HomeMy WebLinkAbout2030 Jefferson Ave 12-133; ADDITION1
qPERMITADDRESvV Lfl(I O Al 4LWLv
CONTRACT
ADDRESS
PHONE NUMBER
PROPERTY OWNER VV
ADDRESS
PHONE NUMBER
ELECTRICAL CONTRACTOR
MECHANICAL CONTRACTO
PLUMBING CONTRACTOR
MISCELLANEOUS CONTRACTOR
PERMIT NUMBER
MISCELLANEOUS CONTRACTOR
PERMIT NUMBER FEE
SUBDIVISION
PERMIT # DATE
PERMIT DESCRIPTION Gz
PERMIT VALUATION a,1 E-b 2
SQUARE FOOTAGE
i
FN3_1r-_-dCEIVED
CITY OF SANFORD
OCI, 2 0 2011 401 (0/ /Y.
1B U - ILDING.& FIRE 0ktVtNti6N
PERMIT APPLICATION
1BY: I I . , 0,
Application No: Documeited Construction Value:
7JobAddress: 3o oxi Historic District: Yes 0 Noj3-
V_ Parcel ID:Zoning'
Description of Work: ow
Plan Review Contact Person. tle.:
2E-mail: Phone:o. Fax: E
Property Owner Information
ame'. Phone: k7,-
treet: 0 r Resident of property? 1
1 4
Ity, State Zip:
Contractor Information
Name
Street:
City, State Zip:
Name:
Street:
City, St, Zip:
Y 3Y,
2yiSv ?, d-O
Bonding Company:
Address:
3uilding Permit
I
quare Footage:
do. of Dwelling Units:
lectrical E3
few Service— No. -of AMPS:
Arch itecVEngineer Info
Phone:
Fax:
State License No.:
Phone:
Fax:
E-mail:
aye Lender:
Address:
PERMIT INFORMATION
Construction Type:
Flood Zone:
No. of Stories:
Plumbing 13
New Construction - No. of Fixtures:
lechanical 13 (Duct layout required for new systems) Fire Sprinkler/Alarm 0 No. of heads:
Application 'is hereby made to obtain a permit to do the work and installations as indicated. I certify that i
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
must be secured for electrical work, plumbing, signs, wells, pools, 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 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. A NOTICE
OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE
FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR
LENDER OR AN ATTORNEY BEFORE 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 verification that I will notify the owner of the property of the requirements of Florida
Lien Law, FS 713.
The City of Sanford requires payment of a plan review fee. A copy of the executed contract is required in order
to calculate a plan review charge. If the executed contract is not submitted, we reserve the right to calculate the
plan review fee b sed on past permit activity levels. Should calculated charges exceed the documented
construction vl6khen the executed contract is submitted, credit will be applied to your permit fees when the
permit is released.
Print Owner/Agent's Name
40 //
OfFloriftBBIE BLANTON D
Notary Public . State of Florida
My Comm. Expires Feb 25, 2011
Commission N EE 60182
Bonded ThmLgh National Notary Assn.
Owner/Agent is Personally Known to Me or
Produced ID Type of ID
APPROVALS: ZONING: 1 11-10,11 UTILITIES:
ENGINEERING: `(mil 8-/t FIRE:
Signature of Contractor/Agent Date
Print Contractor/Agent's Name
Signature of Notary -State of Florida Date
Contractor/Agent is Personally Known to Me or
Produced ID Type of ID
WASTE WATER: I
ILBUILDING:
JZ —
COMMENTS: OVc w i2t. 11 c.I t E ,ba, i,, t,,tat o c1o c,rct e.tc>l
Rev 11.08
STATEMENT/AFFIDAVITOWNERBUILDER
C
Altamonte Springs, Casselberry, Lake Mary, Longwood, Oviedo, Sanford,
Seminole County, Winter Springs
Florida Statutes are quoted here in part for your information to indicate the authority for exemptions for
homeowners from qualifying as contractors and to express any applicable restrictions and responsibilities.
OWNERS MUST PERSONALLY APPEAR AT THE BUILDING DIVISION TO SIGN THIS DOCUMENT
BY SITING THIS STATEMENT, I ATTEST THAT: (Initial to the left of each statement)
I understand that state law requires construction to be done by a licensed contractor and have applied for
an owner -builder permit under an exemption from the law. The exemption specifies that 1, as the owner of
the property listed, may act as my own contractor with certain restrictions even though I do not have a
license.
1 I understand that building permits are not required to be signed by a property owner unless he or she is
responsible for the construction and is not hiring a licensed contractor to assume responsibility.
I understand that, as an owner -builder, I am the responsible party of record on a permit. I understand that I
may protect myself from potential financial risk by hiring a licensed contractor and having the permit filed
in his or her name instead of my own name. I also understand that a contractor is required by law to be
licensed in Florida and to list his or her license numbers on all permit and contracts.
I understand that I may build or improve a one -family or two-family residence or a farm outbuilding. I
may also build or improve a commercial building if the costs do not exceed $75,000. The building or
residence must be for my own use or occupancy. It may not be built or substantially improved for sale or
lease. If a building or residence that I have built or substantially improved myself is sold or leased within
to1 year after the construction is complete, the law will presume that I built or substantially improved it
r sale or lease, which violates this exemption.
f
understand that, as the owner -builder, I must provide direct, onsite supervision of the construction.
r ..
I understand that I may not hire an unlicensed individual person to act as my contractor or to supervise
persons working on my building or residence. It is my responsibility to ensure that the persons whom. I
employ have the licenses required by law and by city ordinance.
TI understand that it is a frequent practice of unlicensed persons to have the property owner obtain an
owner -builder permit that erroneously implies that the property owner is providing his or her own labor
jand materials. I, as an owner -builder, may be held liable and subjected to serious financial risk for any
injuries sustained by an unlicensed person or his or her employees while working on my property. My
homeowner's insurance may not provide coverage for those injuries. I am willfully acting as an owner -
builder and am aware of the limits of my insurance coverage for injuries to workers on my property.
I understand that I 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 my building who Is not licensed
must work under my direct supervision and must be employed by me, which means that I must
comply with laws requiring the withholding of federal income tax and social security contributions
under the Federal Insurance Contributions Act (FICA) and must provide workers' compensation
for the employee. I understand that my failure to follow these laws may subject me to serious financial
risk.
Rev. 9.14.2009
1
60
rr I agree that, as the party legally and financially responsible for this proposed construction activity, I will
abide by all applicable laws and requirements that govern owner -builders as well as employers. I also
understand that the construction must comply with all applicable laws, ordinances, building codes, and
zoning regulations.
I,am of aware of construction practices and I have access to the Florida Building Codes.
I understand that I may obtain more information regarding my obligations as an employer from the Internal
Revenue Service, the United States Small Business Administration, the Florida Department of Financial
r Services, and the Florida Department of Revenue. I also understand that I may contact the Florida
struction Industry Licensing Board at 1-850-487-1395 or at www.myflorida.com/dbpr/pro/cilb/ for
Yrmore information about licensed contractors.
f I am aware of, and consent to, an owner -builder building permit applied for in my name and understand
that I am the party legally and financially responsible for the proposed construction activity at the address
listed below.
I agree to notify the building department immediately of any additions, deletions, or changes to any of the
formation that I have provided on this disclosure or in the permit application package.
Licensed contractors are regulated by laws designed to protect the public. If you contract with a person
who does not have a license, the Construction Industry Licensing Board, the Department of Business and
Professional Regulation and the building department may be unable to assist you with any financial loss
that you sustain as a result of a complaint. Your only remedy against an unlicensed contractor may be in
r civil court. It is also important for you to understand that, if an unlicensed contractor or employee of an
individual or firm is injured while working on your property, you may be held liable for damages. If you
obtain an owner -builder permit and wish to hire a licensed contractor, you will be responsible for verifying
whether the contractor is property licensed and the status of the contractor's workers' compensation
coverage.
P`bperty
do hereby state that I am qualified
and capable. of performing the requested construction involved with the permit application filed and agree to the
of Identificati
Must be Photo ID)
Date
A violation of this exemption is a misdemeanor of the first degree punishable by a term of imprisonment
not exceeding 1 year and a $1,000.00 fine in addition to any civil penalties. In addition, the local
permitting jurisdiction shall withhold final approval, revoke the permit, or pursue any action or remedy
for unlicensed activity against the owner and any person performing work that requires licensure under
the permit issued.
Rev. 9.14.2009
PERMIT # a - 3 3
PROJECT ADDRESS L
CONTRACTOR
REVISION
DATE
PHONE # 'fo (.g f 9 - % FAX #
CONTACT PERSON
DESCRIPTION OF REVISION
UTILITY DEPT
FIRE PREVENTION
PLANNING
BUILDING 11.2a
orCtditi- on a
NNo
WaI,,,,,.hsmu A
Owner:
Eckhard Wachsmuth
2030 Jefferson Avenue
Sandford, Florida 32772
Phone- (407)619-4764
Engineer:
pr 321-863-3223
ES,LL '
NA I NIS. FLvF E DA 32754
IM
0 ` rs velleonenue0
Sandford FlI 32772
3
i
Sheet List
Sheet
Number Sheet Name
G-1 General Notes
A-1 Floor Plan
A-2 Front Elevation & Section
A-3 Side & Rear Elevations
S-1 Structural Plan
S-2 R f ramin an
S-3 Window &Door Details
72
Door Schedule
J
Floor Plan
1/4" = 1'-0"
22' - 0"
Door
Mark Count Family and Type Width Height
Design Pressure p (PSO
Positive
Pressure
Negative Pressure
Zone 4 Zone 5
D1 1 Single -Flush: 36" x 80" T - 0" 6' - 8" 18.9 20.6 24.6
D2 1 Double -Glass 1: 60" x 80" 5'- 0" 6' - 8" 18.4 20.1 23.6
D3 1 Single -Flush: 32" x 80" 2' - 8" 6' - 8" 19.2 20.9 25.2
Window Schedule
Window
Mark Count Family and Type
Rough Opening Design Pressure p (Pso
Width Height
Positive
Pressure
Negative Pressure
Zone 4 Zone 5
W1 4 Single Hung Fin: 3232 3' - 1" 3' - 2" 19.9 21.6 26.7
Keynote Legend
02 41 OO.C22 WALL TO BE REMOVED
04 22 OO.W8 8" CMU WALL W/ (1) #5 IN FILLED
CELL @ 6'-0" O.C. MAX (24" MIM LAP)
Er.) smN.SK:I:E:.
