HomeMy WebLinkAbout105 Sterling Ct4
D RECEIVED
s1;
CITY OF SANFORD -
MAY 17 2011 BUILDING & FIRE PREVENTION
PERMIT APPLICATION
r
BY' ..
Application No: 1 } I S I Documented Construction Value: $
Job Address: -e d` i -Historic District: Yes No
Parcel ID: •- •-06 00 zoning:"",
Description'of Work: _ r42 '-C E?Yd /Q90vt:w 6,t &J , J
Plan Review Contact Person: Title:
Phone: i 0 -Fax: 3_63 ,,9 E-mail:
Property Owner Information
Name
Street: O -
City, State Zip: A
Phone: r
Resident of property? : +
4 "
Contractor Information
Prager
D
M y O
Name l — Praurr Builders, Ync ` y- Phone: 2938 Stonewall Pl.
srd, Fti2925,8 Stonewall Pl. ani
Street: _ Sanford. FL 32773 Fax: <. 407-324-9960
407-324-9960
City, State Zip:
i
State License No.: l'•QGo rJG-o 7 Architect/
Engineer Information ' Name:
d ylil Street- `
City,
St, Zip: Uc1 o h l.i 11 4
Bonding
Company: / l I •
Address: - _ F% .
V+.'a 11U030 sbi:
oli to 9108 . -,IA 9 YWOV, Ztos .
as idol 201NA3 n1m0 yM BuildingPer
ato8
33 + noi2almnio nccn
Yis1eN Isnoslsvl Oc sotdT bobn8 Square
Footage: 02- No.
of Dwelling Units: Phone:
Fax:
1. 01 E-
mail: Mortgage
Lender: Address: •
t - a
YOTFIA3 .W H S083p FSY-
G!,iniigx3roin:,tmoOYM a" • R
INFORMATION :;• *`v-
ti"
v59 as noi2 lsnmoo , ii
4D.1 ift`: + .;
a,b^broQ Construction
Type: l No. of Stories: Flood
Zone: 4 c eh ' Electrical
13 Plumbing _ +'Fu {•" 1v' New
Service - No. of AMPS: NeW Construction .- No., of Fixtures: Mechanical '(
Duct layout required for new systems) Fire Sprinkler/Alarm. No. of heads:
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 anJ 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, lfurnaces, boilers, heaters, tanks, and
air conditioners, etc. ,
OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will
be done in compliance with all applicable laws regulating construction and zoning.
WARNING TO ,OWNER:' YOUR FAILURE TO RECORDJ`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 rYOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR
LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT.
NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this
property that may be found in the public records of this county, -and- there- may be additional permits required
from other governmental entities such as water management districts, state agencies, or federal agencies.
r. ,, ..-. .. ... ... i
Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida
Lien'L--aw;'FS,`713:
e , ,1
The City of Sanford requires .payment of a plan review fee. A copy of the executed contract is required in order
to calculate a plan review charge. If the executed contract is not submitted, we reserve the right to calculate the
plan review- fee based 'on past permit activity levels. Should calculated charges exceed the documented
construction value when the executed contract is submitted, credit will be applied to your permit fees when the
permit is released.
a.D l
Signattur of
f /
Ow'ner/Agent ate
k 4 /'., ]A
U
7
Signature of Contractor/Agent Date
Ait 96 e
Print Co ntractor/Agent' Name
algn rcVJ.
r°
4
a«=,
LULru'I I3 CH State ofJFlorida
W. CARTER ULc aignai r e r u• a
DEBBIE BLANTON
My Commission Expires May' _S Notary Public - State of Florida
Commission # DD 78: •= My Comm. Expires Feb 25, 2015
Commission # EE 60182BondedThroughNationalNot +
Bonded Through National Notary Assn.
Owner/Agent is Personally Known to Me or Contractor/Agent is Personally Known to Me or
Produced ID Type of ID Produced ID Type of ID
APPROVALS: ZONING: AM 9• I? • 11 UTILITIES: WASTE WATER:
ENGINEE S ' Z f ' l FIRE: BUILDING: f <
COMMENTS: For Scre% 0-m6wt *AtW
Rev 11.08
M%7N4kC p
City of Sanford
Planning and Development Services
Engineering — Floodplain Management
Flood Zone Determination Request Form
Name: Benett Firm: Prager Builders, Inc.
Address: 2938 Stonewall Place
City: Sanford State: FL Zip Code: 32773
Phone: '407-383-9555 Fax: 407-322-3039 Email: krpra er .yahoo.com
Property Address: 105 Sterling Court
Property Owner: Lula Colyer
Parcel identification Number: 31-19-31-521-OG00-0360
Phone Number: Email:
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 4076)
OFFICIAL USE ONLY s
Flood Zone: C Base Flood Elevation: r(N Datum:
FIRM Panel Number: I -L,0 ?A 5/ 0 0 F- Map Date: 9. 28. 0 "7
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
191" The parcel is not in the: floodplain floodway
The structure is in the: floodplain floodway
dThe 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:
A
t-P ) t1S l 1 e I"e..
Reviewed by. Date:
PRAGER BUILDERS, INC.
2938 Stdnewalf Place • Sanford, FL 32773
Telephone: (407) 324-9960 Fax: (407) 322-3039
State Certified: #CBC053007
www:pragerbuilders.com
5
JI oAC ,
NAME 4IJL Xh1 C.4,QV"i HOME # CELL# — DATE t
ADDRESS Ztq ZAZ ' `' CITY ac tVl' L yv ZIP J?
