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may.
. { _ St. Lucie County Building and Zoning
" 2300 Virginia Avenue
Ft. Pierce, FL 34982-5652� �b
SCANNED772-462-1553
BY
St. Lucie County
APPLICATION for BUILDING PERMIT
CERTIFICATE of CAPACITY/ZONING COMPLIANCE
PROJECT INFORMATION
1. LOCATION/SITE ADDRESS:
2. PROJECT NAME: Span
o u n i s h Lakes i l a gTTge
1 PLAN NAME:
3. PROPERTYTAXID#: aQ -1 l �-0001-000L5'
4. LEGAL DES CRIPTION (attach extra sheets if necessary): East of section 1 t o wn s h i p
34s Range 39E, lying N&W of Turnpike Feeder Road
5. PLAT BOOK 6. PAGE NO. 7. BLOCK NO. 8. LOT NO.
9. PARCEL SIZE (ACRES/SQ FT.): LOT DIMENSIONS:
10. COMPLETE DESCRIPTION OF CONSTRUCTION PROJECT OR WORK ACTIVITY:
11. SETBACKS (ACTUAL) FRONV ' BACK: 'S� RIGHT SIDE: ,k\ . LEFT SIDE:.
12. TYPE OF CONSTRUCTION (Check all appropriate boxes)
[g] NEW CONSTRUCTION [ ] EXPANSION/ADDITION [ I INTERIOR RENOVATION
(g] RESIDENTIAL [ ] COMMERCIAL (] INDUSTRIAL
[ ] OTHER (SPECIFY)
DESCRIPTION OF PROPOSED USE:
Same
SQ. FT OF CONSTRUCTION: _ 006, 1 15. SF. FT Ist FLOOR:
VALUE OF CONSTRUCTION:" $ 51 , 000.00
The value of construction is used to determine the amount of permit fees to be assessed. St. Lucie County reserves the right to question and/or modify the indicated
value of construction if it is demonstrated that the submitted figures are not consistent with similar types of construction activities. If the value is $2500 or more, a
RECORDED Notice of Commencement must be submitted with this application.
SLCCDV Form No.: 001-02
/LL vflCve ►"�S,J71 -3'yy
CERTIFICATION:
OWNER INFORMATION
NAME: W nne Buil!ding Cor o
ADDRESS: 8000 S . US!, 402
CITY: Port . S t Lucie STATE: FL_ ZIP: 34952
PHONE (DAYTIME): 17 7 2) s; 7 R 5 513 Email:
IF THE FEE SIMPLE TITLEHOLDER (PROPERTY OWNER) IS DIFFERENT FROM THE OWNER LISTED ABOVE, PLEASE
FILL IN NAME AND ADDRESS BELOW.
FEE SIMPLE TITLEHOLDER:
ADDRESS:
CITY: STATE:
PHONE (DAYTIME):
CONTRACTOR INFORMATION
ZIP:
St. of FL REG.CERT #: C G C 6 3 5 99 ST. LUCIE COUNTY CERT #: 0 8 8 9 8
BUSINESS NAME: Wynne Development Corporation
QUALIFIERS NAME: Matthew L .1 e Wynne
..___ . 1 —; 4-- nne -
ADDRESS:
CITY: Port St. Lucie STATE: FL
PHONE (DAYTIME): (7 7 2) 8 7 8— 5 513 FAX N0. 7 7 2— 8 7 8— 7 6 5 6 Email:
ARCHIT/ENGINEER: Braden & Braden
n l '7 Tvo
ADDRESS:
CITY: Stuart STATE:
PHONE (DAYTIME): L 2 8 7— 8 2 5 8
BONDING COMPANY:
ADDRESS:
CITY: STATE:
MORTGAGE LENDER:
ADDRESS:
CITY
STATE:
FL
ZIP: 34996
ZIP:
IMPORTANT NOTICE: When a permit is issued and it is not picked up within 60 daVs after notification
it will be voided and returned to you by mail.
This application is hereby made to obtain a permit to do the work and installations as indicated, and to obtain a certificate of capacity,
if applicable, for the permitted work. 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 the standards of all laws regulating construction in this jurisdiction. I understand that separate permits
may be required for ELECTRICAL, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS,
AND AIR CONDITIONERS, ETC., not otherwise included with this building permit application.
St. Lucie County makes no representation that its granting of a permit will authorize the permit holder to build the subject structure
which is in conflict with any -applicable Homeowner Association rules, bylaws or any covenants that may restrict or prohibit such
structure. Please consult with your Homeowner's Association and review your deed for any restrictions which may apply.
The following building permit applications are exempt from undergoing a full concurrency review: room additions, accessory
structures (all types), swimming -pools; fences, walls, signs, screen rooms, utility substations & accessory uses to another non-
residential use.
NOTICE TO OWNER: FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR
PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO
OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE
RECORDING YOUR NOTICE OF COMMENCEMENT.
NOTICE TO APPLICANT: AS THE APPLICANT FOR THIS BUILDING PERMIT, IF IT IS NOT YOUR RIGHT, TITLE,
AND INTEREST THAT IS SUBJECT TO ATTACHMENT; AS A CONDITION OF THIS
PERMIT YOU PROMISE IN GOOD FAITH TO DELIVER A COPY OF THE ATTACHED
CONSTRUCTION LIEN LAW NOTICE TO THE PERSON WHOSE PROPERTY IS SUBJECT
TO ATTACHMENT.
OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance
with all applicable laws regulating construction and
O. R G1 _ — IGNATURE ANT,
STATE OF FLORIDA
COUNTYOF St. Lucie
The foregoing instrument was acknowledged before
me this 55 � day of 4y &-4-S7T 20 / y ,
by Matthew T.yT e w/ysne
who is personally known v or has produced
identification.
A.
STATE OF FLORIDA
COUNTY OF St. Lucie
The foregoing instrument was acknowledged before
me this day of AU 6--f S7_ 120
by Matthew Lyle Wynne
who is personally known ✓ or has produced
as identification.
A.
Signature of No ry s� Signature of N
,, DOROTHY ANN BASKIN ,s`�;y P" DOROTHY ANN BASKIN
Commission No. `���"pv P�e� ate of Florida o e 's ,
otary P�eal�tCommission No. ; i - Notary ft4l State of Florida
' ` • e My Comm. Expires Oct 2, 2016 '_ • : : • e My Comm. Expires Oct 2, 2016
Commission # FF 015226 Commission # FF 015226
n,,,,,a Bonded Through National Notary Assn. Bonded Through National Notary Assn.
NOTE: TWO (2) IrE A REQUIRED. EACH SIGNATURE MUST BE NOT ED.
THIS BUILDING PERMIT AS AN OWNER/BUILDER, THE OWNER MUST PERSONALLY APPEAR TO SIGN
THIS APPLICATION IN THE OFFICE LISTED ON THE FRONT OF THIS APPLICATION.
OWNER BUILDER AFFIDAVIT WILL BE REQUIRED FOR ALL OWNER/BUILDER APPLICANTS.
For specific instructions see appropriate permit checklist.
WYN . BUILDING CORPORAM-,A
8000 South U.S. #1
Suite 402
Port St. Lucie, FL 34952
Spanish Lakes Communities Division
Port Saint Lucie
September 22, 2014
To: St. Lucie County Building Department
Attn: Permitting and/or Plan Review
Re: 23 Villa Blanca
Permit # 1408-0335
To Whom It May Concern:
Miami Division
Miami
In regards to the above permit, the mobile home that was located on the lot
was moved to 3 Jasmine in our Spanish Lakes One park.
If you have any questions I can be reached at (772) 878-5513.
T
Matthew Lyle Wynne - V.P.
Telephones: Port Saint Lucie (772) 878-5513 Miami (305) 235-3175
JOSEPH E. SMITH, CLERK 0! "E CIRCUIT COURT - SAINT LUCIE COUNT
FILE # 3985551 OR BOOK PAGE 2580, Recorded 08/15/2014 at -,10 AM
l�
PERMIT NUMBER: I Thix tipuec L� rx't•r�eJ fur rccvrJiryt inter J
r NOTICE OF COMMENCEMENT
The undersigned hereby given notice that improvement will be made to certain real property, end in accordance with Chapter 713.
Florida statutes the following information is provided in the Notice of commencement.
1. DESCRIPTION OF PROPERTY ( gal description and street address) TAX FOLIO NumBER:l 301-11'{ — 0 0 0 1 - 0 0 0 sj
oUVnCtry c u TRACT LOT BLDG UNIT
SUBDIVLS�ON , 1 la;oBLOC , _r 1 t--such; n i4s Ranae 39E
2. GENERAL DESCRIPTION OF IMPROVEMENT: 3-t
3. OWNER INFORMATION:
.a._.. 8000 S. US1r. Suite .402,
eder Roa
c, interest in property
d. Name and address of (cc simple titleholder (if other than owner)
4.CONTRACTOR'S NAME, ADDRESS AND PHONE NUMBER: Wynne Development Corporation
8000 S. U51 Suite 402 PSL, FL 3-
5. SURETY'S NAME, ADDRESS AND PHONE NUMBER AND BOND AMOUNT:
6. LENDER'S NAME, ADDRESS AND PHONE NUMBER:
7. Persons within the Stale of Florida designated by Owner upon whom notices or other documents may be served as provided by
Section 713.13 (1)(a) T. Florida Statutes: John Brennan
NAME, ADDRESS AND PHONE NUMBER: I La 5 Cd S i t d s F t
Pi etrP EL7naS1 77 �466 1553
8. In addition to himself or herself; Owner designates the: following to receive a copy of the Lienor's Notice as provided in Section
713.13 (1)(b), Florida Statutes:
NAME, ADDRESS AND PHONE NUMBER:
9. Expiration date of notice of correncement (the expiration date is 1 year from the dale of recording unless a different date is
tm
specified) ' 20 _ __ ,__, __ ,,,�r,ry na rnMMaNCEMENl•
Matthew Lyle Wynne,ViCe—President
Print Name and Provide Signatory's Title/OfficeSignature of Owner or
Owner's Authorized OtTrcer/DirectorfPartner(Manager
State of Florida
County of St-- r t t r i ei/ 20�
The foregoing instrument was acknowledged before me this day of.,
Matthew Lyle Wynne as R S �
BY (Type of authority... e.g. owner, officer, trustee, attorney in fact)
(Name Of person)
For Wynne Building Corporation Personally Known �o rdu ed the fallowing eofW:—
(Name of party on behalf of whom instrument was executed) �
.a; a`�r DOROTHTHY ANN BASNIN
binary Public . State of Florida
My Comm. Expires Oct 2, 2015
IiD >CO Yi'{`r '• �� Commisdon M FF O1S22tS
of N Public) I. '��h'%°;d,A' Bonded Through National Notuy Allen.
(Printed Name of Notary u tc (Signature
Under penalties of perjury, ( declare Ih have read the foregoing and that the facts in it are true to the best of my knowledge an
belief (section 92.525. Florid. Stater
Signatu ncr(s) or owner(s)' Author' ed Orricer/Director/Partner/Manager who signed above:
By
By:
�,. 0Vson()07(R.-e IilQ
R AT " fi r F. 1.11, 13 A
T LUCIr r00N'ry
St. Lucie County Building -& Zoning
2300 Virginia Ave
`�oRioP Fort Pierce, FL 34982
BUILDING PERMIT
SUB -CONTRACTOR SUMMARY .
Wynne Building Corporation will be using the following sub-contractorsforthe
(Company/Individual Name) `\
project located at�
(Street address or Property Tax ID #)
It is understood that if there is any change of status regarding the participation of any of the sub -contractors
listed below, I will immediately advise the Building and Zoning Department of St. Lucie County.
Trades
Name of Company/Contractor
St,Lucie County/
State of Florida
License Number
Electrical
S & W Electric, Inc.
2045
ER0009416
Plumbing
Lindquist Plumbing & Supply Co.
19150
CFC057672
HVAC/
Comfbrt Control of St. Lucie
8288
Mechanical
CACO24379
Roofing
Treasure Coast Roofing, LLC
19496
RC29027087.
Gas
PERMIT ``f I ISSUE DATE:
NUMBER:.
PERMIT # ISSUE DATE
PLANNING & DEVELOPMENT SERVICES
Building & Code Comp1buce Division
RUI[LDICNG PERMIT
SUB -CONTRACTOR AGREEN(ENT
St. Lucie County Contractor Ce#ffication Number. 2045
State of Florida Certifioation Number (rapplicable): ER 0 0 0 2 4 i 6
S&W Electric have agreed to be the,
(Company Nivie ndividual Name)
RlActrical —Sub-contractor for Wynne Development Corp.
('lope of Trade) . (Primary Contractor)
For the project located at
(PMject Street Address or property Tax ID #)
It is understood that, if there is any ebange of status regarding our participation with the above mentioned
project, I will immediately advise the Building and Zoning Department of St. Lucie County by filing a
Change of Sub -contractor notice. (Form: SI.CCDV (No. 004-00)
BUSINESS QUALHUR (Name ofthe Individual shown on the Contractor's License)
NOTARIZED SIGNATURES ARE REQUMED
Business Name: S&W Electric
Address: 501 W . Coker Rd.
City/Stateaip; -Fort Fierce, FL_ 34945
Phone: (772) 464-6466 email:
Lawrence Stubbs
SIGNATURE PRINT NAME BATE
STATE OF FLORIDA, COUNTY Ol" Cis _
THE FOREGOING IN3TRumwr WAS SIGNED BEFORE ME T1HIS� DAY OF J .20
BY )AW f .ua WHO IS PERSONALLY KNOWN _ OR HAS
PRODUCED AS IDENTIFICATION.
dWAtL 1,idyl J 10 t C1\A.[ 6 A (STAMP)
SIGNATURE OP NOT X-Y PPUBLIC PRINT NAME OF NOTARY PUBLIU
SLCPDS: 12/I6/2013 ,, LAURA R. CUBBEDGE
` Commission # EE 209915
Expires October 21, 2016
'°Q6 BondedTNuTroyFafnlnsuaice80D385.7019
Rl;d`�
PLANNING & DEVELOPMENT SERVICES
Building & Code Compliance Division
r�
a
BUILDING PERMIT
Iffivepar:.
SUB -CONTRACTOR AGREEMENT
St. Lucie County Contractor Certification Number: 96901
State of Florida Certification Number (If applicable): CFC 1 4 2 8 4 5 8
Lindquist Plumbing have agreed to be the
(Company Name/Individual Name)
Plumbing Sub -contractor forWynne Development Corp.
(Type of Trade) (Primary Contractor)
For the project located at 12D `-�
(Project Street Address or Property Tax ID
It is understood that, if there is any change of status regarding our participation with the above mentioned
project, I will immediately advise the Building and Zoning Department of St. Lucie County by filing a
Change of Sub -contractor notice. (Form: SLCCDV (No. 004-00)
BUSINESS QUALIFIER (Name of the Individual shown on the Contractor's License)
NOTAREZ,ED SIGI? T_1 TUR`k.,S ARE 3�.;"-,QUIr ED
Business Name: Lindquist Plumbing
Address: 3185 Sneed Rd.
City/State/Zip: Fort Pier0e1 FL 34845
Phone: (7 7 2) 4 F 1 —1 9 F 9 email:
Wade Case
SIGNATURE PRINT NAME DATE
STATE OF FLORIDA, COUNTY OF
THE FOREGOING INSTRUMENT WAS SIGNED BEFORE ME THIS DAY OF Au G-N.3-r , 20_�
BY 60 A4� C 6,45 E WHO IS PERSONALLY KNOWN ✓ OR HAS
PRODUCED AS IDENTIFICATION.
c I�CJ�1�o
'n (STAMP)
SIGNATURE NOTARY PUBLIC PRINT NAME OF NOTARY PUBLIC
SLCPDS: 12/16/2013 ,,yP, DOROTHY ANN BA]Assn.
��A �e
Notary Public - State o
• . . • My Comm. Expires Oct
a r
`41- Commission # FF 0
%� 0 �� ���� Bonded Through National N
01/14/2014 10:24 7728787;r-9.r WYNNE BUILDING QnRP PAGE 02/02
PERMIT #L . I
ISSUE DATE
PLANNING & DEVELOPMENT SERVICES
Buildin+' & Code Colnpliance Division
i
)BUILDING PERMIT
ISU� ONTRACTORAGREEMENT
St. Lucie County Contractor Certification Numbeir-
i
State of Florida Certification Number (If appii4ie): CA.00 2 4 3 7 9
Comfort Control of St .- Lll i e County, Inc. have agreed to be the
(Company Name/Individual Name) 1
air conditioning`
(Type of Trade)
For the project located at
(Project St i cat
It is understood that, if there is any cha age
project, I will immediately advise the Buil
Change of Sub -contractor notice. .(Form[ Sa
13USINESS QUALIFIER (Name, of
NOTARIZED RGDT.ATURE, 8 ARY, R EQU
Business Name: Comfort Coni
Address:
City/State/Zip: fort St. Luc
Phone: (7 7 2)—. 7 85 a n y
41§RID
pRIP
-��
STATA, COUNTY OF C-�I
THE FOREGOING INSTRUMENT WAS SIG]
I3X 4_�7.rrt l �-i m »err. i 0,
ub-contractor for Wynne Development Corp.
(Primary Contractor)
dress or Property Tax W #) '
'status regarding our participation with the above mentioned
ig and Zoning Department of St. Lucie County by filing a
:DV (No. 004-00)
II
Individual slioAvn on the Contractor's License)
PW
,t
01 of St. Lucie County, 'Inc.
a+- t
FL. 34983 c
4.
email:
AME DA77E
D )BEFORE ME THIS DAY OF
I
WHO IS PERSONA
AS IDENTIFICATION.
PRINT NAMIE O�NOT��
U13IGIC
�� .... .�..+ 20\
Y KNOWN ✓ OIt HAS
(STAMP)
=oeT °�iL^ Notary public State of Florida
Jennie Knighommissi.t
?o►n°_A� Expire 08/15/2017 �5851'
PLANNING & DEVELOPMENT SERVICES
Building & Code Compliance Division
BUILDING PERMIT
SUIT -CONTRACTOR AGREEMENT
St. Lucie County Cowaetor Certification Number: 1 9 496
State of Florida Certification Number (If applicable): RC2 9 0 2 7 0 8 7
Treasure Coast Roofing, UC have agteedto bo the
(Company Name/Individual Name)
'Roof i ng Sub -contractor for Wynne bevelopment Corp
(Type of Trade) (Primary Coutractor)
For the project located at
,;�-) Nv N\G
Street Address or Property Tax ID #)
It is understood that, if there is any change of status regarding our participation with the above mentioned
project, I will immediately advise the Building and Zoning Department of St. Lucie County by filing a
Change of Sub -contractor notice. (Porin: SLCCD'V (No. 004-00)
BURNESS QUALIFIER. (Name of the Individual sbown on the Contractor's License)
NOTARIZED SIGNATURES ARE 1RYQUI3S D
BusinmName; Treasure Coast Roofingm LLC
Address: 1816 Biltmore St.
city/State/Zlp: Pmrt 9 0. T.ucier FL, 34984
Pbona: (772) 343-8308 _ eMail:
A� � 1� � Brian Maloney <;e,\<,\\"1
SIGNATURE PRINT NAME DATE
STATE OF FLORMA, COUN7['iC OF ,S-� !. vtc�1'.�.
THE FOREGOING INSTRUMENT(' WAS SIGNED BEFORE ME'I'IIIS DAY OF
BY �'� G` "� - YM k CX_9_ . WRO 1S PERSONALLY KNOWN �, OR HAS
SxGNAE OFII!
SLCPD 12/i6/x0713
AS IDENTIFICATION.
(5TAA+IP)
, Q-A Ln Lq PRINT NAME OF NOTARY PUBLIC
®U•NT ,Y-
ST. LUCIE COUNTY
BUELDING & ZONING
2300 VIRGINIA AVENUE
FORT PIERCE, FL 34982-5652
772-462-1553
FILLED LANDS AFFIDAVIT
.1, the undersigned, am the owner of the following described property: /�� Range 39E,
#1 301 1 1 1 0001 nnn 9- Fast- nf SPC" en 1 i
(Tax ID/Legal descnption/Address)lying N&W of Turnpike Feede]
for which I have applied to St. Lucie County for a Final Development Permit. In accepting
this Final Development Permit, BP Number , I acknowledge that as owner of
the above described property, and in accordance with Section 7.04.01(D), St. Lucie County
Land Development Code, I shall be responsible for assuring adequate drainage so that the
immediate community WILL NOT be adversely affected. I further acknowledge that in
granting this permit for the development of this property, St. Lucie County is neither obliged
nor liable to provide'for, or maintain in any form, adequate drainage off my property which
will not adversely affect the immediate community. /
Property Owner Name
STATE OF FLORIDA. COUNTY OFFS t T usi- P
ACKNOWLEDGED BEFORE ME THIS DAY OF 46-44i-r 20"
BY AA-/We7A) y LI GJy1J1'SC' WHO IS PERSONALLY KNOWN TOME OR WHO HAS PRODUCED
J� 0
SIGNATURE OF TARY
NOTARY PUBLIC TITLE
IDENTIFICATION.
V o ,ear!-t �1 14 N )o
TYPE OR PRINT NAME OF NOTARY
(SEAL)
COMMISSION NUMBER
DOROTHY ANN BASKIN
• � l�� Pub �
Notary Public - State of Florida
'• « » • My Comm. Expires Oct 2, 2016
OF F`°�a�e Commission # FF 015226
�•'",%W% Bonded Through National Notary Assn.
r Planning & Development Services
i "T!. 0 if g ��� .E.}•' E.
Building & Code Regulation Division
2300 Virginia Ave
Fort Pierce, FL 34982
772-462-2172 Fax 772-462-6443
CERTIFICATE OF TERMITE TREATMENT
c®NSTRUCTION SOIL TREATMENT
PERMIT #: ��10`6-0`33< 30B ADDRESS: d ('Aa 0c -
BUILDER/CONTRACTOR: _ _ n �._ - .� _ .,,� ®o_ d—1 ,��_ .
PEST CONTROL CONTRA(
PEST CONTROL LICENSE
We, the undersigned; hereby certify that we have pretreated the above described construction for
subterranean termites in accordance with the standards of the National Pest Control Association -
Square feet if area treated: ._ Chemicals used: �n ?
Percentage of solution: ,,0 CC Total gallons used:
Date of Treatment:
Footing
1�t Treatment
Re -Treat
Driveway,
1 Treatment
Re -Treat
Other
1st Treatment
Re -Treat
Time of Treatment: _a 1(I
�S!
1st Treatment
Re -Treat
Pools
1� Treatment
Re -Treat
Perimeter for Final Inspection
Signat re of Ext inator
Note. There must be a completed form for each required treatment or re -treatment and this form must be on the job
site to be picked up by the inspector at time of each inspection or the scheduled Inspection w111 fall and a-re-inspeci on
fee charged.
FBCi04.2.6 Certificate of Protective Treatmentforprevention of termites. A weather resistantjobslie posting board
shall be provided to recelve duplicate Treatment Certificates as each required protectve treatment is completed,
providing a copy for the person the permit is issued to and another copy for the building permit files The Treatment
Certificate shall provide the product used, Identity of the applicator, time and date of the treatment, site 10060n, area
treated, chemical used, percent concentration and number of gallons used, to estab&h a verifiable record of
protective treatment. If the soil chemical barrier method for termite prevention Is used, final exterior treatment shall
be completed prior to final building approval.
St Lucie County ne requires
r the
ii finalting all pthe treatments and dates of applicationsection for CO, a Permanent Sticker to .
placed on
the electrical p
3 qV
-w
1
plianning & Da veOop pent Services
Building & Code Reg ullatdon Division
2300 Vairgirda Ave
part Filerce, Fl. 34982
772-462-2172 Fax 772-462-6443
OF TERMITE TREATMENT
PERMIT 8'63 JOB ADDRESS: - 3 U t �1 r"
BUILDER/ TRACTOR: ad d }-loll C GVLC1rc§*1Z—
PEST CONTROL CONTRACTOR: —
PEST CONTROL LICENSE #:
We, the undersigned, hereby certify that we have pretreated the above described construction for
subterranean termites in accordance with he standards of the National Pest Control Association.
Square feet if area treated: Z�v Chemicals used:
Percentage of solution: a ® b " Total gallons used: 1/4's-
Date of Treatment: Z I �- -k 5'
Footing
Is' Treatment
Re -Treat
Driveway
% 1s' Treatment
Re -Treat
!Lje—Treatr`nent
Re-Treat
Time of Treatment: JL11
Slab
1st Treatment
Re -Treat
Pools
Ist Treatment
Re -Treat
Perimeter for F al Inspection
Signature of Extermina or
Note: There must be a completed fonn for each required treatment or re -treatment and th/s farm most be on the job
site to be plclred up by the inspector at time of each inspection ar the scheduled Inspection will fall and a 're -inspection
fee charged.
FBC104.2.6 Certificate of Protective Treatment forpreventionoftennites. A weatherreslstantjobsifeposdngboard
shall be provided to receive duplicate Treatment Certificates as each required protective treatment is completed,
providing a copy for the person the permit is issued to and another copy for the building permit files The Treatment
Certificate shall provide the product used, identity of the applicator, time and date of the treatment, site location, area
treated, chemical used, percent concentration and number ofgallons used, to establish a verifiable record of
protective trea6nent. If the soil chemical barrier method for termite prevention is used, final exterior treatment shall
be completed prior to final bullding approval.
St Luele CGountV requires for the r1na8 inspection for CC, a penis inent Shaker to be placed on
the eYedroeal panel box cover,, l'ostgng all the treatments and dates of applications.
KELLER, SCHLEICHER & MacWILLIAM ENGINEERING AND TESTING, INC.
MARTIN (772) 337-7755
P.O. BOX 78-1377, SEBASTIAN, FL 32978-1377 SEBASTIAN (772) 589-0712
PALM BEACH (561) 845-7445
www.ksmengineering.net MELBOURNE (321) 768-8488
FAX (561) 845-8876
E-�n il: K n��a KSME�I 11NEERING NET
ST. LUCIE (772) 229-9093
C.A.: 5693
S�IL O1APA1 N REP8RT
FAX (772) 589-6469
ASTM D 1557 and ASTM D 2922
DATE TESTED
October 1, 2014 JOB #
141741-1 d/ES/km
PERMIT #
14080335
CONTRACTOR
Wynne Development Corp.
JOB LOCATION
23 Villa Blanca
Spanish Lakes Country Club Village
Fort Pierce, Florida
ITEM TESTED
Compacted Foundation Fill
TEST LOCATION
*PEN DRY MAX. DRY
PERCENT
OF SAMPLE
DEPTH
READ DENSITY PROCTOR VALUE
COMPACTION
1. N.E.
0" - 12" 40 105.8 110.0
96.2
2. N.W.
36 106.1 "
96.5 .
3. Center,
40 107.2
97.5
4. S.W.
32 107.0
97.3
5. S. E.
40 108.0
98.2
Soil Description:
Light Brown and Gray Sand
,.
In Place Moisture:
7.6 Percent.
Optimum Moisture:.
11.2 Percent
Max. Dry Density:
110.0 P.C.F.
@ Test Locations The
Density & Penetrometer
Readings Indicate the
Degree of Compaction Meets
Mintrrm MIROg4ised
`atipn
Rljr ep to Natural Grade.
R,es e-c ully` m�e`.
O• ., o —
t p
,aunty Building Department
W
E I I I I I I I
110.0—..—.�.—.. �.._.. I _.�—..—�.._.. .
G I I I I I I I
H I I I I I I
T
F 109.0 �.._.�.—..—..�..—.�—.—�...—..+.
I I I I I I I
C I I I I I I
F 108.0
D
R 107.0-.._.I.—..--I..—..
