HomeMy WebLinkAbout100 Mattie St 03-2955 New additionn ^ ! CITY QF SANF(aRD PERMIT APPLICATION
Permit # :
Job Address:
Description o
Historic District: Zoning: Value of Work: $--
Permit Type: Building NL Electrical \ Mechanical Plumbing Fire Sprinkler/Alarm Pool
Electrical: New Service — # of AMPS 20 0 Amp Addition/Alteration % / Change of Service Temporary Pole
Mechanical: Residential V Non -Residential Replacement New (Duct Layout & Energy Calc. Required)
Plumbing/ New Commercial: # of Fixtures ' # of Water & Sewer Lines # of Gas Lines
Plumbing/New Residential: # of Water Closets N 1 1s Plumbing Repair — Residential or Commercial
Occupancy Type: Residential 1/11, Commercial Industrial Total Square Footage:
Construction TypeukidititiA # of Stories: _ # of Dwelling Units: Flood Zone: (FEMA form required for other than X)
Parcel #:
Owners Name & Addr s:
90
Contractor Name & Address:
Phone & Fax:
Bonding Company:
Address:
Mortgage Lender: .
Address:
Architect/Engineer:
Address:
Attach Proof of Ownership & Legal Description)
Phone: `f% 22 Yq!
State License lNumber:
Person: N)/ G) JU j C( N V1 Phone: 4 O`t
nSEP 1rt'/Jl
1 Fe...
LO\l I— Phone:
Fax:
Application is hereby made to obtain a perrrttt tq db'the w taYI tto s
Edipcoe[
cerit€yIhatdo work or installation has commenced prior t:o the issuance
of a permit and that all work will be,perfpoed t s d r s a I aating c,GttticIion in this jurisdiction. I understand that a separate permit
must be secured for ELECTRICAL WOkIC PLU B E S, FURNACES, BOILERS, HEATERS, TANKS, and AIR
CONDITIONERS, etc. OWNER'
S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regi lating construction
and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE
FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY
BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE:
In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this
county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance
of permit is verific lion that I will otify the o er of the property of the requirements of Florida Lien Law, FS 713. O-
c- J .. %-
C)
Signature
of Owner/Agent Date x
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nature of Nota -State of Florida ate U
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Owner/
Agent is rsQn Ilv ro n to Mel XProducedID L to l 1 %6 APPLICATION
APPROVED BY: BldgS Zoning: Initial &
Date) Special
Conditions: Signature
of Contractor/Agent Print
ContractorlAgent's Name Date
Signature
of Notary -State of Florida Date Contractor/
Agent is Personally Known to Me or Produced
ID Utilities:
FD: Initial &
Date) (Initial & Date) (Initial & Date) M
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ADUR.700 MC( "t" -e_ jS'
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State of Florida
County of Seminole
to
t ANNE MORE, CLERK OF CIRCUIT COURT
NOTICE OF COMMENCEMENNINOLE COMW
Ali 05034 PG 0987
t'oiV 'd 03/72554
09 w w
RECORDING FEES &
RECORDED BY L Woodley
The undersigned hereby gives notice that improvement will be made to certain real property, and in accordance with
Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement.
1. Description of property: (legal description of the roperty and sgeet address if available)
T
2. General description of improvement:
3. Owner information
a. Name and address
b. Interest in property -': f C?Z - 016, r
c. Name and address of fee simple titleholder (if other than Owner)
4. Contractor
a. Name and address
b. Phone number _
5. Surety
a. Name and address
b. Phone number
c. Amount of bond
6. Lender
a. Name and address
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(I)(a)7., Florida Statutes:
a. Name and address
b. Phone number
8. In addition to himself or herself, Owner designates
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
9. Expiration date of notice of commencement (the expiration date is 1 year from the date of recording unless a different
date is specified)
Signature of Okner
Sworn to (or affirmed) and subscribed before me this ( V day of S , 20 V3 , by
o n r L.r-q 1
Personally Known OR Produced Identification_ CtRI ItIED COPY
Type of Identification Produced ( S6 (a6sZl y 6 MARYANNE MORSE
OLERK OF CIRCUIT COURT
SEMINOLE COUNTY, FLORIDA
Melissa DunklinPI'Bli .
ig re of otary Public, S too Florida ;?• Commission #DD163723 pad rr, I a
Commission Expires: : Expires: Dec 20, 2005 SEP J O
7 QFi o Bonded Thru
100 Atlantic Bonding Co., Inc,
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 1 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, OU LI % t q , do hereby state that I am qualified and capable of performing the
requested construction involved with the permit application filed.
I will assume full responsibility as an Owner/Builder Contractor, and will personally supervise all work
allowed by law on the permitted structure.
10.4_
Owner/Builder Signature Date S15.r` .Mary..
T.
Print Owner/Builder Name
x
o to.
C O G O
Signature of Notary —State of Flor da ate O c
ta
O5 qnG
w
Owner is Personally Known to Me or has o w
ProdUcedlD
CITY OF SANFORD BUILDING DIVISION
OWNERIBUILDER AFFIDAVIT
ELECTRICAL & FIRE ALARM SYSTEMS
An owner of property making application for permit, supervising, and doing the work in connection with
the construction, maintenance, repair, and alteration of and addition to a single-family or duplex residence
for his or her own use and occupancy and not intended for sale or an owner of property when acting as his
or her own electrical contractor and providing all material supervision himself or herself, when building
or improving a farm outbuilding or a single-family or duplex residence on such property for the
occupancy or use of such owner and not offered for sale or lease, or building or improving a commercial
building with aggregate construction costs of under $25,000 on such property for the occupancy or use of
such owner and not offered for sale or lease. In an action brought under this subsection, proof of the sale
or lease, or offering for sale or lease, of more than one such structure by the owner -builder within 1 year
after completion of same is prima facie evidence that the construction was undertaken for purposes of sale
or lease. This subsection does not exempt any person who is employed by such owner and who acts in
the capacity of a contractor. For the purpose of this subsection, the term "owner of property" includes the
owner of a mobile home situated on a leased lot. To qualify for exemption under this subsection, an
owner shall personally appear and sign the building permit application.
State law requires electrical contracting to be done by licensed electrical 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 vour own electrical contractor even though you do not have a license. You may install electrical
wiring for a farm outbuilding or a single-family or duplex residence. You may install electrical wiring in
a commercial building the aggregate construction costs of which are under $25,000. The home or
building must be for your own use and occupancy. It may not be built for sale or lease. If you sell or
lease more than one building you have wired yourself within 1 year after.the construction is complete, the
law will presume that you built it for sale or lease, which is a violation of this exemption. You may not
hire an unlicensed person as your electrical contractor. Your construction shall be done according to
building codes and zoning regulations. 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.
I, ®V J XC) q V t R AV O U 4do hereby state that I am qualified and capable of performing the
requested construction involved with the permit application filed.
I will assume full responsibility as an Owner/Builder Contractor, and will personally supervise all work
allowed by law on the permitted structure-
Owner/Builder Signature Date
Print Owner/Builder Name dis*"N
igi I e o of r<—State o on a Date
CD
mu =0, 5 y
Owner is Personally- Known to Me or has
Produced [D
j O V °
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Seminole County Property Appraiser Get Information by Parcel Number Page 1 of 1
PARCEL DETAIL d
4Oi
eminole county
Avprri(y r ariur
C/(FYKl1
101 K. Firs) St. 1 4Ii.ford El. 32771
407.669-7 SIIA
2003 WORKING VALUE SUMMARY
GENERAL Value Method: Market
06-20-31-503-1200
Number of Buildings: 1
Parcel Id: 0070 Tax District: S1-SANFORD
Depreciated Bldg Value: $77,036
VIRAVONG BOUNXOU 00- Owner: Exemptions:
Depreciated EXFT Value: $370
MANIVANH HOMESTEAD Land Value (Market): $10,584
Address: 700 E MATTIE ST Land Value Ag: $0
City,State,ZipCode: SANFORD FL 32773 Just/Market Value: $87,990
Property Address: 700 MATTIE ST SANFORD 32773 Assessed Value (SOH): $65,555
Subdivision Name: RUSSELLS ADD FORT REED Exempt Value: $25,000
Dor: 01-SINGLE FAMILY Taxable Value: $40,555
2003 Notice of Proposed Property Tax
SALES
2002 VALUE SUMMARY
Deed Date Book Page Amount Vac/Imp
2002 Tax Bill Amount: $826
WARRANTY DEED 11/1987 01902 1672 $1,000 Vacant
2002 Taxable Value: $39,019
Find Comparable Sales within this Subdivision
LAND
Land Unit Land LEGAL DESCRIPTION PLAT
Land Assess Method Frontage Depth
Units Price Value LEG LOT 7 BLK 12 A B RUSSELLS ADD TO
FRONT FOOT & FORT REED PB 1 PG 97
DEPTH
105 105 .000 150.00 $10,584
BUILDING INFORMATION
Bid Num Bid Type Year Bit Fixtures Gross SF Heated SF Ext Wall Bid Value Est. Cost New
1 SINGLE FAMILY 1989 6 2,087 1,363 CB/STUCCO FINISH $77,036 $81,090
Appendage / Sqft BASE SEMI FINISHED / 252
Appendage / Sgft OPEN PORCH FINISHED / 52
Appendage / Sgft GARAGE FINISHED / 420
EXTRA FEATURE
Description Year Bit Units EXFT Value Est. Cost New
WOOD CARPORT W/SLAB 1992 120 $370 $660
NOTE: Assessed values shown are NOT certified values and therefore are subject to change before being finalized for ad valorem
tax purposes.
