HomeMy WebLinkAbout2269 Kelmscott Ct 17-3375; NEW SFH61- 37S5
COUNTY OF SEMINOLE
IMPACT FEE STATEMENT ID 7
STATEMENT NUMBER: 17100009 DATE: December 29, 2017
BUILDING APPLICATION #: 17-10000949
BUILDING PERMIT NUMBER: 17-10000949
UNIT ADDRESS: KELMSCOTT CT 2269 17-20-31-5VC-0000-0650
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: 2269 KELMSCOTT COURT/ KENSINGTON RESERVE
LOT 65 SFR DETACHED
FEE BENEFIT RATE UNIT CALL UNIT TOTAL DUE
TYPE DIST SCHED RATE UNITS TYPE
ROADS-ARTERIALS CO -WIDE ORD
Single Family Housing 705.00 1.000 dwl unit 705.00
ROADS -COLLECTORS N/A
Single Family Housing 00 1.000 dwl unit 00
FIRE RESCUE N/A
00
LIBRARY CO -WIDE ORD
Single Family Housing 54.00 1.000 dwl unit 54.00
SCHOOLS
Single Family
CO -WIDE ORD
Housing 5,000.00 1.000 dwl unit 5,000.00
PARKS N/A
00
LAW ENFORCE N/A
00
DRAINAGE N/A
00
AMOUNT DUE 5,759.00
STATEMENT
RECEIVED BY: UII CrSIGNATURE:
PLEASE PRINT NAME) /
DATE:
NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND
ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. ***
DISTRIBUTION: 1-BLDG DEPT 3-APPLICANT
2-FINANCE 4-LAND MANAGEMENT
NOTE**
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 RECEIVING SIGNATURE DATE ABOVE, BUT NOT LATER THAN
CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THE REQUEST FOR REVIEW
MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE.
COPIES OF RULES GOVERNING APPEALS MAY BE PICKED UP, OR REQUESTED,
FROM THE PLAN IMPLEMENTATION 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THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT***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 OF THE RECEIVING SIGNATURE DATE ABOVE
DETAIL OF CALCULATION AVAILABLE UPON REQUEST. CALL 407-665-7356.
SIN,_ 1z'"
CITY OF SANFORD
BUILDING & FIRE PREVENTION
PERMIT APPLICATION
Application No:
Documented Construction Value: S a y "1 O n
Job Address: 2269 Kelmscott Court Historic District: Yes No R
Parcel ID: 17-20-31-5VC-0000-0650 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: Vicky Otero
Phone: 407-692-9820 Fax:
Name NVR INC. dba Ryan Homes
Street: 4307 Vineland Rd #H20
City, State Zip: Orlando FL 32811
Name NVR, Inc, dba Ryan Homes
Street: 4307 Vineland Rd # H-20
City, State Zip: Orlando FL 32811
Title: Production Admin
Email: votero@nvrinc.com
Property Owner Information
Phone: 407-692-9820
Resident of property? :
Contractor Information
Phone: 407-692-9820
Fax: 407-692-9821
State License No.: CBC1257565
Architect/Engineer Information
Name: AB Design
Street: 1441 N Ronald Reagan Blvd
City, St, Zip: Longwood FL
Bonding Company: N/A
Address:
Phone: 407-774-6078
Fax:
E-mail:
Mortgage Lender:
Address:
brian@abdesigngroup.com
N/A
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" Edition (2014) Florida Building Code
A' l 3 3
Revised: June 30, 2015
W D Permit Application
I
e ^'
r
i
e
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 ompliance with all applicable laws regulating construction and zoning.
r i Jbi 1
Signature of Owner get Date Signature o4ractor/Aggent Date
Vicky Otero
Print Owner/Agent's Name
Signature
TRACY LEiGH Sv CDONALD
Pa1Y COMMISSION # Fr:925012
y °f EXPIRES October 06, 2019
i-0?; 3 t3-0'S3 FloriUaPlotarySnr;ice com
Vicky Otero
Print
Contraccttorr//
Agent's Name
Signature of Not - tate --atC
Ap• TRACY LEIGH MCDOINAi_u
MY COMMISSION # FF92501 "2-
EXPIRES October 06 2019 ia'
1407) 386-0+53 -- — FloricaNe'a'ygr:rvicc a;n _
Owner/Agent is X Personally Known to Me or Contractor/Agent is x Personally Known to Me or
Produced ID Type of ID Produced ID Type of ID
BELOW IS FOR OFFICE USE ONLY
Permits Required: Building R Electrical K Mechanical [Plumbing[x] Gas[] Roof
Construction Type: qFS Occupancy Use: Flood Zone:
Total Sq Ft of Bldg: 2-1-4eo Min. Occupancy Load: tZ # of Stories:. 2-
2
New Construction: Electric - # of Amps Z80 Plumbing - # of Fixtures
Fire Sprinkler Permit: Yes No # of Heads
APPROVALS: ZONING: 2. ( UTILITIES:
COMMENTS:
ENGINEERING: NIC. tl'Zl -Al FIRE:
Ok to construct single family home
with setbacks and impervious area
shown on plan. 377.610 ir-ip
Dora - c3 ,
Fri
Fire Alarm Permit: Yes No,S]
WASTE WATER:
BUILDING: 5(-- f - 3 -19
I
Revised: June 30, 2015 Permit Application
v
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744•
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38.175
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CILF SANFORD
BUILDING & FIRE PREVENTION
PERMIT APPLICATION
Application No: (395
Documented Construction Value: $ 83,757
Job Address: 2269 Kelmscott Court
Parcel ID: 17-20-31-5VC-0000-0650
Type of Work: New X Addition
Historic District: Yes No 0
Residential X Commercial
Alteration Repair Demo Change of Use Move
Description of Work: New Single Family Residence
Plan Review Contact Person: Vicky Otero Title: Production Admin
Phone: 407-692-9820 Fax: Email: votero@nvrinc.com
Property Owner Information
Name NVR INC. dba Ryan Homes Phone: 407-692-9820
Street: 4307 Vineland Rd #H20 Resident of property?
City, State Zip: Orlando FL 32811
Contractor Information
Name NVR, Inc, dba Ryan Homes Phone: 407-692-9820
Street: 4307 Vineland Rd # H-20 Fax: 407-692-9821
City, State Zip: Orlando FL 32811 State License No.: CBC1257565
Architect/Engineer Information
Name: AB Design Phone: 407-774-6078
Street: 1441 N Ronald Reagan Blvd Fax:
City, St, Zip: Longwood FL E-mail: brian@abdesigngroup.com
Bonding Company: N/A Mortgage Lender: N/A
Address: Address:
WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR
PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE
RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN
FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF
COMMENCEMENT.
Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has
commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction
in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools,
furnaces, boilers, heaters, tanks, and air conditioners, etc.
FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 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 and that all work will
be done in ompliance with all applicable laws regulating construction and zoning.
Signature of Owner get Date Signature o4Coractor/Aggent Date
Vicky Otero
Print Owner/Agent's Name
TRACY LEIGH MCDONALD
1 0: ratY COMMISSION # FF925012
r. z EXPIRES October 06. 2019
t-07) 39a 0'S3 Fbridamia•ysmvile Corr
Owner/Agent is X Personally Known to Me or
Produced ID Type of ID
Vicky Otero
Print Contractor/Agent's Name
Signature
O\ (1
TRACY LEIGH MCDONALD
tkY COMMISSION # FF92501':
EXPIRES October 06. 2019
53 Florioallota-'SC Ice C611'
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.
Fire Sprinkler Permit: Yes No # of Heads
APPROVALS: ZONING:
ENGINEERING:
COMMENTS:
Flood Zone:
of Stories:
Plumbing - # of Fixtures,
Fire Alarm Permit: Yes No
UTILITIES WASTE WATER:
BUILDING:
Revised: June 30, 2015 Permit Application
PW1877 a
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: Ft- Zip Code: 32811
Phone: 407.692.9820 Fax: 407.692.9821 Email: votero@nvrinc.com
Property Address: 2269 Kelmscott Court
Property Owner: NVR, Inc. dba Ryan Homes
Parcel identification Number: 17-20-31-5VC-0000-0650
Phone Number: 407.692.9820 Email: votero@nvrinc.com
The reason for the flood plain determination is:
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)
OFFICIAL US.E'ONLY
Flood Zone: X Base Flood Elevation: N/A Datum: N/A
FIRM Panel Number: 120294 0090 F Map Date: Sept. 28, 2007
The referenced Flood Insurance Rate Map indicates the following:
The parcel is in the: floodplain floodway
A portion of the parcel is in the: floodplain floodway
FE-1 The parcel is not in the: 0 floodplain floodway
The structure is in the: floodplain floodway
The structure is not in the: floodplain floodway
If the subject property is determined to be flood zone `A', the best available information used to
determine the base flood elevation is:
BP# 17-3375
Reviewed by: Michael Cash, CFM Date: November 21, 2017
f I P j Application for Paved Driveway, Sidewalk or
Walkway! eIncluding Right -of -Way Use & 99YFti18
7— Landscaping in Right-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 e sidewalk
construction over 100 square feet of concrete or other material on the subject parcel and / or any construction of a driveway,
walkway or landscape improvements within the city right-of-way. It does not approve any work within any other M
jurisdiction'
s right-of-way. All requested information below as well as a current survey, site plan or plat clearly identifying the Know wharsbelow. size
and location of the existing right—of-way and use shall be provided or application could be delayed. Call before you dig. 1.
Project Location/Address: 2269 Kelmscott Court, Sanford, FL 32773 2.
Proposed Activity: 0 Driveway Walkway Other: 3.
Schedule of Work: Start Date Completion Date Emergency Repairs 4.
Brief Description of Work: Construction of New Single Family Home This
application is submitted by: Property
Owner. Signature:
4W Address:
4307 Vineland Rd #H-20 Orlando, FL 32811 Phone: (
407) 692-9850 Fax: Print
Name: Vicky Otero Email:
votero@nvrinc.com Date: 11/06/2017 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 re a erstand the above statement and by signing this application I agree to its terms. Signature:
Date: 11 /06/2017 This
permit shall be posted on the site during construction. Please
call 407.688.5080 24 hours in advance to schedule a pre -pour inspection. Pre -
pour Inspection by: Date: Application
No: Reviewed:
Public
Works Utilities
Approved:
Engineering
Site
Inspected by: Special
Permit Conditions: Official
Use Only Fee:
Date: Date:
Date:
Date: (
l "2'1'17 Date:
November2015
nVv we unvcway.pui
LIMITED POWER OF ATTORNEY
Altamonte Springs, Casselberry, Lake Mary, Longwood, Sanford,
Seminole County, Winter Springs
Date: _ I I ( `-)
I hereby name and appoint: Vicky Otero
an agent of NVR Inc., c1ba 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):
n The specific on for work located at:
Expiration Date for This Limited Power of Attorney:
License Holder Name: Robert Lattanzi
State License Number:
Signature of License H
STATE OF FLORIDA
COUNTY OF Orange
rRr1')1;7SFr
May 20,2018
The foregoing instrument was acknowledged before me this
200 17 , by Robert Lattanzi
to me or who has produced
identification and who did (did not) take an oath.
Notary Seal)
INALD
W P+9y COmm.isSION # PF92.5012.
EXP{RE5 October 06, 2019
pg3 flo idaPlo[aYService cQrt•
Rev. 08.12)
day of jz) V ,
who is personally known
as
Signature
ir13--c..-, VAC-0 121'r,, (
Print or typelname
Notary Public - State of F L
Commission No. t o
My Commission Expires: (.
11/6/2017
Oavld Juimson,CiA
P
COUN`r`4 FtOwtaa
Parcel Information
SCPA Parcel View: 17-20-31-5VC-0000-0650
Property Record Card
Parcel: 17-20-31-5VC-0000-0650
Owner: BRISSON WEST PROJECT I LLC
Property Address: 2269 KELMSCOTT CT SANFORD, FL 32773
Value Summary
Parcel 17-20-31-5VC-0000-0650
Owner BRISSON WEST PROJECT I LLC
Property Address 2269 KELMSCOTT CT 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
2018 Working
Values
2017 Certified
Values
Valuation Method Cost/Market Cost/Market
Number of Buildings 0 0
Depreciated Bldg Value
Depreciated EXFT Value
Land Value (Market) 14,000 14,000
Land Value Ag— i
Just/Market Value "' 14,000 14,000
Portability Adj
Save Our Homes Adj 0 I $0
Amendment 1 Adj
P&G
0 I $0
Adj 0 I $0
Assessed Value 14,000 1 0040
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
Legal Description
LOT 65
KENSINGTON RESERVE
PB 81 PGS 86-92
I Taxes
Taxing Authority Assessment Value Exempt Values Taxable Value
County General Fund E 14,000 0 14,000
Schools 14,000 j 0 14,000 ,
City Sanford 14,000 O___________ 14,000
SJWM(Saint Johns Water Management) 14,000 0 1 14,000
County Bonds — 14,000 0 14,000
Sales
Description _ Date — Book _ Page _ Amount _ Qualified Vac/Imp
No Sales
Find Comparable Sates
Land
i
Method Frontage Depth Units Units Price Land Value
LOT 1 14,000.00 ; 14,000
Building Information
Permits j
Permit # Descriptions Agency Amount CO Date Permit Date
http://parceldetail.scpafl.org/ParcelDetail lnfo.aspx?PID=1720315VC00000650
41/6/2017 SCPA Parcel View: 17-20-31-5VC-0000-0650
No Permits
Extra Features
Description Year Built Units Value New Cost
No Extra Features
http://parceldetail.scpafl.org/ParcelDetail lnfo.aspx?PID=1720315VC00000650 2/2
REQUIRED INSPECTION SEQUENCE
RYAN HOMES SFR-DETACHED
Permit # 1'1- 2,30 <
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: 2-2& 1 V.L-vtiISt0TT Ca('
ELECTRICAL PERMIT
Min Max Inspection Description
10 Electric Underground
10 Footer / Slab Steel Bond
20 30 Temporary Underground Power (TUG)
30 Electric Rough
1000 Electric Final
PLUMBINtG;PERMITa t'.
Min Max Inspection Description
10 Plumbing Underground
20 Plumbing Tubset
10 1000 Plumbing Sewer
1000 Plumbing Final
MEGHANICAL'PERMIT
Min Max Inspection Description
10 Mechanical Rough
1000 Mechanical Final
REVISED: June 2014
SQ.FT. CAM'S
15T FLR LIVING 1612 SQ FT.
2ND FLR LIVING 1,125 5Q FT.
TOTAL LIVING 1.851 Sa FT.
ENTRY 34 5Q FT.
GARAGE 452 5a FT.
TOTAL 2,313 SG2 FT.
PATIO 21 $a FT.
EXTERIOR MASONRY
WALL BWb I EIGHTS
8'-8' Blwri
LOAD BF r. WALL
NCN-BWi WALL
CCLPONENT AND CLADDM WIND LOADS BASIC WIND OWMIFE
FOR a SECOND GUSTS
CALL I
ME
ZOeE leO lfN MD
YIOI}i FEiwrOGSILYM716N
1 112 161-0 x1-0' Imo' 84' 5 26OW-32.6901
2 20 3068 DR 36' W. 4 3OA6/-3316
3 IT 2
1. 63' 4 3024/-3355
4 1T 25-S4 38 63' 5 3094/-3355
5 IT 25-6H 38' 63' 4 3084/-3355
6 54 SMS SW 80' 1 5 2891/-31,61
WIND DESIGN CRITERIA
A. BASIC WIND SPEED MPH (3 SECOND GUST)
VULT-150 / VA5D-116 MPH
B. INTERNAL PRESSURE CO IGENT.. J8
C. RISK CATEGORY.TYPE If
D. EXPOSURE CATEGORY C
NOTE:
VALUES FOR COMPONENTS 4 CLADDING PRESSURE ARE BASED ON
THE VUI! DESIGN WIND SPEED, F5CR 5TH ED. (2014) ALLOWS THESE
PM66UF;r=6 TO BE MULTIPLIED BY 0A TO MEET THE ALLOWABLE OR
NOMINAL TE5TED VALUES USED BY PRODUCT MAK FACTURERS.
NOTE. L F"OR TO DRT114LL M5TALLATICN ON ALL FR"43 YETIW M 2'-0' FROM TIE FNI4%
FLOOR WLL BE SPRAYED AND TREATED V SORATE' A TEFMITE TREATED 9P91T
5 1/2'
J
TOP.
B HAT5 `;'
m
2* WOOD FRY52J
e' or -
CABINET SECTION
12'-0'
pp..TT2nn
9I-ON O
25-SH 25-5H
I---
80685GD --
I
O O
GREAT ROOM
I
I DINING
6'-4'x I7'-8' 131-0h 10'-6' .
IS
a-0CI I
eaaA
I
I q
G I R/T
1(, -3' I 6'-10'
I
IS
Zoo4POSTOSMC91010' I
EQTCREN
Fil+
t3f a07
PAN Y HDR •
8'-0. OLBLU
Al
4
SH L5W
LAB
s s
J
al ro
3
5'-2' 6'-10' 8'-5' 2'-6' 2'-II' FOYER
Aa' -
a' n r• I `
X4
FOOT IS
2-CAR GARAGE x
20-4' POWDER
1 D -0'cm PEI).
O2 s::::. -. —
not LINE
OF 2nd cR ETrV-
a ati. VL-7-. FT03R
J 00—vE r
a 161-
0' x T'-V OHGD 21'-
4' 30'-
0' FIRST
FLOOR PLAN SCALE:
1/4 . I'-0' I
HB
Design
Group-
I.. 1441
N. RONALD RFAGAN BLVD. LONG
WODD , FL32750 PH:
407-7748078 FM
401-IT4<0T8 nnw.
e btlesigngmup.com AA #:
0003325 Li.
3U33DIV. &
LAY: KENSINGTON
RESERVE
LOT
65) MODEL•
DORAL
VERSION#
01) PROJECT#:
2997.
000 PAGE:
FLOOR
PLAN ARCHETECT.
STATE
OF FLORDA DATE:
1 O /2 O /17 SCALM:
1/4"=1'-O" SHEET
3
OF 9
A R C H I T E C T E
CLIPCABR AND CLA=Q Wm L01#08 AAABC WPO Ei2'mm
FOR S SSO-000 GUM
CALL/ 8CUAAE 1Mt/On e[
ME fOB ASH Wro
wAmt AA3(i!fDEaIaNAT2aN
1 5 36' 61' 5 3106/-4103
2 30
2)1
12. 61, 5 25b2/-38b
SS
3 6 2030-FG 24' 36' 5 31.W/-42.10
4 6 1. 61, 5 3106/-4103
EGRE5BFRE36' 61' 4 3106/-33.16
6 5
4013l50hl 4S.
B. 4 31.50/-34bO TEMP1
IS 51,
4 36'
61' 4 31ID6/-33.16 8
8 2
24' 48' 4 31.W/-3460 7"
E]`I-FW WIND
DESIGN CRITERIA A.
5451C WIND SPEED MPH (3 SECOND GUST VULT=
150 / VA5D=116 MPH B.
INTERNAL PRESSURE COEFFICENT-- l8 C.
RISK CATEGORY -TYPE II D.
EXPOSURE GATEGORY C NOTE:
VALUES
FOR COMPONENTS 4 (::LADDMCs PRESSURE ARE BASED ON THE
VUlt DESIGN WIND SPEED. FBCR, 5TH ED. (2014) ALLOWS THESE PRESSURES
TO BE MULTIPLIED BY 0.6 TO MEET THE ALLOWABLE OR NOMINAL
TESTED VALUES L15ED BY PRODUCT MANUFACTURERS. NOIS
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OF
9
BP200I03 CITY OF SANFORD
Application Inquiry - Fees
Application number: 17 00003375
Property . . . . : 2269 KELMSCOTT CT
Fee
Class/Type/Description Trans amt Amt due
A AF 01-APPLCTN FEE -BUILDING 25.00 25.00
A BR 01-BLDG PLAN REVIEW 251.27 251.27
Credit fees due: .00
Revenue fees due: 276.27
Total due: 276.27
Press Enter to continue.
F3=Exit F11=Change view F12=Cancel F10=Amt billed
CITY OF SANFORD
CUSTOMER RECEIPT +*
Oper: BLAMIA Type: OC Drawer: 1Date: 11/26/17 01 Receipt no: 26622
Year Number Amount
2017 3375
2269 KELMSCOTT CT
SANFORD, FL 32773
BP BUILDING PERMIT RECEIPTS
276.27
Tender detail
CK CHECK 147732 $276.27
Total tendered $276.27
Total payment $276.27
Trans date: 11/20/17 Time: 10:09:18
11/20/17
09:19:49
Struct Permit Insp
Bottom
oper: BIANDA type: i]C DrdWeT: 1
Date: 11/2N/17 01 Rf:ceipt no: 26622
CK CHECK 141732 J216.27
Trans. uatC: 11/29117 Time: 1809:18
RECORD COPY
FORM R405-2014
FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION
Florida Department of Business and Professional Regulation - Residential Performance Method
Project Name: Lot65KensingtonReserveDoraIBGRN Builder Name: Ryan Homes 7,77
Street: 2269 KELMSCOTT COURT Permit Office: J
City, State, Zip: SANFORD , FL, 32773 Permit Number.# 3 3 7 S-4NFOFOwner: Jurisdiction: "691100"% 1)
Design Location: FL, Orlando County:: Seminole (Florida Climate Zone 2 p
1. New construction or existing New (From Plans) 9. Wall Types (2290.0 sqft.) Insulation Area
2. Single family or multiple family Single-family
a. Frame - Wood, Exterior R=13.0 1120.00 ft2
b. Concrete Block - Int Insul, Exterior R=4.1 823.33 ft2
3. Number of units, if multiple family 1 c. Frame - Wood, Exterior R=11.0 346.67 ft2
4. Number of Bedrooms 3 d. N/A R= ft2
5. Is this a worst case? No 10. Ceiling Types (1887.0 sqft.) Insulation Area
a. Under Attic (Vented) R=38.0 1887.00 ft2
6. Conditioned floor area above grade (ft2) 1887 b. N/A R= ft2
Conditioned floor area below grade (ft2) 0
c. N/A R= ft2
11. Ducts R ft2
7. Windows(212.5 sqft.) Description Area a. Sup: Attic, Ret: Main, AH: Main 6 377.4
a. U-Factor: Dbl, U=0.54 159.15 ft2
SHGC: SHGC=0.31
b. U-Factor: Dbl, U=0.62 53.33 ft2 12. Cooling systems kBtu/hr Efficiency
SHGC: SHGC=0.25
a. Central Unit 34.8 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 32.6 HSPF:8.50
SHGC:
Area Weighted Average Overhang Depth: 1.502 ft.
Area Weighted Average SHGC: 0.295 14. Hot water systems
a. Electric Cap: 50 gallons
8. Floor Types (1887.0 sqft.) Insulation Area
EF: 0.950
a. Slab -On -Grade Edge Insulation R=0.0 1502.00 ft2 b. Conservation features
b. Floor over Garage R=19.0 385.00 ft2 None
c. N/A R= ft2 15. Credits Pstat
Total Proposed Modified Loads: 56.76
Glass/Floor Area: 0.113 iPASSTotalBaselineLoads: 59.24
I hereby certify that the plans ands cifications covered by Review of the plans and iKE ST.gp
this calculation are in compliance th the Florida Energy specifications covered by this
01
Code. calculation indicates compliance tit+
with the Florida Energy Code.
I
PREPARED BY: Before construction is completed
DATE: 10-25-17 Scott Pratt this building will be inspected for
compliance with Section 553.908
I hereby certify that this building as esigned, is in compliance Florida Statutes.
with the Florida Energy Code. G'0 yt C¢v
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 R403.2.2.1.
Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and starting July 1, 2017
this project requires an envelope leakage test report with envelope leakage no greater than 7.0 ACH50 (R402.4.1.2).
10/25/2017 8:33 AM EnergyGauge® USA - v5.1 - Section R405.4.1 Compliant Software Page 1 of 5
FORM R405-2014
PROJECT
Title: Lot65Ken sin gtonReserve Dora Bedrooms: 3 Address Type: Street Address Building Type:
User Conditioned Area: 1887 Lot # 65 Owner: Total
Stories: 2 Block/SubDivision: KENSINGTON RESE of Units:
1 Worst Case: No PlatBook: Builder Name:
Ryan Homes Rotate Angle: 0 Street: 2269 KELMSCOTT CO Permit Office:
Cross Ventilation: No County: Seminole Jurisdiction: 691000
Whole House Fan: No City, State, Zip: SANFORD , Family Type:
Single-family FL , 32773 New/Existing:
New (From Plans) Comment: CLIMATE
IECC
Design
Temp Int Design Temp Heating Design Daily Temp V Design
Location TMY Site Zone 97.5 % 2.5 % Winter Summer Degree Days Moisture Range FL, Orlando
FL_ORLANDO_INTL_AR 2 41 91 70 75 526 44 Medium BLOCKS Number
Name
Area Volume 1 Block1
1887 16039.5 SPACES Number
Name
Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 Main
1887 16039.5 Yes 4 3 1 Yes Yes Yes FLOORS Floor
Type
Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Floor
over Garage Main ____ ---- 385 ft2 19 0.13 0 0.87 2 Slab
On -Grade Edge Insulatio Main 95 ft 0 756 ft2 0.45 0 0.55 3 Slab
On -Grade Edge Insulatio Main 66 ft 0 746 ft2 0 0 1 ROOF Roof
Gable
Roof Solar SA, Emitt Emitt Deck Pitch V # Type
Materials Area Area Color Absor. Tested Tested Insul. deg) 1 Hip
Composition shingles 2044 ft2 0 ft2 Medium 0.85 N 0.85 No 0 22.6 ATTIC RBS
IRCC
V # TypeVentilationVentRatio (1 in) Area 1 Full
attic Vented 300 1887 ft2 N N 10/25/
2017 8:33 AM EnergyGauge® USA - v5.1 - Section R405.4.1 Compliant Software Page 2 of 5
FORM R405-2014
CEILING
Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type
1 Under Attic (Vented) Main 38 Blown 1887 ft2 0.11 Wood
WALLS
Adjacent Cavity Width Height Sheathing Framing Solar Below
Space
1 W Exterior Frame - Wood Main 13 40 0 8 0 320.0 ft2 2 0.25 0.9 0
2 W Exterior Concrete Block - Int Insul Main 4.1 21 0 8 8 182.0 ft2 0 0 0.6 0
3 N Exterior Frame - Wood Main 13 30 0 8 0 240.0 ft2 2 0.25 0.9 0
4 N Exterior Concrete Block - Int Insul Main 4.1 8 6 8 8 73.7 ft2 0 0 0.6 0
5 E Exterior Frame - Wood Main 13 40 0 8 0 320.0 ft2 2 0.25 0.9 0
6 E Exterior Concrete Block - Int Insul Main 4.1 35 6 8 8 307.7 ft2 0 0 0.6 0
7 S Exterior Frame - Wood Main 13 30 0 8 0 240.0 ft2 2 0.25 0.9 0
8 S Exterior Concrete Block - Int Insul Main 4.1 30 0 8 8 260.0 ft2 0 0 0.6 0
9 Exterior Frame - Wood Main 11 40 0 8 8 346.7 ft2 0 0.23 0.01 0
DOORS
Ornt Door Type Space Storms U-Value Width Height Area
Ft In Ft In
1 N Insulated Main None 25 3 8 24 ft2
2 Wood Main None 25 2 8 16 ft2
WINDOWS
Orientation shown is the entered, Proposed orientation.
V
Wall Overhang
Ornt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening
1 W 1 Metal Low-E Double Yes 0.54 0.31 8.0 ft2 1 ft 0 in 0 ft 11 in None Exterior 5
2 W 1 Metal Low-E Double Yes 0.54 0.31 15.0 ft2 1 ft 0 in 0 ft 11 in None Exterior 5
3 N 3 Metal Low-E Double Yes 0.54 0.31 30.5 ft2 1 ft 0 in 1 ft 0 in None Exterior 5
4 N 3 Metal Low-E Double Yes 0.54 0.31 6.0 ft2 1 ft 0 in 1 ft 0 in None Exterior 5
5 E 6 Metal Low-E Double Yes 0.54 0.31 16.2 ft2 1 ft 0 in 11 ft 3 in None Exterior 5
6 S 7 Metal Low-E Double Yes 0.54 0.31 5.0 ft2 1 ft 0 in 0 ft 11 in None None
7 S 7 Metal Low-E Double Yes 0.54 0.31 30.8 ft2 1 ft 0 in 0 ft 11 in None Exterior 5
8 S 8 Metal Low-E Double Yes 0.62 0.25 53.3 ft2 3 ft 0 in 1 ft 6 in None Exterior 5
9 N 3 Metal Low-E Double Yes 0.54 0.31 15.3 ft2 1 ft 0 in 3 ft 4 in None Exterior 5
10 S 8 Metal Low-E Double Yes 0.54 0.31 32.4 ft2 1 ft 0 in 11 ft 3 in None Exterior 5
GARAGE
Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation
1 452 ft2 452 ft2 48.1 ft 8.5 ft 1
10/25/2017 8:33 AM EnergyGauge® USA - v5.1 - Section R405.4.1 Compliant Software Page 3 of 5
FORM R405-2014
INFILTRATION
Scope Method SLA CFM 50 ELA EgLA ACH ACH 50
1 Wholehouse Proposed ACH(50) 000378 1871.3 102.73 193.2 .3398 7
HEATING SYSTEM
System Type Subtype Efficiency Capacity Block Ducts
1 Electric Heat Pump Split HSPF:8.5 32.6 kBtu/hr 1 sys#1
COOLING SYSTEM
System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts
1 Central Unit Split SEER: 15 34.8 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
Cert # Company Name
Collector Storage
System Model # Collector Model # Area Volume FEF
None None ft2
DUCTS
Supply ----
V # Location R-Value Area
Return ---- Air CFM 25 CFM25
Location Area Leakage Type Handler TOT OUT QN RLF
HVAC #
Heat Cool
1 Attic 6 377.4 ft Main 94.35 ft Default Leakage Main (Default) (Default) 1 1
TEMPERATURES
Programable Thermostat: Y
CoolingJan Feb Mar
HeatinEX Jan Feb lX Mar Ventin [
Jan Feb X Mar Ceiling
Fans: Jul
rj
Au
X Se Oct Nov fAprfMayJunJulAuSepOctNovDecAr
Ma rj Jun ri
X]
Ar [ Ma Jun JulAug Se Oct X Nov Dec Dec 10/
25/
2017
8:33 AM EnergyGauge® USA - v5.1 - Section R405.4.1 Compliant Software Page 4 of 5
FORM R405-2014
Thermostat Schedule:
Schedule Type
HERS 2006 Reference
1 2 3 4 5
Hours
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
10/25/2017 8:33 AM EnergyGauge® USA - v5.1 - Section R405.4.1 Compliant Software Page 5 of 5
FORM R405-2014
ENERGY PERFORMANCE LEVEL EPL)
DISPLAY CARD
ESTIMATED ENERGY PERFORMANCE INDEX* = 96
The lower the EnergyPerformance Index, the more efficient the home.
2269 KELMSCOTT COURT, SANFORD, FL, 32773
1. New construction or existing New (From Plans) 9. Wall Types Insulation Area
2. Single family or multiple family Single-family
a. Frame - Wood, Exterior R=13.0 1120.00 ft2
b. Concrete Block - Int Insul, Exterior R=4.1 823.33 ft2
3. Number of units, if multiple family 1 c. Frame - Wood, Exterior R=11.0 346.67 ft2
4. Number of Bedrooms 3 d. N/A R= ft2
10. Ceiling Types Insulation Area
5. Is this a worst case? No a. Under Attic (Vented) R=38.0 1887.00 ft2
6. Conditioned floor area (ft2) 1887 b. N/A R= ft2
c. N/A R= ft2
7. Windows" Description Area
11. Ducts R ft
a. U-Factor: Dbl, U=0.54 159.15 ft2 a. Sup: Attic, Ret: Main, AH: Main 6 377.4
SHGC: SHGC=0.31
b. U-Factor: Dbl, U=0.62 53.33 ft2
SHGC: SHGC=0.25 12. Cooling systems kBtu/hr Efficiency
c. U-Factor: N/A ft2 a. Central Unit 34.8 SEER:15.00
SHGC:
d. U-Factor: N/A ft2
13. Heating systems kBtu/hr Efficiency
SHGC:
a. Electric Heat Pump 32.6 HSPF:8.50
Area Weighted Average Overhang Depth: 1.502 ft.
Area Weighted Average SHGC: 0.295
8. Floor Types Insulation Area 14. Hot water systems
Cap: 50 gallons
a. Slab -On -Grade Edge Insulation a. ElectricR=0.0 1502.00 ft2EF: 0.95
b. Floor over Garage R=19.0 385.00 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 abole energy saving features which will be installed (or exceeded)
in this home before final insp do Otherwise, a new EPL Display Card will be completed
based on installed Code com li e to
Builder Signature: Date: 10/26/2017
Address of New Home: 2269 Kelmscott Court City/FL Zip: 32773
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. Contact the EnergyGauge Hotline at (321)
638-1492 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.
10/25/2017 8:34 AM EnergyGauge® USA - v5.1 - Section R405.4.1 Compliant Software Page 1 of 1
FORM R405-2014
Florida Department of Business and Professional Regulations
Residential Whole Buildino Performance and Prescriptive Methods
ADDRESS: 2269 KELMSCOTT COURT Permit Number:
SANFORD , FL, 32773
MANDATORY REQUIREMENTS See individual code sections for full details.
401.3 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 Statues] 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 compliance for the building. A copy of the EPL display card can be found in Appendix C.
R402.4 Air leakage (Mandatory). The building thermal envelope shall be constructed to limit air leakage in accordance with the requirements of
Sections R402.1 through R402.4.4.
O R402.4.1 Building thermal envelope. The building thermal envelope shall comply with Sections R402.4.1.1 and R402.4.1.2. The
sealing methods between dissimilar materials shall allow for differential expansion and contraction.
R402.4.1.1 Installation. The components of the building thermal envelope as listed in Table R402.4.1.1 shall be installed in
accordance with the manufacturer's instructions and the criteria listed in Table 402.4.1.1, 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 of not exceeding 7 air
changes per hour in Climate Zones 1 and 2, and 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with
a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Testing shall be conducted by either individuals as defined in Section
553.993(5) or (7), Florida Statutes or individulas licensed as set forth in Section 489.105(3)(f), (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.
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; and
6. Supply and return registers, if installed at the time of the test, shall be fully open.
O R402.4.2 Fireplaces. New wood -burning fireplaces shall have tight -fitting flue dampers and outdoor combustion air.
O R402.4.3 Fenestration air IeakageWindows, 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 L/s/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.
O R402.4.4 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 L/s) when tested in accordance with ASTM E 283 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.
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.
R403.2.2 Sealing (Mandatory)kll ducts, air handlers, and filter boxes and building cavities that form the primary air containment
passageways for air distribution systems shall be considered ducts and plenum chambers, shall be constructed and sealed in accordance
with Section C403.2.7.2 of the Commercial Provisions of this code and shall be shown to meet duct tightness criteria by post -construction
or rough -in testing below.
Duct tightness shall be verified by testing to Section 803 of the RESNET Standards 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" by either of
the following:
1. Post -construction test: Total leakage shall be less than or equal to 4 cfm (113 L/min) per 100 square feet (9.29 m2) of conditioned floor area
when tested at a pressure differential of 0.1 inches w.g. (25 Pa) across the entire system, including the manufacturer's air handler enclosure. All
register boots shall be taped or otherwise sealed during the test.
2. Rough -in test: Total leakage shall be less than or equal to 4 cfm (113 L/min) per 100 square feet (9.29 m2) of conditioned floor area when tested
at a pressure differential of 0.1 inches w.g. (25Pa) across the system, including the manufacturer's air handler enclosure. All registers shall be
taped or otherwise sealed during the test. If the air handler is not installed at the time of the test, total leakage shall be less than or equal to 3 cfm
85 L/min) per 100 square feet (9.29 m2) of conditioned floor area.
Exceptions:
1. The total leakage test is not required for ducts and air handlers located entirely within the building envelope.
2. Duct testing is not mandatory for buildings complying by Section R405 of this code.
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FORM R405-2014
MANDATORY REQUIREMENTS - (Continued)
R403.2.3 Building Cavities (Mandatory). Building framing cavities shall not be used as ducts or plenums.
R403.3 Mechanical system piping insulation (Mandatory). Mechanical system piping capable of carrying fluids above 105°F (41°C)
or below 55°F (1 YC) shall be insulated to a minimum of R-3.,
R403.3.1 Protection of piping insulation.
R403.4.1 Circulating hot water systems (Mandatory). Circulating hot water systems shall be provided with an automatic or readily
accessible manual switch that can turn off the hot-water circulating pump when the system is not in use.
R403.4.3 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.
R403.4.4 Water heater efficiencies (Mandatory).
O R403.4.4.1 Storage water heater temperature controls
R403.4.4.1.1 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 60oC).
R403.4.4.1.2 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.
O R403.4.4.2 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 met the criteria Section R403.4.4.2.1.
R403.4.4.2.1 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.
R403.5 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.
Outdoor air intakes and exhausts shall have automatic or gravity dampers that close when the ventilation system is not operating.
R403.6 Heating and cooling equipment (Mandatory). The following sections are mandatory for cooling and heating equipment.
O R403.6.1 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
which affect equipment sizing. System sizing calculations shall not include loads created by local intermittent mechanical ventilation
such as standard kitchen and bathroom exhaust systems.
R403.6.1.1 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 403.6, 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.
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FORM R405-2014
MANDATORY REQUIREMENTS . (Continued)
O R403.6.1.1 Cooling equipment capacity. (continued) The published value for AHRI total capacity is a nominal, rating -test value and
shall not be used for equipment sizing. Manufacture's expanded performance data shall be used to select cooling -only equipment. This
selection 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 temperature 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:
Attached single- and multi -family residential equipment sizing may be selected so that its cooling capacity is less than the
calculated total sensible load but not less than 80 percent of that load.
When signed and sealed by a Florida -registered engineer, in attached single- and multi -family units, the capacity of
equipment may be sized in accordance with good design practice.
O R403.6.1.2 Heating equipment capacity
R403.6.1.2.1 Heat pumps. Heat pumps sizing shall be based on the cooling requirements as calculated according to Section
R403.6.1.1 and the heat pump total cooling capacity shall not be more than 1.15 times greater than the design cooling load.
R403.6.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 kW of the design
requirements calculated according to the procedure selected in Section R403.6.1.
R403.6.1.2.3 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 R403.6.1.
O R403.6.1.3 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:
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.
R403.7 Systems serving multiple dwelling units (Mandatory). Systems serving multiple dwelling units shall comply with Sections
C403 and C404 of the Commercial Provisions in lieu of Section R403.
R403.8 Snow melt 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 55°F, and no precipitation is falling
and an automatic or manual control that will allow shutoff when the outdoor temperature is above 407.
R403.9 Swimming pools, inground spas and portable spas (Mandatory). The energy requirements for residential pools and
inground spas shall be as specified in Sections R403.9.1 through R403.9.3 and in accordance with ANSI/APSP-15. The energy
requirements for portable spas shall be in accordance with ANSI/APSP-14.
0 R403.9.1 Pool and spa heaters. All pool heaters shall be equipped with a readily accessible on -off switch that is mounted
outside the heater to allow shutting off the heater without adjusting the thermostat setting.
R403.9.1.1 Gas and oil -fired pool and spa heaters. All gas- and oil -fired pool and space 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 gas or LP gas shall not have continuously burning pilot lights.
R403.9.1.2 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.
O R403.9.2 Time switches. Time switches or other control method that can automatically turn off and on heaters and pumps according to a
preset schedule shall be installed on all heaters and pumps. Heaters, pumps and motors that have built in timers shall be deemed in
compliance with this equipment.
Exceptions:
1. Where public health standards require 24-hour pump operations.
2. Where pumps are required to operate solar- and waste -heat -recovery pool heating systems.
3. Where pumps are powered exclusively from on -site renewable generation.
O R403.9.3 Covers. Heated swimming pools and inground permanently installed 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: Outdoor pools deriving over 70 percent of the energy for heating from site -recovered energy, such as a heat pump or
solar energy source computed over an operating season.
RR404.1 Lighting equipment (Mandatory). A minimum of 75 percent of the lamps in permanently installed lighting fixtures shall be
high -efficacy lamps or a minimum of 75 percent of permanently installed lighting fixtures shall contain only high efficacy lamps.
Exception: Low -voltage lighting shall not be required to utilize high -efficacy lamps.
0 R404.1.1 Lighting equipment (Mandatory). Fuel gas lighting systems shall not have continuously burning pilot lights
R405.2 Performance ONLY. All ducts not entirely inside the building thermal envelope shall be insulated to a minimum of R-6.
O R405.2.1 Performance ONLY. Ceilings shall have minimum insulation of R-19. Where single assemby of the exposed deck and beam type or
concrete deck roofs do not have sufficent space, R-10 is allowed.
10/25/2017 8:34 AM EnergyGauge® USA - v5.1 - - Section R405.4.1 Compliant Software Page 3 of 3
FORM R405-2014
TABLE 402.4.1.
AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA
Project Name: Lot65KensingtonReserveDoralBGRN Builder Name: Ryan Homes
Street: 2269 KELMSCOTT COURT Permit Office:
City, State, Zip: SANFORD , FL, 32773 Permit Number:
Owner: Jurisdiction: 691000
Design Location: FL, Orlando
COMPONENT CRITERIA CHECK
Air barrier and thermal barrier A continuous air barrier shall be installed in the building envelope.
Exterior thermal envelope contains a continuous barrier.
Breaks or joints in the air barrier shall be sealed.
Air -permeable insulation shall not be used as a sealing material.
Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with the
insulation and any gaps in the air barrier shall be sealed.
Access openings, drop down stairs or knee wall doors to unconditioned
attic spaces shall be sealed.
Corners and headers shall be insulated and the junction of the foundation
Walls and sill plate shall be sealed.
The junction of the top plate and the top or exterior walls shall be sealed.
Exterior thermal envelope insulation for framed walls shall be installed in
substantial contact and continuous alignment with the air barrier.
Knee walls shall be sealed.
Windows, skylights and doors The space between window/door jambs and framing and skylights and
framing shall be sealed.
Rim joists Rim joists are insulated and include an air barrier.
Floors (including above -garage Insulation shall be installed to maintain permanent contact with underside
and cantilevered floors) of subfloor decking.
The air barrier shall be installed at any exposed edge of insulation.
Crawl space walls Where provided in lieu of floor insulation, insulation shall be permanently
attached to the crawlspace walls.
Exposed earth in unvented crawl spaces shall be covered with a Class I
vapor retarder with overlapping joints taped.
Shafts, penetrations Duct shafts, utility penetrations, and flue shaft openings to exterior or
unconditioned space shall be sealed.
Narrow cavities Batts in narrow cavities shall be cut to fit, or narrow cavities shall be filled
by insulation that on installation readily conforms to the available cavity
spaces.
Garage separation Air sealing shall be provided between the garage and conditioned spaces.
Recessed lighting Recessed light fixtures installed in the building thermal envelope shall be
air tight, IC rated, and sealed to the drywall.
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 extend behind piping and wiring.
Shower/tub on exterior wall Exterior walls adjacent to showers and tubs shall be insulated and the air
barrier installed separating them from the showers and tubs.
Electrical/phone box on The air barrier shall be installed behind electrical or communication 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.
Fireplace An air barrier shall be installed on fireplace walls. Fireplaces shall have
gasketed doors
10/25/2017 8:34 AM EnergyGauge® USA - v5.1 - Section R405.4.1 Compliant Software Page 1 of 1
Manual S Compliance Report Job: LoMKensingtonResem..
wrightsofte p p Date: 08/31/2016
Entire House By: JMJ
DEL -AIR HEATING & AIR CONDITIONING
531 CODISCO WAY, SANFORD, FL32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DELAIR.COM
For: Ryan Homes
2269 KELMSCOTT COURT, SANFORD, FL 32773
Design Conditions
Outdoor design DB: 92.5°F Sensible gain: 2A91 Btuh
Outdoor design WB: 76.2°F Latent gain: 4298 Btuh
Indoor design DB: 75.0°F Total gain: 28189 Btuh
Indoor RH: 50% Estimated airflow: 1160 cfm
Manufacturer's Performance Data at Actual Design Conditions
Equipment type: SplitASHP
Manufacturer: Goodman Mfg. Model: GSZ140361K+ASPT47D14A
Actual airflow: 1160 cfm
Sensible capacity: 26995 Btuh 113% of load
Latent capacity: 4545 Btuh 106% of load
Total capacity: 31540 Btuh 112% of load SHR: 86%
Design Conditions
Outdoor design DB: 42.30F Heat loss: 22873 Btuh
Indoor design DB: 70.0°F
Manufacturer's Performance Data at Actual Design Conditions
Equipment type: Split ASH
Manufacturer: Goodman Mfg. Model: GSZ140361K+ASPT47D14A
Actual airflow: 1160 cfm
Output capacity: 32228 Btuh 141% of load
Supplemental heat required: 0 Btuh
Backup equipment type: Elec strip
Manufacturer: Model:
Actual airflow: 1160 cfm
Output capacity: 7.9 kW 119% of load Temp. rise: 50 OF
Meets are all requirements of ACCA Manual S.
Entering coil DB: 76.5°F
Entering coil WB: 63.2°F
Entering coil DB: 69.5°F
Capacity balance: 34 OF
Economic balance: -99 OF
2017-Oct-25 08:26:05
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ACrA ... veDoral BGRN\Lot65KensingtonReserve DoralBGRN.rup Calc = MJ8 House faces: N
Component Constructions Job: Lot65KensingtonReserv...
w/Irllghtsoft® Date: 08/31/2016
Entire House By: JMJ
DEL -AIR HEATING & AIR CONDITIONING
531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DELAlR.COM
For: Ryan Homes
2269 KELMSCOTT COURT, SANFORD, FL 32773
Location: Indoor: Heating Cooling
Orlando/Jetport, FL, US Indoor temperature (OF) 70 75
Elevation: 105 ft Design TD (°F) 28 18
Latitude: 280N Relative humidity (%) 30 50
Outdoor: Heating Cooling Moisture difference (gr/lb) 0.8 45.8
Dry bulb (°F) 42 93 Infiltration:
Daily range (OF) - 16 ( M) Method Simplified
Wet bulb (OF) - 76 Construction quality Average
Wind speed (mph) 15.0 7.5 Fireplaces 0
Construction descriptions Or Area Ll-value Insul R Htg HTM Loss Clg HTM Gain
ft Btu h/ft2-°F ft-°F/Btuh Btu h/ft Btu Btu h/ft2 Btu
Walls
12C-2sw: Frm wall, stucco ext, r-13 cav ins, 1/2" gypsum board int n 189 0.081 15.0 2.24 423 2.34 441
fnsh, r-2 ext bd ins, 2"x4" wood frm, 16" o.c. stud e 320 0.081 15.0 2.24 718 2.34 748
13A-2ocs: Blk wall, stucco ext, r-2 ext bd ins, 8" thk, 1/2" gypsum
board int fnsh
Partitions
12B-Osw: Frm wall, r-11 cav ins, 1/2" gypsum board int fnsh, 2"x4"
wood frm, 16" o.c. stud
s 205 0.081 15.0 2.24 459 2.34 478
w 297 0.081 15.0 2.24 666 2.34 694
all 1010 0.081 15.0 2.24 2266 2.34 2362
n 50 0.201 0 5.57 277 5.29 263
e 291 0.201 0 5.57 1622 5.29 1542
s 174 0.201 0 5.57 969 5.29 921
w 182 0.201 0 5.57 1013 5.29 964
all 697 0.201 0 5.57 3881 5.29 3690
331 0.097 11.0 2.69 888 1.75 579
Windows
2A-2om: 2 glazing, clr low-e outr, air gas, mtl no brk frm mat, clr innr, n
1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1
ft overhang (5.08 ft window ht, 1 ft sep.); 6.67 ft head ht
2A-2om: 2 glazing, clr low-e outr, air gas, mtl no brk frm mat, clr innr, n
1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1
ft overhang (5.08 ft window ht, 3.33 it sep.); 6.67 ft head ht
2B-2fm: 2 glazing, clr low-e outr, air gas, mtl no brk frm mat, clr innr, n
1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 1 ft overhang (3 ft
window ht, 1 ft sep.); 6.67 ft head ht
2A-2om: 2 glazing, clr low-e outr, air gas, mtl no brk frm mat, clr innr, e
1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1
ft overhang (5.3 ft window ht, 11.25 ft sep.); 6.67 ft head ht s
all
2B-2fm: 2 glazing, clr low-e outr, air gas, mtl no brk frm mat, clr innr, s
1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 1 ft overhang (1.25 ft
window ht, 0.92 ft sep.); 6.67 ft head ht
31 0.540 0 15.0 456 14.1 429
15 0.540 0 15.0 222 14.1 209
6 0.540 0 15.0 90 15.9 96
16 0.540 0 15.0 244 33.9 553
33 0.540 0 15.0 489 15.7 512
49 0.540 0 15.0 733 21.7 1065
5 0.540 0 15.0 75 15.9 80
2017-Oct-25 08:26:05
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veDoralBGRN\Lot65KensingtonReserveDoralBGRN.rup Calc = MJ8 House faces: N
2B-2fm: 2 glazing, clr low-e outr, air gas, mill no brk frm mat, clr innr, s 31 0.540 0 15.0 456 14.3 435
1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1
ft overhang (5.08 ft window ht, 0.92 ft sep.); 6.67 ft head ht w 15 0.540 0 15.0 228 33.9 516
all 46 0.540 0 15.0 684 20.8 952
2A-2omd: 2 glazing, clr low-e outr, air gas, mtl no brk frm mat, clr innr, s 53 0.620 0 17.2 916 16.1 858
1/4" gap, 1/8" thk; NFRC rated (SHGC=0.25); 3 ft overhang (6.67 It
window ht, 1.5 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 8 0.540 0 15.0 120 33.9 271
1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1
ft overhang (4 ft window ht, 0.92 ft sep.); 6.67 ft head ht
Doors
11 DO: Door, wd sc type n 24 0.390 0 10.8 259 12.0 289
n 16 0.390 0 10.8 173 12.0 193
all 40 0.390 0 10.8 432 12.0 481
Ceilings
1613-38ad: Attic ceiling, asphalt shingles roof mat, r-38 ceil ins, 1/2" 1141 0.026 38.0 0.72 822 1.41 1612
gypsum board int fnsh
Floors
20P-19c: Fir floor, frm fir, 6" thkns, carpet fir fnsh, r-19 cav ins, gar ovr 385 0.050 19.0 1.39 533 0.72 276
22A-tpl: Bg floor, light dry soil, on grade depth 95 0.989 0 27.4 2603 0 0
2017-Oct-25 08:26:05
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ProeCt S1.1171i'11a1' Job: Lot65Kensingtorill... wrightsof$®
y Date: 08/31/2016 Entire
House By: JMJ DEL -
AIR HEATING & AIR CONDITIONING 531
CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DELAIR.COM IR
Jill
For:
Ryyan Homes 2269
KELMSCOTT COURT, SANFORD, FL 32773 Notes:
L.S. 10-25-17 SRP Weather
Winter
Design Conditions Outside
db 42 OF Inside
db 70 OF Design
TD 28 OF Heating
Summary Structure
18686 Btuh Ducts
4187 Btuh Central
vent (0 cfm) 0 Btuh none)
Humidification
0 Btuh Piping
0 Btuh Equipment
load 22873 Btuh Infiltration
Method
Construction
quality Fireplaces
Area (
ft2) Volume (
ft3) Air
changes/hour Equiv.
AVF (cfm) Orlando/
Jetport, FL, US Simplified
Average
0
He
188g Co 1$$g 15676
15676 0.
50 0.26 131
68 Heating
Equipment Summary Make
Goodman Mfg. Trade
GOODMAN- JANITROL; AMANA DISTI Model
GSZ140361 K AHRI
ref :8242629 Efficiency
Heating
input Heating
output Temperature
rise Actual
air flow Air
flow factor Static
pressure Space
thermostat Capacity
balance point = 34 IF Backup:
8.
5 HSPF 32600
Btuh @ 470F 26
OF 1160
cfm 0.
051 cfm/Btuh 0.
30 in H2O Input =
8 kW, Output = 27110 Btuh, 100 AFUE Summer
Design Conditions Outside
db 93 OF Inside
db 75 OF Design
TD 18 OF Daily
range M Relative
humidity 50 Moisture
difference 46 gr/lb Sensible
Cooling Equipment Load Sizing Structure
17812 Btuh Ducts
6079 Btuh Central
vent (0 cfm) 0 Btuh none)
Blower
0 Btuh Use
manufacturer's data y Rate/
swing multiplier 1.00 Equipment
sensible load 23891 Btuh Latent
Cooling Equipment Load Sizing Structure
3106 Btuh Ducts
1192 Btuh Central
vent (0 cfm) 0 Btuh pone)
Equipment
latent load 4298 Btuh Equipment
Total Load (Sen+Lat) 28189 Btuh Req.
total capacity at 0.75 SHR 2.7 ton Cooling
Equipment Summary Make
Goodman Mfg. Trade
GOODMAN; JANITROL; AMANA DISTI... Cond
GSZ140361 K Coil
ASPT47D14A AHRI
ref :8242629 Efficiency
12.5 EER, 15 SEER Sensible
cooling 26100 Btuh Latent
cooling 8700 Btuh Total
cooling 34800 Btuh Actual
air flow 1160 cfm Air
flow factor 0.049 cfm/Btuh Static
pressure 0.30 in H2O Load
sensible heat ratio 0.85 Calculations
approved by ACCA to meet all requirements of Manual J 8th Ed. c
wri htSOftm 2017-
Oct-25 08:26:05 9
Right -Suite® Universal 2017 17.0.23 RSU23828 Page 1 ACeA ...
veDoralBGRN\Lot65KensingtonReserveDoraIBGRN.rup Calc = MJ8 House faces: N
wrightsoft, Right-JO Worksheet
Entire House
DEL -AIR HEATING & AIR
CONDITIONING
531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DELAIR.COM
Job: Lot65KensingtonReserveDo...
Date: 08/31 /2016
By: JMJ
1 Room name Entire House Great Room
2 Exposed wall 235.0 ft 47.0 ft
3 Room height 8.3 ft 8.7 ft heat/cool
4 Room dimensions 1.0 x 415.3 ft
5 Room area 1896.5 ft2 415.3 ft2
Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load
number Btuh/ftz °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 12C-2sw 0.081 n 2.24 2.34 240 189 423 441 0 0 0 0
2A-2om 0.540 n 14.96 14.08 31 0 456 429 0 0 0 0
2A-2om 0.540 n 14.96 14.08 15 0 222 209 0 0 0 0
2B-2fm 0.540 n 14.96 15.94 6 0 90 96 0 0 0 0
11 13A-2ocs 0.201 n 5.57 5.29 74 50 277 263 35 11 59 56
11 DO 0.390 n 10.80 12.03 24 24 259 289 24 24 259 289
W 12C-2sw 0.081 e 2.24 2.34 320 320 718 748 0 0 0 0
y/ 13A-2ocs 0.201 a 5.57 5.29 308 291 1622 1542 238 222 1236 1175
G 2A-2om
12C-2sw
0.540
0.081
e
s
14.96
2.24
33.86
2.34
16
240
0
205
244
459
553
478
16
0
0
0
244
0
553
0
213-2fm 0.540 s 14.96 15.94 5 5 75 80 0 0 0 0
213-2fm
13A-2ocs
0.540
0.201
s
s
14.96
5.57
14.27
5.29
31
260
27
174
456
969
435
921
0
134
0
102
0
566
0
538
2A-2om 0.540 s 14.96 15.65 33 0 489 512 33 0 489 512
2A-2omd 0.620 s 17.17 16.08 53 53 916 858 0 0 0 0
12C-2sw 0.081 w 2.24 2.34 320 297 666 694 0 0 0 0
2A-2om 0.540 w 14.96 33.86 8. 0 120 271 0 0 0 0
2A-2om 0.540 w 14:96 33.86 15 0 228 516 0 0 0 0
W 13A-2ocs 0.201 w 5.57 5.29 182 182 1013 964 0 0 0 0
P 126-0sw 0.097 2.69 1.75 347 331 888 579 204 188 504 329
L-D 11DO 0.390 n 10.80 12.03 16 16 173 193 16 16 173 193
C 1613-38ad 0.026 0.72 1.41 1141 1141 822 1612 0 0 0 0
F 20P-19c 0.050 1.39 0.72 385 385 533 276 0 0 0 0
F 22A-tpl 0.989 27.40 0.00 756 95 2603 0 415 47 1288 0
6 c) AED excursion 0 109
Envelope loss/gain 14720 12959 4819 3536
12 a) Infiltration 3965 1303 831 273
b) Room ventilation 0 0 0 0
13 Internal gains: Occupants @ 230 4 920 2 460
Appliances/other 2630 230
Subtotal (lines 6 to 13) 18686 17812 5650 4499
Less external load 0 0 0 0
Less transfer 0 0 0 0
Redistribution 0 0 0 0
14 Subtotal 18686 17812 5650 4499
15 Duct loads 22% 34% 4187 6079 22% 34% 1266 1535
Total room load 22873 23891 6916 6035
Air required (cfm) 1160 1160 351 293
Calculations approved by ACCA to meet all requirements of Manual J 8th Ed.
wrightsoft- 2017-Oct-25 08:26:05
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veDoralBGRN\Lot65KensingtonReserveDoralBGRN.rup Calc = MJ8 House faces: N
F +- 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.DELAIR.COM
Job: Lot65KensingtonReserveDo...
Date: 08/31 /2016
By: JMJ
1 Room name Kitchen/Dining PWDR
2 Exposed wall 35.5 ft 12.5 ft
3 Room height 8.7 ft heat/cool 8.7 ft heat/cool
4 Room dimensions 14.5 x 21.0 ft 4.5 x 8.0 ft
5 Room area 304.5 ft2 36.0 ft2
Ty Construction
number
U-value
Btuh/ft2 0F)
Or HTM
Btuh/ft2)
Area (ft2)
or perimeter (ft)
Load
Btuh)
Area (ft2)
or perimeter (ft)
Load
Btuh)
Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool
6 12C-2sw
2A 2om
2A-2om
0.081
0.546
0.540
n
n
n
2.24
14.96
14.96
2.34
14.08
14.08
o"
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
2B 2fm ... 0.540 n :: 14.96 15.94 0 0 0 0 0 0 0 0
11 13A-2ocs 0.201 n 5.57 5.29 0 0 0 0 39 39 217 206
D, 11DO
12C-2sw;.
13A-2ocs
0.390
0.081
0.201
n"._
e ..:.
e
10.80
2.24
5.57
12.03
2.34
5.29
0
0
0
0
0
0
0.
0
0
0
0
0
0
0
69
0
0
69
0
0
386
0
0
367
W
2A-2om.
12C-2sw
0.540
0.081
e..
s
14.96
2.24
33.86
2.34
0
0
0
0"
0
0
0,
0"
0
0"
0
0
0
0
0
0
26-2fm
2192fm 13A-
2ocs 0.
540 0.
540 0.
201 s
s
s
14.
96 14.
96 5.
57 15.
94 14.
27 5.
29 0
0
126
0
0
72
0
0
403
0
0
383
0.
0
0
0
0
0
0
0.
0
0
0
0
2A-
2om 2A-
2omd 0.
540 0.
620 s
s
14.
96 17.
17 15.
65 16.
08 0
53
0
53
0
916
0
858
0
0
0
0
0
0
0
0
tj12C-
2sw
2A
2om 2A-
2om 0.
081 0.
540 0540
w'
w
w,
2.
24 14.
96 14:
96 2
34 33.
86 33.
86 0
0
0
0
0
0
0
0
0
0
0'
i 0
0
0
0
0
0
0
0
0
0
0
0
0
W
I
P
13A-
2ocs 12B-
Osw 0.
201 0.
097 w
5.57 2.
69 5.
29 1:
75 182
143
182
143
1013
384
964
250
0
0
0
0
0
0
0
0
L-
D 11 D0" 0.390 n ,;' 10.80: 12.03 0 0 0 0 0 0 0 0 C
16B-38ad 0.026 0.72 1.41 0 0 0 0 0 0 0 0 F.
20P 19c.". 0.050 1.39 0.72 0 0 0 0 0 0 0 0 F
22A-tpl 0.989 27.40 0.00 305 36 973 0 36. 13 342. 0 6
c) AED excursion 97 15 Envelope
loss/gain 3689 2358 946 558 12
a) Infiltration 628 206 221 73 b)
Room ventilation 0 0 0 0 13
Internal gains: Occupants @ 230 1 230 0 0 Appliances/
other 1200 0 Subtotal (
lines 6 to 13) 4317 3994 1167 631 Less
external load 0 0 0 0 Less
transfer 0 0 0 0 Redistribution
0 0 0 0 14
Subtotal 4317 3994 1167 631 15
Duct loads 22% 341 967 136 3 22% 34% 261 215 Total
room load 5284 5358 7_ 1428 846 Air
required (cfm) 1 268 260 72 41 Calculations
approved by ACCA to meet all requirements of Manual J 8th Ed. 40-
wrightsoft- 2017-Oct-25 08:26:05 A
Right -
Suite® Universal 2017 17.0.23 RSU23828 Page 2 veDoralBGRN\
Lot65KensingtonReserveDoraIBGRN.rup Calc = MJ8 House faces: N
wrightsoft' Right-JO Worksheet
Entire House
DEL -AIR HEATING & AIR
CONDITIONING
531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DELAIR.COM
Job: Lot65KensingtonReserveDo...
Date: 08/31/2016
By: JMJ
1 Room name Master BDRM Master Bath
2 Exposed wall 29.5 ft 5.5 ft
3 Room height 8.0 ft heat/cool 8.0 ft heat/cool
4 Room dimensions 1.0 x 230.0 ft 1.0 x 71.5 ft
5 Room area 230.0 ftz 71.5 ft2
Ty Construction UI-value Or HTM Area (ftz) Load Area (ftz) 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
6 12C-2sw 0.081 n 2.24 2.34 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
2B-2fm 0.540 n 14.96 15.94 0 0 0 0 0 0 0 0
11 W 13A-2ocs 0.201 n 5.57 5.29 0 0 0 0 0 0 0 0
11DO 0.390 n 10.80 12.03 0_ 0 0 0 0 0 0 0D
W 12C-2sw 0.081 a 2.24 2.34 128 128 287 299 0 0 0 0
V)/ 13A-2ocs 0.201 a 5.57 5.29 0 0 0 0 0 0 0 0
L-C'
16
2A-2om
12C-2sw
0.540
0.081
e
s
14.96
2.24
33.86
2.34
0
108
0
78
0
174
0
181
0
44
0
39
0
88
0
91
2B-2fm 0.540 s 14.96 15.94 0 0 0 0 5 5 75 80
213-2fm 0.540 s 14.96 14.27 31 27 456 435 0 0 0 0
L
13A-2ocs 0.201 s 5.57 5.29 0 0 0 0 0 0 0 0
2A-2om 0.540 s 14.96 15.65 0 0 0 0 0 0 0 0
2A-2omd 0.620 s 17.17 16.08 0 0 0 0 0 0 0 0
y/ 12C-2sw 0.081 w 2.24 2.34 0 0 0 0 0 0 0 0
IL_GG 2A-2om 0.540 w 14.96 33.86 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
W 13A-2ocs 0.201 w 5.57 5.29 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
L-D 11DO 0.390 n 10.80 12.03 0 0 0 0 0 0 0 0
C 16B-38ad 0.026 0.72 1.41 230 230 166 325 72 72 51 101
F 20P-19c. 0.050 1.39 0.72 0 0 0 0 0 0 0 0
F 22A-tpl 0.989 27.40 0.00 0 0 0 0 0 0 0 0
6 c) AED excursion 32 7
Envelope loss/gain 1083 1209 214 265
12 a) Infiltration 482 158 90 29
b) Room ventilation 0 0 0 0
13 Internal gains: Occupants @ 230 1 230 0 0
Appliances/other 600 0
Subtotal (lines 6 to 13) 1564 2197 304 294
Less external load 0 0 0 0
Less transfer 0 0 0 0
Redistribution 0 0 0 0
14 Subtotal 1564 2197 304 294
15 Duct loads 22% 34% 351 750 22°/ 341/6 68 100
Total room load 1915 2947 372 395
Air required (cfm) 97 143 191 19
Calculations approved by ACCA to meet all requirements of Manual J 8th Ed.
wri htsoft- 2017-Oct-25 08:26:05
A
9 Right -Suite@ Universal 2017 17.0.23 RSU23828 Page 3
veDoralBGRN\Lot65KensingtonReserveDoralBGRN.rup Calc = MJ8 House faces: N
rat- wrightsott, Right-JO Worksheet Job:
Entire House
Date:
By:
DEL -AIR HEATING & AIR
CONDITIONING
531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DELAIR.COM
Lot65Kensington ReserveDo...
08/31/2016
JMJ
1 Room name MWC MWIC
2 Exposed wall 6.0 ft 14.5 ft
3 Room height 8.0 ft heat/cool 8.0 ft heat/cool
4 Room dimensions 6.0 x 4.0 ft 1.0 x 61.3 ft
5 Room area 24.0 ft2 61.3 ft2
Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load
number Btuh/ftz °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'VhI12C 2sIw 0.081 n" 2.24 2:34 0 0 0 0 0 0 o 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
2B 2fm. 0.540 n 14.96 15.94 0, 0 0 0 0 0 0 0
11 Vfl 13A-20cs 0.201 n 5.57 5.29 0 0 0 0 0 0 0 0
11 DO. 0.390 10.80 12.03 0 0 0 0 0 0 0 0p
W 12C-2sw _ 0.081
n ,
e . 2.24 2.34 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
2A 2om 0.540 e, 14.96 33.86 0 0 0 0, 0 0 0. 0
V/ 12C-2sw, " 0.081 s = 2:24 2.34 48 48 108 112 40 40 90 94
2B-2fm 0.540 s 14.96 15.94 0 0 0 0 0 0 0 0II-- 213-2fm 0.540 s.,' 14.96 14.27 0. 0 0 0 0. 0 10 0
0.201 s 5.57 5.29 0 0 0 0 0 0 0 0
ti13A-2ocs
2A-2om 0.540 s 14.96 15.65 0 0 0 0 0 0 0 0
2A-2omd 0.620 s 17.17 16.08 0 0 0 0 0 0 0 0
Vf/ 12C-2sw 0.081 w , 2;24 2.34 0 0 0 0 76 76 171 178
2A 2om 0.540 w- 14.96 33.86 0 0 0 0 0 0 0 0
2A-2om 0.540 w ,;, 14.96 33.86 0 0 Q 0 0 0 0 0
W 13A-2ocs 0.201 w 5.57 5.29 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
D 11DO 0.390 n, 10.80 12.03 0 0"_ 0 0 0 0 0 0
C 16B 38ad 0.026 0.72 141 24 24 17 34 61 61 44 87
F 20P-19C.. , _ 0.050 39 0.72 0 0 r. 0-1 0 0 0 0 0
F 22A-tpl 0.989 27.40 0.00 0 0 0 0 0 0 0 0
6 c) AED excursion 4 10
Envelope loss/gain 125 142 304 348
12 a) Infiltration 98 32 237 78
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) 223 174 541 425
Less external load 0 0 0 0
Less transfer 0 0 0 0
Redistribution 0 0 0 0
14 Subtotal 223 174 541 425
15 Duct loads 22% 34% 50 59 22% 34% 121 145
Total room load 273 234 662 570
Air required (cfm) 14 11 34 28
Calculations approved by ACCA to meet all requirements of Manual J 8th Ed.
