HomeMy WebLinkAbout1616 E 4 St (3)CITY OF SANFORD PERMIT APPLICATION
Permit #:- 06r 3 Zia Date:07/1--5/0(0
Job Address: 160. E 4r- SANPIAD_ r%- 3,071 RECEIVED
Description of Work: 14h Mr-- A li0 %ri &J Total Square Footage '1 7 AUG lr14 Historic
District: Zoning: v ) `-Value of Work: $ y01006 oO6 Permit
Type- Building Electrical Electrical:
New Service - # of AMPS Mechanical:
Residential Non -Residential Plumbing/
New Commercial: # of Fixtures Plumbing/
New Residential: # of Water Closets _ Occupancy
Type: Residential X Commercial Construction
Type: # of Stories: Owners
Name & Address: 11_
I tw E yt'*- Contractor
Name & Address: Mechanical
Plumbing Fire Sprinkler/Alarm Pool Addition/
Alteration Change of Service Temporary foie Replacement
New (Duct Layout & Energy Calc. Required) of
Water & Sewer Lines # of Gas lines Plumbing
Repair - Residential or Commercial _ Industrial
of
Dwelling Units: _ c
04 AA rc -)-)
I Phone &
Fax: _Contact Person: Bonding
Company: Address:
Mortgage
Leader: Address:
Architect/
Engineer: A Address:
91b fit o- T Flood -
Lone: (FEMA form required) at,
a db}wtl.tt"cN Phone:
State
License Number: Phone:
Fax:
Application
is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance
of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit
mast be secured for F`ECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR
CONDITIONERS, etc. OWNER'
S AFFIDAVIT: 1 certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction
and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE
FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT W iTH YOUR LENDER OR AN ATTORNEY
BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE:
In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of /j this
county, and there may, be;additional permi required from other governmental entities such as water management districts, state agencies, or federal agencies.Acceptance
of permit is veritwr ify the owner Afts) a
ropertyof the requirements of 'lorida Licn w, FS 713. D` Signature
of
Tg T ate Signature
of Con ctor/ gent Date P ner
ent' Print Contractor/Agent' Name ' Signature of
N - e o r Signature of Notary -St a of lorida Date DEBBIE BLANTON
MY COMMISSION #
DD 188491 EXPIRES: February25,
2007 t 03NDAf7rL Owrner/
Agent is Tr _ y.1wR A'
Contractor/Agent
is Personally Known to Me or Produced ID _ Produced ID APPROVALS:
ZONING: IL: FD: `ENG: —
BLDG: • Special Conditions' %'a 9ta C.
4 S'Ce\Q! j -&4 S fib:. SaG, Rev 03/2006
MARYANNE MORSE, CLERK OF CINCUIT COURT
THIS INSTRUMENT PREPARED BY: SEMINOLE COUNTY
IC E r NOTICE OF COMMENCEMENQ'06369 Pg 01571 tlpg) NAME CLERK'S # 2006131129
Permit No. `-` 5T7 REW11D9oQ8b14/2006 0208t57 PM
State of Florida 5.4 .rV*.D •(.. 3Z.,?? / RECORDING FEES 10.00
County of Sen RECORDED BY t holden
The undersigned hereby gives notice that improvement will be made to certain real property, and in accordance with
Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement.
Description of property: (legal description of the property and street address if available)
t bite E 14 ' ST. S A..P-* p 32-77 , - -roc 1;,-% Z9 fr or Lor '7 n vb a t.L tort
lat-PACx- 2 S&tfisj AA#j,4 j~.& OCCOftt-tf Tee PLOX Tordfaf Al PEeo MI-b 1p. Pe-T Boer `f P6I
2. General description of improvement: 'i I '1 c n m (4ohr A 1)O%T%oN • _
Owner information
a. Name and address 1-f I. t `lt` Sr C'n ,g-lo rL 32-771
b. Interest in property
c. Name and address
d. Contractor
a. Name and address
5.
M
b. Phone number _
Surety
a. Name and address
b. Phone number _
c. Amount of bond
Lender
a. Name and address
other than Owner)
Fax number
Fax number
b. Phone number Fax number
7. Persons within the State of Florida designated by Owner upon whom notices or other documents may be served as
provided by Section 713.13(1)(a)7., Florida Statutes:
a. Name and address
b. Phone number
8. In addition to himself or herself, Owner designates
9
Fax number
of
to receive a copy of the Lienor's Notice as provided in Section
713.13(1)(b), Florida Statutes.
a. Phone number Fax number _
Expiration date of notice of commencement (the expiration date is 1 year from the
date is specified)
unless a different
IS t re of Owner
Sworn to or affirmed) d subscribed before me this day of 20 0( , by
Personally Known v
Type of Identification -
Commission
OR Produced. Identification
WIRY LOU ROSS
err
r.
comet" DD08W9
ic, to of Florida r1 , ExpLiomo fdibeondrdom, teooHa rit N,.+
FloridaWM e................................ b
R
APPENDIX 13-0
FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION
FORM 60OC-04 Residential limited Applications Prescriptive Method C CENTRAL 4 5 6
Small Additions Renovations & Building Systems
Compliance with Method C of Sub -Chapter 6 of the Florida Energy Efficiency code may Ire rlemonstraieu oy the use of rorm ouv-vr nor uw,uuw v, vw
square feet or less, site -installed components of manufactured homes, and renovations to single- and multiple -family residences. Alternative methods are
r... nA.r;,;i...e h ,m M Fn FUInR.nd nr nnnA-ria
PROJECTNAME:
AND ADDRESS:
00liTIO14 BUILDER: 09WIIJ41Z..
IC. I It. . Jr#& S T PERMITTING c
OFFICE: vd 1-J foRr>
CLIMATE
ZONE: 4 5 6 LJ
OWNER: f Lt T PERMIT NO.: JURISDICTION NO.: 9 ( p LQ
SMALL ADDITIONS TO EXISTING RESIDENCES (600 square loci or less of conuraoneo area). vrescnpuve requnen,crrrs n, wv,. vv-,. V ', .- -
apply only to the components of the addition. not to the existing building. Space heating, cooling. and water healing equipment efficiency levels must be met
only when equipment is installed specifically to serve the addition or is being installed in conjunction with the addition construction. Components separating
unconditioned spaces from conditioned spaces must meet the prescribed minimum insulation levels. RENOVATIONS (Residential buildings undergoing ren-
ovations costing more than 30% of the assessed value of the building). Proscriptive requirements in Tables 6C- t and 6C-2 apply only to the components
and equipment being renovated or replaced. MANUFACTURED HOMES AND BUILDINGS Only site -installed components and features Rre Covered by
this form. BUILDING SYSTEMS. Comply when complete new system is installed.
1. Renovation, Addition, New System or Manufactured Home
2. Single-family detached or Multiple4amily attached
3. If Multiple -family -No. of units covered by this submission
4. Conditioned floor area (sq. ft.)
5. Predominant save overhang (ft.)
6. Glass type and area:
a. Clear glass
b. Tint. film or solar screen
7. Percentage of glass to floor area
B. Floor type and insulation:
a. Slab -on -grade (R-value)
b. Wood. raised (R-value)
c. Wood, common (R-value)
d. Concrete, raised (R-value)
o. Concrete, common (R-value)
9. Wall type and insulation:
a. Exterior: 1. Masonry (Insulation R-value)
2. Wood frame (Insulation R-value)
b. Adjacent: 1. Masonry (Insulation R-value)
2. Wood frame (Insulation R-value)
c. Marriage Walls of Multiple Units' (Yes/No)
10. Ceiling type and insulation;
a. Under auic (Insulation R-value)
b. Single assembly (Insulation R-value)
11. Cooling system'
Types: central. room unit, package terminal A.C., gas, existing, none)
12. Heating system'
Types. heat pump. elec. strip, natural gas. LP -gas, gas h.p.. room or PTAC
existing, none)
13. Air distribution system'
a. BackRow damper or single package systems' (Yes/No)
b. Ducts on marriage walls adequately sealed' (YesiNo)
14. Hot water system:
Types: elec., natural gas, other, existing. none)
Pertains to manufactured homes with site -installed components.
Please Print
1. -n--D 2um I
2. jN_ Lt-
3.--
4. 1 3, 0
5. L. 5. 2-
Single Pane Double Pane
68. rJ 2 _ sq. ft. -- sq. ft.
6b. sq, ft. sq, ft,
7. JJ_%
Be. R = z3 lin. It.
8b. R =-- _ _ sq. ft.
Bc. R = --- sq. it.
Rd. R =--- --- sq. h.
Be. R =-- - SQ, It.
9a-1 R =_rl 431-- 1sq. it.
98-2 R = sq. ft.
9b-1 R =-___- sq. ft.
9b-2 R =Y- ___-- sq. ft.
9c.
10a. R = 3 U- 13. Qq. ft.
10b. R = _ -- sq. ft.
11. Type: CX_IS_T I NG4_
SEER/EER:
12. Type:_F_:ItiJ_'5TL.LiZG-
HSPFlCOPlAFUE:NZA- -
13a.
13b.
14, Type:_AZX1
EF. d/!'
CK
1 herabv Ihal brrs ands• ons eGr red . Iha calcu aUon a e in compliance .0 Rariiw of plans and stadticatiom coverai by Mis calculation Inircalas mmoliancr veth lht Florida
the FI! ,oa Energy Cod. Energy Code. &fore oonsiru,1. is eomplNed, th, bwlding,rill be iml`cte11 ur v1.11 W e m
ac -ow3 rr. w th Sarlim 55:>.UUL'. F.S.
PREPAR
BUILDINGORFICULL._
I haraD'/ (witty Ina) is Aui:dinp is in canriianea w:ih Lhe siwida 3::xxpy Code:
OWNER AGENT: __- DATE DATE: -
FLORIDA 604- IL l
r
PLANS REVIEWED 13-D.35
CITY OF SANFORD
APPENDIX 13-D
Climate Zones 4, 5, 6
TARIF Rc.e PRFSCRIPTiVE REQUIREMENTS FOR SMALL ADDITIONS 1600 Sq. A. and Less). RENOVATIONS TO EXISTNG BUILDINGS AND SITEINSTALLED COMPONENTS OF MANUFACTURED HOMES
MINIMUM INSULATION
COMPONENT INSULATION INSTALLED
5
fl
F(ame,
Ya
x4'
Sto
Frame, 2 x 4' R 11lComfeRFramo.27x4' 8-19
3 Comnw. Rama, R-11
Cornnvn, Masonry R-3
Under Attic
Single Assembly: Enclosed
Frame R-19
7 Metal Pons R-13
V Singh Assembly: Open R-10
Common. Fiamo R-11
No Minimum
ISIalb-on-grack,
Wood R-11
gRaisrdFLlised Concrete R-5
u- Common, Flame R-11
R-6 2......._......'. +.__.............
In un;undmoned space
n ccndilionod space No minimum
rime ecmeerrrurs FM nl ARK ARF<4 RI AMITI(IMS DULY
MINIMUM INSTALLED
EQUIPMENT EFFICIENCY EFFICIENCY
z Centel A C -Spat SEER =10.0 SEER = VA 12!
0 SnVe Pkg. SEER = 9.7 SEER n _
g Flom unit orPTAC EER =8.5- EER =
Electric Resistance ANY
HSPFS r-1
F.
Heat pump - Split
Singla Pkg
HSPF - 6.8
HSPF = 6 6 HSPF = , ...........
w Room text orPTHP COP .2.7• HSPF:COP=_
x
u.' Gas. njiural or propane AFUE =.78 AFUE _
Fuel 0.1 AFUE = .78 AVUE -
Electdc Resiamct:e EF = .92 EFF
i < Gas: natura) or LP -gas EF = .59 EF:
3 Fuel Oil EF = .54 EF =
See Table 13-607.1.ABC.3.2 and 13.008.I.ABC.3.2
Maximum percentage glass to If= area Aito'wed is selected by typo_ ojedwng length, and solar heal gain o nef iciem. Maximum % 20 Installed % s AL
GLASS TYPE OVERHANG. AND SOLAR HEAT GAIN COEFFICIENT REQUIRED FOR GLASS PERCENTAGE ALLOWED
UP TO 20:;- 1 UPTO W..b UP TO 4014. UP TO 50% Single
Double gnglar Double, Single Double Single Doubta OIt•
SHGC OH-SHGC OH-SHGC OH-SHGC OH-SHGC OH-SHGC OH-SHGC OH-5HGC V-
87 01_
5 0-.
7el 2'•.87 V-.
75 0'-.
57 V-.
78 D -.
61 3'-.
87 2'-.
75 V-
57 0' - .
39 2'-
78 V-.
61 0'..
44 4'-.
87 3'-.
75 2'-.
57 1' ..
39 0'•.
30 3'-.
78 2'-.
61 V-.
44 0' - .
35 Get
cantilied SHGC Imam the manufarturer or use defaults: Single clear SHGC - .75, double dear SHGC = b6, anti cinglo tint SHGC = 61 TABLE
6C-3 MINIMUM REQUIREMENTS FOR ALL PACKAGES COMPONENTS
SECTION REQUIREMENTS CHECK Exterior
Joints & Cracks E-M.1 To be caulked. gasketed. weather -shipped or otherwise sealed. Exterior
Windows & Doors SM. f Max. 0.3 ChD•'sq.11. window area; .5 chr/sq.N. door area. Sate &
Top Plates 6M.1 Sole plates and peraliations Imough top ptatas of exterior walls must W sealed Recessed
Lighting 606.1 Type IC rated with no penetrations (Iwo alternatives allowed). YJ A Multistory
Houses 1506.1 Air barrier on perimeter (A floor cavily between Iloors. Exhaust
Forts 60G.1 Exhuusl lens vented to unconditioned spew shag heave drapers, except Wr combustion devices with integral exhaust dudvrork
N r A Combustion
Heating 6%.1 Combustion space and water heating systems mud be provided with outside comt)udfon air except for direct vent appliances.
a / Water
Heaters 612.1 Comply wit+ efficiency requirements in Table 612.1.ASC.3.2. Switch or clearly marked circuit breaker eleddC of cutoff gas)
must be provided. External or built-in bent trap required for vertiad pipe risers. L ASwimming
Pools & Spas 612.1 Spfas S hated pools must have covers (except solar heated). Noncommercial pouls'Dust have fa pump boys. Gas We & pool
heaters must have minimum thermal efficiency o179's:.. A
Hot
Water Pipes Wit Insulation is required for hot water dreulabrig systems (including heat recovert unfts). N Shower
Heads 612.1 Water lbw must be resdicfed to no more than 2.6 gallons per rnmrte al 8Ci psig. HVAC
Duct Construction, Insulation &
Installation 610.
1 Ail ducts. mange mechanical equipment and plenum chambers shall tie merlhamcany attached, sealed, insulated and instated
in accordance with the criteria of Section 610.1. Duds in itbcs must be inSuUted to a Minimum of R-6. HVAC
Controls 607.1 Separate hoaddv accessible manual or aulorelic tharmcoUt for each syslgm. U GE14ERAL
DIRECTIONS: 1.
On Table 5r-I indicate Ube R-value of Me insualion being added to each cornPonsl and ire b fitlency :a:eie of bile equia.716n1 taing insialkd. All R•valllas and ellicienoes .nstailed must meet or excv d the
minimum values listed. Components send egetipmerl re0ei being added not renovated rmy be left Naas. 2.
ADDAW NS ONLY. Uetemurd ne vatcce to le of new glass to con0ftned floor area in the addition as follows. Total the areas of all tp'assrAndows. sliding grass doors and glass door panels. Daunt, the area of
aF nomerl-ul root glace and add 4 to ne meyious total. When glass in a isting erlerior Yfalls is bung removed or endosed by ne ltddihon, an amounl eeiwl to the loiat bed of this glass maybe Subtrarletl fromthetotalglassaria. Divide the adjusted bans area total by the catditioued flour area of the addition. muibply by tog to get the psrcchl. Fnd The Urged class Mercetoge under -which yunr ukulate,7percentagetailsonTable6C-2. Prestrictives are glen by The hpe of glass tsingte or double pane`, and the caedhang (OH) paired with a Sulu heat gal." coed'xlent (SHGC). For a gl to class type and awedurg,
l,e muahnum solar heal gain toefficioa avowed Is specified. Actual glass wind vir and doors piedwhsy in Ole eftlertor wafis of tie house nd bNnq (ein5bf it io the addlion du ncl haue to comply with
the overhang and sole heat On Caatticibd reguiremerts on Table OC-2. All glass in the aadibon must meet the iequiremord for one of the options in the gWss percimtage category you indicated. The
overhang tOH) tlsiarce is measured perpendeularly from the tax of the glass to a point diieefy under the outermost edge of the overhang. 3. RENOVATIONS
ONLY. ReptaCertner4 glass needs lo.mat the following requirements. Any glass b9a and solat :feat gain Millicent may be used bur glass areas who are under at least a 2-feet overhang and whose;
ovresl edge does not ole!hd hlrnel Than 6 feel horn the overteng. GL15s afem being ien ovaled that do not meet Ibis Enle is must be either single pane htt1M, double -Pare Clear or dooble-Pare tihlad. 4.
BUILDII'
gG SYSTEMS. Comply then nevi system is InsWIWd for system instal,ed. 5. CornfrXh:
the ialrarsdinn nerwasled uc Ilia top hall M liage 1. 6 Raie.'
fdifumum Requirements Ior Small Addition, and Renovab.)ns: Table OC-3, and eheek al aepiicable ilenls. 7. Read,
sign and date the'OvaeriAgenP ir.A4icaUrxf siateniml on page 1. 13-D.
36 FLORIDA BUILDING CODE - BUILDING
Seminole County Property Appraiser Get Information by Parcel Number Page I of I
2 3 4:
P90-PERTY
APPRA.PsER
7.A
Ni 474
407-655.750F,
X WORKING VALUE SUMMARY
GENERAL Value Method: Market
Parcel Id: 30-19-31-502-0200-0070 Number of Buildings: I
Owner: TRIPLETT JEFFREY C & BRANDI M Depreciated Bldg Value: $116,050
Mailing Address: 1616 E 4TH ST Depreciated EXFT Value: $0
City,State,ZipCode: SANFORD FL 32771 Land Value (Market): $32,951
Property Address: 1616 4TH ST E SANFORD 32771 Land Value Ag: $0
Subdivision Name: MARVANIA 1ST SEC Just/Market Value: $149,001
Tax District: S1-SANFORD Assessed Value (SOH): $118,918
Exemptions: 00-HOMESTEAD Exempt Value: $25,000
Dor: 01-SINGLE FAMILY Taxable Value: $93,918
Tax Estimator
SALES 2005 VALUE SUMMARY
Deed Date Book Page Amount Vac/Imp Qualified Tax Value(without SOH): $2,014
WARRANTY DEED09/2003 05059 1337 $127,500 Improved Yes 2005 Tax Bill Amount: $1,805
WARRANTY DEED08/2001 04167 1041 $62,100 Improved Yes Save Our Homes (SOH) Savings: $209
WARRANTY DEED08/1993 02628 0284 $68,000 Improved Yes 2005 Taxable Value: $90,454
WARRANTY DEED01 /1973 00970 1057 $16,800 Improved Yes DOES NOT INCLUDE NON -AD VALOREM
Find Comparable Sales within this Subdivision
ASSESSMENTc
LEGAL DESCRIPTION
LAND
PLATS; k-
Land Assess Method Frontage Depth Land Units Unit Price Land Value
FRONT FOOT & LEGS29 FT OF LOT 7 + ALL LOT 8 BLK 2 1ST
DEPTH
79 135 .000 430.00 $32,951 SEC MARVANIA
I PB 4 PG 100
BUILDING INFORMATION
Bid
Bid Type Year Bit Fixtures Base SF Gross SF Living SF Ext Wall Bid Value Est. Cost New
Num
1
SINGLE 1948 3 1,215 1,910 1,215 CB/STUCCO FINISH $116,050 $139,819
FAMILY
Appendage / Sqft SCREEN PORCH FINISHED/ 240
Appendage / Scift OPEN PORCH FINISHED / 15
Appendage I Sqft GARAGE FINISHED/ 440
NOTE: Appendage Codes included in Living Area: Base, Upper Story Base, Upper Story Finished, Apartment, Enclosed Porch
Finished,Base Semi Finshed
Permits
NOTE: Assessed values shown are NOT certified values and therefore are subject to change before being finalized for ad valorer
tax purposes.