32.1-81,3.,3223
r
PE 47515
j Seal
No. Description Date
3 Added Window & Door Repair Details 1/23/11
Addition for Wachsmuth Residence
2030 Jefferson Avenue
Sandford, Florida 32772
Floor Plan
Project number 11-0422
Date 8/20/11
Drawn by J. Kelley
Checked by E. Shinkskie
A-1
Scale 1/4" = 1'-0"
b.C"
ALL FLANGE VNjS)
8.mor
n, ALL HEIGHTS
ALL FLANGE UNITS)
AT MIDPOINT OF
ADJACENT ANCHORS FOR
HEIGHTS OVER 72" HIGH
ALL FLANGE UNITS)
C.L. OF UNIT
ENTER OF JAMB
ALL HEIGHTS
ALL FLANGE UNITS)
AT MIDPOINT OF
ADJACENT
ANCHORS FOR HEIGHTS
OVER 77' HIGH
ALL FLANGE UNITS)
i
I
8,0W
u ALL HEIGHTS
TALL FLANGE UNITS)
CENTER OF UNIT r1
FLANGE UNITS OVER 48" W1DE
All FLANGE'IJNITS)
WINDOW ELEVATION
VIEWED FROM EXTERIOR)
viol#
iiXii
ANCHOR LOCATIONS
FOR FLAN E M UNT
INSTALLATION
C,L, OF ANCHOR STRAP
2. 'FASTENER
6."OFF ENCENTERS
IN N {
ALL
FLANGE DSS] T —'
3
ANCHOR STRAPS FLAGE
UNITS C.
L. OF ANCHOR STRAP i (TYP.) z
ALL FLANGE UNITS OVER 48" WIDE I C.
L. OF ANCHOR STRAP b
OW" OFF ENDS ALL
FLANGE UNITS) FLORIDA
FLANGE UNITS- REFER TO ADJACENT ELEVATION FOR SPACING UNIT
HEIGHTS NO, OF INTERIOR ANCHORS PER JAMB INTERIOR JAMB ANCHOR TYPE 36"-
48" 3 1/4" TAPGON X 2 1/4" LG. 49"-
60" 3 „ b
1 "-72" 3 73"-
84" 5 85"-
94" 5 UNIT
WIDTHS NO. OF ANCHORS PER HEAD NO. OF ANCHORS PER SILL ANCHOR TYPE -HEAD ANCHOR TYPE -SILL 24"-
36" 2 2 1/4"TAPCON X 2 1/4" LG. )/4"TAPCONS INTO STRAP ANCHOR 37"-
48" 2 2 „ 49"-
6U'; 3 3 CONCRETE
FILLED CELL POUR w/ (
1) #5 VERTICAL BAR 1/
4" x 2-1/2" CONCRETE SCREW SEE
MFG. SPECS FOR SPACING MINIMUM
1-1/4" EMBEDMENT) TYPICAL
DOOR JAMB CAULK
ENTIRE UNIT n/
Door Buck Repair Detail 1
1/2" = 1'-0" CONCRETE
FILLED CELL POUR w/ (
1) #5 VERTICAL BAR 1/
4" x 3-3/4" CONCRETE SCREW MINIMUM
1-1/4" EMBEDMENT) CAULK
PERIMETER TYPICAL
WINDOW UNIT WOOD
SCREW SEE
MFG. SPECS FOR SIZE AND SPACING) 1x6
WOOD FILLER 2x6
WOOD PT WOOD BUCKING WRAPPED
WITH ALL WEATHER FLASHING TAPE 1x
WINDOW TRIM CAULK
PERIMETER e
Exterior
Exterior
1/
ow
Buck Repair Detail C1'-0" m
ANCHOR
EMBEDMENT AND EDGE DISTANCE: MINIMUM
PENETRATION FOR BLOCK CONSTRUCTION: " 1 J4' MINIMUM
PENETRATION FOR FRAME. 1 1/2" MINIMUM
EDGE DISTANCE FROM BLOCK: 1 1/2" MINIMUM
EDGE DISTANCE FROM FR,,kME. i 1/2" Ell `
rHINISKIT - 321-
863-3223 NTERPRISES,
LLC Descri
Seal
Date
Addition
for Wachsmuth Residence 2030
Jefferson Avenue Sandford,
Florida 32772 c
c
Window &
Door Details Project
number 11-0422 Date
8/20/11 C_3 Drawn
by Author V
Checked
by Checker Scale 1 1/2" = 1'4"
Florida uildinc, Code Online ®FF E http://www.floi-idabuildinc,.or./pr/pr_app_dtl.aspx?paf-am=w...
x• ''g N n C I t
s F
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d Y
E BCIS Home Log In User Registration Hot Topics Submit Surcharge Slats & Facts Publications FBC Stag BCIS Site Map Links Search
i 1 o eSSj01 I @ USER: P
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al •.
Al LPmfll -3
r`
d Pre6uctApt:iovaiMwu>Picduci0,ApplicationSearch>Aoclica;iciList > Application Detail NOV0 i011 rs
S 'v
Y L FL #
FL10674-R5 Application
Type Revision — t
Code
Version 2007 Application
Status Approved Approved
by DCA. Approvals by DCA shall be reviewed and ratified by the POC
and/or the Commission if necessary. Comments
I-
1q7d
1
of 2 Archived
El Product
Manufacturer Address/
Phone/Email Authorized
Signature Technical
Representative Address/
Phone/Email Quality
Assurance Representative Address/
Phone/Email Category
Subcategory
Compliance
Method Owens
Corning One
Owens Corning Parkway Toledo,
OH 43659 419)
376-8360 mel.
sancrant@owenscorning.com Darrel
Higgs darrel.
higgs@owenscorning.com Darrel
Higgs One
Owens Corning Parkway Toledo,
OH 43659 419)
248-7060 darrel.
higgs@owenscorning.com Roofing
Asphalt
Shingles Certification
Mark or Listing Certification
Agency Underwriters Laboratories Inc. Validated
By Robert J. M. Nieminen, PE Validation
Checklist - Hardcopy Received Referenced
Standard and Year (of Standard) Standard ASTM
D3161, Class F ASTM
D3462 ASTM
D6381, Class H ASTM
D7158, Class H 0j, ]
l Year
2003
2004
2003
2005
11/
03/2011 12:10 AM
Floiida;:uildinc, Code Online http://www. fl on dabui 1 di nC. org/pr/pr_app_dtl . asp0paratn =w...
Equivalence of Product Standards
Certified By
Product Approval Method
Date Submitted
Date Validated
Date Pending FBC Approval
Date Approved
Summary of Products
TAS 107
UL 2390, Class H
Method 1 Option A
07/20/2011
07/20/2011
07/25/2011
1995
2004
FL # Model, Number or Name Description
10674.1 Owens Corning Asphalt Roofing 3-tab, laminated, starter, and hip & ridge
Shingles and Starters
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL10674 R5 C CAC AHJ letter 2-21-11.pdf
Approved for use outside HVHZ: Yes FL10674 R5 C CAC UL Certification DOcuments.pdf
Impact Resistant: N/A Quality Assurance Contract Expiration Date
Design Pressure: N/A 02/21/2012
Other: Refer to UL Certification uploads for fastening Installation Instructions
requirements and substrate limitations. FL10674 R5 II BERKSHIRE SHINGLES.pdf
FL10674 R5 11 DURATION SHINGLES.pdf
FL10674 R5 II HIP RIDGE SHINGLES.pdf
FL10674 R5 II OAKRIDGE SHINGLES.pdf
FL10674 R5 II STARTERS.pdf
FL10674 R5 II THREE -TAB SHINGLES.pdf
FL10674 R5 II WEATHERGUARD HP.pdf
Verified By: Underwriters Laboratories Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
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Contact Us :: 1940 North Monroe Street, Tallahassee FL 32399
The State of Florida is an AA/EEO employer. Copyright 2007-2010 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement
Under Florida law, e-mail addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic
mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions regarding DBPR's ADA web accessibility, please contact our Web
Master at webmaster@dbpr.state.fl.us.
Product Approval Accepts:
5.. *.!•
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IN
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Tru lted
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2 of 2 1 1 /03/201 1 12:10 AM
Plans Examiner,:Jj,,y ' 1
Application #: 1C - 3
Project Address: Z:) 3a
Contact Person:
Contact Phone #:
City of Sanford
Building & Fire Prevention Division
Response to Comments
Date:Submittal
NOV 12011
BY:_
11-0/. i/
Quote ` http://sstsrv.Iowes.com/m2o_a/mediumQuote. jsp?projectld=10...
Back to Qttote
LOWE'S HOME CENTERS, INC. #1657
3780 ORLANDO DRIVE
SANFORD, FL 32773
USA
Date: 10/31 /201 1 407) 430-4060
Project #: 339408412 Description: doors
Customer Name: SABINEWACHSMUTH
Customer Phone: 407) 620-9436
CustomerAddress: NA
SANFORD, FL 32773
USA
Line Item Product Code
Frame Size Description
0002 Manufacturer: Reliabilt by JELD-WEN Millwork Masters
O Size = 60" W x 80" H Patio Doors
ivision: Millwork
Yoduct: Doors
Iype: Patio
Qanufacturer: Rel iabilt by JELD-WEN Millwork Masters
atio Doors
nergy Efficient Options: No
5roduct Style: Door
Yoduct Design: French
onfiguration: Door Unit
toom Description: Other 1
atio System Layout: Double
oorMaterial: Steel
landing: 26 RH US
xterior Door Finish Type: None
nterior Door Finish Type: None
ize Application: Retro
tough Opening Width: 60"
tough Opening Height: 80"
Jnit Width: 59 1/2"
Jnit Height: 79 1 /2"
3rickmould Width: 62"
3rickmould Height: 80 3/4"
mpact Glass Option: Standard Glass
itePattern: 10 Lite External Grille
nsert Frame: Standard Glass Frame
Mass Option: Tempered I.G.
singe Finish: Light Brass Hinges
xterior Frame Finish Type: None
III-_- LV 1\11 LJ
Unit Price Quantity Total Price
r - qc- `
1 of 4 10/31 /201 1 10:50 PM
I
Quote
P http://sstsrv.Iowes.com/m2o_a/mediumQuote.jsp?projectId=10...
nteriorFrame Finish Type: None
amb Species: Primed
amb Width: 4 9/16"
xteriorTrim: No Brickmould
Weatherstrip: White Compression
ill Style: Adjustable Vinyl Cap Sill
ill Finish: Aluminum
ill Pan: No
icreen Type: None
Sore: Double
ockSet: No Lockset
ead Time: 18 Days
Picture is not an exact represntation of the unit that has
een ordered. ***
flit is built to spedifications given in the configurator.
k you for ordering aReliabilt Entry Door product by
WEN.
O CatatloQ Version: 2.36.0*"'
Manufacturer: ReliabiIt by Masonite
Division : Millwork
Product : Doors
Type: Entry/Exterior
Energy Star Compliant Products : Yes (Energy Star
Product)
Configuration : Single Unit
Material Type: Steel
Door Material : Steel
Finish : Unfinished
Doorwith Glass: Clear
Door Style: Half Lite
Glass Family : Vent Lite
Glass Type: Clear Insulated
Handing: Right lnswing
Sill Style: Mill Finish
Slab Width : 36"
Rough Opening Width : 38 1/4"
Height Type: Standard
Slab Height: 79"
Rough Opening Height : 82 1/8"
Jamb Finish : Unfinished
Jamb: Primed
Jamb Size: 4 9/ 16"
Brickmould : No
HingeType: Brass (standard)
Bore: Double
Product Approval Number4904.6 .
