HomeMy WebLinkAbout23-6097City of Zephyrhills
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ephyrhills, FL 33542
Phone: (313) 730-0020
Fax: (313) 730®0021
Issue bate: 05/30/2023
Perm1 ildi 'Residential
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6167 baerr Midge St 02 26 21 0310 00000 0050
Name: STARLIGHT HOMES FLORIDA LLC Permit Type: Building New (Residential) Contractor: STARLIGHT HOMES
Class of Work: Townhome FLORIDA LL
Address: 9720 Princess Palm Ave Ste 130 Building Valuation: $92,891.60
TAMPA, FL 33610 Electrical Valuation: $6,155.00
Phone: (813) 819-0199
Mechanical Valuation: $7,705.00
Plumbing Valuation: $8,406.00
Total Valuation: $115,157.60
Total Fees: $13,445.06
Amount Paid: $13,445.05�
Date Paid: 5/30/2023 9:02:02AM
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CONSTRUCT TOWNHOME 1386 SO FT
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Park Impact Fee - SingleFamily/Townhome $769.56 Electrical Plan Review Fee $35.39
3/4 Water Meter Residential Connection Fee $794.92 Transportation Impact Fee $3,445.20
Driveway Fee $45.00 Water Connection Residential Fee $1,140.00
Public Safety Impact Fee -Admin $26.35 Sewer Connection Residential Fee $2,400.00
Public Safety Impact Fee -Police $254.00 Plumbing Permit Fee $82.03
Fire Wall/Smoke Wall Inspection $15.00 School Impact Fee - Single Family $3,353.00
Transportation Impact Fee - City $34.80 Building Permit Fee $504.46
Mechanical Plan Review Fee $39,26 Plumbing Valuation Fee $41.02
SIF 1 percent Fee $33.53 Address Fee $30.00
Building Plan Review Fee $252.23 Electrical Permit Fee $70.78
Mechanical Permit Fee $78.52
REINSPECTION FEES: (c) With respect to Reinspection fees will comply with Florida Statute 55 .80(2)(c) the
local government shall impose a fee of four times the amount of the fee imposed for the initial inspection or
first reinspection, whichever is greater, for each subsequent reinspection.
Notice: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that
may be found in the public records of this county, and there may be additional permit required from other governmental
entities such as water management, state agencies or federal agencies.
"Warning to owner: Your failure to record a notice of commencement may result in your paying twice for
improvements to your property. If you intend to obtain financing, consult with your lender or an attorney
before recording your notice of commencement."
Complete Plans, Specifications .d fee Must Accompanyplication. All work shall be performed in
accordance with City Codes d Ordinances. NO OCCUPANCY C.O.
O OCCUPANCY BEFORE
C.O.
— 1�1� 11 ,
CONT CTOR SIGNATURE
APPROVEDTHOUT
013460•0020 City of Zephyfhiils Permit Applicationex,gla•7oa.a02t
Building Depatbnent
gala Recolvad Pho to Contact for Pomaittinp� t
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Ovmor•sNama Starlight Homes FL LLC gwntarPhcnaNumber 813-819-0199
Owtices Address 9720 Princess Patrn Ave. Suite 140 Tampa FL 336199 Ownor Phone Nuntbar
Foo Sdnpla Irltichotdor Nama Ownorphono Number
Fee Simple Titicholder Address
JouaouREss C 6167 DAERR RIDGE STREET Zephyrhills, FL 33542 LOTa
5
SUOORAS10N Tyson Townshomes PARCEL, toff 01 26 21 0310 00909 0050
taarauaeo fnow anatansysAtt pane
WORK PROPOSCO lEWCONSTR ADDIALT SIGN0 C3 OEMOUSH
INSTALL REPAIR
PRO; OSED USG SFit [ CRAM 01HER
TYPE OF CONSTRUCTION (D BLOCK 0 FRAME STEEL
DESCRIPTION OFWORK New Residential Construction
Dtltl,OiNOSIZE 1692 SoFOOTAGE 1386 IIEIGHT =
�' C t'C't`C'C'�4''C'X"C"l'{•K"S"<'['t'C'i'C•S'�X"'CC'4'i'6'i''C:'K'+t"S'K'0.'fiat,•Z'K'S't'C'C't'¢.'C'C'C"C'4'�C�C'C'�"'�t"CS'i'S'�.'C1"TL'4'aG7
(" �DU0.01NG s $92,891 M VALUATION OF TOTAL CONSTRUCTION
CLECTRICAL S AMP SERVICE PROGRESS ENERGY W.R.E.C,
t..`.it �y P6UfADiNG
=MCCRANICAL S VALUATION OF MCCRANICAL INSTALLATION
L' l
m
GAS
ED ROONNIG 0 SPECIALTY =
OTVER
r"IhlSriEOFLOOR ELEVATIONS FLOODZONCAREh
1386
YES NO
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Starlight Homes FL LLG
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COMPANY
SIGNATURC
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972 Princess Palm Ave, Suite 140 Tampaj
Fl. 3361
1lconsai CGC1524497
ELECTRICIAN
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SIGNATURE
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Address
PLUMOCR ! -. pr` ��) COMPANY
SI(30ATURB ., r y r.
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Address 950 New York Avenue, Hudson• F) 34667�
a
IMICIIANICAL i /,r l/x% ��� COMPANY
SIGNATURE t,,t <t. , <t 4° c elotsrenso
Address fi�5t1 htety York Avenue Wt son 1:134667
COMPAIJY
OTHER t T � 71
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Address I$�W 'V I License i�w �
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R SiO�EpITiAL « �Atiach t2) Plot Plans; (2} eats of ut?ding Plans: (1) Set of Enato y Fonrs. R-OVIPetmit for new construction,•
hTwununa lon (tg) viorking days alloy subrnfltat data. t aqut€ad onsilo, Canswctton Plans• Stamw tiler Pions wt Sat Failoo installed.
SanlaryFardPtiosEIdumpstar;Site WAPermit for wbd fsianstargeprojects
C0;.V=RCIAL Attach (2l carnploto sels of aucding Pfanx ptus a tffa sa'cty Pagc: (I) set ot Energy Forms. R•O-WPamut for new caaltmotiom
Minimum tan (id) work'vtg days aftersuhm list date. Requlmd onsilo, Const uciton Plans, Slormiwer Plans w6SM Fence Installed.
SanilaryFaciiidosd I cf=pslcr. Site WA Permit for 0 new projects. M commctclol mqutfetnents must moot compilinau
SIGHS P@RAtiT Attach (z) Bets of Engineered Piano.
""PROPERTY SURVEY tequtred for ail NGW construction.
t-i-rr-t-i-S-t••4^ir-S-1-i-4-i-#•a-5-f4-€rt•f'k-i-'F4•S-iwiFS'5'�-ir3-ki- ^t-4-tr•S-4•�
Ottecalans:
Fig out application completely.
t?unwr & Contractor sign back of application, notarized
It over s2soll, a Notice of Commencement is rcqulrad. (AtC upgrades ovor $76001
t".agent (tor the ocudtaclor) of Potvcr o€ANomey (far Mac ovmct) would be someone valh notodzad fatterfrornazgar authorizing some
OVER Titre COUNTER PERMITTING (copy of coattact tegotred)
Ra+ocfs a slingles Soviets Service upgrades AIC Fences (PlottSutvey^tPeota•3e}
odvmvays�mol over counter rs on public road ways„ needs ROW
Permit No, Parcel 11) No 02 26 210310 00000 0050
NOTICE OF COMMENCEMENT
State of Florida County or Pasco
THE UNDERSIGNED hereby gives notice that improvement will be made to certain real property, and in accordance with Chapter 713, Florida Statutes,
the following Information is provided in this Notice of Commencement:
1. Description of Property: Parcel Identification No, Tyson Townhornes Buildinq I Lot 5
Street Address: 6167 Daerr Ridge Street Zephyrhills, FL 33542
2. General Description of Improvement New Construction- Single Family Residence
3. Owner Information or Lessee information if the Lessee contracted for the improvement:
Starlight Homes FL, LLC
Nam
9720 Princess Palm Ave . Suite 140
Tampa
FL
Address
city
State
Interest in Property: Owner -
Name of Fee Simple Titleholder: NIA
(if different from Owner listed above)
Address
city
State
4. Contractor: Starliaht Homes FL, LLC
Name
9720 Princess Palm AveTampa
FL
Address
city
State
Contractor's Telephone No.: _813-819'0 199
5. Surety:
Address City State
Amount of Bond: Telephone No.:
6. Lender:
Name
City State
Lender's Telephone No.:
7, Persons within the State of Florida designated by the owner upon whom notices or other documents may be served as provided by
Section 713.13(1)(a)(7), Florida Statutes:
Name
Address
Telephone Number:of Designated Person:
City State
8. In addition to himself, the owner designates N/A of
to receive.a copy of the Lienors Notice as provided in Section 713.13(1)(b), Florida Statutes.
Telephone Number of Person or Entity Designated by Owner.
9. Expiration date of Notice of Commencement (the expiration date may not be before the completion of construction and final payment to the
contractor, but will be one year from the date of recording unless a different date is specified):
WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT
Under penalty of perjury, I declare that I have read the foregoing noti — I t nd �tKd df th�s7t tied therein are true to the best
of my knowledge and belief. 7.
STATE OF FLORIDA
COUNTY OF PASCO
or Lessee, or Owner's or
Darryl Co(weli -Authorized Representative
Signatory's Title/Office
The foregoing instrument was acknowledged before me this 24thday of _ .�Pril .20 a by Darryl Colwell
as Authorized Representative (type of authodly, attorney officer. trustge, in fact) for
Starlight Homes FL, LLC (name fpa an behalf of:wh im an nt was executed).
Personally Known 0 OR Produced Identification [I Notary Signature
Type of Identification Produced Name (Print) Tonya Pollard
w Florida!
'0' 1; Notary P11113k $12ite
Pollard
M, Conarriesiltan, HH 138235
F _xpkes WM12025
wpdate/bcstnoficecommencement_pc053048
813-780-0020 City of Zephyrhills Permit Application Fa*SQ-780.0021
Building Department
NOTICE OF DEED RESTRICTIONS: The undersigned understands that this permit may be subject to 'deed' restrictions" which may be more restrictive
than County regulations, The undersigned assumes responsibility for compliance with any applicable deed restrictions.
UNLICENSED CONTRACTORS AND CONTRACTOR RESPONSIBILITIES; If the owner has hired a contractor or contractors to undertake work, they
may be required to be licensed In accordance with state and local regulations. If the contractor is not licensed as required by low, both the owner and
contractor may be cited for a misdemeanor violation under state law. If the owner or Intended contractor are uncertain as to what licensing requirements
may apply for the Intended work, they are advised to contact the Pasco County Building Inspection Division —Licensing Section at 727-847- 8009,
Furthermore, it the owner has hired a contractor or contractors, he Is advised to have the contractor(s) sign portions of the 'contractor Block" of this
application for which they will be responsible, If you, as the owner sign as the contractor, that may be an Indication that he is not property licensed and is
not entitled to permitting privileges In Pasco County.
TRANSPORTATION IMPACT/UTILITIES IMPACT AND RESOURCE RECOVERY FEES: The undersigned understands
that Transportation Impact Fees and Recourse Recovery Fees may apply to the construction of new buildings, change of use In existing buildings, or
expansion of existing buildings, as specified In Pasco County Ordinance number 89-07 and 90.07, as amended. The undersigned also understands, that
such fees, as may be due, will be identified at the time of pen-nitting. It is further understood that Transportation Impact Fees and Resource Recovery
Fees must be paid prior to receiving a "certificate of occupancy" or final power release, if the project does not Involve a certificate or occupancy or final
power release, the fees must be paid prior to permit Issuance. Furthermore, If Pasco County WatedSewer Impact fees are due, they must be paid prior
to permit issuance In accordance with applicable Pasco County ordinances.
CONSTRUCTION LIEN LAW (Chapter 713, Florida Statutes, as amended): If valuation of work Is $2,500.00 or more, I certify that 1, the applicant,
have been provided with a copy of the *Florida Construction Lien Law —Homeowners Protection Gulde"prepared by the Florida Department of
Agriculture and Consumer Affairs. If the applicant Is someone other than the *owner", I certify that I have obtained a copy of the above described
document and promise In good faith to deliver it to the "owner" prior to commencement.
CONTRACTOR!$IOWNER'S AFFIDAVIT: I certify that all the information in this application Is accurate and that all work Wit be done In compliance with
all applicable laws regulating construction, zoning and land development. Application Is hereby made to obtain a permit to do work and installation as
indicated. I certify that no work or installation has commenced prior to issuance of a permit and that all work Wit be performed to meet standards of all
laws regulating construction, County and City codes, zoning regulations, and land development regulations In the jurisdiction. I also certify that I
understand that the regulations of other government agencies may apply to the intended work, and that ills my responsibility to identify what actions I
must take to be In compliance. Such agencies Include but are not limited to:
- Department of Environmental Protection -Cypress Bayheads, Wetland Areas and Environmentally Sensitive
Lands, Water/Wastewater Treatment.
- Southwest Florida Water Management District -Wells, Cypress Bayheads, Welland Areas, Altering
Watercourses.
- Army Corps of Engineers -Seawalls, Docks, Navigable Waterways.
- Department of Health & Rehabilitative Services/EnVironmentat Health Unit -Wells, Wastewater Treatment,
Septic Tanks,
- US Environmental Protection Agency -Asbestos abatement.
Federal Aviation Authority -Runways.
I understand that the following restrictions apply to the use of fill:
- Use of fill is not allowed in Flood Zone "V'unless expressly permitted.
- If the fill material is to be used in Flood Zone "A", it is understood that a drainage plan addressing a
"compensating volume" will be submitted at time of permitting which is prepared by a professional engineer
licensed by the State of Florida.
- If the fill material is to be used In Flood Zone "A" in connection with a permitted building using stem wall
construction, I certify that fill will be used only to fill the area within the stem wall.
- If fill material is to be used in any area, I certify that use of such fill will not adversely affect adjacent
properties. If use of fill is found to adversely affect adjacent properties, the owner may be cited for Violating
the conditions of the building permit issued under the attached permit application, for lots less than one (1)
acre which are elevated by rill, an engineered drainage plan Is required.
If I am the AGENT FOR THE OWNER, I promise In good faith to inform the owner of the permitting conditions set forth in this affidavit prior to
commencing construction. I understand that a separate permit may be required for electrical work, plumbing, signs, wells, pools, air conditioning, gas, or
other installations not specifically included in the application. A permit issued shall be construed to be a license to proceed with the work and not as
authority to violate, cancel, alter, or set aside any provisions of the technical codes, nor shall Issuance of a permit prevent the Building Official from
thereafter requiring a correction of errors In plans, construction or violations of any codes. Every permit issued shall become Invalid unless the work
authorized by such permit is commenced within six months of permit Issuance, or if work authorized by the permit is suspended or abandoned for a
period of six (6) months after the time the work is commenced. An extension may be requested, In writing, from the Building Official for a period not to
exceed ninety (90) days and Will demonstrate justifiable cause for the extension. If work ceases for ninety (90) consecutive days, the job is considered
abandoned.
—as Identification.
Notary Public
Commission No. 8235
Tonya Pollard
are o FNotary typed,p NnAlt 6"S or stamped
40 Wary Pubft State & Milklal
TOMP PoftV
My Comm"on HH 1138235
4� Expims 0610412026
Subscribed and sworn To —(or affirmed) before meVhis
_b
Who islare pgLsQaatfVknown _ia_rae_or hasthave produced
,--aside Me n.
Notary Public
Commission No._131235_
Tonya Pollard
Name of Notary typed, printed or stamped
Ron ftftnfls
FLORIDA DEPARTMENT OF Governor
N
Environmental Protection Jeanette Nufla
lxe�#
April 20, 2023
Erin Lykins, Manager
Quill 249, LLC
8345 Gunn Highway
Tampa, FL 33626
e_IN�ins gi)heaconcivilxLrjj
j—
Re: Final Clearance: Installation of 2,827 linear feet of eight -inch diameter water main pipe(s).
Project: Tyson Townhomes
FDEP Permit No.: 0082640-154-DSGP/02
PWS ID No.: 651-2020
County: Pasco
Dear Ms. Lykins:
The Department has received your Certification of Construction Completion and Request far Clearance to
Place Permitted PIES Components into Operation [FDEP Form 62-555.900(9)] and supporting documents
for the above -referenced project, This project was approved for construction under the FDEP permit number
identified above and completed without substantial deviations, as noted in FDEP Form 62-555.900(9).
The submitted documents indicate compliance with the clearance procedures identified in Rule 62-555.345,
Florida Administrative Code (F.A.C.). Therefore, the Department is issuing this letter of release to place
the above -referenced water distribution system segment(s) into set -vice.
Please note that public water supply systems must comply with any changes and/or revisions to applicable
laws and regulations, which affect operating procedures and/or quality standards.
If you have any questions or comments, please contact me at (813) 470-5936 or via email at
!Karla.A. J, �oe z,,&. F I �o r i d a Q �EP - 1 ov.
Sincerely,
4—
Karla Lopez
Engineering Specialist III
Permitting & Waste Cleanup Program
www, Flor/da oV
cc:
Laurie Burcaw, P.E,, Beacon Civil Engineering, LLC, Lb L� C��Iiyexjw i John Bostic, City of Zephyrhills, ibos
Taisir Qandeel, E.L, Beacon Civil Engineering, LLC, M.qn(Le
Vicki Baker, Beacon Civil Engineering, LLC, vbakerf�beaconcivilxom
Karla Lopez, DEP SWD, karla.a.lo Vez6t. on ad �igov
Products
PloLID
Length
Product
Plies Net
Qty Fab Typ
FJI
20-00-00
16" BCI
4500s-
LB
2 18
MFD
J 2
5-00-00
i 6" BCI i
It 1150O
1S-1,8
2 18
MFD
FA
20-00-00
16" BCI
6000s-1,8
1 99
MFD
FJ4
20-00-00
16" BCI
6000s-
I.B
1 18
MFD
FJ5
16-00-00
16" BCI
6000s-
I.B
1 63
MFD
FJ6
4-00-00
16" BCI
6000s-
I.B
1 9
MFD
Rml
12-00-00
1-1/8" x
16" BC
RIM BORRD OSB
1 92
FF
Bkl
2-00-00
16"" BCI
6000s-
I.B
1 90
FF
19-w— i9-08— a i
DEAFING HEIGHT 5CHEDULE
77
Hanger List
HI HTU26
H2 IUS3.56/16
H3 IUS2,37/16
NOTE5:
1.) REFER TO HID q1 (RECOMMENDATION5 FOR
HANDLING IN5TALLATION AND TEMPORARY )RAGING.)
REFER TO ENGINEERED DRAWINGS FOR PERMANENT
GRACING REQUIRED.
2) ALL TRU55E5 (INCLUDING TXU55E5 UNDER
VALLEY FRAMING) MUST DE COMPLETELY
PECKED 09 REFER TO DETAIL Y105 FOR
ALTERNATE BRACING REQUIREMENTS.
3.) ALL VALLEY5 ARE TO 5E CONVENTIONALLY
FRAMED DY DUILDEiZ,
4) ALL TRU55E5 ARE DE516NED FOR T
MAXIMUM 5PACING, UNLE' 5 OTHERW15E NOTED
5.) ALL WALL5 SHOWN ON PLACEMENT
PLAN ARE CON51I)EIZED TO DE LOAD
GEARING, LME56 OTHERW15E NOTED.
6) 5Y42 TIZU55E5 MU5T 8E IN5TALLED
WITH THE TOP DEING UP,
7) ALL ROOF TRL6' , HANGER' , TO DE 5IM?50N
HrU26 UNLES5 OTHERW15E NOTED. ALL
FLOOR TRLJ55 HANGEK5 TO DE 5IMP50N
i HA422 UNLE55 OTHE?Wf5E NOTED,
6) DEAM/1-EADE91INTEL (B99) TO DE
FURN15HE0 V, BUILDER.
5HOF DRAWING AFFROVAL
THE, LAYOUT 15 THE 50..E 50LEE F09 FABRICATION OF
TIV55B AND VOID5 ALL FXEVIOU5 AgHTECTURAL OF OTHER
TRU55 LAYOUT5. REVIEW AND AFF90YAL Of TM5 LAYOUT W5T
DE ?ECEWE9 DEFOff ANY TU75E5 WILL OE NJILT. VERIFY ALL
CONPITM TO N5AgE A6AN5T CHANGE5 THAT WEL RE51T
IN EXTRA CM96B TO YOU.
gqg%d 9'way 9.14 1
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Tyson TH 9Unft A
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Lot 1-9
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Lot 1-9 5ULE NITC, I
From: Smykowski, Christine <Christine.Smykowski@FloridaDEP.gov>
Sent: Tuesday, April 25, 2023 10:16 AM
To: Erin Lykins
Cc: jbostic@ci.zephyrhills.fl.us; LB15@LIVE.COM; Taisir; Vicki Baker; Smykowski, Christine
Subject: Wastewater Notification Received - Facility ID: FLA012744, CS51-0030492-116-
DWC/CM-Tyson Townhomes-Final Clearance
Greetings,
This is to acknowledge that the Request for Approval to Place a Domestic Wastewater Collection/Transmission
System into Operation, for the subject -referenced project, was received on April 24, 2023.