DIRECTIONS: p wl -L- 13Vy
REFERRED BY:
SCREEN:
FLAT: X GABLE: TIEIN: ROOF
SIZE: Y; DOORS:
IJ f ,
KICKPLATE:
GUTTERS:
WINDOW
TYPE: N FRAME
COLOR: PORCH
OVERHANG:" r't HOUSE
U.H.: SOFFIT? TIE
IN HEIGHT: 0 FAN
BEAMS: SLAB
SIZE: X ` DEMO:
ELECTRICAL
d D Y
vww.
p1 z`_'L'l hill Idel s.C'oIll vMATERIAL
AND WORKMANSHIP GUARANTEED FOR 2 YEARS. NOTE: Contractor
expressly reserves all contractors, mechanics and material man'
s lien which may be asserted under any provisions of the law to secure
payment of the contract price and may assert and fix the same as a lien
upon the real property on which installation is made. Purchaser
agrees to supply electrical power at job site. NOTES:
1)
HAIRLINE CRACKING OF NEW CONCRETE SLABS IS A COMMON
OCCURRENCE. 2)
SPRINKLER HEADS MUST BE RELOCATED BY CUSTOMER. 3)
DRAINAGE AT BASE OF ROOM IS RESPONSIBILITY OF HOMEOWNER.
4)
FLOOR MAY REQUIRE LEVELING FOR TILE INSTALLATION. 5)
OWNER IS RESPONSIBLE FOR ANY REINSPECTION FEES DUE TO
INACCESSIBILITY OR MISSING PERMIT. 6)
IF HOMEOWNER'S ASSOCIATION APPROVAL IS NECESSARY, IT IS
CUSTOMER'S RESPONSIBILITY TO OBTAIN PRIOR TO WORK START.
27i
c' _f ,r-t Q,A no! r 14'
r r 41 ryI/
We have read the forgoing ingproposed contract and accept the same on the terms and conditions printed on the reverse side and
as stated above. r
I '
Id
CONTRACT
PRIC Purchaser: '/...
Kl 'A Vve-Datev
Estimator:
I DEPOSIT / (ii ,
7° o Payment
Schedule: /7/el-go Z-Ah "y o f7 /,f U•b C t,4 C WY 9 IBAL.DUE '.
r
This contract is entered into between the owners named on page 1 of the Agreement and Prager Builders, Inc
1.) Measurements and dimensions shown on the reverse side are approximate for the purpose of determining price. All
dimensions to be exterior (outside dimensions). Final dimensions for patios, awnings windows and enclosures, supports and
other items are subject to minor modifications to conform to standard factory fabrication procedures and/or building codes.
Changes in dimensions, except as provided otherwise, will be deemed extras. Price quotations do not include special
preparation or rotten or hidden damage that could not be foreseen by Prager Builders to include termite damage, buried
materials or obstacles that may interfere with new construction, including unused or buried septic tanks.
2.) Work will be performed in good workman -like manner and materials will be new. No warranty, expressed or implied,
except as,aforesaid, shall apply to work done to repair existing screen rooms, patios or other attachments.
3.) Warranty: New additions or screen rooms constructed by Prager Builder, Inc, pursuant to the contract, are warranted for
a two year period calculated from the date of final inspection. Prager Builders agrees to repair any defect resulting solely and
exclusively from defective workmanship and/or materials for said two year period. Prager Builders warranties, all work
against water leaks for a period of two years. Under no circumstances will Prager Builders provide warranty fr water leaks
on existing roofs or overhangs, as it is not unusual for existing leaks to appear only after attachment of new aluminum roofs .
to existing overhangs, as these leaks are not noticeable beforehand.
4.) This contract' is binding upon the heirs, administrators, and successors of the estate of the purchaser.
5.) Owner of home is solely responsible for reporting all property lines, easements, setback requirements, zoning code
violations relating to subject premises.
6.) Owner of home shall ensure that all work areas at the premises are free of pre-existing physical or environmental
hazards, including but not limited to interference resulting from gates, animals, yard debris, dog waste, furniture, trees or
overhanging tree limbs, shrubs or plants. Owner shall provide access and power to work areas during working hours.
7.) Owner of home understands that in most cases enclosures will attach to Owner's fascia board.or wood -siding. The cost of
any necessary wood replacement is not covered by this agreement. '
8.) Company shall not be responsible for damage to existing landscape or structures at the premises; including sidewalks,
driveways, sprinkler systems, fences, trees, shrubs, plants, grass, furniture or any other structures. Company is not
responsible for construction delays resulting from acts of God or nature, governmental actions, manufacturing or delivery
delays resulting from events beyond it's control, or incorrect information provided by the homeowner.
9.) Each person signing this agreement warrants and represents to Prager Builders that he or she is the rightful owner of the
property.
10.) By signing, Owner acknowledges that Owner has read and understands this contract, and accepts this Agreement in its
entirety, and acknowledges receiving a complete copy.
11.) CHAPTER 558 NOTICE OF CLAIM: CHAPTER 558, FLORIDA STATUTES CONTAINS IMPORTANT
REQUIREMENTS YOU MUST FOLLOW BEFORE YOU MAY BRING ANY LEGAL ACTION F'OR AN ALLEGED
CONSTRUCTION DEFECT IN YOUR HOME. SIXTY DAYS BEFORE YOU BRING ANY LEGAL ACTION, YOU MUST
DELIVER TO THE OTHER PARTY OT THIS CONTRACT A WRITTEN NOTICE REFERRING TO CHAPTER 558 OF ANY
CONSTRUCTION CONDITIONS YOU ALLEGE ARE DEFECTIVE AND PROVIDE SUCH PERSON THE OPPORTUNITY
TO INSPECT THE ALLEGED CONSTRUCTION DEFECTS AND TO CONSIDER MAKING AN OFFER TO REPAIR OR
PAY FOR THE ALLEGED CONSTRUCITON DEFECTS. YOU ARE NOT OBLIGATED TO ACCEPT'ANY OFFER WHICH
MAY BE MADE. THERE ARE STRICT DEADLINES AND PROCEDURES UNDER THIS FLORIDA LAW WHICH MUST
BE MET AND FOLLOWED TO PROTECT YOUR INTERESTS.