If you recently purchased a homesteaded property our next ear's property tax will be based on JustlMarket value.
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Job .. - Truss Truss Type Oty Ply. Bounxou Virauong-700 Mattie St. Sanford
MASTER T03 KINGPOST - 1 1
Job Reference (optional)
BFS; Sanford, Fla. 32773(Richard A.Willig) 5.100 s May 30 2003 MiTek Industries, Inc. Mon Sep.08 15:19:28 2003 Page 1
1-4-0 .. , 7-0-0 1 4.0-0 15 4-0
1 4-0 7-0-0 , 7-0.-0. 1 4 0
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14-0-0
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Plate Offsets X,Y)_[6:0-2-12,0-0-11L T[ .0-2-12,0-0-11 ,[80-1-14,0-0-2] [10:0-2-0 0-0-11]_[11:0-2-0,0-0-11]_
LOADING(psf) SPACING 2-0-0 CS1 DEFIL in':(loc) I/deft L/d PLATES GRIP
TCLL! 20.0, : Plates Increase 1.25 TC 6.11 .. Vert(LL) r n/a _ - n/a 999 M1120 ' - 249/190
TCDL ".` .7.0 Lumber Increase' 1.25 BC 0.06 " Vert(TL) 0:01 9 . >999 180
BCLL' 0.0 Rep Stress Incr NO WB 0.02 Horz(TL) 0.00 ` 8 n/a n/a
BCDL' 10.0 Code FBC2001/ANSI95 Matrix) Weight: 61 lb
LUMBER; BRACING
TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins.
BOT CHORD 2 X 4 SYP No.2 BOT CHORD - Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2 X 4 SYP No.3
REACTIONS (lb/size) 2=187/14-0-0, 8=187/14-0-0, 12=149/14-0-0, 13=130/14-0-0, 14=198/14-0-0, 11=130/14-0-0, 10=198/14-0-0
Max Horz 2=-53(load case 6)
Max Uplift2=-78(load case 5), 8=-87(load case 6), 13=41(load case 5); 14=-30(load case 5), 11=-40(load case 6), 10=-30(load case 6)
Max Grav2=187(load case 1), 8=187(load case 1), 12=149(load case 1), 13=135(load case 7), 14=198(load case 1), 11=135(load case 8), 10=198(load case 1)
FORCES. (lb) - First Load Case Only "
TOP CHORD 1-2=26, 2-3=21, 3-4=-34, 4-5=12, 5-6=-29, 6-7=-34, 7-8=-42, 8-9=26
BOT CHORD 2-14=9, 13-14=9, 12-13=9, 11-12=9, 10-11=9, 8-10=9
WEBS - 5-12=-106, 4-13=-96, 3-14=-142, 6-11=-96, 7-10=-142
NOTES'
1) Unbalanced roof live loads have been considered for this design.
2 Wind: ASCE 7-98; 120m h; h-15ft; TCDL`4.2 sf; BCDL-5,0 sf; Cate o II; Ex B; enclosed MWFRS interior zone; porch Ip - - p - p Category p p eft and right exposed;Lumber
DOL=1.33 plate grip DOL=1.33.
3) 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"
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00.
5) All plates are 2x4 M1120 unless otherwise indicated.
6) Gable requires continuous bottom chord bearing.
7) Gable studs spaced at 2-0-0 oc.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 78 lb uplift at joint 2, 87 lb uplift at joint 8, 41 Ito uplift at joint 13,
30 Ib_uplift
III / ///////
at joint 14, 40 Ito uplift at joint 11 and 30 lb uplift at joint 10. 11)
LOAD CASE(S) Standard '\\ F A. 0
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0910812003
Job
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Truss Truss Type Oty . Ply ' Bounxou Virauong-700 Marne St Sanford
MASTER :' . T02 MONO HIP 1 1
Job Reference o tional
BFS, Sanford,Fla. 32773(Richard A.Willig) . 5 A00 Is May 30 2003 MiTek Industries, Inc. Mon Sep 08 15:19:27 2003 Page 1.
1-4-0 4-9-14 970-0 14 19 6-0 24 8-2 29-7-8 I
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1 4-0.' 4-9-14 4-2-2 5-3-14 5 24 5-2-2 4-11-6
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3 3x8 2.4 If 3x4
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1960 24-82• 29-78 3ggi0
9-0-0 5-3-14`' " 5-2' -2
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5-2-2 4-1 1-6 0 4-8„
Plate Offsets X,Y):' I2:0-3-0.0-1-81
LOADING (psf) SPACING 2-0-0 CSI DEFL in (Ioc) ' I/deft L/d PLATES GRIP
TCLL `.- 20.0 Plates Increase `. 1.25 TC 0 50 Vert(LL) 0 25 2 15 >999 240 M1120 249/190
TCDL -s:" 7.0 Lumber Increase `1.25 BC, 0.78 Vert(TL) -0.33 "2-15, >999 180
i
o BCLLz .', 0.0 Rep Stress Incr NO WB - 0 61 Horz(TL)+..0.'09 10' , n/a. n/a
i BCOL .10.0 Code'FBC2001/ANSI95 .. Matrix) Weight: 160 lb -
I LUMBERS BRACING '
r TORCHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 3-9-15 oc punins except end verticals. j
i BOT CHORD 2 X 4 SYP No.2 , BOT CHORD r Rigid ceiling directly applied or 5-7-5 oc bracing.
WEBS 2 X 4 SYP N6.3 WEBS 1 Row at midpt 8-10
REACTIONS (lb/size) 10=1634/0 8-0, 2=:1266/0-8-0. (,
i Max Horz2=145(load case 5)
R Max Uplift10=-823(load case 4) 2-581(load case 3)
1
FORCES % ( Ib) Only , First Load CaseJ
TOP CHORD 1-2=27, 2 3=-2413, 3-4=-2195, 4-5=-2009, 5-6=-2391' 6 16=-2391, 7-16=-2391, 7-8=-2391, 8-9-_58 9-10= 237
s BOT,CHORD 2-15=2165, 14'15=2437,,13-14=2437, 12-13=2437, 12-17=1691, 11-17=1691,'10-11=1691
f WEBS..;" 3-15=194:4-15=553, 5,15=. 531; 5-14=76 5-12=-57, 6-12=-340, 8-12=868, 8-11=210 8 10 208T'
j NOTES"
1) Wind`. ASCE17-98; 120m h; h-15ft; TCDL=4.2 sf; BCDL=5.0 sf; Category II; Ex B; enclosed;MWFRSP - P P 9 ry p intedw zone; porch and right ex osed Lu tuber •; P 9 p
i DOL=1.33 plate grip DOL=1.33
s 2) Provide adequate drainage to prevent water ponding.