If you recently purchased a homesteaded property your next year's property tax will be based on Just/Market value.
re—web.seminole—county_title?parcel=30193150202000070&cpad=4TH&cpad—num= 161668/14/2006
CITY OF SANFORD BUILDING DIVISION
OWNER(BUILDER AFFIDAVIT
CONSTRUCTION CONTRACTING
Owners of property when acting as their own contractor and providing direct, onsite supervision
themselves of all work not performed by licensed contractors, when building or improving farm
outbuildings or one -family or two-family residences on such property for the occupancy or use of such
owners and not offered for sale or lease, or building or improving commercial buildings, at a cost not to
exceed $25,000, on such property for the occupancy or use of such owners and not offered for sale or
lease. In an action brought under this part, proof of sale or lease, or offering for sale or lease, of any such
structure by the owner -builder within l year after completion of same creates a presumption that the
construction was undertaken for purposes of sale or lease. This subsection does not exempt any person
who is employed by or has a contract with such owner and who acts in the capacity of a contractor. The
owner may not delegate the owner's responsibility to directly supervise all work to any other person
unless that person is registered or certified under this part and the work being performed is within the
scope of that person's license. For the purposes of this subsection, the term "owners of property"
includes the owner of a mobile home situated on a leased lot. To qualify for exemption under this
subsection, an owner must personally appear and sign the building permit application.
State law requires construction to be done by licensed contractors. You have applied for a permit under
an exemption to that law. The exemption allows you, as the owner of your property, to act as your own
contractor with certain restrictions even though you do not have a license. You must provide direct,
onsite supervision of the construction yourself. You may build or improve a one -family or two-family
residence or a farm outbuilding. You may also build or improve a commercial building, provided your
costs do not exceed $25,000. The building or residence must be for your own use or occupancy. It may
not be built or substantially improved for sale or lease. If you sell or lease a building you have built or
substantially improved yourself within 1 year after the construction is complete, the law will presume that
you built or substantially improved it for sale or lease, which is a violation of this exemption. You may
not hire an unlicensed person to act as your contractor or to supervise people working on your building. It
is your responsibility to make sure that people employed by you have licenses required by state law and
by county or municipal licensing ordinances. You may not delegate the responsibility for supervising
work to a licensed contractor who is not licensed to perform the work being done. Any person working
on your building who is not licensed must work under your direct supervision and must be employed by
you, which means that you must deduct F.I.C.A. and withholding tax and provide workers' compensation
for that employee, all as prescribed by law. Your construction must comply with all applicable laws,
ordinances, building codes, and zoning regulations.
1, , do hereby state that I am qualified and capable of performing the
requested construction involved with the permit application filed.
I will assume full r sponsibility as an Owner/Builder Contractor, and will personally supervise all work
allowed by la%y on he permitted structure.
T//4/*
Jf_DEBBIE BLANTON
Print Owner/Builder Name MY COMMISSION * DO 1WQ1
EXPIRES: February 25.2007
i .800 3.NMARr Fl. NojWy Djcoum ASSM Co.
gna e o
Owner is Personally Known to Me or has
Produced lD
4
J-MASTER(c) * 08-11-2006
RESIDENTIAL HEAT GAIN / HEAT LOSS CALCULATION
BASED ON A.C.C.A. MANUAL J - EIGHTH EDITION (c) 2003 by A.C.C.A.)
Project name : Addition I Prepaired by:
Address : 1616 East 4th Street I Southern Energy Eval Ser
City/State : Sanford 1122 East Minnesota Ave.
Owner : Triplett I Orange City, F1 32763
Builder : Owner ( 386-775-0271
HVAC contr. I FAX: 386-775-4171
Cond Flr Area = 473 (Total Glass Area = 52 1 Zone Faces: West
Conditioned Floor Area to Total Glass Area Ratio = 11%
USA Climatic Conditions Design Conditions
Geographical Location I Sanford, FLORIDA
North Latitude / Elevation 128 Deg. 14 Ft.Above Sea Level
Outdoor Winter Dry Bulb 138 Deg.F
Indoor Winter Dry Bulb 174 Deg.F
Winter Temp. Diff. (wTd) 136 Deg.F
Outdoor Summer Dry Bulb 193 Deg.F
Outdoor Summer Wet Bulb 176 Deg.F
Outdoor Summer Hum. Ratio Gr/Lb 1 37
Indoor Summer Relaltive Hum. 150
Indoor Summer Design Gr/Lb. 144
Indoor Summer Dry Bulb 175 Deg.F
Summer Temp.Diff.(sTd) 118 Deg.F
Summer Daily Range 117 Deg.F (Medium Deviation)
HEATING SUMMARY * 0809605.MAX COOLING SUMMARY *
SUBTOTAL = 8776.65 I STRUCTURE SENSIBLE = 4309.16
I OCCUPANT/APPLIANCE + 1190.00
I SUBTOTAL SENSIBLE = 5499.16
DUCT, LOSS + 438.83 I DUCT GAIN + 549.92
TOTAL LOSS = 9215.48 1 TOTAL SENSIBLE = 6049.08
MECH.VENT- 50 Cfm + 1980.00 I MECH.VENT- 50 Cfm + 990.00
I TEMP.SWING @ 3o/95o x 1.00
EQUIPMENT LOSS = 11195.48 1
1-------------------------------------
EQUIPMENT SENSIBLE = 7039.08
1 TOTAL LATENT + 2617.76
I
I SENSIBLE + LATENT = 9656.84
20% OVERSIZE FACTOR + 2239.10 1 20% SENS.OVRSZE FTR = 1407.82
ACTUAL+20% OVERSIZE = 13434.58 1 SENS. + 20% OVERSIZE = 8446.90
EQUIPMENT SELECTION *
EQT. MANUF Connection to Exst. Eqt SENSIBLE CLG BTUH)
CU MOD # LATENT CLG BTUH)
AHU MOD # TOTAL CLG BTUH)
HTG INPUT BTUH) TONAGE
HTG OUTPUT BTUH) S)EER
HTG CFM BTUH) CLG CFM
AFUE/HSPF TYPE
LOW FACTORS *
HTG FACTOR = gumpe CLG FACTOR = .05144 BTUH per CFM
STRUCTURE DEEWFfJ3 SENSIBLE HEAT-JffV1EWED
CITY OF SANFORD
Calculation Procedures A,B,C,D
I
Procedure A Winter Infiltration HTM
I
I
I
1. Winter Infiltration CFM Envelope Evaluation # 3 Better) I
I .7 Air Changes per hour x 3784 Cubic ft. x .0167 44.23 CFM I
II
12. Winter Infiltration Btuh I
1.1 x 44.23 CFM x 36 Degrees Winter TD 1751.70 Btuh I
II
13. Winter Infiltration HTM
1751.7 Btuh / 66 Sq.Ft of total Glass & Door areas
I
26.54 HTM I
I
I
Procedure B Summer Infiltration HTM
I
I
I
11. Summer Infiltration CFM Envelope Evaluation # 3 Better) I
I .35 Air Changes per hour x 3784 Cubic ft. x .0167 22.12 CFM I
II
12. Summer Infiltration Btuh I
I 1.1 x 22.12 CFM x 18 Degrees Summer TD 437.93 Btuh I
II
3. Summer Infiltration HTM I
I 437.93 Btuh / 66 Sq.Ft. of total Glass & Door areas
I
6.64 HTM I
I
I
Procedure C Latent Infiltration Gain
I
I
I
I 0.68 x 44 grains difference @ 50% RH x 22.12 CFM
I
661.83 Btuh I
I
I
I Procedure D Equipment Sizing
I
I
I------------------------------------------------------------------------------I
11. Sensible Sizing Loads I
II
I Sensible Ventilation Load I
I 1.1 x 50 Vent CFM x 18 Degree Summer TD 990.00 Btuh I
I Sensible Load for Structure 4309.16 Btuh I
I Sum of Ventilation & Structure Loads 5299.16 Btuh I
Rating & Temperature Swing Multiplier x 1.00 RSM I
I Equipment Sizing Load - Sensible
I
5299.16 Btuh I
I
2. Latent Sizing Load I
II
I Latent Ventilation Load I
0.68 x 50 Vent CFM x 44 Grains difference 1496.00 Btuh I
Internal Loads = 230 Btuh x 2 people 460.00 Btuh I
I Infiltration Load from Procedure C 661.83 Btuh I
Equipment Sizing Load - Latent
I
2617.83 Btuh I
I
Abbreveations
Glass/Windows
S.C.= Single Clear ; S.T. = Single Tint ; S.R. = Single Reflective I
D.C.= Double Clear ; D.T. = Double Tint ; D.R. = Double Reflective I
T.C.= Triple Clear ; T.T. = Triple Tint ; T.R. = Triple Reflective I
Shdg= Shading ; Ovhg = Overhang ; Btm = Bottom ; Hgt = Height I
I Sc = Shading Coefficient
1 * Inside Shading * I
N.S.= No shades D/B = Drapes or Blinds; R.S. = Roller Shades I
I * Other * I
IWhtm = Winter Heat Transfer Multiplier; Shtm = Summer Heat Transfer Multiplierl
Infiltration #'s: 1..Sub Standard/Poor; 2..Standard; 3..Better; 4..Excellent I
I
I
IRm #1 Room Name Addition Room Square Footage
I
474.50 I
I 1 1 Room Deminsion : 13.33x35.6 I
II
Glass Type Shdg OvHg Botm Hgt Sc Area Loss/Btuh Gain/Btuh I
II------------------------------------------------------------------------------
IW-No Shd Line S.C. R.S. 1.33 8.0 4.0 1.0 24.00 997.92 1593.60 I
I------------------------------------------------------------------------------I
IN -No Shd Fctr S.C. R.S. 1.33 7.0 n/a 1.0 28.00 1164.24 655.20 1
I
Componet Description R-value Area Loss Gain I
I
IN/W C.B. - Int Insul-Ext. 5 432.08 2239.90 872.80 I
Insulated Core/Metal-Ext. 0 14.00 236.88 89.60 1
Under Attic 30 474.50 569.40 659.72 1
ISlab on Grade 0 Lin.Ft. 62.30 1816.67 000.00 1
IGlass/Door Infil. Whtm/26.54 Shtm/6.64 x 66 1751.64 438.24 1
Occupant Gain 000.00 600.00 1
Appliance Gain 000.00 590.00 1
IDuct Loss/Gain 438.83 549.92 1
Total Room Loss/Gain 9215.48 6049.08 1
Interpolated CFM = 278.21
1
ISupply Htg/Clg CFM = 237.00 311.20 1
1
PLAT OF BOUNDARY SURVEY
for
JEFF TRIPLETT
Legal Description
THE SOUTH 29 feet OF LOT 7 and ALL LOT 8, BLOCK 2, 15t SECTION MARVANIA, according to the
Plat thereof as recorded in Plat Book 4, Page 100, of the Public Records of Seminole County, Florida.
0
w
0
z
M
a
w
JQ
U
Ln
SCALE: 1"=30' OFFICE
SURVEY NOTES:
1) The street address of the above -described property is 1616 a STREET EAST.
2) The above -described property lies in a Flood Zone X
SURVEYOR'S CERTIFICATE
This is to certify that I have made a Survey of the above described property and that the plat hereon delineated
is an accurate representation of the same. I further certify that this Survey meets the Minimum Technical
Standards set forth by the Florida Board of Land Surveyors pursuant to Section 427.027 of the Florida Statutes.
rM V 101una: CERTIFIED CORRECT TO:
REVISED FOR PROP056V ADDITION,- 19 JULY 2006
JEFF & BRANDI TRIPLETT
KITNEr.7 SURVEYING, INC. FLAGSTAR BANK, F.S.B.,. ISAOA
R. BLAIR K1,T,NER iP.L;S. 'NO. "3382 FIDELITY NAT'L TITLE INSURANCE CO.
Post Office Box 823, Sanford, Fl. 32772-0823
407)-322-2000
PROJECT NO: 03-734. 1 SURVEY DATE: ZO AUGUST 2003
PLANS REVIEWED
MIAMFDADE OF SAN MIAMI-DADECOUNTY, FLORIDA METRO -
DADS FLAGLER BUILDING BUILDING
CODE COMPLIANCE OFFICE (BCCO) 140 WEST FLAGLER STREET, SUITE 1603 PRODUCT
CONTROL DIVISION MIAMI, FLORIDA 33130-1563 305)
375-2901 FAX (305) 375.2M NOTICE
OF ACCEPTANCE (NOA) PGT
Industries 0170
Technology Drive Nokomis,
FL 34275 SCOPE-
This
NOA is being issued under the applicable rules and regulations governing the use of construction materials. The
documentation submitted has been reviewed by Miami -Dade County Product Control Division and accepted by
the Board of Rules and Appeals (BORA) to be used in Miami Dade County and other areas where allowed by the
Authority Having Jurisdiction (AHJ). This
NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Division (
In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have
this product or material tested for quality assurance purposes. If this product or material fails to perform in the
accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke,
modify, or suspend the use of such product or material within their jurisdiction. BORA reserves the right to
revoke this acceptance, if it is determined by Miami -Dade County Product Control Division that this product or material
fails to meet the requirements of the applicable building code. This
product is approved as described herein, and has been designed to comply with the Florida Building Code, including
the High Velocity Hurricane Zone. DESCRIPTION:
Series 1FD-101" Outswing Aluminum French Door APPROVAL
DOCUMENT: Drawing No. 944, titled "Aluminum French Door", sheets 1 through 5, prepared by manufacturer,
dated 9/5/97 with revision "G" dated 04l23104, signed and sealed by Robert L. Clark, P.E., bearing the
Miami -Dade County Product Control Revision stamp with the Notice of Acceptance number and approval date by
the Miami -Dade County Product Control Division. MISSILE
IMPACT RATING: None LABELING:
Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following
statement: "Miami -Dade County Product Control Approved", unless otherwise noted herein. RENEWAL
of this NOA shall be considered after a renewal application has been filed and there has been no change
in the applicable building code negatively affecting the performance of this product. TERMINATION
of this NOA will occur after the expiration date or if there has been a revision or change in the materials,
use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product,
for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with
any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT:
The NOA number preceded by the words Miami -Dade County, Florida, and followed by the
expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be
done in its entirety. INSPECTION:
A copy of this entire NOA shall be provided to the uscr by the manufacturer or its distributors and
shall be available for inspection at the job site at the request of the Building Official. This
NOA revises NOA # 02-0625.01 and, consists of this page I and evidence page E- I and E-2, as well as approval
document mentioned above. The
submitted documentation was reviewed by Herminio F. Gonzalez, P.E., Director, BCCO ANOA
No 04-0203.01 Expiration
Date: July 22, 2007 Approval
Date: December 23, 2004 dry\
Page 1 OFFICE
04-
0203.01.max
3
C
37 1/2' MAX. WROTH
13 1/4'
25
X.IDAYUG -
HINGE 25
MAX.OAYLIGNR CENTERLINEF-1OPENING 6' MAX.Tt i oi6
13 1/4'
HINGE LOG.
e4 s/e' MAx.
DAYLIGHT
OPENING i
95 1/2-
w 2 POINT
HEIGHTHEIGHTLOCK
OPTION /
4T X
co
47 3/4-
L
HNGE
CENTERLINE16'
MAIL
6' WAX.
13
6' HINGE 13 1/4'
15' MAX. O.C. CENTERLINE HINGE CENTERLINE
71 3/4- MAX. WROTH ----1
13 1/4'
HINGE
CENTERLINE
TYP. BOTH
JAMBS
a4 5/6' MAX.
DAYLIGHT
OPENING
M. HEAD k SILL TAP. BOTH JAMBS _6r] --
6' MAX. ` ---
NON -IMPACT DOORS
1.) GLAZING: 3/14' TO PEREO OR 5/a' I.G. (3/16'TEMPEREO. I/4' AIR SPACE. 3/16YEMPEREDI ANCHORAGE DETAIL
21 CONFIOURITNONS: X. XX SEE NOTE 4
3.) DESIGN PRESSURE RATING: SEE TABLES
A NEGATIVE DESIGN LOADS BASED ON TESTED PRESSURE AND CLASS TABLES ASTM E 1300-96.
B. POSRIVE DESIGN LOADS BASED ON RATER TEST PRESSURE AND GLASS TABLES ASTM E 1300-95.
4.) ANCHORAGE FOR HIGH VIELO= HURRICANE ZONE:
MAX 6' IROM CORNERS AND MAX. 15' O.C..
XX ONLY) AN ANCHOR AT THE MEETING RAIL CENERLNE AND MU. 4' EACH SIDE
2W
MAX. 6' FROM CORNERS AND MAX. 15' O.C..
X% ONLY) AN ANCHOR AT THE MEETTG RAIL CENTERLINE AND MAX. 4' Nt 6' EACH SIDE
iAl.
6' FROM CORNERS AND MAX. 16' O.C. (STAGGERED - SEE SHEET 4)
FOR ANCHORAGE REQUIRED OUTSIDE HIGH VEIDCP HURRICANE ZONES. REFER TO APPLICABLE TEST REPORT
5.) MNFa-OFDE COUNTY APPROVED HURRM.WE PROTECTIVE UN(T IS REQUIRED.
6.) SEALANT TO BE APPUEO AROUND FRAME A PANEL CORNERS. OEAD BOLT i LEVER HANDLE. ll s
7.) REFERENCE TEST.REPORTS: FTL-2333 4: FTL-36W
6.) SEE SHEET 2 FOR SECTION OCrANLS. RAAOv1 L Qwk .E
Pt 139JSEESHEET3FORI.G. GLAZING OETAIL. 70Sbudc.r
T
24.000 (
BLL 1)0.0 460.0 460.0
j3)1 EAD 65.5 80.9 439A
30.000 3) SILL 00.0 60.0 60.0
37.300 (3) HFAO 1 760.0 00.0 60.0
SILL 460.0 60.0 60.0
OMPARATIVE ANAL 9IS f0f(: XX ONFIT
HEIGHT JAMes
OT14 WOOD (6) 64.000 (6) 95.500 (I
000 (6) HFAO 102.0 40.9 83.4
7) SILL 60.0 W.O 60.0
60.000 (7) IEAO 0.8 00.9 0.4
9) SILL 460.0 80.0 00.0
71.750 M W" 0.0 00.0 60.0
9) SILL 60.0 00.0 00.0
NOTE NUMBERS IN PARENTHESIS ARE MININIJ
QUANTITY OP IRS SIDE
3/16' TEMPERED GLASS
8 SILICONE
7/1e' GLA55 WE
GLAZING
BEAD
MaNOUTHIC
S;L A71NG DETAIL
I Nr
04 2J 04 bNANr ANCWZ • WIT 4
11 04 03 CMG NOTES ADD LG DIY
oftJ/ 02
I T 7
E-,ADD AA01OR LOC.
7P LOCK
j )
93 97
RIOR ELEVATIONS - X & XX
107XOXo1.10FLD's° ' ALUMINUM FRENCH DOOR P.
O. 9 0X 1st° ARG NOXOMIs. FL U274 fpy pNT$ 1 •1 5 944
0
0
w
c
J
3 IN
ME
VERTICAL SECTION
71 3/0 ANAX. "m
1-25 11/10' MAX. DAn"T OPENING TYP. (2)
66.264. OVERALL PANEL 1Y10N
HORIZONTAL SECTION — XX CONFIG.
1 26 11 / 16' 4Alt`'
OAYUGNT OPENING
37 1/2- MAX. WIDTH
HORIZONTAL SECTION — X CONFIG.
w« Nr Nw •
K. II/A/bf
r
V.L
Pr />on>t
II 4iWIgCS
O.B. IN 17 A +P LOCK
O.B. 9 5 97
SECTIONS
oao10°> aw°s"
Pa 6= 13"
oXoa. n U274
ALUMINUM FRENCH C
101 NTS 2 5 944
b
i
J
5/e• OVEPMAu
I
MR SPACE
3/14' TEMPERED GLASS
1/•
3/16' TEYPEREO GLASS
E SILICONE
15/34' NGM.
