HomeMy WebLinkAbout2329 Kelmscott Ct 18-3045; NEW SFHCOUNTY OF SEMINOLE
IMPACT FEE STATEMENT
STATEMENT NUMBER: 18100006
BUILDING APPLICATION #: 18-10000651
BUILDING PERMIT NUMBER: 18-10000651
DATE: August 01, 2018
0 3 1 -7
UNIT ADDRESS: KELMSCOTT COURT 2329 17-20.31-5VC-0000-0740
TRAFFIC 20NE:022 JURISDICTION:
SEC: TWP: RNG: SUF: PARCEL:
SUBDIVISION: TRACT:
PLAT BOOK: PLAT BOOK PAGE: BLOCK: LOT:
OWNER NAME:
ADDRESS:
APPLICANT NAME: NVR INC. DBA RYAN HOMES
ADDRESS: 4307 VINELAND ROAD SUITE H-20 ORLANDO FL 32811
LAND USE: SINGLE FAMILY RESIDENCE
TYPE USE:
WORK DESCRIPTION: CITY-SANFORD
SPECIAL NOTES: 2329 KELMSCOTT COURT / KENSINGTON
RESERVE / SFR
FEE BENEFIT RATE UNIT CALL UNIT TOTAL DUE
TYPE DIST SCHED RATE UNITS TYPE
ROADS-ARTERIALS CO -WIDE ORD
Single Family Housing 705.00 1.000 dwl unit 705.00
ROADS -COLLECTORS N/A
Single Family Housing .00 1.000 dwl unit 00
FIRE RESCUE N/A
00
LIBRARY CO -WIDE ORD
Single Family Housing 54.00
SCHOOLS
1.000 dwl unit 54.00
CO -WIDE ORD
Single Family Housing 91000.00 1.000 dwl unit 9,000.00
PARKS N/A
00
LAW ENFORCE N/A
00
DRAINAGE N/A
00
AMOUNT DUE 9,759.00
PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES DUE UNDER THE
SEMINOLE COUNTY ROAD, FIRE/RESCUE, LIBRARY AND/OR EDUCATIONAL
ISSUANCE OF A BUILDING PERMIT.
PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER,
TO APPEAL THE CALCULATION OF ANY OF THE ABOVE MENTIONED IMPACT FEES
MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR
DAYS OF THE DATE ABOVE BUT NO LATER THAN
CERTIFICATE OF OCCUPARY OR OCCUPANCY. THE REQUEST FOR REVIEW
MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE.
COPIES OF RULES GOVERNING APPEALS MAY BE PICKED UP, OR REQUESTED,
FROM THE BUSINESS OFFICE: 1101 EAST FIRST STREET,
SANFORD FL, 32771; 407-665-7356.
PAYMENT SHOULD BE MADE TO: SEMINOLE COUNTY OR CITY OF SANFORD
BUILDING DEPARTMENT
1101 EAST FIRST STREET
SANFORD, FL 32771
PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE
THE COUNTY BUILDING PERMIT NUMBER AT THE TOP LEFT OF THIS STATEMENT.
f, d
THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT
ISSUED WITHIN 60 CALENDAR DAYS FROM THE DATE ABOVE
REQUEST FOR TUG & PREPOWER AGREEMENT
ALL RESIDENTIAL PROPERTIES
Altamonte Springs, Casselberry, Longwood, Oviedo, Sanford,
Seminole County, Winter Springs
Date: t '
Project Name: Kensington Reserve Project Address: _2_S _-9 1 cz..1
Building Permit #:_ Electrical Permit #
In consideration for authorizing the appropriate utility company to energize the facility, we agree with and
understand the following:
1. This Tug/Pre-power application is valid only for one -and two-family dwellings.
2. The facility will not be occupied until a certificate of occupancy has been issued.
3. If the jurisdiction hereafter finds that the facility has been occupied before a certificate of occupancy has
been issued, the jurisdiction will have the unilateral right to direct the utility to terminate electrical service
without notice. Furthermore, we understand and agree that should the jurisdiction exercise such right, the
jurisdiction will not be responsible for any damages or costs which may result from the exercise of such
right. Also, in the event any third party claims damages from the exercise of such right, we agree to jointly
and individually indemnify and hold harmless thejurisdiction from all such damages and costs, including
attorney's fees.
4. Prior to pre -power, the building or structure shall be weather tight and secure. The electrical wiring in the
area designated for pre -power shall be complete and in safe order. All electrical services associated with the
area will be 100% complete unless specifically approved by the electrical inspector.
5. Interior electrical rooms shall be lockable, if electrical panels are in an area that cannot be locked by doors,
the panels shall be equipped with a locking mechanism (approved by the AHJ). The licensed electrical
contractor or his licensed representative shall hold the keys(s) for such access to electrical panels to prevent
energizing circuits other than those that are safe.
6. This TUG/Pre-power approval is valid for a maximum of 180 days from date of approval,
7. If provided, the fire sprinkler system must be operational with water on the system prior to pre -power.
8. TUG approval is for service and outside GFCI outlets only.
9. Check with the local jurisdiction for fees associated with tugs.
Scott James Faber Ryan Homes
Print Name of a nant
Signature f r enant
JURISDICTION EMPLOYEE NAME:
JURISDICTION:
Scott James Faber - Ryan Homes
Print Name
n
n for
Signature f er ontractor
CGC151715
Gen. Contractor License #
Scott L Easterbrook - Palmer Electric
Print Name of El. Contractor
Signature of El. Contractor
EC0003096
El. Contractor License #
CALLED INTO: o Progress Energy Florida Power and Light on! !
Rev. 02/10/15)
Grant Maloyy Clerk Of The Circuit Court & Comptroller Seminole County, FL
Inst #20181'4989 Book:9226 Page:477; (1 PAGES) RCD: 10/8/2018 10:27:24 AM
REC FEE $10.00
THiS INSTRUMENT PREPARED BY:" — 1LI pt 1R
Name: NVR Inc. dba Ryan Homes
Address: 4307 Vineland Rd, Suite H-20
Orlando FL 32811
NOTICE OF COMMENCEMENT
Permit Number. 18-3045
Parcel ID Number: 17-20-31-5VC-0000-0740
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 property and street address If available)
Lot # 74 of Kensington Reserve 2329 Kelmscott Court
2. GENERAL DESCRIPTION OF IMPROVEMENT:
Construction of Single Family Home Residential
3. OWNER INFORMATION OR LESSEE INFORMATION IF THE LESSEE CONTRACTED FOR THE IMPROVEMENT:
Name and address: NVR Inc. dba Ryan Homes- 4307 Vineland Rd, Suite H-20 Orlando FL 32811
Interest in property:
Fee Simple Tttle Holder (if other than owner listed above) Name: NA
Address:
4. CONTRACTOR: Name: NVR, Inc dba Ryan Homes _ Phone Number: 407-692-9820
Address: 4307 Vineland Rd, Suite H-20 Orlando FL 32811
6. SURETY (If applicable, a copy of the payment bond is attached): Name: NA
Address: Amount of Bond:
6. LENDER: Name._ Phone Number:
Address:
7. Persons within the State of Florida Designated by Owner upon whom notice or other documents may be served as provided by Section
713.13(1)(a)7., Florida Statutes.
Name: Da na Mitchell Phone Number: 407-692-9820
Address: 4307 Vineland Rd Suite H-20, Orlando FL 32811
6. in addition, Owner designates of
to receive a copy of the Lienor's Notice as provided in Section 713.13(1)(b), Florida Statutes. Phone number:
S. Expiration Date of Notice of Commencement (The expiration is 1 year from date of recording unless a different date is specified)
WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE
CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART I, SECTION 713.13, FLORIDA STATUTES, AND CAN RESULT IN YOUR
PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE
JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY
BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT.
44m 0Dayna Mitchell Assistant Secretary Sign
re of owner or Lessee, or Ownees or Lessee's (Print Name and Provide Signatory's Title/Office) Authorized
Officer/Director/Partner/Manager) state
of Florida county of __ Orange The
foregoing Instrument was acknowledged before me this ti !, l day of 20 1 8 by
Dayna Mitchell Who is personally known to me CI( OR Name
of person making statement who
has produced identification 0 type of Identification produced: rRA.
CY LEIGH MCDOINALD 1v
4 t1 SSrON t, Fi-t: E:.?
I;lES<7ttuGenOi ._u't7 NotarySigneture
REQUIRED INSPECTION SEQUENCE
RYAN HOMES SFR-DETACHED
Permit #
BUILDING PERMIT
Min Max Inspection Description
10 Form board / Foundation Survey
10 Slab / Mono Slab Prepour
20 Lintel / Tie Beam / Fill / Down Cell
30 Sheathing — Walls
30 Sheathing — Roof
30 50 Final Window
40 Roof Dry In
50 Frame
60 Insulation Rough In
70 Drywall / Sheetrock
40 70 Lath Inspection
50 1000 Final Roof
50 1000 Final Stucco / Siding
80 1000 Insulation Final
1000 Final Single Family Residence
Address:
ELECTRICAL PERiVIIT: "
Min I' Max inspection Description
10 1 Electric Underground
10 Footer / Slab Steel Bond
20 30 Temporary Underground Power (TUG)
30 Electric Rough
1000 Electric Final
Pg" 10
Ins ection DescriptionMinMax
10 Plumbin Underground
20 Plumbing Tubset
10 1000 Plumbing Sewer
1000 Plumbing Final
REVISED: June 2014
rr
CITY OF SANFORD
BUILDING & FIRE PREVENTION
PERMIT APPLICATION
JUL1
Application No: 30
Documented Construction Value: $
Job Address: 2329 Kelmscott Court Historic District: Yes No X
Parcel ID: 17-20-31-5VC-0000-0740 Residential X Commercial
Type of Work: New X Addition Alteration Repair Demo Change of Use Move
Description of Work: New Single Family Residence
Plan Review Contact Person: Tracy McDonald Title: Production Admin
Phone: 407-692-9831 Fax: Email: trmcdona@nvrinc.com
Property Owner Information
Name NVR INC.cba Ryan Homes Phone: 407-692-9831
Street: 4307 Vineland Rd #H20 Resident of property?
City, State Zip: Orlando FL 32811
Contractor Information
Name NVR, Inc, dba Ryan Homes Phone: 407-692-9820
Street: 4307 Vineland Rd # H-20 Fax: 407-692-9821
City, State Zip: Orlando FL 32811 State License No.: CBC1257565
Architect/Engineer Information
Name: AB Design Phone: 407-774-6078
Street: 1441 N Ronald Reagan Blvd Fax:
City, St, Zip: Longwood FL E-mail: brian@abdesigngroup.com
Bonding Company: N/A Mortgage Lender: N/A
Address: Address:
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.
Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has
commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction
in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools,
furnaces, boilers, heaters, tanks, and air conditioners, etc.
FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 51' Edition (2014) Florida Building Code N
Revised: June 30, 2015 'V Permit Application
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 at the time of permit submittal. A copy of the executed contract is required
in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal.
The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in
accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value,
credit will be applied to your permit fees when the permit is issued.
OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will
be done in complianceh all applicable laws regulating construction and zpfng.
Signature of
Tracy McDona
Date
Print 0 er/Agent's Name
7/10/2018
ignature of No State of Florida Date
ay KRISTIN R FERRILL
commission # GG 233069
Nf1rForrvoQ.
Expires MY 11, 2021
Bonded TtuuBudget NoteryServkes 7/
10/2018 Date
Tracy
IDIc %nald Print
Contractor/Agent's Name S&
QA&2 L, 7/10/2018 Signature
of N-State of Florida Date FnY
P41,j 4 KRISTIN R FERRILL commission #
GG 233069 1
41
Qt Expires July 11, 2021 Fur
r%.( Based Ttvu Budget Notery Ssrvkes Owner/
Agent is _X__._ Personally Known to Me or Contractor/Agent is _ _ Personally Known to Me or Produced
ID Type of ID Produced ID Type of ID BELOW
IS FOR OFFICE USE ONLY Permits
Required: Building[' Electrical Mechanical a Plumbing Gas Roof Construction
Type: y
Occupancy
Use: Flood Zone:" i
Total
Sq Ft of Bldg: "j Min. Occupancy Load: /-I # of Stories: 2- New
Construction: Electric - # of Amps Plumbing - # of Fixtures 1 5 — Fire
Sprinkler Permit: Yes[] No # of Heads Fire Alarm Permit: Yes Nog] APPROVALS:
ZONING: Ob UTILITIES: ENGINEERING: "
r 1-30-t FIRE: COMMENTS:
Ok to construct single family home with
setbacks and impervious area shown
on plan. 3,S, (,,, -/. WASTE
WATER: BUILDING:
Revised;
June 30, 2015 Permit Application
U0
BUILDING & FIRE PREVENTION
U L 1 1 2018 PERMIT APPLICATION
Application No:
Documented Construction Value: $ 99,704
Job Address: 2329 Kelmscott Court Historic District: Yes No X
Parcel ID: 17-20-31-5VC-0000-0740 Residential0 Commercial
Type of Work: New FX] Addition Alteration Repair Demo Change of Use Move
Description of Work: New Single Family Residence
Plan Review Contact Person: Tracy McDonald Title: Production Admin
Phone: 407-692-9831 Fax: Email: trmcdona@nvrinc.com
Property Owner Information
Name NVR INC. dba Ryan Hornes Phone: 407-692-9831
Street: 4307 Vineland Rd #H20 Resident of property? :
City, State Zip: Orlando FL 32811
Contractor Information
Name NVR, Inc, dba Ryan Homes Phone: 407-692-9820
Street: 4307 Vineland Rd # H-20 Fax: 407-692-9821
City, State Zip: Orlando FL 32811 State License No.: CBC1257565
Architect/Engineer Information
Name: AB Design Phone: 407-774-6078
Street: 1441 N Ronald Reagan Blvd Fax:
City, St, Zip: Longwood FL E-mail: brian@abdesigngroup.com
Bonding Company: N/A Mortgage Lender: N/A
Address: Address:
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.
Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has
commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction
in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools,
furnaces, boilers, heaters, tanks, and air conditioners, etc.
FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 51' Edition (2014) Florida Building Code
Revised: June 30, 201 S Permit Application
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 at the time of permit submittal. A copy of the executed contract is required
in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal.
The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in
accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value,
credit will be applied to your permit fees when the permit is issued.
OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will
be done in complianceyt)2h all applicable laws regulating construction and zping.
Date
Tracy McDonald
Print 07 er/Agent's Name
4igwn.t.
4-4 ". je z& 7/10/2018
re of No -State of Florida Date
ro
r Poe, KRISTIN R FERRILL
Commission # GO 233069
Expires July 11, 2021
7rf OF "'.'
1 Bonded Ttuu Budget Notary Sarvkes
7/10/2018
Date
Tracy IVM[ onald
Print Contractor/Agent's Name
zd W,J/66 - 7/10/2018
Signature of N -State of Florida Date
o"Ay Pl,,, KRISTIN R FERRILL
14r * Commission # GO 233069
1-
1
oP` 80WedTW8udgotNotarysenke9
Owner/Agent is _x Personally Known to Me or Contractor/Agent is x Personally Known to Me or
Produced ID Type of ID Produced ID Type of ID
BELOW IS FOR OFFICE USE ONLY
Permits Required: Building Electrical Mechanical Plumbing Gas Roof
Construction Type:
Total Sq Ft of Bldg:
Occupancy Use:
Min. Occupancy Load:
New Construction: Electric - # of Amps,
Fire Sprinkler Permit: Yes No # of Heads
APPROVALS: ZONING:
ENGINEERING:
COMMENTS:
Flood Zone:
of Stories:
Plumbing - # of Fixtures,
Fire Alarm Permit: Yes No
UTILITIES:11-51 WASTE WATER:
FIRE: BUILDING:
Revised: June 30, 201 S Permit Application
CITY OF
S,kNFORD
PLANNING & DEVELOPMENT
SERVICES DEPARTMENT
Flood Zone Determination Request Form
Name: Tracy McDonald Firm: NVR, Inc.
Address: 4307 Vineland Road #H20
City: Orlando State: FL Zip Code: 32811
Phone: 407.692.9831 Fax: 407.692.9821 Email: trmcdona(-Wnvrinc.com
Property Address: 2329 Kelmscott Court
Property Owner: NVR, Inc. dba Ryan Homes
Parcel identification Number: 17-20-31-5VC-0000-0740
Phone Number: 407.692.9820 Email: trmcdona@nvrinc.com
The reason for the flood plain determination is:
E New structure Existing Structure (pre-2007 FIRM adoption)
Expansion/Addition Existing Structure (post 2007 FIRM adoption)
Pre 2007 FIRM adoption = finished floor elevation 12" above BFE
Post 2007 FIRM adoption = finished floor elevation 24" above BFE (Ordinance 4360)
g. .t S:\c, zt l3: z z " :: \. , z .. t 5 z$ ,' a^ s c v . c , \ a,aXi t ti z {. - k\. ,.. z o \ `:, t t \,al \, a'` ,..1 t\ t3. ":z 'x, \ . "\ -,
z z y a .`z\t .y 3,t, .. ,S ,4.. t ,: z. \ 'Y
x}7.. ,o r§. \`# ;..;, ti ,:> < ,k . a `s' is.e'vy..::i 41 t - o z m izzat ,z.t< L.c. u. > ., ^. ., `\, z.. \' . .. fY V\::. z. ti.,.0 zi 1 +: ai,iz\.
r.i x . _`,.\\i}.x\C t.i zti "a;. ,,..ti'?ti;;r t 'zt v,l'yC''?tu'`s'•tia <, .\,
Flood Zone: X Base Flood Elevation: N/A Datum: N/A
FIRM Panel Number: 120294 0090 F Map Date: Sept. 28, 2007
The referenced Flood Insurance Rate Map indicates the following:
The parcel is in the: floodplain floodway
A portion of the parcel is in the: floodplain floodway
E-.. The parcel is not in the: 0 floodplain floodway
The structure is in the: floodplain floodway
The structure is not in the: floodplain floodway
If the subject property is determined to be flood zone `A', the best available information used to
determine the base flood elevation is:
BP# 18-3045
Reviewed by: Michael Cash, CFM Date: July 30, 2018
R Application for laved Driveway, Sidewalk or
Walkway Including Right -of -Way Use & P°',04 Landscaping in Right -cif -Way
www."nfbrdn.gov Department of Planning & Development Services
300 North Park Avenue, Sanford, Florida 32771
Phone:407.688.5140 Fax:407.688.5141
This permit authorizes work to be done on the subject property or in the City of Sanford's right-of-way in accordance with the
City's regulations and the attached construction plans approved as part of this permit. The permit is required for driveway or atif)Ong
sidewalk construction over 100 square feet of concrete or other material on the subject parcel and / or any constriction of a
driveway, walkway or landscape improvements Within the city right-of-way. It does not approve any work within any other
jurisdiction's right-of-way. All requested information below as well as a current survey, site plan or plat dearly identhe waw~sbebac size
and location of the existing right—of-way and use shall be provided or application could be delayed. CaNberaayn ft I.
Project Location/Address: 2329 Kelmscott Court, Sanford, FL 32773 2.
Proposed Activity: R Driveway Walkway Other. 3.
Schedule of Work: Start Date Completion Date Emergency Repairs 4.
Brief Description of Work: Construction of New Single Family Home This
application is sub Signature:
Address:
4307 Vin Phone: (
407) 692-9831 Print
Name: Tracy McDonald 3
Orlando, FL 32811 Fax:
Email: trmcdona@nvdnc.com Date. 07/30/2018 Maintenance
Responsibilitieslindemnification The
Requester, and his successors and assigns, shall be responsible for perpetual maintenance of the improvement installed under this Agreement. This shall
include maintenance of the improvement and unpaved portion of right-of-way adjacent thereto. Requestor may, with written City authorization, removesaidInstallationrmprovementfullyrestoringtheright-of-way to its previous condition. In the event that any future construction of roadways, utilities,
stommwater facilities, or any general maintenance activities by the City becomes in conflict with the above permitted activity, the perrnittee shall remove, relocate and/or repair as necessary at no cost to the City of Sanford insofar as such facilities are in the public right-of-way. If the Requestor does not
continuously maintain the improvement and area in accordance with previously stated criteria, or completely restore the right-of-way to its previous condition, the City shall, after appropriate notice, restore the area to its previous condition at the Requestor's expense and, if necessary, file a lien on the Requestor's property to recover costs of restoration. To
the fullest extent permitted by law, Requestor agrees to defend, indemnify, and hold harmless the City, its councilpersons, agents, servants, or employ- ees (appointed, elected, or hired) from and against any and all liabilities, claims, penalties, demands, suits, judgments, losses, expenses, damages (direct, indirect
or consequential), or injury of any nature whatsoever to person or property, and the costs and expenses incident thereto (including costs of defense, settlement, and reasonable attometfs fees up to and including an appeal), resulting in any fashion from or arising directly or indirectly out of or connectedwiththeuseoftheCity's right-5g f-way. I
have read_Isln Wrstand the above statement and by signing this application I agree to its terms. Signature:
Date: 07/30/2018 permit
shall be posted on the site during construction. Please
call 407.688.5080 24 hours in advance to schedule a pre -pour inspection. Pre -
pour Inspection by: Date: Application
No: Reviewed:
Public
Works Utilities
Approved:
Engineering
Site
inspected by: Special
Permit Conditions: Official
Use Only Fee:
Date: Date:
Date:
Date:
ROW
Use Otiveway.pdf
7/10/2018 SCPA Parcel View: 17-20-31-5VC-0000-0740
x
Prop>e y Record Cprd
Parcel: 17..20-31-5VC-0000-0740
r cap ctx rY,rx „ Property Address: 2329 KELMSCOTT CL SANFORD, FL 32773
Parcel Information Value Summary
Parcel 17-20-31-5VC-0000-0740 2018 Working 2017 Certified
Owner(s) BRISSON WEST PROJECT I LLC
Values Values
i Valuation Method Cost/Market CostlMarket
Property Address 2329 KELMSCOTT CT SANFORD, FL 32773
I Number of Buildings 0 0
Mailing 3601 RIGBY RD SUITE 300 MIAMISBURG, OH 45342-5038 - -
Depreciated Bldg Value
Subdivision Name KENSINGTON RESERVE
Depreciated EXFT Value
Tax District S1-SANFORD
11 w e ... .. , .. ew _ Land Value (Market) $52,000 14,000
DOR Use Code 00 VACANT RESIDENTIAL Land
Value Ag Exemptions
Justr'Market Valoe " $52,000 14,000 i
Portability Adj 116.
61 88.51 63.92 Save Our Homes Adj $0 o Coi
Amendment
1 Adj $0 0 P&
G Adj $0 0 t
Assessed Value $52,000 14,000 d,
CVt/ vP Tax Amount without SOH: $266.58 75
74 ,/ j 2017 Tax Bill AMOUnt $266.58 t
73 Q Tax Estirralnr 76
Save
Our Homes Savings: $0.00 2i.
79,a 7<
3"°" j
c
Seminale County GIS Does
NOT INCLUDE Non Ad Valorem Assessments Legal
Description LOT
74 KENSINGTON
RESERVE PB
81 PGS 86-92 Taxes
Taxing
Authority_ -a
Assessment
Value Exempt Values ' Taxable Value County
General Fund 52,000 $0 52.000 Schools
52,000 $0 52,000 City
Sanford 52,000 $0 52,000 SJWM(
Saint Johns Water Management) 52,000 $0 52.000 County
Bonds 52,000 $0 52,000 Sales
Description
Date Book Page Amount Qualified Vac/Imp No
Sales Lana
Application for Paved Driveway, Sidewalk or
Walkway Including Right -of -Way Use &
VL,0R11P9 94 Landscaping in Right -of -Way1877—
www,sanfo"m.gov Department of Planning & Development Services
300 North Park Avenue, Sanford, Florida 32771
Phone: 407.688.5140 Fax: 407.688,5141
This permit authorizes work to be done on the subject property or in the City of Sanford's right-of-way in accordance With the
City's regulations and the attached construction plans approved as part of this permit. The permit is required for driveway or
sidewalk construction over 100 square feet of concrete or other material on the subject parcel and / or any construction of a
driveway, walkway or landscape improvements Within the city right-of-way. It does not approve any work Within any other
jurisdiction's right-of-way. All requested information below as well as a current survey, site plan or plat clearly identifying the Kmw, whars below
size and location of the existing right-of-way and use shall be provided or application could be delayed. CaIIbG1M;;d1%
1. Project Location/Address
2. Proposed Activity:
3. Schedule of Work:
4. Brief Description of Work
This application Is su
Propery 0~. A4
Signature: —
Address: 430
Phone: (407)
2329 Kelmscott Court, Sanford, FL 32773
FX Driveway -1 -1 WalkwayF
Start Date Completion Date
Construction of New Single Family Home
by
Rd #H-20 Orlando, FL 32811
Fax:
F-] other:
Print Name: Tracy McDonald
F-] Emergency Repairs
Email: trmcdona@nvrinc.com Date: 07/10/2018
Maintenance Responsibilitieslindemnification
The Requestor, and his successors and assigns, shall be responsible for perpetual maintenance of the improvement installed under this Agreement. This
shall include maintenance of the improvement and unpaved portion of right-of-way adjacent thereto. Requestor may, With written City authorization,
remove said installation/improvement fully restoring the right-of-way to its previous condition. In the event that any future construction of roadways,
utilities, stormwater facilities, or any general maintenance activities by the City becomes in conflict with the above permitted activity, the permittee shall
remove, relocate and/or repair as necessary at no cost to the City of Sanford insofar as such facilities are in the public right-of-way. If the Requestor does
not continuously maintain the improvement and area in accordance with previously stated criteria, or completely restore the right-of-way to its previous
condition, the City shall, after appropriate notice, restore the area to its previous condition at the Requestor's expense and, if necessary, file a lien on the
Requestor's property to recover costs of restoration.
To the fullest extent permitted by law, Requestor agrees to defend, indemnify, and hold harmless the City, its councilpersons, agents, servants, or employ-
ees (appointed, elected, or hired) from and against any and all liabilities, claims, penalties, demands, suits, judgments, losses, expenses, damages (direct,
indirect or consequential), or injury of any nature whatsoever to person or property, and the costs and expenses incident thereto (including costs of
defense, settlement, and reasonable attorney's fees up to and including an appeal), resulting in any fashion from or arising directly or indirectly out of or
connected with the use of the City's rig_Wof-way,
I have
Signature:
Pre -pour Inspection by:
Application No:
Reviewed:
Public Works
Utilities
Approved:
Engineering
Site Inspected by:
Special Permit Conditions:
the above statement and by signing this application I agree to its terms.
Date: 07/10/2018
This permit shall be posted on the site during construction.
Please call 407.688.5080 24 hours In advance to schedule a pro -pour Inspection.
Date:
Official Use Only
Fee: Date:
Date:
Date:
Date:
Date:
November 2015 ROW Use Onvewaypdt
LIMITED POWER OF ATTORNEY
Altamonte Springs, Casselberry, Lake Mary, Longwood, Sanford,
Seminole County, Winter Springs
Date:
I hereby name and appoint: Irac McDonald
an agent of: NVR Inc., dba Ryan Homes
Name of Company)
to be my lawful attorney -in -fact to act for me to apply for, receipt for, sign for and do all things
necessary to this appointment for (check only one option):
0 The specific p 'nil and applicatiVfor wok located at: Va
Street Address)
Expiration Date for This Limited Power of Attorney: May 20,2018
License Holder Name:
State License Number:
Signature of License 1-1
STATE OF FLORIDA
COUNTY OF Orange
Robert Lattanzi
The foregoing instrument was acknowledged before me this 14—day of
200 143 by Robert Lattanzi who is m
or o who has produced as
identification and who did (did not) tape an oath.
Iigna re z
Notary Seal)
Print or type name
KRISTIN R FERRILL
Commission # GG 233069
Expires MY 11, 2021
or F!v awdd Thm Bk,dgA Notary services
Rev. 08.12)
Notary Public -State of FlQrlcif Commission
No. .7330(p9 My
Commission Expires:__71LLt
FORM R405-2017
FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION
Florida Department of Business and Professional Regulation - Residential Performance Method
Project Name: Lot74KensingtonReserveSummerlandCGRS Builder Name: RYAN HOMES
Street: 2329 KELMSCOTT COURT Permit Office: SANFORD
City, State, Zip: SANFORD , FL, 32773 Permit Number:
Owner: Jurisdiction: 691500
Design Location: FL, Orlando County:: Seminole (Florida Climate Zone 2 )
1. New construction or existing New (From Plans) 9. Wall Types (2626.7 sqft.) Insulation Area
2. Single family or multiple family Single-family
a. Frame - Wood, Exterior R=13.0 1264.00 ft2
b. Concrete Block - Int Insul, Exterior R=4.1 1073.30 ft2
3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=11.0 289.33 ft2
4. Number of Bedrooms 4 d. N/A R= ft2
10. Ceiling Types (1384.0 sgft.) Insulation Area
5. Is this a worst case? No a. Under Attic (Vented) R=38.0 1384.00 ft2
6. Conditioned floor area above grade (ft2) 2421 b. N/A R= ft2
Conditioned floor area below grade (ft2) 0
c. N/A R= ft2
11. Ducts R ft2
7. Windows(237.4 sgft.) Description Area a. Sup: Attic, Ret: Attic, AH: Main 6 605.25
a. U-Factor: Dbl, U=0.35 184.44 ft2
SHGC: SHGC=0.29
b. U-Factor: Dbl, U=0.62 48.00 ft2 12. Cooling systems kBtu/hr Efficiency
SHGC: SHGC=0.29
a. Central Unit 38.5 SEER:15.00
c. U-Factor: Dbl, U=0.34 5,00 ft2
SHGC: SHGC=0.31 13. Heating systems kBtu/hr Efficiency
d. U-Factor: N/A ft2 a. Electric Heat Pump 38.0 HSPF:8.50
SHGC:
Area Weighted Average Overhang Depth: 4.385 ft.
Area Weighted Average SHGC: 0.290 14. Hot water systems
a. Electric Cap: 50 gallonsEF: 8. Floor Types (1381.0 sgft.) Insulation Area 0,950
a. Slab -On -Grade Edge Insulation R=0.0 1090.00 ft2 b. Conservation features
b. Floor over Garage R=11.0 291.00 ft2 None
c. N/A R= ft2 15. Credits Pstat
Total Proposed Modified Loads: 69.05
Glass/Floor Area: 0.098 PASS
Total Baseline Loads: 69.26
f1 7
1 hereby certify that the plans and specifications covered by Review of the plans and SHE 5r47
this calculation are in compliance w' the Florida Energy specifications covered by this 40 FQ
Code. calculation indicates compliance Er,
with the Florida Energy Code.
PREPARED BY: _ ''-' - Before construction is completed04 Q
DATE: -._ _-2Z-JB___SCott Pratt this building will be inspected for
compliance with Section 553.908
y
hereby certify that this building, as g ed, is in compliance Florida Statutes. rR,
CQQ with the Florida Energy Code. W.E
OWNER/AGENT: BUILDING OFFICIAL. -
DATE: DATE:
Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as
certified factory -sealed in accordance with R403.3.2.1.
Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and this project requires an
envelope leakage test report with envelope leakage no greater than 7.00 ACH50 (R402.4.1.2).
Compliance with a proposed duct leakage Qn requires a Duct Leakage Test Report confirming duct leakage to outdoors,
tested in accordance with ANSI/RESNET/ICC 380, is not greater than 0.060 Qn for whole house.
6/27/2018 6:12 PM EnergyGauge(& USA - FlaRes2017 Section R405.4.1 Compliant Software Page 1 of 4
C AS FURNISHED: Lot 74, KENSINGTON RESERVE, as recorded in Plot Book 81
IT through 92, Public Records of Seminole County, Florida.
PLAN FOR CERTIFIED TO: Ryon HornesINVR Inc.
LOT 30
PALM HAMMOCK ALLOTMENT
PE? 1, PGS. 104-105
NOT INCLUDED
N 89'40'51 " IT'
88.51 '
f)
22.90
32.5 7'
26,0'
o EXTENDED LANAI
18.65' — 1 30.
LOT 74
Q) PROPOSED MODEL
d SUMMERLAND-C
2 CAR GARAGE RIGHT
t
LOT 75
ENTRY
80. 17'
8.6 1
LID
21.3'
DRIVE
27.6 28 37'
1 0 , UTIL. ESMT.
21,61
A\CC
7_58'
6.3 7'
LOT 73
0= 76*05'34
R=55.00' WALK C, I,
L 73,03'
R=-55.00'
L=07,79,
P.C. C=27.50'
CB=N 894455 " W
AT111-INSCOTT COURIT
PRIVATE RIW VARIES
Pager (L5,6
PGSED z- FINSI'LL-1) SPOT GRADE ELEVATIONS PLOT PLAN ONLY NOT A SURVEY
t'f I,? DPAI,VAG1_ PLANSPLOT
FRONT = 25
PLAN AREA CALCULATIONS REAR = 20'
PROPOSED DRAINAGE FLOW IMPERVIOUS COVERAGE = 2,433± SQUARE FEET OR 35.69 SIDE = 5' FOR 40' LOTS
1,7 (HA[)!NG TWIT, A
96
CONTAINS 6,8191- SQUARE FEET SIDE 7.5' FOR 60' LOPS
f f,0I'05i`-,*,') FINISH FLOOR PER PLANS = 31.0 O'_
Cj LOVINGAREA CONTAINS 1,548± SQUARE FEET SIDE 10' FOR 7LOTS 5' CONCILANA11PORCHCONTAINS
884± SQUARE FEET SIDE STREET ® 25' SCOTT c
ASSOC., INC. — LA.IVD SURV,yOJ-?S E.I
G( I'D LEGEND 5400 F.
COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (40)--658 - I436 tAT PD,
L P I.T ON LINE Typ TYPICAL
NOTES: IIFN PWr
PRC POINT OF REVERSECURVATURE PCIC POINT
OF COMPOUND CURVATURE 1, THE UNDERSIGNED DOES HEREBY CERTIFY THAT THIS SURVEY MEETS THE STANDARDS OF PRACTICE SET FORDI BY THE FLORIDA BOARD Of NX,.L'
T RaD, RADIAL PROFESSIONAL SURVEYORS AND MAPPERS IN CHAPTER 5,1— 17 FLORIDA ADMINISTRATIVE CODE PURSUANT TO SECTION 472.027, FLORIDA SIATL`t_,S A i
ik -L11 -6 N I NON -RADIAL 2, UNLESS FA4005SCD WITH SURVEYOR'S SIGNATURE AND ORIGINAL RAISED SEAL, THIS SURVEY MAP OR COPIES ARE NOT VALID 1U n1L-(
7Z` P, wITNESS POINT J. THIS SURVEY WAS PREPARED FROM TITLE INFORMATION FURNISHED TO THE SURVEYOR. THERE MAY BE OTHER RESTRICTIONS u; "' w
CALCALCULATED OR CASEMENTS THAT AFFECT THIS PROPERTY 1, 0
C(m.(NCE.r,.T PR M. PERMANENT REFERENCE MONUMENT 4 NO UNDERGROUND WPROVEMENTS HAVE BEEN LOCATED UNLESS OTHERWISE SHOWN. CI . t,
HFR( 114C FINISHED FLOOR ELEVATION At t
Dis, 8"S'. BUILDING SETBACK LINE 5, THIS SURVEY 'S PRUPArEO FOR THE SOLE BENEFIT OF THOSE CERTIFIED TO AND SHOULD NOT BE RELIED UPON Or ANY OTHER FINVY 1-1 ,
IGHT-01 A, am BENCHMARK 6, DIMENSIONS SHOWN FOR THE LOCATION OF IMPROVEMENTS HEREON SHOULD NOT BE USED TO RECONSTRUCT BOUNDARY LINES I sM[
EASEMENT B.B.BASE BEARING 7, BEARINGS, ARE BASED ASSUMED OATVM AND ON THE LINE SHOWN AS BASE BEARING (B.B.) DRAIN. DPNMAGE
8. ELEVATIONS, IF SHOWN, ARE EIASEO ON NATIONAL GEODETIC VERTICAL DATUM OF 1929, UNLESS OTHERWISE NOTED Ili UTILITY
C.Af
LINK FENCE9. CERTIFICATE OF AUTHORIZATION No, 4,596. 11,011CREIC
BLOC, SCALE 20 —j2!A 2 :1T0CURVATUREIIOFIANFEN1, I Disc DESCRIPTION
CERTIFIED BY, 75A _TE ORDER No DWS PLOT
PLAN 06-27-2018 4190- 18 liF.L
TA NORM 1
DOES NOT
LIE WITHIN 2 ',:AVjjQ"
f P )EAR FLOOD PLANE AS PER "FIRM' ""IN EVER, R),5 # 4714 MAP 12117CO09OF (
09-28--07) IA Wll
R,L.S # 4801 If
A N C N I T E C T 5
SQ,FT. CALC.'S
IST FLR LIVING 1ID9m $GL FT.
ZND FLR LIVING 1331 $Gt FT.
TOTAL L.IviWs 4fT41 SQ FT.
ENTRT 35 SQ Ff.
GARAGE 459 50. FT.
LANAI 26m 80. FT.
TOTAL 31 5 9Q Ft.
EXTERIOR MASONRY 3m•-!D'
WW1 WA H r4n 6X6 PT. POST tO e'4'
AFF. W OPT Y-4' CA
8 l4-TTP
T®
T::
LOAD OW MU
r f
NON-W. WW1 @. m .
sotkw
3A 0
0.
vl
Ll CAM
CRXN
I'1OA DM
i
k m
0 3
0 V-41 Cm
Q
NOM o
I PRIOR TO DRMALL MIALLAWN ON ALL FRAIW. W10EM T-O' FWM THE T• M .9
ii.WR WILL BE O RATED MD TREATED W WRAIE' A TE7i4TE TREATED WRAT 1 i
n
v -
VEIL j
9
3 1/2' S
tarp
om rcrlLA1E ;
V — 4
ENM
jrOc
CABINET SECTION
A
Qii0 'Z
TONE
VENE£R
FIRST FLOOR PLAN
SCALE: V4 • I'-m'
oc>teaTert)ro aAnora IIo LA7MDI MfC W1I0 E7aawIE
FOR s aooro ausw
xorE leI WWli WW10
I
Q 5 7A901-3016
2 14 3050 DR 4 3OIDO/-32.1D
3 tl 75-5F1 A 18,F/-30.45
3A TT 25-Si1 5 i8,Qi1-31A6
4 33 2) M-5N 4 2'1J3/-34D0
5 49 6000 EC>a 5 7b31/-3330
b fl 78.Ib/-3095
WIND DESIGN CRITERIA
A. BASIC LLlIND SP££D ftPH !3 5£GOND CdiSTi
vLLLT •i5p / vASD•iW MPr•i
B. BYTERIAL Pf 851A COEfFIGENT • • .18
G. Po8K GATEGORT•iTPE II
D. EDQ SLIE CAtEGORT' O.
NOTE
VALUES FOR GOMPRJIaItb CLADDING PRE883A7E ARE BASED GN
THE Yuit DE81GN tUflD SPEED. F6GR bTH ED. l7m1,) ALLOILW! TFE9E
PR£!!9UlGE8 t0 !>E T'WI_TiPL1ED DT mb t01'1F£7' TI•E ALLOWABi_E OR
NCI'TS1AL TESTED 4ALtE8 USED BY PRODUCT I'1.DhAF.4CTUl leS.
To-.-.
EXT. LANAIDiHII
1
Yam'
I t
I II
I I
Il' 8' 14' 4' a' O' I
II II
II II
II II
I I a) z5-SW bE1B0 SCUD I I
I
I
I
OIRR v p
i Y I• as
i9'_7, 1 9'•4'
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h
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1 - _
v(
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2 CAR GARAGE
gym'-m'x2m'-;1'
7-A'CLC
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7.4' q.Ca -
LWE Cf 71D 1i00R ABOvE .
Ij aL l
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w'-m' X T-O' urn
E
71'-4'
30 O y
X
1443 N. ROXALD REAGAN SLVD.
LONGW000, FL 32750
PN: OO7-774b078
MFAi:60]-77440]3
tEOfetCn116
woVD.com
AA t D03335
r
9T.THDIV. do I.OT:
KENSINGTON
RESERVE
LOT#74)
1[ODffiz
SUMMERLAND
VERSION/Ol)
PROJECT#W:
02997.000 O74R1
Pwas:
FIRST
FLOOR
PLAN
DATM 6/25/18
32113"
3 OF 9
9T.THDIV. do I.OT:
KENSINGTON
RESERVE
LOT#74)
1[ODffiz
SUMMERLAND
VERSION/Ol)
PROJECT#W:
02997.000 O74R1
Pwas:
FIRST
FLOOR
PLAN
DATM 6/25/18
32113"
3 OF 9
0
MWOB/f AND CLADDM MD LGRCB MW IND EA'MW
FRA1 S 1E00ID allM
CALL. D0AVE
p M1FCN DOZE m mm aw
I B EGRESS 5 2865/-3786
2 B 3050.5N 5 2665/-Mb
2A 12 304D-P. 5 25M-3610
28 B 66 5 29b5/-3'iffi
3 B EciRESS 5 2665/-3185
4 B 5 M43/-3%40
5 B 4 26.68/-3U4
6 15 E b 4 2"W-3U4
WIND DESIGN CRITERIA
A BASIC U X V SFEED MPH (3 SECOND GUST)
YULT-W / VASD•IHa l-"4
B. RAJ ANAL PRE-A&M C VE RCENT•. 18
G RISK CATEGORT-TYPE 11
D. EXPOSURE CATEGCRY C
NOTE.
VALUES FOR COMP WENTS 8 CL.4DDR4G FRE°SllRIE ARE
BASED ON THE Wit DE64N UHNO SPEED. MCR 6TH ED. (2011)
ALLOWS THESE PRE6WRBS TO BE M LTtPLMD BY 0b TO
MEET THE ALLOWABLE OR NO'1fNAL TESTED VALUES U5ED BY
PRODUCT MANFAGTUREMS.
L EGFBTFl.00RBE1dY-------------- {
I 1
i I
I I
1b'-2' 3'-b' '-$' 5'-4' 3'-4'
1
I
Ft. I a ,
A-I.C.
a'-W CI
2B
0
OWNER'S SUITE !j = OWNER'S —
a'aaG - 9 BATH
C .9
a' -a' CL& 1'JBL.
D1lDLAY SRO
464
i
5' 5'-4' 3'-8'1 E0' I 2'-4'
SHM
FROR TO DRTUAL WALLATM ON ALL FRAPM MT66 2.0' FROM 146 FtM
fl Ig 11•I•C-
V lbI
I BEDROOM 2 0
FLOM SKI BE YWATBJ AND MATED W WRAW A IMM T EATID W IRAT 9' j
I
a'-o' G1i
0
v L. 11 CL., O-G.
m R ISH
4'-P' 3'
W-8 3/4' 2ND.
Mils. WT.
0
r 1 in
STAIR DATA:
17 RISERS *7.57' BE3 ODROOM 616TREADS •10' W NOSING r1lb II, 0
10'-
8 3/4' 2ND. RAIL m
V-
4' BRIG, HT. , 2.
0 LANPN DIROP
CEU.R46 TO i I1A' B a• -
a• I [
2)2X6 FEADEFD AS 10, 4
m
51
O ON SHEET 6 7 nNL'i T 42'
RAIL vm'
PWDR.
z ROOM
2.4M°a ,EA-"X
2
n ST"WER 3)
2. 6YP 5i78NGE7- SEQJIRED
W/ Cd 6'-a' OG a+1 j'
KkXPLATE 3/
4•TKa SD I 17 "
a°LED 2.
6. 24'04. MAX I 01-
0'FIN. FLM 7
2"
P.T. PLATE SECURE WJ 10d OJT "L6 14' OL MAX STAIR
SECTION; 9'-4" BRG. 1
w
DO. STIR WIOdXY
4 W
OL.2 4'-b' 4'-2' ROUE
STAGGERED
I
F 2A
I
2X8 • 12'
O.G DE J STUD
I
I
I
I.
