3702 Hanworth Lp 18-668; NEW SFHCOUNTY OF SEMINOLE
IMPACT FEE STATEMENT
STATEMENT NUMBER: 18100000 DATE: February 02, 2018
BUILDING APPLICATION #: 18-10000088
BUILDING PERMIT NUMBER: 18-10000088
UNIT ADDRESS: HANSWORTH LP 3702 17-20-31-5VC-0000-0160
TRAFFIC ZONE: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 RD H-20 ORLANDO FL 32811
LAND USE: KENSINGTON RESERVE
TYPE USE:
WORK DESCRIPTION: CITY-SANFORD
SPECIAL NOTES: 3702 HANWORTH LOOP/ KENSINGTON RESERVE
LOT 16 SFR DETACHED
FEE BENEFIT RATE UNIT CALC UNIT TOTAL DUETYPEDISTSCHEDRATEUNITSTYPE
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
LIBRARY CO -WIDE ORD
00
Single Family Housing 54.00 1.000 dwl unit 54.00
SCHOOLS CO -WIDE ORD
Single Family Housing 5,000.00 1.000 dwl unit 5,000.00
PARKS N/A
LAW ENFORCE N/A .
00
DRAINAGE N/A
00
00
AMOUNT DUE 5,759.00
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 OCCUPANCY OR OCCUPANCY. THE REQUEST FOR REVIEW
MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. /jam
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.
THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT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: 2
Project Name: Project Address:?j
Building Permit #: i q — C) (0G Electrical Permit #
Kensington Reserve
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 the jurisdiction 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.
Robert Lattanzi - Ryan Homes
Print Name f Owner/Ten
Signature of ner/Tenant
JURISDICTION EMPLOYEE NAME:
JURISDICTION:
CALLED INTO
Rev. 02/10/15)
Robert Lattanzi - Ryan Homes Scott L Easterbrook - Palmer Electric
Print Nam o len. Co tra Print Name of El. Contractor
Signature of Gen. Contractor ignature of El. Contractor
CBC1257565 EC0003096
Gen. Contractor License # El. Contractor License #
Progress Energy u Florida Power and Light on _/
THIS INSTRUMENT PREPARED BY:
Name: NVR Inc. dba Ryan Homes
Address: 4307 Vineland Rd, Suite H-20
Orlando FL 32811
NOTICE OF COMMENCEMENT
11111111111111111111111111111111111( 1111
GRANT I'Ittt_OYr SENINOLE COUNTY
CLERK OF CIRCUIT COURT 1, COMPTROLLER
BK Q100 P3 1344 ;1F'q-)
CLERK'S Y 2018034519
RECORDED 03/29f 2018 12:33 - 14, 1.771
RE:Ct:i,RDING FETES $10.00
RECORDED BY hdevare
Permit Number: 18-0668
Parcel ID Number: 17-20-31-5VC-0000-0160
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 # 16 of Kensington Reserve 3702 Hanworth Loop
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 Title Holder (if other than owner listed above) Name: NA
4. CONTRACTOR: Name: NVR, Inc dba Ryan Homes Phone Number: 407-692-9820
Address: 4307 Vineland Rd, Suite H-20 Orlando FL 32811
5. SURETY (If applicable, a copy of the payment bond is attached): Name: NA
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: Dayna Whitson Phone Number: 407-692-9820
Address: 4307 Vineland Rd Suite H-20, Orlando FL 32811
8. 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 numb6Lj-vV OF Ti•i(:
9. Expiration Date of Notice of Commencement (The expiration is 1 year from date of recording unless a different;d`ate is specified)_:. :..,4;
WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE"OF C"O(VI ` - M R2A
CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART I, SECTION 713.13, FLORIDA STATUTES AND-G iJlfJ
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.
Dayna Whitson Assistant Secretary
Signatu Owner or Lessee, or Owner's or Lessee's (Print Name and Provide Signatory's Title/Office)
Auth ed Officer/Director/Partner/Manager)
State of Florida County of Oran --fie s
The foregoing instrument was acknowledged before me this l day of t r 'e— 20 1
by Dayna Whitson Who is personally known to me Y, OR
Name of person making statement
who has produced identification O type of identification produced:
1' •, TRACY LEIGH MCDONALD
MY COMMISSION #i FF925012 Notary Signature
EXPIRES October 06. '1019
s07)'S58-0 5's FloridallotaryServwe on
OZZG "
t`)-
IDS
CITY OF SANFORD
BUILDING & FIRE PREVENTION
PERMIT APPLICATION,,..:_,;,, ,.. ,
jJ\
Application No:
Documented Construction Value: $ 3 j _T(14 °C
Job Address: 3702 Hanworth Loop Historic District: Yes No X
Parcel ID: 17-20-31-5VC-0000-0160 Residential X Commercial
Type of Work: New 0 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 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
i',in,.this. jurisdiction..,. (:.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: 51h Edition (2014) Florida Building Code
Revised: June 30, 2015 Permit Application
3 oZs
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 agenctes " 0 Irl'!-. ' 4 'y ." , ,
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 compliance with all applicable laws regulating construction and zoning.
1 /31 /2018 & 1 /31 /2018
Signature Of IA Date Signature oC ra or/ Date
Tracy McDTracy McDonald Print
Owner/Agent's Name Print Contractor/Agent's Name 1 /
31 /2018 1 /31 /2018 Signature
of Notary -State of Florida Date Y
uo MEAGAN LYNNE FOWLER A1Y
COMMISSION # GG 063253 4'
4, o EXPIRES: January 17, 2021 usForF °P Bonded Tnru Budget Notary Services Owner/
Agent is x Personally Known to Me or Produced
ID Type of ID Signature
of Notary -State of Florida Date 2otaav
PUer MEAGAN LYNNE FOWLER MY
COMMISSION # GG 063253 N
U`
EXPIRES:
January 17, 2021 Bonded
Thru Budget Notary Services Contractor/
Agent is X_ Personally Known to Me or Produced
ID Type of ID BELOW
IS FOR OFFICE USE ONLY Permits
Required: Building [g Electrical y Mechanical ER Plumbing[ Gas[] Roof Construction
Type: Pj Occupancy Use: Q,3 Flood Zone: )C $t'i kt-
raCA9> Total
Sq Ft of Bldg: ?j Z1 Min. Occupancy Load: 1-7 # of Stories: New
Construction: Electric - # of Amps a• Fire
Sprinkler Permit: Yes No # of Heads APPROVALS:
ZONING: 5 UTILITIES: ENGINEERING:
ETC_ Z- t 3 A E FIRE: COMMENTS:
Ok to construct single family home with
setbacks and impervious area shown
on plan. 3i . °gym ^gyp SPAS -
A . cL Plumbing - #
of Fixtures 2_0 Fire
Alarm Permit: Yes No IQ WASTE
WATER: BUILDING:
71' ?r7(,. g Revised:
June 30, 2015 Permit Application
CITY OF SANFORD
L` BUILDING & FIRE PREVENTION
PERMIT APPLICATION
Application No:
Documented Construction Value: $ 108,493
Job Address: 3702 Hanworth Loop Historic District: Yes No x
Parcel ID: -17-20-31-5VC-0000-0160 - Residential X Commercial
Type of Work: New 0 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: I Email: trmcdona@nvrinc.com
Property Owner Information
Name NVR INC, dba 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 tha' 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.. a:.u.nderstand 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: 511 Edition (2014) Florida Building Code
Revised: June 30, 2015 Permit Application
NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property, ihat'may be
found in the public records of this county, and'there may be additional permits required from other governmental entities 'suchas 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 compliance with all applicable laws regulating construction and zoning.
1 /31 /2018 & 1131 /2018
Signature of /Ag t Date Signature o C torilgent Date
Tracy McDo ad Tracy McDonald
Print Owner/Agent's Name
1 /31 /2018
Signature of Notary -State of Florida Date
o,,
Sy Pup, MEAGAN LYNNE FOV&ER
MY COMMISSION # GG 063253
N a
EXPIRES: January17,2021 S
FOF F\.O Bonded Thru Budget Notary Services Owner/
Agent is _x Personally Known to Me or Produced
ID Type of ID Print
Contractor/Agent's Name i
1/
31/2018 Signature
of Notary -State of Florida Date o"
ky P FZ, MEAGAN LYNNE FOV&ER MY
COMMISSION n GG 063253 EXPIRES:
January 17.2021 FoF
Fv0 Bonded Thru Budget Notary Services Contractor/
Agent is X Personally Known to Me or Produced
ID Type of ID BELOW
IS FOR OFFICE USE ONLY Permits
Required: Building Construction
Type: Total
Sq Ft of Bldg: Electrical
Mechanical Occupancy
Use: Min.
Occupancy Load: New
Construction: Electric - # of Amps. Fire
Sprinkler Permit: Yes No # of Heads APPROVALS:
ZONING: ENGINEERING:
COMMENTS:
Revised:
June 30, 2015 Plumbing[-]
Gas[] Roof Flood
Zone: of
Stories: Plumbing - #
of Fixtures Fire
Alarm Permit: Yes No UTILITIES:
O<V Z WASTEWATER: BUILDING:
i.:
Fig: ...:'i: `.'.:J'.=' „iA.akts:•r:: Permit
Application
pJ!b
City of Sanford
Planning and Development Services
Engineering — Floodplain Management
Flood Zone Determination Request Form
Name: Vicky Otero Firm: NVR, Inc.
Address: 4307 Vineland Road #H20
City: Orlando State: FL Zip Code: 32811
Phone: 407.692.9820 Fax: 407.692.9821 Email: votero@nvrinc.com
Property Address: 3702 Hanworth Loop
Property Owner: NVR, Inc. dba Ryan Homes
Parcel identification Number: 17-20-31-5VC-0000-0160
Phone Number: 407.692.9820 Email: votero@nvrinc.com
The reason for the flood plain determination is:
FE-1 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)
z «",i 1 7 -a,w n _ Mii9{=i..,
OFFICIALUSE=ONLY w. ry
r
Flood Zone: X Base Flood Elevation: NSA 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
The parcel is not in the: W 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# 18-668
Reviewed by: Michael Cash, CFM Date: February 13, 2018
Application for Paved Driveway, Sidewalk or
Walkway Includ:inJ Right -of -Way Use .& P1 "4871- Landscaping in ,R,ight-of-Way
www.sanfordfl.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 a
driveway, walkway or landscape improvements within the city right-of-way. It does not approve any work within any other c
jurisdiction's right-of-way. All requested information below as well as a current survey, site plan or plat clearly identifying the ltnowwnarsbelow.
size and location of the existing right—of-way and use shall be provided or application could be delayed. Call Wore youd4
Project Location/Address: 3702 Hanworth Loop, Sanford, FL 32773
2. Proposed Activity: X Driveway Walkway
3. Schedule of Work: Start Date Completion Date
4. Brief Description of work: Construction of New Single Family Home
This application is subm
Property Owner:
Signature: /
Address: 4307 Vineland
Phone: (407) 692-9831
FL 32811
Other:
Print Name: Tracy McDonald
Emergency Repairs
Fax: Email: trmcdona@nvrinc.com Date: 01/31/2018
Maintenance Responsibilities/indemnification
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 right-of-way.
I have read arM u
Signature:
Pre -pour Inspection by:
Application No: _
Reviewed:
Public Works
the above statement and by signing this application I agree to its terms.
Date: 01 /31 /2018
J—fitsis permit shall be posted on the site during construction.
Please call 407.688.6080 24 hours in advance to schedule a pre -pour inspection.
Date:
Official Use Only
Fee: Date:
Date:
Utilities Date:
Approved:
VEngineeringDate:
Site Inspected by: Date:
Special Permit Conditions:
November 2015 rt— — """`—Y.P.'
1/31/2018 SCPA Parcel View: 17-20-31-5VC-0000-0160
oa abt.na,,cra Property Record Card
Parcel: 17-20-31-5VC-0000-0160
sEn,o ccou rr, p rty .. Pro a Address: 3702 HANWORTH LOOP SANFORD, FL 32773
Parcel 17-20-31-5VC-0000-0160
Owner BRISSON WEST PROJECT I LLC
Property Address 3702 HANWORTH LOOP SANFORD, FL 32773
Mailing 10100 INNOVATION DR STE 410 DAYTON, OH 45342
Subdivision Name KENSINGTON RESERVE
Tax District S1-SANFORD
DOR Use Code 00-VACANT RESIDENTIAL
Exemptions
Legal Description
LOT 16
KENSINGTON RESERVE
PB 81 PGS 86-92
CTaxes
r
Value Summary
2018 Working 2017 Certified
Values Values
Valuation Method Cost/Market I Cost/Market
Number of Buildings 0 0
Depreciated Bldg Value
Depreciated EXFT Value
Land Value (Market) - _ $14,000 14,000
Land Value Ag
Just/Market Value " $14,000 1 $14,000
Portability Adj
Save Our Homes Adj $0 0
Amendment 1 Adj- $0 0
P&G Adj $0 I $0
Assessed Value $14,000 i $14,000
Tax Amount without SOH: $266.58
2017 Tax Bill Amount $266.58
Tax Estimator
Save Our Homes Savings: $0.00
Does NOT INCLUDE Non Ad Valorem Assessments
Taxing Authority Assessment Value Exempt Values Taxable Value
County General Fund 14,000 ( o I 14,000
Schools 14,000 '_.___
r----------
0 14,000
City Sanford 14,000 0 I 14,000
SJWM(Saint Johns Water Management) 14,000 0 L- 14,000
County Bonds 14,000 0 14,000
Sales
Description Date Book Page Amount Qualified Vac/Imp
No Sales
Find Comparable Sales
Land
i__..__._.._...__.....__..._.__,._........__..._........_.._....._._.._.___.._.........._.._._......................._...
Method Frontage Depth Units Units Price Land Value
LOT 1 j $14,000.00 $14,000
Building Information
Permits
Permit # — Description Agency Amount - CO Date -
N
Permit Date
http://parceldetail.scpafl.org/Parcel Detail Info.aspx?PID=1720315VC00000160 1/2
1/31/2018 SCPA Parcel View: 17-20-31-5VC-0000-0160
11 .
No Permits
Extra Features
Description Year Built Units Value New Cost
No Extra Features
http://parceldetaii.scpafl.org/ParceiDetaillnfo.aspx?PID=l720315VC00000160 2/2
LIMITED POWER OF ATTORNEY
Altamonte Springs, Casselberry, Lake Mary, Longwood, Sanford,
Seminole County, Winter Springs
Date: 1
I hereby name and appoint: Tracy 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):
The spec fnr wnrk 1ncaterl at•
Street
Expiration Date for This Limited Power of Attorney: May 20,2018
License Holder Name: Robert
State License Number:
Signature of License B
zl
Z11 3
STATE OF FLORIDA
COUNTY OF Orange
The foregoing instrument was acknowledged before me this:day of..L,
20019, by Robert Lattanzi who is DQpersonally known to
ine or who has produced as identification
and who did (did not) take an oath. Notary
Seal) MEAGAN
LYNNE FOV',<I-ER 2 }
MY COMMISSION # GG 063253 EXPIRES:
January 17.2021 or.
Bonded mN Budget Notary Services Rev.
08.12) Signature
AAE-
AGAV t.KNNE Fowl.61? Print
or type name Notary
Public -State of F w R l O A Commission
No. My
Commission Expires: J P N I Zo 21
SQ.FT. CALC.'S
15T FLR LIVING 2,539 SQ FT.
TOTAL LIVING 2.539 SG! FT.
ENTRY 32 5Q FT.
GARAGE 599 SQ FT.
LANAI 151 SQ FT.
TOTAL 3321 SQ FT.
CCLGKXE /T MD CLAOOM WM LOADS SAM HIND EPMW
FCR 9 SECOND GUUM
CALL. Mae W krH 1M0
MTN 17EIOFiTDFMMATTIOR
I 38
2) 26-5H 16, T2' 5 2681 / -3429
EGRESS
2 35
3OW
2, 96' 4 2105 / -2954SDLR
3 56
8 X
96' 84' 5 26.13 / -3281
4 112
I6 -0'
192' 84' 5 24M / -30J6
5 n 2Ey -814
38' 63, 4 28A5 / -30.S
b 4 36' 16' 4 2943 / -3L92
TRAMTEMP
1 n 2E 38' 63' 4 2845 / -30.95
8 33
2) 25-SN
16' 63' 5 2113 / -34Ji0EGRESS
9 65 am SGD 98' 16. 4 2524 / -2833
10 33 2) 25-6H 16, 63' 5 2113 / -34W
11 33 2) 25-614 16, 63, 4 2113 / -2962
IIA n 2668 OR 30' 80' 5 205 / -31A5
12 n 2EGRE 38' 63, 4 WAS/ -30.95
B n 25-514
1. 63' 4 28A5 / -30.95
WIND DESIGN CRITERIA
A BASIC WIND SPEED MPH (3 SECOND GUST)
VULT.150 / VA5D•116 P7PH
B. INTERd PRESSURE COEFFICENT...18
C. RISK CATEGORY -TYPE II
D. EXPOSURE CATEGORY C
NOTE:
VALUES FOR COMPONENTS 4 CLADDING PR£BSURE ARE
BASED ON THE Vult DESIGN WIND SPEED. MCA. 6TH ED. (20M)
ALLOWS THESE PRESSURES TO BE MULTIPLIED BY mb TO
MEET THE ALLOWABLE OR NOMINAL TESTED VALUES USED BY
PRODUCT MANLFACTURERS.
NOM:
L PRIOR TO DRYW4IL HSTALLATICN ON ALL FRAMW. M31BER5 2'-0' FRCM TTE FNISN
BOOR WLL BE SPRAYED AND TREATED UY SORATE' A TER•TITE TREATED SPRAY
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A R C H IT E C T S
Design
Group Inc.
1441 N. RONALD REAGAN BLVD.
LONGWOOD, F1_32750
PH: 407-7]4-6078
W F, X:407-77"078EOmieLrouRoom
1116
AA i .. 0003325
SUHDIV. & L.07cl
KENSINGTON
RESERVE
LOT #16)
MODEi.-
SEASIDE
VERSION#01)
PROJECT#:
2997.000
PAGE:
FLOOR
PLAN
DATE: 1 /17 /18
SCALM: 1/4"=1'=.0"
SIMICT
3GF7
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:
Min Max Inspection Description
10 Electric Underground
10 Footer / Slab Steel Bond
20 30 Temporary Underground Power (TUG)
30 Electric Rough
1000 Electric Final
I.'tMi IN`/r1' PEjRIVIIT3 r 'r, M' q52 +}
w.k69+ics"aC:u.'
Min Max Inspection Description
10 Plumbing Underground
20 Plumbing Tubset
10 1000 Plumbing Sewer
1000 Plumbing Final
Min Max Inspection Description
10 Mechanical Rough
1000 Mechanical Final
REVISED: June 2014
1
RECORD COPY
FORM R405-2017
FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION
Florida Department of Business and Professional Regulation - Residential Performance Method
Project Name: Lotl6KensingtonReserveSeasideAGLW Builder Name: RYAN HOMES
Street: 3702 HANWORTH LOOP Permit Office: SANFORD BUI O
City, State, Zip: SANFORD , FL, 32773 Permit Number: # q _ 6 6 R vC
Owner: Jurisdiction: 15 0 "
Q
S` ANFQDesignLocation: FL, Orlando County:: Seminole (Florida Climate Zone 2) ROo
1. New construction or existing New (From Plans) 9. Wall Types (2341.9 sqft.) Insulation 4a eNl
2. Single family or multiple family Single-family
a. Concrete Block - Int Insul, Exterior R=4.1 1921.90 ft2
b. Frame - Wood, Adjacent R=13.0 420.00 ft2
3. Number of units, if multiple family 1 c. N/A R= ft2
4. Number of Bedrooms 4 d. N/A R= ft2
10. Ceiling Types (2635.0 sqft.) Insulation Area
5. Is this a worst case? No a. Under Attic (Vented) R=38.0 2539.00 ft2
6. Conditioned floor area above grade (ft2) 2539 b. Knee Wall (Vented) R=19.0 96.00 ft2
Conditioned floor area below grade (ft2) 0
c. R= ft2
11. Ducts R ft2 7.
Windows(293.6 sqft.) Description Area a. Sup: Attic, Ret: Attic, AH: Main 6 507.8 a.
U-Factor: Dbl, U=0.54 229.60 ft2 SHGC:
SHGC=0.31 b.
U-Factor: Dbl, U=0.62 64.00 ft2 12. Cooling systems kBtu/hr Efficiency SHGC:
SHGC=0.25 a.
Central Unit 44.5 SEER:15.00 c.
U-Factor: N/A ft2 SHGC:
13. Heating systems kBtu/hr Efficiency d.
U-Factor: N/A ft2 a. Electric Heat Pump 46.5 HSPF:8.50 SHGC:
Area
Weighted Average Overhang Depth: 4.956 ft. Area
Weighted Average SHGC: 0.297 14. Hot water systems a.
Electric Cap: 50 gallons 8.
Floor Types (2539.0 sqft.) Insulation Area EF: 0.950 a.
Slab -On -Grade Edge Insulation R=0.0 2539.00 ft2 b. Conservation features b.
N/A R= ft2 None c.
N/A R= ft2 15. Credits Pstat Glass/
Floor Area: 0.116 Total
Proposed Modified Loads: 71.17 C PASSTotal
Baseline Loads: 71.27 I
hereby certify that the plans and s cifications covered by Review of the plans and OiViE STA? this
calculation are in compliance th the Florida Energy specifications covered by this 1 _ ^ Off, Code.
calculation indicates compliance N
with
the Florida Energy Code. PREPARED
BY: `'T- DATE:
01-05-18 Scott Pratt Before
construction is completed this
building will be inspected for" compliance
with Section 553.908 u
I
hereby certify that this building, as des ne is 'n compliance Florida Statutes. CAD
withtheFloridaEnergyCode. W16 tg' 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 6.50 ACH50 (R402.4.1.2). 1/
5/2018 8:42 AM EnergyGauge® USA - FlaRes2017 Section R405.4.1 Compliant Software Page 1 of 4
Pr1RAA Rd0F_7n17
PROJECT
Title: Lot16,KensingtonReserveSea Bedrooms: 4 Address Type: Street Address
Building Type: User Conditioned Area: 2539 Lot # 16
Owner Name: Total Stories: 1 Block/Subdivision: KENSINGTON RESE
of Units: 1 Worst Case: No PlatBook:
Builder Name: RYAN HOMES Rotate Angle: 0 Street: 3702 HANWORTH LO
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
Design Temp Int Design Temp Heating Design Daily Temp
v 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
1 Blockl 2539 23612.7
SPACES
Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated
1 Main 2539 23612.7 Yes 5 4 1 Yes Yes Yes
FLOORS
Floor Type Space Perimeter R-Value Area Tile Wood Carpet
1 Slab -On -Grade Edge Insulatio Main 206 ft 2539 ft' ____ 0.32 0 0.68
ROOF
Roof Gable Roof Solar SA Emitt Emitt Deck Pitch
V # Type Materials Area Area Color Absor. Tested Tested Insul. (deg)
1 Gable or Shed Composition shingles 2750 ft' 528 ft' Medium 0.85 N 0.85 No 0 22.6
ATTIC
V # Type Ventilation Vent Ratio (1 in) Area RBS IRCC
1 Full attic Vented 300 2539 ft' N N
CEILING
Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type
1 Knee Wall (Vented) Main 19 Batt 36 ft' 0.1 Wood
2 Knee Wall (Vented) Main 19 Batt 17 ft' 0.1 Wood
3 Knee Wall (Vented) Main 19 Batt 26 ft' 0.1 Wood
4 Knee Wall (Vented) Main 19 Batt 17 ft' 0.1 Wood
5 Under Attic (Vented) Main 38 Blown 2539 ft' 0.11 Wood
1/5/2018 8:42 AM EnergyGauge® USA - FlaRes2017 Section R405.4.1 Compliant Software Page 2 of 4
FnRnn RAn..r gn17
WALLS
Adjacent Cavity Width Height Sheathing Framing Solar Below
A Orrif To Wall Type Space
1 S Exterior Concrete Block - Int Insul Main 4.1 65 6 9 4 611.3 ft2 0 0 0.6 0
2 W Exterior Concrete Block - Int Insul Main 4.1 18 0 9 4 168.0 ft2 0 0 0.6 0
3 N Exterior Concrete Block - Int Insul Main 4.1 50 0 9 4 466.7 ft2 0 0 0.6 0
4 E Exterior Concrete Block - Int Insul Main 4.1 34 5 9 4 321.2 ft2 0 0 0.6 0
5 Garage Frame - Wood Main 13 45 0 9 4 420.0 ft2 0 0.23 0.3 0
6 E Exterior Concrete Block - Int Insul Main 4.1 15 6 9 4 144.7 ft2 0 0 0.6 0
7 N Exterior Concrete Block - Int Insul Main 4.1 10 0 9 4 93.3 ft2 0 0 0.6 0
8 S Exterior Concrete Block - Int Insul Main 4.1 10 0 9 4 93.3 ft2 0 0. 0.6 0
9 W Exterior Concrete Block - Int Insul Main 4.1 2 6 9 4 23.3 ft2 0 0 0.6 0
DOORS
Ornt Door Type Space Storms U-Value Width Height Area
Ft In Ft In
1 W Insulated Main None 25 3 8 24 ft2
2 Wood Main None 25 2 8 8 21.3 ft2
WINDOWS
Orientation shown is the entered, Proposed orientation.
Wall Overhang
v Ornt ID Frame Panes NFRC U-Factor SHGC Imp Area Depth Separation Int Shade Screening
1 S 1 Metal Low-E Double Yes 0.54 0.31 N 32.9 ft2 1 ft 0 in 1 ft 2 in Drapes/blinds Exterior 5
2 W 9 Metal Low-E Double Yes 0.54 0.31 N 8.0 ft2 6 ft 10 in Oft 1 in None None
3 W 2 Metal Low-E Double Yes 0.54 0.31 N 38.5 ft2 1 ft 0 in 1 ft 2 in Drapes/blinds Exterior 5
4 N 3 Metal Low-E Double Yes 0.54 0.31 N 4.0 ft2 1 ft 0 in 1 ft 2 in None None
5 N 3 Metal Low-E Double Yes 0.54 0.31 N 32.4 ft2 1 ft 0 in 1 ft 2 in Drapes/blinds Exterior 5
6 N 7 Metal Low-E Double Yes 0.54 0.31 N 32.4 ft2 15 ft 8 in 0 ft 2 in Drapes/blinds Exterior 5
7 E 4 Metal Low-E Double Yes 0.54 0.31 N 64.8 ft2 1 ft 0 in 1 ft 2 in Drapes/blinds Exterior 5
8 E 6 Metal Low-E Double Yes 0.62 0.25 N 64.0 ft2 11 ft 0 in 0 ft 2 in None Exterior 5
9 E 4 Metal Low-E Double Yes 0.54 0.31 N 16.7 ft2 1 ft 0 in 2 ft 5 in Drapes/blinds None
GARAGE
Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation
1 599 ft2 599 ft2 56 ft 9.3 ft 1
INFILTRATION
Scope Method SLA CFM 50 ELA EgLA ACH ACH 50
1 Wholehouse Proposed ACH(50) .000384 2558 140.43 264.11 2804 6.5
1i/5/2018 8:42'AM EnergyGauge® USA - FlaRes2017 Section R405.4.1 Compliant Software Page 3 of 4
F(1RM PAnF_7n17
HEATING SYSTEM
System Type Subtype Efficiency Capacity Block Ducts
1 Electric Heat Pump/ Split HSPF:8.5 46.5 kBtu/hr 1 sys#1
COOLING SYSTEM
System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts
1 Central Unit/ Split SEER: 15 44.5 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 ft2
DUCTS
Supply -- Return---- Air CFM 25 CFM25 HVAC #
Location R-Value Area Location Area Leakage Type Handler TOT OUT QN RLF Heat Cool
1 Attic 6 507.8 ft Attic 126.95 Default Leakage Main Default) (Default) 1 1
TEMPERATURES
Programable Thermostat: Y Ceiling Fans:
Cooling[[ jj
Heatin[X]
Jan j[ jj Feb
Jan [X] Feb
Mar
X] Mar
Apr j
APr [
j Ma jXj Jun jXj Jul
May [ ]Jun ]Jul Aurj
Au
SePXj
Se Oct
Oct
Nov
X] Nov[
Dec
DeVentinJan [[ ]) Feb XMar X] A r [ Ma [ ] Jun J JulE Aug Se X] Oct X] Nov Dec
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
1/5/2018 8:42 AM EnergyGauge® USA - FlaRes2017 Section R405.4.1 Compliant Software Page 4 of 4
FORM R40572017
ENERGY: PERFORMANCE LEVEL EPL),
DISPLAY CARD
ESTIMATED ENERGY PERFORMANCE INDEX* = 100
The lower the EnergyPerformance Index, the more efficient the home.
3702 HANWORTH LOOP, SANFORD, FL, 32773
1. New construction or existing New (From Plans) 9. Wall Types Insulation Area
a. Concrete Block - Int Insul, Exterior R=4.1 1921.90 ft2
2. Single family or multiple family Single-family b. Frame - Wood, Adjacent R=13.0 420.00 ft2
3. Number of units, if multiple family 1 c. N/A R= ft2
4. Number of Bedrooms 4 d. N/A R= ft2
10. Ceiling Types Insulation Area
5. Is this a worst case? No a. Under Attic (Vented) R=38.0 2539.00 ft2
6. Conditioned floor area (ft2) 2539 b. Knee Wall (Vented) R=19.0 96.00 ft2
c. N/A R= ft2
7. Windows- Description Area
11. Ducts R ft
a. U-Factor: Dbl, U=0.54 229.60 ft2 a. Sup: Attic, Ret: Attic, AH: Main 6 507.8
SHGC: SHGC=0.31
b. U-Factor: Dbl, U=0.62 64.00 ft2
SHGC: SHGC=0.25 12. Cooling systems kBtu/hr Efficiency
c. U-Factor: N/A ft2 a. Central Unit 44.5 SEER:15.00
SHGC:
d. U-Factor: N/A ft2
13. Heating systems kBtu/hr Efficiency
SHGC: a. Electric Heat Pump 46.5 HSPF:8.50
Area Weighted Average Overhang Depth: 4.956 ft.
Area Weighted Average SHGC: 0.297
8. Floor Types Insulation Area 14. Hot water systems
Cap: 50 gallons
a. Slab -On -Grade Edge Insulation R=0.0 2539.00 ft2 a. Electric
EF: 0.95
b. N/A R= ft2
b. Conservation features
C. N/A R= ft2
None
15. Credits Pstat
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 inspectiop.JuSes. herwise, a new EPL Display Card will be completed
based on installed Code complia
Builder Signature:
Address of New Ho
Date: Q
City/FL Zip:
TiiE S'
C .jkII-Q-
ft,
COD WE
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@energyg'auge.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.
1/5/2018 8:42 AM EnergyGauge® USA - FlaRes2017 - Section R405.4.1 Compliant Software Page 1 of 1
Florida Building Code, Energy Conservation, 6th Edition (2017)
MandatoryRequirements for Residential Perf'or,mance,'Prescriptive and ERI Methods. ADDRESS:
3702 HANWORTH LOOP 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 manufacturers 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 IeakagdNindows, skylights and sliding glass doors shall have an air infiltration rate of no more than 0.3 cfm per square
foot (1.5 L/s/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. 1/
5/2018 8:42 AM EnergyGauge® USA - FlaRes2017 - FBC 6th Edition (2017) Complia Page 1 of 5
ContiMANDATORY: REQUIREMENTS -; nued)
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:
1. Direct vent appliances with both intake and exhaust pipes installed continuous to the outside.
2. 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)(f), (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.
1/5/2018 8:42 AM 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'% 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 Sk 1 cfm =.28.3 L/min.. a. When tested in accordance with HVI Standard 916
1/5/2018 8:42 AM EnergyGaugeO 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:
1. 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.
2.
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 fumaces 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 40oF (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.
R403.1.0;4 Gas- and oil -fired pool and spa heaters. All gasr 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.
11/5/2018 8:42 AM EnergyGauge® USA - FlaRes2017 - FBC 6th Edition (2017) Complia Page 4 of 5
i
i
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 (Mandatory e 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.
1/5/2018 8:42 AM EnergyGauge® USA - FlaRes2017 - FBC 6th Edition (2017) Complia Page 5 of 5
2017 - AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA
TABLE 402.4.1.1
AIR BARRIER AND INSULATION INSPECTION COMPONENT. CRITERIA
Project Name: Lotl6KensingtonReserveSeasideAGLW Builder Name: RYAN HOMES
Street: 3702 HANWORTH LOOP 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.
The air barrier in any dropped ceiling/soffit shall be aligned with The insulation in any dropped ceiling/soffit
Ceiling/attic the insulation and an gaps in the air barrier shall be sealed. Y 9 P 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 comers 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/doorjambs 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 on
Narrow cavities installation readily conforms to the available cavity
spaces.
Garage separation Air sealing shall be provided between the garage and conditioned spac as.
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
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 fiLQ_prinkler cover plates and walls or ceilings,
a. In addition, inspection of log walls shall be in accordance with the provisions of ICC-400.
1/5/2018 8:42 AM EnergyGauge® USA - FlaRes2017 FBC 6th Edition (2017) Compliant Software Page 1 of 1
Manual S Compliance Report Job: LotlWensingtonReserv...
wrightsoft® p p Date: 1/14/2016
Entire House By: FJF
DEL -AIR HEATING & AIR CONDITIONING
531 CODISCO WAY, SANFORD, FL32771 Phone:407-333-2665 Fax:407-333-3853 Web: WWW.DEL-AIR.COM
ojqp • •
For: RYAN HOMES
3702 HANWORTH LOOP, SANFORD, FL 32773
Coolingk uipment
Design Conditions
Outdoor design DB: 92.5°F Sensible gain: 36552 Btuh Entering coil DB: 78.3°F
Outdoor design WB: 76.2'F Latent gain: 5295 Btuh Entering coil WB: 64.1°F
Indoor design DB: 75.0°F Total gain: 41847 Btuh
Indoor RH: 50% Estimated airflow: 1483 cfm
Manufacturer's Performance Data at Actual Design Conditions
Equipment type: SpIitASHP
Manufacturer: Goodman Mfg.
Actual airflow: 1483 cfm
Sensible capacity: 39040 Btuh
Latent capacity: 6253 Btuh
Total capacity: 45293 Btuh
Model: GSZ160481B+ASPT47C14A
107% of load
118% of load
108% of load SHR: 86%
a Heating-EquipmentJ.
Design C• • •
Outdoor design DB: 42.30F Heat loss: 32738 Btuh
Indoor design DB: 70.0°F
Manufacturer's Performance Data at Actual Design Conditions
Equipment type: SpIitASHP
Manufacturer: Goodman Mfg. Model: GSZ160481B+ASPT47C14A
Actual airflow: 1483 cfm
Output capacity: 45140 Btuh 138% of load
Supplemental heat required: 0 Btuh
Backup equipment type: Elec strip
Manufacturer: Model:
Actual airflow: 1483 cfm
Output capacity: 9.9 kW 103% of load Temp. rise: 50 OF
Meets are all requirements of ACCA Manual S.
Entering coil DB: 69.0°F
Capacity balance: 35 OF
Economic balance: -99 OF
2017-Dec-0714:29:47
1 wrightsoft® Right-SuiteO Universal 2017 17-0.23 RSU23828 Page 1
ACC :..eAGLW\Lot 16KensingtonReserveSeasideAGLW (1).rup Calc = MJ8 House faces:
Component ConstructionsotYlwrightsoft® p
Entire House
DEL -AIR HEATING.& AIR CONDITIONING
531 CODISCO WAY, SANFORD, FL32771 Phone:407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM
Job: LotlWensingtonResery ...
Date: 1/14/2016
By: FJF
For: RYAN HOMES
3702 HANWORTH LOOP, SANFORD, FL 32773
Desi'n • 0 qns
Location: Indoor: Heating Cooling
Orlando/Jetport, FL, US Indoor temperature (OF) 70 75
Elevation: 105 ft Design TD (OF) 28 18
Latitude: 28°N Relative humidity (%) 30 50
Outdoor: Heating Cooling Moisture difference (gr/lb) 0.8 45.8
Dry bulb (IF) 42 93 Infiltration:
Daily range (IF) 16 ( M) Method Simplified
Wet bulb (OF) 76 Construction quality Average
Wind speed (mph) 15.0 7.5 Fireplaces 0
Construction descriptions or Area U-value Insul R Htg HTM Loss Clg HTM Gain
ft' Btuh/ft'-°F ft'-°FBtuh Btuhff Btu Btuh/ft' Btu
Walls
13A-2ocs: Blk wall, stucco ext, r-2 ext bd ins, 8" thk, 1/2" gypsum
board intfnsh
16A-19ad: Knee wall, asphalt shingles roof mat, r-19 kw ins, 1/2"
gypsum board int fnsh
Partitions
1213-0sw: Frm wall, r-11 cav ins, 1/2" gypsum board int fnsh, 2"x4"
wood frm, 16" o.c. stud
12C-Osw: Frm wall, stucco ext, r-13 cav ins, 2"x4" wood frm, 16" o.c.
stud
Windows
2A-2om: 2 glazing, clr low-e outr, air gas, mtl no brk frm mat, cir innr,
1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 1 ft overhang (1.33 ft
window ht, 1.17 ft sep.); 6.67 It head ht
2A-2om: 2 glazing, cir low-e outr, air gas, mtl no brk frm mat, clr innr,
1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1
ft overhang (5.3 ft window ht, 1.17 ft sep.); 6.67 It head ht
2A-2om: 2 glazing, cir low-e outr, air gas, mtl no brk frm mat, clr innr,
1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium;
15.67 ft overhang (5.3 ft window ht, 0.17 ft sep.); 6.67 ft head ht
1 OC-m: 2 glazing, cir low-e outr, air gas, mtl no brk frm mat, clr innr,
1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 1 ft overhang (6.7 ft
window ht, 2.42 ft sep.); 6.67 ft head ht
n 490 0.201 0 5.57 2731 5.29 2597
e 321 0.201 0 5.57 1786 5.29 1699
s 672 0.201 0 5.57 3740 5.29 3557
w 120 0.201 0 5.57 670 5.29 638
all 1603 0.201 0 5.57 8927 5.29 8490
n 36 0.049 19.0 1.36 49 3.64 131
e 18 0.049 19.0 1.36 25 3.64 67
s 36 0.049 19.0 1.36 49 3.64 131
w 18 0.049 19.0 1.36 25 3.64 67
all 109 0.049 19.0 1.36 147 3.64 396
196 0.097 11.0 2.69 526 1.75 343
203 0.091 13.0 2.52 511 1.45 294
n 4 0.540 0 15.0 60 15.9 64
n 33 0.540 0 15.0 489 14.1 460
e 16 0.540 0 15.0 238 33.9 538
e 49 0.540 0 15.0 733 33.9 1660
s 33 0.540 0 15.0 489 14.4 471
all 130 0.540 0 15.0 1949 24.0 3129
n 33 0.540 0 15.0 489 14.1 460
e 17 0.540 0 15.0 251 27.5 460
2017-Dec-07 14:29:471
wrightsoft Right -Suite® Universal 2017 17.0.23,RSU23828 Page 1
eAGLW\Lotl6KensingtonReserveSeasideAGLW (1).rup 'Calc = MJ8 House faces: W
2A-2omd: 2 glazing, clr low-e outr, air gas, mtl no brk frm mat, clr innr, e 64 0.620 0 17.2 1099 16.1 1029
1/4" gap,'1/8" thk; NFRC rated (SHGC=0.25); 11 ft overhang (8 ft
window ht, 0.17 ft sep.); 6.67 ft head ht
2A-2om: 2 glazing, cir low-e outr,.air gas, mtl no brk frm mat, clr innr, w 8 0.540 0. 15.0 120 23.0 184
1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 6.8 ft overhang (8 ft
window ht, 0.08 ft sep.); 6.67 ft head ht
2A-2om: 2 glazing, clr low-e outr, air gas, mtl no brk frm mat, clr innr, w 39 0.540 0 15.0 581 33.9 1315
1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1
ft overhang (6.3 ft window ht, 1.17 ft sep.); 6.67 ft head ht
Doors
11 DO: Door, wd sc type w 24 0.390 0 10.8 259 12.0 289
n 21 0.390 0 10.8 230 12.0 257
all 45 0.390 0 10.8 490 12.0 545
Ceilings
16B-38ad:Attic ceiling, asphalt shingles roof mat, r-38 ceil ins, 1/2" 2540 0.026 38.0 0.72 1829 1.41 3590
gypsum board int fnsh
Floors
22A-tpl: Bg floor, light dry soil, on grade depth 206 0.989 0 27.4 5643 0 0
2017-Dec-07 14:29:47
wrightsoft® Right -Suite® Universal2017 17.0.23 RSU23828 Page 2
ZEK...eAGLW\Lotl6KensingtonReserveSeasideAGLW (1).rup Calc = MJ8 House faces: W
Project Summary'
Job: Loti6KensingtonReserv...
wrll htsoft Date: 1/14/20169EntireHouseBy: FJF
DEL -AIR HEATING & AIR CONDITIONING
531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM
110, x - TAW p
s
For: RYAN HOMES
3702 HANWORTH LOOP, SANFORD, FL 32773
Notes: L.S. 12-7-17 SRP
Des nlnfo`rlmation€ nra_Fns. .-J F .
Weather
Winter Design Conditions
Outside db 42 IF
Inside db 70 OF
Design TD 28 IF
Heating Summary
Structure 26459 Btuh
Ducts 6279 Btuh
Central vent (0 cfm) 0 Btuh
none)
Humidification 0 Btuh
Piping 0 Btuh
Equipment load 32738 Btuh
Infiltration
Method
Construction quality
Fireplaces
Area (ft2)
Volume (ft3)
Air changes/hour
Equiv. AVF (cfm)
Orlando/Jetport, FL, US
Simplified
Average
0
Heating Coolingg
2540 2540
23701 23701
0.32 0.16
126 63
Heating Equipment Summary
Make Goodman Mfg.
Trade GOODMAN; JANITROL; AMANA DISTI
Model GSZ160481 B
AHRI ref 8331292
Efficiency
Heating input
Heating output
Temperature rise
Actual air flow
Air flow factor
Static pressure
Space thermostat
Capacity balance point = 35 IF
Backup:
8.5 HSPF
46500 Btuh @ 47°F
29 IF
1483 cfm
0.045 cfm/Btuh
0.30 in H2O
Input = 10 kW, Output = 33753 Btuh, 100 AFUE
Summer Design Conditions
Outside db 93 OF
Inside db 75 IF
Design TD 18 OF
Daily range M
Relative humidity 50
Moisture difference 46 gr/lb
Sensible Cooling Equipment Load Sizing
Structure 25662 Btuh
Ducts 10890 Btuh
Central vent (0 cfm) 0 Btuh
none)
Blower 0 Btuh
Use manufacturer's data y
Rate/swing multiplier 1.00
Equipment sensible load 36552 Btuh
Latent Cooling Equipment Load Sizing
Structure 2960 Btuh
Ducts 2335 Btuh
Central vent (0 cfm) 0 Btuh
none)
Equipment latent load 5295 Btuh
Equipment Total Load (Sen+Lat) 41847 Btuh
Req. total capacity at 0.75 SHR 4.1 ton
Cooling Equipment Summary
Make Goodman Mfg.
Trade GOODMAN; JANITROL; AMANA DISTI...
Cond GSZ160481 B
Coil ASPT47C14A
AHRI ref 8331292
Efficiency 12.5 EER, 15 SEER
Sensible cooling 33375 Btuh
Latent cooling 11125 Btuh
Total cooling 44500 Btuh
Actual air flow 1483 cfm
Air flow factor 0.041 cfm/Btuh
Static pressure 0.30 in H2O
Load sensible heat ratio 0.87
Calculations approved by ACCA to meet all requirements of Manual J 8th Ed.
wri htsoft®
2017-Dec-07 14:ag.e 19Right -Suite® Universal 2017 17.0.23 RSU23828 Page 1
ACCA...eAGLW\Lotl6KensingtonReserveSeasideAGLW (1).rup Calc = MJ8 House faces: W
wrightsoft Right-M Worksheet
Entire House
DEL -AIR HEATING & AIR
CONDITIONING
531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM
Job: LotlWensingtonReserveSe...