280.90 1 $280.90
2 of 4 10/31/201 1 10:50 PM
Quote http://sstsrv.Iowes.com/m2o_a/mediumQuote.jsp?pi-ojectId=10...
rder : No
Time: 12 days
This Product is an Energy Star Compliant
roduct****
UNIT WILL BE DELIVERED PRIMED.***
Picture is not an exact representation ofthe unit that
is been ordered. ***
nit is built to specifications given in theconfigurator.
hank you for Ordering a Rel i abi l t by Masoni to Product.
Manufacturer: Reliabilt by Masonite
iivision : Millwork
roduct : Doors
ype: Entry/Exterior
nergy StarCompliant Products : Yes (Energy Star
Configuration : Single Unit
Material Type: Steel
Door Material : Steel
Finish : Unfinished
Door with Glass : Decorative
Door Style: 3/4 Oval
Glass Family: Hampton
Caming Style: Patina
Lite Frame Surround Option : Frame with Plugs
Handing : Right Inswing
Sill Style: Mill Finish
Slab Width: 36"
Rough Opening Width: 38 1/4"
Height Type: Standard
Slab Height : 79"
Rough Opening Height: 82 1/8"
Jamb Finish : Unfinished
Jamb: Primed
Jamb Size: 4 9/16"
Brickmould : No
Hinge Type : Standard (matches caming color)
Bore: Double
Product Approval Number: 4904.6
Re -Order: No
Lead Time: 12 days
This Product is an Energy Star Compliant
UNIT WILL BE DELIVERED PRIMED.` 414
3 of 4 10/31/201 1 10:50 PM
BolseCascade Double 1-3/4" x 14" VERSA-LAMO 2.0 3100 SP Roof Beam\RB01
BC CALCO 3.0 Design Report - US 1 span No cantilevers 1 0/12 slope Monday, October 31, 2011
Build 440
File Name: 17474 WACHSMUTH RES.BCC
Job Name: Description: R601
Address:OFFICE Specifier:
City, State, Zip: , Designer: 'p'
Customer: Company: E p
Code reports. ESR-1040 Misc:
o
n r.5.. r z .a* ?` F„k. s( z §z
17-nn-nn
BO
DL 2,888 Ibs
RLL 3,153 Ibs
Total of Horizontal Design Spans = 17-00-00
B1
DL 2,888 Ibs
RLL 3,153 Ibs
Live Dead Snow Wind Roof Live Trib. (in.)
Load Summary
Tag Description Load Type Ref. Start End 100% 90%. 115% 133% 125%
1 Standard Load Unf. Area (psf) L 00-00-00 17-00-00 10 0 01-00-00
2 ROOF Unf. Lin. (plf) L 00-00-00 17-00-00 204 239 n/a
3 EXISTING Unf. Lin. (plf) L 00-00-00 17-00-00 112 132 n/a
Controls Summary Value Allowable Duration Case Span
Pos. Moment 25,678 ft-Ibs 70.7% 125% 5 1 -internal
End Shear 5,161 Ibs 44.3% 125% 5 1 - Left
Total Load Defl. U244 (0.834") 98.2% 5 1
Live Load Defl. U468 (0.436") 76.9% 5 1
Max Defl. 0.834" 83.4% 5 1
Span / Depth 14.6 n/a 1
Cautions
For roof members with slope (1/4)/12 or less final design must ensure that ponding instability
will not occur.
For roof members with slope (1/2)/12 or less final design must account for Rain -on -Snow
surcharge load.
Notes
Design meets User specified (U240) Total load deflection criteria.
Design meets User specified (U360) Live load deflection criteria.
Design meets arbitrary (1") Maximum load deflection criteria.
Minimum bearing length for BO is 2-5/16".
Minimum bearing length for B1 is 2-5/16".
Entered/Displayed Horizontal Span Length(s) = Clear Span + 1/2 min. end bearing +
1/2 intermediate bearing
Connection Diaaram
b d
a
c
e o
a
a minimum = 2" ...c ::=:5"
b minimum = 3" d =12"
Member has no side loads....;..::i_.
Connectors are: 16d Common Nails
Disclosure
Completeness and accuracy of input must
be verified by anyone who would rely on
output as evidence of suitability for
particular application. Output here based
on building code -accepted design
properties and analysis methods.
Installation of BOISE engineered wood
products must be in accordance with
current Installation Guide and applicable
building codes. To obtain Installation Guide
or ask questions, please call
800)232-0788 before installation.
BC CALCO, BC FRAMER®, AJS-,
ALLJOISTO , BC RIM BOARD-, BCI@ ,
BOISE GLULAMTM, SIMPLE FRAMING
SYSTEM@ , VERSA -LAM@, VERSA -RIM
PLUS@ , VERSA -RIM@,
VERSA -STRAND@, VERSA -STUD@ are
trademarks of Boise Cascade, L.L.C.
Page 1 of 1 _ -,
SUPPORT REPORT JOB DESCRIPTION: 17474
WIND CODE: WIND MPH: 120 BLDG TYPE: CLOSED
TRUSS TRUSS SUPPORT SUPPORT BEARING BEARING REACT. REACT. MAX WIND
DESC SPAN-ft SIZE -in. TYPE XLOC-ft. YLOC-ft. MAX.+# MAX.-# UPLFT.-#
C1 22.50 7.00 WALL 0.000 8.000 991 238
Cl 22.50 7.00 WALL 21.917 8.000 990 204
C2 22.50 7.00 WALL 0.000 8.000 976 235
C2 22.50 3.50 WALL 21.917 8.000 907 184
C3 21.92 7.00 WALL 0.000 8.000 978 236
C3 21.92 3.00 HANGER 21.854 8.000 881 173
GE1 22.50 270.00 WALL 0.000 8.000 1981 441
GE2 22.50 263.00 WALL 0.000 8.000 1876 409
GE2 22.50 7.00 WALL 21.917 8.000 15 7
HANGER denotes a hanger calculated by the layout program. Refer to the
layout HANGER SCHEDULE for complete list of hangers and nails required.
17474-Owner Bldr Wachsmuth res -- 2030 Jefferson Ave - C1)
THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY T USS MFR.
Top chord 2x4 SP M-31 :T2 2x4 SP #1: 120 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED Bldg, Located
Bot chord 2x4 SP #2 anywhere in roof, CAT I1, EXP B, wind TC DL=4.2 psf, wind BC DL=5.0Webs2x4SP #3 :W2, W6 2x4 SP #2: psf. Iw=1.00 GCpi(+/-)=0.18
Roof overhang supports 2.00 psf soffit load. Wind loads and reactions based on MWFRS with additional C&C member
design.
Max JT VERT DEFL: LL: 0.35" DL: 0.36" recommended camber 5/8"
a) #3 or better scab brace. Same size & 80% length of web member.
Bottom chord checked for 10.00 psf non -concurrent live load. Attach with 10d Box or Gun (0.128"x3",min.)nails @ 6" OC.
Deflection meets L/360 live and L/240 total load.
PROVIDE FOR ADEQUATE ROOF DRAINAGE. IF PARAPET
WALLS OR CONDITIONS EXIST THAT RESTRICT FREE RUNOFF
OF WATER, DRAINS AND SCUPPERS MUST BE PROVIDED
THAT WILL ALLOW COMPLETE DRAINAGE.
Roof application only.
A MIN. ROOF SLOPE OF 0.25" PER LINEAR FOOT MUST BE PROVIDED
THIS TRUSS IS NOT DESIGNED FOR PONDING.
PROVIDE FOR COMPLETE DRAINAGE OF TRUSS. i
3X4=
i
I
0.25 _ 3X4= 1.5X3111 T2
6X6=
5X8=
1 0
W6 1 9 10
Ion
a)
8-0-0
5X8= H0308= 6X12=
2 X 8 III 2 X 8 III
L-5 Q'i 1 5 0-
LE 22-6-0 Over 2 Support I
1
R=991 U=238 W=7" P P, R=990 U=204 W=7"
Design Crit: FBC2007Res/TPI-200 STD•' I
PLT TYP. ZO Gauge HS,Wave FT RT=20% OD/p 10 10Kf TY:3 FL 3 R Scale=.3125" Ft.
WARNING"= READ AND FOLLOW ALL NOTES ON THIS SHEET!
LUD
T C L L 20.0 P S F R E F R 6 6 6 6- j5 4 7 7 5INPURTANT** FURNISH THIS BESIGN TO ALL CONTRACTORS INCING INSTALLERS. rrp::
e: re Pita a=creme tare in fa.ricating, antlling, shIpPL19, 1ns[alling and br far to a y
T
C D L 10. 0 P S F DATE 10 / 2 8 followthelatesteUitlonofBCsI (D ulldtng tom pu nent safety Infor matio m, Uy TPI anH o
ming these func[1Pns. Installers shall provide temporary bi CAI
fo sat Y Ing
pet. BC DRW
HCUSR6666 11301001 practicespriorperforUnless
noted otherwise. top chord shall nave properly a[[a<hetl structural she "InI ng a hall
have a properly attached rigid caning. Locations shown for permanent lateral I L,j 11pV rtl tr
ket. aj weUs j+(/
j
TE
r Eft d',V• Bl. DL 100 PSF H
C- E N G D R/ W P F shall
have bracing installed per BCSI sections B3. B7 or BID. as applicable. N
Bun ding ComPonenes Group Inc. (1ruBCG1 shall not be responsible f.r deviation 1°.
V B C L L 0 .0 P S F ALPINEany
failure to build the truss in conformance with ANSI/TPI 1, or far handling, shippl ny. Y. bracing
or truss s. APPIy plates to each fate of Vuss and poll ttPn as shown above and o0 .i / Details,
unless noted oCherwl se. Refer to drawings 1GOA-2 far standard plate posl [I ons. AL\1' TOT.
L D . 40.0 P S F S E Q N - 8001 0 D
U R . F A C . 1.25 FROM M C IBuildingcomponentsGroupno. drawtng
or cover page listing this tlr awt mg, indicates acceptance of prole sslonaI engineerIng VMS rapnsibilitysolelyforthedesignshown. The suitability and Is, of this design for any st-C _ Haines
City, FL 33844 the
responsl bl'Ity of the Building Designer per AN11/TPI I Sec.2. For m e information see: This Jo genera,
notes page: ITN-BCG: www.i[wbcg.com; TPI: www.[pins[.prg; NTCA: www.sUclndustry.Co.; 10728720iI SPACING 24.0" JREF lUGK66i66Z01 FLCOA#
0278 ICC: w w.it°,are.org u
17474-Owner Bldr Wachsmuth res -- 2030 Jefferson Ave - C2)
Top chord 2x4 SP M-31 :T2 2x4 SP #2:
Bot chord 2x4 SP #2
Webs 2x4 SP #3 :W2 2x4 SP #2:
Right cantilever is exposed to wind
Roof overhang supports 2.00 psf soffit load.
a) #3 or better scab brace. Same size & 80% length of web member. Attach
with 10d Box or Gun (0.128"x3",min.)nalls @ 6" OC.
