HomeMy WebLinkAbout23-6101U
City of ;tephyrhills
5335 Eighth Street
Zephyrhills, FL 33542
BNR-006101-2023
Phone: (813) 780-0020
Fax: (813) 780-0021
Issue Date: 05/30/2023
Pe7rmill I e: Buildi�_V New (Residential
7, T\,
7
6183 Daerr Ridge St 02 26 210310 00000 0090
Name: STARLIGHT HOMES FLORIDA LLC Permit Type: Building New (Residential) Contractor: STARLIGHT HOM
Class of Work: Townhome FLORIDA LLC
Address: 9720 Princess Palm Ave Ste 130 Building Valuation: $95,176.16
TAMPA, FL 33610 Electrical Valuation: $6,155.00
Phone: (813) 819-0199 Mechanical Valuation: $7,705,00
� A
;
Plumbing Valuation: $8,406.00
Total Valuation: $117,442,16
Total Fees: $13,462.18
Amount Paid: $13,462,18
Date Paid: 5/30/2023 9:02:02AM
CONSTRUCT TOWNHOME 1386 SO FT
Electrical Permit Fee $70,78 Plumbing Permit Fee $82.03
Transportation Impact Fee $3,445.20 Plumbing Valuation Fee $41.02
Sewer Connection Residential Fee $2,400.00 Water Connection Residential Fee $1,140.00
Address Fee $30,00 Electrical Plan Review Fee $3539
SIF 1 percent Fee $3153 Transportation Impact Fee - City $34.80
Public Safety Impact Fee -Police $254.00 Building Plan Review Fee $257,94
3/4 Water Meter Residential Connection Fee $794.92 Mechanical Permit Fee $78.52
Park Impact Fee - Single Family/Townhome $769.56 Mechanical Plan Review Fee $39.26
Fire Wall/Smoke Wall Inspection $15.00 School Impact Fee - Single Family $3,35100
Public Safety Impact Fee -Admin $26.35 Driveway Fee $45.00
-_ Building Permit Fee $515.88
REINSPECTION FEES: (c) With respect to Reinspection fees will comply with Florida Statute 553,80(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."
accordance with City Codes and Ordinances. NO CCUPANCY BEFORE C.O.
RUMOMM
.............
PE IT 67EU
:* �,W 4
4
City of Zephychilis Permit Application
Building Depalunarit
Oats Reaatvod Phone Contact for Porr
I 1 4 4 0 4 4 41
Owoar`3 Namo Starlight Homes FL LLC OwnarPhono Number 813-819-0199
Owner's Address 9E72:0:P(:,.c.:sEPal:m:A�,.:S:uit.:140:Tamp. Tampa 33619 Ovinor Phone Numbor
Fee Shriplo Tlitalto4der Name OwnarPlvorro Number
Fee Simple TRIchotdor Address
6183 DAERR RIDGE STREET Zephyrhills, Fl. 31i::z :1
�WIN W
02 26 210310 00000 0090
WORK PROPOSCO I1W COMM ADDIALT [=
SIGN 0 CD DEMOLISH
[3 :NSTALL RepAiR
[n
PROPOSED USC 0 8FR 0 00MM E=j
07HER
TYPE OF CONSTRUCTION E3 BLOCK C) FRAME =
STEEL 0
0rSCR(PTIONOF WORK
---N e-w Residential Construction
WILDING SIZE E 1692 1 10 FOOTAGE
IIEIGIAT=
1VW lt'K'4(*C'C*C*-(-,E-CCVVC-CVVILE'VVV-C". (*Jc'c"t*rc*c""t.cTct*<"CC"t't't'CCCVCCrL-CCCC.,CC,4-4vvc*rc-,V.LK-t
rzJaUlLOING
L $95, 1=76.16
VALVATION OF TOTAL CONSTRUCTION
C-]UCCTRICAL
$
AMP SERVICE
ED PROGRE$$F,4ERGY
j=PLUMOING
[=]NICOMANICAL S
VALLIATIONOFMCGRANICAL.
INSTALLATION
MGAS 0 ROOFING 0 SPECIALTY =
OTIVER
FlNli�WO FLOOR ELEVAILONS FLOODZONCAREA
EDYES
----------------
Starlight Homes FL LLC
Err
COMPANY
StO Z%RC
Ljs� Lly ""
Add,.t. 97240 Princass Palm Ave, S I Ufte 140 Tampa Fl. 5 19
Llconsaol CGC1524497
7
ELECTRICIAN 4.
F
SIGNATURE
N FEECURR6 N
LWL-j =--j
Address
Licansaft 7 _7
KLUWER
CONIPANY
ayonet, Plumbing Heating ��Air Conditioningi
SIGr4ATURE PCOISIVAEO
Y N rgecuoviet
LXLN-J-
bnojl�-W—Y—or k Aven uej!uds on, R3466
=CFCO42998
fAWIANICAL COMPANY
Address 1--V-95-0N—i!wYork-A—veutw, i 66sate ][134667 I
OTHER COMPANY
SIGNATURC ACCIG76AEO
Address e '�k
RE66SrUfAL Attach (2) P;01 Plans; (2) 3 017 of a vil.dina Plan s: (1) s at of Energy Fort ns' P,0411 Permit to r a mv comtruction,
Wien= tan (to) working days allot submit I at data, A equtrtd onsita, C an structlon Plans, $I annoia ter Plans w/ S -11 Fence Installed,
Sanitary Facilifiios It I durspstcr, Vita Work Parmit for sub dkvrhIon0a:gt pcqlt�is
CO,'MACRCIA1. Attach (2) complete set s or Buitding Plans plus a Life Safety Page; (1) set of Energy Form s - R-OAV P a mul (or neyj coa & truction.
infruum tan (10) working days attar submAtat data. Requited onsike. Can stracilon Plans, SionivaW Plans vil SK Fence Installed,
sanitary Facilitlo s & I cfurnpster, Site WA PanOa for a!t new Projects. M tomm ctdol (c itul(eirenis must moat com ptlanco,
SIG,': PERMIT Altach 121 sets of Engineered Plans.
—'PROPERTY SURVEY required for all NWconstrullion.
Directions:
Fia out application completely.
It overjU00, a Notice ofCorninonectnentla (equited.(AIC upgrades ovor$7600)
- Avj a nt (tor the covitt actor) of Power of Aftemay (for the ity.fto 0 would b a sorn a* so "Ih Aritarica d fell CC (COM ovAct au lWting same
OVER 1111C COUNTER PERfAITTiNG (copy i(contwl required)
Aclat-4 0 sUngles Seviers Service Vporades A/C Fences (Plot/SuryeirlFcalage)
Dilvoways-Not over Counter it an public (oa4VAys.AC44% ROVI
813-780-0020 City of Zephyrhills Permit Application Fa*813-780-0021
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 law, both the owner and
contractor may be cited for a misdemeanor violation under state law, It 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, If 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 Wit be responsible. It 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, Wit be identified a(the time of permitting. 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. it the project does not Involve a certificate of occupancy or final
power release, the fees must be paid prior to permit issuance. Furthermore, If Pasco County WaledSewer 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 or the "Florida Construction Lien Law —Homeowner's Protection Guide* prepared by the Florida Department of
Agriculture and Consumer Affairs. If the applicant is someone either than the "owner", I certify that I have obtained a copy of the above described
document and promise In good faith to deliver it tothe "owner'prior to commencement.
CONTRACTOR'SIOWNER'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 will 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 It is 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, WateriWastewater Treatment.
Watercourses.
- Army Corps of Engineers -Seawalls, Docks, Navigable Waterways,
- Department of Health & Rehabilitative Services/Environmental 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 fill, 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.
I VIVI I ilea Jklill I#] M T61- 1111 1 1
Ktwnt
as Identification.
Notary Public
Commission No �8235
Tonya Pollard
ffante _0rNotary Typed, Printed or —stamped
. . . . . . . . . . I
ow;. Notary Public State of Flomia
Torlya Pollard
My Commission HH 138235
00 Expires 06M12025
..........
MEMIM
Subscribed and sworn to affirmed) before me this
_b
Who Ware qw1onallyknown Ao-mr-or hasthave produced
't
ific; n.
Notary Public
ir
Commission No.138235
-
Tonya Pollard
Name Of Notary typed, printed or stamped
Permit No. Parcel to No
NOTICE OF COMMENCEMENT
State of Florida County of 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 Townhomes Building I Lot 9
Street Address: 6183 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
Name
9720 Princess Palm Ave Suite 140 Tampa
FL
Address city
State
Interest in Property: Owner
Name of Fee Simple Titleholder: NfA
(If different from Owner listed above)
Address city
State
4. Contractor: Slarfaht Homes FL. LLC
Name
9720 Princess Palm Ave . Suite 140 Tampa
FL
Address City
State
Contractor's Telephone No.: 113-819.0199
5. Surety
Name
Address city
State
Amount of Bond: Telephone No.:
6. Lender:
Address city State
Lenders 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 71313(1)(a)(7), Florida Statutes:
city State
Telephone Number of Designated Person:
8. In addition to himself, the owner designates NIA Of —
to receive a copy of the Lienor's 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): N/A
AND POSTED C
LENDER OR AN
BE
ILT
Under penalty of perjury,,I declare that I have read the foregoing notice c��nd I dt the o7t (ad therein are true to the best
of my knowledge and belief,
STATE OF FLORIDA
COUNTY OF PASCO
Darryl Colwell -Authorized Representative.
Signatory's Tille/Office
The foregoing instrument was acknowledged before me thisl4thday of±jPrII 3, by Darryl Colwell
20L
as Authorized Representative (type of authority, a. , officer, trust a, attorney in fact) for
"a
,am. �� d , i" �aoexeyun fact) for
Starlight Homes FL, LLC (name I pa on behalf:of wh at inst nt was executed).
Personally Known 0 QR Produced Identification ❑ Notary:Signature
Type of Identification Produced Name (Print) Torrya Pollard
Noteq PUbM SM�te Flodds
T,rrya POP-ld
My Commission HH 138235
Exqkes OW412026
wpdatafbcs/noVicecommencement_pcO53048
Products
PlotID
Length
Product
Plies Net
Otg Fab Tgpe
FJ 1
20 00-00
16"
BCI
4500s-1.8
2 10
MFD
FJ2
5-00-00
16"
BCI
45BBs-1.8
2 10
MFD
FJ3
20-00-00
16"
BCI
6000s-LB
1 55
MFD
FJF
20-00-00
16"
BCI
6000s-1.8
1 10
MFD
FJ5
16-00-00
16"
BCI
6000s-1.8
1 35
MFD
FJ6
4-00-00
16"
BCI
6000s-1.8
1 5
MFD
Rm 1 12-00-00 1-1 /8" x 16" BC RIM BOARD OSB 1
Bk 1 2-00-00 16" BCI 6000s-1.8 1
51 FF
50 FF
DEANNG HEIGHT 56HEPULE
M
MI
Hanger List
H1 HTU26
H2 IUS3.56/16
H3 IUS2,37/16
NOTES:
1.) REFER TO HID 91 (RECOMMENDATIONS FOR
HANDLING INSTALLATION AND TEMPORARY DRAGING)
REFER TO ENGINEERED PRAWIN65 FOR PERMANENT
DRAGING REQUIRED.
2.) ALL TRUSSES (INCLUDING TRU55E5 UNDER
VALLEY FRAMING) MUST DE COMPLETELY
DECKED OR REFER TO DETAIL V105 FOR
ALTERNATE DRAGING REQUIREMENTS.
3.) ALL VALLEYS ARE TO DE CONVENTIONALLY
FRAMED DY DUILDER.
4) ALL TRUSSES ARE DESIGNED FOR 2' o.c.
MAXIMUM SPACING, UNLE55 OTHERWISE NOTED.
5) ALL WALL5 SHOWN ON PLACEMENT
PLAN ARE CON51PEREP TO DE LOAD
BEARING, UNLE55 OTHERWISE NOTED.
6.) 5Y42 TRUSSES MUST DE INSTALLED
WITH THE TOP DEING UP,
7,) ALL ROOF TRU55 HAN6ER5 TO DE 51MP50N
HTU26 UNLESS OTHERWISE NOTED. ALL
FLOOR TRU55 HANGERS TO DE SIMPSON
THA422 UNLE55 OTHERWISE NOTED,
8.) DEAM/HEADE R/L INTEL (HDR) TO DE
FURNISHED DY BUILDER.
SHOP DRAWING APPROVAL
TH15 LAYOUT 15 THE 50 E 50URGE FOR FAD916ATION OF
TRU55E5 AND V0105 ALL PREVIOUS ARCHITECTURAL OR OTHER
TRU55 LAYOUTS. REVIEW AND APPROVAL OF THI5 LAYOUT MU5T
DE RECEIVED DEFORE ANY TRU55E5 WILL DE DUILT. VERIFY ALL
60NDITION5 TO INSURE AGAINST CHANGE5 THAT WILL RE5M-T
IN EXTRA 6HAR6E5 TO YOU.
Rcq-ud kh'l ry Date
Approved by: Date:
6'jBuilders
FirstS urce
Orlando
PHONE: 407-851-2100 FAX: 407-651-7111
Plant City
PHONE: 813-75G-5951 FAX: 515-752-1532
Starlight Homes
MODEL
Tyson TH 5 Unit
LEGAL ADDRE55: 015ION:
Lots 10-14 56ALE: NT5
DATE: DRAWN DY. JOD 1:
4-5-23 Rick
DESCRIPTION: LOT(S)10-14 TYSON TOWNHOMES, ACCORDING TO ^� SEC. 2, TWP. 26 S RNG 21 E.
