2437 Marshall Ave 05-4151 SFRPERMIT ADDREQ
CONTRACTOR
ADDRESS
METRO DEVELOPMENT GROUP INC
129 ROBIN RD
ALTAMONTE SPRINGS, FL 32701
PHONE NUME 407 599-4711
CBC1251965
PROPERTY 04,
ADDRESS
John B Muroski
732 Keaton Pkwy.
Ocoee, FI 32761
PHONE NUMBER 407-654-1594
ELECTRICAL CONTRACTOR
MECHANICAL CONTRACTOR
PLUMBING CONTRACTOR
MISCELLANEOUS CONTRACTOR
PERMIT NUMBER
MISCELLANEOUS CONTRACTOR
PERMIT NUMBER
FEE
FEE
%ONAJ 1 14Nd" SUBDIVISION a Qflq'*. %A.>4* % Ok
• 'm
PERMIT # os �' DATE COXXI qk,
PERMIT DESCRIPTION ('N eAO S I F
PERMIT VALUATION
SQUARE FOOTAGE
10
City of Sanford
Certificate of Occupancy
This is to certify that the building located at 2437 Marshall Ave for which permit number
05-4151 has heretofore been issued on August 28, 2005 and 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 New Single Family Residence subdivision regulations ordinances of
the City of Sanford with the provisions of these regulations.
Staff Approval
Building:
R Addison
Engineering & Planning:
G. Hyatt
Public Works:
M Watson
Utilities:
Date
08/30/06
08/31 /06
08/30/06
R Blake 08/30/06
Fire Department:
Conditions (if blank, no condition$ apply)
John B Muroski Yv� .� .� _ 09/12/06
Property Owner Building Official Date
�__--- — —--- __------ --— _— ---_. --
BUILDING DEPARTMENT - Re: 2437 Marshall Avenue 1
From: RUBEN HYATT
To: BUILDING DEPARTMENT
Date: 8/31/2006 12:48 pm
Subject: Re: 2437 Marshall Avenue
passed 08-31-06
>>> BUILDING DEPARTMENT 08/30/06 8:07 AM >
Single family
Metro Development Larry 407-470-2116
BP05-4151
- _ _...................... ___---- ----
BUILDING DEPARTMENT - Re: 2437 Marshall Avenue 1
From:
CATHY LOTEMPIO
To:
DEPARTMENT, BUILDING
Date:
8/30/2006 4:12 pm
Subject:
Re: 2437 Marshall Avenue
Approved 8.30.06 Mike Watson
Cathy J. LoTempio
Customer Service Rep
Public Works Department
407-330-5627
fax# 407-330-5601
>>> BUILDING DEPARTMENT 8/30/2006 8:07 am >>>
Single family
Metro Development Larry 407-470-2116
BP05-4151
- ----- --------------- -_._..
BUILDING DEPARTMENT - Re: Fwd. 2437 Marshall Avenue CLEAR 8/30/06 1
_.._.,—.....�........_.... _ _ . _ ........_.__ — _ _---------------- _--------- _ - --- ---- _ __
From: RICHARD BLAKE
To: BUILDING DEPARTMENT
Date: 8/30/2006 4:01 pm
Subject: Re: Fwd: 2437 Marshall Avenue CLEAR 8/30/06
CLEARED 8/30/06
Richard Blake
City of Sanford
Utility Engineer
407-330-5609
>>> ED WOODS 1:10 pm Wednesday, August 30, 2006 >>>
>>> RICHARD BLAKE 08/30/06 8:45 AM >>>
Richard Blake
City of Sanford
Utility Engineer
407-330-5609
>>> BUILDING DEPARTMENT 8:07 am Wednesday, August 30, 2006 >>>
Single family
Metro Development Larry 407-470-2116
BP05-4151
IMPt —KYANT: In these spaces, copy the corresponding information from Section A. I For Insurance Company Use: I
) or P.O. Route and Box No.
2437 Marshall Avenue
City Sanford StateFLZIP Code 32771
SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED)
Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agenticompany, and (3) building owner.
Comments
Item e) in Section C2 is Air Conditioner on Concrete Pad
Signature Date
47' Check here H attachments
SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE)
For Zones AO and A (without BFE), complete Items E1-E5. If the Certificate is intended to support a LOMA or LOMR-F request, complete Sections A, B,
and C. For Items E1-E4, use natural grade, if available. Check the measurement used. In Puerto Rico only, enter meters.
El. Provide elevation information for the following and check the appropriate boxes to show whether the elevation is above or below the highest adjacent
grade (HAG) and the lowest adjacent grade (LAG).
a) Top of bottom floor (including basement, crawl space, or enclosure) is ❑ feet ❑ meters ❑ above or below the HAG.
b) Top of bottom floor (including basement, crawl space, or enclosure) is ❑ feet ❑ meters ❑ above or ❑ below the LAG.
E2. For Building Diagrams 6-8 with permanent flood openings provided in Section A Items 8 and/or 9 (see page 8 of Instructions), the next higher floor
(elevation C2.b in the diagrams) of the building is ❑ feet ❑ meters ❑ above or ❑ below the HAG.
E3. Attached garage (top of slab) is ❑ feet ❑ meters ❑ above or ❑ below the HAG.
E4. Top of platform of machinery and/or equipment servicing the building is ❑ feet ❑ meters ❑ above or ❑ below the HAG.
E5. Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodplain management
ordinance? ❑ Yes ❑ No ❑ Unknown. The local official must certify this information in Section G.
SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION
The property owner or owner's authorized representative who completes Sections A, B, and E for Zone A (without a FEMA-issued or community -lashed BFE),
or Zone AO must sign here. The statements in Sections A, A 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
oft hem I NW&HO
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, 1C (or E),
and G of this Elevation Certificate. Complete the applicable item(s) and sign below. Check the measurement used in Items G8. and G9.
G1. ❑ The information in Section C was taken from other documentation that has been signed and sealed by,a licensed surveyor, engineer, or architect who
is authorized by law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.)
G2. ❑ A community official completed Section E for a building located in Zone A (without a FEMA-issued or community -issued BFE) or Zone AO.
G3. ❑ The following information (Items G4.-G9.) is provided for community floodplain management purposes.
G4. Permit Number G5. Date Permit Issued G6. Date Certificate Of Compliance/dccupancy Issued
G7. This permit has been issued for: ❑ New Construction ❑ .Substantial Improvement
G8. Elevation of as -built lowest floor (including basement) of the building: _❑ feet ❑ meters (Pk) Datum
G9. BFE or (in Zone AO) depth of flooding at the building site: ❑ feet ❑ meters (PR) Datum
Local Official's Name Title
Community Name Telephone
Signature Date
Comments
171 Check here i<attat�Iffleifta
FEMA Form 81-31, February 2006 Replaces all previous editlons
SCALE 1" = 20'
BOUNDARY SURVEY
LOT 15
FND 1 /2" IRC
"PLS 5238'
6' CHAIN LINK FENCE^aY o^
'o
CERTIFIED TO:
Nancy V. Sanchez
Absolute Title Agency
Fidelity National Title Insurance Company �o
Central Florida Educators FCU 1-1
a-
O �
LEGAL DESCRIPTION
�'0
LOT 5, BLOCK 5, 3RD SECTION DREAMWOLD,
ACCORDING TO THE PLAT THEREOF AS RECORDED
IN PLAT BOOK 4, PAGE 70 OF THE PUBLIC RECORDS
OF SEMINOLE COUNTY, FLORIDA.
LOT 6
0Y10 Z9�
rQ, WOOD POWER POLE
Q CLEAN OUT
@ IRON ROD & CAP
.+ SPOT ELEVATION
--ii /. XI•1 :'
CONC
CONCRETE
CB
CONCRETE BLOCK
WF
WOOD FRAME
WM
WATER METER
COV
COVERED
IRON ROD AND CAP
IRC
PIPE
FND
FOUND
OHW
OVER HEAD WIRE
P
PLAT
M I
MEASURED
N&D
NAIL AND DISK
ID
IDENTIFICATION
NOTES
SET 5/8" IRC
"LB 6771"
LOT 16
6' WOOD FENCE
N00'09'34"W (M) 59.63' (M)
60.00' (P)
7' unurY
EASEMENT
SEPTIC TANK
DRAIN FEILD
LOT 5
BLOCK 5
D'
21.70'
0
LOT 17
FND 1/2" IRC
"PLS 5238"
n
�9ry
�E a c�
00
COV I
CONC to to
to U7
#2437
1 STORY CB
& WF RESIDENCE
FINISHED FLOOR= 37.37'
m
� N
O
13.70' I lal
N
3.00' AC ON do
u
CONC PAD I n
rn
00
Z
21,34'
CONC N
DRIVE I
LOT 4
SW CORNER
BLOCK 5
60.00' (P)wM �eN0012'59' (M) 59.90' (M) O 252.54' (M)
FND 1 /2" IRC OHW
"PLS 5238'
M�
�y.
MAILBOX ON ASPHALT PAVEMENT
CONC PAD
MARSHALL AVENUE
1. DATE OF FIELD SURVEY: 8/23/06
REVISED: 9/7/06 ADDED NOTE 7.
2. BEARINGS SHOWN HEREON ARE REFERENCED TO THE WEST LINE OF LOT 1,
SAID BEARING BEING N00'27.56"W (ASSUMED DATUM).
3. ELEVATIONS SHOWN HEREON ARE REFERENCED TO SEMONOLE COUNTY BENCH
MARK #5085201, BEING A NAIL & DISK HAVING AN ELEVATION OF 34.626' NAVD
1988.
4. UNDERGROUND IMPROVEMENTS AND/OR UTILITIES, IF ANY, WERE NOT
LOCATED DURING THE CONDUCT OF THIS SURVEY.
5. THIS SURVEY ONLY REFLECTS MATTERS OF RECORD AS PROVIDED BY THE
CLIENT. THE SURVEYOR HAS MADE NO INVESTIGATION OR INDEPENDENT SEARCH
FOR EASEMENTS, RIGHTS OF WAY, ENCUMBRANCES OR RESTRICTIONS THAT MAY
BE FOUND IN THE PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA.
6. SUBJECT LAND SHOWN HEREON LIES IN FLOOD ZONE "X" (AREAS OUTSIDE
THE 500—YEAR FLOODPLAIN) ACCORDING TO THE FEDERAL EMERGENCY
MANAGEMENT AGENCY, FLOOD INSURANCE RATE MAP, COMMUNITY No.120294,
PANEL 0045, SUFFIX E, HAVING AN EFFECTIVE DATE: APRIL 17,1995.
7. THE FINISHED FLOOR ELEVATION OF THE STRUCTURE LOCATED ON THE SUBJECT
PROPERTY SHOWN HEREON MEETS OR EXCEEDS THE REQUIREMENTS SET FORTH
IN CHAPTER 18. SECTION 18-4 (a) OF THE SANFORD CITY CODE.
CPR Go
CENTRAL FLORIDA CONSULTING SURVEYORS
629 Maitland Avenue - Altamonte Springs, FL 32701
Tel: (407) 767-0166 Fax: (407) 767-8558
email: cfcs6771@cfi.rr.com
Certificate of Authorization #LB6771
1 HEREBY CERTIFY THAT THIS BOUNDARY SURVEY
MEETS THE MINIMUM TECHNICAL STANDARDS SET FORTH BY THE
FLORIDA BOARD OF PROFESSIONAL SURVEYORS AND
MAPPERS IN CHAPTER 61G17-6, FLORIDA ADMINISTRATIVE
CODE RSUANT%TOO SECTION 472.027, FLORIDA STATUTES.
74
PAUL D. WATKINS PSM # 6315
NOT VALID WITHOUT THE SIGNATURE AND RAISED SEAL OF A
FLORIDA LICENSED SURVEYOR AND MAPPER
0
MTV
MIKE TANNOVS ENGINEERING
IN CORPORATE D
261 Live Oaks Boulevard - Casselberry • Florida • 32707
Tel: 407-332-8688 • Fax: 407-332-9598 • Email: MTEincorporated@aol.com
FIELD REPORT
Project Name/ 7 /hA"OW1. AU C Project Number:
Client: Y 1' 7 . iJ Date: 1-e�
MTE, Inc. Representative:
0
T 7?1F1AL--x/
A. to
U.S. DEPARTMENT OF HOMELAND SECURITY
Federal -Emergency Management Agency
National Flood Insurance Program
Al
ELEVATION CERTIFICATE
Important: Read the instructions on pages 1-8.
SECTION A - PROPERTY INFORMATION
Metro Development Group, Inc.
OMB No.1660-0008
Exoires February 28.2009
For
1
A2. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. I Company NAIL Number I
2437 Marshall Avenue 11
City Sanford State FL ZIP Code32771
A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.)
Lot 5, Block 5, 3rd Section Dreamwold, Plat Book 4, Page70, Seminole Co.,FL
A4. Building Use (e.g., Residential, Non -Residential, Addition, Accessory, etc.) Residential
A5. Latitude/Longitude: Lat. N28°47'15" Long. W81°16'45" Horizontal Datum: ❑ NAD 1927 ® NAD 1983
A6. Attach at least 2 photographs of the building if the Certificate is being used to obtain flood insurance.
A7. Building Diagram Numberl
A8. For a building with a crawl space or enclosure(s), provide A9. For a building with an attached garage, provide:
a) Square footage of crawl space or enclosure(s) sq ft a) Square footage of attached gartrge i AM eq ft
b) No. of permanent flood openings in the crawl space or b) No. of permanent flood openings in the attached garage
enclosure(s) walls within 1.0 foot above adjacent grade walls within 1.0 foot above adjacent grade
c) Total net area of flood openings in A8.b sq in c) Total net area of flood openings in A9.b _ sq In
SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION
61. NFIP Community Name & Community Number
B2. County Name
B3. State {
City Of Sanford 120294
Seminole
FL
B4. Map/Panel Number
B5. Suffix
B6. FIRM Index
Date
B7. FIRM Panel
Effective/Revised Date
B8. Flood
Zone(s)
B9. Base Flood Elevatfoh(s) (Zone
AO, use base flood depth)
0045
E
April 17, 1995
April 17, 1995
X
N/A
B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in Item B9.
❑ FIS Profile ® FIRM ❑ Community Determined ❑ Other (Describe)
611. Indicate elevation datum used for BFE in Item B9: ❑ NGVD 1929 ❑ NAVD 1988 ® Other (Describe) !3
B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? ❑Yes ONo
Designation Date [] CBRS ❑ OPA
SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED)
C1. Building elevations are based on: ❑ Construction Drawings' ❑ Building Under Construction' 0 Finished Construction
•A new Elevation Certificate will be required when construction of the building is complete.
C2. Elevations -Zones Al-A30, AE, AH, A (with BFE), VE, VI-V30, V (with BFE), AR, AR/A, AR/AE, AR/A1-A30, AR/AH, AR/AO. Complete Items C2.a-g
below according to the building diagram specified in Item A7.
Benchmark Utilized Seminole County #5065201Vertical Datum NAVD 1988
Conversion/Comments
3r;
Check the measurement used.
a) Top of bottom floor (including basement, crawl space, or enclosure floor)_ 37.4 ® feet ❑ meters (Puerto Rico only)
b) Top of the next higher floor _ - ❑ feet ❑ meters (Puerto Rico only)
c) Bottom of the lowest horizontal structural member (V Zones only) _ ❑ feet ❑ meters (Puerto Rico only)
d) Attached garage (top of slab) 2§1 ® feet ❑ meters (Puerto Rioo only)
e) Lowest elevation of machinery or equipment servicing the building 2Z.9 ® feet ❑ meters (Puerto Rico only)
(Describe type of equipment in Comments)
f) Lowest adjacent (finished) grade (LAG) 36.4 ® feet ❑ meters (Puerto Rico only)
g) Highest adjacent (finished) grade (HAG) 36.2 ® feet ❑ meters (Puerto Rico only)
SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CER ICATION
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 on this Certificate represents my best efforts to interpret the data adellab/e.
I understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, SecNor► 1001.
Check here if comments are provided on back of form. �E \
Certifier's Name Paul D. Watkins License Number PSM 631
Title Professional Surveyor and Mapper Company Name Central Florida Consulting Surveyors, Inc
Address 629 Maitland Avenue City Altamonte Springs State FL ZIP Code 32701
Signature Date Telephone (407) 767-0166
FEMA Form 81-31, February 2006 See reverse side for continuation. Replaces all previous editions
w
CITY OF SANFORD PERMIT APPLICATION
Lo+ 5-
Permit #: UJ J— 'f'I
Job Address: 7— L4
Description of Work:
I Square Footage
Historic District: Zoning: Value of Work: S r Sir . co
Permit Type: Building Electrical Mechanical Plumbing Fire Sprinkler/Alarm Pool
Electrical: New Service — # 4 AMPS Addition/Alteration Chapge of Service Temporary Pole
Mechanical: Residential Non -Residential Replacement New — (Duct Layout & Energy Calc. Required) 0 -�r7
Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines
Plumbing/New Residential: # of
,�4er Closets Plumbing Repair — Residential or Commercial
Occupancy Type: Residential Commercial Industrial
Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required )
Owners Name & Address:
Phone:
Contractor Name & Address:
Phone & Fax:
Bonding Company:
Address:
Mortgage Lender:
Address:
Architect/Engineer:
Address:
Phone:
Fax:
Application is hereby made to obtain a permit to do the work and installations as indicated. 1 certify that no work or installation has commenced prior to the
issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate
permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and
AIR CONDITIONERS, etc.
OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating
construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING
TWICE FOR IMPROVEMENTS TO YOUR PROPERTY, IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN
ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT.
NOTICE: In addition to the requirements of this permit, there may be additional restrictions aplkable to this
this county, and there may be additional permits required from other governmental eplities s h as)water. man
Acceptance of permit is verification that I will notify the owner of the
Signature of Owner/Agent Date
Print Owner/Agent's Name
Signature of Notary -State of Florida Date
Owner/Agent is _ Personally Known to Me or
_ Produced ID
APPROVALS: ZONING: UTIL: _ FD:
Special Conditions:
Rev 03/2006
of
of
Signature
Contractor/Agent is
Produced ID _
that may be found in the public records of
tgement istricts, state agencies, or federal agencies.
Lien La . FS 713.
Date
o Florida Date
4,, P`*e Dawn A. Canada
* : Commission # DD356104
Expires October 11, 2008
Personally Kno %nWTroyFain -jnwmm# inc WO-3 s7019
ENG: BLDG:
•
TRI-TECH AIR CONDITIONING, INC.
-"'R Gll Al'R i;oat �WKO. W.
100 HOW BLVD.
CASSEIBERRV, El. 31707
Power of Attorney
Hereby name and appoint. V V kq&---- ' Vn _ -------- of Tri-Tech Air Conditioning, Inc. to
be my lawful attorney. In fact to act for me and apply to the� t� _ _—vA�C---------
for an H. V.A.C. permit for work to be performed at
in L01
-- -------------------------------------
L1L I_- I a.L4&t-u _.UUc - - - -----------------------
And to sign my name and do
Charles T. Trier CAC04264E
:) this appointment.
Acknowledged:
Sworn to and subscribed before me this ----------- day of
Notary Public - State of Florida - cSc'r ocl e ��.1._(f�
My Commission Expires
oPP pva�� Dawn A. Canada
Commission # DD356104
Expires October 11,
C1F W. %r4W Tmy Fain • InWr/nc•. Inc lop. 5101i
CITY OF SANFORD PERMIT APPLICATION
Permit #
ki\5 �
Date:
w -,),k 'aL
Job Address:�'� c S�s4l\
Description of Work: ' p �~�' ` ±h Total Square Footage
Historic District: Zoning: Value of Work: Sz3te:z�j
Permit Type: Building Electrical Mechanical Plumbing Fire Sprinkler/Alarm Pool
Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole
Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy C:alc. Required)
Plumbing/ New Commercial: # of Fixtures _ # of Water & Sewer Lines # of Gas Lines
Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial
Occupancy Type: Residential 44- Commercial Industrial
Construction Type: # of Stories: \ # of Dwelling Units: Flood Zone: (FEMA form required)
Owners Name & Address:
Phone: A6)
Contractor Name & Address: "^ ^c '.x►<-pu �, �. c tl�%1 i
State License Number:- _
Phone & Fax: Contact Person: Phone: Als-1 1L
Bonding Company:
Address:
Mortgage
Address:
Architect/
Address:
Fax:
Application is hereby made to obtain a permit to do the work and installations as indicated. 1 certify that no work or installation has commenced prior to the
issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate
permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and
AIR CONDITIONERS, etc.
OWNER'S AFFIDAVIT: 1 certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating
construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING
TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN
ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT.
NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of
this county, and there may be additional permits required from other governmental entities such a?-wat,,r management districts, state agencies, or federal agencies.
Acceptance of permit is verification that I will notify the owner of the property of the requiremen%s off n�a L`3 , FS 713.
Signature of Owner/Agent
Print Owner/Agent's Name
Date
Signature of Notary -State of Florida Date
Owner/Agent is _
Produced ID
APPROVALS: ZONING:
Special Conditions:
Rev 0312006
Personally Known to Me or
L1y1111
FD:
Date
Name
Signature of Notary -State of Florida Date
Contractor/Agent is Personally Known to Me or
Produced ID
ENG:
BLDG:
c:>(-
Permit # : �5 5
Job Address: A
Description of Work:
Historic District:
Zoning:
CITY OF SANFORD PERMIT APPLICATION �
Date: 3 .4 d v
Total Square Footage N6
Value of Work: $ 9000
Permit Type: Building Electrical " Mechanical Plumbing Fire Sprinkler/Alarm Pool
Electrical: New Service — # of AMPS 150 Addition/Alteration Change of Service Temporary Pole
Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Calc. Required)
Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines
Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial
Occupancy Type: Residential X Commercial Industrial
Construction Type: 1JIv- # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required )
Owners Name & Address:
^ Phone:
Contractor N � /^► & Address: /lE tv l o4 L �rI
State License Number: itQ�`_ _
Phone & Fax: t 7 - 47 • ontact Person: r' iv L✓ i Phone: Y07-.d/ %! J
Bonding Company:
Address:
Mortgage Lender:
Address:
Architect/Engineer:
Address:
Phone:
Fax:
Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the
issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. 1 understand that a separate
permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and
AIR CONDITIONERS, etc.
OWNER'S AFFIDAVIT: 1 certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating
construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING
TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN
ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT.
NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of
this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies.
Acceptance of permit is verification that 1 will notify the owner of the property of the require 7zra
Lien Law, 7 3.
Signature of Owner/Agent Date Signature of Contractor/Agent Date
446 1.1 WTIr
Print Owner/Agent's Name Print tractor�/Age 's Name
Signature of Notary -State of Florida Date Signature of Notary -State of Florida Date
Owner/Agent is _ Personally Known to Me or
Produced ID
APPROVALS: ZONING:
Special Conditions:
Rev 03/2006
UTIL: FD:
Contractor/Agent is _ Personally Known to Me or
Produced ID
ENG:
BLDG:
Q
REVISION
PERMIT # O. - / 5/ DATE �3 �Z& lD G
PROJECT ADDRESS Qz137 A eneve
CONTRACTOR /i%jryc vc%arr�e �rOUI7, roc.
PHONE # 7-�5 -�7// FAX # �7-.599- 733
DESCRIPTION OF REVISIONc . �SCd �i tSS ,�r,Gli/ICG /i�ri
UTILITY DEPT
FIRE PREVENTION
PLANNING
BUILDING
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TRUSSWAY, LTD
TR Build Right From The Start!
www. trusswa y. com
ROOF TRUSS ENGMEERING
FOR:
SANFORD HOUSING PROJECT
SANFORD, FLORIDA
3UILDING TYPES:
LDG I�'J
MANUFACTURING, SALES AND
DESIGN LOCATIONS
LOCATION
_ACWORTH, GA _ _ _
OFFICE NUMBER
770) 975-5777 ._
FAx NUMBER.,.
A770) 975-3322_ _
CHANDLER AZ
602 273-7323
4$096i-0729
CLINTON NC
(910) 299-0690
910 299-0692
Co_WP_ENS, SC
864) 463-2914
t864) 463.2917
FRED_ERICKSBURG, VA
(540) 898-3477 _.
�5410) 898-3885
HOUSTON TX
(713) 691-6900
(7i 3) 691-2064�
HURST TX
(817) 589-1467
(817) 595-1097 !
JACKSON MI
(517) 764,1405
(435) 603-3756
LIBERTY NC _ _ _
MICHIGAN CITY, IN
ORLANDO, FL
(336) 622_-2244
(219) 872-3608
(407) 857-2777
(336) 622-3111
(800) 859-1166
(407) 851-7899
_
SPARTA, MI
(616) 887-8264
(800) 748-0202
SALES AND DESIGN LOCATIONS
7• • •
A_STIN� TX_
E_W_EE VALLEY,
CHARLOTTE, NC
HIGH POINT, NC
INGELSIDE IL
PATCHOUE, NY
7
1
(815) 344-4740
(631) 363_-0151
H
336L883-6939
815 344-4740
631) 363-0054
I.\
6h,�1b,-.MA
885o Trussway Blvd.
Orlando, FL 32824
Phone: (407) 857-2777 Fax: (4o7) 851-7899
Operations Mgr. Jim Thomas
Design Mgr. Rene Pena
Sales Rep. FRANK RODRIGUEZ
ROOF TRUSS ENGINEERING
FOR:
SANFORD HOUSING PROJECT
SANFORD, FLORIDA
BUILDING TYPES:
BLDC 1-7
TRUSSWAY JOB NUMBER:
53107
TRANSMITTED TO:
METRO DEVELOPMENT
JOBSITE CONTACT:
MR. GARYHUGGINS
0
----------------------
VERSION 1.01 - 06/24/03
Trussway, Ltd.
Southeastern Division
8850 Trussway Blvd.
Orlando, FL 32824
Ph. (407) 857-2777
Fax (407) 857-7855
Project: Metro Development Sanford Housing
City of Sanford, Florida, Seminole County
Truss Design Loads (Individual Drawings may show Special Loading Conditions)
Gravity - Roof 40 psf Total Load
Wind: 120 mph as per ASCE 7-98 & FBC2001, Truss design software: Mitek202O
Trusses are designed for an Enclosed building condition as per building designer, assuming
doors and windows are protected from windborne debris impact as per Fla. Bldg. Code
1606.1.4
Name, Address and License # of Structural Engineer of Record for the Building:
Name: Kenneth H. Ehlers License # 18243
Address: 6034 Falconbridge Place, Mount Dora, FL 32757
This package includes truss design drawings with individual date of design.
These trusses are listed below and on the attached spreadsheet. These truss designs have been
prepared by Trussway Ltd., under my direct supervision based on the parameters provided and
shown on the truss drawings.
The seal on this letter indicates acceptance of professional engineering responsibility
solely for the truss drawings attached. The suitability and use of these components for any
particular building is the responsibility of the building designer, per ANSI/TPI-1995 Sec.2. This
is in accordance with Rule 61 G5-31.003, Section 5 of the Florida Board of Professional
Engineers.
R01-RG2, HR01-3, J01-J210A, V01-V2-4
March 10, 2006
Delegated Truss Design Engineer Date
Registered Professional Engineer, State of Florida
Iqbal H.A. Gagan, PE / FL License Number # 25389
8850 Trussway Boulevard
Orlando, Florida 32824
407-857-2777
TRUSSWAY, LTD. - ROOF SPREAD SHEET
PROJECT: SANFORD HOUSING Job #: 53107
Builder: METRO DEVELOPMENT rev:
City: SANFORD Notes:
State: FL Plant: Orl
Dwn By: Bc Chk By:
Salesmen: ds Item Count: 40
Pitch
Span
Description
BLDG
1
2
3
4
5
6
7
Total
LVL
1
1
1
1
1
1
1
TYPE
FCTR
REV
I
I
I
I
I
I
I
4.00
38-00-00
ROOF TRUSS
R01
59.81
1
1
1
1
1
1
1
7
4.00
38-00-00
ROOF TRUSS
R01A('2F
56.08
2
2
2
2
2
2
2
14
4.00
38-00-00
ROOF TRUSS
R02
49.41
1
1
1
1
1
1
1
7
4.00
38-00-00
ROOF TRUSS
R02A
48.63
1
1
1
1
1
1
1
7
4.00
38-00-00
ROOF TRUSS
R03
48.63
1
1
1
1
1
1
1
7
4.00
38-00-00
ROOF TRUSS
R03A
47.84
1
1
1
1
1
1
1
7
4.00
38-00-00
ROOF TRUSS
R04
50.19
1
1
1
1
1
1
1
7
4.00
38-00-00
ROOF TRUSS
R04A
49.41
1
1
1
1
1
1
1
7
4.00
38-00-00
ROOF TRUSS
R05
50.19
1
1
1
1
1
1
1
7
4.00
38-00-00
ROOF TRUSS
R05A
51.76
1
1
1
1
1
1
1
7
4.00
38-00-00
ROOF TRUSS
R06
52.55
1
1
1
1
1
1
1
7
4.00
38-00-00
ROOF TRUSS
R06A
52.55
1
1
1
1
1
1
1
7
4.00
38-00-00
ROOF TRUSS
R07
48.24
5
5
5
5
5
5
5
35
4.00
21-04-00
ROOF TRUSS
R20
32.16
1
1
1
1
1
1
1
7
4.00
21-04-00
ROOF TRUSS
R21
25.88
1
1
1
1
1
1
1
7
4.00
21-04-00
ROOF TRUSS
R22
24.31
2
2
2
2
2
2
2
14
4.00
21-04-00
ROOF TRUSS
R23
23.53
3
3
3
3
3
3
3
21
4.00
24-04-00
ROOF TRUSS
R30
30.98
1
1
1
1
1
1
1
7
4.00
24-04-00
ROOF TRUSS
R31
34.51
1
1
1
1
1
1
1
7
4.00
24-04-00
ROOF TRUSS
R32
30.59
1
1
1
1
1
1
1
7
4.00
24-04-00
ROOF TRUSS
R33
32.55
1
1
1
1
1
1
1
7
4.00
07-00-00
ROOF TRUSS
R40
8.24
1
1
1
1
1
1
1
7
4.00
07-00-00
ROOF TRUSS
R41
7.45
1
1
1
1
1
1
1
7
4.00
07-00-00
ROOF TRUSS
RG1
10.39
1
1
1
1
1
1
1
7
4.00
06-04-00
ROOF TRUSS
RG2
10.39
1
1
1
1
1
1
1
7
2.83
09-09-05
ROOF TRUSS
HR01
11.76
5
5
5
5
5
5
5
35
2.83
04-01-07
ROOF TRUSS
HR02
5.10
2
2
2
2
2
2
2
14
2.83
03-11-05
ROOF TRUSS
HR03
3.92
1
1
1
1
1
1
1
7
4.00
01-00-00
ROOF TRUSS
J01
2.35
16
16
16
16
16
16
16
112
4.00
03-00-00
ROOF TRUSS
J03
3.92
12
12
12
12
12
12
12
84
4.00
05-00-00
ROOF TRUSS
J05
5.10
10
10
10
10
10
10
10
70
4.00
07-00-00
ROOF TRUSS
J07
T45
22
22
22
22
22
22
22
154
4.00
02-10-08
ROOF TRUSS
J210
3.92
1
1
1
1
1
1
1
7
4.00
02-10-08
ROOF TRUSS
J210A
3.14
1
1
1
1
1
1
1
7
4.00
03-10-08
ROOF TRUSS
Vol
3.14
2
2
2
2
2
2
2
14
4.00
07-10-08
ROOF TRUSS
V02
6.28
1
1
1
1
1
1
1
7
4.00
03-11-04
ROOF TRUSS
V2
3.92
1
1
1
1
1
1
1
7
4.00
05-11-04
MONO TRUSS
V3
5.49
1
1
1
1
1
1
1
7
4.00
03-11-04
MONO TRUSS
V4
3.92
1
1
1
1
1
1
1
7
RH3
7
7
7
7
7
7
7
49
Print Date: 11/04/2005 08:46:58 AM
Job iTruss Truss Type 'QtY Ply 153107 / METRO DEW Sanford Housing / Bc
53107 HR01ROOF TRUSS 1 1 j
Job Reference (optional)
j Trussway, Orlando, FI 6.100 a Sep 17 2004 MiTek Industries, Inc. Wed Oct 26 17:00:06 2005 Page 1
i
-1$ 8 5-11-14 9-9-5
1-8-8 5-11-14 3-9-7
Scale = 1:19.5
2x3 11
D
2.83112
2x3 Z� I--"
EV2
2 j I
F B�
E
4x6 = 3x4 =
I
5-11-14 + 9-9-5
5-11-14 3-9-7 _
LOADING (psf) SPACING 2-0-0 CSI DEFL in (Inc) I/defl Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.57 Vert(LL) 0.35 B-E >315 240 I MT20 244/190
TCDL 10.0 Lumber Increase 1.25 SC 0.83 Vert(TQ -0.56 B-E >201 180 I
BCLL 0.0 ! Rep Stress Incr NO WB 0.24 j Horz(TL) 0.01 E n/a n/a
BCDL 10.0 Code FBC2001/ANSI95 I (Matrix) I Weight: 41 lb
LUMBER 5) "Fix heels only" Member end fixity model was used
TOP CHORD 2 X 4 SYP No.2 in the analysis and design of this truss.
BOT CHORD 2 X 4 SYP No.2 6) In the LOAD CASE(S) section, loads applied to the
WEBS 2 X 4 SYP No.3 face of the truss are noted as front (F) or back (B).
7) NOTE: Refer to yellow bracing and/or T-1 sheet for
BRACING more information.
TOP CHORD 8) NOTE: The seal on this drawing indicates
Sheathed or 6-0-0 oc purlins, except end verticals. acceptance of professional engineering
BOT CHORD responsibility solely for the truss component design
Rigid ceiling directly applied or 8-6-11 oc bracing. shown.
9) NOTE: Trusses are designed for an Enclosed
REACTIONS (lb/size) building condition as per building designer,
E = 603/Mechanical assuming doors and windows are protected from j
B = 440/0-11-0 windborne debris impact as per Fla. Bldg. Code
Max Horz 1606.1.4
B = 264(load case 3)
Max Uplift LOAD CASE(S)
E _-309(load case 3) Standard
B =-281(load case 3) 1) Regular: Lumber Increase=1.25, Plate
Increase=1.25
FORCES (lb) Uniform Loads (plf)
Maximum Compression/Maximum Tension Vert: A-F=-60
TOP CHORD Trapezoidal Loads (pif)
A-F = 0/18 B-F = 0/18 Vert: F=0(F=30, B=30)-to-D=-147(F=-43, B=-43),
B-C=-792/247 C-D=-110/33 B=-2(F=9, B=9)-to-E=-49(F=-14, B=-14)
D-E _-2001120 j
BOT CHORD
B-E _-470/758
WEBS
C-E _-8041427
I
NOTES (7-9)
i 1) Wind: ASCE 7-98; 120mph (3-second gust); h=15ft;
TCDL=S.Opsf; BCDL=5.Opsf; Category ll; Exp B;
enclosed; MWFRS interior zone; cantilever left and right
exposed; porch left and right exposed; Lumber
DOL=1.33 plate grip DOL=1.33.
j 2) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads. L- --�
3) Refer to girder(s) for truss to truss connections.
14) Provide mechanical connection (by others) of truss to IQBAL H.A. GAGAN P.E. # 25389
bearing plate capable of withstanding 309 lb uplift at 8860 Trussway dot l24vard
joint E and 281 lb uplift at joint B. Orlando, FL L.,
o 4 24UG
JJob
Truss
Truss Type otv Ply 53107 / METRO DE V/ Sanford Housing / Bc
53107
HR02
! ROOF TRUSS 1 1
j
Job Reference (optional)
Trussway, Orlando, F1
6.100 a Sep 17 2004
MiTek Industries, Inc. Wed Od 26 17:00:32 2005 Page 1
4-1-7
i
1-8-8
4-1-7
i
Scale = 1:9.8i
C
2.83 12
~ E
B T1
iy
I^!^_
D
3x3
4-1-0
4-,1-7
4-1-0
0-0-7
LOADING (psf)
SPACING 2-0-0
CSI
I DEFL in (loc) I/deft
L/d PLATES GRIP
TCLL 20.0
Plates Increase 1.25
i TC 0.26
Vert(LL) 0.02 B-D >999
240 MT20 244/190
TCDL 10.0
Lumber Increase 1.25
BC 0.11
Vert(TL) -0.02 B-D >999
180
BCLL 0.0
Rep Stress Incr NO
( WB 0.00
Horz(TL) -0.00 C
BCDL 10.0
Code FBC2001/ANS195
(Matrix)
IWeight:
151b
LUMBER
4) Provide mechanical connection (by others) of truss
TOP CHORD 2 X 4 SYP No.2
to bearing plate capable of withstanding 12 lb uplift at
BOT CHORD 2 X 4 SYP No.2
joint C, 185 lb uplift at joint B and 42 lb uplift at joint D.
5) Beveled plate or shim required to provide full
BRACING
bearing surface with truss chord at joint(s) C.
TOP CHORD
6) "Fix heels only" Member end fixity model was used
Sheathed or 4-1-7 oc purlins.
in the analysis and design of this truss.
BOT CHORD
7) In the LOAD CASE(S) section, loads applied to the
Rigid ceiling directly applied or 10-0-0 oc bracing,
face of the truss are noted as front (F) or back (B).
8) NOTE: Refer to yellow bracing and/or T-1 sheet for
REACTIONS (lb/size)
more information.
C = 48/0-3-8
9) NOTE: The seal on this drawing indicates
B = 196/0-11-5
acceptance of professional engineering
D = 27/Mechanical
responsibility solely for the truss component design
Max Horz
shown.
B = 40(load case 3)
10) NOTE: Trusses are designed for an Enclosed
Max Uplift
building condition as per building designer,
C =-12(load case 4)
assuming doors and windows are protected from
B =-185(load case 3)
windborne debris impact as per Fla. Bldg. Code
i
D =-42(load case 3)
1606.1.4
Max Grav
C = 48(load case 1)
LOAD CASE(S)
B = 196(load case 1)
Standard
D = 64(load case 2)
1) Regular: Lumber Increase=1.25, Plate
Increase=1.25
FORCES (lb)
Uniform Loads (plf)
Maximum Compression/Maximum Tension
Vert: A-E=-60
TOP CHORD
Trapezoidal Loads (plf)
A-E = 0/18 B-E = 0/18
Vert: E=-O(F=30, B=30)-to-C=-62(F=-1, B=-1),
B-C = -20/7
B=-2(F=9, B=9)-to-D=-21(F=-0, B=-0)
BOT CHORD
B-D = 0/0
NOTES (8-10)
1) Wind: ASCE 7-98; 120mph (3-second gust); h=15ft;
TCDL=5.Opsf; BCDL=5.Opsf; Category Il; Exp B;
enclosed; MWFRS interior zone; cantilever left and right
exposed ; porch left and right exposed; Lumber
DOL=1.33 plate grip DOL=1.33.
l
IQBAL N.A. GAGAN L#25389
2) This truss has been designed for a 10.0 psf bottom
8850 Trussw
chord live load nonconcurrent with any other live loads.
Orlando, R. 32824
3) Refer to girder(s) for truss to truss connections.
7flf
I Itu,
Job ;Truss Truss Type ocy Plv 53107 /METRO DEV/ Sanford Housing / Bc --
53107 i HR03 i ROOF TRUSS 1 1
Job Reference (optional)
Trussway, Orlando, FI 6.100 a Sep 17 2004 MiTek Industries, Inc. Wed Oct 26 17:00:32 2005 Page 1
i
i
1-8-8 3-11-5
1-8 8 3-11-5
Scale = 1:9.51
C
2.83 ;12
B N
E T7
i B1
d J.
I
3x3 =
I
3-11-5
- J
3-11-5 j
LOADING (psf) I SPACING 2-0-0 I CSI I DEFL in (loc) I/deft Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.46 Vert(LL) -0.01 B-D >999 240 i MT20 244/190
TCDL 10.0 Lumber Increase 1.25 BC 0.17 Vert(TL) -0.01 B-D >999 180
BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 C n/a n/a
BCDL 10.0 Code FBC2001/ANS195 (Matrix) I Weight: 15lb --,
LUMBER 5) "Fix heels only" Member end fixity model was used j
TOP CHORD 2 X 4 SYP No.3 in the analysis and design of this truss. j
BOT CHORD 2 X 4 SYP No.3 6) In the LOAD CASE(S) section, loads applied to the
face of the truss are noted as front (F) or back (B).
BRACING 7) NOTE: Refer to yellow bracing and/or T-1 sheet for
TOP CHORD more information.
Sheathed or 3-11-5 oc purlins. 8) NOTE: The seal on this drawing indicates
BOT CHORD acceptance of professional engineering
Rigid ceiling directly applied or 10-0-0 oc bracing. responsibility solely for the truss component design
shown.
REACTIONS (lb/size) 9) NOTE: Trusses are designed for an Enclosed
C = 39/Mechanical building condition as per building designer,
B = 192/0-11-5 assuming doors and windows are protected from
D = 24/0-3-8 windborne debris impact as per Fla. Bldg. Code
Max Horz 1606.1.4
B = 38(load case 3)
Max Uplift LOAD CASE(S)
C =-10(load case 4) Standard
B-130(load case 3) 1) Regular: Lumber Increase=1.25, Plate
Max Grav Increase=1.25
C 39(load case 1) Uniform Loads (plf)
B 192(load case 1) Vert: A-E=-60
D - 58(load case 2) Trapezoidal Loads (plf) j
Vert: E=-0(F=30, B=30)-to-C=-59(F=O, B=0),
FORCES (lb) B=-2(F=9, B=9)-to-D=-20(F=O, B=0)
Maximum Compression/Maximum Tension
TOP CHORD
A-E = 0/18 B-E = 0/18
B-C = -19/5
BOT CHORD
B-D = O/0
NOTES (7-9)
1) Wind: ASCE 7-98; 120mph (3-second gust); h=15ft;
TCDL=S.Opsf; BCDL=S.Opsf; Category 11; Exp B;
enclosed; MWFRS interior zone; cantilever left and right
exposed ; Lumber DOL=1.33 plate grip DOL=1.33.
2) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
3) Refer to girder(s) for truss to truss connections.
4) Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 10 lb uplift at joint IQBAL H.A. GAGAN P.E. IV25389
C and 130 lb uplift at joint B. 8850 Trusswa boulevard
-- - - ---_ __-_-- Qdando>.FL^32824-------
MAR �+
�w i russ i cuss type i my NI 9
i y ! DEV/ Sanford Housing / Bc
53107 'J01 ;ROOF TRUSS 11 1
I Job Reference (optional)
Trussway, Orlando, FI 6.100 a Sep 17 2004 MiTek Industries, Inc. 1Ved Oct 26 17:00:32 2005 Page 1
i
-1-2-8 1-0-0
1-2-8 1.0-0 r/
Scale = 1:4.61
A I
1
LOADING (psf)
SPACING
2-0-0
TCLL
20.0
Plates Increase
1.25
TCDL
10.0
Lumber Increase
1.25
BCLL
0.0
Rep Stress Incr
YES
BCDL
10.0
Code FBC20011ANS195
LUMBER
TOP CHORD 2 X 4 SYP No.3
BOT CHORD 2 X 4 SYP No.3
BRACING
TOP CHORD
Sheathed or 1-0-0 oc pudins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size)
C = -20/Mechanical
B = 161/0-4-0
D = 10/Mechanical
Max Horz
B = 36(load case 4)
Max Uplift
C =-20(load case 1)
B =-128(load case 4)
D =-9(load case 4)
Max Grav
C = 29(load case 4)
B = 161(load case 1)
D = 19(load case 2)
FORCES (lb)
Maximum Compression/Maximum Tension
TOP CHORD
A-B = 0/21 B-C = -27/19
BOT CHORD
B-D = 0/0
NOTES (6-8)
1) Wind: ASCE 7-98; 120mph (3-second gust); h=15ft;
TCDL=S.Opsf; BCDL=S.Opsf; Category Il; Exp B;
enclosed; MWFRS interior zone and C-C Interior(1)
zone; cantilever left and right exposed ; porch left
exposed; Lumber DOL=1.33 plate grip DOL=1.33. This
truss is designed for C-C for members and forces, and
for MWFRS for reactions specified.
2) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
3) Refer to girder(s) for truss to truss connections.
CSI DEFL in (loc) I/defl
TC 0.23 Vert(LL) -0.00 B >999
BC 0.02 Vert(TL) -0.00 B >999
WB 0.00 Horz(TL) 0.00 C n/a
(Matrix)
4) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 20 lb uplift at
joint C, 128 lb uplift at joint B and 9 lb uplift at joint D.
5) "Fix heels only" Member end fixity model was used
in the analysis and design of this truss.
6) NOTE: Refer to yellow bracing and/or T-1 sheet for
more information.
7) NOTE: The seal on this drawing indicates
acceptance of professional engineering
responsibility solely for the truss component design
shown.
8) NOTE: Trusses are designed for an Enclosed
building condition as per building designer,
assuming doors and windows are protected from
windborne debris impact as per Fla. Bldg. Code
1606.1.4
LOAD CASE(S)
Standard
e
Ud PLATES GRIP
240 MT20 244/190
180
n/a
Weight: 5 lb
IQBAL H.A. GAGAN, P.E. # 25389
8860 Trussway Boulevard 28
Orlando
MAR 1 11 ZUUU
53107
LOADING (psf)
TCLL 20.0
TCDL 10.0
BCLL 0.0
BCDL 10.0
Truss
J03
1-2-8
B
SPACING 2-0-0
Plates Increase 1.25
Lumber Increase 1.25
Rep Stress Incr YES
Code FBC2001/ANS195
LUMBER
TOP CHORD 2 X 4 SYP No.3
BOT CHORD 2 X 4 SYP No.3
BRACING
TOP CHORD
Sheathed or 3-0-0 oc purlins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size)
C =
63/Mechanical
B =
214/0-4-0
D =
28/Mechanical
Max Horz
B =
61(load case 4)
Max Uplift
C _
-27(load case 4)
B =
-147(load case 4)
D =
-28(load case 4)
Max Grav
C =
63(load case 1)
B =
214(load case 1)
D =
55(load case 2)
FORCES (lb)
Maximum Compression/Maximum Tension
TOP CHORD
A-B = 0/22 B-C = -35116
BOT CHORD
B-D = 0/0
ROOFTRUSS
NOTES (6-8)
1) Wind: ASCE 7-98; 120mph (3-second gust); h=15ft;
TCDL=5.Opsf; BCDL=5.Opsf; Category II; Exp B;
enclosed; MWFRS interior zone and C-C Interior(1)
zone; cantilever left and right exposed ; porch left
exposed; Lumber DOL=1.33 plate grip DOL=1.33. This
truss is designed for C-C for members and forces, and
for MWFRS for reactions specified.
2) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
3) Refer to girder(s) for truss to truss connections.
3x3 =
Q1y Ply 53107 / METRO DEV/ Sanford
1 1
Job Reference (optional)
6.100 a Sep 17 2004 MiTek Industries, Inc. Wed Oct 26
3-0-0
3-0-0
4.00 12
T1
B1
ng
C
It)
3-0-0
CSI
DEFL in floc) I/deft
Ud PLATES GRIP
TC 0.27
Vert(LL) 0.01 B-D >999
240 MT20 244/190
BC 0.19
Vert(TL) 0.01 B-D >999
180
WB 0.00
Horz(TL) -0.00 C n/a
n/a
(Matrix)
i Weight: 11lb
4) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 27 lb uplift at
joint C, 147 lb uplift at joint B and 28 lb uplift at joint D.
5) "Fix heels only" Member end fixity model was used
in the analysis and design of this truss.
6) NOTE: Refer to yellow bracing and/or T-1 sheet for
more information.
7) NOTE: The seal on this drawing indicates
acceptance of professional engineering
responsibility solely for the truss component design
shown.
8) NOTE: Trusses are designed for an Enclosed
building condition as per building designer,
assuming doors and windows are protected from
windborne debris impact as per Fla. Bldg. Code
1606.1.4
LOAD CASE(S)
Standard
IGBAL H.A. GAG P.E. # 6389
8850 Trusswayy boulevard
Orlando, FL. 32824
I]
MAR 14 Z05
Job iTruss — Truss Type oty Ply 53107 / METRO DEV/ Sanford Housing / Bc —
!
53107 J05 ROOF TRUSS 1 1
Job Reference (optional)
Trussway, Orlando, FI
6.100 a Sep 17 2004 MiTek Industries, Inc. Wed Oct 26 17:00:33 2005 Page 1
j 1-2 8
5-M
1-2-8
5-0-0
10.7t
4.00 12
'a
i
I
fi
B
3x3 =
5-0-0
5-0-0
LOADING (psf)
TCLL 20.0
SPACING 2-0-0
Plates Increase 1.25
CSI DEFL in (loc) I/deft Ud
TC 0.26 Vert(LL) 0.10 B-D >564 240
PLATES GRIP
MT20 244/190
TCDL 10.0
Lumber Increase 1.25
BC 0.31 Vert(TQ 0.09 B-D >652 180
BCLL 0.0
Rep Stress Incr YES
WB 0.00 I Horz(TL) -0.00 C n/a n/a
BCDL 10.0
Code FBC2001/ANSI95
(Matrix)
Weight: 17lb
LUMBER
4) Provide mechanical connection (by others) of truss
TOP CHORD 2 X 4 SYP No.2
to bearing plate capable of withstanding 68 lb uplift at
BOT CHORD 2 X 4 SYP No.2
joint C, 183 lb uplift at joint B and 47 lb uplift at joint D.
5) "Fix heels only" Member end fixity model was used
BRACING
in the analysis and design of this truss.
TOP CHORD
6) NOTE: Refer to yellow bracing and/or T-1 sheet for
Sheathed or 5-0-0 oc purlins.
more information.
BOT CHORD
7) NOTE: The seal on this drawing indicates
Rigid ceiling directly applied or 10-0-0 oc bracing.
acceptance of professional engineering
responsibility solely for the truss component design
REACTIONS (lb/size)
shown.
C = 131/Mechanical
8) NOTE: Trusses are designed for an Enclosed
B = 285/0-4-0
building condition as per building designer,
D = 48/Mechanical
assuming doors and windows are protected from
Max Horz
windborne debris impact as per Fla. Bldg. Code i
B = 86(load case 4)
1606.1 A
Max Uplift
C =-68(load case 4)
LOAD CASE(S)
B =-183(load case 4)
Standard
D =-47(load case 4)
Max Grav
C = 131(load case 1)
B = 285(load case 1)
D = 95(load case 2)
FORCES (lb)
Maximum Compression/Maximum Tension
TOP CHORD
A-B = 0/22 B-C = -51/34
BOTCHORD
B-D = 0/0
NOTES (6-8)
1) Wind: ASCE 7-98; 120mph (3-second gust); h=15ft;
TCDL=S.Opsf; BCDL=S.Opsf; Category 11; Exp B;
enclosed; MWFRS interior zone and C-C Interior(1)
zone; cantilever left and right exposed ; porch left
exposed; Lumber DOL=1.33 plate grip DOL=1.33. This
j
truss is designed for C-C for members and forces, and
for MWFRS for reactions specified.
2) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
3) Refer to girder(s) for truss to truss connections.
IQBAL H.A. GAGAN P.E. # 25389
Orlando, FL. 32824
MAR 1
ng / Bc
53107
1-2-8
J07
B
3x3
LOADING (psf)
SPACING
2-0-0
TCLL
20.0
Plates Increase
1.25
TCDL
10.0
Lumber Increase
1.25
BCLL
0.0
Rep Stress Incr
YES
BCDL
10.0
I
Code FBC2001/ANS195
LUMBER
TOP CHORD 2 X 4 SYP No.2
BOT CHORD 2 X 4 SYP No.2
WEBS 2 X 4 SYP No.3
BRACING
TOP CHORD
Sheathed or 6-0-0 oc purlins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size)
D =
154/Mechanical
B =
367/0-8-0
E =
99/Mechanical
Max Horz
B =
112(load case 4)
Max Uplift
D =
-92(load case 4)
B =
-230(load case 4)
E _
-73(load case 4)
Max Grav
D =
154(load case 1)
B =
367(load case 1)
E =
112(load case 2)
FORCES (lb)
Maximum Compression/Maximum Tension
TOP CHORD
A-B = 0122
B-C = -61/0
C-D = -59/42
BOT CHORD
B-F = 0/0
E-F = 0/0
WEBS
C-F = -71/43
ROOFTRUSS
1 I 1
6.100eSep 1
7-0-0
7-0-0
4.00 12
2x3 I I
C
i !�W4
F
2x3 11
-0-0
CSI DEFL in (loc) I/defl
TC 0.48 Vert(LL) 0.29 E-F >273
BC 0.44 Vert(TL) 0.24 E-F >327
WB 0.01 Horz(TL) -0.01 D n/a
(Matrix)
L/d PLATES GRIP
240 MT20 244/190
180
n/a
Weight: 25 lb
NOTES (6-8)
1) Wind: ASCE 7-98; 120mph (3-second gust);
h=15ft; TCDL=5.0psf; BCDL=5.0psf; Category II; Exp
B; enclosed; MWFRS interior zone and C-C Interior(1)
zone; cantilever left and right exposed ; porch left
exposed; Lumber DOL=1.33 plate grip DOL=1.33.
This truss is designed for C-C for members and forces
, and for MWFRS for reactions specified.
2) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
3) Refer to girder(s) for truss to truss connections.
4) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 92 lb uplift at
joint D, 230 lb uplift at joint B and 73 lb uplift at joint E.
5) "Fix heels only" Member end fixity model was used
in the analysis and design of this truss.
6) NOTE: Refer to yellow bracing and/or T-1 sheet for
more information.
7) NOTE: The seal on this drawing indicates
acceptance of professional engineering
responsibility solely for the truss component design
shown.
8) NOTE: Trusses are designed for an Enclosed
building condition as per building designer,
assuming d664'*hd windows are protected from
windborne debris impact as per Fla. Bldg. Code
1606.1.4
LOAD CASE(S)
Standard
R
E
-t-�
GAGAN, P.E. # 2!
Joli Truss—
Truss Type Q1Y PIY 53107 / METRO DEV/ Sanford Housing / Bc
53107 J210
ROOF TRUSS 1 1
Job Reference (optional)
Trussway, Orlando, FI
6.100 a Sep 17 2004 MiTek Industries, Inc. Wed Oct 26 17:00:34 2005 Page 1 _1I
-1-2-8
2-10-8 C
1-2-8
2-10-8
ea1e, 1:1.01
4.001 1 2
B
T1
B1
I D
2-10-8
— 2108
LOADING (psf)
SPACING 2-0-0
CSI DEFL in (loc) I/deft Ud
PLATES GRIP
TCLL 20.0
Plates Increase 1.25
TC 0.33 Vert(LL) -0.00 B-D >999 240
MT20 244/190
TCDL 10.0
Lumber Increase 1.25
I
BC 0.10 Vert(TL) -0.00 B-D >999 180
BCLL 0.0
Rep Stress Incr YES
WB 0.00 Horz(TL) -0.00 C n/a n/a
BCDL 10.0
Code FBC2001/ANSI95
(Matrix)
Weight: 11 lb
LUMBER
4) Provide mechanical connection (by others) of truss
TOP CHORD 2 X 4 SYP No.3
to bearing plate capable of withstanding 23 lb uplift at
BOT CHORD 2 X 4 SYP No.3
joint C and 118 lb uplift at joint B.
5) "Fix heels only" Member end fixity model was used
BRACING
in the analysis and design of this truss.
TOP CHORD
6) NOTE: Refer to yellow bracing and/or T-1 sheet for
Sheathed or 2-10-8 oc purlins.
more information.
BOT CHORD
7) NOTE: The seal on this drawing indicates
Rigid ceiling directly applied or 10-0-0 oc bracing.
acceptance of professional engineering
responsibility solely for the truss component design
REACTIONS (lb/size)
shown.
C = 46/Mechanical
8) NOTE: Trusses are designed for an Enclosed
B = 220/0-8-0
building condition as per building designer,
D = 25/Mechanical
assuming doors and windows are protected from
Max Horz
windbome debris impact as per Fla. Bldg. Code
B = 59(load case 4)
1606.1.4
Max Uplift
C =-23(load case 5)
LOAD CASE(S) I
B =-118(load case 4)
Standard
Max Grav
C = 46(load case 1)
B = 220(load case 1)
D = 50(load case 2)
FORCES (lb)
Maximum Compression/Maximum Tension
TOP CHORD
A-B = 0/22 B-C = -37111
BOT CHORD
B-D = 010
NOTES (6-8)
1) Wind: ASCE 7-98; 120mph (3-second gust); h=15ft;
TCDL=5.Opsf; BCDL=5.Opsf; Category II; Exp B;
enclosed; MWFRS interior zone and C-C Interior(1)
zone; cantilever left and right exposed ; Lumber
DOL=1.33 plate grip DOL=1.33. This truss is designed
for C-C for members and forces, and for MWFRS for
reactions specified.
2) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
3) Refer to girder(s) for truss to truss connections.
IQBAL H.A. GAGAN P.E. # 26389
Orlando, FL. 32824
MR1f71t10?5
Job I Truss Truss Type Qty Ply
153107 J210A i ROOF TRUSS (1 1
6.100 a Sep 17 2004 MiTek Industries, Inc.
LOADING (psf)
SPACING
2-0-0
CSI
DEFL
in
(loc)
I/defl
Ud
TCLL 20.0
Plates Increase
1.25
TC 0.15
Vert(LL)
-0.00
A-C
>999
240
TCDL 10.0
Lumber Increase
1.25
BC 0.10
Vert(TL)
-0.00
A-C
>999
180
BCLL 0.0
Rep Stress Incr
YES
WB 0.00
Horz(TL)
-0.00
B
n/a
n/a
BCDL 10.0
Code FBC2001/ANS195
(Matrix)
LUMBER
TOP CHORD 2 X 4 SYP No.3
BOT CHORD 2 X 4 SYP No.3
BRACING
TOP CHORD
Sheathed or 2-10-8 oc pudins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size)
A =
99/0-8-0
B =
74/Mechanical
C =
25/Mechanical
Max Horz
A =
37(load case 4)
Max Uplift
A =
15(load case 4)
B =
-42(load case 4)
Max Grav
A =
99(load case 1)
B =
74(load case 1)
C =
50(load case 2)
FORCES (lb)
Maximum Compression/Maximum Tension
TOP CHORD
A-B = -28/22
BOT CHORD
A-C = 0/0
NOTES (6-8)
1) Wind: ASCE 7-98; 120mph (3-second gust); h=15ft;
TCDL=S.Opsf; BCDL=S.Opsf; Category II; Exp B;
enclosed; MWFRS interior zone and C-C Interior(1)
zone; cantilever left and right exposed ; Lumber
DOL=1.33 plate grip DOL=1.33. This truss is designed
for C-C for members and forces, and for MWFRS for
reactions specified.
2) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
3) Refer to girder(s) for truss to truss connections.
4) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 15 lb uplift at
joint A and 42 lb uplift at joint B.
5) "Fix heels only" Member end fixity model was used
in the analysis and design of this truss.
6) NOTE: Refer to yellow bracing and/or T-1 sheet for
more information.
7) NOTE: The seal on this drawing indicates
acceptance of professional engineering
responsibility solely for the truss component design
shown.
8) NOTE: Trusses are designed for an Enclosed
building condition as per building designer,
assuming doors and windows are protected from
windborne debris impact as per Fla. Bldg. Code
1606.1.4
LOAD CASE(S)
Standard
PLATES GRIP
MT20 244/190
Weight: 9 lb
Scale = 1:7.0!
P.E. #
MAR 14 NfJ6
53107 IR01
ROOF TRUSS
1
ng
Trussway
s Sep 17 2004 MiTek
2005
11-2-8 5-5-12 7 0 0 11-8-15 1 16-7-9 1 21-4-7 26-3-2 31_ 0-0 � 2_-6-� 38-M a9-2-8
1-2-8 5-5-12 1-6-4 4-8-15 4-10-10 4-8-14 4-10-10 4-8-15 1-6-4 5-5-12 1-2-8
Scale = 1:67.7
2x4 11
4.00 12 6x7 = 3x7 = 3x10 M1120H =
2X4 " D E F G
3x9 = 3x6 = 3x5 = 6x7 =
H 1 .I . 2x4
4x6 = V U T S R Q P 0 47 =
4x5 = 45 = 5x6 = 6x12 = 6x8 = 5x6 = 45 = 4x5 =
7-0-0 11-8-15 16-7-9 16z8-0 21-4-7 26-3-2 31-0-0 + 38-M
7-0-0 4-8-15 4-10-10 0-0-7 4-8-7 4-10-10 4-8-15 7-0-0
LOADING (psf)
SPACING
2-0-0
CSI
DEFL
in
(loc)
Vdefl
Ud
PLATES GRIP
TCLL 20.0
Plates Increase
1.. 5
TC 0.98
Vert(LL)
0,17
0-P
>999
240
MT20 244/190
TCDL 10.0
Lumber Increase
1.25
BC 0.59
Vert(TL)
0.26
O-P
>967
180
M1120H 187/143
BCLL 0.0
Rep Stress Incr
NO
WB 0.97
Horz(TL)
0.07
M
n/a
n/a
BCDL 10.0
Code FBC2001/ANSI95
(Matrix)
Weight: 210lb
LUMBER
TOP CHORD 2 X 4 SYP No.1 'Except'
T1 2 X 4 SYP No.2, T1 2 X 4 SYP No.2
BOT CHORD 2 X 6 SYP No.2
WEBS 2 X 4 SYP No.3
BRACING
TOP CHORD
Sheathed or 3-1-2 oc purlins.
BOT CHORD
Rigid ceiling directly applied or 6-10-5 oc bracing
WEBS
1 Row at midpt
E-S, H-S, J-R
REACTIONS (lb/size)
S =
4146/0-4-0
M =
1438/0-8-0
B =
906/0-3-0
Max Horz
B =
-52(load case 6)
Max Uplift
S =
-1730(load case 3)
M =
-681(load case 4)
B =
-453(load case 3)
Max Grav
S =
4146(load case 1)
M =
1447(load case 8)
B =
918(load case 7)
FORCES (lb)
Maximum Compression/Maximum Tension
TOP CHORD
A-B
= 0/26
B-C
=-2013/804
C-D
=-18161753
D-E
=-448/190
E-F
=-1130/2819
F-G
=-1130/2819
G-H
=-1130/2819
H-1
=-9301429
W
=-930/429
J-K
=-300411276
K-L
=-3341/1396
L-M
=-3506/1433
M-N
= 0/26
BOTCHORD
B-V
=-735/1862
BOT CHORD
U-V
=-616/1636
T-U
=-116/448
S-T
=-116/448
Q-R
=-1161/300
P-Q
=-1161/3004
O-P
= 41191/309
M-0
=-1285/3262
R-S
= 2322/930
WEBS
C-V
=-261/148
D-V
=-358/888
D-U
=-1346/555
E-U
=-269/821
E-S
=-3539/1457
G-S
=-670/335
H-S
=-4092/1712
H-R
=-442/1189
J-R
=-2311/936
J-P
=-61/371
K-P
=-120/83
K-0
=-328/823
L-0
=-181/116
NOTES (11-13)
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-98; 120mph (3-second gust);
h=15ft; TCDL=5.Opsf; BCDL=5.Opsf; Category II; Exp
B; enclosed; MWFRS interior zone; cantilever left and
right exposed ; porch left and right exposed; Lumber
DOL=1.33 plate grip DOL=1.33.
3) Provide adequate drainage to prevent water
ponding.
4) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
5) All plates are MT20 plates unless otherwise
indicated.
6) Bearing at joint(s) S considers parallel to grain
value using ANSI/TPI 1 angle to grain formula.
Building designer should verify capacity of bearing
surface.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 1730 lb uplift
at joint S, 681 lb uplift at joint M and 453 lb uplift at
joint B.
8) "Fix heels only" Member end fixity model was used
in the analysis and design of this truss.
J
1c;
6
9) Special hanger(s) or other connection device(s)
shall be provided sufficient to support concentrated
load(s) 5131b down and 1441b up at 31-0-0, and 5131b
down and 1441b up at 7-0-0 on bottom chord. The
design/selection of such special connection device(s)
is the responsibility of others.
10) In the LOAD CASE(S) section, loads applied to
the face of the truss are noted as front (F) or back (B).
11) NOTE: Refer to yellow bracing and/or T-1 sheet
for more information.
12) NOTE: The seal on this drawing indicates
acceptance of professional engineering
responsibility solely for the truss component
design shown.
13) NOTE: Trusses are designed for an Enclosed
building condition as per building designer,
assuming doors and windows are protected from
windborne debris impact as per Fla. Bldg. Code
1606.1.4
LOAD CASE(S)
Standard
1) Regular: Lumber Increase=1.25, Plate
Increase=1.25
Uniform Loads (plf)
Vert: A-D=-60, D-K=-131(F=-71), K-N=-60, B-V=-20
, R-V=-44(F=-24), O-R=-44(F=-24), M-O=-20
Concentrated Loads (lb)
Vert: V=-513(F) 0=-513(F)
P.E. f# 25389
Orlando, FL. 32824
MaR 14, ZU06
goo
53107
I Truss
R01A
Truss Type
ROOF TRUSS
Qty
1
1 Ply 53107 / METRO DEW Sanford Housing / Bc
1 Job Reference (optional)
Trussway, Orlando, FI
6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Oct 27 08:46:48 2005 Page 1
7-0-0
11-8-14 1 16-7-9
21-4-7
26-3-2 31-0-0 38-0-0 39-2-8
t1-2-8
1-2-8
7-0-0
4-8-14 4-10-10
4-8-14
4-10-10 4-8-14 7-0-0 1-2-8
Scale = 1:67.7
4,00 12
6x7 = 3x5 =
3x5 = 3x6 =
2x4 11
3x6 = 6x7 zz
C D
E F
G
H I
i 3
-�
�n J B ii �� i 1 i
f -
i
G
0
5x7 = S R Q P O N M L 4x6 =
2x4 1; 5x12 M1120H = 4x9 = 4x6 = 2x4 11
4x6 = 6x6 =
5x12 M1120H =
7-0-0
11-8-14
1 16-7-9
21-4-7
26-3-2
31-0-0
38-0-0
7-0-0 _
4-8-14
4-10-10
4-8-14
4-10-10
4-8-14
7-0-0
LOADING (psf)
I SPACING
2-0-0
CSI
DEFL
in floc)
I/deft
Ud
PLATES GRIP
TCLL
20.0
Plates Increase
1,25
TC 1.00
Vert(ILL)
0.65 O-P
>691
240
MT20 244/190
TCDL
10.0
Lumber Increase
1.25
BC 0.99
Vert(TL)
-1.29 O-P
>348
180
M1120H 187/143
BCLL
0.0
Rep Stress Incr
NO
WB 0.74
Horz(TL)
0.16 J
n/a
n/a
BCDL
10.0
Code FBC20011ANS195
i (Matrix)
I I
Weight: 4091b
LUMBER
TOP CHORD 2 X 4 SYP No.2
BOT CHORD 2 X 6 SYP No.1
WEBS 2 X 4 SYP No.3
BRACING
TOP CHORD
Sheathed.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing,
Except:
9-8-12 oc bracing: P-R
8-11-11 oc bracing: O-P.
REACTIONS (lb/size)
B = 3472/0-8-0
J = 261610-8-0
Max Horz
B = 52(load case 5)
Max Uplift
B =-939(load case 3)
J =-700(load case 4)
FORCES (Ib)
Maximum Compression/Maximum Tension
TOP CHORD
A-B =
0126
B-C
=-9584/2413
C-D =
-13049/3383
D-E
=-1529813957
E-F =
-13160/3359
F-G
=-13160/3359
G-H =
-13160/3359
H-1
=-10250/2600
I-J =
-6985/1695
J-K
= 0/26
BOT CHORD
B-S =
-2237/8995
R-S
=-2232/8951
Q-R =
-3309113049
P-0
=-3309/13049
O-P =
-3882/15298
N-0
=-2493110250
M-N =
-2493/10250
L-M
=-1520/6526
J-L =
-1517/6536
WEBS
C-S =
-66/687
C-R
=-1218/4620
D-R =
-1747/627
D-P
=-656/2530
E-P =
-1481626
E-O
=-2424/675
G-O =
-259/121
WEBS
H-O =-862/3262 H-M =-1699/518
I-M =-1095/4204 I-L = 0/256
NOTES (13-15)
1) Special hanger(s) or other connection device(s)
shall be provided sufficient to support concentrated
load(s) 15641b down and 4391b up at 16-8-0, and
5131b down and 1441b up at 7-0-0 on bottom chord.
The design/selection of such special connection
device(s) is the responsibility of others.
2) 2-ply truss to be connected together with 1 Od
Common(.148"x3") Nails as follows:
Top chords connected as follows: 2 X 4 - 1 row at
0-9-0 oc.
Bottom chords connected as follows: 2 X 6 - 2 rows at
0-7-0 oc.
Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc.
Special hanger(s) or other connection device(s) shall
be provided sufficient to support concentrated load(s)
15641b down and 4391b up at 16-8-0, and 5131b down
and 1441b up at 7-0-0 on bottom chord. The
design/selection of such special connection device(s)
is the responsibility of others.
3) All loads are considered equally applied to all plies,
except if noted as front (F) or back (B) face in the
LOAD CASE(S) section. Ply to ply connections have
been provided to distribute only loads noted as (F) or
(B), unless otherwise indicated.
4) Unbalanced roof live loads have been considered
for this design.
5) Wind: ASCE 7-98; 120mph (3-second gust);
h=15ft; TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp
B; enclosed; MWFRS interior zone; cantilever left and
right exposed ; Lumber DOL=1.33 plate grip
DOL=1.33.
6) Provide adequate drainage to prevent water
ponding.
7) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
8) All plates are MT20 plates unless otherwise
K
IC;
6
9) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 939 lb uplift
at joint B and 700 lb uplift at joint J.
10) Girder carries hip end with 7-0-0 end setback.
11) "Fix heels only" Member end fixity model was
used in the analysis and design of this truss.
12) Special hanger(s) or other connection device(s)
shall be provided sufficient to support concentrated
load(s) 15641b down and 4391b up at 16-8-0, and
5131b down and 1441b up at 7-0-0 on bottom chord.
The design/selection of such special connection
device(s) is the responsibility of others.
13) NOTE: Refer to yellow bracing and/or T-1 sheet
for more information.
14) NOTE: The seal on this drawing indicates
acceptance of professional engineering
responsibility solely for the truss component
design shown.
15) NOTE: Trusses are designed for an Enclosed
building condition as per building designer,
assuming doors and windows are protected from
windborne debris impact as per Fla. Bldg. Code
1606.1.4
LOAD CASE(S)
Standard
1) Regular: Lumber Increase=1.25, Plate
Increase=1.25
Uniform Loads (plf)
Vert: A-C=-60, C-E=-125(F=-65), E-I=-60, I-K=-60,
B-S=-20, P-S=-42(F=-22), J-P=-20
Concentrated Loads (lb)
Vert: S=-513(F) P=-1564(F)
tyAGAN. P.E. # 2
MA 1 4 7LT0
Job Truss ;Truss Type oiy �Plr 53107 1 METRO DEV/ Sanford Housing
53107 R02 iROOFTRUSS 1 1
FI
6.100 s Sep 17 2004
2005 Page
11-2-8 5-3-2 9-0-0 15-4-3 22-7-13 + 29-0-0 I 32-8-14 38-0-0 �9- -8
1-2-8 5-3-2 3-8-14 6-4-3 7-3-10 6-4-3 3-8-14 5-3-2 1-2-8
Scale = 1:
4.00 12
6x6 =
3x5 =
3x6 = 49 =
6x6 zz
45 = Q P O N M L 45 =
4x9 = 3x6 = 5x5 = 2x4 // 3x6 = 49 =
9-0-0
LOADING (psf) I SPACING 2
TCLL 20.0 Plates Increase
TCDL 10.0 Lumber Increase
BCLL 0.0 Rep Stress Incr
BCDL 10.0 Code FBC2001/AN
LUMBER
TOP CHORD 2 X 4 SYP No.2
BOT CHORD 2 X 4 SYP No.2
WEBS 2 X 4 SYP No.3
BRACING
TOP CHORD
Sheathed or 4-11-0 oc purlins.
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS
1 Row at midpt G-O
REACTIONS (lb/size)
B = 53610-3-0
O = 1868/0-3-8
J = 771/0-8-0
Max Horz
B = 59(load case 6)
Max Uplift
B =-393(load case 4)
O =-697(load case 4)
J =-218(load case 5)
Max Grav
B = 560(load case 8)
1 O = 1868(load case 1)
J = 790(load case 9)
FORCES (lb)
Maximum Compression/Maximum Tension
TOP CHORD
A-B = 0/22 B-C = -88
C-D =-474/685 D-E = -40
E-F =-472/1089 F-G = -47
G-H =-10301237 H-1 = -11
1-J =-1495/364 J-K = 0/22
BOT CHORD
B-Q =-774/806 P-Q = -68
O-P =-6831345 N-0 = 0157
M-N = 0/527 L-M = 0/52
J-L =-255/1375
SI95
16-7-9 16P-0
21-4-0
29-0-0
7-7-9 0-0-7
4-8-0
7-8-0
J_
-0-0
CSI
DEFL
in
(loc) I/deft
1.25
TC 0.74
Vert(LL)
0.29
B-Q >691
1.25
BC 0.65
Vert(TL)
-0.23
B-Q >864
YES
WB 0.85
Horz(TL)
0.03
J n/a
:, (Matrix)
4/894
8/662
2/1089
38/225
3/345
3
7
BOT CHORD
B-Q =-774/806 P-Q =-683/345
O-P =-683/345 N-O = 0/573
M-N = 0/527 L-M = 0/527
J-L =-255/1375
WEBS
C-Q =-444/302 D-Q =-116/42
E-Q =-927/1129 E-O =-10201737
H-L = 0/195 I-L =-376/207
G-N = 01245 G-L =-182/599
G-0 =-1762/561
NOTES (7-9)
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-98; 120mph (3-second gust);
h=15ft; TCDL=5.Opsf; BCDL=5.Opsf; Category II; Exp
B; enclosed; MWFRS interior zone and C-C Interior(1)
zone; cantilever left and right exposed ; porch left
exposed; Lumber DOL=1.33 plate grip DOL=1.33.
This truss is designed for C-C for members and forces
, and for MWFRS for reactions specified.
3) Provide adequate drainage to prevent water
ponding.
4) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 393 lb uplift
at joint B, 697 lb uplift at joint O and 218 lb uplift at
joint J.
6) "Fix heels only" Member end fixity model was used
in the analysis and design of this truss.
38-0-0
9-M
Ud PLATES GRIP
240 MT20 244/190
180
n/a
Weight: 178 lb
u
C%
r
1M
6
7) NOTE: Refer to yellow bracing and/or T-1 sheet for
more information.
8) NOTE: The seal on this drawing indicates
acceptance of professional engineering
responsibility solely for the truss component design
shown.
9) NOTE: Trusses are designed for an Enclosed
building condition as per building designer,
assuming doors and windows are protected from
windborne debris impact as per Fla. Bldg. Code
1606.1.4
LOAD CASE(S)
Standard
t—
GAN, P.E. #
M,.2
JOD 1 russ i l russ I ype I aty Ply i 53107 / METRO DEV/ Sanford Housing / Bc '...
53107 R02A ROOF TRUSS 1 1
_ Job Reference (optional)
Trussway, Orlando, FI 6.100 s Sep 17 2004 MiTek Industries. Inc. Thu Oct 27 08:46:49 2005 Paae 1
I
1 �l
6
11-2� $_ 5-3-2 9-M 15-4-3 22-7-13 29-0-0 32-8-14 38-0-0
1-2-8 5-3-2 3-8-14 6-4-3 7.3-10 6-4-3 3-8-14 5-3-2
Scale = 1:67.9
4.00112
12
3x5 =
6x6 = 6x6
3x10 M1120H = 4x9 = zz
4x7 = P O N M L K 4x7 =
4x9 = 5x12 M1120H WB = 5x12 M1120H WB = 49 =
3x5 = 2x4 //
9-0-0 16-M + 21-4-0 i 29-0-0 38-M
9-0-0 7-8-0 4-8-0 7-8-0 9-0-0
1M
0
LOADING (psf)
SPACING
2-0-0
CSI
DEFL
in
(loc)
I/defl
Ud
PLATES GRIP
TCLL 20.0
Plates Increase
1.25
TC 0.85
Vert(LL)
1.03
N-P
>437
240
MT20 244/190
TCDL 10.0
Lumber Increase
1.25
BC 0.97
Vert(TL)
-0.84
M-N
>535
180
M1120H 187/143
BCLL 0.0
Rep Stress Incr
YES
WB 0.57
Horz(TL)
-0.25
J
n/a
n/a
BCDL 10.0
Code FBC2001/ANSI95
(Matrix)
Weight: 176lb
LUMBER
TOP CHORD 2 X 4 SYP No.2 'Except'
T2 2 X 4 SYP No.1, T3 2 X 4 SYP No.1
BOT CHORD 2 X 4 SYP No.1 *Except*
B2 2 X 4 SYP No.2
WEBS 2 X 4 SYP No.3
BRACING
TOP CHORD
Sheathed or 2-7-5 oc purlins.
BOT CHORD
Rigid ceiling directly applied or 2.7-5 oc bracing.
WEBS
1 Row at midpt E-P, G-K
REACTIONS (lb/size)
J =
1500/0-8-0
B =
1583/0-3-0
Max Horz
B =
65(load case 6)
Max Uplift
J =
-890(load case 5)
B =
-959(load case 4)
FORCES (lb)
Maximum Compression/Maximum Tension
TOP CHORD
A-B
= 0/22
B-C
=-3957/3583
C-D
=-3622/3438
D-E
=-3351/3236
E-F
=-4581/4388
F-G
=-4581/4388
G-H
=-3306/3201
H-1
=-3573/3401
I-J
=-3856/3506
BOT CHORD
B-P
=-334613704
O-P
=-4162/4534
N-O
=-4162/4534
M-N
=-4253/4574
L-M
=-4156/4524
K-L
=-4156/4524
J-K
=-326213594
WEBS
C-P
=-345/214
D-P
=-937/882
E-P
=-1404/1166
E-N
=-239/245
H-K
=-926/865
WEBS
I-K =-276/176 G-M =-244/252
G-K =-1441/1196 G-N = -81/95
NOTES (8-10)
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-98; 120mph (3-second gust);
h=15ft; TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp
B; enclosed; MWFRS interior zone and C-C Interior(1)
zone; cantilever left and right exposed ; porch left
exposed; Lumber DOL=1.33 plate grip DOL=1.33.
This truss is designed for C-C for members and forces
, and for MWFRS for reactions specified.
3) Provide adequate drainage to prevent water
ponding.
4) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
5) All plates are MT20 plates unless otherwise
indicated.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 890 lb uplift
at joint J and 959 lb uplift at joint B.
7) "Fix heels only" Member end fixity model was used
in the analysis and design of this truss.
8) NOTE: Refer to yellow bracing and/or T-1 sheet for
more information.
9) NOTE: The seal on this drawing indicates
acceptance of professional engineering
responsibility solely for the truss component design
shown.
10) NOTE: Trusses are designed for an Enclosed
building condition as per building designer,
assuming doors and windows are protected from
windborne debris impact as per Fla. Bldg. Code
1606.1.4
LOAD CASE(S)
Standard
>? N, P.E. # 2538
I fu55 I ype sty i v1y 1.53107 / METRO DEV/ Sanford Housing / Bc
53107 j R03 !ROOF TRUSS 1 1
Job Reference (optional)
j Trussway, Orlando, FI
i
6.100 a Sep 17 2004 MiTek Industries, Inc. Thu Oct 27 08:46:50 2005 Page 1
11.2-8 5-0-6 11-0-0
i
+ 19-0-0 27-M 32-11-10 38-M $9-2-8
1-2-8 5-0-6 5-11-10
8-0-0 8-0-0 5-11.10 5-0-6 1-2-8
Scale = 1:68.0i
=
4.00 12 6x7 3x5 = 3x6 6x7
D E F G
\
2x4 wal
2x4 i
W,' / �N1 %/ `.W3 H
-
4
/7y
'' W '1
i J
rt �/
Gam-
1M
d "
05 = p
�
O N M L K 4x5 =
3x5 =
3x6 = 5x5 = 3x5 = 3x6 = 3x5
I,
7-5-5
I
16-M 21-4-0 30-6-11 38-0-0
7-5-5
I I
9-2-11 4-8-0 9-2-11 75-5
LOADING (psf) SPACING 2-0-0
CSI DEFL in (loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.25
TC 0.90 Vert(LL) 0.34 N-P >587 240 MT20 244/190
TCDL 10.0 Lumber Increase 1.25
BCLL 0.0 Rep Stress Incr YES
BCDL 10.0 Code FBC2001/ANSI95
BC 0.66 Vert(TL) 0.27 N-P >730 180
WB 0.66 Horz(TL) 0.02 1 n/a n/a
(Matrix) Weight: 174lb
i
UMBER
TOP CHORD 2 X 4 SYP No.2 'Except'
BOT CHORD LOAD CASE(S)
T2 2 X 4 SYP No.1
B-P =-765/794 O-P =-241/41 Standard
BOT CHORD 2 X 4 SYP No.2
N-O =-241/41 M-N =-460/434
WEBS 2 X 4 SYP No.3
L-M = 0/644 K-L = 0/644
I-K =-205/1388
BRACING
WEBS
TOP CHORD
C-P =-479/299 D-P =-710/639 !
Sheathed or 4-10-1 oc purlins.
D-N =-1238/879 E-N =-1374/528
BOT CHORD
E-M =-83/660 G-M =-778/374
Rigid ceiling directly applied or 6-0-0 oc bracing.
G-K =-74/608 H-K =-425/265
WEBS
1 Row at midpt D-N
NOTES (7-9)
1) Unbalanced roof live loads have been considered
REACTIONS (lb/size)
for this design.
B = 474/0-3.0
2) Wind: ASCE 7-98; 120mph (3-second gust);
N = 1979/0-4-0
h=15ft; TCDL=5.Opsf; BCDL=5.Opsf; Category II; Exp
1 = 723/0-8-0
B; enclosed; MWFRS interior zone and C-C Interior(1)
Max Horz
zone; cantilever left and right exposed ; porch left
B =-68(load case 7)
exposed; Lumber DOL=1.33 plate grip DOL=1.33.
' Max Uplift
This truss is designed for C-C for members and forces
B =-376(load case 6)
, and for MWFRS for reactions specified.
N =-727(load case 4)
3) Provide adequate drainage to prevent water
1 =-201(load case 5)
ponding
Max Grav
4) This truss has been designed for a 10.0 psf bottom
B = 518(load case 8)
chord live load nonconcurrent with any other live
N = 1979(load case 1)
loads.
I = 758(load case 9)
5) Provide mechanical connection (by others) of truss i
to bearing plate capable of withstanding 376 lb uplift
FORCES (lb)
at joint B, 727 lb uplift at joint N and 201 lb uplift at
Maximum Compression/Maximum Tension
joint 1.
TOP CHORD
6) "Fix heels only" Member end fixity model was used
A-B = 0/22 B-C =-865/884
in the analysis and design of this truss.
C-D =-484/715 D-E =-521/1192
7) NOTE: Refer to yellow bracing and/or T-1 sheet for
E-F =-195/108 F-G =-1951108
more information.
G-H =-1158/155 H-1 =-1512/293
8) NOTE: The seal on this drawing indicates
I-J = 0/22
acceptance of professional engineering
BOT CHORD
responsibility solely for the truss component design i
B-P =-765/794 O-P =-241/41
shown.'
N-0 =-241/41 M-N =-460/434
9) NOTE: Trusses are designed for an Enclosed
L-M = 0/644 K-L = 0/644
building condition as per building designer,
1-K =-205/1388
assuming doors and windows are protected from
windborne debris impact as per Fla. Bldg. Code IQBAL H.A. GAGAN P.E. # 25389
1
���0r;ando,r FL. 32324 QI M
Job Truss Truss Type oty Pb ,;53107 / METRO DEV/ Sanford Housing / Bc 153107 j R03A ROOF TRUSS 1 1
Job Reference (optional) j
I Trussway, Orlando, FI 6,100 s Sep 17 2004 MiTek Industries, Inc. Thu Oct 27 08:46:50 2005 Paae 1 I
.4
o
11-2-$ 5-0-6 11-0-0 19-0-0 21.4-4 27-M 32-11-10 38-0-0
1-2-8 5-0-6 5-11-10 8-0-0 2-4-4 5-7-13 5-11-10 5-0-6
Scale = 1:67.8 i
6x7 = 6x7 =
4.00 (12 3x5 = 3x6 =
D E F G
4x7 = O N M L K J 4x7 =
3x5 = 3x10 M1120H = 3x5 = 3x5 =
3x5 = 3x10 M1120H =
7-5-5 6-6-11
16-M 21-4-0 24-0-0 30-6-11 38-0-(
2-8-0 4-8-0 2-8-0 6-6-11 7-5-5
LOADING (psf) SPACING 2-0-0
I CSI DEFL in (loc) Vdefl
Ud
PLATES GRIP
TCLL 20.0 Plates Increase 1.25
TC 0.97 Vert(LL) 0.36 L-M >999
240
MT20 244/190
TCDL 10.0 Lumber Increase 1.25
BC 0.96 Vert(TL) -0.73 M-O >617
180
M1120H 187/143
BCLL 0.0 Rep Stress Incr YES
WB 0.29 ( Horz(TL) 0.18 1 n/a
n/a
BCDL 10.0 Code FBC2001/ANSI95
i (Matrix) I
Weight: 172lb
LUMBER
NOTES (8-10)
TOP CHORD 2 X 4 SYP No.2 'Except'
1) Unbalanced roof live loads have been considered
T2 2 X 4 SYP SS, T3 2 X 4 SYP SS
for this design.