OF EST I FLOOR
BELM xD
P-
6'/ 10'-
2WkEI-1' BEDROOM 4 V-
4w CLG i0'-2'x14'-3' I
a'-W O-G. 64
O
EG 3 O 4'-
4' 2P-
4' a.
L!
E OF 1ST FLOOR BELC7U SECOND
FLOOR PLAN SCALE:
1/4 • I'-0' A
A C N I T E C T 3 Design
Gouupol.
1.
2 M. ftOMALD RE"" BLYD. LONGW
00, FL 32750 PH:
407-774.6078 FA
407-774.4078 wwwzD9a
vv--p— AA
OW3325 r
UDDIV.
at I.OT: KENSINGTON
RESERVE
IDTy74)
MODE1t
SUMMERLAND
VERSION#
01) PROJECT#:
02997.
000 074Ri PAG
M SECOND
FLOOR
PLAN DATE:
6/25/18 SCAIM
1/4-=1'-O- 9i1XIM
4
or 9
FORM R.405-2017
FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION
Florida Department of Business and Professional Regulation - Residential Performance Method
Project Name: Lot74KensingtonReserveSummerlandCGRS Builder Name: RYAN HOMES
Street: 2329 KELMSCOTT COURT Permit Office: SANFORD
City, State, Zip: SANFORD , FL, 32773 Permit Number: 0 4 5Owner: Jurisdiction: 61518
Design Location: FL, Orlando County:: Seminole (Florida Climate Zon
1. New construction or existing New (From Plans) 9. Wall Types(2626.7 sqft.) Instidn., Area° 2.
Single family or multiple family Single-family a.
Frame -Wood, Exterior a. R=13.0 - 4E 460 ft2 b.
Concrete Block - Int Insul, Exterior R=4.1 1073.30 ft2 3.
Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=11.0 289.33 ft2 4.
Number of Bedrooms 4 d. N/A R= ft2 10.
Ceiling Types (1384.0 sqft.) Insulation Area 5.
Is this a worst case? No a. Under Attic (Vented) R=38.0 1384,00 ft2 6.
Conditioned floor area above grade (ft2) 2421 b. N/A R= ft2 Conditioned
floor area below grade (ft2) 0 c.
R= ft2 11.
Ducts R ft2 7. Windows(
237.4 sqft.) Description Area a. Sup: Attic, Ret: Attic, AH: Main 6 605.25 a. U-
Factor: Dbl, U=0.35 184.44 ft2 SHGC: SHGC=
0.29 b. U-
Factor: Dbl, U=0.62 48.00 ft2 12. Cooling systems kBtu/hr Efficiency SHGC: SHGC=
0.29 a. Central
Unit 38.5 SEER:15.00 c. U-
Factor: Dbl, U=0.34 5.00 ft2 SHGC: SHGC=
0.31 13. Heating systems kBtu/hr Efficiency d. U-
Factor: N/A ft2 a. Electric Heat Pump 38.0 HSPF:8.50 SHGC: Area
Weighted
Average Overhang Depth: 4.385 ft. Area Weighted
Average SHGC: 0.290 14. Hot water systems a. Electric
Cap: 50 gallonsEF: 8. FloorTypes (1381.0 sqft.) Insulation Area 0.950 a. Slab -
On -Grade Edge Insulation R=0.0 1090.00 ft2 b. Conservation features b. Floor
over Garage R=11.0 291.00 ft2 None c. N/
A R= ft2 15. Credits Pstat Glass/Floor
Area: 0.098 Total Proposed
Modified Loads: 69.05 PASS Total BaselineLoads: 69.26 1 hereby
certify that the plans and specifications covered by Review of the plans and VHE ST41 this calculation
are in compliance w' the Florida Energy specifications covered by this tidp Code. calculation
indicates compliance,„ with the
Florida Energy Code. R , PREPARED BY:
Before construction is completed DATE: this
building will be inspected for compliance with
Section 553.908 I hereby
certify that this building, as g ed, is in compliance Florida Statutes. with the
Florida Energy Code. QQD wl. t J OWNER/AGENT:--- _--___-- _ .. __----__--_-_
BUILDING OFFICIAL. -- DATE: DATE: _......-------
Compliance requires
certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory -
sealed in accordance with R403.3.2.1. Compliance requires
an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and this project requires an envelope leakage
test report with envelope leakage no greater than 7.00 ACH50 (R402.4.1.2). Compliance with
a proposed duct leakage Qn requires a Duct Leakage Test Report confirming duct leakage to outdoors, tested in
accordance with ANSI/RESNET/ICC 380, is not greater than 0.060 Qn for whole house. 6/27/
2018 6:12 PM EnergyGauge@ USA - FlaRes2017 Section R405.4.1 Compliant Software Page 1 of 4
FORM R405-2017
PROJECT
Title: Lot74KensingtonReserveSum Bedrooms: 4 Address Type: Lot Information
Building Type: User Conditioned Area: 2421 Lot # 74
Owner Name: Total Stories: 2 Block/Subdivision: KENSINGTON RESE
of Units: 1 Worst Case: No PlatBook:
Builder Name: RYAN HOMES Rotate Angle: 0 Street: 2329 KELMSCOTT CO
Permit Office: SANFORD Cross Ventilation: No County: Seminole
Jurisdiction: 691500 Whole House Fan: No City, State, Zip: SANFORD,
Family Type: Single-family FL, 32773
New/Existing: New (From Plans)
Comment:
CLIMATE
V Design Temp Int Design Temp Heating Design Daily Temp
Design Location TMY Site 97.5% 2.5% Winter Summer Degree Days Moisture Range
FL, Orlando FL—ORLANDO—INTL—AR 41 91 70 75 526 44 Medium
BLOCKS
Number Name Area Volume
Blockl 2421 22515.3
SPACES
Number Name Area Volume Kitchen Occupants Bedrooms Infil ID Finished Cooled Heated
1 Main 2421 22515.3 Yes 5 4 1 Yes Yes Yes
FLOORS
V # Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet
1 Floor over Garage Main --- ---- 291 ft2 11 0 0 1
2 Slab -On -Grade Edge Insulatio Main 115ft 0 1090 ft2 0 0.38 0.62
ROOF
Roof Gable Roof Solar SA Emitt Emitt Deck Pitch
V # Type Materials Area Area Color Absor. Tested Tested Insul. (deg)
1 Hip Composition shingles 1499 ft2 0 ft, Medium 0.85 N 0.9 No 0 22.6
ATTIC
V# RBS IRCCTypeVentilationVentRatio (1 in) Area
1 Full attic Vented 300 1384 ft2 N N
CEILING
Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type
1 Under Attic (Vented) Main 38 Blown 1384 ft2 0.11 Wood
6/27/2018 6:12 PM EnergyGauge@ USA - FlaRes2017 Section R405.4.1 Compliant Software Page 2 of 4
FORM R405-2017
WALLS
Adjacent Cavity Width Height Sheathing Framing Solar Below
Ornt_ To Walt Type Space -ValueR Ft In In .,,,-----Area R -Value Fraction- --Absor. Grade%,,
1 E Exterior Frame - Wood Main 13 49 6 8 0 396.0 ft' 0 0.25 0.6 0
2 E Exterior Concrete Block - Int Insul Main 4.1 36 6 9 4 340.7 ft' 0 0 0.6 0
3 S Exterior Frame - Wood Main 13 29 6 8 0 236.0 ft' 0 0.25 0.6 0
4 S Exterior Concrete Block - Int Insul Main 4.1 8 6 9 4 79.3 ft' 0 0 0.6 0
5 W Exterior Frame - Wood Main 13 49 6 8 0 396.0 ft' 0 0.25 0.6 0
6 W Exterior Concrete Block - Int Insul Main 4.1 40 6 9 4 378.0 ft' 0 0 0.6 0
7 N Exterior Frame - Wood Main 13 29 6 8 0 236.0 ft' 0 0.25 0.6 0
8 N Exterior Concrete Block - Int Insul Main 4.1 29 6 9 4 275.3 ft' 0 0 0.6 0
9 Garage Frame - Wood Main 11 31 0 9 4 289.3 ft' 0 025 0.3 0
DOORS
V# Ornt Door Type Space Storms U-Value Width Height Area
Ft In Ft In
1 S Insulated Main None 25 3 8 24 ft'
2 Wood Main None 25 2 8 6 8 17,8 ft'
WINDOWS
Orientation shown is the entered, Proposed orientation.
Wall Overhang
Ornt ID Frame Panes NFRC U-Factor SHGC Imp Area Depth Separation Int Shade Screening
l E 1 Vinyl Low-E Double Yes 0.35 0.29 N 30,5 ft' 1 ft 0 in 1 ft 2 in None Exterior 5
2 E 2 Vinyl Low-E Double Yes 0.35 0.29 N 16.2 ft' 1 ft 0 in 11 ft6in None Exterior 5
3 S 3 Vinyl Low-E Double Yes 0.35 029 N 12.0 ft' 1 ft 0 in 1 ft 2 in None Exterior 5
4 S 3 Vinyl Low-E Double Yes 0.35 0.29 N 30.5 ft' 1 ft 0 in 4 ft 1 in None Exterior 5
5 W 5 Vinyl Low-E Double Yes 0.35 0.29 N 15.3 ft' 1 ft 0 in 1 ft 2 in None Exterior 5
6 W 6 Vinyl Low-E Double Yes 0.35 0.29 N 32.4 ft' 1 ft 0 in 11 ft 6 in None Exterior 5
7 N 7 Vinyl Low-E Double Yes 0.34 0.31 N 5.0 ft' 1 ft 0 in 1 ft 2 in None Exterior 5
8 N 7 Vinyl Low-E Double Yes 0.35 0.29 N 15.3 ft' 1 ft 0 in 1 ft 2 in None Exterior 5
9 N 8 Metal Low-E Double Yes 0.62 0.29 N 48.0 ft' 11 ft 0 in 1 ft 2 in None Exterior 5
10 N 8 Vinyl Low-E Double Yes 0.35 0.29 N 32.4 ft' 11 ft 0 in 1 ft 2 in None Exterior 5
GARAGE
Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation
1 459 ft' 459 ft' 58 ft 8.7 ft 3
INFILTRATION
Scope Method SLA CFM 50 ELA EqLA ACH ACH 50
1 Wholehouse Proposed ACH(50) .000414 2626.8 144.21 271.2 3718 7
6127/2018 6:12 PM EnergyGauge@ USA - FlaRes2017 Section R405.4.1 Compliant Software Page 3of4
3 T7,7,LL(i I lriri
HEATING SYSTEM
System Type Subtype Efficiency Capacity Block Ducts
1 Electric Heat Pump/ None HSPF:8.5 38 kBtu/hr 1 sys#1
COOLING SYSTEM
System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts
1 Central Unit/ Split SEER: 15 38.5 kBtu/hr 0 cfm 0.75 1 sys#1
HOT WATER SYSTEM
System Type SubType Location EF Cap Use SetPnt Conservation
1 Electric None Garage 0.95 50 gal 60.9 gal 120 deg None
SOLAR HOT WATER SYSTEM
FSEC Collector Storage
Cert # Company Name System Model # Collector Model Area Volume FEF
None None ttz
DUCTS
Supply ---- Return ---- Air CFM 25 CFM25 HVAC #
V # Location R-Value Area Location Area Leakage Type Handler TOT OUT ON RLF Heat Cool
1 Attic 6 605.25 Attic 121.05 Proposed On Main cfm 145.3 cfm 0.06 0.60 1 1
TEMPERATURES
e Y
Programabl1XI
Ceiling Fans:
Jan jj jjFeb ayX Sep Oct No DecHeatingJan (X] IX] Mar Apr May Jun JunXl Jul AugAugXJ Sep X
Oct Xj Nov DecVentingJan [[ ]Feb [[X]] Mar lrlXlOctlXJ
Thermostat Schedule: HERS 2006 Reference Hours
Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12
Cooling (WD) AM 78 78 78 78 78 78 78 78 80 80 80 80
PM 80 80 78 78 78 78 78 78 78 78 78 78
Cooling (WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78
PM 78 78 78 78 78 78 78 78 78 78 78 78
Heating (WD) AM 66 66 66 66 66 68 68 68 68 68 68 68
PM 68 68 68 68 68 68 68 68 68 68 66 66
Heating (WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68
PM 68 68 68 68 68 68 68 68 68 68 66 66
6/27/2018 6:12 PM EnergyGaugeID USA - FlaRes2017 Section R405.4.1 Compliant Software Page 4 of 4
FORM R405-2017
ENERGY PERFORMANCE LEVEL (EPL)
DISPLAY CARD
ESTIMATED ENERGY PERFORMANCE INDEX* = 100
The lower the EnergyPerformance Index, the more efficient the home.
2329 KELMSCOTT COURT, SANFORD, FL, 32773
1. New construction or existing
2. Single family or multiple family
3. Number of units, if multiple family
4. Number of Bedrooms
5. Is this a worst case?
6. Conditioned floor area (ft')
7. Windows*" Description
a. U-Factor: Dbl, U=0.35
SHGC: SHGC=029
b. U-Factor: Dbl, U=0.62
SHGC: SHGC=0.29
c. U-Factor: Dbl, U=0.34
SHGC: SHGC=0.31
d. U-Factor: N/A
SHGC:
Area Weighted Average Overhang Depth:
Area Weighted Average SHGC:
New (From Plans) 9. Wall Types
Single-family
a. Frame - Wood, Exterior
b. Concrete Block - Int Insul, Exterior
1 c. Frame - Wood, Adjacent
4 d. N/A
10. Ceiling Types
No a. Under Attic (Vented)
2421 b. N/A
Area
c. N/A
184.44 ft'
11. Ducts
a. Sup: Attic, Ret: Attic, AH: Main
48.00 ft'
12. Cooling systems
5.00 ft' a. Central Unit
ft'
4.385 ft.
0.290
8. Floor Types Insulation Area
a. Slab -On -Grade Edge Insulation R=0.0 1090.00 ft'
b. Floor over Garage R=11.0 291.00 ft'
c. N/A R= ft'
13, Heating systems
a. Electric Heat Pump
14. Hot water systems
a. Electric
b. Conservation features
None
15. Credits
I certify that this home has complied with the Florida Energy Efficiency Code for Building
Construction through the above energy saving features which will be installed (or exceeded)
in this home before final inspection. Orwise, a new EPL Display Card will be completed tbased
on installed Code compliant fq6tu s. Builder
Signature: Date: Address
of New Home: 2329 cott_Court City/FL Zip: 32773 Insulation
Area R=
13.0 1264.00 ft' R=
4.1 1073.30 ft' R=
11.0 289.33 ft' R=
ft' Insulation
Area R=
38.0 1384.00 ft' R=
ft' R=
ft' R
ft' 6
605.25 kBtu/
hr Efficiency 38.
5 SEER:15.00 kBtu/
hr Efficiency 38.
0 HSPF:8.50 Cap:
50 gallons EF:
0.95 Pstat
3
r
I+
r a !
j k•' i Note:
This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage (
EEM) incentives if you obtain a Florida EnergyGauge Rating. Email EnergyGauge tech support at techsupport@energygauge.
com or see the EnergyGauge web site at energygauge.com for information and a list of certified
Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission'
s support staff. Label
required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. 6/
27/2018 6:12 PM EnergyGauge® USA - FlaRes2017 - Section R405.4.1 Compliant Software Page 1 of 1
Florida Building Code, Energy Conservation, 6th Edition (2017)
Mandatory Requirements for Residential Performance, Prescriptive and ERI Methods
F7777 2329 KELMSCOTT COURT Permit Number:
SANFORD , FL, 32773
MANDATORY REQUIREMENTS See individual code sections for full details.
SECTION R401 GENERAL
R401.3 Energy Performance Level (EPL) display card (Mandatory).The building official shall require that an energy performance level (EPL)
display card be completed and certified by the builder to be accurate and correct before final approval of the building for occupancy. Florida law
Section 553.9085, Florida Statutes) requires the EPL display card to be included as an addendum to each sales contract for both presold and
nonpresold residential buildings. The EPL display card contains information indicating the energy performance level and efficiencies of components
installed in a dwelling unit. The building official shall verify that the EPL display card completed and signed by the builder accurately reflects the plans
and specifications submitted to demonstrate code compliance for the building. A copy of the EPL display card can be found in Appendix RD.
R402.4 Air leakage (Mandatory). The building thermal envelope shall be constructed to limit air leakage in accordance with the requirements of
Sections R402.4.1 through R402.4.5.
Exception: Dwelling units of R-2 Occupancies and multiple attached single family dwellings shall be permitted to
comply with Section C402.5.
R402.4.1 Building thermal envelope. The building thermal envelope shall comply with Sections R402.4.1.1 and R402.4.1.2. The sealing
methods between dissimilar materials shall allow for differential expansion and contraction.
R402.4.1.1 Installation The components of the building thermal envelope as listed in Table R402.4.1.1 shall be installed in accordance
with the manufacturer's instructions and the criteria listed in Table R402.4.1.1, as applicable to the method of construction. Where required
by the code official, an approved third party shall inspect all components and verify compliance.
R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate not exceeding seven air
changes per hour in Climate Zones 1 and 2, and three air changes per hour in Climate Zones 3 through 8. Testing shall be conducted in
accordance with ANSI/RESNET/ICC 380 and reported at a pressure of 0.2 inch w.g. (50 pascals). Testing shall be conducted by either
individuals as defined in Section 553.993(5) or (7), Florida Statutes, or individuals licensed as set forth in Section 489.105(3)(0, (g) or (i) or
an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code
official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope.
Exception: Testing is not required for additions, alterations, renovations, or repairs, of the building thermal envelope of existing
buildings in which the new construction is less than 85 percent of the building thermal envelope.
During testing:
1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended
weatherstripping or other infiltration control measures.
2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond
intended infiltration control measures.
3. Interior doors, if installed at the time of the test, shall be open.
4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed.
5. Heating and cooling systems, if installed at the time of the test, shall be turned off.
6. Supply and return registers, if installed at the time of the test, shall be fully open.
R402.4.2 Fireplaces. New wood -burning fireplaces shall have tight -fitting flue dampers or doors, and outdoor combustion air. Where
using tight -fitting doors on factory -built fireplaces listed and labeled in accordance with UL 127, the doors shall be tested and listed for the
fireplace. Where using tight -fitting doors on masonry fireplaces, the doors shall be listed and labeled in accordance with UL 907.
R402.4.3 Fenestration air leakagdVVindows, skylights and sliding glass doors shall have an air infiltration rate of no more than 0.3 cfm per
square foot (1.5 Us/m2), and swinging doors no more than 0.5 cfm per square foot (2.6 Us/m2), when tested according to NFRC 400 or
AAMA/ WDMA/CSA 101/I.S.2/A440 by an accredited, independent laboratory and listed and labeled by the manufacturer.
Exception: Site -built windows, skylights and doors.
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MANDATORY REQUIREMENTS - (Continued)
R402.4.4 Rooms containing fuel -burning appliances. In Climate Zones 3 through 8, where open combustion air ducts provide combustion air to
open combustion fuel burning appliances, the appliances and combustion air opening shall be located outside the building thermal envelope or
enclosed in a room, isolated from inside the thermal envelope. Such rooms shall be sealed and insulated in accordance with the envelope requirements
of Table R402.1.2, where the walls, floors and ceilings shall meet not less than the basement wall R-value requirement. The door into the room shall be
fully gasketed and any water lines and ducts in the room insulated in accordance with Section R403. The combustion air duct shall be insulated where it
passes through conditioned space to a minimum of R-8.
Exceptions:
Direct vent appliances with both intake and exhaust pipes installed continuous to the outside.
Fireplaces and stoves complying with Section R402.4.2 and Section R1006 of the Florida Building Code, Residential.
R402.4.5 Recessed lighting. Recessed luminaires installed in the building thermal envelope shall be sealed to limit air leakage
between conditioned and unconditioned spaces. All recessed luminaires shall be IC -rated and labeled as having an air leakage rate not
more than 2.0 cfm (0.944 Us) when tested in accordance with ASTM E283 at a 1.57 psf (75 Pa) pressure differential. All recessed
luminaires shall be sealed with a gasket or caulk between the housing and the interior wall or ceiling covering.
SECTION R403 SYSTEMS
R403.1 Controls.
R403.1.1 Thermostat provision (Mandatory). At least one thermostat shall be provided for each separate heating and cooling system.
R403.1.3 Heat pump supplementary heat (Mandatory). Heat pumps having supplementary electric -resistance heat shall have controls
that, except during defrost, prevent supplemental heat operation when the heat pump compressor can meet the heating load.
R403.3.2 Sealing (Mandatory) All ducts, air handlers, filter boxes and building cavities that form the primary air containment passageways
for air distribution systems shall be considered ducts or plenum chambers, shall be constructed and sealed in accordance with Section
C403.2.9.2 of the Commercial Provisions of this code and shall be shown to meet duct tightness criteria below.
Duct tightness shall be verified by testing in accordance with ANSI/RESNET/ICC 380 by either individuals as defined in Section 553.993(5) or
7), Florida Statutes, or individuals licensed as set forth in Section 489.105(3)(0, (g) or (i), Florida Statutes, to be "substantially leak free" in
accordance with Section R403.3.3.
R403.3.2.1 Sealed air handler. Air handlers shall have a manufacturer's designation for an air leakage of no more than 2 percent
of the design airflow rate when tested in accordance with ASHRAE 193.
R403.3.3 Duct testing (Mandatory). Ducts shall be pressure tested to determine air leakage by one of the following methods:
Rough -in test: Total leakage shall be measured with a pressure differential of 0.1 inch w.g. (25 Pa) across the system, including the
manufacturer's air handler enclosure if installed at the time of the test. All registers shall be taped or otherwise sealed during the test.
Postconstruction test: Total leakage shall be measured with a pressure differential of 0.1 inch w.g. (25 Pa) across the
entire system, including the manufacturer's air handler enclosure. Registers shall be taped or otherwise sealed during the
test.
Exceptions:
1. A duct air leakage test shall not be required where the ducts and air handlers are located entirely within the building
thermal envelope.
2. Duct testing is not mandatory for buildings complying by Section 405 of this code.
A written report of the results of the test shall be signed by the party conducting the test and provided to the code official.
R403.3.5 Building cavities (Mandatory). Building framing cavities shall not be used as ducts or plenums.
R403.4 Mechanical system piping insulation (Mandatory). Mechanical system piping capable of carrying fluids above 105°F (41°C)
or below 55°F (13°C) shall be insulated to a minimum of R-3.
R403.4.1 Protection of piping insulation. Piping insulation exposed to weather shall be protected from damage, including that
caused by sunlight, moisture, equipment maintenance and wind, and shall provide shielding from solar radiation that can cause
degradation of the material. Adhesive tape shall not be permitted.
R403.5.1 Heated water circulation and temperature maintenance systems (Mandatory)Heated water circulation systems shall be in
accordance with Section R403.5.1.1. Heat trace temperature maintenance systems shall be in accordance with Section R403.5.1.2.
Automatic controls, temperature sensors and pumps shall be accessible. Manual controls shall be readily accessible.
R403.5.1.1 Circulation systems. Heated water circulation systems shall be provided with a circulation pump. The system return
pipe shall be a dedicated return pipe or a cold water supply pipe. Gravity and thermosiphon circulation systems shall be prohibited.
Controls for circulating hot water system pumps shall start the pump based on the identification of a demand for hot water within the
occupancy. The controls shall automatically turn off the pump when the water in the circulation loop is at the desired temperature and
when there is no demand for hot water.
R403.5.1.2 Heat trace systems. Electric heat trace systems shall comply with IEEE 515.1 or UL 515. Controls for such systems
shall automatically adjust the energy input to the heat tracing to maintain the desired water temperature in the piping in accordance
with the times when heated water is used in the occupancy.
6/27/2018 6:12 PM EnergyGauge® USA - FlaRes2017 - FBC 6th Edition (2017) Complian Page 2 of 5
MANDATORY REQUIREMENTS - (Continued)
R403.5.5 Heat traps (Mandatory). Storage water heaters not equipped with integral heat traps and having vertical pipe risers shall have
heat traps installed on both the inlets and outlets. External heat traps shall consist of either a commercially available heat trap or a
downward and upward bend of at least 3 Yz inches (89 mm) in the hot water distribution line and cold water line located as close as possible
to the storage tank.
R403.5.6 Water heater efficiencies (Mandatory).
R403.5.6.1.1 Automatic controls. Service water -heating systems shall be equipped with automatic temperature controls capable
of adjustment from the lowest to the highest acceptable temperature settings for the intended use. The minimum temperature
setting range shall be from 100°F to 140°F (38°C to 60°C).
R403.5.6.1.2 Shut down. A separate switch or a clearly marked circuit breaker shall be provided to permit the power supplied to
electric service systems to be turned off. A separate valve shall be provided to permit the energy supplied to the main burner(s) of
combustion types of service water -heating systems to be turned off.
R403.5.6.2 Water -heating equipment. Water -heating equipment installed in residential units shall meet the minimum efficiencies of
Table C404.2 in Chapter 4 of the Florida Building Code, Energy Conservation, Commercial Provisions, for the type of equipment installed.
Equipment used to provide heating functions as part of a combination system shall satisfy all stated requirements for the appropriate
water -heating category. Solar water heaters shall meet the criteria of Section R403.5.6.2.1.
R403.5.6.2.1 Solar water -heating systems. Solar systems for domestic hot water production are rated by the annual solar energy
factor of the system. The solar energy factor of a system shall be determined from the Florida Solar Energy Center Directory of
Certified Solar Systems. Solar collectors shall be tested in accordance with ISO Standard 9806, Test Methods for Solar Collectors,
and SRCC Standard TM-1, Solar Domestic Hot Water System and Component Test Protocol. Collectors in installed solar
water -heating systems should meet the following criteria:
1. Be installed with a tilt angle between 10 degrees and 40 degrees of the horizontal; and
2. Be installed at an orientation within 45 degrees of true south.
R403.6 Mechanical ventilation (Mandatory). The building shall be provided with ventilation that meets the requirements of the
Florida Building Code, Residential, or Florida Building Code, Mechanical, as applicable, or with other approved means of ventilation
including: Natural, Infiltration or Mechanical means. Outdoor air intakes and exhausts shall have automatic or gravity dampers that
close when the ventilation system is not operating.
R403.6.1 Whole -house mechanical ventilation system fan efficacy. When installed to function as a whole -house mechanical
ventilation system, fans shall meet the efficacy requirements of Table R403.6.1.
Exception: Where whole -house mechanical ventilation fans are integral to tested and listed HVAC equipment, they shall be
powered by an electronically commutated motor.
R403.6.2 Ventilation air. When installed to function as a whole -house mechanical
ventilation system, fans shall meet the efficacy requirements of Table R403.6.1.
1. The design air change per hour minimums for residential buildings in ASHRAE 62.2, Ventilation for Acceptable
Indoor Air Quality, shall be the maximum rates allowed for residential applications.
2. No ventilation or air-conditioning system make-up air shall be provided to conditioned space from attics,
crawlspaces, attached enclosed garages or outdoor spaces adjacent to swimming pools or spas.
3. If ventilation air is drawn from enclosed space(s), then the walls of the space(s) from which air is drawn shall be
insulated to a minimum of R-11 and the ceiling shall be insulated to a minimum of R-19, space permitting, or R-10
otherwise.
R403.7 Heating and cooling equipment (Mandatory).
R403.7.1 Equipment sizing. Heating and cooling equipment shall be sized in accordance with ACCA Manual S based on the
equipment loads calculated in accordance with ACCA Manual J or other approved heating and cooling calculation methodologies,
based on building loads for the directional orientation of the building. The manufacturer and model number of the outdoor and
indoor units (if split system) shall be submitted along with the sensible and total cooling capacities at the design conditions
described in Section R302.1. This Code does not allow designer safety factors, provisions for future expansion or other factors that
affect equipment sizing. System sizing calculations shall not include loads created by local intermittent mechanical ventilation such
as standard kitchen and bathroom exhaust systems. New or replacement heating and cooling equipment shall have an efficiency
rating equal to or greater than the minimum required by federal law for the geographic location where the equipment is installed.
TABLE R403.6.1
WHOLE -HOUSE MECHANICAL VENTILATION SYSTEM FAN EFFICACY
FAN LOCATION AIRFLOW RATE MINIMUM
CFM)
MINIMUM EFFICACY a
CFM/WATT)
AIRFLOW RATE MAXIMU
CFM)
Range hoods Any 2.8 cfm/watt Any
In -line fan Any 2.8 cfm/watt Any
Bathroom, utility room 10 1.4 cfm/watt 90
Bathroom, utility room 90 2.8 cfm/watt Any
For SI: 1 cfm = 28.3 Urnin. a. When tested in accordance with HVI Standard 916
6/27/2018 6:12 PM EnergyGauge@ USA - FlaRes2017 - FBC 6th Edition (2017) Complia Page 3 of 5
MANDATORY REQUIREMENTS - (Continued)
R403.7.1.1 Cooling equipment capacity. Cooling only equipment shall be selected so that its total capacity is not less
than the calculated total load but not more than 1.15 times greater than the total load calculated according to the procedure selected in
Section 403.7, or the closest available size provided by the manufacturer's product lines. The corresponding latent capacity of the
equipment shall not be less than the calculated latent load.
The published value for AHRI total capacity is a nominal, rating -test value and shall not be used for equipment sizing. Manufacturer's
expanded performance data shall be used to select cooling -only equipment. This selection shall be based on the outdoor design dry-bulb
temperature for the load calculation (or entering water temperature for water -source equipment), the blower CFM provided by the expanded
performance data, the design value for entering wet -bulb temperature and the design value for entering dry-bulb temperature.
Design values for entering wet -bulb and dry-bulb temperatures shall be for the indoor dry bulb and relative humidity used for the load
calculation and shall be adjusted for return side gains if the return duct(s) is installed in an unconditioned space.
Exceptions:
2.
Attached single- and multiple -family residential equipment sizing may be selected so that its cooling capacity is less than the
calculated total sensible load but not less than 80 percent of that load.
When signed and sealed by a Florida -registered engineer, in attached single- and multiple -family units, the capacity of
equipment may be sized in accordance with good design practice.
R403.7.1.2 Heating equipment capacity.
R403.7.1.2.1 Heat pumps. Heat pump sizing shall be based on the cooling requirements as calculated according to Section
R403.7.1.1, and the heat pump total cooling capacity shall not be more than 1.15 times greater than the design cooling load even if
the design heating load is 1.15 times greater than the design cooling load.
R403.7.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 kW of the design
requirements calculated according to the procedure selected in Section R403.7.1.
R403.7.1.2.3 Fossil fuel heating equipment. The capacity of fossil fuel heating equipment with natural draft atmospheric burners
shall not be less than the design load calculated in accordance with Section R403.7.1.
R403.7.1.3 Extra capacity required for special occasions. Residences requiring excess cooling or heating equipment capacity on an
intermittent basis, such as anticipated additional loads caused by major entertainment events, shall have equipment sized or controlled to
prevent continuous space cooling or heating within that space by one or more of the following options:
1. A separate cooling or heating system is utilized to provide cooling or heating to the major entertainment areas.
2. A variable capacity system sized for optimum performance during base load periods is utilized.
R403.8 Systems serving multiple dwelling units (Mandatory). Systems serving multiple dwelling units shall comply with Sections
C403 and C404 of the IECC—Commercial Provisions in lieu of Section R403.
R403.9 Snow melt and ice system controls (Mandatory) Snow- and ice -melting systems, supplied through energy service to the building,
shall include automatic controls capable of shutting off the system when the pavement temperature is above 50'F (10°C), and no
precipitation is falling and an automatic or manual control that will allow shutoff when the outdoor temperature is above 40°F (4.8°C).
R403.10 Pools and permanent spa energy consumption (Mandatory). The energy consumption of pools and permanent spas
shall be in accordance with Sections R403.10.1 through R403.10.5.
R403.10.1 Heaters. The electric power to heaters shall be controlled by a readily accessible on -off switch that is an
integral part of the heater mounted on the exterior of the heater, or external to and within 3 feet (914 mm) of the heater. Operation
of such switch shall not change the setting of the heater thermostat. Such switches shall be in addition to a circuit breaker for the
power to the heater. Gas -fired heaters shall not be equipped with continuously burning ignition pilots.
R403.10.2 Time switches. Time switches or other control methods that can automatically turn off and on according to a preset schedule
shall be installed for heaters and pump motors. Heaters and pump motors that have built-in time switches shall be in compliance with this
section.
Exceptions:
1. Where public health standards require 24-hour pump operation.
2. Pumps that operate solar- and waste -heat -recovery pool heating systems.
3. Where pumps are powered exclusively from on -site renewable generation.
R403.10.3 Covers. Outdoor heated swimming pools and outdoor permanent spas shall be equipped with a vapor -retardant cover on or at
the water surface or a liquid cover or other means proven to reduce heat loss.
Exception: Where more than 70 percent of the energy for heating, computed over an operation season, is from site -recovered
energy, such as from a heat pump or solar energy source, covers or other vapor -retardant means shall not be required.
R403.10.4 Gas- and oil -fired pool and spa heaters. All gas- and oil -fired pool and spa heaters shall have a minimum thermal
efficiency of 82 percent for heaters manufactured on or after April 16, 2013, when tested in accordance with ANSI Z 21.56. Pool
heaters fired by natural or LP gas shall not have continuously burning pilot lights.
6/27/2018 6:12 PM EnergyGaugeO USA - FlaRes2017 - FBC 6th Edition (2017) Complia Page 4 of 5
R403.10.5 Heat pump pool heaters. Heat pump pool heaters shall have a minimum COP of 4.0 when tested in accordance
with AHRI 1160, Table 2, Standard Rating Conditions -Low Air Temperature. A test report from an independent laboratory is
required to verify procedure compliance. Geothermal swimming pool heat pumps are not required to meet this standard.
R403.11 Portable spas (MandatorpRe energy consumption of electric -powered portable spas shall be controlled by the
requirements of APSP-14.
SECTION R404
ELECTRICAL POWER AND LIGHTING SYSTEMS
R404.1 Lighting equipment (Mandatory). Not less than 75 percent of the lamps in permanently installed lighting fixtures shall be
high -efficacy lamps or not less than 75 percent of the permanently installed lighting fixtures shall contain only high -efficacy lamps.
Exception: Low -voltage lighting.
R404.1.1 Lighting equipment (Mandatory)Fuel gas lighting systems shall not have continuously burning pilot lights.
6/27/2018 6:12 PM EnergyGauge4D USA - FlaRes2017 - FBC 6th Edition (2017) Complia Page 5 of 5
FORM R405-2017
RESIDENTIAL ENERGY CONSERVATION CODE DOCUMENTATION CHECKLIST
Florida Department of Business and Professional Regulation
Simulated Performance Alternative (Performance) Method
Applications for compliance with the 2017 Florida Building Code, Energy Conservation via the
residential Simulated Performance Method shall include:
This checklist
A Form R405 report that documents that the Proposed Design complies with Section
R405.3 of the Florida Energy Code. This form shall include a summary page
indicating home address, e-ratio and the pass or fail status along with summary
areas and types of components, whether the home was simulated as a worst -case
orientation, name and version of the compliance software tool, name of individual
completing the compliance report (one page) and an input summary checklist that can
be used for field verification (usually four pages/may be greater).
Energy Performance Level (EPL) Display Card (one page)
HVAC system sizing and selection based on ACCA Manual S or per exceptions provided in Section R403.7
Mandatory Requirements (five pages)
Required prior to CO for the Performance Method:
Air Barrier and Insulation inspection Component Criteria checklist (Table R402.4.1.1 -
one page)
A completed Envelope Leakage Test Report (usually one page)
if Form R405 duct leakage type indicates anything other than "default leakage", then a completed
Form R405 Duct Leakage Test Report (usually one page)
EnergyGauge@ - USRCSB v6.0
6l27l2018 6:12:06 PM Page 1 of i
Manual S Compliance Report Job: Lot74KensingtonReserv..
wrightsoft, p p Date: 06.03.15
Entire House By: BENTLEY
DEL AIR HEATING & AIR CONDITIONING
531 CODISCO WAY, SANFORD, FL 32771 Phone407-831-2665 Project
Information For:
RYAN HOMES 2329
KELMSCOTT COURT, SANFORD, FL 32773 Cooling
Equipment Design
Conditions Outdoor
design DB: 92.5°F Sensible gain: 28239 Btuh Outdoor
design WB: 76.2°F Latent gain: 5072 Btuh Indoor
design DB: 75.0°F Total gain: 33311 Btuh Indoor
RH: 50% Estimated airflow: 1283 cfm Manufacturer'
s Performance Data at Actual Design Conditions Equipment
type: Split ASH Manufacturer:
Goodman Mfg. Actual
airflow: 1283 cfm Sensible
capacity: 31746 Btuh Latent
capacity: 6058 Btuh Total
capacity: 37804 Btuh Design
Conditions Outdoor
design DB: 42.3°F Indoor
design DB: 70.0°F Model:
GSZ140421K+ASPT47D14A 112%
of load 119%
of load 113%
of load SHR Heat
loss: 84%
Manufacturer'
s Performance Data at Actual Design Conditions Equipment
type: Split ASH Manufacturer:
Goodman Mfg. Model: GSZ140421K+ASPT47D14A Actual
airflow: 1283 cfm Output
capacity: 38000 Btuh 145% of load Supplemental
heat required: 0 Btuh Backup
equipment type: Elec strip Manufacturer:
Model: Actual
airflow: 1283 cfm Output
capacity: 7.2 kW 93% of load Temp. rise: 70 OF Meets
all requirements of ACCA Manual S. Entering
coil DB: 77.4°F Entering
coil WB: 63.7°F Entering
coil DB: 69.3°F Capacity
balance: 33 OF Economic
balance: -99 OF wrightsoft,
2018-
Jun-27 18 08 44 Right -
Suited Universal 2018 18.0.13 RSU23828 Page 1 ACCK...
ndCGRS\Lot74KensingtonReserveSummerfandCGRS.rup Calc - MJ8 Mouse faces: S
Component Constructions Job: Lot74KensingtonReserv...
wrightsoft- Date: 06.03.15
Entire House By: BENTLEY
DEL AIR HEATING & AIR CONDITIONING
531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-831-2665
For: RYAN HOMES
2329 KELMSCOTT COURT, SANFORD, FL 32773
Location: Indoor: Heating Cooling
Orlando/Jetport, FL, US Indoor temperature (IF) 70 75
Elevation: 105 ft Design TD (IF) 28 18
Latitude: 280N Relative humidity (%) 30 50
Outdoor: Heating Cooling Moisture difference (gr/lb) 0.8 45.8
Dry bulb (OF) 42 93 Infiltration:
Daily range (OF) - 16 ( M } Method Simplified
Wet bulb (OF) - 76 Construction quality Average
Wind speed (mph) 15.0 7.5 Fireplaces 0
Construction descriptions Or Area Ll-value Insul R Htg HTM Loss Clg HTM Gain
ft, Btuh It''•°F fl -°FOuh Btuhlil uh Btuh/hI Btuh
Walls
12C-Osw: Frm wall, stucco ext, r-13 cav ins, 1/2" gypsum board int n 216 0.091 13.0 2.52 544 2.35 508
fnsh, 2"x4" wood frm, 16" o.c. stud e 366 0.091 13.0 2.52 923 2.35 861
s 194 0.091 13.0 2.52 489 2.35 456
W 381 0.091 13.0 2.52 960 2.35 896
all 1157 0.091 13.0 2.52 2916 2.35 2722
13A-2ocs Blk wall, stucco ext, r-4 ext bd ins, 8" thk, 1/2" gypsum board n 195 0.201 4.1 5.57 1084 4.37 851
int fnsh: 13A-2ocs Blk wall, stucco ext, r-4 ext bd ins, 8" thk, 1/2" e 324 0.201 4.1 5.57 1806 4.37 1418
gypsum board int fnsh s 59 0.201 4.1 5.57 330 4.37 259
w 345 0.201 4.1 5.57 1923 4.37 1510
all 924 0.201 4.1 5.57 5142 4.37 4037
Partitions
12B-Osw: Frm wall, r-11 cav ins, 1/2" gypsum board int fnsh, 2"x4" 271 0.097 11.0 2.69 729 1.75 475
wood frm, 16" o.c. stud
Windows
2A-2om: 2 glazing, clr outr, air gas, mtl no brk frm mat, clr low-e innr, n 5 0.340 0 9.42 47 12.4 62
1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 1 ft overhang (1.25 ft
window ht, 1,17 ft sep.); 6.67 ft head ht
2A-2om: 2 glazing, clr outr, air gas, mtl no brk frm mat, clr low-e innr, n 15 0.350 0 9.69 145 12.2 183
1/4" gap, 1/8" thk; NFRC rated (SHGC=0.29); 1 ft overhang (5 ft e 30 0.350 0 9.69 291 34.0 1019
window ht, 1.17 ft sep.); 6.67 ft head ht w 15 0.350 0 9.69 145 34.0 510
all 60 0.350 0 9.69 582 28.5 1712
2A-2om: 2 glazing, clr outr, air gas, mtl no brk frm mat, clr low-e innr, n 33 0.350 0 9.69 317 10.5 342
1/4" gap, 1/8" thk; NFRC rated (SHGC=0.29); 50% drapes, medium; 11
ft overhang (5.3 ft window ht, 1.17 ft sep.); 6.67 It head ht
2A-2omd: 2 glazing, clr outr, air gas, mtl no brk frm mat, clr low-e innr, n 48 0.620 0 17.2 824 16.9 812
1/4" gap, 1/8" thk; NFRC rated (SHGC=0.29); 11 ft overhang (8 ft
window ht, 1.17 ft sep.); 6.67 ft head ht
2A-2om: 2 glazing, clr outr, air gas, mtl no brk frm mat, clr low-e innr, e 16 0.350 0 9.69 158 29.0 473
1/4" gap, 1/8" thk; NFRC rated (SHGC=0.29); 50% drapes, medium; 1
ft overhang (5.3 ft window ht, 11.5 ft sep.); 6.67 ft head ht W 33 0.350 0 9.69 317 29.0 947
all 49 0.350 0 9.69 475 29.0 1420
wrightsoft" 2018-Jun-2718:08:44
0 :».'.,.;
n.11-1,a,,,111-,,.,, Right-SudeO Universal 2018 18.0.13 RSU23828 Page 1
ndCGRS\Lot74KensingtonReserveSummeriandCGRS.rup Calc = MJ8 House faces: S
2A-2om: 2 glazing, clr outr, air gas, mtl no brk frm mat, clr low-e innr, s 12 0.350 0 9.69 116 12.2 146
1/4" gap, 1/8" thk; NFRC rated (SHGC=0.29); 1 ft overhang (4 ft
window ht, 1.17 ft sep.); 6.67 ft head ht
2A-2om: 2 glazing, clr outr, air gas, mtl no brk frm mat, clr low-e innr, s 30 0.350 0 9.69 291 13.2 396
1/4" gap, 1/8" thk; NFRC rated (SHGC=0.29); 1 ft overhang (5 It
window ht, 4.08 ft sep.); 6.67 ft head ht
Doors
11JO: Door, mil fbrgl type s
11 DO: Door, wd sc type n
Ceilings
16B-38ad: Attic ceiling, asphalt shingles roof mat, r-38 cell ins, 1/2"
gypsum board int fnsh
Floors
20P-13c: Fir floor, frm fir, 6" thkns, carpet fir fnsh, r-13 cav ins, gar ovr
22A-cpl: Bg floor, light dry soil, on grade depth, carpet fir fnsh
20 0.600
18 0.390
1384 0.026
291 0.068
115 0.989
6.3 16.6 334 18.5 372
0 10.8 193 12.0 215
38.0 0.72 997 1.41 1955
13.0 1.88 548 0.98 284
0 27.4 3150 0 0
wrightsoft- 2018-Jun-27 18:08:44
AM,.'.<
n<.,.,....,..n.-.,-.-- Right-SuiteA Universal 2018 18.0.13 RSU23828 page 2
ndCGRStUot74KensingtonReserveSumrnerlandCGRS.rup Calc = MJ8 House faces: S
Project Summary Job: Lot74KensingtonReserv...