ACCORDING TO FLORIDA'S CONSTRUCTION LIEN LAW
SECTIONS 713.001-713.37 FLORIDA STATUTES,). THOSE WHO
WORK ON YOUR PROPERTY OR PROVIDE MATERIALS AND
ARE NOT PAID IN FULL HAVE A RIGHT TO ENFORCE
THEIR CLAIM FOR PAYMENT AGAINST YOUR PROPERTY.
THIS CLAIM IS KNOWN AS A CONSTRUCTION LIEN. IF
YOUR CONTRACTOR OR A SUB -CONTRACTOR FAILS TO
PAY SUB -CONTACTORS, SUB -CONTRACTORS OR
MATERIAL SUPPLIERS OR NEGLECTS TO MAKE OTHER
LEGALLY REQUIRED PAYMENTS, THE PEOPLE WHO ARE
OWED MONEY MAY LOOK TO YOUR PROPERTY FOR
PAYMENT, -EVEN IF YOU HAVE PAID YOUR CONTRACTOR
IN FULL. IF YOU FAIL TO PAY YOUR CONTRACTOR, YOUR
CONTRACTOR MAY ALSO HAVE A LIEN ON YOUR
PROPERTY. THIS MEANS IF A LIEN IS FILED YOUR
PROPERTY COULD BE SOLD AGAINST YOUR WILL TO PAY
FOR LABOR, MATERIALS, OR OTHER SERVICES THAT
YOUR CONTRACTOR OR A SUB -CONTRACTOR MAY HAVE
FAILED TO PAY. FLORIDA'S CONSTRUCTION LIEN LAW IS
COMPLEX AND IT IS RECOMMENDED THAT WHENEVER A
SPECIFIC PROBLEM ARISES YOU CONSULT AN ATTORNEY.
Fir
THIS INSTRUMENT PR ARED BY:
Name:
IIIII 111110
Address. MRRYMNE MORSE, CLERK OF CIRCUIT COURT
SEMINOLE COLMN
State of Florida
IS &
K 07575 Rg 1%61 (Ipg)
CLERK'S 1# 20111055274
RECORDED 05124/2011 Wt45:38 M
NOTICE OF COMMENCEM TEE510-00
J Erkenrath(all)
Permit Number f 1/ .1
1.
Parcel ID Number (PID) % 1 I2 2% ,r 2-/ o 00 i(A60
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. - /
DESCRIPTION OF PROPERTY (Legal description of the property and street address if available)
GENERAL DESCRIPTION OF IMPROVEMENT
OWNER INFORMATION
Name and address.
Fee Simple Title Holder name and address (if other than owner) :
CONTRACTOR Prager Duilders, Inc, '
2938 Stonewall I'1.
Name and address: ! Sanford, 1 T.32,773
b 407-324-9960
max till
K
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)(b), Florida Statutes, Prager I"suil :ors, Inc, F Name.and address: _
ram. L:.c.3 :.v 'eta - •T-:'- t - •f"-
I 407-324-93`0
In addition to himself, Owner Designates t of
To receive a copy of the Lienor's Notice as Provided in
Section 713.13(1)(b), Florida Statutes.
I lExpiration Date of Notice of Commencement:
The expiration date 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 IMPROVMENTS 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.
STATE OF FL RIDA
OWNERS SIGNATURE 0 OWNERS PRI TED NAM
NOTE: Per Florida Statute 713.13(1) (g), owner must sign...... and no on else may be
The foregoing instrument was acknowledged before me this day of _
by
Name of person making statement
COUNTY OF SEMINOLE
to sign in his or her stead."
20 11
Who is personally known to md Q--
OR who has produced identification type of identification produced
VERIFICATION PURSUANT TO SECTION 92.525, FLORIDA STATUTES
CERTIFIED COPY `tea
UNDER PENALTIES OF PERJURY, 1 DECLARE THAT I HAVE READ THE FOREGOING AND THAT THE FART 'Wf p IMORSe
ARE TRUE TO THE BEST OF MY KNOWLEDGE AND BELIEF. CLERK OF CIRCUIT COURT
SEMINOLEI COUNTY. FLO,R/IDA
SI NATURE OF NA L PERSON SIGNING ABOVE flFP11TV N FP1f
DEBORAH W.CARTER
Notary Public, to , Florida
e : • My Commission 4 ,, 23, 2012
Commission # DO 788611
Bonded Through NationalNotaryAssn. 114uldry 01y11dune
z BOUNDARY SURVEY
DESCRIPTION: LOT 36, BLOCK G, WASHINGTON OAKS SECTION ONE,
ACCORDING TO THE PLAT THEREOF, AS RECORDED IN PLAT BOOK
16, PAGE 8, PUBLIC RECORDS OF ORANGE COUNTY, FLORIDA.
PERM
ST
C
m
A = 58.00. 00
NG'
ER R = 100.00' lL =
101.23' o
Qff
N
o 101
589'
49'OO"E_ . -CO/y 5 ?' 85.
98'5/
8 IRON CR
fr f- W RECOVERED1x1'
COLUMN \ Tn'•)
o RECOVERED
5/
H' IRON to
CONCRETE DRIVE
yam•
Z•
T
S31'49'00"E yo-
1
a 24'—
y iti RPG — d •'ti•' 36.66' OpF • / IRON
FENCE-/
6 co
LOT
37
zo' V 11.
