABILITY. Venue for any and all legal proceedings shall be In Brevard County, Florida. If any part of this Agreement is heldtobeinvalidorunenforceableforanyreason, the remaining terms and conditions of this Agreement shall remain in full force and effect.
CHANGEIN LAW. In the event of a change In applicable law as it pertains to the services promised herein, Apex reserved the right. to revise
the annual extension charge or terminate this Agreement. DISCLAIMER/CONDUCIVE CONDITIONS Apex's liability under this Agreement will be terminated if Apex Is prevented from fulfilling Its
responsibilities under the terms of this Agreement by any reason of delays in transportation, shortages of fuellor materials, strikes, embargoes, fires, floods, hurricanes, storms, quarantine restrictions, or any other act of God or circumstances beyond the control of Apex. Apex
disclaims any liability for special, incidental, or consequential damages. This Agreement does not cover and Apex will not be responsible
for; (1)termite damage resulting from water leakage; (2)termite damage resulting from masonry failure or grade alterations; 3)termite damage resulting from direct wood to soil contact; (4)furniture and contents; (5)areas of existing damage unless areas have been. repaired
by Customer's evidence of receipts. ARBITRATION.
Not withstanding any provision contained herein regarding litigation, in the event of any dispute arising hereunder, Customer
agrees to submit the dispute to the least expensive procedure of arbitration in accordance with the rules and procedures for commercial
arbitration of the American Arbitration Association or any successor organization, and in accordance with and subject to all the provisions
of the Uniform Arbitration Act as in force in the State of Florida, or the Federal Arbitration Act, 9 U.S.C. section 1, et seg. The proceeding
shall be governed by one arbitrator, and the location of arbitration will be Brevard County, Florida at the offices of Apex or Its designee. The arbitrator will have the complete power to determine all issues of fact and law, and any determination of the arbitrators will be
final and conclusive, and binding on both parties. Customer agrees that any such arbitration shall be conducted on an individual basis, and
not a class wide basis. Apex shall recover all fees, costs, and attorneys fees associated with the arbitration proceeding. ENTIRE
AGREEEMENT. The service Agreement signed at the time of purchase constitutes the entire Agreement between the parties and no
other representations of statements will be binding on the parties. REFUNDS.
Apex at any time on or after 36 (thirty-six) months from the initial date of installation, terminate this Agreement and be relieved
of any liability hereunder If Apex determines, in its sole discretion, that it is unable to prevent or stop further damage to Property. from
subterranean termite activity. Partial refunds may be made under the discretion of Apex Pest Control Inc. NOTICE
OF CLAIMS, ACCESS TO PROPERTY. Any claims under the terms of this Agreement must be made immediately in writing to The
Apex Corporate Office. Apex is only obligated to perform under this Agreement if the Customer allows Apex access to the identified Property
for any purpose contemplated by this Agreement, Including but not limited to re -Inspection, whether the Inspection was requested by
the Customer or considered necessary by Apex. LIMITED
ASSIGNABILITY. This Agreement is assignable by Customer for a period of 1 (one) year from Its effective date. After this initial
12 (twelve) month period, Customer may transfer or assign this Agreement with a = transfer fee payable to Apex within 30 thirty)
days of the transfer of the treated Property. Trademark
of DowElanco Brevard
Area Orlando Area Tampa/Sarasota Area 508
S Plumosa St. 7006 Stapoint Ct. #G 5314 Faulkenburg Rd N Merritt
Island, FL 32952 Wlnterpark, FL 32792 Tampa, FL 33510 407-
459-2847 407-858-0540 813-221.2847 800-
929-2847 888-764-2847 877459.2847
cu
14 CITY OF SANFORD PERMIT APPLICATION
Permit No.: ca . ( - Date:
JobAddress:
I.
Permit Type: Building Electrical Mechanical Plumbing Fire Alarm/Sprinkler
Description of Work: F
v.
Additional Information for Electrical & Plumbing Permits
Electrical: —Addition/Alteration Change of Service Temporary Pole _New AMP Service (N of AMPS )
Plumbing/Residential: Addition/Alteration New Construction (One Closet Plus Additional)
Plumbing/Commercial: Number of Fixtures Number of Water & Sewer Drainage Lines Number of CUS Llm
Occupancy Type: Residential _Commercial 4dj Nomber
tal Sq Ftg: '?'' ° Value of Work: S_„ QQ .
Type of Construction: mood of Stories: ` Number of Dwelling Unit::
Pararcel No.: (Attach Proof of Ownership & Legal Description)
P
Owner/Address/Phone: =t!) Sri(' ` erg % e 59 -q 1O i -
i„cr-, Ltv,:7--J.k;t,ONt,1 -1,:r- _ `` i(:
1Q" 0-1RVJ00 F L State License Number. ce:('05615 '%
Contact Person: ACO i J Phone & Fax Number. AO'% ' -q iC it2 4ZZrt3
Title Holder (If other than Owner): rV Ar
Address:
Bondingbompany: NX
Address:
Mortgage Lender
Address:
N
Architect/Engineer C "
n
P Phone No.: '1 f:14 -
Address:Qt i NSR• '` 15111-1 i t•Lp6—kr-f Al a Ar Fax No.; 404 2 -
Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation hascommencedpriortotheissuanceofapermitandthatallworkwillbeperformedtomeetstandardsofalllawsregulatingconstructioninthisjurisdiction. 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 OFCOMMENCMNTMAYRESULTINYOURPAYINGTWICEFOP, Z4PROVEMENI'S TO YOUR PROPERTY. IF YOU
INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDTNG 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 gmernmental entities such as
water management districts, state agencies, or federal agencies.
Ace fence of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law. FS 713.
Signature of Owner/Agent Date (;Fiature of Contractor/Ageent Date
Print
Date
My Comm E-M. 7126"20()2No. CC 762421
fY... ,aw Known I10" I.D.
Owner/Agent is V Personally Known to Me or
Produced ID
APPLICATION APPROVED BY:y/ S 74
Print
Contractor/Agent is
Produced ID _
FATMM U DMATON
My Comm DO. 7/26/2002
No. CC 762427
t erson* Known I I oMa I.O.
Personally Known to irk or
Dais: d - /'i - - u e,
Special Conditions:
Nso, ..... ..... ...+ is 164 of its a YO W M a ala 1 long THIS
INSTRUMENT PREPARED BY: Patricia
L. Coulton D.
R. Horton ,ne
NInc 6250
Hazeltiational
Drive, Ste.: 102 Orlando, Florida
32822 RECORD AND
RETURN TO: D.R.
Horton Inc. 6250 Hazeltine
National Drive, Ste.: 102 Orlando, Florida
32822 NARYANNE NORSE9
CLERK OF CIRCUIT COURT SENINME COUNTY
BK 04429
PG 1026 CLERK'S #
2002691084 RECORDED 06/
07/a' N Oh W e MPH RECORDING FEES
6.00 RECOR)ED
BY L "inlay NOTICE OF
COMMENCEMENT Prepare in
duplicate) The undersigned
hereby gives notice that improvement will be made to certain real property, and in accordance with Chapter713, Florida Statutes, the following information is provided in the Notice of Commencement. Description of
ppropperty: Lot(s)
4 , 45, 47, 48 and 58 Bakers Crossing Phaae 1 Plat Book 60, Page(s) 27- 29, Public Records of Semino e
County, Florida General description
of improvements: SingleFamily Dwelling Owner(s):
D.R. Horton, Inc., a Delaware Corporation Address: 6250
Hazeltine National Drive, Ste.: 102, Orlando, FL 32822 Owner's
interest in site of the improvements: Fee Simple Fee Simple
Title Holder (if other than Owner): Name: Phone #:
Address: Fax #:
Contractor: D.
R. Horton, Inc. Phone #: Address: 6250
Hazeltine National Drive, Ste.: 102, Orlando, FL 32822 Surety (if
any): Address: Phone #:
Amount of
bond: $0.00 Fax #: Lender: Phone #:
Address: Fax #:
1 of .;,
D£
PCJ7?°
t'.LERK Fax #: UUN
0 7 Persons within
the State of Florida designated by Owner upon whom notices or other documents may be served as provided bySection713.13(1)(a)7, Florda Statutes: Name: Address:
In
addition
to himself, owner designates the following person to receive a copy of the Lienor's Notice as provided in Section 713.13(l)(b), Florida Statutes: Name: Address:
Expiration
date
of Notice of Commencement: (the expiration date is one (1) year from the date of recording unless a different dateisspecified): D.R.
Horton, Inc. 0 by:
e
awson,
ssistant ecretary Corporate Seal)
STATE OF
FLORIDA COUNTY OF
ORANGE The foregoing
instrument was acknowledged before me this day of ,2009- by Robert
A. Lawson Assistant Secretary of D.R. Horton, Inc., a e aware Corpora on, on behal ' ttecorporation. He/She
is personally "own to me. Notary Public,
State and County Aforesaid 4 PATRICIA
L. COt1LT•- TAnV o
MY Comm &P. 7/2W2002 N PWLICsNo. CG'
82427 t I
OVW I.D. Notary Seal
FORM 60OA-2001
FLORIDA ENERGY EFFICIENCY CODE
FOR BUILDING CONSTRUCTION
Florida Department of Community Affairs
Residential Whole Building Performance Method A
Project Name: 2879 Builder: < DR HOgTON
Address: " :-111`' Permitting Office: CJT_: e
City, State ic. C.i t ? i Permit Number: C -2- - I (t,tc,
Owner: D. Z Jurisdiction Number: &47 (56c 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 11.
Ducts a.
Sup: Unc. Ret: Unc. AH: Interior b.
N/A New
12. Cooling systems Single
family 1
a.
Central Unit 4 _
b. N/A No _
2872
R2 c. N/A 319.
0 ft2 _ 13. Heating systems 0.
0 ft2 a. Electric Heat Pump 0.
0 ft2 _ 0.
0 R2 b. N/A R=
5.0, 173.0(p) ft _ c. N/A R=
11.0, 460.0ft2 14.
Hot water systems a.
Electric Resistance R=
3.0, 876.0 ft2 _ R=
11.0, 785.0 ft2 _ b. N/A R=
11.0, 622.0 ft2 _ c.
Conservation credits HR-
Heat recovery, Solar DHP-
Dedicated heat pump) R=
19.0, 2091.0 ft2 15. HVAC credits CF-
Ceiling fan, CV -Cross ventilation, HF-
Whole house fan, PT -
Programmable Thermostat, Sup.
R=6.0, 320.0 ft _ MZ-C-Multizone cooling, MZ-
H-Multizone heating) Glass/
Floor Area: 0.11 Total as -built points: 33937 PASS Totalbasepoints: 38807 I
hereby certify that the plans and specifications covered by
this calculation are in compliance with the Florida Energy
Code. PREPARED
BY: a)zk\eZ DATE: 05.
02 1 hereby
certify that this building, as designed, is in compliance with
the Florida Ener Code. OWNER/AGENT:
DATE: - Review
of
the plans and specifications covered
by this calculation indicates
compliance with the
Florida Energy Code. Before construction
is completed this building
will be inspected for compliance with
Section 553.908 Florida Statutes.
BUILDING OFFICIAL:
W DATE: Cap:
60.
0 kBtu/hr _ SEER:12.
05 _ Cap: 60.
0 kBtu/hr _ HSPF: 8.
25 Cap: 50.
0 gallons _ EF: 0.
86 PT, _
PLAT 0'F SURVEY
DESCRIPTION: (AS FURNISHED)
LOT 43, BAKERS CROSSING, PHASE 1,
AS RECORDED IN PLAT BOOK 60, PAGES 27-29, OF THE PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA
1 " 30'
GRAPHIC SCALE_.
0 15 30
DA= 89'41'19"
R=25.00'
L=39.13'
CB=S45'33'06"W
C=35.26'
NOT PLATTED
PER THIS PLAT
d°
S 61.87'
S89'36'15"E
1 I
o LOT 43
n
N I1
90
no CP' I
1 16.8'
W w
INdN
LOT 42 6 C4 9 TWO STORY
n CONCRETE BLOCK o
r- n h WOOD FRAME.
RESIDENCE
0 l FINISH FLOOR
Z ELEVATION-33.89
a p234 BELGIAN WAY
I
W
W
J
COVERED
ENTRY
n 56 I i do
9.7' IJ v 14. 7' I a in3
1 n22,3 n
CONCRE TE `.3'WALK r
IoRIVEWAYc> i
n
N
10' UTILI Y EASEMENT
I6 0 "OWALKIS
1.6' OFF
yl•N89'36'1,5W WALK IS Jp
n
3R'
POINT ON
N89'21'24"E _ (_\ PLAT BOUNDARY
25.00'
wY.
3v
I
In
00 I
g
nl a
m n
4.0
N 4} 4. N o3
IZ
O (zv
U) wn
1
589'17'34"E w
25 00 "' Na
O
IZ
1
nlv
I
NIg 37.01 5 OFF
PT INI I
145.33' i
o - '--- '- ------
ag 86.73' 7n PI
LN89'36'15"W 232.06' CENIERUNE OF.) LJJ'\1 RIGHT-
OF-WAY BELGIAN
WAY 50'
RIGHT OF WAY CERTIFIED
TO AND FOR THE TRACT A EXCLUSIVE
USE OF: D.
R.H. TITLE COMPANY OF FLORIDA INC. FIDELITY
NATIONAL TITLE INSURANCE COMPANY OF PENNSYLVANIA CH
MORTGAGE COMPANY, I , LTD. HANS
SCHMIDT AND RAISA SCHMIDT AND ANDREI
HINTZE AND JENNIFER RICARDO NOTE:
W
J
V
Y
NOTE:
THE
FINISHED FLOOR ELEVATION OF THIS STRUCTURE
MEETS OR EXCEEDS THE THE
REQUIREMENTS SET FORTH IN THE CITY
OF SANFORD CODE CHAPTER 6, SEC. 6-7(A). 1.
ALL DIRECTIONS AND DISTANCES HAVE LEGEND BEENFIELDVERIFIEDANDANYINCONSISTENCIES
HAVE BEEN NOTED ON THE BUILDING SETBACK LINE SURVEY,
IF ANY. CENTERLINE 0 FND NAIL AND DISC L8
N4671 (1f7/03) 2.
PROPERTY CORNERS SHOWN HEREON WERE RIGHT OF WAY LINE FND 5/8" IRON ROD AND ;"nP A
EXISTING ELEVATION LB #4671 (1/7/03) SET/
FOUND ON 1-7-03, UNLESS OTHERWISE SHOWN.
CONCRETE CNA
CORNER NOT ACCESSIBLE I -
I p DENOTES DELTA ANGLE 3.
THE SURVEYOR HAS NOT ABSTRACTED THE LB
LAND SURVEYING BUSINESS L DENOTES ARC LENGTH LAND
SHOWN HEREON FOR EASEMENTS, RIGHT OF l5
PRM
LAND
SURVEYOR PT
ENMANENT REFERENCEMONUMENC.8.
t DENOTES
CHORD
BEARING DENOILS P0IN1
or :ulevnwitl: WAY, RESTRICTIONS
OF RECORD WHICH MAY PCP PERMANENT CONTROL POINT PI DENOTES POINT OF INTERSECTION AFFECT THE
TITLE OR USE OF THE LAND. P) PER PLAT PRC DENOTES POINT OF REVERSE CURVATURE M) MEASURED
PT DENOTES POINT OF TANGENCY FND FOUND
TYP TYPICAL 4. NO
UNDERGROUND IMPROVEMENTS HAVE BEEN C/W CONCRETE WALK A/C AIR CONDITIONER LOCATED EXCEPT
AS SHOWN. S/W SIDEWALK CBW CONCRETE BLOCK WALL CP CONCRETE
PAD RP RADIUS POINT CS CONCRETE
SLAB OHU OVERHEAD UTILITY LINE: 5. NOT
VALID WITHOUT THE SIGNATURE AND THE G CHORD LENGTH ID IDENTIFICATION ORIGINAL RAISED
SEAL OF A FLORIDA LICENSED PK PARKER
KALON SURVEYOR AND
MAPPER. I HAVE
EXAMINED THE F.I.R.M. COMMUNITY PANEL NO 120289
0045 E DATED 4/17/95 AND FOUND THE SUBJECT
PROPERTY APPEARS TO LIE IN A PORTION OF ZONE X,
AREA OUTSIDE 100 YEAR FLOOD PLAIN. ELEVATIONS SHOWN
HEREON ARE BASED ON SEMINOLE COUNTY VERTICAL CONTROL
AS FURNISHED, BEARINGS SHOWN
HEREON ARE BASED ON THE SOUTHERLYLINEOFLOT43BEINGN
89'36'15" W PER PLAT. FIELD DATE:)
1-7-03 REVISED: SCALE: 1 =
30 FEET APPROVED BY:
WRM JOB N0.
ASM32968 FINAL 1-
7-03/CC FOUNDATION 9-
12-02/ DRAWN BY:
PLOT PLAN4-
25-02 LOT FIT
5-2-01 JML 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 OFPROFESSIONAL SURVEYORS AND MAPPERS
IN CHAPTER 61G17-6, FLORIDA
ADMINISTRATIVE CODE PURSUANT TO CHAPTER
472.027, FLORIDA 1- 8 -oz-
1 IV It I
OR Ir tA I1IE
LLIAM R. MU
CATEO JR PSM#4928 DATE LI.
MIC
MiTeke
MiTek Industries Inc
16472 Segovia Circle North
Pembroke Pines, FL 333314627
USA
Fax (954) 680 4395
April 26, 2002
The tress drawings referenced below, have been prepared under my direct supervision based
on the parameters provided by Accu-Span Truss Company using MiTek 2000 software.
Pages or sheets covered by this seal : I3143941 thru I3143975. Total: 35 drawings.
Job DR2879C
Builder D.R. HORTON
Location STANDARD MODEL 2879C 4467- y3
County SEMINOLE
Truss Engineer :Junaidie Budiman, PE # 45161.
Address :16472 Segovia Circle North
Pembroke Pines, FL 33331-4627.
This serves as the cover sheet in conformance to Chapter 61G15-31 Section 003 of the
Florida Board of Professional Regulation.
This package include: 1) 35 Truss drawing.
2) Truss Index.
OFFICE C04"1
April 26, 2002
Junaidie Budiman, PE
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 building designer, per ANSI/TPI 1-1995 Sec.2.
TRUSS INDEX OF JOB DR2879C
Trusses included=35
0,"\DR2879C\a.tre" 13143941
1,"\DR2879C\al1.tre" 13143942
2,"\DR2879C\alla.tre" 13143943
3,'1DR2879C\a7.tre" 13143944
4,"\DR2879C\a7a.tre" 13143945
5,"\DR2879C\a9.tre" 13143946
6,"0R2879C\a9a.tre" 13143947
7,"\DR2879C\b.tre" 13143948
8,"\DR2879C\b7.tre" 13143949
9,nDR2879C\b9.tre" 13143950
10,"\DR2879C\c1.tre" 13143951
11,"\DR2879C\cll.tre" 13143952
12,"\DR2879C\cl3.tre" 13143953
13,"\DR2879C\c15.tre" 13143954
14,"\DR2879C\c1gab.tre" 13143955
15,'\DR2879C\c7.tre" 13143956
16,"\DR2879C\c9.tre" 13143957
17,"\DR2879C\d.tre" 13143958
18,"\DR2879C\d1.tre" 13143959
19,"\DR2879C\d2.tre" 13143960
20,"\DR2879C\fl9.tre" 13143961
21,"\DR2879C\f22.tre" 13143962
22,"\DR2879C\f23.tre" 13143963
23,"\DR2879Cy.tre" 13143964
24,'\DR2879Cy3.tre" 13143965
25,"\DR2879Cyg1.tre" 13143966
26,"\DR2879C\ g2.tre" 1 3143967
27,"\DR2879C\k.tre" 13143968
28,'\DR2879C\kl.tre" 13143969
29,'\DR2879C\I.tre" 13143970
30,"\DR2879C\11.tre" 13143971
31,"\DR2879C\m.tre" 13143972
32,"\DR2879C\m1.tre" 13143973
33,"\DR2879C\s.tre" 13143974
34,'\DR2879C\sl.tre" 13143975
Y
NO, 4.5161
s •
s, STATE OF
246
NAl.
April 26, 2002
AWARMM - li*,W deetyn paf atetstm wW READ NOMS ON THISAND RdST,+XJW wrists BEMM MR. ••••®
Design valid for use only with MITek connectors. This design It based only upon parameters shown, and is for an Individual building component to be
Installed and loaded vertically. ApptaobMty of design parameters and proper Incorporation of component is responsbMMy of building designer - not truss
designer. Bracing shown is too lateral support of Individual web members only. Additional temporary bracing to Insum sfabNMy during construction is the
rsoponslbNMy of the erector. Additional permanent brbcing of the overall structure is the responsRiltly of the building designer. For general guidance
regarding fabrication, quaRty conhol, storage, deh*iy, erection and bracing, consul! OST•BO Quality Standard, OBS•EO tracing SpeetRaatlon, and HU•91 M iTek® HandlIM Installing and Sroclnp Recommendation available from Truss Plate Institute, 683 D'Onohio Drive, Madison, w1$3719,
Symbols Numbering System AGeneral Safety Notes
PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property
13/14 * Center plate on joint unless Damage or Personal Injurydimensionsindicateotherwise.
Dimensions are in inches. Apply 1. Provide copies of this truss design to the
plates to both sides of truss and building designer, erection supervisor, propertysecurelyseat.
Ye J2 J3 J4 owner and all other interested parties..
TOP CHORDS
2. Cut members to bear tightly against eachczQ
other.
o WEBS J5
3. Place plates on each face of truss at each
For 4 x 2 orientation, locate o , ; C3 joint and embed fully. Avoid knots and wane
plates I/e" from outside edge of
v o
a at joint locations.
truss and vertical web. a
o
4. Unless otherwise noted, locate chords lacesPat1/4 length(+ 6' fromcaC, panel adjacent joint.)
BOTTOM CHORDSThissymbolindicatesthe 5. Unless otherwise noted, moisture content of
required direction of slots in J1 J8 J7 J6 lumber shall not exceed 19%at time of
connector plates.
fabrication.
6. Unless expressly noted, this design is not
applicable for use with fire retardant or
JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber.
For tabular plating format refer to the AROUND THE TRUSS STARTING AT THE LOWESTJOINT 7. Camber is a non-structural consideration and
Wok/Gang-Nail Joint/Plate Placement Chart.
FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General
WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection.
PLATE SIZE 8. Plate type, size and location dimensions
shown indicate minimum plating requirements.
The first dimension is the width
4 4 to Second
CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and
X perpendicular slots. in all respects, equal to or better than the
dimension is the length parallel grade specified.
to slots. BOCA 86-93, 85-75, 91-28 10. Top chords must be sheathed or purlins
LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design.
Indicates location of required 11. Bottom chords require la bracingeral10
continuous lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or leeilg nnnstalledifnoceiling40 unlessotherwisenoted. SBCCI 87206,
86217, 9190 12. Anchorage and/or load transferring WISC/DILHR
870040-N, 930013-N, 910080-N connections to trusses are the responsibility of BEARING othersunlessshown. nA Indicates
location of joints at 13. Do not overload roof or floor trusses with which bearings (
supports) occur. stacks of construction materials. 14. Do
not cut or alter truss member or plate without prior
approval of a professional MfiTek® engineer.
15.
Care
should be exercised in handling, cUPPANEL TM
erection
and installation of trusses. O 1993
Mitek Holdings, Inc. FORM016,019
fuAtL ® MYEWO-AINO 4'
JJob Truss Truss Type ty y HORTON
13143941
DR2879C A ROOF TRUSS 11 1
tio) nnenustnes,Inc. rles,Inc.Fri Apr age
r1-0-0, 6-0-12 11-7-0 17-1-4 23-2-0
1-0-0 6-0.12 5.6-4 5-6-4 6-0-12
Scale 1:40.8
4x6 =
4
6.00 FiT
2x4 \\ 2x4
3 5
6
2
o a
3x4 = 8 7 3x4 =
3x4 = 5x6 =
7.4-2 15-9-14 23-2-0
7-4-2 8-5-12 7-4-2
Plate Offsets , -
LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/deft PLATES GRIP
TCLL 30.0 Plates Increase 1.33 TC 0.59 Vert(LL) -0.25 7-8 >999 M1120 2491190
TCDL 7.0 Lumber Increase 1.33 BC 1.00 Vert(TL) -0.51 7-8 >536
BCLL 0.0 Rep Stress Incr NO WB 0.39 Horz(TL) 0.05 6 n/a
BCDL 10.0 Code SBC/ANSI95 1st LC LL Min I/defl = 360 Weight: 105 Ib
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 4-0-9 oc purlins.
BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 6-10-1 oc bracing.
WEBS 2 X 4 SYP No.3
REACTIONS (lb/size) 6—1247/0-1-8, 2=1340/0-4-0
Max Horz 2 =179(load case 4)
Max Uplift6 = -464(load case 4), 2=-651(load case 4)
FORCES (lb) - First Load Case Only
TOP CHORD 1-2 =17, 2-3=-2080, 3-4=-1907, 4-5 =-1922, 5-6 = -2095
BOT CHORD 2.8 =1845, 7-8 =1240, 6-7 -1865
WEBS 3-8=-344, 4-8=792, 4-7=814, 5-7=-362
NOTES (6)
1) This truss has been checked for unbalanced loading conditions.
2) This truss has been designed for the wind loads generated by 120 mph winds at 18 ft above ground level, using 5.0 psf top
chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition 11
partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not exposed to
wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL
increase is 1.33, and the plate grip increase is 1.33
3) Provide mechanical connection Iby others) of truss to bearing plate at joint(s) 6.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 464 lb uplift at joint 6 and 651
lb uplift at joint 2.
51 This truss has been designed with ANSI/TPI 1-1995 criteria.
6) Truss Engineer: Junaid(e Budiman, PEA45161. Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331.
7 THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED.
d...... k.. /C To*%/
jZ LOAD
CASEIS) Standard G . 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform
Loads (plf) Vert: 1-4=-74.0, 4-6=-74.0, 2-8=-20.0, 7-8=-60.0, 6-7=-20.0 *: Nd.451&1 gyp ;
1k ti
OR N
L April
26,2002 wAmNo -
varW deal pn pamusetmv ww mAp dvo,rxa oN rinse AND Rxvznw amx annim hiss. ••• Design
valid for use only wtth Mtfek ocnnectots. This design k based only upon potameteu pawn, and k for an Individual butdi g component to be Installed
and loaded vertically. AppSeobliBy, of design patameters and ptopet Incotpotatlon of component k tesponslblilty of building designer - not Russ designer.
litoeing shown Is fa latmal suppod of indNkdual web members only. Additional temporary btacIng to Insure stability during conshuctlon Is the tesponslblllty
of the owctot,: Additional permanent bibeing of the ovetas structure It the tssponsib8ty of the building designer, pot genetal guidance tegarding
lobticatbn, quality control, storage, delivery, *tectlon and btacing, consul) QST•86 Quality Standard, DSS-89 Bracing SpecillcoWn, and HIS-91 Handling
Installina and bracing Recommendation available hom Truss Plate 19. Institute. 583 D'Onottio Drive, Madison. Wl597M iTek®
Symbols Numbering System AGeneral Safety Notes
PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property
Center plate on joint unless Damage Or Personal Injurydimensionsindicateotherwise.
Dimensions are in inches. Apply 1. Provide copies of this truss design to theplatestobothsidesoftrussandbuildingdesigner, erection supervisor, propertysecurelyseat. J2 J3 J4 owner and all other interested parties..
TOP CHORDS
2. Cut members to bear tightly against each
other.
o WEBS J5
3. Place plates on each face of truss at each
For 4 x 2 orientation, locate
o ,
a ; 0 joint and embed fully. Avoid knots and wane
plates r/s" from outside edge of
0 O
a at joint locations.
truss and vertical web. a
o
4. Unless otherwise noted, locate chords !icesP
at /4 length(+ 6'" frompanel adjacent joint.)
BOTTOM CHORDSThissymbolindicatesthe 5. Unless otherwise noted, moisture content of
required direction of slots in Jt J8 V J6 lumber shall not exceed 19 % at time of
connector plates.
fabrication.
6. Unless expressly noted, this design is not
applicable for use with fire retardant or
JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber.
For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7, Camber is a non-structural consideration and
MiTek/Gang-Nail Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General
WEBS ARE NUMBERED FROM LEFT TO RIGHT, practice is to camber for dead load deflection.
PLATE SIZE
8. Plate type, size and location dimensions
shown indicate minimum plating requirements.
The first dimension is the width
4 4 to second
CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and
X perpendicular slots. in all respects, equal to or better than the
dimension is the length parallel grade specified.
to slots. BOCA 86-93, 85-75, 91-28 10. Top chords must be sheathed or puriins
LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design.
Indicates location of required 11. Bottom chords require lateral bracing at 10
continuous lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or less, if no ceiling is installed,
unless otherwise noted,
SBCCI 87206, 86217, 9190 12. Anchorage and/or load transferring
WISC/DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility ofBEARINGothersunlessshown.
nA Indicates location of joints at 13. Do not overload roof or floor trusses with
which bearings (supports) occur. stacks of construction materiels.
14. Do not cut or alter truss member or plate
without prior approval of a professional
1t /fMiTek®
engineer.
15. Care should be exercised in handling,
TM
PANEL
erection and installation of trusses.
4 1993 Mitek Holdings, Inc.
CLIP
FORM018,019 HYMMA/R 0
Job ruse Truss Type ty y HORTON
13143942
DR28790 All ROOF TRUSS 1 1
optional)
i e industries, Inc. 4.201 SR1 s Jun 28 2001 MiTekIndustries, Inc. Fri Apr : : age
1-0-0 5-9-4 11-0.0 12-2-0 17-4.12 23-2-0
1.0-0 5-9-4 5-2-12 1-2-0 5-2-12 5.9-4
Scab - 1:42.0
4x6 =
4x6 =
4 5
6.00 FiT 3x4 3x4
3 6
7
2
Y71
0 0
3x4 = 11 10 9 8 3x4 =
2x4 II 3x4 = 5x6 = 2x4 II
5-9-4 11-0-0 12-2-0 17-4-12 23-2-0
5-9-4 5-2-12 1-2-0 5-2-12 5-9-4
Plate Offsets
LOADING (psf) SPACING 2-0-0 CSI DEFL in IIoc1 I/defl PLATES GRIP
TCLL 30.0 Plates Increase 1.33 TC 0.40 Vert(LL) 0,09 10-11 >999 M1120 249/190
TCDL 7.0 Lumber Increase 1.33 BC 0.43 Vert(TL) -0.12 10-11 >999
BCLL 0.0 Rep Stress Incr YES WB 0.43 Horz(TL) 0.05 7 n/a
BCDL 10.0 Code SBC/ANSI95 Matrix) 1st LC LL Min 1/defl = 360 Weight: 116 Ib
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 4-5-4 oc purlins.
BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 7-1-3 oc bracing.
WEBS 2 X 4 SYP No.3
REACTIONS (lb/size) 7 = 1076/0-1-8, 2 = 1 172/0-4-0
Max Harz 2 =172(load case 4)
Max Uplift7=-508(load case 5), 2=-608(loed case 4)
FORCES (lb) - First Load Case Only
TOP CHORD 1-2=34, 2-3=-1930, 3-4=-1352, 4-5=-1134, 5-6=-1353, 6-7=-1962
BOT CHORD 2-11 =1633, 10-11 =1633, 9.10 =1134, 8-9 =1670, 7-8 =1670
WEBS 3-11 =132, 3-10 = -578, 4-10 = 338, 5-9 = 348, 6-9 = -620, 6-8 =143
NOTES (7)
1) This truss has been checked for unbalanced loading conditions.
2) This truss has been designed for the wind loads generated by 120 mph winds at 18 ft above ground level, using 5.0 psf top
chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition 11
partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not exposed to
wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL
increase is 1.33, and the plate grip increase is 1.33
3) Provide adequate drainage to prevent water ponding.
4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 7.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 508 lb uplift at joint 7 and 608
lb uplift at joint 2.
6) This truss has been designed with ANSI/TPI 1-1995 criteria.
7) Truss Engineer: Junaidie Budiman, PE#46161. Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331. U4, 8) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. Q,
V•i;Fl'"•••
if••;
LOAD CASE(S) Standard
No. 45161
STATE OF
tiaiNO R 1
fV L
April 26,2002
AWARMNO - VsrW 40irign pammetsrs and READ NOMB ON TWS M V REV== BIDE i AMM UM. mew 4l)
Design vasd tot use only with Musk r»nrree 01L this design Is based only upon parameters shown. and It for an Individual building component to be
Installed and boded venloasy. Applicability of design parameters and proper Inaorpowilon of component Is msponslblify of building designer - not truss
deslpnst. Bracing shown Is for lateral support of Individual web members only. Addtlbnal temporary brocNp to kaute stability during consiruciion Is the
responsibility of the erector. Additional permanent blbcing at the overall tffuctute Is the iesponslbRty of the building designer. For general guidance
regarding fabrication, quality control, storage, delivery, erection and bracing, consull 051-ail GuaIMY Standard, OSB-89 Bracing specification, and HIS-91 M Tek Handling Instaayl handlmca,g Recommendation available from Trust Plate Institute. 583 D'Onoab Drlve. Madison, WI 53719.
Symbols
PLATE LOCATION AND ORIENTATION
13/. * Center plate on joint unless
dimensions indicate otherwise.
Dimensions are in inches. Apply
plates to both sides of truss and
securely seat.
0
a
For 4 x 2 orientation, locate v
plates 1/8" from outside edge of
truss and vertical web.
This symbol indicates the
required direction of slots in
connector plates.
For tabular plating format refer to the
MQek/Gang-Nall Joint/Plate Placement Chart.
Numbering System
J2 J3 J4
TOP CHORDS
BOTTOM CHORDS
J1 J8 J7 J6
JOINTS AND CHORDS ARE NUMBERED CLOCKWISE
AROUND THE TRUSS STARTING ATTHE LOWESTJOINT
FARTHEST TO THE LEFT.
WEBS ARE NUMBERED FROM LEFT TO RIGHT.
PLATE SIZE
The first dimension is the width CONNECTOR PLATE CODE APPROVALS
4 x 4 perpendicular to slots. Second
dimension is the length parallel
to slots. BOCA 86-93, 85-75, 91-28
LATERAL BRACING HUD/FHA TCB 17.08
Indicates location of required
continuous lateral bracing. ICBO 1591, 1329, 4922
SBCCI 87206, 86217, 9190
WISC/DILHR 870040-N, 930013-N, 910080-N
BEARING
Indicates location of joints at
which bearings (supports) occur.
N
MiTek®
FORM016,014 HYMMAJR (10
4:::d®
A,General Safety Notes
Failure to Follow Could Cause Property
Damage or Personal Injury
1. Provide copies of this truss design to the
building designer, erection supervisor, property
owner and all other interested parties..
2. Cut members to bear tightly against each
other.
3. Place plates on each face of truss at each
joint and embed fully. Avoid knots and wane
i at joint locations.
a 4. Unless otherwise noted, locate chord splices
o at 114 panel length(+ 6" from adjacent joint.)
5. Unless otherwise noted, moisture content of
lumber shall not exceed 19 % at time of
fabrication.
TM
PANEL
CLIP
6. Unless expressly noted, this design is not
applicable for use with fire retardant or
preservative treated lumber.
7. Camber is a non-structural consideration and
is the responsibility of truss fabricator. General
practice is to camber for dead load deflection.
8. Plate type, size and location dimensions
shown indicate minimum plating requirements,
9. Lumber shall be of the species and size, and
in all respects, equal to or better than the
grade specified.
10. Top chords must be sheathed or purlins
provided at spacing shown on design,
11. Bottom chords require lateral bracing at 10
ft. spacing, or less, if no ceiling is installed,
unless otherwise noted.
12. Anchorage and/or load transferring
connections to trusses are the responsibility of
others unless shown.
13. Do not overload roof or floor trusses with
stacks of construction materials,
14. Do not cut or alter truss member or plate
without prior approval of a professional
engineer.
15. Care should be exercised in handling,
erection and installation of trusses.
O 1M Mitek Holdings, Inc.
Y
Job fuss Truss Type ty y HORTON
13143943
DR2879C' A11A ROOF TRUSS 1 1
o trolls))
li e( iindustries, Inc. 4 201 Inc. Fri Apr age
1-0-0 5-9-4 11-0-0 112-2.0 17-4-12 + 23-2-0
1-0-0 5-9-4 5-2-12 1.2.0 5-2-12 5-9-4
Scale = 1:42.0
4x6 =
46 =
4 5
6.00 py 3x4 3x4
3 8
7
2
1 L 1'IOo
3x4 = 11 10 9 8 3x4 =
2x4 II 3x4 = 5x6 = 2x4 II
5-9-4 11-0-0 12-2-0, 17-4-12 23-2-0
5-9-4 5-2-12 1-2-0 5-2-12 5-9-4
Plate Offsets ,- : : - -
LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/dell PLATES GRIP
TCLL 30.0 Plates Increase 1.33 TC 0.39 Vert1LL) 0.08 10-11 >999 M1120 249/190
TCDL 7.0 Lumber Increase 1.33 BC 0.42 Vert(TL) -0.12 10-11 >999
BCLL 0.0 Rep Stress Incr YES WB 0.41 Horz(TL) 0.05 7 n/a
BCDL 10.0 Code SBC/ANS195 Matrix) 1st LC LL Min I/deft = 360 Weight: 1161b
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 4-5-13 oc purlins.
BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 7-1-7 oc bracing.
WEBS 2 X 4 SYP No.3
REACTIONS (lb/size) 7 =1071 /0-4-0, 2 =1167/0-4.0
Max Horz 2 =172(load case 4)
Max Uplift 7--504(load case 5), 2=-6060oad case 4)
FORCES (lb) - First Load Case Only
TOP CHORD 1-2=34, 2-3=-1919, 3-4=-1341, 4-5=-1124, 5-6=-1342, 6-7=-1933
BOT CHORD 2-11 =1624, 10-11 =1624, 9-10 -1124, 8-9 =1638, 7-8 =1638
WEBS 3-11 =132, 3-10 =-579, 4-10 = 336, 5-9 = 340, 6-9 = -595, 6-8 =141
NOTES (6)
1) This truss has been checked for unbalanced loading conditions.
2) This truss has been designed for the wind loads generated by 120 mph winds at 18 ft above ground level, using 5.0 psf top
chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition 11
partially enclosed building, with exposure B ASCE 7-98 per SBC/ANS195 If end verticals exist, they are not exposed to
wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL
increase is 1.33, and the plate grip increase is 1.33
3) Provide adequate drainage to prevent water ponding.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 504 lb uplift at joint 7 and 606
lb uplift at joint 2.
5) This truss has been designed with ANSI/TPI 1-1995 criteria.
6) Truss Engineer: Junaidie Budiman, PE1f45161. Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331. ` Q 7) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. 13
LOADCASE(S) Standard•r++
No. 45161
STATE ,w
0FfI'D
April 26,2002
Q WAmNB - Yer{ jly asown paramatefs and R&w Noma oNTms AND R vzm win Barom use. atrr r®
Design vogd tot use only with Mf1ek Connectors. This design Is based only upon parometets shown, and Is for an individual building component to be
Installed and loaded vertloolly. AppNaabMy of design patameteu and proper Incotpotatlon of component is responsibuny of building deslgnei - not truss
designet, gtacing shown is lot lotetal support of Individual web member only. Additional temporary bracing to Insure stability duting conshuctlon It the
tesponsiblilty of The eitator• Additional peiman•nt Wacing of the oveiall structuie is the tespongbOy of the building deslgnet. Foi general guidance
regarding labiloailon, quality control, storage, clai"ty, erection and bracing, consull QHT-6111 Quality Standard, DSI.89 gracing Specification, and MIS-91
Handling "allma and Srtsg gciree comrnndatlonavailable hom Truss Plate Institute, 683 D'Onohlo Dilve, Modkon, W I $3719. M iTek®
Symbols Numbering System AGeneral Safety Notes
PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property
1'/4 * Center plate on joint unless Damage Or Personal Injurydimensionsindicateotherwise.
Dimensions are in inches. Apply l . Provide copies of this truss design to the
plates to both sides of truss and building designer, erection supervisor, propertysecurelyseat. J2 J3 J4 owner and all other interested parties..
4
T
TOP CHORDS 2. Cut members to bear tightly against eachIrczwother.
o WEBS J5
a 3. Place plates on each face of truss at each
For 4 x 2 orientation, locate i - 4 ; Q joint and embed fully. Avoid knots and wane
plates from outside edge of
c o_
y at joint locations.
dtrussand vertical web. 0 a
o
4. Unless otherwise noted, locate chordsplices at /
4 length(+ b" from paneladjacent joint.) BOTTOM
CHORDS Thissymbolindicatesthe5. Unless otherwise noted, moisture content of required
direction of slots in Jt
J8 J7 J6 lumber shall not exceed 19 %at time of connector
plates. fabrication.
b.
Unless expressly noted, this design is not applicable
for use with fire retardant or JOINTS
AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. For
tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7, Camber is a non-structural consideration and MITek/
Gang-Nail Joint/Plate Placement Chart. FARTHEST
TO THE LEFT. is the responsibility of truss fabricator. General WEBS
ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. PLATE
SIZE 8. Plate type, size and location dimensions shown
indicate minimum plating requirements. The
first dimension is the width 4
4 to Second CONNECTOR
PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and X
perpendicular slots. in all respects, equal to or better than the dimension
is the length parallel grade specified, to
slots. BOCA 86-93, 85-75, 91-28 10. Top chords must be sheathed or purlins LATERAL
BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates
location of required 11. Bottom chords require lateral bracing at 10 continuous
lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or less, if no ceiling is installed, unless
otherwise noted. SBCCI
87206, 86217, 9190 12. Anchorage and/or load transferring WISC/
DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility of BEARINGothersunlessshown. Indicates
location of joints at 13. Do not overload roof or floor trusses with which
bearings (supports) occur. stacks of construction materials. 14.
Do not cut or alter truss member or plate without
prior approval of a professional MiTek®
engineer.
15.
Care should be exercised in handling, PAWEL
TM
CUP
erection
erection and installation of trusses. 1
M Mitek Holdings, Inc. FORM018,
019 0 HM C WR @ 11
Job russ Truss Type ty y HORTON
13143944
DR2879C' A7 ROOF TRUSS 1 1
to tional)
e industries,Inc. s un t o n ustnes,Inc. Fri Apr age
1-0-0 3-11-4 7-0-0 11.7-0 16-2-0 19.2-12 23-2.0 ?4-2-
1-0-0 3-11-4 3-0.12 4-7-0 4-7-0 3-0-12 3-11-4 1-0-0
Scale - 1:42.2
4x8 =
2x4 II 4x8 =
4 5 8
6.00 FTY x6 3x36
3 7
2 8
e01 ii
4x8 = 14 13 12 11 10 4x8 =
3x10 // 3x4 = 7x8 = 3x4 = 3x10 \\
3-4-10 7-0-0 11-7-0 16-2-0 19-9-6 23-2-0
3-4.10 3-7.6 4.7-0 4-7-0 3-7-6 3-4-10
Plate Offsets
LOADING (psf) SPACING 2-0-0 CSI DEFL in (Ioc) I/deft PLATES GRIP
TCLL 30.0 Plates Increase 1.33 TC 0.55 Ven(LL) 0.16 12 >999 M1120 249/190
TCDL 7.0 Lumber Increase 1.33 BC 0.73 Ven(TL) -0.22 11-12 >999
BCLL 0.0 Rep Stress Incr NO WB 0.64 Horz(TL) 0.07 8 n/a
BCDL 10.0 Code SBC/ANSI95 1 st LC LL Min Udell = 360 Weight: 139 Ib
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.21) TOP CHORD Sheathed or 2-6-10 oc purlins.
BOT CHORD 2 X 6 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 4-8-15 oc bracing.
WEBS 2 X 4 SYP No.3
REACTIONS (lb/size) 2 = 1444/0-4-0, 8 = 2831 /Mechanical
Max Harz 2 = 11 5(load case 4)
Max Uplift 2=-793(Ioad case 41, 8=-1333(Ioad case 4)
FORCES (Ib) - First Load Case Only
TOP CHORD 1-2=19, 2-3--2601, 3-4=-2269, 4-5=-2684, 5-6=-2684, 6-7=-3055, 7-8=-5785, 8-9=19
BOT CHORD 2-14=2317, 13-14=2294, 12.13=2038, 11-12=2778, 10-11 =4518, 8-10=5182
WEBS 3.14=73, 3-13=-311, 4-13=243, 4-12=811, 5-12=-329, 6-12=-117, 6-11 =1156, 7-11=-2086,
7-10-2122
NOTES (8)
1) This truss has been checked for unbalanced loading conditions.
2) This truss has been designed for the wind loads generated by 120 mph winds at 18 ft above ground level, using 5.0 psf top
chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition 11
partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not exposed to
wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL
increase is 1.33, and the plate grip increase is 1.33
3) Provide adequate drainage to prevent water ponding.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 793 lb uplift at joint 2 and 1333
lb uplift at joint S.