Wri I7t50Tt`
2017-Oct-25 08:26:05
P. __
o_._
9 Right -Suite® Universal 2017 17.0.23 RSU23828 Page 4
veDoralBGRN\Lot65KensingtonReserveDoralBGRN.rup Calc = MJ8 House faces: N
wrightsoft, Right-JO Worksheet Job:
Entire House
Date:
By:
DEL -AIR HEATING & AIR
CONDITIONING
531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DELAIR.COM
Lot65KensingtonReserveDo...
08/3112016 JMJ 1 Room name BDRM3
Bath1
2 Exposed wall 10.5
ft 8.0 ft 3 Room height 8.0
ft heat/cool 8.0 ft heat/cool 4 Room dimensions 1.0
x 168.0 ft 7.0 x 8.0 ft 5 Room area 168.0
ft2 56.0 ft2 Ty Construction U-value Or
HTM Area (ft2) Load Area (ft2) Load number Btuh/ft20F) Btuhft2) or
perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/
S Heat Cool Gross N/P/S Heat Cool 6 12C-2sw 0.081
n 2.24 2.34 0 0 0 0 0 0 0 0 2A-2om 0 540 n
14w% 14.08 0 0 0 0. 0 0 0 0 2A-tom 0.540 n
14.96 14.08 0 0 0 0 0 0 0 0 2B 2fm. 0:540 n.
14.96 15.94 0 0 0 0 0 0 0 0 11 13A-2ocs 0.201
n 5.57 5.29 0 0 0 0 0 0 0 0 p 11 D0 0.390
n 10.80 12.03 0 0 0 0 0 0 0 W 12C 2sw .. 0.081
e- 2,24 2.34 0 0 0 0 0 0 0 0 j 13A-2ocs 0.201
e 5.57 5.29 0 0 0 0 0 0 0 0 C 2A-20m 0.540
e 14.96 33.86 0 0 0 0 0 0 0 0 A2C-2sw 0.081 s
2.24 2.34 0 0 0 0 0 0 0 0 26 2fm 0.540 s
14.96 15.94 0 0 0 0 0 0 0 0 2B 2fm 0.540 s;
14.96 14.27 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 15.65 0 0 0 0 0 0 0 0 2A-2omd 0.620 s
17.17 16.08 0 0 0 0 0 0 0 0 y/ 12C-2sw 0.081
w 224 2.34 84 69 154 161 64 56 126 131 2A-2om 0.540 w
14.96 3186 o 0 0 0 8 0 120 271 2A-2om, 0. 540 w
1,4.96 33,86 15 0 228 516 0 0 0 0 W 13A-2ocs 0.201
w 5.57 5.29 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 L-D 11 DO 0.
390 n'., 10:60 12.03 0 0 0 0, 0 C 1613-38ad 0.026
0.72 1.41 168 168 121 237_ 56 56 40 79 F 20P=19o... 0.050
1.39 0.72 16 16 22 11 49., 49. 68 35 F 22A-tpl 0.989
27.40 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 239
125 Envelope loss/gain 526 1165
354 641 12 a) Infiltration 171 56
131 43 b) Room ventilation 0 0
0 0 13 Internal gains: Occupants @
230 0 0 0 0 Appliances/other 0 0 Subtotal (
lines 6 to 13)
697 1221 484 684 Less external load 0 0
0 0 Less transfer 0 0 0
0 Redistribution 0 0 0 0
14 Subtotal 697 1221 484
684 15 Duct loads 22% 34 %
156 417 22° 34 % 108 233 11 Total room load 853
1638 593 917 Air required (cfm) 43 80
30 45 Calculations approved by ACCA to
meet all requirements of Manual J 8th Ed. P wrigiltsofC 2017-Oct-25
08:26:
05 A Right -Suite® Universal 2017
17.
0.23 RSU23828 Page 5 veDoralBGRN\Lot65KensingtonRes erveDoral BGRN.rup
Calc = MJ8 House faces: N
rF wrightsoft, Right-JO Worksheet
Entire House
DEL -AIR HEATING & AIR
CONDITIONING
531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DELAIR.COM
Job: Lot65KensingtonReserveDo...
Date: 08/31 /2016
By: JMJ
1 Room name BDRM2 Laundry
2 Exposed wall 25.0 ft 0 ft
3 Room height 8.0 ft heat/cool 8.0 ft heat/cool
4 Room dimensions 1.0 x 144.0 ft 1.0 x 74.8 ft
5 Room area 144.0 ft2 74.8 ft2
Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load
number Btuh/ft2-OF) 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 12C 2sw 0.081 n .. 2.24 a 34 88 73 164 171 0 0 10
2A 2om 0.540 n 14:96 14.08 0 0 0 A 0 0 0 0
2A 2om 0.540 n 14.96 14.08 15 0 222 209 0 0 0 0
26-2fm, u: 0.540 n 1496 15.94 0 0 0 0 0, 0 0 0
11 Vf/ 13A-20cs 0.201 n 5.57 5.29 0 0 0 0 0 0 0 0
p 11 DO 0.390 n 10.810 12.03 0 0 0 0 0 0 0. 0
W 12C-2sw, 0.081 e , 2.24 2.34 16 16 36 37 0 0 0 0
13A-2ocs 0.201 e 5.57 5.29 0 0 0 0 0 0 0 0t-G 2A-2om 0.540 e 14.96 33.86 0 0 0 0 x 0 0_ 0 0
V f 12C-2sw 0:081 s. 2.24 2.34 0 0 0 0 0 0 0 0
2132fm 0.540 s 14.96 15.94 0 0 0 0 0. 0 0 0 2B.
2fm 0.540 s_ 14.96: 1 14.27 0 0 0 0 0 0 0 0 j
13A-2ocs 0.201 s 5.57 5.29 0 0 0 0 0 0 0 0 I--
G 2A-2om 0.540 s 14.96 15.65 0 0 0 0 0 0 0 0 I-
G 2A-2omd 0.620 s 17.17 16.08 0 0 0 0 0 0 0 0 12C
2sw 0.081 w 2.24 2.34 98 96 215 225 0 0 0 0 2A-
2om 0.540 w. 14.96 33.86 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 W
13A-20cs 0.201 w 5.57 5.29 0 0 0 0 0 0 0 0 PI
126 Osw 0.097 2.69 1.75 0 0 0 0 0 0 0 0 L_
D11 DO 0.390 n ,: 10.80 12.03 0 0 0 O 0 0 0 1 0 C.
16B-38ad 0.026 0.72 1.41 144 144 104 203 75 75 54 106 F ` .
20P 19c_.. 0.050 1.39 0.72 144 144 199 103 26 26 36 19 F
22A-tpl 0.989 27.40 0.00 0. 0 0 O, O 0 0 0 6
c) AED excursion 26 17 Envelope
loss/gain 940 923 90 107 12
a) Infiltration 408 134 0 0 b)
Room ventilation 0 0 0 0 13
Internal gains: Occupants @ 230 0 0 0 0 Appliances/
other 0 600 Subtotal (
lines 6 to 13) 1348 1057 90 707 Less
external load 0 0 0 0 Less
transfer 0 0 0 0 Redistribution
0 0 0 0 14
Subtotal 1348 1057 90 707 15
Duct loads 22% 34 % 302 361 22%1 34 % 20 241 Total
room load 1651 1418 110 949 Air
required (cfm) 84 69 61 46 Calculations
approved by ACCA to meet all requirements of Manual J 8th Ed. wri
htsoft- 2017-
Oct-25 08:26:05 A
9
Right -Suite® Universal 2017 17.0.23 RSU23828 Page 6 veDoralBGRN\
Lot65KensingtonReserveDoralBGRN.rup Calc = MJ8 House faces: N
wrightsoft, Right-JO Worksheet Job:
Entire House
Date:
By:
DEL -AIR HEATING & AIR
CONDITIONING
531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax:407-333-3853 Web: WWW.DELAIR.COM
Lot65KensingtonReserveDo...
08/31/2016
JMJ
1 Room name Loft
2 Exposed wall 41.0 ft
3 Room height 8.0 ft heat/cool
4 Room dimensions 1.0 x 311.3 ft
5 Room area 311.3 ft'
Ty Construction U-value Or HTM Area (ft2) Load Area Load
number Btuh/ft2°F) Btuhft2) or perimeter ft) Btuh) or perimeter
Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Coal
6h12C-2swV 0.081 n 2.24 2.34 162 116 256 270
2A-2om 0.540 n 14.96 14m 31 0 456 429
PA-2om 0.540 n 14.96 14.08 0 0 0 0
2B-2fm. 0.540 n. 14:96 15.94 6 O . 96 96.`
11 y/ 13A-20cs 0.201 n 5.57 5.29 0 0 0 0
p 11 D0. 0.390 n 10.80 12.03 0, 0 0, 0
W 12C-2sw.: 0.081 e,,. 2.24 234 176 176 ., 395 412
W 13A-2ocs 0.201 e 5.57 5.29 0 0 0 0
G 2A-2om 0.540 e 14.96 33.86 0 0 0 A
Vf/ 12C-2sw 0.081 s 2:24 2.34 0 0 0 0..'
2B 2fm 0.540 s 14.96 15.94 0 0 0 0
2B 2f m _ .._ 0.540 s... 14.96 14:27 0 0 0 0
13A-20cs 0.201 s 5.57 5.29 0 0 0 0
2A-2om 0.540 s 14.96 15.65 0 0 0 0
2A-2omd 0.620 s 17.17 16.08 0 0 0 0
VlJ 12C-2sw 0.081 w 2.24 2.34 0 0 0 0
2A-2om 0.540 w 14.96 33:86 0 0 0 0II_-GG 2A 2om Q,540 w, . 14,96 33.86 0 0 0 0
W 13A-2ocs 0.201 w 5.57 5.29 0 0 0 0
P. 12B-Osw 0.097'' 2.69 1.75 0 0 0 0
I-D 111DO _ ., 0,390 p 10.80 12.b3 0., 0 0 0.._.
C 16B-38ad 0.026 0.72 1.41 311 311 224 440
F 20P 19c - . 0.050 1.39 0.72. 150 150 :... 207 107
F 22A-tpl_ 0.989 27.40 0.00 0 0 0 0
6 c) AED excursion 47
Envelope loss/gain 1632 1707
12 a) Infiltration 669 220
b) Room ventilation 0 0
13 Internal gains: Occupants @ 230 0 0
Appliances/other 0
Subtotal (lines 6 to 13) 2301 1927
Less external load 0 0
Less transfer 0 0
Redistribution 0 0
14 Subtotal 2301 1927
15 Duct loads 22 % 34 % 516 658
Total room load 2816 2585
Air required (cfm) 1 143 126
Calculations approved by ACCA to meet all requirements of Manual J 8th Ed.
wrightsoft' 2017-Oct-25 08:26:05
P.
Right -Suite® Universal 2017 17.0.23 RSU23828 Page 7
veDoraIBGRN\Lot65KensingtonReserveDoralBGRN.rup Calc = MJ8 House faces: N
Duct System Summary Job: Lot65KensingtonReserv...
wrightsoft® Date: 08/31/2016
Entire House By: JMJ
DEL -AIR HEATING & AIR CONDITIONING
531 CODISCO WAY, SANFORD, FL32771 Phone:407-333-2665 Fax: 407-333-3853 Web: WWW.DELAIR.COM
For: Ryan Homes
2269 KELMSCOTT COURT, SANFORD, FL 32773
External static pressure
Pressure losses
Available static pressure
Supply / return available pressure
Lowest friction rate
Actual air flow
Total effective length (TEL)
Heating
0.30 in H2O
0.06 in H2O
0.24 in H2O
0.120 / 0.120 in H2O
0.186 in/100ft
1160 cfm
Cooling
0.30 in H2O
0.06 in H2O
0.24 in H2O
0.120 / 0.120 in H2O
0.186 in/ 100ft
1160 cfm
129 ft
Name
Design
Btuh)
Htg
cfm)
Clg
cfm)
Design
FR
Diam
in)
H x W
in)
Duct
Mat]
Actual
Ln (ft)
Ftg.Egv
Ln (ft) Trunk
BDRM2 h 1651 84 69 0.288 6.0 Ox0 VIFx 13.2 70.0
BDRM3 c 1638 43 80 0.325 6.0 Ox 0 VIFx 3.9 70.0
Bath1 c 917 30 45 0.304 4.0 Ox 0 VIFx 8.9 70.0
Great Room h 6916 351 293 0.206 10.0 Ox 0 VIFx 11.3 105.0 sti
Kitchen/Dining h 5284 268 260 0.204 10.0 Ox 0 VIFx 12.9 105.0 SO
Laundry c 949 6 46 0.328 4.0 Ox 0 VIFx 3.2 70.0
Loft h 2816 143 126 0.323 7.0 Ox 0 VIFx 4.3 70.0
Mwc h 273 14 11 0.279 4.0 Ox 0 VIFx 16.0 70.0
M W I C h 662 34 28 0.288 4.0 Ox 0 V I Fx 13.5 70.0
Master BDRM c 2947 97 143 0.301 7.0 Ox 0 VIFx 9.7 70.0
Master Bath c 395 19 19 0.292 5.0 Ox 0 VIFx 12.1 70.0
PWDR h 1428 72 41 0.186 5.0 Ox 0 VIFx 24.2 105.0 SO
Name
Trunk
Type
Htg
cfm)
Clg
cfm)
Design
FR
Veloc
fpm)
Diam
in)
H x W
in)
Duct
Material Trunk
st1 Peak AVF 691 594 0.186 495 16.0 0 x 0 VinlFlx
2017-Oct-25 08:26:06
y-
A wrightsoft' Right -Suite® Universal 2017 17.0.23 RSU23828 Page 1
M1it+l1...veDoralBGRN\Lot65KensingtonReserveDoralBGRN.rup Calc = MJ8 House faces: N
Bra n h . e ' etu c D.efailTabl,a
Name
Grille
Size (in)
Htg
cfm)
Clg
cfm)
TEL
ft)
Design
FR
Veloc
fpm)
Diam
in)
H x W
in)
Stud/Joist
Opening (in)
Duct
Matl Trunk
rb1 Ox 0 1160 1160 0 0 0 0 Ox 0 VIFx
2017-Oct-25 08:26:06
WrightSOW Right -Suite® Universal 2017 17.0.23 RSU23828 Page 2
PCCA...veDoralBGRN\Lot65KensingtonReserveDoralBGRN.rup Calc = MJ8 House faces: N
PA330
A•dTlil
I
DRRAS ROOM
Y•Y 66 r tls
Q v >L
j
II 12x 2 2wcd
10'
I
i Q_
2115
12x12 lwcdnm
y•Qa
l 0 Uri
II 1 19'x12 (
AD'
3' bath duct
to roof cap 5•
w/fan Fomm i
Nutone 696RNB z
0x61-1
ao z cAR cs v 3 w
va-jJi w
x w v, LLJ
I Rl CU
N0, zo 0
LDz lJ
NOTE TO BUILDERNUST PROVI E UNRESTRICTED C d V) m1INCHUNDERCUTBELOWDOORSTOHABITABLEROOMSdLZ
Transfer ducts/grills sized In compliance Li 00withPlorldaResidentialBuRdingCode-M1602.4 Q Y CD
balanced return air,
EXCEPTIONS 1-3 Rating o
mN
W > o Z p Zw3
Must have o minimum dearonce of 4 Inches oround the air hondter per the State Energy code. All duct has a r=6 Insulotlon vnlue. CO J
3w.
ex4 iwc tl-nM_ 4' bath duct oNW\
g ,
3' bath duct ax6 lw°d 10 I to roof cap o
to roof cap
4' i w/fan-light
w/fan Nutone 763RLNB P
Nutone 696RNB 011IdM BUMI ex4 iw°d
M
5'
I 4'
CLI
12x6 lwcd I B0 3,0 TON W/SKW 0240V IPH m W'
145 1 6'
4' dryer duct 16x16 rag
lOx6 Iwc 18xl3 plea
to roof cap 7 g• BEDROOM 3
p platform byAbldr a -
w/dryer vent box x 11
scale 1/6'=1'0' 0 In
LI452x6wallrag
4 jw o
II r
4' ® 3' bath duct
t to roof c a p16x16rag16'
7 I ao w/fan
exa iwca Nutone 696RNB
125 1
12x6 lwcd V0
4x18 rag
R-eN
W
N n'i X
roman m
tcAlr[o £ 6,
P W
Wm
X-06-1wc
U1O1 ED
EWPM
j
H- o
dHLWIFE56 l-Dz U11
O C O
J O L Z
O If7 WNW
NOTE TO BUILDER MUST PROVIDE UNRESTRICTED O q p Y o
1 INCH UNDERCUT BELOW DOORS TO HABITABLE ROOMS
RatingTransferducts/grills sized In compliance ZO
with F(orlda Residential Hulloing Code-MI602,4 N m
balanced return air.
EXCEPTIONS 1-3 p Z p 11J 3
J O Q of
Must have a minimum cleoronce of 1 Inches ..... d the air handler per the State Energy code. ALL duct has n r=6 Insulation value.
m a_-i V) 0 C
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 P405 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 v5.1
10/25/2017 8:32:47 AM Page 1 of 1
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RECORD COPY
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DESCRIPTION AS FURNISHED: Lot 65, KENSINGTON RESERVE, as recorded in Plat Book 81, Poges 86
through 92, Public Records of Seminole County, Florida.
PLOT PLAN FOR / CERTIFIED TO: Ryan Homes/NVR InUCORD COPY
Sy TrINS'TLA.D DRIVE
80' PRIVATE R/W)
S 89040' 51 " W
40, 00'
10' WALL & UTIL. ESMT.
337S
N1N IRATE
Ok tLF construct single family home 47.60' LOT 65 47,80
with setbacks and impervious area
shown on plan. 37• S"/o irvo
bamk - IS, a? -
LOT 66
5.00,
1
15.1
A/C
9.2'
PATIO
P1
PROPOSED MODEL
DORAL - B
2 CAR GARAGE RIGHT
i ENTRY
21.3' _
16' DRIVE 5,00
WALK
25.20' 25.20'
10' WALL &
UTILITY ESMT
4' CONC S/W
CURB -.---------
N 89°40'51" E
40.00'
LOT 64
P. C. OF
D0 1 15.00' LOT 62
j — — ..._ — -d
IffELHSCOTT COURT
KELMSCOTT COURT (50' PRIVATE R/W)
PROPOSED = FINSHED SPOT GRADE ELEVATIONS PLOT PLAN ONLY NOT A SURVEY FRONT = 25
yRy
PER DRAINAGE PLANS PLOT PLAN AREA CALCULATIONS REAR = 20'
Zf= PROPOSED DRAINAGE FLOW D IMPERVIOUS COVERAGE 1,7231 SQUARE FEET OR 37.5Z SIDE = 5' FOR 40' LOTS
LOT GRADING TYPE B 4\ LOT CONTAINS SQUARE14tQ
y
c
PROPOSED FINISH FLOOR PER PLANS = 30.1' O; • LIIVINGAREA CONTAINS 1 SQUARE FEET SIDE = 10' FOR 75' LOTS
CONC/LANAI/PORCH CONTAINS 509f SQUARE FEET SIDE STREET = 25'
CRUS.ETNVIEY R-,S''COTT ASSOC., INC. - LAND SUR VT YORS
LEGEND •- LEGEND -
5400 E. COLONIAL DR. ORLANDO,. FL. 32807 (407)-277-3232 FAX (407)-658-1436
P * PLAT PALL = POINT ON LINE NOTES:
F = FIELD TYP. = TYPICAL
LP. = IRON PIPE P.R.C. =POINT OF REVERSE CURVATURE 1. THE UNDERSIGNED DOES HEREBY CERTIFY THAT THIS SURVEY MEETS THE STANDARDS OF PRACTICE SET FORTH BY THE FLORIDA BOARD OF
C.R. = IRpN ROD P.C.C. • POINT OF COMPOUND CURVATURE PROFESSIONAL SURVEYORS AND MAPPERS IN CHAPTER 5U-17 FLORICN ADMINISTRATIVE CODE PURSUANT TO SECTION 472.027, FLORIDA STATUES
C.M. CONCRETE MONUMENT RAO. RADIAL
N.R. = NON -RADIAL 2. UNLESS EMBOSSED WITH SURVEYOR'S SIGNATURE AND ORIGINAL RAISED SEAL, THIS SURVEY MAP OR COPIES ARE NOT VAUD. SET I.R. • 1/2• I.R, r/OLD 4596
RCC, = RECOVERED VIP, VITNESS POINT J. THIS SURVEY WAS PREPARED FROM TITLE INFORMATION FURNISHED TO THE SURVEYOR. THERE MAY BE OTHER RESTRICTIONS
P.O.IB. • PONT OF BEGINNING CALL CALCULATED OR EASEMENTS THAT AFFECT THIS PROPERTY.
P,O,C, = PCNT OF COMMENCEMENT P.R.M. • PERMANENT REFERENCE MONUMENT 4. NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED UNLESS OTHERWISE SHOWN,
F.F. • FINISHED FLOOR ELEVATIONDDISKB.S.L. = BUILDING SETBACK LINE 5. THIS SURVEY IS PREPARED FOR THE SOLE BENEFIT OF THOSE CERTIFIED TO AND SHOULD NOT BE RELIED UPON BY ANY OTHER ENTITY.
N6D = NAIL 6
R/V = RIGHT-OF-VAY B.M. BENCHMARK 6. DIMENSIONS SHOWN FOR THE LOCATION OF IMPROVEMENTS HEREON SHOULD NOT BE USED TO RECONSTRUCT BOUNDARY LINES.
ESMT, • EASEMENT B.H. • BASE BEARING 7. BEARINGS, ARE BASED A,SSUMEO DATUM AND ON THE LINE SHOWN AS 114SE BEARING (B.S.)
DRAIN. DRAINAGE ELEVATIONS IF SHOWN, ARE EL49F.D ON NATIONAL GEODETIC VERTICAL DATUM OF 1929, UNLESS OTHERWISE NOTED.
UTIL. • UTILITY
CLFC. • CHAIN LINK FENCE
9. CERTIFICATE OF AUIHOR1ZATION No. 4596. "
VDFC, m WOOD FENCE
C/B • CONCRETE BLOCK SCALE I--- 1_ DRAWN BY, MLT
P.C. • POINT OF CURVATURE
P.T. • POINT OF TANGENCY CERTIflED EY': DATE ORDER No.
DESC. = DESCRIPTION
R • RADIUS PLOT PLAN 10-19-2017 4476-17
L = ARC LENGTH
D = DELTA
C • CHORD
C.B. = CHORD BEARING
NORTH A i
B
THIS BUILDING/PROPERTY DOES NOT UE WITHIN ---- --- ---- --------- ---
THE ESTABLISHED 100 YEAR FLOOD PLANE AS PER "FIRM"
TOM USENMEY R.L.S. , 47
ZONE "X' MAP j 12117CO09OF (09-28-07)
UAMES W. SCOTT, R.L.S j 4601
4451 ST. LUCIE BLVD
All n FORT PIERCE, FL 34946
PH:772-409-1010
FX:772-409-1015
Awl RGOF www.AlTruss.com
A rLONIDA. CON P RAT]ON
TRUSS ENGINEERING
BUILDER: RYAN HOMES
V
0 PROJECT: KENSINGTON RESERVE
U
COUNTY: SEMINOLE
LOT/BLK/MODEL: LOT:65 / MODEL:DORAL / ELEV:B
JOB#: 70103
MASTER#: XR5DRB
OPTIONS: STANDARD
t:.
Site Information:
Customer Info: RYAN HOMES Project Name: Scattered Lots
Lot/Block: Model: DORAL
Address: Subdivision:
City: County: Orange 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: FBC2014/TP12007 Design Program: MiTek 20/20 8.0
Wind Code: ASCE 7-10 Wind Speed: 150 MPH
Roof Load: 40.0 psf Floor Load: 55.0 psf
This package includes 44 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 61 G15-31.003,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 A0076281 FG1 5/23/17 13 A0076293 FL14 5/23117 25 A0076274 CO2 5/23/17
2 A0076282 FL01 5/23117 14 A0076294 FL15 5/23/17 26 A0076275 CO3 5/23/17
3 A0076283 FL02 5/23/17 15 A0076295 FL16GE 5/23/17 27 A0076276 CA 5/23/17
4 A0076284 FL03 5/23/17 16 A0076265 A01 G 5123/17 1 28 IA0076277 CJ3 5/23/17
5 A0076285 FL04 5/23/17 17 A0076266 A02 5/23/17 29 A0076278 CJ3A 5123/17
6 A0076286 FL06 5/23/17 18 A0076267 A03 5/23/17 30 A0076279 CJ5 5/23/17
7 A0076287 FL07GE 5123/17 19 A0076268 A04 5/23/17 31 A0076280 CJ5A 5/23/17
8 IA0076288 FL08 5123/17 1 20 A0076269 A05 5/23/17 32 A0076296 HJ7 5/23/17
9 A0076289 FL10GE 5/23/17 21 A0076270 A06G 5/23/17 33 IA0076297 J3 5/23/17
10 A0076290 FL11 5/23/17 22 A0076271 B01G 5/23/17 34 A0076298 J7 5/23/17
11 A0076291 FL12G 5/23/17 23 A0076272 B04 5/23/17 35 A0076299 M2 5/23117
12 A0076292 FL13G 5/23/17 24 A0076273 C01GE 5/23/17 36 A0076300 M2GE 5123/17
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, perANSI/TPI-1 Sec. 2.
The Truss Design Drawing(s)(rDD[s]) referenced have been prepared based on the
construction documents (also referred to at times as 'Structural Engineering Documents)
provided by the Building Designer indicating the nature and character of the work.
The design criteria therein have been transferred to Anthony Tombo III PE by [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
projects deferred or phased submittals. As a Truss Design Engineer (i.e., Specialt)lnthony T.
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 only. The
Building Designer is responsible for and shall coordinate and review the TDDs for
compatibility with their written engineering requirements. Please review all TDDs and all
related notes.
Page 1 of 2
464- A-1 ROOF
MTRUSSES
A FLORIDA CORPORATION
RE: Job XR5DRB
No. Seal # Truss Name Date
37 A0076301 M3 5/23/17
38 A0076302 M3GE 5/23/17
39 A0076303 M4 5/23/17
40 A0076304 M4GE 5/23/17
41 A0076305 MG7A 5/23/17
42 A0076306 MG7D 5/23/17
43 A0076307 VM3 5/23/17
44 A0076308 VM5 5/23/17
45 STDL01 STD. DETAIL 5/23/17
46 STDL02 STD. DETAIL 5/23/17
47 STDL03 STD. DETAIL 5/23/17
48 STDL04 STD. DETAIL 5/23/17
49 STDL05 STD. DETAIL 5/23/17
50 STDL06 STD. DETAIL 5/23/17
51 STDL07 STD. DETAIL 5/23/17
52 STDL08 STD. DETAIL 5/23/17
53 STDL09 STD. DETAIL 5/23/17
54 STDL10 STD. DETAIL 5/23/17
55 STDL11 STD. DETAIL 5/23/17
56 STDL12 STD. DETAIL 5/23/17
57 STDL13 STD. DETAIL 5/23/17
58 STDL14 STD. DETAIL 5/23/17
59 STDL15 STD. DETAIL 5/23/17
60 STDL16 STD. DETAIL 5/23/17
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 / DORAL
A0076265
XR5DRB A01G Hip Girder 1 1
Job Reference (optional)
Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 13.040 s 7.64 Oct 7 2015 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Tue May 23 15:03:45 2017 Page 1
ID:tdgFhvj EVYsg U3bJPYJ3cyuE5n-p ROfUhrCLF3GLpkR6lcWbRJp_7lfV3_wpBtEtazDbXi
0-3-8
r1-0-Q 1 7-0-0 12A 9 17-7-7 23-00 30-0-0 31-0-9
1-0-0 6-8-8 5-4-9 5-2-13 5-4-9 7-0-0 1-0-0
0-3-8
AYR =
13 27 28 12 29 11 3010 31 32
9
3x8 =
1.5x4 11
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 FBC2014/TP12007
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 4-11-10 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation quirle.
REACTIONS. (lb/size)
2 = 2212/0-3-8 (min. 0-2-10)
7 = 2212/0-3-8 (min.0-2-10)
Max Horz
2 = 59(LC 8)
Max Uplift
2 = 822(LC 4)
7 = 822(LC 5)
Max Grav
2 = 2212(LC 1)
7 = 2212(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-4715/1805, 3-20=-5794/2314,
20-21=-5794/2314,4-21=-5794/2314,
4-22=-5794/2314, 22-23=-5794/2314,
23-24=-5794/2314,5-24=-5794/2314,
5-25=-5796/2316, 25-26=-5796/2316,
6-26=-5796/2316, 6-7=-4715/1805
BOT CHORD
2-13=-1577/4270, 13-27=-1577/4292,
27-28=-1577/4292, 12-28=-1577/4292,
12-29=-2200/5796, 11-29=-2200/5796,
11-30=-2200/5796, 10-30=-2200/5796,
10-31=-1580/4292, 31-32=-1580/4292,
9-32=-1580/4292,7-9=-1580/4270
WEBS
3-13=-7/562, 3-12=-709/1776,
4-12=-615/437, 5-10=-627/438,
6-10=-711/1778, 6-9=-7/562
naari 1 nnri nPfl = 119 in
5x10 MT20HS=
1.5x4 11 3x8 =
3x8 = 3x4 =
124-9 17-7-7 23-0-0 30-0-0
1
5-4-9 5-2-13 5-4-9 7-0-0
12 0-2-8] 7'0-4-2 0-1-8] [10:0-1-12 0-1-8]
CSI. DEFL. in floc) I/defl L/d PLATES GRIP
TC 0.98 Vert(LL) 0.4310-12 >832 240 MT20 244/190
BC 0.96 Vert(TL) 0.8710-12 >414 180 MT20HS 187/143
WB 0.68 Horz(TL) 0.22 7 n/a n/a
Matrix -MS Weight: 135 lb FT = 0%
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=150mph (3-second gust)
Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope);
cantilever left and right exposed ; end vertical left
exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water
ponding.
4) All plates are MT20 plates unless otherwise
indicated.
5) 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) w 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 100 lb uplift at
joint(s) except (jt=lb) 2=822, 7=822.
9) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 186
lb down and 229 lb up at 7-0-0, 96 lb down and 127 lb
up at 9-0-12, 96 lb down and 127 lb up at 11-0-12, 96
lb down and 127 lb up at 13-0-12, 96 lb down and 127
lb up at 15-0-0, 96 lb down and 127 lb up at 16-114,
96 lb down and 127 lb up at 18-11-4, and 96 lb down
and 127 lb up at 20-11-4, and 186 lb down and 229 lb
up at 23-0-0 on top chord, and 330 lb down and 112
lb up at 7-0-0, 66 lb down at 9-0-12, 66 lb down at
11-0-12, 66 lb down at 13-0-12, 66 lb down at 15-0-0,
66 lb down at 16-114, 66 lb down at 18-114, and 66
lb down at 20-11-4, and 330 lb down and 112 lb up at
22-11-4 on bottom chord. The design/selection of
such connection device(s) is the responsibility of
others.
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
Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25
Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3=-60, 3-6=-60, 6-8=-60, 14-17=-20
Concentrated Loads (lb)
Vert: 3=-139(F) 6=-139(F) 11=-42(F) 13=-330(F)
9=-330(F) 20=-96(F) 21=-96(F) 22=-96(F)23=-96(F)
24=-96(F) 25=-96(F) 26=-96(F) 27=-42(F) 28=-42(F)
29=-42(F) 30=-42(F) 31=-42(F) 32=-42(F)
xpa«rn n««n«; a'AttO.:'taSc3;'iit';.nEC381ELNseaemnnaro«rurrzxAra€mart .rdriarnw,wEn•«aa«a:«scrr,c}m mne;at«hn«rtErphor:ad a;rs«p}d« el,rdF.«skli ntso,«tr
wTasrsamrdm:suduer ri iw r'eo«tr rdd a:erra:,uesq Eq..r.,.}prrr€eris•6n:sed«r a}r }a«.,Anthony T. Tornbo III, P.E.
sin do ans is st h'" ilth } ':InfdF. a—,9a Cv« edlwa qm' n Inli, himp., at,« di«acne an ftk bd bMfnq,%h«t TH1. 80083
t neux.}u.si rpi [r>4sr rfi«in:vwpl«Tne edtanrrs ap:eru«admh gc ppwlse gkc«pmw;xEsn}dfi hti t.'«a ra d tie }asd pu ml err«snt n:Nn:lnie: edanesdtn,, p..'=rs tv..r:y«p«et sn+plpn, «xr, 4451 SL Lucie Blvd.
aapwpa«f ahv:pnadgr«lq«sr.taxkad}a•Iteinme:AT«t„,oH Eg i:a_Tma,ugorp}ap,«Tre,,w,npErppse aregwu mretud ae «a,«rwarn«ixm.t fort Pierce, FL 34940
oppighfD2QI64-IRaaiLussn Aathany T.Ramblll.P.I. Repradudnn al this document: in any form, is prohibited winheutle wriaen permission tram 41 R•aai Trusses Aatheny T. Tomha ill; P.E.
Job Truss Truss Type Qty71y
RYAN
HOMES / DORALA0076266XR5DRBA02Hip2ob
Al Rnnf Tn a Fort Pierce FL 14od9 .... i,.../l..Aa.........
Reference (optional)
w• - rerun. ij—u 5 /.o4 Oul r 20I5 run[ 8.020 s Aug 31 zuie M! I ek Industnes, Inc. Tue May 23 15:03:46 2017 Page 1
0-3-8 ID:tdgFhvjEVYsgU3bJPYJ3cyuE5n-Hdalhlsg6ZB7zzJefO818es4rX9xEdr32rcnQOzDbXh
r1-0-q E 9-0-0 15-0-0 21-0-0 30-00 a, o 0 1-0-08-8-8 s-o-0 6-0-0 s-0-0 o 00-3-8 4x8 =
5.
00 1.
5x4 11 4x8 = Dead
Load Defl. = 1/4 in lu
9 8 3x6 =
1.5x4 11 5x8 = 1.5x4 11 3x6 = 9-
0-0 4 LOADING (
psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.16 9 >999 240 MT20 244/190 TCDL10.0 Lumber DOL 1.25 BC 0.77 Vert(TL) -0.38 8-16 >942 180 BCLL
0.0 Rep Stress Incr YES WB 0.25 Horz(TL) 0.11 6 n/a n/a BCDL
10.0 Code FBC2014frP12007 Matrix -MS Weight: 130 lb FT = 0% LUMBER -
TOP
CHORD 2x4 SP M 30 *Except* T2:
2x4 SP No.2 BOT
CHORD 2x4 SP No.2 WEBS
2x4 SP No.3 BRACING -
TOP
CHORD Structural
wood sheathing directly applied or 3-6-4 oc purlins.
BOTCHORD
Rigid
ceiling directly applied or 5-6-3 oc bracing. MiTek
recommends that Stabilizers and required cross
bracing be installed during truss erection, in accordance
with Stabilizer Installation guide. REACTIONS. (
lb/size) 2 =
1260/0-3-8 (min. 0-1-8) 6 =
1260/0-3-8 (min. 0-1-8) Max
Horz 2 =
74(LC 16) Max
Uplift 2 =
357(LC 8) 6 =
357(LC 9) Max
Grav 2 =
1260(LC 1) 6 =
1260(LC 1) FORCES. (
lb) Max.
Comp./Max. Ten. - All forces 250 (lb) or less except when
shown. TOP
CHORD 2-
3=-2152/1370, 3-4=-2256/1603, 4-
5=-2256/1603, 5-6=-2152/1370 BOTCHORD
2-
10=-1052/1887,9-10=-1049/1893, 8-
9=-1050/1893, 6-8=-1053/1887 WEBS
3-
10=0/307, 3-9=-281/546, 4-9=-390/362, 5-
9=-281/546, 5-8=0/307 NOTES-
1)
Unbalanced roof live loads have been considered for this
design. 2)
Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=
116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and
C-C Exterior(2) zone; cantilever left and right exposed ;
end vertical left exposed;C-C for members and
forces & MWFRS for reactions shown; Lumber DOL=
1.60 plate grip DOL=1.60 3)
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 100 lb uplift at joint(
s) except (jt=lb) 2=357, 6=357. LOAD
CASE(S) Standard
unit'-
Fl nmykl anew ne alto Em ,,'5:9';. SENEw I-L4s a oDin8S85 DY im r'S(B64E€riu;kT Pore. rrnfk gp: dead•evla4snfitlntthvp BmrkB!fOs';mlmtds yl. tvalvlDrE.leM. SaYE iaer .Gel Yi Ste sAfiel IEeIn It ldisttaaeaArpeelssbdlktteEbna'DRk!<di Fs erra:, Dane Eym ra IvL7 E'pe .d s sR Re; rgresms margtixa del peA -eel eagaslyr.:owtnihn krks dne sulk it lra7NmdalDBe It tvi ipl t kip rcrkx,ksky 45u HBiy Mtsadn' .nss kr mr 4ildre' nt 1 -iDtd4 Cmr, ne DrratisuM qeC n lwi1k80 ' kne ud ndnr lEr,nt'E(at neM la.11kErda ?tlt n*eq,rul a!dr lDA aal rq fiaNs dik i'•n; ndatiyhrel. WT ngtld eu kw.q xad kne t•reesikldtd Anthony T. TOrnlx) III, P.E. IleB'
rIFoRDiea ai[rekeDer. AB odes rEdrclilDG eHN rrculee.edpklw sdtw.&ViyCeeu lSde¢ldw.Ima El4Rpi4 ht!?E"uE S80 coda tia pnadpN .1e4l erfices dt regaesdalme, atAnttdlml Dsa ,'rn:. 280083 a: xaeee irttsP ade:lae nkss 4451
St. Lucie Blvd. ZtrdmdsaafiadNv:.Mepmdry . mdvxhdl rakes bnlraF ive it s Berea Eyaea'sB fn G:Iliy Dtsrpa, r ,.rnea.hiv!cerc:tlaE. :B:rynde!-mr, asmld n/h.'lI-I- o
sit V 201d A I Rut Trusses Llombo 111,P.E. Reoteduniun of this doroment,inany form,isprohihitel wilbut?he written p1mission from A 1 Roof Lnsses Amhony L Imbo Ill: F,f. Fort Pierce, FL 34946 RP0Y
Job Truss Truss Type Qty Ply RYAN HOMES / DORAL
A0076267
XR5DRB A03 Hip 2 1
Job Reference (optional)
Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 13.040 s 7.64 Oct 7 2015 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Tue May 23 15:03:46 2017 Page 1
ID:tdgFhvjEVYsgU3bJPYJ3cyuE5n-Hda1hlsg6ZB7zzJefO8l8es3bXBREeO32rcnQOzDbXh
0-3-8
r1-0-0 6-10-1 11-0-0 19-0-0 23-1-15 30-0-0
1-0 6-6-9 4-1-15 8-0-0 4-1-15 6-10-1 1-0
0-3-8
5.00 12
44 =
LOADING (psf) SPACING- 2-0-0
TCLL 20.0 Plate Grip DOL 1.25
TCDL 10.0 Lumber DOL 1.25
BCLL 0.0 * Rep Stress Incr YES
BCDL 10.0 Code FBC2014/TP12007
LUMBER -
TOP CHORD 2x4 SP No.2 *Except*
T2: 2x4 SP M 30
BOT CHORD 2x4 SP M 30
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 3-5-7 oc
purlins.
BOTCHORD
Rigid ceiling directly applied or 6-2-15 oc bracing.
WEBS
1 Row at midpt 5-11
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 = 1260/0-3-8 (min. 0-1-8)
7 = 1260/0-3-8 (min.0-1-8)
Max Horz
2 = 89(LC 16)
Max Uplift
2 = 342(LC 12)
7 = 342(LC 13)
Max Grav
2 = 1260(LC 1)
7 = 1260(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-2278/1649, 3-4=-1947/1407,
4-5=-1764/1364, 5-6=-1947/1407,
6-7=-2278/1649
BOTCHORD
2-11 =- 1358/2035, 10-11 =-984/1763,
9-10=-984/1763, 7-9=-1360/2035
WEBS
3-11=-337/451, 4-11=-153/425,
5-9=-154/425, 6-9=-337/451
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
4x4 =
4x8 =
11
lu
9
3x8 =
3x4 =
3x4 =
19-0-0
CSI. DEFL. in loc) I/deft L/d
TC 0.67 Vert(LL) 0.22 9-17 999 240
BC 0.61 Vert(TL) 0.60 9-17 598 180
WB 0.18 Horz(TL) 0.09 7 n/a n/a
Matrix -MS
2) Wind: ASCE 7-10; Vult=150mph (3-second gust)
Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) 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 100 lb uplift at
joint(s) except (jt=lb) 2=342, 7=342.
LOAD CASE(S)
Standard
30-0-0
Dead Load Defl. = 3/8 in
4x4 =
PLATES GRIP
MT20 244/190
Weight: 136 lb FT = 0%
gedy-Flema namlklx re. ame'A 110TMSESN A';, GIOAt I, kill Ii. I.E. ide:nce Suee tdwe re_Cclrss aMrc.lse mlelmne lC6,ull
mt<%osw rlme::nil ee !f ae CCnk rel'! As rtrr., aes hr' .. Sie: dry Eatlev n mlarg T6 rgrchd manpegr rime {rdr:sbad raSh:niyiesFn: sane ! 'ged.Allri lepdd at melOC I{ ! lfll !'.ee9 it'es lei i qi5 . swt $ Anthony T. Tornbo III, P.E.
wu dh Fitssmr mn l.aaq M r to lm dmeCnr, Ca Crm At eiryMun WllegC .rya,nne whtl rime lr ne 11 Imr Win AquilMli the p; Idm IoCw®tfien,se Olit Inns; sdrtyktilmt. Iwete sml Im ei ry N 1 foe revidrttd g 80083 nSt6rMsirewa(
eBrdada mtoaItsTooela*F.t'. tpulm.or. to" 5opt ISehl}NemtaatxNlihnlllP,wSrsAetrd rwp—dpl onk:nrEsoterrulnc:tt<nmmm,edrss. 4451St. Lucie Blvd. eMwise afwdNe:
eaprymegnm ndahtN Falnt mnhrlinln,. desbt[rybaisFl&Hniy Cesipt mLru4sW Etyba Kett N.11q. SC cryndrl tux, rn rs idiw ie'RI. Fort Pierce, FL 34946 opyright9141dA-IRaafGoisas
ArldonyT.Tomhoitl,ilF. Retimlonfiom of this dowmant, in any form, is piobillited wilhoutille mitten Remission frarn A-1 Roof tosses - "any 1. lombo III; ?.I.
Job Truss Truss Type Qty Ply RYAN HOMES / DORAL
A0076268
XRSDRB A04 Hip 2 1
Job Reference o tional
C
0
Kun: 13.040 s 7.64 Oct 7 2015 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Tue May 23 15:03:47 2017 Page 1
ID:tdgFhvjEVYsgU3bJPYJ3cyuE5n-IgBPvNtStsJza6tgDjf hsPDRxVLz04CHVMLySzDbXg
0-3-8
7-7-12 13-0-0 1772-0 22-4-4 30-M 31-0-Q
10-0' 7-4-4 4-0-0 ' 5-4-4 7-7-12 1-M
0-3-8
5.00 F12
4x4 =
44 =
4 r
Dead Load Defl. = 3/16 in
13 12
11
10 9
4x4 = 1.5x4 11 3x4 = 3x4 =
3x4 = 1.5x4 11
4x4 =
cr
810
0 8 7-7-12 13-0-0 17-0-0 22 4 4 30-0-0
0- -8 7 4 4 5 4 4 I
4-0-0 5 4 4 I
7-7-12
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 0.72 Vert(LL) 0.24 9-10 999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.69 Vert(TL) 0.43 9-10 830 180
BCLL 0.0 ` Rep Stress Incr YES WB 0.51 Horz(TL) 0.12 7 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 Matrix -MS Weight: 138 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 3-3-4 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 5-1-15 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 = 1260/0-3-8 (min. 0-1-8)
7 = 1260/0-3-8 (min. 0-1-8)
Max Horz
2 = 104(LC 12)
Max Uplift
2 = 362(LC 12)
7 = 362(LC 13)
Max Grav
2 = 1260(LC 1)
7 = 1260(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-2316/1582, 3-4=-1746/1302,
4-5=-1554/1269, 5-6=-1746/1302,
6-7=-2316/1582
BOT CHORD
2-13=-1285/2061, 12-13=-1285/2061,
11-12=-825/1554,10-11=-825/1554,
9-10=-1287/2061, 7-9=-1287/2061
WEBS
3-13=0/256, 3-12=-664/542,
4-12=-233/409, 5-10=-233/409,
6-10=-664/542, 6-9=0/256
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=150mph (3-second gust)
Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) 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 100 lb uplift at
joint(s) except (jt=lb) 2=362, 7=362.
LOAD CASE(S)
Standard
v.,ty-%e.n *."My n.w. N'A.I MON RaM'!,Ea:f', RUA IMS s:ucmner,;mou! wrt IM-M,MAIN ' I...
IVtelsmdn Elms [ieu kc. dMlk rV Nlf ld:l A[. in:, Ong 6Emasf:., 5iwdq Faun d elnni lUC ryrt:ms n.rvE dM %m:saaleyian•o;mpe: hnh hr hel q.dlhc ..per dErkdnge iCauq, nea l%d n;g naaEa.es, hdm w4.7 sdlaenr Anthony T. Tombo lII, P.E. dnv IMF- i kveftdkny Re E.irlmdnaOwn•,kCwn• d! et Irn heGxllvpa aa,utaa.kddmelK,MeIIX dlnlw.dae:Iliyd dRII tleeRn Idfivraaaleryfield tl 7.ss;udeln9knlsE, Irep,aslvlahwenhaysidlkaeet.pesNliyd $0083He {rUmi C• .er G(. nM. IIIM I,,M iv k.]CC ndtlx pn4m Ipul dI. k,W i[.rp.nl SAN hfiav (Itsn"h[kxd kr t. dSKA re,dr dln paid pdven i%I eefius9e nEnsihldind4lie[d% 1 o:ipn.:•[ess omp'*—W lne[NudrMa, alas 4451 St. Lucie Blvd. 4-ts, hkdNv:adtmepaiep lv Man h.N Ernait.W In I—hMn hI- isa.7lh N:Idiy Caipe.eLass 5!.I Eymxffi nr, Win III ajddM-S-1 ddim c. T%-1.
opyright92Ql6 A -I taafUassas Aathoay t.lambailh P.E. &tprodatlian alt6isdodomenE,inaayform, ispm6ihidzlwithout Eqe wrinen pemissiaa fron A4 Roof rmses- Aathoay I. lomballlj.E.
Fort Pierce, FL 3444b
Job Truss Truss Type Qty Ply RYAN HOMES / DORAL
A0076269
XRSDRB A05 Common 5 1
Job Reference o tional
Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 13.040 s 7.64 Oct 7 2015 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Tue May 23 15:03:48 2017 Page 1
ID:tdgFhvjEVYsgU3bJPYJ3cyuE5n-EOin6jt4eARgCGSOnQADD3xMOLs1 iQkMW85uUuzDbXf
0-3-8
it-O-Q 7-9-14 15-0-0 22-2-2 30-0-0 31-0-p0
7-6-0 7-2-2 7-2-2 7-9-14 0
0-3-8
5.00 12 4x8 =
Dead Load Defl. = 7/16 in
1Z I 11 ZU lU
3x4 = 4x6 = 3x4 =
4x4 =
4x4 =
l i
0-3-8 9-4-11 10-7-10 9-8-3
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) 0.38 10-12 949 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.60 Vert(TL) 0.82 10-12 439 180
BCLL 0.0 * Rep Stress Incr YES WB 0.68 Horz(TL) 0.09 8 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 Matrix -MS Weight: 131 lb FT = 0
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP M 30
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 6-3-5 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation uide.
REACTIONS. (lb/size)
2 = 1260/0-3-8 (min. 0-1-8)
8 = 1260/0-3-8 (min. 0-1-8)
Max Horz
2 = 118(LC 12)
Max Uplift
2 = 378(LC 12)
8 = 378(LC 13)
Max Grav
2 = 1260(LC 1)
8 = 1260(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-2318/1653, 3-4=-2094/1575,
4-5=-2004/1600,5-6=-2004/1600,
6-7=-2094/1575,7-8=-2318/1652
BOT CHORD
2-12=-1354/2067, 12-19=-733/1366,
11-19=-733/1366,11-20=-733/1366,
10-20=-733/1366,8-10=-1355/2067
WEBS
5-10=-512/776, 7-10=-440/571,
5-12=-512/776, 3-12=-440/571
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=150mph (3-second gust)
Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft;
Cat. ll; 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
20.0psf 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, with BCDL =
10.Opsf.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except (jt=lb) 2=378, 8=378.
LOAD CASE(S)
Standard
V4.41 Flene o—olr W. WA I19--N 3115"Z, EO KNIA 1'Lsr,& MID1lI'm W EXM.r' IRK"W'FE` hrb..My lop pwftnE rerlee'e,nos T—Cnip ftom 11M .15, UUT 1,rea.NM.F:-Ide'ta;rS3. III., c.. M, aix'se s.dd n Mh M,edt
ililei sameau Flehs artt .. ar'Pe Doak dE as, inn oesia Ey -e. i al7 Els It, II of IN r k'p fl'Te I l.uEwt sdaaum Anthony T. Tombo III, P.E.
1 -A a, ,kilt ar F - Eq dNo—, f.0 ! A ila lee It! W&ICaa., u3 udndfa It @e lx W f. hat ',li g ho TP1, em,ldl NO tery fieN rid i. siodeeuy as l'ry ta t xl 14Nw e1. id le tlx n.pei idryd a 80083
@ek11mND 'puere(dn'l AIled sr ldrtl9.lEC iNxi hm li'I dldekN.egr c«[¢el Sdek s 1' D(SPII1Nk11 rP aSIX6 ce de: Kar t>asdpWe, .l%1'efien ke ngns ICesMklasdlklov D.s+pa, k.pe saner as lnu@.aderb. mess 4451 St. Lucie Blvd.
me. n.cemKkv:x rodq Ke«eE wmn ry.lpmn anl,a lnr„rks«ky«is N-rmumy k:lp Ir:c,.gnea resin. 01n,414y All s,W" nn ue es adna:,ml. fort Pierce, FL 34940
opyrig6t:02d14 A-1 tnai Lnssns-Anshonyi. iamic'll f.E holddutioad this domment, Innny form, Is Frohilstei d13hounhe WlltleN Fer@ISSInn IrDm A loci Asses- AothDDyL TombD III; F.E.
Job Truss Truss Type Qty Ply RYAN HOMES / DORAL
I A0076270
XR5DRB A06G Roof Special Girder 1 1
Job Reference o tional
Al Root Trusses, fort fierce, FL 34946, design@altruss.com Run: 13.040 s 7.64 Oct 7 2015 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Tue May 23 15:03:48 2017 Page 1
I D:tdgFhvjEVYsgU3b_jPYJ3cyu E5n-EOin6jt4eARgCGSOnQADD3xOfLsMiLfM W85u UuzDbXf 0-
3-8 T1-
0-0 1 6-0-6 9-0 12-0-0 1410 21-4-0 23 0 25-0-10 30-0-0 1-0- 1-
0-T 5-8-14 3-3-10 2-8-0 2-4-0 7-0-0 1-8-0 2-6-10 4-5-6 1-0- 0-
3-8 i`
05.
00 12 3x8 =
4x8 =
4x4 =
5x8
3x6 =
5x6 16
15 14
13
12 Dead
Load Defl. = 1/2 in 3x4 =
3x8 = 7x10
MT20HS= 7x6 =
4x8 = 5x14
21-
4-0 N
V
41
0
LOADING (
pso SPACING- 2-0-0 CS'. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL
20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) 0.38 13-15 941 240 MT20 244/190 TCDL
10.0 Lumber DOL 1.25 BC 0.58 Vert(TL) 0.86 13-15 420 180 MT20HS 187/143 BCLL
0.0 ' Rep Stress Incr NO WB 1.00 Horz(TL) 0.17 10 n/a n/a BCDL
10.0 Code FBC2014/TP12007 Matrix -MS Weight: 183 lb FT = 0 LUMBER -
TOP
CHORD 2x4 SP No.2 *Except* T4:
2x6 SP 240OF 2.OE, T5: 2x4 SP M 30 BOT
CHORD 2x6 SP 240OF 2.0E WEBS
2x4 SP No.3 *Except* W8:
2x4 SP No.2 WEDGE
Right:
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 6-2-15 oc bracing. WEBS
1
Row at midpt 6-15 MiTek
recommends that Stabilizers and required cross
bracing be installed during truss erection, in accordance
with Stabilizer Installation guide. REACTIONS. (
lb/size) 2 =
1997/0-3-8 (min. 0-1-10) 10 =
3170/0-7-4 (min. 0-2-10) Max
Horz 2 =
77(LC 13) Max
Uplift 2 =
609(LC 8) 10 =
1129(LC 9) Max
Grav 2 =
1997(LC 1) 10 =
3170(LC 1) FORCES. (
lb) Max.
Comp./Max. Ten. - All forces 250 (lb) or less except when
shown. TOPCHORD
2-
3=-4473/1442, 3-4=-4186/1367, 4-
5=-4523/1532, 5-6=-4865/1628, 6-
7=-8182/2921, 7-8=-6806/2462, 8-
9=-7524/2688, 9-1 0=-7661/2745 BOT
CHORD 2-
16=-1249/4094,15-16=-1117/3829, 14-
15=-2210/6768, 13-14=-2210/6768, 12-
13=-2770/8180, 10-12=-2456/7037 WEBS
3-
16=-337/243, 4-16=-126/386, 5-
15=-555/1727, 6-15=-3531/1348, WEBS
3-
16=-337/243, 4-16=-126/386, 5-
15=-555/1727, 6-15=-3531/1348, 6-
13=-919/1668, 7-13=-438/1611, 8-
12=-928/2763, 7-12=-2534/887, 4-
15=-503/1362 NOTES-
1)
Unbalanced roof live loads have been considered for
this design. 2)
Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=
116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever
left and right exposed ; end vertical left exposed;
Lumber DOL=1.60 plate grip DOL=1.60 3)
Provide adequate drainage to prevent water ponding.
4)
All plates are MT20 plates unless otherwise indicated.
5)
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 100 lb uplift at joint(
s) except (jt=lb) 2=609, 10=1129. 9)
Hanger(s) or other connection device(s) shall be provided
sufficient to support concentrated load(s) 235 lb
down and 229 lb up at 23-0-0 on top chord, and 2179
lb down and 801 lb up at 21-4-12, and 330 lb down
and 112 lb up at 22-11-4 on bottom chord. The design/
selection of such connection device(s) is the responsibility
of others. 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 Standard
Uniform
Loads (plf) Vert:
1-4=-60, 4-5=-60, 5-6=-60, 6-8=-60, 8-11=-60, 2-
10=-20 Concentrated
Loads (lb) Vert:
8=-139(B) 13=-2179(B) 12=-330(B) f•
g tl.
W.1-here?tle«egtlt«dew Me'SIro:`714i3'Si iY;, i3A[1[tYf6[J&OIOunS(95'OYI"t9feT`J LNK S[FP6Y:kF hra trtiY(icl¢w;em!«rstN rw!texs n!tis Iress Geslge Artvb3RrFtle igiwy [.[wta 14t ide«aetliW.Ed«eee. Gr.ItssaR:aWtse9telwIEe t.0,w[/ Nihs—w
pehs rain has flo-, Dookaad asaUas¢aria Egais e..inidryEcsi.a s na, rQie:«Is enyea dtie Fra<sbulrag.+Y iy :g«:lilgaa::.k lesipdtle s«9k( Et:tk lgGadr. at«Ifll i«i ga ap«Nuug dn« hli Anthony T. Tombo II[, P.E. E n:d h- 4r wn kaQse N t - lil?dOw dw«r, pa Owae.' akmnagec««a taAi g0 ,«3e «dm doe ii., &a lY Ire lr i'elYq cd EitlE tk epre+I'he r00 «E+R fisN tle 7,s;'«drtiq tael«01 n- tl. liw k sw:knx #wsidrttd tleuat o- -
80083 vg a[a aa«.anw[ ralel«mOwtdzp«tice;ag}rad 1«aklu.4o waa[sraq>d«««aansllelu:keeTr wEsuA«a«f« E r apd tnredae:nea:pa:Ala.e,«Eenaaal«r.,u.aa:<...re:a.iear.«Kmlre a dGm awlaa: 4451St. Lucie Blvd. aNewi:a «rawEke:«amepadi nniersrydpmaa Yeaea rwrrr spas«.hg'aels E rtrk:mq Oealg«a «lassgm:[egoaa daa.ku«g_m:yeer apa; «a REa«d amt Fort Pierce, FL
34946 Copyright 1Q16 A -
I [nai tsnssms- Anthony Ummha llL f.I. Resududion of this document, in nny farm is prohibited wiihoui he «riften permission from AA Ind 6ussas -Anthony L lamha 11L F.I.
Job Truss Truss Type Oty Ply RYAN HOMES / DORAL
A0076271
XRSDRB B01G Hip Girder 1 1
Job Reference o tional
Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 13.040 s 7.64 Oct 7 2015 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Tue May 23 15:03:49 2017 Page 1
I D:tdgFhvjEVYsgU3b—jPYJ3cyu E5n-iCG9K3uiPUZhgO1 DLBhSmH Uadk6CRwPVkorSOLzDbXe
0-3-8
1-0-0 7-0-0 10-8-0 14-4-0 21-4-0
1-0-0 6-8-8 3-8-0 3-8-0 7-0-0
0-3-8 NAILED Special4x8 =
51.
5x4 11 4x8 = 001(1224x6 =
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 FBC2014/TP12007 LUMBER -
TOP
CHORD 2x4 SP M 30 *Except* T2:
2x4 SP No.2 BOT
CHORD 2x6 SP No.2 WEBS
2x4 SP No.3 BRACING -
TOP
CHORD Structural
wood sheathing directly applied or 2-6-12 oc purlins.
BOT
CHORD Rigid
ceiling directly applied or 6-6-12 oc bracing. MiTek
recommends that Stabilizers and required cross
bracing be installed during truss erection, in accordance
with Stabilizer Installation guide. REACTIONS. (
lb/size) 6 =
1652/Mechanical 2 =
1533/0-3-8 (min. 0-1-13) Max
Horz 2 =
69(LC 27) Max
Uplift 6 =
592(LC 9) 2 =
539(LC 4) Max
Grav 6 =
1652(LC 1) 2 =
1533(LC 1) FORCES. (
lb) Max.
Comp./Max. Ten. - All forces 250 (lb) or less except when
shown. TOP
CHORD 2-
3=-3286/1190, 3-4=-3821/1519, 4-
14=-3821/1519, 5-14=-3821/1519, 5-
6=-3741/1405 BOTCHORD
2-
9=-1028/2968, 8-9=-1028/2983, 8-
15=-1229/3418,7-15=-1229/3418, 6-
7=-1225/3387 WEBS
3-
9=-32/338, 3-8=-550/1204, 4-
8=-272/188, 5-8=-238/628, 5-
7=-104/654 NOTES-
1)
Unbalanced roof live loads have been considered for this
design. 2x4
11 6x8 = 2x4 11 JUS26
HJC26 NAILED
14-
4-0 214-0 CSI.
DEFL. in loc) I/deft L/d TC
0.62 Vert(LL) 0.17 8 999 240 BC
0.99 Vert(TL) 0.34 8 751 180 WB
0.46 Horz(TL) 0.09 6 n/a n/a Matrix -
MS 2)
Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=
116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever
left and right exposed ; end vertical left exposed;
Lumber DOL=1.60 plate grip DOL=1.60 3)
Provide adequate drainage to prevent water ponding.
4)
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)
Refer to girder(s) for truss to truss connections. 8)
Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 100 lb uplift at joint(
s) except Qt=lb) 6=592, 2=539. 9)
Use USP JUS26 (With 10d nails into Girder & 10d nails
into Truss) or equivalent at 10-10-12 from the left end
to connect truss(es) MG7C (1 ply 2x4 SP) to back face
of bottom chord. 10)
Use USP HJC26 (With 16d nails into Girder & 10d nails
into Truss) or equivalent at 14-3-10 from the left end
to connect truss(es) J7 (1 ply 2x4 SP), HJ7 (1 ply 2x4
SP) to back face of bottom chord. 11)
Fill all nail holes where hanger is in contact with lumber.
12) "
NAILED" indicates 3-10d (0.148"x3") or 3-12d 0.
148N3.25") toe -nails per NDS guidlines. 13)
Hanger(s) or other connection device(s) shall be provided
sufficient to support concentrated load(s) 186 lb
down and 229 lb up at 14-4-0 on top chord. The design/
selection of such connection device(s) is the responsibility
of others. 14)
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, 3-5=-60, 5-6=-60, 2-6=-20 Dead
Load Defl. = 3/16 in i
0
4x6-
PLATES
GRIP MT20
244/190 Weight:
109 lb FT = 0 Standard
Concentrated
Loads (lb) Vert:
5=-139(B) 8=-816(B) 7=-330(B)14=-96(B) 15=-
42(B) iiiG32JpO5t.;
ty&'_
a!•s in'BUSY>{SfU9`yC¢AJS€!tLdilteh71ik1pS feveuIt•1i!Sh A;:sut{•fig, rnAy ksgt rattsF4u 9 r16M!imlk,t6l,b+tlp'e cr(isliW`6,litnce!(',044 i1i:r..ttfApUtd 6T 9YtAL'd;4 YJi flit, a[':rt. Db tt e kia3,
sa yacn eery.hsdtp nelPCpanG!ltC tt 4t 4,pseal., {tc,ltf iqi a lts r,,,arlhC mtstn"!aaispm,a Nepeh ind tap my.,pnstiltr fa ntie ip a(5e'. 9Ntns etlldxnt lit al_nta lfll :up gasssa/vms,In3.q atrn slhpl( Anthony T. Tornbo 111, P.E. v.,
m rmssan t saQ, x ,Wsfsrrdn 9 xx. n8* vsa ,f x+mu,eaaJ,n „a vn u,n mml a,rur;u rJ wt. fh ante n tbs trstq do w,,,y aa+r.u« p<=.r au.d,uy rd r tau .ar s 80083 u
hnaq Us+MM[t,1ia'er idare, se tmt6t raansfrst<as as +at,roratbwmq, xm Sz'h'acawittsr,usidk hsi ens mrefueu«ta kt Ps[rect tsl lrunl, itth,.a: ,s of A,srahis isfi!t: rrrss Beep ETarx.s r,,,sx dta,+.mins 44515r. Lure Blvd. a3a
Iaiok,ta!Fort pierce, FL 34946 tepyritbl
0 2616A-1 tool )!vests-AnDmvyl.lemholll,?1 iepiodwioa of this detment, iamiy fain; is ptmhibitbil Amif she rdtfea permission hem A4 tmmi ttvests-Aolhmvy 1. tamto lll. P.E
Job Truss Truss Type Qty Ply RYAN HOMES / DORAL
A0076272
XR5DRB B04 Hip 1 1
Job Reference o tional
rcuui r rushes, Pon Pierce, FL 34946, aesignrmaitruss.com Run: 13.f140 s 1.64 Oct 7 2015 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Tue May 23 15:03:50 2017 Page 1
0-3-8
I D:tdgFhvjEVYsgU3b_jPYJ3cyu E5n-AOgYXPvKAnhYSaePurChl U 1j78ZLATKfzSa?ZnzDbXd
1-0-0 8-0-0 13-4-0 21-4-0
1-0-0 7-8-8 5-4-0 8-"
0-3-8
4x4 =
4x4 = Dead Load Defl. = 3/16 in
5.00 12 3 A
1
0
3x6 = 1.5x4 II 3x4 =
1.5x4 II 3x6 =
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 0.76 Vert(LL) 0.18 6-11 999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.54 Vert(TL) 0.33 6-11 766 180
BOLL 0.0 Rep Stress Incr YES WB 0.09 Horz(TL) 0.05 5 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 Matrix -MS 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 3-6-12 oc
puriins.
BOT CHORD
Rigid ceiling directly applied or 7-0-14 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
5 = 853/Mechanical
2 = 914/0-3-8 (min. 0-1-8)
Max Horz
2 = 75(LC 12)
Max Uplift
5 = 234(LC 13)
2 = 263(LC 12)
Max Grav
5 = 853(LC 1)
2 = 914(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-1365/874, 3-4=-1179/898,
4-5=-1365/874
BOT CHORD
2-8=-643/1174, 7-8=-641/1179,
6-7=-641/1179, 5-6=-643/1174
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=150mph (3-second gust)
Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) 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) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except (jt=lb) 5=234, 2=263.
LOAD CASE(S)
Standard
tlmssp krn uermp a!ae!x ke'6;f_1tiID5S:i,^SfIiU'pEeN3at';[Y'Y CQIFi'1 S (F:1AN q[tldatl3.9SVEXt'hm, feat kx¢t*>;ds'+rcFttu rcf 2s:ms 6ndp.mvtlCt; dtReS rs!t iraxtlLt4.ta>nerce SNA ktue Fu. DYsu kSusan urki a Re [C4;rdr
am* Float ate. st Mtx WlDEaardd d I,,, nix ep- a.:.f"q;sprcu„3e no. upiDDrrxntm s 1w.,a nr xsfn ad zpwq mpami'i 1.& ksip a f.040. srry.lNs@ f3Dsh. inn ifil ixkgnsixepbes, bif ef ma, s ssMea! ai ru#m r uk m.kJe tik :ap:fteindae u:rc x;ugwmnr D e pk,rpx,utu, rtx &e Rt.Rt R.'w Rai dt avp am xd itli. ikgj 446,10W.1'kN sdzz ss ai ,m nr,ak Anthony T. Tornio UT' P.E.