4'
a so
0,
A°c k , FENCE
Fj O
CORNER \ O
O
k
QQ
N. .1'
1.1
W., ryy°o O
METAL
SHEDS Z
Q
e
Ps) 1.s' ''
1 ,p,
y •
tj5 O A;
I
SE
1•
LEGEND 582.21,
56"W 0 WATER
METER 24.66'
LOT 30 I CITY OF SA PIP9 - BUILDING PL At EVI AIN LINK FENCE PLANNING i:
a!' :IEVELOPMENT SERVICES y APPROVED
NOTES:' DATE
S' BEARINGS BASEDONTHEWESTLINEOFLOT36i.,s.
xt AS BEING
N00'11'00"E. 'vr SW NO UNDERGROUND
UTILITIES WERE LOCATED. SHANNON SURVEYING,
INC. 499 NORTH
S.R. 434 — SUITE 2155 ALTAMONTE SPRINGS,
FLORIDA, 32714 407) 774-
8372 LB # 6898 DATE OF
SURVEY: 04/27/2011 J R.
SHANNON J ., P.L.S. #4671 FIELD BY: J-S- SCALE: 1" - 30' T VAUD
WITHOUT THE RE AND THE ORIGINAL RAISED SEAL OF
A FLORIDA UC SURVEYOR AND MAPPER FILE NUMBER: PB16-PG8-BLKG-LOT36
Jo
IJAI
GXv c orob . 0
01
w
N
r:'
r4
ALUMINUM STRUCTURES DESIGN MANUAL STATEMENT
1 hereby certify that the engineering contained in the following pages has been prepared in compliance with
ASCE 7-05 and the writers interpretation of The 2007 Florida Building Code with 2009 Supplements,
Chapter 20 Aluminum, Chapter 23 Wood and Part IA of The Aluminum Association of Washington, D.C.
Aluminum Design Manual Part IA and AA ASM35. Appropriate multipliers and conversion tables shall be
used for codes other than the Florida Building Code.
Structures sized with this manual are designed to withstand wind velocity loads, walk-on or live loads,
and/or loads as listed in the appropriate span tables.
All wind loads used in this manual are considered to be minimum loads. Higher bads and wind zones
may be substituted.
Pursuant to the requirements F.S. 489.113, Subsection 9, the following requirements are hereby
listed:
1. This master file manual has been peer reviewed by Brian Stirling, P.E. #34927 and a copy of his letter
of review and statement no financial interest is available upon request A copy of Brian Stiriings' letter is
posted on my web site, www.Ifte.com.
2. Any user of this manual, for the purpose of acquiring permits, must be a licensed Architect, Engineer,
or Contractor (General, Building, Residential, or Aluminum Specialty) and are required to attend my
continuing education class on the use of the manual prior to becoming a authorized user and biannua lly
thereafter.
3. Structures designed using this manual shall not exceed the limits set forth in the general notes
contained here in. Structures exceeding these limits shall require site specific engineering.
INDEX
This packet should contain all of the following pages:
SHEET 1: Aluminum Structures Design Manual, Index, Legend, and Inspection Guide for
Screen and Vunyi Rooms.
SHEET 2: Checklist for Screen, Acrylic &Vinyl rooms, General Notes and Specifications,
Design Statement, and Site Exposure Evaluation Forth.
SHEET 3: Isometrics of solid roof enclosure and elevations of typical screen room.
SHEET 4: Post to base and pur in details.
SHEET 5: Beam connection detals.
SHEET 6: Knee wall, dowel and footing details.
SHEET 7: Span Examples, Beam splice locations and detail, Alternate self -mating beam
to gutter detail.
SHEET 8-110: Tables showing 110 mph frame member spans.
SHEET 8-120: Tables showing 120 mph frame member spans.
SHEET 8-130: Tables showing 130 mph frame member spans.
SHEET 8-140: Tables showing 140 mph frame member spans.
SHEET 9: Mobile home attachment details, ribbon footing detail, and post to beam and
anchor schedules.
SHEET 10A: Solid roof panel products - General Notes & Specifications, Design Statement,
design load tables, and gutter to roof details.
SHEET 10B: Roof connection details.
SHEETIOC: Roof connection details, valley connection elevation, plan & section views, pan &
compostite panels to wood frame details, super & extruded gutter to pan roof
details. SHEET
10D: Roof to panel details, gutter to beam detail, pan fascia & gutter and cap water relief
detail, beam connection to fascia details, pan roof adoring details. SHEET
10E: Panel roof to ridge beam @ post details, typical insulated panel section, composite
roof panel with shingle finish details. SHEET
10F: Tables showing allowable spans and applied loads for riser panels. SHEET
10G: Manufacturer specific design panel. SHEET
10H: Manufacturer specific design panel. SHEET
11: Die shapes & properites. SHEET
12: Fasteners - General notes & specifications, Design statement, and allowable bads
tables. LEGEND
This
engineering is a portion of the Aluminum Structures Design Manual ("ASDM") developed and owned by Bennett Engineering Group,
Inc. ("Bennett"). Contractor acknowledges and agrees that the following conditions are a mandatory prerequisite to Contractor's purchase
of these materials. 1.
Contractor represents and warrants the Contractor. 1.
1. Is a contractor licensed in the state of Florida to build the structures encompassed in the ASDM; 1.
2. Has attended the ASDM training course within two years prior to the date of the purchase; 1.
3. Has signed a Maslerfile License Agreement and obtained a valid approval card from Bennett evidencing the license granted
In such agreement 1.
4. Will not alter, amend, or obscure any notice on the ASDM; 1.
5. Will only use the ASDM in accord with the provisions of Florida Status section 489.113(9xb) and the notes limiting the appropriate
use of the plans and the calculations in the ASDM; 1.
6. Understands that the ASDM is protected by the federal Copyright Act and that further distribution of the ASDM to any third
party (other than a local building department as part of any Contractor's own work) would constitute infringement of Bennett
Engineering Group's copyright; and 1.