6) This truss has been designed with ANSI/TPI 1-1995 criteria. 4f, 71 Special hangerls) or connection(s) required to support concentrated load(s) 1944.61b down and 993.31b up at 19-8-12 on _.•• "'•••.. l Fr'Gnqbottomchord. Design for unspecified connection(s) is delegated to the building designer. ' .5
J.•` 8) Truss Engineer: Junaidie 8udiman, PE#45161. Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331. fit`•, 9) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. t
NO, 45161 b
LOAD CASEIS) Standard
1) Regular: Lumber Increase =1.33, Plate Increase =1.33
Uniform Loads (plf) 1 STATE pF J, :J
Vert: 1-4=-74.0, 4-6=-74.0, 6-9=-74.0, 2-8=-20.0 A, +• V
Concentrated Loads (lb)
Van: 10=-1944.E # N0F110
April 26,2002
Y WAlltmo - Vertt& deefyrs paransetom and BEAD Nt3Tza oN TT378 AND imVBt m 87Ds BE!'ORd! I=. eras
Deslgn volld for use only with MIT*k connectors. 1hk desgn Is based only upon parameters shown, and Is for an Individual building component 10 be
Installed and Loaded vedlcolly. ApplcabMty, of design parameters and propet Incorporation of component Is responsibility of building designer - not truss
designet. bracing shown k lot latwol support of kWNkfual web members only. Addtlbnal temporary bracing to Insure stability dutIng construction Is the
responsibSlty of the elector. Additional permanent bracing of the overall structure k the responsibility of the building designer. For general guidance
regarding tabrlaatlon, quality confrol, storage, delivery. erection and bracing, consull QST411 Quality Stanch", OSI.89 Sracing SpecMiaallon, and HIS-91
Handllna Installing and Srackv Recommendation avoAable from Truss Plate Institute, 80 D'Onohio Drive, Madison, W163719, M iTek®
Symbols
PLATE LOCATION AND ORIENTATION
13/. * Center plate on joint unless
dimensionsindicate otherwise. Dimensions
are in inches. Apply plates
to both sides of truss and securely
seat. 0
0
For
4 x 2 orientation, locate 1: plates
1 /8" from outside edge of truss
and vertical web. This
symbol indicates the required
direction of slots in connector
plates. Numbering
System J2
J3 J4 TOP
CHORDS BOTTOM
CHORDS J1
J8 J7 J6 JOINTS
AND CHORDS ARE NUMBERED CLOCKWISE For
tabular plating formal refer to the AROUND THE TRUSS STARTING ATTHE LOWEST JOINT MiTek/
Gang-Nail Joint/Plate Placement Chart. FARTHEST
TOTHE LEFT. WEBS
ARE NUMBERED FROM LEFT TO RIGHT. PLATE
SIZE The
first dimension is the width CONNECTOR PLATE CODE APPROVALS 4
x 4 perpendicular to slots. Second dimension
is the length parallel to
slots. BOCA 86-93, 85-75, 91-28 LATERAL
BRACING HUD/FHA TCB 17.08 Indicates
location of required 4011"
continuous lateral bracing. ICBO 1591, 1329, 4922 SBCCI
87206, 86217, 9190 WISC/
DILHR 870040-N, 930013-N, 910080-N BEARING
Indicates
location of joints at which
bearings (supports) occur. MiTeko
L
0
e
FORM018.
019 I/YORO-A.R® General
Safety Notes Failure
to Follow Could Cause Property Damage
or Personal Injury 1.
Provide copies of this truss design to the building
designer, erection supervisor, property owner
and all other interested parties.. 2.
Cut members to bear tightly against each other.
3.
Place plates on each face of truss at each joint
and embed fully, Avoid knots and wane 0
at joint locations. a
4. Unless otherwise noted, locate chord splices 0
at 1/4 panel length(+ 6" from adjacent joint.) 5.
Unless otherwise noted, moisture content of lumber
shall not exceed 19 %at time of fabrication.
PANEL
TM
CLIP
6.
Unless expressly noted, this design is not applicable
for use with fire retardant or preservative
treated lumber. 7.
Camber is a non-structural consideration and is
the responsibility of truss fabricator. General practice
is to camber for dead load deflection. 8.
Plate type, size and location dimensions shown
indicate minimum plating requirements. 9.
Lumber shall be of the species and size, and in
all respects, equal to or better than the grade
specified. 10.
Top chords must be sheathed or purlins provided
at spacing shown on design. 11.
Bottom chords require lateral bracing at 10 ft.
spacing, or less, if no ceiling is installed, unless
otherwise noted. 12.
Anchorage and/or load transferring connections
to trusses are the responsibility of others
unless shown. 13.
Do not overload roof or floor trusses with stacks
of construction materials. 14.
Do not cut or alter truss member or plate without
prior approval of a professional engineer.
15.
Care should be exercised in handling, erection
and installation of trusses. O
1993 Mitek Holdings, Inc.
jJob russ Truss Type ty y HORTON
13143945
DR2879C' A7A ROOF TRUSS 1 1
optional)
ACCU- - t e Industries, Inc. 4 201 til,11 s un 7A 7001 A iiTal, industries, Inc. Fri Apr age
1-0-0, 3-9-4 7-0.0 11-7-0 1 16-2-0 19-4-12 23-2-0
1-0-0 3-9-4 3-2-12 4-7.0 4-7-0 3-2-12 3.9-4
Scale = 1:41.3
5x8 =
2x4 II 6x8 =
4 5 6
6.00 PT
2x4 2x4
3 7
CA
d
r
8
c, 2 M
ih
3x8 = 11 10 9 3x8 =
3x4 = 5x8 = 3x4 =
7-0-0 11.7-0 16.2-0 23-2-01
7-0-0 4-7-0 4-7-0 7-0-0
Plate offsets - , -
LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP
TCLL 30.0 Plates Increase 1.33 TC 0.61 Vert(LU 0.21 10 >999 M1120 249/190
TCDL 7.0 Lumber Increase 1.33 BC 0.95 Vert(TL) -0.28 10-11 >971
BCLL 0.0 Rep Stress Incr NO WB 0.28 Horz(TL) 0.11 8 n/a
BCDL 10.0 Code SBC/ANS195 1st LC LL Min 1/defl = 360 Weight: 121 lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2D *Except* TOP CHORD Sheathed or 3-1-0 oc purlins.
4-6 2 X 6 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 4-5.1 oc bracing.
SOT CHORD 2 X 4 SYP No.2D
WEBS 2 X 4 SYP No.3
REACTIONS (lb/size) 8 = 2176/0-4-0, 2 = 2267/0-4-0
Max Horz 2 =123(load case 4)
Max Uplift8 = -1 068(load case 4), 2=-1255(load case 41
FORCES Ilb) - First Load Case Only
TOP CHORD 1-2=17, 2-3=-4192, 3-4=-4021, 4-5=-4291, 5-6=-4291, 6-7=-4021, 7-8=-4192
SOT CHORD 2-11 =3696, 10-11 =3645, 9-10=3645, 8-9=3696
WEBS 3-11 =-96, 4-11 =814, 4-10=814, 5-10=-797, 6-10=814, 6-9=814, 7-9=-96
NOTES (7)
1) This truss has been checked for unbalanced loading conditions.
2) This truss has been designed for the wind loads generated by 120 mph winds at 18 IT above ground level, using 5.0 psf top
chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition II
partially enclosed building, with exposure B ASCE 7-98 per SBC/ANS195 If end verticals exist, they are not exposed to
wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL
increase is 1.33, and the plate grip increase is 1.33
3) Provide adequate drainage to prevent water ponding.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1068 lb uplift at joint 8 and
1255 lb uplift at joint 2.
5) This truss has been designed with ANSI/TPI 1-1995 criteria.
6) Special hanger(s) or connection(s) required to support concentrated Ioadls) 603.21b down and 613.41b up at 16-2-0, and 1\Q1 13
603.21b down and 613.41b up at 7-0-0 on bottom chord. Design for unspecified connection(s) is delegated to the building ........... "
designer. * .• 1 P /C •. designer.
7) Truss Engineer: Junaidie Budiman, PEfl45161. Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331. ;'y r'.• ""
8) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. ;• i
No. 45161LOADCASEIS) Standard
1) Regular: Lumber Increase -1.33, Plate Increase -1.33
Uniform Loads (plf)
Vert: 1-4--74.0, 4-6=-160.3, 6-8=-74.0, 2-11 =-20.0, 9-11 =-43.3, 8-9=-20.0 p 1 STATE OF
Concentrated Loads (lb)•
Vert: 11 = -603.2 9 = -603.2
NAL
April 26,2002
WAWNO - VerM design pammeters and REM NOMB ON TZ ISAND REVERSE BfDE BEfF M USE. unsex e
Design valid rot use ony with MITsk connectors. This design Is based only upon parameter shown, and is lot an individual bulling component to be
Installed and loaded vetticaty. Applicability of design parameters and proper hootpotatlon of component Is tssponsiblilty of building deslgnsr - not truss
designer. Bracing shown Is for lateral support of Individual web member only. Additional temporary brocing to Insum stability durinp conslruction Is the
responslblils tyofthemotot. Additional pee rmannt bi4oingof the overall structute k the responst>pRy, of the building did designer. Fot generalguidanceregardingtabrkatlon. quality
contra, s orage, delivery, woctlon, and braak,g. consul CST -at cuailly Standard. DSS-89 tracing Specification, and NIR-91 Nondtinp Inslaftna and
tracing Recommendation available trom Truss Plats institute, 583 D'Onofib DrNe. Madison, WI $3719. M iTeke
Symbols
PLATE LOCATION AND ORIENTATION
134 * Center plate on joint unless
dimensions indicate otherwise.
Dimensions are in inches. Apply
plates to both sides of truss and
securely seat.
a
Q
0
For 4 x 2 orientation, locate
plates 1/8" from outside edge of otrussandverticalweb. 0
This symbol indicates the
required direction of slots in
connector plates.
Numbering System
J2 J3 J4
TOP CHORDS
BOTTOM CHORDS
J1 J8 J7 J6
JOINTS AND CHORDS ARE NUMBERED CLOCKWISE
For tabular plating format refer to the AROUND THE TRUSS STARTING AT THE LOWEST JOINT
MiTek/Gang-Nail Joint/Plats Placement Chart. FARTHEST TO THE LEFT.
WEBS ARE NUMBERED FROM LEFT TO RIGHT.
PLATE SIZE
The first dimension is the width CONNECTOR PLATE CODE APPROVALS
4 x 4 perpendicular to slots. Second
dimension is the length parallel
to slots. BOCA 86-93, 85-75, 91-28
LATERAL BRACING HUD/FHA TCB 17.08
Indicates location of required
continuous lateral bracing. ICBO 1591, 1329, 4922
SBCCI 87206, 86217, 9190
WISC/DILHR 870040-N, 930013-N, 910080-N
BEARING
Indicates location of joints at
which bearings (supports) occur.
MiTek®
4&General Safety Notes
Failure to Follow Could Cause Property
Damage or Personal Injury
1. Provide copies of this truss design to the
building designer, erection supervisor, property
owner and all other interested parties..
2. Cut members to bear tightly against each
other.
3. Place plates on each face of truss at each
joint and embed fully. Avoid knots and wane
0 at joint locations.
a 4. Unless otherwise noted, locate chord splices
0 at 1 /4 panel length(+ 6" from adjacent joint.)
5. Unless otherwise noted, moisture content of
lumber shall not exceed 19 % at time of
fabrication.
TM
PANEL
CLIP
6. Unless expressly noted, this design is not
applicable for use with fire retardant or
preservative treated lumber.
7. Camber is a non-structural consideration and
is the responsibility of truss fabricator. General
practice is to camber for dead load deflection,
8. Plate type, size and location dimensions
shown indicate minimum plating requirements.
9. Lumber shall be of the species and size, and
in all respects, equal to or better than the
grade specified,
10. Top chords must be sheathed or puriins
provided at spacing shown on design,
11. Bottom chords require lateral bracing at 10
ft. spacing, or less, if no ceiling is installed,
unless otherwise noted.
12. Anchorage and/or load transferring
connections to trusses are the responsibility of
others unless shown.
13. Do not overload roof or floor trusses with
stacks of construction materials.
14. Do not cut or alter truss member or plate
without prior approval of a professional
engineer.
15. Care should be exercised in handling,
erection and installation of trusses.
1993 Mitek Holdings, Inc.
FORM018,019 MYAWO-MA®
Job russ Truss Type ty y HORTON
13143946
DR2879C' A9 ROOF TRUSS 1 1
to tional)
i e industries, Inc. 4 7011 Sul Inc. Fri Apr age
r1-0-0, 4-9-4 9-0-0 14-2-0 18-4-12 23-2-0
1-0-0 4-9-4 4-2-12 5-2-0 4-2-12
1
4-9-4
Scale 1:41.4
4x6 =
US =
4 5
6.00 rfF
2x4 2x4
3 6
7
2
3x4 = 9 8 3x4 =
3x8 = 5x6 =
9-0-0 1 14-2-0 23-2-0
9-0-0 5-2-0 9-0-0
Plate Offsets
LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/defl PLATES GRIP
TCLL 30.0 Plates Increase 1.33 TC 0.41 VertILL) 0.07 9 >999 M1120 249/190
TCDL 7.0 Lumber Increase 1.33 BC 0.51 Vert(TL) -0.19 7-8 > 999
BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(TL) 0.05 7 n/a
BCDL 10.0 Code SBC/ANS195 1st LC LL Min I/dell = 360 Weight: 111 lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 4-8-6 oc purlins.
BOT CHORD 2 X 4 SYP No.21) BOT CHORD Rigid ceiling directly applied or 6-8-0 oc bracing.
WEBS 2 X 4 SYP No.3
REACTIONS (lb/size) 7 = 1078/0-1-8, 2 = 1 169/0-4-0
Max Horz 2 = 148(load case 4)
Max Uplift 7 - -486(load case 5), 2=-631(load case 4)
FORCES (lb) - First Load Case Only
TOPCHORD 1-2=17, 2-3=-1766, 3-4=-1433, 4-5=-1290, 5-6=-1438, 6-7=-1788
BOT CHORD 2-9 =1563, 8-9 =1295, 7-8 =1590
WEBS 3-9 --317, 4-9 = 289, 5-9--7, 5-8 = 297, 6-8 = -342
NOTES (7)
1) This truss has been checked for unbalanced loading conditions.
2) This truss has been designed for the wind loads generated by 120 mph winds at 18 It above ground level, using 5.0 psf top
chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition II
partially enclosed building, with exposure B ASCE 7-98 per SBC/ANS195 If end verticals exist, they are not exposed to
wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL
increase is 1.33, and the plate grip increase is 1.33
3) Provide adequate drainage to prevent water ponding.
4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 7,
5) Provide mechanical connection Iby others) of truss to bearing plate capable of withstanding 486 lb uplift at joint 7 and 631
lb uplift at joint 2. 6) This truss has been designed with ANSI/TPI 1-1995 criteria.
7) Truss Engineer: Junaidie Budiman, PE#45161. Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331. tlk ffj,
8) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. 1,..,,'=''F+fftt F/C,4..`i
LOAD CASEIS) Standard
7 P10, 45161
0 * SAC
STATE
f,ppay.'
Nay.
April 26,2002
A WARNING - Ver'm deawn parameters and iftl! w N07tiss ON THIS AND R6VERs6 III BzmRs vw.
Design valid tot use, only with 1~ oonnectots, This design is bared only upon paromeien shown, and I tow on Individual building component to be
Installed and loaded vertically. Applicability of design patometets and proper Incorporation of component is msponslbSRy, of building designer - not huts
deslpnet. ,Stating shown is for Iataal support of individual web members only. Additional temporary bracing to Insure stability duiing constnrctlan is the
msponsibillty of the erector. Additional petmanenl brbolrrg of the overall structure, Is the tesponslbMy of the building designe,r. For ganetal guidance
regarding fabrlaatlan, quality eonttol. storage, de"ty, erection and bracing, consult OST-65 Quality Standard, 059-89 6roeRsg SpeoMeafbn, and HIS-91 M iTek® Handling InstaS rocifr lnaandnpRecommendationavailableomTruss Plate Institute, 883 D'Onohla Drive, Madison, Madison, WI63719,
Symbols Numbering System AGeneral Safety Notes
PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property
tir. * Center plate on joint unless Damage or Personal Injurydimensionsindicateotherwise.
Dimensions are in inches. Apply 1. Provide copies of this truss design to the
plates to both sides of truss and building designer, erection supervisor, propertysecurelyseat. J2 J3 J4 owner and all other interested parties,.
TOP CHORDS
2, Cut members to bear tightly against eachcaa
other.
a WEBS J5
Q 3. Place plates on each face of truss at each
For 4 x 2 orientation, locate i ; ; Q joint and embed fully. Avoid knots and wane
from outside edge oflattruss
c o_
a y at joint locations.
truss and vertical web. a d a
o
4. Unless otherwise noted, locate chordsplices at
I/4 length(+ 6" from cepaneladjacent joint.) BOTTOM
CHORDS Thissymbolindicatesthe5, Unless otherwise noted, moisture content of required
direction of slots in J1 J8 J7 J6 lumber shall not exceed 19%at time of connector
plates. fabrication.
6.
Unless expressly noted, this design is not applicable
for use with fire retardant or JOINTS
AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber, For
tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7, Camber is a non-structural consideration and MITek/
Gang-Nail Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator, General WEBS
ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. PLATE
SIZE 8. Plate type, size and location dimensions shown
indicate minimum plating requirements. The
first dimension is the width 4
4 to Second CONNECTOR
PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and X
perpendicular slots. in all respects, equal to or better than the dimension
is the length parallel grade specified. to
slots. BOCA 86-93, 85-75, 91-28 10. Top chords must be sheathed or purlins LATERAL
BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates
location of required 11. Bottom chords require lateral bracing at 10 continuous
lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or less, if no ceiling is installed, 40", unless otherwise noted. SBCCI
87206, 86217, 9190 12. Anchorage and/or load transferring WISC/
DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility of BEARINGothersunlessshown. Indicates
location of joints at 13. Do not overload roof or floor trusses with which
bearings (supports) occur. stacks of construction materials, 14.
Do not cut or alter truss member or plate without
prior approval of a professional MiTek®
engineer.
15.
Care should be exercised in handling, PANEL
TM
CLIP
erection
and installation of trusses. 1993
Mitek Holdings, Inc. FORM016,
019 HMRO,AlA® t
Job I russ Truss Type ty y
13143947
DR2879C A9A ROOF TRUSS 1 1
optional)
i e( Industries, Inc. 4.201 SRI s Jun 2B 2001 N liTekIndustries, Inc. Fri Apr age
r1-0-0, 4-9-4 9-0-0 14-2-0 18.4-12 23-2-0
1-0-0 4-9-4 4-2-12 5-2-0 4-2-12 4-9-4
Scale = 1:41.4
4x6 4x8 =
4 5
6.00 rw
2x4 2x4
3 6
a
7
2
I,L1.1(g
3x4 = 9 8 3x4 =
3x8 = 5x6 =
9-0-0 14-2-0 23-2-0
9-0-0 5-2.0 9-0-0
Plate Offsets - - , : - - -
LOADING (psf) SPACING 2-0.0 CSI DEFL in (loc) I/defl PLATES GRIP
TCLL 30.0 Plates Increase 1.33 TC 0.41 Vert(LL) 0.07 9 >999 M1120 249/190
TCDL 7.0 Lumber Increase 1.33 BC 0.49 Vert(TL) -0.19 7-8 >999
SCLL 0.0 Rep Stress Incr YES WB 0.15 Horz(TL) 0.05 7 n/a
BCDL 10.0 Code SBC/ANS195 1st LC LL Min I/defl = 360 Weight: 111 lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 4-9-0 oc purlins.
BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 6-8.4 oc bracing.
WEBS 2 X 4 SYP No.3
REACTIONS (lb/size) 7 = 1073/0.4.0, 2 =1164/0-4-0
Max Horz 2-148(load case 4)
Max Uplift7=-483(Ioad case 51, 2=-629(load case 4)
FORCES (Ib) - First Load Case Only
TOP CHORD 1-2=17, 2-3=-1756, 3-4=-1422, 4-5=-1280, 5-6=-1422, 6-7=-1756
BOT CHORD 2-9 =1553, 8-9 =1280, 7-8 -1553
WEBS 3-9 = -318, 4-9 - 284, 5.9 = -0, 5-8 = 284, 6-8 = -318
NOTES (6)
1) This truss has been checked for unbalanced loading conditions.
2) This truss has been designed for the wind loads generated by 120 mph winds at 18 ft above ground level, using 5.0 psf top
chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition II
partially enclosed building, with exposure B ASCE 7-98 per SBC/ANS195 If end verticals exist, they are not exposed to
wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL
increase is 1.33, and the plate grip increase is 1.33
3) Provide adequate drainage to prevent water ponding.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 483 lb uplift at joint 7 and 629
lb uplift at joint 2.
5) This truss has been designed with ANSI/TPI 1-1995 criteria.
6) Truss Engineer: Junaidie Budiman, PE#45161. Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331.
7) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED, f D,G j i i7
SlFI••' LOAD CASEISI Standard P _
G(•. ' '•
z
No. 4.5161
z STATE of ,.
4,10
QNAte '
April 26,2002
AwAMNO - Ver (& design parameters and RsM ATOMS ON TMSAND t CISR811 SIDIS BZr0X8 V=. ••usia ®
Design valid foi %" only with MRek cannectOlt. This design is based only upon patometers shown, and is for an Individual building component to be
lnstoged and loaded vedlcally. ApploobMly of design poiametea and proper incorporation of componenl is respontlbilly of building detlgner - not truss
designei. &acing shown is lot lateral support of Individual web members only. Addglonal temporary Wacing to Insure stability during condiuction is the
tesponslbglty of the emetot. Additional permanent Wbclq of the overall structure is the retponsbilly of the building designer. For general guidance
iegoidNp fabrication, quaely contioi. storage, desvery, wisctlon and bfoceng, consun QST-ore Quality Standard, OSS-89 gracing Specmcatlon, and HIS-91 M iTek® Handling Instogena and erackngRecommendation available Isom Truss Plate Institute, bed D'Onoblo Diive. Madison. WI 53719.
Symbols Numbering System AGeneral Safety Notes
PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property
44 to,>>. * Center plate on joint unless Damage or Personal Injurydimensionsindicateotherwise.
Dimensions are in inches. Apply 1. Provide copies of this truss design to theplatestobothsidesoftrussandbuildingdesigner, erection supervisor, property
19
securely seat. J2 J3 J4 owner and all other interested parties..
TOP CHORDS
2. Cut members to bear tightly against eachc2Q
other.
o WEBS J5
c> 3, Place plates on each face of truss at each
For 4 x 2 orientation, locate o h ; Q joint and embed fully. Avoid knots and wane
plates 1/8" from outside edge of
c o
a _ at joint locations.
truss and vertical web, a
o
4. Unless otherwise noted, locate chord splices
at /4 length({ 6" fromCSC, u panel adjacent joint.)
BOTTOM CHORDSThissymbolindicatesthe 5. Unless otherwise noted, moisture content of
required direction of slots in
Jt J8 J7 J6 lumber shall not exceed 19%at time of
connector plates,
fabrication.
6. Unless expressly noted, this design is not
applicable for use with fire retardant or
JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber.
For tabular plating formal refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7. Camber is a non-structural consideration and
MITek/Gang-Nall Joint/Plate Placement Chart.
FARTHEST TO THE LEFT. is the responsibility of truss fabricator, General WEBS
ARE NUMBERED FROM LEFTTO RIGHT. practice is to camber for dead load deflection. 8.
Plate type, size and location dimensions PLATE
SIZE shown indicate minimum plating requirements. The
first dimension is the width 4
4 to Second CONNECTOR
PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and X
perpendicular slots. in all respects, equal to or better than the dimension
is the length parallel grade specified. to
slots. BOCA 86-93, 85-75, 91-28 10. Top chords must be sheathed or purlins LATERAL
BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates
location of required 11. Bottom chords require lateral bracing at 10 continuous
lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or less, if no ceiling is installed, 4eunlessotherwisenoted. SBCCI
8720b, Sb217, 9190 12. Anchorage and/or load transferring WISC/
DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility of BEARINGothersunlessshown. Indicates
location of joints at 13. Do not overload roof or floor trusses with which
bearings (supports) occur. stacks of construction materials. 14.
Do not cut or alter truss member or plate without
prior approval of a professional MiTek®
engineer.
15.
Care should be exercised in handling, PANEL
TM
erection and installation of trusses. 1993
Mitek Holdings, Inc. CLI
FORM016,
019 fMR0,41A(9) f-
Job I ruse Truss Type ty y HORTON
13143948
DR28790 B ROOF TRUSS 2 1
o tionall
t o Industries, Inc. s un I e n ustnas, Inc. Fri Apr age
1-0-0, 5.2-4 9-10-0 14-5-12 19-8-0
1-0-0 5.2-4 4-7.12 4-7-12 5-2-4
Scale m 1:34.8
4x6 =
4
6.00 FIT 2x4 2x4
3 5
6
2
Icy
jy
C1
3x4 - 7 3x4 =
5x8
9-10-0 19-8-0
9-10-0 9-10-0
Plate Offsets - - - -
LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well PLATES GRIP
TCLL 30.0 Plates Increase 1.33 TC 0.38 Vert(LL) 0.05 7 >999 M1120 249/190
TCDL 7.0 Lumber Increase 1.33 BC 0.55 Vert(TL) -0.22 6.7 >999
BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(TL) 0.03 6 n/a
BCDL 10.0 Code SBC/ANSI95 1 st LC LL Min I/defl = 360 Weight: 86 lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 5-3-6 oc purlins.
BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 7-5-15 oc bracing.
WEBS 2 X 4 SYP No.3
REACTIONS Ilb/size) 6 = 914/Mechanical, 2 =1005/0-4-0
Max Horz 2=1580oad case 4)
Max Uplift6=-4350oad case 5), 2=-5180oad case 4)
FORCES (Ib) - First Load Case Only
TOP CHORD 1.2=17, 2-3=-1371, 3-4=-1002, 4-5=-1002, 5.6=-1383
BOT CHORD 2-7 =1214, 6-7 =1230
WEBS 3-7 =-360, 4-7 = 540, 5-7 =-378
NOTES (6)
1) This truss has been checked for unbalanced loading conditions.
2) This truss has been designed for the wind loads generated by 120 mph winds at 18 ft above ground level, using 5.0 psf top
chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category II, condition 11
partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not exposed to
wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL
increase is 1,33, and the plate grip increase is 1.33
3) Refer to girder(s) for truss to truss connections.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 435 lb uplift at joint 6 and 518
lb uplift at joint 2.
5) This truss has been designed with ANSI/TPI 1-1995 criteria. 1 •
6) Truss Engineer: Junaidie Budimen, PE945161. Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331.
7) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. ptf. 1FR3A Q,
LOADCASEIS) Standard
NO, 4.5161
STATE V Y••
April 26,2002
wA mm - verW dawyn p mrmts re and nuxt xorss off Tres my xa nits am earoxa vss. . aa..a)
Design valid for ute only with MIT•k connectors. This design is based only upon parameters shown, and Is for an Individual bu$dkrg component to be
Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component k tesponsR>INty of bu$dlnp designer - not truss
deslgnet. Bracing shown It for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction k the
responsibility of the ereclor. Addalonal permonent blsatng of the overall structure is the responsibility of the building deslgnet. For general guldonce
regarding fabticatbn, quattly control, storage, delivery, erection and bracing, consul! OST-88 OuaINV Standard. OSI.89 $racing Specification, and HII.91 M iTek® Handling Installing and trocloo Recommendation available from Truss Plate InatBut r, 543 D'Onohb Drive. Madison, W 163719.
Symbols Numbering System AGeneral Safety Notes
PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property
44 13/. * Center plate on joint unless Damage or Personal Injurydimensionsindicateotherwise,
Dimensions are in inches. Apply 1. Provide copies of this truss design to the
plates to both sides of truss and building designer, erection supervisor, propertysecurelyseat.
4
J2 J3 J4 owner and all other interested parties..
TOP CHORDS 2. Cut members to bear tightly against eachC7Q
other,
cr WEBS J5
3. Place plates on each face of truss at each
For 4 x 2 orientation, locate oz - ,; ; Q joint and embed fully. Avoid knots and wane
plates 1/8" from outside edge of
O
a at joint locations.
truss and vertical web. o a
o
4. Unless otherwise noted, locate chords lacesPat1/4 length(+ 6' fromceC, I— panel adjacent joint,)
BOTTOM CHORDSThissymbolindicatesthe 5. Unless otherwise noted, moisture content of
required direction of slots in
J1 J8 J7 J6 lumber shall not exceed 19%at time of
connector plates.
fabrication.
6. Unless expressly noted, this design is not
applicable for use with fire retardant or
JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber.
For tabular plating format refer to the AROUND THE TRUSS STARTING AT THE LOWEST JOINT 7, Camber is a non-structural consideration and
MITek/Gang-Nall Joint/Plate Placement Chart.
FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General
WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection.
PLATE SIZE
8. Plate type, size and location dimensions
shown indicate minimum plating requirements.
The first dimension is the width
4 x 4 to Second
CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and
perpendicular slots, in all respects, equal to or better than the
dimension is the length parallel grade specified.
to slots. BOCA 86-93, 85-75, 91-28 10. Top chords must be sheathed or purlins
LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design.
Indicates location of required 11. Bottom chords require lateral bracing at 10
continuous lateral bracing. ICBO 1591, 1329, 4922 ft, spacing, or less, if no ceiling is installed,
unless otherwise noted.
SBCCI 87206, 86217, 9190 12. Anchorage and/or load transferring
WISC/DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility ofBEARINGothersunlessshown.
Indicates location of joints at 13. Do not overload roof or floor trusses with
which bearings (supports) occur. stacks of construction materials.
14. Do not cut or alter truss member or plate
without prior approval of a professional
MTek®
engineer.
15. Care should be exercised in handling,
CLIP
TM
CUP
erection and installation of trusses.
1"3 Mitek Holdings, Inc.
FORM016.o1V a"''""t°'-® HYDAOv4/A0
1
Job russ Truss Type ty I y
13143949
DR2879C' B7 ROOF TRUSS 1 1
to tionap
1 e Industries, Inc. 4.201 SR1 s Jun 28 2001 MiTekIndustries, Inc. Fri Apr age
3-9-4 7-0-0 12-8-0 15-10-12 _1 19-8-01-0-0 F
1-0-0 3-9-4 3-2.12 5-8-0 3-2-12 3-9-4
Scale = 1:35.2
6x6 = 5x8 =
4 5
6.00 rT2- 2x4 2x4
3 6
7
2
Ot O
3x8 = 9 8 3x8 =
3x8 = 5x6 =
7-0-0 12-8-0 19-8-0
7.0-0 5-8-0 7-0-0
Plate Offsets : : , : - ,
LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP
TCLL 30.0 Plates Increase 1.33 TC 0.73 Vert(LL) 0.12 8 >999 M1120 249/190
TCDL 7.0 Lumber Increase 1.33 BC 0.84 Vert(TL) -0.21 8-9 >999
BCLL 0.0 Rep Stress Incr NO WB 0.26 Horz(TL) 0.08 7 n/a
BCDL 10.0 Code SBC/ANS195 1 st LC LL Min I/defl - 360 Weight: 97 lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2D *Except* TOP CHORD Sheathed or 3-2-2 oc purlins.
4-5 2 X6 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 4-10-13 oc bracing.
BOT CHORD 2 X 4 SYP No.2D
WEBS 2 X 4 SYP No.3
REACTIONS (lb/size) 7 =1819/0-4-0, 2 =1910/0-4-0
Max Horz 2 =123(load case 4)
Max Uplift 7=-881(load case 4), 2=-1056(load case 4)
FORCES (Ib) - First Load Case Only
TOP CHORD 1.2=17, 2.3=-3437, 3-4--3247, 4-5=-2951, 5-6=-3247, 6-7=-3437
SOT CHORD 2-9 = 3030, 8-9 = 2951, 7-8 = 3030
WEBS 3-9=-130, 4-9=850, 5-9=-0, 5-8=850, 6-8=-130
NOTES (7)
1) This truss has been checked for unbalanced loading conditions.
2) This truss has been designed for the wind loads generated by 120 mph winds at 18 ft above ground level, using 5.0 psf top
chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition II
partially enclosed building, with exposure B ASCE 7-98 per SBC/ANS195 if end verticals exist, they are not exposed to
wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL
increase is 1.33, and the plate grip increase is 1.33
3) Provide adequate drainage to prevent water ponding.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 881 lb uplift at joint 7 and 1056
lb uplift at joint 2.
5) This truss has been designed with ANSI/TPI 1-1995 criteria.
6) Special hanger(s) or connectionls) required to support concentrated load(s) 603.21b down and 613.41b up at 12-8-0. and
and 613.41b up at 7-0-0 on bottom chord. Design for unspecified connectionls) is delegated to the building
desi nlerdown ti. C+'• 7) Truss Engineer: Junaidie Budiman, PE#45161. Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331. j
8) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED.
7k •:
LOAD CASES) Standard No, 45161
1) Regular: Lumber Increase =1.33, Plate Increase -1.33
Uniform Loads (plf)
Vert: 1-4=-74.0, 4-5--160.3, 5-7--74.0, 2-9=-20.0, 8-9=-43.3, 7-8=-20.0 STATE OF
Concentrated Loads (lb)
Vert: 8=-603.2 9--603.2
A%
h aF[{ b,4,
AL
April 26,2002
Q wdRmo - ver W design parameter: and am morss dN rras Am mvaRs6 sm Ba"m uses. n»siev e
Design vasd for use only with Mites oonnectors. This design It based only upon parameters shown, and Is for an Individual building component to be
Installed and boded vertically. Applicability of design parameters and proper Incorporation of component Is iesponsibRty of building designer - not truss
designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stoblitty during construction It the
responslblitty of the ereofor. Additional permanent bracing of the overall structure is the iesponslblilly of the building designer. For general guidance
regarding fabrication, quality control, storage, delivery, erection and bracing. consult CST -ail Quality Standard, DSS-89 Bracing Specification. and MIS-91 M iT@ k® Handling Installing and Bracing Recommendation available from Truss Piste Institute, 60 D'Onohb Drive, Madison, WI $3719.
Symbols Numbering System AGeneral Safety Notes
PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Proper/
10, 13/. * Center plate on joint unless Damage or Personal Injurydimensionsindicateotherwise.
Dimensions are in inches. Apply 1. Provide copies of this truss design to theplatestobothsidesoftrussandbuildingdesigner, erection supervisor, propertysecurelyseat,
e
J2 J3 J4 owner and all other interested parties..
TOP CHORDS 2. Cut members to bear tightly against eachca
other.
3. Place plates on each face of truss at each
For 4 x 2 orientation, locatec) i - , ;jointZb and embed fully. Avoid knots and wane
plates/8" from outside edge of
o
a4.
at joint locations.
truss and vertical web. a Unless otherwise noted, locate chords !ices
length(+ 6" from PCSoatpaneladjacentjoint,)
BOTTOM CHORDSThissymbolindicatesthe 5, Unless otherwise noted, moisture content of
required direction of slots in A J8 J7 J6 lumber shall not exceed 19 %at time of
connector plates.
fabrication.
6, Unless expressly noted, this design is not
applicable for use with fire retardant or
JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber.
For tabular plating formal refer to the AROUND THE TRUSS STARTING AT THE LOWEST JOINT 7. Camber is a non-structural consideration and
MRek/Gang-Nail Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General
WEBS ARE NUMBERED FROM LEFTTO RIGHT. practice is to camber for dead load deflection,
PLATE SIZE
8. Plate type, size and location dimensions
shown indicate minimum plating requirements.
The first dimension is the width
4 4 to Second
CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and
X perpendicular slots. in all respects, equal to or better than the
dimension is the length parallel9Pa grade specified,
to slots. BOCA 86-93, 85-75, 91-28 10. Top chords must be sheathed or purlins
LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design,
Indicates location of required 11. Bottom chords require lateral bracing at 10
continuous lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or less, if no ceiling is installed,
unless otherwise noted.
SBCCi 87206, 86217, 9190 12. Anchorage and/or load transferring
WISC/DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility ofBEARINGothersunlessshown.
nA Indicates location of joints at 13. Do not overload roof or floor trusses with
which bearings (supports) occur. stacks of construction materials. a
14. Do not cut or alter truss member or plate
without prior approval of a professional
MiTek
engineer.
15. Care should be exercised in handling,
PANEL
TM
CUP
erection and installation of trusses.
1"3 Mitek Holdings, Inc.
FaR,a,o,q Hs MAAWO 4 1
o russ russ ype ty y HORTON
13143950
DR2879C• B9 ROOF TRUSS 1 1
to tional)
i e Industries,Inc. s un t o n ustnes, nc. r pr age
1-0-0 4-9-4 9-0-0 10-8-0 14-10-12 19-8-0
1-0-0 4-9-4 4-2-12 1-8-0 4-2-12 4-9-4
Scale = 1:35.3
4x6 =
4x6 =
4 5
6.00 2x4 2x4
3 6
7
2
at
3x4 = 9 6 3x4 =
3x4 = 6x6 =
9-0-0 10-8-0 19-8-0
9-0-0 1.8-0 9-0-0
Plate Offsets , :[8:0-3-0,0-3-01
LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP
TCLL 30.0 Plates Increase 1.33 TC 0.29 Vert(LL) 0.09 7-8 >999 M1120 249/190
TCDL 7.0 Lumber Increase 1.33 BC 0.40 VertITL) -0.23 7-8 > 999
BCLL 0.0 Rep Stress Iner YES WB 0.21 Horz(TL) 0.03 7 n/a
BCDL 10.0 Code SBC/ANSI95 Matrix) 1st LC LL Min I/defl = 360 Weight: 91 lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 4-10-10 oc purlins.
BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 7.8-12 oc bracing.
WEBS 2 X 4 SYP No.3
REACTIONS (lb/size) 7 = 911 /Mechanical, 2 = 1008/0-4-0
Max Horz 2 =148(load case 4)
Max Uplift7 = -427(load case 5), 2=-533(load case 4)
FORCES (lb) - First Load Case Only
TOP CHORD 1-2=34, 2-3=-1553, 3-4=-1198, 4-5=-1009, 5-6=-1200, 6-7=-1583
BOT CHORD 2.9 =1333, 8-9 =1009, 7-8 -1370
WEBS 3-9 =-374, 4-9 = 280, 5-8 = 310, 6-8 =-417
NOTES (7)
1) This truss has been checked for unbalanced loading conditions.
2) This truss has been designed for the wind loads generated by 120 mph winds at 18 ft above ground level, using 5.0 psf top
chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category II, condition II
partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not exposed to
wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL
increase is 1.33, and the plate grip increase is 1.33
3) Provide adequate drainage to prevent water ponding.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 427 lb uplift at joint 7 and 533
lb uplift at joint 2.
6) This truss has been designed with ANSI/TPI 1-1995 criteria.
7) Truss Engineer: Junaidie Budiman, PE#45161. Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331. DVE FBI A81THISDESIGNCONFORMSTOFBC2001, BASED ON PARAMETERS INDICATED. 4l
l F/C.4;
LOAD CASE(S) Standard
No. 4,5161
0F.
L
April 26,2002
A W RlvdavG - verjt design jmmnwtwv and R&W 1110T68 ON TWS arm JWVZRSE dSWX MrFOM t=.
Design valid for use only with MRek connectors. This design Is based only upon parameters shown, and Is for an Individual building component to be
Installed and loaded verllooNy. Applicability of design poiameten and proper Incoipotatkxn of component is responsibility of building designer - not truss
designer. Bracing shown Is fa lateral support of individual web members onty. Additional temporary bracing to Insure stability during construction Is the
responsibility of the efectoi. Additional permanent briscing of the overall structure Is the responslblilty of the bulding designer. For general guidance
tegording fabrication, quality control, storage, delivery, erection and bracing, consull OST-86 Quality Standard, DSB•89 Bracing Spectflcatlon, and Hill-91 M Tek® Handling InstaRlna and Bracing RecommendationRavolablefromTruss ate institute, 583 D'Onohlo Drive, Madison, WI63719.
Symbols Numbering System AGeneral Safety Notes
PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property
10, 131,4 * Center plate on joint unless Damage or Personal Injurydimensionsindicateotherwise.
Dimensions are in inches. Apply 1. Provide copies of this truss design to theplatestobothsidesoftrussandbuildingdesigner, erection supervisor, propertysecurelyseat.
I
J2 J3 J4 owner and all other interested parties..
TOP CHORDS
2. Cut members to bear tightlygly against each7-C2 C3
other,
0 WEBS J5
Q 3. Place plates on each face of truss at each
For 4 x 2 orientation, locate o h, 3 ry Q joint and embed fully. Avoid knots and wane
plates from outside edge of
0 o_
a y at joint locations.
truss and vertical web. d a
o
4. Unless otherwise noted, locate chordsplices at /
4 length(' 6" from ceC, u panel adjacent joint.) BOTTOM
CHORDS Thissymbolindicatesthe5. Unless otherwise noted, moisture content of required
direction of slots in J1 J8 J7 J6 lumber shall not exceed 19%at time of connector
plates. fabrication.
6.
Unless expressly noted, this design is not applicable
for use with fire retardant or JOINTS
AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. For
tabular plating format refer to the AROUND THE TRUSS STARTING AT THE LOWEST JOINT 7, Camber is a non-structural consideration and MITek/
Gang-Nail Joint/Plate Placement Chart. FA RTH EST TO THE LEFT. is the responsibility of truss fabricator. General WEBS
ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. PLATE
SIZE 8. Plate type, size and location dimensions shown
indicate minimum plating requirements. The
first dimension is the width 4
4 to Second CONNECTOR
PLATE CODE APPROVALS 9, Lumber shall be of the species and size, and X
perpendicular slots, in all respects, equal to or better than the dimension
is the length parallel grade specified, to
slots, BOCA 86-93, 85-75, 91-28 10. Top chords must be sheathed or puriins LATERAL
BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates
location of required 11. Bottom chords require lateral bracing at 10 continuous
lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or less, if no ceiling is installed, 40" unless otherwise noted. SBCCI
87206, 86217, 9190 12.
Anchorage and/or load transferring WISC/
DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility of BEARINGothersunlessshown. Indicates
location of joints at 13. Do not overload roof or floor trusses with which
bearings (supports) occur. stacks of construction materials. 14.
Do not cut or alter truss member or plate without
prior approval of a professional MiTek®
engineer.
15.
Care should be exercised in handling, OM
TM PAINEL
erection
and installation of trusses. O
1993 Mitek Holdings, Inc. FORM018,
019 C:ONG-NNL ® tIVA 7,A® 4
Job russ Truss Type ty y RTON
13143951
DR2879C' C1 ROOF TRUSS 18 1
optional)
r e Industries, Inc. 4.201 SR1 s Jun 28 2001 MiTekIndustries, Inc. Fri Apr age
t1-0-Q 5-10-8 11-2.8 16-10-0
1-0-0 5-10-8 5-4-0 5-7-8
5x87:r 6 Scale: 1/4"- V
5
6.00 Fl-2- 3x4=
whvW e
2x4 II
4
5x6
co W
M 2
1
0
3x4 9 8 7
2x4 II 5x8 - 2x4 II
5-10-8 11-2-8 16-10-0
5-10-8 5-4.0 5-7-8
Plate Offsets : : ----[5:0-3-3,Edgej,-18:0-4-0,0-3-01
LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl PLATES GRIP
TCLL 30.0 Plates Increase 1.33 TC 0.28 Vert(LL) 0.05 2-9 >999 M1120 249/190
TCDL 7.0 Lumber Increase 1.33 BC 0.28 Vert(TL) -0.07 2-9 >999
BCLL 0.0 Rep Stress Incr YES WB 0.76 Horz(TL) -0.02 5 n/a
BCDL 10.0 Code SBC/ANSI95 Matrix) 1st LC LL Min I/deft = 360 Weight: 104 Ib
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 5-7-15 oc purlins, except end verticals.
BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 7-2-8 oc bracing.
WEBS 2 X 4 SYP No.3 WEBS 1 Row at midpt 5-8
REACTIONS (lb/size) 5 = 869/0-3.0, 2 = 87210-8.0 Max
Horz 2 = 661(load case 4) Max
Uplift 5 = -607(load case 4), 2=-363(load case 4) FORCES
fib) - First Load Case Only TOP
CHORD 1-2 = 34, 2-3 = -1228, 3-4 = -676, 4-5 = -688, 5-6 = -45, 5-7 = 56 BOT
CHORD 2-9 =1001, 8-9 = 997, 7-8 -13 WEBS
3-9 =130, 3-8 --545, 4-8 =-405, 5-8 = 939 NOTES (
5) 1)
This truss has been designed for the wind loads generated by 120 mph winds at 18 ft above ground level, using 5.0 psf top chord
dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition 11 partially
enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not exposed to wind.
If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase
is 1.33, and the plate grip increase is 1.33 2)
Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 607 lb uplift at joint 5 and 363 lb
uplift at joint 2. 3)
This truss has been designed with ANSI/TPI 1-1995 criteria. 4)
Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 5)
Truss Engineer: Junaidie Budiman, PE#45161. Address: 16472 Segovia Cit. N., Pembroke Pines, FL 33331. 6)
THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED.`` 8r%/ LOAD
CASE(S) Standard " P • ' qy
fit^'• ' p
No.
45161 STATE
OF 3 o+
ke April
26,2002 A
WAPAUG - Vor'W artsillyn pa.aaseters and R&4D N0rZ8 ON TMS AM RBVXRW fsWZ BEPOM EM. anas. Design
valid for use only with MRek connectoft. This design is based only upon parameters shown, and is for an Individual building component to be Installed
and loaded verticalty, Applicability of desgn parameters and proper Incorporation of component is responsibility of building deslonet - not truss designer.
Bracing shown is lot lotetal support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility
of the etoctoi. Additional permanent biboing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consull QST-eS Quality Standard, OSI.89 tracing Specification, and HD-91 M iTek® HandlingtnftllqandhoeingRecommendationavailablefromTrussPlateInstitute, 683 D'Onotrio Drlve, Madison, Art 53719.
Symbols Numbering System AGeneral Safety Motes
PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property
44 to-t i. * Center plate on joint unless Damage or Personal Injurydimensionsindicateotherwise.
Dimensions are in inches. Apply 1. Provide copies of this truss design to theplatestobothsidesoftrussandbuildingdesigner, erection supervisor, propertysecurelyseat. J2 J3 J4 owner and all other interested parties..