Y 8 9 10 11 12 13 14 15
Moisture - % of Dry Weight
RECEIVED OCT 07 2014
E-mai� to:l�o�ty@spanishlakes.com
Ronald G. Keller, P.E.: 37293 / SI Lic. No.: 860 / Julie E. Keller, P.E.: 68366
10/03/2014 13:23 7725896469 KSM ENGINEERING PAGE 01/01
'IVA
KELLER, SCHILEICHER & MacWILLIAM ENGINEERING AND TESTING, INC.
MARTIN (772) 337-7755 PO. BOX 78-1377 SEBASTIAN FL 32978-1377 SEBASTIAN (772) 589-0712
PALM BEACH (561) 845-7445 www.ksmengineering.net MELBOURNE (321) 768-8488
FAX (561) $45 $$76 E�Kp��yE REPO ST. LUGIE (772) 589-.6469
C.A.: 5693 }��3AA �j��jN���pO(�' FAX (772
ASTM D 1667 and ASTM D 2922
DATE TESTED October 1, 2014 JOB # : 141741-1d/ES/km
PERMIT # : 14080335
CONTRACTOR ; Wynne Development Corp.
JOB LOCATION 23 villa Blanca
Spanish Lakes Country Club Village
Fort Pierce, Florida
ITEM TESTED Compacted Foundation Fill
TEST LOCATION DEPTH PEN DRY MAX -DRY PERCENT
OF SAMPLE READ DENSITY PROCTOR VALUE COMPACTION
1. N . E.
0" - 12" 40
105.8 110.0
96.2
2. N.W.
if 36
106.1 tI96.5
3. Center
40
107.2
97.5
4. S.W.
32
107.0
97.3
5. S.E.
40
108.0
98.2
Soil Description:
Light Brown and Gray Sand
In Place Moisture:
T6 Percent
Optimum Moisture:
11.2 Percent
Max. Dry Density:
110.0 P.C.F.
@ Test Locations The
Density & Penetrometer
Readings Indicate the
Degree of Compaction Meets
Minimum
tar st It -Feuv fe)l
*Pr•�'I ear► ,, . IC a $1afNatural Grade.
� Nl�
j ul P
�.�r deri
Fax �
E-mail 16atma
W
E I I I I I ! I
l H
110.0
G I I I I I
I I ( I I I
T
109.0
I I I I I I I
O I I i f I I
D
R 107.0
y a 9 10 11 17 11 14 11ri
r
Building Department
Moisture - % of Dry Weight
RECEIVED OCT Q12014
Wanishlakes. corn
Ronald G. Koller, P.E.: 37293 / SI Lic- No.: 860 / Julie E. Keller, RE_: 68306
03/16/2015 11:51 7728787656 WYNNE BUILDING ,nFp PAGE 01/02
.4/1B/2014 15.29 77287 16 WYNNE BUILDING PAGE 02103
St- Lude C®aitraty
Building & ZoWng Department
® %390 viromla,A,venue
part rbree, FL 34992
772-462-2165
Fox772-A62-6443
Request for 30-Day Tempe i s y' Power Release
F spit l� lbe .
Property Address!
THE ItT+�.IyUNDERSIGNED y��lylyE+�BySEByY REQUEST
p �Z�E+gib,��EAgSgE7q�OYsgELECTRICAL
�ggp'�+CgD�lq. yR �`O�yTHE
q gip,(.
A BO 1 fVEti7CSR IED pgo En /L & y FO RA �A FQ'i1t�R`�7BD 1' OT l� O JL'.1n�.�.ED EUR J4 (30) DAYS, S, R
THE PURPOSE OF TESTING SYSTEMS AND EQUUMMT IN PREPARATION FOR FINAL
I1NSIPF-CI•ION, IN cONSIIDERAT'ION OF APPROVAL OF TM REQUEST WE MERY
ACKNOWLEDGEAND AGREE AS FOLLOWS:
1. This teiaipurary power release is requested for the above stated paarpose only,
and'theremiil be no o4empancy of any type, otherAbo a got peOrt 496 by construction
daring tleis dme period.'
_ A,s'witnese by o+sx signatures, we tiereby MTN to Mde by VJl tarsus alld wnditsans
u8 e7ii8 ag�reeaceat, ineludim$ l$aiidlu$ &Dividers poUcy, WWch is incer'poroledt esexelss by refefrence.
�. AJl conditiot>,5 and requirgplents lasted in the attached document entitled
"Requirements for 39 Day POwe r for Teatirag"• have been fWfiled and the paejuise is A'esdy for compliance inspection.
4. All requests Or an ®tttet)$'On beyond 30 days ammuSt be made in wdfmg to the Building Offs ial stadRg the rea60a
for the request Power tray be moved booms the site and/or a stop Work tinder ismed if the Final Inspection
has not been approved wiWn 30 days. A, fee of s100.00 will be ftgtzi ed•to lift the Stop WoVk Ordef-
W HEREBY RELEASE AND .EAGUEZ TO HOLED HARMLESS, Sg-T. Ip.UCEE COUNTY, , v AND
�R HEIR ]ElI�PLOYEVS �Fyit4y0�M ALL LIA IId�.IY' S AND Ca.R�'Yr1�►p.��'S��,. F ANY TYPE
F NATURE
WHICH
MAY AR SB NOW OR IN THE �Ag: U gyOUT OF li LEA TRANSACTION,
I3z4+i1JUDINO
,ANY JDA4a AGE WHICH BE .�1.VC RR9ED DUR TO THR DISCONNECTION i'R9 Off'
ELEuRICAL POWE-a W EYENT9F VIOLATION OF TM AGREEMENT.
LS7
W
RECEIVED h"" 2 0
01/02/2015 14:32 7728787R�96 WYNNE BUILDING �QP PAGE 04/07
08/18/2014 15:29 77287 16 WYNNE BUILDING .L PAGE 02/03
`-1
C. U;N f Y .
St- Lucie County
Building & Zoning Department
=0 Virghdat Avenue
Fort Feree, FL 34982
7n-462.2165
]?a% 772-462.6443
Request for 30-Day Tewperzr Power Release
Date:
Property Address:
Permit Nwmbers
THE uNI)ERSIGN +YD HEREBY EEQWST RELEASE OF ELECTIUCAL POWER TO THE
ABOVE DESCRIBED PROPERTY, FOR A PERIOD NOT TO EXCUD THMTY (30) DAYS, FOR
THE PURPOSE OF ItSTINC SYSTEMS AND )&QUWMEENT IN IREpARA 'ION FOR IMAM,
INspEcTION. IN CONSEID)E RATION OF APPROVAL OF Tft REOWT WE NEREBY
ACKNOWLEDGE AND AGREE AS FOLLOWS:
1. Tnis tentpurary power release is req►nesteA got the above stated purpose only,
ala there-v ill be no 4cCUpa►rcy of any type, other thaa owat, penatted by constra lion
during this t1=6 �eriud.
2. ,A,s•wltnao by our sigcatures; we busby agme to albWe by alb WM and w n&5QAs
of this agreemwt, in¢tndiag suildiag division Policy, whkh is incexparated herein by refer mer.
3. 911 condidoars and requirements lis4d In the agtac d document entitled
"Regvirements for 30 Day rower for Testlne leave beefifulfffled and the prembe is ready for c®aragrif=i insjpectioa.
4. All requests for an extension beyond 30 days x,�ast be nade in writing to the Bnadisag 6lffficial slating the ream
for the request ]Power may be mmoved from the site aAd/or a Stop Work Order issued if the Knai Inspection
peas not been approved within 30 days. A, fee of 9100.00 will be xt gvdred-to lift the Stop Work Order.
WE HEREBY REJLEASE'AND AGREE TO HOLD HARMLESS* ST. LUCIE CGVNTY, AND
THEIR EMPLOYEES FROM Af LL LIA$ILITfES AND CLAIMS OF ANY TYPE OF NATURE
WWCD MAY ARISE NOW OR IN THE FUTURE OUT OF TMS TRANSACTION, INCLUD)NG
ANY DAMAGE WHICH MAY HE INCURRED DUE TO THE DISCON CTION OIL
ELECTRICAL POWER FW4HE EVENT -OF VIOLATION OF THIS AGREEWNT.
o ,0 0%j��
RSts",E
03/30/2015 13:15 7 7--37656 VJYNNE BUILP,-T-4177 CORP PAGE 01/02
.Pr®fessiolial Insulators Of South Florida
FTC Insulation Inst,%Hat8on Certificate
To: St Lucie Count Date!
Re:
March 23 2015
Lot/Block:
.Address: 23 Villa Blanca
Project:
The undersi ned hereby certifies that insulation bas been installed in the above
described fro er as follows:
I. Exterior CBS walls have been insulated with:
Thickness in inches:
Spray -on Cellulose
Manufacturer: li Foil
Fiberglass Blankets
)Density:
hock Wool )Blankets
R-'Value:
7 .Aluminum Foil
X 4.1
l'3oard
E1Hrigid
Polystyrene
Utber
2. Ceilings (level) have been insulated with:
Spray -on Cellulose
Manufacturer:
.10.2511_ . _... _.....__ �.. _ . _.,_
Owens Corning
g
_ _.......,... hcr..glass Blown......... ---,
mockWool Blankets
t�luminum Foil
-Value:
1�-30
polyurethane
QD eat Cell SPF
Ceilings (Inaccessible) insulated with:
S ray -on Cellulose
Thickness in inches:
9.5"
% ]Fiberglass Ulankets
Manufacture:
Owens Corning
Ignition Barrier
JDensidy:
Fiberglass 1319wae
R-Value:-30
Cellulose Loose )will
- --
open Cell SIPF
3, Interior kneewalls have been insulated with:
Fiberglass Manket3
Thielcuess in inches:
Fiberglass Loose Fi
Manufacturer.-
Rock Wool
Density.
]VIBlown
2
R-Value:
Cellulose Loose Fill
Open, Cell SIRF
4. Garage partition walls of A/C living area have
7 Fiberglass Blanikets
been insulated with:ock:'Vvol
Thicknessin ineleest
3." polyurethane
Manufacturer:
Owens Corning Spray -oil Cellulose.
Density:
R-Value:
Open Cell SPF
3. The following have been insulated:
I ClBC1254041
Competency #
Professional IRsU1ator8 of South Fioa
Insulation Contractor
By:
s� eoga�aAae.yo�,
�b��c6y7y ��� g�,•
w �� 4�(�oyy • w.
W
.By: RECEIVED MAR 3 0 2015
• Termite Inspection Je5U5 Christ's t,orq -r2-323-7921
• Termite Pretreatment fflet-A-Toll Free: 1-877-365-9990
Pest Control Termite & • Rodent Service _Fax: 772-340-5990
Pest
Fire Ant Lawn Service Controi, =Email: Evictabug@gmail.com
® Whitefly Treatment Inc. 2373 SW Woodridge St.
• Licensed &Insured Lic. JB175775 - = - -� Port, -St: Lucie, FL 34953
Notice of Preventative Treatment for Termites
(as required by Florida Building Code (FBC) 104.26, and Broward County Chapter FBC 105.2.2)
PEST PREVENTION I " FIRE ANT SERVICE I TERMITE SERVICE I RODENT EXCLUSION &'REMOVAL I WHITEFLY TREATMENT
DATE OF SERVICE. a �;," @ S� TIME
DEVELOPMENT NAME (PROJECT)' CO T. ACTO�'S NAME CONTACT PERSON
�Loc,
STRUCTURE ADDRESS (LOT/BLOCK) .J CITY, STATE, ZIP CODE $$rj� COUNTY/
P,
NOTES ,1� "
z�A
`oTREATMENT TYPEIAREA f J
❑ FLOATING . ❑ MONOLITHIC .W PATIO ❑GARAGE — DRIVEWAY ❑ STEM WALL/FOOTERS
❑ CUTOUTS, ❑ FOOTER, ❑ FRONT ENTRY ❑ RETREAT ❑ BORA CARE TREATMENT ❑ PLUMBING CUTOUTS
❑ TAMP & TREAT ` TREAT ONLY ,W FINAL ❑ POOL DECK ❑ OTHER, L3 ADDITION
PRODUCTS
s0 BASELINE ❑ DOMINION 2LACTIVE INGREDIENT Q BIFENTHRIN ❑ TERMIDOR SC ❑ BORACARE
❑ OTHER'
ACTIVE INGREDIENT " O DISODTUM OCTABORATE'TETRAHYDRATE—,
CONCENTRATION'
15
t ��Y
14,06% ❑ .12% ❑%0 ❑ .25 .05% ❑ 23% ❑ 9% ❑ OTHER GALLONS APPLIED ! .�
SQUARE FOOTAGE ZY 6r) LINEAR FOOTAGE ` S
SQUARE FOOTAGE VERIFIED
❑,YES ❑ NO d MEASURED OR: VERIFIED' PER PLANS
JOB READY CONDITIONS MET
ja'rYES ❑ NO DETAILS
As per 104.2.6 FBC - If soil chemical barrier method for termite prevention is used. Final exterior treatment shall be completed prior to final building approval.
Certificate of Compliance: The building has received a complete treatment for the prevention of subterranean termites. Treatment is in accordance with rules and laws established
by the Florida Department of Agriculture and Consumer Services. (Per the Florida Building Code.)
If this notice is for the final exterior treatment, initial and date this line
FINAL STICKER
❑ ELECTRICAL PANEL ❑ WATER HEATER ,OTHER
Payment Terms: Payment due at time of service.
,.
Date Ge�.� `� Applicator: (Evict A Bug Termite and Pest Control, InV)
V\ `��✓r
Date Customer (Property Owner or Agent)
� TITAN
Materials for Lifer
gnmcretd,
"Thank you;- We appreciate your business"
Ticket no.
FORT PIERCE
4199 SELVITT_' ROAD 2873SE,
FT PIERCE FL _::498;=:
Delivery date Plant JTruck Driver Truck size Type job • .
t94i2/� t=28 1ff"`� WINf�F'IEL.U, GOI7FRE ' 3e 0 DR!VF,`W(
Customer no. _ Customer name Zone Tax CD _
'J000453� �.. I' R[7DNE Y HALL COW] f-2f. TE - CONS
Tarmac project no. I Customer P.O. no. Order no. I Terms code 1-Charge delivered 3-C.O.D. Time due
4,4103, j 1. 7081 22!Charge FO.B. 4-C.0.1)-F.O.B. 12 N i28
Delivery name and address Lof Block County
ST LUC I E COUNTY
23 VILLA BLANCAq FORT PIERCE
Instructions TURNPIKE FEEDER RD. NORTH TO SPANISH LAKES BLVD, "f /L._ TO Slump
CALLE DE Lt�C�O�,, l"/I__ TO VILLA 13LANCAo • 5. W
Quantity LL 4�Pioduct4 3, U!M`. Unit.prce;.�Amount ;
Load Cumulative Ordered Code Descriptiori
'�� U 1 �'td I Iri I�if� r'TERF `ICER 1170 � 75 - CY t=
,'L. f)0 F�ri4 007 FUEWL [JRCHO LTy
/ 00 80( Q14 EISIV I RON Ci. RCI-ICE LD
1. 00 810+RI0; 6� OL-IORf LOAD LD i.
Load Arrive job site Start discharge Finish discharge Leave job Is -It" Arrive plant ;
f \ Subtotal
Sales tax
TOTAL
kdditional water added to this concrete will reduce its strength. Any water added is at customer's risk.
; \ti�Sw
Gallons of water added: Gallons of water added: Gallons of water added: q Amt of CY, Retained:
Customer Approval: Customer Approval: CustomerApproval; CustomerApproval:
Tested Tested properly No. ( ✓� «� _ ��<4uthorized and received by
Yes ❑ No ❑Yes ❑ No �� I'\
Lot:
Safety is a constant state of mind, with m
/"!
every employee feeling responsible Block:
and empowered to act to cause him Address: Correct Not Correct
and others to work safely, on the belief �` I RECEIVED FEB. 2 3 2015
that all accidents are preventable and
that zero incidents is the only goal.
rI ICTnfUFR rnpv
TITAN FLORIDA LLC
TERMS AND CONDITIONS OF SAL
1. All sales will be subject to these terms and conditions ("Contract") and, if buying on credit, to Buyer's credit agreement with Seller, incorporated herein
by reference; all other terms, including any terms contained in Buyer's purchase order, are excluded unless agreed to by Seller in writing. Any changes
must be in writing and signed by each party. This Contract will be construed in accordance with the laws of the state of Florida. For all disputes relating
to this Contract, Buyer hereby consents to the jurisdiction and venue of the state and federal courts for the location of the delivery site of the goods sold
hereunder.
2. Payment terms: Net the last day of the month following the month of delivery, without deduction, retainage, set off or charge backs. A. cash discount of
1 % 10" proximo may be deducted if no previous balances are past due, interest at the lesser of] 16% per month or the maximum rate allowed by law will
be imposed on outstanding and delinquent invoices fron) the date of delivery until paid. Buyer will pay to Seller all applicable federal, state and local
sales and use taxes. in addition to any other available rights and remedies, Seller will be entitled to recover from Buyer all costs of collection and litigation
including, but not limited to, reasonable attorneys' fees. Seller reserves the right to require payments in advance or to cancel the unfilled portion of this
Contract without notice in the event of Buyer default of any Contract provisions, or if the financial status of'Buyer becomes impaired or deemed unsat-
isfactory to Seller. Failure of Seller to exercise any of its rights will not be deemed a waiver of any such right.
3. Regular delivery hours are 7:00 a.m. - 5:00 p.m., Monday tinrough. Friday. An additional charge may be added for deliveries outside of these hours and
for any waiting/unloading periods in excess of 60 minutes. Prices are based on full loads; an additional charge will apply to loads of less than seven cubic
yards. The minimum load for; each delivery is I'/, cubic yards.
4. Buyer will give Seller at least 48 hours prior notice of the time and rate of requested deliveries. Delivery schedules will be mutually agreed upon between
Seller and Buyer. Deliveries will be made to the hest of Seller's ability to dispatch, however, Buyer waives any claims associated with any delays in
delivery. ` 1
5. Buyer must provide suitable approaches to delivery points beyond paved streets. For delivery beyond curb lines, Buyer assumes all liability for damage
to vehicles, sidewalks, driveways, pipes, septic tanks, and/or other property, and Buyer will indemnify and hold Seller harmless from and against any and
all liability, loss and expense incurred as a result of such delivery, including but not limited to towing charges, except to the extent caused by Seller's
gross negligence or willful misconduct. Buyer waives any right of subrogation against Seller.
6. Buyer is responsible for full payment of, including all costs of disposal and Seller's return charge per truck for, (i) orders not cancelled at least one hour
prior to delivery time; (ii) concrete delivered due to Buyer's mistake or in excess of requirements; (iii) concrete not deliverable due to unsuitable
approaches.
7. Concrete prices and quantities are based upon the wet volume at the time of discharge from the truck, and are not sold "form measurement" or measured
"in place". Yield will be established in accordance with applicable ASTM standards. Buyer will pay all charges incident to inspection or tests made by
or on behalf of Buyer.
8. Limited Warranty: Buyer is solely responsible for determining the type and quantity of goods to be purchased. Seller warrants that its products will meet
or exceed applicable American Society for Testing Materials ("ASTM") and American Concrete Institute ("ACT") standards, when tested in accordance
with ASTM and evaluated by ACT standards. Seller will repair or replace any goods supplied by Seller that fail to meet this limited warranty, within one
year after delivery thereof. Seller will uphold its warranty obligations under Florida statute 718.203. as applicable, ALL OTHER WARRANTIES,
WIIETHER EXPRESS OR IMPLIED, INCLUDING WITHOUT LIMITAT'ION 111E WARRANTIES OF MERCITANTABILITYAND FITNESS FOR
A PARTICULAR. PURPOSE, ARE HEREBY EXPRESSLY EXCLUDED. THE REMEDY SET .FORTH IN THIS SECTION 8 WILL CONSTITUTE
THE SOLE REMEDY OF BUYER UNDER THiS LIMITED WARRANTY.
9. Seller will not be responsible for slump, strength or quality of any concrete to which water or other material has been added by or on behalf of Buyer..
Buyer will be responsible to see that the concrete is handled in accordance with best construction practices. Seller has no control over the placing or
handling of concrete after unloading and does not guarantee the finished work. in which it is used. Buyer will be responsible to prevent concrete after
unloading from coming into contact with any material, such as aluminum, which may adversely impact concrete strength.
10. Buyer will furnish any admixtures or ingredients it desires that are not regularly supplied by tlne Seller in the marketplace. Buyer will be solely respon-
sible for the effect of such admixture or ingredients on the concrete. Any extra product which may be required in excess of the mix design quoted, or
which may be required to provide workability, strength, setting time or water/cement ratio, will result in an additional ingredient charge payable by Buyer.
I L Concrete will be hatched and delivered in accordance with ASTM C-94. Concrete temperature wi,11 be dictated by the environmental and material condi-
tions at the time of delivery. Any requirement beyond these conditions will require the implementation of controlled measures (luring production at the
expense of Buyer.
12. Buyer must give Seiler written'notice within 48 hours after delivery of any claim against Seller as a result of any alleged nonconforming materials or any
other cause whatsoever (other than failure to meet compressive strength, in which event the time for notice will be within 48 hours after the customary
time for analysis of the test cylinder), time being of the essence. Seller will be given reasonable opportunity to investigate all claims. Any failure by
Buyer to give written notice within such 48 hour period will be deemed a conclusive waiver by Buyer of all such claims against Seller.
13. SELLER WILL NOT BE LIABLE UNDER ANY CIRCUMSTANCES FOR ANY SPECIAL, INCIDENTAL, PUNITIVE OR CONSEQUENTIAL
DAMAGES INCLUDING, WITHOUT LIMITATION, ANY DAMAGES REI..AfED TO DELAY, WHETHER BASED ON STATUTE, TORT,
CONTRACT, OR OTHERWISE, AND WHETHER OR NOTARISING FROM SELLER'S NEGLIGENCE, STRICT' LIABILITY OR FAULT. INNO
EVENT WILL SELLER .BE RESPONSIBLE FOR DAMAGE DUE T'O TFfE ACTIONS OF OTFIERS OR THE FAILURE OF BUYER TO COMPLY
WITH ITS OBLIGATIONS. SELLER'S LIABILITY FOR ANY CLAIMS WILL BE LIMITED TO T.F1E PURCHASE PRICE, OF THE GOODS SOLD
UNDER THIS CONTRACT.
14. Notice. All notices to Seiler will be sent in writing to the sales office issuing the price quotation, with a copy to Credit Department, 455 Fairway Drive,
Deerfield Beach, FL 33441.
15. Severability. The unenf'orceability of any provision of this Contract will not affect the enforceability of any other provision of this Contract, and each
other provision of this Contract will be severable and enforceable to the extent permitted by law.
WARNING: CAUSES SKiN IRRITATION - INJURIOUS TO EYES.
CONTAINS PORTLAND CEMENT. FRESHLY MIXED CONCRETE MAY CAUSE SKIN IRRITATION OR INJURY. AVOID CONTACT WITH SKIN
WHERE POSSIBLE. WASH EXPOSED AREAS PROMPTLY WITH WATER. IF ANY MIXTURES GET INTO THE EYE, RINSE IMMEDIATELY
WITH WATER AND GET PROMPT MEDICAL ATTENTION. KEEP OUT OF REACH OF CHILDREN,
MATERIAL SAFETY DATA SHEETS (MSDS) ARE A!%A LNBL.E AT WWW.TITANAMERiCA.COM.
Rev'd 2-08
Al
Ccmcx 56837189
°Plant:
Begin -Loading;
To°Job: <
Ar""rive ;lab..°
%aii Unloada
, Fir ish UnI6ad.
Leave Job:
Retum Plant:` ^
9 : ;. { 9:
4 " r
Customer Code:
Customer Name:
Customer Job Number:
Order Code / Date:
Project Code;
.� Project Name". ,< .
.. Project P.O., Number: ,. .'
Order P.O_ Number:.
�l-d.7"��{_r-!5
f�`�L��v��.�C �d�4f 1 ��€�i.._ •��%�'�{�_.
tad=Fi��"�L i�l��r��''r
4t�,���� (�L3i4�a��'-
Ticket Date:
Delivery Address;
Map'Page: ` Map/Row/Column:
:L{.t/2,4/;I4
e; a VERA CftiiUZ
Delivery, Instructltiongs:7
Dispatcher:
{ g OFF:' y ( {yj
�»r`MI :• O F: i.', I NG*,-t C�IW #., " n
� ,
.. IDS a ... ..
p
Ticket Number:
"
i"'a i4id C. 3
Due On Job:
Slump:
Truck Number:
Driver Number:
Driver Name:
End Use:
r a I f{1
5.� 00 1
d l{�a J f La{_) �
{ter �i r:� SOB
CO—Ur�
BLI3I.4 G. I�:4 � �MEI._.
LOAD
QUANTITY
CUMULATIVE
QUANTITY
ORDERED
QUANTITY
MATERIAL CODE
PRODUCTION DESCRIPTION
UOM
UNIT PRICE
AMOUNT
r} { o_
r"a fR{s
9. 001 1213F, 59) ,:r{.?<o()
PRPM Its:, SAND
•'tD8
i��'�i'1818 I[..:Ipllt�..TL
SL.l1l�l�✓^�H(-'I,IR(:, 1.:.
1..,. 01)
•.fr
�3 �y P�
.k..�»�„�E"»»�,,�4.'73 .l.'«,1 V Iir�SO��� AEN f r' L CHARGE
.:
'
Cash
Check # / Auth Code:
Signature of Driver Receiving Cash:
Cash Received:
Total COD Order Amount to Collect
] Check
Without Standby Charges:
Charge
Comments:
WATER ADDED:
GAL YAR ,5, IN DRUM:
ADDED.
wG
SIGNATURE
CURB LINE CROSSED
AT OWNER'S/AGENT'S REQUEST:
rJNCRE T I DISPOSAL i" EEE SIGNATURE
PARTIAL �'aL f=1 !!_L_. LOADY O
"""•""" -' ❑ LOAD WAS TESTED BY:
Notice: Our "!• rivers will make every effort to place materials where the customer designates, but the SPECIAL TERMS: Any water added is at customers own risk. If water is added on job, concrete strength
Company assumes no responsibility for damages inside curb or property line. Customer agrees to the is no longer guaranteed. WARNING: Product may cause skin and/or eye irritation. CAUTION: Material
terms of sale and delivery and accepts concrete as is. Due to important factors which are out of our may be hazardous to your safety and health. Please refer to the backside of this ticket for important
control after delivery, this Company will not accept any responsibility for the finished results. No credit for safety handling information, and to the material safety data sheets for additional information.
returned concrete. Buyers exceptions and claims shall be deemed waived unless made to us in writing AUTHORIZED SIGNATURE:
within one business day after the receipt of materials. O -
68UNIVERSAL PF,1EY TRS. a INVOICE LOAD NUM, 1
This Delivery Ticket incorporates herein. by reference Buyer's previously executed Credit Application, if any, Seller's Standard
Terms and. Conditions, Seller's Quote , if any, and Seller's Order Confirmation uding limitations of warranties), as if fully
set forth on this Delivery Ticket ("Ag---__lent"). Seller will provide the Standard Te....., and Conditions upon request. Buyer agrees
that, unless otherwise noted on the front hereof, all quantities and items were delivered as indicated and further expressly agrees to
pay in accordadce with the Agreement.
AGGREGATE / CEMENT / CONCRETE PRODUCTS / FLY ASH
Aggregate products are naturally occurring materials including limestone, dolomite, granite, volcanic rock, sand, gravel, and other
siliceous materials. Cement products include Portland cement, masonry, pozzolan (Type IP), roof tile, and stucco. Concrete
products include Portland cement and aggregate products including limestone, dolomite, granite, volcanic rock, sand, gravel, and
other si.l.iceous materials. These products, including fly ash, may contain more than 0.025% crystalline silica.
Hazards: Freshly mixed wet cement and/or fly ash can cause eye irritation, skin and eye burns and allergic skin reactions.