WIightsos* Date: 06.03.15
Entire House By: BENTLEY
DEL AIR HEATING & AIR CONDITIONING
531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-831-2665
For: RYAN HOMES
2329 KELMSCOTT COURT, SANFORD, FL 32773
Notes: OPTION BATH 2Pa BED 4
RVSD 3-20-2017 NMB
L.S. 06-27-18 SRP
Weather: Orlando/Jetport, FL, US
Winter Design Conditions Summer Design Conditions
Outside db 42 OF Outside db 93 OF
Inside db 70 OF Inside db 75 OF
Design TD 28 OF Design TD 18 OF
Daily range M
Relative humidity 50 %
Moisture difference 46 gr/lb
Heating Summary
Structure 21055 Btuh
Ducts 5210 Btuh
Central vent (0 cfm) 0 Btuh
none)
Humidification 0 Btuh
Piping 0 Btuh
Equipment load 26265 Btuh
Infiltration
Method
Construction quality
Fireplaces
Area (ft2)
Volume (W)
Air changes/hour
Equiv. AVF (cfm)
Simplified
Average
0
He 242j Co242g 21176
21176 0.
41 0.21 145
74 Sensible
Cooling Equipment Load Sizing Structure
19923 Btuh Ducts
8316 Btuh Central
vent (0 cfm) 0 Btuh none)
Blower
0 Btuh Use
manufacturer's data y Rate/
swing multiplier 1.00 Equipment
sensible load 28239 Btuh Latent
Cooling Equipment Load Sizing Structure
3298 Btuh Ducts
1774 Btuh Central
vent (0 cfm) 0 Btuh none)
Equipment
latent load 5072 Btuh Equipment
Total Load (Sen+Lat) 33311 Btuh Req.
total capacity at 0.81 SHR 2.9 ton Heating
Equipment Summary Cooling Equipment Summary Make
Goodman Mfg. Make Goodman Mfg. Trade
GOODMAN; JANITROL; AMANA DISTI... Trade GOODMAN; JANITROL; AMANA DISTI Model
GSZ140421 K Cond GSZ140421 K AHRI
ref 8242633 Coil ASPT47D14A AHRI
ref 8242633 Efficiency
Heating
input Heating
output Temperature
rise Actual
air flow Air
flow factor Static
pressure Space
thermostat Capacity
balance point = 33 OF Backup:
8.
5 HSPF 38000
Btuh @ 47°F 27
4 1283
cfm 0.
049 cfm/Btuh 0.
40 in H2O Input =
7 kW, Output = 24539 Btuh, 100 AFUE Efficiency
Sensible
cooling Latent
cooling Total
cooling Actual
air flow Air
flow factor Static
pressure Load
sensible heat ratio 12.
5 EER, 15 SEER 31185
Btuh 7315
Btuh 38500
Btuh 1283
cfm 0.
045 cfm/Btuh 0.
40 in H2O 0.
85 Calculations
approved by ACCA to meet all requirements of Manual J 8th Ed. r
wriglhisoft^ 2018-Jun-2718.08.44 Right -
Suite® Universal 2018 18.0,13 RSU23828 Page 1 ndCGRS1Lot74KensinglonReserveSurnmerlandCGRS.
rup Calc - MJ8 House faces: S
9 - wrightsoft, Right-J® Worksheet
Entire House
DEL AIR HEATING & AIR
CONDITIONING
531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-831.2665
Job: LotMensingtonRese veSu...
Date: 06.03.15
By: BENTLEY
1 Room name Entire House GREAT RM
2 Exposed wall 273.0 it 53.0 it
3 Room height 8.6 it 9.3 it heal/cod
4 Room dimensions 1.0 x 576.8 it
5 Room area 2464.8 112 576.8 ft2
Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load
number Btuh/ft2°F) Btuh ft2) or perimeter (it) Btuh) or perimeter (it) Btuh)
Heat Cod Gross N/P/S Heat Cod Gross N/P/S Heat Cool
6 W 12C-Osw 0.091 n 2.52 2.35 236 216 544 508 0 0 0 0
2A-2om 0.340 n 9.42 12.44 5 0 47 62 0 0 0 0
L-GG 2A-2om 0.350 n 9.69 12.19 15 0 145 183 0 0 0 0
13A-2ocs Blk wall,s 0.201 n 5.57 4.37 275 195 10a4 851 154 121 675 530
11 2A-2om 0.350 n 9.69 10.46 33 0 317 342 33 0 317 342
a 2A-2omd O.620 n 17.17 16.92 48 0 824 812 0 0 0 0
y/
I-G
12C-Osw 0.091 a 2.52 2.35 396 366 923 861 0 0 0 0
2A-2om 0.350 e 9.69 33.98 30 0 291 1019 0 0 0 0
13A-2ocs Blk wall, s 0.201 e 5.57 4.37 341 324 1806 1418 0 0 0 0
2A-2om 0.350 e 9.69 28.96 16 0 158 473 0 0 0 0
Vj! 12C-0sw 0.091 s 2.52 2.35 236 194 489 456 0 0 0 0
2A-2om 0.350 s 9.69 12.19 12 12 116 146 0 0 0 0
2A-2om 0.350 s 9.69 13.21 30 8 291 396 0 0 0 0
V I 13A-2ocs Pik wall, s 0.201 s 5.57 4.37 79 59 330 259 37 17 96 75
11J0 0,600 s 16.62 18.51 20 20 334 372 20 20 334 372D
tp/
t-C'
12C-Osw 0.091 w 2.52 235 396 381 960 8% 0 0 0 0
2A-2om 0.350 w 9.69 33.98 15 0 145 510 0 0 0 0
y!
t-G
13A-2ocs Blk wall, s 0.201 w 5.57 4.37 378 345 1923 1510 303 271 1507 1183
2A-2om 0.350 w 9.69 28.96 33 0 317 947 33 0 317 947
Pt _ 12B-Osw 0.097 2.69 1.75 289 271 729 475 121 103 278 181
11DO 0,390 n 10.80 12.03 18 18 193 215 18 18 193 2151.7
C 16B-38ad 0.026 0.72 1.41 1384 1384 997 1955 6 6 4 8
F 20P-13c 0,068 1.88 0.98 291 291 548 284 0 0 0 0
F 22A-col 0.989 27.40 0.00 1093 115 3150 0 577 53 1452 0
6 c) AED excursion 0 172
Envelope loss/gain 16662 14951 5173 4026
12 a) Infiltration 4392 1421 930 301
b) Room ventilation 0 0 0 0
13 Internal gains: Occupants @ 230 4 920 3 690
Appliances/other 2630 230
Subtotal (lines 6 to 13) 21055 19923 6103 5247
Less external load 0 0 0 0
Less transfer 0 0 0 0
Redistribution 0 0 0 0
14 Subtotal 21055 19923 6103 5247
15 1 Duct loads 1 25%l 4291 1 5210 8316 24 % 36 % 1450 1 %6
Total room load 26265 28239 1 7553 7153
Air required (cfm) 1283 1283 369 325
Calculations approved by ACCA to meet all requirements of Manual J 8th Ed.
l.t- ws-ight of't^ 2018-Jun-27 1808:44 M-... -^ -•--
Right-SuiteO Universal 2018 18.0.13 RSU23828 Page 1 14 ..ndCGRS\Lot74KensingtonReserveSummerlandCGRS.rup Calc s MJ8 House faces: S
F wrightsoftx Right-J® Worksheet
Entire House
DEL AIR HEATING & AIR
CPNDITIONING
531 CODISCO WAY, SANFORD. FL 32771 hone: 407.831.2665
Job: Lot74KensingtonResetveSu...
Date: 06.03.15
By: BENTLEY
1 Room name NOOK/KITCHEN STUDY
2 Exposed wall 38.0 It 11.5 It
3 Room height 9.3 ft heat/cool 9.3 It heat/cod
4 Room dimensions 13.0 x 25.0 It 1.0 x /55.0 ft
5 Root area 325.0 ft' 155.0 ft2
Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load
number BtulVftz°F) Btuh ft2) or perimeter (ft) Btuh) or perimeter (ft) Btuh)
Heat Cod Gross N/P/S Heat Cool Gross N/P/S Heat Cool
6%Lt12C-Osw 0.091 n 2.52 2.35 0 0 0 0 0 0 0 0
2A-2om 0.340 in 9.42 12.44 0 0 0 0 0 0 0 0
2A-2om 0.350 in 9.69 12.19 0 0 0 0 0 0 0 0
13A-2ocs Blk wall, s 0.201 n 5.57 4.37 121 73 408 321 0 0 0 0
11 2A-2om 0.350 n 9.69 10.46 0 0 0 0 0 0 0 0
2A-2omd 0.620 n 17.17 16.92 48 0 824 812 0 0 0 0
V}! 12C-Osw 0.091 a 2,52 2.35 0 0 0 0 0 0 0 0
2A-2om 0.350 e 9.69 33.98 0 0 0 0 0 0 0 0
T--G
13A-2ocs Blk wall, s 0,201 e 5.57 4.37 233 233 1299 1020 107 91 507 398
2A-2om 0.350 e 9.69 28.96 0 0 0 0 16 0 158 473
12C-Osw 0.091 s 2.52 2.35 0 0 0 0 0 0 0 0
2A-2om 0.350 s 9.69 12.19 0 0 0 0 0 0 0 0
2A-2om 0.350 s 9.69 13.21 0 0 0 0 0 0 0 0
VjJ
o
13A-2ocs Slk wall, s 0.201 s 5.57 4.37 0 0 0 0 0 0 0 0
11Jo 0.600 s 16.62 18.51 0 0 0 0 0 0 0 0
1pf 12C-Osw 0.091 w 2.52 2.35 0 0 0 0 0 0 0 0
G 2A-2o1 0.350 w 9.69 33.98 0 0 0 0 0 0 0 0
13A-2ocs Blk wall, s 0.201 w 5.57 4.37 0 0 0 0 0 0 0 0
2A-2om 0.350 w 9.69 28.96 0 0 0 0 0 0 0 0
P 12B-Osw 0.097 269 1.75 0 0 0 0 168 168 451 294
11 DO 0.390 n 10, 80 12.03 0 0 0 0 0 0 0 0D
C 1613-38ad 0.026 0.72 1.41 0 0 0 0 0 0 0 0
F 2OP-13c 0.068 1.88 0.98 0 0 0 0 0 0 0 0
F 22A-cpl 0.989 27.40 0.00 325 38 1041 0 155 12 315 0
6 c) AED excursion 178 106
Envelope loss/gain 3573 1975 1431 1271
12 a} Infiltration 666 216 202 65
b) Room ventilation 0 0 0 0
13 Internal gains: Occupants @ 230 0 0 0 0
Appliances/other 1200 1 0
Subtotal (lines 6 to 13) 4239 3391 1633 1336
Less external load 0 0 0 0
Less transfer 0 0 0 0
Redistribution 0 0 0 0
14 Subtotal 4239 3391 1633 1336
15 1 Duct loads 24 % 36%1 1007 1232 24 % 36% 388 485
Total room load 5247 4623 1 2021 1822
Air required (cfm) 256 210 99 83
Calculations approved by ACCA to meet all requirements of Manual J 8th Ed.
wr ghtffioft^ 2018-Jun-27 18:08 44
a--- ---- -- - Right-SuRe0 Universal 2018 18.0.13 RSU23828 Page 2
ndCGRS1Lot74KensingtonReserveSummerlandCGRS.rup Calc = MJ8 House faces: S
wrightsoft' Right-JO Worksheet
Entire House
DEL AIR HEATING & AIR
CONDITIONING
531 GODISCO WAY, SANFORD, FL 32771 Phone: 407-8312665
Job: Lot74Kensing ton ReserveSu... Date:
06.03.15 By:
BENTLEY 1
Room name POWDER MASTER SUITE 2
Exposed wall 12.5 If 30.0 it 3
Room height 9.3 It heat/cod 8.0 If Pleat/cad 4
Room dimensions 4.5 x 8.0 If 16.5 x 13.5 It 5
Room area 36.0 ft2 222.8 W Ty
Construction number
U-
value Btuh/
ft4fl Or
HTM Btuh/
ft2) Area (
ft2) or
perimeter (ft) Load
Btuh)
Area (
ft2) or
perimeter (ft) Load
Btuh)
Heat
Cod Gross N/P/S Heat Cool Gross N/P/S Heal Cod 6
yJ G
12C-
Osw 2A-
2om 2A-
2om 0.
091 0.
340 0.
350 n
n
in
2.
52 9.
42 9,
69 2.
35 12.
44 12.
19 0
0
0
0
0
0
0
0
0
0
0
0
132
0
15
117
0
0
295
0
145
275
0
183
11
13A-
2ocs Blk wall, s 2A-
2om 0.
201 0.
350 n
n
5.
57 9.
69 4.
37 10.
46 0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Vr12C-
Osw L-
G 2A-
2omd 2A-
2om 0.
620 0.
091 0.
350 n
e
e
17.
17 2.
52 9.
69 16.
92 2.
35 33.
98 0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Vjl
L-
G 13A-
2ocs Blk wall, s 2A-
2om 0.
201 0.
350 e
e
5.
57 9.
69 4.
37 28.
96 0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
12C-
Osw 2A-
2om 2A-
2om 0.
091 0.
350 0.
350 s
s
s
2.
52 9.
69 9.
69 2.
35 12,
19 13.
21 0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
yl
D
13A-
2ocs Blk wall, s 11J0
0.
201 0.
600 s
s
5.
57 16.
62 4.
37 18.
51 42
0
42
0
234
0
184
0
0
0
0
0
0
0
0
0
Vj!
G
t--(
3 12C-
Osw 2A-
2an 13A-
2ocs Blk wall, s 0.
091 0.
350 0.
201 w
w
w
2.
52 9.
69 5.
57 2.
35 33.
98 4,
37 0
0
75
0
0
75
0
0
416
0
0
326
108
15
0
93
0
0
234
145
0
219
510
0
P
2A-
2om 12B-
Osw 0.
350 0.
097 w
9.69 2.
69 28.
96 1.
75 0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
L---
o 11 DO 0.390 n 10.80 12.03 0 0 0 0 0 0 0 0 C
168-38ad 0.026 0.72 1,41 7 7 5 10 223 223 160 315 F
2oP-13c 0.068 1.88 0.98 0 0 0 0 0 0 0 0 F
22A-col 0.989 2T40 0.00 36 13 342 0 0 0 0 0 6
c) AED excursion 29 64 Envelope
loss/gain 997 490 981 1565 12
a) Infiltration 219 71 451 146 b)
Room ventilation 0 0 0 0 13
Internal gains: Occupants (1a 230 0 0 1 230 Appliances/
other 0 600 Subtotal (
lines 6 to 13) 1216 561 1432 2541 Less
external load 0 0 0 0 Less
transfer 0 0 0 0 Redistribution
0 0 0 0 14
Subtotal 1216 561 1432 2541 15
Duct loads 1 24 % 36%1 289 204 26 / 411% 378 1215 Total
room load 1505 765 1810 13756 Air
required (cfm) 74 35 88 171 Calculations
approved bV ACCA to meet all requirements of Manual J 8th Ed. wrlgMtsot°
It^ 2018Jun-2718:08:44 an••- =•-
n-•- -- Right-5uiteO Universal 2018 18.0.13 RSU23828 Page 3 ndCGRS\
Lot74KensingtonReserveSummeriandCGRS.rup Calc - MJ8 House faces: S
wrightsoft• Right-J® Worksheet
Entire House
DEL AIR HEATING & AIR
CONDITIONING
531 CODISCO WAY, SANFORD, Ft, 32771 Phone: 407-831-2665
Job: Lot74Kensing ton ReserveSu... Date:
06.03.15 By:
BENTLEY 1
Room name MASTER WIC MASTER BATH 2
Exposed wall 5.0 It 10.5 It 3
Room height 8.0 If heat/cool 8.0 it heat/cool 4
Room dimensions 5.0 x 5.5 It 1.0 x 102.8 It 5
Room area 27.5 ft2 102.8 h2 Ty
Construction U-value Or HTM Area (tv) Load Area (ft2) Load number
Btuh/ftz°F) BtutVft2) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat
Cod Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6
12C-Osw 0.091 n 2.52 2.35 40 40 101 94 36 31 78 73 2A-
2om 0.340 n 9.42 12.44 0 0 0 0 5 0 47 62 2A-
2om 0.350 n 9.69 12.19 0 0 0 0 0 0 0 0 13A-
2ocs Blk wall, s 0.201 n 5.57 4.37 0 0 0 0 0 0 0 0 11
2A-2om 0.350 n 9.69 10.46 0 0 0 0 0 0 0 0 2A-
2omd 0.620 n 17.17 16,92 0 0 0 0 0 0 0 0 yt
12C-Osw 0.091 a 2.52 2.35 0 0 0 0 48 48 121 113 G
2A-2om 0.350 e 9.69 33.98 0 0 0 0 0 0 0 0 V+
f L-
G 13A-
2ocs Blk wall, s 0.201 e 5,57 4.37 0 0 0 0 0 0 0 0 2A-
2om 0.350 e 9.69 28.96 0 0 0 0 0 0 0 0 12C-
0sw 0.091 s 2.52 2.35 0 0 0 0 0 0 0 0 2A-
2om 0.350 s 9.69 12.19 0 0 0 0 0 0 0 0 2A-
2om 0,350 s 9.69 13.21 0 0 0 0 0 0 0 0 y/
13A-2ocs Blk wall, s 0.201 s 5.57 4.37 0 0 0 0 0 0 0 0 11J0
0.600 s 16.62 18.51 0 0 0 0 0 0 0 0 Otq!
t---
1 12C-
Osw 0.091 w 2.52 2.35 0 0 0 0 0 0 0 0 2A-
2om 0.350 w 9.69 33.98 0 0 0 0 0 0 0 0 i}!
L.
G 13A-
2ocs Blk wall, s 0.201 w 5.57 4.37 0 0 0 0 0 0 0 0 2A-
2om 0.350 w 9.69 28.96 0 0 0 0 0 0 0 0 P
I-.--
D 12B-
0sw 0,097 2.69 1.75 0 0 0 0 0 0 0 0 11
DO 0,390 n 10.80 12.03 0 0 0 0 0 0 0 0 C
160-38ad 0.026 0,72 1.41 28 28 20 39 103 103 74 145 F
20P-13c 0.068 1.88 0.98 0 0 0 0 0 0 0 0 F
22A-col 0.989 27.40 0.00 0 0 0 0 0 0 0 0 6
c) AED excursion 8 22 Envelope
loss/gain 121 125 320 371 12
a) Infiltration 75 24 158 51 b)
Room ventilation 0 0 0 0 13
Internal gains: Occupants @6 230 0 0 0 0 Appliances/
other 0 0 Subtotal (
lines 6 to 13) 196 149 478 422 Less
external load 0 0 0 0 Less
transfer 0 0 0 0 Redistribution
0 0 0 0 14
Subtotal 196 149 478 422 15
Duct loads 1 26% 48% 52 71 26% 1 481% 126 202 Total
room load 247 221 604 624 Air
required (cfm} 12 10 30 28 Calculations
approved by ACCA to meet all requirements of Manual J 8th Ed. t}.
t- wrtgfMntscolta 2018-Jun-2718:08:44 Right-
SuiteO Universal 2018 18.0.13 RSU23828 Page 4 ndCGRS1Lot74KensingtonReserveSummerlandCGRS.
rup Calc - MJ8 House faces: S g
wrightsoft° Right-JO Worksheet
Entire House
DEL AIR HEATING & AIR
CQNDITIONING
531 CODISCO WAY, SANFORD, FL 32771 hone: 407-831-2665
Job: Lot74Kensing ton ReserveSu... Date:
06.03.15 By:
BENTLEY 1
Room name MASTER W.C. BED 2 2
Exposed wall 9.0 it 10.5 it 3
Room height 8.0 it treat/cod 8.0 it heat/cod 4
Room dimensions 3.5 x 5.5 If 13.0 x 10.5 it 5
Room area 19.3 ft2 136.5 ft2 Ty
Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number
Btuh/ft2-'F) Btuh/ft2) or perimeter (it) Btuh) or perimeter (ft) Btuh) Heat
Cod Gross N/P/S Heat Cod Grass N/PIS Heat Cool 6
Vjl 12C-Osw 0.091 n 2.52 2.35 28 28 71 66 0 0 0 0 2A-
2am 0.340 n 9.42 12.44 0 0 0 0 0 0 0 0 2A-
2om 0.350 n 9.69 12.19 0 0 0 0 0 0 0 0 t
13A-2ocs Blk wall, s 0.201 n 5.57 4.37 0 0 0 0 0 0 0 0 i
t 2A-2om 0.350 n 9.69 10,46 0 0 0 0 0 0 0 0 LLL __
CGG 2A-2omd 0.620 n 17.17 16.92 0 0 0 0 0 0 0 0 y!
12C-Osw 0.091 e 2.52 2.35 44 44 111 104 84 69 174 162 L-
G 2A-2am 0.350 e 9.69 33.98 0 0 0 0 15 0 145 510 Vj!
13A-2ocs Blk wall, s 0.201 e 5.57 4.37 0 0 0 0 0 0 0 0 G
2A-2om 0.350 e 9.69 28.% 0 0 0 0 0 0 0 0 12C-
Osw 0.091 s 2.52 2.35 0 0 0 0 0 0 0 0 2A-
2om 0.350 s 9.69 12.19 0 0 0 0 0 0 0 0 2A-
2om 0.350 s 9.69 13.21 0 0 0 0 0 0 0 0 Vj!
13A-2ocs Blk wall, s 0.201 s 5.57 4.37 0 0 0 0 0 0 0 0 T--
D 11J0 0.600 s 16.62 18.51 0 0 0 0 0 0 0 0 12C-
Osw 0.091 w 2.52 2.35 0 0 0 0 0 0 0 0 2A-
2om 0.350 w 9.69 33.98 0 0 0 0 0 0 0 0 t__
G 13A-
2ocs Blk wall, s 0.201 w 5,57 4,37 0 0 0 0 0 0 0 0 2A-
2om 0.350 w 9.69 28.96 0 0 0 0 0 0 0 0 P
1213-0sw 0.097 2.69 1.75 0 0 0 0 0 0 0 0 11DO
0.390 n 10.80 12.03 0 0 0 0 0 0 0 0 C
16B-38ad 0.026 0.72 1.41 19 19 14 27 137 137 98 193 F
2OP-13c 0.068 1.88 0.98 0 0 0 0 0 0 0 0 F
22A-col 0.989 27.40 0.00 0 0 0 0 0 0 0 0 6
c) AED excursion 12 22 Envelope
lass/gain 195 185 418 887 12
a) Infiltration 135 44 158 51 b)
Room ventilation 10 0 Of 0 13
Internal gains: Occupants @ 230 0 0 0 0 Appliances/
other 0 0 Subtotal (
lines 6 to 13) 331 228 576 938 Less
external load 0 0 0 0 Less
transfer 0 0 0 0 Redistribution
0 0 0 0 14
Subtotal 331 228 576 938 15
1 Duct loads 1 26%1 481. 1 87 109 26% 48%1 152 1 449 Total
room load 418 338 1 727 1387 Air
required (cfm) 20 15 36 63 Calculations
approved by ACCA to meet all requirements of Manual J 8th Ed. F-
wrigl tsaYC^ 2018-Jun-27 18 08:44 QGA -• - •-
Right -
Suite® Universal 2018 18.0.13 RSU23828 Page 5 ndCGRS1Lot74KensingtonReserveSummerlandOGRS.
rup Calc - MJ8 House faces: S
wrightsoft- Right-J® Worksheet
Entire House
DEL AIR HEATING & AIR
CONDITIONING
531 CODISCO WAY, SANFORD, Fl_ 32771 Phone: 407-831-2665
Job: Lot74KensingtonReserveSu...
Date: 06.03.15
By: BENTLEY
1 Room name BED 3 BED 4
2 Exposed wall 10.5 It 27.5 It
3 Room height 8.0 It heat/cool 8.0 It heat/cool
4 Room dimensions 13.0 x 10.6 R 10.5 x 17.0 ft
5 Room area 137.6 ft2 178.5 ft2
Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load
number Btuhltt2-°F) Btuhlft•") or perimeter (ft) Btuh) or perimeter (ft) Btuh)
Heat God Gross N/P/S Heat Cool Gross N/P/S Heat Cool
6 1ql 12C-Osw 0.091 n 2.52 2.35 0 0 0 0 0 0 0 0
L ____GG 2A-2om 0.340 n 9.42 12.44 0 0 0 0 0 0 0 0
2A-2om 0.350 n 9.69 12.19 0 0 0 0 0 0 0 0
13A2ocs Blk wall, s 0.201 n 5.57 4.37 0 0 0 0 0 0 0 0
11 2A-2om 0.350 n 9.69 10.46 0 0 0 0 0 0 0 0
2A-2omd 0.620 n 17.17 16.92 0 0 0 0 0 0 0 0
T--"2A-2om
12C-Osw 0.091 a 2.52 2.35 84 69 174 162 136 136 343 320
0.350 a 9.69 33.98 15 0 145 510 0 0 0 0
V/ 13A-2ocs Blk wall, s 0.201 e 5.57 4.37 0 0 0 0 0 0 0 0
G 2A-2om 0.350 e 9,69 28.96 0 0 0 0 0 0 0 0
12C-Osw 0.091 s 2.52 2.35 0 0 0 0 84 69 174 162
2A-2om 0.350 s 9.69 12.19 0 0 0 0 0 0 0 0
2A-2om 0.350 s 9.69 13.21 0 0 0 0 15 4 145 198
13A-2ocs Blk wall, s 0.201 s 5.57 4.37 0 0 0 0 0 0 0 0
11J0 0.600 s 16.62 18,51 0 0 0 0 0 0 0 0L)
V¢! 12C-Osw 0.091 w 2.52 2.35 0 0 0 0 0 0 0 0
C 2A-2om 0.350 w 9.69 33.98 0 0 0 0 0 0 0 0
13A-2ocs Blk wall, s 0.201 w 5.57 4.37 0 0 0 0 0 0 0 0
2A-2om 0.350 w 9.69 28.96 0 0 0 0 0 0 0 0
P 12B-Osw 0.097 2.69 1.75 0 0 0 0 0 0 0 0
11D0 0.390 n 10.80 12.03 0 0 0 0 0 0 0 0
C 16B-38ad 0.026 0.72 1.41 137 137 98 193 179 179 129 252
F 2OP-13c 0.068 1.88 0.98 0 0 0 0 137 137 257 133
F 22A-col 0.989 27.40 0.00 0 0 0 0 0 0 0 0
6 c) AED excursion 22 24
Envelope loss/gain 418 887 1048 1042
12 a) Infiltration 158 51 413 134
b) Room ventilation 0 0 0 0
13 Internal gains: Occupants @b 230 0 0 0 0
Appliances/other 0 0
Subtotal (lines 6 to 13) 576 938 1461 1176
Less external load 0 0 0 0
Less transfer 0 0 0 0
Redistribution 0 0 0 0
14 subtotal 576 938 1461 1176
15 Duct loads 1 26 % 48% 152 449 26 % 481% 386 562
Total room load 727 1387 1847 1738
Air required (cfm) 36 63 90 79
Calculations approved by ACCA to meet all requirements of Manual J 8th Ed.
r I. wrlgfhtzsott 2018-Jun-27 18 08 44
w..-- ---- Right -Suite@ Universal 2018 18.0.13 RSU23828 Page 6
ndCGRS\Lot74Kensington ReserveSummerlandCGRS.rup Calc - MJ8 House faces: S
9w wrightsofk, Right-J® Worksheet
Entire House
DEL AIR HEATING & AIR
CONDITIONING
531 COD ISCO WAY, SANFOR D, FL 32771 Phone. 407-831-2665 Job:
LW741<ensingtonReserveSu... Date:
06.03.15 By:
BENTLEY 1
Room name MASTER WIC 2 BATH 2
Exposed wall 7.0 ft 0 ft 3
Room height 8.0 it heat/cool 8.0 it heat/cod 4
Room dimensions 5.5 x 7.0 ft 5.5 x 10.5 ft 5
Room area 38.5 [P 57.8 ft2 Ty
Construction number
U-
value Btuh/
Wt -F) Or
HTM Btuh/
ft2) Area (
ft2) or
perimeter (ft) Load
Btuh)
Area (
ft2) or
perimeter (ft) Load
Btuh)
Heat
Cod Gross N/P/S Heat Cool Gross I N/P/S Heat Cod 6
12C-dsw 2A-
2om 2A-
2om 0.
091 0.
340 0.
350 n
n
n
2.
52 9.
42 9.
69 2.
35 12.
44 12.
19 0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
i
t V
C
13A-
2ocs Blk wail, s 2A-
2om 0.
201 0.
350 n
n
5.
57 9.
69 4.
37 10.
46 0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
L___
t--
G 2A-
2omd 12C-
Osw 2A-
2om 0.
620 0.
091 0.
350 n
a
e
17.
17 2.
52 9.
69 16.
92 2.
35 33.
98 0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
V/
13A-2ocs Blk wall, s 2A-
2om 0.
201 0.
350 e
e
5.
57 9.
69 4.
37 28.
96 0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
1C1
12C-Osw 2A-
2om 2A-
2om 0.
091 0.
350 0,
350 s
s
s
2.
52 9.
69 9,
69 2.
35 12.
19 13.
21 0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Vtt.-
LD
13A-
2ocs Blk wall, s t
1JO 0.
201 0.
600 s
s
5.
57 16.
62 4.
37 18,
51 0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
1p!
t
12C-
Osw 2A-
2om 13A-
2ocs Blk wall, s 0,
091 0.
350 0,
201 w
w
w
2.
52 9.
69 5,
57 2.
35 33.
98 4.
37 56
0
0
56
0
0
141
0
0
132
0
0
0
0
0
0
0
0
0
0
0
0
0
0
G
2A-
2om 12B-
Osw 0.
350 0,
097 w
9.69 2.
69 28.
96 1.
75 0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
P11
DO 0.390 n 10.80 12.03 0 0 0 0 0 0 0 0 C
16B-38ad 0.026 0.72 1.41 39 39 28 54 58 58 42 82 F
20P-13c 0.068 1.88 0.98 0 0 0 0 0 0 0 0 F
22A-col 0.989 27.40 0.00 0 0 0 0 0 0 0 0 6
c) AED excursion 11 4 Envelope
loss/gain 169 175 42 78 12
a) Infiltration 105 34 0 0 b)
Room ventilation 1 0 0 0 0 13
Internal gains: Occupants @ 230 0 0 0 0 Appliances/
other 0 0 Subtotal (
lines 6 to 13) 274 209 42 78 Less
external load 0 0 0 0 Less
transfer 0 0 0 0 Redistribution
0 0 0 0 14
Subtotal 274 209 42 78 15
Duct loads 26 % 481% 1 72 100 26 % 48% 11 37 Total
room load 1 346 1309 53 115 Air
required (cfm) I 17 14 3 5 Calculations
approved by ACCA to meet all requirements of Manual J 8th Ed. 2018-
Jun-27 18 08:44 Right -
Suite® Universal 2018 18.0.13 RSU23828 Page 7 ndCGRSiLot74KensingtonReserveSummeriandCGRS.
rup Calc - MJ8 House faces: S
rF wrightsoft, Right-J® Worksheet
Entire House
DEL AIR HEATING & AIR
CONDITIONING
531 CODISCO WAY, SANFORD, FI. 32771 hone: 407-831-2665
Job: Lot741KensingtonlleserveSu...
Date: 06.03.15
By: BENTLEY
1 Roam name LAUNDRY LOFT
2 Exposed wall 0 If 48.0 ft
3 Room height 8.0 It heat/cod 8.0 It heat/cool
4 Room dimensions 7.5 x 9.5 It 1.0 x 379.8 It
5 Room area 71.3 ft2 379.8 ft2
Ty Construction
number
U-value
Btuhlft2-IF)
Or HTM
Btuh/ft2)
Area (fe)
or perimeter (ft)
Load
Btuh)
Area (ft2)
or perimeter (ft)
Load
Btuh)
Heat Coal Gross N/P/S Heat Cool Gross I N/P/S Heat I Cool
6 12C-Osw
2A-2om
2A-2om
0.091
0.340
0.350
n
n
n
2.52
9.42
9.69
2.35
12.44
12.19
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
11
v
G
13A-2ocs Blk wall, s
2A-2om
0.201
0.350
n
n
5.57
9.69
4.37
10.46
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
L-C
y/
t--G
2A-2omd
12C-Osw
2A-2om
0.620
0.091
0.350
n
e
e
17.17
2.52
9.69
16.92
2.35
33.98
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Vj!
t-G
13A-2ocs Blk wall, s
2A-2orn
0.201
0.350
e
e
5,57
9.69
4.37
28.96
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
12C-Osw
2A-2om
2A-2om
0.091
0.350
0.350
s
s
s
2.52
9.69
9,69
2.35
12.19
13.21
0
0
0
0
0
0
0
0
0
0
0
0
152
12
15
125
12
4
315
116
145
294
146
198
Vjl
t-D
13A-2ocs Blk wall, s
11J0
0.201
0.600
s
s
5.57
16.62
4.37
18.51
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
t--G
t-G
P
12C-Osw
2A-2om
13A-?-ocs Blk wall, s
2A-2om
1213-0sw
0.091
0.350
0.201
0.350
0.097
w
w
w
w
2.52
9.69
5.57
9.69
2.69
2.35
33.98
4,37
28.96
1.75
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
232
0
0
0
0
232
0
0
0
0
585
0
0
0
0
546
0
0
0
0
L-a 11D0 0.390 n 10.80 12.03 0 0 0 0 0 0 0 0
C 1613-38ad 0.026 0,72 1.41 71 71 51 101 380 380 273 537
F 2OP-13c 0.068 1.88 0.98 0 0 0 0 155 155 291 151
F 22A-col 0.989 27.40 0.00 0 0 0 0 0 0 0 0
6 c) AED excursion 35 64
Envelope loss/gain 51 66 1726 1808
12 a) Infiltration 0 0 722 234
b) Room ventilation 0 0 of 0
13 Internal gains: Occupants @ 230 0 0 0 0
Appliances/other 600 0
Subtotal (lines 6 to 13) 51 666 2448 2042
Less external load 0 0 0 0
Less transfer 0 0 0 0
Redistribution 0 0 0 0
14 Subtotal 51 666 2448 2042
15 Duct loads 1 26 % 48 % 14 318 26 % 1 48% 646 976
Total room load 65 984 3094 3018
Air required (cfm) 3 45 151 137
Calculations approved by ACCA to meet all requirements of Manual J 8th Ed.
wr Ight o>t tm 2018-Jun-27 18 08:44
w- ••-u Right-SuiteO Universal 2018 18.0.13 RSU23828 Page 8
ndCGRS1Lot74KensingtonReserveSummerlandCGRS.rup Calc a MJ8 House faces: S
Duct System Summary Job: Lot74KensingtonReserv...
wrighitsoft, Date: 06.03.15
Entire House By: BENTLEY
DEL AIR HEATING & AIR CONDITIONING
531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-831-2665
For: RYAN HOMES
2329 KELMSCOTT COURT, SANFORD, FL 32773
External static pressure
Pressure losses
Available static pressure
Supply / return available pressure
Lowest friction rate
Actual air flow
Total effective length (TEL)
Heating
0.40 in H2O
0.06 in H2O
0.34 in H2O
0.170 / 0.170 in H2O
0.270 in/100ft
1283 cfm
Cooling
0.40 in H2O
0.06 in H2O
0.34 in H2O
0.170 / 0.170 in H2O
0.270 in/100ft
1283 cfm
126 It
Name
Design
Btuh)
Htg
cfm)
Clg
cfm)
Design
FR
Diam
in)
H x W
in)
Duct
Mall
Actual
Ln (ft)
Ftg.Egv
Ln (ft) Trunk
BATH c 115 3 5 0.461 4.0 Ox 0 VIFx 3.8 70.0
BED 2 c 1387 36 63 0.328 6.0 Ox 0 VIFx 18.8 85.0 st2
BED 3 c 1387 36 63 0.414 6.0 Ox 0 VIFx 12.1 70.0
BED 4 h 1847 90 79 0.376 6.0 Ox 0 VIFx 20.5 70.0
GREAT RM h 3777 185 163 0.280 8.0 Ox0 VIFx 29.4 92.0 SO
GREAT RM-A h 3777 185 163 0.291 8.0 Ox 0 VIFx 24.7 92.0 SO
LAUNDRY c 984 3 45 0.447 4.0 Ox 0 VIFx 6.0 70.0
LOFT h 3094 151 137 0.411 8.0 Ox 0 VIFx 12.8 70.0
MASTER BATH h 604 30 28 0.312 5.0 Ox 0 VIFx 23.9 85.0 st2
MASTER SUITE c 3756 88 171 0.319 8.0 Ox 0 VIFx 21.6 85.0 st2
MASTER W.C. h 418 20 15 0.296 4.0 Ox 0 VIFx 29.7 85.0 st2
MASTER WIC h 247 12 10 0.309 4.0 Ox0 VIFx 25.0 85.0 st2
MASTER WIC 2 h 346 17 14 0.306 4.0 Ox 0 VIFx 26.1 85.0 st2
NOOK/KITCHEN h 5247 256 210 0.270 9.0 Ox0 VIFx 33.8 92.0 st1
POWDER h 1505 74 35 0.283 5.0 Ox0 VIFx 28.0 92.0 st1
STUDY h 2021 99 83 0.274 6.0 Ox0 VIFx 32.0 92.0 st1
Trunk Htg Clg Design Veloc Diam H x W Duct
Name Type cfm) cfm) FR fpm) in) in) Material Trunk
SO Peak AVF 798 653 0.270 571 16.0 0 x 0 VinlFlx
st2 Peak AVF 203 302 0.296 553 10.0 0 x 0 VinlFlx
wrightsoft,
Right-Suite® Universal 2018 18.0.13 RSU23828
ACCK...ndCGRS\Lot74KensingtonReserveSummerlandCGRS.rup Calc = MJ8 House faces: S
2018-Jun-27 18:08:45
Page 1
Return Branch Detail Table
Name
Grille
Size (in)
Htg
cfm)
Clg
cfm)
TEL
ft)
Design
FR
Veloc
fpm)
Diam
in)
H x W
in)
Stud/Joist
Opening (in)
Duct
Matl Trunk
rb1 Ox 0 1283 1283 0 0 0 0 Ox 0 VIFx
wrightsoft"
n ,........,r.,,_„,_
Right -Suited Universal 2618 18.0.13 RSU23828
ndCGRS`Lot74KensingtonReserveSummerlandCGRS.rup Calc - MJ8 House faces: S
2018-Jun-27 18:08:45
Page 2
2017 - AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA
TABLE 402.4.1.1
AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA
Project Name: Lot74KensingtonReserveSummerlandCGRS Builder Name: RYAN HOMES
Street: 2329 KELMSCOTT COURT Permit Office: SANFORD
City, State, Zip: SANFORD , FL, 32773 Permit Number:
Owner: Jurisdiction: 691500
Design Location: FL, Orlando
COMPONENT AIR BARRIER CRITERIA INSULATION INSTALLATION CRITERIA
General A continuous air barrier shall be installed in the building envelope. Air -permeable insulation shall
The exterior thermal envelope contains a continuous air barrier. not be used as a sealing material.
requirements Breaks or joints in the air barrier shall be sealed.
Ceiling/attic
The air barrier in any dropped ceiling/soffit shall be aligned with The insulation in any dropped ceiling/soffit
the insulation and any gaps in the air barrier shall be sealed. shall be aligned with the air barrier.
Access openings, drop down stairs or knee wall doors to
unconditioned attic spaces shall be sealed.
Walls The junction of the foundation and sill plate shall be sealed. Cavities within corners and headers of frame walls
The junction of the top plate and the top of exterior walls shall be shall be insulated by completely filling the cavity with
sealed. a material having a thermal resistance of R-3 per inch
Knee walls shall be sealed. minimum.
Exterior thermal envelope insulation for framed walls
shall be installed in substantial contact and
continuous alignment with the air barrier.
Windows, skylights The space between window/door jambs and framing, and
and doors skylights and framing shall be sealed.
Rim joists Rim joists shall include the air barrier. Rim joists shall be insulated.
Floors The air barrier shall be installed at any exposed edge of Floor framing cavity insulation shall be installed to
including insulation. maintain permanent contact with the underside of
above -garage subfloor decking, or floor framing cavity insulation
and cantilevered shall be permitted to be in contact with the top side
floors) of sheathing, or continuous insulation installed on
the underside of floor framing and extends from the
bottom to the top of all perimeter floor framing
members.
Crawl space walls Exposed earth in unvented crawl spaces shall be covered with Where provided instead of floor insulation, insulation
a Class I vapor retarder with overlapping joints taped. shall be permanently attached to the crawlspace walls
Shafts, penetrations Duct shafts, utility penetrations, and flue shafts opening to
exterior or unconditioned space shall be sealed.
Batts in narrow cavities shall be cut to fit, or narrow
cavities shall be filled by insulation that onNarrowcavities
installation readily conforms to the available cavity
spaces.
Garage separation Air sealing shall be provided between the garage and conditioned spa s.
Recessed lighting Recessed light fixtures installed in the building thermal envelope Recessed light fixtures installed in the building
shall be sealed to the drywall. thermal envelope shall be air tight and IC rated.
Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring
and plumbing in exterior walls, or insulation that on
installation readily conforms to available space shall
t-ytPnd behind nip'na and wiring,
Shower/tub The air barrier installed at exterior walls adjacent to showers and Exterior walls adjacent to showers and tubs shall
on exterior wall tubs shall separate them from the showers and tubs. be insulated.
Electrical/phone box or The air barrier shall be installed behind electrical or communication
exterior walls boxes or air -sealed boxes shall be installed.
HVAC register boots HVAC register boots that penetrate building thermal envelope shall
be sealed to the sub -floor or drywall.
Concealed When required to be sealed, concealed fire sprinklers shall only be
sprinklers sealed in a manner that is recommended by the manufacturer.
Caulking or other adhesive sealants shall not be used to fill voids
between fire sar*nkler cover Olates and walls or ceilings -
a. In addition, inspection of log walls shall be in accordance with the provisions of ICC-400.
6/27/2018 6:13 PM EnergyGaugeQ USA - FlaRes2017 FBC 6th Edition (2017) Compliant Software Page 1 of 1
NOTE TO BUILDER+tJST PROVIDE UNRESTRICTED
I INCH UNDERCUT BELOW DOORS TO HABITABLE ROOMS
Transfer ducts/grills sized In compliance
4wlth Florida Residential Building Code-MI602.4
xlanced return air.
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DESCRIPTION AS FURNISHED: Lot 74, KENSINGTON RESERVE, as recorded in Plot Book 81, Pages 86
through 92, Public Records of Seminole County, Florida.
PLOT PLAN FOR l CERTIFIED TO: Ryon Homes1NVR Inc.
LOT 30
PALM HAMMOCK ALLOTMENT
PB 1, PGS. 104 _ 105
NOT INCLUDED
N 89*40'51 " E
88.51 '
P
LOT 75
18.65'
8.6 1'
32.5 7'
26.0'
o EXTENDED LANAI
30.0'
LOT 74
PROPOSED MODEL
SUMMERLANO-C
2 CAR GARAGE RIGHT
TRY
0
21,3'
WAL
DRIVE
27.6 3' 2
101 -UTIL, ESMT.
22.90'
21.51
LOT 73
7.58'
Ok to construct single family home
with setbacks and impervious area
shown on plan. 35. (p 0/c, `r V.