M m et D r d a w ilia. d #
80083ista#iq elpe m9(mittSa Elueud mtdds t^DaaMp trsmlt kaue#de biitpt Geid#p 6k:rxnr46P, pfdiircdtZ MmI SAa rne5axd (n psmai pdn:e t» khesn;peudatks m!la0es#fts toss Dez px, tnsa&- Fgae rct:mss Rwdednx,rcless
x+aaxt%'4eW k(s(xF•<xlgml" aeaiq 1}r0Ismo str€;te Prss Dtsip%iprcp l: MDaetrs'eup#up.xt7ss}pstm Ee,nrcadmr YaRtxj, :1 ¢fr N1ttr: enuis alatfGl.
Fort PSt,ierce,
L'JFL Blvd,
Port pierce, FL 3G946Antlony1. tam5o itl, P.€. Fepsodnaiondibis domment is aay knv; izpraYi6ited.ihaa7lhe wrirtapermissieehum A-t kaet lr:e:cs-Aa16ecy 1. tem6e III. P.f.
Job Truss Truss Type Oty Ply RYAN HOMES / DORAL
A0076273
XRSDRB C01 GE Common Supported Gable 1 1
Job Reference o tional
Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.020 s Aug 31 2016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Tue May 23 15:03:51 2017 Page 1
ID:tdgFhvjEVYsgU3bJPYJ3cyuE5n-ebOwklwzx5pP3kBbSZjwrZlXYOovwhoC6KY5DzDbXc
1-0-0 0-3-a 5-5-0 10-10-0 11-10-0 ,
r 1-0-0 -3- 5-1-8 5-5-0 1-0-0
3x4 =
LOADING(psf) SPACING- 2-0-0
TCLL 20.0 Plate Grip DOL 1.25
TCDL 10.0 Lumber DOL 1.25
BCLL 0.0 Rep Stress Incr YES
BCDL 10.0 Code FBC2014/rP12007
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
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. All bearings 10-10-0.
lb) - Max Horz
2= 48(LC 12)
Max Uplift
All uplift 100 lb or less at joint(s) 2,
6 except 10=-122(LC 12), 8=-122(LC 13)
Max Grav
All reactions 250 lb or less at joint(s)
2, 6, 9 except 10=270(LC 23),
8=270(LC 24)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
WEBS
3-10=-194/294, 5-8=-194/294
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; VuIt=150mph (3-second gust)
Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces $ MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) Truss designed for wind loads in the plane of the
truss only. For studs exposed to wind (normal to the
face), see Standard Industry Gable End Details as
applicable, or consult qualified building designer as per
ANSI/TPI 1.
4) Plates checked for a plus or minus 0 degree rotation
about its center.
5) Gable requires continuous bottom chord bearing.
10 9 8
1.5x4 11 1.5x4 11 1.5x4 11
10-10-0
10-6-8
6
3x4 =
CSI. DEFL. in loc) I/deft L/d PLATES GRIP
TC 0.14 Vert(LL) 0.00 7 n/r 90 MT20 244/190
BC 0.08 Vert(TL) 0.01 7 n/r 80
WB 0.09 Horz(TL) 0.00 6 n/a n/a
Matrix-S Weight: 44 lb FT = 0
6) Gable studs spaced at 2-0-0 oc.
7) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
8) * This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
9) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) 2, 6 except (jt=lb) 10=122, 8=122.
LOAD CASE(S)
Standard
Yaze{-Reasl asa ere.(ts{4eS,},S7illix,Si1LC:F.A[i4€i'y.d[GbisY 9i'i5R9"'.'[r11iKA7fii3GY%K('61n_SnfilK rma erfaarallsRzwYu'ratt C:p aarkgtlOCW§i FASew k.ceua i(tli-hlPllus;Ytd Cefire KE U el a:exsa sk'ei aa3t?M, eds
s,ae,a 4xpft nla`klts'df heIDtnkn u t at. w i:.p+ e.! h + Hw r nsrtsr sa . >: t ettspa, w t t t. isanf aaysar si tt sFm+d a t3o i,Ksxini :z a5 rs. ra:.: =q a.+ a,.m Anthony T. Tombo Fi, P.E.
one still (ro.. to ser SeU6gt!ere:Fa;itrdnxik.en,a.o..e ca4m ztiyydnaeE Hgie rp..ie nt x-1 Kt 3[acmte dva.bq:ez at fii la qtElddntl,SwuYieEs d a,nsdiyq. ;loldmthasad0 Cx s5att ki:le _ $8un83
ae Mfnf-aper ad(dKn FaastntllNsi4['Oak6pxYna ukmea'htaSttSyf cgajza'fe+'p hSts&.aNSi,Fekfis»ikx N SR4art tefials>&t rtxvA gz(auc rAar.''N,tsps€wktm'nti M"0t tKs 9K*e t-N p 14— W;." W'ftr..Wt" 4451 St. Ludo Blvd,
b3lfjej kd¢tRf64f6iKCSI tFi$$q*,TT Et lr r6t5! _tired, 2tI K38.51 EttZlY t3 yT.#t bVi ar%S:PpL.IXIKSiI'sk9 t fktRdaY &K,lt wy kR`#FbflG.KtkIFFI. Fort Pierce', FL 34946
topgdgn16: 2D16 d-1 [4o>tressm AniitcyLtcm6e 10, P.E Rtpreduli on of hitdaeemcn5in enp fers,ispmkibitad*BAacl lfie wrisen pumhsiar troa A-)Rnnf iracscs Antb¢ayLlamEn lti: P1
Job Truss Truss Type City Ply RYAN HOMES / DORAL
A0076274
XR5DRB CO2 Common 1 1
Job Reference o tional
Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.020 s Aug 31 2016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Tue May 23 15:03:51 2017 Page 1
I D:tdg Fhvj EVYsg U3 bJ PYJ 3cyu E5 n-ebOwklwzx5 p P3kBbSZjwriZ_hYz4vwooC6KY5DzD bXc
1-0-0 q-3-a 5-5-0 10-10-0 11-10-0
1-0-0 -3- 5-1-8 5-5-0 1-0-0
e
4x4 —
5.00 12
3x4 = 1.5x4 11 3x4 =
Io
q-3-
d-3-$
5-5-0
5-1-8
10-10-0
5-5-0
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 0.32 Vert(LL) 0.02 6-12 999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.26 Vert(TL) 0.04 6-9 999 180
BCLL 0.0 ' Rep Stress Incr YES WB 0.08 Horz(TL) 0.01 4 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 Matrix -MS Weight: 40 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
purlins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 = 493/0-3-8 (min.0-1-8)
4 = 493/0-3-8 (min.0-1-8)
Max Horz
2 = 48(LC 16)
Max Uplift
2 = 159(LC 12)
4 = 159(LC 13)
Max Grav
2 = 493(LC 1)
4 = 493(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-578/453, 3-4=-578/453
BOT CHORD
2-6=-261/481, 4-6=-261/481
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=150mph (3-second gust)
Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) 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 100 lb uplift at
joint(s) except (jt=lb) 2=159, 4=159.
LOAD CASE(S)
Standard
Zt9crle)-
FiertatlnreAlrnr rr rx'lilOD".IDSS'I iiEF`}6EN3,tt IEWIiEJADIItiipSi0S.0Yi'kFi llNN05 EKY;Pr ®. trrhi#si}ep;ac4nsMrn!odesnNosrn¢Crsip brriq!IOC,ad he 4dlnyCleak 11.l.tdeieu'e Sksatdxe re. kJsss ahttrise suetnhe IiD,af/
Juiaz<nr pkns wlke rah>at dl a:erre:Derg Ee pgr Fq hen ,i v'rgnsul:narg4 th pdr.suad<as v .poasFikh fe me:ydme sgeF EFSMale: F66 IF nmmlraFp rt., Intnt le. .dnsrar Anthony T. Tombo III, P.E. W.se Ih- Ia.. kiln he F-I¢dMDrec,0rx uhrri qed h. twiivp 0•in ,in 3e tided Alie ll h i& Et &:el' ;Ilia dzetR 1 tkeryr. IdtA 10D Eeq fieN tl Frss,'MKnD 4n1 D. F flxnw eHwgsid:ktlx epr iiilrtfd g 80083
he t..11yDsper cGa6a:in ADnI d dul9aiDC earls Fnchn; Irsei ecdhek lig(e IS tlr ldu 6u1(ffF IG.kEY I !I6(.Om da rat q: rxrdp rPlt eeAe stle nstrasluie2 niktrecdlkin., A. ger.: ers&.ip Tyner ni tnss Ysah:Mei, rdess
adeiMseedacedlre:emedegad pnawi'uIr>;I Arlin nnhei. Inrr.s xa Eayauis N_rtk 6 lliq Dnipn dl 1.
4451 St. Lucie Blvd.
Fort Pierce, FL 34946
epyright9291641loaf fmtsa-Ae7do0yi.lanhoill;P.E. RepFaduetnealibisdosumeNt,inonyfnrm,'sprogi9itxdwi3laout ewlinenpesmissiaalmnA-Iiaafiautss-knthohyi.i;m4oIII:P.E.
Job Truss Truss Type Qty Ply RYAN HOMES / DORAL
A0076275
XR5DRB CO3 Common 3 1
Job Reference (optional)
Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.020 s Aug 31 2016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Tue May 23 15:03:52 2017 Page 1
I D:tdg FhvjEVYsgU3bJPYJ3cyu E5n-6nxly4xbiPxGhumo0GF9Ov69RyJ HeN 1 yQm36dgzDbXb
1-0-0 q-3- 5-5-0 10-10-0
1-0-0 -3- 5-1-8 5-5-0
4x4 =
5.00 12
3x4 = 1.5x4 11 3x4 =
LOADING (psf) SPACING- 2-0-0
TCLL 20.0 Plate Grip DOL 1.25
TCDL 10.0 Lumber DOL 1.25
BCLL 0.0 Rep Stress Incr YES
BCDL 10.0 Code FBC2014/TP12007
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING-
TOPCHORD
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)
4 = 432/Mechanical
2 = 494/0-3-8 (min. 0-1-8)
Max Horz
2 = 56(LC 12)
Max Uplift
4 = 130(LC 13)
2 = 159(LC 12)
Max Grav
4 = 432(LC 1)
2 = 494(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-583/460, 3-4=-583/460
BOTCHORD
2-5=-301/486, 4-5=-301/486
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=150mph (3-second gust)
Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) 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.
o
CSI. DEFL. in loc) I/deft L/d PLATES GRIP
TC 0.32 Vert(LL) 0.02 5-8 999 240 MT20 244/190
BC 0.26 Vert(TL) 0.05 5-8 999 180
WB 0.08 Horz(TL) 0.01 4 n/a n/a
Matrix -MS Weight: 38 lb FT = 0%
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 Ot=lb) 4=130, 2=159.
LOAD CASE(S)
Standard
SauSr-Ause*,sr»abt make ds,.%3. PAiv- SEtiF E?F1."&S k1Vi pS!Tt'8"61tEC1A'.s69b;i764RXt'm taipkkec pera nsaai te adnymGcs;ressCs iy.raa it&@i heldkee?Leatio ih:ii@kew[k<dkh:t kse l'rns cTae x.se sfrztin3 T4;asjs
Yi el eemeR: play; C: §c n'81 he lbfA xald ! ar k wn <,'gecairy xx, 9+:e; Ae. erriP@ A a:rtr e n pehs eM,grcaay z;pssca l h+C eirhr kasi ,kt.. rwp tN:w 1:9ah nrx ink .Ae& iTe ast c p «a .as.sm4eTr 'Anthony T. Tombo M, F.E.
md.tis N.1.yixil4gj'.wiW#reh a'_6tfAdN,ht7a7ttdtl9.£.ritii}M.ItGY ti(%FC$:ktSONblddl wAy:Ite xd'1. Tu tjptFMdhkl.hW kt itl Add iLOFip Aj MLk.:?IbrJdiF 3kl `j frP2 (lf (.Wk.di 1p D! 280083
tc ke*1 *'. nl Umflr.A sx"d0.A POW f.w:+as* 11" "r. kidrsrA+fifA?xcmeciGFFUm E-%rm Wtl we,4arew41. Jw 101 must'repwAk"s tai firesA'tsLess Mq.:I- 1-sip B8emr m4 iaes kso'ft"etla, 4451 Sr Lude Blvd. xlnxi,
rk+uet?ss(ez^aarerl starNb}!}ei pern irettet, Fort Pierce, FL 34946, toppriglir
lDtb A-1 Raui lAassxs-AnWevi.tam6ulll,P1, tapmduaMd this demurs, is uay lum;isprahbited.i/haethe wdrw pe,missian hem A-1 tuef irssscs- Amhssyl.lamhe III, P.L
Job Truss Truss Type Qty Ply RYAN HOMES / DORAL
A0076276
XR5DR13 CJ1 Jack -Open 8 1
Job Reference (optional)
Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.020 s Aug 31 2016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Tue May 23 15:03:53 2017 Page 1
ID:tdgFhvjEVYsgU3bJPYJ3cyuE5n-azVg9QxDTi37J1 L_Z_mOw7fOiMiLNrY5fQpf96zDbXa
1-0-0 0-3-8 , 0-11-11
1-0-0 0-3-8 0-8-3
ao
0 0
Y
0
2x4
0-11-11
0-11-11
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 Vert(LL) 0.00 5 999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.01 Vert(TL) 0.00 5 999 180
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 Matrix -MP 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 = 130/0-7-4 (min. 0-1-8)
4 = 1/Mechanical
Max Horz
2 = 38(LC 8)
Max Uplift
3 = 5(LC 12)
2 = 82(LC 8)
4 = 1(LC 1)
Max Grav
3 = 8(LC 22)
2 = 130(LC 1)
4 = 15(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=25ft;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) 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 100 lb uplift at
joint(s) 3, 2, 4.
LOAD CASE(S)
Standard
mmiq-Flai neaeyklr re,u.-n NEg:F':19SS5,'5:13'",iER3kl IRA 6I...tr.6r&pq;arft'.E ral wn ades Ir"; Cesi;aUmey!IDi, nsilM lanwpi.Turk Ir; F:.T'Maltaitszeaweaer
da aaiw ere.r aea! eta I. tlrw p yra,, kaug d mom Anthony T. Tombo III, P.E. weemestxwfhllAsn :gar ame c .e,a c.,e. iyeS nE ii-,g :ass aeadn lr.,e<aEatg n i,.u<,wersmt rkvri,rogwt.igeN merae:-aaugtE,ilyi.rp.nll. nww a li pes alrte 8008? nrs.
ad 0•ugu atw'ar,nr ag.1l vedmN1111)"MgrtArn <p g dtaklipEega Isa!mwa ehwlagptti:kt! rFwtsraa:e n t1u,E apika TFFieefiasdrnspeWiinWkresdn.I , easspa..x.p:y+<arul;a a.ed 4451 St. Lucie0083 Blvd. enm+isewfinellra
iwnat apxdegauw!mskw9 pritzs nralrei lw Er,s Asa Eegixeagtne 6aii<n; gesEpx_atin <y;fer Eq®e. a!a!Mu1ug. Efl gpdea6 tna, e. as 9din/rornL Fort Pierce, FL 34946 opyrigdt 7416A-
IRoolTsosrs-Anthonyl.fomboill:P.I. Rsprodurtior:otthis dorument,inanyCorm,isprohibited without .be aritlfnperoissino from 4lRnotTresses-AnthonyLTumSolll:R.E.
Job Truss Truss Type Qty Ply RYAN HOMES / DORAL
A0076277
XR5DRB CJ3 Jack -Open 7 1
Job Reference (optional)
Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.020 s Aug 312016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Tue May 23 15:03:53 2017 Page 1
ID:tdgFhvjEVYsgU3bJPYJ3cyuE5n-azVg9QxDTi37J1 L_Z_mOw7fOcMh?NrY5fQpf96zDbXa
1-0-0 01 1 2-11-11
1-0-0 0-3-8 2-8-3
J
5.00 12
1
2
B1
1
o. 4
2x4 =
m
CV
2-11-11
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TIC 0.11 Vert(LL) 0.01 4-7 999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.10 Vert(TL) 0.01 4-7 999 180
BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a
BCDL 10.0 Code FBC2014fTP12007 Matrix -MP 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 quide.
REACTIONS. (lb/size)
3 = 70/Mechanical
2 = 187/0-7-4 (min.0-1-8)
4 = 36/Mechanical
Max Horz
2 = 75(LC 12)
Max Uplift
3 = 48(LC 12)
2 = 71(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=25ft;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) 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 100 lb uplift at
joint(s) 3, 2.
LOAD CASE(S)
Standard
Maitia; Flmszflmyklrrer Allg AILS 5:3 ER7}iIt#fk JelillSJS'ONj N[Y9`S A(r6:5E eM F7'M tt'aY gap .rHcaedrd 'r Ce iga artxmg'I;ardfl Artlarll kl,t _reh c 5aex6efa: .Pl ai 'se srclf flra ry
wrac ntpwsrial>rr,aewrr 'uemt<,dd A aaasgsw ry ..,.rti EFp •he m w mtm <.tpx dlfe pdt.elual tryiu q..,at:umnh ksip tf smgkr dep 7 Imo ip d tacr a va t dos oinelay AnthonyT. Torribo III, P.E.
ad. dh nss ham k'I'sse ttt arnsia lAs ddr Grtr, ke Oran su 'm ywCw Mrwtlinag ,a n trtm g4 fle IN 11 h I rlEageai° licit Rc qpx. Idnr lQ6 axe pfitN a'fl r ss; adae qk tlg pun 1. awaih ry ad hCx r lAfdi 80083
he io:lliagg sipxrxafwtr. AW-Vi tltm.lg INa ptthas Ig huts tl taNdugCazpaxel Sa'eh ldwmeliw NY{N.O.IYF. diNA wtittnm wMelfift,'.ycataad lrtn 9-Inw,;nless 4451 St. Lucie Blvd.
eae ris. hrmeals"aamtpat=tn?E.'Mr, 0rarhn imNA. ln tr„&nu reg al_1fla sa.uiat D111M,ulras,.VAuIlia- 0Tn,If-. An sriefe:d:erx;.-dead ie ML Fort Pierce, FL 34946 4pyright026I6A-IRoafIrmas
Anthonyi. Tonha.Il, f.E. Reradortior, of this document, in any fain, is prohibited xith.whe written permission from A-1 Raof Trusses- Anthony L Tambe ill; P.E.
Job Truss Truss Type Qty Ply HOMES / DORAL
XRSDRB CJ3A Jack -Open 1 1
RYAN
A0076278
Job Reference o tional
ya a a. ». Run. o-ucu s nug a L zu Lo Pnni: a.uzu s Hug .J1 zui b MI I eK Industries, Inc. fue May 23 15:03:54 2017 Pagel
ID:tdgFhvjEVYsg U3b jPYJ3cyuE5n-2A32NmyrEOB_wBwA7hHdTKBZ710i6loEu4YDiYzDbXz
0-3-8 2-11-11
0-3-8 2-8-3
C nn
2x4 =
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 0.12 Vert(LL) 0.01 3-6 999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.13 Vert(TL) 0.01 3-6 999 180
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a
BCDL 10.0 Code FBC2014ITP12007 Matrix -MP Weight: 9 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)
1 = 116/Mechanical
2 = 75/Mechanical
3 = 42/Mechanical
Max Horz
1 = 59(LC 12)
Max Uplift
1 = 28(LC 12)
2 = 51(LC 12)
3 = 3(LC 12)
Max Grav
1 = 116(LC 1)
2 = 75(LC 1)
3 = 53(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=25ft;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) 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 100 lb uplift at
joint(s) 1, 2, 3.
LOAD CASE(S)
Standard
dam-n nmq}Ir -.n A!(0 IaS "5.-J" ER3Ai 4WSfi Jn¢In aS:AS'¢N "ELT"-P S[4q-B;FWA1 k1'tue. lr.8(kip pm dts «E Mr4 1 ss hip WceuA ROs"; wd ne prnwp Lr I,iF. tek isMFl rt. kk a'k ss[salt n t ¢ rip1iir.ixxe@r phks s5e¢ka el ia; nt'¢Cnk<KLA 7rrs0•si.Eq el p dY EtQw nt m'6¢rgre xh a;gRlxe afMp k xalegire h§ .pes tikhb!Ik ksipedna mda rm fpu7d n 1¢P it ( 1NI r « pa Lahr IGus w"'Ifndn- .s Exmtaim ne itam as ¢.«,,¢.xr: x Arthony T. Tombo III, P.E. r M1e lniMt¢ ..aria xdad dos lr n<nc11 R 5 —
dew rri i. rk
mi-1
na r«s, add.gaaaa,. I t - s laextk a:t .pR„ward 80083nt,Lmr¢ i ed[xdxn uL a r dh r¢extdxwnrradrxl d «kwgc xaL atq rxRm ;rcsrrdudtnr esrc area f rt d uare rnl xana. gxamLaasw nerdn r na .,o::e:ra«rewire: k«a:ix< «xs 4451 St. Lucie Blvd. Zt mre•dsa«raelga(amanagwt«averak,alpn•¢xnxl:rdivrrr,s¢esa[gkaarrnaGu q¢asl, r ,srsua[qua rs;utq,ul;gedwreT,x,xa:nwamr.
Fort Pierce, FL 34440apyright97d164-I [aaiUr>sas drthony i. iam5a 311•P.E. Repnadaniaa of this dommeat, in any form, is pro6ililzd wtlhan'he mitten permission frore6lMaafTrnsszs-Aatfioay i. SamSo!II; P.E.
Job Truss Truss Type Qty Ply RYAN HOMES / DORAL
A0076279
XR5DR13 CJ5 Jack -Open 7 1
Job Reference o tional
Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 13.040 s 7.64 Oct 7 2015 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Tue May 23 15:03:54 2017 Page 1
I D:tdgFhvjEVYsgU3bJPYJ3cyuE5n-2A32NmyrEOB_wBwA7hHdTKBUdlz461oEu4YDiYzDbXz
1-0-0 0 3-$ 4-11-11
1-0-0 3- 4-8-3
C9 qON
cV
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 0.41 Vert(LL) 0.06 4-7 999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.37 Vert(TL) 0.08 4-7 779 180
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 Matrix -MP 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 = 263/0-7-4 (min.0-1-8)
4 = 64/Mechanical
Max Horz
2 = 115(LC 12)
Max Uplift
3 = 89(LC 12)
2 = 80(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=5.Opsf; BCDL=5.Opsf; h=25ft;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) 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 100 lb uplift at
joint(s) 3, 2.
LOAD CASE(S)
Standard
wnq-nns Mttclh rw. W1 I VIU r31,U3'SEA" KIM ELM a UINDIRM ms/DaiMr.101 IN10r Mntft— sko idxt m. Dek:s M.mant,MN u IFt r[0. W( atitaiamaw
peas smmke Nix st DCpatdl Assn,, oegf,p iaey[sP ee,d m W n,;,enesms m"4 a fM no .1 aP, ao. 3th I. 3 Imp d 0egkt apad Iw lotah. W.lnt. Anthony T. Tombo III, P.E. tN
ned p,5rs6•matlr rt ,rnsw lDs dSe D»m, es C»m dkm ee qeC q:4CIery 0-px,b3e sided debt Q:,9t 1tt f1l,w lai lligctF,N tilt na nr,ndda rDD iN1l rn t. .adNNL ty,wty, edtew,ae w nk' a k,,:p,iNrtrd z 80083 lieGtlai
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Asi'llow wnql.4Ivoauni,N sstee».hii-ra,D,,iuq.Miarodcee!a:„a,nWWI ri1, Fort Pierre, FL 34946 CopyrightD2016A1Roof
hwas ArthaayLhoobell[P.E. Remaduni000fthis dos .... tonanyform, ispiohNfaiwith.whewinenpermisciaatinnA-IRoolinsns ArthooyLTombeill; i.t.
Job Truss Truss Type Qty Ply RYAN HOMES / DORAL
A0076280
XR5DRB CJ5A Jack -Open 1 1
Job Reference o tional
muur i russeb, rurL Pierce, rc 34946, eesign@a i truss.com stun: 13.040 s y.64 Uct y 2015 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Tue May 23 15:03:55 2017 Page 1
ID:tdgFhvjEVYsgU3bJPYJ3cyuE5n-WMdRa6zT?KJrYLVMhPos?Ykf591fd2O7klmE zDbXY
4-11-11
0-3- 4-8-3
C?
O N
N
2x4 =
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) 0.06 3-6 946 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.41 Vert(TL) 0.08 3-6 721 180
BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 Matrix -MP Weight: 16 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)
1 = 196/Mechanical
2 = 129/Mechanical
3 = 67/Mechanical
Max Horz
1 = 99(LC 12)
Max Uplift
1 = 48(LC 12)
2 = 91(LC 12)
Max Grav
1 = 196(LC 1)
2 = 129(LC 1)
3 = 91(LC 3)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=150mph (3-second gust)
Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft;
Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) 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 100 lb uplift at
joint(s) 1, 2.
LOAD CASE(S)
Standard
Mua 41 ne.gel mrLtt llro:(rrtlS:sS S.-J FNJAf IitNsa JkDlll as(YSiCdiWT`r7 #Nr'k;F d(ar lxa. Irihk rye p: do W nl.msaR's rnn Ce ip artehr; and de edswrll ! Il t Idcn's Sautldxe n. Ura tiu rafl ne TED..11
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Anthony T. Tombo III, P.E.
ke b:Iferhupeeufadmdm thed sst edh@16C rd'k paGres erlpeel.ndne kang(.peed Lon Neadw;tt$rd.sfeekl. eN 1U ee id-1 le wed pierce 111]-f &usrauklldm.1 M11 d lk hrs. hsip., The@. .e 1m: Vnde;lnu, Ness =
80083
rtM.ha urmdNr(uowt .d nn.icgrydl '
i°
4451 St. Lucie Blvd. ep ry µtielrnh±fl'.fin,skszrFgaerltFtnekUigDenpnelwrStshsF udm,Mllhr.Nhredhul>ersoraddinluglT
Fort Pierce, FL 34046
pyri0ht92016 A-1Roof fi.sses- Anthooy L lambo 111, P.L RepiodutliCn of this dommem,in ony form, is prohihired wifhoui-be w,itw permission firs. A-1 Roof frossn- Anthoay L lamb. 1112 P.I.
Job Truss Truss Type Qty Ply RYAN HOMES / DORAL
A0076281
XR5DRB FG1 FLAT GIRDER 1 4 Job Reference (optional)
Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.020 s Aug 31 2016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Tue May 23 15:03:55 2017 Page 1
I D:tdgFhvj EVYsgU3b_ jPYJ3cyuE5n-W MdRa6zT?KJrYLVMhPos?YkYS9EmrYbO7kImE_zDbXY
Or3T8 3-3-1 6-2-7 9-1-13 12-0-11 15-0-1 17-11-7 21-2-8
0-3-8 2-11-9 2-11-6 2-11-6 2-10-14 2-11-6 2-11-6 3-3-1
Dead Load Defl. = 11/16 in
16 22 10 23 24 14 25 26115 27 1G 28 29 -11 30 lu
31 9
4x4 II 5x10 = 2x4 11 4x4 =
4x4 =
7x6 =
5x10 = 4x4
Or3,8 3-3-1 6-2-7 9-1-9 12-0-15 15-0-1 17-11-7 21-2-8
0-3-8 2-11-9 2-11-6 2-11-2 2-11-6 2-11-2 2-11 6 3-3-1
Plate Offsets (X,Y)—[1:0-3-0,0-1-12],[3:0-4-0,0-3-0],[8:0-3-0,0-2-0],[10:0-5-0,0-2-0] [11:0-3-0,0-4-12] [15:0-5-0,0-1-12]
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.00 TC 0.85 Vert(LL) 0.27 12-13 924 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.66 Vert(TL) 0.98 12-13 255 240
BCLL 0.0 * Rep Stress Incr YES WB 0.86 Horz(TL) 0.08 9 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 Matrix -MS Wind(LL) 0.30 12-13 830 240 Weight: 451 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2 *Except*
T2: 2x4 SP M 30
BOT CHORD 2x6 SP 240OF 2.0E
WEBS 2x4 SP No.2 *Except*
W1: 2x6 SP No.2, W3: 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-2-0 oc
pudins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size)
16 = 4003/0-7-4 (min.0-1-8)
9 = 4616/0-7-4 (min.0-1-8)
Max Horz
16 = 39(LC 6)
Max Uplift
16 = 73(LC 4)
9 = 471(LC 5)
Max Grav
16 = 4317(LC 2)
9 = 4641(LC 2)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-16=-3429/71, 1-17=-11273/191,
2-17=-11273/191,2-3=-11273/191,
3-4=-24056/1347, 4-18=-24056/1347,
5-18=-24056/1347, 5-19=-24056/1347,
6-19=-24056/1347, 6-20=-10882/696,
7-20=-10882/696, 7-21=-10882/696,
8-21=-10882/696, 8-9=-3915/394
BOTCHORD
16-22=-27/1268, 15-22=-27/1268,
15-23=-537/20598, 23-24=-537/20598,
14-24=-537/20598, 14-25=-537/20593,
25-26=-537/20593, 13-26=-537/20593,
13-27=-1347/24056, 27-28=-1347/24056,
12-28=-1347/24056, 12-29=-1334/20125,
11-29=-1334/20125, 11-30=-1333/20122, 10-30=-1333/20122, 10-
31=-81/1232, 9-31=-81 /1232 WEBS
15=-17g/10473, 2-
15=-
425/0, ontlnued on page 2 WEBS
1-15=-176/10473,
2-
15=-425/0, 3-15=-9785/365, 3-
14=0/1194, 3-13=-855/4001, 4-
13=-868/62, 5-12=-1370/135, 6-
12=-14/4125, 6-11=-203f727, 6-10=-
9696/668, 7-10=-669/0, 8-
10=-644/10102 NOTES- 1) 4-ply truss
to
be connected together with 1 Od 0.131"x3") nails as
follows: Top chords connected as follows:
2x6 - 2 rows staggered at 0-9-0
oc, 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows:
2x6 - 2 rows staggered at 0-9-0
oc. Webs connected as follows: 2x4 -
1 row at 0-9-0 oc. Attach TC w/ 1 /2'
diam. bolts (ASTM A-307) in the center of the member w/
washers at 4-0-0 oc. 2) All loads are considered
equally applied to all plies, except if noted as front (
F) or back (B) face in the LOAD CASE(S) section. Ply
to ply connections have been provided to distribute only
loads noted as (F) or B), unless otherwise indicated. 3)
Wind: ASCE 7-10;
Vult=150mph (3-second gust) Vasd=116mph; TCDL=5.Opsf;
BCDL=5.Opsf; h=25ft; Cat. 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 4) Provide adequate drainage to
prevent water ponding. 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 100 lb uplift at joint(s) 16 except Qt=
lb) 9=471. 9) Load case(s) 2,
14, 15, 16, 17, 18 has/have been modified. Building designer must review
loads to verify that they are correct for
the intended use of this truss. 10) Hanger(s) or other
connection device(s) shall be provided sufficient to support concentrated
load(s) 786 lb down and 305 lb
up at 10-10-0, 337 lb down and 116 lb up at 12-
2-8, 337 lb down and 116 lb up at 14-2-8, 236 lb
down and 86 lb up at 16-2-8, 139 lb down and 61 lb up
at 18-2-8, and 108 lb down and 70 lb up at 20-2-
8, and 481 lb down and 219 lb up at 20-11-12 on top
chord, and 326 lb down and 46 lb up at 2-0-0, 326
lb down and 46 lb up at 4-0-0, 326 lb down and 46 lb up
at 4-8-8, 326 lb down and 46 lb up at 6-8-8, 326
lb down and 46 lb up at 8-8-8, 326 lb down and 46 Ito up
at 10-8-8, 84 lb down and 94 lb up at 11-9-0, 84
lb down and 94 lb up at 13-9-0, 84 lb down and 94 lb up
at 15-9-0, and 84 lb down and 94 lb up at 17-9-
0, and 84 lb down and 94 lb up at 19-9-0 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=1.00 Plate Increase=1.00 Uniform
Loads (plf) Vert: 1-
17=-60, 8-
17=-185, 9-16=-20 Concentrated Loads (lb) Vert: 8=-
481 5=-337
10=-84(B) 7=-139 18=-786 19=-337 20=-236 21=-
108 22=-276(B) 23=-276(B) 24=-276(B) 25=-276(
B)26=-276(8) 27=-276(B) 28=-84(B) 29=-84(
B) 30=-84(B) 31=-84(B) 2) Dead + 0.75 Roof
Live (balanced) + 0.75 Attic Floor: Lumber Increase=1.00, Plate
Increase=1.00 Uniform Loads (plf) Vert: 1-
17=-80, 8-
17=-205, 9-16=-20 Concentrated Loads (lb) Vert: 8=-
419 5=-295
10=-71(B) 7=-121 18=-686 19=-295 20=-207 21=-
91 22=-326(B)23=-326(B) 24=-326(B)25=-326(
B) 26=-326(B) 27=-326(B) 28=-71 (B) 29=-71 (
B) 30=-71 (B) 31=-71(B) 14) Dead: Lumber Increase=0.
90, Plate Increase=0.90 Plt. metal=0.90 Uniform
Loads (plf) Vert: 1-
17=-60, 8-
17=-185, 9-16=-20 Concentrated Loads (lb) ivi.aj-
11—"I!"im
to
AI ICCi TdSS i5:a7°6n3A11EWS6:J%GIY dSiUSlOYi701r1YC%fi6'iINJOrha.Ir.Cfee;y.lm7cancaE inl wtt alit IanCetipmR'iry;iCC;Rat9e talar1. l.IAL r`.Idsaa S'v!Idxe re_ Ld-dt— aAdtlmYe I3.0 ATAt-Mom" 4 tln OR TUR
4rdt As. I-DeR. I"weriu_Sf oibfu wr'6t.ala:gtan dw Esdtssa.d M ttl: dOR tubT : Egmtd n lie Too W.e t. lnl Ix tttyt—oleo,, hang tnaini,"Wdy Anthony T. Tombo III, P.E. w.t at*. •a„Ma,oant M /
is:lrtaota n,D.,n at* ageAua taury0a,aseaaedaYelrYtltt tMlnl.rl4gapoE1111 Itr p IdrnlDduEaafield dnRr tt.i.d.EnphR.uytMgt,nadtM.adkamnd a a:pt„wma = 80083 lit h.IG.g Rsigerea (.arwM AdM
ssd.aa MlDC n/DR Na'im Ip.e dot tlttr hi" U.pe Isath lfi tnm'1lSPi/Rlikt/lt T.. ul SYA r. nfn tl M g'asdpt IN eefi.es Ye tslnu**alitiesalAfirtaatlras 0tsr a,i,ns b!j.i.lnnnelnss RRufi:Met. chess 4451 St. Lucie Blvd. esh,xtn afioetlr.ianut tga2ep.ia noas
11 ei %ayes ln.lnE IceI ., Aas:a [q'oen is Ail tle h lliq Dnig.n_ 1 rSrslea hga. a.mlailltq. Alletda.td.a—o-dili s FIL Fort Pierce, FL 34946 epnigbi 02d16 A I Roolhosses Aethaay i.lanha
111, P.F. Rrroduaioe al this i1mmise,i—y form, is prohibiled W111100n4e atillen permission from A I Roof tresses- Ardo®y 1. lomho III: H.
Job Truss Truss Type O PIytyRYANHOMES / DORAL
A0076281
XR5DRB FG1 FLAT GIRDER 1 4 Job Reference o tional
Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.020 s Aug 31 2016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Tue May 23 15:03:56 2017 Page 2
I D:tdgFhvjEVYsgU3bJ PYJ3cyuE5n-?YBpoS_5md RiAV3ZF6J5YIHjCZa?a_rXLOl J mRzDbXX
LOAD CASE(S)
Standard
Concentrated Loads (lb)
Vert: 8=-231 5=-168 10=-34(B) 7=-69 18=-384
19=-168 20=-118 21=-42 22=-274(B)23=-274(B)
24=-274(B) 25=-274(B) 26=-274(B) 27=-274(B)
28=-34(B)29=-34(B) 30=-34(B)31=-34(B)
15) Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor +
0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber
Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-17=-59, 8-17=-134, 9-16=-20
Horz: 1-16=31
Concentrated Loads (lb)
Vert: 8=137 5=68 10=69(B) 7=40 18=183 19=68
20=53 21=48 22=1 3(B) 23=1 3(B) 24=1 3(B) 25=1 3(B)
26=13(B) 27=13(B) 28=69(B) 29=69(B) 30=69(B)
31=69(B)
16) Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor +
0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber
Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-17=-59, 8-17=-134, 9-16=-20
Horz: 1-16=-8
Concentrated Loads (lb)
Vert: 8=137 5=68 10=69(B) 7=40 18=183 19=68
20=53 21=48 22=13(B)23=13(B)24=13(B)25=13(B)
26=1 3(B) 27=1 3(B) 28=69(B) 29=69(B) 30=69(B)
31=69(B)
17) Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor +
0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel):
Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-17=-59, 8-17=-134, 9-16=-20
Horz: 1-16=24
Concentrated Loads (lb)
Vert: 8=137 5=68 10=69(B) 7=40 18=183 19=68
20=53 21=48 22=13(B) 23=13(B) 24=13(B) 25=13(B)
26=13(B)27=13(B)28=69(B)29=69(B)30=69(6)
31=69(B)
18) Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor +
0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel):
Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-17=-59, 8-17=-134, 9-16=-20
Horz: 1-16=-5
Concentrated Loads (lb)
Vert: 8=137 5=68 10=69(B) 7=40 18=183 19=68
20=53 21=48 22=13(B) 23=13(B) 24=13(B) 25=13(B)
26=13(B) 27=13(B) 28=69(B) 29=69(B) 30=69(B)
31=69(B)
tMmiq
flnetlrm¢¢rt*..xtle'L11g;i?itl',45;5'7;6ECBAtI:Ell56EJ4CIII'IS:JS?ON 19f:r;3CCt:e[ECiY:kT lxn. IrrhC iesip aNmWrsl Mesn s?res: Cesip Ortxq!IPC wdtle lopwrl.Euk.l.:E.E.lrk:mefin!ldve.e. Cek:s tnxirz rpeln Me tEB.uq
wrslsa mden: swa!h"a tw tlrr uk'de A" ast. tnL Anthony T. Tornbo 111, P.E. dmdCnsossfwwt4dtlu tlr t iQana&0 ,ka..dswx,ngsd.a whgo,ree.,otl:ndsednstrarlttae!m!:Ia;q.hsamt ?yt: ,ldhrmgae.rru dart„:.weshq,sngr.a,wwe.rtsdar, ud!k rs.gH;>amd = 80083
tl u!twbrs ma[amm wM d daNID¢rax P.M..1pxrars0t*NWgoq.WSAn muem;EEnrarurltt4sal 50—d rwp.dtrdar tntedar:tlertynuhusnliht.an".:.7 ,'rnsar pEq— itrss:9 des 4451 St. Lucie Blvd. rtlnwlsa
kladNt:un¢I.pmd eprinns:hrdt Inrl. tie inss Rrsn GRbess itFitle to lliq Ceslpe;aLn>SY[na.Npan 0'.1iinl. Sll,gaind:era..mndrhn/h'fl 1. Fort Pierce, FL 34946 oppight02014A-
IRaaf6ams-ArthonyL13mba111,P.E. Reptadunianofthisdarumant,inanyform,isptohihitedwalmutihewtinenpermissi.homAIRadhusses-Anthonyt.iomballl; E.
Job Truss Truss Type City Ply RYAN HOMES / DORAL
A0076282
XR5DRB FL01 Floor 1 1
Job Reference (optional)
Al KooT I russes, tort coerce, ru J4`J4b, oeslgn(`oanruss.com
0-1-8
H 1
2-6-0
Run: 8.020 s Aug 312016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Tue May 23 15:03:56 2017 Page 1
I D:tdgFhvjEVYsgU3bJPYJ3cyuE5n-?YBpoS_5mdRiAV3ZF6J5Yl H kEZXja?XXL01 JmRzDbXX
1-6-0 2-2-8 1-6-0
3x4 =
3x4 = 3x6 FP=
4 5 67 8
1:11111PPEP" 'A" Epp",
o-H 8
Dead Load Defl. = 1/4 in
3x8 =
9 10 11
17 16 15 14 13
3x12 MT20HS FP= 3x3 = 3x3 = 3x10 =
3x10 z- 1.5x4 SP=
21-2-8
0
1 226
21 —
0
12
3x6 =
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.78 Vert(LL) -0.43 14-15 >586 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.87 Vert(TL) -0.67 14-15 >375 240 MT20HS 187/143
BCLL 0.0 Rep Stress Incr YES WB 0.82 Horz(TL) 0.11 12 n/a n/a
BCDL 5.0 Code FBC2014/TPI2007 Matrix-S Weight: 103 lb FT = 0%F, 0%E
LUMBER -
TOP CHORD 2x4 SP M 30(flat) `Except`
T2: 2x4 SP No.2(flat)
BOT CHORD 2x4 SP M 30(flat) LOAD CASE(S)
WEBS 2x4 SP No.3(flat) Standard
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 4-2-2 oc
puriins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size)
12 = 1146/0-7-4 (min.0-1-8)
18 = 1146/0-7-4 (min.0-1-8)
Max Grav
12 = 1146(LC 1)
18 = 1146(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-3715/0, 3-4=-3715/0, 4-5=-4892/0,
5-6=-4892/0, 6-7=-4892/0, 7-8=-4892/0,
8-9=-3713/0, 9-10=-3713/0
BOT CHORD
17-18=0/2162, 16-17=0/4608,
15-16=0/4608, 14-15=0/4892,
13-14=0/4611, 12-13=0/2163
WEBS
10-12=-2391/0, 2-18=-2390/0,
10-13=0/1714, 2-17=0/1717, 9-13=-254/0,
3-17=-257/0, 8-13=-992/0, 4-17=-987/0,
8-14=-98/743, 4-15=-100/750,
5-15=-353/9, 6-14=-348/9
NOTES-
1) Unbalanced floor live loads have been considered for
this design.
2) All plates are MT20 plates unless otherwise indicated.
3) All plates are 1.5x4 MT20 unless otherwise indicated.
4) Plates checked for a plus or minus 0 degree rotation
about its center.
5) Recommend 2x6 strongbacks, on edge, spaced at
10-0-0 oc and fastened to each truss with 3-10d (0.131"
X 3") nails. Strongbacks to be attached to walls at their
outer ends or restrained by other means.
MtnF flbLtlmpllrrenea Gu'bli(1:('i1SS3 5:1"iEE;tA11FWS 6:JkDllly%S(Jf'DYr{gF9`YCG78tfMLLFkT Mn.Ir.El;yr[nm9ee!te(rwl tdeswtislrtss k!ip dtxie[;IDE;mltlel[6nr l.IwklA,t.i. idcwreS!Idce w. Eeleupkntiiu ctlel nRe RD,W[
drt!wwa passdlk etm@7DCekldtAsflnsSD:¢Fp®tl(ie, Ff(we?ak!ww e¢rt:W!®wpYed FtdtnSdpnne e::gw6khN ktiad@titFkl tyre etoetd[.wintntr«p w,,hwuFstwswukm Anthony T. Tombo III, P.E.
wt.udn,5rs k:mkbds'M pniz4trdEt CWm,60nv rdk typed dlWldp D•rgn,ade adtddne hr fF( la#Inl Sri/ip<ek wt RlF Re R: ddne NOwE wl fied tl i. sirdtaOkul®y sMep. mdl.l mhasei kM y idryd a80083
qt lr:IlWi Des'FH as [whelp. AD mFs 'MURaiDCMdx pethrn ipier dtakiW:p(wpwsFSdth Nn Dw;llSD lelDskt hl" dSIU t idn. tt Fr pa dpit t INI®.,&rrpwAIM,,widinrdfttUns Onion, Tan Oe: pt E"n we 1.-Nneh:bre!_wless 445.1 St. Lucie Blvd.
ednWlu reRudl{t (wdMtpw¢pw u:W o-reW Np•nn enitd thtr,. Dww Fpden a NET At la:smt hs pn_ uloss Stda hIN.n fo!lrlup. ula[wi.wix marddl.domt. Fort Pierce, FL 34946
Copyright D 7016 A I Roaf6usus- Authoayi. Iombo 1101 Reatodunioed this do'snow, imy form, is prohibited wBhout!m, Written perwissio. from A-1 Roof hesieS Aelhnny Ctnmbn ill: P.E.
Job Truss Truss Type Qty Ply RYAN HOMES / DORAL
A0076283
XR5DRB . FL02 Floor 2 1
Job Reference o tional
I Roof Trusses, Fort Pierce, FL 34946, oeslgnlmaltruss.com kun: 8.1.120 s Aug 31 2016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Tue May 23 15:03:57 2017 Page 1
ID:tdgFhvj EVYsgU3b-jPYJ3cyuE5n-TIIB?o fXxZZnfelopgK4zpyQzuiJQ5ha2n1JtzDbxW
0-1-8
aH
2-6-0 1-6-0 1-10-12 1-6-0 1-3-0 2-2-12 0- -8
Dead Load Defl. = 3/16 in
3x8 = 3x4 = 3x4 = 3x6 FP= 4x8 = 3x3 II 3x4 = 3x4 =
BO 0
1
28 L6
25 24 23 22 21 20 19 18 17 16
3x6 = 3x8 = 3x3 = 3x8 MT20HS FP= 3x10 = 3x4 = 3x4 =
3x4 = 4x10 =
LOADING(psf) SPACING- 2-0-0
TCLL 40.0 Plate Grip DOL 1.00
TCDL 10.0 Lumber DOL 1.00
BCLL 0.0 Rep Stress Incr YES
BCDL 5.0 Code FBC2014/TPI2007
LUMBER -
TOP CHORD 2x4 SP M 30(flat)
BOT CHORD 2x4 SP M 30(flat)
WEBS 2x4 SP No.3(flat)
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.
REACTIONS. (lb/size)
16 = 262/0-7-4 (min. 0-1-8)
25 = 1033/0-7-4 (min.0-1-8)
19 = 1950/0-3-8 (min. 0-1-8)
Max Uplift
16 = -66(LC 3)
Max Grav
16 = 365(LC 4)
25 = 1050(LC 10)
19 = 1953(LC 9)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-3311 /0, 3-4=-3311 /0, 4-5=-4085/0,
5-6=-4085/0, 6-7=-4085/0, 7-8=-2638/0,
8-9=-2638/0, 9-10=-2638/0, 10-11=0/1771,
11-12=0/1771, 12-13=-568/382,
13-14=-568/382
BOT CHORD
24-25=0/1962, 23-24=0/3996,
22-23=0/4085, 21-22=0/3666,
20-21=0/3666, 19-20=-24/942,
18-19=-823/301,17-18=-382/568,
16-17=-382/568
WEBS
11-19=-310/0, 2-25=-2169/0,
10-19=-2548/0, 2-24=0/1492,
10-20=0/1941, 8-20=-278/0, 4-24=-758/0,
7-20=-1200/0, 4-23=-272/469, 7-22=0/848,
6-22=-390/0, 14-16=-625/421,
12-19=-1328/0, 13-18=-402/0,
12-18=0/801
20-9-4
CSI. DEFL. in (loc) I/deft Ud
TC 0.63 Vert(LL) 0.37 23-24 670 360
BC 0.82 Vert(TL) 0.58 23-24 428 240
WB 0.92 Horz(TL) 0.08 19 n/a n/a
Matrix-S
NOTES-
1) Unbalanced floor live loads have been considered
for this design.
2) All plates are MT20 plates unless otherwise
indicated.
3) All plates are 1.5x4 MT20 unless otherwise
indicated.
4) Plates checked for a plus or minus 0 degree
rotation about its center.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) 16.
6) Recommend 2x6 strongbacks, on edge, spaced at
10-0-0 oc and fastened to each truss with 3-1 Od
0.131" X 3") nails. Strongbacks to be attached to
walls at their outer ends or restrained by other means.
7) CAUTION, Do not erect truss backwards.
LOAD CASE(S)
Standard
29-10-8
PLATES GRIP
MT20 244/190
MT20HS 187/143
Weight: 146 lb FT = O%F, 0%E
Hem anrertlr Per:nht'111g:`7CC!SS,'Si--T;,>CC3411:CNSfi JkWH7Siu5':oa t"CCirr uxg.-jY.fNwli'hee. rrit/& pta r^.ie M«sl 4su"as frtSt Cn tt OlFYet!IO.°p/dt 1FIMr1 IILQE I%; L; idC'tKF SRP. io. ti Gd 0."', f'Ihl M l6 TED W'
Iblateameaer rldrsskil kesNW VIDghktda 1[tirms Uesa Fgh!e .-Murat Ftrheera ar stdnagi rgrexdsnrrerdxtaatpm xn<ahen.r«:¢,aa4.tehe ies aht[hpet ..psad re urban tery. mnmf tkiryr rtte huiq lei vta. y - Anthony T. Tombo III, P.E. ' or nta e.. shr mr kinat etrauklilidhom,owxi [ebmN Bean MfWdga :ve,x!ke wletl dfia he lIX al ht brsl to lGq enkaipt Qterynd due l0l al qkN rifle hr[s. udNhgkuL}sMge,.shl MtM kn ua:4 k srmsralryd = 80083he#I/hgo:sipatti(u.e0n. 4g crier sd rdmlk loC trele paMti trl pu.sdtarkAdry Ggrred Sdeh idxuawA(Spldf.klkC"aISCU ee rdetnel t¢p apat t. lnledh at,ytt:amf aivhnt[ar h>;,o•s pe,'ms k.At ,xetemin,[ernfemra. trim 4451 St. Lucie Blvd. eftnrist Maal k r:aEnmlepeNep. h mwe k M ptin hnlvN lie Iros Ce[:a Fyhee is t l M Cdiliq Oeaipa. aLor Sr[k. [rpcee dter p ICbr. SII;q.aaN a., or ¢ eefiM-. nl 1.
opyright V 21116 A 1 RoWnsses. Amboy L famho ill, l'.E. Re,rodartion of this dammem, in any form, is prohibited withwie -inen permissiao from A l goof Nsses-Anthony L Tomb. III; M.
Port Pierce, FL 34946
Job Truss Truss Type Qty Ply RYAN HOMES / DORAL
A0076284
XR5DRB FL03 Floor 5 1
Job Reference o tional
Al Roof Trusses, Fort Pierce; FL 34946, design@altruss.com Run: 8.020 s Aug 31 2016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Tue May 23 15:03:57 2017 Page 1
ID:tdgFhvjEVYsgU3b_ jPYJ3cyuE5n-TIIB?o_jXxZZnfelopgK4zpxQzuoJRvha2ntJtzDbXW
0-1-8
H1 212 1-6-0 _I, 1-10-12 1-6-0 1 1 1— 0
Dead Load Defl. = 3/16 in
3x8 = 3x4 = 3x4 = 3x6 FP= 3x10 = 3x3 II 3x3 = 3x3 =
0
27
o
C)
24 23 22 21 20 19 18 17 16 15
3x6 = 3x8 = 3x3 = 3x4 = 3x8 MT20HS FP— 3x10 = 3x6 =
302 =
LOADING (psf) SPACING- 2-0-0
TCLL 40.0 Plate Grip DOL 1.00
TCDL 10.0 Lumber DOL 1.00
BCLL 0.0 Rep Stress Incr YES
BCDL 5.0 Code FBC2014frP12007
LUMBER -
TOP CHORD 2x4 SP M 30(flat)
BOT CHORD 2x4 SP M 30(flat)
WEBS 2x4 SP No.3(flat)
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.
REACTIONS. (lb/size)
24 = 1065/0-7-4 (min.0-1-8)
15 =-11/0-3-8 (min. 0-1-8)
18 = 1737/0-3-8 (min. 0-1-8)
Max Uplift
15 =-198(LC 3)
Max Grav
24 = 1069(LC 10)
15 = 185(LC 4)
18 = 1737(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-3392/0, 3-4=-3392/0, 4-5=-4249/0,
5-6=-4249/0, 6-7=-4249/0, 7-8=-2881/0,
8-9=-2881/0, 9-1 0=-288 1 /0, 10-11=0/1123,
11 - 1 2=0/1 120, 12-13=-96/475
BOT CHORD
23-24=0/2002, 22-23=0/4120,
21-22=0/4249, 20-21=0/3871,
19-20=0/3871, 18-19=0/1240,
17-18=-475/96, 16-17=-475/96,
15-16=-475/96
WEBS
2-24=-2213/0, 2-23=0/1537, 3-23=-251/0,
4-23=-805/0, 4-22=-207/549,
5-22=-260/62, 10-18=-2495/0,
10-1 9=0/1 832, 8-19=-265/0, 7-19=-1110/0,
7-21=0/782, 6-21 =-361/0,
13-15=-120/628, 12-18=-995/0
NOTES-
1) Unbalanced floor live loads have been considered for
this design.
2) All plates are MT20 plates unless otherwise indicated.
25-9-0
4-11-1:
CS1. DEFL. in (loc) I/deft L/d PLATES GRIP
TC 0.69 Vert(LL) 0.37 22-23 665 360 MT20 244/190
BC 0.81 Vert(TL) 0.58 22-23 424 240 MT20HS 187/143
WB 0.87 Horz(TL) 0.09 18 n/a n/a
Matrix-S Weight: 129 lb FT = 0%F, 0%E
3) All plates are 1.5x4 MT20 unless otherwise
indicated.
4) Plates checked for a plus or minus 0 degree
rotation about its center.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except (jt=lb) 15=198.
6) Recommend 2x6 strongbacks, on edge, spaced at
10-0-0 oc and fastened to each truss with 3-10d
0.131" X 3") nails. Strongbacks to be attached to
walls at their outer ends or restrained by other means.
7) CAUTION, Do not erect truss backwards.
LOAD CASE(S)
Standard
ienitg-flnsa nertelllrrzv.ee'A 1ID:E?IDS3 St 9')iE[9AI IEtnSa r7DL7DvDS EJS?DYj WiEPl1(IE6'ilLtilt'.Xr Mm.InD!neap preM, mi nd tl, mtds I—an,ip Dmwq(! jmine knnr L Imb,ll;rEte— Sim Idme n?. bintd-nerAdennel?D,WI
JhTM e4row, sklln iJ.kIN4krdl1,.TrnsD.gEgwsitE,4.*tq-,6 ad.qM'qn:rn:mn:egm.vdmPormltzparqn:pda"kfrspAUm1e?sr<:Wddnmlofult,WemlIknp q-kdm ditl."t! Anthony T.Tornbo111,RE. eetu
dM sN:mkdkil ne qn ialiN dDw anr,M D,nerrwnnaei gedwne twlNrO per,wne rhd dhe DL ne Df aih 6lai,Nq ed 1?rl i. lk egmd do tal leaffeN;<dnrr.,,s.-ued.ykuuq,,l.vp,a:kt n.wk ,dlka I ,Jiryd - - 80083 flleSenfmgaiperae?ertalm. ADWow wlhW10DMne pwnsnl pdehre,dhe W1115q-1 SA4! 19 of SlG m id. lfrgsd pdaR,Vllu.,ti,.".soak, niknrsdhe I"SiD.,reer, iins De,p fgweaneln„N.nde;Mn; nlns 4451 St. Lucie Blvd. ener sv
knredhvinnm epeeagnNwiuw.gkwl pan. NWrd it trss De,.u[q wha,Ine k.ifgoe,igns,ainusrdem bg•e: a!ay ee;uq. Nl aindl:e!`.vr, menadhdhmi- Fort Pierce, FL 34946 opysight V
2016 A I Raaf busses- Anthony L tambo III, FL Reprodaminn of this domment. in eny loan, is prohilNdwinfin the written permission fren AI RoafAnthony 1. Lambe II01.
Job Truss Truss Type Qty Ply HOMES / DORALA0076285
XRSDRB FL04 Floor 1
RYAN
Job Reference (optional)
Ai hoof Trusses, Fort Pierce, FL 3494b, oesign(fsaltruss.com Run: 13.040 s 7.64 Oct 7 2015 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Tue May 23 15:03:58 2017 Page 1
ID:tdgFhvjEVYsgU3bJPYJ3cyuE5n-xxJZD8?MH FhQPpDxMXLadAMBON Lh237gpi WQrJzDbXV
1-6-0
I
2-4A 2-6-0
1 i
1-3-0 1-94
3x3 I I 3x3 = 3x4 = 3x3 11 3x3 = 1.5x4 11 6x6 =
1 2 3 4 5 6 7 8
3x6 = 1.5x4 11
6-11-
1.5x4 II 3x8 = 1.5x4 II
11-7-8
3x3 =
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.36 Vert(LL) -0.05 9 >999 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.32 Vert(TL) -0.08 9 >666 240
BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) -0.02 8 n/a n/a
BCDL 5.0 Code FBC2014lTPI2007 Matrix-S Weight: 61 lb FT = 0%F, 0 %E
LUMBER -
TOP CHORD 2x4 SP No.2(flat)
BOT CHORD 2x4 SP No.2(flat)
WEBS 2x4 SP No.3(flat)
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size)
15 = 347/0-3-8 (min. 0-1-8)
8 = 216/0-3-8 (min. 0-1-8)
12 = 702/0-3-8 (min. 0-1-8)
Max Grav
15 = 355(LC 10)
8 = 246(LC 7)
12 = 707(LC 8)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-447/0
BOTCHORD
14-15=0/447, 13-14=0/447, 12-13=0/447
WEBS
2-15=-550/0, 3-12=-615/0, 8-10=0/281,
5-12=-379/0
NOTES-
1) Unbalanced floor live loads have been considered for
this design.
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) Recommend 2x6 strongbacks, on edge, spaced at
10-0-0 oc and fastened to each truss with 3-10d (0.131"
X 3") nails. Strongbacks to be attached to walls at their
outer ends or restrained by other means.
4) Gap between inside of top chord bearing and first
diagonal or vertical web shall not exceed 0.500in.
5) CAUTION, Do not erect truss backwards.
LOAD CASE(S)
Standard
Nxdtg Flen!twwtllr«ein fit'N 191f ii@SiS,'S:ti';,"s[&7At14N55L31@IllMEJS?OM'IN;Yil[¢L;Bf[4YEff'hre.tr.Atk;ip prca!h,caN realw'rts rrznh,ip@¢'mlJOO, WA, kfiwr i. f kMtFte!stev;e Skotdxe n!. bkuw'-m ndelgCe Too, xlf
PATH Wdarsstllkntfitt St i@Cglt rdi gstra!t O:sw brim Sre:u@r kpwt t• slnat r@O rgastasnnapact atN par:.itulwyo ng .!pt!tth ht Rt ktipdte siyki ,Igimdn pt to@wif,nea lHl mqt nssspes, Iwfgwdfint,dm m Anthony' we.ndn,rnn or we 1. sat rnlwa lmdf. @.wr,k@»M! 4.R, apdala wli @.! thony T. Tornbo80083 III, P.E.
mf ¢er,b2endeddfieOr,lielNwlhlkalaltgt*wfrrN6eepmddnefolwtaffitN t'Mh,saGligladogsgtqe,e!61it@wwfka:gsNhkaspesMiryd ?HOOB34tkIragO!siytrat(ertuta! Igedes sa agntkl@GtNtepMtn nl ptiehxsd to kiit»r(agaeea SahhWnaelm;NSg ldq!4fkl=td,suneaee a/ir prd pNue mltdAt:et asp,:taint!w/6@nNlkLn, kupa,inn k:ip Eyansm inn vmfiane: tat!! 4451 St. Lucie Blvd. ttn'Ms! ftfawlN e:tmm grtN ttn @ Y'111Pa h tN rA'tln gnhN. iN tn,! BeCp Eyixu is Et to 6dlltgkiipn, a Lin Srske Etpnc din, tmt6q al alfdeN atzs ®e rs fain) u-111. Zt Fort Pierce, FL 34946
Arth@ny T. T@n@a ill: P.F. Reproduni:>r;lthis document, in -AY form, is pmdililed wifh@utie written fermissiavfrom A -I laol L@@nf-ketd@@yLT@nb@III: P.F.
Job Truss Truss Type Qty Ply RYAN HOMES / DORAL
A0076286
XRSDRB FL06 Floor 1 1
Job Reference o tional
Al Hoof I russes, tort Fierce, t-L "J4!14b, oesign(Naltruss.com Run: 8.020 s Aug 31 2016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Tue May 23 15:03:58 2017 Page 1
ID:tdgFhvjEVYsgU3bJPYJ3cyuE5n-xxJZDB?MHFhQPpDxMXLadAM1 pNC12tlgpiWQrJzDbXV
0-1-8
Hi 2-6-0 1—0-121A 1I-10-011I 3-01
4x8 = 3x3 = 3x3 =
3x6 = 3x4 = 3x4 = 3x6 FP= 3x3 11 3x3 II
q
9 1 2 3
T1
5 6 7 8 9 10 11 12T2 133214
i1
4 08
1
27
26 3x4 =
3x8 = LOADING(
psf) SPACING- 2-0-0 TCLL
40.0 Plate Grip DOL 1.00 TCDL
10.0 Lumber DOL 1.00 BCLL
0.0 Rep Stress Incr NO BCDL
5.0 Code FBC2014/TPI2007 LUMBER -
TOP
CHORD 2x4 SP M 30(flat) BOT
CHORD 2x4 SP M 30(flat) `Except` 62:
2x4 SP No.2(flat) WEBS
2x4 SP No.3(flat) BRACING -
TOP
CHORD Structural
wood sheathing directly applied or 6-0-0 oc purlins,
except end verticals. BOTCHORD
Rigid
ceiling directly applied or 6-0-0 oc bracing. REACTIONS.
All bearings 0-7-4 except Qt=length) 21=
0-3-8, 18=0-3-8. lb) -
Max Uplift All
uplift 100 lb or less at joint(s) except17=-
321(LC 3) Max
Grav All
reactions 250 lb or less at joint(s) except
17=534(LC 4), 27=1002(LC 3), 21=
1657(LC 13), 18=1782(LC 14) FORCES. (
lb) Max.
Comp./Max. Ten. - All forces 250 (lb) or less except when
shown. TOPCHORD
2-
3=-3109/0, 3-4=-3109/0, 4-5=-3679/0, 5-
6=-3679/0, 6-7=-3679/0, 7-8=-2023/0, 8-
9=-2023/0, 9-10=-2023/0, 10-11=0/2200, 11-
12=0/2195,12-13=0/1890, 13-
32=0/1 735, 14-32=0/1 735, 14-
15=0/1747 BOT
CHORD 26-
27=0/1862, 25-26=0/3690, 24-
25=0/3679, 23-24=0/3158, 22-
23=0/3158, 20-21 =-1 890/0, 19-
20=-1890/0, 18-19=-1890/0, 17-
18=-462/555 WEBS
14-
18=-954/0, 2-27=-2059/0, 2-26=0/1379, 4-
26=-642/0, 4-25=-304/399, 10-
21=-2625/0, 10-22=0/1983, 8-
22=-274/0, 7-22=-1264/0, 7-24=0/879, 6-
24=-405/0, 13-18=-256/461, 12-
21=-559/0, 15-18=-1991/0, 15-
17=-721/600 25
24 23 22 3x3 =
3x8 MT20HS FP= 1.
5x4 SP= 3x4 =
410 = 21
20 19 18 3x10 =
3x8 = 11 -
4-1 A-8 Dead
Load Defl. = 3/16 in 3x6 =
1 !
YN5 1633 31 1
t910 v
3019. 0
17
3x3 =
CSI.
DEFL. in (loc) I/deft L/d PLATES GRIP TC
0.97 Vert(LL) 0.36 25-26 680 360 MT20 244/190 BC
0.92 Vert(TL) 0.57 25-26 432 240 MT20HS 187/143 WB
0.94 Horz(TL) 0.07 21 n/a n/a Matrix-
S Weight: 150 lb FT = O F, 0 % E NOTES-
1)
Unbalanced floor live loads have been considered for
this design. 2)
All plates are MT20 plates unless otherwise indicated.
3)
All plates are 1.5x4 MT20 unless otherwise indicated.
4)
Plates checked for a plus or minus 0 degree rotation
about its center. 5)
Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 321 lb uplift at joint
17. 6)
Recommend 2x6 strongbacks, on edge, spaced at 10-
0-0 oc and fastened to each truss with 3-10d 0.
131" X T') nails. Strongbacks to be attached to walls
at their outer ends or restrained by other means. 7)
CAUTION, Do not erect truss backwards. 8)
In the LOAD CASE(S) section, loads applied to the face
of the truss are noted as front (F) or back (B). LOAD
CASE(S) Standard
1)
Dead + Floor Live (balanced): Lumber Increase=
1.00, Plate Increase=1.00 Uniform
Loads (plf) Vert:
17-27=-10, 1-32=-100, 16-32=-400(F=-300) Wartitg-
nattHmaagllr retut fie'11 ro:i 11DSSES klEi';,eEd3ktlitq.56t6NDIIIDNS(YS:OMt"iliitl`5tf&Rt'AtE6`eYfkr Me.ir.8t aes'yt pn: wtsteE:al tdesnMnslrest Cesip ge'en;PB:,wdMlreal l.Iwle I11;P.:'-Ieh ntt S'teNLAtrettt. Eelen o'IxwiartltlatFt lA, tdt dilsi
oaaa lldts sill eet i ltiW Nl<tdd A i ,Osix Eq®te ji t, Sie; dry faj tre Mt relaapRC repesn:atctttev Ad rd[:sptalaga y ;puRii'h q(esywdtlt sutlti Iry oda Me lDDnIP•tuatRl i k-tt p' s Ixfii !'its stAil:Rr Anthony T, Tombo III, P.E. ae.
s dh :ft:alttdoxg at tryadtlmdaD t,kC+orsedabaayadnnttdllsgD•tr.,.t tttaedAntn,.etut t1t.A :uttytd arnl n tma+lAntrohaaatAtu da t :t.keHiylatd,dege,rcsili tH t nd1 et r 4udtd = 80083 pa
qttoifqD• jcer ai [taa;W AY at ssdMu k lDC aal ee{rcCimalpalees dikkW.q(crtwtSdtir ldetsetm(IlSfltalb,ltll IC as SRA ce Ae li%ry dpAoe.itFl e4ntsRt rtspasi6l tin aihetsdlkl t at pn,-ast Drt St tvx<a ae ites: dt:mtt: al 4451 St. Lucie Blvd. a11im"
Sed tttiadod'P qnh nMR if d ryTaI In itt[nss Deda ryota is LlMgp Detipa,aLas; Sths Gtbtw dta bll4p iDrryudeN inu etnddlatlo itrl. Fort Pierce, FL 34946 epyrigbt
0 2016 A-1 bd Tresses - Aethony T. Tombo ll01. Ittprodudion of this document in eey hum, is ptokiined without the W itten persoissioe tron 5-1 bd bosses-Antholy 1. lonbe ill: P.E.