Dry concrete and aggregate dust may cause irritation to eyes, skin, and/or respiratory tract. Dust from handling,
crushing, grinding, cutting and/or drilling may contain silica, which may cause silicosis and cancer if inhaled.
If ingested, keep warm, at rest, and drink large amounts of water. Fly Ash may contain trace amounts of ammo-
nia. Moisture can cause the ammonia to be released. Inhalation of ammonia can cause coughing and irritation
or burns of the nose, throat and lungs. See physician. Health risk depends on duration and level of exposure.
Safety: Avoid contact with eyes and prolonged contact with skin. Wear gloves, eye protection, and appropriate protective
clothing. Wash hands thoroughly with mild soap and water after handling. Avoid breathing dust. If exposed to
dust above recommended limits (see MSDS), wear suitable NIOSH-approved respiratory protection.
First Aid: In case of eye contact, ii.nmediately flush eyes with flowing water fo.r .15 minutes. If dust is inhaled, move to fresh
air. If wet cement contacts skin, rinse thoroughly with water. Get proper medical attention il' irritation persists.
CEMEX, Memorial Hermann Tower
929 Gessner, Suite 1900
V7 combined Houston, Texas 77024
02/12 For more information please visit www.cemexusa.com.
Este ticket de entrega incluye como referencia al comprador (ya previamente ejecutada en su aplicaci6n de credito); cualquier
t6rmino estandar, condiciones del vendedor, propuestas del vendedor y orden de confirmaci6n del vendedor (con limitaciones y
garantfas), como acuerdo total del ticket de entrega ("Contrato"). El vendedor proveera los t6rminos estdndares y condiciones detal-
lados en caso de asf ser reque.ridos. Con este documento, el comprador acepta los mismos ya antes mencionados y que ]as cantidades
y materiales fueron entregados como se expresa en el mismo. Acepta pagar el monto de acuerdo a] contaato: al .menos que se identi-
fique con una nota al frente de este documento.
AGREGADOS / CEMENTO / PRODUCTOS DE CONCRETO / CENIZAS VOLANTES
Los productos de agregados son materiales naturales como piedra caliza, dolomita, granito, roca volcdnica, arena, Brava y otros
materiales silicios. Los productos de cemento incluyen Cemento de tipo Portland, de albanileria, pozzolan (tipo IP), azulejo de
azotea y estueo. Los productos de concreto incluyen cemento Portland y productos de agregados como piedra caliza, dolomita,
granito, roca volcdnica, arena, Brava, y otros materiales s.ilicios. Estos productos incluyen cenizas volantes (11y ash) la cual puede
contener mas de 0.025% de silicio cristalino.
Peligros: Mezcla de cemento fresco y/o cenizas volantes pueden causar irritaci6n en Jos ojos, quemaduras en piel y ojos, y
reacciones al6rgicas en la pie]. Concreto seco y polvo de agregados, pueden causar irritaci6n en los ojos, piel y/o en
la zona respiratoria. Polvo del manejo en el trituramiento, pul.ido, carte y/o perforaci6n puede contener materiales
silicos, los cuales pueden causar silicosis pulmonar y cancer si son .inhalados. En caso de ser ingeridos, mantenerse
en temperatura calida, reposar y tomar grandes cantidades de aqua. Las cenizas volantes pueden contener amoniaco.
Seguridad• La humedad puede causar la liberaci6n del amoniaco. L,a inhalaci6n del amoniaco puede causar toser, irritacion o
quemad ras eta la nariz, garganta y pulmones. Acudir i mled.iatamente al medico. El riesgo en la salad depende en
la duraci6h y el nivel de la exposici6n.
Segu.ridad.: Evite el contacto,epio;ojos y contacto prolongado con la piel. Use guantes, protecci6n en los ojos y .ropa
Primeros adecuada para protecei6n. Lavese l.as manos con jab6n suave y agua despues del manejo de materiales. Evite inhalar
auxilios: polvos. Si se expone a polvos mas de los limites recomendados, use protecti6n respiratoria.
Primeros auxilios: En caso de contacto en los ojos, inmediatamente fluya aqua en la paste afectada por 1.5 m.inutos.
Si se inhala polvo, exp6ngase a aire fresco. Si el cemento fresco tiene contacto con sus ojos, Idvelos a fondo con
agua. Acuda a atenci6n medica inmediatamente si la irritacion continua.
CEMEX, Memorial Hermann Tower
929 Gessner, Suite 1900
V7 combinado Houston, Texas 77024
02/12 Para mas informaci6n visita www.cemexusa.com.
AF CEMEX 56837034
' Plant'
gin Loid!'ng":
6 JOb:'
IT ve o 6
Sta"AUhlbad'
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m
'','ketuPlant:
Customer Code:
Customer Name:
Customer Job Number:
Order Code / Date:
,f i;'.:
'ONICRETE CONST
ROT)NEY HAiLLIS C
118 2 0 1. Er 1. il
Project Code:
Project Name:
1 Project P.O. Number:
Order P.O. Number,
-
57,
1t7)"' 1471ILL.
0 D
V E,", I- ',RCTT""NEY�
VEV�JB11'4L RKAYNIEV
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Ticket Date:
Delivery Address:
Map Page: Map/Row/Column:
F,./ 1. 4
22, VILL,P
Delivery Instructions:
6e, I IV
Dispatcher:
L-ni,.t7-_s o,,7,F OF- HIGHWAY
Ticket Number:
A T
A "
WE
A E
%
33 19 5 4
Due On Job:
Slump:
Truck Number:
-)643' 4
Driver Number:
-Driver Name:
End Use:
B LIW3- SL B
LOAD
QUANTITY
CUMULATIVE
QUANTITY
ORDERED
QUANTITY
I MATERIAL CODE
PRODUCTION DESCRIPTION
UOM
UNIT PRICE
AMOUNT
f.34' 00
()0 12, D tS 64., 1--?, 2500 REG/PIBER. MOING--FIBER
Y, _-�
4 5184" FUEL, SLJP0_','Hi- 31E.'
f
'— 49 CAIARGE
Cash Check #/ Auth Code: Signature of Driver Receiving Cash: Cash Received: Total COD Order Amount to Collect
Without Standby Charges:
Check '
WATER ADDED: GAL YARDS IN DRUM:
WHEN ADDED.
SIGNATURE
7
X.. CURB LINE CROSSED AT OWNER'S/AGENT'S REQUEST:
UNCRETE, 'I) 1 3; P f, 3 S f 4;.. F
P [-'I R T 1 P1 L Fu II) I— Y A R D S SIGNATURE
Ll LOAD WAS TESTED BY:
Notice: Our drivers will make every effort to place materjals where the ustom%e'r"dest'gnates, but the SPECIAL TERMS: Any water added is at customers own risk. If water is added on job, concrete strength
Company assumes no responsibility for damages inside qdrb or property fine. Customer agrees to the is no longer guaranteed. WARNING: Product may cause skin and/or eye irritation. CAUTION: Material
terms of sale and delivery and accepts concrete as is. JDue to important factors which are out of our may be hazardous to your, safle and health. Please refer to the backside of this ticket for Important
-f ty data sheets for additional information.
control after delivery, this Company will not accept any responsibility for a finished results. No credit for safety handling informatidn,,and, o the mateyu I-sa e, a
returned concrete. Buyers exceptions and claims shall be\4ee ad v�pieed unless made to us in writing AUTHORIZED SIGNXTUKE
within one business day after the receipt of materials.
68UNIVERSAL, PREV TRK- 1(-J4('-'*'5332 INVOICE LOAD NIUM -
This Delivery Ticket incorporates, herein by reference Buyer's previously executed Credit Application, if any, Seller's Standard
Terms and Conditions, Seller's ( ttion, if any, and Seller's Order Confirmat' ;including limitations of warranties), as if fully
set forth on this Delivery Ticket ( reement"). Seller will provide the Standarc -ms and Conditions upon request. Buyer- agrees
that, unless otherwise noted on the front hereof, all quantities and items were delivered as indicated and further expressly agrees to
pay in accordance with the Agreement.
Aggregate products are naturally occurring materials including limestone, dolomite, granite, volcanic rock, sand, gravel, and other
siliceous materials. Cement products include Portland cement, masonry, pozzolan ('Type IP), roof tile, and stucco. Concrete
products include Portland cement and aggregate products including Limestone, dolomite. granite, volcanic rock, sand, gravel, and
other siliceous materials. These products, including fly ash, may contain more than 0.025% crystalline silica.
Hazards: Freshly mixed wet cement and/or fly ash can cause eye irritation, skin and eye burns and allergic skin reactions.
Dry concrete and aggregate dust may cause irritation to eyes, skin, and/or respiratory tract. Dust from handling.
crushing, grinding, cutting and/or drilling may contain silica, which tnay cause silicosis and cancer if inhaled.
If ingested, keep warm, at rest, and drink large amounts of water. Fly Ash may contain trace amounts of arnmo-
nia. Moisture can cause the ammonia to be released. Inhalation of ammonia can cause coughing and irritation
or burns of the nose, throat and lungs. See physician. Health risk depends on duration and level of exposure.
Safety: Avoid contact with eyes and prolonged contact with skin. Wear gloves, eye protection, and appropriate protective
clothing. Wash hands thoroughly with mild soap and water after handling. Avoid breathing dust. If exposed to
dust above recommended limits (see MSDS), wear suitable NIOSH-approved respiratory protection.
First Aid: In case of eye contact, immediately flush eyes with flowing water for 15 minutes. If dust is inhaled. move to fresh
air. If wet cement contacts :skin, rinse thoroughly with water. Get proper medical attention if irritation persists.
CEMEX. Memorial Hermann Tower
929 Gessner, Suite 1900
V7 combined Houston, Texas 77024
02/12 For more information please visit www.c-m-xusa corn.
Este ticket de entrega incluye comp referencia al comprador (ya previamente ejecutada en su aplicaci6n de creclito); cualquier
t6rmino estandar, condiciones del vendedor, propuestas del vendedor y orden de confirmaci6n del vendedor (con limitaciones y
garantfas), coma acuerdo total clef ticket do entrega ("Contrafo"). El vendedor proveera Jos terminos estandares y concliciones detal-
lados en caso de asf ser requeridos. Con este documento, el. comprador acepta los mismos ya antes mencionados y que las cantidades
y materiales fueron entregados comp se expresa en el mismo. Acepta pagar el monto do acuerdo al contrato; at menos que se identi-
fique con una nota al frente de este documento.
AGREGADOS / CE.MENTO / PRODUCTOS DE CONCR.ETO / CENIZAS VOLA.NTES
Los productos de agregados son materiales naturales corno piedra caliza, dolornita, granito, roca volcanica, arena; grava y otros
materiales silicios..Los productos de cemento incluyen Cemento de tipo Portland, de albanilerfa, pozzolan (tipo IP), azulejo cic
azotea y estuco. Los productos de concreto incluyen cemento Portland y productos de agregados corno piedra caliza, dolornita,
granito, roca volcanica, arena, grava, y otros materiales silicios. Estos productos incluyen cenizas volantes (fly ash) la coal puede
contener mas de 0.025% de silicio cristalino.
Peligros: Mezcla de cemento fresco y/o cenizas volantes pueden causar irritaci611 en los Ojos, quernaduras err piel y ojos, y
reacciones ale.rgicas en la pie]. Conc.reto seco y polvo de agregados, pueden causar irritaci6n en los ojos, piel y/o en
la zona respiratorria. Po.lvo del manejo en el trituramiento, pulido, carte y/o perforac.i6n puede contener materiales
silicos, los cuales pueden causar silicosis pulmonar y cancer si son inhalados. En caso de ser ingeridos, manterrerse
en temperatura calida, reposar y tomar grander cantidades de agua. Las cenizas volantes pueden contener,-amoniaco.
Seguridad• La humedad puede causar la liberaci6n del amoniaco. La inhalaci6n del. amoniaco puede causar toner, irritaci6n o
quemaduras en la nariz, garganta y puhnones. Acudir inmediatamente at medico. El riesgo en la sakid depende en
la duraci6n y el nivel de la exposici6n.
Seguridad: Evite el contacto con ojos y contacto prolongado con la piel. Use guantes, protecci6n en los ojos y ropa
Primeros adccuada para. protecci6n. Lavese ]as manos con jab6n suave y agua despues del manejo de materiales. Evite inhalar
auxilios: polvos. Si se expose a polvos mas de Jos limiter recomendados, use protecci6n respiratoria.
Primeros auxi.lios: En caso de contacto en los ojos, inmediatamente fluya agua on la parte afectada por 15 minutos.
Si se inhala polvo, exp6ngase a aire fresco. Si el cemento fresco tiene contacto con sus ojos, lavelos a Tondo con
agua. Acuda a atenci6n meciica inmediatamente si la inritaci6n continua.
CF_,MEX, Memorial Hermann 'Tower
929 Gessner, Suite 1900
V7 conrbinado Houston, Texas 77024
02/12 Para rnas informaci6n visita www.cemexusa.com.
14�
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Plant:
Beigih Loading;; ig,
To
aiil'un Iqad:
Fini$h Uhl 66::
Leave'Job:
Reiun Plant:
92 09E,
Customer Code: Customer Name:
customer Job Nur6ber.
Order Code / Date:
-7�02M' RODNEY HALLI c
��05 S CONCRETE CONILST
I � �,8 10/ 1 G/ 14
.'Project Code: _ Protect- " - arne:
Project P.O., Nu mber:
Order P.O. Number:
0,931(Jii..'5�Gn °,'N'CMNEY, HALL
1
i)ERtIAL ROD
VtKBAL I WD �4EY'
Ticket Date: Delivery Address:
Map Page: Map/Row/Column:
23, VILLA BLANCA
Delivery Instructions:
Dispatcher.1',
*,H LAKES OFF, OF KINISS HIGHWAY
'�A '%Plf-E
Ticket Number:
1-101-LOW AT TYT ;.,TANcF,.!,.
319-
Dua On Job:
Slump:
Truck Number:
Driver Number:
Driver Name:
I
End Use:
`
7.. 15
,
5. ()0" 11(
�,) 64589 110f-.3229
-�
NGEL DELATORRE
BLDNIS3 SLAD
LOAD QUANTITY
CUMULATIVE
QUANTITY
ORDERED
QUANTITY
MATERIAL CODE
PRODUCTION DESCRIPTION
UOM
UNIT PRICE
AMOUNT
0. 00 .30. 0 0
,7
1'4E`9664'6 E,'500 REG/FlIBER
MONO—FIBER YD3.,
OCT 13
1247 618 FUIEL SURCHARGfE,
.1. OiD,
1202749 ENY I RONMENTAL C'.11ARGE
Cash Check# I Auth Code:
Signature of Driver Receiving Cash:
Cash Received:
Total COD Order Amount to Collect
Without Standby Charges:
Check
Charge
r -SID
Comments:
WATER ADDED: —GAL YARDS IN DRUM:
WHEN ADDED.
V/ L,/ C.-, 'SIGNATURE
CURB LINE CROSSED AT OWNER'S/AGENT'S REQUEST:
NSPOSAL. F_ E E
.
PARTIAL FULL
LO"'IT) YCAPJ.)�3
E
SIGNATURE
LPI L A U�WAS4-_T
Notice: Our drivers will make every effort to place materials where the customer designates, but the
SPECIAL TERMS: Any water added lslaTcustomers own risk. If water is added on job, concrete strength
Company assumes no responsibility for damages inside curb or property line. Customer agrees to the
is no longer guaranteed. WARNING: Product may cause skin and/or eye irritation. CAUTION: Material
terms of sale and delivery and accepts concrete as is.
Due to important factors which are out of our
may be hazardous to your safety and health. Please refer to the backside of this ticket for important
control after delivery, this Company will not accept any responsibility for the finished results. No credit for
safety h4ndling information, and to the material safety data sheets for additional information.
returned concrete. Buyers exceptions and claims shall be deemed waived unless made to us in writing'
'AUTHORIZED SIGNATU R,E:
within one business day after the receipt of materials.
68UNIVERSAL P..,REV -rRK:
LIDPil) KIM-. I
INVOICE
This Delivery Ticket incorporates herein by reference Buyer's previously exf -fti d Credit Application, if any, Seller's Standard
Terms and Conditions, Seller's, Cation, .if any, and Seller's Order Confirma (including limitations of warranties), as if fully
set forth on this Delivery T icket , —greement"). Seller will provide the Standar,, t arms and Conditions upon request. Buyer agrees
that, unless otherwise noted on the front hereof, all quantities and items were delivered as indicated and further expressly agrees to
pay in accordance with the Agreement.
AGGREGATE / CEMENT / CONCRETE PRODUCTS / FLU' ASH
Aggregate products are naturally occurring materials including limestone, dolomite, granite, volcanic rock, sand, gravel, and other
siliceous materials. Cement products include Portland cement, masonry, pozzolan (Type 1P), roof tile, and stucco. Concrete
products include Portland cement and aggregate products including limestone, dolomite, granite, volcanic .rock, sand, gravel, and.
other siliceous materials. These products, including fly ash, may contain more than 0.025% crystalline silica.
Hazards: Freshly mixed wet cement and/or fly ash can cause eye irritation, skin and eye burns and allergic skin reactions.
Dry concrete and aggregate dust may cause irritation to eyes, skin, and/or respiratory tract. Dust from handling,
crushing, grinding, cutting and/or drilling may contain silica, which may cause silicosis and cancer if inhaled.
If ingested, keep warm, at: rest, and drink large amounts of water. Fly Ash may contain trace amounts of ammo-
nia. Moisture can cause the ammonia to be released. Inhalation of ammonia can cause coughing and irritation
or burns of the nose, throat and lungs. See physician. Health risk depends on duration and level of exposure.
Safety: Avoid contact with eyes and prolonged contact with skin. Wear gloves, eye protection, and appropriate protective
clothing. Wash hands thoroughly with mild soap and water after handling. Avoid breathing dust. ti' exposed to
dust above recommended limits (see MSDS), wear suitable NIOSH-approved respiratory protection.
First Aid: In case of eye contact, immediately flush eyes with flowing water for 15 minutes. If dust is inhaled, move to fresh
air. If wet cement contacts skin, rinse thoroughly with water. Get proper medical attention if irritation persists.
CEMEX, :Memorial Hermann Tower
929 Gessner, Suite 1900
V7 combined Houston, Texas 77024
02/12 For more information please visit wwwcer»exu�a,com..
Este ticket de entrega incluye como referencia al comprador (ya previamente ejecutada en su aplic.;aci6n de crEdito): cualquier
termino estlndar, condiciones del vendedor, propuest:as del vendedor y orden de confirmaci6n del vendedor (con limitaciones y
(yarantfas), como acuerdo total del ticket de entrega ("Contrato")..El vendedor proveerd los terminos estindares v conchciones detal-
lados en caso de asf ser requeridos. Con este documento, el comprador acepta los mismos ya antes mencionados y que las canticiades
y materiales fueron entregados como se expresa en el mismo. Acepta pagar el monto de acuerdo al contacto; al mends quc se identi-
fique con una nota al frente de este documento.
AGREGADOS / CEMENTO / PRODUCTO.S DE CONCRETO / CENIZAS VOLANTES
Los productos de agregados son materiales naturales como piedra caliza, dolomita, granito, coca volc6nica, arena, grava y otros
materiales silicios. Los productos de cemento incluyen Cemento de tipo .Portland, de albanilerfa, pozzolan (tipo IP), azulejo de
azotea y estuco. Los productos de concreto incluyen cemento Portland y productos de agregados como piedra caliza, dolomita,
granito, rota volcanica, arena, grava, y otros materiales silieios. Estos productos incluyen cenizas volantes (fly ash) la coal puede
contener m1s de 0.025% de silicio cristalino.
Peligros: Mezcla de cemento fresco y/o cenizas volantes pueden causar irritaci6n en Jos ojos, quemaduras en piel y ojos, y
reacciones alergicas en la piel. Concreto seco y polvo de agregados, pueden causar irritaci6n en .los ojos, pie] y/o en
la zona respiratoria. Polvo del mancjo en el trituramiento, pulido, carte y/o perforaci6n puede contener materiales
silicas, los cuales pueden causar silicosis pi.Gltnonar y cancer si son inhalados. En caso de ser ingeridos, mantenerse
en temperature calida, reposar y tomar grander cantidadgs de agua..Las cenizas volantes pueden contener amoniaco.
Seguridad• La humedad puede causar la liberaci6n del amoniac,o. �l'a inhalaci6n del amoniaco puede causar toner, irritaci6n o
quemaduras en la nariz, garganta y pulmones. Acudrr inmediatamente al medico. El riesgo en la salad depende en
la duraci6n y el nivel de to exposici6n.
Seguridad: Evite el contacto con ojos y contacto prolongado con la picl. Use guantes, protecci6n en los ojos y ropa
Primeros adecuada para protecci6n. Ldvese las manos con jab6n suave y ague despues del manejo de materiales. Evite inhalar
auxilios: polvos. Si se expone a polvos rues de los limites recomendados, use protecci6n respiratoria.
Primeros auxilios: En caso de contacto en los ojos, inmediatamente fluya agua en la parte afectada por 15 mimltoS.
Si se inhala polvo, exp6ngase a aire fresco. Si el cemento fresco tiene contacto con sus ojos, tdvelos a fondo con
agua. Acuda a atenci6n medica inmediatamente si la irritaci6n continua.
CEMEX, Memorial.Hermann Tower
929 Gessner, Suite 1900
V7 conrbinado Houston, Texas 77024
02/12 Para etas informaci6n visita www.cemexusa.com.
Lumber design values are in accordance with ANSI/TPI 1 section 6.3
These truss designs rely on lumber values established by others.
MiTek'
RE: ml 1324 - 70' Carlton Elev D MITek USA, Inc.
6904 Parke East Blvd.
Site Information: Tampa, FL33610-4115
Customer Info: WYNNE BUILDING CORPORATIN Project Name: m11324 Model:
Lot/Block: Subdivision:
Address: 23 Villa Blanca
City: ST LUCIE State: FL '
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: FBC2010/TP12007 Design Program: MiTek 20/20 7.3
Wind Code: ASCE 7-10 [All HeighII Wind Speed: 165 mph
Roof Load: 32.0 psf Floor Load: N/A psf
This package includes 26 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
f En ineers Rules.
conforms to 61 G15 31.003, section 5 of the
Florida Board oProfessionalg
No.
Seal#
Truss Name
Date
No.
Seal#
Truss Name
Date
11
IT6391319
Al
6/30/014
18
T6391336
JA
6/30/014
12
I T6391320
I A2 16/30/014
119
I T6391337
I J B
16/36/014 I
13
I T6391321
I A3
16/30/014
120
I T6391338
I JC
16/30/014 1
14
I T6391322
I A4
16/30/014
121
I T6391339
I KJ5
16/30/014
15
I T6391323
I A5
16/30/014
122
I T6391340
I KJ7
16/30/014
16
I T6391324
I A6
16/30/014
123
I T6391341
I KJA
16/30/014 I
17
IT6391325
IA7
16/30/014
124
I T6391342
I KJB
1 6/30/014 I
18.
I T6391326
I A
16/30/014
125
I T6391343
I MV2
16/30/014 I
19
I T6391327
I B
16/30/014
1 26
I T6391344
I MV4
1 6/30/014 I
110
I T6391328
I BH7
16/30/014
I
I
I '
I
I
I
Ill
IT6391329
I GRA ,
16/30/014
112
IT6391330
IGRB
16/30/014
113
I T6391331
I GRC
16/30/014
114
I T6391332
IA 1
16/30/0141
115
I T6391333
I J3
16/30/014
116
I T6391334
I J5
16/30/014
117
I T6391335
I J7
16/30/014
The truss drawing(s) referenced above have been prepared by MiTek
Industries, Inc. under my direct supervision based on the parameters
provided by Chambers Truss.
Truss Design Engineer's Name: Velez, Joaquin
My license renewal date for the state of Florida is February 28, 2015.
IMPORTANT NOTE: Truss Engineer's responsibility is solely for
design of individual trusses based upon design parameters shown
on referenced truss drawings. Parameters have not been verified
as appropriate for any use. Any location identification specified is
for file reference only and has not been used in preparing design.
Suitability of truss designs for any particular building is the
responsibility of the building designer, not the Truss Engineer,
per ANSI/TPI-1, Chapter 2.
t pUI N
*: �68182 .•*.
STATE OF .' J
N A' ��1,��•
FL Cert. 6634
June 30,2014
Velez, Joaquin 1 of 1
Job
Truss
Truss Type
Qty
Ply
70' Carlton Elev D
T6391319
m11324
Al
SPECIAL
9
1
ob Reference (optional)
Chambers Truss Inc., Fort Pierce Fl. 34982 r.sou s bep z1 zuiz ivu i eK mcusmes, inc. man uun au i i:ie:ia zui4 rage i
ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-o??4rUlygIC51 OG7Ae8yGTZ6tLGiHkGGdQn6QAz17GC
* 1-0 13-7-8 17-0-0 23-11-12 26-9-10 35-0-0 6-0
'o 7-B-0 5-11-8 3-10-8 6-5-12 2-9-14 B-2-6 10
Scale = 1:60.3
4.00 12
5x6 =
4x4 = 14 13 4x8
2x3 II 5x12 =
2.00 12
7-8-0 13-7-8
23-11-12
35-0-0
7-8-0 5-11-8
10-4-4
11-0-4
Plate Offsets (X Y)7 [2.0-3-14 Edge] [8.0-3-0 Edoel r10:0-5-2 Edgel
LOADING (psf)
SPACING 2-0-0
CSI
DEFL in
(loc) I/defl L/d
PLATES GRIP
TCLL 20.0
Plates Increase 1.25
TC 0.86
Vert(LL) 0.76
12 >539 360
MT20 244/190
TCDL 7.0
Lumber Increase 1.25
BC 0.83
Vert(TL) -1.30
12-13 >317 240
MT18HS 2441190
BCLL 0.0 '
Rep Stress Incr YES
WB 0.48
Horz(TL) 0.39
10 n/a n/a
BCDL 5.0
Code FBC2010/TPI2007
(Matrix)
Weight: 158 lb FT = 0%
LUMBER
BRACING
TOP CHORD 2x4 SP M 30
TOP CHORD
Structural wood sheathing directly applied or 2-2-0 oc purlins.
BOT CHORD 2x4 SP M 30
BOT CHORD
Rigid ceiling directly applied or 4-0-1 oc bracing.
WEBS 2x4 SP No.3 `Except'
WEBS
1 Row at midpt 6-12
6-12: 2x4 SP M 30
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
[installation
guide.
REACTIONS (lb/size) 2=1021/0-8-0 (min. 0-1-8), 10=1023/0-8-0
(min. 0-1-8)
Max Horz 2=224(LC 7)
Max Uplift 2=-837(LC 8), 10=-837(LC 8)
Max Grav 2=1171(LC 2), 10=1171(LC 2)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=2741/1788, 3-4=-2154/1460, 4-5=-2097/1474, 5-6=-2129/1562, 6-7=-4406/2927,
7-8=-4337/2831, 8-9=-4384/2824, 9-10=-4785/3126
BOT CHORD 2-14=-1582/2548, 13-14=-1582/2548, 13-1 5=-1 02311828, 15-16=-1018/1832,
12-16=-1017/1840, 10-12=-2876/4512
WEBS 3-13=-631/465, 5-13=-271/242, 6-13=-269/469, 6-12=-1740/2753, 7-12=-258/249,
9-12=-388/377
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
3) All plates are MT20 plates unless otherwise indicated.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) " 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, with BCDL = 5.Opsf.
6) Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
7) Provide mechanical connection (by others) of truss to bearing plate -capable of withstanding 837 lb uplift at joint 2 and 837 lb uplift at
joint 10.
8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
Qv I N V
i
Nic 68182
:�• T OF : 1/'
• • O,. ' ,��111111111111
FL Cert. 6634
June 30,2014
& WARMAG - V.dfy d.19. parame onn and READ MITES ON TUrSAND INCLUDED MrTEKREFEREACE PAGE MU-7473 rex 1/24/1014BOUREME !�
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an individual building component.
Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown
is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the MiTek•
erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI7 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information 7vo able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA Z2314. Tampa, FL 33610.4115
115authernPine SP lumber isspecified,thedesign values are those effective 05i0212013byALSC
Job
Truss
Truss Type
Qty
Ply
70' Canton Elev D
T6391320
m11324
A2
SPECIAL
1
1
ob Reference o do al
Chambers Truss Inc., Fort Pierce H. 349az r.00u s _rP �� co i� rvu i cn niausnies, mc• a . <v , a9, I
ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-o??4rUIygIC51 OG7AeByGTZ6sLFIHgkGdQn6QAzl7GC
lx 1-0 7-8-0 13-7-8 17-0-0 18-0- 23-11-12 26-9-10 35-0-0 6-0
-0-0 7-B-0 5-11-8 3-4-8 -0-0 5-11-12 2-9-14 8-2-6 0-0
Scale = 1:62.3
4.00 12
4x4 % 4x5
6 7
4x4 = - 17 16 3x4 = 4x8 =
2x3 II 6x12 =
3x5
2.00 12
LOADING (psf)
SPACING
2-0-0
CSI
DEFL
in (loc)
I/deft
L/d
TCLL 20.0
Plates Increase
1.25
TC 0.86
Vert(LL)
0.76 13
>540
360
TCDL 7.0
Lumber Increase
1.25
BC 0.86
Vert(TL)
-1.19 11-13
>347
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.70 .
Horz(TL)
0.42 11
n/a
n/a
BCDL 5.0
Code FBC2010/TPI2007
(Matrix)
LUMBER
TOP CHORD 2x4 SP M 30
BOT CHORD 2x4 SP M 30
WEBS 2x4 SP No.3
REACTIONS (lb/size) 2=986/0-8-0
Max Harz 2=218(LC 7)
Max Uplift 2=-837(LC 8)
Max Grav 2=1171(LC 2;
(min. 0-1-8), 11=986/0-8-0 (min. 0-1-8)
11=-837(LC 8)
11=1171(LC 2)
PLATES GRIP
MT20 244/190
MT18HS 244/190
Weight: 168 lb FT = 0%
BRACING
TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 4-0-9 oc bracing.
WEBS 1 Row at midpt 8-14
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=-2746/1787, 3-4=-2132/1457, 4-5=-2075/1471, 5-6=-1998/1418, 6-7=-1880/1381,
7-8=-2019/1397,8-9=-4321/2829,9-10=-4369/2821,10-11=-4778/3131
BOT CHORD 2-17=-1580/2533, 16-17=-1580/2533, 15-16=-117412004, 14-15=-101311855,
13-14=-2504/4176, 11-13=-2882/4503
WEBS. 3-16=-675/465, 5-15=-287/192, 6-15=-379/503, 7-14=-242/437, 8-14=-2499/1605,
B-13=-955/1626, 10-13=-413/387
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load noncbncurrent with any other live loads.
6) ' 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.
7) Bearing at joint(s) 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 837 lb uplift at joint 2 and 837 lb uplift at
joint 11.
9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
,&WARNING -Verity design pa. —Mrs and READ M7TESO1171LISAM) INCLUDED Mr1EKREFEREM'f PAGENII-7473 rea 1/29/201JEfFOAEUSE
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.
Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI7 Quality Criteria, DSB-B9 and BCSI Building Component
Safety Information gqvauuable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314.
7fSauthernPinelSP)lumberisspeci#ied',thedesignvaluesarethaseeffectiveD6 01/2013b°yALSC
`, �`�Qv I N "VF ����i
o 0P,. <� .
io
o lo
N 68182
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�I� rs •• •... �?,�
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FL Cert. 6634
June 30,2014
my
MiTek'
6904 Parke East Blvd.
Tampa, FL 33610-4115
Job
Truss
Truss Type
Qly
Ply
Elev D
T6391321
ml 1324
A3
SPECIAL
1
1
[O'Carlton
Job Referenge (optional)
Chambers Truss Inc., Fort Pierce FI. 34952 r.— s —P <r <u 4 rvn i as mausnrcs, mc. M u 11. M Vi 26 w r4Y1 ,
ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-GBZS3gJabbKyfYrJkMfBoh5JAIbeO3nQr4Wgzdzl7GB
it 1-0 B-0-1 15-0-0 20-0-0 23-11-12 26-9-10 35-0-0 6-0-
-0-0 8-0-1 6-11-15 5-0-0 3-11-12 2-9-14 8-2-6 -M
4.00 12
4x5 % 4x4
4x4 = 15 - 4x8 =
2x3 11
5x6 =
2.00 12
Scale = 1:62.3
8-0-1 13-7-8
20-0 0
23-11-12
35-0-0
8-0-1 5-7-7
6-4-B
3-11-12
11-0-4
Plate Offsets (X Y)• [270-3-14
Edge] 1970-3-0 Edge) 110.0-5-2 Edgy
LOADING (psf)
SPACING 2-0-0
CSI
DEFL
in (loc)
I/defl
Ud
PLATES GRIP
TCLL 20.0
Plates Increase 1.25
TC 0.76
Vert(LL)
0.68 12
>605
360
MT20 244/190
TCDL 7.0
Lumber Increase 1.25
BC 0.85
Vert(TL)
-1.14 10-12
>363
240
BCLL 0.0 '
Rep Stress Incr YES
WB 0.97
Horz(TL)
0.38 10
n/a
n1a
BCDL 5.0
Code FBC2010/TPI2007
(Matrix)
Weight: 159 lb FT = 0%
LUMBER BRACING
TOP CHORD 2x4 SP M 30 TOP CHORD
BOT CHORD 2x4 SP M 30 BOT CHORD
WEBS 2x4 SP No.3
REACTIONS (lb/size) 2=986/0-8-0 (min. 0-1-8), 10=986/0-8-0 (min. 0-1-8)
Max Horz 2=194(LC 7)
Max Uplift 2=-837(LC 8), 10=-837(LC 8)
Max Grav 2=1171(LC 2), 10=1171(LC 2)
FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-2729/1771, 3-4=-2607/1786, 4-5=-2104/1448, 5-6=-2324/1632, 6-7=2452/1671,
7-8=-4324/2787,8-9=-4610/3102,9-10=-4723/3088
BOT CHORD 2-15=-1575/2516, 14-15=-1575/2516, 13-14=1128/1961, 12-13=-2458/4129,
10-12=-2848/4446
WEBS 4-14=-718/514, 5-13=-272/588, 6-13=-306/516, 7-13=-2100/1327, 7-12=-939/1576,
8-12=-412/397
Structural wood sheathing directly applied or 2-2-0 oc purlins
Rigid ceiling directly applied or 4-1-13 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat.
II; Exp C, Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) The solid section of the plate is required to be placed over the splice line at joint(s) 12.
5) Plate(s) at joint(s) 12 checked for a plus or minus 2 degree rotation about its center.
6) This truss has been designed for a 10.0 psf bottom chord live load ndnconcurrent 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) Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 837 lb uplift at joint 2 and 837 lb uplift at
joint 10.
10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
®WARMIG-yerffrdesign yarameters and READ N07ESDN71,7SAND rMaLIDED MrFEKREFEREALE PAGE N11-7473 ra.1/29/2014BU R UM
Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an individual building component.
Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown
is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the
erector. Additional pennonent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Cdterla, DSB-89 and BCSf Building Component
Safety Information gqv0i able from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 2314.
1f5fluthernPinelSP�lumberisspecified, the design values are these effective 06 01/2u13byALSC
0\31 N
NS
0 N 68182
T OF
00
FL Cert. 6634
June 30,2014
MiTek'
6904 Parke East Blvd.
Tampa, FL 33610-4115
Job
Truss
Truss Type
Qty
Ply
' Carlton Elev D
T6391322
Eb
m11324
A4
SPECIAL
1
1
Reference (optional
Chambers Truss Inc., Fort Pierce FI. 34982 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Jun 30 11:19:15 2014 Page 1
ID: _kfiGCA6bx7j2Syl HDXFw7ye3KK-kO7gGAJCMvSpHhQV13AQLueRe9xoIW1Z4kGDV3z17GA
> 1-0 7-8-0 13-0-0 22-0-0 23-11-12 26-9-10 35-0-0 6-0
-0-0 7.8-0 5-4-0 9-0-0 1-11-12 2-9-14 8-2-6 -0-0
4x4 =
5x10 5x6 =
3x6 C
4.00 12 4 5 6
13
2x3 II
5x12 =
2.00 F12
4x8 =
Scale = 1:61.3
7-B-0 13-7-8
22-0-0
,23-11-12 , 35-0-0
7-8-0 5-11-8
8-4-8
1-11-12 11-0-4
Plate Offsets (X Y): I2:0-3-14 Edged f4.0-5-0 0-2-0), [8:0-5-2 Edge]
LOADING (psf)
SPACING 2-0-0
CSI
DEFL in
(loc) I/deft L/d
PLATES GRIP
TCLL 20.0
Plates Increase 1.25
TC 0.85
Vert(LL) 0.70
10 >590 360
MT20 244/190
TCDL 7.0
Lumber Increase 1.25
BC 0.86
Vert(TL) -1.14
8-10 >362 240
MT18HS 2441190
BCLL 0.0
Rep Stress Incr YES
WB 0.99
Horz(TL) 0.38
8 n/a n/a
BCDL 5.0
Code FBC2010/TP12007
(Matrix)
Weight: 157lb FT=O%
LUMBER
BRACING
TOP CHORD 2x4 SP M 30 `Except`
TOP CHORD
Structural wood sheathing directly applied.
4-5: 2x4 SP M 31
BOT CHORD
Rigid ceiling directly applied or 4-1-3 oc bracing.
BOT CHORD 2x4 SP M 30
MiTek recommends that Stabilizers and required cross bracing
WEBS 2x4 SP No.3
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size) 2=986/0-8-0 (min. 0-1-8), 8=986/0-8-0 (min. 0-1-8)
Max Horz 2=170(LC 7)
Max Uplift 2=-837(LC 8), 8=-837(LC 8)
Max Grav 2=1171(LC 2),8=1171(LC 2)
FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-2732/1777, 3-4=-2167/1493, 4-5=-3002/2033, 5-6=-3106/2070, 6-7=-4297/2756,
7-8=-4794/3146
BOT CHORD 2-13=-1570/2517, 12-13=-1570/2517, 11-12=-1195/2039, 10-11=-2412/4080,
8-10=-2897/4519
WEBS 3-12=-626/420, 4-11=-616/1112, 5-11=266/557, 6-11 =1 556/940, 6-1O=980/1602,
7-10=-527/494
NOTES
,`,111111111/���,
1) Unbalanced roof live loads have been considered for this design.
IN VF
2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat.
,,�� AQU
,� OP (� ��
E IV 3 �• `�
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.f0 plate grip DOL=1.60
,� , ••G d�
F•�•,
3) Provide adequate drainage to prevent water ponding.
w •�
;
4) All plates are MT20 plates unless otherwise indicated.
N 68182
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
*
6) ` 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.
7) Bearing at joint(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
—
'0
capacity of bearing surface.
i T O F
�•
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 837 lb uplift at joint 2 and 837 lb uplift at
8.
_
�(/
�� •. /c P
joint
9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
.' ��
�i •'� ��
LOADCASE(S) Standard
//11J111111
FL Cert. 6634
June 30,2014
%WARfKNG-Vefffrdesign Paramea:rs and READ ROTES ON 7NIS.AND IM1aDED NITEKREFERE&CE PAGE NII-7473. ,1129110I4BFFOAEUSE
Design valid for use only with Welk connectors. This design is based only upon parameters shown, and is for an individual building component.
Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown
Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the MiTek•
erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Informatlon gvaJable from Truss Plate Institute. 781 N. Lee Street, Suite 312. Alexandria, VA2314. Tampa, FL 33610.4115
ItSauth. pine Sp lumberisstrecifterLthedesienvaluesaretheseeffective061,0112013bvALSC
Job
Truss
Truss Type
Qty
Ply
Elev D
[O'Carlton
T6391323
m11324
AS
SPECIAL
1
1
Job Reference (optional
Chambers Truss Inc., Fort Pierce Fl. 34982 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Jun 30 11:19:15 2014 Page 1
I D:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-k07gGAJCMvSpHhQ\/13AQLueQp9x9lavZ4kGDV3zl7GA
1-0 7-10-13 11-0-0 17-11-10 24-0-0 26-8-1 35-0-0 6-0
-0-0 7-10-13 3-1-3 6-11-10 6-M 2-8-1 8-3-15 -0-0
5x10
4.00 12
13
3x4 =
5
45
14 6 y
Scale = 1:61.3
4x4 = 12 4x8 =
11.
3x4 =
5x6 =
2.00 12
11-0-0 13 11 23-11-12 _ 35-0-0
11-0-0 2-7-8 104-4 11-0-4
Plate OffsetslX Yr f2:0-3-14 Edael f4.0-5-0 0-2-01 f8.0-5-2 Edael
LOADING (psf)
SPACING
2-0-0
TCLL
20.0
Plates Increase
1.25
TCDL
7.0
Lumber Increase
1.25
BCLL
0.0
Rep Stress Incr
YES
BCDL
5.0
Code FBC2010/TPI2007
CSI DEFL in (loc) I/defl L/d
TC 0.90 Vert(LL) 0.74 10 >555 360
BC 0.83 Vert(TL) -1.21 10-11 >341 240
WB 0.72 Horz(TL) 0.39 8 n/a n/a
(Matrix)
LUMBER BRACING
TOP CHORD 2x4 SP M 30 TOP CHORD
BOT CHORD 2x4 SP M 30 BOT CHORD
WEBS 2x4 SP No.3
REACTIONS (lb/size) 2=986/0-8-0 (min. 0-1-8), 8=986/0-8-0 (min. 0-1-8)
Max Horz 2=146(LC 7)
Max Uplift 2=-837(LC 8), 8=-837(LC 8)
Max Grav 2=1171(LC 2), 8=1171(LC 2)
FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-2691/1791, 3-4=-2368/1605, 4-13=2371/1648, 5-13=-2370/1648, 5-14=-4103/2666,
6-14=-4103/2666, 6-7=4353/2795, 7-8=4790/3131
BOT CHORD 2-12=1581/2480, 11-12=-1307/2219, 10-11=-2041/3253, 8-10=-2881/4516
WEBS 3-12=400/355, 4-12=-1711351, 4-11 =-1 81/348, 5-11=-1096/784, 5-10=-444/964,
6-10=748/1211, 7-10=-466/436
PLATES GRIP
MT20 244/190
MT18HS 244/190
Weight: 151 lb FT = 0%
Structural wood sheathing directly applied.
Rigid ceiling directly applied or 3-11-14 oc bracing
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) • 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.
7) Bearing at joint(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 837 lb uplift at joint 2 and 837 lb uplift at
joint B.
9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
®WARNIAG-Vdtydesign par .M.and AEA➢ A07ESON711I6ANDINaLIDED MITEKRFFERENCE PAGE NII-7473 mR 112912014BDUWVSE
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.
Applicability of design parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown
Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component
Safety Information QvaUable from Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexandria, VA 22314.
If Sauthern Fine SP lumber is specified the design values are those effective 0510212013 byALSC
t"till If tilt
QUIN
%%� OP. •
,�.` .•�,�G•E NSF•.?
i
N 68182
T OF
0
FL Cert. 6634
June 30,2014
y
MiTek'
6904 Parke East Blvd.
Tampa, FL 33610.4115
Job
Truss
Truss Type
Qty
Ply
70' Carlton Elev D
T6391324
m11324
A6
HIP
1
1
Job Reference (optional)
Chambers Truss Inc., Fort Pierce FI. 34982 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Jun 30 11:19:16 2014 Page 1
ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-CagCU WKg6Dagur?isnhfu6BcMZJKUBYiJO?ml Vzl7G9
-8-0 i 1-0- 9-0-0 1320-2-13 26-M 35-0-0 6-0
0-0 9-0-0 4 B-0 6 6-13 5-9-3 9-0-0 0-0
4.00 12
5x10
2x3 11 46 = 2x3 11
5x10
3 16 17 4 5 6 18 19 r
Scale = 1:60.3
4x4 = 15 14 13 12 11 10 4x4 =
2x3 II 4x6 _ 3x4 = 3x4 = 3x6 — 2x3 II
9-0-0 13-8-0 213 3 26-0-0 35-0-0
9-0-0 4-8-0 IS
2, 5-9-3 9-0-0
Plate Offsets (X Y)7 [270-3-10 Edgel 13.0-5-0 0-2-01 f5.0-3-0 Edgej 17:0-5-0 0-2-0), [8.0-3-14 Edge]
LOADING (psf)
SPACING
2-0-0
TCLL
20.0
Plates Increase
1.25
TCDL
7.0
Lumber Increase
1.25
BCLL
0.0
Rep Stress Incr
YES
BCDL
5.0
Code FBC2010/TPI2007
CSI
DEFL
in (loc)
I/defl
Lid
TC 0.85
Vert(LL)
0.6810-12
>373
360
BC 0.71
Vert(TL)
-0.91 10-12
>278
240
WB 0.32
Horz(TL)
0.11 8
n/a
n/a
(Matrix)
LUMBER BRACING
TOP CHORD 2x4 SP M 30 TOP CHORD
BOT CHORD 2x4 SP M 30 BOT CHORD
WEBS 2x4 SP No.3
REACTIONS (lb/size) 2=823/0-8-0 (min. 0-1-8), 13=267/0-8-0 (min. 0-1-8), 8=882/0-8-0 (min. 0-1-8)
Max Horz 2=121(LC 6)
Max Uplift 2=-712(LC 8), 13=-205(LC 8), 8=-757(LC 8)
Max Grav 2=977(LC 2). 13=351(LC 19). 8=1048(LC 2)
FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-2024/1307, 3-1 6=-2314/1627,/16-17=-2314/1627, 4-17=-2314/1627, 4-5=-2314/1627,
5-6=-2314/1627, 6-18=-2314/1627; 18-19=-2314/16'27, 7-19=-2314/1627,
7-8=-2288/1477
BOT CHORD 2-15=-1106/1837, 14-15=-1103/1838, 13-14=-1103/1838, 12-13=-1427/2314,
11-12=-1269/2096,10-11=-1269/2096,8-10=-1268/2087
WEBS 3-13=-387/829, 4-13=-462/352, 6-12=-254/217, 7-12=-1791405, 7-10=-20/296
PLATES GRIP
MT20 244/190
Weight: 142 lb FT = 0%
Structural wood sheathing directly applied.
Rigid ceiling directly applied or 5-9-3 oc bracing
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat.
II; Exp C; Encl., GCpl=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) The solid section of the plate is required to be placed over the splice line at joint(s) 11.
5) Plate(s) at joint(s) 11 checked for a plus or minus 5 degree rotation about its center.
6) This truss has been designed for a 10.0 psf bottom chord live load oonconcurrent 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) of truss to bearing plate capable of withstanding 712 lb uplift at joint 2, 205 lb uplift at
joint 13 and 757 lb uplift at joint 8.
9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
WARNING-lerrfrda,fgn Paramem. aad READ NOTES ON 774ZSAM7 RXIODED Mr7EKREFEREACE PAGE 1411-7473.. J1291Z0I486OAEN3E
Design valid for use only Wth Mfrek connectors. This design is based only upon parameters shown, and is for an individual building component.
Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown
is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPl1 Quality Cdteda, DSB-89 and BCSI Building Component
Safety Information gqvauuable from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 2314.
Rautherne-tnerSPplumber isspedfied, the design values are those effective 06 0112013byAfSC
FL Cert. 6634
June 30,2014
MiTek'
6904 Parke East Blvd.
Tampa, FL 33610-4115
Job
Truss
Truss Type
City
Ply
Elev D
T6397325
mi 1324
A7
HIP
1
1
[O'Carlton
Job Reference o do al
Chambers Truss Inc., Fort Pierce FI. 34982 r.3ou s bep zi 2uiz mi i eK industries, inc. man jun ou ii:ia:io Zuta rage i
ID: _kfiGCA6bx7j2Sy1 HDXFw7ye3KX-CagCUWKg6Daguf?isnhfu6BibZL9U5FiJO?m1 Vz17G9
10 7-0-0 14-0-9 20-11-7 28-0-0 35-0-0 6-0
-0-0 7-0-9 6-4-13 7-0-9 7-0-0 -0-0
4.00 12 4x6
3x4 = 4x6 = 3x8 =
3 16 17 4 5 ° 18 19
4x6
Scale = 1:60.3
4x4 = i5 14 13 12 11 10 44. _
3x4 = 5x6 WB = 3x4 = 2x3 11 5x6 WB — 3x4 =
7-0-0 14-0-9
20-11-7
28-M 35-0-0
7-0-0 7-0-9
6-10-13
7-0-9 7-0-0
Plate Offsets (X Y)• [2:0-3-14 Edgel 1570-3-0 Edgy 18.0-3-14 Edoel
LOADING (psf)
SPACING 2-0-0
CSI
DEFL in
(loc) I/defl L/d
PLATES GRIP
TCLL 20.0
Plates Increase - 1.25
TC 0.45
Vert(LL) 0.64
12-13 >646 360
MT20 244/190
TCDL 7.0
Lumber Increase 1.25
BC 0.59
Vert(TL) -0.88
12-13 >467 240
BCLL 0.0
Rep Stress Incr YES
WB 0.46
Horz(TL) 0.18
8 n/a n/a
BCDL 5.0
Code FBC2010ITP12007
(Matrix)
Weight: 154lb FT=O%
LUMBER
BRACING
TOP CHORD 2x4 SP M 30
TOP CHORD -
Structural wood sheathing directly applied or 3-5-13 oc purlins.
BOT CHORD 2x4 SP M 30
BOT CHORD
Rigid ceiling directly applied or 4-8-0 oc bracing.
WEBS 2x4 SP No.3
WEBS
1 Row at midpt 4-15, 6-10
OTHERS 2x4 SP No.3
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation vide.
REACTIONS (lb/size) 2=986/0-8-0 (min. 0-1-8), 8=986/0-8-0 (min. 0-1-8)
Max Horz 2=97(LC 7)
Max Uplift 2=-837(LC 8), 8=-837(LC 8)
Max Grav 2=1171(LC 2), 8=1171(LC 2)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-2757/1784, 3-16=-2576/1756, 16-17=-2576/1756, 4-17=-2576/1756, 4-5=-3885/2640,
5-6=-3885/2640, 6-18=-2576/1755, 18-19=2576/1755, 7-19=-2576/1755,
7-8=2757/1784
BOT CHORD 2-15=-1577/2542, 14-15=-2478/3885, 13-14=-2478/3885, 12-13=-2479/3885,
11-12=-2479/3885, 10-11=-2479/3885, 8-10=-157712542
WEBS 3-15=-274/563, 4-15=-14961935, 6-1 0=-1 496/936, 7-10=-274/563
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) The solid section of the plate is required to be placed over the splice line at joint(s) 14, 11.
5) Plate(s) at joint(s) 14 and 11 checked for a plus or minus 3 degree rotation about its center.
6) This truss has been designed for a 10.0 psf 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) of truss to bearing plate capable of withstanding 837 lb uplift at joint 2 and 837 lb uplift at
joint 8.
9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
♦. 00I N V,
vim. •.��G•ENS�.•
e
* : N 68182
T OF 44/
s�•..<`
C?
NA� 1E�♦♦♦♦
FL Cert. 6634
June 30,2014
A wARMAG -1 edfr design Parameters and READ A07ES GN 7NISAND INCLUDED MITEKREFEREN-- PAGE MII-7413 .. 112912014DIFDAEUSE ■■■■• Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.
Applicability of design parameters and proper incorporation of component Is responsibility of building designer- not truss designer. Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek•
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPIt Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Informatlon gvaUable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA�2314. Tampa, FL 33610-4115
1f5authemPinelSF9lurnberisspecified, the design values are thaseeffective 05 01/2013hyALSC
Job
Truss
Truss Type
Qty
Ply
Elev DT6391326
L'canton
ml 1324
A
COMMON
8
1b
Reference (optional
Chambers Truss Inc., Fort Pierce FI. 34982 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Jun 30 11:19:12 2014 Page 1
ID:_kfiGCA6bx7j2Sy1HDXFw7ye3KX-KpRie8HJ3_4EQEhwdxdEG00ky?ZYH?70n1Zukzl7GD
i. 1-0-0 B-4-0 12-11-0 17 6-0 22-1-0 26 8-0 35-0-0 6-0
-0-0 8-4-0 4-7-0 4-7-0 4-7-0 4-71 8-4-0 -0-0
�1
d
4.00 12
4x4 =
Scale = 1:59.3
3x6 4 17 ' 15 _. 14 •- 12 3x6
2x3 II 4x6 = 3x6 = 2x3 II
US =
4x6 =
8-4-0 12-11-0
22-1-0
i 26-8-0 35-0-0
8-4-0 4-7-0
9-2-0
4-7- 8�-0
Plate Offsets (X.Y)' (2.0-3-14 0-1-888j 110:0-3-14 0-1-81
LOADING (psf)
SPACING 2-0-0
CSI
DEFL
in (loc) I/deft L/d
PLATES GRIP
TCLL 20.0
Plates Increase 1.25
TC 0.57
Vert(LL)
0.30 14-15 >999 360
MT20 244/190
TCDL 7.0
Lumber Increase 1.25
BC 0.51
Vert(TL)
-0.61 14-15 >676 240
BCLL 0.0
Rep Stress Incr YES
WB 0.48
Horz(TL)
0.13 10 n/a n/a
BCDL 5.0
Code FBC2010/TPI2007
(Matrix)
Weight: 166 lb FT = 0%
LUMBER
BRACING
TOP CHORD 2x4 SP M 30
TOP CHORD
Structural wood sheathing directly applied or 3-5-6 oc purlins.
BOT CHORD 2x4 SP M 30
BOT CHORD
Rigid ceiling directly applied or 6-1-3 oc bracing.
WEBS 2x4 SP No.3
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size) 2=107910-8-0 (min. 0-1-8), 10=107910-8-0 (min. 0-1-8)
Max Horz 2=223(1_C 6)
Max Uplift 2=-787(LC 8), 10=-787(LC 8)
Max Grav 2=1221(LC 2), 10=1221(LC 2)
FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=2851/1613, 3-4=-2350/1342, 4-5=-2322/1353, 5-18=-2344/1412, 6-18=-2293/1436,
6-19=-2293/1436, 7-19=-2344/1412, 7-8=-2322/1353, 8-9=-2350/1342, 9-10=2851/1613
BOT CHORD 2-17=1408/2666, 16-17=-1408/2666, 15-16=-1408/2666, 15-20=-753/1731,
20-21=-753/1731, 14-21=-753/1731, 13-14=1408/2627,12-13=-1408/2627,
10-12=-1408/2627
WEBS 6-14=-455/854, 7-14=-253/174, 9-14=-552/440, 6-15=-455/854, 5-15=-253/174,
3-15=-551/440
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; 8=45ft; L=50ft; eave=6ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
3) 100.0Ib AC unit load placed on the top chord, 17-6-0 from left end, supported at two points, 5-0-0 apart.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ` 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, with BCDL = 5.Opsf.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 787 lb uplift at joint 2 and 787 lb uplift at
joint 10.
7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
I WARNTi,G -Verify design pareme Mrs and READ AU TES ON 7141SAND INCLUDED MITEKREFEREM10E PAGE M77-7473 rea V291ZOM BEFOREUSE
Design valid for use only vAth MiTek connectors. This design is based only upon parametersshown, and is for an Individual building component.