Date: 1/14/2016
By: FJF
1 Room name Entire House mstr rm
2 Exposed wall 206.0 ft 44.0 ft
3 Room height 9.3 ft 9.3 ft heat/cool
4 Room dimensions 1.0 x 284.0 ft
5 Room area 2540.3 ft2 284.0 ft2
Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load
number BtuWftz°F) BtuflWft2) or perimeter (ft) Btuh) or perimeter (ft) Btuh)
Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool
6 13A-2ocs 0.201 n 5.57 5.29 560 490 2731 2597 168 152 844 803
2A-2om 0.540 n 14.96 15.94 4 0 60 64 0 0 0 0
2A-2om 0.540 n 14.96 14.08- 33 0 489 460 16 0 244 230
2A-2om 0.540 n 14.96 14.08 33 0 489 460 0 0 0 0
11 W 16A-19ad 0.049 n 1.36 3.64 36 36 49 131 13 13 18 47
13A-2ocs 0.201 a 5.57 5.29 466 321 1786 1699 149 117 649 617
10C-m 0.540 e 14.96 27.46 17 0 251 460 0 0 0 0
2A-2om 0.540 e 14.96 33.86 16. 0 238 538 0 0 0 0
2A-2om 0.540 e 14.96 33.86 49 0 733 1660 33 0 489 1107
2A-2omd 0.620 e 17.17 16.08 64 64 1099 1029 0 0 0 0
W 16A-19ad 0.049 e 1.36 3.64 18 18 25 67 10 10 14 38
v 13A-2ocs 0.201 s 5.57 5.29 704 672 3740 3557 93 93 519 494
L--G 2A-2om 0.540 s 14.96 14.40 33 26 489 471 0 0 0 0
W 16A-19ad 0.049 s 1.36 3.64 36 36 49 131 13 13 18 47
13A-2ocs 0.201 w 5.57 5.29 191 120 670 638 0 0 0 0
2A-2om 0.540 w 14.96 23.04 8 6 120 184 0 0 0 0
2A-2om 0.540 w 14.96 33.86 39 0 581 1315 0 0 0 0
11 DO 0.390 w 10.80 12.03 24 24 259 289 0 0 0 0
W 16A-19ad 0.049 w 1.36 3.64 18 18 25 67 10 10 14 38
P 12B-0sw 0.097 2.69 1.75 196 196 526 343 0 0 0 0
PI 12C-0sw 0.091 2.52 1.45 224 203 511 294 0 0 0 0
D 11 DO 0.390 n 10.80 12.03 21 21 230 257 0 0 0 0
C 16B-38ad 0.026 0.72 1.41 2540 2540 1829 3590 284 284 205 401
F 22A-tpl 0.989 27.40 0.00 2540 206 5643 0 284 44 1205 0
6 c) AED excursion 0 31
Envelope loss/gain 1 22623 20300 4219 3791
12 a) Infiltration 3837 1212 864 273
b) Room ventilation 0 0 0 0
13 Internal gains: Occupants @ 230 5 1150 1 230
Appliances/other 3000 600
Subtotal (lines 6 to 13) 26459 25662 5083 4894
Less external load 0 0 0 0
Less transfer 0 0 0 0
Redistribution 0
26459
0
25662
0
5083
0
4894
14
15
Subtotal
Ductloads 24% 421% 6279 10890 249/6 42% 1206 2077
Total room load 1 327381 36552 1 62891 6970
Air required (cfm) 1483 1483 2851 283
Calculations approved bVACCA to meet all requirements of Manual J 8th Ed.
Wri ht50ft' g
2017-Dec-0714:29:47
g Ri ht-Suite® Universal 2017 17.0.23 RSU23828 Page 1
eAGLW\Lotl6KensingtonReserveSeasideAGLW (1).rup Calc = MJ8 House faces: W
wrightsoft Right-JO. Worksheet
Entire House
DEL -AIR HEATING & AIR
CONDITIONING
531 CODISCO WAY, SANFORD, FL32771 Phone:407-333-2665 Fax:407-333-3853 Web: WWW.DEL-AiR.COM
Job: LotlWensingtonReserveSe...
Date: 1 /14/2016
By: FJF
1 Room name dinette kitchen
2 Exposed wall 33.5 ft 16.5 It
3 Room height 9.3 It heat/cool 9.3 ft heat/cool
4 Room dimensions 1.0 x 164.5 ft 1.0 x 269.6 It
5 Room area 164.5 ft2 269.6 ft2
Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load
number Btuh/ft2-°F) 13tuh/ft2) or perimeter (ft) Btuh) or perimeter (ft) Btuh)
Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool
6 Vh13A-20cs 0.201 n 5.57 5.29 93 61 337 321 0 0 0 0
2A-2om 0.540 n 14.96 15.94 0 0 0 0 0 0 0 0
2A-2om 0.540 n 14.96 14.08 0 0 0 0 0 0 0 0
2A-2om 0.540 h 14.96 14.08 33 0 489 460 0 0 0 0
11 W 16A-19ad 0.049 n 1.36 3.64 0 0 0 0 0 0 0 0
13A-2ocs 0.201 a 5.57 5.29 173 124 688 655 0 0 0 0,
10C-m 0.540 e 14.96 27.46 17 0 251 460 0 0 0 0
2A-2om 0.540 e 14.96 33.86 16 0 238 538 0 0 0 0
2A-2om 0.540 e 14.96 33.86 16 0 244 553 0 0 0 0
2A-2omd 0.620 e 17.17 16.08 0 0 0 0 0 0 0 0
W 16A-19ad 0.049 a 1.36 3.64 0 0 0 0 0 0 0 0
13A-2ocs 0.201 s 5.57 5.29 47 47 260 247 154 154 857 815
t-G 2A-2om 0.540 s 14.96 14.40 0 0 0 0 0 0 0 0
W 16A-19ad 0.049 s 1.36 3.64 0 0 0 0 0 0 0 0
13A-2ocs 0.201 w 5.57 5.29 0 0 0 0 0 0 0 0
2A-2om 0.540 w 14.96 23.04 0 0 0 0 0 0 0 0
2A-2om 0.540 w 14.96 33.86 0 0 0 0 0 0 0 0
11 DO 0.390 w 10.80 12.03 0 0 0 0 0 0 0 0
W 16A-19ad 0.049 w 1.36 3.64 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
PI 12C-Osw 0.091 2.52 1.45 0 0 0 0 0 0 0 0
D 11DO 0.390 n 10.80 12-03 0 0 0 0 0 0 0 0
C 16B-38ad 0.026 0.72 1.41 165 165 118 232 270 270 194 381
F 22A-tpl 0.989 27.40 0.00 165 34 918 0 270 17 452 0
6 c) AED excursion 93 106
Envelope loss/gain 3543 3374 1503 1090
12 a) Infiltration 591 187 291 92
b) Room ventilation 0 0 0 0
13 Internal gains: Occupants @ 230 1 230 0 0
Appliances/other 1 0 1 1200
Subtotal (lines 6 to 13) 4134 3791 1794 2382
Less external load 0 0 0 0
Less transfer 0 0 0
0
0
0
14
Redistribution
Subtotal
0
4134
0
3791 1794 2382
15 Duct loads 24% 42% 981 1609 24% 42% 426 1011
Total room load 5115 5399 2220 3392
Air required (cfm) 232 219 101 138
Calculations approved by ACCA to meet all requirements of Manual J 8th Ed.
F F- WrightSuft- Right -Suite® Universal 2017 17.0.23 RSU23828
2017-Dec-07 14:ge 2
ACC Page 2 eAGLW\
Loll6KensingtonReserveSeasideAGLW (1).rup Calc = MJS House faces: W
wriyhtsoft° Right-JO Worksheet
Entire House
DEL -AIR HEATING & AIR
CONDITIONING
531 CODISCO WAY, SANFORD, FL32771 Phone:407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM
Job: LotlWensington ReserveSe... Date:
1 /14/2016 By:
FJF 1
Room name rm 4 bth 1 2
Exposed wall 10.5 ft 5.5 ft 3
Room height 9.3 ft heat/cool 9.3 ft heat/cool 4
Room dimensions 15.0 x 10.5 ft 11.5 x 5.5 ft 5
Room area 157.5 ft2 63.3 ft2 Ty
Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number
Btuh/ft2-°F) Btuh/ft2) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat
Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6VL
13A-
2ocs 0.201 n 5.57 5.29 0 0 0 0 0 0 0 0 2A-
2om 0.540 n 14.96 15.94 0 0 0 0 0 0 0 0 2A-
2om 0.540 n 14.96 14.08 0 0 0 0 0 0 0 0 2A-
2om . 0.540 n 14.96 14.08 0 0 0 0 0 0 0 0 11
W 16A-19ad 0.049 n 1.36 3.64 0 0 0 0 0 0 0 0 13A-
2ocs 0.201 a 5.57 5.29 0 0 0 0 0 0 0 0 10C-
m 0.540 e 114.96 27.46 0 0 0 0 0 0 0 0 2A-
2om 0.540 e 14.96 33.86 0 0 0 0 0 0 0 0 2A-
2om 0.540 e 14.96 33.86 0 0 0 0 0 0 0 0 2A-
2omd 0.620 e 17.17 16.08 0 0 0 0 0 0 0 0 W
16A-19ad 0.049 e 1.36 3.64 0 0 0 0 0 0 0 0 v
13A-2ocs 0.201 s 5.57 5.29 98 82 454 432 51 51 286 272 G
2A-2om 0.540 s 14.96 14.40 16 13 244 235 0 0 0 0 W
16A-19ad 0.049 s 1.36 3.64 0 0 0 0 0 0 0 0 0.
201 w 5.57 5.29 0 0 0 0 0 0 0 0 2A-
2om 0.540 w 14.96 23.04 0 0 0 0 0 0 0 0 TE13A-
2ocs 2A-
2om 0.540 w 14.96 33.86 0 0 0 0 0 0 0 0 11
DO 0.390 w 10.80 12.03 0 0 0 0 0 0 0 0 W
16A-19ad 0.049 w 1.36 3.64 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 PL--
D0 12C-Osw 0.091 2.52 1.45 0 0 0 0 0 0 0 0 11DO
0.390 n 10.80 1203 0 0 0 0 0 0 0 0 C
16B-38ad 0.026 0.72 1.41 158 158 113 223 63 63 46 89 F
22A-tpl 0.989 27.40 0.00 158 11 288 0 63 6 151 0 6
c) AED excursion 24 17 Envelope
loss/gain 1100 866 482 344 12
a) Infiltration 185 58 97 31 b)
Room ventilation 0 0 0 0 13
Internal gains: Occupants @ 230 0 0 0 0 Appliances/
other 0 1 0
Subtotal (
lines 6 to 13) 1285 924 579 375 Less
external load 0 0 0 0 Less
transfer 0 0 0 0
0
0
Redistribution
0 1285
0
924
579 375 14
15
Subtotal
Duct
loads 24% 42% 305 392 24% 42% 137 159 Total
room load 1590 1317 716 534 Air
required (cfm) 72 53 32 22 Calculations
approved by ACCA to meet all requirements of Manual J 8th Ed. 2017-
Dec-07 14:29:47 wrigF
tsOft` Right -Suite® Universal 2017 17.0.23 RSU23828 Page 3 ACCA...
eAGLW\Lotl6KensingtonReserveSeasideAGLW (1).rup Calc = MJ8 House faces: W
wrightsoftm Right-J® Worksheet
Entire House
DEL -AIR HEATING & AIR
CONDITIONING
531 COD ISCO WAY, SANFOR D, FL32771 Phone: 407-333-2665 Fax:407-333-3853 Web: WWW.DEL-Al R.COM Job: LotlWensingtonReserveSe...
Date: 1/
14/2016 By: FJF
1 Room
name rm 3 study 2 Exposed
wall 10.0 ft 31.5 ft 3 Room
height 9.3 ft heat/cool 9.3 ft heat/cool 4 Room
dimensions 15.0 x 10.0 ft 1.0 x 182.3 ft 5 Room
area 150.0 ftz 182.3 ft2 Ty Construction
U-value Or HTM Area (112) Load Area (ft9 Load number BtutVft2-'
F) Btuh/ftz) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool
Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 Vh13A-
2ocs 0.201 n 5.57 5.29 0 0 0 0 37 37 208 198 2A-2om
0.540 n 14.96 15.94 0 0 0 0 0 0 0 0 2A-2om
0.540 n 14.96 14.08 0 0 0 0 0 0 0 0 2A-2om
0.540 n 14.96 14.08 0 0 0 0 0 0 0 0 11 W
16A-19ad 0.049 n 1.36 3.64 0 0 0 0 0 0 0 0 13A-2ocs
0.201 a 5.57 5.29 0 0 0 0 0 0 0 0 10C-m
0.540 e 14.96 27.46 0 0 0 0 0 0 0 0 2A-2om
0.540 e 14.96 33.86 0 0 0 0 0 0 0 0 2A-2om
0.540 e 14.96 33.86 0 0 0 0 0 0 0 0 2A-2omd
0.620 e 17.17 16.08 0 0 0 0 0 0 0 0 W 16A-
19ad 0.049 a 1.36 3.64 0 0 0 0 0 0 0 0 y/ 13A-
2ocs 0.201 s 5.57 5.29 93 77 428 407 112 112 623 593 t. G
2A-2om 0.540 s 14.96 14.40 16 13 244 235 0 0 0 0 W 16A-
19ad 0.049 s 1.36 3.64 0 0 0 0 0 0 0 0 13A-2ocs
0.201 w 5.57 5..29 0 0 0 0 145 106 589 560 2A-2om
0.540 w 14.96 23.04 0 0 0 0 0 0 0 0 2A-2om
0.540 w 14.96 33.86 0 0 0 0 39 0 581 1315 11 DO
0.390 w 10.80 12.03 0 0 0 0 0 0 0 0 W 16A-
19ad 0.049 w 1.36 3.64 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 P 12C-
0sw 0.091 2.52 1.45 0 0 0 0 0 0 0 0 11DO 0.
390 n 10.80 1Z03 0 0 0 0 0 0 0 0 C 166-
38ad 0.026 0.72 1.41 150 150 108 212 182 182 131 258 F 22A-
tpl 0.989 27.40 0.00 150 10 274 0 182 32 863 0 6 c)
AED excursion 23 516 Envelope loss/
gain 1055 832 2995 3439 12 a)
Infiltration 176 56 555 175 b) Room
ventilation 0 0 1 0 0 13 Internal
gains: Occupants @ 230 0 0 0 0 Appliances/other
0 0 Subtotal (lines
6 to 13) 1231 888 3551 3615 Less external
load 0 0 0 0 Less transfer
0 0 0 0 Redistribution 0
0 0 0 14 Subtotal
1231 888 3551 3615 15 Duct
loads 24% 42% 292 377 24% 42% 843 1534 Total room
load 1523 1265 4393 5149 Air required (
cfm) 69 51 19S 209 Calculations approved
by ACCA to meet all requirements of Manual J 8th Ed. Fk wrightsoft'
Right -Suite® Universal 2017 17.6.23 RSU23828 2017-Dec-
07 14:ge 4 i9A Page
4
eAGLW\Lotl6KensingtonReserveSeasideAGLW (
1).rup Calc = MJ8 House faces: W
wrightsoft° Right-M Worksheet Job: LnsingtonReserveSe... Entire
House Date:
1/14/2014/2016By:
FJF DEL -
AIR HEATING & AIR CONDITIONING
531
CODISCO WAY.'SANFORD. FL32771 Phone: 407-333-2665 Fax:407-333-3853 Web: WWW.DEL-AIR.COM 1
Room name mstr loth mstr we 2
Exposed wall 11.0 ft 0 ft 3
Room height 9.3 ft heat/cool 9.3 ft heat/cool 4
Room dimensions 1.0 x 139.0 ft 5.5 x 4.0 ft 5
Room area 139.0 ft2 22.0 ft2 Ty
Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number
Btuhfftz°F) Btuhfft2) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat
Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6
Vh13A-20cs 0.201 n 5.57 5.29 103 103 571 543 0 0 0 0 2A-
2om 0.540 n 14.96 15.94 0 0 0 0 0 0 0 0 2A-
2om 0.540 n 14.96 14.08 0 0 0 0 0 0 0 0 2A-
2om 0.540 n 14.96 14.08 0 0 0 0 0 0 0 0 11
W 16A-19ad 0.049 n 1.36 3.64 0 0 0 0 0 0 0 0 13A-
2ocs 0.201 e. 5.57 5.29 0 0 0 0 0 0 0 0 10C-
m 0.540 e 14.96 27.46 0 0 0 0 0 0 0 0 2A-
2om 0.540 e 14.96 33.86 0 0 0 0 0 0 0 0 2A-
2om 0.540 e 14.96 33.86 0 0 0 0 0 0 0 0 2A-
2omd 0.620 e 17.17 16.08 0 0 0 0 0 0 0 0 W
16A-19ad 0.049 a 1.36 3.64 0 0 0 0 0 0 0 0 13A-
2ocs 0.201 s 5.57 5.29 0 0 0 0 0 0 0 0 2A-
2om 0.540 s 14.96 14.40 0 0 0 0 0 0 0 0 W
16A-19ad 0.049 s 1.36 3.64 0 0 0 0 0 0 0 0 y/
13A-2ocs 0.201 w 5. 5.04
0
0 0 0 0 0 0 0 2A-
2om 0.540 w 14.9696 23.04 0 0 0 0 0 0 0 0 2A-
2om 0.540 w 14.96 33.86 0 0 0 0 0 0 0 0 11DO
0.390 w 10.80 12.03 0 0 0 0 0 0 0 0 W
16A-19ad 0.049 w 1.36 3.64 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 R
12C-Osw 0.091 2.52 1.45 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 fJ
C
166-38ad 0.026 0.72 1.41 139 139 100 196 22 22 16 31 F
22A-tpl 0.989 27.40 0.00 139 11 301 0 22 0 0 0 6
c) AED excursion 34 1 Envelope
loss/gain 973 706 16 30 12
a) Infiltration 194 61 0 0 b)
Room ventilation 0 0 0 0 13
Internal gains: Occupants @a 230 0 0 0 0 Appliances/
other 0 0 Subtotal (
lines 6 to 13) 1167 767 16 30 Less
external load 0 0 0 0 Less
transfer 0 0 0 0
0
0
Redistribution
0 1167
0
767
16 30 14
15
Subtotal
Duct
loads 24% 42% 277 325 24% 420% 4 13 Total
room load 1444 11092 20 42 Air
required (cfm) 651 44 1 2 Calculations
approved by ACCA to meet all requirements of Manual J. 8th Ed. wri
htsoft" 2017-
Dec-0714:29:47 g
Right -Suite® Universal 2017 17.0.23 RSU23828 Page 5 eAGLW\
Lott'6KensingtonReserveSeasideAGLW (1).rup Calc = MJ8 House faces: W
wrightsoft' Right-M Worksheet
Entire House
DEL -AIR HEATING & AIR
CONDITIONING + sst rnniscn WAY SANFOR D. FL32771 Phone:407-333-2665 Fax:407-333-3853 Web: WWW.DEL-Al R.COM Job: LotlWensingtonReserveSe...
Date: 1 /
14/2016 By: FJF
1 Room
name mstr wic rm 2 2 Exposed
wall 7.0 ft 9.3
ft heat/cool 10.0
ft 9.3
ft heat/cool 3 Room
height 4 Room
dimensions 1.0 x 118.0 ft 1.0 x 177.0 It 5 Room
area 118.0 ft2 177.0 ft2 Ty Construction
U-value Or HTM Area (ft2) Load Area (ft2) Load number BtUWftz °
F) Btuh/ft2) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool
Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 13A-
2ocs 0.201 n 5.57 5.29 65 61 341 325 93 77 428 407 2A-2om
0.540 n 14.96 15.94 4 0 60 64 0 0 0 0
244
0
230
2A-
20m
0.540 n 14.96 14.08 0 0 0 0 16 2A-2om
0.540 n. 14.96 14.08 0 0 0 0 0 0 0 0 0 11
W
16A-19ad 0.049 n 1.36 3.64 0 0 0 0 0 0 0 13A-2ocs
0.201 a 5.57 5.29 0 0 0 0 0 0 0 0
0
0
0
10C-
m
0.540 e 14.96 27.46 0 0 0 0 0 0 0
0 2A-2om
0.540 e 14.96 33.86 0 0 0 0 0 2A-2om
0.540 e 14.96 33.86 0 0 0 0 0 0 0 0
0
0
0
2A-
2omd
0.620 e 17.17 16.08 0 0 0 0 0 W 16A-
19ad 0.049 e 1.36 3.64 0 0 0 0 0 0 0 0 0 T-
G
13A-2ocs
0.201 s 5.57 5.29 0 0 0 0 0 0 0 0
0
0
2A-2om
0.540 s 14.96 14.40 0 0 0 0 0 W 16A-
19ad 0.049 s 1.36 3.64 0 0 0 0 0 0 0 0
0
0
0
13A-
20cs
0.201 w 5.57 5.29 0 0 0 0 0 2A-2om
0.540 w 14.96 23.04 0 0 0 0 0 0 0 0
0
0
0
2A-
2om
0.540 w 14.96 33.86 0 0 0 0 0 0 0
0 0 11 DO
0.390 w 10.80 12.03 0 0 0 0 W 16A-
19ad 0.049 w 1.36 3.64 0 0 0 0 0 0
196
0
196
0
526
0
343
P
12B-
0sw 0.097 2.69 1.75 0 0 0
0
0
0
0
0 0 0 0 P 12C-
0sw 0.091 2.52 1.45 0 0
0 11 DO
1613-38ad
0.390
0.026
n 10.
80 0.72
12.03
1.41
0 118
0
118
0
85
0
167
0
177
177
127 250 C F
22A-
tpl 0.989 27.40 0.00 118 7 192 0 177 10 274 0 6 c)
AED excursion 25 55
Envelope loss/
gain 678 530 1601 1176 12 a)
Infiltration 123 39 176 56 b) Room
ventilation 0 0 1 0 0 13 Internal
gains: Occupants @ 230 0 0 0 0 0 Appliances/
other
0 Subtotal (lines
6 to 13) 801 569 1777 1231 Less external
load 0 0 0 0 0
0
Less
transfer
0 0 0
0
0
0 Redistribution 801
569
1777 1231 14 15
Subtotal
Duct
loads
24 % 429/6 190 241 24 % 420/6 422 523 Total room
load 992 1 810L2199 100 175471
Air
required (
cfm) 45 33 Calculations approved
bV ACCA to meet all requirements of Manual J 8th. Ed. i ttttsOft"
2017-Dec-
0714:29:47. Fk- wr
9 Right -Suite® Universal 2017 17.0.23 RS1J23828 Page 6 C... eAGLW\
LotI6KensingtonRes erveSeasideAGLW (1).rup Calc = MJ8 House faces: W
wrightsoftro Right-M Worksheet'
Entire House
DEL -AIR HEATING & AIR
c^^AAIAV -k- M Q07CONDITIONINGRr1F y 4OMIR-2893 Web: WWW.DEL-AIR.COM
Job: LotlWensingtonReserveSe...
Date: 1/14/2016
By: FJF
1 Room name bth 2 laundry
2 Exposed wall 0 ft
9.3 If heat/cool
0 ft
9.3 ft heat/cool
3
4
Room height
Room dimensions 5.5 x 9.0 ft 6.0 x 9.0 ft
5 Room area 49.5 ftz 54.0 ft'
Ty Construction U-value Or HTM Area (ftz) Load Area (ftq
ft)
Load
Btuh)
number Btuh/ft2-IF) Btu W) or perimeter (ft) Btuh) or perimeter
Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool
6 Yh13A-2ocs 0.201 n 5.57 5.29 0 0 0 0 0 0
0
0
0
0
0
2A-2om 0.540 n 14.96 15.94 0 0 0 0 0
0 0 0 0
2A-2om 0.540 n 14.96 14.08 0 0 0 0
2A-2om 0.540 n 14.96 14.08 0 0 0 0 0 0
0
0
0
0
0
11 W 16A-19ad 0.049 n 1.36 3.64 0 0 0 0 0
0
VN
13A-2ocs 0.201 e 5.57 5.29 0 0 0 0
0
0
0
0
0
0
0 0
1OC-m 0.540 e 14.96 27.46 0 0 0
0 0 0 0 0 0
2A-2om 0.540 e 14.96 33.86 0 0
2A-2om 0.540 e 14.96 33.86 0 0 0 0 0 0
0
0
0
0
0
2A-2omd 0.620 e 17.17 16.08 0 0 0 0 0
W 16A-19ad 0.049 a 1.36 3.64 0 0 0 0 0 0 0
0
0
0
yl 13A-2ocs 0.201 s 5.57 5.29 0 0 0 0 0
0
0
0 0 0
L_--G 2A-2om 0.540 s 14.96 14.40 0 0 0 0
W 16A-19ad 0.049 s 1.36 3.64 0 0 0 0 0 0 0
0
0
0
13A-20cs 0.201 w 5.57 5.29 0 0 0 0 0 0
0 0 0
2A-2om 0.540 w 14.96 23.04 0 0 0 0 0
0 0 0 0
2A-2om 0.540 w 14.96 33.86 0 0 0 0
0 0 0 0 0
11 DO 0.390 w 10.80 12.03 0 0 0
0 0
W 16A-19ad 0.049 w 1.36 3.64 0 0 0 0 0 0
0 0 0
P 126-0sw 0.097 2.69 1.75 0 0 0 0
0
0
0 0 0 0
P 12C-Osw 0.091 2.52 1.45 0 0 0
0 0 0
11 DO 0.390 n 10.80 12.03 0 0 0
36
0
70
0
54 54 39 76
C 16B-38ad 0.026 0.72 1.41 50 50
0 54 0 0 0
F 22A-tpl 0.989 27.40 0.00 50 0 0
3 29
6 c) AED excursion
Envelope loss/gain
36 67 39 47
12 a) Infiltration 0 0
0
0
0
0
0
b) Room ventilation 0
13 Internal gains: Occupants @ 230 0 0 0 0
600
Appliances/other 0
Subtotal (lines 6 to 13) 36 67 39 647
Less external load 0 0 0
0
0
0
Less transfer 0
0
0
0 0 0
Redistribution
36 67 39 647
14 Subtotal
24 % 42% 8 28 241% 42% 9 275
15 Duct loads
Total room load T44 95
4
48
2
922
37
Air required (cfm)
2
Calculations approved by ACCA to meet all requirements of Manual J 8th Ed'.
wri i7t50ft'
2017-Dec-0714.29.47
9 Right -Suite® Universal 2017 17.0.23 RSU23828 Page 7
eAGLW\Lotl6KensingtonReserveSeasideAGLW (1).rup Calc = MJ8 'House faces: W
wrightsoft° Right-J® Worksheet
Entire House
DEL -AIR HEATING & AIR
CONDITIONING
531 CODISCO WAY, SANFORD, FL32771 Phone:407-333-2665 Fax:407-333-3853 'Web: WWW.DEL-AIR.COM
Job: LotlWensingtonReserveSe...
Date: 1 /14/2016
By: FJF
1 Room name great rm foyer
2 Exposed wall 15.5 ft 5.0 ft
3 Room height 9.3 ft heat/cool 9.3 ft heat/cool
4 Room dimensions 1.0 x 494.9 ft 1.0 x 175.8 ft
5 Room area 494.9 ft2 175.8 ftz
Ty Construction U-value Or HTM Area (ftz) Load Area (ft Load
number 13tuh/111-T) Btuh/ft2) or perimeter (ft) Btuh) or perimeter (ft) Btuh)
Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool
6 0.201 n 5.57 5.29 0 0 0 0 0 0 0 0
2A-20m 0.540 n 14.96 15.94 0 0 0 0 0 0 0 0Vh13A-
2ocs
GG 2A-2om 0.540 n 14.96 14.08 0 0 0 0 0 0 0 0
Lam_ 2A-2om 0.540 ri 14.96 14.08 0 0 0 0 0 0 0 0
11 W 16A-19ad 0.049 n 1.36 3.64 23 23 31 84 0 0 0 0
13A-2ocs 0.201 a 5.57 5.29 145 81 449 427 0 0 0 0
10C-m 0.540 e 14.96 27.46 0 0 0 0 0 0 0 0
2A-2om 0.540 e 14.96 33.86 0 0 0 0 0 0 0 0
2A-2om 0.540 e 14.96 33.86 0 0 0 0 0 0 0 0
2A-2omd 0.620 e 17.17 16.08 64 64 1099 1029 0 0 0 0
W 16A-19ad 0.049 e 1.36 3.64 8 8 11 29 0 0 0 0
13A-20cs 0.201 s 5.57 5.29 0 0 0 0 0 0 0 0
t-G 2A-2om 0.540 s 14.96 14.40 0 0 0 0 0 0 0 0
W 16A-19ad 0.049 s 1.36 3.64 23 23 31 84 0 0 0 0
13A-2ocs 0.201 w 5.57 5.29 0 0 0 0 47 15 82 78
2A-2om 0.540 w 14.96 23.04 0 0 0 0 8 6 120 184
2A-2om 0.540 w 14.96 33.86 0 0 0 0 0 0 0 0
11 DO 0.390 w 10.80 1203 0 0 0 0 24 24 259 289
W 16A-19ad 0.049 w 1.36 3.64 8 8 11 29 0 0 0 0
P 1213-0sw 0.097 2.69 1.75 0 0 0 0 0 0 0 0
PI 12C-Osw 0.091 2.52 1.45 0 0 0 0 224 203 511 294
L-u 11 DO 0.390 n 10.80 1203 0 0 0 0 21 21 230 257
C 1613-38ad 0.026 0.72 1.41 495 495 356 699 176 176 127 248
F 22A-tpl 0.989 27.40 0.00 495 16 425 0 176 5 137 0
6 c) AED excursion 162 104
Envelope loss/gain 2413 2219 1465 1454
12 a) Infiltration 390 123 88 28
b) Room ventilation 1
0 0 1
0 0
13 Internal gains: Occupants @ 230 3 690 0 0
Appliances/other 600 0
Subtotal (lines 6 to 13) 2804 3632 1553 1482
Less external load 0 0 0 0
Less transfer 0 0 0
0
0
0
14
Redistribution
Subtotal
0
2804
0
3632 1553 1482
15 Duct loads 24% 42% 665 1541 24% 42% 369 629
Total room load 3469 5174 1922 2111
Air required (cfm) 157 210 87 86
Calculations approved by ACCA to meet all requirements of :Manual J 8th Ed.
wri ht6oft" •
2017-Dec-071.4:29:47
i9CP.
9 Right -Suite® Universal 2017 17.0.23 RSU23828 Page 8
eAGLW\Lotl6KensingtonReserveSeasideAGLW (1).rup Calc = MJ8 House faces: W
wrightsoft° Right-M Worksheet
Entire House
DEL -AIR HEATING & AIR
CONDITIONING
591 CODISCO WAY. SANFORD. FL32771 Phone: 407-333-2665 Fax:407-333-3853 Web: WWW.DEL-AIR.com
Job: LotlWensingtonReserveSe...
Date: 1/14/2016
By: FJF
1 Room name pwdr
2
3
Exposed wall
Room height
6.0 ft
9.3 ft heat/cool
4
5
Room dimensions
Room area
6.5 x 6.0 ft
39.0 ftz
Ty Construction
number
U-value
Btuh/ftz-'F)
Or HTM
Btuhfftz)
Area (ftz)
or perimeter (ft)
Load
Btuh)
Area
or perimeter
Load
Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool
6
11
Vh13A-20cs
W
2A-20m
2A-2om
2A-2om
16A-19ad
13A-2ocs
10C-m
2A-2om
0.201
0.540
0.540
0.540
0.049
0.201
0.540
0.540
n
n
n
n
n
a
e
e
5.57
14.96
14.96
14.96
1.36
5.57
14.96
14.96
5.29
15.94
14.08
14.08
3.64
5.29
27.46
33.86
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
2A-2om
2A-2omd
16A-19ad
13A-26cs .
2A-2om
16A-19ad
13A-2ocs
2A-2om
2A-2om
11 DO
16A-19ad
1213-0sw
12C-Osw
0.540
0.620
0.049
0.201
0.540
0.049
0.201
0.540
0.540
0.390
0.049
0.097
0.091
e
e
e
s
s
s
w
w
w
w
w
14.96
17.17
1.36
5.57
14.96
1.36
5.57
14.96
14.96
10.80
1.36
2.69
2.52
33.86
16.08
3.64
5.29
14.40
3.64
5.29
23:04
33.86
12.03
3.64
1.75
1.45
0
0
0
56
0
0
0
0
0
0
0
0
0
0
0
0
56
0
0
0
0
0
0
0
0
0
0
0
0
312
0
0
0
0
0
0
0
0
0
0
0
0
296
0
0
0
0
0
0
0
0
0
W
t-G
W
W
P
PIIL--D 11DO
16B-38ad
0.390
0.026
n 10.80
0.72
12.03
1.41
0
39
0
39
0
28
0
55C
F 22A-tpl 0.989 27.40 0.00 39 6 164 0
6 c) AED excursion 16
Envelope loss/gain 504 335
12 a) Infiltration
b) Room ventilation
106
0
33
0
13 Internal gains: Occupants @ 230
Appliances/other
0 0
0
Subtotal (lines 6 to 13) 610 368
14
15
Less external load
Less transfer
Redistribution
Subtotal
Duct loads 24% 42°/
0
0
0
610
145
0
0
0
36 8
156
Total room load
Air required (cfm)
755
34
525
21
Calculations approved by ACCA to meet all requirements of Manual J 8th Ed.
Wri F1tSOR"
2017-Dec-0714:29:47.
9 Right -Suite® Universal 2017 17.0.23 RSU23828 Page 9
eAGLW\Lot16KensingtonRes erveSeasideAGLW (1).rup Calc = MJ8 House faces: W
DuctS stem Summar Job:
LotlWensingtortReseiv... wrightsoft®
Y Date: 1/14/2016 Entire,
House By: FJF DEL -
AIR HEATING & AIR CONDITIONING 531
CODISCO WAY, SANFORD, FL32771 Phone:407-333-2665 Fax:407-333-3853 Web: WWW.DEL-AIR.COM For:
RYAN HOMES 3702
HANWORTH LOOP, SAN FORD, FL 32773 Heating
Cooling External
static pressure 0.30 in H2O 0.30 in H2O Pressure
losses 0.06 in H2O 0.06 in H2O Available
static pressure 0.24 in H2O 0.24 in H2O Supply /
return available pressure 0.120 / 0.120 in H2O 0.120 / 0.120 in H2O Lowest
friction rate 0.202 in/ 100ft 0.202 in/100ft Actual
air flow 1483 cfm 1483 cfm Total
effective length (TEL) 119 ft Su001VBran6
h Iletail AG TabiName
Design
Btuh)
Htg
cfm)
Clg
cfm)
Design
FIR
Diam
in)
H
x W in)
Duct
Matl
Actual
Ln (
ft) Ftg.
Egv Ln (
ft) Trunk bth
1 h 716 32 22 0.202 4.0 Ox 0 VIFx 34.0 85.0 st3 bth
2 c 95 2 4 0.311 4.0 Ox 0 VIFx 7.1 70.0 dinette
h 5115 232 219 0.205 9.0 Ox 0 VIFx 32.3 85.0 st1 foyer
h 1922 87 86 0.207 6.0 Ox 0 VIFx 30.9 85.0 st3 great
rm c 2587 79 105 0.230 6.0 Ox 0 VIFx 19.4 85.0 stl great
rm-A c 2587 79 105 0.295 7.0 Ox 0 VIFx 11.2 70.0 kitchen
c 3392 101 138 0,220 7.0 Ox 0 VIFx 24.0 85.0 SO laundry
c 922 2 37 0.308 4.0 Ox 0 VIFx 7.9 70.0 mstr
bth h 1444 65 44 0.237 5.0 Ox 0 VIFx 16.3 85.0 st2 mstr
rm h 3145 142 141 0.210 7.0 Ox 0 VIFx 29.4 85.0 st2 mstr
rm-A h 3145 142 141 0.213 7.0 Ox 0 VIFx 27.5 85.0 st2 mstr
we C 42 1 2 0.232 4.0 Ox 0 VIFx 18.4 85.0 st2 mstr
wic h 992 45 33 0.219 4.0 Ox 0 VIFx 24.8 85.0 st2 pwdr
h 755 34 21 0.205 4.0 Ox.O VIFx 31.8 85.0 SO rm
2 h 2199 100 71 0.280 6.0 Ox 0 VIFx 15.7 70.0 rm
3 h 1523 69 51 0.218 6.0 Ox 0 VIFx 25.2 85.0 st3 rm
4 h 1590 72 53 0.271 6.0 Ox 0 V I Fx 18.5 70.0 study
C 5149 199 209 0.204 8.0 Ox0 VIFx 32.9 85.0 st3 2017-
Dec-07 14:29:48 wrightsoft`
Right -Suite® Universal 2017 17.0.23 RSU23828 Page 1 iiCCi%...
eAGLW\Lotl6KensingtonReserv6SeasideAGLW i1).rup Calc - MJ8 House faces: W
IMIIWF Sup PWm
Trunk Htg Clg Design Veloc Diam H x W Duct
Name Type cfm) cfm) FR fpm) in) in) Material Trunk
st1 Peak AVF 445 483 0.205 452 14.0 0 x 0 VinlFlx
st2 Peak AVF 396 362 0.210 504 12.0 0 x 0 VinlFlx
st3 Peak AVF 388 368 0.202 493 12.0 0 x 0 VinlFlx
v
Return°°BrancheDetail Table«
Name
Grille
Size (in)
Htg
cfm)
Clg
cfm)
TEL
ft)
Design
FIR
Veloc
fpm)
Diam
in)
H x W
in)
Stud/Joist
Opening (in)
Duct
Matl Trunk
rb1 Ox0 1483 1483 0 0 0 0 Ox 0 VIFx
2017-Dec-07 14:29:48
wrightsoft' Right-Suite®.Universal 2017 17.0.23 RSU23828 Page 2
ACCK...eAGLW\L6tl6KensingtonReserveSeasideAGLW (1).rup Cale = MJ8 House faces: W
FORM R405-2014
RESIDENTIAL ENERGY CONSERVATION CODE DOCUMENTATION CHECKLIST
Florida Department of Business and Professional Regulation
Simulated Performance Alternative (Performance) Method
Applications for compliance with the 2014 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 (1 page) and an input summary checklist that can
be used for field verification (usually 4 pages/may be greater).
Energy Performance Level (EPL) Display Card (one page)
Mandatory Requirements(three 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 v5A
12/7/2017 2:41:55 PM Page 1 of 1
v
0
I C,6 _
12x6 lwcd v M
140 Ubw
7'
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c
14x8 lwcd
o U
v
240 ®
SL 1L
9'
1' 7'kitchen vent12x61wcd
rR 140 7
18xl8 rag 6' 18x18 rag I
12x6 lwcd 17'
I
I
1
to wall cap s
3' bath duct 130 '
rrCHEN
1
to roof cap
5' 40
1Ox61wcd
I II
11 1 AI
W /fan Ana 12' 12x6 lwcd
CLNutone696RNB130 ;
fits j
12x6 1 cd
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1
130
7'
I
4• , I W w
8x4 lwcd O
30 I Nam"
Q
as1
8x4 Iwcd
I
1Ox6 iwcV•°a
5 I 1 50
I I
I I Ox6 wall rag
3' bath duct
6 9 m I I 8x4 iwc to roof ca p
42X42 A/C SLAB U -- 124 i1 20 rimU w/fan 4->
BY BLDR MIN 10x6lwcd
1 20' 11
1 Nutone 696RNB Pq
2' FROM WALL
20x6 wall g I I
II-_-- W
36x16 rag 6• 20x6 wall rag
AA O. 4' dryer duct f l
I 60x6 lwcddtoroofcapUX6iwc'yi Li
w/dryer vent box ---
1 I 70 I
45 O
I I
L --- I
I I
I I
I
1 C
Transfer ducts/grilles sized In
compliance with Florida Residential
Building Code - M1602.4 Balanced
Return Air, exceptions 1-3. Builder
must I Inch
I I
I I
I I 8' z
provide unrestricted
undercut on doors to habitable I I II W O 0
rooms. 9-GR GARAGE
m
I I II
14x8 wcd
Ox6 wall rn 185 aIIII
I !
L ri 1
0IDz
Q d f— z
n o Li
W x r-0V arm
r-0• x 7W am i y Li
zRatingO
UZ-
m
w z
Q I— m Q
J O ::) Q 0:
Must have a minimum clearance of 4 Inches around the air handler per the State Energy code. All duct has an r=6 Insulation value, m CL -J C/) 0 0
Plumbing, Inez,
Signature
rl-
X,io'
A Li Aj Am,j
SEW J OJ- 14 aws j /V (,..VD A) pa-S
t- &q- I to
tv
Jil
1*1.., VT
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C) LO
CpDcc
v
DESCRIPTION AS FURNISHED: Lot 16, KENSINGTON, RESERVE, as recorded in Plat Book 81, Pages 86
through 92, Public Records of Seminole County-, Florida.
PLOT PLAN FOR / CERTIFIED TO: Ryan Homes/NVR Inc. D=90°08'03"
RECORD COPY R=25.00'
BRISSON AVENUE L=39.33'
R/W VARIES) C=35.40'
1.0' NON VEHICULAR ESMT S 00019'09" E
CB=N 44044'53" E
5' CONC WALK 64.94 '
LOT 15
a
Lo
03 d
I
27,76'
10.20'
15.0' WALL &
LANDSCAPE ESMT.
I 27.87_
1 — — — — — — —
LOT 16
I
16.0' 18.3'
29.79'
C LANAI o
15.7'
I
I
PROPOSED MODEL I
SEASIDE - A I o02CARGARAGELEFT
I
I
I
I o
I
ENTRY 5 0'
o
Ln LO
18.7' 14 10.7' " 7.7' -4 15.7'
I
29.79' 1n
10.20 n
26.0'
DRIVE
WALK
jjj 25.24' 25.20' 26.47' /
I- - - -- -4-
10' UTILITY ESMT
18.0'
5' CONC WALK 23.9
S 00019'09" E (e.B.)
65. 06 ,
HANI Ol_/ Y7 LOOP
50' PRIVATE R/W )
i
Ok to construct single family home
with setbacks and impervious area
shown on plan.
D=89051 '57"
R=25.00'
L=39.21 '
C=35, 31 '
CB=S 45°15'07" E
PROPOSED = FINSHED SPOT GRADE ELEVATIONS PLOT PLAN ONLY NOT A SURVEY dUILLHNG StIHAGKS: AS FUHNISHEU
PER DRAINAGE PLANS PLOT PLAN AREA CALCULATIONS
FRONT = 25
REAR = 20'
f= PROPOSED DRAINAGE FLOW YO IMPERVIOUS COVERAGE = 3,982t SQUARE FEET OR 37.89 SIDE = 5' FOR 40' LOTS
LOT GRADING TYPE A \y Q0 LOT CONTAINS 10,532f SQUARE FEET SIDE = 7.5' FOR 60' LOTS
PROPOSED FINISH FLOOR PER PLANS = 25.9' Q(L LIVING AREA CONTAINS 3,137t SQUARE FEET SIDE = 10' FOR 75' LOTS
CONC/LANAI/PORCH CONTAINS 833t SQUARE FEET SIDE STREET = 25'
CRUSEiVJfEYER-1SICO7777 4SSOC, INC. - LAND SURVE-rORS
LEGEND - LEGEND - -
P • PLAT PDL =POINT ON LINE
5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436
F • FIELD. TYP. • TYPICAL NOTES:
I.P. IRON PIPE PR.C. •POINT OF REVERSE CURVATURE
I.R. . IRON ROD RC,C. PAINT OF COMPOUND CURVATURE 1. THE UNDERSIGNED DOES HEREBY CERTIFY TWAT THIS SURVEY MEEK THE STANDARDS OF PRACTICE SET FORTH BY THE FLORIDA BOARD OF
CONCRETE MONUMENT RADIAL PROFESSIONAL. SURVEYORS AND MAPPERS IN CHAPTER 5J-17 FLORIDA ADMINISTRATIVE CODE PURSUANT TO SECTION 472.027, FLORIDA STATUES
SESET TR, = 1/2' IR, r/xLB 4596 MR. MOM -RADIAL4STMR. 2. UNLESS EMBOSSED HTTN SURVEYOR'S SIGNATURE AND ORIGINAL RAISED SEAL, THIS SURVEY MAP OR COPIES ARE NOT VALID.
REC. = RECOVERED V.P. = VITNESS POINT J. THIS SURVEY WAS PREPARED FROM TITLE INFORMATION FURNISHED TO THE SURVEYOR. THERE MAY BE OTHER RESTRICITONS
P.O.B. = PONT OF BEGINNING CALL, • CALCULATED OR EASEMENTS TWAT AFFECT THIS PROPERTY,
P,O.C, = POINT OF COMMENCEMENT PR1L • PERMANENT REFERENCE MONUMENT
CENTERLINE FF, = FINISHED FLOOR RJ
4. NO UNDERGROUND IMPROVEMENTS' HAVE BEEN LOCATED UNLESS OTHERWISE SHOWN.
NLD NAIL L DISK BSL BUILDING SETBACK LINEKLINE 5. THIS SURVEY IS PREPARED FOR THE SOLE BENEFIT OF THOSE CERTIFIED TO AND SHOULD NOT BE RELIED UPON BY ANY OTHER ENTITY.
R/W + RIGHT-OF-WAY BR. • BENCHMARK 8. DIMENSIONS SHOWN FOR THE LOCATION OF IMPROVEMENTS HEREON SHOULD NOT BE USED TO RECONSTRUCT BOUNDARY LINES.
ESMT. = EASEMENT B.D. •BASE BEARING 7. BEARINGS, ARE BASED ASSUMED DATUM AND ON THE LINE SHOWN AS BASE BEARING (D.E.)
DRAM. DRAINAGE
UTIL. UTILITY B. ELEVATIONS, IF SHOWN, ARE BASED ON NATIONAL GEODETIC VERTICAL DATUM OF 1929, UNLESS OTHERWISE NOTED.
CL.FC. =CHAIN LINK FENCE 9. CERTIFICATE OF AUTHORIZATION No. 4596. .