A
GLASS OTE
Iff p7 :1•
V '
fl
5/
AIL
0
I
4fW11
e
2 POINT LOCK OPTION
a.r s ow. .wrR
Il ADF p I.G.I, C. OETA
e
Now 73/ 07 E—mo GIG MS SW
r. K
OrY.
r .8L 11 17 ADO K
9 3 97
o GLAZING DETAIL & EXPLODED VIEWS
r 'O100= s n34273ALUMINUM FRENCH DOOR 11oMR
L CM.k. P.E. PA. on r6Sf fw k A"r a' I N . w: 11
h6ciw , a 3.:7. FD—Iol NTS 3 5 944 G
3
MIN. '..; '.I 1•.
1/4` TAPCON JW/ 012 HO
SEE NOTE 2)
TYP. HEAD
IN WOOD Bum
OPTIONAL. SEE
NOTE 5)
1/4' 1 1/2' WIN.
MAX. •
FRAMING OR
OVER CONCRETE.
SEE NOIE 4)
12®
TYP. HEAD
ANCHOR FASTENERS ARE STAGGERED IN JAMBS
CONCRETE012WOOD
OR CMU
SCSCREW1 1/2' MN. 1 1/4' MIN.
MN. 2a WOOO ' •i
FRAMING OR
OVER OONCRCFE,
r•
SEE NOTE 4)
1/4' TAPCON
1/4• (SEE NOTE 2) 1/4'_,•,I .
WAX 1Wr0O0 1. B.0•M. OTYS IN BRACKETS ARE FOR X COWIGU ATION.
TYP. JAMB TYP. JAMB OUCK 3. o ONLANC RREpUI1 os OUTSOE 141CM VELOCRY HURRICINIE ZONES. REFER TO APPIJI B TEST REPORT.
4. INSTALLATION TO THE SUBSTRATE OF WOOD BUCKS 1 1/2- OR MORE
THICK, TO BE ENGINEERED BY OTHERS AND TO BE RENEWED BY
4.w * i"
BUILDING OFFTCIAL
F.K. 04 G-AW 00 AANMW I
1/4' TAPCON S. NSTALLATION TO THE SUBSTRATE OF VOW BUCKS LESS THAN F.K. IfF—AOO ITEMS J7
W/ /12 HO 1 1/2' THICK TO BE ENGINEERED BY OTHERS. 4.r *' 90s 4wrr.e
SEE NOTE 2) B. SEE ANCHO SPACING1 FA7 Ji 2 E—CMG rO WONS
GROUT MUSTTRANSFER $HEAR
L— ''
LOAD TO STAB.
1/4' NAII. D.B TI ADD 2P LOCK
O.B.
7
9 5 97
wN. ' .: •. j !•
TYP . SILL
l
yy
Aopr1 L Cwr, P.C.
ON7112
ANCHORAGE B. O. M.
tO +:>
P.O. !OM 1329
IIC6O $. YL 34274
ALUMINUM FRENCH 00
f""'''i6
FO—TOT
k:
NITS
3'""
1 4 M 5
u ''
1I'1I
944
N
m3
x
F,.
750
fl
062
4.000
ODOOR PANEL HEAD t SILL
6063-T5 ALUM.
050
1.620
250 --I F--
OWEATHER STRIP CHANNEL
6063-TS ALUM.
I.D.
2.Lf, 25
O"NO( EXTRu510N
i8 6063-T5 ALUM.
OY OOOR PANEL JAMB
6063-T5 ALUM.
125 1.500
I-
1
j.750 1--
1
TRUSS CLAMP
W63-TS ALUM.
363
050
I-+
I .675
1.096
78 I.G. GLAZING BEAD6063-T3 ALUM.
30
1.272
1
4.100
IL,.750
h----- 4.675
03 DOOR PANEL ASTRAGALGo63-T5 ALUM.
3.655
3.11 I
ar0 .550
1.
3.000
1.
4101
79
050 -a
OF11AME HEAD
6063-T3 ALUM.
0
A.Wlt L. Ckrk PE
FILLER HEAD ADAPTER
6063-T5 ALUM.
T
Qo
1.
4801
050
3.000
OFRAME IAMB
6063-T5 ALUM.
050 1.469
459
1 1 3.000 --1
O9 OUTSWING THRESHOLD
6063-T5 ALUM.
7iL4vJ/u
MKM. FL 27733 ALUMINUM FRENCH DOOR
PA. 60SO" O°w " a K
32-1 5 944 cHoul,
N
IMADE
BUILDING CODE COMPLIANCE OFFICE (BCCO)
PRODUCT CONTROL DIVISION
PLANS REVIEWED
CITY OF SANFORD MIAMI-DADE COUNTY, FLORIDA METRO-
DADE FLAGLER BUILDING 140
WEST FLAGLER STREET, SUITE 1603 MIAMI,
FLORIDA 33130-1563 305)
375-2901 FAX (305) 375-2908 NOTICE
OF ACCEPTANCE (NOA) PGT
Industries P.
O. Box 1529 Nokomis,
FL 34274 SCOPE:
This
NOA is being issued under the applicable rules and regulations governing the use of construction materials. The
documentation submitted has been reviewed by Miami -Dade County Product Control Division and accepted by
the Board of Rules and Appeals (BORA) to be used in Miami Dade County and other areas where allowed by the
Authority Having Jurisdiction (AHJ). This
NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Division (
In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have
this product or material tested for quality assurance purposes. If this product or material fails to perform in the
accepted manner, the manufacturer will incur the expense of such testing and the AM may immediately revoke,
modify, or suspend the use of such product or material within their jurisdiction. BORA reserves the right to
revoke this acceptance, if it is determined by Miami -Dade County Product Control Division that this product or material
fails to meet the requirements of the applicable building code. This
product is approved as described herein, and has been designed to comply with the Florida Building Code, including
the High Velocity Hurricane Zone. DESCRIPTION:
Series 16SH4000" Aluminum Single Hung Window APPROVAL
DOCUMENT: Drawing No. 2736, titled "Alum. Single Hung Window W/ STD. MTG. Rail", sheets
1 through 9 of 9, prepared, signed and sealed by Robert L.Clark, P.E., dated 12/15/04 with revision "D", on 12/
15/04, bearing the Miami -Dade County Product Control Revision Stamp with the Notice of Acceptance number
and expiration date by the Miami -Dade County Product Control Division. MISSILE
IMPACT RATING: None LABELING:
Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following
statement: "Miami -Dade County Product Control Approved", unless otherwise noted herein. RENEWAL
of this NOA shall be considered after a renewal application has been filed and there has been no change
in the applicable building code negatively affecting the performance of this product. TERMINATION
of this NOA will occur after the expiration date or if there has been a revision or change in the materials,
use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product,
for sales, advertising or any other purposes shalt automatically terminate this NOA. Failure to comply with
any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT:
The NOA number preceded by the words Miami -Dade County, Florida, and followed by the
expiration date may be displayed in advertising literature. if any portion of the NOA is displayed, then it shall be
done in its entirety. INSPECTION:
A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and
shall be available for inspection at the job site at the request of the Building Official. This
NOA revises NOA # 04-0714.06 and, consists of this page 1 and evidence page E-1 and E-2, as well as approval
document mentioned above. The
submitted documentation was reviewed by Herminiu F. Gunzale-c, P.E., Director, BCCO NOA
No 054104.05 s
Expiration
Date: September 30, 2006 Approval
Date. March 24, 2005 Page
1 OFFICE
GENERAL NOTES: NON -IMPACT WINDOW
GLAZING OPTIONS:
A. Iff ANNEALED GLASS
B. lA r TEMPERED GLASS
C..Vir ANNEALED GLASS
D. IN ANNEALED GLASS
E. 3I16' TEMPERED GLASS
F. IW TEMPERED GLASS
0.1R' I.G. GLASS CONSISTING OF (2) LITES OF IIW ANNEALEO GLASS
WITH AN AIR SPACE BETWEEN.
H. 1*7 I.G. GLASS CONSISTING OF (1) LINE OF 3/16' ANNEALED GLASS
AND (1) LITE OF IW ANNEALED GLASS WITH AN AIR SPACE BETWEEN.
12. CONFIGURATION: III OX
DESIGN PRESSURES: (SEE TABLE 1, SHEET 4)
A NEGATIVE DESIGN LOADS BASED ON TESTED PRESSURE AND GLASS
TABLES ASTM E 1300-M (ASTM E 13OW OUTSIDE MIAMT )ADE COUNTY).
B. POSITIVE DESIGN LOADS BASED ON WATER TEST PRESSURE AND GLASS
TABLES ASTM E 1300-88 (ASTM E 1 WO-94 OUTSIDE MIAMI.DADE COUNTY).
C. DESIGN PRESSURES LESS THAN 40 PSF ARE NOT APPLICABLE IN MIAM1
DADE COUNTY.
4. FOR ANCHORAGE REQUIREMENTS SEE SHEETS SAND 9.
5. SHUTTERS ARE REOUIREO WHERE IMPACT RESISTANCE IS REOUIRED.
SHUTTERS MUST BE MIAMI-WOE COUNTY APPROVED FOR INSTALLATION
IN MUWI-DADE COUNTY.
6. SEALANTS: FRAME CORNERS. FIXED MEETING RAIL SEAMS AND VENT
CORNERS SEALED WITH CLEAR COLORED SEALANT.
7. REFERENCE TEST REPORTS: FTL-2959, FTL-2960. FTL-2981, FTL-2983,
FTL-3654. FTL-4179, AND FTL-4379.
ACT. SrLI, NOTE I
76"
4AX.
HEIGHT
AO%UW FL ia771
P.Q KLV Ilia
M7KG1p.4, FL 34274
53
49
LITE
1/8' MAX.
a" AJAV
MOTH
FIXED
3ENING
34 3/8"
MAX.
FIXED
LITE
DAYLIGHT
OPENING
34 3/8"
MAX.
VENT
DAYLIGHT
OPENING
X17U4m LR tRlr7Lr
OUTSIDE ELEVATION
I ALUM. SINGLE HUNG WINDOW. STD. MTG R ILI
sa4m 1 NTS 1 7 . 9 2736
NOA DRAWING MAP
TOPIC SHEET
GENERAL NOTES ........ _.. 1
ELEVATIONS ..................... 1
GLAZING DETAILS. ..... _.... 2-3
DESIGN PRESSURES....... 4
VERT. SECTIONS ............ 5
HORIZ SECTIONS ........... S
PARTS LIST .................. 6-7
EXTRUSIONS ................. 6.7
ANCHORAGE ............... 8A
F~ L. dark R.E.
PE OU712
SYuctvy
1/8" ANNEALED OR
21 TEMPERED GLASS
OR
51
22
3/8' MIN.
BITE
19
118" GLAZING DETAIL
ORIGINAL DESIGN)
1/8" ANNEALED OR
TEMPERED GLASS
1/2"
BITE
Ui '-- SETTINGIlLL-=03 BLOCK
18" GLAZING DETAIL
ALTERNATE DESIGN)
AM III
NOTE I
23
3/16" ANNEALED ORORRr24TEMPEREDGLASS
25 r 3/
617E
IN.
19
3/16" GLAZING DETAIL
ORIGINAL DESIGN)
3/16" ANNEALED OR
TEMPERED GLASS
I L_ 1 I N.— SETTING
L+J U BLOCK
316" GLAZING DETAIL
ALTERNATE DESIGN)
v FECH"00romm
XoKOMs, R 3tm
P.O. BOX gas
Aofo YS, a N2u
1/2"
BITE
52
1/4' ANNEALED OROR -" I "" TEMPERED GLASS53
25
MIN.
BITE
E
114" GLAZING DETAIL
ORIGINAL DESIGN)
52
OR 1/4" ANNEALED OR1
53 I r TEMPERED GLASS
40D
1/2"
817E
mwwoiIiimiimWrt . I calm
05
19
SETTING
BLOCK
1/4" GLAZING DETAIL DETAIL
ALTERNATE DESIGN)
GLAZING DETAILS, MONOLITHIC
ALUM. SINGLE HUNG WINDOW, STD. MTG RAIL /// i. qak P.E.
wrs a+' — awK w.. PE 0=712
srwaoo FUL 2 - 9 27M D sum"
31
31
1/2" NOM.
1/8" ANNEALED GLASS
AIR SPACE
29 1/8" ANNEALED GLASS
3/8" MIN. 30 SITE
19
1/2" I.G. GLAZING DETAIL
ORIGINAL DESIGN)
1 /2" NOM.
1/8' ANNEALED GLASS
AIR SPACE
29 1/8" ANNEALED GLASS
i4 1 /2" hr SITE
v
SETTING
BLOCK
I.G. GLAZING DETAIL
ALTERNATE DESIGN)
ORIG. AND A
SILL NOTE I
1/2- NOM.
3/16" ANNEALEO GLASS
AIR SPACE
1/8" ANNEALED GLASS
1 3/ MIN.
I rll BITETE
1/2" I.G. GLAZING DETAIL
ORIGINAL DESIGN)
1/2" NOM.
3/16" ANNEALED GLASS
AIR SPACE
54 1/8" ANNEALED GLASS
44 1/2"
SITE
T •T
AY
31
19
SETTING
BLOCK
1/2" I.G. GLAZING DETAIL
ALTERNATE DESIGN)
GLAZING DETAILS, I.G. GLASSnrswwraoarawvFPTwauaa, a ause ^
PA wx Ws AM UM. SINGLE HUNG WINDOW, STD. MTG RAIL nue.i. Cwk. P.E.
MWOUS. Ft arv4 Viai'bly Berter PE ON717
s u000 17mg 3 9 2736 0 saw
r
COMPARATIVE ANALYSIS: TABLE 1.
WINDOW
WIDTH
GLASS
TYPE
WINDOW HEIGHT
28" 38 318" 60 618" 63" 78"
19 ur
A 58.7 75.0 58.7 75.0 56.7 75.0 58.7 69.4 43.8 43.8
8 56.7 -110.0 56.7 .110.0 56.7 -95.8 56.7 -71.0 43.8 -43.8
CA 56.7 -110.0 50.7 -110.0 56.7 -110.0 56.7 -94.7 56.7 -73.0
F 56.7 -110.0 56.7 -110.0 56.7 -110.0 56.7 -94.7 56.7 -73.0
G,H 58.7 -110.0 56.7 -110.0 56.7 -110.0 56.7 -88.0 W.7 4
24"
A 56.7 75.0 66.7 75.0 56.7 75.0 56.7 59.8 36.2 38.2
8 56.7 -110.0 50.7 -410.0 56.7 .93.2 56.7 -63.6 38.2 -30.2
CID 56.7 -110.0 56.7 -110.0 56.7 -110.0 56.7 -84.9 56.7 -63.8
F 56.7 -110.0 58.7 -110.0 56.7 -110.0 56.7 -84.9 58.7 -63.6
G,H 56.7 -110.0 56.7 -110.0 50.7 -410.0 56.7 -77.1 56.7 -57.9
281/2"
A 56.7 75.0 56.7 75.0 56.7 70.0 56.6 6 36.3 M.3
8 56.7 -110.0 56.7 -110.0 56.7 -92.9 56.7 -61.6 33.8 -36.3
C,0 56.7 -110.0 56.7 -110.0 56.7 -110.0 58.7 -821 50.7 -60.8
F 56.7 -110.0 55.7 -110.0 56.7 -110.0 56.7 -82.1 56.7 -80.8
G,H 56.7 -110.0 56.7 -110.0 56.7 -110.0 56.7 -74.6 55.0 -55.0
iy4
w11
w
f p
y
WINDOW, STD. MTG RAIL
2736 swows9
32"
A 56.7 -75.0 56.7 -67.8 56.7 -57.4 50.8 .8 8 -33.8
8 66.7 -110.0 56.7 -93.4 56.7 -82.0 50.7 -60.0 33.0 -33.0
C,O 58.7 -110.0 56.7 -110.0 56.7 -101.7 56.7 -80.0 56.4 -56.4
EX 56.7 -140.0 56.7 -110.0 50.7 -110.0 56.7 -80.0 50.4 -56.4
G,H 56.7 -110.0 56.7 -110.0 56.7 -103.3 56.7 -72.8 51.3 -51.3
37"
A 56.7 -75.0 56.5 -56. 49.6 -49.8 43. -43.7 33.0 -33.0
0 56.7 -101.3 56.7 -76.4 56.7 -65.2 56.7 -60.0 33.0 -33.0
CID 56.7 -110.0 56.7 -110.0 56.7 -86.4 56.7 -70.9 55.0 -55.0
E F 56.7 -110.0 56.7 -110.0 56.7 -110.0 56.7 -80.0 55.0 -55.0
G,H 56.7 -110.0 56.7 -101.7 55.7 -89.3 56.7 -728 50.0 -50.0
40"
A 56.7 -75.0 52.5 -52.5 45.3 -45.3 40.2 40.2 33.0 -33.0
0 56.7 -98.3 56.7 -73.3 56.7 -61.0 48.0 48.0 33.0 -33.0
C 56.7 -110.0 56.7 -110.0 56.7 -80.9 56.7 -65.8 55.0 -65.0
E F 50.7 -110.0 56.7 -110.0 56.7 -103.0 56.7 -80.0 55.0 -55.0
G,H 56.7 -110.0 56.7 -94.5 56.7 -81.5 56.7 -724 50.0 -50.0
44"
A 56.7 .75.0 47.5 -47.5 440.0 -40.0 36.7 -36.7 32.8 -32.8
8 56.7 -87.8 56.7 -64.8 53.9 -53.9 48.0 -48.0 33.0 -33.0
C 56.7 -110.0 56.7 -108.0 56.7 -73.1 56.7 -59.2 52.3 -52.3
0 56.7 -110.0 56.7 -108.0 56.7 -89.9 56.7 -77A 55.0 -55.0
56.7 -110.0 56.7 -108.0 56.7 -89.9 50.7 -80.0 55.0 -0.0
G,H 56.7 -110.0 56.7 -85.5 50.7 -72.1 56.7 -88.0 50.0 -50.0
48„
A 56.7 -75.0 4 .5 45.1 35.7 -35.7 33.7 -33.7 29.8 -29.8 ,
6 56.7 -79.3 56.7 -58.1 47.8 -47.8 42.1 421 33.0 -33.0
C 56.7 -110.0 56.7 -96.8 56.7 44.8 53.9 -53.9 48.0 -48.0
0 56.7 -110.0 50.7 -96.8 56.7 -79.7 56.7 -702 55.0 -55.0
E,F 56.7 -110.0 56.7 -98.8 56.7 -79.7 56.7 -702 55.0 -55.0
G,H 56.7 7110.0 50.7 -81.3 56.7 44.3 56.7 -60.7 50.0 -50.0
63 4B"
A 56.7 -70.6 43.2 -43.2 30.9 -30.9 29.7 -29.7 27.6 -27.6
6 56.7 -70.6 51.2 -51.2 41.8 -41.8 36.3 -36.3 33.0 -33.0
C 56.7 -110.0 56.7 -85.4 56.7 -59.5 47.0 -47.9 43.1 -43.1
0 56.7 -110.0 56.7 -85.4 58.7 -9.8 56.7 -W.6 54.5 -54.5
F 56.7 -110.0 56.7 -85.4 56.7 49.8 56.7 -60.6 55.0 -55.0
G,H 50.7 -107.0 56.7 -77.6 55.7 -55.7 53.4 -53.4 49.6 -49.6
07° OOY
MdCWRS R Wrl
a scar „xr
IIMOM. R tav4
r' P T DESIGN PRESSURES
FA 17 13/0 0
R£ WN ANO GONBIN OP TABLES, AaOEa GLASS
ALUM. SINGLE HUNG
FA I o4 c Rao AL r. SILL NOTE r
Vftuy 9eNer
sH+oro N75 4
Fx
o,
t7J13rW
ar.