Applicability of design parameters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown
Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the
erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component
Safety Information 4vai able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314.
liSvuthet7iErin F lumberissaecified,thedesienvaluesarethoseeffective06.01f2013hvALSC
FL Cert. 6634
June 30,2014
MiTek'
6904 Parke East Blvd.
Tampa, FL 33610-4115
Job
Truss
Truss Type
Qty
Ply
Elev D
�70'Carlton
T6391327
m11324
B
COMMON
3
1
Job Referenceo 'o al
Chambers Truss Inc., Fort Pierce FI. 34982 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Jun 30 11:19:17 2014 Page 1
' I D:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-hmEbhsLStWii W W7ZuPU DuQJjwWzmADeJsX2lKaxz17G8
1-0-0 6-11-0 13-10-0
1-0-0 6-11-0 6-11-0
Scale: 1/2"=1'
4x5 =
F
3x4 = 2X3 II 3x4 =
LOADING (pso
SPACING
2-0-0
CSI
DEFL in
(loc) I/defl Ud
PLATES GRIP
TCLL 20.0
Plates Increase
1.25
TC 0.31
Vert(LL) -0.04
4-5 >999 360
MT20 244/190
TCDL 7.0
Lumber Increase
1.25
BC 0.22
Vert(TL) -0.09
4-5 >999 240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.09
Horz(TL) 0.01
4 n/a n/a
BCDL 5.0
Code FBC20101TPI2007
(Matrix)
Weight: 47 lb FT = 0%
LUMBER
BRACING
TOP CHORD 2x4 SP M 30
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP M 30
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.3
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation quide.
REACTIONS (lb/size) 4=353/0-8-0 (min. 0-1-8), 2=41710-8-0 (min. 0-1-8)
Max Horz 2=93(LC 7)
Max Uplift 4=-275(LC 8), 2=-391(LC 8)
Max Grav 4=418(LC 2), 2=497(LC 2)
FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-771/473, 3-4=-769/470
BOT CHORD 2-5=-370/673, 4-5=-370/673
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
3) This truss has been designed fora 10.0 psf 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 275 lb uplift at joint 4 and 391 lb uplift at
joint 2.
6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
® WARNTNG - Verity design parame [ers and READ NO 7ES ON 71,1ISAND INCLUDED NITER REEEREXE PAGE NII-7473 re. 1/29/201d BDUZE'USE
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.
Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown
is for lateral support of individual web members any. Additional temporary bracing to insure stability during construction is the responsibillity of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPIT Quality Criteria, DSB-89 and BCSI Building Component
Sofey Information va' able from Truss Plate Institute, 781 N. Lee Street Suite 312, Alexandria, VA 222314.
ifnuthernPhia(SF)Iumbarizspetified,thadesignvaluesarethoseeffer, Ive05/01/2013byALSC
,,♦ ``yak) I N
♦ V I�
i
* : N 68182
0�44/`
e,��,,,s
FL Cert. 6634
June 30,2014
MiTek'
6904 Parke East Blvd.
Tampa, FL 33610-4115
Job
Truss
Truss Type
Qty
Ply
Elev DT6391328
E'cadton
ml 1324
BH7
BOSTON HIP
1
1b
Reference (optional
Chambers Truss Inc., Fort Pierce FI. 34982 /.sou s sep zi zulz mi i ex inausines, inc. noon uun su ii:iv:in zui4 rage i
I D:_kfiGCA6bx7j2Sy1 HDXFw7ye3 KX-d9ML6YNiP8yEmJjGXvFMVkpFOm01hWM9?MERegz17136
1-0 6-9-4 11-6-0 13-" 15-0-0 17-6-0 .19-6-1 21-6-1 23-0-1 28-2-12 35-0-0 6-0
-0-0 6-9-4 4-112 2-0-0 2-0-0 2-0-0 2-0-1 2-0-0 2-0-0 4-8-11 6-9-4 -0-0
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.
4.00 FIT 4x5 =
4x4 =
13 15
5x12 10
3x6 5:� 8 17 5x12
US
7 7A6 WB— 19
4 5 21 22
3 �s
3x4 = 3x6 = US = 3x6 = 3x4 =
Scale = 1:62.3
A
24 A
25 o
d
4x4 =
17-6-0
_ 35-0-0
17-0-0
17-M
Plate Offsets (X Y)• (270-3-14 Edge] r14.0-2-80-3-81. f24:0-3-14 Edgej
LOADING (psf)
SPACING 2-0-0
CSI
DEFL in
(loc) I/deft L/d
PLATES GRIP
TCLL 20.0
Plates Increase 1.25
TC 0.35
Vert(LL) 0.28
28 >999 360
MT20 2441190
TCDL 7.0
Lumber Increase 1.25
BC 0.47
Vert(TL) -0.41
26-28 >999 240
BCLL 0.0
Rep Stress Incr YES
WB 0.25
Horz(TL) 0.13
24 n/a n/a
BCDL 5.0
Code FBC2010/TP12007
(Matrix)
Weight: 197 lb FT = 0%
LUMBER
BRACING
TOP CHORD 2x4 SP M 30
TOP CHORD
Structural wood sheathing directly applied or 4-0-0 oc purlins.
BOT CHORD 2x4 SP M 30
BOT CHORD
Rigid ceiling directly applied or 5-9-8 oc bracing.
WEBS 2x4 SP No.3
WEBS
1 Row at midpt 4-28, 22-28
JOINTS
1 Brace at Jt(s): 12, 9, 16
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size) 2=986/0-8-0 (min. 0-1-8), 24=986/0-8-0 (min. 0-1-8)
Max Horz 2=223(LC 7).
Max Uplift 2=837(LC 8), 24=837(LC 8)
Max Grav 2=1171(LC 2), 24=1171(LC 2)
FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=2742/1807, 3-4=-2536/1716, 4-5=-1462/1022, 5-7=1430/1026, 7-8=-1431/1041,
8-1 0=1 416/1063, 10-13=-1408/1098, 13-15=-1408/1098, 15-17=1416/1063,
17-19=-1431/1041,19-21=-1430/1026,21-22=-1462/1022,22-23=-2536/1716,
23-24=-2742/1807, 4-6=-636/392, 6-9=-639/396, 9-11=-639/396, 11-12=-639/396,
12-14=-639/396, 14-16=639/396, 16=18=639/396, 18-20=-639/396, 20-22=636/392
BOT CHORD 2-30=1603/2532, 29-30=-1436/2359, 28-29=1436/2359, 27-28=-1436/2359,
26-27=-143612359,24-26=-1603/2532
WEBS 4-30=-93/307, 22-26=-93/307, 4-28=-548/347, 12-28=-208/421, 22-28=-548/347,
12-13=-475/649
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat.
11; Exp C; Encl., GCpi=0.1B; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are 2x3 MT20 unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) • 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.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 837 lb uplift at joint 2 and 837 lb uplift at
joint 24.
8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
LOAD CASE(S) Standard
®WARNING -Verity design pa ,.W s and READ N37ES ON 7WSAND INCLUDED NITEKREFEREAkX PAGE NII-7473 rex 11291Z074BLF!MU5E
Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an individual building component.
Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibillity of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Crlteda, DSB-89 and BCSI Building Component
Safety Information gvai able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.
If Sauthera P'me 1513 lumber is specified, the design values are those effective 06/0112013 byALSC
`11111111f11111
%��`� Qv 1 N
;% .•�.%C•ENSF•. '0.
i
♦ Nic 68182
.o T F
00
Ito 0
FL Cert. 6634
June 30,2014
MiTek'
6904 Parke East Blvd.
Tampa, FL 33610-4115
Job
Truss
Truss Type
City
Ply
70' Cadton Elev D
T6391329
mi 1324
GRA
SPECIAL
1
1
Job Reference (optional
Chambers Truss Inc., Fort Pierce FI. 34982 f.3ou s Sep zf zuiz mi i eK maustnes, Inc. noon uun su i i:ta:iy zu14 rage t
I D:_kfiGCA6bx7j2Syl HDXFw7ye3KX-d9ML6YNiP8yEmJjGXvFMVkpHZmRAhZG9?MERegz17G6
1-0-0 4-1-8 5-7-3 8-2-13 9-8 8 13-10-0 14-10-0
1-0-0 4-1-8 1-5-11 2-7-9 15-11 4-1-8 1.0-0
Scale=1:26.6
2.37 12
5x6 = 5x6 =
4x4 4x4
13 4 14 15 5 16 6
3x5 = 2x3 II 2x3 II 2x3 II 2x3 II 3x5 =
4-1-8 5-7-3
8-2-13
9-8-8 13-10-0
1
4-1-8 15-11
2-7-9
15-11 4-1-8
Plate Offsets (X Y)• [2.0-2-8 Edgel 17:0-2-8 Edge)
LOADING (psf)
SPACING 2-0-0
CSI
DEFL in
(loc) I/deft Ltd
PLATES GRIP
TCLL 20.0
Plates Increase 1.25
TC 0.21
Vert(LL) 0.10
11 >999 360
MT20 244/190 _!
TCDL 7.0
Lumber Increase 1.25
BC 0.32
Vert(TL) -0.12
10-11 >999 240
BCLL 0.0
Rep Stress Incr NO
WB 0.06
Horz(TL) 0.03
7 n/a n/a
BCDL 5.0
Code FBC2010/TP12007
(Matrix)
Weight: 53 lb FT;= 0%
LUMBER
BRACING .
TOP CHORD 2x4 SP M 30
TOP CHORD
Structural wood sheathing directly applied or 5-4-11 oc purlins.
BOT CHORD 2x4 SP M 30
BOT CHORD
Rigid ceiling directly applied or 6-11-9 oc bracing.
WEBS 2x4 SP No.3
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size) 2=684/0-8-0 (min. 0-1-8), 7=684/0-8-0 (min. 0-1-8)
Max Horz 2=53(LC 7)
Max Uplift 2=-615(LC 8), 7=-615(LC 8)
Max Grav 2=814(LC 19), 7=814(LC 20)
FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1795/1223, 3-13=1702/1206, 4-13=-1679/1188, 4-14=-1657/1171,
14-15=-1657/1171, 5-15=-1657/1171, 5-16=-167911187, 6-16=-1702/1202,
6-7=1795/1224
BOT CHORD 2-12=1104/1646, 12-17=-1104/1655, 11-17=110411655, 10-11=-1098/1657,
10-18=-1103/1655,9-18=-1103/1655,7-9=-1102/1646
NOTES
1) Unbalanced roof live loads have been considered for this design.
,`P//
N /".,
2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat.
QU I �/�
11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
,`%�
,� O`•. • • •"• • • • �� I*
� , •�\Ci E N S'�•,
10.0 bottom live load live loads.
4) This truss has been designed for a psf chord nonconcurrent with any other
5) . 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
N 6818
will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 615 Ib uplift at joint 2 and 615 lb uplift at
joint 7.
7) 'Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 79 lb down and 102 lb up at
T 0 F C(/
�• �(/
4-1-8, 111 lb down and 136 lb up at 5-0-0, 132 lb down and 158 lb up at 5-7-3, 61 lb down and 129 lb up at 5-11-0, 61 lb down and
129 lb up at 7-11-0, 132 lb down and 158 lb up at 8-2-13, and 111 lb down and 136 Ib up at 8-10-0, and 79 lb down and 116 lb up
(� .;
�j '.'C Q;•' ��
34 lb down 4-1-8, 45 lb down 5-0-0, 54 lb down 5-7-3, 38 lb down 5-11-0, 38 lb down at
�j� '• •'
at 9-8-8 on top chord, and at at at at
s • • `G\,��
lb downand45lb down at -10-0, and 34 lb down at 9-8-8 on bottom chord. The design/selection of such
at2-13,he
I
/S N q' %%
connection ( is t responsibility of others,
/O
9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Regular: Lumber Increase=1.25, Plate Increase=1.25
FL Cert. 6634
June 30,2014
®WARKAG - Verify design parame cars and READ NOTES ON 7WSAND fKaUDED NfTEXREFEREAC E PAGE Nrr-7473. r. 1/2912014BEFORE715E ■■■
Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and Is for an Individual building component.
Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown
Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the lilt iTek°
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Sale ty Inlormaflon vat able from Truss Plate Institute, 781 N. Lee Street, Suite 312; Alexandria, VA 2314. Tampa, FL 33610-4115
li5authemMne(SP�Iumberisspecified,thedes-ignvaluesarethoseeffective06 0112013byALSL'
Job
Truss
Truss Type
Qty
Ply
70' Carlton Elev D
T6391329
ml 1324
GRA
SPECIAL
1
1
Job Reference (optional
Chambers Truss Inc., Fort Pierce FI. 34982
r.aou s bep zi zuiz mi i eK mausmes, inc. mon dun au i is-ia:iu zu i9 rage z
ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-d9ML6YNiP8yEmJjGXvFMVkpHZmRAhZG9?MERegz17G6
LOAD CASE(S) Standard
Uniform Loads (plf)
Vert: 1-3=-44, 3-4=44, 4-5=44, 5-6=-44, 6-8=-44, 2-7=10
Concentrated Loads (Ib)
Vert: 3=-31(B) 4=-75(B) 5=-75(B) 6=-31(B) 12=9(B) 11=-31(B) 10=-31(B) 9=-9(B) 13=-58(B) 14=-49(8) 15=-49(B) 16=-58(8) 17=-15(B) 18=-15(B)
LYYARAFFM - Verffr design parame rers and il&U MTE5 ON 7NISAM7 Ir aUDED MITEK REFERE&CE PAGE Mlr-7473 re r, i/29/201481FOAEUSE
Design valid for use only with Mirek connectors. This design is based only upon parameters shown, and Is for an Individual building component.
Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding M1Tek•
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information vai able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610.4115
It 5auth ern Pine�SF� lumb er is speed, the design values are those effettive v6 101 f 20131Ty'Atsc
Job
Truss
Truss Type
Qty
Ply
Elev DT6391330
E'Carlton
ml 1324
GRB
SPECIAL
1
1b
Reference (optional
Chambers Truss Inc., Fort Pierce FI. 34982 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Jun 30 11:19:20 2014 Page 1
ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-5LwjJuNLAR45NTIT5cmb2yLQbAiMQwUI EOz_AGz17G5
1-0 5-0-0 10-3-14 15-0-0 21-6-0 26-2-0 28-1-0 35-0-0 6-0
-0-0 5-3-14 5-2-2 6-0-0 4-8-0 1-11-0 6-11-0 0-0
Scale = 1:62.4
4x4 =
4.00 12 4x4
3x6 =
2x3
II
2x3 I
4x4
3x4 =
9
18
19
4 20
21 5
622 23 24
725 26 27
8
I3
I
10 I
3x5 =
17 28
29
30
16 31
1
3233 34
14 3513
12
3x4 =
3x4 =
46 =
5>
_
3x4 =UB =
3x4 =
5-0-0
15-6-0
21 8-0
28-1-0
35-0-0
5-0-0
10-6-0
6-0-0
6-7-0
6-11-0
Plate Offsets (X Y)• 12:0-2-8
Edgel
LOADING (psf)
SPACING
2-0-0
CSI
DEFIL
in (loc) I/defl
L/d
PLATES
GRIP
TCLL 20.0
Plates Increase
1.25
TC 0.38
Vert(LL)
-0.33 15-17 >544
360
MT20
244/190
TCDL 7.0
Lumber Increase
1.25
BC 0.64
Vert(TL)
-0.61 15-17 >299
240
BCLL 0.0 '
Rep Stress Incr
NO
WB 0.45
Horz(TL)
0.03 10 n/a
n/a
BCDL 5.0
Code FBC201 o/TP12007
(Matrix)
Weight: 144 lb
FT = 0%
LUMBER BRACING
TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-5-12 oc purlins.
BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-15
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS All bearings 0-8-0.
(lb) - Max Harz 2=83(LC 7)
Max Uplift All uplift 100 lb or less atjoint(s) except 2=-592(LC 8), 15=-830(LC 8), 14=-565(LC 8), 10=-331(LC
8)
Max Grav All reactions 250 lb or less at joints) except 2=760(LC 19), 15=1213(LC 2), 14=797(LC 2), 10=413(LC
14)
FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1677/1084, 3-18=-1540/1050, 18-19=-1539/1050, 4-19=-1539/1050, 4-20=-313/525,
20-21=-313/525, 5-21=-313/525; 5-22=-313/525, 6-22=313/525, 6-23=-313/525,
23-24=-313/525, 24-25=-313/525, 7-25=-313/525, 7-26=313/525, 26-27=-313/525,
8-27=-313/525, 8-9=580/297, 9-10=-616/273
BOT CHORD 2-17=-937/1535, 17-28=-912/1201, 28-29=-912/1201, 29-30=-912/1201, 16-30=-912/1201,
16-31=912/1201, 31-32=-912/1201, 15-32=-912/1201, 15-33=-525/437, 33-34=-525/437,
34-35=-525/437,14-35=-525/437,13-14=-114/546,12-13=-114/546,10-12=-153/528
WEBS 3-17=0/299, 4-17=-59/611, 4-15=-1790/1402, 6-15=-496/476, 7-14=-433/409,
8-14=890/586
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ' 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.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 592 lb uplift at joint 2, 830 lb uplift at
joint 15, 565 lb uplift at joint 14 and 331 lb uplift at joint 10.
7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
EkWARMNG-Verrfrdesign parameters and READ NOTESOMTNISAND INl7.UDED MITEKREFEREACE PAGE MII-7473 rez I/291ZOI66EFOAELSE
Design valid for use only with MTek connectors. This design Is based only upon parameters shown, and is for an individual building component.
Applicability of design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown
Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component
Safety Information 7vailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.
1f5outhernPine SIX lumber issoar1fied, the design vatiaesare those effective
06 01f2013.myALSC
FL CerL 6634
June 30,2014
MiTek'
6904 Parke East Blvd.
Tampa, FL 33610-4115
Job
Truss
Truss Type
Qty
Ply
Carlton Elev D
[0'
T6391330
ml 1324
GRB
SPECIAL
1
1
b Reference (optional
Chambers Truss Inc., port Fierce 1•I. 34tla-1
ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-5Lw4JuNLAR45NTIT5cmb2yLQbAiMQwUIEOz_AGz17G5
NOTES
8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 289 Ib down and 353 Ib up at 5-0-0, 101 Ib down and 129 Ib up at
7-0-12, 101 Ib down and 129 Ib up at 9-0-12, 101 Ib down and 129 Ib up at 11-0-12, 101 Ib down and 129 Ib up at 13-0-12, 101 Ib down and 129 Ib up at 15-0-12, 101 Ib
down and 129 Ib up at 17-0-12, and 101 Ib down and 129 Ib up at 19-0-12, and 101 Ib down and 129 Ib up at 21-1-4 on top chord, and 112 Ib down at 5-0-0, 38 Ib down
at 7-0-12, 38 Ib down at 9-0-12, 38 Ib down at 11-0-12, 38 Ib down at 13-0-12, 38 Ib down at 15-0-12, 38 Ib down at 17-0-12, and 38 Ib down at 19-0-12, and 38 Ib down
at 21-1-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.
9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Regular: Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3=44, 3-8=-44, 8-9=-44, 9-11=44, 2-10=-10
Concentrated Loads (lb)
Vert: 3=-170(F) 5=49(F) 17=42(F) 18=-49(F) 19=49(F) 20=-49(F) 22=-49(F) 23=-49(F) 24=-49(F) 25=-49(F) 28=-13(F) 29=-13(F) 30=13(F) 31=-13(F) 32=13(F)
33=-13(F) 34=-13(F) 35=-13(F)
A WARNING-Vedfrdeiign parameters and READ NOTESON RFISAND IMMMED MITEKREFEREPKE PAGEMII-1473.. 1129120I4BEFOMVM
Design valid for use only with Mirek connectors. This design Is based only upon parameters shown, and is for an individual building component.
Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown
Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the
MiTek'
.erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPIT Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information vai able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314.
1f5auth- nP"in P Iumbelisspecified,thedesiantfaluesarethoseeffettiveR6 41f2013hy041SC
Tampa, FL 33610-4115
Job
Truss
Truss Type
Qty
Ply
70' cadton Elev D
T6391331
m11324
GRC
HIP
1
1
Job Reference (optional
Chambers Truss Inc., Fort Pierce FI. 34982 1.350 s Sep 27 2012 MiTek Industries, Inc. Mon Jun 30 11:19:21 2014 Page 1
ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-ZXU5XDOzxlCy?cffeKHgb9uSga2B9IaSSgjXj zl7G4
1-0 7-0-0 13-8-0 20-9-10 28-0-0 35-0-0 16- q
OD0 7-0.0 6-8-0 7-1-10 7-2.6 7-0-0 -0-0
This truss is NOT symmetric.
Proper orientation is essential.
4.00 12 5x8 = 3x6 I 5x6 WB = 5x8 =
5x10
3 16 17 18 19 4 20 5 21 22 6 23 24 25 26 7
Scale = 1:60.3
3x4 = 15 27 , 28 14 29 13 30 31 32 33 12 34 11 35 36 10 3x6
2x3 II 3x6 = 6x10 = 3x4 = 4x6 = 2x3 I
7-0-0 13-B-0
20-9-10
28-0-0 35-0-0
7-0-0 6-8-0
7-1-10
7-2-0 7-0-0
Plate Offsets (X Y)7 [3.0-5-12 0-2-12], [5.0-3-0 Edged r6.0-3-80-2-8], [770-5-0 0-2-0] [8.0-3-14 0-1-8]
LOADING (psf)
SPACING 2-0-0
CSI
DEFL in
(loc) I/deft Ud
PLATES GRIP
TCLL 20.0
Plates Increase 1.25
TC 0.94
Vert(LL) 0.26
10-12 >965 360
MT20 244/190
TCDL 7.0
Lumber Increase 1.25
BC 0.60
Vert(TL) -0.38
10-12 >669 240
BCLL 0.0
Rep Stress Incr NO
WB 0.71
Horz(TL) 0.10
8 n/a n/a
BCDL 5.0
Code FBC2010/TPI2007
(Matrix)
Weight: 155 lb FT = 0%
LUMBER
BRACING
TOP CHORD 2x4 SP M 30
TOP CHORD .
Structural wood sheathing directly applied or 3-9-3 oc purlins.
BOT CHORD 2x4 SP M 30
BOT CHORD
Rigid ceiling directly applied or 5-3-9 oc bracing.
WEBS 2x4 SP No.3 *Except*
WEBS
1 Row at midpt 3-13, 6-13
4-13: 2x6 SP No.2, 6-13: 2x4 SP M 30
MiTek recommends that Stabilizers and required cross bracing
OTHERS 2x4 SP No.3
be installed during truss erection, in accordance with Stabilizer
[Installation
guide.
REACTIONS (lb/size) 2=445/0-8-0 (min. 0-1-8), 13=2650/0-8-0 (min. 0-3-11), 8=103710-8-0 (min. 0-1-8)
Max Horz 2=84(LC 7)
Max Uplift 2=-430(LC 8), 13=-2294(LC 8), 8=-942(LC 8)
Max Grav 2=539(LC 19), 13=3139(LC 2), 8=1234(LC 20)
FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-869/566, 3-16=-1085/1586, 16-17=-1085/1587, 17-18=-1085/1587,
18-19=1085/1587, 4-19=-1085/1587, 4-20=-1085/1587, 5-20=-1085/1587,
5-21 =1 085/1587, 21-22=-1085/1587, 6-22=-1085/1587, 6-23=-2144/1634,
23-24=-2144/1634, 24-25=-2144/1634, 25-26=-2144/1634, 7-26=-2144/1634,
7-8=-2967/2109
BOT CHORD 2-15=-458/764, 15-27=-467/793, 27-28=467/793, 14-28=-467/793, 14-29=-467/793,
13-29=-467/793, 13-30=-1473/2144, 30-31 =1 473/2144, 31-32=-1473/2144,
32-33=-1473/2144, 12-33=-1473/2144, 12-34=-1898/2774, 11-34=-1898/2774,
11-35=-1898/2774, 35-36=-1898/2774, 10-36=-189812774, 8-10=-1887/2743
WEBS 3-15=-1711559, 3-13=-2501/1791, 4-13=-893/863, 6-13=-3917/2865, 6-12=-25/611,
,••.��Ci•E•NS'�• ��'
7-12=-670/448, 7-1 0=-1 81/595
��
NOTES
`,�
N 68182 •
* �� •;
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vuit=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
13 r7
3) Provide adequate drainage to prevent water ponding.
i T F
••
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ' 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
0Q
0 Q
0i •'•\• ��
will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 430 lb uplift at joint 2, 2294 lb uplift at
III
joint 13 and 942 lb uplift at joint 8.
"Semi
/j/
7) -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.is
FL Cert. 6634
June 30,2014
®WARNING-Vedfrdasign paremeters and READ M7ESON TNESAM lKaUDED MTTEXREFERENC E PAGEM11-7473 rex V291201/BfFOAEUSE ■■■■
Design valid for use only with Mfrek connectors. This design is based only upon parameters shown, and is for an individual building component.��
Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown .
Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibilllty of the MiTek'
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information cc��va' able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610-4115
1iSautheraPinelSP�Iumber isspecified,thedesign valuesarethoseetfective05 01/2o13byALSC
Job
Truss
Truss Type
Qty
Ply
70' cariton Elev D
T6391331
m11324
GRC
HIP
1
1
Job Reference (optional)
Chambers Truss Inc., Fort Pierce Ff. 34982
7.3bu s Sep 212012 MITek Inaustnes, Inc. Mon Jun 30 11:19:21 2014 F age z
ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-ZXU5XDOzxICy?cffeKHgb9uSga2B91aSSgjXjjz17G4
NOTES
8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 231 lb down and 352 lb up at 7-0-0, 118 lb down and 189 lb up at
9-0-12. 118 lb down and 189 lb up at 11-0-12, 118 lb down and 189 lb up at 13-0-12, 118 lb down and 189 lb up at 15-0-12, 118 lb down and 189 lb up at 17-0-12, 118 lb
down and 189 lb up at 17-11-4, 118 lb down and 189 lb up at 19-11-4, 118 lb down and 189 lb up at 21-11-4. 118 lb down and 189 lb up at 23-11-4, and 118 lb down and
189 lb up at 25-11-4, and 231 lb down and 352 lb up at 28-0-0 on top chord, and 388 lb down and 240 lb up at 7-0-0, 68 lb down at 9-0-12, 68 lb down at 11-0-12, 68 lb
down at 13-0-12, 68 lb down at 15-0-12, 68 lb down at 17-0-12, 68 lb down at 17-11-4, 68 lb down at 19-11-4, 68 lb down at 21-11-4, 68 lb down at 23-11-4, and 68 lb
down at 25-11-4, and 388 lb down and 240 lb up at 27-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.
9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B),
LOAD CASE(S) Standard
1) Regular: Lumber Increase=1:25, Plate Increase=1.25
Uniform Loads (plo
Vert: 1-3=-44, 3-7=-44, 7-9=-44, 2-8=-10
Concentrated Loads (lb)
Vert:3=-156(B) 5=-96(B) 7=-156(13) 15=-333(B) 10=-333(B) 16=-96(B) 17=-96(B) 19=-96(B) 20=-96(B) 21=-96(B) 22=-96(B) 23=-96(B) 25=-96(B) 26=-96(B)
27=-23(B) 28=-23(B) 29=-23(B) 30=-23(B) 31=-23(B) 32=-23(B) 33=-23(B) 34=-23(B) 35=-23(B) 36=-23(B)
,&WARN M - Vedfr design parama Wrs and READ M+TES DN 714ISAND INCLUDED NITEK REFEREM10E PAGE NII-7473 .. t/2912014BDFOAEVM
Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component.
�e
Applicability of design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown
is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the iVliTe k'
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information vai able from Truss Plate Institute. 781 N. Lee Street Suite 312, Alexandria, VA 2314. Tampa, Fl- 33610-4115
1iSauthernFine�S.p lumber issirecified, the design values are thoseeffertive0'6 01/2013byALS
Job
Truss
Truss Type
Qty
Ply
Elev o
E'Carltcm
T6391332
ml 1324
11
MONO TRUSS
6
1b
Reference (optional
chambers T russ Inc., t-on Tierce ri. m9ts2 r.00" s aep a 4U 14 -1- Ill. m1 s, mo. niun -1. - - rnz4 4v w I.Y. .