VD.FC. • VOOD FENCE
C/B • CONCRETE BLOCK
P.C. + POINT OF CURVATURE SCALE I—'— 1' s 20 — DRAWN BY: MLT
P.T. = POINT OF TANGENCY
DESC. - DESCRIPTION CERTIFIED BY., DATE ORDER N°, - _
L ARC LENGTH PLOT PLAN 11-21-17 5125-17
L
DELTA REVISED PLOT PLAN 03-01-18
C.B. CHORD HEARING
NORTH
THIS BUILDING/PROPERTY DOES NOT LIE WITHfN
THE ESTABLISHED 100 YEAR FLOOD PLANE AS PER "FIRM' TOM USENM ER, R.L. 4 4
ZONE X' MAP / 12117C009OF (09-28-07)
JAMES V7 SCOTT, R.LS # 4801
R'
4451 ST. LUCIE BLVD
FORT PIERCE, FL 34946
PH: 772-409-1010
FX: 772-409-1015
www.A1 Truss.com
TRUSS ENGINEERING
BUILDER: RYAN HOMES
PROJECT: KENSINGTON RESERVE
COUNTY: SEMINOLE
LOT/BLK/MODEL: LOT:16 / MODEL:SEASIDE V1 / ELEV:A / GAR L
JOB#: 70378
MASTER#: WRCSS1A
OPTIONS: NO OPTIONS
4451 St Lucie Blvd
Site Information:
Fort Pierce, FL 34946
Customer Info: RYAN HOMES Project Name:
Lot/Block: Model: SEASIDE v1 "A"
Address: Subdivision:
City: County: VARIES 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: FBC2017/TP12014 Design Program: MiTek 20/20 8.1
Wind Code: ASCE 7-10 Wind Speed: 150 MPH
Roof Load: 40.0 psf Floor Load: 0.0 psf
This package includes -98 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. Seal # Truss Name Date
1 A0212031 A01G 118/18 13 A0212043 A13A 118118 25 A0212055 D01GE 1/8/18
2 A0212032 A02 118/18 14 A0212044 A14A 118118 26 A0212056 D02 118/18
3 A0212033 A03 1/8/18 15 A0212045 A15A 1/8118 27 A0212057 E01GE 1/8/18
4 A0212034 A04 118/18 16 A0212046 A16A 1/8118 1 28 IA0212058 E02 1/8/18
5 A0212035 A05 118118 17 A0212047 A17A 1/8118 29 A0212059 HJ6 118/18
6 A0212036 A06 118/18 18 A0212048 A18A 118118 30 A0212060 HJ7 118/18
7 A0212037 A07 118118 19 A0212049 A19A 118118 31 A0212061 A 118118
8 IA0212038 A08 118/18 20 IA0212050 A20A 1/8118 32 A0212062 J7 118/18
9 A0212039 A09 118/18 21 A0212051 A21AG 1/8118 33 A0212063 J7G 118118
10 A0212040 A10 118/18 22 A0212052 CA 118118 34 A0212064 J7L 118118
11 A0212041 All 1/8118 23 A0212053 CJ3 118118 35 A0212065 VM3 118118
12 A0212042 Al2A 118/18 24 A0212054 I CJ5 1/8118 1 36 1 A0212066 1 VM5 1/8/18
The truss drawing(s) referenced have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided byA-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, perANSIfTPI-1 Sec. 2.
The Truss Design Drawing(s)(TDD[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 [All 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
engineering responsibility for the design of the single Truss depicted on the TDD onlyARtpny T. T
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.
Page 1 of 2
4
4410- A-1 ROOF
TRUSSES
A FLORIDA CORPORATION
RE: Job WRCSS1A
No. Seal # Truss Name Date
37 STDL01 STD. DETAIL 1/8/18
38 STDL02 STD. DETAIL 1/8/18
39 STDL03 STD. DETAIL 1/8/18
40 STDL04 STD. DETAIL 1/8/18
41 STDL05 STD. DETAIL 118/18
42 STDL06 STD. DETAIL 1/8/18
43 STDL07 STD. DETAIL 1/8/18
44 STDL08 STD. DETAIL 118/18
45 STDL09 STD. DETAIL 1/8/18
46 STDL10 STD. DETAIL 1/8/18
47 STDL11 STD. DETAIL 1/8/18
48 STDL12 STD. DETAIL 1/8/18
49 STDL13 STD. DETAIL 1/8/18
50 STDL14 STD. DETAIL 1/8/18
STDL15 STD. DETAIL 118/1851
52 i STDL16 STD. DETAIL 1/8/18
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
Job Truss Truss Type Oty Ply RYAN HOMES / SEASIDE V1
A0212031
WRCSS1A A01G Hip Girder 1 1
Job Reference (optional)
Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Mon Jan 8 12:09:58 2018 Page 1
ID: P42uXRd_Kj21 gP?afFS_28yAdrr-aLvq?rEppfJOuEZoLzu_eOnvgPTpuEp?glfbOPzxREN
010 7-0-0 114-6 158-0 23-132-0-0 37-5-10 i_ 43-0-0 50-0-0 51-0-0 0-
7-0-0 4 4-6 4-3-10 8-2-0 %0
8-
2-0 5-5-10 5-6-6 7-0-0 1
Dead
Load Defl. = 3/16 in TRUSS
NOT SYMMETRICAL 22
44
45 46 21 20 47 48 49 50 51 t9 52 18 53 54 55 17 56 16 57 16 58 59 60 14 4x6 =
3x6 =
3x6 =
402 = 3x6 = 3x6 II 3x6 = 4x8 =
2x4 11 4x6 = 5x6 =
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 FBC20171TPI2014 LUMBER -
TOP
CHORD 2x4 SP No.2 *Except` T2:
2x4 SP M 30 BOT
CHORD 2x4 SP No.2 *Except` B1,
B2: 2x4 SP M 30 WEBS
2x4 SP No.3 *Except` W3:
2x6 SP No.2, W5: 2x4 SP No.2 BRACING -
TOP
CHORD Structural
wood sheathing directly applied. BOT
CHORD Rigid
ceiling directly applied or 4-3-8 oc bracing WEBS
1
Row at midpt 4-
20, 5-19, 8-19 MiTek
recommends that Stabilizers and required cross
bracing be installed during truss erection, in accordance
with Stabilizer Installation guide. REACTIONS.
All bearings 0-8-0. lb) -
Max Horz 2=
54(LC 31) Max
Uplift All
uplift 100 lb or less at joint(s) except
2=-181(LC 8), 20=-1653(LC 5), 17=-
1728(LC 4), 12=-254(LC 9) Max
Grav All
reactions 250 lb or less at joint(s) except
2=895(LC 19), 20=3172(LC 19), 17=
3384(LC 20),12=1131(LC 20) FORCES. (
lb) Max.
Comp./Max. Ten. - All forces 250 (lb) or less except when
shown. TOP
CHORD 2-
3=-1613/181, 3-29=-1415/198, 29-
30=-1415/198, 4-30=-1415/198, 4-
31=-542/1234, 31-32=-542/1234, 5-
32=-542/1234, 5-33=-758/1194, 33-
34=-758/1194, 6-34=-758/1194, 6-
35=-758/1194,7-35=-758/1194, 7-
36=-758/1194,36-37=-758/1194, 37-
38=-758/1194,38-39=-758/1194, 8-
39=-758/1194, 8-40=-1115/105, 9-
40=-1115/105, 941=-1115/105, 10-
41 =-1 115/105, 1042=-1115/105, 42-
43=-1115/105, 11-43=-1115/105, 32-
0-0 CSI.
DEFL. in (loc) I/deft L/d TC
0.93 Vert(LL) 0.4117-19 476 240 BC
0.95 Vert(CT) 0.3517-19 564 180 WB
0.85 Horz(CT) 0.02 17 n/a n/a Matrix -
MS TOP
CHORD 2-
3=-1613/181, 3-29=-1415/198, 29-
30=-1415/198, 4-30=-1415/198, 4-
31=-542/1234,31-32=-542/1234, 5-
32=-542/1234,5-33=-758/1194, 33-
34=-758/1194, 6-34=-758/1194, 6-
35=-758/1194,7-35=-758/1194, 7-
36=-758/1194, 36-37=-758/1194, 37-
38=-758/1194,38-39=-758/1194, 8-
39=-758/1194, 8-40=-1115/105, 9-
40=-1115/105,9-41=-1115/105, 10-
41=-1115/105,10-42=-1115/105, 42-
43=-1115/105, 11-43=-1115/105, 11-
12=-2187/420 BOT
CHORD 2-
22=-127/1421, 22-44=0/403, 44-
45=0/403, 45-46=01403, 21-46=0/403, 21-
47=0/403, 20-47=0/403, 20-
48=-1234/654,48-49=-1234/654, 49-
50=-1234/654,50-51=-1234/654, 19-
51=-1234/654,19-52=-1352/635, 18-
52=-1352/635, 18-53=-1352/635, 53-
54=-1352/635, 54-55=-1352/635, 17-
55=-1352/635, 17-56=-1352/635, 16-
56=-1352/635, 16-57=-1352/635, 57-
58=-1352/635, 15-58=-1352/635, 15-
59=-288/1980, 59-60=-288/1980, 14-
60=-288/1980, 12-14=-294/1955 WEBS
3-
22=-123/375, 4-22=-245/1237, 4-
20=-1985/653, 5-20=-1555/1142, 5-
19=-1842/2116, 7-19=-1024/628, 8-
19=-1823/2238,8-17=-2958/1490, 8-
15=-715/2803, 10-15=-644/392, 11 -
1 5=-982/374, 11-14=0/653 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=S.Opsf; h=16ft; 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 3)
Provide adequate drainage to prevent water ponding.
PLATES
GRIP MT20
244/190 Weight:
238 lb FT = 0% 4)
Plates checked for a plus or minus 0 degree rotation
about its center. 5)
This truss has been designed for a 10.0 psf bottom chord
live load nonconcurrent with any other live loads.
6) '
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 181 lb uplift at joint
2, 1653 lb uplift at joint 20, 1728 lb uplift at joint 17
and 254 lb uplift at joint 12. 8)
Load case(s) 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 15, 16, 17,
18, 23, 24, 25, 26, 27, 28, 29, 30, 31, 32, 33, 34, 35,
36 has/have been modified. Building designer must
review loads to verify 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) 361 lb
down and 308 lb up at 7-0-0, 123 lb down and 125 lb
up at 9-0-12, 123 lb down and 125 lb up at 11-0-12 123
lb down and 125 lb up at 13-0-12, 123 lb down and
125 lb up at 15-0-12, 120 lb down and 124 lb up at
17-0-12, 120 lb down and 124 lb up at 19-0-12, 120
lb down and 124 lb up at 21-0-12, 120 lb down and
124 lb up at 23-0-12, 120 lb down and 124 lb up at
25-0-0, 120 lb down and 124 lb up at 26-11-4, 120 lb
down and 124 lb up at 28-11-4, 120 lb down and 124
lb up at 30-11-4, 123 lb down and 125 lb up at 32-
11-4, 123 lb down and 125 lb up at 34-11-4, 123 lb down
and 125 lb up at 36-11-4, 123 lb down and 125 lb
up at 38-11-4, and 123 lb down and 125 lb up at 40-
11-4, and 361 lb down and 308 lb up at 43-0-0 on top
chord, and 291 lb down at 7-0-0, 88 lb down at 9-
0-12, 88 lb down at 11-0-12, 88 lb down at 13-0-12, 88
lb down at 15-0-12, 90 lb down and 96 lb up at 17-
0-12, 90 lb down and 96 lb up at 19-0-12, 90 lb down
and 96 lb up at 21-0-12, 90 lb down and 96 lb up
at 23-0-12, 90 lb down and 96 lb up at 25-0-0, 90 lb
down and 96 lb up at 26-11-4, 90 lb down and 96 lb up
at 28-11-4, 90 lb down and 96 lb up at 30-11-4, 88 lb
down at 32-11-4, 88 lb down at 34-11-4, 88 lb down
at 36-11-4, 88 lb down at 38-11-4, and 88 lb down
at 40-11-4, and 291 lb down at 42-11-4 on bottom
chord. The design/selection of such artinn
riov rcicl is the recnnncihility of nthp-m connnueo
on page z--....---- -- - , t
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Job Truss Truss Type Qtv RYAN HOMES / SEASIDE v1
A0212031
WRCSS1A A01G Hip Girder 1
PIY
1
Job Reference (optional)
Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com
NOTES-
10) 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, 3-11=-60, 11-13=-60, 23-26=-20
Concentrated Loads (lb)
Vert:3=-314(B) 6=-120(B) 11=-314(B)22=-271(B)
14=-271(B) 9=-123(B) 29=-123(B) 30=-123(B)
31=-123(B) 32=-123(B) 33=-120(B) 34=-120(B)
35=-120(B) 36=-120(B) 37=-120(B) 38=-120(B)
39=-120(B) 40=-123(B) 41=-123(B) 42=-123(B)
43=-1 23(B) 44=-71 (B) 45=-71 (B) 46=-71 (B) 47=-71 (B)
48=-73(B)49=-73(B) 50=-73(B) 51=-73(B) 52=-73(B)
53=-73(B) 54=-73(B) 55=-73(B) 56=-71 (B) 57=-71(B)
58=-71(B) 59=-71(B) 60=-71(B)
4) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber
Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-2=43, 2-3=22, 3-11=34, 11-12=23, 12-13=14,
20-23=-10, 17-20=23(F=33), 17-26=-10
Horz: 1-2=-53, 2-3=-32, 11-12=33, 12-13=24
Concentrated Loads (lb)
Vert: 3=215(B) 6=80(B) 11 =214(B) 22=-84(B)
14=-84(B)9=81(B)29=81(B)30=81(B)31=81(B)
32=81 (B) 33=80(B) 34=80(B) 35=80(B) 36=80(B)
37=80(B) 38=80(B) 39=80(B) 40=81 (B) 41 =81 (B)
42=81(B) 43=81(B) 44=-25(B) 45=-25(B) 46=-25(B)
47=-25(B) 48=86(B) 49=86(B) 50=86(B) 51=86(B)
52=86(B) 53=86(B) 54=86(B) 55=86(B) 56=-25(B)
57=-25(B) 58=-25(B) 59=-25(B) 60=-25(B)
5) Dead + 0.6 MWFRS Wind (Pos. Internal) Right:
Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-2=14, 2-3=23, 3-11=34, 11-12=22, 12-13=43,
20-23=-10, 17-20=23(F=33), 17-26=-10
Horz: 1-2=-24, 2-3=-33, 11-12=32, 12-13=53
Concentrated Loads (lb)
Vert: 3=214(B) 6=80(B) 11=215(B) 22=-84(B)
14=-84(B)9=81(6)29=81(B)30=81(B)31=81(B)
32=81(B) 33=80(B) 34=80(B) 35=80(B) 36=80(B)
37=80(B) 38=80(B) 39=80(B) 40=81 (B) 41 =81 (B)
42=81(13) 43=81(13) 44=-25(B) 45=-25(B) 46=-25(B)
47=-25(B) 48=86(B) 49=86(B) 50=86(B) 51 =86(B)
52=86(B) 53=86(B) 54=86(B) 55=86(B) 56=-25(B)
57=-25(B) 58=-25(B) 59=-25(B)60=-25(B)
6) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber
Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-2=3, 2-3=-6, 3-11=6, 11-12=-5, 12-13=4,
20-23=-20, 17-20=13(F=33), 17-26=-20
Horz: 1-2=-23, 2-3=-14, 11-12=15, 12-13=24
Concentrated Loads (lb)
Vert: 3=283(B) 6=108(B) 11=282(6) 22=-60(B)
14=-60(B) 9=109(B) 29=109(B) 30=109(B) 31=109(B)
32=109(B) 33=108(B) 34=108(B) 35=108(B)
36=108(B) 37=108(B) 38=108(B) 39=108(B)
40=109(B) 41=109(B) 42=109(B) 43=109(B)
44=-15(B) 45=-15(B) 46=-15(B) 47=-15(B) 48=96(B)
49=96(B) 50=96(B) 51=96(B) 52=96(B) 53=96(B)
54=96(B) 55=96(B) 56=-15(B) 57=-15(B) 58=-15(B)
59=-15(B)60=-15(B)
7) Dead + 0.6 MWFRS Wind (Neg. Internal) Right:
Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-2=4, 2-3=-5, 3-11=6, 11-12=-6, 12-13=3,
20-23=-20, 17-20=13(F=33), 17-26=-20
Horz: 1-2=-24, 2-3=-15, 11-12=14, 12-13=23
Concentrated Loads (lb)
Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Mon Jan 8 12:09:58 2018 Page 2
I D: P42uXRd_Kj21 g P?afFS_28yAdrr-aLvq?rEppfJOuEZoLzu_eOnvgPTpuEp?glfbOPzxREN
Standard
Vert: 3=282(B) 6=108(B) 11=283(B) 22=-60(B)
14=-60(B) 9=109(B) 29=109(B) 30=109(B)
31=109(B) 32=109(B) 33=108(B) 34=108(B)
35=108(B)36=108(B)37=108(B)38=108(B)'
39=108(B)40=109(B)41=109(8)42=109(B)
43=109(B) 44=-15(B) 45=-15(B) 46=-15(B)
47=-1 5(B) 48=96(B) 49=96(B) 50=96(B) 51 =96(B)
52=96(B) 53=96(B) 54=96(B) 55=96(B) 56=-15(B)
57=-15(B) 58=-1 5(B) 59=-1 5(B) 60=-15(B)
8) Dead + 0.6 MWFRS Wind (Pos. Internal) 1st
Parallel: Lumber Increase=1.60, Plate
Increase=1.60
Uniform Loads (plf)
Vert: 1-2=25, 2-3=34, 3-11=18, 11-12=18, 12-13=9,
20-23=-10, 17-20=23(F=33), 17-26=-10
Horz: 1-2=-35, 2-3=-44, 11-12=28, 12-13=19
Concentrated Loads (lb)
Vert: 3=221 (B) 6=96(B) 11 =240(B) 22=-84(B)
14=-84(B) 9=97(B) 29=97(B) 30=97(B) 31 =97(B)
32=97(B) 33=96(B) 34=96(B) 35=96(B) 36=96(B)
37=96(B) 38=96(B) 39=96(B) 40=97(B) 41=97(B)
42=97(B) 43=97(B) 44=-25(B) 45=-25(B) 46=-25(B)
47=-25(B) 48=86(B) 49=86(B) 50=86(B) 51 =86(B)
52=86(B) 53=86(B) 54=86(B) 55=86(B) 56=-25(B)
57=-25(B) 58=-25(8)59=-25(8)60=-25(B)
9) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd
Parallel: Lumber Increase=1.60, Plate
Increase=1.60
Uniform Loads (plf)
Vert: 1-2=9, 2-3=18, 3-11=18, 11-12=34, 12-13=25,
20-23=-10,17-20=23(F=33),17-26=-10
Horz: 1-2=-19, 2-3=-28, 11-12=44, 12-13=35
Concentrated Loads (lb)
Vert: 3=240(B) 6=96(B) 11=221(B) 22=-84(B)
14=-84(B) 9=97(B) 29=97(B) 30=97(B) 31 =97(B)
32=97(B) 33=96(B) 34=96(B) 35=96(B) 36=96(B)
37=96(B) 38=96(B) 39=96(B) 40=97(B) 41=97(B)
42=97(B) 43=97(B) 44=-25(B) 45=-25(B) 46=-25(B)
47=-25(B)48=86(B)49=86(B)50=86(8)51=86(B)
52=86(6) 53=86(B) 54=86(B) 55=86(B) 56=-25(B)
57=-25(B) 58=-25(B) 59=-25(B) 60=-25(B)
10) Dead + 0.6 MWFRS Wind (Pos. Internal) 3rd
Parallel: Lumber Increase=1.60, Plate
Increase=1.60
Uniform Loads (plf)
Vert: 1-2=25, 2-3=34, 3-11=18, 11-12=18, 12-13=9,
20-23=-10, 17-20=23(F=33), 17-26=-10
Horz: 1-2=-35, 2-3=-44, 11-12=28, 12-13=19
Concentrated Loads (lb)
Vert: 3=221(B) 6=96(B) 11=240(B) 22=-84(B)
14=-84(B) 9=97(B) 29=97(B) 30=97(B) 31 =97(B)
32=97(B) 33=96(B) 34=96(B) 35=96(B) 36=96(B)
37=96(B) 38=96(B) 39=96(B) 40=97(B) 41=97(B)
42=97(B) 43=97(B) 44=-25(B) 45=-25(B) 46=-25(B)
47=-25(B) 48=86(B) 49=86(B) 50=86(B) 51=86(B)
52=86(B) 53=86(B) 54=86(B) 55=86(B) 56=-25(B)
57=-25(B) 58=-25(B)59=-25(B) 60=-25(B)
11) Dead + 0.6 MWFRS Wind (Pos. Internal) 4th
Parallel: Lumber Increase=1.60, Plate
Increase=1.60
Uniform Loads (plf)
Vert: 1-2=9, 2-3=18, 3-11=18, 11-12=34, 12-13=25,
20-23=-10, 17-20=23(F=33), 17-26=-10
Horz: 1-2=-19, 2-3=-28, 11-12=44, 12-13=35
Concentrated Loads (lb)
Vert: 3=240(B) 6=96(B) 11=221(8) 22=-84(B)
14=-84(B) 9=97(B) 29=97(B) 30=97(B) 31 =97(B)
32=97(B) 33=96(B) 34=96(B) 35=96(B) 36=96(B)
37=96(B) 38=96(B) 39=96(B) 40=97(B) 41 =97(B)
42=97(B) 43=97(B) 44=-25(B) 45=-25(B) 46=-25(B)
47=-25(B) 48=86(B) 49=86(B) 50=86(B) 51 =86(B)
52=86(B)53=86(B)54=86(6)55=86(B)56=-25(B)
57=-25(B) 58=-25(B) 59=-25(B) 60=-25(B)
12) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st
Parallel: Lumber Increase=1.60, Plate
Increase=1.60
Standard
Uniform Loads (plf)
Vert: 1-2=15, 2-3=6, 3-11=-10, 11-12=-10,
12-13=-1, 20-23=-20, 17-20=13(F=33), 17-26=-20
Horz: 1-2=-35, 2-3=-26, 11-12=10, 12-13=19
Concentrated Loads (lb)
Vert: 3=289(B) 6=124(B) 11=308(B) 22=-60(B)
14=-60(B) 9=125(B) 29=125(B) 30=125(B)
31=125(B) 32=125(B) 33=124(B) 34=124(B)
35=124(B) 36=124(B) 37=124(B) 38=124(B)
39=124(B) 40=125(B) 41 =125(B) 42=125(B)
43=125(B) 44=-15(B) 45=-15(B) 46=-15(B)
47=-15(B) 48=96(B) 49=96(B) 50=96(B) 51=96(B)
52=96(B) 53=96(B) 54=96(B) 55=96(B) 56=-15(B)
57=-15(B)58=-15(B) 59=-15(B) 60=-15(B)
13) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd
Parallel: Lumber Increase=1.60, Plate
Increase=1.60
Uniform Loads (plf)
Vert: 1-2=-1, 2-3=-10, 3-11=-10, 11-12=6,
12-13=15, 20-23=-20, 17-20=13(F=33), 17-26=-20
Horz: 1-2=-19, 2-3=-10, 11-12=26, 12-13=35
Concentrated Loads (lb)
Vert: 3=308(B) 6=124(B) 11=289(B) 22=-60(B)
14=-60(B) 9=125(B) 29=125(B) 30=125(B)
31=125(B)32=125(B)33=124(B)34=124(B)
35=124(B) 36=124(B) 37=124(B) 38=124(B)
39=124(B) 40=125(B) 41=125(B) 42=125(B)
43=125(B) 44=-15(B) 45=-15(B) 46=-15(B)
47=-1 5(B) 48=96(B) 49=96(B) 50=96(B) 51 =96(B)
52=96(B) 53=96(B) 54=96(B) 55=96(B) 56=-15(B)
57=-15(B) 58=-15(B) 59=-15(B) 60=-15(B)
15) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS
Wind (Neg. Int) Left): Lumber Increase=1.60, Plate
Increase=1.60
Uniform Loads (plf)
Vert: 1-2=-33, 2-3=-40, 3-11=-31, 11-12=-39,
12-13=-32, 20-23=-20, 17-20=5(F=25), 17-26=-20
Horz: 1-2=-17, 2-3=-10, 11-12=11, 12-13=18
Concentrated Loads (lb)
Vert: 3=203(B) 6=78(B) 11 =202(B) 22=-60(B)
14=-60(B) 9=78(B) 29=78(B) 30=78(B) 31 =78(B)
32=78(B)33=78(B)34=78(B)35=78(6)36=78(B)
37=78(B) 38=78(B) 39=78(B) 40=78(B) 41 =78(B)
42=78(B) 43=78(B) 44=-15(B) 45=-15(B) 46=-15(B)
47=-1 5(B) 48=68(B) 49=68(B) 50=68(B) 51 =68(B)
52=68(B) 53=68(B) 54=68(B) 55=68(B) 56=-15(B)
57=-1 5(B) 58=-1 5(B) 59=-15(13)60=-15(B)
16) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS
Wind (Neg. Int) Right): Lumber Increase=1.60,
Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-2=-32, 2-3=-39, 3-11=-31, 11-12=-40,
12-13=-33, 20-23=-20, 17-20=5(F=25), 17-26=-20
Horz: 1-2=-18, 2-3=-11, 11-12=10, 12-13=17
Concentrated Loads (lb)
Vert: 3=202(B) 6=78(B) 11 =203(B) 22=-60(B)
14=-60(B) 9=78(B) 29=78(B) 30=78(B) 31=78(B)
32=78(B) 33=78(B) 34=78(B) 35=78(B) 36=78(B)
37=78(B) 38=78(B) 39=78(B) 40=78(B) 41=78(B)
42=78(B) 43=78(B) 44=-15(B) 45=-15(B) 46=-15(B)
47=-15(B) 48=68(B) 49=68(B) 50=68(B) 51=68(B)
52=68(B) 53=68(B) 54=68(B) 55=68(B) 56=-1 5(B)
57=-1 5(B) 58=-1 5(B) 59=-1 5(B) 60=-1 5(B)
17) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS
Wind (Neg. Int) 1st Parallel): Lumber
Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-2=-24, 2-3=-31, 3-11=-43, 11-12=-43,
12-13=-36, 20-23=-20, 17-20=5(F=25), 17-26=-20
Horz: 1-2=-26, 2-3=-19, 11-12=7, 12-13=14
Concentrated Loads (lb)
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Job Truss Truss Type city Ply RYAN HOMES / SEASIDE v1
A0212031
WRCSS1A A01G Hip Girder 1 1
Job Reference (optional)
Al Roof Trusses, Fort Pierce, FL 34946, design(a)altruss.com
LOAD CASE(S)
Standard
Concentrated Loads (lb)
Vert: 3=207(B) 6=90(B) 11 =222(B) 22=-60(B)
14=-60(B) 9=90(B) 29=90(B) 30=90(B) 31=90(B)
32=90(B) 33=90(B) 34=90(B) 35=90(B) 36=90(B)
37=90(B) 38=90(B) 39=90(B) 40=90(B) 41 =90(B)
42=90(B) 43=90(B) 44=-15(B) 45=-15(B) 46=-15(B)
47=-15(B)48=68(B)49=68(B)50=68(B)51=68(B)
52=68(B) 53=68(B) 54=68(B) 55=68(B) 56=-15(B)
57=-15(B) 58=-15(B)59=-15(B) 60=-15(B)
18) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS
Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60,
Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-2=-36, 2-3=-43, 3-11=-43, 11-12=-31,
12-13=-24, 20-23=-20, 17-20=5(F=25), 17-26=-20
Harz: 1-2=-14, 2-3=-7, 11-12=19, 12-13=26
Concentrated Loads (lb)
Vert: 3=222(B) 6=90(B) 11=207(B) 22=-60(B)
14=-60(B) 9=90(B) 29=90(B) 30=90(B) 31 =90(B)
32=90(B) 33=90(B) 34=90(B) 35=90(B) 36=90(B)
37=90(B) 38=90(B) 39=90(B) 40=90(B) 41 =90(B)
42=90(B)43=90(B)44=-15(13)45=-15(B)46=-15(B)
47=-15(B)48=68(B)49=68(B)50=68(B)51=68(B)
52=68(B) 53=68(B) 54=68(B) 55=68(B) 56=-15(B)
57=-15(B) 58=-15(B) 59=-15(B) 60=-15(B)
23) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal)
Left: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-2=43, 2-3=22, 3-11=34, 11-12=23, 12-13=14,
20-23=-10,17-20=23(F=33),17-26=-10
Harz: 1-2=-53, 2-3=-32, 11-12=33, 12-13=24
Concentrated Loads (lb)
Vert: 3=-210(B) 6=-85(B) 11=-210(B) 22=-187(6)
14=-187(B)9=-86(8)29=-86(B) 30=-86(B) 31=-86(B)
32=-86(B) 33=-85(B) 34=-85(B) 35=-85(B) 36=-85(B)
37=-85(B) 38=-85(B) 39=-85(B) 40=-86(B) 41 =-86(B)
42=-86(B) 43=-86(B) 44=-57(B) 45=-57(B) 46=-57(B)
47=-57(B) 48=-58(B) 49=-58(B) 50=-58(B) 51=-58(B)
52=-58(B) 53=-58(B) 54=-58(B) 55=-58(B) 56=-57(B)
57=-57(B) 58=-57(B) 59=-57(B) 60=-57(B)
24) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal)
Right: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-2=14, 2-3=23, 3-11=34, 11-12=22, 12-13=43,
20-23=-10, 17-20=23(F=33), 17-26=-10
Harz: 1-2=-24, 2-3=-33, 11-12=32, 12-13=53
Concentrated Loads (lb)
Vert: 3=-210(B)6=-85(B) 11=-210(B) 22=-187(B)
14=-1 87(B) 9=-86(B) 29=-86(B) 30=-86(B) 31=-86(B)
32=-86(B) 33=-85(B) 34=-85(B) 35=-85(B) 36=-85(B)
37=-85(B) 38=-85(B) 39=-85(B) 40=-86(B) 41 =-86(B)
42=-86(B) 43=-86(B) 44=-57(B) 45=-57(B) 46=-57(B)
47=-57(B) 48=-58(B) 49=-58(B) 50=-58(B) 51=-58(B)
52=-58(B) 53=-58(B) 54=-58(B) 55=-58(B)56=-57(B)
57=-57(B) 58=-57(B) 59=-57(B) 60=-57(B)
25) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal)
Left: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-2=3, 2-3=-6, 3-11=6, 11-12=-5, 12-13=4,
20-23=-20,17-20=13(F=33),17-26=-20
Harz: 1-2=-23, 2-3=-14, 11-12=15, 12-13=24
Concentrated Loads (lb)
Vert: 3=-142(B) 6=-56(B) 11=-142(B) 22=-163(B)
14=-163(B) 9=-57(B) 29=-57(B) 30=-57(B)31=-57(B)
32=-57(B) 33=-56(B) 34=-56(B) 35=-56(B)36=-56(B)
37=-56(B) 38=-56(B) 39=-56(B) 40=-57(B) 41 =-57(B)
42=-57(B) 43=-57(B) 44=47(B) 45=47(B) 46=47(B)
47=47(8) 48=48(B) 49=48(B) 50=48(B) 51=48(B)
52=48(B) 53=48(B) 54=48(B) 55=48(B) 56=47(B)
57=47(B) 58=47(B) 59=47(B) 60=47(B)
26) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal)
Right: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-2=4, 2-3=-5, 3-11=6, 11-12=-6, 12-13=3,
20-23=-20, 17-20=13(F=33), 17-26=-20
Harz: 1-2=-24, 2-3=-15, 11-12=14, 12-13=23
Cnntin-d nn nnne 4
Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc- Mon Jan 8 12:09:58 2018 Page 3
ID:P42uXRd_Kj21gP?afFS_28yAdrr-aLvq?rEppfJOuEZoLzu_eOnvgPTpuEp?glfbOPzxREN
Standard
Concentrated Loads (lb)
Vert: 3=-142(B) 6=-56(B) 11=-142(B) 22=-163(B)
14=-163(B) 9=-57(B)29=-57(B) 30=-57(B)
31=-57(B) 32=-57(B) 33=-56(B) 34=-56(B)
35=-56(B) 36=-56(B) 37=-56(B) 38=-56(B)
39=-56(B)40=-57(B)41=-57(B)42=-57(B)
43=-57(B) 44=-47(B) 45=-47(B) 46=-47(B)
47=47(B)48=48(B)49=-48(B)50=-48(B)
51 =-48(B) 52=-48(B) 53=-48(B) 54=-48(B)
55=48(B)56=-47(B)57=-47(B)58=47(B)
59=47(B) 60=-47(B)
27) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal)
1st Parallel: Lumber Increase=1.60, Plate
Increase=1.60
Uniform Loads (plf)
Vert: 1-2=25, 2-3=34, 3-11=18, 11-12=18, 12-13=9,
20-23=-10, 17-20=23(F=33), 17-26=-10
Harz: 1-2=-35, 2-3=44, 11-12=28, 12-13=19
Concentrated Loads (lb)
Vert:3=-204(B) 6=-68(B) 11=-185(13)22=-187(B)
14=-187(B) 9=-69(B) 29=-69(B) 30=-69(B)
31=-69(B) 32=-69(B) 33=-68(B) 34=-68(B)
35=-68(B) 36=-68(B) 37=-68(B) 38=-68(B)
39=-68(B) 40=-69(B) 41 =-69(B) 42=-69(B)
43=-69(B) 44=-57(B) 45=-57(B) 46=-57(B)
47=-57(B) 48=-58(B) 49=-58(B) 50=-58(B)
51 =-58(B) 52=-58(B) 53=-58(B) 54=-58(B)
55=-58(B) 56=-57(B) 57=-57(B) 58=-57(B)
59=-57(B)60=-57(B)
28) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal)
2nd Parallel: Lumber Increase=1.60, Plate
Increase=1.60
Uniform Loads (plf)
Vert: 1-2=9, 2-3=18, 3-11=18, 11-12=34, 12-13=25,
20-23=-10, 17-20=23(F=33), 17-26=-10
Harz: 1-2=-19, 2-3=-28, 11-12=44, 12-13=35
Concentrated Loads (lb)
Vert: 3=-185(B)6=-68(B)11=-204(B)22=-187(B)
14=-187(B) 9=-69(B) 29=-69(B) 30=-69(6)
31=-69(B)32=-69(B) 33=-68(B) 34=-68(B)
35=-68(B) 36=-68(B) 37=-68(B) 38=-68(B)
39=-68(B)40=-69(B) 41 =-69(B) 42=-69(B)
43=-69(B) 44=-57(B) 45=-57(B) 46=-57(B)
47=-57(B) 48=-58(B) 49=-58(B) 50=-58(B)
51 =-58(B) 52=-58(B) 53=-58(B) 54=-58(B)
55=-58(B) 56=-57(B) 57=-57(B) 58=-57(B)
59=-57(B)60=-57(B)
29) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal)
3rd Parallel: Lumber Increase=1.60, Plate
Increase=1.60
Uniform Loads (plf)
Vert: 1-2=25, 2-3=34, 3-11=18, 11-12=18, 12-13=9,
20-23=-10,17-20=23(F=33),17-26=-10
Harz: 1-2=-35, 2-3=44, 11-12=28, 12-13=19
Concentrated Loads (lb)
Vert: 3=-204(B) 6=-68(B) 11=-185(B) 22=-187(B)
14=-1 87(B) 9=-69(B) 29=-69(B)30=-69(B)
31=-69(B)32=-69(B) 33=-68(B) 34=-68(B)
35=-68(B) 36=-68(B) 37=-68(B) 38=-68(B)
39=-68(B) 40=-69(B) 41 =-69(B) 42=-69(B)
43=-69(B)44=-57(B) 45=-57(B)46=-57(B)
47=-57(B) 48=-58(B) 49=-58(B) 50=-58(B)
51=-58(B)52=-58(6)53=-58(B)54=-58(B)
55=-58(B) 56=-57(B) 57=-57(B) 58=-57(B)
59=-57(B)60=-57(B)
30) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal)
4th Parallel: Lumber Increase=1.60, Plate
Increase=1.60
Uniform Loads (plf)
Vert: 1-2=9, 2-3=18, 3-11=18, 11-12=34, 12-13=25,
20-23=-10, 17-20=23(F=33), 17-26=-10
Harz: 1-2=-19, 2-3=-28, 11-12=44, 12-13=35
Concentrated Loads (lb)
Standard
Vert: 3=-185(B)6=-68(B)11=-204(B)22=-187(B)
14=-1 87(B) 9=-69(B) 29=-69(B) 30=-69(B)
31 =-69(B) 32=-69(B) 33=-68(B) 34=-68(B)
35=-68(B) 36=-68(B) 37=-68(B) 38=-68(B)
39=-68(B) 40=-69(B) 41 =-69(B) 42=-69(B)
43=-69(B) 44=-57(B) 45=-57(B) 46=-57(B)
47=-57(B)48=-58(B)49=-58(B)50=-58(8)
51 =-58(B) 52=-58(B) 53=-58(B) 54=-58(B)
55=-58(B) 56=-57(B) 57=-57.(B)58=-57(B)
59=-57(B)60=-57(B)
31) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal)
1st Parallel: Lumber Increase=1.60, Plate
Increase=1.60
Uniform Loads (plf)
Vert: 1-2=15, 2-3=6, 3-11=-10, 11-12=-10,
12-13=-1, 20-23=-20, 17-20=13(F=33), 17-26=-20
Harz: 1-2=-35, 2-3=-26, 11-12=10, 12-13=19
Concentrated Loads (lb)
Vert: 3=-135(B) 6=-40(B) 11=-116(B) 22=-163(B)
14=-163(B)9=41(B)29=-41(B) 30=-41(B)
31=41(13)32=-41(B)33=-40(B)34=-40(B)
35=-40(B) 36=-40(B) 37=-40(B) 38=-40(B)
39=40(13)40=41(B)41=41(B)42=41(B)
43=41(B) 44=-47(B) 45=-47(B) 46=-47(B)
47=47(B) 48=-48(B) 49=-48(B) 50=-48(B)
51=48(B) 52=48(6) 53=48(B) 54=48(B)
55=48(B) 56=47(B) 57=47(B) 58=47(B)
59=47(B) 60=47(B)
32) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal)
2nd Parallel: Lumber Increase=1.60, Plate
Increase=1.60
Uniform Loads (plf)
Vert: 1-2=-1, 2-3=-10, 3-11=-10, 11-12=6,
12-13=15, 20-23=-20, 17-20=13(F=33), 17-26=-20
Harz: 1-2=-19, 2-3=-10, 11-12=26, 12-13=35
Concentrated Loads (lb)
Vert: 3=-116(B) 6=40(13) 11=-135(B) 22=-163(B)
14=-163(B) 9=41(B) 29=41(B) 30=41(B)
31=41(B) 32=41(B) 33=40(B) 34=40(B)
35=40(B) 36=40(B) 37=40(B) 38=40(B)
39=40(B) 40=41(13) 41=41(13) 42=41(B)
43=41(B) 44=47(B) 45=47(B) 46=47(B)
47=47(B) 48=48(B) 49=-48(B) 50=48(B)
51=48(B) 52=-48(B) 53=48(B) 54=48(B)
55=48(B) 56=47(B) 57=47(B) 58=47(B)
59=47(B) 60=-47(B)
33) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75(0.6
MWFRS Wind (Neg. Int) Left): Lumber
Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-2=-33, 2-3=40, 3-11=-31, 11-12=-39,
12-13=-32, 20-23=-20, 17-20=5(F=25), 17-26=-20
Harz: 1-2=-17, 2-3=-10, 11-12=11, 12-13=18
Concentrated Loads (lb)
Vert: 3=-213(B)6=-88(B)11=-213(B).22=-215(B)
14=-215(B) 9=-89(B) 29=-89(B) 30=-89(B)
31=-89(B) 32=-89(B) 33=-88(B) 34=-88(B)
35=-88(B) 36=-88(B)37=-88(B) 38=-88(B)
39=-88(B) 40=-89(B) 41 =-89(B) 42=-89(B)
43=-89(B) 44=-59(B) 45=-59(B) 46=-59(B)
47=-59(B)48=-61(13)49=-61(13)50=-61(B)
51=-61(B)52=-61(13)53=-61(13)54=-61(B)
55=-61 (B) 56=-59(B) 57=-59(B) 58=-59(B)
59=-59(B) 60=-59(B)
34) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75(0.6
MWFRS Wind (Neg. Int) Right): Lumber
Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-2=-32, 2-3=-39, 3-11=-31, 11-12=40,
12-13=-33, 20-23=-20, 17-20=5(F=25), 17-26=-20
Harz: 1-2=-18, 2-3=-11, 11-12=10, 12-13=17
Concentrated Loads (lb)
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Job Truss Truss Type Qty Ply HOMES / SEASIDE V1
WRCSS1A A01G Hip Girder 1 1
RYAN
A0212031
Job Reference (optional)
Fort Pierce, FL 34946, aesign@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Mon Jan 8 12:09:58 2018 Page 4
I D: P42uXRd_Kj21 gP?afFS_28yAdrr-aLvq?rEppfJOuEZoLzu_eOnvgPTpuEp?glfbOPzxREN
LOAD CASE(S)
Standard
Concentrated Loads (lb)
Vert: 3=-213(B) 6=-88(B) 11 =-213(B) 22=-215(B)
14=-215(B) 9=-89(B) 29=-89(B) 30=-89(B) 31=-89(B)
32=-89(B) 33=-88(B) 34=-88(B) 35=-88(B) 36=-88(B)
37=-88(B) 38=-88(B) 39=-88(B) 40=-89(B) 41 =-89(B)
42=-89(B) 43=-89(B) 44=-59(B) 45=-59(B) 46=-59(B)
47=-59(B) 48=-61 (B) 49=-61 (B) 50=-61 (B) 51 =-61 (B)
52=-61 (B) 53=-61 (B) 54=-61 (B) 55=-61 (B) 56=-59(B)
57=-59(B) 58=-59(B) 59=-59(B) 60=-59(B)
35) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75(0.6
MWFRS Wind (Neg. Int) 1st Parallel): Lumber
Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-2=-24, 2-3=-31, 3-11=43, 11-12=43,
12-13=-36, 20-23=-20, 17-20=5(F=25), 17-26=-20
Horz: 1-2=-26, 2-3=-19, 11-12=7, 12-13=14
Concentrated Loads (lb)
Vert: 3=-208(B) 6=-76(B) 11 =-1 94(B) 22=-215(B)
14=-215(B) 9=-77(B) 29=-77(B) 30=-77(B) 31 =-77(B)
32=-77(B) 33=-76(B) 34=-76(B) 35=-76(B) 36=-76(B)
37=-76(B) 38=-76(B) 39=-76(B) 40=-77(B) 41 =-77(B)
42=-77(B) 43=-77(B) 44=-59(B) 45=-59(B) 46=-59(B)
47=-59(B) 48=-61 (B) 49=-61 (B) 50=-61 (B) 51 =-61 (B)
52=-61 (B) 53=-61 (B) 54=-61 (B) 55=-61 (B) 56=-59(B)
57=-59(B)58=-59(B)59=-59(6)60=-59(B)
36) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75(0.6
MWFRS Wind (Neg. Int) 2nd Parallel): Lumber
Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-2=-36, 2-3=-43, 3-11=-43, 11-12=-31,
12-13=-24, 20-23=-20, 17-20=5(F=25), 17-26=-20
Horz: 1-2=-14, 2-3=-7, 11-12=19, 12-13=26
Concentrated Loads (lb)
Vert: 3=-194(B) 6=-76(B) 11=-208(B) 22=-215(B)
14=-215(B) 9=-77(B) 29=-77(B) 30=-77(B) 31=-77(B)
32=-77(B) 33=-76(B) 34=-76(B) 35=-76(B) 36=-76(B)
37=-76(B) 38=-76(B) 39=-76(B) 40=-77(B) 41 =-77(B)
42=-77(B) 43=-77(B) 44=-59(B) 45=-59(B) 46=-59(B)
47=-59(B) 48=-61 (B) 49=-61 (B) 50=-61 (B) 51 =-61 (B)
52=-61 (B) 53=-61 (B) 54=-61 (B) 55=-61 (B) 56=-59(B)
57=-59(B) 58=-59(B) 59=-59(B) 60=-59(B)
nuapt-H Mxeall ener,A 1110 IF 3; S:'_r Ea3tkIiMSE J%UIn1:JS'OM"tffti itaa'n.EEOlEat'Wn. rerAr dnpw'eF'Mtai red ael Ces yabe y Av; wa gel.E NIC P. _Idsew Sxe'rehre ael aMr saha ne ft-0 I(
tazcemear t e•wu! ae>rr drr. a! t o!a.Egs. ro h D :arrc q..msoa,eaae psa »adeq: q sce:nm,a Qar Gaya? agwd nrctoe E ed tot. r aye Max 4uM.zun .mn:m Anthony T. Tombo III, P.E. rywr:ansao a.e :cen., o-t„uwo xer,.a xaerdw n ne Eaear ied ?myed«xynl t. t[a yy,.aene ma tmnen rn t.!!:q. bqe xE.ae. _,;.: ye ya s!x wlrtEd
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Id7eq
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Pierce, FL 34945 zttP1bt7414AIbo&l TIY$S'.i-AcabPRy I.1AI]GIII: P.E, IiBdrOd im, of this dortt cmimyform,is pnblbird Wilhirrvht.0ft'nptoiis5k. from l foulffa>S:s- Amboy L lonha!ll, H, lr< 9
Job Truss Truss Type Qtv Ply RYAN HOMES /SEASIDE v1
A0212032
WRCSS1A A02 Hip 1 1
Job Reference (optional)
Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Mon Jan 8 12:09:59 2018 Page 1
ID:P42uXRd_Kj21 gP?afFS_28yAdrr-3YTDDBFRayRsVOB?uhPDAcJ87og7dlG9vPO9YszxREM
0 9-0-0 15-8-0 23-10-0 32-0-0 41-0-0 50-0-0 51-0 0
0 9-0-0 6-8-0 8-2-0 9-0-0 950 0
TRUSS NOT SYMMETRICAL
5x8 =
5.00 12
3x8 =
20 11 3x6 2x4 11 5x8
18
17
16 15
14
13
12
11
4x6 = 2x4 11 3x6 =
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/rP12014
LUMBER -
TOP CHORD 2x4 SP M 30
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 5-8-9 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 6-11-9 oc bracing.