GLASS TYPES:
A 1/8" ANNEALED FTL-2861, 2883
8. 118" TEMPERED FTL-2961, 2883
C. 3/16" ANNEALED FTL-2980
D. 1/4" ANNEALED -
E. 3116"TEMPERED FTL-2858, 4178, 4379
F. 1/4" TEMPERED FTL-2968, 4178, 4378
1/2" I.O. (118"A, AIR SPACE,IIB"A) FTL 664
P*UPGRADE
1/2" I.G. i3N6"A, AIR SPACE,1/8"A) FTL-38
FROM GLASS TYPE TESTER
8 OR 38
3 OR 34
MAX. VENT DAYLIGHT OPENING
13) NOTE 1
11
MAX. FIXED LITE DAYLIGHT OPENING
MAX. WIDTH
SECTION A —A
I. WINDOWS ARE EQUIPPEO WITH ITEM 13, SWEEP LATCH
LOCATED ON THE VENT TOP RAIL OR ITEM 41, BOTTOM
LOCK LOCATED ON THE VENT BOTTOM RAIL.
2. WINDOWS ARE GLAZED WITH ONE OF THE FOLLOWING
GLASS ITEMS 21, 23, 24, 29. 51. 52. 53. OR 54.
NOTE 2.
n
TN AND ApOEp ALTERNATE EXlRU5lON5 NomewS FaL
Ad am i" ALUM. SINGLEHUNG WINDOW, STD. MTG
T. S!!!, NOTE 1
noKOW n 3W4 WsBNy Boxer *I—— -
SN w W 5 9 1736
NOTE 2.
ftbW L. C1rk P.E.
PE us712
psi
ITEM I DESCRIPTION I PGT #
1 154MEO FRAME HEAD 152703
1O 42703, HEAD
6063-T6
063
I • 2.100
2.600
L
676 _ 7. I .500
1 T 2.050 ---4
2 #2704, SILL
6063-T6
22 1 8 UWINU HtAU b02W FLUKIUA bt;K Lri UK = LI10
23 3 16 ANNEALED GLASS 1'1
750 —
24 3 16 TEMPERED GLASS
25 3 16 1 4 GLAZING BEI 0 65196 FLORIOA R 71 j
6 8 x 1.000 PAN H MS 781P SP OR =
27 1 x 1 1 2 OP CELL FOAM PAD .
062 T 1.582
28 ISCIREEN AS SEM LY 2.04 1.023
1 1 8 R SPACE 1 8 A
30 I. G. GLAZING 0EA0 1253 OR = 06Y
31 SWIGGIE
1.462
1.963 o#2706, MEETING
RAIL, 6063-T6
O12705. JAM6
6063-T6
t .852
976 .926
62062T98 .
062 t.817 .5
1.187
A50
926
60#2707. VENT TOP C?) 12708, VENT BOTTOM OS #2709. VENT SIDE
RAIL. 6063-T6 RAIL, 6063-T6 RAIL, 6063-T6
ALT. SILL. fT£M J2
I
vrsxNwtoarOR
IJbMM15. a 34M
P.O. Box ism
AV-WCN19. it 31774
838
I 1.174 F-
040
O9 #2770. VENT
STOP. 6063-T6
PARTS LIST & EXTRUSII
ALUM. SINGLE HUNG WI
rw+rr •er:
srwo90 fm 6 9
TD. MTG RAII
2736 D
Nober1 L CW%. P.E.
PE 039712
9WWCRLW 1
ITEM I DESCRIPTION I PGT I I VENDOR/MAT'L
r
2.000
1.500—T
1.582
1.069
1.582
A62 ji
I _
l
2.119
33 #2750. HEAD
6063—T6
ALTERNATE EXTRUSION)
soo j--
1.222
062 I
2.000
1.539 F--
2.164
34 ##2752, JAMB
6063—T6
ALTERNATE EXTRUSION)
758 -1F+- .
964
1I -r
1 --
T— 1.645 .062
7 .050
2.100
958 I
1_ _
1062 .
676
966
O35 #2753. MEETING 36 i #2754. VENT TOP L20m
RAIL. 6063—T6 RAIL. 6063—T6
ALTERNATE EXTRUSION) (ALTERNATE EXTRUSION) 32 #2751. ALT. SILL
606 —T6
ALTERNATE EXTRUSION)
w1.947 —{
1.028 p6t
db~ft
Bs<
1.827 .625
062 T— 1.367 1b
050 H I 877
F- 1.028 T-
37 #2755. VENT BOTTOM 38 #2756. VENT SIDE
RAIL. 6063—T6 RAIL. 6063—T6 41 #2740. BOTTOM
ALTERNATE EXTRUSION) (ALTERNATE EXTRUSION) LOCK. 6063—T6
ssrra
W SN AL TERMOE EMOSION5 AND c rom ECNWLWYVMW EXTRUSIONS& PARTS LIST, CONTINUED
0 rauons. a sass
lg
a eax
ALUM. SINGLE HUNG WINDOW, STD. MTG MT Raba L. pyk, P.E. a 0 $
f7N VlS1bIy BeltYr ""'" °"
aw+ PENW12
pi SHOW iiACf 7 9 2736 sawa.a
QUANTITY OF ANCHORS PER JAMB
WINDOW SIZE
Width x Hei ht
FULL PSF
1/4" Tapco 12 Screw
19118 x 26 2 1 2
19118 xj 35 2 1 2
19 118 x 38 3/8 4 4
19 1/8 x 50 518 4 4
191/8 A 56 4 4
191/8 x 63 4 4
191/8 x 76 4 4
26 In x 26 2 2
26 In x 35 2 2
261/2 1 x 38 318 4 4
26112 1 x1 50 518 4 4
26112 xi 56 4 4
261/2 x 63 4 4
281/2 xj 76 4 4
37 x 26 2 1 4
37 x 35 2 4
37 x 38 3/8 4 4
37 x 50 5/8 4 4
37 x 56 4 4
37 x 63 4 4
37 x 76 4 4
44 1XI 26 2 4
44 x 35 4 4
44 x 38 318 4 4
44 x 50 5/8 4 4
44 x 56 4 6
44 x 63 4 6
44' x 76 4 4
48 Ix. 26 2 4
48 x 35 4 4
48 x 38 3/8 4 4
48 x 50 518 4 4
48 x 56 4 1 4
48 x 63 4 6
48 xI 76 4 4
531/8 1xi 26 4 4
531/8 x 35 4 4
53118 x 38 318 4 4
53118 x 50 5/8 4 4
531/8 x 56 4 4
531/8 x 63 4 4
531/8 x 76 4 6
FOR ANCHOR
9"
17" MEETING RAIL 76"
L
9"
DETAIL A
MIAMI—DADE COUNTY ANCHORAGE SPACING:
9"
EQUAL
EQUAL
17" 1 NG RA1 76"
oil
EQUAL
L
EQUAL
9"
DETAIL 8
1. ANCHORS ARE NOT REQUIRED IN THE HEAD OR SILL (REFERENCE TEST REPORT FTL-4379).
2. SPACING FOR (4) OR LESS ANCHORS PER JAMB: (DETAIL A)
MAX. 9" FROM CORNERS
MAX. 17" AT MEETING RAIL (DIMENSIONED FROM 8 1 /2" BELOW MEETING RAIL)
3. SPACING FOR MORE THAN (4) ANCHORS PER JAMB: (DETAIL B)
MAX. 9" FROM CORNERS
MAX. 17" AT MEETING RAIL (DIMENSIONED FROM 8 1 /2" BELOW MEETING RAIL)
ONE ADDITIONAL ANCHOR REQUIRED ABOVE AND BELOW THE MEETING RAIL AT CENTERUNE
BETWEEN THE CORNER AND MEETING RAIL ANCHORS.
4. WHEN INSTALLING' OUTSIDE MIAMI—DADE COUNTY WITH 1/4" TAPCONS OR #12 SCREWS. SPACE
ANCHORS PER NOTE 2 FOR FULL COMPARATIVE ANALYSIS PRESSURE.
N KAW F:Wn
I. m —'
P.O.eox rs"
ALUM. SINGLE HUNG W1
Ft aMNOW, 274 Viably Better '"""` '"" '"`
57aaoo HALF 8 M 9
TO. MTG
2736
RAE[6L. cmk. PE.
PE SM712
staerr
1 1 /4" MIN.
1/4" MAX. SHIM —{
I i
d.
1 /4" TAPCON a
SEE NOTE 1)
A
NO WOOD 13UCK (SEE NOTE 3)
OUTSIDE)
1 1 /4" MIN.
1/4" MAX. SHIM F--
1 a
4.
1/4" TAPCON ' e
SEE NOTE 1)
A
1 x WOOD BUCK (SEE NOTE
OUTSIDE)
TYPICAL JAMB ANCHORAGE
1 1 /2" MIN.
1/4" MAX. SHIM --I
12 SCREW
2x WOOD BUCK (SEE NOTE
OUTSIDE)
NOTES:
1. FOR CONCRETE APPLICATIONS IN MIAMI—DARE COUNTY, USE ONLY MIAMI—DARE COUNTY APPROVED TAPCONS.
2. INSTALLATION TO THE SUBSTRATE OF WOOD BUCKS TO BE ENGINEERED BY OTHERS OR AS APPROVED BY AUTHORITY HAVING JURISDICTION.
3. WOOD BUCKS LESS THAN 1 1/2- THICK ARE OPTIONAL (PRODUCT MAY BE INSTALLED DIRECTLY TO CONCRETE).
4. FOR ATTACHMENT TO ALUMINUM (MIN. 1/16" THK. 6063—T5) AT FULL COMPARATIVE ANALYSIS PRESSURE: FOLLOW ANCHORAGE DETAILS SHI
ABOVE FOR 2x WOOD BUCKS, USING 112 SHEET METAL SCREWS LONG ENOUGH TO PROVIDE FULL THREAD ENGAGEMENT INTO THE
ALUMINUM. FOR SPACING REQUIREMENTS REFER TO SHEET 8.
ALT. Stu. I rCh( 32
t
ryrsroo
v rcalwmooratrw
NONOW. PL U275
P.O. Box fsx
NONO , A 31274
DETAILS
NG WINDOW, STD. MTG
9 9 2736
r„ I
arc,:.rr,
Robert _. Gh,i: Pf.
PE NWI12
shoed
t NE"
MiTek
RE: 38030 - MiTek Industries, Inc.
1 1801 Massaro Blvd.
Tampa, FI 33619
Site Information:
Project Customer: CREATIVE CHANGE Project Name: TIPLETT ADD Phone: 813/675-1200
Lot/Block: Subdivision: Fax: 813/675-1148
Address: 1616 E. 4TH ST
City: SANFORD State: SEMINOLE COUNTY
Name Address and License # of Structural Engineer of Record, If there is one, for the building.
Name: License #:
Address:
City: State:
General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special
Loading Conditions):
Design Code: FBC2004/TP12002 Design Program: MiTek 20/20 6.3
Wind Code: ASCE 7/02 Wind Speed: 120 mph Design Method: User defined
Roof Load: 40 psf, nonconcurrent BCLL=10 psf Floor Load: N/A psf
This package includes 2 individual, dated Truss Design Drawings and 0 Additional Drawings.
With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet
conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules.
No. Seal# Job ID# Truss Name Date
T2344456 38030 A 8/31/06
T2344457 38030 AG 8/31/06
Wind Code: ASCE 7/02
Roof Load: 50 psf, nonconcurrent BCLL=10 psf
OFFICE
The truss drawing(s) referenced above have been prepared by MiTek
Industries, Inc. under my direct supervision based on the parameters
provided by Accu-Span.
Truss Design Engineer's Name: Zhang, Guo-jie
My license renewal date for the state of is February 28, 2007.
NOTE: The seal on these drawings indicate acceptance of
professional engineering responsibility solely for the truss
components shown. The suitability and use of this component
for any particular building is the responsibility of the building
designer, per ANSI/TPI-1 Sec. 2.
PLANS REVIEWED
CITY OF SMFORD
1 of 2 Zhang, Guo jie
Guo-Ae Zhang, FL Uc 047744
PATek Industries, Inc.
1801 Massaro SW
Tampa FL 33619
FL Cert.06834
August 31,2006
NSS I NSS Type ty
T2344458
030 A SCISSORS 7 7
Job Reference (optional)
CCU -SPAN TRVSS, LONGWOOD, FL. 32750, JEFF 6.300 s Jul 112006 MiTek Industries, Inc. Thu Aug 31 09:03:11 2005 Page 1
44.1 741-4 11-0-8 144.12 17-9-0 21-1.4 24.5-8 27.9.12 31-1-15 35-6-0 M10.0I.14-0. I 1 1 I 1 I +
1.4-0 4.4.1 344 344 344 344 34A 344 344 344 44-1 14-0
Scale = 1:62.9
5x8 =
4.00 F12
7
3x4 30
8 8
3x4 % 3x4
5x6 5 9 US
q 10
2x4 2x4
3 11
17
18 6x8 = 16 122
1 19 3x4 = 30 = 15 73 1
20 500 MT76= 5x10 MT16- 14
2.00 r 124x10 = 3x4 = 3x4 = 400 =
5-2-2 9A-6 13-6-11 1 7.9.0 21-11-5 26.1-10 3T0.3-14 F 35.64)
i t I
5-2-2 4-2-5 4-2-5 4-2.5 4-25 4-25 4-2-5 5.2.2
late Offsets X 2:0-3-6 Ed a 4:0-3-0 0-3-0 10:0-3-0 0-3-0 12:0-3-6 Ed a 15:0.4-12 0-3-0 19:0-4-12 0-3-0
OADING (psl) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP
CLL 20.0 Plates Increase 1.25 TC 0.62 Vert(LL) 1.04 17-18 >401 360 MT20 244/190
CDL 10.0 Lumber Increase 1.25 BC 0.91 Vert(TL) -1.68 16-17 >249 240 MT16 171/147
CLL 10.0 Rep Stress Incr YES WB 0.76 Horz(TL) 0.86 12 n/a n/a
CDL 10.0 Code FBC2004/TP12002 Matrix) Weight: 170lb
UMBER BRACING
OP CHORD 2 X 4 SYP No.2D TOP CHORD Structural wood sheathing directly applied or 2-3-11 oc purlins.
OT CHORD 2 X 4 SYP No.1 D BOT CHORD Rigid ceiling directly applied or 3-8.4 oc bracing.
EBS 2 X 4 SYP No.3
FACTIONS (Ib/size) 2=1493/0-8-0, 12=1493/0-8-0
Max Horz 2=4 22(load case 4)
Max Uplift2=-884(load case 5), 12=-884(load case 6)
FORCES (lb) - Maximum Compression/Maximum Tension
OP CHORD 1-2=0/21, 2-3=-5712/3141, 3-4=-5735/3132, 4-5=-5723/3101, 5-6=4995/2641, 6-7=-4159/2113, 7-8=-4159/2121,
8-9=4995/2529, 9-10=-5723/2993, 10-11=-5735/3041, 11-12=-5712/3055, 12-13=0/21
OT CHORD 2-20=-2991/5350, 19-20=-3069/5681, 18-19=-2701/5243, 17-18=-2232/4635, 16-17=-2054/4635, 15-16=-2476/5243,
14-15=-2851/5681, 12-14=-2791/5350
WEBS 3-20=0/235,4-20=-204/134,4-19=-269/267, 5-19=-230/419,5-18=-557/447,6-18=-278/497,6-17=-781/576,
7-17=-1148/2376,8-17=-781/579,8-16=-280/497,9-16=-557/450,9-15=-233/419,10-15=-269/272,10-14=-204/149,
11-14=0/235
NOTES
1) Unbalanced roof live loads have been considered for this design.
Wind: ASCE 7-02; 120mph (3-second gust); h=18ft; TCDL=6.Opsf; BCDL=5.Opsf; Category II; Exp B; partially; MWFRS gable end zone;
Lumber DOL=1.33 plate grip DOL=1.33.
This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
All plates are MT20 plates unless otherwise indicated.
5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
Bearing at joint(s) 2, 12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity
of bearing surface.
Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 884 lb uplift at joint 2 and 884 lb uplift at joint
12.
LOAD CASE(S) Standard
GuoJie Zhang, FL Lic #4774
MiTek Industries, Inc.
1801 Massaro Blvd
Tampa FL 33619
FL Cert.#6634
August 31,20 X
e WARNING - Ver(fy design parameters and READ NOTES ON TRIS AND REVERSE SIDE BEFORE USE. 1801 Massaro Blvd.
Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. Tampa, FL 33619
Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown
is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the
erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding
fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, D$5-89 and BCSII Building Component MiTek® Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison, WI 53719.
Symbols
PLATE LOCATION AND ORIENTATION
13/4 * Center plate on joint unless x,y
offsets are indicated.
Dimensions are in ft-in-sixteenths.
Apply plates to both sides of truss
and securely seat.
OC
O
For 4 x 2 orientation, locate
plates 0 - 1/16" from outside a
edge of truss. o
This symbol indicates the
required direction of slots in
connector plates.
Plate location details available in MiTek 20/20
software or upon request.
PLATE SIZE
The first dimension is the width
4 X 4 perpendicular to slots. Second
dimension is the length parallel
to slots.
LATERAL BRACING
Indicated by symbol shown and/or
by text in the bracing section of the
output. Use T, I or Eliminator bracing
if indicated.
BEARING
Indicates location where bearingstw (supports) occur. Icons vary but
IiF reaction section indicates joint
number where bearings occur.
Industry Standards:
ANSI/TPI1: National Design Specification for Metal
Plate Connected Wood Truss Construction.
DSB-89: Design Standard for Bracing.
BCSI1: Building Component Safety Information,
Guide to Good Practice for Handling,
Installing & Bracing of Metal Plate
Connected Wood Trusses.
Numbering System
6-4-8 dimensions shown in ft-in-sixteenths
2 3
TOP CHORDS
BOTTOM CHORDS
8 7 6 5
JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE
AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO
THE LEFT.
CHORDS AND WEBS ARE IDENTIFIED BY END JOINT
NUMBERS/LETTERS.
CONNECTOR PLATE CODE APPROVALS
BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32
ICBO 4922, 5243, 5363, 3907
SBCCI 9667, 9730, 9604B, 9511, 9432A
General Safety Notes
Failure to Follow Could Cause Property
Damage or Personal Injury
1. Additional stability bracing for truss system, e.g. diagonal
or X-bracing, is always required. See BCSI1.
2. Never exceed the design loading shown and never stack
materials on inadequately braced trusses.
3. Provide copies of this truss design to the building
o
designer, erection supervisor, property owner and all
other interested parties.
0
U 4. Cut members to bear tightly against each other.
o- 5. Place plates on each face of truss at each joint and
embed fully. Knots and wane at joint locations are
regulated by ANSI/TPI I.
6. Design assumes trusses will be suitably protected from
the environment in accord with ANSI/TPI I.
7. Unless otherwise noted, moisture content of lumber shall
not exceed 19% at time of fabrication.
8. Unless expressly noted, this design is not applicable for
use with fire retardant or preservative treated lumber.
9. Camber is a non-structural consideration and is the
responsibility of truss fabricator. General practice
Is to camber for dead load deflection.
10. Plate type, size, orientation and location dimensions
shown indicate minimum plating requirements.
11. Lumber used shall be of the species and size, and in all
respects, equal to or better than that specified.
12. Top chords must be sheathed or purlins provided at
spacing shown on design.
13. Bottom chords require lateral bracing at 10 ft. spacing,
or less, if no ceiling is installed, unless otherwise noted.
14. Connections not shown are the responsibility of others.
15. Do not cut or alter truss member or plate without prior
approval of a professional engineer.
16. Install and load vertically unless indicated otherwise.
2004 Mitek®
Truss Truis Type Qty Ply
Job
T2344457
3D AG GABLE 1
Reference (optional)
CCU -SPAN TRUSS, LONGWOOD, FL. 32750. JEFF 6.300 s Jul 11 2006 111 Industries, Inc. Thu Aug 31 09:03:13 2005 Page 1
6-5-88 12-14 17-M 23A-12 291 35-6-0 38-10.0i-1-0-0I I +
1.4-0 6-" 5-7-12 5-7-12 5-7-12 5-7-12 64-8 14-0
Scale = 1:61.9
5x6 =
4.00 12
5
30 5 3x4
4 6
5xB % 5x6
3 7
2 8
9
re
I
3x8 =
13 12 11 10
3xs
6x6 = 3x8 = 30 =
4x6 =
91 17.9-0 26.2-10 3"_0
I
9-3-6 6.5-io 8-5-10 9-3-6
late Offsets X 3:0-3-0 0-3-0 :0-3-0 0-3-0 13:0-3-0 Edge]
OADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Ydefl L/d PLATES GRIP
CLL 20.0 Plates Increase 1.25 TC 0.55 Vert(LL) 0,34 12-13 >999 360 MT20 244/190
CDL 10.0 Lumber Increase 1.25 BC 0.76 Vert(TL) -0.59 10-12 >709 240
CLL 10.0 Rep Stress Incr NO WB 0.66 Horz(TL) 0.17 8 n/a n/a
CDL 10.0 Code FBC2004/TPI2002 Matrix) Weight: 224 lb
UMBER BRACING
OP CHORD 2 X 4 SYP No.2D TOP CHORD Structural wood sheathing directly applied or 3-2-6 oc purlins.
