HomeMy WebLinkAbout2601 Iroquois Ave 10-983CITY OF SANFORD
BUILDING & FIRE PREVENTION
PERMIT APPLICATION
Q lf97XCI
Application No: - 7 Documented Construction Value: $
Job Address: a7G0b/ =iPdOuois /Oyeloyscz Historic District: Yes No
Parcel ID: D/ o?O JO J-6y /000 -O2Go Zoning: /'cEsroE.ltia/
Description of Work: lrreset , S F ; . 4si#sireE
Plan Review Contact Person: / Title:
Phone: Fax: 7 O7'Zf- E-mail: ,1*-MAJ /M LA(--/ZC c
Property Owner Information (; /0 7"R - er-wo eE//
Name LEo L&AI Phone: "i/o 7J•?GD -le, G a
Street: 9.r/ C.reosse.es! %ooy Resident of property?
City, State Zip: 0t_00V4r' W * o _ /=L lilt 115-0
Contractor Information
Name l tlRis>sPa.2 .ee w CoW s„T.e, Phone: sG/ Ge4G - rr77
Street: cPX Xr A 164 r* Qd r.*w bA;V4 Fax: "J GAd - rsb 6
City, State Zip: Ts/.s v# ZL -&1/0 State License No.: 4sC 0 ol9Te/
Architect/Engineer Information 013 oo/oAoo
Name: /Ply kAbo.i 6 AsSAPhone: NOI)4Aa-''os1 Street: %/
D go,/ 9A:rR GO Fax: City,
St, Zip: 'e.6 ,*w000. 72 _xa 79/ 9160 E-mail: Bonding
Company: Mortgage Lender: Address:
Building
Permit G"' Address:
PERMIT
INFORMATION Square
Footage: oWGD Construction Type: c No. of Stories: / No.
of Dwelling Units: / Flood Zone: A Electrical
121_00
Plumbing
New
Service - No. of AMPS: e70 0 New ConOr ction - No. of Fixtures: Mechanical I] (
Duct layout required for new systems) I Iff
3 S;e -
31 0 XS_ Fire Sprinkler/
Alarm O No. of heads: J p
1- LW4.Ra
I
Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no
work or installation has commenced prior to the issuance of a permit and that all work will be performed to
meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit
must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and
air conditioners, etc.
OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will
be done in compliance with all applicable laws regulating construction and zoning.
WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY
RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE
OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE
FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR
LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT.
NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this
property that may be found in the public records of this county, and there may be additional permits required
from other governmental entities such as water management districts, state agencies, or federal agencies.
Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida
Lien Law, FS 713.
The City of Sanford requires payment of a plan review fee. A copy of the executed contract is required in order
to calculate a plan review charge. If the executed contract is not submitted, we reserve the right to calculate the
plan review fee based on past permit activity levels. Should calculated charges exceed the documented
construction value when the executed contract is submitted, credit will be applied to your permit fees when the
permit is released.
Signature of Owner/Agent
Print Owner/Agent's Name
Signature of Notary -State of Florida Date
Owner/Agent is Personally Known to Me or
Produced ID Type of ID
APPROVALS: ZONING: UTILITIES:
COMMENTS:
ENGINEERING: FIRE:
Signature of Contra or/Agent Date
dAi/s>yexpe /rARGN
Print Contractor/Agent's Name
V-.-L -Z, 3/11/a010
Signature of Notary -State of Florida Date
iFriyr4,: KRISTINA MARSHALL
MY COMMISSION 4 DD755915
EXPIRES February 06, 2012
407) 398-0153 Flondallotary micexom
ontractor gen is Personally ownown=r
Produced ID Type of ID
WASTE WATER:
BUILDING.
Rev 11.08
a RECEIVED
D MAR 10 2010 CITY OF SANFORD
BUILDING & FIRE PREVENTION
PERMIT APPLICATION
Application No: Documented Construction Value: $ l ,") , 0190
Job Address: Z r0aLU n 1 S Ave e r„- FL. Historic District: Yes No
Parcel ID: 01 Zoning:
Description of Work: ew coG4 t o,--\
Plan Review Contact Person:
Phone: Fax: E-mail:
Property Owner Information
Name h f_> 50
Street: 1 S C (ASScu W
City, State Zip: - .-.a .JpG l 3 Z2SO
Title:
Phone: I is —r.39
Resident of property? :
Contractor Information
Name -, ^ '' Q C Phone:
4cL 5e_r COn5;4fvc,+/o'1
Street: Fax:
City, State Zip: ' L State License No.: _
Architect/Engineer Information
Name: G- Phone: S epfT ' Z 30-- 5'S_D_?
Street: Fax: 2 Ro 'S 5_0 7
City, St, Zip: E-mail: CU to SLAJe4e -e C4r 4 J% , k ' r11 e -
Bonding Company: A/ A
Address:
Mortgage Lender: N
Address:
PERMIT INFORMATION
Building Permit O // .
r /
Square Footage: 2 3 (P 0 Construction Type: NQ"`j C"J No. of Stories:
No. of Dwelling Units:
Electrical O
New Service — No. of AMPS:
Flood Zone: t1l i -
Mechanical 13 (Duct layout required for new systems)
Plumbing O
New Construction - No. of Fixtures:
Fire Sprinkler/Alarm 13 No. of heads:
Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no
work or installation has commenced prior to the issuance of a permit and that all work will be performed to
meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit
must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and
air conditioners, etc.
OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will
be done in compliance with all applicable laws regulating construction and zoning.
WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY
RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE
OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE
FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR
LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT.
NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this
property that may be found in the public records of this county, and there may be additional permits required
from other governmental entities such as water management districts, state agencies, or federal agencies.
Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida
Lien Law, FS 713.
The City of Sanford requires payment of a plan review fee. A copy of the executed contract is required in order
to calculate a plan review charge. If the executed contract is not submitted, we reserve the right to calculate the
plan review fee based on past permit activity levels. Should calculated charges exceed the documented
construction value when the executed contract is submitted, credit will be applied to your permit fees when the
permit is released.
C7 C s-
Signature of Owner/Agent Date
Leo C_J , e_ a -
Print Owner/Agents Name
3 - ) 0.1J
Signature of Notary -State of Florida Date
k• DEBBIE 13LA1`rTr)>ti
y'! MY C0 1!115 IUN d Utni'uN
n- •• , IXPIItES: tebudiy 2, UI 1 a
osn. FI. f;ovy U.iwud A..... l'w t•
Owner/Agent is Personally Known to Me or
Produced ID Type of W
APPROVALS: ZONING:
ENGINEERING:
COMMENTS:
UTILITIES:
FIRE:
Signature of Contractor/Agent Date
Print Contractor/Agent's Name
Signature of Notary -State of Florida Date
Contractor/Agent is Personally Known to Me or
Produced ID Type of ID
WASTE WATER:
BUILDING:
Rev 11.08
1
RECEIVED
n MAR 0 2010 CITY OF SANFORD
t BUILDING & FIRE PREVENTION
PERMIT APPLICATION
Application No: 1 "1 r —1 C1 Documented Construction Value: $
a,601
Job Address: M r"r>aun i S Ave— 5fl, Sz cc FL. Historic District: Yes No
Parcel ID: O - ZO"30 -SOS- 1800- 02-70 Zoning:
Description of Work: 'N 9-W l'fY 5 r Gf o
Plan Review Contact Person:
Phone: Fax: E-mail:
Property Owner Information
Name N\f? `50e_1
Street:
City, State Zip: u,. o l 3Z-7dO
Title:
Phone: Ly I D
Resident of property? :
Contractor Information
Name —spa (^ ''1 4 Phone:
Street:
City, State Zip: TA- X , F (
Fax: _
State License
Architect/Engineer Information
Name: r, L Phone: Z 30" `S S -27
Street:
City, St, Zip;
Bonding Company: A
Address:
Fax: 2 gc_- S 5_0
E-mail: Jd bs e e 7II6Rrth
11k 've T
Mortgage Lender: N / A
Address:
PERMIT INFORMATION
Building Permit 0
Square Footage: 23 (P 0 Construction Type: N l,'j C''StNo. of Stories: No.
of Dwelling Units: Electrical
O New
Service — No. of AMPS: Flood
Zone: 11114 Mechanical
17 (Duct layout required for new systems) Plumbing
0 New
Construction - No. of Fixtures: Fire
Sprinkler/Alarm 0 No. of heads:
CITY OF SANFORD
BUILDING & FIRE PREVENTION
PERMIT APPLICATION
Application No: (Q-Q2S3 Documented Construction Value: $ c cad
Job Address: a(co\ T_vc-nt 20%S 4yV, Historic District: Yes No
Parcel ID• Zoning:
Description of Work: Met,.3 (J t M i lc
Plan Review Contact Person: Title:
Phone: Fax: E-mail:
Property Owner Information
Name Leg-!) Phone:
Street:
City, State Zip:
Resident of property? :
Contractor Information
Names. „,j `,r n in - l y_ Phone:3$--1`C-
Street: 17' O , x Fax: 3- - ??its - --ka 1 cj
City, State Zip: del s =1 .• 3a a State License No.: Ck-C. L4Q6213
ArchitecVEngineer Information
Name: Phone:
Street:
City, St, Zip:
Bonding Company:
Address:
Building Permit O
Square Footage: _
Fax:
E-mail:
Mortgage Lender:
Address:
PERMIT INFORMATION
Construction Type: No. of Stories:
No. of Dwelling Units: Flood Zone:
Electrical O
New Service - No. of AMPS:
Plumbing O
New Construction - No. of Fixtures:
Mechanical (Duct layout required for new systems) Fire Sprinkler/Alarm O No. of heads:
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, beaters, 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. A NOTICE
OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE
FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR
LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT.
NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this
property that may be found in the public records of this county, and there may be additional permits required
from other governmental entities such as water management districts, state agencies, or federal agencies.
Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida
Lien Law, FS 713.
The City of Sanford requires payment of a plan review fee. A copy of the executed contract is required in order
to calculate a plan review charge. If the executed contract is not submitted, we reserve the right to calculate the
plan review fee based on past permit activity levels. Should calculated charges exceed the documented
construction value when the executed contract is submitted, credit will be applied to your permit fees when the
permit is released.
Signature ofOwner/Agent
Print Owner/Agent's Name
Date
Signature of Notary -State of Florida Date
Owner/Agent is Personally Known to Me or
Produced ID Type of ID
APPROVALS: ZONING:
ENGINEERING:
COMMENTS:
Signature ofContractor/Agent Date
Signature ofNotary -Statue .• o ti sm".
Contractor/Agent is Personally Known to Me or
Produced ID Type of ID F1 O L
UTILITIES: WASTE WATER:
Rev 11.08
APR-5-201.0 11:06 FROM:RJ CARTER PLUMBING 3867364219
FROM :CHRISTOPHER KARCH $ ASSOC, Inc FAX NO. :561 686-5266
APR•5-2310 10:56 FROM:RJT CARTER PLUMBING 3967364219
TO:14076885152 P.2/2
Apr. 05 2010 12:04PM P1
Tp:15616865866 P.1-11
RJ. Carter Plumbing, Inc.
PO My 302 .Deed k 32M
Mom (3W) n&4= • F bx (30) T,df -019
lumefng b ouq.net
wl 5, 2010
Mr. Cbrb Kweb
PROPOSAWCOMRACT
R,3. amlor Pkunbinp, m svb b ft bibaring PmpmVCoWW W vow amgdwmw.
w As Per. Fbns, Spec and ail ow0eWW 1bMM
sooPE of wom.
RJ C wW Ph nnbkS Ym wM furnish and inftN aq plunbN neammy Itr the aen plete pfundft
moem deMOW In plain
Up to 4W of wall 8L Hewer hook-up, w m & vet to be PVC, OL vQW IMS to be CPVC
T eIN ei
Comoft piumbitp sysum to 2WV2W b*u* Ave, Sanfwd to be knurl O, twW and mede
ready Por local Goat Inspmaron and li its a0 aue.
Phnom feed rme to aoriI I
rm should you how air qL* orm.
Thank you,
44nowre
Q e- 66,p
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P-"
City of Sanford
Building Division
300 N. Park Ave
Sanford, Florida 32771
Phone: 407.688.5150
Fax: 407.688.5152
PLAN REVIEW COMMENT
Corrected Copy
Date: March 25, 2010
Contact Person: Leo Nelson
Contact Phone Number: 407-260-1660 Contact Fax Number: 407-268-0505
Contact E-mail Address: Inelsonl8@cflrr.com
Permit Application Number: 10-982
Project Description: New SFR
Job Address: 2605 Iroquois Ave.
The following is a list of the areas of the submitted plans that contained deficiencies in
the required information. The deficiencies noted must be addressed before the
construction documents and Permit Application can be processed. Changes to
construction documents shall be submitted on the same size format as the original
submittal. Changes to construction documents that require a Florida Licensed Design
Professional's seal and signature must be submitted with the appropriate seal and
signature.
ARCHITECTURAL
A-1 The address on the plans is incorrect, please clarify
A-2 Provide two (2) site specific site plans for the project that indicates lot lines with
building set backs.
A-3 Provide proposed slab elevation above the benchmark and location of the bench
mark.
A-4 Provide three (3) sets of Electrical Energy Efficiency, as required in Chapter l l of
the current Florida Residential Building Code, and that contains both the preparer
and owner / agent names and signatures.
STRUCTURAL
S-I Provide two (2) sets of Florida Product Approval documentation (pursuant to Rule
913-72.070, F.A.C.) and two (2) sets of Manufacturer's Installation Instructions for
all: exterior swinging doors, exterior sliding doors, windows, garage door, siding,
soffits, roofing products, engineered roof truss plans and truss layout plan and truss
connector and other anchor schedule by location to be used on this site specific
project.
Any error or omission in this construction document review shall not be construed to
grant approval of any violation of any of the adopted codes or municipal ordinances of
this jurisdiction.
Please direct any questions you may have to Richard Denman at (407) 688-5150. You
may also contact me by e-mail at "richard.denman(a sanfordfl.gov ".
Respectively,
Building Inspector / Plans Examiner
C '29 WlO MON 14: 13 iR C3080 W001
TX REPORT ***
OFFICE
JOB NO. 1311
DEPT. ID 111
ST. TIME 03/29 14:09
PGS. 2
SEND DOCUMENT NAME
TX IMCOMPLETE 94072680505
TRANSACTION OK -----
ERROR -----
Plan Review Comment Letter Page 1 of 2
City of Sanford
Building Division
300 N. Park Ave
Sanford, Florida 32771
Phone: 407.688.5150
Fax: 407.688.5152
PLAN REVIEW COMMENT
Date: March 29, 2010
Contact Person: Leo Nelson
Contact Phone Number: 407-260-1660 Contact Fax Number: 407-268-0505
Contact E-mail Address: lnelsonl8@cfl.rr.com
Permit Application Number: 10-983 & 10-982
Project Description: New SFR
Job Address: 2601 & 2605 Iroquois Ave.