WEBS
1 Row at midpt
3-16, 5-16, 5-13, 8-13
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. All bearings 0-8-0.
lb) - Max Horz
2= -68(LC 17)
Max Uplift
All uplift 100 lb or less at joint(s)
except 2=-128(LC 12), 16=-922(LC 9),
13=-951(LC 8), 9=-159(LC 13)
Max Grav
All reactions 250 lb or less atjoint(s)
except 2=587(LC 23), 16=1373(LC 23),
13=1486(LC 24), 9=683(LC 24)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-601/257, 3-4=-160/325,
4-5=-160/325, 5-6=-162/327,
6-7=-162/327, 7-8=-162/327,
8-9=-875/407
BOT CHORD
2-18=-44/527, 17-18=-42/535,
16-17=-42/535, 15-16=-541/379,
14-15=-541/379,13-14=-541/379,
12-13=-199/734,11-12=-199/734,
9-11=-197/743
WEBS
3-18=0/345, 3-16=-945/565,
4-16=-480/413,5-16=-768/1091,
5-15=-484/331, 5-13=-774/1093,
5x8 = 2x4 II 3x6 = 5x8
3x6 =
23-1 32-0-0 41-0-011
8-2-0 8-2-0 9-0-0
1:0-4-0 0-3-0], I16:0-4-0,0-2-121
CSI. DEFL. in (loc) I/deft L/d
TC 0.69 Vert(LL) 0.3113-15 637 240
BC 0.88 Vert(CT) 0.4318-21 438 180
WB 0.58 Horz(CT) 0.04 9 n/a n/a
Matrix -MS
WEBS
3-18=0/345, 3-16=-945/565,
4-16=480/413, 5-16=-768/1091,
5-15=-484/331, 5-13=-774/1093,
7-13=-565/496, 8-13=-1150/704,
8-11=0/395
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=16ft;
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) Plates checked for a plus or minus 0 degree
rotation about its center.
5) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
6) ' 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 128 lb uplift at
joint 2, 922 lb uplift at joint 16, 951 lb uplift at joint 13
and 159 lb uplift at joint 9.
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, 3-8=-60, 8-10=-60, 19-22=-20
2x4 II
Dead Load Defl. = 1/4 in
v
I
0
4x6 =
50-0-0
PLATES GRIP
MT20 244/190
Weight: 231 lb FT = 0%
W."g 11—ft ,mr—ne'l i IOU TOMB jNii-'; e[13A4 TIM&"ADIII 3 WIN 3111000W0 Ere. V.4 f., pemnns Wwjet'.W, 4- k,,p0rt 1 J00;me Ae lsdy 1. iuN IK ii.leKme U. belxe —Wn, eke n,. ien lEe TM...p
lat=.t srlmsskllk sNk hgNk md. s ta,ae:,a [gam ..spear Fyaat,ase..j .le epe:lm.xep., dance sanl aSN yspr:diM la xs lest' d.e sNde lr dg.lktar Ir w tnl. t avp pzas lai r dGi.s. uitrDlRr Anthony T. Tombo III, P.E.
ra es da- s1.. 10* k "v&h4ofk0—A. G_dknzago. Ne hlkop hnpe;aNe wkd dti N'N IN slew l"' Ihquk.elrll fk eR ddne Nl.i+n trN dN 1+ss; W'"krdiq. laep asi lnl. kweg sd'hik e4.4ditld ? 80083
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etk•.afnxd NeiemMepeeigna ..gyeNpAes ant:N. tk l a,. aesa rgmnitrlse lAnknp_ Las,.r;ge. Fepead ,l+INa7. tll;gadcN ae, ae addlM a'Ift. Fort Pierce, R 34946
tpyriglt 24164-I Rani Tnss=s-4aihooy i. lamha lfl, BE. &ePadufm if this d.—C imy farm, is prolilited withoutit Wintt ptr.i560 fro.44 be T115sxs 4ttloNy T. Tamha 111; P.t.
Job Truss Truss Type Qty Ply RYAN HOMES / SEASIDE V1
WRCSS1A A03 Hip 1 1
A0212033
Job Reference (optional)
Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Mon Jan 8 12:09:59 2018 Page 1
I D: P42uXRd_Kj21 gP?afFS_28yAdrr-3YTDDBFRayRsVO8?uhPDAcJ9vopmd109vPO9YszxREM
Oi0 6-10-1 1-0-0 18-0-3 25-0-0 31-11-13 39-0-0 43-1-15 50-0-0 51-Or0
1-0- 6-10-1 4-1-15 7-0-2 6-11-13 6-11-13 7-0-2 4-1-15 6-10-1 0
5.00 F12
5x6 =
3x6 = 3x6 = 4x6 = 3x6 = 5x6 =
19
18 17 16 15 14
13
4x6 =
3x8 =
5x10 MT20HS= 3x6 = 5x10 MT20HS= 3x6 = 5x10 MT20HS= 3x8 =
Dead Load Defl. = 518 in
4x6 =
I 11-0-0 20-6-1 29-5-15 39-0-0 50-0-0
11-0-0 9-6-0 8-11-15 9-6-0 11-0-0
Plate Offsets (X,Y)— j4:0-3-0,0-2-4],f7:0-3-0,Edge] [9:0-3-0,0-2-4] .
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 125 TC 0.58 Vert(LL) 0.54 15-17 999 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.90 Vert(CT) 1.15 15-17 522 180 MT20HS 187/143
BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(CT) 0.30 11 n/a n/a
BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.62 15-17 961 240 Weight: 240 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP M 30
BOT CHORD 2x4 SP M 30 *Except*
B3: 2x4 SP M 31
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-10-4 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 4-3-1 oc bracing.
WEBS
1 Row at midpt 5-19, 8-13
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 = 2060/0-8-0 (min. 0-2-7)
11 = 2060/0-8-0 (min.0-2-7)
Max Horz
2 = 81(LC 12)
Max Uplift
2 = 513(LC 8)
11 = 513(LC 9)
Max Grav
2 = 2060(LC 1)
11 = 2060(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-4490/2670, 3-4=-4126/2429,
4-5=-3792/2309, 5-6=-5223/3105,
6-7=-5223/3105, 7-8=-5223/3105,
8-9=-3792/2309, 9-10=-4125/2429,
10-11=-4490/2670
BOT CHORD
2-19=-2314/4105, 18-19=-2709/5021,
17-18=-2709/5021, 16-17=-2937/5419,
15-16=-2937/5419, 14-15=-2710/5021,
13-14=-2710/5021,11-13=-2323/4105
WEBS
3-19=-419/450, 4-19=-653/1276,
5-19=-1573/904, 5-17=-105/483,
6-17=-347/257, 6-15=-347/257,
WEBS
3-19=-419/450, 4-19=-653/1276,
5-19=-1573/904, 5-17=-105/483,
6-17=-347/257, 6-15=-347/257,
8-15=-105/483,8-13=-1574/903,
9-13=-654/1276, 10-13=-419/450
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=16ft;
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) All plates are MT20 plates unless otherwise
indicated.
5) Plates checked for a plus or minus 0 degree
rotation about its center.
6) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
7) * 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.
8) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 513 lb uplift at
joint 2 and 513 lb uplift at joint 11.
LOAD CASE(S)
Standard
Nx g-Fteeu Mu.rgkk retie. tle 1110 .:MSS,l:-iY;, AE132i LtkSA;:lta111;R:Jf'fINiWPsf itgAu4:EB611:kr WalnA.r.ge N sei:el wks n!&sl:ess Ce igrmerug;IBs' adhemwr l.Iak IILP:ir.n;e5ied 6eM<n!. Cxkss iln.iu sakfnMe l4B, ufr
diL=A cameo yd<s ssdnee wry geukraf. isetre s as. [yw _. p;akr rag' Ik sdmm, lAg tgtt;Wsmx:eaAm db nm w.leyk:ymn.aiAnh *a deeskgkt igrld Ir toe - fRt r nip opus .luiigr c, swtdtdem Anthony T. Tombo 1II, P.E.
Z
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Ne k;llpk term (wae:ln. AA mts sr Mk4IDC dYa pafrcn lead' sd fee kildsti ISahR lda dim NSl piA dikl iW>GA r<dc lkr gxvtpu! 1Pfl mfius tle.'espnblmes ulQlksdlk lrt., Apsgm.: io-ss ksin:vg ni loss ftft ra; mins - $$
e&!rnsedmdNe:mhMeg eprtsr!tmv lyd p.lm nrehil.IiO—kOp Ggaa is A.7M Wd/iq kcigw_ in,s0.[.Is-re: dm H114 sll:gMad era:, ee es idlnfrc7l{
4451
Pierce, FL Blvd.
Fort Pierce, FL 3444ii -
oppight:ullllf A.I AaalTmssxs-Anthony Llemha ilh P.F. Reamiuniaa d7his Jmomeat, is any corm, is prohilitel wdhaanAe wfien permission hem 41 Aaal tmsrs Aathoay l.lanio Al: P.E.
Job Truss Truss Type Qty Ply HOMES / SEASIDE vl
A0212034
WRCSS1A A04 Hip 1 1
RYAN
Job Reference (optional)
Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Mon Jan 8 12:10:00 2018 Page 1
1 D: P42uXRd_Kj21 gP?afFS_28yAdrr-Xk1 bQX F3LGZj 7Yi BS OwSjpsH 2CAd M E i I 838i4 lzxREL
1-0 0 6-7-5 1:3 21-0-0 29-0-0 37-0-0 43-4-11 50-0-0 51-0r0
0- 6-7-5 6 4-11 8-0-0 8-0-0 8-0-0 6 4-11 6-7-50 5x8
11 6x6 = 3x6 = 7
5x8
II Dead
Load Defl. = 1/2 in 17
24 2516 15
14
26 13
1227
28 11 4x8 =
3x6 = 5x6 WB= 3x8 =
500
MT20HS= 3x6 =
5x6
WB= 34 = 4x8 = 10-
9-14 21-0-0 29- 0 39-2-2 50-0-0 10-
9-14 10-2-2 8-0-0 10-2-2 10-9-14 Plate
Offsets (X,Y)—[2:0-0-0,0-0-41,[5:0-3-0,0-3-41,[9:0-0-0,0-0-41 LOADING (
psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL
20.0 Plate Grip DOL 1.25 TIC 0.81 Vert(LL) 0.47 15-17 999 360 MT20 244/190 TCDL
10.0 Lumber DOL 1.25 BC 0.86 Vert(CT) 0.96 15-17 622 180 MT20HS 187/143 BCLL
0.0 ' Rep Stress Incr YES WB 0.51 Horz(CT) 0.26 9 n/a n/a BCDL
10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.50 13-15 999 240 Weight: 247 lb FT = 0 LUMBER -
TOP
CHORD 2x4 SP M 30 *Except* T2,
T3: 2x4 SP M 31 BOT
CHORD 2x4 SP M 30 WEBS
2x4 SP No.3 OTHERS
2x4 SP No.3 BRACING -
TOP
CHORD Structural
wood sheathing directly applied or 1-7-8 oc purlins.
BOT
CHORD Rigid
ceiling directly applied or 4-8-0 oc bracing. WEBS
1
Row at midpt 4-
15, 6-15, 7-13 MiTek
recommends that Stabilizers and required cross
bracing be installed during truss erection, in accordance
with Stabilizer Installation guide. REACTIONS. (
lb/size) 2 =
2060/0-8-0 (min. 0-2-7) 9 =
2060/0-8-0 (min. 0-2-7) Max
Horz 2 =
95(LC 12) Max
Uplift 2 =
490(LC 8) 9 =
490(LC 9) Max
Grav 2 =
2060(LC 1) 9 =
2060(LC 1) FORCES. (
lb) Max.
Comp./Max. Ten. - All forces 250 (lb) or less except when
shown. TOP
CHORD 2-
3=-4535/2736, 3-4=-4132/2444, 4-
5=-4537/2796, 5-6=-4537/2796, 6-
7=-4537/2797, 7-8=-4132/2444, 8-
9=4535/2736 BOT
CHORD 2-
17=-2385/4152,17-24=-1851/3545, 24-
25=-1851/3545, 16-25=-1851/3545, 15-
16=-1851/3545, 14-15=-2393/4537, 14-
26=-2393/4537, 13-26=-2393/4537, 12-
13=-1854/3545,12-27=-1854/3545, 27-
28=-1854/3545, 11-28=-1854/3545, 9-
11=-2394/4152 BOT
CHORD 2-
17=-2385/4152, 17-24=-1851/3545, 24-
25=1851/3545, 16-25=-1851/3545, 15-
16=-1851/3545, 14-15=-2393/4537, 14-
26=-2393/4537, 13-26=-2393/4537, 12-
13=-1854/3545, 12-27=-1854/3545, 27-
28=-1854/3545,11-28=-1854/3545, 9-
11=-2394/4152 WEBS
3-
17=-489/548,4-17=-203/600,. 4-
15=-654/1333, 5-15=-511/457, 6-
13=-576/457, 7-13=-655/1333, 7-
11=-202/600, 8-11=-489/548 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=S.Opsf; h=16ft; 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)
All plates are MT20 plates unless otherwise indicated.
5)
Plates checked for a plus or minus 0 degree rotation
about its center. 6)
This truss has been designed for a 10.0 psf bottom chord
live load nonconcurrent with any other live loads.
7) .
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. 8)
Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 490 lb uplift at joint
2 and 490 lb uplift at joint 9. LOAD
CASE(S) Standard
ZtNod,
g-
Fkt Naxgllrreiw.Ee'}.IFO;i 7i95i3 1iP'J,S[C3Ft r':W56:JkUIRvlS;tl370N,,"4 fEr)S!K'i!6EUiiI:IiP&a. 1eht iesigry,erMnsai red aix, atAistrts,Ce,iplrtrsl!I0."jm llhlal6w(r1eaMIF,P.i.letreaf iiM idxe re. 4eknakxrlu P.INnIEe trA.Wt rat=
r dnssWlk, rr N,ogureda}:,ae:,g Fy .sp;wT ae magr6"rzpeWsmxepmdMparsNm etSionly .rm,mi niv!61t;pdNesmgAr :apmd,enenm If ad rn-I [ vvp wae..:r.vaw vndq Anthony T.TomboIII, P.E. dN- :ro:
m,allxrr Ne ~f :s+mdrro m,n - Mtwhx,pd Newla,gdv,ia tkrdlNm,d,INMful,mlINgtd• n t r qp„dam mdmmrAeN dm,rT,,dw; I eryzs4ldaemab -ddkdr prs;watd 3 80083 Nss,umg
fvmi [,nvm ulm+a :m:racmr.p +ro.dr..d amk lexg[ ISAO wv 1166pdedell Mmim —d-01. immopd— rn lmat"d re4 s. Dig.,?a,s de:p:y!mvmilms: Naehtla«. nl:„ 4451 St, Lucie Blvd. dram kr xl
lr,Eamn,paeha .mnn,dra.eea Nxd,dte[,. Desm[,gawisrKin,d,u g 0ssigea_NLas, Srdm E,paN aayt ln,g. ml:pnded ivr. m, asadiml sml. Fort Pierce, FL 34946 epyright Z 2016
AAaallrnsas- Amboy I. iamb. Ill. F.I. &eptavniannl this d-irm.t,in.ny him, 4pn,hiWdw9h.mthe ninen permission from A W41Inassas Aniho.y r. Iamb. Ill: P.E.
Job Truss Truss Type Qty Ply RYAN HOMES / SEASIDE v1
A0212035
WRCSS1A A05 Hip 1 1
Job Reference (optional)
Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Mon Jan 8 12:10:01 2018 Page 1
I D: P42uXRd_Kj21 gP?afFS_28yAdrr-?wbzdtGh5ahaliHN06ShG 1 PQzcWJ5d IRMjtFdkzxREK
0 0 7-0-8 15-0-0 21-8-0 28 4-0 35-0-0 42-11 8 50-0-0 51-0
0- 7-0-8 7-11-8 6-5-0 6-8-0 6-5-0 7-11-8 7-0-8 0
5.00 12
5x8 11
2x4 11
3x6 = 3x6 = 5x8 II
m u -ta to 18
Irca 16 ou a ai iY
Dead Load Defl. = 1/2 in
u;
12
Io 3
3x6 = 5xl0 MT20HS= 3x8 = 3x8 MT20HS= 3x6 =
SOO MT20HS= 3x6 = 4x8 =
4x8 =
11-1-14 21-8-0 28-4-0 38-10-2 50-0-0
11-1-14 1 16 6-2 F 6-5-0 10-6-2 11-1-14
Plate Offsets (X Y)— [2:0-0-0,0-0-4], [4:0-3-0,Edge] [10:0-3-0 Edge] [12:0-0-0 0-0-41
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) 0.56 18-20 999 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.89 Vert(CT) 1.05 18-20 570 180 MT20HS 187/143
BCLL 0.0 ' Rep Stress Incr YES WB 0.68 Horz(CT) 0.25 12 n/a n/a
BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.43 16-18 999 240 Weight: 252 lb FT = 0
LUMBER -
TOP CHORD 2x4 SP M 31 -Except'
T3,T4: 2x4 SP M 30
BOT CHORD 2x4 SP M 30
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied.
BOT CHORD
Rigid ceiling directly applied or 4-7-12 oc bracing.
WEBS
1 Row at midpt 8-18
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 = 2060/0-8-0 (min.0-2-7)
12 = 2060/0-8-0 (min. 0-2-7)
Max Harz
2 = 108(LC 17)
Max Uplift
2 = 466(LC 8)
12 = 466(LC 9)
Max Grav
2 = 2060(LC 1)
12 = 2060(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=4537/2775, 3-4=-4094/2434,
4-5=-3994/2453, 5-6=-3949/2504,
6-7=-3949/2504, 7-8=-3949/2504,
8-9=-3949/2505, 9-10=-3994/2453,
10-11=-4094/2433, 11-12=-4537/2775
BOT CHORD
2-20=-2422/4157, 20-27=-1738/3343,
19-27=-1738/3343, 19-28=-1738/3343,
18-28=-1738/3343, 17-18=-2042/3949,
17-29=-2042/3949, 16-29=-2042/3949,
16-30=-1740/3343, 15-30=-1740/3343,
15-31=-1740/3343, 14-31=-1740/3343,
12-14=-2430/4157
WEBS
3-20=-574/647, 5-20=-300/700,
WEBS
3-20=-574/647, 5-20=-300/700,
5-18=417/982, 6-18=-425/367,
8-16=-511/368, 9-16=418/983,
9-14=-299/700, 11-14=-574/647
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=S.Opsf; h=16ft;
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) All plates are MT20 plates unless otherwise
indicated.
5) Plates checked for a plus or minus 0 degree
rotation about its center.
6) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
7)' 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.
8) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 466 lb uplift at
joint 2 and 466 lb uplift at joint 12.
LOAD CASE(S)
Standard
Meng-iWsa tlnxrllr re.ir'!tle'A 119v"€ IDS 3!1:.:`P';5t1'tkA l;[kSb:D1f17lS;iS'Cd,iUFrj 2(IGiaEIRY;kT&n. leritr e!. ppnen rrd rni wM n!ictren Cesar Onrul;i adWldNp 1. recN lD.rt. ir7n;e Shseldxe rs_Cakss mtiix skM mRef, nl/
fatrz Sa.Mer rtdr h111¢r to: tlF'Demlrraa.A ImDesim Fgrc-__.!e.ah( .ue »innf epe swrrertl. dwn e«i npre 1,-I.:aiim in ar iesyrdNe.:hl e igxanr ADC Ir na tnE r.,!a epne. usl i1n >pro:ai Anthony T. Torbo III, P.E.
M!udl4 ru k: wr hidne Ibe rinsisDndleO ,Ik Dnnr edhn 'qed lie Wl pDuoer,i!te nderdik rt'Ik ix wltk bA':VgerkdtllteM Idtle IDlMgfieN title t:s_xtlenq Fsrdol Is reaYl:elwwh ne sia hle .pe ,plihd =80083
Ih4Iio1D-'*..(uantn All.1t, .dnikl6C gxr lnCrca itial 4 thh'li'xl('W.0 Shy idu e."Isri irlA.ki hl- 0Srri nnk 11x}v slyd— (y'mxw lsss Keafi:Wn, wkss 44.5I St. Lucie Blyd.
rtlnvts. edablNri xtegn!elnnw!xn Nel Wl!s nnhN Ih tra.shswhyw icl-Itk haiq Besigx,aLss, lt 5W. den AM" All apldmi mx, wen MW x7-11 I. Fort Pierce, FL 34Q45
arrrlgh?D2016 A-1 Ibai[eaim-"oftr T. Twbo ill. F.E. i!alala(110i!bt ilii docamaat, is 0ay{areD, li PeDbt 112d'NIIbDUl lba ntld!D rNWiiilaA Iran 4'i laai TlaiSbi Aaillaay T. Tomha ill, i'.t.
Job Truss Truss Type Ply RYAN HOMES / SEASIDE v1
A0212036
WRCSSIA A06 Hip
Qty
1 1
Job Reference o tional
Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Mon Jan 8 12:10:02 2018 Page 1
I D: P42uXRd_Kj21 gP?afFS_28yAdrr-T79LrDHKstpRMrsaapzwoExb 10rug86bbNdp9BzxREJ
0 9-0-0 17-0-0 25-0-0 33-0-0 41-0-0 50-0-0 51-0
0- 9-0-0 8-0-0 8-0-0 8-0-0 8-0-0 9-0-0 0
4x6 =
10-4-11
5.00 12 5x8 tl 5x8 11
Dead Load Defl. = 7116 in
a L] 1/ La la CI IJ 10 — to — o. ,c
3x6 = 5x10 MT20HS= 3x6 = 3x8 MT20HS= 3x6 = 5x10 MT20HS= 3x6 = 4x6 =
21-0-0 50-0-0
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) 0.56 12-14 999 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.87 Vert(CT) 1.02 12-14 587 180 MT20HS 187/143
BCLL 0.0 Rep Stress Incr YES WB 0.38 Horz(CT) 0.23 10 n/a n/a
BCDL 10.0 Code FBC2017(rP12014 Matrix -MS Wind(LL) 0.39 14-16 999 240 Weight: 243 lb FT = 0
LUMBER -
TOP CHORD 2x4 SP M 31 *Except*
T3: 2x4 SP M 30
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 4-6-12 oc bracing.
WEBS
1 Row at midpt
5-18, 7-12, 6-16, 6-14
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 = 2060/0-8-0 (min. 0-2-7)
10 = 2060/0-8-0 (min. 0-2-7)
Max Horz
2 = 122(LC 13)
Max Uplift
2 = 443(LC 8)
10 = 443(LC 9)
Max Grav
2 = 2060(LC 1)
10 = 2060(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-4420/2664, 3-4=-4263/2685,
4-5=-4173/2714, 5-6=-3491/2218,
6-7=-3491/2218, 7-8=-4173/2714,
8-9=-4263/2685, 9-10=-4420/2664
BOT CHORD
2-18=-2287/4025, 18-25=-1615/3187,
17-25=-1615/3187, 17-26=-1615/3187,
16-26=-1615/3187, 16-27=-1833/3616,
15-27=-1833/3616, 15-28=-1833/3616,
14-28=-1833/3616,14-29=-1616/3187,
13-29=-161613187,13-30=-1616/3187,
12-30=-1616/3187,10-12=-2293/4025
WEBS
3-18=-530/617,5-18=-670/1009,
9-12=-530/617, 7-12=-670/1009,
WEBS
3-18=-530/617, 5-18=-670/1009,
9-12=-530/617, 7-12=-670/1009,
5-16=-169/730, 6-16=-448/276,
6-14=-448/276, 7-14=-169/730
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=S.Opsf; h=16ft;
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) All plates are MT20 plates unless otherwise
indicated.
5) Plates checked for a plus or minus 0 degree
rotation about its center.
6) This truss`has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
7) * 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.
8) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 443 lb uplift at
joint 2 and 443 lb uplift at joint 10.
LOAD CASE(S)
Standard
WeMey-flnv uaeW¢r<eiea 4n'e n00`: rroSiO!SF''i;r';:6le3rill%SE lJ%OlssnJSFSTOM tUf; t(CiCmaskuthrbra.kh!—Sin!lelven?.Cdns#M'aise T.ckfreW1 ,a1C
fotsasamdgrtsdiks ceMkrds. .:spsxS Anthony T. Tombo III, P.E.
exr<:dn .rrkm,ka , Me y.e undd.o.ep,e.oe akmxger uekodeg9::iga eur derxu:p'aemexM axaugre exrrl1,gie+19ueM fa iW ilk Tr- vNiqleft bewsidkb pWkJ =80083
u s.fiq •-pr ae t—si, rexks u'edk W 100N'k P.1-itipwAlkkiwq 44.,05delr lMx ;KSQt AJa hl"MekAniAe .xix pmropadm IM1 emmes ue rareesiiliees alooiesAlkL's:, 0•sga,.ws 0:ip;q exlrtssemhmra. Mess 4451 St. Lucie Blvd.
esM.n exaMkoiunalegaegee- ars k d PM nnlrx Ire te,s0eru bgarx ise rue t.wllMr Oezipn uLos,So"Espe9nelr.Imq. Ll urod'eN oszs nentdxreaml. Fort Pierce, FL 34946
opyright 7Ql4AIAaafLnsses ArIbuy T. amboilip.E. lepradVaims al this dommaoI, iamy form, is pfeb:11 ed rhh.unh. viven peraissieo€ram A-1 laal Tresses- Amboy E. hmbo lll;?I.
Job Truss Truss Type Qty Plv RYAN HOMES / SEASIDE 0
WRCSS1A A07 Hip 1 1
A0212037
Job Reference o tional
rcuul 1 vusses, run Pierce, FL 34946, oeslgnLaltruss. com Kun: 8.12LI 5 Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Mon Jan 8 12:10:02 2018 Page 1 I
D: P42uXRd_Kj21 gP?afFS_28yAdrr-T79LrDH KstpRM rsaapzwoExcQOtgg5XbbNdp9BzxREJ 0
0 6-0-6 12-9-11 19-0-0 25-0-0 31-0-0 37-2-5 43-5-10 50-0-0 51-0 IO0- 6-6-6 6-3 4 6-2-5 6-0-0 6-0-0 6-2-5 6-3 4 6-6-6 -0 di
0
5.
00 12 5x6 =
3x6 =
5x6 = 18 „ —
16 ,o
of oc rc 4x8
3x6 =
3x8 MT20HS= 3x8 = 5x10 MT20HS= 3x8 =3x8 MT20HS= 3x6 = 9-
7-1 1
19-0-0 31 Dead
Load Def. . = 9/16 in 4x8 =
LOADING(
psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL
20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) 0.67 16-18 896 360 MT20 244/190 TCDL
10.0 Lumber DOL 1.25 BC 0.76 Vert(CT) 1.25 16-18 478 180 MT20HS 187/143 BCLL
0.0 Rep Stress Incr YES WB 0.61 Horz(CT) 0.23 12 n/a n/a BCDL
10.0 Code FBC20171TPI2014 Matrix -MS Wind(LL) 0.42 16-18 999 240 Weight: 262 lb FT = 0% LUMBER -
TOP
CHORD 2x4 SP No.2 *Except* T3:
2x4 SP M 30 BOT
CHORD 2x4 SP M 30 *Except* B2:
2x4 SP M 31 WEBS
2x4 SP No.3 BRACING -
TOP
CHORD Structural
wood sheathing directly applied or 2-2-0 oc purlins.
BOT
CHORD Rigid
ceiling directly applied or 4-7-5 oc bracing. WEBS
1
Row at midpt 5-
18, 7-18, 7-16, 9-16 MiTek
recommends that Stabilizers and required cross
bracing be installed during truss erection, in accordance
with Stabilizer Installation guide. REACTIONS. (
lb/size) 2 =
2060/0-8-0 (min. 0-2-7) 12 =
2060/0-8-0 (min. 0-2-7) Max
Horz 2 =
135(LC 17) Max
Uplift 2 =
459(LC 12) 12 =
459(LC 13) Max
Grav 2 =
2060(LC 1) 12 =
2060(LC 1) FORCES. (
lb) Max.
Comp./Max. Ten. - All forces 250 (lb) or less except when
shown. TOP
CHORD 2-
3=4541/2797, 3-4=-4237/2600, 4-
5=4154/2612, 5-6=-3311/2129, 6-
7=-2999/2043, 7-8=-2999/2043, 8-
9=-3311/2129, 9-10=-4154/2612, 10-
11 =-4237/2600,11-12=4541/2797 BOT
CHORD 2-
20=-2440/4154, 20-27=-1968/3573, 27-
28=-1968/3573, 19-28=-1968/3573, 18-
19=-1968/3573, 18-29=-1594/3144, 17-
29=-1594/3144,17-30=-1594/3144, 16-
30=-1594/3144,15-16=-1971/3573, 15-
31=-1971/3573, 31-32=-1971/3573, BOT
CHORD 2-
20=-2440/4154, 20-27=-1968/3573, 27-
28=-1968/3573, 19-28=-1968/3573, 18-
19=-1968/3573, 18-29=-1594/3144, 17-
29=-1594/3144,17-30=-1594/3144, 16-
30=-1594/3144, 15-16=-1971/3573, 15-
31=-1971/3573, 31-32=-1971/3573, 14-
32=-1971/3573,12-14=-2448/4154 WEBS
3-
20=-408/458, 5-20=-248/564, 5-
18=-775/676, 6-18=-503/966, 7-
18=-434/220, 7-16=-434/220, 8-
16=-503/966, 9-16=-775/676, 9-
14=-248/564, 11-14=-408/458 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=16ft; 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 D0L=
1.60 plate grip DOL=1.60 3)
Provide adequate drainage to prevent water ponding.
4)
All plates are MT20 plates unless otherwise indicated.
5)
Plates checked for a plus or minus 0 degree rotation
about its center. 6)
This truss has been designed for a 10.0 psf bottom chord
live load nonconcurrent with any other live loads.
7) *
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. 8)
Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 459 lb uplift at joint
2 and 459 lb uplift at joint 12. LOAD
CASE(S) Standard
Wa.
ag-FI Ramller•.aea WAI[Ulf RV15;1Eu1?-s(R3Atfl]I75:1w01Mri:JS.Rpi1U1'-r 1RR.e[ILKY:Xi'Mo. /mYr hsyr yss sMre./srasan's trzx Ersigv9rtx'ry!I4£i wlMl yl.Iwrh l4,P .ta e.,e S:r. ida. az. Eetrss :se saki v, Rely. nlr Ala—
pm, sill ke,a f. V T. l k k rdd. L v Ims Ora lqa f-1,1Ffgw. tl of-M IF'ga—s aegt tdM rays-1 a vr iq reNRdRr R 1a1 pdna sRt4lsn,igoxda RelWu! wi rPi !, n;yv aroa.s, kuiq rvlRks ,oaoum IAnthony T. Tombo III, P.E. 80083
ktrn,
n.i.kvwkrkvaise.r>ks.uigompaalr.:,stnelq R. kmq.m;gad a:,aysadaw.m-t - 4451St.LucieBlvd. ofyrigkt:'
D 701i A I Baai irrts=s-8edoay i.lsnSR aI,BE. &eptdunis of this dONmCR(.IReRYIRtRI, ei PfDM1 Dtl2I WIiI1RRnIIR arIRtO PtfR115SI8RflpR RI r30i FI®t5?S-MP.iM9Ry LT)mj0 ill: P.F. Fort Pierce, FL
34946
Job Truss Truss Type Qty Ply RYAN HOMES/ SEASIDE vl
A0212038
WRCSS1A A08 Hip 1 1
Job Reference (optional)
Al Roof Trusses, Fort Pierce, FL 34946, design@al lruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Mon Jan 8 12:10:03 2018 Page 1
I D: P42uXRd_Kj21 g P?afFS_28yAdrr-xJjj2ZlydByl_?Rm7XU9LSUmSQBJZZj kq 1 MMhdzxREI
0 0 7-5-3 13-10-11 21-0-0 29-0-0 36-1-5 42-0-13 50-0-0 51-0 0
0- 7-5-3 6-5 8 7-1-5 80 0 6-5 8 7-5-3 -0-
5.00 12
5x6 =
Sx8 =
Dead Load Dell. = 1/2 in
ly [o la 17 1O -• 15
3x6 = 5x10 MT20HS= 3x8 _
4x6 =
3x6 —
5x10 MT20HS= 3x6 = 4x6 =
4x6 =
39-9-13
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d
TCLL 20.0 Plate Grip DOL 1.25 TIC 0.86 Vert(LL) 0.48 17-19 999 360
TCDL 10.0 Lumber DOL 1.25 BC 0.86 Vert(CT) 0.97 17-19 617 180
BCLL 0.0 ' Rep Stress Incr YES WB 0.55 Horz(CT) 0.23 11 n/a n/a
BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.38 15-17 999 240
LUMBER -
TOP CHORD 2x4 SP M 30
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 4-6-12 oc bracing.
WEBS
1 Row at midpt
5-17, 7-17, 8-15
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 = 2060/0-8-0 (min.0-2-7)
11 = 2060/0-8-0 (min. 0-2-7)
Max Horz
2 = 148(LC 17)
Max Uplift
2 = 476(LC 12)
11 = 476(LC 13)
Max Grav
2 = 2060(LC 1)
11 = 2060(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-4491/2771, 34=-4208/2608,
4-5=4071/2631, 5-6=-3112/2056,
6-7=-2805/1988, 7-8=-3112/2056,
8-9=-4072/2631, 9-10=4208/2608,
10-11=-4492/2771
BOT CHORD
2-19=-2403/4100, 19-26=-1921/3467,
18-26=-1921/3467, 17-18=-1921/3467,
17-27=-1351/2804, 16-27=-1351/2804,
15-16=-1351/2804, 14-15=-1923/3467,
14-28=-1923/3467, 13-28=-1923/3467,
11-13=-2411 /4100
WEBS
3-19=-424/478, 5-19=-302/685,
5-17=-864/741, 6-17=-3711783,
WEBS
3-19=-424/478, 5-19=-302/685,
5-17=-8641741,6-17=-371/783,
7-15=-371/818, 8-15=-865/741,
8-13=-302/685, 10-13=-424/478
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=16ft;
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) All plates are MT20 plates unless otherwise
indicated.
5) Plates checked for a plus or minus 0 degree
rotation about its center.
6) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
7) ' 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.
8) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 476 lb uplift at
joint 2 and 476 lb uplift at joint 11.
LOAD CASE(S)
Standard
PLATES GRIP
MT20 244/190
MT20HS 187/143
Weight: 258 lb FT = 0%
gmiq-Harr"IT recta 1ie'dllD:r tim 3!SF 1€1",i[C3At 1;LkS 6:JDDmLAS(D1':Od,lDrrjLLNDDi'IDiYENr Inn.lnd(k ip p!mdntMml aktaDa's ImtI. lD,ri.lefnna SkY.Idne ru. klrts adntiNe told a de IDD. ay iNirirmA!
dart M k nd4 Dt DD.k rdf A I,., Onq iq. iI n*40-e, Ikvd a my T,s,gmMgInrdd pm darn riq rtinWy In in ksip d h i# Ws lgrtd a lkIN b minInI c kipn pm I iq adaa:. uonhif Anthony T. Tombo III, P.E. at
a.dk ms rK nn Diaq de .moklor 46 c—,k onn .Mmagrdn In lndiq D-.4.,a L nandtk Ir 6r lx of M lxd 7hgakd MI tk gpnd 0In INW&I Wm dlk lms, nd"rnr W4. dnp nskl,enaPIk sidi k Y rapniWgd = 80083 deb
Yq Wsipa allaDelr own"eMiblW dY pa5eesMp4eMdtktrdCq lrganlII VIM SKA nrrdatnd W pndpift IN efwslk.'"AlOn didw,dra 6rs, D_slpn,.rns Drip I's ai lms 9-tuMv nln 4451 St. Lucie Blvd. dMmraknik ri!
ongai ga4v Gm Ntll ptla hrdrd. lk ln, Daw[gaais Bllk MYy Aalpn.alm,.kshn E.pan dtq Mllui. dl;gpd¢N ions aenpMrin T1- Fort Pierce, FL 34946 gyright 9201d
41 goof 6essn Arihootl.h.boill,P.l hPiodoaion of this do—wriniiny form, is pioAAW.ifhomrhe vninmpermissioDhom V Rood fiosTm- Aethony T. Twin l0; P.E.
Job Truss Truss Type city Ply HOMES / SEASIDE V1
A0212039
WRCSS1A A09 HIP 1 1
RYAN
Job Reference (optional)
Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Mon Jan 8 12:10:04 2018 Page 1
ID: P42uXRd_Kj21 gP?afFS_28yAdrr-PVH5Gu laOV49c9OyhE?Otfl z5pwylxYu3h6wD3zxREH
j-0r0 8-1-3 1531 23-0-0 27-0-0 34-8-12 41-10-13 50-0-0 51-00
8-1-3 7-2-1 7-8-12 4-0-0 7 8-12 7-2-1 8-1-3 1-0
5x6 =
5x8 =
5.00 12
Dead Load Defl. = 1/2 in
19 26 18 27 17 1615 28 14 29 13
4x8
6 = 5x10 MT20HS=
3x8 — 3x6 — 5x 10 MT20HS= 3x6 = 4x8 = 3x
5x6 WB=
11-9-14
LOADING (psf) SPACING- 2-1-4 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) 0.58 13-15 999 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.90 Vert(CT) 1.09 13-15 550 180 MT20HS 187/143
BCLL 0.0 ' Rep Stress Incr NO WB 0.84 Horz(CT) 0.23 11 n/a n/a
BCDL 10.0 Code FBC20171TP12014 Matrix -MS Wind(LL) 0.37 15 999 240 Weight: 266 lb FT = 0
LUMBER -
TOP CHORD 2x4 SP M 31 'Except'
T3: 2x4 SP No.2
BOT CHORD 2x4 SP M 31 'Except'
B3,B2: 2x4 SP M 30
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
BRACING -
TOP CHORD
2-0-0 oc purlins (2-11-10 max.)
Switched from sheeted: Spacing > 2-0-0).
BOT CHORD
Rigid ceiling directly applied or 4-8-8 oc bracing.
WEBS
1 Row at midpt
5-17. 7-17. 8-15
REACTIONS. (lb/size)
2 = 2167/0-8-0 (min. 0-1-13)
11 = 2167/0-8-0 (min. 0-1-13)
Max Horz
2 = 170(LC 12)
Max Uplift
2 = 517(LC 12)
11 = 517(LC 13)
Max Grav
2 = 2167(LC 1)
11 = 2167(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-4660/2922, 3-4=-4270/2668,
4-5=-4110/2694, 5-6=-3060/2080,
6-7=-2739/2017, 7-8=-3058/2079,
8-9=-4111/2695, 9-10=-4270/2668,
10-11=-4660/2922
BOT CHORD
2-19=-2525/4252, 19-26=-1948/3527,
18-26=-1948/3527,18-27=-1948/3527,
17-27=-1948/3527, 16-17=-1286/2737,
15-16=-128612737, 15-28=-1950/3527,
14-28=-1950/3527, 14-29=-1950/3527,
13-29=-1950/3527, 11-13=-2532/4252
WEBS
3-19=-523/579, 5-19=-305R65,
WEBS
3-19=-523/579, 5-19=-3051765,
5-17=-1032/864, 6-17=-467/811,
7-17=-253/259, 7-15=-467/810,
8-15=-1033/865, 8-13=-306/766,
10-13=-523/579
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=16ft;
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) All plates are MT20 plates unless otherwise
indicated.
5) Plates checked for a plus or minus 0 degree
rotation about its center.
6) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
7) ' 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.
8) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 517 lb uplift at
joint 2 and 517 lb uplift at joint 11.
9) 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
Ikaq-Hmr dneWJ!re.mv.ee'1.110:`IIESc3;Yi:fP;, HI3lt iilMf6:'Rd1115(9S':OxI-tYf:r'ji([6;i[fOWE1T tre..terdtG.,ip pn.9n: ni red rtfntisL ssksip Ortrq(IdWM1p i.f.Ik:1..kMna ti tkke n!. kkts Mx.in sMNa Re fGa. ulr
W1,i,>rlkk s'edtue dfp de'aCpk rd# kaimsDew Eqm t,,sp;wn kpaex. e:,dn rns,gn:ear e.,.qn. disc pde:vuaayv iq,npvwdn p; St ktipolk rh7k irast Waxnr Eoe it - m1 g sup .par,ivrnl an .moss. Anthony T. Tombo III, P.E.
n# dh w,n ra q isn tnrkamaan.. mc.+rslangacNk u##tnr,ka nn.nanlr kla Iro ra h;ld ama rkgp., fae memo H dk(.ss. cO lq Aalep. 1 q sLlMwenk .sM htla Imd s 80083
de t.:I OSHpr rs [wk.dn Alleaes sd adslb lUC dtl. pnkn Ipurkn dYaki#q fi¢pn.iSaey ldn dm. HSOl shlh i.Wlxl ert Mr el brpm,d paaxe 1HIla'neslle reynv6ilpus nrm.ad ne hvu 0•sipv. ,,ns blip il". W lr.n M h9nw. adds
atlemlafmdNl:Met a7 kxtbtl!d b»hd. in irus Dmlp[ kiMNIH Een Lns SrsxrE dnr _31 daa; ne esMMa'rv1. 4rt Pier ,FL
Blvd.
q.ah °j 1:• `'" ° Fort Pierce, FL 34946
bta lQtb A-1 Raal lnsuc Aaib.. I.IJmba Ill: P.t, trladuntaa a1 ibis darameat_ I.n farm, IS rAiWd vAhni tie in. lfml5ila. frem A I taa1 hIssn- k1haa 1. tame ill P.E. yris r a r P v r
Job Truss Truss Type Qty RYAN HOMES / SEASIDE V1
A0212040
WRCSSIA A10 COMMON
PIY
5 1
Job Reference (optional)
Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Mon Jan 8 12:10:05 2018 Page 1
ID:P42uXRd_Kj2lgP?afFS_28yAdrr-tirUTEJC9oCODJbBFyWdQtzSoDsM1U31HLrTmVzxREG
0 8-9-3 16-10-10 25-0-0 33-1-6 41-2-13 50-0-0 5 -0
1-0- 88 9-3 8-1-6 8-1-6 8-1-6 8-1-6 8-9-3 1-0-
5x8 =
5.00 F12
Dead Load Defl. = 7/16 in
1 B1 BL
1 q 11
18 25 17 26 16 27 15 28 14 29 13 30 12
3x6 = 5x6 WB= 3x6 = 3x8 MT20HS= 3x6 = 5x6 WB= 3.6 = 4x8
4x8 =
10 4-11 2%1-9 29-10-7 39-7-5 50-0-0
10-4-11 9-8-14 9-8-14 9-8-14 r 10 4-11
Plate Offsets (X Y)— 2:0-0-0 0-0-4] [4:0-3-0 Edge] [8:0-3-0 Edgel [10:0-0-0 0-0-4]
LOADING(psf) SPACING- 2-1-4 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) 0.46 14-16 999 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.95 Vert(CT) 0.88 14-16 680 180 MT20HS 187/143
BCLL 0.0 ' Rep Stress Incr NO WB 0.50 Horz(CT) 0.23 10 n/a n/a
BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Wind(LL) 0.40 14-16 999 240 Weight: 256 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP M 31
BOT CHORD 2x4 SP M 30
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
BRACING -
TOP CHORD
2-M oc pudins (2-9-13 max.)
Switched from sheeted: Spacing > 2-0-0).
BOT CHORD
Rigid ceiling directly applied or 4-3-13 oc bracing.
WEBS
1 Row at midpt
6-14, 7-14, 7-12, 6-16, 5-16, 5-18
REACTIONS. lb/size)
2 = 2167/0-8-0 (min.0-2-9)
10 = 2167/0-8-0 (min. 0-2-9)
Max Horz
2 = 184(LC 12)
Max Uplift
2 = 532(LC 12)
10 = 532(LC 13)
Max Grav
2 = 2167(LC 1)
10 = 2167(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-4670/2916, 3-4=-4507/2897,
4-5=-4359/2927, 5-6=-3490/2366,
6-7=-3490/2366, 7-8=-4359/2927,
8-9=-4507/2897, 9-10=-4670/2916
BOTCHORD
2-18=-2510/4262, 18-25=-1848/3470,
17-25=-1848/3470,17-26=-1848/3470,
16-26=-1848/3470,16-27=-1179/2621.
15-27=-1179/2621, 15-28=-1 179/262 1.
14-28=-1179/2621, 14-29=-1850/3470,
13-29=-1850/3470, 13-30=-1850/3470,
12-30=-1850/3470, 10-12=-2517/4262
WEBS
6-14=-742/1234, 7-14=-907/856,
7-12=-620/963, 9-12=-515/592,
6-16=-742/1234, 5-16=-907/856,
WEBS
6-14=-742/1234, 7-14=-907/856,
7-12=-620/963, 9-12=-515/592,
6-16=-742/1234, 5-16=-907/856,
5-18=-620/963, 3-18=-515/592
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=16ft;
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) All plates are MT20 plates unless otherwise
indicated.
4) Plates checked for a plus or minus 0 degree
rotation about its center.
5) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
6) . 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.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 532 lb uplift at
joint 2 and 532 lb uplift at joint 10.
8) Graphical pudin representation does not depict the
size or the orientation of the puriin along the top and/or
bottom chord.
LOAD CASE(S)
Standard
iktks eoa Ndos sidsk,W ra ds i00kk,dd. 4oGns0eso I"..4.e,*,dtfq-e,,. de sedatm i00 repnms mrrrlered n.pd+;+kxleynxiq+np:dfih5r,d.ksyv d We nit. uinlH 1. i'ae hsip ns.yr.e;, was ,.gem Anthony T. Tombo tit, P.E.