BOT CHORD 2 X 4 SYP No-2
2) Wind: ASCE 7-98; 120mph (3-second gust);
WEBS 2 X 4 SYP No.3
h=15ft; TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp
B; enclosed; MWFRS interior zone and C-C Interior(1)
BRACING
zone; cantilever left and right exposed ; Lumber
TOP CHORD
DOL=1.33 plate grip DOL=1.33. This truss is
Sheathed.
designed for C-C for members and forces, and for
BOT CHORD
MWFRS for reactions specified.
Rigid ceiling directly applied or 5-8-9 oc bracing.
3) Provide adequate drainage to prevent water
ponding.
REACTIONS (lb/size)
4) This truss has been designed for a 10.0 psf bottom
1 = 1491/0-8-0
chord live load nonconcurrent with any other live
B = 1588/0-8-0
loads.
Max Horz
5) All plates are MT20 plates unless otherwise
B = 74(load case 6)
indicated.
Max Uplift
6) Provide mechanical connection (by others) of truss
I =-323(load case 5)
to bearing plate capable of withstanding 323 lb uplift
B =-402(load case 4)
at joint I and 402 lb uplift at joint B.
7) "Fix heels only" Member end fixity model was used
FORCES (lb)
in the analysis and design of this truss.
Maximum Compression/Maximum Tension
8) NOTE: Refer to yellow bracing and/or T-1 sheet for
TOP CHORD
more information.
A-B = 0/22 B-C =-3904/1222
9) NOTE: The seal on this drawing indicates
C-D =-3616/1099 D-E =-3699/1241
acceptance of professional engineering
E-F =-3701/1244 F-G =-3701/1244
responsibility solely for the truss component design
G-H =-3639/1136 H-1 =-3927/1271
shown.
BOT CHORD
10) NOTE: Trusses are designed for an Enclosed
B-O =-1105/3633 N-0 =-893/3034
building condition as per building designer,
M-N =-893/3034 L-M =-1200/3885
assuming doors and windows are protected from
K-L =-907/3043 J-K =-907/3043
windborne debris impact as per Fla. Bldg. Code
1-J =-1157/3667
1606.1.4
WEBS
C-0 =-324/226 D-0 =-35/544
LOAD CASE(S)
D-M =-225/902 E-M =-421/221
E-L =-419/217 G-L =-212/896
Standard
G-J =-60/550 H-J =-337/247
goo ; truss Truss Type IQty IPly 153107 / METRO DEV/ Sanford Housing / Bc
53107 R04 ! ROOF TRUSS 1 1
Job Reference (optional)
Trussway, Orlando, FI
6.100 a Sep 17 2004 MiTek Industries, Inc. Thu Oct 27 08:46:51 2005 Page 1
11-2-8 5-7-1 13-0-0
19-0-0 25-0-0 32 4-15
38-0-0 39-22--8
1-2-8 5-7-1 7-4-15
6-0-0 6-M 7-4-15
5-7-1 1-2-8
Scale = 1:68.0I
6x7
3x5 = 6x7 =
4.00;12
D E F
2x4 /.:' `\ , / \
VU2 W Y W 1 W� �3
2x4
C=
�/
j i,
G
\
al
Ln B /�
y h
\`
t� i R2 /
i H
�A�
I�
�
4x5 = O
N M L K
o
J 4x5 =
3x5 =
3x6 = 6x6 = 3x5
6x6 = 3x6 =
7-4-13 15-1-9 155---3 22-9-13 30-7-3 —
I
38-0-0
—�
7-4-13 7-8-12 0-0-10 7-7-9 7-9-6
74-13
LOADING (psf)
SPACING 2-0-0
CSI
DEFL in (loc) I/deft Ud
PLATES GRIP
TCLL 20.0
Plates Increase 1.25
TC 0.72
Vert(LL) 0.19 M-O >974 240
MT20 244/190
TCDL 10.0
Lumber Increase 1.25
BC 0.53
Vert(TL) 0.16 M-O >999 180
BCLL 0.0
Rep Stress Incr YES
WB 0.86
Horz(TL) 0.01 H n/a n/a
BCDL 10.0
Code FBC2001/ANS195
(Matrix)
i Weight: 178lb
LUMBER
TOP CHORD 2 X 4 SYP No.2
WEBS
BOT CHORD 2 X 4 SYP No.2
F-L =-492/270 F-J =-199/772
WEBS 2 X 4 SYP No.3
G-J = 472/294
BRACING
NOTES (7-9)
TOP CHORD
1) Unbalanced roof live loads have been considered
Sheathed or 3-11-15 oc purlins.
for this design.
BOT CHORD
2) Wind: ASCE 7-98; 120mph (3-second gust);
Rigid ceiling directly applied or 6-0-0 oc bracing.
h=15ft; TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp
B; enclosed; MWFRS interior zone and C-C Interior(1)
REACTIONS (lb/size)
zone; cantilever left and right exposed ; porch left
B = 340/0-3-0
exposed; Lumber DOL=1.33 plate grip DOL=1.33.
M = 2072/0-3-8
This truss is designed for C-C for members and forces
H = 764/0-8-0
, and for MWFRS for reactions specified.
Max Horz
3) Provide adequate drainage to prevent water
B --78(load case 7)
ponding.
Max Uplift
4) This truss has been designed for a 10.0 psf bottom
B =-329(load case 6)
chord live load nonconcurrent with any other live
M =-721(load case 4)
loads.
H =-211(load case 5)
5) Provide mechanical connection (by others) of truss
Max Grav
to bearing plate capable of withstanding 329 lb uplift
B = 409(load case 8)
at joint B, 721 lb uplift at joint M and 211 lb uplift at
M = 2072(load case 1)
joint H.
H = 808(load case 9)
6) "Fix heels only" Member end fixity model was used
in the analysis and design of this truss.
FORCES (lb)
7) NOTE: Refer to yellow bracing and/or T-1 sheet for
Maximum Compression/Maximum Tension
more information.
TOP CHORD
8) NOTE: The seal on this drawing indicates
A-B = 0/22 B-C =-519/601
acceptance of professional engineering
i
C-D =-184/470 D-E =-521/1200
responsibility solely for the truss component design
E-F =-386/34 F-G =-1336/226
shown.
G-H =-1645/335 H-1 = 0/22
9) NOTE: Trusses are designed for an Enclosed
BOT CHORD
building condition as per building designer,
B-O =-497/470 N-0 =-766/449
assuming doors and windows are protected from
M-N =-766/449 L-M =-286/376
windborne debris impact as per Fla. Bldg. Code
K-L = 0/583 J-K = 0/583
1606.1.4
H-J =-243/1526
WEBS
LOAD CASE(S)
C-O =-523/329 D-O =-898/839
Standard
D-M =-970/660 E-M =-1390/560
E-L =-185/791
IQSAL
H.A. C A � .E'er' %f 25:339
i
8850 T rus ,,, f ouievard
Orlando, .32324
M AD, 1 r
53107 R04A ROOF TRUSS 1 1
s Sep 17 2004 MiTek Industries, Inc. Thu Oct 27
1-2-� 5-7-1 13-0-0 19-0-0 25-0-0 32-4-15 38-0-0
1-2-8 5-7-1 7-4-15 6-0-0 6-M 7-4-15 5-7-1
Scale = 1:67.E
6x7 =
3x5 = 6x7 =
d nn 119
L�
0
4x7 = N M L K J I 4x7 =
3x5 3x6 = 3x5 = 3x5 =
3x5 = 3x6 =
7-4-13 15-2-3 22-9-13 30-7-3 38-0-0
7-4-13 7-9-6 7-7-10 7-9-6 7-4-13
LOADING (psf) SPACING 2-0-0
TCLL 20.0 Plates Increase 1.25
TCDL 10.0 Lumber Increase 1.25
BCLL 0.0 Rep Stress Incr YES
BCDL 10.0 Code FBC2001/ANSI95
CSI
TC 0.95
BC 0.83
WB 0.25
(Matrix)
DEFL in (loc) I/deft
Vert(LL) 0.30 K >999
Vert(TL) -0.57 K-L >786
Horz(TL) 0.17 H n/a
Ud
240
180
n/a
PLATES GRIP
MT20 2441190
Weight: 176 lb
LUMBER
NOTES (7-9)
-
TOP CHORD 2 X 4 SYP SS 'Except'
1) Unbalanced roof live loads have been considered
T2 2 X 4 SYP No.2
for this design.
BOT CHORD 2 X 4 SYP No.2
2) Wind: ASCE 7-98; 120mph (3-second gust);
WEBS 2 X 4 SYP No.3
h=15ft; TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp
B; enclosed; MWFRS interior zone and C-C Interior(1)
BRACING
zone; cantilever left and right exposed ; Lumber
TOP CHORD
DOL=1.33 plate grip DOL=1.33. This truss is
Sheathed.
designed for C-C for members and forces, and for
BOT CHORD
MWFRS for reactions specified.
Rigid ceiling directly applied or 5-10-2 oc bracing.
3) Provide adequate drainage to prevent water
REACTIONS (lb/size)
ponding.
4) This truss has been designed for a 10.0 psf bottom
H = 1491/0-8-0
chord live load nonconcurrent with any other live
B = 1588/0-8-0
loads.
Max Horz
5) Provide mechanical connection (by others) of truss
B = 84(load case 6)
to bearing plate capable of withstanding 316 lb uplift
Max Uplift
at joint H and 395 lb uplift at joint B.
H =-316(load case 5)
6) "Fix heels only" Member end fixity model was used
B =-395(load case 4)
in the analysis and design of this truss.
FORCES (lb)
7) NOTE: Refer to yellow bracing and/or T-1 sheet for
more information.
Maximum Compression/Maximum Tension
8) NOTE: The seal on this drawing indicates
TOP CHORD
acceptance of professional engineering
A-B = 0/22 B-C =-3915/1219
responsibility solely for the truss component design
C-D =-3641/1118 D-E =-3034/1013
shown.
E-F =-3037/1018 F-G =-3665/1156
9) NOTE: Trusses are designed for an Enclosed
G-H =-394411264
building condition as per building designer,
BOT CHORD
assuming doors and windows are protected from
B-N =-1103/3659 M-N =-791/2843
windborne debris impact as per Fla. Bldg. Code
L-M =-791/2843 K-L =-949/3228
1606.1.4
J-K =-800/2849 1-1 =-800/2849
H-1 =-1150/3690
LOAD CASE(S)
WEBS
Standard
C-N =-401/265 D-N =-152/684
D-L =-76/519 E-L =-408/187
E-K =-405/181 F-K =-67/516
F-1 =-186/706 G-I =-411/281
—
IQSAL H.A. GAGAN, P.E. # 25389
MAD
-Job Truss -FP-1y 53107 _7 METRO DEV/ Sanford Housing Bc
'
53107 R05 ROOF TRUSS
Job Reference (optional)
Trussway, Orlando, FI
6.100 e Sep 17 2004 MiTek Industries, Inc. Thu Oct 27 08:46:52 2005 Page 1
8-3-7 15-0-0 23-M i 29-8-9 38-M.
1-2-8 8-3-7 6-8-9 8-0-0 6-8-9 8-3-7 1-2-8
Scale = 1:68.0
4.00 15-2
6x7
6x7
E F 3x5
3x6
3x6
3x5
D
C
G
H
1 W,1 VV2
74 3
W 114 U1.
ur) A B
J
C?
= Q
045
P 0 N M L K 45
2x4
3x6 = 3x5 = 5x5 = 2x4
5x5 = 3x6
k 6-11-3 L 12-10-12
"_0 24-7-7 31-0-13 38-0-0
6-11-3 5-11-9
-1 I
6-1-4 5-7-7 6-5-6 6-11-3
LOADING (psf)
SPACING 2-0-0
CS1
DEFIL in (loc) I/defl Ud
PLATES GRIP
TCLL 20.0
Plates Increase 1.25
TC 0.91
Vert(LL) 0.15 B-Q >999 240
MT20 244/190
TCDL 10.0
Lumber Increase 1.25
BC 0.54
V JQ -0.17 I-K >999 180
BCLL 0.0
Rep Stress Incr YES
WB 0.79
Horz(TL) 0.02 1 n/a n/a
BCDL 10.0
Code FBC2001/ANS195
(Matrix)
Weight: 178 lb
LUMBER
TOP CHORD 2 X 4 SYP No.2
WEBS
BOT CHORD 2 X 4 SYP No.2
E-N = -251/967 F-N = -828/351
WEBS 2 X 4 SYP No.3
F-L = -109/530 H-L = -809/333
H-K = 0/325
BRACING
TOP CHORD
NOTES (7-9)
Sheathed or 3-11-6 oc purlins.
1) Unbalanced roof live loads have been considered
BOT CHORD
for this design.
Rigid ceiling directly applied or 6-0-0 oc bracing.
2) Wind: ASCE 7-98; 120mph (3-second gust);
h=15ft; TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp
REACTIONS (lb/size)
B; enclosed: MWFRS interior zone and C-C Interior(l)
B = 276/0-3-0
zone; cantilever left and right exposed ; porch left
P = 2018/0-5-11
exposed; Lumber DOL=1.33 plate grip DOL=1.33.
1 = 882/0-8-0
This truss is designed for C-C for members and forces
Max Horz
, and for MWFRS for reactions specified.
B =-87(load case 7)
3) Provide adequate drainage to prevent water
Max Uplift
ponding.
B =-298(load case 6)
4) This truss has been designed for a 10.0 psf bottom
IP =-650(load case 4)
chord live load nonconcurrent with any other live
I =-245(load case 5)
loads.
Max Grav
5) Provide mechanical connection (by others) of truss
B = 357(load case 8)
to bearing plate capable of withstanding 298 lb uplift
P = 2018(load case 1)
at joint B, 650 lb uplift at joint P and 245 lb uplift at
1 = 9 11 (load case 9)
joint I.
6) "Fix heels only" Member end fixity model was used
FORCES (lb)
in the analysis and design of this truss.
Maximum Compression/Maximum Tension
7) NOTE: Refer to yellow bracing and/or T-1 sheet for
TOP CHORD
more information.
A-B = 0/22 B-C = -150/442
8) NOTE: The seal on this drawing indicates
C-D = -436/1006 D-E = -423/1108
acceptance of professional engineering
E-F = -168/23 F-G = -867/202
responsibility solely for the truss component design
G-H = -947/185 H-i = -1783/357
shown.
I-i = 0/22
9) NOTE: Trusses are designed for an Enclosed
BOT CHORD
building condition as per building designer,
B-Q = -389/75 P-Q = -469/43
assuming doors and windows are protected from
O-P = -542/439 N-0 = -542/439
windbome debris impact as per Fla. Bldg. Code
M-N = 0/660 L-M = 0/660
1606.1.4
K-L = -261/1529 I-K = -230/1615
WEBS
LOAD CASE(S)
C-Q = -348/336 C-P = -876/762
Standard
E-P = -1557/588
103AL H.A. GAG AN, P.E. .4 25339 1
8850 Trusvvvaw BoWevard i
Orlan 4P—EL =24�1
1Job ;Truss ;Truss Type ioty Ply '53107 / METRO DEV/ Sanford Housing / Bc
53107 R05A j ROOF TRUSS 11 1 j
iJob
Reference (optional)
T ay, Orlando, FI
6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Oct 27 08:46:52 2065 Page 1
I
1-2-8 8-3-7 15-0-0 23-0-0 29-8-9 38-0-0
1-2-8 8-3-7 6-8-9 8-M 6-8-9 8-3-7
Scale = 1:67.9
I
4.00 , 12
6x7 =
2x4 11 6x7 Zz
E F G 3x5
3x6
3x6
H
WW"V3kr,/
<:�:::--
W
W\Gy5
Ln B
A
o �!
T jM
4x7 = Q
0
P O N M L K 4x7 =
2x4 /i
3x6 = 4x9 = 3x5 = 2x4 \N
3x5 = 3x6 =
6-11-3 13-1-9
130-9 19-0-0 24-7-7 24-410-7 31-0-13 � 38-0-0
6-11-3 6-2-7
1
0-3-0 5-7-7 5-7-7 0-3-0 6-2-7 6-11-3
Plate Offsets X Y : B:0-2-2 0-0-2 [J:0-1-14,0-0-2)
LOADING (psf)
SPACING 2-0-0
CSI
DEFL in (loc) 1/defl Ud
PLATES GRIP
TCLL 20.0
Plates Increase 1.25
TC 1.00
Vert(LL) 0.29 N >999 240
MT20 244/190
TCDL 10.0
Lumber Increase 1.25
BC 0.94
Vert(TL) -0.54 L-N >834 180
BCLL 0.0
Rep Stress Incr YES
WB 0.49
Horz(TL) 0.17 J n/a n/a
` BCDL 10.0
Code FBC2001/ANSI95
I (Matrix)
Weight: 183 lb
LUMBER
NOTES (7-9)
TOP CHORD 2 X 4 SYP No.2 'Except'
1) Unbalanced roof live loads have been considered
T4 2 X 4 SYP No.1
for this design.
BOT CHORD 2 X 4 SYP No.2
2) Wind: ASCE 7-98; 120mph (3-second gust); i
WEBS 2 X 4 SYP No.3
h=15ft; TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp
B; enclosed; MWFR5 interior zone and C-C Interior(1)
BRACING
zone; cantilever left and right exposed ; Lumber
TOP CHORD
DOL=1.33 plate grip DOL=1.33. This truss is
Sheathed.
designed for C-C for members and forces, and for
BOT CHORD
MWFRS for reactions specified.
Rigid ceiling directly applied or 6-0-14 oc bracing.
3) Provide adequate drainage to prevent water
ponding.
REACTIONS (lb/size)
4) This truss has been designed for a 10.0 psf bottom
B = 158810-8-0
chord live load nonconcurrent with any other live
J = 1491/0-8-0
loads.
Max Horz
5) Provide mechanical connection (by others) of truss
j B = 93(load case 6)
to bearing plate capable of withstanding 387 lb uplift
Max Uplift
at joint B and 308 lb uplift at joint J.
B =-387(load case 4)
6) "Fix heels only" Member end fixity model was used
J _-308(load case 5)
in the analysis and design of this truss.
7) NOTE: Refer to yellow bracing and/or T-1 sheet for
FORCES (lb)
more information.
Maximum Compression/Maximum Tension
8) NOTE: The seal on this drawing indicates
TOP CHORD
acceptance of professional engineering
A-B = 0/22 B-C =-3805/1094
responsibility solely for the truss component design
C-D =-3016/937 D-E =-2937/954
shown.
E-F =-27891961 F-G =-2789/961
9) NOTE: Trusses are designed for an Enclosed I
G-H =-2942/962 H-1 =-3021/945
building condition as per building designer,
1-J =-383011133
assuming doors and windows are protected from i
BOT CHORD
windborne debris impact as per Fla. Bldg. Code
B-Q =-961/3522 P-Q =-994/3441
1606.1.4
O-P =-691/2631 N-0 =-691/2631
M-N =-695/2633 L-M =-695/2633
LOAD CASE(S)
K-L =-1026/3462 J-K =-1000/3547
Standard
WEBS
C-Q = 01316 C-P =-757/313
E-P =-95/510 E-N =-95/400
G-N =-92/397 G-L =-1051516
I-L =-776/341 I-K = 0/319
'2-5�
=-2-8--8-/182
A GNA, A, F,E.� #-
(Q313- 819
8350 trussa-1 Coulvard
—F--N-
----_----
Orlando,.F11,. 328-4 1
- — --- -----
Job ;Truss Truss Type
,Qty Ply 53107 / METRO DEV/ Sanford Housing / Bc
153107 R06 ' ROOF TRUSS
1 1
_
1 Job Reference (optional
Trussway, Orlando, FI
6.100 a Sep 17 2004 MiTek Industries, Inc. Thu Oct 27 08:46:53 2005 Page 1
1-2-8 5-1-6 11-4-0
17-0-0 j 21-0-0 26-8-0 32-10-10 38-0-0 39-2-8
1-2-8 5-1-6 6-2-10
5-8-0 4-0-0 5-8-0 6-2-10 5-1-6 1-2-8
Scale = 1:68.0
4.00 F12 6x7 =
6x7 =
F G
3x6
2x4 If l \ 2x4 11
E �� \\ /� H 3x6
1 vul7/
3x5 pJ//
Jjl w2 I 3x5
W
_ I� W4
�,
; / / W4
O
4x5 = S
o
R Q P O N M 05 =
2x4 II 09 = 3x6 = 3x5 = 3x6 = 4x9 = 2x4 II
5-1-6 11-1-9
19-0-0 26-10-7 32-5-3 38-0-0
5-1-6 6-0-3
7-10-7 7-10-7 5-6-13 I 5-6-13
LOADING (psf) I SPACING 2-0-0
CSI
DEFL in (loc) I/deft Ud
PLATES GRIP
TCLL 20.0 Plates Increase 1.25
TC 0.62
Vert(LL) -0.10 M-N >999 240
MT20 244/190
TCDL 10.0 Lumber Increase 1.25
BC 0.60
Vert(TL) -0.21 N-P >999 180
BCLL 0.0 Rep Stress Incr YES
WB 0.83
Horz(TL) 0.04 K n/a n/a
BCDL 10.0 Code FBC2001/ANS195
(Matrix)
Weight: 193lb
LUMBER
TOP CHORD 2 X 4 SYP No.2
BOT CHORD LOAD CASE(S)
BOT CHORD 2 X 4 SYP No.2
K-M =-429/2072 Standard
WEBS 2 X 4 SYP No.3
WEBS
C-S =-237/213 C-R =-744/727
BRACING
E-R =-422/267 F-R-1683/522
TOP CHORD
F-P =-141/682 G-P =-511/245
Sheathed or 4-0-11 oc purlins.
G-N =-366/1058 H-N =-421/265
BOT CHORD
J-N =-606/194 J-M = 0/205
Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS
NOTES (7-9)
1 Row at midpt F-R
1) Unbalanced roof live loads have been considered
for this design.
REACTIONS (lb/size)
2) Wind: ASCE 7-98; 120mph (3-second gust);
B = 201/0-8-0
h=15ft; TCDL=5.Opsf; BCDL=5.Opsf; Category II; Exp
R = 1948/0-5-11
B; enclosed; MWFRS interior zone and C-C Interior(1)
K = 102310-8-0
zone; cantilever left and right exposed ; porch left
Max Horz
exposed; Lumber DOL=1.33 plate grip DOL=1.33.
B =-97(load case 7)
This truss is designed for C-C for members and forces
Max Uplift
, and for MWFRS for reactions specified.
B =-247(load case 6)
3) Provide adequate drainage to prevent water
R =-586(load case 4)
ponding.
K =-272(load case 5)
4) This truss has been designed for a 10.0 psf bottom
Max Grav
chord live load nonconcurrent with any other live
B = 289(load case 8)
loads.
R = 1948(load case 1)
5) Provide mechanical connection (by others) of truss
K = 1023(load case 1)
to bearing plate capable of withstanding 247 lb uplift I
at joint B, 586 lb uplift at joint R and 272 lb uplift at
FORCES (lb)
joint K.
Maximum Compression/Maximum Tension
6) "Fix heels only" Member end fixity model was used
TOP CHORD
in the analysis and design of this truss.
A-B = 0/22 B-C =-1311397
7) NOTE: Refer to yellow bracing and/or T-1 sheet for
C-D =-400/912 D-E =-383/982
more information.
E-F =-282/923 F-G =-586/196
8) NOTE: The seal on this drawing indicates
G-H =-1663/541 H-1 =-1571/427
acceptance of professional engineering
I-J =-1625/415 J-K =-2249/544
responsibility solely for the truss component design
K-L = 0/22
shown.
BOT CHORD
9) NOTE: Trusses are designed for an Enclosed
B-S =-355/83 R-S =-355/83
building condition as per building designer,
Q-R = 0/361 P-Q = 0/361
assuming doors and windows are protected from
O-P = 0/755 N-O = 0/755
windbome debris impact as per Fla. Bldg. Code IQBAL H.A. GA N P.E, # 25389 1
M-N =-429/2072
111
1606.1.4 8850 Tr0Z: V�y boulevard
Orlando, FL. 32824
53107 / METRO DEV/
53107 1 R06A I ROOF TRUSS 11 1 1
e 5ep 17 2004 MiTek Industries, Inc. Thu Oct 27 08:46:53
0-2-8 5-1-6 11-4-0 + 17-M 21-0-0 26-8-0 32-10-10 38-0-0 39-2-8
1-2-8 5-1-6 6-2-10 5-8-0 4-0-0 5-8-0 6-2-10 5-1-6 1-2-8
Scale = 1:67.9
4.0011,12 6x7 = 6x7 =
F G
4x7 = S R Q P O N M 4x7 =
2x4 11 4x9 = 3x6 = 3x5 = 3x6 = 4x9 = 2x4 11
5-1-6
11-1-9
19-0-0
26-10-7
32-5-3
38-0-0
I
5-1-6
6-0-3
7-10-7
7-10-7
5-6-13
5-6-13
Plate Offsets (X,Y): [B:0-2-2 0-0-2] [K:0-2-2,0-0-2]
LOADING (psf)
SPACING 2-M
! CSI
DEFL
in
(loc)
I/deft
Ud
PLATES GRIP
TCLL 20.0
Plates Increase 1.25
TC 0.58
Vert(LL)
0.27
P
>999
240 i
MT20 244/190
TCDL 10.0
Lumber Increase 1.25
BC 0.81
Vert(TL)
-0.56
P-R
>800
180
BCLL 0.0
Rep Stress Incr YES
WB 0.41
Horz(TL)
0.16
K
n/a
n/a
BCDL 10.0 I
Code FBC2001/ANS195
(Matrix)
Weight: 193lb
LUMBER
TOP CHORD 2 X 4 SYP No.2
BOT CHORD 2 X 4 SYP No.2
WEBS 2 X 4 SYP No.3
BRACING
TOP CHORD
Sheathed or 2-11-10 oc purlins.
BOT CHORD
Rigid ceiling directly applied or 6-5.15 oc bracing
REACTIONS (lb/size)
B = 158610-8-0
K = 1586/0-8-0
Max Horz
B =-97(load case 7)
Max Uplift
B =-378(load case 4)
K =-378(load case 5)
FORCES (lb)
Maximum Compression/Maximum Tension
TOP CHORD
A-B
= 0/22
B-C
=-3871/1083
C-D
=-33351981
D-E
=-32821993
E-F
=-3375/1108
F-G
=-2432/812
G-H
=-3375/1108
H-1
=-3282/993
I-J
=-3335/981
J-K
=-3871/1083
K-L
= 0/22
BOT CHORD
B-S
=-936/3596
R-S
=-936/3596
Q-R
=-545/2402
P-Q
=-545/2402
O-P
=-545/2402
N-O
=-545/2402
M-N
=-936/3596
K-M
=-936/3596
WEBS
C-S
= 0/198
C-R
=-529/162
E-R
=-424/266
F-R
=-350/1033
F-P
=-68/244
G-P
=-681244
G-N
=-350/1033
H-N
=-424/266
J-N
=-529/162
J-M
= 0/198
NOTES (7-9)
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-98; 120mph (3-second gust);
h=15ft; TCDL=5.Opsf; BCDL=5.Opsf; Category II; Exp
B; enclosed; MWFRS interior zone and C-C Interior(1)
zone; cantilever left and right exposed ; Lumber
DOL=1.33 plate grip DOL=1.33. This truss is
designed for C-C for members and forces, and for
MWFRS for reactions specified.
3) Provide adequate drainage to prevent water
ponding.
4) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 378 lb uplift
at joint B and 378 lb uplift at joint K.
6) "Fix heels only" Member end fixity model was used
in the analysis and design of this truss.
7) NOTE: Refer to yellow bracing and/or T-1 sheet for
more information.
8) NOTE: The seal on this drawing indicates
acceptance of professional engineering
responsibility solely for the truss component design
shown.
9) NOTE: Trusses are designed for an Enclosed
building condition as per building designer,
assuming doors and windows are protected from
windborne debris impact as per Fla. Bldg. Code
1606.1.4
LOAD CASE(S)
Standard
GAGAN P.E. # 25389
tswrav boulevard
Job jTruss
Truss Type Qtr
'Ply 153107 / METRO DEV/ Sanford Housing / Bc�
53107 R07
ROOF TRUSS 1
1
Job Reference (optional)
Trussway, Orlando, FI
6.100 a Sep 17 2004 MiTek Industries, Inc. Wed Oct 26 17.00:41 2005 Page 1
1-2•$ 5-9 3 13-4-2
19-M 24-7-14
32-2-13 38-0-0 39-2-
1-2-8 5-9-3 7-6-15
5-7-14 5-7-14
7-6-15 5-9-3 1-2-8
I
Scale = 1:66.6
6x6 =
I
4,00 12
F
3x5 5- 3x5
i G
3x6 ;
i
3x6
2x4 p
C i;
�\ \W3 W ! \\\
\ 5 / W6
H 2x4 I .
K
o L.
1
4x7 = P
O N M
L 4x7 =
3x5 =
3x10 M1120H = 49 = 3x10 M1120H =
3x5 =
9-1-14
19-0-0 28-10-2
38-M
9-1-14
9-10-2 9-10-2
9-1-14
Plate Offsets X Y ; B:0-2-2 0-0-2 J:0-2-2 0-0-2
LOADING (psf)
SPACING 2-0-0
CSI
j DEFL in (loc) Vdefl
Ud
PLATES GRIP
TCLL 20.0
Plates Increase 1,25
TC 0.87
Vert(LL) 0.28 L-N >999
240
MT20 244/190
TCDL 10.0
Lumber Increase 1.25
I BC 0.98
Vert(TL) -0.61 L-N >731
180
M1120H 187/143
BCLL 0.0
Rep Stress Incr YES
WB 0.77
Horz(TL) 0.16 J n/a
n/a
BCDL 10.0
Code FBC2001/ANSI95
(Matrix)
Weight: 179lb
LUMBER
NOTES (7-9)
TOP CHORD 2 X 4 SYP No.2
1) Unbalanced roof live loads have been considered
BOT CHORD 2 X 4 SYP No.1 *Except*
for this design.
B3 2 X 4 SYP No.2
2) Wind: ASCE 7-98; 120mph (3-second gust);
WEBS 2 X 4 SYP No.3
h=15ft; TCDL=5.Opsf; BCDL=5.Opsf; Category II; Exp
B; enclosed; MWFRS interior zone and C-C Interior(1)
BRACING
zone; cantilever left and right exposed ; Lumber
TOP CHORD
DOL=1.33 plate grip DOL=1.33. This truss is
i
Sheathed or 2-4-4 oc purlins.
designed for C-C for members and forces, and for
BOT CHORD
MWFRS for reactions specified.
Rigid ceiling directly applied or 6-6-1 oc bracing.
3) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
REACTIONS (lb/size)
loads.
B = 1586/0-8-0
4) All plates are MT20 plates unless otherwise
J = 1586/0-M
indicated.
Max Horz
5) Provide mechanical connection (by others) of truss
B =-106(load case 7)
to bearing plate capable of withstanding 368 lb uplift
Max Uplift
at joint B and 368 lb uplift at joint J.
B =-368(load case 4)
6) "Fix heels only" Member end fixity model was used
J =-368(load case 5)
in the analysis and design of this truss.
7) NOTE: Refer to yellow bracing and/or T-1 sheet for
FORCES (lb)
more information.
Maximum Compression/Maximum Tension
8) NOTE: The seal on this drawing indicates
TOP CHORD
acceptance of professional engineering
i
A-B = 0/22 B-C =-3847/1126
responsibility solely for the truss component design
C-D =-3462/943 D-E =-3391/961
shown.
E-F =-23951753 F-G =-2395/753
9) NOTE: Trusses are designed for an Enclosed
G-H =-3391/961 H-1 =-3462/943
building condition as per building designer,
I-J =-3847/1126 J-K = 0/22
assuming doors and windows are protected from
BOT CHORD
windbome debris impact as per Fla. Bldg. Code
B-P =-974/3591 O-P =-705/2854
1606.1.4
N-O =-705/2854 M-N =-705/2854
L-M =-705/2854 J-L =-97413591
LOAD CASE(S)
WEBS
Standard
C-P =-444/277 E-P =-34/610
E-N =-834/353 F-N =-344/1231
G-N =-834/353 G-L =-34/610
I-L =-4441277
IQSAL H.A. GTCANI fa
8350 Truosw— , �t;isvard
Orlas sdo, . 32824
Ma;"� t �. ZUIC5
Job iTruss i7russType Oty Ply 153107 / METRO DEV/ Sanford Housing / Bc
53107 R20 ROOF TRUSS 1 1
Job Reference (optional)
Trussway, Orlando, FI 6.100 a Sep 17 2004 MiTek Industries, Inc. Wed Oct 26 17:00:42 2005 Page 1 i
!
-1-2-8 4-2-5 7-0-0 10-8-0 144-0 17-1-12 21-4-0 22-6-8
1-2-8 4-2-5 2-9-12 3-8-0 3-8-0 2-9-12 4-2-5 1 2-8
Scale = 1:39.8
I
5x5 =
2x3 ! i 5x5 =
4.00i12 D E F
1 2x3 2x3
! � yj C G i
2 8 v5
1 \ / W
B % /� H
04
4x8 = M L K J 4x8 =
i3x4 = 3x10M1120H= 3x4 =
4x8 =
i
1
_ 7-0-0 F 14-4-0 21-4-0
7-0-0 7.4-0 7-M
1 Plate Offsets (X,Y): [B:0-1-6,0-0-2] [H:0-1-6 0-0-21
i
LOADING (psf) SPACING 2-0-0 j CSI DEFL in floc) I/deft Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.55 Vert(LL) 0.19 K >999 240 MT20 244/190
TCDL 10.0 Lumber Increase 1.25 BC 0.91 Vert(TQ -0.39 K >635 180 M1120H 187/143
BCLL 0.0 Rep Stress Incr NO WB 0.23 Horz(TL) 0.12 H n/a n/a
BCDL 10.0 Code FBC2001/ANS195 (Matrix) Weight: 99 lb
LUMBER 2) Wind: ASCE 7-98; 120mph (3-second gust);
TOP CHORD 2 X 4 SYP No.2 h=15ft; TCDL=S.Opsf; BCDL=S.Opsf; Category 11; Exp Standard
BOT CHORD 2 X 4 SYP No.2 B; enclosed; MWFRS interior zone; cantilever left and Uniform Loads (pit)
WEBS 2 X 4 SYP No.3 right exposed ; Lumber DOL=1.33 plate grip Vert: A-D=-60, D-F=-125(F=-65), F-1=-60, B-M=-20, i
DOL=1.33. J-M=-42(F=-22), H-J=-20
BRACING 3) Provide adequate drainage to prevent water Concentrated Loads (lb)
TOP CHORD ponding. Vert: M=-513(F) J=-513(F)
Sheathed or 2-7-5 oc purlins. 4) This truss has been designed for a 10.0 psf bottom j
BOT CHORD chord live load nonconcurrent with any other live
Rigid ceiling directly applied or 6-4-11 oc bracing. loads.
5) All plates are MT20 plates unless otherwise
REACTIONS (lb/size) indicated.
B = 1753/0-8-0 6) Provide mechanical connection (by others) of truss
H = 1753/0-8-0 to bearing plate capable of withstanding 488 lb uplift
Max Horz at joint B and 488 lb uplift at joint H. j
B =-50(load case 6) 7) Girder carries hip end with 7-0-0 end setback.
Max Uplift 8) "Fix heels only" Member end fixity model was used
B =-488(load case 3) in the analysis and design of this truss.
H =-488(load case 4) 9) Special hanger(s) or other connection device(s)
shall be provided sufficient to support concentrated
FORCES (lb) load(s) 5131b down and 1441b up at 14-4-0, and 5131b
Maximum Compression/Maximum Tension down and 1441b up at 7-0-0 on bottom chord. The
TOP CHORD design/selection of such special connection device(s)
A-B = 0122 B-C =-4253/1057 is the responsibility of others.
C-D =-4149/1019 D-E _-4408/1127 10) In the LOAD CASE(S) section, loads applied to j
E-F = 4408/1127 F-G = 4149/1019 the face of the truss are noted as front (F) or back (B). I
G-H =-4253/1057 H-1 = 0/22 11) NOTE: Refer to yellow bracing and/or T-1 sheet
' BOT CHORD for more information,
B-M =-968/3944 L-M =-901/3874 12) NOTE: The seal on this drawing indicates
K-L =-901/3874 J-K =-874/3874 acceptance of professional engineering
H-J =-930/3944 responsibility solely for the truss component
WEBS design shown. i
C-M =-40/139 D-M =-95/681 13) NOTE: Trusses are designed for an Enclosed !
F-J =-95/681 G-J =-40/139 building condition as per building designer,
E-K =-537/280 D-K =-211/710 assuming doors and windows are protected from
F-K =-211/710 windbome debris impact as per Fla. Bldg. Code
1606.1.4
1 NOTES f
1) Unbalanceded roof live loads have been considered for LOAD CASE(S)
this design. Standard IQLSAL H.A. G;^_,Cn 9, P.E. �} 25389
1) Regular: Lumber Increase=1.25, Plate 8850 I r t1^3 +/ t oulevard
t— --- ----- Increase=1 25—-----„- — Orlando. FI_. 32824
Vey
Job
'Truss
Truss Type Qty—'!Ply 53107 / METRO DEV/ Sanford Housing / Bc
53107
' R21
j ROOF TRUSS 1 1
Job Reference (optional)
Trussway, Orlando, FI
6.100 a Sep 17 2004 MiTek Industries, Inc. Wed Oct 26 17:00:42 2005 Page 1
t
i
7-4-9 9 0-0 12-4-0 13-11 8 21 -0 22-"
1-2-8
7-4-9 1-7-8 3-4-0 1-7-8 7-4-9 1-2-8
Scale = 1.39.81
i
5x5 =
5x5 =
4.00112 2x3 D T2 E 2x3
l
.W6CA
u�
H 82
MiA
45 =
J 1 45 =
46 =
5x 10 =
9-0-0 __-- — -- -- -- 12-4-0 21-4-0
r
9-0-0 3-4-0 9-0-0
LOADING (psf)
SPACING 2-0-0
CSI DEFL in (loc) Vdefl Ud
PLATES GRIP
TCLL 20.0
Plates Increase 1,25
TC 0.50 Vert(LL) -0.20 B-J >999 240
MT20 244/190
TCDL 10.0
Lumber Increase 1.25
BC 1.00 Vert(TL) -0.44 B-J >564 180
BCLL 0.0
Rep Stress Incr YES
WB 0.15 Horz(TL) 0.05 G n/a n/a
BCDL 10.0
Code FBC2001/ANSI95
(Matrix)
Weight: 90lb
LUMBER
2) Wind: ASCE 7-98; 110mph (3-second gust);
TOP CHORD 2 X 4 SYP No.2 h=33ft; TCDL=S.Opsf; BCDL=S.Opsf; Category 11; Exp
BOT CHORD 2 X 4 SYP No.2 B; enclosed; MWFRS interior zone and C-C Interior(1)
WEBS 2 X 4 SYP No.3 zone; cantilever left and right exposed ; Lumber
DOL=1.33 plate grip DOL=1.33. This truss is
BRACING
designed for C-C for members and forces, and for
TOP CHORD
MWFRS for reactions specified.
Sheathed or 4-1-0 oc purlins. 3) Provide adequate drainage to prevent water
BOT CHORD
ponding.
Rigid ceiling directly applied
or 10-0-0 oc bracing. 4) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
REACTIONS (lb/size)
loads.
B =
919/0-8-0 5) Provide mechanical connection (by others) of truss
G =
919/0-8-0 to bearing plate capable of withstanding 184 lb uplift
Max Horz
at joint B and 184 lb uplift at joint G.
B =-51(load
case 7) 6) "Fix heels only" Member end fixity model was used
Max Uplift
in the analysis and design of this truss.
B =-184(load case 4) 7) NOTE: Refer to yellow bracing and/or T-1 sheet for
G =-184(load case 5) more information. i
8) NOTE: The seal on this drawing indicates
FORCES (lb)
acceptance of professional engineering
Maximum Compression/Maximum Tension responsibility solely for the truss component design
TOP CHORD
shown.
A-B = 0/22
B-C =-1752/395 9) NOTE: Trusses are designed for an Enclosed
C-D =-1349/289
D-E _-1437/300 bilding condition as per building designer,
E-F =-1349/289
F-G =-1752/395 assuming doors and windows are protected from
G-H = 0/22
windborne debris impact as per Fla. Bldg. Code
BOT CHORD
1606.1.4
B-J =-281/1594
1-1 =-281/1594 10) NOTE: Trusses are designed for an Enclosed
G-1 =-281/1594
building condition as per building designer,
WEBS
assuming doors and windows are protected from
C-J =-464/191
F-J =-464/191 windborne debris impact as per Fla. Bldg. Code
D-J =-64/443
E-J =-64/443 1606.1.4
NOTES (7-10)
LOAD CASE(S) I,
1) Unbalanced roof live loads have been considered for Standard
this design.
I ZIAL H !1 CAGr,lt P.E. # 25389
Il_..
f1'i'»0 i i i5 'e'd 'i 32Vc']Pt'f
Oriao,
.-----------
sic82
r�. 282d
---'---------------- -- --
Job !Truss Truss Type iQty 1Ply 153107 / METRO DEV/ Sanford Housing / Bc
53107 ! R22 ROOF TRUSS I 1 1
Job Reference (optional)
Trussway, Orlando, FI 6.100 a Sep 17 2004 MiTek Industries, Inc. Wed Oct 26 17:00:43 2005 Page 1 ,
`r-1-2-8 7-4-14 F 10-8-0 , 13-11-2 � 21-4-0 22-6-8
1-2-8 7-4-14 3-3-2 3-3-2 7-4-14 1-2-8
Scale = 1:39.0
5x5 =
D
( 4.00 F12
2x3 Zx3 i
C E
G
4x5 = I H 4x5 =
4x8 = 3x6 =
10-8-0 21-4-0
+
10-8-0 10-8-0
LOADING (psf)
SPACING 2-0-0
CSI
DEFL in (loc) Vdefl Ud
PLATES GRIP
TCLL 20.0
Plates Increase 1.25
TC 0.51
Vert(LL) -0.20 F-I >999 240
MT20 244/190
TCDL 10.0
Lumber Increase 1.25
BC 0.82
Vert(TL) -0.44 F-1 >567 180
BCLL 0.0
Rep Stress Incr YES
WB 0.24
Horz(TL) 0.05 F n/a n/a
BCDL 10.0
Code FBC2001/ANSI95
(Matrix)
Weight: 86lb
LUMBER 2) Wind: ASCE 7-98; 120mph (3-second gust);
TOP CHORD 2 X 4 SYP No.2 h=15ft; TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp
BOT CHORD 2 X 4 SYP No.2 'Except' B; enclosed; MWFRS interior zone and C-C Interior(1)
B 1 2 X 4 SYP No.1 zone; cantilever left and right exposed ; Lumber
WEBS 2 X 4 SYP No.3 DOL=1.33 plate grip DOL=1.33. This truss is
designed for C-C for members and forces, and for
BRACING MWFRS for reactions specified.