The following is a list of the areas of the submitted plans that contained deficiencies in the required
information. The deficiencies noted must be addressed before the construction documents and Permit
Application can be processed. Changes to construction documents shall be submitted on the same size
format as the original submittal. Changes to construction documents that require a Florida Licensed
Design Professional's seal and signature must be submitted with the appropriate seal and signature.
This letter is written to confirm our 3/29/10 telephone
conversation concerning the wall insulation and the Electrical
End Efficiency documents for both locations.
The Plans and Electrical Energy Efficiency documents do not
indicate the wall insulation between the garage area and the
living area at both locations.
The "Owner / Agent"signatures are missing from all of the
Electrical Energy Efficiency documents from both locations.
You, as the "Owner / Agent " must sign all of the copies of the
documents and provide the missing wall insulation before the
Ian Review Comment Letter
14
Page 1 of 2
City of Sanford
Building Division
300 N. Park Ave
Sanford, Florida 32771
Phone: 407.688.5150
Fax: 407.688.5152
PLAN REVIEW COMN ENT
Date: March 29, 2010
Contact Person: Leo Nelson
Contact Phone Number: 407-260-1660 Contact Fax Number: 407-268-0505
Contact E-mail Address: lnelsonl8@cfl.rr.com
Permit Application Number: 10-983 & 10-982
Project Description: New SFR
Job Address: 2601 & 2605 Iroquois Ave.
The following is a list of the areas of the submitted plans that contained deficiencies in the required
information. The deficiencies noted must be addressed before the construction documents and Permit
Application can be processed. Changes to construction documents shall be submitted on the same size
format as the original submittal. Changes to construction documents that require a Florida Licensed
Design Professional's seal and signature must be submitted with the appropriate seal and signature.
This letter is written to confirm our 3/29/10 telephone
conversation concerning the wall insulation and the Electrical
Energy Efficiency documents for both locations.
The Plans and Electrical Energy Efficiency documents do not
indicate the wall insulation between the garage area and the
living area at both locations.
The "Owner / Agent" signatures are missing from all of the
Electrical Energy Efficiency documents from both locations.
You, as the "Owner / Agent " must sign all of the copies of the
documents and provide the missing wall insulation before the
Building Permits will be released.
Any error or omission in this construction document review shall not be construed to grant approval of
any violation of any of the adopted codes or municipal ordinances of this jurisdiction.
Please direct any questions you may have to Richard Denman at (407) 688-5150. You may also contact
me by e-mail at "richard.denman@sanfordfl.gov ".
3/29/2010
if -
Plan Review Comment Letter Page 2 of 2
Respectively,
ward .` !De matt
Building Inspector / Plans Examiner
3/29/2010
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NOTES :
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REFER 10 ETGIIEE O OWINGS FOR
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21 RLL TRUSSES (ITQlO1TG TRUSSESLtMVILEYFRRmW
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31 FILL VALLEYS TO BE aP*fflOMLTFRRKOBYBUILOER
41 OTTERIOR LO D BEFIUTG UUS
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Rw(nULESSS NOTED OTHTIQMSEE IRA$ HRNIZRSTOBESITpsOTBuilders FirstSource
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32773 407) 322-
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RE5IDENCE
Julius Lee
RE: LEO-NELSON - LEO NELSON SANFORD (RC)
1109 Coastal Bay Blvd.
Boynton Beach, FL 33435
Site Information:
Project Customer: DAVID SWEET Project Name: LEO NELSON Model:
Lot/Block: Subdivision:
Address: IROQUOISE ST.
City: SANFORD State: FLORIDA
Name Address and License # of Structural Engineer of Record, If there is one, for the building.
Name: License #:
Address:
City: State:
General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special
Loading Conditions):
Design Code: FBC2007/TP12002 Design Program: MiTek 20/20 7.1
Wind Code: ASCE 7-05 Wind Speed: 120 mph Floor Load: N/A psf
Roof Load: 37.0 psf
This package includes 15 individual, dated Truss Design Drawings and 0 Additional Drawings.
With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet
conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules.
This document processed per section 16G15-23.003 of the Florida Board of Professionals Rules
In the event of changes from Builder or E.O.R. additional coversheets and drawings may accompany
this coversheet. The latest approval dates supersede and replace the previous drawings.
INo. Seal# Truss Name I Date
1 114235947 T01 2/26/010
12 114235948 I T02 12/26L010J
13 114235949 I T03 12/26/010
14 114235950 I T04 12/26/010 I
15 114235951 I T05 12/26/010 1
16 114235952 IT06 12/26/010 1
17 114235953 IT07 12/26/010
18 114235954 IT08 12/26/010 1
19 114235955 IT09 12/26/010
10 114235956 IT10 12/26/010
11 114235957 IT11 2/26/010
12 114235958 IT12 12/26/010
113 114235959 I T13 12/26/010
114 114235960 IT14 12/26/0101
115 114235961 I T15 12126_OJ—OJ
The truss drawing(s) referenced above have been prepared by MiTek \vS
1
S!!(/, Industries, Inc. under my direct supervision based on the parameters ,
provided by Builders FirstSource (Sanford). %,• ocENSF'
Truss Design Engineer's Name: Julius Lee ' ' No 34ss9 * _
My license renewal date for the state of Florida is February 28, 2011. - W -
NOTE: The seal on these drawings indicate acceptance of % p 41
professional engineering responsibility solely for the truss T '. STATE OF
components shown. The suitability and use of this component •FtOR10%.
for any particular building is the responsibility of the building ''•;S!ONAL ;: \\
designer, per ANSI/TPI-1 Chapter 2. i , i , 1 1 Ilr1;1 ary 26,2010
1 of 1 Julius Lee
7russ ype'- Oty RC)---•---- Ply--
4235947
LELEONELSON Tot IGABLE 1 1 lJob Reference o 1anal
Builders FirslSource. Sanford. Florida, 32773 7 100 is Oct 1 2009 Mriek Induslnes. Inc Fri Feb 25 07:35:33 2010 Pape 1
14.7•D .-.-- --1 zo-D D I zZso.---- ---I - .___4 .- ----yam
1.0114.7-0 5.5-0 7.5-0 12.7.0
Scale = 1 71 1
5.6 =
6.00 112 12
11 13
4.5 14
10 15 3 4
3.6 S 2
16 US
S S O S 1 17
7 ° a 1e
6 50 19
4946 205
4e
4 s 21
33 32 S 1
S 35 34 y22
3x8 = 2312 241
v
US = 3,5 =
45 44 43 42 4/ 40 39 38 31 30 29 2e 27 26 25
14-7.0 77.S.n 4111.0-0Ill 1
LOADING (psf) SPACING 2-" CSI DEFL in (hoc) I/de0 L/d PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TIC 0.51 Vert(LL) •0.05 33.34 >999 360 MT20 244/190
TCDL 7.0 Lumber Increase 1.25 SC 0.33 Vert(TL) -0 12 33.34 >999 240
BCLL 00 Rep Stress Ina NO WB 0.56 HOrz(TL) 0.03 31 n/a n/a
BCDL 10.0 Code FBC2007/rP12002 Matrix) Wind(LL) 0.01 34-35 >999 240 Weight. 279lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing direly applied or 6-" oc purlins
BOT CHORD 2 X 4 SYP No.2 'Except' BOT CHORD Rigid ceiling directly applied or 6-" oc bracing.
B4,B2' 2 X 4 SYP No.3 JOINTS 1 Brace at JI(s)• 46, 47. 48, 49, 50
WEBS 2 X 4 SYP No.3 MiTek recommends that Stabilizers and required cross bracingOTHERS2X4SYPNo.3 be installed during truss erection, in accordance with Stabilizer
Installation guide
REACTIONS All bearings 14.7-0 except 01=1ength) 31=12-7-0. 23=12-7-0, 30=12-7.0. 29=12-7-0, 28=12-7-0, 27=12-7.0,
26=12-7-0, 25=12-7-0.
lb) - Max Harz 2=-161(LC 8)
Max Uplift All uplift 100 lb or less at joints) 38, 40, 41, 42, 43, 44, 45, 28, 27. 26, 25 except 2=107(LC 5).
37=-106(LC 7), 23=114(LC 8), 39=-102(LC 8), 30=-201(LC 8)
Max Grav All reactions 250 Its or less at joints) 2. 38, 23, 39, 40. 41, 42, 43, 44, 45. 29. 28, 27, 26. 25
except 37=449(LC 1). 31-421(LC 2), 30=371(LC 1)
FORCES (Ib) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 6-7=-18/304, 7.8=-12/308, 8.9=19/381, 9-10=-5/425, 10-11=339/490, 11-12=-248/517,
12-13=-236/497,13-14=294/502,14-15=-304/445.15-16=-366/452,16.17=0/368,
17-18=-7/377, 18-19=-43/376. 19-20=31/294
BOT CHORD 31.33=-479/0, 10-37=516/191
WEBS 30.32=362/391, 16-32=-603/382. 10-47=0/300.46.47=0/313, 34-46=0/298, 3448=0/255,
49-50=0/276, 16-50=01268
NOTES (11-13)
1) This truss has been checked for uniform roof live load only, except as noted.
2) Wind: ASCE 7-05; 120mph (3-second gust); TCDL=4.2pst; BCDL=3 Opsf; h=25h: Cal. 11; Exp 8: enclosed, MWFRS (low-rise) and C-C
Exlerior(2) zone;C-C for members and forces b MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 \.\CENSF %.
3) Truss designed forwind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry i
Gable End Detailsas applicable, or consult qualified building designer as per ANSI/TPI 1-2002. * ,
4) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration NO 3 9
5) All plates are 20 MT20 unless otherwise indicated-
6) Gable studs spaced at 2-0-0 oc -
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. - '. Lu
8) ' This truss has been designed for a live load of 20.Opsl on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide wile Q
fit between the bottom chord and any other members. STATE OF
9) Bearing 37 ANSt/TPI 1 formula. Buildingatjoinl(s) considers parallel to grain value using angle to grain designer should venfy capacity-, GRIDofbearingsurface. S1 _\j
10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 38. 40, 41. 42, 43. /// ,Ss/^
44. 45, 28, 27. 26. 25 except (jt=lb) 2=107, 37=106. 23=114, 39=102, 30=201. / O NIA\"
1
26,201
Continued onDa t!e_2- - --
February
WAK',7IV4 Sri• l; p itealyn yamnrr•brrn ono N!'.Ur N(Yli:9 rLy 71f74 A.1'J fM'r.l!isF'D lTe'K itE'IFRP.WC1: f.70E !dQ 7<;tAi'3lsYL Pam!:
Design valid lotvse only with Mlekconnectors. 7hn design is based onlyupon parameters shown, and aforon ind-duolbuilding comoonenl.
Applicability of design poramenten and proper incorporation ofcomponent Isresponsibility of buildingdesigner • not trussdesigner. Bracing shown Julius lee
is for blind support or individual web members only Addilionat temporary bracing to irovre stability during construction is the responsibility of the 1 109 Capitol Boy Blvd.
erector. Additional permanent brocingof the overall structure is theresponsibility of thebuildingdesigner. For generalguidance regarding Boynton. Ft. 33435
lobricolion, cluddy control. storage. delivery. erection and bracing consult ANSI/T Ili Quality Criletio. OSl-et and 1110111 funding Component
Solely Information available from Truss Plate Institute. $83 D'Onolno Drive. Madison, w153719.
lob rus Fuii yppe' if-5
yI_Ply
1
LEONELSON SAN — RD (RC)
EO-NELSON TOl ----- - —-----LOABLE--.----- ---
14235947 \
L Job Reference optional)_—_ _
Builders FimiSource, Sanford, Florida, 32773 7 1.0 s Od 12009 MTek Mdusirres, Inc Fri Feb 2507 35 34 2010 Cape 2
11) For Special connections with reactions or uplifts less than 300lbs. Use typical loeOnail connection (refer IoBFS detail package)
12) Truss Design Engineer: Julius Lee, P E' Florida RE License No 34869: Address, 1109 Costal Bay Blvd. Boynton Beach, FL 33435
13) This manufactured product is designed as an individual building component The suitability and use of this component for any particular building is the responsibility of the
building designer perANSI TPI 1 as referenced by the building code.
LOAD CASE(S) Standard
vS S. k
CENSF
No3 9
U' of
W
STATE OF
14/
i S1 •'•.FLORIOP..•'
February 26,201
WARAIif/ 4'ml;y rtanlpn yamnrvrere aaA Ri:Ll tirrTC<•bY flfrd rs n!\T.'LUnFD 1117'rTl(17f'PF'RENC'7: F.101', i•fJJ 7473 Dr:itrR7'VdP..
Designvolid for use onlywith Mlek conneclors Tin design is bosed onlyupon porometers shown. and isfor onindividuol building component. Julius LeeApplicabilityofdesignporomentersandproperiscorMotioriofcomponentIsresponsibilityofbuildingdesigner • not truss designer. 9rocng shown If09 CooslolBoy Blvd. it for bte dsvpporl of indmduol web membersonly Additionot lemporory bocirp toinsurestobiity, responsibilityconstructionistheresponsily of the
erector. Additionol permonerit brocing of the werotlstructureis the respomrbGty, of the building designer. For general guldonce regordnp Boynton, FL 33e35
Iobricotion quohly control storoge. delivery. erection and bocing consult ANSI/1111 Ovolity Criterlo, DS111•89 and l ll Building Component
Safety Informollon wolbWe from truss Plate Imblule. S63 D'Onofrrc Drive. Mod'eon. col S3719
fols -•-Truss*______. _
EO•NELSON 11,02
Builders FrrstSource, Sanford. Florida. 32773 7.140 s Oct 1
14235945
7.2.14 _I__ r._L49:1L-..__-I 2rF0-D ._..I_.---_211-0.Q I _312A ---I_-_3%9_D _r1-0 7.2-14 6.9.2 6-0-0 8-0-0 5.9.4 6.2.12 1- -
5.6 =
6.D0 r
Scale - 1 70.2
Sn7 = 5.7 zt
2.4o F2 2.52
LOADING (psi
TCLL 20.0
TCDL 7.0
BCLL 00
BCDL 10.0
SPACING 2-0-0
Plates Increase 1.25
Lumber Increase 1.25
Rep Stress Incr YES
Code FBC2007/TP12002
CSI
TC 0.52
SC 0.41
WB 0.74
Matrix)
DEFL in (loc) 1/dell L/d
VBn(LL) -0.07 13-14 >999 360
Vert(TL) -0.17 13-14 >962 240
Horz(TL) 0.01 10 n/a n/a
Wrnd(LL) 008 2.16 >999 240
PLATES GRIP
MT20 244/190
Weight. 199lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins.
BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 6-" oc bracing
WEBS 2 X 4 SYP No.3 MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation Duide.
REACTIONS All bearings ".0,
lb) - Max Horz 2=159(LC 7)
Max Uplift All uplift 100lb or less at joint(s) except 2=-166(LC 7), 15=-378(LC 7), 13=-292(LC 8), 10=206(LC 6)
Max Grav All reactions 250lb or less at joint(s) except 2=448(LC 1), 15=1189(LC 1). 13=1023(LC 1), 10=395(LC
1)
FORCES (lb) - Max. Comp./Max Ten -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-627/424, 3.4=-162/340, 4-5=-148/491, 7-8=-120/410, 8-9=-140/282,
9-10=5471372
BOT CHORD 2.16=230/511, 15-16=228/506, 14-15=-341/486, 13-14=266/391, 12-13=208/443,
10.12=212/445
WEBS 3-16=0/300.3-15=-862/731,5-15=-849/586, 5-14=-175/511, 6-14=312/174,
7-14=60/362, 7-13=-719/551, 9-13=-716/614
NOTES (7.9)
1) This truss has been checked for uniform roof live load only, except as noted
2) Wind: ASCE 7-05: 120mph (3-second gust). TCDL=4.2psf, BCDL=3.Opsf: h=25ft: Cat. 11, Exp B. enclosed: MWFRS (low-rise) and C-C
Exterior(2) zone:C-C for members and forces 8 MWFRS for reactions shown, Lumber DOL=1 60 plate grip DOL=1.60
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. \\ \1J S S • K /'i
4) ' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0.0 wide will \
fit between the bottom chord and any other members. %•. ' \CENSF
5) Bearing at joint(s) 2. 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify I i
capacity ofbearing surface. * ;
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 166 lb uplift at joint 2, 378 lb uplift at joinlZ No 34 9
292 lb uplift at joint 13 and 206 lb uplift at joint 10.
7) For special connections with reactions or uplifts less than 300 lbs. Use typical toeOnail connection (refer toBFS detail package) -_ -0
8) Truss Design Engineer. Julius Lee, P.E* Florida P.E. License No. 34869: Address: 1109 Costal Bay Blvd. Boynton Beach, FL 33435 LLJ
9) This manufactured product is designed as an individual building component. The suitability and use of this component for any particulrar O (V `
building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code STATE OF
LOAD CASE(S) Standard
If(11\
February 26,201(
WAR!•iM1U • Cr_•Jtd A4adOn ;ta.anu•!vra ertd R1.iD \1i? i:i oV 7rfli i11'f) rnt unen rsd; Fx meir•FhRvt::. raoR iIU7<T.i FiiallHi: V9R
Design valid fax use orgy with Mlel, connectors. IN, deign is bosed only upon parameter, shown and isfar on Individual building component Julius LeeAppicobaityofdesignporomentersandproperrxorporotionofcomponentaiespomblilyofbuildingdesigner • rot tansdesigner Siocrtg shown
bfor lateral support of individual web members only. Additional temporory bracing to 4uute stobitiy during construction Is the responsbifty at the 1 109 Cooslol BOY Blvd.
ereclor Additional permanent biocng of the overofl structure is the respomiblty of the buildlrig designer Fat geneiof guidance regording Boynton. FL 33435
foWcolion. quality control. sfoioge delivery eteciton and brocing, consufl ANSI/TPII Quality Cilerlo. DSS•ft and SCSI) folding Component
lately Infoirriatlon available from Tens Plate Wlitule. SB3 D'Onotrip Drive. Maclean, cat 53717.
14235949
Builders FeslSource• Sanford, Florida. 32773 7 140 B Oct 1 2009 Mrek Industries, Inc Fn Feb 26 07 3535 2010 Page 1
7.2-14 14-00 20_0__.r280933.9.4 OOQ 4L•SQ 7.
2.14 69.2—1—~••-6-0-08•0.0 I 5.9.4 1---6.2-12 1.0.0 li'
US =
6
00 Swle=
1, 702 Sx7 =
5.7 = 2.
40 r12 2.s2 LiL LOADING (
psf) TCLL
20.0 TCDL
7.0 BCLL
0.0 BCDL
100 SPACING
2-0.0 Plates
Increase 1.25 Lumber
Increase 1.25 Rep
Stress Ina YES Code
FBC2007/TPI2002 CSI
TC
070 BC
089 WB
090 Matrix)
DEFL
Verl(
LL) Vert(
TL) HOrz(
TL) Wind(
LL) in (
loc) I/de0 Ud 0.
41 13-14 >999 360 1.
05 13-14 >451 240 0.
66 10 n/a n/a 0.
60 13-14 >781 240 PLATES
GRIP MT20
244/190 Weight:
201 Ib LUMBER
BRACING TOP
CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 2-5-6 oc purlins. BOT
CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 3-11-12 oc bracing. WEBS
2 X 4 SYP No 3 WEBS 1 Row at midpi 5.14, 7-14 WEDGE
MiTek recommends that Stabilizers and required cross bracing Right, 2 X 4 SYP No.3 be Installed during truss erection, in accordance with Stabilizer Installation
guide. REACTIONS
Qb/size) 2=1527/0-8-0, 10=1527/0-8-0 Max
Horz 2=159(LC 7) Max
Uplifl2=451(LC 7). 10=451(LC 8) FORCES
Qb) - Max. Comp./Max. Ten. - All forces 250 (lb) or lessexcept when shown. TOP
CHORD 2-3=4207/2513, 3-4=3437/2047, 4-5=3350/2070, 5-6=-2279/1498, 6-7=-2309/1475, 7-
8=3965/2451, 8-9=-40942438, 9.10=-4613/2766 BOT
CHORD 2-16=-2113/3721, 15-16=2112/3717, 14-15=.14692966, 13-14=-1863/3560, 12.
13=-2364/4105, 10-12=2366/4101 WEBS
3-16=0/294, 3.15=-643/604, 5.15=-461/936, 5-14=-1235/849, 6.14=-944/1591, 7-
14=-1722/1169. 7-13=-531/1114,9-13=375/414 NOTES (
7-9) 1)
This truss has been checked for uniform roof live load only, except as noted. 2)
Wind: ASCE 7-05: 120mph (3-second gust); TCDL=4.2psf: BCDL=3.Opsf; h=25111: Cal. If: Exp B: enclosed: MWFRS (low-rise) and C-C Exterior(
2) zone:C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)
This truss has been designed for a 10.0 psf bottom chord live load nonconcurenl with any other live loads. 4) •
This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will \vS S. fitbetweenthebottomchordandanyothermembers • • • • • . i 5) Bearing al joinl(s) 2, 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula Building designer should verity •' • •,\GEN$F ' •. capacity
of bearing surface 6)
Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 451 lb uplift at joint 2 and 451 lb uplift at * ; joint
10. No 3 9 _ 7)
For special connections with reactions or uplifts less than 30D lbs. Use typical toeOnall connection (refer IoBFS detail package) 8)
Truss Design Engineer, Julius Lee. P.E. Florida P.E. License No. 34869; Address. 1109 Costal Bay Blvd. Boynton Beach, FL 33435 — 9)
This manufactured product is designed as an individual building component The suitability and use of this component for any particuler o W _ building
is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. O (( LOAD
CASE(S) Standard T
STATE OF \ FLORIOP.•'•
UNAL •
11111111 %
W\ February
26,2011 A
wAANTING 1s•• rrr rt elgn pnronrr•f"a an4 AFUDVOPLA 1XV 17r1n AXD IWIXDFD u!,,wX ak?rAFf;(.rz etoz un +na m,Fukx vsr.. Design
vorid far use only min Mlek conneclors This design Is based only upon paramelers shown. and a for an individual budding Component. Juhus Lee ApplicabilityofdesignporomentersandproperincorporolionofcomponentaresponstsLlyofbuildingdesigner - not tens designer. Bracing shown 1 Ip9 Coastal Boy Blvd aforlateralsupportofindividualwebmembersonly. Additional lemporory doting to insure slobdrly during construclion a the responsibility of the erector
Additional permanent bracing of the overdl structure is the respornibily of the building designer. For generol guidonce regord'epBoynton. FL 33435 fabrrcotio ,
Quality control storage. delnery. erection and bocing. consull ANSI/TtII Ouo61y Cdleslo. VSB•B1 and BCSIIBuilding Component Solely
Inlormollon mailable Irom tons Plate Institute. $83 D'Onolrio Dme. Madden, W153719
Tns
LEO-NELSON — T04
Bu4ders FirstSource. Senrord. Fonda.
14235950
7_2.14 14-D-o 20_0_Q__..' 2 0 33 __ 1 40. qI.0-0 7.2.14 6.9.2---I-^-' —6.0.0 - —--8.0.0 - 5.9.4 6.2.12 144
54 =
e.00 I,,--,
Scale = 1:70.2
5x7 = 2x4 II Sx7
2x4 II 2x4 II 282112
2.4o
LOADING (psf)
TCLL 200
TCDL 7.0
BCLL 0.0
BCDL 10.0
SPACING 2-0.0
Plates lncrease 1.25
Lumber Increase 125
Rep Stress Ina YES
Code FBC2007/TPI2002
CSI
TC 0.70
BC 093
WB 0.90
Matrix)
DEFL
Verl(LL)
Veri(TL)
Horz(TL)
Wind(LL)
in (loc) I/dell Ud
04113-14 >999 360
10513.14 >451 240
0.66 10 n/a n/a
0.60 13-14 >781 240
PLATES GRIP
MT20 244/190
Weight: 211 lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 2-5-6 oc purtlns.
BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 3-11.12 oc bracing Except:
WEBS 2 X 4 SYP No 3 4-2-0 oc bracing: 2-16
WEDGE WEBS 1 Row at midpt 5-14, 7-14
Right: 2 X 4 SYP No.3 MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
installation
REACTIONS (lb/size) 2=1527/0.8-0, 10=1527/0-8-0
guide
Max Horz 2=159(LC 7)
Max Uplifl2=451(LC 7). 10=451(LC 8)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) orless except when shown
TOP CHORD 2-3=4207/2513, 3-4=-3437R047, 4.5=-3350/2070. 5-6=-2279/1498, 6-7=-2309/1475,
7-8=-3965/2451, 8-9=4094/2438, 9-10=4613/2766
BOTCHORD 2-16=-2113/3721, 15-16=-2112/3717. 14.15=-1469/2966, 13-14=-1863/3560,
12-13=.2364/4105,10-12=-2366/4101
WEBS 3-16=0/294, 3-15=-643/604, 5-15=461/936.5-14=-1235/849, 6-14=-944/1591,
7-14=-1722/1169,7.13=.531/1114,9-13=-375/414
NOTES (7-9)
1) This truss has been checked for uniform roof live load only, except as noted
2) Wind' ASCE 7.05; 120mph (3-seoDnd gust); TCDL=4.2ps1: BCDL=3 Opsl: h=2511; Cat. II; Exp B, enclosed: MWFRS (low-rise) and C-C
Exlerior(2) zone:C-C for members and forces d MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) This truss has been designed for a 10.0 psi bottom chord live load nonconwnent with any other live loads. `\ os S . `• 4) ' This truss has been designed for a live load of 20 Opsl on the bottom chord in all areaswhere a rectangle 3-6.0 tall by 2-0.0 wide will \ \ , . • • ' • • • . ,
fit between the bottom chord and any other members. \CENSF \
5) Bearing at joinl(s) 2, 10 considers parallel to grain value using ANSI/rPI 1 angle to grain formula. Building designer should verify
capacity o1 bearing surface. * ,•
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 451 lb uplift at joint 2 and 451 lb uplift at : NO 3 9
joint 10
7) For special connections with reactions or uplifts less than 30D Ibs Use typical toeOnailconnection (refer IoBFS detail package) -
8) Truss Design Engineer' Julius Lee, P.E: Florida P.E. License No. 34869; Address: 1109 Costal Bay Blvd. Boynton Beach, FL 33435 - 10 Lu _
9) This manulaclured product is designed as an individual building component The suitability and use of this component for any parlicurar O
building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. ,n STATE OF
LOADCASE(S) Standard •.FLORIOP rot
February 26,201(
d'LAi.16rI Cry r/g rt4algn rrmmv!rra oral Ri41U R6T::> 4Y t Nf5 d \'!1 fhi4 IIDF71 !T'i'x 7tF!&RCNr'i: P OC MJ 9<73 !1L'i oNS ViY..
Deugn void for use only, with Mlek connectors this design is based onlyupon parameters showrx andis Ice anindividualbuilding component. Julius LeeApplcablriyofdesignpommentersandproperincorporationofcomponentisresponsibilityoIbuadngdesigner - not Inns designer. Bracing shown 1109 (.'OOSIOI Boy Blvdforlateralsupportofindividualwebmembersonly. Addhonol temporary bracing toInsure stability during constructionis the responsibilityof the y
erector Additional permanent bracing of the overoll shucWre a the resporot5tyof the building designer. For general gulaonce regarding Boynton. FL 33435
fobricofron, quality control. storage. delivery. erection and bracing consult ANSI/T II Quality Criteria. DSl-99 and 9CSI1 Wnding Component
Safety Information available from Inns Plate Institute. 583 D'Onofno Dm'e Madison. wl S3719.
Budders FinlSouice• Sanford. Florida. 32773
LEONELSON SANFORD (RC) --
N235951lJobReferencefopfionall _
7 140 sOct 1 2009 MTek Industries. Inc Fri Feb 26 07:35:38 2010 Pape 1
fit_-aq-_7_219 I--L40_-... _.-22-o I ZB_0._0 __- _I_-3 9•e i ao-o-0__..k4pOa-0d 7.2-14 6.9.2 8-0-0 6-0.0 5-9.4 6.2-12 1-"
Sale is 1.73.7
5xe =
600172
5x7 = 3x5 12
exe II
2.40 12 2.82 L1L
LOADING(psf)
TCLL 20.0
TCDL 7.0
BCLL 0.0
BCDL 10.0
SPACING 2.0-0
Plates Increase 1.25
Lumber Increase 1.25
Rep Stress Ina YES
Code FBC2007/TP12002
CSI
TC 0.72
BC 0.94
WB 0.77
Matrix)
DEFL in (loc) Udell Ud
Verl(LL) -030 16 >999 360
Vert(TL) -0.75 15.16 >633 240
Horz(TL) 0.43 12 n/a n/a
Wind(LL) 0.46 16 >999 240
PLATES GRIP
MT20 2441190
Weight. 277 lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 2-4.13 oc purlins.
SOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 4-1-15 oc bracing. Except:
WEBS 2 X 4 SYP No.3 'Except' 3.11-0 oc bracing. 2-17
W12: 2 X 6 SYP No.2 5.10-0 oc bracing. 13-14
OTHERS 2 X 4 SYP No 3 10-0-0 oc bracing' 12-13
WEBS 1 Row at midpt 5-15, 6-15
JOINTS 1 Brace at JI(s): 13
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide,
REACTIONS (Ib/size) 2=1531/0-8-0. 12=1525/0-8-0
Max Harz 2=224(LC 7)
Max Uplift2=-460(LC 7), 12=-429(LC 8)
FORCES (lb) -Max. Comp /Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=4206/2584, 34=347712161, 4.5=-3327/2175, 5-6=-2038/1384, 6-7=-2003/1401, 7-8=-2524/1679,
8.9=-2601/1659.9-10=-2281/1425 BOT CHORD 2-17=
2301/3719, 16-17=-2299/3716, 15-16=-1694/3OD7, 14-15=-117512245, 13-14=-1190/2051
WEBS 3-17=0/
277, 3-16=-598/562, 5-16=-482/962, 5.15=-1458/1059, 6.15=-856/1343, 7-15=-693/551,
7.14=-226/463,9-14=46/296,9-13=-611/475, 10-12=•1476/1033. 10.13=1165/2005
NOTES (10-12) 1)
This truss has
been checked for uniform roof live load only, except as noted. C 2) Wind: ASCE
7-05, 120mph (3-second gust): TCDL=4 2psf: BCDL=3.Opsf; h=251t, Cat II; Exp B; enclosed; MWFRS (low-rise) and C•C GEN$F . Exlerior(2) zone:C•
C for members and forces & MWFRS for reactions shown: Lumber DOL=1.60 plate gnp DOL=1 60 3) Truss designed for
loads For to face), Standard Industry wind in the planeofthetrussonlystudsexposedtowind (normal the see Gable End Details as
applicable, or consult qualified building designer as per ANSI/TPI 1-2002 NO 3 9 _ 4) All plates are
2x4 MT20unlessotherwise indicated.- 5) Gable studs spaced
at 2-0-0 oc 6) This truss has
been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. UJ _ 7) ' This truss has
been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide VAC O fit between the bottomchordandanyothermembers. fit •- STATE OF 8) Bearing at joint(&)
2, 12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity F P capacity of bearing surface.ORID 9) Provide mechanical connection (
by others) of truss to bearing plate capable of withstanding 460lb uplift at joint 2 and 429 lit uplift at tJ /oN •' joint 12. February 26,201( WAAh'!
WO Rcr;D
rfentgn Pa.nmvp.^n aM RJ1 SVi'C> ):J rl!1•: .1 b 1M`r f!{IFD V:TFJC N£)EsiLM.'L Td11Y. MU 7973Bi:F UNC OiY. Design void for the only
with Milek connectors. this design is based only upon "file shown and is fa
an
individual Wilding component. Julius Lee Applicability of design poromenlors andpropermorporotionofcomponenlisresponsibaityofbuildingdoilgner - rwf Irms designer Bracing shown is for lalotol support of
individual web membersonly. Addilionol temporary tocurig to irovo stability duff construction a the responsibility, of the 1109 CoastalBoy Blvd. ereclar Addfllanol permonent toting of
the overall sln/cture is the rosporoibity, of the Wilding designelr, for general gudonce regordrng Boynton. FL 33435 fabrication, quokly control, storage dowary.
erection and toting, consult ANSI/I1`I1 Quality Cdteda. DSII-89 and 9CSI1 BVBding Component Safety Inlormotion available Irom buts
Plate Wilule. 583 D'Onofrfo Drive. Madison. WI 53719.
ILEO NELSON SANFORD (RC)
14235951
SenlowFlorida, 32773 -- — -_ -- _— -- - _ 7 140 s Do 1 2009 MP rek Industnes.
10) For special connections with reactions or uplifts less than 300 lbs. Use typical toe0nail connection (refer IDBFS detail package)
11) Truss Design Engineer: Julius Lee. P.E: Florida P E. License No 34869: Address: 1109 Costal Bay Blvd. Boynton Beach, FL 33435
12) This manufactured product is designed as an Individual building component The suitability and use of this component for any particular building is the responsibility of the
building designer per ANSI TPI 1 as referenced by the building code.
LOAD CASE(S) Standard
CENsF
No3 9
70 LU _—
STATE OF
i PLORIO61/
0
P.
0/ l (,1W
February 26,201
WAA:ItiG • Crn)y rbeldn yoronwnr•n a.A sii 1D AATi:Y 4s TAIi d1'!> IMCLtllrr'U il17 b'd lrb'ibJ1Y.RL•a s:fOC dr'A 7t 97 fli:f Vpb' IrY!:
Design void for we only with Mlek connectors, this design is bored only upon poromelen shown. and b for on individual building component Julius LeeAppicabiltyofdesignporomentenandpoperncorpaotionofcomponentisresponsbirtyofbuildingdesigner • not tons designer. Brocvng shown 11p9 COO51ol BOY Blvd. itfa lot totsupport of ndividud webmembers only. Adddiond femporory bro:ing toGave slobLN during constnxlnon is the responsibrety of the BOYMon. FL 33 35erectorAdditionalpermanentbiocnpdtheoverallsfn,etve is Ih,e respxabiity of the building designer. For general guidance repordinpfabrication. quality conlrok storage. deWery. erection and bracing. consult AN51/1 Il Ouolily Criteria, D$e-e1 and 11CS11 building Component
Sotety Informallen ovdbble from Inns Plate Ini itute. 583 D•Onofrro Drive. Modoon. col 53719
lob Tn)ss TrusC) sTypeOtyPlyLEONELSONSANFORD (RY • r
EO•
NELSON
T06 (SPECIAL - -- --t -. - - t-Job Reference (
optional •____ u235952 J
Builders
F.
asixime. Sanford. Florida, 32773 7 140 s Dd12009 Mrrek Industries, Inc Fn Feb 26 07.35 39 2010 Page1 O0 fr9
D 7-Z1..4 _J!1:10 229:0 -- - t.-_28_8_4___ 1.0-
4 6.9.2 B-0.0 4.8.8 6.5.1 6.10.7 AA 6.10 =
Scale = 1.76 6 5x7 : 2x:.
4b 2x4 g
2x4 n t aen
14.ee oe see 331.9 I 4000 5 1
6.10 7 I s-ao74A I 0
0
I 4-6 a I 8
Plate
Offsets (
X.Yl: 12.0-2-6.Edoel 110:0-4-3.Edgg).113.0.6 LOADING (psf)
SPACING 2-0-0 CSI DEFL in Ioc) I/deg Ud PLATES GRIP TCLL 20.
0 Plates Increase 1.25 TIC 0 74 Vert(LL) 0.46 14 999 360 MT20 244/19D TCDL 70
Lumber Increase 1.25 BC 095 Vert(TL) 1 08 15-16 436 240 BCLL 0.
0 Rep Stress Ina YES WB 0.93 Horz(TL) 0.74 10 n/a n/a BCDL 10.
0 Code FBC2007fTP12002 Matrix) Wnd(LL) 0.68 14 696 240 Weight: 226lb LUMBER TOP
CHORD
2 X 4 SYP No.2 BOT CHORD
2 X 4 SYP No.2 'Except' B3,05:
2 X 4 SYP No.3 WEBS 2
X 4 SYP No.3 WEDGE Right,
2
X 4 SYP No.3 REACTIONS (lb/
size) 2-1527/0-8-0, 10=1527/0.8-0Max Horz
2=222(LC 7) Max Uplift2=
459(LC 7), 10=433(LC B) BRACING TOP
CHORD
Structural wood sheathing directly applied or 2-4-15 oc purtins. BOT CHORD
Rigid ceiling directly applied or 2.2.0 oc bracing Except: 3.11-
0 oc bracing: 2-17 WEBS 1
Row at midpi 5.15, 6-15, 6-13 MiTek recommends
that Stabilizers and required cross bracing be Installed
during truss erection, in accordance with Stabilizer installation guide -
FORCES (lb) -
Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD
2-3=-4193/2578, 3.4=3464/2142. 4-5=-3313/2166, 5.6=-2026/1375, 6.7=-3928/2512, 7-8=-
3996/2415, 8-9=-4076/2393, 9-10=-4861/2910 BOT CHORD
2.17=229013706, 16.17=•2288/3704, 15-16=-1684/2996, 7-13=-207/289, 12-13=2500/4342,10-12=-
2504/4346 WEBS 3.16=597/561, 5.
16=479/961, 5.15=-1458/1060, 13-15=-815/1905, 6-13=-1622/2885, 9-13--628/613,9-12=
0/293,3-17=0/276 NOTES (7.9) 1) This truss
has been checked
for uniform root lave load only, except as noted 2) Wend. ASCE 7-05; 120mph (
3-second gust); TCDL=4.2psf; BCDL=3.Opsf, h=25ff; Cat It: Exp 8; enclosed. MWFRS (low-rise) and C-C Exterior(2) zone;C-C for
members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed
for a 10 0 psi bottom chord live load nonconcurrent with any other live loads. \ \v S S 4) • This truss hasbeen designedforaliveloadof20.0ps1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will rat between the bottom chord and
any other members \ ' \GENS"' 5) Bearing at joinl(s) 2,
10 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide
mechanical connection (by others)
of truss to bearing plate capable of withstanding 459 lb uplift at joint 2 and 433 lb uplift at _ NO 3 9 joint 10. 7) For special connections
with reaclions
or uplifts less than300lbs. Use typical loe0nail connection (refer toBFS detail package) - 8) Truss Design Engineer Julius Lee,
P.E: Florida P.E. License No. 34869; Address. 1109 Costal Bay Blvd Boynton Beach, FL 33435 O (LI = 9) This manufactured product is designed
as an individual building component. The suitability and use of this component for any particul5r O (V ` building is the responsibility of the
building designer per ANSI TPI 1 as referenced by the building code. T STATE OF LOAD CASE(S) Standard ONA` %.. 1/
111110 February 26,201(
WdRSWO
47rrfU dr4ryrt
y+mmr•trr4
uM liF:dL Xn1 C • r:= *lllro wS'D IAi Lfini'D N:TFA 8FI F'RYYCL• /906 Mfl 94T.1 f)BpUfU7l%S:: Design voidlot we only with
MiTek connector This design is based only upon parameters shown. and a for onindividual buildup component Jul -us Lee Applicability of design poromenlers and properincorporationofcomponentaresponsk)ilily of building designer - nottruss designer. Brocap shown e for lateral support of indMdud
webmembers only Additional temporary bracing to insure stability during construction o the responsibility of the 1109 Coastal BoyBlvd erector. Addilwnol permanent bracing of the
overall structure is the responsibility at the bulding designer. For general guidonce regarding Boynton. FL 33435 lobricolion. Quality control storage. delivery. erection
and biocusgconsult ANSI/T Il Quality criteria. DS11•69 and 9CSll 6uitding Component Safety Information available Iron truss Plate
Iratilute. $83 D'Onotrio Owe. Maclean, cal S3719
jab
I
LEO-NELSON T07 ISPECIAL
euil0ers FirslSource, Sanford, Florda, 32773
14
0. 7.2.14
50 G 2x4e.46 12
2x4 11 2.4 11
14235953
7 140 S Oct 12009 MTek Industries. Inc Fri Feb 26 07 35 40 2010 Page t
2Ji~0 _.__. 24•l1:R_ 32•t.y J0:0:._-_
a." 2.8.8 I 7 5 1 7.10-7 1.4
7xe Scale = 1 76 3
LOADING (psf)
TCLL 20.0
TCDL 70
BCLL 0.0
BCDL 10.0
SPACING 2-0-0
Plates Increase 1.25
Lumber Increase 1.25
Rep Stress Incr YES
Code FBC2007/rPI2002
CSI
TC 0 75
BC 094
WB 0.88
Matrix)
DEFL in (loc) Udell Ud
Ven(LL) -0.47 12 >999 360
Vert(rL) -1 08 15.16 >435 240
Horz(TL) 0.77 9 n/a n/a
Wind(LL) 0.68 12 >690 240
PLATES GRIP
MT20 2441190
Weight: 230 lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins.
BOT CHORD 2 X 4 SYP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 4-1-0 oc bracing Except'
B3,B5: 2 X 4 SYP No.3, B7. 2 X 4 SYP No.1D 1 Row at midpt 7-13
WEBS 2 X 4 SYP No.3 3-11-0 oc bracing: 2-17
WEDGE WEBS 1 Row at midpi 5-15. 6-15. 6-13
Right. 2 X 4 SYP No.3 MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation
REACTIONS (lb/size) 2=1527/"-0, 9=1527/0-8-0
guide.
Max Horz 2=222(LC 7)
Max Uphft2=-459(LC 7), 9=-433(LC 8)
FORCES (lb) - Max. Comp,/Max. Ten. -All forces 250 (Ib) or less except when shown
TOP CHORD 2-3=-4193/2579, 34=3463/2142, 4-5=3312/2165, 5-6=-2028/1376, 6-7=3112/2054,
7.8=3986/2353, B-9=4867/2904
BOT CHORD 2-17=2290/3707, 16-17=-2288/3704, 15-16=-1684/2995, 7-13=-1621/950.
12-13=-1415/2928, 11-12=4486/4340, 9.11=2491/4361
WEBS 3-17=0/277,3-16=.599/561,5-16=478/958.5-15=-1454/1058, 6.15=-650/178,
13-15=-977/2252,6.13=-1475/2745,7-12=958/1908,8-12=-728/710.8-11=0/307
NOTES (7-9)
1) This truss has been checked for uniform root live load only, except as noted.