7. Contractor is soley responsible for its construction of any and all structures using the ASDM. 2.
DISCLAIMER OF WARRANTIES. Contractor acknowledges and agrees that the ASDM is provided "as is" and "as available." Bennett
hereby expressly disclaims all warranties of merchantability, fitness for a particular purpose, and non4nfringement In particular,
Bennett its officers, employees, agents, representatives, and successors, do not represent or warrant that (a) use of the ASDM
will meet Contractor's requirements (b) that the ASDM is free from error. 3.
LIMITATION OF LIABILITY. Contractor agrees that Bennetrs entire liability, if any, for any claim(s) for damages relating to Contractor'
s use of the ASDM, which are made against Bennett, whether based in contract, negligence, or otherwise, shall be limited
to the amount paid by Contractor for the ASDM. In no event will Bennett be liable for any consequential, exemplary, Incidental,
indirect, or special damages, arising from or in any way related to, Contractor's use of the ASDM, even if Bennett has been
advised of the possibility of such damages. 4.
INDEMNIFICATION. Contractor agrees to indemnify, defend, and hold Bennett harmless, from and against any action brought against
Bennett, by any third party (including but not limited to any customer or subcontractor of Contractor), with respect to any claim,
demand, cause of action, debt, or liability, including reasonable attomeys' fees, to the the extent that such action is based upon,
or in any way related to, Contractors use of the ASDM. CONTRACTOR
NAME: CONTRACTOR
LICENSE NUMBER: L-40 e-- Z-- 'i00 COURSE # 0002299
ATTENDANCE DATE: CONTRACTOR SIGNATURE:
SUPPLIER: BUILDING
DEPARTMENT
CONTRACTOR INFORMATION
AND COURSE #0002299 ATTENDANCE DATE HAS BEEN VERIFIED: (INITIAL)
INSPECTION GUIDE
FOR SCREEN AND VINYL ROOMS 1. Check
the building permit for the following: Yes a. Permit
card & address . . . . . . . . . . . . . . . . . . . . . b. Approved
drawings and addendums as required . . . . . . . . . . . . . . . . c. Plot
plan or survey . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . d. Notice
of commencement . . 2. Check
the approved site specific drawings or shop drawings against the "AS BUILT" structure
for. Yes a. $tnucture'
s length, projection, plan & height as shown on the plans. . . . . . . . . b. Beam
sizes, span, spacing & stitching screws (If required). . . . . . . . . . . . c. Purlin
sizes, span & spacing _ ......... . d. Upright
sizes, height, spacing & stitching screws (if required) . . . . . . . . . . . e. Chair
rail sizes, length & spacing. . . . . . . . . . . . . . . . . . . . . . f. Knee
braces are properly installed (d required) . . . . . . . . . . . . . . . . . g. Roof
panel sizes, length & thickness . . . . . . . . . . . . . . . . . 3. Check
load bearing uprights I wails to deck for. Yes a. Angle
bracket size & thickness . . . . . . . . . . . . . . b. Correct
number, size & spacing of fasteners to upright . . . . . . . . . . .. . . c. Correct
number, size & spacing of fasteners of angle to deck and sole plate . . d. Upright
is anchored to deck through brick pavers then anchors shall go through pavers Into
concrete . . . . . . . . . . . . . . . . . . . . . . . 4. Check
the load bearing beam to upright for. Yes a. Receiver
bracket, angle or receiving channel size & thickness . . . . . . . . b. Number,
size & spacing of anchors of beam to receiver or receiver to host structure c. Header
attachment to host structure or beam . . . . . . . . . . . . . . . . . . d. Roof
panel attachment to receiver or host structure . . . . . . . . . . . . . . . e. If
angle brackets are used for framing connections, check number, size & thickness of fasteners . . . . . . . . . . . . . . . . . . . . . . .
f. Post
to beam attachments to slab . . . . . . . . . . . . . . . . . . . . . . 5. Check
roof panel system for. Yes a. Receiver
bracket, angle or receiving channel size & thickness . . . . . . . . . . b. Size,
number & spacing of anchors of beam to receiver . . . . . . . . . . . . . c. Header
attachment to host structure or beam . . . . . . . . . . . . . . . . . . d. Roof
panel attachment to receiver or beam . . . . . . . . . . . . . . . . . . . Notes: OFFICE
PCOM1T #
No
No
No
No
No
PURSUANT
TO
PROVISIONS OF THE FLORIDA DEPARTMENT OF HIGHWAY SAFETY &
MOTOR VEHICLES DIVISION OF MOTOR VEHICLES RULE
15C-2, THE SPAN TABLES, CONNECTION DETAILS, ANCHORING
AND OTHER SPECIFICATIONS ARE DESIGNED TO
BE MARRIED TO CONVENTIONALLY CONSTRUCTED HOMES
AND I OR MANUFACTURED HOMES AND MOBILE HOMES
CONSTRUCTED AFTER 1984. THE DESIGNS
AND SPANS SHOWN ON THESE DRAWINGS ARE BASED ON
THE LOAD REQUIREMENTS'FORTHE 2007 FLORIDA BUILDING CODE
WITH 2O09 SUPPLEMENTS: JOB NAME:
ADDRESS: rel
0-
1
rn o
N arn
Ol ry v
HJ
r' ^' 0 0 amrn U
4 Cif
rov v
rroi
U m :3 U- 3>
u o in C= O
oo00Y I— L.