Deflection meets L/360 live and L/240 total load.
PROVIDE FOR ADEQUATE ROOF DRAINAGE. IF PARAPET
WALLS OR CONDITIONS EXIST THAT RESTRICT FREE RUNOFF
OF WATER, DRAINS AND SCUPPERS MUST BE PROVIDED
THAT WILL ALLOW COMPLETE DRAINAGE.
Roof application only.
A MIN. ROOF SLOPE OF 0.25" PER LINEAR FOOT MUST BE PROVIDED
THIS TRUSS IS NOT DESIGNED FOR PONDING.
PROVIDE FOR COMPLETE DRAINAGE OF TRUSS.
6X6=
0.25 —
3X4=
THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TFOSS MFR.
120 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located
anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=5.0
psf. Iw=1.00 GCpi(+/-)=0.18
Wind loads and reactions based on MWFRS with additional C&C member
design.
Max JT VERT DEFL: ILL: 0.34" DL: 0.34" recommended camber 5/8"
Bottom chord checked for 10.00 psf non -concurrent live load.
3X4= 4X8= T2
1.5X3 III
1TI I L__j
0
21 (a)
6X6= H03083X4= 2X8111
4X8
1
9 l 8-
0-0 5
0 0 3t8 22-
6-0 Over 2 Support _I R=
976 U=235 W=7" W=3.5" Design
Crit: FBC2007Res/TPI-200 STD o ; PLT
TYP. 20 Gauge HS,Wave FT RT=20% O/10 TY:2 FL 3 R - Scale WARNING -"
READ AND FOLLOW ALL NOTES ON THIS SWEET' IMPORTANT'*
FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. Trusses
regutre extreme care 1n fabrlca[Ing. handling, slilppL,g. Installing and br -n {4 fer co a follow
the latest edition .1 BC51 (Builtll ng component Safety Infor ma clan, b, TPI and -CAI fo - v prat [
l ces trial co performing these Yu nc [tans. Installers snail provide temporary b Ing Rem 8C Unless
noted o[nerwlse. cot chord shall nave proterlY attacned scructurai sneath"" a D c ph ra shall
nave a properly attached rigid telling. Locations s1—h for permanent lateral r I 3Y L of webs r
r +
i
E
0 ; , at.
L'/t/• T
C ILL TlJ
D L BC
DL 20 .
0 10
0 10.
0 P
S F P
S F PSF
R
E F R 6 6 6 6- 5 4 7 7 6 DATE
1 0 2 8 1 I DRW
HCLISR6666 11301002 I
H
C - E N G D R / W P-F ALPINE
7iBUilding
shall
nave bracing Installed per BCSI sections B3. B] or BID. as applicable. J
W
Builtlin9 Components Group Inc. (,TWBCG) shall net be responsible far any devlatton ' g dny
ran ure [o build [he truss In conformance wltn ANSI/TPI 1. or for noodling. sNlppiny. br
a ctng or trusses. Aptly places co eachface of cra.: and to s, t, on as shown above ana o, ,+QT / Details,
unless noted ,th er.ise. Hefer to 1 ..i n.. 1GOA-Z for s[aodard plate posl tl on s. ,A t\T 0
I r r+
era• B
C L L T
0 T . L D . 0 .
0 40 .
0 P $
F P
S F S E Q N - 80015 D
U R . F A C . 1 .2 5 FROM M C it componentsGroupno, Haines
City, FL 33844 FLCOA#
0278 drawing
or cover page listing this drawing, indicates acceptance of Drofesstonal engineering V
responsibility
solely for the design sh.,h. The sultaElllty and use of this design for any strut - the
responsibility of the Building Designer per ANSI/TPI .. c.2. Far mare inf alma [i on see: Th1s Joj general
notes page: ITN-BCG: .ww.1[wbcy.com; III: wwv.to'nst.arg; HTCA: vvw.so_indus[ry.cam: ICc:
wwv.1c...fe.org AL
It
1
0/2p/20 1 I SPACING 2 4. 0" J R E F- 1 U G K 6 6 6 6 Z 0 1
i
TNTc nWr oq Cpa Con. r..pIITc. T—IT xnc c ..
1/4/4-uwner blar wachsmuth res -- 2030 Jefferson Ave - C3)
Top chord 2x4 SP #2
Bot chord 2x4 SP #2 :B2 2x4 SP #1:
Webs 2x4 SP #3 :W2 2x4 SP #2:
Roof overhang supports 2.00 psf soffit load.
Max JT VERT DEFL: LL: 0.35" DL: 0.36" recommended camber 5/8"
Bottom chord checked for 10.00 psf non -concurrent live load.
Deflection meets L/360 live and L/240 total load.
PROVIDE FOR ADEQUATE ROOF DRAINAGE. IF PARAPET
WALLS OR CONDITIONS EXIST THAT RESTRICT FREE RUNOFF
OF WATER, DRAINS AND SCUPPERS MUST BE PROVIDED
THAT WILL ALLOW COMPLETE DRAINAGE.
Roof application only.
A MIN. ROOF SLOPE OF 0.25" PER LINEAR FOOT MUST BE PROVIDED
THIS TRUSS IS NOT DESIGNED FOR PONDING.
PROVIDE FOR COMPLETE DRAINAGE OF TRUSS.
3X4=
0.25
120 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, not located
within 4.50 ft from roof edge, CAT II, EXP B, wind TC DL=4.2 psf, wind
BC DL=5.0 psf. Iw=1.00 GCpi(+/-)=0.18
Wind loads and reactions based on MWFRS with additional C&C member
design.
a) #3 or better scab brace. Same size & 80% length of web member.
Attach with 10d Box or Gun (0.128"x3",min.)nails @ 6" OC.
3X4= 5 X 7 =_ 1.5X3111
11- 9
8-0-0
22-1-4 Over 2 Support
R=978 U=236 W=7" ., 1 1`is R=881 U=173
Design Crit: FBC2007Res/TPI-2OO2 TD).-7
PLT TYP. 20 Gauge HS,Wave FT RT=20% Op/p 10 : io ft 22$i .12.E IT Y:9 FL 3 - R - Scale=.3125" Ft.
WARNING— READ AND FOLLOW ALL NOTES ON THIS SHEET! 0 •
T C L L 20 . 0 P S F
IMPORTANT— FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. : + R E F R 6 6 6 6- 54777
Trusses repulre extreme care In fabricating. handling, shipping, insta111ng and bra 9 R,.Pr to T C D L 10 .0 P S F DATE 1 0 / 2 8 / 1 1follow [he latest etli [ton of SCSI ........ uilding ComVonen[ Safety InPorma[lon, by TPI and 1 A) for %safe N
p r acttces prior to performing these functions. Installers shall provlde temporary bra ,q'''ppe rer 11CS TE . Unless noted othe—Ise. top chord shall nave Properly attached structural sheacblhg a ow{y a ` J BC DL 10.0 PSF DRW HCUSR6666 11301003
shall nave a properly attached rlgtd Ceiling. Locations sbpwn for permanent lateral re 1.
laL l
ebs
shall nave bracln9 Ins caned per SCSI sections810, as apPl,cablo
B C L L 0. 0 P S F H C- E N G D R/ W P F
ALPINE N Bulldln9 Components Gr"P Ina. (..W"') shall not be responsible for any deviation T es,
A!
R V
any failure to build the truss 1n conror ma nce with ANSI/TPI 1, or for handling, shlVDl n9. 1 .,.,f m
bracing of trusses. Apply plates to each rase of truss ana P-1 ti- - shown above ana cn Cr TOT. LID . 40.0 P $ F S E Q N - 80035
Details, unless noted otherwise. Refer to arawln9s 16DA-Z for standard plate posttl-S. A sea ( • e A
drawl", or cov r page listing this drawing, Indtca tes acceptance of prone ssional engineering , pn
1 Building Components Group nc. respp"stbnitresplely rpr the desl9n snpwn. The spttab n ity a"ape pr tnts design rpr any scrptcpr D U R . F A C . 1.25 FROM MC
the re spo"stbtlity of the BU1ltling Designer per ANSI/TPI t Sec.2. s'or more inf or ma tton see: This Job's 1 D/•10 /•1Q1 1
Haines City, FL 33844 general "pies page: ITN-BCG: w...1t_p .to.: IPi: www.tpinst.orq; NTCA: www.sbcindustry.cpm;
I LO L
SPACING 2 4. 0" J R E F 1 U G K 6 6 6 6 Z 0 1
FLCOA#0278 ICC: w w.icc,,fe..rq
THIS DWG PREPARED FROM COMPDTFR 1NPHT rl nant R nTMFNCTONCT CNQMTTTFn Rv TP11— Mrp
Lit— uwutor olur Vld(. 11l5mulll 1'eb -- euiu JeTTerson Ave - lTtl
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
Roof overhang supports 2.00 psf soffit load.
See DWGS A12015050109 & GBLLETIN0109 for more requirements.
Deflection meets L/360 live and L/240 total load.
PROVIDE FOR ADEQUATE ROOF DRAINAGE. IF PARAPET
WALLS OR CONDITIONS EXIST THAT RESTRICT FREE RUNOFF
OF WATER, DRAINS AND SCUPPERS MUST BE PROVIDED
THAT WILL ALLOW COMPLETE DRAINAGE.
Roof application only.
A MIN. ROOF SLOPE OF 0.25" PER LINEAR FOOT MUST BE PROVIDED
THIS TRUSS IS NOT DESIGNED FOR PONDING.
PROVIDE FOR COMPLETE DRAINAGE OF TRUSS.
3X4=
120 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located
anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=5.0
psf. Iw=1.00 GCpl(+/-)=0.18
Wind loads and reactions based on MWFRS with additional C&C member
design.
Bottom chord checked for 10.00 psf non -concurrent live load
3X4= 0.25 3X4=
1 T O
1.5X4111 1YA— 3X4=
3 X 4 =_
Q_1_Q1+
22-6-0 Over Continuous Su
R=88 PLF U=20 PLF W=22-6-0
Note: All Plates Are 1.5X3 Except As Shown.
Design Crit: FBC2007Res/TPI-200 STI
PLT TYP. Wave FT RT=20%(O%) 10
WARNING— READ AND FOLLOW ALL NOTES ON THIS SKEET!