THE PLAT THEREOF, RECORDED IN PLAT BOOK— PAGE(S)_, OF SITE PASCO COUNTY, FLORIDA
THE PUBLIC RECORDS OF PASCO COUNTY, FLORIDA. (NOT A SURVEY)
(i"YSC)1\I TOWNHOMES)
CURVE
RADIUS
cs
3a.0o
C 15
49.00
C 16
49.00
C 17
49.00
EX 102.96'
LEGEND:
= PROPOSED DRf
(00.00) = PROPOSED GRADE
E-00.00 = EXISTING GRADE
* = 10.00' UTILITY EASEMEI
17LWOIM
LOT GRADING TYPE =N/A
PROPOSED PAD ELEVATION
FRONT SET BACK = 20'
SIDE SET BACK = 10'
REAR SETBACK = 15'
LOT -_
LIVING AREA -
ENTRY =
GARAGE -_
COVERED LANAI =
PATIO -
POOL AREA
CONC. DRIVE -
A/C & CONC PAD --
SIDEWALK
SIDE YARD SWALE -
CONSERVATION AREA =_
LOT OCCUPIED
AREA TO IRRIGATE _
LIVING AREA: 7 I'
♦ : i 1101110
TI,i, fITC DI AAi -,I r.-ifP 1 T--
APPARENT FLOOD HAZARD ZONE: 'X" COMMUNITY NO. 120235
(MAP NUMBER 12 10 1 C-0452-F) EFFECTIVE DATE: 09/26/2014
APPARENT FLOOD HAZARD ZONE: 'X" COMMUNITY NO. 120235
(MAP NUMBER 12 10 1 C-0456-F) EFFECTIVE DATE: 09/26/2014
- AHL LLINU IN
(D) = DEED
INV = INVERT
PC = POINT OF CURVE
(R) = RECORD
A/C -AIR CONDITIONER
D.E= DRAINAGE EASEMENT
LB =LICENSED BUISNESS
PCC = POINT OF COMPOUND CURVE
RNG = RANGE
AF =ALUMINUM FENCE
EL OR ELEV = ELEVATION
L.E = LANDSCAPE EASEMENT
PCP = PERMANENT CONTROL POINT
RRS = RAIL ROAD SPIKE
BEE = BASE FLOOD ELEVATION
EOP - EDGE OF PAVEMENT
LEE = LOWEST FLOOR ELEVATION
P/E = POOL EOUIPMENT
R/W = RIGHT OF WAY
BM = BENCH MARK
ESM'T = EASEMENT
LS = LICENSED SURVEYOR
PG = PAGE
SEC = SECTION
C = CURVE
F/C = FENCE CORNER
(MI = MEASURED
PI = POINT OF INTERSECTION
SN&D = SET NAIL AND DISK
(C) = CALCULATED
FCM = FOUND CONCRETE
MES = MITERED END SECTION
PK =PARKER KALON
LB#8183
,, = CENTERLINE
MONUMENT
NCF = NO CORNER FOUND
R = PROPERTY LINE
SIR = SET 1/2" IRON ROD LB# 8183
CLF = CHAIN LINK FENCE
AP = FOUND IRON PIPE
O/A = OVERALL
POB = POINT OF BEGINNING
TBM = TEMPORARY BENCH MARK
CMP = CORRUGATED METAL PIP
COL = COLUMN
FIR = FOUND IRON ROD
OHW - OVERHEAD WIRE(S)
POC = POINT OF COMMENCTMENT
TOE = TOP OF BANK
CONC = CONCRETE
FN&D = FOUND NAIL & DISK
O.R. = OFFICIAL RECORDS
POL = POINT ON LINE
TWP = TOWNSHIP
C=CONCRETE SLAB
FOP = FOUND OPEN PIPE
(P) = PLAT
PRC = POINT OF REVERSE CURVE
U.E = UTILITY EASEMENT
=
CST CLEAR SIGHT TRIANGLE
FPP = FOUND PINCHED PIPE
PIT= PLAT BOOK
PRM = PERMANENT REFERENCE MONUMENT VF = VINYL FENCE
DB #6265
1.) Current title information
SURVEYOR'S MOTES: SURVEYOR'S CERTIFICATE
on the subject property had not been This certifies tha �ti f the hereon described
ate of Plan:1-30-23
furnished to Initial Point
Land Surveying, LLC. at the time
of this property w e
�41rty%supervision and
WG:L 10-14 TSYON TH-SITE
SITE PLAN meets t ii
p
2.) This sketch was prepared without the benefit of a title search, surve a
I c>'s° Practice for
bw i card of Land
No instruments of record reflecting ownership, easements or Survcpors i r 1 thrc®$�gh
File: rights -of -way were furnished to the undersigned, unless otherwise 5 I .0 A I
Drawn by: DJB shown hereon. t o n47 k?Jait�2
3.) Roads, walks, and other similar items shown hereon were taken tat Y e y
Checked byJH from engineering plans and are subject to survey. -s D®e02e�
,
RE e..
REVISIONS 4.) This SITE PLAN does not reflect nor determine ownership. 0 Pate;
5.) This SITE PLAN is subject to matters shown on the Plat of la)9: ---05'00'
"TYSON TOWNHOMES" Jeff M.a` ate
6.) Dimensions shown hereon are in feet and decimal portions FLORIDDOR AND
thereof. MAPPER NC► 1�83
7.) Contractor and owner are to verify all setbacks, building
dimensions, and layout shown hereon prior to any construction, NOT VALID WITHOUT THE ORIGINAL
and immediately advise Initial Point Land Surveying, LLC. of any SIGNATURE AND SEAL OF A FLORIDA
deviation from information shown hereon. Failure to do so will be LICENSED SURVEYOR AND MAPPER
PROPOSED ELEVATIONS AND GRADING
SHOWN HEREON ARE TAKEN FORM THE
ENGINEERING PLANS OF
"CLINTON CORNER SUBDIVISION", PREPARED
BY BEACON CIVIL ENGINEERING PROVIDED
BY CLIENT
VINYLFENCE
CONC
= ASPHALT -
`WOOD FENCE
\ - \ _
CHAIN LINK FENCE
= BRICK
x R
ALUMINUM FENCE
= COVERED
��
1708 Water Oak Drive
Tarpon Springs, Florida
YP�P a s
Phone: (727)-831-1990
TWP I.Ni RINm
RGIW Rc IE
FioridaPLS7123@gmail.com W Z
TWP
p 1.S TWPIS
as IGIW RG.IEno�
LB#8183
141
0> e
Initial Point Land Surveying, LLC.
DESCRIPTION: LOT(S)10-14 TYSON TOWNHOMES, ACCORDING TO ' p LANSEC. 2, TWP. 26 S, RNG 21 E.
THE PLAT THEREOF, RECORDED IN PLAT BOOK_ PAGE(S)_ OF I- PASCO COUNTY, FLORIDA
THE PUBLIC RECORDS OF PASCO COUNTY, FLORIDA. (NOT A SURVEY)
(TYSC)N TC)WNHOMES)
CURVE RADIUS
C5 30,00
C 15 49.00 .�___.
C 16 49.00
C l 7 49.00
EX 102.96'
LEGEND:
= PROPOSED DR/
(00.00) = PROPOSED GRADE
E-00.00 = EXISTING GRADE
* = 10.00' UTILITY EASEMEP
�•R
LOT GRADING TYPE =N/A
PROPOSED PAD ELEVATION
FRONT SET BACK = 20'
SIDE SET BACK = 10'
REAR SETBACK = 15'
LOT
LIVING AREA =_
ENTRY -
GARAGE -
COVERED LANAI PATIO =_
POOL AREA =
CONC. DRIVE -
A/C & CONC PAD =_
SIDEWALK =
SIDE YARD SWALE -
CONSERVATION AREA =_
LOT OCCUPIED =
AREA TO IRRIGATE -
PROPOSED:
WING
AREA:
R E A y r
NORTHELEVATIOIS REFERENCED TO
I�I I sl N iw I A VERTICAL
�I a f i •
Thic CITG P1 ANf 73rr3n ,i f— i r—tifi—I Tn
APPARENT FLOOD HAZARD ZONE: "X° COMMUNITY NO. 120235
(MAP NUMBER 12 10 1 C-0452-F) EFFECTIVE DATE: 09/26/2014
APPARENT FLOOD HAZARD ZONE: 'X" COMMUNITY NO. 120235
(MAP NUMBER 12 10 1 C-0456-F) EFFECTIVE DATE: 09/26/2014
���I
(D) = DEED
INV = INVERT
PC = POINT OF CURVE (R) = RECORD
A/C = AIR CONDITIONER
D.E= DRAINAGE EASEMENT
LB =LICENSED BUISNESS
PCC = POINT OF COMPOUND CURVE RNG = RANGE
AT = ALUMINUM FENCE
EL OR ELEV = ELEVATION
L.E = LANDSCAPE EASEMENT
PCP = PERMANENT CONTROL POINT RRS = RAIL ROAD SPIKE
BFE = BASE FLOOD ELEVATION
EOP = EDGE OF PAVEMENT
LEE = LOWEST FLOOR ELEVATION
P/E = POOL EQUIPMENT R/W = RIGHT OF WAY
BM = BENCH MARK
ESM'T = EASEMENT
LS = LICENSED SURVEYOR
PG = PAGE SEC =SECTION
C = CURVE
F/C = FENCE CORNER
(M) = MEASURED
PI = POINT OF INTERSECTION SN&D = SET NAIL AND DISK
(C) = CALCULATED
FCM = FOUND CONCRETE
MES = MITERED END SECTION
PK =PARKER KALON LB#8183
t = CENTERLINE
CLF = CHAIN LINK FENCE
MONUMENT
NCF = NO CORNER FOUND
t = PROPERTY LINE SIR = SET 1/2" IRON ROD LB# 8183
CMP = CORRUGATED METAL PIP
HP = FOUND IRON PIPE
O/A = OVERALL
POB = POINT OF BEGINNING TBM = TEMPORARY BENCH MARK
COL = COLUMN
FIR = FOUND IRON ROD
OHW = OVERHEAD WIRE(S)
POC = POINT OF COMMENCTMENT TOB = TOP OF BANK
C =CONCRETE
FN&D = FOUND NAIL & DISK
O.R. = OFFICIAL RECORDS
POL = POINT ON LINE TWP = TOWNSHIP
S =
C/S = CONCRETE SLAB
FOP = FOUND OPEN PIPE
(P) = PLAT
PRC = POINT OF REVERSE CURVE U.E = UTILITY EASEMENT
CST =CLEAR SIGHT TRIANGLE
FPP = FOUND PINCHED PIPE
PB = PLAT BOOK
PRM = PERMANENT REFERENCE MONUMENT VF =VINYL FENCE
JOB #6265
SURVEYOR'S NOTES-
SURVEYOR'S CERTIFICATE
Date of Plan:1-30-23
1.) Current title information on the subject property had not been This certifies tha f the hereon described
furnished to Initial Point
Land Surveying,LLC. at the time
of this propertywt'!�a e �i#y�supervisdn and
DWG'L10-14 TSYON TH SITE
SITE PLAN
2.) This sketch was prepared without the benefit of a title
meets t � li I ti�s� Practice for
h„ � �yf
search. survey asS� bil and of Land
No instruments of record reflecting ownership, easements or Surv$ors I r e � 1 thr® gh
File: rights -of -way were furnished to the undersigned, unless otherwise 5 I .0 FI 1 U +�
Drawn by: DJB shown hereon. p t o i n 47?.�Z� FI �� e �t
3.) Roads, walks, and other similar items shown hereon were taken to Je a tl
Checked byJH from engineering plans and are subject to survey. "I
4.) This SITE PLAN does not reflect nor determine ownership. 0 T Fate':, .02,0 1
REVISIONS 5.) This SITE PLAN is subject to matters shown on the Plat of Ipdi9: �° a5'(j�'
'TYSON TOWNHOMES" Jeff M,�.a � ate
6.) Dimensions shown hereon are in feet and decimal portions FLORID 9 I� %OR AND
thereof. MAPPER NCB® 1 3
fi,) Contractor and owner are to verify all setbacks, building
dimensions, and layout shown hereon prior to any construction, NOT VALID WITHOUT THE ORIGINAL
and immediately advise Initial Point Land Surveying, LLC. of any SIGNATURE AND SEAL OF A FLORIDA
deviation from information shown hereon. Failure to do so will be LICENSED SURVEYOR AND MAPPER
PROPOSED ELEVATIONS AND GRADING
SHOWN HEREON ARE TAKEN FORM THE
ENGINEERING PLANS OF
"CLINTON CORNER SUBDIVISION", PREPARED
BY BEACON CIVIL ENGINEERING PROVIDED
BY CLIENT
VINYL FENCE
CONC
WOOD FENCE
= ASPHALT ---
` ----
CHAIN LINK FENCE
= BRICK
X # -
ALUMINUM FENCE
=COVERED
1708 Water Oak Drive
�S�E
Tarpon Springs, Florida
8 s
Phone: (727)-83 i 1990
Q WP.IN ,WR_1_N_m
RGA W RGA E
FloridaPLS7123@gmail.com W
y TW° 1, iWP. I.S.
LB# 8183
xa RG 1 W RGA e.
0
P®
Initial Point Land Surveying, LLC.
Site Information: 16023 Swingley Ridge Rd
Customer Info: Starlight Homes Project Name: TTH10-14 Model: 5 unit A Chesterfield, MO 63017
Lot/Block: 10-14 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: FBC2020/TPI2014 Design Program: MiTek 20/20 8.5
Wind Code: ASCB 7-16 Wind Speed: 150 mph
Roof Load: 37.0 psf Floor Load: N/A psf
No.
Seal#
Truss Name
Date
No.
Seal#
Truss Name
Date
1
T30256531
CIA
4/7/23
15
T30256545
T06A
4/7/23
2
T30256532
C3A
4/7/23
16
T30256546
T07
4/7/23
3
T30256533
CA
4/7/23
17
T30256547
T07A
4/7/23
4
T30256534
CJ3
4/7/23
18
T30256548
T09
4/7/23
5
T30256535
EJ5
4/7/23
19
T30256549
T10
4/7/23
6
T30256536
HJ5
4/7/23
20
T30256550
TIOA
4/7/23
7
T30256537
T01
4/7/23
21
T30256551
TI1
4/7/23
8
T30256538
T02
4/7/23
22
T30256552
V03
4/7/23
9
T30256539
T03
4/7/23
23
T30256553
V07
4/7/23
10
T30256540
T04
4/7/23
24
T30256554
V08
4/7/23
11
T30256541
T04A
4/7/23
25
T30256555
V09
4/7/23
12
T30256542
T05
4/7/23
26
T30256556
V10
4/7/23
13
T30256543
T05A
4/7/23
27
T30256557
V11
4/7/23
14
T30256544
T06
4/7/23
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
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.
gj%IIIIfd##
SOU IN
No 68182
13 g, STATE OF
1Fi7`tl, iae. Z>i3_i �tzTeB: C`S,i FL C:et't c�63d
1302:3 '+ ngie RidRidg e Rd, tit t rR0d,A4iz £3C11?
