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INSPECTION RECORD -POST ON SITE
$ Permit NO.
RC-3-15-552
Miami Shores Village
Pemui Type.
R I onstrvction
110050 N.E.2tad'Avehiae
A/
Miami Shores,FL 33138-Mo
WorltCle4cf4:�dtifian
Phorte: (305)795-2204 Fay (3MISS-8972
ttt �i issue Date 9/912018 /� r n
Expires Q3l 3/07/2016
16
INSPECTION REQUESTS. (306)762-4949 or Log on at https*^Idg.miamishoresviilage.com/cap
REQUESTS.ARE ACCEPTED DURING 8:30AM-3:30PM FOR THE FOLLOWING BUSINESS DAY.
Requests must be received by 3 pm for following day Inepectlons.
Residential Construction Parcel#.,l 121360030400
Owner's Name: Owner's Phone: (954)465-3753
Job.Address: 88 NDN 111 Street � Total Square Peet: 283$.14
Miami Shares )`-='38- %>
Bond Number: 2832 Total Job Valuation: $ 182,282.50
WO:K IS ALLOWED MONDAY THROUGH SATURDAY,
Contiactorls) PhonePrimary Contractor 7:30AM-6:00PM.NO WORK IS ALLOWED ON
SUNDAY OR HOLIDAYS.
ELTEC CONSTRUCTJON&fWESTP (306)694-1080 305)694-1 Yes
BUILDING INSPECTIONS ARE DONE MONDAY
DONE MONDAY THROUGHOOFlNG INSPECTIONS ARE
THROUGH THURSDAY.
FRIDAY. NO BUILDING
INSPECTIONS DONE ON FRIDAY.
,I)AMAAED SID
NO
MUST ISE flEPLACIED
PRIORIC
INSPECTI"
JOB AT TIME OF
S V .
S
t ,
For WvewaySa40l`8idewaks, r d.�.// - --
beforefnal in n and bond Can be � e(
Ipprovedfor refund;aHsod and yard word
AL
mimthpcomniptAll
NO INSPECTION WILL BE MADE UNLESS THE PERMIT CARD IS DISPLAYED AND HAS BEEN APPROVED. PLANS ARE READLY AVAILABLE. IT IS
THE PERMIT APPLICANTS RESPONSIBILITY TO ENSURE THAT WORK IS ACCESSIBLE AND EXPOSED FOR INSPECTION PURPOSES. NEITHER
THE BUILDING OFFICIAL NOR THE CITY SHALL BE LIABLE FOR EXPENSE ENTAILED IN THE REMOVAL OR REPLACEMENT OF ANY MATERIAL
REQUIRED TO ALLOW INSPECTION.
WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF
COMMENCEMENT MAY RESULT IN` YOUR PAYING TWICE FOR IMPROVEMENTS
TO YOUR PROPERTY. A NOTICE ,OF COMMENCEMENT MUST BE RECORDED
AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU
INTEND TO OBTAIN . FINANCING, - CONSULT WITH YOUR LENDER` OR AN
ATTORNEY BEFORE COMMENCING WORK OR .RECORDING YOUR NOTICE OF
COMMENCEMENT.
7 - F-
�,. � t
INSPECTION RECORD .
F
- _ in1sP
' INS�EC'i1�li _' DATE 1NSPIci"ION'-_
r oundation - j.l onfng F - itlE� 6iL� /v- 'S
Ste-MWO'tf - - YON11 COMM1?NTS Rough - -
Slab - / -..�'� _ Water Service -
_..� _
Columns 1st _
Top Out --
- Tie BeamMET-
fpr► _
Tru Rafter _ _ Septic Tani_
- - - --
h hoof Sheatiung _ i ,," _ - SeW;er Hoak=u
--
-
tucks ftooirfrrs
Yhtrndarasars - ELECTMCAL T ,
- - Gas
lntenor Framing 1MSPEL7IDN DATE - INSf TM -
fnsufatrta - Wei,
Terr1� P
Ceffing Grid _ 30 Day Temporary i awn_• rfnkters
- - - - - - -
G D; atl _ Pool; ndin_
_ � � 'Main_gain =
r Ffrewalf - Pool Deck Be#ing Pool Pl eine --
Wire Lath - Pooi Vdet Niche_- - Back#fow'PrventQr'
Peoi Strrel- - - urrcie- rourid fnterreptbr - -
Pool DoYck_ - - _ Footer Grouaad
/ Gat"h Be�i sip
'Final Pont -- Slab v: Condensate gains
Final Fence - - Waif`Rou h - HRS Final - -
Screen enclosure Geilin Ro
gyve-Way - - Raug - % PLUMBI1j -Avt4' rs --
- - -
Driveway Base Tefe honea3ou h
Ti,h Gap-- Tele hon' final
I Roof , Pro rens' - TV Rough -
mo -in Pro ress4. TVFfnaf r/ f
Final Roof - - - - Cable_Rou h
Shutters Attachment Gable Final
- - -- - ,
. ,Final`Shutters lntermm Rough
- --
Rails and'Guardreffs° intercom Final - _ MECHANICAL
-- - - _-
ADA compliance Alarm Ro h
-. - Iispil TiON DATE_s_ WSP
i _-- Alarm Final - - underground PI e
OMMENts - Fire Alarm Rough -
Soil$sari Cert- fire Alarm i lhaf Rou h -
-- - -
5oif Treatment, Service Work Wtth ="1
Floor Ffevation Survey -- / Ventilation Roue - -
Refnf 41nftMas pert ELECTR1C14L COMMENTS Hood Rough
insulation Certificate - - Pressure Test --
S_ot terve Final Hood
Final Surveyf Final llentllatlon
Trwss Certification -- Final Pool F9eater - - --
-
IA
R COMMENTS Final Vacuum
c, MEOMIO L ONIMIU S
114SPEMON'. DATE - MP
Final rl-kler - - -- -
Final Alarm -
- - - r:
Oct.09 9 RV 0,110
r I
x r I
c..� � F,, ',/ iF,,�'-g rb j_4 4
�5 °REs y Co S-7 (91) 33-7 -ZZ5'F-
. iY� � -7 4q oLle
u�••� Miami Shores Villageg
`h- ,* Building Department
�'�O1tIDA 10050 N.E.2nd Avenue
Miami Shores, Florida 33138
ss
f2Tel: (305) 795.2204
J Fax: (305) 756.8972
CERTIFICATE OF OCCUPANCY/COMPLETION
CHECK LIST
1ildin permit card.
9
Surveys (2 copies) Final as built-Required Items: Elevations of buildings showing all intended
setbacks from property lines and other existing structures. Ingress+ Egress, required parking
spaces, Wheel stops, stripping, and all paving to exterior.
El Certificate of Elevation—(Sealed by surveyor). Expiration date required on the form.
certificate of Insulation.
Certificate of Soil Treatment(Final treatment-original)1
CHAPTER 2913-5 TERMITE PROTECTION: "This Building has received a complete treatment
for the prevention of subterranean termites.Treatment is in accordance with the rules and
law as established by the Florida Department of Agriculture and Consumer Services."
❑ Health Department Approval Letter(On septic or private water).
Note: If the house is on septic tank, approval letter is required from Health Dpt.
oil If
Letter(Density report is required)
q )
�inal certification letter from the Engineer/Architect(on masonry, trusses, special structure, etc)
❑ Backflow preventor certificate (Required on commercial projects only)
❑ Declaration of use. (Recorded in Miami-Dade Clerk of Courts)
PLEASE NOTE THAT THE SAME ITEMS ARE REQUIRED FOR TEMPORARY CO
• Emergency CO(Without 24 Hrs Processing)Additional fee is$80.00.
• Temporary CO (Up to 90 days max) $75.00.
• Residential CO$150.00
• Residential CC$50.00
• Commercial CO and CC$200.00
Inspection Worksheet
Miami Shores Village
10050 N.E. 2nd Avenue Miami Shores, FL
Phone: (305)795-2204 Fax: (305)756-8972
nspection Number: INSP-268528 Permit Number: RC-3-15-552
Inspection Date: October 07, 2016 Permit Type: Residential Construction
Inspector: Dacquisto, David
Inspection Type: Survey Final
Owner: , Work Classification: Addition
Job Address:88 NW 111 Street
Miami Shores, FL 33138-
Phone Number (954)465-3753
Parcel Number 1121360030400
Project: <NONE>
Contractor: ELTEC CONSTRUCTION &INVESTMENT Phone: (305)694-1080
Building Department Comments
ADDITION TO REAR OF PROPERTY REMODEL Infractio Passed comments
EXISITNG HOME INSPECTOR COMMENTS False
LID Inspector Comments
Passed 16E
Failed El
Correction ❑
Needed
Re-Inspection ❑
Fee
No Additional Inspections can be scheduled until
re-inspection fee is paid.
For Inspections please call: (305)762-4949
October 07,2016 Page 1 of 1
JOHN IBARRA & ASSOCIXA TES, INCTj r .
Professional Land Surveyor=; &
__-- V/VVVW IFtAl2NAl-ARIf D!-v"UF�'\dF Y'f.)F 1;. X.f)M
J-T lty VV 1rVn'1 eAVENUE ;'130 d a,11'1 �f7 nY+f -o .rY
107 11; a 411 1 E 1"11,1 20'x1r'o I i
641A�M F1.0"11yA ,1-11(7 e4t t r.., +1,Af f'6.
€ fi i"! `-.cd) 11101
n 1
Y
s�
LOCATION SKETCH VIEW OF SUBJECT PROPERTY
SCALE=NT.S.
88 NIN 111th STREET,MIAMI SHORES,FLORIDA 33168
ABBREVIATIONS
A =ARC.
AA; =AIR CONDITIONER PAD E T.P. =ELECTRIC TRANSFORMER PAD ORB. =OFFICIAL RECORDS BOOK T =TANGENT
A.E. =ANCHOREASEMENT ELEV. =ELEVATION OV.H =OVERHANG TB =TELEPHONEBOOTH
A.R. =ALUM/NUMROOF ENCR =ENCROACHMENT PVMT. =PAVEMENT T.B.M.=TEMPORARYBENCHMARK
A.S. =AL UMINUM SHED FH. =FIRE HYDRANT PL =PLANTER T.UE=TECHNOLOGYUTILITYEASEMENT
ASPH =ASPHALT FIR =FOUND IRON PIPE P.L. =PROPER TY[/NE TSB =TRAFF/C SIGNAL BOX
B.C. =BLOCK CORNER FIR. =FOUND IRON ROD PC C.
.C.C. =PO/NT OF COMPOUND CURVATURE T.SP =TRAFFIC SIGNAL POLE
BLDG. =BUILDING F.F E =FIN/SHED FLOOR ELEVATION P.C. =POINT OF CURVATURE TWP =TOWNSHIP
B.M. =BENCH MARK F NO =FOUND NAIL&DISK PO T. =PO/NT OF TANGENCY UT/L =UTILITY
B.C.R. =BROWARD COUNTY RECORDS FT =FEET PO.C. =POINT OF COMMENCEMENT UE =UTIL ITYEASEMEN T
B.O.B. =BAS/SOFBEAR/NG FN/P =FEDERAL NA TIONAL/NSURANCEPROGRAM P.O.B. =P0/NT OF BEGINNING UP. =UT/L/TYPOLE
B.S.L. =BUILD/NG SETBACK L/NE F N =FOUND NAIL PRC =PO/NT OF REVERSE CURVATURE W,M =WATER METER
(C) =CALCULATED H =H/GH OR(HEIGHT) PWY =PARKWAY WF =WOOD FENCE
C.B. =CATCH BASIN IN&EG. _INGRESS AND EGRESS EASEMENT P.R.M =PERMANENT REFERENCE MONUMENT WP =WOOD PORCH
CBS' =CONCRETE BLOCK STRUCTURE L C.V =IRRIGATION CONTROL VAL VE P.L.S. =PROFESSIONAL LAND SURVEYOR W.R. =WOOD ROOF
C.B.W. =CONCRETE BLOCK WALL IF =IRON FENCE P.P. =POWER POLE W V. =WATER VAL VE
CH =CHORD L.B. =LICENSED BUS/NESS P.P.S. =POOL PUMP SLAB kI =MONUMENT L/NE
CHB. =CHORD BEAR/NG LP =L/GHTPOLE P.UE =PUBLIC UTIL/TY EASEMENT q =CENTER L/NE
CHL. =CHORDLENGTH L.FE =LOWESTFLOOR ELEVA TION (R) =RECORDDISTANCE =DELTA
CL =CLEAR LME =LAKE MAINTENANCE EASEMENT R.R. =RAIL ROAD
co, =CLEAN OUT =MINUTES RES =RESIDENCE
CLF. =CHAIN LINK FENCE (MJ =MEASURED DISTANCE RW =RIGHT-OF-Wq V LEGEND
CRE =CANAL MAINTENANCE EASEMENT M B. =MAIL BOX RAD. =RAD/US OR RAD/AL
CONC =CONCRETE MD.C.R.=MIAMI DADE COUNTY RECORDS RGE =RANGE =OVERHEAD UTIL ITYL/NES
OUP. =CONCRETE UTIL/TYPOLE ME. =MA INTENANCE EA SEMEN ROE =ROOF OVERHANG EASEMENT ------- =CONCRETE BLOCK WALL
C.P. =CONCRETEPORCH MH =MANHOLE SEC. =SEC TION -*- ---"-— =CHA/NLINK FENCE
C.S. =CONCRETE SLAB NA.P =NOTA PART OF STY. =STORY - --e----e =IRON FENCE
C.W. =CONCRETE WALK NGVD =NATIONAL GEODETIC VERTICAL DATUM SWK =SIDEWALK =WOOD FENCE
0..E. =ORA/NAGE EASEMENT N TS =NOT TO SCALE SIP =SET IRON PIPE -" - --- - =BU/LD/NG SETBACK LINE
DME =DR9INA GE MAINTENANCE EASEMENT #OR NO. =NUMBER S =SOUTH — -- -- — =UT/L/7YEASEMENT
DRIVE =DRIVEWAY O/S =OFFSET S.P. =SCREENED PORCH =LIMITED ACCESS R1/
° =DEGREES O.H. =OVERHEAD S V =SEWER VALVE =NON-VEHICULAR ACCESS RAN
EB =ELECTR/CBOX O.H.L. =OVERHEAD UTILITY[/NES =SECONDS .0.00 =EX/ST/NG EL EVA TIONS
LEGAL NOTES TO ACCOMPANY SKETCH OF SURVEY:
SURVEYOR'S NOTES:
•THERE MAYBEEASEMENTS RECORDED W THE PUBL/C RECORDS NOT SHOWN ON THIS SURVEY 1./F SHOWN,BEAR/NGS ARE REFERRED 70 ANASSUMED MERID/AN,BMSA/D PLAT/N THE
•THE PURPOSE OF TH/S SURVEY/S FOR USE/NOBTA/N/NG UTLE/NSUR4NCEAND FINANCING AND SHOULD NOT BE USED FOR DESCRIPTIONOF THEPROPERTY,/FNOT,BEAR/NGS ARE THEN REFERRED TO COUNTY,
CONSTRUCTION PURPOSES. TOWNSH/P MAPS.
•EXAMINATIONS OF THE ABSTRACT OF TITLE W1 HAVE TO BE MADE TO DETERM/NE RECORDED INSTRUMENTS,/F ANY, 2.THE CLOSURE/N THE BOUNDARY SUR VEY/S ABOVE 1:7500 FT.
AFFECT/NG THE PROPERTY 3 CERTIF/GATE OFAUTHOR/ZATION LB#7806.
•
THIS SUR VEY/S SUBJECT TO DED/CAT/ONS,L/M/TAT/ONS RES TRIO T/ONS RESER VA TIONS OR EASEMENTS OF RECORD.
•LEGAL DESCR/PT/ONS PROVIDED BY CLIENT ORA TTESTING T/TLE COMPANY
•BOUNDARY SURVEYMEANS A DRAWING ANO/ORA GRAPH/C REPRESENTAT/ON OF THE SURVEY WORKPERFORMED/N THE
FIELD,COULD BE DRAWNAT A SHOWN SCALEAND/OR NOT TO SCALE;THE WALLS OR FENCES MAYBE EXAGGERATED FOR
ARPOses
E . SURVEYORS CERT/F/CAT/ON.'
• ASEMENTEMENTSAS SHOWNAREPER PLATBOOK,UNLESS DEPICTED OTHERWISE
•THE TFRM'ENCROACHMENT'MEANS V/S/BLEAND ABOVE GROUND ENCROACHMENTS. 1 HERESYCERT/FY.TH/S BOUNDARY SURVEY"OF THE PROPERTYDESCRIBED HEREON,
•ARCHITECTS SHALLVER/FYZONING REGULA TIONS,RESTRICTIONS,SETBACKS AND WILL BE RESPONSIBLE FOR SUBMITTING HAS RECENT[YBEEN SURVEYED AND DR4 WN UNDER MYSUPERVIS/ON,AND COMPLIES
PLOT PLANS W/7H CORRECT/NFORMA T/ONFOR APPROVAL FORAUTHORIZA TION"TO THE PROPER AUTHOR/TIES/N NEW WITH THE STANDARDS OF PRACTICE AS SET FORTH BY THE FL OR/DA BOARD OF
CONSTRUCTION PROFESSIONAL LAND SURVEYORS/N CHAPTER 5J-17,FL OR/DA ADMIN/S TRAT/VE CODE
•UNLESS OTHERWISE NOTED,THIS F/RMHAS NOTA TTEMPTED TO LOCATE FOOT/NG ANDAOR FOUNDA TIONS.
•FENCE OWNERSHIP NOT DETERMINED. PURSUANT TO 472027,FLORIDA STA TUTES.
•TH/S PLAN OF SURVEY,HAS BEEN PREPARED FOR THE EXCLUS/VE USE OF THE ENT/TIES NAMED HEREON,THECERTIFICATE
DOES NOTEXTEND TO ANY UNNAMED PARTY.
F_L_OODZONE/NFORMAT/ON: BY ��� 09122/2016
— --— — I ,- JOHN /BARRA (DATE OF FIELD WORK)
THE NF/P FLOOD MAPS HAVE DESIGNATED THE HEREIN DESCRIBED LAND TO BE SITUATED/N' I
FLOOD ZONE x"
BA SE OTD ELEVAT/ON' N/A,
COMMUNITY:
PROFESSIONAL LAND SURVEYOR NO.:5204 STATEOFFLOR/DA
COMMUN/TY.' 120625 (NOT VALID WITHOUT THES/GNATUREAND 771EORIG/NAL RAISED SEAL OFA FLORIDA
PANEL: 0139
SUFFIX L LICENSED SURVEYOR AND MAPPER).
'
DATE OF FIRM- 09/11/2009 REV/SED ON'
THE SUBJECT PROPER TYDOES NOT LIE/NA SPEC/AL FLOOD HAZARD AREA.
REV/SED ON:
TITLE COMPANY LENDER
R r'lfv , TITL F LLQ
.. . . . . •s• +•
• Pd ieLending
• • s • • • 0.
•
DRAWN BY: EJA UNDERW4RI TR + 0 M BA R
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FIELD DATE: 09/22/2016 ••• •• a
NO.5204 O
O STATE OF
SURVEY NO: 16-004104-1 '�•• First Arerican an �
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MAP OF BOUNDARY SURVEY
88 NW 111 th STREET, MIAMI SHORES, FLORIDA 33168
(NOT SUBDIVIDED)
LIMIT OF PLAT
(N.A.P.) NW 111th STREET
C
80'TOTAL RIGHT-OF-WAY
21.60'ASPHALT
PVMT.
o
6 23.70'PWY
Nt
P.R.M. L.P.
F.I.P. 112" L61 F.I.P. 112"
NO CAP F.I.P. 112" NO CAP
525.00' NO CAP 5.0'CONC.SWK 75.00' • 75.00'
sy, STEEPING
5.00'5TfEFING
—
STONE 10
WALK
C)
C.S. 'c6y)
COLUMN(TYP.)
1.0'xO.7'
CONC. PORCH
10.81
40.55'
13
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A/C (6
PAD C4 ONE STORY
RES. #88
Ic! 10.9. F,
V� ---
C4 K 0 V4
12.72' Lo CO. C4
1-0 f-9 LOT- 7
lit OCK - 220 tit OCK -220
7' 25.52'
10.3' 12.7' 0.86' CONC.-I 15.00' 10.60'
C.B.W.
OVERHEAD —
WIPE L COLUMN(rYP.)
2.1'x0.7'
CONC.
DRIVE
CONC l .
RETURN (A) Qo
NO CAP 7900' W,M. F I R 112-
NO CAP
21.60'ASPHAL T 15'ALLEY(N.A.P.)
PVMT.
L01-- 24 L(41 -J56 LOT- 26
BLOCK -220 • BLOCK- 220
ENCROACHMENT NOT
A SOUTH SIDE OF THE SUBJECT PROPERTY C0-N*CRE??RE71)RNTS E%CP6ACHING INTO THE 15 FOOT ALLEY
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LEGAL DESCRIPTION: oos DRAWN BY. EJA
7XTE/`;SIf);4-ACCCrRIDlkVTO THE
LOT 8,BLOCK 220,OF MIAMCSI:Of?flLAf
S E !K 4!itZ4 4, 0:THE
PLAT THEREOF,AS RECORDER IN BOC SCALE: 1"=20
dPUBLIC RECORDS OF M1AW,&ADE:',OUNt)CoFLlWlDA.
0 NO.5204 0
STATE OF
4; CERTIFICATION. FIELD DATE: 0912212016
-1. MARCOS ZOBEL AND IRIS AC06,TA-#ZOBSL
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,Z MARKET TITLE, LLC. SURVEY NO: 16-004104-1
4/ W& c
1 C LAND FIRST AMERICAN TITLE INSURA:VCE:QC)W4qY*,
\\1 PRIMELENDING,A PLAINSCAPMIL COMPANY1,
L.B.# 7806 SEAL ITS SUCCESSORS AND OR ASSIGNS,AS THEIR INTEREST MAY APPEAR SHEET. 2 OF 2
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Miami-Dade County Building Department
11805 S.W.26 Street,Miami,FL 33175-2474
www.nfianiidade.jzov/building
ENERGY, SOUND AND IMPACT CERTIFICATE
Building Permit No:
Project Name:
Job Address: � AA11' 1 ) ��
STATEMENT OF COMPLIANCE
We,the undersigned,hereby certify that the ENERGY,SOUND AND IMPACT INSULATION has been installed in the above
referenced project,in compliance with the latest edition of the FLORIDA BUILDING CODE.the APPROVED ENERGY
CALCULATIONS and Plans and in accordance with good construction practice.The insulation furnished and installed has the
characteristics shown below:(check only applicable boxes).
QExterior CBS Walls Insulation:R--5, I (Min.):Material: ' '.kw
l"` Thickness:_inch(es):Density:---/"'_lb/ft:Mfgr. ;—
❑2) Exterior Frame/Metal Stud Walls:R- (Min.):Material:
Thickness: inch(es):Density: lb/ft:Mfgr:
❑3) Exterior solid concrete was:R- (Min.):Material:
Thickness: inch(es):Density: lb/ft:Mfgr.
❑4) Interior walls separating A/C from non A/C spaces insulation:R- (Min.)
Material: ,Thickness: inch(es);Density: lb/ft
❑5) MULTI-FAMILY RESIDENTIAL CONSTRUCTION ONLY:The COMMON(Party)walls to two separate conditioned
tenancies shall be insulated to a minimum of R-11 for frame walls,and to R-3 on both sides of common masonry walls
See ENERGY CODE,2007,paragraph 13-602.ABC.1.1,on page 13.74,latest edition.These"minimum levels of
insulation",are not included in the Energy Calculations,but shall be installed in the field.
6) Ceiling insulation R-I_(Min.);Material: Gdt/
Thickness: inch(es): Density: Q lb/ft:Mfgr: 4,M Ca
❑7) Walls,partitions and floor/ceiling assemblies between dwelling units or between dwelling units and adjacent public or service
areas such as halls,corridors,stairs,etc.must have a sound transmission class(STC)of not less than 50(penetrations must
maintain the required rating).
❑8) Floor/ceiling assemblies between dwelling units or between dwelling units and public or service areas such as halls,corridors,
stairs,etc.must have an impact insulation class(IIC)rating of not less than 50.
t.. .
Make photocopies of this sheet in your office,as required fo rejobs.
Installed by:
Insulation Company Name su ation Conctor Signature
Insulation Contractor CC# 13.3 )Q\ Date Certified: t) t
O.C./Builder: Gt� ii
tea(
(�Cyo�impany Name GC./Builder's er's Signature
Building Contractor CC#: ) Z $� Date Certified:
Note:For lightweight Insulating concrete,use appropriate forms,separate from this one.
Revised 02-26-2009
%.Pmqk ON110-*INT
OF FL-*RIDA
TERMITE AND PEST CONTROL
9824 N.W. 20th Street, Coral Springs, FL 33071
Office: 954-323-3220 Cell: 786-975-6461
PRE-CONSTRUCTION TERMITE TREATMENT
Property Information Builder / Contractor Information
Treatment Time: 441L
Name of Builder
Lot Block
Shell Contractor
S bdivision Name Construction Type
,?' el C-i I I I -7-1
Stre@t Address(if known) - Monolithic 'Na Floating/Stemwall
City 6. State Zip Patio Entry Driveway
� �,�b�\
Owner Name(if known)
Product / Treatment Information
Treatment Type(Must check one): Initial Under-Slab Supplemental Final
Product applied: Chlorpyrifos Demon TC >0 Other
Concentration 0 G Mixed Product Applied: /
pp �_Gallons
Square feet treated: Linear feet treated:
f box Is checked,then final perimeter treatment has been completed and the following statement is applicable:
CERTIFICATE OF COMPLIANCE:The building has received a complete treatment for the prevention of subterranean
termites. Treatment is in accordance with the rules and laws established by the Florida Department of Agriculture and
Consumer Services.
COVERAGE: For a period of one year, beginning on the effective date shown above. ONPOINT agrees to provide
necessary service and treatment for the control of Subterranean Termites for the covered premises for the sum of$
1 Z payable on completion by Check/Cash. In addition,ONPOINT will perform any further treat-
ment if it finds necessary,free of charge for the initial and renewal terms of this
agreement. This agreement covers only subterranean termites.
NOTE REVERSE SIDE FOR GENERAL TERMS AND CONDITIONS NOTICE �� i��r NOTICE
Renewal:This agreement is renewable from year to year upon re
upon payment of an annual renewal fee of$ l Z S TERMITE AND PEST CONTROL
with or without cause at the end of one year term. ONPOINT rese Office: Royal Palm Blvd
third year,upon notice to the customer. BuBding 22,Ste 102
NOTICE OF RIGHT TO CANCEL Coral Springs,FL 33065
You,the buyer,may cancel this transaction at any time prior to rT i) 786-475-6461 o
transaction unless work has been approved by the buyer. Date or Insp edion care of reatment
CHEMICAL SENSITIVITY
VuthorizedRepresentative
applied by our thoroughly trained technicians Pest control service for this house$
are sensitive to chemicals or chemical odors,y THIS STRUCTURE FOR:
nder your structure. Subterranean Termites O Fungus
Caution: It is important that you read the O Drywood Termites O wood Decay
O Powder Post B es O Old House Borer
BYAPPUCATION 0 : OQ Termidor Q Pr ise ikane Q Timbor Q D=Foam
tive Signature
INSPECTOR.
State law prolub" r f tris label except by property owner
_DEC
DYNATECH ENGINEERING CORP.
° WWWDylgATECHENGINEERING.COM
Miami, September 23,2015
Mr. Willis Simmons
ZURI 1 CONSTRUCTION
7535 North West 12 Court
Miami, FL 33147
Re: Addition @
88 N. W. 111`" Street
Miami, FL
Dear Mr. Simmons:
Pursuant to your request, Dynatech Engineering Corp. (DEC) performed a Compaction Test on
September 23, 2015 at the above referenced project. DEC was authorized to perform a
compaction test only. The purpose of our test was to determine the degree of compaction of the
tested layer of material only. In no way shall a compaction test replace a demucking inspection,
soil bearing capacity determination, or a pad certification. A soil boring test must be performed
by client if not yet done, prior to construction to verify subsoil conditions. Underlying soils
below test levels must be verified to prevent future settlements. (DEC) was not authorized to
perform supervision and certification of the building pad preparation. This is not a pad
certification. Our reports must be provided to all involved parties for their approval.
Our findings are relative to the date and areas of our site work and should not be relied upon to
represent conditions on other areas or dates. Any subsequent site disturbances due to water
erosion, rain, storm gutters discharging at footings, construction activities, excavations,
overgrown, vegetation, traffic and other disturbances will void this test and the site must be re-
compacted and re-tested prior to construction.
Environmental analysis of the soil materials is not part of the scope of services. If environmental
analysis of the soils is required, we can provide a proposal for performing an environmental
analysis of the soil materials. No other analysis is implied or warranted.
As a mutual protection to clients, the public and ourselves, all reports are submitted as the
confidential property of clients, and authorization for use, publication of statements, conclusions
or extracts from or regarding our reports is reserved pending our written approval.
Enclosed find copies of the compaction test results. It has been a pleasure working with you and
look forward to do so in the near future.
Sincerelyours ° CO
1.13 uk ®�
,
NO.
Issam am, P. E. — 394
0 0
DYNATECH ENGINEERING CORP. _ ;a ' °
Florida Reg. No. 39584 =®' S��4T a
®� s
Special Inspector No. 757 %"�'•`O�/®�
Certificate of Authorization No.: CA 5491
o �- ®���
o AI j�Gera
1 P`'g?�BE�Y4l11S .
750 WEST 84TH STREET,HL&JXAH,FL 33014 PHONE(305)828-7499 FAX(305)828-9598 EMAIL:INFOODYNATECHENGINEERING.COM EC
i
^DEC
DYNATECH ENGINEERING CORP.
W W W.DYNATECHENGINEERING.COM
MOISTURE-DENSITY RELATIONS OF SOILS
PROCTOR COMPACTION TEST
DATE: September 23, 2015
CLIENT: ZURI 1 CONSTRUCTION
PROJECT: Addition k
ADDRESS: 88 N. W. 111th Street, Miami, FL
CONTRACTOR: Zuri 1 Construction
MATERIAL DESCRIPTION: White sand w/rock fragments
SAMPLED BY: RN TESTED BY: RN
TEST RESULTS
Sample Number 1
The following compaction test was conducted in accordance with the Standard Methods for Moisture Density Relations of soil using a
10 lb.Hammer and an 18"drop ASTM D-1557.
% MOISTURE DRY DENSITY
6.0 109.0
6.9 110.0
7.9 111.0 113
12.0 107.0 D
R
111 Y
109 JoIrD
E
Optimum Moisture 8.4 Percent N
100%Maximum Dry Density 111.2 lbs./cu.ft. 107 S
%Passing 3/4"Sieve 89 Percent I
105 T
Y
Sampled By:RN `,� ,,a 103
Tested By:RN ';
Checked By:WN ®® v�. �,IC�••®�`�`
4 6 8 10 12 14
°sa'q f Res ectivel submi
As a mutual protection to clients,the public and ourselves,allreaps"
are submitted as the confidential property of clients,and authoriri. P r¢` ;�
for use,publication of statements,conclusions or extracts from orrigydi(� Op a a¢ issam Naam 1,P.E.
our reports is reserved pending our written approval. ®-o •7?/DA� .'��Q'`�` DYNATECH ENGINEERING CORP.
Florida Reg.No.39584
Certificate of Authorization No.:CA 5491
2
750 WEST 84TH STREET,HIALEAH,FL 33014 PHONE(305)828-7499 FAX(305)828-9598 EMAIL:INFOODYNATECHENGINEERING.COM $E'Cq
• • _ __ ___ _•_. _. _____ _ Vu�IY�A.YY LA�YW�YV VY�IY�,..u,i
DECDYNATECH ENGINEERING CORP.
WWWDYNATECHENGINEERING.COM
FIELD DENSITY TEST OF COMPACTED SOILS
DATE: September 23,2015
CLIENT: ZURI 1 CONSTRUCTION
PROJECT: Addition (a,
ADDRESS: 88 N. W. 111" Street Miami FL
CONTRACTOR: Zuri 1 Construction
Test No. 1 Location: West side of residence footer
Test No. 2 Location: East side of residence footer
Test No. 3 Location: North side of residence footer
Test No. 4 Location: South side of residence footer
Test No. 5 Location: North side of addition footer
Description of Material: White sand w/rock fral;ments
TEST NO. 1 2 3 4 5
DEPTH 12" 12" 12" 12" 12"
FIELD DENSITY 109.6 109.2 110.1 109.6 109.4
MOISTURE CONTENT% 7.4 7.7 8.1 7.8 7,4
MAX. DENSITY IN THE FIELD % 98.5 98.2 99.0 98.5 98.3
COMPACTION REQUIREMENTS 98% 98% 98% 98% 98%
% OF MAXIMUM
100%MAXIMUM DENSITY (LAB) 111.2 111.2 111.2 111.2 111.2
REMARKS: ALL ABOVE TEST RESULTS COMPLY WITH COMPACTION REQUIREMENTS
Please note this is not a pad certification.A soil boring must be performed to determine subsoil conditions below the tested compaction layer prior
to construction.
Respectfully submitted,
Tested By:RN ®®�e.�1\ AM
�� ®��i
Checked By:WN • RlZ�' �e.�
° ®
1196" tc+'., Wissam Naamani P.E.
= DYNATECH ENGINEERING CORP.
0
= Florida Reg.No.39584
. O
,` �O� °
Certificate of Authorization No.:CA 5491
"A density test determines the degree of compaction of the teste ��riaj en �"�ay shall a density test replace a soil bearing capacity determination.
A soil boring test must be provided by client,prior to constructio V. loons. As a mutual protection to the clients,the public and ourselves,all
reports are submitted as the confidential property of clients, and addtp�i 1 p«Jub ication of statement conclusions or extracts from or regarding our reports is
reserved pending on our written approval.
3
750 WEST 84TH STREET,HIALEAH,FL 33014 PHONE(305)828-7499 FAX(305)828-9598 EMAIL:INFOODYNATECHENGINEERING.COM EC
—t
^DECDYNATECH ENGINEERING CORP.
WWW.DYNTATECHENGINEERING.COM
FIELD DENSITY TEST OF COMPACTED SOILS
DATE: September 23, 2015
CLIENT: ZURI 1 CONSTRUCTION
PROJECT: Addition k
ADDRESS: 88 N. W. 1111h Street, Miami,FL
CONTRACTOR: Zuri 1 Construction
Test No. 6 Location: South side of addition footer
Test No. 7 Location: East side of addition footer
Test No. 8 Location: West side of addition footer
Test No. 9 Location: Center of addition footer
Test No. 10 Location: North side of addition footer
Description of Material: White sand w/rock fragments
TEST NO. 6 7 8 9 10
DEPTH 12" 12" 12" 12" 12"
FIELD DENSITY 110.3 109.5 109.3 109.9 110.2
MOISTURE CONTENT % 8.1 7.7 8.2 8.4 7.9
MAX. DENSITY IN THE FIELD % 99.0 98.4 98.2 98.8 99.1
COMPACTION REQUIREMENTS 98% 98% 98% 98% 98%
% OF MAXIMUM
100%MAXIMUM DENSITY (LAB) 111.2 111.2 111.2 111.2 111.2
REMARKS: ALL ABOVE TEST RESULTS COMPLY WITH COMPACTION REQUIREMENTS
Please note this is not a pad certification.A soil boring must be performed to determine subsoil conditions below the tested compaction layer prior
to construction.