D = 76'05',3 4
R=55.00' WALK
L=73.03'
D=28*57'18"
ReR=55. 00'
L=27.79'
P.C. C=27.50'
CB=N 8904455 W
A_ELffSCOTT COURT
PRIVATE RIW VARIES
C , 6c,
PROPOSED = FINSHED SPOT GRADE ELEVATIONS PLOT PLAN ONLY NOT A SURVEY Q_L_,'C"u, 11.
PER DRAINAGE PLANS FRONT 25
PLOT PLAN AREA CALCULATIONS REAR 20'
PROPOSED DRAINAGE FLOW IMPERVIOUS COVERAGE = 2,433± SQUARE FEET OR 35.67 SIDE _ 5' FOR 40' LOTS
LOT GRADING TYPE A LOT CONTAINS 6,819.+ SQUARE FEET SIDE = 7.5' FOR 60' LOTS
PROPOSED FINISH FLOOR PER PLANS - 31.0, LIVING AREA CONTAINS 1,548± SQUARE FEET SIDE - 10' FOR 75' LOTS
CONYANA11PORCH CONTAINS 884± SQUARE FEET SIDE STREET = 25'
6RUSE, jVffEKER —SCOTT ASSOC., IATC, — -LAND SUR VET rofls
LEGEND -
5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-.32,32 FAX (407)-658-14,36PLATPDUL, - POINT ON LINE
1 11 Ca t YP, TYPICAL NOTFS:
IRON PING P PC POINT Or RCV,1,RS 1DC,11,RVA - INT B, CURVATURERRONRODP.C.C. a or COMPOUND ATU11 1 THE UNDERSIGNED GOES HE OF PRACTICE SET FORTH BY THE FLORIDA BOAR() OFHEREBYCERTIFYTHATTHISSURVEYmEmTHEsIANoARos
11 CONC AD RADIALCNQNUMLMjR PROFESSIONAL SURVEYORS AND MAPPERS IN CHAPTER 54-17 FLORIDA ADMINISTR L TURATTVFCODEPURSUANTTOSECTION472.027, 1- ORIDA STATUES
U, 1/2' IP w,.Lq '396 No, NON -RADIAL S SIGNATURE AND ORIGINAL RAISED SEAL S SURVEY OR COP AN Nor VALID. 2 UNLESS EMBOSSED WITH SURVEYOR' , THIS 5 EY MAP WS C LIDSASkRECOVEREDIP, WITNESS POINT J THIS SURVEY PREPARED FROM TITLE INFORMATION FURNISHED TO THE SURVEYOR, THERE MAY BE OTHER RESTRICTIONS
PO:Nt OFBEGINNING CALC, CALCULATED OR EASEMENTS THAT AFFECT THIS PROPERTY, UP
RD N OF PRX PERMANENT REFERENCE MONUMENT I NO UNDERGROUND IWPROVE7MFNFS HAVE BEEN LOCATED UNLESS OTHERWISE SHOWN, NCOMMENCEMCNTCCHTUR" C FF.FINISHED FLOOR ELEVATION
p NAIL t DISK BS, BUILDING SETBACK LINE THIS SURVEY IS PREPARED FOR iIC SOLE BENEFIT OF THOSE CERTIFIED TO AND SHOULD NOT BE RELIED UPON BY MY OTHER ENTITY
V RICH -OF-WAY DIM BENCHMARK 61 DIMENSIONS SHOWN FOR THE LOCAT704 OF IMPROVEMENTS HEREON SHOULD NOT Be USED TO RECONSTRUCT BOUNDARY LINES,
CS MT EMINT DID, • BASE BEARING 7, BEARINGS, ARE BASED ASSUMED DATUM AND ON THE LINE SHOWN AS BASE BEARING (BB.)CA$
DRAIN DRAINAGE
UT it UTILITY
ELEVATIONS. IF SHOWN, ARE BASED ON NATIONAL GEODETIC VERTICAL DATUM OF 1929, UNLESS OTHERWISE NOTED,
L FC CHAIN LINK FENCE 9, CERTIFICATE OF AUTHORIZATION No. 15111,
1D,FC BUD FENCE
CONCRETE KOCK SCALE - 1 20 DRAWN BY; IPOINTOrCURVATURE
POINT OF TANGENCY
UCS PtPTIO. CERTIFIED BY, DATE ORDER No.
RADIUSARCLEM"T" PLAT PLAN 06-27-2018 go "574190--18
D DELTACHORD
C y C.00D NCAPI.6
NORTH
111;* OUILO(N61PROPERT-1 DOES NOT LIE WITHIN
Itli EStAULISHEI) 100 )'FAR FLOOD PLANE AS PER "FIRM' I IEN EYE . 5SIi,4714
ONE 'X MAP I 12117CO09OF (09-28-07)
IA. R.L,S If 4801
RECOm) c()py
City of Sanford
Building and Fire Prevention
Product Approval Specification
Permit # # 1 8 - 3 0 4 5
Project Location Address M
Form
As required by Florida Statute 553.842 and Florida Administrative Code 9N-3, please provide the
information and product approval number(s) on the building components listed below if they are to be
utilized on the construction project for which you are applying for a building permit. We recommend that
you contact your local product supplier should you not know the product approval number for any of the
applicable listed products. Be aware that windows, skylights, and exterior doors must be tested in
accordance with the Florida Building Code, Section 1714.5. More information about Statewide Product
Approval can be obtained at www.floridabuilding.org.
The following information must be available on the jobsite for inspections:
1. This entire product approval form
2. A copy of the manufacturer's installation details and requirements for each product.
Category / Subcategory Manufacturer Product
Description
Florida Approval #
include decimal)
1. Exterior Doors
Swinging Therma Tru Smooth Star 20461-R3
Sliding Ply Gem 4780 SGID 14634-R3
Sectional Wayne Dalton 9100 - #0600 #0607 9147.11 / 8174.2 - R 12
Roll Up
Automatic
Other
2. Windows
Single Hung Ply Gem 1500 16103
Horizontal Slider
Casement
Double Hung
Fixed Ply Gem 1500 16104
Awning
Pass Through
Projected
Mullions Ply Gem 1500 16118
Wind Breaker
Dual Action
Other
June 2014
Category/Subcategory Manufacturer Product
Descrietion
Florida Approval #
includin decimal)
3. Panel Walls
Siding
Soffits Aluminum Coils Inc. Aluminum Soffit Panels 12194 - R7
Storefronts
Curtain Walls
Wall Louver
Glass block
Membrane
Greenhouse
E.P.S Composite
Panels
Other
4. Roofing Products
Asphalt Shingles CertainTeed Corp. CertainTeed Asphalt Roofing Shingles 5444 - R12
Underlayments InterWrap Inc. Rhino Roof Underlayment 15216 - R3
Roofing Fasteners
Nonstructural
Metal Roofing
Wood Shakes and
Shingles
Roofing tiles
Roofing
Insulation
Waterproofing
Built up roofing
System
Modified Bitumen
Single Ply Roof
Systems
Roofing slate
Cements/
Adhesives
Coating
Liquid Applied
Roofing Systems
Roof Tile
adhesive
Spray Applied
Polyurethane
Roofing
E.P.S. Roof
Panels
Roof Vents Millenium Metals Inc. MMI - 213 Off Ridge Vent 19567 - R1
Other
June 2014
Category Subcategory Manufacturer Product
Descqetion
Florida Approval #
include decimal)
5. Shutters
Accordion
Bahama
Colonial
Roll up
Equipment
Other
6. Skylights
Skylights
Other
7. Structural
Components
Wood Connectors
Anchors
Truss Plates
Engineered Lumber
Railing
Coolers/Freezers
Concrete Admixtures
Precast Lintels Lott's Concrete Products Lintel 17867 - R1
Insulation Forms
Plastics
Deck / Roof
Wall
Prefab Sheds
Other
8. New Exterior
Envelope Products
Applicant's Signature
Applicant's Name Tracy McDonald
Please Print)
June 2014
4
omm
1 ROOF
ETRUSSES
co
4451 ST. LUCIE BLVD
FORT PIERCE, FL 34946
PH: 772-409-1010
FX: 772-409-1015
www.AlTruss.com
TRUSS ENGINEERING
PROJECT: KENSINGTON RESERVE
COUNTY: SEMINOLE
LOT/BLK/MODEL: LOT.74 / MODEL:SUMMERLAND / ELEV:C / GAR R
JOB#: 72435
MASTER#: WRCSUCE
r OPTIONS: 26X10 EXT. LANAI
Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3
A-1 ROOF These truss designs rely on lumber values established by others.
TRUSSES
A FLORIDA CORPORATION
RE: Job WRCSUCE
JOB #72435
Site Information:
Customer Info: RYAN HOMES Project Name:
Lot/Block:
LOT #74
Address:
City:
Model: SUMMERLAND "C"
Subdivision:
County: VARIES
A-1 Roof Trusses
4451 St Lucie Blvd
Fort Pierce, FL 34946
State: FL
Name Address and License # of Structural Engineer of Record, If there is one, for the building.
Name: License #:
Address:
City:
General Truss Engineering Criteria Design Loads (Individual Truss Design Drawings Show Special
Loading Conditions):
Design Code: FBC2017ITP12014 Design Program: MiTek 20/20 8.1
Wind Code: ASCE 7-10 Wind Speed: 150
Roof Load: 40.0 psf Floor Load: 55.0 psf
This package includes 48 individual, dated Truss Design Drawings and 16 Additional Drawings.
With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet
conforms to 61G15-31.003,section 5 of the Florida Board of Professional Engineers Rules.
No. Seal # Truss Name Date No. Seal # Truss Name Date No. I Seal # Truss Name Date
1 A0193417 A01 5/1/18 13 A0193429 CJ213 5/1/18 25 A0193441 FL01 5/1/18
2 A0193418 A02 5l1/18 14 A0193430 CJ3 5/1/18 26 IA0193442 FL02 5/1/18
3 A0193419 A03 5/1118 15 A0193431 CJ3A 5/1/18 27 A0193443 FL03 5/1/18
4 A0193420 A04 5/1/18 16 A0193432 CJ4P 5/1/18 28 A0193444 FL04 5/1/18
15 A0193421 A05 5/1/18 17 A0193433 CJ5 5/1/18 29 A0246549 FL05G 5/1/18
6 A0193422 A06 5/1/18 18 A0193434 D05 5/1/18 30 A0193446 FL06GE 5/1/18
7 A0193423 A07 5/1/18 19 A0193435 E01 5/1/18 31 A0193447 FL07 5/1/18
8 A0193424 B03 5/1/18 20 IA0193436 E02 5/1/18 32 A0193448 FL08 5/1/18
9 A0193425 B03E 5/1/18 21 A0193437 E03 5/1/18 33 FL09G 5/1/18
10 A0193426 B04 5/1/18 22 A0193438 FG2 5/1/18 34 A0193450 FL10 5/1/18
11 A0193427 CA 5/1/18 23 A0193439 FG3 5/1/18 35 A0193451 FL11GE 5/1/18
12 A0193428 CAA 5/1118 24 A0193440 I FG6 5/1/18 1136 IA0193452 I HJ5C 5/1/18
The truss drawing(s) referenced have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by A-1 Roof Trusses,
Ltd.
Truss Design Engineer's Name: Anthony Tombo III
My license renewal date for the state of Florida is February 28,2019.
NOTE:The seal on these drawings indicate acceptance of professional
engineering responsibility solely for the truss components shown.
The suitability and use of components for any particular building is the responsibility of the
building designer, perANSUTPI-1 Sec. 2.
The Truss Design Drawing(s)(rDD[s]) referenced have been prepared based on the
construction documents (also referred to at times as 'Structural Engineering Documents)
provided by the Building Designer indicating the nature and character of the work.
The design criteria therein have been transferred to Anthony Tombo III PE by [Al Roof
Trusses or specific location]. These TDDs (also referred to at times as 'Structural
Engineering Documents') are specialty structural component designs and may be part of the
project's deferred or phased submittals. As a Truss Design Engineer (i.e., Specialty
Engineer), the seal here and on the TDD represents an acceptance of professional Anthony T. Tombo
engineering responsibility for the design of the single Truss depicted on the TDD only. The
Building Designer is responsible for and shall coordinate and review the TDDs for
compatibility with their written engineering requirements. Please review all TDDs and all
related notes. SERIAL #:
38BCA22100 0000004C1287DF Page 1 of 2
A-1 ROOF
TRUSSES
A FLORIDA CORPORATION
RE: Job WRCSUCE
No. Seal # Truss Name Date
37 A0193453 HJ6P 5/1/18
38 A0193454 HJ7 5/1/18
39 A0193455 J5A 5/1/18
40 A0193456 J5C 5/1/18
41 A0193457 J5E 511/18
42 A0193458 J6P 5/1/18
43 A0193459 J7 5/1/18
44 A0193460 M6A 5/1/18
45 A0193461 M6B 5/1/18
46 A0193462 MG7 5/1/18
47 A0193463 VM3 5/1/18
48 A0193464 VM5 5/1/18
49 STDL01 STD. DETAIL 511/18
50 STDL02 STD. DETAIL 5/1/18
51 STDL03 STD. DETAIL 5/1/18
52 STDL04 STD. DETAIL 5/1/18
53 STDL05 STD. DETAIL 5/1/18
54 STDL06 STD. DETAIL 5/1/18
155 STDL07 STD. DETAIL 5/1/18
56 STDL08 STD. DETAIL 511/18
57 STDL09 STD. DETAIL 5/1/18
58 STDL10 STD. DETAIL 5/1118
59 STDL11 STD. DETAIL 5/1118
60 STDL12 STD. DETAIL 5/1/18
61 STDL13 STD. DETAIL 5/1/18
62 STDL14 STD. DETAIL 5/1/18
63 STDL15 STD. DETAIL 5l1/18
64 STDL16 STD. DETAIL 5/1/18
Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3
These truss designs rely on lumber values established by others.
Page 2 of 2
A0193417
WRCSUCO I A01 I Hip Girder
Trusses, Fort Pierce, FL 34946, design@attruss.com Run: 8,120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Tue May 1 11:12:35 2018 Page 1
QQ
ID:?sOQvllzBGko2hFpRYibzzzOpep-zR08EJcisA?sdS2VLK3xAUULe0iR5khF71D03lzKv-Q
11-0-0 - 3-7-t 2 -i 3-44 h- 5-4-9 - 1 117-7-7
5--2 13 f
2549 3-4 4 --
f 30-0 p ` 1-0
0 Dead
Load Deft. = 5/16 in 17
33
34 t6 35 36 15 37 14 38 39 13
7x8
11 3x8
1.50 11 5x10 MT20HS-= 3x4 -
7x8
11 4x10-`
7-
0-0 12-4-9 17-7-7 23 0-0 30-0-0 f
5-
4-9 { 5-2-13 { __ 5-4 9 7 0 0 Plate
Offsets (X Y- j2 0-4-3,Edge],j11.0 4 3 Edge] LOADING(
psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL
20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) -0.32 14-16 999 360 MT20 244/190 TCDL
10.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.65 14-16 551 240 MT20HS 1871143 BCLL
0.0 Rep Stress Incr NO WB 0.73 Horz(CT) 0.16 11 n/a n/a BCDL
10.0 Code FBC2017ITP12014 Matrix -MS Wind(LL) 0.38 14-16 956 240 Weight 155 Ib FT = 10% LUMBER -
TOP
CHORD 2x4 SP M 30 BOT
CHORD 2x4 SP 2400F 2.OE WEBS
2x4 SP No.3 SLIDER
Left
2x4 SP No.3 1-9-0, Right
2x4 SP No.3 1-9-0 BRACING -
TOP
CHORD Structural
wood sheathing directly applied. BOT
CHORD Rigid
ceiling directly applied or 5-9-4 oc bracing. WEBS
1
Row at midpt 6-17 MiTek
recommends that Stabil¢ers and required
cross bracing be installed during truss erection,
in accordance with Stabilizer Installation
guide. _ REACTIONS. (
lb/size) 2 =
2494/0-3-8 (min. 0-2-1) 11 =
249410-3-8 (min. 0-2-1) Max
Horz 2 -
59(LC 27) Max
Uplift 2 =
825(LC 4) 11 -
825(LC 5) Max
Grav 2 -
2494(LC 1) 11 =
2494(LC 1) FORCES. (
Ib) Max.
Comp./Max. Ten. - All forces 250 (lb) or less except
when shown. TOP
CHORD 2-
3=-1262/334, 3-4=A786/1601, 4-
5=-5006/1693, 5-26=-4677/1611, 26-
27=-4677/1611, 6-27=-4677/1611, 6-
28=-6235/2189,28-29=-6235/2189, 29-
30=-6235/2189, 7-30=-6235/2189, 7-
31=-6235/2189, 31-32=-6235/2189, 8-
32=-6235/2189, 8-9=-5009/1694, 9-
10=-4788/1602, 10-11=-1256/331 BOTCHORD
2-
17=-1396/4255, 17-33=-2076/6241, 33-
34=-2076/6241,16-34=-2076/6241, 16-
35=-2076/6241, 35-36=-2076/6241, 15-
36=-2076/6241,15-37=-2076/6241, BOT
CHORD 2-
17=-1396/4255, 17-33=-2076/6241, 33-
34=-2076/6241, 16-34=-2076/6241, 16-
35=-2076/6241, 35-36=-2076/6241, 15-
36=-2076/6241, 15-37=-2076/6241, 14-
37=-2076/6241,14-38=-1480/4636, 38-
39=-1480/4636, 13-39=-1480/4636, 11-
13=-1377/4257 WEBS
4-
17=-220/555, 5-17=-268/1284, 6-
17=-1890/692, 6-16=0/458, 7-
14=-669/476, 8-14=-698/1918, 8-
13=01451, 9-13=-222/555 NOTES-
1)
Unbalanced roof live loads have been considered
for this design. 2)
Wind: ASCE 7-10; Vult=150mph (3-second gust)
Vasd=116mph; TCDL=5.Opsf; BCDL=
5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=
0.18; MWFRS (envelope); cantilever left and
right exposed ; end vertical left exposed; Lumber
DOL=1.60 plate grip DOL=1.60 3)
Provide adequate drainage to prevent water ponding.
4)
All plates are MT20 plates unless otherwise indicated.
5)
This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other
live loads. 6) `
This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members. 7)
Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 825 lb
uplift at joint 2 and 825 lb uplift at joint 11. 8)
Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(
s) 240 lb down and 238 lb up at 7-0-0, 123 lb
down and 143 lb up at 9-0-12, 123 lb down and 143
lb up at 11-0-12, 123 lb down and 143 lb up at
13-0-12, 123 lb down and 143 lb up at 15-0-0, 123
lb down and 143 lb up at 16-11-4. 123 lb down
and 143 lb up at 18-11-4, and 123 lb down and
143 lb up at 20-114, and 240 lb down and 238
lb up at 23-0-0 on top chord, and 365 lb down
and 82 lb up at 7-0-0, 88 lb down at 9-0-12 88
Ib down at 11-0-12, 88 lb down at 13-0-12, 88
Ib down at 15-0-0, 88 Ib down at 16-114, 88 Ib
down at 18-114, and 88 Ib down at 20-114, and
365 lb down and 82 lb up at 22-11-4 on bottom
chord. The design/selection of such connection
device(s) is the responsibility of others.
9)
In the LOAD CASE(S) section, loads applied to the
face of the truss are noted as front (F) or back B)
LOAD
CASE(S) Standard
1)
Dead + Roof Live (balanced): Lumber Increase=
1.25, Plate Increase=1.25 Uniform
Loads (plf) Vert:
1-5=-60, 5-8=-60, 8-12=-60, 18-22=-20 Concentrated
Loads (lb) Vert:
5=- 1 93(F) 8=- 1 93(F) 17=-365(F) 13=-
365(F) 26=-123(F) 27=- 1 23(F) 28=- 1 23(F) 29=-
123(F) 30=-123(F) 31=-123(F)32=-123(F) 33=-
70(F) 34=-70(F) 35=-70(F)36=-70(F) 37=-
70(F) 38=-70(F) 39=-70(F) iFuupl
rMstllw.y5y rr.nrtw'si11G-II9;SS('stit€r'F will, FEW t(;nkti(i)(1$1-.%4 9li`I: k41ck;r..*Fr W. V1r4r hurt l«te««t air e14 mlEtwrxt I—),,,r 9-1JW,, wt ttt irttsm l 1.*k r f r. 1rt—kc«109. aay ketr:
ma,ro, raa A!'k.u1 N«imnerWl.MamslksryaE att+•tr Steam Et¢w.a, de tequsi lAR Frtsnatmwtt>wxeAtkpaksuad «R+e•trymym ar w'mhs s.«roe au«ins Nq<tNwAe`OR aN M«1zs t. ;kNspnuMmr. barap:afpms.swd•M^i Anthr?ny T. Tombo;I!, P.t. aA
re Na«t„Semr«Ngefs tk rcsrx .rtife 4ym.W0yai, asunH yeas Wt«1hn@esgm-atx agenMMlU at R,mrMle:d bdtx;!Nt as Fst'N gtn,e dne g mlm MM trtAM tusl.w,Ndt168d'tq scryt..n ldlt M mi keas ¢aG ss aw rt>lr+cktmd «.80083 ae
FaYal Desyx•Mfetxtw.lfwt•tt araPm tr6 a/tkrtatuts as pHNwt Ant Maftq(«gaaM Stk«Itu eaw TC4'r.Nnkd st to ttl tkAut-N«auaYt pt«kmimnt F-4 date: do- tspcsniAes n4 b,'saspat l:assttrup«Les; 3tsa tyfm«tr4lr«,tMmla u-nzez rh«.
iu fdhk ltaaxrat tprwl adnxxmpkAf ry«.r tmNrcl. 0.altry Ce m.gnwtblCl tst istx.W h.:1m«,e4 cS; ku iqw«iae da.%y t1lc ddaN wtor a«mdlaelwrnJ FBlvd.
Fortort r
Pierce,
e,
FL34946 CapTlighi PRl6
A l Eaai Gass s Anthony L lam 0111J.1. ktprodntliet of III tarumeaL in any tow is prohilided wiihoattht written permission port A Roof hasus Anthony 1. iomha ill, PA,
4x6
3x6 II
3x4 -- 4x6
IL lu
3x4 -_= 5x6 WB-=
3x4 -:--
LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl L/d
TCLL 20.0 Plate Grip DOL 25 I TC 0.62 Vert(LL) 0.36 10-12 999 360
TCDL 10.0 Lumber DOL 1.25 BC 0.70 Vert(CT) 0.75 10-12 478 240
BCLL 0.0 Rep Stress Incr YES WB 0.46 Horz(CT) 0.08 8 n/a n/a
BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.16 12-15 999 240
LUMBER -
TOP CHORD 2x4 SP M 30 `Except'
T2: 2x4 SP No.2
BOT CHORD 2x4 SP M 30
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
SLIDER
Left 2x4 SP No.3 1-6-0,
Right 2x4 SP No.3 1-6-0
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 3-8-13
oc purlins.
BOTCHORD
Rigid ceiling directly applied or 6-0-10 oc bracing.
MiTek recommends that Stabilizers and
required cross bracing be installed during truss
erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size)
2 = 1260/0-3-8 (min. 0-1-8)
8 = 1260/0-3-8 (min. 0-1-8)
Max Horz
2 = 74(LC 13)
Max Uplift
2 = 357(LC 8)
8 = 357(LC 9)
Max Grav
2 - 1260(LC 1)
8 = 1260(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less
except when shown.
TOP CHORD
2-3=-709/0, 3-4=-2162/1409,
4-5=-1918/1412, 5-6=-1918/1412,
6-7=-2162/1409, 7-8=-709/0
BOT CHORD
2-12=-108911904, 11-12=-1345/2186,
10-1 1=-1345/2186,8-10=-1092/1904
WEBS
4-12=-94/494, 5-12=-463/310,
5-10=-463/310, 6-10=-94/494
NOTES-
1) Unbalanced roof live loads have been considered
2) Wind: ASCE 7-10; Vult=150mph (3-second
gust) Vasd=116mph; TCDL=5.Opsf;
BCDL=5.Opsf; h=25fti Cat. 11; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C
Exterior(2) zone; cantilever left and right exposed
end vertical left exposed;C-C for members and
forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water
ponding.
4) This truss has been designed for a 10.0 psf
bottom chord live load nonconcurrent with any
other live loads.
5) ` This truss has been designed for a live load
of 20.Opsf on the bottom chord in all areas where
a rectangle 3-6-0 tall by 2-0-0 wide will fit between
the bottom chord and any other members.
6) Provide mechanical connection (by others) of
truss to bearing plate capable of withstanding 357
lb uplift at joint 2 and 357 lb uplift at joint 8.
LOAD CASE(S)
Standard
Dead Load Dell. = 3/8 in
3x6 11
PLATES GRIP
MT20 244/190
Weight: 133 lb FT = 10%
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9
11-01 8 _ 3- 0-8 - - 8-0-0 - -- - - -321 0- -
70 08 N-0- Dead
Load Defl. = 3/16 in 5x6
tt 5x6
11 13
11 4x6
II 3x4 ==
4x6 -
3x4 --
4x6 I I 11-
0-0 19-0-0 30-0-0 11-
0-0 + __..-.... - 8-0-0 - t _ -
11-
0-0 LOADING (
psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL
20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) 0.58 13-16 622 360 TCDL
10.0 Lumber DOL 1.25 BC 0.59 Vert(CT) 0.77 13-16 465 240 BCLL
0.0 Rep Stress Incr YES WB 0.19 Horz(CT) 0.09 9 n/a n/a BCDL
10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.36 13-16 995 240 LUMBER -
TOP
CHORD 2x4 SP No.2 `Except` T2:
2x4 SP M 30 BOT
CHORD 2x4 SP M 30 WEBS
2x4 SP No.3 SLIDER
Left
2x4 SP N0.3 1-6-0. Right
2x4 SP No.3 1-6-0 BRACING -
TOP
CHORD Structural
wood sheathing directly applied or 2-7-15 oc
purlins. BOT
CHORD Rigid
ceiling directly applied or 6-5-9 oc bracing. MiTek
recommends that Stabilizers and required
cross bracing be installed during truss erection,
in accordance with Stabilizer Installation
guide_ REACTIONS. (
Ib/size) 2 =
1260/0-3-8 (min. 0-1-8) 9 =
1260/0-3-8 (min. 0-1-8) Max
Horz 2 =
89(LC 12) Max
Uplift 2 =
339(LC 12) 9 =
339(LC 13) Max
Grav 2 =
1260(LC 1) 9 =
1260(LC 1) FORCES. (
lb) Max.
Comp./Max. Ten. - All forces 250 (lb) or less except
when shown. TOP
CHORD 2-
3=-1169/55, 3-4=-2186/1561, 4-
5=-1968/1385,5-6=-1800/1341, 6-
7=-1968/1385, 7-8=-2186/1561, 8-
9=-1169/55 BOT
CHORD 2-
13=-1261/1953, 12-13=-961/1800, 11-
12=-961/1800, 9-11=-1266/1953 WEBS
4-
13=-362/394, 5-13=-152/438, 6-
1 1=-152/438,7-11=-362/394 NOTES-
1)
Unbalanced roof live loads have been considered 2)
Wind: ASCE 7-10; Vult=150mph (3-second gust)
Vasd=116mph; TCDL=5.Opsf; BCDL=
S.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=
0.18; MWFRS (envelope) and C-C Exterior(
2) zone; cantilever left and right exposed end
vertical left exposed;C-C for members and forces &
MWFRS for reactions shown; Lumber DOL=
1.60 plate grip DOL=1.60 3)
Provide adequate drainage to prevent water ponding.
4)
This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other
live loads. 5) '
This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members, with BCDL =
10.Opsf. 6)
Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 339 lb
uplift at joint 2 and 339 lb uplift at joint 9. LOAD
CASE(S) Standard
PLATES
GRIP MT20
244/190 Weight:
129 lb FT = 10% ZExaxgelene
ilass{
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WRCSUCE A04 Hip 2 1
Job Reference (optional)
A0193420
A7 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com _-_--- - Run: 8.120 s Nov 12 2017 Print 8.120 s Nov 12 2017 MiTek Industnes, Inc Tue May 1 ___ 11 12 37 2018 Page
ID.?sOQvllzBGko2hFpRYibzzzOpep vp7vf?e?OnFatIBuT15PFvZfYgJLZmlXbci68ezKv
1 0 6 5 13 13-0-0 23-6-3 30 0-0 1-p- 17-0-0
1-0- 6-5-13 6 6-3 4-0-0 6-6-3 6-5-13 0-
i
4x6 II
10-6-8
4x6 ll
4x6 1/
3x4 =- 4x6 _- 3x4
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d
TCLL 20.0 Plate Grip DOL 1,25 TC 1.00 Vert(LL) 0.45 11-20 799 360
TCDL 10.0 Lumber DOL 1.25 BC O.97 Vert(CT) 0.60 11-13 596 240
BCLL 0.0 Rep Stress Incr YES WS 0.25 Horz(CT) 0.10 9 n/a n/a
BCDL 10.0 i Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.31 13 999 240
LUMBER -
TOP CHORD 2x4 SP No.2
SOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
SLIDER
Left 2x4 SP No.3 1-6-0,
Right 2x4 SP No.3 1-6-0
BRACING -
TOP CHORD
Structural wood sheathing directly applied.
BOT CHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
MiTek recommends that Stabilizers and
required cross bracing be installed during truss
erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size)
2 - 1260/0-3-8 (min.0-1-8)
9 = 1260/0-3-8 (min.0-1-8)
Max Horz
2 = 104(LC 16)
Max Uplift
2 = 358(LC 12)
9 = 358(LC 13)
Max Grav
2 = 1260(LC 1)
9 - 1260(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less
except when shown.
TOP CHORD
2-3=-1078/170, 34=-2249/1650,
4-5=-1926/1395, 5-6=-1532/1289,
6-7=-1926/1395, 7-8=-2249/1649,
8-9=-1078/170
BOT CHORD
2-13=-1359/2017, 13-22=-845/1532,
12-22=-845/1532, 12-23=-845/1532,
11-23=-845/1532, 9-11=-1365/2017
WEBS
4-13=-465/531, 5-13=-223/498,
7-11=-465/531, 6-11=-222/498
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=150mph (3-second
gust) Vasd=116mph; TCDL=5.Opsf;
BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl.,
GCpi=O.18; MWFRS (envelope) and C-C
Exterior(2) zone; cantilever left and right exposed
end vertical left exposed;C-C for members and
forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water
ponding.
4) This truss has been designed for a 10.0 psf
bottom chord live load nonconcurrent with any
other live loads.
5) . This truss has been designed for a live load
of 20.Opsf on the bottom chord in all areas where
a rectangle 3-6-0 tall by 2-0-0 wide will fit between
the bottom chord and any other members, with
BCDL = 10.Opsf.
6) Provide mechanical connection (by others) of
truss to bearing plate capable of withstanding 358
lb uplift at joint 2 and 358 lb uplift at joint 9.
LOAD CASE(S)
Standard
Dead Load Defl. = 3/16 in
Weight: 133 lb FT = 10%
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11
4x6 II
8-0-0 7 - - 2- _
70 5 _ _ 1-0
6.00 (12
4x6 '7,
Dead load Deft. = 1!4 in
3x4 =- 4x6 --- 3x4 =- 4x6 II
to
6d
f- 10-0-15 19-11-1
f
30 0 0
I
10-0-15--- s 1a z 10-0-15--
Plate Offsets (,Y) 2 Edge,O 0 Oj,-j1Q Edge,0-0-0] _-
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1,25 TC 0.80 Vert(LL) 0.43 12-14 841 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.98 Vert(CT) 0.68 12-14 533 240
BCLL 0.0 Rep Stress Incr YES WB 0.62 Horz(CT) 0.08 10 n/a n/a
BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.18 12-14 999 240 Weight: 137 lb FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
SLIDER
Left 2x4 SP No.3 1-6-0,
Right 2x4 SP No.3 1-6-0
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-2-0
oc purlins.
BOT CHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
MiTek recommends that Stabilizers and
required cross bracing be installed during truss
erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size)
2 = 1260/0-3-8 (min.0-1-8)
10 - 1260/0-3-8 (min.0-1-8)
Max Horz
2 = 118(LC 12)
Max Uplift
2 = 374(LC 12)
10 = 374(LC 13)
Max Grav
2 = 1260(LC 1)
10 = 1260(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less
except when shown.
TOP CHORD
2-3=-944/109, 3-4=-2207/1601,
4-5=-1996/1528, 5-6=-1909/1552,
6-7=-1909/1552, 7-8=-1996/1528,
8-9=-2207/1601,9-10=-944/109
BOTCHORD
2-14=-1 295/1966, 14-23=-737/1363,
13-23=-737/1363, 13-24=-737/1363,
12-24=-737/1363, 10-12=-1299/1966
WEBS
6-12=-471/701, 8-12=-425/553,
6-14=471 /701. 4-14=-425/554
NOTES-
1) Unbalanced roof live loads have been considered
2) Wind: ASCE 7-10; Vult=150mph (3-second
gust) Vasd=116mph; TCDL=5.Opsf;
BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C
Exterior(2) zone; cantilever left and right exposed
end vertical left exposed;C-C for members and
forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) This truss has been designed for a 10.0 psf
bottom chord live load nonconcurrent with any
other live loads.
4) ` This truss has been designed for a live load
of 20.Opsf on the bottom chord in all areas where
a rectangle 3-6-0 tall by 2-0-0 wide will fit between
the bottom chord and any other members, with
BCDL = 10.Opsf.
5) Provide mechanical connection (by others) of
truss to bearing plate capable of withstanding 374
lb uplift at joint 2 and 374 lb uplift at joint 10.
LOAD CASE(S)
Standard
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4x6 II
6x8 -
3x6 ---
6 4x4
3x4 :c
3x8 == 5x6 We
Dead Load Defl. = 7116 in
4x4
14
0
30
6
3x8 - 4x6 h
30-0-0
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d
TCLL 20.0 Plate Grip DOL 1.25 TIC 0.79 Vert(LL) 0.35 14-16 999 360
TCDL 10.0 Lumber DOL 1.25 BC 0.70 Vert(CT) 0.79 14-16 454 240
BCLL 0.0 Rep Stress Incr YES WB 0.46 Horz(CT) 0.08 12 n/a n/a
BCDL 10.0 Code FBC2017ffP12014 Matrix -MS Wind(LL) 0.21 14-16 999 240
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP M 30
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
SLIDER
Left 2x4 SP No.3 1-6-0,
Right 2x4 SP No.3 1-6-0
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-2-0
oc purlins.
BOT CHORD
Rigid ceiling directly applied or 6-2-9 oc bracing.
MiTek r eco m- mends that Stabilizers and
required cross bracing be installed during truss
erection, in accordance with Stabilizer
Installation guide. _
REACTIONS. (lb/size)
2 = 1260/0-3-8 (min. 0-1-8)
12 = 1260/0-3-8 (min.0-1-8)
Max Horz
2 = 86(LC 13)
Max Uplift
2 = 336(LC 12)
12 - 413(LC 13)
Max Grav
2 - 1260(LC 1)
12 = 1260(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ih) or less
except when shown.
TOP CHORD
2-3=-730/249, 3-4=-2248/1576,
4-5=-2086/1470, 5-7=-1723/1251,
7-8=-1904/1404, 8-9=-1897/1384,
9-1 0=-2056/144 1, 10-11=-2244/1560,
11-12=-726/240
BOT CHORD
2-16=-1290/2006, 15-16=-1367/2180,
14-15=-1367/2180, 12-14=-1281/2000
WEBS
4-16=-187/257, 5-16=-249/471,
8-16=A62/344, 8-14=-346/369,
9-14=-290/509,10-14=-174/296
2) Wind: ASCE 7-10; Vult=150mph (3-second
gust) Vasd=116mph; TCDL=S.Opsf;
BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C
Exterior(2) zone; cantilever left and right exposed
end vertical left exposed;C-C for members and
forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water
ponding.
4) This truss has been designed for a 10.0 psf
bottom chord live load nonconcurrent with any
other live loads.
5) ` This truss has been designed for a live load
of 20.Opsf on the bottom chord in all areas where
a rectangle 3-6-0 tall by 2-0-0 wide will fit between
the bottom chord and any other members.
6) Provide mechanical connection (by others) of
truss to bearing plate capable of withstanding 336
lb uplift at joint 2 and 413 lb uplift at joint 12.
7) Graphical purlin representation does not depict
the size or the orientation of the purlin along the
top and/or bottom chord.
LOAD CASE(S)
Standard
PLATES GRIP
MT20 244/190
Weight: 150 lb FT = 10%
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PtefCe, Ft. 349d6 w
oprribht
0 2016 A I boot loses Amhenp i. Combo tll, P.E. Rtptoduf ioe of Ibis domment"n mep lmm, n Ptob}bind ailhoui the aribeo Fammion hom A ROO Iww Antbonr t.lanbo III, P_I.
4x4 == Dead Load Defl. = 5/16 in
14 12 11
4x8 =_ 5x10 MT20HS= 3x8 = 6x6 --= 5x10 -`
5x6 =
10-8-0 ---_— 18-6-4
I—
23 0-0 30 0 0
10-$-0 7 10 4
Plate Offsets (X 7 0-4-0,0 2 2], j9 0 0 0,0-1-6j, [11:0 3 0,0 4-4j
LOADING(pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 20-0 Plate Grip DOL 1,25 TC 0.97 Vert(LL) 0.31 11-12 999 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 1.00 Vert(CT) 0.61 11-12 592 240 MT20HS 187/143
BCLL 0.0 Rep Stress Incr NO WS 0.86 Horz(CT) 0.12 9 n/a n/a
BCDL 10.0 Code FBC2017lt-PI2014 Matrix -MS Wind(LL) 0.35 11-12 999 240 Weight: 172 lb FT = 10%
LUMBER -
TOP CHORD 2x4 SP No-2 "Except'
T4: 2x4 SP 240OF 2.0E
BOT CHORD 2x6 SP No.2 `Except"
132: 2x6 SP 240OF 2.0E
WEBS 2x4 SP No.3
WEDGE
Left: 2x4 SP No.3,
Right: 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied.
BOT CHORD
Rigid ceiling directly applied or 5-9-5 oc bracing.
WEBS
1 Row at midpt 5-14
Wfe- recommends that Stabilizers and
required cross bracing be installed during truss
erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size)
2 - 182810-3-8 (min. 0-2-3)
9 = 2771/0-3-8 (min. 0-2-5)
Max Horz
2 = 86(LC 8)
Max Uplift
2 = 540(LC 8)
9 = 929(LC 9)
Max Grav
2 - 1828(LC 1)
9 = 2771(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less
except when shown.
TOP CHORD
2-3=-3626/1083, 3-4=-3324/1033,
4-5=-3308/1021, 5-6=-6026/2023,
6-7=-6026/2023, 7-8=-5794/1941,
8-9=-5797/1965
BOT CHORD
2-14=-974/3266, 13-14=-1590/5317,
12-13=-1590/5317,12-21=-1684/5400
11-21=-1684/5400,9-11=-1721/5230
WEBS
3-14=-316/299, 4-14=-662/2256,
5-14=-3048/1123,5-12=-453/1014,
LIl:141
1) Unbalanced roof live loads have been
considered for this design.
2) Wind: ASCE 7-10; Vult=150mph (3-second
gust) Vasd=116mph; TCDL=5.Opsf;
BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope); cantilever left
and right exposed ; end vertical left exposed;
Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water
ponding.
4) All plates are MT20 plates unless otherwise
indicated.
5) This truss has been designed for a 10.0 psf
bottom chord live load nonconcurrent with any
other live loads.
6) ' This truss has been designed for a live load
of 20.Opsf on the bottom chord in all areas where
a rectangle 3-6-0 tall by 2-0-0 wide will fit between
the bottom chord and any other members.
7) Provide mechanical connection (by others) of
truss to bearing plate capable of withstanding 540
lb uplift at joint 2 and 929 lb uplift at joint 9.
8) Hanger(s) or other connection device(s) shall
be provided sufficient to support concentrated
load(s) 290 lb down and 238 lb up at 23-0-0 on
top chord, and 1522 lb down and 540 lb up at
21-4-12, and 365 lb down and 82 lb up at 22-114
on bottom chord. The design/selection of such
connection device(s) is the responsibility of
others.
9) In the LOAD CASE(S) section, loads applied to
the face of the truss are noted as front (F) or back
B).
LOAD CASE(S)
Standard
1) Dead + Roof Live (balanced): Lumber
Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-4=-60, 4-5=-60, 5-7=-60, 7-10=-60,
15-18=-20
Concentrated Loads (lb)
Vert: 7=-193(B) 11=-365(B) 21=-1522(8)
EFauq-
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sr,LUCIL Blvd.
roa n e.ce, FL 34 45
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4x4 =
11
Dead Load Deft. = 3/16 in
0
o
3x6 11 5x6 == 3x6 11
I 10-8-0 21-4-0
10-8-0 f _
10-8-0
Plate Offsets (X,Y)__ [2 0-3-0,0 0 4j j8 0 3 11,0-0 4jx [10.0 4-0,0 3-0j
LOADING (psf) SPACING- 2-0-0 CSI. 1 DEFL. in (loc) Itdeft Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) 0.17 10-17 999 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.98 Vert(CT) 0.35 10-17 726 240
BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(CT) 0.03 8 n/a n/a
BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.06 10 999 240 Weight: 96 lb FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
SLIDER
Left 2x4 SP No-3 1-6-0,
Right 2x4 SP No.3 1-6-0
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 4-7-11
oc purlins.
BOT CHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
Welk recommends that Stabilizers and
required cross bracing be installed during truss
erection, in accordance with Stabilizer
Installation guide._
REACTIONS. (lb/size)
2 = 913/0-3-8 (min. 0-1-8)
8 = 913/0-3-8 (min. 0-1-8)
Max Hoe
2 - 86(LC 16)
Max Uplift
2 - 274(LC 12)
8 = 274(LC 13)
Max Grav
2 = 913(LC 1)
8 - 913(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less
except when shown.
TOP CHORD
2-3=-923/55, 3-4=-1433/1075,
4-5=-1127/850, 5-6=-1127/850,
6-7=-1433/1075, 7-8=-923/55
BOT CHORD
2-10=-832/1271, 8-10=-837/1271
WEBS
5-10=-394/604, 6-10=-370/444,
4-10=-370/444
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=150mph (3-second
gust) Vasd=116mph; TCDL=5.Opsf;
BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C
Exterior(2) zone; cantilever left and right exposed
end vertical left exposed;C-C for members and
forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) This truss has been designed for a 10.0 psf
bottom chord live load nonconcurrent with any
other live loads.
4) ` This truss has been designed for a live load
of 20.Opsf on the bottom chord in all areas where
a rectangle 3-6-0 tall by 2-0-0 wide will fit between
the bottom chord and any other members.
5) Provide mechanical connection (by others) of
truss to bearing plate capable of withstanding 274
lb uplift at joint 2 and 274 lb uplift at joint 8.
LOAD CASE(S)
Standard
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WRCSUCE I B03E I Common Supported Gable
A01
ort Pierce, FL 34946, design(o)at truss. com Kun: 8.1 ZO s NOV 1Z X01 / Print: U.1ZU s NOV U ZU1 r Nil 1 eK mduStnes, Inc. l ue may 1 11'12
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21 4_0_ 4- 10 a 010-
8-0 1-0-0 3x4
24
23 LOADING (
psf) SPACING- 2-" TCLL
20.0 Plate Grip DOL 1.25 TCDL
10.0 Lumber DOL 1.25 BCLL
0.0 ' Rep Stress Incr YES BCDL
10.0 Code FBC2017lTP12014 LUMBER -
TOP
CHORD 2x4 SP No.2 SOT
CHORD 2x4 SP No.2 OTHERS
2x4 SP No.3 SLIDER
Left
2x4 SP No.3 1-6-7, Right
2x4 SP No.3 1-6-7 BRACING -
TOP
CHORD Structural
wood sheathing directly applied or 6-0-0 oc
purtins. BOT
CHORD Rigid
ceiling directly applied or 10-0-0 oc bracing. REACTIONS.