The form and supporting information fulfills the requirements to request approval from DEP to place the domestic
wastewater collection/transmission system into operation and that the project, as described, has been constructed
in accordance with the associated DEP Permit Number and related plans and materials.
The Department is providing this notice of release to place the above -referenced domestic wastewater
collection/transmission system into service. Pursuant to 62-604.700, F.A.C., portions of this project that have not
been cleared for service may not be placed into operation for any purpose other than testing for leaks or equipment
operation. This Clearance Notification Process does not relieve you from the responsibility of obtaining other
permits or authorizations from other agencies (federal, state, city, etc.) that may be required for the project.
Please be advised that 62-604.700, F.A.C. was revised on October 4, 2021. Future clearance requests should be
submitted through the Business Portal at http://www.flde ortalxoni/go/.
Thank you for your attention to this matter.
Florida Department of Environmental Protection
Southwest District Office
W�
Christine Smykowski
Environmental Specialist III
Florida Department of Environmental Protection
Southwest District
Permitting and Waste Cleanup Program
CSmvk hri tine,o As jI � (N
I—- LiL`] Q! L�(�a Q','P a
Office: 813-470-5777
PLEASE NOTE: Florida has a very broad public records law. Most written communications to or from state owned e-mail accounts are
considered to be public records and will be made available to the public or the media upon request. Therefore, your e-mail
messages may be subject to public disclosure.
APlease consider the environment before printing this e-mail,
h Service
Customer
t{'. ?Survey
CITY OF ZEPHYRHILLS — BUILDING DEPARTMENT
RIGHT-OF-WAY USE PERMIT
DATE: tlrtam PERMIT #:
No construction under ground Or above ground of any facility shall be accomplished on any City Rights of Way Without written approval from the City Building
Department. Any application for approval of construction operations on any City Owned Rights of Way shall furnish a detailed drawing showing the complete
Scope of the proposed work in ftiploate to the office of the Building Official for approval prior to the Commencement of any Work. A copy of this permit is to be
kept readily available at the site of the work at all times.
PARCEL ID #: S.,,fi..2&3. T—hf;,26SRhh,g21E CITY ROAD ah at-- & HiiA,v Dr.
LOCATION (LectaMescription); ATRACTO"MA i.00ATEDNES THFAST1140FTHES TMEAST1144£SECTION3A THE
SOUTHWEST 114 OF THE SOUTHWEST 114 OF SECTION 2 AND IN THAT PORTION OF TRACT A OF
6R'C' .00RUING TO THE MAP OR CORD E 0 IN PLAT 80 6K 4,
TYSON "Utor""ON PAGE I(F), OF THE I RECORDS, ALL IN TOW lP C H RANGE 21 EAST OF PASCO
COUN-, FLORMA
Permission is hereby granted to Nick DiftPx, of— stager siAP'Pw'vm
For the Construction and maintenance of.
Th. --Ikh hh— 1. T,.. T.mi - auhdvNMn . 11h, srh 91—, Henry D&. — Fhil King R.ad
Subject to the following conditions:
1,
The construction and maintenance of such utility shall not interfere with the property and rights of a prim occupant,
2. All work shall be done In keeping with the standards of the City Streets Department and under the Supervision of the City Building Official, who
will be notified at least one day prior to commencement of construction.
3. All materials and Equipment shag be subject to inspection by the City Building Official.
4, During construction all safety regulations of the Department of Transportation shall be observed and the City shall be relieved of all responsibility
from damage of any nature arising from this permit. Subject to the same terms and conditions, the permit holder may take such safety measures,
including placing and display of caution signs, as it may deem necessary in Conduct of construction and maintenance work hereunder. It is the
responsibility of the peonittee to ????
5. AD private and all City property shall be restored to its original condition as far as practical in the opinion of the City Building Official.
6All underground crossing installations shall be laid at such depth as may be specified by the City Building Official,
7. The sketch covering the details of this installation shall be made a part of this permit. This permit is granted with the understanding that the
applicant has notified all other utility users in the area covered by the permit and takes full responsibility for any damage incurred by prior
installations as a result of his operations in Order that they may safe guard their interests.
S. It Is expressly stipulated that this permit Is a license for permissive use only and that the placing of facilities upon public property pursuant to this,
permit shalt not operate to Create or to vest any property right in said holder.
9. Whenever the City decides to further exploit the City Rights of Way, any or all said poles, wires, pipes, cables, or other facilities and
appurtenances authorized hereunder, shall be immediately removed from said Rights of Way, or reset or relocated thereon as required by the
City Building Official at the expense of the holder of this permit.
10r The holder shall save and keep the City harmless from any and all damages, claims, or injuries that may occur by reason of the Construction,
maintenance, and operation of Said facitfty.
11, The Wrier shall complete the requested work WIND _ days or this permit shag become null and void. In the event the work requested is
not completed upon the expiration date of this permit, the City shall have the right to Complete such work and to charge the holder of the permit
for all costs Incurred in completed said work.
12, The holder shall post a Cash or Surety bond with the City Manager In the sum of $__ dollars to guarantee performance of the
obligations herein, and to guarantee maintenance of the right-of-way described herein for a period of one (i) year following completion of the
requested installation. In the event a surety bond is posted, the surety bond shall be made payable to the City and shall obligate the surety to
hold the City harmless in the event the holder of this permit should fail to meet any of its obligations hereunder. The bond shall also indemnify
the City for all court costs and reasonable attorneys fees in the event legal action is required to Collect on said bond.
SUBMITTED BY
(PERMITTEE)-
Signature & Title David Schaffer -
Address Poam w25a,-kiivH,,,F(ihWa346vl
Phone # 813-1527-0570
Email: D—@11giho.—
APPROVED BY:
CITY OF ZEPHYRHILLS
Utilities Supervisor J-Z-7-7 - 7- 7-
e4w jr'��
Public Works
Date
Building Dept
Date
city Manager
Date
CITY OF ZEPHYRHILLS — BUILDING DEPARTMENT
RIGHT-OF-WAY USE PERMIT
DATE: PERMIT 4:
A', construction under ground ., above ground Of any facility shall be accomplished on any City Rights of Way without written approval from the City Building
triment, Any application for approval of Construction operations an any City OA,,ed Rights of Way shall furnish a detailed drawing showing the complete
p. of the proposed work in triplicate to the office of the Building Official far approval prior to the, commencement of any were. A copy of this permit is to be
kept readily available at the site of the work at an times,
PARCEL ID #: CITYROAD isusr-o&H—yo,
LOCATION (Legal Description): A TRACT OF LAND LOCATED IN THE COUTHEAST IM OF n IF SOUTHEAST V4 OF SfcTrO P1 3 AND T44E
SOUTHWEST IA OF THE ROD uAVEST Q4 Or SECTION Q. AND IN THAI PORTION OF TRACT A OF
Wt(mo�qUP , ON, ACC AmNG TO Tff2MAP OR PLAT THFAEOORECORDED IN FLAT COOK 4.
PA A .80 FVIY
THE PUBLIC RECORDS, ALL N TOWNSHIP 25 SOM H. RANGF 21 FAST OF PASCO
COUNTY, FLORIDA
Permission is hereby granted to of
For the construction and maintenance of:
Sect to the following conditions:
I. The construction and maintenance of such utility shalt not interfere with the property and rights of a print occupant.
2. All work shall be done in keeping with the standards of the City Streets Department and under the supervision of the City Building Official, who
will be notified at least one day prior to commencement of construction.
1 All materials and equipment shall be subject to inspection by the City Building Official.
4. During Construction all safety regulations of the Department of Transportation shall be observed and the City shall be relieved of all responsibility
from damage of any nature arising from this permit. Subject to the some terms and conditions, the permit holder may take such safety measures,
including placing and display of caution signs, as it may deem necessary in conduct of construction and maintenance work hereunder. It is the
responsibility of the permitter, to ????
5. All private and all City property shall be restated to its Original condition as far as practical in the opinion of the City Building Official.
&. All underground crossing Installations shall be laid at such depth as may be specified by the City Building Official.
7. The sketch covering the details of this installation shall be made a part of this permit. This permit is granted With the understanding that the
applicant has notified all other utility users in the area Covered by the permit and takes full responsibility for any damage incurred by prior
installations as a result of his operations in order that they may safe guard their interests.
D. it is expressly stipulated that this permit is a license for permissive use only and that the placing of facilities upon public property pursuant to this
permit shall not operate to create or to vest any property right in said holder.
9. Whenever the City decides to further exploit the City Rights of Way, any or all said poles, wires, pipes, Cables, or other facilities and
appurtenances authorized hereunder, shall be immediately removed from said Rights of Way, or reset or relocated thereon as required by the
City Building Official at the expense of the holder of this permit.
IFF The Wrier shall save and keep the City harmless from any and all damages, claims, or injuries that may occur by reason of the Constriction,
maintenance, and operation of said facility.
11. The holder shall complete the requested work within _ days or this permit shall become null and void. In the event the work requested is
not Completed upon the expiration date of this permit, the City shall have the tight to complete such work and to charge the holder of the Permit
for all costs Incurred in completed said work.
12. The holder shall post a cash or surety dead with the City Manager in the sum of $__ dollars to guarantee performance of the
obligations herein, and to guarantee maintenance of the right-of-way described herein for a period of One (1) year following Completion of the
requested installation. In the event a surety, bond is posted, the surety bond shall be made payable to the City and shall Obligate the surety to
hold the City harmless in the event the holder of this perinil should fail to meet any of its obligations hereunder. The bond shall also Indemnify
the City for all Court costs and reasonable attorneys fees in the event legal action is required to collect on said bond.
SUBMITTED BY:
(PERMITTEE),
Signature & Title David Schaffer -
Address
Phone # 813A27,0671 Email :-
APPROVED BY:
CITY OF ZEPHYRHILLS
.its Supervisor Date
P.blinWork., Data kvt,�v;n
Building Dept Date
,natter Date
6117
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UTILITY PLAN
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UTILITY DETAILS p
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��
T
mu�o�"�� �����bl� 16=l3���������~�.8"==�^~��"���" �
1stF|nohF|oorJoists\FJ1(i1553) (Floor Joist)
BCDesign Engine Member Report Dry |1span |Nocant. |24^OCS|Repetitive | Glued &nailed March 15.202311:O7:18
Build 8548
- Job name: File name: TTH1-9.mmd|
Address: Description: 1st FloohFloorJuistsUFJ1(i1553)
City, State, Zip: Specifier:
Customer Designer:
Code reports:ESR-1336 Co
� ��, Bu
Total Horizontal Product Length =1ums12
Reaction S( / Uft)/
Bearing Live Dead Snow Wind Roof Live
B2.2-3/8^
1122/0 280/0
Load Summary
mm Dead
Snow vwnu
Rom mm
Live
Tag Description
Load Type
Ref.
Start End
Loc.
100% 90%
115% 160%
125%
View Fill)
2 FC3Floor Decking (Plan Un[Lin. (|b/ft)
L
00-00-00 15-10-10
Top
39 10
n\a
View Fill)
3 FC3Floor Decking (Plan Un[Lin. (lb/ft)
L
10-00-00 19-05-12
Top
41 10
n\a
View Fill)
4 Fl2(i1520)
Conc. Pt. Vb4
L
15'10-10 15-10'10
Top
417 104
n\a
Hole
evation Ref, Height
Width
Sha e
Orientation
n02
12-0040 0^ L
12^
Circular
Horizontal
Controls Summary
End Reaction
1402|bs
594%
100%
1
19-05-12
End Shear
1382|ba
35.0Y6
100Y6
1
19-03-00
Hole #1 Shear
596|bo
36.1%
100Y6
3
08-00-00
Hole #2Shear
320|be
29.1%
100%
4
12-00'00
Total Load Deflection
U094(0.332^)
34�6%
n\a
1
10'00-00
Live Load Deflection
L/808(0268'')
553%
n\a
0
10-00-00
Max DeM
0.332^
33.2%
n\a
1
10'00'00
Span /Depth
144
Hole Location
Valid
%m|mw %xxww
B2 VYa|VP|at*
2-3/8^x8-1/2^ 1402 |ha
19.3% 59.4%
Unspecified
Cautions
Distributed side -load and/or concentrated side loads exceeds allowable magnitude for connection
design. Please consult a technical representative or Professional Engineer for the design of the
connection.
All multiple member 16" BCI@ 4500s-1.8 applications with side load or unevenly distributed top load
require filler blocks and fasteners. See Boise Cascade Technical Note IJ-1 3 for further information.
Q=-- - --I
==__ Double 16" l3Cl@ 4500s-1.8
1st F1oorXFloorJoists\FJ1(i1553) (Floor Joist)
BC Design Engine Member Report Dry 11 span I No cant. 124" OCS I Repetitive I Glued & nailed March 15, 2023 11:07:13
Build 8548
Job name: File name: TTH1-9.mmdI
Address: Description: 1 st Floor\Floor Joists\FJ 1 (i 1553)
City, State, Zip: Specifier:
Customer: Designer:
Code reports: ESR-1336 Company:
Notes
Design meets Code minimum (L/240) Total load deflection criteria.
Design meets User specified (U480) Live load deflection criteria.
Design meets arbitrary (1") Maximum Total load deflection criteria.
Design meets arbitrary (0.75") Maximum live load deflection criteria.
Composite El value based on 7/8" thick OSB sheathing glued and nailed to member.
Design based on Dry Service Condition.
BC CALC@ analysis is based on IBC 2015.
Calculations assume member is fully braced.
Use of the Boise Cascade Software is
subject to the terms of the End User
License Agreement (EULA).
Completeness and accuracy of input
must be reviewed and verified by a
qualified engineer or other appropriate
expert to assure its adequacy, prior to
anyone relying on such output as
evidence of suitability for a particular
application. The output here is based on
building code -accepted design
properties and analysis methods.
Installation of Boise Cascade
engineered wood products must be in
accordance with current Installation
Guide and applicable building codes. To
obtain Installation Guide or ask
questions, please call (800)232-0788
before installation.
BC CALC@, BC FRAMER@, AJSTM,
ALLJOIST@, BC RIM BOARD TM , BCI@,
BOISE GLULAMTM, BC FloorValue@,
VERSA -LAW, VERSA -RIM PLUS@,
owsecasoade� _
D��bl�16m��(�@�45QO�,1.8 [PASSEDI
1st RoorkBoorJu1sbs\FJ2(M526) (Floor Joist)
BCDesign Engine Member Report
Dry |1span |Nocant. |24^OC8|Repetitive | Glued &nailed March 15.202311:87:13
Build 8548
Job name:
File name: TTH1-9mmd|
Address:
Description: 1st FloohFkmrJoists\FJ2(i152M)
City, State, Zip:
Specifier:
Customer:
Designer:
Code reports: ESR-1 336
Company:
04-04-08
Total Horizontal Product Length =�04-08
Reaction Summary
Bearing
Live Dead
Snow
Wind Roof Live
B2.4^
871/0 218/0
Load Summery
Live Dead Snow monu Roof ocs
Live
Tag Description
Load Tvpe Ref.
Start
End
Loc. 100% 90% 115% 160% 125%
2 FJ5(|1533)
Conc. PL(lbx) L
08-09-10 03-091U
Top 648 162 n\a
Controls Summa[y
Value % Allowable
Duration
Case Location
End Reaction
1088|bo 36�9Y6
100Y6
1 04-04-08
End Shear
1008|bn 2T6%
100%
1 04'00-08
Total Load D*[|eoL|on
L/899 (0�006^) n\a
n\a
1 01'0$'10
Live Load Deflection
L/993 (0�005'') n\a
n\a
2 01-09'10
MexDeM.
0�006" n\a
n\a
1 01'08-10
Span /Depth
3.0
% Allow
%m|*w
Bearing
Cautions
Hanger iUS3.5016requires (14)10dface nails, pV1Odx1.5joist nails,
Distributed side -load and/or concentrated side loads exceeds allowable magnitude for connection
design. Please consult a technical representative or Professional Engineer for the design of the
connection,
All multiple member 10''BC|@45OOa-1.8applications with side load orunevenly distributed top load
require filler blocks and fasteners. See Boise Cascade Technical Note IJ-1 3 for further information.
Web stiffeners (WSb) are required depending upon actual reaction, hanger type, or other web stiffener
requirement mtbeerinQ(s)B1.
Header for the hanger |US3.5(D10inoDouble 10^|-juis1.
Double 16" l3Cl@ 4500s-1.8
1st Floor\Floor Joists\FJ2(i1526) (Floor Joist)
BC Design Engine Member Report Dry 1 1 span I No cant, 124" OCS I Repetitive I Glued & nailed March 15, 2023 11:07:13
Build 8548
Job name: File name: TTHI-9,mmdl
Address: Description: 1st Floor\Floor Joists\FJ2(i 1526)
City, State, Zip: Specifier:
Customer: Designer:
Code reports: ESR-1336 Company:
Notes
Design meets Code minimum (U240) Total load deflection criteria.
Design meets User specified (L/480) Live load deflection criteria.
Design meets arbitrary (1") Maximum Total load deflection criteria.
Design meets arbitrary (0.75") Maximum live load deflection criteria.
Hanger Manufacturer: Simpson Strong -Tie, Inc.
Composite El value based on 7/8" thick OSB sheathing glued and nailed to member.
Design based on Dry Service Condition.
BC CALL® analysis is based on IBC 2015.
Calculations assume member is fully braced.
Use of the Boise Cascade Software is
subject to the terms of the End User
License Agreement (EULA).
Completeness and accuracy of input
must be reviewed and verified by a
qualified engineer or other appropriate
expert to assure its adequacy, prior to
anyone relying on such output as
evidence of suitability for a particular
application. The output here is based on
building code -accepted design
properties and analysis methods.
Installation of Boise Cascade
engineered wood products must be in
accordance with current Installation
Guide and applicable building codes. To
obtain Installation Guide or ask
questions, please call (800)232-0788
before installation.
BC CALC@, BC FRAMER@, AJSTM'
ALLJOISTO, BC RIM BOARDTM, BCI@,
BOISE GLULAMTm, BC FloorValue@,
VERSA-LAMO, VERSA -RIM PLUS@,
11�, 1111
Boiseuasca� --���������=�����������~�.�Fkii
=^�� ���
1st F|omr\F|uorJo|sbaVFJ3(i1548) (Floor Joist)
BCDesign Engine Member Report Dry 11span |Nocant, |24^OC8IRepetitive | Glued &nailed March 15.202311:07:13
Build 854O
Job name: File name: TTH1'9mmd|
Address: Description: 1s/F|oohFkmrJobtsUFJ3(i1540)
Cdy, State, Zip: Specifier:
Customer Designer:
Code reports: ESR-1 336 Company:
� `��z
B2
Total Horizontal Product Length =1m-0o-12
Reaction Summary
Bearing Live Dead Snow Wind Roof Live
B2.2'30^ 779/0 195/0
Load Summary
Live Dead
Snow vmnu Roof mm
Live
Tap Description Load Type ReC Start
End
Loc, 100% 90%
115% 160% 125%
View Fill)
Hole SumnmmaEleva
ion
H02 12-00-0
8"
L 12"
Circular Horizontal
Controls Summa!y value % Allowable
Duration
Case Location
End Reaction 974|ba 72.7%
100Y6
1 00-00'00
End Shear 954|bs 43.9%
100%
1 00-02-06
Hole #1 Shear 303|bu 50.1%
100%
3 08'00-00
Hole #2 Shear 338 |bu 56.0%
100%
4 12-00-00
Total Load Deflection U587(0.393^) 40.8%
n\a
1 09-08-10
Live Load Deflection U734(0.314'') 654%
n\a
6 09-08'10
Max D*#. 0.393" 39.3Y6
n\e
1 09'08'10
Span /Depth 144
Hole Location Valid
Disclosure
mxxww
Bearing Supports,
% Allow
u ^rm Boise Cascade Software i
ao * oq� ^�� v =n
subject mthe terms mthe End User
B. Wall/Plate 2-3" ^^-°16"974=" 203°
'^'°
"""p==ed
License Agmememt(Euu).
B2 VYm|NP|ate 2-3K8"x2-5/10^ 874|bo 20.3%
72�7%
Unspecified
Completeness and accuracy of input
must be reviewed and verified by a
qualified engineer or other appropriate
Notes
expert to assure its adequacy, prior to
Design meets Code minimum (L/240) Total load deflection criteria.
anyone relying on such output as
Design meets User specified (U48O)Live load deflection criteria.
evidence -- suitability for ~particular
application. The output here inbased o"
Design meets arbitrary (1'')Maximum Total load deflection criteria.
building code -accepted design
Design meets arbitrary (875^)Maximum live load deflection criteria.
properties and analysis methods.
ComponiteE|va|uebaaodon778''thiokOSBahemthingg|u*dandnai|edtomamber.
Installation ofBoise Cascade
Design based onDry Service Condition.
engineered wood products must uoio
accordance with current Installation
BC CALC@ena|ynin in based on IBC 2015.