M Ft
April 7,2023
Velez, Joaquin I of I
Truss
Truss Type
Qty
Ply
T30256531
;;EC
IA
Jack -Open
4
1
Job Reference (optional)
Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Nov 19 2022 MiTek Industries, Inc. Thu Apr 6 08:58:25 2023 Page 1
ID:tPuYCeVfQTfYt3OC?ZvfnpzlGUH-DLn5I XaVAOt5zrRUBrNLZD5Hoi_e8wnpzlVlrRzTUVy
-1-0-0 1-7-10
1 _i3 1-7-10
Scale = 1:9.0
2x4 =
1-7-10
1-7-10
LOADING (par) SPACING- 2-0-0 CS1. DEFL. in (Ioc) I/defl Lid PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 Vert(Ll -0.00 2 >999 240 MT20 2441190
TCDL 7.0 Lumber DOL 1.25 BC 0.03 Vert(CT) -0.00 2 >999 180
BCLL 0,0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a
BCDL 10.0 Code FBC2020ITP12014 Matrix-P Weight: 7 to FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-7-10 oc puffins.
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=82(LC 12)
Max Uplift 3=-26(LC 9), 2=-1 22(LC 12)
Max Grav 3=31(LC 17), 2=1 32(LC 1), 4=32(LC 3)
FORCES, (b) - Max. Comp./Max, Ten. - All forces 250 (to) 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.
II;
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 / 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 pat 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 26 lb uplift at joint 3 and 122 b uplift at
joint 2.
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.qnfti N r1cz PE N.,68182
.Nlirck Inc, DBA AM ek t AA PL k 't 0634
16023 Siungky Ridge R,L
DctP;
April 7,2023
iD,--,zN;m- Vom an,tj, s ms REA,,, AN 1_ 11 S' AND 'ICL� 'DED ',11TEK RE NC AG= ',Ah! 74 73 9, 20,20 B E R Sz
Design valid for use only with Mn eke, 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 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 ANSIffloll Quality Criteria, DSB-89 and BCSI Building Component 16023 SMngley Ridge Rd
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017
Job
Truss
s
lly
Ply
T302565 32
TTH10-14
C3A�
Job Reference (optional)
builders I- ir$tZ)Ource (I arnpa, FL),
lamps, I-L - ozib(54, bbJU S Nov U 2U22 IVhIeK Industries, Inc, 1 hu Apr 6 06:bb:26 2023 Pagel
ID: tPuYCeVfQTfYt30C?ZvfnpzfGU H-hXLTEtb7xK?yb?OglYva6RdQO6JZtN 1 zCyEJ NtzTUVx
-1-0-0 i 3-3-10
1-0-0 3-3-10
2x4 =
Scale = 1:13,2
3-3-10
LOADING (pso
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/defl Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.26
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 n/a
BCDL 10.0
Code FBC2020fTPI2014
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=1 26(LC 12)
Max Uplift 3=-80(l-C 12), 2=-1 38(LC 12)
Max Grav 3=81 (LC 17), 2=1 88(LC 1), 4=62(LC 3)
FORCES. (1b) -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=l 16mph 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 Exterion(2E) -1-0-0 to 2-0-0, Interior(l) 2-00 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=11.60
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 80 lb uplift at joint 3 and 138 lb uplift at
joint 2.
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,
'r-q.4, vd- PE -.1"Asl82
NIIT,k 4m, DBA.Milek VA FL (,t 6634
1021 S,fugley Ridp RA,
chte, flMO, N10 6301
Wt,.
April 7,2023
VVARN N G ;a, N 111d- N01 I' S anti NCUXXEZ ' ',MliTEK'REFERENC� PAO�a '4�� v 5
Design valid for use only with MiTelc!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 Wit
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing - k'
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the We
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS1VTPI1 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, IVID 20601 Chesterfield, MO 63017
Job
Truss
Truss Type
Oty
Ply
T30256533
!TTH10-14
Cil
Jack -Open
4
1
-
Job Reference bioporial)
Builders FirstSource (Tampa, FL), Tampa, FL - 33564,
2x4 =
8,630 s Nov 19 2022 MiTek Industries, Inc. Thu Apr 6 08:58:27 2023 Page I
ID: tPuYCeVfQTfYt3OC?ZvfnpzlGUH-9kvrSDblie7pC9bsJGQpeeAdHWgEcpH6Qc—svJzTUVw
1-4-14
Scale = 11A
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 FBC2020/TP12014
cSI.
TC 0.12
BC 0.02
WB 0.00
Matrix-P
DEFL in (loc) Ildeff 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: 6 to FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No,2 TOP CHORD Structural wood sheathing directly applied or 1-4-14 oc puffins.
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=65(LC 12)
Max Uplift 3=-17(LC 9), 2=-129(LC 12)
Max Grav 3=19(LC 17), 2=127(LC 1), 4=27(LC 3)
FORCES. (1b) - 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 0; 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 / 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 17 lb uplift at joint 3 and 129 lb uplift at
joint 2.
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,
R-10'k A"l- PE N.,68182
Nbfrklg,,DBANDI,�k,SA FLI—,vt66,14
160,23S,,inido, RulgR(L
Ch-ft-rfi0d, S10 6,1011
April 7,2023
,&AIARMNG VN NOYES ON %r RE=ERENCE AGE V73 ;ov 92020 BEFORE ;Sf
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 Wek'
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 ANS11TPII 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, MID 20601 Chesterfield, MO 63017
Job
Truss
Truss Type
Qty
Ply
T30256534
Lb
TTH10-14
CJ3
Jack -Open
4
1
Reference
Builders FirstSource (Tampa, FL), Tampa, FL - 33564,
2x4 =
&630 a Nov 19 2022 MiTek Industries, Inc. Thu Apr 6 08:58:28 2023 Page 1
ID:tPuYCeVfQTfYt3OC?ZvfnpzlGUH-dwTEfYcNTxFgqJA3tzx2BsikTwzNLGWGfGjPRIzTUVv
3-9-11
Scale = 1: 1 2A
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 0,35
Vert(LL) -0.01 2-4 >999 240
MT20 244/190
TCDL 7.0
Lumber DOL 1,25
BC 0.15
Vert(CT) -0.02 2-4 >999 180
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(CT) -0.00 3 nla n1a
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 Harz 2=1 19(LC 12)
Max Uplift 3=-87(LC 12), 2=-1 53(LC 12)
Max Grant 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=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(l) 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 & M\AfFRS 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 87 Ild uplift at joint 3 and 153 lb uplift at
joint 2.
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.
Jqui. vd- PE ".,6902
PLC,,rt0,-,4
1602? SnInguz Ridg€ Rd,
Dm,;
April 7,2023
�&VVARNING AN,') W QK !I-,'ER1ENK,t-, ;IAGE MII '4,3,,,
Design valid for use only with MiTekV 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 M1
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek'
a 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 ANS11TPl1 Quality Criteria, DSS-NB 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
u5s
Truss Type
Qty
PlyT30256535
�
LJob
1
IJ-1
Jack -Open
34
1
Job Reference (optional)
Builders FirstSource (Tampa, FL), Tampa, FL - 33564,
3x4 =
8,630 s Nov 19 2022 MiTek Industries, Inc. Thu Apr 6 08:58:29 2023 Page I
ID:tPuYCeVfQTfYt3OC?ZvfnpzlGUH-661ctud?DFNXSSIFQhSHj3FpiKHZ4jmPuwTz CzTUVu
5-0-0
5-0-0
Scale = 1: 1 7A
Plate
LOADING (psf)
SPACING- 2-0-0
cSI.
DEFL. in (too) Ildefl Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0,76
Vert(ILL) -0.03 2-4 >999 240
MT20 244/190
TCCL 7.0
Lumber DOL 1,25
BC 0,28
Vert(CT) -0,06 2-4 >909 180
BCILL 0.0
Rep Stress Incr YES
W6 0,00
Horz(CT) -0.00 3 n/a n/a
BCDL 10.0
Code FBC20201TPI2014
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 puffins.
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 73(LC 12)
Max Uplift 3=-137(LC 12), 2=-1 55(LC 12)
Max Grav 3=134(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=116mph; TCDL=4.2psf, BCDL=3,Opsf; h=25ft, 8=45ft; L=30ft, eave=4ft; Cat.
11; Exp C; Encl., GCpi=0,18; M\(VFRS (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 & 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 137 lb uplift at joint 3 and 155 lb uplift at
joint 2.
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.
Jq,ftV0, PE N,0918Z
Nil 1ck fti,. PRAMMk U' A
t60Z3 S,,idqley Ridge Rd,
Ch,,M,rTWd,:kI0 6301-,
Met,;
April 7,2023
Design valid for use only with MiTeolp 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 Re k'
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 ANShTPII Quality Criteria, DSB-89 and SCSI Building Component 16023 Singley Ridge Rd
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MID 20601 Chesterfield, MC, 63017
Job
Truss
Truss Type
ty
Ply
o
T30256536
�
TTH10-14
HJ5
Diagonal Hip Girder
I
Job Reference (go
Builders FirstSource (Tampa, FL). Tampa, FL - 33564,
30 —
8.630 s Nov 19 2022 MiTek Industries, Inc. Thu Apr 6 08:58:30 2023 Page I
ID: tPuYCeVfQTfYt3OC?Zvfnpz[GUH-aJb-4Eee_ZV03cKR—OzWGHox9jWNpAOZ6aCWWezTUVt
Scale = 1: 17.3
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 NO
Code FBC2020ITP12014
cSI.
TC 0.91
BC 0.76
Wa 0.00
Matrix-SH
DEFL. in (loc) I/defi L/d
Vert(LL) 0.15 2-4 >603 240
Vert(CT) -0.33 2-4 >276 180
Horz(CT) -0.00 3 n/a filet
PLATES GRIP
MT20 244/190
Weight: 26 Ito FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 do purlins.
BOT CHORD 2x4 SID No.2 BOT CHORD Rigid ceiling directly applied or
10-0-0 oc, bracing.
REACTIONS, (size) 3=Mechanical, 2=0-4-9, 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. (lb) - Max. Comp./Max. Ten, - All forces 250 (lb) or less except when shown.
NOTES- (9)
1) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasc1=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 180 lb uplift at joint 3 and 283 lb uplift at
joint 2.
7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 104 to down and 23 to 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 lb up at 5-1-14 on top
chord, and 5 lb down at 1-6-10, 8 Ito down at 2-6-11, and 27 Ito 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($) 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 lncrease=1.25, Plate Increase=1.25
signed and sealed and the
Uniform Loads (plo
signature must be verified
Vert: 1-3=-54, 2-4=-20
Concentrated Loads (to)
on any electronic copies.
Vert: 7=-3(B) 8=-2(F) 11 =-5(B) 12=-5(F)
J-quin VO- Pf, M,631$2
PL(:,rt6,K14
160Z38� 1,3,giq rlbigo WL
cri-taffldd—MQ00r`
D.t,a
April 7,2023
A IJARNaNG VtE—,,_a -� 3NOFES ON THISAN,,VEO V ti RE�=ERENC-E -AGE %41 . ',, �,n, 1:39QC,,6 —�,E
Design valid for use only with MiTelk(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 property incorporate this design into the overall 191
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 AtISI/rPil 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
Yruss Type
Div
Ply
71-3025�6537
�
TTH10-14
T01
lip Girder
2
2
-
Job Reference (optional)
buiiaers hirstJOurce l I ampa, r L), I arnpa, h L - 6Jbb4, b,b6U S Nov U 2U22 MI ieK industries, Inc. I nu Apr b ut5:b6:6/ 2u2j 1-age I
ID:tPuYceVfQTfYt3OC?ZvfnpzlGUH-tfWdYdj1LiN0PhMnuMb92laCIY?CyAbajAPOGkzTUVm
-11 -0-Q 6-2-6 11-4-12 16-5-6 21-6-0 26-6-10 31-7-4 369-10 43-0-0 44-0-0
1 -0-0 6-2-6 5-2-6 5-0-10 5-0-10 5-0-10 5-0-10 5-2-6 6-2-6 1-0-0
5,00 Fl -2 7x8 =
3
2x4 11 4x8 = 7x8 = 48 = 2x4 11 7x8
21 22 4 23 24 5 2526 27 6 28 2930 7 31 32 8 33 34 9
Scale = 1:74.0
5X8 = 20 35 36 19 37 38 18 17 39 40 16 41 42 15 1443 44 13 45 46 12 5x8
2x4 11 5X8 = 7x8 WB = 4x8 = 2x4 11 5X8 = 2x4 11
2x4 11 7x8 WB =
Plate
LOADING (psf)
SPACING- 2-0-0
CSL
DEFL. in
(loc) I/defl L/d
PLATES GRIP
TCLL 20,0
Plate Grip DOL 1,25
TC 0.60
Vert(LL) 0,86
16 >599 240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 036
Vert(CT) -0.99
16 >517 180
BCLL 0.0
Rep Stress Incr NO
WB 0.71
Horz(CT) 0,13
10 n/a n/a
BCDL 10.0
Code FBC2020/TP12014
Matrix-SH
Weight: 531 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 *Except* TOP CHORD
Structural wood sheathing directly applied or 4-3-13 oc purlins.
3-6,6-9: 2x6 SP No.2 BOT CHORD
Rigid ceiling directly applied or 7-11-9 oc bracing.
BOT 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 Harz 2=94(LC 7)
Max Uplift 2=-1816(LC 8), 10=-1816(LC 8)
Max Grav 2=2698(LC 1), 10=2698(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-6397/4216, 3-4=-9197/6206, 4-5=-9195/6204, 5-6=-1 1835/7993, 6-7=-1 1835/7993,
7-8=-9195/6204, 8-9=-9197/6206, 9-1 0=-6397/4216
BOT CHORD 2-20=-3776/5851, 19-20=-3785/5878, 17-19=-7426/11253, 16-17=-7426/11253,
15-16=-7426111253, 13-15=-7426/11253, 12-13=3785/5878, 10-12=-3776/5851
WEBS 3-20=-156/510, 3-19=-2492/3752, 4-19=-495/505, 5-19=-2310/1551, 5-17=0/383,
5-16=-495/682, 6-16=-446/497, 7-16=-495/682, 7-15=0/383, 7-13=-2310/1551,
8-13=-495/505, 9-13=-2492/3753,9-12=-156/510
NOTES- (11)
11 2-ply truss to be connected together with 1 Od (0.131 "x3") nails as follows:
Top chords connected as follows: 2x4 - 1 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=l 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=0.18; 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,
1-cf.in tieI FFN,,,6S18,1
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
ILcart 6634
will fit between the bottom chord and any other members.