Job Truss Truss Type Qty Ply RYAN HOMES / DORAL
A0076287
XR5DRB FL07GE Floor Supported Gable 1 1
Job Reference (optional)
r. l ,.w, r , w. IoalynL,a I u U--11
0H8
1 2 3
18
17
Run: 8.020 s Aug 31 2016 Print: B-020 s Aug 31 2016 MiTek Industries, Inc. Tue May 23 15:03:59 2017 Page 1
ID:tdgFhvj EVYsgU3b_jPYJ3cyuE5n-P7sx000_2YpH 1 zo8wEtpAOuQUmmnnYYz1 MGzNmzDbXU
0H8
4 5 6 7 8
16 15 14 13 12 11 10 9
0
o;
u l^.1/—
LOADING(psf)
TCLL 40.0
TCDL 10.0
BCLL 0.0
BCDL 5.0
II.LV 4c V <I,.— s_u—,V-V- IL I, I 1/.V-1-0
SPACING- 2-0-0
Plate Grip DOL 1.00
Lumber DOL 1.00
Rep Stress Incr YES
Code FBC20141TP12007
V-V-IG1 II -u-I -O
CSI.
TC 0.08
BC 0.01
WB 0.03
Matrix-R
V-V-141
DEFL. in (loc) I/deft L/d
Vert(LL) n/a n/a 999
Vert(TL) n/a n/a 999
Horz(TL) 0.00 9 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 39 lb FT = 0%F, 0%E
LUMBER -
TOP CHORD 2x4 SP No.2(flat)
BOT CHORD 2x4 SP No.2(flat)
WEBS 2x4 SP No.3(flat)
OTHERS 2x4 SP No.3(flat)
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
purtins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. All bearings 8-7-4.
lb) - Max Grav
All reactions 250 lb or less at joint(s)
16, 9, 15, 14, 13, 12, 11, 10
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) All plates are 1.5x4 MT20 unless otherwise indicated.
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) Gable requires continuous bottom chord bearing.
4) Truss to be fully sheathed from one face or securely
braced against lateral movement (i.e. diagonal web).
5) Gable studs spaced at 1-4-0 oc.
6) Recommend 2x6 strongbacks, on edge, spaced at
10-0-0 oc and fastened to each truss with 3-10d (0.131"
X 3") nails. Strongbacks to be attached to walls at their
outer ends or restrained by other means.
LOAD CASE(S)
Standard
iitritd. Phae;atttropt mxx me'i t t x itDSi:>rSEUir;-E.Nesf'[43 y tDKt;p1s (F:ICXr !Et'I1:5N9Y.f'J6Yf%r hlx, tnh drsp lIXtuCas ai tM cAn n!tis €1ns D±sgt urru6ilDD; wt>e ksfm I. itcas Dl: U to. au Aw khan •sr. tlzts; dans;se skhd a%e'C9, nh
4 et:tta:h*rMts stktsakae lD[hktdei k Ii s;t dipitat,.tectdry `.epenl .s sranuryiD6renn!nxltitw:tame F¢hs euf!s;iatniarr.pn:aliY hl6tltsEttthe thtiti..fs etj 1rdaldr t±Dal rtn ipl :keu dgt tf :xttnt!, W3q tatn s sxh6,z1
tNatdms last to nt »:; :Itru.t a: s.m .a+i+di.«rut rant too atl Anthony T.
80083
Ii:, P.E,
t t ,hat sdm w m,atx m,dw;e t;,rtaa nt latittltfddh 1.8anar hu dxt IL:t,t<uq,s.afitt .rdsw Adkwgssd;ttr u« star;t g 80 83ttoaqCrdpnMCWittYtlartssdx[nhe l^BWlxpatnsMtsdl mesdlte tnilayC atm{mSdt fa!xc a rcDtta .dtrn dSkAmlthren±dfi tactl tndna.tm'drites'kx ltsttwt5ttsnd fitiest8 t. is DnitmcJr s!ta'n 6rww rrcsMemdtdae,aless 4451 St. Lode Blvd. z:'tantt dtfutf atstet;MrytN ttatn,nakryd tn'it ,drei 3t ins 9ts tdtwtfrl!ND 4e tntiirtDtsyx nl its:tshm ie5neadm k;Gq, ;B ugdc ltd'nIX: mt t; dr',IXialPbi
iapyrithi 01816A-1 tool lasts AnlhotytltmholILP., hInodwto at this dutaent. is any ltsm, is prtL6itd-ithaot the sdrra permdssiontnmAl toot insses-Anthtayl. hmha III, P.E
Fort Pierce, FL S>'445O
Job Truss Type Qty Ply RYAN HOMES / DORAL
A0076288
XRSDRB FF111 Floor 1 1
Job Reference o tional
Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com
7
1.5x4 =
6
o-1:6x4 11
0-1 1-
Run: 8.020 s Aug 31 2016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Tue May 23 15:03:59 2017 Page 1
ID:tdgFhvjEVYsgU3bJPYJ3cyuE5n-P7sxQU0_2YpH1zo8wEtpAOuF6mhOnVRz1MGzNmzDbXU
3x4 = 3x3 11
368= 3x6 =
0-3-0 4-5-0
0-3-0 4-1-8
Dea Load Defl. = 1/16 in
0
v
Plate Offsets (X Y) [1:Edge 0-0-12] [6:0-1-8 0-0-121
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.81 Vert(LL) 0.00 5 ""`" 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.38 Vert(TL) -0.07 4-5 >709 240
BCLL 0.0 Rep Stress Incr NO WB 0.23 Horz(TL) 0.01 4 n/a n/a
BCDL 5.0 Code FBC2014/TP12007 Matrix-P Weight: 25 lb FT = 0%F, 0%E
LUMBER -
TOP CHORD 2x4 SP M 30(flat)
BOT CHORD 2x4 SP No.2(flat)
WEBS 2x4 SP No.3(flat)
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 4-5-0 oc
purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size)
4 = 739/0-3-8 (min. 0-1-8)
5 = 739/0-7-4 (min. 0-1-8)
Max Grav
4 = 739(LC 1)
5 = 739(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
3-4=-376/0
BOT CHORD
4-5=0/744
WEBS
2-4=-819/0. 2-5=-961/0
NOTES-
1) Plates checked for a plus or minus 0 degree rotation
about its center.
2) Recommend 2x6 strongbacks, on edge, spaced at
10-0-0 oc and fastened to each truss with 3-10d (0.131"
X 3") nails. Strongbacks to be attached to walls at their
outer ends or restrained by other means.
3) CAUTION, Do not erect truss backwards.
4) In the LOAD CASE(S) section, loads applied to the
face of the truss are noted as front (F) or back (B).
LOAD CASE(S)
Standard
1) Dead + Floor Live (balanced): Lumber Increase=1.00,
Plate Increase=1.00
Uniform Loads (plf)
Vert:4-5=-10, 1-3=-350(F=-250)
we,ppl„s=.ne I„,..n etm.rmt ^s-r E[xttwss¢eo-mzs.s¢w{on-r,,ues'.eE¢usri".rRo-rarw [ t e,m,:y ow;anaLteE ie,r. [. s st« ti v[,rna n,re„ir
kU a',`. er pn odle, efir .n ¢¢ak di A„Tr,.s¢„.7er ,r'-.: Spwmlej&pw ns A ,iny'a, it .no, wec Nft is psh - S 3 -•aaa klhhW ksipel nes cites ea ]DR Wy, Nia,TO Tie „,p apttt, lm, [ ae1 s udil lay Anthony T. Tornbo III, P.E. ha
TNi,W.teliq h ne p 'w liyd ¢",", is C.0 sd agtRnp 3"IEwpO a,+,an ,Itch rcne Iexl Ilaeg cd eRl1. R W-1 Of. TDO.9 n,hi rn T :,, Wilting faxi* skiijk 411111.I 4 ion.11IM re = 80083 Ike
So rmp kngx eehffi ¢m. All wi, coed i, lki¢e Wtle pectic NI gmlme, el N himej 4weeN W! ldia Hone tts, plhke 1pr' ne SKA are relr fW: prcl RuntwI e°fieesn,.,[m 'AnIoN, N1 Oh,c d Rut hiss o-siimr:.n:,, k:y, *... mire:s Pxs,ffiMu.,elecs 4451 St. Lucie Blvd. 11
enernr.,,fgdN,:mdcl,gadepn ew.Gia k, rl pafces lnls,i.ta¢lrrs,¢ecW 6[aea is l,T ne kdliy k,Ipae, r 5ft hp.r Aeq Y Un Sll.'aWeli—v„Mot a Ttrt- Fort Pierce, FL 34946 apyright
Yil&klNaaiTsasszs-Asthoay i.Tomha ill. f.E. Neprodonian elthis document, inany larm,is pmhihited wishouuhe wtitten peumissieelmmA-I Novi Tresses- Anthony 1.Tomha A01.
Job Truss Truss Type Qty Ply RYAN HOMES / DORAL
A0076289
AT HOOT 1 russes, tort Tierce, FL 3494b, design(aaltruss.com Run: 8.020 s Aug 31 2016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Tue May 23 15:04:00 2017 Page 1
ID:tdgFhvjEVYsgU3b_jPYJ3cyuE5n-tKQKdg1 cpsx7e6NKUyO2ibRbGA53W?o7G0?XvCzDbXT
Ox8 0*8
d
26 25
3x3 =
24 23 22 21 20 19 18 17 16
3x3 =
mate uTTsets (x r)— t-t:tage u-u-121, t2ru-1-8 0-U-121 L29:U-1-8 0-0-121
LOADING(pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) n/a n/a 999 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.03 HO2(TL) -0.00 16 n/a n/a
BCDL 5.0 Code FBC2014/TP12007 Matrix-S Weight: 71 lb FT = 0%F, 0%E
LUMBER -
TOP CHORD 2x4 SP No.2(flat)
BOT CHORD 2x4 SP No.2(flat)
WEBS 2x4 SP No.3(flat)
OTHERS 2x4 SP No.3(flat)
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 10-0-0 oc
purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. All bearings 15-9-8.
lb) - Max Grav
All reactions 250 lb or less at joint(s)
26, 14, 25, 24, 23, 22, 21, 20, 19, 18,
17, 16, 15
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) All plates are 1.5x4 MT20 unless otherwise indicated.
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) Gable requires continuous bottom chord bearing.
4) Truss to be fully sheathed from one face or securely
braced against lateral movement (i.e. diagonal web).
5) Gable studs spaced at 1-4-0 oc.
6) Recommend 2x6 strongbacks, on edge, spaced at
10-0-0 oc and fastened to each truss with 3-10d (0.131"
X 3") nails. Strongbacks to be attached to walls at their
outer ends or restrained by other means.
LOAD CASE(S)
Standard
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Ri rk:enatm ytrr sk;krsretp dr lBChhrdi3aef sn ip o{ue a. 'rM ie¢aeu '9,et;nn apigD esrs eexud rxi%rn r7 w z;µasaih €u Cxtr Mfirsirtgiir ss espia€mgv F3gnl as iflT :vek eass dnres,h retGxrsskbi;e! .'Anftrry T. Trrift I!;,, RExa sed8n fn ia,..r•uu,tr,aw;tw, .a cam:wtyetlxRe T>:rcs h,y,arxta mr+;, adu:ay;e ><z eT.r yx„aan Ta rq:«u .,s.g aad:y.nge: ecv.,.;an uses rw ,,,«.:ad - s$iin$3Yegn?fiet eipc[aaecxr Imes sNatabcig ee pxTes zbt eakaus'[.Eaid trxyme&.Ss+.ry kbtsvtin t6rff#Hsbrdh flece S2'csn uEicews (r p.dpieeew n k ss ds ie4x a.axs em%4rsdhe Faa iscqur. it s!N pa hgr ai .res kadmwx,zs
ai afuisuedofsGs5r1xPerf agNp1hehrs hess¢hei?h! udcs[pFi s•l;ba:3etsEee4: stpx,wt.rrs:fsha iaesdotiauq.toar rtih.csmr,!!'adgTr€L 4451 St, iurla Blvd.
Lopyrigglr fDi6A-1 Rnaf irasses-AntbaayLToambnf6, P.€. teprodatiiaa of ibis daarneat is gay fe=.m;is probilrad.itbaal The wrirea permissEoe fiom A-i[oai Trasscs Ambeey i, tribe ig, P.E.
Fort Plerce, FL 34946
a'aaeg.pem ttyah raetr ke'41Y=irB53'>3i'SEttit%PtllTe?':kY AWM,t i45S.F7i€M&i>CtiE.5 38ii16REAT`hin. terdrlrs'aaE!rss5treee u@saRl'nn C;np muliIDknt2e70wr.ssaslfi;rthfn-sk'akcte su 4k sss W,ws e s°rxiuAziG6,tti}
Ri rk:enatm ytrr sk;krsretp dr lBChhrdi3aef sn ip o{ue a. 'rM ie¢aeu '9,et;nn apigD esrs eexud rxi%rn r7 w z;µasaih €u Cxtr Mfirsirtgiir ss espia€mgv F3gnl as iflT :vek eass dnres,h retGxrsskbi;e! .'Anftrry T. Trrift I!;,, RExa sed8n fn ia,..r•uu,tr,aw;tw, .a cam:wtyetlxRe T>:rcs h,y,arxta mr+;, adu:ay;e ><z eT.r yx„aan Ta rq:«u .,s.g aad:y.nge: ecv.,.;an uses rw ,,,«.:ad - s$iin$3Yegn?fiet eipc[aaecxr Imes sNatabcig ee pxTes zbt eakaus'[.Eaid trxyme&.Ss+.ry kbtsvtin t6rff#Hsbrdh flece S2'csn uEicews (r p.dpieeew n k ss ds ie4x a.axs em%4rsdhe Faa iscqur. it s!N pa hgr ai .res kadmwx,zs
ai afuisuedofsGs5r1xPerf agNp1hehrs hess¢hei?h! udcs[pFi s•l;ba:3etsEee4: stpx,wt.rrs:fsha iaesdotiauq.toar rtih.csmr,!!'adgTr€L 4451 St, iurla Blvd.
Lopyrigglr fDi6A-1 Rnaf irasses-AntbaayLToambnf6, P.€. teprodatiiaa of ibis daarneat is gay fe=.m;is probilrad.itbaal The wrirea permissEoe fiom A-i[oai Trasscs Ambeey i, tribe ig, P.E.
Fort Plerce, FL 34946
Job Truss Truss Type Qty Ply RYAN HOMES / DORAL
A0076290
XR5DRB FL11 Floor 2 1
Job Reference o tional
A -I mooT I russes, ron rlerce, rL ovavo, oeslgntga Iuuss.Wn1
0-1-8
H 1
2-6-0
0
01
0
1
0
1.5x4 II
1.5x4 = 3x6 =
1 2
Run: 8.020 s Aug 31 2016 Print: 8.020 s Aug 312016 MiTek Industries, Inc. Tue May 23 15:04:00 2017 Page 1
ID:tdgFhvjEVYsgU3bJPYJ3cyuE5n-tKQKdglcpsx7e6NKUyO2ibRRJAu7WtO7G0?XvCzDbXT
I 2-6-0 11 1-3-0
I
1.5x4 11 3x4 = 1.5x4 11 3x4 =
3 4 5 6
1-3-0
1 _
Dead Load Defl. = 1/8 in
1.5x4 II 6x6 =
7 8 9
0 0
v
3x4 = 3x6 = 1.5x4 11 3x4 = 4x6 =
1
1
LOADING (psf) SPACING- 2-0-0 CSI.
TCLL 40.0 Plate Grip DOL 1.00 TC 0,71
TCDL 10.0 Lumber DOL 1.00 BC 0.84
BCLL 0.0 Rep Stress Incr YES WB 0.57
BCDL 5.0 Code FBC20141TPI2007 Matrix-S
LUMBER -
TOP CHORD 2x4 SP M 30(flat) *Except*
T2: 2x4 SP No.2(flat)
BOT CHORD 2x4 SP M 30(flat) LOAD CASE(S)
WEBS 2x4 SP No.3(flat) Standard
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size)
9 = 856/0-3-8 (min. 0-1-8)
15 = 856/0-7-4 (min. 0-1-8)
Max Grav
9 = 856(LC 1)
15 = 856(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when.shown.
TOP CHORD
2-3=-2519/0, 3-4=-2519/0, 4-5=-2641/0,
5-6=-2641/0, 6-7=-901/0, 7-8=-901/0,
8-9=-902/0
BOT CHORD
14-15=0/1 550,13-14=0/2641,
12-13=0/2641, 11-12=0/2099
WEBS
9-11=0/1196, 2-15=-1714/0, 2-14=0/1071,
6-11 =-1 324/0, 3-14=-338/0, 6-12=0/894,
4-14=-508/128, 5-12=-455/0
NOTES-
1) Unbalanced floor live loads have been considered for
this design.
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) Recommend 2x6 strongbacks, on edge, spaced at
10-0-0 oc and fastened to each truss with 3-10d (0.131"
X 3") nails. Strongbacks to be attached to walls at their
outer ends or restrained by other means.
4) Gap between inside of top chord bearing and first
diagonal or vertical web shall not exceed 0.500in.
5) CAUTION, Do not erect truss backwards.
DEFL. in (loc) I/defl L/d PLATES GRIP
Vert(LL)-0.3213-14 >592 360 MT20 244/190
Vert(TL)-0.4513-14 >413 240
Horz(TL) 0.04 9 n/a n/a
Weight: 78 lb FT = 0 %F, 0%E
wwdq-n,ts,ntmgllyre,g-n,Ilro;f*Imis;se:';.eER ur:6+sacuolncMsmrowirn:t`i31KRr`EmwEarwsa.trnt„>.N a-xis«tn,t,a,.Ir:rnsse s o.gpr;sn adgwrrrex la:r:rrg,;Es.,sde< .I+IFssdr.s rn tl x lsa.wl,
wr,i,nh pms:ldlkssstlxneim4k,dd. sssssQrnsety®:Y;i.s.srsashrFrlswl;n:s u m s<dswss;n etn rs :,w is ,wg,e;ga:dmp t u; do sled is ;tyioxoen tuo-sdt,su snt. ei sysnaerrxs, ut dnss:, dmaldr Anthony T. Tombo III, P.E.
r W .In d N.1 Tlrss lx wn rt-my I, as ymWh dn, uwe, 1. Cnw ArW qw. N Iwliq ga snx whd dn, nL an Ix IfshdW(ignh W Till. 380083
ntrrlhgaig:rat4*rW. Aged 4451 St. Lucie Blvd.
ennmthr ept:wgwttwetdgnwvn:grytg ylgea wnh>a. Is Tn,Dn.n rgbeis g_rn, s,arlq geslgoa ainuS,slrc (t adm,wuwg m,ggdha wasmtsa ulwmf_ Fort Pierce, FL 34946
CopyrigbiD2pld A-1 Aaoltmsns-AethooyLlamho iTl; P.E. Bepmdonion of this dommem,i—yf—, is prohibited wilhout IN wsillen pumissie. from A-11.11 sas ArtporyLtam5aill: i'.E.
TrussTruss Type HOMES / DORALA0076291BFL12G
Q7tyP—IY
FLOOR GIRDER 1 FRYAN
Al Roof Trusses. FortPierre FI 3d9dC riacin.,n tr,:« Reference o lion." w•••
a Aug j i cu so rrati. 6.020 s Aug st zu io MI I ex Industries, Inc. lue May 23 15:04:01 2017 Page 1 0-
1-8 3x3 = ID:tdgFhvjEVYsgU3b_jPYJ3cyuE5n-LW_ir92EaA4 — GGyW1fvHFp—gbaKfFNEGVgl4SezDbXS 3
1 1.3_® 1 2 0-10 8 3 3x3 = 4 3x3 I I 2
LW1 I
0'
7
6 5 1
1;vd II 5x4 11 3x6 =
LOADING(
psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl L/d TCLL40.0 Plate Grip DOL 1.00 TC 0.49 Vert(LL) 0.01 7 999 360 TCDL10.0 Lumber DOL 1.00 BC 0.50 Vert(TL) 0.02 7 999 240 BCLL0.0 Rep Stress Incr NO WB 0.34 Horz(TL) 0.01 5 n/a n/a BCDL5.0 Code FBC2014/iP12007 Matrix-S LUMBER -
TOP
CHORD 2x4 SP M 31(flat) BOT
CHORD 2x4 SP No.2(flat) WEBS
2x4 SP No.3(flat) BRACING -
TOP
CHORD Structural
wood sheathing directly applied or 4-1-8 oc purlins,
except end verticals. BOT
CHORD Rigid
ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (
lb/size) 8 =
1059/0-7-4 (min. 0-1-8) 5 =
880/Mechanical Max
Grav 8 =
1059(LC 1) 5 =
880(LC 4) FORCES. (
lb) Max.
Comp./Max. Ten. - All forces 250 (lb) or less except when
shown. TOP
CHORD 2-
3=-1204/0 BOT
CHORD 7-
8=0/1204, 6-7=0/1204, 5-6=0/1204 WEBS
2-
8=-1447/0, 3-5=-1447/0 NOTES-
1)
Unbalanced floor live loads have been considered for this
design. 2)
Plates checked for a plus or minus 0 degree rotation about
its center. 3)
Refer to girder(s) for truss to truss connections. 4)
Recommend 2x6 strongbacks, on edge, spaced at 10-
0-0 oc and fastened to each truss with 3-10d (0.131" X
3") nails. Strongbacks to be attached to walls at their outer
ends or restrained by other means. 5)
CAUTION, Do not erect truss backwards. LOAD
CASE(S) Standard
1)
Dead + Floor Live (balanced): Lumber Increase=1.00, Plate
Increase=1.00 Uniform
Loads (plf) Vert:
5-8=-10, 1-4=-100 Concentrated
Loads (lb) Vert:
3=-756 9=-757 3x6 =
PLATES
GRIP MT20
244/190 Weight:
24 lb FT = 0%F, 0%E NaxgPgn
3usyh e,ax M-4IP riro5 S,^S(tti'Nklt€. lx,i CCIS E3 aSlntCR "i9*U1Pf5p9i:i16#„NI'Mrt tali ktpr oxe•;uac reee cae aMSer kap.miy ICE; a!`:&.4A nF ioan ifl. t. Gh;ene SdM gfam xse pEes aae ve:ed 4e "G6, xh ai`.eY:oe.Cq: rl2 s,k.de n'i to MlDCga r4i t r ria upew ..rycrNi.giaed M a&aeytNp ryrne#!naupwedne aed ad gseen r. •pps'.iNhto Mee i;sNMtmhiass t+j •Iedmpe FJCalr eae lPll Ye ksfge nlnspNa.. W#y mutl t ixgn'tr ainrAPorestaarr;<IliysmrepxWlvirdldeC+xa m".w4,agWade6aitnd3rpa,aMsodeddlknr,MaEneladn:.eqt:e#ad;X1. rxyinwdnel oaewradleud:cs,aNa m .a tel;mmemld e
Anthony
T. Tombo I:;; P.E. I d aat,aNs<Mr, axr aayh;t wlar r.a7,etas aMro eMam„saar,natrp ieaaessa a m,eusr uhseda:n,sa+aer,ee.faE elPiau;e.n.lr es re;iw:m,xtrAnraers:r,rrs a[ vas
g8uQ83 ahi
rice kNytttt CaCMynef Rnaarlgrk d:. pAn naief letwss IIeap tiyara i; NP'ne k,tiy.esfge;.aL ss.Ssha,gfna tleei Ydapt. ik ryAc7N 6; ue eskxialN.t. ussY „dadna.alsss 4451
St. Lu e Blvd, to
IYIiDl6 (-1 tP0(IItSSES-MiN6Nl.tomsn iil,F.E. to raduefioN of lhiYdammcai, iaaaYfasa: is pra6ibited.Obnau6r•rireN permissioafiam A-E tan" Ureses-AnlfiasYtlac6n III: P.E. Fort Pierce, FL 34946 PtT9YP
Job Truss Truss Type Qty Ply RYAN HOMES / DORAL
A0076292
XRSDRB FL13G Floor Girder 1 1
Job Reference (optional)
Al Roof Trusses, Fort Pierce, FL 34946, design@altruss-com Run: 8.020 s Aug 312016 Print: 8-020 s Aug 31 2016 MiTek Industries, Inc. Tue May 23 15:04:02 2017 Page 1
I D:tdgFhvjEVYsgU3b_jPYJ3cyuE5n-piY42V2sLTCruQXjbNQW nOWoi_aO_kUQkKUe_SzDbXR
0-1-8
H
2-6-0 1-3-0 i 1-6-0
1.5x4 11
1.5x4 = 3x8 = 1.5x4 11 3x4 = 1.5x4 11 3x4 = 3x6 FP=1.5x4 11
0
1 2 3TI 4 5 6 7 8
0 19B
0
18
er
17 16 15 14 13 12
3x6 = 3x8 MT20HS FP= 3x3 = 1.5x4 11 3x8 =
3x10 =
1
LOADING (psf)
TCLL 40.0
TCDL 10.0
BCLL 0.0
BCDL 5.0
SPACING- 2-0-0
Plate Grip DOL 1.00
Lumber DOL 1.00
Rep Stress Incr NO
Code FBC2014/TP12007
CSI.
TC 0.66
BC 0.85
WB 0.72
Matrix-S
DEFL. in (loc) I/deft
Vert(LL) -0.32 13 >684
Vert(TL) -0.51 13 >437
Horz(TL) 0.09 11 n/a
Ud
360
240
n/a
LUMBER -
TOP CHORD 2x4 SP M 30(flat)
Except*
6) Hanger(s) or other connection device(s) shall be
BOT CHORD 2x4 SP M 30(flat)
provided sufficient to support concentrated load(s) 860B2: 2x4 SP M 31(flat) x
lb down at 15-11-4 on top chord. TheNo.3(flat) *Except* WEBS 2x4 o. *Et) design/selection of such connection device(s) is theNat) W4 2x4
responsibility of others. BRACING-
7) In the LOAD CASE(S) section, loads applied to the
TOP CHORD face of the truss are noted as front (F) or back (B).
Structural wood sheathing directly applied or 6-0-0 oc
purlins, except end verticals.
BOT CHORD LOAD CASE(S)
Rigid ceiling directly applied or 10-0-0 oc bracing. Standard
REACTIONS. (lb/size)
1) Dead + Floor Live (balanced): Lumber
11 = 1683/0-3-8 (min. 0-1-8)
Increase=1.00, Plate Increase=1.00
17 = 1125/0-7-4 (min. 0-1-8) Uniform Loads (plf)
Max Grav
Vert: 11-17=-10, 1-10=-100
11 = 1683(LC 1)
Concentrated Loads (lb)
17 = 1125(LC 1)
Vert: 9=-780(F)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-3624/0, 3-4=-3624/0, 4-5=-4731/0,
5-6=-4731/0, 6-7=-4401/0, 7-8=-4401/0,
8-9=-4401/0
BOT CHORD
16-17=0/2116, 15-16=0/4487,
14-15=0/4487, 13-14=0/4731,
12-13=0/4731, 11-12=0/3367
WEBS
9-11=-3707/0, 2-17=-2340/0, 9-12=0/1143,
2-16=0/1668, 8-12=-316/0, 3-16=-258/0,
6-12=-538/206, 4-16=-954/0, 5-14=-321/0,
4-14=0/700
NOTES-
1) Unbalanced floor live loads have been considered for
this design.
2) All plates are MT20 plates unless otherwise indicated.
3) Plates checked for a plus or minus 0 degree rotation
about its center.
4) Recommend 2x6 strongbacks, on edge, spaced at
10-0-0 oc and fastened to each truss with 3-10d (0.131"
X 3") nails. Strongbacks to be attached to walls at their
outer ends or restrained by other means.
5) CAUTION, Do not erect truss backwards.
Dead Load Defl. = 3/16 in
0 = 3x3 11
10
PLATES GRIP
MT20 244/190
MT20HS 187/143
Weight: 94 lb FT = 0%F, 0%E
ZtNu*
iq Fleen nneNl.rc,ier Wlllgg; r':ENSfi:DkglnvNSiIIS'gNl"t6fPStrfiK7fii[gRN',er laa. trip tesip prvandttsat rwlmNtuaatfresthsifngnxay(IIIW W*wrl.leak ll!;rLlderna S,Eenrt na. Gl,s, dlenise ndelnne Ica, ed/
Niinkmm,hr pldaMknstizI,T*Rak,dt. lsnUnss d:s 'E*paat a.,SpnM(Erp n,rinaryTb; r[pratsmneryaa dn, rak,nSmelem, aap ?m: EihnWtkl Gpadh;inj,l Ipnd ae tk tObetl{nett IN Gxk qn .np rs, loa'rt lai cuinS'!dp Anthony T. Tombo III, P.E.
4 aedn loran Uits.' a poi Airy dlk g.ur, is Uvnitrdkmdtpdnn•lalfagg .nix adtd dn, m,,nt lIX Ilk lrei' I/n}uk at tfll tk ryn.Ida Igiatmfi,N n I.ss; ne,tnikat ,. I g.iesan eu kn'nr sed:kde y iJArd 5 80083
neUl6pg fifer cE[xtrsta. ARntttstl,disr.IN'dbps tim W pzelial d tk hugCcpel se,h W tan NSQ pleskt11P us SEA ee tdt• tWprdpdae IPIIe7ixs ne ntpas litiesn/kfiecdlbl ggen,'nss k:nr u,~eett nllnssNmh:n+n, nkss 44515t. Lucie Blvd.
aam,n pn;maay ae ruNr,aa y apnm naN:R Ik Iasi kda rpcn,s Effin bUtfiftspw, alto, Srmn Egmn d ,'Wgmg M131"o41—Vf1sMnW11L Fort Pierce, FL 34946
opyrigbt020HA-1 Roof 6assas Aathogf.lamb.110I. Rwrodudion of this docomeal, inony form, is ptob;bilod ilboof-he ninon ptrmissio*from A -I Rod bosses- Artho*y L lamb* ill; P.E.
Job Truss Truss Type Qty Ply RYAN HOMES / DORAL
A0076293
XRSDRB FL14 Floor 6 1
Job Reference o tional
Ai Roof Trusses, Fort Pierce, FL 3494b, aeslgrigmitruss.com Run: 8.020 s Aug 31 2016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Tue May 23 15:04:02 2017 Page 1
ID:tdgFhvjEVYsgU3bJPYJ3cyuE5n-piY42V2sLTCruQXjbNQ WnO WpJ_bo_IJQkKUe_5zDbXR
0
cY
01
0
1
0
0-1-8
H 1-
2-6-0
1
1.5x4 II
1.5x4 = 3x6 =
1 2
1-3-0 ,r 2-0-0 ,i 2-0-0
3x3 =
1.5x4 II 3x4 = 1.5x4 II 3x6 FP=1.5x4 II
3 4 5 R 7 R
Dead Load Defl. = 3/16 in
3x6 = 3x3 11
o in
1/ 16 15 14 13 12 11
3x4 = 3x8 MT20HS FP= 3x3 = 1.5x4 11 3x8 = 3x6 =
3x8 =
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.62 Vert(LL) 0.33 14-16 677 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.82 Vert(TL) 0.51 14-16 435 240 MT20HS 187/143
BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(TL) 0.08 11 n/a n/a
BCDL 5.0 Code FBC2014/TPI2007 Matrix-S Weight: 94 lb FT = 0%F, 0%E
LUMBER -
TOP CHORD 2x4 SP M 30(flat) *Except*
T2: 2x4 SP No.2(flat)
BOT CHORD 2x4 SP M 30(flat) LOAD CASE(S)
WEBS 2x4 SP No.3(flat) Standard
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
pudins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size)
17 = 1014/0-7-4 (min. 0-1-8)
11 = 1014/0-3-8 (min. 0-1-8)
Max Grav
17 = 1014(LC 1)
11 = 1014(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-3161/0, 3-4=-3161/0, 4-5=-3798/0,
5-6=-3798/0, 6-7=-3153/0, 7-8=-3153/0,
8-9=-3153/0
BOT CHORD
16-17=0/1887, 15-16=0/3768,
14-15=0/3768, 13-14=0/3798,
12-13=0/3798, 11-12=0/1925
WEBS
2-17=-2086/0, 2-16=0/1409, 4-16=-671/0,
4-14=-258/449, 9-11=-2119/0,
9-12=0/1358, 8-12=-254/52, 6-12=-972/0
NOTES-
1) Unbalanced floor live loads have been considered for
this design.
2) All plates are MT20 plates unless otherwise indicated.
3) Plates checked for a plus or minus 0 degree rotation
about its center.
4) Recommend 2x6 strongbacks, on edge, spaced at
10-0-0 oc and fastened to each truss with 3-10d (0.131"
X 3") nails. Strongbacks to be attached to walls at their
outer ends or restrained by other means.
5) CAUTION, Do not erect truss backwards.
R„dq-I[—&.„rin . nr•t.l mr lmes!sr:!u^sisal iwst(wing twour.urrr uerI€Iuw;IrI-. emhtvir aA:.urrrerarra:lnr,er,i oa.gn;wnr n..rl.rulrm:r.r.t,l r„s;<r.ldr.:r_ernr, dln.nrrrtrartrlea.rd[
ILi,i camata silks sell k rsrtta N TDO4It rdl As. Insi ass hrare to .s as hjr Ih itd ngTDI,gsr:rns m-p wedM phm.lery.s al M"b1i1y l; k xdp d 9..* I igidel r. W M nlr,.a lM l r aip :.:. hmq dm c.dml:rtr Anthony T. Tombo III, P.E. otnedM T law,Wis kr r 00,d(ngme'F.G—)O ape McWRmra $ rs'Ae OdS'RC0A 1146.1a'Aigsd .4 In Me q.!eldmel6gs/e/f.R dd Inss.i.detngkxla3, lap,asld.6nntkc.ssid 1 derclavulrtld Tomb
Ne
8nl1®rasper .e [rakrlrc Rg Bales sd.dulk lOC nl Re po ti<r, nepiel' dpekiWig (e {se lSd lr hi Im, usnrrluktry[ m sus.,dar ebb-4FR.... In eer- Rr rmp.,W10in ni khrs d IN T aver. TIM, kip tq...l tress V-hdwn, nkss 80083 gg51
St. Lucie Blvd. Bile .dse fred lt..mkml rgplgplevtagKdlµlks l.nlr4 lxln. ksia[gMnrs E_Inr G:l/,gksipe,uirn,S(Mhsbsn drq Y Itlor Ll egadert tra,mks ddur/u'in. Fort
Pierce, Luca
Blvd. eRyTighl
a 20164-1 Rwl irussxs- Anthony R. b.bo ill, K. Remadu ti. d this dorament, in any I—, is Rr E iced xithou 1i wdtten fermission from 4-1 Rool tlasss 34946 4nhoay
R.
Lambe Ill; P.E.
Job Truss Truss Type Qty Ply RYAN HOMES / DORAL
A0076294
XR5DRB FL15 Floor 6 1
Job Reference o tional
Al KOOT I rUSses, ion tierce, rL 34U40, UBSIyILWd I nr Libb—I II
0
8
0
0-1-8
H1
2 60
1.5x4 11
1.5x4 = 3x8 = 1.5x4 11
z
Run: 8.020 s Aug 31 2016 Print: 8.020 s Aug 312016 MiTek Industries, Inc. Tue May 23 15:04:03 2017 Page 1
I D:tdgFhvj EVYsg U3bJPYJ3cyuE5n-Hv6SGr3U6n KiVa6v94xlKE3y90wKjASZy_EB WXzDbXQ
1I30125-0 1I0
1.5x4 II 3x4 =
3x4 = 1.5x4 II 3x6 FP= 1.5x4 II 3x8 =
A 9; Fi 7 R 9 10
Dead Load Defl. = 1/4 in
3x3 11
11
18 17 16 15 14 13 12
3x6 = 3x12 MT20HS FP= 3x3 = 3x3 = 3x10 = 3x6 =
300 =
20-11-0
1
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TIC 0.74 Vert(LL) -0.41 13-14 >602 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.87 Vert(TL) -0.64 14-15 >386 240 MT20HS 187/143
BCLL 0.0 Rep Stress Incr YES WB 0.80 Horz(TL) 0.11 12 n/a n/a
BCDL 5.0 Code FBC20141TPI2007 Matrix-S Weight: 103 lb FT = 0%F, 0%E
LUMBER -
TOP CHORD 2x4 SP M 30(flat) *Except*
T2: 2x4 SP No.2(flat)
BOT CHORD 2x4 SP M 30(flat) LOAD CASE(S)
WEBS 2x4 SP No.3(flat) Standard
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 4-7-10 oc
purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size)
12 = 1133/0-3-8 (min.0-1-8)
18 = 1133/0-7-4 (min.0-1-8)
Max Grav
12 = 1133(LC 1)
18 = 1133(LG 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-3662/0, 3-4=-3662/0, 4-5=-4777/0,
5-6=-4777/0, 6-7=-4777/0, 7-8=-4777/0,
8-9=-3689/0, 9-10=-3689/0
BOTCHORD
17-18=0/2135, 16-17=0/4527,
15-16=0/4527, 14-15=0/4777,
13-14=0/4545, 12-13=0/2181
WEBS
10-12=-2401 /0, 2-18=-2360/0,
10-13=0/1668, 2-17=0/1689, 9-13=-254/0,
3-17=-259/0, 8-13=-946/0, 4-17=-957/0,
8-14=-118/718, 4-15=-105/738,
5-15=-396/22, 6-14=-384/30
NOTES-
1) Unbalanced floor live loads have been considered for
this design.
2) All plates are MT20 plates unless otherwise indicated.
3) Plates checked for a plus or minus 0 degree rotation
about its center.
4) Recommend 2x6 strongbacks, on edge, spaced at
10-0-0 oc and fastened to each truss with 3-10d (0.131"
X 3") nails. Strongbacks to be attached to walls at their
outer ends or restrained by other means.
5) CAUTION, Do not erect truss backwards.
w-dy-rlaznaetgrlrrtd..n aljar:ruses;s:rsFkaa}rrasa.umngsnox-dart;uee-alo uKr,.rr:Iryd-rw.. a„:.a, d nr e a<nor;°dmem yr}n:r..rr. steed" el dr°,°a+d mlD Ir
wti aa-ar gns siellk mre 'DDfgkrd.t a:gila:s Desn,.Er r h i .° uaarrM, rc}+a.rns last sdr edn pdr dta,lry y .r.Ehn irdy dtk sdgfti dpao-a ga.1DD fr a in} L.la n luauq u- sro Anthony T. Tombo III, P.E.
at n.d h-. S'ltatkl &er.rrtsmh era an', Als dFn'tter-AuPitnldmg0 P Av udtdii KA, lx ttu wi Nyd 01116x tN IAfY@D ifi ld tlt. ,iedad';kgdw 1 q rtfI.I is i-t tlx r 'iairyd 480083
6, 17°r D.spvex (laarhr Alleles ssr M' It!IDhlat 1e q°&—i Olivasdt W14n Uni Vo ldu tan NSr1 plRM h r. ud SSUr ,d _tt.P lfr t .1111 figs@- usggas lnes lad°nitsd li: has, D.s K,.rvu kup hpl,t ul ss&adul-n. nIt 4451 St. Lucie Blvd.
ta<rns.cemdkacxrcmry-dIf" gw!ians,drnmslmisd.InInn, Des:.bj9 rsd.ru Will;atsigw,,mlrgs,.,mend-.flays,legr All ,eradl.edN gladhud'e.m3. Fort Pierce, FL 34946 tapyri9ht V
f016 A l EdTrassas -Anthony 1.Iomba ill: Ii Reptodunian of this domment. in any form, is prohibited milhattde wrinen ptsmissiaa lrtn A Lai Insses - Anthony I. Iaanh III; P.E.
Job Truss Truss Type Qty Ply DORALA0076295XRSDRBFL16GEFloorSupportedGable11nce
RYANN',HOMES
o tional
y Va I f-b-1II run. o.utu s Aug a i ZUIu runt: a.uzu s Aug 3 12016 Mi I ek Industries, Inc. Tue May 23 15:04:03 2017 Page 1
I D:tdgFhvjEVYsgU3b_jPYJ3cyu E5n-Hv6SGr3U6nKi Va6v94xlKE36UO7ljMXZy_EB WXZDbXQ
0-8
O 8
3x3 =
3x3 = 3x6 FP=
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIPTCLL40.0
TCDL 10.0
Plate Grip DOL 1.00
Lumber DOL 1.00
TC 0.08
BC 0.01
Vert(LL) n/a n/a 999
Vert(TL) n/a 999
MT20 244/190
BCLL 0.0 Rep Stress Incr YES WB 0.03
n/a
Horz(TL) -0.00 19 n/a n/a
BCDL 5.0 Code FBC20141TPI2007 Matrix-S Weight: 95 lb FT = O%F, 0%E
LUMBER -
TOP CHORD 2x4 SP No.2(flat)
BOT CHORD 2x4 SP No.2(flat)
WEBS 2x4 SP No.3(flat)
OTHERS 2x4 SP No.3(flat)
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 10-0-0 oc
purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. All bearings 20-11-0.
lb) - Max Grav
All reactions 250 lb or less at joint(s)
36, 19, 35, 34, 33, 31, 30, 29, 28, 27,
26, 25, 24, 23, 22, 21, 20
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) All plates are 1.5x4 MT20 unless otherwise indicated.
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) Gable requires continuous bottom chord bearing.
4) Truss to be fully sheathed from one face or securely
braced against lateral movement (i.e. diagonal web).
5) Gable studs spaced at 1-4-0 oc.
6) Recommend 2x6 strongbacks, on edge, spaced at
10-0-0 oc and fastened to each truss with 3-10d (0.131"
X 3") nails. Strongbacks to be attached to walls at their
outer ends or restrained by other means.
LOAD CASE(S)
Standard
6irsit-tlas#iririex hf 4tJlEUS'>:i Et1 i:_&sRSE fr#.9NX:'+Y eFk.1:A"pjRr fGXO&:PGi'fbt'txa.#f:{#sPP#xe4 sar{reef eaNe Rs rfflNsgf r+..-g IQPWilf kxt5sat wxiU.t;.te(rmf geE7lf3trt #s less dat x;:e cbv{an'66, e€itEi:t4t#BAn{(i2f Sb&d8#$!{(YMltt('(Bxnid.} j, `RBp e# .8..te4Eth,#,tinl,:tt,a4 fi arytphfnriltc Bki:4jE:#ShF F#lil B#Blrl$iEH(U{ff1i1 L'#(BBf##s#,ipi#At1131E terfrE'ftAikf TrQtEi elfH lP(tN{{,IriA ifiie,. ha&eq exf'xf; ixh€i6k
to iatlbi144Pa-:4> INcfekf xe ON 9 n, nq.: i:la ne! sisw:s< f,.fa«vn: ri< Anthony F. Torabo li:, F.E.
i PctN(Mr.*, Yut 0 W.A, tees ivtny-es ai P f. u.Were; iw ieei.h' eAntrie,PU rf'a.1 A.'efir d 1-1 i.FH kfi:Es h"Ire .arf,of Mi,e&i.-km'Ins bss rsg+saa skr ctiwx.rsffn 80083
e*","e#w#{gsuar!^ryefe{Redwr:tiyE}EFpnEs#tlrN.;set?Kss3:spF{#w7thhd#hktugEfsipi#s,cei'iss.lrtEntfsl#exa.FFsu{,;.:mAtu{tnc.muP#:EptHa. 4451St, LudeBlvd. tupyrigtlC
20I6A-1 Rant Trusses-kmhutyt. iam6o lL'<P.ER±PrcduRinn of Ibis dammcnf, in aay Ev-is pruk ircd:ipncl idar;rir>tnptrmissiac4umA)iaef tresses-Adhe€yi. 1,60 Ill, P.E Fort F'ie[ce, FL S=_94tti
Job Truss Truss Type Qty Ply RYAN HOMES / DORAL
A0076296
XRSDRB HJ7 Diagonal Hip Girder 4 1
Job Reference (optional)
Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 13.040 s 7.64 Oct 7 2015 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Tue May 23 15:04:04 2017 Page 1
ID:tdgFhvjEVYsgU3bJPYJ3cyuE5n-m5ggTB46t5SZ7kh5joS_tRcDwnN DSjAj Bezk2zzDbXP
1-5-0 3 5-2-9 9-10-1
1-5-0 -3 4-11-1 4-7-8
2x4 —
1.5x4 II 3x4 =
3-
3_
5-2-9
4-11-1
9-10-1
4-7-8
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 0.36 Vert(LL) 0.03 6-7 999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.44 Vert(TL) 0.09 6-7 999 180
BCLL 0.0 ' Rep Stress Incr NO WB 0.39 Horz(TL) 0.02 5 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 Matrix MS Weight: 41 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
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)
4 = 125/Mechanical
2 = 512/0-4-9 (min. 0-1-8)
5 = 330/Mechanical
Max Horz
2 = 169(LC 4)
Max Uplift
4 = 94(LC 4)
2 = 223(LC 4)
5 = 95(LC 8)
Max Grav
4 = 125(LC 1)
2 = 512(LC 1)
5 = 330(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-11=-885/244, 11-12=-865/248,
3-12=-826/255
BOT CHORD
2-14=-341/830, 14-15=-341/830,
7-15=-341/830, 7-16=-341/830,
6-16=-341/830
WEBS
3-7=01271, 3-6=-883/363
NOTES-
1) Wind: ASCE 7-10; Vult=150mph (3-second gust)
Vasd=116mph; TCDL=S.Opsf; BCDL=5.Opsf; h=25ft;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope);
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 94 lb uplift at
joint 4, 223 lb uplift at joint 2 and 95 lb uplift at joint 5.
7) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 74
lb down and 17 lb up at 1-4-9, 74 lb down and 17 lb
up at 14-9, 37 lb down and 45 lb up at 4-2-8, 36 lb
down and 43 lb up at 4-2-8, and 61 lb down and 87 lb
up at 7-0-7, and 60 lb down and 87 lb up at 7-0-7 on
top chord, and 10 lb down and 2 lb up at 1-4-9, 10 lb
down and 2 lb up at 1-4-9, 10 lb down and 1 lb up at
4-2-8, 9 lb down and 1 lb up at 4-2-8, and 25 lb down
at 7-0-7, and 24 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: 1-4=-60, 5-8=-20
Concentrated Loads (lb)
Vert: 13=-52(F=-26, B=-27) 14=3(F=2, B=2)
15=-14(F=-6, B=-8) 16=-38(F=-18, B=-20)
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tiatee<
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rne!wis. Eerndlre:aeamlepWeink w.crshdlprees nulr4. Im trmsoes.nhg'anrso:tne H:Itiy oesltOe,nLas, Srdn Nd®•e den, niliar. Al,ryiMed ensue ndefiW c.'rIL Fort Pierce, FL 34946
agyrightZ 2016AIRaoaii(, firmas- Aolboy1. TambP.E. R,.o i. of this dotnmam, inany form, isPrahtited wilhoatthe vninea P—issiaa€rem 4-1 Raoi basses- Aaidany LTamho ill; P.E.
Job Truss Truss Type Qty Ply RYAN HOMES / DORAL
A0076297
XRSDRB J3 Monopitch 6 1
Job Reference (optional)
Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Kun: d.UZU s Aug 31 2tt16 I'nnt: 8.020 s Aug 31 2016 MiTek Industries, Inc. Tue May 23 15:04:05 2017 Page 1
I D:tdg FhvjEVYsgU3bJ PYJ3cyu E5n-EH EChX5leOaQlu FHGVzDPf8QOBmSBGWsQlj IbPzDbXO
160-3-8 2-9-0
8 2-5-8
r nnF
2x4 =
1.5x4 11
0-3-8 22-8-3 2 0
0-3-8 -4-11
Plate Offsets (X,Y)— [2:0-2-0,0-1-41
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) 0.00 6 n/r 90 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.25 Vert(TL) -0.01 6 n/r 80
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 Matrix -MP Weight: 10 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 2-9-0 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. (lb/size)
3 = 208/Mechanical
2 = 0/Mechanical
Max Horz
3 = 243(LC 1)
2 = 243(LC 1)
Max Uplift
3 = 126(LC 8)
Max Grav
3 = 208(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-585/284, 2-3=-168/341
BOT CHORD
1-3=-243/597
NOTES-
1) Wind: ASCE 7-10; Vult=150mph (3-second gust)
Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed; 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 126 lb uplift at
joint 3.
7) Gap between inside of top chord bearing and first
diagonal or vertical web shall not exceed 0.500in.
LOAD CASE(S)
Standard
Rasn1-Fimshengllrrerk>the'A1t0:'I9SeS k_Ff';, SFH3XE IelA55:9k@III e5:J5'OMiELT:Y}lC[N,B:F@fAIEkTW®. lerrte a.ip pmm#rsW rest xiesu es L•esrh je Arzxiep!Ip:jaM pelmeryCtesSe 111.P le! nrSuPhPore -El ao7axise tlrtnlE:'T. eet,
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Tornb
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4451 St. Lucie Blvd. euernss«rmd N, .;.mest egged Pn d: w.As Er df pxi numN t.etro.s oesn r.rlxe,hA_ttk ta:u.y @esi r xLrs,.rskz.Ego:e d.m Eruiq. ul:ePed..i xx, eersadiedxmi. (
opytig5t (B Y116 4-I laalTmsses -Anthony i.lomin il(. P.E. leprodudbn of this document m fry form, is prohibited withounhe wrmen permission Itam 41 loaf Trnssn- Amboy 1, 9nmio ill: P.E.
Fort Pierce, FL 34946
Job Truss Truss Type Qty Ply HOMES / DORAL0076298RYANXRSDRBJ7Jack-Open1ob Reference (optional)
Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 13-040 s 7.64 Oct 7 2015 Print: 8.020 Is Aug 31 2016 MiTek Industries, Inc. Tue May 23 15:04:05 2017 Page 1
ID:tdgFhvj EVYsgU3b_ jPYJ3cyuE5n-EH EChX5leOaQlu FHGVzDPfBEjBedBG WsQljlbPzDbXO
1-0-0 -3- 7-0-0
1-0-0 -3- 6-8-8
3x4 =
7-0-0
7-0-0
Dead Load Defl. = 3/16 in
Plate Offsets (X Y)— 2:0-1-10 0-0-8)
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 0.93 Vert(LL) 0.21 4-7 399 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.75 Vert(TL) 0.31 4-7 270 180
BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 3 n/a n/a
BCDL 10.0 Code FBC2014fTP12007 Matrix -MP Weight: 23 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied.
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 quide.
REACTIONS. lb/size)
3 = 183/Mechanical
2 = 342/0-3-8 (min. 0-1-8)
4 = 91/Mechanical
Max Horz
2 = 156(LC 12)
Max Uplift
3 = 129(LC 12)
2 = 99(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=5.Opsf; BCDL=S.Opsf; h=25ft;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces $ MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) 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 129 lb uplift at
joint 3 and 99 lb uplift at joint 2.
LOAD CASE(S)
Standard
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at.s do uW ml+H n i ns ltlr dt,.. Omer, kt Cw+e sAk' tyen'tn kilepD a .hn ded dh II ne IN fik k•I i!'uyti=WRi. Re ep h rDO of arfid! do r. s.-dfa;kula+. i ! ir<i ldiaa+k sid le he tt#asfAArd = 80083
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ww. arip+Ianon+Padga v r _h, eu y ha la+etf rnerafNNaetIP«_wteas,sulioI+r.it.arkffin, m.ercdad ttx, a.+cfeh+d"ernt Fort Pierce, FL 34946 Copyright
02016,41Roof AmbouyLlomioill,F.E. Reptoduaionofthis docomilm,innnyform, isprohibitedwithout ihewriilenpl,mission6omA-IhooiLnsszs-Anthony1.iamioIll. f.L
Job Truss Truss Type Qty Ply RYAN HOMES / DORAL
A0076299
XRSDRB M2 Half Hip 6 1
Job Reference o tional
1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 13.040 s 7.64 Oct 7 2015 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Tue May 23 15:04:06 2017 Page 1
ID:tdgFhvjEVYsgU3b-jPYJ3cyuE5n-iTobut5NPiiHM1 gUgCVSyshbpb6Awi??eySr7szDbXN
1-0-0 0-3-8 1-0-0 3-0-0
4x4 = 3x4 =
0-3-8 ' 2-8-8
Plate Offsets (X Y)— [2:0-0-8,0-0-5), [2:0-4-7 0-0-101
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.00 TC 0.14 Vert(LL) -0.00 8 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.15 Vert(TL) -0.00 5-8 >999 180
BCLL 0.0 Rep Stress Incr NO WB 0.11 Horz(TL) 0.00 5 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 Matrix -MP Weight: 16 lb FT = 0
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
WEDGE
Left: 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 3-0-0 oc
purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 = 542/0-8-0 (min. 0-1-8)
5 = 296/Mechanical
Max Horz
2 = 61(LC 12)
Max Uplift
2 = 27(LC 12)
5 = 26(LC 9)
Max Grav
2 = 542(LC 1)
5 = 346(LC 2)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-583/260
BOT CHORD
2-5=-197/435
WEBS
3-5=-493/223
NOTES-
1) Wind: ASCE 7-10; Vult=150mph (3-second gust)
Vasd=116mph; TCDL=S.Opsf; BCDL=S.Opsf; h=25ft;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces $ MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water ponding.
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 27 lb uplift at
joint 2 and 26 lb uplift at joint 5.
8) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) .
The design/selection of such connection device(s) is
the responsibility of others.
LOAD CASE(S)
Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.00
Plate Increase=1.00
Uniform Loads (plf)
Vert: 1-3=-60, 34=-60, 5-6=-20
Concentrated Loads (lb)
Vert: 3=-550
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Job Truss Truss Type Qty Ply RYAN HOMES / DORAL
A0076300
XRSDRB M2GE Half Hip Supported 1 1
Job Reference (optional)
Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 13.040 s 7.64 Oct 7 2015 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Tue May 23 15:04:06 2017 Page 1
I D:tdgFhvj EVYsgU3b_jPYJ3cyuE5n-iTobut5N PiiHM 1 gUgCVSyshzzb88v4A?eySr7szDbXN
4-0-0 0-3-8 1-0-0 3-0-0
1-0-0 0-3-8 0-8-8 2-0-0
4x4 = 1.5x4 11 1.5x4 11
1 0-3-8 1-0-0 3-0-0
0-3-812-0-0
Plate Offsets (X Y)— [2:0-0-8 0-0-5] [2:0-4-7 0-0-101
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 0.26 Vert(LL) 0.00 1 n/r 90 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.03 Vert(TL) -0.00 1 n/r 80
BCLL 0.0 Rep Stress Incr NO WB 0.04 Horz(TL) 0.00 5 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 Matrix-P Weight: 14 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
WEDGE
Left: 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 3-0-0 oc
purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
5 = 18513-0-0 (min. 0-1-8)
2 = 148/3-0-0 (min. 0-1-8)
6 = 187/3-0-0 (min. 0-1-8)
Max Horz
2 = 64(LC 12)
Max Uplift
2 = 28(LC 12)
Max Grav
5 = 204(LC 2)
2 = 148(LC 1)
6 = 203(LC 2)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=150mph (3-second gust)
Vasd=116mph; TCDL=5.Opsf; BCDL=S.Opsf; h=25ft;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) Truss designed for wind loads in the plane of the
truss only. For studs exposed to wind (normal to the
face), see Standard Industry Gable End Details as
applicable, or consult qualified building designer as per
ANSI/TPI 1.
3) Provide adequate drainage to prevent water ponding.
r:nntinnari nn nano 9
4) Plates checked for a plus or minus 0 degree
rotation about its center.
5) Gable requires continuous bottom chord bearing.
6) Gable studs spaced at 2-0-0 oc.
7) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
8) * This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
9) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 28 lb uplift at
joint 2.
10) Beveled plate or shim required to provide full
bearing surface with truss chord at joint(s) 2.
11) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13,
14, 15, 16, 17, 18, 19, 20, 21, 22 has/have been
modified. Building designer must review loads to verify
that they are correct for the intended use of this truss.
LOAD CASE(S)
Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25
Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3=-60, 3-4=-185, 2-5=-20
2) Dead + 0.75 Roof Live (balanced): Lumber
Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3=-50, 3-4=-205, 2-5=-20
3) Dead + Uninhabitable Attic Without Storage: Lumber
Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3=-20, 3-4=-145, 2-5=-40
4) Dead + 0.6 C-C Wind (Pos. Internal) Case 1:
Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-2=101, 2-3=67, 3-4=-25, 2-5=-10
Horz: 1-2=-111, 2-3=-77, 3-4=-110
5) Dead + 0.6 C-C Wind (Pos. Internal) Case 2:
Lumberincrease=1.60, Platelncrease=1.60
Uniform Loads (plf)
Vert: 1-2=57, 2-3=67, 3-4=-25, 2-5=-10
Horz: 1-2=-67, 2-3=-77, 3-4=-110
Standard
6) Dead + 0.6 C-C Wind (Neg. Internal) Case 1:
Lumber lncrease=1.60,Plate lncrease=1.60
Uniform Loads (plf)
Vert: 1-2=30, 2-3=-80, 3-4=-172, 2-5=-20
Horz: 1-2=-50, 2-3=60, 3-4=27
7) Dead + 0.6 C-C Wind (Neg. Internal) Case 2:
Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-2=-70, 2-3=-80, 3-4=-172, 2-5=-20
Horz: 1-2=50, 2-3=60, 3-4=27
8) Dead + 0.6 MWFRS Wind (Pos. Internal) Left:
Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-2=11, 2-3=-12, 3-4=-87, 2-5=-10
Horz: 1-2=-21, 2-3=2, 3-4=-48
9) Dead + 0.6 MWFRS Wind (Pos. Internal) Right:
Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pit)
Vert: 1-2=14, 2-3=24, 3-4=-87, 2-5=-10
Horz: 1-2=-24, 2-3=-34, 3-4=-48
10) Dead + 0.6 MWFRS Wind (Neg. Internal) Left:
Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-2=-32, 2-3=-42, 3-4=-117, 2-5=-20
Horz: 1-2=12, 2-3=22, 3-4=-28
11) Dead + 0.6 MWFRS Wind (Neg. Internal) Right:
Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pig
Vert: 1-2=4, 2-3=-6, 3-4=-117, 2-5=-20
Horz: 1-2=-24, 2-3=-14, 3-4=-28
12) Dead + 0.6 MWFRS Wind (Pos. Internal) 1st
Parallel: Lumber Increase=1.60, Plate
Increase=1.60
Uniform Loads (plf)
Vert: 1-2=28, 2-3=38, 3-4=-104, 2-5=-10
Horz: 1-2=-38, 2-3=-48, 3-4=-31
13) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd
Parallel: Lumber Increase=1.60, Plate
Increase=1.60
Uniform Loads (plf)
Vert: 1-2=11, 2-3=21, 3-4=-104, 2-5=-10
Horz: 1-2=-21, 2-3=-31, 3-4=-31
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Job Truss Truss Type Oty Ply RYAN.HOMES DORAL
XRSDRB M2GE Half Hip Supported 1
A0076300
Al f7nnf T..,oe c,..t p FL 4
ce (optional)
erce, 3 946, design@a Rruss.com Run: 13.040 s 7.64 Oct 7 2015 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Tue May 23 15:04:06 2017 Page 2
I D:tdgFhvjEVYsgU3bJPYJ3cyuE5n-iTobut5NPiiHM 1 gUgCVSyshZzb88v4A7eySr7szDbXN
LOAD CASE(S)
Standard
14) Dead + 0.6 MWFRS Wind (Pos. Internal) 3rd
Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-2=28, 2-3=38, 3-4=-104, 2-5=-10
Horz: 1-2=-38, 2-3=-48, 3-4=-31
15) Dead + 0.6 MWFRS Wind (Pos. Internal) 4th
Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-2=11, 2-3=21, 3-4=-104, 2-5=-10
Horz: 1-2=-21, 2-3=-31, 3-4=-31
16) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st
Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-2=18, 2-3=8, 3-4=-134, 2-5=-20
Horz: 1-2=-38, 2-3=-28, 3-4=-11
17) 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=-9, 3-4=-134, 2-5=-20
Horz: 1-2=-21, 2-3=-11, 3-4=-11
18) Dead: Lumber Increase=0.90, Plate Increase=0.90
Plt. metal=0.90
Uniform Loads (plf)
Vert: 1-3=-20, 34=-185, 2-5=-20
19) Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor +
0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber
Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-2=-59, 2-3=-66, 3-4=-184, 2-5=-20
Horz: 1-2=9, 2-3=16, 3-4=-21
20) Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor 4-
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=-40, 3-4=-184, 2-5=-20
Horz: 1-2=-18, 2-3=-10, 3-4=-21
21) Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor +
0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel):
Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-2=-21, 2-3=-29, 3-4=-197, 2-5=-20
Horz: 1-2=-29, 2-3=-21, 3-4=-8
22) Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor +
0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel):
Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-2=-35, 2-3=-42, 3-4=-197, 2-5=-20
Horz: 1-2=-15, 2-3=-8, 3-4=-8
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Job Truss Truss Type Oty Ply RYAN HOMES / DORAL
A0076301
XRSDRB M3 Jack -Closed 5 1
Job Reference (optional)
Al Roof Trusses, Fort Pierce, FL 34946, design(altruss.com Run: 13.040 s 7.64 Oct 7 2015 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Tue May 23 15:04:07 2017 Page 1
ID:tdgFhvjEVYsgU3bJPYJ3cyuE5n-AgLz5D6?AOg8—BPgOwOhU4EmL?S IfA09tcCPflzDbXM
1-0-0 0-3-$ 3-0-0 J
r 1-02-8-8 1.
5x4 II 4X4 =
3-0-0 Plate
Offsets (X Y)— [2:0-0-8 0-0-5] [2:0-4-7 0-0-101 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 0.15 Vert(LL) -0.01 4-7 >999 240 MT20 244/190 TCDL
10.0 Lumber DOL 1.25 BC 0.16 Vert(TL) -0.01 4-7 >999 180 BCLL
0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL
10.0 Code FBC2014fTP12007 Matrix -MP Weight: 15 lb FT = 0% LUMBER -
TOP
CHORD 2x4 SP No.2 BOT
CHORD 2x4 SP No.2 WEBS
2x4 SP No.3 WEDGE
Left:
2x4 SP No.3 BRACING -
TOP
CHORD Structural
wood sheathing directly applied or 3-0-0 oc purlins,
except end verticals. BOTCHORD
Rigid
ceiling directly applied or 10-0-0 oc bracing. MiTek
recommends that Stabilizers and required cross
bracing be installed during truss erection, in accordance
with Stabilizer Installation quide. REACTIONS. (
lb/size) 4 =
104/Mechanical 2 =
185/0-8-0 (min. 0-1-8) Max
Herz 2 =
117(LC 12) Max
Uplift 4 =
74(LC 12) 2 =
35(LC 12) Max
Grav 4 =
126119) 2 =
185(LC 1) FORCES. (
lb) Max.
Comp./Max. Ten. - All forces 250 (lb) or less except when
shown. NOTES-
1)
Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=
116mph; TCDL=S.Opsf; BCDL=S.Opsf; h=25ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and
C-C Exterior(2) zone; cantilever left and right exposed ;
end vertical left exposed;C-C for members and
forces & MWFRS for reactions shown; Lumber DOL=
1.60 plate grip DOL=1.60 2)
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 74 lb uplift at joint
4 and 35 lb uplift at joint 2. LOAD
CASE(S) Standard
N'
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Job Truss Truss Type Oty HOMES / DORAL
Monopitch Supported Gable 1 TRYTRYAN A0076302
Al Roof Trusses. Fort Pip— FI RAQAA H—i n@alt R ' 1
Reference o tional
g russ.com un. 3.040 s 7.64 Oct 7 2015 Print: 8.020 s Aug 31 2016 MITek Industries, Inc. Tue May 23 15:04:08 2017 Page 1
ID:tdgFhvjEVYsgU3bJPYJ3cyuE5n-esvLJZ7dxJy?cL_sydXwl Hmy3PgfOdOl6GxyBkzDbXL
1-0-0 fJ ! 3-0-0
1-0-0 d-3 2-8-8
4x4 ==
1.5x4
1.5x4
Plate Offsets (X Y)— 2:0-0-8 0-0-5) [2:0-4-7 0-0-10]
CS!, LOADING(psf) SPACING- 2-0-0 DEFL. in (loc) I/deft Ud PLATES GRIPTCLL20.0
TCDL 10.0
Plate Grip DOL 1.25 TC 0.09 Vert(LL) 0.00 1 n/r 90 MT20 244/190LumberDOL1.25 BC 0.03 Vert(TL) 0.00 1 n/r 80BCLL0.0 Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 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
OTHERS 2x4 SP No.3
WEDGE
Left: 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 3-0-0 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 uide.
REACTIONS. (lb/size)
5 = 64/3-0-0 (min. 0-1-8)
2 = 111/3-0-0 (min. 0-1-8)
6 = 114/3-0-0 (min. 0-1-8)
Max Horz
2 = 120(LC 12)
Max Uplift
5 = 40(LC 12)
2 = 19(LC 8)
6 = 99(LC 12)
Max Grav
5 = 74(LC 19)
2 = 111(LC 1)
6 = 148(LC 19)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
WEBS
3-6=-259/190
NOTES-
1) Wind: ASCE 7-10; Vult=150mph (3-second gust)
Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft;
Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) 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.
3) Plates checked for a plus or minus 0 degree
rotation about its center.
4) Gable requires continuous bottom chord bearing.
5) Gable studs spaced at 2-0-0 oc.
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 40 lb uplift at
joint 5, 19 lb uplift at joint 2 and 99 lb uplift at joint 6.
LOAD CASE(S)
Standard
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Job Truss Truss Type Ory Ply RYAN HOMES / DORAL
A0076303
XRSDRB M4 Monopitch 4 1
Job Reference o tional
Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.020 s Aug 31 2016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Tue May 23 15:04:08 2017 Page 1
ID:1dgFhvjEVYsgU3b_jPYJ3cyuE5n-esvLJZ7dxJy?cL_sydXwl HmuiPnjOcnl6GxyBkzDbXL
1-0-12 3 3-10-12
1-0-12 -3- 3-7-4
3x4 =
6
3x4 =
1.5x4 11 3-10-12
3-10-12
3x4
Plate Offsets (X Y)— 2:0-1-12 0-1-8)
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 0.37 Vert(LL) 0.02 4-5 999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.21 Vert(TL) 0.02 4-5 999 180
BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(TL) 0.00 7 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 Matrix MP Weight: 29 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 3-10-12 or
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 ciljicle.