4 TOP CHORDS 2. Cut members to bear tightly against each
other,
o WEBSAIJQ3. Place plates on each face of truss at each
ZFor4x2orientation, locate joint and embed fully. Avoid knots and wane
plates from outside edge of
o_
2 at joint locations.
dtrussand vertical web. a
o
4. Unless otherwise noted, locate chords lices
at I/4 length(+ 6" from PcaC, panel adjacent joint.)
BOTTOM CHORDSThissymbolindicatesthe 5. Unless otherwise noted, moisture content of
required direction of slots in Jt J8 J7 J6 lumber shall not exceed 19 % at time of
connector plates.
fabrication.
6. Unless expressly noted, this design is not
applicable for use with fire retardant or
JOINTS AND CHORDS ARE NUMBERED CLOCKWISE Preservative treated lumber.
For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7. Camber is a non-structural consideration and
MITek/Gang-Nall Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General
WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection.
PLATE SIB 8. Plate type, size and location dimensions
shown indicate minimum plating requirements.
The first dimension is the width
4 4 to second
CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and
X perpendicular slots. in all respects, equal to or better than the
dimension is the length parallel grade specified,
to slots. BOCA 86-93, 85-75, 91-28 10. Top chords must be sheathed or purlins
LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design.
Indicates location of required 11. Bottom chords require lateral bracing at 10
continuous lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or less, if no ceiling is installed,
unless otherwise noted.
SBCCI 87206, 86217, 9190 12. Anchorage and/or load transferring
WISC/DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility ofBEARINGothersunlessshown.
Indicates location of joints at 13. Do not overload roof or floor trusses with
which bearings (supports) occur. stacks of construction materials.
14. Do not cut or alter truss member or plate
without prior approval of a professional
MiTek®
engineer.
15. Care should be exercised in handling,
PANEL
TM erection and installation of trusses.
1993 Mitek Holdings, Inc.
CLIP
FORM018,079 GAh16-AIAtL OD OfYORD-AW 0 a
Job russ russ ype ty y RTON
13143952
DR2879C' C11 ROOF TRUSS 1 1
to tional)
i e Industries, Inc. 4.201 SRI s Jun 23 2001 MiTekn ust es, Inc. Fri Apr age
1-0-0 , 5.9-4 11-0-0 16-10-0
1.0-0 5-9-4 5-2-12 5-10-0
5x6 = Scale v 1:34.2
2x4 II
4 5
6.00 FiT 2x4
3
2
1 1'
7 6
3x4 = 5x6 = 5x6 =
8-6-8 16-10-0
8-6-8 8-3-8
Plate Offsets : ---- :-- --
LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP
TCLL 30.0 Plates Increase 1.33 TC 0.42 Vert(LL) 0.03 7 >999 M1120 249/190
TCDL 7.0 Lumber Increase 1.33 BC 0.39 Vert(TL) -0.13 6-7 > 999
BCLL 0.0 Rep Stress Incr YES WB 0.76 Horz(TL) 0.02 6 n/a
BCDL 10.0 Code SBC/ANS195 1 st LC LL Min I/deft = 360 Weight: 88 lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals.
BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 7-3-12 oc bracing.
WEBS 2 X 4 SYP No.3
REACTIONS (lb/size) 6 = 769/0-3-8, 2 = 872/0-8-0
Max Horz 2-4400oad case 4)
Max Uplift 6=-496(load case 41, 2=-455(load case 4)
FORCES (Ib) - First Load Case Only
TOPCHORD 1-2=17, 2-3=-1033, 3-4=-747, 4-5=0, 5-6=-210
BOT CHORD 2-7 = 909, 6-7 = 489
WEBS 3-7=-340, 4-7=441, 4-6=-683
NOTES (5)
1) This truss has been designed for the wind loads generated by 120 mph winds at 18 ft above ground level, using 5.0 psf top
chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition 11
partially enclosed building, with exposure B ASCE 7-98 per SBC/ANS195 If end verticals exist, they are not exposed to
wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL
increase is 1.33, and the plate grip increase is 1.33
2) Provide adequate drainage to prevent water ponding.
3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 496 lb uplift at joint 6 and 455
lb uplift at joint 2.
4) This truss has been designed with ANSI/TPI 1-1995 criteria.
5) Truss Engineer: Junaidie Budiman, PE845161. Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331.
6) THIS DESIGN CONFORMS TO F8C 2001, BASED ON PARAMETERS INDICATED.
p` 13
LOADCASE(S) Standard
kNo. 45161
f ATE C •
NAL
April 26,2002
AWAmNo - Verw design pamaseters and READ NoTBB oN TBmH AND Rav== SWZ BEFORE USE. ...r.ill)
Design valid for use only with MlTsk conneotors. Thk design It based only upon parameter drown, and Is for an Individual building component to be
Installed and iooded venhAIy. Applicability of design parameters and proper Incorporation of component Is responslbgty of building deslgnsr - not Was
designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure, stablNty during constluction Is the
responslblNty of the elactor, Additional permonent bibci g of the overall structure Is the rssponslblity of the building designer. For general guidance,
regarding lobrkcation, quality conhol, st tage, delivery, erection and brdcing, consult CST -II Quality Standard, DS"9 (racing 8peolticatlom and HIS-91 M iTek® Handling InstallIrM and Insaft Recommendation available from Truss Plots Institute, $83 D'Onohio Drlve, Madison, W I53719.
Symbols Numbering System AGeneral Safety Notes
PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property
0110, 11/14 * Center plate on joint unless Damage or Personal Injurydimensionsindicateotherwise.
Dimensions are in inches. Apply l . Provide copies of this truss design to theplatestobothsidesoftrussandbuildingdesigner, erection supervisor, propertysecurelyseat.
Ye
J2 J3 J4 owner and all other interested parties..
TOP CHORDS
2, Cut members to bear tightly against eachcrQ
other.
o WEBS J5
cr 3. Place plates on each face of truss at each
For 4 x 2 orientation, locate
o joint and embed fully, Avoid knots and wane
oint
plates from outside edge of
o_
d
at locations,
dtrussand vertical web. a
O
4, Unless otherwise noted, locate chordsplices 4
length(+ 6" from ceC, at panel adjacent joint.) BOTTOM
CHORDS Thissymbolindicatesthe5. Unless otherwise noted, moisture content of required
direction of slots in J1 J8 J7 J6 lumber shall not exceed 19 % at time of connector
plates. fabrication.
6.
Unless expressly noted, this design is not applicable
for use with fire retardant or JOINTS
AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber, For
tabular plating format rotor to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7. Camber is a non-structural consideration and MiTek/
Gang-Nail Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General WEBS
ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8.
Plate type, size and location dimensions PLATE
SIZE shown indicate minimum plating requirements. The
first dimension is the width 4
4 to Second CONNECTOR
PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and X
perpendicular slots. in all respects, equal to or better than the dimension
is the length parallel grade specified. to
slots. BOCA 86-93, 85-75, 91-28 10. Top chords must be sheathed or puriins LATERAL
BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates
location of required 11. Bottom chords require lateral bracing at 10 continuous
lateral bracing. ICBO 1691, 1329, 4922 ft. spacing, or less, if no ceiling is installed, 401unlessotherwisenoted. SBCCI
87206, 86217, 9190 12. Anchorage and/or load transferring WISC/
DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility of BEARINGothersunlessshown. Indicates
location of joints at 13. Do not overload roof or floor trusses with which
bearings (supports) occur. stacks of construction materials. 14.
Do not cut or alter truss member or plate without
prior approval of a professional MiTek®
engineer.
15.
Care should be exercised in handling, CLIPPANEL
TM
erection and installation of trusses. 1993
Mitek Holdings, Inc. FORM01e.
019 HMRO,A/RO
Job ruse Truss Type ty y HORTON
13143953
DR2879C' C13 ROOF TRUSS 1 1
o tional
i e n ustries, nc. s un r e n ustries, Inc. Fri Apr age
r 0 0+ 6.9-4 13-0-0 16-10-0_
1-0-0 6-9-4 6-2-12 3-10-0
5x6 = Scale = 1:38.4
2x4 II
4 5
6.00 Fff
2x4 \\
3
2
d 001
3x4 = 7 6
5x6 = 5x6 =
8-6-8 16-10-0 17;1;12
8-6-8 8-3-8 0412
Plate offsets[4:0-3-0,0-2-01,17:0-3-0,0-3-01
LOADING (psf) SPACING 2-0-0 CSI DEFL in hoc) I/deft PLATES GRIP
TCLL 30.0 Plates Increase 1.33 TC 0.55 VertILU 0.03 7 >999 M1120 249/190
TCDL 7.0 Lumber Increase 1.33 BC 0.38 Ven(TL) -0.13 6-7 >999
BCLL 0.0 Rep Stress Incr YES WB 0.63 Horz(TL) -0.01 6 n/a
BCDL 10.0 Code SBC/ANS195 1st LC LL Min I/defl = 360 Weight: 91 lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals.
BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 7-7-1 oc bracing.
WEBS 2 X 4 SYP No.3 WEBS 1 Row at midpt 5-6
REACTIONS (lb/size) 6 = 769/0-3-8, 2 = 872/0-8-0
Max Horz 2 = 51311oad case 4)
Max Uplift6=-5230oad case 4), 2=-428(load case 4)
FORCES (lb) - First Load Case Only
TOP CHORD 1-2=17, 2-3=-960, 3-4=-737, 4-5=-0, 5-6=-136
BOT CHORD 2-7=848, 6-7=310
WEBS 3-7=-396, 4-7=619, 4-6--632
NOTES (5)
1) This truss has been designed for the wind loads generated by 120 mph winds at 18 ft above ground level, using 5.0 psf top
chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition 11
partially enclosed building, with exposure B ASCE 7-98 per SBC/ANS195 If end verticals exist, they are not exposed to
wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL
increase is 1.33, and the plate grip increase is 1.33
2) Provide adequate drainage to prevent water ponding.
3 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 523 lb uplift at joint 6 and 428
lb uplift at joint 2.
4) This truss has been designed with ANSI/TPI 1-1995 criteria.
5) Truss Engineer: Junaidie Budiman, PE#45161. Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331.
61 THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED.` at z
f j
LOAD CASE(S) Standard
kNo. 45161
b STATE
L
April 26,2002
WAMNO - ver y design paranseten and AM Hares off TEW AM MVZRse srve eeRORe eras. isseewre®
Design valid for use only with MlTek connectors. this design It based only upon parameters shown, and Is for an Indlvkduol building component to be
Installed and loaded vsttloaNy. Appllcablilty of design parameters and proper incorporation of component It responslbildesigner ltyofbuilding - not truss designer.
Siccing shown Is tot lateral support of Individual web members only. Additional temporary braekp to insure stability during construction Is the iesponsiblilly
of the erector. Additional permanent brlScing of this overall structure k the responsibility of this building designer. For general guidance regarding
fabrication, quality control slotoge, deilvery, erection and bracing, consult OST•88 Quality Standard, OSI.89 Bracing SpeoMleallon, and-NIB-91 M iTek40BraHandlingInstallingandckpRecommendationavailablefromTrussPlotsInstitute, 583 D'Onofrio Drive, Madison, Ail $3719,
Symbols Numbering System AGeneral Safety Notes
PLATE LOCATION AND ORIENTATION Failure to FOIIOW Could Cause Propedy
1'/4 * Center plate on joint unless Damage or Personal Injurydimensionsindicateotherwise.
Dimensions are in inches. Apply 1. Provide copies of this truss design to the
plates to both sides of truss and building designer, erection supervisor, propertysecurelyseat.
ye- J2 J3 J4 owner and all other interested parties..
TOP CHORDS 2. Cut members to bear tightly against eachcac3
other.
For
0 WEBS J5
Cr3. Place plates on each face of truss at each
4 x 2 orientation, locate joint and embed fully. Avoid knots and wane
Olefrom outside edge of
O
a at joint locations.
truss and vertical web. a
O
4. Unless otherwise noted, locate chordsplices I14
atpanel length(+ 6" from adjacent joint.) C, BOTTOM
CHORDS Thissymbolindicatesthe5. Unless otherwise noted, moisture content of required
direction of slots in A
J8 J7 J6 lumber shall not exceed 19 % at time of connector
plates. fabrication.
6.
Unless expressly noted, this design is not applicable
for use with fire retardant or JOINTS
AND CHORDS ARE NUMBERED CLOCKWISE Preservative treated lumber, For
tabular plating format refer to the AROUND THE TRUSS STARTING AT THE LOWEST JOINT 7. Camber is a non-structural consideration and MiTek/
Gang-Nail Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator, General WEBS
ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. PLATE
SIZE 8.
Plate type, size and location dimensions shown
indicate minimum plating requirements. The
first dimension is the width 4
4 to Second CONNECTOR
PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and X
perpendicular slots. in all respects, equal to or better than the dimension
is the length parallel grade specified, to
slots. BOCA 86-93, 85-75, 91-28 10. Top chords must be sheathed or purlins LATERAL
BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates
location of required 11. Bottom chords require lateral bracing at 10 continuous
lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or less, if no ceiling is installed, unless
otherwise noted. SBCCI
87206, 86217, 9190 12. Anchorage and/or load transferring WISC/
DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility of BEARINGothersunlessshown. nA
Indicates location of joints at 13. Do not overload roof or floor trusses with which
bearings (supports) occur. stacks of construction materials. 14.
Do not cut or alter truss member or plate without
prior approval of a professional MiTeke
engineer.
15.
Care should be exercised in handling, PANEL
TM
erection and installation of trusses. I
Mitek Holdings, Inc. CLIP
FORMOt
8,019 CiAhb-MNL ® HMR97-AM®
Job I russ Truss Type ty y
13143954
DR2879C * C15 ROOF TRUSS 1 it
o tional)
i e Industries, Inc. 4.201 SRI s Jun 20 2001 MiTekIndustries, Inc. Fri Apr age
C 7-9-4 15-0-0 16, 16 10_0;
1-0-0 7-9-4 7-2-12 1-10.0
4x6 = Scale = 1:44.0
3x6 II
4 5
6.00 FiT
5x6
3
2
M00
3x6 = 8 7 6
2x4 II 54 = 3x6 II
7-9-4 15-0-0 , 16-10-0 ,
7-9-4 7-2-12 1-10-0
Plate Offsets - - - - : - - - -
LOADING (psf) SPACING 2-0-0 CSI DEFL in (Ioc) I/deft PLATES GRIP
TCLL 30.0 Plates Increase 1.33 TC 0.68 Vert(LL) 0.31 7-8 >642 M1120 249/190
TCDL 7.0 Lumber Increase 1.33 BC 0.66 Vert(TL) -0.36 7-8 > 542
BCLL 0.0 Rep Stress Incr YES WB 0.48 Horz(TL) 0.02 6 n/a
BCDL 10.0 Code SBC/ANS195 Matrix) 1st LC LL Min I/defl = 360 Weight: 94 lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 5-6-2 oc purlins, except end verticals.
BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 6-10-3 oc bracing.
WEBS 2 X 4 SYP No.3 *Except* WEBS 1 Row at midpt 5-6, 3-7
5-6 2 X 4 SYP No.2D
REACTIONS (lb/size) 6 = 764/0-3-8, 2 = 877/0-8-0
Max Harz 2=585(load case 4)
Max Uplift6=-549(load case 4), 2=-402(load case 4)
FORCES hb) - First Load Case Only
TOP CHORD 1.2=35, 2-3=-1184, 3-4=-268, 4-5=-107, 5-6=-309
BOT CHORD 2-8 = 947, 7-8 = 942, 6-7 =108
WEBS 3-8 = 254, 3-7 =-950, 4-7 - 39
NOTES (5)
1) This truss has been designed for the wind loads generated by 120 mph winds at 18 ft above ground level, using 5.0 psf top
chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category II, condition II
partially enclosed building, with exposure B ASCE 7-98 per SBC/ANS195 If end verticals exist, they are not exposed to
wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL
increase is 1.33, and the plate grip increase is 1.33
2) Provide adequate drainage to prevent water ponding.
3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 549 lb uplift at joint 6 and 402
lb uplift at joint 2.
4) This truss has been designed with ANSI/TPI 1.1995 criteria. '*
5) Truss Engineer: Junaidie Budiman, PE#45161. Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331.
6) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED.
kFIC
p
LOAD CASE(S) Standard ' .:4(Q'• '+
No.4.5161 1k
j• STATE OF
0RI
April 26,2002
4&wARW NG - verM d4etyn pananseters and RKAD NOTas ON TMS AM RCV!Jtl316 SWX BEFORE (M. •.ninn®
Design valid tot use only with MITek connectors, this design It based only upon parameters shown, and It tof an In dMdual building component to be
Installed and loaded vertically. Applicability of dalgn parameters and ptopet Incoipaatlon of component Is responsibility of building designer - not truss
designer. Bracing shown Is tot lateralsupport of Individual web members only. Addaional iempotory bracing to k"we, stability duiing construction Is the
tesponslblkly, of the erector. Additional petmonent bibckg of the ovetall stiuctwe Is the responsDlilly of the building deslgnet. Foil general guidance
ragaiding fabAcatlon, quality control. dotage, del"ry, erection and bracing, consult OST-88 Quality Slandard, 081•89 Irocmg Specillcallon, and HII•91 M iTek® Handling Installing and tracing Recommendation available horn Truss Plate Insttute, 863 D'Onoftlo DIN*, Madison, WI $371 V,
Symbols Numbering System AGeneral Safety Notes
PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property
13/. * Center plate on joint unless Damage Or Personal Injurydimensionsindicateotherwise.
Dimensions are in inches. Apply 1. Provide copies of this truss design to theplatestobothsidesoftrussandbuildingdesigner, erection supervisor, propertysecurelyseat. J2 J3 J4 owner and all other interested parties..
TOP CHORDS
2, Cut members to bear tightly against eachCI
other.
o J5
a: 3. Place plates on each face of truss at each
For 4 x 2 orientation, locate
o 0:. joint and embed fully. Avoid knots and wane
plates from outside edge of
a
d y at joint locations.
dtrussand vertical web,. a
o
4. Unless otherwise noted, locate chords licesP
at /4 length(+ 6" fromCSpanel adjacent joint.)
BOTTOM CHORDSThissymbolindicatesthe 5. Unless otherwise noted, moisture content of
required direction of slots in J1 J8 J7 J6 lumber shall not exceed 19%at time of
connector plates.
fabrication.
6. Unless expressly noted, this design is not
applicable for use with fire retardant or
JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber.
For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7. Camber is a non-structural consideration and
MiTek/Gang-Nail Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General
WEBS ARE NUMBERED FROM LEFTTO RIGHT. practice is to camber for dead load deflection.
PLATE SIZE 8. Plate type, size and location dimensions
shown indicate minimum plating requirements.
The first dimension is the width
4 4 to Second
CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and
X perpendicular slots. in all respects, equal to or better than the
dimension is the length parallel grade specified, to slots. BOCA 86-93, 85-75, 91-28 10. Top chords must be sheathed or purlins
LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design.
Indicates location of required 11. Bottom chords require lateral bracing at 10
continuous lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or less, if no ceiling is installed,
unless otherwise noted.
SBCCI 87206, 86217, 9190
12. Anchorage and/or load transferring
WISC/DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility ofBEARINGothersunlessshown.
Indicates location of joints at 13. Do not overload roof or floor trusses with
which bearings (supports) occur. stacks of construction materials.
14. Do not cut or alter truss member or plate
without prior approval of a professional
MTek®
engineer.
15. Care should be exercised In handling,
PANEL
TM
CUP
erection and installation of trusses.
1993 Mltek Holdings, Inc.
FORMO16,O1V HMPO arRO
Job russ Truss Type ty y HORTON
13143955
DR2879C ' C1 GAB ROOF TRUSS 1 1
o tionaq
i e Industries,Inc. s un r e n ustnes, Inc. Fri Apr age
11-0-9 5-10-8 11-2.8 16-10-0
1.0-0 5-10-8 5-4-0 5-7-8
3x4 i: Scale = 1:47.4
6
5
6.00 Fir
4
5x6
cc
2
it
0
3x4 = 9 8 7
5x8 =
5-10-8 11-2-8 1 16-10-0
5-10-8 5-4-0 5-7-8
Plate Offsets[3:0-3-0,0-3-01,18:0-4-0,0-3-01
LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/dell PLATES GRIP
TCLL 30.0 Plates Increase 1.33 TC 0.41 Vert(LL) 0.04 9 >999 M1120 249/190
TCDL 7.0 Lumber Increase 1.33 BC 0.26 Vert(TL) -0.07 8-9 >999
BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(TL) 0.01 7 n/a
BCDL 10.0 Code SBC/ANSI95 1 st LC LL Min I/deft = 360 Weight: 142 Ib
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 5-11-0 oc purlins, except end verticals.
SOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 7-6-10 oc bracing.
WEBS 2 X 4 SYP No.3 WEBS 1 Row at midpt 5-7, 5-8
OTHERS 2 X 4 SYP No.3
REACTIONS (lb/size) 7=804/0-3.0, 2=872/0-8.0
Max Horz 2=65011oad case 4)
Max Uplift 7=-59211oad case 41, 2--365(1oad case 4)
FORCES (Ib) - First Load Case Only
TOP CHORD 1.2=17, 2-3=-1068, 3-4=-559, 4.5=-564, 5-6=-8, 5-7=-748
BOT CHORD 2.9 = 941, 8-9 = 938, 7-8 = 0
WEBS 3-9 =108, 3-8 =-507, 4-8 = -399, 5-8 = 914
NOTES (7)
1) This truss has been designed for the wind loads generated by 120 mph winds at 18 ft above ground level, using 5.0 psf top
chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition 11
partially enclosed building, with exposure B ASCE 7-98 per SBC/ANS195 If end verticals exist, they are not exposed to
wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL
increase is 1.33, and the plate grip increase is 1.33
2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTekStandardGableEndDetail"
3) All plates are 2x4 M1120 unless otherwise indicated.
4) Gable studs spaced at 2.0-0 oc.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 592 lb uplift at joint 7 and 365 p/
lb uplift at joint 2. `Ora pier6) This truss has been designed with ANSI/TPI 1-1995 criteria. ••••• F17) Truss Engineer: Junaidie 8udfman, PE#45161. Address: 18472 Segovia Cir, N., Pembroke Pines, FL 33331. , •.•
8 THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. •.
tLOADCASE(S) Standard No, 4.5161 !
o 63TATE OF
s'
QRt10`+
L
April 26,2002
WAMNG - Ver{jjf desfyn Par+a»retsrs and MUD NOMS Gx Tars AND AXVZR= SMS BSd XX US& •r•+>D
Design valid for use only with MITsk connectors. This design R based only upon paramelsn shown, and Is for an Individual buldhg component to be
Installed and baled vsrtloolly. AppSaabWy of design parameters and proper Incorporation of component is rssponsbillty of building designer - not truss
designer. Bracing shown is tot lateral support of Individual web members only. Additional temporary bracing to Insuis stabilly during eondmetion Is the
responsibility of the sroctor. Additional psimanernt btbchg of the overall strucluter It the, issponsObNRy of the building designer. For general guidance,
regarding lobrbatbn, quality control, storage, d*W*ty, election and bracing, consull 0948 Quality Standard, 031-89 bating Spectlicatlon, and 113-91
Handling Installing and tracing Recommsndallon ovallablo from Truss Plats Institute, 863 D'Onoeb Dilve, Maclean, WI53719. MiTek®
Symbols Numbering System AGeneral Safety Notes
PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property
13/. *Center plate on joint unless Damage or Personal Injurydimensionsindicateotherwise.
Dimensions are in inches. Apply 1. Provide copies of this truss design to theplatestobothsidesoftrussandbuildingdesigner, erection supervisor, propertysecurelyseat. J2 J3 J4 owner and all other interested parties..
4 TOP CHORDS
2. Cut members to bear tightly against eachcaQ
other.
Q
o
WEBSM7C6
3. Place plates on each face of truss at each
For 4 x 2 orientation, locate
o -
h> a y'
c
joint and embed full Avoid knots and wane
plates from outside edge of
O
0: =
at joint locations,
truss and vertical web. d a
o
4. Unless otherwise noted, locate chords lices
at A length(+ 6" from pC8paneladjacentjoint.)
BOTTOM CHORDSThissymbolindicatesthe 5. Unless otherwise noted, moisture content of
required direction of slots in Jt J8 J7 J6 lumber shall not exceed 19%at time of
connector plates.
fabrication.
6. Unless expressly noted, this design is not
applicable for use with fire retardant or
JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber.
For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7. Camber is a non-structural consideration and
Mliek/Gang-Nall Joint/Plato Placement Chart. FARTHEST TO THE LEFT. is the responsibilitypty of truss fabricator, General
WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection.
PLATE SIZE
8. Plate type, size and location dimensions
shown indicate minimum plating requirements.
The first dimension is the width
4 4 to Second
CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and
X perpendicular slots. in all respects, equal to or better than the
dimension is the length parallel grade specified. pacified.
to slats, BOCA 86-93, 85-75, 91-28 10. Top chords must be sheathed or purlins
LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design.
Indicates location of required 11. Bottom chards require lateral bracing at 10
continuous lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or less, if no ceiling is installed,
unless otherwise noted.
SBCCI 8720b, 86217, 9190 12, Anchorage and/or load transferring
WISC/DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility ofBEARINGothersunlessshown,
Indicates location of joints at 13. Do not overload roof or floor trusses with
which bearings (supports) occur. stacks of construction materials.
14. Do not cut or alter truss member or plate
without prior approval of a professional
MiTek®
engineer.
15. Care should be exercised in handling,
TM
PANEL
erection and installation of trusses.
I993 Mitek Holdings, Inc.
CLIP
fORM018,019 A O-kA t ® HYORaA'R 0 s. 6.
Job ruse Truss Type ty y HORTON
13143956
DR2879C ' C7 ROOF TRUSS 1 1
to tional)
r e Industries, Inc. 4 201s un r e n ustnes, Inc. Fri Apr age
1.0.0 , 3-9-4 7-0-0 11-11-0 16-10-0
r—
1-0-0 3-9-4 3-2-12 4-11-0 4-11-0
Scat 1:30.8
5x10 =
3x6 II 4x6
4 10 11 5 6
6'00 FTY 2x4
cl 3
2
1
9 12 13 8 14 7
3x6 = 3x4 = 7x8 = 400 II
7.0-0 11-11-0 16-10-0
7.0-0 4-11-0 4-11-0
Plate Offsets -
LOADING (psf) SPACING 2-0-0 CSI DEFL in hoc) I/defl PLATES GRIP
TCLL 30.0 Plates Increase 1.33 TC 0.96 Ven(LL) 0.12 9 >999 M1120 249/190
TCDL 7.0 Lumber Increase 1.33 BC 0.63 Ven(TL) -0.11 2-9 > 999
BCLL 0.0 Rep Stress Incr NO WB 0.80 Horz(TL) -0.04 7 n/a
BCDL 10.0 Code SBC/ANSI95 Matrix) 1 st LC LL Min I/defl = 360 Weight: 111 lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2D *Except* TOP CHORD Sheathed or 3-8-14 oc purlins, except end verticals.
4-6 2 X' 6 SYP No.2ND BOT CHORD Rigtd ceiling directly applied or 4-8-5 oc bracing.
BOT CHORD 2 X 6 SYP No.2ND WEBS 1 Row at midpt 6-8
WEBS 2 X 4 SYP No.3
REACTIONS (lb/size) 7 =1947/0-3-8, 2 = 1651/0-8-0
Max Horz 2-2901load case 4)
Max Uplift7=-1502(load case 4), 2=-1409(1oad case 4) FORCES (
lb) - First Load Case Only TOPCHORD1-2=40, 2-3=-2888, 3-4=-2717, 4-10=-2255, 10-11=-2256, 5-11=-2258, 5-6=-2255, 6-7=-1701 BOT
CHORD 2-9=2486, 9.12=2442, 12.13=2442, 8-13=2442, 8-14=91, 7-14=91 WEBS
3-9 = -76, 4-9 = 568, 4-8 = -228, 5-8 = -603, 6-8 = 2655 NOTES (
7) 1)
This truss has been checked for unbalanced loading conditions. 2)
This truss has been designed for the wind loads generated by 120 mph winds at 18 ft above ground level, using 5.0 psf top chord
dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition 11 partially
enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 if end verticals exist, they are not exposed to wind.
If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase
is 1.33, and the plate grip increase is 1.33 3)
Provide adequate drainage to prevent water ponding. 4)
Provide mechanical connection Iby others) of truss to bearing plate capable of withstanding 1502 lb uplift at joint 7 and 1409
lb uplift at joint 2. 5) This truss has been designed with ANSI/TPI 1-1996 criteria. ^ 6)
Special hanger(s) or connections) required to support concentrated load(s) 290.1lb down and 574.41b up at 7-0-0, and r % f7 168.
21b down and 343.51b up at 9.1-1, and 168.21b down and 343.51b up at 11-1-1 on top chord, and 454.21b down and 381.
61b up at 7-0-0, 47.71b down at 9-1.1, 47.71b down 11-1-1, 781.21b down 317.31b 13-3.3 IkFI +;%."' andatandandupaton ..•' bottom
chord. Design for unspecified connection(s) is delegated to the building designer. icy 7) Truss Engineer: Junaidie Budiman, PE1/45161. Address: 16472 Segovia CIT. N., Pembroke Pines, FL 33331. 8)
THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. No.
45161 LOAD
CASEIS) Standards 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 STATE OF Uniform Loads (pit) Vert: 1-
4=-74.0, 4-6=-74.0, 2.7=-20.0 A Concentrated Loads (
lb) yyL' O R 10 Van: 4=-
290.1 9=-454.2 10--168.2 11 =-168.2 12=47.7 13=-47.7 14=-781.2 pvso,'O 4Mwo
l•_` April 26,
2002 QwAmNG - verW
design parworsetmv and RrAD Norse ox 7mm AND nsmax sms dIzmm use. Design valid
tot use only with MHek connectors. This design it based only upon parameters shown, and It for an IndtMual building component to be Installed and
loaded vertically. Applicability of design parameters and proper Incorporation of component it responsibility of building designer - not huts deslgnet. Bracing
shown it lot lateral support of I ndtMuci web members only. Additional lempoiary bracing to Insure stability during construction Is the responsibility of
the erector. Additional permanent brbcing of the, overall shucture Is the tesponslalltty of the building designer. For general guidance regarding fabrication,
quality conhol, storage, delNen/, erection and bracing, consult OST-88 Quality Standard. DSB-69 Bracing specification, and HIS•91 Handling lnttatilng
and Brocing Recommerndation available horn Touts Plots Institute. $93 D'Onohlo Move. Madison, WI $3719. M iTek®
Symbols Numbering System AGeneral Safety Notes
PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property
13/. *Center plate on joint unless Damage or Personal Injurydimensionsindicateotherwise.
Dimensions are in inches. Apply l . Provide copies of this truss design to the
plates to both sides of truss and building designer, erection supervisor, propertysecurelyseat.
ye, J2 J3 J4 owner and all other interested parties..
TOP CHORDS 2. Cut members to bear tightly against eachac3
other.
o WEBS J5
cc3. Place plates on each face of truss at each
For 4 x 2 orientation, locate a:joint and embed fully. Avoid knots and wane
plates 1/8" from outside edge of
v o
a _ at joint locations.
truss and vertical web. a
o
4. Unless otherwise noted, locate chord splices
at 1/4 length(' 6" fromC, c6 panel adjacent joint,)
BOTTOM CHORDSThissymbolindicatesthe 5. Unless otherwise noted, moisture content of
required direction of slots in
Jt J8 J7 J6 lumber shall not exceed 19%at time of
connector plates.
fabrication.
6. Unless expressly noted, this design is not
applicable for use with fire retardant or
JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber.
For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7. Camber is a non-structural consideration and
Mitek/Gang-Nail Joint/Plate Placement Chart.
FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General
WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection,
PLATE SIZE
8. Plate type, size and location dimensions
shown indicate minimum plating requirements.
The first dimension is the width
4 4 to Second
CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and
X perpendicular slots. in all respects, equal to or better than the
dimension is the length parallel grade specified.
to slots. BOCA 86-93, 85-75, 91-28 10. Top chords must be sheathed or purlins
LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design.
Indicates location of required 11. Bottom chords require lateral bracing at 10
continuous lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or less, if no ceiling is installed,
unless otherwise noted.
SBCCI 87206, 86217, 9190 12. Anchorage and/or load transferring
WISC/DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility ofBEARINGothersunlessshown.
nA Indicates location of joints at 13. Do not overload roof or floor trusses with
which bearings (supports) occur. stacks of construction materials,
14. Do not cut or alter truss member or plate
without prior approval of a professional
MTek®
engineer.
15. Care should be exercised in handling,
PANEL
TM erection and installation of trusses.
O 1993 Mitek Holdings, Inc.
CLIP
FORM 18,o19 C°"1K°'"''""-® HMRO,AIR0
Job russ Truss Type ty y HORTON
13143957
DR2879C' C9 ROOF TRUSS 1 1
to tionah
Me Industries, Inc. Inc. Fri Apr age
1-0-0 4-9-4 9.0-0 16-10.0
1-0-0 4-9-4 4.2-12 7-10.0
Scab = 1:30.7
4x8 =
2x4 II
4 5
6'00fy 2x4.
3
d
2
1
7 6
3x4 = 5x6 = 5x6 =
9-0-0 16-10-0
9-0-0 7.10-0
Plate Offsets --17:0-3-0,0-3-OF
LOADING (psf) SPACING 2-0-0 CSI DEFL in hoc) I/defl PLATES GRIP
TCLL 30.0 Plates Increase 1.33 TC 0.74 VertILL) 0.04 7 >999 M1120 249/190
TCDL 7.0 Lumber Increase 1.33 BC 0.40 Vert(TL) -0.16 2-7 >999
BCLL 0.0 Rep Stress Incr YES WB 0.44 Horz(TL) 0.02 6 n/a
BCDL 10.0 Code SBC/ANSI95 1 st LC LL Min I/defl — 360 Weight: 86 lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals.
BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigrd ceiling directly applied or 7-1-3 oc bracing.
WEBS 2 X 4 SYP No.3 WEBS 1 Row at midpt 4-6
REACTIONS (lb/size) 6 = 769/0-3-8, 2 = 872/0-8-0
Max Horz 2-36811oad case 4)
Max Uplift6 = -474(load case 4), 2=-477(load case 4)
FORCES (Ib) - First Load Case Only
TOPCHORD 1-2=17, 2-3=-1087, 3-4=-762, 4-5=0, 5-6=-284
BOT CHORD 2-7 = 953, 6-7 = 691
WEBS 3-7=-306, 4-7=304, 4-6=-803
NOTES (5)
1) This truss has been designed for the wind loads generated by 120 mph winds at 18 ft above ground level, using 5.0 psf top
chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition 11
partially enclosed building, with exposure B ASCE 7.98 per SBC/ANSI95 If end verticals exist, they are not exposed to
wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL
increase is 1.33, and the plate grip increase is 1.33
2) Provide adequate drainage to prevent water ponding.
3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 474 lb uplift at joint 6 and 477
lb uplift at joint 2.
4) This truss has been designed with ANSI/TPI 1-1995 criteria.
5) Truss Engineer: Junaidie Budiman, PE#45161. Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331,
6) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. •kf— 13
LOAD CASEIS) Standard s' .+•'•%s`'.
p
No. 45161
ORI
April 26,2002
WARMNO - VerW design pararmetere andROAD NOTES ON TIUS AND RI VERS6 arD19 BAMM U86. ®
Design volld for use only with MBek connectors. This design Is based only upon parameters shown, and It for an Indlvkluol building component to be
installed and loaded vertically. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss
designer. Bracing shown Is for lateral support of Individual web members only. Addlional temporary bracing to Insure stability during construction Is the
responsibility of the erector. Addalanol permonent bilscing of the overall structure Is the responsibility of the building designer. For general guidance
regarding fobrkcatlon, quality cwntioL, storage, delivery, wrectlan and bfocng, consuft CST -II Quality Standard, DSI•89 Bracing Specification. and HIB•91
Handling installing and Inwirrp Iecommernddlon available from Truss Plate Institute, 543 D'Onohb Drive, Madison, WI63719. MiTek®
Symbols Numbering System AGeneral Safety Notes
PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property
11,11 t 3/. * Center plate on joint unless Damage or Personal Injurydimensionsindicateotherwise.
Dimensions are in inches. Apply 1, Provide copies of this truss design to theplatestobothsidesoftrussandbuildingdesigner, erection supervisor, property
1. securely seat. J2 J3 J4 owner and all other interested parties..
TOP CHORDS
2, Cut members to bear tightly against eachaa
other.
O WEBS . J5
Q 3. Place plates on each face of truss at each
For 4 x 2 orientation, locate a ,n Q joint and embed fully. Avoid knots and wane
from outside edge oflattruss
c o_
a at joint locations.
a dtrussand vertical web. a
o
4. Unless otherwise noted, locate chordsplices at
r14 length(' 6" from ceC, u panel adjacent joint,) BOTTOM
CHORDS Thissymbolindicatesthe5. Unless otherwise noted, moisture content of required
direction of slots in Jt J8 J7 J6 lumber shall not exceed 19%at time of connector
plates. fabrication,
6.
Unless expressly noted, this design is not applicable
for use with fire retardant or JOINTS
AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. For
tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7. Camber is a non-structural consideration and Mitek/
Gang-Nail Joint/Plate Placement Chart. FARTHEST
TO THE LEFT. is the responsibility of truss fabricator. General WEBS
ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8,
Plate type, size and location dimensions PLATE
SIZE shown indicate minimum plating requirements. The
first dimension is the width 4
4 to second CONNECTOR
PLATE CODE APPROVALS 9, Lumber shall be of the species and size, and X
perpendicular slots. in all respects, equal to or better than the dimension
is the length parallel grade specified. to
slots. BOCA 86-93, 85-75, 91-28 10. Top chords must be sheathed or purlins LATERAL
BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates
location of required 11. Bottom chords require lateral bracing at 10 continuous
lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or less, if no ceiling is installed, unless
otherwise noted. SBCCI
87206, 86217, 9190 12. Anchorage and/or load transferring WISC/
DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility of BEARINGothersunlessshown. Indicates
location of joints at 13. Do not overload roof or floor trusses with which
bearings (supports) occur. stacks of construction materials. a14.
Do not cut or alter truss member or plate without
prior approval of a professional MiTek®
engineer.
15.
Care should be exercised in handling, PANEL
erection
and installation of trusses. 1"
3 Mitek Hollings, Inc. CLIPFORM016,
019 N+- ® Of Vvao.A1J70 r
Job ruse Truss Type ty y RTON
13143958
DR2879C D ROOF TRUSS 1 1
optional)
1 e industries, Inc. 4.201 bK1 s Jun 2ts Z001 MiTekIndustries, Inc. Fri Apr age
1-0-0 4-2-0 8-4-0 — - _ -- 9-4-0
r
1-0-0 4-2-0 4-2-0 1-0-0
Scale = 1:17.3
4x6 =
3
6.00 rff
4
2
d
ci
Li
5
1
6
2x4 II
2x4 = 2x4 =
4-2-0 8-4.0
4-2-0 4-2-0
LOADING (psf) SPACING 2.0.0 CSI DEFL in (loc) I/defl PLATES GRIP
TCLL 30.0 Plates Increase 1.33 TC 0.19 Vert(LL) -0.00 6 >999 MI120 249/190
TCDL 7.0 Lumber Increase 1.33 BC 0.10 Vert(TL) -0.01 6 >999
BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(TL) 0.00 4 n/a
BCDL 10.0 Code SBC/ANSI95 1st LC LL Min I/deft = 360 Weight: 33 lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 6-0-0 oc purlins.
BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing.
WEBS 2 X 4 SYP No.3
REACTIONS (lb/size) 2 = 464/1.4-0, 4 = 464/1-4-0
Max Harz 2=-78(load case 5)
Max Uplift2 = -266(load case 4), 4=-2660oad case 5)
FORCES fib) - First Load Case Only
TOP CHORD 1.2 =17, 2-3 = -372, 3-4 = -372, 4-5 =17
BOT CHORD 2-6 = 326, 4-6 = 326
WEBS 3-6=77
NOTES (5)
1) This truss has been checked for unbalanced loading conditions.
2) This truss has been designed for the wind loads generated by 120 mph winds at 18 ft above ground level, using 5.0 psf top
chord dead load and 6.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition 11
partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not exposed to
wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL
increase is 1.33, and the plate grip increase is 1.33
3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 266 lb uplift at joint 2 and 266
lb uplift at joint 4.
4) This truss has been designed with ANSI/TPI 1-1995 criteria.
5) Truss Engineer: Junaidie Budiman, PE#45161. Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331.
6) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED,
LOAD CASEIS) Standard l, i1 prL34/
Ff q;J.
No. 45161
L'
sS
STATE OF
ORI.
L
April 26,2002
A wmmdyo - ver{ jjf design pammecers and nxm Nardss odv Tma mD immu a awls diE! im vas. r..e.. e
Deslon vald for use only with Mffek connectors. This design Is based only upon parameters shown, and Is for an MWIdual buldhg component to be
Installed and boded vettlaeft. Applicablilly at design parameters and proper Incorporation of component Is responsbllRy of buldhg designer - not huts
designer. Bracing shown Is for lateral Support of Individual web members only. Addtlional temporary bracing to Insure stabl0y during construction Is the
iesponslblllty of the erector. Additional permanent bitscing of the overall etwctute Is the responsibility of the building desgnei. For general guidance
regarding fabrication, qually control, storage, delivery, erection and bracing, comull CST-86 Quality Standard. OSI.69 Irocing Sp"Ificatlon, and HII.91 M iTek® Hancillnp iataehq and tracing Recommendation avolable Dustuss Plate hfib tlRute, b83 D'OnoDifve, Madison, W 163719.
Symbols Numbering System AGeneral Safety Notes
PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property
t 3/44 * Center plate on joint unless Damage or Personal Injurydimensionsindicateotherwise,
Dimensions are in inches. Apply l , Provide copies of this truss design to the
plates to both sides of truss and building designer, erection supervisor, propertysecurelyseat. J2 J3 J4 owner and all other interested parties..
TOP CHORDS
2. Cut members to bear tightly against eachc2Q
other.
O WEBS ' J5
3. Place plates on each face of truss at each
For 4 x 2 orientation, locate joint and embed fully. Avoid knots and wane
plates id from outside edge of
c O
d y at joint locations.
truss and vertical web. a
o
4. Unless otherwise noted, locate chordsplices at /
4 length({ 6" from ceC, c6 panel adjacent joint.) BOTTOM
CHORDS Thissymbolindicatesthe5. Unless otherwise noted, moisture content of required
direction of slots in Jt
J8 J7 J6 lumber shall not exceed 19 % at time of connector
plates. fabrication.
6.
Unless expressly noted, this design is not applicable
for use with fire retardant or JOINTS
AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. For
tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7. Camber is a non-structural consideration and MITek/
Gang-Nail Joint/Plate Placement Chart. FARTHEST
TO THE LEFT. is the responsibility of truss fabricator, General WEBS
ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. PLATE
SIZE 8. Plate type, size and location dimensions shown
indicate minimum plating requirements. The
first dimension is the width 4
4 to Second CONNECTOR
PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and X
perpendicular slots. in all respects, equal to or better than the dimension
is the length parallel grade specified. to
slots. BOCA 86-93, 85-75, 91-28 10. Top chords must be sheathed or purlins LATERAL
BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates
location of required 11. Bottom chords require lateral bracing at 10 continuous
lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or less, if no ceiling is installed, unless
otherwise noted. SBCCI
87206, 86217, 9190 12. Anchorage and/or load transferring WISC/
DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility of BEARINGothersunlessshown. Indicates
location of joints at 13. Do not overload roof or floor trusses with which
bearings (supports) occur. stacks of construction materials. a14.
Do not cut or alter truss member or plate without
prior approval of a professional MiTek®
engineer.
15.
Care should be exercised in handling, TM
PANEL
erection
and installation of trusses. 1993
Mitek Holdings, Inc. CLIP
FORM018,
019 MYDRQ,iUA®-
Job russ russ ype ty y HORTON
13143959
DR2879C D1 ROOF TRUSS 2 1
optional)
t e Industries, Inc. 4.201 SRI s Jun 28 2001 N liTekn ustrias, Inc. Fri Apr age
1-0-0 4-2-0 7-0-0
1-0-0 4-2-0 2-10-0
4x6 =
Scale = 1:15.2
3
6.00 FTY
4
6
2
L2T Li
i 2x4 = 5x6
6
2x4 II
402 II
4-2-0 7-0-0 7-3.1$
4-2-0 2-10-0 0-3-13
Plate Offsets - ..15:0-6-11,0-2-91
LOADING (psf) SPACING 2-0-0 CSI DEFL in (Ioc) 1/defl PLATES GRIP
TCLL 30.0 Plates Increase 1.33 TC 0.24 Vert(LL) -0.00 6 >999 M1120 249/190
TCDL 7.0 Lumber Increase 1.33 BC 0.09 Vert(TL) 0.03 1-2 >415
BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TU 0.00 5 n/a
BCDL 10.0 Code SBC/ANSI95 Matrix) 1 st LC LL Min I/deft = 360 Weight: 31 lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.21) TOP CHORD Sheathed or 6-0-0 oc purlins.
BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2 X 4 SYP No.3
SLIDER Right 2 X 8 SYP SS 1-2-13
REACTIONS (lb/size) 5=319/0-3-8. 2=416/0-1-8
Max Horz 2 - 9011oad case 4)
Max Uplift 5 - -1430oad case 51, 2=-244(load case 4)
FORCES (Ib) - First Load Case Only
TOP CHORD 1-2 = 34, 2-3 = -368, 3-4 =-337, 4-5 — -380
BOT CHORD 2-6 = 260, 5-6 = 260
WEBS 3-6=84
NOTES (6)
1) This truss has been checked for unbalanced loading conditions.