16023 S,Invh,` licipe Rd,
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1816 lb uplift at joint 2 and 1816 lb uplift
at joint 10.
April 7,2023
AWARN14,3, Vll P-1,,,-1 READ N,01E-S ON AND �,V,-K PA�E 147- e, ',?1 921'ti2G BEFORE '
a
t
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 venfy the applicability of design parameters and properly incorporate this design into the overall r
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 properly damage. For general guidance regarding the Wek'
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 Instaute, 2670 Crain Highway, suite 203 Waldorf, MD 20601 Chesterfield, MO 63017
Job
Truss
Truss Type
Qty
Ply
N2
T30256537
Tol
Hip Girder
2
Job Reference footionah
Builders FirstSource (Tampa, FL), Tampa, FL - 33564,
8.630 s Nov 19 2022 Mi I-ek Industries, Inc, Thu Apr 6 08:58:38 2023 Page 2
IDIPuYCeVfQTfYt30C?ZvfnpzlGUH-Lr3Omzkf60VF1rx-s460bz7N2yLRhdrkyp9xoAzTUVI
NOTES- (11)
10) Hanger(s) or other connection device(s) 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 1b up at
8-3-2, 125 lb down and 153 lb up at 10-3-2, 124 lb down and 153 lb up at 12-3-2, 124 lb down and 153 lb up at 14-3-2, 124 lb down and 153 lb up at 16-3-2, 124 lb
down and 153 lb up at 18-3-2, 124 lb down and 153 lb up at 20-3-2, 124 lb down and 153 lb up at 21-6-0, 124 lb down and 153 lb up at 22-8-14, 124 lb down and 153 lb
up at 24-8-14, 124 lb down and 153 lb up at 26-8-14, 124 Ito down and 153 lb up at 28-8-14, 124 to down and 153 to up at 30-8-14, 125 lb down and 153 Ild up at
32-8-14, and 125 11a down and 153 lb up at 34-8-14, and 124 lb down and 158 lb up at 36-9-10 on top chord, and 268 lb down and 193 Ila up at 6-2-6, 56 lb down at
8-3-2, 56 lb down at 10-3-2, 56 Ito down at 12-3-2, 56 lb down at 14-3-2, 56 lb down at 16-3-2, 56 to down at 18-3-2, 56 1b down at 20-3-2, 56 lb down at 21-6-0, 56 lb
down at 22-8-14, 56 lb down at 24-8-14, 56 lb down at 26-8-14, 56 lb down at 28-8-14, 56 lb down at 30-8-14, 56 lb down at 32-8-14, and 56 lb down at 34-8-14, and
268 lb down and 193 lb up 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 lncrease=1.25, Plate Increase=1.25
Uniform Loads (pit)
Vert: 1-3=-54, 3-9=-54, 9-11 =-54, 2-1 0=-20
Concentrated Loads (lb)
Vert: 3=-68(F) 9=-68(F) 20=-268(F) 5=-68(F) 17=-28(F) 16=-28(F) 6=-68(F) 15=-28(F) 7=-68(F) 12=-268(F) 21 =-68(F) 22=-68(F) 23=-68(F) 24=-68(F) 25=-68(F)
27=-68(F) 28=-68(F) 30=-68(F) 31 =-68(F) 32=-88(F) 33=-68(F) 34=-68(F) 35=-28(F) 36=-28(F) 37=-28(F) 38=-28(F) 39=-28(F) 40=-28(F) 41 =-28(F) 42=-28(F)
43=-28(F) 44=-28(F) 45=-28(F) 46=-28(F)
VV4RNAG Vffy a,-lil- 1n,1 READ NOTES ON 'HIS ANDM,-JDE,� 4;1-EK REFERENCE 473 �Iw 5, !9020 BE -ORE
Design valid for use only with MiTe*6 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 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 ANShTPII Quality Criteria, DSR-89 and BCS1 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
T30256538
TTH10-14
T02
Hip
2
1
Job Reference (optional) —
Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 a Nov 19 2022 MiTek Industries, Inc, Thu Apr 6 08:58:40 2023 Page 1
ID:tPuYCeVfQTfYt3OC7ZvfnpzlGUH-HEBmAflved[zG95MaV9sgOChtivo9b$1 Q7e2t3zTUVj
5-1-7 1 8-7-3 1 - 15-1-10 21-6-0 1 27-10-6 34-4-13 37-10-9 43-0-0 ........ MO-
-W10 5-1-7 1 3-5-12 ' - 6:64 6-4-6 6-6-7 3-5-12 5-1-7 -0-
5x6
5.00 F1-2 3x4
4 21 522
I;
0
3x4 =
4x6
23 6 7 24
3x4 = 5x6
825 26 9
Scale = 1:74.0
5X8 = 18 17 16 15 14 13 5X8 —
48 = 6x8 = 4x4 =
4x4 = 6x8 =
4x8 =
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 0.77
BC 0.82
WB 0.47
Matrix-SH
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
in (loc) Vdefl L/d
0.63 15-16 >811 240
-0.87 15-16 >591 180
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 4-6-14 oc bracing.
WEBS 2x4 SP No.3 WEBS
I Row at midpt 5-18,8-13
REACTIONS. (size) 2=0-3-8,11=0-3-8
Max Horz 2= 1 27(I-C 11)
Max Uplift 2=943(LC 12), 11 =-943(LC 12)
Max Greg 2=1642(LC 1), 1 1=1642(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-3606/2164, 3-4=-3350/1984, 4-5=-3101/1890, 5-6=-4582/2725,6-8=-4582/2725,
8-9=-3101/1890, 9-1 0=-3350/1984, 10-11 =-3606/2164
BOT CHORD 2-18=-188913276, 16-18=-2429/4354, 15-16=-2620/4761, 13-15=-2412/4354,
11-13=-1906/3276
WEBS 3-18=-266/323, 4-18=-51911010, 5-18=-1504/893, 5-16=-140/447, 6-16=-291/242,
6-15=-291/242, 8-15=-140/447, 8-13=-1504/893, 9-13=-519/1010, 10-13=-266/323
2
Iq
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; 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 8-7-3, Exteriori
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.
4) Provide adequate drainage to prevent water ponding. sealed by Velez, Joaquin, PE
5) This truss has been designed for a 10,0 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 943 to uplift at joint 2 and 943 lb uplift at
Signed and sealed and the
joint 11.
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�,quw Velez PF- N..68IN2
FL(:,rt6CQ4
U5023 Swlnglcy Ridge Rd,
rMd, M0 001
Lhi Pea
April 7,2023
A&,','VARNM3 Ve ydlm'
RENDN')"'-,; -'N TK,-3AV)"NC,-JDED,1,11-FEK REIERENCEPAP�,F M,!
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 vainly the applicability of design parameters and property incorporate this design into the overall Bet
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members onN. 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 MiTek'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 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, MID 20601 Chesterfield, MO 63017
Truss
Truss Type
Qty
Pi"
I
T30256539
FJob
T03
Hip
2
1
Lb
Builders FirstSource ffamfpa,171Tampa, FL - 33564, 8,630 a Nov 19 2022 MiTek Industries, Inc. Thu Apr 6 08:58:42 2023 Page 1
IDAPuYCeVfQTfYt3OC?ZvfnpzlGUH-DcJWbLn9AFOhVSElhwBKlpl_FZZNdRLKtR79xyzTUVh
-1-0-Q 6-6-5 11-0-0 18-0-9 24-11-7 32-0-0 36-5-11 43-0-0
1 - 1 "-5 -0-
�0-0 6-6-5 4-5-11 6-10-13 7-0-9 _1 ___M0_
5x8 = 2x4 11
5.00 [1-2 4 22 23 5 24
3x6 = 3x8 =
6 25 7 26
5x6
827
Scale = 1:74.1
3x6 � 19 18 17 16 15 14 13 12 3x6 --
2x4 11 3x4 = 4x6 = 3x10 =
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 FBC2020fTPI2014
LUMBER -
TOP CHORD
2x4 SP No,2 *Except*
4-6: 2x4 SP No. 1
BOT CHORD
2x4 SP No.2
WEBS
2x4 SP No.3
REACTIONS. (size) 2=0-3-8, 10=0-3-8
Max Harz, 2=-159(LC 10)
Max Uplift 2=-943(LC 12), 10=-943(LC 12)
Max Grav 2=1642(LC 1), 10=1642(LC 1)
2x4 11 5x6 =
1-7
3x8 =
11
2x4 II
CSI.
DEFL.
in (loc) I/clefi Lid
PLATES GRIP
TC 0.90
Vert(LL)
0.52 15-16 >983 240
MT20 244/190
BC 0,94
Vert(CT)
-0.74 15-16 >695 180
WEI 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 (lb) or less except when shown.
TOP CHORD 2-3=-3513/2077, 3-4=-3065/1877, 4-5=-3607/2258, 5-7=-3607/2259, 7-8=-281011793,
8-9=-3066/1877, 9-10=-3512/2077
BOT CHORD 2-19=-1794/3166, 18-19=-1794/3166, 16-18=-1479/2792, 15-16=-1949/3606,
13-15=-194913606, 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; Vull 50mph (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 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 943 lb uplift at joint 2 and 943 lb uplift at
joint 10.
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."
AJARNIING Vh; de,,,�REA,) %0c 0"", AW. NO___)O, M, -IX �;`FRDNCE PAGE: .v 3�19�2',VC AuF'CRE �,E
Design valid for use only with MiffelelD 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 ANSIllifoll Quality Criteria, DSS-89 and SCSI Building Component
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601
4
Iy
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.
Vd PE'N.,6d,182
FLCM6634
Ridge RL
C l,,,A�, r"I'l, All) 001
Dmv;
April 7,2023
MiTek'
16023 Swingley Ridge Rd
Chesterfield, PAID 63017
Job
Truss
Truss Type
)tY
Ply
T30256540
TTH10-14
T04
Hip
I
=J.,
Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Nov 19 2022 MiTek Industries, Inc. Thu Apr 6 08:58:44 2023 Page 1
ID:tPuYCeVfQTfYt3OC?ZvfnpzlGUH-9?RHOloQhsGPlmO7pKDoqENM5NH35LgcKlcFOqzTUVf
-11 _0_Q 7-0-5 1 13-4-13 1 13-9-10 T 24-2-6 29-7-3 35:11 43-0-0
1 -0-0 7-0-5 1 6-4-8 1 —5: �3 �5 - 4 -�3 7-0-5
ul
0
5x6 =
5.00 F1_2
3x4 =
5 20
3x4
3x6 = 5x6
6 7 8
Scale = 1 74.3
3x8 = 18 17 to ZZ Z,c to Zq Zo In 13 12 3x8 =
2x4 11
7-0-5 13-4-13
3x8 = 4x6 =
21-6-0
3x4 = 4x6 = 3x8 = 2x4 11
29-7-3 35-11-11
LOADING (psf)
TCLL 20.0
TCDL 7.0
SCILL 0,0
BCDL 10.0
SPACING. 2
Plate Grip DOL �0�05
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC202017P
CSL
TC 0,82
BC 0.80
WB 0.76
Matrix-SH
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
in (loc) I/defi Lid
-0,41 15-17 >999 240
-0.71 15-17 >724 180
0.21 10 nla n/a
PLATES GRIP
MT20 244/190
Weight: 219 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
Structural wood sheathing directly applied or 2-2-0 co purlins.
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), 1 0=-943(LC 12)
Max Grav 2=1861(LC 17), 10=1861(LC 18)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-3963/2094, 3-4=-3216/11782, 4-5=-2947/1724, 5-7=-338811933, 7-8=-2947/1720,
8-9=-3216/1778, 9-1 0=-3964/2090
BOT CHORD 2-18=-1811/3722, 17-18=-18 11/3722, 15-17=-1592/3365, 13-15=-1587/3312,
12-13=- 18 19/3579, 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=-654/360, 8-13=-406/963, 9-13=-7851507, 9-12=0/276
Iq
0
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 13-4-13, Exterior(2R)
1 3-4-13 to 19-5-12, Interior(1) 19-5-12 to 29-7-3, Exterior(2R) 29-7-3 to 35-11-11, Interior(1) 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 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 BCDIL = 10,Opsf,
document are not considered
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 943 lb uplift at joint 2 and 943 lb uplift at
signed and sealed and the
joint 10.
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.
Jqrih, VMN FE .6MV
1602swinglpy Ridge R,1,
Ch,m,, fl,ki, MID 001
LIM,;
April 7,2023
At, WARRN3 Vol '}, dl,q-� lwa I 1,z,_1, 1,1 READ NO DN' !-,I i I-, F,Nt INC,J ' DED Mml. REFERENCE. AGE ""I r a,,; 9,2,5,20 81,,F0 RE S!
Design valid for use only with MiTek1p 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 M 1 Tel k'
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 ANSYTPII 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
Truss
Truss Type
Cry
Ply
T30256541
TTH10-14
I T04A
Hip
1
1
lsob
Reference (optional)
Builders Firstbource (I amps, FL), I ampa, FL - 33564, 8.630 s Nov 19 2022 Mi I ek Industries, Inc. I hu Apr 6 08:58:46 2023 Page 1
ID:tPuYCeVfQTfYt3OC?ZvfnpzlGUH-6OYI RiqgDTW7-4YWMGGwfSh5AzRZE1vo35M4jzTUVd
7-0-5 13: 29-7-3 35-11-11 43-0-0
-1 -O-Q � ±13 0 24-2-6 1
1 -0-0 7-0-5 1-W 5-4-13 5_4_13
6-4-8 7-0-5
5 -113 i I I
ul,
O
5.00 F1-2
5X6 =
3x4 =
4 19 5 20
3x4
3x6 =
6 7
5X6
8
Scale = 1:74,3
3x8 = 17 16 1 D ZZ Zo 114 Z4 ZD 115 12 11 3x8
2x4 11 3x8 = 4x6 = 3x4 = 4x6 = 3x8 = 2x4 11
7-0-5
21-6-0
-3 35-11-11
43-0-0
LOADING (psf)
TCLIL 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 Inor YES
Code FBC2020/TP12014
CS1.
TC 0.85
so 0.80
WEI 0,77
Matrix-SH
DEFL.
Vert(I-L)
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 Iti FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
Structural wood sheathing directly applied or 2-2-0 do purlins.
BOT CHORD 2x4 SP No.1 BOT CHORD
Rigid ceiling directly applied or 4-4-7 oc bracing.