OT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 4-8-11 oc bracing.
EBS 2 X 4 SYP No.3
THEIRS 2 X 4 SYP II
FACTIONS (Ib/size) 2=1493/0-8-0, 8=149310-8-0
Max Harz 2=-123(load case 4)
Max Uplift2=-885(load case 5), 8=-885(load case 6)
FORCES (lb) - Maximum Compression/Maximum Tension
OP CHORD 1-2=0/24, 2-3=-3461/1922, 3-4=-3165/1718, 4-5=-2238/1255, 5-6=-2238/1255, 6-7=-3165/1718, 7-8=3481/1923, 8-9=0/24
OT CHORD 2-13=-1808/3226, 12-13=-1376/2675, 11-12=-1257/2675, 10-11=-1257/2675, 8-10=-1690/3226
EBS 3-13=-357/405, 4-13=-191/532, 4-12=-765/590, 5-12=-491/1032, 6-12=-765/590, 6-1 0=-1 921532, 7-10=-357/405
OTES
Unbalanced roof live loads have been considered for this design.
Wind: ASCE 7-02; 120mph (3-second gust); h=18ft; TCDL=6.Opsf; BCDL=5.Opsf; Category It; Exp B; partially; MWFRS gable end zone;
Lumber DOL=1.33 plate grip DOL=1.33.
Truss designed for wind loads in the plane of the truss only. For studs exposed to Wind (normal to the face), see MiTek "Standard Gable
End Detail'
This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent With any other live loads.
All plates are 2x4 MT20 unless otherwise indicated.
This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
Gable studs spaced at 2-0-0 oc.
Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 885 lb uplift at joint 2 and 885 lb uplift at joint
8.
LOAD CASE(S) Standard
Guo-Jie Zhang, FL Lic #4774
MiTek Industries, Inc.
1801 Massaro Blvd
Tampa FL 33619
FL Cert.#6634
August 31,2 6
A WARNING - Verifjy design parameters and READ NOTES ON THIS AND REVERSE BIDE BEFORE USE. 1801 Massaro Blvd.
Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and Is for an individual building component. Tam FL 336199Y9YPoPa9pshown
Pa,
Applicability of design parameters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown
is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the
erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding Sol
fabrication, quality control, storage, delivery. erection and bracing. consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSII Building Component MiTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.
Symbols
PLATE LOCATION AND ORIENTATION
13/. *Center plate on joint unless x,y
offsets are indicated.
Dimensions are in ft-in-sixteenths.
Apply plates to both sides of truss
and securely seat.
0
a:
O
For 4 x 2 orientation, locate
plates 0 - Vid' from outside
ORedgeoftruss.
This symbol indicates the
required direction of slots in
connector plates.
Plate location details available in MiTek 20/20
software or upon request.
PLATE SIZE
The first dimension is the width
4 X 4 perpendicular to slots. Second
dimension is the length parallel
to slots.
LATERAL BRACING
Indicated by symbol shown and/or
by text in the bracing section of the
output. Use T, I or Eliminator bracing
if indicated.
Numbering System
6-4-8 dimensions shown in ft-in-sixteenths
1 2 3
TOP CHORDS
BOTTOM CHORDS
8 7 6 5
JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE
AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO
THE LEFT.
CHORDS AND WEBS ARE IDENTIFIED BY END JOINT
NUMBERS/LETTERS.
CONNECTOR PLATE CODE APPROVALS
BOCA
ICBO
BEARING
SBCCI
Indicates location where bearingstw (supports) occur. Icons vary but
1`5p reaction section indicates joint
number where bearings occur.
Industry Standards:
ANSI/TPI1: National Design Specification for Metal
Plate Connected Wood Truss Construction.
DSB-89: Design Standard for Bracing.
BCSI1: Building Component Safety Information,
Guide to Good Practice for Handling,
Installing & Bracing of Metal Plate
Connected Wood Trusses.
96-31, 95-43, 96-20-1, 96-67, 84-32
4922, 5243, 5363, 3907
9667, 9730, 9604B, 9511, 9432A
TEE''-LOK
WVWEW W
General Safety Notes
Failure to Follow Could Cause Property
Damage or Personal Injury
1. Additional stability bracing for truss system, e.g. diagonal
or X-bracing, is always required. See BCSI1.
2. Never exceed the design loading shown and never stack
materials on inadequately braced trusses.
3. Provide copies of this truss design to the building
o
designer, erection supervisor, property owner and all
CIE other interested parties.
0
U 4. Cut members to bear tightly against each other.
a. 5. Place plates on each face of truss at each joint and
OR embed fully Knots and wane at joint locations are
regulated by ANSI/TPI1.
6. Design assumes trusses will be suitably protected from
the environment in accord with ANSI/TPIII.
7. Unless otherwise noted, moisture content of lumber shall
not exceed 19% at time of fabrication.
8. Unless expressly noted, this design is not applicable for
use with fire retardant or preservative treated lumber.
9. Camber is a non-structural consideration and is the
responsibility of truss fabricator. General practice
is to camber for dead load deflection.
10. Plate type, size, orientation and location dimensions
shown indicate minimum plating requirements.
11. Lumber used shall be of the species and size, and in all
respects, equal to or better than that specified.
12. Top chords must be sheathed or purlins provided at
spacing shown on design.
13. Bottom chords require lateral bracing at 10 ft. spacing,
or less, if no ceiling is installed, unless otherwise noted.
14. Connections not shown are the responsibility of others.
15. Do not cut or alter truss member or plate without prior
approval of a professional engineer.
16. Install and load vertically unless indicated otherwise.
2004 Miteke
DECEMBER 2005 PIGGYBACK TRUSS CONNECTION DETAIL7 TAM-PB-150C-REV1
THE FOLLOWING ALTERNATIVES ARE DESIGN WIND SPEED < 150 MPH
PERMITTED: MEAN ROOF HEIGHT < 30 FT
EXP: B OR C
OCCUPANCY CAT: II
ATTACH 6X10 MITEK 18 GA. NAIL ON PLATES ENCL. OR PARTIALLY ENCL. BUILD.
TO EACH FACE AT EACH TOP CHORD JOINT OF TC, BC WIND DL = 5 PSF WHERE APPLICABLE
BASE TRUSS WITH (7) 1.5" GALV. TRUSS NAILS
MIN.) INTO EACH FACE OF EACH CHORD. FOR
7' < Lp <_ V, (8) NAILS REQUIRED.
OR
1, 7) USP LSTA 18 (OR EQUIVALENT)
J (BEND OVER BC OF PIGGYBACK) WITH
5) 10d COMMON (MIN.) EACH SIDE INTO BASE
TRUSS FOR 7 Lp<8'. (6) 10d COMMON REQUIRED.
OR
O3 APPLY 12"X12"X1/2" PLYWOOD (OR 7/16" OSB)
GUSSET TO EACH FACE AT EACH TC JOINT
OF BASE TRUSS WITH (8) 8d COMMON (MIN.) "a
FOR T<Lp<-U, (9) 8d COMMON REQUIRED.
PIGGYBACK
ATTACH EACH PURLIN TO TC
OF BASE TRUSS w/2-16d NAILS
24" O.C. MAX.
SCAB TO BE CENTERED
117-11 1 1 .,\
ABOUT THIS POINT 4.
O
Lp
BASE TRUSS
PANEL LENGTH (TYP.)
SCAB (SAME SIZE AND GRADE AS TOP CHORD
OF BASE TRUSS) WITH 10d COMM. @ 3" O.C. INTERMEDIATE CONNECTION
L=6' IF Lo > Y
L=21-o IF 1' 4 Lo < T
L=2' IF Lo < 1' (MIN. 3 NAILS PIGGYBACK)
NOTE:
FOR BASE TRUSS PANEL LENGTH: Lp>4', INTERMEDIATE
CONNECTION IS REQUIRED WHICH MAY BE DONE BY USING
8"X8" PLYWOOD GUSSET W/ (4) 8d COMM. NAILS ON EACH
CHORD.
TPI-2002 MIN. GRADE OF LUMBER
ASCE 7-02 TC: 2)(4 #2 SP MIN.
FBC-2004 BC: D(4 #2 SP MIN.
LOADING
L D
TC (PSF) 20 20
BC (PSF) 0 10
DURATION FACTOR Co = 1.6
SPACING: 24"
e WARNING - Verify design parameters and READ NOTES oN TBIS AND REVERSE SIDE BEFORE USE. 1801 Massaro Blvd.
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an Individual building component. Tampa, FL 33619
Applicability of design porometera and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPI1 Quality Criteria. DSB-89 and BCSII Building Component 1Te k Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.
Symbols
PLATE LOCATION AND ORIENTATION
13/4 *Center plate on joint unless x,y
offsets are indicated.
Dimensions are in ft-in-sixteenths.
Apply plates to both sides of truss
and securely seat.
t*
Foi
cc
O
4 x 2 orientation, locate X
plates 0 -'/0 from outside a
edge of truss. o
This symbol indicates the
required direction of slots in
connector plates.
Plate location details available in MiTek 20/20
software or upon request.
PLATE SIZE
The first dimension is the width
4 X 4 perpendicular to slots. Second
dimension is the length parallel
to slots.
LATERAL BRACING
Indicated by symbol shown and/or
by text in the bracing section of the
output. Use T, I or Eliminator bracing
if indicated.
BEARING
Indicates location where bearingstw (supports) occur. Icons vary but
IiF reaction section indicates joint
number where bearings occur.
Industry Standards:
ANSI/TPI1: National Design Specification for Metal
Plate Connected Wood Truss Construction.
DSB-89: Design Standard for Bracing.
BCSI1: Building Component Safety Information,
Guide to Good Practice for Handling,
Installing & Bracing of Metal Plate
Connected Wood Trusses.
Numbering System
6-4-8 dimensions shown in ft-in-sixteenths
2 3
TOP CHORDS
BOTTOM CHORDS
8 7 6 5
JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE
AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO
THE LEFT.
CHORDS AND WEBS ARE IDENTIFIED BY END JOINT
NUMBERS/LETTERS.
CONNECTOR PLATE CODE APPROVALS
BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32
ICBO 4922, 5243, 5363, 3907
SBCCI 9667, 9730, 9604B, 9511, 9432A
AGeneral Safety Notes
Failure to Follow Could Cause Property
Damage or Personal Injury
1. Additional stability bracing for truss system, e.g. diagonal
or X-bracing, is always required. See BCSI1.
2. Never exceed the design loading shown and never stack
materials on inadequately braced trusses.
3. Provide copies of this truss design to the building
o
designer, erection supervisor, property owner and all
other interested parties.
O
U 4. Cut members to bear tightly against each other.
a 5. Place plates on each face of truss at each joint and
embed fully. Knots and wane at joint locations are
regulated by ANSI/TPI1.
6. Design assumes trusses will be suitably protected from
the environment in accord with ANSI/TPI1.
7. Unless otherwise noted, moisture content of lumber shall
not exceed 19% at time of fabrication.
8. Unless expressly noted, this design is not applicable for
use with fire retardant or preservative treated lumber.
9. Camber is a non-structural consideration and is the
responsibility of truss fabricator. General practice
is to camber for dead load deflection.
10. Plate type, size, orientation and location dimensions
shown indicate minimum plating requirements.
11. Lumber used shall be of the species and size, and in all
respects, equal to or better than that specified.
12. Top chords must be sheathed or purlins provided at
spacing shown on design.
13. Bottom chords require lateral bracing at 10 ft. spacing,
or less, if no ceiling is installed, unless otherwise noted.
14. Connections not shown are the responsibility of others.
15. Do not cut or alter truss member or plate without prior
approval of a professional engineer.
16. Install and load vertically unless indicated otherwise.
2004 Miteke
FEBRUARY 28, 2006 7'-
DESIGN WIND SPEED S 130 MPH
MEAN ROOF HEIGHT S 30 FT
EXP: B OR C
OCCUPANCY CAT: II
ENCL. OR PARTIALLY ENCL. BUILD.
TC, BC WIND DL - 5 PSF WHERE APPLICABLE
12
2.5 - 6.5 1
USE SIMPSON MTS16 OR /
CUSP MTW16 OR EQUIVALENT /
3) 16d TOENAILS
V
2'-0" (MAX.) I 7'-0' (MAX.) IL
CORNERJACKS
CORNERJACN
TMP)
R= +/-530#
R=50#
12
PITCH/1.41 F
USE SIMPSON MTS16 OR
USP MTW16 OR EQUIVALENT
4-11-6
OVERHANG 9-10-12
VARIES
HIP JACK
A PARTIAL ROOF LAYOUT
1
TOENAILS MAY BE USED IF REACTION IS LESS THAN THE ALLOWABLE (SEE TABLE BELOW),
OTHERWISE ADEQUATE CONNECTION MUST BE USED.
ALLOWABLE FORCES OF 16d COMM. TOENAILS
NAIL QUANTITY 1 2 3
SHEAR 2D4# 408# 612#
WITHDRAWAL 114# 228# 1 342#
Cd= 1.6
C to $hear = 0.83
C K withdrawal = 0.67
TPI-2002 MIN. GRADE OF LUMBER
ASCE 7-02 TC: 2X4 SYP #2
FBC-2004 BC: 2X4 SYP #2
LOADING
L D
TC (PSF) 30 10
BC (PSF) 0 10
DURATION FACTOR C d = 1.6
SPACING: 24-
R= +/-940#
R= +/-940#
A
UVUt3Lt i3tV tL t,U 1 %Y 1 r1t
END OF TC, BC
A WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE 81"RE USE. 1801 Massaro Blvd.
Design valid for use only with MITek connectors. This design Is lased only upon parameters shown, and is for an individual building component. Tampa, FL 33619
Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Rai
is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding i Te k fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Crlterlo, DSB-89 and BCSI1 Building Component
Safety Information available from Truss Plate Institute, 583 D'Onofrlo Drive, Madison, WI 53719.
Symbols
PLATE LOCATION AND ORIENTATION
13/. *Center plate on joint unless x,y
offsets are indicated.
Dimensions are in ff-in-sixteenths.
Apply plates to both sides of truss
and securely seat.
0
O
For 4 x 2 orientation, locate 3:
plates 0 -'Ni 'from outside a
edge of truss. a
This symbol indicates the
required direction of slots in
connector plates.
Plate location details available in MiTek 20/20
software or upon request.
PLATE SIZE
The first dimension is the width
4 X 4 perpendicular to slots. Second
dimension is the length parallel
to slots.
LATERAL BRACING
Indicated by symbol shown and/or
by text in the bracing section of the
output. Use T, I or Eliminator bracing
if indicated.
BEARING
Indicates location where bearingstw (supports) occur. Icons vary but
lip reaction section indicates joint
number where bearings occur.
Industry Standards:
ANSI/TPI1: National Design Specification for Metal
Plate Connected Wood Truss Construction.
DSB-89: Design Standard for Bracing.
BCSI1: Building Component Safety Information,
Guide to Good Practice for Handling,
Installing & Bracing of Metal Plate
Connected Wood Trusses.
Numbering System
6-4-8 dimensions shown in ft-in-sixteenths
2 3
TOP CHORDS
BOTTOM CHORDS
8 7 6 5
JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE
AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO
THE LEFT.
CHORDS AND WEBS ARE IDENTIFIED BY END JOINT
NUMBERS/LETTERS.
CONNECTOR PLATE CODE APPROVALS
BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32
ICBO 4922, 5243, 5363, 3907
SBCCI 9667, 9730, 9604B, 9511, 9432A
T ;L0K
AGeneral Safety Notes
Failure to Follow Could Cause Property
Damage or Personal Injury
1. Additional stability bracing for truss system, e.g. diagonal
or X-bracing, is always required. See BCSI1.
2. Never exceed the design loading shown and never stack
materials on inadequately braced trusses.
3. Provide copies of this truss design to the building
0
designer, erection supervisor, property owner and all
a: other interested parties.
0
v 4. Cut members to bear tightly against each other.
a- 5. Place plates on each face of truss at each joint and
embed fully. Knots and wane at joint locations are
regulated by ANSI/TPI1.
6. Design assumes trusses will be suitably protected from
the environment in accord with ANSI/TPI1.
7. Unless otherwise noted, moisture content of lumber shall
not exceed 19% at time of fabrication.
8. Unless expressly noted, this design is not applicable for
use with fire retardant or preservative treated lumber.
9. Camber is a non-structural consideration and is the
responsibility of truss fabricator. General practice
is to camber for dead load deflection.
10. Plate type, size, orientation and location dimensions
shown indicate minimum plating requirements.
11. Lumber used shall be of the species and size, and in all
respects, equal to or better than that specified.
12. Top chords must be sheathed or purlins provided at
spacing shown on design.
13. Bottom chords require lateral bracing at 10 ff. spacing,
or less, if no ceiling is installed, unless otherwise noted.
14. Connections not shown are the responsibility of others.
15. Do not cut or alter truss member or plate without prior
approval of a professional engineer.
16. Install and load vertically unless indicated otherwise.
2004 Mitek®
FEBRUARY 28, 2006 1 5'-0" CORNER SET DETAIL TAM-J5-120C-REV2
DESIGN WIND SPEED < 120 MPH
MEAN ROOF HEIGHT < 30 FT
EXP: B OR C
OCCUPANCY CAT: it
ENCL. OR PARTIALLY ENCL. BUILD.
TC, BC WIND DL = 5 PSF WHERE APPLICABLE
12
2.5 - 6.5 F—
R= +/-330#
Y
USE SIMPSON MTS16 OR mUSPMTW16OREQUIVALENT :
f (
3)16d TOENAILS w
N
4
R=50#
V
2 L 5' 0" (MAX.) L
CORNERJACKS
12
PITCH/1.41 F
vrr%rr-o 141P _IAf_K
TOENAILS MAY BE USED IF REACTION IS LESS THAN THE ALLOWABLE (SEE TABLE BELOW),
OTHERWISE ADEQUATE CONNECTION MUST BE USED.
ALLOWABLE FORCES OF 16d COMM. TOENAILS
NAIL QUANTITY 1 1 2 3
SHEAR 204# 408# 612#
WITHDRAWAL 114# 228# 342#
Cd= 1.6
C tn. shear = 0.83
C tn, ,Mftwal= 0.67
TPI-2002
ASCE 7-02
FBC-2004
MIN. GRADE OF LUMBER
TC: 2X4 SYP #2
BC: 2X4 SYP #2
LOADING
L D
TC (PSF) 30 10
BC (PSF) 0 10
DURATION FACTOR C = 1.6
SPACING: d 24"
2'-0"
LMM1
PARTIAL ROOF LAYOUT
R= +/-410#
R= +/-410#
A
UUUt$Lt t%tVtL L U 1 9 I Mt
END OF TC, BC
A WARNING - Wery# design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 1801 Massaro Blvd.
Design valid for use only with MTek connectors. This design is based only upon parameters shown, and Is for on individual building component. Tampa, FL 33619
Applicability of design parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown
Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding i Te k" fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component
Safety Information available from Truss Plate Institute, 583 D'Onofrlo Drive. Madison, WI 53719.
Symbols
PLATE LOCATION AND ORIENTATION
13/4 *Center plate on joint unless x,y
offsets are indicated.
Dimensions are in ft-in-sixteenths.
Apply plates to both sides of truss
and securely seat.
0
O
For 4 x 2 orientation, locate X
plates 0 -'/id' from outside a
edge of truss. OR
This symbol indicates the
required direction of slots in
connector plates.
Plate location details available in MiTek 20/20
software or upon request.
PLATE SIZE
The first dimension is the width
4 X 4 perpendicular to slots. Second
dimension is the length parallel
to slots.