2) This truss has been designed for the wind loads generated by 120 mph winds at 18 ft above ground level, using 5.0 psf top
chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition 11
partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not exposed to
wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL
increase is 1.33, and the plate grip increase is 1.33
3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 2.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 143 lb uplift at joint 5 and 244
lb uplift at joint 2.
5) This truss has been designed with ANSI/TPI 1-1995 criteria.
6) Truss Engineer: Junaidie Budiman, PE#i45161. Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331. yy+
l.....,,'"l7) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED.
4`, LOADCASE(S) Standard
No. 45161
E STATE OF
April 26,2002
A1VVmmm - Verm design pmmawtrn and Rom NOr68 ON TRIG AND Hidvmm SIDE BZPORB UBd. "Ovein e
Design vatd tot use only with 10111ek conneotois. This design R bawd only upon poiamsten shown, and Is tot an Indh4duol building component to be
instated and loaded vertksaty. Applicability of design parameters and proper Inoporatlon of component Is rel" sponslyof building destgnei - not irua designer.
Bracing shown It for lateral support of Individual web members only. Additional temporary bracing to Insure slabNty dwing construction h the responsibility
of the ereclwpermanent Additional pmanntbilicingof the oveiat structure Is the iesponsbOlty of the building designer, r-or generalguidance regoiding fobricollon,
quality conhot sloiage, detveiy, 4rectlon and bracing, consull OST•114 Quality Standard. OSS•89 Bracing Specification, and Nit-91 Tek® Handling Installingand $racing Recommendation availabletiom Dust Plate lnsttute, 883 D'Onohlo Drive, Madison, WI53719.
Symbols Numbering System AGeneral Safety dotes
PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property
Center plate on joint unless Damage or Personal Injurydimensionsindicateotherwise.
Dimensions are in inches. Apply 1. Provide copies of this truss design to the
plates to both sides of truss and building designer, erection supervisor, propertysecurelyseat.
fie- J2 J3 Ja owner and all other interested parties..
TOP CHORDS
2, Cut members to bear tightly against each
other.
0 WEBS J5
Q 3. Place plates on each face of truss at each
For 4 x 2 orientation, locate r h, ,a 3 joint and embed fully. Avoid knots and wane
plates/a" from outside edge of
O
a
at joint locations.
truss and vertical web. a
o
4. Unless otherwise noted, locate chords InespatI /a length(' 6" fromcpanel adjacent joint,)
BOTTOM CHORDSThissymbolindicatesthe 5. Unless otherwise noted, moisture content of
required direction of slots in J1 J8 J7 J6 lumber shall not exceed 19%at time of
connector plates,
fabrication.
6. Unless expressly noted, this design is not
applicable for use with fire retardant or
JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber.
For tabular plating format refer to the AROUND THE TRUSS STARTING AT THE LOWEST JOINT 7. Camber is a non-structural consideration and
MRek/Gang-Nall Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General
WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection.
8. Plate type, size and location dimensions
PLATE SIZE shown indicate minimum plating requirements.
The first dimension is the width
4 4 to Second
CONNECTOR PLATE CODE APPROVALS 9, Lumber shall be of the species and size, and
X perpendicular slots. in all respects, equal to or better than the
dimension is the length parallel grade specified.
to slots, BOCA 86-93, 85-75, 91-28 10. Top chords must be sheathed or purlins
LATERAL BRACING HUD/FHA TCB 17,08 provided at spacing shown on design.
Indicates location of required 11. Bottom chords require lateral bracing at 10
continuous lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or less, if no ceiling is installed,
unless otherwise noted,
SBCCI 87206, 86217, 9190 12. Anchorage and/or load transferring
WISC/DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility of
BEARING others unless shown.
Indicates location of joints at 13. Do not overload roof or floor trusses with
which bearings (supports) occur. stacks of construction materials, a
14. Do not cut or alter truss member or plate
without prior approval of a professional
MiTek®
engineer.
15. Care should be exercised in handling,
PANEL
CLIP
erection and installation of trusses.
1993 Mitek Holdings, Inc.
FORMOIa,olo HMRO-AIR®
Job ruse Truss Type ty y HORTON
13143960
DR2879C' D2 ROOF TRUSS 2 1
tMnioI
ACCU-SPAN-TH, LONGWOOD, FL, MITe industries,Inc. s un 1 e n ustnes, Inc. Fri Apr age
4.2-1 7-0-1
4-2-1 2-10-0
4x6 = Scale 1:24.8
2
6.00 rT2-
3x4
3
il
6 5 4
2x4 II 3x8 = 3x6 II
4-2-1 7-0.1 7;3-12
4-2-1 2-10-0 0-3-11
LOADING (psf) SPACING 2.0-0 CSI DEFL in (loc) I/defl PLATES GRIP
TCLL 30.0 Plates Increase 1.33 TC 0.23 Vert(LL) 0.00 5 >999 M1120 249/190
TCDL 7.0 Lumber Increase 1.33 BC 0.05 VertITL) -0.01 5-6 >999
BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) -0.00 4 n/a
BCDL 10.0 Code SBC/ANS195 1 st LC LL Min I/deft = 360 Weight: 47 Ib
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.21) TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals.
SOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing.
WEBS 2 X 4 SYP No.3
REACTIONS (lb/size) 6 = 316/Mechanical, 4 = 316/0-3-8
Max Horz 6 = 81(load case 4)
Max Uplift6=-128(1oed case 4), 4--158(load case 4)
FORCES (Ib) - First Load Case Only
TOP CHORD 1-2=-138, 2.3=-138, 1-6=-275, 3.4--289
BOT CHORD 5-6=-0, 4-5=0
WEBS 2-5=-125, 1-5=139, 3-5=177
NOTES (6)
1) This truss has been checked for unbalanced loading conditions.
2) This truss has been designed for the wind loads generated by 120 mph winds at 18 ft above ground level, using 5.0 psf top
chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition II
partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not exposed to
wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL
increase is 1.33, and the plate grip increase is 1.33
3) Refer to girderls) for truss to truss connections.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 128 lb uplift at joint 6 and 158
lb uplift at joint 4.
5) This truss has been designed with ANSI/TPI 1-1995 criteria.
61 Truss Engineer: Junaidie Budiman, PE#45161. Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331.
7) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED.
LOAD CASEIS) Standard
x+.,
4. U qo.
t ' NO.45161
a; * :OC
j • 51'AiE OF •
OR
viaL
April 26,2002
wAJU4MO - Vey design pismi setere and READ Hams ONTars MAD RZVZRSN SMS EdEiORE USE. army
Design valid for use only with Mifek connectors. This design is based only upon parameters shown, and is for an Individual building component to be
Installed and loaded verfl6aNy. ApplicabNBy of design paiarnetets and proper hcorpotatlon of component is responsibility of building designer - not hues
deslgnet. Bracing shown le for lateral support of Individual web members only. Additional temporary bracing to kuule slabilry during construction is the
responsibility of the eiectot. Additional petinanent brlrchg of the overoN structure is tl» responsbIty of the building designer. For general guidance
regarding fobrloatbn, quality control, storage, deNvety, etectlon and btochg, consull QST-W Quality Standard, DSI-89 Bracing SpeaMcation, and HIB-91 iTek Handling Installing and Bracing Reoommendatlon available from Truss Plate Drive, Institute, 683 D'Onohlo Madison, Wl63719, M
Symbols Numbering System AGeneral Safety Notes
PLATE LOCATION AND ORIENTATION Failure to FOIIOW Could Cause Property
Center plate on joint unless Damage or Personal Injurydimensionsindicateotherwise.
Dimensions are in inches. Apply 1. Provide copies of this truss design to theplatestobothsidesoftrussandbuildingdesigner, erection supervisor, propertysecurelyseat, J2 J3 J4 owner and all other interested parties..
TOP CHORDS
2. Cut members to bear tightly against each14uc3
other.
o WEBS J5
cc 3. Place plates on each face of truss at each
For 4 x 2 orientation, locate o , ; ; a joint and embed fully. Avoid knots and wane
plates 1/a" from outside edge of
o
a
at joint locations.
truss and vertical web. a
o
4, Unless otherwise noted, locate chordsplices at
114 length(+ 6" from capaneladjacent joint.) BOTTOM
CHORDS Thissymbolindicatesthe5. Unless otherwise noted, moisture content of required
direction of slots in Jt J8 J7 J6 lumber shall not exceed 19%at time of connector
plates, fabrication.
6.
Unless expressly noted, this design is not applicable
for use with fire retardant or JOINTS
AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. For
tabular plating format refer to the AROUND THE TRUSS STARTING AT THE LOWEST JOINT 7, Camber is a non-structural consideration and MiTek/
Gang-Nail Joint/Plate Placement Chart. FARTHEST
TO THE LEFT. is the responsibility of truss fabricator. General WEBS
ARE NUMBERED FROM LEFTTO RIGHT, practice is to camber for dead load deflection. PLATE
SIZE 8. Plate type, size and location dimensions shown
indicate minimum plating requirements. The
first dimension is the width 4
4 to Second CONNECTOR
PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and X
perpendicular slots. in all respects, equal to or better than the dimension
is the length parallel grade specified. to
slots. BOCA 86-93, 85-75, 91-28 10. Top chords must be sheathed or purlins LATERAL
BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates
location of required 11. Bottom chords require lateral bracing at 10 continuous
lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or less, if no ceiling is installed, unless
otherwise noted. SBCCI
87206, 86217, 9190 12. Anchorage and/or load transferring WISC/
DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility of BEARINGothersunlessshown. nA
Indicates location of joints at 13. Do not overload roof or floor trusses with which
bearings (supports) occur. stacks of construction materials. 14.
Do not cut or alter truss member or plate without
prior approval of a professional MTek®
engineer.
15.
Care should be exercised in handling, IIIIIIITM
PANEL
erection
and installation of trusses. 1993
Mitek Holdings, Inc. CLIP
FORM018,
019 0 2 ® HMRO-AIR 0
Job I ruse Truss Type ty y HORTON
13143964
DR2879C J ROOF TRUSS 13 1
to tionaq
Industries, Inc. s un i e n ustnas, Inc. Fri Apr age
1, -1 T 7-0-0
1-0-0 7-0-0 3 Scale = 1:19.3
F6.00 PT
2
4
2x4 =
7-0-0
r
7.0-0
LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP
TCLL 30.0 Plates Increase 1.33 TC 0.71 Vert(LL) n/a n/a M1120 249/190
TCDL 7.0 Lumber Increase 1.33 BC 0.17 Vert(TL) 0.25 1-2 >59
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a
BCDL 10.0 Code SBC/ANSI95 Matrix) 1st LC LL Min I/deft = 360 Weight: 24 lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 6-0-0 oc purlins.
BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 3=242/Mechanical, 2=418/0-4-0, 4=68/Mechanical
Max Horz 2=265(load case 5)
Max Uplift3=-275(load case 5), 2=-145(load case 4)
FORCES (Ib) - First Load Case Only
TOPCHORD 1-2=34,2-3=88
BOT CHORD 2-4=0
NOTES (5)
1) This truss has been designed for the wind loads generated by 120 mph winds at 18 ft above ground level, using 5.0 psf top
chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category II, condition II
partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not exposed to
wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL
increase is 1.33, and the plate grip increase is 1.33
2) Refer to girder(s) for truss to truss connections.
3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 275 lb uplift at joint 3 and 145
lb uplift at joint 2.
4) This truss has been designed with ANSI/TPI 1-1995 criteria.
5) Truss Engineer: Junaidie Budiman, PE#45161. Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331.
6) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED.
LOAD CASE(S) Standard
ke a
G fi •. or
NO. 4-5161
r hoc
1 tTATE OF
M
April 26,2002
WARMO - ve W deatps4 pumstarrere and MW MWXS ON IMS AND RJ VZRSX SWE REPO= t=. *®
Design valid lot use only with Mltsk connectors. This design Is based only upon parameters shown, and it for an Individual bulding component to be
Installed and boded vertically. Appiloobllty of design parameters and proper Incorporation of component it responslbafy of building designer - not trust
designs,. Siccing shown it la lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the
rssponslbiMy of the slecloi. Additional permanent b0ocIng of the overall shucture It the rseponsibWty, of the building dssignsr. For general guidance
regarding fabrication, quality conhot storage, dellvery, NOctbn and bracing, consult GET-84 Quality Standard, 081.89 Itrackq Specification, and NII.91 Te'k® Handling installing and IrackV Recommendation available loom Touts Plate Institute. 583 D'Onohb Drlve, Madison, W 163719. M
Symbols Numbering System AGeneral Safety Notes
PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property
13/. * Center plate on joint unless Damage or Personal injurydimensionsindicateotherwise.
Dimensions are in inches. Apply 1. Provide copies of this truss design to theplatestobothsidesoftrussandbuildingdesigner, erection supervisor, propertysecurelyseat. J2 J3 J4 owner and all other interested parties..
4 TOP CHORDS 2. Cut members to bear tightly against eachC2C3
other.
o WEBS
J5
Q 3. Place plates on each face of truss at each
For 4 x 2 orientation, locate o , 3 ; Q joint and embed fully. Avoid knots and wane
plates 1/8" from outside edge of
v o
a _ at joint locations,
truss and vertical web. a
o
4. Unless otherwise noted, locate chord splices
at I/4 length(+ 6" fromceC, panel adjacent joint.)
BOTTOM CHORDSThissymbolindicatesthe 5. Unless otherwise noted, moisture content of
required direction of slots in JI J8 J7 J6 lumber shall not exceed 19%at time of
connector plates.
fabrication.
6. Unless expressly noted, this design is not
applicable for use with fire retardant or
JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber.
For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7. Camber is a non-structural consideration and
MfTek/Gang-Naff Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator, General
WEBS ARE NUMBERED FROM LEFT TO RIGHT, practice is to camber for dead load deflection.
PLATE SIZE
8. Plate type, size and location dimensions
shown indicate minimum plating requirements.
The first dimension is the width
4 X 4 to Second
CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and
perpendicular slots. in all respects, equal to or better than the
dimension is the length parallel grade specified,
to slots. BOCA 86-93, 85-75, 91-28 10. Top chords must be sheathed or purlins
LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design.
Indicates location of required 11. Bottom chords require lateral bracing at 10
continuous lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or less, if no ceiling is installed, 4e unless otherwise noted,
SBCCI 87206, 86217, 9190 12. Anchorage and/or load transferring
WISC/DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility ofBEARINGothersunlessshown.
nA Indicates location of joints at 13. Do not overload roof or floor trusses with
which bearings (supports) occur. stacks of construction materials. i a
14. Do not cut or alter truss member or plate
without prior approval of a professional
MiTek®
engineer,
15. Care should be exercised in handling,
PANEL ,
M erection and installation of trusses,
1993 Mffek Holdings, Inc.
CLIP
FORM018.019 OAN G-NAIL ® HMRO,AXR ®
Job I russ Truss Type ty y HORTON
13143965
DR2879C' J3 ROOF TRUSS 1 1
to tional
r e Industries,Inc. s un r e n ustnes,Inc. n Apr age
1-0-0 3-4-8
1-0-0 3-4-8
3 Scale = 1:10.7
6.00 rfF
2
1 4
2x4 = 3-4-8 ,
3-4-8
LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP
TCLL 30.0 Plates Increase 1.33 TC 0,15 Vert(LL) n/a n/a M1120 249/190
TCDL 7.0 Lumber Increase 1.33 BC 0.04 Vert(TL) 0.02 1-2 >642
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a
BCDL 10.0 Code SBC/ANSI95 Matrix) 1 st LC LL Min I/defl = 360 Weight: 13 lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 3-4-8 oc puffins.
BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 3 = 100/Mechanical, 2 = 258/0-4-0, 4 = 31 /Mechanical
Max Horz 2=135(load case 5)
Max Uplift3=-128(load case 5), 2=-126(load case 4)
FORCES (Ib) - First Load Case Only
TOP CHORD 1.2=34, 2-3=36
BOT CHORD 2-4=0
NOTES (5)
1) This truss has been designed for the wind loads generated by 120 mph winds at 18 ft above ground level, using 5.0 psf top
chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition 11
partially enclosed building, with exposure 8 ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not exposed to
wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL
increase is 1.33, and the plate grip increase is 1.33
2) Refer to girder(s) for truss to truss connections.
3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 128 lb uplift at joint 3 and 126
lb uplift at joint 2.
4) This truss has been designed with ANSI/TPI 1-1995 criteria.
5) Truss Engineer: Junaidie Budiman, PEtr45161. Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331.
6) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED.
LOAD CASE(S) Standard
p1 BU4
kFIC4 •
r
NO.4-5161 ='k
7
1k
O s rATE OF
16, Rio
Le
April 26,2002
AWAM NO - verb eieel" and RMD Maras ON Tuts AND 1Ra1+ZP= SM aa1P = use. t® Parouneters
Design valid for use only with MRek connectors. This design la based only upon parameters shown, and Is for an Individual building component to be
Installed and loaded vertically. Applicability of design potometea and proper Incorpoeatlon of component is tesponsiblYty of building designer - not truss
designer. Bracing shown It fa lateral support of Individual web member only. Additional tempaary btaeing to Insure stability during construction is the
tesponsiblilly of the erects. Additional permanent brbcmg of the overall structure is the tesponelotRy of the building designee. For general guidance
regarding fabrloatlon, quality conteol, stotage, delivery, erection and bracing, consull OST-66 Quality standard, OSS-69 Bracing SpecRbatlon, and HIB-91
Handling Iratallinp and Brocing trussRecommendationavailablehorn Plate Institute, 543 D'Onotelo Drive, Madison, We 63719. Welk
Symbols Numbering System AGeneral Safety Notes
PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property
Center plate on joint unless Damage or Personal Injurydimensionsindicateotherwise,
Dimensions are in inches. Apply 1. Provide copies of this truss design to theplatestobothsidesoftrussandbuildingdesigner, erection supervisor, propertysecurelyseat. J2 J3 J4 owner and all other interested parties..
TOP CHORDS
2, Cut members to bear tightly against eachc2Q
other.
O WEBS J6
Q 3. Place plates on each face of truss at each
For 4 x 2 orientation, locate joint and embed fully. Avoid knots and wane
plates 1/8" from outside edge of
v o
a _ at joint locations.
truss and vertical web. o a
o
4. Unless otherwise noted, locate chord splices
at'/4 length(' 6" frompanel adjacent joint.)
BOTTOM CHORDSThissymbolindicatesthe 5. Unless otherwise noted, moisture content of
required direction of slots in J1 J8 J7 J6 lumber shall not exceed 19 % at time of
connector plates.
fabrication.
6. Unless expressly noted, this design is not
applicable for use with fire retardant or
JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber.
For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7. Camber is a non-structural consideration and
MITek/Gang-Nall Joint/Plate Placement Chart. FARTHEST TO THE LEFT, is the responsibility of truss fabricator. General
WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection.
PLATE SIZE 8. Plate type, size and location dimensions
shown indicate minimum plating requirements.
The first dimension is the width
4 x 4 to second
CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and
perpendicular slots, in all respects, equal to or better than the
dimension is the length parallel grade specified.
to slots. BOCA 86-93, 85-75, 91-28 10. Top chords must be sheathed or purlins
LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design.
Indicates location of required 11. Bottom chords require lateral bracing at 10
continuous lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or less, if no ceiling is installed,
unless otherwise noted,
SBCCI 87206, 86217, 9190 12. Anchorage and/or load transferring
WISC/DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility ofBEARINGothersunlessshown.
Indicates location of joints at 13, Do not overload roof or floor trusses with
which bearings (supports) occur. stacks of construction materials.
14. Da not cut or alter truss member or plate
without prior approval of a professional
M Tek®
engineer,
15. Care should be exercised in handling,
PANEL
TM
CUP
erection and installation of trusses.
1493 Mitek Holdings, Inc
fORM018,079 1. A0,WR@ i ,
Job russ Truss Type ty y HORTON
13143966
DR2879C JG1 ROOF TRUSS 1 1
o tional)
i , e Industries,Inc. s un r e n —,!as, Inc. Fri Apr age
3-4-8 _- 7-0-0
r ,
3-4-8 3-7-8
Scales 1:12.6
600 - 6 32x4 II
2
6.00 FTF
1
3x6 =
7 5 8 9 10 4
300 II
4x6 =
3-4-8 7-0-0
3-4-8 3-7-8
LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/defl PLATES GRIP
TCLL 30.0 Plates Increase 1.33 TC 0.42 Vert(LL) 0.04 4-5 >999 M1120 249/190
TCDL 7.0 Lumber Increase 1.33 BC 0.92 Vert(TL) -0.06 4-5 > 999
BCLL 0.0 Rep Stress Incr NO WB 0.66 Horz(TL) 0.02 4 n/a
BCDL 10.0 Code SBC/ANS195 Matrix) 1st LC LL Min I/dell = 360 Weight: 39 lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2D *Except* TOP CHORD Sheathed or 3-11-1 oc purlins, except end verticals.
2-3 2 X 6 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 5-11-8 oc bracing.
BOT CHORD 2 X 6 SYP No.2ND
WEBS 2 X 4 SYP No.3
REACTIONS (lb/size) 1 = 1507/0-4-0, 4 = 1965/Mechanical
Max Horz 1 = 1 14(Ioad case 4)
Max Uplift 1 =-841(load case 4), 4=-1062(load case 4)
Max Grav 1 =1538(load case 6), 4=1994(load case 6)
FORCES 0b) - First Load Case Only
TOPCHORD 1-2=-2486, 2-6=1, 3-6=-1, 3-4=-141
BOT CHORD 1-7 = 2184, 5-7 = 2184, 5-8 = 2349, 8-9 = 2349, 9-10 = 2349, 4-10 = 2349
WEBS 2-5=1830, 2-4=-2588
NOTES (8)
1) This truss has been checked for unbalanced loading conditions.
2) This truss has been designed for the wind loads generated by 120 mph winds at 18 It above ground level, using 5.0 psf top
chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition II
partially enclosed building, with exposure B ASCE 7-98 per SBC/ANS195 If end verticals exist, they are not exposed to
wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL
increase is 1.33, and the plate grip increase is 1.33
3) Provide adequate drainage to prevent water ponding.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 841 lb uplift at joint 1 and 1062
lb uplift at joint 4.
6) This truss has been designed with ANSI/TP1 1.1995 criteria.
7) Special hanger(s) or connection(s) required to support concentrated load(s) 158.71b down and 514.41b up at 3-4.8, and Qi 13
25.81b down and 134.9lb up at 5-1-1 on top chord, and 890.71b down and 298.91b up at 2-0-12, 29.41b down at 3-4-8, ...... "'•• f
893.61b down and 302.31b up at 4-0-12, and 11.51b down at 5-1.1, and 893.61b-down and 302.31b up at 6-0-12 on ' ;'4Q'.4 5'+.„
bottom chord. Design for unspecified connection(s) is delegated to the building designer.
81 Truss Engineer: Junaidie Budiman, PE#145161. Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331.
9) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED.
P10 4161 _
LOAD CASE(S) Standard
1 Regular: Lumber Increase =1.33, Plate Increase =1.33 STATE: O
Uniform Loads (plf) •
Vert: 1-2 = -74.0, 2-3 = -74.0, 1-4 =-20.0yqwConcentratedLoads (Ib)
Vert: 2=-98.7 5=-29.4 6=-25.8 7=-890.7 8=-893.6 9=-11.5 10=-893.6
April 26,2002
A w.+lti mil;; - vsrm dsstyn pamares las and R sm rrorss ox rats AND mvmw arcs sarotta use. ••••
Design voNd for use only with Musk aonrrootors. This design is based onty upon parameters shown, and is for an Individual bustling component to be
Installed and boded vertloally. AppScabWy of design paiamsisn and proper Incorporation W component is iosponNbaty, of building de,slgnet - not trust
designer. Bracing shown is for Ialerai support of Individual web members only. Additional temporary brooing to Insure stabRty, during construction is the,
rssponsiblilty of the, erector. Additional permanent brbcIng of the overall structure is the rssponslbWty of the, building designst. For general guidance,
regarding fabrication, quality control, storage, delivery, «action and bracing, conaull DST -as Quality Standard, OSI.89 Imaing Speatlbalian, and HIS-91 MHandilnainstallingMandSmaingRecomma"atlon available from Truss ats Insiltuts, $63 D'Onfrtoo Drlve, Madison. W153719. iT@k
Symbols
PLATE LOCATION AND ORIENTATION
13A * Center plate on joint unless
dimensions indicate otherwise.
Dimensions are in inches. Apply
plates to both sides of truss and
securely seat,
0
rr
O
For 4 x 2 orientation, locate X
plates I/8" from outside edge of otrussandverticalweb. H
This symbol indicates the
required direction of slots in
connector plates.
Numbering System
J2 J3 J4
TOP CHORDS
BOTTOM CHORDS
Jt J8 J7 J6
JOINTS AND CHORDS ARE NUMBERED CLOCKWISE
For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT
MRek/Gong-Nail Joint/Plate Placement Chart.
FA RTH EST TO TH E LEFT.
WEBS ARE NUMBERED FROM LEFT TO RIGHT.
PLATE SIZE
The first dimension is the width CONNECTOR PLATE CODE APPROVALS
4 x 4 perpendicular to slots. second
dimension is the length parallel
to slots. BOCA 86-93, 85-75, 91-28
LATERAL BRACING HUD/FHA TCB 17.08
Indicates location of required
continuous lateral bracing. ICBO 1591, 1329, 4922
SBCCI 87206, 86217, 9190
WISC/DILHR 870040-N, 930013-N, 910080-N
BEARING
nA Indicates location of joints at
which bearings (supports) occur.
MiTek®
PANEL
TM
CLIP
FORM018.019 HMRO-AFR0
General Safety Notes
Failure to Follow Could Cause Property
Damage or Personal Injury
1. Provide copies of this truss design to the
building designer, erection supervisor, property
owner and all other interested parties..
2. Cut members to bear tightly against each
other.
3. Place plates on each face of truss at each
joint and embed fully. Avoid knots and wane
at joint locations.
4. Unless otherwise noted, locate chord splices
at 1/4 panel length(+ 6" from adjacent joint.)
5. Unless otherwise noted, moisture content of
lumber shall not exceed 19 % at time of
fabrication.
6. Unless expressly noted, this design is not
applicable for use with fire retardant or
preservative treated lumber,
7. Camber is a non-structural consideration and
is the responsibility of truss fabricator. General
practice is to camber for dead load deflection.
8. Plate type, size and location dimensions
shown indicate minimum plating requirements.
9. Lumber shall be of the species and size, and
in all respects, equal to or better than the
grade specified.
10. Top chords must be sheathed or purlins
provided at spacing shown on design.
11. Bottom chords require lateral bracing at 10
ft. spacing, or less, if no ceiling is installed,
unless otherwise noted.
12. Anchorage and/or load transferring
connections to trusses are the responsibility of
others unless shown.
13. Do not overload roof or floor trusses with
stacks of construction materials.
14. Do not cut or alter truss member or plate
without prior approval of a professional
engineer.
15. Care should be exercised in handling,
erection and installation of trusses.
1993 Mitek Holdings, Inc.
Job I russ Truss Type ty y HORTON
13143967
DR2879C' JG2 MONO TRUSS 1 1
to tional)
MiTR Industries, Inc. 4201 SR1 s Jim B e n ustnas, Inc. Fri Apr age
3-11-4 7-0-0
3-11-4 3-0-12
2x4 II Scale ® 1:20.9
2
6.00 jTT
1
4 3
3x4 = 2x4 II
3-11-4 7-0-0
3-11-4 3-0-12
LOADING (psi) SPACING 2-0-0 CSI DEFL in floc) I/dell PLATES GRIP
TCLL 30.0 Plates Increase 1.33 TC 0.77 Vert(LL) -0.06 1-3 >999 M1120 249/190
TCDL 7.0 Lumber Increase 1.33 BC 0.54 Vert(TL) -0.11 1-3 >689
BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 We
BCDL 10.0 Code SBC/ANS195 Matrix) 1st LC LL Min I/dell = 360 Weight: 33 lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 7-0-0 oc purlins, except end verticals.
BOT CHORD 2 X 6 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2 X 4 SYP No.3
REACTIONS (lb/size) 1 = 403/0-8-0, 3 = 801 /0-1-8
Max Horz 1 =245(load case 4)
Max Uplift --13911oad case 4, 3=-399(load case 4)
FORCES (lb) - First Load Case Only
TOP CHORD 1-2=89, 2.3=-241
BOT CHORD 1-4=0, 3-4=0
NOTES (6)
1) This truss has been designed for the wind loads generated by 120 mph winds at 18 it above ground level, using 5.0 psi top
chord dead load and 5.0 psi bottom chord dead load, in the gable end roof zone on an occupancy category II, condition II
partially enclosed building, with exposure B ASCE 7-98 per SBC/ANS195 If end verticals exist, they are not exposed to
wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL
increase is 1.33, and the plate grip increase is 1.33
2) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3.
3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 139 lb uplift at joint 1 and 399
lb uplift at joint 3.
4) This truss has been designed with ANSI/TPI 1-1995 criteria.
5) Special hanger(s) or connection(s) required to support concentrated load(s) 295.51b down and 98.81b up at 4.8-12, and
295.51b down and 98.81b up at 6-10-4 on bottom chord. Design for unspecified connection(s) is delegated to the building
designer.
6) Truss Engineer: Junaidde Budiman, PE#r45161. Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331.
7) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. 8tiwf9
LOAD CASE(S) Standard ` •• ft11 r+L,¢`••,"7d_ r•'y -F 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 .•'U'
Uniform Loads (plf) •`
Vert: 1-3=-20.0, 1-2=-74.0 *
Concentrated Loads (db) No. 45161 bVert: 3 = -295.5 4 = 295.5
LiTA Cf i
00
April 26,2002
AwARmNG - ver'M dowgirs parameren and RawD Norss ox Tms Am Baer w sp0a Barom Erm a••*•e
Design valid tot use only with Wait connectors. This design Is bored only upon parameters shown, and Is tot an Individual buNdhg component to be
installed and loaded vertically. AppSCablilly of design parameters and proper hcapotatbn of component Is tespon"y of building designer - not truss
deslgnet. Bracing shown It for lotetal support of Individual web members only. Additional temporary biocing to Insure stability duti ng construction Is the
responsibility of the etectot. Additional permanent bracing of the overall structure Is the tesponsblilty of the building designer. For general guidance
regatding fabrication, quality conhot storage, delivery, erection and bracing, consult OST-61 Qualify Standard, OSI-89 Bracing SpeoMcalbn, and HIS-91 iTek® Handling In"NWM and Bracing Recommendation available from Truss Plate Institute, 683 D'Onoblo Drive, Madison, WI 53719. M
Symbols Numbering System AGeneral Safety Notes
PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property
t'/. * Center plate on joint unless Damage or Personal Injurydimensionsindicateotherwise.
Dimensions are in inches. Apply 1. Provide copies of this truss design to the
plates to both sides of truss and building designer, erection supervisor, propertysecurelyseat.
Ye J2 J3 J4 owner and all other interested parties..
TOP CHORDS 2. Cut members to bear tightly against each14caQother.
o WEBS J5
Q 3. Place plates on each face of truss at each
For 4 x 2 orientation, locate K, ; ¢ joint and embed fully. Avoid knots and wane
plates from outside edge of
o
d y at joint locations.
truss and vertical web. d a
o
4, Unless otherwise noted, locate chords InesP
at /4 length(+ 6" fromceC, C6 panel adjacent joint.)
BOTTOM CHORDSThissymbolindicatesthe 5. Unless otherwise noted, moisture content of
required direction of slots in J1 J8 J7 J6 lumber shall not exceed 19%at time of
connector plates.
fabrication.
6. Unless expressly noted, this design is not
applicable for use with fire retardant or
JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber.
For tabular plating format refer to the AROUND THE TRUSS STARTING AT THE LOWESTJOINT 7. Camber is a non-structural consideration and
Welk/Gang-Nall! Joint/Plate Placement Chart.
FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General
WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection.
PLATE Sim 8. Plate type, size and location dimensions
shown indicate minimum plating requirements.
The first dimension is the width
4 4 to Second
CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and
X perpendicular slots. in all respects, equal to or better than the
dimension is the length parallel grade specified.
to slots. BOCA 86-93, 85-75, 91-28 10. Top chords must be sheathed or purlins
LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design.
Indicates location of required 11. Bottom chords require lateral bracing at 10
continuous lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or less, if no ceiling is installed,
unless otherwise noted.
SBCCI 87206, 86217, 9190 12. Anchorage and/or load transferring
WISC/DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility of
BEARING others unless shown.
Indicates location of joints at 13. Do not overload roof or floor trusses with
which bearings (supports) occur. stacks of construction materials.
14. Do not cut or alter truss member or plate
without prior approval of a professional
MiTeke
engineer.
15. Care should be exercised in handling,
m erection and installation of trusses.
PANEL 1993 Mitek Holdings, Inc.
CLIP
FORM018,019 Ci 1r'-/NAIL (i HMRO-AIR
Job I ruse Truss Type ty y HORTON
13143968
DR2879C K ROOF TRUSS 9 1
to tional) I
i e Industries,Inc. s un r e n _Hfs, Inc. Fri Apt age
1-0-0 5-0.0
r
1-0-0 5-0-0 3 Scale = 1:14.8
6.00 rf'F
2
1 4
2x4 =
5-0-0
5-0-0
LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP
TCLL 30.0 Plates Increase 1.33 TC 0,35 Vert(LL) n/a n/a M1120 249/190
TCDL 7.0 Lumber Increase 1.33 BC 0.09 Vert(Tl) 0.09 1-2 > 174
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a
BCDL 10.0 Code SBC/ANS195 Matrix) 1st LC LL Min I/defl = 360 Weight: 18 lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 5-0-0 oc purlins.
BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) ,; 3 =165/Mechanical, 2 = 327/0-4-0, 4 = 48/Mechanical
Max Horz 2 =193(1oad case 5)
Max Uplift3=-19411oad case 51, 2=-132(load case 4)
FORCES (lb) - First Load Case Only
TOP CHORD 1-2=34, 2-3=60
SOT CHORD 2-4=0
NOTES (5)
1) This truss has been designed for the wind loads generated by 120 mph winds at 18 It above ground level, using 5.0 psf top
chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition 11
partially enclosed building, with exposure B ASCE 7-98 per SBC/ANS195 If end verticals exist, they are not exposed to
wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL
increase is 1.33, and the plate grip increase is 1.33
2) Refer to girder(s) for truss to truss connections.
3) Provide mechanical connection Iby others) of truss to bearing plate capable of withstanding 194 lb uplift at joint 3 and 132
lb uplift at joint 2. 4) This truss has been designed with ANSI/TPI 1-1995 criteria.
5) Truss Engineer: Junaidie Budiman, PE#r45161, Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331.
6) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED.
LOAD CASE(S) Standard
p1 13
t ,kNo. 4.5161
April 26,2002
WARNINO - VerW design pwuwwrtwv and READ NOTES ON THIS AND RICVNi= SX BZ"RZ EM.
Design valid for use only with Mflek connectors. This design is based only upon parameters shown, and It for an Individual bu#tlktg component to be
Instated and loaded vertically. AppNcablNty of design parameters and proper krcaporatlon of component Is responsibility of building designer • not truss
designer. Bracing shown is fat lateral support of Individual web members only. Additional temporary bracing to Insure stobllty, during construction k the
responsibility of the eteclor.. Additional permanent bilfic reg of the overall structure is the retpcnsBsllity, of the building designer. Foe general guidance
regarding fabricatkm, quality confroL stoic**, delivery, •eectlon and bracing, consult OST•88 Quality Standard, 031.80 Bracing SpecMoatton, and NIB-91 MHandlingInstallingandBracingBecommendalloreavaildablefromTrussPlateInstitute, 883 D'Onofrlo Delve. Makon, W163710. iTek®
Symbols Lumbering System AGeneral Safety Notes
PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property
t 3/I * Center plate on joint unless Damage or Personal Injurydimensionsindicateotherwise.
Dimensions are in inches. Apply 1. Provide copies of this truss design to theplatestobothsidesoftrussandbuildingdesigner, erection supervisor, propertysecurelyseat
s
J2 J3 J4 owner and all other interested parties..
TOP CHORDS
2. Cut members to bear tightly against eachc2c
other,
O WEBS J5
Q 3. Place plates on each face of truss at each
For 4 x 2 orientation, locate i , Q joint and embed fully. Avoid knots and wane
plates 1/8" from outside edge of c o
a r Z
at joint locations.
truss and vertical web. a 4. Unless otherwise noted, locate chord splices
o at /4 panel length(' 6" from adjacent joint.) ce C, C6
BOTTOM CHORDSThissymbolindicatesthe 5. Unless otherwise noted, moisture content of
required direction of slots in Jt J8 J7 J6 lumber shall not exceed 19%at time of
connector plates.
fabrication.
6. Unless expressly noted, this design is not
applicable for use with fire retardant or
JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber.
For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7. Camber is a non-structural consideration and
MITek/Gang-Nail Joint/Plate Placement Chart.
FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General
WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection.
PLATE SIZE
8. Plate type, size and location dimensions
shown indicate minimum plating requirements.
The first dimension is the width
4 4 to Second
CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and
X perpendicular slots. in all respects, equal to or better than the
dimension is the length parallel grade specified.
to slots. BOCA 86-93, 85-75, 91-28 10. Top chords must be sheathed or purlins
LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design.
Indicates location of required 11. Bottom chords require lateral bracing at 10
continuous lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or less, if no ceiling is installed,
unless otherwise noted.
SBCCI 87206, 86217, 9190 12. Anchorage and/or load transferring
WISC/DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility ofBEARINGothersunlessshown.
Indicates location of joints at 13. Do not overload roof or floor trusses with
which bearings (supports) occur. stacks of construction materials.
14. Do not cut or alter truss member or plate
without prior approval of a professional
MiTek®
engineer.
15. Care should be exercised in handling,
PANEL
TM
Z/6 0
erection and installation of trusses.
1993 Mitek Holdings, Inc.
CLIP
Job I russ Truss Type ty y HORTON
13143969
DR2879C ' K1 ROOF TRUSS 1 1
to tional)
r e n ustrles, nc. s un I e n ustrles, Inc. Fri Apr age
5-0-0
5.0-0 2 Scaler 1:14.8
6.00 rTTF
1
3
2x4 =
5-0-0
5-0-0
LOADING (psf) SPACING 2-0-0 CSI DEFL in hoc) I/dell PLATES GRIP
TCLL 30.0 Plates Increase 1.33 TC 0.36 Vert(LL) n/a - n/a M1120 249/190
TCDL 7.0 Lumber Increase 1,33 BC 0.09 Vert(TL) -0.03 1-3 >999
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a
BCDL 10.0 Code SBC/ANS195 Matrix) 1st LC LL Min I/deft = 360 Weight: 16lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 5-0-0 oc purlins.
BOT CHORD 2 X 4 SYP No.2D SOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 1=224/0-4-0, 2 = 177/Mechanical, 3 = 48/Mechanical
Max Harz 1 - 181 (load case 5)
Max Uplift --7711oad case 5, 2=-1960oad case 5)
FORCES (Ib) - First Load Case Only
TOP CHORD 1-2=66
BOT CHORD 1-3=0
NOTES (5)
1) This truss has been designed for the wind loads generated by 120 mph winds at 18 ft above ground level, using 5.0 psf top
chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition II
partially enclosed building, with exposure B ASCE 7-98 per SBC/ANS195 If end verticals exist, they are not exposed to
wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL
increase is 1.33, and the plate grip increase is 1.33
2) Refer to girder(s) for truss to truss connections.
3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 77 lb uplift at joint 1 and 196 lb
uplift at joint 2.
4) This truss has been designed with ANSI/TPI 1-1995 criteria.
51 Truss Engineer: Junaidie Budiman, PE#t45161. Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331.
6) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED.
LOAD CASEISI Standard
F p
No. 45161 .
is STATE OF
L
April 26,2002
OWARNING - VerW designs pamarseters; wW READ NOTES ONTBIS AND 1t6VLrRSB SIDE BEFORE DUS6. ssrrs ®
Design valid for use only with MRek conneaias. This design Is based only upon parameters shown, and Is for an Individual building component to be
Installed and loaded Vert"Ily. Applicability of design parameters and proper Incorporation of component It responsibility of building designef - not truss
designer. Bracing shown Is to; lotwal support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the
responskblitly of the erector. Additional permanent brbcing of the overall structure It the tespon"y of the building designer. For general guidance
fegardtng fabrication, quality control, storage, delivery, erection and bracing, consull OST•aa Quality Standard, 03$-89 traeing Specification, and NIB-91 M iTek® Nandling Installlna and $rating Recommendation available from Truss Plate Institute, $93 D'Onoblo or", Madison, WI 53719,
Symbols
PLATE LOCATION AND ORIENTATION
13/4 * Center plate on joint unless
dimensions indicate otherwise.
Dimensions are in inches. Apply
plates to both sides of truss and
securely seat.
0
Q
0
For 4 x 2 orientation, locate v
plates I/8" from outside edge of otrussandverticalweb. 0
This symbol indicates the
required direction of slots in
connector plates.
Numbering System
J2 J3 J4
TOP CHORDS
BOTTOM CHORDS
Jt JS J7 J6
JOINTS AND CHORDS ARE NUMBERED CLOCKWISE
For tabular plating format refer to the AROUND THE TRUSS STARTING AT THE LOWEST JOINT
MRek/Gang-NallJoilnt/Plate Placement Chart.
FARTH EST TO THE LEFT.
WEBS ARE NUMBERED FROM LEFT TO RIGHT.
PLATE SIZE
The first dimension is the width CONNECTOR PLATE CODE APPROVALS
4 X 4 perpendicular to slots. Second
dimension is the length parallel
to slots. BOCA 86-93, 85-75, 91-28
LATERAL BRACING HUD/FHA TCB 17.08
Indicates location of required
continuous lateral bracing. ICBO 1591, 1329, 4922
SBCCI 87206, 86217, 9190
WISC/DILHR 870040-N, 930013-N, 910080-N
BEARING
Indicates location of joints at
which bearings (supports) occur.
1
FORM018,019
M Teke
0
Z&L"o
M WRO,AIR®
AGeneral Safety Notes
Failure to Follow Could Cause Property
Damage or Personal Injury
1. Provide copies of this truss design to the
building designer, erection supervisor, property
owner and all other interested parties..
2. Cut members to bear tightly against each
other.
3. Place plates on each face of truss at each
Q joint and embed fully. Avoid knots and wane
0 at joint locations.
a 4. Unless otherwise noted, locate chord splices
o at 1 /4 panel length(+ 6" from adjacent joint.)
5. Unless otherwise noted, moisture content of
lumber shall not exceed 19 % at time of
fabrication.
TM
PANEL
CLIP
6. Unless expressly noted, this design is not
applicable for use with fire retardant or
preservative treated lumber.
7. Camber is a non-structural consideration and
is the responsibility of truss fabricator. General
practice is to camber for dead load deflection.
8. Plate type, size and location dimensions
shown indicate minimum plating requirements.
9. Lumber shall be of the species and size, and
in all respects, equal to or better than the
grade specified.
10. Top chords must be sheathed or purlins
provided at spacing shown on design,
11. Bottom chords require lateral bracing at 10
ft. spacing, or less, if no ceiling is installed,
unless otherwise noted.
12. Anchorage and/or load transferring
connections to trusses are the responsibility of
others unless shown.
13. Do not overload roof or floor trusses with
stacks of construction materials.
14. Do not cut or alter truss member or plate
without prior approval of a professional
engineer,
15. Care should be exercised in handling,
erection and installation of trusses.
1993 Mitek Holdings, Inc.
Job I russ Truss Type ty y HORTON
13143970
DR2879C L ROOF TRUSS 11 1
io tional
i e n ustries, nc. s un t o n ustnes,Inc. n Apr age
1-0.0 3-0-0
1-0-0 3-0-0
3 Scale a 1:9.9
6.00 rfF
2
1 4
2x4 =
3-0-0 ,
3-0-0
LOADING (psf) SPACING 2-0.0 CSI DEFL in (loci I/deft PLATES GRIP
TCLL 30.0 Plates Increase 1.33 TC 0.11 Vert(LL) n/a n/a M1120 249/190
TCDL 7.0 Lumber Increase 1.33 BC 0.03 Vert(TL) 0.01 1-2 >999
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a
BCDL 10.0 Code SBC/ANS195 Matrix) 1st LC LL Min I/defl = 360 Weight: 11 Ib
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 3-0-0 oc purlins.
SOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing.
REACTIONS (lb/size) 3 = 82/Mechanical, 2 = 242/0-4-0, 4 = 28/Mechanical
Max Horz 2=121(load case 5)
Max Uplift3=-111(load case 5), 2=-125(load case 4)
FORCES (lb) - First Load Case Only
TOP CHORD 1-2=34, 2-3=30
BOT CHORD 2-4=0
NOTES (5)
1) This truss has been designed for the wind loads generated by 120 mph winds at 18 ft above ground level, using 5.0 psf top
chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition 11
partially enclosed building, with exposure B ASCE 7-98 per SBC/ANS195 If end verticals exist, they are not exposed to
wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL
increase is 1.33, and the plate grip increase is 1.33
2) Refer to girder(s) for truss to truss connections.
3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 111 Ib uplift at joint 3 and 125
Ib uplift at joint 2.
4) This truss has been designed with ANSI/TPI 1-1995 criteria.
5) Truss Engineer: Junaidie Budiman, PE#45161. Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331.
6) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED.
LOAD CASEIS) Standard
p
otNo. 45161
MATE OFRio
Ma..•
NAL
April 26,2002
WARMING - VerW design parmneters and RaAD Norss ON rM AM JIZVrAW SWZ eitMJM osa. *.owns®
Design valid for use only with MRek connector*. This design is based only upon parameters drown, and is for an Individual buNtling component 10 be
Installed and loaded vorflcctlor y. AppNaobWy of design parameters and proper incofpatlon of component is respom1bNy of buldklg designer - not truss deslgnet.