2) Wind ASCE 7-05; 120mph (3-seoond gust): TCDL=4 2ps1: BCDL=3 Opst: h=251t; Cat. It. Exp B: enclosed; MWFRS (low-rise) and C-C
Exterior(2) zone,C-C for members and forces 6 MWFRS for reactions shown, Lumber DOL=1 60 plate grip DOL=1.60 \ \\ Cs
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any otherlive loads. ; -- \\ , . • /
4) • This truss has been designed for a live load of 20.Opsf on the bottom Lord in all areaswhere a rectangle 3-6-0 tall by 2-0.0wide will v• • \ \GENSF ' .
fit between the bottom chord and any other members. i
5) Bearing at joint(s) 2, 9 considers parallel to grain value using ANSUTPI 1 angle to grain formula Building designer should verily
capacity of bearing surface. _ NO 3 9
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 459 lb uplift at joint 2 and 433 lb uplift at _
joint 9 -_
7) For special connections with reactions or uplifts less than 300 lbs. Use typical loe0nail connection (refer toBFS detail package)
8) Truss Design Engineer: Julius Lee, P.E. Florida P E. License No. 34869. Address: 1109 Costal Bay Blvd Boynton Beach, FL 33435 O
9) This manufactured product is designed as an individual building component. The suitability and use of this component for any particula_ STATE OF
building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code • . FC ORID P •'
LOAD CASE(S) Standard
February 26,2011
Ak --1 10-ftl Ae4tyn yarnntl•ifra and AEA IV. -I I ON TIM; A.Y11 INVI IIn£D Uffild RSP Ir".I r'B lU1)C Mr-74711 DCloRS IIsr
Design valid for vie only with MOek connectors this design is based only upon parameters shown and is 10, on individuol buedng component.
Applicability of design poromenters and proper incaporollonof component a respons ilyof budding designet -rot true designer. Bracing shown Julius lee
a for lalerol supped of individual web members only Additional temporary brocing toInswe slobildy du ling construction a the responsibiDty of the 1107 Coastal Boy Blvd.
erector. Addlionol permanent bracingof theoverall sttuctuse, is the resporubilly o1 the bvi6ng designet. For generalguidon: regarding Boynton. FL 33435
lobricatson, gvo<M conlral. slorpge. delivery erection andbracing. consult ANSI/TPII QualityCriteria. DSS•89 and SCSI) Building Component
Safety Information available Itom inns Plate Institute 583 D'Onohne Drive. Madison. cal 53719.
7.140 S Oct 1 2009Mi7ek Ind.Slnes, NC Fri Feb 26 07.35'41 2010 Page 1
I---•-•--29:89
1-0 7.3.0 6.8-e 6.8.8 1-4-0 4.1-0 6-e-0 7-3.0 1.0.
5.6 11
4.5 i le 17 16 1a
2x4 II 5x8 = 2.4 II
1 z•+.n
7-3-r1 I 1s.n.a
6-&e I ae-o
e-ea 2-a.fi I2-ae
7FL1.n
3-4-a I 37-ari
6.&D I 4aao I7-3-D
Plate Offsets (KYI: 12:0-3-10.0-2-01. 19:0-2-12.0-3-41. 110.04.3.Edoel.117:0.3-8.0.3-01
LOADING (ps1) SPACING 2-0.0 CSI DEFL in loc) I/deb Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.65 Vert(LL) 0.40 12-13 999 360 MT20 244/190
TCDL 7.0 Lumber Increase 1,25 BC 0.99 Vert(TL) 1.06 15 445 240
BCLL 0.0 Rep Stress Ina YES WB 0.94 Horz(TL) 0.61 10 n/a n/a
BCDL 10.0 Code FBC2007lrPI2002 Matrix) Wind(LL) 0.59 15 800 240 Weight: 234 lb
LUMBER
TOP CHORD 2 X 4 SYP No 2
BOT CHORD 2 X 4 SYP No.2 'Except
B3: 2 X 4 SYP No.3
WEBS 2 X 4 SYP No 3
WEDGE
Right, 2 X 4 SYP No.3
REACTIONS (lb/size) 2=1557/0-0-0. 10=1561/0-8-0
Max Horz 2=223(LC 7)
Max Uplift2=-451(LC 7). 10=-423(LC 8)
Scare - 1,72.5
BRACING
TOP CHORD Structural wood sheathing directly applied or 2-5-2 oc purtlns
BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except.
1 Row at midpt 6-14
10-" oc bracing. 14-16
WEBS 1 Row at midpt 7.13
MiTek recommends that Stabilizers and required cross bracing
be installedduring truss erection, in accordance with Stabilizer
Installation ouide-
FORCES (lb) - Max. Comp./Max. Ten - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=2788/1653, 3.4=2242/1406, 4-5=-2158/1429, 5-6=-2834/1720, 6-7=2783/1832,
7-8=4164/2528, 8-9=4195/2347, 9-10=-0992/2867
BOT CHORD 2-18=1428/2394, 17-18=1428/2394, 13-14=-923/2273, 12-13=-2461/4468,
10-12=2463/4470
WEBS 3-18=0/298. 3-17=529/461, 5-17=-931/507, 14-17=•1227/2331, 5.14--87/625,
7-14-651/859,7.13=-1449/2555,8-13=-291/373,9.13=.643/649,9-12=0/276
NOTES (7-9)
1) This truss has been checked for uniform roof live load only except as noted.
2) Wind: ASCE 7-05: 120mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=25fl, Cal. II; Exp B; enclosed; MWFRS (low-rise) and C-C \\ I t 1 1 1)) / / / / /
Exlerior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL-1.60 \\ vs S• fC ///ice3) This truss has been designed for a 10.0 psi bottom chord live load nonconcur7enl with any other live loads.
4) *This truss has been designed for alive load of 20.Opsf on the bottom chord In all areas where a rectangle 3.6.0 tall by 2-0-0 wide will J• •' 1GEN$F
fit between the bottom chord and any other members. i
5) Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle tograin formula. Building designer should verity capacity, * ;
of bearing surface NO 3 9 _
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 451 lb uplift at joint 2 and 423 lb uplift at
joint 10. - -
7) For special connections with reactions or uplifts less than 300 lbs. Use typical toeOnail connection (refer IoBFS detail package) (CJ
8) Truss Design Engineer: Julius Lee, P.E: Florida P.E. License No. 34869: Address: 1109 Costal Bay Blvd. Boynton Beach, FL 33435 O ((/ 9) This manufactured product is designed as an individual building component. The suitability and use of this component for any partrwlarf STATE OF
building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. <,
i ORIOP.•'a
LOAD CASE(S) Standard
ONALI `\\.•
February 26,201,
WAR57N4 - 174111g rQmsrr.; •.mn1r•u•re anA RIJA FO?'L'S rIN 7119 ANDAVE UUFU U! FTK ifff Est1:NCC AWE MIT-7473 IMFON& ENe Design
void for use only with Mriek Connectors This design is based only vponparameters shown, and is for on individvot buildingcomponent Julius Lee ApplicabilityofdesignporomentersandproperIncorporationofcomponentisrespmsibdrty, of building designer - not truss designer Brocing showna
for blend support of hdniduol web members only Additonol lemppory brocing to rmve stobdrty dung construction o Iho responsibility of the 1 109 Coastal Boy Blvd. erector
Addltgnol permanent brochg of the overall strvcture is the responsib3ty of the building designer. For genera, guidance regarding Boynton. FL 33435 fabrication
avality control. storage. delivery. erection and brocing. consult ANSI/7111 OueOty C16mic. DSe•67 and eC511 iluilding Component Solely
Inlormolion ovabble from inns Plate Institute. 583 D'Onofno Drive. Modem. wI $3719
7Nis rvssType IOPIy-,LEONELSON SANFORD (RC)
SPECIAL
14235955
Sanford. Florida, 32773 7.140s Oct 12009 MTek Industries. Ina Fn Feb 2e07.35,42 2010 Pape 1
A p ---• -Z3 0 - ,3.119 - 020J 22 .1-_3?9A 4o------"-?
1.0 7.3.0 6.8-0 -I-- -- 6.8.8 1-4-0 2r14.1-0n •d9I-^ 6.8-0 i
7.3.0 .0.0 Scale =
1.72 5 4x5 %
is 17 16 2x4
II 5x6 = 2.4 II LOADING (
psf) TCLL
20.0 TCDL
7.0 SCLL
0.0 BCDL
10.0 SPACING
2-0-0 Plates
Increase 1.25 Lumber
Increase 1.25 Rep
Stress Incr YES Code
FBC2007/TPI2002 CSI
TC
0.65 BC
0.98 WB
0.96 Matrix)
DEFL
in (loc) Wall L/d Vef1(
LL) -0.40 12-13 >999 360 Vert(
TL) -0.95 12-13 >498 240 Horz(
TL) 0.60 10 n/a n/a Wmd(
LL) 0.59 13 >800 240 PLATES
GRIP M720
2441190 Weight.
231 lb LUMBER
BRACING TOP
CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 2-5-8 oc purlins. BOT
CHORD 2 X 4 SYP No.2 *Except' BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except: 83:
2 X 4 SYP No.3 1 Row at midpt 6-14 WEBS
2 X 4 SYP No.3 10-0.0 oc bracing: 14.16 WEDGE
WEBS 1 Row at midpt 7-13 Right.
2 X 4 SYP No.3 MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer IInstallationREACTIONS (
lb/size) 2=153910-8-0, 10=1539/0.8-0 guide,
Max
Horz 2=223(LC 7) Max
Uplift2=456(LC 7), 10=430(LC 8) FORCES (
lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP
CHORD 2-3=-2748/1665, 34=2203/1418, 4.5=-2119/1441, 5-6=-2750/1745, 6-7=2702/1857, 7-
8=4074/2555. 8-9=-4104/2374, 9-10-4906/2893 BOT
CHORD 2-18=-1438/2359, 17.18=143812359, 13-14=941/2212, 12-13=-2484/4391, 10.
12=2486/4392 WEBS
3.18=0/294,3-17=-528/461,5-17=-886/520,14-17=-1246/2268,5.14=-101/577, 7.
14=-665/813,7-13--1461/2517,8-13=-291/373,9.13=-649/647,9-12=0/276 NOTES (
7-9) 1)
This truss has been checked for uniform roof live load only, except as noted 2)
Wind: ASCE 7-05: 120mph (3-second gust); TCDL=4.2psf; BCDL=3.Ops1; h=25ft; Cal. 11, Exp 8; enclosed; MWFRS (low-rise) and C-C Extenor(
2) zone;C-C for members and forces d MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 \ v5 S• K 3) This truss has been designed for a 10 0list bottom chord live load nonconcurrent with any other live loads. -- \\ , . • 4) '
This truss has been designed for a live load of 20 Opsf on the bottomchord in all areas where a rectangle 3.6-0 tall by 2-0.0 wide will v, • \CEN$F fit
between the bottom chord and any other members. 5)
Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should venfy capacity of
bearing surface. NO 3 9 _ 6)
Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 456 lb uplift at joint 2 and 430 lb uplift at _- joint
10. - of 7)
For special connections with reactions or uplifts less than 300 lbs. Use typical toeOnail connection (refer IoBFS detail package) -;0 : LU 8)
Truss Design Engineer. Julius Lee, P E• Florida P.E. License No. 34869, Address. 1109 Costal Bay Blvd. Boynlon Beach, FL 33435 O 411 ` 9)
This manufactured product is designed as an individual building component. The suitability and use of this component for any particulal, STATE OF building
is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. LOAD
CASE(S) Standard/v/ \ ONAL\\\\ February
26,201 w
v1rIxu 1 r•rr1p r<„Ian pmm r.•r.•ra =a ALin nor::9 ay tms wvu rNr! tmkv> dr:1s; rlkrtrd+rxr r raoe MU 7498 f utl Z7: Rs1 Design
valid for use only with Mifek connectors this design Is based only upon parameters shown, and a for on individual building component. Julius Lee Applicabilityofdesignpaomentersandproperincorporationofcomponentisresponsibilityatbuddingdesigner • not truss designer. &ocng shown 1109 COO1t01 Bay Blvd. isforlateralsupportofindividualwebmembersonly. Additional temporary bracing to insure stability during construction Is the responubr6ry, of the erector
Additional permanent broca,g of the overall structure is the responsibility of the building designer For generol guidance regarding Boynlon. FL 33435 fabrication
quality control. storage. delivery. erecrian and bracing. consult ANSIAP11 Quality Criteria. D$a-tt and ICS11 2vpMing Component salary
Information available from Truss Plate Institute. S83 D'Onofrio Drive. Madman. w153719.
lob Tcuss ru3s Type
EO•NELSON T10 --- GABLE----_-
Builders FirslSource, Sanford, Florida, 32773 7.140300 1 2009MITek Industries. Inc Fn Feb 2807 3543 2010 Page 1
A-0 0 M 0•b 0 1- 31.1010 40•o•0 1-0• O
7-}0 6-a-6 6.6.6 1.4.0 • 4. . W.6.2.0 •0.9
Sx6 =
4.5 i 7
3x5 i 21 20 4u 19
Sx6 = 3x4 =
22."
7.3-0 ttae 6-0.12 al- 2
1Jd
4.1.0 5.60 5-2-0
Plate Offsets IX.YI: 12:0-2-10.0-1-81-111,0-2-10.D-1-81.120.D-3-0.0.3.01
LOADING (psf) SPACING 2-0-0 CSI DEFL in toe) I/den Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 049 Vert(LL) 0.06 19-20 999 360 MT20 244/190
TCDL 7 0 Lumber Increase 1.25 BC 0.49 Ver1(rL) 0 17 2-21 999 240
BCLL 0.0 Rep Stress Incr NO WB 057 Horc(TL) 008 11 n/a n/a
BCDL 10.0 Code FBC2007/fP12002 Matrix) Wind(LL) 0.10 2-21 999 240 Weight, 291 lb
Scale = 1-72 5
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 5.2.7 oc puffins.
BOT CHORD 2 X 4 SYP No.2 'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing Except,
83,86: 2 X 4 SYP No.3 1 Row at midpt 6-18
WEBS 2 X 4 SYP No.3 WEBS 1 Row at midpt 5-19
OTHERS 2 X 4 SYP No.3 MTek recommends that Stabilizersand required cross bracing
be installed during truss erection, in accordance with Stabilizer
REACTIONS All bearings 8.2-0 except 01=1eng1h) 2=0-8-0, 19=0-3-8.
Ib) - Max Horz 2=224(LC 7)
Max Uplift All uplift 100 lb or less at joint(s) 13 except 2=-301(LC 7), 14=-298(LC 8).
11=-158(LC 8),19=-273(LC 7)
Max Gras, All reactions 250 Ib or less at joint(s) 11. 13 except 2=844(LC 1).
14=714(LC 1). 19=1238(LC 1)
FORCES • (lb) - Max. Comp./Max. Ten - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1264/947, 3.4=-708/690, 4.5=625/713. 5-6=92/486, 6-7=119/549, 7-8=-124/491,
8-9=-329/508, 9-10=-409/488
BOT CHORD 2.21=797/1048, 20-21=-797/1048, 20-40--377/559. 19-40=-377/559, 18-19=-567/79,
6.18=543/52, 16.17=65/316, 14-15=-698/582, 10-15=618/573
WEBS 3-21=0/292.3-20=-557/478,5-20=-188/506, 5.19=804/592,6-17=0/262,7-17=-384/57,
8-17=360/249, 10-16=-171/376
NOTES (9-11)
1) This truss has been checked for uniform roof live load only, except as noted. 1J5 S • fC //i 2) Wind: ASCE 7-05; 120mph (3-second gust); TCDL=4 2psf; BCDL=3.Ops1, h=25ft: Cat 11; Exp B; enclosed; MWFRS (low-rise) and C-C
Exlerior(2) zone,C-C for members and forcesb MWFRS for reactions shown, Lumber DOL=1.60 DOL=1.60 •' %r EN$Fplategnpv,
3) Truss designed for wind loads in the plane ofthe truss only. For studs exposed to wind (normal to the face), see Standard Industry
Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1-2002.