All bearings 21-4-0. lb) -
Max Horz 2= -
86(LC 13) Max
Uplift All
uplift 100 lb or less at joint(s) 2,
21, 22, 23, 19, 18, 17, 14 except 24=-
11O(LC 12), 16=-104(LC 13) Max
Grav All
reactions 250 lb or less at joint(
s) 2, 20, 21, 22, 23, 24, 19, 18,
17, 16, 14 FORCES. (
lb) Max.
Comp./Max. Ten. - All forces 250 (lb) or less except
when shown. TOP
CHORD 7-
8=-115/271, 8-9=-115/271 NOTES-
1)
Unbalanced roof live loads have been considered for
this design. 2)
Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=
116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS envelope)
and C-C Exterior(2) zone; cantilever left and
right exposed ; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60 3)
Truss designed for wind loads in the plane of the truss
only. For studs exposed to wind (normal to the
face), see Standard Industry Gable End Details as
applicable, or consult qualified building designer as
per ANSI/TPI 1, 4)
All plates are 1.5x4 MT20 unless otherwise 4x4 =
14
15 10
a22
21 20 19 18 17 16 3x4
5x6 =_
CSI.
DEFL. in loc) I/dell L/d TC
0.08 Vert(LL) 0.00 14 n/r 90 BC
0.05 Vert(CT) 0.00 14 n/r 80 WB
0,06 Horz(CT) 0.00 14 n/a n/a Matrix-
S 7)
This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other
live loads. 8) *
This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members. 9)
Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb
uplift at joint(s) 2, 21, 22, 23, 19, 18, 17, 14 except (
jt=lb) 24=110, 16=104. 10)
Beveled plate or shim required to provide full bearing
surface with truss chord at joint(s) 2. LOAD
CASE(S) Standard
PLATES
GRIP MT20
244/190 Weight:
110 Ib FT = 10% indicatPrl
Y".
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i
4x4
3x6 11 5x8 --
Dead Load Defl. = 3/16 in
3x4
7
8
1 Id
3x6 II
7 U-ui-U 21-4-0
1080 108-0
Plate Offsets {X Y)-- [2 0-3-11 0 0 4jLj8.0-3-0,0-4 4] [9.0-4 Oz0-3-0]
LOADING (psf) SPACING- 2-M CSI. DEFL in loc) I/dell L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 1 Vert(LL) 0.17 9-12 999 360 MT20 244/190
TCDL 10.0 Lumber DOL 1_25 BC 0.98 Vert(CT) 0.36 9-12 720 240
BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(CT) 0.03 8 n/a n/a
BCDL 10.0 Code FBC2017/TP12014 Matrix -MS I Wind(LL) 0,07 9-12 999 240 Weight: 94 lb FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
SLIDER
Left 2x4 SP No.3 1-6-0,
Right 2x4 SP No.3 1-6-0
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 4-7A
oc puriins.
BOT CHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
MTek recommends that Stabilizers and
required cross bracing be installed during truss
erection, in accordance with Stabilizer
Installation guide_
REACTIONS. (lb/size)
8 = 852/Mechanical
2 = 915/0-3-8 (min. 0-1-8)
Max Horz
2 = 95(LC 12)
Max Uplift
8 - 245(LC 13)
2 = 274(LC 12)
Max Grav
8 - 852(LC 1)
2 = 915(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less
except when shown.
TOP CHORD
2-3=-923/52, 34=-1436/1081,
4-5=-1130/856, 5-6=-1131/857.
6-7=-1440/1084, 7-8=-954/104
BOT CHORD
2-9=-869/1274,8-9=-874/1280
WEBS
5-9=-401 /606, 6-9=-376/449,
4-9=-369/443
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=150mph (3-second
gust) Vasd=116mph; TCDL=5.Opsf;
BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C
Exterior(2) zone; cantilever left and right exposed
end vertical left exposed;C-C for members and
forces &e MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) This truss has been designed for a 10.0 psf
bottom chord live load nonconcurrent with any
other live loads.
4) " This truss has been designed for a live load
of 20.Opsf on the bottom chord in all areas where
a rectangle 3-6-0 tall by 2-0-0 wide will fit between
the bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of
truss to bearing plate capable of withstanding 100
lb uplift at joint(s) except (jt=lb) 8=245, 2=274.
LOAD CASE(S)
Standard
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t
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1 0-0 0-11-11
1-0-0
1.5x4 =-
0-11-11
LOADING psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft L/d
TCLL 20.0 Plate Grip DOL 1.25 TC 0.17 Vert(LL) 0.00 5 999 360
TCDL 10.0 Lumber DOL 1.25 BC 0.02 Vert(CT) 0.00 5 999 240
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a
BCDL 10.0 Code FBC2017ITP12014 Matrix -MR Wind(LL) 0.00 5 999 240
LUMBER -
TOP CHORD 2x4 SP N0.2
BOT CHORD 2x4 SP N0.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 0-11-11
oc purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and
required cross bracing be installed during truss
erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size)
3 = 10/Mechanical
4 = 5/Mechanical
5 = 150/0-3-8 (min. 0-1-8)
Max Horz
5 = 37(LC 9)
Max Uplift
3 = 10(LC 1)
4 = 5(LC 1)
5 — 88(LC 8)
Max Grav
3 = 12(LC 8)
4 = 11(LC 3)
5 = 150(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less
except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=150mph (3-second gust)
Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS
envelope) and C-C Exterior(2) zone; cantilever left
and right exposed ; end vertical left exposed;C-C for
members and forces & MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf
bottom chord live load nonconcurrent with any other
live loads.
3) . This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will 6t between the
bottom chord and any other members
6) Provide mechanical connection (by others) of
truss to bearing plate capable of withstanding 100
lb uplift at joint(s) 3, 4, 5.
LOAD CASE(S)
Standard
PLATES GRIP
MT20 244/190
Weight: 5 lb FT = 10%
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nprohlb'atdvdthoutthe vdttenpe+suvonhootAIRoof lrtttts-AnhonyLlambolli,F.E-
WRCSUCE Comer Jack
1 truss.com Inc.
A0193428
1-0-0 0-11-11
1-0-0 0-11-11
2x4 --_
0-11-11
0
LOADING psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deb L/d
TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) 0,00 5 999 360
TCDL 10.0 Lumber DOL 1.25 BC 0.01 Vert(CT) 0.00 5 999 180
BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a
BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Wind(LL) 0.00 5 999 240
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING- LOAD CASE(S)
TOP CHORD Standard
Structural wood sheathing directly applied or 0-11-11
oc purlins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and
required cross bracing be installed during truss
erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size)
3 = 8/Mechanical
2 = 130/0-8-0 (min, 0-1-8)
4 = 1/Mechanical
Max Horz
2 = 35(LC 8)
Max Uplift
3 - 4(LC 12)
2 = 71(LC 8)
4 = 1(LC 1)
Max Grav
3 = 8(LC 22)
2 - 130(LC 1)
4 = 13(LC 8)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less
except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=150mph (3-second gust)
Vasd=116mph; TCDL=S.Opsf; BCDL=S.Opsf; h=15ft;
Cat. II; Exp C; Encf, GCpi=0.18; MWFRS
envelope) and C-C Exterior(2) zone; cantilever left
and right exposed; end vertical left exposed; porch
left exposed;C-C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60
plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf
bottom chord live load nonconcurrent with any other
live loads.
3) ' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
1i KZCCv
PLATES GRIP
MT20 244/190
Weight: 5 lb FT = 10%
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pprAnthonyTwxdst>rsa.xswa
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f -- -.-.. _.
1.5
1-0-0 t-5-11
2x4 --
1-5-11
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft L/d
TCLL 20.0 Plate Grip DOL t25 TC 0.08 Vert(LL) 0.00 7 999 360
TCDL 10.0 Lumber DOL 1.25 BC 0.02 Vert(CT) 0.00 7 999 240
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a
BCDL 10.0 Code FBC2017ITP12014 Matrix -MP Wind(LL) 0.00 7 999 240
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING- LOAD CASE(S)
TOP CHORD Standard
Structural wood sheathing directly applied or 1-5-11
oc purlins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and
required cross bracing be installed during truss
erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size)
3 = 25/Mechanical
4 = 13/Mechanical
2 - 139/0-3-0 (min. 0-1-8)
Max Horz
2 = 43(LC 8)
Max Uplift
3 = 15(LC 9)
4 = 13(LC 9)
2 - 109(LC 8)
Max Grav
3 = 25(LC 1)
4 = 21(LC 3)
2 = 139(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less
except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=150mph (3-second gust)
Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS
envelope) and C-C Exterior(2) zone; cantilever left
and right exposed ; end vertical left exposed; porch
left exposed;C-C for members and forces 8
MWFRS for reactions shown; Lumber DOL=1.60
plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf
bottom chord live load nonconcurrent with any other
live loads.
3) ` This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members
PLATES GRIP
MT20 244/190
Weight: 6 lb FT = 10%
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LZE
1.5x4 _.
1 2 11-11
2-11-11
LOADING psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft L/d
TCLL 20.0 Plate Grip DOL 115 TC 0.22 Vert(LL) -0.00 4-5 999 360
TCDL 10.0 Lumber DOL 1.25 BC 0.11 Vert(CT) -0.01 4-5 999 240
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a
BCDL 10.0 Code FBC2017/TP12014 Matrix -MR Wind(LL) 0.00 4-5 999 240
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-11-11
oc pudins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and
required cross bracing be installed during truss
erection, in accordance with Stabilizer
Installation guide,. -
REACTIONS. (lb/size)
3 = 69/Mechanical
4 = 28/Mechanical
5 = 194/0-3-8 (min. 0-1-8)
Max Horz
5 = 69(LC 12)
Max Uplift
3 = 57(LC 12)
5 = 72(LC 8)
Max Grav
3 = 69(LC 1)
4 = 51(LC 3)
5 = 194(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. All forces 250 (lb) or less
except when shown.
TOP CHORD
2-5=-166/258
NOTES-
1) Wind: ASCE 7-10; Vult=150mph (3-second gust)
Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft;
Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS
envelope) and C-C Exterior(2) zone; cantilever left
and right exposed ; end vertical left exposed;C-C for
members and forces & MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf
bottom chord live load nonconcurrent with any other
live loads.
3) ` This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
5) Bearing at joint(s) 5 considers parallel to grain
value using ANSUTPI 1 angle to grain formula.
Building designer should verify capacity of bearing
surface.
6) Provide mechanical connection (by others) of
truss to bearing plate capable of withstanding 100
lb uplift at joint(s) 3, 5.
LOAD CASE(S)
Standard
PLATES GRIP
MT20 244/190
Weight: 11 lb FT = 10%
f
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1-M 2 11-11 _
i 1 0 0
i 2-11-11
N
cUeV
2x4 ---
2 11-11
2 11-11
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) 0.01 4-7 999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1,25 BC 0.14 Vert(CT) -0.01 4-7 999 240
BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -000 3 n/a n/a
BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 11 lb FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING- LOAD CASE(S)
TOP CHORD Standard
Structural wood sheathing directly applied or 2-11-11
oc purlins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MITek recommends that Stabilizers and
required cross bracing be installed during truss
erection, in accordance with Stabilizer
Installation guide: _
REACTIONS. (lb/size)
3 = 70/Mechanical
2 = 187/0-8-0 (min, 0-1-8)
4 - 36/Mechanical
Max Horz
2 = 67(LC 12)
Max Uplift
3 = 42(LC 12)
2 = 103(LC 8)
4 = 30(LC 9)
Max Grav
3 = 70(LC 1)
2 = 187(LC 1)
4 - 51(LC 3)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less
except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=150mph (3-second gust)
Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS
envelope) and C-C Exterior(2) zone; cantilever left
and right exposed ; end vertical left exposed; porch
left exposed;C-C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60
plate grip DOL=1.60
2) This truss has been designed for a 10,0 psf
bottom chord live load nonconcurrent with any other
live loads.
3) e This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
EIFeWltkese
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nx Fn rneesga wt An cxw. ud.:,r xear.INWNrm's oAw"+esaak won(." .1d WA.110 ee€*1-. f.4- 4451 St. Lucie Blvd,
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Comer Jack
attruss.com
1-0-0
t}.12Q s Nov 12 W011 Nr
ID:gYaJJk63pYYs8AH
A0193432
2x4 -=
0-3-8 3-5-11
0 3 8 3-2-3 i
Plate Offsets (X,Y)-- 2.0-0-2Edgel
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deb L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) 0.02 4-7 999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1,25 BC 0.20 Vert(CT) 0.01 4-7 999 240
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a
BCDL 10.0 Code FBC2017/TP12014 Matrix -MP I Weight: 12 lb FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 3-5-11
oc purlins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and
required cross bracing be installed during truss
erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size)
3 - 83/Mechanical
4 = 44/Mechanical
2 - 205/0-3-0 (min. 0-1-8)
Max Horz
2 = 71(LC 8)
Max Uplift
3 - 54(LC 8)
4 - 36(LC 8)
2 = 145(LC 8)
Max Grav
3 = 83(LC 1)
4 - 60(LC 3)
2 - 205(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less
except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=150mph (3-second gust)
Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft;
Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS
envelope) and C-C Exterior(2) zone; cantilever left
and right exposed ; end vertical left exposed; porch
left exposed;C-C for members and forces 8t
MWFRS for reactions shown; Lumber DOL=1.60
plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf
bottom chord live load nonconcurrent with any other
live loads.
3) ` This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
5) Provide mechanical connection (by others) of
truss to bearing plate capable of withstanding 100
lb uplift at joint(s) 3, 4 except (jt=lb) 2=145.
LOAD CASE(S)
Standard
Wrgi1-Ante nkaryNT r•!• ne'A 11JC R ,S:S "4Fita i eihftk I[fYS l (2AG71`c4±1111Dk p1 t , A(C1C'i;i9MEA Mtn, trey ksiM ryaeatts rd red adrs a pit imst 3lS y.a5v4ny1[t1ndn. Aalw. 1. Ismk Rill edneak AnG k%arexe Udau dlxwn naHa ae IOh.asr kUlt
lw4'R IWr'M EcluelN dafxtHMrdH.k<.c'nr Nttm(lpxa'e Sae uMfryxam; Wt sad kl ar l90 n{rr:entwruaaadtfetrtFmSinefegvu ng txttnt lil h'Ihktyx 5f rot xupet s ap:nMxM'Ofr»IlMdlps.l. '.kks:pkt5rnplr lap A.aatw5. tm Anthony T. Tombo ill, PE, adedaaenMa.IwINq i5Nn5rynd M!ksko,m.h:e«m5l,+bn.nyea a•ikNo,ghnyn aN-00MKMV,NikW.o W4.o'.4 mi IRI"itor""dM;"nemOde dire'.". .,k" le*'j ss•pe ApaN mek, a k!.kfrt:aGa99n d aS0083 tqWswxgaft,ax aH(PRIWtk3{N:YSu`a.kali(41 Welk ttalel: me rRkhnt l(Ik aaaAi Gbryum tmerX'RNNt t(R Md4k9 ar t11 n(41(A N?id#4MK16 tFnIKellktR.lp'iAlfk3 fiM1pat4d@eSM.baa!SY#±k1.YSt Pntp0l t.'Aft4e!epntt Sfeltl411AaMM MH.MnSt Muvrn
ltHlq k7aa Cea yrae uxal+mp ip dl Mnet icrdM.lMl lnsz °rvx Eapxer?, efi ea!iy$et}aa,u[ .t Srnx igmeexna ratfcy titNxeas H<m let+datlFl. 445, St. Lucie Blvd. Fort
Pierce, FL 34946 epyri9N
01QI6 A teat hussar-Aathoay 1, tamha tll, P.[- Rapiodnoioe a[ Ibis iommam, in any lam, is prohihded Srithaor Mr wiittea pamiuiaa ham A- I paaf iretut Who", 1, lamha III, F_[-
1-0-0 4-11-11
E
4-11-11
4-11-11
Plate Offsets jX Y) - j2:0-1_ 12 0 0 121t j2 0 2-8,0-2-2j [5:0-0 0 0 1 121 LOADING(
psf) SPACING- 2-0-0 CSI. DEFL, in loc) Well Ud PLATES GRIP TCLL
20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) -0.02 4-5 999 360 MT20 244/190 TCDL
10.0 Lumber DOL 1.25 BC 0.25 Vert(CT) -0.05 4-5 999 240 BCLL
0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.02 4 n/a n/a BCDL
10.0 Code FBC2017/TP12014 Matrix -MR Wind(LL) 0.03 4-5 999 240 Weight: 17 lb FT = 10% LUMBER -
TOP
CHORD 2x4 SP No.2 BOT
CHORD 2x4 SP No.2 WEBS
2x4 SP No.3 BRACING -
TOP
CHORD Structural
wood sheathing directly applied or 4-11-11 oc
purlins, except end verticals. BOT
CHORD Rigid
ceiling directly applied or 10-0-0 oc bracing. M
Me R recommends 11
that
11
Stabilizers
and required
cross bracing be installed during truss erection,
in accordance with Stabilizer Installation
guide. REACTIONS. (
lb/size) 3 -
127/Mechanical 4 -
55/Mechanical 5 =
268/0-3-8 (min.0-1-8) Max
Horz 3 -
109(LC 12) Max
Uplift 3 =
48(LC 12) 5 =
130(LC 12) Max
Grav 3 =
127(LC 1) 4 -
89(LC 3) 5 =
268(LC 1) FORCES. (
lb) Max.
Comp./Max. Ten. - All forces 250 (lb) or less except
when shown. TOP
CHORD 2-
5=-242/456 NOTES-
1)
Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=
116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS envelope)
and C-C Exterior(2) zone; cantilever left and
right exposed ; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60 2)
This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads. 3) '
This truss has been designed for a live load of 20.
Opsf on the bottom chord in all areas where a 5)
Bearing at joint(s) 5 considers parallel to grain value
using ANSI/TPI 1 angle to grain formula. Building
designer should verity capacity of bearing surface.
6)
Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb
uplift at joint(s) 3 except Ot=lb) 5=130. LOAD
CASE(S) Standard
a'
aRxq Ras<larapN},e•weta t1A'tG.(ANiSr^4t:IkC'u AiNHl'. [flgS c(PAClFIGAfS [I<.1uq 1STT', tiAAGa,EQ`aMFN"'MR iergr kqp rwRngm aNlMaf:[ansie!s dnq+QlR+iy;iQPdwt Agbry 1. iewi>lk rf-tggMt 4M kmenf Qgn5g4a*isa ggdaMiQQ saa 4klti'
taa;Mf+t!tM!kt lkl pl ttt tQ6 i#krgd. ASR:1.sf BtnpfRpaH R,Sp lgl!fRpAttt; Ra udna.(DO tt CSantteNilMalltq!MpittSltgifygeR7t{tttkRRxdlfq#h'Nt k4 Aeylettq,+,.frf!t[p:nef taMlPD nI/+Nat?'-1. 1q kv tslt,ptrs.Ieaiat:fWlNt5. 4ratNllPr Anthony T. Toniho ill, P.E. W's'0*! in•kar Wilt is lie fe5pa00, 91tt 1..a. Kt O:+n', rt»•od tgege qR to" onje,, wtar MM 0f. fit Nit 4, of at u!q 4uwfdt td tR 1 74 stre- a nf!"'A w Munt q ow 9ttc. May*Arn's.gf gtMlgw Rd argp A* a f&n!pwcA4t!0 S &R083 Flq
4adq}Qtsyrm W4tmRffc. A!: 'ts+t?aa»rttlalRH to paMats mf.}a/fiwndne laiMq (MraoM SgeR twgaa p4r.pq,5M9rt(RMiHA as ltlgwlRttq pals patgcr IR-A atttt at rtpmntlaes Rwi t+vts tAgtes!QtupH, irn: Qesgo- lRpaa aA rns McMggfu-akx[ 4451 St. LueiQ Blvd. Fort
Pierce, FL 34946 eagauletgd4}o?Ral teed Rpewatmy kt d`latwt mgad.Itr!n4sGup(yaea!; AGt roe t>rlllt QeS(pq aLR.t S)sMa [arlrtm-tt0aq ulfafa#i atas qt N4 fefwdgfRJ. opyf
ithi 0 2016 A ttet tf ossts - Wholly 1, tombe tit, P.L tepfodwtioN of An dommtro, it *my tof m, is prohMed aithtauhe white. pHm9sioa taom A toof laesses - Anthoay t.lomho 111 P.l.
Dead Load DeB. = 3/16 in
1.5x4 II
3x6 II
402 _- 3x8 MT20HS1-- 402 ::_ 3x6 II
7-4
Offsets
1.5x4 11
15-1
LOADING (psf) SPACING- 210-0 CSI. DEFL. in loc) Well L/d
TCLL 20.0 Plate Grip DOL 5 TC 0.57 Vert(LL) 0.17 11 999 360
TCDL 10.0 Lumber DOL 1.25 BC 0.67 Vert(CT) 0.35 11-13 722 240
BCLL 0.0 ' Rep Stress Incr NO WB 0.65 Horz(CT) 0.05 9 n/a n/a
BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Wind(LL) 0.21 11 999 240
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP M 30
WEBS 2x4 SP No.3 `Except'
W2: 2x4 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 3-1-0
oc purtins, except end verticals.
BOTCHORD
Rigid ceiling directly applied or 6-4-14 oc bracing.
INTek recommends that Stabilizers and
required cross bracing be installed during truss
erection, in accordance with Stabilizer
Installation gwde,
REACTIONS. (lb/size)
14 = 1467/0-7-4 (min.0-1-12)
9 = 1465/0-7A (min. 0-1-12)
Max Horz
14 = 110(LC 4)
Max Uplift
14 = 562(LC 4)
9 561(LC 5)
Max Grav
14 = 1467(LC 1)
9 = 1465(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less
except when shown.
TOP CHORD
2-14=-1374/588, 2-15=-2764/968,
15-16=-2764/968, 3-16=-2764/968,
3-17=-2764/968, 17-18=-2764/968,
18-19=2764/968,4-19=-2764/968,
4-20=-2762/967, 20-21=-2762/967,
5-21=-2762/967, 5-6=-2762/967,
6-22=-2762/967, 22-23=-2762/967,
7-23=-2762/967, 7-9=-1372/587
BOT CHORD
13-26=-1317/3691, 26-27=-1317/3691,
12-27=-1317/3691, 12-28=-1317/3691,
11-28=-1317/3691, 11-29=-1317/3691,
29-30=-1317/3691, 30-31=-1317/3691,
10-31=-1317/3691
WEBS
2-13=-995/2885, 3-13=-492/346,
WEBS
2-13=-995/2885, 3-13=492/346,
4-13=-1001/371, 4-11=0/352,
4-10=-1003/371, 6-10=-491/345,
7-10=-995/2884
NOTES-
1) Wind: ASCE 7-10; Vult=150mph (3-second
gust) Vasd=116mph; TCDL=S.Opsf;
BCDL=S.Opsf; h=25ft; Cat. 11; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope); cantilever left
and right exposed ; end vertical left and right
exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water
ponding.
3) All plates are MT20 plates unless otherwise
indicated.
4) This truss has been designed for a 10.0 psf
bottom chord live load nonconcurrent with any
other live loads.
5) ' This truss has been designed for a live load
of 20.Opsf on the bottom chord in all areas where
a rectangle 3-6-0 tall by 2-0-0 wide will fit between
the bottom chord and any other members.
6) Provide mechanical connection (by others) of
truss to bearing plate capable of withstanding 100
lb uplift at joint(s) except Qt=lb) 14=562, 9=561.
7) Hanger(s) or other connection device(s) shall
be provided sufficient to support concentrated
load(s) 72 lb down and 81 lb up at 2-0-0, 72 lb
down and 81 lb up at 4-0-0, 72 lb down and 81 lb
up at 6-0-0, 72 lb down and 81 lb up at 8-0-0, 72
lb down and 81 lb up at 10-0-0, 72 lb down and
81 lb up at 11-2-8, 72 lb down and 81 lb up at
13-2-8, 72 lb down and 81 lb up at 15-2-8, and 72
lb down and 81 lb up at 17-2-8, and 72 lb down
and 81 lb up at 19-2-8 on top chord, and 50 lb
down at 2-0-0, 50 lb down at 4-0-0, 50 lb down at
6-0-0, 50 lb down at 8-0-0. 50 lb down at 10-0-0,
50 Ib down at 11-2-8, 501b down at 13-2-8, 50 Ib
down at 15-2-8, and 50 Ib down at 17-2-8, and
50 1b down at 19-2-8 on bottom chord. The
design/selection of such connection device(s) is
the responsibility of others.
8) In the LOAD CASE(S) section, loads applied to
the face of the truss are noted as front (F) or back
PLATES GRIP
MT20 244/190
MT20HS 187/143
Weight: 111 Ib FT = 10%
Standard
1) Dead + Roof Live (balanced): Lumber
Increase=1.25, Plate Increase=1.25
Uniform Loads (pif)
Vert: 1-2=-60, 2-7=-60, 7-8=-60, 9-14=-20
Concentrated Loads (lb)
Vert: 5=-67(B) 15=-67(B) 16=-67(B) 17=-67(6)
18=-67(B) 19=-67(B) 20=-67(B) 21=-67(6)
22=-67(B) 23=-67(B) 24=-44(B) 25=44(B)
26=-44(B) 27=44(B) 28=-44(B) 29=-44(B)
30=-44(B) 31=44(B) 32=44(B) 33=-44(B)
dRt.
weyq RrtKe Nxrr{l.na. na'A119R [44:5-^SEtttt i, EilW tElMS tf:'aVM[ICIM1(aSFN j'MTI.tiiCfC#:4w41Lilx fnar hcp taraarrs Minix rAera[ar Lrs; irsT* vuy tC xlnsAaMry LIaA;G,tEMvenrSkrSia a ws. 9NeuW.—'"MwMlop r Wiar
caaxudaa sW.;nr ef hf aR idhpawx. d.n;iaa0aripfapaana rpe Mh Ewas:;. Ra udxa, tba rtra;Mrxr eara:rMlkryal:rwWeq:M w{x NMr 4•nn ks.nHaR rayr lrrfs npnNwM'.A('W"it irl 'M kc p nrragnw.sratNMt:. wt aan tnd
rre 0Au Gw wa: dw ,r ne,rrnoz n.nrza a.Yn lBe owa s, ,,d nit hr Anthony T. Tombs itt, P.E. fn{wr wNiq xpr.+e.:alenaMltiaaR`.Mam wt2 tdfsq Nc as tw l.'le gptrn dne'RhMx.hw nedM!a+sew:waal hwrrt avrya. wstNlMaaad krr: }fad q rmFaecWard J$()3 Rara4a{9esgnv en (auw:v. ds aRs ra«rc,anli(n MaR xatnn adpnl9nadae l.ABg fwta+w SnM tzsaslw;ttir. piNtg3h I9MFxl ao-Nxnma`a pwrt a iP-10Aasbayxn Nmns adbran Ydstx:hr4w 1. s. It,*, 9paa and trnr xe.(aw —1 445t St. 0083
61Y'
d. 4.".ONO tle`"*W WMnawttatp k' A F.W.atnd. tkheshuhf4—n1,11 a "Iy ige!.ut<rsr4groaiv-earaa%M W gd x ws acts letaamt)tl fort
1
St. Lucie Blvd. Capxripht
411G16 A I taoHwsref-Amhant L Eonbo llh R.E_ Reproduction of this dadandnt, is aaYlorn, if pwhib34946 itndwitdauUhtwuflenpnrnir+iaa hot A -I Roof lrunas-hothogl. lonbo III, f.t.
IWRCSUCE Hip Girder
1 truss.com May 111,12:492018 Pagel
3mgfXfN7GJ LTdZxzKv_C
1 0 5 6-0 10-6-9 15-5-7 20 6-0 26 0-0 7 0 Q
FI-0—.. 5-6-0 1 _ 5-0-9 { ------ 4-10-13 - f- 5-0-9 -- f - --
5-6-0 .. 1-0-
Dead Load DeB. = 3/8 in
113
27 28 '' 29 30 1131
av
32 33
a
3x8 --
3x6 --
3x4 -= 7x10 MT20HS
3x4 ==
3x10 --
2x4 II
LOADING (psf) SPACING- 2-0-0
TCLL 20.0 Plate Grip DOL 1.25
TCDL 10.0 Lumber DOL 1.25
BCLL 0.0 Rep Stress Incr NO
BCDL 10.0 Code FBC2017(TPI2014
LUMBER -
TOP CHORD 2x4 SP No.2 "Except`
T2: 2x4 SP M 30
BOT CHORD 2x6 SP 2400F 2.0E
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-0-7
oc purlins.
BOT CHORD
Rigid ceiling directly applied or 4-7-8 oc bracing.
WEBS
1 Row at midpt 4-13, 5-9
MIfeIirecommends that Stabilizers and required
cross bracing be installed during truss erection,
in accordance with Stabilizer Installation
guide_ REACTIONS, (
lb/size) 2 =
1917/0-3-0 (min. 0-1-9) 7 =
1855/0-3-0 (min, 0-1-9) Max
Horz 2 =
35(LC 8) Max
Uplift 2 =
1371(LC 4) 7 =
1329(LC 5) Max
Grav 2 =
1917(LC 1) 7 =
1855(LC 1) FORCES. (
lb) Max.
Comp./Max. Ten. - All forces 250 (lb) or less except
when shown. TOP
CHORD 2-
3=-4815/3428, 3-20=-4607/3334, 20-
21=-4607/3334, 4-21=-4607/3334, 4-
22=-6824/4911, 22-23=-6824/4911, 23-
24=-6824/4911, 5-24=-6824/491 1. 5-
25=-4903/3549, 25-26=4903/3549, 6-
26=-4903/3549,6-7=-5104/3644 BOT
CHORD 2-
13=-3203/4524, 13-27=4840/6824, 27-
28=4840/6824, 12-28=-4840/6824, 12-
29=4931 /6960, 29-30=4931 /6960, 11-
30=4931 /6960, 11-31=4931 /6960, 10-
31=4931/6960, 10-32=4931/6960, 32-
33=4931 /6960, 9-33=493116960. 7-
9=-3379/4814 10-
6-9 i
15-
5-7 20-6-0 f--
25
8-8 2 0 5
0-g 4-10-13 5-0-9 5-2 8 0-3 8 g.
1-1 10 0-1-10] CSI.
DEFL. in (loc) 1/defl L/d PLATES GRIP TC
0.80 Vert(LL) 0.7010-12 443 240 MT20 244/190 BC
0.49 Vert(CT) 0.7310-12 429 240 MT20HS 187/143 WB
0.53 Horz(CT) 0.12 7 n/a n/a Matrix -
MS Weight: 134 lb FT = 10% WEBS
3-
13=-773/1025, 4-13=-2414/1697, 4-
12=-237/384,5-10=-225/371, 5-
9=-2265/1586, 6-9=-822/1097 NOTES-
1)
Unbalanced roof live loads have been considered
for this design. 2)
Wind: ASCE 7-10; Vult=150mph (3-second gust)
Vasd=116mph; TCDL=S.Opsf; BCDL=
5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=
0.18; MWFRS (envelope); cantilever left and
right exposed ; porch left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60 3)
Provide adequate drainage to prevent water ponding.
4)
All plates are MT20 plates unless otherwise indicated.
5)
This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other
live loads. 6) '
This truss has been designed for a live load of
20.0psf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members. 7)
Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb
uplift at joint(s) except Qt=lb) 2=1371, 7=1329. 8)
Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(
s) 239 lb down and 249 lb up at 5-6-0, 80 lb down
and 104 lb up at 7-6-12, 80 lb down and 104
lb up at 9-6-12, 80 lb down and 104 lb up at 11-
6-12, 80 lb down and 104 lb up at 13-0-0, 80 lb
down and 104 lb up at 14-5-4, 80 lb down and 104
lb up at 16-5-4, and 80 lb down and 104 lb up
at 18-5-4, and 239 lb down and 249 lb up at 20-
6-0 on top chord, and 143 lb down and 204 lb up
at 5-6-0, 59 lb down and 82 lb up at 7-6-12, 59
lb down and 82 lb up at 9-6-12, 59 lb down and
82 lb up at 11-6-12, 59 lb down and 82 lb up at
13-0-0, 59 lb down and 82 lb up at 14-54. 59 lb
down and 82 lb up at 16-5-4, and 59 lb down and
82 lb up at 18-5-4, and 143 lb down and 204 lb
up at 20-5-4 on bottom chord. The design/
selection of such connection device(s) is LOAD
CASE(S) Standard
1)
Dead + Roof Live (balanced): Lumber Increase=
1.25, Plate Increase=1.25 Uniform
Loads (plf) Vert:
1-3=-60, 3-6=-60, 6-8=-60, 2-7=-20 Concentrated
Loads (lb) Vert:
3=-192(B) 6=-192(B) 13=-132(B) 9=-
1 32(B) 20=-80(B) 21 =-80(B) 22=-80(B) 23=-
80(B) 24=-80(B)25=-80(B)26=-80(6) 27=-
52(B) 28=-52(B) 29=-52(B) 30=-52(B) 31 =-
52(B) 32=-52(B) 33=-52(B) rroc
Few{-
ttetse OadMhre,ue tae'x1IJG, rAS7S1'4Fitte R'kldi tta1Si(-"vMTAnGi; CniGM p1 (;k.119ir,i IkAi hre.Pe$q 4up trarelm nlre:i execsnns1 ev;4efhr.grw"MRaLai.,I.Isla tt;.tE.edaernSAtewr nr 4dasrc9esa,ae u6daMIUB. mnr Wlax.
tanna:IKlmt. tMf.kual Ns ik 110takr04 Anthony T. TQrnbp Atl, P.E. W
aud6G,n,. of Mxis ne rts,x:Min.dtk 4rketk q.MalusMraN apaeik laahq Pnlgeran+:rNendda ftemi; ai tlekHk«e ag nle :IP 1. 'M gsau dNe!RD sal a. N.N dd BscMay 6x1'.sr:'ge lldlMna wi ka.an raal'.krcaraui,tnd «80083 iq
eaNag ottgM aaa(atraaa-16 xas,[am utnr10R n1 ak kaJm:aa3;aM.4ansAae lmiNal(rrlaap Sahryla?rrataa,K4f;sME 24 ral and UCA rt•alvtnR€*pr dnut D-1 aeAeas lrn eaq*rki4es trS eMkn r'k knssfrntaec.tss; 9esgs Xattaen M6as rmfrsrer. xans 4451 St. Lucie 61vd. A--
ee.41,r;anert 'Flow. .04 It Ai tastes Fart Pierce. FL 34946 npyuR61
Q"i 1@I6 A-t loaf Lasses -Anthony 1. tontho lli P.f. Repro4oBio.0dlsiommere,inoayfor.,isptoliMe4.4oattAe runes permission from A I Roof irmtm-AniM1ony 1. tombs l@,P-I.
v
66
400(12
4x6 ==
3
3x8
4
4x6
r
1.
B
Dead Load Dek = 3/16 in
t0 O
3x6 = 3x4 3x4 -_ 4x4 -_: 3x6
7 13-0-0
1.5x4 II
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deli L/d
TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) 0.44 8-19 717 240
TCDL 10.0 Lumber DOL 1.25 BC 0.89 Vert(CT) 0.33 8-19 947 240
BCLL 0.0 Rep Stress Incr YES WB 0.43 Horz(CT) 0.10 6 n/a n/a
BCDL 10.0 Code FBC2017/TPI2014 I Matrix -MS
LUMBER -
TOP CHORD 2x4 SP M 30 'Except"
T2: 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 3-7-9
oc purlins.
BOT CHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
MITek recommends that Stabilizers and
required cross bracing be installed during truss
erection, in accordance with Stabilizer
Installation guide.__
REACTIONS. (lb/size)
2 = 1112/0-3-0 (min.0-1-8)
6 = 108810-3-0 (min. 0-1-8)
Max Horz
2 = 45(LC 12)
Max Uplift
2 = 740(LC 8)
6 = 724(LC 9)
Max Grav
2 - 1112(LC 1)
6 - 1088(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less
except when shown.
TOP CHORD
2-3=-2338/3265, 3-4=-2175/3202,
4-5=-2254/3311, 5-6=-2401/3368
BOTCHORD
2-11=-2958/2153, 10-11=-3599/2642,
9-10=-3599/2642, 8-9=-3599/2642,
6-8=-3079/2233
WEBS
3-11=-686/421, 4-11=-654/666,
4-8=-585/540, 5-8=-682/418
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=150mph (3-second gust)
Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft;
Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS
3) Provide adequate drainage to prevent water
ponding.
4) This truss has been designed for a 10.0 psf
bottom chord live load nonconcurrent with any
other live loads.
5) ` This truss has been designed for a live load
of 20.Opsf on the bottom chord in all areas where
a rectangle 3-6-0 tall by 2-0-0 wide will fit between
the bottom chord and any other members.
6) Provide mechanical connection (by others) of
truss to bearing plate capable of withstanding 100
lb uplift at joint(s) except Qt=lb) 2=740, 6=724.
LOAD CASE(S)
Standard
PLATES GRIP
MT20 244/190
Weight: 108 Ib FT = 10%
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Fort P'e@ ce, FL 34946Amhoeyt.tomdoIIIJ . RxptodeaioeoflAislotuwepCinaxgbtw isproAb4xdwlthcetMeruUtNprtmisAeNhowAlteof(react-ANthoelL[embollLF.[.
6
3x6 =
4.00 F12
9-6-0
LOADING (psf) SPACING- 2-0-0
TCLL 20.0 Plate Grip DOL 1.25
TCDL 10.0 Lumber DOL 1.25
BCLL 0.0 ' Rep Stress Incr YES
BCDL 10.0 Code FBC2017/TP12014
LUMBER -
TOP CHORD 2x4 SP M 30 'Except`
T2: 2x4 SP No.2
BOT CHORD 2x4 SP M 30
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied.
BOT CHORD
Rigid ceiling directly applied or 3-1-13 oc bracing.
wfek recommends that Stabilizers and I
required cross bracing be installed during truss
erection, in accordance with Stabilizer
Installation gwde.
REACTIONS. (lb/size)
2 = 1112/0-3-0 (min.0-1-8)
7 - 1088/0-3-0 (min.0-1-8)
Max Horz
2 - 56(LC 13)
Max Uplift
2 - 732(LC 8)
7 = 716(LC 9)
Max Grav
2 - 1112(LC 1)
7 = 1088(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less
except when shown.
TOP CHORD
2-3=-2389/3311, 3-4=-2074/3020,
4-5=-1953/2928, 5-6=-2118/3079,
6-7=-2481/3451
BOT CHORD
2-11 =-3031/2220, 10-11 =-2742/199 1,
9-10=-2742/1991,7-9=-3199/2329
WEBS
3-11=-326/439, 4-11=-667/394,
5-9=-739/430. 6-9=-404/555
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=150mph (3-second gust)
Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft;
Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS
envelope) and C-C Exterior(2) zone; cantilever left
aa .
4x6 --- 4x6 -:
77 y
3x8 =
3x4 -- 3x4 _.-:
7-0-0
CSI. DEFL. in loc) 1/deft L/d
TC 0.96 Vert(LL) 0.54 9-19 580 240
BC 0.65 Vert(CT) 0.39 9-19 790 240
WB 0.21 Horz(CT) 0.08 7 n/a n/a
Matrix -MS i
3) Provide adequate drainage to prevent water
ponding.
4) This truss has been designed for a 10.0 psf
bottom chord live load nonconcurrent with any
other live loads.
5) . This truss has been designed for a live load
of 20.Opsf on the bottom chord in all areas where
a rectangle 3-6-0 tall by 2-0-0 wide will fit between
the bottom chord and any other members.
6) Provide mechanical connection (by others) of
truss to bearing plate capable of withstanding 100
lb uplift at joint(s) except Qt=lb) 2=732, 7=716.
LOAD CASE(S)
Standard
Dead Load Deft. = 1/4 in
Weight: 113 lb FT = 10%
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WRCSUCE FG2 I FLOOR i
A0193438]
FIL 34946, designi§a I truss.corn -Wu— A-1RoofTrusses, Fort Piercen-.8.-126-s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Tue May 1 11*12 51 2018 Paget ---- ID:?sOQvilzBGko2hFpRYibzzzOpep-VWzCbopn55ObYvGaHhLhps8BAT4Er-
Gbpn5sdqzKv-A 1-5-2
3-7-3 5-9-12 10-1-3 -8 4 - - -- ------- --------- _ _ _ __ , 1 12-7 1 5-2
1-6-1 2-6-5 1.5x4 11
I 3x6 2
1.5x4 11
500 == 1.5x4 11 3 4 5
1.5x4 11
3x6 6 7 3x4
11 6x6 -
THD46 THD46 2x4 11 6X6 = THD46 THD46 4x4 11 THD46 THD46 3-
7-3
5-9-12 7-3-13 1 10-1-3 Plate Offs t
204- L2:0-3-8 0 1-8, [13:0-3-0,0441 LOADING (pso SPACING- 2-
0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate
Grip DOL 1.00 TC 0.47 Vert(LL) -0.05 9-10 >999 360 MT20 2441190 TCDL 10.0 Lumber
DOL 1.00 BC 1.00 Vert(CT) -0.07 9-10 >999 240 BCLL 0.0 Rep
Stress Incr NO WB 0.76 Hor7(CT) 0,01 8 n/a n/a BCDL 5.0 Code
FBC2017rrPI2014 Matrix -MS Weight: 129 lb FT = 10% LUMBER - TOP CHORD 2x4
SP
No.2 BOT CHORD 2x6 SP
No 2 3) Unbalanced floor live loads have been WEBS 2x4 SP No.
3 *Except* considered for this design. Wl: 2x6 SP No.
2, W5:2x4 SP No.42 4) Recommend 2x6 strongbacks, on edge, BRACING- spaced at 10-
0-0 oc and fastened to each truss TOP CHORD with 3-
10d (0.131- X 3") nails. Strongbacks to be Structural wood sheathing directly
applied or 6-0-0 attached to walls at their outer ends or restrained oc purlins, except end
verticals. by other means. BOTCHORD 5) Use USP
THD46 (With 16d nails into Girder & Rigid ceiling directly applied
or 6-0-0 oc bracing. 10d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at
1-3-12 from the left end to REACTIONS. (lb/size) 10-
11-8 to connect truss(es) FL08 (1 ply 2x4 SP) 14 1793/0-3-
8 (min. 0-1-8) to back face of bottom chord. 8 = 2289/0-3-
8 (min. 0-1-8) 6) Fill all nail holes where hanger is in contact with 11 5886/0-3-
8 (min. 0-3-8) lumber. Max Grav 14 = 1809(
LC 3)
8 LOAD CASE(S)
2303(LC 4) Standard115886(LC
1) 1) Dead + Floor Live (
balanced): Lumber FORCES. (1b) Increase= 1 .
00, Plate Increase= 1.00 Max. Comp,/Max. Ten. -
All forces 250 (lb) or less Uniform Loads (plf) except when shown. Vert:
1-7=-100, 8-14=-10 TOP CHORD Concentrated Loads (
lb) 1-14=-1520/0.
1-2=-202710, Vert: 13=-1438(B) 12=-1438(6) 10=-1438(B) 2-3=-2027/0,
34=-2027/0, 15=-1438(B) 16=-1438(B) 17=-1438(B) 4-5=-3139/0,
5-6=-3139/0, 6-7=-3139/0,
7-8=- 1309/0 BOT CHORD 12-13=
0/2027,
12-15=-946/0, 11 - 1 5=-946/
0, 10-11 =-946/0, 10-16=013139, 9-
16=0/3139, 9-17=0/643,
8-17=0/643 WEBS 1-1 3=
0/
2272, 4-12=0/3175, 4-11 =-3997/0.