LATERAL BRACING
Indicated by symbol shown and/or
by text in the bracing section of the
output. Use T, I or Eliminator bracing
if indicated.
Numbering System
6-4-8 dimensions shown in ft-in-sixteenths
2 3
TOP CHORDS
BOTTOM CHORDS
8 7 6 5
JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE
AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO
THE LEFT.
CHORDS AND WEBS ARE IDENTIFIED BY END JOINT
NUMBERS/LETTERS.
CONNECTOR PLATE CODE APPROVALS
BOCA
ICBO
BEARING
SBCCI
Indicates location where bearingstw (supports) occur. Icons vary but
reaction section indicates joint9Fnumberwherebearingsoccur.
Industry Standards:
ANSI/TPI1: National Design Specification for Metal
Plate Connected Wood Truss Construction.
DSB-89: Design Standard for Bracing.
BCSI1: Building Component Safety Information,
Guide to Good Practice for Handling,
Installing & Bracing of Metal Plate
Connected Wood Trusses.
96-31, 95-43, 96-20-1, 96-67, 84-32
4922, 5243, 5363, 3907
9667, 9730,9604B, 9511, 9432A
TEE L'OK
General Safety Notes
Failure to Follow Could Cause Property
Damage or Personal Injury
1. Additional stability bracing for truss system, e.g. diagonal
or X-bracing, is always required. See BCSI1.
2. Never exceed the design loading shown and never stack
materials on inadequately braced trusses.
3. Provide copies of this truss design to the building
0 designer, erection supervisor, property owner and all
other interested parties.
O
U 4. Cut members to bear tightly against each other.
a 5. Place plates on each face of truss at each joint and
embed fully. Knots and wane at joint locations are
regulated by ANSI/TPI1.
6. Design assumes trusses will be suitably protected from
the environment in accord with ANSI/TPI1.
7. Unless otherwise noted, moisture content of lumber shall
not exceed 19% at time of fabrication.
8. Unless expressly noted, this design is not applicable for
use with fire retardant or preservative treated lumber.
9. Camber is a non-structural consideration and is the
responsibility of truss fabricator. General practice
is to camber for dead load deflection.
10. Plate type, size, orientation and location dimensions
shown indicate minimum plating requirements.
11. Lumber used shall be of the species and size, and in all
respects, equal to or better than that specified.
12. Top chords must be sheathed or purlins provided at
spacing shown on design.
13. Bottom chords require lateral bracing at 10 ft. spacing,
or less, if no ceiling is installed, unless otherwise noted.
14. Connections not shown are the responsibility of others.
15. Do not cut or alter truss member or plate without prior
approval of a professional engineer.
16. Install and load vertically unless indicated otherwise.
2004 Mitek®
FEBRUARY 28, 2006 1 7'-0" CORNER SET D 120C
DESIGN WIND SPEEDS 120 MPH
MEAN ROOF HEIGHTS 30 FT
EXP: B OR C
OCCUPANCY CAT: II
ENCL. OR PARTIALLY ENCL. BUILD.
TC, BC WIND DL = 5 PSF WHERE APPLICABLE
12
2.5 - 6.51
CORNERJACKS
USE SIMPSON MTS16 OR•
USP MTW16 OR EQUIVALENT
4-11-6
OVERHANG
VARIES
CORNERJACM
TYP)
R= +/-500#
R=50#
12
PITCH/1.41
9-10-12
A PARTIAL ROOF LAYOUT
TOENAILS MAY BE USED IF REACTION IS LESS THAN THE ALLOWABLE (SEE TABLE BELOW),
OTHERWISE ADEQUATE CONNECTION MUST BE USED.
ALLOWABLE FORCES OF 16d COMM. TOENAILS
NAIL QUANTITY 1 2 3
SHEAR 204# 408# 1 612#
WITHDRAWAL 114# 228# 1 342#
Cd=1.6
C In shear = 0.83
C In. wmdra", = 0.61'
TPI-2002 MIN. GRADE OF LUMBER
ASCE 7-02 TC: 2X4 SYP #2
FBC-2004 BC: 2X4 SYP #2
LOADING
L D
TC (PSF) 30 10
BC (PSF) 0 10
DURATION FACTOR C d rs1.6 SPACING:
24- R= +/-
790# R= +/-
790# A
UUUCLt
t$tvtL l.0 I IW I Mr - END
OF TC, BC e
WARNING - VerVy design parameters and READ NOTES ON TBIS AND REVERSE SIDE BEFORE USE. 1801 Massaro Blvd. Design
valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an Individual building component. Tampa. FL 33619 Applicability
of design parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown is
for lateral support of individual web members only. Additional temporary bracing to insure stability during Construction is the responsibility of the erector.
Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding i Te k• fabrication. quality control, storage, delivery, erection and bracing. consult ANSI/TPI1 Quality Criteria, DSM9 and BCSI1 Building Component Safety
Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison. WI 53719.
Symbols
PLATE LOCATION AND ORIENTATION
13/4 *Center plate on joint unless x,y
offsets are indicated.
Dimensions are in ft-in-sixteenths.
Apply plates to both sides of truss
and securely seat.
C
O
For 4 x 2 orientation, locate X:
plates 0 -'/ie' from outside a
edge of truss. Ro
This symbol indicates the
required direction of slots in
connector plates.
Plate location details available in Welk 20/20
software or upon request.
PLATE SIZE
The first dimension is the width
4 X 4 perpendicular to slots. Second
dimension is the length parallel
to slots.
LATERAL BRACING
Indicated by symbol shown and/or
by text in the bracing section of the
output. Use T, I or Eliminator bracing
if indicated.
BEARING
Indicates location where bearingstw (supports) occur. Icons vary but
reaction section indicates joint9Fnumberwherebearingsoccur.
Industry Standards:
ANSI/TPI1: National Design Specification for Metal
Plate Connected Wood Truss Construction.
DSB-89: Design Standard for Bracing.
BCSI1: Building Component Safety Information,
Guide to Good Practice for Handling,
Installing & Bracing of Metal Plate
Connected Wood Trusses.
Numbering System
6-4-8 dimensions shown in ft-in-sixteenths
2 3
TOP CHORDS
BOTTOM CHORDS
8 7 6 5
JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE
AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO
THE LEFT.
CHORDS AND WEBS ARE IDENTIFIED BY END JOINT
NUMBERS/LETTERS.
CONNECTOR PLATE CODE APPROVALS
BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32
ICBO 4922, 6243, 5363, 3907
SBCCI 9667, 9730, 9604B, 9511, 9432A
AGeneral Safety Notes
Failure to Follow Could Cause Property
Damage or Personal Injury
1. Additional stability bracing for truss system, e.g. diagonal
or X-bracing, is always required. See BCSI1.
2. Never exceed the design loading shown and never stack
materials on inadequately braced trusses.
3. Provide copies of this truss design to the building
a
designer, erection supervisor, property owner and all
Cr other interested parties.
O
U 4. Cut members to bear tightly against each other.
Q. 5. Place plates on each face of truss at each joint and
embed fully. Knots and wane at joint locations are
regulated by ANSI/TPI1.
6. Design assumes trusses will be suitably protected from
the environment in accord with ANSI/TPI1.
7. Unless otherwise noted, moisture content of lumber shall
not exceed 19% at time of fabrication.
8. Unless expressly noted, this design is not applicable for
use with fire retardant or preservative treated lumber.
9. Camber is a non-structural consideration and is the
responsibility of truss fabricator. General practice
is to camber for dead load deflection.
10. Plate type, size, orientation and location dimensions
shown indicate minimum plating requirements.
11. Lumber used shall be of the species and size, and in all
respects, equal to or better than that specified.
12. Top chords must be sheathed or purlins provided at
spacing shown on design.
13. Bottom chords require lateral bracing at 10 ft. spacing,
or less, if no ceiling is installed, unless otherwise noted.
14. Connections not shown are the responsibility of others.
15. Do not cut or alter truss member or plate without prior
approval of a professional engineer.
16. Install and load vertically unless indicated otherwise.
2004 MiteV
FEBRUARY 28, 2006 1 5'-0" CORNER SET DETAIL TAM-J5-130C-REV2
DESIGN WIND SPEED _< 130 MPH
MEAN ROOF HEIGHT S 30 FT
EXP: B OR C
OCCUPANCY CAT: 11
ENCL. OR PARTIALLY ENCL, BUILD.
TC, BC WIND DL = 5 PSF WHERE APPLICABLE
12
2.5 - 6.5 F—
USE SIMPSON MTS16 OR
USP MTW16 OR EQUIVALENT /
I/
2'-0" (MAX.) I 5'-0" (MAX.)
CORNER JACKS
USE SIMPSON MTS16 OR
USP MTW16OR EQUIVELENT
3)16d
R= i/-350#
Y
Q
m
LS
Wto
R
in
R=50#
PARTIAL ROOF LAYOUT
A
12
PITCH/1.41
R=480#
R=480#
OVERHANG
VARIES
7-0-13
HIP JACK
TOENAILS MAY BE USED IF REACTION IS LESS THAN THE ALLOWABLE (SEE TABLE BELOW),
OTHERWISE ADEQUATE CONNECTION MUST BE USED.
ALLOWABLE FORCES OF 16d COMM. TOENAILS
NAIL QUANTITY 1 2 3
SHEAR 204# 408# 612#
WITHDRAWAL 114# 228# 1 342#
Cd= 1.6
C inshear = 0.83 C
tn, wltlldrawal = 0.67 TPI-
2002 ASCE
7-02 FBC-
2004 MIN.
GRADE OF LUMBER TC:
2X4 SYP #2 BC:
2X4 SYP #2 LOADING
L
D TC (
PSF) 30 10 BC (
PSF) 0 10 DURATION
FACTOR Cc, = 1.6 SPACING:
24" A
IJVU0Lt
Ur V tL %,U 1 0 r r1t END
OF TC, BC A
mUMINO • VerVy design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 1801 Massaro Blvd. Design
valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an individual building component. Tampa, FL 33619 Applicability
of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is
for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector.
Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding i Te k" fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB-69 and BCSII Building Component Safety
Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.
Symbols
PLATE LOCATION AND ORIENTATION
13/4 *Center plate on joint unless x,y
offsets are indicated.
Dimensions are in ft-in-sixteenths.
Apply plates to both sides of truss
and securely seat.
0
O
For 4 x 2 orientation, locate
plates 0 - 1/16" from outside a
edge of truss. OR
This symbol indicates the
required direction of slots in
connector plates.
Plate location details available in MiTek 20/20
software or upon request.
PLATE SIZE
The first dimension is the width
4 X 4 perpendicular to slots. Second
dimension is the length parallel
to slots.
LATERAL BRACING
Indicated by symbol shown and/or
by text in the bracing section of the
output. Use T, I or Eliminator bracing
if indicated.
BEARING
Indicates location where bearingstw (supports) occur. Icons vary but
IiF reaction section indicates joint
number where bearings occur.
Industry Standards:
ANSI/TPI1: National Design Specification for Metal
Plate Connected Wood Truss Construction.
DSB-89: Design Standard for Bracing.
BCSI1: Building Component Safety Information,
Guide to Good Practice for Handling,
Installing & Bracing of Metal Plate
Connected Wood Trusses.
Numbering System
6-4-8 dimensions shown in ft-in-sixteenths
2 3
TOP CHORDS
BOTTOM CHORDS
8 7 6 5
JOINTS ARE GENERALLY NUMBEREDAETTERED CLOCKWISE
AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO
THE LEFT.
CHORDS AND WEBS ARE IDENTIFIED BY END JOINT
NUMBERS/LETTERS.
CONNECTOR PLATE CODE APPROVALS
BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32
ICBO 4922, 5243, 5363, 3907
SBCCI 9667, 9730, 9604B, 9511, 9432A
AGeneral Safety Notes
Failure to Follow Could Cause Property
Damage or Personal Injury
1. Additional stability bracing for truss system, e.g. diagonal
or X-bracing, is always required. See SCSI1.
2. Never exceed the design loading shown and never stack
materials on inadequately braced trusses.
3. Provide copies of this truss design to the building
0
designer, erection supervisor, property owner and all
other interested parties.
0
U 4. Cut members to bear tightly against each other.
a. 5. Place plates on each face of truss at each joint and
embed fully. Knots and wane at joint locations are
regulated by ANSI/TPI I.
6. Design assumes trusses will be suitably protected from
the environment in accord with ANSI/TPI1.
7. Unless otherwise noted, moisture content of lumber shall
not exceed 19% at time of fabrication.
8. Unless expressly noted, this design is not applicable for
use with fire retardant or preservative treated lumber.
9. Camber is a non-structural consideration and is the
responsibility of truss fabricator. General practice
is to camber for dead load deflection.
10. Plate type, size, orientation and location dimensions
shown indicate minimum plating requirements.
11. Lumber used shall be of the species and size, and in all
respects, equal to or better than that specified.
12. Top chords must be sheathed or purlins provided at
spacing shown on design.
13. Bottom chords require lateral bracing at 10 ff. spacing,
or less, if no ceiling is installed, unless otherwise noted.
14. Connections not shown are the responsibility of others.
16. Do not cut or alter truss member or plate without prior
approval of a professional engineer.
16. Install and load vertically unless indicated otherwise.
2004 Mitek®
FEB 2005
VALLEY SET DETQ
BEVELED BOTTOM CHORD)
TAM-VAL2-140C REV1
12
VALLEY TRUSS (TYP.) , . F__
OR GIRDER.
TOE -NAIL VALLEY TO
BASE TRUSS WITH
3) 16d TOE NAILS.
DETAIL A
BASE TRUSSES SHEATHED)
DESIGN WIND SPEED-5 140 MPH
MEAN ROOF HEIGHT s 30 FEET
EXPOSURE:C
OCCUPANCY CAT: II
PARTIALLY ENCL. BUILD.
PLAN VIEW
A
k IL VALLEY TO
RUSS WITH
TOE NAILS.
DETAIL B
NO SHEATHING)
w - w u
30 \\
SECURE VALLEY TRUSS
2 WITH USP RT7.
TYP)
NOTE:
1. SECURE VALLEY TRUSS TO BASE TRUSSES PER DETAILS A OR B OR C . DETAIL C
2 BRACE"VALLEY WEBS PER DESIGN DRAWINGS. (NO SHEATHING)
3. THIS DETAIL IS ALSO APPLICABLE FOR ENCLOSEDIPARTIALLY ENCLOSED BUILDINGS WITH
EXP. B. N< 150 MPH,
MIN. GRADE OF LUMBER TPI-2002
TC: 2X4 #2 SP ASCE-7/2002
BC: 2X4 #2 SP FBC-2004
WEBS: 2X4 SP#3
LOADING
o 00
L D
o 00
TC (PSF) 20 20
DRAWN BY ABE
I(L JIBC (PSF) 0 10 CHECKED BY GC
DURATION FACTOR Cp 1.6 MiTek Industries, Inc.
SPACING: 24"
A WARNING - Vertfy design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 1801 Massaro Blvd.
Design valid for use only with MITek connectors. This design is based only upon parameters shown. and Is for on individual building component. Tampa, FL 33619
Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Rol
is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding i Te k• fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component
Safety Information available from Truss Plate Institute. 583 D'Onofrlo Drive, Madison, WI 53719.
Symbols
PLATE LOCATION AND ORIENTATION
13/, *Center plate on joint unless x,y
offsets are indicated.
Dimensions are in ft-in-sixteenths.
Apply plates to both sides of truss
and securely seat.
0
O
For 4 x 2 orientation, locate 3:
plates 0 -'/16" from outside a
edge of truss.
This symbol indicates the
required direction of slots in
connector plates.
Plate location details available in MiTek 20/20
software or upon request.
PLATE SIZE
The first dimension is the width
4 X 4 perpendicular to slots. Second
dimension is the length parallel
to slots.
LATERAL BRACING
Indicated by symbol shown and/or
by text in the bracing section of the
output. Use T, I or Eliminator bracing
if indicated.
BEARING
Indicates location where bearings
supports) occur. Icons vary butEVreactionsectionindicatesjoint
number where bearings occur.
Industry Standards:
ANSI/TPI1: National Design Specification for Metal
Plate Connected Wood Truss Construction.
DSB-89: Design Standard for Bracing.
BCSI1: Building Component Safety Information,
Guide to Good Practice for Handling,
Installing & Bracing of Metal Plate
Connected Wood Trusses.
Numbering System
6-4-8 dimensions shown in ft-in-sixteenths
2 3
TOP CHORDS
BOTTOM CHORDS
8 7 6 5
JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE
AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO
THE LEFT.
CHORDS AND WEBS ARE IDENTIFIED BY END JOINT
NUMBERS/LETTERS.
CONNECTOR PLATE CODE APPROVALS
BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32
ICBO 4922, 6243, 6363, 3907
SBCCI 9667, 9730, 9604B, 9511, 9432A
TE E': L`OK
WWW E1
AGeneral Safety Notes
Failure to Follow Could Cause Property
Damage or Personal Injury
1. Additional stability bracing for truss system, e.g. diagonal
or X-bracing, is always required. See BCSI1.
2. Never exceed the design loading shown and never stack
materials on inadequately braced trusses.
3. Provide copies of this truss design to the building
o designer, erection supervisor, property owner and all
a: other interested parties.
O
V 4. Cut members to bear tightly against each other.
a 5. Place plates on each face of truss at each joint and
embed fully. Knots and wane at joint locations are
regulated by ANSI/TPI1.
6. Design assumes trusses will be suitably protected from
the environment in accord with ANSI/TPI1.
7. Unless otherwise noted, moisture content of lumber shall
not exceed 19% at time of fabrication.
8. Unless expressly noted, this design is not applicable for
use with fire retardant or preservative treated lumber.
9. Camber is a non-structural consideration and is the
responsibility of truss fabricator. General practice
is to camber for dead load deflection.
10. Plate type, size, orientation and location dimensions
shown indicate minimum plating requirements.
11. Lumber used shall be of the species and size, and in all
respects, equal to or better than that specified.
12. Top chords must be sheathed or purlins provided at
spacing shown on design.
13. Bottom chords require lateral bracing at 10 ft. spacing,
or less, if no ceiling is installed, unless otherwise noted.
14. Connections not shown are the responsibility of others.
15. Do not cut or alter truss member or plate without prior
approval of a professional engineer.
16. Install and load vertically unless indicated otherwise.
2004 Mitek®
FEB 2006 I END GABLE DETAIL
20 Typical
12
Q Varies
A A
30 =
ti" or "T" -Bracing
Refer to Table Below
Continuous Bearing
Stud Size
Species
and Grade
Stud
Spacing
in O.C)
Maximum Stud Length
BUILDING
TYPE
STUD
ONLY
2x4
L-Brace
2x4
T-Brace
20 SPY #3 24 4'•7" 8'-0" 11'•0" E
2x4 SPY 02 1 24 6'-1" 10%7" 14'-B" E
20 SPY 02D 24 6'-3" 11'•4" 15'•7" E
2x4 SPY #3 24 4'•0" 7'•0" 9'-8" P
2x4SPY #2 24 5'•4" 9'•4" 12'•11" P 20
SPY #2D 24 5'-B" 9'-11 " 13'-9" P 20
SPY #3 16 5'-7" 9'-9" 13'-6" E 20
SPY #2 16 6'-3' 13'.0" 17'• 1 1 " E 20
SPY #2D 16 6'-3" 13'-10" 19'-1" E 2x4SPY #
3 16 4'-11" 8%7" 11'-11" P 2x4 SPY #
2 16 6'-3" 1 V-5" 15'-10" P 20 SPY #
21) 16 6'-3" 12'-2" 161• 10" P E- ENCLOSED
BUILDING P- PARTIALLY
ENCLOSED BUILDING A -A
6:_Stud
L-BRACE
T-BRACE MIN. GRADE
OF LUMBER LOADING L
D
TC (PSF)
30 10 BC (PSF)
0 10 DURATION FACTOR
C 951.6 TPI-2002
ASCE-7/
2002 FBC-2004
DRAWN BY
ABE CHECKED BY
GC TAM- GAB-
120B-Rev 1 DESIGN WIND
SPEED = 120 MPH MEAN ROOF
HEIGHT s 30 FEET EXPOSURE:B
NOTE: 1)
BC
AND TC SHALL HAVE CONTINUOUS LATERAL SUPPORT FROM
ROOF AND CEILING DIAPHRAGMS. 2) "T'
ti "L" BRACES SPECIFIED ARE THE SAME LUMBER AND GRADE
AS STUDS AND MIN. 90% OF THE ENTIRE STUD LENGTH.