Bracing shown is tot lateral support of Individual web members only. Additional temporary bracing to Inswe stability during construction is the responsibility
of the erector, AddRional permanent 0scing of the ovetaN structure Is the respons Nlly, at Me building designer. For general guidance tegarding
fabrication, quality control storage, delivery, erection and bracing, consull GST-a! Quality Standard, 091.69 Bracing Specification, and HIS-91 iTek0 HandlingInstallingandBracingRecommendationavailablefromTrussPlatetnslBute, 683 D'Onofrb DrMe. Madison, WI 53719. M
Symbols Numbering System AGeneral Safety Notes
PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property
t'/. * Center plate on joint unless Damage or Personal Injurydimensionsindicateotherwise.
Dimensions are in inches. Apply l . Provide copies of this truss design to theplatestobothsidesoftrussandbuildingdesigner, erection supervisor, propertysecurelyseat. J2 J3 J4 owner and all other interested parties„
TOP CHORDS
2, Cut members to bear tightly against eachc c
other.
WEBS J5
Q 3. Place plates on each face of truss at each
For 4 x 2 orientation, locate 3 ; ¢ joint and embed fully. Avoid knots and wane
plates I/e"from outside edge of
v o
a at joint locations,
truss and vertical web. a
o
4. Unless otherwise noted, locate chordsplices at
I14 length('- 6" from FLceC6paneladjacent joint.) BOTTOM
CHORDS Thissymbolindicatesthe5. Unless otherwise noted, moisture content of required
direction of slots in Jt J8 J7 J6 lumber shall not exceed 19%at time of connector
plates. fabrication,
6.
Unless expressly noted, this design is not applicable
for use with fire retardant or JOINTS
AND CHORDS ARE NUMBERED CLOCKWISE Preservative treated lumber. For
tabular plating format refer to the AROUND THE TRUSS STARTING AT THE LOWEST JOINT 7, Camber is a non-structural consideration and MITek/
Gang-Nall Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General WEBS
ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. PLATE
SIZE 8. Plate type, size and location dimensions shown
indicate minimum plating requirements. The
first dimension is the width 4
X 4 to Second CONNECTOR
PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and perpendicular
slots. in all respects, equal to or better than the dimension
is the length parallel grade gspecified. to
slots. BOCA 86-93, 85-75, 91-28 10. Top chords must be sheathed or purlins LATERAL
BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates
location of required 11. Bottom chords require lateral tracing at 10 continuous
lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or less, if no ceiling is installed, unless
otherwise noted. SBCCI
87206, 86217, 9190 12. Anchorage and/or load transferring WISC/
DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility of BEARINGothersunlessshown. MA
Indicates location of joints at 13. Do not overload roof or floor trusses with which
bearings (supports) occur. stacks of construction materials. 14.
Do not cut or alter truss member or plate without
prior approval of a professional MiTek®
engineer.
O
15. Care should be exercised in handling, TM
PANEL
CLIP
erection
and installation of trusses. 1993
Mitek Holdings, Inc. FORM018,
019 deiMG-iVA ® MMRQ,4IR 0 r. ,
Job truss Truss Type ty y HORTON
13143971
DR2879C' L1 ROOF TRUSS 1 1
o tionalll
1 e Industries,Inc. s u-n r e n tries, Inc. Fri Apr age
3-0-0
3-0-0
2 Scale 1:9.9
6.00 (ice
1
3
2x4 =
r
3-0-0
LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP
TCLL 30.0 Plates Increase 1.33 TC 0.12 Vert(LL) n/a n/a M1120 249/190
TCDL 7.0 Lumber Increase 1.33 BC 0.03 Vert(TL) -0.00 1-3 >999
BCLL 0.0 Rep Stress Incr YES WS 0.00 Horz(TL) -0.00 2 n/a
BCDL 10.0 Code SBC/ANSI95 Matrix) 1st LC LL Min I/defl = 360 Weight: 10lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 3-0-0 oc purlins.
BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 1-130/0-4-0, 2 =103/Mechanical, 3 = 28/Mechanical
Max Horz 1 =109(Ioad case 5)
Max Uplift =-430oad case 5), 2=-116(load case 5)
FORCES (lb) - First Load Case Only
TOP CHORD 1-2 = 39
BOT CHORD 1-3=0
NOTES (5)
1) This truss has been designed for the wind loads generated by 120 mph winds at 18 ft above ground level, using 5.0 psf top
chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category II, condition II
partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not exposed to
wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL
increase is 1.33, and the plate grip increase is 1.33
2) Refer to girder(s)for truss to truss connections.
3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 43 lb uplift at joint 1 and 116 lb
uplift at joint 2.
4) This truss has been designed with ANSI/TPI 1-1995 criteria.
5) Truss Engineer: Junaidie Budiman, PE#45161. Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331.
6) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED.
LOAD CASE(S) Standard
No. 45161
April 26,2002
AwAR=w - verm design pan wwor r cad READ NOTES ONTH18 AND mvxm 6 SIDE BEFORE use.
Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and is tot an IndWkluol building component To be
Installed and loaded wrllcally. ARPScabNlty of design parameters and proper Incorporation of component is responsibility of building designer • not truss
designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during consfiuctlon is the
responsibility of the erector. Additional permanent brbrcing of the overall structure is the responsibility of the building designer. For general guidance
regarding tobrteation, quality control storage, delivery, erection and bracing, consu8 OST-88 OuatRy Standard, DSI.89 %racing SpeaMicatbn, and HIS•91
Handllna Insta111np and Bracing Recommendation available from Truss Plats Institute, 583 D'Onohlo Drive, Madison, Wl53719. MiTek®
Symbols Numbering System AGeneral Safety Notes
PLATE LOCATION AND ORIENTATION Failure t0 FOIIOW Could Cause Property
13/14 * Center plate on joint unless Damage Or Personal Injurydimensionsindicateotherwise.
Dimensions are in inches. Apply 1. Provide copies of this truss design to theplatestobothsidesoftrussandbuildingdesigner, erection supervisor, propertysecurelyseat. J2 J3 J4 owner and all other interested parties..
TOP CHORDS
2. Cut members to bear tightly against eachC7
other,
O . J5
3. Place plates on each face of truss at each
For 4 x 2 orientation, locate o LO) - , ; ZC7 joint and embed fully. Avoid knots and wane
plates/s" from outside edge of
c o
a at joint locations.
truss and vertical web. asplices
o
4. Unless otherwise noted, locate chord
at /4 length(+ 6" fromcepanel adjacent joint.)
BOTTOM CHORDSThissymbolindicatesthe 5. Unless otherwise noted, moisture content of
required direction of slots in Jt J8 J7 J6 lumber shall not exceed 19%at time of
connector plates.
fabrication,
6. Unless expressly noted, this design is not
applicable for use with fire retardant or
JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber.
For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7. Camber is a non-structural consideration and
MITek/Gang-Nail Joint/Plate Placement Chart. FARTHEST TO THE LEFT, is the responsibility of truss fabricator. General
WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection,
PLATE SIZE 8. Plate type, size and location dimensions
shown indicate minimum plating requirements.
The first dimension is the width
4 4 to Second
CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and
X perpendicular slots. in all respects, equal to or better than the
dimension is the length parallel grade specified.
to slots. BOCA 86-93, 85-75, 91-28 10. Top chords must be sheathed or purlins
LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design,
Indicates location of required 11. Bottom chords require lateral bracing at 10
continuous lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or less, if no ceiling is installed,
unless otherwise noted.
SBCCI 87206, 86217, 9190 12. Anchorage and/or load transferring
WISC/DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility ofBEARINGothersunlessshown.
Indicates location of joints at 13. Do not overload roof or floor trusses with
which bearings (supports) occur. stacks of construction materials.
14. Do not cut or alter truss member or plate
without prior approval of a professional
MTek®
engineer.
15. Care should be exercised in handling,
TM
PANEL
erection and installation of trusses.
IM Mitek Holdings, Inc.
CLIP
Job I russ Truss Type ty y HORTON
13143972
DR2879C' M ROOF TRUSS 11 1
to tional)
t o Industries, Inc. 4 Inis un t e n ust_es, Inc. Fro Apr age
1-0-0 1-0-0
1-0-0 1-0-0
3 Scale a 1:6.7
6.00 FTi
2
4
1
2x4 = 1-0-0
1-0-0
LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP
TCLL 30.0 Plates Increase 1.33 TC 0.08 Vert(LL) n/a n/a M1120 249/190
TCDL 7.0 Lumber Increase 1.33 BC 0.00 Vert(TL) 0.01 1 >999
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a
BCDL 10.0 Code SBC/ANS195 Matrix) 1st LC LL Min Ildefl = 360 Weight: 5 lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 1.0-0 oc purlins.
BOT CHORD 2 X 4 SYP No.213 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 3 =-1 1 /Mechanical, 2 = 173/0-4-0, 4 =10/Mechanical
Max Horz 2=640oad case 4)
Max Uplift3=-2911oad case 51, 2=-134(load case 4)
Max Grav 3 = 28(load case 4), 2=173(load case 1), 4=10(load case 1)
FORCES (lb) - First Load Case Only
TOP CHORD 1-2 = 33, 2-3 = -40
BOT CHORD 2-4=0
NOTES (5)
11 This truss has been designed for the wind loads generated by 120 mph winds at 18 ft above ground level, using 5.0 psf top
chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition II
partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not exposed to
wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL
increase is 1.33, and the plate grip increase is 1.33
21 Refer to girder(s) for truss to truss connections.
3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 29 lb uplift at joint 3 and 134 lb
uplift at joint 2.
4) This truss has been designed with ANSI/TPI 1-1995 criteria.
5) Truss Engineer: Junaidie Budiman, PE#r45161. Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331.
6) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED.
LOAD CASE(S) Standard 13 z p1F-
P10.45161
STAT t3F s
t
NAL
April 26,2002
A WAJLVN0 - VarW deeiyn paramatery and READ NOTES ON THIS AND REVERSE SIDE BEFORE EM. ssnviona,41)
Design void lor use only with MITek connectors. This design is based only upon parameters shown, and is la an Individual building component to be
Installed and loaded vortloolty. Applicability of design parometers and proper Incorporation of component is iespon"y of building. designer - not truss
designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the
iesponslbiltly of the erectot. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance
regarding fabrication, quality conhoL ttotage, dell"ty, erection and placing, consult OST•tt Quality Standard, DSI.89 tracing SpeclgcaHom and Hill-91 '®
Handling Installlna and tracing Rm ecomendallanavailable from Truss Plate Institute, US D'Onoalo Drive, Madison, WI53719.
Symbols
PLATE LOCATION AND ORIENTATION
t 3% * Center plate on joint unless
dimensions indicate otherwise.
Dimensions are in inches. Apply
plates to both sides of truss and
securely seat.
n
Q
O
For 4 x 2 orientation, locate v
plates 1/8" from outside edge of otrussandverticalweb. 0
This symbol indicates the
required direction of slots in
connector plates.
For tabular plating format refer to the
MITek/Gang-Nail Joint/Plate Placement Chart.
PLATE SIZE
Numbering System
J2 J3 J4
TOP CHORDS
BOTTOM CHORDS
it J8 J7 J6
JOINTS AND CHORDS ARE NUMBERED CLOCKWISE
AROUND THE TRUSS STARTING AT THE LOWESTJOINT
FARTHEST TO THE LEFT.
WEBS ARE NUMBERED FROM LEFT TO RIGHT.
The first dimension is the width CONNECTOR PLATE CODE APPROVALS
4 X 4 perpendicular to slots, Second
dimension is the length parallel
to slots. BOCA 86-93, 85-75, 91-28
LATERAL BRACING HUD/FHA TCB 17.08
Indicates location of required
continuous lateral bracing. ICBO 1591, 1329, 4922
SBCCI 87206, 86217, 9190
General Safety Notes
Failure to Follow Could Cause Property
Damage or Personal Injury
1. Provide copies of this truss design to the
building designer, erection supervisor, property
owner and all other interested parties..
2. Cut members to bear tightly against each
other.
3. Place plates on each face of truss at each
joint and embed fully. Avoid knots and wane
i at joint locations.
a 4. Unless otherwise noted, locate chord splices
o at 114 panel length(+ 6" from adjacent joint.)
5. Unless otherwise noted, moisture content of
lumber shall not exceed 19 % at time of
fabrication.
WISC/DILHR 870040-N, 930013-N, 910080-N
BEARING
Indicates location of joints at
which bearings (supports) occur.
MiTek"
0
PANEL
TM
CLlP
FORM016.019 CiAM-NAIL OfMRO-A11ROD
6. Unless expressly noted, this design is not
applicable for use with fire retardant or
preservative treated lumber.
7. Camber is a non-structural consideration and
is the responsibility of truss fabricator. General
practice is to camber for dead load deflection.
8. Plate type, size and location dimensions
shown indicate minimum plating requirements.
9. Lumber shall be of the species and size, and
in all respects, equal to or better than the
grade specified.
10. Top chords must be sheathed or purlins
provided at spacing shown on design,
11. Bottom chords require lateral bracing at 10
ft. spacing, or less, if no ceiling is installed,
unless otherwise noted.
12. Anchorage and/or load transferring
connections to trusses are the responsibility of
others unless shown,
13. Do not overload roof or floor trusses with
stacks of construction materials,
14. Do not cut or alter truss member or plate
without prior approval of a professional
engineer.
15. Care should be exercised in handling,
erection and installation of trusses.
1993 Mitek Holdings, Inc.
I fuss TFuss Type ty y HORTONIob
13143973
DR2879C' M1 ROOF TRUSS 1 1
to tional
e Industries, Inc. 4 101 Inc. Fri Apr age
1-0-0
1-0-0
6.00 FIT 2 Scale = 1:5.7
A
3
2Xa — 1.0-0r
1-0-0
LOADING (psf) SPACING 2-0-0 CSI DEFL in (Ioc) I/deft PLATES GRIP
TCLL 30.0 Plates Increase 1.33 TC 0.01 Vert(LL) n/a - n/a M1120 249/190
TCDL 7.0 Lumber Increase 1.33 BC 0.00 Vert(TL) -0.00 1 > 999
BCLL 0.0 Rep Stress Incr YES WB 0.00 HorzITL) -0.00 2 n/a
BCDL 10.0 Code SBC/ANS195 Matrix) 1 st LC LL Min i/defl = 360 Weight: 3 lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 1.0-0 oc purlins.
BOT CHORD 2 X 4 5YP No.2D BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) - 1 - 45/0-4-0, 2 = 35/Mechanical, 3 = 10/Mechanical
Max Harz1-38(load case 5) Max
Uplift)--14(1oad case 5), 2=-40(load case 5) FORCES (
Ib) - First Load Case Only TOP
CHORD 1-2 =14 BOT
CHORD 1-3=0 NOTES (
5) 11
This truss has been designed for the wind loads generated by 120 mph winds at 18 It above ground level, using 5.0 psf top chord
dead load and 6.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category It, condition 11 partially
enclosed building, with exposure B ASCE 7-98 per SBC/ANS195 If end verticals exist, they are not exposed to wind.
If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase
is 1.33, and the plate grip increase is 1.33 2)
Refer to girder(s) for truss to truss connections. 3)
Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 14 lb uplift at joint 1 and 40 lb uplift
at joint 2. 4)
This truss has been designed with ANSI/TPI 1-1995 criteria. 5)
Truss Engineer: Junaidie Budiman, PE#45161. Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331. 6)
THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. LOAD
CASE(S) Standard l'
No.
45161 ,k o '
Or s p j
STATE OF dR
NAL
April
26,2002 AwARN
No - verm design parameters and RISAD Horns oNTms AND immitim aws BErow iron rr•arr® Design
valid tot use only with Mtiek connectors. This design is based only upon parameters shown, and is for an Individual building component to be installed
and loaded vertically. AppSaabMy of design parameters and proper Irmotpotation of component is tesponsRNlSy of building designer - not truss deslgnet.
Btacing shown is lot lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the tesponslblNty
of the..etectat. Addltlonral permanent bdscing of the ovetoN structure is the responsiblNty of the building designer. For general guidance regarding
fabrication, quality coneol, storage, delivery, erection and bracing, consult OST•aS Quality Standard, DSI.69 Bracing Specification. and HIS•91 w w I ek® HandlingInstallingandtracingReoommethdallaPlnavailablefromTrussateInstitute, 693 D'Onofrb DtN*, Madison, WI63719. 'v' +
Symbols Numbering System AGeneral Safety Notes
PLATE LOCATION AND ORIENTATION Failure t0 FOIIOW Could Cause Property
13/, * Center plate on joint unless Damage Or Personal Injurydimensionsindicateotherwise.
Dimensions are in inches. Apply 1. Provide copies of this truss design to theplatestobothsidesoftrussandbuildingdesigner, erection supervisor, propertysecurelyseat.
Ya J2 J3 J4 owner and all other interested parties..
TOP CHORDS
2, Cut members to bear tightly against eachczc
other.
O
WEBSbC6
3. Place plates on each face of truss at each
For 4 x 2 orientation, locate o 3 ,, Q joint and embed fully. Avoid knots and wane
plates from outside edge of
c o
d
at joint locations.
dtrussand vertical web. a 4, Unless otherwise noted, locate chordsplices 1at /4 length(+ 6" from C,o
panel adjacent joint.) BOTTOM
CHORDS Thissymbolindicatesthe5. Unless otherwise noted, moisture content of required
direction of slots in J1 J8 J7 J6 lumber shall not exceed 19%at time of connector
plates. fabrication.
6.
Unless expressly noted, this design is not applicable
for use with fire retardant or JOINTS
AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. For
tabular plating formal refer to the AROUND THE TRUSS STARTING AT THE LOWEST JOINT 7, Camber is a non-structural consideration and MITek/
Gang-Nail Joint/Plate Placement Chart. FARTHEST
TO THE LEFT, is the responsibility of truss fabricator. General WEBS
ARE NUMBERED FROM LEFT TORIGHT. practice is to camber for dead load deflection. 8.
Plate type, size and location dimensions PLATE
SIZE shown indicate minimum plating requirements. The
first dimension is the width 4
4 to Second CONNECTOR
PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and X
perpendicular slots. in all respects, equal to or better than the dimension
is the length parallel grade specified. to
slots. BOCA 86-93, 85-75, 91-28 10. Top chords must be sheathed or puriins LATERAL
BRACING HUD/FHA TCB 17.08 provided at spacing shown on design, Indicates
location of required 11. Bottom chords require lateral bracing at 10 continuous
lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or less, if no ceiling is installed, unless
otherwise noted. SBCCI
87206, 862 i 7, 9190 12. Anchorage and/or load transferring WiSC/
DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility of BEARING
others unless shown, Indicates
location of joints at 13. Do not overload roof or floor trusses with which
bearings (supports) occur. stacks of construction materials, Nil
14. Do not cut or alter truss member or plate without
prior approval of a professional MiTeke
engineer.
15.
Care should be exercised in handling, PANEL
TM
erection and installation of trusses. OO
1993 Mitek Holdings, Inc. CLIPFORM01
B4O19 OA111O_r4A1L ®
ob russ Truss Type ty y HORTON
13143974
DR2879C' S ROOF TRUSS 5 11
optional)
ACCU-SPAN-TA,, Industries, Inc. 4.2151 SR1 s Jun 28 2001 MiTekIndustries, Inc. Fri Apr age
1-5-0 5-2-5 9-10-13
r
1-5-0 5-2-5 4-8-7 4
Sc 1:19.4
4.24 rfT 3x4
3
2
l
7 6 5
2x4 II 3x4 =
2x4 =
5.2-5 9-10.13
5-2.5 4-8-7
LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP
TCLL 30.0 Plates Increase 1.33 TC 0.53 Vert(LL) 0.05 6-7 >999 M1120 249/190
TCDL 7.0 Lumber Increase 1.33 BC 0.43 Vert(TL) -0.08 6-7 > 999
BCLL 0.0 Rep Stress Incr NO WB 0.39 Horz(TL) 0.01 5 n/a
BCDL 10.0 Code SBC/ANS195 Matrix) 1st LC LL Min I/defl = 360 Weight: 42 lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 6-0-0 oc purlins.
BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 8-8-2 oc bracing.
WEBS 2 X 4 SYP No.3
REACTIONS fib/size) 4 - 315/Mechanical, 2 = 523/0-5-11, 5 = 431 /Mechanical
Max Horz 2=336(load case 2)
Max Uplift4=-329(load case 5), 2=-248(load case 21, 5=-179(load case 3)
FORCES (lb) - First Load Case OnlyTOPCHORD1-2 = 35, 2-3 = -946, 3-4 = 77
BOT CHORD 2-7 = 868, 6-7 = 868, 5-6 = 0
WEBS 3-7=165, 3-6=-946
NOTES (5)
1) This truss has been designed for the wind loads generated by 120 mph winds at 18 ft above ground level, using 5.0 psf top
chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition 11
partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not exposed to
wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL
increase is 1.33, and the plate grip increase is 1.33
2) Refer to girders) for truss to truss connections.
3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 329 lb uplift at joint 4, 248 lb
uplift at joint 2 and 179 lb uplift at joint 5.
4 This truss has been designed with ANSI/TPI 1.1995 criteria.
5) Truss Engineer: Junaidie Budiman, PE#45161. Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331.
61 THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED.
LOAD CASE(S) Standard
1) Regular: Lumber Increase =1.33, Plate Increase=1.33
Uniform Loads (plf)
Vert: 1-2 = -74.0 y'•'
Trapezoidal Loads (plf)
LVert: 2=-4.4-to-4=-183.1, 2=0.0-10-5=-49.5
P10. 45161
Y0-
0 STATEOF
Me
April 26,2002
QweHmxG - VorW d.et#n parameters a" R AD NOrR8 ONTKIS AM rtaVZRSB SWE earotta VSZ. *®
Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and Is lot an Individual building component to be
installed and boded vertically. Applicability of design parameters and proper Incorpaatlon of component It tesponsibNlty, of building designer - not truss
designer. Biocing shown Is for latetal support of Individual web members only. AddSional temporaty bracing to hsure stability during eonsttucticn Is the
responsibility of the elects. AddBlonat permanent bracing of the overol structure Is the responsibilly of the building designet. Fot general guidance
regatdhg lobrlcatlon, quality oonhol, storage, delivery, etectlon and bracing, consult OST-SS Quality Standard, DSS•89 (racing Specification, and HIS-91 M Tek® Handling Instaltina and Srochp Recommendation available from Truss Plate Institute, W D'Onohlo Drive, Madigan, WI63719.
Symbols Numbering System AGeneral Safety Notes
PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property
t'>. *Center plate on joint unless Damage or Personal Injurydimensionsindicateotherwise.
Dimensions are in inches. Apply 1. Provide copies of this truss design to theplatestobothsidesoftrussandbuildingdesigner, erection supervisor, propertysecurelyseat. J2 J3 J4 owner and all other interested parties..
TOP CHORDS 2. Cut members to bear tightly against eachuca
other.
a J5
WEBSa:3. Place plates on each face of truss at each
For 4 x 2 orientation, locate 3 , ; Q joint and embed fully. Avoid knots and wane
plates I /8" from outside edge of
c o
a at joint locations.
truss and vertical web. a
o
4. Unless otherwise noted, locate chord splices
at /4 length(+ 6" fromuC, c6 panel adjacent joint,)
BOTTOM CHORDSThissymbolindicatesthe 5. Unless otherwise noted, moisture content of
required direction of slots in
J1 J8 J7 J6 lumber shall not exceed 19%at time of
connector plates.
fabrication.
6. Unless expressly noted, this design is not
applicable for use with fire retardant or
JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber,
For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWEST JOINT 7. Camber is a non-structural consideration and
MITek/Gang-Nall Joint/Plate Placement Chart.
FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General
WEBS ARE NUMBERED FROM LEFTTO RIGHT. practice is to camber for dead load deflection.
PLATE SIZE
8. Plate type, size and location dimensions
shown indicate minimum plating requirements.
The first dimension is the width
4 4 to Second
CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and
X perpendicular slots. in all respects, equal to or better than the
dimension is the length parallel grade specified,
to slots. BOCA 86-93, 85-75, 91-28 10. Top chords must be sheathed or purlins
LATERAL BRACING HUD/FHA TC6 17.08 provided at spacing shown on design.
Indicates location of required 11. Bottom chords require lateral bracing at 10
continuous lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or less, if no ceiling is installed,
unless otherwise noted.
SBCCI 87206, 86217, 9190 12. Anchorage and/or load transferring
WISC/DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility ofBEARINGothersunlessshown,
Indicates location of joints at 13. Do not overload roof or floor trusses with
which bearings (supports) occur. stacks of construction materials.
14. Do not cut or alter truss member or plate
without prior approval of a professional
1 /1MiTek®
engineer.
15. Care should be exercised in handling,
TPA
PANEL
erection and installation of trusses. -
0 1993 Mitek Holdings, Inc.
CLIP
FORM018,019 L ® H=R0,A/R0
Job russ Truss Type ty y HORTON
13143975
R2879C' S1 ROOF TRUSS 1 1
o tional
r e n ustrles, nc. s un l e n ustnes, nc. n Apr age
1-5-0 4-9-4
1-5-0 4-9-4
S 1:10.6
4.24 rTT
2
1 4
x4 = 4-9-4
4-9-4
LOADING (psi) SPACING 2-0-0 CSI DEFL in ([oc) I/defl PLATES GRIP
TCLL 30.0 Plates Increase 1.33 TC 0.19 Vert(LL) n/a Ma M1120 249/190
TCDL 7.0 Lumber Increase 1.33 BC 0.05 Vert(TL) 0.05 1-2 > 375
BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 3 n/a
BCDL 10.0 Code SBC/ANSI95 Matrix) 1 st LC LL Min I/deft = 360 Weight: 17 Ib
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 4-9-4 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 3 =111 /Mechanical, 2 = 240/0-5-1 1, 4 = 36/Mechanical
Max Horz 2=86(load case 3)
Max Uplift3=-123(load case 5). 2=•129(load case 2)
FORCES (Ib) - First Load Case Only
TOP CHORD 1-2 = 35, 2-3 = 26
BOT CHORD 2-4=0
NOTES (5)
1) This truss has been designed for the wind loads generated by 120 mph winds at 18 it above ground level, using 5.0 psi top
chord dead load and 5.0 psi bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition 11
partially enclosed building, with exposure B ASCE 7.98 per SBC/ANSI95 If end verticals exist, they are not exposed to
wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL
increase is 1.33, and the plate grip increase is 1.33
2) Refer to girder(s) for truss to truss connections.
3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 123 lb uplift at joint 3 and 129lbupliftatjoint2.
4) This truss has been designed with ANSI/TPI 1-1995 criteria.
5) Truss Engineer: Junaidie Budiman, PE#45161. Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331.
6) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED.
LOAD CASEIS) Standard
1) Regular: Lumber Increase =1.33, Plate Increase =1.33
Uniform Loads (plf) xOS ppu4/ Vert: 1-2=-74.0
Trapezoidal Loads (plf)
Vert: 2=-4.4-to-3=-88.3, 2=0.0-to-4=-23.9
g•tiFri+...
y r(••
t ' ,kNo. 45161 =
HAL
April 26,2002
AWA&WNG - verW design pwwriieters and READ NOMS ON Tars AND =VZRfta SWX H1f "= V8E. iiiiiitn+oD
Design valid for use only with MITek connectors. This design Is based ony upon parameters shown, and is to on IndMdual building component to be
Instatled and loaded Vertically. Applicability of design parameters and proem incorporation of component is reeponslbNlly of building designer - not truss
designer. Bracing shown is for lateral support of Individual web members ony. Additional temporary bracing to Insure dobMy dwing condiuction is the
responsibility of the erector, Additional permanent bracing of the overol shucture is the msponsibOy of the bukding designer. For general guidance
regarding iobricatlon, quickly control, stoage, delivery, erecilon and bracing, consull CST-88 Quality Standard, 031.89 Bracing Specification, and HID-91 M iTek® Handling Installing and Bracing Recommendation ovalloble, non Truss Plate Institute, 683 D'Onohio Drive, Madison, WI$3719.
Symbols Numbering system AGeneral Safety litotes
PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property
i'A * Center plate on joint unless Damage or Personal Injurydimensionsindicateotherwise,
Dimensions are in inches. Apply 1. Provide copies of this truss design to theplatestobothsidesoftrussandbuildingdesigner, erection supervisor, propertysecurelyseat, J2 J3 J4 owner and all other interested parties..
TOP CHORDS
2, Cut members to bear tightly against eachc2
other.
o J5
3. Place plates on each face of truss at each
iFor4x2orientation, locateU Q0:. joint and embed fully, Avoid knots and wane
plates I /s" from outside edge of
O
a ' =itruss
at oint locations,
and vertical web, o a4.
o
Unless otherwise noted, locate chord splices
at /4 length(+ 6" fromcapanel adjacent joint.)
BOTTOM CHORDSThissymbolindicatesthe 5. Unless otherwise noted, moisture content of
required direction of slots in J1 J8 J7 J6 lumber shall not exceed 19 % at time of
connector plates.
fabrication.
6. Unless expressly noted, this design is not
applicable for use with fire retardant or
JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber.
For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7. Camber is a non-structural consideration and
MITek/Gang-Nail Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General
WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection.
PLATE SIZE
8. Plate type, size and location dimensions
shown indicate minimum plating requirements.
The first dimension is the width
4 4 to Second
CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and
X perpendicular slots. in all respects, equal to or better than the
dimension is the length parallel grade specified.
to slots, BOCA 86-93, 85-75, 91-28 10. Top chords must be sheathed or purlins
LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design.
Indicates location of required 11. Bottom chords require lateral bracing at 10
continuous lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or less, if no ceiling is installed, 40", unless otherwise noted.
SBCCI 87206, 86217, 9190 12. Anchorage and/or load transferring
WISC/DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility ofBEARINGothersunlessshown.
nA Indicates location of joints at 13. Do not overload roof or floor trusses with
which bearings (supports) occur. stacks of construction materials.
14. Do not cut or alter truss member or plate
without prior approval of a professional
MTek®
engineer.
15. Care should be exercised in handling,
TM
PANEL
CLIP
erection and installation of trusses.
1993 Mitek Holdings, Inc.
FORM18,019 CRAG-MAIL
2 —
U
0
cuT2
ED-
T26Fs
0
pq
w
T2
T2
cY
o- FLOOR TRUSSES TO BE
8-0-0 BRG,
T 2 -+
CD u—
T2
0
cy-
A
2
T2
T19
r
T19 z NOTE: PLACEMENT MAY VARY
DUE TO FIELD CONDITIONST19WwA/C PLUMBING ECT.
T1 A SEE INSTALLATION GUIDE
T19 2 cs i31c4 x ((- -De0rp L..v. (,
T - _ 'D -M,
Air zA %- V
o pq T=jq 'icN w-TN
T19 ST r4xTZ, l.t a
T19
19 ,
L
19-8--0 '
TRIM IT FLOOR SYSTEM
P rlirlc: ALL BEARING WAILS 70 BE PLACED J, 1 PLY HGR. IC (E I I REVIEW ALL 5PAN DIMENSIONS--BRG. WALLS
I
PRIOR TO SETTING TRUSSES .
I d 2 PLY HGR. :ENIGNEERED DRAWINGS--LOADING--PITCH AND OVERMANGSIWALLSSHOWNARETOBEBEARING.. I d d 3 PLY HGR. SIGNED APPROVAL: X I
j
JOB NUMBER: DR2879 ATE:
CCU SPAN CUSTOMER: D.R. HORTON
407-321-1440 BY: T.H JOB NAME: 2879 * ELEV.
iCVE! REVIEW ALL SPAN DIMENSIONS--BRG. WALLS
1
PRIOR TO SETTING TRUSSES.. .,16 HGUS26-2 ENIGNEERED DRAWINGS--LOADING-PITCK AND OVER/HANGS
WALLS a*ov ^s To gc oc»m. ni ~ _^
JOB NUMBER:DR2879E DATE: 1-11-02 PITCH: - 11 LOAD: SHINGLES
407-321-144 BY:T-H. JOB NAME: 2879 "E" ELEV. BRG: BLOCK
FORM 60OA-2001
FLORIDA ENERGY EFFICIENCY CODE
FOR BUILDING CONSTRUCTION
Florida Department of Community Affairs
Residential Whole Building Performance Method A
Project Name: 2879 Builder: DR HORTON
Address: ? ` i l G Permitting Office:
City, State:Sm L i ( ;-3 = -I C-t> Permit Number:
Owner: D.1Z.. ) Jurisdiction Number:
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 (ft2)
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. Floortypes
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
11. Ducts
a. Sup: Unc. Ret: Unc. AH: Interior
b. N/A
New _ 12. Cooling systems
Single family _ a. Central Unit
1 _
4 _ b. N/A
No _
2872 ft2 c. N/A
319.0 ft2 _ 13. Heating systems
0.0 ft2 _ a. Electric Heat Pump
0.0 ft2 _
0.0 ft2 b. N/A
R=5.0, 173.0(p) ft _ c. N/A
R=11.0, 460.02 _
14. Hot water systems
a. Electric Resistance
R=3.0, 876.0 ft2 _
R=11.0, 785.0 ft2 _ b. N/A
R=11.0, 622.0 ft2 _
c. Conservation credits
HR-Heat recovery, Solar
DHP-Dedicated heat pump)
R=19.0, 2091.0 ft2 _ 15. HVAC credits
CF-Ceiling fan, CV -Cross ventilation,
HF-Whole house fan,
PT -Programmable Thermostat,
Sup. R=6.0, 320.0 ft _ MZ-C-Multizone cooling,
MZ-H-Multizone heating)
Glass/Floor Area: 0.11 Total as -built points: 33937 PASSTotalbasepoints: 38807
I hereby certify that the plans and specifications covered
by this calculation are in compliance with the Florida
Energy Code.
PREPARED BY:
DATE: 03.02
I hereby certify that this building, as designed, is in
compliance with the Florida Energy Code.
OWNER/AGENT: 4
DATE: 'A VA Review
of the plans and specifications
covered by this calculation
indicates compliance with
the Florida Energy Code. Before
construction is completed this
building will be inspected for compliance
with Section 553.908 Florida
Statutes. BUILDING
OFFICIAL: DATE:
tz> .-- Cap:
60.0 kBtu/hr _ SEER:
12.05 Cap:
60.0 kBtu/hr HSPF:
8.25 _ Cap:
50.0 gallons _ EF:
0.86 PT,
EnergyGaugeO (
Version: FLRCSB v3.2)
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 2872.0 25.78 13327.2 Single, Clear W 1.0 10.0 32.0 53.47 0.99 1701.9
Single, Clear W 4.0 15.0 8.0 53.47 0.90 385.7
Single, Clear W 4.0 7.5 10.0 53.47 0.72 385.5
Single, Clear S 1.0 15.0 16.0 44.66 0.99 709.6
Single, Clear E 1.0 17.0 16.0 59.31 1.00 945.6
Single, Clear E 1.0 22.0 16.0 59.31 1.00 946.2
Single, Clear E 1.0 13.0 53.0 59.31 1.00 3128.7
Single, Clear N 1.0 5.0 10.0 27.96 0.96 268.9
Single, Clear N 1.0 7.0 23.0 27.96 0.99 633.5
Single, Clear E 1.0 10.0 15.0 59.31 0.99 884.5
Single, Clear W 1.0 12.0 30.0 53.47 1.00 1597.3
Single, Clear S 1.0 6.0 60.0 44.66 0.94 2529.5
Single, Clear S 1.0 6.0 15.0 44.66 0.94 632.4
Single, Clear E 1.0 10.0 15.0 59.31 0.99 884.5
As -Built Total: 319.0 15633.8
WALL TYPES Area X BSPM Points1 Type R-Value Area X SPM = Points
Adjacent 622.0 0.70 435.4 Concrete, Int Insul, Exterior 3.0 876.0 1.40 1226.4
Exterior 1661.0 1.90 3155.9 Frame, Wood, Exterior 11.0 785.0 1.90 1491.5
Frame, Wood, Adjacent 11.0 622.0 0.70 435.4
Base Total: 2283.0 3591.3 As -Built Total: 2283.0 3153.3
DOOR TYPES Area X BSPM Points Type Area X SPM = Points
Adjacent 18.0 1.60 28.8 Adjacent Wood 18.0 2.40 43.2
Exterior 20.0 4.80 96.0 Exterior Wood 20.0 7.20 144.0
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 2091.0 2.13 4453.8 Under Attic 19.0 2091.0 2.82 X 1.00 5896.6
Base Total: 2091.0 4453.8 As -Built Total: 2091.0 5896.6
FLOOR TYPES Area X BSPM Points Type R-Value Area X SPM = Points
Slab 173.0(p) 31.8 5501.4 Slab -On -Grade Edge Insulation 5.0 173.0(p 31.70 5484.1
Raised 460.0 3.43 1577.8 Raised Wood, Adjacent 11.0 460.0 1.80 828.0
Base Total: 7079.2 1 As -Built Total: 633.0 4656.1
EnergyGaugeO DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCSB v3.2
FORM 60OA-2001
SUMMER CALCULATIONS
Residential Whole Building Performance Method A - Details
ADDRESS: , , , PERMIT #:
BASE AS -BUILT
INFILTRATION Area X BSPM = Points Area X SPM Points
2872.0 14.31 41098.3 2872.0 14.31 41098.3
Summer Base Points: 55516.3 Summer As -Built Points: 61313.1
Total Summer
Points
X System =
Multiplier
Cooling
Points
Total X
Component
Cap
Ratio
X Duct X System X
Multiplier Multiplier
DM x DSM x AHU)
Credit
Multiplier
Cooling
Points
55516.3 0.4266 23683.2
61313.1
61313.1
1.000
1.00
1.087 x1.150 x 0.90) 0.283
1.125 0.283
0.950
0.950
18544.5
18544.5
EnergyGaugeTM DCA Form 60OA-2001 EnergyGaugeS/FlaRES'2001 FLRCSB v3.2
FORM 60OA-2001
WINTER CALCULATIONS
Residential Whole Building Performance Method A - Details
I ADDRESS: , , , PERMIT #: I
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 2872.0 5.86 3029.4 Single, Clear W 1.0 10.0 32.0 10.74 1.00 343.5
Single, Clear W 4.0 15.0 8.0 10.74 1.01 87.0
Single, Clear W 4.0 7.5 10.0 10.74 1.05 112.5
Single, Clear S 1.0 15.0 16.0 7.73 1.00 123.3
Single, Clear E 1.0 17.0 16.0 9.96 1.00 159.8
Single, Clear E 1.0 22.0 16.0 9.96 1.00 159.7
Single, Clear E 1.0 13.0 53.0 9.96 1.00 529.7
Single, Clear N 1.0 5.0 10.0 12.32 1.00 122.9
Single, Clear N 1.0 7.0 23.0 12.32 1.00 282.9
Single, Clear E 1.0 10.0 15.0 9.96 1.00 150.0
Single, Clear W 1.0 12.0 30.0 10.74 1.00 322.1
Single, Clear S 1.0 6.0 60.0 7.73 1.01 467.7
Single, Clear S 1.0 6.0 15.0 7.73 1.01 116.9
Single, Clear E 1.0 10.0 15.0 9.96 1.00 150.0
As -Built Total: 319.0 3128.0
WALL TYPES Area X BWPM Points Type R-Value Area X WPM = Points
Adjacent 622.0 1.80 1119.6 Concrete, Int Insul, Exterior 3.0 876.0 3.80 3328.8
Exterior 1661.0 2.00 3322.0 Frame, Wood, Exterior 11.0 785.0 2.00 1570.0
Frame, Wood, Adjacent 11.0 622.0 1.80 1119.6
Base Total: 2283.0 4441.6 As -Built Total: 2283.0 6018.4
DOOR TYPES Area X BWPM Points Type Area X WPM = Points
Adjacent 18.0 4.00 72.0 Adjacent Wood 18.0 5.90 106.2
Exterior 20.0 5.10 102.0 Exterior Wood 20.0 7.60 152.0
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 2091.0 0.64 1338.2 Under Attic 19.0 2091.0 0.87 X 1.00 1819.2
Base Total: 2091.0 1338.2 As -Built Total: 2091.0 1819.2
FLOOR TYPES Area X BWPM Points Type R-Value Area X WPM = Points
Slab 173.0(p) 1.9 328.7 Slab -On -Grade Edge Insulation 5.0 173.0(p 2.40 415.2
Raised 460.0 0.20 92.0 Raised Wood, Adjacent 11.0 460.0 1.80 828.0
Base Total: 420.7 1 As -Built Total: 633.0 412.8
EnergyGauge® DCA Form 60OA-2001 EnergyGaugeS/FlaRES'2001 FLRCSB v3.2
FORM 60OA-2001
WINTER CALCULATIONS
Residential Whole Building Performance Method A - Details
ADDRESS: , , , PERMIT #:
BASE AS -BUILT
INFILTRATION Area X BWPM = Points Area X WPM Points
2872.0 0.28 -804.2 2872.0 0.28 804.2
Winter Base Points: 7758.4 Winter As -Built Points: 10832.4
Total Winter X
Points
System
Multiplier
Heating
Points
Total X
Component
Cap
Ratio
X Duct X System X
Multiplier Multiplier
DM x DSM x AHU)
Credit
Multiplier
Heating
Points
7758.4 0.6274 4867.6
10832.4
10832.4
1.000
1.00
1.078 x 1.160 x 0.92) 0.414
1.150 0.414
0.950
0.950
4897.7
4897.7
EnergyGaugeTm DCA Form 600A.2001 EnergyGaugeS/FIaRES'2001 FLRCSB v3.2
FORM 60OA-2001
WATER HEATING & CODE COMPLIANCE STATUS
Residential Whole Building Performance Method A - Details
ADDRESS: , , , PERMIT #:
BASE AS -BUILT
WATER HEATING
Number of X Multiplier = Total Tank EF Number of X Tank X Multiplier X Credit = Total
Bedrooms Volume Bedrooms Ratio Multiplier
4 2564.00 10256.0 50.0 0.86 4 1.00 2623.63 1.00 10494.5
As -Built Total: 10494.5
CODE COMPLIANCE STATUS
BASE AS -BUILT
Cooling + Heating +
Points Points
Hot Water
Points
Total
Points
Cooling
Points
Heating + Hot Water = Total
Points Points Points
23683 4868 10256 38807 1 18544 4898 10495 33937
PASS EnergyGaugeTM'
DCA Form 60OA-2001 EnergyGauge@/FIaRES'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 cfm/s .ft. window area; .5 cfm/s .ft. door area.
Exterior & Adjacent Walls 606.1.ABC.1.2.1 Caulk, gasket, weatherstrip or seal between: windows/doors & frames, surrounding wall;
foundation & wall sole or sill plate; joints between exterior wall panels at comers; utility
penetrations; between wall panels & top/bottom plates; between walls and floor.
EXCEPTION: Frame walls where a continuous infiltration barrier Is Installed that extends
from and Is sealed to the foundation to the top plate.
Floors 606.1.ABC.1.2.2 Penetrations/openings >118" sealed unless backed by truss or joint members.
EXCEPTION: Frame floors where a continuous infiltration barrier is installed that is sealed
to the perimeter, penetrations and seams.
Ceilings 606.1.ABC.1.2.3 Between walls & ceilings; penetrations of ceiling plane of top floor; around shafts, chases,
soffits, chimneys, cabinets sealed to continuous air barrier; gaps in gyp board & top plate;
attic access. EXCEPTION: Frame ceilings where a continuous infiltration barrier Is
installed that is sealed at the perimeter, at penetrations and seams.
Recessed Lighting Fixtures 606.1.ABC.1.2.4 Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside a
sealed box with 1/2" clearance & 3" from insulation; or Type IC rated with < 2.0 cfm from
conditioned space, tested.
Multi -story Houses 606.1.ABC.1.2.5 Air barrier on perimeter of floor cavity between floors.
Additional Infiltration reqts 606.1.ABC.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA,
have combustion air.
BA-22 OTHER PRESCRIPTIVE MEASURES (must be met or exceeded by all residences.)
COMPONENTS SECTION REQUIREMENTS CHECK
Water Heaters 612.1 Comply with efficiency requirements In Table 6-12. Switch or clearly marked circuit
breaker electric or cutoff as must be provided. External or built-in heat trap required.
Swimming Pools & Spas 612.1 Spas & heated pools must have covers (except solar heated). Non-commercial pools
must have a pump timer. Gas spa & pool heaters must have a minimum thermal
efficiency of 78%.
Shower heads 612.1 Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG,
Air Distribution Systems 610.1 All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically
attached, sealed, Insulated, and Installed in accordance with the criteria of Section 610.
Ducts in unconditioned attics: R-6 min. insulation.
HVAC Controls 607.1 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.
EnergyGaugeTm DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCSB v3.2
ENERGY PERFORMANCE LEVEL (EPL)
DISPLAY CARD
ESTIMATED ENERGY PERFORMANCE SCORE* 85.7
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
3. Number of units, if multi -family 1
4. Number of Bedrooms 4 b. N/A
5. is this a worst case? No
6. Conditioned floor area (ft2) 2872 R2 c. N/A
7. Glass area & type
a. Clear - single pane 319.0 ft2 13. Heating systems
b. Clear - double pane 0.0 R2 a. Electric Heat Pump
c. Tint/other SHGC - single pane 0.0 ft2
d. Tintlother SHGC - double pane 0.0 ft2 b. N/A
8. Floor types
a. Slab -On -Grade Edge Insulation R=5.0, 173.0(p) ft c. N/A
b. Raised Wood, Adjacent R=11.0, 460.Oft2
c. N/A 14. Hot water systems
9. Wall types a. Electric Resistance
a. Concrete, Int Insul, Exterior R=3.0, 876.0 ft2
b. Frame, Wood, Exterior R=11.0, 785.0 ft2 u b. N/A
c. Frame, Wood, Adjacent R=11.0, 622.0 ft'
d. N/A c. Conservation credits
e. N/A HR-Heat recovery, Solar
10. Ceiling types DHP-Dedicated heat pump)
a. Under Attic R=19.0, 2091.0 ft2 15. HVAC credits
b. N/A CF-Ceiling fan, CV -Cross ventilation,
c. NIA HF-Whole house fan,
11. Ducts PT -Programmable Thermostat,
a. Sup: Unc. Ret: Unc. AH: Interior Sup. R=6.0, 320.0 ft RB-Attic radiant barrier,
b. N/A MZ-C-Multizone cooling,
MZ-H-Multizone heating)
I certify that this home has complied with the Florida Energy Efficiency Code For Building
Construction through the above energy saving features which will be installed (or exceeded)
in this home before final inspection. Otherwise, a new EPL Display Card will be completed
based on installed Code compliant features.