Guide and applicable building codes. To
Calculations assume member iafully braced.
obtain Installation Guide o,ask
questions, please call (Vno)un2-nrae
before installation,
�IM
���sm�cm�u ���� Single 16"������60OOs-1`8
~e�"��=�����° �_______�
1stF|omr\F|uorJo1sts\FJ4(i1527)(Floor Joist)
BCDesign Engine Member Report Dry |2spans |Nucant, |24^OC8|Repetitive | Glued &nailed March 15.202311:O7:13
Build 8548
Job name: File name: TTH1'9mmd|
Address: Description: 1sdF|ouhF|onrJoiats\FJ4(i1527)
City, State, Zip: Specifier
Customer: Designer:
Code reports: E8R-1330 Company:
e1 '^�+u �� »m: �» ea
Total Horizontal Product Length =1a-0s-10
Reaction Summary (Down / Uplift) (|bs)
Bearin w Wind Roof Live
B2, 3-1/2" 851 /O 288/0
B3.2-3/0^ 302/78 56/0
Load Summary
Live Dead
Snow wono Roof ocs
Live
View Fill)
H02
14-00-00
8^
L 12^
Circular Horizontal
Controls Summary
Neg. Moment
-10680-|ho
18.49&
100%
1
11'04'02
End Reaction
499|ba
87.3%
100Y6
2
00-00-00
|nt.Roam|un
1189|bn
44.9%
100Y4
1
11-04-82
End Shear
47$|bs
22.0Y6
100%
2
00-02-06
Cont. Shear
641 |ba
28.5%
100%
1
11402-06
Hole #1 Shear
320 |ba
54.0%
108%
4
00-00-00
Hole #2 Shear
208 |bs
44.3%
100%
1
14-00-00
Total Load Deflection
U938 (0.043^)
n\a
n\a
2
05'00-08
Live Load Deflection
U999(0.835'')
n\a
n\a
S
05-06-08
Tota|Nog. Dmfl.
L/989(-0403'')
n\a
n\a
2
14'01-08
MmxDaM.
0.043^
n\a
n\a
2
05-00'08
Span /Depth
8A
Hole Location
Valid
%m/mw
%m|v~
Bear|
Member
Material
B2 VVm|VP|ate
34/2^x2-5B16r
1189|bo
16.8Y4
44�9%
Unspecified
B3 YVa|VP|o1e
2-3/8^x2-5/16^
858 |bo
7�5Y&
26.8%
Unspecified
Boise Casca&7 Single 16" l3C1@ 60OOs-1.8 SED
1st FloorTloor Joists\FJ4(il 527) (Floor Joist)
BC Design Engine Member Report Dry 12 spans I No cant, 124" OCS I Repetitive I Glued & nailed March 15, 2023 11:07:13
Build 8548
Job name: File name: TTH1-9.mmdl
Address: Description: 1st Floor\Floor Joists\FJ4(i 1527)
City, State, Zip: Specifier:
Customer: Designer:
Code reports: ESR-1336 Company:
Notes
Design meets Code minimum (U240) Total load deflection criteria.
Design meets User specified (L1480) Live load deflection criteria.
Design meets arbitrary (11") Maximum Total load deflection criteria.
Design meets arbitrary (0.75") Maximum live load deflection criteria.
Composite El value based on 7/8" thick OSB sheathing glued and nailed to member.
Design based on Dry Service Condition.
BC CALL® analysis is based on IBC 2015.
Calculations assume member is fully braced.
Use of the Boise Cascade Software is
subject to the terms of the End User
License Agreement (EULA).
Completeness and accuracy of input
must be reviewed and verified by a
qualified engineer or other appropriate
expert to assure its adequacy, prior to
anyone relying on such output as
evidence of suitability for a particular
application. The output here is based on
building code -accepted design
properties and analysis methods.
Installation of Boise Cascade
engineered wood products must be in
accordance with current Installation
Guide and applicable building codes. To
obtain Installation Guide or ask
questions, please call (800)232-0788
before installation.
BC CALC@, BC FRAMER®, AJSTM,
ALLJOIST@, BC RIM BOARDTM, BCI@,
BOISE GLULAMTM, BC FloorValue@,
VERSA -LAW, VERSA -RIM PLUS@,
�Biscaade
Single 16" l3C1@ 60OOs-1.8 D
1st Floor\Floor Joists\FJ5(i1539) (Floor Joist)
BC Design Engine Member Report Dry 11 span ( No cant. 124" OCS I Repetitive I Glued & nailed March 15, 2023 11:07:13
Build 8548
Job name: File name: TTHl-g.mmdl
Address: Description: 1st Floor\Floor Joists\FJ5(i1539)
City, State, Zip: Specifier:
Customer: Designer:
Code reports: ESR-1336 Company:
15-11-04
B1 B2
Total Horizontal Product Length = 15-11.04
Reaction Summary (Down / Uplift) (lbs)
Bearing Live Dead Snow Wind Roof Live
B1, 2-3/8" 637/0 159/0
B2, 2-3/8" 637/0 159/0
Load Summary
Live Dead
Snow Wind Roof ocs
Live
Tag Description Load TyEo Ref. Start
End
Loc. 100% 90%
115% 160% 125%
1 FC3 Floor Decking (Plan Unf. Lin. (lb/ft) L 00-00-00 15-11-04 Top 80 20
n\a
View Fill)
Hole Summary Description Center
Elevation
Ref. Height Width
Shape Orientation
H01 08-00-00
8"
L 12"
Circular Horizontal
H02 12-00-00
8"
L 12"
Circular Horizontal
Controls Summa!y Value % Allowable
Duration
Case Location
Pos. Moment 3068 ft-lbs 55.8%
100%
1 07-11-04
End Reaction 797 lbs 59.5%
100%
1 00-00-00
End Shear 777 lbs 35.7%
100%
1 00-02-06
Hole #1 Shear 159 lbs 26.2%
100%
2 08-00-00
Hole #2 Shear 440 lbs 72.8%
100%
4 12-00-00
Total Load Deflection L/1021 (0A84") 23.5%
n\a
1 07-11-04
Live Load Deflection L/1277 (0.147") 37.6%
n\a
6 07-11-04
Max Defl. 0.184" 18A%
n\a
1 07-11-04
Span / Depth 11.7
Hole Location Valid
Disclosure
% Allow
Bearing Supports Dim, (LxW) Value Support
% Allow
Member
Material
Use of the Boise Cascade Software is
B1 Wall/Plate 2-3/8" x 2-5T16" 797 lbs 16.6%
59.5%
Unspecified
subject to the terms of the End UserLicense Agreement (EULA).
B2 Wall/Plate 2-3/8" x 2-5/16" 797 lbs 16.6%
59.5%
Unspecified
Completeness and accuracy of input
must be reviewed and verified by a
qualified engineer or other appropriate
Notes
expert to assure its adequacy, prior to
Design meets Code minimum (L/240) Total load deflection criteria,
anyone relying on such output as
Design meets User specified (L/480) Live load deflection criteria.
evidence of suitability for a particular
application. The output here is based on
Design meets arbitrary (1") Maximum Total load deflection criteria.
building code -accepted design
Design meets arbitrary (0.75") Maximum live load deflection criteria.
properties and analysis methods,
Composite El value based on 7/8" thick OSB sheathing glued and nailed to member.
Installation of Boise Cascade
Design based on Dry Service Condition.
engineered wood products must be inaccordance
with current Installation
BC CALC@ analysis is based on IBC 2015.
Guide and applicable building codes. To
Calculations assume member is fully braced.
obtain Installation Guide or ask
questions, please call (800)232-0788
before installation,
BC CALC@, BC FRAMER@, AJSTM,
ALLJOIST@, BC RIM BOARD TM , BC10,
BOISE GLULAMTM, BC FloorValue@,
VERSA -LAM@, VERSA -RIM PLUS@,
omsGuascadd' Si��l�16"����@�60OO�~1,8 PASSE
1stFlnphT|oorJoisba\FJ6(|i555) (Floor Joist)
BCDesign Engine Member Report Dry|1 span |Nocant. |24^DCS|Repetitive | Glued &nailed March 15`2O2311:O71@
Build8548
Job name: File name: TTM1-9.mmd|
Address: Description: 1siFloohFkmrJoiets\FJ0(i1555)
City, State, Zip: Specifier:
Customer: Designer:
Code reports:EGR1338 Company:
03-08-14
RE
Bm
Reaction Summary (Down / Uplift) (lbs)
Bearin Live Dead
Snow Wind
Roof Live
B2,2-3V8 58/0 15/0
Load Summary
Live Dead
Snow Wind Roof ocs
Live
Tag Description Load Type Ref. Start
End Loc. 100% 90%
115% 160% 125%
View Fill)
Controls
End Reaction 73|bs 5.4%
100% 1 03-08 14
End Shear 65|bx 10%
100% 1 00-03'08
Total Load Deflection U998(0.001^> n\e
n\a 1 01-11-00
Live Load Deflection L099(0.001^> n\a
Me 2 01'11-00
MexDafl. 0.0011, n\n
n\a 1 01-11-00
Span /Depth 2.5
mm|vw
%mmw
Bearing
B2 Wall/Plate 2-3/8" x 2-5/16" 73|bs 1.5%
5A% Unspecified
Notes
Design meets Code minimum (L/240) Total load deflection criteria.
Design meets User specified (L/48O)Live load deflection criteria.
Disclosure
Design meets arbitrary (1^)Maximum Total load deflection criteria.
Use ovthe Boise Cascade Software i»
subject mthe terms mthe End User
Design meets arbitrary (O.75p)Maximum live load deflection criteria.
License Agreement (euuV.
Composite El value based on 7/8" thick OSB sheathing glued and nailed to member.
Completeness rm accuracy minput
Design based onDry Service Condition.
must oereviewed and verified uye
BCCALC@analysis iabased unIBC 2015�
qualified engineer o,other appropriate
expert massure its adequacy, prior m
Calculations assume member infully braced.
anyone relyingonsuch output aa
evidence orsuitability for aparticular
application. The output here iobased on
building code -accepted design
properties and analysis methods.
Installation aBoise Cascade
engineered wood products must be in
accordance with current Installation
Guide and applicable building codes. To
obtain Installation Guide o,ask
questions, please call (000)2au-nrau
before installation.
000ALo@.ecFRAMeR@.*usTM.
xLuomTm.ecRIM BOARD TM.ec|@.
Bo|aE GLuLxMTM.aor|oowe|uem.
vsRax-LAM@.VERSA-RIM PLuS@.
Page 8ofg
Imam
NilLumber design values are in accordance with ANSI/TPI 1 section 6.3
These truss designs rely on lumber values established by others.
MiTek
RE: TTH1-9 - IMITek USA, Inc.
Site Information: 16023 Swingley Ridge Rd
Customer Info: Starlight Homes Project Name: TTH1-9 Model: 9 unit A Chesterfield, MO 63017
Lot/Block: 1-9 Subdivision: Tyson
Address: .,
City: Zephyrhills State: Florida
Name Address and License # of Structural Engineer of Record, If there is one, for the building.
Name: License #:
Address:
City: State:
General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special
Loading Conditions):
Design Code: FSC2020/TP12014 Design Program: MiTek 20/20 8.5
Wind Code: ASCE 7-16 Wind Speed: 150 mph
Roof Load: 37.0 psf Floor Load: NIA psf
• • . t - • • - • • • ., • • . rdloiRM • • Ito 4
No.
Seal#
Truss Name
Date
No.
Seal#
Truss Name
Date
1
T30057152
C1A
3/15/23
15
T30057166
T06A
3/15/23
2
T30057153
C3A
3/15/23
16
T30057167
T07
3/15/23
3
T30057154
CJ1
3/15/23
17
T30057168
T07A
3/15/23
4
T30057155
CJ3
3/15/23
18
T30057169
T09
3/15/23
5
T30057156
EJ5
3/15/23
19
T30057170
T10
3/15/23
6
T30057157
HJ5
3/15/23
20
T30057171
T10A
3/15/23
7
T30057158
T01
3/15/23
21
T30057172
T11
3/15/23
8
T30057159
T02
3/15/23
22
T30057173
V01
3/15/23
9
T30057160
T03
3/15/23
23
T30057174
V02
3/15/23
10
T30057161
T04
3/15/23
24
T30057175
V03
3/15/23
11
T30057162
T04A
3/15/23
25
T30057176
VO4
3/15/23
12
T30057163
T05
3/15/23
26
T30057177
V05
3/15/23
13
T30057164
T05A
3/15/23
27
T30057178
V06
3/15/23
14
T30057165
T06
3/15/23
28
T30057179
V07
3/15/23
This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature,
The truss drawing(s) referenced above have been prepared by
MiTek USA, Inc. under my direct supervision based on the parameters
provided by Builders FirstSource - Plant City.
Truss Design Engineer's Name: Velez, Joaquin
My license renewal date for the state of Florida is February 28, 2025.
IMPORTANT NOTE: The seal on these truss component designs is a certification
that the engineer named is licensed in the jurisdiction(s) identified and that the
designs comply with ANSI/TPI 1. These designs are based upon parameters
shown (e.g., loads, supports, dimensions, shapes and design codes), which were
given to MiTek or TRENCO. Any project specific information included is for MiTek's or
TRENCO's customers file reference purpose only, and was not taken into account in the
preparation of these designs. MiTek or TRENCO has not independently verified the
applicability of the design parameters or the designs for any particular building. Before use
the building designer should verify applicability of design parameters and properly
incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2.
�twIIII IIfit
"a U I N
No 6€3182
R° STATE OF t Z
}o .,
°a A0 Rat® ='� N
ANCO NNo
C
Joatquj. i'd* ,. PE \a.68142
NHTek tnc. DBA N iT,k t SA FL C. rt 663$
16023 S, in„leg Ridp Rd, Che3t,rfl l i, 140 63017
Datr<
March 15,2023
Velez, Joaquin I of 2
Site Information:
Customer Info: Starlight Homes Project Name: TTH1-9 Model: 9 unit A
Lot/Block: 1-9 Subdivision: Tyson
Address: ., .
City: Zephyrhills State: Florida
29 T30057180 V08 3/15/23
30 T30057181 V09 3/15/23
31 T30057182 V10 3/15/23
32 T30057183 V1 1 3/15/23
2 of 2
MiTelk USA, Inc.
J J12J Sid
Lei UM a re 1 M- I ON rol Mom
Job
Truss
TrussType
Qty
My
I
T30057152
_9
CIA
Jack -Open
4
1 �
Job Reference top tional
Builders FirstSource (Tampa, FL), Tampa, FL - 33564,
2x4 =
8.630 s Nov 19 2022 MiTek Industries, Inc. Tue Mar 14 16:06:37 2023 Page 1
ID:tPuYCeVfQTfyt3OC?ZvfnpzlGUH-fAOq20jU5QPxQEVYRVvY5rMWMw69VF4?uMnNJPzazOW
1-7-10
Scale = 1:9.0
LOADING (psf)
TCLL 20.0
TCDL 7.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2020rTPI2014
CS1.
TC 0.12
BC 0.03
WB 0.00
Matrix-P
DEFL. in (loc) I/defl L/d
Vert(LL) -0.00 2 >999 240
Vert(CT) -0,00 2 >999 180
Horz(CT) -0.00 3 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 7 lb FT = 20%
LUMBER. BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-7-10 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or
10-0-0 oc bracing.
REACTIONS. (size) 3=Mechanical, 2=0-3-8, 4=Mechanical
Max Harz 2=82(LC 12)
Max Uplift 3=-26(LC 9), 2=-122(LC 12)
Max Grav 3=31 (LC 17), 2=1 32(LC 1), 4=32(LC 3)
FORCES. (lb) -Max. Comp /Max- Ten. -All forces 250 (lb) or less except when shown.
NOTES- (7)
1) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=1 16mph; TCDL=4.2psf, BCDL=3.Opsf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and
right exposed;C-C for members and forces & MWIFIRS for reactions shown; Lumber DOL=1 60 plate grip DOL=1.60
2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
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) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Ot=lb)
2=122,
7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any
particular building is the responsibility of the building designer per ANSI TPI I as referenced by the building code."
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
J..qiuc Vdo. PE N..68M
N1Mklu',DBAA1iTekU,SA MCkr,604
1603 4Itniiky Polo, Rd,
0"'t"IlMd, 110 63017
0.t',
March 15,2023
,& V'V,'\RN1N0 Ve`}, d-ign p,� ....... �eTs ,)d READ NOTES ON THIS ANN NGL.UDED MITEK REFERENCE PAGE 5'IE/2020 BEFORE USE
Design valid for use only with MiTek(JD connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Nil'
building design. Bracing indicated is to prevent buckling of individual buss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPlI Quality Criteria, DSB-89 and SCSI Building Component 16023 Swingley Ridge Rd
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017
Job
Truss
Truss Type
Qty
Ply
T30057153
TTH 1 -9
C3A
Jack -Open
Job Reference {optional}
Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Nov 19 2022 MiTelk Industries, Inc. Tue Mar 14 16:06:38 2023 Page 1
ID:tPuYCeVfQTfYt3OC?ZvfnpzlGUH-7MyDGLk6sjXo2O4l?CQne2vfzKR4EiK97OXwrszazOV
-1-0-0 3-3-10
1-0-0 3-3-10
Scale = 1:13,2
2x4 =
3-3-10
3-3-10
LOADING (psf)
SPACING- 2-0-0
CS1.
DEFL. in (loc) I/defl Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.26
Vert(LL) -0.01 2-4 >999 240
MT20 244/190
TCDL 7.0
Lumber DOL 1,25
Bc 0.11
Vert(CT) -0,01 2-4 >999 180
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(CT) -0.00 3 file n1a
BCDL 10,0
Code FBC2020/TP12014
Matrix-P
Weight: 12 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-10 oc purlins.
BOT CHORD 2x4 SP No,2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (size) 3=Mechanical, 2=0-3-8, 4=Mechanical
Max Horz 2=126(LC 12)
Max Uplift 3=-80(LC 12), 2=-1 38(LC 12)
Max Greg 3=81 (LC 17), 2=1 88(LC 1), 4=62(LC 3)
FORCES. (lb) -Max, Comp./Max. Ten, -All forces 250 (lb) or less except when shown.
NOTES- (7)
1) Wind: ASCE 7-16; Vult=l 50mph (3-second gust) Vasd=l 16mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; 13=4511; L=30ft; eave=4ft; Cat.
11; Exp C Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 2-0-0, Interior(l) 2-0-0 to 3-2-14 zone; cantilever left
and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber
DOL= 1 .60 plate grip DOL=1.60
2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
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) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except (jt=Ib)
2=138.
7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any
particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code."
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
jo.q.M "Alez PF -_68182
1111#kfnc,DliA31fl'ek1'SA PLC"t4634
16023 lmliidey Ridge Rd.
Ch,Wj flejd,el() 63017
D.t,z
March 15,2023
,&WARNING Vfy de_;ggi pt a�d RFAD NOTES ON TH,S AND INCLUPEDNAtTEK REFERENC� PAGE M ;4'3 m,, all-)/2020 BFFORE OSE
Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek'
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS117Iell Quality Criteria, DSB-89 and SCSI Building Component 16023 Swingley Ridge Rd
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017
Job
Truss
Tru s Type
Qty
Ply
T3GO57154
�
TTH 1 -9
Cil
Jack -Open
4
1
Job Reference (optional)
Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8,630 a Nov 19 2022 MiTelk Industries, Inc, Tue Mar 14 16:06:39 2023 Page I
ID:tPuYCeVfQTfYt3OC?ZvfnpzlGUH-bYWbThkkdlfffYfxYvxOAGRssjoiz9alMgGTNIzazOU
-1-0-0 1-4-14
Scale = 1:7.4
2x4 =
LOADING (par)
TCLL 20,0
TCIDL 7.0
SCLL 0.0
BCDL 10,0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2020/TP12014
CBI.
TC 0.12
BC 0.02
W6 0,00
Matrix-P
DEFL. in (loc) I/defl Lid
Vert(LL) -0,00 2 >999 240
Vert(CT) -0.00 2 >999 180
Horz(CT) 0.00 3 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 6 b FT = 20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-4-14 oc purlins.
BOT CHORD 2x4 SID No.2 BOT CHORD Rigid ceiling directly applied or
10-0-0 oc bracing.
REACTIONS. (size) 3=Mechanical, 2=0-3-8, 4=Mechanical
Max Harz 2=65(LC 12)
Max Uplift 3=-1 7(LC 9), 2--129(LC 12)
Max Grav 3=19(LC 17), 2-127(LC 1), 4=27(LC 3)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES- (7)
1) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=1 16mph; TODL=4,2psf; BCDL-3,Opsf; h=25ft; B=45ft; L=30ft; eave=4ft Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and
right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Building Designer I Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
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) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except jjt=Ib)
2=129,
7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any
particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code."