3) This truss has been designed for a 10.0 psf bottom chord IiJe load nonconcurrent with any other live' loads peg Table,1601 1 of I6C-00.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 823 lb uplift at joint 10 and 581 lb uplift at joint 2.`
LOAD CASE(S) Standard
1) Regular: Lumber, Increase=1.25, Plate Incre6se=1.25'
Uniform Loads (plf)
Vert: 1 4=-540,416=-540 9-16=-1080 2-17 20.0, 10-17 43.0
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0910812003
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Job Tru;
MASTER EJ7
Truss Type _ Qty .. ply Bounxou Virauong-71
JACK 12 1
Job Reference o do
7-0-0
LOADING (psf) SPACING 2-0-0 CSI DEFL in'(loc) I/deft L/d PLATES. GRIP
TCLL 20.0. Plates Increase 1.25 TC 0.54' Vert(LL) 0.12 2-4 >648 240 M1120 249/190
TCDL ,' 7.0 Lumber increase 1.25, 8C' 0.46 Vert(TL) -0.07 ; r. 1 >276 180
BCLL 6.0` Rep Stress Incr NO WB 000 1 Horz(TL) 0.00 3" n/a n/a
BCDL 10.0 Code FBC2001/ANSI95 (Matrx) Weight: 241b
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2 TOP CHORD _ Sheathed or 6-0-0 oc pudins.
BOT CHORD 2 X 4 SYP N6.2 BOT CHORD' " Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 3=167/Mecl ariical, 2=346/0-8 0, 4=66/Mechanical
Max Horz 2=1 17(load rase 5)
Max Uplift3=-86(load case 5), 2=-181(load case 5), 4=-48(load case 3)
Max Grav3=167(load case 1), 2=346(load case 1), 4=132(load case 2)
FORCES .(Ib) - First Load Case Only.: ;
TOP; CHORD 1-2=27, 2-3=53
BOT CHORD 2-4=0
NOTES -
1) Wind`. ASCE 7-98; 120mph; h=15ft; TCDL=4.2psf; BCDL=5.Opsf; Category II; Exp B; enclosed;MWFRS interior zone; porch left and right exposed;Lumber
DOL=1.33 plate grip DOL=1.33.
2) This truss has been designed for a 10.0 psf bottom"chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00.
3) Refer to girder(s) for truss to truss connections.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 86 lb uplift at joint 3, 181 lb uplift atjoint 2 and 48 lb uplift at joint
4.
LOAD CASE(S) Standard
Job'',,Truss Truss -Type Oty Ply Bounxou Virauong ]OO Matlle St. Sanford ,
MASTER ' - EJ5 JACK4
eferenceJooR' optional
I
BFS Sanford Fla 32773(Richard A Willig)' ' 5.100 s May 30 2003 MiTek Industries, Inca Mon Sep 08 15 19:25 2003 Page 1
1 4 0
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LOADING.(psf) SPACING ` 2-0=0 CSI. DEFL in:- (loc) ' I/deft Ud PLATES GRIP
TCLL," 200 Plateslncrease 1.25 TC 023 Vert(LL) 003 2-4 >999 :240 MI120 249/190
TCDL_ , .7.0 '; Lumber Increase , .1.25 BC, 0.22 Vert(TL) 0.05; : 2-4 . >999 180
BCLL 0.0 ;; Rep'Stress Incr. NO WB' 0.00 Horc(TL) 0.00 3 ` n/a n/a
0
BCDL 100 Code FBC2001/ANSI95 Matrix) Weight. 18lb
LUMBER. BRACING
TOP CHORD 2 X 4 SYP No.2 TOP CHORD . Sheathed or,5-0-0 oc pudms. -
BOT CHORD 2 X 4:SYP No.2 ` BOT CHORD : Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 3 108/Mechanical, 2 277/0 8-0, 4 46/Mechanical
MaxHorz2=91(load case 5).
Max Uplift3=-54(toad case 5), 2=-153(16ad case 5);;4=-33(load case 3)": '
Max Grav3=108(load'case t), 2=277(load case" 1); 4=92(load case 2) '
FORCES :.(Ib) - First Load Case Only
TOP'CHORD . 1-2=27, 2-3=34) "
BOT CHORD 2-4=0
NOTE S
1) Wind: ASCE 7 98; 120mph; h=15ft TCDL=4 2psf; BCDL 5 Opsf; Category 11; Exp B; enclosed;MWFRS interior zone parch left and right exposed;Lumber i; > 4
50L=1.33 plate;grip DOL=1.33:
2) This truss has been designed for a` 10.0 psf bottom chord live load nonconcuirent with any other liva' loads per Table 1607.1 of IBC-00. ,
3) Refer to girder(s) for truss to truss connections:
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 54 lb uplift at joint 3 and 31lb uplift at joint 4.
d
5) One RT7 LISP connectors recommended to connect truss to bearing walls due to uplift at jt(s) 2.
LOAD CASE(S) Standard '
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TATE F • t
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0910812003
7
Job Truss Truss Type , I Oty Ply Bounxou Virauong 700 Mathe St Sanford
MASTER - CJ3 JACK " 2
Job Reference optional
BFS Sanford Fla 32773(Richard A Willig) 7 5.100 s May 30 2003 MiTek Industries, Inc. Mon Sep 08 15:19:24 2003 Page 1
1-4-0-3-0-0 a
1 4 0' 3-0-0
Style=ta.i
i
S00 12
L
Tj
k ,
i
81
f
t
t
y
2rA
I 3_0_0I 9
3-0-0
LOA"DING{psf) ' SPACING"-'' 2-0,-0. . CSI" DEFL , m, (loc) I/deft L/d rPLATES GRIP -
TCLL` . ;`+, 20.0 Plates Increase 1.25 . TC _ 0 16 ' Uert(LL) .`-0.00 2=4` >999 240 M1120 249/190,
TCDL. 7.0 Lumber increase r 1.25 BC'' 007 Vert(TL) , ` 0.02 1 >927 `:' 180
BCLL : ".: 0.0 Rep Stress Incr NO ; WB' 0 00 " -1 Horz(TL)''-0.00,` ':" 3 n/a _ , n/a "
BCDL i . 100 Code FBC2001/ANSl95 Matrix) Weight:.12 1b
LUMBER : BRACING
TOP CHORD '2X 4 SYP No.2 TOP CHORD .'Sheathed of 3-0-0 oriins` BOT
CHORD 2 X 4 SYP+No.2 BOT CHORD' Rigid ceiling directly applied or 10-0-0 oc bracing. - _ tl REACTIONS (
lb/size) 3=42/Mechanical, 2=215/0-8-0, 4 26/Mechanical" Max
Horz2=65(I6ad case 5) Max
Uphft3=-21(load case 4), 2 132(load case 5), 4= 19(load case 3) Max
Grav3=42(load case 1), 2=215(load, case 1), 4=52(load case 2) FOR
CES Ib - First L oadCase Only i
TOP CHORD". 1-2=27, 2-3=43 BOT,
CHORD ' 24=0 ' I
NOTES"
1)
Wind' ASCE 7-98; 120mph, h=15ft TCDL=4 2psf BCDL 5 Opsf; Category II; Exp B, enclosed; MWFRS interior zone porch left and right exposed;Lumbe, DOL=
1.33 late n DOL=1.33 a 2
This truss has been designed for 10 0 sf bottom chord live load nonconcuRenfwith ah gpyother live loads per Table 1607:1 of IBC-00. 3)
Refer to girder(s) for truss to truss connections "' 4)
Provide mechanical connection (by others) of truss to bearing plate+capable of withstanding 21 Ib uplift at joint 3, 132 lb uplift at joint 2 and 19 lb uplift at joint " 4.
e
LOAD
CASES) Standard B
y'% 23451
1c). _
SqEO .'
per:.
sQj 09/,
PARTIALLY ENCLOSED"
DESIGN CRITERIA
1) Basic Wind Speed: ...................................................... 120 M.P.H.
2) Wind Importance Factor ........:.................................... 1.00
a. Building Occupancy Category: ............................. II
3) Wind Exposure: ..........................................................
4) Condition: ................................................................. II — Partially Enclosed.
a. Interior Pressure Coefficient (GCpi) ......................... 0.55 +/- .
5) Design Values.. .............................. Main Wind Force Resisting System
a. Roof [Partially Enclosed]: ...................................... —37.0
b. Walls [Partially Enclosed]: .................................... . +24.0
6) Design Values: ...................................... Components & Cladding
a. Roof [Partially Enclosed -Positive Pressure]:......... +16.0
b. Roof [Partially Enclosed -Negative Pressure]:........ —36.0
c. Walls [Partially Enclosed -Positive Pressure]:........ +27.0
d. Walls [Partially Enclosed -Negative Pressure]:....... —30.0
CONSTRUCTION
All construction shall comply with Section No. 1606 of the 2001 Edition of the
Florida Building Code for wind loads as defined herein.