REACTIONS. (lb/size)
5 = 217/0-7-4 (min. 0-1-8)
7 = 138/0-3-0 (min.0-1-8)
Max Horz
5 = 140(LC 9)
Max Uplift
5 = 39(LC 8)
7 = 145(LC 12)
Max Grav
5 = 217(LC 1)
7 = 148(LC 19)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
4-7=-256/100
BOT CHORD
4-5=-284/227
WEBS
24=-259/319
NOTES-
1) Wind: ASCE 7-10; Vult=150mph (3-second gust)
Vasd=116mph; TCDL=S.Opsf; BCDL=5.Opsf; h=25ft;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed; 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) Bearing at joint(s) 7 considers parallel to grain value
using ANSI/TPI 1 angle to grain formula. Building
designer should verify capacity of bearing surface.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 39 lb uplift at
joint 5 and 145 lb uplift at joint 7.
LOAD CASE(S)
Standard
Mn6g Flnv Bandgkirreceti eu'A Ik9: 'last "k -.r" Ek At 1'WS6 JkPltl a" JS OYt r4`isr`YYk:tl:EPeYi#('Iun Frdt er.'r,p. m+-vw nat nR', T.", Ce p0-i"grj Wk AmearCI kIt. F:. to She kdx LI adn >•dt IE tBB Wt
Nirszrsr mssubetnl ix'k-PCwk+ds.A arrm,Pes.. kj _,.iartPr F.ttaeFtt.led n jrP"v rgrss+esnnHc ednstrx.sanfe.ya ale:i dns;nq.ro. ttposa a ts. roPadr. ee rn r.r a-q a.. awn,,I F lm n,.sma m Anthony T. Tomb. III, P.E. ael
ned C+- is m?U'N:. 4 F si7l.rdAdfi m,kF C*xn .Akr kep6nQ iwllmyP ,ia de ehd dtieQ ,fit Qf i'aatsl dcaa !A'1 IRe Hpoml a`I IPPntfl fieN d8 r. .s.lodet gkaelat. -p,' f I.t el H A{ 1 tls rs pe iiddid a 80083 Qdto41®
rP per eh..w-0.11atessr ed'a 1..iPC I VAn iplef dtkhUr, rcpe.tWh hh leat6Gikti,kti F.' WA arid- lixwdpit." iPl4knspasullief nl khesdlkLr.,P.i x,.ms k:p.p", en In Yaefa1rcn, odes 4451 St. Lucie Blvd, ede!winnfmNka;
aNatgraiHnkvi7 aN,Wp,ats-anNA liifm, sph9ixe 5sy lr him. ItAltHFort Pierce, FL 34946 oppight (`J YtIbAIlnafUssas
Ainhayi.Iamboill,li'L 11gadmixof this dornmin, inanyf.rm, is prohibited wilbetIt miiten permissie'.I'm A -I Ed basses Anthony I. lamb. ill: P.E.
Job Truss Truss Type Qty Ply RYAN HOMES / DORAL
A0076304
XR5DRB M4GE Monopitch Supported Gable 1 1
Job Reference o tional
Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com
LOADING(psf) SPACING- 2-0-0
TCLL 20.0 Plate Grip DOL 1.25
TCDL 10.0 Lumber DOL 1.25
BCLL 0.0 ' Rep Stress Incr YES
BCDL 10.0 Code FBC2014/TPI2007
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 3-10-12 oc
purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
7 = 155/3-10-12 (min. 0-1-8)
5 = 63/3-10-12 (min. 0-1-8)
6 = 143/3-10-12 (min. 0-1-8)
Max Horz
7 = 140(LC 9)
Max Uplift
7 = 13(LC 8)
5 = 40(LC 12)
6 = 186(LC 12)
Max Grav
7 = 155(LC 1)
5 = 73(LC 19)
6 = 220(LC 19)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
BOT CHORD
6-7=-284/227
WEBS
3-6=-268/171, 2-6=-282/353
NOTES-
1) Wind: ASCE 7-10; Vult=150mph (3-second gust)
Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
stun: I:I.M s /.b4 Uct / 201 b Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Tue May 23 15:04:09 2017 Page 1
I D:tdgFhvjEVYsgU3b_ jPYJ3cyu ESn-62Tj Wu8Fid4sDVZ3VL29aVJ6boAW73sSLwhVkBzDbXK
1-0-12F 8 3-10-12
1-0-12 -3- 3-74
8.00 12 1.5x4
1.5x4 11
3x4
1.5z4 3x4 1.5x4
CSI. DEFL. in loc) I/defl L/d PLATES GRIP
TC 0.17 Vert(LL) 0.00 1 n/r 90 MT20 244/190
BC 0.05 Vert(TL) 0.00 1 n/r 80
WB 0.11 Horz(TL) 0.00 5 n/a n/a
Matrix-P Weight: 28 lb FT = 0
2) Truss designed for wind loads in the plane of the
truss only. For studs exposed to wind (normal to the
face), see Standard Industry Gable End Details as
applicable, or consult qualified building designer as
per ANSI/TPI 1.
3) Plates checked for a plus or minus 0 degree
rotation about its center.
4) Gable requires continuous bottom chord bearing.
5) Truss to be fully sheathed from one face or securely
braced against lateral movement (i.e. diagonal web).
6) Gable studs spaced at 2-0-0 oc.
7) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
8) * This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
9) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 13 lb uplift at
joint 7, 40 lb uplift at joint 5 and 186 lb uplift at joint 6.
LOAD CASE(S)
Standard
WMaFt ftFESt'6rA h (ttksh } P S it6Si'i iED.r.EEFD2 ER4 $(Pz.f iu,E<i€d€a D'1:Ck?iiDW $( ht4, Rft}r ¢S A{A'16diti Wd tetf Hl PA ! tt i;e ISYik§ iP':895'Ft /,EPtr'. tAPei„Pi. }!f lK4 Skdkf0.T 1! U$f 8!MIn:k Sf#tl Fk'tF-PQ; Hh
i'tl;weztte (ltts tq;tc rsebli5e16inkrEci i. Fr s i;eiiace e.gett$p?tgEeu 'k,aaxfiGPmr ses xFtrfm:fz MadF -eui teyvaee 9e.Pmxt4drt fa rxt SaFdfxt gNLs F7 hdmk t {Pp oti sxtw iRl teMsiteE ,axpm,.4r#.¢s, s*hCes!
aaFtfdnnr ,itro.3=auq rf:Ea,aw.dr. ^tt •fietedaf$,tayzt,«pa,araftuen nF [,tF sx tkd «ifq;FaFF,a:eii ikgNtrd m 1 kE ,tu dtx- i s - admw:sat
Anthony T.
80083
li , P.E.
i r ask€FEet.,xs riErYSt-SP83F.ham; ^, mtra":ata sa awwroaerrpr-tsm Es r et+a ttdaxets atfrrans reEeusatr rr,ta ieaFtm m S ruPtF.r rx,ut;tltnerztssFzy,t,:,e,tueamF+rs.iut -
eF;tet m*i'dxe"WO q tw...4ot4 d,PFran,3'oki.4,Ins nssrEiw,is®JNoongUvier,aE."!"rwFf,Ext; can ite iof, A$ u""alU e. Fn e. OW a U!i. 4451 St. Lucie Blvd,
Fort Pierce, FL 3s_946Coppripii2D18d-Itnofltzsses-kni6onyl.tam6e111,P.E. tepad... ithis dnmmcnGisany F3m,izpmhib6edwitkocl the writ;eeparmisxisafiemA-1Roof irxsses-Aa@P.1 axyl.tam4n111:
Job Truss Truss Type Oty Ply RYAN HOMES / DORAL
A0076305
XR5DRB MG7A Jack -Closed Girder 1 1
Job Reference o tional
Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com
NA
1
C3
0
Run: 13.040 s 7.64 Oct 7 2015 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Tue May 23 15:04:09 2017 Page 1
ID:tdg FhvjEVYsgU3b_jPYJ3cyuE5n-62Tj W u8Fid4sDVZ3 VL29aVJ3joOS7sBSLwh VkBzDbXK
8 4-9-0 -07-0-0
4-5-8 2-3-0
5.00 V2
44x4 = NAILED
J
4x8 11 6x6
THD26
JUS26
Or3i8 4-9-0
0-3-8 4-5-8 2-3-0
Plate Offsets (X Y)— 1:0-3-5 Edge] [2:0-2-8 0-1-8] 4 0-3-0 0-4-0] [5:0-4-12 0-2-01
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 0.35 Vert(LL) 0.04 5-7 999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.69 Vert(TL) 0.09 5-7 927 180
BCLL 0.0 Rep Stress Incr NO WB 0.92 Horz(TL) 0.02 4 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 Matrix -MP Weight: 37 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 3-8-4 oc
purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 8-5-5 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation quirie.
REACTIONS. (lb/size)
1 = 1144/0-3-8 (min. 0-1-8)
4 = 2199/Mechanical
Max Horz
1 = 138(LC 23)
Max Uplift
1 = 378(LC 8)
4 = 781(LC 8)
Max Grav
1 = 1144(LC 1)
4 = 2199(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-2165/703
BOT CHORD
1-8=-722/1969, 1-9=-726/1976,
5-9=-726/1976, 5-10=-726/1976,
4-10=-726/1976
WEBS
2-5=-799/2407, 2-4=-2681/985
NOTES-
1) Wind: ASCE 7-10; Vult=150mph (3-second gust)
Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft;
Cat. ll; 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 378 lb uplift at
joint 1 and 781 lb uplift at joint 4.
7) Use USP THD26 (With 16d nails into Girder &
NASD nails into Truss) or equivalent at 4-8-12 from
the left end to connect truss(es) B01G (1 ply 2x6 SP)
to front face of bottom chord.
8) Use USP JUS26 (With 10d nails into Girder & 10d
nails into Truss) or equivalent at 5-8-12 from the left
end to connect truss(es) B04 (1 ply 2x4 SP) to front
face of bottom chord.
9) Fill all nail holes where hanger is in contact with
lumber.
10) "NAILED" indicates 3-10d (0.148"x3") or 3-12d
0.148"x3.25') toe -nails per NDS guidlines.
11) 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, 14=-20
Concentrated Loads (lb)
Vert: 5=-1632(F) 8=-1 16(F) 9=-214(F)10=-833(F)
dW#ey BE fl1MA SFeM..fl.. }..S 11Ci$> $}}t $"-: EeAC§SC §i! 3ih-k:}§$ is A"P3I_Q=I i:Ka9 MAN §N:Y dS R§ tl9df'i aittti tf' a §[F tettb 1§k Tiwq§tt('["8f{if FiktAi R3S %3: r.}B1ltf. d:f $1PN k(Nt 5! l4it 8}N '.':IB :TH kC'd: 1
a la a Myf2lt : } d «ntlot leyf ua a et s e ym> a ,.y q tl f' , dw t£o xtsxt a. lxres6ht l a§N! § e.yeri h k fro i xt ei Sa y eymR r N t §nl. Na! yelp rnx, n y ewr s r§,, Anthony T. Tnmbo Ill, P.E. t
Im o,.smu s m rtkre§ ub,Nv..,fP.m ,:s NriyEN t t §ac N,e nN a m ids erc§;al a,nt t gpro-aes i are <tct ,..x to § =i ltr gtevrs uny} 480083 E.
N§t,tpr 9dteeattN lA azzs SN @iR14f r'4 lN j!£iUSr yedfl iaift raldCal6 Ai SgtSf k lEtl t3f}§tltl L'kd65 Pltfa 5Yl tlE tEh ENMIN yE5r41 yefM iN yfhe ,E 1l,pA.ts ISO lly AlS AP t'i32 ifii lt,.l[s. }Ef&fERa i„Wm ENN,eY1e5i 445t St rude Blvd. s:
kaK;.r>tM,.}ala att}earM lrldaffta x:td}tt l6 §'Ils:e3dtE1. 4te1 shng.Eylctsi N7 yi£eul ipffi,N Less:ymer.egi. Ndmyafnip. ;trpilss#1Nc!aff c;it NatH-! Fort Pierce, Ft 34946 topyriy£
i Gr: POIA kI aaol t§asses-Anlhssyl. €aslEa II6 P.€. £epeadwito 0 this damrn e, is aay lma: is prehibi}ad -i}haauhe rvi6ea pearissaa 5na} A-i 1441 basses-Aslhocyt. Trmb It, FL
Truss Truss Type Qiy Ply RYAN HOMES / DORAL
X MG7D Jack -Closed Girder 1 1
A0076306
At Q--1`T,-- C.wI.;- i , - ._
Job Reference o tional
y, wa run, o.ucu s Huy o i zu to t-nni: u.uzu s Aug J1 Lulb MI I eK Industries, Inc. Tue May 23 15:04:10 2017 Page 1
I D:tdgFhvjEVYsgU3bJPYJ3cyu E5n-aF 15kE8tTxgrf8F32ZO6isBnCIFsS5bZaQ3GdzDbXJ
3 8 3-11-1 7-0-0
0-3- 3-7-9 ' 3-0-15
5.00 V2
1
C
0
1.5x4 II
3x4 = 4
3x6 11 3x4 =
Q-3 8 3-11-1 7-0-0
0-3- 3-7-9 3-0-15
Plate Offsets (X,Y)- 1:0-6-14 0-1-4) [4:0-1-12 0-1-8i
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIPTCLL20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) 0.05 5-8 999 240 MT20 244/190TCDL10.0 Lumber DOL 1.25 BC 0.91 Vert(TL) 0.10 5-8 810 180
BCLL 0.0 ' Rep Stress Incr NO WB 0.36 Horz(TL) 0.02 4 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 Matrix -MP Weight: 32 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 4-4-3 oc
purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 8-4-14 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 = 958/0-3-8 (min. 0-1-8)
4 = 827/Mechanical
Max Horz
1 = 138(LC 8)
Max Uplift
1 = 300(LC 8)
4 = 315(LC 8)
Max Grav
1 = 958(LC 1)
4 = 827(LC 1) .
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-1308/384
BOT CHORD
1-9=-454/1207, 9-10=-454/1207,
5-10=-454/1207, 5-11=-454/1207,
4-11=-454/1207
WEBS
2-4=-1388/522, 2-5=-243/874
NOTES-
1) Wind: ASCE 7-10; Vult=150mph (3-second gust)
Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf, h=25ft;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope);
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 300 lb uplift at
joint 1 and 315 lb uplift at joint 4.
7) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 412
lb down and 150 lb up at 1-0-12, and 412 lb down and
150 lb up at 3-0-12, and 412 lb down and 150 lb up at
5-0-12 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, 4-6=-20
Concentrated Loads (lb)
Vert: 9=-412(F) 10=-412(F) 11=-412(F)
Aa+ug -Amt rsagJ iKira fte-Alt xilb5'•i;iEli.r";EtR4sf ..Pk BtU i•A45,kaE8 .D ei7 N0 i f.AT`W2 Yak t"F Wca#geatI'd w aass;-Ih';.asx {IDSwi-'f xII.II'eaaallGP;ldnxsn,4utMhie ssr tlar; rs tso urri ea iz TD xig
9 t4 atx#gLts t.iexsrBEn N TH has 10J. s[ s,pa.ghte s., .{!c lip {sgiteu .eunaasiMrprnsr!nxup tttb xtfe-ulaw,ue uP a;ptriti€h lce kr frtstg# sagitL.n i•hi€mGS SDDM aiu if€L ksig xa ghse t rq: xti s Wed:rd Anthony T. Teae r a ua E hapn .W:semi b m a .0 s «'•dat ae i ,g pc,hh a n ku, c hda a xa,Ni. t rrbo IN EEm{ae gperddb lbw ag rzh+ud#i s:.:ttiiiegigsq-1fm adFwar sM!kM ,tp¢€b:7rd 78JE183 4eMtgTeayxrtd{stfrsCer..isn,stl xiu Be C aN bef arnMw#isestac## ag 5a!titdattai irR. M3€isdds o aSKfe Maea?8gtt geasei gn(ar,. tH mats 3x rc;pvwrl+s uti sSGet rsc9ec rGas @s pGg;ettrs ans km s.ft-1ess alu*i;r &fired arsts r.1 clad e{uusx btflgea5es uttr€TStirgs3evpF zr.•r: NA StEeiiegssipu.ui7ss:lutn F ttruisFf aersiRg, t£no.ae4,Ee„snudam;{httfi. 4451 St,We. Blvd. Fort Pierce,
FL 34946 Copyrig&Ifi'P£!dA-{£riot l€tsses AnticxyLism6o III. P.L £epredudian aithis daemee?, is my {arse is pmb3itsd YSuxf ldewr7eee permiss shem A taei lrxsss3-Au@tsyi.te:de til: P.E.
Job Truss Truss Type Qty Ply RYAN HOMES / DORAL
A0076307
XR5DR8 VM3 Valley 2 1
Job Reference o tional
Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 13.040 s 7.64 Oct 7 2015 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Tue May 23 15:04:10 2017 Page 1
I D:tdgFhvjEVYsgU3bJ PYJ3cyuE5n-aF15kE8tTxCjrf8F32ZO61si NCW nsXlbZaQ3GdzDbXJ
01 8 3-0-0
0-3-8 2-8-8
0
0
2x4
5.00 12
1.5x4 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 0.10 Vert(LL) n/a n/a 999 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.05 Vert(TL) n/a n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a
BCDL 10.0 Code FBC2014ITP12007 Matrix-P Weight: 9 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 3-0-0 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 quide.
REACTIONS. lb/size)
1 = 84/2-11-6 (min. 0-1-8)
3 = 8412-11-6 (min.0-1-8)
Max Horz
1 = 43(LC 12)
Max Uplift
1 = 21(LC 12)
3 = 39(LC 12)
Max Grav
1 = 84(LC 1)
3 = 84(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=150mph (3-second gust)
Vasd=116mph; TCDL=S.Opsf; BCDL=S.Opsf; h=25ft;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) 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) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 21 lb uplift at
joint 1 and 39 lb uplift at joint 3.
LOAD CASE(S)
Standard
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keE+e wErs<ssay:sEnaEadelo[reiEIIda.at a E{uea;+.ErEv ersEII..csr{us sexSEAa:fe{ie(aamiul„Ex{,.ryEc:+ie,E«ru 4:.at+Sa E,raxea nEt3 ai mEEiEeE f.+s eEi(.:iEE}eAa rez+rottim „ntionyT.Tembolit,P.E.
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10.*0 W—d (ww"'.t .semttFe rEfea nfa+'*f:g s:nEssnemuxq(xmr it ns(€dka(,ra E'iar ece slafaftF fE w€n{+s"•Ei wtaM.r-#',fE: #E regrf.frmE. EfEA.tiEsdnet+Sssfi eE: rn .lk;tr; +.E,tff::ks +aa,u.EcieSS 1 4451 St, I ude Blvd.
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Job Truss Truss Type Qty Ply RYAN HOMES / DORAL
A0076308
XRSDRB VMS Valley 2 1
Job Reference o tional
rw i a ruaa via rice o4a4o, uesiynti d ! lrUss.GUM Run: 13.041J s /.04 VGr / 2u1 o F nnC 8.1.121.1 s Aug 31 2U16 MI I ek Industries, Inc. Tue May 23 15:04:11 2017 Page 1
ID:tdgFhvjEVYsgU3bJ PYJ3cyuE5n-2RbUxa9V EEKaTpjRdm4dfwOOxcpbb_?IOEAco3ZDbXl
p-3-$ 5-0-0
3- 4-8-8
I.
41
a
0
2x4
1.5x4 II
5.00 12 2
3
1.5x4 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 0.43 Vert(LL) n/a n/a 999 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.20 Vert(TL) n/a n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 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. (lb/size)
1 = 164/4-11-6 (min. 0-1-8)
3 = 164/4-11-6 (min. 0-1-8)
Max Horz
1 = 83(LC 12)
Max Uplift
1 = 41 (LC 12)
3 = 75(LC 12)
Max Grav
1 = 164(LC 1)
3 = 164(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=150mph (3-second gust)
Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft;
Cat. 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.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 41 lb uplift at
joint 1 and 75 lb uplift at joint 3.
LOAD CASE(S)
Standard
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I
JANUARY 17, 2017
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE. FL 34946
772409-1010
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 End Jack's
w/ (4) 16d Toe Nails @ TC
3) 16d Toe Nails @ BC
Attach King Jack w/ (3) 16d Toe
Nails @ TC & 24" Strap w/ (6)
10d x 1.5" ea. end @ BC
1
10
0
ti
ttach Corner Jack's
r/ (2) 16d Toe Nails
@ TC & BC (Typ)
Attach Corner Jack's
w/ (2) 16d Toe Nails @ TC &
BC (Typ)
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C
January 17, 2017 I TYPICAL HIP / KING JACK CONNECTION I STDTL02
MIAMI-DADE CORNERSET 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.
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772409-1010
Attach King and End Jack's
w/ (1) LSTA12 Twist Strap @ TIC w/ (10)
10d Nails Min. Per Strap and (3) 16d
Toe Nails
NOTE: IN ADDITION TO STRAPPING
TOENAIL BOTH CHORDS OF CORNER
JACKS TO CARRYING MEMBER PER THE
FOLLOWING SCHEDULE:
2X4: (2) 16d Toe Nails
2X6: (3) 16d Toe Nails
LSTA12 TWIST STRAP W/ MIN. (10
MANUFACTURER'S RECOMMENDE
JACK/CORNER JACK (TYP.)
0
r`
Attach King and End Jack
w/ (1) HJC26 Hanger on BC.
Attach Corner Jacks
w/ (1) LSTA12 Twist Strap @
C and BC (Typ) w/ (10) 10d
Nails Min. Per Strap
HIP OR KING JACK (TYP.)
NOTE: CONNECTION DESIGNED IN
ACCORDANCE WITH FBC 2321.6-2321.7
PROVIDING METAL STRAPPING (FLORIDA
APPROVED PRODUCT) TO RESIST MIN.
700LB UPLIFT AT ALL CONNECTIONS IN
HVHZ
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8-
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iaAfom9v Ill,U; 9epta%vcim: aft;is decnmeo5 inayiarm.isp<c iEeimifAanttke,rrliba paraiits:ahemA 1JIMfimns AaMnJ ledi k"lg'E_.
FEBRUARY 17, 2017 1 ALTERNATE GABLE END BRACING DETAIL 1 STDTL03
a f
ww. e
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD
1' - 3' MAX.
DIAL. BRACE
AT 1/3 POINTS
IF NEEDED
IT IS THE RESPONSIBILITY OF THE BLDG.
DESIGNER OR THE PROJECT ENGINEER/ARCHITECT
TO DESIGN THE CEILING IAPHRAGM AND ITS
ATTACHMENT TO THE TRUSSES TO RESIST ALL
OUT OF PLANE LOADS THAT MAY RESULT FROM
THE BRACING OF THE GABLE ENDS.
HORIZONTAL BRACE
SEE SECTION A -A)
TRUSSSES @
r 24' O.C.
2X6 DIAGONAL BRACE SPACED 48'
O.C. ATTACHED TO VERTICAL WITH
4) - 16d NAILS, AND ATTACHED TO
BLOCKING WITH (5) - 10d COMMONS.
NAIL DIAGONAL BRACE TO
PURLIN WITH TWO 16d NAILS.
2X4 PURLIN FASTENED TO FOUR
TRUSSES WITH (2) - 16d NAILS
EACH. FASTEN PURLIN TO BLOCKING
W/ (2) - 16d NAILS (MIN.).
PROVIDE 2X4 BLOCKING BETWEEN
THE TRUSSES SUPPORTING THE
BRACE AND THE TWO TRUSSES ON
EITHER SIDE AS NOTED. TOENAIL
BLOCKING TO TRUSSES WITH (2) -
10d NAILS AT EACH END. ATTACH
DIAGONAL BRACE TO BLOCKING WITH
5) - 10d COMMON WIRE NAILS.
END WALL CEILING SHEATHING
BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES
STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED:
METHO 1: ATTACH A MATCHING GABLE TRUSS TO THE INSIDE FACE
OF THE STRUCTURAL GABLE AND FASTEN PER THE
FOLLOWING NAIL SCHEDULE.
METHOD 2: ATTACH 2X_ SCABS TO THE FACE OF EACH VERTICAL
MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING
NAILING SCHEDULE. SCABS ARE TO BE OF THE SAME SCAB ALONG
SIZE, GRADE, AND SPECIES AS THE TRUSS VERTICALS. VERTICAL
NAILING SCHEDULE:
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 1 ARE VALID
AND ARE TO BE FASTENED TO THE SCABS OR
VERTICAL STUDS OF THE STANDARD GABLE TRUSS
ON THE INTERIOR SIDE OF THE STRUCTURE.
UKAL
TRUSS
CTI In
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 DETAIL IS TO BE USED ONLY FOR/
STRUCTURAL GABLES WITH INLAYED
STUDS. TRUSSES WITHOUT INLAYED
STUDS ARE NOT ADDRESSED HERE.
STANDARD GABLE /
TRUSS
FEBRUARY 17, 2017
STANDARD PIGGYBACK TRUSS
STDTL04
CONNECTION DETAIL
THIS DETAIL IS APPLICABLE FOR THE FOLLOWING WIND CONDITIONS:
ASCE 7-98, ASCE 7-02, ASCE 7-05, ASCE 7-10 WIND STANDARDS UNDER ALLA-1 ROOF TRUSSES ENCLOSURE AND EXPOSURE CONDITIONS AS LONG AS NO UPLIFT EXCEEDS 377
4451ST.LUCIE BLVD. LBS. REFER TO ACTUAL PIGGYBACK TRUSS DESIGN DRAWING FOR UPLIFTS.
FORT PIERCE, FL 34946
772-409-1010
NOTE: THIS DETAIL IS VALID FOR ONE PLY TRUSSES SPACED 24' O.C. OR LESS.
PIGGYBACK TRUSS
REFER TO ACTUAL TRUSS DESIGN DRAWING FOR
ADDITIONAL PIGGYBACK TRUSS INFORMATION.
N\
SPACE PURLINS ACCORDING TO THE MAXIMUM
SPACING ON THE TOP CHORD OF THE BASE
TRUSS (SPACING NOT TO EXCEED 24' O.CJ
A PURLIN TO BE LOCATED AT EACH BASE TRUSS JOINT.
ATTACH PIGGYBACK TRUSS TO THE BASE TRUSS WITH 3' 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 0.5' X
0.099') NAILS IN EACH PLATE TO ACHIEVE A MAXIMUM
UPLIFT CAPACITY OF 377 LBS. AT EACH 3' 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.
FEBRUARY 17, 2017
arr..
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
SE
TRUSS
OF 10d
VALLEY TRUSS
TYPICAL)
TRUSSED VALLEY SET DETAIL - SHEATHED
GABLE ENO,
COMMON TRUSS, OR
GIRDER TRUSS
DETAIL A
GENERAL SEPCIFICATIONS:
STDTL05
1. NAIL SIZE = 3' X 0.131' = 10d
2. WOOD SCREW = 45' WS45 USP OR EQUIVALENT.
3. INSTALL SHEATHING TO TOP CHORD OF BASE TRUSSES.
4. INSTALL VALLEY TRUSSES (24' O.C. MAXIMUM) AND SECURE
TO BASE TRUSSES AS PER DETAIL 'A'.
5. BRACE VALLEY WEBS IN ACCORDANCE WITH THE
INDIVIDUAL DESIGN DRAWINGS.
6. NAILING DONE PER NOS - 01.
7. VALLEY STUD SPACING NOT TO EXCEED 48. O.C.
BASE TRUSSES
WIND ESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH
WIND DESIGN PER ASCE 7-10: 160 MPH
MAX MEAN ROOF HEIGHT = 30 FEET
ROOF PITCH = MINIMUM 3/12 MAXIMUM 6/12
CATERGORY II BUILDING
EXPOSURE C
WIND DURATION OF LOAD INCREASE:1.60
MAX TOP CHORD TOTAL LOAD = 50 PSF
MAX SPACING = 24' O.C. (BASE AND VALLEY)
MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES.
ATTACH 2X4 CONTINUOUS #2 SYP TO
THE ROOF W/ TWO USP WS45 (1/4' X
4.5') WOOD SCREWS INTO EACH BASE
TRUSS.
FEBRUARY 17, 2017
s
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVO,
FORT PIERCE, FL 34946
772-409-1010
SE
TRUSS
OF 10d
TRUSSED VALLEY SET DETAIL
GABLE END,
COMMON TRUSS, OR
GIRDER TRUSS
STDTL06
GENERAL P IFICATION
1. NAIL SIZE = 3' X 0.131' = IOd
2. WOOD SCREW = 3' WS3 USP OR EQUIVALENT.
DO NOT USE DRYWALL OR DECKING TYPE SCREW.
3. INSTALL VALLEY TRUSSES (24' O.C. MAXIMUM) AND SECURE
PER DETAIL 'A'.
4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE
INDIVIDUAL DESIGN DRAWINGS.
5. BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING
EQUIVALENT TO THE RAKE DIMENSION OF THE VALLEY
TRUSS SPACING.
6. NAILING DONE PER NOS - OL
7. VALLEY STUD SPACING NOT TO EXCEED 48' O.C.
II II II II 11 n 11 II II II
I I 11II 11II IIII IIII IIII 1111 I jl
II IIII III IIII II II 11II 11 I11
11 11 11 11 11 IIII
II II
II II
I I I
1
111 IIII II11 11II 1111 IIII
1 I
II II II 11
II II 1
VALLEY TRUSS
1j BASE TRUSSES
TYPICAL) li
CO
NO SHEATHING) N.T.S.
P F2VALLEY TRUSS TYPICAL)
SEE
DETAIL 'A' BELOW (
TYP.) GABLE
ENO, 1MON
TRUSS, OR GIRDER
TRUSS WIND
DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05:146 MPH WIND
DESIGN PER ASCE 7-10: 160 MPH MAX
MEAN ROOF HEIGHT = 30 FEET ROOF
PITCH = MINIMUM 3/12 MAXIMUM 6/12 CATERGORY
II BUILDING EXPOSURE
C WIND
DURATION OF LOAD INCREASE:1.60 MAX
TOP CHORD TOTAL LOAD = 50 PSF MAX
SPACING = 24' O.C. (BASE AND VALLEY) MINIMUM
REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES. ATTACH
2X4 CONTINUOUS #2 SYP TO THE
ROOF W/ TWO USP WS3 (1/4' X 3') WOOD
SCREWS INTO EACH BASE TRUSS.
SSE VALLEY SET DETTRUHGHDWNDVELOCITY)
AIL
FEBRUARY 17, 2017 STDTL07
A-1 ROOF TRUSSES
4451 ST_ LUCIE BLVD.
FORT PIERCE, FL 34946
7'72-409-1010
ATTACH
TRUSSES WITI•
WIND DESIGN PER ASCE 7-98,
WIND DESIGN PER ASCE 7-10:
MAX MEAN ROOF HEIGHT = 30 F
CATERGORY II BUILDING
EXPOSURE B OR C
WIND DURATION OF LOAD INCRE,
MAX TOP CHORD TOTAL LOA = .emu r v
MAX SPACING = 24' D.C. (BASE AND VALLEY)
SUPPORTING TRUSSES DIRECTLY UNDER VALLEY TRUSSES MUST
BE DESIGNED WITH A MAXIMUM UNBRACEO 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.
NON —BEVELED
BOTTOM CHORD
FOR BEVELED BOTTOM
CHORD, CLIP MAY BE
APPLIE TO EITHER FACE.
CLIP MAY BE
APPLIED TO THIS
FACE UP TO A NON —BEVELED
MAXIMUM 6/12 PITCH BOTTOM CHORD
o
o0
CLIP MUST BE APPLIED
TO THIS FACE WHEN
PITCH EXCEEDS 6/12
MAXIMUM 12112 PITCH)
I
FEBRUARY 17, 2017
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
STANDARD GABLE END DETAIL
TYPICAL 2X4 L-BRACE
NAILED TO 2X4 VERTICALS
W/lOd NAILS, 6' O.C.
VERI
STUD
SECTION B-B
TRUSS GEOMETRY AND CONDITIONS
SHOWN ARE FOR ILLUSTRATION ONLY.
STDTL08
VERTICAL 2X6 SP OR SPF
STUDP2X4
2 DIAGONAL
BRACE
4) - 16d
NAILS16d NAILS
SPACED 6' O.C.
2l IOd NAILS
INT 2X62X6 SP OR
SPF #2
2X4 SP OR
SPF #2L HORIZONTAL
NAILED TO
RTICALS
SECTION A -A W/(4) - 10d NAILS
DIAGONAL BRACE 4' - 0' O.C. MAX.
SEE INDIVIDUAL ENGINEERING RAWINGS
FOR TRUSS DESIGN CRITERIA.
12 PROVIDE 2X4 BLOCKING BETWEEN
THE FIRST TWO TRUSSES AS NOTED. A VARIES TO COMMON TRUSS TOENAIL BLOCKING TO TRUSSES
WITH (2) - IOd NAILS AT EACH ENO.
ATTACH DIAGONAL BRACE TO
A BLOCKING WITH (5) - 10d NAILS
4) 8d NAILS MINIMUM, ROOF3X4= PLYWOOD SHEATHING TO SHEATHING2X4STDSPFBLOCK
v
DIAGONAL BRACING ** L - BRACING REFER
REFER TO SECTION A -A TO SECTION B-B 24' MAX.
NOTE:
1. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 2) - 10d2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE ENO TRUSS AND WALL TO 12' MAX. X NAILS
BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT.
3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG.
ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF
SYSTEM.
4. L' BRACES SPECIFIED ARE TO BE FULL LENGTH, SPF OR SP #3 OR
BETTER WITH ONE ROW OF IOd NAILS SPACED 6' O.C. 3/ TRUSSES @ 24' O.C. S. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAGM
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 MIOSPAN OF THE LONGEST GABLE STUD. ATTACH TO VERTICAL GABLE TO VERTICAL WITH (4) -
STUOS WITH (3) IOd NAILS THROUGH 2X4 (REFER TO SECTION A -A) 16d NAILS, AND ATTACHED
7. GABLE STUD DEFLECTION MEETS OR EXCEEEOS L/240. TO BLOCKING WITH (5) -
B. 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 0.131'X3.5' COMMON WIRE NAILS HORIZONTAL BRACERESPECTIVELY. SEE SECTION A -A)
11. SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-12
BY SPIB/ALSC.
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 #31STUD 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 5-4-12 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 3-14 3-11.3 6-2-9 9-3-13
It UTAVUNAL BRACES OVER 6' - 3' REQUIRE A 2X4 T-BRACE ATTACHED TO ONE
EDGE. DIAGONAL BRACES OVER 12' - 6' REQUIRE 2X4 I -BRACES ATTACHED TO
BOTH EDGES. FASTEN T AND I BRACES TO NARROW EDGE OF DIAGONAL BRACE
WITH 10d NAILS 6' O.C., WITH 3' MINIMUM END DISTANCE. BRACE MUST COVER
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.
END WALL
FEBRUARY 17, 2017
T-BRACE / I -BRACE DETAIL I STDTL09
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.
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
NAILING PATTERN
T-BRACE SIZE NAIL SIZE NAIL SPACING
2X4 OR 2X6 OR 2X8 10d 6" O.C.
NOTE: NAIL ALONG ENTIRE LENGTH OF T-BRACE / I -BRACE (ON
TWO-PLY TRUSSES NAIL TO BOTH PLIES)
NAILS
BRACE SIZE FOR ONE -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
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 NAILS
WEB
NAILS WEB
I -BRACE T-BRACE
SECTION DETAILS
FEBRUARY 17, 2017 LATERAL BRACING RECOMMENDATIONS I STDTL10
TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS,
2XG ''STRONGBACK' IS RECOMMENDED, LOCATED EVERY 8 TO 10 FEET
ALONG A FLOOR TRUSS.
NOTE 1: 2X6 STRONGBACK ORIENTED VERTICALLY MAY BE POSITIONE DIRECTLY UNDER THE
TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD, SECURELY FASTENED TO THE TRUSS USING ANY
A-1 ROOF TRUSSES OF THE METHODS ILLUSTRATED BELOW.
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946 NOTE 2: STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE772-409-1010
BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUS
FROM END TO END, CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR, AND PROPERLY
CONNECTED, BY OTHERS, AT THE ENDS.
INSERT W000 SCREW THROUGH
OUTSIDE FACE OF CHORD INTO
EDGE OF STRONGBACK (00 NOT
USE METAL FRAMING ATTACH TO VERTICAL ATTACH TO VERTICAL USE DRYWALL TYPE SCREWS)
ANCHOR TO ATTACH WEB WITH (3) - 10d SCAB WITH (3) - 10d
r
TO TOP CHORD NAILS (0.131' X 3') NAILS (0.131' X 3').
I
ATTACH
NAILS (0.13VERTICAL
dLWEBBLOCKING
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' DIA.) 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 (0.131' X 3') EQUALLY
SPACED. ALTERNATE
METHOD OF SPLICING: OVERLAP
STRONGBACK MEMBERS A MINIMUM OF 4' - 0' AND FASTEN WITH (12) - 10d
NAILS (0.131' X 3') STAGGERED AND EQUALLY SPACED (TO BE USED ONLY WHEN
STRONGBACK IS NOT ALIGNED WITH A VERTICAL). BLOCKING
BY
OTHERS)
FEBRUARY 17, 2017 1 LATERAL TOE -NAIL DETAIL I STDTL11
NOTES:
1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 45° WITH THE MEMBER
AND MUST HAVE FULL WOOD SUPPORT (NAIL MUST BE RIVEN
THROUGH AND EXIT AT THE BACK CORNER OF THE MEMBER END AS
I SHOWN).
e 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL
BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD.
A-1 ROOF TRUSSES
3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO
4451 ST, LUCIE BLVD. SPECIES FOR MEMBERS OF IFFERENT SPECIES.
FORT PIERCE. FL 34946
772409-1010
TOE -NAIL SINGLE SHEAR VALUES
PER NOS 2001 (LB/NAIL)
OIA SP OF HF SPF SPF-S
131 88.0 80.6 69.9 68.4 59.7
z 135 93.5 85.6 74.2 72.6 63.4
0J
n
ri
162 108.8 99.6 86.4 84.5 73.8
128 74.2 67.9 58.9 57.6 50.3
zZ0J 131 75.9 69.5 60.3 59.0 51.1
in 148 81.4 74.5 64.6 63.2 52.5
N
rM
THIS DETAIL IS ONLY APPLICABLE TO
THE THREE ENO DETAILS SHOWN BELOW.
VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY.
SIDE VIEW
2X3) 2 NAILS
NEAR SIDE
NEAR SIDE
VALUES SHOWN ARE CAPACITY PER TOE -NAIL.
SIDE VIEW
APPLICABLE URATION OF LOAD INCREASES MAY BE APPLIED. (2X4) 3 NAILS
EXAMPLE: NEAR SIDE
3) - 16d NAILS (0162' OIA. X 3.5') WITH SPF SPECIES BOTTOM CHORD
NEAR SIDE
FOR LOAD DURATION INCREASE OF 1.15: 1/ N3 (NAILS) X 84.5 (LB/NAIL) X 1.15 (OOL) = 291.5 LB MAXIMUM CAPACITY NEAR SIDE
ANGLE MAY
VARY FROM
30" TO 60"
45.00'
ANGLE MAY
VARY FROM
30" TO 60"
45.00'
SIDE VIEW
2X3) 2 NAILS
NEAR SIDE
NEAR SIDE
NEAR SIDE
NEAR SIDE
ANGLE MAY
VARY FROM
30` TO 60°
45.00°
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 EE USED FOR A CONNECTION
RESISITING UPLIFT FORCES ONLY. BUILDING DESIGNER
IS RESPONSIBLE FOR LOADS IN OTHER DIRECTIONS.
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.
TOE -NAIL WITHDRAWAL VALUES
PER NOS 2005 (LB/NAIL)
DIA. SP DF HF SPF SPF-S
L7
131 59 46 32 30 20z
O
J
135 60 48 33 30 20
LQ
1) 162 72 58 39 37 25
J
2
F_
0 128 54 42 28 27 19
z
Z
O
J
131 55 43 29 28 19
LL1
148 62 48 34 31 21J
Lo
J N
Q M
Z
120 51 39 27 26 17
0
Z
0
128 49 38 26 25 17
131 51 39 27 26 17
J
148 57 44 31 28 20
VALUES SHOWN ARE CAPACITY PER TOE -NAIL.
APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED.
EXAMPLE:
3) - 16d NAILS (0.162' DIA. X 3.5') WITH SPF SPECIES TOP PLATE
FOR WINO OOL OF 1.33:
3 (NAILS) X 37 (LB/NAIL) X 1.33 (COL FOR WIND) = 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 WINO
IF THE UPLIFT REACTION SPECIFIED ON THE TRUSS DESIGN DRAWING EXCEEDS 147 LEIS (177 LBS) BUILDING
DESIGNER IS RESPONSIBLE TO SPECIFY A DIFFERENT CONNECTION.
USE (3) TOE -NAILS ON 2X4 BEARING WALL
xxx USE (4) TOE -NAILS ON 2X6 BEARING WALL
NEAR SIDE
FAR S1
SIDE VIEW
3E
TOP PLATE
OF WALL
VIEWS SHOWN ARE FOR
ILLUSTRATION PURPOSES ONLY
END VIEW
L
NAIL
NAIL
FEBRUARY 5, 2016
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
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.
TYPICAL ALTERNTEApril11, 2016 I FO EXTERIOR FLAT GIR EIR TRUSSIL I STDTLI4
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVO,
FORT PIERCE, FL 34946
772-409-1010
4) 12d
TRUSS 2411 O.C.
UPLIFT CONNECTION
SEE ROOF TRUSS)
r!
a
EXTERIOR FLAT
GIRDER
m
12
VARIES
4) 12d
MAX 30" (2'-611)
2x6 #2 SP (Both Faces)
24" O.C.
SIMPSON H5
s"svA,
FEBRUARY 17, 2017
STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS, AND STDTL15DAMAGEDORMISSINGCHORDSPLICEPLATES
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
NOTES:
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' DIA. X 3').
STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 2' O.C. SPACING IN
THE MAIN MEMBER. USE A MIN. 3' MEMBER ENO DISTANCE.
THE LENGTH OF THE BREAK (C) SHALL NOT EXCEED 12'. (C=PLATE LENGTH FOR SPLICE REPAIRS)
THE MINIMUM OVERALL SCAB LENGTH REQUIRED (L) IS CALCULATED AS FOLLOWS: L = (2) X + C
10d NAILS NEAR SIDE
10d NAILS FAR SIDE
ILI
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
1. THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN. THIS REPAIR
DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE
TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN
THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF
SUPPORTING THE LOADS INDICATED.
2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR
AND HELD IN PLACE DURING APPLICATION OF REPAIR.
3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID
UNUSUAL SPLITTING OF THE WOOD.
4. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID
LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES.
5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY.
6. THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS.
FEBRUARY 17, 2017
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
SCAB APPLIED OVERHANGS
TRUSS CRITERIA:
LOADING: 40-10-0-10
DURATION FACTOR: 1.15
SPACING: 24' O.C.
TOP CHORD: 2X4 OR 2XG
PITCH: 4/12 - 12/12
HEEL HEIGHT: STANDARD HEEL UP TO 12' ENERGY HEEL
END BEARING CONDITION
NOTES:
1. ATTACH 2X-SCAB (MINIMUM #2 GRADE SPF, HF, SP, OF) TO ONE FACE OF TRUSS
WITH TWO ROWS OF 10d COMMON WIRE NAILS C.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 12/12 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
STDTL16
a • O ''
TRUSSES
A FLORIDA CORPORATION
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 -1995 — "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.
1 2) 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.AItruss.com
US P
STRUCTURAL
CONNECTORS'
A MiTek' Corrivdity
Haneers
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
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) - 10d (Joist)
11-
0510.01,
RR 25779
LU516 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) - lod (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) -15d (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) - lad 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)
t,
US P
STRUCTURAL
CONNECTORS`
AMiTek Cornpdny
Haneers
Allowable Load (Ibs)
DF-L/SP LSL LVL PSL SPF I -JOIST
USP 160%
Label Stock No. Code Reports 100% 115% 125% Uplift 100% 100% 100% 100% 100% Fastener Schedule
T5 THD26-2 1781, 2540 2920 317S 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) -16d (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
HHUS28-1 4210 4770 5140 2000 22) -16d (Face)
8) - 16d (Joist)
HTU28-2 3820 4340 4680 3485 25) - 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
HHUS46 2790 3160 3410 1550 14) - 16d (Face)
6) - 16d (Joist)
us
STRUCTURALNo / CONNECTORS,
A IIifek' 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
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) -16d (Joist)
T10 THDH26-2 1881, 3915 4505 4795 2235 20) - 16d (Face)
FL821.75, 8) - 10d (Joist)
06-
0921.05,
RR 25779
13116-R
HGUS25-2 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
HGUS28-2 7460 7460 7460 3235 35) - 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
HGUS28-3 7460 7460 7460 3235 36) - 16d (Face)
12) - 16d (Joist)
V
Fastener Comoarison Table
Connector Schedule
Group Label USP Stock No Required Fasteners Reference No Required Fasteners
4) - 10d (Header) 4) - IOd (Header)
Tl JUS24 LUS24
2) - 10d (Joist) 2) - 1Od (Joist)
4) - 1Od (Header) 4) - 10d (Header)
T2 JUS26 LUS26
4) - 10d (Joist) 4) - IOd (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) - 10d (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) - 1Od x 1-112 (Carried Member) 18) - 16d (Face)
12) - 10d 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)
us p
STRUCTURAL
CONNECTORS' 41%;0A MiTek'Company
REPAIR REQUESTS
When sending in repair requests, please use engineering sheets to describe issue or damage, and email to design@altruss.com.
NOTE: It is appreciated if actual pictures of the damage or problem are included with the engineering sheet, but pictures by themselves are usually not very
helpful. Engineering sheets with the damage or issue noted are required.
1. If there are any special circumstances (sheeted, trades in, etc.) please make sure you note it on the drawing or email request.
2. We cannot provide sealed drawings for "field built" trusses.
2. See details below.
BREAKS t :c H Yt_S to, s
tI T- t1O4°ED BFkPi it COnJ^!'iC'h
3x3 = ` rP = . 3x3 I I
3 4 - 6
i
avz `! _
i
20 -
1.50 11
TRUSS MODIRCATION -
i
3x4 1 5x4 11 1.5x4 11 5x6 =
7 8_ 10 11 12 =
i .... .... _ %.. ....._.82.. _ _ ..
I
s
19 -1e 17 16 15 _ _14
1,5x4 11 - i 2" 3x6 3x6 FP= 3x4 = _ -3x3 = _-_ - - 4x6 =
TOLG GPdID'
VIBER SPLI F D;
f MISSING
PIECE: fi `& 3x4
3x6 -
5 5x4_ -_-
4 W2 -=
Note: Trusses are designed for SHINGLE material. Notify Truss manufacturer if material is other than shingle.
yr w
8`
1' 0 3/4" a"
FASCIA 257,
HIP LINE 102 ,
ALLEY LINE 27 n
UNLESS NOTED OTHERWISE) -
VCR -
NOTE: ALL CEILING DROPS BELOW BEAM ARE _ -
BY BUILDER (UNLESS NOTED OTHERWISE)
NIQTE: THIS TRUSS PLACEMENT DIAGRAM IS TO -
SHOW TRUSS I.D. AND TRUSS LOCATION ONLY.
THE BUILDING DESIGNER IS REPSONSIBLE FOR THE a
STRUCTURAL STABILITY OF THE ENTIRE STRUCTURE. E
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
a vo eae
REPRESENTS THE LEFT SIDE OF
EACH TRUSS DRAWING79 e E e v
1U524 H; THD46
B) JU526 1 MSH422 am
v THD26 MU526
OD THD28
OE THD26-2
OF THD29-2
JUS46
HANGER BY BUILDER
LOADING ROOF FLOOR WIND LOAD
a ¢
LIVE LOAD 20 40 ASCE 7-10 r _a _ _
c=i DEAD LOAD 10 10 150 MPH EXP C
e -
o LIVE LOAD 10- 0 CATEGORY II
m
mo tea_
csi DEAD LOAD 10 5 ENCLOSED- E v
TOTAL LOAD 40 55 FBC-2014
z DURATION FACTOR 125 100 TPI-2007
REV DATE BY REMARKS-
01 12/09/2016 JT REVISED STAIR OPENING o
02 02/14/2017 IT ADDED BRG ADJACENTTO STAIRS PER PLAN - - c
E
It is understood that above - ' -
conditions have been reviewed APPROVED _ o -
are acceptable for the m - "
m -
2 -
fabrication at trusses, APPROVED AS NOTED a e
elevations,pitches, Overhangs, REVISE AND RESUBMIT o
s
a -
fascias,ceiling _ _ - - -
elevations/pitches, bearing REJECTED _ _ _ -
conditions & all detail pertaining - - -
to this truss placement plan. No _ __ _
back charges will be accepted =
m
without previous written
DATE - _
approval from an A-1 Roof - _ _ -
Trusses representative. REVIEWED BY s _ E v e s m E
PLAN DATE ARCH:--J--/---- STRUCT:--/--/-- s
CUSTOMER RYAN HOMES
m =
JOB NAME !. DORAL"B"-C4940FRIGHT
E —
OPTION(S) - _ = 3 r -
COMMNTY-
LOT # m
BLDG - BLDG-
TYPE # -
s - = -
JOB It - :MASTER %RDRB-
zm _
o - o _
DRAWN ; SCALE 3
DATE 07` 27/2016 -- -- - -- - a
J7 X.T.S. ems-=
A-1! ROOF'jot - TRUSSES
A FLORIDA CORPORATION 10 a -
Ph 772-409-1010/ Fax 772-409-1015
RECORD COPY
City of Sanford
Building and Fire Prevention
Product Approval Specification Form
17-331
Permit #
Project Location Address
q!F0 —ID
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 15000.2/15000.3
Sliding Ply Gem 4780 FL 14634-R1
Sectional Wayne Dalton 9100 9174-119
Roll Up Therma Tru Benchmark 15225.2
Automatic
Other
2. Windows
Single Hung Ply Gem 3753 14743-R1
Horizontal Slider
Casement
Double Hung
Fixed Alenco 705 FL 12983.1
Awning
Pass Through
Projected
Mullions Ply Gem 3700 15264
Wind Breaker
Dual Action
Other
June 2014 1
Category/Subcategory Manufacturer Product
Description
Florida Approval #
including decimal)
3. Panel Walls
Siding
Soffits Aluminum Coils Vented Alum12194-R1
Storefronts
Curtain Walls
Wall Louver
Glass block
Membrane
Greenhouse
E.P.S Composite
Panels
Other
4. Roofing Products
Asphalt Shingles Certain Teed XT-25/Landmark 5444-R4
Underlayments
Roofing Fasteners
Nonstructural
Metal Roofing
Wood Shakes and
Shingles
Roofing tiles
Roofing
Insulation
Waterproofing
Built up roofing
System
Modified Bitumen
Single Ply Roof
Systems
Roofing slate
Cements/
Adhesives /
Coating
Liquid Applied
Roofing Systems
Roof Tile
adhesive
Spray Applied
Polyurethane
Roofing
E.P.S. Roof
Panels
Roof Vents
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
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
11oo,rz—
WA0 11
THERMA TRU DOORS
1 1 B INDUSTRIAL ON.., EDUERTDN, OH 4351 7
Smooth -Star" and "Benchmark by Therma-Tru"
6'8" SINGLE AND DOUBLE OPAQUE OR GLAZED PANELS
W/ & W/OUT SIDELITES
INSWING / OUTSWING
INSULATED FIBERGLASS DOOR WITH WOOD FRAMES
General Notes
1. This product anchoring drawing has been developed in compliance with the 5th Edition
2014) Florida Building Code (FBC) excluding the "High Velocity Hurricane Zone". See the
Certification Agency Certificate for sizes, specifications and ratings.
2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment
to base material shag be beyond wall dressing, stucco, foam, brick and other wall
coverings.
3. Wood screws shall be installed following installation instructions of ANSI/AF&PA NDS 2012.
All other fastener types to be Installed following fastener manufaciurer's Installation
instructions.
4. Fastener embedment depths, edge distances and center -center distances shall be as
specified by the fastener manufacturer but in no instance shall they be less than shown in
this drawing.
5. Where shims are used, they must be a "rigid / stiff' material that complies with the
requirements of the FBC.
6. Positive and negative design pressure requirements for use with this drawing shall be
determined by others for specific jobs in accordance with the governing code.
7. Site conditions not covered by this drawing are subject to further engineering analysis.
TABLE OF CONTENTS
SHEEP• DESCRIPTION
1 Typical elevations, design pressures & general notes .
2 Buck anchoring
3 Frame anchoring
4 Frame anchoring & bill of materials
5 Horizontal & vertical cross sections
6 Vertical cross sectlors
105.50" MAXeO
1
5
5: 4 I
0M
I II it I' 'I Ii
68.50" MAX.
1 FRAME WIDTH OVERALL WIDTH
1 2 3
5 5 5 5 i'•.
K1 FA P1
i
I I' 'I Ii 'I I' II 1' 11 'I f'
l• 11=-51 '-SI ii ii 5
ii i •i ii ii ii v
I I I I I I 'll I I I II
II ii
DOUBLE W/ SIDELINES OXXO
MAX DESIGN PRESSURE
55.0 -55.0
37.50" MAX.
OVERALL
WIDTH
4
E I I' 'I I' 4 O.H.
O 5
w
iI Ii it I
I-il I -I
5
5 e 5 0. H.
SINGLE X
MAX DESIGN PRESSURE
67.0 -67.0
SINGLE W/ SIDELITES OXO
MAX DESIGN PRESSURE
40.0 -40.0
74.50- MAX.
OVERALL WIDTH
1 2 3
5 5 5
DOUBLE XX
MAX DESIGN PRESSURE
55.0 -55.0
LOCK HARDWARE MFG A SERIES
KWIKSET SIGNANRE SERIES LATCH
KWIRSEi SIGNANRE SERIES 780 DEADBOLT
53.00" MAX.
OVERALL WIDTH
2 3
i 5 5
E4 FA
I I I 1
I I I I
f t F
I -y JLA
SINGLE W/SIDELITE OX
MAX DESIGN PRESSURE
40.0 -40.0
oZ L
nve 2121112 `
SCALE: N.T.S. `
DWG. m': JK o
aroc, cr: LFS 3
RWNG NO.; G
FL-15225.5-66 °
SHEET 1 OF 6 "
D
44'
4" 4"
I k.
MULLION MULLION 06-
Z a .0
TYP. HEAD
MASONRYASONRY
OPENING
II SHOWN FOR
REFERENCE
MASONRY T- SHOWN FOR
REFERENCE
0
OPENING TYP OPENING TYP 0 X ZO
0
JAMBS HEAD I I HEADI I
z
JAMBS JAMBS 3 6 0
X
2X BUCK—/ 2X BUCK II II vE'
0-
2X BUCK —/ Oz
2 d MULLION
6 I I SHOWN FOR I I 3
II
REFERENCE
II II
41
SINGLE DOOR SINGLE
BUCK ANCHORING
W/SIDELITE SINGLE WZSIDELITES
BUCK ANCHORING BUCK ANCHORING Do
DO
0
4"
4" 4"
4"
O
2 DO
77-`7 U
MASONRY J . MULLION
SHOWN FOR II MULLION w VIz0
OPENING TYP. HEAD TYP- REFERENCE SHOWN FOR L4
JAMBS II ASTRAGAL HEAD II REFERENCE II
NOTES SHOWN FOR JAMBS
1. 2X buck min. S.G.z 0.55. 2X BUCK —/ REFERENCE 2X IIBUCKII
II
I Ia-
CONCRETE ANCHOR NOTES:
I
I Concrete anchor locations at the comers maybe adjusted to maintain the min.
ASTRAGALedgedistancetomortarJoints.
2. Concrete anchorlocations noted as "MAX ON CENTER"must be adjusted to Or! (j SHOWN FOR 0 d
cM intain the min. edge distance to mortar-JoInts, additional concrete anchors 2 CS REFERENCE 2 C3
mensure ayberequiredtonthe "MAX. ON CENTER" dimension are not exceeded. II Ic 3.
Concrete anchor table: L ITW
TAPCONO
I/V 1.1/4" 2" 41" ELCO
ULTRACON"
1/
4- 1-1/4'. V, 4- II
II DATE: 2121112 II
IIISCALE: N.T.S. DWO.
BY: JK t DOUBLE
DOOR MASONRY
DOUBLE W/SIDF1 ITES CHK.
BY: LFS BUCK
ANCHORING OPENING
BUCK ANCHORING DRAWING NO, FL—
15225.5-68 SHEEP _,
2 OF_6_
0,. „E„
F7 3"
I II I II _I
u MULLIONII
A
All
SHOWN FOR
REFERENCE
A W/2X BUCK INSTALLATION
9 W/1X BUCK INSTALLATION
o
4 r3
TYP. HEAD & JAMBS —
E„
VIEW "C"—"C" SINGLE DOOR W/SIDELITES
6: N
j ^ a IN
PAIRS (
TYP.
C„ „D ,A"
3 "
7"
r I III N
IL w LNi1
I
MULLION n'r
L,I 02 2 a U SHOWN FOR _ 2
REFERENCE
N
of
N
A W/2X BUCK INSTALLATION
o4 v 9 /1X BUCK INSTALLATION
p TYP. HEAD & JAMBS
SEE n w n
DETAIL "4" o I SEE n _ W n¢
16
16 n
DETAIL N lip —
1 6., 12 III s
I III
g`k om
0"" 111IIt11 u N Z
ZoaUa
2 BUCK
INSTALLATION
W/1X BUCK
INSTALLATION
TYP. HEAD &
JAMBS
A" 13„ ,A.,
VIEW "E"—"E' VIEW "D"—"D" SINGLE DOOR WISIDELIT VIEW "all—,V SINGLE DOOR
SHOWN W/ OPTIONAL CORRUGATEO
FASTENERS, REM 130 (". ALL
SIDEUTE TO DOOR JAMB CONNECTIONS)
SIDELITE NOTES:
1. The sidelite is direct set into the jamb with (12) #6 x 2" pfh. wood screws. There are (4) at each
vertfcoi jamb, from the top down at 13.5", 31 ", 48.5" & 66". There are (2) at the header at 4" from
the outside comers of the frame. There are (2) at the sill, 4" from the outside comers.
2. For optional sidelite construction with staples, sidelite is direct set into the jamb with (4) 7/6" X
1 3/V 16 ga. staples along each jamb (6" from ends and equally spaced thereafter).
CONCRETE ANCHOR NOTES:
1. Concrete anchor locations at the comers may be adjusted to maintain the min.
edge distance to mortarjoints.
2. Concrete anchor locations noted as "MAX. ON CENTER" must be adjusted to
maintain the min. edge distance to mortar joints, additional concrete anchors
may be required to ensure the "MAX. ON CENTER" dimension are not exceeded.
3. Concrete anchor table:
A:_N:CHQ.K SNCN.:k.:: S:?; is>;: i ir`:::MIN..:;:::.:::.:.-:.: MIX -CM;: RAWt... kA.NCB....M NC.
TlT SI F::.:..:.:. M bIS1 Flt, d: 70 MASOtVItY.., • T0 4DJ AGENT,.;,
L1GE.:::::>:::::;:;:;::;:.'::AN..CF.OR-.:;:::;;:
ITW
TAPCON® 1/4" 1-1/4" 2" 4"
ITW
TAPCON® 3/16" 1-1/4" 3" 1.1/2"
SEE -
DETAIL "1
W/2X BUCK
INSTALLATION 2
B W/1X BUCK 11I INSTALLATION
DETAIL "6" DETAIL 'Y
W/2X BUCK 2
INSTALLATION
W/1X BUCK
INSTALLATION 12 1 C
DETAIL 'T
N
Lu
o 9 cW
5 o
Y
a c a
E vZ
yy w
ao
o z
0
o I o
m¢
1 W w
o
a
a a
VIEW "A" —"A"
B
C1
1
DETAIL "4"
0
0
SCALE: N.T.S.
DWG. 13: JK
CHK. BY: LFS
DRAWING NO.:
FL-15225.5-68
5HEET 3 OF 6_
L
E„
3"
4
3 LJ1 I
3"
I_ II II I II I II
SEE NOTE 311I II _
SHEET 3 II SEE DETAIL "3"
II
I
ASTRAGAL 11 MULLION
SHOWN FOR 11 SHOWN FOR
REFERENCE 11 REFERENCE
ONLY 11
11
16
1611
L 5 II
5II
II
II
11
C . „E„
VIEW "C"-"C" DOUBLE DOOR W/SIDELITES
IN a N
PAIRS 30 > a
TYP
A W/2X BUCK
ZINSTALLATIONW/1X BUCK I v _
INSTALLATION w a
TYP. HEAD w vl
JAMBS
L
A„
3"
3"
4„ 6„
I I I I I
rI SEE DETAIL
I
o
w IIIN /ALLAUCK A
z I W/1X BUCK y o`-'
ASTRAGAL IITMPTAH TDIO eivSHOWNFOR d
I JAMBSREFERENCE _
ONLY II
11
EE
DETAIL
S'
4" JIB o II SEE
16 II 16
DETAIL
co o\ _ II _
n
5 I 5
T—
v
VIEW "E"-"E" DOUBLE DOOR
SHOWN W/ OPTIONAL CORRUGATED
FASTENERS. REM 130 (TYP. ALL
SIDELRE TO DOOR JAMB CONNECTIONS)
W/2X BUCK 2
INSTALLATION
W/1X BUCK
INSTALLATION 12 1 C
Material
STEEL 1
STEEL
STEEL DETAIL "1 "
Item DESCRIPTION
A 10 x 2-1 2 PFH WOOD SCREW
B 10 X 1-3 4 PFH WOOD SCREW
C 10 X 1 PFH WOOD SCREW
1 10 x 3 4 LG. PFH WOOD SCREW (Hinge to Frame STEEL
2 10 x 2" LG. PFH WOOD SCREW STEEL
3 8 x 2-1 2 LG. PFH WOOD SCREW STEEL
4 1 4' x 2-3 4" PFH ELCO OR ITW CONCRETE SCREW STEEL
5 1 4" x 7-3/4" ITW PFH CONCRETE SCREW STEEL
9 1 4" x 3-3 4" ITW PFH CONCRETE SCREW STEEL
11 3 16' x 3-1 4 ITW PFH CONCRETE SCREW STEEL
12 1 4" x 3-1 4 ITW PFH CONCRETE SCREW STEEL
13 MASONRY - 3000 PSI MIN. CONCRETE CONFORMING TO ACI
301 OR HOLLOW BLOCK CONFORMING TO ASTM C90 CONCRETE
16 1 4" X 2-1/4" PFH ITW CONCRETE SCREW STEEL
20 HEADER JAMB SUGAR PINE SG >= 0.34 WOOD
21 3 4" THK. PRESSURE TREATED SIDELITE PAD WOOD
30 1 2" X 1" X 25 GA. CORRUGATED FASTENER STEEL
B
1 C
1
DETAIL "4"
A"
O Mal m Z
U CA ••
d9UZ
Em
3.1 N e mg m aa(IL
i
VIEW 'A" -'A"
W/2X BUCK
INSTALLATION 3
0
W/1X BUCK 11
INSTALLATION
DETAIL "3"
ATTACH ASTRAGAL THROW BOLT
STRIKE PLATE TO FRAME
AS SHOWN.
a c
w 5
o ¢ f
N
i
Lz
ATE: 2/21/12
scnLE: N.T.S.
WG. BY: JK a
HK. BY: LFS 3
DRAWING NO.:
D
N
FL-15225.5-68
SHEET 4 OF 6
N
Q
1X BUCK
INTERIOR
1 HEAD JAMB
To lxsub-buck
Inswing shown
rn
EXTERIOR 1.25' T
INTERIOR
2 HEAD JAMB
5 To wood frame
Inswing shown
BUCK
II V I LRI V R
4
A
EXTERIOR
25" MAX.
SHIM SPACE
1.15' MIN.
EMB.
1.25' MIN.
EMB. TYP.
4 VERTICAL SIDE JAMB
5 To 2x sub -buck
Inswing shown
T N
w
z
2X BUCK U En
A y:Ecl =
INTERIOR EXTERIOR
3 HEAD JAMB
5 To2xsub-buck
Inswing shown
INTERIOR
h
EXTERIOR
0.15" MIN.
C-SINK
0.25' MAX.
SHIM SPACE
1.15' MIN.
EMB.
VERTICAL SIDE JAMB
5 To wood frame
Inswing shown
ofJ
a N ..
F _ °
Z.
m
r i o 9 c W
Y N a m M pta m
a a 0
0
EoZc
a.
O
Q F 0
No z
oaE:
2 21/12 i SCALE:
N.T.S. DWG.
BY: JK a BY..
LFS 3 RAWINO
NO.: O
FL-
15225.5-68 SHEET $
OF 6 n
INTERIOR EXTERIOR
VERTICAL CROSS SECTION
Inswing configuration
INTERIOR
M, EXTERI
4 1 VERTICAL CROSS SECTION
b Inswing configuration
33
dz
v)
0Z 00
INTERIOR EXTERIOR U "ll ...
1 0 - Z'
EXTERIOR INTERIOR N 7- e z MO 0
XO C* w
6 0 (L
I Q.
z
20 2
wF 13 21 Li
13
16
4 LO
OC 0
2 1 VERTICAL CROSS SECTION 3 VERTICAL CROSS SECTION
LnQU
I n
Outswing configuration b E50
0
0
EXTERIOR INTERIOR
VERTICAL CROSS SECTION
Outswing configuration
EXTERIOR INTERIOR
El 0
V)
13
zT VERTICAL CROSS SECTION SATE 212 1 /1
Outswing configuration
SCALE: N.T.S.