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Jo.quin V.I., PE NoAU32
NRTk lets. DBA N1114 I A FL C-r 6&14
1602,) Sivirchey Ridge Rd,
Cl—f-frold, MO 6,1017
Dm�
March 15,2023
A NVARFNNG - Veit,yo.Ngn p,NiOws a.,d READ NOTES ON YH,S ,CNN INCLUDE-) M! 'EKREFERENOE iaAGE N"i 7473 rev. 51192020 BEFORE USE
Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall Dot building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANShrlholl Quality Criteria, DSB-89 and SCSI Building Component 16023 Swingley Ridge Rd
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017
Job
ob
Truss
Truss Type
Qty
Ply
T30057155
T" _9
TTH 1 -9
CJ3
Jack -Open
4
�Jo
b Reference (optional)
Builders FurstSource (Tampa, FL), Tampa, FL - 33564,
-1-0-0
2x4 =
8.630 s Nov 19 2022 MiTek Industries, Inc. Tue Mar 14 16:0640 2023 Page 1
ID: tPuYCeVfQTfYt3OC?ZvfnpzlGUH-313zhilMOLnWHhD76dTFjT_z276uicqSaKOlwkzazOT
3-9-11
Scale = 1: 12.4
3-9-11
3-9-11
LOADING (psf)
SPACING- 2-0-0
CS1,
DEFL. in (loc) I/defl Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 035
Vert(LL) -0,01 2-4 >999 240
MT20 244/190
TCDL 7.0
Lumber DOL 125
BC 0.15
Vert(CT) -0.02 2-4 >999 180
BCLL 0.0
Rep Stress Incr YES
WS 0.00
Horz(CT) -0,00 3 n/a n/a
BCDL 10.0
Code FBC2020/TP12014
Matrix-P
Weight: 14 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-11 oc purlins.
BOT CHORD 2x4 SP No,2 BOT CHORD Rigid ceiling directly applied or
10-0-0 oc bracing.
REACTIONS. (size) 3=Mechanical, 2=0-3-8, 4=Mechanical
Max Herz 2=1 19(LC 12)
Max Uplift 3=-87(LC 12), 2=-1 53(LC 12)
Max Grav 3=87(LC 1), 2=205(LC 1), 4=72(LC 3)
FORCES. (lb) -Max, Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES- (7)
1) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; 6=45ft; L=30ft; eave=4ft; Cat.
11; Exp C, Encl., GCpi=0.18; MWFRS (directional) and C-C Exterjor(2E) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 3-8-15 zone; cantilever left
and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber
DOL=1,60 plate grip DOL=1.60
2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
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) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except jjt=Ib)
2=153,
7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any
particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code."
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
J..q.,in V.I,,,I FF N.6318Z
MITek hm DBANUTek USA Ist, Ct 6634
16023 IMhunay Moo Rd-
ChrsW'fi0d, Mo 6301'
D.t,
March 15,2023
Alk WARNING Vo�t,, d-on � t,and REAP NO RES ON THIS AND INCL-DED M1 TEK REFERENCE PAGE� r& 5M�1/2020 BEFORE U$E
Design valid for use only with MiTelolt, connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Dal
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M!Tek'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11rPIl Quality Criteria, D$B-89 and SCSI Building Component 16023 Swingley Ridge Rd
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017
Job
Truss
Truss Type
Q'y
Ply
T30057156
TTH1-9
EJ5
Jack -Open
31
Job Reference (optional)
Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Nov 19 2022 MiTek Industries, Inc. Tue Mar 14 16:06:41 2023 Page 1
ID:tPuYCeVfQTfYt3OC?ZvfnpzlGUH-XxdLuNm_9evMvroKgK-UGhX2HXQ4R33bp_IaSAzazOS
5-0-0
5-0-0
3x4 =
L_2-0
5-0-0
Scale = 1 17.4
Plate Offsets (X,Y)-- [2:0-4-0,0-0-3]
LOADING (pso
SPACING- 2-0-0
CS].
DEFL. in (loc) I/defl Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.76
Vert(LL) -0.03 2-4 >999 240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.28
Vert(CT) -0,06 2-4 >909 180
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(CT) -0.00 3 n/a n/a
BCDL 10.0
Code FBC2020/TP12014
Matrix-P
Weight: 18 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or
10-0-0 oc bracing.
REACTIONS. (size) 3=Mechanical, 2=0-3-8, 4=Mechanical
Max Horz 2= 1 73(LC 12)
Max Uplift 3=-137(LC 12), 2=-155(LC 12)
Max Grav 3= 1 34(LC 17), 2=247(LC 1), 4=96(LC 3)
FORCES. (lb) -Max. Comp./Max, Ten. -All forces 250 (lb) or less except when shown.
NOTES- (7)
1) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=1 16mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 4-11-4 zone; cantilever left
and right exposed ; end vertical left and right exposed;C-C for members and forces & MWIFIRS for reactions shown; Lumber
DOL=11.60 plate grip DOL=1.60
2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
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) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb)
3=137,2=155.
7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any
This item has been
particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code."
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
J..qui. Vl PE '.69182
16023 Switurky Rldgo Rd,
Ch r,te, fi0d, MO 63017
Wte:
March 15,2023
A VVARNiNG -V,,,,ry dgn ,,ms a� d RFAU NOTES ON FHiSAND I NCLUDEMMITEK REFFRENCE PAGE M11-7473 rev 51'19/2020 BEORF USE
Design valid for use only with Mffek® connectors, This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall WN,
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek'
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCS1 Building Component 16023 Swingley Ridge Rd
Safety information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017
Job
Truss
Truss Type
Qty
I
T30057157
TTH 1 -9
HJ5
Diagonal Hip Girder
4
1
Job Reference (optional)
Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Nov 19 2022 MiTek Industries, Inc. Tue Mar 14 16:06:42 2023 Page 1
ID:tPuYCeVfQTfYt3OC?ZvfnpzlGUH-?7Bj5jndwyI DW'?NWE2Vjou39jxfuAWJk2eV8-dzazOR
6-12 7-8-13
1 —2 1 7-8-13
Scale= 1 17,2
3x4 =
7-8-6
-1
LOADING (pso
SPACING- 2-0-0
cSI.
DEFL. in (loc) I/defl Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0,91
Vert(LL) OA5 2-4 >603 240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.76
Vert(CT) -0.33 2-4 >276 180
SCILL 0.0
Rep Stress Incr NO
WB 0,00
Horz(CT) -0.00 3 rile n/a
BCDL 10.0
Code FBC2020rrPI2014
Matrix-SH
Weight: 26 lb FT = 20%
LUMBER. BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or
10-0-0 oc bracing.
REACTIONS. (size) 3=Mechanical, 2=0-4-9, 4=Mechanical
Max Herz 2=1 72(LC 8)
Max Uplift 3=-1 80(LC 8), 2=-283(LC 8)
Max Grav 3=183(LC 1), 2=388(LC 1), 4=148(LC 3)
FORCES. (b) - Max. Comp./Max. Ten. - All forces 250 (b) or less except when shown.
NOTES- (9)
1) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=1 16mph, TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component,
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) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb)
3=180,2=283.
7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 104 lb down and 23 lb up at
1-6-10, 85 lb down and 34 lb up at 2-6-11, and 47 lb down and 106 Ito up at 4-8-1, and 108 lb down and 95 Ile up at 5-1-14 on top
chord, and 5 lb down at 1-6-10, 8 Ib down at 2-6-11, and 27 lb down at 4-8-1, and 23 lb down at 5-1-14 on bottom chord, The
This item has been
design/selection of such connection device(s) is the responsibility of others.
electronically signed and
8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
"This
sealed by Velez, Joaquin, PE
9) manufactured product is designed as an individual building component. The suitability and use of this component for any
using a Digital Signature.
particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code."
Printed copies of this
LOAD CASE(S) Standard
document are not considered
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate lncrease=1.25
signed and sealed and the
Uniform Loads (plf)
signature must be verified
Vert: 1-3=-54, 2-4=-20
Concentrated Loads (b)
on any electronic copies.
Vert: 7=-3(F) 8=-2(B) 11 =- 5(F) 12=-5(B)
ongata, Vt,z PE N.48182
FL(',rt034
16023 Svingrey Ridge Rd,
chrmrfl0d,.Nlo 6SOI I
D;W
March 15,2023
,& WARMNG W11N de-,ign ps4 a�—S,is and READ NOTEb ON THS AND NCW-nF.,DN11TEK REFERENC,, PACE [011-7473 re, S19:2A20 BEFORE USE,
Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek"
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSYTPII Quality Criteria, DSB-89 and SCSI Building Component 16023 Swingley Ridge Rd
Safety information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MID 63017
---F
Job
Truss --
Truss
Truss
Truss Type
Truss Type
Qty
Ply
F
T30057158
�
TTHI-9
T01
pGTrder
r
Job Reference (optional)
ounaers rwstzource ( I amps, I-L), I ampa, r- L - 33t)b4, mu,5u s Nov ij zuzz ani I eK inausines, Inc. I ue nnar 14 io:uo:140 ZuZl rage 1
ID:tPuYCeVfQTfYt3OC?ZvfnpzlGUH-qHY-MmrNVooNFwrgaic729JHUModa2ad0aySCGzazOL
43-0-0 4.4-0-P
6-2-6
5, 0 0 r 1-2 6x8 = 2x4 ll 4x8 = 7x8
3 21 22 4 23 24 5 2526 27 6
4x8 = 2x4 11 6x8
28 2930 7 31 32 8 33 34 9
Scale = 1:73,6
5X8 = 20 35 36 19 37 38 1817 39 40 16 41 42 1514 43 44 13 45 46 12 5x8
2x4 11 5x8 = 7x8 WS = 4x8 = 2x4 11 5x8 - 2x4 11
2x4 11 7x8 WB =
LOADING (psf)
TCLL 20.0
TCDL 7.0
BOLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1,25
Lumber DOL 1,25
Rep Stress Incr NO
Code FB02020/TP12014
CsI.
TO 0.57
SO 0.35
WE 0.72
Matrix-SH
DEFL. in
Vert(LL) 0.82
Vert(CT) -0.96
Horz(CT) 0,13
(loc) I/defl L/d
16 >625 240
16 >534 180
10 n1a n/a
PLATES GRIP
MT20 244/190
Weight: 531 to FT = 20%
. ....... ..
LUMBER- BRACING -
TOP CHORD 2x4 SP No,2 *Except* TOP CHORD
Structural wood sheathing directly applied or 4-4-13 oc purlins.
3-6,6-9: 2x6 SP No,2 BOT CHORD
Rigid ceiling directly applied or 8-1-10 oc bracing.
SOT CHORD 2x6 SP M 26
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
REACTIONS. (size) 2=0-3-8, 10=0-3-8
Max Herz 2=-94(LC 23)
Max Uplift 2=-1645(LC 8), 10=-I 722(LC 8)
Max Grav 2=2532(LC 1), 10=2602(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-5972/3778, 3-4=-881215811, 4-5=-8810/5809, 5-6=-1150917662, 6-7=-1 1509/7662,
7-8=-892415934, 8-9=-892615936, 9-10=-615213976
BOT CHORD 2-20=-3371/5458, 19-20=-3370/5475, 17-19=-7060/10896, 16-17=-7060/10896,
15-16=-7123/10952,13-15=-7123/10952,12-13=-3553/5641, 10-12=-3554/5625
WEBS 3-20=0/450, 3-19=-2515/3773, 4-19=-495/505, 5-19=-2340/1584, 5-17=0/383,
5-16=-539/717, 6-16=-447/498, 7-16=-454/644, 7-15=01383, 7-13=-2267/1515,
8-13=-495/505, 9-13=-2451/3705, 9-12=0/449
NOTES- (11)
1 ) 2-ply truss to be connected together with 1 Od (0.131 "xY) nails as follows:
Top chords connected as follows: 2x4 - I row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc.
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc.
This item has been
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc.
electronically signed and
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section, Ply to
sealed by Velez, Joaquin, PE
ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
using a Digital Signature.
3) Unbalanced roof live loads have been considered for this design,
4) Wind: ASCE 7-16: Vult=150mph (3-second gust) Vasd=1 16mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft, L=43ft, eave=5ft; Cat.
Printed copies of this
11; Exp C; Encl., GCpi=G. 18; MWFRS (directional); cantilever left and right exposed , end vertical left and right exposed; Lumber
document are not considered
DOL=1.60 plate grip DOL=1.60
signed and sealed and the
5) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
signature must be verified
to the use of this truss component.
6) Provide adequate drainage to prevent water pending.
on any electronic copies.
7) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads.
Joeqnitr V0,z PF No,68182
8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
FLC,l6(534
will fit between the bottom chord and any other members.
160Z3 mftudey Relgg Rd,
Ch"t. fkhL N10 6,101,
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except ot=lb)
Dau,
2=1645,10=1722.
March 15,2023
Atl,V11ARNiNG VaMy -snn READ NOTES ONTJJISAND iNCLUDEDMITFK RUERE,NCE PAGE 01,7473- �,�M2020BEFOREuSE
Design valid for use only with MiTelbD connectors, This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Bet
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Mffek'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and SCSI Building Component 16023 Swingley Ridge Rd
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MID 20601 Chesterfield, MO 63017
Job
Truss
Truss Type
Qty
Ply
[Hip :Girde:r
T30057158
�
TTI-I 1 -9
T01
2
2
Job Referemef-fi-
Builders FirstSource (Tampa, FL), Tampa, FL - 33564,
8,630 s Nov 19 2022 MiTek Industries, Inc. Tue Mar 14 16:06:48 2023 Page 2
ID:tPuYCeVfQTfYt3OC?ZvfnpzlGUH-qHY-MmrNVooNFwrgaic729JHUModa2adQaySCGzazOL
NOTES- (11)
10) Hanger(s) or other connection devicets) shall be provided sufficient to support concentrated load(s) 124 lb down and 158 lb up at 6-2-6, 125 lb down and 153 lb up at
8-3-2, 125 lb down and 153 Ib up at 10-3-2, 124 lb down and 153 lb up at 12-3-2, 124 Ib down and 153 lb up at 14-3-2, 124 lb down and 153 lb up at 16-3-2, 124 Ib
down and 153 lb up at 18.3-2, 124 lb down and 153 lb up at 20-3-2, 124 Ib down and 153 lb up at 21-6-0, 124 lb down and 153 Ib up at 22-8-14, 124 lb down and 153 Ib
up at 24-8-14, 124 lb down and 153 lb up at 26-8-14, 124 lb down and 153 lb up at 28-8-14, 124 lb down and 153 lb up at 30-8-14, 125 lb down and 153 Ib up at
32-8-14, and 125 lb down and 153 lb up at 34-8-14, and 225 lb down and 372 lb up at 36-9-10 on top chord, and 141 lb down at 6-2-6, 56 lb down at 8-3-2, 56 lb down
at 10-3-2, 56 lb down at 12-3-2, 56 Ib down at 14-3-2, 56 lb down at 16-3-2, 56 lb down at 18-3-2, 56 lb down at 20-3-2, 56 lb down at 21-6-0, 56 Ib down at 22-8-14,
56 lb down at 24-8-14, 56 lb down at 26-8-14, 56 Ib down at 28-8-14, 56 lb down at 30-8-14, 56 lb down at 32-8-14, and 56 Ib down at 34-8-14, and 141 lb down at
36-8-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.
11) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of
the building designer per ANSI TPI 1 as referenced by the building code."
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1 .25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3=-54, 3-9=-54, 9-11 =-54, 2-1 0=-20
Concentrated Loads (lb)
Vert: 3=-68(B) 9=-167(B) 20=-88(B) 5=-68(B) 17=-28(6) 16=-28(B) 6=-68(8) 15=-28(B) 7=-68(B) 12=-88(B) 21=-68(B) 22=-68(6) 23=-68(B) 24=-68(B) 25=-68(B)
27=-68(B) 28=-68(B) 30=-68(B) 31 =-68(6) 32=-68(B) 33=-68(B) 34=-68(B) 35=-28(B) 36=-28(B) 37=-28(B) 38=-28(B) 39=-28(6) 40=-28(B) 41 =-28(B) 42=-28(B)
43=-28(B) 44=-28(6) 45=-28(B) 46=-28(B)
,&INARNING Vlm} d-,91� -d READ NOTES ON THIS AND !NCLUDEO Kfl-EX REFERENCE PAGE Mi'7473 r,�v 5IM2020SEFOREUDE
Design valid for use only with MiTeM0 connectors. This design is based only upon parameters shown, and is for an individual building component, not Doi' a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M!Tek
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANShTPII Quality Criteria, DS8-89 and SCSI Building Component 16023 $wingley Ridge Rd
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MID 63017
Job -
Truss
Truss Type
Cty
Ply
T30057159
�
TTH 1 -9
T02
Hip
2
1
Job Reference (optional)
Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 a Nov 19 2022 MiTek Industries, Inc. Tue Mar 14 16:06:49 2023 Page 1
ID:tpuycevfQTfyt3OC?ZvfnpzlGUH-IU6NZ6sOG6wEs4Ps8O7MaNsPI106JZmmfDh?kjzazOK
27-11 -6 31-4-13 37-10-9 43-0-0 44-0-0
6-5-6 6-5-6 3-5-12 5-1-7 1-0-0
3x4 -
5M 2 [1-5X6 3x4 = 4x6 = 3x4 = 5x6
4 21 5 22 23 6 7 24 825 26 9
dI
Scale= 1:73.6
5x8 = 18 17 16 15 14 13 has =
8-7
4x8 = 6x8 =
4x4
4x4 = 4x8
6x8
LOADING (psf)
TCLL 20.0
TCDL TO
BCLL 0,0
BCDL 10,0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2020ITP12014
CSL
TIC 0.73
BC 0,85
WB 0,47
Matrix-SH
DEFIL. in (loc) I/defi Lid
Vert(LL) 0.63 15-16 >812 240
Vert(CT) -0,88 15-16 >583 180
Horz(CT) 0.18 11 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 239 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
Structural wood sheathing directly applied or 2-2-0 oc purlins.
BOT CHORD 2x6 SP No.2 BOT CHORD
Rigid ceiling directly applied or 4-6-13 oc bracing.
WEBS 2x4 SP No.3 WEBS
1 Row at midpt 5-18,8-13
REACTIONS. (size) 2=0-3-8, 11=0-3-8
Max Horz 2=-127(LC 10)
Max Uplift 2=-943(LC 12), 11 =-943(LC 12)
Max Gray 2= 1 642(LC 1), 11 =1 642(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-3603/2165, 3-4=-3346/1985, 4-5=-3097/1891, 5-6=-4552/2710, 6-8=-4552/2710,
B-9=-3097/1891, 9-1 0=-3346/1985, 10-11 =-3603/2165
BOT CHORD 2-18=-1890/3274, 16-18=-2420/4349, 15-16=-2625/4756, 13-15=-2403/4349,
11-13=-1907/3274
WEBS 3-18=-268/324, 4-18=-522/1012, 5-18=-1508/885, 5-16=-134/444, 6-16=-316/261,
6-15=-316/261, 8-15=-1 34/444, 8-13=-1 508/885, 9-13=-521/1012, 10-13=-2681324
2
14
6
NOTES- (8)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=l 50mph (3-second gust) Vasd=1 16mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft, L=43ft; eave=5ft, Cat.
11; Exp C; Encl., GCpi=O.l 8; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 3-3-10, Interior(l) 3-3-10 to 8-7-3, Exterior(2R)
8-7-3 to 14-8-3, Interior(l) 14-8-3 to 34-4-13, Exterior(2R) 34-4-13 to 40-5-12, Interior(1) 40-5-12 to 44-0-0 zone; cantilever left and
right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60
plate grip DOL=1.60
This item has been
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
electronically signed and
to the use of this truss component.
sealed by Velez, Joaquin, PE
4) Provide adequate drainage to prevent water ponding,
5) This truss has been designed for a I O.O psf bottom chord live load nonconcurrent with any other live loads.
using a Digital Signature.
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
Printed copies of this
will fit between the bottom chord and any other members.
document are not considered
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb)
signed and sealed and the
2=943,11=943.
8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any
signature must be verified
particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code."
on any electronic copies.
Jo,,quh, Vvhz FE N,,.69182
16021R'Swingjey Ridti� Rd,
Ch,Mr fi,ld,N[063017
Dm,
March 15,2023
A&W','FRNlNG READ NOTES ON -1-11SA1(O INCLUDED 1AFTEX REFERENCE PAGE M;1 7473 m,=.14/2,20 BEFORE USE,
Design valid for use only with MiTev& connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall Bel'
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCS1 Building Component 16023 Swingley Ridge Rd
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017
Job
Truss
Truss Type
oh
oty
Ply
T30057160
TTH 1-9
T03
Hip =2
I
t5u i I ae rs r irsia ource l I am pa, I- L) I ampa. t- L - 66--11014, b.06V S NOV I'd ZUZZ ivh I eK mausines, Inc. I ue mar 14 ib:ub:bl ZUZ6 rage I
I D: t P uYC eVfQTfYt30C ?ZvfnpzlGU H-Es E 7_ouGojAy6OZF F R9qgoxicZg BnP v36XA6pbzazO I
-11 _0_Q 6-6-5 11-0-0 18-0-9 24-11-7 32-0-0 36-5-11 43-0-0 4f4-0-P
1 -0-0 6-6-5 T 4-5-11 7-0-9 6-10-13 7-0-9 4-5-11 -67:T-�5�0-
5.00 r1_2
5X8 = 2x4 11 4x6 = 3x8 = 5x6
4 22 23 5 24 6 25 7 26 827
Scale = 1:73.7
3X6 19 18 17 16 15 14 13 12 3x6
2x4 11 3x4 = 4x6 = 3XI0 = 2x4 11 5x6 = 3x8 = 2X4 11
LOADING (ps,
SPACING-
2-0-0
TCLL
20,0
Plate Grip DOL
1.25
TCDL
7,0
Lumber DOL
1.25
BOLL
0,0
Rep Stress Incr
YES
BCDL
10.0
Code FBC2020/TP12014
LUMBER -
TOP CHORD
2x4 SP No.2 *Except*
4-6: 2x4 SP No, I
BOT CHORD
2x4 SP No,2
WEBS
2x4 SP No.3
REACTIONS. (size) 2=0-3-8, 10=0-3-8
Max Harz 2=1 59(LC 11)
Max Uplift 2=-943(LC 12), 10=-943(LC 12)
Max Grav 2=1 642(LC 1), 1 0=1 642(LC 1)
CS1.