4) All plates are 2x4 MT20 unless otherwise indicated. Nir5) Gable studs spaced at 2-0-0 oc
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcrrrtent with any other live loads.
7) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0.0 wide will• '. LU
fit between the bottom chord and any other members, with BCDL = 10.0psf.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) 13 except (j1=1b)
0
STATE OF
2=301, 14.298, 11=158. 19=273.
9) For special connectionswith reactions or uplifts less than 300 lbs. Use typical toeOnail connection (refer toBFS detail package) Sl ' • ORIO? . •' \(,
10) Truss Design Engineer: Julius Lee, P.E. Florida P.E. License No. 34869; Address: 1109 Costal Bay Blvd Boynton Beach, FL 33435
This is11) ned as an individual building and use of this for anyhe N %`\
red by the building codeonentparticularbuildingitstredresponsibilityuctofthebuildingdesignerperNSTPI1asreferensuitability
February 26,2011LOADCASE(S) Standard
wARYlfrn 1•r•,rfy raafyn xrnmr•'w•rs un.r Ai:1tr Krrr:+ rLro nrrr;,lNa rvcluvrn Sft1•i1C aF:IERr\t•r i`.ivr nrnn rx9 r nL'ivrtl: trss.
Design void for we only with Mnek conneclors. This design if based only upon parameters shown and is for on indrvkruol building component.
Applicability of design poromenters and proper incorporation of component a responsibility of buidng designer • not truss designer. Srocing shown Julius Lee
is for lateral support of ndivrduol web members only. Addrevwl temporary bracing to insure stability dung construction is the resporsibaty of the 1 109 Coastal Boy Blvd.
erector Additional permonenl bracing of the overdl structureis the responsibility of the buildingdesigner Forgeneralgurdonce regarding Boynton. FL 33435
fabrication. qualitycontrol. storage delivery. erection and bocrng. consult ANSON) Quality Crilailo. DSS•S and SCSI) iulldfngComponent
Safety Inlormatlon available from Inns (late Institute. $83 D'Onotrla Dine. Madison, wl 53719.
JOD [
I,,--
SSSS yp y ly LEO NELSON SANFORD (RC)
LEO•NELSON ---_•••- COMMON----•-.--'._-_I--•--I_(_D ,
14235957
Job Relerence o lional _
BurNersFirslSource, Sanford. Florida. 32773 7 140 s DO 12009 MiTek Industries, Inc. Fri Feb 26 07.35:44 2010 Pope 1
9 --I-- ---.0 7-a f1-0-0 5.7.0 4.11.0 4.11.0 5.2.8
Scale a 1,37 7
4.5
3.4 i 30 = 3.4 = 3x4 = 4x5 =
3 e II
LOADING (psf)
TCLL 200
TCDL 70
BCLL 0.0
BCDL 10.0
SPACING 2.0-0
Plates Increase I.25
Lumber Increase 1.25
Rep Stress Incr YES
Code FBC2007/TPI2002
CSI
TC 0.26
SC 0.35
WB 0.18
Matrix)
DEFL in
Verl(LL) -0.05
Verl(TL) -0.15
Horz(TL) 0.03
Wind(LL) 0.07
loc) Udell Ud
2.9 >999 360
2-9 >999 240
6 n/a n/a
6.7 >999 240
PLATES GRIP
MT20 244/190
Weight 95lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 5.5.6 oc purlins.
SOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 8-D-0 oc bracing.
WEBS 2 X 4 SYP No.3 MiTek recommends that Stabilizers and required cross bracingWEDGEbeinstalledduringtrusserection, in accordance with Stabilizer
InstallationRight. 2 X 4 SYP No.3 fluide
REACTIONS (lb/size) 2=820/0.8-0, 6=743/0-3-8
Max Horz 2=102(LC 7)
Max Uplift2=-267(LC 7), 6=-193(LC 8)
FORCES (lb) -Max. CompJMax. Ten. . All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-1252/780, 3-4=-1105/781, 4-5=-1097/779, 5-6=-1226/775
BOT CHORD 2-9=-596/1050, 8-9=-307/720, 7-8=-307/720, 6.7=-589/1033
WEBS 4-7=-256/366, 5.7=-209/285, 4-9=-258/401, 3-9=-226/295
NOTES (6-8)
1) This truss has been checked for uniform roof live load only, except as noted.
2) Wind ASCE 7-05; 120mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf: h=25ft. Cat. II; Exp B: enclosed; MWFRS (low-rise) and C-C
Exterior(2) zone;C-C for members and forces b MWFRS for reactions shown: Lumber DOL=1.60 plate gnp DOL=1.60
3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads.
4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 2=267,
6) For special connections with reactions or uplifts less than 300 lbs. Use typical loe0nail connection (refer toBFS detail package)
7) Truss Design Engineer: Julius Lee. P E: Florida P.E. License No. 34869; Address: 1109 Costal Bay Blvd. Boynton Beach, FL 33435 \ J\'• '\GEN$ ' . `,(
8) This manufactured product is designed as an individual building component The suitability and use of this component for any particular
building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.
No 3 9
LOAD CASE(S) Standard -
W-I
STATE OF
i •' .FCORIOP'.•'
NA\-
ill\\\
February 26,201(
IVAANIFu • 1•ry yp de+lyrt pn.nmv '-8 RiaD tint ill erj THIS AND rl1T`L MED W,'s•A PFPFY,6Ir' ' P.UrL AW 7473 bEFORE ('$JT
Design void for we only with Welt connectors this design is based only upon parameters shown, and is la on individual building component. Julius LeeApplicabilityofdesignporomentersandproperincorporationofcomponentisresponsibilityofbuildingdesigner - not buss designer. Bracing shown
Isfor lateral support of indwrduol webmembersonly. Additional temporary brocing to insure stability during construction isthe responsibdlyof the 1109 Coastal Boy Blvd.
erector Additionol permanent brocing of the overoi structure is the responsibSty of the building designer. For general guidance regording Boynton. FL 33435
labrrcolprs quality control. storage. delivery. erection and bracing. consult ANSI/1711 Ouolily Cr6erlo. DS111•67 and SCSll Witting Component
Solent Infotmollen available from Truss Plate Institute. $83 D'Onofrio Drive. Mod'eon. M 53719.
N T2Ss — _._-- — — GABLETyp9 - AlO1y_—
PIY]
Job REfeO60Nc
SANFORD (RC)
14235958.(
opllDnal)_—
stsouice. Sanford. Florae, 32773 7.140 is Od 1 2009 MiTek Industries. Inc. Fri Feb 28 07'35 4S 2010 Pape 1
a_ao _._._._—_L269 _ - I-, —,•-----•--21 9_ ___. 22c00
1.0 0 10-6-0 10.6.0 1.0 0
Scale - 1,389
4x5
q
30 - 23 22 21 20 19 18 17 16 15 14 3x4
3,4 =
LOADING (psf)
TCLL 20.0
TCDL 7,0
8CLL 0.0
BCDL 10.0
SPACING 2-0.0
Plates Increase 1.25
Lumber Increase 1.25
Rep Stress Incr NO
Code FBC2007frP12002
CSI
TC 0.09
BC 0.04
WB 0.05
Matrix)
DEFL in
Vert(LL) 0.00
Verl(TL) 0.00
Horz(TL) 0.01
loc) Well Ud
12 n/r 120
13 n/r 90
12 n/a n/a
PLATES GRIP
MT20 2441190
Weight: 108 lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-" oc purlins
BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2 X 4 SYP No 3 MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Inslallalion uide
REACTIONS All bearings 21-0-0.
lb) - Max Horz 2=-95(LC 8)
Max Uplift All uplift 100 lb or less at joint(s) 2, 20, 21, 22, 23, 17, 16, 15, 14, 12
Max Grav All reactions 250 lb or less at joint(s) 2, 18, 20, 21. 22, 23, 17. 16, 15, 14, 12
FORCES (lb) - Max. Comp./Max. Ten -All forces 250 (lb) or less except when shown.
NOTES (10-12)
1) This truss has been checked foruniform roof live load only, except as noted.
2) Wind. ASCE 7-05: 120mph (3-second gust); TCDL=4.2psf; BCDL-3.Opsf, h=25ft: Cal. II; Exp B; enclosed; MWFRS (low-rise) and C-C
Exterior(2) zone;C-C for members and forces iL MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry
Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1-2002
4) All plates are 2x4 MT20 unless otherwise indicated.
5) Gable requires continuous bottom chord bearing
6) Gable studs spaced at 2.0.0 oc.
7) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads.
8) ' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2.0.0 wide will
fit between the bottom chord and any other members.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift a1joint(s) 2. 20, 21, 22. 23. 17. 1J5 S
10) For special connectionswith reactions or uplifts less than 300 lbs. Use typical IoeOnail connection (refer IOBFS detail package) , \GEN$F ' . `',(
11) Truss Design Engineer. Julius Lee, P E: Florida P.E. License No 34869: Address: 1109 Costal Bay Blvd. Boynton Beach, FL 33435
12) This manufactured product is designed as an individual building component. The suitability and use of this component for any
particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. NO 34
LOAD CASE(S) Standard
w _
1.0
STATE OF
Q'
i FLOR....
S;S O N AL ?••
February 26,2011
Nr4PA7SQ ON 7rf15 AND.I.M.I.IVED fd!TVX IMPEPEN09) rilur: AW 7471 011ONJ7 M-M. Design
void la use only with MiTekconnectors. This design is based only upon parameters shown and lot on indnKluol builcLng component Julius Lee Appicabi+ty of design poromenters and proper incorporation of component is responsibility of building designer . not truss designer lisocing shown 1109 Cooslol Bo Blvd oforlateralsupportofindividualwebmemberonlyAdditionaltemporarybracingtoinsurestabilityduringcomeuctanistheresponsibilityoftheYerects
Additional permonent bracing at the weroll structure is the responslbatyof the bviding designer. For general guidonce regordng Boynton, FL 33435 lobicolan quality
control sloroge. delivery. erection and bocing. consult ANSON) Ovolity Criteria, D$i-89 and IICSII wilding Compenenl Sotety Informollen
wa'bbte from buss Plate Inshfuto. 583 O'Cnotrro Drive. Modeon, col W 19
14235959
SPECIAL
7 1403Dd 12009MTek Industries, Inc Fri Feb 26 07 35 46
rl.u.1 4-4-A-----1--_za _ l lio.._.. i 19.0_--
1.0.0 4.4.4 3.9.12 5.9.0 5.9.0 1.0.0
4a6 = Scale = 149 2
litl2s An 12d "oc
pie duS
4N
LOADING (pst)
TCLL 200
TCDL 7.0
BCLL 0.0
BCDL 10.0
SPACING 2-0-0
Plates Increase 1.25
Lumber Increase 1.25
Rep Stress Ina YES
Code FBC20D7rrPI2002
CSI
TC 0.32
BC 0.28
WB 0.11
Matrix)
DEFL in
Vert(LL) -0 02
Vert(TL) -0.05
Horz(TL) 0.05
Wind(LL) 001
loc) Well Ud
9-10 >999 360
9-10 >999 240
13 n/a n1a
9 >999 240
PLATES GRIP
MT20 244/190
Weight: I I I lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except
BOT CHORD 2 X 4 SYP No.2 'Except' end verticals.
B2: 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except,
WEBS 2 X 4 SYP No 3 *Except* 6-" oc bracing: 10-11.
W6. 2 X 4 SYP No.2 MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with StabilizerI
REACTIONS (lb/size) 2=344/0-8-0, 11=732/0-84). 13=478/0-3-8
Installation guide -
Max Horz 11-218(LC 7)
Max Uplift2=405(LC 7), 11=-261(LC 7), 13=470(LC 8)
FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-327/104, 4-5=-477/JO7, 5-6=471/302, 8-13=478/365, 6-8=436r384
BOT CHORD 10-11=.545/383. 4-10=490/407
WEBS 3.11=-296/248, 4-9--109/337. 6-9=-108/308
NOTES (7-9)
1) This truss has been checked for uniform roof live load only, except as noted
2) Wind. ASCE 7-05, 120mph (3-second gust), TCDL=4.2ps1: BCDL=3.0psf, h=2511, Cal. If: Exp B: enclosed: MWFRS (low-rise) and C-C
Exterior(2) zone:C-C for members and forces d MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads.
4) ' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
5) Bearing at joint(s) 13considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity capacity \` \. \ S
of bearing surface. \ V
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except (j1=1b) 2=105. J, • \ \CENSF ' .
11=261,13=170. \ i
7) For special connections with reactions or uplifts less than 300 Ibs Use typical toe0nail connection (refer IoBFS detail package) * ,
8) Truss Design Engineer: Julius Lee. P.E: Florida P.E. License No. 34869: Address. 1109 Costal Bay Blvd. Boynton Beach, FL 33435 _ NO 34
9) This manufactured product is designed as an individual building component. The suitability and use of this component for any particular —
building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.
ll1 =
LOAD CASE(S) Standard
STATE OF
FCORIDP'.•'• t
NN-
rrl(1f1I\
February 26,201(
WAA41Rfi t'191h! do Hyn 1rrom.•Zt•re uM A:aD ICvT::?• SLY +HIS A.YD r7R•LfIGl'D 6rlTs' :IF b'AC?fl.0 s`drii. NR•747:{ ECJ OrfF GS+
Design valid for use oNy with Welt connectors. This design a based at* upon parameters shown and is for onindividual bulding component Julius LeeApplicabilityofdesignporomentenandproper •sicorporononof component is responsibl4y of building designer . not truss designer. Bracing shown 1109 Coastal Boy Bidisforloterolsupportofindividualwebmembersonly. Additional lemporory brochg to insure stabilityduring conslrucliona theresponsibilityat the
erector. Additional Permanent brocing at the overall slrucive is the responIbliity, of the building designer. For general guidance regordng Boynton. FL 33435
fabrication civonly control storage delivery. erection and bracing consult ANSI/I I) Quality Criletle. D$9.117 and 9CSI1 funding Component
Solely Information avoiloble from Inns Plate Wtitvte. 583 VOnafrio Drive. Mod son. W153719
Job - - Nss Truss Type - TOtyPly LEO NELSON SANFORD (RC) LEO-
NELSON Tt4 GABLE IIII t 94235960
I- _
JoD Retererxx Lplionall_- _ BuiMers
FirslSowce. Sanford. Florida, 32773 7,140 s DO 12009 Mrfek Industries, Inc. Fn Feb 26 07 35 46 2010 Page t I:
L-241--•---- - -- •---- 13-11•Q---.--------I--•- -- -_B 1 1-0.0 13.11.0 5-9-0 1.0.0 3x4 =
to [[ n 4.