WEBS 2x4 SIP No.3
REACTIONS. (size) 10=0-3-8,2=0-3-8
Max Harz 2=190(LC 11)
Max Uplift 1 0=-857(LC 12), 2=-944(LC 12)
Max Grav 10=1807(LC 18), 2=1861(LC 17)
FORCES. (11b) - Max. Comp./Max. Ten. - All forces 250 (1b) or less except when shown.
TOP CHORD 2-3=-3964/2102, 3-4=-3217/1790, 4-5=-2948/1731, 5-7=-339011945, 7-8=-295111723,
8-9=-3220/1794, 9-10=-3964/2100
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=0/276, 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; 6=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, Exterjor(21R)
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(1) 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 = 1 O.Opsf.
document are not considered
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 857 lb uplift at joint 10 and 944 Ild uplift
signed and sealed and the
at joint 2.
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.
X..quiri V.1- FF N.,6818Z
NETkI-DIIA-MI10,1-�A FLC,,(66,14
16023 S,,h,gI,y Ridg, Rd.
CiiesErrGeld. A10 (5301
D.t,z
April 7,2023
*,V-VAIzN"NIG Vz, J S AND NCI UD� D %IIT'-,K REFE.RFNCE PAGE ,1111 '473 �,, 5 !,,)Q0?0 6T`0Q,-- uS�
Design valid for use only with luffek(ID 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 very 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 M!Tek'
s 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 ANS11TPII 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, MID 20601 Chesterfield, MO 63017
Job
Truss
Truss Type
Qty
Ply
TTH 10-14
T05
Hip
JJob
ReferenceT30256542
lo Stton��
-Builders AFestSource (Tampa, FL), Tampa, FL - 33564, 8,630 s Nov 19 2022 MiTek Industries, Inc. Thu Apr 6 08:58:48 2023 Page 1
ID:tPuYCeVfQTfYt3OC?ZvfnpzlGUH-2mgos0sw15mqDNiv2AIk?4Y?g_dfI EvCFNaT9bzTUVb
8-4-4 15-9-10 21-6-0 27-2-6 34-7-12
43-0-0 4,4-0-0
I--o-u— 8-4-4 7-5-5 5-8-6 5-8-61 7-5-5 8-4-4 ------- T--0-6
-9
5,OOFI-2
5x8 =
2x4 11
18 6 1920 21
5x8 =
Scale = 1 75,7
3x8 = 16 15 Z15 14 24 13 12 3x8 --
20 11
5x6 =
3x8 =
5x6 =
2x4 11
8-4-4 15-9-10 21-6-0 27-2-6
34-7-12 43-0-0
8-4-1 7-5-5 5-8-6
7-5-5 8-4-4
Plate Offsets (XY)-- [2:0-4-2,0-1-8],
LOADING (psf)
SPACING- 2-0-0
CS1.
DEFL.
in (loc) I/defl Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.97
Vert(I-L)
0.36 14 >999 240
MT20 2441190
TCDL 7.0
Lumber DOL 1.25
60 0.88
Vert(CT)
-0.56 14-15 >920 180
BCLL 0.0
Rep Stress Incr YES
WB 0,36
Horz(CT)
0.20 10 plat n/a
BCDL 10.0
Code FBC2020ITP12014
Matrix-SH
Weight: 222 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 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 Herz 2=-223(LC 10)
Max Uplift 2=-943(LC 12), 10=-943(LC 12)
Max Grav 2=1861(LC 17), 10=1861(LC 18)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) 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=-1217/2786, 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=-198/447, 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 Exterior(2E) -1-0-0 to 3-3-10, Interior(1) 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 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 pat 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 = 1 O,Opsf.
signature must be verified
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 943 lb uplift at joint 2 and 943 lb uplift at
joint 10.
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-q,& Velar PE N.,68 132
particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code."
lLC11t1,(134
16OZ3 RidgRd,
April 7,2023
WARNING VI rdRDNOTESONTH SANE, -r--<RE-,RENGPAGr,411,7473 rev 20-QB�FORF, US; -
Design valid for use only with MiTekS 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
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 ANS11TPl1 Quality Criteria, DS849 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
TTH10-14
T05A
Hip
1
1
T30256543
�
Job Reference o tional
Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 a Nov 19 2022 MiTek Industries, Inc. Thu Apr 6 08:58:50 2023 Page I
I D:tPuYCeVfQTfYt3OC?ZvfnpzlGUH- 9oYH4tAHiOYThsH9bKC4VdKkn[tV8MVjh3aDUzTUVZ
_1 _0_Q 4-4 15-9-10 21-6-0 27-2-6 34-7-12 43-0-0
I-0-0 — ----- �_-1-1 5-8-6 5-8-6 1 7-5-5 _-8--4-4 i
Scale = 1 75.6
5.00 F1_2 5x8 = 2x4 11 5x8
5 17 6 1819 20 7
3x8 = 15 14 22 13 26 12 11 3x8 =
2x4 11 5x6 = 3x8 = 5x6 = 2x4 11
8-4-4 15-9-10 21-6-0 27-2-6 34-7-12
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 N0.2 *Except*
1-4,8-10: 2x4 SP No, 1
BOT CHORD
2x4 SP No.1 *Except*
12-14: 2x4 SP No,2
WEBS
2x4 SP No,3
REACTIONS. (size) 2=0-3-8, 10=0-3-8
Max Harz 2=221 (LC 11)
Max Uplift 2=-944(LC 12), 10=-857(LC 12)
Max Grav 2=1861(LC 17), 10=1807(LC 18)
CS1.
DEFL.
in (Ioc) I/clefl Lid
PLATES GRIP
TC 1.00
Vert(LL)
0.36 13 >999 240
MT20 244/190
BC 0.90
Vert(CT) -0.56
12-13 >918 180
WB 0,36
Horz(CT)
0,20 10 nla n/a
Matrix-SH
Weight: 220 lb FT = 20%
BRACING -
TOP CHORD
Structural wood sheathing directly applied.
BOT CHORD
Rigid ceiling directly applied or 4-4-12 Do bracing.
WEBS
I Row at midpt 3-14,9-12
FORCES, (lb) -Max. Comp./Max. Ten. -All forces 250 (to) or less except when shown.
TOP CHORD 2-3=-3889/2054, 3-5=-2974/1694, 5-6=-288411753, 6-7=-2884/1753, 7-9=-2975/1694,
9-10=-3884/2055
BOT CHORD 2-15=-1797/3663, 14-15=-1797/3663, 13-14=-1261/2779, 12-13=-124912675,
11-12=-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=-196/447, 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=O. 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(1) 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
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 SCDL = 1 O.Opsf,
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 944 lb uplift at joint 2 and 857 lb uplift at
joint 10.
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."
',11,1ARN,NG Vmfv nno R—EA,- NO,-S 0,\ THIS AND iNC..
;,..EC Mi 7EK REFERENCE PAGE '211 f3 rev S; 1 -,)'2,)2,) BE RE_
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 ANS1117P11 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.
,1q,ch, V.1- PE N..0182
FLC,,t6&4
160V SnJ.g[,,y Ridg, Rd,
Ch,q-M,L 110 63017
Nt,
April 7,2023
Wek'
16023 Swingley Ridge Rd
Chesterfield, MO 63017
Job
Truss
's $ Type
T30256544
TTH10-14
T06
1
Builders Firstsource (Tampa. FL), Tampa, FL - 33564, 8.630 a Nov 19 2022 MiTek Industries, Inc. Thu Apr 6 08:58:52 2023 Page 1
10:tPuYCeVfQTfYt30C?ZvfnpzlGU H-wXwl imvRpJGG i??gHOMg9wiiebz3zu4oA?YhlMzTUVX
-11 _0_Q 6-6-0 12-4-3 18-2-6 24910 30.7-13 36-6-0 43-0-0 4,4-0-P
1 -0-0 6-6-0 1 5-10- 3 5-10-3 673 5-10-3 5_2= _
-10-3 6-6-0 1 -0-0
5.00 F1 _2 5x6 =
620
5XS =
721
Scale = 1:75.7
3x8 = lb 2J 24 11 16 2n 15 14 ZO ZI 115 3x8 =
3x4 =
LOADING (ost)
SPACING-
2-0-0
TCLL
20.0
Plate Grip DOL
1.25
TCDL
7.0
Lumber DOL
1,25
BCILL
0.0
Rep Stress Incr
YES
BCDL
10.0
Code FBC2020/TP12014
LUMBER -
TOP CHORD
2x4 SP No.2
BOT CHORD
2x4SPNo.1 *Except*
14-17: 2x4 S P No. 2
WEBS
2x4 SIP No.3
REACTIONS. (size) 2=0-3-8, 11=0-3-8
Max Horz 2=254(LC 11)
Max Uplift 2=-943(LC 12), 11 =-943(LC 12)
Max Grav 2=1872(LC 17), 11=1876(LC 18)
4x6 = 3X8 =
3x4 = 46 =
3x4 =
CS1.
DEFL.
in (loc) I/clefl L/d
PLATES GRIP
TC 0.84
Vert(LL)
-0.40 13-15 >999 240
MT20 2441190
BC 0.98
Vert(CT)
-0,70 13-15 >733 180
WI3 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 midiat 7-16
FORCES. (b) -Max, Comp./Max. Ten. -All forces 250 (11b) or less except when shown.
TOP CHORD 2-3=-3934/2082, 3-5=-3692/1963, 5-6=-2723/1603, 6-7=-2481/1552, 7-8=-2733/1603,
8-1 0=-3702/1963, 10-11 =-3943/2082
BOT CHORD 2-18=-1800/3760, 16-18=-1470/3172, 15-16=-1093/2484, 13-15=-1483/30 10,
11-13=-1813/3578
WEBS 3-18=-333/332, 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=O. 18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 3-3-10, Interior(1) 3-3-10 to 18-2-6, Exteriorl
18-2-6 to 24-3-6, Interior(1) 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 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 = 1 O.Opsf.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 943 lb uplift at joint 2 and 943 to uplift at
joint 11.
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."
..
Design valid for use only with MiTeM 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, 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.
JqM. N-0- FE N.,69IS2
FLCart 6634
16023 Siungny Ridge Rd.
Ch"I"Ti'KNIOCK101-
Nt,:
April 7,2023
NilM!Tek'
16023 Swingley Ridge Rd
Chesterfield, MO 63017
Job
Truss
Truss Type
Qty
Ply
T30256545
TTH10-14
T06A
Hip
1
1
Job Reference
Builders FirstSourcOTampa, FL), Tampa, FL - 33564, &630 s Nov 19 2022 MiTek Industries, Inc. Thu Apr 6 08:58:54 2023 Page I
ID: tPuYCeVfQTfYt30C?ZvfnpzlGUH-twl37RwhLxW-YI92ORP8ELn2fPeZRoV5eJlnMFzTUVV
6-6-0 12-4-3 18-2-6 24-9-10 30-7-13 36-6-0 43-0-0
_W00 6-6-0 5-10-3 5-10-3 6-7-3 1 _t.6-6-0 1
5,00 f_12 5X6 =
6 19
5x8 =
720
Scale = 1 75.6
3x8 = 1! ZZ L3 lb 15 24 14 115 2o Zb 12 3x8 =
3x4 = 4x6 = US =
3x4 = 46 =
3x4 =
zq
O
LOADING (psf)
SPACING- 2-0-0
CS1.
DEFL. in (loc) I/clefl Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.87
Vert(LL) -0.40 12-14 >999 240
MT20 244/190
TCDL 7.0
Lumber DOL 1,25
BC 0.98
Vert(CT) -0.70 12-14 >734 180
BCLL 0,0
Rep Stress Incr YES
WB 0-99
Horz(CT) 0.20 11 n/a n/a
BCDIL 10,0
Code FBC2020/TP12014
Matrix-SH
Weight: 221 lb FT = 20%
LUMBER. BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-13 oc purlins.
BOT CHORD 2x4 SP No. 1 *Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing, Except:
13-16: 2x4 SP No.2 5-7-5 oc bracing: 14-15.
WEBS 2x4 SP No,3 WEBS I Row at midpt
7-15
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=1 873(LO 17), 11 =1822(LC 18)
FORCES. (b) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-3935/2089, 3-5=-369311971, 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=-1504/3011,
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=-823/525, 8-12=-217/693, 10-12=-3381353
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=O. 18; MWIFIRS (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(l) 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
This item has been
plate grip DOL=1,60
electronically signed and
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
sealed by Velez, Joaquin, PE
to the use of this truss component.
using a Digital Signature.
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.
Printed copies of this
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
document are not considered
will fit between the bottom chord and any other members, with BCDL = 10.0psf.
signed and sealed and the
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 944 lb uplift at joint 2 and 857 to uplift at
must be
joint 11,
signature verified
8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any
on any electronic copies,
particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code."
1_9nin VMS PE X"'63182
FLt:,N6634
April 7,2023
Ob,",N NG VI),'(11 1,� IFAD ON 'H1,13 AND,NCLIUDED AM,; REFPRHW,E ',Gi 5 19,2020 U,,E
Design valid for use only with MiTek(E) 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 ANSI/rinil Oualifty 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
Truss
Truss Type
y
Ply
T30256546
LJab
T07
Hip
1
1
Job Reference (opfionaq
Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8,630 s Nov 19 2022 MiTek Industries, Inc. Thu Apr 6 08:58:55 2023 Page 1
ID:tPuYCeVfQTfYt3OC?ZvfnpzlGUH-L6bRKnxJ6EerZSkFy8wNnYKFio?6AOqEszmLuhzTUVU
7-0-1 13-0-0 19-1-8 23-10-8 30-0-0 35-11-15 43-0-0 44-0-0
7-0-1 5-11-15 ti 4 1-1 1 �1; r 7-0-1 1 -0-6
0
5,00 [1-2
5x6 =
5x8 =
Scale = 1:75.7
3x8 = lo 41 44 11 16 to 15 iq Zv Z. 10 3x8 =
3x4 =
LOADING (psi)
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 FBC20201TPI20114
LUMBER-
TOP CHORD
2x4 SP No.2 *Except*
1-4,9-12,2x4 SP No1
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 Herz 2=-267(LC 10)
Max Uplift 2=-943(LC 12), 11 =-943(LC 12)
Max Grav 2=1871(LC 17), 1 1=1873(LC 18)
5x6 WB = 3x8 =
3x4 = 5x6 WB =
3x4 =
csk
DEFL.
in (loc) I/defl Lid
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 n/a
Matrix-SH
Weight: 228 to 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
I 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=-2628/1546, 6-7=-2388/1500, 7-8=-2631/1546,
8-1 0=-3661/1936, 10-11 =-390412048
BOT CHORD 2-18=- 1764/3735, 16-18=- 142213112, 15-16=- 10 19/2395, 13-15=-1434/295 1,
11-13=-1776/3539
WEBS 3-1 8=-351/346, 5-18=-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=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 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 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 = 1 O.Opsf.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 943 Ile uplift at joint 2 and 943 Ito uplift at
joint 11.