IMPORTANT*" FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. ;
Trusses "I'll, extreme rca a 1n f.Drlcating, ha nUling. shipping, tns[a111 ng and DfallowthelatesteU1 [Ion ofBEST IB u/1Uing E.4 ne nt Safely [nf orma Llan. Dy TPI a 17 (y prat
tl ces prlor t1 De rf Ormtng In— functlons. Installers mall prDvlde to mporaryn cing 'I U.-
notes of h1-1-. top chord snail nave properly attached structural sneatht ,1 0 botto snail
have a properly attached ri giU ceiling. Locations shown ror permanent lateral sin shall
nave bracing Installed per BCSI sections 83. B] ar B10, as applicable. I{
yy
ALPINE
ITN Building Components Group Inc. (ITWBCG) sbal, "" be resDonslble ror any devlatl any
failure to Dulld the truss In conformance u,In ANSI/TPI I. or ror handling, sntppin Dracing
of trusses. Apply Vidtez tD each race of truss ano pal tlon as shoRn above and tt Details,
unless noted athervise. Refer to dr—Ings IGOA-Z for standard plate position i. drawing
or cover page Ilz[1 ng this dra vl ng. Indicates acceptance or pro/e ss10 nai engineering I
Building Componemd Group nc. responzfDnity solely ror the de sl 9n snoNn. The su1[aLi ll [y ana use o! this design for any z the
resP-11,tllty Of the Bullding Designer per ANSI/TPI 1 Sec.2. For 'or' inf Or motion s Haines
City, FL 33844 genera, hates Dage; ITM-BEG: _ ltsbc9.con; TPI: to I.— NTCA:--oc-u-Iry.com; FL
COA #0278 ICC:.,....Itt,afe.org P.
1
02 9.iz efjt.
d4-
aID
F.--
0
s.
11VALi
hi
10 10/
28/201 I 1.
5X4III L-
1-5-Q'i QTY:
1 FL 3 R TC
ILL 20.0 PSF TC
DL 10.0 PSF BC
DL 10.0 PSF BC
LL 0.0 PSF TOT.
LD. 40.0 PSF DUR.
FAC. 1.25 SPACING
24.0" 1-
9 10 8-
0-0 Scale=.
3125"/Ft. REF
R6666- 54778 DATE
10/28/11 D
R W HCUSR6666 11301005 HC-
ENG DR/WPF SEQN-
80011 FROM
MC JREF-
1UGK6666Z01
THIS DWG PREPARED FROM COMPUTER INPUT !LOADS & D7MFNSIONSI SHRMITTFD Rv TRH q MFR
i/4/4-uwner bear wacnsmuth res -- 2030 Jetterson Ave - GE2
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
Roof overhang supports 2.00 psf soffit load.
Gable end supports 8" max rake overhang.
Bottom chord checked for 10.00 psf non -concurrent live load.
PROVIDE FOR ADEQUATE ROOF DRAINAGE. IF PARAPET
WALLS OR CONDITIONS EXIST THAT RESTRICT FREE RUNOFF
OF WATER, DRAINS AND SCUPPERS MUST BE PROVIDED
THAT WILL ALLOW COMPLETE DRAINAGE.
Roof application only.
A MIN. ROOF SLOPE OF 0.25" PER LINEAR FOOT MUST BE PROVIDED
THIS TRUSS IS NOT DESIGNED FOR PONDING.
PROVIDE FOR COMPLETE DRAINAGE OF TRUSS.
ItaY4E
1 T O
1.5X4III 3X4=
3X4=
120 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED Bldg, Located
anywhere 1n roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=5.0
psf. Iw=1.00 GCpi(+/-)=0.18
Wind loads and reactions based on MWFRS with additional C&C member
design.
See DWGS A12015050109 & GBLLETIN0109 for more requirements.
Deflection meets L/360 live and L1240 total load.
3X4= 0.25
22-6-0 Over 2 Supports
3X3=
3X4=
R=86 PLF U=19 PLF W=21-11-0
4`9 ? ;f
R=15 U=7 W=7"
1-9 10
8-0-0
Note: All Plates Are 1.5X3 Except As Shown. ; Iy'ti,j+,J.
Design Crit: FBC2007Res/TPI-200 ST +• 0
PLT TYP. Wave FT RT=20%(O%) /10 1 2 9 JQTY:1 FL - 3 R - Scale=.3125" Ft.
WARNING— READ AND FOLLOW ALL NOTES ON THIS SHEET! ' TC LL 20.0 PSF REF R6666 54779
IMPORTANT" FURNISH THIS DESIGN TO ALL CONTRACTOR S INCLUDING INSTALLERS. r
rrpsses respire eareme to a in fabricating, handling. shipping. Installing ana b iice r, defer to - a '+ . TC D-L 10.0 PSF DATE 1 Q 2 8 1 1followu,e rarest edl Iron of rats! !Bpi !ding component safety Inrorma tion. br TP1 an iT[,4f rrr W Ir f
prat [lees prior fo performing these font!lass. Installers shall or o i de temporary ct ng P%r SC
Unless noted otherwise, IOD thurd shall have properly .[!ached structural sheath!ng " bp[[gi c pr, ^
has nave a properly attached rigid cell,ng. Locations snows for permanent lateral !•o we f * t!. BC DL 10.0 PSF DRW HCUSR6666 11301004
shall have bracing installed per SCSI sections 63. B] or BID. as appllcable.
ALPINE ITN Iullling Co'Dpnents UrouD Inc. (ITNBCGI ,hall not be respona,ble for am deviati 7 1, . B C L L 0.0 P S F H C- E N G D R/ W P F
lai lure to ball. the truss in conformance will, ANSI/TPI 1, or for ha nJltng, shl ppin TM' t1•
or ling of tros . Apply plate, to each fate of trpss and Position - ,how" ao"1 and o 4•,••'' TOT. LD. 40.0 PSF SEQN 80012
Detarls. pnleas noted otherwise. Refer to drawings 16OA-z for standard plate positions.
drawing or raver page listing th15 drawing, indicates acceptance of professional engineering hj / 7111. dinComponents Group ne. r p.nslbTTltr solely far ule des,gn shDwn. The spitabnitr ana p e pr tnia design for am stl `F11, OUR FAC. 1 .25 FROM MC he
respon s10111tr of Cl,e Building Designer per ANSI/TPI I Sec .2. sFor more inf orma [ton see: Tliis KO/2 HainesCityFL33844generalnoteVage: ITN-SCG: www.itwbcg.com; TPI: www.[pinsL ors; NTCA: www.sbolnduslrr.tom: I8/20 1 1 SPACING 2 4. 0" J REF - l U G K 6 6 6 6 Z 0 1 FLCOA#0278
ICC: www.lccsafe.org
ASCE 7-05
GABLE STUD REINS RCEMENT DETAIL
120 MPH WIND SPEED, 15' MEAN HEIGHT, ENCL SED, I = 1,00, EXPOSURE C, Kzt = 1.00
F-
RACE
GABLE VERTIC
2X4
rGRADESPACINGSPECIES
NO
BRACES
1) 1X4 'L' BRACE x 1) 2X4 'L' BRACE - 2) 2X4 'L' BRACE wx 1) 2X6 'L' BRACE A 2) 2X6 'L' BRACE
GROUP A GROUP B GROUP A GROUP B GROUP A GROUP B GROUP A GROUP B GROUP A GROUP B
E 2 3' 7' 6' 3" 6' 5' 7' 4" 7' 7° 8' 9' 9' 0" 11' 7' 11' 11" 13' 9" 14' 0"
Z S r 3' 6' S' S' S' S" 7' 2" 7' 2" 8' 9" 8' 9" 11' 1' 11' 1" 13' 9" 13' 9'
LL) STUD 3' 6° 5' 4" 5' 4" 7' 1' 7' 1" 8' 9" 8' 9" 11' 1" 11' 1" 13' 9" 3' 9°
STANDARD 3' 6" 4' 7" 4' 7' 6' i' 6' 1" 8' 2" 8' 2" 9' 6" 9' 6" 12' 11" 12' 11"
1 3' 11' 6' 3" 6' 8" 7' 4' 7' 11" 8' 9" 9' 6" 11' 7' 12' 6" 13' 9° 14' 0"
J S P 2 3' 10" 6' 3` 6' 8" 7' 4" 7' 11" 8' 9' 9' 6" 11' 7' 12' 6` 13' 9" 4' 0"
3 3' 8 5' 6' 5' 6' 7' 4" 7' 4' 8' 9" 9' 3" IV 5" 11' 5" 1 13' 9" 14' 0"
lf D P L STUD 3' 8' 5' 6" 5' 6' 7' 3" 7' 3" 8' 9' 9' 3" 11' 3" 11' 3" 13' 9" 14' 0"
U STANDARD 3' 7' 4' 9" V 9" 6' 3" 6' 3" 8' 5' B' S" 9' 9' 9' 9" 13' 2' 13' 2"
1 / #2 4' 1" 7' 1' 7' 4" 8' 5" 8' 8" 10, 1' 10' 4" 13' 3' 13' 7' 14' 0" 14' 0" S P P 3 4' 0" 6' 7" 6' 7' 8' 5" 8' 5" 10, 1' 10, 1" 13' 3" 13' 3" 14' 0" 14' 0"
U I L STUD 4' 0' 6' 7" 6' 7" B' 5° 8' 5' 10, 1" 10, 1" 13' 3" 13' 3" 14' 0' 14' 0"
LLl I - STANDARD 4' 0' 5' 8" 5' 8" 7' 6" T 6' 10, 1" 10, 1' 11181 11' 8" 14' 0" 14' 0"
1 4' 6' 7' 1' 7' 8" 8' 5" 9' 1' 10' 1' 10' 10" 13' 3" 14' 0" 14' 0" 14' 0"
S P 2 4' 5' 7' 1' 7' 8" 8' 5" 9' 1" 10, 1' 10, 10" 13' 3" 14' 0" 14' 0" 14' 0"
3 4' 3' 6' 9" 6' 9' 8' 5" 8' 11' 10, 1' 10' 7" 13' 3" 13' 11' 14' 0" 14' 0'
D P L STUD 4' 3' 6' 9" 6' 9' 8' 5" 8' 10, 10' 1" 10' 7° 13' 3' 13' 9" 14' 0' 14' 0"
STANDARD 4' 1" 5' 10' 5' 10' 7' 8" 7' 8" 10, 1' 10' 3" 11' 11" 11' Ill 14' 0' 14, 0"
1 / #2 4' 7' 7' 10' 8' 1' 9' 3' 9' 6" 11' 1" 11' 5' 14' 0" 14' 0" 14' 0' 14' G"
Q S P P 3 4' 5" 7' 8" 7' 8' 9' 3' 9' 3' 11' 1' 11' 1" 14' 0' 14' 0" 14' 0' 14' G"
LD HF STUD 4' 5' 7' 7" 7' 7" 9' 3' 9' 3' 11' 1' 11' 11 14' 0' 14' 0" 14' 0' 14' 0"
0 STANDARD 4' 5" 6' 7' 6' 7" 8' 8" 8' 8" I1' 1' I1' 1" 13' 5" 13' 5" 14' 0' 14' 0"
1 5' 0" 7' 10" 8' 5° 9' 3" 10, 0' 11' 1' 11' 11" 14' 0" 14' 0" 14' C" 14' 0"
Q S P 2 4' 10' 7' 10" 8' 5" 9' 3' 10' 0" 11, 1' 11, 11, 14' 0" 14' 0" 14' 0" 14' 0"
3 4' 8' 7' 10' 7' 10' 9' 3' 9' 9" 11, 1' I1' 8' 14' 0" 14' 0" 14' G" 14, 0"
D L L STUD 4' 8' 7' 9" 7' 9" 9' 3" 9' 9" 11, 1' 11' 8" 14' 0' 14' 0' 14' 0" 14' 0"
STANDARD 1 4' 7' 1 6' 8" 6' 8" 8' 10" 8' 10' 11' 1' 11' S" 13' 9" 1 13' 9" 1 14' 0" 14' 0"
YMM
ABOUTi
2X4 #2N OR BETTERGABLETRUSS
DIAGONAL BRACE OPTION:
T
VERTICAL LENGTH MAY BE 18, iK
DOUBLED WHEN DIAGONAL L 1
BRACE IS USED. CONNECT
DIAGONAL BRACE FOR 74D# BRACE
KWATEACHEND. MAX WEB
TOTAL LENGTH IS l4'.