ATTACH BRACES TO STUD W/ 10d COMM @ 4"
O.C. 3) SEE
DETAILS BELOW FOR ADDED NAILING SCHEDULE BETWEEN PLYWOOD (
OSB) SIDING AND FRAME MEMBERS AT
STUD -CHORDS INTERFACE. OVERALL PLYWOOD (OSB)
SIDING NAILING SCHEDULE SHALL BE DESIGNED
BY BUILDING DESIGNER OR ENGINEER OF RECORD.
4) IT
IS THE BUILDING ENGINEERS RESPONSIBILITY TO DESIGN THE
CONNECTIONS BETWEEN GABLE TRUSS 8 BEARING WALL
BELOW AND TO TRANSFER THE LATERAL LOAD TO
PROPER STRUCTURAL ELEMENTS. PLYWOOD SHEATHINC
NO NAILS
IN PLATE AR BOT. CHORD (
TYP.) MiTek Industries,
Inc. TOP CHORD (
TYP.) NAILING SCHEDULE
@ STUD -CHORD INTERFACE STUDLEN. FT
N
8>_
10
2 10z13 3
13>_17
4 17 >_20
5 APPLY Bd
NAIL @ 2" O.C., WITH MIN 1/
2" DIA I16GA) WASHER, CLINCHED. N- NAIL
NO. @ WEB. M- NAIL
NO. @ CHORD, M-2N. 0 WARNING -
Ver Vy design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 1801 Massaro Blvd. Design valid
for use only with Mirek connectors. This design is based only upon parameters shown, and is for an individual building component. Tampa. FL 33619 ! Applicability of
design parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown e is for
lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the erector. Additional
permanent brocing of the overall structure is the responsibility of the building designer. For general guidance regarding i Te k" fabrication, qualitycontrol, storage, delivery. erection and bracing, consult ANSI/TPI1 Quality Criteria. DSB-89 and BCSI1 Building Component Safety Information
available from Truss Plate Institute, 583 D'Onofrio Drive, Madison. WI 53719.
Symbols
PLATE LOCATION AND ORIENTATION
13/4 *Center plate on joint unless x,y
offsets are indicated.
Dimensions are in ft-in-sixteenths.
Apply plates to both sides of truss
and securely seat.
C
O
For 4 x 2 orientation, locate X
plates 0 - 1/mb' from outside a
edge of truss.
This symbol indicates the
required direction of slots in
connector plates.
Plate location details available in Welk 20/20
software or upon request.
PLATE SIZE
The first dimension is the width
4 X 4 perpendicular to slots. Second
dimension is the length parallel
to slots.
LATERAL BRACING
Indicated by symbol shown and/or
by text in the bracing section of the
output. Use T, I or Eliminator bracing
if indicated.
Numbering System
6-4-8 dimensions shown in ft-in-sixteenths
2 3
TOP CHORDS
BOTTOM CHORDS
8 7 6 5
JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE
AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO
THE LEFT.
CHORDS AND WEBS ARE IDENTIFIED BY END JOINT
NUMBERS/LETTERS.
CONNECTOR PLATE CODE APPROVALS
BOCA
ICBO
BEARING
SBCCI
Indicates location where bearingsU10 (supports) occur. Icons vary but
E F reaction section indicates joint
number where bearings occur.
Industry Standards:
ANSI/TPI1: National Design Specification for Metal
Plate Connected Wood Truss Construction.
DSB-89: Design Standard for Bracing.
BCSI1: Building Component Safety Information,
Guide to Good Practice for Handling,
Installing & Bracing of Metal Plate
Connected Wood Trusses.
96-31, 95-43, 96-20-1, 96-67, 84-32
4922, 6243, 5363, 3907
9667, 9730, 96046, 9511, 9432A
TEE'_LOK
AGeneral Safety Notes
Failure to Follow Could Cause Property
Damage or Personal Injury
1. Additional stability bracing for truss system, e.g. diagonal
or X-bracing, is always required. See BCSI1.
2. Never exceed the design loading shown and never stack
materials on inadequately braced trusses.
3. Provide copies of this truss design to the building
o
designer, erection supervisor, property owner and all
a: other interested parties.
O
V 4. Cut members to bear tightly against each other.
o- 5. Place plates on each face of truss at each joint and
embed fully Knots and wane at joint locations are
regulated by ANSI/TPI1.
6. Design assumes trusses will be suitably protected from
the environment in accord with ANSI/TPIII.
7. Unless otherwise noted, moisture content of lumber shall
not exceed 19% at time of fabrication.
8. Unless expressly noted, this design is not applicable for
use with fire retardant or preservative treated lumber.
9. Camber is a non-structural consideration and is the
responsibility of truss fabricator. General practice
is to camber for dead load deflection.
10. Plate type, size, orientation and location dimensions
shown indicate minimum plating requirements.
11. Lumber used shall be of the species and size, and in all
respects, equal to or better than that specified.
12. Top chords must be sheathed or purlins provided at
spacing shown on design.
13. Bottom chords require lateral bracing at 10 ft. spacing,
or less, if no ceiling is installed, unless otherwise noted.
14. Connections not shown are the responsibility of others.
15. Do not cut or alter truss member or plate without prior
approval of a professional engineer.
16. Install and load vertically unless indicated otherwise.
2004 Miteke
DESIGN WIND SPEED = 120 MPH
MEAN ROOF HEIGHT < 30 FEET
EXPOSURE.0
20 Typical
12
Q Varies NOTE:
I)BC AND TC SHALL HAVE CONTINUOUS LATERAL
SUPPORT FROM ROOF AND CEILING DIAPHRAGMS.
2)'T' 6 "L" BRACES SPECIFIED ARE THE SAME LUMBER
A A AND GRADE AS STUDS AND MIN. 90% OF THE ENTIRE
4. STUD LENGTH. ATTACH BRACES TO STUD W/ 10d COMM
04'O.C.
3) SEE DETAILS BELOW FOR ADDED NAILING SCHEDULE
BETWEEN PLYWOOD (OSS) SIDING AND FRAME
L" or -r -Bracing MEMBERS AT STUD -CHORDS INTERFACE OVERALL
Refer to Table Below PLYWOOD (OSB) SIDING NAILING SCHEDULE SHALL
Continuous Bearing BE DESIGNED BY BUILDING DESIGNER OR ENGINEER
Soan c60' 24" Max OF RECORD.
Stud Size
Species
and Grade
Stud
Spacing
in O.C)
Maximum Stud Length
BUILDING
TYPE
STUD
ONLY
2x4
L-Brace
20
T-Brace
2x4SPY 93 24 3%10" 6'-9" 9'-4" E 2x4
SPY 92 24 5'-1 " 9'-0" 12'-4" E 2x4
SPY #2D 24 5'-5" 9'-6" 13'-2" E bASPY #
3 24 3'.5" 6'-11" 8'-2" P 2x4 SPY #
2 24 4'-6" 7'-1 1 " 10'-1 1 " P 2x4SPY #2D
24 4'-10" 8'-5" 11'-7" P 2x4 SPY #3
16 4'-9" 8%3" 11 %5" E 2x4 SPY #2
16 6%3" 11'-0" 15'-2" E 2x4 SPY #213
16 6'-3" III-E!, 16'-2" E 2x4 SPY 43
16 4'.2" 1 7'.3' 10'-0" P 2x4 SPY 02
16 5'.6" 9'-8" 13'-4" P Zx4SPY#2D 16
6%11' 1 10'-4" 14'-2" P E- ENCLOSED BUILDING
P- PARTIALLY ENCLOSED
BUILDING A -A 62--
Stud L-
BRACE T-
BRACE MIN. GRADE OF
LUMBER LOADING SC (PsF)
0
0 DURATION FACTOR C -
01.6 TPI.2002 ASCE-
7re.= FBC-
2004 DRAWN
BY: ABE
CHECKED BY: GC
4) IT IS
THE BUILDING ENGINEERS RESPONSIBILITY TO DESIGN THE CONNECTIONS
BETWEEN GABLE TRUSS 8 BEARING WALL BELOW
AND TO TRANSFER THE LATERAL LOAD TO PROPER
STRUCTURAL ELEMENTS. PLYWOOD SHEATHING NO
NAILS IN
PLATE -ARE DOT. CHORD (TYP.)
MTek Industries, Inc.
TOP CHORD (TYP.)
NAILING SCHEDULE @
STUD -CHORD INTERFACE STUD LEN. FT
N 8>_
9 3
902 4 12
05 5
15 07 6
APPLY 8d NAIL
@ 2- O.C., WITH MIN 112" DIA
118GA) WASHER, CLINCHED. N- NAIL NO.
@ WEB. M - NAIL NO.
@ CHORD, M - 2N. e WARNING - Ver(
fy design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 1801 Massaro Blvd. _ a Design valid
for
use only with MITek connectors. This design is based only upon parameters shown, and is for on Individual building component. Tampa, FL 33619 Applicability of design
parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral
support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent
bracing of the overall structure is the responsibility of the building designer. For general guidance regarding i Te k• fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criterlo, DSB-89 and BCSII Building Component Safety Information available
from Truss Plate Institute. 583 D'Onofrio Drive, Madison, WI 53719.
Symbols
PLATE LOCATION AND ORIENTATION
13/4 * Center plate on joint unless x y
offsets are indicated.
Dimensions are in ft-in-sixteenths.
Apply plates to both sides of truss
and securely seat.
Q'1/16"
0
O
For 4 x 2 orientation, locate X
plates 0 - /la" from outside a
edge of truss. a
This symbol indicates the
required direction of slots in
connector plates.
Plate location details available in MiTek 20/20
software or upon request.
PLATE SIZE
The first dimension is the width
4 X 4 perpendicular to slots. Second
dimension is the length parallel
to slots.
LATERAL BRACING
Indicated by symbol shown and/or
by text in the bracing section of the
output. Use T, I or Eliminator bracing
if indicated.
BEARING
Indicates location where bearings
supports) occur. Icons vary but
reaction section indicates joint
number where bearings occur.
Industry Standards:
ANSI/TPI1: National Design Specification for Metal
Plate Connected Wood Truss Construction.
DSB-89: Design Standard for Bracing.
BCSI1: Building Component Safety Information,
Guide to Good Practice for Handling,
Installing & Bracing of Metal Plate
Connected Wood Trusses.
Numbering System
6-4-8 dimensions shown in ft-in-sixteenths
1 2 3
TOP CHORDS
BOTTOM CHORDS
8 7 6 5
JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE
AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO
THE LEFT.
CHORDS AND WEBS ARE IDENTIFIED BY END JOINT
NUMBERS/LETTERS.
CONNECTOR PLATE CODE APPROVALS
BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32
ICBO 4922, 5243, 6363, 3907
SBCCI 9667, 9730, 96046, 9511, 9432A
TEE':L`OK
I& r'1
General Safety Notes
Failure to Follow Could Cause Property
Damage or Personal Injury
1. Additional stability bracing for truss system, e.g. diagonal
or X-bracing, is always required. See BCSI1.
2. Never exceed the design loading shown and never stack
materials on inadequately braced trusses.
3. Provide copies of this truss design to the building
o
designer, erection supervisor, property owner and all
a: other interested parties.
0
v 4. Cut members to bear tightly against each other.
o_ 5. Place plates on each face of truss at each joint and
embed fully. Knots and wane at joint locations are
regulated by ANSI/TPI1.
6. Design assumes trusses will be suitably protected from
the environment in accord with ANSI/TPI1.
7. Unless otherwise noted, moisture content of lumber shall
not exceed 19% at time of fabrication.
8. Unless expressly noted, this design is not applicable for
use with fire retardant or preservative treated lumber.
9. Camber is a non-structural consideration and is the
responsibility of truss fabricator. General practice
is to camber for dead load deflection.
10. Plate type, size, orientation and location dimensions
shown indicate minimum plating requirements.
11. Lumber used shall be of the species and size, and in all
respects, equal to or better than that specified.
12. Top chords must be sheathed or purlins provided at
spacing shown on design.
13. Bottom chords require lateral bracing at 10 ft. spacing,
or less, if no ceiling is installed, unless otherwise noted.
14. Connections not shown are the responsibility of others.
15. Do not cut or alter truss member or plate without prior
approval of a professional engineer.
16. Install and load vertically unless indicated otherwise.
2004 MiteV
ev
DESIGN WIND SPEED = 130 MPH
MEAN ROOF HEIGHT 5 30 FEET
EXPOSURE:B
20 Typical
12
7T Q Varies
NOTE:
1) BC AND TC SHALL HAVE CONTINUOUS LATERAL
SUPPORT FROM ROOF AND CEILING DIAPHRAGMS.
2) -r 8 "L" BRACES SPECIFIED ARE THE SAME LUMBER
AND GRADE AS STUDS AND MIN. 90% OF THE ENTIRE
A A STUD LENGTH. ATTACH BRACES TO STUD W/ 70d COMM
3x4 = @ 4" O.C.
3) SEE DETAILS BELOW FOR ADDED NAILING SCHEDULE
BETWEEN PLYWOOD (OSB) SIDING AND FRAME
MEMBERS AT STUD -CHORDS INTERFACE. OVERALL
it - "L" or "T' -Bracing PLYWOOD (OSB) SIDING NAILING SCHEDULE SHALL
Refer to Table Below I BE DESIGNED BY BUILDING DESIGNER OR ENGINEER
Continuous Bearing OF RECORD.
Stud Size
Species
and Grade
Stud
Spacing
In O.C)
Maximum Stud Length
BUILDING
TYPE
STUD
ONLY
2x4
L-Brace
2x4
T-Brace
2x4 SPY #3 24 4'-2" 7'-4" 10'-2" E
2x4 SPY #2 24 5'-7" 9'-10" 13'-6" E
20 SPY #2D 24 6'-0" 10'-5" 14'-5" E
2x4 SPY #3 24 3'-B" 6'-6" 9'-0" P
2x4 SPY02 24 4'.11" 8'.8- 11'-11" P
2x4 SPY 02D 24 5'-3" 9'-2" 12'-8- P
2x4 SPY 03 16 5'-2' 9'-0" 12'-6" E
2x4 SPY #2 16 6'.3" 12'-0' 16'-7" E
2x4 SPY #2D 16 6'-3' 12'-9" 17%0" E
2x4 SPY #3 16 4'-7' 8'-O" 11'-0" P
20 SPY #2 16 6-- l " 10'.7" 14'-7" P
20 SPY #2D 16 6'-3" 1 1 %3' 15'-6" P
E- ENCLOSED BUILDING
P- PARTIALLY ENCLOSED BUILDING
A -A
Stud
L-BRACE T-BRACE
MIN. GRADE OF LUMBER
LOADING
L D
BC (PSF) 0 10
DURATION FACTOR C 6 1.6
TPI-2002
ASCE-7/2002
FBC-2004
DRAWN BY: ABE
CHECKED BY: GC
4) IT IS THE BUILDING ENGINEERS RESPONSIBILITY TO
DESIGN THE CONNECTIONS BETWEEN GABLE TRUSS 8
BEARING WALL BELOW AND TO TRANSFER THE LATERAL
LOAD TO PROPER STRUCTURAL ELEMENTS.
PLYWOOD SHEATHINC
NO NAILS IN PLATE AR
BOT. CHORD (TYP.)
MiTek Industries, Inc.
TOP CHORD (TYP.)
NAILING SCHEDULE @ STUD -CHORD INTERFACE
STUD LEN. N
8a9 2
gall 3
11a14 4
14 a18 5
APPLY 8d NAIL @ 2" O.C., WITH
MIN 1/2" DIA (16GA) WASHER, CLINCHED.
N- NAIL NO. @ WEB.
M NAIL NO. @ CHORD, M - 2N.
A WARNING - VerVy design parameters and BEAD NOTEa ON 7BI8 AND REVERSE SIDE BEFORE USE. 1801 Massaro Blvd. _
Design valid for use only with MiTek connectors. This design is based Only upon parameters shown, and is for an individual building component. Tampa, FL 33619 IApplicabilityofdesignparametersandproperIncorporationofcomponentisresponsibilityofbuildingdesigner - not truss designer. Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding i Te k' fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSM9 and BCSII Building Component
Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, WI 53719.
Symbols
PLATE LOCATION AND ORIENTATION
13/4 *Center plate on joint unless x,y
offsets are indicated.
Dimensions are in ft-in-sixteenths.
Apply plates to both sides of truss
and securely seat.
For 4 x 2 orientation, locate
plates 0 -'/16" from outside
edge of truss.
This symbol indicates the
required direction of slots in
connector plates.
Plate location details available in Welk 20/20
software or upon request.
PLATE SIZE
The first dimension is the width
4 X 4 perpendicular to slots. Second
dimension is the length parallel
to slots.
LATERAL BRACING
Indicated by symbol shown and/or
by text in the bracing section of the
output. Use T, I or Eliminator bracing
if indicated.
BEARING
Indicates location where bearingstw (supports) occur. Icons vary but
I_iF reaction section indicates joint
number where bearings occur.
Industry Standards:
ANSI/TPI1: National Design Specification for Metal
Plate Connected Wood Truss Construction.
DSB-89: Design Standard for Bracing.
BCSI1: Building Component Safety Information,
Guide to Good Practice for Handling,
Installing & Bracing of Metal Plate
Connected Wood Trusses.
0
O
U
a
O
Numbering System
6-4-8 dimensions shown in ft-in-sixteenths
2 3
TOP CHORDS
BOTTOM CHORDS
8 7 6 5
JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE
AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO
THE LEFT.
CHORDS AND WEBS ARE IDENTIFIED BY END JOINT
NUMBERS/LETTERS.
CONNECTOR PLATE CODE APPROVALS
BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32
ICBO 4922, 5243, 5363, 3907
SBCCI 9667, 9730, 9604B, 9511, 9432A
TEE'L`OK
SOW, Xl
0
T
O
U
a.
O
AGeneral Safety Notes
Failure to Follow Could Cause Property
Damage or Personal Injury
l . Additional stability bracing for truss system, e.g. diagonal
or X-bracing, is always required. See BCSI1.
2. Never exceed the design loading shown and never stack
materials on inadequately braced trusses.
3. Provide copies of this truss design to the building
designer, erection supervisor, property owner and all
other interested parties.
4. Cut members to bear tightly against each other.
5. Place plates on each face of truss at each joint and
embed fully. Knots and wane at joint locations are
regulated by ANSI/TPI1.
6. Design assumes trusses will be suitably protected from
the environment in accord with ANSI/TPI1.
7. Unless otherwise noted, moisture content of lumber shall
not exceed 19% at time of fabrication.
8. Unless expressly noted, this design is not applicable for
use with fire retardant or preservative treated lumber.
9. Camber is a non-structural consideration and is the
responsibility of truss fabricator. General practice
is to camber for dead load deflection.
10. Plate type, size, orientation and location dimensions
shown indicate minimum plating requirements.
11. Lumber used shall be of the species and size, and in all
respects, equal to or better than that specified.
12. Top chords must be sheathed or purlins provided at
spacing shown on design.
13. Bottom chords require lateral bracing at 10 ff. spacing,
or less, if no ceiling is installed, unless otherwise noted.
14. Connections not shown are the responsibility of others.
15. Do not cut or alter truss member or plate without prior
approval of a professional engineer.
16. Install and load vertically unless indicated otherwise.
2004 MiteV
FEB 2006
y
L" or'T' -Bracing
Refer to Table Below
END GABLE DETAIL
ar4 Typical
12
Q Varies
t
A A
30 .