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."
VVARMNG V, N ml,,Pl_ 1
- NC, T, _S ON T' ,, AWNC 1, JOE C' MK kE,,FERrNCIL 'AaE '4 'J, rev5 ! �20210, 30', ',IRE 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
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see AMSIITP11 Quality Criteria, DS649 and BCSI 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.
rh,n,qaffi Vd- PE N-6MZ
Xb7,,h,1D]cAMiTehk$A PLC,ri6634
Rklg� R,1
Ch,,4,d!0d.NIt)
Dm,
April 7,2023
NilMiTek'
16023 Swingley Ridge Rd
chesterfield, MO 63017
Job
Truss
Truss Type
Qty
Ply
T30256547
TTH10-14
T07A
Hip
,
I
Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 a Nov 19 2022 MiTek Industries, Inc. Thu Apr 6 08:58:57 2023 Page 1
ID: tPuYCeVfQTfYt3OC?ZvfnpzlGUH-HVjBlTzZdsvZpmud3ZyrszPbschcelKXKHFSzazTUVS
-11-0-9 7-0-1 13-0-0 19-1, -8 23-10-8 30-0-0 35-11-15 43-0-0
1-0--T-7-0-1 5-11-15 4-9-0 6-1-8 5-11-15 7-0-1
5.00 [1-2
5x6 =
5X8 =
Scale = 1:75.6
3x8 = I I Zu ZI 10 15 zZ 14 111 Z15 44 lZ 3x8 =
3x4 =
LOADING (ps,
SPACING-
2-0-0
TCLL
20.0
Plate Grip DOL
1.25
TCDL
7.0
Lumber DOL
1.25
BCLIL
0,0
Rep Stress Incr
YES
BCDL
10.0
Code FBC2020/TP12014
LUMBER.
TOP CHORD
2x4 SP No.2 *Except*
1-4,9-11: 2x4 SP No.1
BOT CHORD
2x4 SP 285OF 2.0E or 2x4 SP M 31 *Except*
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 Herz 2=265(LC 11)
Max Uplift 2=-944(LC 12), 11 =-857(LC 12)
Max Grav 2=1871(LC 17), 11=1819(LC 18)
5x6 WB = 3x8 =
3x4 = 5x6 WB =
3x4 =
cSI.
DEFL.
in (loc) I/defl Lid
PLATES GRIP
TC 0.75
Vert(LL)
-0.40 12-14 >999 240
MT20 244/190
BC 0.96
Vert(CT)
-0.70 12-14 >729 180
WB 0.41
Horz(CT)
0,17 11 n/a n/a
Matrix-SH
Weight: 227 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.
WEBS
1 Row at midpt 5-15, 7-15,8-14
FORCES. (to) -Max. Comp./Max. Ten. -All forces 250 (b) or less except when shown.
TOP CHORD 2-3=-3900/2055, 3-5=-3656/1944, 5-6=-2629/1554, 6-7=-2389/1507, 7-8=-2633/1549,
8-1 0=-3669/1950, 10-11 =-3914/2074
BOT CHORD 2-17=-1808/3727, 15-17=- 1466/3104, 14-15=- 1038/2387, 12-14=- 1455/2952,
11-12=-1805/3550
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; Vult=150mph (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) -1-0-0to3-3-10, lnterior(1)3-3-10to19-1-8,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 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 944 lb uplift at joint 2 and 857 lb uplift at
joint 11.
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."
VIIARN'NG V,1% U-_AD,1',01ES IN :VNID NCLUD-,' t9'-EKREI`HRPNC;- 1AG3 �,j. ,2G20 BEFCRE �S,-E
Design valid for use only with MiTelk(R) 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. Motional 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 ANSIITPII Quality Criteria, DSB-89 and BCSI 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
signed and sealed and the
signature must be verified
on any electronic copies.
JInUVI IIE N,008Z
FLC,m<,6,4
Ch,M,,r0d, MO 6301
nm,z
April 7,2023
MiTek'
16023 Swingley Ridge Rd
Chesterfield, MO 63017
Job
Truss
Truss Type
City
Ply
T30256548
T09
GABLE
8
1
Job Reference (optional}
Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Nov 19 2022 MiTek Industries, Inc. Thu Apr 6 08:58:59 2023 Page 1
ID:tPuYCeVfQTfYt3OC?ZvfnpzlGUH-DuryA9_q9T9G2320B_JxOV4RQYC6HQqnbkY2SzTUVQ
21-6-0 43-0-0 44-0-9
21-6-0 21-6-0 T-0--d
0
, nn
5x6 =
12 13
Scale = 1:72.9
3x6 = 45 44 43 42 41 40 39 37 36 35 34 33 31 30 29 28 27 26 25 3x6
38 32
3x6 = 3x6
ca
214
F
43-0-0
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
I/defl
L/d
PLATES GRIP
TCLL 20,0
Plate Grip DOL 115
TC OA7
Vert(LL)
0.00
24
n/r
120
MT20 244/190
TCDL TO
Lumber DOL 125
BC 018
Vert(CT)
0.00
24
n/r
120
BCLL 0,0
Rep Stress Incr YES
WB 0.11
Horz(CT)
0,01
23
n/a
n/a
BCDL 10,0
Code FBC2020ITP12014
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 I Row at midpt 12-35, 11-36, 13-34
REACTIONS. All bearings 43-0-0.
(ib) - Max Harz 1=-297(LC 10)
Max Uplift All uplift 100 lb or less at joint(s) 1, 36, 39, 40, 41, 42, 44, 34, 31, 30, 29, 28, 26 except
37=-104(LC 12),43=-107(LC 12), 45=-179(LC 12),33=-104(LC 12),27=-104(LC 12),23=-103(LC 12),
25=-153(LC 12)
Max Grav All reactions 250 lb or less at joint(s) 1, 35, 36, 37, 39, 40, 41, 42, 43, 44, 34, 33, 31, 30, 29,
28, 27, 26, 23 except 45=272(LC 17), 25=257(-C 18)
FORCES. (ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 7-8=-130/254,8-9=-114/323,9-10=-130/392, 10-11=-155/464,11-12=-178/528,
12-13=-178/528, 13-14=-155/464, 14-15=-130/392, 15-16=-106/323, 16-17=-821254
BOT CHORD 1-45=-76/269, 44-45=-76/269, 43-44=-76/269, 42-43=-76/269, 41-42=-76/269,
40-41=-76/269, 39-40=-76/269, 37-39=-76/269, 36-37=-76/269, 35-36=-76/269,
34-35=-76/269, 33-34=-76/269, 31-33=-761269, 30-31 =-76/269, 29-30=-76/269,
28-29=-76/269, 27-28=-76/269, 26-27=-76/269, 25-26=-76/269, 23-25=-76/269
WEBS 12-35=-255/51. 2-45=-187/377. 22-25=-179/331
NOTES- (11)
I ) 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=2ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3E) 0-0-0 to 4-3-10, Exterior(21N) 4-3-10 to 21-6-0, Comer(3R)
21-6-0 to 25-9-10, Exterior(2N) 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) 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 I 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) 1, 36, 39, 40, 41
42, 44, 34, 31, 30, 29, 28, 26 except Ot=lb) 37=104, 43=107, 45=179, 33=104, 27=104, 23=103, 25=153.
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 I as referenced by the building code."
c� AIARMNG, Vo ,fy I q-,a I I? m RF A D WD ' ES ON r S AND V I RPF RRENCIE -,V' E M 1 '4 13 , ev 5! 19,2020 9EFDRE 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
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
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI 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-q,d. VOev, PE X.,63]182
FLC-t,5&14
16023 Swbigky RldgRd,
Chem,rfi,ld, MO 6,M)11
Dm,
April 7,2023
MiTek'
16023 Swingley Ridge Rd
Chesterfield, MO 63017
Job
Truss
Truss Type
Qty
Ply
T30256549
TTH10-14
T10
Common
17
1
Job Reference (optior al)
Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Nov 19 2022 MiTek Industries, Inc. Thu Apr 6 08:59:02 2023 Page 1
I D: tPuYCeVfQTfYt3OC?ZvfnpzlGU H-eTW4oAOiSOXrvXm bs6YOZ 17P3dORJQTGTYzCenzTUVN
28-5-6 35-4-13 43-0-0 44-0-9
6-11-6 7_7_-3 --------- i—O-d
5x6 =
5.00 [1-2
Scale = 1:72,6
3x8 = � 1 41 — 11 11 — 11 - — 11 .1 3x8 =
3x4 46 =
3x4
15
25-8-1
3x4 =
4x6
3x4 =
LOADING (psf)
TCLL 20.0
TCDL 7.O
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
cSI.
TC 0.91
BC 0.91
WB 0.99
Matrix-SH
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
in (loc) I/defl Lid
-0,40 14-15 >999 240
-0.68 14-15 >754 180
0.18 10 n/al n1a
PLATES GRIP
MT20 244/190
Weight: 218 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2 *Except*
TOP CHORD
Structural wood sheathing directly applied.
148-11: 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 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 (to) or less except when shown.
TOP CHORD 2-3=-3934/2002, 3-5=-3808/2014, 5-6=-289111661, 6-7=-2891/1661, 7-9=-3808/2014,
9-10=-3934/2002
BOT CHORD 2-17=-1707/3785,15-17=-1306/3020,14-15=-850/2218,12-14=-1307/2872,
10-12=-1708/3562
WEBS 6-14=-520/1154, 7-14=-763/575, 7-12=-395/913, 9-12=-361/365, 6-15=520/1154,
5-15=-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.Gpsf, h=25ft; B=45ft; L=43ft; eave=5ft, Cat.
11; Exp 0; 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, Exterior(2R)
21-6-0 to 25-9-10, Interior(l) 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
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 = 1 O,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 ot=lb)
document are not considered
2=943,10=943.
"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
must be
particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code."
signature verified
on any electronic copies.
yo.,qubt Vito FF, N.,68182
lhfekNc,DBAS]ffekt_:A FLC,,rb6_14
16023 8,irgiry Ridge Rd.
cbtP,fidd, A10 001 7
M, t,:
April 7,2023
,&'A'ARNING PNOE M'! :,c1�3 m, 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 Doi'
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 ANS[ITPII Quality Criteria, DSB-89 and BCS1 Building Component 16023 S.ingley 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
T30256550
TTH10-14
T10A
COMMON
Job Reference (optional)
Builders FurstSource (Tampa, FL), Tampa, FL - 33564, 8,630 s Nov 19 2022 MiTek Industries, Inc. Thu Apr 6 08:59:04 2023 Page 1
ID:tPuYCeVfQTfYt3OC?ZvfnpzlGUH-arerDs2z-?nZ8rwz-XaUeSCIAR4inJx7-xsSJjgzTUVL
1 -0-9 7-7-3 14-6-10 21-6-0 28-5-6 35-4-13 43-0-0
6-11-6 6-11-6 7-7-3
5X6 =
5.00 [1-2
Scale = 1:72.6
3X8 = 1. 41 1. 11 — 11 - Z — to 11 3x8 =
3x4 =
1-14
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
Mo
Code FBC2020ITP12014
LUMBER -
TOP CHORD 2x4 SP No.2 *Except*
1-4,8-10: 2x4 SP No, 1
BOT CHORD 2x4SPNo,1
WEBS 2x4 SP No.3
REACTIONS. (size) 2=0-3-8, 10=0-3-8
Max Herz 2=297(LC 11)
Max Uplift 2=-944(LC 12), 10=-857(LC 12)
Max Grav 2=1886(LC 17), 10=1831(LC 18)
4x6 =
3x4
3x4 =
4x6
3x4 =
CSL
DEFL.
in (loc) I/defl L/d
PLATES GRIP
TC 0.94
Vert(LL)
-0.40 13-14 >999 240
MT20 244/190
BC 0,93
Vert(CT)
-0.68 13-14 >752 180
WB 0.99
Horz(CT)
0.18 10 n/a n1a
Matrix-SH
Weight: 216 lb FT = 20%
BRACING -
TOP CHORD
Structural wood sheathing directly applied.
BOT CHORD
Rigid ceiling directly applied or 2-2-0 oc bracing,
FORCES. (1b) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-3935/2003, 3-5=-3809/2015, 5-6=-2893/1662, 6-7=-2893/1671, 7-9=-3818/2052,
9-1 0=-3944/2041
BOT CHORD 2-16=-1751/3778, 14-16=-1350/3012, 13-14=-893/2211, 11-13=-1327/2873,
10-11 =- 1768/3573
WEBS 6-13=-521/1155, 7-13=-765/577, 7-11 =-426/921, 9-11 =-3641381, 6-14=-520/1154,
5-14=-763/574, 5-16=-395/913, 3-16=-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) Vasc1=1 16mph, TCDL=4.2psf; BCDL=3.Opsf; h=25ft; 6=45ft, L=43ft; eave=5ft; Cat.
II;
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, Interior(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
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.Opsf,
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb)
2=944,10=857.
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."
&'A'ARN,NG V,,,!> tiara .tell nand READ, NOTESON THiS ANC, JDFO Nfl FEK 'E�-ERFNCE PAGE M0 S,19,2C,20 BEORE, 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 ANS1/TPll Quality Criteria, DSB-89 and BCSI 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.
JJ"M V.1" PF N..68182
NU F1' l& DBAMf1ekk_,
160V Swhigb,y Ridge R(L
Che,(flejv, MC) 63417
D n t,, :
April 7,2023
WOW
16023 Swingley Ridge Rd
Chesterfield, MO 63017
Job
Truss
Truss
ru
Truss Type
Type
T30256551
TTH10-14
T11
Common
4
1
Job Reference (optional)
Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Nov 19 2022 MiTek Industries, Inc. Thu Apr 6 08:59:05 2023 Page 1
ID:tPuYCeVfQTfYt3OC?ZvfnpzlGUH-22CDQC3blJvQm_VAXF5jBflvJqQBWmFiAWBtF6zTUVK
7_7_3 14-6-10 21-6-0 28-5-6 35-4-13 43-0-0 45-0-0
_7_36-11-6 6-11-6 6-11-6 6-11-6 7-7-3 2-0-0
5x6 =
5.00 [1-2
Scale = 1 74,0
I ;1
66
—
1 lI_1
3x8
17 22
16 24
25
14 13 26
27
12
3x8
3x4 =
46 =
3x4 =
3x4
3x4 =
4x6
8-11-14 17-3-15
25-8-1
34-0-2
43-0-0
8-11-14 8-4-1
8-411 — — — — — —
— —
84-1
1
8 -1 T 1-4
Plate Offsets (X,Y)--
[2:0-4-2,0-1-8], [4:0-3-0,E
LOADING (psf)
SPACING- 2-0-0
CS1.