W+wdm +nssu oq bfy i,k ,Wsizot dh 0—,k G.W,o k q,kuke kiMagO ros+,k3o wkn dlkC de p(Wiie 4rla:Itigak Wlill Rr epn.d dhe NBW MfieY nrddrtnn, kdNiq leMq. svep,ixsd tlSwWkw:v sM:kkrtspnniatd :5 80083
h&ARhsige W[ts¢oow t0.rks,r.detk INWbP..--WPm6sOft h"lq.W SAIL 1vSuaoM?x5I1#Ak W It t9W SO s ft-4I 1-4 Wl— IM1lidxs6o respos808ksWdkesdlk Gn,Oes e :m+kN.w m mssumfmww.wass 4451 St. Lucie Blvd.
oduwka MoMhsiwnm.pW t kwdrr1bw wiwknhoA. ik ins+ksm FtPeersr-tMgrkiq Oaip, irsshdu fgkeadm, Iknsg. 30 syodkN k,es ernsdwl'rc irll' Fort Pierce, FL 34946
appsighs igldAiRrrl Lossrs Arthonyt.lomboill,F1 Repmdunioo of this dowtioo5,fornyform, is ptoOodwithoultbt wintis ptsmissioo hoor 4l fool hies- Anthony t. lonbo lf(:U
Job Truss Truss Type City Ply RYAN HOMES / SEASIDE V1
WRCSS1A A11 Roof Special 3 1
A0212041
Job Reference (optional)
Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Mon Jan 8 12:10:06 2018 Page 1
I D:P42uXRd_Kj21 gP?afFS-28yAdrr-LuOshaKgw6KtrTALpfl sz46KEdE9mq 1 AW?bOiyzxREF
1 Or0 6-10 4 12-11 4 4-5 19-2-12 2 30 7 8 34-11-12 41-9-11 I 50-0-0 5] -Or"
1'-O-U 6-10-0 6-1-0 -5-1 4-9-95-7-8 4-0-4 6-9-15 8-2-5 170
500 MT20HS=
5.00 F12
2b 33 34 2b
24 23 21 20 16
15
14
3x6 = 5x6 WB—
17
3x6 = 4x8 =
4x8 = Sx8 = 5x10 = 2x4 II
600 =
6x8 =
3x4 = 2x4 II 3x4 =
Dead Load Defl. = 518 in
30-7-8 34-11-12
9-9- 22-0-0 28-104 104,0 33-10-0 41-9-11 50-0-092 &1212 I 12-2-6 6-104 i 1- 2 3-2-8 1 1- 2 6-9-15 1 8
0-7-8
Plate Offsets (X,Y)— 2:0-0-0,0-0-41,[5:0-3-0 Edge] [10:0-3-0 Edge] [12:0-0-0 0-0-4] [14:0-3-8 0-2-12] [16:0-0-0 0-1-8] [18:0-4-4 0-3-4] 22:0-4-4 0-2-121 [24.0-4-0 0-2-41
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) 0.66 20 911 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.79 Vert(CT) 1.29 20 465 180 MT20HS 187/143
BCLL 0.0 Rep Stress Incr YES WB 0.90 Horz(CT) 0.28 12 n/a n/a
BCDL 10.0 Code FBC2017fTP12014 Matrix -MS Wind(LL) 0.50 20 999 240 Weight: 303 lb FT = 0
LUMBER -
TOP CHORD 2x4 SP M 30 *Except*
T2: 2x4 SP No.2
BOT CHORD 2x4 SP M 30 *Except`
B4: 2x4 SP M 31, B3: 2x4 SP No.2
B6: 2x4 SP No.3
WEBS 2x4 SP No.3 *Except*
W1105: 2x4 SP No.2
OTHERS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-9-4 oc
puriins.
BOTCHORD
Rigid ceiling directly applied or 4-6-10 oc bracing.
Except:
5-4-0 oc, bracing: 7-22
10-0-0 oc bracing: 22-23, 16-18
WEBS
1 Row at midpt
4-24, 6-22, 14-18, 8-22, 8-18
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 = 2077/0-8-0 (min. 0-2-7)
12 = 2089/0-8-0 (min.0-2-7)
Max Horz
2 = 175(LC 17)
Max Uplift
2 = 498(LC 12)
12 = 491(LC 13)
Max Grav
2 = 2077(LC 1)
12 = 2089(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-4566/2834, 3-4=-4270/2665,
4-5=-3344/2179, 5-6=-3271/2201,
6-7=-3012/2028, 7-8=-3014/2028,
8-9=-4473/2897, 9-10=-4361/2737,
10-11=-4489/2713, 11-12=-4571/2749
BOT CHORD
2-26=-2469/4174, 26-33=-2006/3594,
BOT CHORD
2-26=-2469/4174,26-33=-2006/3594,
33-34=-2006/3594, 25-34=-2006/3594,
24-25=-2006/3594, 23-24=-418/0,
22-36=-1717/3398,19-36=-1717/3398,
19-37=-171713398, 18-37=-1717/3398,
12-14=-2379/4150, 22-23=0/256,
7-22=-1236/1951,9-18=-316/372
WEBS
3-26=-412/462, 4-26=-261/602,
4-24=-764/640,6-22=-583/540,
14-18=-2253/3995, 11-18=-217/253,
11-14=-419/384, 8-22=-1090/851,
8-18=-814/1311,22-24=-1387/3242
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=16ft;
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) All plates are MT20 plates unless otherwise
indicated.
4) Plates checked for a plus or minus 0 degree
rotation about its center.
5) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
6) ' 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.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 498 lb uplift at
joint 2 and 491 lb uplift at joint 12.
LOAD CASE(S)
Standard
ntaq %ete bmlth reR>t 5e'YI10 11lSSS y'S;l SIC3iI I'EYS6:9ADIIIiaSf0Si0MiILt:f12([V;l'iID-W4rbre. imh#sip o:Mcai rM nirtsntit L•en Eesip ArtxgilEC Wtlr Ir%si1.Irc1t IC;ti.lduna Siep.Mre nt kk:f dlnaiu AMage Mulr
141ekteanrdens si ktsd rKb DCnktiA Astirn: D±sc Etpn tie `•wmAEgiwsT, nests nnr tDD rgmulsntrtpx Abptrt s Aetdt:x.gn!pnamn tabingtdb:Ap1 gadnbnre edr td I%I r kqe ttpaa q.,Aa. rA!ddry Anthony T. Tombo III, P.E. tk aedd ssb nr bili, isne 4-zOry Ab 0—,0. Drxi nNmrn gtdxlF kith" Ii.", a it, u '4. Nr, lk W M. I" 1h"WMIl1rk epind A 4, In 'fie% d nt ixs_nd't' haq ftq.,wWow Wi 'WE kb pei li'A 8flfl63 bDk%q Desi}ne [-. tr Ageds ntAnp:IDC ed Dx ptMnnlpuiinsdne kilkq CtrynM Sdeh Nu Don NSryldNskel IIIM SN.l atnk IW!ryad pidae 1%IeFittstle ngnsiYldns nikbcA4Los, Rtipe,.!ns De.ip t;vten en loss Ntnitdnn Nos 4451 St. Lode Blvd. ta>•iv wwm ';xaaly tpnr!zgktd Wks libel. le Ers,s Dna 6fad¢l r Me Mllq Daipa.nLn,SrR!x Etpcea airy Nllq. 3a;gAtled in:een ddlM b'14L iFort
Pierce,
FL 34046 yyrigh197l116 A -
I oaffnss±e Aallaay l: lan5o ill, P.E. Rt,.tlalUniaa dilllS dalETall. s aaY lOraI, IS Pe00 112I WIIDaaI'k a91%Ra PM®ISSiO fltrR4-IY)0{Ee Sf±i-AEIAO Y 1. li ih0?II; P.E.
Job Truss Truss Type Qty HOMES / SEASIDE viPIY
A0212042
WRCSS1A Al2A Roof Special 1 1
RYAN
Job Reference (optional)
Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Mon Jan 8 12:10:07 2018 Page 1
I D: P42uXRd_Kj21 gP?afFS_28yAdrr-g4yEuwLShOSkTdIXMMYSVIfVC1 XKVGFKIfKagOzxREE
j -0,0 6-10 12-11-5 19-2-12 24 4-0 254 0 30-7-8 F 34-11-12 41-9-11 I 50-0-0 5-Or0
4 D,0 6-10-0 6-1-1 6-3-8 5-1-4 - T 1-8 4-4 6-9-15 8-2-5 1-0-
5.00 12
5x6 = 5x6 =
27 34 35 26 25 24 so22 n' 3a 17 10 15
4.8 =
3x6 = 5x6 WB= 5x8 = 8x14 = 2x4 II
18
WO =
3x6 =
6x8 =
4.8 =
4x4 11 2x4 11 U4 =
Dead Load Defl. = 11/16 in
30-7-8 34-11-12
9-9-12 18-10-15 24-4-0 28-104 0 33-10-0 41-9-77 T 2
9-9-12 9-1-3 5-51 4£-0 1 1- 2 3-2-8 1-1- 2 6-9-15 8-2-5
0-7-8
Plate Offsets (X,Y)— 2:0-0-0,0-0-4], [5:0-3-0,Edge], [7:0-3-0,0-2-4], [8:0-3-0,0-24], [11:0-3-0,Edge], [13:0-0-0,0-0-4), [15:0-3-8,0-2-12], [17:0-0-0,0-1-8], [19:0-4-4,0-3-4],
23:0-6-4 0-4-0] [24:0-2-0 0-0-41 [25:0-4-0 0-2-4]
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) 0.78 21 >768 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.98 Vert(CT) 1.49 21 >401 180
BCLL 0.0 ' Rep Stress Incr YES WB 0.97 Horz(CT) 0.29 13 n/a n/a
BCDL 10.0 Code FBC20171TPI2014 Matrix -MS Wind(LL) 0.51 21 >999 240 Weight: 315 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2 `Except*
T1: 2x4 SP M 30
BOT CHORD 2x4 SP M 30 *Except*
134: 2x4 SP M 31, B5: 2x4 SP No.2
B6,133: 2x4 SP No.3
WEBS 2x4 SP No.3 *Except*
W12,W6: 2x4 SP No.2
OTHERS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-5-12 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 4-6-11 oc bracing.
Except:
2-2-0 oc bracing: 23-24
7-1-0 oc bracing: 7-23
10-0-0 oc bracing: 17-19
WEBS
1 Row at midpt
4-25, 15-19, 9-23, 9-19, 6-23
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 = 2077/0-8-0 (min.0-2-7)
13 = 2089/0-8-0 (min.0-2-7)
Max Horz
2 =-171(LC 17)
Max Uplift
2 = 493(LC 12)
13 =-487(LC 13)
Max Grav
2 = 2077(LC 1)
13 = 2089(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-4566/2825, 3-4=-4270/2656,
4-5=-3342/2170, 5-6=-3269/2191,
6-7=-3110/2078, 8-9=-2930/1963,
9-10=-4477/2884, 10-11=4365/2723,
TOP CHORD
2-3=-4566/2825, 3-4=-4270/2656,
4-5=-3342/2170, 5-6=-3269/2191,
6-7=-3110/2078, 8-9=-2930/1963,
9-10=4477/2884, 10-11=-4365/2723,
11-12=-4492/2700, 12-13=-4572/2741,
7-8=-2796/1962
BOT CHORD
2-27=-2461/4174,27-34=-1998/3594,
34-35=-1998/3594, 26-35=-1998/3594,
25-26=-1998/3594, 24-25=-494/0,
23-37=-1706/3394, 20-37=-1706/3394,
20-38=-1706/3394,19-38=-1706/3394,
13-15=-2372/4150,10-19=-318/374,
23-24=0/250, 7-23=-639/1006
WEBS
3-27=4111461, 4-27=-259/603,
4-25=-769/644,15-19=-2241/4024,
12-19=-208/258, 12-15=421/381,
9-23=-1115/850, 9-19=-810/1326,
8-23=-586/966, 23-25=-1384/3353,
6-23=-472/487
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=S.Opsf; h=16ft;
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) Plates checked for a plus or minus 0 degree
rotation about its center.
5) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
6) ' 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.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 493 lb uplift at
joint 2 and 487 lb uplift at joint 13.
LOAD CASE(S)
Standard
Mien)It—anen/h tenor WA119-11RKM IEIMS 6[301HOIS igSroM{ftgliYj A[CR;wtFONlEar hre. Wtbtgar tWrzNWe,nMLst Sniporeri'IN, Wo, boar E. trek IK E. idttnn Sie!Idxe ru. Cebv kM'iu P.delrIkIp. Wr iktz
miner llws,edlk ,Nwat toobk rod Aseln:s oeweEgw.e Si.e yr;MrrE e ae t nsq Eogrq><:msnwrpr oarpm:suni yb sbgrrpa:ai47. br ae rapiersager Madask roe q+us En 1. lx tr:P e,e.pMt,>,N-f,.Nio sn1a+R Anthony T. Tombo III, P.E. eN
room rns iw emt+Nw ae q.taenaas o.er,,rc.,Ptaa,Ngtdxa•targo:,.pn,4waddaerc ar uEwae4 d ngrNewmt mqr::,arar Eog+r+ ra. r,.t; re,eq wuq rq 4tYl di wl4niq sN kM spesaiil!d i80083 aese:
Iryoasgw«[msd. wad ceoskIN WbpenrnWPithndt*bun 6gw4dSde4Nxmin plshp/Fh1NIF. a1Stu In) W_A,4451 St. Lucie Blvd. aaeriu a6NNa:edratgsn
gabneq hdprom 4raaN. taln;s Aop[gisa is 6'Ida ldNbs&sipe,nLn;.4dea 6paadgrnlBq. w;gadaN mccaenlrFn/4'l41. Fort Pierce, FL 34946 opyrighl0201R4-1 Roof
fiosses- Whooy I. W5. ill, P.L Repsdorim. of this dolumem,ineoy tin, is prohil0od wdoul Jo wrint.ii—issi. bore 4l Root Times- 46oq L Tomb Ill: P.E.
Job Truss Truss Type Oty Ply RYAN HOMES / SEASIDE V1
WRCSS1A A13A Hip 1 1
A0212043
Job Reference (optional)
Al Roof Trusses, Fort Merce, FL a4s46, deslgn(oDaltruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Mon Jan 8 12:10:08 2018 Page 1
I D: P42uXRd_Kj21 gP?afFS_28yAdrr-IGWc5GM4Sjab4mKjw44K2V BflRu7EkbTz147MgzxRED
010 7-10-9 14-11-13 22-4-0 27-8-0 34-11-12 41-9-11 50-0-0 51-0r0
1-0-0 7-1 E-1 i 7-1-5 7-4-3 I7-3-12 6-9-15
5.00 12 5x8 =
Sx8 zz
au « al 21 20
la
1 6 15
14
13
3x6 = 5x10 MT20HS= 5x10 = US = 4x8 =
4x8 =
4x8 =
3x4 II
8x10 = 6x8 =
3x4 =
Dead Load Defl. = 1Y2 in
11-4-2 22-4-0 27-8-0 30-0-033-10-0 1112 41-9-11 50-0-0 111-
2 10-11-14 5-4-02-0-0 3-10-0 1 1-1 6-9-15 Plate
Offsets (X,Y)— [2:0-0-0,0-04], [4:0-3-0,Edge), [6:0-5-12,0-2-8], [7:0-4-0,0-1-8], [9:0-3-0,Edge], [11:0-0-0,0-0-4], [13:0-3-8,0-2-12], [15:0-0-0,0-1-8], [17:0-6-0,Edge], 18:
0-4-4 0-2-8] [21:04-0 0-1-12) 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 0.73 Vert(LL) -0.53 21-23 >999 360 MT20 244/190 TCDL
10.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -1.06 21-23 >567 180 MT20HS 187/143 BCLL
0.0 ' Rep Stress Incr YES WB 0.90 Horz(CT) 0.29 11 n/a n/a BCDL
10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.46 16 >999 240 Weight: 289 lb FT = 0% LUMBER -
TOP
CHORD 2x4 SP M 30 `Except' T3:
2x4 SP No.2 BOT
CHORD 2x4 SP M 30 'Except' 85:
2x4 SP No.2, B3,66: 2x4 SP No.3 WEBS
2x4 SP No.3 *Except* W8,
W5: 2x4 SP No.2 BRACING -
TOP
CHORD Structural
wood sheathing directly applied or 2-4-4 oc purlins.
BOT
CHORD Rigid
ceiling directly applied or 2-2-0 oc bracing. Except: 10-
0-0 oc bracing: 18-20, 15-17 WEBS
1
Row at midpt 5-
21, 8-18, 13-17 MiTek
recommends that Stabilizers and required cross
bracing be installed during truss erection, in accordance
with Stabilizer Installation guide. REACTIONS. (
lb/size) 2 =
2088/0-8-0 (min.0-2-7) 11 =
2104/0-8-0 (min. 0-2-8) Max
Horz 2 =
157(LC 12) Max
Uplift 2 =-
473(LC 12) 11 =-
465(LC 13) Max
Grav 2 =
2088(LC 1) 11 =
2104(LC 1) FORCES. (
lb) Max.
Comp./Max. Ten. - All forces 250 (lb) or less except when
shown. TOP
CHORD 2-
3=-4523/2744, 3-4=-4172/2519, 4-
5=-4022/2544, 5-6=-3055/1973, 6-
7=-3071/2041, 7-8=-3413/2120, 8-
9=-4407/2695, 9-10=-4549/2671, 10-
11=-4604/2689 BOTCHORD
2-
23=-2373/4128, 23-30=-1828/3441, 22-
30=-1828/3441, 22-31=-1828/3441, 21-
31=-1828/3441, 17-18=-2133/4159, BOT
CHORD 2-
23=-2373/4128, 23-30=-1828/3441, 22-
30=-1828/3441, 22-31 =-1 828/344 1, 21-
31=-1828/3441, 17-18=-2133/4159, 11-
13=-2322/4179, 7-18=A71/920, 8-
17=-323/800 WEBS
3-
23=483/538, 5-23=-303/711, 5-
21=-931/791, 6-21=-199/382, 8-
18=-1341/941, 10-13=-421/378, 13-
17=-2202/3973, 6-18=-261/753, 18-
21 =-1 133/2762 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=16ft; 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)
All plates are MT20 plates unless otherwise indicated.
5)
Plates checked for a plus or minus 0 degree rotation
about its center. 6)
This truss has been designed for a 10.0 psf bottom chord
live load nonconcurrent with any other live loads.
7)'
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. 8)
Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 473 lb uplift at joint
2 and 465 lb uplift at joint 11. LOAD
CASE(S) Standard
11wdy-
Flew d..san rsrtr Ae'1 116;f'IRSO R3J'y ifC3AI ILYf 6:JkUl00ri E75'WII"M;Y; 2lCirifOWEkr Me. IrcRr k!qr p:mwm W reH wes a tis Inse Ee.q Onry!14S",. p de leb!y 1. fck Ik. t. iden;s Skdkhe.v- idru dnaiu Rkl a de l,ulr IAt!
ksaeMx ll sseCkesNiw dt'1Rpk:dA AssGrsD:su Egix :WSEsgm>r`, de!eriuzE grtuds !Fm!d rym sisal a:trigrrp:oC.wk4yedlk!fie! IgialnYelOt pae!, 1fl i.t kq epme Ixiiq WEi sviMkq Anthony T. Tombo III, P.E. dwdM1b7deNsc.11ry dl4 rsn ds c.M's ,d.,ngwex de 7nH4 Unifiu,kde uden df m de lIX sd Mk la:l4q<deWttll t4 rypsnldde NE tsgfieN dd Ins: sONiyEaatq, hep-sW ew nsk wikdr spasiiAiryd A—
Nl4gfis
1,
ne(
mrs;m.Illlett .,fttlklUC ni de pec rnl pregnsdtk Nild.q[¢pssd Sdeh rue I 'NS(I le:kCk 1. sb SlG wenMere/fx pmd rykxs. lNieefie!den s+Z.lYie!nidMsdd:l', a 80083
rdCri»
phMNsEsMattryw.epn4 rd Nsg pores aehsi. la tn,!Ee!:es EyrarsC:.IM k N msi Ins, Srneeh " sipa:.!
ess k.gs:quesr ai lns!t4mis;drn. alm 4451 St. Lucie Blvd. 4
px,e Icedn,.Mu. sa aludnN:ax.weRadi:mI. Fort
Pierce, FL 34046 Oppig6t97gld
A -I Iwl Getses Aeihnoy i.lango iA: p.F. Replduaiml of this dmumeot, io ooy form, is pmhidiled without the amen permissionh"A-11301 Gossac Art4ony
Job Truss Truss Type city Ply RYAN HOMES / SEASIDE V1
A0212044
WRCSSiA A14A Hip 1 1
Job Reference (optional)
Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Mon Jan 8 12:10:08 2018 Page 1
I D: P42uXRd_Kj21 gP?afFS_28yAdrr-IG Wc5G M4Sjab4mKjw44K2VBb2RudE1pTzl47MgzxRED
j-0n0 6-8-8 13-6-11 20-4-0 25-0-0 29-8-0 34-11-12 41-9-11 50-0-0 51-0 0
0-6-10-3 6-9-5 4 80 I 4-8-0 5-3-12 6-9-15 8-2-5 -0-
5x6 =
5.00 12 3x6 = 5x6 zz Dead Load Defl. = 7/16 in
12tv
0
24 31 26sz
22 21 20 1716 it)
14 3x6 =
5x6 WB= 5x12 — 5x10 = 3x4 — 3x6 = 6x8 — 4x8 =
4x8 = — —
4x6 = 8x10 = 30-
0-0 i
10.10-13 2 29-3 2
27e-0 29--0 33-10-0 34-111 12 419-11 _ 50-0-00-05-010-10-
13 0 91 652_-0'N08-2-5 0-4-
0 Plate Offsets (
X,Y)— 2:0-0-0,0-0-4], [4:0-3-0,Edge], [6:0-3-0,0-2-4], [8:0-3-0,0-1-12], 10:0-3-0,Edge], [12:0-0-0,0-04], [14:0-3-8,0-2-12], 16:0-0-0,0-1-8], [18:0-6-0,Edge], 19:0-
4-4 0-2-8] [21:0-2-8 0-2-0] LOADING(psf)
SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.
0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) -0.41 22-24 999 360 MT20 244/190 TCDL 10.
0 Lumber DOL 1.25 BC 0.91 Vert(CT) -0.83 22-24 722 180 BCLL 0.
0 * Rep Stress Incr YES WB 0.88 Horz(CT) 0.29 12 n/a n/a BCDL 10.
0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.48 17 999 240 Weight: 298 lb FT = 0 LUMBER - TOP
CHORD
2x4 SP No.2 *Except* T1: 2x4
SP M 30 BOT CHORD
2x4 SP M 30 *Except* B5: 2x4
SP No.2, B3,B6: 2x4 SP No.3 WEBS 2x4
SP No.3 *Except* W6,W10:
2x4 SP No.2 OTHERS 2x4
SP No.3 BRACING - TOP
CHORD
Structural wood
sheathing directly applied. BOT CHORD
Rigid ceiling
directly applied or 4-7-2 oc bracing. Except: 2-2-
0 oc bracing: 19-21 10-0-
0 oc bracing: 16-18 WEBS 1
Row
at midpt 5-22,
9-19, 7-22, 19-22, 7-19, 14-18 MiTek recommends
that Stabilizers and required cross bracing
be installed during truss erection, in accordance with
Stabilizer Installation guide. REACTIONS. (lb/
size) 2 = 2071/
0-8-0 (min. 0-2-7) 12 = 2081/
0-8-0 (min. 0-2-7) Max Horz
2 = 144(
LC 16) Max Uplift
2 = 465(
LC 12) 12 = 460(
LC 13) Max Grav
2 = 2071(
LC 1) 12 = 2081(
LC 1) FORCES. (lb)
Max. Comp./
Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD
2-3=-
4553/2809, 3-4=-4156/2517, 4-5=-
4077/2533, 5-6=-3196/2063, 6-7=-
2887/1989, 7-8=-3250/2162, 8-9=-
3583/2274, 9-10=-4381/2693, 10-1
1=-4468/2669,11-12=-4551/2698 BOT CHORD
2-24=-
2450/4168, 24-31=-1923/3541, 31-32=-
1923/3541, 23-32=-1923/3541, BOTCHORD 2-
24=-
2450/4168, 24-31=-1923/3541, 31-32=-
1923/3541, 23-32=-1923/3541, 22-23=-
1923/3541,21-22=-64/304, 18-19=-
2114/4067,15-16=-123/264, 14-15=-
123/264,12-14=-2331/4130, 8-19=-
612/1080, 9-18=-346/767 WEBS 3-
24=-
483/528, 5-24=-207/595, 5-22=-
8701727, 6-22=-485/881, 9-19=-
1147/799, 11-14=-413/384, 7-22=-
676/328 19-22=-1469/2876, 7-19=-
78/342, 14-18=-2233/3909 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=16ft; 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)
Plates
checked for a plus or minus 0 degree rotation about
its center. 5) This
truss has been designed for a 10.0 psf bottom chord live
load nonconcurrent with any other live loads. 6) *
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.
7) Provide
mechanical connection (by others) of truss to bearing
plate capable of withstanding 465 lb uplift at joint 2
and 460 lb uplift at joint 12. LOAD CASE(
S) Standard wr.
y-
nao Magtq a.ir. M 41 roaE=smc;s{sE r;,>[rax cewse[oumn x l slowilur-r EUEaalE euEwrar.. taar a,ip p w,mr,oc,aE mk,.m,tn„p,ip oa.y!lo:}ninrem.ir. EswN u.r.E. saran skr.ta.r.n. osi,r, as..a naNnMteo.nit itiLi amrbr #
exs sadlk allx Mlhgkk rd l./ irrsMrEgixr¢e,5µ:ah7 Fgas Mmfaarl'rgmmsaa;ege ec dM pdr:wdegkxrq rrp.:rc l hMksi dMsnik im:fniuNa MiDGnli wain-1. aqs yim,, ke'i Ne,n uibs:m Anthony T. Tombo III, P.E. r.waWsSnsfxwrhake
Mrgw'tirydhOwm,4Gea%sMkmelgMaN•tdakFknea,uMrxkddM,MlxwMkMs:ugaaaRll Mgr wdMlam MfiAl dMr,n,rd. kfl% gewtkl.enawkagsidkM spskda•a =80083 Muxy a•,yxw[
auxm.vax: seMkikloesNMpaaa;wNwren,anrnEsdsq uwnaa:nse,p E.sNrnwsaa.z da Nix .d pma<s. rnresw:M.yasa.nk,ama,dxkasa:s pa. r,n, kys ypaa a:i„:rawa.aks, 4451 St. Lucie Blvd. rtlnwly aEmNNs;xoat
gras p.awrarekal ismes hakN. teiass Rs:a(gaar isnrMtriloghesipa.a Less StMn Erywa#yNNlq. Sg aiatlLN n,a; mersMMkiM1I. FOR Pierce, FL 34946 Copyright D 1418
A i foal Lusses-6aihony i. iamho 0l; P.F. Reproluniaa nt this do[umeat, in any torm,is prohihitelwithamlhn wrinzn permission Lom A I izol6usszs-itathony i.Innha111: P.E.
Job Truss Truss Type my Ply HOMES / SEASIDE V1
WRCSS1A A15A Roof Special 1 1
RYAN
A0212045
Job Reference (optional)
Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8-120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Mon Jan 8 12:10:09 2018 Page 1
I D: P42uXRd_Kj21 gP?afFS_28yAdrr-mT4_JcMjD 1 iSiwuwUnbZajkowgGezAfdCyphvHzxREC
j 010 6-6-6 12-9-11 19-0-0 23-9-1324r5r1328-10 4 31-8-0 35-0-0 41-9-11 50-0-0 51-Or0
1-04] 6-3-4 6-2-5 4-9-13 0-8-0 4-4-7 2-9-12 3-4-0 6-9-11 8-2-5
5x8 =
5.00 12 5x6 =
5x8 II 3x4 11 5x8 II
3x6 = 4x6 =
3x8 = 4x8 = S19
V
x10 =
3x6 = 4x6 =
4x6 = 3x4
11 5x6
I I 5x10 =
7-
1 19-0-0 24-5-13 28-10-4 3p-0 033-10-03 -0rS 041-9-11 7-
1 9-d-15 5-5-13 d-d_7 1-1_ 9 '3_1 n_n -9_ R_O_11 LOADING(
psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL
20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) 0.20 25-27 999 360 TCDL
10.0 Lumber DOL 1.25 BC 0.74 Vert(CT) 0.42 25-27 990 180 BCLL
0.0 Rep Stress Incr YES WB 0.97 Horz(CT) 0.06 18 n/a n/a BCDL
10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.16 27-30 999 240 LUMBER -
TOP
CHORD 2x4 SP No.2 BOT
CHORD 2x4 SP No.2 'Except' B1:
2x4 SP M 30, B6,B3: 2x4 SP No.3 WEBS
2x4 SP No.3 BRACING -
TOP
CHORD Structural
wood sheathing directly applied or 3-0-2 oc puriins.
BOT
CHORD Rigid
ceiling directly applied or 6-0-0 oc bracing. Except: 3-
3-0 oc bracing: 18-20 10-
0-0 oc bracing: 21-23 WEBS
1
Row at midpt 5-25, 10-20 MiTek
recommends that Stabilizers and required cross
bracing be installed during truss erection, In accordance
with Stabilizer Installation guide. REACTIONS.
lb/size) 2 =
1308/0-8-0 (min.0-1-9) 18 =
2564/0-3-8 (min. 0-3-0) 14 =
295/0-8-0 (min. 0-1-8) Max
Horz 2 =
135(LC 12) Max
Uplift 2 =
339(LC 12) 18 =
488(LC 8) 14 =
153(LC 13) Max
Grav 2 =
1323(LC 23) 18 =
2564(LC 1) 14 =
378(LC 24) FORCES. (
lb) Max.
Comp./Max. Ten. - All forces 250 (lb) or less except when
shown. TOP
CHORD 2-
3=-2663/1638, 3-4=-2354/1437, 4-
5=-2221/1450, 5-6=-1391/965, 6-
7=-1214/961, 7-8=-994/834, 8-
9=-482/446, 9-10=-481/443, 10-
11=-390/1097, 11-12=-539/1147, 12-
13=-554/1005, 13-14=-183/418 BOT
CHORD 2-
27=-1 367/2423, 27-34=-888/181 5, 34-
35=-888/1815,26-35=-888/1815, BOT
CHORD 2-
27=-1367/2423, 27-34=-888/1815, LOAD CASE(S) 34-
35=-888/1815,26-35=-888/1815, Standard 25-
26=-888/1815,25-36=-206/931, 36-
37=-206/931, 24-37=-206/931, 21-
38=-211 /424, 38-39=-211 /424, 20-
39=-211/424, 14-16=-351/165, 18-
20=-2495/1546, 11-20=-317/381 WEBS
3-
27=-417/468, 5-27=-251/612, 5-
25=-793/674, 6-25=-63/268, 7-
25=-338/577, 7-24=-286/123, 13-
16=0/351,10-21=-740/1353, 10-
20=-1992/1056, 21-24=-186/924, 8-
21=-813/577, 16-20=-306/162, 13-
20=-976/768 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=16ft; 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)
Plates checked for a plus or minus 0 degree rotation
about its center. 5)
This truss has been designed for a 10.0 psf bottom chord
live load nonconcurrent with any other live loads.
6)'
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. 7)
Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 339 lb uplift at joint
2, 488 lb uplift at joint 18 and 153 lb uplift at joint 14.
Dead
Load Defl. = 3/16 in 4x6 =
PLATES
GRIP MT20
244/190 Weight:
317 lb FT = 0% car-
n.u0wdlrearn Lua,'IIS3( 1y6f[3AiI;W6:9YGnri(7IDMt,WlrurGiil@iYlrMnir. krpKwMviralMsntitrest0,ipdryfiWMrrMp[.In4n,ri-4enaS--.kw, .Ektsdx.f uW.6,TV1,1( Ikiea[
x jWssYAkrw i#k'OCgked:{-k.Irea DER bpw 'eSW*['Fe'lle rlxerla. qee ms®rcepa[ilk F*WMI WOOMI krmdn f.TIMWre. rn -I.r -p "- ical...uw a,;nrvy Anthony T. Tombo 111, P.E. mi-aeT.-k' n qiq.'W0'46,1—,.eo.er: .*w ym 4.1W.,o.'.,airw daMn 6,1KWNbw*1 , M1 rs qrp ilan,m.ra.rhen aaer.t:ha kdo,, i ep aia>eak. -si4 re, ,h.ara z 60083 ik GAl'.iasip.m[w.x ru,n se,ah me s'k pulr:, ed p. u. ax,.kiw.r[ryr.,+isa,qlr,,.,n..avlr[aaarHrnwsas.r e. apr air rnl Hawser„q.e,uMtm a.„are..>p.;.,k„or.q.:yerml,tt ursm:M.: erPs, ramdMr:anonrneeeq.a
tiPnt l:al pro. pease? In h,s M., Eq—is r1lik 4aap.,.hn,.ra.hp..0." Who, 445: St. Lucie Blvd. 3.:ry.aNma, aersddmlarlsl. F44 Pierce,Lucie 34v46 P)
ryht9
N14
A-1 hot flosses- A.rh..y L tanh. III, P.E. tePredmi..olthis da.me.t, imy W., is P'Aihhed whhootthemine. iemiWa.homA-I toot 6.stes Axri..y t.lanh.'lI: P.E.
Job Truss Truss Type Oty Ply RYAN HOMES / SEASIDE Vl
A0212046
WRCSS1A A16A Roof Special 1 1
Job Reference (optional)
Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Mon Jan 8 12:10:10 2018 Page 1
I D:P42uXRd_Kj21 g P?afFS_28yAd rr-EfeNWyN L_LgJK4T62V6o7wHxeEZlid PmRr-ZERjzxREB
j11 8-6-13 17-0-0 25-9-13 26r5r13 33$-0 35-0 0 41-9-11 50-0-0 51-0 0
1-0 8-6-13 8-5-3 8-9-13 0.8-0 7-2-3 -4 6-9-11 8-2-5 1-0
5.00 F12 5x6 =
5x6 =
5x8 II 5x8 113x4 11
Zo Z» LJ 11 17
ro 11
4x6 —
2x4 II 3x6 = 2x4 II
3x6 = 4x6 = 4x6 =
504 = 2x4 11
3x8 MT20HS I I
2x4 11
5x10 =
5x10 =
8-6-13 17-0-0
LOADING20 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud
TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) 0.17 26-29 999 360
TCDL 10.0 Lumber COL 1.25 BC 0.94 Vert(CT) 0.39 26-29 999 180
BCLL 0.0 Rep Stress Incr YES WB 1.00 Horz(CT) 0.06 16 n/a n/a
BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.23 26-29 999 240
LUMBER -
TOP CHORD 2x4 SP No.2 'Except'
T3: 2x4 SP M 30
BOT CHORD 2x4 SP No.2 `Except'
B5: 2x4 SP No.3
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied.
BOT CHORD
Rigid ceiling directly applied or 2-2-0 oc bracing. Except:
3-0-0 oc bracing: 16-18
WEBS
1 Row at midpt
3-24, 8-22, 8-18
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. lb/size)
2 = 1290/0-8-0 (min. 0-1-8)
16 = 2622/0-3-8 (min. 0-3-2)
12 = 254/0-8-0 (min. 0-1-8)
Max Horz
2 = 122(LC 12)
Max Uplift
2 = 329(LC 12)
16 = 518(LC 9)
12 = 151(LC 13)
Max Grav
2 = 1290(LC 1)
16 = 2622(LC 1)
12 = 333(LC 24)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-2505/1541, 3-4=-1556/1003,
4-5=-1450/1032, 5-6=-1340/1046,
6-7=-801/678, 7-8=-763/636,
8-9=-429/1212,9-10=-542/1267,
10-11=-557/1126,11-12=-83/447
BOT CHORD
2-26=-1251/2260, 25-26=-1251/2260,
24-25=-125112260, 19-22=-670/661,
19-33=-670/661, 33-34=-670/661,
BOT CHORD
2-26=-1251/2260, 25-26=-1251/2260,
24-25=-1251/2260, 19-22=-670/661,
19-33=-670/661,33-34=-670/661,
18-34=-670/661, 12-14=-378/164,
16-18=-2554/1531,9-18=-227/292
WEBS
3-26=0/364, 3-24=-999/796, 5-24=0/263,
22-23=0/379, 7-22=-430/383,
11-18=-9911771, 11-14=0/357,
8-22=-1019/1880,8-18=-1971/1060,
6-24=-412/658, 14-18=-3111116,
22-24=-213/815, 6-22=-688/366
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=16ft;
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) All plates are MT20 plates unless otherwise
indicated.
5) Plates checked for a plus or minus 0 degree
rotation about its center.
6) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
7) . 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.
8) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 329 lb uplift at
joint 2, 518 lb uplift at joint 16 and 151 lb uplift at joint
12.
LOAD CASE(S)
Standard
Dead Load Defl. = 3116 in
PLATES GRIP
MT20 244/190
MT20HS 187/143
Weight: 296 lb FT = 0%
th.,
wi-rs«ana.qsy«M..WAI a,I WipD-wince.mn,ea«q1.t«km,r[.1aa«,rxeaae.ss.arh sara.,. mac«erree,wr
wt,zr eda::eeoeee hn oehkeaalsetrrsoesipryiasa{ie,Sp;eR1.p«eIk n«1R£igrtudt«a:gsnadMpue:sxulfieryrnpudikrbgsksiadhesh}k(;1gnm«n rooita:1n1ckp.-P., W., tai«.:: 001 Anthony T.TomboIII,P.E.
sedlM t«.,uat« he eq«,minad4n..a ke..d,.d.m«gaeau.ufego,a «aaaa,o4a.ix«e hai uwirt«erni rkE" awMoogWi u edfkl;ns:.dswre«d.y rw.a:m.aarr gssdklies snlard z 80083
h.k:iMrD•s ter«e(eaea«. tYeaes sr.Mhlk igC«the p«knMpweluesdY.MlEq 6¢penlsdehNx.am!NYgd6kthlrlWSiGnidaw/tr rysd piim;c iRldfnnke asl«shtlun alkhsdlkl.., 69pa,.ms Mq+:yme«ilre«a.6m 445; St. Lucie Blvd.
Mayne eekdNsi«baogad gnhwih«1!dl pro«htarei. tee lnss ksw EyaaisFlM klnwiD<sipa,aL«s Srsha Egma d«T r,alq. sd;geaeN h,x; ae nddmlh7rL Fort Pierce, FL 34946
oprdghl97Qld A-1 Pool Losses-Aelhoey L imho III;?,[, Replodunin of this doru w, imy fora, is pohihBed widioul The wsine. pemissioe1'.A-1 Roof Lasses-AathooyLlonha.Il; p.F.
Job Truss Truss Type Oty Ply RYAN HOMES / SEASIDE V1
A0212047
WRCSS1A A17A Roof Special 1 1
Job Reference o tional
Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Mon Jan t5 12:10:11 2018 Page 1
I D:P42uXRd_Kj21 gP?afFS_28yAdrr-irClklOzley9xE21 bCd 1 g8p6Sex9R4hwgG Inz9zxREA
0 7-4-10 15-0-0 20-8-11 27-9-13 2 5 13 35-8-0 41-9-11 50-0-0 5100
0 7-4-10 7-7-6 5-8-11 7-1-2 0-8-0 7-2-3 6-1-11 8-2-5 -0-
5.00 12 5x8
3x6 IISx6 — 3x8 = 5x6 = 3x6 =
Dead Load Defl. = 3/16 in
26 2511 "" 23 22 18 17 - 15
2x4 II 3x6 = 4z6 =
5x10 = Sz10 =
3x6 = 4x6 =
4x6 =
4x6 = U4 11
3x8 = 3x8 MT20HS I I
5-0-0
0 10 15-0-0 20-8-1I 27-9-13 30-0-0 33-100 3A-tts8 41-9-11 _ 50-0-0
7-7-0 5-8-11 7-1-2 2-2-3 3-10-0 -1 6 9 11 s 8 2 5
0-0-8
Plate Offsets (X Y)— [4:0-3-0 Edge] [5:0-3-00-2-4] [770-3-0 0-2-4] [10:0-3-00-2-4] [19 0-4-4 0-2-8] [20:0-4-4 0-2-81 LOADING(psf)
SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.
0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) -0.13 25-26 >999 360 MT20 244/190 TCDL 10.
0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.31 25-26 >999 180 MT20HS 187/143 BCLL 0.
0 Rep Stress Incr YES WB 1.00 Horz(CT) 0.08 17 n/a n/a BCDL 10.
0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.16 26-29 >999 240 Weight: 290 Ito FT = 0% LUMBER - TOP
CHORD
2x4 SP No.2 BOT CHORD
2x4 SP No.2 *Except* B3,B6:
2x4 SP No.3 WEBS 2x4
SP No.3 BRACING - TOP
CHORD
Structural wood
sheathing directly applied. BOT CHORD
Rigid ceiling
directly applied or 4-11-4 oc bracing. Except: 3-
0-
0 oc bracing: 17-19 10-0-
0 oc bracing: 20-22 WEBS 1
Row
at midpt 3-25,
8-19, 6-20 MiTek recommends
that Stabilizers and required cross bracing
be installed during truss erection, in accordance with
Stabilizer Installation guide. 3 REACTIONS. (
lb/
size) LUMBER - TOP
CHORD
2x4 SP No.2 BOT CHORD
2x4 SP No.2 *Except* B3,B6:
2x4 SP No.3 WEBS 2x4
SP No.3 BRACING - TOP
CHORD
Structural wood
sheathing directly applied. BOT CHORD
Rigid ceiling
directly applied or 4-11-4 oc bracing. Except: 3-
0-
0 oc bracing: 17-19 10-0-
0 oc bracing: 20-22 WEBS 1
Row
at midpt 3-25,
8-19, 6-20 MiTek recommends
that Stabilizers and required cross bracing
be installed during truss erection, in accordance with
Stabilizer Installation guide. 3 REACTIONS. (
lb/
size) 2 = 1295/
0-8-0 (min. 0-1-9) 17 = 2638/
0-3-8 (min. 0-3-2) 13 = 256/
0-8-0 (min. 0-1-8) Max Horz
2 = 108(
LC 12) Max Uplift
2 = 312(
LC 12) 17 = 576(
LC 8) 13 = 169(
LC 13) Max Grav
2 = 1302(
LC 23) 17 = 2638(
LC 1) 13 = 320(
LC 24) FORCES. (lb)
Max. Comp./
Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD
2-3=-
2622/1566, 3-4=-1774/1082, 4-5=-
1676/1109, 5-6=-1553/1110, 6-7=-
728/540, 7-8=-782/558, 8-9=-
460/1124, 9-10=-451/1111. 10-11=-
562/1238, 11-12=-577/1146, 12-13=-
104/604 BOT CHORD
2-26=-
1293/2379, 25-26=-1293/2379, BOT CHORD
2-26=-
129312379, 25-26=-1293/2379, 24-25=-
541/1402,24-33=-541/1402, 23-33=-
541/1402,19-20=-18/592, 13-15=-
5231178,17-19=-2570/1516, 9-19=-
868/599 WEBS 3-
26=
0/325, 3-25=-897/712, 5-25=-
83/376, 8-19=-2121/1150, 12-19=-
1006/778,12-15=0/354, 8-20=-
354/889, 6-20=-862/593, 15-19=-
445/146, 20-23=-513/1356 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=16ft; 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)
All
plates are MT20 plates unless otherwise indicated. 5)
Plates
checked for a plus or minus 0 degree rotation about
its center. 6) This
truss has been designed for a 10.0 psf bottom chord live
load nonconcurrent with any other live loads. 7) *
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.
8) Provide
mechanical connection (by others) of truss to bearing
plate capable of withstanding 312 lb uplift at joint 2,
576 lb uplift at joint 17 and 169 lb uplift at joint 13. LOAD
CASE(
S) Standard nor
finetluaHirrc.
n4u'1119;"4:t3'S(1(:5(C3111,71IS6(Jxdll_gS;7S•OY 'Wr:Yji(ti"ti.EAilLkP bre. Rnryhnp (amaa, ai•eM ahtasrc lRn Ce dGry!10.";dnr srhq 1. twk R_r. taanrt lieYtfir paau akntiia radeRel. Mr a.1,
R„nawprn:: (K.ot«n'ceak,a( o,cirn:aup.tga,aae.fi:ah(mail.n:aaaMnoEq,nm,aa.q.,aapac:caai a,yrrp.:a a,(an<xs p0nl. 1k..snl.:cgrreon,102W"Wn(rap ..p.;Wt.,adan,., .y AnthonyT. Tombo111, P.E. O as.xdrn ,,,
n, mf tadaa 1, a r ,WrN f1k o.,d,aG .AvEd 9w, V ht k0d,Un:Pn,a nt na.dan<Kit W w tk w,l.46"a4M rn1. = 80083 nsbimqDslpraitatrstlm. wan aw:
IN edaoe:r,gataai I.- exan:m—k,a 4451 St. LucieBlvd. enc.rsrMW( . Catn spec
gn t.,#q h,al alas n,.W 5.1a.s ke pfq-hV-1 ne Mi8iq 6esipn ains,4sbEq- dal W. N geaeaaa. a, a tdMa'fiTl Fort Pierce, FL 34946 oPy,ight 9201641 Iaaf
Buss! Ao600y T. lambo 111, P.E. Rtpsaauaix of this aocam cio ny for.,isp,Al'ata vthuu(±he,erin. permission firm A I loot Imm- Othooy 1. lamb. af: P.I.
4
Job Truss Truss Type Oty Ply RYAN HOMES / SEASIDE V1
A0212048
WRCSS1A A18A Roof Special 1 1
Job Reference (optional)
Al Roof Trusses, Fort Pierce, FL 34946, design@al truss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Mon Jan 8 12:10:12 2018 Page 1
ID:P42uXRd_Kj2lgP?afFS_28yAdrr-A2m7xePbWy40ZOdV9w8GCLMJZ2G4AY23uw2LVbzxRE9
30-5-13
it-0-p 7-7-12 13-0-0 22-M i 27-6-0 29-9-13 35-0-0 37-8-0 1 43-2-8 i 50-0-0 Ss11110
7-7-12 5 4-5 9-0-0 56-0 2-3-13 4{-3 2 8-0 5 6-8
0-8-0
5x8 = 5x8 =
3x6 = 3x6 = 3x4 11 5x6 = 3z4 11 5x8 =
5.00 12 4 S 7 R .,.