2X4 SP OR DF-L STUD tl
OR #3, SPF #1/442, H-F 42 ]g°
VERTICAL LENGTH SHOWN OR BETTER DIAGONAL L
IN TABLE ABOVE, BRACEI SINGLE OR
DOUBLE CUT (AS SHOWN)
AT UPPER END, A
I r
CONNECT DIAGONAL AT
REFER TO C i GE A14
MIDPOINT OF VERTICAL WEB.
s wWARNINGww RSA AND FOLLOW ALL NOTES ON THIS SHEETI i
Trusses require extreme core in fabricating, handling, shipping, installing and b—in Refer. to and
Follow BCSI (Building Component Safety Information, by TPI and WTCA) For safety p tices Jr- to
performing these functions. Installers shall provide temporary bracing per BCSI. l eted
otherwise, top chord shall have properly attached structural panels and bo tton c rJ'Rh IF -
properly attached rigid ceiling. Locations shown for permanent lot eral restraint o webs slwll e
BCSI B3 & B7. See this notes orfo rip.— to rT_Ebracinginstalledpersectionsjob's general page
INSTALLATION CONTRACTOR.TM '{J
wwIMPOilding •
FURNISH COPY OF THIS DESIGN `
ITW Building Components Group Inc. (ITWBCG) shall not be responsible for any de via tlo hia
Building Components Group Inc. design, any failure to build the truss in conformonce with TPI, or fabricating, handlin//}(yyyy{g }
installing & bracing of trusses. ITWBCG connector plates are made of 20/18/166A (W,H 3 i
grade 37/40/60 (K/W/H,S) galy. steel. Apply plates to each face of truss, positioned a . .0...(
and on Joint Details.
A seal on this drawing orcoverpage indicates acceptance and professional engineering res A1. forthetrussdesignshown. The suitability and use of this component for J7911i'1` solelycomponentbuilding
is the responsibility of the Building Designer per ANST/TPI 1 Sec. 2. j Earth
City, MO 63045 ITW-BCG: w,..itwbcg,comj TPI, www.tpinst.co ; WTCA: vww.sbcindustry.c—, ICC: www.:ccsafe.org a
LENGTH,
BRACING
GROUP SPECIES AND GRADES: GROUP
A: SPRUCE -
PINE -FIR HEM -FIR 1 / #
2 ISTANDARD 112 STUD 3
STUD #3 STANDARD DOUGLAS
FIR -LARCH SOUTHERN PINE 3 #
3 STUD
STUD STANDARD
STANDARD GROUP
B HEM -
FIR 1 &
BTR I
SOUTHERN
PINE DOUGLAS FIR -LARCH 1 #
1 2 #
2 GABLE
TRUSS DETAIL NOTES LIVE
LOAD DEFLECTION CRITERIA IS L/240. PROVIDE
UPLIFT CONNECTIONS FOR 105 PILE OVER CONTINUOUS
BEARING (5 ESE TC DEAD LOAD). GABLE
END SUPPORTS LOAD FROM 4' 0' UTLOOKERS
WITH 2' 0' OVERHANG, OR 12' PLYWOOD
OVERHANG, ATTACH
EACH 'L' BRACE WITH 10cl NAILS. 0.
128'x3' min K
FOR (1) 'L' BRACE SPACE NAILS AT 2' O.C. IN
18' END ZONES AND 4' O.C. BETWEEN ZONES. KXFOR (
2) 'L' BRACES: SPACE NAILS AT 3' O.C. IN
18' END ZONES AND 6' O.C. BETWEEN ZONES. L'
BRACING MUST BE A MINIMUM OF 80% OF WEB MEMBER
LENGTH. GABLE
VERTICAL PLATE SIZES REFER
TO COMMON TRUSS DESIGN FOR PEAK,
SPLICE, AND HEEL PLATES. VERTICAL
LENGTH NO SPLICE LESS
THAN 4' 0' 1X4 OR 2X3 GREATER
THAN LESS
THAN 4'
0', BUT 11'
6' 3X4
GREATER
THAN 11' 6' 3.5X4 MAX.
T T, LD, 60 PSF 8
Ill 8/
2011 MAX, SPACING 24,0" REF
ASCE7-05-GAB12015 DATE
1/1/09 DRWG
A12015050109
RIGID SHEATHING
REINME
GABLE DETAIL
FOR LET —IN VERTICALS
GABLE TRUSS PLATE SIZES
REFER TO APPROPRIATE ITW GABLE DETAIL FOR
MINIMUM PLATE SIZES FOR VERTICAL STUDS,
ERED TRUSS DESIGN FOR PEAK,
HEEL PLATES.
AL PLATES OVERLAP, USE A
iAT COVERS THE TOTAL AREA OF
I PLATES TO SPAN THE WEB.
X4
2X4 2X8
YKUVIUL LUNNLI, I IUNJ 1-UK UYLItI JYLI. It ILU UN IHL LNUINLLKL I) IKUSS ULJIUN
ATTACH EACH 'T' REINFORCING MEMBER WITH
END DRIVEN NAILS:
IOd COMMON (0.148'X 3.',M1N) NAILS AT 4' OC. PLUS
14) NAILS IN TOP AND BOTTOM CHORD.
TOENAILED NAILS:
10d COMMON (0.148'x3',MIN) TOENAILS AT 4' O.C. PLUS
4) TOENAILS IN TOP AND BOTTOM CHORD,
THIS DETAIL TO BE USED WITH THE APPROPRIATE ITW GABLE DETAIL FOR ASCE
WIND LOAD.
ASCE 7-98 GABLE DETAIL DRAWINGS
A13015980109, A12015980109, A11015980109, A10015980109,
A13030980109, A12030980109, A11030980109, A10030980109
ASCE 7-02 GABLE DETAIL DRAWINGS
A13015020109, A12015020109, A11015020109, A10015020109, A14015020109,
A13030020109, A12030020109, A11030020109, A10030020109, A14030020109
ASCE 7-05 GABLE DETAIL DRAWINGS
A13015050109, A12015050109, A11015050109, A10015050109, A14015050109,
A13030050109, A12030050109, A11030050109, A10030050109, A14030050109
SEE APPROPRIATE ITW GABLE DETAIL FOR MAXIMUM
UNREINFORCED GABLE VERTICAL LENGTH.!
T' REINFORCEMENT ATTACHMENT DETAIL
T' REINFORCING 'T' REINFORCING
MEMBER MEMBER
TOENAIL - OR - JENDNAIL
TO CONVERT FROM 'L' TO 'T' REINFORCING MEMBERS,
MULTIPLY 'T' INCREASE BY LENGTH (BASED ON
APPROPRIATE ITW GABLE DETAIL).
MAXIMUM ALLOWABLE 'T' REINFORCED GABLE VERTICAL
LENGTH IS 14' FROM TOP TO BOTTOM CHORD.
EB LENGTH INCREASE W/ "T" BRACE
WIND SPEED
AND MRH
T' REINF.
MBR. SIZE
T
INCREASE
140 MPH
15 FT
2x4 10
2x6 50
140 MPH
30 FT
2x4 10
2x6 50
130 MPH
15 FT
2x4 10
2x6 50
130 MPH
30 FT
2x4 10
2x6 50 %
120 MPH
15 FT
2x4 10 %
2x6 50 X
120 MPH
30 FT
2x4 10 7.
2x6 40 7.
110 MPH
15 FT
2x4 10
2x6 40 X
110 MPH
30 FT
2x4 10
2x6 50 Z
100 MPH
15 FT
2x4 20 X
2x6 30 X
100 MPH
30 FT
2x4 10 %
2x6 40 Y.
90 MPH
15 FT
2x4 20
2x6 20 X
90 MPH
30 FT
2x4 20
2x6 30 X
EXAMPLE
ASCE WIND SPEED = 100 MPH
MEAN ROOF HEIGHT = 30 FT, Kzt = 1.00
GABLE VERTICAL = 24' D.C. SP #3
T' REINFORCING MEMBER SIZE = 2X4
T' BRACE INCREASE (FROM ABOVE) = 10% = IAO
1) 2X4 'L' BRACE LENGTH = 6' 7"
MAXIMUM 'T' REINFORCED GABLE VERTICAL LENGTH
1,10 x 6' 7' = 7' 3'
Building Components Gmup Inc.
Earth City, MO 63045
11=NGww READ AND FOLLOW ALL NOTES UN THIS SHEET! •
an Tru require extre n fabricating, ha ntlling, shipping, installing and brnci Re, to
followeBCSI (Building Component
in
Information, by TPI and WTCA) for saFety tices or to
performing these functions. Installers shall provide temporary bracing per BC SI. leis .ted
otherwise, top chord shall have properly attached structural panels and bottom ,.It have
properly attached rigid ceiling. Locations shown for permanent lateral restraint webs V,all
bracing installed per BCSI sections B3 6 B7. See this job's general notes page f more 'N'or
INSTALLATION CONTRACTOR. r
IMPORTANTC FURNISH COPY OF THIS DESIGN sheikshop not be responsible for any tlhand F tITWBuOanyComponentsGroupInc. truss conformance • design, any failure to build the truss in conFor mn ace with TPI, or fabricating, 0A ( mst a((ing 6 bracing of trusses. ]TWHCG connector plates are node of 20/".si i (W, 5
grade 37/40/60 (K/W/H,S) galy. steel. Apply plates to each face of truss, positioned b 9r
nd on Joint Details.
w•
fAsealonthisdrawingorcoverpageIndicatesacceptanceandprofessionalengineeringre7solelyforthetrusscomponentdesignshown. The suitability pad use pf this component Fp
building is the responsibility of the Building Designer per ANST/TPI I Sec. 2.
ITW-BC& www.itwbcg.com; TPI: www.tpinst.com; WTCA www.sbcindustry.con; ]CC. ww..¢csafe.org
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CUSTOMER:
Owner Bldr JOB
NAME: Wachsmuth Res. DATE:
10/27/2011 JOB
NO.: 17474 MODEL:
BUILDERS
WARNING* THIS
LAYOUT IS FOR PLRCEMENT OF ENGINEERED
COMPONENTS. FOR
ERECTION AND INSTALLATION CTEMPORRRY
AND PERMANENT) FOLLOW
INSTRUCTIONS ON BCSI-B1 SUMMARY
SHEETS AND FINAL ENGINEERING
SHEETS FOR EACH TRUSS. SEE
FINRL'ENGINEERING SHEETS FOR
NUMBER OF GIRDER PLIES, CONNECTIONS,
WEB CONFIGURATIONS, BRACING,
TRUSS SPACING RND REACTIONS. ALTERATIONS
RND/OR REPRIRS TO TRUSSES
MUST BE APPROVED IN RDVRNCE
BY OUR ENGINEERING DEPARTMENT.