TOP CHORD 3) This truss has been designed for a 10.0 psf bottom
Sheathed or 4-0-12 oc purlins. chord live load nonconcurrent with any other live
BOT CHORD loads.
Rigid ceiling directly applied or 10-0-0 oc bracing. 4) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 240 lb uplift
REACTIONS (lb/size) at joint B and 240 lb uplift at joint F. i
B = 919/0-8-0 5) "Fix heels only" Member end fixity model was used
F = 919/0-8-0 in the analysis and design of this truss.
Max Horz 6) NOTE: Refer to yellow bracing and/or T-1 sheet for
B =-67(load case 7) more information.
Max Uplift 7) NOTE: The seal on this drawing indicates
B =-240(load case 4) acceptance of professional engineering
F =-240(load case 5) responsibility solely for the truss component design
shown.
FORCES (lb) 8) NOTE: Trusses are designed for an Enclosed
Maximum Compression/Maximum Tension building condition as per building designer,
TOP CHORD assuming doors and windows are protected from
A-B = 0/22 B-C =-1745/498 windborne debris impact as per Fla. Bldg. Code
C-D =-1361/369 D-E =-1361/369 1606.1.4
E-F =-1746/498 F-G = 0/22
BOT CHORD LOAD CASE(S)
B-1 =-366/1587 H-1 =-366/1588 Standard
F-H =-366/1588
WEBS
C-1 =-437/240 E-1 =-439/239
D-1 =-1721752
NOTES (6-8)
1) Unbalanced roof live loads have been considered for
this design. n _
IQS i_ I"
-- — - 6ti50 Truz n^l, vyaid
Job
Truss Truss Type oty Ply
53107 / METRO DEV/ Sanford Housing / Bc
53107
R23 !ROOF TRUSS 1 1
Job Reference (optional)
Trussway, Orlando, FI 6.100 s Sep 17 2004 MiTek Industries, Inc. Wed Oct 26 17:00:43 2005 Page 1 I
1-2 8 7-4-14 10-8-0 , 13-11-2 21-4-0
1-2-8 7-4-14 3-3-2 3-3-2 7-4-14
Scale = 1:38.0I
5x5 =
D
4.00112
2x3 2x3 �
E
C
i
B F /j .
45 = H G 45 =
48 = 3x6 =
10-8-0 21-4-0
10-8-0 10-8-0
LOADING (psf)
SPACING 2-0-0
CSI
DEFL in (loc) Vdefl Ud
PLATES GRIP
TCLL 20.0
Plates Increase 1.25
TC 0.55
Vert(LL) -0.20 F-H >999 240
MT20 244/190
TCDL 10.0
Lumber Increase 1.25
BC 0.82
Vert(TL) -0.45 F-H >554 180
BCLL 0.0
Rep Stress Incr YES
WB 0.25
Horz(TL) 0.05 F n/a n/a
BCDL 10.0
Code FBC2001/ANS195
(Matrix)
Weight: 84lb
LUMBER 2) Wind: ASCE 7-98; 120mph (3-second gust);
TOP CHORD 2 X 4 SYP No.2 h=15ft; TCDL=S.Opsf; BCDL=S.Opsf; Category 11; Exp
BOT CHORD 2 X 4 SYP No.2 'Except* B; enclosed; MWFRS interior zone and C-C Interior(1)
B1 2 X 4 SYP No.1 zone; cantilever left and right exposed ; Lumber
WEBS 2 X 4 SYP No.3 DOL=1.33 plate grip DOL=1.33. This truss is
designed for C-C for members and forces, and for
BRACING MWFRS for reactions specified.
TOP CHORD 3) This truss has been designed for a 10.0 psf bottom
Sheathed or 3-11-11 oc pudins. chord live load nonconcurrent with any other live
BOT CHORD loads.
Rigid ceiling directly applied or 9-2-7 oc bracing. 4) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 159 lb uplift
REACTIONS (lb/size) at joint F and 240 lb uplift at joint B.
F = 823/0-8-0 5) "Fix heels only" Member end fixity model was used
B = 923/0-8-0 in the analysis and design of this truss.
Max Horz 6) NOTE: Refer to yellow bracing and/or T-1 sheet for
B = 73(load case 6) more information.
Max Uplift 7) NOTE: The seal on this drawing indicates
F =-159(load case 5) acceptance of professional engineering
B =-240(load case 4) responsibility solely for the truss component design
shown.
FORCES (lb) 8) NOTE: Trusses are designed for an Enclosed
Maximum Compression/Maximum Tension building condition as per building designer,
TOP CHORD assuming doors and windows are protected from
A-B = 0/22 B-C =-1757/516 windborne debris impact as per Fla. Bldg. Code
C-D =-13731389 D-E _-1375/391 1606.1.4
E-F =-1754/531
BOT CHORD LOAD CASE(S)
B-H =-419/1598 G-H =-437/1611 Standard
F-G =-437/1611
WEBS
C-H =-437/238 E-H =-452/260
D-H =-1901764
NOTES (6-8)
1) Unbalanced roof live loads have been considered for
this design.
A. c:. ,GA , . . P. 253 3 3
FL. 32024
Mai 1 cuuv
53107
R30 ROOF TRUSS 11
1
107 / METRO DEV/ Sanford Housing / Bc
1-2-8 , 4-6-5 10-8-0 15-0-0
1-2-8 4-6-5 6-1-11 4-4-0
LOADING (psf)
TCLL 20.0
TCDL 10.0
BCLL 0.0
BCDL 10.0
LUMBER
TOP CHORD 2 X 4 SYP No.2
BOT CHORD 2 X 4 SYP No.2
WEBS 2 X 4 SYP No.3
BRACING
TOP CHORD
Sheathed or 3-4-6 oc purlins.
BOT CHORD
Rigid ceiling directly applied or 7-10-7 oc bracing.
REACTIONS (lb/size)
G = 951/Mechanical
B = 1050/0-8-0
Max Horz
B = 73(load rase 6)
Max Uplift
G =-192(load case 5)
B =-253(load case 4)
FORCES (Ib)
Maximum Compression/Maximum Tension
TOP CHORD
A-B = 0/22 B-C =-2380/711
C-D =-2036/559 D-E _-2800/853
E-F =-2552/746 F-G =-2157/655
BOT CHORD
B-J =-63112208 1-1 =-372/1531
H-1 =-372/1531 G-H =-559/1990
WEBS
C-J =-414/254 D-J =-501500
D-H =-395/1402 E-H =-1095/396
F-H =-118/703
NOTES (8-10)
1) Unbalanced roof live loads have been considered for
this design.
4.00 12
5x5 =
D
e
18-0-0 24-4-0
3-M 6-4-0
Scale = 1:44,9
3x6 = J I H 3x6 =
3x4 = 3x5 = 48 =
F 7-0-1 15-0-0 18-0-0 21-4-12 24-4-0
7-0-1 7-11-15 3-M 3-4-12 2-11-4
SPACING 2-0-0 CSI I DEFL in (loc) I/defl Ud r— PLATES GRIP
Plates Increase 1.25 TC 0.66 Vert(LL) -0.17 G-H >999 240 MT20 244/190
Lumber Increase 1.25 BC 0.77 Vert(TL) -0.41 G-H >705 180
Rep Stress Incr YES WB 0.45 Horz(TL) 0.06 G n/a n/a
Code FBC2001/ANSI95 I (Matrix) Weight: 104lb
2) Wind: ASCE 7-98; 120mph (3-second gust);
h=15ft; TCDL=5.Opsf; BCDL=5.Opsf; Category II; Exp
B; enclosed; MWFRS interior zone and C-C Interior(1)
zone; cantilever left and right exposed ; Lumber
DOL=1.33 plate grip DOL=1.33. This truss is
designed for C-C for members and forces, and for
MWFRS for reactions specified.
3) Provide adequate drainage to prevent water
ponding.
4) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 192 lb uplift
at joint G and 253 lb uplift at joint B.
7) "Fix heels only" Member end fixity model was used
in the analysis and design of this truss.
8) NOTE: Refer to yellow bracing and/or T-1 sheet for
more information.
9) NOTE: The seal on this drawing indicates
acceptance of professional engineering
responsibility solely for the truss component design
shown.
10) NOTE: Trusses are designed for an Enclosed
building condition as per building designer,
assuming doors and windows are protected from
windborne debris impact as per Fla. Bldg. Code
1606.1.4
LOAD CASE(S)
Standard
LO
IM
0
Orlando,�.824ard
f+ 32
Job (Truss Truss Type my IPly 53107 / METRO DEV/ Sanford Housing / Bc
53107 R31 ROOF
i
TRUSS 1 1
Job Reference o tional
Trussway, Orlando, FI
6.100 a Sep 17 2004 MiTek Industries, Inc. Wed Oct 26 17:00:44 2005 Page 1
1-2-8 5-11-0
10-8-0 13-0-0 16-0-0 18-6-13 ,
j
24-4-0
1-2-8 5-11-0
4-9-0 2-4-0 3-0-0 2-0-13
5-9-4
Scale = 1:44.9!
i
5x5 =
I
4.00j12
D 5x5 = 5x5 =
2x3
E F
3 2x3
,..,...,\\�3
C
�, j / G
j
17
�j ,�
W11 /
u,A
j ! j
N
n
C ,J
a
3x6
L K J I
3x6
3x4 = 3x5 = 48 = 3x4 =
i— 5-10-12
13-0-0 _+ 16-0-0
24-4-0
6-10-12
6-1-4 3-"
8-4-0
LOADING (psf)
SPACING 2-0-0
CSI
j DEFL in (loc) Vdefl Ud
PLATES GRIP
TCLL 20.0
Plates Increase 1.25
TC 0.39
Vert(LL) 0.13 J-L >999 240
MT20 244/190
TCDL 10.0
Lumber Increase 1.25
BC 0.62
Vert(TL) -0.29 H-1 >998 180
BCLL 0.0
Rep Stress Incr YES
WB 0.29
Horz(TL) 0.07 H n/a n/a
BCDL 10.0
Code FBC2001/ANSI95
(Matrix)
Weight: 110lb
LUMBER
2) Wind: ASCE 7-98; 120mph (3-second gust);
TOP CHORD 2 X 4 SYP No.2
h=15ft; TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp
BOT CHORD 2 X 4 SYP No.2
B; enclosed; MWFRS interior zone and C-C Interior(1)
WEBS 2 X 4 SYP No.3
zone; cantilever left and right exposed ; Lumber
DOL=1.33 plate grip DOL=1.33. This truss is
BRACING
designed for C-C for members and forces, and for
TOP CHORD
MWFRS for reactions specified.
Sheathed or 3-9-5 oc purlins.
3) Provide adequate drainage to prevent water
BOT CHORD
ponding.
Rigid ceiling directly applied or 7-10-7 oc bracing.
4) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
REACTIONS (lb/size)
loads.
H = 951/Mechanical
5) Refer to girder(s) for truss to truss connections.
B = 1050/0-8-0
6) Provide mechanical connection (by others) of truss
Max Horz
to bearing plate capable of withstanding 192 lb uplift
B = 73(load case 6)
at joint H and 252 lb uplift at joint B.
Max Uplift
7) "Fix heels only" Member end fixity model was used
H =-192(load case 5)
in the analysis and design of this truss.
B =-252(load case 4)
8) NOTE: Refer to yellow bracing and/or T-1 sheet for
more information.
FORCES (lb)
9) NOTE: The seal on this drawing indicates
Maximum Compression/Maximum Tension
acceptance of professional engineering
TOP CHORD
responsibility solely for the truss component design
A-B = 0/22 B-C =-2273/645
shown.
C-D =-2116/630 D-E =-2175/709
10) NOTE: Trusses are designed for an Enclosed
i
E-F =-2004/637 F-G =-2008/609
building condition as per building designer,
G-H =-2292/711
assuming doors and windows are protected from
BOT CHORD
windborne debris impact as per Fla. Bldg. Code
B-L =-554/2091 K-L =-374/1533
1606.1.4
J-K =-374/1533 1-1 =-462/1848
H-1 =-621/2131
LOAD CASE(S)
WEBS
Standard
C-L =-302/185 D-L =-128/600
D-J =-279/905 E-J =-840/317
F-I =-60/352 G-1 =-336/194
F-J =-76/225
NOTES (8-10)
i
1) Unbalanced roof live loads have been considered for
this design.25389
/
LZ
avard
C
3izn O, FL. 32624 — __-
goo truss truss type I utv 1 riv 153107 / METRO DEV/ Sanford Housing / Bc
53107 R32 ROOF TRUSS 1 1
1 ; Job Reference (optional)
Trussway, Orlando, FI
6.100 a Sep 17 2004 MiTek Industries, Inc. Wed Oct 26 17:00:45 2605 Page 1 j
1-2 8 i
6-9-3 10-8-0 11-Q-0
14-0-0
18-0-9 19-2-0j
24-4-0
1-2-8
6-9-3 3-10-13 0-4-0
3-0-0
4-0-9 1-1-7
5-2-0
j
Scale = 1:44.9
I
5x8
=
10-8-0
5x5 =
4.00 j 12
E
2x3 /
2x3
\\
C_�F
`\W13
W�
/
NVj1
I I
tar
ram)
\` 12
i /
\.,
I
WI
\\
��
G
B
^�
\
-A
��i
62
1
(
- ____vi
lLn
o
d
46
= J
1
H
4x5 = i
3x4 =
3x5 =
48
=
10-0-0 111-0-q
14-8-13
18-0-9 19-2-0+
24-4-0
10-0-0 1-M
3.8-13
r
3-3-12 1-1-7
5-2-0
Plate Offsets X Y :
E:0-2-8 0-2-11 G:0-2-14 0-0-2
LOADING (psf)
SPACING 2-0-0
I i
CSI
DEFL
in
(loc) I/deft Ud
PLATES
GRIP
TCLL 20.0
Plates Increase 1.25
I TC 0.47
Vert(LL)
-0.22
B-J >999 240
MT20
244/190
TCDL 10.0
I Lumber Increase 1.25
BC 0.73 j
Vert(TL)
-0.49
B-J >584 180
BCLL 0.0
1 Rep Stress Incr YES
I WB 0.15 I
Horz(TL)
0.07
G n/a n/a
BCDL 10.0
Code FBC2001/ANS195
(Matrix) i
Weight: 105lb
J
LUMBER
TOP CHORD 2 X 4 SYP No.2
BOT CHORD 2 X 4 SYP No.2
WEBS 2 X 4 SYP No.3
BRACING
TOP CHORD
Sheathed or 3-8-4 oc purlins.
BOT CHORD
Rigid ceiling directly applied or 7-9-15 oc bracing.
REACTIONS (lb/size)
G =
951/Mechanical
B =
1050/0-8-0
Max Horz
B =
73(load case 6)
Max Uplift
G =
191(load case 5)
B =
-253(load case 4)
FORCES (lb)
Maximum Compression/Maximum Tension
TOP CHORD
A-B
= 0/22
B-C
=-2151/662
C-D
=-1809/537
D-E
=-1634/538
E-F
=-18331553
F-G
=-22401713
BOT CHORD
B-J
=-560/1988
1-1
=-365/1580
H-1
=-365/1580
G-H
=-619/2083
WEBS
F-H
=-462/260
D-J
=-47/385
E-H
=-48/350
C-J
=-396/219
D-H
=-86/192
NOTES (8-10)
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-98; 120mph (3-second gust);
h=15ft; TCDL=5.Opsf; BCDL=5.Opsf; Category II; Exp
B; enclosed; MWFRS interior zone and C-C Interior(1)
zone; cantilever left and right exposed ; Lumber
DOL=1.33 plate grip DOL=1.33. This truss is
designed for C-C for members and forces, and for
MWFRS for reactions specified.
3) Provide adequate drainage to prevent water
ponding.
4) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 191 lb uplift
at joint G and 253 lb uplift at joint B.
7) "Fix heels only" Member end fixity model was used
in the analysis and design of this truss.
8) NOTE: Refer to yellow bracing and/or T-1 sheet for
more information.
9) NOTE: The seal on this drawing indicates
acceptance of professional engineering
responsibility solely for the truss component design
shown.
10) NOTE: Trusses are designed for an Enclosed
building condition as per building designer,
assuming doors and windows are protected from
windborne debris impact as per Fla. Bldg. Code
1606.1.4
LOAD CASE(S)
Standard
Odando, FL. 32824
Housing
153107 j R33 !ROOF TRUSS
e Sep 17 2004 MiTek Industries, Inc. Wed Oct 26 17:00:45 2005
1-2 8 6-9-0 1 12-2-0 �_ 17 8-0 24-4-0
1-2-8 6-9-0 5-5-0 5-6-0 6-8-0
A nnli7
5x5 =
C•
Scale = 1:45.411
3x6 = J I H G
3x4 = 3x5 = 4x9 = 2x4 II
LOADING (psf) I
SPACING
2-0-0
TCLL
20.0
Plates Increase
1.25
TCDL
10.0
Lumber Increase
1.25
BCLL
0.0
Rep Stress Incr
YES
BCDL
10.0
Code FBC2001/ANS195
LUMBER
TOP CHORD 2 X 4 SYP No.2 'Except'
T3 2 X 4 SYP No.1
BOT CHORD 2 X 4 SYP No.2
WEBS 2 X 4 SYP No.3
BRACING
TOP CHORD
Sheathed or 3-1.15 oc purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 7-11-0 oc bracing.
REACTIONS (lb/size)
G =
951/Mechanical
B =
1050/0-8-0
Max Horz
B =
134(load case 6)
Max Uplift
G =
-189(load case 5)
B =
-257(load case 4)
FORCES (lb)
Maximum Compression/Maximum Tension
TOP CHORD
A-B = 0/22
B-C
=-2254/611
C-D =-2107/613
D-E
=-2231/661
E-F =-2010/555
F-G
=-9061318
BOT CHORD
B-J =-613/2069
1-1
=-406/1356
H-1 =-40611356
G-H
= 0/0
WEBS
C-J =-353/222
D-J
=-165/794
D-H =-217/901
E-H
=-1055/421
F-H =-588/2132
NOTES (8-10)
1) Unbalanced roof live loads have been considered for
this design.
17-8-0
0-0-10
CSI I DEFL in floc) Vdefl
TC 0.83 ( Vert(LL) -0.24 H-J >999
BC 0.85 Vert(TL) -0.53 H-J >539
WB 0.68 Horz(TL) 0.04 G n/a
(Matrix)
2) Wind: ASCE 7-98; 120mph (3-second gust);
h=15ft; TCDL=5.Opsf; BCDL=5.Opsf; Category II; Exp
B; enclosed; MWFRS interior zone and C-C Interior(1)
zone; cantilever left and right exposed; Lumber
DOL=1.33 plate grip DOL=1.33. This truss is
designed for C-C for members and forces, and for
MWFRS for reactions specified.
3) Provide adequate drainage to prevent water
ponding.
4) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 189 lb uplift
at joint G and 257 lb uplift at joint B.
7) "Fix heels only" Member end fixity model was used
in the analysis and design of this truss.
8) NOTE: Refer to yellow bracing and/or T-1 sheet for
more information.
9) NOTE: The seal on this drawing indicates
acceptance of professional engineering
responsibility solely for the truss component design
shown.
10) NOTE: Trusses are designed for an Enclosed
building condition as per building designer,
assuming doors and windows are protected from
windborne debris impact as per Fla. Bldg. Code
1606.1.4
LOAD CASE(S)
Standard
Ud ( PLATES GRIP
240 MT20 244/190
180
n/a
Weight: 113 lb
H.A. GnC,,-) P.E. ..._
!. 7'1
53107 1R40
Trussway, Orlando, FI
I
1-2-8
4.00 1 12
u�
ROOFTRUSS
3-0-0
3-0-0
Qty Ply 53107 / METRO DEV/
1 1
Job Reference (optional)
6.100 a Sep 17 2004 MiTek Industries, Inc.
4-0-0 7-M
1-M 3-0-0
3x3 =
3x3
C D
ng
2005 Page
1-2-8 i
Scale = 1:15.8
jt2
JA
16
4x4 = 4x4 =
3-M
LOADING (psf)
SPACING
2-0-0
TCLL
20.0
Plates Increase
1.25
TCDL
10.0
Lumber Increase
1.25
BCLL
0.0
Rep Stress Incr
NO
BCDL
10.0
Code FBC2001/ANSI95
LUMBER
TOP CHORD 2 X 4 SYP No.2
BOT CHORD 2 X 4 SYP No.2
BRACING
TOP CHORD
Sheathed or 6-0-0 oc purlins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size)
B = 409/0-8-0
E = 409/0-8-0
Max Horz
B =-31(load case 6)
Max Uplift
B =-154(load case 3)
E _-154(load case 4)
FORCES (lb)
Maximum Compression/Maximum Tension
TOP CHORD
A-B = 0122 B-C =-425/96
C-D =-387/98 D-E =-425/96
E-F = 0/22
BOT CHORD
B-G =-601387 G-H =-60/387
E-H =-60/387
NOTES (10-12)
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-98; 120mph (3-second gust); h=15ft;
TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp B;
enclosed; MWFRS interior zone; cantilever left and right
exposed ; Lumber DOL=1.33 plate grip DOL=1.33.
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
5) Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 154 lb uplift at
joint B and 154 lb uplift at joint E.
4-0-0
1-0-0
CSI DEFL in (loc) I/defl
TC 0.25 Vert(LL) -0.03 B-E >999
BC 0.35 Vert(TL) -0.09 B-E >867
WB 0.00 Horz(TL) 0.00 E n/a
(Matrix)
6) Girder carries hip end with 3-0-0 end setback.
7) "Fix heels only" Member end fixity model was used
in the analysis and design of this truss.
8) Special hanger(s) or other connection device(s)
shall be provided sufficient to support concentrated
load(s) 601b down and 171b up at 4-0-0, and 601b
down and 171b up at 3-0-0 on bottom chord. The
design/selection of such special connection device(s)
is the responsibility of others.
9) In the LOAD CASE(S) section, loads applied to the
face of the truss are noted as front (F) or back (B).
10) NOTE: Refer to yellow bracing and/or T-1 sheet
for more information.
11) NOTE: The seal on this drawing indicates
acceptance of professional engineering
responsibility solely for the truss component
design shown.
12) NOTE: Trusses are designed for an Enclosed
building condition as per building designer,
assuming doors and windows are protected from
windborne debris impact as per Fla. Bldg. Code
1606.1.4
LOAD CASE(S)
Standard
1) Regular: Lumber Increase=1.25, Plate
Increase=1.25
Uniform Loads (plf)
Vert: A-C=-60, C-D=-65(F=-5), D-F=-60, B-G=-20,
G-H=-22(F=-2), E-H=-20
Concentrated Loads (lb)
Vert: G=-60(F) H=-60(F)
3-M
Ud PLATES GRIP
240 MT20 244/190
180
n/a
Weight: 25 lb
H.A,. C:�CgiJ p�
8,20 Tres; E• 25389
OrtardoU� �ffltltevard
. 32824
'Job 'Truss Truss Type - 'Oty
Ply 153107 / METRO DEV/ Sanford Housing / Bc
53107 R41 I ROOF TRUSS 1
1
Job Reference (optional)
Trussway, Orlando, FI 6.100 a Sep 17 2004 MiTek Industries, Inc. Wed Oct 26 17:00:46 2005 Paget j
-1-2-8 3-6-0 7-" 8-2-8
l
1-2-8 3-6-0 3-6-0 1-2-8 i
Scale = 1:15.51
3x3
C
4.00 12
YJ's
T2 D
E I,
3x3 = 3x3 =
I
3-6-0 7-0-0
3-6-0 3-"
Plate Offsets X Y :
C:0-1-8 Edge]
PLATES GRIP
LOADING (psf)
SPACING 2-M
CSI
DEFL in floc) I/deft Ud
TCLL 20.0
Plates Increase 1.25
TC 0.20
Vert(LL) -0.08 B-D >900 240
MT20 244/190
TCDL 10.0
Lumber Increase 1.25
BC 0.38
Vert(TL) -0.17 B-D >450 180
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(TL) 0.00 D n/a n/a
BCDL 10.0
Code FBC2001/ANSI95
(Matrix)
Weight: 25 lb
LUMBER 5) "Fix heels only" Member end fixity model was used
TOP CHORD 2 X 4 SYP No.2 in the analysis and design of this truss.
BOT CHORD 2 X 4 SYP No.2 6) NOTE: Refer to yellow bracing and/or T-1 sheet for
more information.
BRACING 7) NOTE: The seal on this drawing indicates
TOP CHORD acceptance of professional engineering
j Sheathed or 6-0-0 oc purlins. responsibility solely for the truss component design
BOT CHORD shown.
Rigid ceiling directly applied or 10-0-0 oc bracing. 8) NOTE: Trusses are designed for an Enclosed
building condition as per building designer, ;
REACTIONS (lb/size) assuming doors and windows are protected from
B = 346/0-8-0 windbome debris impact as per Fla. Bldg. Code
D = 346/0-8-0 1606.1.4
Max Horz
B =-33(load case 7) LOAD CASE(S)
Max Uplift Standard
B = 134(load case 4)
D = 134(load case 5)
FORCES (lb)
Maximum Compression/Maximum Tension
TOP CHORD
A-B = 0/22 B-C =-247/82
C-D =-247/82 D-E = 0/22
BOT CHORD
B-D =-44/192
NOTES (6-8)
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-98; 120mph (3-second gust); h=15ft;
TCDL=5.Opsf; BCDL=5.Opsf; Category II; Exp B;
enclosed; MWFRS interior zone and C-C Interior(1)
zone; cantilever left and right exposed ; Lumber
DOL=1.33 plate grip DOL=1.33. This truss is designed
for C-C for members and forces, and for MWFRS for
reactions specified.
3) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
4) Provide mechanical connection (by others) of truss to IC ".t I-I.A CAGAN P.E. # 25389
bearing plate capable of withstanding 134 lb uplift at L85J i ra t.'<:'/t3t3"ward
joint B and 134 lb uplift at joint D. Gr'fando, FL. 32824
53107 RG1 ROOF TRUSS 1 1 Sanford Housing Project
i Job Reference (optional)
Trussway, Orlando, FI 6.100 s Sep 17 2004 MiTek Industries, Inc. Wed Oct 26 17:00:46
w
a
3-6-0 7-0-0
3-6-0 3-6-0
2x3 II
C
45 = 45 =
Scale = 1:1
3-6-0
7-M
3-6-0
3-6-0
LOADING (psf)
SPACING
2-0-0
CSI
DEFL
in
(loc)
I/defl
Ud
PLATES GRIP
TCLL 20.0
Plates Increase
1.25
TC 0.22
Vert(LL)
0,03
D-E
>999
240
MT20 244/190
TCDL 10.0
Lumber Increase
1.25
BC 0.80
Vert(TL)
-0.07
D-E
>999
180
BCLL 0.0
Rep Stress Incr
NO
WB 0.62
Horz(TL)
0.01
D
n/a
n/a
BCDL 10.0
Code FBC2001/ANSI95
i
(Matrix)
Weight: 36 lb
LUMBER
TOP CHORD 2 X 4 SYP No.2
BOT CHORD 2 X 6 SYP No.2
WEBS 2 X 4 SYP No.3
BRACING
TOP CHORD
Sheathed or 3-9-12 oc purlins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size)
A =
1503/0-8-0
D =
1503/Mechanical
Max Horz
A =
85(load case 3)
Max Uplift
A =
-327(load case 3)
D =
-356(load case 3)
FORCES (lb)
Maximum Compression/Maximum Tension
TOP CHORD
A-B =-2536/535 B-C = -26/25
BOT CHORD
A-E =-566/2369 D-E =-566/2369
WEBS
C-D =-100/47 B-E =-270/1421
B-D =-2496/596
NOTES (8-10)
1) Wind: ASCE 7-98; 120mph (3-second gust); h=15ft;
TCDL=5.Opsf; BCDL=5.Opsf; Category II; Exp B;
enclosed; MWFRS interior zone; cantilever left and right
exposed ; Lumber DOL=1.33 plate grip DOL=1.33.
2) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
3) Refer to girder(s) for truss to truss connections.
4) Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 327 lb uplift at
joint A and 356 lb uplift at joint D.
5) Girder carries tie-in span(s): 21-4-0 from 0-0-0 to
7-0-0
6) "Fix heels only" Member end fixity model was used
in the analysis and design of this truss.
7) In the LOAD CASE(S) section, loads applied to the
face of the truss are noted as front (F) or back (B).
8) NOTE: Refer to yellow bracing and/or T-1 sheet for
more information.
9) NOTE: The seal on this drawing indicates
acceptance of professional engineering
responsibility solely for the truss component design
shown.
10) NOTE: Trusses are designed for an Enclosed
building condition as per building designer,
assuming doors and windows are protected from
windbome debris impact as per Fla. Bldg. Code
1606.1.4
LOAD CASE(S)
Standard
1) Regular: Lumber Increase=1.25, Plate
Increase=1.25
Uniform Loads (plf)
Vert: A-C=-60, A-D=-401(F=-381)
M1JYIuiiN�� FL 3 824
1153107
N
r
'Truss Truss Type i oty Ply 53107
RG2 i ROOF TRUSS
Job Refere
Orlando, FI 6.100 a Sep 17 2004 MiT
2_10-8 6-4-0
2-10-8 35-8
5x5 =
B
4.00 2
nford
261
Scale = 1:10.8
C 2x3 i I
45 = 45 =
2-10-8
LOADING (psf)
SPACING
2-0-0
TCLL
20.0
Plates Increase
1.25
TCDL
10.0
Lumber Increase
1.25
BCLL
0.0
Rep Stress Incr
NO
BCDL
10.0
Code FBC2001/ANS195
LUMBER
TOP CHORD 2 X 4 SYP No.2
BOT CHORD 2 X 6 SYP No.2
WEBS 2 X 4 SYP No.3
BRACING
TOP CHORD
Sheathed or 3-7-13 oc
purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size)
A =
1538/0-8-0
D =
1534/0-4-0
Max Horz
A =
35(load case 5)
Max Uplift
A =
-349(load case 3)
D =
-353(load case 3)
FORCES (lb)
Maximum Compression/Maximum Tension
TOP CHORD
A-B =-2850/621 B-C = 0/0
C-D =-105/49
BOT CHORD
A-E =-599/2663 D-E =-555/2432
WEBS
B-E =-286/1462 B-D =-2522/575
NOTES (10-12)
1) Wind: ASCE 7-98; 120mph (3-second gust); h=15ft;
TCDL=5.Opsf; BCDL=5.Opsf; Category II; Exp B;
enclosed; MWFRS interior zone; cantilever left and right
exposed; Lumber DOL=1.33 plate grip DOL=1.33.
2) Provide adequate drainage to prevent water ponding.
3) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
4) Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 349 lb uplift at
joint A and 353 lb uplift at joint D.
5) Girder carries tie-in span(s): 24-4-0 from 0-0-0 to
3-5-8
CSI DEFL in (loc) Vdefl Ud
TC 0.18 Vert(LL) 0.04 D-E >999 240
BC 0.97 Vert(TL) -0.08 D-E >906 180
WB 0.63 Horz(TL) 0.01 D n/a n/a
(Matrix)
6) Girder carries hip end with 2-10-8 end setback.
7) "Fix heels only" Member end fixity model was used
in the analysis and design of this truss.
8) Special hanger(s) or other connection device(s)
shall be provided sufficient to support concentrated
load(s) 531b down and 151b up at 2-10-8 on bottom
chord. The design/selection of such special
connection device(s) is the responsibility of others.
9) In the LOAD CASE(S) section, loads applied to the
face of the truss are noted as front (F) or back (B).
10) NOTE: Refer to yellow bracing and/or T-1 sheet
for more information.
11) NOTE: The seal on this drawing indicates
acceptance of professional engineering
responsibility solely for the truss component
design shown.
12) NOTE: Trusses are designed for an Enclosed
building condition as per building designer,
assuming doors and windows are protected from
windborne debris impact as per Fla. Bldg. Code
1606.1.4
LOAD CASE(S)
Standard
1) Regular: Lumber Increase=1.25, Plate
Increase=1.25
Uniform Loads (plf)
Vert: A-B=-60, B-C=-63(F=-3), A-E=-453(F=-433),
D-E=-454(F=-434)
Concentrated Loads (lb)
Vert: E=-53(F)
PLATES GRIP
MT20 244/190
Weight: 31 lb
i
Job Truss
i Truss Type oty Ply 53107 1 METRO DEV/ Sanford Housing Bc
�53107 ivol
i ROOF TRUSS
i
Job Reference (optional)
Trussway, Orlando, FI
6.106 e Sep 17 2004 MiTek Industries, Inc. Wed Oct 26 17:00:4-72005—Page 1
3x3
1-11-4
3-10-8
1-11-4
1-11-4
4.00,71-2 B Scale = 1:6.41
C
A
B1
Ic
3x3 3x3 z�-
3-10-8
3-10-8
Plate Offsets (X,Y): IB:0-1-8,Edgel
LOADING (psf)
SPACING 2-0-0
Csl
j DEFL in (loc) Vdefl Ud
PLATES GRIP
TCLL 20.0
Plates Increase 1.25
TC 0.03
Vert(LL) n/a n/a 999
MT20 244/190
TCDL 10.0
Lumber Increase 1.25
BC 0.04
Vert(TL) n/a n/a 999
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(TL) 0.00 C n/a n/a
BCDL 10.0
Code FBC2001/ANSI95
(Matrix)
Weight: 9 lb
LUMBER
TOP CHORD 2 X 4 SYP No.3
3) This truss has been designed for a 10.0 psf bottom
live load live
BOT CHORD 2 X 4 SYP No.3
chord nonconcurrent with any other
loads.
4) Gable requires continuous bottom chord bearing.
BRACING
5) Provide mechanical connection (by others) of truss
TOP CHORD
to bearing plate capable of withstanding 7 lb uplift at
Sheathed or 4-0-0 oc purlins.
joint A, 7 lb uplift at joint C, I lb uplift at joint E and 1
BOT CHORD
lb uplift at joint D.
Rigid ceiling directly applied or 10-0-0 oc bracing.
6) "Fix heels only" Member end fixity model was used
in the analysis and design of this truss.
REACTIONS (lb/size)
7) NOTE: Refer to yellow bracing and/or T- I sheet for
A = 84/3-10-8
more information.
C = 84/3-10-8
8) NOTE: The seal on this drawing indicates
E -0/3-10-8
acceptance of professional engineering
D =-0/3-10-8
responsibility solely for the truss component design
Max Horz
shown.
E -5(load case 7)
9) NOTE: Trusses are designed for an Enclosed
Max Uplift
building condition as per building designer,
A =-7(load case 4)
assuming doors and windows are protected from
C =-7(load case 5)
windborne debris impact as per Fla. Bldg. Code
E 1 (load case 2)
1606.1.4
D = 1 (load case 2)
LOAD CASE(S)
FORCES (lb)
Standard
Maximum Compression/Maximum Tension
TOP CHORD
A-B = -77/45 B-C = -77/45
BOT CHORD
A-E = -5/5 A-C = -31/64
C-D = 010
NOTES (7-9)
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-98; 120mph (3-second gust); h=15ft;
TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp B:
enclosed; MWFRS interior zone and C-C Interior(l)
zone; cantilever left and right exposed ; Lumber
1 DOL=1.33 plate grip DOL=1.33. This truss is designed
C--, i
for C-C for members and forces, and for MWFRS for
reactions specified,
4,rd
goo I i russ Truss Type oty Ply 53107 / METRO DEV/ Sanford Housing / Bc
153107 V02 ROOF TRUSS 1 1
1
' Job Reference (optional)
Trussway, Orlando, FI
6.100 a Sep 17 2004 MiTek Industries, Inc. Wed Oct 26 17:00:47 2005 Page 1
3 11-4
7-10-8
3-11.4
3-11-4
Scale = 1:12.9
3x3 =
4.00 ,72
B
1
VT
C
A y
r/
B 1
O
O
3x3
3x3
7-10-8
7-10-8
Plate Offsets X Y : B:0-1-8 Ed e
LOADING (psf)
SPACING 2-M
CSI DEFL in (loc) I/deft Ud
PLATES GRIP
TCLL 20.0
Plates Increase 1.25
TC 0.11 Vert(LL) n/a - n/a 999
MT20 244/190
TCDL 10.0
Lumber Increase 1.25
BC 0.33 Vert(TL) n/a - n/a 999
BCLL 0.0
Rep Stress Incr YES
WB 0.00 Horz(TL) 0.00 C n/a n/a
BCDL 10.0
Code FBC2001/ANSI95
(Matrix) I
Weight: 21 lb
LUMBER
2) Wind: ASCE 7-98; 120mph (3-second gust);
TOP CHORD 2 X 4 SYP No.2
h=15ft; TCDL=S.Opsf; BCDL=S.Opsf; Category 11; Exp
BOT CHORD 2 X 4 SYP No.3
B; enclosed; MWFRS interior zone and C-C Interior(1)
zone; cantilever left and right exposed; Lumber
BRACING
DOL=1.33 plate grip DOL=1.33. This truss is
TOP CHORD
designed for C-C for members and forces, and for
Sheathed or 6-0-0 oc purlins.
MWFRS for reactions specified.
BOT CHORD
3) This truss has been designed for a 10.0 psf bottom
Rigid ceiling directly applied or 10-0-0 oc bracing.
chord live load nonconcurrent with any other live
loads.
REACTIONS (Ib/size)
4) Gable requires continuous bottom chord bearing.
A = 292/7-10-8
5) Provide mechanical connection (by others) of truss
C = 292/7-10-8
to bearing plate capable of withstanding 8 lb uplift at
E _-55/7-10-8
joint A, 8 lb uplift at joint C, 109 lb uplift at joint E and
D =-5517-10-8
109 lb uplift at joint D.
Max Horz
6) "Fix heels only" Member end fixity model was used
E = 15(load case 6)
in the analysis and design of this truss.
Max Uplift
7) NOTE: Refer to yellow bracing and/or T-1 sheet for
A =-8(load case 4)
more information.
C =-8(load case 5)
8) NOTE: The seal on this drawing indicates
E _-109(load case 2)
acceptance of professional engineering
D =-109(load case 2)
responsibility solely for the truss component design
Max Grav
shown.
A = 306(load case 2)
9) NOTE: Trusses are designed for an Enclosed
C = 306(load case 2)
building condition as per building designer,
assuming doors and windows are protected from
FORCES (lb)
windbome debris impact as per Fla. Bldg. Code
Maximum Compression/Maximum Tension
1606.1.4
TOP CHORD
A-B =-262/147 B-C =-262/147
LOAD CASE(S)
BOT CHORD
Standard
A-E _ -15/15 A-C =-110/223
C-D = 0/0
NOTES (7-9)
1) Unbalanced roof live loads have been considered for
this design.
I
i
nl.Pr.i`2-,Z80 !
to t� Ugg ] E ,-.• °�vuad
G I4t:... i 3 L JiV2W
r;, . / ZuU6
53107 / METRO DEV/
53107 IV2
Q
0
ROOFTRUSS
�1 1
i
6.100 a Sep
3-11-4
3-11-4
B
2x3 I i
3x3 % 2x3 II
LOADING (psf)
SPACING
2-0-0
CSI
DEFL
in (loc)
Well
Ud
TCLL 20.0
Plates Increase
1.25
TC 0.09
Vert(LL)
n/a
n/a
999
TCDL 10.0
Lumber Increase
1.25
BC 0.09
Vert(TL)
n/a
n/a
999
BCLL 0.0
Rep Stress Incr
YES
WB 0.02
Horz(TL)
-0.00 A
n/a
n/a
BCDL 10.0
Code FBC2001/ANS195
(Matrix)
LUMBER
TOP CHORD 2 X 4 SYP No.2
BOT CHORD 2 X 4 SYP No.3
WEBS 2 X 4 SYP No.3
BRACING
TOP CHORD
Sheathed or 8-0-0 oc purlins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size)
A =
136/3-11-4
D =
-10/3-11-4
C =
100/3-11-4
Max Horz
D =
38(load case 4)
Max Uplift
A =
-1(load case 4)
D =
-21(load case 2)
C =
-34(load case 4)
Max Grav
A =
140(load case 2)
C =
100(load case 1)
FORCES (lb)
Maximum Compression/Maximum Tension
TOP CHORD
A-B = -29/22
BOT CHORD
A-D = -47/0 A-C = 0/0
WEBS
B-C = -79/58
NOTES (6-8)
1) Wind: ASCE 7-98; 120mph (3-second gust); h=15ft;
TCDL=S.Opsf; BCDL=S.Opsf; Category II; Exp B;
enclosed; MWFRS interior zone and C-C Interior(1)
zone; cantilever left and right exposed ; Lumber
DOL=1.33 plate grip DOL=1.33. This truss is designed
for C-C for members and forces, and for MWFRS for
reactions specified.
2) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
3) Gable requires continuous bottom chord bearing.
4) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 1 lb uplift at
joint A, 21 lb uplift at joint D and 34 lb uplift at joint C.
5) "Fix heels only" Member end fixity model was used
in the analysis and design of this truss.
6) NOTE: Refer to yellow bracing and/or T-1 sheet for
more information.
7) NOTE: The seal on this drawing indicates
acceptance of professional engineering
responsibility solely for the truss component design
shown.
8) NOTE: Trusses are designed for an Enclosed
building condition as per building designer,
assuming doors and windows are protected from
windborne debris impact as per Fla. Bldg. Code
1606.1.4
LOAD CASE(S)
Standard
7
PLATES GRIP
MT20 244/190
Weight: 11 lb
2005 Page
Scale = 1:9.0
.__ ...L. 25Z
14- Iru55 truss type duty 1Fly 53107 / METRO DEV/ Sanford Housing / Bc
153107 1V3 MONO TRUSS �1 1
Job Reference (optional)
Trussway, Orlando, FI 6.100 s Sep 17 2004 MiTek Industries, Inc. Wed Oct 26 17:00:48 2005 Page 1
5-11-4
—i
5-11-4
2x3 II Scale: V=1'
B
v
0
0
3x3 % 2x3 II
LOADING (psf) SPACING 2-0-0
TCLL 20.0 Plates Increase 1.25
TCDL 10.0 Lumber Increase 1.25
BCLL 0.0 Rep Stress Incr YES
BCDL 10.0 Code FBC2001/ANS195
LUMBER
TOP CHORD 2 X 4 SYP No.2
BOT CHORD 2 X 4 SYP No.3
WEBS 2 X 4 SYP No.3
BRACING
TOP CHORD
Sheathed or 6-0-0 oc purlins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size)
D =-40/5-11-4
C = 171/5-11-4
A = 248/5-11-4
Max Horz
D = 63(load case 4)
Max Uplift
D =-81(load case 2)
C =-57(load case 4)
Max Grav
C = 171(load case 1)
A = 270(load case 2)
FORCES (lb)
Maximum Compression/Maximum Tension
TOP CHORD
A-B = -48/37
BOT CHORD
A-D = -78/0 A-C = 0/0
WEBS
B-C =-135/98
NOTES (6-8)
1) Wind: ASCE 7-98; 120mph (3-second gust); h=15ft;
TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp B;
enclosed; MWFRS interior zone and C-C Interior(1)
zone; cantilever left and right exposed; Lumber
DOL=1.33 plate grip DOL=1.33. This truss is designed
for C-C for members and forces, and for MWFRS for
reactions specified.
2) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
5-11-4
CSI DEFL in (loc) I/defl
TC 0.28 Vert(LL) n/a n/a
BC 0.28 Vert(TL) n/a n/a
WB 0.03 Horz(TL) -0.00 C n/a
(Matrix)
3) Gable requires continuous bottom chord bearing.
4) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 81 lb uplift at
joint D and 57 lb uplift at joint C.
5) "Fix heels only" Member end fixity model was used
in the analysis and design of this truss.
6) NOTE: Refer to yellow bracing and/or T-1 sheet for
more information.
7) NOTE: The seal on this drawing indicates
acceptance of professional engineering
responsibility solely for the truss component design
shown.
8) NOTE: Trusses are designed for an Enclosed
building condition as per building designer,
assuming doors and windows are protected from
windborne debris impact as per Fla. Bldg. Code
1606.1.4
LOAD CASE(S)
Standard
Ud PLATES GRIP
999 MT20 244/190
999
n/a
Weight: 18 lb
53107 iV4
MONO TRUSS
1 1 1
Housing / Bc
c
a
0
2-9-12
2-9-12
4.00112
6.100 s Sep 17
Scale = 1:6.E
3x3 % 2x3 11
3-11-4
LOADING (psf)
SPACING
2-0-0
CSI
DEFL
in (loc)
I/deft
Ud
TCLL 20.0
Plates Increase
1.25
TC 0.09
Vert(LL)
n/a
n/a
999
TCDL 10.0
Lumber Increase
1.25
BC 0.10
I
Vert(TL)
n/a
n/a
999
BCLL 0.0
Rep Stress Incr
YES
WB 0.00
Horz(TL)
0.00 D
n/a
n/a
BCDL 10.0
Code FBC2001/ANS195
(Matrix)
LUMBER
TOP CHORD 2 X 4 SYP No.3
BOT CHORD 2 X 4 SYP No.3
WEBS 2 X 4 SYP No.3
BRACING
TOP CHORD
Sheathed or 4-0-0 oc purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size)
E _
-42/3-11-4
D =
99/3-11-4
A =
176/3-11-4
Max Horz
E =
25(load case 4)
Max Uplift
E _
-42(load case 1)
D =
-26(load case 4)
A =
-33(load case 4)
Max Grav
E =
14(load case 4)
D =
99(load case 1)
A =
176(load case 1)
FORCES (lb)
Maximum Compression/Maximum Tension
TOP CHORD
A-B = -97/27 C-D = -67/50
B-C = -67/32
BOT CHORD
A-E _ -32/0 A-D = -32/67
NOTES (8-10)
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-98; 120mph (3-second gust);
h=15ft; TCDL=S.Opsf; BCDL=S.Opsf; Category II; Exp
B; enclosed; MWFRS interior zone and C-C Interior(1)
zone; cantilever left and right exposed ; Lumber
DOL=1.33 plate grip DOL=1.33. This truss is
designed for C-C for members and forces, and for
MWFRS for reactions specified.
3) Provide adequate drainage to prevent water
ponding.
4) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
5) Gable requires continuous bottom chord bearing.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 42 lb uplift at
joint E, 26 lb uplift at joint D and 33 lb uplift at joint A.
7) "Fix heels only" Member end fixity model was used
in the analysis and design of this truss.
8) NOTE: Refer to yellow bracing and/or T-1 sheet for
more information.
9) NOTE: The seal on this drawing indicates
acceptance of professional engineering
responsibility solely for the truss component design
shown.
10) NOTE: Trusses are designed for an Enclosed
building condition as per building designer,
assuming doors and windows are protected from
windborne debris impact as per Fla. Bldg. Code
1606.1.4
LOAD CASE(S)
Standard
PLATES GRIP
MT20 244/190
Weight: 11 lb
i 2:7S^3
0
Agchb
ROOF LOADING
TCLL
TCLL
20 24" O.C.
10 1.25% OF
TCLL
0
TRUSSWAY. LM.
TCLL
10
ru
=dr. �Mifrl
PSF
40#
(407) 857-2777 PH
(407) MI-7809 PAX
WIND ASCE.7-98 0 120 MPH
iwrmaw
I www. blmwav cmn
ROOF HANGER SCHEDULE
MARK DESCRIPTION
SIMPSON USP
I
RH.3 HUS26 THD26
I' Y P C'A lL 1-11, P !'�UAILIN'-1
ROOF TRUSS PLACEMENT
cr
w
REFER TO SHT."T-I"&(nN
FOR IMPORTANT
00
INFORMATION!
0
DATE : 10-27-5
DRAWN BY: 8c
co
CHECK BY:
JOB NO. 53I07
SCALE NTS
3:
5310zdwg
SHEET
ALL BEAMS ARE DE9GNE0 BY OTHERS
RE: S7RUCAIRA PLANS FOR BEAM -92rS
DBBo=DRop BEAM BY OTHERS
T
Fb?80=FlU5H BEAU BY OTHERS
�C, STA RD RoOP ILS
R 1.0 - JUNE 2003
STRUCTURAL COORDINATION
REFER TO ARCHITECTURAL/ENGINEERING PLANS FOR STRUCTRAL ENTITIES (BEAMS, HEADERS,
SEISMIC/WINO REQUIREMENTS, ETC.) THAT ARE NOT INDICATED ON TRUSSWAY'S PLACEMENTS.
CONTINUOUS SUPPORT (STUDS, BLOCKING BETWEEN FLOORS, ETC.) MUST BE PROVIDED, BY
BUILDER, TO TRANSFER LOADS FROM BEAMS, GIRDERS, HEADERS, ETC. TO FOUNDATION.
SEE TRUSS PLACEMENTS & ARCHITECTURAL/ENGINEERING PLANS FOR LOCATIONS OF BEAMS,
GIRDERS, HEADERS, ETC.
__1
--o
DROP iOP CHORD HIP
�2x4l RUNNERS
PT.C.
TRUSS
EXTERIOR V4 UL T
! I �
' k' Scissor
Cobh Truss
Sc' li f a Truss Scissor Truss f� 4)
iI I
y L; • d I I vault Line
i Bollojo Framed I
w0. by others)
Vault Noi j
•n9 Pbtcrna (beZondZ-------
on
Interior terior Interior Exterior
CAUTION:.
EXERCISE CAUTION IN PLACEMENT OF SELECTED HANGERS.
TYPE
A
REFER TO TRUSS PLACEMENT FOR DESIGNATED HANGER
AND LOCATION. HANGERS MUST BE ADEQUATELY ATTACHED.
SEE HANGER MANUFACTURER'S SPECIFICATIONS FOR
INSTALLATION INFO.
TRl1SSIMAY• LTD_
CAUTION"
REFER TO 8 1/2"01" TRUSS DIAGRAMS FOR UPLIFT
FORCES ON TRUSSES EXPOSED TO WINO. PROVIDE INTEMST
ADEQUATE ANCHORAGE FOR TRUSSES, AT SUPPORT POINTS, wwo•pusswylco"&
AS NOTED ON TRUSS DIAGRAMS. SPECIAL ATTENTION SHOULD
BE GIVEN TO ANCHORAGE OF ALL BEAMS & COMPONENTS
THAT SUPPORT TRUSSES AFFECTED BY WIND UPLIFT.
CAUTION:
REFER TO TRUSSWAY'S ROOF, FLOOR AND/OR COMPONENT SPREAD
SHEETS FOR A LISTING OF ALL MATERIALS (AND QUANTITIES
THEREOF) SUPPLIED BY TRUSSWAY. ALL OTHER MATERIALS ARE
TO BE SUPPLIED BY OTHERS.
CAUTION:
TRUSS GIRDERS MAY CONSIST OF MORE THAN ONE TRUSS
MEMBER.MULTI-PLY GIRDERS ARE SHIPPED UNATTACHED FOR
EASE OF INSTALLATION. BUILDER/TRUSS SETTER IS RESPONSIBLE
FOR REVIEWING 8 1/2"x11" TRUSS DIAGRAMS TO DETERMINE
PROPER NUMBER OF PLYS & NAIUNG/CONNECTION METHOD
AND MAKING PROPER CONNECTIONS IN THE FIELD.
CAUTION:
CONNECTING HARDWARE IS NOT INCLUDED IN THIS CONTRACT.
CAUTION SHOULD BE EXERCISED WHEN SELECTING CONNECTING
HARDWARE. SPECIAL. ATTENTION SHOULD BE GIVEN TO
CONNECTOR CAPACITY (i.e. GRAVITY, UPLIFT & LATERAL LOADING),
CONFIGURATION & CONNECTION SURFACES. TRUSSWAY IS AN
AUTHORIZED SIMPSON STRONG -TIE & USP CONNECTOR
DISTRIBUTOR AND WILL BE PLEASED TO QUOTE ALL YOUR
CONNECTOR REQUIREMENTS. PLEASE CONTACT YOUR TRUSSWAY
REPRESENTATIVE FOR DETAILS.
CONTRACTOR IS TO PROVIDE ADEQUATE WATERPROOFING TO
PROTECT TRUSSES FROM ANY MOISTURE ACCUMULATION.
NON—COMPLIANCE COULD AFFECT THE STRUCTURAL INTEGRITY
OF THE TRUSS, REQUIRING REPLACEMENT OR REPAIR.
CAUTION:
CONTRACTOR TO BE AWARE OF LARGE LINEAR AND CONCEN—
TRATED LOADS OCCURING IN BEARING WALLS. IN ORDER
TO PREVENT CRUSHING, CONTRACTOR IS TO PROVIDE VER—
TICAL BLOCKING IN LOAD PATHS, TO FOUNDATION, AS
PER CODE REQUIREMENTS.
CONVENTIONAL ROOF BRACING SHALL BE EVENLY DISTRIBUTED
ONTO INDICATED "LOAD BEARING" WALLS ONLY. EXCESSIVE
DEFLECTION, OR FAILURE, MAY OCCUR IF LOADS ARE PLACED
ON WALLS OTHER THAN THOSE SPECIFIED.
BOTTOM CHORD IS TO BE CONTINOUSLY BRACED.
IN AREAS WHERE A RIGID CEILING IS NOT APPLIED
DIRECTLY TO THE BOTTOM CHORD, LATERAL BRACING
IS REQUIRED, AT 10'-0" O.C., AT BOTTOM CHORD.
WHEN VALLEY TRUSSES ARE PARALLEL WITH SUPPORTING
TRUSSES, FIELD BLOCK, WITH 2x4's AT 36"o.c.,
BETWEEN THE TOP CHORDS OF THE SUPPORTING TRUSSES.
NAL STUDS MAY BE REQUIRED AT EACH SIDE OF COMPONENT
CONSULT WITH ENGINEER OF RECORD. (E.O.R.)
cd
h
W
q
TRUSS HANDLING, INSTALLATION AND BRACING DRAWING APPROVAL "*d 9
PROPER PRECAUTIONS SHALL BE TAKEN WHILE HANDLING, INSTALLING & BRACING TRUSSES. TRUSSWAY'S FINAL PREPARATION OF TRUSS DRAWINGS WERE PERFORMED WITH DUE CARE
SEE T.P.I. "HIB-91 SUMMARY SHEET" AND W.T.C.A. "WARNING POSTER." FOR ACCURACY AND ARE A DIRECT INTERPRETATION OF THE ARCHITECTURAL PLANS PROVIDED. �� Q
TRUSSWAY CANNOT BE RESPONSIBLE FOR THE STRUCTURAL INTEGRITY OF TRUSSES THAT HAVE APPROVAL BY OWNER, ARCHITECT, OR RELATED PROFESSIONS WILL IMPLY THAT TRUSSWAY'S •CJ C
BEEN DAMAGED DUE TO IMPROPER HANDLING, STORAGE OR BRACING PROCEDURES. SHOULD DAM- PLACEMENTS, SPREADSHEETS, AND DRAWINGS ARE ACCURATELY DRAWN AND CONCEPTUS TO THE
AGE OCCUR, AN ANALYSIS BY A REGISTERED PROFESSIONAL ENGINEER WILL BE REOVIRED & CER- ARCHITECTURAL DRAWINGS. APPROVAL WILL INCLUDE, BUT NOT BE LIMITED TO, DESIGN CRITERIA, (T
TAIN FIELD MODIFICATIONS, REPAIRS AND/OR REPLACEMENT OF PRODUCT MAY BE NECESSARY. DETAILS, DIMENSIONS AND QUANTITIES. IN LIEU OF WRITTEN APPROVAL, JOBSITE ACCEPTANCE
OF PRODUCT SPECIFIED ON TRUSSWAY DRAWINGS ACKNOWLEDGES APPROVAL.
JOB COORDINATION
TRUSS DESIGNS
DRAWING OWNERSHIP
DOCUMENT EXAMINATION
THE LOCATION OF TRUSSES IN CERTAIN AREAS MUST BE COORDINATED WITH
"ON
TRUSSES ARE DESIGNED TO SUPPORT VERTICAL LOADS AS DETERMINED BY
OF LOADING,
THIS DRAWING, AND RELATED DOCUMENTS, IS THE PROPERTY OF
TRUSSWAY AND ARE NOT TO BE REPRODUCED OR COPIED, IN
THE CONTRACTOR & ALL RELATED TRADES ARE TO EXAMINE ALL DOCUMENTS IN THIS
PACKAGE PRIOR TO ERECTION OF TRUSSES & REFER TO ALL PLACEMENT NOTES &
OTHER TRADES (MECHANICAL, PLUMBING, FIREPLACE, ETC.). IF CENTER"
SPACING OF ANY TRUSS EXCEEDS DIMENSIONS SHOWN ON TRUSSWAY'S LAY—
OTHERS AND NOTED IN CONTRACT DOCUMENTS. VERIFICATION
DEFLECTION LIMITS, FRAMING METHODS, WIND & LATERAL BRACING IS THE
WHOLE OR IN PART, OR USED FOR UNAUTHORIZED MANUFACTURING,
DETAILS, TRUSS INSTALLATION AND BRACING NOTES (YELLOW SHEETS), T.P.I.
"WARNING
OUTS AND/OR ENGINEERED DRAWINGS, AN ANALYSIS WILL BE REQUIRED AND
RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD (E.O.R.).
OR IN ANY OTHER EXPLOITATION OF THE ITEMS DISCLOSED THEREIN,
COMMENTARY & RECOMMENDATIONS (HIB-91 ORANGE SHEET) AND W.T.CA
CERTAIN FIELD ALTERATIONS AND/OR REPAIRS MAY BE NECESSARY.
CONNECTIONS OF TRUSSES TO BEARINGS, STRUCTURAL ADEQUACY OF
OR IN ANY OTHER WAY DISCLOSED OR USED FOR FURNISHING
INFORMATION TO UNAUTHORIZED PARTIES WITHOUT THE EXPRESS
POSTER" (WALL POSTER). ANY CONFLICTS, ERRORS OR DEVIATIONS SHALL BE
REPORTED TO TRUSSWAY FOR MODIFICATION.
NO FIELD ALTERATIONS OR REPAIRS ARE ALLOWED
WITHOUT WRITTEN AUTHORIZATION FROM TRUSSWAY.
BEARINGS (WALLS, COLUMNS, ETC.) & OVERALL STRUCTURAL INTEGRITY OF
THE BUILDING IS THE RESPONSIBILITY OF THE ENGINEER OF RECORD.
WRITTEN CONSENT OF AN OFFICER OF TRUSSWAY.
NO UNAUTHORIZED FIELD MODIFICATIONS ARE ALLOWED.
ROOF DETAILS
T- I
SHEET
GENERAL NOTES NOTAS GENEMLES HAND ERECTION — LEVANTAMIENTO A MANO
Trusses are not marked in any way to identify Los trusses no estAn marcados de ningLin modo aue F-I lrl,.��,es 201 ru or Asses 30' or
the
e frequency or location of temporary bracing. identificlue la frecuencia o localization de los arriostres Lv. I ls�, yj��)o t ess, suppart at
Follow the recommendations for handling, (bracing) temporales. Use las recomendaciones de manejo, a! rxl;�k qcarter Point!;
Refer to BC51 1-0 Levante de
installing and temporary bracing of trusses. listalackIn y arriostre temporal de IDS trusses. Vea el (Q[[& Levame
Handlina. Installina & Bracino of Metal Pla BCS1 1-03 Guia Buena P[acVa Data el MaaQQjaAWff& � "", "N () l)� -7� os cuartas
Connected Wood Trusses for more detailed v Arricistre de los Trusses de Madera Connectado5 cQn de tra-ro los
Placas de Metalpal para mayor inforini
information. 1�11 01 'Cil 'S' trusses de 310
Truss Design Drawings may specify Of compression locations Los dibui de disefio de IDS trusses pueden especificar .4-Trusses up to 20' ♦ Pic,", 0 memos. ♦ Trusses up to 30'
permanent bracing on individual las localizations de los amostres peirmanentes en IDS Trusses pasta 20 pies Trusses hastar 30 pies
members. Refer to the BCSI-63 Summary intembros individuales en compresiciii. Vea la hoja res6merl
Sheet -Web Member Permanent 'Web BC51-53 Odra los amostres permarientes v ref g�iaos de fos
Reinforcement for more information. All other intembross secundanos (webst para mayor information. El HOISTING — LEVANTAMIENTO
permanent bracing design is the responsibility recto de amostres permanentes son la responsabilidad del Hold �a, r' hc, iyositron ��vtli ter�ecl;on unttl temporary ,racingi, ng instalfed and,
of the Building Designer. Disefiador del Edificio. As.eto ti cle"Inliq pl)ints,
sos;o-oa (0,oa iruss en pnslion coo. la g,tia hasta que, ej imostre, ternpora! ete "Istalado y el
A The consequence,.; of imprnper handling, nstallirig
and Dearing may be a coflalp-,ti. i-Ifthe',t1ructure, 01
worse, serious personal injury of death
Inadecuados, puede. ser !a caida dela esouctilra 0 Do not lift trusses over 30' by the peak.
El resuftado de un marlejo, instaiacon yanjostre 10:
a6n Peor, fro
olhendo�. No evan'r, del Pico los trusses de mAs de 30 pies.
Greater than 30'
'As de 30 tiles
Banding and truss oliates nay il sharp ecges. Wear
gloves virien 1,and, rig arro safezy gia,,SEAS whe"
cutting banding.
Empaqu,s y plats de mr-tal tienen bordes
afirlados. Use guantes y entes p otectones cuando
corte l(Y.s ernpaques.
HANDLING - MANE)0
lus/e, siaecial care rn
wffldy or
near power ines
a,
id hi,Ports.
egx"aai en cras
cables v1&'m-:os ii, di,
aeropucrtol'.
HOISTING RECOMMENDATIONS BY TRUSS SPAN
RECOMMENDACIONES DE LEVANTAMIENTO
POR LONGI3`UD DEL TRUSS
Spreader bar for N<,,
truss bundles
Tagline
4t, YAIv0,4
V
LAd arera' bend nc Evitela t'iev6n alefal,
&Do ne)". s!"Gre No almacene,
unbraced bundles verticalmente Isis
upright, trusses sueltos,
AN Do rot store on No almaa,,ne en
�-y unewen g,uur,,-. terra desugua.l.
Toe -in .
Tagline
Spreader bar 1/2 to
2/3 truss length
TRUSSES UP TO 60'
TRUSSES HASTA 60 PIES
60' or less
Approx. 1/2
truss length
TRUSSES UP TO 30'
TRUSSES HASTA 30 PIES
Locate Spreader bar Attach
above or stiffback A 1max.
� EFF 1& 17-15 M
Spreader bar 2/3 to
314 truss length
Tagline
TRUSSES UP TO AND OVER 60,
TRUSSES HASTA Y SOBRE 60 PIES
BRACING - ARRIOSTRE
Peter to
tdwj, and TerrPvrary!3.fac!ng for more lliformation.
Vea e ru$y
YArInQ,51tt TertflIdral Data mayor informao6n.
0 Do Nafk on unbraced trusses.
No cainfnc en trusses sueftos
lgid' brace5 foe 41's, trus"
!�!�r,'�%;rh oularcivis of top chord lemoofary
n'aci, gi,
C�., a! riosl!�.,s d4n tiara el
p le,
, a e eel can
d
"aaa d<- as f'ia5 de Lmotres laterae's
d I &upenof,
Brace first truss well
before erection of
additio nal trusses.
Top Chord Temporary Lateral
Bracing (TCTLB)
min.
BRACING FOR THREE PLANES OF ROOF
EL ARRIOSTRE EN TRES PLANOS DE TECHO
17h This braong method s for aii trusses exceal 3Y2 and 4x2 par fief s�_ e� chord tr" sS,
E, s od t Iste rne�todo fre arnostre, e- Para t o trusses exce,, o I.,,, sses de cuerdas iaraliz'as 33,x It, i'
1) TOP CHORD — CUERDA SUPERIOR
Truss Span
Top Chord Temporary Lateral Brace (TCTLB) Spacing
Longlitucl de Tramo
Espaidamiento del Aniostre Temporal de la Cuerda Superior
Up to 30'
10' D.C. max.
Hasta 30 pies
10 pies m6ximc,
30' to 45'
8' D.C. max.
30 a 45 pies
8 pies mSximo
45' to 60'
6'o.c. max.
45 a 60 pies
6 pies mSximo
60' to 80'
4'o.c. max.
r
60 a 80 pies*
4 pies m6ximo
:ConSU:t a Professional Engineer for trusses longer than 60'.
Consu te a un ingeniero para trusses de mas de 60 pies.
See BCSI-K for -1 C7L3 opl,o,
Vea el BCSI-B2 parlasopoorieis
de
. TCTLB.
f rroPr I,5f U,
Sul Yr>-1�.r15he
Qalblkl End Flarli'll
vea el
K51-55 -
0"2 1 te,msnai
de un Kr; a, leas
agaa*
N
diagonai h 13e,es,
Snit hist fiie, "'usse" 'wr&, SDacer peces, the", add c,aqona'_, Re%P,-al,
P'oces,; on gioup's of four unt"I aJ,nisi Soti r`lr(` Srt
j nst al 1os n"o Pei me, r os I russes c. sD r 7 rE qo I al?
than ona,7es, Repita e te pi-oceofirniento en qujix,tio
hasta que tondos (s tnisses ester, insialados,
2) BOTTOM CHORD — CUERDA INFERIOR
Lateral braces
2x4x12' length lapped
over two trusses. ,
10'-15' max.
Diagonal braces
every 10 truss
spaces (20' max.)
Some chord and web members not shown for clarity.
3) WEB MEMBER PLANE — PLANO DE LOS MIEMBROS SECUNDARIOS
Web
Diagonal braces
every 10 truss
spaces (20' max.)
10 max.
same spacing
as bottom chord Some chord and web members not shown for clarity,
lateral bracing
DIAGONAL BRACING IS VERY IMPORTANT
iEL ARRIOSTRE DIAGONAL ES MUY IMPORTANTE!
BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES
EL ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3x2 Y 4x2
Ref", to Bc,$J-87 Maximum lateral brace spacing
10' o.c. for 3x2 chords
15' o.c. for 4x2 chords
iii)
Diagonal braces
of
every 15 truss
spaces (30' max.)
ni`oiiiialuori,
ve li
,a f:i resurn,
ae The end diagonal
truss( de brace for cantilevered
pars llela5 Uara mayor trusses must be placed Lateral braces
rifc,"maci6n, on vertical webs in line 2x4x12' length lapped
with the support. over two trusses.
INSTALLING - INSTALACION
i � 71 Tol,,ranc,s for Oul-or Pfame. Tole,ancos Para 'Jera de-Pianc,
iy-j lvtu Bow Max. Truss
Bow Length
--in
or �_, 12.6
��_j — Length 3/4
_j
Length
Max Elo. 7/8' 14.6'
T 01 D/50 0 (ft.) 1 16.7'
o"erances f
L01
1-1/8, 18.8'
1/4" 11
Tolfas par 1/2" 21 1-1/4"l/4' F 208'
,api,,
Fue!,a de Prorerada.
1-3/8' 22 9T
Plumb 3/4" 3'
1 bob 1 - 4' 1-1/2' 25.0'1
1-1/4" 5'_ 1-3/4' 1 29.2'-
D/50 max 1-112" 6' 2' 1 2:33.3-
1-3/4" 7'
2" z 81-1
CONSTRUCTION LOADING CARGA DE CONSTRUCCION
lX Do not proce+wrth all hracvrlg is WK.urejy Maximum Stadc Height
and Pfopxdy in otacin. for Materials on Trusses
Nc prcy.eda ,..on a (or.strUca6c hasta que. os an lostree, 110111"rial Height (h)
e_ _'n crrixacxs: er) to, ma acroprada y sf`(�Rlea. Gypsum Board 12"
Plywood or OSS
161,
air Shingles
2 bundles
role Block
8"
Tile
3-4 tiles high
Do -rof exce��d maxirrum Slack. heglits� Peter "', FC51 1�41 ASPI
S�Jlnriijfy 5riect Con5lrua;on Loa�,ing for more nformatlon. con,
No ey(eda 'as mJxlmas afturas recomendacias. Vea el clay
OX-51 para mayorn:i;rma for
D not (,,ve,-,k.,,ad snia'! grr, is or smete (11 -P g t usses,
No Peque,ios gruUzos o tuusse� ridividual-s
lai rl oadti o'e", ifs :niSses as P_ssiblf�_
cc,& as carr-is ta,"r rfses co ✓ sfa
CIE C:r
oao� ovi�, tica,�rg vralii-
rlvooue, rargas sibre as, aredes soc:o,Iariles, I.
ALTERATIONS — ALTERACIONES . .....
Refer to Bi-51 B5 sv.rnierlal y 5teet - Ttijss DaMirge, 3,90,fte MQdJfl(_a`jQf15 and li-,15,tla,31"3,t)o�,iErrQ,15,
0'a ell ie_,sl)rrLtn �CSJ Oz.. J)ahQ5 vQ trlr55C5, MC4 K. I a-
i�l Qord Y, jr.Staj�_c
Doncir;cjt, altef� of drill any ,tructirat member of a tr.us.s
six."cificaliy per mitired by Truss Design Drawing.
No crrte, aftere, o Pertorc. ning6n miemtro estructurall de los
trussr,s, a men due estin l.F pefmitido er, ei jo
de! dlseiio de' in ss.
"nusse", -hat have, neen eDvlr1f,add d durilic constructOn or elterfKi vishout the Truss Manufacturers
prior aprircival may ren(A-., the TrusstuanUfaCtureis warranty nrill and vord.
Tr,j,.,,.,i q, e se ha,- r4)breca- aflo curante la con Sir jf-c-6,1 o hay i silo afterados sin una autonzac16r,
do Fahricante, do Trusses, pueden reduer o eNminar la gatantfa del Fabricante de Trusses.
NOTE: The Truss Manufacturer and Truss Designer must rely on the fact that the Contr.-tor and — operator (if applicable) are ca-
pable to undertake the work they have agreed to do on a parMular project. The contractor should seek any required assistance regarding
construction practices fn:,i,, a competent party. The methods and procedures outlined are intended to ensure that the overall conshtcMdri,
tectirwqu" MpIOVW will put floor and roof trussesito place SAFELY, These reconinnerydrations for handling, rnst3l" and bracing wood
t— are based upon the collective experience of leading technical personnt in the wood truss rdustrii, but t, due to the nature of
responsibilities imolved, be presented only as a GUIDE for use by a qualified Building Designer or frectweIrstallation contractor. It is not
intended that these re—datkins be interpreted as superior to ^ design spwif<abon (provided N either an Architect, Engineer,
the Burpieng Designer, the Erectionanstsliation Cont—of or otherwise) for handling, installing &to bating wood busses and R does
not preclude the � of other equivalent rreWds for bracing arid providing stability for the wells and colurrins, as may be determined by
the truss Erection/Instagatm Contrik:tor. Thus, the Wood Truss C-1 of Amerka, and the Truss Plate Institute expressly disclaim any
respon,ilpiKy for damages ansing from the use, application, or reliance on the �wtinendatrdns and Wornati.n contained herein.
& 'A -n ih,
WOOD TRUSS COUNCIL OF AMERICA TRUSS PLATE INSTITUTE
6300 Enterprise Lane - Madison, WI 53719 218 N. Lee St., Ste. 312 - Alexandira, VA 22314
608/274-4849 - vinwAy.woodbrus,s-corn 703/683- 1010 - —.txst.org
B1WARN11x17 20050501
(3) — (0. 148 x 3 114" P—nail TOE —NAILS
OP & BOTTOM CHORD CONNECTION.
NAILS THROUGH BACK SIDE OF
YRDER INTO END GRAIN OF
(ONO TRUSS ARE NOr ALLOWED)
Ca
3) - (0. 148 "x3 1/4 " P-nail TOE -NAILS @ TOP d,
'OTTOM CHORD CONNECTION FOR 'f IR " GIRDER
NO (12) NAILS ALONG VERTICAL END WEB OF
YR " GIRDER INTO THE HIP GIRDER TRUSS.
2) - (0. 148 "x3 1/4 " P-nail TOE -NAILS @
OP & BOTTOM CHORD CONNECTION.
0
R"
?DER
TYPICAL HIP SET NAIL11
OPEN FACE
I
Allowable Holes for Uniformly Loaded Beams
, , 3" minimum
1/3 depth diameter maximum
1/3 depth-V131"
-- ,,Allowed Hole Zone
1/3 depth# �
Allowable Hole Zone
1/3 span
1/3 span
1/3 span
- ' r lyl Cutting, notching or drilling
1. This hole chart is for typical beam applications only, and covers uniform loads and span holes are N07 allowed,
conditions provided in this brochure. except as noted.
2. No square holes are allowed.
3. For other hole configurations, contact your design professional or supplier for assistance.
Multiple Member Connections
3 -11Z'
2':E 1
2Pc.1-3/4" I
2"
fq4-
1-314" x 2
5-1/4" 5-1/4" 5-1/4" 1. Specific gravity for nail and bolt design is
0.44.
2"L 2. For 2 rows - 16-d nails @ 8" o.c. use 540
plf, 6" ox, use 720 plf and 4" o.c. use 1080
3 Pc. 1-3/4" olf. For 3 rows - 16-d nails @ 8" o.c. use
810 plf, 6" o.c. use 1080 plf and 4' o.c. use
2"T 1620 plf.
3. For 2 rows - .131" dia. gun nails @ 8" o.c.
1-374'x3 1-3/4"+3.5` 1-3/e-x3 use 428 plf, 6" o.c. use 570 plf and 4' o.c.
use 855 plf. For 3-rows .131" dia. gun nails
@ 8" o.c. use 638 plf, 6" o.c. use 850 plf
7" 7" 7" and 4" o.c. use 1275 plf.
4, For 1/2" bolts spaced 8' o.c. use 1125 plf,
2" 6" o.c. use 1500 plf and for 4" o.c. use
3 Pc. 1-3/4" 2250 plf.
(BoR only) I 5. The beam must be sized to cart' the
applied load, the connection can then be
—I checked for adequacy.
1-3/4'xe 3.5'.2 —_1-3/1-12+3.5" -�—�-5 6. For 3 piece members, nailing is specified
for both sides.
for Side -Loaded Beams
7. Values listed are for 100% duration.
Increase 15% for snow loaded roof condi-
tions and 25% for non -snow loaded roof
conditions.
8. All nail and bolting requirements use the
2001 edition of the P)DS® as a guideline.
NDSO does not purely apply to this con-
nection problem. Bolt design assumes a
worst case mode I single or double shear
failure. Nail design assumes a worst case
mode III failure.
9. For beams greater than 7" wide see a
design professional for the bolting and
loading requirements.
10. Screws cqn be used in place of bolts as
long as the screw capacity is identical or
greater than the 1/2' bolt capacity. See
screw manufactuer literature.
Specification Guide
1.0 GENERAL MASTER PLANK® is a laminate construction of spruce veneers procured from forests managed and certified under
the Finnish Forest Certification System audited by BVQI (Bureau Veritas Quality International) according to the IS014001 environ-
mental standard and the ISO 9002 quality standard. It is composed of various qualities of veneer arranged to obtain optimum utilizes -
lion of each veneer to develop maximum strength and reliability. All veneers are oriented with the grain parallel to the long dimension
of the billet, and is commonly referred to as Laminated Veneer Lumber (LVL). 1
2.0
3.0
INTENDED USE This product is intended to be used as beams, joists, lintels or rafters under dry conditions of use, and for scaf-
fold plank, staging, bleacher seats, cross arms, ladder rails and other industrial applications.
DIMENSIONS AND COMPOSITION
MATERIAL
4.0 Veneer Plies Face, back and inner plies are all of the same
species and meet Pan European Forest Certification requirements.
4.1 Species Norway Spruce (Picea abies)
4.2 Grade The grade shall not be below Grade C, per
American Product Standard PS 1.
4.3 Thickness The thickness of each veneer shall be
nominal 3.0mm (0.110'J.
CONSTRUCTION
5.0 Glue Bond Requirements The glue shall meet or exceed
American Product Standard PS 1-Exterior Type,
6.0 Grain Direction All veneers shall be oriented with the grain
parallel to the long dimension of the billet.
7.0 Veneer Joints All individual veneer joints shall be scarfed
and staggered, with a distance between joints of not less than
4" (10.16 cm).
8.0 Tolerances
Width < 8" (200 mm) t 1/16"
r..,F.�.�1•^,� a�:(�oo�rnr,���,��'r�soo txlrr�)�,�it;`Vf8�3 a;>nrrp�.�,�"
> 24" 600 mm f 0.5 %
Bearing Information
4 / Bearing at
Concrete
Wall
Protect wood from
direct contact with
concrete per code
requirements.
Consider concrete
and masonry
connectors for this type of application.
MANUFACTURE
&0 Finished Product
9.1 Widths Widths shall be cut within tolerances given,
and with square clean edges, for each order.
9.2 Lengths Lengths shall be cut within tolerances
given, and with square dear edges, for each order.
9.3 Surface Surface may be sanded or unsanded as
required by order.
9.4 Surface Surface (face) veneer may be grade A
(clear) if requested.
9.5 Surface To enhance dimensional stability, seal
coating can be provided upon request
QUALITY CONTROL
10.0 MASTER PLANK is manufactured under the ISO 9001
quality certification system. Quality control shall be under
the supervision of the Technical Research Centre of Finland,
Helsinki, Finland.
IDENTIFICATION
11.0 MASTER PLANK
2 �P Per code H top Bearing for
pole is not continuous
„over header. Door or
Window
Header
Trimmers. See page 4
item $5, and following
1/2, Plywood tables for minimum
or OSB fiber number of binuners.
5 Bearing at Wood
or Steel Column
\ Verity required
bearing area.
M,
YTr MW, W TrmCon
sn LaFaaon Aoen,<,.
z9ve F..z.aE
LnwaU7ED vENEFR WNBEA
Fl n nforest
ManuAonr.d
FW.Ab l USA
In Fwand
E�vb. d wood 0M.$.n
Minimum of 2 rows
16d (3 1/27 nail 12' o.c.
Minimum of 3 rows
16d (3 1/27 nails at 12- o.c.
for 14", 16' and 18" beams.
Multiple pieces of Master Plank
can be nailed or bolted together to
form a header or beam of the required
size, up to a maximum width of 7'.
Connection of
Multiple Pieces
of Top -Loaded
Beams
For side -loaded
multiple member
beams, see
table on P9. 3
1
Feb 24 06 08:59a
P. e
GR4PWID* INC.
February 23, 2006
Dan Florian
City of Sanford Building Official
1'0 Box 1788
Sanford, F1 32772-1788
RF.: Residence at 2437 Marshall Ave. Sanford, Fl
Dear Mr. Florian:
We are hereby requesting a 90 day time extension for the permit application for this
project due to the extensive amount of time required to procure the septic tank permit
from Seminole County after the application was submitted.
Thank you for your consideration in this matter.
Regar ,
Ci - uggin�
129 ROBIN ROAD - AETAMONTL' SPRINGS, FLORIDA - 32701
PTION1_;: 407-599-4711 - FAX- 407-599-4733
Fgw,. 4, 06 00:59a
r STATE: Oh' l'LORIDA
y DE PARTMLNT OF HEALT11
ti ONSITE. �;EWAG*L TREATMENT AND D.T. ;PO3AT, SYSTEM
* CONSTRUCTION PERMIT
CONOTRUC:TTON PERMIT FOR:
( X j Nl?w ryat(vm ( ) Existincl Sy stem ( ) Holding Tank [
( ) Rc.paiz [ )Abdndonm�nt. [ ) T'omporiry ( Un
APPLICANT: Metro Devolopmont A(:FN`f: 00-0000, N/A
PROPRR'fY OTRLET ADDRESS: 2437 Marshall Sanford FL 32771.
p.9
CENTkAX II: 59-S2-09280
DATE PAID:
Fr•T' PAIL) $
RECEIPT
C�'1'U: NBR 05-927E—NW
Irtnov,it,iv? Other
LOT: 5 BLOCK: 5 ,'UBMVISION; Dreamwold
( Sect ion/ Town^))ip/Range/ Par.er:1. No.]
PROPERTY ID 1): 36-19-30-524-0400-00 (Ok '(AX ID NUMBER]
Sy:'ChM MUST DE CONSTRUCTED IN ACCORDANCE WITH SPr(.**r :'FCA9'):UNS AND STANDARDS OF CHAPTI?R P4h.-ti, i HC
DE17ARTME•NT APPROVAL OF SY:'I'EM DOES NOT GUARANTEE SATISFACTORY PERFORMANCE FOR ANY SPECIFIC TIME
PFRT.OD. ANY CHANGE IN MATF.RTAT, FACTS, WHICH SERVED AS A 13ASI3 FOR ISSUANCE OF TILTS PF,,RMTT,
REQUIRE: THE APPT,T.CANT TO MODlt'Y THE PERMIT APPT.T.CATION. SUCH MOI)TFTCA'i'IONS MAY RLSULT 1N ThI6
PERMIT BEING MAUL NULL AND VOID. TSSOANCE OF THIS PERMIT DOT,0: NOT EXEMPT THE APPLICANT FROM
COMPTJANCL WITH OTHER FEDERAL, STATE OR LOCAL PE• RMTTTTNG REOUTRED FOR PROPERTY DEVRT,OPMENT.
SYSTEM DESICN AND SPECIFICATIONS
'1. ( 900 j 1on:', SEPTIC TANK
A ( 0 ) Cal lon^
N [ 0 1 GALLONS GREASE TN'1'k;1aCT1--PTOR CAPACITY
K (, 225 ] (-.AI,I,ONS f)o ;JNU TANK CAPACITY ( 10p
D
R
A
I
N
F
I
E
L
D
[ 462 )SQUARE FEET
( 0 J SQUARF. FRET
TYPE; SYSTEM:
CONFI(I)RATION:
PRTMAKY URIIINFIELD SYSTEM
SYSTEM
mound
bed
MULTI-CHAM313RE;U/iN SERTT.S: [ Y
MULTI-CHAMRFREIVIN SERIES. (Y J
GAT LONS @ [1;3 ) DOLES PF:R 24 11RS 11 PUMP,-[ 1 1
LOCATION '1O BENCHMARK: Orange Dot Canter of Marshall Ave. Front l,ot 5
ELEVATION OF PROPOSED SYSTEM ' 11.'E ( 4.30 ) ( INCHES ) [ ABOVE ) BE• NCHMAPX/REFERE• NCE POINT
BOTTOM 01i' URA1NFIELD TO DE [ 22.30 ) ( INCHES ) ( ABOVE j 13ENC11MARX/RFe'h;RE;NCE POINT
FILL REOUIR70: ( 32.5 ) INCHES GXC)AVATTON REQUIRED: [ 36.0 1 INCHF..7,
O'I HE:R REMARKS
The licensed contractor installing the aystem is responsible for installing the minimum
category of tank in accordance with s. 64E--6.013(3)(f), FAC.
A minimum cat 3 tank is required with no more than 18 inchev of cover soil. Condition apply only to
the area inveetigated.if other conditions are encountered dunning construction tbo eng should bo
notified inanediately.(1) Sleeve potable water lines within 10 'feet of drainfield. Loavo uncovered
for inspection. (4) Private potable wolly must be 75 ft from system, non -potable 50 ft/locate and
mark wells. (9) Maintain 75 feet from surface water. (22► Spoil material from drainfiold repair
shall not be used in system repair and shall be disposed of prior to inspection. If replaeoment
drainfiold is going back in existing location, total removal of old drainfiold, regardless of dopth
must be accomplished. (23) This office will conduct a site evaluation which will be conducted at
time of inspection to confirm that soils found below the b.o.d. are conointant and in compliance with
CH 64E-6 F.A.C. In addition any discrepancies will be corrected and this office will charge a fee of
"PECIFICATIONS HY: Law, Donald 42
A!'PROVE•D BY: Dove, Kim � ��,1/�/ •�!)d ij� 1
DATE T; U):;U: 12/22/05
TTTT.F.: P 1,
TITLE•: EH Suporvisor Seminolo Cl!D
EX1'I[�TTON t)H'PI 6/22/07
UK 4016, W)t (Q"v4tes provious edition;; whit;h m,ay not be usuu)
(Stork Number: 5744-001-401.6-0) »� •_n �r 11 Fagc 1 of
F&Jb ?4. 06 08:53a p.10
57'.00 for a site evaluation.No portion of mound water she can drain onto adjacent lot.
12/23/2005:P.E. Design Required. Maximum Dose Cycle a 6 x per day. , Ono Pump Required. Dose
Entire Grainfield each cycle. Pumps must be certified as suitable for distributing sewage
effluent.