Subject structure has been engineered to comply with "Partially Enclosed" design
criteria. No hurricane shutters or impact resistant glass are required in this
application.
Ceiling Diaphragm Bracing is required on the bottom chord of the trusses. Install
1 x3 furring strips @ 16" o.c. on the bottom chord bracing of roof trusses; attach
w/ 2'/2 " drywall screws — (2) screws per connection. In lieu of furring strips use
2x4 SYP bracing on the top of the bottom chord as specified in truss drawings.
All exterior masonry walls are "Shear" walls with structural downpours located at
6' — 0" on center (max).
7Co'v
Floor Plan
er
Richard A.Willig
Cover PHONE 407-402-7402
FT
Bounxoe Virauong
700 Mattie Street
Sanford, Rorida 32773
Scope. Ef ork,
li New AlddiWn To Be Constructed
2-) Pour New Concrete Slab
3) Construct New Frame WOs
4) Construct New Dectrica(
5) Extend 200 Amp Bectrlca Service
t) No P-lumbing Required
Add New V/indow Hid -Unit 120V
8) Add New Ceiling Fans
J5
1.. U 7`z i'.iiiu r4 '•`
8i k1k; P+;
1i INi1111 Ir
M.
Pat. A• '''%
THIS STRUCTURE HAS BEEN DESIGNED "''ii FR V
TO MEET THE LOADING REQUIREMENTS
OF CHAPTER 16, 20M FLORIDA RA K[[ 11 p 2001- BUILDING CODE FOR WIND LOABS OF PRI ESSE,IIEER
125 MPH. MIN, AND AS[[ 1-98. 4 2Z AD SU
FOR SIRUCTURAL FI F1,110 O . hE m ami, R B?9S2
Ridge Vent
Elevations
1
M BY
Richard A.Willig
Q PHONE 407-402-7402
FRONT ELEVATION
5/12
REAR ELEVATION
FM
Bounxou Virauonqq
700 Mattie Street
Sanford, Porida 32773
mm
5/12
RAN WEPT BY
F=l CIO
00 lfl0
LEFT ELEVATION
THIS STRUCTURE HAS BEEN DESIGNED
TO MEET THE LOADING REQUIREMENTS
OF CHAPTER 16,20 FLOW
BUILDING CODE FOR WIND L&OF
120 MPH, MIN, AND ASCE 7-
FUR STRUCTURAL ELEMENTS
12
RIGHT ELEVATION
E 1r 8 2003
BL BVRB 11AL1mm ENGINEER VAl
R JASON UP
0-
New Construction
Living Room
New Walls To Be 2x4 Frame
0
Remove Existing Wall
m
Existing
Living IX
21-2-0 21-3-0 17-7-0
Existing Existing
Master Bed Existing Bed #3
Grand Rr,
Existing
Utility CU
o Existing
Kitchen Existing
Bed #2
Existing
Garage
0
C6
N
e Floor Plan
DEG BY
Richard A.Willig
Q 3 PHONE 407-402-7402
U
BOUnxoe Virauong
700 Mattie Street
Sanford, Porida 32773
RAN CW T BY.
9
X
New 120V Duvet
Existing 120V Outlet
Ceiling Fan
ENG SEAL
THIS STRUCTURE HAS BEEN DESIGNED
EO
1
TO MEET THE LOADING REOUIREMENTS
OF CHAPTER 16, 2001 FLORIDA RMM[[ UVj
BUILDING CODE FUR WIND LUZ OF PRDLESSIDTIAL EH6IV 0
1P0 MPH. MIN. AND AKE 1-% M AD 9 E1
FUR STRUCTURAL ELEMENTS U6, 0I11 la% Fl
t
3-1/2' Frame Wall
o
o
63
New Foundation
63
3-1/2' Frame Wall
0
0
Cu
o
o Remove Existing Wall
N
0
m
Existin
21-2-0 21-3-0 17-7-0
0
M
Existing
0
N
Existing
lJ
Ir
PRE-ENGINEERED TRUSS @24"
O.C. W/ HURRICANE ANCHOR
ON EA. TRUSS. SEE TRUSS PLAN
FOR MANUFACTURER & TYPE —
TOP PLATE SPLICES SHALL
BE LAP SPLICED 4' AND
MADE WITH 8-16d GALVINIZED
BOX NAILS
SEE SOFFIT / FACIA DET.
ON ELEV. SHEET FOR
OVERHANG LENGTH &
CONDITIONS
15/32" APA RATED CDX PLYWD
OR 7/16" O.S.B. BOARD
SEE GENERAL NOTES FOR
NAILING PATTERNS
FINISH MATERIAL AS SPEC.
x 8" ANCHOR BOLTS
OR \"- x 6" EXPANSION BOLTS
@ 32" O.C. MAX. W/ 2"x2" x_
WASHERS. U.N.O.
SIMPSON SP4 W/ 6-1061.5"
@ EVERY STUD.
2X4 P.T. SOLE PLATE
FINISH GRADE
00
fIT
TYP. 12" X 20" MONO
FOOTER W/ 2 #5
ROD CONT. PER
S.S.B.C. SEC. 1302=
COMP. SHINGLES OVER 15# FELT
7/16" OSB OR 15/32 CDX PLYWOOD
SEE ELEV.
BATT INSUL. AS SPEC.
GYP BOARD
SIMPSON SP4 W/ 6-10dx1.5"
@ EVERY OTHER STUD.
2) 2x12 #2 S.Y.P. HEADER
W/ \" PLYWD FLITCH PL.
WINDOW AS SPEC.
MARBLE SILL
R-11 INSUL. W/
VAPOR BARRIER
GYP. BOARD
S.Y.P. (S.P.F.) 2x4 WALL
STUDS @ 16" O.C.
BASE TRIM AS SPEC.
4" CONC. SLAB W FIBERMESH
OR W/6x6 10/10)
OVER 6M VISO.
0'-0".,FIN. FL.
i ,-
1 eI _
o
SINGLE STORY
2x4 FRAME WALE SEC
SCALE: ["=1'-0" A 16-13-97
CLEAR COMPACTED
TERMITE TREATED
FILL
f y1l;A;,,
T 0 4 ,
Coy'. Fin Jp:` :.`o
2
11
Foundation Plan RR
B o u n x o u V I r a u o ng
7 0 0 M a t t i e S t n e e t
S an Ford, E o r a 32773
PLMCKPTBY ENG SEAL r'
s tL t'
THIS STRUCTURE HAS BEEN DESIGNED
TU MEET THE LOADING REQUIR [MINIS
Of CHAPTER 16, P001 FLORIDA RAH -II BV ,! ip .j I$ 2003
BUILDING CURE FOR WIND LOADS OF P51 1P
0. MIN, AND ASCE 7-98, NS J 3 SR[I FOR
STRUCTURAL ELEMENTS UNT 01H IR110, fl A? DATE.
REVISINS: I
S
31 9
G BY Richard
A,Willig I
PHONE
407-402-7402 j
STRUCTURAL SHEATHING
SEE PLAN FOR ATTACHMENT
PRE-ENCR'D WOOD TRUSSES . OF CING
AT 2'-0' O.C. MAX VAU TRUSS
TRUSS ANCHOR
SEE CONN. CHART
FASCIA
SEE ARCH DWGS
GYPSUM SHEATHING
COOT 2x4 BRACING 0 10'-0'O.C.
8' KNOCK OUT BLOCK
OR AT MID AND QUARTER PTS. OF
OF TRUSSES LONGER THAN 30'-0'
W/ /5 BAR GROUTED W/ 2-10d NAILS EA TRUSS
NOT REQ'D FOR TRUSSES LESS THAN 10)
NOTE.'
8" CMU WALL REFER TO ARCH'L DWGS AND/OR
SEE PLAN FOR VERT REINF. TRUSS MFG DWGS FOR SPECIFIC
TRUSS PROFILE INFORMATION.
le HEEL HEIGHTS,SLOPE, OVERHANGS)
ROOF TRUSS ON MASONRY WALL
FDliSN'FER ELEVAi1Ri e arM e
c
1719E Q Rv .
a
K 42 PIR II RI
I' CRC SLAB FINISH FLO
inyr 4 MEMra
rA W IQ
n AD VI MveFINISHCRADEW11MINKM J 111 TAD
IS pML
ru UKA sW
AT EACH FILLED CELL Au s>frn
b6 IT WE u9 LIAR IM W
O TTHIC FLLNDATEN
IQE v=
W LVI IQ MY..