ID:_kfiGCA6bx7j2Sy1HDXFw7ye3KX-1k2UkZPbi3LpdmSrC1o37NQq8_XeuwybhK85F9z17G3
. r -1-0-0 1-0-0 _ J
1-0-0 1-0-0
Refer to MiTek "TOE -NAIL" Detail for connection to Scale =1:6.1
supporting carrier truss (typ all applicable jacks on this job) 3
4.00 12
2
r—'
d
N
1
O
3x4 =
LOADING (psf)
SPACING
2-0-0
CSI
DEFL in
(loc) I/deft Ltd
PLATES GRIP
TCLL 20.0
Plates Increase
1.25
TC 0.12
Vert(LL) -0.00
2 >999 360
MT20 244/190
TCDL 7.0
Lumber Increase
1.25
BC 0.01
Vert(TL) -0.00
2 >999 240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.00
Horz(TL) -0.00
3 n/a n/a
BCDL 5.0
Code FBC2010/TPI2007
(Matrix)
Weight: 5 lb FT = 0%
LUMBER
BRACING
TOP CHORD 2x4 SP No.3
TOP CHORD
Structural wood sheathing directly applied or 1-0-0 oc purlins.
BOT CHORD 2x4 SP No.3
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 ouide.
REACTIONS (lb/size) 2=99/0-8-0 (min. 0-1-8), 4=5/Mechanical, 3=-7/Mechanical
Max Horz 2=47(LC 8)
Max Uplift 2=-153(LC 8), 3=-8(LC 2)
Max Grav 2=120(LC 2), 4=14(LC 3), 3=26(LC 8)
FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES
1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat.
Il; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) ' 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.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 153 lb uplift at joint 2 and 8 lb uplift at
joint 3.
6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
AWARM&ti -V.df y design parama mrs and READ M.I TES ONTNISAND INO.UDED MITEKREFERE&IM PAGE MII-7473 re a I/29/20140EFMEWE
Design valid for use only with Wek connectors. This design is based only upon parameters shown, and 1s for an Individual building component.
Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown
Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component
Safety Information �vapable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.
IiSauthemPine SPPPlumberisspecifred,thedesignvaluesarethoseeffective0 01/201-1byAISC
%%���ptU I N
;vim .•�,�0•E N 0-
i
N 68182
T OF
FL Cert. 6634
June 30,2014
my 21e
MiTek'
6904 Parke East Blvd.
Tampa, FL 33610-4115
Job
Truss
Truss Type
Qty
Ply
�70'CarltonElev,D
T6391333
m11324
J3
MONO TRUSS
6
1
ob Reference (optional)
Chambers Truss Inc., Fort Pierce FI. 349152
1-0-0
3x4 =
I.JaU JoeP trio will — mwsnro>, nu:. „u'l" II.,v—Lu'" goy.1
I D:_kfiGCA6bx7j2Syl HDXFw7ye3KX-1 k2UkZPbi3LpdmSrC 1 o37NQp8_WHuwybhKS5F9zl7G3
Scale = 1:9.4
LOADING (psf)
SPACING 2-0-0
CSI
DEFIL in
(loc) I/dell L/d
PLATES GRIP
TCLL 20.0
Plates Increase 1.25
TC 0.19
Vert(LL) -O.Ob
2-4 >999 360
MT20 2441190
TCDL 7.0
Lumber Increase 1.25
BC 0.10
Vert(TL) -0.01
2-4 >999 240
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(TL) -0.00
3 n/a n/a
BCDL 5.0
Code FBC2010/TP12007
(Matrix)
Weight: 11 lb FT = 0%
LUMBER
BRACING
TOP CHORD 2x4 SP No.3
TOP CHORD
Structural wood sheathing directly applied or 3-0-0 oc purlins.
BOT CHORD 2x4 SP No.3
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.
REACTIONS (lb/size) 3=43/Mechanical, 2=144/0-8-0 (min. 0-1-8), 4=13/Mechanical
Max Horz 2=84(LC 8)
Max. Uplift 3=-47(LC 8), 2=-178(LC 8)
Max Grav 3=61(LC 13), 2=174(LC 2), 4=39(LC 3)
FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES
1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) ` 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.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by other's) of truss to bearing plate capable of withstanding 47 lb uplift at joint 3 and 178 lb uplift at
joint 2.
6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
``Qv I N
,� OP` �� ♦�
, E N SF.• ��'
LOAD CASE(S) Standard
`,�� ,•�\Ci
*: N 68182
;• 14J .
T OF
.� 10••.• N
'�� S ����•
� N A1-
FL Cert. 6634
June 30,2014
AWARNT&G-Verifydesign paramea=rs and READ ACITES ON TNISAND INO11DED MITEKREFEREhCE PAGEMII-7473.z 112912014BEFOREME
Design valid for use only with Mirek connectors. This design is based only upon parameters shown, and is for an individual building component. Not
of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responslbillity, of the MiTek•
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information 4vauable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610.4115
ifSauthemlline1SIR lumber isspec"died,thedesign values are thuseeffective0fi 0111013byALSC
Job
Truss
Truss Type
Qty
Ply
Elev DT6391334
L'cadton
ml 1324
J5
MONO TRUSS
15
1b
Reference (optional
Chambers Truss Inc., Fort PlerCe H. 34962
1-0-0
3x4 =
! AJu 5 aep LI LU I L MI eK IOuu SlflBS, Inu. Nlun Jun au I I: 4Z N 14 rage I
ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-1 k2UkZPbi3LpdmSrC 1 o37NQkS_SbuwybhKS5F9zl7G3
Scale = 1:12.7
5-0-0
5-0-0
- - - -- --'
LOADING (psf)
SPACING 2-0-0
CSI
DEFL in
(loc) I/defl L/d
PLATES GRIP
TCLL 20.0
Plates Increase 1.25
TC 0.49
Vert(LL) -0.03
2-4 >999 360
MT20 244/190
TCDL 7.0
Lumber Increase 1.25
SC 0.33
Vert(TL) -0.05
2-4 >999 240
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(TL) -0.00
3 n/a n/a
BCDL 5.0
Code FBC2010/TP12007
(Matrix)
Weight: 17 lb FT = 0%
LUMBER
BRACING
TOP CHORD 2x4 SP No.3
TOP CHORD
Structural wood sheathing directly applied or 5-0-0 oc purlins.
BOT CHORD 2x4 SP No.3
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.
REACTIONS (lb/size) 3=93/Mechanical, 2=192/0-8-0 (min. 0-1-8), 4=23/Mechanical
Max Horz 2=122(LC 8)
Max Uplift 3=-114(LC 8), 2=-202(LC 8)
Max Grav 3=127(LC 13), 2=230(LC 2). 4=69(LC 3)
FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES
1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) ' 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.
4) Refer to girder(s) for truss to truss connections.
5) ro 2 e mechanical connection (by others) of truss to bearing plate capable of withstanding 114 Ito uplift at joint 3 and 202 lb uplift at ``,�QU 1 N ��t����',,
6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ,�� OP•. • • "' • � �i�
LOAD CASE(S) Standard , '•�'\C E N S�• '� 40
1.
N 68182
aT OF :•�'
00
%
AWO"""
till I
FL Cert. 6634
June 30,2014
Ao,wvipmm-Verirrdesign paramerEra and READ AOTESON THISAND INaLMED Mr EKREFEREKE PAGEMrf-7473..I/29/7014BFFOREUSE ■�■■�
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.
Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown
is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the MiTek•
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115
ifSauffiemP-mL SP lumber is specified, the design values are those effective 06i0112013byALSC
Job
Truss
Truss Type
Qty
7O' Carlton Elev D
]Ply
T6391335
mi 1324
J7
MONO TRUSS
12
1
Job Reference (optional
Chambers Truss Inc., Fort Pierce FI. 34982 - r.aau s pep zr zurz rvn I eK mausmes, inc. mon dun au i i s-ia:za zu i9 rage i
ID:_kfiGCA6bx7j2Sy1HDXFw7ye3KX-VwbsyvQDTMTgEwl2mlKlga7x3NigdMCkw Cenbzl7G2
1-0-0 7-0-0 —
1-0-0 7-0-0
Scale: 3/4"=V
3x4 =
7-0-0
LOADING (psf)
SPACING 2-0-0
CSI
DEFL in
(loc) I/defl L/d
PLATES GRIP
TCLL 20.0
Plates Increase 1.25
TC 0.37
Vert(LL) -0.12
2-4 >639 360
MT20 2441190
TCDL 7.0
Lumber Increase 1.25
BC 0.73
Vert(TL) -0.22
2-4 >365 240
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(TL) -0.00
3 n/a n/a
BCDL 5.0
Code FBC2010/TP12007
(Matrix)
Weight: 23lb FT=0%
LUMBER
BRACING
TOP CHORD 2x4 SP M 30
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP No.3
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.
REACTIONS (lb/size) 3=140/Mechanical, 2=243/0-8-0 (min. 0-1-8),
4=33/Mechanical
Max Horz 2=160(LC 8)
Max Uplift 3=-174(LC 8), 2=-234(LC 8)
Max Grav 3=189(LC 13), 2=291(LC 2), 4=99(LC 3)
FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES
1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) ` 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.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 174 lb uplift at joint 3 and 234 lb uplift at
joint 2.
6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
(EL WAR--frd-gaPardmem-and AFRO M?FSON 11,11SANOrNaUDE0 Nr7EXREFEREWIF PAGEN71-7473 rez 11291Z0I4BRiWLiM
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an Individual building component.
Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TP11 Quality Criteria,DSB-89 and-BCSI Building Component
Safety Information qva able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, Vq 2314.
IfSauthernPine �SF ILLmberissoeCfed. thedesiEnvaluesaretheseeffect:ive0fi 0112013bvALSC
FL Cert. 6634
June 30,2014
MiTek*
6904 Parke East Blvd.
Tampa, FL 33610-4115
Job
Truss
Truss Type
Qty
Ply
Elev D
�70'Carlton
T6391336
m11324
JA
MONO TRUSS
2
1
Job Reference (optional
Chambers Truss Inc., Fort Pierce FI. 349B2 r.aou s bep zr zuiz mi i eK mausmes, inc. mon aun au r i nu:za zu w rage i
ID:_kfiGCA6bx7j2Sy1HDXFw7ye3KX-VwbsyvQDTMTgEwl2MIKlgaz_uNtDdMCkw Cenbz17G2
-1-0-0 2-4-3
1-0-0 2-4-3
Scale = 1:8.3
,3x4 =
2-43
LOADING (psf)
SPACING 2-0-0
CSI
DEFL in
(loc) I/defl Ud
PLATES GRIP
TCLL 20.0
Plates Increase 1.25
TC 0.19
Vert(LL) -0.00
2 >999 360
MT20 244/190
TCDL 7.0
Lumber Increase 1.25
BC 0.05
Vert(TL) -0.00
2-4 >999 240
BCLL 0.0 '
Rep Stress Incr YES
WB 0.00
Horz(TL) -0.00
3 n/a n/a
BCDL 5.0
Code FBC2010/TP12007
(Matrix)
Weight: 9 lb FT = 0%
LUMBER
BRACING
TOP CHORD 2x4 SP No.3
TOP CHORD
Structural wood sheathing directly applied or 2-4-3 oc purlins.
BOT CHORD 2x4 SP No.3
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.
REACTIONS (lb/size) 3=24/Mechanical, 2=132/0-8-0 (min. 0-1-8), 4=10/Mechanical
Max Harz 2=72(LC 8)
Max Uplift 3=-28(LC 5). 2=175(LC 8)
Max Grav 3=36(LC 13), 2=159(LC 2), 4=30(LC 3)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES
1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0psf; h=12ft; 13=45ft; L=50ft; eave=6ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) ' 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.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 28 lb uplift at joint 3 and 175 lb uplift at
joint 2.I
,,,,`tQv I N I
6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
........
, E S'F• ��'
LOAD CASE(S) Standard
;� ,•�\G :C�
N 68182
T F
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A1-
�aN E��
�n1n1
FL Cert. 6634
June 30,2014
AwARNrAG- V.,frde ig.paremere...d READ AURSOM TUISAUD IAUUDED MITEKREFEREACE PAGE MII-7473 rez V29120I4BEFGREUSE
■■�■�
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.
Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown
is for lateral support of Individual.web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the
MiTek
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and brocing, consult ANSI/TPII Quality Cdteria, DSB-89 and BCSI Building Component
Safety Information vcCruble from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA/2314.
I}SauthernPineISPpIumberisspecified,thedesignvaluesarethoseeffective0601/2013byALSC
6904 Parke East Blvd.
Tampa, FL 33610-4115
Job
Truss
Truss Type
City
Ply
Elev D
�70'Cartton
T6391337
m11324
JB
MONO TRUSS
2
1
ob Reference o tional
Chambers Truss Inc., Fort Pierce FI. 34952 c.aau s oep zt zu-iz w i m mausmes, mc. mion dun au i i; i—a m i4 rayc i
ID:_kfiGCA6bx7j28y1HDXFw7ye3KX-VwbsyvQDTMTgEwl2mlKlgaztZNnbdMCkw Cenbz17G2
-1-2-5 55-11
1-2-5 55-11
3x4 =
LOADING (psf)
SPACING
2-0-0
CSI
DEFL
in
(loc)
I/dell
Ud
TCLL 20.0
Plates Increase
1.25
TC 0.59
Vert(LL)
-0.04
2-4
>999
360
TCDL 7.0
Lumber Increase
1.25
BC 0.41
Vert(TL)
-0.08
2-4
>800
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.00
Horz(TL)
-0.00
3
n/a
n/a
BCDL 5.0
Code FBC2010/rP12007
(Matrix)
LUMBER
TOP CHORD 2x4 SP No.3
BOT CHORD 2x4 SP No.3
REACTIONS (lb/size) 3=102/Mechanical, 2=215/0-8-0 (min. 0-1-8), 4=26/Mechanical
Max Harz 2=115(LC 8)
Max Uplift 3=-119(LC 8), 2=-234(LC 8)
Max Grav 3=127(LC 13), 2=258(LC 2), 4=77(LC 3)
FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
Scale = 1:12.7
PLATES GRIP
MT20 2441190
Weight: 19 lb FT = 0%
BRACING
TOP CHORD Structural wood sheathing directly applied or 5-5-11 oc purlins.
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
1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0psf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) " 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 fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 119 lb uplift at joint 3 and 234 lb uplift at
joint 2.
6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
WARNING -Verdr derign parameters and READ N07ES ON MrSAND INCLUDED MrTEKREFEREhCF PAGE MII-7473 rer. 3129120I4BEFOREU3E
Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and is for an individual building component.
Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown
Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPIT Quality Criteria, DSB-89 and BCSI Building Component
Safety Information wq'aable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314.
ItSauthemlpinelSP�lumberisspecified,thedes'ranualuesarethaseeHective06 0112013byALSC
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i
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FL Cert. 6634
June 30,2014
Not
MiTek'
6904 Parke East Blvd.
Tampa, FL 33610-4115
Job
Truss
Truss Type
Qty
Ply
Elev D
[O'Cadton
T6391338
m11324
JC
MONO TRUSS
2
1
Job Reference (optional
Chambers Truss Inc., Fort Pierce Ff. 34982
7.350 s Sep 27 2012 MITek Industnes, Inc. Mon Jun 30 11:19:23 2014 Page 1
ID:_kfiGCA6bx7j2Sy1HDXFw7ye3KX-VwbsyvQDTMTgEwl2mlKlgaz?uNtgdMCkw Cenbzl7G2
1-1-4
1-0-0 1-1-4
3x4 =
Scale = 1:6.2
1-1-4
1-14
LOADING (psf)
SPACING 2-0-0
CSI
DEFL in
(loc) I/defl L/d
PLATES GRIP
TCLL 20.0
Plates Increase 1.25
TC 0.12
Vert(LL) -0.00
2 >999 360
MT20 244/190
TCDL 7.0
Lumber Increase 1.25
BC 0.01
Vert(TL) -0.00
2 >999 240
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(TL) -0.00
3 n/a n/a
BCDL 5.0
Code FBC2010/TPl2007
(Matrix)
Weight: 5 lb FT = 0%
LUMBER
BRACING
TOP CHORD 2x4 SP No.3
TOP CHORD
Structural wood sheathing directly applied or 1-1-4 oc purlins.
BOT CHORD 2x4 SP No.3
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.
REACTIONS (lb/size) 2=99/0-8-0 (min. 0-1-8), 4=5/Mechanical, 3=-2/Mechanical
Max Horz 2=49(LC 8)
Max Uplift 2=-149(LC 8), 3=-6(LC 5)
Max Grav 2=120(LC 2). 4=15(LC 3), 3=18(LC 8)
FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES
1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional);. Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) • 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.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate'capable of withstanding 149 lb uplift at joint 2 and 6 lb uplift at
joint 3.
6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
WARNING-Vef fydesign pammetea and READ Na7ESON 7NISAND INO.IIDED MXTEKREFEREACE PAGE MIX-7473 ma 1/29/20I4BDVREU3E
Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an Individual building component.
Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown
is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabricatlon, quality control, storage. delivery, erection and bracing, consult ANSI/TPI7 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314.
IfSauthernpine SP Iurnberisspecfed',thedesignvaluesarethoseeffective05 01I2013bvALSC
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FL Cert. 6634
June 30,2014
MITek'
6904 Parke East Blvd.
Tampa, FL 33610.4115
Job
Truss
Truss Type
Qty
Ply
70' Carlton Elev D
T6391339
m11324
KJ5
MONO TRUSS
1
1
Job Reference (optional)
Chambers Truss Inc., Fort Pierce FI. 34982
5 2
3x4 =
2.83 12
r.'sbussepztzuiYmiieKmaustnes,inc. moniunsutt:ta:z42ui4 rages
ID:_kfiGCA6bx7j2Sy.1HDXFw7ye3KX-z69E9FQrEgbXs4cEKSrXCoW6hn9PMpSu6exBJ1z17G1
7-0-2
7-0-2
Scale=1:15.7
LOADING (psf)
SPACING 2-0-0
CSI
DEFL
in
(loc)
Udefl
L/d
PLATES GRIP
TCLL 20.0
Plates Increase 1.25
TC 0.38
Vert(LL)
-0.09
2-4
>840
360`
MT20 2441190
TCDL 7.0
Lumber Increase 1.25
BC 0.25
Verl(TL)
-0.16
2-4
>495
240
BCLL 0.0
Rep Stress Incr NO
WB 0.00
Horz(TL)
-0.00
3
n/a
n/a
BCDL 5.0
Code FBC2010/TP12007
(Matrix)
Weight: 23 lb FT = 0%
LUMBER
TOP CHORD 2x4 SP M 30
BOT CHORD 2x4 SP M 30
REACTIONS (lb/size) 3=164/Mechanical, 2=187/0-11-5 (min. 0-1-8), 4=40/Mechanical
Max Harz 2=11 O(LC 8)
Max Uplift 3=-190(LC 8), 2=-211(LC 8)
Max Gray 3=211(LC 13), 2=225(LC 2), 4=106(LC 3)
FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
BRACING
TOP CHORD Structural wood sheathing directly applied or 7-0-2 oc purlins.
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
1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=loft;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) * 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.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 190 lb uplift at joint 3 and 211 lb uplift at
joint 2.
6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Regular: Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-5=-44
Trapezoidal Loads (plf)
Vert: 5=0(F=22, B=22)-to-3=-77(F=-16, B=-16), 2=-1(F=5, B=5)-to-4=-18(F=-4, B=-4)
®WARNIAG -Verity design parameters and AEAD NO TES ON TNISANO INCUIDE0 NrTEKREFERENtf PAGE NII-7473 rex 1129/2014BRFGRE VSE
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.
Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown
' is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPll Quality Criteria, DSB-89 and BCSI Building Component
Safety Information gvas able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314.
IfSauthemRff ine`SPlumberisspecified,thedesignvaluesarethoseeectiveCS 01f2flL'hyALSC
FL Cert. 6634
June 30,2014
MiTek'
6904 Parke East Blvd.
Tampa, FL 33610-4115
Job
Truss
Truss Type
Qty
Ply
0'Cadton Elev D
T6391340
[ob
m11324
KJ7
MONOTRUSS
2
1
Reference (optional
Chambers Truss Inc., Fort Pierce FI. 34982 r.adu s aep zi zuiz mi i eK industries, inc. Mon dun du 1 _i:-ia:za 26 i4 rage i
ID:_kfGCA6bx7j2Sy1HDXFw7ye3KX-z69E9FQrEgbXs4cEKSrXCoWBPn92MmOu8exBJ1zl7G1
1-5 O 6-8-12 9-10-1
1-5-0 6-8-12 3-1-5
Scale = 1:20.6
3x4 = 3x4 =
6-6-12
_ — 9-10-1
6-6-12
3-1-5
LOADING (psf)
SPACING 2-0-0
CSI
DEFL in
(loc) I/deft Ud
PLATES GRIP
TCLL 20.0
Plates Increase 1.25
TC 0.20
Vert(LL) -0.04
2-7 >999 360
MT20 244/190
TCDL 7.0
Lumber Increase 1.25
BC 0.21
Vert(TL) -0.08
2-7 >999 240
BCLL 0.0
Rep Stress Incr NO
WB 0.20
Horz(TL) 0.01
5 n/a n/a
BCDL 5.0
Code FBC2010/TP12007
(Matrix)
Weight: 38 lb FT = 0%
LUMBER
BRACING
TOP CHORD 2x4 SP M 30
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP M 30
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.3
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size) 4=104/Mechanical, 2=294/0-11-5 (min. 0-1-8), 5=310/Mechanical
Max Horz 2=191(LC 8)
Max Uplift 4=-130(LC 8), 2=-2BO(LC 8), 5=-232(LC 8)
Max Grav 4=155(LC 13), 2=351(LC 2). 5=387(LC 13)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=703/330
BOT CHORD 2-7=-454/699, 6-7=-454/699
WEBS 3-6=-806/524
NOTES
1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate, grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
' has been designed for live load 20.Opsf the bottom in 3-6-0 tall by 2-0-0 wide
�fI/l�
3) This truss a of on chord all areas where a rectangle
♦♦♦'"�
N
will fit between the bottom chord and any other members.
,♦♦ QU V
•��� �I
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 130 lb uplift at joint 4, 280 lb uplift at
,♦♦ OP
� , Ci•EN S'�.•
joint 2 and 232 lb uplift at joint 5.
�•.��
6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
N 68182
7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Regular: Lumber Increase=1.25, Plate Increase=1.25
"4
Uniform Loads (plf)
Vert: 1-8=44
i T O F 411 Z
Trapezoidal Loads (plf)
�j, '•'C `Q Q;•'��,��
'
Vert: 8=0(F=22, B=22)-to-4=-108(F=-32, B=-32), 2=-1 (F=5, B=5)-to-6=-25(F=7, B=-7)
�I tS • , • • • ♦♦
FL Cert. 6634
June 30,2014
9�,WARNTAG-—rdesign Parameters and READ NOTES ON TUTSAM MCLUlEO N1TEXREFEREAKI PAGE Nrr-7473.u. 1/29/20148FJUWUSE ■■■
Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and Is for an Individual building component.
Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information va able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314 Tampa, FL 33fi10-4115
IiSauthernFine$SP Iwncr berissFefied,thedesignvaluesarethoseeffective06 01j1013hyr1L5C
Job
Truss
Truss Type -
City
Ply
Elev D
[O'Cartion
T6391341
in11324
KJA
MONO TRUSS
2
1
Job Reference o do al
Chambers I cuss Inc., Tort coerce 1-I. 348t$Z r eau s —P a cu is rvn i ert nwusnies, m, w,m aw — ruye
ID:_kfiGCA6bx7j2Sy1HDXFw7ye3KX-z69E9FQrEgbXs4cEKSrXCoW84nAgMpSuBexBJ1z17G1
-1-2-9 6-0-4
' 1 2 9 6-04
Scale = 1:13.6
3x4 =
LOADING (psf)
SPACING
2-0-0
CSI
DEFL
in
(loc)
I/deft
Ud
TCLL 20.0
Plates Increase
1.25
TC 0.22
Vert(LL)
-0.05
2-4
>999
360
TCDL 7.0
Lumber Increase ,
1.25
BC 0.17
Vert(TL)
-0.08
2-4
>854
240
BCLL 0.0
Rep Stress Incr
NO
WB 0.00
Horz(TL)
-0.00
3
n/a
n/a
BCDL 5.0
Code FBC2010/TPI2007
(Matrix)
LUMBER
TOP CHORD 2x4 SP M 30
BOT CHORD 2x4 SP M 30
REACTIONS (lb/size) 3=119/Mechanical, 2=148/0-9-11 (min. 0-1-8), 4=29/Mechanical
Max Harz 2=97(LC 8)
Max Uplift 3=-139(LC 8), 2=-169(LC 8)
Max Grav 3=155(LC 13), 2=178(LC 2), 4=85(LC 3)
FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
PLATES GRIP
MT20 244/190
Weight: 20 lb FT = 0%
BRACING
TOP CHORD Structural wood sheathing directly applied or 6-0-4 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
NOTES
1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) • 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.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 139 lb uplift at joint 3 and 169 lb uplift at
joint 2.
6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Regular: Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-5=-44
Trapezoidal Loads (plf)
Vert: 5=0(F=22, 8=22)-to-3=-66(F=-11, B=11), 2=-1(F=5, B=5)-to-4=-15(F=-3, B=-3)
♦♦�%0,QU I N 1,VF 1��i
♦ QP'.• �F��i
i
N 68182
.o T O F .' 41J
e
FL Cert. 6634
June 30,2014
® WARNIM -Verify design parame mrs and READ M IFES ON 7NrSAND INIUOED fdrTER'REFEREAKM PAGE NII-7473 .. 1/Z912014BOU EUSE
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.��
Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown
is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsiblllity of the MiTek•
erector. Additional pennanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information vai able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610-4115
if SDuthern pin umber is specified, the design values are those effective 0610112013 byALSC
Job
Truss
Truss Type
Qty
Ply
70' Cerlton Elev D
T6391342
mi1324
KJB
MONOTRUSS
2
1
ob eee ce o do a
Chambers Truss Inc., Fort Pierce FI. 34982 - f.3Du is aep zi zuIz rvn I eK mausmes, inc. man aun cu ii: ia:zn zu19 rage i
ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-SJjcMbRT?JOUEBQtAMml?2 LiBXx5Gi1 NIhIsUz17GO
-1-2-9 4-11-9
1-2-9 4-11-9
Scale = 1:11.7
3x4 =
LOADING (psf)
SPACING
2-0-0
CSI
DEFL
in
(loc)
I/defl
L/d
TCLL 20.0
Plates Increase
1.25
TC 0.10
Vert(LL)
-0.02
2-4
>999
360
TCDL 7.0
Lumber Increase
1.25
BC 0.10
Vert(TL)
-0.03
2-4
>999
240
BCLL 0.0
Rep Stress Incr
NO
WB 0.00
Horz(TL)
-0.00
3
n/a
n/a
BCDL 5.0
Code FBC2010/TP12007
(Matrix)
LUMBER
TOP CHORD 2x4 SP M 30
BOT CHORD 2x4 SP M 30
REACTIONS (lb/size) 3=75/Mechanical, 2=123/0-9-11 (min. 0-1-8), 4=20/Mechanical
Max Horz 2=73(LC 8)
Max Uplift 3=-83(LC 8), 2=-156(LC 8)
Max Grav 3=95(LC 13), 2=148(LC 2), 4=65(LC 3)
FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
PLATES GRIP
MT20 244/190
Weight: 17 lb FT = O%
BRACING
TOP CHORD Structural wood sheathing directly applied or 4-11-9 oc purlins.
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
1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) ' 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.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 83 lb uplift at joint 3 and 156 lb uplift at
joint 2.