Dead Load Defl. = 1/4 in
29 28 27
26 25 23 22 19 18 17
16
15
2x4 11 3x6 = 4x8 = 6x10 = 2x4 II
4x6 = 3x6 =
3z4 11
3x8 MT20HS II 3x6 = 4x6 =
Sx10 = 3x8 =
2x4 II
2x4 11
50-0-0
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 0.84 Vert(LL) 0.18 26-28 999 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.88 Vert(CT) 0.42 26-28 989 180 MT20HS 187/143
BCLL 0.0 * Rep Stress Incr YES WB 0.93 Horz(CT) 0.07 18 n/a n/a
BCDL 10.0 Code FBC2017rrPI2014 Matrix -MS Wind(LL) 0.18 29-33 999 240 Weight: 286 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2 *Except*
T2: 2x4 SP M 30
BOT CHORD 2x4 SP No.2 *Except*
B3,B6: 2x4 SP No.3
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-2-0 oc
purlins.
BOTCHORD
Rigid ceiling directly applied or 4-11-3 oc bracing.
Except:
2-11-0 oc bracing: 18-20
WEBS
1 Row at midpt 4-26, 9-20
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 = 1263/0-8-0 (min. 0-1-8)
18 = 2712/0-3-8 (min.0-3-3)
13 = 191/0-8-0 (min. 0-1-8)
Max Horz
2 = 95(LC 12)
Max Uplift
2 = 297(LC 12)
18 = 634(LC 8)
13 = 156(LC 13)
Max Grav
2 = 1277(LC 23)
18 = 2712(LC 1)
13 = 245(LC 24)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-2518/1488, 3-4=-1897/1188,
4-5=-1452/1007, 5-6=-729/496,
6-7=-729/496, 7-8=-732/493,
8-9=-734/493, 9-10=-761/1629,
10-11=-760/1631, 11-12=-383/990,
12-13=-112/637
BOT CHORD
2-29=-1207/2258, 28-29=-1207/2258,
BOT CHORD
2-29=-1207/2258, 28-29=-1207/2258, LOAD CASE(S)
27-28=-749/1700, 26-27=-749/1700, Standard
21-24=-208/316, 20-21=-208/316,
16-17=-5591172, 15-16=-559/172,
13-15=-559/172, 18-20=-2670/1510,
10-20=-296/233
WEBS
3-29=0/259, 3-28=-662/544,
4-28=-189/537, 4-26=-338/183,
24-26=-515/1481, 11-20=-1457/923,
9-20=-2020/1146, 24-30=-664/1361,
9-30=-661/1393, 5-24=-966/660,
11-17=-4471690, 17-20=-822/696,
12-17=-732/569. 12-15=0/288
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=S.Opsf; h=16ft;
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) All plates are MT20 plates unless otherwise
indicated.
5) Plates checked for a plus or minus 0 degree
rotation about its center.
6) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
7) * 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.
8) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 297 lb upliftlat
joint 2, 634 lb uplift at joint 18 and 156 lb uplift at joint
13.
adq fleet MrneNravnlie"LI1g:`11F.3;k;1Er'1gl[9A1 I',WS a:i.mY2Bs:'DS10Yi'W;rj i([41 :ED6YiBr Ne.INtavp lcm'-Int e1rni.%, n A, i.. hvip Da iqwwfkIAhri.i-WIF;ri_hf—sin`Idree— W, Aetna Md a he Its, ah
Ikt,ice.eM[hh; sidlknNix tlt-DCYN rdd sselrrs Wsip tya a-eSp:aW hpn..a<sedw.S iDa iepe:Ms.n;erbt d6e pde.dael ageery e;rn:dkn ietri kdpdtle seer belNa Ye I"w imI f. kqe epn,, i.ia1 NNr. sdYu:n Anthony T. Tombo Ill, P.E. dnedhe sbnr hi" ii tle mpat.lat dtle 6*n., Y D*ee eAn nq.!a. 4digDs pa.Y ndeddh n'tl tl[ ilie ixd'aditlq idsdr%-L ik gpaMdhe lDDal pfrd dtlelms, ddNigkril'aD, Mep nsidxAw ni Yaq stalkb sp•.iNYrd ? 80083
M Li%y Dsipn ae (e.eda. AD Mnsr 56ulkiDC a(dx paM. Ipledhesd he bi.+if a,7orels hh iris I ttSDr 16,k11 i%WSIGnid NW pmrd pNeaa i%Itefues tle rzgnsianes nl..tdl.hr..o•dpn,l ns k:ip hDheerw inu Ywfedau. rdns 4451 St. Lucie Blvd.
Aa*ha MmNhe;aoM.pnd erartvimq hdl pola hnleN lie 1.1,B..[.I—i, hl he 6iYltg Daipa a'e 1 Srdea hf— dory Po:%iq. Ykgftf fax; am ddial Y i%1. Fort Pierce, FL 34946
CopyrightD 7QIA A -I RBA inses Arihoayi.10mho1101. Repmionioaol this donee is uyform, is prohihOed xYwdmwrinea pemissian fro.A-1 Roof Imes- Aathooy f. lomho ill: H.
Job Truss Truss Type aty Ply HOMES / SEASIDE v1
A0212049
WRCSS1A A19A Roof Special 1 1
RYAN
Job Reference (optional)
Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Mon Jan 8 12:10:12 2018 Page 1
ID:P42uXRd_Kj2lgP?afFS_28yAdrr-A2m7xePbWy4OZOdV9w8GCLMKC2lwAXN3uw2LVbzxRE9
35-0-0
11-0-0 20-0-0 27-6-0 31-9-13 32r5i13 39-6-0 42-3-12 50-0-0
1-0-b 6-10-1 4-1-15 + 9-0 0 7-6-0 4-3-13 -8 2-62 2-7-12 7-8-0 -0
5x6 =
5.00 F12
5x8 =
3x8 = 3x6 = 3x4 II 5x6 = 3x4 11 5x8 =
Dead Load Defl. = 318 in
25
24
23 22
21 18 17 16 15
Sx10 =
5x10 = 4x6
3x8 = —
3z6
4x6 = =
3x4 II
3x6 = 4x6 =
3x8 MT20HS I I 4x8 =
33-10-0
50-M
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) 0.28 25-29 999 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.76 Vert(CT) 0.63 25-29 662 180 MT20HS 187/143
11 0.0 Rep Stress Incr YES WB 0.97 Horz(CT) 0.06 17 n/a n/a
BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.20 25-29 999 240 Weight: 271 lb FT = 0
LUMBER -
TOP CHORD 2x4 SP No.2 *Except*
T2: 2x4 SP M 30
BOT CHORD 2x4 SP No.2 *Except*
B1: 2x4 SP M 30, 133,136: 2x4 SP No.3
WEBS 2x4 SP No.3 *Except*
W6: 2x4 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-2-14 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 5-9-4 oc bracing. Except:
2-10-0 oc bracing: 17-19
10-0-0 oc bracing: 20-22
WEBS
1 Row at midpt 5-25, 5-20
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. lb/size)
2 = 1281/0-8-0 (min. 0-1-8)
17 = 2692/0-3-8 (min. 0-3-3)
13 = 220/0-8-0 (min. 0-1-8)
Max Horz
2 = 81(LC 12)
Max Uplift
2 = 304(LC 8)
17 = 647(LC 8)
13 = 159(LC 13)
Max Grav
2 = 1288(LC 23)
17 = 2692(LC 1)
13 = 256(LC 24)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-2511/1530, 3-4=-2149/1293,
4-5=-1946/1250, 5-6=-1008/637,
6-7=-1008/637, 7-8=-1008/626,
8-9=-962/599, 9-10=-907/1895,
10-11=-889/1882,11-12=-1581726,
12-13=-96/652
BOT CHORD
2-25=-1259/2281,24-25=-911/1953,
BOT CHORD
2-25=-1259/2281, 24-25=-911/1953,
23-24=-911/1953, 19-20=-881/672,
13-15=-564/180, 20-22=0/253,
7-20=-305/296, 17-19=-2679/1483,
10-19=-373/298
WEBS
3-25=-413/441, 4-25=-159/524,
5-20=-1073/700, 20-26=-1117/2201,
9-26=-1179/2313, 11-19=-1633/932,
11-15=-388/645, 12-15=-445/457,
9-19=-1688/953, 20-23=-855/1868,
15-19=-516/436
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=16ft;
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) All plates are MT20 plates unless otherwise
indicated.
5) Plates checked for a plus or minus 0 degree
rotation about its center.
6) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
7)' 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.
8) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 304 lb uplift at
joint 2, 647 lb uplift at joint 17 and 159 lb uplift at joint
13.
LOAD CASE(S)
Standard
endq-noun««g qa»..;t•a.im.;t?!e!s;s<;0^.ste:eltiro!sa;nzwnun:as=ow,^ur.-xixre;,rinsutrr,e.utga,y,w:wr w,.l,d,,.a,1,.,,a,g.on.hPce;.dgtem+gtinhu,r.td n;,shnmx..,,.n„d,.,trddna,l,s.nx
IAteRlanMt r4n, ssUk,s Mot iggnh+dd_ Ic, trrs Cesa Eger 'e-Sp:utl hgi de rd usrs lr5 gresurs r,cgesx dnenm soul ap,n•ut nspe:dAhM t hsydffie sogit! .Inayn lgg pee ini r asq, „ a_pei q dG s,dbiam Anthony T. Tombo 111, P.E. Zt e.udCn sM en hitlz,' M ,p,uNrdn, tlm,Y ff',d1nrz ,gne n•Wlwt gnigee,une u,krldn,M n. pl nit M.el Szltignk a!!nl ib gp,nldnt lClai nl fWi t'M lmt,sdiug wlag, age d,lada ne kna rid hk .pesi,iRrd
Ih 4Jfpgsgerad(uk,dn tYaM,a,d.l@igGWne peones nlrywise else hidxrtrm7eeeel Sd[h ldM e„plli/d5dnlhl.'alSCJ eeiAe .!lM dpan:,. lniidnesnr nsrusiYlnesniklitsdlk L,.. gesq,n,.rt,s gt!viap W lm,Yn h;lna: W., `
80083
an—!atmdh,i,mon,q ,p'e riroxh Wt tiees n+d+N. lnir,, 6tip Egmeis hlM M!4ug0evgen,a Ln. k,sn Etp,e!d ,Nllor. tllapdcd ass nen Coml s7M1i.
44Si St. , IFL Blvd.
Fort Pierce, FL 34946
ogyrigM'7 201661 Fool Brtt!s-Anthony i.lam9a 10, P.E. Reo,dunin at this dommeal, is any form, it gtohililzi wBham!hn wrinen yermituoo hen 4d leaf fi,tsat-kuthony i.lamha 311; P,E.
Job Truss Truss Type City HOMES / SEASIDE v1
A0212050
WRCSS1A A20A Roof Special 1 Fy 1
RYAN
Job Reference (optional)
Al Roof Trusses, Fort Pierce, FL 34946, design@a1truss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Mon Jan 8 12:10:13 2018 Page 1
I D;P42uXRd_Kj21 gP?afFS_28yAdrr-eEJV9zPDHGCtBYChjdfVlZvTpSduvl?C7anu22zxRE8
31-10-0 35-0-0
15-5-2 21-8-9 27$-0 12910- 34-5-13 41-8-0 50-0-0 51-0
9-0-0 6-5-2 6-3-6 5-9-8 2-4-3 -11-1 2-7-13 8-4-0 -0
0-6-3
5x8 =
5.00 12
3x411 3116= 3x4.11
2x4 11 3x6 = 3x8 =
5x8 = 5x6 =
9 10 5x8 =
Dead Load Defl. = 1/4 in
28 27 26 25 24 22 21 18 17 16
15
2x4 II 5x6 = 5x10 =
5x14 = 4x6 =
4x6 = 3xfi = 3x4 11
3xfi = 4x6 =
3xfi I
3x8 2x4 II
2x4 II
27-6-0 30-0-0, 33-10-0
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud
TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) 0.24 25-26 999 360
TCDL 10.0 Lumber DOL 1.25 BC 0.78 Vert(CT) 0.50 25-26 844 180
BCLL 0.0 ' Rep Stress Incr YES WB 0.82 Horz(CT) 0.12 13 n/a n/a
BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.29 28-31 999 240
LUMBER -
TOP CHORD 2x4 SP No.2 `Except*
T1: 2x4 SP M 31
BOT CHORD 2x4 SP No.2 *Except*
B1: 2x4 SP M 30, B3,B6: 2x4 SP No.3
WEBS 2x4 SP No.3 *Except*
W3: 2x4 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied.
BOT CHORD
Rigid ceiling directly applied or 4-9-5 oc bracing. Except:
3-6-0 oc bracing: 17-19
WEBS
1 Row at midpt 8-19
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, m
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 = 1438/0-8-0 (min. 0-1-11)
17 = 2130/0-3-8 (min. 0-2-8)
13 = 598/0-8-0 (min.0-1-8)
Max Horz
2 = 81(LC 12)
Max Uplift
2 = 429(LC 12)
17 = 436(LC 12)
13 = 198(LC 13)
Max Grav
2 = 1438(LC 1)
17 = 2130(LC 1)
13 = 627(LC 24)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-2805/1592, 3-4=-3137/1905,
4-5=-3137/1905, 5-6=-3137/1905,
6-7=-2721/1555, 7-8=-2755/1558,
10-11=-81/304, 11-12=-65/320,
12-13=-784/407
BOT CHORD
2-28=-1276/2502, 27-28=-1276/2511,
26-27=-1276/2511, 25-26=-1506/2967,
20-23=-872/1946,19-20=-872/1946,
BOT CHORD
2-28=-1276/2502, 27-28=-1276/2511,
26-27=-1276/2511, 25-26=-1506/2967,
20-23=-872/1946, 19-20=-872/1946,
13-15=-205/646, 17-19=-2068/1242,
11-19=-307/271
WEBS
3-28=0/352, 3-26=-388/728,
4-26=-379/342, 6-25=-364/291,
6-23=-301/273,12-15=0/276,
8-23=-617/1270, 10-19=-367/142,
8-19=-2425/1358, 23-25=-1357/2821,
12-19=-889/573. 15-19=-279/706
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=S.Opsf; h=16ft;
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) Plates checked for a plus or minus 0 degree
rotation about its center.
5) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
6)' 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 429 lb uplift at
joint 2, 436 lb uplift at joint 17 and 198 lb uplift at joint
13.
LOAD CASE(S)
Standard
PLATES GRIP
MT20 244/190
Weight: 265 lb FT = 0
rw:p-x„ m as rr», 0.11 roar fmca k r. mead f un s vmnen; mad u r uer,ifowfBr r.. rwh w+wr m rm we,.s, I.—h5ponry1re m & ISM"]. iwee M: r . k(- Skw ra.r m hks: *w.iw'Wd. a me..4
wtiin.mw wss ek eM Br iBCtek rdd lsetrws Bev. Egww i:,Sre:wyfpi.e?aMSMwr; ff6 rprtsds.mphxetMrymsw.l np„np r-rm:dtkiw Ar hsyadik swrYi wadw(oo it we Bmi f w.ye paw=. hdar ndGnes, swmo Anthony T. Tombo lit, P.E.
m.ua rc iwssM wnkp es rsps.xkrak ow.., d, n..w wea:,ep,cwmwnr Bes..w,.,kwa.nem aearrcmskum.wpmemn'f_rk pryrd Aht roem.r Bdi do r.0 batpkwtiq srq WMwe. bwy sM k4 espnnBafO -80083
k,uwosT a; (wfruw Bnwns sd wo»mlBemm pad Ipz wnd kk 1p(M-1sa W. q Clsom'm It 19 W SYA—d. a fw F.0 pihwe. Its) wrwn eon rn bRe m OlRi4 k1r., Nip-,(wss hip*—m i1nn MwhMw,wk, 445t St. Lucie Blvd.
nlw.In.hw/N e:mwtgmeprk xtnp W, dlpties ne IrN lk lrrt Rsor.Epmxis Mftkk'.Uiy ksi(aw,w Lnu Sesxw Fpkw xmkunr ui rpniaw ww; wen Bd nebrns. Fort Pierce, EL 34946
Copyridbt±]2QI6AIRaaf fosses-Arthonyt.lombo1101. Repad mia of this doromeai: iaooy form, is probl'aed xabomthe writkn pemissin from A -I Rawl Lasses Amkoeyl,la.bolflP.l.
Job Truss Truss Type city Ply RYAN HOMES / SEASIDE V1
WRCSS1A A21AG ROOF SPECIAL GIRDER 1 2A0212051JobReference(optional)
At Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Mon Jan 8 12:10:15 2018 Page 1
ID:P42uXRd_Kj21 gP?afFS28yAdrr-bdRGZfRTotSbOrM3g2izq_gHFLHNuOVauG?6wzxRE6
33-10_5 35-7-4
ii-0-0 5-11-10 9-4-0 11-8-017-1-9 22-7-3 28-0-12 31--231 1p-0 35-0-p 39-2-0 43-820 50-0-0 $ -O f
Oki 5-11-10 3-0-6 2-0-0 5-5-9 5-5 3-3-6 0- - 4 -2 3-7-0 4-5-12 6-4-0 -0- 2-
0-0 0-7-4 5.
00 F12 5x6 =
s.
a 3x6 =
5x8 =
7x14 MT20HS= 31
30 29 42 43 28
44
45 27 26 2x4 II 22 21 46 20 47 19 "fh Dead
Load Defl. = 1/4 in 4x6 =
4x8
5x6 =
6x6 =
6x10 = 3x6 II 4x4 =
5x6 =
4x6 = 4x8 =
3x4
II 502 = 4x4 = 31-
4-2 35-74 9<-
0 17-1-9 22-7-3 28-0-12 30-0-0 33-10-045-0-p 39-2-4 43-8-0 50-0-0 9-
4-0 ' 7-9-9 ' S-5-9 S-5-9 s1-11-4h-0- 2-5-14 -2 3-7-0 4-5-12 6 0-
7-4 Plate
Offsets (X,Y)- 9:0-6-11,0-0-0], [11:0-3-0,Edge], 12:0-10-4 0-2-13] [14:0-4-0,0-2-4] [15:0-3-0 0-2-4], [21:0-4-0,0-1-8] [23:0-4-4 0-2-8] [25:0-4-4 Edge][28:0-3-0,0-2-8] LOADING(
psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL
20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) 0.27 28-29 >999 360 MT20 244/190 TCDL
10.0 Lumber DOL 1.25 BC 0.59 Vert(CT) 0.53 28-29 >792 180 MT20HS 187/143 BCLL
0.0 ' Rep Stress Incr NO WB 0.98 Horz(CT) 0.04 21 n/a n/a BCDL
10.0 Code FBC20171TPI2014 Matrix -MS Wind(LL) 0.29 28-29 >999 240 Weight: 631 lb FT = 0 LUMBER -
TOP
CHORD 2x4 SP No.2 BOT
CHORD 2x6 SP No.2 *Except* 64:
2x4 SP No.2, 83: 2x4 SP No.3 132:
2x6 SP 2400F 2.0E WEBS
2x4 SP No.3 *Except* W9:
2x4 SP No.2 BRACING -
TOP
CHORD Structural
wood sheathing directly applied or 4-2-11 oc puriins.
BOT
CHORD Rigid
ceiling directly applied or 6-0-0 oc bracing. Except: 6-
0-0 oc bracing: 21-23 10-
0-0 oc bracing: 25-27 JOINTS
1
Brace at Jt(s): 10 REACTIONS. (
lb/size) 2 =
1914/0-8-0 (min. 0-1-8) 21 =
5254/0-3-8 (min. 0-3-2) 16 =
185/0-8-0 (min. 0-1-8) Max
Horz 2 =
89(LC 13) Max
Uplift 2 =
575(LC 8) 21 =
1348(LC 8) 16 =
111(LC 9) Max
Grav 2 =
1914(LC 19) 21 =
5254(LC 1) 16 =
350(LC 20) FORCES. (
lb) Max.
Comp./Max. Ten. - All forces 250 (lb) or less except when
shown. TOP
CHORD 2-
3=-4249/1304, 3-4=-3971/1202, 4-
5=-3943/1206, 5-6=-7070/2141, 6-
7=-7070/2141, 7-36=-7070/2141, 8-
36=-7070/2141,8-37=-2564/784, 37-
38=-2564/784,9-38=-2564/784, 9-
10=-2527f747, 10-12=-1773/6338, 12-
39=-1625/5899, 14-39=-1615/5852, 14-
40=-231/489, 40-41=-231/489, 15-
41=-231/489, 15-16=-293/508 zBOT
CHOgRD Continued /
8
9 1, 30-31=-1666/5623, BOTCHORD
2-
31 =-1 195/3891, 30-31 =-1 666/5623, 29-
30=-1666/5623, 29-42=-1667/5727 42-
43=-1667/5727,28-43=-1667/5727 28-
44=-166/653, 44-45=-166/653, 27-
45=-166/653, 24-25=-2128f700, 23-
24=-2128/700, 21-46=-919/284, 20-
46=-919/284, 20-47=-2391/759, 47-
48=-2391/759, 19-48=-2391l759, 18-
19=-2391/759, 16-18=-447/314, 25-
27=0/298, 9-25=-504/299, 21-
23=-5212/1397, 12-23=-1818/533 WEBS
3-
31=-325/217, 4-31=-831/2842, 5-
31=-3179/1023, 5-29=-538/1636, 6-
29=-365/214, 8-29=-459/1518, 8-
28=-195/262, 25-28=-1524/5150, 14-
18=-571/2298,14-20=-24/587, 20-
23=-1505/486, 15-18=-733/426, 14-
23=-3819/1004,8-25=-3374/1013, 10-
25=-1626/5451. 10-23=-4637/1264 NOTES-
1)
2-ply truss to be connected together with 10d 0.
131"x3") nails as follows: Top
chords connected as follows: 2x4 - 1 row at 0-9-0 oc.
Bottom
chords connected as follows: 2x6 - 2 rows staggered
at 0-9-0 oc, 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)
Unbalanced roof live loads have been considered for
this design. 4)
Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=
116mph; TCDL=S.Opsf; BCDL=S.Opsf; h=16ft; 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 5)
Provide adequate drainage to prevent water ponding.
6)
All plates are MT20 plates unless otherwise indicated.
7)
Plates checked for a plus or minus 0 degree rotation
about its center. 8)
This truss has been designed for a 10.0 psf bottom chord
live load nonconcurrent with any other live loads.
9)'
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. 10)
Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 575 lb uplift at joint
2, 1348 lb uplift at joint 21 and 111 lb uplift at joint 16.
11)
Graphical purlin representation does not depict the size
or the orientation of the puriin along the top and/or bottom
chord. 12)
Hanger(s) or other connection device(s) shall be provided
sufficient to support concentrated load(s) 163 lb
down and 125 lb up at 20-8-12, 163 lb down and 125
lb up at 22-8-12, 163 lb down and 125 lb up at 24-
8-12, 163 Its down and 125 lb up at 26-8-12, 144 lb down
and 113 Its up at 37-7-4, 144 lb down and 113 lb up
at 39-7-4, and 144 Its down and 113 lb up at 41-
7-4, and 374 Its down and 287 lb up at 43-8-0 on top
chord, and 1332 lb down and 409 lb up at 18-8-12 88
lb down at 20-8-12, 88 lb down at 22-8-12, 88 Its down
at 24-8-12, 88 lb down at 26-8-12, 76 lb down at
37-7-4, 76 lb down at 39-7-4, and 76 lb down at 41-
7-4, and 76 lb down at 43-7-4 on bottom chord. The
design/selection of such connection device(s) is the
responsibility of others. LOAD
CASE(S) Standard
1)
Dead + Roof Live (balanced): Lumber Increase=1.25 Plate
Increase=1.25 Uniform
Loads (plf) Vert:
1-4=-60, 4-5=-60, 5-9=-60, 9-11=-60, 11-
12=-60, 12-13=-60, 12-15=-60, 15-17=-60, 2-
27=-20, 26-27=-20, 23-25=-20, 21-22=-20, 16-
21=-20 Concentrated
Loads (lb) Mady-
8me d.x¢ur rz.kr WA top" tICfB; i3": RKB11 [L4S 6::1%Mb KS r7f10Y rttlliri ilKk:'CiEtiq;er M¢. ierht k;y. t.m!h, W rnl.ks a tis Gex Ce,ipOrt.y,^M; mi m ldf L rult iR, r.i. u!am. skrPd...a. L`sks: oa«ss>¢kl w Me i. a1P Aiiei
sa.ra. jtlrt i¢tl..sdWkTX.k,,W ls.lrr.. Ery ,fra"aKf Eep.s`ge srdww(1,grr)als r.e.pa den ppuknl qk q.newsaaa. s.4. ksyed de s.tkl ;wndnrrc loaedr tnt rx k,q. apM-, .eq wiesrc sdmik Anthony T. Tomtlo III, P.E. m.,.
tlr.,.,sk.rk¢ean.aspsmkrtllkbna,amna•¢e.aK.ad dekiMktW.:a,Arka.kntln.ln.a.araltkw,lk wys.kaml.neW-10MTuadwe-u ilk F..ss.ms" k,epiNiak.adimgsilkkrops¢d4rtl -480083 Me
idrq Psgm.itm,*0"sst'.d.lklDBMnrt pxkn al F.eel.ndke kiWq[qnN Sden gf.¢eew xfhldM.ktki. WSi0 se rda lapa+tl pilue ltlledaes tk aspsikks al rMkstllkl n,P.vpa, ,as Wq. cawea aiims Rah:M.,edes 445i St. Lucie Blvd. eAawnrdalkr;
aaWgratepixw,mahal ptin bedr4. In lrr,. Desa[gaais b'rMtdMiq Anq.r..Lnsfrm¢6rredm N!tlq. aN«ptleN as;.emd,laNe-M1I. Fort Pierce, FL 34046 CopyriRht'
iJ 1Ql4 A -I Raoihnses Acthony i-Tambo iil: P.E. Repni.dw of this dommens, inony iow is plohibirei with¢mlho wsinen permissio I'mA-I Raul hossn- Anihooy I. lamb¢ ill: P.E.
Job Truss Truss Type city Ply RYAN HOMES / SEASIDE V1
A0212051
WRCSS1A A21AG ROOF SPECIAL GIRDER 1 2 Job Reference (optional)
Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Mon Jan 8 12:10:15 2018 Page 2
ID:P42uXRd_Kj21 gP?afFS_28yAdrr-bdRGZfRTotSbQrM3g2izq_gHFLHNuOVauG?6wzxRE6
LOAD CASE(S)
Standard
Concentrated Loads (Ib)
Vert: 15=-277(F) 8=-123(F) 28=-71(F) 18=-256(F=-62)
36=-123(F) 37=-123(F) 38=-123(F) 39=-104(F)
40=-104(F) 41=-104(F) 42=-1332(F) 43=-71(F)
44=-71 (F) 45=-71 (F) 46=-62(F) 47=-62(F) 48=-62(F)
wtly. ryav Mxdl! «wr lee •s 110;; ?mi"'S;'S: T al3u Pm e:9dnvlS iJS70Y4lDFryll[ifr[ELYEIr kn. rrk"pwwft—E:N ra, x Ys c tt h5iP Dnx g5w,Mtle sdrr L I'& w r i. Wow We W. w!. kk:s tlMabe RM «qr lJ. xh
wt„sa.Mx Asks sidlkssdtx .tbeak,aa lsstsxss:ns Epnai: `P:ah Esprtrt Ce srdn rspexdsnsrsrys dmnsk:swdss;kx<y r-rissa Mklssgd4 skde Iry lnke tabmr.mrmt t:a ,:;.qcx,, nxrl rWax,. sdmkn Anthony T. Tombo 111, P.E.
Wnedlb insfx•0"e.!wMmlxsiwlard40..n,h0+xisMMneegn'wMMI<n{Bn ge,s.ewkddixgLllell(Mtis4A'xdl rskxnmt.nssr rddorroe ewrr+ dnsr;nt.oaeywutsMspeswsa.n ka:swkkrsMsk+atd 480083
ke k:kq Oasisro ak (wke;lp AgMes cr eda R76C dYn pa•kes xi pmefnesdhekllg6mlSlek Hx dm nNIN1A.ktk t"WSIU rs nla rd brry dpWee tna esr sas nsps.kw»s x a k:d kt„s, o-si x,t rn k.k.:o;ksw.e lnu aoasnww. esks, 4451 St. Lucie Blvd.
eMrisWWI.. Cww Was W.orY.ukalsmas krdM. lk Iran be-fq— is NOT sk Winks btxsnr xlau SnksEgW,dxt W4114. Ll apded>au rrss Wa's'x.'nl. Fort Pierce, FL 34946 Copyniph1920114-
1 fool kassm- Amhosy T. lambs llf: 1 Repsod.6'. of this done inenyfimm, is psobilitad rahnmths xriMnpermissia hog A-1 Roof Gnssas- Amhony t. lambs ill; P.E.
Job Truss Truss Type oty Ply RYAN HOMES / SEASIDE v1
WRCSSIA CJ1 Corner Jack 6 1
A0212052
Job Reference (optional)
At RootTrusses, russes, Fort fierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Mon Jan 8 12:10:16 2018 Page 1 I
D: P42uXRd_Ki21 gP?afFS_28yAdrr-3p?en?S6ZBaS2?xGOIDCMBXBFfgb6aafpYOYeNZXRE5 1-
0-0 0-11-11 1-
0-0 0-11-11 2x4 =
L
0-1 0-
11-11-111LOADING (
psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL
20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) 0.00 5 999 360 MT20 244/190 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/rPI2014 Matrix -MP Wind(LL) 0.00 5 999 240 Weight: 5 lb FT = 0% LUMBER -
TOP
CHORD 2x4 SP No.2 BOT
CHORD 2x4 SP No.2 BRACING -
TOP
CHORD 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 =
72(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=5.Opsf; BCDL=5.Opsf, h=16ft; 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)
Plates checked for a plus or minus 0 degree rotation about
its center. 3)
This truss has been designed for a 10.0 psf bottom chord
live load nonconcurrent with any other live loads. 4) `
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 4 lb uplift at joint
3, 72 lb uplift at joint 2 and 1 lb uplift at joint 4. LOAD
CASE(S) Standard
Nmimi
en!"Is--6,*A IINT:MSFs;jlLz;AIM IRA LM01111Alrusrm!ff-rj d&rirFD"whr lxe. tr.Aewp-n.u&min,n *is I,-WpD—inI';.11.1"1.Iuk Mr.F1h!!rm'V-letne.. txAss ed.—sddm6e fm uh 1liiehswmle
tMes sidlkeMid Zt-ECpk!dd_4 rr.SDew hm - ,SLAWS 14-1, th,!d fq'rUrw-11na;q—dfi pmswdegp !q!nyu:dibn 1. Ae kdp d lk.01 Iginl a delDD It IM1I t*k;ep nvryM Wit,.Ad&i whirr Anthony' M.udlk sr er Mitln m: !pso!ktd4tD ., de O.mr'!udvv gee oe 4i16r M.>pe,h3e wkngfit T..lk m(Md!il oa eukM rP 1. M1e ddhe lD/M fi!m dne r.,ss. k thony
T. 8008,
TombIII,
F.E. me h:
l p M[nke;hr Atl uhs sa rde MiCCM Mgr ul u ' .°&`d4 `
r!ds4l'ewed b°;q utkb ,pe eirt.d rq ! p
palsesdlk Mill+q(wmd k4n arAm'KSg plNklyl:-MSIUnidamdbpndpdae 7ftl eeFxs Ne eeynsilnn Mpoesdlklx.eevpa, lull k:qr &&awlmsspmaaae .odes: 3008.. edcverte
iefiMk&
irmm&gen gmernAg le dl pwns iudeN. In l ,s Deco[q— is Yl M him., Dedpu,. 1-Sim% bp. den kohg. Anc"AM ms; ae ni&M.!n 1. 4451 St. Lucie Blvd. oprrighl0 HN
A-1 Ruffimssas-Ambop f. hirbm 111, P.I. hp1ioniao al this dammamt inm.form, is prohibited Ohout tpe wrimen permission fern A I faaf Lmssas Aethomyl.h.baill,01. Fort Pierce,
FL 34946
Job Truss Truss Type Oty Ply RYAN HOMES / SEASIDE Vl
A0212053
WRCSS1A CJ3 Comer Jack 6 1
Job Reference (optional)
Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Mon Jan 8 12:10:16 2018 Page 1
I D:P42uXRd_Kj21 g P?afFS_28yAdrr-3p?en?S6ZBaS2?xGOI DCMBXBBfpO6aafpYOYeNzxRE5
1-0-0 2-11-11
1-0-0 2-11-11
2.4
2-11-11
2-11-11
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 0.09 Vert(LL) -0.00 7 999 360 MT20 2441190
TCDL 10.0 Lumber DOL 1.25 BC 0.09 Vert(CT) -0.01 4-7 999 180
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) 0.01 4-7 999 240 Weight: 11 lb FT = 0
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING -
TOP CHORD
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 = 68(LC 12)
Max Uplift
3 = 43(LC 12)
2 = 61(LC 8)
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=16ft;
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) Plates checked for a plus or minus 0 degree rotation
about its center.
3) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
4)' 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 43 lb uplift at
joint 3 and 61 lb uplift at joint 2.
LOAD CASE(S)
Standard
mxdq Pow MmiII,sevenWA11DDi?IBSt3(T'1i;S[C3311iLY56.]r,B111uCS iJSiBY C'iYCE;iiFBiYier ion lnil/ksip ln.ednvM ml w•'nw2is(mr 0.[ip be+giiBB;Wb1.Yq 1.fmlf tl!.! _Iefen.'r Sien ldwe nt. Bdf:, @n'+ne n9e1 wCel ..d,
IYtgnne4e lbb, M kr n in be ngbkr04 A. tm, 0.,n fginl tie Sp.* barn Ik;w w enCBDrgmn mwq-ding R,sixel xlsx:alr:;pn:aAq lx* figp4 wife fepeeln be lot hire Ifil Iraq. W.S. brsil mlms. sdld:9r Anthony T. Tornbo III, P.E.
ed nedh srK ndilAol. M yw":Dhdbr D+w,k:0.xi, nbw¢w epdxm: InN,gB.:gx,i b<xded Ab Cbr lY wl Ye id B«IMq,eN aF RII 6e qp.,d Abe lDdetl eq fieN AMI•rss; bddy kadeg dnep,xebl eeer i +e ,M kk 4. liry _ 80083
M kIWrlO spn ep lemxM. Aumt erAa WITrdbe pm—nipxdnndl#Mlld.q(xpenl Sa4tr idxn IIUI/IY.kek In MSKA., kin do pmd pilnn lntiefiee, be a,m,uk+al ane,d t B:,gkr,ile,s m.gr:..:nea lm, pmde;Ixx. wkn 4451 St. Lucie Blvd.
fie.—nb4Nr:npm,p prinna;¢h, ed ppllmbnW, In ln,s Dd.p bgben n 121 be Biro Dop!n_ tru„5!"50-An• r7I1q. All m1Q.1i—xe:, MW Fort Pierce, FL 3494b
oppig619201dA IRua1 asses- Andony 1. hnho ill, 1,L Repleiuniun of this chum- ineny form, is plohiluelAilhom 111E mitten permission from Ad bof hisses Aefhony i.lumhelll: P.E.
Job Truss Truss Type city Ply RYAN HOMES / SEASIDE V1
A0212054
WRCSSIA CJ5 Corner Jack 6 1
Job Reference (optional)
Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Mon Jan 8 12:10:17 2018 Page 1
I D: P42uXRd_Kj21 gP?afFS_28yAdrr-X?ZO_LTkKUiJg9WSyTkRvP3 Hj35sr1 go2Cl6BpzxRE4
1-0-0 4-11-11
4-11-11
It0
2x4 =
4-11-11
4-11-11
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) 0.03 4-7 999 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.33 Vert(CT) 0.06 4-7 999 180
BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a
BCDL 10.0 Code FBC20171TPI2014 Matrix -MP Wind(LL) 0.05 4-7 999 240 Weight: 17 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 4-11-11 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 = 126/Mechanical
2 = 263/0-8-0 (min.0-1-8)
4 = 64/Mechanical
Max Horz
2 = 105(LC 12)
Max Uplift
3 = 79(LC 12)
2 = 67(LC 12)
Max Grav
3 = 126(LC 1)
2 = 263(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=S.Opsf; BCDL=S.Opsf; h=16ft;
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) Plates checked for a plus or minus 0 degree rotation
about its center.
3) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
4) ' 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 79 lb uplift at
joint 3 and 67 lb uplift at joint 2.
LOAD CASE(S)
Standard
O<eniy-Flene nnr¢I! rener ne'LI IO;i rERss3 ^SE:EY;, 6fg31! IEIwS g J%glggi EUf70Y j1UllcYjiECC::YiEASY;Yf hrs. IrM1/ teilp p,tMt n/ red wRs r 7it Lett gnip dr+y(ILS', aadne lenq l.Isep lf:, t. reien<r Sixlehre re. E kts dkr'Ase cck/ nlle IEO. Wi
iAlshewMEnns shill ieeuln ne'DCYktdd lseln:, gesu Egfi flgf hpnr'ue wgiW epeu+lsrn:epx dne pdeswleegnesip e pnniFyMnt ksgYdlk Wn' .ggvJrntelgg htd iflI I aq.-epme,naki,edart. tdnieCrternedMr,ns Exmg+., hagrsb Nrd46,e.r,Ik C+r' nnwn gtdase MiWgg .mn,n nt wer dde0 ne lxwhn r Yy deerrnl tRe ddae lgger Anthony T. 80083TornbII[, P.E. qpe, .
euY enel:ns..ae;gwrmg. m p ni,rauw ud:awaspndmd = 80083 ne
tr;Nq g`Ap[r ed [rke. IA Dens se* M c 10It wine pefim mg p eegYn d ne. kg/ng (tgeerl SdeFNrxeEr xNIp1Yh1 M 1. d SKI we rdaenN nr prd pWre. 1NI ifiYnde nspesnil n al Mies d n: he., Ce>pe, ass grip Egeeen ed In t Yenndra. e&ss dMvne
rnMNeErAal rperepYn nmmhdrrYn anhd le En,.Dmp [goes isR I tle RnU genpa,rLn, kswE 4451 St. Lucie Blvd. iq
ryRe=dm ung sw sgMed er:, re es gelwdniin. Fort
Pierce, FL 34 46 Gpyright97gI6
A -I Roai Umsses dnt6ofly i.lcmho lll: P.E. Repmdudioe 0this do vac ifl.fly form, is plohihimd wiihom the wHn'fl permission hnn 5-I Roof Bo>sas Aethgoy i.lanbo lll; P.E.
Job Truss Truss Type Oty Ply RYAN HOMES /SEASIDE v1
A0212055
WRCSS1A DO1GE Common Supported Gable 1 1
Job Reference (optional)
Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Mon Jan 8 12:10:18 2018 Page 1
I D:P42uXRd_Kj21 gP?afFS_28yAdrr-?C7OChTM5ogAHJ5eWAFgSccWZTV2aU5yHsVlFzxRE3
1-0-0 9-4-0 18-8-0 _ _ 19-8 0,
1-0-0 9-4-0 9-4-0 r 1-0-0'
a'
4x4 =
3x4 = 18 17 16 15 14 13 12 3x4 =
5x6 =
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 Vert(LL) 0.00 11 n/r 90 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.08 Vert(CT) 0.00 11 n/r 80
BCLL 0.0 ' Rep Stress Incr YES WB 0.06 Horz(CT) 0.00 10 n/a n/a
BCDL 10.0 Code FBC2017rTP12014 Matrix-S Weight: 85 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
OTHERS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
pudins.
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. All bearings 18-8-0.
lb) - Max Horz
2= -70(LC 13)
Max Uplift
All uplift 100 Its or less at joint(s) 2,
16,17,18,14,13,12,10
Max Grav
All reactions 250 Its or less at joint(s)
2, 15, 16, 17, 14, 13, 10 except
18=255(LC 23), 12=255(LC 24)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
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=16ft;
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 8a 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 indicated.
5) Plates checked for a plus or minus 0 degree rotation
about its center.
6) Gable requires continuous bottom chord bearing.
7) Gable studs spaced at 2-0-0 oc.
8) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
9) ' 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.
10) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 Ib uplift at
joint(s) 2, 16, 17, 18, 14, 13, 12, 10.
LOAD CASE(S)
Standard
Na;fkesa 9anq:t!;r.Ai fir'4I tar 1EASS5;SEL'Er'sfE%alit^t#}ttAY:Y',J)5:@SifM'f7!lri:iG"f i3WfN1'Wo.ta9, kss iwra:taweiM«ksaks[ms6rspaNa.pil alae:eMu!I.irtnoiq,t;. E1Ewr«LM Mxe.0 ptn;aanssa sbki nYe l'4,ah
YiA x.a,dsn;e<: aa lt€»es,>ta. e. rt s,rarm:r a.:'.i+rlarr..rlde asawe,r.wwrw=aw a.,a run>.s:wna ru x s xi. aa•fiartaa.a Ina :iaay.n::.«w•«s,,=abw. Mthor:y T. Tor.,bo 1:41, P.E.
wan E x rns:Ma tityua rrpe iin nM 9 .ae.« m wblepAwA kwgb pw,wAe ma as a k xmatg aE:w« nl t rq a al b««u Aat s. n «aye mg z•maa fi.rq irks ,w s 8UQ83
a Mwq Apn. wl taAetxr 11 er s0m.NNisfupaevnw pfabnslAr twNn{uosow. we., beer'A.C111tAlim h.y« SkE«sassitx41w P-1 man Rb draua44515t Woe Blvd, aAw-
nse aEaai scat xaaapeN qx a w*gttd,ryrirs'*04'fetrnahurhwoi.III $e Msiq Z.s",o hass:ysAw h{fi.w dsisw. 'tr sgiacket w>xa as e; tk;erl Atfl i. Fort Pierce, FL 34946 opyrgbt
f016 A-1 tAAlLrsus-Antboor).tom6110.E.tep/466.0not ibis %Rnment,m not loss; is pfGblbilti.1sul lbe wshin permission boor A -I tad lanes-Aribeetl.tuba
Job Truss Truss Type Qty Ply HOMES / SEASIDE vi
WRCSS1A D02 Common 3 1
RYAN
A0212056
Job Reference (optional)
At Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Mon Jan 8 12:10:18 2018 Page 1
ID: P42uXRd_Kj21 gP?afFS_28yAdrr-?C7OChTM5ogAHJ5eWAFgSccQ6TJtaRAyHsVflFzxRE3
1-0-0 5-11-10 9 4-0 12-8-6 18-8-0
1-0-0 ' 5-11-10 3-4-0 34-6 5-11-10
4x4 =
Dead Load Defl. = 3/16 in
iQ
4x4 = 5x8 = 4x4 =
9-4-0 9-4-0
Plate Offsets (X,Y)— 2:0-1-6,Edge), [6:0-1-6,Edge], [7:0 4-0 0-3-0]
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) 0.13 7-10 999 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.86 Vert(CT) 0.29 7-10 767 180
BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(CT) 0.03 6 n/a n/a
BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.10 7-10 999 240 Weight: 77 lb FT = 0%
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 4-2-13 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 6-7-1 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
6 = 745/Mechanical
2 = 808/0-8-0 (min.0-1-8)
Max Horz
2 = 77(LC 12)
Max Uplift
6 = 179(LC 13)
2 = 205(LC 12)
Max Grav
6 = 745(LC 1)
2 = 808(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-1379/902, 3-4=-1071/705,
4-5=-1072/705, 5-6=-1383/906
BOT CHORD
2-7=-733/1243, 6-7=-739/1249
WEBS
4-7=-391/658, 5-7=-390/401,
3-7=-383/394
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=16ft;
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) Plates checked for a plus or minus 0 degree
rotation about its center.
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) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except (jt=lb) 6=179, 2=205.
LOAD CASE(S)
Standard
eaag M,r, arrrgi. ca.ea b'br t iF 11tiSiir{EL'Tk RNEIAL'9kS i QM.. rAS:PP[tl "t5!Q' S:Sp9Ki96MfNt' hrm. M#y ksa wtthrs wi rM nh: ac ks >rtss Pe:ip:sarogilCi` ad he:eln. L iwdatit iE EsMeae Skdkhn ne. my eisn—'MW n1e'C4, w+
i`eM:wrM rites si kiswh6e lD#Nk.ddf i k9 -e .pci#r iequx„'a sedpwr lG6 eud!nxupweeFM>F•An»d ngauy.•rns aKr la 6e asg,iee sigkl , µ#ed ae [Jbedr. nex lRl kas+pns nns,bd q•esrd s, t.Mim Anthony T. Tombo Ili, P.E. aa.sedtlkl .In wrlaWg' ee ;hesw:m.ia w!Gm4 Mx--cpdwd, #adur ksgne,w6re,am O(, EeK z6adw nk tl L Im gpnd k ee to w m"—I k n;Lamgendaq mop, #+.Winn W k"od ka, abkst
ae tntig 3ar r. Mtssgxx, ra,nrt sd ntef#t i'S ne rrnr es ae udean ta,E teeg eesan a?uw,;airittsrr#uda .easxrae aae stn rnea . 83
W:ie."sen mrt,WM,sttnt:usa i.,kcn oW'oee#naiu a,rire:e,nq„r n..,kgk tmns,dnd.'e,nn,E,s,pty res;: ea. xe sting xsaa.rn:,se. u em;,.;s wam-td x>::
4"' ""': rsns: r,eanx,x aa5t 5t :uc e Blvd. u;rorn r aeesa4e1k1lFi.
Fort Pierce, FL 34.946
tapyrip#fYfD16 A -I fooliasses-Anthony Limbo 111, P.E. tnprodoaioo of ibis danmenc io Of Itea,4Prohibited withotl the wr0ren permissieo h mA-I foot Trusses-Anihaoy l.lombo lli: P.t.