DEFL.
in (loc) I/defl Lid
PLATES GRIP
TO 0.90
Vert(LL)
0.52 15-16 >982 240
MT20 244/190
SO 0.94
Vert(CT) -074
15-16 >694 180
WS 0.75
Horz(CT)
0.23 10 n/a n/a
Matrix-SH
Weight: 218 lb FT = 20%
BRACING -
TOP CHORD
Structural wood sheathing directly applied.
BOT CHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS
1 Row at midpt 7-16,7-13
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (11b) or less except when shown.
TOP CHORD 2-3=-3513/2077, 3-4=-3065/1877, 4-5=-3607/2258, 5-7=-360712259, 7-8=-2810/1793,
8-9=-3066/1877, 9-10=-3512/2077
BOT CHORD 2-19=-1794/3166,18-19=-1794/3166, 16-18=-1479/2792, 15-16=-194913606,
13-15=-1949/3606, 12-13=-1806/3165, 10-12=1806/3165
WEBS 3-18=-476/379, 4-18=-161/394, 4-16=-577/1077, 5-16=-397/373, 7-15=0/281,
7-13=-1059/569, 8-13=-460/879, 9-13=-474/379
NOTES- (8)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasc1=1 16mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; 8=45ft; L=43ft; eave=5ft; Cat.
11; Exp C; Encl., GCpi=O, 18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 3-3-10, Interior(l) 3-3-10 to 11 -0-0, Exterior(2R)
11-0-0 to 17-1-0, Interior(1) 17-1-0 to 32-0-0, Exterior(2R) 32-0-0 to 38-1-0, Interior(l) 38-1-0 to 44-0-0 zone; cantilever left and right
exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate
grip DOL=1.60
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
4) Provide adequate drainage to prevent water pending.
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 100 lb uplift at joint(s) except (jt=lb)
2=943,10=943,
8) "This manufactured product is designed as an individual building component, The suitability and use of this component for any
particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code."
A&, VVARIWNG V.,�llw m,Bn ano READ NOTES ON HIS AND iNCLUDED MIFFEK REFERFNCE PAGE Nil, 7473 l," 5/Hl 2020 BEFORE USE
Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS1111011 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MID 20601
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Jnnqrun VO.", PF, '68I32
XUTk[u,,DSAAI1T&kSA MCm66,14
160Z,i S,,leguy Rfflg� Rd,
Ch"trff"Od, MO 6,101 rc
rlmf
March 15,2023
MOW
16023 Swingley Ridge Rd
Chesterfield, MQ 63017
Job
Truss
Truss Type
Qty
Ply
T30057161
�J
TTH 1 -9
T04
Hip
1
1
ob Reference (optional)
Builders FirstSource (Tampa, FL), Tampa, FL - 33564. 8.630 s Nov 19 2022 MiTek Industries, Inc. Tue Mar 14 16:06:53 2023 Page 1
ID:tPuYCeVfQTfYt3OC?ZvfnpzlGUH-BFMtPUvWKKQfLhjdNsCIID14QNOtFJEMarfDtUzazOG
24-2-6 29-7-3 35-11-11 43-0-0 44-0-0
5-4-13 5-4-13 6-4-8 7-0-5 "-0-
14=1111111M
3x4
5X6 =
3x4 3x6 = 5X6
4 5 20 6 7 8
Scale = 1:73.9
US = 18 17 - - - .1 - - lq 13 12 Us =
2x4 11 3x8 = 4x6 =
13-4-13
3x4 =
4x6 = US =
2x4 [I
LOADING (psf)
TCLL 20.0
TCDL 7.0
BCLL 0,0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1,25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2020/TP12014
CSL
TC 0.82
BC 0.80
W3 0,76
Matrix-SH
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
in (loc) I/defl L/d
-0.41 15-17 >999 240
-0.71 15-17 >724 180
0.21 10 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 219 to FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No,2 TOP CHORD
Structural wood sheathing directly applied or 2-2-0 oc purfins.
BOT CHORD 2x4 SP No.1 BOT CHORD
Rigid ceiling directly applied or 4-6-12 oc, bracing.
WEBS 2x4 SP No.3
REACTIONS. (size) 2=0-3-8, 10=0-3-8
Max Herz 2=-1 91 (LC 10)
Max Uplift 2=-943(LC 12), 10=-943(LC 12)
Max Grav 2=1861(LC 17), 10=1861(LC 18)
FORCES. (1b) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-3963/2094, 3-4=-3216/1782, 4-5=-2947/1724, 5-7=-3388/1933, 7-8=-2947/1720,
8-9=-3216/1778, 9-10=-3964/2090
BOT CHORD 2-18=-1811/3722, 17-18=-1811/3722,15-17=-1592/3365, 13-15=-158713312,
12-13=-1819/3579, 10-12=-1819/3579
WEBS 3-18=0/276, 3-17=-784/507, 4-17=-405/963, 5-17=-654/357, 5-15=0/254, 7-15=0/254,
7-13=-6541360, 8-13=-406/963, 9-13=-785/507, 9-12=0/276
NOTES- (8)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasc1=1 16mph: TCDL=4,2psf; BCDL=3.Opsf; h=25ft; 6=45ft; L=43ft-, eave=5ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterjor(21E) -1-0-0 to 3-3-10, Interior(1) 3-3-10 to 13-4-13, Exterior(2R)
13-4-13 to 19-5-12, Interior(l) 19-5-12 to 29-7-3, Exterior(2R) 29-7-3 to 35-11-11, Interior(l) 35-11-11 to 44-0-0 zone; cantilever left
and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
This item has been
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
electronically signed and
to the use of this truss component.
sealed by Velez, Joaquin, PE
4) Provide adequate drainage to prevent water pending.
using a Digital Signature.
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
Printed copies of this
will fit between the bottom chord and any other members, with BCDL = 10.0psf.
document are not considered
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ile uplift at joint(s) except (jt=lb)
signed and sealed and the
2=943,10=943.
8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any
signature must be verified
particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code."
on any electronic copies.
Jiniqida'Vs1ez PE N.,69182
A1Mklnc.DBA.N1l1ekUSA I�LCIIK416,14
1603 Swfagit, Ridge Rd,
CheM,,rflrld, MO 6,1017
Vtea
March 15,2023
A WARMNG V,,,,N 1 READ NOTES ON THIS AND INCLUDED WrEK REFEREN�',E PACE MH-1473, -, 5!19,2020 BEFORE USE
Design valid for use only with Mffek(b connectors, This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP11 Quality Criteria, DSB49 and BCSI Building Component 16023 Swingley Ridge Rd
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017
Job
Truss
Truss Type
Qty
Ply
�
T30057162
TTH 1 -9
T04A
HIP
1
1
Job Reference (optional)
Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Nov 19 2022 MiTek Industries, Inc. Tue Mar 14 16:06:55 2023 Page 1
ID:tPuYCeVfQTfYt3OC?ZvfnpzlGUH-7dTeq9xmsygNa?tOUGEmqe6PQA4FjDafl98KyNzazOE
-11 _o_Q 7-0-5 1 134-1 3 18-9-10 24-2-6 294-7-3 35-11-11 43-0-0
5_
f--OU-7-0-5 6-4-1 5-4-13 5-4-13 4_8 7-0-5
Scale = 1 73.8
3x4
5X6 =
3x4 3X6 — 5x6
4 19 5 20 6 7 8
US = 17 16 1. — — - — 11 1. 12 11 US =
2x4 11
7-0-5
13-4-13
3x8 = 4x6 =
3x4 = 4x6 = 3X8 = 2x4 11
29-7-3 35-11-11
LOADING (psf)
TCLL 20.0
TCDL 7.0
BCLL 0,0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1,25
Lumber DOL 1,25
Rep Stress Incr YES
Code FBC2020/TP12014
csL
TC 0.85
BC 0.80
W6 0.77
Matrix-SH
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
in (loc) I/defl Lid
-0.41 12-14 >999 240
-0.71 12-14 >723 180
Q21 10 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 217 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
Structural wood sheathing directly applied or 2-2-0 oc purlins.
SOT CHORD 2x4 SP No. 1 BOT CHORD
Rigid ceiling directly applied or 4-4-7 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (size) 10=0-3-8, 2=0-3-8
Max Horz 2=1 90(LC 11)
Max Uplift 1 0=-857(LC 12), 2=-944(LC 12)
Max Grav 10=1807(LC 18),2-1861(LC 17)
FORCES. (lb) -Max. Comp./Max, Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-3964/2102, 3-4=-3217/1790, 4-5=-294811731, 5-7=-3390/1945, 7-8=-2951/1723,
8-9=-3220/1794, 9-1 0=-3964/21 00
BOT CHORD 2-17=-1855/3714, 16-17=-1855/3714, 14-16=-1622/3358, 12-14=-1637/3305,
11-12=-1846/3592, 10-11=-1846/3592
WEBS 3-17=01276, 3-16=-784/507, 4-16=-4051964, 5-16=-655/358, 5-14=0/255, 7-14=0/253,
7-12=-654/357, 8-12-416/965, 9-12=-793/515, 9-11 =0/277
NOTES- (8)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=1 16mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=43ft; eave=5ft; Cat.
11; Exp C; Encl., GCpi=0,18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 3-3-10, Interior(1) 3-3-10 to 13-4-13, Exterior(2R)
13-4-13 to 19-5-12, Interior(1) 19-5-12 to 29-7-3, Exterior(2R) 29-7-3 to 35-11-11, Interior(l) 35-11-11 to 42-10-4 zone; cantilever left
and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber
DOL=1,60 plate grip DOL=1.60
This item has been
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
electronically signed and
to the use of this truss component.
sealed by Velez, Joaquin, PE
4) Provide adequate drainage to prevent water ponding.
using a Digital Signature.
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
Printed copies of this
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
document are not considered
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb)
signed and sealed and the
10=857,2=944.
8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any
signature must be verified
particular building is the responsibility of the building designer per ANSI TPI I as referenced by the building code."
on any electronic copies,
3-yu. VMz PE N..MiR
Nflfekme, DBE 1XfiTekL',A FLC,ri6634
160 V Rwhaney Ridge RL
01 "'field, A10 6,%ol
Dm,,
March 15,2023
AWARMNG Wllfvdesig,, READ NOTESON THNiAND NOLU[,1,EDMN`EK REFERENCE PAGE Mil 74,13— E9,2C2S, SE, FORE USE
Design valid for use only with MiTekO connectors, This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Nil'
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the WOW
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPII Quality Criteria, DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017
Job
s
Truss
Truss Type
oty
Ply
=1
T30057163
TTH1-9
Tlus
Hip
1
J-1 1-1-1-r1ce (optional)
Builders FirstSource (Tampa, FL), Tampa, FL - 33564, &630 s Nov 19 2022 MiTek Industries, Inc. Tue Mar 14 16:06:56 2023 Page 1
ID:tPuYCeVfQTfYt3OC?ZvfnpziGUH-bqI OlVxPcFoEC9SC2_1?NreYFaOESmDoGputUpzazOD
_0 -O-Q 8-4-4 15-9-10 21-6-0 27-2-6 34 1 43-0-0 44-0
84-4 7-5-5 5-8-6 4 1 -0-0 1 7-5-5 84A
5.00 F1-2
5x8 =
2x4 11
18 6 19 20 21
5XS =
Scale = 1:75.2
3x8 = 16 15 Z6 14 Z4 13 12 US =
2x4 11
5X6 =
3x8 =
5x6 =
2x4 11
LOADING (psf)
TCLL 20.0
TCDIL 7.0
BCLL 0,0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress [nor YES
Code FBC2020ITP12014
CS1.
TC 0.97
BC 0.88
WB 0,36
Matrix-SH
DEFL. in (too) I/defl L/d
Vert(LL) 0.36 14 >999 240
Vert(CT) -0.56 14-15 >920 180
Horz(CT) 0.20 10 n/a n/a
PLATES GRIP
MT20 2441190
Weight: 222 lb FT = 20%
LUMBER-
.............
BRACING -
TOP CHORD 2x4 SP No.2 *Except*
TOP CHORD
Structural wood sheathing directly applied.
1-4,8-11: 2x4 SP No. 1
130TCHORD
Rigid ceiling directly applied or 4-6-5 oc bracing.
BOT CHORD 2x4 SP No. 1 *Except*
WEBS
1 Row at midpt 3-15,9-13
13-15: 2x4 SP No.2
WEBS 2x4 SP No.3
REACTIONS, (size) 2=0-3-8, 10=0-3-8
Max Harz 2=223(LC 11)
Max Uplift 2=-943(LC 12), 10=-943(LC 12)
Max Gray 2=1 861 (LC 17), 1 0=1861 (LC 18)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (b) or less except when shown.
TOP CHORD 2-3=-3888/2047, 3-5=-2973/1686, 5-6=-2882/1743, 6-7=-2882/1743, 7-9=-2973/1686,
9-10=-3889/2047
BOT CHORD 2-16=-1752/3670, 15-16=-1752/3670, 14-15=-121712786, 13-14=-1230/2675,
12-13=-1766/3503, 10-12=-1766/3503
WEBS 3-16=0/345, 3-15=-980/593, 5-15=-210/669, 5-14=-198/447, 6-14=-337/305,
7-14=-1 98/447, 7-13=-210/670, 9-13=-981/593, 9-12=0/345
NOTES- (8)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16: Vult=150mph (3-second gust) Vasd=1 16mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=43ft, eave=5ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterion(21E) -1-0-0 to 3-3-10, Interior(l) 3-3-10 to 15-9-10, Exterior(2R)
15-9-10 to 21-10-9, Interior(1) 21-10-9 to 27-2-6, Exterior(2R) 27-2-6 to 33-3-6, Interior(l) 33.3-6 to 44-0-0 zone; cantilever left and
This item has been
right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1 60
electronically signed and
plate grip DOI-=1 .60
sealed by Velez, Joaquin, PE
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
using a Digital Signature,
to the use of this truss component,
4) Provide adequate drainage to prevent water pending.
Printed copies of this
5) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads.
document are not considered
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
signed and sealed and the
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
signature must be verified
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb)
2=943,10=943.
on any electronic copies.
8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any
J-qui. V0- FE N.,69132
particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code."
Nflf,,k Inc, DIIA MiTerk USA YLCan OKM
Ridge Rd,
Cho,(-firld-NIO 6.1017
DO,:
March 15,2023
,&VVARNtNG VI.Iffy d-Ign -o READ NOTES ON -NflS AND !NCLUDED MITEK REFERFNCEPAGE,,A1-,-473 r,,, v!90MO BEFORE USE
Design valid for use only with MiTek4D connectors, This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Welk'
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11rPII Quality Criteria, DSS-89 and BCSt Building Component 16023 Swingley Ridge Rd
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017
Job
Truss
T ss Type
Qty
Ply
T30057164
�
TTH 1 -9
T05A
HIP
1
1
Job ReferenceI
Builders —FirstSource (Tampa, FL), Tampa, FIL - 33564, 8.630 s Nov 19 2022 MiTek Industries, Inc, Tue Mar 14 16:06:58 2023 Page 1
ID tPuYCeVfQTfYt3OC?ZvfnpzlGUH-XC9mSBzf8t2yRSobAPnTSGktJO3Swgg5j7N YhzazOB
-,I -O-Q 8-4-4 15-9-10 21-6-0 27-2-6 34-7-12 43-0-0
1-0- 84-4 7-5-5 5-8-6 5-8-6 7-5-5 8-4-4
Scale = 1 751
5.00 F-12 5X8 = 2X4 11 5x8
5 17 6 18 19 20 7
3X8 = 15 14 Iz 13 — 12 11 3x8 —_
2x4 11 5x6 = 3x8 = 5x6 =
10
2x4 11
LOADING (psf)
TCLL 20.0
TCDL 7.0
SCILL 0,0
BCDL 10.0
SPACING. 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2020/TP12014
CsI.
TC 1.00
BC 0.90
WB 0.36
Matrix-SH
DEFL. in (too) I/clefl Lid
Vert(LL) 0.36 13 >999 240
Ved(CT) -0.56 12-13 >918 180
Horz(CT) 0,20 10 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 220 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2 *Except*
TOP CHORD
Structural wood sheathing directly applied.
1-4,8-10: 2x4 SP No. 1
BOT CHORD
Rigid ceiling directly applied or 4-4-12 oc bracing.
BOT CHORD 2x4 SIP No.1 *Except*
WEBS
1 Row at midpt 3-14, 9-12
12-14: 2x4 SP No.2
WEBS 2x4 SP No,3
REACTIONS, (size) 2=0-3-8, 10=0-3-8
Max Herz 2=221 (LC 11)
Max Uplift 2=-944(LC 12), 10=-857(LC 12)
Max Grant 2=1861(LC 17), 10=1807(LC 18)
FORCES. (lb) -Max. Comp./Max, Ten. -All forces 250 (b) or less except when shown.
TOP CHORD 2-3=-3889/2054, 3-5=-2974/1694, 5-6=-2884/1753, 6-7=-288411753, 7-9=-2975/1694,
9-10=-3884/2055
BOT CHORD 2-15=-1797/3663, 14-15=-1797/3663, 13-14=-1261/2779, 12-13=-1249/2675,
11 - 1 2=- 1791/3514 , 10- 11 =- 1791/3514
WEBS 3-15=0/345, 3-14=-980/593, 5-14=-209/669, 5-13=-199/448, 6-13=-337/306,
7-13=- 196/44 7, 7-12=-212/672, 9-12 =-989/600, 9-11 =0/346
NOTES- (8)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=l 50mph (3-second gust) Vasd=1 16mph; TCDL=4.2psf: BCDL=3.Opsf; h=25ft; B=45ft; L=43ft, eave=5ft; Cat,
11; Exp C: Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 3-3-10, Interior(l) 3-3-10 to 15-9-10, Exterior(2R)
15-9-10 to 21-10-9, Interior(l) 21-10-9 to 27-2-6, Exterior(2R) 27-2-6 to 33-3-6, Interior(l) 33-3-6 to 42-10-4 zone; cantilever left and
This item has been
right exposed ; end vertical left and right exposed;C-C for members and forces & MWIFIRS for reactions shown: Lumber DOL=1.60
electronically signed and
plate grip DOL=1.60
sealed by Velez, Joaquin, PE
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
using a Digital Signature.
to the use of this truss component.
4) Provide adequate drainage to prevent water pending.
Printed copies of this
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
document are not considered
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
signed and sealed and the
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
signature must be verified
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except flt=lb)
2=944,10=857.
on any electronic copies.
8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any
Jq,du "'0". PIT N..68M
particular building is the responsibility of the building designer per ANSI TPI I as referenced by the building code."
_1,IiTekIuc,DBA`nffekk.,A FLC,,rtO634
16023 fwhigbny rrldge Rd,
NIO 6,101
March 15.2023
&DIARN!NG - Velffy daslgn pa; miemmw READ NOTES ON T4S AND INCLUDED MhTEK REFEREN0,E PAGE MH 7473 ... 5,19M20 DEFORE USE
Design valid for use only with MiTeka connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Welk'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPIl Quality Criteria, DSB49 and SCSI Building Component 16023 Swingley Ridge Rd
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MID 20601 Chesterfield, MO 63017
Job
Truss
Trussruss Type Type
Qty
Ply
T30057165
TTH 1-9
T06
Hip
1
1
=J.1
Reference (Optional)
Builders Firssounce (Tampa, FL), Tampa, FL - 33564, 8,630 s Nov 19 2022 MiTek Industries, Inc, Tue Mar 14 16:06:59 2023 Page 1
ID:tPuYCeVfQTfYt3OC?ZvfnpzlGUH-?Pj9gX_HvAAp3cAnj6li_UG4Un00fz8Eyn6X58zazOA
_404
5,00 r1_2
5x6 =
6 20
5x8
721
Scale = 1:75.2
3x8 = - — 41 1 1 16 — 15 11 1. 11 - 3X8 —_
3x4 =
9-5-2
LOADING (psf)
SPACING-
2-0-0
TCLL 20.0
Plate Grip DOL
1.25
TCDL 7.0
Lumber DOL
1.25
BCLL 0.0
Rep Stress Incr
YES
BCDL 10.0
Code FBC2020/TP12014
LUMBER.
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No. 1
*Except*
14-17: 2x4 SP No.2
WEBS 2x4 SP No.3
REACTIONS. (size) 2=0-3-8,11=0-3-8
Max Herz 2=254(LC 11)
Max Uplift 2=-943(LC 12), 11 =-943(LC 12)
Max Grey 2=1 872(LC 17), 11 =1 876(LC 18)
4x6 = US =
24-9-10
3x4 = 4x6 =
3x4 =
csI.