Builder Signature: Date: Date:
Address ofNew Home: 43LA 1: 71 fir`? k -WJ City/FL Zip.
Cap: 60.0 kBtu/hr _
SEER: 12.05
Cap: 60.0 kBtu/hr
HSPF: 8.25
Cap: 50.0 gallons
EF: 0.86
PT, _
NOTE: The home's estimated energy performance score is only available through the FLAIRES computer program.
This is not a Building Energy Rating. Ifyour score is 80 or greater (or 86for a US EPAIDOE EnergyStarrudesignation),
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.ucf edu for
information and a list ofcertified Raters. For information about Florida's Energy Efficiency Code For Building Construction,
contact the Department of Community Affairs at 8501487-1824.
EnergyGauge® (Version: FLRCSB v3.2)
RIGHT-J LOAD AND EQUIPMENT SUMMARY
Entire House
DEL AIR HEATING,AIR CONDITIONING,R Job: 2879 MODEL. REVISED
10-3.97
109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831-2885
Project Information
For: DR HORTON
Notes:
Design Information
Weather: Orlando AP, FL, US
Winter Design Conditions
Outside db 38 OF
Inside db 70 OF
Design TD 32 OF
Heating Summary
Building heat loss 40970 Btuh
Ventilation air 0 cfm
Ventilation air loss 0 Btuh
Design heat load 40970 Btuh
Infiltration
Method Simplified
Construction quality Average
Fireplaces 0
Heating Cooling
Area (ft2) 2872 2872
Volume (ft3) 22976 22976
Air changes/hour 0.70 0.40
Equiv. AVF (cfm) 269 153
Heating Equipment Summary
Make TRANE
Trade
Summer Design Conditions
Outside db 93 OF
Inside db 75 OF
Design TD 18 OF
Daily range M
Relative humidity 50
Moisture difference 43 gr/Ib
Sensible Cooling Equipment Load Sizing
Structure 35571 Btuh
Ventilation 1485 Btuh
Design temperature swing 3.0 OF
Use mfg. data n
Rate/swing multiplier 0.98
Total sens. equip. load 36315 Btuh
Latent Cooling Equipment Load Sizing
Internal gains 1150 Btuh
Ventilation 2212 Btuh
Infiltration 4526 Btuh
Total latent equip. load 7888 Btuh
Total equipment load 44203 Btuh
Cooling Equipment Summary
Make TRANE
Trade
Efficiency 8.4 HSPF Efficiency 10.0 EER
Heating input Sensible cooling 40600 Btuh
Heating output 0 Btuh @ 47°F Latent cooling 17400 Btuh
Heating temp rise 0 OF Total cooling 58000 Btuh
Actual heating fan 0 cfm Actual cooling fan 1933 cfm
Heating air flow factor 0.000 cfm/Btuh Cooling air flow factor 0.054 cfm/Btuh
Space thermostat Load sensible heat ratio 82
Bold/1laHc values have been manually overridden
Printout certified by ACCA to meet all requirements of Manual J 7th Ed.
VV j htSC> Right-SuRe ResidentialTM 5.0.64 RSR26015 2002-Feb13:29:08 CE:\
Files\drhonon\2879\2879REVD.rsr Page 1
RIGHT-J CALCULATION PROCEDURES A. B, C, D0EntireHouse
DEL AIR HEATING,AIR CONDITIONING,R Job: 2879 MODEL REVISED
10-3-97
log COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) $31.2665
Procedure A - Winter Infiltration HTM Calculation*
1. Winter infiltration AVF
0.70 ach x 22976 ft3 x 0.0167 = 269 cfm
2. Winter infiltration load
1.1 x269 cfm x 32 OF Winter TD 9454 Btuh
3. Winter infiltration HTM
9454 Btuh / 355 ft2 Total window = 26.6 Btuh/ft2
and door area
Procedure B - Summer Infiltration HTM Calculation
1. Summer infiltration AVF
0.40 ach x 22976 W x 0.0167 = 153 cfm
2. Summer infiltration load
1.1 x 153 cfm x 18 OF Summer TD 3039 Btuh
3. Summer infiltration HTM
3039 Btuh / 355 ft2 Total window = 8.6 Btuh/ft2
and door area
Procedure C - Latent Infiltration Gain
0.68 x 43 grAb moist.diff. x 153 cfm = 4526 Btuh
Procedure u - Equipment sizing Loaas
1. Sensible sizing load
Sensible ventilation load
1.1 x 75 cfm vent. x 18 OF Summer TD - 1485 Btuh
Sensible load for structure (Line 19) + 35671 Btuh
Sum of ventilation and structure loads - 37056 Btuh
Rating and temperature swing multiplier x 0.98
Equipment sizing load - sensible = 36315 Btuh
2. Latent sizing load
Latent ventilation load
0.68 x 75 cfm vent. x 43 grAb moist.diff. = 2212 Btuh
Internal loads = 230 Btuh x 5 people + 1150 Btuh
Infiltration load from Procedure C + 4526 Btuh
Equipment sizing load - latent - 7888 Btuh
Construction Quality is: a No. of Fireplaces is: 0
BoWtalle values have been manually overridden
Printout certified by ACCA to meet all requirements of Manual J 7th Ed.
vvrightSC> t Rlgt tSulte Residential^" 5.0.64 RSR26015 2002-Feb-28 13:29:06
m E:\Files\drhorton\2879\2879REVD.rsr Page 1
RIGHT-J WINDOW DATA
DEL AIR HEATING,AIR CONDITIONING,R Job: 2879 MODEL REVISED010-3-97
109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) $31-2665
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
LIVIDIN/FOY
a n nw a c n 0 d 1 1 90 1.0 1.0 5.0 5.0 39.4 32.0 0.0
a n sw a c n 0 d 1 1 90 1.0 1.0 2.0 5.0 47.4 23.0 0.0
a n nw b c n 0 n 1 1 90 1.0 3.5 5.0 7.0 62.4 7.0 0.0
a n nw b C n 0 n 1 1 90 1.0 3.5 1.0 3.0 62.4 9.0 0.0
LAUNDRY RM
WIC
SITTING RM
a n sw a c n 0 d 1 1 90 1.0 1.0 10.0 5.0 47.4 16.0 0.0
MASTER BATH
a n se a c n 0 d 1 1 90 1.0 1.0 12.0 5.0 47.4 16.0 0.0
MASTER BEDRM
a n se a C n 0 d 1 1 90 1.0 1.0 17.0 5.0 47.4 16.0 0.0
MASTER HALL BATH
FAMILY RM
b n se a c n 0 d 1 1 90 1.0 1.0 6.0 7.0 47.4 53.0 0.0
KITCHEN
a n ne a c n 0 d 1 1 90 1.0 1.0 2.0 3.0 39.4 10.0 0.0
BEDRM 2
a n se b c n 0 d 1 1 90 1.0 1.0 5.0 5.0 47.4 15.0 0.0
UP BATH RM
ACTIVITY RM
a n nw b c n 0 n 1 1 90 1.0 1.0 7.0 5.0 62.4 30.0 0.0
a n sw b c n 0 n 1 1 90 1.0 1.0 1.0 5.0 76.4 60.0 7.6
1 wrightsoft Right -Suite ResidencalTM 5.0.64 RSR26015 2002•Feb-28 13:29:06
E:iFiles\drhortont2879t2879REVD.rsr Page 1
BEDRM 4
a n sw b c n 0 d 1 1 90 1.0 1.0 1.0 5.0 47.4 15.0 1.9
BEDRM 3
a n se b c n 0 d 1 1 90 1.0 1.0 5.0 5.0 47.4 15.0 0.0
ti Wr ight50ft Right -Suite Residential'm 6.0.64 RSR26015 2002-Feb-2813:29:06
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RIGHT-J WORKSHEET6EntireHouse
DEL AIR HEATING,AIR CONDITIONING,R .lob: 2879 MODEL REVISED 10-3-97
109 COMMERCE STREET, LAKE MARY, FL 32746.8206 Phone: (407) 831-2665
MANUAL J: 7th Ed.
1 Name of room Entire House LIV/DIN/FOY LAUNDRY RM WIC
2 Length of exposed wall 314.5 ft 61.5 ft 11.0 It 19.0 ft
3 Room dimensions 20.0 x 21.0 ft 15.0 x 6.0 It 13.0 x 11.0 ft
4 Ceiings Condit. Option 8.0 ftj heaUcool d 8.0 ft heat/cool 8.0 11heat/cool 8.0 It heat/cool TYPE
OF CST HTM Area Load (Btuh) Area Load (Btuh) Area Load (Btuh) Area Load (Btuh) EXPOSURE
NO. Htg I Cig ft') Htg Cig ft') Htg I Clg W) Htg Cig ft') Htg I Cig 5
Gross a 14B 4.6 2.1 1028 284 0 88 Exposed
b 12C 2.9 1.9 1000 64 0 0 walls
and c 13C 3.2 1.2 552 144 88 64 partitions
d 0.0 0.0 0 0 0 0 e
0.0 0.0 0 0 0 0 f
0.0 0,0 0 0 0 0 6
Windows and a 1C 37.0 264 9757 71 2624 0 0 0 0 glass
doors b 8C 37.0 53 1959 0 0 0 0 0 0 Heating
c 9C 38.7 0 0 0 0 0 0 0 0 e
0.0 0 0'"•" 0 0'""' 0 0 0 0 7
Windows and North 27.6 9 261 0 0 0 0 0 0 glass
doors NE/NW 51A 88 4525 48 2259 0 0 0 0 Cooling
EJW 0.0 0'"" 0 0'"" 0 0 0 0""` 0 SE/
SW 54.3 220 11927 23 1090 0 0 0 0 South
0.0 0 0 0 0 0 0 0 0 Horz
0.0 0 0 0 0 0 0 0 0 8
Other doors a 11A 18.9 12.7 38 717 484 20 378 255 18 340 229 0 0 0 b
0.0 0:0 0 0 0 0 0 0 0 0 0 0 0 0 c
0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 9
Net a 14B 4.6 2.1 862 3972 1775 229 1055 472 0 0 0 88 406 181 exposed
b 12C 2.9 1.9 849 2445 1650 48 138 93 0 0 0 0 0 0 walls
and c 13C 3.2 1.2 534 1682 625 144 454 168 70 221 82 64 202 75 partitions
d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 e
0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 f
0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 10
Ceilings a 16D 1.7 2.2 2134 3619 4750 420 712 935 0 0 0 0 0 0 b
0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 c
0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 d
0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 e
0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 f
0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 11
Floors a 22B 13.1 0.0 233 3050 0 62 807 0 11 144 0 19 249 0 Note:
room b 19B 1.3 0.0 460 589 0 0 0 0 0 0 0 0 0 0 perimeter
c 19G 1.1 0.0 0 0 0 0 0 0 0 0 0 0 0 0 is
displ. d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 for
slab a 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 moors)
f 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 12
Infiltration a 1 26.6 8.6 3551 9454 30391 91 2424 779 181 479 154 0 01 0 13
Subtotal loss=6+8..+11+12 37246 8592 1184 856 Less
external heating 0"' 0 0 0 Less
transfer 0 0 0 14
Duct loss 10 OA 3725 10 *A 869 106A 118 10 86 15
Total loss = 13+14 40970 9451 1302 942 16
Int. gains: People Q 300 Appl.
@ 1200 5
2
1500
18M
0
0
0
0
0
1
0
600
0
0
0
0
17
Subtot RSH gain=7+8..+12+16 32337 6052 1065 256 Less
external cooling 0 0 0 0 Less
transfer 0 0 0 0 18
Duct gain 10C 3234 10 OA 605 100A 107 10 OA 26 19
Total FISH gain=(17+18)`PLF 1.00 35571 1.00 6657 1.00 1172 1.00 282 1201
Air required (cfm) 01 1933 1 01 362 01 64 01 15 Printout
certified by ACCA to meet all requirements of Manual J 7th Ed. wrvC;"
tStCrft Right -Suite Residential^" 5.0.64 RSR26015 2002-Feb-28 13:29:06 E:\
Files\ditrton\2879\2879REVD.rsr Page 1
RIGHT-J WORKSHEET
Entire House
DEL AIR HEATING,AIR CONDITIONING,R Job: 2879 MODEL REVISED 10-3-97
109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831-2885
MANUAL J: 7th Ed.
1 Name of room SITTING RM MASTER BATH MASTER BEORM MASTER HALL BATH
2 Length of exposed wall 10.0 It 11.0 ft 13.0 It 0.0 ft
3 Room dimensions 10.0 x 10.0 It 10.0 x 11.0 It 13.0 x 21.0 ft 6.0 x 5.0 ft
4 Ceiings Condit. Option 8.0 ft heaUcool 8.0 ft heat/cool 8.0 ftheatfcool 8.0 It 1 heaticool TYPE
Of CST HTM Area Load (Btuh) Area Load (Btuh) Area Load (Stuh) Area Load (Btuh) EXPOSURE
NO. Htg I CIg W) Htg Clg ft2) Htg I Clg ft) Htg I Cig ft) Htg I Cig 5
Gross a 14B 4.6 2.1 80 88 104 NR 0 Exposed
b 12C 2.9 1.9 0 0 0 0 walls
and c 13C 3.2 1.2 0 N 0 RN. 0 0 N. partitions
d 0.0 0.0 0 0 0 0 e
0.0 0.0 0 0 N. 0 N. 0 R f
0.0 0.0 0 N.. 0 N. 0 N.. R.\. 0 6
Windows and a 1C 37.0 16 591 16 591 16 591 0 0 glass
doors b 8C 37.0 0 0 0 0•»' 0 0»» 0 0 Heating
c 9C 38.7 0 0 0 0 0 0 0 0•»' d
0.0 0 0 0 0 0 0 0 0 e
0.0 0 0 0 0 0 0 0 0 f
0.0 0 0 0 0 0 0 0 0 7
Windows and North 27.6 0 0 0."' 0 0 0 0 0 glass
doors NE/NW 51.4 0 0 0 0 0 0 0 0 Cooling
E/W 0.0 0 0 0•"• 0 0 0 0 0 SE/
SW 54.3 16 758 16 758 16 758 0 0 South
0.0 0 0 0""• 0 0 0 0 0 Horz
0.0 0'"' 0 0 0 0 0 0 0 8
Other doors a i to 18,9 12.7 0 0 0 0 0 0 0 0 0 0 0 0 b
0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 c
0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 9
Net a 14B 4.6 2.1 64 295 132 72 332 148 88 406 181 0 0 0 exposed
b 12C 2.9 1.9 0 0 0 0 0 0 0 0 0 0 0 0 walls
and c 13C 3.2 1.2 0 0 0 0 0 0 0 0 0 0 0 0 partitions
d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 e
0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 f
0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 10
Ceilings a 16D 1.7 2.2 0 0 0 0 0 0 0 0 0 0 0 0 b
0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 c
0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 d
0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 e
0.0 0:0 0 0 0 0 0 0 0 0 0 0 0 0 f
0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 11
Floors a 22B 13.1 0.0 10 131 0 11 144 0 13 171 0 0 0 0 Note:
room b 198 1.3 0.0 0 0 0 0 0 0 0 0 0 0 0 0 perimeter
c 19G 1.1 0.0 0 0 0 0 0 0 0 0 0 0 0 0 is
dspl. d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 for
slab a 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 floors)
f 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 12
Infiltration a 1 26.61 8.6 16 426 1371 16 4261 137 161 426 1371 0 01 0 13
Subtotal loss=6+8..+11+12 1444 1494 1594 0 Less
external heating 0 0 0 0 Less
transfer 0 0 0 0 14
Duct loss 10 *A 144 1109A 149 106A 159 10°/ 0 15
Total loss = 13+14 15M 1643 1753 0 16
Int. gains: People ® 300 0 0 0 0 1 300 0 0 Appl.
a 1200 0 0 0'"'• 0 0'»" 0 0 0 17
Subtot RSH gain=7+8..+12+16 1027 1044 1377 0 Less
external cooling 0 0 0 0 Less
transfer 0 N. 0 NN 0 NR. N.. 0 18
Duct gain 106 103 10 104 100/t 138 10 0 19
Total RSH gain=(17+18pPLF 1.00 1130 1.00 1148 1.00 1514 1,00 0 20
Air required (cfm) 0 61 01 62 1 0 82 01 0 Printout
certified by ACCA to meet all requirements of Manual J 7th Ed. eft.
Right -Suite ResidentialTM 5.0.64 RSR26015 2002-Feb-28 13:29:06 A K
E:\FIIes\drhorton1287=879REVD.rsr Page 2
RIGHT-J WORKSHEET
Entire House
DEL AIR HEATING ,AIR CONDITIONING,R Boa: 2879 MODEL REVISED 10-3-97
109 COMMERCE STREET, LAKE MARY, FL 32746.6206 Phone: (407) 831-2665
MANUAL J: 7th Ed.
1 Name of room FAMILY RM KITCHEN BEDRM 2 UP BATH RM
2 Length of exposed well 36.0 ft 12.0 ft 28.0 ft 11.0 ft
3 Room dimensions 17.0 x 19.0 ft 12.0 x 17.0 ft 16.0 x 12.0 ft 11.0 x 13.0 ft
4 Ceiings Condit. Option 8.0 ftl heat/cool 8.0 ft heaftool 8.0 fil heat/cool 8.0 ftI heat/cool
TYPE OF CST HTM Area Load (Btuh) Area Load (Btuh) Area Load (Btuh) Area Load (Btuh)
EXPOSURE NO. Htg I Cig ft°) Htg Clg Htg I Cig W) Htg I Clg ft2) Hip I Clg
5 Gross a 14B 4.6 2.1 288 96 0 0
Exposed b 12C 2.9 1.9 64 0 96 0
walls and c 13C 3.2 1.2 0 0 128 88
partitions d 0.0 0.0 0 0 0 0
e 0.0 0.0 0 0 0 0
f 0.0 0.0 0 0 0 0
6 Windows and a 1C 37.0 0 0 10 370 15 554 0 0
glass doors b 8C 37.0 53 1959 0 0 0 0 0 0
Heating c 9C 38.7 0 0 0 0""' 0 0 0 0
d 0.0 0 0 0 0'«' 0 0 0 0
e 0.0 0 0 0 0 0 0 0 0
f 0.0 0 0 0 01 0 0 0 0'""
7 Windows and North 27.6 0 0 0""' 0 0 0 0"""' 0
glass doors NE/NW 51.4 0 0 10 394 0 0 0 0
Cooling E/W 0.0 0 0 0 0 0`"" 0 0 0
SE/SW 64.3 53 2512 0 0 15 711 0 0
South 0.0 0 0 0 0 0 0 0 0
Horz 0.0 0 0 0 0 0 0 0
8 Other doors a 11A 18.9 12.7 0 0 0 0 0 0 0 0 0 0 0 0
bI 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0
0 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0
9 Net a 14B 4.6 2.1 235 1083 484 86 396 177 0 0 0 0 0 0
exposed b 12C 2.9 1.9 64 184 124 0 0 0 81 233 157 0 0 0
walls and c 13C 3.2 1.2 0 0 0 0 0 0 128 403 150 88 277 103
partitions d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0
e 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0
f 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0
10 Ceilings a 16D 1.7 2.2 323 548 719 204 346 454 192 326 427 143 243 318
b 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0
c 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0
d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0
e 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0
f 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0
11 Floors a 22B 13.1 0.0 36 472 0 12 157 0 0 0 0 0 0 0
Note: room b 19B 1.3 0.0 0 0 0 0 0 0 0 0 0 0 0 0
perimeter c 19G 1.1 0.0 0 0 0 0 0 0 0 0 0 0 0 0
is displ. d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0
for slab a 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0
floors) f 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0
12 Infiltration a 1 26.61 8.6 53 1411 4541 10 2661 86 151 399 1281 0 01 0
13 Subtotal loss=6+8..+11+12 5658 1536 1916 520
Less external heating 0 0 0 0
Less transfer 0 0 0 0
14 Duct loss 10 OA 566 10 O/C 154 100/4 192 10 OA 52
15 Total loss = 13+14 6223 1689 2108 572
16 Int. gains: People (M 300 4 1200 0 0 0 0 0 0
Appl. C 1200 0'"•• 0 1 1200 0'»• 0 0 0
17 Subtot RSH gain=7+8..+12+16 5493 2311 1574 421
Less external cooling 0 0 0 0
Less transfer 0 0 0 0
18 Duct gain 100/ 549 100/ 231 10 157 10 42
19 Total RSH gain=(17+18)'PLF 1.00 6043 1.00 2542 1.00 1731 1.00 463
20 Air required (cfm) 0 328 0 138 1 01 94 1 0 25
Printout certified by ACCA to meet all requirements of Manual J 7th Ed.
c wrr1gh1tso19r Right -Suite Residential^" 5.0.64 RSR26015 2002-Feb-28 13:29:06
E:\Files\drlwrton\2879\2879REVD.rsr Page 3
RIGHT-J WORKSHEET
Entire Houset
DEL AIR HEATING,AIR CONDITIONING,R Job: 2879 MODEL REVISED 10-3-97
109 COMMERCE STREET, LAKE MARY. FL 32746-6206 Phone: (407) 831-2665
MANUAL J: 7th Ed.
1 Name of room ACTIVITY RM BEDRM 4 BEDRM 3
2 Length of exposed wall 59.0 ft 15.0 ft 28.0 ft
3 Room dimensions 25.5 x 20.0 ft 15.0 x 10.0 ft 16.0 x 12.0 ft
4 Ceiings Condit. Option 8.0 ftj heatt000l 8.0 ft heaticool 8.0 111 heat/cool
TYPE OF CS HTM Area Load (Btuh) Area Load (Btuh) Area Load (Btuh) Area
EXPOSURE NO. Htg Clg ft') Htg Cig ft') Htg C1g ft Htg Clg Htg Cl9
5 Gross a 14B 4.6 2.1 0 0 0
Exposed b 12C 2.9 1.9 432 120 224
walls and c 13C 3.2 1.2 40 0 0
partitions d 0.0 0.0 0 0 0
e 0.0 0.0 0 0 0
f 0.0 0.0 0 0 0
6 Windows and a 1C 37.0 90 3326 15 554 15 554
glass doors b 8C 37.0 0 0 0 0 0 0
Heating c 9C 38.7 0 0 0 0 0 0
d 0.0 0 0 0 0 0 0
7 Windows and North 27.6 8 222 2 39 0 0
glass doors NEJNW 51.4 30 1872 0 0 0 0
Cooling ENV 0.0 0 0 0 0 0 0
SE/SW 54.3 52 4006 13 621 15 711
South 0.0 0 0 0 0 0 0
Horz 0.0 0 0 0•«" 0 0 0
8 Other doors a 11A 18.9 12.7 0 0 0 0 0 0 0 0 0
b 0.0 0.0 0 0 0 0 0 0 0 0 0
c 0.0 0.0 0 0 0 0 0 0 0 0 0
9 Net a 14B 4.6 2.1 0 0 0 0 0 0 0 0 0
exposed b 12C 2.9 1.9 342 985 665 105 302 204 209 602 406
walls and c 13C 3.2 1.2 40 126 47 0 0 0 0 0 0
partitions d 0.0 0.0 0 0 0 0 0 0 0 0 0
e 0.0 0.0 0 0 0 0 0 0 0 0 0
f 0.0 0.0 0 0 0 0 0 0 0 0 0
10 Ceilings a 16D 1.7 2.2 510 865 1135 150 254 334 192 326 427
b 0.0 0.0 0 0 0 0 0 0 0 0 0
c 0.0 0.0 0 0 0 0 0 0 0 0 0
d 0.0 0.0 0 0 0 0 0 0 0 0 0
e 0.0 0.0 0 0 0 0 0 0 0 0 0
f 0.0 0.0 0 0 0 0 0 0 0 0 0
11 Floors a 22B 13.1 0.0 59 774 0 0 0 0 0 0 0
Note: room b 19B 1.3 0.0 460 589 0 0 0 0 0 0 0
perimeter c 19G 11 0.0 0 0 0 0 0 0 0 0 0
is displ. d 0.0 0.0 0 0 0 0 0 0 0 0 0
for slab a 0.0 0.0 0 0 0 0 0 0 0 0 0
floors) f 0.0 0.0 0 0 0 0 0 0 0 0 0
12 Infiltration a 1 26.61 8.6 90 2397 7701 15 399 128 151 399 128
13 Subtotal loss=6+8..+11+12 9062 1511 1881
Less external heating 0 0 0
Less transfer 0 0 0
14 Duct loss 0 OA 906 10 151 1ODA 188
15 Total loss = 13+14 9968 1662 2070
16 Int. gains: People @ 300 0 0 0 0 0 0
Appl. @ 1200 0 0 0 0 0- 0
17 Subtot RSH gain=7+8..+12+16 8718 1326 1673
Less external cooling 0 0 0
Less transfer 0 0 0
18 Duct gain 10°/ 872 10°/ 133 10 167
19 TotalR5H gain=(17+18)•PLF 1.00 9590 1.00 1459 1.00 1840
20 Air required (cfm) 0 521 01 79 01 100
Printout certified by ACCA to meet all requirements of Manual J 7th Ed.
w^ sC ht50ft Right -Suite ResidentialTM 5.0.64 RSR2e015 2002-Feb-28 13:29:06
ACZA E:\Files\drhonon\2879\2879REVD.rsr Page 4
3' baH+ duct
to roof cap
Wfan
Must have a rinhun clearanCe of 4 Intries around the air handler per the State Energy code. Alt duct has an r--b W%s Aotan value.
b.-t, duct
af Cap
r—
duct
Cap
4/C SLAB Q
0
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L WOOD BUCK.
SHICCO
or OTTERS
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0
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HEADER GLASS
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SEE
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I
a CAST
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Q c 3r OTHERS
Y1 NOTES SECTION
a. —A 1) SHIM
AS REO'O. ATEACH INSTALLATION ANCHOR, MAX ALLDwseL-_ - St9ax STACK
TO BE 1/.'. ( 2) wH00w
FR3111E x1ATERmL ALumww ALLOY 6063. 3) INSTALLATION
ANCHOR. WUs7 eE of sumcieNT LTH TO AC EwE Lair. EUSEDUENT
OF 1-1/4' INTO uASONRY OR CONCRETE. t) USE
SILICONIZED ACRYLIC CAULK 8Ewo wWDow FLANGE A: HlD 6: JAMeS.
SKDw L UST BE ATTACHEDTOTHESU35TRATElA .I WLKEW 136 ADIESNE CAULKORAPPROVEDEp3Ai. 5) USE SILCONIZEO ACRYLIC
CAULK FOP. PER1uErE: SEAL AROL.Z t„/.}? EXTERzR OF wwOOw FLANGE, f 6) IF EXACT TAP00w
9ZE IS NOT uSTEO m A.CHOP c., .Ri u5 ANCHOR. GSANT1IY uSTzO NINTH
NExi LARGE? cI':_. FO;. T-._ APPRO-RATE DESIGN PRESSuPE
RED'c• 7) CLASS T.ICKNESS
UAY vAP.Y PER THE F.EOC+F.ZmE.iS0- AS;v E1300 GLASS CHARTS a)
LETTER ESIGNATIONS ON
THE TAPCON LOCAT;CN C—PT 1NDIC:'= . . w"ERZ TA: -CON
ANCHORS .0 E TO 3E w3lT L ,HE. U=-: c EXTERW. ELEVATON AS AKEY. 9) ALL FACMRY APPLIED
OLES NOT DESIGNu . FOR T:.^-CCN ANCHOR SHOULD BE F3L
D -TH J SrP.x TO PRONtR MIN.. /cWEx1)>E-3. N w .3rLv3 cuLr 1,3) FLORIDA lxr.
qUDERSi .O cc ,E 5 NG ,a r5 S.+ri IS PRsN7 A x APP'JE I> sE.=4s s.6u _
NDNC - ALL GLASS TYPJCSEE NOTES)
WINDOW
TAPE
WNOW FRAME
JAHB CAULKBETWECMv
WINDOW FLANGE PERIMETER tWOODDUCKCAULKByOTHERSV.V.
cWINOOV WtDTM)
CAULKBETWEEN
WOOD BUCK
L HAS*,. .
OPENING IT OTHCRS
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OR MASONRY OPENING
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W.W. -
FA R.
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i 10
N TAPCON
LOCATION
CHART CALL
BUCK LOCATIONS IN
HEAD LOCATIONS IN ,JAMB, SIZE SIZE 30PV TO
40.1: 41PSN To 70PSF. 3O74C#—VTOO 70—nr 12 Ia 1/a
X 25 B e 13 16 1/3x373/0 B B F16 Ia 1/3 x s95AeB165to1/8 x351/. 8BFISto 1/c a 62.Is3/6 K 71
B e3UGj_K, 1H2 IH3 2s I/Z
K25 23 1/2 x 373/aFF 8 e 1Hs 25 1/2 x
99 us 6 1N45 2s 1/2 xSs1a6INS251/2 x62BBIM6251/3 x71BBFFFFJVIn? 25 1 x 438BF•CJ.K s;.FFJX 2629 1/2 x25w3/6 29 1/
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x 37 3/2 8 A.0 FF F•CJIJ a . SD 3/5 7
x .9 5/3 B AX FF FFl/I 56 +/. 7 x 55 t/•
A.0 FF•H.1 F.CIU a:. 53 7 x 62
B A.0 FFJU D.£.FFJU 46 . 72 s7 x 7i
B A.0 FFJ13 OEFFl+.t 3 47 x 63 P
F 1 FCjKf HI K 32 52 1/3 x
25 B A.0 F.0 FF 33 52 1/8 x .
7 3/a B ILC F.0 F•C.HJ 3• 52 )/2 x9
s/a b AC FFJIJ FFSU 345 52 t/a x
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71 B A.0 FF.HJ D.EfF313 37 52 1/3 x
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OR
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IDIVC..-LEX0.0I.S
SHEATNIMG
CAULK BETWEEN BY fl7HER* WINDOW FIN L \\
SHEATHING
INSTALLATION ANCHOR
to WOOD SCREW
STUCCO
BY OTHERS
jib
WINDOWHEIGHT
PCRIMETER
CAULK
DY OTHERS
I
GLAZING tTYPJ
SEE NOTES)
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IMS7ALL?T!l0N ANCFLP
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BY OT
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SPACE MAX. (TYP.) ANCHORS (TYP-) WINDOW HEIGHT . - . 1)
SHIMAS
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N
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woo WOOD BUCK. A I 6' nAx. J () USE SIUCONIZEO
ACRIIUC CAULK 8E/BnD WINDOW FIN .. TTPJ AT HEAD. SILL & JAMBS. 5) USE
SIUCONIZFD ACRYLIC CAULK FOR PERIMETER
SEAL 6' MAX. (TYPJ AROUND EXTERIOR OF wu(
OOa FRAME.' 6) IF EXACT wwOOw SIZE IS NOT -
LISTED IN ANCHOR CHART. USE ANCHOR OLAwTN77 LISTED WITH NEXT LARGER
SIZE ' - F1N TYPE 7) GLASS THICKNESS MAY VARY
PER THE REOUHREANEMTS._Cf, ELEVATION WINDOW rtANE ASTH E1300 GLASS CHARTS. SIµ:R aLE SILL VIEWED FROM EXTERIOR
6) FLORIOAEXTRUDERS HDDO SERIES SINGLFLORIDA CTRUHUNG IS ERS 1500. - S TOflI. AND PRINT SEWSAPPLIES TO
GNO0w'A ETRUDERS
T500
Br OTHER; AND 2000 $iRffS SINGLE HiH(
G VMiOOWS-. Tv0 5• WC-0D f \ 3, 07ti2S
MIN E!•I: E
JME N I
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DESCRIPTION DATE j INI INTERNATIONAL, INC.
FLORIDA EXTRUDERS SANFORD• FLORIDA I ' TIT_:: INS7LLATION1,=7-_L
Wi.? SCREWS IcS 's40E .500 I j D=`h\
BY - APPROVED BY:
SHEATHING
BY OTHERS
CAULK EETWEEH .
VBNOOS $NfATMINNGMI G
INSTALLATION
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PERIMETER JCAULK
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SHt,N AS REO D. CENTRA-L FLOBJDA B.O. A-F. A SEE NOTES) gag,-- MANUFACTURER / U
t
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SHtu SPACE ' A MR
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I 5Y OTHERS
INSTALLATION
ANCHOR
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CAULK BETWEEN
wiNDOv rim
L SHEATHING
CTION B-BSE
PERIMETER EXTERIOR FINISH
CAU.K BY OTHERS
HY OTHERS
B
NOTES
1) SHIM AS REO'O. AT EACH INSTALLATION ANCHOR
WHTH LOAD BEARING SHIM. MAX. ALLOWABLE SHM
STACK TO BE 1/4-,
2) WINDOW FRAME MATERIAL: ALUMINUM ALLOY 6063,
3) tNSTALLATION ANCHORS MUST BE OF SUFFICIENT
LENGHT TO ACHIEVE MIN. EMBEDMENT OF t
INTO WOOD FRAME.
4) USE SILICOHZED ACRYLIC CAULK FOR PERIMETER
SEAL AROUND EXTERIOR. OF WINDOW FRAME.
5) USE SIUCONIZED ACRYLIC CAULK BEHIND WINDOW
FIN.
5) GLASS THICKNESS MAY VARY PER REOUIREMENTS
OF ASTM E1300 CLASS ChA?.TA,. SINGLE GLAZING
IS SHOWN, INSULATING GLASS ALSO OUALIFIEO.
7) FLORIDA EXTRUDERS 2000 SERIES Fix ED PICTURE
WINDOW IS SHOWN, THIS PRINT ALSO APPLIES TO
THE FLOPIOA ExTRUOERS 15W AND IOOC SERIES
PICTURE YANDDW.
8) SPACE INSTALLATION ANCHORS ATE MAX.
FROM CORNERS AND MAX. 2A O.C. DESIGN
PRESSURE CAGACITY OF INSTALLATIONS. Wile.
ANCHOR SPACING AS STATED. IS 70.0 PS;' FOR
ALL AVAILABLE SIZES UP TO 73' x 71- OR
63' x 95" O8 119' x 37-3/8" MAx,
9) WINDOW UNIT CAN BE MULL-ED TO OTHER UNITS
USING ALIJMINUM WEE M'JV+--ON SEE MUL'_ION
INSTALLATION SHEETS E.IREMEN75.
RNATIONAL, INCFLORIDAEXTRUDERS `;;,FOPD, FLORIDA
TITLE iP1S1F.L'_= LIV t _TA;I ll/ =G WOOD SC-=u
rlx._L° 11: nJfVD s rt•.t 2rl0cl f 0 0 0
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DESCRIPTIONDATE 111vI IFLEIRIDAINT. EXTRUi ERSLIBERALLY APALT —
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TAPPING SMS TAPPING SMS EMBEDMENT
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IAMlowBC
sn ; fa1tB CTYPJ TUBE MXiIOM APPLIES TO HEAD do SILL: -WHERE 1:'
Ec 1 IJULLIONS " X 2 7 16' TUBE USED •
to X 1/2 SELF t
INSTALLATION MIEN
Be X U2 SELF '
F- IB X 1/2 SELF TAPPING SMS
DETAIL B B8 WOOD SCREW rt i
TAPPING SMS TAPPING SMS (TYP.._'=I• JFir;
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SEALANT. BETWEEN SEALANT BETWEEN TAPPING SMS L MULLION ENBE!>MET ! i .
WINDOW FRAME WINDOW FRAME - - - _
s wutoN_ . L KX.LION SECTION A -A (7) SWAli1Mli —
IS x t=t/2 SELF
TAPPING ISMS --,.__ ... TAPPING SMS Elf DETAIL C vuun Fannvt
SECTION A —A' (3) SECTION A —A (4) AUXIUARY PLATE
1 X 4 X 1/8 1 X 4 X 3/8 ,lr (FOR ADDITIONAL ANCHORS, W1iEN REDUIRED)
TUBE MULLION TUBE MULLION '• 0
1000 S.H,
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L KA.LIDN L KXL:ION i "'-='
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E: DATE: ECN 140. APPVD: DESCRIPTION
11/00 - MWW ITY (1) WAS (2) FOR TRACK BOLT
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20 G IAIL F7O SAA Alf1p1®W 000R ODOR wsuu 1 (W $In)...;
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OR Tb0 1/4- aK IFETS. rs14ANC E Do
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sx71 STILE hVMAOM KL iBD. PE flD NMOE EMI
N1ER FAStPNED W RIoSIER 17 ) IA6/
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23M r TALL U-
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t AIS *i'I'°'A'A rwA A. PAs
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T
4 3
MODEL: 6RST (25 GA. STEEL SKIN
MODEL: 4RST (24 GA. STEEL SKIN)
OPTIONAL Dse cuss OR
1 ESSEESECTIONTAVAILABLE 1)
INTERMEDIATE STILE ZO GA. MIN. END STILES ATTACHED TO DOOR MID
AOFIEMC E 20M WITH PATENTED TOGd-IOC SYSTEM y
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4- SELF 1 x3 LAG St2tEW5 ON 24 CF1lTER5. I OD. iw COIINTERSlINIK 2 F
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tVL!31•! 1 REVISIONS p
DESCRIPTION
T
4TY (II
WAS 12) FOR TRAP( BOLT Y nNnc 3'
TALL U-8N2 HORIZONTAL TRACK SUPPORT BY 20 CA GALV. STEEL DOOR INSTALLER (To SUM L rr T
13 CA.
CALK. STEEL FLAG BRACKET. 119 Cle FACT
FASTENED TO WOOD JAMB WITH LT1 (3) 5/
16 xlh/B- WOODLAG SCREW 1Nd//' a.1:
r r Ai " TIPjE; DOU6Lf TTTACK TRACK CONFIGURADON LAW
HEi101LO0i1 B fw W Jd1k..
AVAILABLE AS AN OPTION g TEND Him'
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2' GALv. STEEL TRACK. SmnLemsMN. TRACK TI.
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auE y.Mx (4) TRACK BRACKETS PER SIDE. O! EEGION. EACI
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DOUBLE Li 7
HORIZONTALFRONTFRAME
WITH
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TRANSFER ICAO. SECTION
A-A`cmc SECTION B-B
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STEEL TRACK BRACKETS FASTENED TO
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2" GAIN. STEEL
TRACK FASTENED TO 12 CA, GALV.
STEEL TRACK BRACKETS. TRACK ATTACHED TO
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4- Mk RIVETS. L-tc=IQ
BLOCK -OR MOLDED ILADEj s(to sCREiV
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GALV. STEEL END STILE C-90 BLACK OR Z 0o0 P51 MIN. CCMKSREFE) OR -SNAP LATCH ENGAGES STILE l 1/4'x4"
TAPCON SCRIMS ON 24" CENTERS (2,000 20 GA GALV.
STEEL !/TER. STILE PSI MW. CONCRETE). WASHERS IICLUDED WBHf SLEEVE ANK7HOR5. 1"
OD. MIL. 1.lSHERS REQUlFtED W1TN TMCONS. ANCHORS
MAY BE COUNTERSUNK INTER. STILE - BUR NOT REQUIRED)
TO PROVIDE A FLUSH MOUNTING SURFACE. HORIZONTAL
JAMBS DO NOT 11 TRANSFER LOAD.
OUTSIDE KEYED HANDLE18 CA, GALV.
STEELCENTERHINGEFASTENEDTOIRER.
ST..ES W((4) 14x5/8' SHEETMETALSECSS. 14 GA CALM.
STEEL ROLLER M94CES FASTENED TO END
STIES EACH W/(4) 14x5 8 SHET
i1ETAL SCJifIVS ANNOD OUTSIDE r4) I 4'cT/t SETT PIPPING SCfiEWS PER END NO". TI F!REPARATHON OF .
IAMBSBr OTHERS_ T---2' DIA SNORT Si£M. 10 BALL STEEL ROLLER. JAMB CONFIGURATION SECTION!
C-C
2 THE DESIGN
OF THE SUPPORTING STRUCTURAL ELEMENTS SfIAtL ENE THE
RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE
BUILDING OR STRICTURE AND IN ACCORDANCE MARK WESTE WIELDP:E. WITH CURRENT BUILDING CODESFORTHELOADSLISTEDONTHISDRAWING. CURRENTFLORIN P.
C.JNORTNORTHCAROL.tA . P.C. P.£. /23832 4 3 'f ONTO
VERTICAL TRACK. ONE
SNAP LATCH ON
EACH SIDE OF DOOR.
OUTSIDE HANDLE LOCK BAR
ENGAGES
IN
TRACK ON
EACH SIDE
of DOOR.
ENO 1
V STILE
h i1eu F7(f'YFO 1 OCK LOCKSAR LOCKWG HANDLE
DESIGN LANDS: +25.
0
P.S.F. & -32.0 P.S.F. TEST LOADS: +375 P.
S.F. t -4&0 P.S.F. we imp AA u
0-m W PARTNO.: - xaxs: W.e SMhd
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W4 9-0 x 8-0: +25/-32 DESIGN LOAD a..,,a r ODtAILSLew.. x.-..xo-Rw
r OW *Ads 0000 * 441 ow— - * 1/
T DR&
WN BY: BMM
DATE: 4/18/00 SCALE: NTS IDIVG.D CHECKED BY: MWW DATE:
4/18/00 SLLEET 1 OF 1 n:.a Argle Pt;m a
Kilsq &x m vcw&iDWG. NO.: 102137 REV. NO. 1 2OWCE CDDIN1Y IA& DIV.
c c VIR A
PRODUCTCi CONTROL NOTICE OF ACCEPTANCE
Therma-Tru Corporation
107 Woodlands Drive
Maumee ,OH 43537
MIAMIDADE COUNTY, FLORIDA
METRO-DADE FLAGLER BUILDING
BUILDING CODE COMPLIANCE OFFICE
METRO-DADE FLAGLER BUILD(NG
140 WEST FLAGLER STREET, SUITE 1603
MIAMI, FLORIDA 33130.1563
90.)373-2901 FAX (305)37S-2909
CONTRACTOR LICENSING SECTION
A5) 375-2S27 FAX (305) 375.2558
CONTRACTOR ENFORCEMENT DIVISION
30S) 37$-2966 FAX (30S) 375.2908
PRODUCT CONTROL DIVISION
305) 375-2902 FAX (305) 372-6339
Your application for Notice of Acceptance (NOA) of:
Fiber Classic & Smooth Star" Inswing Residential Ins.Fiberglass Door
under Chapter 8 ofthe Code of Miami -Dade County governing the use of Alternate Materials and Types of
Construction„ and completely described herein, has been recommended for acceptance by the Miami -Dade
County Building Code Compliance Office (BCCO) under the conditions specified herein.
This NOA shall not be valid after the expiration date stated below. BCCO reserves the right to secure this
product or material at any time from a jobsite or manufacturer's plant for quality control testing. If this
product or material fails to perform in the approved manner, BCCO may revoke, modify, or suspend the
use of such product or material immediately. BCCO reserves the right to revoke this approval, if it is
determined by BCCO that this product or material fails to meet the requirements of the South Florida
Building Code.
The expense of such testing will be incurred by the manufacturer.
ACCEPTANCE NO.: 01-0912.04
EXPIRES: 0912912006 Raul Rodriguez
Chief Product Control Division
THIS IS THE COVERSHEET, SEE ADDITIONAL PAGES FOR SPECIFIC AND GENERAL
COMMONS
BUILDING CODE & PRODUCT REVIEW COMMITTEE
This application for Product Approval has been reviewed by the BCCO and approved by the Building
Code and Product Review Committee to be used in MiamiDade County, Florida tinder the conditions set
forth above.
APPROVED: 11J29)U01
Francisco J. Quintana, R.A.
Director
Miami -Dade County
Building Code Compliance Office
4450001\pc2000\\temp1ates\mdce acceptance cover page.dot
Internet I iafl address: postmaster@buildingeodeonline.com 0 Nomepage: bttp:f/www.butldingeodeoniine.eom
Therma-Tru Corporation ACCEPTANCE No.: 01-0912.04
APPROVED: November 29, 2001
EXPIRES: _ September 29, 2006
NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS
1. SCOPE
1.1 This renews Notice of Acceptance (NOA) No. 00-0928.02, which was ivmed an October 19, 2000.
It renews the approval of a fiberglass inswing door, as described in Section 2 of this NOA, designed
to comply with the South Florida Building Code (SFBC), 1994 Edition for Miami -Dade County, for
the locations where the pressure requirements, as determined by SFBC Chapter 23, do not exceed
the Design Pressure Rating values indicated in the approved drawings.
2. PRODUCT DESCRIPTION
2.1 The Series "Fiberclasaic" & "Smooth Star" inswing Residential insulated Fiberglass Door and
its components shall be constructed in strict compliance with the following document: Drawing No
B0122, Sheets i through 3 of 3, titled "titled "&0 x 618 Fiber -Classic Inswing Moderate Climate
Patio," prepared by manufacturer., dated 3/31/97 and revised on 2/3/99, bearing the Miami -Dade
Coturty Product Control renewal stamp with the NOA number and expiration date by the Miami -
Dade County Product Control Division. This document shall hereinafter be referred to as the
approved drawings.