Job Truss Truss Type Oty Ply RYAN HOMES / SEASIDE v1
A0212057
WRCSS1A E01GE Common Supported Gable 1 1
Job Reference (optional)
Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Mon Jan 8 12:10:19 2018 Page 1
ID: P42uXRd_Kj21 gP?afFS_28yAdrr-TOhmP 1 U_s6z 1 vTfr3umv_g8ansoDJvHSV W ECFizxRE2
r1-0-12 3-9-4 7-6-8 8-7-4,
1-0-12 3-g-4 3-9-4 1-0-12
4x4 =
5.00 rl2
12 11 10 9 8
3x4 = 1.5x4 1.5x4 1.5x4 3x4
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) -0.00 7 n/r 90 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.27 Vert(CT) -0.01 7 n/r 80
BCLL 0.0 ' Rep Stress Incr YES WB 0.07 Horz(CT) -0.00 8 n/a n/a
BCDL 10.0 Code FBC2017/TP12014 Matrix-R Weight: 53 lb FT = 0%
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 6-0-0 oc
purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. All bearings 7-6-8.
lb) - Max Horz
12= 147(LC 11)
Max Uplift
All uplift 100 lb or less at joint(s)
except 12=-165(LC 8), 8=-164(LC 9),
11=-111(LC 9), 9=-110(LC 8)
Max Grav
All reactions 250 lb or less at joint(s)
12,8,10,11,9
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-12=-135/331,6-8=-135/330
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=S.Opsf; h=16ft;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left and right 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) Plates checked for a plus or minus 0 degree
rotation about its center.
5) Gable requires continuous bottom chord bearing.
6) Truss to be fully sheathed from one face or securely
braced against lateral movement (i.e. diagonal web).
7) Gable studs spaced at 2-0-0 oc.
8) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
9) ' 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.
10) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 165 lb uplift at
joint 12, 164 lb uplift at joint 8, 111 lb uplift at joint 11
and 110 lb uplift at joint 9.
LOAD CASE(S)
Standard
tla>al-Mne 9nad!nka Ne'41 t:r OUSir Sttt:r'. EFBdY FEGG'3[OFitii0r5(PSttN="S%eEr7 MSp9Nit d4M1'h,a. tali ksgS PaseMsve iM eabnfisims knip'ar+u}l l lMnr!I.[aaeip,t:,bMn,s4ba Rf r eu. Wes; dasir',sr rl ela3r?r4,ads
acaarre:arknszea;ka MixtoFnr,niatr[ q t as e., crrori aa;,neeeaa rt me„v,ax nnaMa ea:na! y; eq;eyaun Mheaup :a tn,rn •hetapr .aini °xa v r,mr: s. xss n, gnthonyT.Tornbohi, P.E. r.,
rurs,Musnyumausw a c.a s.ueyeeaoeaa,a,.hxm wMd;rk 'na.rrewaatevatxa du',,.asana,,rtxaeke, ata 80083 sek.
zyt+at+antc « 1pxessetWnB MWr..*re:, Iph4esrtarWuwl uS.raaxmrw'PW W4!n.Isxeae,ft—i1.P"pikar. En k es rnrpr. errdt<.iesen i+ssaewr:rn:.;n r,easern;,Nasmaa.khsr 44515r ,nee Blvd. Zt>#aanxreneaN.r,rrnskt.r,i aansa.awa.ar,:,:nn.a Fort Pierce, FL 34946 LopyriPtl0iDlb
A-Iloci lrxsus-Fnricey l.lomLe t6, P.€. [tprodurtienei this duoarem,ie oay fwc: is praYibiki.itMoenAe rrinen pamrssioaho,nA-1 taoi tncses-Aar6e y l.ler.So llt, P.E
Job Truss Truss Type my Ply RYAN HOMES / SEASIDE Vl
A0212058
WRCSSIA E02 Common 3 1
Job Reference (optional)
12' 10' 19 2018 PAlRoofTrusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MITek Industries, Inc. Mon Jan 8 age ,
I D:P42uXRd_Kj21 g P?afFS_28yAdrr-TOhmP 1 U_s6z 1 vTfl3umv_g8eEsoZJ u95V W ECFizxRE2
1-0-1 3-94 7-6-8 8-7-4
1-0-1 3-9-4 3-9-4 1-0-1
5.00 12
3x4 =
1.5x4 11 3x4 — 3x3 11
1.5x4 II
3-9-4 6-11-4Q7
7
t
3-2-0 3-2-0
i67
Plate Offsets (X Y)— 14'0-2-0 Edqel
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TIC 0.30 Vert(LL) 0.06 9-10 999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.32 Vert(CT) -0.05 9-10 999 180
BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(CT) -0.00 9 n/a n/a
BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Weight: 54 lb FT = 0
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
puriins, 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)
9 = 363/0-8-0 (min.0-1-8)
10 = 363/0-8-0 (min, 0-1-8)
Max Horz
10 = 147(LC 11)
Max Uplift
9 = 249(LC 9)
10 = 249(LC 8)
Max Grav
9 = 363(LC 1)
10 = 363(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
3-4=-151/254, 4-5=-156/254
BOT CHORD
9-10=-254/254
WEBS
3-10=-336/327, 5-9=-294/289
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 and right
exposed ; end vertical left and right exposed; porch left
and right exposed;C-C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate
grip DOL=1.60
3) Plates checked for a plus or minus 0 degree
rotation about its center.
4) 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 249 lb uplift at
joint 9 and 249 lb uplift at joint 10.
LOAD CASE(S)
Standard
rrntlq ne Nw•Nhrenn N'II PIT 11ffit i.—rRK11lIttkSfi::IAElI1L'!Sf'JS70M'Wt[r';i(R546'tEPNI:XT Inn. Irrih leiip rnn4asud rnl nhtnxitlrnt En p dtxy;It t,WMMlwr 1.11t 11!;t(.lelnn:r Sin!letre n?. UrAttf ilxxiu Melnn< IN..1t
wt:xts.sa dek: tidlke:<af,u teetlh raN. a,etrn,n:s:Egawa(.e,'rnMn elnN t tle;mnmmErgrc,m,mn;rpnramttstt:.w.leynnriy pe:ninn m; ax lrty amsAsN lr :lgin nne tos edt.,ein toi-rsen;yen,q s.lea s nlnn:. srmsam Anthony T. Tomtm IIt, P.E.
dnedn:.nsbmr hlNry is tle mpniLlmdk h+en,k C.ae e+dnnr, epwnq lnllm;E ipn,wtl wkdnn U tl•I% elKl sl ialliq e dtt 1. 11e ppnel[mIEB nE mtfiN ntl rnss; udNiykklsr. qe,a Anon me hniq tirl Ie ex rz;pniwltttA = 80083
Mb:llhrh-yer si (u¢n9n AA MnslMn@lEC ultlt peCtta Ip'mduesdneb Ntq(¢pratSahW Hn I ttSII p1A,41h1. ISGA nenk elGpasd pi/ae tnlaeiiersn<nspesYlnn ml am:att,o-saa.'ms Ee:p inn me mu avanarn nnss 4451 St. Lucie Blvd.
rllnns prne/heiedref ad 4 wmeh,dptin ierehd. Ihl ,Oes.',p (ymxnl lnr hln9 Ani L.n,.r,kn6 d h!III, dN arxsmnddnel b.?tllwm• pn ne" `Hn Fort Pierre, FL 34940
epysiRht y 204 A I Rwr 6nsses - Artbony 1. lanho III: P.E. RePdnnim at this dmnmen, in nny farm, is prohibdzd wifhwt;hz wrinen permistiodrem A I Rid llnsszs - AzthEny 1.Inn5o III: P.[.
Job Truss Truss Type Oty Ply RYAN HOMES / SEASIDE v1
A0212059
WRCSSIA HJ6 Diagonal Hip Girder 1 1
Job Reference (optional)
Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Mon Jan 8 12:10:20 2018 Page 1
ID:P42uXRd_Kj2lgP?afFS_28yAdrr-xaF9dNVcdP5uXcE1dbHBXlhkhGlk2NZEkA_mo8zxRE1
1-5-0 4-8-14 8-10-12
1-5-0 4-8-14 4-1-13
8-7-8
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl L/d
TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) 0.14 4-6 734 360
TCDL 10.0 Lumber DOL 1.25 BC 0.77 Vert(CT) 0.29 4-6 360 180
BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(CT) 0.01 4 n/a n/a
BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Wind(LL) 0.15 4-6 673 240
LUMBER -
TOP CHORD 2x4 SP M 30
BOT CHORD 2x6 SP No.2
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)
3 = 258/Mechanical
2 = 487/1-5-0 (min. 0-1-8)
4 = 222/0-5-5 (min. 0-1-8)
Max Horz
2 = 142(LC 4)
Max Uplift
3 = 159(LC 8)
2 = 194(LC 4)
Max Grav
3 = 258(LC 1)
2 = 487(LC 1)
4 = 243(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=16ft;
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
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
4) ' 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 159 lb uplift at
joint 3 and 194 lb uplift at joint 2.
7) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 38
Ito down and 43 lb up at 4-2-8, 38 lb down and 43 lb
up at 4-2-8, and 68 lb down and 89 lb up at 7-0-7,
and 68 lb down and 89 lb up at 7-0-7 on top chord,
and 8 lb down and 7 lb up at 1-4-9, 8 lb down and 7 Ito
up at 1-4-9, 14 lb down at 4-2-8, 14 lb down at 4-2-8,
and 36 lb down at 7-0-7, and 36 lb down at 7-0-7 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 (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, 24=-20
Concentrated Loads (lb)
Vert: 6=-7(F=-3, B=-3) 8=-83(F=-42, B=-42)
9=-17(F=-9, B=-9) 10=-71(F=-36, B=-36)
Dead Load Defl.= 1/8in
m
tV N
PLATES GRIP
MT20 244/190
Weight: 37 lb FT = 0%
nr.aW.0.-1614OYMB;'s€ua,star€-!;M::(OM ;rtw+ rmsu ;ae lrmn.tagrrav r.irea a .a;rsreun >nnac€ws:canti mrt.earyesaeamra.ems;4-uaae.xW !
w:dsu.e:rxr tsss knsi(n5emlaaMN_t t sbesgs:gma e..iptxlrf rx;isruatgit9 uc:.>i:+p.:mrm.:d .q.r;p,svrnws.a ptk t r+d n.r,6m. ina was ns .:,u t akn AnthonyF Tombo1ii,P.E.
d.0 atdn lnssM.y 6*Ngn raptviip: m ae .r .a. ra q e.sr a:awa ..acx ,a naa.m.a ra ma» ;gar nt r. .warm ..., au ak r v .s anp:.n.sm. a saran »,a + 80083
h1.1&154r.dr.M M—sew.14MWs.pm' .11.¢*WbR(now SO, hsraWnit(Sr;wiooW MWSKlarr9e—i1..'ori— m:armsatny...a ,r.dlrfsarr„:a. :tm [. w;msMaa,m,x.a ss aaSi Sr ..uc!e Blvd,
rrdmra.r.atxep m:6,a.8.bel,n ss+rEy.szr:Vi Kaa,Wnu 49w s.r sasr.a.nma. Fort Pierce, FL 3-946 topyri9li02016A-
1 tact lassts-A.thuy 1. lamb. UI, P.L itp.ktianoilhis lemmtot i..ny lira: is prohibiW.-Sme Ifiminn ptrmissiat fin A -I 1,41 Irtssts-A.Iboty l.locba in: P.E.
Job Truss Truss Type Oty Ply RYAN HOMES / SEASIDE v1
A0212060
WRCSS1A HP Diagonal Hip Girder 2 1
Job Reference (optional)
Al Roof Trusses, Fort Pierce, FL 34946, design@al truss.com
4x4 =
Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Mon Jan 8 12:10:21 2018 Page 1
I D: P42uXRd_Kj21 gP?afFS_28yAdrr-PnoXgiW EOjDIBmpDBJpN3FErrglyngpOzgjJKazxREO
5-2-9 9-10-1
Dead Load Defl. = 1/4 in
9-10-1
9-10-1
Plate Offsets (X,Y)— 2:0-5-11,Edge]
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 0.87 Vert(LL) -0.22 4-6 529 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -0.46 4-6 253 180
BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) 0.01 4 n/a n/a
BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.24 4-6 491 240 Weight: 41 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP M 30
BOT CHORD 2x6 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 4-0-12 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 = 276/Mechanical
2 = 541/0-10-15 (min. 0-1-8)
4 = 228/Mechanical
Max Horz
2 = 154(LC 4)
Max Uplift
3 = 168(LC 8)
2 = 206(LC 4)
Max Grav
3 = 276(LC 1)
2 = 541(LC 1)
4 = 259(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=16ft;
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) Plates checked for a plus or minus 0 degree rotation
about its center.
3) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
4)' 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 168 lb uplift at
joint 3 and 206 lb uplift at joint 2.
7) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 38
lb down and 43 lb up at 4-2-8, 38 lb down and 43 lb
up at 4-2-8, and 68 lb down and 89 lb up at 7-0-7,
and 68 lb down and 89 lb up at 7-0-7 on top chord,
and 8 lb down and 7 lb up at 1-4-9, 8 lb down and 7 lb
up at 1-4-9, 14 lb down at 4-2-8, 14 lb down at 4-2-8,
and 36 lb down at 7-0-7, and 36 lb down at 7-0-7 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 (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, 2-4=-20
Concentrated Loads (lb)
Vert: 6=-7(F=-3, B=-3) 8=-83(F=-42, B=-42)
9=-17(F=-9, B=-9) 10=-71(F=-36, B=-36)
Yndg Flw tlnndlr rzr 4ie'A1IOC;7/AStS k H":, iE13A1ItIdSt(.'moln?nSgill?OYt"IHiErj k46C%tEL4YEk1'hre. IrAr htip rnaVmd nl We!n!bs In!sk!ipMr'viilC:;eN Ile lohwr I.Irakf tl,r:_Ihtn;ESinttdxe nx. first A—x P wnIk ISA,rdf
igL•tneMrfltlrs shdlKnnlx de "OC4k rdY At elnv o:uv Eq _.,Sp; dry [yNe+ de slnax N6 rgnm nn;gbr ddrpm xultyi i,q ta,dihn b!Ss lrsydies r :Igbdnpe i06 I IP1 r ttgr eyroe laifg la»s xihi d} Anthony T. Tornbc, III, P.E.
p[alnd..n ' Wnedd Ir nr ditly'M na O,MO..e'rtlnvn grdnpe MYweBr n,n4e wktldp Cdr lIX Wl hnl 'Itigak WRi-L w"rn low rolW M fm 06, lmt Mwyxdll U.qe slow-ak'_,HhY pne4ted =80083 w
1.1Ifi/ o•qn W(two., to K dNa"lOO W ke FM nt pid., d tv wwgI" Sloe Nu w 1% p455wt Np W SCA se lde tb pmd rowc nrle F-&mm"ilmeS W knn d ft 02s7n,Txx onlp v enWln sYmhMrx; wkss eMs!
Msr idW Ne:rNrm rgWgfee teuh, dliann YrdtN. Iatn.sln:ee[yexisF ltk k.11wl bsipx,nLau.eda hpecdm Wllap. sA niedeNax. erallorN n.'IFI. 4451
St. Lucie Blvd. Fort
Pierce, FL 34946 CoppigpE
9 2Q16 A I gong iresszs Anllony i. lama lll, P.E. geplodanian of this document imy. Woo, is plohil'aed wnha l'.he wrino permission hom.4l goof itrsszs-Aethoor i. lanho 111 i.E.
Job Truss Truss Type Oty Ply RYAN HOMES / SEASIDE v1
A0212061
WRCSS1A J6 Jack -Open 4 1
Job Reference (optional)
Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Mon Jan 8 12:10:21 2018 Page 1
I D:P42uXRd_Kj21 gP?afFS_28yAdrr-PnoXgi W EOjD18mpDBJpN3FEuCgPGngpOzgjJKazxREO
1-0-0 6-4-0
1-0-0 6-4-0
3x4
6-4-0
6-4-0
Dead Load Defl. = 1/16 in
wN
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 0.65 Vert(LL) 0.07 4-7 999 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.56 Vert(CT) 0.16 4-7 474 180
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) 0.13 4-7 577 240 Weight: 21 lb FT = 0
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.
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 = 164/Mechanical
2 = 316/0-8-0 (min. 0-1-8)
4 = 82/Mechanical
Max Horz
2 = 129(LC 12)
Max Uplift
3 = 103(LC 12)
2 = 78(LC 12)
Max Grav
3 = 164(LC 1)
2 = 316(LC 1)
4 = 116(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=16ft;
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) Plates checked for a plus or minus 0 degree rotation
about its center.
3) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
4) * 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 103 lb uplift at
joint 3 and 78 lb uplift at joint 2.
LOAD CASE(S)
Standard
9udy Hem MnxSlh rnka he'1It01if riS!1 5`,5E13AI1 W56;i1k0111DpS(iH?OMi'Vn:rl01DiIM:Nr hrn. Nny aiig ra 001W«dwN'nfa;Irtu&sip 0_iq'gr4W0,10.g1. lnh ll,rr. to— sin!kdre+e. wku A.—s do 6e RA, h
kkt;i tldrs:silk sdixax'aawkrdd rtatrr,asNpkq-.,spe:aarGye»..rh;nar;r rgre:ms+wgm dhfPm hnl h ht ,pn:aamn NI y dua:hyr m te drar tod Ir ne m1. shags .,,I rq de cwnn:m AnthonyT. Tornbo III, F.E.
ad+udli''wss trmNkYn'!e rfalardlkD 6sCmr•adkxan gMwMWifut Deiperu3e udeYddt%Ile lx aHth Myd x'.4tigeehei lP i. M1s gpsldh lDa 'ay Md dd l u:lMdyba lby. pep first l:eln eak ae sid'h1ti liryd 380083
h<rr..Nul iprrni [adertb. Rant Nadu M1DC dkpa'i r. Itae 4n dlkNDdatG ISs4g Mu er k[S polketN 1. ISltA ae d tb: pa dpAu 1%Iedinshe nspfs Nides niAAesdihk+s. @ripe, .rers &;ga atneredt sc Y.aehber,drss 4451 St. Lucie Blvd.
eAe*h. eefadNaindxtageeeapaanmghdl pa a>s hekd. iNirx.s&sn EgxaistitN NNiq aedpa,eLaa.rchaG dnN.i6q-dl egadhN`wa ee as /rant a'lii. Fort Pierce, FL 34946
opyriRh1 771d A -I p:ai tmsses 4nihonyLTembe'101. Rtamdvaimafthis dommenl, in any form, is prohibited wuhoul it minen parmission irm 4 1 Roe Trassat "aayLlomballl:K1.
Job Truss Truss Type city Ply RYAN HOMES / SEASIDE v1
WRCSS1A J7 Jack -Open 15 1 A0212062
Job Reference (optional)
E Root Trusses, Fort Pierce, FL 34946, oesign(olaliruss.com Hun: 8.12U s Nov 12 2011 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Mon Jan 8 12:10:22 2018 Page 1
ID:P42uXRd_Kj21 gP?afFS_28yAdrr-tzMv22Ws91 LcmwOOlOKccSml F4jaWH3XBUTtsOzxRE?
1-0-0 7-0-0
1-0-0 ' 7-0-0
i
3x4 =
7-0-0
Dead Load Defl. = 1 /8 in
LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/deft L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.10 4-7 823 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.68 Vert(CT) 0.24 4-7 349 180
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) 0.19 4-7 438 240 Weight: 23 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SIP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-2-0 oc
pudins.
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 = 183/Mechanical
2 = 342/0-8-0 (min.0-1-8)
4 = 91/Mechanical
Max Horz
2 = 142(LC 12)
Max Uplift
3 = 115(LC 12)
2 = 83(LC 12)
Max Grav
3 = 183(LC 1)
2 = 342(LC 1)
4 = 128(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=S.Opsf; BCDL=5.Opsf; h=16ft;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exteri0r(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) Plates checked for a plus or minus 0 degree rotation
about its center.
3) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
4) ' 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 115 lb uplift at
joint 3 and 83 lb uplift at joint 2.
LOAD CASE(S)
Standard
NitiA-Flea Mmkh min: ne }110 IMt3;'k Yy uEm3dEI EkSfi:J%mll ri:JS:DY"IL7`r`A(DA:ak[De`MEkP Mo. lamrbryx pax!wxtmn:al _aces Pass Ctsi§t 0,[x !IIR;dMIr6nrl GmN II!. rl.lhnrt iAa!/eiae n+hkss mia ss!D<elalAe r:$. aht%meMr Ehhs shdlknellFMak rdd_As atrxlS Des.p--Eger ,p;ioM Erym+ M ux,'tAD repo alsaa ghxedd rw%scrod egivniq %a akh l4 as lesyx dtk;ulle im kk JrA ne lDdah xri 1/41 lm a;qx pa,laiaq skews :d6Adm.
m.sxdn :, pr xm s M p.sh:Hlrwmxo fkD twAai apx Mwtmkw ,i,Madxr d+kr g',MiN WNrtad xkge,kakn t. Ik ep,.ddMtDlNayfiekaedtlei„x wartkq Aafiq. Mep aadwwAw- kdibM ya„d!nrd Anthony T. Tomb80083 III, P.E.
q Si ltigDsipeae G%ardw keel v. Mrt MiDD alMpfisak r:tel dlvkiq [egeenlEdeh ldaxDa RXid%leaNi ISIXA .dem ltx pa dpMom%IN-Ikfi%ecMaspsrolmn aeklindlei.,, @sx:.nnsk ip;p avmta¢mn.h:Ma. ahss S
80083ZtMaisrmdaelNi:aRM rgerirya a ,uee q a prep uahrl. to it ,. Des a GDamx rsA 1 M Ia:dAq Dalpe, a irn arena Glenn d n. mrieg_ m:gnd d xa., ae as %dwa a rnt. 4451 St. Lucie Blvd.
Copyright V 7016 A 1 Raaf Times - Anthony L iambo III,P.E. Reptadudiaa of this dommant. in any form, is prohibited wahomt the writers permissianbra A I Roof Lasses- Aethomy I. lomba 11. P.E.
Fort Pierce, FL 34946
Job Truss Truss Type QtY HOMES / SEASIDE v1
A0212063
WRCSS1A J7G Jack -Closed Girder 1
PIY
1
RYAN
Job Reference (optional)
Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Mon Jan 8 12:10:23 2018 Page 1
I D:P42uXRd_Kj21 gP?afFS_28yAdrr-M9wH FOXVwKTSO4zcljrr9gJ IQU_vFb8hQ8CQOTzxRE_
3-9-14 7-0-0
3-9-14 3-2-2
1.5x4 II
5x6 = 3x6 II '"' -
3-9-14 7-0-0
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 0.41 Vert(LL) 0.04 5-7 999 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.99 Vert(CT) 0.07 5-7 999 180
BCLL 0.0 ' Rep Stress Incr NO WB 0.59 Horz(CT) 0.02 4 n/a n/a
BCDL 10.0 Code FBC20171TPI2014 Matrix -MP Wind(LL) 0.04 5-7 999 240 Weight: 38 lb FT = 0
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x6 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 3-7-9 oc
pudins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 9-4-10 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
1 = 1372/0-8-0 (min. 0-1-10)
4 = 1352/Mechanical
Max Horz
1 = 126(LC 8)
Max Uplift
1 = 342(LC 8)
4 = 389(LC 8)
Max Grav
1 = 1372(LC 1)
4 = 1352(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-2120/515
BOT CHORD
1-8=-561/1957, 8-9=-561/1957,
5-9=-561/1957, 5-10=-561/1957,
4-10=-561/1957
WEBS
2-5=-358/1542, 2-4=-2196/629
NOTES-
1) Wind: ASCE 7-10; VuIt=150mph (3-second gust)
Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=16ft;
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) Plates checked for a plus or minus 0 degree rotation
about its center.
3) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
4)' 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 342 lb uplift at
joint 1 and 389 lb uplift at joint 4.
7) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 725
lb down and 199 lb up at 1-4-12, and 725 lb down and
199 Ib up at 3-4-12, and 725 lb down and 199 lb up at
54-12 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 (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, 1-4=-20
Concentrated Loads (lb)
Vert: 8=-725(B) 9=-725(B) 10=-725(B)
tipzF3 cu ra h;ex.. We V13 r."1l i SELY"yNYlb€[RWi(U-0'I 1S tP i M"iYi[f'lt;rt96^'3K0FKI"Wn. Ia k panlaaed rut rk:a s;ms[.aairy_tCE%'3'eor lame lN,tF isfnrra 4lM Mm [U e Nase m 3't4 fd1
ni€aw.e:t«pkmsDxk sdtaaNOPx Nde. 1. ;mt a.,.pttlry;s.ea,,:4eefia ftGCmrnea n><:4' xAr.wi ay,r €anew, ar»s aht ,madm r5o n eatna 6x.nraP :, q er :ati>tl AnthonyT TnmboIII,P.E.
ides dtxsini~kaw3>die niseixpxumsia3ssai.b:Gwa3mgtga@etrautsi}+c,irtk a`:en 4k9(kaaratadHiuq¢Neai RE Iugpeidddrlmarek .rdAe. a,z+awl.'a+T.iSWenekNagSatktx wedi:fr 8u0$3
P ytrgceid(oeaasrS9 arst SNW•tle1',Aatbe p*'rz5 a6 mY:srcs#.kehn3bn{xem Sd+h bax a tGf`r6lks bMMS b <IA•AMYIit . Imihux TM- t1n111ta10'I"3-IM"Om-r-l6,,yN..1(i,. (;v¢td9'ftfl 3E tt.,WM1dtlY: lSf 4451. St:Wde. Blvd.
a M.isrkFaN itti Mepad gakm N'leaasa+dnl. f'tsf b±up tgmesi NJ: ASNeiat:•srur.i.as.gsaa f+tnwdal i>cp+tluiar;iela+u.maRiafo lRd Fort Pierce, FL 34946
CnpgrighlZ 261b A-1 [nnRmsus-Aadcnfl.lamha lll, P.C. tnprndnaina ai this dnmmert,iaony F7rn is prnkibked*9benf 7Anerinm permizsiaahom A paai lrczses-Aalhaatl. tamba ln, P,€.
Job Truss Truss Type Qty Ply RYAN HOMES/ SEASIDE vl
A0212064
WRCSS1A J7L Jack -Open g 1
Job Reference (optional)
Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com
1-0-0 ,
2x4 =
Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Mon Jan 8 12:10:23 2018 Page 1
I D: P42uXRd_Kj21 gP?afFS_28yAdrr-M9wHFOXVwKTSO4zcljn9gJG_U7BFkJhQBCQOTzxRE_
7-0-0
7-0-0
Dead Load Defl. = 118 in
o c?
o
N
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) 0.35 4-7 240 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.40 Vert(CT) 0.29 4-7 284 180
BCLL 0.0 Rep Stress Incr YES We 0.00 Horz(CT) 0.01 3 n/a n/a
BCDL 10.0 Code FBC2017fTP12014 Matrix -MP Weight: 23 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP M 30
BOT CHORD 2x4 SP M 31
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)
3 = 180/Mechanical
2 = 342/0-8-0 (min. 0-1-8)
4 = 93/Mechanical
Max Horz
2 = 142(LC 12)
Max Uplift
3 = 114(LC 12)
2 = 173(LC 8)
4 = 76(LC 9)
Max Grav
3 = 180(LC 1)
2 = 342(LC 1)
4 = 130(LC 3)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; VuIt=150mph (3-second gust)
Vasd=116mph; TCDL=5.Opsf; BCDL=S.Opsf; h=16ft;
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) Plates checked for a plus or minus 0 degree rotation
about its center.
3) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
4)' 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 114 lb uplift at
joint 3, 173 lb uplift at joint 2 and 76 lb uplift at joint 4.
LOAD CASE(S)
Standard
thaw}-Firn nnndl. rzae. n¢'A i lg:i ?IDSS'1 Y, SIr31k IDES 6;0#DIn:AS:iIS?Dxi lgP'J';tfCN:efDexioP Mo. fenF![esiq!r. aaas uE rn! odes n d's tress Drsip mtrt!Im,'iminr 1FMe! I.IrxN ID. P. kk:n;r iiwetae re. kris #n.ise saki a ne t,nh
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er Lucie
Blvd. Port
Pierce, FL 34046 Copyright
V1914RlRoof isrsser-AuikooyLJonah ill;P.E. Reprodunionolthis dornmeef,inany Woo, isAoki@icedwilhontfbtwrinenpamissianfrom SiRoof Lrssetdrfkooyi.IamkaIII. F.E.
Job Truss Truss Type Qty Ply RYAN HOMES / SEASIDE V1
A0212065
WRCSS1A VM3 Valley 1 1
Job Reference (optional)
Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Mon Jan 8 12:10:24 2018 Page 1
ID: P42uXRd_Kj21 gP?afFS_28yAdrr-gLUfSkY7hebJ?EYosRM4htsY_tZp_BZgfoyzwvzxRDz
3-0-0
2A 5
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) n/a n/a 999 MT20 244/190
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 FBC2017/TP12014 Matrix-P Weight: 8 lb FT = 0
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
puriins.
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)
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 = 42(LC 12)
Max Uplift
1 = 18(LC 12)
2 = 47(LC 12)
Max Grav
1 = 90(LC 1)
2 = 67(LG 1)
3 = 45(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=S.Opsf; BCDL=5.Opsf; h=16ft;
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) Plates checked for a plus or minus 0 degree rotation
about its center.
3) Gable requires continuous bottom chord bearing.
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
20.0psf 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.
6) Bearing at joint(s) 2 considers parallel to grain value
using ANSI/TPI 1 angle to grain formula. Building
designer should verify capacity of bearing surface.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 18 lb uplift at
joint 1 and 47 lb uplift at joint 2.
LOAD CASE(S)
Standard
i6VSj{
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Job - Truss Truss Type Oty Ply RYAN HOMES / SEASIDE v1
A0212066
WRCSS1A VM5 Valley 1 1
Job Reference (optional)
Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Mon Jan 8 12:10:24 2018 Page 1
ID:P42uXRd_Kj21 gP?afFS_28yAdrr-gLUfSkY7hebJ?EYosRM4htsYytZn_BZgfoyzwvzxRDz
va0
5 4
2x4 1.5x4 II
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) n/a n/a 999 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.06 Vert(CT) n/a n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a
BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight: 16 lb FT = 0%
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 5-0-0 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. All bearings 4-11-6.
lb) - Max Horz
1= 78(LC 12)
Max Uplift
All uplift 100 lb or less at joint(s) 1,
3,5
Max Grav
All reactions 250 lb or less at joint(s)
1,3,5,4
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-5=-171 /289
NOTES-
1) Wind: ASCE 7-10; Vult=150mph (3-second gust)
Vasd=116mph; TCDL=S.Opsf; BCDL=S.Opsf; h=16ft;
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 8! MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) Gable requires continuous bottom chord bearing.
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) Bearing at joint(s) 3 considers parallel to grain value
using ANSI/TPI 1 angle to grain formula. Building
designer should verify capacity of bearing surface.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) 1, 3, 5.
LOAD CASE(S)
Standard
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i .
4451 .IKP Blvd.
Fort Perce, FL 34946
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JAN UARY 17, 2017
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
TYPICAL HIP / KING JACK CONNECTION I STDTL01
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 King Jack w/ (3) 16d Toe
Nails @ TC & 24" Strap w/ (6)
10d x 1.5" ea. end @ BC
I Attach Corner Jack's
Attach End Jack's
w/ (4) 16d Toe Nails @ TC
w/ (2) 16d Toe Nails @ TC &
3) 16d Toe Nails @ BC 2 BC (Typ)
0
ti
3ch Corner Jack's
2) 16d Toe Nails
TC & BC (Typ)
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8C 483
4451 St LaleBlvdi
W N1, Fwt P;er.,e; l_ 34,46
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FEBRUARY 17, 2017 ALTERNATE GABLE END BRACING DETAIL
ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD
STDTL03
HORIZONTAL BRACE 2X6 DIAGONAL BRACE SPACED 48'
SEE SECTION A -A) O.0ATTACHED TO VERTICAL WITH TRUSSSES
@ (4) -
16d NAILS, AND ATTACHED TO r
24' O.C. BLOCKING WITH (5) - 10d COMMONS. ES
A-1 ROOF TRUSSES NAIL DIAGONAL BRACE TO
PURLIN WITH TWO 16d
NAILS. 4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
2X4 PURLIN FASTENED TO FOUR 772-409-1010 TRUSSES
WITH (2) - 16d NAILS 1' - 3' MAX. EACH.
FASTEN PURLIN TO BLOCKING W/ (2) - 16d NAILS (
MIN-). PROVIDE 2X4 BLOCKING BETWEEN
DIAG. BRACE THE TRUSSES
SUPPORTING THE AT 1/3 POINTS
BRACE AND THE TWO TRUSSES ON IF NEEDED EITHER SIDE
AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH (
2) - 10d NAILS AT EACH
END. ATTACH DIAGONAL BRACE TO BLOCKING
WITH IT IS THE RESPONSIBILITY
OF THE BLDG. 5) - 10d COMMON WIRE NAILS. 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 ENOS. END WALL CEILING SHEATHING
BRACING REQUIREMENTS FOR STRUCTURAL
GABLE TRUSSES 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 SIZE, GRADE, AND SPECIES
AS THE TRUSS VERTICALS. SCAB ALONG NAILING SCHEDULE: VERTICAL 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' O.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). MAXIMUM STUD LENGTHS ARE
LISTED ON PAGE 1. ALI BRACING METHODS SHOWN ON
PAGE I 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. UKAL TRUSS I STRUCTURAL
AN
ADEQUATE
DIAPHRAGM
OR OTHER METHOD OF BRACING GABLE TRUSS / 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 i VERTICAL/STUDS ONLY.
NOTE: THIS ETAIL IS
TO BE USED ONLY FOR STRUCTURAL GABLES WITH INLAYED /
STUDS. TRUSSES WITHOUT INLAYED
STUDS ARE NOT ADDRESSED
HERE. STANDARD GABLE / TRUSS I
ARD
JULY 17, 2017 I STANDONNECTIONBDETAITRUSSACK I STDTL04
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
DRAWING FOR UPLIFTS.
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
772-409-1010
PIGGYBACK TRUSS
REFER TO ACTUAL TRUSS DESIGN DRAWING FOR
ADDITIONAL PIGGYBACK TRUSS INFORMATION.
SPACE PURLINS ACCORDING TO THE MAXIMUM
SPACING ON THE TOP CHORD OF THE BASE TRUSS
SPACING NOT TO EXCEED 24. O.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" O.C. PLATES
SHALL BE PRESSED INTO THE PIGGYBACK TRUSS AT 48" O.C.
STAGGERED FROM EACH FACE AND NAILED TO THE BASE TRUSS WITH
FOUR (4) 6d (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 TRUSSED VALLEY SET DETAIL - SHEATHED 1 STDTL05
A-1 ROOF TRUSSES
4451 ST i I1CIF RI VI>
FOI
SECURE VALLEY TRUSS
W/ ONE ROW OF 10d
NAILS 6" O.C.
DETAIL A
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 NDS - 01.
7. VALLEY STUD SPACING NOT TO EXCEED 48" O.C.
E END, COMMON
3S, 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 11 BUILDING
EXPOSURE C
WIND DURATION OF LOAD INCREASE: 1.60
MAX TOP CHORD TOTAL LOAD = 50 PSF
ATTACH 2X4 CONTINUOUS #2 MAX SPACING = 24' O.C. (BASE AND VALLEY)
SYP TO THE ROOF W/ TWO USP MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES.
WS45 (1/4' X 4.5") WOOD SCREWS
INTO EACH BASE TRUSS.
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4451 Si Lucie Blvd.
FOIf Prefce, FL 34946
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JULY 17, 2017 I TRUSSED VALLEY SET DETAIL I STDTL06
r
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
A.
4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIUAL DESIGN
DRAWINGS.
5. BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EQUIVALENT
TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING.
A-1 ROOF TRUSSES 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 34946 TRUSS, OR GIRDER
772-409-1010 TRUSS
SECURE
W/(
VALLEY TRUSS
I II cc II II I VASE
TRUSSES
TYPICAL) I1
NO SHEATHING) N.T.S.
GABLE END, COMMON
TRUSS, OR GIRDER
P F 12 VALLEY TRUSS TRUSS
TYPICAL)
I I//
SBELOWrE A(
FYP)
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
WIND DURATION OF LOAD INCREASE: 1.60
ATTACH 2X4 CONTINUOUS #2
MAX TOP CHORD TOTAL LOAD = 50 PSF
O THE ROOF W/TWO USP
MAX SPACING = 24' O.C. (BASE AND VALLEY)
SYP T
WS3 X 3') WOOD SCREWS
MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES.
INTO EACH BASE TRUSS.
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JULY 17, 2017 I TRUSSED
HIGH WIND VELOCITY)
AIL I STDTL07
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 MPI
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 —rs c T i RuJJcJ muJ i oc
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.
FOR BEVELED BOTTOM
CHORD, CLIP MAY BE APPLIED
TO EITHER FACE.
CLIP MAY BE APPLIED
TO THIS FACE UP TO A
NON -BEVELED MAXIMUM 6/12 PITCH NON -BEVELED
BOTTOM CHORD I u I I BOTTOM CHORD
CLIP MUST BE APPLIED TO
THIS FACE WHEN PITCH
EXCEEDS 6/12 (MAXIMUM
12/12 PITCH)
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FEBRUARY 17, 2017 STANDARD GABLE END DETAIL
TYPICAL 2X4 L-BRACE
NAILED TO 2X4 VERTICALS
W/10d NAILS, 6- O.C.
VERI
STUD
SECTION B-B
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
TRUSS GEOMETRY AND CONDITIONS
SHOWN ARE FOR ILLUSTRATION ONLY.
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.
A TOENAIL BLOCKING TO TRUSSES
WITH (2) - IOd NAILS AT EACH END.
ATTACH DIAGONAL BRACE TO
BLOCKING WITH (5) - 10d NAILS
A
4) Bd NAILS MINIMUM, ROOF
B
3X4= PLYWOODSTO SPFING TO
BLOCK 1 SHEATHING
STDTL08
VERTICAL 2X6 SP OR SPF
STUDPBRACE
2 DIAGONAL
BRACE
4) - 16d
NAILS16d NAILS
SPACED 6' O.C.
2) IOd NAILS
INTO 2X62X6 SP OR
SPF #2
2X4 SP OR
SPF #2L HORIZONTAL
NAILED TO
RTICALS
SECTION A -A W/(4) - IOd NAILS
v
DIAGONAL BRACING i(* L - BRACING REFER
v "All" /
REFER TO SECTION A -A TO SECTION B-B 24' MAX.
NOTE:
GRADE1. MINIMUM OF #2 MATERIAL IN THE TOP AND BOTTOM2. HAND
lOd
SSCONNECTONBETWEENBOTTOMCHORDOFGABLEENOTRUSS WALL TO 12' MAX. NAILSNA
BE PROVIDE 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. TRUSSES @ 24" O.C.
S. IAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF IAPHRAGM
AT 4' - 0' D.C.
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 MIDSPAN 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 (S) -
8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. DIAG. 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 0.131'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.
ENO WALL
MINIMUM STUD
SIZE SPECIES
AND GRADE
STUD
SPACING
WITHOUT
BRACE
2X4
L - BRACE
DIAGONAL
BRACE
2) DIAGONAL
BRACES AT
1/3 POINTS
MAXIMUM STUD LENGTH
2X4 SP #31 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 4-9-12 6-6-11 9-10-15
2X4 SP #31 STUD 24' O.C. 2-8-6 3-11-3 5-0-12 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. 3-0-11 4-9-12 6-0-11 10-8-0
2X4 SP #2 24' O.C. 1 3-1-4 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' D.C., WITH 3' MINIMUM END DISTANCE. BRACE MUST COVER
907 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
r.
A ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE. FL 34946
772.409-1010
WITH 2X BRACE ONLY
NOTES:
T-BRACING / I -BRACING TO BE USED WHEN CONTINUOUS LATERAL BRACING
IS IMPRACTICAL. T-BRACE / I -BRACE MUST COVER 907 OF WEB LENGTH.
THIS DETAIL NOT TO BE USED TO CONVERT T-BRACE / I -BRACE WEBS TO
CONTINUOUS LATERAL BRACED WEBS.
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
r.
C
STDTL09
BRACE SIZE FOR ONE -PLY TRUSS
SPECIFIED CONTINUOUS ROWS OF
LATERAL BRACING
WEB SIZE 1 2
2X3 OR 2X4 2X4 T-BRACE 2X4 [-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
2X8 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
j TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS,
2XG 'STRONGBACK' IS RECOMMENDED, LOCATED EVERY 8 TO 10 FEET
ALONG A FLOOR TRUSS.
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
NOTE 1: 2X6 STRONGBACK ORIENTED VERTICALLY MAY BE POSITIONE IRECTLY UNDER THE
TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD, SECURELY FASTENED TO THE TRUSS USING ANY
OF THE METHODS ILLUSTRATED BELOW.
NOTE 2: STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE
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.
USE METAL FRAMING ATTACH TO VERTICAL ATTACH TO VERTICAL
ANCHOR TO ATTACH l C WEB WITH (3) - lOd SCAB WITH (3) - 10d
TO TOP CHORD I \NAILS (0.131' X 3NAILS (0.131' X 3'). INSERT
WOOD SCREW THROUGH OUTSIDE
FACE OF CHORD INTO EDGE
OF STRONGBACK (00 NOT USE
DRYWALL TYPE SCREWS) ATTACH
TO VERTICAL WEB
WITH (3) - 10d NAILS (
0.131' X 3') BLOCKING
BEHIND THE VERTICAL WEB
IS RECOMMENDED WHILE NAILING
THE STRONGBACK USE
METAL FRAMING ANCHOR
TO ATTACH TO
BOTTOM CHORD TRUSS
ATTACH
TO VERTICAL WEB
WITH (3) - 10d NAILS (
0131' X 3') ATTACH
2X4 VERTICAL TO
FACE OF TRUSS. FASTEN
TO TOP AND BOTTOM
CHORD WITH 2) -
10d NAILS (0.131' X
3') IN EACH CHORD ATTACH
TO VERTICAL SCAB
WITH (3) - 10d NAILS (
0.131' X 3') 2X6
4' - 0' WALL STRONGBACK (
TYPICAL SPLICE) (BY OTHERS) ATTACH
TO CHORD WITH (
2) #12 X 3' WOOD
SCREWS 0.
216' OIA.) INSERT
SCREW THROUGH OUTSIDE
FACE OF CHORD INTO EDGE
OF STRONGBACK (DO NOT USE
DRYWALL TYPE SCREWS) 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 (0131' 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
A-1 ROOF TRUSSES
4451 ST, LUCIE BLVD.
FORT PIERCE, FL 34946
772409-1010
LATERAL TOE -NAIL DETAIL
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
z
OJ
135 93.5 85.6 74.2 72.6 63.4
ri
162 108.8 99.6 86.4 84.5 73.8
128 74.2 67.9 58.9 57.6 50.3
zZOJ 131 75.9 69.5 60.3 59.0 51.1
nN 148 81.4 74.5 64.6 63.2 52.5
M
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 845 (LB/NAIL) X 1.15 (DOL) = 291.5 LB MAXIMUM CAPACITY
ANGLE MAY
VARY FROM
30' TO 60'
45.00'
ANGLE MAY
VARY FROM
30' TO 60'
STDTL11
THIS DETAIL IS ONLY APPLICABLE TO
THE THREE END DETAILS SHOWN BELOW.
VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY.
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
30°
FEBRUARY 17, 2017 1 UPLIFT TOE -NAIL DETAIL I STDTL12
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
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
L7
131 59 46 32 30 20Z
O
J
135 60 48 33 30 20
Ln
162 72 58 39 37 25
J
128 54 42 28 27 19
1--
z
Z
131 55 43 29 28 19
W
148 62 48 34 31 21J
J V
Q M
Z
120 51 39 27 26 17
CD
Z 128 49 38 26 25 17
O
131 51 39 27 26 17J
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 ENO AS SHOWN.
2. THE ENO 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 WIND DOL OF 1.33:
3 (NAILS) X 37 (LB/NAIL) X 1.33 (OOL FOR WINO) = 148 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND
FOR WIND OOL OF 1.60:
3 (NAILS) X 37 (LB/NAIL) X 1.60 (DOL FOR WIND) = 177 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIN
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.
E
TOP PLATE
OF WALL
VIEWS SHOWN ARE FOR
ILLUSTRATION PURPOSES ONLY
L
NAIL
NAIL
SIDE VIEW END VIEW
FEBRUARY 5, 2016
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772409-1010
I .5 x 4
TYP 2x2 NAILER ATTACHMENT I STDTLI3
2x2 NAILER ATTACHMENT
GENERAL SPECIFICATIONS
MAX LOAD: 55 psf Roof Load, 170 mph, ASCE
7-101 29'-0" Mean Height, Exp. B, C or D.
April 11, 2016
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
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
STDTLI4
4) 12d
MAX 30" (2'-6")
2x6 #2 SP (Both Faces)
24" O.C.
SIMPSON H5
FEBRUARY 17, 2017
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772.409-1010
STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS, AND
DAMAGED OR MISSING CHORD SPLICE PLATES STDTL15
TOTAL NUMBER
OF NAILS EACH
SIDE OF BREAK
X
INCHES)
MAXIMUM FORCE (LBS) 157 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' OIA. 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
IOd NAILS NEAR SIDE
10d NAILS FAR SIDE
11N
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.
S. 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 STDTL16 I
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 - 12112
HEEL HEIGHT: STANDARD HEEL UP TO 12' ENERGY HEEL
END BEARING CONDITION
ZIM/j926*5
1. ATTACH 2X-SCAB (MINIMUM 42 GRADE SPF, HF, SP, OF) TO ONE FACE OF TRUSS
WITH TWO ROWS OF 10d COMMON WIRE NAILS (.148' OIA. X 3') SPACED 6' O.C.