115 FA ID 10 RX P WAD
0 RA¢ mAILM Of 11A
CLEAN CRPACTED FILL V/ 0 15 DIA RODS UNT. MEOW LNrtL N UST MTE
LN CIM2S
W 0 911-M a N)n
FATE RI M1 a
vnER
EXTERIOR MASR 2Y WALL
RM 0 M ws m RB
WE 21CUAJIv= -\ MEOSI Mc su
Vt 6v1 PAI
alm AS PER PLAN Yrn RM
I I °`
rNm aE tR1A111A
Y [RC STAB - 10M1/4 N
9x 1 V4' F9 FmT FIAe FLO
r ME 9AI W \
19R M NR PLM
TR IN MFUNTO
rAa 1AvowCW0TILL
m IS B9R5 CA WAY
A(IIEI IN Im11Q
wsua
16 AIHI Ib190Y1
wIt w 1W09Iv.IE Rx1199
81 owRVE EXRnMNofA
TIP. NNE -STORY SECTION W/ BLOCK
PF VALE
FDBSH PER ELEVAFIRI
6' CNO
FDIIM FM FDA9t Rmt
FWD
a
ICRAIC
111
PO(iRALDG PH
1 - IioulnuiEFMID611.= 11 Ii
0EAN mill I'll p-N V/ 0)15 PA RE m1T. - NNLIODC Fum
M DW FON arm PPE V/ 0)15 DA RODS m11.
CN DNRS
T n BEARING PENETRATION DETAIL
IIF,
HIP ROOF
5' INCLUDING —
ROOF OVERHANG
ROOF SHEATHING NAILS PANEL LOCATIONS
ROOF FASTENING ZONES
1 2 3
7/16' STRUCTURAL
SHEATHING
8d COMMON PANEL EDGES 0 SUPPORTS (1) 6' O.C. 6" O.C. 4' O.C.
PANEL FIELD 12" O.C. 6" O.C. 6" O.C.
NOTE
I) EDGE SPACING ALSO APPLIES OVER GABLE END WALLS OR TRUSSES
2) P45LOOE 2 1/4'Y .099- DIAMETER POWER DRIVEN COATED SCREW NAILS MAY BE USED
IN LIEU OF 8d COMMON NAILS WITH REDUCED SPACING AS NOTED BELOW.
11' SPACE CHANGES TO 87, 6' CHANGES TO 4'. AND 4" CHANGES TO 2 1127.
ROOF SHEATHING ATTACHMENT
PRE-ENGINEERED TRUSS 024" COMP. SHINGLES OVER 15/ FELT
O.C. W/ HURRICANE ANCHOR 7/16' OSB OR 15/32 CDX PLYWOOD
ON EA. TRUSS. SEE TRUSS PLAN
FOR MANUFACTURER & TYPE
TOP PLATE SPLICES SHALL
BE LAP SPLICED 4' AND
MADE WITH 8-16d GALVINIZED
BOX NAILS
SEE ELEV.
90
BATT INSUL. AS SPEC.
GYP BOARD
SEE SOFFIT / FACIA DET. SIMPSON SP4 W/ 6-10dx1.5"
ON ELEV. SHEET FOR 0 EVERY OTHER STUD.
OVERHANG LENGTH dL
CONDITIONS 2) 202 /2 S.Y.P. HEADER
15/32- APA RATED COX PLYWD W/ \" PLYWD FLITCH PL.
OR 7/16' O.S.B. BOARD WINDOW AS SPEC.
SEE GENERAL NOTES FOR
NAILING PATTERNS MARBLE SILL
FINISH MATERIAL AS SPEC. i R-11 INSUL. W/
I VAPOR BARRIER
x 8* ANCHOR BOLTS ; \ GYP. BOARD
OR - x 6EXPANSION BOLTS S.Y.P. (S.P,F. 2x4 WALL 0
32. O.C. MAX. W/ 2"x2"x-" STUDS 0 16 C.C. WASHERS.
U.N.O. BASE TRIM AS SPEC. SIMPSON
SP4 W/ 6-10dxl.5' 4' CONC. SLAB W FIBERMESH 0
EVERY STUD. (OR W/6x6 10/10) 2X4
P.T. SOLE PLATE OVER
6M VI0'- 0'
FIN. FL. FINISH GRADES
I ' Tt II
b I
IA
1 1
12'w9
CLEAR
COMPACTED TYP. 12'
X 20• MONO I i TERMITE TREATED
r III FOOTER W/ 2 #5 I. 1 , [ FILL ROD COOT.
S.S.
B.C. SEC. 1302 SINGLE STORY
2x4 FRAME
WALL SECTI N F12 SCALE: -=l'-O' A ' 1r CONNECTOR CHART
Revision Dote
04110103 Allowable Uplift
Load 1.5"
Member Allowable Uplift
Load J" t
Member Tj2e SIMPSON
Simpson. Fasteners USP USP Fasteners SINGLE DOUBLE SINGLE DOUBLE Wi UTS12
14-10d x 1 1 2' MTW12 I4-10d x I i 2' 860 1720 860 1720 W2 LSTA15
12-I0d LSTA 15 12-IOd 980 1960 980 1960 WJ LSTA24
18-I0d LSTA24 16-I0d x 1 1 2' or 14-10d 980 1960 980 7960 W4 MTT288
24-16d & 5 8' or 3/4' A.B. MTS278 24-16d & J 4 A.B. ,. NIA I NIA 4455 NIA W5 HD2A
5 8 AB & 2-5 8-MB-Min. 2-2x SP Member ADS2 5 8 AB & 2-5 811FB-Min. 2-2x SP Member NIA NIA 2775 NIA W6 H06A
7 8 AB & 2-7 8'MB-Min. 2-2X SP Member TDX6 7 8 AB & 2-7 8"MB-Min. 2-2x SP Member NIA NIA 4405 NIA 11 W7 LSTA12
8-1Od x 1 1/2' or 8-10d LSTAi2 8-10d x 1 1/2" or 8-I0d 510 1020 625 1250 W8 H8
10-I0d x 1 1 2" RT7 10-8d x I 1 2' or 10-8d 565 1130 565 1IJO W9 MSTA24
18-10d MSTA24 18-10d 1305 2610 1305 2610 W10 UST37
42-16d KST237 42-I6d 38I5 7630 3815 7630 WI HTT22
J2-16d Sinkers & 5/81A.S. HTT22 32-10d & 5/8-AB. N/A N/A 5260 N/A W 12
LGr2 30-16d Sinkers - or CMU 16-I6d Sinkers 7 1
4x 2 i 4'Titens LUGT2 J2-
10d or CMU 16-10d 5 1
4-x3' Powers Wea Bolts N/A
N/A 1785 J570 W13 HTS20
24-10d x 1 1 2Y HTW20 24-10d x i i 2" 1245 2490 1245 2490 11 W14 PH05-
SDSJ 14-1 4' x 3' SOS & 5 8' AS, PH05 14-WSJ Screws & 5 8' A.B. NIA NIA 4685 NIA W15 H10
16-8d X 1 1 2" RT16 B-8d x 1.5" & 8-8d 850 1700 NIA NIA W16 HTT16
18-16d & 5 8" A.B. HTT16 18-16d & 5 8" AS NIA NIA 3590 NIA Wiz MGT
22-10d & 5 8' A.B. W S.Pine MUGF15 22-IOd & 5 8' A.B. W SPine N/A NIA 3965 NIA W18 H10-
2 12-I0d RTI6-2 8-8d x 1 1 2" & 8-8d NIA NIA 655 1310 Wi9 LTT19
8-16d Sinkers & 3 4' A.B. LTS19 8-10d & 3 4" A.B. N/A NIA 1350 NIA W20 LTT208
10-16d & 1 2" 5 8. or 3 4" A.B. LTS208 10-I6d & J 4" AS N/A NIA 1 1750 NIA W21 LMJI
18-10d x 1 i 2' & 5 8' A.S. NIA I NIA
2310
NIA 2310 NIA Cl META
12 7-I0d x 1 1/2" Per Connector Use 7-
16d Per Connector on 2- HTA 12
8-10d x 1 1/2"Per Connector Use 8-
I0d Per Connector on 2-ply 1040 1960
1205 1900 AIETA20 9-
10d x 1 1/2" Per Connector Use 6-
16d Per Connector on 2-ply HTA20-18
10-10d x 1 1/2' Per Connector Use 8-
10d Per Connector on 2-ply 1200 1985
1205 1900 C3 HETA20
1I-IOd x 1 1/2' Per Connector Use 7-
16d Per Connector on 2- HTA20 13-
10d x 1 1/2' Per Connector Use 10-
10d Per Connector on 2-ply 1515 20J5
1515 2500 C4 HETAL
12 10-10d x 1 1 2' or 10-16d OTC 4-I0d x 1 1 2' & 9-10d 895 NIA 1315 NIA C5 HCT-
2 2-34- J-Bolt w/6" Embed. & I6-I0d HUCT2 2-3 4- J-Bolt w 6- Embed. & 16-I0d NIA NIA 1 9505 NIA C6 HCT-3
2-3 4" J-Bolt w 6" Embed. & 16-I0d HUGT3 1-3 4' J-Bolt w 6' Embed. & 16-10d NIA NIA 1 9770 NIA C7 HPAH022 23-