6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Regular: Lumber Increase=1,25, Plate Increase=1.25
Uniform Loads (plf)
Vert:1-5=-44
Trapezoidal Loads (plf)
Vert: 5=0(F=22, B=22)4o-3=-55(F=-5, B=-5), 2=-1(F=5, B=5)4o-4=-12(F=-1, B=-1)
% I N'1VF
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FL Cert. 6634
June 30,2014
®WAMNS .1f.afr de,ign parama W ra and HERD N07ES ON TNISAND INaUDED MITEKREFEREME PAGE Mil-1473 .. 1/29120I4DUCIEVSE !�
Design valld for use only with MITek connectors. This design is based only upon parameters shown, and Is for an Individual building component.
Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown
is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the MiTek•
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII quality Cdteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information va able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610.4115
tiSoutlrernPine�SP1 lumber is specified, the designxalLiesarethoseeffe�ctive0fi 0112013byALSG
Job
Truss
Truss Type
City
Ply
[O'CarltonElevl)
T6391343
R111324
MV2
VALLEY
1
1
Job Reference (optional
Chambers Truss Inc., Fort Pierce FI. 34982 T.3bu s sep zi zu12 M, I eK inaustnes, Inc. Mon Jun 3u 11:19:YS zG14 rage 1
ID:_kfiGCA6bx7j2Syl HDXFw7ye3KK-SJjcMbRT?JOUEBQtAMml?2MvBYG5Gi 1 NIhIsUz17130
2-0-0
2-0-0
4.00 22
3x4
Scale = 1:6.1
LOADING (psf)
SPACING 2-0-0
CS]
DEFL in floc) I/dell Ud
PLATES GRIP
TCLL 20.0
Plates Increase 1.25
TC 0.03
Vert(LL) n/a n/a 999
MT20 244/190
TCDL 7.0
Lumber Increase 1.25
BC 0.02
Vert(TL) n/a n/a 999
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(TL) -0.00 2 n/a n/a
BCDL 5.0
Code FBC2010/TP12007
(Matrix)
Weight: 5 lb FT = 0%
LUMBER BRACING
TOP CHORD 2x4 SP No.3 TOP CHORD
BOT CHORD 2x4 SP No.3 BOT CHORD
REACTIONS (lb/size) 1=30/2-0-0 (min. 0-1-8), 2=24/2-0-0 (min. 0-1-8), 3=6/2-0-0 (min. 0-1-8)
Max Horz 1=21(LC 8)
Max Uplift 1=-20(LC 8), 2=30(LC 8)
Max Grav 1=36(LC 13), 2=32(LC 13), 3=17(LC 3)
FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
Structural wood sheathing directly applied or 2-0-0 oc purlins
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
1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
2) Gable requires continuous bottom chord bearing.
3) This truss has been designed for a 10.0 psf 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) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 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 20 lb uplift at joint 1 and 30 lb uplift at
joint 2.
7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
®WARNING-y frdesign Paramemrs and READ M7ES ON TNISAN0 INaUDE0 MITEKREFEREACE PAGE MII-7473.. 1/29/201480�GREUSE
Design valid for use only with Welk connectors. This design is based only upon parameters shown, and is for an Individual building component.
Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component
Safety Information gvauable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314.
IfSovthemPine:ISFplumberisspecified,thedesignvaluesarethoseeffective06 01/201313yALSO
Qv I N VF
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,
•ALIE�Q �
N
/WWII
FL Cert. 6634
June 30,2014
y
MiTek•
6904 Parke East Blvd,
Tampa, FL 33610-4116
Job
Truss
Truss Type
Qty
Ply
Elev DT6391344
E'Cadton
m11324
MV4
VALLEY
1
1b
Reference (optionall
Chambers Truss Inc., Fort Pierce FI. 34982
3x4
7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Jun 30 11:19:25 2014 Page 1
ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-SJjcMbRT?JOUEBQtAMml?2JuBXX5Gi 1 NIhIsUz17G0
2x3 II
Scale = 1:9.4
LOADING (psf)
SPACING 2-0-0
CSI
DEFL in
(loc) I/deft L/d
PLATES GRIP
TCLL 20.0
Plates Increase 1.25
TC 0.22
Vert(LL) n/a
n/a 999
MT20 2441190
TCDL 7.0
Lumber Increase 1.25
BC 0.13
Vert(TL) n/a
n/a 999
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(TL) 0.00
n/a n/a
BCDL 5.0
Code FBC2010/TP12007
(Matrix)
Weight: 12 lb FT = 0%
LUMBER
BRACING
TOP CHORD 2x4 SP No.3
TOP CHORD
Structural wood sheathing directly applied or 4-0-0 oc purlins,
BOT CHORD 2x4 SP No.3
except end verticals.
WEBS 2x4 SP No.3
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.
REACTIONS (lb/size) 1=80/4-0-0 (min. 0-1-8), 3=80/4-0-0
(min. 0-1-8)
Max Horz 1=56(LC 8)
Max Uplift 1=-54(LC 8), 3=-72(LC 8)
Max Grav 1=97(LC 13), 3=102(LC 13)
FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown
NOTES
1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
2) Gable requires continuous bottom chord bearing.
3) This truss has been designed for a 10.0 psf 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 54 lb uplift at joint 1 and 72 lb uplift at
joint 3.
6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
•)JWARNd.O-Vadfrdesign Parame M. and READ A07ES ON 7WAND INCLUDED MITEKREFEREN--PAGE MII-7473 rer.112912014BEFOREUSE
Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an individual building component.
Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabdcation, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB•89 and BCSI Building Component
lately Information qva able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 222314.
IfSauthLTnpineI.SP lumbeaisspecified, the design values arethose effective06/01f2013hyALSC
ol
COIN V
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,nnu
FL Cert. 6634
June 30,2014
MiTek'
6904 Parke East Blvd.
Tampa, FL 33610-4115
PLATE LOCATION AND ORIENTATION
Center plate on joint unless x, y
offsets are indicated.
Dimensions are in ft-in-sixteenths.
Apply plates to both sides of truss
and fully embed teeth.
0 -T' 1.
For 4 x 2 orientation, locate
plates 0-14a' from outside
edge of truss.
This symbol indicates the
required direction of slots in
connector plates.
Plate location details available in MITek 20/20
software or upon request.
I I PLATE SIZE
The first dimension is the plate
width measured perpendicular
4 x 4
to slots. Second dimension is
the length parallel to slots.
LATERAL BRACING LOCATION
Indicated by symbol shown and/or
by text in the bracing section of the
output. Use T or I bracing
if indicated.
BEARING
Indicates location where bearings
(supports) occur. Icons vary but
reaction section indicates joint
number where bearings occur.
Min size shown is for crushing only.
Industry Standards:
ANSI/TPII : National Design Specification for Metal
Plate Connected Wood Truss Construction.
DSB-89: Design Standard for Bracing.
BCSI: Building Component Safety Information,
Guide to Good Practice for Handling,
Installing 8, Bracing of Metal Plate
Connected Wood Trusses.
Numbering System A General safety Notes
6-4-8 dimensions shown in ft-in-sixteenths
(Drawings not to scale)
2 3
Tnp C'HcwnS
C1-2 C2-3
c2q 4
WEBS
o
0
U
dab
U
IL
O
C7-8 C6-7 C5-6
BOTTOM CHORDS
8 7 6
JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE
AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO
THE LEFT.
CHORDS AND WEBS ARE IDENTIFIED BY END JOINT
NUMBERS/LETTERS.
PRODUCT CODE APPROVALS
ICC-ES Reports:
ESR-1311, ESR-1352, ESR1988
_ER-3907, ESR-2362, ESR-1397, ESR-3282
Southern Pine lumber designations aye as follows:
SYP represents values as published
by AWC in the 2005/2012 NDS
SP represents ALSC approved/new values
with effective date of June 1, 2013
Failure to Follow Could Cause Property
Damage or Personal Injury
l . Additional stability bracing for truss system, e.g.
diagonal or X-bracing, is always required. See BCSI.
2. Truss bracing must be designed by an engineer. For
wide truss spacing, individual lateral braces themselves
may require bracing, or alternative Tor I
p bracing should be considered.
O 3. Never exceed the design loading shown and never
U stack materials on inadequately braced trusses.
a_ O 4. Provide copies of this truss design to the building
� designer, erection supervisor, property owner and
all other interested parties.
5 5. Cut members to bear tightly against each other.
6. Place plates on each face of truss at each
joint and embed fully. Knots and wane at joint
locations are regulated by ANSI/TPI 1.
7. Design assumes trusses will be suitably protected from
the environment in accord with ANSI/TPI 1.
8. Unless otherwise noted, moisture content of lumber
shall not exceed 19% at time of fabrication.
C 2012 MiTekOO All Rights Reserved
mm
M!Tek
MITek Engineering Reference Sheet: Mll-7473 rev. 01 /29/2013
9. Unless expressly noted, this design is not applicable for
use with fire retardant, preservative treated, or green lumber.
10. Camber is a non-structural consideration and is the
responsibility of truss fabricator. General practice is to
camber for dead load deflection.
11. Plate type, size, orientation and location dimensions
indicated are minimum plating requirements.
12. Lumber used shall be of the species and size, and
in all respects, equal to or better than that
specified.
13. Top chords must be sheathed or purlins provided at
spacing indicated on design.
14. Bottom chords require lateral bracing at 10 ft. spacing,
or less, if no ceiling is installed, unless otherwise noted.
15. Connections not shown are the responsibility of others.
16. Do not cut or alter truss member or plate without prior
approval of an engineer.
17. Install and load vertically unless indicated otherwise.
18. Use of green or treated lumber may pose unacceptable
environmental, health or performance risks. Consult with
project engineer before use.
19. Review all portions of this design (front, back, words
and pictures) before use. Reviewing pictures alone
is not sufficient.
20. Design assumes manufacture in accordance with
ANSI/TPI 1 Quality Criteria.
r
SPAWS LA®�QCES
it Sail
Eat ate\S\�_
4r
/s �
2—oir go/
NJ
i
FORMA05-10:
FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION- -
. . . . . . . . . . . .
Florida e .Department of:Businss and Professional Regulation = Residential Performance :Method
Project Name:_ WYNNE CARLTON 70 111.
Builder -Name: WYNNE
Street: ^ 2 n
Permit Office: .
�t
City, State, Zip:FL., -
Permit Number:
Owner:
Jurisdiction:
..
Design Location: FL, Fort Pierce
.1, New constructionorexisting . New(FromPlans)
9. Wall .Types (1788.5 sgft.)-
insulation .: Area
2..Single family or multiple family. Single-family
a: Concrete Block-- Int Insul,-Exterior
R=4.2 1788.50 ft2.
b. N/A ..
R= .. ft2. .
3.-Number of units; if multiple family 1.
c: N/A
4. Number of Bedrooms 3
d. N/A
R=. ft2 .
% Ceiling Types_ (1720:0 -sgft.)
Insulation. Area
Z. Is this a worst case? - .- No
a: Under Attic (Vented):
R=30.0 - .1720.00 ft2 -
6..Conditioned floor -area above grade (ft2) 1720
b. N/A_
R= ft2 .
c: N/A
R= ft�
Conditioned floor area below grade (ft2) : 0
11. Ducts
R ft2
-7. Windows(100.5 sgft.) - Description Area
.-a. Sup: Attic,'Ret: Attic, AH: Attic
6 67.:
a• u-Factor: .-"Sgl- U=1.30 100:50:ft2
SHGC:-: .. SHGC=0.50
b:. U-Factor:. NIA. ft2
12. Cooling systems -
kBtu/hr - Efficiency.
_SHGC:
_a. Central Unit
35.4 SEERA5.00.
c. U-Factor: N/A.. ft2.
SHGC:
13. Heating.systems
kBtu/hr - .Efficiency.
d. U-Factor: N/A ft2
a. Electric Heat Pump
36.0 HSPF:8.50
1.SHGC:
Area Weighted: Average Overhang Depth:. 0.617 ft:.
Area Weighted Average. SHGC: 0.500
14. Hot water systems .
a Electric
Cap:-40 gallons
8..:Floor Types (1720.0.: sgft.) Insulation Area
EF• 0.900
a. Slab; -On -Grade Edge insulation - R=0:0 1720.00 ft2
b. Conservation feature§.
b. N/A. '. R=.. ft;.
None
c. N/A . R= ft2
15. Credits .
None
Total. Proposed Modified Loads: 30.53
0:058
PASS
-Glass/Floor Area:. :.
Total Standard Reference Loads: 39:5.4
..
I hereby certify that the plans and specifications .covered. by
Review of the plans and .
O�T$E STq�
:this calculation are:in co pliance.with t Florida Energy-:
specifications covered by this
Code.: '
calculation indicates compliance
{O
with the Florida Energy Code.
rrrr,'� - ''•'' �;� •���
PREPARED By-
DATE:
Before construction is completed
this building will be inspected for-.1
compliance with Section.553.908
r ;
1 hereby certify. that this building, as des' g Is co liance ,
Florida Statutes:.
COD
..with the Florida. Energy Code:
WB`�
r y.
(OWNER/ EN -"- Lam:,
BUILDING. OFFICIAL:
DATE:
DATE: .
Compliance requires certification by the air handler unit manufacturer that the -air handler enclosure qualifies as
certified factory -sealed in accordance with 403.2.2.1.1.
Compliance requires completion of a Florida Air Barrier and Insulation Inspection Checklist
8/7/2014 3:54 PM-EnergyGauge®.USA - FlaRes2010 Section.405.4.1 Compliant Software Page 1 of 5 .:
PROJECT
Title:
Building Type:
Owner:
# of Units:
Builder Name:
Permit Office:
Jurisdiction:
Family Type:
New/Existing:
Comment:
WYNNE CARLTON 70 III Bedrooms: 3
User Conditioned Area: 1720
Total Stories: 1
1 Worst Case: No
WYNNE Rotate Angle: 0
Cross Ventilation: No
Whole House Fan: No
Single-family
New (From Plans)
Address Type:
Lot #
Block/SubDivision:
PlatBook:
Street:
County:
City, State, Zip:
Street Address
St. Lucie
,
FL, -
CLIMATE
V Design Location
IECC Design Temp
TMY Site Zone 97.5 % 2.5 %
Int Design Temp Heating Design Daily Temp
Winter Summer Degree Days Moisture Range
FL, Fort Pierce FL_ST_LUCIE_CO_INTL 2 39 90
70
75 722
62 Low
BLOCKS
Number
Name
Area Volume
1
Block1
1720 13760
SPACES
Number
Name
Area Volume Kitchen Occupants
Bedrooms
InfilID Finished Cooled Heated
1
Main
1720 13760 Yes 2
3
1 Yes
Yes Yes
FLOORS
#
Floor Type
Space Perimeter R-Value
Area
Tile Wood Carpet
1 Slab -On -Grade Edge Insulatio Main 179 ft 0
1720 ft2
----
0 0 1
ROOF
/
V #
Type
Roof Gable Roof
Materials Area Area Color
Solar
Absor.
SA Emitt
Tested
Emitt Deck Pitch
Tested Insul. (deg)
1
Hip
Metal 1813 ft2 0 ft2 Light
0.5
N 0.9
No 0 18.4
ATTIC
V #
Type
Ventilation Vent Ratio (1 in)
Area
RBS IRCC
1
Full attic
Vented 300
1720 ft2
N N
CEILING
#
Ceiling Type
Space R-Value Area
Framing Frac
Truss Type
1
Under Attic (Vented)
Main 30 1720 ft2
0.1
Wood
8/7/2014 3:54 PM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 2 of 5
WALLS
Adjacent
Cavity Width Height
Sheathing Framing Solar Below
Ornt
TO Wall Typepace
S#
1
N
Exterior Concrete Block - Int Insul Main
4.2 69 6 8 6
590.8 ft2 0 0 0.8
0
2
N
Exterior Concrete Block - Int Insul Main
4.2 2 6 8 0
20.0 ft2 0 0 0.8
0
3
E
Exterior Concrete Block - Int Insul Main
4.2 19 6 8 0
156.0 ft2 0 0 0.8
0
4
S
Exterior Concrete Block- Int Insul Main
4.2 56 1 8 0
448.7 ft2 0 0 0.8
0
5
W
Exterior Concrete Block - Int Insul Main
4.2 38 3 8 6
325.1 ft2 0 0 0.8
0
6
NE
Exterior Concrete Block - Int Insul Main
4.2 31 0 8 0
248.0 ft2 0 0 0.8
0
DOORS
#
Ornt Door Type Space
Storms U-Value Width Height
Area
Ft In Ft In
1
E Wood Main
None .6
3 7
21 ft2
2
NE Wood Main
None .39
2 6 6 6
16.3 ft2
WINDOWS
Orientation shown is the entered, Proposed orientation.
/
Wall
Overhang
V
#
Ornt ID Frame Panes NFRC
U-Factor SHGC Area
Depth Separation Int Shade
Screening
1
N 1 Metal Single (Tinted) Yes
1.3 0.5 12.0 ft2
0 ft 6 in 0 ft 0 in None
None
2
E 3 Metal Single (Tinted) Yes
1.3 0.5 20.0 ft2
1 ft 0 in 0 ft 6 in None
None
3
S 4 Metal Single (Tinted) Yes
1.3 0.5 6.0 ft2
1 ft 0 in 0 ft 6 in None
None
4
W 5 Metal Single (Tinted) Yes
1.3 0.5 30.0 ft2
1 ft 0 in 0 ft 6 in None
None
5
W 5 Metal Single (Tinted) Yes
1.3 0.5 32.5 ft2
0 ft 0 in 0 ft 0 in None
None
INFILTRATION
#
Scope
Method SLA
CFM 50 ELA EgLA
ACH ACH 50
1 Wholehouse Best Guess .0005
2255.8 123.84 232.9
.365 9.8363
HEATING SYSTEM
#
System Type Subtype
Efficiency Capacity Block
Ducts
1
Electric Heat Pump None
HSPF: 8.5 36 kBtu/hr 1
sys#1
COOLING SYSTEM
#
System Type Subtype
Efficiency Capacity Air Flow SHR Block
Ducts
1
Central Unit None
SEER: 15 35.4 kBtu/hr 1062 cfm 0.7 1
sys#1
HOT WATER SYSTEM
#
System Type SubType Location
EF Cap Use
SetPnt Conservation
1
Electric None Main
0.9 40 gal 60.9 gal
120 deg None
8/7/2014 3:54 PM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 3 of 5
SOLAR HOT WATER SYSTEM
FSEC
Collector
Storage
Cert #
Company Name
System Model # Collector Model
# Area
Volume
FEF
None
None
ft2
DUCTS
--- Supply
----
— Return —
Air
CFM 25
CFM25
HVAC #
V #
Location R-Value
Area
Location
Area Leakage Type
Handler
TOT
OUT
QN RLF
Heat Cool
1
Attic 6
67 ft2
Attic
20 ft2 Default Leakage
Attic
(Default) (Default)
1 1
TEMPERATURES
Programable Thermostat: N
Ceiling Fans:
Heating Jan
Feb
Mar
ki
Apr
Jun Jul
May rl
ri Aug
rl Sep
Oct
Oct
Nov
Dec
Dec
Venting Jan
Feb
Mar
lXJun�
Jun Jul
Aug
Sep
Oct
Thermostat Schedule: HERS 2006 Reference
Hours
Schedule Type
1
2
3
4 5 6
7
8
9
10
11
12
Cooling (WD)
AM
78
78
78
78 78 78
78
78
78
78
78
78
PM
78
78
78
78 78 78
78
78
78
78
78
78
Cooling (WEH)
AM
78
78
78
78 78 78
78
78
78
78
78
78
PM
78
78
78
78 78 78
78
78
78
78
78
78
Heating (WD)
AM
68
68
68
68 68 68
68
68
68
68
68
68
PM
68
68
68
68 68 68
68
68
68
68
68
68
Heating (WEH)
AM
68
68
68
68 68 68
68
68
68
68
68
68
PM
68
68
68
68 68 68
68
68
68
68
68
68
8/7/2014 3:54 PM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 4 of 5
FORM 405.10
• ' Florida Code Compliance Checklist
Florida Department of Business and Professional Regulations
Residential Whole Building Performance Method
ADDRESS: PERMIT #:
, FL, -
MANDATORY REQUIREMENTS SUMMARY - See individual code sections for full details.
COMPONENT
SECTION
SUMMARY OF REQUIREMENT(S)
CHECK
Air leakage
402.4
To be caulked, gasketed, weatherstripped or otherwise sealed.
Recessed lighting IC -rated as meeting ASTM E 283. Windows and
doors = 0.30 cfm/sq.ft. Testing or visual inspection required. Fireplaces:
gasketed doors & outdoor combustion air. Must complete envelope
leakage report or visually verify Table 402.4.2.
Thermostat &
403.1
At least one thermostat shall be provided for each separate heating and
controls
cooling system. Where forced -air furnace is primary system,
programmable thermostat is required. Heat pumps with supplemental
electric heat must prevent supplemental heat when compressor can
meet the load.
Ducts
403.2.2
All ducts, air handlers, filter boxes and building cavities which form the
primary air containment passageways for air distribution systems shall
be considered ducts or plenum chambers, shall be constructed and
sealed in accordance with Section 503.2.7.2 of this code.
403.3.3
Building framing cavities shall not be used as supply ducts.
Water heaters
403.4
Heat trap required for vertical pipe risers. Comply with efficiencies in
Table 403.4.3.2. Provide switch or clearly marked circuit breaker
(electric) or shutoff (gas). Circulating system pipes insulated to = R-2
+ accessible manual OFF switch.
Mechanical
403.5
Homes designed to operate at positive pressure or with mechanical
ventilation
ventilation systems shall not exceed the minimum ASHRAE 62 level.
No make-up air from attics, crawlspaces, garages or outdoors adjacent
to pools or spas.
Swimming Pools
403.9
Pool pumps and pool pump motors with a total horsepower (HP) of = 1
& Spas
HP shall have the capability of operating at two or more speeds. Spas
and heated pools must have vapor -retardant covers or a liquid cover or
other means proven to reduce heat loss except if 70% of heat from
site -recovered energy. Off/timer switch required. Gas heaters minimum
thermal efficiency=78% (82% after 4/16/13). Heat pump pool heaters
minimum COP= 4.0.
Cooling/heating
403.6
Sizing calculation performed & attached. Minimum efficiencies per
Tables 503.2.3. Equipment efficiency verification required. Special
equipment
occasion cooling or heating capacity requires separate system or
variable capacity system. Electric heat >10kW must be divided into two
or more stages.
Ceilings/knee walls
405.2.1
R-19 space permitting.
8/7/2014 3:54 PM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 5 of 5
1. New construction or existing :
New (From Plans)
9.: Wall Types
Insulation.
Area "
2. Single family' -or multiple family
Single-family ..
a, Concrete Block - Int Insul, "Exterior"
." R=4.2 ."
1788.50 ft2 '
"
b. N/A
R=
ft
3. Number of units, if multiple family
1
c. N/A -
R=
ftz.
4. "Number of Bedrooms ..
3
d. N/A
R=
_ ft2
10. Ceiling Types
Insulation
Area
5. , Is this a worst case?
No :
a: Under Attic (Vented)
R=30.0 .
1720:. 00 _ft2
6. Conditioned floor area (ft2) .
1720
b. N/A
R=
ft2
C. N/A
R=
ftzZ
7. Windows'* Description
Area
11- Ducts
R ft.
a.- U-Factor:, - Sgl,-U=1.30
100.50 ft2 .
..
:: a. Sup: Attic, Ret: Attic, AH: Attic
.
6 67: "
SHGC: SHGC=0.50:
b. U-Factor:.. N/A.
ft2
SHGC:
12. Cooling.systems -
kBtu/hr
. Efficiency.
c. U-Factor: N/A =
ft2
a. Central Unit:
..35.4 SEER:15.00 .
.".
SHGC:
d. U-Factor:,. N/A.
ft2
13. Heating -systems
kBtu/hr"
Efficiency--
- - SHGC:
a: Electric Heat Pump
36.0 .
HSPF:I3.50
Area Weighted Average: Overhang Depth:
0.617 ft.
Area Weighted Average SHGC: ..
0:500 .
8..Floor Types _
Insulation
..Area
14. Hot water systems.
Cap;.40
gallons
.a. Slab -On -Grade Edge Insulation
R=0.0
i
1720.00 ft2
a. Electric
EF: 0.9
b: N/A
R= ..
"
ftz.
b. Conservation features
c. N/A.
R= .
ft2
None -
15. Credits
'None
-certify that this home has:com lied with.the Flori Ener Efficienc Code.for Buildin
fY P gY Y . 9: �:�gE STAr
Construction. through. the above energy: s g fe tures which will be -installed (or -exceeded) y� - - �o
in this home before final inspection: is , a new EPL Display Card will -be completed -
based'{'{
on. Installed Code comp' fe res .
Bsi`il`tler'Si` `nature'° t x h Date:.. <'
Address of New Home:: ����.�4 City/FL Zip:`-��Cp
*Note: This is not.a Building Energy Rating.. if your Index is below.70, your. home may qualify for energy efficient
mortgage. (EEM) incentives. if you obtain a Florida Ene:rgyGauge Rating.- Contact the EnergyGauge .Hotline:at-(321)
63&1492.or see the EnergyGauge.web site at energygauge.com for information and a list.of. certified. Raters. For "
information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support
staff.
*Label required by:Section 303.1.3 of the Florida. Bu.ilding.:Code; Ener-wConservation' if. not DEFAULT.
EnergyGauge® USA - FlaRes2010 Section 405.4.1. Compliant Software a.
'-�d- wrightsoft® Project Summary
Entire House
COMFORT CONTROL OF SLC, INC.
A-4 CC MIIThAr)PC CT POPT CT i i irtiF Fi 34983 Phone, 772-878-2799 Fax: 772-785-9144 Web: ccmfortcontrolofslc.cam
For: CARLTON 70 III BEDROOM, WYNNE BUILDING CORP.
PORT ST. LU\CIIE, FL`34983
Notes:
Design Information
Weather: Fort Pierce, FL, US
Winter Design Conditions
Outside db 42 OF
Inside db 70 OF
Design TD 28 OF
Heating Summary
Structure 17840 Btuh
Ducts 4282 Btuh
Central vent (37 cfm) 1154 Btuh
Humidification 0 Btuh
Piping 0 Btuh
Equipment load 23276 Btuh
Infiltration
Method Simplified
Construction quality Average
Fireplaces 0
Heating
Cooling
Area (ftZ
1737
1737
Volume �ft3)
14996
14996
Air changes/hour
0.38
0.20
Equiv. AVF (cfm)
95
50
Heating Equipment Summary
Make Carrier
Trade COMFORT 15 PURON HP
Model 25HCB536A30
AHRI ref 3032420
Efficiency
Heating input
Heating output
Temperature rise
Actual air flow
Air flow factor
Static pressure
Space thermostat
8.5 HSPF
36000
Btuh @ 47°F
28
OF
1180
cfm
0.053
cfm/Btuh
0
in H2O
Job:
Date: AUGUST 6, 2014
By: PATRICIA ZIMMEI
Summer Design Conditions
Outside db
90
OF
Inside db
75
OF
Design TD
15
OF
Daily range
Relative humidity
L
50
%
Moisture difference
61
gr/lb
Sensible Cooling Equipment Load Sizing
Structure 18932 Btuh
Ducts 5254 Btuh
Central vent (37 cfm) 618 Btuh
Blower 0 Btuh
Use manufacturer's data n
Rate/swing multiplier 0.95
Equipment sensible load 23564 Btuh
Latent Cooling Equipment Load Sizing
Structure
2488
Btuh
Ducts
1538
Btuh
Central vent (37 cfm)
1566
Btuh
Equipment latent load
5592
Btuh
Equipment total load
29156
Btuh
Req. total capacity at 0.70 SHR
2.8
ton
Cooling Equipment Summary
Make Carrier
Trade COMFORT 15 PURON HP
Cond 25HCB536A30
Coil FX4DN(13,F)037
AHRI ref 3032420
Efficiency
12.7 EER, 15 SEER
Sensible cooling
24780
Btuh
Latent cooling
10620
Btuh
Total cooling
35400
Btuh
Actual air flow
1180
cfm
Air flow factor
0.049
cfm/Btuh
Static pressure
0
in H2O
Load sensible heat
ratio 0.82
Calculations approved by ACCA to meet all requirements of Manual J 8th Ed.