Respectfully submitted,
Tested By:RN 3
Checked By:WN
`s� _sem• '
Wissam aamani,P.E.
DYNATECH ENGINEERING CORP.
LlC�'N°° Florida Reg.No.39584
° �p 1196,4���°'•� Certificate of Authorization No.:CA 5491
*A densitytest determines the degree of compaction of sted er o0mater�al onl g 3 rtiF:wa shall a density test replace a soil bearing capacity determination.
P hx_ �: Y tY P g P tY
A soil boring test must be provided by client,prior to $lructr 7,heynfy subsoiWcond4lons. As a mutual protection to the clients,the public and ourselves,all
reports are submitted as the confidential property of cli�t4ts`a authoriW'on fbr 4u1$icZbn of statement conclusions or extracts from or regarding our reports is
reserved pending on our written approval. 4Ppp�� ,<0a A
M ta` 4
750 WEST 84TH STREET,HIALEAH,FL 33014 PHONE(305)828-7499 FAX(305)828-9598 EMAIL:INFOODYNATECHENGINEERING.COM EC
ARSHAD VIQAR, P.E.,D®E.E® Professional Engineer
Building Inspectors/Civii/Structural/Electrical
13876 S.W. 56 STREET# 452 MIAMI FL. 33175 Phone: 786-367-8472
arshadviQar@amail.com
October 14,2016
City of Miami Shores
Building&Zoning Department,
Miami Shores Florida
LETTER OF COMPLETION
Property Address: 88 N.W. 111 Street
Miami Shores
Dear Building Official:
I,Arshad Viqar,P.E.,having performed and approved the required inspections,including
inspection No,230161,230157,and 253824 which were approved by the City of Miami Shores
inspectors hereby attest that"To the best of my knowledge, belief and professional judgment,
the structural and envelope components of the above referenced building are in compliance with
the approved plans and other approved permit documents.
This document is being prepared in accordance with section 105.13.4.1 of the Florida Building
Code and is being submitted to the City of Miami Shores at the time of final inspection and
Certificate of completion/Occupancy for the above referenced property.
Should you have any questions,or need additional information,please do not hesitate to contact
me.
Sincerely,
Arshad Viqar,P.E.
Florida License No. 38863
Special Inspector No. 0691
.,3 Pyy 3
rmk
� y,� Miami Shores Village �.. Typ tli �
10050 N.E.2nd Avenue NW y 16
un M
Miami Shores,FL 33138-0000 �
hayr � Phone: (305)795-2204 P@f 40 APP/ e
A)Rip x
Expiration: 03/07/2 1
K
Project Address Parcel Number Applicant
88 NW 111 Street 1121360030400
Miami Shores, FL 33138- Block: Lot: Trifecta Capital LLC
Owner Information Address Phone Cell
Trifecta Capital LLC 1504 BAY Road (954)465-3753
MIAMI BEACH FL 33139-
1504 BAY Road
MIAMI BEACH FL 33139-
Contractor(s) Phone Cell Phone
Valuation: $ 182,282.50
ELTEC CONSTRUCTION&INVESTME (305)694-1080 (786)444-5703
n ..,.
Total Sq Feet: 2838.14
Approved:In Review Available Inspections:
Comments: Inspection Type:
Date Approved::In Review Final PE Certification
Date Denied: Tie Beam Bond Beam
Type of Construction:ADDITION TO REAR OF PROPERT Occupancy:Single Family Window Door Attachment
Stories:1 Exterior: Slab
Front Setback: Rear Setback: Termite Letter
Left Setback: Right Setback: Framing
Bedrooms:3 Bathrooms:2 Insulation
Plans Submitted:Yes Certificate Status: Drywall Screw
Certificate Date: Additional Info: Trusses Plan Submittal
Bond Return: Classification:Residential Roof SheathingSpot Survey
Fees Due Amount Pay Date Pay Type Amt Paid Amt Due Wall Sheathing
Bond Type-Owners Bond $500.00 Rake BeamInvoice# RC-3-15-54784 Footing
CCF $109.80
CO/CC Fee $150.00 03/13/2015 Check#:1009 $200.00 $6,790.34 Window and Door Buck
DBPR Fee $82,03 09/09/2015 Check#:1022 $6,790.34 $0.00 Roof Trusses
DCA Fee $82.03 Bond#:2832 Density
Education Surcharge $36.60 Fill Cells Columns
Permit Fee $5,468.48 Wire Lathe
Plan Review Fee(Engineer) $40.00 Final Building
Plan Review Fee(Engineer) $80.00 Declaration of Use
Plan Review Fee(Engineer) $120.00
Review Structural
Plan Review Fee(Engineer) $160.00 Review Building
Scanning Fee $15.00
Review Building
Technology Fee $146.40 Review Building
Total: $6,990.34 Review Building
Review Electrical
Review Electrical
Review Structural
Review Structural
Review Planning
Review Mechanical
i
Review Plumbing
Review Plumbing
Authorize ignature:Owner / Applicant / Contractor / Agent Date
September 09,2015 4
Miami Shores Village�1� f g AW2 *Building Department10050 N.E.2nd Avenue,Miami Shores,Florida 33138 _
Tel:(305)795-2204 Fax:(305)756-8972
INSPECTION LINE PHONE NUMBER:(305)762-4949 E�(
FBC 20 (q
BUILDING Master Permit No.,12C— t S r m2J
PERMIT APPLICATION Sub Permit No.
BUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION ❑RENEWAL
[--]PLUMBING ❑ MECHANICAL [:]PUBLICWORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP
CONTRACTOR DRAWINGS
JOBADDRESS: V /A►/ ill" 5:4--
City:
'rCity: Miami Shores County: Miami Dade Zip:
Folio/Parcel#: l-tan 3 -0`6(0-0 Is the Building Historically Designated:Yes NO
Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE:
OWNER:Name(Fee Simple Titleholder): tt �I � LLc Phone#:
Address: 1s;-o
City: AGLA, J 9"Z. State' Zip: 13131
Tenant/Lessee Name: Phone#:
Email:
CONTRACTOR:Company Name: cY 14e, Phone#:
Address: �400 AAA1 1,P' S'l�
City: It4[o.Q I 11 State: Zip: '?31'1?QualifierName: 1�� AITAf Phone#: 305---�l b- `A4
State Certification or Registration#: Certificate of Competency#:
DESIGNER:Architect/Engineer: Me4e wcvj. Phone#:
Address: City: State: Zip:
Value of Work for this Permit:$ 1��� Square/Linear Footage of Work:
Type of Work: JK Addition ❑ Alteration ❑ New ❑ Repair/Replace ❑ Demolition
Description of Work: _6)'C6 � t retire Q
Specify color of color thru tile: �p /� �^�
Submittal Fee$ 200'd� `Permit Fee$ o CCF$ 1. CO/CC$ 1 tic a 0 0—
Scanning Fee$ /_!;7� 00 Radon Fee$ g2� n-22 DBPR$ Notary$
Technology Fee$ 7�� Training/Education Fee$ 3 Double Fee$
Structural Reviews$all 4z), ��✓� 0- �/Q o® � Bond$
TOTAL FEE NOW DUE$
(Rev1sed02/24/2014) . .�6/-7qo �
Bonding Company's Name(if applicable)
Bonding Company's Address
City State Zip
Mortgage Lender's Name(if applicable)
Mortgage Lender's Address
City State Zip
Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has
commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating
construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS,
FURNACES, BOILERS,HEATERS,TANKS,AIR CONDITIONERS,ETC.....
OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all
applicable laws regulating construction and zoning.
"WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY
RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND
TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING
YOUR NOTICE OF COMMENCEMENT."
Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding$2500, the applicant must
promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person
whose property is subject to attachment. Also,a certified copy of the recorded notice of commencement must be posted at the job site
for the first inspection which occurs seven (7) d s after the building permit is issued. in the absence of such posted notice, the
inspection will not be appr d a re* ection f will be charged. 6
Signature Signature.
OWNER or AGENT CONTRACTOR
The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this
day of 20 15 by _day of O QUSt ,20 tS b —
—t�CiA gt 62-- who is personally known to who is personally known to
me or who has produced-- as me or who has produced-- as
identification and who did take an oath. identification and who did take an oath.
NOTARY PUBLIC: NOTARY PUBL
Sign: Sign:
.00
Print:f=C #%UF} 1'YIED&26ft Print: tAAJR tneagf i4e–
Seal: Seal:
�������� ELIANA MEDAGLIA
ELIANA MEDA(iL1A 'r��•�Y p,�� N018t Public-State of Florida
. Notary Public-State o1 Florida ;.; •. Y
,N, • My Comm.Expires Jun 15,2018 =�.• �, MY Comm.Expires Jun 15,2018
***'L'9�i111M98`ltibfl"iW`FP"M* *******�x* w*�x�x *x�x��x *'a%jf � `*�x*Se�IY F'xP�9@�48f
rnn�
APPROVED BY Plans Examiner Zoning
Structural Review Clerk
(Revised02/24/2014)
Eltec Construction and Investment Group
2400 NW 98th St Miami, FL 33147 Phone: (386)855-2029
State of: Florida
County of: Miami Dade
Before me personally appeared Elrod Phillips who, being duly sworn,deposes and says:
That he will be the only person working on the property located at 88 NW 111th St Miami Shores, FL
33168
Sworn to(or affirmed) and subscribed before me this 21st day of August 2015 by Elrod Phillips.
Personal known by: Eliana Medaglia, Licensed Notary.
"iEi§3
c IWEOAGUAState of Floridapires Jun 1S,201@on#FF 132491
OR
IN
Miami shores Village
hZ7�ns* Building Department
7yrn
R 10050 N.E.2nd Avenue
Miami Shores, Florida 33138
Tel: (305) 795.2204
Fax: (305) 756.8972
Notice to Owner - workers' Compensation Insurance Exemption
Florida Law requires Workers' Compensation insurance coverage under Chapter 440 of the Florida Statutes. Fla. Stat. § 440.05
allows corporate officers in the construction industry to exempt themselves from this requirement for any construction project prior to
obtaining a building permit. Pursuant to the Florida Division of Workers' Compensation Employer Facts Brochure:
An employer in the construction industry who employs one or more part-time or full-time
employees,including the owner,must obtain workers' compensation coverage. Corporate officers
or members of a limited liability company (LLC) in the construction industry may elect to be
exempt if-
1. The officer owns at least 10 percent of the stock of the corporation,or in the case of
an LLC,a statement attesting to the minimum 10 percent ownership;
2. The officer is listed as an officer of the corporation in the records of the Florida
Department of State,Division of Corporations;and
3. The corporation is registered and listed as active with the Florida Department of
State,Division of Corporations.
No more than three corporate officers per corporation or limited liability company members are
allowed to be exempt. Construction exemptions are valid for a period of two years or until a
voluntary revocation is filed or the exemption is revoked by the Division.
Your contractor is requesting a permit under this workers'compensation exemption and has acknowledge that he or she will not use
day labor,part-time employees or subcontractors for your project.The contractor has provided an affidavit stating that he or she will
be the only person allowed to work on your project.In these circumstances,Miami Shores Village does not require verification of
workers' compensation insurance coverage from the contractor's company for day labor,part-time employees or subcontractors.
BY SIGNING BELO ACKNO D13 THAT YOU HAVE READ THIS NOTICE AND UNDERSTAND ITS
CONTENTS.
Signature:
Owner
State of Florida
County of Miami-Dade
The foregoing was acknowledge before me this—Z day of 20-15--
B who is personally known to me or has produced
as identification.
orida
18
No
'GL 1A
ELfAf,,:, t"i- GLIA
%------ Nulafy Public - S!ate ot Florida
SEAL: tW tv y Comm.Comrn.Ex Jun 15,2018
COMMissiOl # FF 132491
06/1912015 14:29 850-413-1979 CUSTOMER ASSISTANCE PAGE 01/02
JEFF ATWATER
C14EF FINANCIAL OFFICER STATE OF FLORIDA
DEPARTMENT OF FINANCIAL SERVICES
a DIVISION OF WORKERS'COMPENSATION
'CERTIFICATE OF ELECTION TO BE EXEMPT FROM FLORIDA WORKERS'COMPENSATION LAW•"
CONSTRUCTION INDUSTRY EXEMPTION
This certifies that the individual listed below has elected to be exempt from Florida Workers'Compensation law.
EFFECTIVE DATE: 5131/2015 EXPIRATION DATE: 5/30/2017
PERSON: PHILLIPS ELROD
FEIN: 270455737
BUSINESS NAME AND ADDRESS:
ELTEC CONSTRUCTION&INVESTMENT LIQUIDATION GROUP INC
2400 N,W.98 STREET
MIAMI FL 33147
SCOPES OF BUSINESS OR TRADE:
LICENSED GENERAL
CONTRACTOR
Pursuant to Chapter 440.05(14),F.S.,an officer of a corporation who elects exemption from this chapter by filing a certificate of election under this section
nay not recover benaft or compensation under this chapter.Pursuant to Chapter 440.05(12),F.S.,Certificates of election to be exempt...apply only
within the scope of the business or trade listed on the notice of election to be exempt.Pursuant to Chapter 440.06(13),F.S.,Notices of election to be
exempt and certificates of election to be exempt shag be subject to revocation if,at any time after the filing of the notice or the Issuance of the certificate,
the person named on the notice or certificate no longer meets the requirements of this section for issuance of a certificate.The department shall revoke a
DFS-F2-DM-252 CERTIFICATE OF ELECTION TO BE EXEMPT REVISED 08-13 QUESTIONS?(850)413-1609
ff(
ffla
11 Ct/411,
OP61,J
")US) 75() 'O72
DAVID A. DACQUISTO, AICD
F
DEVELOPMENT ORDER
File Number: PZ-01-15-2015165
Property Address: 88 NW I I It" Street
Property Owner/Applicant: Trifecta, Capital LLC
Address: 1504 Bay Road #1204. Miami Beach. FL 33139
Agent: Daniel Gitlin
Address: 910 NE 20"' Avenue. Fort Lauderdale, FL 33304
Whereas, the applicant Trifecta Capital LLC ((hwner), has filed an application for site
plan review before the Planning Board on the above property. The applicant sought
approval as follows: Pursuant to Articles IV. V and VI of Appendix A Zoning, Sec. 400
Schedule of Regulations and Sec. 600. Site plan review and approval required. First story
addition.
Whereas, a public hearing was held on February 26, 2015 and the Board, after having
considered the application and after hearing testimony and reviewing the evidence
entered, finds:
I. The application was made in a manner consistent with the requirements of
the Land Development Code of Miami Shores Village.
2. The conditions on the property and the representations made at the hearing
merit consideration and are consistent with the requirements of the Land
Development Code.
The Board requires that all further development of the property shall be performed in a
manner consistent with the site plan. drawings, and the conditions agreed upon at the
hearing:
I) Approval is granted as shown on the plans submitted and made a part of this
approval to construct a 1,500 sq. ft. one-story addition.
2) The site shall not drain onto neighboring
, or village properties. The plot shall
provide storm drainage that detains the first one inch in natural or filtered
Page I of-,
structural facilities. The applicant is responsible for any site modifications that
become necessary to maintain storm drainage on-site that detains the first one
inch in natural or filtered structural facilities. The Building Official may
require an architect or engineer's drainage plan and report to certify to the
building official that the site will provide storm drainage that will detain the
first one inch in natural or filtered structural facilities prior to the drainage
work commencing on site. The installation of structures on site to control
drainage shall require planning board review and approval. Modifications to
the approved drainage plan shall require a signed architect or engineer's
drainage plan that shall be subject to review and approval of the Building
Official and the Planning Director. Major changes to the approved drainage
plan shall require a new site plan review application and review and approval
by the Planning and Zoning Board.
3) Ground cover shall comply with the provisions Division 17 of Appendix A.
Village of Miami Shores Code of Ordinances, artificial turf is specifically
prohibited.
41) Applicant to obtain all required building permits before beginning work.
5) Applicant to obtain all required permits and approvals from the Miami-Dade
Department of Regulatory and Economic Resources, Environmental Plan
Review Division (DRER. EPRD) and the Miami-Dade Department of Flealth
(DOH/HRS) as required.
6) Applicant to meet all applicable code provisions at the time of'permitting.
7) This zoning permit will lapse and become invalid unless the work for which it
was approved is started within one (1) year of the signing of the development
order by the board chair, or if the work authorized by it is suspended or
abandoned for a period of at least one (1) year.
The application with conditions was passed and adopted this 26`" day of February, 2015
by the Planning and Zoning Board as fellows:
Mr. Abramitis Yes
Mr. Busta Yes
Mr. Reese Yes
Mr. Zelkowitz Yes ► J
Chairman Fernandez Yes tee''/'I
Date ichard M. Fernandez_
Chairman, Planning and
Page_2 of?
__,F_.�)etail by Entity Name Page 1 of 2
Detail by Entity
Florida Limited Liability Company
TRIFECTA CAPITAL LLC
Filing Information
Document Number L14000114978
FEI/EIN Number NONE
Date Filed 07/22/2014
Effective Date 07/21/2014
State FL
Status ACTIVE
Principal Address
1504 BAY ROAD
1204
MIAMI BEACH, FL 33139
Mailing Address
1500 BAY BOAD
1126
MIAMI BEACH, FL 33139
Registered Agent Name &Address
COOK, JONATHAN H
1504 BAY ROAD
1204
MIAMI BEACH, FL 33139
Authorized Person(s) Detail
Name &Address
Title MGR
COOK, ADAM J
1500 BAY ROAD
MIAMI BEACH, FL 33139
Title AP
COOK, JONATHAN H
1504 BAY ROAD
MIAMI BEACH, FL 33139
Title AP
http://search.sunbiz.org/Inquiry/CorporationSearch/SearchResultDetail?inquirftype=Entity... 3/13/2015
T ,Detail by Entity Name Page 2 of 2
DAILEY, JONATHAN R
1825 19TH STREET NW#3
WASHINGTON DC, DC 20009
Annual Reports
No Annual Reports Filed
Document Images
07/22/2014 -- Florida Limited Liability View image in PDF format
Coovrinht Qe�and Privacy Policies
State of Florioa,Department of State
http://search.sunbiz.org/Inquiry/CorporationSearch/SearchResultDetail?inquirytype=Entity... 3/13/2015
OR 1:i:: 29536 Ps 4380; (Ips',
RECORDED 03/13/2015 11950:34
SPECIFIC POWER OF ATTORNEY HARVEY RUVINY CLERK OF COURT
(REAL ESTATE MIAMI-DADE COUNTY$ FLORIDA
LAST PAGE
KNOW ALL MEN BY THESE PRESENTS:
That I, Adam Cook d/b/a Trifecta Capital LLC a Florida Limited Liability Company, whose
mailing address is 1504 Bay Rd #1204 Miami Beach, FL 33139, do make, constitute and
appoint Daniel Gitlin to act as my true and lawful attorney for me and in my name, place
and stead regarding the rehabilitation and improvement of the property located at 88 NW
1110' St Miami Shores, FL 33168
My said attorney-in-fact is hereby authorized and empowered to make, execute,
acknowledge and deliver contracts for the rehabilitation and improvement of said property,
in writing of every kind and nature, including, but not limited to, permits, building
applications, contracts, material purchases, and upon such terms and conditions as my
said attorney may deem necessary and convenient to accomplish the improvement or
rehabilitation of my real estate. My said attorney shall have full power of and authority to
do and perform all acts necessary to be done to complete the rehabilitation and
improvement of said real estate, full power of revocation, hereby ratifying and confirming
all that said attorney shall lawfully do or cause to be done by virtue of this Power of
Attorney and the powers contained herein.
This Power of Attorney shall automatically expire by its own terms upon completion of the
limited purpose set forth above.
IIS WITNESS WHEREOF, I have hereunto set my hand and seal on this /3_day of
ces,�C--_ 12014.
(STEAL)
Adam J Cook
G Trifecta Capital LLC
Witness#1
(Print n• )
(Print name)
STATE OF r ® a 1c,
COUNTY OF Ai4De
The foregoing instrument was acknowledged before me this 131! _day of "I&n0_6 ,
2014, by Adam Cook, the Principal(s), who is/are personally known to me or who has/have
produced Driver's License(s) as identification and who did not take an oath.
WTtnes y and and offici al.
Notary Public �' ""r4 ao� ��� ELIANA MEQItt3LIA
My Commission expires: ,s Notary Public •State of Florida
My Comm. Expires Jun 15,2018
��. Commission # FF 132491
STATE OF FLORIDA,COUNTY OF DADC
I HEREBY CERTIFY that this is a true copy ofUae LERX r a
origin Qled iq t �� ay of
Q4V'l
D.y d and Official S I.,CLERK,of CO MO Courts �'®0D
n r Fes.
88 NW 111th St Miami, FL Cost breakdown detailed
FBY�:
C�TVFDShell ($18 sq ft) labor and material $21,600 UG 2 6 2015windows($500 window)with install $6,000
doors $2,000
_
Roof Tile$425/sq $6,375 t?
.plumbing (rough labor with material) $4,500
Electrical (material and labor) $9,000
AC(material and labor) $7,000
drywall hanging(material and Labor) $4,000
finish materials(cost could change upon finishes)
cabinets($3500) $3,500 ?
countertop $1000 ?
paint $500 2
baseboards $600
tile/mortor/grout $3,200 ?
toilets/tub/vanity $1900
Misc. $1,000
Finish labor
Tile $2,000 ""
hang cabinets $500 . 00.
•• • .. . •
paint interior and exterior $2,000
...... .. . ......
baseboards $700
0000
drywall finish $1,500
.... . .. .....
Misc. $2,000
...... .... .....
. .
000000 .. . ......
Total= $80A75 .0 0 0��0
. .
. . . ......
All quotes have a 8% profit mar ' uilt in _ >> 0 0 0 0 0
No overhead quoted 00
0
0
006
0
. . ... . . . ...
.. .. • . . .. .. .
. . ... . . . . ...
•• • •••
00
REMODELING CONTR kfo : •• •
I.Parties ••• t t ••• i•• :•• • .
• ••• • • • • •• •
!OEpion one:
This contract is made and entered into on and specifies the terms of
the agreement between �f �.l U.t ,homeowners,and
remodeling contractor,whose address is 34 ,vw
,-r Mof fL 'My ,to on
the property located at 199 sr 51+•�-s �- `337��?
Option tw
r
whose b ' iness add ess is
hereby nters into t is contract w'
whose ad ress is
and who own a pro Pty at on t ' ay of
as follows.
Option three:
Er
This ontract hereby made an ntered to on between
emodelin contractor, hose add ess is
a o is doingb ness�
This contra t is
on the property located at
II.The Contract Documents
Option one:
The remodeling contractor will perform all the work that is required by this agreement and all the
work that is require¢by the documents incorated by reference into this agreement.The contract
documents are: ppm ter- � AJS L�2 _M)4An; sh6,V-j.
Page of
.. .. . . . .. .. .
. . . . . .
. . ... . . . . -:0
. . . . . . ..
Option two: • • • • • 0 • • • • •
peon ct documents inclu a the term of this contra and,b refe enje,t e dcgtl epls lis d.. •
. . . . . . .. .
• ••Y.. . . . . . ..
III.The Scope of the Work
Option one:
he emode mg c ntractor w' I furn h all the la ,ma ials,and aIsT
t nece s to plete
the a terati sand improribed in a cont ct docu nwo des no i dude
Option tw .
The remodeling contractor will furnish the labor and materials n�e^cessary to do the following:
e6-.r A-6 v \ 04:ir-NIQ�-L sc.lufte new P new
MJV'mica
6� G7CT �CLaS
IV.Change Orders
All change orders must be in writing and signed by all the parties.The owners agree that changes
resulting in the furnishing of additional labor or materials will be paid for prior to the
commencement of the extra work.The owners agree that either of them may sign a change order,
and that signature will be binding on both.
V.Permits,Licenses,and Approvals
The remodeling contractor will obtain and pay for local building and construction permits,and will
obtain and pay the fees for the governmental inspections that are necessary for the construction and
occupancy of the finished structure,except as otherwise provided in this contract.The owners will
secure and pay for any easements,variances,zoning changes,necessary modifications of restrictive
Page of
. . ... . . . ...
.. .. . . . .. .. .
. . ... . . . . ...
. . . . .. . ...
. . . . . . . .. .
. . . . . .. . . ..
covenants,or other actions.The owners will indicate the property h has to iff re;r delit�jonV;etor
and will provide boundary stakes by a licensed land surveyor if the owners are in doubt about the
property boundaries.
.. . . . .. ... ..
. ... . . . . .. .
. . . . . ..
VI.Insurance and Risk of Loss ' ' ' ' "' "
The owners agree to maintain insurance covering the replacement cost of the improvement under
contract in the event of loss through fire, casualty, storm or other disasters,and theft of materials
from the site.Before work begins,the property owner will furnish a certificate of that insurance to
the remodeling contractor. The remodeling contractor agrees to maintain workers' compensation
insurance and liability insurance to protect the owners from liability claims for damages because of
bodily injury, including death, and from liability for damages to property. Before beginning the
work,the remodeling contractor will furnish a certificate of that insurance to the property owner.
VII.Access
The property owner will allow free access to work areas for workers and vehicles and will allow
areas for the storage of materials and debris. Driveways will be kept clear for the movement of
vehicles during work hours. The remodeling contractor will make reasonable efforts to protect
driveways, lawns, shrubs, and other vegetation.
VIII.Site Conditions
The property owners acknowledge that this contract is based upon the remodeling contractor's
observation of conditions.Conditions which could not be known by a reasonable inspection,such as
termite damage,hidden water damage, hidden code violations,or other concealed conditions,may
require extra labor or materials,which are not part of this contract. if such hidden conditions are
discovered,the remodeling contractor will notify the property owner and will attempt to reach an
agreement for a change order to this contract that addresses those problems.
IX.Payment
O ion one:
c
so e wi pa an o rly ee f r l r n t am nt f$ f r all time spent
on e j pl eco f all aterials.
Option two:
f
The will pay the cost of all materials used in construction plus delivery and handling
Page of
.. .. . . . .. .. .
. . ... . . . . ...
. . . . .. . ...
. . . . . . . .. .
• . . • • .• • . ..
costs,the wages of all carpenters and other workers,and the*,ostoAll s46roftt Actorj:Thb41Wner
will also pay a fixed fee of$ to the contractor for overhead and profit.
• ••• • • • • •• •
Option three: •' '
.. . . . . . ... ..
The wner will pay t cost all mate ' Is ed in constructi plus de 'very and handling costs,
th wages f al l e nters an other orkers r the actual . e spent on the' d cost ofall
s on rs.T owner wil pay perc of those costs to the contractor for the
C ntractor' ov cad and profit.
Option four:
The o "er 'll pay the cost of rials used in const ionAts'th
deivery and dling costs,
the ages of 1 carpenters an other w kers for the ac 1 time ne jo nd the cost of all
;o'i
ontracto The owner ill also pay p ent of thot e contractor for the
ntactor's o rhead a profit.The con et uarantees that the to a cost of the work will not
i exceed the amo nt of ,excluding the cost of change orders.
X.Payment Schedule
Option one:
Paym is fo the work will bed a follows:
A posit in a amount of pewow-ofthe ntrac price will be d e p¢o contract signing.
$ is due on t date of
$rfinal
is due on e date of
$ is due on he date of
ment o $ is due upon substantial completion.Befo payment,
tg con actor will deliver a lien release to the customer.
If payments d the remodeling contractor are not paid in accordance with the payment schedule
in this contract,the remodeling contractor may suspend work until the scheduled payment is made.
C
Option ntwo:
Pay ents for the work are due as follows:
A deposit in the amount of percent of the contract price is due upon contract signing.
Page of
• • ••• • • • • •••
• • 000
• • •••
• • • • • • •• •
• • • • • •• • • •f
provided by o Her- ;The.Lon1i* will 3)e decided
according to the Construction Industry Rules of the American Arbitration Association,and the laws
of the state where the project is located.The arbitrator will award reasonable costs and expenses,
including attorney fees,to the prevailing party. .00 : : .•. :•. :00
.••
. ••• • • . • •• .
.. . . 0.0 ..
XIV.Signatures
We,the undersigned,have read and understood this entire contract,including documents attached by
reference.We acknowledge that this document constitutes the entire agreement between the parties.
This contract is not binding upon the remodeling contractor or the property owners until it is signed
by all parties.
Dated: /� Signed:
5PAIrctor
Dated: t�� Signed.
Owner P�q_ '—Ra.� e� &w-!
Dated: Signed:
Owner
Contract documents:
Page of
• • ••• • • • •••
•• •• • • • •• •• •
Additional payments will be due as the following items of wVj Itst�Aelew die comp3etev-;
. • ••• • ••• •
When each payment is due, the remodeling contractor will prepare a statement of money due in
writing and submit it to the owners.All payments are due from 4*VtpptrVQwj rV1tt4x*rhan ten
days after receipt of the statement. The remodeling contractor 091 Mil 1ni1hli&?el1Ases tQr work
completed through each request,upon receipt of payment.
.. . . • . . ... ..
%of the remaining contract price is due when
%of the remaining contract price is due when 5�,� insoAt0A e
%of the remaining contract price is due when rod- n�
d-�— _%of the remaining contract price is due when C.� ,
The remaining contract price is due upon the substantial completion of the work. Upon final
payment the remodeling contractor will deliver a release of all liens.
If payments due to the remodeling contractor are not paid within ten days ofthe written demand,the
remodeling contractor may suspend work until payment is made.
XI.Final Inspections and Liens
Upon notification by the remodeling contractor of substantial completion of the work,the owners
and the remodeling contractor will inspect the work performed, and at that time the owners will
prepare a punch list that identifies any incomplete work or deficiencies in workmanship or materials.
The owners may retain the value of the punch list work from the final payment until the punch list
items are complete.Completion of the punch list items must be made within days from the
date of the punch list preparation.When the punch list items are completed,the owners will pay the
remodeling contractor the balance of the contract price within days of the demand. At that
time,the remodeling contractor will deliver to the property owners a release of all liens.
XII.Warranties
The remodeling contractor guarantees the work will meet trade standards of good workmanship.The
remodeling contractor will make every effort to blend existing textures,colors,and planes,but exact
duplication is not guaranteed.The remodeling contractor warrants that materials of good quality will
be selected.The contractor will maintain all manufacturers'warranties.The customer is limited to
the manufacturers'warranties for defects in the manufacture of materials.All contractors'warranties
are limited to a period of no more than- ,QL_^-k The remodeling contractor's warranties are
limited to the cost of labor and materials only, and exclude ordinary wear and tear or abuse by
others.
XIII.Dispute Resolution
All the parties will cooperate with each other to resolve conflicts informally.In the event that is not
possible,conflicts between the parties will be resolved by Meeoaa o VAn-VaS
Page of
P
V
\ \, AN 0
915F 7
3810 NW 5th Court, Ft Lauderdale,FL 33311 •Phone(754)235-7126-Fax(954)306-3710
NOTICE OF TERMITE PROTECTION TREATMENT
As Required By Florida Building Code (FBC) 104.2.6
Property Information Builder/Contractor
Treatment Date r' Name
of Builder
Treatment Time
r.
Lot Shell Contractor
Block
Subdivision Name CONSTRUCTION TYPE:
Street Address �" t� Monolithic S/F ��' - LJF .
r StemWAII 3/F OF
City/State/Zip ( Patio S/F OF
Additions S/F LJF
CHEMICALTYPE: _ `t✓yper To Cypermethrin
❑ Termidor Fipronil 0'Dragnet Permethrin L) Spray Only
a Pro Build TC Cypermethrin U Permise Pre-Construction °Spray and Tamp
a Other Imidacloprid ;Residential
L) Commercial
TREATMENTTYPE: Chemical w ¢` %
O Underslab Date of Completion
Gallons � ' %
ars
Foot .', '° �*, v
O Mood Treatment Applicator ''
GUARANTEE RENEWAL .
0 None O Yes
* 1 Year 0 No
U 5 Years
NO LIMIT TERMITE&PEST SERVICES,LLC. hereby confirms that this building has received a complete treatment for the _
prevention of subterranean termites.Treatment is in'accordance with the rules and laws as established by Florida Depart-
ment of Agriculture and Consumer Services.Exterior perimeter treatment was completed upon final grade.
Arshad Viqar, P.E.
1175 N.E. 125th Street Suite 209
North Miami, Florida 33161
Phone (786) 633-9439 - Fax (305) 899-9580
"STARTER COLUMN LETTER"
Date 09/28/2015
Miami Shores Village
10050 N.E.2ND Avenue Miami Shores FL.
Phone: (305) 795-2204
Re: "STARTER COLUMN LETTER"
Owner: Mr.Adam Cooks Residence
Address: 88 NW 111 Street
Miami Shores,Florida
Dear Building Official,
This letter is to inform you the contractor will provide two starter columns in the corner of the existing
garage. The starter columns will be 8"x8"with 2#5 bars and#3 ties @ 8"O.C. lap all vertical steel a
minimum of 36"and dowels#4 to existing conc. walls @ 12" O.C. and filled with epoxy.
As a result this letter will serve in place of a revision for the inspection.
Should you have any questions or need any additional information please do not hesitate
to contact our office at 786-663-9439.
Sely,
�/�`'` q, z 8
Arsh�.d Vigar P.E. Lic. #38863
e
-DE C
DYNATECH
ENGINEERING
CORP.
WWWDV'NATECHENGINEERING.COM
Miami, September 23, 2015
Mr. Willis Simmons
ZURI 1 CONSTRUCTION
7535 North West 12 Court
Miami, FL 33147
Re: Addition @
88 N. W. 111 ' Street
Miami, FL
Dear Mr. Simmons:
Pursuant to your request, Dynatech Engineering Corp. (DEC) performed a Compaction Test on
September 23, 2015 at the above referenced project. DEC was authorized to perform a
compaction test only. The purpose of our test was to determine the degree of compaction of the
tested layer of material only. In no way shall a compaction test replace a demucking inspection,
soil bearing capacity determination, or a pad certification. A soil boring test must be performed
by client if not yet done, prior to construction to verify subsoil conditions. Underlying soils
below test levels must be verified to prevent future settlements. (DEC) was not authorized to
perform supervision and certification of the building pad preparation. This is not a pad
certification. Our reports must be provided to all involved parties for their approval.
Our findings are relative to the date and areas of our site work and should not be relied upon to
represent conditions on other areas or dates. Any subsequent site disturbances due to water
erosion, rain, storm gutters discharging at footings, construction activities, excavations,
overgrown, vegetation, traffic and other disturbances will void this test and the site must be re-
compacted and re-tested prior to construction.
Environmental analysis of the soil materials is not part of the scope of services. If environmental
analysis of the soils is required, we can provide a proposal for performing an environmental
analysis of the soil materials. No other analysis is implied or warranted.
As a mutual protection to clients, the public and ourselves, all reports are submitted as the
confidential property of clients, and authorization for use, publication of statements, conclusions
or extracts from or regarding our reports is reserved pending our written approval.
Enclosed find copies of the compaction test results. It has been a pleasure working with you and
look forward to do so in the near future.