3. LIMITATIONS
3.1 This approval applies to single unit applications ofpair ofdoors and single door only, as shown in
approved drawings, Single door units shall include all components described in the active leaf of
this approval.
4. INSTALLATION
4.1 The inswing residential insulated fiberglass door and its components shall be installed in strict
compliance with the approved drawings.
4.2 Hurricane protection system (shutters): The installation of these units will require a hurricane
protective system.
5. LABELING
5.1 Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and
following statement: "Miami -Dade County Product Control Approved".
6. BUILDING PERMIT REQUIREMENTS
6.1 Application for building permit shall be a000mpatded by copies ofthe following:
6.1.1 This Notice of Acceptance
6.1.2 Duplicate copies of the approved drawings, as identified in Section 2 ofthis Notice of
Acceptance, clearly marked to show the components selected for the proposed installation.
6.1.3 Any other documents required by the Building official or the South Florida Building Code
SFBC) in order to properly evaluate the installation of this syst
Raul Rodriguez, Chief
Product Control Division
2
Therma-Tru Corporation ACCEPTANCE No.: 01-0912.04
APPROVED: November 29, 2001
EXPIRES: September 29, 2006
1. Renewal of this Acceptance (approval) shall be considered after a renewal application has been filed
and the original submitted documentation, including test supporting data, engineering documents, are
no older than eight (8) years.
2. Any and all approved products shall be permanently labeled with the manufacturer's name, city, state,
and the following statement: "Miami -Dade County Product Control Approved", or as specifically
stated in the specific conditions ofthis Acceptance.
3. Renewals of Acceptance will not be considered if:
a) There has been a change in the South Florida Building Code affecting the evaluation of this
product and the product is not in compliance with the code changes;
b) The product is no longer the same product (identical) as the one originally approved;
c) ifthe Acceptance holder has not complied with all the requirements ofthis acceptance, including
the correct installation of the product;
d) The engineer who originally prepared, signed and sealed the required documentation initially
submitted is no longer practicing the engineering profession.
4. Any revision or change in the materials, use, and/or manufacture of the product or process shall
aptv"olly be cause for termination of this Acceptance, unless prior writteri approval has been
requested (through the filing of a revision application with appropriate fee) and granted by this office.
5. Any of the following shall also be grounds for removal of this Acceptance:
a) Unsatisfactory performance ofthis product or process.
b) Misuse of this Acceptance as an endorsement of any product, for sales, advertising or any other
purpose.
6. The Notice of Acceptance number preceded by the words Miami -Dade County, Florida, and followed
by the expiration date may be displayed in adver"ng fiftraturre. If any portion of the Notice of
Acceptance is displayed, then it shall be done in its entirety.
7. A copy of this Acceptance as well as approved drawings and other documents, where it applies, shall
be provided to the user by the manufacturer or its distributors and shall be available for inspection at
the job site at all time. The engineer need not reseal the copies.
S. Failure to comply with any section of this Acceptance shall be cause for termination and removal of
Acceptance.
9. This Notice of Acceptance consists of pages 1, 2 and this last page 3.
END OF THIS ACCEPTANCE
Raul Rodriguez, Chief
Product Control Division
1I41t1AX I CITE
4
SECTI[N+1 C-C
SECTION 8-8
Ik KlE'E EEIi -- (b1fl.
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iz- THERMAOTRU" CORPORATION
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falidtf: t 45.0 pa fft rate- test mt requiretfl
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KILIOV SILL ASSEMBLY
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PRODUCT RENEWED
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THERMAOTRU' CORPORATION
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ITHERMAOTRU* CORPORATION
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Installation Instructions
Pre -Hung Door Systems
In High Wind Velocity Areas
These instructions apply to all Therma-Tru wood -framed
door systems. Some apply specifically to:
Inswing Doors I
nutswing Doors I I
Lj
Doors ,vith side3zgins
a
7
Double Doors I it
Patio Doors Il II NI
Read all instructions before starting
THERMAITRU*
DOORS
The Most F*tbrred Brand in the Busnvss
P.O.Boxox 87ST) Mauinm—, MR) 45537
Printed 3/02 Questions? Comments? Call 1-800-11 ERM.ArRu (1-800-843-7628) Pal-t No,. MSUKIs i i i
XJP-4 "Y DIFFERENCES CHECKLIST
Rough openings are 1/4" smaller on each side and 1/4" smaller on the
header than standard Therma-Tru rough opening dimensions.
Use only a maximum of 1/4" thick shims-
P-redriii the jambs and headers using 1 '8" drill bit. t"redtiffing
increases structural performance.
Use only 2-1 iT wood screws 4-8 and 4-10) when securing the pre -
hung frame to the rough opening buck. Drywall screws, deck screws,
and nails are insufficient anchors, and should not be substituted for
wood screws.
Be certain of the number and placement of all screws securing the frarne
toffierough opening l:qwk. CN0 concerning
fastening the buck to the rest of the building structure. For
s1ructural strength, the rough opening buck, must be cither 2", X 4" ")1. 2"
x 6" construction, not "I by ftconstruction.
SINGLE DOOR
e"a
enly
J
DOUBLE DOOR
DI.E R WISH)ELIMES
ace
enly
SINGLE DOOR W/SIDELITE
1'A
mly
ace
enly
ace
enly
SINGLE DOOR W/SIDELITES
CHECK DOOR UNIT.
Check width and height.
Measure size of frame (width and height), not br'ickmold.
Remove cleats and packaging, but keep door fastened
cioscd with mansport chp. Do not rcmo%vk ct p oY open
door until instructed to do so.
1A/i.1ih
l
Height
I
iffCHECK AND PREPARE OPENING.
Is si3% r l''vol <3ml qLlW pna417 i" f1 s r t ..t
bearing surface so the sill may be caulked and sealed
to the rzpt n.in g S.rlvpes«nl, nr till ,'r> ,, , _ , .,! Shim
Sttbf vo!for floor coverinu rF,•,;„i+ Y'
shimming, caulk un ler shims. Is
opening square? Check all corners with a teaming square.
Double-check by comparing diagonal measurements.
Fix any problems nmv. Are
framing and walls plumb? Use a b-tout level and check
both sides of opening, both ways. Fix an.i, problems
now. Are
the wail surlaees around the opening in 61C ,u1i plane?
There must be no "warps" or "jogs". Fia uni, ptubicnis
r oe t... door
frame size now, before installation. Opening l .
ou ki {,?e ftanw ' •igl&t j4us 1 d'3ta plus
1/2 . Remember to use only lie shims. Wall
straight?
Check
ea&
l side
oth
ways.
rha^
k f!r,or Check
all four corners with
square. 1.
diagonals J
c
Wall
straight?
under
sill. 1 14
Lay door unit on
Od--e or face so that
bottom slide of sill
an he caullred.
Place very large j L
across full width'
Place one or more I
heads at parallel Caulk
t .J ilfvili ti l'4Y`i i
r'
surfaces which will
w..:
Avoid callbacks due to leaks'
Be an entire tube ofcaulking
to seal between sill and subfloor.
Construction
dt esru
DOTE: if installing units with sidelights,
place construcfion adhesive antler points
where door jambs will bear on floor.
t; oniplete installation before adhesive
cures.
On 'S bf`IM7 at 'tTming,
place very large beads
of :mAk- that wilt match
with those placed on sill.
Run beads futt width of
opening.
Construction
A ibesive l
NOTE: if installing double door or patio
unite, plat: ^oa unction adhesiv uve"r~
mullion or point where doors meet at cen-
ter. complete installation befcDrc
cures.
PLACE UNIT IN OPENING AND TEMPORARILY FASTEN HINGE JAMB.
DO NOT FASTEN THROUGH BRICKMOULD. ,ram
If the jamb and head does not come with pilot holes,
drill 1/8" pilot holes before using screws.
For single or double doors, note hinge locations and mark
poub faees atear doer seta fi e, for Fast -Meer p4aCt-4 sent Later.
Lift unit up. With top edge tilted away from opening, center
an -wand pta" silt dtiiw-n onto <avtk beads. Tiit inim pfatie.
Work from the side of the door that is weather-stripped.
outside for inswing doors, Inside for outswing doors)
Plumb hinge side jamb both ways. Use a 6-foot level.
Use shims totaling a maximum of 1/4" thickness, not.
the usual 1'2"..
Use 2-1/2" wood screws. Do NOT substitute nails, deck
screws, or drN all screws . nlaLti six 48 ,a000d sa-ew.;
through jambs into "two -by" studs, at each location where
shown in diagmis. For single or double doors, refer to
marks on jambs and place fasteners below each hinge
k ation, so that shires mity by placed behind hinges.
Fasteners will keep shims from falling down while adjust-
ments are made.
6" fl•om
for and
bottom
6 wood i
evenly
i
1pi1'lL'll '
zsingleUnits
Hasten hine.e iamb.
All screws used outside should
be coated or galvanized to prevent
irusting and staining. j
lhf not drive bcrm's LN. ,mpletdy in at this time.
6"
top and 6" from
bottom at'tzl
bottom
6 wood
screws, II I , ! \1 6 wood k
evenly I screws K Vi
spaced evenly
spaced
Sidelights Units ,.s ' Double Door and
Patio Units
Fasten sidelight jamb on
hinge side of door. Fasten: jpmb on fixed or
passive side of door.
SHIM BEHIND HINGES AND SECURE
HINGE JAMB.
Coo through another opening to work on swing side
of door.
Leave door fastened closed with transport clip
Shim above fasteners, behind each hinge, between
jamb and opening. Shim a total of 1,,4' maximum
per side.
Recheck hinge jamb to ensure it is plumb and straight.
Us: a 6-fkx)t level.
Cio back through another opening to other side of door
to secure hinge jamb. Finish driving the wood screws.
ADJUST REST Of FRAME AND
FASTEN.
From swing side of
door. shirr, near top
and bottom of un-
fastened jamh.
Make frantic adjust-
ments so margins
between dtxir and
frame are all even.
Adjust frame so
frame face is flush
with door face all
around.
voTE: For double door
units, make adjustments
that affect alignment .and
margins and weatherstrip
contact tx1ween z (mn.
From weatherstrip side of
door, cheep weatherstrip
margins and contact.
Adjust frame as required,
so contact and margins
are equal all around door.
Evenly .space six core w
per side. Review- the
figures on page 3.
For single doors, on the
head, use three screws Iur
each door: 6" from each
end and at the center of
the door.
When a sidelite is
present, add an addiuonri
screw 3" from the end of
each door and use three
screws for each sidelite
head: 3" from catch end
and 6" from door -side
cnd. Finish driving tine
UNCLIP AND OPEN DOOR. INSTALL HARDWARE. COMPLETE JAMB FASTENING.
Remove transport
clip. Open and
close door to
ensure smooth
operation,
With door open,
at hinges where
labels indicate,
drill 1/8" dia.
pilot holes
and fasten
screws (provid-
ed) through
hinges to anchor
door frame and
prevent sagging.
10 x 2-1/2" j
screws
Close door. Carefully shim between
jamb and opening behind latch area.
Open door and install lockset hardware.
Drill 1/8" dia, pilot holes and place J2) #8 x 2- I `2" screws (.provided)
through strike mounting holes to
secure lock jamb center and provide
security. Adjust strike in or out for
proper door operation and tighten
screws.
Remove small
margin shim pads,
located ovi the
head and lock
lainhs, between
door and jambs.
I,
i
Remove
Shim
Pads
MANCHOR SILL, ADJUST SILL.
for sills prepared for anchor screws, place #10
screws through sill into subfloor. if not prepared,
pre -drill 1l8" holes b" from each end and at the
center of each door. Countersink as needed.
If a sidelite is used, drill an additional pilot hole
3" from end where the door and sidelight meet.
10 screws
For sill with screw -adjustable thresholds, follow
directions on sill to adjust threshold to mcet door
bottom gasket.
Section cut shown
through door to show
proper margin and
bottom gasket contact.
CHECK OR INSTALL CORNER SEAL
PADS. (SWING -IN DOORS ONLY)
Corner seal pads are an important part of a
swing -in door's weatherproofing integrity.
Check to see that they are installed properly,
in place and with sealant under the
pad at the jamb and sill joint.
Self -Adjusting Sills (shop applied)
Corner
Seal Pad
Sealant
Adjustable Sills
For sills with adjustable thresholds, pads arc seni
in a poly bag, with unit, not installed. They atv
installed after final threshold adjustment. Follow
directions with pads to install.
WEATHERPROOF, FINISH, AND
MAINTAIN ENTRY DOOR SYSTEM.
Place and set galvanized finish wails through brickmould
around perimeter. Cover all countersink fasteners with
an exterior -grade putty.
Caulk vound entire tuiit on "weather" side: seal brickmold
to siding or facing, seal front bottom edge of sill, seal all
joints I+rtween jambs and moldings.
Scal joints between exterior hardware trim and door like
to prevent air and water infiltration.
Provide and maintain a properly -installed cap flashing to
protect top surfaces from water damage.
Paint or stain according to Thenna-Tru instructions. Do
not paint gasketing or weatherstripping.
Bare unprotected wood will weather and degrade and
change color. All bare wood surfaces exposed to weather
must be primed or stained and painted or finished within
two weeks of exposure.
Maintain or replace sealants and finishes as soon as any
deterioration is evident. For semi -gloss and glossy paints or
clearcoats, do this when surface becomes dull or rough.
More severe exposures require more frequent maintenance.
w ing-out doors must have all edges - sides. top, and
bottom - finished, inspect and maintain these edges as
regularly as all other surfaces.
FINISHING INSTRUCTIONS
TO PAINT A STEEL OR SMOOTH -STAR DOOR:
Clean first with detergent and water. Do not wash doorlite
frames and moldings (see below). Rinse and let di)l complctcl
Use only an exterior high -quality 100% acrylic latex paint fol-
lowing manuthcturer's directions for application. Paint edge,
and exposed ends of door.
TO PAINT STEEL DOORLITE FRAM ES AN D
MOLDINGS:
Chan first by lightly wripinb with a cyan cloth. The mat%ri it
has a factory -applied surface preparation to improve finish
adhesion. (Do not ii.i iripping solwent5 on dooditi fc,-tiw,
This will damage or remove the surface preparation.) Mask
otl'glass. prime first with an alkyd -based primer. then fluid,
with the same paint used for the door.
TO FINISH CLASSIC -CRAFT OR FIBER -CLASSIC
DOORLITE FRAMES AND PANEL INSERTS:
Clean first by lightly wiping witb a clean cloth. The material
has a factory -applied surface preparation to improve finish
adhesion. (Do not use stripping solvents on frames. This will
damage or remove the surface preparation.) Mask otl'olas,.
Stain or paint using the same materials as for the door. (See
below. If painting, prime first with an Alkyd -bawd prinier
To balance color when staining, apply stain more lightly on
doorlite frames and panels than on door. Topcoat when stain
is cotxipletely dry.
TO PAINT OR STAIN ALL CLASSIC -CRAFT OP,
FIBER -CLASSIC DOORS:
Clean first. Ilse a dry rag or a clean cloth and mineral spirit•. or
detergent and water. Allow to dry before finishing. lid_cs and
exposed ends should also be linished. Only apply finish wwilcn
the temperature is between 50 and 1 0 F. with htnnitiity less
than 8S%. Do not work with the door indirect sunlight. Folltnw
directions aKive tiff doorlite frames and panel inSi ri,
TO PAINT:
Prime first with an alkyd -based primer. Allow the pruner Io
cure completely. Finish with an exterior -grade oil -based or
alkyd or IW% act} tic latex paint.
TO STAIN:
For best results, use only the complete Thcrrna-T'ru iinishing
System. Follow directions enclosed with Finishing System.
t"I-7m. cl& ;, TaA_ F'vrCaast and Lnaxlr'it.
TT Tcc.hm lugi r: Culp.
2W_ Tlwnnn-Tm C'mp. Issued: 3102 Pnmed in C S. A
Miami -Dade County, Florida Notice of Acceptance
Number 01-1127.02
Fi ber-Classic/Smooth-Star
Height 6/8
Swing In -swing
Maximum Width 8/4 (3/0 panels with 14" sidelites)
Glazed No
Impact Rated No
Status Pending Dade County Approval
inks to Support
Dade County Submittal Drawings
Test Report: 3/0 x 6/8 Fiber -Classic Opaque
Test Report: 3/0 x 6/8 Smooth -Star Opaque i
Test Report: 8/4 x 6/8 Fiber -Classic Opaque (additional info)
2002 Therma-Tru. All rights reserved.
Fiber -Classic, Classic -Graft, & Smooth -Star are Registered Trademarks of TT Technologies, Inc.
CD Revision, April 4, 2002
file://E:\approval data\01-I127.02.htm 04/17/2002
Test Rag g,stedft THERMA-TRU CORP
1687 Woodlands Drive.
Maumee, Ohio 43537
Toll Free 800.537.8827
Phone 219.868.5811
Facsimile 219.968.5190
Tests Conducted: PA 202 (with no deviations)
Design P,rMures - Specimens 1, 2 & 3 (PA 202)
Specimen 4 (PA 202)
Section 1- DESCRIPTION OF SERIES:
ETC-01-741-10702.0
Page 1 of 10
Report No. ETC 01 -741-10702.0
DC Notification Number ETC 01019
Date: August 6, 2001
ETC Certification # 99-04,16.01
Test Start Date: July 13, 2001
Test End Date: July 14, 2001
Out -swing + 67.0 psf - 67.0 psf
In -swing + 67.0 psf - 67.0 psf.
Model Desllrnadon —"Fiber Classic" Series Opaque Fiberglass Swim Door
Overall Size:
Specimens 1, 2 & 3 Out -swing Bumper Threshold - 37.5 in. W x 80.5 in. H x 4.5625 in. D
Specimens 4 In -swing Self-adjusting Threshold - 37.5 in. W x 82.0 in. H x 4.5625 in. D
Coniiauration: All Specimens (X) ,
No. Sine of,Doorn .
All Specimenspecuneas 1 active leaf - 36.0 in. wide x 751:25 ix'X.1:48 ,.dick
ETC-01-741-10702.0
Page 2 of 10
Section, 2 - MATERIAL CHARACTERISTICS:
Frame and Door Matarial: Finger jointed pine jambs and steel panels.
Frame Conatrnetion -
The head jambs and side jambs are finger jointed pine measuring 4.565 in. x 1.17 in.. The head jamb and
side jambs are mortised, butted and joined using (3) 0.5 in. crown x 2 in. 16 ga. wire staples at each end.
The following thresholds were tested, specimens 1, 2 dt 3 - Thera-Tru Aluminum Out -swing Bump
measuring 4.615 in. x .837 in. and attached to the jamb with (2) 0.5 in. crown x 2.5 in. 16 ga. wire staples
at each end. Specimens 1, 2 and 3 were affixed with an add -on high dam sill that increased the height of
the original bump threshold to 1.875 in. at the inner most plane ofthe frame system (The high dam
threshold was made from a piece of pine and added to the standard bump threshold to increase the height).
Specimen 4 used a Therms-Tru self-adjusting In -swing saddle threshold (Alum/Wood/Vinyl) measuring
5.75 in. x LW in. and attached to -the jamb with (2) 0.5 in. crown x 2.5 in. 16 ga. wire staples at each end.
The hinge jamb was mortised to receive (3) Therma Tru 4.0 in. x 4.0 in. self locating hinges located at
9.25 in., 38.5 in. and 67.75 in. from the top ofthe doorjamb.
Psnei Construction -
The door panel skins are constructed from 0.070 in. thick sheet molding compound (SMC). The interior
cavity of each door is filled with 1.9 lbs. density BASF polyurethane foam. The £ace sheets are adhesively
bonded to the wood stiles and rams. The latch stile measures 1.54 in. thick x 1.21 in. wide laminated
veneered lumber including the 0.235 in. pine cap and the hinge stile measures 1.53 in. thick x 1.21 in.
wide finger jointed pine. The top rail measures 1.54 in. thick x 0.835 in. high wood composite and the
bottom rail measures 1.539 in. thick x 1.25 in. high wood composite. The bottom rail is kerfe d to receive
a door sweep (the sweep is used on in -swing models only). The hinge stile was mortised at 8.375 in.,
37.625 in. and 66.875 in. from the top ofthe door panel to receive (3) Therma-Tru 4.0 in. x 4.0 in. butt
type hinges. The latch stile was reinforced with a wood lock block measuring 2.375 in. wide x 14.0 in.
long x 1.54 in. thick and located at 35.6875 in. from the top of the door panel.
Sash Coustraction - NA
G_ zin : NA
Glazint Method: NA
DaylitL)yeninz: NA
Weather tripniaa:
All Specimens Latch Jamb 1 pe Therma Tru long reach foam compression weather-strip.
Head Jamb 1 pc'T'herma-Tru long reach foam compression weather-strip.
Hinge Jamb 1 pc Th=wTru short reach foam compression weather-strip.
Corner pad seals 2 —1 at each side jamb at threshold
Specimens 1, 2 8t 3 At threshold 1 row Therma-Tru bong reach foam compression weather-strip
Specimen 4 - Therms-Tru vinyl fixed door bottom sw*'p.
Florida Registered Professional Engineora Review: _ SEptembix 41 x ty, P.E.
ETC-01-741-10702.0
Page 3 of 10
Section 2 - MAT$RIAL CHARACTERISTICS Coat.:
lware:
All Specimens
1) Kw&M 700 Series Latchbolt (ANSI Grade H) at 44.0 in. from top ofpanel
rhe strikeplate was attached to the latch jamb with (2) #8 x 2.5 in PFH WS.)
1) KwOrset 700 Dcadbolt (ANSI Grade 11) at 38.5 in. from top ofpanel
The strUceplate was attached to the latchjamb with (2) #8 x 2.5 in. PFH WS.)
3) Therms Tru 4 in. butt type hinges
Crhe hinge was fastened to the door panel with (4) #10 x 0.75 in. PFH WS and fastened to the jamb
with (3) #10 x 0.75 in. PFH WS and (1) # 10 x 2.0 in. PFH WS.)
Weepy, tiles: None
Muuntina: None
Reinforcement; None
SEALANT: Latex cauBdag as needed to seal unit into rough opening.
AADITIONAL DESCRIPTION: .
All specimens were installed in a wood test buck.
Soctiong3 INSTALLATION:
Screws, and Method of Attachment.
Specimens 1, 2, 3 & 4 used the following screw types and numbers to secure the frame system into the test
buck.
Out- ono Sgccimenns nos 1 2 & 3 14 # 8 x 2.5 in Fat Head Ph;ljips y=d screws,
2) from the left side ofthe test specimen on the head jamb the screws are located, at 6.0 in. and 31.5 in.
6). from the top down on the left side ofthe test specimen the screws are located at 6.0 in.,19.75 in.,
33.5 in., 47.25 in., 61.0 in. and 74.0 in:
6) from the top down on the right side of the test specimen the screws are .located at 6.0 in.,19.75 in.,
33.5 in,, 47.25 in., 61.0 in. and 74.0 in..
In -swine Specimen no. 4 14 -.# 8 x 2 5 in at Head Pbftp.V=d screws
2) from the left side ofthe test specimen on the head jamb the screws are located at 6.0 in. and 31.5 in.
6) from the top down on the left side ofthe test specimen the screws are located at 6.0 in., 20. in.,
34.0 in., 48.0 in., 62.0 in. and 76.0 in.
6) from the top down on the right side ofthe test specimen thse cv are 1pctttekl at 6.0 in., 20.0 in.,
34.0 in., 48.0 in., 62.0 in. and 76.0 in..
P.MCW. P.E.
Section 4 = SEQUENCE OF TESTS PERFORMED:
Test Sequence: PA 202
1. Air Infiltration
2. K Test Pressure Positive
3. Design Pressure Positive
4. 'A Test Press= Negative
5. Design Pressure Negative
6. Water Infiltration Positive Direction
7. Full Test Pressure Positive
8. Full Test Pre: Negative
9. Forced Entry
1
04
2
X
Out -swing
Deflection Gauges set at X's
X
In -guying
ETC-01-741-10702.0
Page 4 of 10
Deflection was measured with two (2) Aerospace 2.0 in. dial indicators: location # 1-SN 213293 and
location #2-SN 213472.
Air Infiltration Tests were conducted in accordance with DCBCCD PA 202-94
Water Infiltration Tests were conducted in accordance with DCBCCD PA 202-94
Static Tests were conducted in accordance with DCBCCD PA 20Z,4 4
Forced Entry Tests were conducted in accordance with DCBgC"BC .
i
ETC-01-741-10702.0
Page 5 of 10
Test Results:
Specimen 1: Oat -awing (X)
AIR INFILTRATION
Air at 1.57 psf Actual Allowable
0.03 CFM/SQ FT 0.34 CFM/SQ FT
WATER INFILTRATION
Water Qa 8.25 psf (15016 of55.0 psf) for 15 min. No water penetration over sill.
Achieved with standard alummu rn out -swing bump threshold.)
Water (cry 10.05 psf (15% of67.0 psi) for 15 min. No water penetration over sill.
Achieved with add -on riser to the standard aluminum out -swing bump threshold. This test was
conducted at the conclusion of the 8.25 psf test.)
Note: The water tests were conducted after the required half and design loads and before full test loads.
STATIC AIR PRESSURE
Design Loads + 67.0 psf, - 67.0 pst (Out -swing)
Range of test time actual load deflection perm. set
Positive loads (seconds) psf
1/2 Test 30 50.25
Design 30 67.00
Test 30 100.50 Door T (1) 0.320 in., 0.048 in.
Door B (2) 0.358 in. 0.050 in.
Range of test time actual load deflection perm. set
Negative .loads (seconds) psf
1/2 Test 30 50.25
Design 30 67.00
Test 30 100.50 Door T (1) 1.911 in. 0.179 in.
Door B (2)1.506 in. 0.156 in.
1) Loc 1- Max. allowable perm set at completion of test load (0.40/6 ofspan) .004 x 79.25 in.= 0.317 in.
2) Loc 2 - Max, allowable perm set at completion oftest load (0.4% of span) .004 x 79.25 in.- 0.317 in.
FORCED EMY,
Active Panel 36.0 in. W x 79.25.in. H 30 seconds- tTl reau ga •ldekW & shut and was
om4 ;tle at a coil ltion of the test.)
ETC-01-741-10702.0
Page 6 of 10
Test Results: Cont.
S,pe- cr„_ men2 Out -swing (X)
AM INFILTRATION
Air at 1.57 psf Actual Allowable
0.02 C WSQ FT 0.34 CFWSQ FT
WATER MMTRATION
Water @ 8.25 psf (15% of 55.0 psf) for 15 min. No water penetration over sill.
Achieved with standard aluminum out -swing bump threshold.)
Water @ 10.05 psf (15% of 67.0 psi) for 15 min. No water penetration over sill.
Achieved with add -on riser to the standard aluminum out -swing bump threshold. This test was
conducted at the conclusion ofthe 9.25 psftest.)
Note: The water tests were conducted after the required half and design loads and before full test loads.
STATIC AM PRESSURE
Design Loads + 67.0 psf, - 67.0 psL (Out -swing)
Range of test time actual load deflection perm set
Positive loads (seconds) psf
1/2 Test 30 50.25
Design 30 67.00
Test 30 100.50 Door T (1) 0.334 in. 0.051 in.
Door B (2) 0.342 in. 0.047 in.
Range of test time actual load deflection perm set
Negative loads (seconds) psf
1/2 Test 30 50.25
Design 30 67.00
Test 30 100.50 Door T (1)1.935 in. 0.184 in.
Door B (2)1.582 in. 0.162 in.
1) Loc 1- Max. allowable perm set at completion oftest load (0.40A of span) .004 x 79.25 in.- 0.317 in.
2) Loc 2 - Max. allowable perm, set at completion of test load (0.41/16 ofspan) .004 x 79.25 in.- 0.317 in.
FORCEDENTRY
Time
Active Panel 36.0 in. W x 79.25.im H 30 seconds rre vbwdloclecd & shut and was
at`ction of the test.)
Reg. 4 5419 k
ETC-01-741-10702.0
Page 7 of 10
Test Results: Cont;
Syedwe Out -swing M
AIR INMTRATION
Air at 1.57 psf Actual Allowable
0.05 CFWSQ FT 0.34 CFWSQ FT
WATER WFILTRATION
Water @ 9.25 psf (15% of55.0 psi? for 15 min. No water penetration over sill.
Achieved with standard aluminum out -swing bump threshold.)
Water Q 10.05 psf (15% of67.0 psf) fbr 15 min. No water penetration over sill.
Achieved with add -on riser to the standard aluminum out -swing bump threshold. This test was
conducted at the conclusion ofthe 8.25 psftest.)
Note; The water tests were conducted after the required halfand design loads and before full test loads.
STATIC AIR PRESSURE
Design Loads + 67.0 psf, - 67.0 psL (Out -swing)
Range of test time actual load deflection perm set
Positive loads (seconds) psf
1/2 Test 30 50.25
Design 30 67.00
Test 30 100.50 Door T (1) 0.304 in. 0.044 in.
Door B (2) 0.130 in. 0.036 in.
Range oftest time actual load deflection perm set
Negative loads (seconds) psf
1/2 Test 30 50.25
Design 30 67.00
Test 30 100.50 Door T (1) 1.756 in. 0.153 in.
Door B (2)1.317 in. 0.141 in.
1) Loc 1- Max. allowable perm set at completion of test load (0.4% ofspan) .004 x 79.25 in.- 0.317 in.
2) Loc 2 - Max. allowable perm set at completion oftest load (0.4% ofspan) .004 x 79.25 in.- 0.317 in.
FORCED ENTRY
Active Panel 36.0 in. W x 79.25.in. H 30 seconds {13oafi , kW & shut and was
tlia'+cx>tli#ion ofthe test.)
ETC-01-741-10707-0
Page 8 of 10
Test Results: Cont.
Stneimen 4; ' In -swing (X)
AIR INFILTRATION
Air at 1.57 psf Actual Allowable
0.25 CFM/SQ FT 0.34 CFM/SQ FT
WATER INF,TION
Water aQi 2.86 psf for 15 min. No water penetration over sill.
Achieved with standard self adjusting aluminum in -swing threshold and door sweep.)
hl= The water test was conducted after the required half and design loads and before full test loads.
LTATJC AIR PRESSURE
Design Loads 67.0 pst - 67.0 psL (Out -swing)
Range of test time actual load deflection perm. set
Positive loads seconds) psf
1/2 Test 30 50.25
Design 30 67.00
Test 30 100.50 Door T (1) 1.720 in. 0.181 in.
Door B (2)1.620 in. 0.157 in.
Range of test time actual load deflection perm. set
Negative loads seconds) psf
1/2 Test 30 50.25
Design 30 67.00
Test 30 10050 Door T (1) 0.215 in. 0.119 in.
Door B (2) 0.105 in. 0,043 in,
1) Loc 1--Max, allowable perm. set at completion oftest load (0.4% of span) .004 x 79.25 in.- 0.317 in.
2) Loc 2 - Max. allowable perm set at completion oftest load (0.4°fa ofspan) .004 x 79.25 in.- 0.317 in.
ORCEEDENTRY
Active Panel 36.0 in. W x 79.25.in. H 30 seconds .(tk*r rermau}e 4mked St shut and was
ope Xaf*iftvletion ofthe test.)
ETC-01-741-10702.0
Page 9 of 10
h gnSDRAWINGS TO BE S17$MTMD: 1.
L2096 sheets 1 through 10 of 10 2.
Laboratory Anchoring sketches Comment:
Nominal 2 mil polyethylene film was used to seal against air leakage during structural loads.
The film was used in a manner that did not influence the test results. Observers:
Steve
Kepler — Project Scientist, I RMA-TRU Corp. Rick
Wright — Consultant, R.W. Building Consultants, Inc. Dade
County Witness: Not
present All
Tests Witnessed by: Wendell
Haney, P.E. Arthur
Murray, ETC Laboratories Bill
Yanda, ETC Laboratories cc:
THERMA TRU CORP. (3) Rick
Wright (3) " File (
1) =-.
ETC-01-741.10702.0
Page 10 of 10
The product tatted has been compared to the detailed drawings, bill ofmaterials and fabrication inf oration supplied by the
client set named herein Our analysis, which includes dimensiaml and component description compmrimm indicate the tested
product and engineering infofmation supplied by the client -Are Raelveleat s. The report and repvseatative samples will be
retained for fir years firom the date of initial test.
These test results were obtained by employing all requirements of the designated teat methods with no deviations. The test
results and specimen supplied for testing am in compliance with the referenced specifications.
The test results are specific to the product tested by this laboratory and of the sample supplied by the client named herein, and
they relateto no other product either manuf ichaed bythe client, a Fabricator ofthe client or of installed field performance.
This report does not constitute an AAMA, NWWDA or Dade County certified product under the certification programs ofthese
organizations. The program administrator of these programs and moons may only grant product certification.
ETC Laboratories makes no opinions or endorsements regarding this product and its performance. Ibis report may not be
reproduced or quoted inspatial farm without the expressed written approval ofETC Laboratories.
ETC Laboratories letters, s, reports, it's name or insignia or mark am for the exclusive use of the client so named herein and any
other use is strictly prohibited. The report, letters and the name ofETC Laboratories, its seal or mark shall not be used in any
circumstance to the general public or in any advertising.
Limitation of Liability: Due diligence was used in rendering this professional opinion. By aweptonce ofthis report, this client
agrees to hold harmless and indemnify ETC Laboratories, it's employees and offices and owners against all claims and
demands ofany kind whatsoever, which arise out of or in any manner connected with the performance, ofwork referred to
herein. ETC laboratories reserves the right to suboontract any and all work for its clients in order toliMl its contractual
obligations for testing to these standards.
For ETC Laboratories
BM Yanda
Test Technician
Arthur Murray
Labort g.y Manager
04indnguiee ring Laboratory
Haney, P.E.
ETC-01-741-11008.0
Page I of 11
Test eauested By., TIERMA-TRU CORP
1687 Woodlands Drive
Maumee, Ohio 43537
Toll Free 800.537.9827
Phone 219.869.5811
Facsimile 219.969.5190
Tests Conducted: PA 202 (with no deviations)
Deshm Pnmarea - Specimens 1, 2 & 3 (PA 202)
Specimen 4 (PA 202)
Section 1- DESCRIEMON OF SERIFS:
Report No. ETC 01-741-11008.0
DC Notification Number ETC 01051
Date: September 13, 2001
ETC Certification # 99-0416.01
Test Start Date: June 21, 2001
Test End Date: June 22, 2001
Out -swing + 55.0 ps£ - 55.0 psf.
In -swing + 55.0 psf. 55.0 psf.
Model Designation — "Fiber Chmie" Series Opaque Fiberglass Swing Door
OYerali Sin:
Specimens 1, .2 & 3 Out -swing Bumper Threshold - 105.5 in. W x 80.5 in. H x 4.5625 in. D
Specimens 4 In -swing Self-adjusting. Threshold —105.5 in. W x 82.0 in. H x 4.5625 in. D
Con MLOU: All Specimens (OXXO)
No. & _Size of Doors:
All Specimens 1 active leaf - 36.0 in. wide x 79.25 in. high x 1.68 in. thick
1 inactive leaf w/astragal — 36,625 in. wide x 79.25 in. high x 1,68 in: thick
Out -swing - 2 fixed sidelite panels - 13.9375 in. wide x 79.0 in. high x 1.68 in. thick
In -swing - 2 fixed sidelite panels - 13.9375 in. wide x 79.25 in, high x 1,68 in. thi
Florida Registered Professional Engineers Review: Reg. # 429". Septamber 001 Joseph L. DoJM4 F.E.
ETC-01-741-11008.0
Section 2 - MATERIAL CHARACTERISTICS:
Page 2 of 11
Frame andDoor & Sidelite Material: Finger jointed pine jambs and fiberglass panels.
Frame Constrnetion -
The head jambs and side jambs are finger jointed pine measuring 4.565 in. x 1.17 in.. The head jamb and
side jambs are mortised, butted and joined using (3) 0.5 in. crown x 2 in. 16 ga, wire staples at each end.
The following thresholds were tested, specimens 1, 2 & 3 - ThermaTru Aluminum Out -swing Bump
measuring 4.615 in. x .837 in. and attached to the jamb with (2) 0.5 in. crown x 2.5 in. 16 ga. wire staples
at each end. Specimens 1, 2 and 3 were affixed with an add -on high dam sill that increased the height of
the original bump threshold to 1.875 in. at the inner most plane ofthe frame system (the high dam
threshold was made from a piece of pine and added to the standard bump threshold to increase the height).
Specimen 4 used a ThermsT u self-adjusting In -swing saddle threshold (Alum/Wood/Vinyl) measuring
5.75 in. x 1.548 in. and attached to the jamb with (2) 0.5 in. crown x 2.5 in. 16 ga. wire staples at each end.
The hinge jambs were mortised to receive (6 total, 3 each side) Therma-Tru 4.0 in. x 4.0 in. self -locating
hinges located at 9.25 in., 38.5 in. and 67.75 in. from the top of the doorjamb on each hinge jamb.
The sidelite head jamb, sill jamb and. side jambs are fingerjointed pine measuring 4.565 in. x 1.17 in.. The
fourjamb pieces were assembled as a box construction when used in the out -swing configuration. The
headjamb, silljamb and side jambs are mortised, butted and joined using (3) 0.5 in. crown x 2 in. 16 ga.
wire staples at each corner buttjoint. The inswing model utilized a (Alum/Wood/Vinyl) saddle inswing
threshold measuring 5.75 in. x 1.548 in. and attached to the jamb with (2) 0.5 in. crown x 2.5 in. 16 ga.
wire staples at each end. Each ofthe sidelite jamb sets was secured to the doorjamb with (6) # 8 x 2.5 in.
Phillips flat head wood screws located at 6.0 in.,19.75 in., 33.5 in., 47.25 in., 61.0 in. and 74.75 in. from
the top ofthe head jamb through the doorstop into the sidelite jamb and into the sidelite
Panel "Oraction -
The door panel skins are constructed from 0.070 in. thick sheet molding compound (SMC). The interior.
cavity ofeach door is filled with 1.9 lbs. density BASF polyurethane foam The face sheets are adhesivelybondedtothewoodstilesandrails. The latch stile measures 1.54 in. thick x 1.20 in. wide laminated
veneered lumber including the 0.235 in. pine cap and the hinge stile measures 1.54 in. thick x 1.20 in.
wide fingerjointedpine. The top rail measures 1.54 in. thick x 0.837 in. high wood composite and the
bottom rail measures 1.54 in. thick x 1.21 in. high wood composite. The bottom rail is kerfed to receive a
door sweep (the sweep is used on in -swing models only). The hinge stile was mortised at 8.375 in.,
37.625 in. and 66.875 in. from the top of the door panel to receive (3) Therma»Tru 4.0 in. x 4.0 in. butt
type hinges. The latch stile was reinforced with a wood lock block measuring 2.375 in. wide x 14.0 in.
long x 1.54 in. thick and located at 35.6975 in. from the top ofthe door panel. The inactive door panel
was affixed with an extruded aluminum astragal (6060 T6 alloy) kerfed to receive weather-stripping. The
astragal bas integral extruded channels to receive (2) cold rolled steel rods at the top and (2) cold rolled
steel rods at the bottom. The rods are 0.312 in. in diameter x 8.0 in. long. The bolts extended 2.0 in. past
the end ofthe astragal providing approximately 1.875 in. ofengagement into the head and sill ofthe frame
system. The astragal is attached to the inactive door panel with (9) # 8 x 1.0 in. Phillips pan head wood
screws, located at 1.0 in, 3.0 in., 5.0 in.,18.25 in., 40.5 in., 59.25 in., 74.25 in., 76.25 in., and 78.25 in.
from the top.
Flonda R%iAWW Professional Engineers Review: Reg. # 42929, September M, 2001 Joseph L. Dolden, P.E.
Si ature. '
ETC-01-741-11008.0
Page 3 of 11
Section,,2 - MAT,RIAL CHARACTERISTICS Cont.;
Sidelite Construction -
The sidelite sash, skins are constricted from 0.07Q in. thick sheet molding compound (SMC). The interior
cavity ofeach door is filled with 1.91bs. density BASF polyurethane foam. The face sheets are adhesively
bondedto the wood stiles and rails. The side stiles measure 1.54.in. thick x 0.67 in. wide finger jointed
pine. The top & bottom linger -jointed pine rails measure 1.54 in. thick x 0.57 in. high. Thu sidelite sashes
were secured to the wood jambs with (12) # 8 x 2.0 in. Phillips flathead woad screws, (4) on each vertical
side jamb located at 13.5 in., 31.0 in., 49.5 in. and 66.0 in. from the top and (2) on each ofthe head and sill
jambs located at 4.0 in. from each end. The sash was stopped in with a nominal 3/8 in. cove molding
around the perimeter. The cove molding was secured using 1.0 in. x 0.04 in. diameter wire brads at 2.0 in.
from each end a maximum of 12.0 in. on center. The in -swing model used an extruded vinyl boot that was
attached to the bottom ofthe sidelite sash with (3) # 6 x 1.0 in. Phillips pan head wood screws 2.0 in, from
each end and (1) in the center.
Glazing:
Specimens 1 & 2 - 2 sashes each consisting ofthe Thezma-Tru BTS Lip Lite
left sash - (0.5 in. insulated glass - 0.125 in. tempered glass 0.25 in. air space -0.125 in. tempered glass)
right sash - (0.125 in. tempered glass)
Specimen 3 - 2 sashes each consisting of the Therma-Tru TCM Lip Lite
left sash - (0.5 in. insulated glass - 0.125 in. tempered glass - 0.25 in. air space -0.125 in. tempered glass)
right sash (0.125 in. tempered glass)
Specimen 4 - 2 sashes each consisting ofthe Therma-Tru Flush Glazing
left sash - (0.5 in. insulated glass - 0.125 in. tempered glass - 0.25 in. air space -0.125 in. tempered glass)
right sash -(1.0 in. insulated glass - 0.125 in. tempered glass - 0.75 in. air space -0.125 in. tempered glass)
Glajdgg Method-,
Specimens 1 & 2 - BTS Lip lite OA size is 8.5 in. wide x 65.375 in. wide securedwith (14) # 6 x 1.75 in.
long tek screws spaced as follows, top and bottom rail at the center of span, side stiles from the top down
at 3.0 in...14.75 in., 26.5 in., 38.25 in., 50.5 in. and 62.25 in.. The frames were sealed with silicone
caulking to the sidelite panel and to the glass.
Specimen 3 - TCM Lip lite OA size is 9.85 in. wide x 65.85 in. wide secured with (16) # 6 x 1.5 in. long
tek screws .spaced as follows, top and bottom rail at 2.125 in. from each end, side stiles from the top down
at 5.5 im,16.5 in., 27.5 in., 38.375 in., 49.375 in. and 60.315 in.. The frames were sealed with silicone
caulking to the sidelite panel and to the glass.
Specimen 4 - Integral Flush Glazed -- The sideUte sash face panels are molded to receive the insulated
Ohm. The glass is attached to the sidelite face sheets with silicone glazing compound.
Daylight 0„ aenium
Specimens 1 & 2 - BTS lip life - 5.75 in. x 62.625 in.
Specimen 3 - TCM lip lite -• 7.125 in. x 63.0 in.
Specimen 4 - Integral flush glazed - 7.0 in. x 64.9375 in.
Florida Reghtered Professional Enotem Review: Reg. # 42929, September 14 1 Dolden, A.E.
S
ETC-01-741-11009.0
Page 4 of 11
Seddon Z MA'I'laRiAL CHARACTIgRISTICS Cant.:
M%tbertistrinnin in
All Specimens Head Jamb 1 pc Thes ma-Tru long reach foam compression weather-strip.
Hinge Jambs 1 pc Therms Tru short reach foam compression weather-strip.
Astragal I pc Therma-Tru long reach foam compression weather-strip.
Corner pad seals 3 —1 at each hinge jamb and astragal at threshold
Specimens 1, 2 & 3 At threshold 1 row Therma-Tru long reach foam compression weather-strip
Specimen 4 - ThermsTru vinyl fixed door bottom sweep.
Hardware:
All Specimens
1') KwBtset 700 Series Latch bolt (ANSI Grade 11) at 44.0 in. from top of panel
sb*c plate was attached through the astragal with (2) #8 x 2.5 in. PFH WS.)
1) KwBtset 700 Dcadboh (ANSI Orade 1I) at 38.5 in. from tap ofpanel
IU sft&e plate was attached through the astragal with (2) #8 x 2.5 in. PFH WS.)
6) T Tru 4 in. butt type hinges
The hinge was fastened to the door panel with (4) #10 x 0.75 in. PFH WS and fastened to the jamb
with (3) #10 x'0.75 in. PFH WS and (1) # 10 x 2.0 in. PFH WS.)
W oks: None
Moons: ns: None
Reiaent• None
SEALANT: Latex caulking as needed to seal unit into rough opening.
ADDUII)' NAL DFSCRIMON:
All specimens were installed in a wood test buck.
Section 3 - INSTALLATION:
Scud tbod of Attachment:
imensimew 1, 2, 3 & 4 used the following screw types and numbers to secure the frame system into the test
buclL
40 - # 8 x 2.5 in. Flat Head Phiwood screws 28) — (
14) head & (14) sill from the left side of the test specimen the screws are located at 3.0 in., 10.
0 in., 13.0 in., 18.15 in., 21.75 in., 34.5 in., 50.0 in., 56.0 in., 71.5 in., 84.0 in., 87.0 in., 93.0 in., 0
in. and 102.5 in.. 12) — (
6 ea sidelite jamb) from the top down on the left side of thetest specimen the screws are located at 6.