DEFL.
in (loc) I/defl L/d
PLATES GRIP
TC 0.84
Vert(LL)
-0.40 13-15 >999 240
MT20 244/190
BC 0.98
Vert(CT)
-0.70 13-15 >733 180
WB 0,99
Horz(CT)
0,20 11 n/a n/a
Matrix-SH
Weight: 223 lb FT = 20%
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-2-0 oc purlins.
BOT CHORD
Rigid ceiling directly applied or 2-2-0 oc bracing, Except:
5-8-0 oc bracing: 15-16.
WEBS
1 Row at midpt 7-16
FORCES. (lb) -Max. Comp./Max- Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-3934/2082, 3-5=-369211963, 5-6=-272311603, 6-7=-2481/1552, 7-8=-2733/1603,
8-10=-3702/1963, 10-11=-3943/2082
BOT CHORD 2-18=-1800/3760, 16-18=-1470/3172, 15-16=-1093/2484,13-15=-1483/3010,
11-13=-1813/3578
WEBS 3-18=-3331332, 5-18=-192/687, 5-16=-820/522, 6-16=-296/753, 7-15=-297/836,
8-15=-820/522, 8-13=-192/687,10-13=-333/332
NOTES- (8)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=1 16mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=43ft, eave=5ft, Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS; (directional) and C-C Exterior(2E) -1-0-0 to 3-3-10, Interior(1) 3-3-10 to 18-2-6, Exterior(2R)
18-2-6 to 24-3-6, Interior(l) 24-3-6 to 24-9-10, Exterior(2R) 24-9-10 to 30-7-13, interior(1) 30-7-13 to 44-0-0 zone; cantilever left and
right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60
plate grip DOL=1.60
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
4) Provide adequate drainage to prevent water pending.
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, with BCDL = 10.0psf.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 111 uplift at joint(s) except (jt=lb)
2=943,11=943,
8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any
particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code."
A %UINRNING - Vedfyd.,stjr, pwannoem, and READ NOIES ON THIS AND NC.uDSD NJITEK REFERENCE PACE M11 5119Q020 8EPORE USE
Design valid for use only with VErek@ connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS1117PII Quality Criteria, DSB-89 and BCS1 Building Component
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature,
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
J-40. VN PF 1-68,132
MiTvk Inc, DRA Alileh, USA FLC,rt604
1602,1 Swingiry Rklqe RL
Ch-kcrflO4, AIO 63017
DM�
March 15,2023
MITek'
16023 Swingley Ridge Rd
Chesterfield, MO 63017
Truss Type
Qty
Ply
F_Job
�
T30057166
HIP
1
1
Job Reference o tional
Builders Firsisource (Tampa, FL), Tampa, FL - 33564, 8,630 s Nov 19 2022 MiTek Industries, Inc. Tue Mar 14 16:07:01 2023 Page 1
ID: tPuYCeVfQTfYt3OC?ZvfnpzlGU H-ynrv5D?XRoQXIwKArXLA4vMQVb4u7sZXP5be9OzazO8
-11 _0_Q 6-6_0 12-4-3 18-2-6 24-9-10 30-7-13 36-6-0 43-0-0
1 -0-0 6-6-0 5-10-3 6-7-3 �5_ �0_��
5,00 [1-2
5X6 =
6 19
5x8 =
720
Scale = 1 75,1
3x8 = � 1 — — - 15 — 14 1. 41 4. 14 3x8 =
3x4 —
LOADING (ps,
SPACING-
2-0-0
TOLL
20.0
Plate Grip DOL
1.25
TCDL
7.0
Lumber DOL
1.25
BOLL
0.0
Rep Stress Incr
YES
BCOL
10.0
Code FBC2020/TP12014
LUMBER -
TOP CHORD
2x4 SP No.2
BOT CHORD
2x4SPNo.1 *Except*
13-16: 2x4 SP No.2
WEBS
2x4 SP No.3
REACTIONS. (size) 2=0-3-8,11=0-3-8
Max Herz 2=253(LC 11)
Max Uplift 2=-944(LC 12), 11 =-857(LC 12)
Max Grav 2=1873(LC 17), 11=1822(LC 18)
4x6 = US =
U4 = 44 =
3x4 =
43-0-0
CSL
DEFL.
in (loc) I/defl L/d
PLATES GRIP
TO 0.87
Ved(LL)
-0.40 12-14 >999 240
MT20 244/190
BC 0.98
Vert(CT)
-0.70 12-14 >734 180
WS 0.99
Horz(CT)
020 11 n/a n/a
Matrix-SH
Weight: 221 lb FT = 20%
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-0-13 oc purlins.
BOT CHORD
Rigid ceiling directly applied or 2-2-0 oc bracing, Except:
5-7-5 oc bracing: 14-15.
WEBS
1 Row at midpt 7-15
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-3935/2089, 3-5=-3693/1971, 5.6=-2725/1611, 6-7=-2483/1560, 7-8=-2734/1605,
8-1 0=-3710/1974, 10-11 =-3954/2108
BOT CHORD 2-17=-1844/3753,15-17=-1514/3165, 14-15=-1112/2483, 12-14=-1504/301 1,
11-12=-1842/3589
WEBS 3-17=-333/332, 5-17=-192/687, 5-15=-820/522, 6-15=-297/754, 7-14=-298/837,
8-14=-8231525, 8-12=-217/693,10-12=-338/353
NOTES- (8)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=l 16mph; TCDL=4,2psf, BCDL=3.Opsf, h=25ft, B=45ft; L=43ft; eave=5ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 3-3-10, Interior(l) 3-3-10 to 18-2-6, Exterior(2R)
18-2-6 to 24-3-6, Interior(l) 24-3-6 to 24-9-10, Exterior(2R) 24-9-10 to 30-7-13, Interior(1) 30-7-13 to 42-10-4 zone; cantilever left and
right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60
plate grip DOL=1,60
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
4) Provide adequate drainage to prevent water ponding.
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, with BCDL = 10.Opsf.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb)
2=944, 11 =857.
8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any
particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code,"
A WARNING - Vy de*,�Ap -d READ, NOTPS ON ',Hi_l AND; NCLUDEDMI I EK RFFERENCAGE MO 747,,., 53/?,02,0BEP0REL1$E
Design valid for use only with Mirekla connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss Systems, see ANSIVTP11 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601
6
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
norquin, Met PE A,.,6&182
NfiTklu,D1f,,kN1[feRk,$A rLCrt6&A4
16US srmingIfy Tudgo Rd
cht"W'firle, MO 0017
D.N,
March 15,2023
Welk'
16023 Swingley Ridge Rd
Chesterfield, MO 63017
Job
Truss
T uss Type
City
Ply
T30057167
TTH 1 -9
T07
Hip
1
1
�
Job Reference _2 �nonal
Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8,630 a Nov 19 2022 MiTek Industries, Inc. Tue Mar 14 16:07:02 2023 Page 1
I D:tPuYCeVfQTfYt3OC?ZvfnpzlGU H-Q_PH IZ09C5YOw4vM P FsPc6udX?RRsSuhelLBhTzazO7
-.1 _0_Q 7-0-1 13-0-0 19-1-8 23-10-8 30-0-0 35-11-15 43-0-0
f-_0-_d_7-0-1 5-11-15 6-1-8 4-9-0 1 6-1-8 1 5-11-15
5x6 =
5.00 r1_2
5X8 =
Scale = 1 75,2
3X8 = to ZI ZZ 11 16 Z6 15 14 Z14 Zo t.s 3x8 =
3x4 =
LOADING (Pat'
SPACING-
2-0-0
TCLL
20,0
Plate Grip DOL
1.25
TCDL
7.0
Lumber DOL
1.25
BCLL
0.0
Rep Stress Incr
YES
BCDL
10.0
Code FBC2020/TP12014
LUMBER -
TOP CHORD
2x4 SP No.2 *Except*
1-4,9-12: 2x4 SP No, 1
BOT CHORD
2x4 SP 285OF 2,0E or 2x4 SP M 31 *Except*
14-17: 2x4 SP No.2
WEBS
2x4 SP No,3
OTHERS
2x4 SP No.3
REACTIONS. (size) 2=0-3-8, 11 =0-3-8
Max Horz 2=-267(LC 10)
Max Uplift 2=-943(LC 12), 11 =-943(LC 12)
Max Grav 2=1871 (LC 17), 11 =1 873(LC 18)
5x6 WB = 3x8 =
3x4 = 5x6 WB =
3x4 =
cSI.
DEFL.
in (loc) I/defl L/d
PLATES GRIP
TC 0.73
Vert(LL)
-0.40 13-15 >999 240
MT20 244/190
BC 0,96
Vert(CT)
-0.70 13-15 >728 180
WB 0.41
Horz(CT)
0,17 11 n/a n1a
Matrix-SH
Weight: 228 lb FT = 20%
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-3-0 oc purlins.
BOT CHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS
1 Row at midpt 5-16, 7-16,8-15
FORCES. (lb) -Max. Comp./Max, Ten, -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-3899/2048, 3-5=-3656/1936, 5-6=-262811546, 6-7=-2388/1500, 7-8=-2631/1546,
8-1 0=-3661/1936, 10-11 =-3905/2048
BOT CHORD 2-18=-1764/3735, 16-18=-1422/3112, 15-16=-1019/2395,13-15=-1434/2951,
11-13=-1776/3539
WEBS 3-18=-351/346, 5-1 8=-214/750, 5-16=-877/557, 6-16=-330/762, 7-15=-326/836,
8-15=-879/558, 8-13=-214/751, 10-13=-351/346
NOTES- (8)
1 ) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=l 50mph (3-second gust) Vasd=l 16mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; Bm45ft; L=43ft; eave=5ft; Cat.
11; Exp C; Encl., GCpi=O. 18; MWIFRS (directional) and C-C Exterior(2E) -1-0-0 to 3-3-10, Interior(1) 3-3-10 to 19-1.8, Exteriori
19-1-8 to 23-10-8, Exterior(2R) 23-10-8 to 30-0-0, Interior(l) 30-0-0 to 44-0-0 zone; cantilever left and right exposed ; end vertical left
and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
4) Provide adequate drainage to prevent water ponding.
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, with BCDL = 10.Opsf.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb)
2=943,11=943,
8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any
particular building is the responsibility of the building designer per ANSI TPI I as referenced by the building code."
,& vl,�ARNING - V,mfy dgn, RFAD NOIES ON THIS AND IMCLUDED MITEK REFERENCE PAGE M11 7473 iev. OM2320 BEFORE UCE,
Design valid for use only with MiTecie connectors, This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11rPfl Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601
r6
2
14
6
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
signed and sealed and the
signature must be verified
on any electronic copies.
Vle. Pf. "N"'63182
NlITQkIuc.DBAi.kIfrekUSA FLC�ri66,34
1603 Swininey Ridge Rd,
Cko,oroveld, 110 63017
Dete:
March 15,2023
Welk'
16023 Swingley Ridge Rd
Chesterfield, MID 63017
Job
Truss
Truss Type
cly ty
Ply
I
I
�Job
TTH 1 -9
T07A
HIP
1
1
=T30057168
Reference (optional)
Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 a Nov 19 2022 MiTek Industries, Inc, Tue Mar 14 16:07:04 2023 Page 1
ID:tPuYCeVfQTfYt3OC?ZvfnpzlGUH-MMV2jE2Qkjp6903kV\tfuthX—Zho6xKM0-63qlmLzazO5
-11 -O-Q 7-0-1 13-0-0 19-1-8 23-10-8 30-0-0 35-11' -15 43-0-0
1-0-0 7-0-1 6-1-8 -15 7-0-1
vi
5x6 =
5,00 r1_2
5x8 =
Scale = 1:75.1
3X8 = I I — GI 10 15 11 14 11 43 Gq lz 3x8 --
3x4 =
5X6 WS = US =
3x4 = 5X6 WB =
33-1-1
3x4 =
LOADING (pso
SPACING- 2-0-0
CS1.
DEFL.
in (loc) Well Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0,75
Ved(LL)
-0.40 12-14 >999 240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.96
Vert(CT)
-0,70 12-14 >729 180
BCLL 00
Rep Stress Incr YES
W6 0.41
Horz(CT)
017 11 n/a n/a
BCDL 10.0
Code FBC2020/TP12014
Matrix-SH
Weight, 227 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2 *Except*
TOP CHORD
Structural wood sheathing directly applied or 2-2-0 oc purlins.
1-4,9-11: 2x4 SP No. 1
BOT CHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
BOT CHORD 2x4 SP 285OF 2.0E or 2x4 SP M 31 *Except*
WEBS
I Row at micipt 5-15, 7-15,8-14
13-16: 2x4 SP No.2
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
REACTIONS. (size) 2=0-3-8, 11 =0-3-8
Max Horz 2=265(LC 11)
Max Uplift 2=-944(LC 12), 11 =-857(LC 12)
Max Gray 2=1871(LC 17), 11=1819(LC 18)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-3900/2055, 3-5=-3656/1944, 5-6=-2629/1554, 6-7=-238911507, 7-8=-2633/1549,
8-1 0=-3669/1950, 10-11 =-3914/2074
BOT CHORD 2-17=-1808/3727, 15-17=-146613104, 14-15=-1038/2387, 12-14=-1455/2952,
11-12=-180513550
WEBS 3-17=-351/346, 5-17=-214/750, 5-15=-877/557, 6-15=-331/763, 7-14=-327/837,
8-14=-881/560, 8-12=-238/757, 10-12=-354/365
NOTES- (8)
1 ) Unbalanced roof live loads have been considered for this design,
2) Wind: ASCE 7-16; VuIt=1 50mph (3-second gust) Vasc1=1 16mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=43ft; eave=5ft; Cat.
11; Exp C; Encl., GCpi=O. 18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 3-3-10, Interior(l) 3-3-10 to 19-1 -8, Exterior(2E)
19-1-8 to 23-10-8, Exterior(2R) 23-10-8 to 30-0-0, Interior(l) 30-0-0 to 42-10-4 zone; cantilever left and right exposed ; end vertical
left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1 60 plate grip DOL=1.60
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component,
4) Provide adequate drainage to prevent water ponding.
5) This truss has been designed for a 10.0 pair 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, with BCDL = 10.0psf.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb)
2=944,11=857.
8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any
particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code."
A OIARNiNG V-ry d-Rn, READ NO TED ON THS AND INCI UDED MITEK REFERENCE -AGE N411 7473 — 51912'020 BEFORE USE
Design valid for use only with MiTek@ connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11rPI1 Quality Criteria, DSS-89 and SCSI Building Component
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MID 20601
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Jo.quin V,,I,,z PF '—MI82
NJ11#kKuRDIi--iNIfI(,1,1-SA MC-r4634
1602A Swieldry Rurg� R&
Ch,,serflrld, MO 6S017
Dm"
March 15,2023
MiTek'
16023 Swingley Ridge Rd
Chesterfield, MC, 63017
Job
Truss
Truss Type
oty
Fly
T30057169
TTH 1 -9
T09
Common Supported Gable
16
1
Job Reference (optional}
Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Nov 19 2022 MiTek Industries, Inc, Tue Mar 14 16:07:06 2023 Page 1
ID:tPuYCeVfQTfYt3OC?Zvfnpz[GUH-ileo8w3gGK3pPhD7e4wLny3SHc-UoLUGZNJPqEzazO3
-11 _0_Q 21-6-0 43-0-0
1-0- 21-6-0 21-6-0 1
vI
5.00 F1 _2
5x6 =
13 14
Scale= 1 73.O
3x6 = 3x6
45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25
3x6 = 3x6 =
43-0-0
43-0-0
Ief
0
LOADING (psi)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
Idef]
Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.17
Vert(LL)
-0.00
1
n/r
120
MT20 244/190
TCDL 7.0
Lumber DOL 1,25
BC 018
Vert(CT)
0.00
1
n/r
120
BCLL 0,0
Rep Stress Incr YES
WB 0.11
Horz(CT)
0.01
24
rile
n/a
BCDL 10.0
Code FBC2020/TP12014
Matrix-SH
Weight: 271 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.3 WEBS 1 Row at midpt 13-35, 12-36, 14-34
REACTIONS. All bearings 43-0-0.
(to) - Max Harz 2=297(LC 11)
Max Uplift All uplift 100 lb or less at joint(s) 2, 36, 39, 40, 41, 42, 44, 34, 31, 30, 29, 28, 26, 24 except
37=-104(LC 12),43=-104(LC 12), 45=-153(LC 12),33=-104(LC 12),27=-107(LC 12),25=-179(LC 12)
Max Grav All reactions 250 1b or less at joint(s) 2, 35, 36, 37, 39, 40, 41, 42, 43, 44, 34, 33, 31, 30, 29,
28,27,26,24 except 45=258(LC 17),25=271(LC 18)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (b) or less except when shown.
TOP CHORD 9-10=-113/307, 10-11=-128/376, 11-12=-152/448, 12-13=-176/512,13-14=-176/512,
14-15=-152/448, 15-16=-128/376,16-17=-104/307
WEBS 3-45=-1801332, 23-25=-186/377
NOTES. (12)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=1 50mph (3-second gust) Vasd=l 16mph TCCIL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=43ft; eave=2ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Corner(3E) -1-0-0 to 3-6-0, Exterior(2N) 3-6-0 to 21-6-0, Comer(3R)
21-6-0 to 25-9-10, Exterfor(2N) 25-9-10 to 43-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry
Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1.
4) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
5) All plates are 2x4 MT20 unless otherwise indicated.
6) Gable requires continuous bottom chord bearing,
7) Gable studs spaced at 2-0-0 oc.
8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
9) * 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.
10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 36, 39, 40, 41
42, 44, 34, 31, 30, 29, 28, 26, 24 except at=lb) 37=1 04, 43=104, 45=153, 33=104, 27=107, 25=1 79.
11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 24.
12) "This manufactured product is designed as an individual building component. The suitability and use of this component for any
particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code."
WARN Ni: Vern a.,,Gl and READ NOTES ONTHSANO INCLUDED WTEK REFERENCE PAGE NIn 7473,m 51R,20208EFORELISE
Design valid for use only with MiTekig) connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verily the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see AAfS1/rPII Quality Criteria, DSB-89 and SCSI Building Component
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature,
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
J-qua. Vd.z PE T6818Z
FLC,M66,34
16023 SwIntilty Ridgo Rd,
March 15,2023
MiTek'
16023 Swingley Ridge Rd
Chesterfield, MO 63017
Job
Truss
Truss Type
Qty
Ply
TTH 1 -9
T10
Common
42
1
T30057170
�
Job Rate
Builders FirstSource (Tampa, FL), Tampa, FL - 33564, &630 s Nov 19 2022 MiTek Industries, Inc, Tue Mar 14 16:07 08 2023 Page 1
ID:tPuYCeVfQTfYt30C?ZvfnpzlGUH-E7mYZc5woxJXe?MWIVzpsN8c8QUYG1 KZ0hoWv6zaz01
28-5-12 35A-13 43-0-0 4-0
6-11-12 1 6-11-1 7-7-3 WOO
a,
di
5x6 =
5.00 [12
Scale = 1:72 2
3x8 = 1 1 44 In __ — 4n Iv - 1. 41 .1 3x8 =
3x4 = 4x6 =
3x4
3x4 =
4x6
3x4 =
8-11-14 17-3-15
25-8-1
34-0-2 43-0-0
8111-
1
8-4-1
8-4-1 8-11-14
Plate Offsets (X,)--
12:0-4-2,0-1-81,[4:0-3-0,Edgel, [8:0-3-0,Edgel, [10:0-4-2,0-1-81
LOADING (laso
SPACING- 2-0-0
CS1.
DEFL.
in (too) I/defl Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0,91
Vert(LL)
-0,40 14-15 >999 240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.91
Vert(CT)
-0.68 14-15 >754 180
BCLL 0.0
Rep Stress Incr YES
WB 0.99
Horz(CT)
0.18 10 n/a n/a
BCDL 10.0
Code FBC2020/TP12014
Matrix-SH
Weight: 218 Ile FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP
No.2 *Except*
TOP CHORD
Structural wood sheathing directly applied.
1-4,8-11:
2x4 SP No. 1
BOT CHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
BOT CHORD 2x4SPNo.1
WEBS 2x4 SP No.3
REACTIONS. (size) 2=0-3-8, 10=0-3-8
Max Herz 2=298(LC 11)
Max Uplift 2=-943(LC 12), 10=-943(LC 12)
Max Grav 2=1885(LC 17), 10=1885(LC 18)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-3933/2001, 3-5=-3807/2013, 5-6=-2890/1660, 6-7=-2890/1660, 7-9=-3808/2013,
9-10=-3933/2001
BOT CHORD 2-17=-1707/3785, 15-17=-1308/3022, 14-15=-850/2218, 12-14=-1309/2875,
10-12=-1708/3561
WEBS 6-14=-518/1152, 7-14=-7631574, 7-12=-393/911, 9-12=-360/364, 6-15=-518/1152,
5-15=-763/574, 5-17=-393/910, 3-17=-360/364
NOTES. (7)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=l 50mph (3-second gust) Vasd=1 16mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=43ft; eave=5ft; Cat.