Sincerel
I.SS
Wk
Issam ani, P. E. ' o 0- 39,18 ;
DYNATECH ENGINEERING CORP. X o
Florida Reg. No. 39584 ®% sTgT�
Special Inspector No. 757 ' ��°°.;( ®F
Certificate of Authorization No.: CA 5491 ®®��lDAv ��,�
I
04�
750 WEST 84TH STREET,HIALEAH,FL 33014 PHONE(305)828-7499 FAX(305)828-9598 EMAIL:INFOODYNATECHENGINEERING.COM I/FE C
4 l_:_�� -
DYNATECH^DEC
WWW.DYNATECHENGINEERING.COM
MOISTURE-DENSITY RELATIONS OF SOILS
PROCTOR COMPACTION TEST
DATE: September 23, 2015
CLIENT: ZURI 1 CONSTRUCTION
PROJECT: Addition k
ADDRESS: 88 N. W. 111th Street, Miami, FL
CONTRACTOR: Zuri 1 Construction
MATERIAL DESCRIPTION: _ White sand w/rock frawnents
SAMPLED BY: RN TESTED BY: RN
TEST RESULTS
Sample Number I
The following compaction test was conducted in accordance with the Standard Methods for Moisture Density Relations of soil using a
10 lb.Hammer and an 18"drop ASTM D-1557.
% MOISTURE DRY DENSITY
6.0 109.0
6.9 110.0
7.9 111.0 113
12.0 107.0 D
R
111 Y
109 D
E
Optimum Moisture 8.4 Percent rl
100%Maximum Dry Density 111.2 lbs./cu.ft. 107 S
%Passing 3/4"Sieve 89 Percent I
105 T
Y
Sampled By:RN 103
Tested By:RN
Checked By:WN o ''
a '
S 4 6 8 10 12 14
L I C j-
e,s ���y Respective submi �
As a mutual protection to clients,the public and ou-s °, �ts 9�p� , �ss
p P tomes,all reports'3
are submitted as the confidential property of clienli,Md6thorizatio% & ; =
for use,publication of statements,conclusions or e to fro Wding z issam Naam i,P.E.
our reports is reserved pending our written approval.0 %,.� ``O� �� e DYNATECH ENGINEERING CORP.
TP, 0 Florida Reg.No.39584
Certificate of Authorization No.:CA 5491
2
750 WEST 84TH STREET,HIALEAH,FL 33014 PHONE(305)828-7499 FAX(305)828-9598 EMAIL:INFOODYNATECHENGINEERING.COM �/ EC
t �
. DYNATECHNINEECORP.
WWW.DYATATECHENGINEERING.COM
FIELD DENSITY TEST OF COMPACTED SOILS
DATE: September 23, 2015
CLIENT: ZURI 1 CONSTRUCTION
PROJECT: Addition k
ADDRESS: 88 N. W. 111t' Street Miami FL
CONTRACTOR: Zuri 1 Construction
Test No. 1 Location: West side of residence footer
Test No. 2 Location: East side of residence footer
Test No. 3 Location: North side of residence footer
Test No. 4 Location: South side of residence footer
Test No. 5 Location: North side of addition footer
Description of Material: White sand w/rock fragments
TEST NO. 1 2 3 4 5
DEPTH 12" 12" 12" 12" 12"
FIELD DENSITY 109.6 109.2 110.1 109.6 109.4
MOISTURE CONTENT% 7.4 7.7 8.1 7.8 7.4
MAX. DENSITY IN THE FIELD % 98.5 98.2 99.0 98.5 98.3
COMPACTION REQUIREMENTS 98% 98% 98% 98% 98%
% OF MAXIMUM
100%MAXIMUM DENSITY (LAB) 111.2 111.2 111.2 111.2 111.2
REMARKS: ALL ABOVE TEST RESULTS COMPLY WITH COMPACTION REQUIREMENTS
* Please note this is not a pad certification.A soil boring must be performed to determine subsoil conditions below the tested compaction layer prior
to construction.
Respectfully submitted,
Tested By:RN C^ LLA,
By: WN , .-= l
Wissam Naamani,P.E.
DYNATECH ENGINEERING CORP.
AAA S Florida Reg.No.39584
' ;•'� �tC ®�`;y Certificate of Authorization No.:CA 5491
*A density test determines the degree of compaction of the tested?Wd of materig cIn i�N shall a density test replace a soil bearing capacity determination.
A soil boring test must be provided by client,prior to constrg oto verify subs�publicat,!4
ito Ass a mutual protection to the clients,the public and ourselves, all
reports are submitted as the confidential property of clients,an uthori n tir ft statement conclusions or extracts from or regarding our reports is
reserved pending on our written approval. �p0.� "t 1C® ; —
A` ,
i
750 WEST 84TH STREET,HIALEAH,FL 33014 PHONE(305)828-7499 FAX(305)828-9598 EMAIL:INFOODYNATECHENGINEERING.COM EC
-DEC DYNATECH ENGINEERING CORP.
W W W.DYATATECHENGINEERING.COM
FIELD DENSITY TEST OF COMPACTED SOILS
DATE: September 23, 2015
CLIENT: ZURI 1 CONSTRUCTION
PROJECT: Addition P,
ADDRESS: 88 N. W. 11 Ph Street, Miami, FL
CONTRACTOR: Zuri 1 Construction
Test No. 6 Location: South side of addition footer
Test No. 7 Location: East side of addition footer
Test No. 8 Location: West side of addition footer
Test No. 9 Location: Center of addition footer
Test No. 10 Location: North side of addition footer
Description of Material: White sand w/rock frajzments
TEST NO. 6 7 8 9 10
DEPTH 1215 12" 12" 12" 1291
FIELD DENSITY 110.3 109.5 109.3 109.9 110.2
MOISTURE CONTENT% 8.1 7.7 8.2 8.4 7.9
MAX. DENSITY IN THE FIELD % 99.0 98.4 98.2 98.8 99.1
COMPACTION REQUIREMENTS 98% 98% 98% 98% 98%
% OF MAXIMUM
100%MAXIMUM DENSITY (LAB) 111.2 111.2 111.2 111.2 111.2
REMARKS: ALL ABOVE TEST RESULTS COMPLY WITH COMPACTION REQUIREMENTS
Please note this is not a pad certification.A soil boring must be performed to determine subsoil conditions below the tested compaction layer prior
to construction.
Respectfully submitted,
Tested By:RN 3
Checked By:WN
�c�SA+WI s
`moo � Wissam aamani,P.E.
4" ��o�+, o DYNATECH ENGINEERING CORP.
'� 0;� Florida Reg.No.39584
0 ' � Certificate of Authorization No.:CA 5491
*A density test determines the degree of compaction of thjISP r ofal only. shall a density test replace a soil bearing capacity determination.
A soil boring test must be provided by client,prior to const ,ti verify subsoilyci�i tions. As a mutual protection to the clients,the public and ourselves,all
reports are submitted as the confidential property of clients, ar c�aiR v jon foj ibat�on of statement conclusions or extracts from or regarding our reports is
reserved pending on our written approval. -
A"��
�
4
750 WEST 84TH STREET,HIALEAH,FL 33014 PHONE(305)828-7499 FAX(305)828-9598 EMAIL:INFOODYNATECHENGINEERING.COM EC
DYNATECH ENECORP,P
W W WDYNATECHENGINEERING.COM
Miami, January 11, 2016
Mr. Willis Simmons l
ZURI 1 CONSTRUCTION, LLC.
7535 NW 12' Court {,-
Miami,FL 33147
Re: Addition/Renovation @
88 NW 111 ' Street
Miami, FL
Dear Mr. Simmons:
Pursuant to your request, Dynatech Engineering Corp. (DEC) performed a Compaction Test on
January 11, 2016 at the above referenced project. DEC was authorized to perform a compaction
test only. The purpose of our test was to determine the degree of compaction of the tested layer
of material only. In no way shall a compaction test replace a demucking inspection, soil bearing
capacity determination, or a pad certification. A soil boring test must be performed by client if
not yet done, prior to construction to verify subsoil conditions. Underlying soils below test levels
must be verified to prevent future settlements. (DEC) was not authorized to perform supervision
and certification of the building pad preparation. This is not a pad certification. Our reports must
be provided to all involved parties for their approval.
Our findings are relative to the date and areas of our site work and should not be relied upon to
represent conditions on other areas or dates. Any subsequent site disturbances due to water
erosion, rain, storm gutters discharging at footings, construction activities, excavations,
overgrown, vegetation, traffic and other disturbances will void this test and the site must be re-
compacted and re-tested prior to construction.
Environmental analysis of the soil materials is not part of the scope of services. If environmental
analysis of the soils is required, we can provide a proposal for performing an environmental
analysis of the soil materials. No other analysis is implied or warranted.
As a mutual protection to clients, the public and ourselves, all reports are submitted as the
confidential property of clients, and authorization for use, publication of statements, conclusions
or extracts from or regarding our reports is reserved pending our written approval.
Enclosed find copies of the compaction test results. It has been a pleasure working with you and
look forward to do so in the near future.
Sincerely yours, �n®� ®��NMe��
�> LIC ..
S .
Wissam Naamani, P. E. e ® o g
DYNATECH ENGINEERING CORP.
Florida Reg.No. 39584
°
Special Inspector No. 757
Certificate of Authorization No.: CA 5491
1
750 WEST 84TH STREET,HIALEAH,FL 33014 PHONE(305)828-7499 FAX(305)828-9598 EMAIL•INFOODYNATECHENGINEERING.COM EC
DYNATECH ENGINEERING
CORP.
gN W W DYNATECHENGINEERING.COM
MOISTURE-DENSITY RELATIONS OF SOILS
PROCTOR COMPACTION TEST
DATE: January 11, 2016
CLIENT: ZURI 1 CONSTRUCTION LLC.
PROJECT: Addition/Renovation na,
ADDRESS: 88 NW 111th Street Miami FL
CONTRACTOR: Zuri 1 Construction LLC.
MATERIAL DESCRIPTION: Gra v sand w/rock ras;Irlents
SAMPLED BY: JA TESTED BY: JA
TEST RESULTS
Sample Number 1
The following compaction test was conducted in accordance with the Standard Methods for Moisture Density Relations of soil using a
10 lb.Hammer and an 18"drop ASTM D-1557.
% MOISTURE DRY DENSITY
4.7 102.1
6.4 105.6
8.6 107.8 110
11.9 106.5 D
13.4 104.1 R
108 y
106 D
E
Optimum Moisture 9.9 Percent N
100%Maximum Dry Density 108.7 lbs./cu.ft. 104 S
%Passing V Sieve 84.2 Percent I
102 T
Y
Sampled By:JA 100
Tested By: A Lj
Checked By:WN 6 8 10 12 14 16
Re P® bmitt
As a mutual protection to clients,the public and ourselves,all reports �p��V l I I i `�r , u�
are submitted as the confidential property of clients,and authorization ®'�® ®,SS °
for use,publication of statements,conclusions or extracts from or regarding q®� Ll��m®`Wissam N anl,P.E.
41
our reports is reserved pending our written approval ,° 'IV, ��°° Y'NATECH ENGINEERING CORP.
®� 3,g� rida Reg.No.39584
Aj ficate of Authorization No.:CA 5491
n
° OP c
2 /DA- M
750 WEST 84TH STREET,HIALEAH,FL 33014 PHONE(305)828-7499 FAX(305)82$=9598 EMAIL:INFOODYNATBCHENGINEERING.COM (' EC
i
DYNATECH ENGINEERING CORP,WWW.DY ATECHENGINEERING.COM
FIELD DENSITY TEST OF COMPACTED SOILS
DATE: January 11, 2016
CLIENT: ZURI 1 CONSTRUCTION LLC.
PROJECT: Addition/Renovation n.
ADDRESS: 88 NW 111th Street, Miami, FL
CONTRACTOR: Zuri 1 Construction, LLC.
Test No. 11 Location: Center of aaraae underslab
Test No. 12 Location: Southwest section of residence
Test No. 13 Location: Southeast section of residence
Test No. 14 Location: Northeast section of residence
Test No. 15 Location: Northwest section of residence
Description of Material: Gray sand w/rock fragments
TEST NO. 11 12 13 14 15
DEPTH 12" 12" 12" 12" 12"
FIELD DENSITY 107.4 107.7 108.1 107.3 106.9
MOISTURE CONTENT% 8.4 9.0 8.6 8.1 9.2
MAX. DENSITY IN THE FIELD % 98.8 99.1 99.4 98.7 98.3
COMPACTION REQUIREMENTS 95% 95% 95% 95% 95%
% OF MAXIMUM
100% MAXIMUM DENSITY (LAB) 108.7 108.7 108.7 108.7 108.7
REMARKS: ALL ABOVE TEST RESULTS COMPLY WITH COMPACTION REQUIREMENTS
Please note this is not a pad certification.A soil boring must be performed to determine subsoil conditions below the tested compaction layer prior
to construction.
Respectfully submitted,
Tested By:JA r� IAn.
Checked By:WN ebd�n� a°pia®
v%`+ Wiss9 Naamani,P.E.
0 1 CZ- �® DYNATECH ENGINEERING CORP.
>�o W$'a Florida Reg.No.39584
.'Certificate of Authorization No.: CA 5491
® ° Mr � >
a �A ,
*A density test determines the degree of compaction of the tested layer otrAetial onlo)l�-no way shall,; ns►ty test replace a soil bearing capacity determination.
A soil boring test must be provided by client prior to construction to ver4� u`4s il con rens. As,2 mutrial protection to the clients,the public and ourselves,all
reports are submitted as the confidential property of clients, and authorion of, ►ent conclusions or extracts from or regarding our reports is
reserved pending on our written approval.
3
750 WEST 84TH STREET,HIALE H,FL 33014 PHONE(305)828-7499 FAX(305)828-9598 EMAIL:INFOODYNATECHENGINEERING.COM r- ECq
ONIWTINT
Office: 11805 Royal Palm Blvd, Building 22,Ste 102,Coral Springs, FL 33065
TERMITE AND PEST CONTROL 786-975-6461
PRE-CONSTRUCTION TERMITE TREATMENT
Property Information Builder / Contractor Information
Treatment Time:
Nome of Builder
Lot Block
Shell Contractor
Subdivision Name Construction Type
!Z`C_ i).(Aj I c B s a
Street Address(If known) Monolithic Floating I Stemwoll
City a Zip Patio Entry Driveway
Owner Nome Of known)
Product / Treatment Information
Treatment Type(Must check one): Initial Under-Slab Supplemental Final
Product applied:Chlorpyrifos Demon TC Other � G �—
Concentrationy-_6 % Mixed Product Applied: S� Gallons
Square feet treated: Linear feet treated:
box is checked,then final perimeter treatment hos been completed and the following statement Is applicable:
CERTIFICATE OF COMPLIANCE:The building has received a complete treatment for the prevention of subterranean
termites.Treatment is in accordance with the rules and laws established by the Florida Department of Agriculture and
Consumer Services.
COVERAGE: For a period of one year, beginning on the effective date shown above. ON POINT agrees to provide
necessary service and treatment for the control of Subterranean Termites for the covered premises for the sum of
$ 12-S— payable on completion by Check/Cash. In addition, O N P O I NT will perform any further
treatment If it finds necessary,free of charge for the Initial and ren—I tormc of thdc
agreement.This agreement covers only subterranean termites.
NOTICE ®NINT NOTICE
Renewal:This agreement is renewable from year to year r upon re-1 TERMITE AND PEST CONTROL
upon payment of an annual renewal fee of S Q- !� Office:11805 Royal Palm Blvd
party, with or without cause at the end of one year term. O N PC Building 22,Ste 102
fee after the third year, upon notice to the customer. Coral Springs,FL 33065
NOTICE OF RIGHT TO CANCEL 786-975-6461
You, the buyer, may cancel this transaction at any time prior to mi
transaction unless work has been approved by the buyer. Date of Inspection Date of Treatment
CHEMICAL SENSITIVITY Pest control service for this house$
All of the materials applied by our thoroughly trained technicians THIS STRUCTURE FOR:
of your household are sensitive to chemicals or chemical odors, yi O Subterranean Termites 0 Fungus
ap li d in, on or under your structure. U Drywood Termites U Wood Decay
Caution:It Is Imp ant that y Yrd thl O Powder Post Beetles O Old House Borer
BYAPPUCATION OF:
0 Termidor ,Q Premise 0 Vikane p Timbor p D=Foam
Authorized Representative Signature INSPECTOR:
State law prohibits removal of this label except by property owner
Miami Shores Village
Building Department 0cr 2015
10050 N.E.2nd Avenue,Miami Shores,Florida 33138
Tel:(305)795-2204 Fax:(305)756-8972 - - -
INSPECTION LINE PHONE NUMBER:(305)762-4949
Aft
FBC 20 �Q
BUILDING Master Permit No. G-'1-IS-I-
PERMIT APPLICATION Sub Permit No.
P(BUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION ❑RENEWAL
❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑CANCELLATION OSHOP
CONTRACTOR DRAWINGS
JOB ADDRESS: 00 o MAY 1 I� s-Y
City: Miami Shores Coun : Miami Dade Zip:
Folio/Parcel#: -all g - o0*3' o4 oo Is the Building Historically Designated:Yes NO
Occupancy Type: Load: Construction Type: 1 Flood Zone: BFE: FFE:
OWNER:Name(Fee Simple Titleholder): I r(�ev� �_\ Lam- Phone#: !?vi-LUs-37-3
Address: Ckv A/6
City: off- State: Zip:'� �'7
Tenant/Lessee Name: Phone#:
Email: (�
CONTRACTOR:Company Name: G c 14e,_ Cw�s"1u�;&A Phone#:
Address: !k Z2 C7 ", (.J
City: °A 192, l J / -State: t-Itf— Zip: _
Qualifier Name: ' //`C�D� pilo /.�S- Phone#:
State Certification or Registration#: Certificate of Competency#:
DESIGNER:Architect/Engineer: Phone#:
Address: City: State: Zip:
Value of Work for this Permit:$ �.��� LWT'' Square/Linear Footage of Work: I
Type of Work: ❑ Addition ❑ Alteration ❑ New ❑ Repair/Replace ❑ Demolition
Description of Work: -fNsl iow4sr.
Specify color of color thru tile:
Submittal Fee$ Permit Fee$ CCF$ CO/CC$
Scanning Fee$ Radon Fee$ DBPR$ Notary$
Technology Fee$ Training/Education Fee$ Double Fee$
Structural Reviews$ Bond$ cc'��
TOTAL FEE NOW DUE$ oq
(Revised02/24/2014)
Bonding Company's Name(if applicable)
Bonding Company's Address
City State Zip
Mortgage Lender's Name(if applicable)
Mortgage Lender's Address
City State Zip
Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has
commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating
construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS,
FURNACES,BOILERS,HEATERS,TANKS,AIR CONDITIONERS,ETC.....
OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all
applicable laws regulating construction and zoning.
O
"WARNING TO WNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY
RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND
TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING
YOUR NOTICE OF COMMENCEMENT."
Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding$2500, the applicant must
promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person
whose property is subject to attachment. Also,a certified copy of the recorded notice of commencement must be posted at the job site
for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the
inspection will not be approved and a reins p tion fee will be charged.
Signature Signature
OWNER or AGENT CONTRACTOR
The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this
Y/ day of/ d Ckb6 ,20 _day of LI)C�6b4,t- ,20 by
JTTCAAW wh is personally known to F-1 L26D 911 11S ho is personally known
me or who has produced as me or who has produced as
identification and who did take an oath. identification and who did take an oath.
NOTARY PUBLI NOTARY PUBLIC:
Sign: Sign: / n^
Print: IvQiplaya Print.
Seal: d. "��•.,L ELIANA MEDAGLIA Seal: •°`�� �e'•,'s,
ELIANA MEDAGLIA
Notary Public-State of Florida E. PUMIC-State of Florida
Comimisalon#FF 132491 q _ sem#FF 132491
;q1 * * ** **
APPROVED BY A Plans Examiner Zoning
A
� Structural Review Clerk
(Revised02/24/2014)
Fort Dallas Truss Company, LLC.
1/ 7035 SW 44th ST
_♦w ; - OCT 0 15
FOR"Ir DALLAS Miami, FL 33155
R U S S Tel: (305) 667-6797
D aD Fax: (305) 667-0592
Re : 15110: DANIEL GITLIN
Site Information: Project Customer: DANIEL GITLIN Job Name :DANIEL GITLIN
pt/Block: Subdivision
Name: COOK RESIDENCE
!J1te
ddress: 88 N W 111 ST
MIAMI SHORES St: Zip:
PY
General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show
Special Loading Conditions):
Design Code: FBC2010rrPl2007 Design Program: 7.60 Oct 3 2014 Roof Load: 55.0 psf Floor Load: NIA
Wind Code:ASCE7-10 C-C for members and forces&MWFRS for reactions wind Speed: 175 mph
This package includes 36 individual, dated Truss Design Drawings and 0 Additional Drawings.
With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet
conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules.
No. Date Truss ID# Seal# No. Date Truss ID# Seal# • • • ••••••
1 09/14/15 CJ10 0001 21 09/14/15 J3 0021 •• • • ••
•••••• •••• ••••••
2 09/14/15 CA 0002 22 09/14/15 J5 0022 •
3 09/14/15 H1 0003 23 09/14/15 J7 0023 ••••••
•••• •••• • •
4 09/14/15 H10 0004 24 09/14/15 VA 0024 • • • •
•••• •••• •••••
5 09/14/15 H11 0005 25 09/14/15 J713 0025 *00000 •• • 00000
•
• • • • •
6 09/14/15 H12 0006 26 09/14/15 RC 0026 •• •• •• • 000009
•
7 09/14/15 H13 0007 27 09/14/15 J7D 0027 •••••• • Of
8 09/14/15 H14 0008 28 09/14/15 T1 0028 • • ••• • ••••••
9 09/14/15 H2 0009 29 09/14/15 T2 0029 • • • ••••••
•
10 09/14/15 H3 0010 30 09/14/15 V12 0030 • •
11 09/14/15 H4 0011 31 09/14/15 V16 0031
12 09/14/15 H5 0012 32 09/14/15 V20 0032
13 09/14/15 H6 0013 33 09/14/15 V24 0033
14 09/14/15 H7 0014 34 09/14/15 V28 0034
15 09/14/15 H8 0015 35 09/14/15 V4 0035
16 09/14/15 H9 0016 36 09/14/15 V8 0036
17 09/14/15 HG1 0017
18 09/14/15 HG2 0018
19 09/14/15 HG3 0019
20 09/14/15 A 0020
The truss drawing(s) referenced above have been prepared
under my direct supervision based on the parameters by
Arch. or ENG of Record using MiTek 20120 software. JOS EZ, RE.
Truss Design Engineer's Name: Jose Martinez, P.E.
Cons r Civil/Structural
24 E 5th ST, Hialeah, FL 33010 (Florida PE#031509) Hialeah, FL 33010
'SEP I� �(� � Phone (305) 667-6797
NOTE: The seal on these drawings indicate acceptance of (Florida P.E. 031509)
professional engineering responsibilty for the truss
components shown.
Page 1 of 1 Engineers Name Date
Fort Dallas Truss Co. LLC. To: Delivery
7035 SW 44 St.
NVIiami,FL.33155 DANIEL GITLIN Job Number 15][10
(305)667-6797 Fax: (305)667-0592 910 N E 20 AVE Page: 1
P ect:DA EL GITLIN Block No: FORT LAUDERDALE,FL Date: 09/14/15 13:46:56
Model: Lot No:
Contact: Site: Office: Deliver To: Account No: 000000293
Name: COOK RESIDENCE Designer. /
Phone: (954)465-3753 Salesperson: OVIEDO MENENDEZ
Fax: 88 N W 111 ST Quote Number
MIAMI SHORES, P.O.Number
Profile: Qty: Truss Id: Span: Truss Type: Slope LOH ROH
10-09-06 01-10-10 OA Hght:03-03-07 1
3 CJ10 DIAGONAL HIP 2,83
' 2X4/2X4
2 09-10-01 01-10-10 OA Hght:03-00-12 2
Cd9 DIAGONAL HIP 2.83
2X4/2X4
29-04-00 01-04-00 01-04-00 OA Hght:03-09-00 3
1 Hl HIP 4.00
2X4/2X4
40-09-00 01-04-00 OA Hght:04-07-11 4
1 }110 HIP 4.00
2X4/2X4
�—T 40-09-00 01-04-00 OA Hght:05-03-11 5
I Hll HIP 4.00
2X4/2X4
40-09-00 01-04-00 OA Hght:05-11-11 6
1 H12 HIP 4.00
2X4/2X4 • •
40-09-00 01-04-00 OA:Ight;d%07-11 • •••• •
I H13 HIP 4.00 •• • 0000 • 7
2X4/2X4 0000•• 0000•• 9999i•
40-09-00 01-0400 OA•Ng1u!W403-11 • • •
1 H14 HIP 4.009909 0090 09990 8
2X4/2X4 • • • •
0990 •00• 09900
01-0400 01-0400 O • •
29-04-00 01-04-00 .. . ..... 9
9 9
f � I H2 HIP 4.00 •• •• •0 • •00009
2X4/2X4 •
40-09-00 01-04-00 01-0400 OA:-Ight!03-1-11 •0•••r0
1 H3 HIP 4.00 0000••
2X4/2X4 i ••• • i9099�
40-09-00 01-04-00
f o4 00 01-0400 OA Hght:04-07-11 •• 11
I H4 HIP 4.00
2X4/2X4
40-09-00 01-0400 01-04-00 OA Hght:05-03-11 12
1 HS HIP 4.00
2X4/2X4
40-09-00 01-04-00 01-04-00 OA Hght:05-11-11 13
1 H6 HIP 4.00
2X4/2X4
40-09-00 01-04-00 01-04-00 OA Hght:06-07-11 14
1 1-17 HIP 4.00
2X4/2X4
40-09-00 01-0400 01-0400 OA Hght:07-03-11 15
1 H8 HIP 4.00
2X4/2X4
40-09-00 01-0400 OA Hght:03-I1-11 16
I H9 HIP 4.00
2X4/2X4
(1)2-Ply 29-04-00 01-04-00 01-04-00 OA Hght:03-01-00 17
2 }][(,1 HIP GIRDER 4.00
2X4/2X6
(1)3-Ply 40-09-00 01-0400 01-04-00 OA Hght:03-03-11 18
3 HC2 HIP GIRDER 4.00
2X4/2X6
(1)2-Ply 40-09-00 01-04-00 OA Hght:03-03-11 19
2 HG3 HIP GIRDER 4.00
2X4/2X6
Fort Dallas Truss Co. LLC. To: Delivery
7035 SW 44 St.
kami,FL.33155 DANIEL GITLIN Job Number: 15110
(305)667ft-6797 Fax: (305)667-0592 910 N E 20 AVE Page: 2
Prbject: DANIEL GITLIN Block No: FORT LAUDERDALE,FL Date: 09/14/15 13:46:58
Model: Lot No:
Contact: Site: Office: Deliver To: Account No: 000000293
Name: COOK RESIDENCE
Designer: /
Phone: (954)465-3753 Salesperson: OVIEDO MENENDEZ
Fax: 88 N W 111 ST Quote Number:
MIAMI SHORES, P.O.Number:
Profile: Qty: Truss Id: Span: Truss Type: Slope LOH ROH
10 Jl
01-00-00 01-04-00 OA Hght:01-01-00 20
CORNER JACK 4.00
2X4/2X4
03-00-00 01-04-00 OA Hght:01-09-00 21
10 J3 CORNER JACK 4.00
2X4/2X4
05-00-00 01-0400 OA Hght:02-05-00 22
_ 10 Jg CORNER JACK 4.00
2X4/2X4
1 I
07-08-00 01-04-00 OA Hght:03-03-11 23
26 J7 JACK-PARTIAL 4.00
2X4/2X4
07-08-00 01-0400 OA Hght:03-03-11 24
3 J7A JACK-CLOSED 4.00
2X4/2X4
07-08-00 01-04-00 OA Hght:03-03-11 25
1 J']$ JACK-CLOSED 4.00
2X4/2X4 • •
07-00-00 01-04-00 Oq 1H10,i d3+0I-00 ••••;26
11 J7C JACK-PARTIAL 4.00 •• • •••• •
2X4/2X4 •••••• •••• ••••••
01-0400 OASI"tOMI-00 7
J7D CORNER JACK 4.00 0000 •••• •
2X4/2X4 ' '
•••• •••• •••••
S 40-09-00 01-04-00 01-04-00 OAel"b 07.06-08 •• • •••••28
3 TI COMMON 4.00 ' ' '
2X4/2X4 •
01-0400 O*ght!0*6-O8 0.0•
40-09-00 29
5 T2 COMMON 4.00 �•••••
2X4/2X4 • .0. ••••••
Hgh02
12-00-00 OA t: -00-o0 •••• ; 30
I V12 VALLEY 4.00
2X4/2X4
16-00-00 OA Hght:02-08-00 31
I V16 VALLEY 4.00
2X4/2X4
laf 1 V20 VALLEY 4.00 20-00-00 OA Hght:03-0400 32
�
2X4/2X4
1 24-00-00 OA Hght:0400-00 33
V24 VALLEY 4.00
2X4/2X4
1 y2$
28-00-00 GABLE 4.00 OA Hght:04-01-13 34
2X4/2X4
04-00-00 OA Hght:00-08-00 35
1 V4 VALLEY 4.00
2X4/2X4
08-00-00 OA Hght:01-04-00 36
1 VH VALLEY 4.00
2X4/2X4
Fort Dallas Truss Co. LLC. To: Delivery
7035 SW 44 St.
1Vflaml,FL.33155 DANIEL GITLIN Job Number: 15110
(305)667-6797 Fax: (305)667-0592 910 N E 20 AVE Page: 3
Prdject: DA EL GITLIN Block No: FORT LAUDERDALE,FL Date: 09/14/15 13:46:59
Model: Lot No:
Contact: Site: Office: Deliver TO: Account No: 000000293
Name: COOK RESIDENCE Designer. /
Phone: �(954)465-3753 Salesperson: OVIEDO MENENDEZ
Fax: 88 N W 111 ST Quote Number:
MIAMI SHORES, P.O.Number.
The truss drawing(s) referenced above have been prepared
under my direct supervision based on the parameters by
Arch. or ENG of Record using MiTek 20/20 software. J®SE MARTINEZ,
P.E.
En inee �iviUStructural
Truss Design Engineer's Name: Jose Martinez, P.E. eonsuitin9 9
24 E 5th ST, Hialeah, FL 33010 (Florida PE#031509) 24 E. 5
Hiale -6797
NOTE: The seal on these drawings indicate acceptance of
Pho 31509)
professional engineering responsibilty for the truss 4 2015
components shown. SEP o
E ears Name Date
•000.0
• • • 0006••
•• • 0000 0
6••••6 0000 0000••
•
000000 • • •
•0006•
0000 0000 • •
• • • 6
0000 6060
00606
• •
•66.6• •• • •••6•
•
• • • •
• • • • 000000
0000••
• • • 6
• • •
Job Truss Truss Type Qty Ply DANIEL GITLIN
15110 CJ10 Diagonal Hip Girder 3 1 0001
Job Reference(optional)
FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MITek Industries,Inc. Mon Sep 1413:50:05 2015 Page
ID:EARuyYzXDekei OtiH_OnU4yf4Et-QPNnkC16116JFZSNptxpseJCkMgTSs?b7604m7ydiq
&.1-lo-10 5-9-10 10-9-6
1-10-10 5-9-10 4-11-12
Scale=1:20.5
3x4 11
2.83 12 4 5
13
12
5x8 11 2x4 No.2 5.1-
3
10 4.7 4 No 3 2-3-0
8.11
8
-3 2x4 No.2 3-82X No. 1.1-11
2
2.8 2x4 M 3110-9.6
14 15 16 8 17 18 19 7
3x8 II 4x7=
30= 6
0-10-15[0-1-0-i
5-9-10 10-9-6
_ 5-9-10 4-11-12
Plate Offsets(X,Y)-{3:0-3-0,0-3-0],[4:0-2-0,0-1-4],p:0-3-4,0-2-81
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATM�••OGRIP
TCLL 30.0 Plate Grip DOL 1.00 TC 0.99 Vert(LL) -0.08 2-8 >999 360 • . MT20. 441190......
TCDL 15.0 Lumber DOL 1.33 BC 0.66 Vert(TL) -0.38 2-8 >321 180 • • • •
BCLL 0.0 Rep Stress Incr NO WB 0.48 Horz(TL) 0.04 7 We n/a • • .0004
• ••
BCDL 10.0 Code FBC20101TP12007 (Matrix) •• :••Weight:W4I0 FT=E96••••
LUMBER- BRACING- ••••••
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheaOrigNI[ectly applied a-3-1-2 cc purlins,
BOT CHORD 2x4 SP M 31 except end verticals. •`•• ease •••••
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 9-2-1 mabracing. *peso
•
WEBS 1 Row at midpt • • • •
REACTIONS.(Ib/size) 7=937/Mechanical,2=63010-10-15 • •• •• + ••••:•
Max Horz2=251(LC 29) :80:0:• •
Max UpilfV=-634(LC 13),2=-393(LC 4) : : • • 000099
Max Grav7=1485(LC 21),2=1153(LC 22) ••••••
FORCES.(lb)-Maximum Compression/Maximum Tension •• • •• *•;• •
TOP CHORD 1-2=0/37,2-9=-24611708,9-10=-24771710,3-10=-24731675,3-11=-177/128,11.12=-142/43,12-13=-124/52,4-13=-122120,4-5p•210,4-7=-206/245
BOT CHORD 2-14=-702/2399,14-15=-70212399,15-16=-70212399,8-16=-702/2399,8-17=-70512347,17-18=-70512347,18-19=-705/2347,7-19=-705/2347,6-7=0/0
WEBS 3-8=0/1128,3-7=-23381665
NOTES-
1)Wind:ASCE 7-10;Vuit=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=15ft;Cat.II;Exp C;Encl.,
GCpl=0.18;MWFRS(envelope)gable end zone;Lumber DOL=1.60 plate grip DOL=1.60
2)Plates checked for a plus or minus 0 degree rotation about its center.
3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4)Refer to girder(s)for truss to truss connections.
5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 634 Ib uplift at joint 7 and 393 Ib
uplift at joint 2.
6)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points
along the Bottom Chord,nonconcurrent with any other live loads.
7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)190 Ib down and 188 Ib up
at 14-15,190 Ib down and 188 Ib up at 1-4-15,118 lb down and 94 Ib up at 4-2-15,118 Ib down and 94 Ib up at 4-2-15,143 lb
down and 185 Ib up at 7-0-14,143 Ib down and 185 Ib up at 7-0-14,and 88 Ib down and 127 Ib up at 9-10-13,and 88 Ib down and
127 Ib up at 9-10-13 on top chord,and 181 Ib down and 38 Ib up at 1-4-15,181 ib down and 38 Ib up at 1-4-15,198 Ib down and
13 Ib up at 4-2-15,198 Ib down and 13 ib up at 4-2-15,218 lb down and 1 Ib up at 7-0-14,218 ib down and 1 Ib up at 7-0-14,and
293 Ib down and 131 Ib up at 9-10-13,and 293 Ib down and 131 Ib up at 9-10-13 on bottom chord. The design/selection of such
connection device(s)is the responsibility of others.
9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B).