I6d HPAH022 23-I6d N/A N/A 2030 N/A C8 HCT-4
16-I0d & 2-34 AS HUCT4 2-J 4" J-Bolt *16' Embed. & I6-lOd N A N A 9250 NIA C9 HETAL20 15-10d
x 1 1 2" OR it-I6d TAPL 16 6-10d x 1 1 2& 1J-10d 1350 N A IJ50 NIA CIO HETAL I6- 15-
10d x t 1 2' TAPL 12 6-10d-x 1 1 2' & 11-10d 1350 NIA 1350 N A C11 LTA1 12-IOd
x 1 1/1' OR 12-I0d LPFA - 10-10d x 11/2 ' 1250 N/A 1220 N/A P1 ABU44 12-16d &
5 8- J-Bolt w 6" Embed. U.N.O. PAU44 I2-I6d & 5 6" J-Bolt w 6' Embed. U.N.O. N A N A 2200 N A P2 ABU66 12-I6d &
5/8' J-Bolt w/6" Embed. U.N.O. PAU66 12-I6d & 5/8' J-Bolt w/6' Embed. U.N.O. N/A N/a zsnn NIA ro P9 c 11
1
EPC66
20-I6d_ t1u.
4. EPCU66 LU-
iba 20-
16d
N/A
N/A
N A
N/A
1700 1700
NIA 11
N/
A
FI MSTA36
26-10d
MSTA36 22-I0d N A NIA I 16J5 J270 F2 UST60 56-I6d -
KST250 52-I6d NIA N A. 5005 10010 F3 MST148 28-10d
x 1 112 KST1248 32-I0d x 1 1 1" 1990 3980 1 1990 J980 BI HUC412 22-16d &
10-I0d H0412-IF 22-16d & 10-10d 1810 NIA 1 1810 NIA B2 HUC412 16-3/
167x 2 J14" Titers & 10-.10d HD412-IF . 10-10d & 8-3 16'x2" Powers Ta ers 1810 N/A 1810 NIA B3 MBWl 56 --- 2-
34 Thd. Rods W/ET22 Epoxy & 18-I0d NIA NIA 3475 NIA 3475 NIA B4 HUC4.10 - 18-16d &
10-I0d H0410-IF- 18-16d & 10-I0d 1810 NIA 1810 N A 05 HUC410 14-3i6 x
2 J 4' Titens & IO-IOd NIA I NIA 1810 N/A 1810 N A 66 HUC48 14-16d & 6-10d
H048-IF 14-16d & 6-10d 1085 N A 1085 NIA 11 B7 HUC48 10-3 16'-1
3 4' Titens & 6-I0d NIA NIA 1085 N/A 1085 NIA 11 68 HUC46 12-16d & 6-I0d
H046-IF 12-16d & 5-I0d 1085 - N/A 1085 HUS26 20-16d HUS26 20-16d
1550 N/A 1550 BID LSU26 6-IDd & 5-IDd
x 1 l 2" TMU26 10-IDd & 7-10d x 1 1 2" 535 N A 5J5 MNIAB9 811 HHUS28-2 30-I6d TH028-2 28-16d & 16-10d 2000 N A 2000 Si SP4,6. OR 8 6-
10d x 1 1/2' SPT4.6. OR 8 6-10d x 1 I/2" 760 NIA 76O oc n nr, o,aI irlvo
x 1 1 Z rm,op I[-IUd x 1 1 Z 71/0 N A 1170 MIA 11 S3 SP1 SP2 10-10d 12-
IDd SPT22 SPT24 8-1002-I0d 535 NIA 535 NIA S4 H8 10-10d x 1
1/2' RT7 10-80, 565 11J0 1 565 1130 S5 SSP Single Sill 5-10d:
ON.. To 7-I0d RSPT4 8-10dxi 1 2- OR 8-I0d 420 459 NIA 11 N A NIA S6 DSP Single Sill 10-10d;
Dbl. Top 14-10d NIA NIA N/A N/A 600 825 120011 M1 OTC 6-8d TR2 6-
8d N/A NIA NIA NIA M2 A35 12-8d x 1
1 2" MPAI 12-Bd x 1 i 2' N/A N/A NIA NIA 6I3 L50 6-10d AC5 6-
I0d NIA NIA NIA NIA M4 I HGAIOKT 4-SDS 1
4 x1.5' & 4-SOS 1 4 xJ' HGAIO 4-WSI5 & 4-WS13 J75 N/A N/A NIA M5 1 HCAM IOKTA 4-SDS
1/
4xl.5- & 4-I/4x 2 3/4- TITENS HCAM10 - 4-WSI5 & 4-3/16 xi 1/4' 850 N/A N/A N/A Powers Wedge Bolts 1 I UNLESS
NOTED OTHERWISE - ALL TRUSS TO
MASONRY CONNECTIONS SHALL
BE TYPE........................................................................................................... TYPE ALL TRUSS TO FRAME CONNECTIONS TO
BE TYPE ......................................... ................................................................................ TYPE ALL KING, JACK, & RAFTER TO FRAME
CONNECTIONS TO BE TYPE..................................... ..................... .. . TYPE ALL KING, JACK, & RAFTER TO MASONRY
CONNECTIONS TO BE TYPE .... ...... .... . TYPE ALL GABLE TO FRAME CONNECTIONS AT
ENDS SHALL BE ................. ... - r ................ TYPE ALL INTERMEDIATE GABLE TO .FRAME CONNECTIONS
SHALL BE AT 48" o.c - .....................:............................... TYPE ALL GABLE TO MASONRY CONNECTIONS AT
ENDS SHALL BE .................... -,I.,e.`= ........................................... TypE ANY SPECIAL COON.
REO'
D. FOR
THIS STRUCTURE HAVE BEEN IDENTIFIED ZiN LAN S^SUCH--- TYPE UNLESS NOTED OTHERWISE ALL TRUSS TO
GIRDER CONN. BE SPECIFIED TRIYSS ANU F URER...................................................................... IN BEARING WALLS SUPPORTINGRF AN
PORCH 00 D ORC BEAMS STRAP ALLHMlB1' WI I kSTR. S,- U.N.O................. THE BUILDER MAY USE A LARGERSTRAPTHENSPECIFIEDASLONGAS J. NJILI G &RE NIS ARE MET ................................................... NO STRAP,REQ'D FOR .HEADERS
IN NON-BRG WALLS. USE 3-100 NAILS Ni. 4 . ........................................................................ NO STRAPS REO'D FOR BRG
WALLS CARRYING FLOOR SYSTEM ONLY. (IJS L ROQF4..................................................... A{....... NAILING CONNECTORS OVER WOOD STRUCTURAL
PANELSHEATHINGISACC S IM# NAIL PENETRATION INTO THE FRAMING IS MAINTAINED..................................................................... /, "ems • _......................... I ................ .... .. e S
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V i r a u o ng 700 Hattie Street lr r ,, Sat ord,
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INENG SEAL // ,1«\ THIS
STRUCTURE HAS BEEN DESIGNED TU
MEETTHELUAOINGREQUIREMENTSOFCHN
TER 16,2001 FLURI.. WIN
0BUILDI G CUP[ FOR WIND -- F PR
E IONAE EN6[ DR3451 MPH, MiN, AND ASCE 1- 2 25
lAS[D1 SiREEi FUR STRUCTURAL ELEMENTS ` AND; FL 3R902 DATE
REVIS[DN9 1 S D1C B'
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Richard AVillig
Q 3 PHONE 407-402-7402
I I
FOR
Bounxou Virauong
700 Matte Street
Sanford, Rorida 32773
1-4-0 5-7-10 10-7-8 15-7-6 , 21-3-0 2-7-0
1-4-0 5-7-10 4-11-14 4-11-14 5-7-10 1-4-0
Existing Cab(e)
4x6 =
7-3-10 13-11-6 21-3-0
7-3-10 6-7-13 7-3-10
l.l. A.