2. THE ENO 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.
IMPORTANT
THIS DETAIL TO BE USED ONLY WITH TRUSSES (SPANS LESS THAN 40') SPACED 24'
O.C. MAXIMUM AND HAVING PITCHES BETWEEN 4/12 AND 12112 AND TOTAL TOP CHORD
LOADS NOT EXCEEDING 50 PSF.
TRUSSES NOT FITTING THESE CRITERIA SHOULD BE EXAMINED INDIVIDUALLY.
REFER TO INDIVIDUAL TRUSS DESIGN
FOR PLATE SIZES AND LUMBER GRADES
it O' Dn O' Pd'
Important Notes / Please Review Prior to Truss Installation:
1) Trusses are to be handled, installed and braced in accordance to the following standards: ANSI/TIP 1-2007;
WTCA 1 -1 995 — "Standard Responsibilities in the Design Process Involving Metal Plate Connected Wood Trusses",
and "BCSI 1-03 Guide to Good Practice For Handling, Installing, & Bracing of Metal Plate Connected Wood
Trusses" published by WTCA and Truss Plate Institute. Any of this material can be obtained by contacting A-1 Roof
Trusses. Spanish versions are also available.
2) All temporary and permanent bracing design, connection, material, and labor by others.
3) Truss designs are for an individual component, not for a truss system. Reactions and uplifts may vary from building
designers calculated loads. The building designer is ultimately responsible for clarifying any discrepancies.
4) If provided by truss manufacturer, any.engineered beams provided have been sized using information design
guides or software provided by the beam manufacturer. The building designer should verify all loads uplifts, and
bearing requirements. Truss manufacturer is not responsible for specifying beams, other than those provided by
truss manufacturer.
5) Unless specified, roof trusses are not designed for any additional attic storage loads.
6) On flat surfaces, adequate drainage must be provided to avoid ponding.
7) It is the builder's responsibility to assure there is adequate room for A/C ducts, electrical wiring and plumbing runs
to assure they do not interfere with the truss chords. (Roof and floor.) Truss chords and webs cannot be cut. Attic
access opening should be located between trusses unless otherwise noted.
8) Unless specified, valley framing design, connection, material and labor to be supplied by the builder.
9) Attached drawings are standard details that cover most installation standards. Structural details provided by the
building designer supersede any attached details.
10) Trusses are not designed to carry the chimney, cupola, steeple, or other structures unless specified. Structure should
be framed through the trusses to be supported by the foundation. In cases where trusses are designed to carry the
structure above all loads and uplifts MUST be verified by building designer. Connection of structure to trusses must
be provided by the building designer.
1 1) The specific engineered truss drawings are subject to other terms, conditions, and details on the truss placement plan
and/or individual truss design drawings.
12) Trusses are designed to carry ONLY the specified loads on the engineered drawings. Point loads for materials,
erection personnel, equipment, whether temporary or permanent, are not allowed unless specified on sealed
engineered drawings.
Any questions or comments feel free to contact A-1 Roof Trusses at 772-409-1010.
4451 St. Lucie Blvd., Fort Pierce, FL 34946
772-409-1010 Office 772-409-1015 Fax www.A1truss.com
USP
STRUCTURAL
rONNFCTOIRS`
A MfTck' Cornpany
Hangers
Allowable Load (lbs)
DF-L/SP LSL LVL PSL SPF I -JOIST
LISP 160%
Label Stock No. Code Reports 100% 115% 125% Uplift 100% 100% 100% 100% 100% Fastener Schedule
T1 JUS24 1881, 655 750 820 510 4) - 10d (Header)
FL821.39, 2) - 10d (Joist)
11-
0510.01,
RR 25779
LU524 670 765 825 490 4) - 10d (Header)
2) -10d (Joist)
T2 JUS26 1881, 850 975 1060 1115 4) - 10d (Header)
FL821.42, 2) - lOd (Joist)
11-
0510.01,
RR 25779
LUS26 865 990 1070 1165 4) - 10d (Header)
2) -10d (Joist)
T3 MSH422 1831, 2025 2025 2025 22) - 10d (Face - Face Max Nailing)
FL822.36, 6) - 10d (Face - Top Max Nailing)
08- 6) - 10d (Joist - Face Max Nailing)
0303.06, 6) - 10d (Joist - Top Max Nailing)
RR 25836 4) - 10d (Top - Top Max Nailing)
13116-R
THA422 2245 2245 2245 6) - 16d (Carried Member - Face Mount)
6)- 10d (Carried Member - Top Flange)
22) -16d (Face - Face Mount)
2) - 16d (Face - Top Flange)
4) - 16d (Top - Top Flange)
THA1422 1835 1835 1835 2) -10d x 1-112 or 2 -10d x 1-112 (Carried Member)
20) -10d or (2) -10d (Face)
4) -10d (Top)
T4 THD26 1781, 2485 2855 3060 2170 18) - 16d (Face)
FL13285.35, 12) - 10d x 1-1/2 (Joist)
06-
0921.05,
RR 25843
HTU26 2940 3340 3600 1555 11) - 10d x 1-112 (Carried Member)
20) -10d x 1-112 (Carried Member - Max Nailing) -
20) -16d x 1-112 (Carrying Member)
20) -16d x 1-112 (Carrying Member - Max Nailing)
I
M
USP
STRUCTURAL
CON N FCT(-)R';'
Al MiTck' Company
Hangers
Allowable Load (lbs)
DF-L/SP LSL LVL PSL SPF I -JOIST
LISP 160%
Label Stock No. Code Reports 100% 115% 125% Uplift 100% 100% 100% 100% 100% Fastener Schedule
T5 THD26-2 1781, 2540 2920 3175 2285 18) - 16d (Face)
FL13285.35, 12) -10d (Joist)
06-
0921.05,
RR 25843
13116-R
HHUS26-2 2785 3155 3405 1550 14) - 16d (Face)
6) -16d (joist)
HTU26-2 2940 3340 3600 2175 20) - 10d (Carried Member - Max Nailing)
20) - 16d (Carrying Member- Max Nailing)
T6 THD28 1781, 3865 3965 3965 2330 28) - 16d (Face)
FL13285.35, 16) - 10d x 1-1/2 (Joist)
06-
0921.05,
RR 25843
HTU28 3820 4340 4680 2140 26) - 10d x 1-112 (Carried Member - Max Nailing)
26) - 15d (Carrying Member - Max Nailing)
T7 THD28-2 1781, 3950 4540 4935 2595 28) -16d (Face)
FL13285.35, 16) - 10d (Joist)
06-
0921.05,
RR 25843
13116-R
HHU528-2 4210 4770 5140 2000 22) -16d (Face)
8) -16d (Joist)
HTU28-2 3820 4340 4680 3485 26) - 10d (Carried Member - Max Nailing)
26) - 16d (Carrying Member - Max Nailing)
T8 THD46 1781, 2540 2920 3175 2285 18) - 16d (Face)
FL13285.35, 12) - 10d (Joist)
06-
0921.05,
RR 25843
13116-R
HHUS45 2790 3160 3410 1550 14) - I6d (Face)
6) -16d (Joist)
ul P
STRUCTURAL
A MiTOW Company
Hangers
Allowable Load (lbs)
DF-L/SP LSL LVL PSL SPF I -JOIST
160% USP
Label Stock No. Code Reports 100% 115% 125% Uplift 100% 100% 100% 100% 100% Fastener Schedule
T9 THD48 1781, 3950 4540 4935 2595 28) - 16d (Face)
FL13285.35, 16) - 10d (Joist)
06-
0921.05,
RR 25843
13116-R
HHUS48 4210 4770 5140 2000 22) - 16d (Face)
8) -15d (Joist)
T10 THDH26-2 1881, 3915 4505 4795 2235 20) - 16d (Face)
FL821.75, 8) - 10d (Joist)
06-
0921.05,
RR 25779
13116-R
HGUS26-2 4355 4875 5230 2155 20) -16d (Face)
8) -16d (Joist)
T11 THDH26-3 1881, 3915 4505 4795 2235 20) - 16d (Face)
FL821.75, 8) - 10d (Joist)
06-
0921.05,
RR 25779
HGUS26-3 4355 4875 5230 2155 20) -16d (Face)
8) -16d (Joist)
T12 THDH28-2 1881, 6535 7515 8025 2665 36) - 16d (Face)
FL821.77, 10) - 16d (Joist)
RR 25779
13116-R
HGU528-2 7460 7460 7450 3235 36) -16d (Face)
12) -16d (Joist)
T13 THDH28-3 1881, 6770 7785 8025 2665 36) - 16d (Face)
FL821.75, 10) - 16d (Joist)
06-
0921.05,
RR 25779
HGU528-3 7460 7460 7460 3235 36) -16d (Face)
12) -16d (Joist)
U S P41h., OF STRUCTURAL
CONNECTORS'
A MiTetk' Company
Fastener Comparison Table
Connector Schedule
Group Label LISP Stock No Required Fasteners Reference No Required Fasteners
4) - 10d (Header) 4) -10d (Header)
Tl JUS24 LUS24
2) - 10d (Joist) 2) - 10d (Joist)
4) -10d (Header) 4) - 10d (Header)
T2 JUS26 LUS26
4) - 10d (Joist) 4) -10d (Joist)
22) - 10d (Face - Face Max Nailing) 6) -16d (Carried Member - Face Mount)
6) - 10d (Face - Top Max Nailing) 6) -16d (Carried Member - Top Flange)
T3 MSH422 6) - lod (Joist - Face Max Nailing) THA422 22) -16d (Face - Face Mount)
6) - 10d (Joist - Top Max Nailing) 2) -16d (Face - Top Flange)
4) - 10d (Top - Top Max Nailing) 4) -16d (Top - Top Flange)
11) - lOd x 1-112 (Carried Member) 18) - 16d (Face)
12) - lOd x 1-1/2 (Joist) 20) - 10d x 1-112 (Carried Member - Max Nailing)
T4 THD26 HTU26
20) -16d (Carrying Member)
20) -16d (Carrying Member -Max Nailing)
18) - 16d (Face) 14) -16d (Face)
T5 THD26-2 HHUS26-2
12) - 10d (Joist) 6) -16d (Joist)
28) - 16d (Face) 26) -10d x 1-112 (Carried Member - Max Nailing)
T6 THD28 HTU28
16) - 10d x 1-1/2 (Joist) 26) -16d x 1-112 (Carrying Member- Max Nailing)
28) - 16d (Face) 22) -16d (Face)
T7 THD28-2 HHUS28-2
16) - 10d (Joist) 8) -16d (Joist)
18) - 16d (Face) 14) - 16d (Face)
T8 THD46 HHUS46
12) - 10d (Joist) 6) -16d (Joist)
28) - 16d (Face) 22) - 16d (Face)
T9 THD48 HHUS48
16) - 10d (Joist) 8) -16d (Joist)
20) - 16d (Face) 20) -16d (Face)
T10 THDH26-2 HGUS26-2
8) - 16d (Joist) 8) -16d (Joist)
20) - 16d (Face) 20) -16d (Face)
T11 THDH26-3 HGUS26-3
8) - 16d (Joist) 8) -16d (Joist)
36) - 16d (Face) 36) -16d (Face)
T12 THDH28-2 HGUS28-2
10) - 16d (Joist) 12) - 16d (Joist)
36) - 16d (Face) 36) -16d (Face)
T13 THDH28-3 HGUS28-3
10) - 16d (Joist) 12) -16d (Joist)
u p
STRUCTURAL
CONNECTORS'
A MiTekCompany
JUS24 JUS26 MSH422
4
THD26 THD26-2 THD28
Q71,
THD28-2 TH D46 THDH26-2
66
F
iikl
ITHDH26-3 THDH28-2 THDH28-3
REPAIR REQUESTS
When sending in repair requests, please use engineering sheets to describe the issue or damage, and email to design@altruss.com. Engineering sheets
correctly marked with the issue / damage are required.
NOTE: Photos of the issue / damage can be included with the engineering sheet, but pictures by themselves are in most cases not very helpful.
1. Do not attempt to repair truss until contacting truss manufacturer for recommended repair.
2. If there are any special circumstances (sheeted, ductwork or similar obstructions, etc.) please make sure you note it on the drawing or email request.
3. We cannot provide sealed drawings for "field built" trusses.
4. See example markup details below.
BREAK:: use a line to denote the MISSING I DAMAGED PLATE:
exact location of the ;break Circle Missing or Damaged Plate
W
I 2
J
3 4 5 5 7T 8 9
Tr
17 12 13
MAP- Nwl
ti®-®Y
ALTERNATE I REVISED BEARING LOCATION: e ?
Draw in new location of bearing, and provide dimension of it's location
MISSING PIECE: If there are
multiple breaks, resulting in missing
e BREAK: Use aline to
SPLIT I CRACK: Denote exact location of denote exact location of break
damage; and provide length dgreater than 12" {
TRUSS MODIFICATION: 7
If truss is too long / short,_ provide detailed ;
sketch and provide dimensions as needed.
MISSING I DAMAGED PLATE:
Circle Missing or Damaged Plate
DEFLECTION [CROWN: Denote exact location of where d'. the start an
1" out of plane stag of the Issue. as well as dimensions of where the issue occurs
10
t
a
GARAGE LEFT
0
M lOph•'y O lO:
GraviTy (> 5,000111 Uplift (> - 1,000#) (UNLESS NOTED OTHERWISE)
Vc~
Horizontal (> 350#) • NOTE: ALL CEILING DROPS BELOW BEAM ARE
1s'a• 15's' 16'°' BY BUILDER (UNLESS NOTED OTHERWISE) =-
NOTE: THIS TRUSS PLACEMENT DIAGRAM IS TO v _ - _
u u u - - u u ', SHOW TRUSS LD. AND TRUSS LOCATION ONLY. - - - -
THE BUILDING DESIGNER IS REPSONSIBLE FOR THE oN o
STRUCTURAL STABILITY OF THE ENTIRE STRUCTURE. o = -
REFER TO THE INDIVIDUAL TRUSS ENGINEERING
DRAWINGS FOR GRAVITY AND UPLIFT LOADS.
FOR BRACING & ERECTION DETAILS REFER
TO BCSI-03 AND/OR ENGINEER OF RECORD
REPRESENTS THE LEFT SIDE OF - Q, EACH TRUSS DRAWING
2 Aiu 'A) JUS24 H THD46
iiis
B} JUS26 1 ' MSH422
e a E
E
a
v THD26 MUS26
A M
OD THD28
OE THD26.2 o
AN QF THD28-2
JUS46HANGER BY BUILDER
LOADING ROOF FLOOR WIND LOADOLIVELOAD20 - ASCE 7-10
f=
DEAD LOAD SO - 150 MPH EXP C
LIVE LOAD 10. - CATEGORY II
m csi DEAD LOAD 10 - ENCLOSED
TOTAL LOAD 40 - FBC-2017
r .
A10 -c
DURATION FACTOR L25 - TPI-2014All-
REV DATE BY REMARKS - _ _
A11 01 01/08/2018 1T CODE UPDATE
o
Al2 m m m m
ry _
c
E E
A1s It is understood that above
conditions have been reviewed APPROVED
A16 &
are acceptable for the m _
m _
m -
fabrication at trusses, APPROVED AS NOTED _
elevations,pitches, overhangs, REVISE AND RESUBMIT e`
A171 fascias,ceiling -
elevations/pitches, bearing REJECTED-
conditions & all detail pertaining
AlSk to this truss placement plan. No-
back charges will be accepted
jt without previous written
DATE
A19 e _ approval from an A-1 Roof o a
Trusses representative. REVIEWED BY e _
v
PLAN DATE ARCH: 08/17/2016 STRUCT:--/--/---
CUSTOMER —"" A21 G USTOME RY AN HOMES
J
3 b - B SIDEvl "A" _
n
JOB NAME SEA
P - ._ ..
E@ .. LOCATION - _
a -
6 o ,
E _
1 E COMM NTV - - _ =
mLOT #
50-01 _ a. -_
BLDG _ BLDG _ _
e ` '
TYPE # = -
m -
JOB # - MASTER WRCSSEA-
GARAGE RIGHT
DRAWN SCALE
DATE 09/13/2016
AL N.7S. m ' _ _ _
AREA .I. G4JC
g - v--2 =-_
FLOOR` D = AlI ROOF e _
ROOF 386662,
S _ e E -
tz
1t On FASCIA 278, TRUSSEW
HIP LINE 153 "
NOTE: Trusses are designed for SHINGLE material.A FLORIDA CORPORATIONVALLEYLINE — as ,
Ph 772-409-1010 / Fax 772-409-1015 - - IVntifu trnsc mamtfarhlrer if material is other than ahinalp w•••^x-••^s• sY>' - - =T - n== " _
RECORD COPY .
ram, City of Sanford
Building and Fire Prevention
Product Approval Specification Form
c"
Dlnr
Permit # # $ -
6 6 a
SANF ORD
Project Location Address
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 15000.2/15000.4
Sliding Ply Gem 4780 SGD 14634.2 - R1
Sectional Wayne Dalton 9100 - #0600 / #0607 9174.11 8174.20 - R11
Roll Up
Automatic
Other
2. Windows
Single Hung Ply Gem 4712 4812 14039.1 14039.2 - R2
Horizontal Slider
Casement
Double Hung
Fixed Plv Gem 4701FL 705 14253 - R3
Awning
Pass Through
Projected
Mullions Ply Gem 4700 15264 - R1
Wind Breaker
Dual Action
Other
June 2014 1
Category/Subcategory Manufacturer Product
Descri tion
Florida Approval #
including decimal
3. Panel Walls
Siding
Soffits Aluminum Coils Inc. Aluminum Soffit Panels 12194 - R5
Storefronts
Curtain Walls
Wall Louver
Glass block
Membrane
Greenhouse
E.P.S Composite
Panels
Other
4. Roofing Products
AS halt Shin les CertainTeed Corp. CertainTeed Asphalt Roofing Shingles 5444 - R11
Underlayments InterWrap Inc. Rhino Roof Underlayment 151216 - R2
Roofing Fasteners
Nonstructural
Metal Roofing 1
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 Millennium Metals Inc. MMI-2B Off Ridge Vent 16568.2 - R1
Other
June 2014
Category/Subcategory Manufacturer Product
Description
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
Insulation Forms
Plastics
Deck / Roof
Wall
Prefab Sheds
Other
8. New Exterior
Envelope Products
Applicant's Signature
Applicant's Name
Vicky Otero
Please Print)
June 2014
Cohstrudtion Products
T. Product Name
Grace Vycor@ Plus Self -Adhered Flashing
2. Manufacturer
Grace Construction Products
62 Whittemore Avenue
Cambridge, MA 02140
866) 333-3SBM (3726)
Fax; (410) 431-7281
www,graceconstruction.com
www.graceathome.com
3. Product Description
BASIC USE
Grace Vycor® Plus Self -Adhered Flashing is a
self-sealing, fully adhered, composite flexible
flashing designed to protect criticol non -roof
details from air, water and moisture infiltration, It
provides an excellent positive seal around the
outside and inside of doors and windows and
can be used to seal joints, seams, holes and
other undesirable openings in wall systems.
COMPOSITION & MATERIALS
Grace Vycor Plus Self -Adhered Hashing is a 25
mil (0,64 mm), cold applied, self -adhering -
membrane consisting of a 3 mi (0,07 mm) high
density, cross -laminated polyethylene film
coated on one side with a 22 mil (0,56 MM)
layer of rubberized asphalt adhesive. For ease
of application, the rolls are interwound with a
disposable silicone coated release sheet, The
flashing is a dark gray -black.
Grace Vycor Plus Self -Adhered Hashing is
now available with RIPCORDI' a cord embed-
ded in the adhesive layer that allows split
release on demand, RIPCORD makes the mem-
brane installation faster and easier and
enables proper integration with the other
waterproofing elements of the wall system.
Priming is generally not required for most
substrates provided they are clean and dry,
However, oh concrete, masonry and DensGlass
Gold® apply Perm -A -Barrier® WB Primer. If
adhesion is found to be marginal, also prime
wood composition and gypsum sheathing with
Perm -A Barrier WB Primer. The coverage rate
for Perm-A-Barrier.WB Primer is 250 - 350 ft2/gal
6 - 8 m2/L).
SIZES
Grace Vycor PIUs Self -Adhered Flashing is
available in 75 (229 m) rolls in widths of 4", 6",
9" and 12" (100, 150, 225 and 300 mm), The 4"
100 mm) width is packaged 18 rolls per car-
ton; the 6" (150 mm) is packaged 12 rolls per
carton; and the 9" and 12" (225 and 300 mm)
are packaged 6 rolls per carton.
L1MMAONS
Grace Vycor Plus Self -Adhered Flashing must
not be applied in areas where it will be per-
manently exposed to sunlight, and must be
covered within a reasonable amount of time
not to exceed 30 days. Grace Vycor Plus
should not be used in hot desert areas in the
southwestern United States.
The following sealants are chemically com-
patible with the adhesive side of Grace Vycor
Plus Self -Adhered Flashing if the specific formu-
lation does not contairi hydrocarbon solvents;
silicone, acrylic, butyl, I -part polyurethane and
2-part polyurethane. This flashing is incompati-
ble with creosote; joint sealants containing
polysulflde polymer or hydrocarbon solvents;
products manufactured from EPDM and flexi-
ble PVC, and certain caulks. For more informa-
tion, refer to Technical Letter 1, "Chemical
Compatibility with Other Building Materials and
Sealants."
Grace Vycor Plus Self -Adhered Hashing is
designed for NON -ROOF flashing applications.
The membrane is slippery - do not use on the
roof. DO NOT walk on the membrane.
4. Technical Data
APPLICABLE STANDARDS
ASTM International
ASTM CB36 Standard Specification for High
Solids Content, Cold Liquid -Applied Elastomeric
Waterproofing Membrane for Use with
Separate Wearing Course
ASTM D412 Standard Test' Methods for
Vulcanized Rubber and Thermoplastic
Rubbers and Thermoplastic Bastomers-Tension
ASTM D570 Standard Test Method for Water
Absorption of Hastier
ASTM D903 Standard Test Method for Peel or
Stripping Strength of Adhesive Bonds
ASTM D1876 Standard Test Method for Peel
Resistance of Adhesives (i Peel Test)
ASTM D1970 Standard Specification for Self -
Adhering Polymer Modified Bituminous Sheet
Materials Used as Steep Roofing Underlayment
for Ice Dam Protection
ASTM D3767 Standard Practice for Rubber -
Measurement of Dimensions
FLEXIBLE FLASHING 07650
Grace Construction Products
PHYSICAL/CHEMICAL PROPERTIES
See Table 1.
5. Installation
STORAGE
Protect materials from rain and physical dam-
age. Pallets of Grace Vycor Plus Self -Adhered
Flashing should not be double stacked on the
jobsite. Provide cover on top and all sides, allow-
ing for adequate ventilation, Store this product
in its original, unopened packaging at ambient
temperatures between 40 - 90 degrees F (5 - 32
degrees C), under dry conditions and away
from exposure to direct sunlight. Store all prod-
ucts in a dry area away from high heat, flames
or sparks. Store only as much material at point
of use as is required for each day's work.
ENVIRONMENTAL CONDITIONS
Grace Vycor Plus Self -Adhered Hashing can-
not -be applied to moist or damp surfaces.
After precipitation, allow a minimum of 24
hours for drying before installing the flashing,
Grace Vycor Plus Self -Adhered Hashing can
be applied at air and surface temperature of
25 degrees F (4 degrees C) and above.
APPLICATION METHODS
Surface Preparation
Substrate must be smooth, clean, dry and free
of voids, spoiled areas, loose substrate, loose
nails, other sharp protrusions or other matter
that will hinder the adhesion or regularity of the
flashing installation, Clean loose dust or dirt
from the surface wherever Grace Vycor Plus
Self -Adhered Hashing is to be applied by wip-
ing with a dean dry cloth or brush. If the flash-
ing does not adhere properly to the substrate,
apply. Perm -,-Barrier WB Primer at a coverage
rate of 250 - 350 ft2lgal (6 - 8 m2/L).
Allow primer to dry completely, approxi-
mately 1 hour depending on weather condi-
tions, before application of flashing. Excess
primer will not improve the adhesion of the
flashing. The primer is considered dry when
the substrate returns to its original color, mini-
mum 1 hour. If primed areas are not covered
that day, reprime area if there is significant
dust or dirt contamination.
Flashing Application
Install the membrane following the shingle
principle: Apply the top membrane layer over
the bottom layer so that the system sheds
water. For ease of installation,. Grace Vycor
Plus Self -Adhered Hashing has measure mark-
ings at 6" and 12" 052 and 305 mm) intervals.
Cut Vycor Plus into appropriate lengths.
sgcGDATAe and MANIFSPO ore registered trademorla of Reed Bia%ier Inc. The ten portSPEC DATA format mnfoans to the erLtodol style Reed Construction
i-nn"m.n,d k is l with (heir oerrrission The monufpch rer a responsb1a for technical accuracy. v=15 Reed Construction Data. All Right Reserved. Data„
Use RIPCORD to split the release paper and
adhere half of the membrane, if necessary.
Peel release paper from roll to expose rub-
berized asphalt and position flashing to cen-
ter over joint location before applying. Move
along opening or joint, being careful to put
flashing as evenly as possible over the open-
ing and avoiding fishmouths along the edges.
Roll flashing firmly into place to ensure contin-
uous and intimate contact with the substrate.
If wrinkles develop, carefully cut out affect-
ed area and replace in the similar procedure
outlined above, The repair piece also must be
pressed into place as soon as possible to
ensure continuous and intimate contact with
the substrate,
Grace Vycor Plus Self -Adhered Flashing
must be continuously supported by the sub-
strate and must not span or bridgb joints,
gaps or voids in excess of 1/4" (6.4 mm). End
laps that occur in subsequent lengths must
maintain a minimum overlap of 3" (75 mm).
PROTECTION
Grace Vycor Plus Self -Adhered Hashing must
be protected from damage from other
trades or construction materials.
SAFETY, STORAGE & HANDLING
Grace Vycor Plus Self -Adhered Hashing prod-
ucts must be handled properly. The best infor-
mation on safe handling, storage, personal
protection, health and environmental consid-
erations has been gathered. Material Safety
Data Sheets (MSDS) are available from the
manufacturer upon request. All users must
acquaint themselves with this information.
Carefully read detailed precaution statements
on product labels and MSDS before use,
6. Availability & Cost
AVAILABILITY
A nationwide network of distributors carries
Grace Vycor Plus Self -Adhered Hashing prod-
ucts, Contact a Grace Construction Products
representative for ordering and delivery
information,
COST
Grace Vycor Plus Self -Adhered Hashing is
competitively priced, For specific information,
contact a Grace Construction Products repre-
sentative,
FLEXIBLE FLASHING 07650
Grace Construction Products
TABLE 1 TYPICAL PHYSICAL PROPERTIES OF GRACE VYCOR PLUS SELF-ADHEI D FLASHING
Prnr>-rtv Rr test Typical value
Color
Thickness, ASTM D3767, Method A
Gray -Black
25 mil (0.64 mm)
Low temperature flexibility, ASTM D1970 Unaffected of -45°F (43°C)
Elongation, ultimate failure of rubberized asphalt, per ASTM D412 200% minimum
Cracked cycling 100 cycles per ASTM C836 Unaffected at -25°F (32°C)
Lap adhesion at minimum application temperature, 60 plf (875 N/m) v idth
ASTM D1876 Modified
Adhesion to concrete at minimum application temperature, 60 plf (875 N/m) vidth
ASTM D903
7. Warranty
Grace Vycor Plus Self -Adhered Flashing is war-
ranted at the time of shipment to meet
Grace's published specifications,
8. Maintenance
Grace Vycor Pius Self -Adhered flashing, when
installed in accordance with manufacturer's
recommendations, will not require maintenance,
9. Technical Services
Full-time, technically trained Grace Construction
Products representatives and technical person-
nel, backed by research and development
staff, provide support.
1 a. Filing Systems
First SourceTM'
Additional product information is available
from the manufacturer,
W. R Grace & Co. -0or n. hopesthe information here w11 be helpful. ft
is based upon data and knowledge considered to be irue and accu-
rate and is offered for the users' car ideraiio% invesfigaiion and ver-
ification. but we do not warrant the results to be obtained Please
read all statements recommendations and suggesfions in conjunc-
tion wllh our conditions of sale, which apply to all goods supplied by
us. No statement, recommendation or suggestion 4 intended for any
use which would Infringe any patent or copyright W R. Grace & Co,
Conn. 62 Whittemore Avenue, Cambridge, MA 02140. In Canada,
Grace Canada Inc. 2?4 Clements Road West, Ajax Ontario. Corrado
L13 3a
li"ene, PermrA-Barter and Vycor are registered trademarks, and
WXRD Is a trademark of W. P. Grace & Co, -Conn .
Dentass Gold is a registered trademark of Georgio-Pactiic
corporation.
copyright 2004 W R. Grace & Co: Corer,
Tp-098E . Printed in the U.S.A. 8/04 AM/11/3M
SPEPDATAe and MANU-SPEC° ore regitfered tradenwriz of Reed Qsev er Inc The ten port sPEGDATA format conforms to the eddorial style Reed Construction
iJ Wimp r—inirtion Soedfications Wilute and Is used vnlh their permiulon The manurocfurer is rapomble far tech rdcol accuracy. °5 Reed Construction Data. AD 7gi ts Reserved Data..
lashing Application Instructions for Windows
WINDOW INSTALLATION
METHOD A: BEFORE WEATHER -RESISTIVE BARRIER
Based on the climatic conditions and the exposure of the window, there are a
number of different flashing options. The method below is only one
of the recommended options (see Detail VCRDET--102) which meets AAMA
criteria. Refer to the subsequent details (VCRDET--100 to 106) for additional
flashing options located on pages 27-33.
Step One:
Pre-cut the Grace Vycor
Plus flashing using the
measurement markings.
The length of the flashing
should extend beyond the
sill equal to the width of the
jamb flashing (see Table I,
page 8).
Step Two:
Before installing flashing
on sill and jambs, locate
the RIPCORD.
13 Step Three:
Rewind the pre-cut flashing.
Position inside rough opening
on the vertical jamb 9 inches
upon each side. Apply to win-
dowsill, removing half the
release paper and exposing
the adhesive.
Roll firmly into position.
Make vertical relief cuts
starting from corner of win-
dow sill upward. Roll firmly
into place as necessary.
Note: Do not remove the
release paper on the bottom
half of the flashing until
future tie-in with the
weather -resistive barrier.
Split the release paper Install window as per manufacturer's recommendation.
in half allowing for easy If sealant is used, ensure all excess sealant is removed from
installation. nailing flange and surrounding area to provide a smooth con-
tinuous substrate. (ASTIM does not require a sealant on top
of window flange when using self -adhered flashing.)
Ell
CITY OF SANFORD
BUILDING & FIRE PREVENTION
PERMIT APPLICATION
Application. No ) 1-. D(A-ID R
Documented Construction Value: $ Lfq 1,91 2
Job Address 3 Iuqt jr) e (7 "y) Historic District: Yes No
Parcel ID: Residential Commercial
Type of Work: N` w Additign AlterationEl Repair Demo Channe of Ise NinvP n Description
of Work: Plan
Review Contact Person: Phone:
Fax: Email: Title:
Property
Owner Information l/"
r
Name
Phone: Street: }} .
Resident.of property? l City,
State Zip: Contractor
Information Name
a it l i )"C r) Phone: J 1 r. t J%Ub8 I ()1-1 Street: Fax:
L .) . 1 City,
State
Zip: State License No.: f Name: Street:
City,
St,
Zip: Bonding Company:
Address: Architect/
Engineer
Information Phone: Fax:
E-
mail:
Mortgage Lender:
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: 5'h Edition (2014) Florida Building Code Revised: June
30, 2015 Pennit Application
n
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 compliance with all applicable laws regulating construction and, zoning.
Signature of Owner/Agent Date
Print Owner/Agent's Name.
Signature of f4otary-State of Florida Date
Owner/Agent is Personally Known to Me or
Produced ID Type of ID'
Wg—nature of Contractor/Agent Date
C:L -
Pri t Ctractor/Agent's Name j
Signature of Notary -State of Florida Date titxr /
PAMELA S TERNUS Commission #
GG 1t0622 N
Expires August 7,2021 FQ/
1'w ketiAifr9TnrvPudQ9{ pterySankva Contractor/
Agent 'kype PersonallyKnown to Me or Produced-
lD of ID Permits
Required: Building Electrical Mechanical Plumbing Gas[] Roof Construction
Type: Total
Sq Ft of Bldg: Occupancy
Use: Flood Zone: Min.
Occupancy Load: # of Stories: New
Construction: Electric - # of Amps Fire
Sprinkler Permit: Yes No APPROVALS:
ZONING: ENGINEERING:
COMMENTS:
of
Heads UTILITIES:
FIRE:
Plumbing - #
of Fixtures. Fire
Alarm Permit: Yes No WASTE
WATER: BUILDING:
Revised:
June 30, 2015 Permit Application
r
CITY OF SANFORD
BUILDING & FIRE PREVENTION
PERMIT APPLICATION
Appiication No: IS
Cy) n % Documented Construction Value: S
Job Address: 2— h Lff-2 Historic District: Yes No
Parcel ID: ResidentiCommercial
Type of Work: NeF Addition Alteration Repair Demo Change of Use
77-11
e
i
Description of Work: Plumbing New Residential ConstructionK
Plan Review Contact Person: Khrissy or Jamie Title: Clerical
Phone: 407-323-7515 Fax: 407-323-8954 Email: info@,api-orlando.com
Property Owner Information
Name o—f) Phone:
Street:. Resident of ro ePP rh'7 ' LAG,
City, State Zip:
Contractor Information
Name Advantage Plumbing, Inc. Phone: 407-323-7515
Street: PO Box 1117 Fax: 407-323-8954
City, State Zip: Sanford, FL 32772 State License No.: CF-0057881
Architect/Engineer Information
Name: Phone:
Street: Fax:
City, St, Zip: E-mail:
Bonding Company: Mortgage Lender:
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: 5t' Edition (2014) Florida Balding Code
tevised: June 30, 2015 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 compliance with ali applicable laws regulating construction and zoning.
Signature of Owner/Agent Date
Print Owner/Agent's Name
Signature of Notary -State of Florida Date
Owner/Agent is Personally Known to Me
or Produced ID Type of ID
4,1T 1-Q
Signature of CoetmoodAgent Date
A. Thomas Smith
Pratt ContraetodAgent's Name
F ' S4,
Stgna irc of otary-state of Fl t /
1 g
Meredtm 1 Wamicke Smtttt
V
NOTARY PUBLIC
y STATE OF FLORIDA
cwuw GG13tiM
VCr Expifes 8121=21
Contractor/Agent is X Personally Known to Me or
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,
Flood Zone:
of Stories:
Plumbing - # of Fixtures,
Fire Sprinkler Permit: Yes No # of Heads — Fire Alarm Permit: Yes No
APPROVALS: ZONING:
ENGINEERING:
COMMENTS:
UTILITIES:
FIRE:
WASTE WATER
BUILDING:
Revised: June 30, 201 S Permit Application
CITY OF SANFORD
BUILDING & FIRE. PREVENTION
PERMIT'APPLICATION
Application No: IS -
Documented Construction Value: $
n
Job Address: kh b l} 1_L Historic District: Yes No
Parcel ID: ResidentiaQ Commercial L .
Type of Work: Newo Addition Alteration Repair El Demo Change of Use El Move ,0
Description of Woricc+
Plan Review Contact Person: 0,1YJ Title:
r
Phone: Lk -=a- 5800L( Fax:5 5 25.3 Email: kgGL ),y, &y1
Name 6J J
Street:
City, State Zip:
Name
Street: 5
City, State Zip:
Property Owner Information
Phone:
Resident of property? :
rmation
Phone:. -t(`Z- g rJ. - 300
Fax:. go-7--
State License No.: o
Architect/Engineer Information
Name: Phone:
Street: Fax:..
City, St, Zip: E-mail:
Bonding Company: Mortgage Lender:
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: 51h Edition (2014) Florida Building Code
Revised: June 30, 2015 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 work will
be done in compliance with all applicable laws regulating construction and zo' g.
511SM
Signature of Owner/Agent Date
Print Owner/Agent's Name i' (Coniractbd'AInt's Name
5 Z
Signature of Notary -State of Florida Date Signature of.No ry-Stat ;;0 i tort¢a: D
Q.*•°w . CHERYL D AKERS
MY COMMISSION # FF998962
34EXPIRES June 05, 2020 Y
Owner/
Agent is Personally Known to Me or Contractor/Agent is Personally Known to Me or Produced
ID Type of E) Produced ID Type of ID BELOW
IS FOR OFFICE USE ONLY Permits
Required: Building Electrical Mechanical Plumbing[] Gas Roof Construction
Type: Occupancy Use: Flood Zone: Total
Sq Ft of Bldg: Min. Occupancy Load: # of Stories: New
Construction: Electric - # of Amps Plumbing - # of Fixtures Fire
Sprinkler Permit: Yes No # of Heads Fire Alarm Permit: Yes No APPROVALS:
ZONING: UTILITIES: ENGINEERING:
FIRE: COMMENTS:
WASTE
WATER: BUILDING:
Revised:
June 30, 2015 Permit Application
STATEWIDE
1-888-831-2665 QState Cert CAC032448
DELAIR
HEATING - AIR C®NDITI®KING
SAWGRASS OPT POOL BATH
SHOWER 3.5 / 2.0 15,0 59,373.00"
SAWGRASS OPT STUDY _ 3.5 / 2.0 15.0 4 9,332,00
SEAGATE VERSION III _ _ _ 3.0 _ 15.0 „ . 3 _ 4,9 77:OQ
SEAGATE VERSION III OPT BATH 2_ 3,.0 15.0 4 5,139.00
SEAGATE VERSION III OPT BONUS 3.5 15.0 13 6,530A0
SEAGATE VERSION III OPT BONUS
BATH 3.5 15.0 4 . _ 6,592.00
SEAGATE VERSION III OPT BONUS
BDRM 3.5 15.0 4 6,702.00__
4.0 15-0 4-
SEASIDE OPT OFFICE 4.0 15.0 4 5,926.00
SEASIDE OPT POWDER 4.0 15.0 5 5990i,00
SUMMERLAND 3.5 15.0 4 5,747.00
SUMMERLAND OPT BATH 2 3.5 15.0 5
SUMMERLAND OPT BDRM 5 13.5 15.0 _ 5 67019.00
NOTE: PRICING BASED ON NEW CODE.
THE DUCT LEAKAGE TEST WAS REQUIRED TO PASS NEW CODE-.
Pricing valid for (6) months
JOB NAME: Standard Series = Revised Page 3 of
Equipment to be GOODMAN 15 SEER Heat Pump
Pricing includes bath duct with standard bath fans, (1) dryer vent box, (1) dryer venting through roof,
programmable thermostat (TH6320U1000DAG), and a 2nd year warranty.
plans with asterisk also have 2-zone damper systems.
Add Price for Breakered Heat Strips, Add $35.00 for each unit.
Option Price to Add 7" Range Vent, Add $150.00 each.
Add Price for Combustion Air for Gas Dryers, Add $90.00 per dryer.
For any interior kitchen hood that has a fan greater than 400cfm - Please add $ 475.00 for a Broan MDBTU.
For any interior kitchen hood that has a fan greater than 1000cfm - Please add $ 875.00 for a Broan MDBTU and
MD6S.
For any interior kitchen hood that has a fan greater than 1500cfm - Special provisions must be made.
Add $235.00 for increased range vent size if any makeup air is necessary.
DEL -AIR must be notified of any interior hood that greater than 400cfm BEFORE rough -in.
Cust Initials
I 11 I1.C1"N
53I I't1UIS+U tl ,A1`
0E'SCR.TPT.TON AS FURNISHED: Lot 16, KENSINGTON RESERVE, os recorded in Plot. Book 81, Pages 86
thI_()LJqh 92, Public Records of Seminole County, Florida.
BOUNDARY FOR CERTIFIED TO: Ryon HomesINVR Inc. D==90'08'03"
R=25. 00'
BRISSON A KENUE L=39.33'
C=35.40' PIW VARIES)
ECB=N 44044'5,j'
1.0' NON VEHICULAR ESMT S 0019'09 E
SET
SET 64.94' 1. R.
I.R.
I.
5.0' WALL
LANDSCAPE ESMT.
EXISTING WALL
2776'PER! PRIOR SURVEY 27.87'_
LOT 16
ON SET
LINE I.R.
10.20 — 29.79'
60, 18.3'
LOT .15 o
15,7'
rr ONE STORY
RESIDENCE(Z
F.F,=25.95' I 'Z; l y1 '6
03
C)
COV'D.
PORCH
5. 0' ^
I 0 1
ON-,,
18.7' 0 10. 7' L6 4 15, 7' 29.79'
70.20' —
26'
BRICK
WALK
BRICK
25.2 DR. 25.20' _26 . .4 7'
D=89'5157"
R=-25. 00'
10' UTILITY ESMT. 0.8' 0 .8, 5 39.21
OFF0OFF ti `V=35.31
SET SETT CB=S 45*15'07" Ej
I.R,
C. WALK I.R.
L—S 00019'09" E (B.B.)
5-70 Z q4kQ 090- 65.06'
1 Z I- 0- PHAjVTrOR /'r `
7 L 0
60' PRlt'ATE RIW AV
FURNISHEDBUILDINGSg . .......
ri 25'
QA
PROPOSED FINSHED SPOT GRADE ELEVATIONS FRONT
1:1W DRAINAGE PLANS PLOT PLAN AREA CALCULATIONS REAR = 20'
PROPOSED DRAINAGE FLOW -ET OR 38-27 SIDE = 5' FOR 40' LOTSIMPERVIOUSCOVERAGE = 4,022± SQUARE FEET
LO( GRADING TYPE A
111`
0
SIDE = 7.5' FOR 60' LOTS
SQUARE FEET
1
01_
1
LOT CONTAINS 10,532± SQUARE FEET
10' FOR 75' LOISRSIDE = tl) PROPOSED FINISH FLOOR PER PLANS = 25.9 1 LIVING AREA CONTAINS 3,137±
s4c STREET = 25' CONCILANA11PORCH CONTAINS 885± SQUARE FEET . .....
C1_/? USE/ /VHT/ ET"R - SCIO TT & ASSOC, INC. - i-TAYVD SUR VE rO A)S
LEGEND - LEGEND -
5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658--14,36
FLATFIELD
MN PIPE.COMPOUNDMNROD
PO.L.. POINT ON LINE
TW. TYPICAL
P.R.C.POINT OF REVERSE CURVATUREUVATP.C.C.0 OF COHPI CURVATUREPRtA) 11N
NOTES:
1. ME UNDERSIGNED DOES HEREBY CE FY T T THIS SURVEY MEETS THE STANDARDS OF PRACTICE SET FORTH BY THE FLORMA BOARD CFITRDTHATSECTION472.027, FLORIDA STATUESPROFESSIONALSURVIDORSANDMAPPERSINCHAPTER5J-17 FLORIDA ADMINISTRATIVE CODE PURSUANT TO S
CONCRETE MONUMENT
I/?., I.R. /Ifl,B 4596
RAD.' AL
N.R. NUN -RADIALAL 2, ONLESS E),;aOssED WITH SURVEYOR'S SIGNATURE AND ORIGINAL RAISED SEAL, THIS SURVEY MAP, OR COPIES ARE NOT VALID. FROM TITLE INFORMATION FURNISHED TO THE SURVEYOR. THERE MAY RE OTHER RESTRICTIONS
RCEOVL RED
p OF BEGINNINGI'T - COMHENCEHINTI( pri NT It
IT HE SS POINTW.P. WITNESS
C AEC, CALCULATED
P,RA ANENT REFERENCE MONUMENTPERM
F.F. FINISHED FLOORELEVATION!j. 3.
THIS SURVEY WAS PREPARED T
AFFECT THIS ORrASEMEN75D(A PROPERTY. 4,
NO UNDERCHOUND IMPROVEmEWS PL VF BEEN LOCATED UNLESS OTHERWISE SHOWN. SUPVEY,"
IS PREPARED FbR JHE SOLE BENEFIT OF THOSE CERTIFIED TO AND SHOULD NOT BE RELIED UPON BY ANY ( ) THEN EN111Y. CENIERLINCI,
NAR. & DISK WAYD.
S.L. BUILDING SETBACK LINE: DMI
BENCHMARK 7HIS
6.
DIMENS.5.S SHOWN FOR THE LOCA17ON OF IMPROVEMENTS HEREON SHOULD NOT BE: USED TO RECONSTRUCT BOUNDARY LINES RMI
IT -[IT EASEMENT
B.B. BASE BEARING, 7. BEARINGS. ARE BASED ASSUMED DA,Tidd ANVN THE LINE SHOWN AS BASE BEARING 13a a. ELEVATIONS,
IF SHOWN, BASED ON NATIONAL GEODETIC VERTICAL DATUM OF 1929. UNLESS OTHERWISE NOTED DRAINDRAINAGE UTILITYCLFCCHAINLINK
FENCE WC.FC WOOD
FENCE 4RE 9. OF
A07HORIZAPON
N-. 4596- 1 WN BY.,
SCALE CONUICTE BLOCKZV
E fCrDlq INT11CURVATUREF, 'T Of , N'ENCY OROER No. CERTIFIED
BY: .OnTE...... -
D Isc.
DESCRIPTION
PLOT PLAN 11-21-17 5725--17 Q = RADIUS ARC
LENGTHREVISED PLOTPLAN03-01-18 DELTA C CHORD
K
CHORD BEARING
NORTH REVISED .PLOT PLAN
03-05-16- 1296-18 FORMBOARD FOUNDATIONIELEVS. r.
05-07-- 18 2555 18 FINALIELEVS. 08-15-
18 5346- 18 THIS WILDING/PROPERTY
DOES NOT LIE WITHIN THt' ESIAOLISHED 100
YEAR FLOOD PLANE AS PER "FIRM" TO GR EN
EYER, DAMES W. SCO'
R.L.S If 4801 ZONL "x" MAP
j 121170009OF (09-28-07)