4-1 0=0/4760, 5-1 0=-422/
0, 6-9=0/282, 7-9=0/2697 NOTES- 1) 2-ply
truss
to be connected together with 1 Od 0.131"x3") nails
as follows: Top chords connected as
follows: 2x6 - 2 rows staggered at 0-9-
0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as
follows: 2x6 - 2 rows staggered at 0-6-
0 oc, Webs connected as follows:
2x4 - 1 row at 0-9-0 oc, Except member 4-11
2x4 - 1 row at 0-7-0 oc. 21 All Inds are
r.nnsiderp.ri P.mjiIIv;mnJiPd triall Won N" 0"4,
a'" qw, W 0, 401 1 I'W 1, 1 Met- %'tez w"' 0,1111 M.1w r. to mY 4 ",' . .... P.I., le";
fmw'Stl111Ary AnIhony T. Tombo '11, P.E. zt 7 80083 445,1 St. Lucie
Blvd. ARtholy 1, Tomb# III,
PA. ktpodocieft of It" dommem, in ely low's pohimtol -AW the -lille. pofm,suce hem A 19006swt Fort Nem,% FL 34946
WRCSUCE FG3 FLAT GIRDER
At Roof Trusses. Fat Pierce, FL 34946, design@altruss.com
2-3-8 4-3-4
1-11-12
10-1-0
Sxb -- sxo --
3x6 :_,
LOADING(psf) SPACING- 2-0-0
TCLL 20.0 Plate Grip DOL 1.00
TCDL 10.0 Lumber DOL 1.00
BCLL 0.0 Rep Stress Incr NO
BCDL 10.0 Code FBC2017/TPI2014
LUMBER -
TOP CHORD 2x6 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3 'Except"
W1: 2x6 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0
oc purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size)
10 = 1029/0-74 (min.0-1-8)
7 = 1527/0-3-8 (min, 0-1-8)
9 = 2574/0-3-8 (min. 0-1-8)
Max Horz
10 = 39(LC 6)
Max Uplift
10 = 292(LC 4)
7 = 236(LC 5)
9 = 227(LC 5)
Max Grav
10 - 1029(LC 1)
7 - 1527(LC 1)
9 - 2574(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less
except when shown.
TOP CHORD
1 -1 0=-907/286, 2-12=-112/946,
12-13=-112/946, 3-13=-112/946,
3-14=-112/946, 4-14=-112/946,
4-15=-540/140, 5-15=-540/140,
5-16=-324/48, 16-17=-324/48,
6-17=-324/48, 6-7=-799/159
BOT CHORD
9-10=-67/633, 8-9=-140/540,
7-8=-288/1810
WEBS
3-9=-938/90,4-9=-1739/147,
4-8=-81/586, 2-10=-535/67,
2-9=-1403/196, 5-8=-1406/272,
5-7=-1632/273
CSI. DEFL. in loc)
TC 0,41 Vert(LL) 0,01 7-8
BC 0.33 Vert(CT) 0.02 7-8
WB 0.20 Horz(CT) 0.01 7
Matrix -MS
NOTES-
1) 2-ply truss to be connected together with 1 Od
0.131"x3") nails as follows:
Top chords connected as follows: 2x6 - 2 rows
staggered at 0-9-0 oc.
Bottom chords connected as follows: 2x4 - 1 row
at 0-9-0 oc.
Webs connected as follows: 2x4 - 1 row at 0-9-0
oc.
2) All loads are considered equally applied to all
plies, except if noted as front (F) or back (B) face
in the LOAD CASE(S) section. Ply to ply
connections have been provided to distribute only
loads noted as (F) or (B), unless otherwise
indicated.
3) Wind: ASCE 7-10; Vult=150mph (3-second
gust) Vasd=116mph; TCDL=5.Opsf;
BCDL=5.Opsf, h=25ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope); cantilever left
and right exposed ; end vertical left exposed;
Lumber DOL=1.60 plate grip DOL=1.60
4) Provide adequate drainage to prevent water
ponding.
5) This truss has been designed for a 10.0 psf
bottom chord live load nonconcurrent with any
other live loads.
6) ` This truss has been designed for a live load
of 20.Opsf on the bottom chord in all areas where
a rectangle 3-6-0 tall by 2-0-0 wide will fit between
the bottom chord and any other members.
7) Provide mechanical connection (by others) of
truss to bearing plate capable of withstanding 100
lb uplift at joint(s) except Qt=lb) 10=292, 7=236,
9=227.
8) Load case(s) 2, 14, 15, 16, 17, 18 has/have
been modified. Building designer must review
loads to verity that they are correct for the
intended use of this truss.
9) Hanger(s) or other connection device(s) shall
be provided sufficient to support concentrated
load(s) 390 lb down and 211 lb up at 0-2-12, 65
lb down and 19lb up at 1-0-0, 134 lb down and
63 lb up at 3-0-0, 208 lb down and 124 lb up at
5-0-0, and 282 lb down and 84 lb up at 7-0-0, and
1442 lb down and 431 lb up at 8-6-8 on top
chord. The design/selection of such connection
device(s) is the responsibility of others.
10-1-0
4-3-4
I/deft L/d PLATES GRIP
999 360 MT20 244/190
999 240
n/a n/a
Weight: 113 lb FT = 10%
Standard
1) Dead + Roof Live (balanced): Lumber
Increase=1.00, Plate Increase=1.00
Uniform Loads (plf)
Vert: 1-13=-420(B=250), 13-17=-170, 6-17=-60
7-10=-20
Concentrated Loads (lb)
Vert: 1=-390 11=-65 12=-134 14=-208 15=-282
16=-1442
2) Dead + 0.75 Roof Live (balanced) + 0.75 Attic
Floor: Lumber Increase= 1 .00, Plate
Increase=1.00
Uniform Loads (plf)
Vert: 1-13=-409(B=-219), 13-17=-190, 6-17=-80
7-10=-20
Concentrated Loads (lb)
Vert: 1=-324 11=-56 12=-116 14=-181 15=-246
16=-1261
14) Dead: Lumber Increase=0.90, Plate
Increase=0.90 Plt. metal=0.90
Uniform Loads (plf)
Vert: 1-13=-295(6=-125), 13-17=-170,
6-17=-60, 7-10=-20
Concentrated Loads (lb)
Vert: 1=-127 11=-27 12=-63 14=-101 15=-140
16=-717
15) Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor
0.75(0.6 MWFRS Wind (Neg. Int) Left):
Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-13=440(B=-315), 13-17=-125,
6-17=-59, 7-10=-20
Horz: 1-10=31
Concentrated Loads (lb)
Vert: 1=80 11=13 12=42 14=83 15=48 16=189
16) Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor
0.75(0.6 MWFRS Wind (Neg. Int) Right):
Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-13=-367(B=-242), 13-17=-125,
6-17=-59, 7-10=-20
Horz: 1-10=-8
Concentrated Loads (lb)
Vert: 1=80 11=13 12=42 14=83 15=48 16=189
17) Dead + 0.75 Roof Live (bat.) + 0.75 Attic Floor
0.75(0.6 MWFRS Wind (Neg. Int) 1st
Parallel\ LumhRr Inrrease=1 60 PIMP
rnn Nsn"paeegl."-tte% 1130i rlli53,"i[Uflk1 OW, rff 1"MCYAW11-I., Woo kvp 1-0 4"Mmhs aNII'l!iiIWO-mt;f[{,-kt 104" 1. Itmba i,f E. t"-'%,a lne<<esx Aders 0-11 ""' -A' 'N 'af
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rfaau ktMN y §.asl,ea yraf qa a *snlq Ir oU reran e.dttE_ ik rms Crisp i+yaw is lBt Mt Muar arzme a 1 . $5ska iapa+t! as s«7Wa1 u: cq,tAuef a:e; nt n Mee1 a to t Fort Pierce. FL 34946
Qppi}MWtG16Akfastlwtsas Andaayl-lambs111F.E. Repladattioaa(Ihlsdommem.iscoy lmm,isProhibited .,the," the writtenFewssionhomA-IRoo1Masses-Aarbanri.lambolll,P-E.
LOAD CASE(S)
Standard
Uniform Loads (plf)
Vert: 1-13=-419(B=-294), 13-17=-125, 6-17=-59
7-10=-20
Horz: 1-10=24
Concentrated Loads (lb)
Vert: 1=80 11=13 12=42 14=83 15=48 16=189
18) Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor +
0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel):
Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-13=-367(B=-242), 13-17=-125, 6-17=-59,
7-10=-20
Horz: 1-10=-5
Concentrated Loads (lb)
Vert: 1=80 11=13 12=42 14=83 15=48 16=189
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FL 34946 npnFrdl0tQI66-1Roof [
losses -Anthony t.iooylseHl,P.E_ Reprotaarannft4himmoneat.inany laru,i,proklbitedx+McatNrtwrittenpnrmisvnn6nmk-IRoof IVM1iotAnrhaa9Lloa6nIII, P.E.
WRCSUCE — —_FG6 FLAT GIRDER — 1 2 Job Reference
Al Roof Trusses. Fort Pierce. FL 34946. desion0aItnAss.com Run: 8,120 s Nov 12 2017 Print: 8. 220 s Nov 12 20 77 Mi
3-2-14 6-2-0 9-1-2 12-1-6 15-0-8 17-11-10 21-2-8
f-- _2_14 2_11_2 - f 2-121 -+--- 305- 35x6 _
1
Dead
Load Dell. = 112 in 1.
5x4 11 4x8 1.5x4 11 1.5x4 11 3x8 - 4x8 = 1.5x4 11 5x6 2
3 4 19 5 6 7 8 20 9 3x3
II 5x10 = 5x10 MT20HS= 4x4 ==
4x4 = 1.5x4 11 5x10 == 3x3 11 1.
5x4 II 3-
2-14 6-2-0 9-1-9 12 0-15 15-0-8 7 11-10 21-2-8 I--_._. ..._ ..--
12_11 2 i g 2-14 1
Plate
Offsets QQY)-_[1:0-3_0'0-1-12j, j9:0-3 Ot0-1-12]r 11:0-3-0 0 1-121, j17:0-3-12,0-1-12]__ LOADING (
psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL
20.0 Plate Grip DOL 1.00 TC 0.66 Vert(L-) -0.23 13-14 >999 360 MT20 244/190 TCDL
10.0 Lumber DOL 1.00 BC 0.79 Vert(CT) -0.76 13-14 >329 240 MT20HS 187/143 BCLL
0.0 * Rep Stress Incr NO WB 0.86 Horz(CT) 0.09 10 n/a n/a BCDL
10.0 Code FBC2017fTP12014 Matrix -MS Weight: 194 lb FT = 10% LUMBER -
TOP
CHORD 2x4 SP 240OF 2.0E *Except* T2:
2x4 SP M 30 BOT
CHORD 2x4 SP 240OF 2.0E WEBS
2x4 SP No.2 *Except* Wt:
2x6 SP No.2, W3: 2x4 SP No.3 BRACING -
TOP
CHORD Structural
wood sheathing directly applied or 3-8-3 oc
purlins, except end verticals. BOT
CHORD Rigid
ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (
lb/size) 18 =
2278/0-7-4 (min.0-1-8) 10 -
2194/0-7-4 (min.0-1-8) Max
Horz 18 = -
42(LC 6) Max
Grav 18 =
2447(LC 2) 10 =
2365(LC 2) FORCES. (
lb) Max.
Comp./Max. Ten. - All forces 250 (lb) or less except
when shown. TOP
CHORD 1-
1 8=-2318/0, 1-2=-6132/0, 2-
3=-6132/0, 3-4=-12364/0, 4-
19=-12364/0, 5-19=-12364/0, 5-
6=-12364/0, 6-7=-12364/0, 7-
8=-6073/0, 8-20=-6073/0, 9-
20=-6073/0, 9-10=-2227/0 BOT
CHORD 17-
18=0/363, 16-17=0/10281, 15-
16=0110281, 14-15=0/10281, 13-14=0/12364,
12-13=0/10275, 11-12=0/10275,
10-11=0/343 WEBS 1-17=0/
6092,
2-17=-549/0, 3-17=-4394/0,
3-14=0/2206, 4-14=-687/0,
5-13=-682/0, 9-11=0/6050,
7-13=0/2212, 8-11=-532/0,
7-11=-4450/0 NOTES- 1) 2-ply
truss
to be connected together with 1 Od 0.131"x3") nails
as follows: Top chords connected as
follows: 2x6 - 2 rows 2) All loads are
considered equally applied to all plies, except if noted
as front (F) or back (B) face in the LOAD CASE(
S) section. Ply to ply connections have been provided
to distribute only loads noted as (F)
or (B), unless otherwise indicated. 3) Wind: ASCE
7-
10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=
5.Opsf; BCDL=5.Opsf; h=
25ft; Cat. 11; Exp C; Encl., GCpi=O,18; MWFRS (
envelope); cantilever left and right exposed : end
vertical left exposed; Lumber DOL=1.60
plate grip DOL=1.60 4) Provide adequate drainage
to prevent water ponding. 5) All plates
are
MT20 plates unless otherwise indicated. 6) This truss
has
been designed for a 10.0 psf bottom chord live load
nonconcurrent with any other live loads. 7) *
This truss has
been designed for a live load of 20.Opsf on
the bottom chord in all areas where a rectangle 3-6-
0 tall by 2-0-0 wide will fit between the bottom chord and
any other members. LOAD CASE(S) Standard
1) Dead + Roof
Live (
balanced): Lumber Increase=1.00, Plate
Increase=1.00 Uniform Loads (plf) Vert:
9-20=-60,
10-18=-20 Trapezoidal Loads (plf) Vert:
1=-170-to-
19=-230, 19=-230-to-20=-170 stannArPd at 0-9-
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0-1-8
Dead Load Defl. = 3/16 in
4x8
1 7 4
3x4 =
3x4== 3x6 FP= 300 _-
3x6 == 4x8 -- 3x12 MT20HS FP-- 3x4 -- 3x4 -= 300 3x6 -=
LOADING (psf) SPACING- 2-0-0
TCLL 40.0 Plate Grip DOL 1.00
TCDL 10.0 Lumber DOL 1.00
BCLL 0.0 Rep Stress Incr YES
BCDL 5.0 Code FBC2017/TP12014
LUMBER -
TOP CHORD 2x4 SP M 30(flat) 'Except'
T2: 2x4 SP No.2(flat)
BOT CHORD 2x4 SP M 30(flat)
WEBS 2x4 SP No.3(flat)
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 5-10-15
oc purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing,
Except:
2-2-0 oc bracing: 13-14.
REACTIONS. (lb/size)
12 = 1146/0-7-5 (min.0-1-8)
18 = 1146/0-7-5 (min.0-1-8)
Max Grav
12 = 1146(LC 1)
18 = 1146(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less
except when shown.
TOP CHORD
2-3=-3711/0, 3-4=-3711/0,
4-5=-4896/0, 5-6=-4896/0,
6-7=-4896/0, 7-8=-3715/0,
8-9=-3715/0, 9-10=-3715/0
BOT CHORD
17-18=0/2158, 16-17=0/4621,
15-16=0/4621, 14-15=0/4896,
13-14=0/4625, 12-13=0/2169
WEBS
2-18=-2386/0, 2-17=0/1717,
3-17=-263/0, 4-17=-1 006/0,
4-15=-93/768, 5-15=A49/33,
10-12=-2398/0, 10-13=0/1710,
7-13=-1005/0, 7-14=-153/719
NOTES-
1) Unbalanced floor live loads have been
considered for this design.
2) All plates are MT20 plates unless otherwise
indicated.
3) All plates are 1.5x4 MT20 unless otherwise
indicated.
4) Recommend 2x6 strongbacks, on edge, spaced
2 0 Edge], L14:0-1_8 Ed e t 15:0-1 _S,Ed efl_ l .... _ ___g.1 17. 0-3-8,EdgejI19A_t_8,0-0 12] j21 0 1 8,0-0-12j
CSI. DEFL. in (loc) I/deft L./d PLATES GRIP
TIC 0.72 Vert(LL) 0.4713-14 532 360 MT20 2441190
BC 0.92 Vert(CT) 0.6613-14 377 240 MT20HS 187/143
WB 0.82 Horz(CT) 0.10 12 n/a n/a
Matrix-S Weight: 104 lb FT = 10%F, 10%E
LOAD CASE(S)
Standard
at 10-0-0 or, anti tAMP.nPA to a»ch Intcc with 3-10rd
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0-1-8
P--10-1 fji-8
Dead Load Dell. = 1/8 in
3x6 .,-- 3x8 =- 3x12 MT20HS FP 3x4 3x8 =-- 3x6 =- 4x4 :
LOADING (psf) SPACING- 2-0-0
TCLL 40.0 Plate Grip DOL 1.00
TCDL 10.0 Lumber DOL 1.00
BCLL 0.0 Rep Stress Incr NO
BCDL 5.0 Code FBC2017ITP12014
LUMBER -
TOP CHORD 2x4 SP M 30(flat) 'Except`
T2: 2x4 SP No.2(flat)
BOT CHORD 2x4 SP M 30(flat) 'Except'
B2: 2x4 SP 2400F 2.OE(flat)
WEBS 2x4 SP No.3(flat)
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0
oc puriins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
REACTIONS. (lb/size)
13 = 2103/0-3-8 (min.0-1-8)
19 = 1039/0-7-4 (min.0-1-8)
Max Grav
13 - 2103(LC 1)
19 = 1074(LC 3)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less
except when shown.
TOP CHORD
12-22=-884/0, 22-23=-884/0,
11-23=-884/0, 2-3=-3391/0,
34=-3391/0, 4-5=4269/0,
5-6=-4269/0, 6-7=-3333/0,
7-8=-3333/0, 8-9=-3333/0, 9-10=0/758
BOT CHORD
18-19=0/2010, 17-18=0/4269,
16-17=0/4269, 15-16=0/4269,
14-15=0/4112, 13-14=-137/1895,
12-13=-758/0
WEBS
10- 1 3=-1 066/0, 2-19=-2222/0,
2-18=0/1527, 3-18=-302/47,
4-18=-1212/0, 9-13=-2329/0,
9-14=0/1673, 8-14=-256/0,
6-14=-950/0, 6-15=-167f738,
5-15=-298/3, 10-12=0/1148
NOTES-
1) Unbalanced floor live loads have been
considered for this design.
2) All plates are MT20 plates unless otherwise
indicated.
3) All plates are 1.5x4 MT20 unless otherwise
indi(,atP(1
19-11-8
CSI. DEFL. in (loc) I/deft Ud
TC 0.85 Vert(LL) 0,4614-15 519 360
BC O.84 Vert(CT) 0.5914-15 402 240
WB 0.80 Horz(CT) 0.07 13 n/a n/a
Matrix-S
4) Recommend 2x6 strongbacks, on edge,
spaced at 10-0-0 oc and fastened to each truss
with 3-10d (0.131" X 3") nails. Strongbacks to be
attached to walls at their outer ends or restrained
by other means.
5) CAUTION, Do not erect truss backwards.
6) Hanger(s) or other connection device(s) shall
be provided sufficient to support concentrated
load(s) 850 lb down at 21-0-4 on top chord. The
design/selection of such connection device(s) is
the responsibility of others.
7) In the LOAD CASE(S) section, loads applied to
the face of the truss are noted as front (F) or back
B)-
LOAD CASE(S)
Standard
1) Dead + Floor Live (balanced): Lumber
Increase=1.00, Plate Increase=1.00
Uniform Loads (plf)
Vert: 12-19=-10, 1-11=-100
Concentrated Loads (lb)
Vert: 11=-850(F)
0
236 Ip
22(a 4
21-2-8
20 1-0
1-1-$
0-0 12j,-L22.0-1-8,0-0 u] __-_--
PLATES GRIP
MT20 244/190
MT20HS 187/143
Weight: 106 Ib FT = 10%oF, 10%E
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6
0-1-8
2-6-0 2-4 12 1-8-0 2-0-0 2 3-0 1 1
i._.
Dead Load Defl. = 1/8 in
3x6 --
4x8 -_-
3x4 -= 3x4 = 3x6 FP-= 3x3 II 3x3 :_:= 3x3 :--
26 19
23 22 21 20 19 18 17 16 15 14
3x6 : =: 3x8 =-= 3x8 MT20HS FP--- 4x8 -_- 3x8 3x6 --
3x4 =_
19-11-4 --- 5-912
Plate Offsets (X,Y)-- [1:Edge,O -
0- 2Edge), 118:0-3-0 Edge), [20:0-1-8,Edge], [22 0-3-8,Edge],
LOADING(psf) SPACING- 2-0-0
TCLL 40.0 Plate Grip DOL 1.00
TCDL 10.0 Lumber DOL 1.00
BCLL 0.0 Rep Stress Incr YES
BCDL 5.0 Code FBC2017/TP12014
LUMBER -
TOP CHORD 2x4 SP M 30(flat) 'Except'
T1: 2x4 SP No.2(flat)
BOT CHORD 2x4 SP M 30(flat)
WEBS 2x4 SP No.3(flat)
BRACING-
TOP CHORD
Structural wood sheathing directly applied, except
end verticals.
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
REACTIONS. (lb/size)
23 = 1012/0-7-5 (min.0-1-8)
17 = 1729/0-3-8 (min.0-1-8)
14 = 5210-3-8 (min. 0-1-8)
Max Uplift
14 =-139(LC 3)
Max Grav
23 = 1021(LC 3)
17 = 1729(LC 1)
14 = 204(LC 4)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less
except when shown.
TOP CHORD
2-3=-3177/0, 3-4=-3177/0,
4-5=-3875/0, 5-6=-3875/0,
6-7=-2708/0, 7-8=-2708/0,
8-9=-2708/0, 9-10=0/1199,
10-11 =0/1 197, 11-12=-127/359
BOT CHORD
22-23=0/1899, 21-22=0/3875,
20-21=0/3875, 19-20=0/3598,
18-19=0/3598, 17-18=0/1158,
16-17=-359/127, 15-16=-359/127,
14-15=-359/127
WEBS
2-23=-2099/0, 2-22=0/1413,
3-22=-296/21, 4-22=-976/0,
9-17=-2419/0, 9-18=0/1743,
7-18=-258/0, 6-18=-1012/0,
6-20=0/700, 5-20=-282/0,
11-17=-1141/0, 12-14=-183/536
NOTES -
1 (InhalancPrl flnor lives Inadl hAVP hPPn
CSI. DEFL, in (loc) Well L/d
TC 1,00 Vert(LL) 0.3918-20 609 360
BC 0.80 Vert(CT) 0.5218-20 456 240
WB 0.83 Horz(CT) 0.07 17 n/a n/a
Matrix-S
3) All plates are 1.5x4 MT20 unless otherwise
indicated.
4) Provide mechanical connection (by others) of
truss to bearing plate capable of withstanding 100
lb uplift at joint(s) except Qt=lb) 14=139.
5) Recommend 2x6 strongbacks, on edge,
spaced at 10-0-0 oc and fastened to each truss
with 3-10d (0,131" X 3") nails. Strongbacks to be
attached to walls at their outer ends or restrained
by other means.
6) CAUTION, Do not erect truss backwards.
LOAD CASE(S)
Standard
PLATES GRIP
MT20 244/190
MT20HS 187/143
Weight: 127 lb FT = 10%F. 10%E
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IRCSUCII
Alkooffmsses, Fort Pierce, -FL-
0-1-8
I
FLOOR A01934144J
0111 Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industnes, Inc. Tue M 1 11 12:54 2018 Page I
ID:?sOQvllzBGko2hFpRYibzzzOpep-w5fKEprgOOOAPM?9ypvORVmbM602062VIKWE9zKv 7
3x4
2 3
3x4 -
4 5
2-4-0
6 3x4 =
ON8
Dead Load Deft. = 118 in
7
itio
Io
I
3x4 = 3x6 — 3x6 --
13-5-0
13--5-6
Plate Offse 1ts -G-A ---- -1QQy)7- E - -12 1 8,Edgelj -1-8,0 0 121,_t16.0-148-0-0-12 [1, qqq1q_0- --I _14:0
LOADING (psf) SPACING- 2-%0 CI. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1. 0 T O 17 Vert(LL) 0A3 11-12 >369 360 MT20 2441190
TCOL Lumber DOL 1.00 BC 099 Vert(CT) 0.56 11-12 >280 240
BCLL NO Rep Stress Incr YES WB 0.49 Horz(CT) 0.03 8 n/a n/a
BCDL 5.0 Code FBC2017fTP12014 Matrix-S Weight: 67 lb FT = 10%F, 10%E
LUMBER-
TOP CHORD 2x4 SP M 30(flat)
BOT CHORD 2x4 SP M 30(flat)
WEBS 2x4 SP No.3(fiat)
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 3-1-0
oc purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
REACTIONS. (lb/size)
13 721/0-6-14 (min, 0-1-8)
8 = 714/0-3-8 (min. 0-1-8)
Max Grav
13 721 (LC 1)
8 = 714(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (1b) or less
except when shown.
TOP CHORD
2-3=-1980/0, 3-4=-1980/0,
4-5=-1623/0, 5-6=-1623/0
BOT CHORD
12-13=0/1266,11-12=0/1623,
10-1 1=0/1623,9-10=011623,
8-9=0/1623
WEBS
2-13=-1 399/0, 2-12=01790,
3-12=-378/0, 4-12=0/615, 4-11 =-286/0,
6-8=-1778/0, 6-9=0/262
NOTES-
1) Unbalanced floor live loads have been
considered for this design,
2) All plates are 1.5x4 MT20 unless otherwise
indicated.
3) Recommend 2x6 strongbacks, on edge, spaced
at 10-0-0 oc and fastened to each truss with 3-1 Od
0.131"X 3") nails. Strongbacks to be attached to
walls at their outer ends or restrained by other
means.
LOAD CASE(S)
Standard
41
enrol — !.- 11.0 .. 1. % I vo wo'r,ll -Isiaai, rim i o'"m ((%mmmir I- W.—, "so m M In .V Bl
Anthony
T. Tons711, P.E.0 1,
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N oo !"! ICT N t0q I'viv . Gsr 0, W" M1'*;*1'o1 t'osss' r, idd. Th I Post Pierce, FL A946 opyrightO 2016A I loollmm
Amho,yi. Tomb@ IIh KI, keptodwim of This io(Vosem, in may [DIM, is plob,biled withoul Ilit ."Ile. petoo,woo Isom A -I loolhows Aoihon} lAombisIII, 1.
Jxa II
1-3-0 4xfi II
1-1-8 4x6 II 3x6 II
I - - ---- -i I--- --
3x6 3x6 =
Plate Offsets (X Y1_- [2.0-3-0,Edgej,_[3 0-3-0,Edgel
LOADING(psf) SPACING- 1-4-0 CSL I DEFL. in loc) I/defl L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.61 Vert(LL) 0.01 7 999 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.50 Vert(CT) 0.02 6-7 999 240
BCLL 0.0 Rep Stress Incr NO WB 0.42 Horz(CT) 0.01 5 n/a n/a
BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight: 27 lb FT = 10%F, 10%E
LUMBER -
TOP CHORD 2x4 SP No.2(flat)
BOT CHORD 2x4 SP No.2(flat)
WEBS 2x4 SP No.3(flat)
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 4-1-8
oc purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size)
8 - 1345/0-6-14 (min. 0-1-8)
5 = 1077/Mechanical
Max Grav
8 - 1345(LC 1)
5 = 1077(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less
except when shown.
TOP CHORD
1-8=-356/0, 2-3=-1501/0
BOT CHORD
7-8=0/1501,6-7=0/1501,5-6=0/1501
WEBS
2-8=-1 791/0, 3-5=-1791 /0
NOTES-
1) Unbalanced floor live loads have been
considered for this design.
2) Refer to girder(s) for truss to truss connections.
3) Recommend 2x6 strongbacks, on edge, spaced
at 10-0-0 oc and fastened to each truss with 3-10d
0.131' X 3") nails. Strongbacks to be attached to
walls at their outer ends or restrained by other
means.
LOAD CASE(S)
Standard
1) Dead * Floor Live (balanced): Lumber
Increase=1.00, Plate Increase=1.00
Uniform Loads (plf)
Vert: 5-8=-7, 1-4=-67
Concentrated Loads (lb)
Vert: 3=-1062 9=-1066
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job_-
WRCSUCE FL06GE Floor Supported Gable
Ai f2oo(Trusses, Fort Pierce, FL 34946, designQaUrusscom
0-I11-8
s
it
0-l_J-8
3x3 =_
3x6 FP--- 3x3
a 1 2 3
4g3O ST1 ST1
4
ST1
5
ST1
6
ST1
7 8 9
ST1 W ST1
10
STt
11
ST1
12
ST1
13
ST1
14 15
T?-
ST1 W ST1
16
ST1
17
ST1
18
STi
19
STt
2021 O
1
42 41 40 39 38 37 36 35 34 3332 31 30 29 28 27 26 25 24 2322
3x3 --- 3x6 FP=- 30 --
Plate Offsets {X Yj- 11 _Edge,O-0.12] [43.0-1-8z0-0-
LOADING (psf) SPACING- 2-0-0
TCLL 40.0 Plate Grip DOL 1.00
TCDL 10.0 Lumber DOL 1.00
BCLL 0.0 Rep Stress Incr YES
BCDL 5.0 Code FBC20171TP12014
LUMBER -
TOP CHORD 2x4 SP No.2(flat)
BOT CHORD 2x4 SP No.2(flat)
WEBS 2x4 SP No.3(flat)
OTHERS 2x4 SP No.3(flat)
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 10-0-0
oc purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-" oc bracing,
Except:
6-0-0 oc bracing: 34-35.33-34,31-33,30-31,29-30.
REACTIONS. All bearings 24-7-0.
lb) - Max Uplift
All uplift 100 lb or less at joint(s)
22
Max Grav
All reactions 250 lb or less at
joint(s) 42, 41. 40, 39, 38, 37, 36,
35, 34, 33, 31, 30, 29, 28, 27, 26,
25, 24, 23
FORCES. (lb)
Max. Comp./Max. Ten. - All farces 250 (lb) or less
except when shown.
NOTES-
1) All plates are 1.5x4 MT20 unless otherwise
indicated.
2) Gable requires continuous bottom chord bearing.
3) Truss to be fully sheathed from one face or
securely braced against lateral movement (i.e.
diagonal web).
4) Gable studs spaced at 14-0 oc.
5) Provide mechanical connection (by others) of
truss to bearing plate capable of withstanding 100 lb
uplift at joint(s) 22.
6) Recommend 2x6 strongbacks, on edge, spaced
at 10-0-0 oc and fastened to each truss with 3-10d
0.131" X 3") nails. Strongbacks to be attached to
walls at their outer ends or restrained by other
means.
LOAD CASE(S)
Standard
CSI. DEFL. in (loc) 1/defl L/d
TC 0.08 Vert(LL) n/a n/a 999
BC 0.01 Vert(CT) n/a n/a 999
WB 0.03 Horz(CT) -0.00 22 n/a n/a
Matrix-S
1
PLATES GRIP
MT20 2441190
Weioht: 111 lb FT = 10%F, 10%E
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w Pwr.
I.UCf
3444faPierce, Pl 34,a6
optrltbt2016Alhaf6auca 1paa166sev Anth"y€,140Plit Pf.
0-1-8
I I 2-6-0 I 4-8-4 2-0-0 - i4=e 4 0-I1 a
Dead Load Defl. = 114 in
i
I
22
3x6 =_
3x4 ==
400 3x4 3x3 3x3 == 3x6 FP-=-=
z » I -
4x10
21 20 19 18 17 16 15 14
4x8 -- 3x12 MT20HS FP 3x6 = 4x8 3x8 --
3x6 WB-= 3x6 --
late __ sets (X,Y)-- jt Edge,O 0-121,_[4 0 1 12,Edge1, [10 0 1 12.Edge]r [15:0 2 4 Edgel, j21 Q-3 12,Edge] 123 0-1-8,0
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d
TCLL 40.0 Plate Grip DOL 1.00 TC 0.71 Vert(LL) 0.68 17-18 >426 360
TCDL 10.0 Lumber DQL 1.00 BC 0.79 Vert(CT) -0.94 17-18 >309 240
BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(CT) 0.13 14 n/a n/a
BCDL 5.0 Code FBC2017ITP12014 1 Matrix-S
LUMBER -
TOP CHORD 2x4 SP M 30(flat)
BOB CHORD 2x4 SP 2400E 2) E 4) Required 2x6 strongbacks, an edge, spaced at
WEBS 2x4 N *Except* Except' 10-0-0 oc and fastened to each truss with 3-10d
2x P No,
t)
W4 2x4 at} 0.131" X 3") nails. Strong backs to be attached to
OTHERS 2x4 SP No.3(flat) o, (flat) walls at their outer ends or restrained by other
BRACING- means.
TOPCHORD 5) CAUTION, Do not erect truss backwards. Structural
wood sheathing directly applied or 4-10-1 oc
purlins, except end verticals. LOAD CASE(S) BOTCHORDStandard
Rigidceilingdirectlyappliedor10-0-0 oc bracing. REACTIONS. (
lb/size) 22 =
1335/0-74 (min.0-1-8) 14 =
132910-3-8 (min.0-1-8) Max
Grav 22 -
1335(LC 1) 14 -
1329(LC 1) FORCES. (
lb) Max.
Comp./Max. Ten. - All forces 250 (lb) or less except
when shown. TOP
CHORD 2-
3=-4510/0, 3-4=-4510/0, 4-
5=-6555/0, 5-6=-6555/0, 6-
7=-6653/0, 7-8=-6566/0, 8-
9=-6566/0, 9-10=-6566/0, 10-
11=-4550/0, 11-12=-4550/0 BOT
CHORD 21-
22=0/2565, 20-21=0/5823, 19-
20=0/5823, 18-19=0/6653, 17-
18=0/6653, 16-17=0/6653, 15-
16=0/5848,14-15=0/2618 WEBS
2-
22=-2836/0, 2-21=0/2151, 4-
21=-1452/0, 12-14=-2876/0, 12-
15=0/2136, 10-15=-1435/0, 10-
16=0/878, 8-16=-312/154, 4-
19=0/888, 5-19=-308/157, 6-
19=-776/421, 6-18=-258/260, 7-
16=-763/434, 7-17=-263/255 NOTES-
1)
Unbalanced floor live loads have been considered
for this design. 2)
All plates are MT20 plates unless otherwise indicated,
31
All nlatR- arp 1 ,rix4 MT2t1 tinlfacS otharwict? 0
2516
III PLATES
GRIP MT20
244/190 MT20HS
187/143 Weight:
125 Ib FT = 10%F, 10%E iFaxrl
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34946 .E.
CSUCE - FL _. OE ---- _.._..FLOOR _.._.___ ..._ _..__.___ -
At Roof Trusses, Fort Pierc]e, FL 34946. design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s
I D:?sOQvl IzBGko2hFp RYibzz
0-1-8
2-6-0 1-8-0 2-0-12 1-8-0
3x3 11
1.5x4 -_, 5x10
0
d
3x6 FP= 3x6 FP
5x6 5x6 -= 5x10 --
Dead Load Dell. = 114 in
24 23 22 21 20 19 18 17 16 15
5x8 == 500 == 3x12 MT20HS FP 3x12 MT20HS FP- 5x10 ---- 5x8
5x6 == 1.5x4 SP---
5x6 -_-:
E
26 7-12
Plate Offsets (X,20316:0- Y)- [.0-5-0,Edge], [4:0-3-0,Edgej, [11 -0,Edge), [13:0-5-0,Edge], [15:Edge,O 3-0j, [5-0, Edge] , [17:0 1-12,Edge] , [19:0-3-0,0-0-0], j22 0-
2-12,Edgg j23_0-5-0,Edge 24:Edge,,0-3-0],_[25:0-1 8 0_0-121 LOADING (pso
SPACING- 2-0-0 CSI. DEFL. in (loc) I/deFl Ud PLATES GRIP TCLL 40.
0 Plate Grip DOL 1.00 TC 0.28 Vert(LL) -0.63 19-20 499 360 MT20 2441190 TCDL 10.
0 Lumber DOL 1.00 BC 0.79 Vert(CT) -0.87 19-20 362 240 MT20HS 187/143 BCLL 0.
0 Rep Stress Incr YES WB 0.61 Horz(CT) 0.11 15 n/a n/a BCDL 5.
0 Code FBC2017(rP12014 Matrix-S Weight: 222 Ib FT = 10%F, 10%E LUMBER - TOP
CHORD
2x4 SP M 30(flat) 5) Required
2x6 strongbacks, on edge, spaced at BOB CHORD2x4SPM30(Flat) WEBS 2x4
SP No.3(flat) 10-0-
0 oc and fastened to each truss with 3-10d BRACING 0.
131" X 3") nails. Strongbacks to be attached to TOP CHORD
walls at their outer ends or restrained by other Structural wood
sheathing directly applied or 6-0-0 means. 6)
CAUTION,
Do not erect truss backwards. oc purlins,
except end verticals. BOT CHORD
Rigid ceiling
directly applied or 10-0-0 oc bracing. LOAD CASE(S) REACTIONS. (lb/
size) Standard 24 = 1448/
0-7-4 (min.0-1-8) 15 = 1448/
Mechanical Max Grav
24 - 1448(
LC 1) 15 = 1448(
LC 1) FORCES. (lb)
Max. Comp./
Max. Ten. - All forces 250 (lb) or less except when
shown. TOP CHORD
2-3=-
5456/0, 3-4=-5480/0, 4-5=-
8308/0, 5-6=-8308/0, 6-7=-
8308/0, 7-8=-8675/0, 8-9=-
8327/0, 9-10=-8327/0, 10-1
1=-8327/0,11-12=-5530/0, 12-13=-
5506/0 BOT CHORD
23-24=
013101, 22-23=0/7228, 21-22=
0/8675, 20-21=0/8675, 19-20=
018675, 18-19=0/8675, 17-18=
0/8675, 16-17=0/7263, 15-16=
0/3168 WEBS 13-
15=-
3427/0, 2-24=-3367/0, 13-16=
0/2555, 2-23=0/2573, 12-16=-
264/0, 3-23=-265/0, 11-16=-
1870/0, 4-23=-1888/0, 11 -1
7=0/1 156, 4-22=0/1172, 10-17=-
303/68, 5-22=-301/70, 8-17=-
1019/319, 7-22=-1034/304 NOTES- 1)
Unbalanced
floor live loads have been considered for
this design. 2) All
plates are MT20 plates unless otherwise nriirarvri vnMq
Izau
mxapEr>r~+ae'x ¢n rrossa;^s^. r ertut ^re: t .crara+s ss=er^urtr^ rinoaito5uirt• tn. w .ar »u, nr m5 u.,, w:,rr tkr«agroe ads ate, r l, rz r e r,x r,•, „ aav,r end aa rre- r, lN;d
i¢,atrye rlae>sM k,<kwtk'66bh. 4. As I«sealr!yntequ sprsn Eyeexr ar ud e w l:3r+Srum4nn Muse t 4rrmuwv m,nxq a+H iii+':.r WS," oft?xs+hj, M"*IAaM. r Wih! Ib k;q[nne anr. wms,. races.• tsa. Anthony I, Tombo It , P.E. xa <uaAl
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St
Woe blvd. For, Pierre,
Ft 341)46 epy'.1m '
t@t6 A 1Yoat fiuws Aotboay 1. IGm69 II11`1 Yeproda8ieodIk.,dommaal-imeoY[ora, is plohihotd.4,00 thevma pesmi w,I' nA IWt..rFot AntAuntLtumba Nl, F_E.
0-1-8
2-6-0 ....I
3x3 11
1 8-0_..1 f-- 2-5-12
4x6 il 5x6 =-
3x6 FP-- 3x6 FP
3-0Ill - --I
MSH422
Dead Load Defl. = 1/4 in
24 23 22 21 20 19 18 17 16 15
5x8 - 5x10 3x12 MT20HS FF -- 3x8 MT20HS FP—, 500 _- 5x8 -__
5x8 =- 1.5x4 SP-=
5x8 __
26-7-12
Plate Offsets (X,Y)— [2:0-5-O,Edge], [4:Q-2-12,Edgej, [7:0-3 O,EdgeJ, [B.El-t-B,Edge], [11.0 3-0,Edge], [13:0-7-O,Edge], (I5:Edge,0-3-0], [16:0-4-4,Edge], - —
17A-4-0 Edge], j19 0-3-0,0-0-0j, [22:0-4-Q,Edge],_j23A-5 O,Edgej [24_Edge 0-3 Oj j25:0-1_-8 0-0-121._.-.
LOADING(psf) SPACING- 1-4-0
TCLL 40.0 Plate Grip DOL 1.00
TCDL 10.0 Lumber DOL 1.00
BCLL 0.0 Rep Stress Incr NO
BCDL 5.0 Code FBC2017/TPI2014
LUMBER -
TOP CHORD 2x4 SP 240OF 2.OE(flat)
BOT CHORD 2x4 SP 240OF 2.OE(flat)
WEBS 2x4 SP No.3(flat)
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 6-0-0
oc purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size)
24 = 1220/0-7-4 (min. 0-1-8)
15 = 174310-3-8 (min.0-1-8)
Max Grav
24 = 1220(LC 1)
15 = 1743(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less
except when shown.
TOP CHORD
2-3=-4821/0, 3-4=-4838/0,
4-5=-7869/0, 5-6=-7869/0,
6-7=-7869/0, 7-8=-8901/0,
8-9=-9344/0, 9-10=-9344/0,
10-11=-9344/0, 11-12=-7216/0,
12-13=-7196/0
BOT CHORD
23-24=0/2665, 22-23=0/6604,
21-22=0/8901, 20-21=0/8901,
19-20=0/8901, 18-19=0/8901,
17-18=0/8901, 16-17=0/8920,
15-16=0/3965
WEBS
13-15=-4289/0, 2-24=-2893/0,
13-16=0/3540, 2-23=0/2355,
11-16=-2124/0, 4-23=-1907/0,
11-17=0/461, 4-22=0/1374,
10- 1 7=-330/0, 8-17=0/1071,
7-22=-166110, 7-20=0/371,
8-19=-276/0
NOTES-
1) Unbalanced floor live loads have been
considered for this design.
2) All plates are MT20 plates unless otherwise
CSI. DEFL. in (loc) I/deft L/d
TC 0.44 Vert(LL) 0.5917-19 537 360
BC 0.66 Vert(CT) 0.8217-19 386 240
WB 0.84 Horz(CT) 0.09 15 n/a n/a
Matrix-S
4) Required 2x6 strongbacks, on edge, spaced at
10-0-0 oc and fastened to each truss with 3-1 Od
0.131" X 3") nails. Strongbacks to be attached to
walls at their outer ends or restrained by other
means.
5) CAUTION, Do not erect truss backwards.
6) Use USP MSH422 (With 10d nails into Girder 8r
10d nails into Truss) or equivalent at 20-3-4 from
the left end to connect truss(es) FL05G (1 ply 2x4
SP) to front face of top chord, skewed 0.0 deg.to
the left, sloping 0.0 deg. down.
7) Fill all nail holes where hanger is in contact with
lumber.