LOAD CASE(S)Standard
1)Dead+Roof Live(balanced):Lumber Increase=1.33,Plate Increase=1.00
Uniform Loads(pif)
Vert:1-4=-90,4-5=-30,2-6=-20
Concentrated Loads(lb)
Vert:9=125(F=63,B=63)10=122(F=61,B=61)11=-102(F=-51,B=-51)13=14(F=7,B=7)14=38(F=19,B=19)16=4(F=2,B=2)
17=-36(F=-18,B=-18)19=-398(F=-199,B=-199)
Job Truss Truss Type Qty Ply DANIEL GITLIN
1.5110 CJ9 Diagonal Hip Girder 2 1 0002
Job Reference(optional)
FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MiTek Industries,Inc. Mon Sep 1413:50:08 2015 Page
10:EARuyYzXDekel OtiH_OnU4yf4Et-r_3wMD3_ayUu6OByU?UWUGwpcatpf8il g4ckNSydi
-1-10-105-3-15 9-10-1
1-10-10 5-3-15 4-6-1
Scale=1:21.7
2.83 12 3x4 11
5 6
13
3x4; 12
2x4No.24-
3x4%4
3
71
5$2x I No 32.8.5
10 2x4 0.3 40-15
No.2 3.9 2x No 31-0.5
2
1 2.7 2x4 4131 9.10.1
14 15 16 9 17 18 8
3x6 I I
3x8= 3x8=7
0-10.15(0.1-8)
5-3-15 9-10-1
5-3-15 4-6-1
Plate Offsets(X,l)-{8:0-2-4,0-1-8]
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATI38 •GRIP
TCLL 30.0 Plate Grip DOL 1.00 TC 0.63 Vert(LL) -0.06 2-9 >999 360 0 • MT20 o 0 0*f44/190 e e•e e e
TCDL 15.0 Lumber DOL 1.33 BC 0.55 Vert(TL) -0.29 2-9 >387 180 • 0 0 •
BCLL 0.0 Rep Stress lncr NO WB 0.80 Horz(TL) 0.03 8 n/a nla ' 0 e Sao*
e ••
BCDL 10.0 Code FBC201 OITP12007 (Matrix) •• :••Weight:�11! FT=9760•••
LUMBER- BRACING- •0 0 0••
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheatiTrigAiectly app'Ired of 3-6-9 oc purlins,
BOT CHORD 2x4 SP M 31 except end verticals. 0000 •00• 90000
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly a"od or 10-0-0dw boacing. ••i••0
REACTIONS.(lb/size) 8=525/Mechanical,2=555/0-10-15 " '• •• • •••e:•
Max Horz2=238(LC 4) ••'•'• • •
Max UplifS=-286(LC 10),2=-350(LC 4) i • a • • ••••0•
Max Grav8=957(LC 21),2=1047(LC 22) • • �'0 0•• 0
• • • 0000••
FORCES.(lb)-Maximum Compression/Maximum Tension •• • �' see ' '
TOP CHORD 1-2=0137,2-10=-21091524,10-11=-2124/505,3-11=-2121/488,3-4=-138174,412=-111/83,12-13=-10411,5-13=-89/15,5-6=-210f 5-8+x-224/173
BOT CHORD 2-14=-52412057,1415=-52412057,15-16=-52412057,9-16=-52412057,9-17=-524/2057,17.18=-524/2057,8-18=-52412057,7-8=0/0
WEBS 3-9=01999,3-8=-2067/507
NOTES-
1)Wind:ASCE 7-10;Vult-175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf,BCDL=6.Opsf;h=15ft;Cat.ii;Exp C;Encl.,
GCpl=0.18;MWFRS(envelope)gable end zone;Lumber DOL=1.60 plate grip DOL=1.60
2)Plates checked for a plus or minus 0 degree rotation about Its center.
3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4)Refer to girder(s)for truss to truss connections.
5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 286 Ib uplift at joint 8 and 350 lb
uplift at joint 2.
6)This truss has been designed for a moving concentrated load of 200.011b dead located at all mid panels and at all panel points
along the Bottom Chord,nonconcurrent with any other live loads.
7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)190 Ib down and 188 lb up
at 14-15,190 Ib down and 188 Ib up at 1-4-15,118 lb down and 94 lb up at 4-2-15,118 lb down and 94 Ib up at 4-2-15,and 143
Ib down and 185 Ib up at 7-0-14,and 143 lb down and 185 Ib up at 7-0-14 on top chord,and 181 lb down and 38 ib up at 1-4-15,
181 Ib down and 38 lb up at 14-15,198 Ib down and 13 lb up at 4-2-15,198 Ib down and 13 Ib up at 4-2-15,and 218 ib down and
1 lb up at 7-0-14,and 218 Ib down and 1 Ib up at 7-0-14 on bottom chord. The design/selection of such connection device(s)is
the responsibility of others.
9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B).
LOAD CASE(S)Standard
1)Dead+Roof Live(balanced):Lumber Increase=1.33,Plate Increase=1.00
Uniform Loads(plf)
Vert:1-5=-90,5-6=-30,2-7=-20
Concentrated Loads(lb)
Vert:10=125(F=63,B=63)11=1 22(F=61,B=61)12=-102(F=-51,B=-51)14=38(F=19,B=19)16=4(F=2,B=2)17=-36(F=-18,
B=-18)
Job Truss Truss Type Qty Ply DANIEL GITLIN
15110 H1 Hip 1 1 0003
Job Reference(optional)
FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MiTek Industries,Inc. Mon Sep 1413:50:10 2015 Page
ID:EARuyYzXDekel OtiH_OnU4yf4Et-nMAgnv5F6akbM KLLcQW_ZhO6mNU979YKHO5gRLydiq
4-10-14 9-0-0 14.8-0 20 4-0 24.5.2 29-4-0 30-8-0,
111-4-e 4.1
0-14 41-2 5-8-0 5-8-0 4-1-2 4.10-14 1-4-0
Scale=1:52.6
4x7 2x4 11 4x7=
4.00 12 4 19 5.244 0 6
3x4% 3x4
3 7
1.4 2X4 4-15 2x4 N .3 2-8.15 814 2x4 N .3 2-8.15 612 21x4 N o.3 2.8.15 10.11-14
18 17 2x4 N .31 7-12 0 .5 21
0 2 8
1 9 Id
3x8= 22 17 23 15 75 24 14 13 2S 12 11 26 10 27 3x8=
2x4 11 5x8—3x4— 3x8— 4x5— 3x4 5x8= 2x4 11
660(62.2) 660(62.2)
4-10-14 14-8-0 20-4-0 24-5-2 29-4-0
4-10-14 41-2 5-8-0 58-0 4-1-2 4-10-14
Plate Offsets(X,Y)-42:04-0,Edge],[4:0-5-4,0-2.4],[6:0-5-4,0-2-4],[8:0-4-0,Edge]
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deft Ud PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.00 TC 0.78 Vert(LL) 0.40 14 >850 360 MT20 244/190
TCDL 15.0 Lumber DOL 1.33 BC 0.88 Vert(TL) -0.6914-15 >496 180
BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.20 8 We n/a
BCDL 10.0 CodeFBC201 OITP12007 (Matrix) Weight:140 Ib FT=0%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-6-15 oc bracing.
WEBS 2x4 SP No.3
REACTIONS.(Ib/size) 2=173110-8-0,8=1731/0-8-0
Max Horz2=127(LC 10)
Max Uplifft=-913(LC 6),8=-913(LC 7)
FORCES.(lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/38,2-18=-4170/1772,3-18=4111/1798,34=-3592/1684,4-19=-404111948,5-19=-4040/1948,5-20=4040/1948,6-20=-4041/1948,6.7=-359211684
7-21=-411111798,8-21=4170/1772,8-9=0/38
BOT CHORD 2-22=-163613849,17-22=-163613849,17-23=-163613849,16-23=-1636/3849,15-16=-1636/3849,15-24=-1367/3326,14-24=-1367/3326,13-14=-1337/332
13-25=-133713326,12-25=-1337/3326,11-12=-1539/3849,11-26=-153913849,10-26=-1539/3849,10-27=-1539/3849,8-27=-1539/3849
WEBS 3-17=01268,3-15-5791336,445-75/382,4-14=4471878,5-14=-593/427,6-14=447/878,6-12=-751382,7-12=-5791338,7-'):Q142ft
NOTES- ••• • •• •••• •
1)Unbalanced roof live loads have been considered for this design. • • ••
2)Wind:ASCE 7-10;Vult--l75mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=15ft;Cat.II;Exp C;�TtL��',•• •••• ••••••
GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)-14-9 to 1-7-7,Interior(1)1-7-7 to 49-1,Exterior(I)W94 to • . •
9-0-0,Interior(1)13-2-15 to 16-1-1,Exterlor(2)20-4-0 to 30-8-9 zone;C-C for members and forces&MWFRS for reactiess shown; ....
••••••
• •
Lumber DOL=1.60 plate grip DOL=1.60 •••••• •••••• •••••
3)Provide adequate drainage to prevent water ponding. • •
4)Plates checked for a plus or minus 0 degree rotation about its center. •••••• •• • •...•
5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ..*..o
••••••
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 913 Ib uplift at joint 2rW•9.1j Ib •••.:•
uplift at joint 8. • • • • •
7)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel pdtnts •
along the Bottom Chord,nonconcurrent with any other live loads. • • :••••• • •
8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this trul;•• • ••• •••••
LOAD CASE(S)Standard •• •
Job Truss Truss Type Qty Ply DANIEL GITLIN
15110 H10 HIP 1 1 0004
Job Reference(optional)
FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MITek Industries,Inc. Mon Sep 1413:50:13 2015 Page
ID:EARuyYzXDekslOtiH_OnU4yf4Et-BxspQx77PU6ADn4vHZ4hBKeeObblKQTmzMKV2fydiq
r1-4-t) 41 8-0-9 11-8-0 16-0-4 20-4-8 24-8-12 29-1-0 32-8-7 , 36-3-13 40-9-0
1 45-3 3-7-7 3-7-7 4-4-4 4-4-4 4 4 4 4-4-4 3-7-7 3.7-7 45-3
Scale=1:71.8
4.00 123x4
5x8= 3x4_ 4x7= 3x4= 5x8=
6 a 9 0 11 3x4
4x7� 3x4% 44x7
4-652M °'2 ��13
2x4 424 27 2x4 G o
3 6•21 2x4 .3 3-7-1 MOW .33-10- 9.18 2x 3 47-1 10.17 0.3 5.5• 14 N
23 22 2x .33-0- 2-17 .3 4-43 o.28-0.0 S
�h 2 22 .3 6 .32-
1
32-1
3x10= 28 22 29 21 30 20 31 18 1s 32 17 33 16 34 3x10=
048-0(0.2-1) 3X4= 5x10 M18SHS= 3M= U4= 5x10 M18SHS= W= 0-8.0(0-1-15)
5x8 M18SHS=
6 2-14 11 8-0 17-5-11 23-3-5 29-1-0 346-2 40-9-0
6 2-14 5-5-2 5-9-11 5-9-11 5-9-11 5-5-2 6 2-14
Plate Offsets(X,Y)-{2:0-5-2,0-1-8],[4:0-3-8,Edge],[8:0-3-8,Edge],[13:0-3-8,Edge],[15:0-5-2,0-1-8],[17:044,0-3-0],[21:044,0-3-0]
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deft Lld PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.00 TC 0.71 Vert(LL) 0.7618-20 >630 360 MT20 244/190
TCDL 15.0 Lumber DOL 1.33 BC 0.55 Vert(TL) -1.3118-20 >368 180 M18SHS 2441190
BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(TL) 0.31 15 n/a n/a
BCDL 10.0 CodeFBC201 OITP12007 (Matrix) Weight:207 Ib FT=0%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-1-7 oc purlins.
BOT CHORD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 4-9-3 oc bracing.
WEBS 2x4 SP No.3
REACTIONS.(lb/size) 2--236210-8-0,15=220110-8-0
Max Horz2=175(LC 10)
Max Uplift=-1218(LC 6),15=-1050(LC 7)
FORCES.(lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=0138,2-23=-6057/2697,3-23=-5996/2719,3-24=-585312662,424=-5813/2663,45=-5807/2674,5-6=-517512503,
6-7=-492712436,7-25=-5836/2837,8-25=-5836/2837,8-9=-583612837,9-26=-5839/2851,10-26=-583912851,
10-11=-4935/2474,11-12=-5184/2541,12-13=-5811/2824,13-27=-5851/2813,1427=-589212812,1415=-6106/2919
BOT CHORD 2-28=-252115611,22-28=-2521/5611,22-29=-236915327,21-29=-236915327,21-30=-2465/5624,20-30=-2465/5624,
20-31=-257615890,19-31=-2576/5890,18-19=-2576/5890,18-32=-2484/5629,17-32=-2484/5629,17-33=-2452/5348, �•••�•
16-33=-2452/5348,16-34=-2656/5661,15-34=-265615661 • 0 • 000000
WEBS 3-22=-181/221,5-22=-591365,5-21=-6691402,6-21=-524/1263,7-21=-11931628,7-20=-2051424,9-20=-3571IZ7°° 066• •
9-18=-351/323,10-18=-2021420,10-17=-11871621,11-17=-53311265,12-17=-684/433,12-16=-871378,14-1Cr 100•4240 •0000• °•
i • 0000••
•
NOTES- 006.0• • :0000:
1)Unbalanced roof live loads have been considered for this design. •••• 0600 ;
2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf,h=15ft;Cat.11;Exp C; 1 • • • •
GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)-1-4-9 to 2-8-6,interior(1)2-8-6 to 5-10-14,Exterioro 9-10-14 °°°° •••••
to 11-8-0,Interior(1)17-5-2 to 23-3-14,Exterior(2)29-1-0 to 40-5-0 zone;C-C for members and forces&MWFRS for tdwal •• • 00000
•
shown;Lumber DOL--1.60 plate grip DOL=1.60 •• .• °0 0°6' 660669
3)Provide adequate drainage to prevent water ponding. 0 6 6 6 6 6 •
4)All plates are MT20 plates unless otherwise indicated. • • • •0
5)Plates checked for a plus or minus 0 degree rotation about Its center. ' • • 6 • .....•
6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • • • 0 0
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1218 Ib uplift at joint° WTJ 1D50 Ib V009:
•
uplift at joint 15. •• 0
8)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points •• •
along the Bottom Chord,nonconcurrent with any other live loads.
9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S)Standard
Job Truss Truss Type Qty Ply DANIEL GITLIN
15110 H11 HIP 1 1 0005
Job Reference(optional)
FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MITek Industries,Inc. Mon Sep 1413:50:16 2015 Page
ID:EARuyYzXDeke1 OtIH_OnU4yf4Et-cWXy2y901PUI4FoUyhdOoyG7gocPXoODfKY9fydiq
r1-4 5.1-3 9-4-9 13-8-0 18 1-11 22-7-5 27-11 31-4-7 35-7-13 40-9-0
1 51-3 4-3-7 4-3-7 45-11 4-5-11 4511 4-3-7 + 4-3-7 51-3
Scale=1:71.8
3x4=
4.00 12 5x8= 3x4= 3x8= 5x8=
6 7 28 827 10
3x4 E 3x4
4x7 4.,6 294 4 o.2648-1 4x7
2x4\ 24 12 28 2X4,;, o
4 6.20 2x4 .3 4-3-1 7-19 2x .3 410. 9.17 o.3 6-0-0
3 1329 d
23 5'22 2x4 .3 3.6.14 ;11-1;72x . 51-13 0.2 814W
1-4 2x4 22 .32 15 .32-
2 74 m
�1
3x10= 30 22 31 21 20 32 19 18 33 17 16 34 15 35 3x10=
0.8.0(0.2-1) 3x4= 5x8 M18SHS= 3x4= 3x8— 3x4= 0.8.0(0.1-15)
3x8= 5x8 M18SHS= 5x8 M18SHs=
7-2-14 13-8-0 20-4-8 27-1-0 33-6-2 + 40.9-0
7-2-14 6-52 6-8-8 68-8 6-52 7-2-14
Plate Offsets(X,Y)-{2:0-5-2,0-1-8],[4:0-3-8,Edge],[12:0-3-8,Edge],[14:0-5-2,0-1-8]
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lld PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.00 TC 0.81 Vert(LL) 0.66 19 >734 360 MT20 244/190
TCDL 15.0 Lumber DOL 1.33 BC 0.57 Vert(TL) -1.1417-19 >422 180 M18SHS 244/190
BCLL 0.0 Rep Stress incr YES WB 0.65 Horz(TL) 0.30 14 n/a n/a
BCDL 10.0 Code FBC201 OITP12007 (Matrix) Weight:205 Ib FT=0%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-8 oc purlins.
BOT CHORD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 4-9-5 oc bracing.
WEBS 2x4 SP No.3
REACTIONS.(Ib/size) 2=236210-8-0,14=220110-8-0
Max Horz2=200(LC 10)
Max Uplift=-1199(LC 6),14=-1031(LC 7)
FORCES.(lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=0138,2-23=-6106/2687,3-23=-6045/2712,3-4=-580712622,4-24=-5757/2626,5-24=-5737/2640,56=-4890/2403,
6-7=-4638/2345,7-25=-5137/2582,25-26=-5137/2582,26-27=-5137/2582,8-27=-5137/2582,8-9=-513712582,
9-10=-464412370,10-11=-4896/2429,11-28=-5768/2769,12-28=-577712759,12-13=-5839/2757,13-29=-604012889,
14-29=-614712875
BOT CHORD 2-30=-2507/5661,22-30=-2507/5661,22-31=-2297/5186 21-31=-2297/5186,20-21=-2297/5186,20-32=-220014994, :066:9•
19-32=-220014994,18-19=-220914996,18-33=-2209/4996,17-33=-2209/4996,16-17=-2364/5202,16-34=-23jW5 j8'23 • ••••••
15-34=-2364/5202,15-35=-262115703,14-35=-262115703 •• • •••• '
WEBS 3-22=-318/304,522=-110/438,520=-8551503,6.20=-462/1136,7-20=-8501465,7-19=-1611278,9-19=-158/47e90 a 0 0 +••a•• ••
9-17=-8441459,10-17=-46611137,11-17=-868/517,11-15=-134/450,13-15=-334/321 • •"'••
0000•• • • •
0000 �•••••
NOTES- •a0• •
1 Unbalanced roof live loads have been considered for this design. • " • •
2)Wind:ASCE 7-10;Vuit-175mph(3-second gust)Vasd=136mph TCDL=9.Opsf;BCDL=6.Opsf;h=15ft;Cat.11;Exp C;Encl,� •••• 'a •`•
GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)-14-9 to 2-8-6,Interior(1)2-8-6 to 7-10-14,ExteMpoma 0-14 •••••a •••••
to 13-8-0,Interlor(1)19-52 to 21-3-14,Exterior(2)27-1-0 to 40-50 zone;C-C for members and forces&MWFRS for Pmc#ons 0• • •..a a a
shown;Lumber DOL--11.60 plate grip DOL=1.60 •.•••• • •
•
3)Provide adequate drainage to prevent water ponding. • • + a
4 All plates are MT20 plates unless otherwise Indicated. • ' • ' ••••0•
p P 0000••
5)The solid section of the plate Is required to be placed over the splice line at joint(s)8. • • • • a
6)Plate(s)at joint(s)4,6,10,12,2,21,22,3,5,20,7,19,9,17,11,15,13,14,16 and 18 checked for a plus or minus 140ecc • ••• ••••••
rotation about its center. • • • • •
7)Plate(s)at joint(s)8 checked for a plus or minus 5 degree rotation about Its center.
8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1199 Ib uplift at joint 2 and 1031 Ib
uplift at joint 14.
10)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points
along the Bottom Chord,nonconcurrent with any other live loads.
11)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used In the analysis and design of this truss.
LOAD CASE(S)Standard
Job Truss Truss Type Qty Pty DANIEL GITLIN
15110 H12 HIP 1 1 0006
Job Reference(optional)
FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MITek Industries,Inc. Mon Sep 1413:50:18 2015 Page
ID:EARuyYzXDeke1 OtiHOnU4yf4Et-Yv_ flTeBGE1 kTJZyt46fsuNLVlcB5?fPV7dl Gjtydlq
r14'Q 59-3 10-8-9 15-8-0 20-4-8 25-1-0 30-0-7 34-11-13 40-9-0
1-4- 5.9-3 4-11-7 4-11-7 4-11-7 4-11-7 5-9-3
Scale=1:71.8
4.00 12 5x8 2x4 11 5x8=
3x4 0 6 7 8 3x4
3x8 a
4x7
2x4 .24-7-5
4 5 9 10 24
3x4 5� 3x4 a o
3 6.192x4 .34.11- -182x4 .34.11.1 182x4 .34.11.10 11 ,b
21A 2x4 5-21 2x o.3 3.4- 10.16 2z . 5.10.5 8• 3112-0022
11225022 2x o.3 11-14 11-8 12
1
3x10= 28 22 27 21 20 28 19 18 29 1730 18 31 1S 14 32 33
13 3x10- d
0-8.0(0-2.1) 2x4 11 5x8 M18SHS= 3x4= 3x8= 3x4= 3x4= 2x4 11 O.g.pi0.1.15)
3x4= 5x6 we= 5x8 M18SHS=
59-3 10-8-9 158-0 20-4-8 251-0 3.N17 34-11-13 40-9-0
59-3 4-11-7 411-7 48-8 4-11-7 411-7 59-3
Plate Offsets(X,Y)-{2:0-5-2,0-1-8],[4:0-3-8,Edge],[6:0-5-4,0-2-8],[8:0-5-4,0-2-8],[12:0-5-2,0-1-8]
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/clef] L/d PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.00 TC 0.68 Vert(LL) 0.58 18 >832 360 MT20 2441190
TCDL 15.0 Lumber DOL 1.33 BC 1.00 Vert(TL) -1.0218-19 >472 180 M18SHS 244/190
BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(TL) 0.33 12 n/a n/a
BCDL 10.0 Code FBC2010ITP12007 (Matrix) Weight:216]b FT=0%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins.
1-4,9-12:2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 1-412 oc bracing.
BOT CHORD 2x4 SP No.2*Except"
2-20,12-15:2x4 SP M 31 ;4,66:0
WEBS 2x4 SPNo.36666••
OTHERS 2x4 SP No.3 • •• •
• 000* ••
REACTIONS.(Ib/size) 2=236210-8-0,12--220110-8-0 •••• ••••••
6666••
Max HOrz2=224(LC 10) ***too
• ••••i
Max Uplift=-1178(LC 6),12=-1010(LC 7) 0600 • •
6666
FORCES.(lb)-Maximum Compression/Maximum Tension • • •••••• •••••
6666 • •
TOP CHORD 1-2=0/38,2-23=-615012567,3-23=-6081/2597,3-4=-5448/2512,4-5=-5342!2516,5-6=-458312249,6-7=-4575i2336p •
•
•• • 6666•
7-8=-457512336,8-9=-4523/2267,9-10=-458712242,10-24=-5358/2574,11-24=-5464/2549,11-25=-6087/277,•0••• ••0•0• ••••0•
12-25=-619112756 • •
BOT CHORD 2-26=-242515700,22-26=-242515700,22-27=-242515700,21-27=-2425/5700,20-21=-2153/5048,20-28=-2153rbft$,•0 •
19-28=-215315048,19-29=-1757/4196,18-29=-175714196,17-18=-1775/4200,17-30=-1775/4200,16-30=-1771/4200,•
•••
• • ••••••
••• • •
16-31=-220715063,15.31=-2207/5063,1415=-2207/5063,1432=-250315741,13-32=-250315741,13-33=-250115741• • 660089
12-33=-250315741 • • • • ••• • •
WEBS 3-22=0/294,3-21=-701/403,521=-901400,5-19=-1067/576,6-19= =-
-2761718,6-183401612,748=-471/343, •• • • • •
8-18=-337/606,8-16=-2841727,10-16=-1082/589,10-14=-981404,11-14=-729/436,11-13=0/301 •• •
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=15ft;Cat.11;Exp C;Encl.,
GCpl=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)-1-4-9 to 2-8-6,Interior(1)2-8-6 to 9-10-14,Exterior(2)9-10-14
to 30-10-2,Interior(1)30-10-2 to 36-4-2 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60
plate grip DOL=1.60
3)Provide adequate drainage to prevent water ponding.
4)All plates are MT20 plates unless otherwise indicated.
5)The solid section of the plate is required to be placed over the splice line at joint(s)17.
6)Plate(s)at joint(s)4,6,8,9,2,20,3,22,21,5,19,18,7,16,10,14,11,13,12 and 15 checked for a plus or minus 0 degree rotation
about Its center.
7)Plate(s)at joint(s)17 checked for a plus or minus 3 degree rotation about its center.
8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1178 Ib uplift at joint 2 and 1010 lb
uplift at joint 12.
10)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points
along the Bottom Chord,nonconcurrent with any other live loads.
11)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysts and design of this truss.
LOAD CASE(S)Standard
Job Truss Truss Type city Ply DANIEL GITLIN
15110 H13 HIP 1 1 0007
Job Reference(optional)
FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MITek Industries,Inc. Mon Sep 1413:50:21 2015 Page
ID:EARuyYzXDekelOtIH OnU4yf4Et-yULr5gD8Xy71AOhS1EDZVOzxxpCvCOzypbGwKCydiq
r1-4+Q9-2-14 13-5-7 17-80
23-1-0 27-3-9 31-6-2 35 8-11 40-9-0
1 5-0-5 4-2-9 4-2-9 4-2-9 5.5-0 4-2-9 4-2-9 4-2-9 5-0-5
Scale=1:71.8
440 12
5x8= 5x8=
3x4 9
3x8 8 p
7-8 2x4e. 3x4 a
67 10
3x4. 23 9•t 2 X8.10 3x4
4x7:'- 4.742x4 11 4x7 a
2z4�� 8.19 2x4 .3 5.7-10 9.17 2x4 .3 8.7.10 12 2x4 ii r
3 4 6.20 2x o.3 4-55 0.17 2x 3 5.11.8 1328
22 212x4 3.11-11 18 2x4 .33-11-1 o.284-0
2 212x .32- 52x .32.0- 14
1 12z 3 0-10-0
27 21 28 20 29 19 18 30 17 31 18 32 15 33
3x10— 3x4= 5x8 M183HS= 3x8 5x8 We= 3x4 5x8 M183HS= 3x4= 3x10=
0.8.0(0.2-1) = = 0-8.0(0.2-0)
644 12-0-9 17-8-0 23-1-0 28 8-7 34-3-13 40-9-0
6-5-3T 5-7-7 5 7-7 5-5-0 5-7-7 5-7-7 6-5-3
Plate Offsets(X,Y)-{2:0-5-2,0-1-8],[4:0-3-8,Edge],[9:0-5-4,0-2-8],[12:0-3-8,Edge],[14:0-5-2,0-1-8],[16:0-4-0,0-3-0],[20:0-4-0,0-3-0]
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.00 TC 0.97 Vert(LL) 0.5917-19 >816 360 MT20 244/190
TCDL 15.0 Lumber DOL 1.33 BC 0.99 Vert(TL) -1.0717-19 >448 180 M18SHS 2441190
BCLL 0.0 Rep Stress Incr YES WB 0.80 Horz(TL) 0.31 14 We We
BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight:216 Ib FT=0%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied.
BOT CHORD 2x4 SP No.2*Except' BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
2.20,14-16:2x4 SP M 31
WEBS 2x4 SP No.3 •
•••••• ••••••
OTHERS 20 SP No.3 • • • •
REACTIONS.(Ib/size) 2=236210-8-0,14=2201/0-8-0 00 000• �0•• ••••i•
Max Horz2=248(LC 14) 000:0*
Max Uplifft=-1153(LC 6),14=-986(LC 7) .••:•• • 000000
000
FORCES.(lb)-Maximum Compression/Maximum Tension • • • 0.0 •••••
TOP CHORD 1-2=0/38,2-22=-6169/2476,3-22=-610912501,3-4=-5946/2444,4-5=-5897/2462,5-23=-520412333,6-23=-5144/'2m, 0 0 •
6-7=-426012039,7-8=-4252/2063,8-24=-4031/2018,9-24=-4031/2018,9-10=-4261/2072,10-25=-5150/2383,0 0•••• •• •
11-25=-521312370,11-12=-5922/2618,12-13=-5984/2606,13-26=-6108/2686,14-26=-6213/2672 00 .•• • •• 0 0000;•
BOT CHORD 2-27=-2408/5720,21-27=-2408/5720,21-28-2150/5259,20-28---2150/5259,20-29=-1874/4598,19-29=-18741459 0 0
18-19=1539/3887,18-30=-1539/3887,17-30=-1539/3887,17-31=-190314604,16-31=-1903/4604,16-32=-214M k: 00000 0
15-32-2171/5275,15-33=-2432/5764,14-33=-2432J5764 0 0 :000:9
WEBS 3-21=-270/272,5-21=-164/454,5-20=-691/429,6-20=-267/667,6-19=-1055/590,8-19=-307/870,9-19=-30613(63, • 0 :0 0 0 0:
9-17=-364/873,10-17=-10631596,10-16---2741674,11-16---7021441,11-15-1951469,113-115=-2841286 0 0 • 0 000 • 0
NOTES- 00 0 •0
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=15ft;Cat.11;Exp C;Encl.,
GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)-1-4-9 to 2-8-6,Interior(1)2-8-6 to 11-10-14,Exterior(2)
11-10-14 to 28-10-2,Interior(1)28-10-2 to 36-4-2 zone;C-C for members and forces&MWFRS for reactions shown;Lumber
DOL--1.60 plate grip DOL=1.60
3)Provide adequate drainage to prevent water ponding.
4)All plates are MT20 plates unless otherwise Indicated.
5)The solid section of the plate Is required to be placed over the splice line at joint(s)18.
6)Plate(s)at joint(s)7,8,9,12,2,21,3,5,20,6,19,17,10,16,11,15,13,4 and 14 checked for a plus or minus 0 degree rotation
about its center.
7)Plate(s)at joint(s)18 checked for a plus or minus 3 degree rotation about Its center.
8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1153 Ib uplift at joint 2 and 986 lb
uplift at joint 14.
10)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points
along the Bottom Chord,nonconcurrent with any other live loads.
11)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S)Standard
Job Truss Truss Type Qty Ply DANIEL GITLIN
15110 H14 HIP 1 1 0008
Job Reference(optional)
FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MITek Industries,Inc. Mon Sep 1413:50:23 2015 Page
ID:EARuyYzXDekel Ot(H_OnU4yf4Et-vsTbWMFP2ZNIPKggsfFl bR21ud?SgzJFGvIOP4ydiq
r1 5-6 5 10-2-14 14-11-7 19-8-0 ,21-1-Q 25-9-9 30-6-2 35.2-11 40-9-0
1 5-6-5 4-8-9 4-8-9 4-8-9 1- 48-9 4-8-9 44 5-6-5
Scale=1:71.8
4.00 12 5x8=
5x6=
8
8-9 -5-0 SxB�
3x8%3xU h4 2 4915 10
8 TB
3x4 3x4
3X8 5 t o.2 a" 4x7� o
3x4 4-6 8.21 Wt4 10 12 3x4 kz
3 4 7-22 2x c.34-9- 0.18 2x o.34-9-2 13
5-242x o.3 3.2• 11-18 .35-5.7 28 52x o.3 - 13.18 � 8.8 - 29 0.28.0-0 14
i°1 2 7-21 140
30 31 23 32 33 34 35 19 3817 37 38 "
25 24 22 21 20 18 18 15
3x10-1 2x4 11 5x8 M18SHS= 3x4= 3x4= 5x8 VM__ 3M= 3x4= 2x4 11 3x10=
0.8.0(0.2-1) 3x4=
3x8= 5x8 M183HS=
5-6.5 14-0-2-148-9 4-8 14.19 1-7 19-8-0 21-1-Q 25 9-9 30-6-2 + 35-2-911 40-9-0
5-6-5 4-8-
Plate Offsets(X,Yj-{2:0-5-2,0-1-8],[8:0-5-4,0-2-8],[10:0-3-0,0-3-0],[12:0-3-8,Edge],[14:0-5-2,0-1-8]
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.00 TC 0.95 Vert(LL) 0.5621-22 >857 360 MT20 244/190
TCDL 15.0 Lumber DOL 1.33 BC 0.56 Vert(TL) -1.0321-22 >466 180 M18SHS 2441190
BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(TL) 0.29 14 n/a n/a
BCDL 10.0 Code FBC20101TPI2007 (Matrix) Weight:234 Ib FT=0%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied.
BOT CHORD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 5-1-0 oc bracing.
WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-21,10-20
OTHERS 2x4 SP No.3 • •
•••••• ••••••
REACTIONS.(Ib/size) 2=236210-8-0,14=2201/0-8-0 • •• •„•• '•
Max Horz2=273(LC 10) • •
Max Uplift=-1126(LC 6),14=-958(LC 7) • •• ••••••
FORCES.(lb)-Maximum Compression/Maximum Tension • •••• • •
TOP CHORD 1-2=0138,2-26=-6215/2367,3-26=-614912384,3-4=-5571/2262,4-5=-5516/2286,5-6=-4797/2101,6-7=-4696i�119, • •••e e' ••••..
7-8=-3935/1860,8-27=-3723/1833,9-27=-3723/1833,9-10=-3947/1865,10-28=-4697/2134,11-28=-4798/2119!00 Geoff
•
11-12=-5529/2340,12-13=-558512316,13-29=-6157/2552,14-29=-626012536 •••••• ••e'e
BOT CHORD 2-30=-2323/5762,25-30=-232315762,25-31=-232315762,24-31=-232315762,23-24=-200715168,23-32=-200Tjjf $•e ••• • 0•••V
22-32=-2007/5168,22-33=-167814397,21-33=-1678/4397,21-34=-129613549,20-34=-1296/3549,20-35=-1695/4398, • •
=-
19-35169514398,18-19=-1695/4398,18-36=-1987/5181,17-36 -1987/5181,16-17=4987/5181,16-37=-23(pftl, •e•e;•
15-37=-2300/5807,15-38=-2300/5807,14-38=-2300/5807 0 0 • '
WEBS 3-25=01286,3-24=-6391376,5-24=-90/384,5-22=-954/514,7-22=246/664,7-21=-12471669,8-21=-410/898, e 0 • e e e•••
8.20=-2411337,9-20=-3711940,10-20=1231/669,10-18=-247/653,11-18=-969/523,11-16=-101/391,13-16=-674/416' ••• • •
13-15=01293 • + • • •
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=15ft;Cat.ll;Exp C;Encl.,
GCpl=0.18;MWFRS(envelope)automatic zone and C-C Extertor(2)-1-4-9 to 2-8-6,Interior(1)2-8-6 to 13-10-14,Exterlor(2)
13-10-14 to 26-10-2,interior(1)26-10-2 to 36-4-2 zone;C-C for members and forces&MWFRS for reactions shown;Lumber
DOL=1.60 plate grip DOL=1.60
3)Provide adequate drainage to prevent water ponding.
4)All plates are MT20 plates unless otherwise indicated.
5)The solid section of the plate Is required to be placed over the splice line at joint(s)19.
6)Plate(s)at joint(s)6,8,9,2,23,3,25,24,5,22,7,21,20,10,18,11,16,13,15,4,12,14 and 17 checked for a plus or minus 0
degree rotation about its center.
7)Plate(s)at joints)19 checked for a plus or minus 3 degree rotation about its center.
8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1126 Ib uplift at joint 2 and 958 Ib
uplift at joint 14.
10)This truss has been designed for a moving concentrated load of 200.011b dead located at all mid panels and at all panel points
along the Bottom Chord,nonconcurrent with any other live loads.