SPECIrICAT:I:UNS BY: Law, Donald TITLE:
AITROVED HY: Dove, Kim 'TITLE: ER Supervisor Seminolo CHD
DATE, .ISSURD: 12/22/05 EXPIKATION DATE: 6/22/07
u11 401c,, 03/97 (0b:;9letc3 orcv.Wuj edir.'_w, which wv not by used)
Numbor: n144-0n1-4010, 01 (it `
Feb a% 06 02:18p
p.2
1' a STATE OF FLORIDA
'••; ♦ TJFPARTMF.NT OF HEALTH
ONSITE SEWAGE TREATMENT AND DISPOSAL SYSTEM
CONSTRUCTION PERMIT
,•Y•�
CONSTRUCTION PERMIT FOR:
( X ) New System ( )EXiSLirlt) SyS�em ( )Holding 'tank f
[ jRopair ( )Abandonment ( )'Temporary [ Un
APPLICANT: Metro Development AGENT: 00-0000, N/A
PROPERTY STREET ADDRESS: 2431 Marshall Sanford FL 32771
C.'ENTRAX J[: 59-S2-09280
DA'1'L•' PA U:
FFF PAID $
RMCrrPT
05--9270—NW
InnovatiVf: Ot.hr`T
LOT: 5 r .00K: 5 SUDDIVISION: Droamwold
(5e! Lion/'1'r�wr�rship/Kunt)�/1't�rcrsl No. J
PROPERTY 10 #: 36-19-30-524-0400-00 (OR TAX ID NUMBER)
SYSTEM MUST BE CONSTRUCTED IN ACCORDANCE WITH SPECIFICATIONS AND STANDARDS OF CHAPTER 61E-6,FAC
DEPARTMENT APPROVAL OF SY ')'L;M DutS NOT GIIARAN'I i, SA'.PT FACTORY 11K), I1-'ORMANCE FOR ANY SPECIFIC 'TIMI,
PERIOD. ANY CHANGE IN MATERIAL FACTS WHICH SL KV};D A;• A IA;:I$ FOR ISSUANCE OF THIS PERMIT,
REQUIRE TUTS APPLICANT TO MODIFY T1116 PERMIT A121'L1CATION. S:IJCH MODIFICATIONS MAY RESULT IN TAIL'
PERMIT BEING MAUL; NULL AND VOID. ISSUANCE OF TVIS PERMIT DOGS NOT EXEM1"1' THE AL'i'L1CANT FKOM
COMPJ,TANCF WT.TR OTIIER FEDERAL, STATE OR LOCAL PERMITTING REOVIKED FOR PROPERTY DENF.T.OPMENT.
>Y:i'1'LM DESIGN AND SPTECIFICATIONS
T [ 900
] C.i i 1 onn SEPTIC TANK
MULTI-C:IIAM9IT RED/IN .SERIES: (y J
A [ 0
] (,7:,I I on re
MULTI-CHAMHER60/1N "ERIGS: [ X J
N [ 0
JGALLONS GREASE INTERCEPTOR CAPACITY
K [ 225
) GALLONS DOSING TANK CAPACITY [ 16D
) GALLONS P [.kj ) DOSES PER 24 HRS 11 rUMP; ( 1 )
D
It
A
1
N
F
I
L•'
L
D
( 462 JSOUARE FEET
( 0 ) SQUARE 1'L:L;T
TYPE SYSTL:M:
CONFIGURATION:
PRIMARY DRAINFIELD SYSTEM
mound
bed
LOCATION TO BENCHMARK: Orange Dot Center of Marshall Ave. Front Lot 5
ELEVATION OF PROPOSED SYSTEM SITE ( 4.30 ] f INCHES ) ( A30VE j DENCHMARK/k►..)rPkF.NCF• POINT
BOTTOM 01' DKAINFIL'LD TO 81: ( 22.30 ) [ INCHES ) [ AI30VE ) DENCfIMARK/RGCERL:NCE POINT
FILL REQUIRED:[ 32.5 )INCHES EXCAVATION REQUIRED: 1 36.0 ] INCIII
O''HF.k Rh,*MARKF::
The licensed contractor installing the system is responsible for installing the minimum
catogory of tank in accordance with s. 64E-6.013(3)(f), FAC.
A minimum cat 3 tank is required with no more than 16 inchee of cover soil.Condition apply only to
the area investigated.if other conditions are encountered durning construction the eng should be
notified immediately.(1) Sleeve potable water lines within 10 feet of drainfiold. Leave uncovered
for inspection. (4) Privato potablo yells must bo 75 ft from system, non -potable 50 Pt/locate and
mark wells. (7) Maintain 75 feet from surface water. (22) Spoil material from drainfield repair
shall not be used in system repair and shall be disposed of prior to inspection. If replacement
drainfield is going back in existing location, total removal of old drainfiold, regardless of depth
must be accomplished. (23) This office will conduct a site evaluation which will be conducted at
time of inspection to confirm that soils found below the b.o.d. are consistant and in comp"aneo with
CH 64E-6 F.A.C. In addition any discrepancies will be corrected and this office will charge a foe of
SPECIIICATIONS DY: Law, Donald
APPROVED BY: Dove, Kim e /yu
DATE ISSULD: 12/22/05
TITLE: 1) e
TITLE: EH Supervisor Seminole ciin
LXPIRATION DAT' :: 6/22/07
Uh 1016, 03/97 (Ub3olctei previous editions which may not; Ix u3k:u)
Citock N%Uw4r: 5744 001 401E 0) Ioc .J� w�•c I:r, r•7t 1'a•.1 �..' 1 CSC Z
Feb „, l 06 OZ: 18p P.3
+ $75.00 for a site evaluation.No portion of mound water she can drain onto adjacent lot.
12/23/2005:P.E. Design Required. Maximum Dose Cycle m 6 x per day. , one Pump Required. Dove
Entire Drainfield each cycle. Pumps must be certified av vuitable for distributing sewage
effluent.
SFCCI[.CATIONS BY: Law, Donald TTTT.F:
AFPROM) L4Y: Dove, Kim TITLE: EH Supervisor Seminolo
DATE .TSSUED: 12/22/05
D11 4016, 03/77 (Ut15Q1eCc6 PLUVIOUY N.d.1t10n5 which imy nnr hp n.gan)
0,L,�vh Mm,k, r: 474n 661 40I.G 01 1vvWu Whu 7V1V-11
EXP1 FtkT1ON DATT'.: 6/22/07
010
NL�t�t 1 ul 2
J CITY OF SANFORD PERMIT APPLICATION
_ (Jl
Permit # : r f Date:
Job Address: 2437 Marshall Avenue Sanford Florida
Description of Work: Construct Single Family Residence / J>/�
'� > C..L/X.r Gxg
Historic District: Zoning: SR-1 Value of Work: $ %� �-
Permit Type: Building X Electrical Mechanical Plumbing Fire Sprinkler/Alarm Pool
Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole
Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Cale. Required)
Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines
Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial w
Occupancy Type: Residential X Commercial Industrial Total Square Footage: f
Construction Type: Block # of Stories: 1 # of Dwelling Units: 1 Flood Zone: X (FEMA form required for other than X)
Parcel #: 36-19-30-524-0500-0040 (Attach Proof of Ownership & Legal Description)
Owners Name & Address: John B. Muroski 732 Keaton Park -way, Ocoee, FL 32761
Phone: 407-654-1594
Contractor Name & Address: Metro Development Group, Inc., 129 Robin Road, Altamonte Springs, FL 32701
State License Number: CBC1251%5
Phone & Fax: 407-599-4711 Contact Person: GaryHuggins Phone: 407-468-9217
Bonding Company:__
Address:
Mortgage Lender: BB&T
Address: 255 South Orange Avenue, Orlando, Florida 32801
Architect/Engineer: Distinguished Designs/Rod Vermillio: Ken Ehlers, P.E. Phone: 407-772-7768 / 352-383-0760
Address: 216 Markham Woods Rd., Longwood / 6034 Falconbridge Place, Mt. Dora Fax: 407-772-2162 / 352-383-8650
Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to
the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a
separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS,
and AIR CONDITIONERS, etc.
OWNER'S AFFIDAVIT: 1 certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws
regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT
IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH
YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT.
NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public
records of this county, and there may be additional permits required from other governmental entities such as water management districts, state
agencies, or federal agencies. y
Acceptance of pe 'verification that 1 will notify the owner of the property of the requpcents of orida Lien Law, FS 713.
wig--12 —
t wnerl t'se t 'ontrac is Name � �--
''
gn of otary- tale of Florida Date igna re of Not te of Fiatida roe a JUUA ANN NIEMANN
.0,1tV PO,, e I HY 0�l1,diS8!0N S DD 299770
�
th- , IN iEMANN * r F
t y r I ,,� March 27, 2008
er//�ge` Person ly Known to Me or Contractor/Agent i Personal I Known =Y�t �r bonded Thru Budget Notary Services
I �' h
Produced ID
APPLICATION APPROVED BY: Bldg:__ Zoning:
(Initial & Date) f Initial & D te) (Initial & Date) (Initial & Date)
Special
21�3L'11�1~ FEES
SCE C'i cad :' 4 6-(5
.... 1. ... .. •.1.. - .1 •.. •.... 1. ". .1 - .1 YII .1 YII 11 .4. 1 44�
THIS INSTRUMENT WAS PREPARED BY
AND SHOULD BE RETURNED TO:
LYNNE R. WILSON, ESQUIRE
huffield, Lowman & Wilson, P.A.
Post Office Box 2087
Orlando, Florida 32802-2087
PERMIT NO.
MNHYRNNE MORSE, CLERK OF CIRCUIT COURT
SEMINULE COUNTY
BK 05827 FAGS 0557-0559
CLERK'S it 2005125557
HELUHUEU 07/26/2005 0214309 PM
REWHUINU FEES 27.00
RELURUED BY D Thomas
`�.\\0\j`,k\
MpRv n�\r. •
C`�RK OF CO��Y.
gEM\N
TAX FOLI(7' °sPJ p
t
NOTICE OF COMMENCEMENT
STATE OF FLORIDA
COUNTY OF SEMINOLE
The undersigned hereby gives notice that improvement will be made to certain real
property, and in accordance with Chapter 713, Florida Statutes, the following information is
provided in this Notice of Commencement:
Description of property:
SEE EXHIBIT "A" ATTACHED HERETO AND INCORPORATED HEREIN
BY THIS REFERENCE
2. General description of improvement:
construction of seven single-family residences
3. Owner information:
a. Name and address:
JOHN B. MUROSKI
732 Keaton Parkway
Ocoee, Florida 32761
b. Interest in property: fee simple
c. Name and address of fee simple title holder (if other than Owner):
4. Contractor (name and address)
METRO DEVELOPMENT GROUP, INC., a Florida corporation
129 Robin Road
Altamonte Springs, FL 32701
a. Phone Number
b. Fax Number (optional, if service by fax is acceptable).
5. Surety: N/A
a. Name and address:
b. Phone Number
c. Fax Number
d. Amount of bond: $
(optional, if service by fax is acceptable).
S \CUENTS\B\B3&n1188 Metro Development Group, Inc\l 188aip.wpd
6. Lender: (Name and address)
BRANCH BANKING AND TRUST COMPANY
255 South Orange Avenue, Suite 112
Orlando, Florida 32801
a. Phone Number (407)563-4017
b. Fax Number
(optional, if service by fax is acceptable).
7. Persons within the State of Florida designated by Owner upon whom notices or
other documents may be served as provided by Section 713.13(1)(a)7., Florida Statutes: (Names
and addresses)
a. Phone Number
b. Fax Number (optional, if service by fax is acceptable).
8. In addition to himself, Owner designates CATHERINE W. MONTGOMERY,
Vice President of BRANCH BANKING AND TRUST COMPANY, 255 South Orange Avenue,
Suite 112, Orlando, Florida 32801 to receive a copy of the Lienor's Notice as provided in Section
713.13 (1)(b), Florida Statutes.
a. Phone Number (407) 564-4017
b. Fax Number (optional, if service by fax is acceptable).
9. Expiration date of notice of commencement (the expiration date is one year from
the date of recording unless a different date is specified): /J
(Owner)
STATE OF FLORMA
COUNTY OF
MUROSKI, Individually
The foregoing instrument was executed, sworn to and acknowledged before me this July
02 , 2005, by JOHN B. MUROSKI, Individually.
Nuu.....................................
(SEAL
MMY E SHUFFIELD
0µsitu
t Corms 000352257
Mcw�I -. �ieId
Name of Notary Public
(Typed, Printed or stamped)
Personally Known OR Produced Identification ✓
Type of Identification Produced: nrl Ve,l'J l it t_ rac-
SACL:ENTS\B\BB&TU 188 Vetro Development Group, Inc\l188aip.wpd
EXHIBIT "A"
Legal Description
Lots 1, 2, 3, 4, 5, 6 and 7, in Block 5, of 3`d SECTION DREAMWOLD, according to the plat thereof
as recorded in Plat Book 4, page 70, of the Public Records of Seminole County, Florida.
SACLIENTS\13\1319&7U 188 Metro Development Group, Inc\] 188legal wpd
Seminole County Property Appraiser Get Information by Parcel Number Page 1 of 1
-AkCLL UL I'Ail! r, 4 17 117.0 17.0 3.0 17
4 17
3 00101a 18.0 to ,s
�<!
_ to
❑AVID JOHNSQN, CFA, ASA .'4 1 `'� 11 Aa'
PROPERTY ," „ 1i
- '� t' �12.0 `� 1'
�11A
is _
APPRAISER 5 1'y ; 4 5 5 V g
,9
SEMINOLE COUNTY FL. i{3 + 17 3-{j 17 4 r,? 3 17
3 '
17
y 11.019.0
1101 E. FIRST ST 1218 ,1.O .ii 1.019.0
1 18.0
SANFORD, FL32771-1468
407-665-7506
_9 1 _ 24 '+ 3;
031.0 15.0 11A �a a 1 0
} 1
2005 WORKING VALUE SUMMARY
Value Method: Market
GENERAL
Number of Buildings: 0
Parcel Id: 36-19-30-524-0500-0040
Depreciated Bldg Value: $0
Owner: MUROSKI JOHN B
Depreciated EXFT Value: $0
Mailing Address: 732 KEATON PKWY
Land Value (Market): $58,8
City,State,ZipCode: OCOEE FL 32761
$0
Ag: $0
Property Address: 2429 MARSHALL AVE SANFORD 32771
Land Value
Just/Market Value: $58,800
Subdivision Name: DREAMWOLD 3RD SEC
Assessed Value (SOH): $58,800
Tax District: S1-SANFORD
Exempt Value: $0
Exemptions:
Taxable Value: $58,800
Dor: 00-VACANT RESIDENTIAL
Tax Estimator
2005 Notice of Proposed Property Tax
SALES
Deed Date Book Page Amount Vaclimp Qualified
2004 VALUE SUMMARY
QUITCLAIM DEED 07/2005 05827 0522 $100 Vacant
No
2004 Tax Bill Amount: $916
WARRANTY DEED 04/2005 05714 0557 $185,000 Vacant
No
2004 Taxable Value: $44,688
WARRANTY DEED 03/1982 01388 0895 $64,000 Vacant
No
DOES NOT INCLUDE NON -AD VALOREM
WARRANTY DEED 01/1973 00982 1964 $8,000 Vacant
Yes
ASSESSMENTS
Find Comparable Sales within this Subdivision
LAND
LEGAL DESCRIPTION
Land Assess Frontage Depth Land Unit
Land
PLATS: Pick... •
Method Units Price
Value
FRONT FOOT &
3RD SEC
240 136 .000 250.00
DEPTH
$58,800
D EAMWOLD PB 4 PG 70
NOTE: Assessed values shown are NOT certified values and therefore are subject to change before being finalized for ad
valorem tax purposes.
"* If you recently purchased a homesteaded property your next ear's property tax will be based on JusUMarket value.
http://www.scpafl.org/pls/web/re_web.seminole_county_title?PARCEL=36193052405000... 9/28/2005
1 20'
Lai=
MARSHALL AVENUE
0 20 40
x 60' TOTAL R1W
x
.0
F X--CUT 252.50-(MM) SIR
LOT 4
ch
(x)
ut
O
I. —
CA)
C)
0
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S 00`26'27"
.0't, I
11.00'
r! 60.00,
-2&M)
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PORCH CD
PROPOSED I cz
RESIDENCE: I I
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UT
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0 Ll- LA
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r1i w x
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S 00"26"27" E 60-00'(R&M)
LOT 16
SIR
1-01' 6
NOTE: BOUNDARY SURVEY AND SITE PLAN
MAN
tASI.If.I Ilk 101�1`1) OWN k0l) (IA) AIICA5041) tAiL IMAINAGI & I
lJ w)ol, I(II,
I I
A/C Mil IN/H 10! li� NAI
illjtl) c� I'L t
S, I'MA-Lidy
mutt
FLOOD INFORMAJION:
I IM vA1 It) "N"I 1 01'A :; 1:0N, Ill: :IHIVIN Al?l I-W
0y"I'li W, mw III), III it W0410 1 1) Dki-YiNl; MI31ANCL Ill IV11IN NMI A141,10k
SIGNAMNIL AND I,AI1 0101.1CAl M 0 -0,i 1,111114W1 NO-)
41ILS' I:i:lll �1411 vi,01-01 ra IIAi 11,
FLOOD ZONE
i CAlt mm'll'il' (I, ohv'�'
11) 1) All'i mn h, ;x'l;t'FI1iIH 011 'pilllil
COMMUNITY NO.
it)M,ionor.
W)"t SIWWN Ilf"(WN )ilil 1/0i; Wilt M, 'J, I? Ally.
IAIW / NI Ill OPI— 0. M I,;" l.
PANEL NO.
�'b!ll 4M'I' IOR "01
il, IIIAJ� I !,t
I I10.,1 I I M111 11114 :1
SUFFIX
HLC ').WW 1,11('W�Iii,tAw I; No : ('�' I 1'I(,VjN Aj'j or,
01 1
111.1 PROPI . "I , A) 'I Rt OR Ahlil" 01"ll, i"l'
Il.
v".i W 0/, 1�0. Ak;LW`; ItUtili IJ4Ibll!AAlI— I<A.� Vi,
DATE OF FIRM
ADDRESS:
DATE OF SURVEY
MARSHALL AVENUE
SURVEY NO.
SANFORD, FLORIDA
EGAL DESCRIPIN:
4
SM/? 1,
� -Ol 5 . BLOCK 5,IODREAMWO10, ACCORDING 10 IHE FILM
'i, /1' CERTIFIED TO:
TKREOF AS RECORDED IN FIAT BOOK 4, PAGE 70. Of ]III
F 1 METRO O[VEt0FImCN1
GROUP, INC.
PUBUC RECORDS OF SCmiwi-E COUNTY', FLOMDr'.
Lill 'kR);sk'kqty I-I"t0j?Wj) kdItitik Ill I'lklH
I, trff PROF'ESSIC)NAL SURVEYOR
��- "I
(il IIit Aia 410 I ( 11-1'
("' I I IF
At 3t)W !?It I)AI; Ul� S!lV(Vfy �„HOWN 11fr(ION A4111
AND Ok f14111 1[I Mi
Cli-1 I
Rtk
x
120294
0045
1
4/17/95
6/21/05
28932
CLOSING SERVICES
BY:
Hy Hil, HOIINOA W) . ;1kf
1V
AJJ282
I HMI !;MMI N',
SHORT
AVENUE. SUITE 124 LONGWOOD, FLORIDA 32750
70k, I I Ilr:ll"A I G
;3
--- ------ --
FAX: 407-331-9188
------- -------------
DEVELOPMENT FEE WORK
CITY OF SANFORD
UTILITY — ADMIN
P.O. BOX 1788
SANFORD, FL 32772-1788
Date $
rroj ect Name:
!U Zz o�
i
Phone:
Owner/Contact Person: wS
Address: -Z v�
Type of Development:
1) RESIDENTIAL
Type of Units (single family or multi -family):
multi -family):
Total Number of Units:
Type of Utility Connection
(individual connections
or central water meter &
common sewer tap):
Water Meter Size (3/4",
1", 2", etc.):
REMARKS:
2) NON-RFSLD_E, IAL
Type of Units (commercial,
Industrial, etc.):
Total Number of Buildings:
Number of Fixture Units
(each building):
Type of Utility Connection
(individual connections
or central water meter &
common sewer tap):
Water Meter. Size (3/4",
1", 2", etc.)
REMARKS:
CONNECTION FEE CALCULAT70N.• S w 't l'� z� �7d
wgrz G5_'0
/ o0
Name Signature - Date
vrvrcrn mina
City of Sanford "The Friendly City" ;
Application for Engineering Permit,,
This permit shall authodae work to be done in the City of Sanford based on the approved construction plans
and the information provided below:
Check One: Right -of -Way Utilization K Driveway
THIS APPLICATION IS SUBMITTED BY:
PROPERTY OWNE,R(S)/APPLICANT: (�
Applicant Name. p � 1r� ,� 11 h3 `A` 1�1 FCCCir,,m���y���...,,, �' �& V4 1164�4 )
Address. I o� 1 L�pl?OY7 \ 11\ Q WJ t V ► \T t5�� e� �s 1 l- L— 3 _s7
Phone. Lj 6-1 — "J \ \'�1 Fax: 4 O"1— � "\�' � �3 Date:
1. PROJECT LOCATI(? v OR ADDRESS: - -v7 J
a, 3-1 rn c,, sko_ (I Ayq, v\,u e
2.
TITLE OF APPROVED DEVELOPMENT PLANS:
- -
APPROVAL DATE:
SCHEDULE OF WORK:
FROM —7__'
L7 TO
+t0 EMERGENCY REPAIRS
3.
4.
PROPOSED ACTIVITY:
Driveway Installation
Aerial Installation
Underground Utilities Bore and Jack
Open Cutting of Roadway
Sidewalk Installation
Other
5.
SPECIFIC DESCRIPTION:
C.V C Y�
_( Y� fA��'
1' (Y�VJ%JA
6.
EXCAVATION INFORMATION: Total Length
(Feet)
Number of Open Roadway Cuts
7. AERIAL INFORMATION: Length (Feet) Number of Poles - (Existing) (New)
IT IS UNDERSTOOD AND AGREED THAT THE RIGHTS AND PRIVILEGES HEREIN SET OUT ARE GRANTED ONLY TO THE EXTENT
OF THE CITY OF SANFORD'S JURISDICTION AND THE RIGHT, TITLE, OR INTEREST IN THE LAND TO BE ENTERED AND USED
BY THE PERMITTEE. THE PERMITTEE SHALL AT ALL TIMES ASSURE ALL RISKS OF AND INDEMNIFY, DEFEND, SAVE HARMLESS
THE CITY OF SANFORD FROM AND AGAINST ALL LOSS, COST, DAMAGE, OR EXPENSE ARISING IN ANY MANNER ON
ACCOUNT OF THE PERMIT REQUEST BY SAID PERMITTEE OF THE AFORESAID RIGHTS AND PRIVILEGES. IN THE EVENT THAT
ANY FUTURE CONSTRUCTION OF ROADWAYS, UTILITIES, STORMWATER FACILITIES, OR ANY GENERAL MAINTENANCE
ACTIVITIES BY THE CITY BECOMES IN CONFLICT WITH THE ABOVE PERMITTED ACTIVITY, THE PERMITTEE SHALL REMOVE
AND/OR RELOCATE AS NECESSARY AT NO COST TO THE CITY OF SANFORD, INSOFAR AS SUCH FACILITIES ARE IN THE
PUBLIC RIGHT-OF-WAY.
• CALL THE PBLIC WORKS DEPT. AT (407)330-5681 TO SCHEDULE A PRE -POUR INSPECTION '
48 HOURS BEFORE YOU DIG CALL SUNSHINE 1-800-432-4770
Applicant Signature Date:
Application No:__ -
Reviewed: Public Works
Utilities
Approved: Eng
OFFICI RUSE ONLY
Fee: - C
Clr.. .._.,y. _ *
Date: -- --- - -
DATE: _
DATE: -. --
DATE: 3..1_ 1 L-5_
En9_Prmpd1
ri� 1 f�US-T 0T KLoc c, �5-(o -i t,W r%- �j'� ii� AJk .kL-C��� (Zo��Dt,. Al
<� NORTHO
w
J
i •
VARIES
i 6,
i
6"
DRIVE
i MAX SLOPE
10:1
MAX. Zb'
PLAN CONCRETE CURBIF PAVEMENT AA A� LUSH
EXPANSION JOINT SHALL
1q BE REQUIRED BETWEEN
CURBING AND APRON.
12" I EDGE OF PAVEMENT
SLOPE 1016" X 12" FLUSH CURB
`• BOTTOM OF SWALE
Sew I SECTION
NOTEXSED IN DEVELOPMENTS WITH 1/2 ACRE LOT OR LARGER.
J City of Sanford, Florida DRIVEWAY DETAIL FIGURE
• Dept. of Engineering N-11
s F t and Planning WITH SWALE
N-25
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FORM 60OA-2001
FLORIDA ENERGY EFFICIENCY CODE
FOR BUILDING CONSTRUCTION
Florida Department of Community Affairs
Residential Whole Building Performance Method A
..... .....--
Project Name: 5F08DIST Builder:
Address: � _) � %`- Permitting Office: SANFORD
City, State: S�NFORD, FL Permit Number: () � q / S' /
Owner: SPEC HOME Jurisdiction Number:
Climate Zone: Central �01 / c (I t)
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 (ft')
7. Glass area & type
Single Pane
a. Clear glass, default U-factor
180.4 ft'
b. Default tint
0.0 ft'
c. Labeled U or SHGC
0.0 ft'
8. Floor types
a. Slab -On -Grade Edge Insulation
b. N/A
c. N/A
9. Wall types
a. Frame, Wood, Adjacent
b. Concrete, Int Insul, Exterior
c. N/A
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(Sealed):Garage
b. N/A
New
Single family
1 _
3 _
No _
1440 ft'
Double Pane
0.0 ft' _
0.0 ft'
0.0 ft'
R-0.0, 139.4(p) ft
R=11.0, 416.3 ft'
R=4.1, 690.7 ft'
R=30.0, 1440.0 ft' _
Sup. R=6.0, 50.0 ft _
12. Cooling systems
a. Central Unit
b. N/A
c. N/A
13. Heating systems
a. Electric Heat Pump
b. N/A
c. N/A
14. Hot water systems
a. Electric Resistance
b. N/A
c. Conservation credits
(HR-Heat recovery, Solar
DHP-Dedicated heat pump)
15. HVAC credits
(CF-Ceiling fan, CV -Cross ventilation,
HF-Whole house fan,
PT -Programmable Thermostat,
MZ-C-Multizone cooling,
MZ-H-Multizone heating)
Glass/Floor Area: 0.13 Total as -built points: 21299 PASS
Total base points: 21989
I hereby certify that the plans and specifications covered
by this calculation are i co pli 4hthe lorida
Energy Code.
PREPARED BY r, .DATE: os
I hereby certify that this b ' ' , as designed, is in
compliance with the Florida Energy 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:
DATE:
Cap: 30.0 kBtu/hr _
SEER:10.00
Cap: 30.0 kBtu/hr
HSPF: 7.50
Cap: 40.0 gallons _
EF: 0.88
PT, CF, _
we
FORM 60OA-2001
SUMMER CALCULATIONS
Residential Whole Building Performance Method A - Details
ADDRESS:, SANFORD, FL, PERMIT #:
BASE
AS -BUILT
FGLASSPESditioned
X BSPM =
Points
Overhang
Floor Area
Type/SC
Ornt
Len Hgt
Area X SPM X SOF = Points
.18 1440.0 25.78
6682.2
Single, Clear
E
0.0 0.0
15.0
63.97 1.00
959.6
Single, Clear
S
15.0 7.7
40.0
48.22 0.50
958.5
Single, Clear
N
0.0 0.0
24.0
30.19 1.00
724.6
Single, Clear
W
0.0 0.0
30.0
57.68 1.00
1730.4
Single, Clear
S
0.0 0.0
30.0
48.22 1.00
1446.7
Single, Clear
SE
18.0 6.0
16.0
61.07 0.41
397.4
Single, Clear
SE
18.0 7.7
19.4
61.07 0.42
495.4
Single, Clear
E
0.0 0.0
6.0
63.97 1.00
383.8
As -Built Total:
180.4
7096.4
WALL TYPES
Area X
BSPM
= Points
Type
R-Value Area
X SPM =
Points
Adjacent
416.3
0.70
291.4
Frame, Wood, Adjacent
11.0
416.3
0.70
291.4
Exterior
690.7
1.90
1312.3
Concrete, Int Insul, Exterior
4.1
690.7
1.18
815.0
Base Total:
1107.0
1603.7
As -Built Total:
1107.0
1106.4
DOOR TYPES
Area X
BSPM
= Points
Type
Area
X SPM =
Points
Adjacent
0.0
0.00
0.0
Exterior Insulated
20.0
4.80
96.0
Exterior
20.0
4.80
96.0
Base Total:
20.0
96.0
As -Built Total:
20.0
96.0
CEILING TYPES Area X
BSPM
= Points
Type
R-Value
Area X SPM X SCM =
Points
Under Attic
1440.0
2.13
3067.2
Under Attic
30.0
1440.0 2.13 X 1.00
3067.2
Base Total:
1440.0
3067.2
As -Built Total:
1440.0
3067.2
FLOOR TYPES
Area X
BSPM
= Points
Type
R-Value Area
X SPM =
Points
Slab
139.4(p)
-31.8
-4432.9
Slab -On -Grade Edge Insulation
0.0
139.4(p
-31.90
-4446.9
Raised
0.0
0.00
0.0
Base Total:
-4432.9
As -Built Total:
139.4
-4446.9
INFILTRATION
Area X
BSPM
= Points
Area
X SPM =
Points
1440.0
14.31
20606.4
1440.0 14.31
20606.4
EnergyGauge® DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCSB v3.30
FORM 60OA-2001
SUMMER CALCULATIONS
Residential Whole Building Performance Method A - Details
ADDRESS:, SANFORD, FL, PERMIT #: (
BASE
AS -BUILT
Summer Base Points:
27622.6
Summer As -Built Points:
_
27525.6
_
Total Summer X System
--- .............
= Cooling
Total X
Cap
- - -
X Duct X System X
Credit
= Cooling
Points Multiplier
Points
Component
Ratio
Multiplier Multiplier
Multiplier
Points
(DM x DSM x AHU)
27525.6
1.000
(1.087 x 1.150 x 0.95) 0.341
0.902
10059.8
27622.6 0.4266
11783.8
1 27525.6
1.00
1.188 0.341
0.902
10059.8
EnergyGaugeTm DCA Form 60OA-2001 EnergyGaugeWlaRES'2001 FLRCSB v3.30
FORM 60OA-2001
WINTER CALCULATIONS
Residential Whole Building Performance Method A - Details
I ADDRESS:, SANFORD, FL, PERMIT #: I
BASE
AS -BUILT
FGLASSPESditioned
X BWPM =
Points
Overhang
Floor Area
Type/SC
Ornt
Len Hgt
Area X WPM X WOF = Point
.18 1440.0
5.86
1518.9
Single, Clear
E
0.0 0.0
15.0 12.37 1.00
185.6
Single, Clear
S
15.0 7.7
40.0 9.90 2.21
876.8
Single, Clear
N
0.0 0.0
24.0 15.07 1.00
361.6
Single, Clear
W
0.0 0.0
30.0 13.25 1.00
397A
Single, Clear
S
0.0 0.0
30.0 9.90 1.00
296.9
Single, Clear
SE
18.0 6.0
16.0 10.59 1.94
328.4
Single, Clear
SE
18.0 7.7
19.4 10.59 1.88
385.8
Single, Clear
E
0.0 0.0
6.0 12.37 1.00
74.2
As -Built Total:
180.4
2906.8
WALL TYPES
Area X
BWPM
= Points
Type
R-Value
Area X WPM =
Points
Adjacent
416.3
1.80
749.3
Frame, Wood, Adjacent
11.0
416.3 1.80
749.3
Exterior
690.7
2.00
1381.4
Concrete, Int Insul, Exterior
4.1
690.7 3.31
2282.8
Base Total:
1107.0
2130.7
As -Built Total:
1107.0
3032.1
DOOR TYPES
Area X
BWPM
= Points
Type
Area X WPM =
Points
Adjacent
0.0
0.00
0.0
Exterior Insulated
20.0 5.10
102.0
Exterior
20.0
5.10
102.0
Base Total:
20.0
102.0
As -Built Total:
20.0
102.0
CEILING TYPES Area X
BWPM
= Points
Type
R-Value Area X WPM X WCM =
Points
Under Attic
1440.0
0.64
921.6
Under Attic
30.0
1440.0 0.64 X 1.00
921.6
Base Total:
1440.0
921.6
As -Built Total:
1440.0
921.6
FLOOR TYPES
Area X
BWPM
= Points
Type
R-Value
Area X WPM =
Points
Slab
139.4(p)
-1.9
-264.9
Slab -On -Grade Edge Insulation
0.0
139.4(p 2.50
348.5
Raised
0.0
0.00
0.0
Base Total:
-264.9
As -Built Total:
139.4
348.5
INFILTRATION
Area X
BWPM
= Points
Area X WPM =
Points
1440.0
-0.28
-403.2
1440.0 -0.28
403.2
EnergyGauge® DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCSB v3.30
FORM 60OA-2001
WINTER CALCULATIONS
Residential Whole Building Performance Method A - Details
ADDRESS:, SANFORD, FL, PERMIT #: I
BASE
AS -BUILT
Winter Base Points:
=005.2
Winter As -Built Points:
- ---_ _ ...........
.........—
6907.8
- . —
Total Winter X System =
---- ---
Heating
..........
Total X
Cap
_
X Duct X System X
Credit
= Heating
Points Multiplier
Points
Component
Ratio
Multiplier Multiplier
Multiplier
Points
(DM x DSM x AHU)
............... - —......... .....
..-
6907.8
1.000
(1.078 x 1.160 x 0.95) 0.455
0.950
3547.7
4005.2 0.6274
2512.9
1 6907.8
1.00
1.188 0.455
0.950
3547.7
EnergyGaugeTM DCA Form 60OA-2001 EnergyGauge®/FIaRES'2001 FLRCSB v3.30
FORM 60OA-2001
WATER HEATING & CODE COMPLIANCE STATUS
Residential Whole Building Performance Method A - Details
ADDRESS:, SANFORD, FL, PERMIT #: I
BASE I AS -BUILT
WATER HEATING
Number of X Multiplier = Total Tank EF Number of X Tank X Multiplier X Credit = Total
Bedrooms Volume Bedrooms Ratio Multiplier
3 2564.00 7692.0 40.0 0.88 3 1.00 2564.00 1.00 7692.0
As -Built Total: 7692.0
CODE
COMPLIANCE STATUS
BASE
AS -BUILT
Cooling + Heating +
Points Points
Hot Water
Points
= Total
Points
11784 2513
7692
21989
1 10060 3548 7692 21299
PASS
WE
EnergyGaugeT" DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCSB v3.30
FORM 60OA-2001
Code Compliance Checklist
Residential Whole Building Performance Method A - Details
I ADDRESS:, SANFORD, FL, 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/sq.ft. window area; .5 cfm/sq.ft. door area
Exterior & Adjacent Walls 606.1.ABC.1.2.1
foundation & wall sole or sill plate; joints between exterior wall panels at corners; utility
penetrations; between wall panels & top/bottom plates; between walls and floor.
from, and is sealed to, the foundation to the_top_plate. —. _
Floors 606.1.ABC.1.2.2
Penetrations/openings >1/8" sealed unless backed by truss or joint members.
EXCEPTION: Frame floors where a continuous infiltration barrier is installed that is sealed
to theperimeter, 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; I
I installed that is sealed at the perimeter,_at penetrations and seams.
-- .........._—
Recessed Lighting Fixtures 606.1.ABC.1.2.4
!
conditioned space, tested.
Multi -story Houses t 606 1.ABC.1.2,5
Air barrier on perimeter of floor cavity between floors.
Additional Infiltration reqts ! 606.1.ABC.1.3
have combustion air. _
Re-99 f1TI4=D D0RQCRIhTIV11= MFOQI IRFS Imimt ha mat nr aYcandad hV all residences.)
COMPONENTS
REQUIREMENTS CHECK_
+SECTION
Water Heaters
612.1
breaker_(electric or cutoff as _must be provided. External or built-in heat ----required. _.
Swimming Pools & Spas
612.1
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 _tono more than 2.5 gallons per minute at 80 P51G _ fi...._
Air Distribution Systems
! 610.1
attached, sealed, insulated, and installed in accordance with the criteria of Section 610.
I 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 EnergyGauge4D/FlaRES'2001 FLRCSB v3.30
DISPLAY CARD
ESTIMATED ENERGY PERFORMANCE SCORE* = 84.1
The higher the score, the more efficient the home.
1. New construction or existing
2. Single family or multi -family
3. Number of units, if multi -family
4. Number of Bedrooms
5. Is this a worst case?
6. Conditioned floor area (ft')
7. Glass area & type Single Pane
a. Clear - single pane 180.4 ft'
b. Clear - double pane 0.0 ft'
c. Tint/other SHGC - single pane 0.0 ft'
d. Tint/other SHGC - double pane
8. Floor types
a. Slab -On -Grade Edge Insulation
b. N/A
c. N/A
9. Wall types
a. Frame, Wood, Adjacent
b. Concrete, Int Insul, Exterior
c. N/A
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(Sealed):Garage
b. N/A
SPEC HOME, , SANFORD, FL,
New _
12. Cooling systems
Single family _
1
a. Central Unit
_
3 _
b. N/A
No v
1440 ft'
c. N/A
Double Pane _
0.0 ft' _
13. Heating systems
0.0 ft' _
a. Electric Heat Pump
0.0 ft' _
b. N/A
R=0.0, 139.4(p) ft _
R=11.0, 416.3 ft' _
R=4.1, 690.7 ft' _
R=30.0, 1440.0 ft' _
Sup. R=6.0, 50.0 ft _
c. N/A
14. Hot water systems
a. Electric Resistance
b. N/A
c. Conservation credits
(HR-Heat recovery, Solar
DHP-Dedicated heat pump)
15. HVAC credits
(CF-Ceiling fan, CV -Cross ventilation,
HF-Whole house fan,
PT -Programmable Thermostat,
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:
Address of New Home:
Date:
City/FL Zip:
Cap: 30.0 kBtu/hr
SEER: 10.00
Cap: 30.0 kBtu/hr _
HSPF: 7.50
Cap: 40.0 gallons _
EF: 0.88 _
PT, CF, _
TKE S £9r�D�
a
�, �1
r��c
D WB_K
*NOTE: The home's estimated energy performance score is only available through the FLARES computer program.
TM
your home may qualify for energy efficiency mortgage (EEM) incentives if you 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 of certified Raters. For information about Florida's Energy Efficiency Code For Building Construction,
contact the Department of Community Affairs at 8501487-1824.
EnergyGauge® (Version: FLRCSB v3.30)
RIGHT-J LOAD AND EQUIPMENT SUMMARY
Entire House
CEE BEE AIR SYSTEMS, INC. Job: 5F08DIST 6-8-05
P.O. BOX 2247, APOPKA, Fl- 32704-2247 Phone: 407-886-5960 Fax: 407-886-6326 Email: ceebeeairsystems®cn.rr.com Web: ceebeeair.com
Project! . •
For: DISTINGUISHED DESIGNS
"SPEC HOME" SANFORD/SEMINOLE CTY, FL
Notes: 1440 SQ FT
Design Information
Weather: Orlando AP, FL, US
Winter Design Conditions Summer Design Conditions
Outside db 38 OF Outside db 93 OF
Inside db 70 OF Inside db 75 OF
Design TD 32 OF Design TD 18 OF
Daily range M
Relative humidity 50 %
Moisture difference 43 gr/lb
Heating Summary Sensible Cooling Equipment Load Sizing
Building heat loss
24724
Btuh
Structure
18240
990
Btuh
Btuh
Ventilation air
Ventilation air loss
50
1760
cfm
Btuh
Ventilation
Design temperature swing
3.0
OF
Design heat load
26484
Btuh
Use mfg. data
Rate/swing multiplier
n
0.98
Infiltration
Total sens. equip. load
18845
Btuh
Method
Simplified
Latent Cooling Equipment Load
Sizing
Construction quality
Fireplaces
Average
0
Internal gains
920
Btuh
Ventilation
1474
Btuh
Heating
Coolingg
Infiltration
2795
5189
Btuh
Btuh
Area (ft2)
1422
1422
Total latent equip. load
Volume (W)
Air changes/hour
11372
1.00
11372
0.50
Total equipment load
24035
Btuh
Equiv. AVF (cfm)
190
95
Req. total capacity at 0.70% SHR
2.2
ton
Heating Equipment Summary
Cooling Equipment
Summary
Make
Make
Trade
Trade
Efficiency
0.0 HSPF
Efficiency
Sensible cooling
0.0 EER
0
Btuh
Heating input
Heating output
0
Btuh @ 470F
Latent cooling
0
0
Btuh
Btuh
Heating temp rise
Actual heating fan
0
1000
OF
cfm
Total cooling
Actual cooling fan
1000
cfm
Heating air flow factor
0.040
cfm/Btuh
Cooling air flow factor
0.055
cfm/Btuh
Space thermostat
Load sensible heat ratio
79
%
Bold/italic values have been manually overridden
C WPlght50ft
Right -Suite ResidentialTM 5.5.06 RSR30434
2005-Jul-11 10:46:21
Page 1
F:\RIGHT J ARCHIVES\2005\5F08DIST.rsr
RIGHT-J SHORT FORM
Entire House
CEE BEE AIR SYSTEMS, INC. Job: 5F08DIST 6-8-05
P.O. BOX 2247. APOPKA, Fl- 32704-2247 Phone: 407-886-5960 Fax: 407.886-6326 Email: ceebeeeirsystems@cfl.rr.com Web: ceebeeair.com
Project• . •
Make
Trade
For: DISTINGUISHED DESIGNS
"SPEC HOME" SANFORD/SEMINOLE CTY, FL
Design Information
Htg Clg Infiltration
Outside db (OF) 38 93 Method Simplified
Inside db (OF) 70 75 Construction quality Average
Design TD (OF) 32 18 Fireplaces 0
Daily range - M
Inside humidity (%) - 50
Moisture difference (gr/lb) - 43
HEATING EQUIPMENT COOLING EQUIPMENT
Make
Trade
Efficiency
0.0 HSPF
Efficiency
0.0 EER
Heating input
Sensible cooling
0
Btuh
Heating output
0
Btuh @ 47°F
Latent cooling
0
Btuh
Heating temperature rise
0
OF
Total cooling
0
Btuh
Actual heating fan
1000
cfm
Actual cooling fan
1000
cfm
Heating air flow factor
0.040
cfm/Btuh
Cooling air flow factor
0.055
cfm/Btuh
Space thermostat
Load sensible heat ratio
79
%
ROOM NAME
Area
(ft2)
Htg load
(Btuh)
Clg load
(Btuh)
Htg AVF
(cfm)
Clg AVF
(cfm)
MAST BED
212
5817
4573
235
251
DINING
89
2492
1277
101
70
FOYER
56
1628
661
66
36
LAUNDRY
71
834
1018
34
56
KITCHEN
105
261
273
11
15
BATH 2
52
130
136
5
7
BED 3
174
4198
4200
170
230
BED 2
163
3651
2685
148
147
FAMILY
364
3324
2112
134
116
MAST BATH
74
1831
1081
74
59
��1
9'A
12
MAST WIC 63 55
Sold/italic values have been manually overridden
vvngrjtsoft Right -Suite Residential- 5.5.06 RSR30434 2005-Jul-11 10:4468;
X& F:\RIGHT J ARCHIVES=05\5F08DIST.rsr 9
Entire House d
1422
24724
18240
1000
1000
Ventilation air
1760
990
Equip. @ 0.98 RSM
18845
Latent cooling
5189
T/17A1 C.