t7 N r ar W a -
X r-i c IIII
LL
w ill •rror3aU,^
0Jro N N
d CoNv r-
I
J 00 wr. JW
2OZ
Z0 —
Wp
LL. F--
j CO Z
U W Z
W Z U)i
W W°1
QU U wO_ U <
Z
Q Z
Z UJ W
LU
Z l0
W
J Q
f0
LL
Lu
W LLLLI C9
miP x m duuiiELLi
C aCi
M
ui
omL
m du:
0 CDCUaoLm
1
IT
DRAWING
FOR
ONE PERMIT ONLY 08-12-2010 1 OF 0
DESIGN CHECK LIST FOR SCREEN
1. Design Statement:
These plans have been designed in accordance with the Aluminum Structures Design Manual by
Lawrence E. Bennett and are in compliance with The 2007 Florida Building Code Edition With 2009
Suppl emnants, Chapter 20, ASM35 and The 2005 Aluminum Design Manual Part 1-A & II -A; Exposure
B'ii or'C'_ or'D'_ Importance Factor 0.87 for 100 MPH and 0.77 for 1 0 MPH and higher, 120
MPH or MPH for 3 second Wind gust velocity load; Basic Wind Pressure Design Pressures
for Screen / Vinyl R oms can be found on pa a 3A-ti: A_PSFa. 'B" exposure = for Roofs & PSF for Walls
b. "C" exposure = _PSF for Roofs & _PSF for Walls
c. "D' exposure = _PSF for Roofs & _PSF for Walls
Negative I.P.C. 0.18
For "C' or "D" exposure design loads, multiply "B" exposure loads by factors in table 3A-C on page 3ii1.
2. Host Structure Adequacy Statement:
I have inspected and verify that the host structure is in good repair and attachments made to the
structure will be solid.
l e R-er" Phone: L
Contractor / Authorized Rep' Name please print)
I /I
Date: f
Contractor / utho mze Rep' gr alure
Lv 7AbbName & Address Jr
Note: Projection of room from host structure shall not exceed 16'.
3. Building Permit Application Package contains the following: Ye_ s/ No
A. Project name & address on plans . . . . . . . . . .. .. . . . . . . . . V
B. Site plan or survey with enclosure location . . . . . . . . . . . . .. . .
C. Contractor's / Designer's name, address, phone number, & signature on plans
V
V
D. Site exposure form completed . . . . . . . . . . . . . . . . . . .. . .
E. Proposed project layout drawing @ 1/8" or 1/10' scale with the following:
1. Plan view with host structure area of attachment, enclosure length, and .
projection from host structure
2. Front and side elevation views With all dimensions & heights . . . . . . .
3. Beam span, spacing, & size . . . . . . . . . . . . . . . . . . . .
Select beam size from appropriate 3A.1 series tables)
V4. Upright height, spacing, & size . . . . . . . . . .
Select uprights from appropriate 3A.2 series tables)
Check Table 3A.3 for minimum upright size)
5. Chair rail or girls size, length, & spacing . . . . . . . . . . . . . . .
Select chair rails from appropriate 3A.2 series tables) l
6. Knee braces length, location, & size . . . . . . . . . . . . . . . . . . .
Check Table 3A.3 for knee brace size)
4. Highlight details from Aluminum Structures Design Manual: Yes No
A. Beam & purlin tables w/ size , thickness, spacing, & spans / lengths. Indicate .
Se'Uon 3A tables used: O
Beam allowable span conversions from 120 MPH wind zone, 'B' Ex re to
MPH wind zone and/or "C" or "D" Exposure for bad widthLookupspanon120MPHtableandapplythefollowingformula:
SPAN REQUIRED REQUIRED SPAN NEEDED IN TABLE
EXPOSURE MULTIPLIER
see this page 3)
B. Upright tables w/ sizes, thickness, spacing, & heights . . . . . . . . . . . .
Tables 3A.2.1, 3A.2.2, or3A.2.3)
Upright or wall member allowable height / span conversions from 120 MPH
wind one 'B' Exposure to MPH wind zone and/or'C' Exposure for load
ellwidth
Look u span on 120 MPH table and apply the following formula:
SPAN REQUIRED REQUIRED SPAN NEEDED IN TABLE
EXPOSURE MULTIPLIER
see this page 3)
Yes No
C. Table 3A.3 with beam &upright combination if applicable
D. Connection details to be used such as:
1. Beam to upright
2. ............................
3. Beam to wall . . . . .. . . . . . . . . . . . . . . .. . . . .. . .
4. Beam to beam . . . . . . . . .. . . . . . . . . .. . . . . . . . . .
5 Chair rail, purlins, & knee braces to beams & uprights . . . . . . . . . .
Extruded connection6. gutter . . . . . . . . . . . . . . . . . . . . . . .
E U-clip, angles and/or sole plate to deck . . . . . . . .. . . . . .. . .
Foundation detail type & size . . . . . . . . . . . . . . . . . . . . . . . G _
Must have attended Engineer's Continuing Education Class within the past two years.
Appropriate multiplier from page 1.
GENERAL NOTES AND SPECIFICATIONS
1. Certain of the following structures are designed to be married to Site Built Block, wood frame or DCA approved
Modular structures of adequate structural capacity. The contractor / home owner shall verify that the host
structure is in good condition and of sufficient strength to hold the proposed addition.
2. If the home owner / contractor has a question about the host structure, the owner (at his expense) shall hire an
architect or engineer to verify host structure capacity.
3. The structures designed using this section shall be limited to a maximum projection of 16% using a 4" existing
slab and 2V-0" with a type II footing, from the host structure.
4. Freestanding structures shall be limited to the maximum spans and size limits of component parts. Larger than
these limits shall have site specific engineering.
5. The proposed structure must be at least the length or width of the proposed structure whichever is smaller, away
from any other structure to be considered free standing.