DWG. UY: JK
CHIK. UY: LFS
DRAWING NO.;
FL— 15225.5-68
SHEET 6 OF 6
THERMA TRU DOORS
1 1 e INDUSTRIAL DR.., EDSERTON, ON 43517
Smooth -Star" and "Benchmark by Therma-Tru"
8'0" SINGLE AND DOUBLE OPAQUE OR GLAZED PANELS
W/ & W/OUT SIDELITES
INSWING / OUTSWING
INSULATED FIBERGLASS DOOR WITH WOOD FRAMES
General Notes
105.50" MAX. OVERALL FRAME WIDTH
1 2 3
5 5 5
II II II II
t
r, -_", ' =T
1 I I'
I
1m 4 II ii ii ii ii iJIt
t 5 I I I IIII 4- Zia. ',
I I I I I I I 1 7
I, II 11 ,I I, 11 II II II II 1Lu
J
1. This product anchoring drawing has been developed in compliance with the 5th Edition
2014) Florida Building Code (FBC) excluding the "High Velocity Hurricane Zone". See the
Certification Agency Certificate for sizes, specifications and ratings.
2. Product anchors shall be as Usted and spaced as shown on details. Anchor embedment
to base material shall be beyond wall dressing, stucco, foam, brick and other wall
coverings.
3. Wood screws shall be installed following lnstallatlon.instructions of ANSI/AF&PA NDS 2012.
All other fastener types to be installed following fastener manufacturer's installation
instructions.
4. Fastener embedment depths, edge distances and center -center distances shall be as
specified by the fastener manufacturer but in no Instance shall they be less than shown in
this drawing.
5. Where shims are used, they must be a "rigid / stiff' material that complies with the
requirements of the FBC.
6. Positive and negative design pressure requirements for use with this drawing shall be
determined by others for specific jobs in accordance with the governing code.
7. Site conditions not covered by this drawing are subject to further engineering analysis.
TABLE Of CONTENTS
SHEET# DESCRIPTION
1 Typical elevations, design pressures 6 general notes
2 Buckanchoring 3
Frame anchoring 4
Frame anchoring & bill of materials 5
Horizontal & vertical cross sections 6
Vertical cross sections 68.
50' MAX. OVERALL
WIDTH t
2 3 5
5 5 II
II II
II II
II II
II II
II I
I I
I I
I IIII
II II
II II
II II
II II
II II
II 11
II II
II III'
1 11 I
I II
11 I
I III
II II
II II
II It
11 it
II II
II I
I I II
II II
a1' '
I LI
11 n
II
II I
II a•
I' II I' ' '
I II
II I
I
1 IIjI 11II I
1 l
LL_____
JJ I
t I
I
6
6 6 6 6 6 6 6 6 6 6 6 DOUBLE
W/SIDELfTES OXXO SINGLE W/SIDEUTES OXO MAX
DESIGN PRESSURE COCK HARDWAREMFG A SERIES MAX DESIGN PRESSURE 47.
0 -47.0 KM9KSETSIGNATURE SERIES LATCH +40.0 KWYKSET
SIGNATURE SERIES 730 DEADBOLT 37.
50" MAX. y
L) N .. m
O J J
zm=o ug
9o`oa N
M da12 DZ
a ,
13 8
3`d OVERALL
74.50" MAX. OVERALL WIDTH 7
53•
O" MAX. WIDTH
OVERALL WIDTH 5
5 5 5 5 5 5 5 5 5
i==,, i'5--ZA 0
ED I I I a
ZIA
r)__ Z11, Imi
SINGLE
X MAX
DESIGN PRESSURE 67.
0 -67.0 r =
7 1> H.
a II I
I I I I I I H.
i
t I I I I I II
11 II II II
II II II I
I 1 1 1 1 I I II
II II II II
II II II 11
II I
I I
I I II
11 11 II 1IIII
I I I 11 I I I I I I I I 11 O
4
5
II
ii
ii I
I I' I I I' O
Ir
r-- Ir-
rl Ir-11 I
I I I 1 1 I I 11
II 11 II II
II II II r
i7 r-- Ir-rl Ir-I I
I 1 1 I I I I II
11 II II II
II 11 II rJ
II II II
II I
I I l N_
7( V_Zrm I
1 I I I
I I 1 i
DOUBLE
XX SINGLE W/SIDEUTE OX MAX
DESIGN PRESSURE MAX DESIGN PRESSURE 47.
0 -47.0 +40.0 -40.0 SCALE:
N.T.S. DWG
HK.
BY. LFS DRAWING
NO.; FL-
15225.5-80 SHEET _
L GT 6
MASONRY
OPENING TYP. HEAD
JAMBS
2X BUCK
SINGLE DOOR
BUCK ANCHORING
f
NN (j
T
4"
II
I
I I `MULLION
MASONRY 4 II SHOWN FOR
OPENING TYP II REFERENCE
HEAD I I
JAMBS
Q
II00
II
II
II
2X BUCK
II
II
II
II
W/SIDELITESINGLE
BUCK ANCHORING
MASONRY
OPENING
NOTES: 2X BUCK
1. 2X buck min. S.G. t 0.55.
CONCRETE ANCHOR NOTES:
1. Concrete anchor locations at the comers may be adjusted to maintain the min.
edge distance to mortarjoints.
2. Concrete anchor locations noted as "MAX. ON CENTER" must be adjusted to
maintain the min. edge distance to mortar joints, additional concrete anchors
may be required to ensure the "MAX. ON CENTER" dimension are not exceeded.
3. Concrete anchor table:
AN.:.HORtc TAN 6t:;:...:..........................:........:.......:...........:.... sMUVttiG:l .. M. IN,..G.f.I:ARA... cf.:
i::; :: i':; Mtl 15;AAENT: i ?; : ;.;..... `_..:...:......:::: t;w i ;:<3:;........'.:.:..;`;;; ANCN01t'.... .....
ITW
TAPCON o 1/4" 1.1/4" 2" 4"
ELCO 4"
ULTRACON
n U
20
F-- 4"
4" -1 1 1 4"
II II
II II
II II
MASONRY 4 II II
OPENING TYP II II
HEADII I
JAMBS II
II
11 II
II II
2X BUCK I I
MULLION I I
SHOWN FOR
II REFERENCE II
II II
II II
II II
II II
II II
SINGLE W/SIDELITES
BUCK ANCHORING
1- --1- 8'"
II
4
II
II
TYP. HEAD 14
JAMBS II ASTRAGAL
II SHOWN FOR
I REFERENCE
II
II
II
II
II
II
II
II
II
II
II
seeee ;
1 1-- 4
2X
BUCK
O
N
a R
0
9 Z U Z
m
S Uw 5 0dU)", mda
a
v E oZE
n:
co
o6
II
I f
II
II II
II I I
II II
MULLION4IISHOWN FOR II MULLION I
TYP. II REFERENCE Il SHOWN FOR II
HEAD II. REFERENCE II
JAMBS II I I
II II
II
II
II
II II
II II
I ASTRAGAL II
II I SHOWN FOR II
II
II
II
II
II
II
II
II REFERENCE II
II II
II II
II II
II II
II II
II II
MASONRY DOUBLE WLSIDELITES
OPENING BUCK ANCHORING
o
o00
Z
o
C>
m
U 0' o
oO F
II4„ a
J1
v
m
DATE: 2121112
SCALE: N.T.S.
Dwc. er: JK m
CHK. BY: LFS ?
DRAWING NO.:
D:
FL-15225.5-80 0
SHEET 2 OF 6
N
Er, w w
C,.
3" z
7f -f3 --i i'_.3,r
u MULLION of
I @ SHOWN FOR III I
REFERENCE
5
NT A W/2X BUCK INSTALLATION — n
9 W/1X BUCK INSTALLATION
TYP HEAD & JAMBS
wo
z
W
3.,
Z CL= U
ILU 2
NCj M (3
O
rrC„ D" A"
IF I—
MULLION
Iiu SHOWN FOR — wo
REFERENCE a z
ww
W/2X BUCK INSTALLATION
W/1X BUCK INSTALLATION
TYP HEAD & JAMBS
E
DETAIL
SEE _ "6" — toNOTE1
SEE
a 9 U
16 16 16 _
DETAIL W o N H
Al_ 12
rr4r,
u 5 iiii 12 N 12
5 _
nn IIII , 'o- iiii
Err "C r „D,. rA"
VIEW "C"—"C" SINGLE DOOR W/SIDELITES VIEW "E"—"E" VIEW "D"—"D" SINGLE DOOR WISIDELITE
SHOWN W/ OP71ONAL CORRUGATED
FASTENERS, ITEM 1s0 (IYP. ALL
SIDELITE/HAR WDARE NOTES:
SMELITE TO DOOR JAMB CONNECTIONS)
V
w 0
w
6,.
A W/2X BUCK r)Illlll k V N
m
INSTALLATION d
9 W/1 X BUCK — SEE
INSTALLATION DETAIL p o
TYP. HEAD & '•1 •, ry a N t
LLJAMBS
m d o_
aV
8 VJO
nM U
Q
W -f W
A.,
VIEW "B"—"B" SINGLE DOOR VIEW "A" —'A"
1. The sidelite Is direct set Into the jamb with (12) #8 x 2" pfh. wood screws. There are (4) at each B
vertical jamb, from the top down at 13.5", 31", 48.5" & 66". There are (2) at the header at 4" from
the outside comers of the frame. There are (2) at the sill, 4" from the outside comers.
2. For optional sidelite consfruction with staples, sidelite is direct set into the jamb with (5) 7/6" X 1 C
13/4" i6 ga. staples along each jamb (6" from ends and equally spaced thereafter).
3. Latch, deadbolt and hinge locations vary. See Certification Agency Certificate and
corresponding test reports for specific dimensions and design pressure ratings.
CONCRETE ANCHOR NOTES: 1
1. Concrete anchor locations at the comers may be adjusted to maintain the min. DETAIL "4"
edge distance to mortarjoints.
2. Concrete anchor locations noted as "MAX. ON CENTER" must be adjusted to
maintain the min. edge distance to mortar jofnts, additional concrete anchors
may be required to ensure the "MAX. ON CENTER" dimension are not exceeded. A A
3. Concrete anchor table:
ANCHOa.;::;ANCFIfSk; N:......................_............................. M[::_,.::::::::.:::. h1itV;:;C:l :ki4:N:C1r ... ARA :. R. J ..G........ 4.NC...
TYPE.....x:;: ti'sii:SlZkit;>;::;:.:; MA b.M N: 7D:IN4;S:::TO::A:Df4:CEft7;:::j
r:;;:as::... e>:4r:;rr: BbGE.tNbR:::::::::.
InN
TAPCON ® 1/4" 1-1/4" 2" 4"
ITW
TAPCON O 3/16' 1-1/4" 3"
1 1
A A
1 1
DETAIL
IDB
T1
Li
DETAIL "6"
0
10 DD
VETAIL "2"
SCALE: N.T.S.
WG. BY: JK
HK. BY: LFS i
RAWING NO.:
0
FL— 7 5225.5-80
SHEET 3 OF 6
E
7„
3
I”
4 L 3" f` 3"
I II II II 1 II II
IIII
II SEE DETAIL INA
IIII SEE
SHEET T3 3 II III 9
II
I MULLION
SHOWN FOR
REFERENCE
ASTRAGAL
SHOWN FOR II
REFERENCE II
ONLY I -
II
II
16 16 II 16 16
t2 IIII 5
II 5 IIII -
t2
o IN II NII
VIEW "C"-"C" DOUBLE DOOR W/SIDELITES
W/2X BUCN
INSTALLATI01
W/1X BucN
INSTALLATIOI
TYP. HEAD
JAMBS
SEE
DETAIL
4„
W r%T
In o w [2 pw
o30
wx
3
6-I.,
I
W/
I
2X BUCK
SEE DETAIL INSTALLATION - SEE
DETAIL _ _ u
3"' II W/iX BUCK — —
INSTALLATION 9 M V 1
N
TYP. HEAD & v d
fii JAMBS — L
ASTRAGAL) I n
SHOWN FOR _ O o
REFERENCE II w
ONLY II Z = = N I
II a=
II - u
16 ii 16
s II s L
VIEW „E„-„E"
DESCRIPTION Material
A 10 x 2-1 2 PFH WOOD SCREW STEEL
B 10 X 1-3 4 PFH WOOD SCREW STEELTItemC10X1PFHWOODSCREWSTEEL
7 10 x 3 4 LG. PFH WOOD SCREW Hine to Frame STEEL
4 1 4" x 2-3 4" PFH ELCO OR ITW CONCRETE SCREW STEEL
5 1 4" x 1-3 4"ITW PFH CONCRETE SCREW STEEL
9 1/4 " x 3=3 4" ITW PFH CONCRETE SCREW STEEL
10 8 X 3 PFH SCREW STEEL
11 3 16" x 3-1 4" ITW PFH CONCRETE SCREW STEEL
12 1 4" x 3-1 4"ITW PFH CONCRETE SCREW STEEL
13 MASONRY - 3000 PSI MIN. CONCRETE CONFORMING TO ACI
301 OR HOLLOW BLOCK CONFORMING TO ASTM C90 CONCRETE
16 1 4" X 2-1 4" PFH ITW CONCRETE SCREW STEEL
20 HEADER JAMB PINE, SG >= 0.42 WOOD
21 3 4" THK. PRESSURE TREATED SIDELITE PAD WOOD
30 1 2" X I" X 25 GA. CORRUGATED FASTENER STEEL
DOUBLE DOOR
B
1 C
1
DETAIL "4"4"
A
1
A
1
DETAIL "1"1"
v
VIEW ,A„ -,A,.
SHOWN W/ OPTIONAL CORRUGATED
FASTENERS, ITEM 130 (TYP. ALL
SIDELNE TO DOOR JAMB CONNECTIONS)
11
0
DETAIL "Y
ATTACH ASTRAGAL THROW BOLT
STRIKE PLATE TO FRAME
AS SHOWN.
IR
DATE: 2121112
SCALE N.T.S. `-
DWG. BY: JK a
CHK. BY: LFS 3
DRAWING NO.:
D
n
FL-15225.5-80
SHEEP 4 OF 6
INTERIOR EXTERIOR
1 HEAD JAMB
5 To Ix sub -buck
Inswing shown 2 HEAD JAMB
5 To wood frame
Inswing shown
BUCK
13 ..
4 _
Za
Z `,
w
m SQ nw ry
a z
13 2X BUCK Q
u A
o
EXTERIOR
INTERIOR EXTERIOR
3 HEAD JAMB
5 To2xsub-buck
Inswing shown
z'
SN zr om
I •' N ri
a an m Z
Z x Z U
N a (n . 5 - m a a
v, 4• c c 02
c 41 C1-
INTERIOR INTERIOR m
4
A
w rnzO_
A
N o m
EXTERIOR EXTERIOR a c
0.15" MIN. In I ?
CSINK
25' MAX.
0.25" MAX.
Uj
SHIM SPACE
SHIM SPACE
1.181N.
1.15' MIN.
1.25' MIN. EMB.
o c
z
DATE: 2121112EMB. TYP.
SCALE: N.T.S.
owc. at: JK m
4 VERTICAL SIDE JAMB 5 VERTICAL SIDE JAMB DRAM BY: LFS 3
To I(sub-buck $ To wood frame oruw Rc Ho: N
FL-15225.5-80 0
Inswing shown Inswing shown
SHEET S OF 6
N
WOME/l/lIm.
IT
l VERTICAL CROSS SECTION
6 Inswing conflgurafton
M97/0,11,111,
VERTICAL CROSS SECTION
6 Inswing configuration
EXTERIOR F/,7&7A INTERIOR
z a
Id
2 VERTICAL CROSS SECTION
JOutswing configuration
EXTERIOR »
T/
INTERIOR
5 VERTICAL CROSS SECTION
6 Outswing configuration
INTERIOR
31/ VERTICAL CROSS SECTION
EXTERIOR INTERIOR
F20Y
EXTERIOR
y
U N •;
Fnz \ I L Z_ 0 U
nla .7 mI07 aa
v
E
Z o
E oZ
12
0 0
m
W:
5
wm U
U KO
OO
a a
6 VERTICAL CROSS SECTION DATE: 2 21 12
6 Outswing configuration
sME: N.T.S.
DWG. BY: JK
CHK. 6f: LFS
DRAWING NO.:
FL-15225.5-80
SHEET __L OF 6-" V
ST TLvarz-
INSTALLATION NOTES:
1. ONE (1) INSTALLATION ANCHOR IS REQUIRED AT EACH ANCHOR LOCATION SHOWN,
UNLESS OTHERWISE STATED.
2. THE NUMBER OF INSTALLATION ANCHORS DEPICTED IS THE MINIMUM NUMBER OF
ANCHORS TO BE USED FOR PRODUCT INSTALLATION.
3. INSTALL INDIVIDUAL INSTALLATION ANCHORS WITHIN ATOLERANCE OF±1/2INCH OF
THE DEPICTED LOCATION IN THE ANCHOR LAYOUT DETAIL (I.E., WITHOUT
CONSIDERATION OF TOLERANCES). TOLERANCES ARE NOT CUMULATIVE FROM ONE
INSTALLATION ANCHOR TO THE NEXT.
4. FLANGE INSTALLATION: FOR INSTALLATION THROUGH 1X BUCK TO
CONCRETE/MASONRY, OR DIRECTLY INTO CONCRETE/ MASONRY, USE ONE (1) 3116
INCH ITWTAPCON PER LOCATION OF SUFFICIENT LENGTH TO ACHIEVE 1114 INCH
MINIMUM EMBEDMENT.
S. FLANGE INSTALLATION: FOR INSTALLATION THROUGH STEELSTUD USE ONE (1) N10
SELF -TAPPING SCREWS PER LOCATION OF SUFFICIENT LENGTH TO ACHIEVE 3 THREADS
MINIMUM ENGAGEMENT INTO METAL FRAME SUBSTRATE.
6. FIN INSTALLATION: FOR INSTALLATION THROUGH STEELSTUD USE ONE (1) #8
SELF -TAPPING SCREWS PER LOCATION OF SUFFICIENT LENGTH TO ACHIEVE 3 THREADS
MINIMUM ENGAGEMENT INTO METAL FRAME SUBSTRATE.
7. MINIMUM EMBEDMENT AND EDGE DISTANCE EXCLUDE WALL FINISHES, INCLUDING
BUT NOT LIMITED TO STUCCO, FOAM, BRICK VENEER, AND SIDING.
8. INSTALLATION ANCHORS AND ASSOCIATED HARDWARE MUST BE MADE OF
CORROSION RESISTANT MATERIAL OR HAVE A CORROSION RESISTANT COATING.
DISSIMILAR MATERIALS MUST BE SEPARATED OR COATED.
9. FOR HOLLOW BLOCK AND GROUT FILLED BLOCK, DO NOT INSTALL INSTALLATION
ANCHORS INTO MORTAR JOINTS. EDGE DISTANCE IS MEASURED FROM FREE EDGE OF
BLOCK OR EDGE OF MORTAR JOINT INTO FACE SHELL OF BLOCK.
10. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR
MANUFACTURER'S INSTALLATION INSTRUCTIONS, AND ANCHORS SHALL NOT BE
USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH
SPECIFIED BY THE ANCHOR MANUFACTURER.
11. INSTALLATION ANCHOR CAPACITIES FOR PRODUCTS
HEREIN ARE BASED ON SUBSTRATE MATERIALS WITH THE
FOLLOWING PROPERTIES:
A. CONCRETE -MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI.
B. MASONRY - STRENGTH CONFORMANCE TO ASTM C-90, GRADE N, TYPE 1(OR
GREATER).
C. STEEL- MINIMUM YIELD STRENGTH OF 33 KSI. MINIMUM WALLTHICKNESS OF 33
MILS. (20 GUAGE)
PLY GEM WINDOWS
471214812 SINGLE -HUNG (NON -IMPACT)
GENERAL NOTES:
1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND
MANUFACTURED TO COMPLY WITH THE CURRENT FLORIDA
BUILDING CODE (FBC) EXCLUDING HVHZ AND HAS BEEN
EVALUATED ACCORDING TO THE FOLLOWING:
AAMA/WDMA/CSA 101/I.S.2/A440-05
2. ADEQUACY OF THE EXISTING STRUCTURAL
CONCRETE/MASONRY, 2X AND METAL STUD FRAMING AS A
MAIN WIND FORCE RESISTING SYSTEM CAPABLE OF
WITHSTANDING AND TRANSFERRING APPLIED PRODUCT
LOADS TO THE FOUNDATION IS THE RESPONSIBILITY OF THE
ENGINEER OR ARCHITECT OF RECORD FORTHE PROJECT OF
INSTALLATION.
3. 1X AND 2X BUCKS (WHEN USED) SHALL BE DESIGNED AND
ANCHORED TO PROPERLY TRANSFER ALL LOADS TO THE
STRUCTURE. BUCK DESIGN AND INSTALLATION IS THE
RESPONSIBILITY OF THE ENGINEER OR ARCHITECT OF RECORD
FOR THE PROJECT OF INSTALLATION.
4. THE INSTALLATION DETAILS DESCRIBED HEREIN ARE GENERIC
AND MAY NOT REFLECT ACTUAL CONDITIONS FOR A SPECIFIC
SITE. IF SITE CONDITIONS CAUSE INSTALLATION TO DEVIATE
FROM THE REQUIREMENTS DETAILED HEREIN, A LICENSED
ENGINEER OR ARCHITECT SHALL PREPARE SITE SPECIFIC
DOCUMENTS FOR USE WITH THIS DOCUMENT.
5. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED TO
PROTECTTHIS PRODUCT IN AREAS REQUIRING IMPACT
RESISTANCE.
6. WINDOW FRAME MATERIAL: ALUMINUM 6063-TS
7. GLASS MEETS THE REQUIREMENTS OF ASTM E1300 GLASS
CHARTS. SEE SHEET 5 FOR GLAZING DETAILS.
8. DESIGNATIONS "X"AND "O"STAND FOR THEFOLLOWING:
X: OPERABLE PANEL
O: FIXED PANEL
TABLE OF CONTENTS
SHEET REVISION SHEET DESCRIPTION
1 A GENERAL 4 INSTALLATION NOTES
2 ELEVATIONS 4 ANCHOR LAYOUTS
3 4712FL VERTICAL 3 HORIZONTAL SECTIONS
4 4712F VERTICAL 6 HORIZONTAL SECTIONS
5 4812F VERTICAL A HORIZONTAL SECTIONS
PRODUCT
OVERALLSIZE DP RATING
PSF)
MISSILE IMPACT
RATINGWIDTHHEIGHT
4712FL 48" 83.93" 50/-70 NOT RATED
4712FL 53" 72" 50/-60 NOT RATED
4712F 53" 72" 50/-60 NOT RATED
4712E 48" 83.93" 50/-60 NOT RATED
4812F 481. 84" 50/ -60 NOT RATED
4812F 48" 96" 30 / -30 NOT RATED
Digitally signed by Hermes F. Norero, P.E.
Reason: I am approving this document
Date: 2015.04.10 10:48:44-04'00'
F& PLyWINDOWS
GEM
433 N. MAIN ST.. PO BOX 559,
ROCKY MOUNT, VA 24151
PH: 540-484-6348 FX: 54W84-6683
m
vToZ gC.,
N Z Z
H ..
d m LL aZ02
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Z a
hZ LUOC 2: H ¢ ZQ vU
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H
W
d
WF- Q oo;
DWG#:
PGW029
SHEET: 1 OF 5
UNIT MAX. UNIT MAX.
WIDTH 53.00" WIDTH 48.00",
D.L.O MAX. 01.0 MAX.
WIDTH 49.44" WIDTH 44.3? D PLy GEMa
WINDOWSBF5
3 4 B F 433 N. MAIN 5T., PO BOX 559,
3 4 ROCKY MOUNT, VA 24151
PH: 540484-6349 FX: 540484-6653
D D.L.O. MAX. Ka. D
m
3
O
HEIGHT 5 3
D.L.. MAX.
N
p.. 33.25" .,p.,
HEIGHT
o
MM m
45.56" o qq
UNIT
UNIT SASH MAX. '¢ H o om g
MAX.
MAX' HEIGHT
HEIGHT 35.BB" oN w
HEIGHT
72.001. H
96.00" m u _
4 .,X^ c Gd. SASH MAX.
Gw. Lw. 3 4 HEIGHT 4 ^
36.31"
3 4 5
v o a o Z r¢+
w H cz A
u Q ¢ U, o a
H, w
wa' a m i
a m
3 4 A E
3 4 H
SASH MAXI SEE
ANCHOR WIDTH
51.25." SEE ANCHOR SCHEDULE 5
SCHEDULE `°
SASH MAX. WIDTH
46.25" ELEVATION
Z ELEVATION
O H
z p-•
SEE
ANCHOR 0 SCHEDULE
H
HW
Ul LULUSEE
ANCHOR SCHEDULE
Z ANCHOR
LAYOUTLc y•`
F s
i
O
T r 5111 m
m a
m 3 S p
U DWG #:
PGW029
SHEET:
2 OF 5 INSTALLATION
QTY PER EMBEDMENT EDGE
HEAD SILL JAMB O.C. CORNER ANCHOR
TYPE SUBSTRATE DISTANCE O.C. DISTANCE O.C. DISTANCE DISTANCE DISTANCE TYPE
LOCATION IN.) IN.)
IN.) IN.) IN.) IN.) B
SELF -TAPPING FIN 1 STEEL STUD 3 THREADS N/A 12 12 9 4
3/16" ITW TAPCON
INSTALLATION
ANCHOR
CONCRETE/ MASONRY BY OTHERS
CAULK BETWEEN
2 1/2" MIN.
CONCRETE/ MASONRY 3, IX
EDGE DISTANCE
WOOD BUCK BY OTHERS
IX WOOD BUCK
BY OTHERS
1 MIN.
EXTERIOR FINISH
BY OTHERS
37.
EMBBEE DMENT
PERIMETER CAULK) ( 1 1/4" MAX. j
O.A. BY OTHERS
SHIM SPACE
WINDOW
HEIGHT
SEE GLAZING
EXTERIOR DETAILS
INTERIOR
VERTICAL SECTION
3 HEAD - IX WOOD/CONCRETE/MASONRY
4712 FLANGE
EXTERIOR INTERIOR
SEE GLAZING
DETAIL
O.A.
WINDOW STRUCTURAL GRADE
HEIGHT SILICONE BY OTHERS----_____1/4" MAX.
SHIM SPACE
EXTERIOR FINISH
BY OTHERS
IX WOOD BUCK
BY OTHERS
CAULK BETWEEN
CONCRETE/ MASONRY 61X
WOOD BUCK BY OTHERS
CONCRETE/ MASONRY BY OTHERS
VERTICAL SECTION
3 SILL -1X WOOD/CONCRETE/MASONRY
4712 FLANGE
1/4" MAX.
SHIM SPACE
3 THREADS MIN.
ENGAGEMENT'
SO SELF -TAPPING SCREW
INSTALLATION ANCHOR
METAL STUD FRAMING
BY OTHERS
SHEATHING EE2
BY OTHERS
PLy GEM
WINDOWS
INTERIOR 433 N. MAIN ST., PO BOX 559,
ROCKY MOUNT, VA 24151
PH:540-484-6348 FX: 540A84-6683
SEE GLAZING
J
J m
qDETAIL1pZ- o S
0 Q
H o
h Z U) m J x
0 2
LLZa0<V
Cw Omw m
EXTERIOR hhZ m Npp
O W H ¢ Z ^
L U Q LJ a
EXTERIOR FINISH w m L
BY OTHERS d a
O.A.
PERIMETER CAULK WINDOW L
BY OTHERS WIDTH
p
HORIZONTAL SECTION
JAMB - STEEL STUD FRAME
m
4712 FLANGE V)
1 1/4" MIN. Z
EMBEDMENT C)
HIM SPACE
CONCRETE/ MASONRY BY OTHERS H ZO
CAULK BETWEEN
V)
CONCRETE/ MASONRY h 1X
WOOD BUCK BY OTHERS w V)
INTERIOR L
1X WOOD BUCK p
BY OTHERS
3/16" ITW TAPCON
INSTALLATION ANCHOR
MzO
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0
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SEE GLAZING d '•.., `
DETAIL 1 EXTERIOR FINISH
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3 JAMB - 1X WOOD/CONCRETE/MASONRY
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1/4" MAX.
3 THREADS MIN. SHIM SPACE
SHEATHING ENGAGEMENT 8 SELF -TAPPING SCREW
BY OTHERS INSTALLATION ANCHOR
EXTERIOR FINISH
METAL STUD FRAMING
BY OTHERS
BY OTHERS 8 SELF -TAPPING SCREW
PERIMETER CAULK INSTALLATION ANCHOR
BY OTHERS
METAL STUD FRAMING
BY OTHERS
O.A. ( 1 1/4" MAX.
WINDOW SHIM SPACE 3 THREADS MIN. 1
HEIGHT ENGAGEMENT
SEE GLAZING
DETAIL 1
EXTERIOR INTERIOR
SHEATHING-
BY OTHERS
EXTERIOR FINISH
BY OTHERS
PERIMETER CAULK O.A.
BY OTHERS
WINDOW
WIDTH
VERTICAL SECTION HORIZONTAL SECTION
A HEAD -1X WOOD/CONCRETE/MASONRY 4 JAMB -STEEL STUD FRAME
4712 FIN 4712 FIN
SEE GLAZING
DETAIL
4 EXTERIOR
O.A.
WINDOW
HEIGHT
1 INTERIOR
1/4" MAX.
SHIM SPACE
PERIMETER CAULK
BY OTHERS
METAL STUD FRAMING
EXTERIOR FINISH
BY OTHERS
BY OTHERS
SHEATHING 8 SELF -TAPPING SCREW
BY OTHERS 3 THREADS MIN. INSTALLATION ANCHOR
ENGAGEMENT
E VERTICAL SECTION
4 SILL -PRECAST CONCRETE
4712 FIN
EXTERIOR
M VERTICAL SECTION
l Q / MEETING RAIL
PL ,GEM
WINDOWS
433 N. MAIN ST., PO BOX 559.
ROCKY MOUNT, VA 24151
INTERIOR
PH: 540A84-6340 FX: 5404846683
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BY OTHERS METAL STUD FRAMING
BY OTHERS
PERIMETER CAULK
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I SEE GLAZING) 3/4" O.A. INSULATED GLASS
DETAIL 1
EXTERIOR INTERIOR
DOW 1199
SILICONE
VERTICAL SECTION
5 HEAD - 1X WOOD/CONCRETE/MASONRY
4812 FIN
1/2" MIN. GLASS
BITE
SEE GLAZING
DETAIL1
1 GLAZING DETAIL 1
l EXTERIOR INTERIOR
O.A. NOTE:
WINDOW
1/4" MAX. GLASS THICKNESS AND TYPE
HEIGHT
SHIM SPACE SHALL COMPLY WITH ASTM E 1300
GLASS CHART REQUIREMENTS
PERIMETER CAULK
BY OTHERS
EXTERIOR FINISH METAL STUD FRAMING
BY OTHERS L BY OTHERS
SHEATHING 8 SELF -TAPPING SCREW
BY OTHERS
1 3 THREADS MIN. INSTALLATION ANCHOR
ENGAGEMENT
VERTICAL SECTION
5 SILL- PRECAST CONCRETE
4812 FIN
1/4" MAX.
SHIM SPACE
PLY GEMWINDOWS
8 SELF -TAPPING SCREW 433 N. MAIN ST., PO BOX 559,
INSTALLATION ANCHOR ROCKY MOUNT, VA 24151
METAL STUD FRAMING
INTERIOR
PH: 540i84-6348 FX: 540-484-6683
BY OTHERS
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HORIZONTAL SECTION PGW029
5 JAMB - STEEL STUD FRAME
SHEET: OF 54812FIN
INSTALLATION NOTES:
1. ONE (1) INSTALLATION ANCHOR 15 REQUIRED AT EACH ANCHOR LOCATION SHOWN,
UNLESS OTHERWISE STATED.
2. THE NUMBER OF INSTALLATION ANCHORS DEPICTED 15 THE MINIMUM NUMBER OF
ANCHORS TO BE USED FOR PRODUCT INSTALLATION.
3. INSTALL INDIVIDUAL INSTALLATION ANCHORS WITHIN ATOLERANCE OF it/21NCH OF
THE DEPICTED LOCATION IN THE ANCHOR LAYOUT DETAIL (I.E., WITHOUT
CONSIDERATION OF TOLERANCES). TOLERANCES ARE NOT CUMULATIVE FROM ONE
INSTALLATION ANCHOR TO THE NEXTT,
4. FIN INSTALLATION: FOR INSTALLATION THROUGH 2X WOOD FRAME USE ONE (1) N8
WOOD SCREW, 10D COMMON NAIL OR 11 GAUGE ROOFING NAIL OF SUFFICIENT
LENGTH TO ACHIEVE 1112 INCH MINIMUM EMBEDMENT INTO WOOD SUBSTRATE.
5. FLANGE INSTALLATION: FOR INSTALLATION THROUGH 2X WOOD FRAME USE ONE (1)
PIC WOOD SCREW OF SUFFICIENT LENGTH TO ACHIEVE 1112 INCH MINIMUM
EMBEDMENT INTO WOOD SUBSTRATE.
6. MINIMUM EMBEDMENT AND EDGE DISTANCE EXCLUDE WALL FINISHES, INCLUDING
BUT NOT LIMITED TO STUCCO, FOAM, BRICK VENEER, AND SIDING.
7. INSTALLATION ANCHORS AND ASSOCIATED HARDWARE MUST BE MADE OF
CORROSION RESISTANT MATERIAL OR HAVE A CORROSION RESISTANT COATING.
DISSIMILAR MATERIALS MUST BE SEPARATED OR COATED.
8. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR
MANUFACTURER'S INSTALLATION INSTRUCTIONS, AND ANCHORS SHALL NOT BE
USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH
SPECIFIED BY THE ANCHOR MANUFACTURER.
9. INSTALLATION ANCHOR CAPACITIES FOR PRODUCTS
HEREIN ARE BASED ON SUBSTRATE MATERIALS WITH THE
FOLLOWING PROPERTIES:
A. WOOD - MINIMUM SPECIFIC GRAVITY OF 0.55.
PLY GEM WINDOWS
471214812 SINGLE -HUNG (NON -IMPACT)
AS TESTED
GENERAL NOTES:
1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND
MANUFACTURED TO COMPLY WITH THE CURRENT FLORIDA
BUILDING CODE (FBC) EXCLUDING HVHZ AND HAS BEEN
EVALUATED ACCORDING TO THE FOLLOWING:
AAMA/WDMA/CSA 101/1.S.2/A440-05
2. ADEQUACY OF THE EXISTING STRUCTURAL 2X STUD
FRAMING AS A MAIN WIND FORCE RESISTING SYSTEM
CAPABLE OF WITHSTANDING AND TRANSFERRING APPLIED
PRODUCT LOADS TO THE FOUNDATION IS THE
RESPONSIBILITY OF THE ENGINEER OR ARCHITECT OF RECORD
FOR THE PROJECT OF INSTALLATION.
3. 2X BUCKS SHALL BE DESIGNED AND ANCHORED TO PROPERLY
TRANSFER ALL LOADS TO THE STRUCTURE. BUCK DESIGN
AND INSTALLATION IS THE RESPONSIBILITY OF THE ENGINEER
OR ARCHITECT OF RECORD FOR THE PROJECT OF
INSTALLATION.
4. THE INSTALLATION DETAILS DESCRIBED HEREIN ARE GENERIC
AND MAY NOT REFLECT ACTUAL CONDITIONS FOR A SPECIFIC
SITE. IF SITE CONDITIONS CAUSE INSTALLATION TO DEVIATE
FROM THE REQUIREMENTS DETAILED HEREIN, A LICENSED
ENGINEER OR ARCHITECT SHALL PREPARE SITE SPECIFIC
DOCUMENTS FOR USE WITH THIS DOCUMENT.
5. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED TO
PROTECTTHIS PRODUCT IN AREAS REQUIRING IMPACT
RESISTANCE.
WINDOW FRAME MATERIAL: ALUMINUM 5063-T5
6. GLASS MEETS THE REQUIREMENTS OF ASTM E1300 GLASS
CHARTS. SEE SHEET 5 FOR GLAZING DETAILS.
7. DESIGNATIONS "X" AND "O"STAND FOR THE FOLLOWING:
X., OPERABLE PANEL
0: FIXED PANEL
TABLE OF CONTENTS
SHEET REVISION SHEET DESCRIPTION
I A GENERAL & INSTALLATION NOTES
2 ELEVATIONS& ANCHOR LAYOUTS
3 4712FL VERTICAL HORIZONTAL SECTIONS
4 4712F VERTICAL & HORIZONTAL SECTIONS
5 4812F VERTICAL & HORIZONTAL SECTIONS
PRODUCT
OVERALL51ZE DP RATING
PSF)
MISSILE IMPACT
RATINGWIDTHHEIGHT
4712FL 48" 83.93" 50 / -70 NOT RATED
4712FL 53" 72" 50/-60 NOT RATED
4712F 53" 72" 50/-60 NOT RATED
4712F 48" 83.93" 50/-60 NOT RATED
4812E 48" 84" SO / -60 NOT RATED
4812E 48" 96" 30/-30 NOT RATED
Digitally signed by Hermes F. Norero, P.E.
Reason: I am approving this document
Date: 2015.04.10 10:47:11-04'00'
PLY
WINDOWS
GEM
433 N. MAIN ST., PO BOX 559,
ROCKY MOUNT, VA 24151
PH: 540-484-6348 FX: 540-48446833
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UNIT MAX.
WIDTH 53.00"
D.L.O MAX.
WIDTH 49.44"
B F
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D 70„
UNIT
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HEIGHT
72.00" H
4 "X„
A E
3 4
SASH MAX.
WIDTH 51.25"
ELEVATION
D.L.O MAX.
WIDTH 44.31"
D.L.O. MAX.
HEIGHT33.25" UF i
MAX.
HEIGHT
96.00"
SASH MAX.
HEIGHT
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SEE ANCHOR
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EDGE HEAD SILL JAMB O.C. CORNER
ANCHOR TYPE
TYPE LOCATION
SUBSTRATE
IN.)
DISTANCE O.C. DISTANCE O.C. DISTANCE DISTANCE DISTANCE
IN.) IN.) IN.) IN.) IN.)
8 WOOD ANCHOR FIN 1 WOOD 1.5 0.75 12 12 9 4
101) COMMON OR 11
FIN 1 WOOD 1.5 0.75 12 12 9 4
GAUGE ROOFING NAIL
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CONCRETE/ MASONRY BY OTHERS
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BY OTHERS
EXTERIOR FINISH
BY OTHERS
STRUCTURAL GRADE / 1
O.A. SILICONE BY OTHERS I /
WINDOW
HEIGHT
EXTERIOR
4
O.A.
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HEIGHT
1
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1 1/2" MIN
EMBEDMENT
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SHIM SPACE
SEE GLAZING
DETAIL TMTFQTnO
VERTICAL SECTION
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SEE GLAZING
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EXTERIOR FINISH -
BY OTHERS
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CAULK BETWEEN
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WOOD BUCK BY OTHERS
CONCRETE/MASONRY
BY OTHERS
film -IN
VERTICAL SECTION
SILL-2X WOOD BUCK
4712 FLANGE
1 1/2" MIN.
1/4" MAX. EMBEDMENT
SHIM SPACE
CAULK BETWEEN
INTERIOR CONCRETE/ MASONRY d 2X
WOOD BUCK BY OTHERS
CONCRETE/MASONRY
BY OTHERS
2X WOOD BUCK
BY OTHERS
10 WOOD SCREW
INSTALLATION ANCHOR
3/4" MIN.
EDGE DISTANCE
SEE GLAZING
DETAILI EXTERIORFINI5H
EXTERIOR
BY OTHERS
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INTERIOR #10 WOOD SCREW
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1/4" MAX.
SHIM SPACE
INTERIOR
SEE GLAZING
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3/4" MIN.
EDGE DISTANCE
SHEATHING-
BY OTHERS
EXTERIOR
EXTERIOR FINISH
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SILICONE BY OTHERS
O.A.
WINDOW --
WIDTH
DS HORIZONTAL SECTION
3 JAMB - 2X WOOD FRAME
4712 FLANGE
PLY GEMWINDOWS
433 N. MAIN ST., PO BOX 559,
QOCKY MOUNT, VA 24151
PH: 540-484-6348 FX: 540 84-6683
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BY OTHERS
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rFf- VERTICAL SECTION
4 HEAD-2X WOOD BUCK
4712 FIN
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1
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BY OTHERS
2X WOOD BUCK BY OTHERS #
8 WOOD SCREW
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BY OTHERS
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4712 FIN
1/4" MAX.
SHIM SPACE
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EMBEDMENT
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WIDTH
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4712 FIN
VERTICAL SECTION
4J MEETING RAIL
INTERIOR
SEE GLAZING
DETAIL
EXTERIOR
PLy GEMWINDOWS
433 N. MAIN ST„ PO BOX 559.
ROCKY MOUNT, VA 24151
PH: 540484-6348 FX: 540484-6683
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SHIM SPACE
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CONCRETE/ MASONRY BY OTHERS -
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HEIGHT
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INSTALLATION ANCHOR
1/4" MAX.
SHIM SPACE
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EDGE DISTANCE
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IOD COMMON NAIL OR 11
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EMBEDMENT
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VERTICAL SECTION
5 HEAD-2X WOOD BUCK /
4812 FIN
1/2" MIN. GLASS
BITE
GLAZING DETAIL 1
NOTE:
SEE GLAZING GLA55 THICKNESS AND TYPE SHALL COMPLY
DETAIL 1 WITH ASTM E 1300 GLASS CHART
REQUIREMENTS
EXTERIOR U INTERIOR
wMo
PERIMETER CAULK
BY OTHERS
EXTERIOR FINISH ,'", '•`.
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2X WOOD BUCK BY OTHERS
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BY OTHERS
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4812 FIN
1/4" MAX.
SHIM SPACE
3/4" MIN. EDGE
DISTANCE
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INSTALLATION ANCHOR
WINDOW
WIDTH
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433 N. MAIN ST., PO BOX 559,
ROCKY MOUNT, VA 24151
PH:540-484-6348 FX: 540484-6683
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DWG #:
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SHEET: 5 OF 5
INSTALLATION NOTES:
1. TWO (2) INSTALLATION ANCHORS ARE REQUIRED AT EACH
ANCHOR LOCATION SHOWN.
2. THE NUMBER OF INSTALLATION ANCHORS DEPICTED 15 THE
MINIMUM NUMBER OF ANCHORS TO BE USED FOR PRODUCT
INSTALLATION. .
3. INSTALL INDIVIDUAL INSTALLATION ANCHORS WITHIN A
TOLERANCE OF it/21NCH OF THE DEPICTED LOCATION IN THE
ANCHOR LAYOUT DETAIL (I.E., WITHOUT CONSIDERATION OF -
TOLERANCES). TOLERANCES ARE NOT CUMULATIVE FROM ONE
INSTALLATION ANCHOR TO THE NEXT.
4. SHIM AS REQUIRED AT EACH INSTALLATION ANCHOR WITH LOAD
BEARING SHIM(S). MAXIMUM ALLOWABLE SHIM STACK TO BE I/4
INCH. SHIM WHERE SPACE OF 1/16 INCH OR GREATER OCCURS.
SHIM(S) SHALL BE CONSTRUCTED OF HIGH DENSITY PLASTIC OR
BETTER.
5. FOR INSTALLATION INTO WOOD FRAMING, USE 1110 WOOD
SCREWS OF SUFFICIENT LENGTH TO ACHIEVE 11/2 INCH MINIMUM
EMBEDMENT.
6. FOR INSTALLATION THROUGH 1X BUCK TO CONCRETE/MASONRY,
OR DIRECTLY INTO CONCRETE/MASONRY, USE 3/16 INCH ITW
TAPCONS OF SUFFICIENT LENGTH TO ACHIEVE 11/41NCH
MINIMUM EMBEDMENT.
7. MINIMUM EMBEDMENT AND EDGE DISTANCE EXCLUDE WALL
FINISHES, INCLUDING BUT NOT LIMITED TO STUCCO, FOAM, BRICK
VENEER, AND SIDING.
8. INSTALLATION ANCHORS AND ASSOCIATED HARDWARE MUST BE
MADE OF CORROSION RESISTANT MATERIAL OR HAVE A
CORROSION RESISTANT COATING.
9. FOR GROUT FILLED BLOCK, DO NOT INSTALL INSTALLATION
ANCHORS INTO MORTAR JOINTS. EDGE DISTANCE IS MEASURED
FROM FREE EDGE OF BLOCK OR EDGE OF MORTAR JOINT INTO
FACE SHELL OF BLOCK.
10. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE
WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS,
AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH
STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BY
THE ANCHOR MANUFACTURER.
11. INSTALLATION ANCHOR CAPACITIES FOR PRODUCTS HEREIN ARE
BASED ON SUBSTRATE MATERIALS WITH THE FOLLOWING
PROPERTIES:
A. WOOD- MINIMUM SPECIFIC GRAVITY OF 0.55.
B. CONCRETE -MINIMUM COMPRESSIVE STRENGTH OF 3000
PSI.
C. MASONRY- STRENGTH CONFORMANCETO ASTM C-90.
MINIMUM COMPRESSIVE STRENGTH OF 1500 PSI.
GENERAL NOTES:
1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND
MANUFACTURED TO COMPLY WITH THE CURRENT FLORIDA
BUILDING CODE, EXCLUDING HVHZ.
AAMA/N W W DA 101/I.S.2-97
2. ADEQUACY OF THE EXISTING STRUCTURAL
CONCRETE/MASONRY AND 2X FRAMING AS A MAIN WIND
FORCE RESISTING SYSTEM CAPABLE OF WITHSTANDING
AND TRANSFERRING APPLIED PRODUCT LOADS TO THE
FOUNDATION IS THE RESPONSIBILITY OF THE ENGINEER OR
ARCHITECT OF RECORD FOR THE PROJECT OF INSTALLATION,
3. 1X AND 2X BUCKS (WHEN USED) SHALL BE DESIGNED AND
ANCHORED TO PROPERLY TRANSFER ALL LOADS TO THE
STRUCTURE. BUCK DESIGN AND INSTALLATION 15 THE
RESPONSIBILITY OF THE ENGINEER OR ARCHITECT OF
RECORD FOR THE PROJECT OF INSTALLATION.
4. THE INSTALLATION DETAILS DESCRIBED HEREIN ARE
GENERIC AND MAY NOT REFLECT ACTUAL CONDITIONS FOR
A SPECIFIC SITE. IF SITE CONDITIONS CAUSE INSTALLATION
TO DEVIATE FROM THE REQUIREMENTS DETAILED HEREIN,
A LICENSED ENGINEER OR ARCHITECT SHALL PREPARE SITE
SPECIFIC DOCUMENTS FOR USE WITH THIS DOCUMENT.
5. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED ON
THIS PRODUCT IN AREAS REQUIRING IMPACT RESISTANCE.
6. DOOR FRAME MATERIAL: ALUMINUM 6063-T6.
7. GLASS THICKNESS& TYPE SHALL COMPLYWITH THE
REQUIREMENTS OF ASTM E1300 GLASS
CHARTS. SEE SHEET 8 FOR GLAZING DETAIL.
8. DESIGNATIONS "X" AND "0" STAND FOR THE FOLLOWING,
X: OPERABLE PANEL
0: FIXED PANEL
9. APPROVED CONFIGURATIONS:
2T- XO, OX, XX, OXO, XXO, OXX, XOK, OXXX, XXXO, DXXO,
XXXX
3T- XXX, XXO, OXX, OXXX, XXXO, XXXXXX, OXXXXO
PLY GEM WINDOWS
BUILDER SERIES 4780 PATIO DOOR
TABLE OF CONTENTS
SHEET REVISION SHEET DESCRIPTION
I A INSTALLATION & GENERAL NOTES
2 ELEVATIONS
3 ELEVATIONS
4 ANCHORLAYOUTS
5 ANCHORLAYOUTS
6 VERTICAL SECTIONS
7 VERTICAL SECTIONS
8 HORIZONTAL SECTIONS & GLAZING DETAIL
9 HORIZONTAL SECTIONS
SO HORIZONTAL SECTIONS
DESIGN PRESSURE RATING
MAX. PANEL SIZE DESIGN PRESSURE MISSILE IMPACT
RATING
48.50" X 95.00" 30.0 PSF NON -IMPACT
Digitally signed by Hermes F Norero, P.E.
Reason: I am approving this document
Date: 2015.01.02 13:01:07-05'00'
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1 3/4" MIN. EDGE DISTANCE 13/4" MIN. SEPARATION
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NOTEM
1. SHORT PANEL NON -IMPACT RESISTANT GLAZING OPTION -
090" MINIMUM SSB GLAZING IN MOLDED FRAMES SCREWED
TOGETHER PATH A MINIMUM OF (6) #Bxi' SCREWS INSTALLED IN 13 GA HORIZ ANGLE -
TOP OR INTERMEDIATE SECTION (NTH OR WITHOUT DECORATIVE
INSERTS) MEETS UNIFORM STATIC DESIGN PRESSURES SHOWN
ON THIS DRAWING. GLAZING SHALL HAVE A MAXIMUM HEIGHT 13 CA FLAG ANCLE-
OF 13.75" AND A MAXIMUM LENGTH OF 16.75". GLAZING IS
NOT IMPACT RESISTANT AND DOES NOT MEET THE
REQUIREMENTS FOR NAND -BORNE DEBRIS REGIONS. 16 GA MIN HORIZ-
TRACK
2. LONG PANEL NON -IMPACT RESISTANT GLAZING OPTION - 5/18x1-5/8"-
090" MINIMUM SSB GLAZING IN MOLDED FRAMES GLUED WITH LAG SCREWS
A 1/8" BEAD OF BOSTIK 1100 OR EQUIVALENT UNDER THE MIN 3 AS
OUTER FRAME AND SCREWED TOGETHER NTH A MINIMUM OF SHOWN) 10) /Bx1" SCREWS INSTALLED IN TOP OR INTERMEDIATE
SECTION (WITH OR WITHOUT DECORATIVE INSERTS) MEETS 16 GA MIN VERT-
UNIFORM STATIC DESIGN PRESSURES SHOWN ON THIS DRAWING. TRACK
GLAZING SHALL HAVE A MAXIMUM HEIGHT OF 13.75" AND A
MAXIMUM LENGTH OF 39". GLAZING IS NOT IMPACT RESISTANT
AND DOES NOT MEET THE REQUIREMENTS FOR WAND -BORNE 5/16x1-5/8" LAG -
DEBRIS REGIONS. GLAZED SECTION REQUIRES 18 GA J-STRUT SCREW AT EACH
SCREWED TO LOWER INTEGRAL RIB OF SECTION AND OPERATOR JAMB BRACKET
STILE TO BE FACTORY INSTALLED. INSTALLER SHALL FIELD
INSTALL (1) 1/4-14x7/8" SELF DRILLING CRIMPTITE SCREW TO 1/4-20x9/16" TRACK -
ATTACH THE J-STRUT TO THE INTEGRAL RIB AND OPERATOR BOLT AND 1/4-20 HEX
STILE AT THE CENTERLINE OF THE DOOR PER DETAIL F ON NUT AT EACH JB JAMB
SHEET 2. BRACKET LOCATION
3. IMPACT RESISTANT GLAZING OPTION - IMPACT RESISTANT
GLAZING SYSTEM MAY BE INSTALLED IN TOP OR INTERMEDIATE
SECTION (WITH OR WITHOUT DECORATIVE INSERTS). GLAZING
SHALL BE 1/4" MAKROLON-AR POLYCARBONATE OR EQUAL.
GLAZING SHALL HAVE A MAXIMUM HEIGHT OF 15.21" AND A
MAXIMUM LENGTH OF 50.OB". GLAZING IS IMPACT RESISTANT
AND DOES MEET THE REQUIREMENTS FOR WIND-BORNE DEBRIS
REGIONS. SEE DETAIL E ON SHEET 2 FOR ASSEMBLY DETAILS.
GLAZED SECTION REQUIRES REINFORCEMENT BRACKETS
ATTACHED TO U-BAR ON UPPER INTEGRAL RIB (SEE DETAIL G 15 GA STIFFENED'
SHEET 2). 18 GA J-STRUT SCREWED TO LOWER INTEGRAL RIB
BRACKETSJAMBSEESCHEBRACBRAGDULEFOROF
SECTION AND OPERATOR STILE TO BE FACTORY INSTALLED. QU
ANITY, LOCATION, INSTALLER
SHALL FIELD INSTALL (1) 1/4-14x7/8" SELF AND
TYPE DRILLINGCRIMPTITESCREWTOATTACHTHEJ-STRUT TO THE INTEGRAL
RIB AND OPERATOR STILE AT THE CENTERUNE OF THE
DOOR PER DETAIL F ON SHEET 2. KEY
LOCK OR SLIDE LOCK- 4.
VINYL OR WOOD DOOR STOP NAILED A MAXIMUM OF 6' O.C. BOTH ENDS (NOT MUST
OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM REQUIRED WITH OPERATOR 7/
16" TO MEET NEGATIVE PRESSURES. SEE NOTE 5). SLIDE LOCK
SHOWN FOR 5.
KEY LOCK, SLIDE LOCKS, OR OPERATOR REQUIRED. CLARITY 6.
SECTION SHALL BE CONSTRUCTED WITH FOAMED IN PLACE NOTE: (4) SECTION SOLID POLYURETHANE
FOAM INSULATION CHEMICALLY BONDED TO 30 DOOR SHOWM. SEE SHEET GA
MINIMUM FACER STEEL AND A POLYLAMINATE BACKER. 2 FOR U-BAR LOCATIONS END
CAP TO HAVE A MINIMUM 1.1" DEPTH. ON DOORS WITH OTHER SECTION
QUANTITIES AND 7.
THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SEE NOTES 1, 2, AND 3 SHALL
BE THE RESPONSIBILITY OF THE PROFESSIONAL OF ON THIS SHEET FOR RECORD
FOR THE BUILDING OR STRUCTURE AND IN GLAZING OPTIONS. ACCORDANCE
WITH CURRENT BUILDING CODES FOR THE LOADS LISTED
ON THIS DRAWING. B.
DOOR JAMB TO BE MINIMUM 2x6 STRUCTURAL GRADE LUMBER.
REFER TO JAMB CONNECTION SUPPLEMENT FOR ATTACHMENT
TO SUPPORTING STRUCTURE. 9.
LOUVER OPTION - .040" MINIMUM LOUVERS IN MOLDED FRAMES
SCREWED TOGETHER WITH A MINIMUM OF (6) #84' SCREWS
INSTALLED IN THE BOTTOM SECTION. LOUVERS ARE NOT
IMPACT RESISTANT AND DO NOT MEET THE REQUIREMENTS FOR
WIND-BORNE DEBRIS REGIONS. LOUVERED SECTION REQUIRES
OPERATOR STILE TO BE FACTORY INSTALLED AT THE CENTERUNE
OF THE DOOR. JOHN
E. SCATES, PE 3121
FMRGATE DR. CARROLLTON,
TX 75007 FL
PE 51737 TX PE 56306/F2ZO3 PROFESSIONAL
ENCINEER'S SEAL PROVIDED ONLY FOR VERIFICATION
OF WINDLOAD CONSTRUCTION DETAILS. EQUAL
TO 12' 0' ,• ••u,"" „,•
V,• JAMB
BRACKET SCHEDULE DOOR
HEIGHT
N0.
OF SECTIONS
O.
OF JAMB BRACKETS
EACH
JAMB) TRACK
TYPE
LOCATIONO
C UN 0 JAMB BRACKETS
MEASURED FROM BOTTOM OF
TRACK (ALL DIMENSIONS t 2") 7'-
0" 4 6 QI JB), 13 (QI), 25-1 2 (JB), 34 JB , 45-1 4 (QI), 63" (JB) 7'-
0' 4 6 FAT JB), 10- (JB). 21-3/4" (JB), 29-3/4" (JB), 42- (JB), 63-1/4" (JB) 8'-
0" 5 8 QI JB), 13" QI , 23' (JB), 34" (JB). 47-1 4" QI , 58" (JIB), 67" QI , 75" JB W-
0" 5 8 FAT JB), 10' JB , 21-3 4" (JEI), 29-3 4" (JB), 48' JB), 57-1 4' (JIB), 66" (is), 75-1 2" (JB 8'-
O" IGH LIFT/ROOFPITCH SEE NOTE BELOW NOTE:
JB)
FOLLOWING DIMENSION DENOTES SLOTTED JAMB BRACKET ATTACHED TO TRACK WITH 1/4-20x9/16" TRACK BOLT AND NUT. QI)
FOLLOWING DIMENSION DENOTES QUICK INSTALL JAMB BRACKET INSTALLED IN BUTTERFLY SLOT. NO ADDITIONAL HARDWARE NEEDED TO
ATTACH TO TRACK. ALL
DOORS WITH HIGH LIFT, ROOF PITCH, AND/OR GREATER THAN 8' IN HEIGHT REQUIRE USE OF CONTINUOUS WALL ANGLE. SEE SUPPLEMENT
TRACK CHART FOR DETAILS. SUPERIMPOSED
DESIGN PRESSURE LOADS
ON SUPPORTING STRUCTURE MAX
DOORDOOR HEIGHT
UNIFORM LOAD EACH JAMB (PLF) WIDTH
16'-
0" ALL 207.2/-230.4 14'-
0" ALL 181.3/-201.6 12'-
C" ALL 155.4/-172.8 10'-
O" ALL 1 +129.5 -144.0 Waync®
Bait®
n DIVISION
OF OVERHEAD DOOR COR 3395
ADDISON DRIVE PENSACOLA,
FLORIDA 32514 REVISIONS
P4
CHANGES TO GENERAL FORMAT
AND CHANGED U-
BAR FASTENER TYPE AT
END CAPS AND BOTTOM
RETAINER. CHANGED
CENTER HINGE GAUGE
AND ADDED LOUVER
OPTION. CHANGED
STRUT IDENTIFICATION
METHOD FROM
COLORED PAINT TO STAMPED
NUMBER. CRT
3/8/O6 P5
ADDED SUPERIMPOSED DESIGN
PRESSURE LOADS ON
SUPPORTING STRUCTURE
AND CLARIFIED
NUMBER OF FASTENERS
AND CENTER HINGES
REQUIRED FOR NARROWER
DOOR WIDTHS. MRB
5/10/06 P6
ADDED IMPACT RESISTANCE
TO DOOR. ADDED
MODEL 6100. MODIFIED
NOTE 8 TO STATE
THAT LOUVERS ARE
NOT IMPACT RESISTANT.
GRT
6/6/07 P7
MODIFIED JAMB BRACKET
SCHEDULE FOR FAT
OPTION, ADDED LHR TRACK
DETAIL SHEET 2. GRT
4/17/08 P8
ADDED IMPACT RESISTANT
GLAZING. ADDED
TEXAS LICENSE NUMBER
TO TTLE BLOCK. CHANGED
LOUVER NOTE. INCREASED
MAX HEIGHT TO
8'-9". ADDED HIGH LIFT
AND ROOF PITCH TRACK
NOTE. GRT
7/22/013 P9
UPDATED TITLE BLOCK GRT
8/26/10 P10
ADDED LONG PANEL GLAZING
OPTION GRT
3/15/11 STATIC
PRESSURE RATINGS APPROVED SIZES SCALE: N.T.S, I SIZE: A DESIGN (
PSF): +25.90/-28.80 MAX WIDTH: 16-0" 1 1 DATE NAME TEST (
PSF): +38.85/-43.20 MAX HEIGHT: 8'-9" DRAWN 1 3/8/06 GRT IMPACT/
CYCLIC RATED (YES/NO): YES MAX SECTION HEIGHT: 21 CHECKED 4/6/06 1 MRB MODELS
5120/6100/9100 SHEET 1 OF. 2 DRAWING
PART NO. REV. WINDLOAD
SPECIFICATION OPTION CODE 0230 318960 P10
13 GA ADJUSTABLE TOP PLACE U—BAR OVER INTEGRAL RIB 13 GA ADJUSTABLE
FIXTURE ATTACHED TO WITH THE (8) PRE —PUNCHED TOP FIXTURE
PRE —PUNCHED HOLES '- HOLES EACH END FACING UPWARD
IN BOTTOM OF U—BAR. / AND ATTACH THRU END CAP AT
WITH (2) 1/4-14x5/8' EACH END WITH (2) 1/4-14x7/8-
CRIMPTITE SCREWS SELF DRILLING CRIMPTITE SCREWS I/
FOR STANDARD TRACK AND (3)
D
1/4-140/8" SELF DRILLING
CRIMPTITE SCREWS FOR LOW
HEADROOM TRACK (2 OF WHICH
ARE USED TO ATTACHED THE TOP
DETAIL A
BRACKET AS SHOWN).
LOW HEADROOM TRACK
DETAIL A
13 GA ROLLER SLIDE ATTACHED TO
PRE —PUNCHED HOLES IN TOP OF U—BAR PLACE U—BAR OVER INTEGRAL RIB WITH
WITH (2) 1/4-14x5/8" CRIMPTITE SCREWS. THE (8) PRE —PUNCHED HOLES EACH END
USE HEWING HOLE IN SLIDE TO ENSURE FACING UPWARD AND ATTACH THRU END
PROPER ALIGNMENT OF ROLLERS CAP AT EACH END WITH (2) 1/4-14x7/8"
SELF DRILLING CRIMPTITE SCREWS
HINGE ATTACHED EXCEPTION* U—BAR PLACED OVER TOPWITHGAPATH (4) i/4-14x5/B' / RIB ON THE BOTTOM SECTION SHALL ONLY
CRIMPTITE SCREWS (2 OF TBEATTACHEO THRU END CAP AT EACH
WHICH ARE FACTORY END (1) 1/4-14x7/8" SELF DRILLING
ATTACHED) CRIMPTITE SCREW LOCATED ON THE
BOTTOM FLANGE OF THE U—BAR
NOTE DUE TO CLEARANCES REQUIRED TO
2' NYLON STORMCARD INSTALL SCREWS AT THE ENDS OF THE
ROLLER WITH Ds U—BARS, ALL U—BARS SHALL BE
4-1/2" STEM INSTALLED ON SECTIONS PRIOR TO
DETAIL B INSTALLING ROLLER SLIDES AND TOP
FIXTURE ON THE U—BARS. SEE
ATTACHMENT NOTES ON THIS SHEET.
18 GA HINGE ATTACHED PLACE U—BAR OVER
WITH (6) 1/4-20x5/8" INTEGRAL RIB AND ATTACH
CRIMPTITE SCREWS (2 OF WITH (2)) 1/4-20x5/8"
WHICH ARE FACTORY
CRIMPTITE SCREWS THRU
ATTACHED, 3 OF WHICH
PRE —PUNCHED HOLES AT
EACH INTERMEDIATE HINGE
ARE FIELD INSTALLED INTO
LOCATION (1 THRU FLANGE
WHICH IS FIELD INSTALLED
TOP LEAF, AND 1
OF U—BAR AND BOTTOM
THRU PRE —PUNCHED HOLE HINGE LEAF AND 1 THRUWEB
IN U—BAR)
OF U—BAR AND
INTEGRAL RIB OF SECTION)
DETAIL C
b
12 GA BOTTOM BRACKET
FACTORY ATTACHED WITH
3) 1/4-14x5/8" PLACE U—BAR OVER INTEGRAL RIB WITH
CRIMPTITE SCREWS NOTCH DOWN TO CLEAR BOTTOM
BRACKET AND ATTACH THRU END CAP
AT EACH END NTH (1) 1/4-14x7/8"
SELF DRILLING CRIMPTITE SCREW AS
FOR IMPACT RESISTANCE, SHOWN AND USE (1) 1/4-140/8" SELF
BOTTOM BRACKET MUST BE DRIWNG CRIMPTITE SCREW ACROSS THE
SCREWED TO THE BOTTOM BOTTOM OF THE BOTTOM U—BAR AT
U—BAR NTH EACH PRE —PUNCHED HOLE AT EVERY
2) 1/4-14x7/8' SELF DETAIL D HINGE LOCATION. USE (1) 1/4-2Ox5/8"
DRIWNG CRIMPTITE SCREWS. CRIMPTITE SCREW AT ALL OTHER
SEE IMPACT BOTTOM BRACKET PRE —PUNCHED HOLE LOCATIONS.
DETAIL THIS SHEET.
A8x3/4' MIN STAINLESS
SCREWS WITH STAINLESS - 1
BACKED RUBBER WASHERS
3-1/2" O.C. MAX
1/8" BEAD GEULTRAGLACSS04000I
J l SG4000AC
STRUCTURALSEALANT
OR I I USED
ONLY ON IMPACT - GLAZED
SECTION — 11 GA
REINFORCEMENT , BRACKET
ATTACHED WITH (
4) 1/4-14x7/8" ' SELF
DRILLING CRIMPTITE
SCREWS (2 THROUGH
BOTH BRACKET
AND U—BAR) ' 1149131w
1)
1/4-140/8" SELF DRILLING CRIMPTITE SCREW
AT CENTER LINE OF DOOR THRU J—
STRUT & OPERATOR BRACKET. NOTE:
J—STRUT & SCREW ONLY REQUIRED ON
LONG PANEL AND IMPACT GLAZED SECTIONS.
SEE NOTE 2 :SHEET ATTACH
BOTTOM BRACKET TO
BOTTOM U—BAR WITH (2) 7/
4-14x7/8' SELF DRILLNG CRIMPTITE
SCREWS IMPACT
BOTTOM BRACKET 5)
SECTION DOORS WITH (
6) 3", 18 GA, 80
KSI U—BARS LOCATED
OVER INTEGRAL
RIBS AS 4)
SECTION DOORS NTH (
5) 3", 18 GA, 80
KSI U—BARS LOCATED
OVER INTEGRAL
RIBS AS SHOWN —
DETAIL
F U—
BAR ATTACHMENT NOTES 1.