Continuous Bearing I
Stud Size
Species
and Grade
Stud
Spacing
in O.C)L-Brace
Maximum Stud Length
BUILDING
TYPE71STLI2x42x4
T-Brace
2x4 SPY 03 24 3'-7" 6'-3" 8'-7" E
2x4SPY #2 24 4'-9" 8'.3" 11'-5" E Zx4
SPY #2D 24 5'-0" 8'-10" 12'-2" E 2x4SPY #
3 24 3'-1" 5'-8" 7'-7" P Zx4SPY #2
24 4'-2" 7'•3" 10'-1" P 2x4SPY #2D 24
4'-5" 7'-9" 10'-8" P 2x4 SPY #3 16
4'•4" 7'.7" 10'-6" E 2x4SPY #2 16 5'-
10" 10%2" 14'-0" E 2x4SPY #2D 16 6'-2"
10'-10" 14%11" E 2x4 SPY #3 16 3'-10"
8'-8" 9'-3" P 20 SPY #2 16 5'-1-
W-1 1 " 12'-4" P 2x4 SPY #2D 16 5'-5"
9'-6- 13'.2- P E. ENCLOSED BUILDING P- PARTIALLY ENCLOSED
BUILDING A -A
Stud -A L-BRACE
T-BRACE
TAM- GAB-
130C-Rev 1 DESIGN
WIND SPEED = 130 MPH MEAN
ROOF HEIGHT s 30 FEET
EXPOSURE:C NOTE' 1) BC AND
TC SHALL
HAVE
CONTINUOUS LATERAL SUPPORT FROM ROOF AND CEILING DIAPHRAGMS.
2)'T & "L" BRACES SPECIFIED ARE
THE SAME LUMBER AND GRADE AS STUDS AND MIN.
90% OF THE ENTIRE STUD LENGTH. ATTACH BRACES TO STUD
W/ 10d COMM Q 4" O.C. 3) SEE
DETAILS BELOW FOR ADDED
NAILING SCHEDULE BETWEEN PLYWOOD (OSB) SIDING AND FRAME
MEMBERS AT STUD -CHORDS INTERFACE. OVERALL
PLYWOOD (OSS) SIDING NAILING SCHEDULE SHALL
BE DESIGNED BY BUILDING DESIGNER OR
ENGINEER OF RECORD. 4) IT IS THE
BUILDING ENGINEERS
RESPONSIBILITY TO DESIGN THE CONNECTIONS BETWEEN GABLE TRUSS
8 BEARING WALL BELOW AND TO TRANSFER
THE LATERAL LOAD TO PROPER STRUCTURAL ELEMENTS. PLYWOOD
SHEATHING - NO NAILS IN PLATE
ARE BOT.
CHORD (TYP.) TOP CHORD (TYP.)
NAILING SCHEDULE @ STUD -CHORD INTERFACE
MIN. GRADE OF LUMBER TPI-2002
FBC-2004 LOADING L
D DRAWN
BY: ABE
TC (
PSF) 30 10 BC (PSF)
0 10 CHECKED BY.
GC DURATION FACTOR C 1b1.6 MiTek
Industries, Inc. STUD LEN. FT N 8>_9
3 900
4 11
t12 5 12
05 1
6 APPLY 8d
NAIL @ 2- O.
C., WITH MIN 1/2" DIA (16GA) WASHER,
CLINCHED. N- NAIL NO. @ WEB. M
NAIL NO. @ CHORD, M -
2N. A WARNING - VerVy design parameters and
READ X07ES ON 71FIS AND REVERSE SIDS BEFORE USE. 1801 Massaro Blvd. Design volid for use only with
Miiek connectors. This design is based only upon parameters shown, and is for an Individual building component. Tampa, FL 33619 ' Applicability of design parameters and proper
Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual
web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the
overall structure Is the responsibility of the building designer. For general guidance regarding i Te k, fabrication, quality control, storage, delivery, erectionandbracing. consult ANSI/TPII Quality Criteria, DSM9 and BCSI1 Building Component Safety Information available from Truss Plate
Institute, 583 D'Onofrio Drive, Madison, WI 53719.
Symbols
PLATE LOCATION AND ORIENTATION
13/, *Center plate on joint unless x,y
offsets are indicated.
Dimensions are in ft-in-sixteenths.
Apply plates to both sides of truss
and securely seat.
For 4 x 2 orientation, locate
plates 0 - 1/16" from outside
edge of truss.
This symbol indicates the
required direction of slots in
connector plates.
Plate location details available in MiTek 20/20
software or upon request.
PLATE SIZE
The first dimension is the width
4 X 4 perpendicular to slots. Second
dimension is the length parallel
to slots.
LATERAL BRACING
Indicated by symbol shown and/or
by text in the bracing section of the
output. Use T, I or Eliminator bracing
if indicated.
a
a:
O
U
a-
O
Numbering System
6-4-8 dimensions shown in ft-in-sixteenths
2 3
TOP CHORDS
BOTTOM CHORDS
8 7 6 5
JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE
AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO
THE LEFT.
CHORDS AND WEBS ARE IDENTIFIED BY END JOINT
NUMBERS/LETTERS.
CONNECTOR PLATE CODE APPROVALS
BOCA
ICBO
BEARING $
BCCI
Indicates location where bearings
supports) occur. Icons vary but
reaction section indicates joint
number where bearings occur.
Industry Standards:
ANSI/TPI1: National Design Specification for Metal
Plate Connected Wood Truss Construction.
DSB-89: Design Standard for Bracing.
BCSI1: Building Component Safety Information,
Guide to Good Practice for Handling,
Installing & Bracing of Metal Plate
Connected Wood Trusses.
96-31, 95-43, 96-20-1, 96-67, 84-32
4922, 5243, 5363, 3907
9667, 9730, 9604B, 9511, 9432A
AGeneral Safety Notes
Failure to Follow Could Cause Property
Damage or Personal Injury
1. Additional stability bracing for truss system, e.g. diagonal
or X-bracing, is always required. See BCSI1.
2. Never exceed the design loading shown and never stack
materials on inadequately braced trusses.
3. Provide copies of this truss design to the building
o designer, erection supervisor, property owner and all
other interested parties.
O
U 4. Cut members to bear tightly against each other.
a 5. Place plates on each face of truss at each joint and
embed fully. Knots and wane at joint locations are
regulated by ANSI/TPI1.
6. Design assumes trusses will be suitably protected from
the environment in accord with ANSI/TPI1.
7. Unless otherwise noted, moisture content of lumber shall
not exceed 19% at time of fabrication.
8. Unless expressly noted, this design is not applicable for
use with fire retardant or preservative treated lumber.
9. Camber is a non-structural consideration and is the
responsibility of truss fabricator. General practice
is to camber for dead load deflection.
10. Plate type, size, orientation and location dimensions
shown indicate minimum plating requirements.
11. Lumber used shall be of the species and size, and in all
respects, equal to or better than that specified.
12. Top chords must be sheathed or purlins provided at
spacing shown on design.
13. Bottom chords require lateral bracing at 10 ft. spacing,
or less, if no ceiling is installed, unless otherwise noted.
14. Connections not shown are the responsibility of others.
15. Do not cut or alter truss member or plate without prior
approval of a professional engineer.
16. Install and load vertically unless indicated otherwise.
2004 Mitek®
Ago
GENERAL NOTES NOTAS GENERALES
Trusses are not marked in any way to identify Los trusses no estan marcados de ningtin modo que
the frequency or location of temporary bracing. identifique la frecuencla o localizacidn de los arriostres
Follow the recommendations for handling, (bracing) temporales. Use las recomendaaones de mane)o,
installing and temporary bracing of trusses. instalacion y amostre temporal de los trusses. Vea el fdleto
Refer to BCST 1-03 Guide to Good Practice for BC511-03 Guia de Buena Pradca Para el Manejd. Instalacion
Handling. Installing Bracing MCI PlateyAm ITsses ( m Connected
for more detailed Kim de Metloara para mayor infomhacil information.
Truss
Design Drawings may specify locations of Los dibujos de disEfio de los trusses pueden especificar permanentbracingonindividualcompressionlorelocalizadonesdelosarriostrespermarho)a en
IDS members.
Refer to the BCSI-B3 Summary miembros ind v duales en compresidn. Vea W hoja LPS1lmeD Sheet -
Web Member Permanent Bradng/Web BCSI-B3 Dora los annostres pennanentes y refuerzos de Im Reinforcement
for more information. All other miembros secundarios (webs) pat mayor information. El permanent
bracing design is the responsibility resto de arriostres permanentes son la responsabilidad del of
the Building Designer. Disefiador del Edfido. The
consequences of improper handling, installing and
bracing may be a collapse of the structure, or worse,
serious personal Injury or death. El
resultado de un manejo, instalaci6n y arriostre inadecuados,
puede ser la caida de la estructura o a6n
peor, mue, s o heridos. Banding
and truss plates have sharp edges. Wear gloves
when handling and safety glasses when cutting
banding. Empaques
y placas de metal Genen border ., afilados.
Use guantes y lentes protectores cuando torte
los empaques. HANDLING -
MANE)O Z
u Allow
n0 more No Dernrita mas Use special care in than
3" of deflec- de 3 pulgadas de windy v,eather or ton
for every 10' pandeo por cada near -ver lines of
span. pies de trarrw. and airports. Pick
up vertical Levante de Jar cuerda bundles
at the superior los grupos too
chord. rbcales de trusses. ONE
WEEK OR LESS MORE THAN ONE WEEK 491
Bundles
stored on the ground for one week
or more should be raised by blocking at
8' to 10' on center. Los
paquetes almacenados en la Berra por una
semana o mas deben ser elevados con
bloques a cads 8 o 10 pies. QFor
long term storage, cover bundles to pre- ventmoisturegainbutallowforventilation. Para
almacen-amiento por mayor bempo, cubla
Jos paquetes para prevenir aumento de
humedad pero permita ventilation. HAND
ERECTION — LEVANTAMIENTO A MANO sScs _'
S or I T;asses 30' or t t
lesssupportLJlesssupportatat
peak.( quarter points. r Levante
Levante de li FI del
pl--o lcis A
Jos
ivartos p II U'
A de 20 de tramp los pies
o menos. trusses de 30 I4-
Truss s up to 1, p menaB. TrUSSM Ito l piehasppHOISTING —
LEVANTAMIENTO Hold
each truss m position with t4e erection equipment until temporary bracing is installed and truss
is fastened to the beanrg points. Sostenca
cads truss en pos .i6n con la gnia hasty que el arriostre temporal este instalado y el truss
asegur3do en los soportes. GDo
not lift trusses over 30' by the peak. No
levante del pico los trusses de mas de 30 pies. Greater
than 30' Mors
de 30 oies HOISTING
RECOMMENDATIONS BY TRUSS SPAN RECOMMENDACIONES
DE LEVANTAMIENTO POR
LONGITUD DEL TRUSS 60'
or less Imo-
Approx. 1/2 I truss
length Tagline
TRUSSES
UP TO 30' Udikecuidad0
especial
en dias TRUSSES
HASTA 30 PIES ventosos
D cerca de cables
electricos o de aeropuertos.
Dreamier bar I.
W
Arf T'
Olrr IOC
Check
banding Revise kts empaques prior
to moving antes de mover ;as bundles.
paquetes de trusses. Avoid
lateral bending. — Evite la Flexion lateral. Do
not store No almacene braced
bundles verticalmente los upright.
trusses sueltos. Do
not store on No almacene en uneven
ground. Berra desigual. Y"
Toe4ni\ /
Toe -in Spreader
bar 1/2 to 213
truss length Tagline
TRUSSES
UP TO 60' TRUSSES
HASTA 60 PIES Locate
Spreader bar y \ Attach
above
or stiffbadc / L.\-\- ,
m
x. max. mid -
height l.— Spreader
bar 2/3 to 3/
4 truss length II TaglineTRUSSES
UP TO AND OVER 60' TRUSSES
HASTA Y SOBRE 60 PIES BRACING -
ARRIOSTRE Refer
to BCSI-B2 Summary Sheet - Truss Installa- tion
and Temporary Bracing for more information. Vea
el res6men I-B2 - Instalad6n de Trusses F Q vArriostreTemporalparamayorinformation. Do
not walk on unbraced trusses. No
camine en trusses sueltos. Locate
ground braces for first toss directly in
line with all rows of top chord temporary lateral
tracing. Coloque
Jos arriostre de Berra para el primer
truss directamente en lines con cads
una de [as filar de arriostre laterales temporales
de la cuerda superior. Brace
first truss well 1-
before erection of additional
trusses. Top
Chord Temporary Lateral Bracing (
TCTLB) nin.
BRACING
FOR THREE PLANES OF ROOF EL
ARRIOSTRE EN TRES PLANOS DE TECHO f
7( This bracing method is for all try except 3x2 and 4:(2 parallel chord trusses. LJ
Este methoo de arriostre es pars todo trusses excepto trusses de cuerdas paralelas 3x2 y 4x2. 1)
TOP CHORD — CUERDA SUPERIOR Truss
Span Top Chord Temporary Lateral Brace (TCTLB) Spacing Lon
itud de Tramo Es aciamiento del Arriostre Temporal de la Cuerda Superior Up
to 30' 10' o.c. max. Hasta
30 pies 10 pies maximo 30'
to 45' 8' o.c. max. 30
a 45 pies 8 pies maximo 45'
to 60' 6o.c. max. 45 a
60 pies 6 pies maximo 60' to
80'* 4' o.c, max. 60 a
80 ies* 4 pies maximo Consult a
Professional Engineer for trusses longer than 60'. Consulte a
un ingeniero Para trusses de mas de 60 pies. See BCSI-
B2 for TCTLB options. Vea el
BCSI-B2 para [as opriones de TCTLB.
Refer to
BCSI-B6 Summary Sheet -
Gable End
Frame Brecina' r7f
Repeat
diagonal braces. Vea el
res6men L! BCSI-B6 -
Arnostre Repita los arnostres del truss
terminal diagonales. de un
techo a dos aquas. f-
7( Set first five trusses with spacer pieces, then add diagonals. Repeat LJ process
on groups of four trusses until all tosses are set. Instale Jos
cinco primeros trusses con espaciadores, luego los arriostre diagonales. Repita
este procedimiento en grupos de cuatro trusses hasta que
todos Jos trusses estin instalados. 2) BOTTOM
CHORD — CUERDA INFERIOR Lateral braces
2x4x12' length
lapped _A\ over
twotrusses. . 10'-15'
max. Diagonal braces
every 10
truss spaces (20'
max.) Some chord
and web members not shown for clarity. 3) WEB
MEMBER PLANE — PLANO DE LOS MIEMBROS SECUNDARIOS x + . Ia.
Web members
Diagonal braces
every 10
truss spaces (20'
max.) 10'-15'
max. same spacing
as bottom
chord Some chord
and web members not shown for clarity. lateral bracing
DIAGONAL BRACING
IS VERY IMPORTANT l iEL
ARRIOSTRE DIAGONAL ES MUY IMPORTANTE! r BRACING FOR
3x2 AND 4x2 PARALLEL CHORD TRUSSES EL ARRIOSTRE
PARA TRUSSES DE CUERDAS PARALELAS 3x2 Y 4x2 0 Refer
to SCSI-B7 Maximum lateral brace spacing Summa beet
10' o.c. for 3x2 chords Temporary and
5 15' o.
c. for 4x2 chords Diagonal braces Permanent Bracing
0' of every 15 truss 1t I
ParallelChrParaleicpondspaces (30' max.) TILE for
more information. Vea
el
res6men BC5I-137 -
Arriostre temporal v_
permanente de
The end diagonal trusses de
cuerdas brace for cantilevered 2aralela5 para
mayor trusses must be placed Lateral braces informatil on
vertical webs in line 2x4x12' length lapped with the
support. over two trusses. INSTALLING - INSTALACION
for Out -
of -Plane. — Tolerandas para Fuera-de-Plano. QTolerances L,, ga
7 MuL B0"
N Bodo%
Le12.5' 3/4' 12.5' J max.
Boca — Length —' J Lengtl 1 7/
8'
14.6' Tolerances for
D/50 D (ft.) 1" To Out -of -
Plumb. t 1/4' 1, 1-1/8" 18.8' Tolerancias pat
I 1/2" 2' 1-1/4' 20.8' Fuera-de-
Plomada. a 3/4" 3' 1-3/8' 22.8' Plumb bob
1.
4, 1 1-
1/4" 5' 1-3/
4' 28.7 D/50
max 1.1/2" 6' 2' a33.
3'. 1.3/
4' 7' 2' 1
z 8' CONSTRUCTION LOADING —
CARGA DE CONSTRUCCION Do not
proceed with construction until all bracing s securely Maximum Stack Height and properly
in place. for Materials on Trusses No proceea
con la construction hasty que todos los arriostres estan colocados
en forma apropiada y Segura. Do not
exceed maximum stack heights. Refer to BCSI-B4 Summary Sheet -
Construction loading for more information. No exceda
ias maximas alturas recomendadas. Vea el res6men BCSI-84
CaWa de Construction para mayor information. Do not
overload small groups or single trusses. No sobrecargue
pequenos grupos o trusses individuales. MRbrlal HeIgM (
h) Gypsum Board
12" Plywood or
OSB 16" Asphalt Shingles
2 bundles Concrete Block
8" Clay Tile
3-4 tiles high Place loads
over as many trusses as possible. Coloque las
cargas sobre Lantos trusses como sea posible. QPosition loads
over load bearing walls. Coloque las
cargas sobre las paredes soportantes. ALTERATIONS — ALTERACIONES
Refer to
BCSI-BS Summary Sheet - Truss Damage tobsite Modifications and Installation Errors. Vea el
res6men BCSI-B5 Daihos de trusses ModificMiones en la Obra y Emores de Instalaci6 Do not
cut, alter, or drill any structural member of a truss unless specifically permitted
by the Truss Design Drawing. No torte,
altere o perfore ning6n miembro estructural de los trusses, a
mends que este especificamente permitido en el dibujo del diseno
del truss. Trusses that
have been overloaded during construction or altered without the Truss Manufacturer's prior approval
may render the Truss Manufacturer's limited warranty null and void. Trusses que
se han sobrecargado durante la construcci6n o han sido alterados sin una autorizaci6n previa del
Fabricante de Trusses, pueden reducir o eliminar la garantia del Fabricante de Trusses. NOTE: The
Tins Manufacttxer and Tess Designer must rely on the fact But the Contractor and crane operator (t appicable) are cs- paW to
undertake the work they have agreed to do on a particular project The Contra for shoedseek any required assistance regarding mnstructbn praetirrs
from a competent party. The mettnds and procedures outlined are inbeded to etsure that the weraa consbu-boh tednruques mVlvye0
vol put door and roar tosses into plaQ SAFELY. These remn-wx1latbns for handing, installing and bracug wood trusses are
based upon the collecths exlxS of 9 technical personnel in the wood truss industry, tit must, due to Me nature of responslblr[rs
knghed, be preseted only as a GUIDE for use by a quall &idkg Designer a ErectioNlnstallation Cwtracta. It a nnot kterded that
View remnmerdabons be interpreted as superior to any design spe ilkatbn (provided by enter an ArchKed, Enguea, the Bulling
DW¢,v, the Erection/Installation Contractor a othawisi,) for handling, installing and bring wood trusses and t does not preclude
toe use of Wen equrvaW4 methods W bracing and Vovidkg stabiirty for the walk and columns as may be detemdned by the truss
ErectOV Installabon Contracts Thus, the YAxd Thus Council of Amens and the Toss plate Institute expressly disdakn any responsiblrty for
damages ageing from tte use, appllabon, a reliance m the recommendations and m/amation contained IN— l WOOD
TRUSS
COUNCIL OF AMERICA TRUSS PLATE INSTITUTE 6300 Enterprise
Lane • Madison, WI 53719 218 N. Lee St., Ste. 312 • Alexandra, VA 22314 608/274-
4849 • www.woodtruss.com 703/683-1010 •—Apinst.org 61WARN11x17 20050501
anWS 10 A D
G MAIMS SHVid
NA R N I N G: ALL BEARING WALLS TO BE PLACED ; L HLIS26 NOTICE!! REVIEW ALL SPAN DIMENSIONS--BRG. WALLS
PRIOR TO SETTING TRUSSES., .11 HGUS26-2 ;ENIGNEERED DRAWINGS--LOADING--PITCH AND OVERHANGS
WALLS SHOWN ARE TO BE BEARING.. A i1. SPC.HGR SIGNED APPROVAL: X
JOB NUMBER:38030 DATE: 8-31-06 PITCH: LOAD:SHINGLES
CU SPAN CUSTOMER: CREATIVE CHANGE
4'
H: 16" A7-321-lt BY: j. H JOB NAME: TRIPLETT ADD. BRG:BLOCK
6-0