8) In the LOAD CASE(S) section, loads applied to
the face of the truss are noted as front (F) or back
B)•
LOAD CASE(S)
Standard
1) Dead + Floor Live (balanced): Lumber
Increase=1.00, Plate Increase=1.00
Uniform Loads (plf)
Vert: 15-24=-7, 1-14=-67
Concentrated Loads (lb)
Vert: 11=-1032(F)
PLATES GRIP
MT20 244/190
MT20HS 1871143
Weight: 222 lb FT = 10%F, 10%E
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Trrus WRCSUCE -_--
ussFL10V- -- door Al
Roof Trusses, Fort Pierce, FL 34946, design@a1truss.com 018
2-
6-0 3x8 =
1.5x4 11 2
3 2
1 1 s
Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Tue May 1 11,12:57 2018 Page 1 sOQvl
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2-8 1-3-0 2-0-0 1-3-Q 0 4 0 Dead
Load Del = 3/16 in 3x4 --
3x6
FP= 1.5x4 11 3x3 1.5x4 11 3x6 = 3x6 11 6x6 -_ 4
5 6 7 8 9 10 11 12 3x6 .-
3x8 — 3x4 _: 1.5x4 11 3x6-,-- 3x8 MT20HS FP: 4x8 -- LOADING(
psf SPACING- 2-0-0 TCLL
40.0 Plate Grip DOL 1.00 TCDL
10.0 Lumber DOL 1.00 BCLL
0.0 Rep Stress Incr NO BCDL
5.0 Code FBC2017/TP12014 LUMBER -
TOP
CHORD 2x4 SP No.2(flat) "Except' T2:
2x4 SP 2400F 2.OE(flat) BOT
CHORD 2x4 SP 2400F 2.OE(flat) `Except` 62:
2x4 SP M 30(flat) WEBS
2x4 SP No.3(flat) BRACING -
TOP
CHORD Structural
wood sheathing directly applied or 3-1-0 oc
purlins, except end verticals. BOT
CHORD Rigid
ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (
lb/size) 12 =
1128/0-3-8 (min.0-1-8) 20 =
1128/0-7-4 (min.0-1-8) Max
Grav 12 =
1128(LC 1) 20 =
1128(LC 1) FORCES. (
lb) Max.
Comp./Max. Ten. - All forces 250 (lb) or less except
when shown. TOP
CHORD 2-
3=-3612/0, 34=-3612/0, 4-
5=4533/0, 5-6=-4533/0, 6-
7=4533/0, 7-8=-3874/0, 8-
9=-3874/0, 9-10=-1212/0, 10-
1 1=-1 108/0,11-12=-1212/0 BOT
CHORD 19-
20=0/2129, 18-19=0/4423, 17-
18=0/4533, 16-17=0/4533, 15-
16=0/2926,14-15=0/2926 WEBS
12-
14=0/1609, 2-20=-2353/0, 2-
19=0/1640, 9-14=-1895/0, 9-
16=0/1098, 4-19=-897/0, 4-
18=-224/591, 7-17=-42/274, 7-
16=-1162/0 NOTES-
1)
Unbalanced floor live loads have been considered
for this design. 2)
All plates are MT20 plates unless otherwise indicated.
3)
Recommend 2x6 strongbacks, on edge, spaced at
10-0-0 oc and fastened to each truss with 3-10d 0.
131" X 3") nails. Strongbacks to be attached to 12-
10-0 CSI.
DEFL. in (loc) I/defl L/d TC
0.99 Vert(LL) 0.4618-19 516 360 BC
0.95 Vert(CT) 0.6618-19 360 240 WB
0.78 Horz(CT) 0.03 12 n/a n/a Matrix-
S LOAD
CASE(S) Standard
1)
Dead + Floor Live (balanced): Lumber Increase=
1.00, Plate Increase=1.00 Uniform
Loads (plf) Vert:
13-20=-10, 1-12=-103 1
PLATES
GRIP MT20
244/190 MT20HS
187/143 Weight:
101 Ib FT = 10%F, 10%E walls
at their ni der P.rift nr rPstmined by other 1i .
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Joli Truss - Truss T e __ Q ____ __-- YP ti -__ Pty
WRCSUCE FL11GEFloor Supposed Gable -- 1Reference {optional)
A01934511 "
A1 Roof Trusses, Fort Pierce, FL 34946, dosrgn(gZaltrvss.com Run: 8.120 s Nov 12 2017 Print: 8 120 s Nov 12 2017 MiTek Industries, Inc. Tue May 1 11:12:57 2018 Page) 1
ID:?sOQvIlzBGko2hFpRYibzzzOpep-KgLTsrtYgxmkGgikeyS537O1huM5Fs 1 UBjYArTzKv_4
0-8 "
1 9 1 6
34 33 32 31
3x6 FP`- 3x3 --
S R 7 R a to 11
Plate Offsets LX,Y) j1 Edge,0-0-121, (35 0-1-8,0-0
LOADING (pso SPACING- 2-0-0
TCLL 40.0 Plate Grip DOL 1,00
TCDL 10.0 Lumber DOL 1.00
BCLL 0.0 Rep Stress Incr YES
BCDL 5.0 Code FBC2017TTP12014
LUMBER -
TOP CHORD 2x4 SP No.2(flat)
BOT CHORD 2x4 SP No.2(flat)
WEBS 2x4 SP No.3(flat)
OTHERS 2x4 SP No.3(flat)
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 10-0-0
oc purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. All bearings 20-1-8.
lb) - Max Grav
All reactions 250 lb or less at
joint(s) 34, 18, 33, 32, 31, 30, 29,
28, 27, 25, 24, 23, 22, 21, 20, 19
FORCES. (lb)
Max. Camp./Max. Ten. - All forces 250 (lb) or less
except when shown.
NOTES-
1) All plates are 1.5x4 MT20 unless otherwise
indicated.
2) Gable requires continuous bottom chord bearing
3) Truss to be fully sheathed from one face or
securely braced against lateral movement (i.e.
diagonal web).
4) Gable studs spaced at 1-4-0 oc.
5) Recommend 2x6 strongbacks, on edge, spaced
at 10-0-0 oc and fastened to each truss with 3-10d
0,131" X 3") nails. Strongbacks to be attached to
walls at their outer ends or restrained by other
means.
LOAD CASE(S)
Standard
CSI.
TC 0.09
BC 0.01
WB 0.03
Matrix-S
1-8
1-8
DEFL. in (loc) I/deft L/d
Vert(LL) n/a n/a 999
Vert(CT) n/a n/a 999
Horz(CT) -0.00 18 n/a n/a
PLATES GRIP
MT20 2441190
Weight: 89 lb FT = 10%F, 10%E
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WRCSUCE I HJSC I Roof Special Girder
1-5-0 7-0-0
A0193452
Job Reference o Btional)_ _ fl
s Nov 12 2017 MiTek Industries, Inc. Tue May 1 11 12:58 2018 Page
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i
1.5x4 II 4
Load Deft. = 1/16 in
2x4 -- 1.5x4 11
I _
6-6-7 i 7-0_Oi6-6-7 0 5 9
Plate Offsets (X,Y)-- j2:Eid 0-0- fit -
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) 1/de8 Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1,25 TC 0.54 Vert(LL) 0.14 6-9 536 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.42 Vert(CT) 0.14 6-9 536 240
BCLL 0.0 ' Rep Stress Incr NO WB 0.04 Horz(CT) 0.00 2 n/a n/a
BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 26 lb FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0
oc purlins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and
required cross bracing be installed during truss
erection, in accordance with Stabilizer
Installation guide,
REACTIONS. (lb/size)
2 = 342/0-10-15 (min. 0-1-8)
6 = 327/0-11-5 (min.0-1-8)
Max Horz
2 = 114(LC 19)
Max Uplift
2 = 238(LC 4)
6 = 187(LC 4)
Max Grav
2 = 342(LC 1)
6 = 327(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less
except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=150mph (3-second gust)
Vasd=116mph; TCDL=S.Opsf; BCDL=5.Opsf; h=15ft;
Cat. II; Exp C; End., GCpi=0.18; MWFRS
envelope); cantilever left and right exposed ; end
vertical left exposed; porch left exposed; Lumber
DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf
bottom chord live load nonconcurrent with any other
live loads.
3) ' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
4) Provide mechanical connection (by others) of
truss to bearing plate capable of withstanding 238 lb
uplift at joint 2 and 187 lb uplift at joint 6.
5) Hanger(s) or other connection device(s) shall
be provided sufficient to support concentrated
load(s) 38 lb down and 42 lb up at 4-2-8, and 38
lb down and 42 lb up at 4-2-8 on top chord, and
49 lb down and 7 lb up at 1-4-9, 49 lb down and 7
lb up at 14-9, and 17 lb down and 44 lb up at
4-2-8, and 17 lb down and 44 lb up at 4-2-8 on
bottom chord. The design/selection of such
connection device(s) is the responsibility of
others.
6) In the LOAD CASE(S) section, loads applied to
the face of the truss are noted as front (F) or back
B)-
LOAD CASE(S)
Standard
1) Dead + Roof Live (balanced): Lumber
Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-4=-60, 5-7=-20
Concentrated Loads (lb)
Vert: 11=-7(F=-3, B=-3) 12=-17(F=-9, B=-9)
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tPterce,
2
t J--U
1-5-0
2.83 (12
3x4 =
4 7-8-9
4 — -- -- -.._. 7-4.5
LOADING (psf) SPACING- 2-0-0 CSI.
TCLL 20.0 Plate Grip DC 1.25 TC 0.91
TCDL 10.0 Lumber DOL 1.25 BC 0.69
BCLL 0.0 Rep Stress Incr NO WB 0.00
BCDL 10.0 Code FBC2017/TP12014 Matrix -MP
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0
oc purlins.
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MITek recommends that Stabilizers and
required cross bracing be installed during truss
erection, in accordance with Stabilizer
Installation guide. _
REACTIONS. (lb/size)
3 = 196/Mechanical
4 = 109/Mechanical
2 = 437/0-4-4 (min.0-1-8)
Max Horz
2 = 100(LC 4)
Max Uplift
3 - 128(LC 4)
4 = 91(LC 5)
2 = 310(LC 4)
Max Grav
3 = 196(LC 1)
4 = 141(LC 3)
2 = 437(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less
except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=150mph (3-second gust)
Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft;
Cat. II; Exp C; End., GCpi=0.18; MWFRS
envelope); cantilever left and right exposed ; end
vertical left exposed; porch left exposed; Lumber
DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf
bottom chord live load nonconcurrent with any other
live loads.
3) . This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of
Load Defl. = 3116 in
c5
13
DEFL, in loc) I/defl L/d PLATES GRIP
Vert(LL) 0.32 4-9 286 240 MT20 244/190
Vert(CT) 0.31 4-9 298 240
Horz(CT) 0.02 3 n/a n/a
Weight: 26 lb FT = 10%
6) Hanger(s) or other connection device(s) shall
be provided sufficient to support concentrated
load(s) 18 lb down and 18 lb up at 2-1-0, 18 lb
down and 18 lb up at 2-1-0, and 44 lb down and
59 lb up at 4-10-15, and 44 lb down and 59 lb up
at 4-10-15 on top chord, and 3 lb down and 20 lb
up at 2-1-0, 3 lb down and 20 lb up at 2-1-0, and
23 lb down and 55 lb up at 4-10-15, and 23 lb
down and 55 lb up at 4-10-15 on bottom chord.
The design/selection of such connection device(s)
is the responsibility of others.
7) In the LOAD CASE(S) section, loads applied to
the face of the truss are noted as front (F) or back
B).
LOAD CASE(S)
Standard
1) Dead + Roof Live (balanced): Lumber
Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3=-60, 4-5=-20
Concentrated Loads (lb)
Vert: 11=-8(F=-4, B=4) 12=-5(F=-2, B=-2)
13=-32(F=-16, B=-16)
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xa}dtzgne•adC aYs-,G`. sac ae:x2el eN Mt PxMrs ad p+l4nr N9eUSAg Ge6rert tete4 Ma anr,all-ptksMbMfxwtl(4 rtesMxnxede N Nxe tt mars mxr S &LLucie
ttm npssflamsrddsAUP46nsh:Mrr.hvs9es Eeg+eaaod,nuxMrxe risz 4451 St. Lurie Blvd,taea.iuNhr4littealegadetaarampIteMtauesmMrcttM !ins Qnpsfatuea it dt't lae lxYat 5rc*sa, a G.ss Srsks caNen M ory knlRtl 5!(q.tread xas secs kk N ta!h!. t 1aPlught07014A-I toot Imst, Aithooyl.lo0*o111,P1. Reptoduaioeoftosdocomem,inedqtotm,isptuhibited.4fiewthe W"Re.powssionhamA-I Roof hesses-Aalkonrl.losehIII, PA. Post Rteree, FL 3494ra
1-5-0 4-11-0 9-10 1
4 11-0 ---- .-.......- — - 4 j Q -- I
4x4 II 1.5x4 II 3x4 ---=-6
F
4-11-0 9-14-1 _
4-1t-0 4-11-0
Platg Offsets (X Y)-- [2:Edge,0-0-1]
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) 0.04 7-8 999 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.55 Vert(CT) 0.10 7-8 999 240
BCLL 0.0 ' Rep Stress Incr NO WB 0,38 Horz(CT) 0.01 5 n/a n/a
BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Wind(LL) 0.02 7-8 999 240 Weight: 44 lb FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
SLIDER
Left 2x4 SP No.3 1-6-0
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0
oc puriins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size)
5 = 155/Mechanical
2 = 468/0-4-9 (min.0-1-8)
6 = 323/Mechanical
Max Horz
2 = 169(LC 4)
Max Uplift
5 = 78(LC 4)
2 = 232(LC 4)
6 = 68(LC 8)
Max Grav
5 = 155(LC 1)
2 = 468(LC 1)
6 = 323(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less
except when shown.
TOP CHORD
2-3=-269/66, 3-13=-755/158,
4-13=-699/165
BOT CHORD
2-15=-257/697, 15-16=-257/697,
8-16=-257/697, 8-17=-257/697,
7-17=-257/697
WEBS
4-8=0/255, 4-7=-749/276
NOTES-
1) Wind: ASCE 7-10; Vult=150mph (3-second gust)
Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft;
Cat. II; Exp C; End., GCpi=0.18; MWFRS
envelope); cantilever left and right exposed; end
vertical left exposed; Lumber DOL=1.60 plate grip
DOL=1.60
91 Thie In me has hncn dasinnnrt fnr n 10 n ncf
3) ' This truss has been designed for a live load
of 20.Opsf on the bottom chord in all areas where
a rectangle 3-6-0 tall by 2-0-0 wide will fit between
the bottom chord and any other members.
4) Refer to girder(s) for truss to truss
connections.
5) Provide mechanical connection (by others) of
truss to bearing plate capable of withstanding 78
lb uplift at joint 5, 232 lb uplift at joint 2 and 68 lb
uplift at joint 6.
6) Hanger(s) or other connection device(s) shall
be provided sufficient to support concentrated
load(s) 78 lb down and 95 lb up at 1-4-9, 78 lb
down and 95 lb up at 1-4-9, 40 lb down and 54 lb
up at 4-2-8, 40 lb down and 54 lb up at 4-2-8,
and 60 lb down and 56 lb up at 7-0-7, and 60 lb
down and 56 lb up at 7-0-7 on top chord, and 10
lb down and 9 lb up at 1-4-9, 10 lb down and 9 lb
up at 1-4-9, 13 lb down at 4-2-8, 13 lb down at
4-2-8, and 33 lb down at 7-0-7, and 33 lb down at
7-0-7 on bottom chord. The design/selection of
such connection device(s) is the responsibility of
others.
7) In the LOAD CASE(S) section, loads applied to
the face of the truss are noted as front (F) or back
B).
LOAD CASE(S)
Standard
1) Dead + Roof Live (balanced): Lumber
Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-5=-60, 6-9=-20
Concentrated Loads (lb)
Vert: 3=63(F=31, B=31) 14=-85(F=-42, B=-42)
16=-4(F=-2, B=-2) 17=-54(F=-27, B=-27)
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k N'*p0es4rwA tm:aas tla»ssr'e+;x Re llWMne l,rlue5 wl d.WksHMNdNry(eslm d iMafh.ma RU`M1rFrs Ee f l eM SNA xe=dxnae4 lnea g.K.xr-Rt-1"*,$, 1111xz+A411 W 6ws e* Ins he,". tress'hs's?ymro "T"'Y'*km -»kss
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4A51 sr.
L 3494tartPi@iCO, FFL44d6 fopyiitht
01616 A I toot Cusses ARthooy11040111JI, kepto6rimp ofthisdotomem,t000phim, isptohihited.iihaottht nfen pemssioo hum A I Roof hostel AomonrC lombo lll. P.t.
2x4 :-
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) 0.03 4-7 999 360 MT20 244/190
TCDL 10.0 Lumber DOL 1,25 BC 0,37 Vert(CT) 0.06 4-7 987 240
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0-00 3 n/a n/a
BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Wind(LL) 0.06 4-7 999 240 Weight: 17 lb FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING- LOAD CASE(S)
TOP CHORD Standard
Structural wood sheathing directly applied or 5-0-0
oc purlins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and
required cross bracing be installed during truss
erection, in accordance with Stabilizer
Installation guide. _
REACTIONS. (lb/size)
3 - 127/Mechanical
2 = 264/0.8-0 (min, 0-1-8)
4 = 64/Mechanical
Max Horz
2 - 115(LC 12)
Max Uplift
3 = 90(LC 12)
2 = 80(LC 12)
Max Grav
3 = 127(LC 1)
2 = 264(LC 1)
4 = 90(LC 3)
FORCES. (lb)
Max. Comp./Max. Ten. All forces 250 (lb) or less
except when shown.
NOTES-
1) Wind: ASCE 7-10: Vult=150mph (3-second gust)
Vasd=116mph; TCDL=5.Opsf; BCDL=5,Opsf; h=25ft;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS
envelope) and C-C Exterior(2) zone; cantilever left
and right exposed ; end vertical left exposed;C-C for
members and forces & MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf
bottom chord live load nonconcurrent with any other
live loads.
3) " This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of
kawq place Dxega ue Ite'11 nC yss s"4t!itl!6f1;G: rttkSe(M:111CDt(DtlaMi arY S.IDVis MEA"Mx.. Ie At feup paek8nsxlred xletxMs1>ru DeS drny;rGC;wPoe leDxPt iwga D,1t felneke SRm ai«e.se DWssMMent Mid xM TDD.Wr
Wie ax;rrt pine .AA 4rsa tit tk lDD! x eld. 4t e'i sDnlp hpxrt<7. St'ktt, teNxtt,`. t xdxxp lDD PrplbmtxBtlpJt:tape peditNexl a}wx•Iq esgaxAilDp4 Mkt:pr9Dtss tl. SS 61a.4.W Nxn. Map Is,I 1a wr nxkpma. hasp expGes. WWI" Andiony T, Torribo 111, P.t. wiexd4a trnta xr taxuei5nk cFxt bimaru 9.xt.DeD.xtSrAtatralxae is talFq Des px•.a"xeWen el he ttt MS; x7 ne k!:l paaaig tat xz Rst'k yrxx ant"DaMx. Heil Se el kx..x. aiepq am:q.:>rgc.Whna p retre:u SxrkPa rctpxtii!erd u80083bpma.ppe,y+t,eu(apNra-ikx»utKkRe iq ea Dk xanaes ai pd4xndge pilggfxM»en then iaunanx;KSf-MlNsMEttin.4aa«treust0t,Ile.ft„TVIMoltAa <tspetMlAes xs bWs0A5 I,riksgp Lass Deuyx M aWri.,I" a-le-
4ASt $C. Lucie BlYfl. rat=au hfna tt CemaF yrxi qx u nmq h Nl ptmks WdrN [k txss Deus;quxc ii DOi me tayap Ge;:peE. a Fns SYxxa tywes rt ap tarty kn t aina ma, n<as /dxa ro rNJ
opp Dpt 728E6A-I tDef Guzset- AopbalelJxaDN III, III teprodeRSop oftkic ioluxem.in Dayform, ispro6 bfled wB6NDt de wuhes patraiueon homA-t taottm5us-ADthDrtt-t. tn DD lll_P_t. F1
tee,
FL
34946
1-0-0 4-11-15
2x4 = b
1.5x4 11
4-5 12 11-1
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) 0.01 6-9 999 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.26 Vert(CT) 0.03 6-9 999 240
BCLL 0.0 ' Rep Stress Incr YES WB 0,09 Horz(CT) 0,00 2 n/a n/a
BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Wind(LL) 0.03 6-9 999 240 Weight: 20 lb FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No-3 LOAD CASE(S)
BRACING- Standard
TOP CHORD
Structural wood sheathing directly applied or 4-11-15
oc purlins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and
required cross bracing be installed during truss
erection, in accordance with Stabilizer
Installation guide:_-_-
REACTIONS. (lb/size)
2 - 236/0-8-0 (min. 0-1-8)
6 = 223/0-3-8 (min.0-1-8)
Max Horz
2 = 114(LC 12)
Max Uplift
2 = 71(LC 8)
6 = 94(LC 12)
Max Grav
2 = 236(LC 1)
6 = 223(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less
except when shown.
WEBS
3-6=-157/287
NOTES-
1) Wind: ASCE 7-10; Vult=150mph (3-second gust)
Vasd=116mph; TCDL=5.Opsf; BCDL=S.Opsf; h=25ft;
Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS
envelope) and C-C Exterior(2) zone; cantilever left
and right exposed ; end vertical left exposed;C-C for
members and forces & MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf
bottom chord live load nonconcurrent with any other
live loads.
3) . This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
4) Provide mechanical connection (by others) of
Faaq-Mane Aaeelp!enaefa`t-11904 Fipi4;'S CStItE['a 6EAitAt tfIMSItC CA{ICI4 CdSt,"!.A,dl!fl;k([sFi7 v'tiMkAt'Me-fe<Rrleap{aar8m a/tat M¢sat#sLa+:9nq:M+ny{t[A!at!k MMer 1.Ismb ;F(-tdaexr 4ere 4¢Eare ne go aWax row aM 1110 ¢Nf
WI':eta:su Fpes,Mlaasel ht mr t301aa Wd.Msliins Bntp Ee{asa ts. Spclgfriepela;. ms seNatry{pprlp¢santaarepa:edaepshssfad at emtrryas!Xlgrw Mksys elM sa{!tf etSfsRnefaM`Ittt ale ak TA4J ktn r ssa{aas. has{taktM;. t¢qa { Anthony T. tornba ill, P.F.
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W.I. t1twh t itmtae to aaa.s hilt ata, Mdr11 fie tuns hu ar!s ICE Ce {aYo pas Fort
St_ ,
FL
Blvd.
94pmetFpFata { qw a Lys ktae ispew r ar stWiM. to tm uet mas ac es tetmH a tiff. Fort P`e>te2, FL 34946
fopyritbf01016AItoot bosses Anthony1.lomboIILp.l. ReprodartioeofAodomment,tnaayform, isprobibiledailhovithtanffenpewssionfrom A-1too( fi",esAofhoayl.lomboIII, F.E.
WRCSUCE ( J5E I Jack -Open Supported Gable
120 s
A0193457
I 1-0-0 +-- ---- 5-0-0
i o a _-__ 5-0-0
5.00 (12
2
a1
2x4 =
1.5x4 II
6 5
1.5x4 II 1.5x4 II
LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) Well L/d
TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 Vert(LL) 0.00 1 n/r 90
TCDL 10.0 Lumber DOL 1.25 BC 0.07 Vert(CT) 0,00 1 n/r 80
BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(CT) 0.00 n/a n/a
BCDL 10.0 Code FBC2017frP12014 Matrix-P
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 5-0-0
oc purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MITek recommends that Stabilizers and
required cross bracing be installed during truss
erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size)
5 - 42/5-0-0 (min, 0-1-8)
2 = 170/5-0-0 (min, 0-1-8)
6 = 235/5-0-0 (min.0-1-8)
Max Herz
2 = 114(LC 12)
Max Uplift
5 - 20(LC 12)
2 = 56(LC 8)
6 = 107(LC 12)
Max Grav
5 - 42(LC 1)
2 - 170(LC 1)
6 = 235(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less
except when shown.
WEBS
3-6=-208/330
NOTES-
1) Wind: ASCE 7-10; Vult=150mph (3-second gust)
Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS
envelope) and C-C Exterior(2) zone; cantilever left
and right exposed ; end vertical left exposed;C-C for
members and forces & MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Truss designed for wind loads in the plane of the
truss only. For studs exposed to wind (normal to
the face), see Standard Industry Gable End Details
as applicable, or consult qualified building designer
5) This truss has been designed for a 10.0 psf
bottom chord live load nonconcurrent with any
other live loads.
6) ` This truss has been designed for a live load
of 20.Opsf on the bottom chord in all areas where
a rectangle 3-6-0 tall by 2-0-0 wide will fit between
the bottom chord and any other members.
7) Provide mechanical connection (by others) of
truss to bearing plate capable of withstanding 20
lb uplift at joint 5, 56 lb uplift at joint 2 and 107 lb
uplift at joint 6.
LOAD CASE(S)
Standard
PLATES GRIP
MT20 244/190
Weight: 22 lb FT = 10%
Y«l K40N iMfWp(r`NrtRM1t.t lC.NtkUtU$'Sfl;r`x5[tAl Ed6:A:`>FNii:PiiyM,"ttl"I"ASAxy[itAGMESi'Ae«. I«'h kA:C 1tM tpl mfltkM?MS Prsip&wrp{tph;MNtt14M(r.Ieam 1F.P:. iderf«!}'k4i4f«tM IQ:41AYrt454i1ft6KMtt'Q-W!
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as a nr?=rsto a+3::rtq„mr ea aamdWCvx+mrG i mq rae{ §gh:yw«a na has iAi. ne aa e+ndmuw:wtwt i. fm urmadrtalei «x en frcN seAMG.x. Anthony T. lombo 111, P.E.
i aftmnA st«e «s.«Mne xt ««xt Gaa a m seu>lsdiifi A : 80083 94.1 hum, .1.«m«n, SPu i t«em as w exgl«smn«aaattr a rl. n a ui a«ax,p,e tt4tro u,;,,womm,ne n r :,, a„ns,y crt« w.Asx.n«taK ,, x,
u-reM«el ilr tMk«lrpx/rpnn «'+MgrF p;iesm«•r(. e4 urns Prop fqm«, Aa xe p,Nat kxptte ,»ss inlw cryeerrdnlxlNq kl;ptgittdlsks srn hhxl rn?Y.. 4451 $t. lUCie BNd_ oprrikki :
thlPAtRoalfivrms Aotheor1,tomboIII P.t.kopicAatlieoofMSsdotumse6maftetcrm,bprchihoolwiItwlthexCrttespamissiafthomklk«atifp9cct Aftihu«gt_Ionbnllt,F-E RyrtPierce,Ft
34946
1-0-0 5-6-0
3x4 =_-
3 -- 5-6-0 —
I
3- 5-2-8
LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.16 4-7 397 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.57 Vert(CT) -0.09 4-7 729 240
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a
BCDL 10.0 Code FBC2017/T'P12014 Matrix -MP Weight: 19 lb FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 5-6-0
oc purlins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek rewnmeii& that Stabilizers and
required cross bracing be installed during truss
erection, in accordance with Stabilizer
Installations-quide__
REACTIONS. (lb/size)
3 = 140/Mechanical
4 = 72/Mechanical
2 - 283/0-3-0 (min. 0-1-8)
Max Horz
2 = 100(LC 8)
Max Uplift
3 = 92(LC 8)
4 - 61(LC 8)
2 = 190(LC 8)
Max Grav
3 = 140(LC 1)
4 = 99(LC 3)
2 = 283(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less
except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=150mph (3-second gust)
Vasd=116mph; TCDL=5.Opsf; BCDL=S.Opsf; h=15ft;
Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS
envelope) and C-C Exterior(2) zone; cantilever left
and right exposed ; end vertical left exposed; porch
left exposed;C-C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60
plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf
bottom chord live load nonconcurrent with any other
live loads.
3) ` This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
ooiiam chord ano any other rnernoers
5) Provide mechanical connection (by others) of
truss to bearing plate capable of withstanding 92
lb uplift at joint 3, 61 lb uplift at joint 4 and 190 lb
uplift at joint 2.
LOAD CASE(S)
Standard
Xiaaq-tkme gacga. rn+ea lk'A-I IOC.DOSSES"SESt(r'A &X(gkf rildSl(3XWilC15 (OAi;R k'tT; t11G#ligudXEXP tad,. W64twJ.'aat W":hwtwEat Lust 3es gra+,y{{tn voXe Arm." 1. I'm ,l.E td—ilnrN•"n' Udatahrnw udM n a<tOQ-ttre
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lu XdakyeiAmta tpW amarapy lr al lath oran![Xe Trott bra hXoar!taft E+r r.(Lsg 6rtgna.at sS7was iyiaeraecX>•Xreg. Ali t uat#;dot ae xlamd la tttf. Ztad Pierce, FL 34946 Xpy69k1020I6A-
IAoet6ustes-dnlXony1.iottbelll:p.E, geproac0ievoflliisXacemem.iedayFotm,ispm476hedwhhaunherlitleeparmaXlioahamA-IRoof irasses-Aathonrl.lamkoIII, P-!.
f —1V-U+--.-_-------------_--_..___ i1-0-0 7-0-0
3x6 II
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well L/d
TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 Vert(LL) 0.10 5-8 818 360
TCDL 10.0 Lumber DOL 1.25 BC 0.85 Vert(CT) 0.24 5-8 350 240
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.05 4 n/a n/a
BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Wind(LL) 0.23 5-8 356 240
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
SLIDER
Left 2x4 SP No.3 1-6-0
BRACING -
TOP CHORD
Structural wood sheathing directly applied.
BOT CHORD
Rigid ceiling directly applied or 6-6-12 oc bracing.
REACTIONS. (lb/size)
4 = 183/Mechanical
2 = 342/0-3-8 (min.0-1-8)
5 = 90/Mechanical
Max Horz
2 = 156(LC 12)
Max Uplift
4 = 133(LC 12)
2 = 92(LC 12)
Max Grav
4 = 183(LC 1)
2 - 342(LC 1)
5 = 128(LC 3)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less
except when shown.
TOP CHORD
2-3=-517/26
NOTES-
1) Wind: ASCE 7-10; Vult=150mph (3-second gust)
Vasd=116mph; TCDL=S.Opsf; BCDL=S.Opsf; h=25ft;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS
envelope) and C-C Exterior(2) zone; cantilever left
and right exposed ; end vertical left exposed;C-C for
members and forces & MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf
bottom chord live load nonconcurrent with any other
live loads.
3) ' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of
LOAD CASE(S)
Standard
Dead Load DeB. = 1/8 in
PLATES GRIP
MT20 244/190
Weight: 26 lb FT = 10%
In lss to hPanno Nate cannhlP nt withstandinn 133 Ih
agar flastdaerydrrntra tk "t-I tBG fi SCS,'SCflft i &k". RAW A. (ia'Ail'"-1S W14k t( t: Ar ..... laa_ ferAt kvp Ettmdat W i W td!s arks Lcsr tn:q,+htvis{;t, tN nr AtMp C La,Nt fl', t F. tderwtflee* 4r.re nt. WM1+rMer•ue udt/ to M tOA. sme
tat tuwmrtkks "Saltkate/la lx twroatdd. as IIm ntsr fepau e. Kuhr Eepae.q udx as lAa;etrsseasnwsyea:edMpolnrad eepee ga!;MniNlaa h; kt fes dMsapt Les taP"M teM thA aM Mai?IL'6fn:a tsserepae..leafwy ttenrwe:. salNrml Anthony T. Toml" ill, P.E. ad sedds t rc h<ae lalHtgisa. attaatitial.dlk 7.wr.MP.aisaas'¢Nt tr Mlal/ttnfttr. aFot;ta pdM tt, a!R, ntMNcat i,*aaL tNl a£f?`.1. 'k gpen.d M?Oh aafmMN to dat 4att.a llQa kN'vq.ta'gt NAdlthttW gales shsll: be to resfat3.".md :a l}Q83MP,a awp OKga w(aaeNr-A#iwt,se'tr,wMr00 eNMpxNrts ml paldaesddefwitwt (eatettq tddt 6fiaam GSf,=pdiskant9 ad Sl(Aa!rdawteQM ftaN.p-tltxl lY I kflafle nfarvYunts ad ktt.tt'8ul escGttyta trash ksgafa}nta aNDt:tMmdmnet. aufl
lUm. Idea ii t" taUpWeem a rm(et tr dl taaas anoof rht 1"Si Napa 1.1—, act tae Wry Otcpra.t r tr..t fn.. r a,aaay to immiaat kps at n, 10M re nrl. 445E St. Lucie Blvd,
EapyritM$1201dA-ltaorTrasses AntbaagLlom6oltLP.f. Repaodadiana(ihisdoromen4innaylmm,ispwhihitndwithaatMewrittenpermissianhemAlRoof lrosses-Anthony [.lomho111,P.[. Fort Pierce,
FL 34946
1-0-0 5-0-0 5-11-4
i 10-0 - f-------- -- - 5-0-0
3x4 =
1.5x4 11
1.5x4 II
1.5x4 II
4-8-0 0- 5 11-4
4 0 11-4 i
Plate Offsets {X Y)— j4 0-2 0 0-211a
LOADING(psf) SPACING- 2-0-0 CSi. DEFL. in loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 125 TC 0.29 Vert(LL) 0.05 7-10 999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.28 Vert(CT) 0.02 7-10 999 240
BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(CT) 0.00 2 n/a n/a
BCDL 10.0 Code FBC2017(TP12014 Matrix -MP Weight: 25 lb FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 5-11 A
oc purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-" oc bracing.
MiTek recommends that Stabilizers and
required cross bracing be installed during truss
erection, in accordance with Stabilizer
Installation guide_ ___
REACTIONS. (lb/size)
2 = 221/0-8-0 (min. 0-1-8)
7 - 303/0-8-0 (min. 0-1-8)
Max Horz
2 - 105(LC 12)
Max Uplift
2 - 116(LC 8)
7 = 132(LC 8)
Max Grav
2 - 221(LC 1)
7 - 303(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less
except when shown.
WEBS
3-7=-179/300
NOTES-
1) Wind: ASCE 7-10; Vult=150mph (3-second gust)
Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft;
Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS
envelope) and C-C Exterior(2) zone; cantilever left
and right exposed ; end vertical left exposed; porch
left exposed;C-C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60
plate grip DOL=1.60
2) Provide adequate drainage to prevent water
ponding.
3) This truss has been designed for a 10.0 psf
bottom chord live load nonconcurrent with any other
live loads.
4) ' This truss has been designed for a live load of
al A
5) Provide mechanical connection (by others) of
truss to bearing plate capable of withstanding 116
lb uplift at joint 2 and 132 lb uplift at joint 7.
LOAD CASE(S)
Standard
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0201d A goof Tresses Anthony 1. lombelll. 1`1 Reprodunloo of this document, ionnyform, isprohibaed eraheotthe-nto powision from kl goof Tresses-Aothon} T. lonebo III, P.E.
11-4
1-0-0 _ __-----._5-11-4
1.5x4 II
4-4-0 4- 1 3-4
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) 0.06 6-9 >886 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.32 Vert(CT) -0.02 6-9 >999 240
BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(CT) -0.00 2 n/a n/a
BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 23 lb FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3 LOAD CASE(S)
BRACING- Standard
TOP CHORD
Structural wood sheathing directly applied or 5-11-4
oc purlins.
BOT CHORD
Rigid ceiling directly
MiTek
applied or 10-0-0 oc bracing.
ds .. th-at--St--a- bilizers ---and ---- recommen
required cross bracing be installed during truss
erection, in accordance with Stabilizer
Installation -guide.
REACTIONS. (lb/size)
2 = 21710-8-0 (min. 0-1-8)
6 = 318/0-8-0 (min, 0-1-8)
Max Horz
2 - 116(LC 12)
Max Uplift
2 - 117(LC 8)
6 - 118(LC 9)
Max Grav
2 = 217(LC 1)
6 = 318(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. All forces 250 (lb) or less
except when shown.
WEBS
3-6=-229/435
NOTES-
1) Wind: ASCE 7-10; Vult=150mph (3-second gust)
Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS
envelope) and C-C Exterior(2) zone; cantilever left
and right exposed ; end vertical left exposed; porch
left exposed;C-C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60
plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf
bottom chord live load nonconcurrent with any other
live loads.
3) " This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
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1ne.w 1"ofi Y`.Fa[gl eN naa-11 ICAO 4451 St. Lucie Blvd. r F M{x;etmNrNfeFtnss^.<SFtx(gxmFi:l4tet{I,xY>;#tyanitl..sSrsxvi+ple4ltayadSryAlitut ueeMa54Fasldwiiathl.
Pie[ee, fapyliRh1 701¢A-I factUvsus-Zi Avihoap1.Tombs Ill. PA. Reptoduaiaeofthislomnemf4[
tFL 3494h inanytora,isProhibited4ithotdthe-
rfeepowssionhenA-IRoofImies AnsM1ony1tonhoAl,P-t.
WRCSUI% MG7 Jack -Closed Girder 1 1
Job Reference (optional? _--__- _
rus --- --- -g- _. -..- - - --.—. - - ------- At- - f2oof Trusses, Fort Pierce, F1-34946, desi n ai truss.com Run: 8.120 s Nov 12 2017 Print $.120 s Nov 12 2017 Mi7ek Industries. Inc Tue May 1 i 1 1305 2018 Page 1 ID:?sOOvi
IzBGko2hFpRYibzzzOpep-SCgUXa_ZoOncE3KG6dbzNpjfA6s?7KRf 1 zUb60zKuzy F---3-
5-
13 - { 3-5-
13 3-6-3 6x6 1.
5x4
II 3 JUS26
3x6II
JUS26
4x6: JUS26 3-
5-
13 3-6-3 Plate Offsets
LOADING(psf)
SPACING- 2-0-0 CSL DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.
0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) 0.03 4-5 999 360 MT20 244/190 TCDL 10A
Lumber DOL 1.25 BC 0.97 Vert(CT) 0.06 4-5 999 240 BCLL 0.
0 Rep Stress Incr NO WB 0,65 Horz(CT) 0.01 4 n/a n/a BCDL 10.
0 Code FBC2017/TP12014 Matrix -MP Wind(LL) 0.03 4-5 999 240 Weight: 40 lb FT = 10% LUMBER - TOP
CHORD
2x4 SP No.2 BOT CHORD
2x6 SP No.2 WEBS 2x4
SP No.3 WEDGE Left:
2x4
SP No.3 BRACING - TOP
CHORD
Structural wood
sheathing directly applied or 3-11-8 oc pudins,
except end verticals. BOT CHORD
Rigid ceiling
directly applied or 8-9-0 oc bracing. M,Tek
recommends that Stabilizers and required cross
bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.___
REACTIONS. (lb/
size) 1 = 1502/
0-3-8 (min. 0-1-12) 4 = 1542/
Mechanical Max Horz
1 = 138(
LC 8) Max Uplift
1 = 439(
LC 8) 4 = 520(
LC 8) Max Grav
1 = 1502(
LC 1) 4 = 1542(
LC 1) FORCES. (lb)
Max. Comp./
Max. Ten. - All forces 250 (lb) or less except when
shown. TOP CHORD
1-2=-
2117/602 BOT CHORD
1-9=-
653/1919, 5-9=-653/1919, 5-10=-
653/1919, 4-10=-653/1919 WEBS 2-
5=
433/1579, 2-4=-2157/734 NOTES- 1)
Wind:
ASCE 7-10; Vutt=150mph (3-second gust) Vasd=116mph;
TCDL=S.Opsf; BCDL=S.Opsf; h=25ft; Cat. 11;
Exp C; Encl., GCpi=0.18; MWFRS envelope); cantilever
left and right exposed ; end vertical left
exposed; Lumber DOL=1.60 plate grip DOL=1.
60 2) This
truss has been designed for a 10.0 psf 3) ' This
truss has been designed for a live load of 20.
Opsf on the bottom chord in all areas where a rectangle
3-6-0 tall by 2-0-0 wide will fit between the bottom
chord and any other members. 4) Refer
to girder(s) for truss to truss connections. 5) Provide
mechanical connection (by others) of truss to
bearing plate capable of withstanding 439 lb uplift
at joint 1 and 520 lb uplift at joint 4. 6) Use
USP JUS26 (With 10d nails into Girder & 10d nails
into Truss) or equivalent spaced at 2-0-0 oc max.
starting at 1-5-12 from the left end to 5-5-
12 to connect truss(es) 804 (1 ply 2x4 SP) to front face
of bottom chord. 7) Fill
all nail holes where hanger is in contact with lumber. 8)
In
the LOAD CASE(S) section, loads applied to the face
of the truss are noted as front (F) or back B). LOAD
CASE(
S) Standard 1)
Dead +
Roof Live (balanced): Lumber Increase=1.
25, Plate Increase=1.25 Uniform Loads (
plf) Vert: 1-
3=-60, 4-6=-20 Concentrated Loads (
lb) Vert: 5=-
832(F) 9=-832(F) 10=-832(F) 1'awq
M.rose 3x¢e}fi ro+4xM IC f tUS4f5-!'Fi. P, „1.Ixt 1,2l4it,iX-Mt.tK:,^a7,W-.r"AtAA9MiEDG iSC trn. it M, R4t 1`aaaMf MtlNl xgSH 57:vtS W.4r ewiq,itR;W 4r5iu F.inge lY-f.lAarokSMtl lNtttW 3rM:i «i4f ik1e6M@t (:6-ief% 41 NI'
lk
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mslaa.fu,t n%4 xsMa!dgeCwu k, .sr.oruntq,dx Wr q3e; .eke,a.YadtkNt.ae4tMxe Ar Rp: ad d_I. togp tl4¢I ,wpr7rcit pRri<ncw.wEe snN,q Ane 4s.'aa9reraM§wa# bA60-11 141%0 t 800$3 a M4ur@ei}
wrol:rurnar ABxn aeamaeiFSaiue ra^i Np•frtaex4.F iq`Aa+»xSda>efn amt,Srta,•tiwe1. ft,MRilKssef N`tiry xt«lw'.?haMwsae =,N+zM,mean,a'Ns,.,:vc„pn.6sshszpfpaexx4mrs,Nw tn;+<n.Mkss 4451 St. Woe $iA Mn xe
seW+h,teekxt at ynner axq 4r pnMs m,eef. .f<rE+,.4e.ge £e{ su4°: ne M. RnpMr x.n. Snha lgxtte dwF aaiart tk rgddcd k:.. ernhMnfuSn C. For, Fierce, R 3406 Apy"gM;}
20I6k i10014sces klh..r L lamWil-P-t. 1tP,cd.(1m 1hAida WA1 in enffmm, is prekibficd xitRam@e.,!nen pmmitsiae lromAIFaollrostes F lhaay C[ambn llh P.f.
r--
r--
g
6
3
2x4.
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft
I
L/d
TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 Vert(LL) n/a n/a 999
TCDL 10.0 Lumber DOL 1-25 BC 0.05 Vert(CT) n/a n/a 999
BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a
BCDL 10.0 Code FBC2017ITP12014 Matrix-P
LUMBER -
TOP CHORD 2x4 SP No-2
BOT CHORD 2x4 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 3-0-0
oc purlins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and
required cross bracing be installed during truss
erection, in accordance with Stabilizer
Installation guTde__-
REACTIONS. (lb/size)
1 - 90/2-11-6 (min, 0-1-8)
2 = 67/2-11-6 (min.0-1-8)
3 = 22/2-11-6 (min.0-1-8)
Max Horz
1 - 46(LC 12)
Max Uplift
1 - 22(LC 12)
2 = 53(LC 12)
Max Grav
1 - 90(LC 1)
2 - 67(LC 1)
3 = 45(LC 3)
FORCES. (lb)
Max. Camp./Max. Ten. All forces 250 (lb) or less
except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=150mph (3-second gust)
Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS
envelope) and C-C Exterior(2) zone; cantilever left
and right exposed ; end vertical left exposed;C-C for
members and forces & MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Gable requires continuous bottom chord bearing.
3) This truss has been designed for a 10.0 psf
bottom chord live load nonconcurrent with any other
live loads.
4)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
5) Bearing at joint(s) 2 considers parallel to grain
6) Provide mechanical connection (by others) of
truss to bearing plate capable of withstanding 22
lb uplift at joint 1 and 53 lb uplift at joint 2.