ALL U—BARS SHALL BE PLACED OVER INTEGRAL RIBS AND ATTACHED
THRU PRE —PUNCHED HOLES NTH (2) 1/4-14x5/8" CRIMPTITE
SCREWS AT EACH INTERMEDIATE HINGE LOCATION, (2) 1/
4-14x7/8" SELF DRIWNG CRIMPTTE SCREWS AT EACH END CAP (
EXCEPT BOTH U—BARS ON BOTTOM SECTION — SEE DETAIL
B AND D THIS SHEET), (2) 1/4-14x5/8' CRIMPTITE SCREWS
APPROXIMATELY MIDWAY BETWEEN END OF DOOR AND INTERMEDIATE
HINGE LOCATION, AND (1) 1/4-14x5/8' CRIMPTITE
SCREW APPROXIMATELY 8" FROM EACH END. FOR DOOR
WIDTHS GREATER THAN 12'-0', THERE SHALL BE A TOTAL
OF (20) SCREWS AT -(ACHING EACH U-BAR EXCEPT BOTH U-
BARS ON BOTTOM SECTION SHALL HAVE A TOTAL OF (18) SCREWS
EACH. FOR DOOR WIDTHS LESS THAN OR EQUAL TO 12'-
0", THERE SHALL BE A TOTAL OF (16) SCREWS ATTACHING EACH
U-BAR EXCEPT BOTH U-BARS ON BOTTOM SECTION NON-
STRUCTURAL DECORATIVE SHALL
HAVE A TOTAL OF (14) SCREWS EACH. OUTER
WINDOW TRIM 2. WITH THE EXCEPTION OF THE (8) PRE -PUNCHED HOLES IN 1 /
4" POLYCARBONAIE THE
TOP OF EACH END USED FOR ATTACHMENT OF THE ROLLER SLIDES
AND THE (6) PRE -PUNCHED HOLES IN THE BOTTOM OF EACH
END USED FOR THE ATTACHMENT OF THE TOP FIXTURE AND
UNLESS NOTED OTHERWISE ON THIS SPECIFICATION DRAWING,
ALL PRE -PUNCHED HOLES IN ALL U-BARS SHALL BE ATTACHED
TO THE DOOR NTH 1/4-14x5/8' CRIMPTITE SCREWS. REVISIONS
P4
CHANGES TO GENERAL FORMAT
AND CHANGED U-
BAR FASTENER TYPE AT
END CAPS AND BOTTOM
RETAINER. CHANGED
CENTER HINGE GAUGE
AND ADDED LOUVER
OPTION. CHANGED
STRUT IDENTIFICATION
METHOD FROM
COLORED PAINT TO STAMPED
NUMBER. GRT
3/8/O6 P5
ADDED SUPERIMPOSED DESIGN
PRESSURE LOADS ON
SUPPORTING STRUCTURE
AND CLARIFIED
NUMBER OF FASTENERS
AND CENTER HINGES
REQUIRED FOR NARROWER
DOOR WIDTHS. MRB
5/10/06 P6
ADDEO IMPACT RESISTANCE
TO DOOR. ADDED
MODEL 6100. MODIFIED
NOTE 8 TO STATE
THAT LOUVERS ARE
NOT IMPACT RESISTANT.
IGRT
6/6/07 P7
MODIFIED JAMB BRACKET
SCHEDULE FOR FAT
OPTION. ADDED LHR TRACK
DETAIL SHEET 2. GRT
4/17/08 P8
ADDED IMPACT RESISTANT
GLAZING. ADDED
TEXAS LICENSE NUMBER
TO TITLE BLOCK. CHANGED
LOUVER NOTE. INCREASED
MAX HEIGHT TO
B'-9". ADDED HIGH LIFT
AND ROOF PITCH TRACK
NOTE. GRT
7/22/OB P9
UPDATED TITLE BLOCK GRT
8/26/10 P10
ADDED LONG PANEL GLAZING
OPTION GRT
3/15/11 3.
18 GA U—BARS SHALL BE STAMPED "48" APPROXIMATELY B" FROM
EACH END. FACER
S77-ELI STATIC
PRESSURE RATINGS APPROVED SIZES SCALE: N.T.S. SIZE: A DESIGN (
PSF): +25.90/-28.80 MAX WIDTH: 16'-0" DATE NAME waTEST (PSF): +38.85/-43.20 MAX HEIGHT: 8'-9" DRAWN 1 3/8/06 GRT JOHN
E. SCATES. PE NON-STRUCTURAL Daft®n IMPACT/CYCLIC RATED (YES/NO): YES MAX SECTION HEIGHT: 21" CHECKED 4/6/D6 MRB 3121
FAIRGATE DR. DECORATIVE INNER _ / MODELS 5120/6100/9100 SHEET 2 OF 2 CARROLLTON,
TX 75007 WINDOW TRIM FL
PE 51737 TX PE 56308/F2203 A DIVISION OF OVERHEAD DOOR CORP DRAWING PART NO. REV. PROFESSIONAL
ENGINEER'S SEAL PROVIDED ONLY FOR DETAIL E SACS A, FLOR DRIVE PEN32514WINDLOADSPECIFICATION OPTION CODE 0230 318960 P10 VERIFICATION OFKINDLOADCONSTRUCTIONDETAILS. (850) 850)
474-9890 __ _.
14"
MAX
12"
MAX
12"
MAX I
1 12" `\
MAX
12"
MAX
12"
MAX
CLIPS TO BE EITHER
RIVETED, BOLTED, OR
WELDED. SEE DETAILS
THIS PAGE.
JOHN E. SCATES, PE
3121 FAIRGATE DR.
CARROLLTON, TX 75007
FL PE 51737 TX PE 563D8/F22D3
PROFESSIONAL ENGINEER'S SEAL PROVIDED ONLY FOR
VERIFICATION OF WINDLOAD CONSTRUCTION DETAILS.
PLATE LOCATION
HEDULE
CLIP DETAIL
CLIP LOCATIONS
SEE SCHEDULE
TRACK
13 GA MIN
CONTINUOL
WALL ANG
11 GA MIN
CLIP SEE
SCHEDULE
TRACK
3) 1/4"-20 TRACK
DR CARRIAGE BOLT
WITH 1 /4"-20 NUT
TYPICAL CLIP
BOLTING DETAIL
13 GA MIN _
CONTINUOUS
TRACKWALLANGLE
j. \
2) 1 /4" X
7/16 SEMI
TUBULAR
f(1) 1/4"-20 TRACK
11 GA MIN \
OR CARRIAGE BOLT
SCIHEDULE
P SEE\''. %
WITH 1 /4"-20 NUT
TYPICAL CLIP
RIVETING DETAIL
RSW 0 28" U '
d
11 GA
SEESSCHEDULEDEP27r1
j—(1) 1 /4"-20 TRACK 13
GA MIN , i OR CARRIAGE BOLT CONTINUOUS
WITH 1/4"-20 NUT WALL
ANGLE TRACK
TYPICAL
CLIP WELDING
DETAIL DESIGN
PRESSURE CHART MAX
DOOR
WIDTH
MAX
PSF 9'-
0" 46.0 PSF -52.0 PSF 16'-
0" 46.0 PSF/-52.0 PSF 18'-
0" 46.0 PSF/-52.0 PSF REVISIONS
2
2 INCH TRACK —
CLIPS —TEXAS NALL
ANGLE 12 FOOT JPDATED
3PJ
6/11/03 3
UPDATED FORMAT. NCREASED
ALLOWABLE RESSURES
TO 46.
00/-52.00 PSF FOR ALL
DOOR WIDTHS. CHANGED "
TEXAS WALL ANGLE'
TO "CONTINUOUS WALL
ANGLE". ADDED SUBSTRATE
MOUNTING DETAIL,
CHANGED TO TITEN
HD ANCHORS GIRT
4/2/07 P4
CHANGED FORMAT. ADDED
MODELS 9800 AND
8024 WITH OVERLAY TO
TRACK CLIP SCHEDULE.
GIRT
8/21/07 P5
UPDATED MODELS LISTED
IN CHARTS. UPDATED
SPLICE do CLIP SCHEDULES.
CUP
9/05/07 P6
UPDATE MOUNTING DETAIL
DRAWINGS. CRT
10/05/07 P7
UPDATED CHARTS TO ELIMINATE
THE USE OF THE #
8 CUP (REPLACED WITH #
9 ACROSS THE BOARD).
CUP
10/24/07 P8
UPDATED STEEL MOUNTING
DETAIL MRB
04/11/03 P9
EXPANDED 1-1/2" TO 1-
3/8" DOOR THICKNESS CHART
UP TO 14• HIGH. GRT
12/11/08 PIC
UPDATED TITLE BLOCK
GIRT
6/2/10 Os
Vffagne® DRAWN DATE
B/
21/07 NAME
CRT
Balt®
n CHECKED 8/21/07 MRB SHEET
1 OF 2 TRACK
SUPPLEMENT CHART 3395
ADDISON DRIVE DRAWING PART NO. PEN(
8500)A47409 9A032514 307494 REV.
P1o'
2 3/4" t1"
EDGE DIST
E60XX MIN.
1 8 2-24
1/8 2-24
MIN 3/16"
T
STEEL FOR
5/16" x 1-5/8" WALL ANGL
LAG SCREW OR
EQUIVALENT INTO
MIN 2 x 6 NO.2
TRACK CLIP
SPF (G=0.42) OR - -
BETTER AT EACH 1/4-2Ox9/
HOLE OR PAIR OF
TRACK BOLHOLELOCATIONS
1/4-20
HEMOUNTINGTOWOODJAMBDETAILM
2 3/4" OPTIONAL: WALL ANGLE MAY BE
MIN EDGE DIST ATTACHED TO SUPPORTING STEEL
a
CONCRETE MOUNTING DETAIL
JOHN E. SCATES. PE
3121 FAIRGATE DR.
CARROLLTON, TX 75007
FL PE 51737 T% PE 58308/FZZ03
PROFESSIONAL ENGINEER'S SEAL PROVIDED ONLY FOR
VERIFICATION OF WINDLOAD CONSTRUCTION DETAILS.
WITH MIN. (1) 1/4-2Ox7/8" SELF
DRILLING SCREW WITH 1" O.D.
WASHER AT EACH HOLE OR PAIR OF
HOLE LOCATIONS IN LIEU OF WELDIN(
3/8" SIMPSON TITEN HD,
2-3/4" MIN EMBED INTO
MIN 2000 PSI CONCRETE
AT EACH HOLE OR PAIR
OF HOLE LOCATIONS
WALL ANGLE
1 /4=2Ox9/16"
TRACK BOLT AND
1/4-20 HEX NUT
TRACK CLIP
CLIP AND SPLICE PLATE SCHEDULE
MODELS 8024 8124 WITH DECATRIM OVERLAY (2-1/2" THICK
DOOR CLIP S FROM BOTTOM TO TOP pPATEE #
7'-0" 7, 9, 9, 9, 9, 11 16
8'-0" 7, 9, 9, 9, 9, 11, 11 16
9'-0" 7, 9, 9, 9, 9, 11, 11, 11 18
10'-O" 7, 9, 9, 9, 9, 11, 11, 11, 13 18
11'-O" 7. 9, 9, 9, 9, 11, 11, 11, 13, 13 20
12'- 0" 7, 9, 9, 9, 9, 11, 11, 11, 13, 13, 13 20
13'-0" 7, 9, 9, 9, 9, 11, 11, 11, 13, 13, 13, 13 22
7, 9, 9, 9, 9, 11, 11, 11, 13, 13, 13, 13 22
MODELS 5200 8000 8024 8100 8124 8500 2" THICK
HEIGHT CLIP S FROM BOTTOM TO TOP SPLICE
PLATE #
7'-0" 5, 6, 6, 7, 7, 9 12
8'-0" 5, 6, 6, 7, 7, 9, 9 12
9'-0" 5, 6, 61 7, 7, 9, 9, 9 14
10'-0"
1
5, 6, 6, 7, 7, 9, 9, 9, 11 14
11'-0" 5, 6, 6, 7, 7, 9, 9, 9, 11, 11 16
12'-0" 5, 6, 6, 7, 7, 9, 9, 9, 11, 11, 11 16
13'-0" 5, 6, 6, 7, 7, 9, 9, 9, 11, 11, 11, 13 18
14'-0" 5, 6, 6, 7, 7, 9, 9, 9, 11, 11, 11, 13, 13 18
MODELS 6100 8300 8700 1-3/8" TO 1-5 8' THICK
HEIGHT
CLIP #'S FROM BOTTOM TO TOP SPLICE
PLATE #
7'-0" 4, 4, 4, 4, 5, 6 8
8'-0" 4, 4, 4, 4, 5, 6, 6 8
9'-0" 4, 4, 4, 4, 5, 6, 6, 7 8
10'-0" 4, 4, 4, 4, 5, 6, 6, 7, 7 8
11'-0" 4, 4, 4, 4, 5, 6, 6, 7, 7, 9 10
12'-0" 4, 4, 4, 4, 5, 6, 6, 7, 7, 9, 9 10
13'-0" 4, 4, 4, 4, 5, 6, 6, 7, 7, 9, 9, 9 12
14'-0" 4, 4, 4, 4, 5, 6, 6, 7, 7, 9, 9, 9, 9 12
MODELS 9100 9400 9500 9700 9800 1" THICK
DOOR
HEIGHT
CLIP S FROM BOTTOM TO TOP SPLICE
PLATE #
7'-0" 4, 4, 4, 4, 4, 4 6
8'-0" 4, 4, 4, 4, 4, 4, 4 6
9'-0" 4, 4, 4, 4, 4, 4, 4, 4 6
10'-O" 4, 4, 4, 4, 4, 4, 4, 4, 4 6
Wagner
Dalton
3395 ADDISON DRIVE
TRACK SUPPLEMENT CHART PENS(
850)
A47FLRIDA
4 D9890 32514
REVISIONS
P2 2 INCH
TRACK -CLIPS -TEXAS
WALL ANGLE 12 FOOT
UPDATED
Bpi 6/11/03
P3 UPDATED FORMAT.
INCREASED ALLOWABLE
PRESSURES TO
46.00/-52.00 PSF FOR
ALL DOOR WIDTHS.
CHANGED "TEXAS WALL
ANGLE" TO "CONTINUOUS
WALL ANGLE". ADDED
SUBSTRATE MOUNTING
DETAIL, CHANGED TO
TITEN HD ANCHORS
CRT 4/2/07
P4 CHANGED FORMAT.
ADDED MODELS 9B00
AND 8024 WITH OVERLAY
TO TRACK CLIP
SCHEDULE.
CRT 8/21/07
P5 UPDATED MODELS
LISTED IN CHARTS.
UPDATED SPLICE do CLIP
SCHEDULES.
DLP 9/06/07
P6 UPDATE MOUNTING
DETAIL DRAWINGS.
GIRT 10/05/07
P7 UPDATED CHARTS TO
ELIMINATE THE USE OF
THE #8 CUP (REPLACED
WITH #9 ACROSS THE
BOARD).
DLP 1D/24/07
P8 UPDATED STEEL
MOUNTING DETAIL
MRB 04/11/08
P9 EXPANDED 1-1/2" TO
1-3/8" DOOR THICKNESS
CHART UP TO 14' HIGH.
GIRT 12/11/08
P10 ADDED MODEL 8700.
UPDATED TITLE BLOCK
CRT 6/2/10
DATE
DRAWN
SHEET 2 OF 2
DRAWING PART NO. REV.
307494 P10
A Division of Overhead Door Corporation
Jamb Connection
This document provides a series of connection schedules and basic detailing concepts for the
connection of garage door jambs to building frames with the use of various fasteners.
DASMA Technical Data Sheet TDS-161 may be used as an alternate to this document.
P/N 324620 Rev. P16
SCHEDULEI
5/16" DIAMETER LAG SCREWS
MAXIMUM SPACING OF LAG SCREWS PER JAMB IN
MAIN SUPPORT MEMBER SPECIES
SYP
SPECIFIC
GRAVITY - 0.55
DOUGLAS FIR
SPECIFIC
GRAVITY - 0.46
SPF
SPECIFIC
GRAVITY - 0.42
LOAD PER
JAMB LB/
NOTE3
100 24 24 24
120 24 24 24
140 24 24 24
160 24 24 24
180 24 24 24
200 24 24 24
220 24 24 22
240 24 24 20
260 24 22 19
280 24 20 17
300 24 19 16
320 22 18 15
340 21 16 14
360 20 16 13
380 19 15 13
400 18 14 12
420 17 13 11
440 16 13 11
460 15 12 10
480 15 12 10
500 14 11 10
520 14 11 9
540 13 10 9
560 13 10 8
580 12 9 8
600 12 9 8
620 11 9 8
640 11 9 7
660 11 8 7
680 10 8 7
700 10 8 7
720 10 8 6
740 9 7 6
760 9 7 6
780 9 7 6
800 9 7 6
Apr? GENaE TF /,/
No. 51737
0 STATE OF ;# 4--
aa
Z/jss/ONi;0V\
1. BASED ON 5/16" DIAMETER LAG SCREWS WITH 1-1/2" O.D. WASHERS WITH A 1-9/32"
THREAD PENETRATION INTO SEASONED DRY WOOD SUPPORTING STRUCTURE.
2. PROVIDE QUANTITY OF LAG SCREWS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN IN
TABLE WITH A MINIMUM OF THREE (3) LAG SCREWS PER JAMB. LAG SCREWS AT TOP AND BOTTOM
OF JAMB SHALL BE PLACED A MAXIMUM OF 6" FROM THE END OF THE JAMB.
3. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2.
EXAMPLE: DESIGN LOAD = 30psf
DOOR WIDTH =16ft
LOAD PER JAMB = 30psf x 16ft/2 = 240lb/ft
4. CHART IS BASED ON 6'-6" MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT.
5. DOOR JAMB TO BE 2x4 OR LARGER NO. 2 GRADE SPF (SPECIFIC GRAVITY>=0.42)
LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE.
IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION.
6. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER
AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 3.
7. MINIMUM EDGE DISTANCE SHALL BE 1/2", MINIMUM FASTENER SPACING SHALL BE 1-1/2%
AND ALL HOLES SHALL BE PRE -DRILLED TO PREVENT SPLITTING.
8. LAG SCREWS SHALL CONFORM TO ANSI / ASME STANDARD B18.2.1.
Digitally signed by John E. Scates, P.E.
Date: 2015.02.20 09:56:33-06'00'
Approved
John E. Scates, P.E.
3121 Fairgate Dr.
Carrollton, TX 75007
FL PE 51737 TX PE 56308/F2203 Revision P16
SCHEDULE2
16d COMMON WIRE NAILS AND 16d THREADED HARDENED -STEEL NAILS
MAXIMUM NAIL SPACING PER JAMB IN
MAIN SUPPORT MEMBER SPECIES
SYP
SPECIFIC
GRAVITY - 0.55
DOUGLAS FIR
SPECIFIC
GRAVITY - 0.46
SPF
SPECIFIC
GRAVITY - 0.42
LOAD PER
JAMB (LB/FT)" "'
100 24 24 19
120 24 20 16
140 21 17 14
160 18 15 12
180 16 13 10
200 15 12 9
220 13 11 8
240 12 10 8
260 11 9 7
280 10 8 7
300 10 8 6
320 9 7 6
340 8 7 n/a
360 8 6 n/a
380 7 6 n/a
400 7 6 n/a
420 7 n/a n/a
440 6 n/a n/a
460 6 n/a n/a
480 6 n/a n/a
500 6 n/a n/a
520 n/a n/a n/a
540 Na n/a n/a
560 n/a n/a n/a
580 n/a n/a n/a
600 n/a n/a n/a
620 n/a n/a n/a
640 n/a n/a n/a
660 n/a n/a n/a
680 n/a n/a n/a
700 n/a n/a n/a
720 n/a n/a n/a
740 n/a n/a n/a
760 n/a n/a n/a
780 n/a n/a n/a
800 n/a n/a n/a
so
pop
1 No. M737
STATE Of
assONA ``
11111
1. BASED ON 16d COMMON WIRE NAILS (0.162"x3-1/2") OR 16d THREADED HARDENED -STEEL NAILS (0.148"x3-1/2")
WITH A MINIMUM PENETRATION OF 2" INTO SIDE GRAIN OF MAIN MEMBER.
2. NAILS SHALL BE PROVIDED IN PAIRS AT'A MAXIMUM SPACING AS SHOWN IN TABLE WITH A
MINIMUM OF THREE (3) PAIRS OF NAILS PER JAMB. NAILS AT TOP AND BOTTOM
OF JAMB SHALL BE PLACED A MAXIMUM OF 6" FROM THE END OF THE JAMB.
3. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2.
EXAMPLE: DESIGN LOAD = 30psf
DOOR WIDTH = 16ft
LOAD PER JAMB = 30psf x 16ft/2 = 240lb/ft
4. CHART IS BASED ON 6'-6" MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT.
5. DOOR JAMB TO BE 2x4 OR LARGER NO. 2 GRADE SPF (SPECIFIC GRAVITY >=0.42)
LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE.
IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION.
6. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER
AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 3.
7. EDGE DISTANCES, END DISTANCES AND SPACINGS SHALL BE SUFFICIENT TO PREVENT SPLITTING OF THE WOOD.
Digitally signed by John E. Scates, P.E.
Approved
Date: 2015.02.20 09:56:58-06'00'
John E. Scates, P.E.
3121 Fairgate Dr.
Carrollton, TX 75007
FL PE 51737 TX PE 56308/F2203 Revision P16
SCHEDULE3
3/8" 0 A307 HEADED OR HOOKED ANCHOR BOLTS IN NORMAL WEIGHT CONCRETE
MAXIMUM SPACING OF ANCHOR BOLTS PER JAMB (IN)
LOAD PER
JAMB LB/FT)IIE3
2000 PSI
CONCRETE
2500 PSI
CONCRETE
3000 PSI
CONCRETE
100 24 24 24
120 24 24 24
140 24 24 24
160 24 24 24
180 24 24 24
200 24 24 24
220 24 24 24
240 24 24 24
260 24 24 24
280 24 24 24
300 24 24 24
320 24 24 24
340 24 24 24
360 23 24 24
380 22 24 24
400 20 24 24
420 19 24 24
440 19 23 24
460 18 22 24
480 17 21 24
500 16 20 24
520 16 20 24
540 15 19 23
560 14 18 22
580 14 18 21
600 13 17 20
620 13 16 20
640 13 16 19
660 12 15 19
680 12 15 18
700 11 14 17
720 11 14 17
740 11 1 14 1 16
760 11 13 16
780 10 13 16
800 10 13 15
o0 '- GEN8e-.
No. 51737
off STATE OF Q
O.t fLORMr p?
1. BASED ON 3/8"0 A307 HEADED OR HOOKED (1.69" MIN. HOOK LENGTH) ANCHOR BOLTS WITH A 2" O.D. WASHER
WITH A MINIMUM EMBEDMENT DEPTH OF 3" AND A MINIMUM EDGE DISTANCE OF 3".
2. PROVIDE QUANTITY OF ANCHOR BOLTS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN IN
TABLE WITH A MINIMUM OF THREE (3) ANCHOR BOLTS PER JAMB. ANCHOR BOLTS AT TOP AND BOTTOM
OF JAMB SHALL BE PLACED A MAXIMUM OF 6" FROM THE END OF THE JAMB.
3. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2.
EXAMPLE: DESIGN LOAD = 30psf
DOOR WIDTH = 16ft
LOAD PER JAMB = 30psf x 16fU2 = 240lb/ft
4. CHART IS BASED ON 6'-6" MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT.
5. DOOR JAMB TO BE 2x6 OR LARGER NO. 2 GRADE SPF (SPECIFIC GRAVITY>=0.42)
LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE.
IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION.
6. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER
AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 3.
Digitally signed by John E. Scates, P.E.
Approved Date: 2015.02.20 09:57:27-06'00'
John E. Scates, P.E.
3121 Fairgate Dr.
Carrollton, TX 75007
FL PE 51737 TX PE 56308/1`2203 Revision P16
SCHEDULE 4
3/8" 0 SIMPSON TITEN HD SCREW ANCHORS
MAXIMUM SPACING OF ANCHORS PER JAMB (IN)
LOAD PER
JAMB LB/ NOTE'
2500 PSI
CONCRETE "oTEI
4000 PSI
CONCRETE "oTE'
2000 PSI GROUT
FILLED CMUNIE2
100 24 24 24
120 24 24 24
140 24 24 24
160 24 24 24
180 24 24 24
200 24 24 24
220 24 24 24
240 24 24 24
260 24 24 16
280 24 24 16
300 24 24 16
320 24 24 16
340 24 24 16
360 24 24 16
380 24 24 8
400 24 24 8
420 24 24 8
440 24 24 8
460 24 24 8
480 24 24 8
500 24 24 8
520 24 24 8
540 24 24 8
560 23 24 8
580 22 24 8
600 21 23 8
620 21 22 8
640 20 22 8
660 19 21 8
680 19 20 8
700 18 20 8
720 18 19 8
740 17 19 N/A
760 17 18 WA
780 16 18 N/A
800 16 17 N/A
pp'; ceNaF rF,i
No. 51737
0 STATE OF /'4
Z//ASS/pNAI \X`
111111
1. BASED ON 3/8"0 SIMPSON TITEN HD SCREW ANCHOR WITH A 1-3/4" O.D. WASHER INTO NORMAL WEIGHT UNCRACKED
CONCRETE WITH A MINIMUM EMBEDMENT DEPTH OF 2-3/4" AND A MINIMUM EDGE DISTANCE OF 2-3/4".
2. BASED ON 3/8"0 SIMPSON TITEN HD SCREW ANCHOR WITH A 1-34' O.D. WASHER INTO GROUT FILLED CMU WITH A
MINIMUM EMBEDMENT DEPTH OF 2-3/4", A MINIMUM EDGE DISTANCE OF 4", AND A MINIMUM END DISTANCE OF 4".
CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C90 AND GROUT SHALL CONFORM TO ASTM C476.
3. PROVIDE QUANTITY OF SCREW ANCHORS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN IN
TABLE WITH A MINIMUM OF THREE (3) SCREW ANCHORS PER JAMB. SCREW ANCHORS AT TOP AND BOTTOM
OF JAMB SHALL BE PLACED A MAXIMUM OF 6" FROM THE END OF THE JAMB.
4. LOAD PER JAMB CALCULATED BYTAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2.
EXAMPLE: DESIGN LOAD = 30psf
DOOR WIDTH = 16ft
LOAD PER JAMB = 30psf x 16ft/2 = 2401b/ft
5. CHART IS BASED ON 6'-6" MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT.
6. DOOR JAMB TO BE 2x6 OR LARGER NO. 2 GRADE SPF (SPECIFIC GRAVITY>=0.42)
LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE.
IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION.
7. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER
AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 4.
8. SCREW ANCHORS SHALL BE INSTALLED PER MANUFACTURER'S WRITTEN INSTRUCTIONS.
Digitally signed by John E. Scates, P.E.
Aooroved
Date: 2015.02.20 09:58:01-06'00'
John E. Scates, P.E
3121 Fairgate Dr.
Carrollton, TX 75007
FL PE 51737 TX PE 56308/F2203 Revision P16
SCHEDLILE5
3/8" 0 HILTI KWIK BOLT 3 EXPANSION ANCHOR
MAXIMUM SPACING OF ANCHORS PER JAMB (IN)
LOAD PER
JAMB LB/ "ore'
2500 PSI
CONCRETE NOTEI
4000 PSI
CONCRETE "OTE7
2000 PSI GROUT
FILLEDCMU"ore2
100 24 24 24
120 24 24 24
140 24 24 24
160 24 24 24
180 24 24 24
200 24 24 24
220 24 24 24
240 24 24 24
260 24 24 24
280 24 24 24
300 24 24 24
320 24 24 16
340 24 24 16
360 24 24 16
380 24 24 16
400 24 24 16
420 24 24 16
440 24 24 16
460 24 24 16
480 24 24 8
500 24 24 8
520 24 24 8
540 24 24 8
560 24 24 8
580 24 24 8
600 23 23 8
620 22 22 8
640 22 22 8
660 21 21 8
680 20 20 8
700 20 20 8
720 19 19 8
740 19 19 8
760 18 18 8
780 1 18 18 8
800 1 17 17 8
No. 51737
STATE OF ; : Q Z
10N ;
1. BASED ON 3/8"0 HILTI KWIK BOLT 3 EXPANSION ANCHOR WITH A 1-3/4" O.D. WASHER INTO NORMAL WEIGHT
UNCRACKED CONCRETE WITH A MINIMUM EMBEDMENT DEPTH OF 2-1/2" AND A MINIMUM EDGE DISTANCE OF 3",
2. BASED ON 3/8"0 HILTI KWIK BOLT 3 EXPANSION ANCHOR WITH A 1-3/4" O.D. WASHER INTO GROUT FILLED CMU WITH A
MINIMUM EMBEDMENT DEPTH OF 2-1/2" AND A MINIMUM EDGE DISTANCE OF 4".
ONLY ONE ANCHOR PER MASONRY UNIT
CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C90 AND GROUT SHALL CONFORM TO ASTM C476.
3. PROVIDE QUANTITY OF ANCHORS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN IN
TABLE WITH A MINIMUM OF THREE (3) ANCHORS PER JAMB. ANCHORS AT TOP AND BOTTOM
OF JAMB SHALL BE PLACED A MAXIMUM OF 6" FROM THE END OF THE JAMB.
4. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2.
EXAMPLE: DESIGN LOAD = 30psf
DOOR WIDTH = 16ft
LOAD PER JAMB = 30psf x 16ft/2 = 240lb/ft
5. CHART IS BASED ON 6'-6" MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT.
6. DOOR JAMB TO BE 2x6 OR LARGER NO. 2 GRADE SPF (SPECIFIC GRAVITY>=0.42)
LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE.
IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION.
7. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER
AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 4.
8. SCREW ANCHORS SHALL BE INSTALLED PER MANUFACTURER'S WRITTEN INSTRUCTIONS.
Digitally signed by John E. Scates, P.E.
Date: 2015.02.20 09:58:27-06'00'
John E. Scates, P.E.
3121 Fairgate Dr.
Carrollton, TX 75007
FL PE S1737 TX PE 56308/1`2203 Revision P16
Wagnc®
Dalton
3395 ADDISON DRIVE
PENSACOLA, FLORIDA 32514
850) 474-9890
IF N
No. 0737
0 1 1, STATE OF
ON^L
MINIMUMSOUTHERNx3 PINELUMBER.-
Digitally
signed by John E. Scates, P.E. Date:
2015.02.20 09:58:53-06'00' JOHN
E. SCATES, PE 3121
FAIRGATE DR. CARROLLTON,
TX 75007 FL
PE 51737 TX PE 56306/F2203 PROFESSIONAL
ENGINEER'S SEAL PROVIDED ONLY FOR VERIFICATION
OF NNOLOAD CONSTRUCTION DETAILS. I
5"
MAX. MAXIMUM
SPACING6"
MAX. HEADER
LOCK FASTENERS
PER SCHEDULES
1 THRU 4 MINIMUM
2x4 STRUCTURAL
GRADE LUMBER
FOR ATTACHMENT
TO WOOD
SUBSTRATE OR
MINIMUM 2x6 FOR
ATTACHEM ENT TO
CONCRETE AND GROUT
FILLED CMU, TYP.
L2-
3/4" J 2)
3/8" SIMPSON TITEN HD SCREW ANCHOR
WITH A 1 1/4" WASHER AND A
MINIMUM EMBEDMENT DEPTH OF 2-
3/4' AND A MINIMUM EDGE DISTANCE
OF 2-3/4". DETAII.
1 MINIMUM
2500 PSI CONCRETE NOTE;
MAXIMUM DESIGN LOAD CAPACITY
OF 2085 LBS. REVISIONS
u•
SEE
DETAILS 1, 2, AND 3 REQUIRED
FOR VERTICAL POST
REINFORCING SYSTEMS.
DOOR
HEIGHT DOOR
WIDTH MINIMUM
2x6 #3 CL HEADER LOCK MINIMUM 2x6 #3 CL HEADER LOCK SOUTHERNPINEBRACKETSOUTHERNPINEBRACKETLUMBER.
LUMBER. B"
4" 4" 4)
3/8" SIMPSON TITEN HD SCREW (4) 3/8" DIA. LAG SCREWS ANCHOR
WITH A 1-1/4" WASHER AND WITH 1-1/4" O.D. WASHERS. A
MINIMUM EMBEDMENT DEPTH OF LAC SCREWS SHALL HAVE A 2-
3/4" AND A MINIMUM EDGE MINIMUM PENETRATION OF DISTANCE
OF 4. 1-9/32" INTO THE MAIN SUPPORT
MEMBER. D
T 7. DETAIL 3 MINIMUM
2000 P51 GROUT FILLED CMU WOOD SUPPORT STRUCTURE NOTE:
MAXIMUM DESIGN LOADNOTE: MAXIMUM DESIGN LOAD DATE NAME CAPACITY
OF 2400 LBS. CAPACITY OF 243D LBS. DRAWN 1 5 24 07 GIRT SHEET
1 OF 2 CHECKED DRAWING
PART N0. REV. JAMB
CONNECTION SUPPLEMENT 324620
P16
agn®
Bait®n
3395 ADDISON DRIVE
PENSACOLA, FLORIDA 32514
850) 474-9890
MIN 2500 PSI CONCRETE
NOTE: MAX ALLOWABLE FASTENER
LOAD MAY EXCEED THE DESIGN
LOAD OF THE STRUCTURE. DESIGN
OF SUPPORTING STRUCTURE SHALL
BE THE SOLE RESPONSIBILITY OF
THE PROFESSIONAL OF RECORDFORTHESTRUCTURE
3/8" SIMPSON TITEN HD,
2-3/4" MIN EMBED. MIN
6" BETWEEN JAMB
BRACKET LOCATION -
JAMB BRACKET-
1/4-200/16"
TRACK BOLT AND
1/4-20 HEX NUT
TRACK
No. 0737
it
0 STATE OF
11111111
Digitally signed by John E. Scates, P.E.
Date: 2015.02.20 09:59:26-06'00'
JOHN E. SCATES, PE
3121 FAIRGATE DR.
CARROLLTON, TX 75007
FL PE 51737 TX PE 563DR/F2203
PROFESSIONAL ENGINEER'S SEAL PROVIDED ONLY FOR
VERIFICATION OF MNDLOAD CONSTRUCTION DETAILS.
2 3/4'
EDGE I
MIN 2 x 4 SPF (G-0.42) OR BETTER WALL STUD
NOTE: MAX ALLOWABLE FASTENER LOAD MAY
EXCEED THE DESIGN LOAD OF THE STRUCTURE.
DESIGN OF SUPPORTING STRUCTURE SHALL BE
THE SOLE RESPONSIBILITY OF THE PROFESSIONAL
OF RECORD FOR THE STRUCTURE - I
HOLD BACK INTERIOR
SHEATHING
5/16" LAG SCREW WITH
1-9/32" EMBED IN CENTER OF
STUD (f 1/4") FOR EACH
JAMB BRACKET LOCATION
JAMB BRACKET
1/4-200/16"
TRACK BOLT AND
1/4-20 HEX NU
TRACK
DIRECT WOOD MOUNTING DETAIL
MAX40 LBS PER LAG FASTENER
SHEET 2 OF 2
REVISIONS
I I DATE I NAME I
DRAWING PART NO. REV.
JAMB CONNECTION SUPPLEMENT
324620 P16
AZECASI—
Ineerin 9'
Today's Ideas — Tomorrow's Results
July 2, 2015
LOTT'S CONCRETE PRODUCTS — PRECAST LINTEL INSTALLATION INSTRUCTIONS
Preparation
1. Remove any laitance, loose aggregate, and anything that could prevent mortar from
bonding with the precast lintel.
2. Remove any loose material from the grout spaces that is deleterious to masonry grout.
Erection
1. Erect precast lintels with a nominal 4in bearing for filled lintels and a nominal 6.5in
bearing for unfilled lintels.
2. It is recommended that shoring be supplied at mid span for all lintels greater than 14ft in
length. All shoring is the responsibility of the general contractor.
3. Construct all concrete masonry above the precast lintel in accordance with ACI 530.
Reinforcement Placement
1. Place reinforcement in the bottom of the "U" of the precast lintel as indicated on the
construction documents.
2. Place reinforcement within the top of the precast lintel (if no concrete masonry above the
lintel) as indicated on the construction documents. Provide minimum concrete coverage
in accordance with ACI 315 and secure reinforcement to prevent movement during the
grouting process.
3. Place all reinforcement within concrete masonry in accordance with ACI 530 and the
construction documents.
Grout Placement
1. Place concrete masonry grout in accordance with ACI 530.
Florida Engineering Solutions, Inc. — CA No. 26300 (Mail): PC Box 1238 (Physical): 12620 Curley St. — Ste 105
San Antonio, FL 33576 — Ph: 352 / 588 — 5311 Fx: 352 / 588 — 5411
Web: www.florida-engineer.com
UND,mc.a-/ M N T
V0- TRINI*ERD
EVALUATION REPORT
Interwrap, Inc.
32923 Mission Way
Mission, BC V2V-6E4
Canada
EXTERIOR RESEARCH & DESIGN, LLC.
Certificate of Authorization #9503
353 CHRISTIAN STREET, UNIT#13
OXFORD, CT 06478
PHONE: (203) 262-9245
FAX: (203) 262-9243
Evaluation Report 140510.02.12-112
FL15216-R2
Date of Issuance: 02/17/2012
Revision 2: 04/27/2015
SCOPE:
This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of
construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen,
P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The
products described herein have been evaluated for compliance with the 5th Edition (2014) Florida Building Code
sections noted herein.
DESCRIPTION: RhinoRoof Underlayments
LABELING: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted
herein.
CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced
Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of
this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product
changes or the referenced Quality Assurance documentation changes. Trinityi ERD requires a complete review of this
Evaluation Report relative to updated Code requirements with each Code Cycle.
ADVERTISEMENT: The Evaluation Report number preceded by the words "Trinity IERD Evaluated" may be displayed in
advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done. in its entirety.
INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or
its distributors and shall be available for inspection at the job site at the request of the Building Official.
This Evaluation Report consists of pages 1 through 3.
Prepared by:
Robert J.M. Nieminen, P.E.
Florida Registration No. 59156, Florida DCAANE1983
The facsimile seal appearing was authorized by Robert Nieminen,
P.E. on 04/27/2015. This does not serve as an electronically signed
document. Signed, sealed hardoopies have been transmitted to the
Product Approval Administrator and to the named client
CERTIFICATION OF INDEPENDENCE:
1. Trinity IERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or
distributing products it evaluates.
2. Trinityl ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates.
3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for
which the evaluation reports are being issued.
4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the
product.
S. This is a building code evaluation. Neither Trinity) ERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any
project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained
specifically for that purpose.
TRINITY1 ERD
ROOFING COMPONENT EVALUATION:
1. SCOPE:
Product Category: Roofing
Sub -Category: Underlayment
Compliance Statement: RhinoRoof Underlayments, as produced by Interwrap, Inc., has demonstrated compliance with the
intent of following sections of the Florida Building Code through testing in accordance with applicable sections of the following
Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein.
2. STANDARDS:
Section Properties Standard Year
1507.2.3, 1507.5.3, T1507.8, Unrolling, Breaking Strength, Pliability, Loss ASTM D226 2006
1507.8.3, 1507.9.3, 1507.9.5 on Heating
1507.2.3, 1507.5.3, 1507.8.3, Unrolling, Tear Strength, Pliability, Loss on ASTM D4869 2005
1507.9.3 Heating, Liquid Water Transmission,
Breaking Strength, Dimensional Stability
3. REFERENCES:
Enti Examination Reference Date
ITS (TST1509) Physical Properties 100539395COQ-006 10/27/2011
ITS(TST1509) Physical Properties 100539395COQ-002 10/27/2011
ITS(TST1509) Physical Properties 100539395COQ-006 03/14/2014
ITS (QUA1673) Quality Control Inspection Report 11/17/2014
4. PRODUCT DESCRIPTION:
4.1 RhinoRoof U20 is a multilayered polymer woven coated synthetic roof underlayment intended as an alternate to ASTM
D226, Type I or Type II felt or D4869 Type 11 felt. RhinoRoof Underlayment is available in 42-inch wide rolls, and can be
produced in various other sizes.
5. LIMITATIONS:
5.1 This is a building code evaluation. Neither Trinity I ERD nor Robert Nieminen, P.E. are, in any way, the Designer of
Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or
design guidance unless retained specifically for that purpose.
5.2 This Evaluation Report is not for use in the HVHZ.
5.3 Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory or test
report from accredited testing agency for fire ratings of this product.
5.4 RhinoRoof Underlayments may be used with any prepared roof cover where the product is specifically referenced
within FBC approval documents. If not listed, a request may be made to the AHJ for approval based on this evaluation
combined with supporting data for the prepared roof covering.
5.5 Allowable roof covers applied atop RhinoRoof Underlayments are follows:
TABLE 1: ROOF COVER OPTIONS
Asphalt wood Shakes Slate or
Underlayment
Shingles
Nail -On Tile Foam -On Tile Metal
Shingles Simulated Slate
RhinoRoof U20 Yes No No Yes Yes No
5.6 Exposure Limitations:
5.6.1 RhinoRoof Underlayment shall not be left exposed for longer than 30-days after installation.
6. INSTALLATION:
6.1 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc. published installation instructions
subject to the Limitations set forth in Section 5 herein and the specifics noted below.
6.2 Install RhinoRoof Underlayments in compliance with manufacturer's published installation instructions and the
requirements for ASTM D226, Type I or II or D4869, Type II underlayments in FBC Sections 1507 for the type of
prepared roof covering to be installed.
Exterior Research and Design, LLC. Evaluation Report 140510.02.12-112
Certificate of Authorization ##9503 FL15216-112
Revision 2: 04/27/2015
Page 2 of 3
TRINITY ERD
6.3 Re -fasten any loose decking panels, and check for protruding nail heads. Sweep the substrate thoroughly to remove
any dust and debris prior to application.
6.4 RhinoRoof U20:
6.4.1 Fasteners:
For exposure < 24 hours, corrosion resistant fasteners may be 1-inch roofing nails with a 3/8-inch diameter head, or
those noted in 6.4.2. The use of staples is prohibited.
For exposure > 24 hours up to maximum 30 days, corrosion resistant fasteners shall be minimum 1-inch diameter
plastic or metal cap nails or FBC HVHZ nails & 1-5/8" diameter tin caps (with the rough edge facing up). The use of
staples is prohibited.
6.4.2 Single Layer: Roof Slope > 4:12:
End (vertical) laps shall be minimum 6-inches and side (horizontal) laps shall be minimum 4-inches. Refer to Interwrap,
Inc. recommendations for alternate lap configurations and/or the use of sealant under certain conditions.
For exposure < 24 hours, use of every -other fastening location printed on the surface is acceptable. For exposure > 24
hours up to maximum 30-days, use of every fastening location printed on the surface is required.
When batten systems are to be installed atop the underlayment, the underlayment need only be preliminarily attached
pending attachment of the battens on the same day. Battens shall not be positioned over cap nails. If this occurs,
remove the cap nail and patch the hole in accordance with Interwrap published instructions.
6.4.3 Double Layer: 2:12 < Roof Slope < 4:12:
End (vertical) laps shall be minimum 12-inches and side (horizontal) laps shall be minimum half -sheet -width plus 1-inch.
Double layer application; begin by fastening a half -width plus 1-inch starter strip along the eaves. Place a full -width
sheet over the starter, completely overlapping the starter course. Continue as noted in 6.5, but maintaining minimum
half -width plus 1-inch side (horizontal) laps, resulting in a double -layer application.
BUILDING PERMIT REQUIREMENTS:
As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product.
8. MANUFACTURING PLANTS:
Contact the manufacturer or the named OA entity for information on plants covered under Rule 61G20-3 OA requirements.
QUALITY ASSURANCE ENTITY:
Intertek Testing Services NA Inc.-ETL/Warnock Hersey— QUA1673; (604) 520-3321
END OF EVALUATION REPORT -
Exterior Research and Design, LLC. Evaluation Report 140510.02.12-112
Certificate of Authorization #9503 FLiS216-R2
Revision 2: 04/27/2015
Page 3 of 3
I TRINITY ERD
EVALUATION REPORT
CertainTeed Corporation
20 Moores Road
Malvern, PA 19355
EXTERIOR RESEARCH & DESIGN, LLC.
Certificate of Authorization #9503
353 CHRISTIAN STREET, UNIT#13
OXFORD, CT 06478
PHONE: (203) 262-9245
FAX: (203) 262-9243
Evaluation Report 3532.09.05-R11
FL5444-R10
Date of Issuance: 09/22/2005
Revision 11: 12/08/2016
SCOPE:
This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of
construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for
use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described
herein have been evaluated for compliance with the 5th Edition (2014) Florida Building Code sections noted herein.
DESCRIPTION: CertainTeed Asphalt Roofing Shingles.
LABELING: Labeling shall be in accordance with the requirements of the Accredited Quality Assurance Agency noted herein
and FBC 1507.2.7.1 / R905.2.6.1
CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced
Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this
Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the
referenced Quality Assurance documentation changes. Trinity I ERD requires a complete review of this Evaluation Report
relative to updated Code requirements with each Code Cycle.
ADVERTISEMENT: The Evaluation Report number preceded by the words "TrinitylERD Evaluated" may be displayed in
advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety.
INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its
distributors and shall be available for inspection at thejob site at the request of the Building Official.
This Evaluation Report consists of pages 1 through 12.
Prepared by:
Robert J.M. Nieminen, P.E.
Florida Registration No. 59166, Florida DCA ANE1983
The facsimile seal appearing was authorized by Robert Nieminen,
P.E. on 12/08/2016. This does not serve as an electronically signed
document Signed, sealed hardcopies have been transmitted to the
Product Approval Administrator and to the named client
CERTIFICATION OF INDEPENDENCE:
1. TrinitylERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or
distributing products it evaluates.
2. Trinity) ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates.
3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for
which the evaluation reports are being issued.
4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the
product.
5. This is a building code evaluation. Neither Trinity I ERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any
project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained
specifically for that purpose.
jTRINITYI ERD
ROOFING SYSTEMS EVALUATION:
1. SCOPE:
Product Category: Roofing
Sub -Category: Asphalt Shingles
Compliance Statement: CertainTeed Asphalt Roofing Shingles, as produced by CertainTeed Corporation, have
demonstrated compliance with the following sections of the 51h Edition (2014) Florida Building Code and 5th Edition
2014) Florida Building Code, Residential Volume through testing in accordance with the following Standards.
Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein.
2. STANDARDS:
Section Property Standard Year
1507.2.5, R905.2.4 Physical Properties ASTM D3462 2009
1507.2.7.1, R905.2.6.1 Wind Resistance ASTM D3161, Class F 2009
1507.2.7.1, R905.2.6.1 Wind Resistance ASTM D7158, Class H 2O08
REFERENCES:
fnifty Examination Reference Date
UL (TST 1740) ASTM D3161 94NK9632 05/15/1998
UL (TST 1740) ASTM D3161 99NK26506 11/23/1999
UL (TST 1740) ASTM D3161 03CA12702 05/27/2003
UL (TST 1740) ASTM D3161 03CA12702 06/16/2003
UL (TST 1740) ASTM D3161 03NK29847 10/03/2003
UL (TST 1740) ASTM D3161 04CA11329 05/24/2004
UL (TST 1740) ASTM D3161 04CA32986 12/03/2004
UL (TST 1740) ASTM D3161 OSNK07049 04/15/2005
UL (TST 1740) ASTM D3161 05NK16778 05/12/2005
UL (TST 1740) ASTM D3161 05CA16778 05/12/2005
UL (TST 1740) ASTM D3161 OSNK14836 05/22/2005
UL (TST 1740) ASTM D3161 OSNK22800 06/22/2005
UL (TST 1740) ASTM D3462 R684 09/21/2005
UL(TST 1740) ASTM D7158 05NK08037 06/28/2006
UL(TST 1740) ASTM D3161 & D3462 09CA28873 07/23/2009
UL (TST 1740) ASTM D3462 IOCA41303 10/07/2010
UL (TST 1740) ASTM D3161 10CA41303 10/08/2010
UL (TST 1740) ASTM D7158 IOCA41303 10/27/2010
UL (TST 1740) ASTM D3161 & D3462 10CA44960 11/11/2010
UL LLC (TST 9628) ASTM D3161, D3462 & D7158 13CA32897 11/21/2013
UL LLC (TST 9628) ASTM D3161, D3462 TFWZ.R684 04/22/2014
UL LLC (TST 9628) ASTM D7158 TGAH.R684 04/22/2014
UL LLC (TST 9628) ASTM D3161 & D3462 4786334434 09/16/2014
UL LLC (TST 9628) ASTM D3161 & D3462 4786570826 02/12/2015
UL LLC (TST 9628) ASTM D3161, D3462 & D7158 4786570717 12/16/2015
UL LLC (TST 9628) ASTM D3161 & D3462 4787195678 02/09/2016
UL LLC (TST 9628) ASTM D3161, D3462 & D7158 4787380356 10/26/2016
UL LLC (TST 9628) ASTM D3462 4787380357 10/13/2016
UL LLC (TST 9628) ASTM D7158 4787380357 11/08/2016
UL LLC (TST 9628) ASTM D3161 4787380357 11/09/2016
UL LLC (QUA 9625) Quality Control Service Confirmation Exp. 07/03/2017
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Page 2 of 12
I TRINITY ERD
4. PRODUCT DESCRIPTION:
4.1 CT20T`, XTT` 25, XTr" 30 and XTT"" 30 IR are fiberglass reinforced, 3-tab asphalt roof shingles.
4.2 Arcadia'", BelmontT"', Carriage House Shangle°, Grand Manor Shangle®, Landmark'"", LandmarkT" IR,
Landmark` Pro, Landmark TM Premium, LandmarkT"' TL, Landmark'' Solaris and LandmarkT" Solaris IR are
fiberglass reinforced, laminated asphalt roof shingles.
4.3 NorthGate— is a fiberglass reinforced, laminated, SBS modified bitumen roof shingle.
4.4 Presidential Shaker"', Presidential Shaker' IR, Presidential Shake TLr" and Presidential SolariSTM are
fiberglass reinforced, architectural asphalt roof shingles.
4.5 Hatteras', Highland Slater"' and Highland SlateT"' IR are fiberglass reinforced, 4-tab asphalt roof shingles.
4.6 PatriotT"" is a fiberglass reinforced asphalt roof strip -shingle (with no cut-outs) providing a laminated
appearance through an intermittent shadow line with contrasting blend drops for color definition.
4.7 Presidential Accessory, Accessory for Hatteras, Shangle Ridge—, Shadow Ridge—, Cedar CreStTM, Cedar
Cresfl IR, NorthGate Ridge and NorthGate Accessory are fiberglass reinforced accessory shingles for hip
and ridge installation.
4.8 Any of the above listed shingles may be produced in AR (algae resistant) versions.
5. LIMITATIONS:
5.1 This is a building code evaluation. Neither Trinity IERD nor Robert Nieminen, P.E. are, in any way, the
Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was
used for permitting or design guidance unless retained specifically for that purpose.
5.2 This Evaluation Report is not for use in the HVHZ
5.3 Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials
Directory for fire ratings of this product.
5.4 Wind Classification:
5.4.1 All shingles noted herein are Classified in accordance with FBC Tables 1507.2.7.1 and R905.2.6.1 to ASTM
D3161, Class F and/or ASTM D7158, Class H, indicating the shingles are acceptable for us in all wind zones
UP to Vasa = 150 mph (V,,it = 194 mph). Refer to Section 6 for installation requirements to meet this wind
rating.
5.4.2 Presidential Accessory, Accessory for Hatteras, Shangle Ridge, Shadow Ridge, Cedar Crest, NorthGate Ridge
and NorthGate Accessory hip & ridge shingles have been evaluated in accordance with ASTM D3161, Class
F. All except NorthGate Ridge and NorthGate Accessory require use of BASF Sonolastic NP 1 adhesive or
Henkel PLO Polyurethane Roof & Flashing Sealant, applied as specified in manufacturer's application
instructions, for use in wind zones up to Vasd = 150 mph (V„It = 194 mph).
5.4.3 Classification by ASTM D7158 applies to exposure category B or C and a building height of 60 feet or less.
Calculations by a qualified design professional are required for conditions outside these limitations.
Contact the shingle manufacturer for data specific to each shingle.
5.4.3.1 Analysis in accordance with ASTM D7158 indicates the measured uplift resistance (RT) for the CertainTeed
asphalt roofing shingles listed in Section 4.1 through 4.6 (except Presidential Solaris') exceeds the
calculated uplift force (FT) at a maximum design wind speed of Vasd = 150 mph (V,,it = 194 mph) for
residential buildings located in Exposure D conditions with no topographical variations (flat terrain)
having a mean roof height less than or equal to 60 feet. The shingles are permissible under Code for
installation in these conditions using the installation procedures detailed in this Evaluation Report and
CertainTeed minimum requirements, subject to minimum codified fastening requirements established
within any local jurisdiction, which shall take precedence.
5.5 All products in the roof assembly shall have quality assurance audits in accordance with the Florida Building
Code and F.A.C. Rule 61G20-3.
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1 TRINITYIERD
6. INSTALLATION:
6.1 Roof deck, slope, underlayment and fasteners shall comply with FBC 1507.2 / R905.2 and the shingle
manufacturer's minimum requirements.
6.1.1 Underlayment shall be acceptable to CertainTeed Corporation and shall hold current Florida Statewide
Product Approval, or be Locally Approved per Rule 61G20-3, per FBC Sections 1507.2.3, 1507.2.4 or
R905.2.3.
6.2
6.2.1
6.2.2
6.3
6.4
6.4.1
Installation of asphalt shingles shall comply with the CertainTeed Corporation current published
instructions, using minimum four (4) nails per shingle in accordance with FBC 1507.2.7 or Section R905.2.6
and the minimum requirements herein.
Fasteners shall be in accordance with manufacturer's published requirements, but not less than FBC
1507.2.6 or R905.2.5. Staples are not permitted.
Where the roof slope exceeds 21 units vertical in 12 units horizontal, use the "Steep Slope" directions.
CertainTeed asphalt shingles are acceptable for use in reroof (tear -off) or recover applications, subject to the
limitations set forth in FBC Section 1510 and CertainTeed published installation instructions.
CT20T"', XTT" 25, XT"` 30, XT" 30 IR:
LOW AND STANDARD SLOPE STEEP SLOPE
ENGLISH 12" 12" 12"
r—(305 mm) --(305 mm) .(305 mm)--
tl'" 5 mm)Selant 1(25 mm)-
i5s/a" (145 mm15112" rm
T
METRIC 'w 131/a" 1311B" —. 131/8"
F1 " (25 mm) Sealant V (25 mm) (
AL
6
Figure 113: Usefour nailsfor etviyfull sbingle.
Use four nails and six spots of asphalt roofing cement* for every full
shingle (Figure 11-4). Asphalt roofing cement meeting ASTM D45 86
Type H is suggested.
4I__Rp.1i,gCement
Apply 1" (25 mm) spots of asphalt roofing cement
under each tab corner.
Figure 11-4: Usefournads raid six spots ofaspbraltWnenton steep sbpes
CAUTION: Excessive use of roofing cement can cause shingles
to blister.
Hip & Ridge for CT20`, XT— 25, XT- 30, XT' 30 IR: Cut Shingles
25 mm —1 r2" (50 mm) Remove,
r t
nSh2glet—-— --I }II
V 12"
Cap Cap305mm)
Shingle Shingle1
Figure 11-24.Cut tabs, then trim back to make cap shingles
English dimensions sboum).
12' (305r1m) Fasten 5'—
1
vor
pow
125
mm) 55i
mR
1\ S
oadP
l`5i2 toy Figure
11-25.' Installation of raps along the hips and ridges. 6.
4.1.1 For ASTM D3161, Class F performance use BASF "SonolasticO NP1` adhesive or Henkel "PL® Polyurethane Roof &
Flashing Sealant", in accordance with CertainTeed requirements. Exterior
Research and Design, LLC. Certificate
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Report 3532.09.05-1111 FL5444-
R10 Revision
11: 12/08/2016 Page
4 of 12
rTRINITY ERD
6.5 ARCADIATM.
LOW AND STANDARD SLOPE STEEP SLOPE
Use SIX nails for every full shingle located as shown below. Use SIX nails and FOUR spots of asphalt roofing cement for every full
shingle as shown below. Apph' asphalt roofing cement 1"(25 mm)
from edge of shingle. Asphalt roofing cement meeting ASTM D 4586
Type H is suggested.
1' (25 mm) 1' (25 mm) —t
Nail Line
Nail Line
Nail
1'(25mm) r(25mm)—
Figure 2: Use six nails for every fill shingle. U1,L
Figure 3: Use six mails and four spots of asphalt
roofing cement on steep slopes.
6.5.1 Hip & Ridge for Arcadia": Cedar Crest", Cedar Crest'" IR
Use two (2), minimum 1%-inch long fasteners per shingle. For the starter shingle, place fastener 1-inch
from each side edge and about 2-inch up from the starter shingle's exposed butt edge, ensuring minimum
inch embedment into the deck, or full penetration through the deck. For each full Cedar Crest shingle,
place fasteners 8-5/8-inch up from its exposed butt edge and 1-inch from each side edge.
For ASTM D3161, Class F performance use BASF "Sonolastic® NPI` adhesive or Henkel "PLO
Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements, to hand -seal
Cedar Crest shingles. Apply NP 1 or PL adhesive from the middle of the shingle's raised overlay on the
top piece and extending approximately 4-inch along the sides of the headlap along a line %to 1-inch from
each side of the shingle's head lap. Immediately align and apply the overlying shingle, gently pressing tab
sides into the adhesive, and install nails. To secure the other side, apply a 1-inch diameter spot of NP 1 or
PL adhesive between the shingle layers.
12'
tnm) f (305 mm)
sure —f-
X 1 nml
Hand -sealing adhesive
4"
114"ILI
314" -- -0 —
1"
Dab of asphalt
cement between
shingle layers
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J TRINITY I
ERD
6.6 BELMONTT"':
Low and Standard Slope Steep Slope (greater than 21:12):
2:12 to 21:12): Use SEVEN nails and EIGHT spots of
Use FIVE nails for every full Belmont shingle, asphalt roofing cement*" for every full
located as shown below- Belmont shingle- Apply asphalt roofing
cement 1" (25mm) from edge of shingle_
1112'(38mm) See below_ Asphalt roofing cement meetingcilen
ASTM D4586 Type II is suggested.
T
518'(16mm} (
220-) 11t2`(38 mm) erlem0LAR --j
o Additional null iE rrquired 1— I—1' (25 rrmr) 1' (25 am) +—
V8' 06 um) 8518,
L (220 mm)
ii
i
T
7' (25 mrn) I— Roofing Cement
6.6.1 Hip & Ridge for Belmont'":
6.6.1.1 Option 1: Refer to instructions herein for Cedar Crest'"", Cedar Crest'" IR hip and ridge shingles.
6.6.1.2 Option 2: Shanglem Ridge
Figure 17-18.• Sbangle® Ridge.
18, Exposure
Remove tape
from the right side
and fasten1 8.
SECOND
Fasten the "
left side 8$/8'
RIGHT
FIRST !
LEFT
Figure 17-19. Installation of Sbanglea Ridge sbingles
on bips and ridges
6.6.1.3 For ASTM D3161, Class F performance use BASF "Sonolastic® NP11""' adhesive or Henkel "PLO
Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements.
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Page 6 of 12
6.7
6.7.1
6.8
CARRIAGE HOUSE SHANGLE® AND GRAND MANOR SHANGLE®:
LOW AND
STANDARD SLOPE
Use five nails for every full Shanee.
1" 1"
1.--(25 mm) (25 mm)
SB" 85B"
16 mm) ( mm)
Figure 17-4• Use ftty nails for et.vn fidl Grand Atanor.Sbaugle,
Carriage house Sbangle, or Centennial Slate.
J TRINITYIERD
Use seven nails and three spots of asphalt roofing cement for every
full Grand :Manor Shangle. Use five nails and three spots of asphalt
roofing cement for every full Carriage House Shangle and Centennial
Slate. Apply asphalt roofing cement 1" (25 mm) from edge of shingle
Figure 17 5). Asphalt roofing cement meeting AM, I D4586111)e II
is suggested.
16
N-'04 P -
PPIN Lfi
I'm1p"amm
amp
Figure 17 S: When installing Grand Afanor Sbangles on sleep slopes,
use seven nails and lbree spots of aspball roofing cement.
Hip & Ridge for Carriage House Shanglee and Grand Manor Shangle: Refer to instructions herein for
Shangle® Ridge hip and ridge shingles
LANDMARKTm, LANDMARK TM IR, LANDMARK TM PRO, LANDMARK TM PREMIUM, LANDMARK'"" TL, LANDMARK'""
SOLARIS, LANDMARVA SOLARIS IR, NORTHGATE:
LOW AND STANDARD SLOPE
METRIC DIMENSIONS
12" 143/4" 12"
r—(305 mm)—(375 mm)--(305 MM)—{
I~-1" (25 mm) Release Tape 1" (25 mm)I f
11/2"
NailableT
Area
LANDMARK TL
NorthGate:
131/2" 13" 131/2"
343 rrm)—(330 mm)——(343 mm)— {
1_-1" (25 mm) 1" (25 mm)--I
Figure 13-4: Use fotfr nails for et•er, fill sbingle.
tNIDE
NAILNG 12" 143t4" 12'
lAREA I— (305 mm) — — (375 mm) — f (305 mm) --i
Naiing Urmtr
Upper ref line 25 mm . F 1" (25 mm) Lower nal Ire
1 ( } +'
Na ing areas for low apd standud slopes (from 7-12 to 21.12)
Nai betwaen upper d lower Ines as shown above.
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STEEP SLOPE
Use six nails and four spots of asphalt roofing cement for every full
laminated shingle. bee belonv. Asphalt roofing cement should meet
AST l D4586 T)Pe 11. Apply 1" spots of asphalt roofing cement trade
each corner and at about 12" to 13" in from each edge.
METRIC DIMENSIONS
I-
12'—
305 mm)
Will Area
For Steep
I" I
25 ram) I-Ir-
143/4" 12
375 mm) (305 mm)
1 (25mm) jleaseTape
1„
25 mm;
Cement
C-10
I TRINITY I ERD
LANDMARK TL
13112" 13" 13112"
343 mm) (330 mm) (343 mm)
25 mm) mm) 1 "(25 mm)- l
Figure 13 3: Use six nails and four spots of
asphalt roofing cement on steep slopes.
NorthGate:
STEEP 12" 14-3/4" 12'
Nailing areas for steep slopes {greater than 21:12)
and "Storm -Nailing"
Nail between lower 2 nal lines as shown above.
6.8.1 Hip & Ridge for Landmark'" Landmark TM IR Landmark'"" Pro Landmark'" Premium, Landmark'" TL,
Landmark' Solaris Landmark' Solaris IR, NorthGate:
6.8.1.1 Option 1: Shadow Ridge' or NothGate Accessory
IT 971T
305mm)
415/1(
250mm)---
415l1G
6° 6" (125mm) I (125mm)
150mm) T 150mm)
Notch for
Notch for
Centering Centering
12' 131/4° f
305mm) Notches forAlignmentt (337mm)
Notches forAlignmentt 75/8°
the Top Edge of the Previous (180mm) the Top Edge of the Previous (196mm)
Cap for 5'(125mm)Exposure Capfor55/8'(141mm)Exposure
English Dimension Metric Dimension
Shadow RidgeT" Shadow Ridge -
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6.8.1.2
6.8.1.3
9 27t32'
250 rim)
415+1IC (125 mm)
Centeriig Notch
13114' —
337mm)
Align these
notches to tap 7+$.
edge 0f (194 rim)
previous WOW
L
NorthGate Ridge
I TRINITYIERD
13 1/8"
333 mm)—
168 mm) 168 mm
I
Centering
13 114'
337 mm)
Notch
j I
1
Align these"
notches to to p
edge of
7 5/8'
194 mm)
I
previous course. T
NorthGate Accessory
12'
305ma')
Laying Notch
I
Figure 13-20. Use laying notches to center shingles on Ines and
ridges, and to locate the correct exposure.
For ASTM D3161, Class F performance use BASF "Sonolastic® NP1TM"' adhesive or Henkel "PL®
Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements.
Option 2: Refer to instructions herein for Cedar Crest", Cedar Crest' IR hip and ridge shingles.
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1
TRINITY Ii ERD
6.9 PRESIDENTIAL SHAKEr"", PRESIDENTIAL SHAKEr" IR, PRESIDENTIAL SHAKE TU , PRESIDENTIAL SOLARISr"":
LOW AND STANDARD SLOPE: STEEP SLOPE:
For low and standard slopes, use five nails for each full Presidential For steep slopes, use nine nails for each full Presidential shingle and
shingle as shown below. apply 1' diameter spots of asphalt roofing cement under each shingle tab.
After applying 5 nails in between the nailing guide lines, apply 4 nails 1'
Nailing 40" --=i above tab cutouts malting certain tabs of overlying shingle cover nails.
Guide Lines (1016 mm)
5114.
133 mm)
141/4"
1 1/2 38 mm) (362 mm) ' }
NOTE: Apply nails on painted guideline.
Figure 16-6.• FruteningPlestdential and Presidentlal7Z Sbake
V d iamete r asphalt roofing cement
sbingles on loin and standard AZp .
Figure 16-7.• Fostering Presidential and Presidential T/L SGake
sbingles on steep slopes.
6.9.1 Hip & Ridge for Presidential Shaker'" Presidential Shaker" IR Presidential Shake TU", Presidential
SolariSTM:
6.9.1.1 Option 1: Presidential Accessory
PRESIDENTIAL ACCESSORY
Presidential accessory shingles can be used for covering hips and
ridges. Apply shingles up to the ridge (expose no more than 7' from
the bottom edge of the "tooth." Fasten each accessory with two fas-
teners. The fasteners must be 13/4' long or longer, so they penetrate
either 3/4' into the deck or completely through the deck. Presidential
accessory comes in two different sizes: Accessory produced in
Birmingham, AL is 12' x 12"; Portland, OR produces 97/8' x 131/4'
accessory.
6.9.1.2 For ASTM D3161, Class F performance use BASF "Sonolastic® NP1T` adhesive or Henkel "PL®
Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements.
6.9.1.3 Option 2: Refer to instructions herein for Cedar Creste , Cedar CreStTM IR hip and ridge shingles.
6.10 1 HATTERASr"":
LOW, STANDARD AND STEEP SLOPE:
230
251mm)L _ (251mm)- 1
9 3/8"
40,mm)
Figure 15$: Fastening 11alleras Shingles on
Loin and Standard.Gopes
For low and standard slopes, use five nails for each full
Hatteras shingle as shown above.
Exterior Research and Design, LLC.
Certificate of Authorization #9503 FEIC NON-HVHZ EVALUATION
1-1 -4— 1v
RiWWWW-ftft rt
Figure 134- fastening Jlallems.Shii(gtes on Sleep Stopes
For steep slopes, use fire naus and eight spots of asphal( roofing
cement for each full Ilaueras shingle as shown aboaz Apply I-
25mm) diameter spas of roofing cement (ASTM D 4556 npe II
suggested) under each tab corner. Press shingle into plum; do no[
expose cement.
CAUTION: Too much roofing cement can cause shingles to blister.