11)"Semi-rigid pitchbreaks with fixed heels"Member and fixity model was used in the analysts and design of this truss.
LOAD CASE(S)Standard
Job Truss Truss Type Qty Ply DANIEL GITLIN
45110 H2 Hip 1 1 0009
Job Reference(optional)
FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MITek Industries,Inc. Mon Sep 1413:50:26 2015 Page
ID:EARuyYzXDekel OtiH_OnU4yf4Et-JR8j8NHHLUIKGnZPYnpkC3gtHgwWtLJhytzh?Pydiq
-140, 5-10-14 11-0-0 14-8-0 18-4-0 23-5-2 29-40 3048-0,
1-0 5-10-14 5 1-2 3-8-0 3-8-0 5-1-2 5-10-14 1-4-0
Scale=1:53.4
4.00 12 4x7= 2X4 11 4x7=
4 5 6
5x6% 3-42x4 25.3-12 20 5x6
3 19 7
4.152x4N 3.33.4- 5.142x4N .33.41 122x4N .33.415
1�1x 3.172x4N .31-8.1 7-02 -15 2741
'D 2 381 0-t0- 8
1 s Il�J
22 17 16 23 15 24 14 1325 12 26 11 10 27 "
3x8= 2x4 11 5x6 WB= 3x4= 3x8= 4x5= 3x4= 5x6 WB= 2x4 11 3x8
0.8.0(0.2.2) 0-6-0(0.2-2)
5.10-14 11-0-0 148-0 18-4-0 23-5-2 29-4-0
r 10-14 — ` 5-1-2 3-8-0 3-8-0 5-1-2 5-10-14
Plate Offsets(X,Y)-{2:0-4-0,Edge],[3:0-3-0,0-3-0],[4:0-5-4,0-2-0],[6:0-5-4,0-2-0],[7:0-3-0,0-3-0],[8:0-4-0,Edge]
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl LJd PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.00 TC 0.68 Vert(LL) 0.34 14 >999 360 MT20 244/190
TCDL 15.0 Lumber DOL 1.33 BC 0.97 Vert(TL) -0.60 14 >577 180
BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(TL) 0.20 8 n/a n/a
BCDL 10.0 Code FBC20101TP12007 (Matrix) Weight:146 Ib FT=0%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-1 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
REACTIONS.(Ib/size) 2--1731/0-8-0,8=1731/0-8-0 • e
Max Horz2=152(LC 14) • ••••••
Max UplifR---893(LC 6),8=-893(LC 7) e
e
FORCES.(lb)-Maximum Compression/Maximum Tension •••••• e 0000
• ••e• •
TOP CHORD 1-2=0/38,2-18=-4175/1741,3-18---410611772,3-19---3301/1544,4-19=-3235/1570,45=-3295/1647,5-6=-32961JI 7• e e
6-20=-323511570,7-20=-330111544,7-21=-4106/1772,8-21=-4175/1741,8-9=0/38 e••���
BOT CHORD 2-22=-1584/3849,17-22=-158413849,16-17=-1588/3843,16-23=-1588/3843,15-23=-1588/3843,15-24=-1194r3atcl,• 0 e'••• • •
14-24=-1191/3019,13-14=-119113019,13-25=-119113019,12-25=-119113019,12-26=-1511/3843,11-26=-151 T/S843, 0••• 00000
10-11=-151113843,10-27=-1507/3849,8-27=-1507/3849 •e•••• so e
WEBS 3-17=0/308 3-15---9051505,4-15---1371437,4-14---251/446,5-14=-346/251 6-14=-251/446 6-12=-1371437, • • 00:00*
7-12=-905/507,7-10=01308 e' e 090000
NOTES- e i • ee ••
1)Unbalanced roof live loads have been considered for this design. •••••• 6960:0
2)Wind:ASCE 7-10;Vult-175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=15ft;Cat.II;Exp C;oEnci, a :0000:
GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)-1-4-9 to 1-7-7,Interior(1)1-7-7 to 6-9-1,Exterior(2y6-9-•I to e• • • e
22-6-15,Interior(1)22-6.15 to 27-8-9 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate .• e
grip DOL=1.60
3)Provide adequate drainage to prevent water ponding.
4)Plates checked for a plus or minus 0 degree rotation about its center.
5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 893 Ib uplift at joint 2 and 893 Ib
uplift at joint 8.
7)This truss has been designed for a moving concentrated load of 200.Olb dead located at all mid panels and at all panel points
along the Bottom Chord,nonconcurrent with any other live loads.
8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S)Standard
Job Truss Truss Type city Ply DANIEL GITLIN
45110 H3 Hip 1 1 0010
Job Reference(optional)
FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MiTek Industries,Inc. Mon Sep 1413:50:28 2015 Page
ID:EARuyYzXDekelOtiH_OnU4yf4Et-FgGUZ3JXt572W5jofCrCHUTAmehnKAO QBSn4lydiq
r1-4-Q I 5.2-14 9-8-0 14 0-7 18-3-2 22-5-14 26.8-9 31-1-0 35-6-2 40-9-0 X12-1-0
1 5-2-14 4-5-2 447 42-11 42-11 42-11 44-7 4-5-2 5-2-14 1
Scale=1:71.3
2x4 11
5x8= 2x4 11 3x8= 4x7= 3x8= 5x8=
4.00 12 4 5 8 28 7 8 8 10
3x4 3x4 c
3 11 c
}S4 yx 4.23 21X4116.3 2-1 212x4116.32-11- 0 2x4 .3 2-1 18&4 6.32-11- U4116.3 2.10.211 5
42x o.3 - 11-15 12
d!1 2 13Iai
d d
3x10= 32 24 33 23 22 21 34 2018 35 18 36 17 18 15 37 14 38 3x10=
0.8.0(0.2-0) 2x4 11 3x4=5x8 M183H8= 2x4 11 3x8= 2x4 11 3x8= 2x4 11 0.8.0(0-2-0)
3x8= 5x8 M18SH8= 5x8 M18SHS=
5-2-14 14-0-7 } 18-3-2 22-5 14 , 26-8-9 31-1-0 35-6-2 , 40-9-0
5-2-14 45-2 447 42-11 42-11 42-11 447 45-2 5-2-14
Plate Offsets(X,Y)-{2:0-5-2,0-1-8],[4:0-5-4,0-2-8],[7:0-3-8,Edge],[12:0-5-2,0-1-8],[21:0-2-8,0-1-8]
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.00 TC 0.87 Vert(LL) 0.9718-20 >495 360 MT20 2441190
TCDL 15.0 Lumber DOL 1.33 BC 0.60 Vert(TL) -1.6218-20 >297 180 M18SHS 244/190
BCLL 0.0 Rep Stress Incr YES WB 0.88 Horz(TL) 0.34 12 n/a We
BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight:208 Ib FT=0%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-5 oc purlins.
BOT CHORD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 45-9 oc bracing.
WEBS 2x4 SP No.3
REACTIONS.(ib/size) 2=2359/0-8-0,12=2359/0-8-0
Max Horz2=135(LC 10) • •
Max Uplift=-1232(lC 6),12=-1232(LC 7) • 0 ••••••
• • • :*0000
••••••
FORCES.(lb)-Maximum Compression/Maximum Tension 0 0 • "9096" •0
TOP CHORD 1-2=0/38,2-25=-6061/2703,2r)-26--.599812715,3-26=-597012730,3-4--.546912556,4-5=-6450/3031,5-27=-6480169N, 0••• •
6-27=-645013031 6-28=-7072/3279 7-28=-7072/3279 7-8=-707213279 8-29=-707213279 9-29=-7072/3279 • •
9-10=-5206/2497,10-11=-546412552,11-30=-5971/2731,30-31=-6000/2716,12-31=-6063/2704,12-13=0138 • • •
••••••
BOT CHORD 2-32=-2506/5625,2432=-250615625,24-33=-250615625,23-33=-2506/5625,22-23=-223315095,21-22=-2233MR,• 000000 • •
21.34=-3080/7016,20-34=-308017016,19-20=-308017016,19-35=-3080/7016,18-35=-308017016,18-36=-2705/6890, 0000 ••*•
17-36=-2705/6390,16-17=-2705/6390,15-16=-2705/6390,15-37=-2407/5627,1437=-2407/5627,1438=-2491j56$70 00 • • •
12-38=-240715627 ••
WEBS 3-24=01273,3-23=-5861353,423=-941380,421=-833/1661,5-21=-404/296,6-21=-8731442,6-20=0/288,6-1�• •=-2181297, •• 0 ••••••
8-18=-383/272,9-18=-426/840,9-17=0/278,9-15=-1647/830,10-15=-517/1305,11-15=-5931359,11-14=0/2V 0 • • •
NOTES- �••••• ��•��'
1)Unbalanced roof live loads have been considered for this design. • • • • •
2 Wind:ASCE 7-10;Vult=175m h3-second gust)Vasd=136m h-TCDL=9.0 sf-BCDL=6.0 sf-h=15ft-Cat.II-Ex C-@rk �
l. • • 000 ;"•••
GCpi=0.18;MWFRS(envelope)automatic one nd C-C Ext rrior (2)-1-49 to 28-6,Interior(1)2-8-6 to 3-10-14,Exterior(2)3-10-14 ••'
to 9-8-0,Interlor(1)15-5-2 to 25-3-14,Exterlor(2)31-1-0 to 42-1-9 zone;C-C for members and forces&MWFRS for reactions
shown;Lumber DOL=1.60 plate grip DOL=1.60
3)Provide adequate drainage to prevent water ponding.
4)All plates are MT20 plates unless otherwise Indicated.
5)Plates checked for a plus or minus 0 degree rotation about its center.
6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1232 lb uplift at joint 2 and 1232 Ib
uplift at joint 12.
8)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points
along the Bottom Chord,nonconcurrent with any other live loads.
9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S)Standard
Job Truss Truss Type Qty Ply DANIEL GITLIN
15110 H4 Hip 1 1 0011
Job Reference(optional)
FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MITek Industries,Inc. Mon Sep 1413:50:31 2015 Page
ID:EARuyYzXDekelOtIH OnU4yf4Et-gPxcB5LOAONdNYSNKLOvv7NiXrklxZz069hShdydiq
r1-4+Q 4-5.3 8-0-9 111 16-0-4 20-4-8 24-8-12 29-1-0 32-6-7 36 3-13 , 40-9-0 42-1-0
1 4-d 4-5.3 3-7-7 - T 3-7-7 4-4-4 4-4-4 44-4 4-4-4 3-7-7 3-7-7 4-5.3 1
Scale=1:72.3
4.00 12 3x4
5xe= 3x4_ 4x7= 3x4= 5x8=
8 8 0 0 11
4x7 30 3x4
4-683c4 1- 0.2$29.10 4x7
2x4 J 425 1328 2x4 G o
3 6.22 2x4 .3 3.7-1 7.212x4 .33-10- 9.19 2x .34-7.1 10.18 o.3 5.5• 14 N
24 23 2x 330- 2.18 2 .3 4-4-3 29
2 23 .3 72� .32- 1s
1 18,Nf,
3x10= 30 23 31 22 32 21 33 20 19 34 18 35 17 36 3x10=
0-8-0(0-2-0) W= 5x10 M183HS= 3x4= 3x4= 5x10 M18SHS= 3x4= 0.8.0(0.2-0)
5x8 M18SHS=
6-2-14 11-8-0 17-5-11 23-3-5 , 29-1-0 34-6-2 40-9-0
6-2-14 5.5 2 59-11 5-9-11 5-9-11 5-5-2 6-2-14
Plate Offsets(X,Y)-{2:0.5-2,0-1-8],[4:0-3-8,Edge],[8:0-3-8,Edge],[13:0-3-8,Edge],[15:0-5-2,0-1-8],[18:044,0-3-0],[22:044,0-3-0]
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.00 TC 0.71 Vert(LL) 0.7619-21 >634 360 MT20 2441190
TCDL 15.0 Lumber DOL 1.33 BC 0.52 Vert(TL) -1.3019.21 >370 180 M18SHS 244/190
BCLL 0.0 Rep Stress Incr YES WB 0.76 Horz(TL) 0.31 15 n/a n/a
BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight:209 lb FT=O%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins.
BOT CHORD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 4-11-3 oc bracing.
WEBS 2x4 SP No.3
REACTIONS.(Ib/size) 2--2359/0-8-0,15=2359/0-8-0
Max Horz2=160(LC 14) • •
Max Uplift=-1216(LC 6),15=-1216(LC 7) • • See, •0
+ • �, 0000••
FORCES.(lb)-Maximum Compression/Maximum Tension •• • •••••• ••
TOP CHORD 1-2=0/38,2-24=-605112672,3-24=-5989/2694,3-25=-5847/2636,4-25=-5806/2637,4-5=-580112648,5-6=-5169/2TS0, sees ••••*•
6-7=-492012410,7-26=-5827/2798,8-26=-582712798,8-9=-5827/2798,9-27=-5827/2798,10-27=-5827/2798,o a 0••• • • •
10-11=-4920/2410,11-12=-5169/2475,12-13=-5801/2648,13-28=-580612637,14-28=-584712636,14-29=-599OJ4fy9.4, •*ago:
•
15-29=-605112672,15-16=0/38 • • 0•••• •
•
BOT CHORD 2-30=-2499/5612,23-30=-249915612,23-31=-2334/5327,22-31=-2334/5327,22-32=-2399/5622,21-32=-2399 MI, ••+• 0••••
21-33=-248215886,20-33=-2482/5886,19-20=-248215886,19-34=-238015622,18-34=-2380/5622,18-35=-2299/b3W# •• •
17-35=-2295/5327,17-36---2373/5612,15-36=-237315612 0 • + • • 06:96 *
•
WEBS 3-23=-182/221,5-23=-59/365,5-22=-670/402,6-22=-515/1261,7-22=-1188/622,7-21=-2031421,9-21=-352/324, •• •• • ••••••
9-19=-352/324,10-19=-203/421,10-18=-1188/622,11-18=-515/1261,12-18=-670/402,12-17=-60/365,I4-17#"-?1%M2 00
NOTES- 0000•• 0090•0
1)Unbalanced roof live loads have been considered for this design. • • • :00000
2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=15ft;Cat.11;Exp C;EMI., 0 0• g•o • •
GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)-1-4-9 to 2-8-6,Interior(1)2-8-6 to 5-10-14,Exterior(2)5-10-14 ••
to 11-8-0,Interior(1)17-5-2 to 23-3-14,Exter)or(2)29-1-0 to 42-1-9 zone;C-C for members and forces&MWFRS for reactions
shown;Lumber DOL=1.60 plate grip DOL=1.60
3)Provide adequate drainage to prevent water ponding.
4)All plates are MT20 plates unless otherwise Indicated.
5)Plates checked for a plus or minus 0 degree rotation about Its center.
6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1216 Ib uplift at joint 2 and 1216 Ib
uplift at joint 15.
8)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points
along the Bottom Chord,nonconcurrent with any other live loads.
9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S)Standard
Job Truss Truss Type caty Ply DANIEL GITLIN
•15110 H5 Hip 1 1 0012
Job Reference(optional)
FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MITek Industries,Inc. Mon Sep 1413:50:33 2015 Page
ID:EARuyYzXDekelOtlH_OnU4yf4Et-cn3NcmMgiedLcsbISIRN YT2WfPu?UGjZTAYIVydiq
r1 4:Q 5-1-3 9-4-9 13-8-0 18-1-11 22-7-5 27-1-0 , 31-4-7 , 35-7-13 40-9-0 42-1-p
1 5-1-3 4-3-7 4-3-7 4-5-11 4-5-11 4-5-11 4-3-7 4-3-7 5-1-3 1 A 11
Scale=1:72.3
3x4=
4.00 12 5x8— 3x4= 3x8= 5x82.4 =
8 7S.OM 27 828 4n 10
3x4 3x4
4x7 4-6294 4 1 .21 A D-% 4x7
2x4 1 4 25 12 2x4 O o
3 6.21 2x4 .3 4.31 7-20 2x .34-10- 9-18 o.36-0.0 13 d
24 5-23 2x4 .338.14 11-182X 5.1-13 30 a
1-42x4 23 .32- -182 .32 14
1 2 15-
WO
-3x10= 31 23 32 22 21 33 20 19 34 18 17 35 10 36 3x10=
0.8.0(0.2-1) 3x4= 5x8 M18SHS= 3x4= 3x8— 3x4= 0.8.0(0.2-1)
3x8= 5x8 M18SHS= 5x8 M18SHS=
7-2-14 13-8-0 20-4-8 27-1-0 33-fr2 , 40-9-0
7-2-14 6-5-2 ' 68-8 6-5-2 7-2-14
Plate Offsets(X,Y)-{2:0-5-2,0-1-8],[4:0-3-8,Edge],[12:0-3-8,Edga],[14:0-5-2,0-1-8]
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.00 TC 0.74 Vert(LL) 0.65 20 >738 360 MT20 244/190
TCDL 15.0 Lumber DOL 1.33 BC 0.54 Vert(TL) -1.1318-20 >424 180 M18SHS 244/190
BCLL 0.0 Rep Stress Incr YES WB 0.65 Horz(TL) 0.29 14 We n/a
BCDL 10.0 Code FBC201 OITP12007 (Matrix) Weight:207 lb FT=0%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-9 oc purlins.
BOT CHORD 2x4 SP M 31 BOT CHORD Rigid calling directly applied or 4-11-5 oc bracing.
WEBS 2x4 SP No.3
REACTIONS.(Ib/size) 2=2359/0-8-0,14--2359/0-8-0
Max Horz2=184(LC 14)
Max Uplifg=1198(LC 6),14=-1198(LC 7) :•••0•
• • • 0000••
FORCES.(lb)-Maximum Compression/Maximum Tension •••• 0 0000
••
TOP CHORD 1-2=0/38,2-24=-609912660,3-24=-603912685,3-4=-580112595,4-25=-5751/2599,5-25=-5730/2613,5-6=-44P;W=4 0 0 •
6-7=-4632/2317,7-26=-5128/2541,26.27=-5128/2541,27.28=-5128/2541,8-28=-512812541,8-9=-5128/2541, 9 0 0•0 ••••••
9-10=-4632/2317,10-11=-4883/2374,11-29=-5730/2613,12-29=-5751/2599,12-13=-580112595,13-30=-60AW!?,• • ••••
14-30=-6099/2660,14-15=0/38 0000 •••• • •
BOT CHORD 2-31=-2485/5661,23-31=-248515661,23-32=-2223/5187,22-32=422315187,21-22=-222315187,21-33=-21 Awn 0 • •
20-33=-211614992,19-20=-211614992,19-34=-2116/4992,18-34=-2116/4992,17-18=-222315187,17-35=-2223/5187 •••• **:006
••••0J •0 • 0000•
16-35=-222315187,16.36=-2361/5661,14-36=-236115661 • • 0 • •
WEBS 3-23=-318/304,5-23=-110/438,5-21=-855/503,6-21=-45311134,7-21=-845/460,7-20=-1591278,9-20=1 5912m, •• •• • ••••••
9-18=-845/460,10-18=-453/1134,11-18=-855/504,11-16=-1111438,13-16=-318/305 •.•••• • 0•
NOTES- • • . • •000%
0000••
1)Unbalanced roof live loads have been considered for this design. • • • • •
2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=15ft;Cat.ll;Exp C;%Sr : • *00 :••••:
GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)-1-4-9 to 2-8-6,Interlor(1)2-8-6 to 7-10-14,Exterior(2)7-10-14 see*
to 13-8-0,Interior(1)19-5-2 to 21-3-14,Exterior(2)27-1-0 to 42-1-9 zone;C-C for members and forces&MWFRS for reactions
shown;Lumber DOL=1.60 plate grip DOL=1.60
3)Provide adequate drainage to prevent water ponding.
4)All plates are MT20 plates unless otherwise indicated.
5)Plates checked for a plus or minus 0 degree rotation about Its center.
6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1198 Ib uplift at joint 2 and 1198 lb
uplift at joint 14.
8)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points
along the Bottom Chord,nonconcurrent with any other live loads.
9)"Semi-rigid pltchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S)Standard
Job Truss Truss Type City ply DANIEL GITLIN
15110 H6 Hip 1 1 0013
Job Reference(optional)
FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MITek Industries,Inc. Mon Sep 1413:50:36 2015 Page
ID:EARuyYzXDeke1OtiH_OnU4yf4Et-OMIVFoPZ ZOvTKKK7u 4cA5WXsKOCo09GROCMgydiq
T11Q 59-3 101-9 1:10 20 4-8 251-0 30-0-7 34-11-13 40-9-0 42-1-0
1 59-3 4-11-7 4-11-7 4-8-5 48-8 4.11-7 4.11-7 59-3 1-4
Scale=1:72.3
4.00 12 5x8= 2x4 11 5x8=
8 7 g
.43:
3x4 3x4
4x7 5 4x7
4.6 2x4 0.2 6.0-3
4 5 9 10
3x4 5 3x4 o
3 6.20 2x4 3 4.11- -19 2x4 .3 4.11-1 17 2x4 .3 411-10 11 ,b
21-0 2x4 5.22 2x o.3 3 4- 9.17 2x . 5.10-5 0.212.0 A
2x o.3 11-15 11-8
a 2 12
113
3x10= 28 23 27 22 2021 28 29 19 18 30 17 31 16 15 32 14 33 3x10=
0.8-0(0-2-1) 2x4 11 5x8 M18SHS= 3x4= 3x8= 3x4= 3x4= 2x4 11 0.8-0(0.2-1)
3x4= 5x6 Wa= 5x8 M18SHS=
59-3 10-8-91+ 20-4-5 � 251-0 30-0-7 34.11-13 40-9-0
59-3 4-11-7 411-7 48-8 4-8-5 4-11-7 4-11-7 59-3
Plate Offsets(X,Y)-{2:0-5-2,0-1-81,[4:0-3-8,Edge],[6:0-54,0-2-8],[8:0-54,0-2-8],[10:0-3-8,Edge],[12:0-52,0-1-8]
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Ildefl Ud PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.00 TC 0.95 Vert(LL) 0.63 19 >769 360 MT20 2441190
TCDL 15.0 Lumber DOL 1.33 BC 1.00 Vert(TL) -1.1119-20 >435 180 M18SHS 244/190
BCLL 0.0 Rep Stress Incr YES WB 0.78 Horz(TL) 0.33 12 n/a n/a
BCDL 10.0 Code FBC2010ITP12007 (Matrix) Weight:218 ib FT=0%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied.
BOT CHORD 2x4 SP No.2*Except' BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
2-21,12-16:2x4 SP M 31
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
REACTIONS.(Ib/size) 2=2359/0-8-0,12--2359/0-8-0 •• 9:0
Max HOrz2=209(LC 10) : •'• '
=-
Max Uplif@1176(LC 6),12--1176(LC 7) •• • •••• •
•••••• •••• ••••••
FORCES. Ib -Maximum Com ression/Maximum Tension •
TOP CHORD) 1-2=0138,2-24---614612539,3-24=-607712568,3-4=-5442/2482,4-5--5337/2486,5-6=-4576/2218,6-7=-4567/2297 *00000
7-8=-4567/2297,8-9=-457612218,9-10=-533712486,10-11=-5442/2482,11-25=-6077/2568,12-25=-614(p125$9,"'0 0"•'• 0 •
12-13=0138 •••• •••• •••••
BOT CHORD 2-26=-2403/5702 23-26=-2403/5702 23-27=-2403/5702 22-27=-2403/5702 21-22--2077/5049 21-28--207.74%0$9 06
• •
20-28=2077/5049,20-29=-1681/4197,19-29=-168114197,18-19=-1681/4197,18-30=-168114197,17-30=-1681►419?, 0 • •
17-31--2077/5049,16-31=-2077/5049,15 =-
162077/5049,1532=-224715702,14-32=-2247/5702,14.33=-244'//5'102, 00 ' 0"9•0
12-33=-2247/5702 000000 • •'
WEBS 3-23=01293,3-22=-7021404,5-22---911400,5-20=-1068/577,6-20=-277/719,6-19=-3371608,7-19=-471/343,. " ; .
8-19---3371608,8-17=-277/719,9-17--10681577,9-15=-911400,11-15--7021406,11-14=01293 ••••••
NOTES- •• • • ••• • •
1)Unbalanced roof live loads have been considered for this design. '..'
2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf,BCDL=6.Opsf;h=15ft;Cat.11;Exp C;Encl.,
GCpl=0.18;MWFRS(envelope)automatic zone and C-C Exterlor(2)-1-4-9 to 2-8-6,Interior(1)2-8-6 to 9-10-14,Exterior(2)9-10-14
to 30-10-2,Interior(1)30-10-2 to 38-0-10 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL--1.60
plate grip DOL--1.60
3)Provide adequate drainage to prevent water ponding.
4)All plates are MT20 plates unless otherwise indicated.
5)The solid section of the plate is required to be placed over the splice line at joint(s)1 S.
6)Plate(s)at joint(s)4,6,8,10,2,21,3,23,22,5,20,19,7,17,9,15,11,14,16 and 12 checked for a plus or minus 0 degree rotation
about its center.
7)Plate(s)at joint(s)18 checked for a plus or minus 3 degree rotation about Its center.
8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1176 Ib uplift at joint 2 and 1176 Ib
uplift at joint 12.
10)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points
along the Bottom Chord,nonconcurrent with any other live loads.
11)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used In the analysis and design of this truss.
LOAD CASE(S)Standard
Job Truss Truss Type Qty Ply DANIEL GITLIN
15110 H7 Hip 1 1 0014
Job Reference(optional)
FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MiTek Industries,Inc. Mon Sep 1413:50:38 2015 Page
ID:EARuyYzXDeke1 OtiH_OnU4yf4Et-yltGfUQpWAGdjdUjFJOYhbArggOwgiFSjltJRjydiq
1-4.Q 5-0-5 9-2-14 13-5 7 17-8-0 23-1-0 27-3-9 31-6 2 35 8-11 40-9-0 42-1-0
1 42 99 4-2 9 4.2-9 5-5.0 4-2-9 42-9 4.2-9 50-5 1:4-d
Scale=1:72.3
4.00 12
5x9— 5x8=
3x4% 8 3x4 zz
3x8 cb.�gO.'2.5.5 9 3x9
7 7-8 2x4 e. 02 4.1.810
9 11
3x4:- 25 27 3x4
4x7% 4-752x4 a2l!{-0.0 4x7--
2X4
o
2x4 O 8.21 2x4 .3 5.7-10 9-19 2x4 .3 5.7.10 2"�i N
17
3 4 9.22 2x o.3 4.5-5 ti-192X .3 5.11.8 13 94
24 3 2x4 311-11 182x4 .33-11-1 28
23 2x .32 7 2x .32.0-
'1 2 12x 30.10-0 15 16�
�l 3x10— 29 23 30 22 31 21 20 32 18 33 18 34 17 35 X10
08.0(0.2-1) 3x4= 5x8 M18SHS= US_ 5x9 WB= 3x4_ 5x8 M18SHS= 3x4= 0.8.0(0-2.1)
6-5-3 12-0-9 17-8-0 23-1-0 28-8-7 34-3-13 40-9-0
6-5-3 5 T-75-7-7 5-7-7 6-5-3
Plate Offsets(X,Y)-[2:0-5-2,0-1-8],[4:0-3-8,Edge],[9:0-5-4,0-2-8],[13:0-3-8,Edge],[15:0-5-2,0-1-8],[18:0-4-0,0-3-0],[22:0-4-0,0-3-0]
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.00 TC 0.97 Vert(LL) 0.5919-21 >821 360 MT20 244/190
TCDL 15.0 Lumber DOL 1.33 BC 0.99 Vert(TL) -1.0719-21 >450 180 M18SHS 2441190
BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(TL) 0.31 15 We n/a
BCDL 10.0 Code FBC201 OITP12007 (Matrix) Weight:218 lb FT 0%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied.
BOT CHORD 2x4 SP No.2`Except' BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
2-22,15-18:2x4 SP M 31
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
REACTIONS.(Ib/size) 2=235910-8.0,15=2359/0-8-0 ••••••
Max Horz2=233(LC 14) : **6
*• 0 • •
Max Uplife -1152(LC 6),15=-1152(LC 7) •• • e•••• •
• •
FORCES. Ib -Maximum Compression/Maximum Tension 000000 0:•
TOP CHORD 1-2=0/38,2-24=-6163/2461,3-24=-610312486,3-4=-593912417,45=-5891/2435,5-25=-5197/2305,6-25=-5134/2317, ••••••
6-7=-425312010 7-8=-4245/2034 8-26=-4025/1990 9-26=-402511990 9-10=-4244/2034 10-11=-4252/2010 0090 664999
:0040:•
11-27=-5135/2317,12-27=-5198/2305,12-13=-589112435,13-14=-593912417,1428=-6102/2487,15-28=-61681Q492, *000 •••••
•
15-16=0138 •••••• •• • ••••••
BOT CHORD 2-29=-2386/5720,23-29=-2386/5720,23-30=-2127/5259,22-30=-2127/5259,22-31=-1800/4598,21-31=-180014698 9 0 0 0
20-21=-1456/3885,20-32=-145613885,19.32=-1456/3885,19-33=4800/4598,18-33=-1800/4598,18-34=-20%/52$9, " ' 6006:0
17-34=-2029/5259,17-35=-2198/5720,15-35=-2198/5720 000000 0
WEBS 3-23=-2711272,5-23=-1651454,5-22=-6911429,6-22=-2671667,6.21=-10551590,8-21=-298/868,9-21=-3021$05, � : . • .�.��•
9-19=-359/868,11-19=-1057/590,11-18=-268/668,12-18=-6901430,12-17=-165/454,1417=-271/273 ••••••
• • • • •
NOTES- •• • • ••• • •
1)Unbalanced roof live loads have been considered for this design. •.••
2)Wind:ASCE 7-10;Vult-175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf,h=15ft;Cat.II;Exp C;Encl.,
GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)-1-4-9 to 2-8-6,Interior(1)2-8-6 to 11-10-14,Exterlor(2)
11-10-14 to 28-10-2,Interior(1)28-10-2 to 38-0-10 zone;C-C for members and forces&MWFRS for reactions shown;Lumber
DOL=1.60 plate grip DOL--1.60
3)Provide adequate drainage to prevent water ponding.
4)All plates are MT20 plates unless otherwise Indicated.
5)The solid section of the plate is required to be placed over the splice line at joints)20.
6)Plate(s)at joint(s)7,8,9,10,2,23,3,5,22,6,21,19,11,18,12,17,14,4,13 and 15 checked for a plus or minus 0 degree rotation
about Its center.
7)Plate(s)at joint(s)20 checked for a plus or minus 3 degree rotation about Its center.
8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1152 Ib uplift at joint 2 and 1152 Ib
uplift at joint 15.
10)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points
along the Bottom Chord,nonconcurrent with any other live loads.
11)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S)Standard
Job Truss Truss Type Qty Ply DANIEL GITLIN
95110 H8 Hip 1 1 0015
Job Reference(optional)
FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MITek Industries,Inc. Mon Sep 1413:50:41 2015 Page
ID:EARuyYzXDeke1 OtiH_OnU4yf4Et-NKYOIVt-hp5eCa5DIwRaGJEoOZt8ut6ruP16zl2ydlq
T1 4.Q 5-6-5 10-2-14 14-11-7 19-8-0 21-1-Q 25-9-9 30-6 2 35-2-11 40-9-0 42-1-Q
1-4- 5-6-5 48-9 4-8-9 4-8-9 1- 4-8-9 48-9 4-8-9 5-6-5 1
Scale=1:72.3
4.00 12 5x8=
5x8=
8
8.9 1 4—"
3x8 3x Z3x4 z�3x8
768 2x4 0. .2 11-2-1f,
g 11
3x4 3x4
12 3x8 o
6 5 4-6 2x4 623 2x4 3.10 0.2 S-"
q 3x4 d
3 4 7-24 2x o.34-9- 0.20 2x o.3 4.9.2 1314
28 5-28 2x o.33-- 12-20 .35-6- 30
2x o.3 - 14-18 8.8 o.28-0.0
1 27-23 0 -3 15 18
ddd 3x10= 31 27 32 26 2533 24 34 233522 3621 20 3719 18 38 17 39 3x10=
0.60(0.2-1)
2x4 11 5x8 M18SHS= 3x4= 3x4= 5x8 WB-- 3X4= 3x4= 2x4 11
3x4_
3x8= 5x8 M18SHS=
5-6.5 10-2-14 14-11.7 19-8-0 21-1-Q 25-9-9 30-6-2 35-2-11 40-9-0
5-6.5 4-8-9 4-8-9 48-9 48-9 4-8-9 5-6-5
Plate Offsets(X,Y)-{2:0-5-2,0-1-8],[8:0-5-4,0-2-8],[15:0-5-2,0-1-8]
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.00 TC 0.87 Vert(LL) 0.5623-24 >863 360 MT20 244/190
TCDL 15.0 Lumber DOL 1.33 BC 0.53 Vert(TL) -1.0323-24 >468 180 M18SHS 244/190
BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(TL) 0.29 15 n/a n/a
BCDL 10.0 Code FBC201 OITP12007 (Matrix) Weight:237 lb FT=O%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-9-9 cc purlins.
BOT CHORD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 5-1-12 oc bracing.
WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-23,10-22
OTHERS 2x4 SP No.3
REACTIONS.(Ib/size) 2=2359/0-8.0,15=2359/0-8-0 • •
Max Horz2=257(LC 14) ••
0969
Max Uplift=1125(LC 6),15=-1125(LC 7) i .0. • ••••0•
• • 0000 •
FORCES.(lb)-Maximum Compression/Maximum Tension *:000* •0000• ••••:•
TOP CHORD 1-2=0138,2-28=-620912364,3-28=-614312381,34=-5564/2237,4-5=-5509/2261,5-6=-479012076,6-7=-469Q(40A
7-8=-3929/1834,8-29=-3717/1807,9-29=-3717/1807,9-10=-3940/1838,10-11=-468612089,11-12=-4786/2075, •• • :••••
12-13=-551112261 13-14=-556612237 14-30=-614212383 15-30=-6208/2366 15-16=0138 •••• 0••• • •
BOT CHORD 2-31=-2300/5763,27-31=-230015763,27-32--2300/5763,26-32=-230015763,25-26=-198415168,25-33=-1984M68,• 04141000
•••••
24-33=-198415168,24-34=-160514397,23-34=-1605/4397,23-35---122313549,22-35=-122313549,22-36=-14Q#W" • •
•• •
21-36=-160414393,20-21=-160414393,20-37=-186815170,19-37=-1868/5170,18-19=-1868/5170,18-38=-2096167621 • • • •••••
17-38=-2096/5762,17-39=-2096/5762,15-39=-2096/5762 •• •• •• • ••••••
WEBS 3-27=01286,3-26=-6401376,5-26=-90/384,5-24=-9541514,7-24=-246/664,7-23=-12471669,8-23=-410/897,0••••0 • ••
8-22=-2421335,9-22=-3651938,10-22=-12241663,10-20=-2411648,12-20=-962/516,12-18=-921387,14-18=, 37/279; •
14-17=0/285 i•••i• 0000••
• • • 0000••
NOTES- •• • • ••• • •
1)Unbalanced roof live loads have been considered for this design. •..•
2)Wind:ASCE 7-10;Vult-175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=15ft;Cat.11;Exp C;Encl.,
GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)-1-4-9 to 2-8-6,Interior(1)2-8-6 to 13-10-14,Exterior(2)
13-10-14 to 26-10-2,Interior(1)26-10-2 to 38-0-10 zone;C-C for members and forces&MWFRS for reactions shown;Lumber
DOL=1.60 plate grip DOL=1.60
3)Provide adequate drainage to prevent water ponding.