5 = Slate is 1 46 2 600
f12 20
19 Is 17 16 is 14 5.
6 = i
ae.e 1 Plate
LOADING (
psf) SPACING 2-0-0 CSI DEFL in loc) Well Ud PLATES GRIP TCLL
20.0 Plates Increase 1.25 TC 0.43 Vert(LL) 0.08 22 999 360 MT20 244/190 TCDL
7.0 Lumber Increase 1.25 BC 0.44 Vert(TL) 0 20 22 462 240 BCLL
0.0 Rep Stress Inor NO WB 0.10 Horz(TL) 0.00 2 n/a n/a BCDL
10.0 Code FBC2007/TP12002 Matrix) Wind(LL) 0.17 22 534 240 Weight 126 lb LUMBER
BRACING TOP
CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins, except BOT
CHORD 2 X 4 SYP No.2 end verticals. WEBS
2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. OTHERS
2 X 4 SYP No.3 MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer Installation
fide. REACTIONS
All bearings 12-2-0 except (jl=length) 2=0-8-0. Ib) -
Max Harz 20=218(LC 7) Max
Uplift All uplift 100 lb or less at joints) 2, 18, 16. 15 except 14=114(LC 8), 19=144(LC 1), 20=-287(LC 7) Max
Grav All reactions 250 lb or less at joint(s) 14, 17, 18, 19, 16, 15 except 2=310(LC 1), 20=633(LC 1) FORCES (
lb) - Max. CompJMax. Ten - All forces 250 (lb) or less except when shown BOT
CHORD 2-23=01258. 22-23=0/256, 21-22=0/258, 20-21=0/258 WEBS
6.20=-334/327 NOTES (
9-11) 1)
This truss has been checked for uniform roof live load only, except as noted. 2)
Wind: ASCE 7-05; 120mph (3-second gust); TCDL=4 2psf; BCDL-3.Opsf; h=25ft: Cat II, Exp B: enclosed. MWFRS (low-rise) and C-C Exlerior(
2) zone;C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1 60 plate grip DOL=1.60 3)
Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable
End Details as applicable, or consult qualified building designer as per ANSIrrPI 1-2002. 4)
All plates are 2x4 MT20 unless otherwise indicated. 5)
2-0-0 Gablestudsspacedatoc. 6)
This truss has been designed for a 10 0 psf bottom chord live load nonconcurrenl with any other live loads 1J 5 S • fC 'i 7) ' This truss has been designed for a live load of 20.Opsfonthe bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ; _ .. • • • • • . , fit
between the bottom chord and any other members -' \CEN$F J1 \ 8)
Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 18, 16. 15 except \ 14=
114, 19=144, 20=287. 0I=1b) 9)
For special connections with reactions or uplifts less than 300 lbs. Use typical IoeOnail connection (refer toBFS detail package) No 3 9 10)
Truss Design Engineer. Julius Lee. P.E. Florida P.E. License No. 34869: Address: 1109 Costal Bay Blvd Boynton Beach, FL 33435_ - 11)
This manufactured is designed individual building The this for productasancomponent. suitability and use of component any particular
building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. LU O
LOADCASES) StandardSTATE OF i •'•.FCORIOP.•'•
1 February 26,
2011 WAR41Nrr Sr-
rrlss d-19ri ind AI;AD ROTES W TNIA AND /A'SLUIM0 Mr I'M r7A f t REWBP.illi' AIII 74 73 DIU ORF. tt58 Design valid
la use only withIvinelt connectors This design Is based only upon pdrometers shown, and a fa on indwiduol building component. Julius Lee Applicability ofdesignpotomentersandproperincapaotionofcomponentaresponsibililyofbuildingdesigner - not truss designer. Bracingshown is for
lateral support of Indwiduot web members only. Additional temporary bracing to insure stability during construe lion is the responsibility of the 1109 Coastal Boy Blvd erector Additional
permanent bracing of the overall structure is the responsibility of the buildingdesigner. Fa general guidance regarding Boynton, FL 33435 fabrication, quality
control, storage. delivery. erection and bracing, consult ANSI/11iIl Ouo16y Collette. DSI.69 and SCSII Building Component Solety information
ovotlable from Truss Plate Institute. S63 O'Onolno Drive. Madison. WI 53719.
JOb
l-------
Truss tuns type O y Ply LEO NELSON SANFORD (RC)
14235961
e LEO-NELSON Tt5 WBLE I..•---.J-- Jpb Reference O UOnal
Builders FirsiSource. SenIerd. Florda. 32773 7 14o s Od 1 2o0aMTek Industries. Inc Fn Feb 2607 35 47 2010 Page 1
1-0-0 4.5.0 4.5-0 /-0-0
Scale o 1:204
4x5
214 = 2.4 1I
V
20 11 20 11 20 =
anR.1
0.0 i
LOADING (psf) SPACING 2-0-0 CS) DEFL in loc) VdeO Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.09 Vert(LL) 0.00 6 n/r 120 MT20 244/190
TCDL 7.0 Lumber Increase 1 25 SC 0.05 Vert(TL) 0.00 6 n/r 90
BCLL 0.0 Rep Stress Incr NO W8 0.05 Horz(TL) 0.00 6 n/a n/a
BCDL 10.0 Code FBC2007frP12002 Matrix) Weight. 37111
LUMBER
TOP CHORD 2 X 4 SYP N0.2
BOT CHORD 2 X 4 SYP N0 2
OTHERS 2 X 4 SYP No.3
REACTIONS All bearings 8-10-0.
Ib) - Max Horz 2=52(LC 8)
Max Uplift All uplift 100 lb or less at joint(s) 2, 6, 10, 8
Max Grav All reactions 250 lb or less atjoints) 2, S. 9, 10. 8
FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
BRACING
TOP CHORD Structuralwood sheathing directly applied or 6.0-0 oc purfins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide
NOTES (9-11)
1) This truss has been checked for uniform roof live load only, except as noted.
2) Wind: ASCE 7-05; 120mph (3-second gust); TCDL=4 2psf: BCDL=3.Ops1; h=2511; Cat. If: Exp 8; enclosed; MWFRS (low-rise) and C-C
Exterior(2) zone:C-C for members and forces d MWFRS for reactions shown; Lumber DOL=1.60 plate gnp DOL=1.60
3) Truss designed forwind loads in the plane of the truss only For studs exposed to wind (normal to the face), see Standard Industry
Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1-20D2.
4) Gable requires continuous bottom chord bearing.
5) Gable studs spaced at 2-0-0 oc.
6) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads.
7) • This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
8) Provide mechanical connection (by others) o1 truss to bearing plate capable of withstanding 100 Ib uplift at joinl(s) 2, 6, 10, 8.
9) For special connections with reactions or uplifts less than 300 Ibs. Use typical toeOnail connection (refer IoBFS detail package) \ vs S • K // 10) Truss Design Engineer: Julius Lee. P.E' Florida P E. License No. 34869; Address: 1109 Costal Bay Blvd. Boynton Beach, FL 33435 -- \\ , . • ,(
11) This manufactured product is designed as an individual building component. The suitability and use of this component for any 1, • V\GEN$F
particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.
LOAD CASE(S) Standard No3 9
0
W —
STATE OF
FCOR1Vf"--'•
SIpNAL ?.•
111110
February 26,2011
tvARvrfrn 1 r•n:U Atefyr. rr .neu:v+e •.rl -VS TI A AND INCLi1DED UITEK RLFFdCN!'f; ,Aar 641$ 10 3 RiXORE
Design void for use a* with Weir connectors Ihrs design is based only upon parameters shown and is la on mdwiduot building component. Julius LeeApplicabilityofdesignporomeniersandproperincorporationofcomponentisresponsibilityofbuildingdesigner • nol truu designer. Bracing shown slislabteralsupportofrndividbvolwebmembersonlyAddllionoltemporaryoc'npto insute stobdrty dvctro uring constrnathe responsrbraty of the Blvd. Boynton, 1109
Coastal
Boy Boy erectorAddilionol
permanent bracing of the overall souctwe is the responsibility of the bu0p designer. For general guidonce regarding FL 33435 lobricotbn, quality
control. storage. delivery. erection and bracing. consult ANSI/1 II Ouollty Criteria, DSB•B9 and BCSII Bvllding Cempenenl Solety, Information
available from Inns Plate institute S83 VOnofrio Drive. Madam. W153719.
Symbols Numbering System A General Safety Notes
PLATE LOCATION AND ORIENTATION
Failure to Follow Could Cause PropertyCenterplateonjointunlessx, y
l offsets are indicated.
t Dimensions are in ft-in-sixteenths.
1 6-4-8 dimensions shown in 11-in-sixteenths
fDrowings not to scale)
Damage or Personal Injury
Apply plates to both sides Of truss 1. Additional stability bracing for truss system, a g.
and fully embed teeth. diagonal or x-bracing, is always required. See BCSII
0-1/2. Truss bracing must be designed by an engineer. For
truss lateral braces themselves1Gj23widespacing, Individual
T
TOP CHORDS
C1•Y C2.3
may require bracing, or alternative T. I, or Eliminator
bracing should be considered.
ca, 4 3 Never exceed the design loading shown and never
stock materials on inadequately braced trusses
O • ;; or
OXZ1 4. Provide copies of this truss design to the building
For 4 x 2 orientation, locate y designer, erection supervisor, property owner and
plates 0-'Ae from Outside a ' u U all other interested parties
edge of truss. 0 O S. Cut members to bear lightly against each otherc ce csa r
I BOTTOM CHORDS 6 Place plates on each face of truss of each
I This symbol indicates the 8 7 6 5 joint and embed fully. Knots and wone at joint
required direction of slots in i locations areregulated by ANSI/TPI I.
connector plates. 7. Design assumes trusses vnll be suitably protected from
the environment in accord with ANSI/TPI I.
Plate location details available In MITek 20/20
software or upon request. 8. Unless otherwise noted. moisture content of lumber
JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication.
AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO
PLATE SIZE THE LEFT. 9. Unless expressly noted. this design is not applicable for
use with fire retardant, preservative treated, or green lumber
The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT
NUMBERS/LETTERS 10. Comber is a non-structural consideration and is the
width measured perpendicular44 responsibility of truss fabricator. General practice is tox10slots. Second dimension is camber for dead load deflection.
the length parallel to slots. I 11. Plate type, size, orientation and location dimensions
PRODUCT CODE APPROVALS indicated ore minimum ploting requirements. ILATERALBRACINGLOCATION
ICC-ES Reports: species and size, and12. Lumber used shall be of the sp
inall respects, equal to or better than that specified
Indicated
by symbol shown and/or ESR-1311. ESR-1352, ER-5243, 9604B, by
text in the bracing section of the 9730. 95-43, 96-31, 9667A 13 Top chords must be sheofhed or purtins provided of output.
Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if
indicated. 95110, 84-32, 96-67, ER-3907, 9432A 14.
Bottom chords require lateral bracing of 10 fl. spacing. BEARING
or Jess, if no ceiling is installed, unless otherwise noted. Indicates
location where bearings supports)
occur. Icons vory but 2006 MiTek() All Rights Reserved 15.
Connections not shown are the responsibility of others 16.
Do not cut or alter truss member or plote without prior approval
of on engineer. reaction
section indicates joint number
where bearings OCCuf. 17. Install and load vertically unless indicated otherwise. 18.
Use of green or treated lumber may pose unacceptable Julius
Lee environmental. health or performance risks Consult with Industry
Standards: ANSI/
TPI I : National Design Specification for Metal- 1 109 Coastal Bay Blvd project
engineer before use. 19.
Review this design g bock, words portionsres) PlateConnectedWoodTrussConstruction. and picttuo beforea use. Reviewiwinng ppictures aloneDSB-89
Design Standard for Bracing. Boynton, FL 33435 I is not sufficient. BCS11: Building
Component Safety Information, 20, Design assumes manufacture in accordance with Guide to
Good Practice for Handling, I ANSIAPI 1 Ouafity Criteria. Installing & Bracing
of Metal Plate Connected Wood
Trusses. j
FORM i't00A-08
FLORIDA ENERGY EFFICIE C D UILDING CONSTRUCTION
Florida Department of Community Affairs Residential Performance Method A
Protect Name: LEO Buster Name: LEO NELSON
Street: 240 1 IROQUOIS IT # _-Jfg3 Pon",OF=: SANFORD State,
ZJp: SANFORD , FL , e_--. --mbur REVISIONCity. Owner: LEO NELSON 3/ /a' Jurisdidion:
Design
Location: FL. Sanford I.
New construction or existing Now (From Pons) 8. Wall Types Insulation Amp 2.
Single family or multiple family Single-tomiy o. Concrete Block • Ird foul Exterior R=5.0 1500.01) Q' b.
Frome - Wood, EOAA*r R=13.0 1W.00 as 3.
Number of units, 0 multipto family 1 c WA R= its 4.
Number of Bodrooms 3 0. WA R= K 5.
Is this a worst cote? No 10, Ceiling Types Insulation Aron S.
Conditioned fbor ores (111) 1765 a Under Attic (Vented) R=30 0 1786.00 fe b.
WA Rn IF 7.
Windows Description Area c. WA Re n' e.
U-Facto Dbl. U455 75111 SHGC:
SHGCcQ 50 11. Duds b.
U•Factor• S91, U 0.55 8933le a. Sup: Attic Rai: Attic AH: Interior Sup Rs 6. 367.2 ft' SHGC:
SHGCL,0.60 12. Cooing systems c.
U-Factor: WA M a Centel Unit Csp: 38.0 k9lulhr SNGC:
SEft is d
11-Factor: WA R' 13 Heshne systems SHM: s. Electric Hold Pump Lap 'A.0 "Ihr U-
Factor. N/A fit HSPF: 7 7 SHGC:
11.
Hal water systems 8.
Floor Types Insulation Area a. Electric Cap: S0 ons a.
Stab -On -Grade Edge Insulation R+0.01786.00 R EF:0.92' 0.9Z b
WA R= fe b Conservation features C
WA R fig None 15.