6. The following rules apply to attachments involving mobile and manufactured homes:
a. Structures to be placed adjacent to a mobile / manufactured home shall use 'fourth wall construction'. This
applies to utiliy sheds, carports, and / or other structures to be attached.
b. "Fourth wall construction" means the addition shall be self supporting With only the roof flashing of the two
units being attached. Fourth wall construction is considered an attached structure. The most common'fourth
wall construction" is a post & beam frame adjacent to the mobile / manufactured home. The
same span tables can be used as for the front wall beam. For fourth wall beam use the carrier beam table.
The post shall be sized according to this manual and/or as a minimum be a 2" x 3" x 0.050" with an 18" x 2" x
0.044" knee brace at each end of the beam.
c. If the mobile / manufactured home manufacturer certifies in writing that the mobile home may be attached to,
then a "fourth wall" is NOT required.
5. Section 7 contains span tables and the attachment details for pans and composite panels.
6. Screen walls between existing walls, floors, and ceilings are considered infilis and shall be allowed and heights
shall be selected from the same tables as for other screen walls.
7. When using TEK screws in lieu of S.M.S., longer screws must be used to compensated for drill head.
8. For high velocity hurricane zones the minimum live load / applied load shall be 30 PSF.
9. All specified anchors are based on an enclosed building with a 16' projection and a 2' over hang for up to a wind
velocity of 120 MPH.
10. Spans may be interpolated between values but not extrapolated outside values.
11. Definitions, standards and specifications can be viewed online at www.lebpe.com
12. When notes refer to screen rooms, they shall apply to acrylic / vinyl rooms also.
13. All gutter systems in which the back of the gutter is at or above the pan rib or above the top surface of a
composite panel roof shall have a minimum 2" diameter hole in all gutter end caps or aftemate water relief ports
in the gutter.
14. Al:aluminum extrusions shall meet the strength requirements of ASTM B221 after powder coating.
15. All aluminum shall be ordered as to alloy and hardness after heat treatment and paint is applied. Example:
6063-T6 after heat treatment and paint process
16. Framing systems and room additions using this section of the manual comply w/ requirements of the AAMA /
NPEA / NSA 2100-2 for category 1, II, & III sunrooms, non -habitable and unconditioned.
17. Post members set in concrete as shown on the following details shall not require knee braces.
18. Aluminum metals that will come in contact with ferrous metal surfaces or concrete /masonry products or pressure
treated wood shall be coated w/ two coats of aluminum metal -and -masonry paint or a coat of heavy -bodied
bituminous paint, or the wood or other absorbing material shall be painted with two coats of aluminum house
paint and the joints sealed with a good quality Caulking compound. The protective materials shall be as listed in
section 2003.8.4.3 through 2003.8.4.6 of the Florida Building Code or Corobound Cold Galvanizing Primer and
Finisher.
19. All fasteners or aluminum parts shall be corrosion resistant such as non magnetic stainless steel grade 304 or
316; Ceramic coated, double zinc coated or powder coated steel fasteners. Only fasteners that are
warrantied as corrosion resistant shall be used; Unprotected steel fasteners shall not be used.
20. Any structure within 1500 feet of a salt water area; (bay or ocean) shall have fasteners made of non-magnetic
stainless steel 304 or 316 series.410 series has not been approved for use with aluminum by the
Aluminum Associaton and should not be used.
21. Any project covering a pool with a salt water chlorination disinfection system shall use the above recommended
fasteners. This is not limited to base anchoring systems but includes all connection types.
22. Screen, Acrylic and Vinyl Room engineering is for rooms with solid wall areas of less than 40%, pursuant to FBC
1202.1. Vinyl windows are are not considered solid as panels should be removed in a high wind event For
rooms where the glazed and composite panel solid wall area exceeds 40%, glass room engineering shall be
used.
SECTION 3A DESIGN STATEMENT
The structures designed for Section 3A are solid roofs with screen or vinyl walls and are considered to be enclosed
structures designed to be married to an existing structure. The design Wind loads used for screen & vinyl rooms are
from Chapter 20 of The 2007 Florida Building Code With 2009 Supplements. The bads assume a mean roof height
of less than 30 ; roof slope of 0• to 20% 1= 0.87 for 100 MPH zone, I = 0.77 for 110 MPH and higher zones. All loads
are based on 20 / 20 screen or larger. All pressures shown in the below table are in PSF (#/SF). Negative internal
pressure coefficient is 0.18 for enclosed structures. Anchors for composite panel roof systems were computed on a
load width of IV and 16' projection with a 2' overhang. Any greater load width shall be site specific.Ail framing
components are considered to be 6063-T6 alloy.
Section 3A Design Loads
for Screen, Acrylic & Vinyl Rooms
Exposure "B"
Bask
Wind
Pressure
ScreenRooms
Vin I Rooms
Over Hang
All Roofs
Roof Walls
100 MPH 13.0 10.0 12.0 46.8
110 MPH 14.0 11.0 13.0 47.1
120 MPH 17.0 13.0 15.0 48.3
123 MPH 18.0 13.3 15.9 50.8
130 MPH 20.0 15.0 18.0 56.6
140-1 MPH 23.0 17.0 21.1 65.7
140-2 MPH 23.0 17.0 21.1 65.7
150 MPH 26.0 2D.0 24.0 75.4
NOf8:
Framing systems of screen, vinyl and glass moms are considered to be main frame resistance components. To convert the
above loads from Exposure'B' to Exposums'C" or 'D" we Table 3A-C next page.