4)All plates are MT20 plates unless otherwise Indicated.
5)The solid section of the plate is required to be placed over the splice line at joint(s)21.
6)Plate(s)at joint(s)6,8,9,11,2,25,3,27,26,5,24,7,23,22,10,20,12,18,14,17,4,13,19 and 15 checked for a plus or minus 0
degree rotation about Its center.
7)Plate(s)at joint(s)21 checked for a plus or minus 3 degree rotation about its center.
8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1125 Ib uplift at joint 2 and 1125 Ib
uplift at joint 15.
10)This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points
along the Bottom Chord,nonconcurrent with any other live loads.
11)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used In the analysts and design of this truss.
LOAD CASE(S)Standard
Job Truss Truss Type Qty Ply DANIEL GITLIN
'15110 H9 HIP 1 1 0016
Job Reference(optional)
FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MiTek Industries,Inc. Mon Sep 1413:50:44 2015 Page
ID:EARuyYzXDekelOtiH_OnU4yf4Et-nvEXwXVa600nRYxtbZ7zxsQvh59V4PLK5gKeeMydiq
r1-4-Q� 5-2-14 9-8-0 14-0-7 1&3-2 22-5-14 26-8-9 31-1-0 35-6-2 40-9-0
1-4-0 5-2-14 4-4-7 42-11 4-2-11 4-2-11 4-4-7 4-5-2 5-2-14
Scale=1:70.8
2x4 11
5x8= 2x4 II 3x8= 4x7= 3x6= 5x8=
4X0 12 4 5 6 27 7 89 10
3x4 3x4--
3 11
�44 2x� 4-22 2x4 .3 2-1 20 W116.32.11- 8 2x4 .3 2-1 17 2x4 .3 2-11- 8 2x4 .3 2.1 1 0210-3-7
2x o.3 11-14 12
d1 2 d
3x10= 29 23 30 22 21 20 31 1918 32 17 33 18 15 14 34 13 35 3x10=
0-S•0(0.2-0) 2x4 11 3x4= 5x8 M18SH3= 2x4 11 US= 2x4 11 3x8= 2x4 11 0-"(0.1.15)
3x8= 5x8 M18SHS= 5x8 M18sH5=
5-2-14 98-0 140-7 18-3-2 22-5.14 26 8-9 31-1-0 35-6-2 40-9-0
5-2-14 4-5-2 44-7 ' 42-11 4-2-11 42-11 44-7 4.5 2 5-2-14
Plate Offsets(X,Y)-{2:0-5-2,0-1-8],[4:0-5-4,0-2-8],[T:0-3-8,Edge],[12:0-5-2,0-1-8],[20:0-2-8,0-1-8]
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lld PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.00 TC 0.88 Vert(LL) 0.9817-19 >492 360 MT20 244/190
TCDL 15.0 Lumber DOL 1.33 BC 0.60 Vert(TL) -1.6317-19 >296 180 M18SHS 244/190
BCLL 0.0 Rep Stress Incr YES WB 0.88 Horz(TL) 0.34 12 n1a n/a
BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight:206 ib FT=0%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-9-0 oc purlins.
BOT CHORD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 4-5-5 oc bracing.
WEBS 2x4 SP No.3
REACTIONS.(Ib/size) 12--2201/0-8-0,2=236210-8-0
Max Horz2=151(LC 10) • •
Max Uplifil2=-1065(LC 7),2=-1233(LC 6) ••••••
FORCES.(lb)-Maximum Compression/Maximum Tension •• • 0000 •
TOP CHORD 1-2=0/38,2-24=-6067/2725,24-25=-600512737,3-25=-5976/2752,3-4=-547612580,4-5=-6459/3064,5-26=-6459ku", *00000 ••••i•
6-26=-645913064,6-27=708613319,7-27=-7086/3319,7-8=-7086/3319,8-28=-7086/3319,9-28=-7086133190•0�•0 0 0 0
9-10=-5225/2568,10-11=-548412627,11-12=-6117/2921 000000
BOT CHORD 2-29=-2528/5625,23-29=-2528/5625,23-30=-2528/5625,22-30=-2528/5625,21-22=-2256/5095,20-21=-22§618MS, 0 0000• 0
•
20-31=-3106/7021,19-31=-310617021,18-19=-310617021,18-32=-3106/7021,17-32=-3106/7021,17-33=-280019462, 0000 •••••
16-33=2800/6402,15-16=-2800/6402,14-15=-2800/6402,14-34=-265215675,13-34=-2652/5675,13-35=-26 •• • ••••j§, • ••
12-35=-265215675 0 0 0 0 6
WEBS 3-23=0/273,3-22=-5851353,4-22=-94/380,4-20=-839/1667,5-20=-4041296,6-20=-879/446,6-19=0/288,6-fA-21191296, 0' 0 0 0 0••0
8-17=-382/272,9-17=-424/838,9.16=0/278,9-14=-1646/829,10-14=-533/1314,11-14=-6311444,11-13=012"•�•• • ••
NOTES- i•••i• •0.0••
1)Unbalanced roof live loads have been considered for this design. ; .0. • ;•0••0
2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf,BCDL=6.Opsf•h=15ft;Cat.11;Exp C;L•t1Cl., • • ••• • •
GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterlor(2)-1-4-9 to 2-8-6,Interior(l)2-8-6 to 3-10-14,Exterior(2)3-10-14 •..•
to 9-8-0,Interlor(1)15-5-2 to 25-3-14,Exterior(2)31-1-0 to 40-5-0 zone;C-C for members and forces&MWFRS for reactions
shown;Lumber DOL=1.60 plate grip DOL=1.60
3)Provide adequate drainage to prevent water ponding.
4)All plates are MT20 plates unless otherwise Indicated.
5)Plates checked for a plus or minus 0 degree rotation about Its center.
6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1065 Ib uplift at joint 12 and 1233 Ib
uplift at joint 2.
8)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points
along the Bottom Chord,nonconcurrent with any other live loads.
9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S)Standard
Db — Truss Truss Type city Ply DANIEL GITLIN
5110, HG1 Hip Girder 120017
Job Reference(optional)
'ORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MiTek Industries,Inc. Mon Sep 1413:50:49 2015 Page
ID:EARuyYzXDekelOtIH_OnU4yf4Et-8s1QzEZixYe3XJggO7j8ev7og6vCllp3Fy2PKaydiq
7-0-0 12-1-15 17-2-1 22-4 0 29-4-0 30-8-0,
1-4-0 7-0-0 5-1-15 5-0-3 5 1-15 7-0-0 1-4-0
Scale=1:52.8
5x8= 2x4 11 5x8 M18SHS=
4x5
4.00 12 =
3 15 4 1 18 19 5 20LA-n 8
m
1-3 2x4 3.14 2x4 .31.10.1 1122* .31-10.15 5.1120 .31-10.1 6-92x4111 31-10-15 18.10.9
2881 . 0-10 7 r
�1 $ I�
3x10% 22 14 23 2413 25 12 28 27 28 11 29 1030 31 9 32 3x10
3x8 11 7x6_ 3x8= 2x4 11 7x8 Wa= 5x8=
04l-0(0-1-8) 0.8.0(0-1-8)
7-0-0 12-1-15 , 17-2-1 22-4-0 29-4-0
7-0-0 5-1-15 5-0-3 5-1-15 7-0-0
late Offsets(X,Y)-{2:0-3-13,0-1-8],[3:0-5-4,0-2-4],[5:0-2-4,0-3-0],[7:0-3-13,0-1-8],[9:0-3-0,0-3-8],[14:0-3-8,0-1-8]
.OADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
CLL 30.0 Plate Grip DOL 1.00 TC 0.67 Vert(LL) 0.4811-12 >713 360 MT20 244/190
CDL 15.0 Lumber DOL 1.33 BC 0.44 Vert(TL) -0.9411-12 >366 180 M18SHS 244/190
ICLL 0.0 Rep Stress Incr NO WB 0.55 Horz(TL) 0.15 7 nla n/a
ICDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight:306 Ib FT=0%
.UMBER- BRACING-
'OP CHORD 2x4 SP M 31"Except' TOP CHORD Structural wood sheathing directly applied or 3-9-11 oc purlins.
5-6:2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-10-5 oc bracing.
OT CHORD 2x6 SP M 26
VEBS 2x4 SP No.3
-THERS 2x4 SP No.3
:EACTIONS.(ib/size) 2--329610-8-0,7=3296/0-8-0 • • ••••• ••••••
Max Horz2=-103(LC 43) • *00• .
Max Uplif12-1907(LC 4),7=4907l 5) •• • **04 •
Max Grav2=3311(LC 28),7=3311(LC 33) •••••• •••••• *000:0
•
ORCES.(Ib)-Maximum Compression/Maximum Tension ***.@* • ;.•.•;
OP CHORD 1-2=0/44,2-3=-9389/4794,3-15--11576/6115,15-16=11576/6115,4-16=-1157616115,4-17=-1157616115, 00000000
• •
17-18=-1157616115,18-19=-11576/6115,5-19=-1157616115,5-20=-8960/4634,20-21=-896014634,6-21=-8960/463,••••6
0
0•.•• ••.••
6-7--9316/4751,7-8=0/44 • •
IOT CHORD 2-22---444918849,14-22---4449/8849,14-23=-447818962,23-24---"7818962,13-24---447818962,13-25=-4478/8962, •s••a 4141••• *0000
12-25=-4478/8962,12-26--5999111707,26-27=-5999111707,27-28--5999/11707,11-28=-5999111707, •• •• •• 0 0•••••
11-29--5999111707,10-29=-5999/11707,10-30=-5999/11707,30-31=-5999/11707,9-31=-5999/11707,9-32=-4311/9•• 0 0 0
7-32=-4311/8780 • • •
dEBS 3-14= -1
-47411774,3-12--1734/3051,4-12--537/436,5-12--338/247,5-11--31611231,5-9=-318911826,6-9= 157/2820 • i••• i 0
1111
• •
IOTES- •• • • *00
• •
)2-ply truss to be connected together with 10d(0.148"x3")nails as follows: • • •
Top chords connected as follows:2x4-1 row at 0-7-0 oc.
Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc.
Webs connected as follows:2x4-1 row at 0-9-0 oc.
)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.
Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise Indicated.
)Unbalanced roof live loads have been considered for this design.
)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=15ft;Cat.11;Exp C;Encl.,
GCpi=0.18;MWFRS(envelope)automatic zone;Lumber DOL=1.60 plate grip DOL=1.60
)Provide adequate drainage to prevent water ponding.
)All plates are MT20 plates unless otherwise indicated.
I The solid section of the plate is required to be placed over the splice line at joints)10.
Plates)at joint(s)3,6,2,13,14,12,4,5,11,9 and 7 checked for a plus or minus 0 degree rotation about Its center.
Plates)at joint(s)10 checked for a plus or minus 2 degree rotation about Its center.
0)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
1)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1907 Ib uplift at joint 2 and 1907 Ib
uplift at joint 7.
2)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points
along the Bottom Chord,nonconcurrent with any other live loads.
3)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
mtinued on page 2
Job Truss Truss Type _----- Qty Ply DANIEL GITLIN
15110 HG1 Hip Girder 12 0017
Job Reference(optional)
FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MITek Industries,Inc. Mon Sep 1413:50:49 2015 Page
ID:EARuyYzXDekel OtiH_OnU4yf4Et-8sl QzE23xYe3XJggO7j8ev7og6vCIIp3Fy2PKaydiq
NOTES-
14)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)96 Ib down and 109 Ib up at 7-0-0,96 Ib down and 109
9-0-12,96 Ib down and 109 Ib up at 11-0-12,96 Ib down and 109 Ib up at 13-0-12,96 Ib down and 109 Ib up at 14-8-0,96 lb down and 109 Ib up at 16-3-4,96
and 109 Ib up at 18-3-4,and 96 Ib down and 109 Ib up at 20-3-4,and 96 Ib down and 109 Ib up at 22-4-0 on top chord,and 1230 Ib down and 437 Ib up at 7-
Ib down and 122 Ib up at 9-0-12,301 Ib down and 122 Ib up at 11-0-12,301 Ib down and 122 Ib up at 13-0-12,301 Ib down and 122 Ib up at 14-8-0,301 Ib do
122 Ib up at 16-3-4,301 Ib down and 122 Ib up at 18-3-4,and 301 Ib down and 122 Ib up at 20-3-4,and 1230 Ib down and 437 ib up at 22-3-4 on bottom cho
design/selection of such connection device(s)is the responsibility of others.
LOAD CASE(S)Standard
1)Dead+Roof Live(balanced):Lumber Increase=1.33,Plate Increase=1.00
Uniform Loads(pif)
Vert:1-3=-90,3-6=-90,6-8=-90,2-7=-20
Concentrated Loads(lb)
Vert:3=-30(B)6=-30(B)14=-704(B)9=-704(B)15=-30(B)16=-30(8)17=-30(B)18=-30(8)19=-30(B)20=-30(B)21=-30(8)23=-207(B)25=-207(8)26=-207(B)
27=-207(8)28=-207(B)29=-207(B)31=-207(8)
.006.0
000 0 666006
.. 6 0000 0
06660• 0000 0000..
0000..
0000..
0000 0000 . .
0 0
0000 0090 66696
. .
0000.. .. . 0000.
.. .. .. . 666066
0000.. • 0
. . 0
. . . . 669666
0000..
00
6 696666
66 6 a 666
6 6
Job Truss Truss Typecarr Ply DANIEL GITLIN
95110 HG2 HIP GIRDER 1 0018
3 Job Reference(optional)
FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MITek Industries,Inc. Mon Sep 1413:51:00 2015 Page
ID:EARuyYzXDeke1OtlH OnU4yf4EtJ_CaH?hcLx1VLOAyXwQjaE4egXWRgiehnADUBRydip
T1-4-Q 4-5-14 7-8-0 12-0-0
16-2 4 20-4-8 24-6-12 28-9-0 33-1-0 36-3-2 40-9-0 ¢2-1-p
' 1 4-5 14 3-2-2 4-4-0 4-2-4 42-4 4-2-4 4-2-4 44-0 3-2-2 4-5.14 1-4-0
Scale=1:71.3
_
3x8= 5x6 We=
4.00 12
8x10 2x4 11 5x8 WS= 2x4 11 3x8= 2x4 11 6x10=
4
3x4 28 6 211
5 8 296 7 30 8 34 9 10 35 11 38 12 3x4`
3 13 0
1.4 2x4 4.24 2x4 .3 2- 23214 .3 2•t- 2x4 .3 2- T1 2x4 .3 2.1- 2x4 .3 2- -18 2x o.3 2-1• 2x o.3 2-1.10 0.29-7-0 d
2 14 a 1,4
d 1 15
4x9� 39 25 40 24 41 42 43 23 44 45 48 22 47 48 4950 21 205251 53 19 54 55 56 78 57 58 59 17 80 18 61 4x9
0.80(0.2-0) 2x4 11 7x6= 8x10= 2x4 11 4x9= 2x4 11 8x10= 7x8= 2x4 11 0-80(0-2-0)
5x8 M18SHS=
45-14 7-8-0 12-0-0 16.2-4 20-4-8 24-6-12 2&9-0 33-1-0 36.3-2 40-9-0
45-14 3-2-2 4-40 42.4 42-4 42-4 42-4 3-2-2 45.14
Plate Offsets(X,l)-{2:0-5-5,0-2-0],[4:0-7-12,0-2-12],[6:0-2-4,Edge],[10:0-2-4,Edge],[12:0-7-12,0-2-12],[14:0-5-5,0-2-0],[17:0-3-0,0-44],[18:0-5-0,Edge],[23:0-5-0
[24:0-3-0,044]
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lld PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.00 TC 0.87 Vert(LL) 1.21 21 >396 360 MT20 244/190
TCDL 15.0 Lumber DOL 1.33 BC 0.97 Vert(TL) -2.09 21 >230 180 M18SHS 244/190
BCLL 0.0 Rep Stress Incr NO WB 0.60 Horz(TL) 0.28 14 We n/a
BCDL 10.0 Code FBC2010ITP12007 (Matrix) Weight:711 Ib FT=0%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-6 oc purlins.
BOT CHORD 2x6 SP No.2*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
18-20,20-23:2x6 SP M 26
WEBS 20 SP No.3
OTHERS 2x4 SP No.3
••••••
REACTIONS.(Iblsize) 2--506710-8-0,14--5057/0-8-0 e•e • ••••••
Max Horz2=111(LC 48) •. e0000
•
Max Uplift=-3037(LC 4),14=-3031(LC 5) •••••• •••••• ••• •
FORCES.(lb)-Maximum Compression/Maximum Tension 0410:00 e • •
TOP CHORD 1-2=0144,2-3=-1349917864,3-4=-14289/8333,426=-17683110457,26-27=-17682/10457,5-27=-17682/104570 9•, sees ••••••
5-28=-17682110457,28-29=-17682/10457,6-29=-17682110457,6-7=-17682110457,7-30=-21310/12496I 0 0 0
0
e
30-31=-21310/12496,31-32=-21310/12496,8-32=-21310112496,8-33=-21310112496,33-34=-21310112496, *000 •'e' •••••
9-34=-21310112496,9-10=-17642110432,10-35=-17642110432,35-36---17642110432,11-36=-17642/10432,e 0*•e• •• 0 00:0*0
11-37=-17642/10431 37-38=-17642/10431 12-38=-17642110431,12-13=-14253/8314 13-14=-1346617850,94-15-,0744 • •
BOT CHORD 2-39=-7391112717,25-39=-7391/12717,25-40=-7391112717,24-40=-7391/12717,24-41=-7833/13683, �e e �e•e i•
41-42= -7833113683,42-43=-7833/13683,23-43=-7833113683,23-44=-12032/20739,44-45=-12032/20739, i e o•i
45-46=-12032/20739,22-46=-12032/20739,22-47=-12032120739,47-48=-12032/20739,48-49=-12032/20739, • ��•��� 0•••i•
49-50=-12032120739,21.50=-12032120739,21-51=-11926/20664,20-51=-11926120664,20-52=-11926120664, • • 0 0
52-53=-11926/20664,19-53=-11926/20664,19-54=-11926/20664,5455=-11926120664,55-56=-11926/20664•e e 0 • ••• :0000:•eee
18-56---11926120664,18-57=-7713/13648,57-58=-7713/13648,58-59=-7713/13648,17-59=-7713/13648, • • •
17-60=-7275/12687,16-60=-7275112687,16-61=-7275112687,1461=-7275/12687 •• •
WEBS 3-25=-542/412,3-24---68811009,4-24---893/2149,4-23=-291315068,5-23=-416/353,7-23=462=100,7-22=45311302,
7-21=-5481777,8-21=-408/353,9-21=-583/883,9-19=-42211226,9-18=-3586/2071,11-18=-418/356,12-18=-2905/5055,
12-17=-89312146,13-17=-683/1005,13-16=-539/410
NOTES-
1)3-ply truss to be connected together with 10d(0.148"x3")nails as follows:
Top chords connected as follows:2x4-1 row at 0-7-0 oc.
Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc.
Webs connected as follows:2x4-1 row at 0-9-0 oc,Except member 24-4 2x4-1 row at 0-6-0 oc,member 17-12 2x4-1 row at
0-6-0 oc.
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 ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated.
3)Unbalanced roof live loads have been considered for this design.
4)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf,h=15ft;Cat.II;Exp C;Encl.,
GCpi=0.18;MWFRS(envelope)automatic zone;Lumber DOL=1.60 plate grip DOL--1.60
5)Provide adequate drainage to prevent water ponding.
6)All plates are MT20 plates unless otherwise Indicated.
7)The solid section of the plate is required to be placed over the splice line at joint(s)23,18.
8)Plate(s)at joint(s)4,6,12,2,3,25,24,5,7,22,21,8,19,9,11,17,13,16,10,14 and 20 checked for a plus or minus 0 degree
rotation about its center.
Continued on page 2
Job Truss Truss Type Qty Ply DANIEL GITLIN
15110 HG2 HIP GIRDER 10018
3 Job Reference(optional)
FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MITek Industries,Inc. Mon Sep 1413:51:00 2015 Page
ID:EARuyYzXDeke1OtIH OnU4yf4EtJ CaH?hcLx1VLOAyXwQjaE4egXWRgiehnADUBRydip
NOTES-
9)Plate(s)at joint(s)23 and 18 checked for a plus or minus 2 degree rotation about its center.
10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 3037 Ib uplift at joint 2 and 3031 Ib uplift at joint 14.
12)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord,
nonconcurrent with any other live loads.
13)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
14)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)99 Ib down and 117 Ib up at 9-0-12,99 Ib down and 117
11-0-12,99 Ib down and 117 Ib up at 13-0-12,99 Ib down and 117 Ib up at 15-0-12,99 Ib down and 117 Ib up at 17-0-12,99 Ib down and 117 Ib up at 19-0-12
down and 117 Ib up at 19-8-4,99 Ib down and 117 Ib up at 21-8-4,99 Ib down and 117 Ib up at 23-8.4,99 Ib down and 117 Ib up at 25-8-4,99 Ib down and 1
at 27-8.4,and 99 Ib down and 117 Ib up at 29-8-4,and 99 Ib down and 117 Ib up at 31-8-4 on top chord,and 1457 Ib down and 663 Ib up at 7-8-0,315 Ib dow
139 Ib up at 9-0-12,315 Ib down and 139 Ib up at 11-0-12,315 Ib down and 139 Ib up at 13-0-12,315 Ib down and 139 Ib up at 15-0-12,315 Ib down and 139
17-0-12,315 Ib down and 139 Ib up at 19-0-12,315 Ib down and 139 Ib up at 19-8-4,315 Ib down and 139 Ib up at 21-8-4,315 Ib down and 139 Ib up at 23-8-
down and 139 Ib up at 25-8-4,315 lb down and 139 Ib up at 27-8-4,315 Ib down and 139 Ib up at 29-8-4,and 315 Ib down and 139 lb up at 31-8-4,and 1457
and 663 Ib up at 33-1-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others.
LOAD CASE(S)Standard
1)Dead+Roof Live(balanced):Lumber Increase=1.33,Plate Increase=1.00
Uniform Loads(pif)
Vert:1-4=-90,4-12---90,12-15=-90,2-14---20
Concentrated Loads(Ib)
Vert:24=-909(F)17=-909(F)26=-40(F)27=-40(F)28=-40(F)29=-40(F)30=-40(F)31=-40(F)32=-40(F)33=-40(F)34=-40(F)35=-40(F)36=-40(F)37=-40(F)38
41=236(F)43=-236(F)44=-236(F)46=-236(F)47=-236(F)49=-236(F)50=-236(F)51=-236(F)53=-236(F)54=-236(F)56=-236(F)57=-236(F)59-236(F)
•000.0
• • • 0000••
• • •• • 0000 •
•
0000•• 0000 0000••
•
0000•• • • •
0000••
0000 0000 • •
•••• •••• •••••
•0.00• •• • 00000
•• •• •• • 0000•••
0000•• • •
• • • • 0000••
0000••
• • • • •
• • •00 000000
• •
Job Truss Truss Type Qty Ply DANIEL GITLIN
115110 ' HG3 Hip Girder 120019
Job Reference(optional)
FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MITek Industries,Inc. Mon Sep 1413:51:08 2015 Page
ID:EARuyYzXDekelOtIH OnU4yf4Et-4WhcykodSO2NJEnU?cZbvwQ4imKGilHsdP9vTzydip
1-4-0 42-14 78-0 14-1-2 20-4-8 26.7-14 33-1-0 36-6-2 40-9-0
' 1 42.14 3-5-2 6-5.2 6-3-6 6-3-6 6.5-2 3-5.2 42-14
Scale=1:70.1
5x8= 2x4 11 3x8= 3x8= 3x8= 2x4 11 5x8=
4.00 12
4 23 5 261 27 7 30 8 31 8 34 10
3x4 0 3x4
3 11 0
1-4 2x4 4-212x4 .32-1- 5.19 2x4 .3 2.1-10 -172x4 .3 2-1- 0.18 2x4 .32-1-10 101.28-2-2 a
» 2 -14 12 nN
°yt
d 4x5= 35 22 36 21 37 38 20 39 40 41 18 42 43 4445 40 47 15 48 4950 5152 53 544x5=
0-8.0(0-1-8) 4X9 a 7x8= 4x9= %*A Us— 17 16 W&N 4x9= (g* 31 fill (0.53)
42-14 7-8-0 141-2 , 20-4-8 267-14 33-1-0 36-6.2 40-9-0
42-142 63-6 6-3-6 6-5-2 3-5.2 42-14
Plate Offsets(X,Y)-{4:0-5-4,0-2-8],[10:0-5.4,0-2-8],[14:0-34,044],[21:0-3-0,044]
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lld PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.00 TC 0.55 Vert(LL) 0.0719-21 >999 360 MT20 244/190
TCDL 15.0 Lumber DOL 1.33 BC 0.65 Vert(TL) -0.1619-21 >999 180
BCLL 0.0 Rep Stress Incr NO WB 0.75 Horz(TL) 0.03 19 n/a We
BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight:453 lb FT=0%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2x4 SP No.3
REACTIONS.(Ib/size) 12=306/26-6-0,2=1325/0-8-0,19=3094126-6-0,17=1330/26-6-0,16=1665/26-6-0,14=1283126-6.0,13=1167126-6-0
Max Horz2=129(LC 12)
Max Uplif82=-168(LC 9),2=-840(LC 4),19=4871(LC 8),17=-722(LC 4),16=-1018(LC 9),14=-707(LC 5),13=718(LC 9)
Max Grav12=396(LC 39),2=1325(LC 19),19=3187(LC 34),17=1367(LC 35),16=1673(LC 20),14=1372(LC.W,1301171)(1-C92
�170(LC•20f ••••••
•
FORCES.(lb)-Maximum Compression/Maximum Tension •0000• �.
TOP CHORD 1-2=0144,2-3=-3068/1586,3-4=-297511512,423=-323/672,23-24=-323/672,2425=-3231672,5-25=-323 */67 0 •'• •0
5-26=-323/672,6-26=-3231672,6.27=-3231672,27-28=-3231672,7-28=-3231672,7-29=-20/98,29-30=-20/98,68L30a210198, 0 0 •
0000••
8-31=-20/98,9-31=-20198,9.32=-20/98,32-33=-20/98,33-34=-20197,10-34=-20197,10-11=-63/89,11-12=-871x6•• 0•0 4
BOT CHORD 2-35=-151712876,22-35=-151712876,22-36=-1517/2876,21-36=451712876,21-37=-1407/2940,37-38=-14OI jWV,0 • •
20-38=-1407/2940,20-39=-1407/2940,19-39=-1407/2940,19-40=-249/188,40-41=-2491188,18-41=-2491188, :000 •••••
18-42=-2491188,17-42-2491188,17-43-2491188,43-44=-249/188,44-45=-2491188,45-46=-249/188,16-4"Z49►f_88, •
_. _. mad •• • 0000•
16-47=-31/108 15-47=-311108 15-48=-31/108 48-49=-311108 49-50=-31/108 1450=-311108 14.51=0138 64- /38
, , •• • 0000••
13-52=0/38,13-53=0/38,53-54=0/38,12-54=0/38 •
WEBS 3-22=-134/141,3-21=-431/427,4-21=-83612186,4-19-385111986,5-19=-7791631,7-19---4561303,7-17=-53714111, • 0 �
7-16=-28/172,9-16=-767/622,10-16=-84/101,10-14=-4571329,11-14=-26173,11-13=-338/261 • • ••••:•
NOTES-
• • • ••0600
1)2-ply truss to be connected together with 1 Od(0.148"x3")nails as follows: 6 • :�:
Top chords connected as follows:2x4-1 row at 0-9-0 oc. •• •
Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc.
Webs connected as follows:2x4-1 row at 0-9-0 oc.
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 ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise Indicated.
3)Unbalanced roof live loads have been considered for this design.
4)Wind:ASCE 7-10;Vult--175mph(3-second gust)Vasd=136mph;TCDLL.0psf;BCDL=6.Opsf;h=15ft;Cat.11;Exp C;Encl.,
GCpi=0.18;MWFRS(envelope)automatic zone;Lumber DOL=1.60 plate grip DOL=1.60
5)Provide adequate drainage to prevent water ponding.
6)Plates checked for a plus or minus 0 degree rotation about its center.
7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 168 Ib uplift at joint 12,840 Ib uplift
at joint 2,1871 Ib uplift at joint 19,722 Ib uplift at joint 17,1018 Ib uplift at joint 16,707 Ib uplift at joint 14 and 718 lb uplift at joint
13.
9)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points
along the Bottom Chord,nonconcurrent with any other live loads.
10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
Continued on page 2
Job Truss Truss Type Qty Ply DANIEL GITLIN
,15110 HG3 Hip Girder 120019
Job Reference(optional)
FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MiTek Industries,Inc. Mon Sep 1413:51:09 2015 Page
ID:EARuyYzXDeke1OtIH OnU4yf4Et-YJE A4oFDiAExOMgZJ4gS7yFSAgVRIXOr3uSOQydip
NOTES-
fl)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)99 lb down and 117 Ib up at 9-0-12,99 Ib down and 117
11-0-12,99 Ib down and 117 Ib up at 13-0-12,99 Ib down and 117 Ib up at 15-0-12,99 Ib down and 117 Ib up at 17-0-12,99 Ib down and 117 lb up at 19-0-12
down and 117 Ib up at 21-0-12,99 Ib down and 117 Ib up at 23-0-12,99 Ib down and 117 Ib up at 25-0-12,99 Ib down and 117 Ib up at 27-0-12,99 Ib down a
up at 29-0-12,and 99 ib down and 117 Ib up at 31-0-12,and 99 Ib down and 117 lb up at 33-1-0 on top chord,and 1457 Ib down and 663 Ib up at 7-8-0,315
and 139 Ib up at 9-0-12,315 Ib down and 139 Ib up at 11-0-12,315 Ib down and 139 Ib up at 13-0-12,315 Ib down and 139 Ib up at 15-0-12,315 Ib down and
up at 17-0-12,315 Ib down and 139 Ib up at 19-0-12,315 Ib down and 139 Ib up at 21-0-12,315 Ib down and 139 Ib up at 23-0-12,315 Ib down and 139 Ib up
25-0-12,315 Ib down and 139 Ib up at 27-0-12,315 Ib down and 139 Ib up at 29-0-12,315 Ib down and 139 Ib up at 31-0-12,315 Ib down and 139 Ib up at 33
Ib down and 243 Ib up at 343-4,and 357 Ib down and 243 Ib up at 36-3-4,and 357 Ib down and 243 Ib up at 38-3-4 on bottom chord. The design/selection
connection device(s)is the responsibility of others.