DEFL.
in (loc)
I/defl
Lid
PLATES
GRIP
TOLL 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
>757
180
BCLL 0.0
Rep Stress Incr YES
WI3 0.99
Horz(CT)
0.18 10
n/a
file
BCDL 10.0
Code FBC2020ITP12014
Matrix-SH
Weight: 220 lb
FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 *Except* TOP CHORD
148-11: 2x4 SP No.1 BOT CHORD
BOT CHORD 2x4 SP No.1
WEBS 2x4 SP No.3
REACTIONS. (size) 2=0-3-8, 10=0-3-8
Max Holz 2=-31 O(LC 10)
Max Uplift 2=-939(LC 12), 10=-1020(LC 12)
Max Grav 2=1885(LC 17), 10=1934(LC 18)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (to) or less except when shown.
TOP CHORD 2-3=-3932/1997, 3-5=-380612010, 5-6=-2887/1656, 6-7=-2886/1647, 7-9=-378511971,
9-10=-3923/1959
BOT CHORD 2-17=- 166813792, 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,
5-15=-763/575, 5-17=-395/913, 3-17=-361/365
Structural wood sheathing directly applied.
Rigid ceiling directly applied or 4-8-6 oc bracing.
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, Exterior(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 & 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 Pat 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 = 1 O.Opsf.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb)
2=939,10=1020.
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."
AARN',",-, "enly nJ aEADNIOE_3 ON '4SAND, PAOE NIM 49;2C,20 kEFORE
Design valid for use only with Nfilek(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
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, 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.
Jpft -I'Me, PE N.,6818Z
M(:` Mi634
1602,3 S51ffi0,,y Rtrti? Rd,
C A10 001
April 7,2023
MiTek'
16023 Swingley Ridge Rd
Chesterfield, MO 63017
Job
Truss
Truss Type
Qty
Ply
�
T30256552
TTH 10-14
V03
Valley
,
I
�
Job Reference (oritional)
Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Nov 19 2022 MiTek Industries, Inc. Thu Apr 6 06:%07 2023 Page 1
ID:tPuYCeVfQTfYt3OC?Zvfnpz[GUH-_QKzru4rHw98?IfYfg8BG4qSnely-�VA?dqgzK?zTUVI
2-0-0 4-0-0
2-0-0 2-0Z__
3x6 = Scale = 1:7A
5.00 F1_2 2
3
0 0
2x4
2x4 _-
0- 3-11-6
Plate
LOADING (pso
SPACING- 2-0-0
CS1.
DEFL. in (loc) 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 n1a
BCDL 10,0
Code FBC2020/TP12014
Matrix-P
Weight: 10 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOR 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=3-10-13, 3=3-10-13
Max Harz 1 =-1 4(LC 10)
Max Uplift 1 =-50(LC 12), 3=-50(LC 12)
Max Grav 1=92(LC 1), 3=92(LC 1)
FORCES. (lb) -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=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) 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
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.
ym,qub, VO PE N".68132
kLCIN66,14
16023 Siholry Rultu, Rd,
AIQ 6,1017
M,
April 7,2023
noxvalmmmmmmwmn
WARNING `Jody de,,qp, p,,,te,ndRAD NIQ E�3 )'H'NAND NGUICED REFERENCE PAGE V11 4 ',1 9!2020 BEtRE :SE
Design valid for use only with Mirreka) connectors. This design is based only upon parameters shown, and is for an individual building component, not
Nil'
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
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 ANSbTPII 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
T30256553
TTH10-14
V07
GABLE
1
Job Reference o tional...
Builders FirstSource (Tampa, FL), Tampa, FL - 33564,
7-3-12
&630 s Nov 19 2022 MiTek Industries, Inc. Thu Apr 6 0&59:08 2023 Page 1
ID:tPuYCeVfQTfYt3OC?ZvfnpzlGUH-SctL3E5T2EH?dSEIDNfQplNdP2eqLM8sUQXsRzTUVH
14-7-8
Scale: 1/2"=V
44 TRUSS DESIGNED FOR WIND LOADS IN THE PLANE
OF THE TRUSS ONLY. FOR STUDS EXPOSED TO WIND
(NORMAL TO THE FACE), SEE STANDARD INDUSTRY
5 GABLE END DETAILS AS APPLICABLE, OR CONSULT
3x4 16 15 14 13 12 11 10 3x4 --
14-7-8
14-7-8
LOADING (psf)
SPACING- 2-0-0
CS1.
DEFL. in (loc) I/clefl L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 125
TC 0,09
Vert(LL) n/a n/a 999
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.08
Vert(CT) n/a n/a 999
BCLL 0.0
Rep Stress Incr YES
WEI 0.07
Horz(CT) 0,00 9 n/a n/a
SCIDL 10,0
Code FBC2020/TP12014
Matrix-SH
Weight: 64 lb FT = 201
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.
(b) - Max Harz 1 = 1 12(LC 11)
Max Uplift All uplift 100 lbor 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. (lb) -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= 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 -I 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 / 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 10,0 psf bottom chord live load nonconcurrent with any other live loads,
7) * This truss has been designed for a live load of 20,Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members,
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 9, 14, 15, 12,
This item has been
11 except Ot=lb) 16=1 46, 1 0=1 46.
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.
f-oAn VMm PF N-..68132
,%hT,kInc, DBAMf1ekt'SA FLC2mO,14
16023 Siingl,y Ridgo Rd,
Dm,
April 7,2023
A14.4RNING V1,,11-,1/ del,,,,x I s o REAC NO , F3 ON "H1,S AND, !��._ FER'N1,,' E IAG= 4 7--v 1 2020 6EPORE USE
Design valid for use only with MiTek0 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 19i
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 ANSIITPII Quality Criteria, DSS-89 and SCSI Building Component 16023 Seongley 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
T30256554
�
TTH10-14
V08
Valley
1
1
Job Reference (optional)
Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8,630 s Nov 19 2022 MiTek Industries, Inc. Thu Apr 6 08:59:09 2023 Page 1
ID:tPuYCeVfQTfYt3OC?Zvfnpz[GUH-xpRkGa65pYPsFcpxm4AfLVvjOStPSoI 148940tzTUVG
5-7-12 11-3-8
5-7-12 5-7-12
Scale = 1: 19.7
4x6 =
.9
0
4
44 6 2x4 11 4x4
LOADING (psf)
SPACING- 2-0-0
CS1.
DEFL. in (loc) I/defl L/d
PLATES GRIP
TOLL 20.0
Plate Grip DOL 1.25
TC 0,42
Vert(LL) n/a n1a 999
MT20 244/190
TCDL TO
Lumber DOL 1.25
SC 0,57
Vert(CT) n/a n/a 999
BCLL 0.0
Rep Stress ]nor YES
W13 0.11
Horz(CT) 0.00 3 rile n/a
BCDL 10,0
Code FBC2020ITP12014
Matrix-SH
Weight: 37 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOR 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 Horz I =-84(LC 10)
Max Uplift 1=-104(LC 12), 3=-104(LC 12), 4=-196(LC 12)
Max Gray 1=169(LC 21), 3=169(LC 22), 4=411(LC 1)
FORCES. (1b) - Max. Comp./Max. Ten. - All forces 250 (to) 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: Vult=l 50mph (3-second gust) VascI=1 16mph; 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 Exteriori 0-7-9 to 3-7-9, Interior(l) 3-7-9 to 5-7-12, Exterior(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.
,Tn,,,pnn Vd- PE N.,63132
16023 8,,ingky Ridge Rd,
Cheait�,Md, A10
Dm,e.
April 7,2023
AV4ARMNG, 19Qi2039-P ORE 1 SF-,
Design valid for use only with MiTek(ID 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 Sol'
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 ANS1177PIl Quality Criteria, DS849 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—
�V09
T30256555
�Refwn.e
TTHII-11
Valley
Job (optional)
Builders FirstSource (Tampa, FL), Tampa, FL - 33564,
0
3x4 i
2X4 11
8,630 s Nov 19 2022 MiTek Industries, Inc. Thu Apr 6 08:59:10 2023 Pagel
ID: tPuYCeVfQTfYt3OC?ZvfnpzlGU H-P??6Tw7jZrXjsm N7KohuujSxjrHcBFZRJovewKzTU VF
7-11-8
4x4 =
3x4 --
Scale= 1 14.8
7-1,1-0
7-11-8
7-,-0
08
LOADING (psf)
SPACING- 2-0-0
CSL
DEFL. in (loc) I/clefl L/d
PLATES GRIP
TCLL 20,0
Plate Grip DOL 1.25
TC 0.23
Vert(LL) n/a n/a 999
MT20 244/190
TCDL 7,0
Lumber DOL 1.25
BC 032
Vert(CT) n/a n/a 999
SCLL 0.0
Rep Stress Incr YES
WS 0.09
Horz(CT) 0.00 3 n/a n/a
BCDL 10.0
Code FBC2020/TP12014
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 Horz 1 =56(LC 11)
Max Uplift 1 =-69(LC 12), 3=-69(LC 12), 4=-131 (LC 12)
Max Grav 1 =1 13(LC 21), 3=1 13(LC 22), 4=275(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) 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= 1 50mph (3-second gust) Vasd=l 16mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat.
11; Exp C; Encl., GCpi=O, 18; MWFRS (directional) and C-C Exterior(2E) 0-7-9 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=l 60 plate grip l
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 to uplift at joint(s) 1, 3 except (jt=Ib)
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.
Jqtft VA�PE N.-63132
\,UTk 1— DUANIffrk USA MC,t6634
160V Swinirl,ry Rider Rd,
ChArrfl0d,AI()630I7
Date:
April 7,2023
&,',1'4ARN,N.`, Venfy !e,,g3,pate,,nd REAL',1-i, CN I HS AND,N1,1,,t)Ef)',1,1 T' Eh, REFEPENC,` PAGE M11 14 73 13-2020,SEFO,)SF
Design valid for use only with MiTek(le 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 AMI/TP/I Quality Criteria, DS849 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
Tuss
Truss Type
Qty
PlyT10256116
LJob
4
V10
Valley
1
1
�
Job Referen
Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Nov 19 2022 MiTek Industries, Inc. Thu Apr 6 08:59:11 2023 Page 1
ID:tPuYCeVfQTfYt3OC?Zvfnpz[GUH-tBZUhF7MK9fZUvyKuVC7Qw-7vFeCwjAbYSeBTmzTUVE
2-3-12 4-7-8
2-3-12 2-3-12
Cil
0
2x4 `-
3x6
2
2x4 -�-
Scale = 1:8.6
0,0,8 4-7-8
OjO!8 4-7-0
Plate
LOADING (psf)
SPACING- 2-0-0
CSI,
DEFL. in (loc) I/defl Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.14
Vert(LL) n/a IRIS 999
MT20 244/190
TCDL 7.0
Lumber DOL 1,25
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 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 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 Herz 1 =-28(LC 10)
Max Uplift 1=-68(LC 12), 3=-68(LC 12)
Max Grav 1=125(LC 1), 3=125(LC 1)
FORCES. (Ilb) -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 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($) 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.
Yqidi, Vel- PE N. ),68182
M 3 ff,klim DBAMITeh, USA fL<:,it6C,34
1(023 Swingley Ridge Rd.
Cl—it,fidd, Ali) 0 4)17
D"u;
April 7,2023
&',NARNING 1`el"y4l,,,- ... ...d RE AD NOTES ON, 7) {Ie AND NC_',,J'0ED TEK '<E-,RENCP -A,}F- MH ',1,'3 _ I )?020 BEr 01RE USE
Design valid for use only with MiTekilf 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 1 bracing"'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPII 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
Truss
Truss Type
Cti,
Ply
T30256557
LJob
Vill
1
_
_]Valley
i
Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8,630 s Nov 19 2022 MiTek Industries, inc. Thu Apr 6 08:59:12 2023 Page 1
ID:tPuYCeVfQTfYt3OC?Zvfnpz[GUH-LO7sub8 — 5TnQ63XWSDjMzBXI—f—hf92kn6Ok?CzTUVD
3-10-0 7-8-0
3-10-0 3-10-0
0
3x4
2x4 11
44 =
3x4
Scale = 1 14.3
.C?
0
7-8-0
7-8-0
LOADING (pso
SPACING- 2-0-0
CS1.
DEFL, in (loo) Ildefl L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0,18
Vert(LL) n/a We 999
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
Sc 0.15
Vert(CT) n/a n/a 999
BCLL 0.0
Rep Stress [nor YES
We 0.09
Horz(CT) 0.00 3 n/a n/a
BCDL 10.0
Code FBC2020ITP12014
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 Harz 1 =-35(LC 10)
Max Uplift 1 =-60(LC 12), 3=-60(LC 12), 4=-127(LC 12)
Max Grav 1=102(LC 21), 3=102(LC 22), 4=258(LC 1)
FORCES. (1b) -Max. Comp./Max. Ten. -All forces 250 (11h) or less except when shown.
WEBS2-4=-1591296
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=O. 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 except Ot=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 Tat 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.
T-iiiii. V0- PF N,,,6SIS2
I
16,023 Svhgl,,y Ridge, RL
(hk,i,fl0d, 110 Oill
Dm,7
April 7,2023
\O 111, del, 91 Pal and REA) NO ll' S O1,1,-lND,'1C W-,;� K -.EFERLNCE PAGiF 1,1,1 7 4 � 3 l-. 202C, 8E FORE, z,S
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 ANS11I`PII 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
Sr_1
ymbols
PLATE LOCATION AND ORIENTATION
1374 " 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.
Ole-
For 4 x 2 orientation, locate
/A plates 0- 'lid' from outside
Numbering System
6-4-8 1 dimensions shown in it -in -sixteenths
(Drawings not to scale)
I
2 3
TOP CHORDS
C1-2 C2-3
0 WEBS c4
0 h �
T_ 0
0
0-
0 CL
0
C7-8 C6-7 C5-6 F
General Safety Notes
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.