AAnn
'InA OA
nAnnG
4nnn
4AAA
v II1LV ITLL LV-TVT �Tvvv �vvv •vv�r
Boldlitalic values have been manually overridden
wrightsoft Right -Suite Residential"" 5.5.06 RSR30434
F:\RIGHTJ ARCHIVES\2005\5F08DIST.rsr
2005-Jul-11 10:46:21
Page 2
RIGHT-J COMPONENT CONSTRUCTION REPORT
Entire House
CEE BEE AIR SYSTEMS, INC. Job: 5F08DIST 6-8-05
P.O. BOX 2247, APOPKA, Fl- 32704-2247 Phone: 407-886-5960 Fax: 407-886-6326 Email: ceebeeairsystems@cfl.rr.com Web: ceebeeair.com
Project • • •
For: DISTINGUISHED DESIGNS
"SPEC HOME" SANFORD/SEMINOLE CTY, Fl-
Design
Information
Htg
Clg
Infiltration
Outside db (°F) 38
93
Method
Simplified
Inside db (°F 70
75
Construction quality
Average
Design TD (°) 32
18
Fireplaces
0
Daily range -
M
Inside humidity (%) -
50
Moisture difference (gr/lb) -
43
CONSTRUCTION DESCRIPTIONS
AREA R-VAL A/R
HTG HTM
LOSS CLG HTM GAIN
(ft') (ft'-'F/Btuh) (BtuhPF)
(BtuhW)
(Btuh) (Btuw) (Btuh)
WALLS
13C Wd Fr Part, R-1 1, 1 /2" Gypsum,R0.5 Sheath
416 11 37.5
1.4
599 1.2 487
14B Masonry Wall,8" or 12" Block + R-5
691 6.9 99.5
4.6
3183 2.1 1422
IiIG1a9 *KVR
1 C Metal Frame, Single Pane, Clear Glass
121
0.9
140
9A Door,Wood Fr,Single Pane, Clr Glass
19
1.1
18.2
8C SGDoor,Metal Fr,Single Pane,Clear Glass
40
0.9
46.2
DOORS
11A Metal, Fiberglass Core
20
1.7
11.8
CEILINGS
16G Under Unconditioned room, R-30 insulation
1422
30
46.9
FLOORS
22A Slab Floor on Grade, No Edge Insulation
139
1.2
113
37
4472
58
7025
30
581
29
571
37
1477
29
1175
19
377
13
255
1.1 1501
26 3614
1.4 1970
0.0 0
wrightsoft Right -Suite Residential- 5.5.06 RSR30434 2005-Jul-11 10:46:21
)IM F:\RIGHT J ARCHIVES\2005\5F08DIST.rsr Page 1
Sheet
Job #: 5F08DIST I CEE BEE AlR SYSTEMS, INC. I Scale: 1 : 86
Performed by JAS
DISTINGUISHED DESIGNS
"SPEC HOME" SANFORDISEMINOLE CTY
FL
P.O. BOX 2247
APOPKA, FL 32704-2247
Phone:407-886-5960 Fax:407-886-6326
Page 1
Right -Suite Residential (tm)
5.5.06 RSR30434
2005-Jul-I1 12:55:55
IT J ARCHIVES12005\5FO8DIST
for:
•
DUCT SYSTEM SUMMARY
Entire House
CEE BEE AIR SYSTEMS, INC. Job: 5FO8DIST 6-8-05
P.O. BOX 2247, APOPKA, FL 32704-2247 Phone: 407-886-5960 Fax: 407-886-6326 Email: ceebeeairsystems@c8.rr.com Web: ceebeeair.com
Project• •
For: DISTINGUISHED DESIGNS
"SPEC HOME" SANFORD/SEMINOLE CTY, FL
External Static Pressure:
Pressure Losses:
Available Static Pressure:
Friction Rate:
Actual AVF:
Total Effective Length (TEL):
HEATING
COOLING
0.00
in H2O
0.00
in H2O
0.00
in H2O
0.00
in H2O
0.00
in H2O
0.00
in H2O
0.000
in/100ft
0.000
in/100ft
1000
cfm
1000
cfm
359 ft
Supply Branch Detail Table
Name
Htg
(Btuh)
Clg
(Btuh)
Htg
(cfm)
Clg
(cfm)
Dsn
FR
Vel
(fpm)
Dia
(in)
Rect
Sz (in)
Duct
Matl
Trnk
MAST BED
5817
4573
235
251
0.000
0
0
9x 0
VIFx
st1
DINING
2492
1277
101
70
0.000
0
0
6x 0
VIFx
st1
FOYER
1628
661
66
36
0.000
0
0
5x 0
VIFx
st1
LAUNDRY
834
1018
34
56
0.000
0
0
5x 0
VIFx
st1
KITCHEN
261
273
11
15
0.000
0
0
5x 0
VIFx
st1
BATH 2
130
136
5
7
0.000
0
0
4x 0
VIFx
st1
BED 3
4198
4200
170
230
0.000
0
0
8x 0
VIFx
st1
BED 2
3651
2685
148
147
0.000
0
0
7x 0
VIFx
st1
FAMILY
3324
2112
134
116
0.000
0
0
7x 0
VIFx
st1
MAST BATH
1831
1081
74
59
0,000
0
0
6x 0
VIFx
st1
MAST WIC
557
223
23
12
0.000
0
0
4x 0
VIFx
st1
Supply Trunk Detail Table
Name
Trunk
Type
Htg
(cfm)
Clg
(cfm)
Vel
(fpm)
Diam
(in)
Rect Duct
Size (in)
Duct
Material
Trunk
st1
Peak AVF
1000
1000
0
0
12 x 0
RectFbg
Sol0talic values have been manually ovenldden
1 vvnghtsoft Right -Suite Residential TM 5.5.06 RSR30434
/K,6 F:\RIGHT J ARCHIVES\2005\5F08DIST.rsr
2005-Jul-11 10:57:54
Page 1
Return Branch Detail Table
Diffus
Design
Design
Design
Vel
Dia
Rect Sz
Stud/Joist
Duct
Name
Sz (in)
AVF (cfm)
(in H2O)
FIR
(fpm)
(in)
(in)
Opening (in)
Matl
Trunk
rb1
0 x 0
274
0.00
0.000
0
0
14 x 0
VIFx
rt1
rb2
0 x 0
71
0.00
0.000
0
0
9 x 0
VIFx
rt1
W
0 x 0
142
0.00
0.000
0
0
8 x 0
VIFx
rt1
rb4
0 x 0
514
0.00
0.000
0
0
10 x 0
VIFx
rt1
Name
Trunk
Type
Htg
(cfm)
Clg
(cfm)
Vel
(fpm)
Diam
(in)
Rect Duct
Sz (in)
Duct
Material
Trunk
rt1
Peak AVF
1000
1000
0
0
14 x 0
RectFbg
A:. wrjghtsoft Right -Suite Residential- 5.5.06 RSR30434
FARIGHT J ARCHIVES\2005ZF08DIST.rsr
2005-Jul-11 10:57:54
Page 2
r
` 31
DUCT TREE DIAGRAM
Entire House
CEE BEE AIR SYSTEMS, INC.
P.O. BOX 2247, APOPKA, FL 32704-2247 Phone: 407-886-5960 Fax: 407-886-6326 Email: ceebeeairsystems@cfl.rr.com Web: ceebeeair.com
For: DISTINGUISHED DESIGNS
"SPEC HOME" SANFORD/SEMINOLE CTY, FL
Job:5FOSDIST 6-"5
HEATING
COOLING
External Static Pressure:
0.00
in H2O
0.00
in H2O
Pressure Losses:
0.00
in H2O
0.00
in H2O
Available Static Pressure:
0.00
in H2O
0.00
in H2O
Friction Rate:
0.000
in/100ft
0.000
in/100ft
Actual AVF:
1000
cfm
1000
cfm
Total Effective Length (TEL):
359 ft
Attn: lines indicate branches and trunks, numbers indicate AVF's
SUPPLY TRUNKS AND BRANCHES - SCHEMATIC TREE DIAGRAM
MAST BED —250.
DINING
—69.
FOYER
—36.
LAUNDRY
—55.
KITCHEN
—14.
BATH 2
—7.
BED 3
—230.
BED 2
—147.
FAMILY
—115.
MAST BATH
—59.
MAST WIC
—12.
RETURN TRUNKS AND BRANCHES
rb1
—273,
rb2
—70.
rb3
—141.
rb4
—513,
Bold0tallc values have been manually overridden
1000
1000
A:. wrightsoft Right -Suite ResidentialT° 5.5.06 RSR30434 2005-Jul-11 10:57:54
/�, F:\RIGHT J ARCHIVES\2005\5F08DIST.rsr Page 1
Job #: 51F08DIST
Performed by JAS for:
DISTINGUISHED DESIGNS
"SPEC HOME" SANFORD/SEMINOLE CTY
FL
Sheet 1
CEE BEE AIR SYSTEMS, INC.
P.O. BOX 2247
APOPKA, FL 32704-2247
Phone:407-886-5960 Fax:407-886-6326
Scale: 1 : 117
Page 1
Right -Suite Residential (tm)
5.5.06 RSR30434
2005-Jul-11 10:57:45
IT J ARCHIVES\2005\5F08DIST
00: (KU V KMLJU) 1KOO vanywoo M WO I W JC.
Top chord 2x4 SP #1
Sot chord 2x4 SP #1
Sub -fascia beam assumptions: 4-3-8 sub -fascia beam on the 0-3-8 cantilever side. 4.3-8 sub -fascia beam on the 0-3.8
cantilever side.
530
in
11
3X4(A1)
LEFT RAKE = 1'11"4
LEFT JIG = 44"9
DESC. = CJ3C
PLT. TYP: WAVE FBCITPI1
2.63 12
I� 4.15 —
a'11
THIS UWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
120 mph wind, 15.00 ft mean hgt. ASCE 7-98, CLOSED bldg, Located anywhere in roof, CAT II, EXP B, wind TC DL=5.0 psf,
wind BC DL=5.0 pef.
The following trusses need concentrated loads at the end of their overhangs: 2-11.8 spaNsetback member on the 0-3-8 cant
side requires 27 Ibs and the 2-11-8 spantsetback member on the 0-3-8 cant side requires 27 Ibs.
Hipjack supports 2-11-8 setback jades with 0-3.8 cantilever one face; 03-8 cantilever opposite face.
TCt
6V13 2218� NAILED
i
- - -NNETN K FXET � n &
Rv�213# u"teoa VWC15 �i JUN 06 R.-i0# (�18w NAILED
QTY= 2 TOTAL= 2
THIS DRAWING SHOULD BE APPROVED BY A REGISTERED
PROFESSIONAL ENGINEER BEFORE USE. SEEPAGE A100
FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND
WARNINGS.
MOUNT OORA,K
FLRE& 1013
REV. 7.02.0527.10
TC ILL
20.Opsf
TC DL
10.Opsf
BC DL
10.Opsf
BC ILL
O.Opsf
TOT.LD.
40.Opsf
DU R. FAC.
1.25
SPACING
24.0"
RIGHT JIG = 60"13
SEQ = 30715
SCALE=1.3802
REF _
DATE 06-01-2005
O/A LEN. 40203
TYPE hipjack
ob:(ROVRML30) /Rod Vermilic /Metro / CJ3
Top chord 2x4 SP #1
Bot chord 2x4 SP #1
Deflection meets L1360 live and L/240 total load.
5w
3X4(A1)
tf
LEFT RAKE = 1'11"4
LEFT JIG = 4'4"9
DESC. = CJ3
PLT. TYP.-WAVE
1'10"10
2.93 12
v
6"11
Rv"1870 U-leoa W-1019
SEAT PLATE REQUIRED
THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS
120 mph wind, 15.00 ft mean hgt, ASCE 7-98, CLOSED bklg, Located anywhere in roof, CAT II, EXP B. wind TC DL=5.0 lost,
wind BC DL=5.0 psf.
Hipjack supports 2-11-8 setback jacks with no webs.
TCt
6713 Rv4500 U+IWX NAILED
11
FBCrrPI1995(STD) QTY= 1 TOTAL= 1
THIS DRAWING SHOULD BE APPROVED BY A REGISTERED
PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100
FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND
WARNINGS.
10
973
v
1
377
SC aEHMS,P.E.
G034 FIECURMt— PLACE
JUti 0 6 2005
MOUNT OORAIR 32757
FL. REG.'1
RIGHT JIG = 60"13
SEQ = 30674
REV. 7.02.0527.10 SCALE=1:3802
TC LL
TC DL
BC DL
BC LL
TOT.LD.
20.Opsf
10.0psf
10.Opsf
0.0psf
40.Opsf
REF
DATE 06-01-2005
DRWG
O/A LEN. 40203
DUR.FAC.
1.25
SPACING
24.0"
TYPE hipjack
Top chord 2x4 SP !t1
Bot chord 2x4 SP 91
Webs 2x4 SP #3
Sub4asda team assumptions: 4-" sub-fasda beam on the 0-1-8 cantilever side. 444 sub -fascia beam on the 0.1-8
cantilever side.
Deflection meets Lf360 five and L/240 total bad.
526
T
1
THIS UWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
120 mph wired, 15.00 ft mean hgf, ASCE 7-98, CLOSED bldg. Located anywhere in roof, CAT 11. EXP B, wind TC DL=5.0 psf,
wind BC OL=5.0 psf.
The following trusaes need concentrated loads at the end of their overhangs: 3-M span/setback member on the 0.1-8 cant
side requires 26 lbs and the 3A-0 sparUsetback member on the 0-1-6 cant side requires 26 bs.
Hipjack supports 6-11-8 setback jades with 0-1-8 cantilever one face; G-1-8 cantilever opposite face.
TC1
V V 12 1- 4'4*5
NAILED
10'4'3
Ir
Fri
F- 6'11 I W12
Rv=426N 2190 Nk6'„ BC,lat PLACE
LEFT RAKE = 1'11"4
LEFT JIG = 1074
DESC.= CJ7C1
PLT. TYP.-WAVE FBC/TPI1
QTY= 1 TOTAL= 1
THIS DRAWING SHOULD BE APPROVED BY A REGISTERED
PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100
FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND
WARNINGS.
JUN 0 ' 2005
MOUN i DORA, FL SM
FL. REG.18243
RIGHT JIG = 11'8"11
SEQ = 30694
REV. 7.02.0527.10
SCALE =0.7142
TIC LL
20.Opsf
REF _
TIC DL
10.0pSf
DATE 06-01-2005
BC DL
10.OpSf
DRWG
BC LL
O.Opsf
TOT.LD. 40.0
DUR.FAC. 1.25
SPACING 24.0"
O/A LEN. 91001
TYPE hipjack
b:(RDVRML30) /Rod Verm do Watro / CJ7
DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS
Top chord 2x4 SP #1
Bot chord 2x4 SP #1
Webs 2x4 SP 93
Deflection meets Li360 live and U240 total load
510
120 mph wind, 15.00 R meal hgt, ASCE 7-98, CLOSED bfdg, Located anywhere in roof, CAT II, D(P B, wind TC DL=5.0 psf,
wind BC OL=5.0 psf.
Hgadk supports 6-11.8 setback jade with no webs.
VT12 } 4'4'5
NAILED
�-6'11 I W12
}� 1'10'10 .i 71011
RV-4 U•217# VW-Wg BC1
SEAT PLATE REQUIRED
LEFT RAKE = 1'11"4
LEFT JIG = 1074
DESC. = CJ7
PLT. TYP: WAVE FBC/TPi1
OTY= 4 TOTAL= 4
THIS DRAWING SHOULD BE APPROVED BY A REGISTERED
PROFESSIONAL ENGINEER BEFORE USE. SEEPAGE A100
FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND
WARNINGS.
10'4'3
F
H. EH+ =QS, P.E.
3000001DUk PLACE
JUN 0 6 2005
}UNUDG ,Rl -- 3 M.
F .. REG. M243
RIGH JIG = I VTI 1
SY0 = 30671
REV. 7.02.0527.10 SCALE =0.7142
TC LL 20.Opsf REF
TC DL
10.0psf
BC DL
10.Opsf
BC LL
O.Opsf
TOT.LD.
40.Opsf
DU R.FAC.
1.25
SPACING
24.0"
DATE
06-01-2005
DRWG
O/A LEN.
91001
TYPE
hipjack
Ne" f MC1
Top chord 2x4 SP #1
Bot chord 2x4 SP #1
THIS DWG. PREPARED BY
TC1
PROGRAM FROM TRUSS MFR'S LAYOUT
120 mph wind, 8.27 ft mean hgL ASCE 7-98, CLOSED bldg. Located anywhere in roof, CAT It, EXP B. wind TC DL=5.0 psf,
wind BC DL--5.0 psf.
i'4'4
1'4" TWO
R,a2 u=,el# , I 6034 FA�BRIDGE PLACE
R6--7# L;zteoa MAILED
" 'MATb 2005
MOM DOPA, R 32757
LEFT RAKE = 1',V14 M REG. M24 3
LEFT JIG = 176 RIGHT JIG = ti 4"`i
DESC. = BJ1 Cl SEQ = 30707
PLT. TYP.-WAVE FBC/TP11995(STD) QTY= 2 TOTAL= 2 REV. 7.02.0527.10 SCALE =3.3790
TC LL 20.Opsf
REF
TC DL 10.Opsf
DATE 06-01-2005
THIS DRAWING SHOULD BE APPROVED BY A REGISTERED
PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100
FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND
WARNINGS. WARNINGS.
BC DL 10.Opsf
BC ILL
TOT.LD. 40.Opsf
DRWG
O/A LEN. 1
DU R. FAC. 1.25
SPACING 24.0"
TYPE jack
/Rod Vermdtio /Metro / BJ1 C
THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM
Top chard 2x4 SP #1
Bot chord 2x4 SP 91
i 1'4'
LEFT RAKE = 1'4 14
LEFT JIG = 176
DESC. = BJ1 C
PLT. TYP -WAVE FBC/TPI1
120 mph wind, 8.27 It mean hgt, ASCE 7-98, CLOSED bfdg, Located anywhere in root, CAT 11, EXP B, wind TC DL=5.0 pelf,
wind BC OL=5.0 psf.
TCi
QTY= 4 TOTAL= 4
THIS DRAWING SHOULD BE APPROVED BY A REGISTERED
PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100
FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND
WARNINGS.
3'4"4
8'
r �i�TH H. EH!'�S, P.E.
Rr=324#zdo#�eOONERIDac PLACE
R.--,ak U-18M "LED
RV -150 U•1800 NAILED
JUN 0 b 2005
MOUK DORAi R 3W
RIGY319 z1 a143
SEQ = 30721
REV. 7.02.0527.10 SCALE=3.3792
TC LL
20.Opsf
TC DL
10.Opsf
BC DL
10.Opsf
BC LL
O.Opsf
TOT.LD.
40.Opsf
DUR.FAC.
1.25
SPACING
24.0"
REF
DATE 06-01-2005
DRWG
O/A LEN. 1
TYPE jack
a(KUVKMWU) ntoa Vermnno !Metro / t$J1
Top chard 2x4 SP #1
Bot chord 2x4 SP #1
TCt
THIS DWG. PREPARED BY THE. ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
120 mph wind, 8.27 It mean hgt, ASCE 7-98. CLOSED bldg, Located anywhere in roof, CAT II, EXP B, wind TC DL=5.0 psf,
vAnd BC DL=5.0 Pat
r4'4
T
BC1
R"257# U-18M m*V
SEAT PLATE REWIRED
ETH No EHi� Si P.E.
6WIMMRINC PLACE
JUN 0 6 2.005
MOUNT OOPA9 R 32757
LEFT RAKE = 1'4"14
LEFT JIG = 1'2"6
RI�JF'2'4 p
DESC.= BJ1
PLT. TYP.-WAVE
FBC/TP11995(STD) QTY= 10 TOTAL= 10
REV. 7,02.0527.10
SEQ = 30690
SCALE=3.3790
TC LL
20.OpSf
REF
DATE 0"1-2005
TC DL
10.Opsf
THIS DRAWING SHOULD BE APPROVED BY A REGISTERED
PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100
FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND
WARNINGS.
BC DL
BC LL
TOT.LD.
10.Opsf
O.Opsf
40.Opsf
DRWG
O/A LEN. 1
DUR.FAC.
1.25
SPACING
24.0"
TYPE jack
THIS DWG. PREPARED BY THE ALPINE
lob:(RDVRML30) /Rod Vermillio /Metro / BMC1
Top chord 2x4 SP #1
Bot chord 2x4 SP #1
,"r
LEFT RAKE = 1'4"14
LEFT JIG = V3"6
DESC. = BJ3C4
PLT. TYP: WAVE FBC/TPI1
TCt
i - 4",4
%-252# U•1e0# v,-4"
120 mph wind, 8.61 R mean hpt. ASCE 7-98. CLOSED bldg. Locates anywhere in roof, CAT II, EXP B, wind TC OL=5.0 pef,
wind BC DL=5.0 pelf.
QTY= 2 TOTAL= 2
THIS DRAWING SHOULD BE APPROVED BY A REGISTERED
PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100
FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND
WARNINGS.
Rw500 U•16010 NAILED
f'0"4
W
2• "2 X�
- 3 I H. EH! =9-S, P.E.
�, ���f9c GLACE
,lUN 0.0 2005
MOM00CR^^A, �+ 32757
RIdf1�MGV4d243
SEQ = 30704
REV. 7.02.0527.10 SCALE=1.9320
TC LL
TC DL
BC DL
BC LL
TOT.LD.
20.Opsf
10.Opsf
10.Opsf
O.Opsf
40.Opsf
REF
DATE
06-01-2005
DRWG
O/A LEN.
3
DUR.FAC.
1.25
SPACING
24.0"
TYPE
jack
BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
ob:(RDVRML30) /Rod Vermillio
Top chord 2x4 SP #1
Bat chord 2X4 SP #1
M
3X4(At)
T
1
1= 1'r
RV-248# U-180# w=8"
SEAT PLATE REQUIRED
TC,
120 mph wind, 8.61 ft mean hgt. ASCE 7-98, CLOSED bldg. Located anywhere in rod, CAT II, EXP B, wind TC DL=5.0 psf,
wind BC DL=5.0 psf.
LEFT RAKE = 1'4"14
LEFT JIG = 3 3"6
DESC. - BJ3
PLT. TYP.-WAVE FBC/TPI1995(STD) QTY= 8 TOTAL= 8
THIS DRAWING SHOULD BE APPROVED BY A REGISTERED
PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100
FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND
WARNINGS.
Rv=63# LI.18ON NAILED
Y0`4
-31
F
. EH
C-QS$ P.E.
Bc, -��
034 ' kPLACE
JUN 0 7005
MOUNT DURA, ft 32757
L. EG' 18210
RIGHT JIG = 4r4"
SEQ = 30687
REV. 7.02.0527.10 SCALE=1.9320
TC, LL
20.Opsf
TC DL
10.Opsf
BC DL
10.Opsf
BC LL
O.Opsf
TOT.LD.
40.Opsf
DU R.FAC.
1.25
SPACING
24.0"
REF
DATE
06-01-2005
DRWG
O/A LEN.
3
TYPE
jack
Job:(RDVRML30) /Rod V
Top chord 2X4 SP 01
Bot chord 2X4 SP 01
a
3X4(A1)
T
v
J:
/B=1
DVvG.PREPARED BY
3 DESIGNER PROGRAM FROM TRt
LAYOUT
120 mph wind, 8.94 ft mean hgt. ASCE 7-98, CLOSED bldg, not located within 4.50 ft from roof edge, CAT II, EXP B, wind TC
DL=5.0 psf, wind BC DL=5.0 psf.
Deflection meets U360 live and L1240 total bad.
TC1 Rw020M U-11800 NAILED
M4
r
1,4-._
�. � EH12Q,
R1=3 B,1 U=180k YWI' �,
AWN ' _ PL E
�4 ,
JUN 0 � 2005
MOLIDOI' Avf 327 57
LEFT RAKE = 1'4"14
LEFT JIG B 6-Cl 0
564
DESC. = BJSC1
PLT. TYP: WAVE
FBC/TPI19WSTD QTY= 2 TOTAL= 2
REV. 7.02.0527.10
SEQ - 30701
SCALE =1.3219
TC LL
20.Opsf
REF
THIS DRAWING SHOULD BE APPROVED BY A REGISTERED
TC DL
10.OpSf
DATE 06-01-20050.Ops
DRWG
PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100
BC Dt
1f
0.Ops
FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND
BC LL
O/A LEN. 5
WARNINGS.
TOT.LD.
40.Opsf
OUR. FAC.
1.25
SPACING
24.0"
TYPE jack
bb:(RDVRML30) /Rod Vemilho /Metro / BJ5
Top chord 2x4 SP #1
Bot chord 2x4 SP #1
T
1
i. PREPARED BY THE ALPINE JOB DESK
FROM TRUSS MFR'S LAYOUT
1[u mpn Mara, e.94 It mean hgt, ASC E 7-96, CLOSED blip, not located within 4.50 ft from roof edge, CAT 11, EXP B, wind TC
DL=5.0 psf, wind BC DL=5.0 psf.
Deflection meets L/360 five and L1240 total bad.
r TCt
Rv" 122# W 18W NAILED
Y$"4
r
I-- 4.14 } 47.2
F--- ra•
Rv315# U-180M 1N•8' 1c1
�RW4iW� -WaSj P.E.
SEAT PLATE REOU RED
6034 FA[ NBRjDGE PLACE
AIN 0 v ?005
OWN DORA, R 32767
LEFT RAKE = 1'4"14
LEFT JIG = 5'4"10
q�
RI ��r 10243
DESC.= BJS
PLT. TYP: WAVE FBC/TPI1995(STD) QTY= 8 TOTAL= 8
REV. 7.02.0527.10
SEQ = 30684
SCALE=1.3219
TC LL
20.OpSf
REF
_
DATE 06-01-2005NG
DL
10.OpSf
THIS DRAWINGSHOULD BE APPROVED BY A REGISTERED
BC DL
10. 0pS
Ops f
DRWG
PROFESSIONAL ENGINEER BEFORE USE. SEEPAGE A100
FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND
BC LL
O/A LEN. 5
WARNINGS.
TOT.LD.
40.Opsf
DUR.FAC.
1.255
SPACING
24.0"
TYPE jack
THIS DWG. PREPARED
LPINE JOB DESIGNER PROGRAM FRO!
Job:(ROVRML30) /Rod Verm@Io ANetro / EJ3C
Top chard 2x4 SP #1
Bot Chord 2x4 SP #1
V4'
i 4'14
Rv.2570 U•18M w ra
TCt
120 mph wind, 8.61 It mean hpt, ASCE 7-98, CLOSED ft, Located anywhere in roof, CAT II, EXP B. wind TC DL=5.0 psf,
wind BC DL=5.0 psf.
LEFT RAKE =1 W14
LEFT JIG = 3'3 6
DESC. = EJ3C
PLT. TYP.-WAVE FBC/TPI1995(STD) QTY= 2 TOTAL= 2
THIS DRAWING SHOULD BE APPROVED BY A REGISTERED
PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100
FOR GENERAL NOTESNPORTANT SPECIFICATIONS AND
WARNINGS.
Rw399 Lf:1800 NAILED
9'0'4
8'
27'2X
-3' kffiE H.EHr-- S P.E.
BC,111OMPIGEPLACE
J► N o n zoo
MOUt+ DDRA5 R 32757
FL AEG. 18243
RIGHT JIG = 44
SEQ = 30718
REV. 7.02,0527.10 SCALE=1.9321
TC LL
TC DL
BC DL
BC LL
TOT.LD.
20.Opsf
10.OpSf
10.Opsf
O.OPSf
40.OpSf
REF
DATE 06-01-2005
DRWG
O/A LEN. 3
DUR.FAC.
1.25
SPACING
24.0"
TYPE ejack
THIS DWG.
DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
b:(RDVRML30) /Rod VemeBio /Metro / EJ3
Top chard 2x4 SP #1
Bot Chard 2x4 SP #1
M
3X4(A1)
T
v
1
i lr
Rw248# U-18(W W-S'
SEAT PLATE REQUIRED
TC1
120 mph wind, 8.61 R mean hpt, ASCE 7-98, CLOSED bldp, Located anywhere in roof, CAT II, EXP B, wind TC DL=5.0 psf,
wind BC DL=5.0 psf.
RAKE = 1'4" 14
JIG = 376
rYP.-WAVE FBC/TPI1995(STD) QTY= 2 TOTAL= 2
THIS DRAWING SHOULD BE APPROVED BY A REGISTERED
PROFESSIONAL ENGINEER BEFORE USE. SEEPAGE A100
FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND
WARNINGS.
Rvw53# U•180N NAILED
ro-4
r
_3' --r
Bc, i%24�, He G �i�.�,i�:.
WNFAL
J OI N 0 n 2005
RIGHT J �W4
SEQ = 30681
REV. 7.02.0527.10 SCALE=1.9321
TC LL
20.Opsf
TC DL
10.0PSf
BC DL
10.Opsf
BC LL
O.Opsf
TOT.LD.
40.Opsf
DUR.FAC.
1.25
SPACING
24.0"
REF
DATE
06-01-2005
DRWG
O/A LEN.
3
TYPE
ejack
bb:(RDVRML30) /Rod
Top chord 2x4 SP #1
Bot chord 2x4 SP 91
LEFT RAKE = 1'4"14
LEFT JIG = 75"14
DESC. = EJ7C1
PLT. TYP.-WAVE
Rv=397#' u=tao# vo.4•
FBC/TPI1
THIS DWG.
ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
120 mph wind, 9.27 It mean hgt, ASCE 7-98, CLOSED bldg. not located within 4.50 R from roof edge, CAT 11, EXP B. wind TC
DL=5.0 psf, wind BC DL=5.0 psf.
DefWtlon meets U360 Ive and 11240 trial load
TCt NAILED
QTY= 4 TOTAL= 4
THIS DRAWING SHOULD BE APPROVED BY A REGISTERED
PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100
FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND
WARNINGS.
IDS
sc1 i Duc PLACE
rUN 0 6 20e5
mount
RI IWOIJ0za3
SEQ = 30697
REV. 7.02.0527.10 SCALE=1.0047
TC LL
20.Opsf
TC DL
10.Opsf
BC DL
10.Opsf
BC LL
O.Opsf
TOT.LD.
40.Opsf
DUR.FAC.
1.25
SPACING
24.0"
REF
DATE
06-01-2005
DRWG
O/A LEN.
7
TYPE
ejack
Top chord 2x4 SP #1
Bot chord 2x4 SP #1
THIS
LED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR
120 mph wind, 9.27 ft mean hgt, ASCE 7-98, CLOSED burp, not bcated within 4.50 ft from roof edge. CAT 11, EXP B, wind TC
DL=5.0 pat, wind BC DL=5.0 psf.
l7eHectbn meets U360 live and U240 total load.
TCt NAILED
1174'4
r
I•" 4.14 I B7'2 G� ��
Rr: U -180N W=E' aC1 8015W14"AiN7 �i~-_ �� r .ua
SEAT PLATE REQUIRED 6034 FALL@ 11iC3c PLACE
UN 0 6 ZDD-D
MOUNITOORAIR 32757
LEFT RAKE = 1W14 G � 1 43
LEFT JIG = 75"14 RIG9—f
DESC. = EJ7 SEQ = 30678
PLT. TYP.-WAVE FBC/TPI1995(STD) QTY= 18 TOTAL=18 REV. 7.02.0527.10 SCALE=1.0047
TC LL 20.Opsf
REF
THIS DRAWING SHOULD BE APPROVED BY A REGISTERED
PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100
FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND
TC DL 10.Opsf
BC DL 1 O.OpSf
BC LL O.OpSf
DATE 06-01-2005
DRWG
O/A LEN. 7
WARNINGS.
TOT.LD. 40.OpSf
DU R. FAC. 1.25
SPACING 24.(r
ITYPE ejack
/Rod Vermdtlo Metro / E2
Top chord 2x4 SP #1
Bot chard 2x6 SP #1
Webs 2x4 SP #3
THIS GIRDER DESIGNED TO SUPPORT 21-2-8 SPAN FRAMING TO THE BOTTOM CHORD FROM ONE SIDE.
OPPOSITE SIDE SUPPORTS 3-M JACKS. JACKS HAVE NO WEBS.
TCt
31
3.
1701# ll=765# „4-V eC,
SEAT PLATE REQUIRED
THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
120 mph wind, 15.00 ft mead hpt, ASCE 7-98, CLOSED bid0, Located anywhere in roof, CAT II, EXP B, wind TC DL=5.0 psf,
wind BC DL=5.0 psf.
H = recommended connection based on manufacturer tested capacitles and calculations. Conditions may exist that require
different connections than indicated. Refer to manufacturer publication for additional information.
Deflection meets U360 We and 1-1240 total load
LEFT JIG = 33"6
DESC. = E2
PLT. TYP.•WAVE FBC/TPI19WSTD) QTY= 1 TOTAL= 1
THIS DRAWING SHOULD BE APPROVED BY A REGISTERED
PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100
FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND
WARNINGS.
— TC2
_4.
5XS(R)
.E.
tea ;L�a~ I: ,�,tNEPC PLACE
JUN 0 6 2005
Rw1581# U-6M H-Simpson HUS26
wp®) 10d Comman. 0.148 SC3.0- nexe UTDO13A FL 3275T
Oder 8 ) 1 n 33, 30 3P ScUd�'
FL. AEG.18243
RIGHT JIG = 4'2"9
SEQ = 30588
REV. 7.02.0527.10 SCALE=1.1960
TC LL
20.Opsf
TC OL
10.0pSf
BC DL
10.0psf
BC LL
0.0psf
TOT.LD.
40.Opsf
DUR.FAC.
1.25
SPACING
24.0"
REF
DATE
06-01-2005
DRWG
O/A LEN.
7
TYPE
hipm
b:(RDVRML30) /Rod Venmiflo
Top chord 2x4 SP 01
Bat Chord 2x6 SP #1
Webs 2x4 SP 03
/ Ef
SPECIAL LOADS
--{LUMBER DUR.FAC.=1.25 / PLATE DUR.FAC.=1.25)
TC - From 60 PLF at 0.00 to 60 PLF at 7.00
BC - From 20 PLF at 0.00 to 20 PLF at 7.00
BC - 2345 LB Conc. Load at 1.46
BC - 968 LB Conc. Load at 3.40, 5.40
H = recommended confection based on manufacturer tested capacities and calculations. Conditions may exist that require
different connections than indicated. Refer to manufacturer publication for additional information.
THIS UAG. PREPARED BY
2 Complete Trusses
JOB DESIGNER PROGRAM FROM TRUSS MFR'S I AYrx rT
NAILING SCHEDULE: (10d box nails)
TOP CHORD: i ROW 12` o.c.
BOT CHORD: 2 ROWS 6" o.c. (EACH ROM
WEBS 1 ROW 4 o.c.
USE EQUAL SPACING BETWEEN ROWS AND STAGGER NAILS
IN EACH ROW TO AVOID SPLITTING.
120 mph wind, 15.00 ft mean hgt, ASCE 7-98. CLOSED Bldg, not located within 4.50It from root edge, CAT 11. EXP B, wind TC
OL=5.0 Pat, wind BC DL=5.0 par.
Right end vertical not exposed to wind pressure.
TCt
4'3'10 2'e'10
i-- 1'S8 1'11'4
Z iT4
zU>. rb"
3X4
Rv= 1M U=1083M LMB'
BC1
SEAT PLATE REOURED
LEFT JIG = 7614
DESC. = E1
PLT. TYP.-WAVE FBC/TPI19WSTD) QTY= 1 PLIES= 2 TOTAL= 2
THIS DRAWING SHOULD BE APPROVED BY A REGISTERED
PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100
FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND
WARNINGS.
Rw18600 L0588M H-Sim son HHUS26-2
w/(6)10d Common, 0.148'14.0" mills In Truss
10d Common, 0A48W.0' nullsIn Glyder
Gbdx Is (2) f.Wx 5.50 SP So#dSawn
`IHE H H.atcaq D c
SN"ArFALCONSIMEFUCE
JUN 0 6 20r 5
�ItQUN3L#wBA,;.L 32757
FL. REG.18243
RIGHT JIG = TO"1
SEQ = 30637
REV. 7.02.0527.10 SCALE=1.0251
TC LL
20.Opsf
TC DL
10.Opsf
BC DL
10.Opsf
BC LL
O.Opsf
TOT.LD.
40.Opsf
DUR.FAC.
1.25
SPACING
24.0"
DATE 06-01-2005
DRWG
O/A LEN. 7
TYPE mono
J 0.tMVVKM{LJUI/KOO VOrMOO/NJW0I 72
Top chord 2x4 SP #1
Bat chord 2x4 SP #1
Webs 2X4 SP #3
Left side jades have 3-M setback with 0-4-0 cant and 1-4-0 overhang. End jades have 3-0-0 setback with 0.0-0 cart and
I -" overhang. Right side jacks have 3.40 setback with 0.4.0 cart and 1-4-0 overhang.
THIS DA G. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
120 mph wind, 15.00 ft mean hgt, ASCE 7-96, CLOSED bldg, Laded anywhere in roof, CAT II, EXP B, wild TC DL=5.0 psf,
wind BC DL=5.0 psf.
#1 hip supports 3-0-0jacks with no webs.
Deflection meets U360 live and L/240 total load.
TCf TC2 •�• TC3
3' 1• 3'
4X4
4X4
12
4 p
w1
3X4(Al) �
hk
LLU
1 fa•
ri
3X4 3X4
28'14 8'8 I 78.14 4'14 - jN u U D
1'4" r PlIf
I 3' ion '' 10 6034 FALCO1+ RJC�E PLAC9
Ib- U-230 V03.8 BC1 "460 U=23aN w=78 JUN 0 fit 2005
LEFT RAKE = 1'414
LEFT JIG = 33*6
DESC. = D2
PLT. TYP.-WAVE FBC/TPI1
QTY=1 TOTAL= 1
THIS DRAWING SHOULD BE APPROVED BY A REGISTERED
PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100
FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND
WARNINGS.
MOUK DiiOPAg R 32757
RIG1iTJ
SEQ = 30712
REV. 7.02.0527.10 SCALE =0.8661
TC LL 20.Opsf REF
TC DL 10.Opsf DATE 06-01-2005
BC DL 10.0psf
BC ILL O.Opsf
TOT.LD. 40.Opsf
DRVVG
O/A LEN. 7
DU R. FAC. 1.25
SPACING 24.0"
TYPE hips
1ob:(RDVRML30) /Rod Vermi lio
Top chord 2x4 SP # 1
Bot chord 2X4 SP 91
V*bs 2x4 SP #3
3X4(A1)
LEFT RAKE = 11"1
LEFT JIG = 39'11
DESC. = D1
PLT. TYP: WAVE
Iu
THIS DWG, PREPARED BY
DESIGNER PROGRAM FROM TRUSS MFFrS LAYOUT
120 mph wind, 8.77 ft mean hgt, ASCE 7-98, CLOSED bldg, not located within 4.50 ft from roof edge, CAT 11, EXP B, wind TC
DL=5.0 psf, wind BC OL=5.0 psf.
Deflection meets U360 live and U240 total load.
TC1 TC2
I 3V 4- 3r
3r Te•
I..- t(rs f` 4'h4 31'2 .+. 3'1Z 4'14..I KENMEM H. EH r 8.r P.E.
BC, FQ34 F L IONBRIDGE PLACE
Rw Lh180M W+3'8 Rv=336111 U=180# W�3'8
.SUN 0 6 2005
FBC/TPI1
QTY= 1 TOTAL= 1
THIS DRAWING SHOULD BE APPROVED BY A REGISTERED
PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100
FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND
WARNINGS.
MOUNT DORA, R 32757
RIG&AREG"1lg43
RIGHT JIG = 3'9"11
SEQ = 30709
REV. 7.02.0527.10
SCALE=0.9568
TC LL
TC DL
BC DL
BC LL
TOT.LD.
20.Opsf
10.OpSf
10.0p8f
0.0psf
40.OpSf
REF
DATE 06-01-2005
DRWG
O/A LEN. 7
DUR.FAC.
1.25
SPACING 24.0" TYPE Coma
/Metro / C5
Tap chord 2x4 SP 91
Bot chord 2x4 SP #1
Webs 2x4 SP #3
Left side jades have 7." setback with 0-" cant and 1-4-0 overhang. End jacks have 7-0A setbackwith 0-(10 cant and
1-4-0 overhang. Right side jacks have 7-0-0 setback with 0-00 card and 14-0 overhang.
1— P4•
TC1
I r
r` 310'14 31.2 ♦ 3'g•
r
4"A
Rv=1754k U=61 Nk8' Sc1
SEAT PLATE REQUIRED
LEFT RAKE = 1'4"14
LEFT JIG = 75"14
DESC. = C5
PLT. TYP -WAVE FBC/TPI1
THIS DWG
THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
120 mph wind, 15.00 ft mean hgt, ASCE 7-98, CLOSED bidg, Located anywhere in roof, CAT II, EXP B. wind TC DL=5.0 psf,
wind BC OL=5.0 W
#1 hip supports 7-0.0 jacks with no webs.
Deflection meets LJ360 live and L/240 total load.
TC2 TO
r4• "+` r
♦ 3'6• 3'1.2 310'14 .{
21'4•` '�
. p� yy 'ri !i EHU.='��, P.E.
ra• r ' � Fi�1�COMBRR1DUE PLACE
1 TOTAL= 1
THIS DRAWING SHOULD BE APPROVED BY A REGISTERED
PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100
FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND
WARNINGS.
U•617A
E B' JUN 0 too
2G05
Rv=1754# VVF+
SEAT PLATE REQUIRED
REV. 7.02.0527.10
MOUNT
��DORA,,ggFL 33q2�Ti
RIGI1T'JI1$��
SEQ = 30641
SCALE=0.3488
pSf REF
psf DATE 06-01-2005
PSf DRWG
psf
(�f O/A LEN. 210400
TC LL
20.0
TC DL
10.0
BC DL
10.0
BC LL
O.O
TOT.LD.
40.0
DUR.FAC.
1.25
SPACING
24.0"
TYPE
0:(KUVKML9U) lKOO
Top chord 2x4 SP #1
Bot chord 2x4 SP #1
Web$ 2x4 SP #3
G4 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
120 mph wind, 9.61 ft mean hgt, ASCE 7-98, CLOSED burp, not located within 4.50 It from rod edge, CAT II, EXP B, wind TC
DL=5.0 psf, wind BC DL=5.0 p14.
Deflection meets V360 Rvve and LI240 total bad
TCt TC2 TO
I9 3'4' .I. 9
4'1a14 .}. VI'2 3'4' I 4'1'2
+ rliru----.I
VW14
i— 1'4' +
Rw# 839# U=z5 n*e• SC1
SEAT PLATE REQUIRED
LEFT RAKE = 1'4"14
LEFT JIG = 97"2
DESC. = C4
PLT. TYP: WAVE FBC/TPI1
374 ♦ 87'2 inNETH H. Eye LL'79 S, P.E.era• S a �+ �i ISRINE r LACE
Rr-O3 L--51N OL-*
SEAT PLATE REQUIRM It+N 0 6 20
05
QTY= 1 TOTAL= 1
THIS DRAWING SHOULD BE APPROVED BY A REGISTERED
PROFESSIONAL ENGINEER BEFORE USE. SEEPAGE A100
FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND
WARNINGS.