LOAD CASE(S)Standard
1)Dead+Roof Live(balanced):Lumber Increase=1.33,Plate Increase=1.00
Uniform Loads(plf)
Vert:1-4=-90,4-10=-90,10-12---90,2-12---20
Concentrated Loads(lb)
Vert:10=-40(B)21=-909(B)14=-236(B)13=-357(8)23=-40(8)24=-40(B)25=-40(B)26=-40(B)27=-40(B)28=-40(B)29=-40(B)30=-40(B)31=-40(B)32---40(B
33=-40(B)34=-40(B)37=-236(B)38=-236(B)39=-236(B)40=-236(6)41=-236(B)42=-236(B)43=-236(B)44=-236(B)46=-236(B)47=-236(B)48=-236(8)50=-
51=-357(6)53=-357(6)
0000••
• • • 0000••
•• • •••9• •
•
.:**:Go*
000•• 0000e
0000••
•
00••09 • •
•0••0•
0000 0000 • •
0000 0000 •••••
•0•••• •• • 000.0
• • -00-0-• •
•• 09 •• • ••0.0•
•••0••• •
• •
• • •
• • •••0••
•0••••
• • ••••9•
Job Truss Truss Type city Ply DANIEL GITLIN
15110 J1 Corner Jack 10 1 0020
Job Reference(optional)
FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MITek Industries,Inc. Mon Sep 1413:51:10 2015 Page
ID:EARuyY2XDekel OtIH_OnU4yf4Et-OvoMNQpt_?ISYYwt61 b3_LVVBZ9VANY94jeOYsydi
-1-4-0 1-0-0
1-4-0
scale=1:5.8
3
i
2
4.00 J2
d
i
1-3 2x4 Not 2-&11 2-4 2x4 No.2 14-0
1 `
><
4
0(0.1-8
5
3x4=
1-0-0
1-0-0
Plate Offsets(X,Y)-{2:0-0-6,Edge]
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.00 TC 0.23 Vert(LL) -0.00 2 >999 360 MT20 244/190
TCDL 15.0 Lumber DOL 1.33 BC 0.09 Vert(TL) -0.00 2-4 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 nia nla
BCDL 10.0 Code FBC2010rrP12007 (Matrix) Weight:5 ib FT=0%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS.(Ib/size) 2=28310-8-0,4=9/Mechanical,3=61/Mechanical
Max Horz2=79(LC 6)
Max Uplift=-276(LC 6),3=-61(LC 1) •
Max Grav2=300(LC 23),4=209(LC 24),3=83(LC 6) .•••••
FORCES.(Ib)-Maximum Compression/Maximum Tension `•.` ; 0060
•
TOP CHORD 1-2=0137,2-3=-52137 • •
BOT CHORD 2-5--010,4-5--010 • •i ` 00:0
NOTES- •••• •••• :0040:
1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=15ft;Cat.Il;Exp C;E.PfI`, • • •••• •••••
GCpi=0.18;MWFRS(envelope)gable and zone and C-C Exterlor(2)zone;C-C for members and forces$MWFRS for reactions • •
shown;Lumber DOL=1.60 plate grip DOL=1.60 •• ••• •• • 00:00
2)Plates checked for a plus or minus 0 degree rotation about Its center. ••`••` •••a ****00
3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 606006 • •
4)Refer to girder(s)for truss to truss connections. • • • ••
5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 276 Ib uplift at joint rand 61 lb • •` 000000
uplift at joint 3. • • i"" • 0
6)This truss has been designed for a moving concentrated load of 200.0116 dead located at all mid panels and at all plapgl'po:nts ••••••
along the Bottom Chord,nonconcurrent with any other live loads. •` :`: •
7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. •• •
LOAD CASE(S)Standard
Job Truss Truss Type qty Ply DANIEL GITLIN
15110 J3 Corner Jack 10 1 0021
Job Reference(optional)
FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MiTek Industries,Inc. Mon Sep 14 13:51:112015 Page
ID:EARuyYzXDekel OtiH_OnU4yf4Et-V5MkbmgWIJgxAiV3gk6IXY1 eTzRJvgoJJNNZ4[ydip
-14-0 3-0-0
1-4-0 3-0-0
Scale=1:8.7
3
i
4.00 12
2 N`
1-3 2X4 N0.2 4.8.0
2-4 2X4 No.2 34-0
1
5 4
3x4=
3-0-0
3-0-0
Plate Offsets(X,Y)-{2:0-2-0,Edge]
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.00 TC 0.32 Vert(LL) -0.00 2-4 >999 360 MT20 244/190
TCDL 15.0 Lumber DOL 1.33 BC 0.31 Vert(TL) -0.03 2-4 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a
BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight:111b FT=O%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS.(Ib/size) 3=67/Mechanical,2=348/0-8-0,4=26/Mechanical
Max Horz2=134(LC 6)
Max Uplif6=-70(LC 10),2=-275(LC 6)
Max Grav3=67(LC 1),2=348(LC 1),4=226(LC 24) • •
FORCES.(lb)-Maximum Compression/Maximum Tension •••• •••• •
•
TOP CHORD 1-2--0138,2-3=-63137 •••••• •••••• ••••�•
BOT CHORD 2-5=0/0,4-5=0/0 •
NOTES- •�•• •••• V•••:
1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf,BCDL=6.Opsf;h=15ft;Cat.11;Exp C,@Encl., • • •
GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for NaMons 0900 •••••
shown;Lumber DOL--1.60 plate grip DOL=1.60 000000 •• ••• *0060
•
2)Plates checked for a plus or minus 0 degree rotation about its center. 60000 •• • 008000
3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. *00000
• •
4)Refer to girder(s)for truss to truss connections. • • • •
5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 70 Ib uplift at joint 3 And 2754b • • ••••;.
uplift at joint 2. • . ;•••••
6)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all ftePpAnts • ••• ••••
along the Bottom Chord,nonconcurrent with any other live loads. • • •
7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. •• •
LOAD CASE(S)Standard
Job Truss Truss Type Qty Ply DANIEL GITLIN
15110 J5 Corner Jack 10 1 0022
Job Reference(optional)
FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MITek Industries,Inc. Mon Sep 1413:51:12 2015 Page
ID:F-ARuyYzXDeke1OtIH OnU4yf4Et-zlw6o6r8WdYoos4FESdX4manRNh9eG2SX176dlydi
5-0-0
1-4-0 5.0-0
Scale=1:12.5
3
4.00 12
P
1-3 2x4 No.2 8.9-4 ?
o-e-oral-sI
2
1 2.4 2x4 No.2 5.0.0
5 4
3x4=
5-0-0
5.0-0
Plate Offsets(X,Y)-{2:0-3-2,Edge]
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.00 TC 0.50 Vert(LL) -0.03 2-4 >999 360 MT20 244/190
TCDL 15.0 Lumber DOL 1.33 BC 0.65 Vert(TL) -0.18 2-4 >305 180
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a
BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight:18 lb FT=0%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS.(Ib/size) 3=179/Mechanical,2=43610-8-0,4=46/Mechanical
Max Horz2=191(LC 6)
Max Uplif8=161(LC 10),2=-296(LC 6)
Max Grav3=179(LC 1),2=436(LC 1),4=246(LC 24) • •
FORCES.(lb)-Maximum Compression/Maximum Tension •• • • ••••••
TOP CHORD 1-2=0/38,2-3=-113173 •" ' 0000'. '•
BOT CHORD 2-5=0/0,4-5=0/0 a:*:** •••• ••••••
000000
NOTES- ••••••
1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=15ft;Cat II;Exp C;E ct,'•• •••••• • •
GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for routmens 0000
•••••
shown;Lumber DOL=1.60 plate grip DOL=1.60 •••••• •• • ••i•••
2)Plates checked for a plus or minus 0 degree rotation about its center. •••••• •••••• goo*:*
•
3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4)Refer to girder(s)for truss to truss connections. •••••• • •
5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 161 Ib uplift at joint 3 and 2%6Zb • • ••••:•
uplift at joint 2. •'•.%
6)This truss has been designed for a moving concentrated load of 200.O1b dead located at all mid panels and at all pa'ael points • :••••:
along the Bottom Chord,nonconcurrent with any other live loads. •• • •' ;'; • '
7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. •• •
LOAD CASE(S)Standard
Job Truss Truss Type Oty Ply DANIEL GITLIN
15110' R Jack-Partial 26 1 0023
Job Reference(optional)
FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MiTek Industries,Inc. Mon Sep 1413:51:13 2015 Page
ID:EARuyYzXDeke1 OtiH_OnU4yf4Et-RUUVOSrmHwgfP?fRo99mcz7_kn46Ngtcmhsg9Bydi
4-1-2 7-8-0
1-4-0 4-1-2 3-6-14
scale=1:17.4
4
10
4.00 12 3x4
3
9
d
A�
2X4 Not 9.7
8
3-72x No. 1-1-11 4 No.3 3-5.1
2
2-5 2x4 No.2 7-8.0 Ll
11 72 12 8
x4 II
3x4=
3x4= 5
4-1-2 7-8-0
4-1-2 3-6-14
Plate Offsets(X,Y)-{2:0-3-2,Edgej
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.00 TC 0.34 Vert(LL) -0.01 7 >999 360 MT20 244/190
TCDL 15.0 Lumber DOL 1.33 BC 0.48 Vert(TL) -0.08 2.7 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.01 6 n/a n/a
BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight:33 Ib FT=0%
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 9-412 oc bracing.
WEBS 2x4 SP No.3
REACTIONS.(Ib/size) 4=130/Mechanical,2=570/0-8-0,6=256/Mechanical
Max Horz2=266(LC 6)
Max Upliftt=-111(LC 6),2=-344(LC 6),6=-111(LC 10) • •
Max Grav4=130(LC 1),2=570(LC 1),6=335(LC 24) ••••••
• • • 0000••
000 :
FORCES.(Ib)-Maximum Compression/Maximum Tension 0 •0•• 0
•
� �
TOP CHORD 1-2=0138,2-8=-722/204,8-9=-677/210,3-9=-6341225,3-10=-74/17,410=-63140 •••••• •••• 6099:9
BOT CHORD 2-11=-393/696,7-11=-393/696,7-12=-3931696 6-12=-3931696 5-6=0/0 •
, 0000•• • •
WEBS 3-7=01280,3-6=-751/424 •••••••
0000• • • •0000 • •
NOTES- 0000 0000 0000•
1)Wind:ASCE 7-10;Vult=175m h(3-secondgust)Vasd=136m h•TCDL=9.0 sf•BCDL=6.0 sf•h=15ft•Cat11;Ex C,F►W4••• •• • 00•0••
GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)-14-9 to 1-7-7,Interior(1)1-7-7 to 3-4-5,Exterior(2)*4-54to • • •
7-7-4 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 •• •• ' '•'•;•
2)Plates checked for a plus or minus 0 degree rotation about Its center. •••••• • •
3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ; • ; :0 .0%
. ..•.;•
4)Refer to girder(s)for truss to truss connections. ••••••
5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 111 Ib uplift at joint 4,244 Wiiplift • :0666:
at joint 2 and 111 Ib uplift at joint 6. •• • • 966 • •
6)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points ••
along the Bottom Chord,nonconcurrent with any other live loads.
7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S)Standard
Job Truss Truss Type Qty Ply DANIEL GITLIN
15110 RA Jack-Closed 3 1 0024
Job Reference(optional)
FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MITek Industries,Inc. Mon Sep 1413:51:14 2015 Page
ID:EARuyYzXDekel OtIH_OnU4yf4Et-vg2tDosO2EoW19EeLtg?9Bf9UBQM67Pl?LcDhdydip
-1-4-0 4-1-2 748-0
1-4-0 4-1-2 3-6-14
Scale 1:17.0
2x4 11
4
8
4.00 12 3x4
3
8
45 4 No. 2-3-7
2x4 N0.2 9-7
7
3.620 No. 1-1.11 4No.33.4.
2
2-5 2x4 Not 7-8.0
�1 1
10 11
82x4 II 5
3x4= 3x4=
0-"0.1-8)
4-1-2 7-8-0
4-1-2 3-6-14
Plate Offsets(X,Y)-[2:0-3-2,Edge]
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.00 TC 0.34 Vert(LL) -0.01 6 >999 360 MT20 244/190
TCDL 15.0 Lumber DOL 1.33 BC 0.48 Vert(TL) -0.08 2-6 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(TL) 0.01 5 n/a n/a
BCDL 10.0 Code FBC201 OITP12007 (Matrix) Weight:36 Ib FT=0%
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 except end verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 9-5-5 oc bracing.
REACTIONS.(Ib/size) 5--377/Mechanical,2=568/0-8-0
Max Horz2=264(LC 6)
Max Upllf6=-214(LC 6),2=-343(LC 6) . •
0000••
FORCES.(lb)-Maximum Compression/Maximum Tension ; .00 ' 0000:0
TOP CHORD 1-2=0/38,2-7=-713/202,7-8=-668/208,3-8=-625/223,3-9=72117,4-9=-61/39,4-5=-1481167 •• • 0000 •
BOT CHORD 2-10=-389/686,6-10=-389/686,6-11=-3891686,5-11=-389/686 ..•..• '00000 .000;0
WEBS 3-6=0/280,3-5=-741/420 •
0000•• 0 • •
0000••
NOTES- 0000 0000 0 0
1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf,BCDL=6.Opsf,h=15ft;Cat.II;Exp C;too[.• 00000 •••••
GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)-1.49 to 1-7-7,Interior(1)1-7-7 to 3-3-5,Exteriorj7j 3-3-1 to • •
7-6-4 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 o • •0 ••• 00 00'
2)Plates checked for a plus or minus 0 degree rotation about Its center. •• •• •• • ••••••
3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 600666 • •'
4)Refer to girder(s)for truss to truss connections. • • • •
5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 214 Ib uplift at joint 5 and 3dIb :••o • 0'0'
uplift at joint 2. ' ' ' • '
6)This truss has been designed for a moving concentrated load of 200.0116 dead located at all mid panels and at all panel points •• •• 0 �:
along the Bottom Chord,nonconcurrent with any other live loads. '00•
7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S)Standard
Job Truss Truss Type Qty Ply DANIEL GITLIN
15110 ' J713 Jack-Closed 1 1 0025
Job Reference(optional)
FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MITek Industries,Inc. Mon Sep 1413:51:15 2015 Page
ID:EARuyYzXDekelOtIH OnU4yf4Et-NtcFQ7tOpYwNfJpgvaBEhOCL2anSrc9uE?LnD3ydip
-1-4-0 4.1-2 7-8-0
1-4-0 4-1-2 3-6-14
Scale=1:17.0
2X411
4
9
4.00 12 3x4
3
8
45 2 4 No. 2-3.7
2x4 No.2 9.7
7
3-6 2x No. 1-1-11 4 No.3 3.4-
2
2.5 2x4 N0.2 7-8•0 El
10 8 11 5
2x4= 2X4 11 3x4=
4-1-2 748-0
4-1-2 3-6-14
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.00 TC 0.29 Vert(LL) 0.00 1 n/r 120 MT20 244/190
TCDL 15.0 Lumber DOL 1.33 BC 0.42 Vert(TL) 0.00 1 n/r 90
BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(TL) -0.00 5 n/a n/a
BCDL 10.0 Code FBC201OITP12007 (Matrix) Weight:36 Ib FT=0%
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 except end verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS.(Ib/size) 5=148f7-8-0,2=33617-8-0,6=46717-8-0
Max Horz2=264(LC 6)
Max Uplif c:-110(LC 6),2=-215(LC 6),6=-224(LC 10)
Max Grav5=265(LC 26),2=336(LC 1),6=467(LC 1) •
sees••
F I -Maximum Compression/Maximum Tension
• • s Sees:*
TOP CHORD 1-2=0/37,2-7=-139/39,7-8=-128/40,3-8=-117/69,3-9=--72/0,4-9=-57/34,4-5=-135/155 s•• 0 e••6 e
BOT CHORD 2-10=-80/50,6-10=-80/50,6-11=-80/50,5-11=-80/50 • • •
•666x6 see• sees••
WEBS 3-6=-465/352,3-5=-54/86 •
660600 e • e
ees••
s
NOTES- sees •0•• • •
1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf,h=15ft;Cat.11;Exp C;Egcj,•6 6 6 6 6 s• 6 6 6 e•
GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterlor(2)-1-49 to 1-7-7,Interior(1)1-7-7 to 3-3-5,Exterlor(2)3-3-5 to • •
7-6-4 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL--1.60 plate grip DOL=1.60so:**: 6 6.6.6 •••••
2)Plates checked for a plus or minus 0 degree rotation about its center. •• •• so 6 •e••••
3)Gable requires continuous bottom chord bearing. :90:0: • 6•
4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. •
5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 110 Ib uplift at joint 5,215 Ib dplift :.00%• 6 6 6.6 6
at joint 2 and 224 Ib uplift at joint 6. • • • • e
6)This truss has been designed for a moving concentrated load of 200.Olb dead located at all mid panels and at all parte Aoipts 6 6 s 6 :*see:
along the Bottom Chord,nonconcurrent with any other live loads. • • •
7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used to the analysis and design of this truss. 6
LOAD CASE(S)Standard
Job Truss Truss Type Qty Ply DANIEL GITLIN
151101 RC Jack-Partial 11 1 0026
Job Reference(optional)
FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MITek Industries,Inc. Mon Sep 1413:51:16 2015 Page
ID:EARuyYz)(DekelOtIH OnU4yf4Et-r3AdeTuear2EGTOOTHiTEcIV1_7ba2R2Sf5KmWydl
-1-4-0 3-9-2 7-0-0
1-4-0 3-9-2 3-2-14
Scale-1:16.2
4
10
4.00 12 3x4
3
2x4 Not 8.10. a/w
8 a
37 2 4 No. 1-0-6 4 No.3 3.1.1
2
1 2.5 2X4 Not 7-0.0
°0°111 11 12 6
72X4 11
3x4=
3X4_ 5
3-9-2 7-0-0
3-9-2 3-2-14
Plate Offsets(X,Y)-{2:0-3-2,Edge]
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.00 TC 0.34 Vert(LL) -0.01 7 >999 360 MT20 244/190
TCDL 15.0 Lumber DOL 1.33 BC 0.43 Vert(TL) -0.06 2-7 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.01 6 n/a n/a
BCDL 10.0 Code FBC20101TP12007 (Matrix) Weight:30 Ib FT=0%
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 9-7-15 oc bracing.
WEBS 2x4 SP No.3
REACTIONS.(Ib/size) 4=120/Mechanical,2=53510-8-0,6=227/Mechanical
Max Horz2=247(LC 6)
Max Uplffri=-102(LC 6),2-331(LC 6),6=-102(LC 10) :099%.
Max Grav4=120(LC 1),2=535(LC 1),6=321(LC 24) 6 6••••
• • • 0696•0
FORCES.(lb)-Maximum Compression/Maximum Tension •• • ••0• •
TOP CHORD 1-2=0138,2-8=-641/193,8-9=-598/199,3-9=-559/213,3-10=-69/18,4-10=-56137 •••••• 0.6 6 6 00000•
BOT CHORD 2-11=-371/617,7-11=-371/617,7-12=-3711617,6-12=-3711617,5-6=0/0 •
WEBS 3-7=01271,3-6=-6671401 6 6•••• • :0606:0606;
00000000 • •
NOTES- 0 0000 0
066••0 9••96
1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=15ft;Cat.II;Exp C; �, • •
GCpl=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)-1-4-9 to 1-7-7,Interior(1)1-7-7 to 2-8-5,Exterior0(2}2-u to 0--.-0
0 0 0 0 0
6-11-4 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL--1.60 plate grip DOL--1.60 •• •• •• • 000000
2)Plates checked for a plus or minus 0 degree rotation about its center. 0#0000 • 9•
3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ; 6 ; 6 6
4)Refer to girder(s)for truss to truss connections. :.00:• 000
5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 102 Ib uplift at joint 4i 331.15.Pplift 6 :*so*:
at joint 2 and 102 Ib uplift at joint 6. •6 • 6 000 • 6
6)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points
along the Bottom Chord,nonconcurrent with any other live loads.
7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S)Standard
Job Truss Truss Type Qty Ply DANIEL GITLIN
15110 ' RD Corner Jack 4 1 0027
Job Reference(optional)
FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MiTek Industries,Inc. Mon Sep 1413:51:18 2015 Page
ID:EARuyYzXDeke1 OtIH_OnU4yf4Et-nSH039vv5TIyWnYPaikxJ1 ggUoo32yxLwzaRgOydip
3-9-2 7-0-0
1-4-0 3-9-2 3-2-14
Scale=1:163
4
10
4.00[-1-2 3x4
3
aaoio-tai 6 a A
2x4 No.2 6-1a "}r
8 a
37 4No. 1.0-6 4No.33.1-1
2
1 2.5 2x4 No.2 7-0-0 Lj
�j 11
72x4 11 12 6
3x4=
3x4= 5
3-9-2 7-0-0
3-9-2 3-2-14
Plate Offsets(X,Y)-42:0-3-2,Edge]
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.00 TC 0.34 Vert(LL) -0.01 7 >999 360 MT20 2441190
TCDL 15.0 Lumber DOL 1.33 BC 0.43 Vert(TL) -0.06 2-7 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.01 6 n/a n/a
BCDL 10.0 Code FBC201 OITP12007 (Matrix) Weight:30 Ib FT=0%
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 9-7-15 oc bracing.
WEBS 2x4 SP No.3
REACTIONS.(Ib/size) 4=120/Mechanical,2=53510-8-0,6=227/Mechanical
Max Horz2=247(LC 6)
Max Uplif#=-102(LC 6),2-331(LC 6),6=-102(LC 10)
Max Grav4=120(LC 1),2=535(LC 1),6=321(LC 24) :See:*
• • • Goes••
FORCES.(lb)-Maximum Compression/Maximum Tension e••G : 9099 G
TOP CHORD 1-2--0138,2-8---641/193,8-9=-5981199 3-9=-5601213 3-10=-69/18 4-10=-56/37 0 • •
, , , , eeoeGs Goo• 00,00:0
BOT CHORD 2-11=-3711617,7-11=-3711617,7-12=-3711617,6-12=-3711617,5-6=0/0 0
:0000:WEBS 3-7=01271,3-6= *goose o-6671401 G e G G e s e
0000 0*00 0 0
NOTES- ' G ' e
1)Wind:ASCE 7-10•Vult=175m h 3-second gust)Vasd=136m h•TCDL=9.0 sf,,BCDL=6.0 sf;h=15ft;Cat.11;Ex C•Encl G Soso
e e e:G e•
p ( 9 ) P ,
GCpl=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)-1.49 o 1-7-7,Interior(1)1-7-7 to 2-8-5,�Exteriorm 2into g e G a g G G•e
6-11-4 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 •• •• •• • ••••••
2)Plates checked for a plus or minus 0 degree rotation about Its center. 000000 a 0 G
3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • • • G
4)Refer to girder(s)for truss to truss connections. 0 G :000:0 sG"0e
5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 102 lb uplift at joint 4,x331 ll/ueplift G • •
at joint 2 and 102 lb uplift at joint 6. ms s• a G000 iooo*i
6)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points •s •
along the Bottom Chord,nonconcurrent with any other live loads.
7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used In the analysis and design of this truss.
LOAD CASE(S)Standard
Job Truss Truss Type Qty Ply DANIEL GITLIN
15110 T1 Common 3 1 0028
Job Reference(optional)
FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MITek industries,Inc. Mon Sep 1413:51:19 2015 Page
ID:EARuyYzXDeke10UH_OnU4yf4Et-GermGVwXsmQp7w6b8QFAsENs4C7NnH3U8dJ Mrydip
r1-4-Q 5-8-7 10-7-2 1-5-5-11 20-4-8 25.3-3 30-1-14 35-0-9 40-9-0 �{2-1-p
14- 5-8-7 410-11 410-11 410-11 410-11 410-11 410-11 5-8-7 1
Scale=1:70.4
5x6=
4.00 12
7
3x4
6 25 •9A%rje.36.9.0
3x4 47 2X4 ' •2 7- .210.11.12 3X4 a
3x8 3x8 C
q 5 910
_ 7-19 2x 4
o.3 04
34 6.20 2x4 .3 411 8-172X4 .34-11-4 11
2d-4W 5.20 0.35.6.0 9.172x 5.8.0 0.212-W
3- 410.12 11.15 0.1
a, 2 6.19 8.9-01 12 13
�2111
3x10= 23 29 22 21 30 20 31 19 32 18 17 33 18 15 14 3x10=
0.8.0(0.2-1) W 11 5x8 M18SHS= 3X4= 3x8= 3x4= 3x4= 2x4 11 p.gpip.2.1)
3x4= 5X6 Wffl__ 5x8M18SHS=
5-8-7 10-7-2 15-5-13 20-4-8 25.3-3 30.1-14 35-0-9 40-9-0
410-11 410-11 T 410-11 410-11 410-11 410-11 527
Plate Offsets(X,Y)-{2:0-5-2,0-1-81,[12:0-5-2,0-1-8]
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.00 TC 0.92 Vert(LL) 0.5619-20 >858 360 MT20 2441190
TCDL 15.0 Lumber DOL 1.33 BC 1.00 Vert(TL) -1.0517-19 >459 180 M18SHS 244/190
BCLL 0.0 Rep Stress Incr YES WB 0.69 Horz(TL) 0.30 12 n/a n/a
BCDL 10.0 Code FBC201 O/TPI2007 (Matrix) Weight:221 Ib FT=0%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-7-8 oc purlins.
BOT CHORD 2x4 SP M 31-Except` BOT CHORD Rigid ceiling directly applied or 1-4-12 oc bracing.
16.18:20 SP No.2 WEBS 1 Row at midpt 8-19,6-19
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
REACTIONS.(Ib/size) 2--235910-8-0,12--2359/0-8-0 . .
Max Horz2=-266(LC 15) ••••••
Max Uplift=-1114(LC 6),12=4114(LC 7) .0. • ••••0•
•• 0 0000 0
FORCES.(lb)-Maximum Compression/Maximum Tension 0 0 0 0 0 0 0 000*
•••• *a**:*
TOP CHORD 1-2=0/38,2-24=-621812333,3-24=-615012351,3-4=-552812111,45=-5423/2125,5-6=-471111875,6-25=48%lfa
7-25-378811647,7-26=478811647,8-26=-3850/1622,8-9--4712/1876,9-10=-5422/2124,10-11=-5527/2118, • i••••i
11-27---615112354,12-27=-621812336,12-13=0/38 •••• •••• • •
BOT CHORD 2-28=-2277/5771,23-28=-2277/5771,23-29=-2277/5771,22-29-2277/5771,21-22-193415129,21-30=-193UA •••• •••••
20-30-1934/5129,20-31=-1505/4315,19-31=-1505/4315,19-32=-1392/4316,18-32=-1392/4316,17-18=-13$ 16+ •• • • •••
17-33-172015128,16-33=-172015128,15-16=-1720/5128,15-34=-2066/5771,1434=-2066/5771,1435=-208 l 7*19 • • •
12-35=-206615771 •• •• •• • ••••••
WEBS 7-19=-694/1944,8-19-1260/687,8-17=-2551682,9-17=-1004/535,9-15=-96/398,11-15=-691/407,11-14=0/8949••• • ••
6-19=-1259/685,6-20=-254/681,5-20=1007/538,5-22=-97/397,3-22-690/403,3-23=0/291 • • • -
NOTES- • • ' • •
1)Unbalanced roof live loads have been considered for this design. •••• • 000
: ••
2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=15ft;Cat.11;Exp C;Encl., ••.•
GCpl=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)-1-4-9 to 2-8-6,Interior(1)2-8-6 to 16-3-10,Exterior(2)16-3-10
to 20.48,Interlor(1)245-6 to 38-0-10 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate
grip DOL=1.60
3)All plates are MT20 plates unless otherwise indicated.
4)The solid section of the plate is required to be placed over the splice line at joint(s)18.
5)Plate(s)at joint(s)4,7,10,2,21,19,8,17,9,15,11,14,6,20,5,22,3,23,16 and 12 checked for a plus or minus 0 degree rotation
about Its center.
6)Plate(s)at joint(s)18 checked for a plus or minus 3 degree rotation about Its center.
7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1114 lb uplift at joint 2 and 1114 Ib
uplift at joint 12.
9)This truss has been designed for a moving concentrated load of 200.Olb dead located at all mid panels and at all panel points
along the Bottom Chord,nonconcurrent with any other live loads.
10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S)Standard
Job Truss Truss Type Qty Ply DANIEL GITLIN
15110 T2 Common 5 1 0029
Job Reference(optional)
FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MITek Industries,Inc. Mon Sep 1413:51:22 2015 Page
ID:EARuyYzXDeke10t)H_OnU4yf4Et-gDXuuXyP9hp0 OrApYptUt?M4P8r ejwrbYezgydip
t1-4-Q 58-7 10-7-2 15-5-13 20-4-8 25-3-3 30-1-14 35-0-9 40-9-0
1 5-8-7 410.11 410.11 410.11 410-11 410-11 410.11 58-7
Scale=1:69.8
5x6=
7
3x4 30 a
6 24 8 23h W.3 6.9.0 3x4
4-7 2x4 3x8
3x6 3x4
4.00 12 5 9 10
4 7-16 Dc o.3 6-6-4
rZ 3x4 3x4
3 6.192x4 .3 411 8.16 2x4 .3 411-4 11
5.19 o.35-8-0 10.16 .3 5.8.0 212
1-8x4 3.2 4-10.12 11.14 0.1
m 1 2 518 58-0Ifff12 H
27 22 28 21 20 29 19 30 18 31 17 16 32 15 14 33 13 34
3x10= 3x10=
0.8.0(0.2-1) 2x4 11 5x8 M18SHS= 3x4= 3x8= 3x4= 3x4= 2x4 11 0.8.0(0.2-0)
3x4= 6x6 WB= 5x8 M18SHS=
5-8-T 10-7-2 115.13 20.48 25-3-3 30-1-14 35-0-9 40.9-0
5-8-7 410-11 410.11 410.11 410.11 410.11 410.11 5-8-7
Plate Offsets(X,Y)-{2:0-5-2,0-1-8],[12:0-5-2,0-1-8]
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.00 TC 1.00 Vert(LL) 0.5618-19 >863 360 MT20 244/190
TCDL 15.0 Lumber DOL 1.33 BC 0.57 Vert(TL) -1.0416-18 >464 180 M18SHS 2441190
BCLL 0.0 Rep Stress Incr YES WB 0.69 Horz(TL) 0.29 12 n/a n/a
BCDL 10.0 Code FBC201 OITP12007 (Matrix) Weight:219 Ib FT=0%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied.
BOT CHORD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 5-1-13 oc bracing.
WEBS 2x4 SP No.3 WEBS 1 Row at midpt 8-18,6.18
OTHERS 2x4 SP No.3
REACTIONS.(Ib/size) 12--220110-8-0,2--236210-8-0
Max Horz2=281(LC 14) :0 0 ••
Max U Iif 12=-948 LC 7 2=-1115(LC 6) 0
FORCES.(lb)-Maximum Compression/Maximum Tension • ' 0000*0 •.
TOP CHORD 1-2=0/38,2-23=-6224/2336,3-23=-6157/2354,3-4=-5534/2114,45=-545512128,5-6=-4718/1904,6-24=-389X1�6�10 *000 •6••••
7-24=-3795/1676,7-25=-379511676,8-25=-3857/1651,8-9=-466511923,9-10=-4722/1898,10-11=-5546/2156,0•••• 0 0 1
11-26=-616512440,12-26---6268/2424 ••••••
BOT CHORD 2-27=-229915770,22-27=-229915770,22-28=-2299/5770,21-28=-2299/5770,20-21=-1957/5129,20-29=-19.7l�1M,• 0 00 0 0
0
19-29=-195715129,19-30=-1527/4315,18-30=-1527/4315,18-31=-1485/4319,17-31=-1485/4319,16-17=-148SA'M", 0000
•••`•
16-32=-179815139,15-32=-179815139,1415=-1798/5139,1433=-2201/5814,13-33=-2201/5814,13-34=-22iW/iU$4, •• 0 ••i••0
so
=-
12-342201/5814 • • • • •
WEBS 7-18=.70211948,8-18---1265/692,8-16=-260/686,10-16=.10141545,10-14--106/402,11-14--7261442,11-19=1012116, • i
6-18=-12581685,6-19=-254/681,5-19=-1007/538,5-21=-971397,3-21=-690/403,3-22=01291 `•"•` • •
• • • • ••••••
NOTES- ••••••
1)Unbalanced roof live loads have been considered for this design. : • • 0 :000#0
2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=15ft;Cat.II;Exp C;FALL, ' 0` ;•o ` 0
GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterlor(2)-1-4-9 to 2-8-6,Interior(1)2-8-6 to 16-3-10,Exterior(2)16-3-10 •• •
to 20-4-8,Interior(1)24-5-6 to 36-4-2 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate
grip DOL=1.60
3)All plates are MT20 plates unless otherwise Indicated.
4)The solid section of the plate is required to be placed over the splice line at joint(s)4,17.
5)Plate(s)at joint(s)4 checked for a plus or minus 5 degree rotation about Its center.
6)Plate(s)at joint(s)9,12,2,20,18,7,8,16,10,14,11,13,6,19,5,21,3,22 and 15 checked for a plus or minus 0 degree rotation
about Its center.
7)Plate(s)at joint(s)17 checked for a plus or minus 3 degree rotation about Its center.
8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 948 Ib uplift at joint 12 and 1115 Ib
uplift at joint 2.
10)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points
along the Bottom Chord,nonconcurrent with any other live loads.
11)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S)Standard
Job Truss Truss Type Qty Ply DANIEL GITLIN
15110 V12 Valley 1 1 0030
Job Reference(optional)
FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MITek Industries,Inc. Mon Sep 1413:51:23 2015 Page
ID:EARuyYzXDeke10tIH OnU4yf4Et-8P5H6tzlw?xEcYOMNGK604XgtpVOjEy43FHCVcydip
6.0-0 12-0-0
6-0-0 6-0-0
Scale o 1:1&8
4x5=
2
4.00 12
1-2 2x4 N 13 2- o2 5.413
2-42x No. 1-413
3
1
1.3 2x4 N 12.0.0
5 4 8
3x4 2x4 if 3x4
12-0-0
12-0-0
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deft Ud PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.00 TC 0.43 Vert(LL) n/a n/a 999 MT20 244/190
TCDL 15.0 Lumber DOL 1.33 BC 0.51 Vert(TL) n/a - We 999
BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.00 3 n/a We
BCDL 10.0 Code FBC201 OITP12007 (Matrix) Weight:36 Ib FT=0%.
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.(Ib/size) 1=239112-0-0,3=239112-0-0,4--645/12-0-0
Max Horzl -62(LC 15)
Max Upllf l=-127(LC 6),3=435(LC 11),4=-229(LC 6)
Max Gravl=306(LC 28),3=306(LC 30),4=645(LC 1) • •
FORCES.(lb)-Maximum Compression/Maximum Tension : • •
TOP CHORD 11-2=101/84,2-3=4011181 •• •!81 e fees •
e �
BOT CHORD 1-5=0141,4-5=0141,4-6--0/41,3-6--0/41 000••• 00** ••••••
WEBS 24=-5051392 000400 0
N ••0• 0.0•
NOTES- • • •
1)Unbalanced roof live loads have been considered for this design. 0#90 +••• :0.0.0••••
2 Wind:ASCE 7-10•Vult=175m h 3-secondgust)Vasd=136m h•TCDL=9.0 sf•BCDL=6.0 sf•h=15ft;Cat.11;Ex C;4Fj",9 0 *0 0 00000+
GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS fot IL*aq@ns 0..0.0 *00000
shown;Lumber DOL=1.60 plate grip DOL=1.60 f
3)Plates checked for a plus or minus 0 degree rotation about its center. ++•+++ + •
4)Gable requires continuous bottom chord bearing. : • : • • *00000
5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. •••000
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 127 Ib uplift at joint 1*135.1.mplift • :0000:
at joint 3 and 229 Ib uplift at joint 4. +• + + see + +
7)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points o••a
along the Bottom Chord,nonconcurrent with any other live loads.
8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used In the analysis and design of this truss.
LOAD CASE(S)Standard
Job Truss Truss Type Qty Ply DANIEL GITLIN
15110 V16 Valley 1 1 0031
Job Reference(optional)
FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MITek Industries,Inc. Mon Sep 1413:51:25 2015 Page
ID:EARuyYzXDeke1 OtiH_OnU4yf4Et-4oC1 XY?IScByrralVgMa5VdvPc5xB77NXZmlaUydip
8-0-0 16-0-0
8-0-0 840-0
Scale=1:25.1
5x6 11
2
4.00 12
6 7
1.2 2x4 N 2 2- o.2 74V
5 2-422 No 2-0.13
1
3
0 0
3x4= 9 Sx6_ 10 3x4=
16-0-0
16-0-0
Plate Offsets(X,Y)-{1:0-4-9,0-1-8],[3:0-2-9,0-1-8],[4:0-3-0,0-3-0]
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.00 TC 0.87 Vert(LL) n/a - n/a 999 MT20 244/190
TCDL 15.0 Lumber DOL 1.33 BC 0.80 Vert(TL) n/a - n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(TL) 0.00 3 n/a n/a
BCDL 10.0 Code FBC201 OITP12007 (Matrix) Weight:49 Ib FT=0%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 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.(Ib/size) 1=332/16-0-0,3=332/16-0-0,4=898116-0-0
Max Horzl=-87(LC 11)
Max Uplifd=-177(LC 6),3=-188(LC 11),4=-319(LC 6) �•••�•
Max Gravl=347(LC 28),3=347(LC 30),4=898(LC 1) • • • ••••••
FORCES.(lb)-Maximum Compression/Maximum Tension •• • •0090
• ••
TOP CHORD 1-5=-138193,5-6=-55196,2-6=-411117,2-7=-411100,7-8=-55/81,3-8=1381/7 060:00 •••• ••••••
BOT CHORD 1-9--0/57,4-9=0157,4-10=0157,3-10=0157 ••• •• • • •
WEBS 24=-6871462 ••••••
0000 0000 • •
NOTES- •0000• 00000• 00900
1)Unbalanced roof live loads have been considered for this design. 600666 •• • ••:••0
2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=15ft;Cat.11;Exp C;€€rfCjj. • *0000*
GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)0-10-13 to 3-10-13,Interior(1)3-10-13 to 5-0-0,�xTerTo�(2) •••• •
5-0-0 to 8-0-0,Interior(1)11-0-0 to 12-1-3 zone;C-C for members and forces&MWFRS for reactions shown;LumbE�U%14.60 • ••
plate grip DOL=1.60 • e 9 • 09•0•0
3)Plates checked for a plus or minus 0 degree rotation about its center. ••••••
4)Gable requires continuous bottom chord bearing. 0 ••• • :••••:
5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. •• • • ••• • •
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 177 Ib uplift at joint 1,188 Ib uplift •••
at joint 3 and 319 Ib uplift at joint 4.
7)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points
along the Bottom Chord,nonconcurrent with any other live loads.
8)"Semi-rigid pitchbreaks with fixed heels"Member and fixity model was used in the analysis and design of this truss.