11; ExpC; Encl., GCpi=0.18 MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 3-3-10, Interior(1) 3-3-10to 21-6-0, Exterior(2R)
21 -6-0 to 25-9-10, Interior(1) 25-9-10 to 44-0-0 zone; cantilever left and right exposed; end vertical left and right exposed C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
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 = 10.0psf.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 111 uplift at joint(s) except Ot=lb)
2=943,10=943,
7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any
particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code."
Ak RJARNING - V3,iy des,gON THS AND NCLUDED MITEK REFERENCE PAGE M11-7473,,�, a1?,2020 BEFORE USE
Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design, Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, OSB-89 and SCSI Building Component
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
J..,pfi. VON 11F -N.,68182
FL Ct 6634
.1fiT,,k Ini, DBA 1111',A: USA
Rd,
N10 63017
0t,;
March 15,2023
M!Tek'
16023 $wjngley Ridge Rd
chesterfield, MO 63017
Job
Truss
Truss Type
City ty
I
IF"
I
T30057171
TTH 1 -9
T10A
COMMON
19
1
Job Reference o ti—r,
Builders FirstSource (Tampa, FL), Tampa, FL- 33564, 8.630 a Nov 19 2022 MiTek Industries, Inc. Tue Mar 14 16:07:09 2023 Page I
ID:tPuYCeVfQTfYt3OC?ZvfnpzlGUH-jKKxmy6YZFROGgxiJDU20bhnVppa?UYjFLX3RZzazOO
-11 _0_Q 7-7-3 14-6-4 1 21-6-0 1 28-5-12 1 35-4-13 43-0-0
1-0-0 7-7-3 i I
6-11-1 6-11-12 6-11-12 6_11-1 7-7-3
5x6 =
5.00 F12
Scale = 1:72,2
3x8 = 1. GI 1. —1 40 Z4 13 14 4D 4. 11 US =
3x4 = 4x6 =
8-11-14
3x4 =
3x4 =
4x6
34-0-2
3x4 =
LOADING (psf)
TCLL 20.0
TCDL 7.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1,25
Rep Stress Incr YES
Code FBC2020/TP12014
CS1 '
TC 0.94
BC 0,93
WB 0.99
Matrix-SH
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
in (too) Ildefl Lid
-0,40 13-14 >999 240
468 13-14 >752 180
0.18 10 Die hie
PLATES GRIP
MT20 244/190
Weight: 216 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No,2 *Except*
TOP CHORD
Structural wood sheathing directly applied.
1-4,8-10: 2x4 SP No. 1
BOT CHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
BOT CHORD 2x4 SP No.1
WEBS 2x4 SP No.3
REACTIONS. (size) 2=0-3-8, 10=0-3-8
Max Horz 2=297(LC 11)
Max Uplift 2=-944(LC 12), 10=-857(LC 12)
Max Grav 2=1886(LC 17), 10=1831(LC 18)
FORCES. (lb) -Max, Comp./Max. Ten. -All forces 250 (11b) or less except when shown.
TOP CHORD 2-3=-3934/2003, 3-5=-3808/2015, 5-6=-2892/1661, 6-7=-2892/1670, 7-9=-3817/2052,
9-10=-3943/2040
BOT CHORD 2-16=-1751/3777, 14-16=-1352/3015, 13-14=-894/2210, 11-13=-1329/2875,
10-11=-1767/3572
WEBS 6-13=-519/1154, 7-13=-765/576, 7-11 =-424/918, 9-11 =-363/380, 6-14=-519/1152,
5-14=-763/574, 5-16=-393/910, 3-16=-360/363
NOTES- (7)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=1 16mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=43ft; eave=5ft; Cat.
11; Exp C; Encl., GCpi=0,18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 3-3-10, Interior(1) 3-3-10 to 21-6-0, Exterior(2R)
21-6-0 to 25-9-10, Interjor(l) 25-9-10 to 42-10-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL= 1 .60
This item has been
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
electronically signed and
to the use of this truss component.
sealed by Velez, Joaquin, PE
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
*
using a Digital Signature.
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 = 10.Opsf,
Printed copies of this
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb)
document are not considered
2=944,10=857.
"This
signed and sealed and the
7) manufactured product is designed as an individual building component. The suitability and use of this component for any
signature must be verified
particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code."
on any electronic copies.
FLC,t66E4
M V1 SPrivirity Ridge Rd,
6301-,
KIM,.
March 15,2023
,& WARMNIG V,.wvde.,!qn jxUrs d READ NOTES ON THIS AND NOLODED MiTEK REFERENCE PAGE N111 747-3 ;&v. 9,20n BEFORE USE
Design valid for use only with MiTelulti connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Nil'
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11rPll Quality Criteria, DSS-89 and SCSI Building Component 16023 Swingley Ridge Rd
Safety information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MID 63017
Job
_
Truss
Truss Type
ty
Ply
o
T30057172
TTH1-9
Common
1
loq.�ef ------
Builders FirstSource (Tampa, FL), Tampa, FL - 33564, &630 s Nov 19 2022 MiTek Industries, Inc. Tue Mar 14 16:07:11 2023 Page 1
ID:tPuYCeVfQTfYt3OC?Zvfnpz[GUH-fiRhBe7p4sh6VS55QeWWTOm7PdVFT030jfOAV,/RzazO_
-i1 _0_Q 7-7-3 14-6-10 21-6-0 28-5-6 35-4-13 43-0-0
17-7-3 6-11-6 ------- i§_-11-6 6-11-6 1 1 —
-0-0
6-11-6 7-7-3 1 i20_�7
vI
O
5.00 71-2
3x4 = 46 =
3x4
5x6 =
3x4 — 3x4
4x6
Scale = 1:733
34-0-2 43-0-0
Plate Offsets (X,Y)-- [2:0-4-2,0-1-8, 4:0-3-0,Edria]f8*0-3-Cl 0 - - - - - —
LOADING (ps)
SPACING- 2-0-0
CsL
DEFL,
in (loc) I/clefl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.91
Vert(LL)
-0A0 14-15 >999 240
MT20 2441190
TCDL 7.0
Lumber DOL 1.25
BC 0.91
Vert(CT)
-0.68 14-15 >757 180
BCLL 0.0
Rep Stress Incr YES
WB 0,99
Horz(CT)
0.18 10 n/a n/a
BGDL 10.0
Code FBC2020/TP12014
Matrix-SH
Weight: 220 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 *Except* TOP CHORD
Structural wood sheathing directly applied,
1-4,8-11: 2x4 SP No.1 BOT CHORD
Rigid ceiling directly applied or 4-8-6 oc bracing.
BOT CHORD 2x4 SP No. 1
WEBS 2x4 SP No.3
REACTIONS. (size) 2=0-3-8, 10=0-3-8
Max Herz 2=-31 O(LC 10)
Max Uplift 2=-939(LC 12), 10=-1020(LC 12)
Max Grav 2=1 885(LC 17), 1 0=1 934(LC 18)
FORCES. (lb) -Max. Comp,/Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-3932/1997, 3-5=-3806/2010, 5-6=-2887/1656, 6-7=-288611647, 7-9=-3785/1971,
9-10=-3923/1959
BOT CHORD 2-17=-1668/3792, 15-17=-1252/3027, 14-15=-827/2225, 12-14=-1281/2869,
10-12=-1668/3537
WEBS 6-14=-516/1150, 7-14=-757/569, 7-12=-362/894, 9-12=-354/345, 6-15=519/1153,
5- 1 5=-7631575, 5-17=-395/913, 3-17=-361/365
NOTES- (7)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=1 16mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=43ft ' eave=5ft; Cat.
11; Exp C; Encl., GCpi=0,18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 3-3-10, Interior(l) 3-3-10 to 21-6-0, Extedor(2R)
21-6-0 to 25-9-10, Interior(l) 25-9-10 to 45-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for
members and forces & M\AIFRS for reactions shown: Lumber DOL=1,60 plate grip DOL=1.60
This item has been
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
electronically signed and
to the use of this truss component.
sealed by Velez, Joaquin, PE
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
Digital Signature.
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
using a
will fit between the bottom chord and any other members, with BCDL = 10.0psf.
Printed copies of this
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except flt=lb)
document are not considered
2=939,10=1020,
"This
signed and sealed and the
7) manufactured product is designed as an individual building component. The suitability and use of this component for any
signature be
particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code."
must verified
on any electronic copies.
Jqid. NAlvA PE
Mifeklu,PBANRT�kUSA FLCert604
p, Rd,
166Z3 Wilt
Doi{ ,
March 15,2023
AJ,AIARNING VenNie,,icar -d READ NOTES ON ;H,A AND INCLUDED 1,41TEK REFERE-,NCE PAGE VIIi-7473—w 5/19/20206E,PORE�SE
Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M!Tek'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSS-89 and SCSI Building Component 16023 Swingley Ridge Rd
Safety information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MID 20601 Chesterfield, MO 63017
Job
Truss
Truss Type
T30057173
Rol.,.n..
TTH 1-9
Vol
GABL:E���J.b
�h.n.l
.
Builders FirstSource (Tampa, FL), Tampa, FIL - 33564,
8.630 s Nov 19 2022 MiTek Industries, Inc. Tue Mar 14 16:07:12 2023 Page 1
ID:tPuYCeVfQTfYt3OC?ZvfnpzlGUH-7v?3Oz8RrApz7cgFf_LI 10DJUm11 iC329xJmj1tzazNz
11-1-0
Scale= 1: 1 T8
4x4 TRUSS DESIGNED FOR WIND LOADS IN THE PLANE
OF THE TRUSS ONLY. FOR STUDS EXPOSED TO WIND
(NORMAL TO THE FACE), SEE STANDARD INDUSTRY
3 GABLE END DETAILS AS APPLICABLE, OR CONSULT
QUALIFIED BUILDING DESIGNER AS PER ANSlfTPI 1
4
0
2x4 � 2x4 11 2X4 I[ 2x4 It 2x4 _—
LOADING (psf)
SPACING-
2-0-0
CS1.
DEFL.
in (loc)
I/defl
Lid
TCLL 20,0
Plate Grip DOL
1,25
TO 0,17
Vert(LL)
n/a
n/a
999
TCDL 7.0
Lumber DOL
1,25
SO 0.13
Vert(CT)
n/a
n/a
999
BCLL 0.0
Rep Stress Incr
YES
WEI 0.11
Horz(CT)
0,00 5
file
n/a
SCDL 10.0
Code FBC2020/TP12014
Matrix-SH
PLATES GRIP
MT20 244/190
Weight: 38 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
OTHERS 2x4 SP No.3
REACTIONS. All bearings 11-1-0.
(lb) - Max Horz 1 =55(LC 11)
Max Uplift All uplift 100 Ito or less atjoint(s) 1, 5,7 except 8=-184(LC 12), 6=-184(LC 12)
Max Grav All reactions 250 lb or less atjoint(s) 1, 5, 7 except 8=279(LC 1), 6=279(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (b) or less except when shown.
WEBS 2-8=-187/368, 4-6=-187/368
NOTES- (8)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=l 50mph (3-second gust) Vasd=1 16mph; TCDL=4,2psf; BCDL=3,Opsf; h=25ft, 8=45ft; L=30ft; eave=4ft, Cat-
11; Exio C; Encl., GCpi=0,18; MWFRS (directional) and C-C Exterior(2E) 0-9-1 to 3-9-1, Interior(l) 3-9-1 to 5-6-8, Exterior(2R) 5-6-8 to
8-6-8, Interior(l) 8-6-8 to 10-3-15 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and
forces & M\AlFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component,
4) Gable requires continuous bottom chord bearing.
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 100 lb uplift at joint(s) 1, 5, 7 except
This item has been
Ot=lb) 8=184, 6=184,
electronically signed and
8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any
sealed by Velez, Joaquin, PE
particular building is the responsibility of the building designer per ANSI TPI I as referenced by the building code."
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
J.A,pi. V.W. PF N.sMVI
SIJn1OkfDBANHTekUSA FLC.,t(RQ4
104lu, Rd.
che,tel Rohl, Mo 6301-
Dm,:
March 15,2023
AVVARNING V.rfly de!)n pz; A,d READ NONE$ ON THISAND NCLUDED, MirEK REFERENCE PAGE M11 7473 r,v. 5l19/2020 BEFORE USE
Design valid for use only with Mirrek(D connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Bet
building design. Bracing indicated is to prevent buckling of individual truss web andfor chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPIf Quality Criteria, DSB-89 and SCSI Building Component 16023 Swingley Ridge Rd
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017
Job
Truss
Truss Type
Qty
Ply
T30057174
TTH 1 -9
V02
Valley
1
1
Job Reference (optional)
Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8,630 a Nov 19 2022 MiTek Industries, Inc, TueMar T416:07:13 2023 Page 1
ID:tPuYCeVfQTfYt3OC?ZvfnpzlGUH-b5ZRcJ93cUxqkmFTY2Z—ZRse2QLjxWZIAyVHZKzazNy
4-0-0 8-0-0
4-0-0 4-6-6
a
a
3x4
2X4 It
4x4 =
3x4 --
Scale = 1 14.6
7-11-6
Milo
LOADING (pso
SPACING- 2-0-0
CS1.
DEFL. in (loc) I/clefl L/d
PLATES GRIP
TOLL 20.0
Plate Grip DOL 1.25
TC 0,20
Vert(LL) n/a hie 999
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.27
Vert(CT) n/a n/a 999
BCLL 0.0
Rep Stress Incr YES
W6 0.09
Horz(CT) 0.00 3 n/a n/a
BCDL 10-0
Code FBC2020/TP12014
Matrix-SH
Weight: 24 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 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 go bracing.
OTHERS 2x4 SP No.3
REACTIONS. (size) 1=7-10-13, 3=7-10-13, 4=7-10-13
Max Herz 1 =37(LC 11)
Max Uplift 1 =-64(LC 12), 3=-64(LC 12), 4=-1 33(LC 12)
Max Grav 1=107(LC 21), 3=107(LC 22), 4=273(LC 1)
FORCES, (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
WEBS 2-4=-169/308
NOTES. (8)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4,2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat.
11; Exp C; Encl,, GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and
right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
4) Gable requires continuous bottom chord bearing.
5) This truss has been designed for a 10,0 pat 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 100 lb uplift at joint(s) 1, 3 except Ot=lb)
4=133.
This item has been
8) "This manufactured product is designed as an individual building component, The suitability and use of this component for any
electronically signed and
particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code."
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
'r—Juh, VO- PE N-63M
NUTekluc,I)RAMiTeirk'SA FLCrri,16,14
ch"t"-firlo, M0 0017
March 15,2023
,& vvFRN=NG V�.,ay -,dREAD, NO TES ON TF,IS AND I NCt.,JIDED MMEX REFERENCE PAGE M 472 mv 51191201c, BEFORE aSE
Design valid for use only with Mffekig, connectors. This design is based only upon parameters shown, and is for an individual building component, not
, truss system, Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall rat
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injuryand property damage. For general guidance regarding the Welk'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPII Quality Criteria, DSB-89 and SCSI Building Component 16023 Swingley Ridge Rd
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MID 20601 Chesterfield, MO 63017
Job
Truss
Truss Type
Qty
Ply
1
T30057175
�
TTH 1-9
V03
Valley
2
1
Job Reference o tional
Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8,630 s Nov 19 2022 MiTek Industries, Inc. Tue Mar 14 16:07:14 2023 Page 1
ID:tPuYCeVfQTfYt3OC?ZvfnpzlGUH-3H7qpf9hNn3hMwqf6m4D5eOqdqklg_E$PcFq6mzazNx
2x4 9 2x4 --
4-0-0
Plate
LOADING (psf)
SPACING- 2-0-0
cSI.
DEFL. in (too) I/defl L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.08
Vert(LL) n/a n/a 999
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.12
Vert(CT) n/a n/a 999
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(CT) -0.00 3 n/a n/a
BCDL 10,0
Code FBC2020/TP[2014
Matrix-P
Weight: 10 lb FT = 20%
LUMBER. BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins.
BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or
10-0-0 oc bracing.
REACTIONS. (size) 1=4-0-0, 3=4-0-0
Max Harz I =- 1 4(I-C 10)
Max Uplift 1 =-50(LC 12), 3=-50(LC 12)
Max Grav 1 =92(LC 1), 3=92(LC 1)
FORCES. (to) - Max. Comp./Max. Ten. - All forces 250 (b) or less except when shown.
NOTES- (8)
1) Unbalanced roof live loads have been considered for this design,
2) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=1 16mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; 8=45ft; L=30ft; eave=4ftCat.
11; Exp C; Encl., GCpi=O.l 8; MWIFIRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and
right exposed;C-C for members and forces & MWIFIRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
4) Gable requires continuous bottom chord bearing.
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 100 lb uplift at joint(s) 1, 3.
8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any
particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code."
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies,
J..q.kn Vd- PF, N.,63182
Batt:
March 15,2023
WARNING 0-,gn pa,a—t—, -41READ INOTER ON THIS ANC INCLUDED MITEK REFER- 'CE PAGE M11-7471rev. 5,19/2020 BEF, ORE USE.
Design valid for use only with MiTeklD connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Nil'
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing'
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS1,TP11 Quality Criteria, DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 chesterfield, 100 63017
Job
Truss
Truss Type
Qty
Ply
T30057176
�
TTH 1 -9
�VO4
GABLE
E
F
2
Job Reference (optional)
Builders Firstsouice (Tampa, FL), Tampa, FL - 33564, 8.630 s Nov 19 2022 MiTek Industries, Inc, Tue Mar 14 16:07:15 2023 Page I
ID:tPuYCeVfQTfYt3OC?ZvfnpzlGUH-XUhCl?AJ85BY-4PsfTbSesx?BE33PRUbeG—NeCzazNw
2-1-8 4-3-0
2-1-8 2-1-8
3x6 Scale: 1.5"=l'
5.00 F1 _2 2
3
cc xo
2x4 -_
2x4 _-
4-3-0
4-3-0
LOADING (psf)
SPACING- 2-0-0
CS1.
DEFL, in (Joe) Ildefl L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0,09
Vert(LL) n/a n/a 999
MT20 244/190
TCDI_ 7.0
Lumber DOL 1.25
BC 0.09
Vert(CT) n/a n/a 999
BCLL 0.0
Rep Stress Incr YES
WEI 0,00
Horz(CT) -0.00 3 n/a rile
SCDL 10.0
Code FBC2020/TP12014
Matrix-P
Weight: 11 Ito FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No,2 TOP CHORD Structural wood sheathing directly applied or 4-3-0 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 do bracing.
REACTIONS. (size) 1=4-3-0, 3=4-3-0
Max Harz 1=-16(LC 10)
Max Uplift 1=-55(LC 12), 3=-55(LC 12)
Max Grav 1=101(LC 1), 3=101(LC 1)
FORCES. (lb) -Max. Comp,/Max. Ten. -All forces 250 (11b) or less except when shown.
NOTES- (8)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=l 50mph (3-second gust) Vasd=1 16mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft, 6=45ft; L=30ft; eave=4ft; Cat.
11; Exp C; Encl., GCpi=O.l 8; MWIFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and
right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1,60 plate grip DOL=1,60
3) Building Designer I Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
4) Gable requires continuous bottom chord bearing,
5) This truss has been designed for a 10.0 pat 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 100 lb uplift at joint(s) 1, 3.
8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any
particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code."
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature,
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies,
-r-qui. Val- PE N.�6%192
Mffek Inc, DRA.AUTck USA FL Ccrt 0,14
1023 S? Iulvey 11,14ge Rd,
Cha,stficld, MO 6301
frmn,
March 15,2023
A&WARNING - Vedfy 'vsign nd READ NOMS ON THIS AND fNCLUDE01rA-Eta REFERENCr PAGE NCI 7473,,,,, 19,2020 BEFORE USE.
Design valid for use only with MtrekV connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Welk'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/rIoll Quality Criteria, DSB-89 and SCSI Building Component 16023 Swingley Ridge Rd
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Solis 203 Waldorf, MD 20601 Chesterfield, MO 63017
Job
Truss
Truss Type
Qty
Ply
T30057177�
�
TTH1-9
V05
GABLE
2
1
Job Reference (optional)
Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8,630 s Nov 19 2022 MiTek Industries, Inc, Tue Mar 14 16:07:16 2023 Page I
ID:tPuYCeVfQTfYt3OC?Zvfnpz[GUFI-?gFaELBxvPJPbE-2DB6hA3UAlePV8tLiswkxAfzazNv
4-6-8 9-1-0
4-6-8 74-6-8
4x4 =
Scale= 1 163
.9
0
8 7 6
2X4 G 2X4 11 2X4 11 2X4 11 2x4
LOADING (ps,
SPACING-
2-0-0
TOLL
20.0
Plate Grip DOL
1.25
TCDL
7.0
Lumber DOL
1.25
BOLL
0.0
Rep Stress Incr
YES
BCDL
10.0
Code FBC2020(TP12014
csI.
DEFL. in (too) I/defl Ud
TO 0,10
Vert(LL) n/a n/a 999
BC 0.08
Vert(CT) n/a n/a 999
WB 0.09
Horz(CT) 0.00 5 n/a n/a
Matrix-SH
PLATES GRIP
MT20 244/190
Weight: 30 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No1 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP No,2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.3
REACTIONS, All bearings 9-1-0.