F.
THIS STRUCTURE HAS BEEN DESIGNED
TO MEET THE LOADING REQUIREMENTS
OF CHAPTER 16, 2001 FLORIDA RPN 1
BUILDING CODE FOR WIND LOADS OF PRDfESSIM EIGlU k
0 MPH, MIN, AND ASCE 7-98. 93 0 SITU
FOR STRUCTURAL ELEMENTS ON Y, IERRIIT IS< R 113M9
DNS:
GENERAL NOTES: CONCRETE
01. ALL CONCRETE CONSTRUCTION, WORKMANSHIP AND
MATERIL SHALL COMPLY WITH THE REQUIREMENTS
OF ACT 301 'SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR
BUILDINGS.
02J ALL CONCRETE SHALL BE TYPE [ OR U PORTLAND CEMENT
COMPLYING WITH ASTM C150 AND SHALL HAVE
COMPRESSIVE STRENGTH OF 2500 PSI UNLESS NOTED
OTHERWISE.
03. ALL REINFORCING STEEL SHALL BE DEFORMED BARS
CONFORMING TO ASTM A615-87 GRADE 40. BARS SHALL BE
FREE OF COATINGS THAT VILL REDUCE CONCRETE COND
IN ACCORDANCE WITH 2O01 FL. OLDG CODE.
04. ALL CONCRETE REINFORCEMENT SHALL BE DETAILED,
FABRICATED, LABELED, SUPPORTED AND SPACED IN
FORMS AND SECURED IN PLACE IN ACCORDANCE WITH ACT
315 'DETAILS AND DETAILING OF CONCRETE
REINFORCEMENT.'
05. ALL BAR SPLICES, DOWELS AND CONCRETE COVERAGE
SHALL MEET THE REQUIREMENTS OF ACT 318/318R
BUILDING CODE AND COMMENTARY FOR REINFORCED
CONCRETE.:
06. CALCIUM CHLORIDE SHALL NOT BE USED IN ANY FORM.
07. UNLESS OTHERWISE PERMITTED OR SPECIFIED, CONCRETE
SHALL BE PROPORTIONED AND PRODUCED TO HAVE A
SLOP OF 4 INCHES m/- I [NCR
GENERAL MOTES: MASONRY
Ol. ALL CONSTRUCTION, WORKMANSHIP AND MATERIALS
SWILL CONFORM TO 'SPECIFICATION FOR MASONRY
STRUCTURES (ACT 53al-92/ASCE 5-92).'
02. COURSE GROUT (SIZE 8) SHALL BE SUED CONFORMING TO
THE REQUIREMENTS OF ASTM C476 'STANDARD
SPECIFICATIONS FOR GROUT AND REINFORCED AND NON -
REINFORCED MASONRY.'
03. CONCRETE KASORY SHALL BE NORMAL WEIGHT, GRADE N,
TYPE I OR II, CONFORMING WITH ASTM C90 •STANDARD
SPECIFICATIONS FOR HOLLOW LOAD BEARING CONCRETE
MASONRY UNITS'
04. THE COMPRESSIVE STRENGTH OF MASONRY
NITS SHALL BE 2000 PSI USING TYPE N OR S MORTAR
05. THICKNESS OR MORTAR BED SHALL NOT EXCEED 5/8'.
D6. MASONRY REINFORCING STEEL BARS SHALL BE
CONTINUOUS WITH A LAP SPLICE O 48 BAR DIAMETER
MINIMUM).
07. THE CONTRACTOR IS RESPONSIBLE TO ENSURE THAT ALL
MASONRY STRUCTURAL ELEMENTS ARE ADEQUATELY
BRACED TO RESIST WIND, BACKFILLING, SOIL COMPACTION
AND OTHER NATURAL AND CONSTRUCTION FORCES
OCCURRING DURING CONSTRUCTION. BRACING SHALL
REMAIN IN PLACE UNTIL THE STRUCTURE IS COMPLETED.
08. MASONRY GROUT SHALL BE PROPORTIONED AND
PRODUCED TO HAVE A SLUMP BETWEEN 8 AND It INCHES.
D9. WHEN GROUT POURS EXCEED 5 FEET IN HEIGHT, PROVIDE
A CLEAN -OUT HOLE AT THE BOTTOM CELL. CLEAN THE
CELL BY REMOVING ALL MORTAR DEBRIS, LOOSE
AGGREGATES AND ANY MATERIAL DELETERIOUS TO
MASONRY GROUT, INSTALL AND SECURELY TIE THE
VERTICAL STEEL REINFORCEMENTS TOGETHER. CLOSE THE
OPENING AFTER INSPECTION
Ill CONCRETE REINFORCING BARS SHALL CONFORM TO ASTM
A-615, OR 60. DETAIL, FABRICATE, 6 INSTALL REINFORCING
PER REQUIREMENTS O ACI-318.
II. PROVIDE CORNER BARS AT INTERSECTION [IF FOOTING THE
SAE SIZE AS SPECIFIED REINFORCING WITH MINIMUM LAP
OF 30'. TERMINATE VERTICAL STEEL WITH ACT STANDARD
HOOKS (10' FOR 15); TO PROVIDE CONTINUOUS
REINFORCING FROM FOOTING TO UPPERMOST BOND BEAM
VERTICAL STEEL SHALL HAVE A MINIMUM CLEARANCE OF 1'
FROM MASONRY.
GENERAL NOTES
01. ALL MATERIALS AND WORKMANSHIP SHALL CONFORM TO
THE DRAWINGS AND SPECIFICATIONS LISTED.
02. THE GENERAL CONTRACTOR SHALL COORDINATE ALL
CONSTRUCTION SHOWN ON THE DRAVUFiS. ANY
QUESTIONS OR DISCREPANCIES SHALL BE BROUGHT TO
THE ATTENTION OF THE ENGINEER BEFORE STARTING
CONSTRUCTION
03. THE STRUCTURE HAS BEEN DESIGNED TO MEET THE
MINIMUM LOADING REQUIREMENTS O THE CM 16 1997 SOUTHERN
STANDARD BOLDING CODE.
04. MONOLITHIC FOUNDATION AND SLABS ON GRADE ARE TO
BE FORMED UPON SOIL WITH A MINIMUM SAFE UNIFORM
BEARING CAPACITY O 200D PSF.
Os IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO PROVIDE
THE UNIFORM BEARING CAPACITY UNDER ALL
FOUNDATIONS.
GENERAL NOTES: WOOD
OL ALL WOOD FRAMING CONSTRUCTION, WORKMANSHIP AND
MATERIALS (INCLUDING TRUSSES) SHALL CONFORM WITH
THE SPECIFICATIONS AND REQUIREMENTS O THE
REFERENCES LISTED BELOW:
AMERICAN INSTITUTE O TIMBER CONSTRUCTION' THIRD
EDITION 1985
NATIONAL DESIGN SPECIFICATION FOR WOOD
CONSTRUCTION' 1991 AND SUPPLEMENTS
U.S. PRODUCT STAND PS 1' NATIONAL FOREST
PRODUCTS ASSOCIATION
02. TRUSS FRAMING MEMBERS SHALL BE SPECIES AND GRADES
OF LUMBER WHICH WILL PRODUCE DESIGN VALUES EQUAL
TO OR EXCEEDING THE VALUES LISTED FOR SOUTHERN
YELLOW PINE N0.3, 19% MC.