LOAD CASE(S)
Standard
PLATES GRIP
MT20 244/190
Weight: 8 lb FT = 10%
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For! Pier6C, FL }k,?46
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Z
a
2x4 1.5x4 II
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) n/a n/a 999 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.20 Vert(CT) n/a n/a 999
BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a
BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 16 lb FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3 LOAD CASE(S)
BRACING- Standard
TOP CHORD
Structural wood sheathing directly applied or 5-0-0
oc purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and
required cross bracing be installed during truss
erection, in accordance with Stabilizer
Installation g_uide,_
REACTIONS. (lb/size)
1 = 164/4-11-6 (min. 0-1-8)
3 = 164/4-11-6 (min. 0-1-8)
Max Horz
1 = 83(LC 12)
Max Uplift
1 = 41(LC 12)
3 = 75(LC 12)
Max Grav
1 = 164(LC 1)
3 - 164(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less
except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=150mph (3-second gust)
Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft;
Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS
envelope) and C-C Exterior(2) zone; cantilever left
and right exposed ; end vertical left exposed;C-C for
members and forces & MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Gable requires continuous bottom chord bearing.
3) This truss has been designed for a 10.0 psf
bottom chord live load nonconcurrent with any other
live loads.
4) ' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
5) Provide mechanical connection (by others) of
truss to bearing plate capable of withstanding 41 lb
dAP Kkl3f .1, 3xPo m(:xMm 11! F:tf l IAaisl f4rl' st7,Tlff I'.NASL rll i Qlt(m>tam Marti; ACCnQiti(AH1;5I"b'R M4!ki,ARp#RANes NmIfln blmf Mnt5ltN5i(k:rym.Bn.V1;;@R:MmV GmbM(F.ImMmIE f..tlfttH(liletl Y1bu 3Y. itlt!CAAQri{k 4fbfSf M><h1 _
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JANUARY 17, 2017 TYPICAL HIP / KING JACK CONNECTION I STDTLO I
A=
loom"
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772A09-1010
CORNERSET GENERAL SPECIFICATIONS
MAX LOAD: 55 psf Roof Load, 175 mph, ASCE
7-10, Exp. B, C up to 60' Mean Roof Height
and Exposure D up to 30' Mean Roof Height.
Attach End Jack's
w/ (4) 16d Toe Nails @ TC
3) 16d Toe Nails @ BC
Attach King Jack w/ (3) 16d Toe
Nails @ TC & 24" Strap w/ (6)
10d x 1.5" ea. end @ BC
W.
ttach Corner Jack's
t/ (2) 16d Toe Nails
@ TC & BC (Typ)
Attach Corner Jack's
w/ (2) 16d Toe Nails @ TC &
BC (Typ)
MA
W s. 0 " T,-w V1."" 1. 0 Antionv lor, 4451
st Luce Wvd, Pon
fv(—&P:A1k,w I 601tv'st, APA00) T Tombom, P1 Forl
pier e, L 4946
FEBRUARY 17, 2017 1 ALTERNATE GABLE END BRACING DETAIL ( STDTL03
A
ww-
A-1 ROOF TRUSSES
4451 ST, LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD
1'-3'MAX.
DIAG. BRACE
AT 1/3 POINTS
IF NEEDED
IT IS THE RESPONSIBILITY OF THE BLDG.
DESIGNER OR THE PROJECT ENGINEER/ARCHITECT
TO DESIGN THE CEILING DIAPHRAGM AND ITS
ATTACHMENT TO THE TRUSSES TO RESIST ALL
OUT OF PLANE LOADS THAT MAY RESULT FROM
THE BRACING OF THE GABLE ENDS.
HORIZONTAL BRACE
SEE SECTION A -A)
TRUSSSES e
24' O.C.
2X6 DIAGONAL BRACE SPACED 48'
O.C. ATTACHED TO VERTICAL WITH
4) - 16d NAILS, AND ATTACHED TO
BLOCKING WITH (5) - 10d COMMONS.
NAIL DIAGONAL BRACE TO
PURLIN WITH TWO 16d NAILS.
2X4 PURLIN FASTENED TO FOUR
TRUSSES WITH (2) - 16d NAILS
EACH. FASTEN PURLIN TO BLOCKING
W/ (2) - 16d NAILS (MIN.).
PROVIDE 2X4 BLOCKING BETWEEN
THE TRUSSES SUPPORTING THE
BRACE AND THE TWO TRUSSES ON
EITHER SIDE AS NOTED. TOENAIL
BLOCKING TO TRUSSES WITH (2) -
10d NAILS AT EACH END. ATTACH
DIAGONAL BRACE TO BLOCKING WITH
5) - 10d COMMON WIRE NAILS.
END WALL CEILING SHEATHING
STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED:
METHOD 1: ATTACH A MATCHING GABLE TRUSS TO THE INSIDE FACE
OF THE STRUCTURAL GABLE AND FASTEN PER THE
FOLLOWING NAIL SCHEDULE.
METHOD 2: ATTACH 2X_ SCABS TO THE FACE OF EACH VERTICAL
MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING
NAILING SCHEDULE. SCABS ARE TO BE OF THE SAME SCAB ALONGSIZE, GRADE, AND SPECIES AS THE TRUSS VERTICALS. VERTICALNAILINGSCHEDULE:
FOR WIND SPEEDS 120 MPH (ASCE 7-98, 02, 05), 150 MPH (ASCE
7-10) OR LESS, NAIL ALL MEMBERS WITH ONE ROW OF 10d (.131'
X 3') NAILS SPACED 6' D.C.
FOR WIND SPEEDS GREATER 120 MPH (ASCE 7-98, 02, 05), 150
MPH (ASCE 7-10) NAIL ALL MEMBERS WITH TWO ROWS OF 10d
131'X3') NAILS SPACED 6' O.C. (2X4 STUDS MINIMUM).
STRUCTURAL
I I / GABLEABLE TRUSS
MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. ALI
BRACING METHODS SHOWN ON PAGE 1 ARE VALID
AND ARE TO BE FASTENED TO THE SCABS OR
VERTICAL STUDS OF THE STANDARD GABLE TRUSS
ON THE INTERIOR SIDE OF THE STRUCTURE.
NOTE: THIS DETAIL IS TO BE USED ONLY FOR/
STRUCTURAL GABLES WITH INLAYED
STUDS. TRUSSES WITHOUT INLAYED
STUDS ARE NOT ADDRESSED HERE. /
STANDARD GABLE /
TRUSS
UKAL
TRUSS
Tun
AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING
MUST BE PRESENT TO PROVIDE FULL LATERAL SUPPORT OF
THE BOTTOM CHORD TO RESIST ALL OUT OF PLANE LOADS.
THE BRACING SHOWN IN THIS DETAIL IS FOR
VERTICAL/STUDS ONLY.
JULY 17, 2017 STANDARD PIGGYBACK TRUSS
STDTL04 .
CONNECTION DETAIL
a
THIS DETAIL IS APPLICABLE FOR THE FOLLOWING WIND CONDITIONS:
ASCE 7-98, ASCE 7-02, ASCE 7-05, ASCE 7-10 WIND STANDARDS UNDER ALL ENCLOSURE AND EXPOSURE
CONDITIONS AS LONG AS NO UPLIFT EXCEEDS 377 LBS. REFER TO ACTUAL PIGGYBACK TRUSS DESIGN
aaaaaata DRAWING FOR UPLIFTS.
tt
I* NOTE: THIS DETAIL IS VALID FOR ONE PLY TRUSSES SPACED 24" O.C. OR LESS.
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772409-1010
PIGGYBACK TRUSS
REFER TO ACTUAL TRUSS DESIGN DRAWING FOR
ADDITIONAL PIGGYBACK TRUSS INFORMATION.
N\
SPACE PURLINS ACCORDING TO THE MAXIMUM
SPACING ON THE TOP CHORD OF THE BASE TRUSS
SPACING NOT TO EXCEED 24` D.C.) A PURLIN
TO BE LOCATED AT EACH BASE TRUSS JOINT.
ATTACH PIGGYBACK TRUSS TO THE BASE TRUSS WITH 2' X 8"
TEE -LOCK MULTI -USE CONNECTION PLATES SPACED 48" Q.C. PLATES
SHALL BE PRESSED INTO THE PIGGYBACK TRUSS AT 48' Q.C.
STAGGERED FROM EACH FACE AND NAILED TO THE BASE TRUSS WITH
FOUR (4) 8d (1.5" X 0.099") NAILS IN EACH PLATE TO ACHIEVE A MAXIMUM
UPLIFT CAPACITY OF 377 LBS, AT EACH 2' X 8" TEE -LOCK MULTI -USE
CONNECTION PLATE. (MINIMUM OF 2 PLATES)
ATTACH EACH PURLIN TO THE TOP CHORD OF
THE BASE TRUSS.
PURLINS AND CONNECTION BY OTHERS)
BASE TRUSS
REFER TO ACTUAL TRUSS DESIGN DRAWING FOR
ADDITIONAL BASE TRUSS INFORMATION.
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JULY 17, 2017
R
TRUSSED VALLEY SET DETAIL - SHEATHED I STDTL05
A-1 ROOF TRUSSES
4411 cT a WNP rzt Xm
FOF
SECURE VALLEY TRUSS
W/ ONE ROW OF 10d
NAILS 6" O.C.
DETAIL A
ATTACH 2X4 CONTINUOUS #2
SYP TO THE ROOF W/ TWO USP
WS45 (1/4" X 4.5") WOOD SCREWS
INTO EACH BASE TRUSS,
GENERAL SPECIFICATIONS:
1. NAIL SIZE = 3" X 0,131" = 10d
2. WOOD SCREW = 4.5" WS45 USP OR EQUIVALENT.
3. INSTALL SHEATHING TO TOP CHORD OF BASE TRUSSES.
4. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND
SECURE TO BASE TRUSSES AS PER DETAIL "A".
5. BRACE VALLEY WEBS IN ACCORDANCE WITH THE
INDIVIDUAL DESIGN DRAWINGS.
6. NAILING DONE PER NOS - 01.
7. VALLEY STUD SPACING NOT TO EXCEED 48" O.G.
E END, COMMON
iS, OR GIRDER TRUSS
TRUSS CRITERIA:
WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH
WIND DESIGN PER ASCE 7-10: 170 MPH
MAX MEAN ROOF HEIGHT = 30 FEET
ROOF PITCH = MINIMUM 3/12 MAXIMUM 6/12
CATERGORY II BUILDING
EXPOSURE C
WIND DURATION OF LOAD INCREASE: 1.60
MAX TOP CHORD TOTAL LOAD = 50 PSF
MAX SPACING = 24" O.C. (BASE AND VALLEY)
MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES.
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Attthcmy T. Tombo 1!1, P-f-
r 50W3
4451 St_ time Nv i-
Fott ePlietce, Ft 34946
FEBRUARY 5, 2018 1 TRUSSED VALLEY SET DETAIL I STDTI-06 '
GENERAL SPECIFICATIONS:
1. NAIL SIZE = 3' X 0. 131' = 10d
2. WOOD SCREW = 3'WS3 USP OR EQUIVALENT.
3. INSTALL VALLEY TRUSSES (24- O.C. MAXIMUM) AND SECURE PER DETAIL
4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIUAL DESIGN
DRAWINGS. A46* 5. BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EQUIVALENT
A-1 ROOF TRUSSES TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING.
6. NAILING DONE PER NDS - 01, 4451 ST, LUCIE BLVD, GABLE END, COMMON
7. VALLEY STUD SPACING NOT TO EXCEED 48"O.C, FORT PIERCE, FL 34W TRUSS, OR GIRDER
772-409-1010 TRUSS
7
SECURI
W/ (
VALLEY TRUSS —y BASE TRUSSES
TYPICAL) 11II II 11 11
NO SHEATHING) N.T.S.
GABLE END, COMMON
TRUSS, OR GIRDER
P r-1 2 VALLEY TRUSS TRUSS
TYPICAL)
SEE DETAIL "A"
BELOW (TYP,)
WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05:146 MPH
WIND DESIGN PER ASCE 7-10: 170 MPH
MAX MEAN ROOF HEIGHT = 30 FEET
ROOF PITCH = MINIMUM 3/12 MAXIMUM 6/12
CATERGORY 11 BUILDING
EXPOSURE C
WIND DURATION OF LOAD INCREASE: 1.60
ATTACH 2X4 CONTINUOUS #2 MAX TOP CHORD TOTAL LOAD = 50 PSF
SYP TO THE ROOF W/ TWO USP MAX SPACING = 24'O.C. (BASE AND VALLEY)
WS3 (1/4- X 3-) WOOD SCREWS MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES.
INTO EACH BASE TRUSS.
r" . 44"IfIWABN, 1wtrk,, I ""J kr 'W"."JAA Co— i"""
1-W I
W l low W** p", W"W-s -10, f- r4w, 4451
St. Luae bivc ZE11k411"'m osk"1l 1"444 pl, bpoivuof mayfo'. "po"otil 440'rl 1"40 M pi Fort
FL 34946
JULY 17, 2017
I 1\vJJL_V JL.. 1 L...L 1 /'11L,
STDTL07
HIGH WIND VELOCITY) I
A-1 ROOF TRUSSES
4451 ST, LUCIE BLVD,
FORT PIERCE, FL 34946
772-409-1010
ATTA(
WIND DESIGN PER ASCE 7-98, ASCE 7-1
WIND DESIGN PER ASCE 7-10: 170 MPt
MAX MEAN ROOF HEIGHT = 30 FEET
CATERGORY II BUILDING
EXPOSURE B OR C
WIND DURATION OF LOAD INCREASE:
MAX TOP CHORD TOTAL LOAD = 50 PSI
MAX SPACING = 24' O.C. (BASE AND VA
SUPPORTING TRUSSES DIRECTLY UNDCM VMLLC r I MUOOCO MUa l DC
DESIGNED WITH A MAXIMUM UNBRACED LENGTH OF 2' - 10' ON AFFECTED
TOP CHORDS.
NOTES:
1. SHEATHING APPLIED AFTER INSTALLATION OF VALLEY TRUSSES.
2. THIS DETAIL IS NOT APPLICABLE FOR SPF-S SPECIES LUMBER.
CLIP MAY BE APPLIED
TO THIS FACE UP TO A
NON -BEVELED MAXIMUM 6/12 PITCH NON -BEVELED
BOTTOM CHORD U I I BOTTOM CHORD
LT
FOR BEVELED BOTTOM
CHORD, CLIP MAY BE APPLIED
TO EITHER FACE.
CLIP MUST BE APPLIED TO
THIS FACE WHEN PITCH
EXCEEDS 6/12 (MAXIMUM
12/12 PITCH)
poo
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34946
FEBRUARY 17, 2017 STANDARD GABLE END DETAIL
4
STDTL08
A
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772409-1010
TYPICAL 2X4 L-BRACE
NAILED TO 2X4 VERTICALS
7z; VER1
STUD
SECTION B-8
TRUSS GEOMETRY AND CONDITIONS
SHOWN ARE FOR ILLUSTRATION ONLY.
VERTICAL 2X6 SP OR SPF
STUDPBRACE
2 DIAGONAL
BRACE
4) - 16d
NAILS16d NAILS
SPACED 6' O.C.
2) lOd NAILS
INTO 2X62X6 SP OR
SPF #2
2X4 SP OR
SPF #2L HORIZONTAL
NAILED TO
RTICALS
SECTION A -A W/(4) - IOd NAILS
DIAGONAL BRACE 4' - 0' O.C. MAX.
SEE INDIVIDUAL ENGINEERING DRAWINGS
FOR TRUSS DESIGN CRITERIA.
12 PROVIDE 2X4 BLOCKING BETWEEN
Q VARIES TO COMMON TRUSS THE FIRST TWO TRUSSES AS NOTED.
TOENAIL BLOCKING TO TRUSSES
WITH (2) - 10d NAILS AT EACH ENO.
ATTACH DIAGONAL BRACE TO
BLOCKING WITH (5) - 10d NAILS
4) Bd NAILS MINIMUM, ROOF
3X4= PLYWOOD SHEATHING TO r SHEATHINGB2X4STDSPFBLOCK
i(
J
DIAGONAL BRACING ** L - BRACING REFER
1 V 1 1 /
REFER TO SECTION A -A TO SECTION B-B 24' MAX.
NOTE:
1. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 10d2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO 12' MAX. f NAILS
BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT.
3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG.
ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF
SYSTEM.
4. L' BRACES SPECIFIED ARE TO BE FULL LENGTH, SPF OR SP #3 OR
BETTER WITH ONE ROW OF 10d NAILS SPACED 6' O.C. 3f TRUSSES a 24' O.C.
5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAGM
AT4'-0'D.C. vz
6. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2X6 AND A 2X4 AS SHOWN 2X6 DIAGONAL BRACE
WITH 16d NAILS SPACED 6' O.C. HORIZONTAL BRACE TO BE LOCATED AT SPACED 48' O.C. ATTACHED
THE MIOSPAN OF THE LONGEST GABLE STUD. ATTACH TO VERTICAL GABLE TO VERTICAL WITH (4) -
STUDS WITH (3) 10d NAILS THROUGH 2X4 (REFER TO SECTION A -A) 16d NAILS, AND ATTACHED
7. GABLE STUD DEFLECTION MEETS OR EXCEEEDS L/240. TO BLOCKING WITH (5) -
B. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. OIAG. BRACE 10d NAILS.
9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE AT 1/3 POINTS
TRUSSES. IF NEEDED
10. 10d AND 16d NAILS ARE 0131'X3.0' AND 0131'X3.5' COMMON WIRE NAILS HORIZONTAL BRACE
RESPECTIVELY. SEE SECTION A -A)
11. SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-12
BY SPIB/ALSC.
END WALL
MINIMUM STUD
SIZE SPECIES
AND GRADE
STUD
SPACING
WITHOUT
BRACE
2X4
L - BRACE
DIAGONAL
BRACE
2) DIAGONAL
ATBRACES
T1/3 POINTS
MAXIMUM STUD LENGTH
2X4 SP #3 / STUD 12" O.C. 3-8.10 5-6-11 6-6-11 11.1.13
2X4 SP #31 STUD 16" O.C. 3-3-10 4412 6.6-11 9-10.15
2X4 SP #31 STUD 24" O.C. 2-8-6 3-11-3 54-12 8-1-2
2X4 SP #2 12" O.C. 3.10-15 5-6-11 6.6-11 11-8.14
2X4 SP #2 16' O.C. 3-6-11 4-9-12 6.6-11 10-H
2X4 SP#2 24' O.C. 3-14 3.11-3 6-2-9 9-3-13
DIAGONAL BRACES OVER 6' - 3' REQUIRE A 2X4 T-BRACE ATTACHED TO ONE
EDGE. DIAGONAL BRACES OVER 12' - 6' REQUIRE 2X4 I -BRACES ATTACHED TO
BOTH EDGES. FASTEN T AND I BRACES TO NARROW EDGE OF DIAGONAL BRACE
WITH 10d NAILS 6. O.C., WITH 3' MINIMUM END DISTANCE. BRACE MUST COVER
90'/. OF DIAGONAL LENGTH. T OR I BRACES MUST BE 2X4 SPF #2 OR SP #2.
MAX MEAN ROOF HEIGHT = 30 FEET
EXPOSURE B OR C
ASCE 7.10 190 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING.
DURATION OF LOAD INCREASE :1.60 CONNECTION OF BRACING IS BASED ON MWFRS.
FEBRUARY 17, 2017 I T
WITH 2XIBRACE ONLY
IL I STDTL09 I
DOTES:
P-BRACING / I -BRACING TO BE USED WHEN CONTINUOUS LATERAL BRACINI
S IMPRACTICAL. T-BRACE / I -BRACE MUST COVER 9(r/ OF WEB LENGTH.
PHIS DETAIL NOT TO BE USED TO CONVERT T-BRACE / I -BRACE WEBS TI
DNTINUOUS LATERAL BRACED WEBS.
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772409-1010
NAILING PATTERN
T-BRACE SIZE NAIL SIZE NAIL SPACING
2X4 OR 2X6 OR 2X8 10d 6" O.C.
NOTE: NAIL ALONG ENTIRE LENGTH OF T-BRACE / I -BRACE (ON
TWO-PLY TRUSSES NAIL TO BOTH PLIES)
NAILS
SPACING
BRACE SIZE FOR ONE -PLY TRUSS
SPECIFIED CONTINUOUS ROWS OF
LATERAL BRACING
WEB SIZE 1 2
2X3 OR 20 2X4 T-BRACE 2X4 I -BRACE
2X6 2X6 T-BRACE 2X6 I -BRACE
2X8 2X8 T-BRACE 2X8 I -BRACE
BRACE SIZE FOR TWO-PLY TRUSS
SPECIFIED CONTINUOUS ROWS OF
LATERAL BRACING
WEB SIZE 1 2
2X3 OR 2X4 2X4 T-BRACE 2X4 I -BRACE
2X6 2X6 T-BRACE 2X6 I -BRACE
2X6 2X8 T-BRACE 2X8 I -BRACE
T-BRACE / I -BRACE MUST BE SAME SPECIES
AND GRADE (OR BETTER) AS WEB MEMBER.
NAILS
WEB
NAILS
I -BRACE
NAILS
WEB
T-BRACE
SECTION DETAILS
FEBRUARY 17, 2017 LATERAL BRACING RECOMMENDATIONS I STDTL10 -
TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS,
2X6 'STRONGBACK' IS RECOMMENDED, LOCATED EVERY 8 TO 10 FEET
ALONG A FLOOR TRUSS.
N 0 T E 1: 2X6 STRONGBACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THE
TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD, SECURELY FASTENED TO THE TRUSS USING ANY
A-1 ROOF TRUSSES OF THE METHODS ILLUSTRATED BELOW.
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946 NOTE 2: STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE
772-409-1010
BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUS
FROM END TO END, CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR, AND PROPERLY
CONNECTED, BY OTHERS, AT THE ENDS.
INSERT WOOD SCREW THROUGH
OUTSIDE FACE OF CHORD INTO
EDGE OF STRONGBACK (DO NOT
USE METAL FRAMING ATTACH TO VERTICAL ATTACH TO VERTICAL USE DRYWALL TYPE SCREWS)
ANCHOR TO ATTACH WEB WITH (3) - 10d SCAB WITH (3) - 10d
TO TOP CHORD NAILS (0.131' X 3') NAILS (0.131' X 3'). ATTACH TO VERTICAL
NI@S (0 31WITH (3)X 3')
BLOCKING BEHIND THE VERTICAL
WEB IS RECOMMENDED WHILE
NAILING THE STRONGBACK
ATTACH 2X4 VERTICAL
TO FACE OF TRUSS.
FASTEN TO TOP AND
BOTTOM CHORD WITH
2) - 10d NAILS (0131'
X 3') IN EACH CHORD
ATTACH TO CHORD
WITH (2) #12 X 3'
WOOD SCREWS
0.216' DIAJ
USE METAL FRAMING ATTACH TO VERTICAL ATTACH TO VERTICAL INSERT SCREW THROUGH
ANCHOR TO ATTACH WEB WITH (3) - 10d SCAB WITH (3) - 10d OUTSIDE FACE OF CHORD INTO
TO BOTTOM CHORD NAILS (0131' X 3') NAILS (0.131' X 3') EDGE OF STRONGBACK (00 NOT
USE DRYWALL TYPE SCREWS)
TRUSS 2X6 4'
STRONGBACK (TYPICAL
0' WALL
SPLICE) (BY OTHERS)
THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO AN ADEQUATE SUPPORT,
DESIGNED BY OTHERS. IF SPLICING IS NECESSARY, USE A 4' - 0' LONG SCAB
CENTERED ON THE SPLICE AND JOINED WITH (12) - 10d NAILS (0.131' X 3')
EQUALLY SPACED.
ALTERNATE METHOD OF SPLICING:
OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4' - 0' AND FASTEN WITH (12) -
10d NAILS (0.131' X 3') STAGGERED AND EQUALLY SPACED (TO BE USED ONLY
WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL).
BLOCKING
BY OTHERS)
FEBRUARY 17, 2017 I LATERAL TOE -NAIL DETAIL I STDTL11
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE. FL 34946
772 409-1010
NOTES:
1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 45• WITH THE MEMBER
AND MUST HAVE FULL WOOD SUPPORT (NAIL MUST BE DRIVEN
THROUGH AND EXIT AT THE BACK CORNER OF THE MEMBER END AS
SHOWN).
2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL
BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD.
3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO
SPECIES FOR MEMBERS OF DIFFERENT SPECIES.
TOE -NAIL SINGLE SHEAR VALUES
PER NOS 2001 (LB/NAIL)
DIA SP OF HF SPF SPF-S
131 88.0 80.6 69.9 68.4 59.7
o 135 93.5 85.6 74.2 72.6 63.4
162 108.8 99.6 86.4 84.5 73.8
M
128 74.2 67.9 58.9 57.6 50.3
c>
131 75.9 69.5 60.3 59.0 51.1p
J
N 148 81.4 74.5 64.6 63.2 52.5
h
VALUES SHOWN ARE CAPACITY PER TOE -NAIL.
APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED.
EXAMPLE:
3) - 16d NAILS (0162' DIA. X 3.5') WITH SPF SPECIES BOTTOM CHORD
FOR LOAD DURATION INCREASE OF 1.15:
3 (NAILS) X 84.5 (LB/NAIL) X 1.15 (OOL) = 291.5 LB MAXIMUM CAPACITY
ANGLE MAY
VARY FROM
30' TO 60•
THIS DETAIL IS ONLY APPLICABLE TO
THE THREE END DETAILS SHOWN BELOW.
SIDE VIEW
2X3) 2 NAILS
NEAR SIDE
NEAR SIDE
SIDE VIEW
2X4) 3 NAILS
NEAR SIDE
NEAR SIDE
NEAR SIDE
45.00'
SIDE VIEW
2X3) 2 NAILS
NEAR SIDE
NEAR SIDE
NEAR SIDE
NEAR SIDE
0°
FEBRUARY 17, 2017 UPLIFT TOE -NAIL DETAIL STDTLI2
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772409-1010
THIS DETAIL SHALL BE USED FOR A CONNECTION
RESISITING UPLIFT FORCES ONLY. BUILDING DESIGNER
IS RESPONSIBLE FOR LOADS IN OTHER DIRECTIONS.
TOE -NAIL WITHDRAWAL VALUES
PER NOS 2005 (LB/NAIL)
DIA. SP OF HF SPF SPF-S
L`a
131 59 46 32 30 20Z
O
J
135 60 48 33 30 20
162 72 58 39 37 25
J
Z 0 128 54 42 28 27 19
F-
z
Z
O
J
131 55 43 29 28 19
W
148 62 48 34 31 21
J N
Q M
Z
120 51 39 27 26 17
0
z 128 49 38 26 25 17
O
131 51 39 27 26 17
I
x
O 148 57 44 31 28 20
NOTES:
1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30• WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE
MEMBER END AS SHOWN.
2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD.
3. ALLOWABLE VALUE SHALL BE BASED ON THE SPECIE WITH LOWER NAIL CAPACITY BETWEEN THE TWO MEMBERS IN THE CONNECTION.
VALUES SHOWN ARE CAPACITY PER TOE -NAIL.
APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED.
EXAMPLE:
3) - 16d NAILS (0162' DIA. X 3.5') WITH SPF SPECIES TOP PLATE
FOR WINO DOL OF 1.33:
3 (NAILS) X 37 (LB/NAIL) X 1.33 (DOL FOR WINO) = 148 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND
FOR WINO DOL OF 1.60:
3 (NAILS) X 37 (LB/NAIL) X 1.60 (DOL FOR WIND) = 177 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND
IF THE UPLIFT REACTION SPECIFIED ON THE TRUSS DESIGN DRAWING EXCEEDS 147 LBS (177 LBS) BUILDING
DESIGNER IS RESPONSIBLE TO SPECIFY A DIFFERENT CONNECTION.
USE (3) TOE -NAILS ON 2X4 BEARING WALL
USE (4) TOE -NAILS ON 2X6 BEARING WALL
NEAR SIDE
FAR S]
Z
TOP PLATE
OF WALL
VIEWS SHOWN ARE FOR
ILLUSTRATION PURPOSES ONLY
IL
NAIL
NAIL
SIDE VIEW END VIEW
FEQRUARY 5,2016
0
TYP 2x2 NAILER ATTACHMENT I STDTL13
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
I.Z) x 4
2x2 NAILER ATTACHMENT
GENERAL SPECIFICATIONS
MAX LOAD: 55 psf Roof Load, 170 mph, ASCE
7-10, 29'-0" Mean Height, Exp. B, C or D.
April 11, 2016
A-1 ROOF TRUSSES
4451 ST. LUCIE SLVQ.
FORT PIERCE, FL 34946
772409-1010
TYPICAL ALTERNATE BRACING DETAIL
FO EXTERIOR FLAT GIRDER TRUSS
4) 12d
TRUSS 2411 O.C.
UPLIFT CONNECTION
SEE ROOF TRUSS)
EXTERIOR FLAT
GIRDER
12
VARIES L,-
STDTL 14
4) 12d
MAX 3011 (2'-b")
2x6 #2 SP (Both Faces)
24" O.C.
SIMPSON H5
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I STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS, AND I STDTL15JEBRUARY17, 2017 DAMAGED OR MISSING CHORD SPLICE PLATES
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772409.1010
TOTAL NUMBER
OF NAILS EACH
SIDE OF BREAK
X
INCHES)
MAXIMUM FORCE (LBS) 15% LOAD DURATION
SP OF SPF HF
2X4 2X6 2X4 2X6 2X4 2X6 2X4 2X6 2X4 2X6
20 30 24' 1706 2559 1561 2342 1320 1980 1352 2028
26 39 30" 2194 3291 2007 3011 1697 2546 1738 2608
32 48 36" 2681 4022 2454 3681 2074 3111 2125 3187
38 57 42" 3169 4754 2900 4350 2451 3677 2511 3767
44 66 48" 3657 5485 3346 5019 2829 4243 2898 4347
DIVIDE EQUALLY FRONT AND BACK
ATTACH 2X_ SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF
THE TRUSS ( CENTER ON BREAK OR SPLICE) WITH 10d NAILS (TWO ROWS FOR 2X4, THREE
ROWS FOR 2X6) SPACED 4' O.C. AS SHOWN (.131' DIA. X 3'),
STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 2' O.C. SPACING IN
THE MAIN MEMBER. USE A MIN. 3' MEMBER END DISTANCE.
THE LENGTH OF THE BREAK (C) SHALL NOT EXCEED 12'. (C=PLATE LENGTH FOR SPLICE REPAIRS)
THE MINIMUM OVERALL SCAB LENGTH REQUIRED (L) IS CALCULATED AS FOLLOWS: L = (2) X + C
10d NAILS NEAR SIDE
10d NAILS FAR SIDE TRUSS CONFIGURATION
AND BREAK LOCATIONS
FOR ILLUSTRATIONS ONLY
THE LOCATION OF THE BREAK MUST BE GREATER THAN OR EQUAL TO
THE REQUIRED X DIMENSION FROM ANY PERIMETER BREAK OR HEEL JOINT
AND A MINIMUM OF 6' FROM ANY INTERIOR JOINT (SEE SKETCH ABOVE).
DO NOT USE REPAIR FOR JOINT SPLICES
NOTES:
1. THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN. THIS REPAIR
DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE
TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN
THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF
SUPPORTING THE LOADS INDICATED.
2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR
AND HELD IN PLACE DURING APPLICATION OF REPAIR.
3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID
UNUSUAL SPLITTING OF THE WOOD.
4. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID
LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES.
5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY.
6. THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS.
FEBRUARY 17, 2017 I SCAB APPLIED OVERHANGS I STDTl.16 0
4
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772.409-1010
TRUSS CRITERIA:
LOADING: 40-10-0-10
DURATION FACTOR: 115
SPACING: 24' O.C.
TOP CHORD: 2X4 OR 2X6
PITCH: 4/12 - 12/12
HEEL HEIGHT: STANDARD HEEL UP TO 12' ENERGY HEEL
END BEARING CONDITION
NOTES:
1. ATTACH 2X-SCAB (MINIMUM *2 GRADE SPF, HF, SP, OF) TO ONE FACE OF TRUSS
WITH TWO ROWS OF 10d COMMON WIRE NAILS (.148' DIA. X 3') SPACED 6' O.C.
2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH
AS TO AVOID UNUSUAL SPLITTING OF THE WOOD.
3. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO
AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES.
2X SC
NOTE: TRUSS BUILT WITHOUT AN OVERHANG. THIS DETAIL IS NOT TO BE USED
WHEN OVERHANG HAS BEEN BROKEN OFF.
p. ,
THIS DETAIL TO BE USED ONLY WITH TRUSSES (SPANS LESS THAN 40') SPACED 24'
O.C. MAXIMUM AND HAVING PITCHES BETWEEN 4/12 AND 12/12 AND TOTAL TOP CHORD
LOADS NOT EXCEEDING 50 PSF.
TRUSSES NOT FITTING THESE CRITERIA SHOULD BE EXAMINED INDIVIDUALLY.
REFER TO INDIVIDUAL TRUSS DESIGNFORPLATESIZESANDLUMBERGRADES
4
4,
HATCH LEGEND I
8'- 0" / 8'- 8" A.F.F.
8' - 8" / 9'- 4" A.F.F.
F 271, 18' -17/$" / 18' - 9 7/$" A.F.F.
NOTE: Trusses are designed for SHINGLE material.
Notify truss manufacturer if material is other than shingle.
346,
NOTE: ALL TRUSS TO WALL AND/OR TRUSS TO
LEDGER CONNECTIONS BY BUILDER
UNLESS NOTED OTHERWISE)
NOTE: ALL CEILING DROPS BELOW BEAM ARE
BY BUILDER (UNLESS NOTED OTHERWISE)
NOTE: THIS TRUSS PLACEMENT DIAGRAM IS TO
SHOW TRUSS J.D. AND TRUSS LOCATION ONLY.
THE BUILDING DESIGNER IS REPSONSIBLE FOR THE
STRUCTURAL STABILITY OF THE ENTIRE STRUCTURE.
REFER TO THE INDIVIDUAL TRUSS ENGINEERING
DRAWINGS FOR GRAVITY AND UPLIFT LOADS.
FOR BRACING & ERECTION DETAILS REFER
TO SCSI-03 ANDIOR ENGINEER OF RECORD
REPRESENTS THE LEFT SIDE OF
EACH TRUSS DRAWING
US24 :R, THD46
s, 1US26 MSH422
THD26 MUS26 --
o', THD28
THD26-2E'itM>
F THD28-2
1
j 1US46
i LOADING ROOF IFLOOR WINO LOAD
r LIVE LOAD 20 40 ASCE 7-10
a00 afDEADLOAD1010150MPC
LIVE LOAD 10* 0 CATEGORY 11
m
DEAD LOAD 10 5 ENCLOSED
TOTAL LOAD 40 155 FBC - 2017 -
DURATm FACTOR I J-25 1.00 M - 2014
Ey-m ifL
lEtli DATE BY I REMARKS
01 ml/06/2017 ECC UPDATED BOTTOM RIBBON TO 2X6 ri
02 11248/2017 JT CODE UPDATE " - _ s g S
8sp c
c _
i
A is undefstood that above
Conditions have been Iewewed :._ APPROVED _ - > E E ^
are acceptable for the _ -
faDncaAPPROVED A$ NOTED Urxlat1ruSses. elevationiongvefiargs. REVISE
AND
RE5USM:T = asc as,
ceii elevation slpitd,
es, Dearing e o REJECTED $ " " . ndilions &
all
detail pertaining i-' ; e -g A s a- e 8 p o this
Uuss placement plan. No back Charges
will be accepted o _ without Fievious
n rrten DATE _ E .
q _
8 approval from
an A-1 Rod i o = - T—rGu_
AsTsEesn :
T! Ma,wle _ ARM. STRUCT: _r'-/.._ = : = -
1 i_%s A <
CUSTOMER RYANHOMES _ _ =
a a f = JOB NAME SUMMERLAND "
C" xxzf Rn OPTiON1S) D7ENDED LAN41 _
3 < 9 - LOT It KENSINGTON
RESERVE? LOT 74 a <? ? 3 ._ c E ' LDG
BIDG S
e a _ TYPE - s JOB
72435 MASTER
WRCSt10E 4 - e DRAWN SCALE E - >
p : `- DATE
LL04(20/
2415' - 1T N. TS
si `a,``_,_- I.
E e £ -
i A-1 ROOF =
44,0 2'
M"'TRUSSE A FLORIDA CORPORATION
Ph 772-4019-
1010 t Fax 772-409-1015 - - hfpJivww.altvss.com2
e s
N I V E R A L u"sqoiectNo: 0110.1700732.0000
Workorder No: 9426903-1
ENGINEERING SCIENCES Report Date: 1/2/2019
Consultants In: GeotechnIc'11 Engilwering - Environmental S(iences
Geophysical Services - Construction Mates lals Testmo - Thw'01(Ad In"f.x'Mon
Bitilding Inq)eoton - Plan Review - Building Code Admintstfatson
3532 Maggie Blvd, Orlando, 32811 - P: 407.4210504 - F: 407.423.3106 Le <— 0 7'-.J
In -Place Densily Test Retort
Client: Ryan Homes
4307 Vineland Road Suite H-16
Orlando, FL 32811
Project: Kensington Reserve, House Lot Testing
UES Technician: Jorge L2 Rodriguez
Date Tested: 01/02/2019
3998 Brisson Avenue, Sanford, Seminole County, FL 32773
Area Tested: Lot 74 ( 2329 KeIscott Court) Type of Test:
Material: Native Field: ASTM D-2937 Drive Cylinder Methoc
Reference Datum: 0 = Bottom of Footing Laboratory: ASTM D1557 Modified Proctor
The tests below meet the minimum 95% relative soil compaction requirement of Laboratory Proctor maximum dry density.
Test
No. Location of Test Range
Maximum
Density
pd)
C)ptimum
Moisture
I
Field Dry
Density
Pcf)
Field
Moisture
Soil
Compaction
I
Native
Depth
inch)
Pass
or Fail
1 West Footing 0-1 ft 105.4 12.2 105.0 11.1 100 N/A Pas:
2 North Footing 1-2 ft 105A 121 1062 10.4 101 NIA Pas:
3 East Footing 1-2 ft 105.4 12.2 1016 IZO 98 N/A Pas:
4 Southeast Corner of Pad ( TOF ) 1-2 ft 105.4 12.2 107.0 10.7 102 N/A Pas:
5 Northwest Comer of Pad ( TOF ) 2-3 ft 105.4 12.2 104.6 9.8 99 N/A Pas:
Remarks: TOF = Top of Fill
At time of testing footings were newly excavated and not to grade.
Tn #,1 ln6.nrr nPo -1;—#' #h^ 0-h G^ —4 --h— n11 --# — — --f;,4—#;,1 —4
4 1
DESCRIPTION AS FURNISHED: Lot 74, KENSINGTON RESERVE, as recorded in Piet Book 81, Pages 86
rough 92, Public Records of Seminole County, Florida. Ap
BOUNDARY FOR / CERTIFIED TO: Ryon Homes1NVR Inc.
LOT
LOT 30
PALM HAMMOCK ALLOTMENT
P.D. 1, PGS. 104-105
NOT INCLUDED
B.'9.)N 89040'51 " E
RR "51,
L=27.79' CURB
R=55,00'
C=27.50'
L=73.03' CB=N 89*4455 " W
P.C.
KELMSCOTT COURT
R/W VARIES)
PROPOSED = FINSHED SPOT GRADE ELEVATIONS
PER DRAINAGE PLANS FRONT 25'
PLOT PLAN AREA CALCULATIONS REAR = 20'
PROPOSED DRAINAGE FLOW IMPERVIOUS COVERAGE - 2,192# SQUARE FEET OR 32.17 SIDE = 5' FOR 40' LOTS
LOT GRADING TYPE A LOT CONTAINS 6,8191- SQUARE FEET SIDE = 7.5' FOR 60' LOTS
PROPOSED FINISH FLOOR PER PLANS = 31,0' (? LIVING AREA CONTAINS 1,353.L- SQUARE FEET SIDE = 70' FOR 75' LOTS
CONCILANA11PORCH CONTAINS 8371 SQUARE FEET SIDE STREET = 25'
C)?USEjVffE.KER-SCOTT ASSOC, INC - LAND SURVEYORS
LEGEND LEGEND -
5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436P •PLAT P,0L • POINT ON LINE
F FIELDTYP. TYPICAL NOTES, 1p. •
IRONPIPE PR P_ POINT OF REVERSE CURVATURE ig
IRON 0 RODP1Cr_ *POINT OF COMPOUND CURVATURE I, THE UNDERSIGNED -IS THE STANDARDS OF PRACTICE SET FORM BY THE CFLORIDA BOARD DOESHEREBYCERTIFYTHATTHISSURVEYMEEor CONCRETE
MONUMENT AIX RADIAL CA • p PROFESSIONAL S(JRVMRS AND AWPERS IN CHARTER 5J-17 FLORIDA ADMINISTRATIVE CODE PURSUANT TO SECTION 472,027. FLORIDA STATUES SET
L.R.1/2' IR. /#Ljl 4396 MR. NON -RADIAL 2. UNLESS EMBOSSED WITH SURVEYORS SIGNATURE AND ORIGINAL RAISED SEAL THIS SURVEY "4p OR COPIES ARE NOT VALJO. RUC.
RECOVERED vp, • WITNESS POINT S. THIS SURVEY WAS PREPARED FROM ITTLE INFORM47ION FURNISHED TO THE SURVEYOR. MERE MAY BE OTHER RESTRICTIONS PDA,
POINT OF BEGINNING CALC CALCULATED OR EASEMENTS T AFFECT MIS PROPERTY. P.
01C. POINT OF COMMENCEMENT PRX. PERMANENT REFERENCE MONUMENT 4. NO UNDERGROUNO 1UPROVEdUM HAVE BEEN LOCATED UNLESS OTHERWISE SHOWN. I •
CENTERLINE FF.FINISHED FLOOR ELEVATION NkD •
NAIL 1, DISK ILSL •BUILDING SETBACK LINE S. THis SURVEY is PREPARED FOR Pic SOLE BENEFIT OF THOSE CERTIFIED TO AND SHOULD NOT BE RELIED UPON BY ANY OTHER ENTITY B
HE RvRIGHT-OF-WAY IIA C HMARK 6. DIMENSIONS SHOWN FOR THE LOCAPON OF IMPROVEMENTS HEREON SHOULD NOT BE USED TO RECONSTRUCT ITSUCTBOUNDARY ONES. ESMT. •
CASEMENTB.B. BASE BEARING 7. &EIRINCS. AA.' SLSED Ai'UMFD DATUM AND ON THE LINE SHOWN AS BASE BEARING (6.8.) DRAIN,
DRAINAGE UT
IL' • UTILITY B.
V_EVAIIONS. IF SHOWN, ARE 81S0 ON NATIONAL GEODETIC VERTICAL DATUM OF 1929, UNLESS OTHERWISE NOTED. CLFC. •
CHAIN LINK FENCE 9. cmnwe OF AUTHORIZATION No, 4596. VOOD
FENCE a
CONCRETE BLOCK SCALE I' DRAWN By.. P4
POINT OF CURVATURE P.T.
POINT OF TANGENCY DESC • DESCRIPTION
CER77F7EO BY: DATE ORDER No. R RADIUS
L ARC
LENGTH PLOT PLAN 06-27-2018 4190-18 D . DELTA
REVISED PLOT PLAN 09-19-2018 6188-18 C •CHORD
CHORD BEARINGI NORTH
7, FORMBOARD FOUNDATIONIELEVS.
01 - 02-9019 8652 -18 THIS BUILDING/
PROPERTY DOES NOT LIE WITHIN THE ESTABLISHED
100 YEAR FLOOD PLANE AS PER 'FIRM' TS AXORU SENMR, R.L.S. 1 4714 ZONE 'X*
MAP I 12117CO09OF (09-28-07) JAW SCOTIr,
R.L.S 1 4801