Crodds None Total
As -Built Modified Loads: 36.15 Glass/
Floof Area: 0.106 PAISS TotalBaselineLoads: 42.60 I
hereby certify that the plans end specifications covered by Review of the plans and THE 5tt this
calculation are in compliance with the Florida Energy specifications covered by this w,Q Code.
f ' calculation indicates compliance4,1 withtheFloridaEnergyCode. x ... : ` PREPARED
BY' Before construction is completed 0
41.-.
DATE: -,
4 ,. t,,• this building will be inspected for t V c j• a compliance
with Section 553.900 i ++• x ;. I
hereby certify that this building. as designed, Is in compliance Florida Statutes. COp•
WEI withtheFloridaEnergyCode, OWNER/
AGENT: x
BUILDING OFFICIAL: DATE:
DATE: FnvfoCx
11RA - FrgQ17MAVPans 1nr !4
e
1877= s City
of Sanford Planning
and Development Services Engineering —
Floodplain Management Flood
Zone Determination Request Form Name:
A1607 Firm: Address:
0 A00a Agdo City: State:
r li Zip Code: Phone: Fax:
Email: Property Address:
Z(ool .Z #T0 Q k /S A V 5 Property Owner: kew
AoV soh Parcel identification Number: •
20'3c) • 60,<Z-AcI010 • OZ 6Q Phone Number: 4V07.
718 ' W fO Email: The reason for
the flood plain determination is: Ln New structure
Existing Structure (pre-2007 FIRM adoption) Expansion/Addition Existing
Structure (post 2007 FIRM adoption) Pre 2007 FIRM
adoption = finished floor elevation 12" above BFE Post 2007 FIRM
adoption = finished floor elevation 24" above BFE (Ordinance 4076) OFF CI L
USE O Y Flood Zone: Base
Flood Elevation: N A Datum: ^11A FIRM Panel Number:
Ov F Map Date: 9. 26 • d % 1.1 IVThereferencedFlood
Insurance Rate Map indicates the following: The parcel is
in the: floodplain floodway A portion of
the parcel is in the: floodplain floodway The parcel is
not in the: [ 1roodplain floodway The structure is
in the: floodplain floodway UKThe structure is
not in the: []4roodplain floodway If the subject
property is determined to be flood zone W, the best available information used to determine the base
flood elevation is, Reviewed by: K
p,*.*4,"ate: /O • Q T:\Engr-Files\
Elevation Certificate\Flood Zone Determination Request Form.doc
Seminole County Property Appraiser Get Information by Parcel Number Page 1 of 1
PAiWFJ.OR'TA11. u 16y?•
DAvmJOHNSON. CFA, ABA 20 1
PROPERTYv0°
4
a 2 u
a
APPLMMER g IIII , 1z,
LSEMINOLECOUNTYF QJ a
l
4 of ar
as
1r
12
9ANFORIL FL32771•1460
4o7•eas 7 t - 24 G
lI
s rr e
VALUE SUMMARY
VALUES 2010 2009
GENERAL Workino Certified
Value Method Cost/Market Cost/MarketParcelId: 01-20-30-504-1800-0260
Number of Buildings 0 0Owner: NELSON LEO C JR
Depreciated Bldg Value 0 0MailingAddress: 951 CROSS CUT WAY
Depreciated EXFT Value 0 0City,State,DpCode: LONGWOOD FL 32750
Land Value (Market) 20,412 34.020PropertyAddress: IROQUOIS AVE SANFORD 32773
Land Value Ag 0 0SubdivisionName: DREAMWOLD
Just/Market Value 20,412 34.020TaxDistrict: SISANFORD
Exemptions: Portablity AdJ 0 0
Dor: 00-VACANT RESIDENTIAL Save Our Homes AdJ 0 0
Assessed Value (SOH) 20.412 34,020
Tax EAUmator
2010 TAXABLE VALUE WORKING ESTIMATE
Taxing Authority Assessment Value Exempt Values Taxable Value
County General Fund 20,412 0 20,412
Schools 20,412 0 20,412
City Sanford 20,412 0 20,412
SJWM(Saint Johns Water Management) 20.412 0 20,412
County Bonds 20,412 0 20,412
The taxable values and taxes are calculated using the current years working values and the prior years approved millage rates.
SALES
Deed Date Book Page Amount Vac/imp Qualified 2009 VALUE SUMMARY
WARRANTY DEED 12/2009 07303 1285 $24,000 Vacant Yes
WARRANTY DEED 06/1995 02928 QW $11,900 Vacant Yes 2009 Tax Bill Amount: 664
QUITCLAIM DEED 0211988 01931 099226 $100 Vacant No
2009 Certified Taxable Value and Taxes
DOES NOT INCLUDE NON -AD VALOREM ASSESSMENTS
WARRANTY DEED 01/1976 01079 1899 $5,600 Vacant Yes
Find Comparable Sales within this Subdivision
LAND LEGAL DESCRIPTION
Land Assess Method Frontage Depth Land Units Unit Price Land Value PLATS: Pick... FRONT FOOT & DEPTH 60 130 .000 180.00 $10,260
FRONT FOOT & DEPTH 60 128 .000 180.00 $10,152 LOT 26 BLK 18 DREAMWOLD PB 3 PG 90
OTE: Assessed values shown are NOT certified values and there/ore are subject to change be/ore being finalized for ad valorem tax purposes.
Ifyourecently purchased a homesteaded property your next ear's property tax will be based on Just/Market value. http://
www.scpafl.org/web/re_web.seminole county_title?PARCEL=01203050418000260... 3/30/2010
Plan Review Comment Letter Page 1 of 2
City of Sanford
Building Division
300 N. Park Ave
Sanford, Florida 32771
Phone: 407.688.5150
Fax: 407.688.5152
PLAN REVIEW COMMENT
Date: March 26, 2010
Contact Person: Leo Nelson
Contact Phone Number: 407-260-1660 Contact Fax Number: 407-268-0505
Contact E-mail Address: lnelsonl8@cflrr.com
Permit Application Number: 10-983
Project Description: New SFR
Job Address: 2601 Iroquois Ave.
The following is a list of the areas of the submitted plans that contained deficiencies in the required
information. The deficiencies noted must be addressed before the construction documents and Permit
Application can be processed. Changes to construction documents shall be submitted on the same size
format as the original submittal. Changes to construction documents that require a Florida Licensed
Design Professional's seal and signature must be submitted with the appropriate seal and signature.
ARCHITECTURAL
A-1 The address on the plans is incorrect, please clarify
A-2 Provide two (2) site specific site plans for the project that indicates lot lines with building set
backs.
A-3 Provide proposed slab elevation above the benchmark and location ofthe bench mark.
A-4 Provide three (3) sets of Electrical Energy Efficiency, as required in Chapter 11 of the current
Florida Residential Building Code, and that contains both the preparer and owner / agent names
and signatures.
STRUCTURAL
S-1 Provide two (2) sets of Florida Product Approval documentation (pursuant to Rule 9B-72.070,
F.A.C.) and two (2) sets of Manufacturer's Installation Instructions for all: exterior swinging doors,
exterior sliding doors, windows, garage door, siding, soffits, roofing products, engineered roof
truss plans and truss layout plan and truss connector and other anchor schedule by location to be
used on this site specific project.
Any error or omission in this construction document review shall not be construed to grant approval of
any violation of any of the adopted codes or municipal ordinances of this jurisdiction.
Please direct any questions you may have to Richard Denman at (407) 688-5150. You may also contact
me by e-mail at "richard.denmanQsanfordfl.gov ".
3/26/2010
Plan Review Comment Letter Page 2 of 2
Respectively,
JeWcAmd a Own,=
Building Inspector / Plans Examiner
3/26/2010
w 1
RECEIVED
D ) MAR 1 0 2010 CITY OF SANFORD
k` /[ BUILDING & FIRE PREVENTION
1 }
PERMIT APPLICATION
A v
Application No: 1 " r C , Documented Construction Value: S .3 000
n-6 01
Job Address: a-- r0aue) 1 S Ave_ FL Historic District: Yes No
Parcel ID: ZO'30 -SO - I WD- 2-(; 0 Zoning:
Description of Work: ` (,w r0C. c o2
Plan Review Contact Person: Title:
Phone: Fax: E-mail:
Property Owner Information
Name t f_:> So,n
Street: 9S co W City,
State Zip: ,y j + 3 Z-750 Phone: !
ADD i ( Resident
of property? : Contractor
Information Name-
1''-t ^ ''ti 4 C Phone: Street:
City,
State Zip: Tl' Y IL Fax:
State
License— N — Architect/
Engineer Information Name:
L- Phone: -07 Street:
City,
St, Zip: Bonding
Company: Address:
Fax: -
2- x'o S 5-2 7 E-
mail: cA 6S,,'e4e f e !'-Rri- L, k' Al e Mortgage
Lender: N / A Address:
PERMIT
INFORMATION Building
Permit // . / / Square
Footage: 2 3 P Construction Type: NQ,'j C-'J No. of Stories: r No.
of Dwelling Units: Electrical
New
Service - No. of AMPS: Flood
Zone: t1l 4 Mechanical (
Duct layout required for new systems) 0 ,,
IV . to Plumbing
New
Construction - No. of Fixtures: Fire
Sprinkler/Alarm No. of heads: )v
COMPLIANCE AND TAX PRORATION AGREEMENT
DATE: 12/10/09 RE: FILE #: 09-OL-0063-FA
SELLERS: Charles E Mills
BUYERS: Leo C. Nelson Jr
LEGAL DESCRIPTION: Lot 26 and 27, Block 18, DREAMWOLD, Book 3, Page 90-91, Seminole County,
Florida
CLOSING AGENT: Integrity Title & Guaranty Agency, LLC
We, the undersigned Seller(s) and Buyers(s) of the above captioned property, hereby acknowledge that
the following are conditions regarding the transfer of the above captioned property:
That all contingencies set forth in the Contract of Sale have been complied with:
2. That the proration of taxes as shown by the closing statement on this date has been made on the basis of.
x_ Taxes for the year 2009 based on $663.71, and assuming the same exemptions to be allowable
for the current year; or
An estimate of current year's tax, based on the latest information with regard to current millage,
assessed valuation and exemption allowed, $663.71, estimate for the year 2009.
No tax proration has been made.
3. That it is understood by the Buyer(s) and Seller(s) with respect to tax proration, that the following shall
apply:
x_Both parties have accepted such proration as a final determination of liability for taxes between
the parties; or;
When current year's tax bills are available, the parties will make such further adjustments as
might be necessary. This adjustment will be made directly between the parties and not through
Integrity Title & Guaranty Agency, LLC
4. That all utility bills (unrecorded assessments and association dues, if applicable), including but not
limited to water, sewer, gas, garbage and electric are the responsibility of the parties involved in this
transaction and not that of the closing agent. All matters in regards to utility bills (unrecorded
assessments and association dues will be handled outside of closing even if such matters appear on the
closing statement.
5. That each party will fully cooperate to adjust for clerical errors on any or all closing documentation, if
necessary.
6. Seller(s) acknowledges that the payoff statements received by Integrity Title & Guaranty Agency, LLC
from current mortgagees may be subject to said mortgagee's final audit after receipt of the payoff funds
resulting in a demand by said mortgagees for additional funds. Seller(s), upon request, agree to forward
said funds forthwith.
7. This shall confirm the undersigned's consent, as per Rule 4-21.010(3) of the Florida Administrative
Code, to the placement of the settlement funds for the above referenced transaction into an interest
bearing escrow account in the name of Integrity Title & Guaranty Agency, LLC and to further confirm
that the interest earned on such account will be the property of Integrity Title & Guaranty Agency, LLC.
Charles E Mills
1
Seller Leo C. Nelson Jr Buyer
Compliance and Real Estate Tax Proration Agreement
Closers' Choice
tN1S INSTR11YIENT PREP RED Bifi Illlllllllllllllllllllllllllllllllllllullllllllillilllillll
Permit No. 6AME—_--------•- hMRYANNE MORSE CLERK OF CIRCUIT COURT
Tax Folio No. j_`>jCv -i, `- ' Air4R _.._..,. S OLE COUNTY
NOTICE OF COMMENCEMENT__....._. R,04
Pg 1060
CLE36573
State of Florida RECORDED 04/01/2010 08a55a15 AN
County of Seminole RECORDING FEES 10.00
fhe undersigned hereby gives notice that improvement RECORDED BY T Selth
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.
1. Description of property: (legal description of the prop and street address if available)
2. General description of improvement: eor) V 1- .y
vq'13. Owner information: Name: ' .z
LA Address: aC' b.
Interest in property: OW e R- c.
Name and address of fee simple titleholder (if other than Owner): Name: _jg5aeL Address: S. - _ -
4. Contractor
Name: "C, .k j>t _ Phone numbe- 61 • (, S'G- ti7 c. Address: ` Sj ' i'`% C t -, ( h ge— 5 t ZC> `i 5. Surety
Name i./A Address: , S:
F ClRCU1T GO T b. Amount ---.
v --I
6. Lender:
T Address: b.
Lender'
s phone number: N I L9 ,, Ta. Persons
within the State of Florida designated by Owner upon whom notices or other documents mgAWseR: ed aPlo provided by
Section 713.13(l)(a)7., Florida Statutes: Name: Address: 8.
a.
In addition to himself or herself, Owner designates of to receive a copy of the Lienor's
Notice as provided in Section 713.13(1)(b), Florida Statutes. b. Phone
number of person or entity designated by owner: 9. Expiration
date of notice of cotntnencement (the expiration date is I year from the date of recording unless a different date is
specified) WARNING TO
OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF
COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART 1, SECTION 713.
13, FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMF.NI'S TO YOUR
PROPERTY. A NOTICE OF. COMMENCEMENT MUST BE RECORDED AND POSTED ON TIME JOB SITE BEFORE
THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDE&OR
AN ATTORNE UEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF u---.-___- Signature
of
Owner or Owner's Authorized Officer/Direct/Pa er/Manager Signatory's Title/Oflic N ` Q
1_,0 LeotlSOir1The foregoinginstrumentwasacknowledgedbeforemethis , day of t7 , , by (, as (type of authority, ... e.
g. officer, trustee, attorney in fact) for (name of party on behalf of whom instrument was executed) . SEAL) Signature
of
Notary Public Personally Known
1 P(4 roducedIdentifiras' t"f!. L Type of Identification Produced rL 0L Verificatio,q
pursuantto Section 92.525, Florida Statutes: Under penalties of perjury, Ideclare that I have read the foregoing and that the fac1-2tteq ini t6 t e st of my ledgeand belief. re Signatureof
Natural Person Signing Above p` ''y y KATHERINE UTANNE Notary Public .
State of Floft Rev. date3/2008 'sy o.•
My Commission Expires Mar 19, 2011 fq; Commission
0 DD 652233