03. GALVANIZED METAL HANGERS AND FRAMING ANCHORS
SHALL BE USED AND SHALL BE FASTENED IN ACCORDANCE
WITH THE KANIUFACTLRER'S SPECIFICATIONS.
04. ANCHORING AND NAILING NOT INDICATED SHALL COMPLY
WITH THE NAILING SCHEDULE GIVEN WITHIN FLORIDA
BUILDING CODE 2001
05. TRUSSES SHALL BE SIZED AND DETAILED IN ACCORDANCE
WITH THE DIMENSIONS AND LOADS ,INDICATED.
06. DESIGN GRAVITY LOADING (ROOF) SEE TRUSS CUP SHEET.
07. ROOF SHEATHING SHALL CONSIST OF 1/2' NOMINAL APA
SPAN RATED, EXPOSURE 1 PLYWOOD OR ORIENTED STRAND
BOARD NAILED TO SUPPORTS WITH 8d RAILS AND 4'
SPACING.
09 GABLE END WALLS AND EXTERIOR WOOD FRAMING SHALL
BE SHEATHED WITH 1/2' NOMINAL APA SPAN RATED,
EXPOSURE I PLYWOOD OR OSB. THE SHEATHING SHALL BE
ATTACHED TO FRAMING MEMBERS WITH 8d NAILS AT 6'
SPACING UNLESS NOTED OTHERWISE.
09. PLYWOOD SHEATHING ON ROOF AND EXTERIOR WALLS
SHALL BE INSTALLED WITH THE LONG DIMENSION
HORIZONTAL AND STAGGERED.
10. ALL PRESSURE TREATED LUMBER AND PLYWOOD SHALL BE
SYP N12, 19% MAX. MC., PRESSURE TREATED IN
ACCORDANCE WITH AVPA STANDARDS Cl AND C2 WITH A
WATER BORNE PRESERVATIVE IN ACCORDANCE
WITH STANDARD P5. FIELD -CUT MEMBERS SHALL RECEIVE A
BRUSH -APPLIED PRESERVATIVE.
11. BEARING WALLS SHALL BE FRAMED WITH 2 X 4 SPF NO.2
LUMBER AT 16' SPACING WITH DOUBLE TO' PLATES.
12. ALL NAILS, SCREWS AND BOLTS USED IN CONSTRUCTION
OF THE LOAD BEARING STRUCTURE SHALL BE COMMON.
13. DEVIATIONS TO THE FASTENERS SPECIFIED ON THE PLANS
SHALL BE APPROVED BY THE ENGINEER PRIOR TO
INSTALLATION.
EXTERIOR SHEAR WALL:
SHALL BE SECTIONS OF BLOCK WALLS WITH BOND
BEAM AND BETWEEN DOWNPOURS WITHOUT ANY
OPENING WITHIN THIS SECTION LARGER THAN 2 SO. FT.
PRE-ENGINEERED TRUSSES 24' O.C.
4) SIMPSON HHETA('
8'X12'XI2' DR 12' 1
BLOCK COLUMN W/(
DOWELS 8 POURED
24'0120' DEEP
W/0 15 REBAR EI
4
NO.
15
ELLS
OUTER
DIR.
PRE-ENG. L.V.L. I
SEE FLOOR PLAN
C
PORCH COLUMN
MAX UPLIFT Of 44001
GIRDER TRUSS
MIX (2) PLY
2) SIMPSON
MTI2BB
V/ 3/4'B ALL TORE
44 P.T.
POST
SIWSON
A(
1)
MTT28B
THWKFAn,
AND [POKY INTO FOUNDATION
MIN 6' DEEP Ml
ND BEAM
IININUS 15
NIEL J
5
2'x8' P,T, WOOD ,
DOOR AND CONNECTION
FILL CELL V/ 15 VERTICAL
4)1/2'C x 8' 'Y BOLTS
CONT. WOOD TRIM
GT
TYPICAL GARAGE DOOR TRACK MOUNTING DETAIL
CONTIMNI3 TOOTER P,.......
V/ (2) 15 REBAR
GD URIGID MOMENT COLUMN
EACH SIDE OF GARAGE DOER OPENING
8' BEARING 12'
PRE-ENGINEERED TRUSSES 24' U.C.
AM
t2'
FOR SIZE (4) SIMPSON HHETA24
PRE-ENG. L.V.L. BEAM
SEE FLUOR PLAN FOR SIZE
81121I2' OR 12' RNR
BLOCK COLUMN W/ (2) 15
DOWELS 6 POURED CELLS
GIRDER BEARING ON FRAMED WALL
rood Framing sine story or top story of 2 story)
24'X24'X20' DEEP FU90TER
V/0 15 REBAR EA. DIR.
C PORCH DETAIL W/ WOOD BEAM
GIRDER PER PLAN V/ MAX. UPLIFT OF 25001
CONNECTORS SHOWN IN
THIS DETAIL ARE EXAMPLES;
SEE PLAN AND ITNECIT
DDT FOR ACTUAL REQUIRMENTS
DOUBLE STUD UNDER GIRDER TRUSS
MAIL STUDS TOGETHER a 16' a L SIC
VITH Bd RING SHAH( MIX
STRAP EACH STUD TOP I BOTTOM
V/ Sim SPH4
O
rnGnllY/6'EMB
E01y.
FUR RED MCIIG SEE PlN1
AND VALL SECTIONS
STIR SPACING MX IV cc
ire x r AMOUR Bus
0 2' VA9IRS (6' EMU
E 7 oc (TYP - Oka)
F B UFRAME / BLOCK WALL CONN.
ROOF DIAPHRAGM NAILING SCHEDULE
RIDGE LINE
08 LIE
Id SCREW NAILS a 6' O/C -- 4' O/C a GABLE ENDVALL OR GABLE TRUSS
Id SCREW NAILS e 6' O/C EDGES
0
NOTE
7d SCREW NAILS @ V D/C INTERMEDIATE
U SEE STRUCTURAL NOTES FOR SHEATHING SPECIFICATIONS.
2) END JOINTS OF THE ROOF SHEATHING SHALL
BE STAGGERED AND OCCUR OVER FRAMING MEMBER
REQUIRED SAFETY GLAZING IN HAZARDOUS LOCATIONS
2001 FLORIDA BUILDING CODE)
Hazardous Locations
The Following shall be considered speciFic hazardous locations For the purpose
of glazing: I. Glazing in swinging doors and Fixed and slidbg panels of sliding (patio)
door assemblies.
2 .Glazing in doors and enclosures For hot tubs, whirlpools, saunas, steam
rooms, bathtubs, and showers. Glazing in any portion of a building wall
enclosing these compartments where the bottom edge of the glazing is less
than 60 inches (1524 inn) above the drain inlet.
3. Glazing in an individual fixed or operable panel adjacent a door where the
nearest vertical edge is within a 24-inch (610 m) radius of the door in a
closed position and whose bottom edge is less than 60 inches (1524 inn)
above the Floor or walking surface.
4. Glazing in an individuol Fixed or operable panel, other than those locations
descried in items 2 and 3 above, that meets at[ of the Following conditions:
1. Exposed area of an individual pane greater than 9 sq Ft (0.84 m sq).
2. Bottom edge less than 18 inches (457 inn) above the Floor.
3. Top edge greater than 36 inches (914 inn) above the Floor.
4. One or more walking surfaces within 36 inches (914 min)
horizontally of the plane of the glazing
5. All glazing in railing regardless of area or height above a walking
surface including structural baluster panels and nonstructural in -Fill
panels.
6. Glazing in walls and Fences enclosing indoor and outdoor swimming
pools where the bottom edge of the glazing is D less than 60 inches
1525 m) above the walking surface on the pool side, and 2)
within 36 inches (914 m) horizontally of the walking surface on the
pool side. This shall apply to single glazing and all pones in
multiple glazing.
NOTCH LINTEL vNERE REQUIRED
FOR CONCRETE PLACEMENT
CK BOND BEAN V/ 0)15
SIR 90D HB/ LCAST LINTEL V/ 0)15 LINT.
GUESS NOTED OTHERWISE)
OPENING
1LLED CELL V/ 0)15 VERTICAL -
1IUIES 1 FILL LINTEL AND All CELLS ABOVE LINTEL.
2 VERIFY THAT ALL REINFORCEMENT HAS BEEN PLACED PROPERLY.
LINTEL AND STEP DOWN ASSEMBLY
SCALE( N.11
SEP 1 003
0