MOUNT DORA, F1 32757
FL. REG.18243
RIGHT RAKE=1'4"14
RIGHT JIG = 97"2
SEQ = 30645
REV. 7.02.0527.10
SCALE=0.3488
TC LL 20.0pSf
REF
TC DL 10.Opsf
DATE 06-01-2005
BC DL 10.Opsf
DRWG
BC LL
0.Opsf
TOT.LD.
40.Opsf
DUR.FAC.
1.25
SPACING
24.0"
O/A LEN. 210400
TYPE h
IOO:kKNV KMIJUJ MOO VOM1440 IMSUO / UJ
THIS MG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
Top chord 2x4 SP 01
120 mph wind, 9.88 R mean hgt, ASCE 7-98, CLOSED b Idg, not located within 4.50 R from roof edge, CAT 11, EXP B. wind TC
Bot chord 2x4 SP #1
DL=5.0 psf, wind BC DL=5.0 psf.
VVebs 2x4 SP 93
Deflection meets L/360 five and L/240 total bad.
SPECIAL LOADS
/PLATE C.=1.25)
PLF
TC From 60LUMBER
at�
1.33 to 60 PLF at 22.67
BC - From 4 PLF at -1.33 to 4 PLF at 0.00
BC - From 20 PLF at 0.00 to 20 PLF at 0, 81
BC - From 50 PLF at 0.81 to 50 PLF at 20.52
BC - From 20 PLF at 20.52 to 20 PLF at 21.33
BC - From 4 PLF at 21.33 to 4 PLF at 22.67
TCt TC2
i . 109' ♦ 10'8'
5'8'14 F. 4'11.2 I' 4'11'2 ♦ W14
3X4(A1)
11 T
1
21'4'
6'S'13
f"' p4• I 21'4•.
Rv+234N LM42 vwa• BC,
SEAT PLATE REO ARED
LEFT RAKE = 1'4"14
LEFT JIG = 11'4"4
DESC. = C3
PLT.TYP-WAVE
FBC/TPI1
QTY= 2 TOTAL= 2
THIS DRAWING SHOULD BE APPROVED BY A REGISTERED
PROFESSIONAL ENGINEER BEFORE USE. SEEPAGE A100
FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND
WARNINGS.
W2 Rv=,234p ,;W4 1ACCONBRIDGc PLACE
SEAT PLATE RECURED
JUN 0 6 2005
MOUNT DORA, FL 32757
RICMFAI
RIGHT JIG = 11'4"4
SEQ = 30650
REV. 7.02.0527.10
SCALE=0.3488
TC LL 20.OpSf
REF
TC DL 10.0pSf
DATE 08-01-2005
BC DL 10.Opsf
DRWG
BC LL
O.Opsf
TOT. LD.
40.Opsf
DUR.FAC.
1.25
SPACING
24.T
O/A LEN. 210400
TYPE comn
bb: (RDVRML30) /Rod Vermillic !Metro / C2
Top chord 2x4 SP 91
Bot chord 2x4 SP #1
Webs 2x4 SP 93
SPECIAL LOADS
—{LUMBER DUR.FAC.=1.25
/ PLATE DUR.FAC.=1.25)
TC - From
60 PLF at 0.00 to
60 PLF at 22.54
BC - From
20 PLF at 0.00 to
20 PLF at 0.69
BC - From
50 PLF at 0.69 to
50 PLF at 20.40
BC - From
20 PLF at 20.40 to
20 PLF at 21.21
BC - From
4 PLF at 21.21 to
4 PLF at 22.54
PROGRAM FROM TRUSS MFR'S LAYOUT
120 mph wind, 9.88It mean hgt, ASCE 7-98, CLOSED bldg, not located within 4.50 it from roof edge, CAT 11. EfP B, wind TC
DL=5.0 psf, wind BC DL=5.0 psf.
Deflection meets Lf360 live and L/240 total load.
THIS DVVG. PREPARED BY THE ALPINE
TC1
F= ta6'8 i
57"8 4'1 M 4'11"2
4X4 ir\
0
b
M
3X4(A1)
1
12
4 C�;,-
Fu 1 6110"15
3X4
3X4
RV-1142# U= VO4r$ BCt
SEAT PLATE REQUIRED
LEFT JIG = 11713
DESC. = C2
PLT, TYP.-WAVE F13C/TPI1
law
Me
TC2
5'8"14
2178 c P
+ BC2
Rw-1231# U•425# AW
SEAT PLATE REOt.MD J U N G b LOOS
MUNI DOPAY �� 32751
R. REGA8243
RIGHT RAKE = 1'4"14
RIGHT JIG = 11'4"4
SEQ = 30655
QTY= 1 TOTAL= 1 REV. 7.02.0527.10 SCALE=0.3714
THIS DRAWING SHOULD BE APPROVED BY A REGISTERED
PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100
FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND
WARNINGS.
TC LL
20.Opsf
TC DL
10.Opsf
BC DL
10.Opsf
BC LL
O.Opsf
TOT. LD.
40.Opsf
DU R.FAC.
1.25
SPACING
24.0"
REF
DATE 08-01-2005
DRWG
O/A LEN. 210208
TYPE Coma
yermillio /Metro / Cl
THIS
Top Chord 2x4 SP #1
Bot chord 2x4 SP 91
Webs 2x4 SP 93
SPECIAL LOADS
--(LUMBER DUR.FAC.=1.25
/ PLATE DUR.FAC.=1.25)
TC - From 60 PLF at 0.00 to
60 PLF at 22.54
BC - From 20 PLF at 0.00 to
20 PLF at 0.69
BC - From 50 PLF at 0.69 to
50 PLF at 20.40
BC - From 20 PLF at 20.40 to
20 PLF at 21.21
BC - From 4 PLF at 21.21 to
4 PLF at 22.54
I 5T6
TC,
106'8
12
4 p
3X4
3X4
I
scl
RV-11390 3113# H•Slnpson HUS26
w/(6)10d Common, 0.148W.0' nalls In Truss
w104)10d Cannon, 0.1481)0.0' nalls In Order
Orderis (1) 1.50x 5.50 SP SoldSawn
LEFT JIG = 11713
DESC. = C1
PLT. TYP.-WAVE FBC/TPI1
REPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAY(
i Zu mpn wlno, a. cuts n mean rpt, ASCE 7-98, CLOSED bide, not located within 4.50It from roof edge. CAT I I, EXP B, wind TC
DL=5.0 pelf, wind BC OL=5.0 psf.
H = recommended connection based on manufacturer tested capacities and calculations. Conditions may exist that require
different connections than indicated. Refer to manufacturer publication for additional information.
Deflection meets U360 live and 1-240 total load.
TC2
1 10'8'
1'2 ♦ 4Y1'2 ♦ 66'14
4X4
3X4
vW �
3X4(Al)
'fir s 8'
5X6 21
88,13 ♦ ell"lt 91
uMUM, PS
2176 RIDGE PLACE
Scz
Rv=1234# u=420 Hae� A' (�
V
SEAT PLATE REQU RED J U N S 005
6s QUKT J)00 A J FL 32757 1
F, R.1$243
RIGHT RAKE = 1'4"14
RIGHT JIG = 11'4"4
SEQ = 30660
QTY= 3 TOTAL= 3 REV. 7.02.0527.10 SCALE=0.3714
TC LL 20.Opsf IREF
THIS DRAWING SHOULD BE APPROVED BY A REGISTERED
PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100
FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND
WARNINGS.
TC DL
10.0pSf
BC DL
10.0pSf
BC LL
O.OPSf
TOT. LD.
40.Opsf
DUR.FAC.
1.25
SPACING
24.0"
DATE 06-01-2005
DRWG
O/A LEN. 210208
TYPE cornn
/Rod Vermilko /Metro 163
THIS
THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
Tap chord 2x4 SP #1
Bot chord 2x6 SP #1 :BC2 2x4 SP #1:
Webs 2x4 SP 93
SPECIAL LOADS
---(LUMBER DUR.FAC.=1.25 / PLATE DUR.FAC.=1.25)
TC - From 60 PLF at 0.00 to 60 PLF at 25.67
BC - From 20 PLF at 0.00 t o 20 PLF at 24.33
BC - From 4 PLF at 24.33 to 4 PLF at 25.67
BC - 1561 LB Conc. Load at 3.06
Deflection meets U360 Irve and U240 total load
2 Complete Trusses Required
NAILING SCHEDULE: (10d box nails)
TOP CHORD: 1 ROW 124 o.c.
BOT CHORD: 1 ROW 12" o.c.
WEBS :1ROW o.c.
USE EQUAL SPACING BETWEEN ROWS AND STAGGER NAILS
IN EACH ROW TO AVOID SPLITTING.
120 m h wind, 15.00 ft mean tgt, ASCE 7-98, CLOSED bldg. not located within 4.50 ft from roof edge, CAT 11. D(P B, wind TC
DL=5.8 psf, wind BC 0L=5.0 Dsf
H = recommended connection based on manufacturer tested capacities and calculations. Conditions may exist that require
different connections than indicated. Refer to manufacturer publication for additional information.
TC1 A_ TC2 - A TC3 }-
7 I 3' -Tr + 10'6"
I Cr4 h z5"12 38" + C11z +
TC4
ST14 —{
- . . �..}��"
►��I+—3'b'10-- —7i9--28'8—+{�-311'
24'4' 9 �}+ Urn -- �j�liNsRID 4�.G rtE IPd.jFCi/i.0
I
I�3712
,SS,.
sc1
Rv--23450 916k H=Smpsm HGUS262
w1(4) 16d, 0.162*4.5" nel s In Truss
w/(20)16d, 0.1625Q.5" nsis In Girder
Gkdw is (2) 1.50x 5.50 SP SosdSewn
LEFT JIG = TS"14
DESC. = B3
PLT. TYP: WAVE
FBC/TPI1
21'3"4
QTY= 1 PLIES= 2 TOTAL= 2
THIS DRAWING SHOULD BE APPROVED BY A REGISTERED
PROFESSIONAL ENGINEER BEFORE USE. SEEPAGE A100
FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND
WARNINGS.
JUN 6 6 j00 a
BC2
�T�TE R ��1 �iT DORA, F�. 3 757
F!" REG. i6243
REV. 7.02.0527.10
TC ILL
20.Opsf
TC DL
10.Opsf
BC DL
10.Opsf
BC LL
O.Opsf
TOT.LD.
40.Opsf
DUR.FAC.
1.25
SPACING
24.0"
RIGHT RAKE = 1'4"14
RIGHT JIG = 11'4 3
SEQ = 30614
SCALE=0.3262
REF
DATE 06-01-2005
DRWG
O/A LEN. 240400
TYPE spec
/Rod VermHHo /Metro / B2
THIS DING. PREPARED BY THE
DESIGNER PROGRAM FROM TRUSS MFR'S
Top chard 2x4 SP #1
Bot chord 2x4 SP #1
VAebs 2x4 SP #3
Deflection meets U360 live and LJ240 total load.
120 mph wind, 9.88 It mean hgt, ASCE 7-96, CLOSED Bldg, not located within 4.50 fl from roof edge, CAT II, EXP B. wind TC
DL=5.0 psf, wind BC 01-=5.0 psf.
H = recommended connection based on manufactiuer tested capacities and calculations. Conditions may exist that require
different connections than indicated. Refer to manufacturer publication for additional information.
TC1 TC2 —+ TC3
i 5 3' 1'8' t
F 4'1(f14 I 4'1'2 I 3' --— 1'8' - I 4'11'2
FAT 8'8'14 4'8'4 -4
BC,
RV-96810 249# H-Sh pson HUS26
w/(4)16d, 0.162-W,5' nds In Tnas
w/(14)16d, 0.162' ia.5' nds In Girder
Girder Is (2) 1.50x 5.50 SP SoIldSewn
LEFT JIG = 9'T'2
DESC. = B2
PLT. TYP.-WAVE
F BC/TPI1
24'4'
QTY= 1 TOTAL= 1
THIS DRAWING SHOULD BE APPROVED BY A REGISTERED
PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100
FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND
WARNINGS.
TC4
5V14
w S
,0'3-2 I�l� PLACE
- BC2 Rv=,o64# U• e 1n fS' i u N 0 G 2105
SEAT PLATE REQUIRED
MUMMA, FL 32757
erl'"REG. 15243
REV. 7.02.0527.10
TC LL
20.Opsf
TC DL
10.0psf
BC DL
10.Opsf
BC LL
O.Opsf
TOT.LD.
40.Opsf
DUR.FAC.
1.25
SPACING
24.0"
RIGHT RAKE = V414
RIGHT JIG = 11'4"4
SEQ = 30619
SCALE=0.3262
REF
DATE 06-01-2005
DRWG
O/A LEN. 240400
TYPE SPeC
Job:(RDVRML30) /Rod VenvAlo Mtetro / Bt
Top chord 2x4 SP #1
Bot chard 2x4 SP #1
Webs 2x4 SP #3
Deflection meets U360 live and U240 total load.
M
3X41A
]is
THIS DWG, PREPARED BY
E JOB DESIGNER PROGRAM FROM TF
LAYOUT
120 mph wind, 9.94 ft mean hgt, ASCE 7-98, CLOSED bidg, not located within 4.50 It from roof edge, CAT 11, EXP B, wind TC
DL=5.0 psf, wind BC OL=5.0 pall.
H = recommended connection based on manufacturer tested capacities and calculations. Conditions may exist that require
different connections than indicated. Refer to manufacturer publication for additional information.
TC1 TC2
I 11' 2C "{
rL- W10 + 4'11'6 + 2C I" 4'11'6
1
scl
RV-96W 250# HaShnpson HUS26
w/(4) led, 0.16M.5- nab in Truss
wA14) led, 0.16ZaS'raft In Grder
Girder fs (2) 1.50x 5.50 SP SofldSewn
6714 2'2'4
24'4'
LEFT JIG = 11'87
DESC. = B1
PLT. TYP.-WAVE FBC/TP11995(STD) QTY= 1 TOTAL= 1
THIS DRAWING SHOULD BE APPROVED BY A REGISTERED
PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100
FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND
WARNINGS.
— TC3
11' —
.INEiH H. r- Iy te�P.L
MIDGE Ilet
SC2
%-10640 U=2649 'Aga- q w
SEAT PLATE RE. `' U N O 01W--G 200
MOUNT DORA, FL 32787
FL, REG.18243
RIGHT RAKE = 1'4"14
RIGHT JIG = 11'8"7
SEQ = 30624
REV. 7,02.0527.10 SCALE =0.3262
TC LL 20.Opsf REF
TC DL
10.0psf
BC OL
10.0psf
BC LL
O.Opsf
TOT.LD.
40.Opsf
DUR.FAC.
1.25
SPACING
24.0"
' DATE 0"1-2005
O/A LEN. 240400
TYPE hips
o:(KUVKMUM Nod Vermdho Metro / A14
Top chard 2x4 SP #1
Bot chard 2x4 SP #1
V*bs 2x4 SP #3
THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
2 Complete Trusses Required F—=�
120 mph
DLL 015.00 ft mean hgt ASCE 7-98, CLOSED bklg, Located anywhere in roof, CAT II, EXP B, wind TC DL=5.0 pal, NAILING SCHEDULE: (10d box nails)
wind BCBOT CHORD: 1 ROW 12" o.c.
41 hip supports 7-M jacks with no webs. WEBS 1 ROW @@ Po.c.
USE EQUAL SPACING BETWEEN RCM AND STAGGER NAILS
Deflection meets U360 live and L/240 total bad. IN EACH ROW TO AVOID SPLITTING.
r TC1
(A) #3 or better scab brace. Same site & 80% length of web member. Attach with 10d nails C 6" OC.
Left side jacks have 7.0.0 setback with 0-2-0 cant and 1-4-0 overhang. End jades have 7-0-0 setbackwith 0.40 card and
1-4-0 overhang. Right side jacks have 7-&0 setback with 0.0.0 cant and 14-0 overhang.
TC4 —�
r
zr T ..I
1----3'1a"14—.(�-3'1.2 } 87'5 ♦ 775 ♦ $75 - - Y1 2 .}. T10.14—�(
12
T 4 p
� 3x6(A1)
hm 16V
I;r
dw
TC2
(A)
TC3
T
bs
7'10'13 ♦19'3 _ V5.3 4-r10'13 ♦ 6r2--� +;:7 Lan��n�� i��S(�
20
FlC1 BC2
Rv=1o21rr �zst# a• } Rva40450 t>=1o6e# t4l ec3
LEFT RAKE = 1W14
LEFT JIG = T5"14
DESC. = A14
PLT. TYP.-WAVE FBC/TPI1995(STD) QTY= 1 PLIES= 2 TOTAL= 2
THIS DRAWING SHOULD BE APPROVED BY A REGISTERED
PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100
FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND
WARNINGS..
UN 0 1*33 2045
BC4
Rv-1427# Lh39dM VY�fr
SEAT PLATE REfNT' H { 'FL 3=%�
FL. REG.1-243
REV. 7,02.0527.10
TC ILL
20.Opsf
TC DL
10.0psf
BC DL
10.Opsf
BC ILL
O.Opsf
TOT.LD.
40.Opsf
DUR.FAC.
1.255
SPACING
24.0"
RIGHT RAKE=1'4"14
RIGHT JIG = T5"14
SEQ = 30666
SCALE=0.2059
REF
DATE 06-01-2005
DRWG
O/A LEN. 38
TYPE
Vermdfio AMatro / Al 3
THIS
PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
Top chord 2x4 SP #1 :TC2 2x6 SP 91:
Bot chord 2x6 SP #1
Webs 2x4 SP 93
SPECIAL LOADS
--(LUMBER DUR.FAC.=1.25 / PLATE DUR.FAC.=1.25)
TC - From 60 PLF at -1.33 to 60 PUP at 7.00
TC - From 127 PLF at 7.00 to 127 PLF at 13.54
TC - From 60 PLF at 13.54 to 60 PLF at 39.33
BC - From 4 PLF at -1.33 to 4 PLF at 0.00
BC - From 20 PLF at 0.00 to 20 PLF at 7.00
BC - From 44 PLF at 7.00 to 44 PLF at 13.54
BC - From 20 PLF at 13.54 to 20 PLF at 38.00
BC - From 4 PLF at 38.00 to 4 PLF at 39.33
SC - 484 LB Cow Load at 7.00
BC - 1860 LB Conc. Load at 13.54
TI
T
lM-5
2 Com
Required
NAILING SCHEDULE: (10d box nails)
TOP CHORD: 1 ROW 12' o.c.
BOT CHORD: 1 ROW 12" o.c.
WEBS 1 ROW 4" o.c.
USE EQUAL SPACING BETVNEEN ROWS AND STAGGER NAILS
IN EACH ROW TO AVOID SPLITTING.
120 mph wind, 15.00 ft mean hgt, ASCE 7-96, CLOSED bidg, not located within 4.50 ft from roof edge, CAT 11, EXP B, wind TC
OL=5.0 pst, wind BC DL=5.0 psf.
(A) Continuous lateral txadng equally spaced on member.
Deflection meets L/360 We and L1240 total load.
Calculated vertical deflection is 0.52" due to five load and 0.51" due to dead bad at X = 1364.
fL' TC1 TC2 TC3 r TC4
13w + 52 127
4'1'14 2'10'2 611'12 1 P VW4 @Tto
Kpwi
A. ETHKEHLEatl RE,
16 I`;- 6710 + 611'12 611'12 fir + B8'2 :t1/,J
510'!119 icy
Ag _�IFLWEI ��/D
L5"t
T I6w 6 24'9'B
uw 18
L scl
IW-36370 U"1043K1VW6'
SEAT PLATE REQUIRED
LEFT RAKE = 1'4"14
LEFT JIG = T5"14
DESC. = Al
PLT. TYP. WAVE FBC/TPI1
6C2 -}- BC3
RA
SEAT PLATE �r W4 FL 32757
M AEG. low
QTY= 1 PLIES= 2 TOTAL= 2
THIS DRAWING SHOULD BE APPROVED BY A REGISTERED
PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100
FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND
WARNINGS.
REV. 7.02.0527.10
TC LL
20.Opsf
TC DL
10.0psf
BC DL
10.Opsf
BC LL
O.Opsf
TOT.LD.
40.Opsf
DUR.FAC.
1.25
SPACING
24.0"
RIGHT RAKE = 1'4"14
RIGHT JIG = 12'11 "3
SEQ = 30632
SCALE=0.2059
REF
DATE 06-01-2005
DRWG
O/A LEN. 38
TYPE spec
Job:(ROVRML30) /Rod Vemnillio /Metro / Al
Top chord 2x4 SP #1
Bat chord 2x4 SP #1
ftbs 2X4 SP #3
Deflection meets L/360 live and L/240 trial bad.
THIS DWG.
D BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S
120 mph wind, 9.61 It mean hgt, ASCE 7-98. CLOSED bldg, not located within 4.50 ft from rod edge, CAT 11, EXP B, wind TC
DL=5.0 psf, wind BC OL=5.0 psf.
(A) Continuous lakmA bracing equally spaced on member. Or t x4 03 or better'T" brace. 80% length of web member. Attached
with 8d nals Q 6" OC.
r TC1 .I TC2 TC3 TC4
9 I 20 9 ---�
F+— 4'10'14 . i 4'1'2 { 6712 + ed"8 + e9'12 + 4'1"2 + 410'14
4 12 USv 3X4 99
3X4 VV2 (A) (A) 3X4
Wl v%G VY6
3X6(A„ X6 }
1 }�
3X4 5
3X4
I I tee• 21,4•
6T*45712 + 6r4 + 972
3e
H. EHL79% P.E.
MR1DuE PLACE
W=567# U=18Udi F lit Rv1848# U= # VY 4' BC? Rv790 t*2/20'� v Jj N 0 LUU�
IA SEAT P?E REQr.".. ED
LEFT RAKE = 1'4"14
LEFT JIG = 97'2
DESC. = Al2
PLT. TYP: WAVE FBC/TPi1
QTY= 1 TOTAL= 1
THIS DRAWING SHOULD BE APPROVED BY A REGISTERED
PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100
FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND
WARNINGS.
MOUNT DORA, FL 32757
FL. REG. i 3243
REV. 7.02.0527.10
TC LL
20.OPSf
TC DL
10.OPSf
BC DL
10.0PSf
BC LL
O.OPSf
TOT.LD.
40.OPSf
DUR.FAC.
1.25
SPACING
24.0"
RIGHT RAKE = 1 W 14
RIGHT JIG = 97"2
SEQ = 30725
SCALE =0.2059
REF
DATE 06-01-2005
O/A LEN. 38
r Trc
D. kmu V mmN ) MOO Vel 1110 /MBIIO / Al 1 THIS OWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
Tap chard 2x4 SP 91 120 mph wind, 10.13It mean hgt ASCE 7-96, CLOSED bldg, not located within 4.50 It from roof edge, CAT 11. EXP B. wind TC
Bot chord (4 SP !Ki 3 DL=5.0 psf, wind BC DL=5.0
Webs 2x4 SP psf.
Deflection meets L/360 live and L /240 trial load
TCt + TC2 Tp
TC4
4 ♦ 13T 37 ♦ 122'
R10"14 ♦ 01'2 4'8"7 --4--- 4'6'11 — 4WIS 37 67'10 �{
9C6 T
T 4 12 SXa 3 X4 5X8
v VV10 3X4 If
G 3X4 W4
3X6(Ai) �Vlfl23X8(At)
3-t6�
1
36
ICI 872 C4'15 ♦ 4'6'11 ♦ 44'15 ♦ 35'8 ♦ 58'2 WON H �y
f ec, O RIDut-i Pi AAR
RY-16080 1k4290 VV-r I z T BC3
Rv.151ft U-3W WW
SEAT PLATE REQUIRED
SEAT PL4TF.REQ+ 0 fj '
LEFT RAKE = 1W14
LEFT JIG = 97'2
DESC.= Al
PLT. TYP.-WAVE
FBC/TPI1
QTY= 1 TOTAL= 1
THIS DRAWING SHOULD BE APPROVED BY A REGISTERED
PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100
FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND
WARNINGS.
REV. 7.02.0527.10
TC LL
20.Opsf
TC DL
10.0psf
BC DL
10.0pSf
BC LL
O.OPSf
TOT. LD.
40.Opsf
DUR.FAC.
1.25
SPACING
24.0"
RIGHT JIG = 12'11"3
SEQ = 30746
SCALE=0.2129
REF
DATE 06-01-2005
DRWG
O/A LEN. 38
TYPE SP2C
/Rod VermdRo Metro / All0
THIS DWG. PREPARED BY THE ALPINE JOB
FROM TRUSS MFR'S LAYOUT
Top chord 2x4 SP #1
Bat chard 2x4 SP #1
Webs 2x4 SP #3
Deflection meets U380 live and L/240 total load.
TCt
I+90'10 ♦ 4'11"6 ♦ 710'4
120 mph wind, 9.94 R mean hgt. ASCE 7-98, CLOSED bldg, not located within 4.50 It from roof edge. CAT 11, EXP B, wind TC
DL=5.0 psf, wind BC DL=5.0 psf.
(A) Continuous lateral bracing equally spaced on member. Or 1 x4 #3 or better "I" brace. 80% length of web member. Attached
wwlifth 8d nails C G' OC.
TC2 TM
le +{ 1r
16V♦ 21,4" K At*14 .0IETH N.
I- =H EHLr9S, P.E.1=}710'4 81'2-58
3e iJFC.VMR'0 ui_AE SCt
R
Rv=535# U-1800 4' w1905# U=504# VV-4' BC2 I tt
T BC3 Rv=771# Uz20<'ii JY6JUI\ Q tf 208.1C
SEAT PLATE RECURM
LEFT RAKE = 1'4714
LEFT JIG = 11'8"7
DESC.= A10
PLT. TYP: WAVE FBC/TPI1
QTY= 1 TOTAL= 1
THIS DRAWING SHOULD BE APPROVED BY A REGISTERED
PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100
FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND
WARNINGS.
MOUNT UDR, FL 3RO 57
FL. REG. 18243
REV. 7.02.0527.10
TC LL
20.Opsf
TC DL
10.0PSf
BC DL
10.0PSf
BC LL
O.OPSf
TOT.LD.
40.Opsf
DUR.FAC.
1.25
SPACING
24.17'
RIGHT RAKE=1'4"14
RIGHT JIG = 11'8'7
SEQ = 30728
SCALE=0.2059
REF
DATE
06-01-2005
DRWG
O/A LEN.
38
TYPE
hips
/Rod Vermifio !Metro / A9
G. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
Top chord 2x4 SP 91
Bat chord 2x4 SP #1
Webs 2x4 SP #3
120 mph wind, 10.13 ft mean hgt, ASCE 7-96, CLOSED bidg, not located within 4.50 R from root edge, CAT 11. EXP B, wind TC
DL=5.0 psf, wind BC DL=5.0 psf.
Deflection meets L/360 live and L/240 total load.
r TC1 �• TC2 i TC3 r TC4
11' ♦ 13'8' = ♦ 127
6710 4'1 I's 6'11'12 68'4-�}r=+}.--- 666 5'7^10 .{
5X6
5X8lR)
,2
Op—
'� 3X4 V�i >:4
O .. W4 VA
M1
VV1 VJI W11 W(Al)3X8(Ai)
38
51'2 68.4 684 sa-2 " r+ 1 EHIMP .J ,?
P.E.
PLACE
"18080 U-420 W+8' T' Rv=1518# l'=3950 Wig•
SEAT PLATE REQUIRED SEAT PLATE R94jo Q ii r
�.OQ
LEFT RAKE = 1'4"14
LEFT JIG = 11'8'7
DESC. = A9
PLT. TYP.-WAVE FBCJTPII
QTY= 1 TOTAL= 1
THIS DRAWING SHOULD BE APPROVED BY A REGISTERED
PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100
FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND
WARNINGS.
MOUNT DORA, Ft &^75t
FL. REG.18243
REV. 7.02.0527.10
TC LL
20.Opsf
TC DL
10.0psf
BC DL
10.0pSf
BC LL
O.Opsf
TOT.LD.
40.Opsf
DU R. FAC.
1.25
SPACING
24.0"
RIGHT JIG = 12'11 "3
SEQ = 30749
SCALE =0.2129
REF
DATE 06-01-2005
DRWG
O/A LEN. 38
TYPE Spec
0:(KUVKML0Ut /K00 VWMAHO WWO / AO
Top chord 2x4 SP # 1
Bot chord 2x4 SP 91
V*bS 2x4 SP #3
TH15 UWG. PREPARED BY THE ALPINE JOB UESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
120 mph wind, 10.27 ft mean hgt, ASC E 7-96, CLOSED bidg, not located within 4.50 ft from roof edge, CAT 11, EXP B, wind TC
DL=5.0 psf, wind BC DL=5.0 psf.
Deflection meets U360 live and U240 total bad
fL-- TC1 I TC2 + TC3
I 13' } 12 I 13'
TIM 610'4 6'1'12 5'11"6 I T0"10�
1. - 21'73 --+; i..f`
( t; j c
17; e'6' 6'1'2 �}�V4'13—+-ZW15-+--5'10'4 81'2 6G--- tom- f� PrH:rE i i
s
36' ��, � �R�����. GLACE
ES
t;— BC1 + SC2 + SC3
Rv=472# U=1S0# 4' RV=1991# U-522# W-5'11 Rva747# U-21W, vr-r
SEAT PLATE REG?i1{ N
MOUNT DO A, F� 32?5T
FL. REG.18243
LEFT RAKE = 1'4" 14 RIGHT RAKE = V4" 14
DE C. = A8 3'9"12 RIGHT SEQ 1 0731
PLT. TYP.-WAVE FBCfTPI1995(STD) QTY= 1 TOTAL= 1 REV. 7.02.0527.10 SCALE=0.2059
THIS DRAWING SHOULD BE APPROVED BY A REGISTERED
PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100
FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND
WARNINGS.
TC LL
TC DL
BC DL
BC LL
TOT.LD.
20.Opsf
10.0psf
10.0pSf
O.OPSf
40.Opsf
REF
DATE 06-01-2005
DRWG
OJA LEN. 38
DUR.FAC.
1.25
SPACING
24.0"
TYPE hips
b:(RDVRML30) /Rod %
Top chord 2x4 SP #1
Sot chard 2x4 SP #1
V*bs 2x4 SP 93
/Metro / A7
THIS DY,/G. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
120 mph wend, 10.27 It mean hgt, ASCE 7-98, CLOSED bldg, not located within 4.50 ft from roof edge, CAT 11, EXP B, wind TC
DL=5.0 pelf, wind BC OL=5.0 psf.
Detlectiml meets L/360 five and L/240 total load.
r TC, TC2 } TC3
I 13' } 12 I 13'
I 7n'10 { sire I tr s sirs 70•,0---{
I:r �• + 61'2 + +
+ 6'1-2 +
ee•— > T'H H.'EHL{'.S� P.EONB.
BCI + BC2
A-
DGE PLACE
Rv=1606# U-421W ;;a-
BO
---f
RoI5189 U-A0 VJ S'
SEAT PLATE REQUIRED
SEAT PLATE RE-O>JJEMI (! 2005
FOUNT DOWL, 3275T
FL REG.18243
LEFT RAKE = 1'4'14
LEFT JIG = 13712
DESC. = A7
RIGHT JIG = 13'9 12
PLT. TYP: WAVE
FBClTPI1995(STD) QTY= 1 TOTAL= 1
REV. 7.02.0527.10
SEQ = 30752
SCALE=0.2129
TC LL
20.Opsf
REF
TC DL
10.0pSf
DATE 06-01-2005
THIS DRAWING SHOULD BE APPROVED BY A REGISTERED
BC DL
DI
10.OpS f
_
DRWG
PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100
O..Ops
FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND
BC
O/A LEN. 38
WARNINGS.
TOT.LD.
40.Opsf
DUR.FAC.
1.25
SPACING
24.0"
ITYPE hips
":(KUVKMIJU) /KOO VerrMNO IMO O / Ad
Tap chord 2x4 SP #1
Bot chord 2x4 SP #1
Vvebe 2x4 SP #3
Deflection meets U360 Gve and L/240 total load.
THIS DVYG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
120 mph wind, 10.61 ft mean hgt, ASCE 7-96, CLOSED bidg, not located within 4.50It from roof edge, CAT 11, EXP B, wind TC
DL=5.0 psf, wind BC OL=5.0 pet.
(A) Continuous lateral bracing equally spaced on member. Or 1 x4 #3 or better'T" brace. 80% length of web member. Attached
with 8d nails @ 6" OC.
r TC1 .I+ TC2 + TC3 TC4
jam--8'0'5 } ett'11 I 8' G1P11
I=1= 7e' + es',s + &&7
Fes= I 38
8Ct SC2
Rv-390# U-180N 4' RV•19520 Ux503# t5wil
LEFT RAKE = 1'4 14
LEFT JIG = 15"1"
DESC. = A6
PLT. TYP.-WAVE FBC/TPI1
1 TOTAL= 1
THIS DRAWING SHOULD BE APPROVED BY A REGISTERED
PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100
FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND
WARNINGS.
15'
TC5
Mrs +{
7714 Tom- TH H.'ERFS, P.E.
NENGE PLACE
R-8110 U=237#' VO6 r
SEAT PLATE REOL.9RECjUN 0' 9 2005
an
MOUNT DGRA, FL 32MI
FL. REG.18243
RIGHT RAKE =1 414
RIGHT JIG x 15`11"
SEQ = 30734
REV. 7.02.0527.10
SCALE =0.2059
TC LL 20.OpSf
REF
TC DL 10.0PSf
DATE 0"1-2005
BC DL 10.0PSf
DRWG
BC LL O.OPSf
TOT.LD. 40.OPSf
O/A LEN. 38
DUR.FAC. 1.25
SPACING 24.0"
TYPE hips
/Metro / A5
THIS DV%G.
ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
Top chord 2x4 SP 01
Bot chard 2x4 SP #1
Webs 2x4 SP 93
120 mph wind, 10.61 It meld hgt, ASCE 7-98, CLOSED bldg, not located within 4.50 It from rod edge, CAT 11. EXP B, wind TC
DL=5.0 psf, wind BC DL=5.0 psf.
Deflection meets U360 live and 1-1240 total load.
r TCt TC2 + TC3
I 19 I e I
t- —875 I s1r1/ I 4- { r I elrs
12
4l7
1 �«Ail
]'16
1=r 7r
I-
Rv16080 U•427N1;;8• BC1
SEAT PLATE REQUIRED
LEFT RAKE = 1'414
LEFT JIG = 15'11"
DESC. = AS
PLT. TYP.-WAVE FBC/TPI1
TC4
•16
8'0.10 —I
/r
ro
1<6(A1)
39
T1.2 4' —Tt•2 T8• ( _— �Iz
w -K NNt I H. EHV--RS, F.E.
+ BC2 130 NH 1D- of
QTY= 1 TOTAL= 1
THIS DRAWING SHOULD BE APPROVED BY A REGISTERED
PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100
FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND
WARNINGS.
Rv—i'JS�. i4w f1
SEAT PLATF nE0U':':E0
jUN 9 6 2005
MOUNT DORA, FL 31-757
FL. REG.18243
RIGHT JIG = 1511"
SEQ = 30755
REV. 7.02.0527.10 SCALE=0.2129
TC ILL
20.Opsf
TC DL
10.0psf
BC DL
10.0psf
BC LL
O.Opsf
TOT.LD.
40.Opsf
DUR.FAC.
1.25
SPACING
24.0"
REF
DATE 06-01-2005
DRWG
O/A LEN. 38
TYPE
Job:(RDVRML30) /Rod Vermft Metro / A4
Top chord 2x4 SP #1
Bot chord 2x4 SP #1
V*bS 2x4 SP #3
THIS DWG.
JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
120 mph wind, 10.94 ft mean hgt, ASC E 7-98, CLOSED bldg, not located within 4.50 It from roof edge, GAT II, EXP B, wind TC
DL=5.0 psf, wind BC DL=5.0 psf.
Deflection meets L/360 live and L/240 total load.
TCt .}. TC2 A.
TM TC4 .+" TC5
,T 4' ♦ 1T
I �— 6 Y3 ♦ 55.1 ♦ 94.12 547 ♦ 678 - •{
5JC6
12 3X 10 5X6
4
v ws vw
5xe 3x4
Inn
W4 vw 0
3X8(At) 1 yiXB(A1)�
124'13 .{. 25 r3
1=1-
—8'S• 3'5'1568.15 ♦ 3'10'4 }" 8'1'2
Mr EHL^QSi P.E.
NBM tik'LADE
R�321# U=180N Nh81
9C1 ecz + ec3 A.
Rw991# LY264N 'JWB'
SEAT PLATE REQt1iRED
Rw1899# LW98lf N/ 5'11
SEAT PLATE REWREJU iN
MQUKDORA, FL 32767
R..REG.18243
LEFT RAKE = 1'4"14
LEFT JIG = 160"5
RIGHT RAKE = 1'4"14
DESC. = A4
RIGHT JIG = 18'0"5
SEQ = 30737
PLT. TYP.-WAVE
FBC/TPI1995(STD) QTY= 1 TOTAL= 1
REV. 7.02.0527.10 SCALE=0.2059
TC LL 20.Opsf
REF
DATE 06-01-2005
TC DL 10.Opsf
THIS DRAWING SHOULD BE APPROVED BY A REGISTERED
0.OpS f
BC DL 10.0pS
DRWG
PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100
FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND
BC LL
O/A LEN. 38
WARNINGS.
TOT.LD. 40.Opsf
DUR.FAC. 1.25
SPACING 24.0"
TYPE hips
[!.\RVYRMIJVr/RW YOlf wjffleQ !^a
Top chard 2x4 SP 91
Bot chord 2x4 SP #1
V*bs 2x4 SP #3
N
3}
fn
THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
120 mph wind, 10.94 It mean hgt, ASCE 7-98, CLOSED bldg, not located witfWl 4.50 It from root edge, CAT 11. EXP B, wind TC
DL=5.0 pat, wind BC DL=5.0 psf.
Deflection meets L/360 live and L/240 total load
TC1 TC2 TC3 —.�-- TC4 TC5
1T 4' ♦ 1T
673 5'5'1 ♦ 514'124' 54'7 678 �{
36
{'.1= 8'6' 8714 3'10"4 ♦ 8'1'2
{�= I 36
I-— Bc1 .}• BC2
Rv-16050 U-425# vwir
SEAT PLATE REQUIRED
LEFT RAKE = 1'4"14
LEFT JIG = 18'0"5
DESC. = A3
PLT. TYP.-WAVE FBC/TPI1
QTY=1 TOTAL= 1
THIS DRAWING SHOULD BE APPROVED BY A REGISTERED
PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100
FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND
WARNINGS.
ST
H.; Hrf99) P.E.
BC3 BC4 —mayjj {�
SEAT TEREOl1fRZ -N Q- 6 Zufl5
MOUNT DORA, AFL 327sy
REV. 7.02.0527.10
FL REG.19243
RIGHT RAKE = 1'414
RIGHT JIG = 1875
SEQ = 30758
SCALE=0.2059
TC LL
TC DL
BC DL
BC LL
TOT.LD.
20.Opsf
10.Opsf
1 O.Opsf
O.Opsf
40.Opsf
REF
DATE 06-01-2005
DRWG
O/A LEN. 38
DUR.FAC.
1.25
SPACING
24.0"
TYPE hips
WtKUV KMLJU] IK013 Vlrm11110 /Metro / A2
Top chord 2x4 SP #1
Bot chord 2x4 SP 91
Webs 2x4 SP #3
TC1
THIS DAOG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
120 mph wind, 11.27 ft mean hgt, ASCE 7-98, CLOSED Mg. not located within 4.50 ft from root edge, CAT II, EXP B. wind TC
DL=5.0 psf, wind BC DL=5.0 pal.
Deflection meets U360 five and L/240 total load.
TC2 --. i TC3
TC4
F---Sim ♦ sm erg erg sow -f- 61018--�
3)
Ti3
L
Rv=1818 U-1800 i;;-r-
BC1
SEAT PLATE REWIRED
LEFT RAKE = 1'4"14
LEFT JIG = 20'1 "10
DESC. = A2
PLT. TYP.-WAVE FBC/TP11
2r1U'4 — .r
♦ 9'1.2 ♦ 9'17 H (J 4 � P.E.
+ �2 + �, � . ONBRIDGE ?LADE
SEAT PLATE
U=lE E 11'13 SEAT PLATE REVUtRI: ( N 0 � j 005
SEAT PLATE REWIRED cVi+•1!
QTY= 1 TOTAL= 1
THIS DRAWING SHOULD BE APPROVED BY A REGISTERED
PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100
FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND
WARNINGS.
MOUNT DORA, F! 32757
FL REG.18243
RIGHT RAKE = V414
RIGHT JIG = 20'1"10
SEQ = 30740
REV. 7.02.0527.10
SCALE=0.2059
TC LL 20.Opsf
REF
TC DL 10.Opsf
DATE 06-01-2005
BC DL 10.Opsf
DRWG
BC LL O.Opsf
TOT.LD. 40.Opsf
O/A LEN. 38
DUR.FAC. 1.25
SPACING 24.0"
TYPE Comn
i0:(KUVKMLJU) /KOO Verrtlrrro Metro / Al
Top chord 2x4 SP # 1
Bot chord 2x4 SP 91
Webs 2x4 SP #3
TC1
THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
120 mph wind, 11.27 ft mean hgt, ASCE 7-98, CLOSED bldg, not located within 4.50It from roof edge, CAT 11, EXP B, wind TC
DL=5.0 psf, wind BC OL=5.0 psf.
Deflection meets L/360 Gve and L/240 total Toad.
TC2 + TC3
TC4
19 19,
I---eloa 1. 6'0•7 ere "}- srl -}• 677 eloa-�
fftt - 9T + 91'2
L RwlM# 11=424#!';—,w BC1
SEAT PLATE REQUIRED
LEFT RAKE = 1'4"14
LEFT JIG = 20'1 "10
DESC. = Al
PLT. TYP.-WAVE FBC/TPI1
1?w�
8'
Tso+ BC` R�1 � AD S I Rg ?ACE
SEAT PLATE REQUIRED
JUN 0 b 2005
QTY= 4 TOTAL= 4
THIS DRAWING SHOULD BE APPROVED BY A REGISTERED
PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100
FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND
WARNINGS.
MOUNT DORA, Ft .3275?
RIM d♦♦�
RIGHT JIG = 20'1 "l0
SEQ = 30743
REV. 7.02.0527.10 SCALE=0.2059
TC LL 20.Opsf REF
TC DL
10.Opsf
BC DL
10.Opsf
BC LL
O.OPSf
TOT.LD.
40.Opsf
DUR.FAC.
1.25
SPACING
24.0"
DATE 06-01-2005
DRWG
O/A LEN. 38
TYPE, comn