(b) - Max Horz 1 =-43(LC 10)
Max Uplift All uplift 100 lb or less at joint(s) 1, 5 except 8=-127(LC 12),6=-127(LC 12)
Max Grant All reactions 250 lb or less at joint(s) 1, 5, 7, 8, 6
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown
WEBS 2-8=-142/301, 4-6=-142/301
NOTES. (8)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=1 16mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat,
11; Exp 0; Encl., GCpi=0.18; M\AlFRS (directional) and C-C Exterior(2E) 0-9-1 to 3-9-1, Interior(l) 3-9-1 to 4-6-8, Exterior(2R) 4-6-8 to
7-6-8, Interior(l) 7-6-8 to 8-3-15 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and
forces & MWFR$ for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
4) Gable requires continuous bottom chord bearing.
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 100 lb uplift at joint(s) 1, 5 except (jt=lb)
This item has been
8=127,6=127,
electronically signed and
8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any
sealed by Velez, Joaquin, PE
particular building is the responsibility of the building designer per ANSI TPI I as referenced by the building code."
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Jorrrpih, VMAz PE N.15913Z
FLCrt66,34
l6rZ3 Swinliky Rdllte RiL
Cf`x Arrfidd, A10 0017
D.1,Z
March 15,2023
,A WARNING Vfy d,sGn . READ N01 ES ON T HIS AND !NCLUDEuit, rEX REFERENCE PAGE Viz-7473 — 5 1_�12020 BEFOR�, USE
Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall MR,
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Welk'
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TIol4 Quality Criteria, DSB-89 and SCSI Building Component 16023 Swingley Ridge Rd
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017
Job
Truss
Truss Type
Qty
Ply
T30057178
TTH 1 -9
V06
Valley
2
1
�Job
Reference (optional)
builders F irstSource (I arnica, FL). Tampa, FL - 33564,
c7
0
3x6 =
5.00 5_2
8,630 s Nov 19 2022 MiTek Industries, Inc. Tue Mar 14 16:07:17 2023 Page 1
ID: tPuYCeVfQTfYt3OC?ZvfnpzlGUH-UspyShCagiRGDNYEnudwjHOK12iotL—u5aTUi5zazNu
5-1-0
2x4 � 2x4 _-
5-1-0
Scale = 1:9.8
LOADING (pso
TCLL 20.0
TCDL 7.0
BCLL 0,0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1,25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2020/TP12014
CSI.
TC 0,15
BIG 0.26
WS 0.00
Matrix-P
DEFL. in (loc) I/defl L/d
Vert(LL) his n/a 999
Vert(CT) n/a n/a 999
Horz(CT) -0.00 3 n/a n/a
PLATES GRIP
MT20 2441190
Weight: 13 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-0 oc purlins.
BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing,
REACTIONS. (size) 1=4-11-13, 3=4-11-13
Max Horz 1 =-21 (LC 10)
Max Uplift 1=-72(LC 12),3--72(LC 12)
Max Grav 1=132(LC 1), 3=132(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (to) or less except when shown.
TOP CHORD 1-2=-148/287, 2-3=-148/299
NOTES- (8)
1 ) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=1 50mph (3-second gust) Vasd=1 16mph; TCDL=4.2psf; BCDL=3,Opsf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone-, cantilever left and right exposed ; end vertical left and
right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component,
4) Gable requires continuous bottom chord bearing.
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 100 lb uplift at joint(s) 1, 3.
8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any
This item has been
particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code."
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
'r-qui. Vrl- PENN..631$2
M FLriO,14
16023 Stoiuidey Rhnre Rd.
chgv, fid,L M0 6,1017
March 15,2023
V,1ARN"NG Wnlyd,*ign � pararn,.,d READ NOTED AN TN AND INCLUDED Gil -EK REFERENCE PAGE' Nfll-7473 ev D 19,2,20 BEFORE USE
Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not
Bel'
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek'
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TIZ71 Quality Criteria, DSS-89 and SCSI Building Component
16023 Swingley Ridge Rd
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601
chesterfield, MO 63017
Truss
Truss Type
]:,
Ply
LJob
V07
GABLE
1
1
Job Reference o tional
Builders FirstSource (Tampa, FL), Tampa, FL - 33564,
7-3-1
Cil
0
8.630 s Nov 19 2022 MiTek Industries, Inc. Tue Mar 14 16:07:18 2023 Page 1
ID:tPuYCeVfQTfYt3OC?ZvfnpzlGUH-y3MKf1 CCROZ6rX7RLc89GUZWUR5tcnA1 KED2FXzazNt
14-7-8
4x4
TRUSS DESIGNED FOR WIND LOADS IN THE PLANE
OF THE TRUSS ONLY. FOR STUDS EXPOSED TO WIND
(NORMAL TO THE FACE), SEE STANDARD INDUSTRY
Scale = 1:23,7
cs
3x4 r 16 15 14 13 12 11
10 3x4 -1
14-7-8
14-7-8
LOADING (psf)
SPACING- 2-0-0
CS1.
DEFL. in (loc) I/defl L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1,25
TO 0.09
Vert(LL) n/a n/a 999
MT20 244/190
TCDL 7.0
Lumber DOL 1,25
SO 0.08
Vert(CT) n/a n/a 999
BOLL 0.0
Rep Stress Incr YES
WS 0.07
Horz(CT) 0.00 9 n/a n/a
SCDL 10.0
Code FBC2020ITP12014
Matrix-SH
Weight: 64 lb FT = 20%
LUMBER. BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP No,2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.3
REACTIONS. All bearings 14-7-8.
(to) - Max Herz I =1 12(LC 11)
Max Uplift All uplift 100 lb or less atjoint(s) 1, 9,14,15,12, 11 except 16=-146(LC 12), 10=-146(LC 12)
Max Grav All reactions 250 lb or less atjoint(s) 1, 9, 13, 14, 15, 16, 12, 11, 10
FORCES. (to) -Max. Comp./Max. Ten- -All forces 250 (lb) or less except when shown.
NOTES- (9)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=l 50mph (3-second gust) Vasd=1 16mph; TCDL=4.2psf; BCDL=3,Opsf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-7-9 to 3-7-9, Interior(l) 3-7-9 to 7-3-12, Exterior(2R) 7-3-12
to 10-3-12, Interior(l) 10-3-12 to 13-11-15 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer I Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
4) All plates are 2x4 MT20 unless otherwise indicated.
5) Gable requires continuous bottom chord bearing.
6) This truss has been designed for a I O.O 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 100 lb uplift at joint(s) 1, 9, 14, 15, 12,
This item has been
11 except (jt=lb) 16=146, 10=146.
electronically signed and
9) "This manufactured product is designed as an individual building component. The suitability and use of this component for any
sealed by Velez, Joaquin, PE
particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code."
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Jjul. A-0- PE N..68182
NI[f.kInc, DBAAlflekVSA FLC,,vi,1634
161)23 Svinglay Ridge Rd,
ch"W, 110d, MO 6301
D.tr:
March 15,2023
OAFWF NG-Ve,�oesgn � ra,te,, a �nd READ, NOTES ON TH!SAND I NCLJDED rA,_EK RE FERNF >A CGE N1,11 ?473 re, 51-I,.,/2020 BEFORE USF
Design valid for use only with MiTe1<0 connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall lei'
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component 16023 Swingley Ridge Rd
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017
Job
Truss
Truss Type
Oty
Ply
�
T3005718]0 T30057180
TT"
V08
Valley
1
1
Job ice (optional)
Builders FirstSource (Tampa, FL), Tampa, FL - 33564,
5-7-12
8,630 s Nov 19 2022 MiTek Industries, Inc. Tue Mar 14 16:07:19 2023 Page I
ID:tPuYCeVfQTfYt3OC?ZvfnpzlGUH-QFwjsNDqCKizThiduJfOoi5c5rKSLDrBYuybnzzazNs
Scale= 1: 19,6
4x6 =
4
4x4 2x4 11 4x4
11-3-0
11 1�-8
11-3-0
0--8
LOADING (psf)
SPACING. 2-0-0
CS1.
DEFL. in (loc) I/defl L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1,25
TC 0.42
Vert(LL) n/a rile 999
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0,57
Vert(CT) hills n/a 999
BCLL 0.0
Rep Stress Incir YES
WB 011
Horz(CT) O00 3 n/a n/a
BCDL 10,0
Code FBC2020rrPI2014
Matrix-SH
Weight: 37 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No,2 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.
OTHERS 2x4 SP No.3
REACTIONS. (size) 1=11-2-8, 3=11-2-8, 4=11-2-8
Max Herz 1=-84(LC 10)
Max Uplift 1=-104(LC 12),3=-104(LC 12), 4=-196(LC 12)
Max Gray 1 =1 69(LC 21), 3=1 69(LC 22), 4=41 1 (C 1)
FORCES. (lb) -Max. Comp./Max, Ten. -All forces 250 (lb) or less except when shown.
WEBS 2-4=-251/355
NOTES- (8)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vuft=150mph (3-second gust) Vasd=1 16mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=30ft: eave=4ft; Cat.
11; Exp C; Encl., GCpi=0,18; MWFRS (directional) and C-C Exterior(2E) 0-7-9 to 3-7-9, Interior(1) 3-7-9 to 5-7-12, Exterion(2R) 5-7-12
to 8-7-12, Interior(l) 8-7-12 to 10-7-15 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
4) Gable requires continuous bottom chord bearing.
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 100 lb uplift at joint(s) except (jt=lb)
This item has been
1=104, 3=104, 4=196.
electronically signed and
8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any
sealed by Velez, Joaquin, PE
particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code."
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies,
J-q.1a X-0- PE N.,69182
NbTRkTray, DIrAA11TekCSA FLC-t66341
16023S,,Iruny RohfR(L
Drf,,:
March 15,2023
,&VVIIRNING READ NOCIES ON THIS AINDNCLUDED M,17EK RE-,-_RC1,CE PAGE K11, 7473, 5,119,12U00EFORE US'
Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Nil
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS1/7PlI Quality Criteria, DSB-89 and SCSI Building Component 16023 Swingley Ridge Rd
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MID 20601 Chesterfield, MO 63017
Job
Truss
Truss Type
Qty
Ply
T30057181
TTH 1-9
V09
Valley
1
1
Job Reference o tional
Builders FirstSource (Tampa, FL), Tampa, FL - 33564,
3x4 r
2x4 II
8,630 s Nov 19 2022 MiTek Industries, Inc. Tue Mar 14 16:07:20 2023 Page 1
ID: tPuYCeVfQTfYt3OC?ZvfnpzlGUH-uRU54jESzdgg4rHpS 1 BdLvegoFkf4gMKnYi8JQzazNr
7-11-8
3-11-12
4x4 =
3x4
Scale = 1:14.7
=o
0
7-11-0
7- -8
I
7-11-0
0- -8
LOADING (psf)
SPACING- 2-0-0
CSL
DEFL. in (loc) I/dell Lid
PLATES GRIP
TCLL 20,0
Plate Grip DOL 1,25
TC 0.23
Vert(LL) n/a n/a 999
MT20 244/190
TCDL TO
Lumber DOL 1.25
BC 0.32
Vert(CT) n/a n/a 999
BCLL 0.0
Rep Stress Incr YES
WB 0.09
Horz(CT) 0.00 3 n/a n/a
BCDL 10.0
Code FBC2020ITP12014
Matrix-SH
Weight: 25 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 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.
OTHERS 2x4 SP No.3
REACTIONS. (size) 1=7-10-8, 3=7-10-8, 4=7-10-8
Max Herz 1=56(LC 11)
Max Uplift 1=-69(LC 12), 3=-69(LC 12), 4=-131(LC 12)
Max Grav 1=113(LC 21), 3=113(LC 22), 4=275(LC 1)
FORCES. (to) -Max. Comp./Max. Ten. -All forces 250 fib) or less except when shown.
WEBS 2-4=-167/293
NOTES- (8)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=30ft; eave=oft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-79 to 3-7-9, Interior(1) 3-7-9 to 3-11-12, Exterior(2R)
3-11-12 to 6-11-12, Interior(1) 6-11-12 to 7-3-15 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
4) Gable requires continuous bottom chord bearing.
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 100 lb uplift at joint(s) 1, 3 except Ot=lb)
This item has been
4=131.
electronically Signed and
8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any
Sealed by Velez, Joaquin, PE
particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code,"
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
.T ngaitr V"i- PE iticr,6RE32
ifiT'ek Inc, PDA Nblek £';`•~sA Fl, Cent 6634
1604SFsittgir} Rnlgy Rd,
C hest.,&ld, 410 6302'7
Dm,e
March 15,2023
SJ.-Nh=.-,`af�,dgt R0.0 NJ`"CSC ON [HIS rxNCIdL., Ux,E... SFI.}"6f R;3ErENC _ PAGE P-.I 473,er. 19t1024 uE=O'2d USE
Design valid for use only with MiTekO connectors This design is based only upon parameters shown and is for an individual building component, not
a truss system, Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see AMS11rPll Quality Criteria, DS6.89 and SCSI Building Component 16023 Swingley Ridge Rd
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017
Job
Truss --]Truss
Type-
aty
Ply
T30057182
�
TTH 1 -9
V10
Valley
Valley
1
Job Reference (optional)
Builders FirstSource (Tampa, FL), Tampa, FL - 33564,
2-3-
2x4 ��
8.630 s Nov 19 2022 MiTek Industries, Inc. Tue Mar 14 16:07:21 2023 Page 1
ID:tPuYCeVfQTfYt3OC?ZvfnpzlGUH-Me2TH2F4kxyhi?sOOkist6BO—f5Fp8zUOCRirszazNq
4-7-8
3x6 = Scale = 1:8,6
2x4 --
xo
O
ci-bLs 4-7-0
Plate Offsets (X,Y)-- f2:0-3-0,Edgel
LOADING (psO
SPACING- 2-0-0
cSI.
DEFL. in (loc) I/defl L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.14
Vert(LL) n/a n/a 999
MT20 2441190
TCDL 7.0
Lumber DOL 125
BC 0,23
Vert(CT) n/a n/a 999
BCLL 0.0
Rep Stress Incr YES
WI3 0,00
Horz(CT) -0,00 3 n/a n/a
BCDL 10,0
Code FBC2020ITP12014
Matrix-P
Weight: 12 to FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-7-8 oc purlins.
BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or
10-0-0 oc bracing.
REACTIONS. (size) 1=4-6-8, 3=4-6-8
Max Harz 1 =-28(LC 10)
Max Uplift 1=-68(LC 12),3=-68(LC 12)
Max Greiv 1=125(LC 1), 3=125(LO 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES. (8)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=1 16mph; TCDL=4.2psf; BCDL=3,Opsf; h=25ft, B=45ft, L=30ft; eave=4ft, Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterfor(2E) zone; cantilever left and right exposed ; end vertical left and
right exposed;C-C for members and forces & MWIFRS for reactions shown; Lumber DOL=1,60 plate grip DOL=1.60
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
4) Gable requires continuous bottom chord bearing.
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 100 lb uplift at joint(s) 1, 3.
8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any
particular building is the responsibility of the building designer per ANSI TPI I as referenced by the building code."
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
N T�k for, DRA Alffek C-A'A FL Cvrt 4(,14
16023 Swfuldley Wrigo R&
MO 0017
frm,
March 15,2023
WARNING V11r1N d.sla', pa; tin READ NOTES ONITHISAND INCLUDED M! rEK REFERENCE PACE M11-7473,ov 5/19i202,10 BEFORO USE
Design valid for use only with MiTe1<0 connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall Nei'
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPI1 Quality Criteria, OSS-89 and SCSI Building Component 16023 Swingley Ridge Rd
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017
Job
Truss
Truss Type
Qty
Ply
T30057183
TTH 1 -9
Vil
Valley
1
I
Job Reference (optional)
Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Nov 19 2022 MiTek Industries, Inc, Tue Mar 14 16:07:22 2023 Page 1
ID:tPuYCeVfQTfYt3OC?ZvfnpzlGUH-qqcrVOGiVF4YK9RCaRD5QKjB33RkYardFsBFOlzazNp
3-10-0 7-8-0
3-10-0 3-10-0
4x4 =
3x4 -_ 2X4 11
3x4 _—
Scale= 1 14.2
7-8-0
LOADING (psf)
SPACING- 2-0-0
CS1.
DEFL. in (loc) I/defl L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.18
Vert(LL) We n/a 999
MT20 244/190
TCDL 7.0
Lumber DOL 1,25
BC 015
Vert(CT) n/a n/a 999
BCLL 0.0
Rep Stress Incr YES
W3 0,09
Horz(CT) 0,00 3 n/a n/a
BCDL 10.0
Code FBC2020/TP12014
Matrix-SH
Weight: 23 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or
10-0-0 oc bracing.
OTHERS 2x4 SP No,3
REACTIONS. (size) 1 =7-8-0, 3=7-8-0, 4=7-8-0
Max Herz 1 =-35(LC 10)
Max Uplift I =-60(LC 12), 3=-60(LC 12), 4=- 1 27(LC 12)
Max Grav 1=102(LC 21),3=102(LC 22), 4=258(LC 1)
FORCES. (lb) -Max, Comp./Max. Ten. -All forces 250 (b) or less except when shown.
WEBS 2-4=-159/296
NOTES- (8)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=1 16mph; TCDL=4.2psf; BCDL=3,Opsf; h=25ft; B=45ft, L=30ft; eave=4ft-, Cat.
11; Exp C; Encl., GCpi=0.18; MVVFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and
right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1,60 plate grip DOL=1.60
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component,
4) Gable requires continuous bottom chord bearing.
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 100 lb uplift at joint(s) 1, 3 except at=lb)
4=127.
This item has been
8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any
electronically signed and
particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code."
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
J.Aqctn vele� PF NN.,6813Z
F60J, svingley Ridge Rd,
CheAolt,ld"Mo 63917
Dr(,,
March 15,2023
,&VVARMNG Vinfy dqn pa-mM,rs, snd READINOTES ON TH!, AND INCLUDE[ OITEK REFERENCE PAFOif,111 -,473 5;!A2020 BEFORE USE
Design valid for use only with MiTekto connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Dal
building design, Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M!Tek'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSLTP11 Quality Criteria, DSB-89 and SCSI Building Component 16023 Swingley Ridge Rd
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017
SQ'ym bo Is Numbering System I A General Safety Notes
PLATE LOCATION AND ORIENTATION
3/4" 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-`11,16'.
W
For 4 x 2 orientation, locate
plates 0- 'lid' from outside
edge of truss.
This symbol indicates the
required direction of slots in
connector plates.
The first dimension is the plate
4 x width measured perpendicular
A to slots. Second dimension is
the length parallel to slots.
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
V reaction section indicates joint
I number wh re bearings occur.
RR Min size shown is for crushing only.
Industry Standards:
ANSI/TP11: 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 & Bracing of Metal Plate
Connected Wood Trusses.
6-4-8 1 dimensions shown in ft-in-sixteenths
I(Drawings not to scale)
2 3
TOP CHORDS
C1-2 C2-3
WEBS cav 4
ry n
0
0
CL
0
0
BOTTOM CHORDS
8 7 6 5
ESR-1 311, ESR-1 352, ESRI 988
ER-3907, ESR-2362, ESR-1397, ESR-3282
Trusses are designed for wind loads in the plane of the
truss unless otherwise shown.
Lumber design values are in accordance with ANSI/TPI 1
section 6.3 These truss designs rely on lumber values
established by others,
ME
C 2012 MiTekO All Rights Reserved
31
MiTek Engineering Reference Sheet: MII-7473 rev. 5/19/2020
Failure to Follow Could Cause Property
Damage or Personal Injury
1. 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
bracing should be considered.
3. Never exceed the design loading shown and never
stack materials on inadequately braced trusses.
4. Provide copies of this truss design to the building
designer, erection supervisor, property owner and
all other interested parties.
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/TPl 1.
7. Design assumes trusses will be suitably protected from
the environment in accord with ANS11TPI 1.
& Unless otherwise noted, moisture content of lumber
shall not exceed 19% at time of fabrication.
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 after 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 I Quality Criteria.
213he design does not take into account any dynamic
or other loads other than those expressly stated.
PASGS/COUNTY FLO[ DA
PASCO COUNTY
BUILDING CONSTRUCTION SERVICES
8731 Citizens Drive
Suite 230
New Port Richey, FL 34654
727-847-8126
NOT A RE-RIMIF-1-
Receipt Date: 06/26/201
1
Receipt Number: 22 1
Paid.gy Check # CC Auth # Cashier ID Workstation
Paper Check 48696 DBELLEFEUILLE BCCITLOAN97L
Fee !jaarriptien Amount Paid
Impact Fee Residential Solid Waste Single Family 34.17
Total Payments: $34.17
Pa Ao—r Address Phone
Starlight Homes Florida, LLC
Comments:
0226210310000000050
6167 Daerr Ridge St
While you will be Peylhgyour bill with Pasco County Building Construction Services, the full amount of the credit card or e-check fees, NOT shown above, is
collected by First Billing payment services.
myreportslrepottsllproductionIPASCOICustomer Receipt v1f Converted.rpt Print Date: 06/26/2023 Page 1 of 1