2014-Aug-07 15:18:30
wrightsoft' Right -Suite® Universal 2015 15.0.00 RSU05864 Page 1
f1CCA ...uilders%Wynne Corp\WYNNE CARLTON 70 111 win.rup Calc = MJ8 Front Door faces: W
- wrightsofta Right-J® Worksheet
Entire House
COMFORT CONTROL OF SLC, INC.
1501 SE BILTMORE ST.. PORT ST. LUCIE, FL 34983 Phone: 772-878-2799 Fax: 772-785-9144 Web: canfortcontrolofslc.cam
Job:
Date: AUGUST 6, 2014
By: PATRICIA ZIMMERMAN
1
Room name
Entire House
FOYER
2
Exposed wall
181.5 ft
6.0 ft
3
Room height
8.6 ft d
8.0 ft heat/cool
4
Room dimensions
6.0 x 17.5 ft
5
Room area
1743.8 ft'
105.0 ft'
Ty
Construction
U-value
Or
HTM
Area M
Load
Area (ft�
Load
number
(Btuh/ft'-°F)
(Btuh/ft�
or perimeter (ft)
(Btuh)
or perimeter (ft)
(Btuh)
Heat
Cool
Gross
N/P/S
Heat
Cool
Gross
N/P/S
Heat
Cool
6
VI--G
12C-Osw
0.091
n
2.55
2.18
599
587
1495
1282
0
0
0
0
1Dc2om
0.870
n
24.36
27.10
12
0
292
325
0
0
0
0
W
13A-5ocs
0.125
n
3.50
2.22
20
20
70
44
0
0
0
0
12C-Osw
0.091
a
2.55
2.18
160
119
303
260
48
27
69
59
11
1A-r1ob
1.080
a
30.24
48.10
20
1
605
962
0
0
0
0
D
11J0
0.600
a
16.80
17.40
21
21
353
365
21
21
353
365
12C-Osw
0.091
s
2.55
2.18
453
447
1139
976
0
0
0
0
Vtl
G
1A-riom
1.270
s
35.56
26.39
6
6
213
158
0
0
0
0
W
12C-Osw
0.091
w
2.55
2.18
329
246
627
537
0
0
0
0
1 D-c2ow
0.570
w
15.96
20.29
20
20
323.
411
0
0
0
0
1 D-c2ow
0.570
w
15.96
59.58
30
2
479
1788
0
0
0
0
4A5-2omd
0.770
w
21.56
19.31
33
33
701
627
0
0
0
0
P
128-Obw
0.097
-
2.72
0.85
252
236
640
201
128
128
348
109
L-D
11 DO
0.390
n
10.92
11.31
16
16
177
184
0
0
0
0
16A-30m1
0.032
0.90
2.32
1744
1744
1562
4046
105
105
94
244
C
F
22A-tpm
1.180
33.04
0.00
1744
182
5997
0
105
6
198
0
6
c) AED
excursion
1915
-24
Envelope loss/gain
14977
14082
1062
754
12
a) Infiltration
2933
827
90
25
b) Room ventilation
0
0
0
0
13
Internal gains: Occupants @ 230
2
460
0
0
0
Appliances/other
3600
1
Subtotal (lines 6 to 13)
17911
18969
1152
779
Less external load
0
0
0
0
Less transfer
0
0
0
0
Redistribution
0
17911
0
18969
0
1152
0
779
14
15
Subtotal
Duct loads
25%
28%
4396
5389
16%
18%
184
137
Total room load
22307
24359
1336
i
916
Air required (cfm)
1180
1180
71
44
Calculations approved by ACCA to meet all requirements of Manual J 8th Ed.
� wright:soft' 2014 Aug-07 15:ge I
-
Right -Suite® Universal 2015 15.0.00 RSU05864 Page
AC�Z`.A ...uilders%Wynne Corp1WYNNE CARLTON 70 111 win.rup Calc = MJ8 Front Door faces: W
wrightsoft° Right-J® Worksheet
Entire House
COMFORT CONTROL OF SLC, INC.
1501 SE BILTMORE ST., PORT ST. LUCIE, FL 34983 Phone: 772-878-2799 Fax 772-785-9144 Web: comfortcontrolofslc.com
Job:
Date: AUGUST 6, 2014
By: PATRICIA ZIMMERMAN
1
Room name
LAUNDRY
KITCHEN
2
Exposed wall
7.5 ft
0 ft
3
Room height
8.0 ft heat/cool
8.0 ft heat/cool
4
Room dimensions
7.0 x 7.5 ft
1.0 x 144.0 ft
5
Room area
52.5 ft2
144.0 ft'
Ty
Construction
U-value
Or
HTM
Area (ftl
Load
Area M
Load
number
(Btuh1W °F)
(Btuh/ft�
or perimeter (ft)
(Btuh)
or perimeter (ft)
(Btuh)
Heat
Cool
Gross
N/P/S
Heat
Cool
Gross
N/P/S
Heat
Cool
6T--G12C-0sw
0.091
n
2.55
2.18
0
0
0
0
0
0
0
0
1 D-c2om
0.870
n
24.36
27.10
0
0
0
0
0
0
0
0
W
13A-5ocs
0.125
n
3.50
2.22
0
0
0
0
0
0
0
0
12C-Osw
0.091
a
2.55
2.18
0
0
0
0
0
0
0
0
11
G
1A-r1ob
1.080
a
30.24
48.10
0
0
0
0
0
0
0
0
D
11J0
0.600
a
16.80
17.40
0
0
0
0
0
0
0
0
W
12C-Osw
0.091
s
2.55
2.18
60
60
153
131
0
0
0
0
L-G
1A-r1om
1.270
s
35.56
26.39
0
0
0
0
0
0
0
0
W
12C-Osw
0.091
w
2.55
2.18
0
0
0
0
0
A
0
0
1 D-c2ow
0.570
w
15.96
20.29
0
0
0
0
0
0
0
0
1 Dc2ow
0.570
w
15.96
59.58
0
0
0
0
0
0
0
0
4A5-2omd
0.770
w
21.56
19.31
0
0
0
0
0
0
0
0
P
12B-Obw
0.097
-
2.72
0.85
56
40
108
34
68
68
185
58
L-D
11 DO
0.390
n
10.92
11.31
16
16
177
184
0
0
0
0
C
16A-30ml
0.032
0.90
2.32
53
53
47
122
144
144
129
334
F
22A-tpm
1.180
33.04
0.00
53
8
248
0
144
0
0
0
6
c) AED excursion
-50
-82
Envelope loss/gain
733
420
314
310
12
a) Infiltration
113
32
0
0
b) Room ventilation
0
0
0
0
13
Intemal gains: Occupants @ 230
0
0
0
0
Appliances/other
1200
2400
Subtotal (lines 6 to 13)
1 846
1652
13141
2710
Less external load
0
0
0
0
0
0
Less transfer
0
0
0
0
0
0
Redistribution
846
1652
314
2710
14
15
Subtotal
Duct loads
16%
18%
135
291
16%
18%
50
477
Total room load
981
1
1943
364
3187
Air required (cfm)
I
521
941
1
1
19
154
Calculations approved by ACCA to meet all requirements of Manual J 8th Ed.
2014-Aug-07 15:19:29
.4C�A� wrightsoft" Right -Suite® Universal 2015 15.0.00 RSU05864 Page 21
..uilders\Wynne Corp\WYNNE CARLTON 70 111 win.rup Calc = MJ8 Front Door faces: W
wrightsoft' Right-J® Worksheet
Entire House
COMFORT CONTROL OF SLC, INC.
1501 SE BILTMORE ST., PORT ST. LUCIE, FL 34983 Phone: 772-878-2799 Fax: 772-785-9144 Web: comfortcontrolofslc.com
Job:
Date: AUGUST 6, 2014
By: PATRICIA ZIMMERMAN!
i
1
Room name
MS BATH
MS CLOSET
2
Exposed wall
8.0 ft
0 ft
3
Room height
8.0 ft heat/cool
8.0 ft heat/cool
4
Room dimensions
7.0 x 8.0 ft
7.0 x 9.0 ft
5
Room area
56.0 ft'
63.0 ft2
Ty
Construction
U-value
Or
HTM
Area M
Load
Area (ftl
Load
number
(Btuh/ft' °F)
(Btuh/ft�
or perimeter (ft)
(Btuh)
or perimeter (ft)
(Btuh)
Heat
Cool
Gross
N/P/S
Heat
Cool
Gross
N/P/S
Heat
Cool
6
W
12C-Osw
0.091
n
2.55
2.18
0
0
0
0
0
0
0
0
I--G
1 D-c2om
0.870
n
24,36
27.10
0
0
0
0
0
0
0
0
W
13A-5ocs
0.125
n
3.50
2.22
0
0
0
0
0
0
0
0
12C-Osw
0.091
a
2.55
2.18
0
0
0
0
0
0
0
0
11
1A-r1ob
1.080
a
30.24
48.10
0
0
0
0
0
0
0
0
11J0
0.600
a
16.80
17.40
0
0
0
0
0
0
0
0
12C-Osw
0.091
s
2.55
2.18
64
58
148
127
0
0
0
0
1A-r1om
1.270
s
35.56
26.39
6
6
213
158
0
0
0
0
W
12C-Osw
0.091
w
2.55
2.18
0
0
0
0
0
0
0
0
1 Dc2ow
0.570
w
15.96
20.29
0
0
0
0
0
0
0
0
1 D-c2cw
0.570
w
15.96
59.58
0
0
0
0
0
0
0
0
4A5-2omd
0.770
w
21.56
19.31
0
0
0
0
0
0
0
0
P
126-0bw
0.097
-
2.72
0.85
0
0
0
0
0
0
0
0
L-D
11 DO
0.390
n
10.92
11.31
0
0
0
0
0
0
0
0
C
16A-30ml
0.032
0.90
2.32
56
56
50
130
63
63
56
146
F
22A-tpm
1.180
33.04
0.00
56
8
264
0
63
0
0
0
6
c) AED excursion
-13
-4
Envelope loss/gain
676
402
56
142
12
a) Infiltration
120
34
0
0
b) Room ventilation
0
0
0
0
13
Internal gains: Occupants @ 230
0
0
0
0
0
Appliances/other
01
Subtotal (lines 6 to 13)
L 796
436
56
142
Less external load
0
0
0
0
0
0
Less transfer
0
0
0
0
0
0
Redistribution
796
436
56
142
14
15
Subtotal
Duct loads
16%
15%
127
65
32%
43%
18
60
Total room load
923
501
74
202
Air required (cfm)
49
24
4
101.
Calculations approved by ACCA to meet all requirements of Manual J 8th Ed.
Ad-wri htsoft' 9 2014-Aug-0715:19:2$
9 Ri ht-Suite® Universal 2015 15.0.00 RSU05864 Page 3
�� ...uilders\Wynne Corp\WYNNE CARLTON 70 111 win.rup Calc = MJ8 Front Door faces: W
wrightsoft' Right-J® Worksheet
Entire House
COMFORT CONTROL OF SLC, INC.
1rn1 RF RIITMnRF ST PnRT ST_ LUCIE. FL 34983 Phone: 772-878-2799 Fax 772-785-9144 Web: comfortcontrolofslc.com
Job:
Date: AUGUST 6, 2014
By: PATRICIA ZIMMERMAN i
1
Room name
MS BDRM
HALL
2
Exposed wall
50.0 ft
0 ft
3
Room height
8.5 ft heat/cool
8.0 ft heat/cool
4
Room dimensions
1.0 x 311.5 ft
4.5 x 5.0 ft
5
Room area
311.5 ft2
22.5 ft'
Ty
Construction
U-value
Or
HTM
Area (M
Load
Area (ft�
Load
number
(Btuh/W °F)
(Btuh/ft�
or perimeter (ft)
(Btuh)
or perimeter (ft)
(Btuh)
Heat
Cool
Gross
N/P/S
Heat
Cool
Gross
N/P/S
Heat
Cool
6
12C-0sw
0.091
n
2.55
2.18
85
85
217
186
0
0
0
0
L -G
1 D-c2om
0.870
n
24.36
27.10
0
0
0
0
0
0
0
0
W
13A-5ocs
0.125
n
3.50
2.22
0
0
0
0
0
0
0
0
lj
12C-Osw
0.091
a
2.55
2.18
0
0
0
0
0
0
0
0
11
�G
1A-r1ob
1.080
a
30.24
48.10
0
0
0
0
0
0
0
0
t-D
11,10
0.600
a
16.80
17.40
0
0
0
0
0
0
0
0
12C-Osw
0.091
s
2.55
2.18
221
221
563
483
0
0
0
0
IW
L-v
IA-rlom
1.270
s
35.56
26.39
0
0
0
0
0
0
0
0
W
12C-Osw
0.091
w
2.55
2.18
119
89
227
194
0
0
0
0
1 D-c2ow
0.570
w
15.96
20.29
0
0
0
0
0
0
0
0
1D-c2ow
0.570
w
15:96
59.58
30
2
479
1788
0
0
0
0
4A5-2omd
0.770
w
21.56
19.31
0
0
0
0
0
0
0
0
PII
12B-Obw
0.097
-
2.72
0.85
0
0
0
0
0
0
0
0
--
L--D
11 DO
0.390
n
10.92
11.31
0
0
0
0
0
0
0
0
C
16A-30ml
0.032
0.90
2.32
312
312
279
723
23
23
20
52
F
22A-tpm
1.180
33.04
0.00
312
50
1652
0
23
0
0
0
6
c) AED excursion
857
-2
Envelope loss/gain
3416
4230
20
51
12
a) Infiltration
799
225
0
0
b) Room ventilation
0
0
0
0
13
Internal gains: Occupants @ 230
0
0
0
0
Appliances/other
1
01
0
Subtotal (lines 6 to 13)
4215
4455
201
51
Less external load
0
0
0
0
0
0
Less transfer
0
0
0
0
0
0
Redistribution
4215
4455
20
51
14
15
Subtotal
Duct loads
32%1
43%
1328
1900
32%
43%
6
22
Total room load
5544
6354
27
72
Air required (cfm)
293
308
1
4
Calculations approved by ACCA to meet all requirements of Manual J 8th Ed.
4�11-wri t�tsotrt' 9 2014-Aug-0715:19:29.
i9C�A9 Ri ht-Suite® Universal 2015 15.0.00 RSU05864 Page 4
..uilders\Wynne Corp\WYNNE CARLTON 70 111 win.rup Calc = MJ8 Front Door faces: W
wrightsoft° Right-J® Worksheet Job:
Entire House Date: AUGUST 6, 2014
By: PATRICIA ZIMMERMAN
COMFORT CONTROL OF SLC, INC.
1501 SE BILTMORE ST., PORT ST. LUCIE, FL 34983 Phone: 772-878-2799 Fax: 772-785-9144 Web: comfort controlofslc.corn
1
Room name
BATH
BDRM 2
2
Exposed wall
5.0 ft
42.0 ft
3
Room height
8.0 ft heat/cool
8.0 ft heat/cool
4
Room dimensions
9.0 x 5.0 ft
1.0 x 207.3 ft
5
Room area
45.0 ft'
207.3 ft'
Ty
Construction
U-value
Or
HTM
Area (ft�
Load
Area (W)
Load
number
(Btuh/ft''F)
(Btuh/ft�
or perimeter (ft)
(Btuh)
or perimeter (ft)
(Btuh)
Heat
Cool
Gross
N/P/S
Heat
Cool
Gross
N/P/S
Heat
Cool
6
12C-0sw
0.091
n
2.55
2.18
40
40
102
87
112
112
285
245
T
1 D-c2om
0.870
n
24.36
27.10
0
0
0
0
'0
0
0
0
W
13A-5ocs
0.125
n
3.50
2.22
0
0
0
0
0
0
0
0
12C-Osw
0.091
a
2.55
2.18
0
0
0
0
112
92
234
201
11
IA-rlob
1.080
a
30.24
48.10
0
0
0
0
20
1
605
962
D
11J0
0.600
a
16.80
17.40
0
0
0
0
0
0
0
0
W
12C-Osw
0.091
s
2.55
2.18
0
0
0
0
108
108
275
236
1A-rlom
1.270
s
35.56
26.39
0
0
0
0
0
0
0
0
W
12C-Osw
0.091
w
2.55
2.18
0
0
0
0
4
4
10
9
D-c2ow
0.570
w
15.96
20.29
0
0
0
0
0
0
0
0
t1
-G
1 Dc2ow
0.570
w
15.96
59.58
0
0
0
0
0
0
0
0
4A5-2omd
0.770
w
21.56
19.31
0
0
0
0
0
0
0
0
P
12B-Obw
0.097
-
2.72
0.85
0
0
0
0
0
0
0
0
L-D
11 DO
0.390
n
10.92
11.31
0
0
0
0
0
0
0
0
16A-30ml
0.032
0.90
2.32
45
45
40
104
207
207
186
481
C
F
22A-tpm
1.180
33.04
0.00
45
5
165
0
207
42
1388
0
6
c) AED excursion
-6
-50
Envelope loss/gain
307
185
2983
2083
12
a) Infiltration
75
21
632
178
b) Room ventilation
0
0
0
0
13
Internal gains: Occupants @ 230
0
0
0
0
Appliances/other
0
0
Subtotal (lines 6 to 13)
383
207
3615
2261
Less external load
0
0
0
0
0
0
Less transfer
0
0
0
0
0
0
Redistribution
383
207
3615
2261
14
15
Subtotal
Duct loads
32%
43%
121
88
32%
43%
1139
964
Total room load
503
295
4754
3225
Air required (cfm)
1
27
141
2511
156
Calculations approved by ACCA to meet all requirements of Manual J 8th Ed.
i F�tsoft' g 2014-Aug-0715:19:29
wr
9 Ri ht-Suite® Universal 2015 15.0.00 RSU05864 Page 5
AC(ffk ... uilders\Wynne Corp\WYNNE CARLTON 70 111 win.rup Calc = MJB Front Door faces: W
+- wrightsoftm Right-J® Worksheet
Entire House
COMFORT CONTROL OF SLC, INC.
1501 SE BILTMORE ST., PORT ST. LUCIE, FL 34983 Phone: 772-878-2799 Fax: 772-785-9144 Web: canfortcontrolofslc.com
Job:
Date: AUGUST 6, 2014
By: PATRICIA ZIMMERMAN
1
Room name
CLOSET
BDRM 3
2
Exposed wall
2.5 ft
14.0 ft
3
Room height
8.0 ft heat/cool
8.0 ft heat/cool
4
Room dimensions
9.0 x 2.5 ft
13.5 x 14.0 ft
5
Room area
22.5 ft'
189.0 ft'
Ty
Construction
U-value
Or
HTM
Area (ft�
Load
Area M
Load
number
(Btuh/ft? °F)
(Btuh/ft�
or perimeter (ft) .
(Btuh)
or perimeter (ft)
(Btuh)
Heat
Cool
Gross
N/P/S
Heat
Cool
Gross
N/P/S
Heat
Cool
6
1q/
12C-Osw
0.091
n
2.55
2.18
0
0
0
0
112
100
255
218
�G
1 D-c2om
0.870
n
24.36
27.10
0
0
0
0
12
0
292
325
W
13A-5ocs
0.125
n
3.50
2.22
20
20
70
44
0
0
0
0
12C-Osw
0.091
a
2.55
2.18
0
0
0
0
0
0
0
0
11
1A-r1ob
1.080
a
30.24
48.10
0
0
0
0
0
0
0
0
���--DDD
11J0
0.600
a
16.80
17.40
0
0
0
0
0
0
0
0
V11
12C-Osw
0.091
s
2.55
2.18
0
0
0
0
0
0
0
0
I--G
1A-r1om
1.270
s
35.56
26.39
0
0
0
0
0
0
0
0
W
12C-Osw
0.091
w
2.55
2.18
0
0
0
0
0
0
0
0
1 Dc2ow
0.570
w
15.96
20.29
0
0
0
0
0
0
0
0
1 Dc2ow
0.570
w
15.96
59.58
0
0
0
0
0
0
0
0
4A5-2omd
0.770
w
21.56
19.31
0
0
0
0
0
0
0
0
P
128-0bw
0.097
-
2.72
0.85
0
0
0
0
0
0
0
0
L-D
11D0
0.390
n
10.92
11.31
0
0
0
0
0
0
0
0
16A-30ml
0.032
0.90
2.32
23
23
20
52
189
189
169
438
C
F
22A-tpm
1.180
33.04
0.00
23
3
83
0
189
14
463
0
6
c) AED excursion
-3
-31
Envelope loss/gain
173
94
1179
951
12
a) Infiltration
38
11
211
59
b) Room ventilation
0
0
0
0
13
Intemal gains: Occupants @ 230
0
0
0
0
0
Appliances/other
0
Subtotal (lines 6 to 13)
210
104
1390
1011
Less external load
0
0
0
0
0
0
0
0
Less transfer
0
0
0
0
Redistribution
210
104
390
1438
1011
14
15
Subtotal
Duct loads
32%
43%
66
44
32%
43%
38
43131
Total room load
277
149
1827
97
1442
70
Air required (cfm)
15
7
Calculations approved by ACCA to meet all requirements of Manual J 8th Ed.
wri F�tsoft" 9 2014-Aug-0715:19:29
/I Z-= 9 Ri ht-Suite® Universal 2015 15.0.00 RSU05864 Page 6
..uilders\Wynne Corp\WYNNE CARLTON 70 111 win.rup Calc = MJ8 Front Door faces: W
wrightsoft® Right-J® Worksheet
Entire House
COMFORT CONTROL OF SLC, INC.
1501 SE BILTMORE ST., PORT ST. LUCIE, FL 34983 Phone: 772-878-2799 Fax: 772-785-9144 Web: confortcontrolofslc.cam
Job:
Date: AUGUST 6, 2014
By: PATRICIA ZIMMERMAN
1
Roam name
LIVING RM
2
Exposed wail
46.5 ft
3
Roam height
9.8 ft heat/cool
4
Room dimensions
1.0 x 525.5 ft
5
Room area
525.5 ft'
Ty
Construction
U-value
Or
HTM
Area (M
Load
Area
Load
number
(Btuh/ft' °F)
(Btuh/ft�
or perimeter (ft)
(Btuh)
or perimeter
Heat
Cool
Gross
N/P/S
Heat
Cool
Gross
N/P/S
Heat
Coal
6
1RV
12C-0sw
0.091
n
2.55
2.18
250
250
637
546
i--G
1 D-c2om
0.870
n
24.36
27.10
0
0
0
0
W
13A-5ocs
0.125
n
3.50
2.22
0
0
0
0
l
12C-0sw
0.091
a
2.55
2.18
0
0
0
0
11
I-G
1A-rlob
1.080
a
30.24
48.10
0
0
0
0
11J0
0.600
a
16.80
17.40
0
0
0
0
-D
12C-0sw
0.091
s
2.55
2.18
0
0
0
0
1A-r1om
1.270
s
35.56
26.39
0
0
0
0
W
12C-0sw
0.091
w
2.55
2.18
206
153
390
334
1 D-c2ow
0.570
w
15.96
20.29
20
20
323
411
1Dc2ow
0.570
w
15.96
59.58
0
0
0
0
4A5-2omd
0.770
w
21.56
19.31
33
33
701
627
PII
12B-Obw
0.097
-
2.72
0.85
0
0
0
0
--
�--D
11D0
0.390
n
10.92
11.31
0
0
0
0
C
16A-30ml
0.032
0.90
2.32
526
526
471
1219
F
22A-tpm
1.180
33.04
0.00
526
47
1536
0
6
c) AED excursion
1323
Envelope loss/gain
4058
4461
12
a) Infiltration
857
241
b) Room ventilation
0
0
13
Intemal gains: Occupants @ 230
2
460
Appliances/other
0
Subtotal (lines 6 to 13)
4914
5162
Less external load
0
0
Less transfer
0
0
Redistribution
0
0
14
Subtotal
4914
5162
15
Duct loads
16%
18%
784
909
Total roam load
5698
6071
Air required (cfm)
301
294
Calculations approved by ACCA to meet all requirements of Manual J 8th Ed.
g 2014-Aug-0715:19:29
..1 . wriF�tsoft' Ri 9 Right-Sufte® Universal 2015 15.0.00 RSU05864 Page 7
ACCA ...uilders\Wynne Corp\WYNNE CARLTON 70 111 win.rup Calc = MJ8 Front Door faces: W
II" F SURVEY:
BOUNDARY
PLOT PLAN
U
C TIE IN
FINAL
I TOPOGRAPHIC
COMPLETED ON:
10-03-14
DESCRIPTION:
o
SURVEYORS NOTES:
BEING ALL OF 23 VILLA BLANCA, OF
1.
UNLESS OTHERWISE NOTED ONLY PLATTED EASEMENTS ARE
THE UNRECORDED PLAT OF COUNTRY CLUB
W.
SHOWN HEREON.
NO UNDERGROUND UTILITIES OR IMPROVEMENTS WERE
VILLAGE, OF ST. LUCIE COUNTY,
2.
FLORIDA.
�`
LOCATED UNLESS OTHERWISE SHOWN.
?
3.
THIS SITE LIES WITHIN FLOOD ZONE "X", ACCORDING TO
WR
THE FLOOD INSURANCE RATE MAP, COMMUNITY PANEL NO.
ABBREVIATIONS:
Q
12111CO070 J, EFFECTIVE DATE 2-16-12.
FIFE = FINISHED FLOOR ELEVATION
o U
L
4.
FLOOD ZONE SHOWN HEREON IS AN INTERPRETATION BY THE
SURVEYOR AND IS PROVIDED AS A COURTESY. THE FLOOD
R/W = RIGHT-OF-WAY
U
U
ZONE SHOULD BE VERIFIED BY A DETERMINATION AGENCY.
R = RADIUS OF CURVE
a
cn
5.
BEARINGS SHOWN HEREON ARE REFERANCED TO THE
L = LENGTH OF CURVE
CENTERLINE OF VILLA BLANCA HAVING AN ASSUMED
SF = SQUARE FOOT
BEARING OF EAST, ACCORDING TO THE UNRECORDED PLAT
A = DELTA OF CURVE
OF COUNTRY CLUB VILLAGE, OF ST. LUCIE COUNY,
o
FLORIDA
n
6.
NOT VALID WITHOUT THE SIGNATURE AND ORIGINAL RAISED
SEAL OF A FLORIDA LISCENSED SURVEYOR AND MAPPER.
7.
THIS IS A SPECIFIC PURPOSE SURVEY FOR THE PURPOSE
OF LOCATION AND ELEVATION OF FORMBOARDS. BOUNDARY
LINES SHOWN HEREON ARE FOR GRAPHICAL PURPOSES ONLY.
St. U le Co.
DateI �I Init
prove
EDGE OF WATER`
23 VILLA BLANCA
PERMIT #: 1�0 � - c-) -3 3
P
G
0�P w
P0
PO
ti
SCALE: 1 "=30' ALEXANDER J. PIAZZA PSM, INC.
DATE:10-03-14 Surveying • Mapping • Consulting
619 SW Biltmore Street
DRAWN: CJM*LEBf7280
Port St. Lucie, Florida 34983
JOB NO.: Phone: (772) 340-7770
14-1854 Fax: (772) 340-2250
IZ4169[d'l,5l
LAST FIELD DATE: 10-03-14
CERTIFIED TO:
WYNNE BUILDING CORPORATION
r 1"4e-v�
ALEXAND J. PIAZ
Professional urveyor do Mapper
Florida Certificate No.: 6330
K:\BUILDERS\DWG2014\DWG\14-1854.dwg, 10/3/2014 2:44:47 PM