0 in.,19.75 in., 33.5 in., 47.25 in., 61.0 in. and 74.0 in.. Florida
Regi avd Professio[W Engineers Review. Reg. # 42929, September IT, 2001 Jossepph' L. Dolden, P.E. Signsum .._
ETC-01-741-1100&0
Page S of 11
Section 4 - SEQUENCE OF TESTS PERFORMED:
Test Sequence:.PA 202
1. Air Infiltration
2. y: Test Pressure Positive
3. Design Pressure Positive
4. % Test Pressure Negative
5. Design Pressure Negative
6. Water Infiltration Positive Direction
7. Full Test Pressure Positive
S. Full Test Pressure Negative
9. Forced Entry
Deflection Gauges act at location 01, #2 & #3
1
0
3 0
2
1
0
30
2
O X X O O X X O
Out -swing In -swing
Deflection was measured with two (3) Aerospace 2.0 in. dial indicators. location # 1-SN 213948,
location # 2-SN 213233 and location # 3-SN 213701.
Air Infiltration Tests were conducted in accordance with DCBCCD PA 202-94
Water Infiltration Tests were conducted in accordance with DCBCCD PA 202-94
Static Tests were conducted in accordance with DCBCCD PA 202-94
Forced Entry Tests were conducted in accordance with DCBCCD PA202-94
Florida Re&wred Professional Enginm Review: Reg. # 42929, September 114001-3L Dolde% P.E. S
atiaa:
ETC-01-741-1100&0
Page 6 of 11
Test Results:
Specimenis Out -swing (OXXO)
AIR INFILTRATION
Air at 1.57 psf Actual Allowable
0.09 CFM/SQ Fr 0.34 CFM/SQ Fr
WATER INFILTRATION
Water @ 2.86 psf (1501, of 19.0 psf) for 15 min. No water penetration over sill.
Achieved with standard aluminum out -swing bump threshold.)
Water @ 8.25 psf (15% of 55.0 psi) for 15 min. No water penetration over sill
Achieved with add -on riser to the standard aluminum out -swing bump threshold. This test was
conducted at the conclusion ofthe 2.86 psftest.)
Note. The water tests were conducted after the required halfand design loads and before full test loads.
STATIC AIR PRESSURE
Design Loads' + 55.0 psf, - 55.0 psf. (Out -swing)
Range of test time actual load deflection perm. set
Positive loads seconds) psf
1/2 Test 30 41.25
Design 30 55.00 Mullion (3) 0.396 in.
Test 30 82.50 Mullion (3) 0.155 in.
Door T (1) 0.117 in.
Door B (2) 0.255 in.
Range of test time actual load deflection perm set
Negative loads seconds) psf
1/2 Test 30 41.25
Design 30 55.00 Mullion (3) 0.322 in.
Test 30 82.50 Mullion (3) 0.217 in.
Door T (1) 0.170 in.
Door B (2) 0.090 in.
Loc 3 - Max, allowable perm. set at completion of design load (0.4% of span) .004 x $0.5 in.— 0.447
Loc 1 & 2 -Max, allowable-perra. set at completion oftest load (0.40/9 of span) .004 x 79.25 in.- 0.317 in.
Loc 3 - Max, allowable perm. set at completion oftest load (0.4% of span) .004 x 80.5 in.= 0.322 in.
1rORCED ENTRY
1~& Tim Result
Active Panel 36.0 in. W x 79.25.in. H 30 seconds (Door remained locked & shut and was
operable at the completion ofthe test.)
Florida Registered Professional Engineers Review: Rag. # 42929. September 19 2001-Joseepph L. Doldm P.E.
Signature:
ETC-01-741-11008.0
Page 7 of I I
Test Results: Cont.
Spec men2: - Out -swing (OXXO)
AIR INFILTRATION
Air at 1.57 psf Actual Allowable
0.27 CFM/SQ FT 0.34 CFM/SQ FT
WATER INFUJRATION
Water (Qa 2.96 psf (15% of 19.0 psf) for 15 min. No water penetration over sill.
Achieved with standard aluminum out -swing bump threshold.)
Water (Qa 8.25 psf (15% of 55.0 psf) for 15 min. No water penetration over sill.
Achieved with add -on riser to the standard aluminum out -swing bump threshold. This test was
conducted at the conclusion of the 2.86 psf test.)
Note: The water tests were conducted after the required half and design loads and before full test loads.
STATIC AM PRESSURE
Design Loads + 55.0 pst - 55.0 psf. (Out -swing)
Range of test time actual load deflection perm. set
Positive loads seconds) psf
1/2 Test 30 41.25
Design 30 55.00 Mullion (3) 0.157 in.
Test 30 82.50 Mullion (3) 0.012 in.
Door T (1) 0.048 in.
Door B (2) 0.059 in.
Range oftest time actual load deflection perm, setNegative .loads seconds) psf
1/2 Test 30 41.25
Design 30 55.00 Mullion (3) 0.240 in.
Test 30 92.50 Mullion (3) 0.220 in.
Door T (1) 0.079 in.
Door B (2) 0.243 in.
Loc 3 - Max, allowable perm. set at completion ofdesign load (0.4% ofspan) .004 x $0.5 in.= 0.447
Loc 1 & 2 -Max. allowableTmuL set at completion oftest load (0.4% ofspan) .004 x 79.25 in.= 0.317 in.
Loc 3 - Max, allowable perm. set at completion oftest load (0.4% of span) .004 x 80.5 in.= 0.322 in.
FOLD ENTRY
in
Active Panel 36.0 in. W x 79.25.in. H 30 seconds (Door remained locked & shut and was
operable at the completion of the test.)
Florida Registered Professional Engineers Review: Reg. # 42929, September 2001 -Jonph 1., Dolden, P.E.
Si attire:
ETC-01-741-11008.0
Page 8 of 11
Test Results: Cont.
Sueeimen 3:' Out -swing (OXXO)
AIR U—OMTRAATIQN
Air at 1.57 psf Actual Allowable
0.08 CFM/SQ FT 0.34 CFM/SQ FT
WATERS TRATION
Water @ 2.86 psf (15% of 19.0 psi) for 15 min. No water penetration over sill.
Achieved with standard aluminum out -swing bump threshold.)
Water @ 8.25 psf (15% of 55.0 pst) for.15 min. No water penetration over sill.
Achieved with add -on riser to the standard aluminum out -swing bump threshold. This test was
conducted at the conclusion ofthe 2.86 psftest.)
Note; The water tests were conducted after the required half and design loads and before full test loads.
STATIC AM PRESSURE
Design Loede + 55.0 psf, - 55.0 psf. (Out -swing)
Range of test time actual load deflection perm set
Positive loads (seconds) psf
1/2 Test 30 41.25
Design 30 55.00 Mullion (3) 0.350 in.
Test 30 92.50 Mullion (3) 0.023 in.
Door T (1) 0.112 in.
Door B (2) 0.133 in.
Range of test time actual load deflection perm. set
Negative loads (seconds) psf
1/2 Test 30 41.25
Design 30 55.00 Mullion (3) 0.312 in.
Test 30 82.50 Mullion (3) 0.301 in.
Door (1) 0.065 in..
Door B (2) 0.113 in.
Loc 3 - Max. allowable perm. set at completion ofdesign load (0.4% of span) .004 x 80.5 in.- 0.447
Loc 1 & 2 -Max, allowable perm set at completion oftest load (0,4% of span) .004 x 79.25 in.= 0.317 in.
Loc 3 - Max. allowable perm set at, completion of test load (0.40/9 of span) .004 x 80.5 in.= 0.322 in.
FORGEDENTRY
biz& L= ltesuh
Active Panel 36.0 in. W x 79.251n. H 30 seconds (Door remained locked & shut and was
operable at the completion of the test.)
Florida Registered Professional Engineers Review; Reg. # 42929, Sq*vmbw 19 2001-Jo Th I.(.jDoollda4 P.E.
ETC-01-741-11008.0
Page 9 of l l
Vest Results: Cont.
Specimen 4: ' In -swing (OXXO)
AS INFILTRATION
Air at 1.57 psf Actual Allowable
0.03 CFM/SQ FT 0.34 CFM/SQ FT
WATER INFILTRATION
Water @ 2.86 psf for 15 min. No water penetration over sill.
Achieved with standard self adjusting aluminum in -swing threshold and door sweep.)
Note: The water test was conducted after the required half and design loads and before full test bads.
STATIC AIR PRESSURE
Design Loads + 55.0 psf, - 55.0 psi; (Out -swing)
Range oftest time actual load deflection perm set
Positive loads (seconds) psf
1/2 Test 30 41.25
Design 30 55.00 Mullion (3) 0.135 in.
Test 30 82.50 Mullion (3) 0.017 in.
Door T (1) 0.144 in.
Door B (2) 0.110 in.
Range of teat time actual load deflection perm. set
Negative loads (seconds) psf
1/2 Test 30 41.25
Design 30 55.00 Mullion (3) 0.344 in.
Test 30 82.50 Mullion (3) 0.079 in.
Door T (1) 0.171 in.
Door B (2) 0.162 in.
Loc 3 - Max. allowable perm. set at completion ofdesign load (0.4°/u of span) .004 x 80.5 in.= 0.447
Loc 1 & Z Max. allowable perm set at completion oftest load (0.40/c of span) .004 x 79.25 in.- 0.317 in.
Loc 3 - Max, allowable perm. set at completion oftest load (0.4% of span) .004 x $0.5 in.= 0.322 in.
FORCED ENTRY
SkR Ting i
Active Panel 36.0 in. W x 79.25.in. H 30 seconds (Door remained locked & shut and was
operable at the completion of the test.)
Florida Registered Professional Engineers Review: Reg. # 42929, September 1 2001—Joseph L. DoldeN P.E.
Sigoatt re: dim
ETC-M-741-11008.0
Page 10 of 11
Section 5 - DRAGS TO BE SUBMITTED:
1. L2151 sheets 1 through 13 of 13
2. Laboratory Anchoring sketches
Comment: Nominal 2 mil polyethylene film was used to seal against air leakage during structural
loads. The film was used in a manner that did not influence the test results.
Observers:
Steve Kepler — Project Scientist, THERMATRU Corp.
Rick Wright — Consultant, R.W. Building Consultants, Inc.
Dade County Witness:
Not present
All Testa Witnessed by:
Wendell Haney, P.E.
Arthur Murray, ETC Laboratories
Bill Yanda, ETC Laboratories
cc: THERMA TRU CORP. (3)
Rick Wright (3)
File (1)
Florida Registered Professional Ftighms Review: Reg. # 42929, September 112001 —Joe",L D,00llden, P.E
ETC-0.1-741-11008.0 Page11 of
11 The product testedbas
bow compared to the detailed drawings, bill of materials and fabricationinformation supplied by the client so named
heroin. Our analysis, which includes dimensional and component description comparisons, indicate the tested productandengineering
information supplied by the client ".Are Eaaivsleot % The report and repmentadve samples will be retained for fiow
years from the date of initial test. Thesetest results
were obtained by employing all requitiments of the designated testmethods with no deviations. The test results and specimen
supplied for testing are in compliamm a with the referenced specifications. The teat results
are specific to the product tested by this laboratory and of the sample suppliedby the client named herein, and they relate to
no other product either mam&chnvd by the client, a Fabricator of the client orof installed field performance. This report does
not constitute an AAMA, NW WDA or DadeCounty certified product under the certification programs of these avintions. Theprogram
administrator of these programs and oganh ations may only grant product certification. ETC Laboratories makes no
opinions or endorsements regarding this product and its paf inenee. This report may not be reproduced or quoted in,
partisl foes without the expressed written approval of ETC Laboratories. ETC Iatbonatories letters, reports,
it's name or insigmia or mark am for the exclusive use of the client so namedherein and any othet use is strictly
prohibited The repot, leasersand the name of ETCLabrizvoc ies, itsseal ormark shall not be used in any ei =stance to the
general public or in any advertising. Limitation of Liability: Due
diligence wasused in rendering this professional opinion. By acceptance of this report, this clientagrees to hold harmless
and indemnity ETC Laboratories, it's employees and offices and owners against all claims and demands of any kind
whatsoever, whichariseout of or in any mannerconnected with the ice of work referred to herein. ETC laboratories reurvea
the right to suboontract any and all work for its clients in order to fiM11 its contractual obligations fortesting to
these standards. For ETC Laboratories, r
Mill Ywxk Test
Technician
Arthur Murray
Laboratory Manager
Wind Engineering
Laboratory Florida
Registered Professional Engineer
Review: Reg. # 42929, Septem 2001-Joseph L. Dolden, P.E. S'.
Test Regaested By-. THERMA-TRU CORP
1687 Woodlands Drive
Maumee, Ohio 43537
Toll Free 800.537.8827
Phone 219.868.5811
Facsimile 219.868.5190
Tests Conducted: PA 202 (with no deviations)
Desian Pressures - Specimen 1 (PA 202)
Specimens 2, 3 & 4 (PA 202)
Section 1- DESCRIPTION OF SERIES:
ETG01-741-10700.0
Page 1 of 10
Report No. ETC 01-741-10700.0
DC Notification Number ETC 01019
Date: August 24, 2001
ETC Certification # 99-0416.01
Test Start Date: April 12, 2001
Test End Date: April 13, 2001
In -swing + 67.0 ps£ 67.0 psf,
Out -swing + 67.0 psf. - 67.0 psf.
Model De ,larition —"Smooth Star" Series Opaque Fibert;laas Swing Door,
Overall Ske:
Specimen 1 In -swing Self-adjusting Threshold - 37.5 in. W x 82.0 in. H x 4.5625 in. D
Specimens 2, 3 & 4 Out -swing Bumper Threshold - 37.5 in. W x 80.5 in. H x 4.5625 in. D
Configuration: All Specimens (X)
No. & Size of Doors:
All Specimens I active leaf - 36.0 in. wide x 7925 4,W,1.68 in.
Florida Registered ProfessionalEngineers Raview: Reg. # 54158, 4ti ZO0I -Weg e, P.E.
Si ateae '
ETC-01-741-10700.0
Page 2 of 10
Section 2 - MATWUAL CHARACTERISTICS:
Frames sod Door"Material: Finger jointed pint jambs and steel panels.
Frame Construction -
The headjambs and sidejambs are finger jointed pine measuring_4.565 in. x 1.17 in.. The head jamb and
side jambs are mortised, butted and joined using (3) 0.5 in. crown x 2 in. 16 ga. wire staples at each end.
The following ftzbolds were tested, specimens 2, 3 & 4 - ThermsTru Alu;inum Out -swing Bump
measuring 4.615 in. x 837 in. and attached to the jamb with (2) 0.5 in. crown x 2.5 in. 16 ga. wire staples
at each end. Specimens 2, 3 and 4 were affixed with an add -on high dam sill that increased the height of
the original bump threshold to 1.875 in. at the inner most plane ofthe frame system (The high dam
threshold was, made from a piece ofpine and added to the standard bump threshold to increase the height).
Specimen 1 used a Therms-Tru self-adjusting In -swing saddle threshold (AlumlWoodiVinyl) measuring
5.75 in. x 1.548 in. and attached to the jamb with (2) 0.5 in. crown x 2.5 in. 16 ga. wire staples at each end.
The hinge jamb was mortised to receive (3) Therms Tru 4.0 in. x 4.0 in. self locating hinges located at
9.25 in., 38.5 in. and 67.75 in. from the top of the door jamb.
Panel Construction -
The door panel skins are constructed from 0.070 in. thick suet molding compound (SMC). The interior
cavity of each door is filled with 1.9 lbs. density BASF polywethane foam. The face sheets are adhesively
bonded to the wood stiles and rails. The latch stile measures 1.54 in. thick x 1.21 in. wide laminated
veneered lumber including the 0.292 in. pine cap and the hinge stile measures 1.54 in. thick x 1.19 in.
wide finger jointed pine. The top rail measures 1.54 in. thick x 0.89 in. high wood composite and the
bottom rail measures 1.54 in. thick x 0.72 in. high wood composite. The bottom rail is kerfed to receive a
door sweep (the sweep is used on in -swing models only). The hinge stile was mortised at 8.375'in.,
37.625 in. and 66.875 in. from the top ofthe door panel to receive (3) Therma-Tru 4.0 in. x 4.0 in. butt
type hinges. The latch stile was reinforced with a wood lock block measuring 2.45 in. wide.x 10.0 in. long
x 1.54 in. thick and located at 36.0 in. from the top of the door panel
Sash C0811rae008- NA
Giazin : NA
Glazing Method ; . NA
Dav tOpenins; NA
Weaatber-stripping:
All Specimens Wch.Jamb 1 pe Therma-Tru long reach foam compression weatherstrip.
Head Jamb 1 pc ThermsTru long reach foam compression weather-strip.
Hinge Jamb I pc Therma-Tru short reach foam compression weather-strip.
Corner pad seals 2 —1 at each side jamb at threshold
Specimen 1 - Therma-Tru vinyl fixed door bottom sweep.
Specimens 2, 3 & 4 At threshold 1 row Therma-Tru long reach foam comp *ioi weir )W* scrip
Professional Engineers Review. Reg. # 54
ETC-01.741-10700,0
Page 3 of 10
SWION 2 - MATERIAL CHARACTERISTICS Cont.:
HamA
All Specimens
1) Kwftd 700 Series Latchboh (ANSI Grade H) at 44.0 in. from top of panel
The strikVlate was attached to the latch jamb with (2) #8 x 2.5 in. PFH WS.)
1) Kwikset 700 Deadbolt (ANSI Grade U) at 38.5 in. from top ofpanel
The strikeplate was attached to the latch jamb with (2) #8 x 2.5 in. PFH WS.)
3) Therma•Tru 4 in. butt type hinges
Tore hinge was fastened to the door panel with (4) #10 x 0.75 in. PFH WS and fastened to the jamb
with (3) #10 x 0.75 in. PFH WS and (1) # 10 x 2.0 in. PFH WS.)
Weep -holes: None
Man 'nsa None
Reinforcement_ None
SEALANT: Latex caulldng as needed to seal unit into rough opening.
ADDITION„ AL DESCRIPTION:
All specimens were installed in a wood test buck
Section-3 - INSTALLATION:
Screws dMethod ofAttachments
Specimens 1, 2, 3 & 4 used the following screw types and numbers to secure the frame system into the test
buck
In-swing.Suecimen no 1 14 # 8 x 2.5 'n Flat Read Phi bi wood screws.
2) from the left side ofthe test specimen on the head jamb the screws are located at 6.0 in. and 31.5 in
6) from the top down on the left side ofthe test specimen the screws are located at 6.0 in., 20. in.,
34.0 in.; 48.0 in., 62.0 in. and 76.0 in..
6) from the top down on the right side of the test specimen the screws are located at 6.0 in., 20.0 in.,
34.0 in. 48.0 in., 62.0 in -and 76.0 in..
FIT. s. h ,.e 1 • . • t MM 19M
2) from the left side of the test specimen on the head jamb the screws are located at 6.0 in. and 31.5 in.
6) from the top down on the left side. ofthe test specimen the screws are located at 6.0 in., 19.75 in.,
33.5 in., 47.25 in., 61.0 in. and 74.0 in..
6) from the top down on the right side ofthe test specimen the screws wt located at 6;0im,19.75 in.,
33.5 in., 47.25 in., 61.0 in. and 74.0 in..
ETC-01-741-10700.0
Page 4 of 10
Section 4 - SEQUENCE OF TESTS PERFORMED:
Test Segnence:.PA 202
1. Air Infiltration
2. %a Test Pressure Positive
3. Design Pressure Positive
4. % Test Pressure Negative
5. Design Pressure Negative
6. Water infiltration Positive Direction
7. Rill Test Pressure Positive
8. Full Test Pressure Negative
9. Forced Entry
Deflection Gauges set at X's
KI
9
X X
Out -swing In -swing
Deflection was measured with two (2) Aerospace 2.0 in. dial indicators: location # 1-SN 213293 and
location #2-SN 213949.
Air Infiltration Tests were conducted in accordance with DCBCCD PA 202-94
Water Infiltration Tests were conducted in accordance with DCBCCD PA 202-94
Static Tests were conducted in accordance with DCBCCD PA 202-94
Forced Entry Tests were conducted in accordance with DCBCCD PA202-54-
1. --
ETC-01-741.10700.0
Page 5 of 10
Test Results: .
Specimen 1:' In -swing (X
AIR 2gUTRATION
Air at 1.57 psf Actual Allowable
0.22 CFN/SQ FT 0.34 CF1VVSQ FT
WATER INFILTRATION
Water @ 2.86 psf for 15 min. No water penetration over sill -
Achieved with standard selfadjusting aluminum in -swing threshold and door sweep.)
Note: The water test was conducted after the required half and design loads and before full test loads.
STATIC AIR PRESSURE
Design Loads + 67.0 psf, - 67.0 psf. (Out -swing)
Range of test time actual load deflection perm. set
Positive loads seconds) psf
1/2 Test 30 50.25
Design 30 67.00
Test 30 100.50 Door T (1) 1.750 in. 0.078 in.
Door B (2) 1.658 in. 0.165 in.
Range of test time actual load deflection perm set
Negative loads seconds) psf
1/2 Test 39 50.25
Design 30 67.00
Test 30 100.50 Door T (1) 0.456 in. 0.035 in.
Door B (2) 0.432 in. 0.124 in.
1) Loc 1- Max. allowable perm set at completion of test load (0.4% of span) .004 x 79.25 in.- 0.317 in.
2) Loc 2 - Max. allowable perm. set at completion of test load (0.40A of span) .004 x 79.25 in.= 0.317 in.
FORCED ENTRY
i
Active Panel 36.0 in. W x 79.25.in. H 30 seconds (Dwfem9ned Joccic d & shut and was
apc le * t d bot pleHon of the test.)
Plaids Registered Professional Engineers Review: Reg. 4 5415$, Sapeember+{,,20money, P.E.
Test Results: Cont
ecimen 2: • Out -swing (X)
AIR VjMTRATION
Air at 1.57 psf Actual Allowable
0.04 CFM/SQ FT 0.34 CFM/SQ FT
W& . D TWATION
Water @ 8.25. psf (15% of 55.0 psi) for 15 min. No water penetration over sill.
Achieved with standard aluminum out -swing bump threshold.)
ETC-01-741.10700.0
Page 6 of 10
Water @ 10.05 psf (15% of67.0 psi) for 15 min. No water penetration over sill.
Achieved with add -on riser to the standard aluminum out -swing bump threshold. This test was
conducted at the conclusion ofthe 8.25 psftest.)
Note: The waxer tests were conducted after the required half and design loads and before full test loads.
STATIC AIR PRESSURE
Design Loads + 67.0 psf, - 67.0 psE (Out -swing)
Range oftest time actual load deflection perm. set
Positive loads (seconds) psf
1/2 Test 30 50.25
Design 30 67.00
Test 30 100.50 Door T (1) 0.452 in 0.041 in.
Door B (2) 0.398 in. 0.029 in.
Range oftest time actual load deflection perm, set
Negative bads (seconds) psf
1/2 Test 30 50.25
Design 30 67.00
Test 30 100.50 Door T (1)1.758 in. 0.099 in.
Door B (2)1.655 in. 0.153 in.
1) Loc 1- Max. allowable perm set at completion oftest load (0.4% of span) .004 x 79.25 in.= 0.317 in.
2) Loc 2 - Max. allowable peen set at completion oftest load (0.40/6 of span) .004 x 79.25 in.- 0.317 in.
FORCED ENTRY
Time
Active Panel 36.0 in. W x 79.251n. H 30 seconds
Florida Registered Professiaral Engi ms Review: Reg. #
M061 rc* ned locW .shut and was
sgerable at-th*VpMletic &6fthe test.)
cw_
ETC-01-741-10700.0
Page 7 of 10
Test Results: Cont.
Sneeimen 3: Out -swing (I)
AIR iNMTRATION
Air at 1.57 psf Actual Allowable
0.12 CFM/SQ FT 0.34 CFM/SQ FT
WATER INFILTRATION
Water @ 8.25.psf (15% of 55.0 psf) for 15 min. No water penetration over sill.
Achieved with standard aluminum out -swing bump threshold.)
Water @ 10.05 psf (15% of 67.0 psf) for 15 min. No water penetration over sill.
Achieved with add -on riser to the standard aluminum out -swing bump threshold. This test was
conducted at the conclusion ofthe 8.25 psftest.)
Note; The water tests were conducted after the required half and design loads and before full test loads.
STATIC ,M P—ESSUM
Design Loads + 67.0 psf, - 67.0 psf. (Out -swing)
Range oftest time actual load deflection perm. set
Positive loads (seconds) psf
1/2 Test 30 50.25
Design 30 67.00
Test 30 100.50 Door T (1) 0.407 in. 0.108 in.
Door B (2) 0.417 in. 0.015 in.
Range of test time actual load
Negative loads seconds) psf
1/2 Test 30 50.25
Design 30 67.00
Test 30 100.50
deflection perm. set
Door T (1)1.900 in. 0.146 in.
Door B (2)1,650 in. 0.158 in.
1) Loc 1- Max. allowable perm set at completion oftest load (0.4% of span) .004 x 79.25 in.- 0.317 in.
2) Lee 2 - Max. allowable perm set at completion oftest load (0.40A of span) .004 x 79M in.— 0.317 in.
FQRCEDENTRY
s
Active Panel 36.0 in. W x 79.25.in. H 30 seconds
Review: Reg. s 54159,
Dflo ned locked & sMli and was
opera`tile qiL !er.trtvpletioa'ofthe test.)
kpkm r1L iY/I'l
P.E.
ETC-01-741-10700.0
Page 8 of 10
Test Results; Cont.
Specimen 4: Oat -swing (X)
AER ILsTRATION
Air at 1.57 psf Actual Allowable
0.17 CFM/SQ FT 0.34 CFM/SQ FT
WATER INFILTRATION
Water c@ 8.25 psf (15% of 55.0 pst) for 15 min. No water penetration over sill.
Achieved with standard aluminum out -swing bump threshold.)
Water @ 10.05 psf (15% of 67.0 pst) for 15 min. No water penetration over sill.
Achieved with add -on riser to the standard aluminum out -swing bump threshold. This test was
conducted at the conclusion ofthe 8.25 psftest.)
Note: The water tests were conducted after the required half and design loads and before full test loads.
STA''IC AIR =SUR.E
Design Loads" + 67.0 pst, - 67.0 psE (Oat -awing
Range of test time actual load deflection perm. set
Positive loads (seconds) psf
1/2 Test 30 50.25
Design 30 67.00
Test 30 100.50 Door T (1) 0.406 in. 0.095 in.
Door B (2) 0.440 in. 0.056 in.
Range of test time actual load deflection perm. set
Negative loads (seconds) psf
1/2.Test 30 50.25
Design 30 67.00
Test 30 100.50 Door T (1)1.800 in. 0.112 in.
Door B (2)1.504 in. 0.120 in.
1) Loc 1- Max, allowable perm. set at completion oftest load (0.4% of span) .004 x 79.25 is"= 0.317 in.
2) Loc 2 - Max. allowable -perm set at completion oftest load (0.4% of span) .004 x 79.25 in.- 0.317 in.
FORGED XN
lteauk
Active Panel 36.0 in. W x 79.251n. H 30 seconds (Dour 'rerna tle 'ha bd*, shut and was
W.ot'tlk fthe test.)
Iteg s 54159 :_ -
Section 5 - DRAWINGS TO BE SUBMITTED:
I. L2163 sheets 1 through 10 of 10
2. Laboratory Anchoring sketches
ETC-01-741-10700.0
Page 9 of 10
Comment: Nominal 2 mil polyethylene film was used to seal against air leakage during structuralloads. The film was used in a manner that did not influence the test results.
Observers:
Steve Kepler -- Project Scientist, THRMA-TRU Corp. Rick Wright — Consultant, RW. Building Consultants, Inc.
Dade County Witness:
Not present
All Tests Witnessed by:
Wendell Haney, P.E.
Arthur Murray, ETC Laboratories
Bill. Y'anda, ETC Laboratories
cc: THERMA-TRU CORP. (3)
Rick Wright (3) -> " • ;
Registered Professional En Revta w. Reg, # 54158, dell Nary, P
r
C,:ggpt dM Terms. and General Notes BMrdlug These Tests
ETC;-01-741-10700.0
Page 10 of 10
The product tested has been compared to the detailed drawings, bill ofmaterials and fabrication information supplied by the
client so mimed herein. Our analysis, which includes dimensional and component description comparisons, indicate the tested
productand engineeringinformation supplied bythe client ",Are Eaolvaleat •, The report and representative samples will be
retained for four years from the data ofinitial test.
These text results were obtained by employing all requirements ofthe designated test methods with no deviations. The test
results and specimen supplied for tenting we in compliance with the referenced specifications.
Theteat results are specific to the product tested by this laboratory and ofthe sample supplied by the client named herein, and
they relate to no other product either manufactured by the client, a Fabricator ofthe client or ofinstalled field performance.
This report does not constitute an AAMA, NW WDA or Dade County certified product under the certification programs of theseagani=don& The program administrator ofthese programs and organisations may only grant product certification.
ETC Laboratories makers no opinions or endorsements tegardmg this product and its performance. This report may not bereproduoedorquotedinpartialformwithouttheexpressedwrittenapprovalofETCLaboratories.
ETC Laboratories letters, reports, it's name or insignia ormark are for the exclusive use ofthe client so named herein and any
Other use Is strictly proltiblted. The report, letters and the name of ETC Laboratories, its seal or mark shall not be used in anycircumstancetothegeneralpublicorinanyadvertising.
LimitationofLiab hr. Due diligence wasused In rendering this professional opinion. Byacceptomofthis report, this client
agrees tohold harmless and indemnify ETC LabomtoriM it's employees and offices and ownersagainstall claimsand
demands of any kind whatsoever, which arise out ofor in any manner connected with the performance ofwork referred toherein. ETC laboratories reserves the right to subcontract any and all work for its clients in order to fulfili its contractual
obligations for testing to these standards.
For ETC Laboratories '
Bill Yanda
Test Technician
Arthur Murray
LattoMpry Manager
GVint En@nbessing Laboratory
Z
Florida Registered Professional Engineers Review: Septeattbex 4, 1— Honey, P.E.
Reg. #s*j
Si
l_
WI t , 21) -1, s, -7
Installation Instructions
Pre -Hung Door Systems
In High Wind Velocity Areas
These instructions apply to all Tberma-Tru wood -framed
door systems. Some apply specifically to:
Inswing Doors I I
LJj
Outswing. Doors. I 1
Doors wrivh srdefigim
Double Doors ) 7
Patio Doors I
Read all instructions before starting
11'rJ1ERMAFM*
DOORS
Tt,- most Pr nre ftr7d in the $usir-s
P.O. Box 9M Maumee, Ohio 43537
printed 3/02 Questions? Comments? Call 1-800-THERMATRU (1-800-843-7628) Part No. MSDRISTII
xl-%"'MvY DIFFERENCES CHECKLIST
Rough openings are 1/4" smaller on each side and 1/4" smaller on the
header than standard Therma-Tru rough opening dimensions.
Use only a maximum of 1/4" thick shims.
Predrill the jambs and headers using 11"8" driiI bit. Pre-drii ling
increases structural performance.
Use onty 2- f 2" wood screws t#8 and # 10) when securing the pit -
hung frame to the rough opening buck. Drywall screws, deck screws,
and nails are insufficient anchors, and should not be substituted for
wood screws.
Be certain of the number and placement of all screws securing the frame
to the rough opening buck. Constalt thearchitect -,ur engineerof recor-1-41concerning
fastening the buck to the rest of the building structure. For
Structural strength, the rough opening buck must be citi'ver 2" x 4" or 2"
k 6" construction, not " I by" construction.
SINGLE DOOR
aye
anly
DOUBLE DOOR
OCKJOLE € OOR WfSiDEi4'E-S
ace
enly
SINGLE DOOR W/SIDELITE
icy
mly
ace
enly
ace
enly
SINGLE DOOR W/SIDELITES
CHECKDOOR UNIT.
Check width and height.
Measure size of frame (width and height), not brickmold.
Remove cleats and packaging, but keep door fastened
closed with r msport clip. Sao not remove :tip or open
door until instructed to do so.
Height
CHECK AND PREPARE OPENING.
is s bfo,1r L-vel .and skrlid?
bearing su fuce so the sill may be caulked and seated
to the opeWng. SScrapc. ,sand. nr ll.as ,•rquirrv!
Shim subfloor for floor covering clear., ice. ?f
shimming, caulk under shims,
Is opening square? Check all corners with a framing
square. Double-check by comparing diagonal
measurements. Fix anyproblems now
Are framing and walls plumb? Use a b-tout ievvi Imu
check both sides of opening, both ways. Fir any
problems now
Are Ehe wail surfaces around the opening in the 'NaiI1;i
plane? i There must be no "warps" or "jogs". Fix an
pnYlil4ms now
Is the ^t ming the y"YDC' ect size? chixk- n i i s :h
door frame size now, before installation Opening
ouW , fr asaas: hei ;laa plus 114", ,z%rkl s, ;,v „ ;';,,
plus 1/2 . Remember to use only 1/4 shirrs.
Check all four corners
Wall with square.
straight? -
diagonals
Check
each
side
both
ways.
Ct
ur
A. Wali
straight?
4
Lay door unit on
edge or face so that
bottom side of sill
can he cau.lkzd-
Place very large
gads r.)f caa11k
across full width
t ffic at edge of sill.
Place one or more
ve'), L.erge eaulk
beads at parallel
lines wma"as bo(WM
surfaces which will
bnn, 7- or, subfiom.
Avoid callbacks due to leaks!
Use an entire tube ofcaulking
to seal between sill' and subjloor.
Construction
Adhesive
NOTE: If installing units with sidelights,
place couctzuction adhesive under points
where door jambs will bear on floor.
Ctnplete installation befow .adhesive
cures.
Caulk
On subfi rr at opening,
place very large beads
of catfl- t#rat will match
with those placed on sill.
Earn bead's foil width of
opening.
Caulk
ram / _'
Construction
Adhesive
NOTE: If installing double door or patio
units, plac. canctwucdon atlhcsiv :»nc#; T
mullion or point where doors meet at cen-
tas. Car plee installation Wore ndhc , ii
cures.
PLACE UNIT IN OPENING AND TEMPORARILY FASTEN HINGE JAMB.
DO 8nL FASTEN THROUGH BRICKMOULD.
If the jamb and head does not come with pilot holes,
drill 1/8' pilot holes before using screws.
For single or double doors, note hinge locations and mark
jaaatb tacos ewar door starfsce, for fasteaaer placcu eaat later.
Lift unit up. With top edge tilted away from opening, center
mit and pi we siii down onto ca uik- brads. Tiit inR, ptac+e.
Work from the side of the door that is weather-stripped.
outside for inswing doors, Inside for outswing doors)
Plumb hinge side jamb both ways. Use a 6-foot level.
Use shims totaling a maximum of 1 /4" thickness, not
the usual 1./2'-
Use 2-1/2' wood screws. Do NOT substitute nails, deck
stets, or drywall smws . Place six 98 wood scm s
through jambs into "two -by" studs, at each location where
shown in diagrams. For single or double doors, refer to
marks on jambs and place fasteners below each hinge
location, so that shims amy be placed behind hinges.
Fasteners will keep shims from falling down while adjust-
me"are made.
N not drive screws oomplet- iy in at this time.
6" from
top and
bottom
6 wood
screws.;
evenly
spaced
Li
Sideli
1~ astet
hinge side ofdoor.
6" from
top. and it 111T\
bottom ,, \,
6 wood'
vTC vS
evenly
spr,-d i; G x
C ' Agla' tlattts
1
Fasten h.inge_jamb.
Al! screws used outside should 1
he coated or galvanized to prevent
rusting and staining.
6" from it
top aml
bottom
6 wood!Ii i r I Y1i
screws
evenly is i i
spaced
Double Door and h'
Patio Units
Fasten jamb on fixed or
passive side of door.
SHIM BEHIND HINGES AND SECURE
HINGE JAMB.
Go through another opening to work on swing side
of door.
Leave door fastened closed with transport clip
Shim above fasteners, behind each hinge, between
jamb and opening. Shim a total of 1X maximum
per side.
Recheck hinge jamb to ensure it is plumb and straight.
Use a 6-foot level.
Go back through another opening to other side ofdoor
to secure hinge jamb. Finish driving the wood screws.
ig
1 /4" Shim
ADJUST REST Of FRAME AND
FASTEN.
From swing side of
door: shier, near top
and bottom of un-
fastened jamb..
Make frame adjust-
ments so margins
between door and
frame are all even.
Adjust frame so
frame face is flush
with door face all
around.
NOTE: For double doer
units, make adjustments
that affect alignment and
margins and weatherstrip
contact between cloors.
From weatherstrip side of
door, check weatherstrip
margins and contact.
Adjust frame as required
so contact and margins
are equal all around door.
Evenly space six screws
per side. Review the
figures on page 3.
For single doors, on the
head, use three screws far
each door: 6" 1'rom each
end and at the center of
the door.
When a sidelite is
present, add an addition<111
screw 3" from the end of
cacti door and use three
screws for each sidelite
head: 3" from each end
and 6" from door -side
end. Finish driving the
UNCLIP AND OPEN DOOR. INSTALL HARDWARE. COMPLETE JAMB FASTENING.
Remove transport
clip. Open and
close door to
ensure smooth
operation.
With door open,
at hinges where
labels indicate,
drill 1 /8" dia.
pilot holes
and fasten
10 x 2-1/2"
screws (provid-
ed) through
hinges to anchor
door frame and
prevent sagging.
Transport iII
Clip I
Jill
10 x 2-1 /2"
screws
Close boor. Carefully shim between
jamb and opening behind latch area.
Open door and install lockset hardware.
Remove smell
margin shim pads,;
located on the
head and lock
jambs, betwom
door and jambs.
W\
I! 1 \
k
igg
Remove -....I i
Shirr! I
Pads G
r
114" Shim
Drill 1/8" dia, pilot holes and place
2 #8x 2-1/2" screws(provided)
through strike mounting holes to
secure lock jamb center and provide #8 x 2-1/2" r
security. Adjust strike in or out for screws
proper door operation and tighten (provided)
screws.
ANCHOR SILL, ADJUST SILL.
For sills prepared for anchor screws, place #10
screws through sill into subfloor. if not prepared,
pre -drill 1/8" holes 6" from each end and at the
center of each door. Countersink as needed.
If a sidelite is used, drill an additional pilot hole
3" from end where.the door and sidelight meet.
n
10 screws
For sill with screw -adjustable thresholds, follow
directions on sill to adjust threshold to meet door
bottom gasket.
Section cut shown
through door to show
proper margin and
bottom gasket contact.
o
MCHECK OR INSTALL CORNER SEAL1PADS. (SWING -IN DOORS ONLY)
Corner seal pads are an important part of a
swing -in door's weatherproofing integrity.
Check to see that they are installed properly,
in place and with sealant under the
pad at the jamb and sill joint.
Self -Adjusting Sills (shop applied)
Adjustable Sills
Corner
Seal Pad
Sealant
Corner
Seal Pad
Sealant
For sills with adjustable thresholds, pads are sent
in a poly bag with unit, not installed. They :arc•
installed after final threshold adjustment. Follow
directions with pads to install.
PROCEED TO STEP 10.
WEATHERPROOF, FINISH, AND
MAINTAIN ENTRY DOOR SYSTEM.
Place and set galvanized finish nails through brickmould
around perimeter. Cover all countersunk fasteners with
an exterior -grade putty.
Caulk around entire unit on "weather" side: seal brickmold
to siding or facing, seal front bottom edge of sill, seal all
joints between jamb% and moldings.
Seal joints between exterior hardware trim and door face
to prevent air and water infiltration.
Provide and maintain a properly -installed cap flashing to
protect top surfaces from water damage.
Print or stain according -to Therma-Tru instructions. Do
not paint gasketing or weatherstripping.
Rare unprotected wood will weather and degrade and
change color. All bare wood surfaces exposed to weather
must be primed or stained and painted or finished within
two weeks of exposure.
Maintain or replace sealants and finishes as soon as any
deterioration is evident. For semi -gloss and glossy paints or
clearc,-oats, do this when surface becomes dull or rough.
More severe exposures require more frequent maintenance.
Swing -out doors trust have all edges - sides, top, and
bottom - finished. Inspect and maintain these edges as
regularly as all other surfaces.
FINISHING INSTRUCTIONS
TO PAINT A STEEL OR SMOOTH -STAR DOOR:
Clean first with detergent and water. Do not wash doorlite
Carnes and moldings (see below). Rinse and lei dry completely.
Use 4.* an exterior high -quality 100% acrylic latex paint fol-
lowing manufacturer's directions for application. Faint etio
and exposed ends of door.
TO PAINT STEEL DOORLITE FRAMES AN1)
MOLDINGS:
Clean first by lightly wiping with a clean cloth. The material
has a factory -applied surface preparation to improve finish
adhesion. (Do not u-se .tripping solvents on d(M-,rlite fiva+ne
This will damage or remove the surface preparation,) Mack
off glass, prime first with an alkyd -based primer. then linisb
with the same paint used for the door.
TO FINISH CLASSIC -CRAFT OR FIBER -CLASSIC
DOORLITE FRAMES AND PANEL. INSERTS:
Clean first by lightly wiping with a clean cloth. The material
has a factory -applied surface preparation to improve flush
adhesion. (Do not use stripping solvents on frames. This will
damage or remove the surface preparation.) Mask otl'gha ,.
Stain or paint using the same materials as for the door. (See
below. If painting, prime Bust with an alkyd -based primer.)
To balance color when staining, apply stain more lightly on
doorlite frames and panels than on door. Topcoat when strain
is completely dry.
TO PAINT OR STAIN ALL CLASSIC -CRAFT OR
FIBER -CLASSIC DOORS:
Clean first. Use a dry rag or a clean cloth and mineral spirits m
detergent and water. Allow to dry bel'ore finishing. Edges and
exposed ends should also be finished. Only apply lnish when
the temperature is between SD and" F. with humidity less
than 85%. Do not work with the'door in direct sunlight. Follow
directions, above for doorlite frames and panel insert..
TO PAINT:
Prince first with an alkyd -based primer. Allow the primer to
cure completely. Finish with an exterior -grade oil -based or
alkyd or 100%acrylic latex paint.
TO STAIN:
For best results, use only the complete Thcrma-Tru Finishing
System. Follow directions enclosed with Finishing System.
bWM-TM C7rQ&0art. Fiw-cl&"c , and nmMh 1wr aic wggcnrat tra k . a t:s ....
TT Tix:hnokv* Cora+.
MWTtle m-Tru cort,. Ixaned; 3/02 Printed in U.&A
Limited Power Of Attorney
name and appoint: Craig Coulton and -Rz;
each agent's of D.R. Horton Inc.
To be my lawful attorney in fact to act for me and ply
The Building Dept. of: -- c x
For a residential permit for work to be performed at:
Lot # : Subdivision : ' Crass"
Address: Z34
And to sign my name and do all things that are necessary
to this appointment.
Richard B. Ladd CBC055300
Contractor State Registration Number
L2a 2L
Signature of Contractor
This foregoing instrument yvas acknowledged before me this:
Date: By: Richard B. Ladd ( Contractor )
Who is personally KnovW to me.
State of
County aL CQUliO'VFxp. Y26/2002
CC 7624,27
KMwn I 1 OtTer 1. D, !
f.
Notary Seal
CITY OF SANFORD BUILDING DIVISIONSUBMITTALREQUIREMENTSFORRESIDENTIALBUILDING PERMIT
Two (2) recent boundary and building locationng setbacksoertmitfortructured(not fences)
from all structures to property lines p
sets of construction design drawings drawn to scale, Two (2) complete
Complete sets to include: Foundation plan indicating footcr sixes for all bearing walls. Provide side view detailsoa. of these footers with reinforcement bar replacement. Indicating interior wall partitions and room identification,
o b. Floor plan
room dimensions, window, opening stizturca andoke detector,
dindoor, s decks and ataira Bathroomrlocatlon(s), g +
distances from walls are to be shown. Note the State of Florida requirements for bath door for compliance
ofHandicapped Code (F.S. 553, Part 5) Elevations of all exterior walls, east, west, north and south. FinishC. floor elevation height as per City Engineering Department or
o
subdivision plat.
d. Cross sections of all wall sections to be used in the structure. BearingShowallcomponentsofwallsection. non -bearing inter and exterior. Framing plan for floor joists where conventionally framed. Plan toe, Indicate span, size and species of materials to be used.
f, Engineered truss plan with details of bracing. Engineered beams forospacingopeningstocarryandsupporttrusses. Stair details with tread and riser dimensions, stringer size, methods ofg, attachment, placement of handrails and guardrails.
o h. Square footage table showing footages: S•F. Garages/Carports S.F. Porch(s)/Entry(s)
Patios)
Conditioned structure S.F.
S.F.
3.
Total (Gross Area) Three (3) sets of completed Florida Energy Code Forms (Form 600-A-97)
4. Soil analysis and/or soil compaction report. If soils appear to be unstable
or if structure to be built on fill, a report may be requested by the
Building Official or his representative.
S. Other submittal Documents:
A. Utility letter or approval when public water supply and/or sewer system
connection to be made.
b. Septic tank permit to be obtained from Seminole County Health
Department at: 400 W. Airport Bivd,Sanford, Fl (407) 665-3600.
c. Arbor permit when trees to be removed from property. Contact thefordetailsregardingthearborordinanceandpermit.
6.
City Engineer
Application to be completed thoroughly and signatures provided by a
licensed and Insured contractor. OWNEWBUiLDER MUST APPEAR IN
PERSONS TO SIGN APPLICATION AS PER FLORIDA STATE
STATUTE 489. Subcontractor license numbers must be included on the
application. 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 the City Ordinances. REQUIRED INSPECTIONS DURING AND UPON COMPLETION OF CONSTRUCTION
1.
2.
Footer
Underground, electrical, mechanical and plumbing
3. Foundation elevation survey
4.
S.
Slab
Lintel- tie beams - columns- cells
6. Rough electrical
7. Rough mechanical
8. Rough plumbing
9. Tub Set
10. Framing
11. Tenant Separation / firewall
12. Insulation, walls and/or ceilings
13. Electrical final, mechanical final and plumbing final
14. Building final
15 Other
DATE SIGNATU
By Orm or Authorized Agent)