LOAD CASE(S)Standard
Job Truss Truss Type Qty Ply DANIEL GITLIN
1511'0 V20 Valley 1 1 0032
Job Reference(optional)
FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MITek Industries,Inc. Mon Sep 1413:51:26 2015 Page
ID:EARuyY2XDeke10UH_OnU4yf4Et-Y mPkuOwDwJpT?9x2Oupej99SOV3waSWIDWs6xydip
„ 1040-0 20-0-0
10-0-0 104-0
Scale=1:31.4
4x5=
3
4.00 12
10 11
2x411
1-3 2x4 N -7 3$2x4N 32.8.13 3- 0.29-7-7 2x4 11
2 4
-9 2x N .30-9-6ri
1
3x4 12 9 13 8 7 14 8 15 3x4
2x4 11 2x4 11 3x4= 2x4 I I
20-0-0
20-0-0
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.00 TC 0.53 Vert(LL) n/a n/a 999 MT20 244/190
TCDL 15.0 Lumber DOL 1.33 BC 0.55 Vert(TL) n/a - n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(TL) 0.00 5 n/a n/a
BCDL 10.0 Code FBC201 OITP12007 (Matrix) Weight:65 lb FT=0%
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.(Ib/size) 1=85/20-0-0,5=85/20-0-0,8=617/20-0-0,9=608/20-0-0,6=608120-0-0
Max Horz1=111(LC 10)
Max Uplift=-30(LC 11),5=-16(LC 6),8=-168(LC 6),9=-379(LC 10),6=-379(LC 11) :000:6•
Max Gravl=239(LC 30),5=239(LC 34),8=617(LC 1),9=625(LC 22),6=625(LC 23) •0••:•
*Goo
FORCES.(lb)-Maximum Compression/Maximum Tension :000 0 0 0.0 ••
TOP CHORD 1-2=-113184,2-10=142/144,3-10=-67/161,3-11=-67/147,4-11=-142/130,4-5=-67152 0 0 •
BOT CHORD 1-12=-7172,9-12=-7/72,9-13=-7172,8-13=-7172,7-8=-7172,7-14=-7172,6-14=-7172,6.15=-7172,5-15=-7172 000:•• •••• 06946••
WEBS 3-8=-5201312,2-9=-579/445,4-6=-579/445 000000 • • •
:0000:
0000 0000
NOTES- • • • •
1)Unbalanced roof live loads have been considered for this design. 0000 •••• 90064,
•
2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf,BCDL=6.Opsf;h=15ft;Cat.II;Exp C;Efl?!•• •• • •••••
GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterlor(2)0-10-13 to 4-0-0,Interior(1)4-0-0 to 7-0-0,Exterip( )• •7.0-0 to ••••• 000000
10-0-0,Interior(1)13-0-0 to 16-0-0 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.§4 pole •
• '
grip DOL=1.60 • • • 0
3)Plates checked for a plus or minus 0 degree rotation about its center. ' • :.00:0 ••••••
4)Gable requires continuous bottom chord bearing. • • • 0 •
5 This truss has been designed for a 10.0 sf bottom chord live load nonconcurrent with an other live loads. • 0 • ••••••
6)Provide mechanical connection b others of truss to bearing late capable of withstanding 30 ib uplift at joint 1 16 lb uplift at •• : : • •
( Y ) 9P P 9 P 1 P
joint 5,168 Ib uplift at joint 8,379 Ib uplift at joint 9 and 379 Ib uplift at joint 6. •0
7)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points
along the Bottom Chord,nonconcurrent with any other live loads.
8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used In the analysis and design of this truss.
LOAD CASE(S)Standard
Job truss Truss Type city Ply DANIEL GITLIN
1511*0 V24 Valley 1 1 0033
Job Reference(optional)
FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MITek Industries,Inc. Mon Sep 1413:51:28 2015 Page
ID:EARuyYzXDekelOdH OnU4yf4Et-VNuA9alAIXD(IJIKApwHj8FVGgBPOUIpDW?zBpydip
124)-0 24-0-0
1240-0 124-0
Scale=1:37.7
4x5=
3
4.00 12
10 11
2x4 11 2x4 11
1-327x4 No 1 o.21441.12
3.7 2x4 .3 3-413
9 12
2.8 2x4 N4 P.31-54 4.6 2x N 31-54
1 5
3x4 13 8 14 7 15 6 16 3x4
2x4 11 5x6= 2x4 11
24-0-0
24-0-0
Plate Offsets(X,Y)-{7:0-3-0,0-3-0]
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.00 TC 0.58 Vert(LL) n/a - n/a 999 MT20 2441190
TCDL 15.0 Lumber DOL 1.33 BC 0.56 Vert(TL) n/a - n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(TL) 0.00 5 n/a n/a
BCDL 10.0 Code FBC201 OITP12007 (Matrix) Weight:80 Ib FT=0%
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.(Ib/size) 1=215/24-0-0,5=2151240-0,7=581/24-0-0,8=715/24-0-0,6=715124-0-0
Max Horzl=136(LC 10)
Max Uplifd-74(LC 6),5=-88(LC 7),7=134(LC 6),8=-435(LC 10),6=-435(LC 11) :006:0
Max Gravl=298(LC 30),5=298(LC 34),7=581(LC 1),8=727(LC 22),6=727(LC 23) • • • ••••••
•• • 0000 •
FORCES.(lb)-Maximum Compression/Maximum Tension • • •
TOP CHORD 1-9=-130182,2-9=-861115,2-10=-154/182,3-10=-80/199,3-11=-80/179,411=-154/162,412=-22/69,5-12=-1961??•• ""
BOT CHORD 1-13=-16194,8-13=-16/94,8-14=-16/94,7-14--16/94,7-15=-16194,6-15=-16/94,6-16=-16194,5-16=16194 •••••• • • •
WEBS 3-7=-4921281,2-8=-6491486,4-6=-649/486 •••• 0000
NOTES- •
0000 0000 •0.6•
•
1)Unbalanced roof live loads have been considered for this design. ";"; 6••6.6 *0000
2)Wind:ASCE 7-10;Vult--175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf,BCDL=6.Opsf;h=15ft;Cat.ii;Exp C;facl%0 .. • 666096
GCpl=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)0-10-13 to 3-10-13,Interior(1)3-10-13 to 9-0-0,Eg"96(Z) •
9-0-0 to 12-0-0,Interior(1)15-0-0 to 20-1-3 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DO►L=1.60
• • •0
• • • 0000••
plate grip DOL=1.60 6 6 6 6 6 6
3)Plates checked for a plus or minus 0 degree rotation about its center. • •• • • •
• • 0000••
4)Gable requires continuous bottom chord bearing. 6 0 6 6 0 6 0 6 6
5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • • •
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 74 lb uplift at joint 1,881b uplift at
joint 5,134 Ib uplift at joint 7,435 ib uplift at joint 8 and 435 Ib uplift at joint 6.
7)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points
along the Bottom Chord,nonconcurrent with any other live loads.
8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S)Standard
Job Truss Truss Type Oty Ply DANIEL GITLIN
15110 V28 GABLE 1 1 0034
Job Reference(options[)
FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MiTek Industries,Inc. Mon Sep 1413:51:30 2015 Page
ID:EARuyYzXDekelOtIH OnU4yf4Et-RIOwaG3OH9pFydSjHEyloZKnedpss"ggU3Fiydip
12-5-815-6-8 28-0-0
12-5.8 3-1-0 12-5-8
scale=1:45.2
4.00 F,2 3x4= 2x4 11 3x4=
4 5 6
4x5 U 4x5
2x4 11 3d c 24-2-8
7 2x4 I
2
3 8
&122x N).33-6-13
1153 2x4 o2 8-" `}
2-142x o.32-1.8 8•102x o.32-1-6
1 9
3x4 17 14 18 13 12 11 19 10 20 3x4
2x4 11 3x4= 2x4 11 3x4= 2x4 11
28-0-0
r 28-0-0
Plate Offsets(X,Y)-[3:0-2-8,Edge],[4:0-2-0,0-2-13],[6:0-2-0,0-2-13],p:0-2-8,Edge]
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deft Ud PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.00 TC 0.78 Vert(LL) nla - n/a 999 MT20 244/190
TCDL 15.0 Lumber DOL 1.33 BC 0.82 Vert(TL) We - n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(TL) 0.01 9 We n/a
BCDL 10.0 Code FBC20101TP12007 (Matrix) Weight:94 Ib FT=0%
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.(Ib/size) 1=375128-0-0,12--446128-0-0,14=843/28-0-0,10=843128-0-0,9=375/28-0-0
Max Horzl=142(LC 14)
Max Uplifd -158(LC 6),12=-115(LC 6),14=-499(LC 10),10=-497(LC 11),9=-170(LC 7) :009:6
Max Gravl=375(LC 1),12--446(LC 1),14=855(LC 22),10=855(LC 23),9=375(LC 1) • • • *00*:••
so 0 0000 0
FORCES.(lb)-Maximum Compression/Maximum Tension • • •
TOP CHORD 1-15=-283/137,2-15=-1921161,2-3=-328/316,3-4=-316/337,4-5=-248/362,5-6=-248/362,6-7=-316/337,7-8L- li�ll?6,8-16=tIg11?61,9-161-283/'f'31
BOT CHORD 1-17=-37/182,14-17=-371182,14-18=-37/182,13-18=-37/182,12-13=-37/182,11-12=-371182,11-19=-37/182!t8;t9x37/182,10-L0=-37/182=9-20=47/1
WEBS 5-12=-3751233,2-14=-7281541,8-10=-728/540 0000 •••• •
•••• •••• •••••
NOTES-
1)Unbalanced roof live loads have been considered for this design. '••••• •• • •••••
2)Wind:ASCE 7-10;Vult-175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=15ft;Cat.ll;Exp C;Rmc14•• ••'•' ••••..
GCpl=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)0-10-13 to 3-10-13,Interior(1)3-10-13 to 8-0-0,Egt'002 4) •
8-0-0 to 20-0-0,Interior(1)20-0-0 to 24-1-3 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL4.60 • '•
• • ••••
plate grip DOL=1.60 • ••...•• ••
3)Provide adequate drainage to prevent water ponding. • • • •
4 Plates checked fora plus or minus 0 degree rotation about its center. ' ' ' '•••••
5)Gable requires continuous bottom chord bearing. •• •• 6.6• •: • •
6)This trushas been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. '
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 158 Ib uplift at joint 1,115 Ib uplift
at joint 12,499 Ib uplift at joint 14,497 Ib uplift at joint 10 and 170 Ib uplift at joint 9.
8)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points
along the Bottom Chord,nonconcurrent with any other live loads.
9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S)Standard
Job Truss Truss Type Qty Ply DANIEL GITLIN
15110 V4 Valley 1 1 0035
Job Reference(optional)
FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MITek Industries,Inc. Mon Sep 1413:51:31 2015 Page
ID:EARuyYzXDekelOtIH_OnU4yf4Et-vyalnc322Sx6ZmlvrxT Lms8a1GnbslFvUDdo8ydip
2-0-0 4-0-0
2-0-0 2-0-0
30=
Scale=1:7.4
4.00 12
a
3
1 1-2 2x4 N --4 2- 0.21-2-4
1-3 2x4 No.2 40.0
4
2x4 2x4
4-0-0
4.0-0
Plate Offsets(X,Y)-{2:0-2-0,Edge]
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.00 TC 0.06 Vert(LL) n/a - n/a 999 MT20 2441190
TCDL 15.0 Lumber DOL 1.33 BC 0.26 Vert(TL) n/a - n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a
BCDL 10.0 Code FBC201 OITP12007 (Matrix) Weight:9 Ib FT=0%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS.(lb/size) 1=121/4-0-0,3=12114-0-0
Max Horzl=13(LC 11)
Max Uplltd=-52(LC 6),3=-52(LC 7)
Max Gravl=255(LC 27),3=255(LC 28) :•••:•
• • • 0000••
FORCES.(lb)-Maximum Compression/Maximum Tension • 0 0 0*9 0 ••
TOP CHORD 1-2=-201/193,2-3=-201/193 0:0:00 0••.•• ••••i•
BOT CHORD 1-4=-158/175,34---158/175
000000 • • •
NOTES- 0000 6909 :••••:
1)Unbalanced roof live loads have been considered for this design. • • •
• • •••••
•"••02)Wind:ASCE 7-10•Vult-175m h(3-second gust)Vasd=136m h,TCDL=9.0Psf,BCDL=6.0 sfh=15f;Cat.11;Ex C•Enclo,•
GCpl=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS foi%jCdvs *00004, •••••
shown;Lumber DOL--1.60 plate grip DOL=1.60 s• •• .• • 0.0 0 0
3)Plates checked for a plus or minus 0 degree rotation about its center. 000000 • ••
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 Provide mechanical connection b others of truss to bearing late capable of withstanding 52 Ib uplift at joint 1 and 52 6b uplift
000000
•
( Y ) 9P P 9 p ) • • • P 0000••
at joint 3.
7)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points • : i •
along the Bottom Chord,nonconcurrent with any other live loads. •• •
8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S)Standard
Job Truss Truss Type Qty Ply DANIEL GITLIN
151110 V8 Valley 1 1 0036
Job Reference(optional)
FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MITek Industries,Inc. Mon Sep 1413:51:32 2015 Page
ID:EARuyYzXDeke1OtiH_OnU4yf4Et-N87g?x4hom3zBwc5Pf Dt_PGVRcOKIjP88zAKaydip
4-0-0 8-0-0
• 4-0-0 4-0-0
Scale a 1.14.5
4x5=
4.00 12 2
1-2 2x4 N ��2. �Nol
2.4 4No.30813
3
1
1-32x No 880
5 4 6
2x4 2x4 11 2x4 c
8-0-0
8-0-0
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.00 TC 0.24 Vert(LL) We - n/a 999 MT20 2441190
TCDL 15.0 Lumber DOL 1.33 BC 0.30 Vert(TL) Na - n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(TL) 0.00 3 n/a n/a
BCDL 10.0 Code FBC2010ITP12007 (Matrix) Weight:23 Ib FT=0%
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.(Ib/size) 1=16818-0-0,3=168/8-0-0,4--34718-0-0
Max Horzl=38(LC 10)
Max Uplift=94(1_C 6),3=-98(LC 7),4=-106(LC 6)
Max Gravl=271(LC 28),3=271(LC 30),4=367(LC 29) :*04:0
FORCES.(lb)-Maximum Compression/Maximum Tension •0 ; ••0* ••
TOP CHORD 1-2--55152,2.3--55/52 • • •
•••••• • ••••••
BOT CHORD 1-5=-0124,4-5=-0/24,4-6=-0/24,3-6=-0124 •
•
••
WEBS 2-4=-3131277 0#0600
• • •
•••• •••• :*see:
NOTES- • • • •
1)Unbalanced roof live loads have been considered for this design. 0000
•••• ••;".
2)Wind:ASCE 7-10;Vuit=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=15ft;Cat.11;Exp C;nIP,•0 �00
••• 00000
GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS fos seacllions .• • *000:0
•
shown;Lumber DOL=1.60 plate grip DOL=1.60
3)Plates checked for a plus or minus 0 degree rotation about Its center. : �:�: • '.
• • • • ••••••
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)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 94 Ib uplift at joint 1,94 ruplift at ••••••
joint 3 and 106 Ib uplift at joint 4. •• :�: •
7)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points •• •
along the Bottom Chord,nonconcurrent with any other live loads.
8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S)Standard
T-0" CORNET SET
CORNER JACK
COMMON JACK TYP.
0
ti
END JACK
PARTIAL ROOF LAYOUT
TOP CHORD CONNECTION Nail design loads:
CONER JACKS-USP(2)MP3 (ACCORDING TO NATIONAL DESIGN SPEC.)
7'-0"JACKS-USP(2)MPS FOR GROUP If SPECIES(S.P.)
5'-0"JACKS-(2)8d NAILS d COMMON NAILS=78 lbs(SHEAR)
X-O"JACKS-(2)8d NAILS 10d COMMON NAILS=94 lbs(SHEAR)
1'-0"JACKS-(2)8d NAILS
USP HANGERS DESIGN LOADS
(ACCORDING TO MIAMI DADE BUILDING CODE COMPLIANCE OFFICE/PRODUCT
ONTROL DEVISION)
2 RT3 HURRICANE CLIP-366 lbs(UPLIFT 100%)W/(8)8d x 1-1/2"N.O.A.No.07-0306.10
MIN.P=1.4 12 LPBF BUTTERFLY HANGER=367 lbs(UPLIFT 100%&DNWRD w/(15)6d N.O.A No.
MAX.P=6.5 8-0208-.07
KH26 UR=870 lbs UPLIFT/900 lbs REACTION(UPLIFT 100% DNWRD)W/(12)16d N.O.A.
No.07-0214.20
HJC26=1975 lbs UPLIFT/2020 lbs REACTION(UPLIFT 100%DNWRD)W/(28016d N.O.A. No.
07-0214.20 :00060
1 3 • a • •
•
3-0" BOTTOM CHORD CONNECTION MAXIMUN ALLOWABLE LOADS: •OJfi�fCl51ZE ••••• •••• •
CONER JACKS-SKH26 UR OR HJC26
MAX 7'-0"JACKS-USP(2)MPS T.C.NODE2 CORNER JACK 7'-0" •���•• 3'-0" • 1'-0" ' 0
5'-0"JACKS-(2)8d NAILS UPLIFT(100%) 365 lbs 365 lbs NI NIDI& NAI L6••• NAIL& •
3'-0"JACKS-(2)8d NAILS ROOF(125%) 365 lbs 365 lbs •ALT 0 NATIA.••0 NAILS 0 0•
1'-0"JACKS-(2)8d NAILS • •
0000•• •• • 0000
T.C.NODE2 CORNER JACK T-0" 5'10" • 3'10" • • 1'-0"
UPLIFT(100%) 870 lbs U/1975 lbs R 367 lbs ORAIMNAI NAIL 6
ROOF(125%) 900 lbs U/2020 lbs R 1170 lbs NAI 0-9 NAILS • NAILS •
COMMON JACK • • 0 • 060000
0000••
NOTE: • • • • 0
THIS DESIGN HAS BEEN CHECKED FOR 175 MPH • • • ••••••
WINF LOAD.WALL HGT.30'MAX PROVIDE
FOR UPLIFT AT BEARING WALL CONNECTIONS •• •
925 lbs LUMBER STRESS INCREASE 1.33
,'�rrrru�rp�y�,
i�
PLATE STESS INCREASE: �� A' Ah'T �♦
MINIMUM GRADE OF LUMBER (O AFD)ING
LL *; No 31509 '
T-O" 2x4 No.2 SP TOP 30.0 FLORIDA
BUILDING
T-0" 2x4 No.2 SP BOTTOM 10.0 CODE
2010 '. STATE OF
WEB 2x4 No.3 SP SPACING 24"O.C. �0T'
oo,",`,S,,�NAmll�/�`;.��.
TRUSS CONNECTORS 7-30-15
GC/JMM
Florida Building Code Online Page 1 of 4
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71 �
Jy sir x t S
�^..s *n
s ;it?' ,"' SCIS Home Leg In User Registration Hot Toptts 'SuhnfR surcharge Stats&Facts POUCatioM FBG Starr SCIS See Yap u4k5 Sea"
Busines��,.'
Product Approval
Professional a uses:Public user
{ 'laul.:
Florida Building Code Online Page 2 of
Sections from the Code
Product Approval Method Method 1 Option C
Date Submitted 02/22/2012
Date Validated 04/25/2012
Date Pending FBC Approval 04/30/2012
Date Approved 06/11/2012
Summary of Products
i
Go to Page an d Page 1!4 d
PL# IModelt Number or Name Description
817.1 ISN264,BN284 Breakfast Nook Hanger
Limits of Use Installation Instructions
Approved for use in HVHZ:Yes FL817 R.3 II esr1465.pdf
Approved for use outside HVHZ:Yes Verified By:ICC Evaluation Service,LLC
Impact Resistant:N/A Created by Independent Third Party:
Design Pressures N/A Evaluation Reports
Other:Requires supplementary connection for minimum FL817 R3 AE esr1465.Odf
7005 uplift for use in HVHZ.
817.2 ICMSTC16 COILED STRAPPING
Limits of Use Installation Instructions
Approved for use In HVHZ:Yes FL817 R3 11 esr1465.odf
Approved for use outside HVHZ:Yes Verified By: ICC Evaluation Service,LLC
Impact Resistant:N/A Created by Independent Third Party:
Design Pressure:N/A Evaluation Reports
Other. 0
817.3 JDSC41JR, LDSC4L/R DRAG STRUT CONNECTOR • • • 0 **0000
Limits of Use Installation Instructions •• • 000
•
Approved for use In HVHZ:Yes FL817 R3 II esr1465.odf • • •
Approved for use outside HVHZ:Yes Verified By:ICC Evaluation Serville7,riv• 000 ••••••
Impact Resistant:N/A Created by Independent Third Part'f:•••• • • •
Design Pressure:N/A Evaluation Reports ••••••
Other R E A f •••••• •••• • • •
817.4 JFH210,FH212 Formed Seat Hanger *0:960
ON us •••••
Limits of Use Installation Instructions • • • • •
Approved for use in HVHZ:No FL817 R3 11 esr1465.pdP •• •• •• 000000
Approved for use outside HVHZ:No Verified B ICC Evaluation Servl
RP Y W•W C•• • •
Impact Resistant:N/A Created by Independent Third Party: • • •
Design Pressure:N/A Evaluation Reports • • • 000000
Other. Product Deleted % •0 0 0 0
Rsr 4 • • • • •
••••••
817.5 IFH214 Formed Seat Hanger •• • • •' • • •
Limits of Use Installation Instructions ••
Approved for use in HVHZ:No F1.817 R3 H esr1465ma
Approved for use outside HVHZ:No Verified By:ICC Evaluation Service,LLC
Impact Resistant:N/A Created by Independent Third Party:
Design Pressure:N/A Evaluation Reports
Other:Product Deleted ; f
817.6 IFH26 Formed Seat Hanger
Limits of Use Installation Instructions
Approved for use in HVHZ:No FL817 R3 11 esr1465.pdf
Approved for use outside HVHZ:No Verified By: TCC Evaluation Service,LLC
impact Resistant N/A Created by Independent Third Party:
Design Pressure:N/A Evaluation Reports
Other:Product Deleted r 4 f
817.7 IFH28 Formed Seat Han er
NPP
iof Useinstallation Instructions
Approved for use in HVHZ:No FL817 R3 II esr1465.odf
Approved for use outside HVHZ:No Verified By:ICC Evaluation Service,LLC
Impact Resistant:N/A Created by Independent Third Party:
Design Pressure:N/A Evaluation Reports
Other:Product Deleted tL§17 r 4 . f
27.8 IFHD210 jFormed Seat Hanger
Limits of Use jinstallation Instructions
http://floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEV`{QwtDgvaK%2bkWe l 85D%... 6/13/2012
Florida Building Code Online Page 3 of 4
Approved for use in HVHZ:No FL817 R3 II esr1465.odf
Approved for use outside HVHZ:No Verified By:ICC Evaluation Service,LLC
Impact Resistant•.N/A Created by Independent Third Party:
Design Pressure:N/A ILIEMLLU
valuation Reports
Other:Product Removed.
817.4 FHD212 Formed Seat Han er
Limits of Use Installation Instructions
Approved for use in HVHZ:No FL817 R3 II esr1465.odf
Approved for use outside HVHZ:No Verified By:ICC Evaluation Service,LLC
Impact Resistant:N/A Created by Independent Third Party:
Design Pressure:N/A Evaluation Reports
Other:Product Removed, ROW,7 f
817.10 IFHD214 Formed Seat Han er
limits of Use Installation Instructions
Approved for use in HVHZ:No FL817 R3 H esr1465.odf
Approved for use outside HVHZ:No Verified By:ICG Evaluation Service,LLC
Impact Resistant:N/A Created by Independent Third Party:
Design Pressure:N/A Evaluation Reports
Other.Product Removed. FLOL7 81 6g MM5,wr
17.11 IFHD26 gFormed Seat Hanger
Limits of Use Installation Instructions
Approved for use In MVMZ:No x.817 R3 II esr1465.odf
Approved for use outside HVHZ:No Verified By:ICC Evaluation Service,LLC
Impact Resistant:N/A Created by Independent Third Party:
Design Pressure:N/A Evaluation Reports
Other:Product Removed. 1101Z B3 69 0UHAlad
817.12 IFHO28 Formed Seat Manger
Limits of Use installation Instructions
Approved for use in MVHZ:No FL817 R3 lI esr1465.odf
Approved for use outside HVHZ:No Verified By:!CC Evaluation Service,LLC
Impact Resistant:N/A Created by Independent Third Party:
Design Pressure:N/A Evaluation Reports
Other.Product Removed. ELMI..
817.13 Frct FTCIF FLOOR TRUSS CLIP Limits of Use Installation Instructions •• • •Approved for use in HVHZ:Yes FL817 R3II_esr1465.odf •••••• • ••••i•
Approved for use outside HVHZ:Yes Verified By:ICC Evaluation Service LLQ• •Impact Resistant:N/A Created by Independent Third Pare: ••••••
Design Pressure:N/A Evaluation Reports ••••Other:817.14 FTC2 FTC2F OOR TRUSS CLIP 09000
mits of Use Installation Instructions • • •Approved for use In HVHZ:Yes FL817R3 II esr1465.Ddf •• •••• •
Approved for use outside HVHZ:Yes Verified By:ICC Evaluation Servkt!@L.0•Impact Resistant:N/ACreated by Independent Third Pavy: . ••••••
Design Pressure:N/A Evafuatfon Reports •
Other. • • • • •
••••••
817.15 FTC32: FLOOR TRUSS CUP ' • '
•
Limits of Use Installation Instructions •• •
Approved for use In HVHZ:Yes FLS17 113 II esr1465.odf
Approved for use outside HVHZ:Yes Verified By:ICC Evaluation Service,LLC
Impact Resistant:N/A Created by Independent Third Party:
Design Pressure:N/A Evaluation Reports
Other.Subject to loads and installation instructions F1,817 R3 Al! esr14fi1pdf
Outlined in report ESR-2756. Requires supplementary
tonnes ion to provide minimum of 700#uplift for use in
HVHZ.
817.16 FTC32-2 FLOOR TRUSS CLIP
Limits of Use Installation Instructions
Approved for use in HVHZ:No FL817 R3 11.esr1465.odf
Approved for use outside HVHZ:No Verified By:ICC Evaluation Service,LLC
impact Resistant:N/A Created by Independent Third Party:
Design Pressure:N/A Evaluation Reports
Other.Product Deleted F 7 R AE 145. df
817.17 IM40,GTUB0,GTUI00 blrder Truss Han r5
Limits of Use Installation Instructions
Approved for use In HVHZ:Yes FL817 R3 II esr1465.adf
Approved for use outside HVHZ:Yes Verified By:TCC Evatuation Service, LLC
Impact Resistant:N/A Created by Independent Third Party:
Design Pressure:N/A Evaluation Reports
http://floridabuilding.org/pr/pi_app_dtl.aspx?param=wGEVXQwtDgvaKD/o2bkWel 85D%... 6/13/2012
a �
Florida Building Code Online Page 4 of
Other. EWA7 R3 69 93rLW.Q9
817.18 jHGAI0 'Hurricane Gusset An le
Limits of Use Installation Instructions
Approved for use in HVHZ:Yes FL817 R3 II esr1465.odf
Approved for use outside HVHZ:Yes Verified By:ICC Evaluation Service,LLC
Impact Resistant:N/A Created by Independent Third Party:
Design Pressure:N/A Evaluation Reports
Other:
17.19 jHHCPZ OURRICANE SEISMIC ANCHOR
Limits of Use Installation Instructions
Approved for use in HVHZ:Yes FL817 R3 11 esr1465,p_df
Approved for use outside HVHZ:Yes Verified By:ICC Evaluation Service,LLC
Impact Resistant:N/A Created by Independent Third Party:
Design Pressure:N/A Evaluation Reports
Other: F
17.20 1HIC26 IP-JACK Hanger
Limits of Use Installation instructions
Approved for use In HVHZ:Yes Verified By:ICC Evaluation Service,LLC
Approved for use outside HVHZ:Yes Created by Independent Third Party:
Impact Resistant:N/A Evaluation Reports
Design Pressure:N/A
Others
Go to Page Pagel/4
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Contact USUs:s jgOti A'eeth MenrneStrlx+f_TahaRassee rf.37199 Phane�85t}-487-1824
The State of fbride is a AAJEEO employer,�.4d�C11�dtilLZ4�-2624 State at Florida.::Privacy Statement::Arce9sibkity statement::Refund statement
Under Florida law,e-mail addresses are public records.If you do not watt your e-mail address released In response to a pubic-records req do noir •
send etectrork mail to this entity.Instead,contact the office by phone or by tradid4riat mak.If you have any questions r eyarri D:=A1�e4 ••••••
accessibility,please contact our Web Maser at wab au anon.unto a.._,
Product Approval Acceptin •• • 000* •
jo go
LMM •
wt"urityyt IAtt+ ••••••
MWMI
•••• •••• •••••
•
•••••• •• • •••••
•• •• •• • ••••••
•
• • • • ••••••
Allso
• • •
http://floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvaK%2bkWe l 85D%... 6/13/2012
r
USP
.\ to -
77,
� ti
45" 45 45�
450 h 4!5* Typical HHC Typical HJHC
Typical HJC/HTHJ installation top view installation top view installation top view
HI
H )
y3 tl4" G'S 71$ �� 5" meg;` tl4" 10 t/z ;--� J3 4"
HJC HTHJ HHC HJHC
1 1 .
x
k'
Fastener Sctt� Allow"Leads On?
Cwft MembW Carded Member DF-L I SP S-P-F �' R
USP Steel N per Wp per Floor Roof up* Floor RoJ" 130
:•••o•
Desai Stocit Na Ref.Na Gan T 7 100% 115% 125% 160% 100% 115%LTHJA26,2x6right/left WC25 THJA26, 12 5.318 1s 16d 5 7 10d 2385 2740 298D 1840 2065 2375 •••• •• •••
• •2x8dgM!left HJC28 -- 12 7-t/8 20 160 6 8 tOd 2380 3425 3505 1840 2580 2945 •• ••••••• • •
2x6temdnai HHC26 ��, 12 5.7/16 20 16d 5 -- 10d 2 3425 W 1015 2580 2945 ••••• •• •u2 x 8 brmlinal HHC28 12 7-3116 24 16d 6 '0' M X051840 2945 2945 •• • •• ••
2 x 6 terminal HJHC26 12 5.7/16 20 t6d 5 2 10d 2�0 3425 3505 1840 2580 2945 7816 •••••• •• •••
2 x 8 termini I HJHC28 12 7-3x16 24 1 16d 6 2 5 —W—MRR7 3505 1840 2945 2945 •
2 x 6larmfrd tifFll2frt LTF4ILIR 18 5 16 160 1 5 16d 2190 2520 2740 1790 1870 2155 1 • • •• •••
••••••
1)Uplift beds have been increased 60%ler wind or seismic bads:no turdter increase shall be permitted. • • • • •
2)Loadbg"isW for tow bad of hip/jack caxrectbn. • • • •• •••
3)Minimum nail penetration is 1-518 for 16d nags. •• • •• •. • •
4)NAILS:10d nails are 0.148 da.x 3 Iom 16d nabs are 0.162 dia.x 3.1/2 kxq. •• •
New products or u*W Mduct iMamatim are designated in red font
HJC Specialty Options Chart
Qpd- HO Truss 9kelr
Range 30 b 60 -
�.... " _
Mowable tsaft 100%of tale bad I
�.
Add SK,arra of hip Varies -,-..,. `
Ordering .HJMSKproduct ssneer. s"max.wdth y x'14 Typical HJC(skewed) installation
HJC(skewed) with alternate skew angle top view
1-800-328-5934•www.USPconnoctors.com Fjjj�
USP2241-131
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'ami Shores Village
e
ding Department ' OCT 205
1 050 2nd Avenue,Miami Shores,Florida 33138
Tel:(305)795-2204 Fax:(305)756-8972
INSPECTION LINE PHONE NUMBER:(305)762-4949
FBC 20 0
ILDING Master Permit No. 3--1f-Ss,,
PERMIT APPLICATION Sub Permit No.
❑BUILDING ❑ ELECTRIC ❑ ROOFING REVISION ❑ EXTENSION ❑RENEWAL
PLUMBING 7 MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION SHOP
I CONTRACTOR DRAWINGS
JOB ADDRESS: /" , ST-
City: Miami Shores County: Miami Dade Zip:
W ec{ Les NO "`"
Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE:
OWNER:Name(Fee Simple Titleholder): 1 f�,Cck ( Phone#:
Address: - `t to A"15 " .L+
City: I State:
Tenant/Lessee Name-:D_ Phone#:
Email:
CONTRACTOR:Company Name: ��cc �o�►rM�v�n ►-�id'.�e.�l ° Phone#:'3ys
Address: §-1cZ /tel c(t r
City: M10--4 State: Zip: 13"x`'(?
Qualifier Name: EWaL 2I,%ILpS Phone#:
State Certification or Registration#: JJ Certificate of Competency#: ? u
DESIGNER:Architect/Engineer: 14V-5(4-04 I V&A qac . Y. i� Phone#: 'W1 _�3 J"�)
Address: ( 12-5 �JI- 11.5 City:A&c. Stater Zip: 3 3( �e i
Value of Work for this Permit:$ Square/Linear Footage of Work:
Type of Work: ❑ Addition ❑ /Alteration El New ❑ Repair/Replace ❑ Demolition
Description of Work:_L41'e.LY�-�LQ.IA�t.
Specify color of color thru tile:
Submittal Fee$ Permit Fee$ ® �° CCF$ CO/CC$
Scanning Fee$ Radon Fee$ DBPR$ Notary$
Technology Fee$ Training/Education Fee$ Double Fee$
Structural Reviews$/20-W Bond$ /}
TOTAL FEE NOW DUE
(Revised02/24/2014)
o •
Bonding Company's Name(if applicable)
Bonding Company's Address
City State Zip
Mortgage Lender's Name(if applicable)
Mortgage Lender's Address
City State Zip
Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has
commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating
construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS,
FURNACES, BOILERS, HEATERS,TANKS,AIR CONDITIONERS,ETC.....
OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all
applicable laws regulating construction and zoning.
"WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY
RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND
TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING
YOUR NOTICE OF COMMENCEMENT."
Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding$2500, the applicant must
promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person
whose property is subject to attachment. Also,a certified copy of the recorded notice of commencement must be posted at the job site
for the first inspection which even (7) days after the building permit is issued. In the absence of such posted notice, the
inspection will not b proved and a rei ett' fee will be charged.
Sign ure Signature
OWNER or AGENT CONTRACTOR
The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this
2q day of ©& ,20 1S by day of ��¢ 20 15 by
0%,4 art who is persona y known to ( w ft�,$' who is personally known to
me or who has produced as me or who has produced as
identification and who did take an oath. identification and who did take an th.
NOTARY PUB NOTARY PUBLI
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Sign: Sign: Z
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Print: Print: o
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Seal: ELIANA
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4& Commission ir „
APPROVED BY ` Plans Examiner n'n
n
Structural Review Clerk
(Revised02/24/2014)
Arshad Viqar, P.E.
1175 N.E. 125t' Street Suite 209
North Miami, Florida 33161
Phone (786) 633-9439 — Fax (305) 899-9580
November 6,2015
Miami Shores Village
10050 N.E. 2ND Avenue Miami Shores FL.
Phone: (305) 795-2204
Re: "EXISTING TIE-BEAM "
Owner: Mr.Adam Cooks Residence
Address: 88 NW 111 Street
Miami Shores, Florida
Dear Building Inspector:,
A visual inspection of existing concrete tie beam on existing concrete block walls was conducted
on November 5, 2015,No significant crack was observed. Some areas of the beam has been
patched. It is concluded that the existing concrete tie beam is structurally sound and in
satisfactory condition.
Should you have any questions or need any additional information please do not hesitate
to contact our office at 786-663-9439.
Sincerely,
U
Arshad Viqar P.E. Lic. #38863 •
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