BRCKCHRRGES
WILL NOT BE ACCEPTED UNLESS
OUR ENGINEERING DEPARTMENT RPPROVES
THEM IN ADVANCE. ALL
PLANS ARE NOT TO SCALE. DO NOT SCALE
ANY PLANS, IF DIMENSIONS RRE MISSING
OR ARE UNCLEAR, PLEASE CALL
THE OFFICE TO GET THE DIMENSION.
LORDING:
20+7+10 =37psf WIND
SPEED: 120mph RSCE 7-05 Closed "B" SPACING:
24" DRAWN
BY: Matthew PITCH:
0.25/12 OVERHANG:
16" CANT.:
NR BEARING
SIZE (s) : 8" SOURRE
FT.: 680 WALL
HE I GHT Cs) : 8 ' 0 "
PLAT OF BOUNDARY SURVEY
OFFICE for
PERMIT zzECKHARDWACHSMUTH
Legal Description
Lots 19, 20, and 21, Block N9, BEL-AIR, according to the plat thereof as recorded in Plat Book 3, Page 79, of the
Public Records of Seminole County, Florida.
OG
5
1.05'-
In
1.06'-
7
0
IN
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S 89'58'18" E 125.00' 22
SURVEY
NOTES: 1)
The street address of the above -described property is 2030 Jefferson Avenue, 2)
The above -described proparty lies in a Flood Zone X. rouro , , /.'
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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. REVISIONS:
RESURVEYED (
NO CNANGE5)t 14 APRIL260 O
101
PROJECT
NO: to - IZ i - 1\
111•LI\ JVI\VL 111\U, 1JV1 .L R.
BLAIR KITNER - P.L.S. NO:- 3382 Post
Office Box 823, Sanford, F1. 32772-0823 40`
7) 322-20W SURVEY
DATE: i j JANUARY ZQIQ CORRECT
TO:
Owner:
Eckhard Wachsmuth
2030 Jefferson Avenue
Sandford, Florida 32772
Phone: (407)619-4764
Engineer:
C
ED S 3IN5KiE
321-863-3223
M LMS. FLOR I DA =2754
RIO
Drafting Service:
Avenue2030
2772Saandfol"d i lu 3- -
lefferson, SANFORD BUILDING DEPT.
THESE PLANS ARE REVIEWED AND CONDITIONALLY
ACCEPTED FOR PERMIT. A PERMIT ISSUED SHALL BE
CONSTRUED TO BE A LICENSE TO PROCEED WITH
THE WORK AND NOT AS AUTHORITY TO VIOLATE,
CANCEL, ALTER, OR SET ASIDE ANY OF THE
PROVISIONS OF THE TECHNICAL CODES, NOR SHALL
ISSUANCE Or A. PERMIT PREVENT THE BUILDING
DEPT FROM THEREAFTER REQUIRING A CORREC-
TION OF ERRORS ON THE PLANS. CONSTRUCTION
QR OTHER VIOLAT¢ONS OF THE CODES.
Sheet List
Sheet
Number Sheet Name
G-1 General Notes
A-1 Floor Plan
A-2 Front Elevation & Section
A-3 Side & Rear Elevations
S-1 Structural Plan
S-2 Roof Framing Plan
No. Description Date
SCOPE OF WORK: CONCRETE NOTE:
1. FOOTINGS AND SLAB CONCRETE SHALL BE MINIMUM 3,000 P.S.I. AT 28 DAYS.
1. CONTRACTOR TO VERIFY EXISTING FOUNDATION FOOTER IS A
MINIMUM 18" DEEP AND 16" WIDE.
2. DEMO EXISTING SLAB AS SHOW TO ALLOW FOR NEW FOOTER
INSTALLATION. DEMO 6"x6" CONCRETE CURB.
3. CONSTRUCT 22'-0"x30'-0" WORKSHOP ADDITION ON EXISTING
CONCRETE FOUNDATION.
4. ELECTRICAL AND MECHANICAL WORK BEYOND MINIMUM
REQUIREMENTS IS NOT INCLUDED AS PART OF THESE
CONSTRUCTION DOCUMENTS AND WILL BE COMPLETED UNDER
SEPRATE PERMIT.
GENERAL NOTES:
1. ALL WORK MUST COMPLY WITH CURRENTLY ADOPTED VERSIONS
OF APPLICABLE CODES, INCLUDING, BUT NOT NECESSARILY LIMITED
TO, THE FLORIDA BUILDING CODE 2007 w/ 2009 SUPPLEMENT,
RESIDENTIAL, CHAPTER 3. SHOULD CONFLICTS ARISE BETWEEN ANY
CODE REQUIREMENTS AND INFORMATION SHOWN ON THESE
DRAWINGS, THE APPLICABLE CODE SHALL GOVERN.
2. TO THE BEST OF OUR KNOWLEDGE, THESE PLANS COMPLY WITH
APPLICABLE BUILDING CODES.
3. AIA DOCUMENT A201, "THE GENERAL CONDITIONS OF THE
CONTRACT FOR THE CONSTRUCTION OF BUILDINGS", SHALL BE
CONSIDERED A PART OF THESE DOCUMENTS AND SHALL GOVERN
ALL WORK OF THE CONTRACTOR AND SUBCONTRACTOR.
4. DIFFERING SITE CONDITIONS; CONTRACTOR SHALL VERIFY ALL
DIMENSIONS AND CONDITIONS IN THE FIELD. IF A DIMENSIONAL
ERROR OCCURS OR A CONDITION NOT COVERED IN THE DRAWINGS
IS ENCOUNTERED, CONTRACTOR SHALL NOTIFY THE ENGINEER
BEFORE COMMENCING WITH THAT PORTION OF THE WORK.
2. BATCH, TRANSPORT, PLACE, AND CURE ALL CONCRETE ACCORDING TO THE
AMERICAN CONCRETE INSTITUTE, LATEST ADDITION AND THE FLORIDA
BUILDING CODE.
3. ALL REINFORCING STEEL SHALL BE DESIGNED, FABRICATED AND INSTALLED
IN ACCORDANCE WITH THE CURRENT EDITIONS OF THE BUILDING CODE
REQUIREMENTS FOR REINFORCED CONCRETE AND THE MANUAL OF
STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES.
ALL REINFORCING STEEL SHALL BE DEFORMED BARS CONFORMING TO ASTM
615-74. WELDING WIRE FABRIC SHALL CONFORM TO ASTM A-185.
4. ALL SLABS ON GRADE SHALL BE 4" THICK AND REINFORCED WITH
FIBERCRETE UNLESS OTHERWISE NOTED. MOISTURE BARRIER BENEATH
FLOOR SLABS SHALL BE 6 MIL VISQUEEN.
REBARS NOTES:
1. ALL DETAILING AND ACCESSORIES SHALL CONFORM TO TYPICAL DETAILS
SHOWN IN THE "MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED
CONCRETE STRUCTURES ACI 315, LATEST EDITION".
2. ALL CONTINUOUS VERTICAL OR HORIZONTAL BARS IN FOOTINGS,
FOUNDATION WALLS, SLABS AND OTHER CONCRETE SHALL BE LAP -SPLICED
WHERE NECESSARY OR DESIRABLE, BY WIRING TOGETHER IN CONTACT.
LENGTH OF ALL LAPS SHALL BE 36-BAR DIAMETERS OR 25" MINIMUM,
WHICHEVER IS GREATER.
DESIGN LOADS:
1. ASSUMED DESIGN LOADS ARE AS FOLLOWS:
A. WIND LOADS (FBC-2007):
B. FLOOR LIVE LOADS:
C. FLOOR DEAD LOADS:
D. ROOF LIVE LOADS:
E. ROOF DEAD LOADS:
F BASIS FOR DESIGN:
2. A - INDICATES TRIBUTARY AREA
a - INDICATES END ZONE WIDTH (FT.)
120 MPH SPEED
1.0 IMPORTANCE FACTOR
EXPOSURE B
PRESSURE COEF. = t0.18
40 PSF.
15 PSF.
20 PSF.
7 PSF.
ENCLOSED
V - INDICATES WIND VELOCITY
I - INDICATES IMPORTANCE FACTOR
3. GROSS PRESSURES SHALL BE LINEARLY INTERPOLATED FOR (A) SHOWN IN
TABLE.
4. GROSS PRESSURES ARE FOR COMPONENTS & CLADDING.
5. POSITIVE PRESSURES INDICATE FORCES ACTING TOWARD TO PROJECTED
SURFACE. NEGATIVE PRESSURES INDICATE FORCES ACTING AWAY FROM THE
PROJECTED SURFACE.
6. ROOF ZONES - 1, 2, & 3, (INCLUDES OVERHANG ZONES 1, 2, & 3)
7. WALL ZONES - 4 & 5
8. PRESSURES ARE BASED ON ASCE 7-02 CRITERIA
3. ALL REINFORCING STEEL SHALL BE DESIGNED, FABRICATED AND INSTALLED
IN ACCORDANCE WITH THE CURRENT EDITIONS OF THE BUILDING CODE 9. NET DESIGN ROOF PRESSURES SHALL BE CALCULATED USING THE GROSS WIND
REQUIREMENTS FOR REINFORCED CONCRETE STRUCTURES. ALL REINFORCING PRESSURES LESS THE SELF WEIGHT OF THE MATERIALS (DEAD LOAD). HOWEVER,
STEEL SHALL BE DEFORMED BARS CONFORMING TO ASTM A615-A706/A706M- THE APPLIED DEAD LOADS SHALL NOT EXCEED 5 PSF FOR ROOF OF STRUCTURE.
01, GRADE 40, FY = 40,000 PSI. WELDED WIRE FABRIC SHALL CONFORM TO
ASTM A-185-01.
4. MINIMUM CONCRETE COVERAGE OF STEEL TO BE 3" CLEAR AT BOTTOM OF
FOOTINGS; 1/2" CLEAR AT OUTSIDE OF WALLS, 3/4" CLEAR AT INSIDE OF WALLS.
5. CONTRACTOR SHALL PROVIDE ALL NECESSARY TEMPORARY
BRACING, SHORING, GUYING OR OTHER MEANS TO AVOID EXCESSIVE WOOD NOTES (ROOF):
STRESSES AND TO HOLD STRUCTURAL ELEMENTS IN PLACE DURING 1. ALL WOOD FRAMING SHALL BE FABRICATED AND INSTALLED AS PER AITC,
CONSTRUCTION. TPI AND NATIONAL DESIGN SPECIFICATIONS FOR WOOD CONSTRUCTION.