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F)o
TRINITY ERD
6.10.1 Hip & Ridge for Hatteras*":
6.10.1.1 Option 1: Accessory for Hatteras
Figure 15-14: 18 tbree piece units separate to make
54 Hatteras A xewry shingles
6.10.1.2 Option 2: Cut Hatteras Shingles
9..
230 mm) I
I I
as e
8118" (460
I--- 18" (203rnm)
LShqngple
460MM)
Cap Cap CapShingleShingleShingle g31a ml
Figure 15-2o. cut Hatteras sbin&S to make cover cap. Figure 15-21: Installation of caps along bips and rids.
6.10.1.3 For ASTM D3161, Class F performance use BASF "Sonolastic® NPI—" adhesive or Henkel "PL® Polyurethane
Roof & Flashing Sealant", in accordance with CertainTeed requirements.
6.11 HIGHLAND SLATE T", HIGHLAND SLATE TM IR:
LOW AND STANDARD SLOPE: STEEP SLOPE:
Use FIVE nails and EIGHT spots of asphalt roofing cement* for each
r poj I-zao ) rc o ) fall Highland Slate shingle. For Maml-Dade, SIX nails are required.
Apply 1' diameter spots asphalt roofing cement under each tab
r r , corner Asphalt roofing cement meeting ASTh1 D45861gpe If is suggested
Miami-Dade.roqureanailsStXHaas "I'
insWled om ctnMr
clout as sFsrxnj. tdSIXSIX rah (twneasrah (t mb
i loud mrmur
cutout as sho-n
Figure 113. Use Flfr&nails foreaery lltgbland State shingle.
Figure 113A 0seHff nails and eigbt spots ofaspball
roofing cement ender each tab corner.
CAUTION: Excessive use of roofing cement can cause shingles
to blister.
6.11.1 Hip & Ridge for Highland Slate' Highland Slate' IR: Refer to instructions herein for Cedar Crest'"', Cedar
CrestTm IR or Shangle RidgeT" hip and ridge shingles.
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1rTRINITY ERD
6.12 PATRIOTTm:
LOW AND STANDARD SLOPE STEEP SLOPE
Use FOUR nails for every full shingle located as shown below. Use FOUR nails and four spots of asphalt roofing cement for every full
shingle as shown below Asphalt roofing cement meeting AST,1.1 D4586
TypeI1 is suggested Apply l'(25 mm) spots of asphalt roofing
saalant cement as shown. J CAUTION: Excessive use of roofing cement can cause shingles to blister.
5r1ld'' ;. -
1' (25 mm) , 1' (25 mn)-+
156 mm)
I 13-t -}. -} 1414mB -1
333m1r:) (333) (3iimm) i—— — — — — — —
r7J6' .-1' (2;5 1' (25 rm: j-•—+
i56rtma 1
TT- meting Cemenl-
l+- 1243' -+ - 1M/d' -++ 12-UT
33mn) 1333 min) @2n")
6.12.1 Hip & Ridge for PatriotTl: Refer to instructions herein for Cedar Crest—, Cedar Crest' IR, Shadow RidgeT""
NorthGate or Shangle RidgeT" hip and ridge shingles.
7. LABELING:
7.1 Each unit shall bear a permanent label with the manufacturer's name, logo, city, state and logo of the
Accredited Quality Assurance Agency noted herein.
7.2 Asphalt shingle wrappers shall indicate compliance with one of the required classifications detailed in FBC Table
1507.2.7.1 / R90S.2.6.1.
8. BUILDING PERMIT REQUIREMENTS:
As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this
product.
9. MANUFACTURING PLANTS:
Contact the named QA entity for information on which plants produce products covered by Florida Rule 61G20-3 QA
requirements.
10. QUALITY ASSURANCE ENTITY:
UL LLC— QUA9625; (414) 248-6409; karen.buchmann@us.ul.com
END OF EVALUATION REPORT -
Exterior Research and Design, LLC. Evaluation Report 3532.09.05-1111
CertTlcate ofAuthorization #9503 FBC NON-HVHZ EVALUATION FL5444-R10
Revision 11: 12/08/2016
Page 12 of 12
50rF1 i
TECHNICAL SERVICES, LLC
Certificate of Authorization No. 29824
17520 Edinburgh Dr
Tampa, FL 33647
813) 480-3421
EVALUATION REPORT FLORIDA BUILDING CODE 5T" EDITION (2014)
Manufacturer: ALUMINUM COILS, INC. Issued August 27, 2015
5001 West Knox Street
Tampa, FL 33634
813)249-9743
www.aluminumcoilsinc.com
Manufacturing: Tampa, FL
Quality Assurance: PRI Construction Materials Technologies (QUA9110)
SCOPE
Category: Panel Walls
Subcategory: Soffits
Code Sections: 1404.5.1, 1710.9.4
Properties: Wind Resistance
REFERENCES
Entity Report No. Standard Year
Certified Testing Laboratories (TST1577) CTLA 1847W AAMA 1402 1986
Certified Testing Laboratories (TST1577) CTLA 2076W AAMA 1402 1986
PRI Construction Materials Technologies (TST5878) ACIX-003-02-01 AAMA 1402 1986
PRI Construction Materials Technologies (TST5878) ACIX-003-02-02 AAMA 1402 1986
LIMITATIONS
1. This report is not for use in the HVHZ.
2. Design wind loads shall be determined in accordance with FBC Section 1710.9.4.
3. Soffits shall be labeled in accordance with FBC Section 1710.9.2 and 1710.9.3.
4. Installation of the evaluated products shall comply with this report, the FBC and the manufacturer's
published application instructions. Where discrepancies exist between these sources, the more restrictive
and FBC compliant installation detail shall prevail.
5. Installations shall meet the minimum ventilation requirements of FBC section 1203.2.
6. Field fastener withdrawal may be required by the AHJ for confirmation of existing substrates. All data shall
be reviewed by a qualified design professional to ensure the fastener withdrawal meets or exceeds the
minimum load resistance for the project requirements.
7. All products listed in this report shall be manufactured under a quality assurance program in compliance with
Rule 61 G20-3.
PRODUCT DESCRIPTIONS
318" F-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum F-channel. See Appendix D for
dimension drawings.
318" J-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum J-channel. See Appendix D for
dimension drawings.
Fascia Preformed nominal 0.0194nch thick, 3105 H-14 aluminum fascia. See Appendix D for
dimension drawings.
ALC15001 FL12194-R3 Page 1 of 3
This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK
Technical Services,. LLC of any product changes or quality assurance changes throughout the duration for which this report is valid.
This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not
specifically addressed herein.
GREED
TECHNICAL SERVICES, LLC
PRODUCT DESCRIPTION
ALUMINUM COILS, INC
Soffits
16" Q4 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit Ranels provided in 16-
inch sections. The reported net free ventilation areas are 22.3 in /lin.ft for the 'full vent'
configuration and 11.1 in2/lin.ft and for the 'center vent' configuration. See Appendix D for
dimension drawings.
16' FULL VENT Ir Cam VENT 15' SOLID PMIEl
12" T4 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit P,anels provided in 12-
inch sections. The reported net free ventilation areas are 12.5 in Ain.ft for the 'full vent'
configuration and 42 in2Ilin.ft for the 'center vent' configuration. See Appendix D for
dimension drawings.
ALC15001 FL12194-R3 Page 2 of 3
This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK
Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid.
This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not
specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
COMPLIANCE STATEMENT
ALUMINUM COILS, INC
Soffits
The products. evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building
Code 5 h Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer.
A
1111111111lt,
SPRY R. pR/,
No 74021 rr
STATE OF :41J
C?
III/11111111
CERTIFICATION OF INDEPENDENCE
2015.08.27
07:05:00
aV+ V N YM1hM
041001
Zachary R. Priest, P.E.
Florida Registration No. 74021
Organization No. ANE9641
CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing
products under this evaluation.
CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under
this evaluation_
Zachary R. Priest, P.E. does not have, nor will acquire,. a financial interest in any company manufacturing or distributing products
under this evaluation.
Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the
product.
APPENDICES
1) APPENDIX A —Approved Systems (7 pages)
2) APPENDIX B — Installation Drawings (12 pages)
3) APPENDIX C — Design Wind Loads(4 pages)
4) APPENDIX D — Dimension Drawings (4 pages)
ALC15001 FL12194-R3 Page 3 of 3
This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK
Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid.
This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not
specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
APPROVED SYSTEMS
ALUMINUM COILS, INC
Soffits
Appendix A
The.following notes shall be observed when using the assembly tables below.
1. Maximum Design Pressures (MDP) were calculated using a 1.5:1 margin of safety per FBC Section 1710.9.4.
2. Refer to LIMITATIONS and sections of this evaluation when using the table(s) below.
3. Refer to INSTALLATION section of this report for installation detail when the Information is not explicitly stated for the selected assembly.
4. The on -center (o.c.) spacing given is the maximum allowable attachment spacing for the rated system.
5. Unless otherwise specified, the Wood substrate shall be minimum No. 2 SPF (S.G. = 0.42) 2x lumber. Substrate attachment shall be designed by others
In accordance with FBC requirements to meet the minimum design requirements for.the project.
6. Unless otherwise specified, the Masonry substrate shall conform to ASTM C 90. Substrate attachment shall be designed by others in accordance with
FBC requirements to meet the minimum design requirements for the project.
7. Typical fastening details are as follows:
a. 12" T4 Soffit— 12-inch o.c.
Fastener Fastener
Location Location
1 1
b. 12" T4 Soffit — 4-inch o.c.
Fastener Fastener Fastener Fastener
Location
1
Location
1
Location
1
Location
1
c. 16" Q4 Soffit —16-inch o.c.
Fastener Fastener
Location Location
ALC15001 FL12194-R3 Page 1 of 7
This evaluation report Is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor.imply warranty,. Installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
d. 16" Q4 Soffit — 8-inch o.c.
Fastener Fastener Fastener
Location Location Location
ALUMINUM COILS, INC
Soffits
Approved System Numbers and Definitions
12F-# Approved Systems for 1.2-inch Overhang with F-Channel
12J-# Approved Systems. for 12-Inch Overhang with J-Channel
16F-# Approved Systems for 16-inch Overhan with F-Channel
16J-# Approved Systems for 16-inch Overhang with J-Channel
24F-# Approved Systems for 24-Inch Overhang with F-Channel
9NA I Approved Systems for 24-inch Overhang with J-Channel
Appendix A
Approved Systems for 12-inch overhang with F-Channel
Wall Connection Eave Connection
System Panel MDP
No. Width psfl.
Substrate F-Channel
Substrate Panel Attachment Fascia Cap
Attachment Attachment
Max. One (1) min. 3/8-inch head dia, nail, One (1) min. 3/8 x 3/8-inch One (1) min. 1 3/4-inch long x
12F-1
16-Inch
Wood min. 1.25-inch embedment spaced Wood crown staple spaced 16-Inch 072-inch dia. x min. 3/16- 0.
inch head dia. trim nail
t4D.0
24-Inch o.c. O.C.
spaced 36-inch o.c.
Max. Three (3) min. 3/4-Inch x 1/4-inch One (1) min 3/4-inch.x 1/4-inch One (1) ruin. 1 3/4-inch long x
12F-2
16-inch
Wood crown staples in diamond pattern Wood crown staple spaced 8-inch o.c.
0.072-inch dia. x min. 1/4-inch
head dia. trip nail spaced 48-
48
64.2spaced24-inch o.c, and securing each panel lap inch o.c.
Max. One (1) 14 ga. 5/8-inch long T nail
One (1) min 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch long x
0.072-inch dia, x min. 1/4-inch 4812F-3
16-inch Masonry spaced 8-inch o.c.
Wood crown staple spaced 8-inch o.c.
head dia, trip nail spaced 48- 64.2
and securing each panel lap Inch o.c.
ALC15001 FL12194-R3 Page 2 of 7
This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix A
Approved Systems for 12-inch overhang with JI-Channel
Wall Connection Eave Connection
System Panel MDP
No. Width
psfl
Substrate F-Channel
Attachment Panel Attachment Substrate Panel Attachment Fascia Cap
Attachment
Max.
Three (3) min. 3/4-
Inch x 1/4-Inch crown One (1) min. #8 x 1/2-inch
long x 3/8-inch head diameter One (1) min 3/4-inch x One 1 min. 1 3/4-inch long x
12J-1
16-Inch
Wood staples in diamond
pattern spaced 24-
screw spaced 16-inch D.C. Wood 1/4-inch crown staple
8-inch
0.072-inch dia. x min. 1/4-inch
head dia. trip nail spaced 48-
48
64.2
inch D.C. connecting soffit to J-channel spaced o.c..
inch o.c.
Approved Systems for 16-inch overhang with; F-Channel
Wall Connection Eave Connection
System Panel MDP
No. Width
psfl
Substrate F-Channel
Attachment Substrate Panel Attachment Fascia Cap
Attachment
One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x
16F-1 Max,
12-Inch Masonry One (1) 14 ga. 5/8-inch long T nail Wood 1-inch le staples saced max, 0,072-inch diameter finishing
nail with min. 3/16- 53.3 spacedmax. 8-inch D.C. 4-Inch D.C. and securing each panel
lap inch head spaced 12-
inch D.C. Max.
Three (3) 18 ga,114-inch crown x 1- One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x 0.
072-Inch diameter 16F-
2 12-
inch. Wood
inch leg staples in diamond pattern Wood 1-inch leg staples spaced max. D.
C.and securing each finishing nail with min. 3/16- 53.3 spaced
16-Inch D.C.4-inch p
panel
lap inch
head spaced 12-
inch D.C. Max.
One (1) 3/8-inchhead dia. nail, min. One (1) min 3/8-inch x 3/8-inch One (1) min. 1 3/4-inch long 16F-
3 16-
inch Wood
1.25-inch embedment spaced 24- Wood crown staple spaced 16-inch x 0.072 inch dia. x min. 25.
6 inch
o.c. O.C. 3/16-inch head dia. trim nail spaced
36-inch D.C. Max.
Three (3) min. 3/4-inch x 114-inch One (1) min. 1 3/4-inch long 16F-
4 16-
inch Wood
crown staples in diamond pattern Wood One (1) min 3/4-inch x 1/4-inch x 0.072-inch dia. x min. 1/4- 27 spaced
24-inch D.C. crown staple spaced 8-inch o,c, inch head dia. trip nail 36.1 spaced
48-inch o.c. ALC15001
FL12194-R3 Page 3 of 7 This
evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality
assurance changes throughout the duration for which this report Is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product
attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix A
Approved Systems for 16-inch overhang with F-Channel
Wall Connection Eave Connection
System Panel MDP
No. Width ipsfl
Substrate F-Channel
Attachment
Substrate Panel Attachment Fascia Cap
Attachment
One (1) 18 ga. 1/4-Inch crown x One (1) min. 1.75-inch x
16F-5
Max.
16-Inch Masonry One (1) 14 ga. 5/8-inch long T nail Wood 1-inch leg staples spaced 4- 0.072-inch diameter
finishing nail with min. 3/16- t43.3spaced8-inch o.c. Inch o.c. and securing each inch head spaced
panel lap 16-Inch o.c.
Max.
Three (3) -inch crown x 1- One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x
0.072-inch diameter
i6F-6
16-inch
Wood a les inInchlegstaplesin diamond pattern Wood 1-inch leg staples spaced 4-
Inch o.c. and securing each finishing nail with min. 3/16- t43.3
spaced 16-Inch o.c.
panel lap
inch head spaced
16-inch o.c.
Approved Systems for 16-inch overhang with J-Channel
Wall Connection Eave Connection
System Panel MDP
No. Width psfl
Substrate
J-Channel
Attachment
Substrate Panel Attachment Fascia Cap
Attachment
16J-1
Max.
Wood
Three (3) min. 3/4-Inch x 1/4-inch
crown staples in diamond pattern Wood One (1) min 3/4-inch x 1/4-inch
One (1) min. 1 3/4-Inch
long x 0.072-Inch dia, x 23.5
16-Inch
spaced 24-inch o.c.. crown staple spaced 8-Inch o.c. min. 1/4-Inch head die, trip 31.4
nail spaced 48-inch o.c.
ALG15001 FL12194-R3 Pane 4 nf 7
This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix A
Approved Systems for 24-inch overhang with F-Channel
Wall Connection Center Connection Eave Connection
System Panel MDP
No. Width Fs
Substrate
F-Channel
Attachment
Batten Panel Attachment Substrate Panel Attachment Fascia Cap
Attachment
One (1) 18 ga.1/4-inch
Nominal 1x2 crown x 1-inch leg
Three (3)18 ga.1/4-
No.2 SYP
anchored to
staples spaced
12-inch o.c. securing One (1) 18 ga. inch One (1) min. 1.75-inch x
2417-1 Max.
Wood
inch crown x 1-inch
leg staples in
rafter with one each panel lap
Wood
inch crown x 1-inch 0.072-inch diameter
finishing nail with min. 80/-9012-inch
diamond pattern
1) min. 2.25-
nich x 7d ring One (1) min. 1.75-inch leg staples spaced 8-
inch o.c.
3116-inch head spaced
spaced 16-inch o.c.
shank nail
x 0.072-inch diameter 12-inch o.c.
24-inch o.c. finishing nail with min.
3/1.6-inch head spaced
4-inch o.c.
One (1) 18 ga.1/4-inch
crown x 1-inch leg
Nominal 1x2 staples spaced
One (1) min. 1.5- No.2 SYP 12-inch o.c. securing O 1/4One (1)18 ga. -
One (1) min. 1.75-Inch x
24F-2 Max.
12-inch
Wood
inch x 11 ga.
smooth shank
anchored to
rafter with one
each panel lap
Wood
inch crown x 1-inch 0.072-inch diameter
finishing nail with min.
80/
roofingng nail spaced 1) 7d x 2.25- One (1) min. 1.75-inch leg staples spaced 8
inch o.c.
3116-inch head spaced 76.6
16-inch o.c. inch ring shank x 0.072-inch diameter 12-inch o.c.
nail 24-inch o.c. finishing nail with min.
3/16-Inch head spaced
4-inch o.c..
One (1) 18 ga.1/4-inch
crown x 1-inch leg
Nominal 1x2 staples spaced
One (1) 14 ga. 5/8-
No.2 SYP
anchored to
12-inch o.c. securing
each panel lap
O 1/4181ga. - One () One (
1) min. 1.75-Inch x 0.
072-Inch diameter+80/
24F-3 Max.
12-
inch Masonry inch long nail rafter with one Wood inch crown x 1-inch leg
staples aced 8- spacedfinishing nail with min. 76.6 spaced8-inch o.c. 1) 7d x 2.25- One (1) min. 1.75-inch inch
sp 3/16-inch head spaced inch
ring shank x 0.072-inch diameter 12-inch o.c. nail
24-inch o.c. finishing nail with min. 3/
16-inch head spaced 4-
inch o.c. ALC15001
FL12194-R3 Page 5 of 7 This
evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality
assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product
attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix A
Approved Systems for 24-inch overhang with F-Channel
Wall Connection Center Connection Eave Connection
System Panel MDP
No. Width
Psfi
Substrate F-Channel
Attachment
Batten Panel Attachment Substrate Panel Attachment Fascia Cap
Attachment
One (1) 18 ga.1/4-inch
Nominal 1x2 crown x 1-inch leg
Three (3) 18 ga.1/4- No.2 SYP
anchored to
staples spaced
12-inch o.c. securing One (1)18 ga. 1/4- One (1) min. 1.75-inch x
24F-4
Max,
16-inch Wood
inch crown x 1-inch
leg staples in
rafter with one each panel lap
Wood
inch crown x 1-inch
leg staples spaced 8-
0.072-inch diameter
finishing nail with mih. 80/-60
diamond pattern
1) min. 2.25-
Inch x 7d ring One (1) min. 1.75-Inch inch o.c, and securing 3116-inch head spaced
spaced 16-Inch o.c.
shank. nail x 0.072-inch diameter each panel lap 16-inch o.c.
24-inch o.c. finishing nail with min.
3/16-lndh head spaced
4-inch o.c.
One (1) 18 ga.1/4-inch
crown x 1-inch leg
Nominal 1x2 staples spaced
One (1) min. 1.5- No.2 SYP 12-inch o.c. securing One (1) 18 ga. 1/4- One (1) min. 1.75-inch x
Max. inch x 11 ga. anchored to each panel lap inch crown x 1-Inch 0.072-Inch diameter
24F-5
16-inch
Wood smooth shank rafter with one Wood leg staples spaced 8- finishing nail with min. 801-60
roofing nail spaced 1) 7d x 2.25- One (1) min. 1.75-Inch inch o.c. and securing 3/16-inch head spaced
16-inch o.c. inch ring shank x 0.072-inch diameter each panel lap 16-inch o.c.
nail 244nch o.c. finishing nail with min.
3116-inch head spaced
4-inch o.c.
One (1) 18 ga.1/4-inch
crown x 1-inch leg
Nominal 1x2 staples spaced
No.2 SYP 12-inch o.c. securing One (1)18 ga. 1/4- One (1) min. 1.75-inch x
Max. One (1) 14 ga. 5/8- anchored to each panel lap inch crown x 1-inch 0.072-inch diameter
24F-6
16-Inch Masonry Inch long T nail rafter with one Wood leg staples spaced 8- finishing nail with min. 80/-60
spaced 8-inch o.c. 1) 7d x 2.25- One (1) min. 1.75-Inch Inch o.c. and securing 3116-4nch head spaced
inch ring, shank x 0.072-inch diameter each panel lap 16-Inch o.c.
nail 24-inch o.c. finishing nail with min.
3/16-inch head spaced
4-inch o.c.
ALCI5001 FL12194-R3 Page 6of7
This evaluation report Is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix A
Approved Systems for 24-inch overhang with J-Channel
Wall Connection Center Connection Eave Connection
System Panel MDP
No. Width psi)
Batten
J-Channel
Batten Panel Attachment Substrate Panel Attachment Fascia Cap
Attachment Attachment
Nominal 1 x2 No.2 SYP'
scabbed between
rafters with one (1)
min. 2.25-inch x 7d One (1)18 ga.1/4-Inch
Nominal 1x2
ring shank nail crown x 1-inch leg
No.2 SYP
anchored to
Three (3) 18
g a.1/4-Inch crown
straight -nailed throughgg
the rafter into the end
staples spaced
12-inch o.c. securing One 1 18 a. +/,- 9
One (1)min. 1.75-inch
24J-1
Max. rafter with one x 1-inch leg of the batten or two (2) each panel lap
Wood
inch crown x 1-inch x 0.072-inch diameter
finishing nail with min. 6012-inch 1) min. 2.25- staples in diamond min. 2.25-inch x 7d one min. leg staples spaced 3/t6-Inch head spacedInchx7dringpatternspaced16- p p ring shank nails too-
nailed on either side of x 0' nch diameter72 diameter 8-inch o.c.
12-Inch o.c. Shank nail Inch o.c.
the batten at each hingnnishing nail with min.
24-inch o.c.
batternlrafter
3/16-inch head spaced
intersection. Max. 4-inch o.c.
rafter spacing is
24-inch o.c.
Nominal 1x2 No.2 SYP
scabbed between
rafters with one (1)
min. 2.25-inch x 7d One (1) 18 ga.114-inch
Nominal 1x2
ring shank nail crown x 1-inch leg
No.2. SYP Three 3 18 straight -nailed through staples spaced
12-inch o.c. securing
One 1 18 a. +/,- g One 1 min. 1.75-inch
anchored to ga.1/4-inch crown the rafter into the end
each panel lap
inch crown x 1-inch
x 0.072-inch diameter
24J-2
Max, rafter with one x 1-inch leg of the batten or two (2)
Wood leg staples spaced finishing nail with min. 53.3
16-inch 1) min. 2.25- staples in diamond min. 2.25-Inch x 7d
One (1) min. 1.75-Inch 8 Inch o.c. and
3/16-inch head spacedpInchx7dringpatternspaced16- ring shank nails toe- x 0.072-inch diameter securing each. panel 16-Inch O.C.
shank nail Inch o.c. nailed on either side of
the batten at each finishing nail with min. lap
24-Inch o.c, batten/rafter 3/16-inch head spaced
Intersection. Max.
4-Inch o.c.
rafter spacing is
244nch o.c.
ALC1.5001 FL12194-R3 Page 7 of 7
This evaluation report Is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Sofflts
Appendix B
INSTALLATION
Note - Refer to.the APPROVED SYSTEMS section of this report for additional installation details of a selected system and maximum design pressures limitations.
System No. I Installation Detail
Min, 3/8" head dia. nail with min, lW"
engagement(for wood substrate) or
min.. 0-097" dia. T-nail or stub nail
with min. '5/8" engagement(f,or concrete
or block substrate), spaced as noted.
above..
ASCIA .SLIP BOARD
FASCIA TRIM
12F-3 & I I I II \—"F"CHANNEL
SOFFIT OVERHANG WIDTH VARIES)
Wood, Concrete
or Block'N
FASCIA LIP 1 /4"
STAPLE SOFFIT TO
ASCIA BOARD #T50
8" X 3/8" STAPLE
16" O.C.
PAINTED S.S.
1 3/4" TRIM NAIL
MIN, 5 NAILS PER 12' PIECE
SOFFIT & FASCIA DETAIL
ALC15001 FL12194-R3 Page 1 of 12
This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix B
System No. Installation Detail
n"a" ` SOFFIT STAPLEOPENRAFTER
3/4" X 1/4"
DIAMOND PATTERN
D ETAI LCROWNSTAPLES' 1 x*VUSINGADIAMOND ` faro' sTwts iPATTERNFACIABOARD
FASCIA CAP
12 F-2
3/4" X 1/4" CROWN
1-3/4" TRIM NAIL
FACIA BOARD
8"
1-3/4" TRIM NAIL ON CENTER
PAINTED 5:5.
F" CHANNEL CAN BE PAINTED S.S. 48"
INSTALLED WITH THE FASCIA CAP
O.C.
NAILING FLANGE UP OR.3/4" X 1/4" DOWN
CROWN STAPLE
SOFFIT -max. 12-inch span
SOFFIT
SWOODTRATE
SOFFIT & FASCIA
DETAIL
ALC15001 FL12194-R3 2of12
This evaluation. report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report Is valid. This evaluation report does not express nor imply warranty,. Installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
System No. I Installation Detail
12J-1
OPEN RAFTER.
3/4" X 1/4" CROWN STAPLE "24."
ON CENTER USING A DIAMOND PATTERN
1-CHANNEL 1-3/4" TRIM. NAIi
screwed to soffit
PAINTED'S.S. 48" wiCh one(T) "ile x
1/2" x 3/S" head O.C.
diameter screw,
1:6" o.c.
WOOD OR BLOCK
SUBSTRATE
SOFFIT -max. 12-inch span
ALUMINUM COILS, INC
Soffits
Appendix B
3/ s r `, SOFFIT STAPLE
DIAMOND PATTERN
FACIA BOARD , _j I
31 ;
I
DETAIL
STAILES /
ASCU CAP
3/4" X 1/4" CROWN
1-3/4" TRIM NAILSTAPLE "8" ON CENTER
PAINTED S.S.
F3O1i71ill
FACIA BOARD
FASCIA CAP
3/4" X 1/4"
CROWN STAPLE
SOFFIT & FASCIA
D ETAI L
ALC15001 FL12194-R3 Page 3 of 12
This evaluation report Is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty,. installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix B
System No. Installation Detail
1 J" TRIM NAIL FASCIA BOARD
PAINTED S.S.
FASCIA CAP
SOFFIT
OPEN RAFTER
1'4" CROWN STAPLE
FASCIA BOARD
14 Or, 5!B' 1•NAN
16F-1 SOFFIT & FASCIA
16F-5 DETAIL
FASCIA CAP: REFER
TO SOFFIT L FASCIA
F- CHANNEL-----""" HANNEL DETAIL
SOFFIT; MAX. 16"
SPAN
MASONRY
SUBSTRATE
ALC1.5001 FL12194-R3 Page 4 of 12
This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor.imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
Svstem No. I Installation Detail
Min. 3/8" head dia. nail with min. 114"
engagement(fbr wood substrate) or
min. 0.097" dia. T-nail or .stub nail
with min, 5/81, engagement(for concrete
or block substrate), spaced as, noted
above.
FASCIA SLIP BOARD
FASCIA TRIM
SOFFIT (OVERHANG WIDTH VARIES)
16 F-3
F" CHANNEL
Wood, Concrete
or Block W
FASCIA. LIP 1 /4"
STAPLE SOFFIT TO
ASC'IA BOARD #T50
8" X 3/8" STAPLE
16" 0. C.
S.S.
1 3/4" TRIM NAIL
MIN. 5 NAILS PER 12' PIECE
SOFFIT & FASCIA DETAIL
ALUMINUM COILS, INC
Soffits
Appendix B
ALC15001 FL12194-R3 Page 5 of 12
This evaluation. report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix B
System No. Installation Detail
n, `, SOFFIT STAPLEOPENRAFTER
3/4` X 1/4" j ; DIAMOND PATTERN
DETAILL3N, USCRONGNASDWr10ND % --•--II JFACIA PATTERNsrwusiBOARD
i FASCIA
CAP 16
F-4 3/
4' X 1/4" CROWNJ MWLFACIABOARD S' 1"F"
STAPLE
ON CENTER 1-
3/4" TRIM NAIL P CHANNEL
CAN BE PAINTED S.S. 48." INSTALLED
WITH THE D.C. FASCIA CAP NAIUNG
FLANGE UP OR 3/
4' X 1 /4" DOWNCROWN
STAPLE SOFFIT -
max. 11-inch span WOOD
SOFFIT SUBSTRATE
SOFFIT
8c FASCIA DETAIL
ALC15001
FL12194-R3 Page 6 of 12 This
evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality
assurance changes throughout theduration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes
that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix B
System No. Installation Detail
1 J" TRIM NAIL FASCIA BOARD
PAINTED 5,5,
FASCIA CAP
SOFFIT
1'x2" CROWN STAPLE
OPEN RAFTER
FASCIA BOARD
1"x}" CROWN
DIAMOND
STAPLES SOFFIT &FASCIA
USING A
16F-2 &
PATTERN; REFER TO DETAIL
SOFFIT STAPLE
16F-6 DIAMOND PATTERN
DETAIL
FASCIA CAP: REFER / \
TO SOFFIT L FASCIA„
F" CHANNEL--,--" HANNEL
DETAIL
I 3/8
SOFFIT; MAX. 16"
SPAN
WOOD
SUBSTRATE \ /
SOFFIT STAPLE
DIAMOND PATTERN
ALC15001 FL12194-R3 Page 7 of 12
This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
16J-1
CREEK
TECHNICAL SERVICES, LLC
No. I Installation Detail
3/4" X 1/4' CROWN STAPLE 7.24'
ON CENTER USING' A DIAMOND PATTERN
WOOD OR BLOCK
SUBSTRATE
OPEN RAFTER
1-3/4" TRIM NAZI
PAINTED S.S. 48"
O.C.
SOFFIT —max'. 16-inch span.
ALUMINUM COILS, INC
Soffits
Appendix B
3/6, TW SOFFIT STAPLE
DIAMOND PATTERN
FACIA BOARD
1` _
i,,,.,
m„/
DETAIL
STMLES /
AACIA CAP
3/4" X 1 /4' CROWN
STAPLE '9" ON CENTER 1-3/4" TRIM NAIL
PAINTED S:S.
SOFFIT
FACIA BOARD
FASCIA CAP
3/4' X 1/4"
CROWN STAPLE
SOFFIT & FASCIA
D ETAI L
ALC15001 FL12194-R3 Page 8 of 12
This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES,, LLC
ALUMINUM COILS, INC
Soffits
Appendix B
System No. Installation Detail
1 e TRIM NAIL FASCIA BOARD
PAINTED S.S.
1'x} CROWN' FASCIA CAP
STAPLES
USING A DIAMOND SOFFIT
PATTERN; REFER TO
SOFFIT STAPLE
1'x}'- CROWN STAPLE
DIAMOND PATTERN
DETAIL
i }" TRIM NAIL FASCIA BOARD
PAINTED S.S.
SOFFIT & FASCIA
DETAIL
24F-1 &
2417-4 1'x}' CROWN STAPLE --
FASCIA CAP; REFER
TO SOFFIT i FASCIA
DETAIL
Nomina
D"
Rafters
litho
e 7BattenAnchoredto SOFFIT; MAX. 24'
F-CHANNEL Rafters with one 7d
Ring Shank Nail at
1
W000 SUBSTRATE
every Rafter /
SOFFIT STAPLE
DIAMOND PATTERN
ALCI5001 FL12194-R3 Page 9 of 12
This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix B
System No. Installation Detail
1 } TRIM NAIL FASCIA BOARD
PAINTED S.S.
IA' SMOOTH SHANK FASCIA CAP
ROOF NAILS SOFFIT
1"x}" CROWN STAPLE
I TRIM NAIL --- AIL FASCIA BOARD
PAINTED S.S.
SOFFIT & FASCIA
24F-2 & DETAIL
24 F-5
i"CROWN STAPLE
FASCIA CAP; REFER
TO SOFFIT t FASCIA
DETAIL
Nominal V& SYP
Batten Anchored to SOFFIT; MAX. 24" F-CHANNEL Rafters with one Id
Ring Shank. Nail at
every Rafter
WOOD SUBSTRATE
ALC15001 FL12194-R3 Page 10 of 12
This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix B
System No. Installation Detail
1 }" TRIM NAIL FASCIA BOARD
PAINTED S.S.
146A i" T-NAILS FASCIA CAP
SOFFITI I-x}" CROWN STAPLE
I J" TRIM NAIL
PAINTED S.S.
FASCIA BOARD
SOFFIT & FASCIA
24F-3 & DETAIL
24 F-6
CROWN STAPLE
FASCIA CAPI REFER
TO SOFFIT i FASCIA
DETAIL
Nominal t"x2" SYP
F-CHANNEL.
Batten Anchored to SOFFIT; MAX. 24"
Rafters with one Td
Ring Shank Nail at
every Rafter
MASONRY
ALC15001 FL12194-133 Page 11 of 12
This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix B
System No. Installation Detail
1 }" TRIM NAIL FASCIA BOARD
1"xi" CROWN
PAINTED S.S.
STAPLES FASCIA CAP
USING A DIAMOND SOFFIT
PATTERN; REFER TO
SOFFIT STAPLE CANTILEVERED 1"x}" CROWN STAPLE
DIAMOND PATTERN RAFTER
DETAIL
FASCIA BOARD
TRIM NAIL —_)
1"xi"
SOFFIT & FASCIA
24J-1 &
PAINTED S.S. DETAIL.
24J-2 CROWN STAPLE
FASCIA CAP; REFER
TO SOFFIT L FASCIA
Nominal 1"x2" SYP battens
DETAIL
DD \
scabbed between andrafters SOFFIT; MAX. 24" I I 3'/R' 1-CHANNEL secured with one ( drag
Shenk hail straight -palled IthroughtherafterIntotheand
WOOD SUBSTRATE of the batten or two (2) 7d
dng shank nails toe -nailed on
either side of the bottern at the
batterdrafter intersection
SOFFIT STAPLE
DIAMOND PATTERN
ALC15001 FL12194-R3 12 of 12
This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or otherproductattributesthatarenotspecificallyaddressedherein.
Em
CREEK
TECHNICAL. SERVICES, LLC
DESIGN WIND LOADS
ALUMINUM COILS, INC
Soffits
Appendix C
The following tables provide design wind loads for components and cladding in accordance with Section 1609.1 of the FBC and ASCE 7-10 under the followingprovisions:
1. Wind speeds for risk category I, II, III, and IV buildings shall be as defined in Section 1609 of the FBC.
2. Exposure B, C, and D shall be as defined in section 1609 of the FBC.
3. Design .wind loads are provided only for walls/soffits with a mean roof height less than or equal to 60-ft. 4. All calculations are.based on an effective wind area of 10-fe or less.
5. Topographic factors such as escarpments or hills have been excluded from the analysis..
6. Wind directionality factor, Kd = 0.85
7. V„ t is shown in ahe tables below. Design pressures are multiplied by 0.6 in accordance with Section 1610.9.4 of the FBC. 8. Projects with mean roof heights greater than 60-ft shall be evaluated by a licensed design professional. 9. Zones 4 and. 5 shall be defined as shown below. Dimension "a" shall be 10% of the least horizontal dimension or (0.4 x Mean Roof Height), whichever itssmaller, but not less than either 4% of the least horizontal dimension or 3-ft.
ALC15001 FL12194-R3 Page 1 of 4
This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes orqualityassurancechangesthroughoutthedurationforwhichthisreportisvalid. This evaluation report does not express nor imply warranty, installation, recommended use, or otherproductattributesthatarenotspecificallyaddressedherein.
CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix C
esi n1N{nd€PressuresdrSoffits,mwEz osureFBr
y
y,'Tiixi3w din` y:r
ti
r,
5GMeana 3hikSR.
l .,
o.
h.:
no,x
ts f t. w
kxe,
4.L,a R... r. a ._l' ', y,. h,J t6r r. NJ' 'IBBSic=W1ndw p eed'r` R1 11'5tf x" -m t i, a.
w,y,j x 7.c ucr w:P x t'k a1t20.
mi.> w rfi iI, ..,,.,.;130t ,.'y,--,;.•.:,s x,
a
9."µa.
Sri+
X50 r . 4
u16z
03 _ a.. .tir 140 W170
S
ra
0
202016.
9 19.8 22.9 26.3 30.0 33.8 37.9 42.2.. 46.8 25 16.
9 19.8 22.9 26.3 30:0 33.8 37.9 42.2 46.8 30 16.
9 19.8 22.9 26:3 30.0 33.8 37.9 42.2 46.8 4 4018.
3 21.5 24.9 28.6 32.5 36.7 41.2 45.9 50.8 50 19.
5 22.9. 26.5 30.5 34.7 39.1 43.9 48.9 54.1 Enclosed 60
20.5 24.0 27.8 32.0 36.4 41.1 46.0 51.3 56.8 Negative Loads)
20
20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 25 1
20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 30 20.
8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 5 4022.
6 26.5 30.7 35.3 40.1 45.3 50.8 56.6 62.7 50 24.
1 28.2 32.8 37:6 42.8 48.3 54.1 60.3 66.8 60 25.
3 29.6 34.4 39.5 44.9 50.7 56.8 63.3 70.1 20 10.
8 12.7 14.7 16.9 1.9.2 21.7 24.3 27.1 30.0 25 1
10.8 12.7 14.7 16.9 19.2 21.7 24.3 1 27.1 30.0 30 10.
8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 4 40
11.
7 13.8 16.0 18.3 20.8 23.5 26.4 29.4 32.5 50 12.
5 14.7 17.0 19.5 22.2 25.1 28.1 31..3 34.7 Enclosed 60
13.
1 154 17.8. 20.5 23.3 26.3 29.5 32.9 36.4 Positive Loads) 20
10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 25 10.
8 12.7 14.7 16_9 19.2 21.7 24.3 27.1 30.0 30 10.
8 12.7 14.7 16.9 19:2 21.7 24.3 27.1 30.0 5 40
11.
7 13.8 16.0 18.3 20.8 23.5 26.4 29.4 32.5 50 12.
5 14.7 17.0 19.5 22.2 1 25.1 28.1 31.3 34.7 60 13.
1 15.4 17.8 20.5 23.3 1 26.3 29.5 32.9 36.4 ALC15001 FL12194:
R3 Page 2 of 4 This evaluation
report. is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance
changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes
that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Annendix C
nWlridkPressures1kf6r Soffits, Ex
rBasicyWir'dSesZoneti .g Roof lL9. p 4n
F ._-
6;.'.
11,50 ,:pv# 160 x'.'
0 000.
22021.7 25.4 29.5 33.8 38.5 435 48.7 54.3*
25 22.6 26.6 30.8 35.4 40.2 45.4 50.9 56.7 62.8
30 23.6 27.7 32.1 36.9 41.9 473453.1 59.1 65.5
40 25.0 29.4 34.1 39.1 44.5 50.2 56.3 62.7 69.5
Enclosed
50 26.2 30.8 35.7 41.0 46.6 52.6 59.0 65.8 72.9
Negative
60 27.2 31.9 37.0 42.5 48.3 54.6 61.2 68.2 75.5
Loads) 20 26.7 31.4 36.4 41.8 47.5 53.7 60.2 67.0 74.3
25 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.6
5
30 29.1 34.2 39.6 45.5 51.8 58.4 65.5 73.0 80.9
40 30.9 36.3 42.1 48.3 54.9 62.0 69.5 77.5 85.8
50 32.4 38.0 44.1 50.6 57.6 65.0 72.9 81.2 89.9
60 33.6 39.4 45.7 52.5 59.7 67.4 75.5 84.2 93.2
20 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34:8 38.5
25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3
4
30 15.1 17.7' 20.6 23.6 26.9 30.3 34.0 37.9 42.0
40 16.0 18.8 21.8 25.1 28.5 32.2 36.1 40.2 44:5
Enclosed
50 16.8 19.7 22.9 26.3 29.9 33.7 37.8 42.1 46.7
Positive
60 17.4 20.5 23.7 27.2 31.0 35.0 39.2 43.7 48.4
Loads) 20 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5
25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3
5
30 15.1 171 20.6 23.6 26.9 30.3 34.0 37.9 42.0
40 16.0 1.8.8 21.8 25.1 28.5 32.2 36.1 40.2 44.5
50 16.8 19.7 22.9 26.3 29.9 33.7 37.8 42.1 46.7
60 17.4 20.5 23.7 27.2 31.0 35.0. 39.2 43.7 48.4
ALC15001 FL12194-R3 3of4
This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this reportis valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product
attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix C
F,. "...
F Desi n Wintl"Pressures for S,offits IhIEx ';osure Drj; "
Bwlding '
s s x rtt
0
Meant r r r Basic,WindS
s
y . r', t ,, „
r ",
x• , ,.tr" ' 12011ta.;w z. + d t A,.
Hel" ft n
n130 140 ".
s+ 1,.70, 5. 180•r : 1190 200 , c>Paw i .?t-v .. .,x s «>w,. -•.,w .,, ..., x; ....[},,:.. ` .+ ,
t .
s J 2 #N{; 4, fA
20 26 0 30.5 35.4 40.6 46.2 52.2 58.5 65.2 72.2
25 27.0 31.6 36.7 42.1 47.9 54..1 60.6 67.6 74.9
4
30 27.9 32.8 38.0 4.3.6 49.6 56.0 62.8 70.0 77.5
40 29.4 34.5 40.0 45.9 52.2 58.9 66.1 73.6 81.6
50 30.6 35.9 41.6 47.8 54.3 61.3 68.8 76.6 84.9Enclosed
Negative
60 31.5 37.0 42.9 49.3 56.1 63.3 70.9 79.0 87.6
Loads) 20 32.1 37.7 43.7 50.1 57.0 64.4 72.2 80.4 89.1
25 33.3 39.1 45.3 52.0 59.2 66.8 74.9 83.4 92.4
5
30 34.5 40.4 46.9 53.8 61.3 69.2 77.5 86.4 95.7
40 36.2 42.5 49.3 56.6 64.4 72.7 81.5 90.9 100.7
50 37.7 44.3 51.4 58.9 67.1 75.7 84.9 94.6 104.8
60 38.9 45.7 53.0 60.8 69.2 78.1 87.6 97.6 108.1
20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3
25 17.3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0
4
30 17.9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7
40 18.8 22.1 25.6 29.4 33.4 37.8 1 42.3 47.2 52.2
50 19.6 23.0 26.7 30.6 34.8 39.3 44.1 49.1 54.4Enclosed
Positive
60 20.2 23.7 27.5 31.6 35.9 40.5 45.4 50:6 56.1
Loads): 20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3
25 17.3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0
5
30 17.9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7
40 18.8 22.1 25.6 29.4 33.4 37.8 42.3 47.2 52.2
50 19.6 23.0 26.7 30.6 34.8 39.3 44.1 49.1 54.4
60 20,2 23.7 27.5 31.6 35.9 40.5 45.4 50.6 56.1
ALC15001 FL12194-R3 Page 4 of 4
This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
3/8" F-Channel
3/8" —1:
3/8" J-Channel
3/4" —1
1/8" HEM
1 5/8"
T7
3/4"
I-+— ---— 3/8"
ALCI5001 FL12194-R3
ISOMETRIC VIEW
3/8" PROFILE
ISOMETRIC VIEW
3/8" PROFILE
ALUMINUM COILS, INC
Soffits
Appendix D
1 of 4
This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
Fascia
5 3/4
7/8„
1/8" HEM
6"FASCIA
7" BLANK
1/4"
ISOMETRIC VIEW
ALUMINUM COILS, INC
Soffits
Appendix D
ALC15001 FL12194-133
Page 2 of 4
This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes orqualityassurancechangesthroughoutthedurationforwhichthisreportisvalid. This evaluation report does not express nor imply warranty, installation, recommended use, or otherproductattributesthatarenotspecificallyaddressedherein.
CREEK
TECHNICAL SERVICES,. LLC
16" 04 Soffit
25 TYP.
0.125 TYP.
18 BLANK
3 / 8 PROFILE
2.625 REF.
50 TYP.
000a
000000
00000
000000
00000
WIDE I.OINFR PATTERN (F I I cC F1
LOUVERS FORMED IN SAME DiREO m AS Ries)
ALUMINUM COILS, INC
Soffits
Appendix D
ALC15001 FL12194-R3 Page 3 of 4
This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes orqualityassurancechangesthroughoutthedurationforwhichthisreportisvalid. This evaluation report does not express nor imply warranty, installation, recommended use, or otherproductattributesthatarenotspecificallyaddressedherein.
D
40
CREEK
TECHNICAL, SERVICES, LLC
12" T4 Soffit
j ve" 718 3 1/8" 7/8" 3 1/8"
5/16"
1/2" 1/2" 1/2"
13.75" BLANK
3/8" PROFILE
2.625 REF.
50 TP.
25 TP.
0.125 T'P.
ALUMINUM COILS, INC
Soffit$
Appendix D
o ooaoo
000ao
000000ci
00000
ooa000
000ao
ME I (1 NFR PATTERN (an I A1W
LOWERS' FORMED IN SAME DIREOTION AS RIBS)
END OF REPORTACC15001
FL12194-R3
Page4of4
This evaluation report is provided for State of Florida product approval under Rule 61 G20 3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes orqualityassurancechangesthroughoutthedurationforwhichthisreportisvalid. This evaluation report does not express nor imply warranty, installation, recommended use, or otherproductattributesthatarenotspecificallyaddressedherein.
u
M_
FORM R405-2014
FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION
Florida Department of Business and Professional Regulation - Residential Performance Method
Project Name: Lot65KensingtonReserveDoraIBGRN Builder Name: R n omes
Street: 2269 KELMSCOTT COURT Permit Officer
City, State, Zip: SANFORD , FL, 32773 Permit Number:
Owner: Jurisdiction: 691000
Design Location: FL, Orlando County:: Seminole (Florida Climate Zone 2 )
1. New construction or existing New (From Plans) 9. Wall Types (2290.0 sqft.) Insulation Area
2. Single family or multiple family Single-family
a. Frame - Wood, Exterior R=13.0 1120.00 ft2
b. Concrete Block - Int Insul, Exterior R=4.1 823.33 ft2
3. Number of units, if multiple family 1 c. Frame - Wood, Exterior R=11.0 346.67 ft2
4. Number of Bedrooms 3 d. N/A R= ft2
10. Ceiling Types (1887.0 sgft.) Insulation Area
5. Is this a worst case? No a. Under Attic (Vented) R=38.0 1887.00 ft2
6. Conditioned floor area above grade (ft2) 1887 b. N/A R= ft2
Conditioned floor area below grade (ft2) 0
c. N/A R= ft2
11. Ducts R ft2
7. Windows(212.5 sqft.) Description Area a. Sup: Attic, Ret: Main, AH: Main 6 377.4
a. U-Factor: Dbl, U=0.54 159.15 ft2
SHGC: SHGC=0.31
b. U-Factor: Dbl, U=0.62 53.33 ft2 12. Cooling systems kBtu/hr Efficiency
SHGC: SHGC=0.25
a. Central Unit 34.8 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 32.6 HSPF:8.50
SHGC:
Area Weighted Average Overhang Depth: 1.502 ft.
Area Weighted Average SHGC: 0.295 14. Hot water systems
a. Electric Cap: 50 gallons
8. Floor Types (1887.0 sgft.) Insulation Area EF:
0.950 a.
Slab -On -Grade Edge Insulation R=0.0 1502.00 ft2 b. Conservation features b.
Floor over Garage R=19.0 385.00 ft2 None c.
N/A R= ft2 15. Credits Pstat Total
Proposed Modified Loads: 56.76 Glass/
Floor Area: 0.113 PASS Total
Baseline Loads: 59.24 i 7 I
hereby certify that the plans ands cifications covered by Review of the plans and E srT this
calculation are in compliance th the Florida Energy specifications covered by this 1• = - `prl+ Code.
calculation indicates compliance with
the Florida Energy Code. ur.1' • ff3 PREPARED
BY:`K
wu--- DATE:
10-2.,-17 Scott Pratt Before
construction is completed this
building will be inspected for compliance
with Section 553.908 0
I
hereby certify that this building the
Florida Energy Code. as
esigned, is in compliance Florida Statutes. w
CflbewithOWNER/
AGENT: BUILDING OFFICIAL: DATE:
DATE: Compliance
requires certification by the air handier unit manufacturer that the air handler enclosure qualifies as certified
factory -sealed in accordance with R403.2.2.1. Compliance
requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and starting July 1, 2017 this
project requires an envelope leakage test report with envelope leakage no greater than 7.0 ACH50 (R402.4.1.2). 10/
25/2017 8:33 AM EnergyGauge® USA - v5.1 - Section R405.4.1 Compliant Software Page 1 of 5
REQUEST FOR TUG & PREPOWER AGREEMENT
ALL RESIDENTIAL PROPERTIES
Altamonte Springs, Casselberry, Longwood, Oviedo, Sanford,
Seminole County, Winter Springs
Date: l 1. nliq
Project Name: Kensington Reserve
Project Address:-q ,m5c ' Cd"—r- 1'
Building Permit #: t 1, Electrical Permit #
In consideration for authorizing the appropriate utility company to energize the facility, we agree with and
understand the following:
1. This Tug/Pre-power application is valid only for one -and two-family dwellings.
2. The facility will not be occupied until a certificate of occupancy has been issued.
3. If the jurisdiction hereafter finds that the facility has been occupied before a certificate of occupancy has
been issued, the jurisdiction will have the unilateral right to direct the utility to terminate electrical service
without notice. Furthermore, we understand and agree that should the jurisdiction exercise such right, the
jurisdiction will not be responsible for any damages or costs which may result from the exercise of such
right. Also, in the event any third party claims damages from the exercise of such right, we agree to jointly
and individually indemnify and hold harmless 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.
S. 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 of Owner/Tenant
SignaturJ of Ow en
JURISDICTION EMPLOYEE NAME:
JURISDICTION:
Robert Lattanzi - Ryan Homes
Print Name of G Contractor
Signature of Gen.15ontractor
CBC1257565
Gen. Contractor License #
Scott L Easterbrook - Palmer Electric
Print Name of El. Contractor
Signature of El. Contractor
EC0003096
El. Contractor License #
CALLED INTO: Progress Energy Florida Power and Light on _/ /
Rev. 02/10/15)
COUNTY OF SEMINOLE
IMPACT FEE STATEMENT
STATEMENT NUMBER: 17100009 DATE: December 29, 2017
BUILDING APPLICATION #: 17-10000949
BUILDING PERMIT NUMBER: 17-10000949
UNIT ADDRESS: KELMSCOTT CT 2269 17-20-31-5VC-0000-0650
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:. 2269 KELMSCOTT COURT/ KENSINGTON RESERVE
LOT 65 SFR DETACHED
FEE BENEFIT RATE UNIT CALC UNIT TOTAL DUE
TYPE DIST SCHED RATE UNITS TYPE
ROADS-ARTERIALS CO -WIDE ORD
Single Family Housing 705.00 1.000 dwl unit 705.00
ROADS -COLLECTORS N/A
Single Family Housing .00 1.000 dwl unit 00
FIRE RESCUE N/A
00
LIBRARY CO -WIDE ORD
Single Family Housing 54.00 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
AO
LAW ENFORCE N/A
00
DRAINAGE N/A
00
AMOUNT DUE 5,759.00
STATEMENT 'q /
RECEIVED BY: VV1 SIGNATURE:
PLEASE PRINT NAME)
DATE:
NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO OT'FY OWNER AND
ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. ***
DISTRIBUTION: 1-BLDG DEPT 3-APPLICANT
2-FINANCE 4-LAND MANAGEMENT
NOTE**
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 RECEIVING SIGNATURE DATE ABOVE, BUT NOT LATER THAN
CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THE REQUEST FOR REVIEW
MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE.
COPIES OF RULES GOVERNING APPEALS MAY BE PICKED UP, OR REQUESTED,
FROM THE PLAN IMPLEMENTATION 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 OF THE RECEIVING SIGNATURE DATE ABOVE
DETAIL OF CALCULATION AVAILABLE UPON REQUEST. CALL 407-665-7356.
114111 sllll IVIII IIIII IIIII IIIII I911Ilil
THIS INSTRUMENT PREPARED BY:
Name: NVR Inc. dba Ryan Homes
Address: 4307 Vineland Rd, Suite H-20
Orlando FL 32811
NOTICE OF COMMENCEMENT
Permit Number: 17-3375
Parcel ID Number: 17-20-31-5VC-0000-0650
tai',A,1'''I i I`li A.A t` : r.-_i I.i.l'•ii i.-i'_ iajU. -I i F
i"`. i.Ii '_ ,.i.a_Ia.i t•f}Lit; i L lfi't' l i`.i_ _i...t:.t
ry i.''
1
r
CLCRK'6 2018006 20
1-v iLJ
i,.i:.!_ilitL;%:.IBi filif'_4i71"_. 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. CERTIFIED .'Opy GRANT MALOY 1.
DESCRIPTION OF PROPERTY: (Legal description of the property and street address if available CLERK OF THE CIRCUIT COURT gPPPy ) AND COMPTROLLER c 4.: ; 3 Lot #
65 of Kensington Reserve 2269 Kelmscott Court ._ 2.
GENERAL DESCRIPTION OF IMPROVEMENT: Date,_ I A 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 Address:_
6.
LENDER: N Address:
Phone
Number: Amount
of Bond: 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 number: 9.
Expiration Date of Notice of Commencement (The expiration is 1 year from date of recording unless a different date is specified) WARNING
TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED
IMPROPER PAYMENTS UNDER CHAPTER 713, PART I, SECTION 713.13, FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING
TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB
SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE
COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. l,—
L_jL, Signal
r of Owner or Lessee, or Owner's or Lessee's Authorized
Officer/Director/Partner/Manager) Dayna
Whitson Assistant Secretary Print
Name and Provide Signatory's Tide/Office) State
of Florida County of Orange The
foregoing instrument was acknowledged b fore me this —day of ` n--!'. .20 1 by
e i} Wb Who is personally known to me [y, OR Name
of person making statement who
has produced identification type of identification produced: r
fRACY
Lr=ittt Q i
tY;!CCtuL,ll `71 111 'rr" Fc^7.:i01?. Odobef C153
r c `dJc ^:
e ecrr Notary Signature
UES Project No: 0110.1700732.0000
Workorder No: 9355577-1
Report Date: 2/5/2018
1 - _ 55-1 5 In -Place Density Test Report
Client: UESkTechnician: Jean Cartagena
4307 Vineland Road, Suite H2O ^
Orlando, FL 32811 r
Date Tested: 02/05/2018
Project: Kensington Reserve, House Loth esting
Area Tested:
4tive
65 (2269 Kelmscott Court)
Material:
Reference Datum: 0 = o om of Footing
Type of Test;
Field: ASTM D-2937 Drive Cylinder Methoc
Laboratory: ASTM D1557 Modified Proctor
The tests below meet the minimum 95% relative soil compaction requirement of Laboratory Proctor maximum dry density.
Test
No. Location of Test Range
aximum
DensityDensity
pcf)
ptimum
Moisture
I
Field Dr Y
Y
pcf)
Field
Moisture
toot
Soil
Compaction
loot
Native
Depth
inch)
Pass
or Fail
1 South Footer 0-1 ft 105.4 12.2 103.1 11.7 98 N/A Pas:
2 North Footer 1-2 ft 105.4 12.2 101.7 12.0 96 N/A Pas!
3 East Footer 1-2 ft 105.4 12.2 102.8 10.3 98-- N/A Pas!
4 South side of pad ( TOF) 1-2 ft 105.4 12.2 102.9 11.9 98 N/A Pas!
5 North side of pad ( TOF) 2-3 ft 105.4 12.2 104.0 12.4 99 N/A Pas!
r a f r,r,ti —fi—r —*a. H— f. r M. Ana ..,,.c h— o .o.. #. — c k—iffnr! ...,.,r;a—H.1 .,....,e t . f .,,,, ,.r
I-- CRIPTION AS FURNISHED: Lot 65, KENSINGTON, RESERVE, as recorded in Plot Book 81, Pages 86
tFlrough 92, Public Records of Seminole County, Florida.
BOUNDARY FOR / CERTIFIED TO. Ryan Homes/NVR Inc.
SIIUNSTEA.D .DRIVE
80' PRIVATE R/W)
S 89040' 51 " W
40.00'
Opt ------------------
LOT 66
5.0'
5.0,
10' WALL & UTIL. ESMT.
1
47.8' LOT 65
47.8'
30.0
FORM60ARD FOUNDATION
TOP OF FORMS = 30.13'
8.7'
M
I6 21.3'
5.0'
0
25.2' 25.2'
10' WALL & —
UTILITY ESMT
N 89040' 51 " E
40.00'
5.0'
NO!
r..
o
n'
N
LOT 64
P.C. OF
y' 115.00' LOT 62
1,v-- — — — — —0
y
AT_LffSC0 TT CO UR T
50' PRIVATE R/W)
PROPOSED = FINSHED SPOT GRADE ELEVATIONS FRONT 25'
PER DRAINAGE PLANS PLOT PLAN AREA CALCULATIONS REAR = 20'
PROPOSED DRAINAGE FLOW IMPERVIOUS COVERAGE = 1,723t SQUARE FEET OR 37.5% SIDE 5' FOR 40' LOTS
LOT GRADING TYPE 8 LOT CONTAINS 4,600± SQUARE FEET SIDE = 7.5' FOR 60' LOTS
PLANS = 30.1 QQOQ LIVING AREA CONTAINS 1,214t SQUARE FEET SIDE = 10' FOR 75' LOTS
PROPOSED FINISH FLOOR PER CONC/LANAI PORCH CONTAINS 509± SQUARE FEET SIDE STREET = 25'
CRUISETNMEYTR-S'COTT AS'SOC... INC. - LAND SURVEYORS.
LEGEND - LEGEND -
5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436
P . PLAT PAL • POINT ON LINO
F FIELD TYP. • TYPICAL
NOTES:
I.P. IROPIPE PR.C. POINT OF REVERSE CURVATURE 1. THE UNDERSIGNED DOES HEREBY CERTIFY THAT THIS SURVEY MEETS THE STANDARDS OF PRACTICE SET FORTH BY THE FLORIDA BOARD Of
I.R. •IRON ROD P.C,C. • POINT OF COMPOUND CURVATURE PROFESSIONAL SURVEYORS AND MAPPERS IN CHAPTER 5J-17 FLORIDA ADMIINISTR4TIVE CODE PURSUANT TD SECTION 472.027, FLORIDA STATUES
C.M. CONCRETE MONUMENT RAD. + RADIAL 2: UNLESS EMBOSSED WITH SURVEYOR'S SIGNATURE ANO ORIGINAL RAISED SE1L, THIS SURVEY MAP OR COPIE$ ARE NOi VALID.
SET I.R. + 1/2' LR, /BLB 4596 NR. • NON -RADIAL
REC. RECOVERED VP. • WITNESS PRINT
ER3, THIS SURVEY WAS PREPARED FROM TITLE INFORMATION FURNISHED TO THE SURVEYOR. THERE MAY BE O1H RESTRICTIONS
P.O.D. pOIHT OF BEGINNING CALL CALCULATED
PA,C, . POINT OF COXXENCEMENT PITH PERMANENT REFERENCE MONUMENT
OR EASEMENT'S THAT AFFECT THIS PROPERTY.
4. NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED UNLESS OTHERWISE SHOWN.
11 CENTERLINE I + FINISHED FLOOR ELEVATION 5, THIS SURVEY IS PREPARED FOR THE SOLE BENEFIT OF THOSE CER77FYED TO AND SHOULD NOT BE RELIED UPON BY ANY OTHER ENTITY.
N&D + NAIL t DISK BSL •BUILDING SETBACK LINE 6. DIMENSIONS SHOWN FOR THE LOCATION OF IMPROVEMENTS HEREON SHOULD NOT BE USED ID RECONSTRUCT BOUNDARY LINES.
R/V RIGHT-OF-WAY B.N. • BENCHMARK
B.B. + BASE BEARING 7. BEARINGS, ARE -BASED ASSUMED DATUM AND ON THE LINE SHOWN AS BASE BEARING (B.B.)
ESMT. + EASEMENT
DRAIN. +DRAINAGE B. ELEVATIONS, IF SHOWN, ARE BASED ON NATIONAL GEODETIC VERTIGLL DATUM OF 1929, UNLESS OTHERWISE NOTED.
UTIL. UTILITY
CLFC. + CHAIN LINK FENCE
9. CERIIFIGATE OF AUTHORIZATION No. 45J6.
WD.FC. + WOOD FENCE
SCALE 1-- 1 • m 20 ---i. DRAWN BY: MLT
C/B • CONCRETE BLOCK
P.C. • POINT OF CURVATURE DATE No.
P,T, • POINT OF TANGENCY CERTIFIED Rl:
DESC, + DESCRIPTION
R + RADIUS PLOT PLAN 10-19-2017 4476-17
L • ARC LENGTH
DELTA FORM FOUNDATION/ELEVS. 02-05 —18 645-18
DC + CHORDCHORD BEARING NORTH
THIS BUILDING/PROPERTY DOES NOT LIE
WITHINTHEM4JSCOT48ESTABLISHED100YEARFLOODPLANEASPERFIRMR,LS 01
ZONE "X" MAP N 12117CO09OF (09-28-07)
CITY OF SANFORD
BUILDING,&FIRE PREVENTION
PERMIT'APPLICATION
k` Application No:
Documented Construction Value:
Job Address: C ` < ` " o5'1-I1stor c District: Yes Nog
Parcel ID: Residentiato Commercial L
Type of Work: New -A Addition Alteration Repair Demo Change of Use 4 Move
Description of Work:
W
r
Plan Review Contact Person:
Phone: `tU1 Ola t
Namea1r
Street: ryI.
City, State Zip.t '
i 72
Name . l:fk'
Street:'
City, State Zip:A7 C
Name:
Street:
City, St, Zip: .
Title:
Email: kya r,wtn C.cx n
Property Owner Information
Phone:
Resident of roe NPP1'tY '
mation
phone:- 40-7- 6 i 5 - 304
Fax:
State License No.: C4co,)c/o
Architect/Engineer Information
Phone:
Fax:
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, pnrforrttcd to meet standards of all Taws regulating construction
in this jurisdiction. I understand that a separate permit must be 'secured for electeictl work, pltumbing, 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! %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 :7iat(work will
be done in compliance with all applicable laws regulating construction and zoo . g.
Signature of Owner/Agent Date
Print Owner/Agent's Name
Signature of Notary -State of Florida Date
of Contnactor/Agent
Name
ry-State of Florida D;
CHERYL D AKERS
MY COMMISSION '# FF998962
EXPIRES June 05, 2020
Y
Owner/Agent is Personally Known to Me or C,ontractor7Agent is,_1efPersonally Known to'Me or
Produced ID Type of ID Produced ID Type of ID
BELOW IS FOR OFFICE USE ONLY
Permits Required: Building Electrical Mechanical Plumbing Gas Roof
Construction Type: 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
APPROVALS: ZONING:
ENGINEERING:
COMMENTS:
UTILITIES:
FIRE:
Fire Alarm Permit: Yes No
WASTE WATER:
BUILDING:
Revised: June 30, 2015 Penn it Application
I
STATEWIDE State Cert CAC032448
ADELAIR1-888-831-2665
1G
HEATING * AIR CONDITIONING
Ryan Homes Phone: 407-692-9828
4307 Vineland Road, Suite H-20 Revised Date: 03/20/17
Orlando, FL 32811 Page 1 of 4
JOB NAME: Standard Series - Revised
We propose the necessary labor and material to install heating, air conditioning and ventilation for the above plan
Design Criteria:
R-38 - Vented Under Attic
R-19 - Vented Knee Wall
R-4.1 - Block Walls
R-13 - Frame Wood, Adjacent
R-13 - Frame Wood, Exterior
Windows -Low E
Double Pane - U-Value .54 - SHGC .31 ; U-Value .62 - SHGC .25
Water Heater - 50 Gallon Electric Eff: 0.95
Duct Leakage Test Required
AMELIA TH (ISLAND PALM
TOWNHOMES) 2.5 15.0 4 4,798.00
BISCAYNE BAY 3.0 / 1.5 15.0 4 7;945.00
BISCAYNE BAY OPT GUEST SUITE 3.5 / 1.5 15.0 5 8,274.00
BISCAYNE BAY OPT STUDY 3.5 / 1.5 15.0 4 8,235.,00
BISCAYNE TH (ISLAND PALM
TOWNHOMES) 2.5 15.0 4 1$4,867.00
BONITA SPRINGS VERSION 2 3.5 15.0 3 4J96.00
BONITA SPRINGS VERSION 2 OPT
BONUS 3.5 15.0 3 6 527.00
BONITA SPRINGS VERSION 2 OPT
SITTING RM 3.5 15.0 3 4,262.00
CORAL SPRINGS 3.0 15.0 3 4,545 00
CYPRESS GARDEN 4.0
n
15.0 4 i ,542.00
mama, ry ire r
4 F ,
F. t Sf 110 ' d'
DORAL OPT BDRM 4 3.0 15.0 4 510,11.00
ESTERO BAY 2.0 / 2.5 15.0 4 7,183.00
ESTERO BAY OPT I ST FL BDRM 2.5 / 2.5 15.0 4 7,378.00
ESTERO BAY OPT BDRM 5 2.0 / 2.5 15.6 4 7,454.00
ESTERO BAY OPT HOME OFFICE 2.5/2.5 15.0 4 74A00
ESTERO BAY OPT STUDY 2.0 / 2.5 15.0 4 71328.00
JASMINE COVE VERSION 1 12.5 1 15.0 12 1$4,368.00
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