BOTTOM CHORDS
edge of truss.
8 7 6 5
6. Place plates on each face of truss at each
joint and embed fully. Knots and wane at joint
This symbol indicates the
JOINTS ARE GENERALLY NUMBEREDILETTERED CLOCKWISE
locations are regulated by ANSIITPI 1.
required direction of slots in
AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO
7. Design assumes trusses will be suitably protected from
connector plates.
THE LEFT.
the environment in accord with ANSI/TPI 1.
Plate location details available in MiTek 20120
CHORDS AND WEBS ARE IDENTIFIED BY END JOINT
8. Unless otherwise noted, moisture content of lumber
software or upon request
NUMBERS/LETTERS.
shall not exceed 19% at time of fabrication.
9. Unless expressly noted, this design is not applicable for
PLATE SIZE
PRODUCT CODE APPROVALS
use with fire retardant, preservative treated, or green lumber.
ICC-ES Reports:
10. Camber is a non-structural consideration and is the
The first dimension is the plate
responsibility of truss fabricator. General practice is to
4 x 4 width measured perpendicular
ESR1 311, ESR-1 352, ESR1 988
camber for dead load deflection,
to slots. Second dimension is
ER-3907, ESR-2362, ESR-1397, ESR-3282
11. Plate type, size, orientation and location dimensions
the length parallel to slots.
indicated are minimum plating requirements.
LATERAL BRACING LOCATION
12. Lumber used shall be of the species and size, and
in all respects, equal to or better than that
specified.
Indicated by symbol shown and/or
by text in the bracing section of the
Trusses are designed for wind loads in the plane of the
truss unless otherwise shown.
13. Top chords must be sheathed or purlins provided at
spacing indicated on design.
output. Use T or I bracing
if indicated.
Lumber design values are in accordance with ANSI/TP1 1
14 Bottom chords require lateral bracing at 10 ft. spacing,
section 6.3 These truss designs rely on lumber values
or less, if no ceiling is installed, unless otherwise noted.
BEARING
established by others.
15. Connections not shown are the responsibility of others.
16. Do not cut or alter truss member or plate without prior
Indicates location where bearings
approval of an engineer.
(supports) occur. Icons vary but
reaction section indicates joint
CO 2012 MiTek@ All Rights Reserved
17. Install and load vertically unless indicated otherwise.
swim
number where bearings occur.
Min size shown is for crushing only.
18. Use of green or treated lumber may pose unacceptable
environmental, health or performance risks. Consult with
project engineer before use.
Industry Standards:
Iml
19. Review all portions of this design (front, back, words
ANSI/TP11: National Design Specification for Metal
and pictures) before use. Reviewing pictures alone
is not sufficient.
Plate Connected Wood Truss Construction.
DSB-89: Design Standard for Bracing.,
20. Design assumes manufacture in accordance with
BCSI: Building Component Safety Information,
M iffek
ANSIfTPl I Quality Criteria.
Guide to Good Practice for Handling,
21.The design does not take into account any dynamic
Installing & Bracing of Metal Plate
or other loads other than those expressly stated.
Connected Wood Trusses.
MiTek Engineering Reference Sheet: Mll-7473 rev. 5/19/2020
I
I I
DESCRIPTION: LOT(S) 10- 14 TYSON TOWNHOMES, ACCORDING TO SEC. 2, TWP. 26 S, RNG 21 E.
THE PLAT THEREOF, RECORDED IN PLAT BOOK—, PAGES)—, OF SITE PLAN PASCO COUNTY, FLORIDA
THE PUBLIC RECORDS OF PASCO COUNTY, FLORIDA. (NOT ASURVEY) (TYSON TOWNHOMES)
NAIMMUMMM
N 87°02'20" E (P)
PROPOSED DRAINAGE FLOW
(0000) PROPOSED GRADE
E-00.00 EXISTING GRADE
* = 10.00'UTILITY EASEMENT
ROOM
LOT GRADING TYPE =N/A
PROPOSED PAD ELEVATION - 10 1, 10'
FRONT SET BACK = 20'
SIDE SET BACK = 10'
REAR SETBACK= 15'
LOT =
1 1063 SO. FT.
LIVING AREA =
3026
SO2 FT,
ENTRY =
156
SO2 FT.
GARAGE
1 1 1 1
SICL FT.
COVERED LANAI
(XX
S 0. FT.
PATIO =--400
—SO.
FT,
POOL AREA =
NA
SO. FT.
CONC. DRIVE =
i004
SCI. FT
A/C & CONC PAD =
— 45
SO. FT.
SIDEWALK =
39I
SO, FT.
SIDE YARD SWALE =XXX
SO. FT.
CONSERVATION AREA =
XXX
SO. FT.
LOT OCCUPIED =
5S
%
AREA TO IRRIGATE
45
%
PROPOSED:
MINIMUM FLOOR ELEVATIONS:
LIVING AREA' I01.77'
GARAGE AREA:
ELEVATIONS REFERENCED TO
NORTH AMERICAN VERTICAL
DATUM OF 1988
This SITE PLAN Prepared for and Certified To:
Starlight Homes
I O'UTILITY ALL ELEVATIONS REFERENCED
&SIDEWALK TO NORTH AMERICAN
EASEMENT VERTICAL DATUM OF 1988
(NAVID 88)
APPARENT FLOOD HAZARD ZONE,'X" COMMUNITY NO, 120235
(MAP NUMBER 12 10 1C-0452-F) EFFECTIVE DATE: 09/26/2014
APPARENT FLOOD HAZARD ZONE: 'X" COMMUNITY NO. 120235
SURVEY AB I BREVATIONS (MAP NUMBER 12 10 1 C-0456-F) EFFECTIVE DATE., 09/26/2014
PROPOSED ELEVATIONS AND GRADING
SHOWN HEREON ARE TAKEN FORM THE
ENGINEERING PLANS OF
"CLINTON CORNER SUBDIVISION", PREPARED
BY BEACON CIVIL ENGINEERING PROVIDED
BY CLIENT
A) = ARC LENGTH (D) = DEED INV -- INVERT PC - POINT OF CURVE (R) = RECORD LEGEND A/C = AIR CONDITIONER D.E= DRAINAGE EASEMENT LB =LICENSED BUISNESS PCC - POINT OF COMPOUND CURVE RNG = RANGE VINYL FENCE
EL OR ELEV - ELEVATION L,E - LANDSCAPE EASEMENT PCP = PERMANENT CONTROL. POINT
AT = ALUMINUM FENCE RRS RAIL ROAD SPIKE 7� - CONC
BEE BASE FLOOD ELEVATION EOP - EDGE OF PAVEMENT LEE - LOWEST FLOOR ELEVATION P/E POOL EQUIPMENT R/W RIGHT OF WAY 4,
BM = BENCH MARK ESMT = EASEMENT LS = LICENSED SURVEYOR PG = PAGE SEC = SECTION WOOD FENCE
C = CURVE F/C - FENCE CORNER (M) - MEASURED PI = POINT OF INTERSECTION SN&D = SET NAIL AND DISK = ASPHALT
fC) = CALCULATED FCM = FOUND CONCRETE MES = MITERED END SECTION PK -PARKER KALON U3#8183
,, = CENTERLINE CHAIN LINK FENCE
CLF = CHAIN LINK FENCE MONUMENT NCF = NO CORNER FOUND R = PROPERTY LINE SIR = SET 112" IRON ROD LBO 8183
CMP = CORRUGATED METAL PIP F:P = FOUND IRON PIPE C/A - OVERALL POB - POINT OF BEGINNING TBM = TEMPORARY BENCH MARK - BRICK
COL = COLUMN FIR = FOUND IRON ROD CHIN - OVERHEAD WIRE(S) POC = POINT OF COMMENCTMENT TOB = TOP OF BANK
CONC - CONCRETE FN&D = FOUND NAIL & DISK O.R. -OFFICIAL RECORDS POL = POINT ON LINE TWP = TOWNSHIP ALUMINUM FENCE
CONCRETE SLAB FOP FOUND OPEN PIPE (P) = PLAT PRC - POINT OF REVERSE CURVE U.E UTILITY EASEMENT COVERED
C/S
CST � CLEAR SIGHT TRIANGLE EPP FOUND PINCHED PIPE PS - PLAT BOOK PRM = PERMANENT REFERENCE MONUMENT
I VF VINYL FENCE
JOB #6265 SURVEYOR'S NOTES: SURVEYOR'S CERTIFICATE 1708 Water Oak Drive SIC' E
Date of Plan: 1-30-23 1.) Current title information on the subject property had not been This certifies thak Aj p the hereon described Tarpon Springs, Florida N
WP I N IWII I N
furnished to Initial Point Land Surveying, LLC. at the time of this property v re' and Phone: (727)-831-1990 RGIM
I -EZ
DWG:Ll -14TSYONTH-SITE SITE PLAN meets 4 ;Nf Practice for Florida PLS 7 123 @g mail.com TW11 I S 0
C 2.) This sketch was prepared without the benefit of a title search. surve)ea PA W, pard of Land LB# 8183 RIN R IE
No instruments of record reflecting ownership, easements or Sury D; I rJ - I thr�O)gh S
File: — rights -of -way were furnished to the undersigned, unless otherwise 511 A i
shown hereon. V ned
Drawn by: DJB t 0 1 n 47'!. 2 1 te
— 3,) Roads, walks, and other similar items shown hereon were taken Pitatuet B�f artley
Checked byJH from engineering plans and are subject to survey.
SIONS 4.) This SITE PLAN does not reflect nor determine ownership.
0 Date: .02.01
REVI
5.) This SITE PLAN is subject to matters shown on the Plat of li, D 9: `05'00'
"TYSON TOWNHOMES" Jeff M. aate
6.) Dimensions shown hereon are in feet and decimal portions FLORIDDZ OR AND <0
thereof. MAPPER N 3
7.) Contractor and owner are to verify all setbacks, building
dimensions, and layout shown hereon prior to any construction, NOT VALID WITHOUT THE ORIGINAL
and immediately advise Initial Point Land Surveying, LLC. of any SIGNATURE AND SEAL OF A FLORIDA
deviation from information shown hereon. Failure to do so will be LICENSED SURVEYOR AND MAPPER Initial Point Land Surveying, LLC.
Products
DEMING HEIGHT SCHEDULE
PlotID
Length
Product
FJI
20-00-00
16"
BCI
45OOs-1.8
F J2
5-00-00
16
BCI
4500s-1.8
FJ3
20-00-00
16
BCI
60OOs-1.8
FJ4
20-00-00
16"
BCI
60OOs-1.8
FJ5
16-00-00
16"
BC!
60OOs-1.8
FJ6
4-00-00
16"
BCI
60OOs-1.8
Plies Net.
Oty Fab Type
2 10
MFD
2 10
MFD
1 55
MFD
1 10
MFD
1 35
MFD
I 5
MFD
Rm I 12--00-00 1-1 /8 x 16 BC RIM BORRD OSB I
Bk 1 2-00-00 16" BCI 60OOs-1.8 I
19-08-00
Rml
FJ4 :;2-TO-ORA
Jl FF
SO FF
9
Rml
c
FJ3
5FJ5 .. :
-- FJI
F J3
FJ4
FJ4
niiri Rlii! �} Kfitl
19-08-00 19-08-00 4 19-08-00 19-08-00 �}, 19-08-00
99-OB-eO
Hanger List
NOTES:
1) REFER TO HIB 91 (RECOMMENDATIONS FOR
HANDLING INSTALLATION AND TEMPORARY DRACING.)
REFER TO ENGINEERED DRAWINGS FOR PERMANENT
DRACING REQUIRED.
2) ALL TRU55E5 (INCLUI TRU55E5 UNDER
VALLEY FRAMING) MUST DE COMPLETELY
DECKED OR REFER TO DETAIL V105 FOR
ALTERNATE DRACING REQUIREMENTS.
3.) ALL VALLEYS ARE TO DE CONVENTIONALLY
FRAMED DY BUILDER,
4.) ALL TRU55E5 ARE DE516NED FOR 2 o.c.
MAXIMUM SPACING, UNLESS OTHERWISE NOTED.
5.) ALL WALLS SHOWN ON PLACEMENT
PLAN ARE CON5IDERED TO BE LOAD
REARING, UNLE55 OTHERWISE NOTED.
A) 5Y42 TRU55E5 MUST DE INSTALLED
WITH THE TOP DEING UP.
7-) ALL ROOF TRU55 HANGERS TO DE 5IMF5ON
HTU26 LNLE55 OTHERW15E NOTED. ALL
FLOOR TRU55 HANGERS TO DE 51MP5ON
THA422 UNLE55 OTHE9W]5E NOTED.
S) DEAMMEADERILINTEL (HER) TO DE
FURNISHED DY UVILDER_
SHOP DRAWING APPROVAL
THIS LAYOUT 15 THE 50, E 50URGE FOR FABRICATION OF
TRU55E5 AID VOIDS All FXEYIOU5 ARCHITECTURAL OR OTHER
TMJ%LAYOUTS, REEViEW AND APPROVAL OF THIS LAYOUT MJ5T
SE RECEIVED BEFORE ANY T?U%E5 WILL DE BUILT- VERIFY ALL
COWITINS TOIP&RE A(AIN5T CHANGES THAT WILL RE411T
IN EXTRA CHARGES TO YOU,
Pprmud 6y� Oasc
6'IBUilders
6AFirstSource
Orlando
PHONE: 407-551-2100 FAX: 407-051-7111
Plant City
PFIONE: 513-759-5951 FAX: 513-752-1532
Starlight Homes
IlltDEi:
Tyson TH 5 Unit
tEkk APHE55. REPHION:
Lots 10-14 SCALP: NT5
DATE: DkA%WBY: d01
4-5-23 Rick
PASG
COUNTY FLOI I -AS
"n
PASCO COUNTY
BUILDING CONSTRUCTION SERVICES
8731 Citizens Drive
Suite 230
New Port Richey, FL 34654
727-847-8126
NOT A PLERMIT
Paid.py Check # CC Auth # Cashier ID Workstation
Paper Check 48700 DBELLEFEUILLE BCCITLOAN97L
Fee gjjeription Amount Paid
Impact Fee Residential Solid Waste Single Family 34,17
Total Payments: $34.17
PaorAddress Phone
Starlight Homes Florida, LLC
Comments-
0226210310000000090
6183 Daerr Ridge St
While you will be paying your 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.
•RMLAII I I �
1 �! 1 lip
M Mi-1111