6. TYPICAL DETAILS APPLY, WHETHER SPECIFICALLY REFERRED TO 2. ALL WOOD STRUCTURAL MEMBERS SHALL BE CONTROLLED STRESS GRADE
OR NOT IN THE DRAWINGS AND SPECIFICATIONS. LUMBER HAVING A FIBER STRESS OF AT LEAST 1,200 PSI.
7. ANY DEVIATIONS FROM THESE GENERAL NOTES, OR FROM THE
MATERIALS, SPECIFICATIONS, AND TECHNIQUES INDICATED ON THE
PLANS, SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR, AND
SHALL BE VERIFIED BY THE ENGINEER AS ACCEPTABLE TO THE
BUILDING OFFICIAL HAVING JURISDICTION BEFORE EXECUTION.
10. WALLS IN AREAS SUBJECT TO MOISTURE, INCLUDING TUB -
SHOWERS AND STALL SHOWERS SHALL BE PROTECTED BY
MOISTURE RESISTANT, MATERIALS TO A MINIMUM HEIGHT OF 70"
ABOVE FINISHED FLOOR (70" ABOVE DRAIN OPENING AT SHOWERS
OR TUB WITH SHOWER)
3. ALL WOOD MEMBERS EXPOSED TO WEATHER OR IN CONTACT WITH
CONCRETE AND MASONRY SHALL BE TREATED.
TRUSS NOTES:
1. PREFABRICATED ROOF TRUSSES SHALL BE DESIGNED BY THE
MANUFACTURED IN ACCORDANCE WITH THE DESIGN SPECIFICATION FOR
METAL PLATE CONNECTED WOOD TRUSSES, TP1-78, BY THE TRUSS PLATE
INSTITUTE, FOR THE SPAN AND CONDITIONS SPECIFIED. SHOP DRAWINGS AND
SPECIFICATIONS, BEARING THE SEAL OF A PROFESSIONAL ENGINEER
REGISTERED IN THE STATE OF FLORIDA, SHALL BE SUBMITTED FOR REVIEW
AND TRANSMITTAL TO THE BUILDING DEPARTMENT -FOR APPROVAL. FOR BASIC
PLANS PROVIDE TRUSS ENGINEERING ATTACHED TO PLAN.
11. PROVIDE ADEQUATE VENTILATION IN ATTIC SPACE. WHEN 50% OF
THE VENT AREA IS PROVIDED AT UPPER ROOF LEVELS THAT IS MORE 2. PRE-ENGINEERED TRUSSES SHALL BE DESIGNED FOR 125 MPH WIND LOAD
THAN 3'-0" ABOVE THE LOWER VENTS (E.G. RIDGE VENTS), VENT AS PER FLORIDA BUILDING CODE AND GRAVITY LOADS AS LISTED BELOW,
AREA MUST BE AT LEAST 1/300 NET OF THE AREA OF THE VENTED UNLESS NOTED OTHERWISE.
SPACE; WHERE HIGH-LEVEL VENTING IS NOT PROVIDED, TOTAL VENT
AREA MUST BE AT LEAST 1/150 NET OF THE AREA OF THE VENTED TOP CHORD LIVE AND DEAD LOAD: = 35 PSF
SPACE. BOTTOM CHORD DEAD LOAD: = 10 PSF
45 PSF
12. PROVIDE 22" X 30" MINIMUM ACCESS TO EACH ATTIC SPACE WITH
30" OF HEAD ROOM. ACCESS CLOSURE SHALL BE WEATHER- 3. ROOF FRAMING AND COMPONENTS, AS SHOWN OR THAT MAY BE REQUIRED
STRIPPED AND INSULATED TO THE "R" VALUE OF THE SURROUNDING SHALL BE DESIGNED TO ACT AS SHEAR DIAPHRAGM. ALSO ADEQUATE
CEILING AREA.. BRACING BE PROVIDED BETWEEN THE TRUSSES FOR THE DIAPHRAGM ACTION.
BRACE ALL TRUSSES BOTH DURING CONSTRUCTION AND PERMANENTLY.
13. SEE SITE PLAN BY OTHERS FOR BUILDING LOCATION, BUILDING
SETBACKS, EASEMENTS, AND TOPOGRAPHICAL ELEVATIONS.
14. ALL SOFFITS AND FASCIAS SHALL HAVE A MINIMUM DESIGN
PRESSURE OF +33/-43 PSF, AS DETERMINED BY THE AAMA 1402-86
TEST STANDARD. UNSUPPORTED SOFFIT LENGTHS SHALL NOT
EXCEED THE MAXIMUM DIMENSIONS OF THE TESTED
CONFIGURATION, AS REPORTED BY THE MANUFACTURER. SOFFITS
SHALL BE INSTALLED ACCORDING TO THE MANUFACTURERS
RECOMMENDATIONS FOR HIGH WIND REGIONS.
4. FOR TRUSS DESIGN, UPLIFT CALCULATIONS AND THE FINAL TRUSS PLANS,
SEE STRUCTURAL SHOP DRAWINGS SUPPLIED BY THE TRUSS
MANUFACTURER. TIE DOWN SCHEDULE WILL BE PROVIDED BASED ON UPLIFT
CALCULATIONS SUPPLIED BY THE TRUSS ENGINEER.
DECKING NOTES:
1. PREFABRICATED ROOF TRUSSES SHALL BE SHEATHED WITH PLYWOOD,
O.S.B. OR THERMO-PLY INSULATED SHEATHING, EXCEPT IN DESIGNATED
ALTERNATE BRACED PANELS PER FLORIDA BUILDING CODE 2007 RESIDENTIAL
WHERE PLYWOOD IS SPECIFIED BY THE CODE. LAY SHEATHING WITH LONG
DIMENSIONS PERPENDICULAR TO TRUSSES AND NAILED TO ROOF TRUSSES AT
4" O.C. AT EDGES AND 6" O.C. FIELD WITH 8D COMMON NAILS. PROVIDE
BLOCKING OR HURRICANE CLIPS AT HORIZONTAL JOINTS AND STAGGER ENDS.
ZONE
I
ZONE ZONE
I
ZONE ZONE
1 2 3 4 5
PSF) (PSF) (PSF) (PSF) (PSF)
TRIBUTARY
LOCATION AREA
SF)
PE 47515
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36.78 44.29 30.78 36.78 36.78 No. Description Date
Addition for Wachsmuth Residence
2030 Jefferson Avenue
Sandford, Florida 32772
General Notes
Project number 11-0422
Date 8/20/11 G _
Drawn by J. Kelley
Checked by E. Shinkskie Scale 1 : 1
Door Schedule
22' - 0"
1 5'- 9 1/2" 1 5'- 2 1/2" 1 14' - 4" 8'- 4" 1
n Floor Plan
1 /4" = 1'-0"
Design Pressure p (Pso
Door Positive Negative Pressure
Mark Count Family and Type Width Height Pressure Zone 4 Zone 5
D1 2 Single -Flush: 36" x 80" T - 0" 6' - 8" 22.6 -24.6 -26.5
1 Double -Glass 1: 60" x 80" 5'- 0" 6' - 8" 21.9 -23.8 1 -27.9
Window Schedule
Rough Opening Design Pressure p (Pso
Positive Negative Pressure
Count Family and Type Width Height Pressure Zone 4 Zone 5
4 Single Hung Fin: 3640 3' - 5 1/2" 3' - 11 1/2" 23.4 -25.4 -31.0
02 41 OO.C22 WALL TO BE REMOVED
04 22 OO.W8 8" CMU WALL W/ (1) #5 IN FILLED
CELL @ 6'-0" O.C. MAX (24" MIM LAP)
No.
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PE 47515
Seal
Date
Addition for Wachsmuth Residence
2030 Jefferson Avenue
Sandford, Florida 32772
Floor Plan
Project number 11-0422
Date 8/20/11
Drawn by J. Kelley
Checked by E. Shinkskie
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Seal
No. Description Date
Checked
on for Wachsmuth Residence
2030 Jefferson Avenue
Sandford, Florida 32772
Elevation & Section
er 11-0422
8/20/11 A-2
J. Kelley
E. Shinkskie Scale As indicated
04 22 OO.W8 8" CMU WALL W/ (1) #5 IN FILLED CELL @ 6-0"
O.C. MAX (24" MIM LAP) 107 46 10.A1 I FIBER CEMENT SIDING
LJ
yRight Elevation
1 /4" = 1'-0"
n Rear Elevation
L 1 /4" = 1'-0"
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No. Description Date
Addition for Wachsmuth Residence
2030 Jefferson Avenue
Sandford, Florida 32772
Side & Rear Elevations I<
Project number 11-0422
Date 8/20/11 n _ 3DrawnbyJ. Kelley /
l
Checked by E. Shinkskie Scale 1/4" = 1'-0"
LVL to CMU Connection
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20 07.3 II
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CONCRETE SLAB DESIGNED BY OTHERS.
CONTRACT TO VERIFY MINIMUM FOOTER
SIZE PRIOR TO CONSTRUCTION DEMO
HATCH SECTION AND INSTALL
16"x16" FOOTER w/ (2) #5 BARS
CONTINUOUS EPDXY #
5 REBAR 8" INTO EXISTING
FOOTER @16" O.C. EPDXY (
2) #5 REBAR 8" INTO
EXISTING FOOTER DEMO
HATCH SECTION AND INSTALL
16"x16" FOOTER w/ (2) #5 BARS
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0" 1 18'-0" I
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Foundation Plan 1 /
4" = 1'-0" Keynote
Legend 02
20 07.1 EXISTING ROOF TO REMAIN IN PLACE 02
20 07.3 EXISTING FOUNDATION 02
20 08.30 EXISTING CMU WALL 02
41 OO.C44 EXISTING CONCRETE CURB TO BE REMOVED AND
GROUND FLUSH WITH EXISTING SLAB 06
05 23.MT18 SIMPSON MTS18 TWIST STRAP AT EACH TRUSS
BEARING POINT 06
11 OO.D11 2x4 FRAMING SPIKED TO TRUSSES WITH 8d NAILS
@ 8" O.C. STAGGARED 06
18 OO.131 LVL WOOD BEAM. SEE TRUSS MFG SHOP DRAWINGS
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321-863-3223 ENTERPRISES,
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No.
Description Date Addition
for Wachsmuth Residence 2030
Jefferson Avenue Sandford,
Florida 32772 Structural
Plan Project
number 11-0422 Date
8/20/11 C _ 1 Drawn
by J. Kelley V
Checked
by E. Shinkskie Scale As indicated
URoof Framing
1 /4" = V-0"
ED SHINSK1[.
321-863-3223
ENTERPRISES,LLCiLC J
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E Seal
No. Description Date
Addition for Wachsmuth Residence
2030 Jefferson Avenue
Sandford, Florida 32772
Roof Framing Plan
Project number 11-0422
Date 8/20/11 C _2
Drawn by J. Kelley
V
Checked by E. Shinkskie Scale 1/4" = V-0"