Table 3A-A Conversion Factors
for Screen & Vinyl Rooms
From 120 MPH Wlnd Znnn to Thera_ F"nnsr, e'R'
Wind Zone
MPH
Roof
Applied Load Deflection Bending
ISFl d b)
Walls
Applied Load Deflection Bending
ISF) (d b
100 10.0 1.09 1.14 12.0 1.08 1.12
110 11.0 1.06 1.09 13.0 1.05 1.07
120 13.0 1.00 1.00 15.0 1.00 1.00
123 13.3 0.99 0.99 15.9 0.98 0.97
130 15.0 0.95 0.93 18.0 0.94 0.91
140-1&2 17.0 0.91 0.87 21.0 0.89 0.85
150 20.0 0.87 0 81 24.0 0.85 0.79
Table 3A-B Conversion Factors
for Over Hangs
From exo -'R' to "xnn "'I "
Wind Zone
MPH
Applied Load
IS
Deflection
d
Banding
b
10D 46.8 1.01 1.02
11D 47.1 1.01 1.01
120 48.3 1.00 1.00
123 50.8 0.98 0.97
13D 56.6 0.95 0.92
140.1 65.7 0.90 O.B6
140-2 65.7 0.90 0.66
150 75.4 0.86 0.60
Conversion Table 3A-C
Load Conversion Factors Based on Mean Roof Height from Exposure "B" to "C" & "D"
Fvnn 'R'tn' Fv,v,e„r"'R'1n
Mean Roof
Helght•
Load
Conversion
Factor
Span Multiplier Load
Conversion
Factor
Span Multiplier
Banding Deflection Bending Deflection
0 -15, 1.21 0.91 0.94 1.47 0.83 0.88
15'-20' 1.29 0.as 0.92 1.54 0.81 0.87
20'-25' 1.34 0.86 0.91 1.60 0.79 O.B6
25'-30' 1A0 OAS 0.89 1.56 0.78 1 0.85
use iarger mean roof height or host structure or enclosure
Values are from ASCE 7-05
SITE EXPOSURE EVALUATION FORM
I QUADRANTI
i
60V EXPOSURE
I
QUADRANT IV
I
boa
I
100EXPOSUREI1m 1m
QUADRANTII i10o
Cz
600' I, - - EXPOSURke I
I a.
I I o
QUADRANTS 111 I o
EXPOSURBLJ
bar
I j
I IL. m
L - - - - - - - - - - - - - - - J O
NOTE: ZONES ARE MEASURED FROM STRUCTURE OUTWARD z
SITE w
USING THE FOLLOWING CRITERIA, EVALUATE EACH QUADRANT AND MARK IT AS'IT,'C', OR D.
EXPOSURE. 'C' OR'D' EXPOSURE IN ANY QUADRANT MAKES THE SITE THAT EXPOSURE. Z
EXPOSURE C: Open terrain with scattered obstructions, including surface undulaltions or other
w
IY0irregularities, having heights generally less than 30 feet extending more than 1,500 feet LL
from the building site in any quadrant. w
1. Any building located within Exposure B-type terrain where the building is within 100 feet
horizontally in any direction of open areas of Exposure C-type terrain that extends more p
than 600 feet and width greater than 150 it.
2. No short term changes in'b', 2 years before site evaluation and build out within 3 years,' Co
site will be V.
3. Flat, open country, grasslands, ponds and ocean or shorelines in any quadrant for greater v
than 1,500 feet J
4. Open terrain for more than 1,500 feet in any quadrant u
SITE IS EXPOSURE: & EVALUATED BY: DATE: /
p
SIGNATURE: "r
g LICENSE#: SI'1Qac, > C-ec-
v 08-12-2010
1
M{ 1,oN
N
J 1"
F J LL N O E
r ar LL
2 O LN00N
WC
x
c
C ro w C
IIII LL 4 III •r ro i 3UcoJroco
r E N ~
m Nv
00 JeOw
Z
QO
Z U)W o0Q2toOWN
M O ed W ,
Z 0 U) f2aWI. -to w
ZW LL W
of w IL
W
W ea W I_ ce
U LU N
J
U 0ZLU o
U)LU OZJWZ
W W -
W 2 W m
Z Of U Z oUZ2
fn Ur W 0JLUooQ
o04
to
Tk 2 `•-' m
LL WLL"
2
c m
a:W I!LL
0
C ~ aCo Y
LLl to Co
m
C U 0)
d
n
m
1 H
a
0
G 214' 1 t7
SEALtu
Z
tu
SHEET ul
zZ
2
w
Zw
12 in
OF
0
INTERIOR BE
PER TABLES 3A.
ALUMINUM ROOF SYSTEM
PER SOLID PANEL
ROOF SECTION)
RIDGE BEAM
PER TABLES 3A.1.4)
HO T STRUCTURE OR
FOU WALLFRAME
PANS 0 PANELS
ALUMINU ROOF SYSTEM
PER SECTI N 7
CARRIER EAM POST
LOPED SOLID ROOF SURE
SCALE: N.
HOST STRUCTURE OR
FOURTH WALL FRAME
USE BEAM TO WALL DETAIL
TYPICAL GABLE SOLID ROOF ENCLOSURE
SCALE: N.T.S.
EDGE BEAM (SEE TABLES
3A 1.1 8 3A 1.2)
LW FOR
H' // UPRIGHT'
HEIGHT (h) 1" x 2'
lk MIN. 3-112" SLAB ON GRADE
VARIES OR RAISED FOOTING
TYPICAL SCREEN, ACRYLIC OR VINYL ROOM (FOR FOOTINGS SEE DETAILS
W/ SOLID ROOF TYP. FRONT VIEW FRAMING •PAGE 7)
HEIGHT OF UPRIGHT IS MEASURED FROM
TOP OF 1" x 2" PLATE TO BOTTOM OF WALL BEAM)
LW LOAD WIDTH
FOR ROOF BEAM ALTERNATE CONNECTION
p/2' p/Z @FASCIA ALLOWED
SIZE BEAM AND UPRIGHTS (SEE SECTION 7 FOR DETAILS)
SEE TABLES) w
O.H. F v
SOLID ROOF
NO MAXIMUM w U)i
ELEVATION SLAB OR GRADE)
lk- P = PROJECTION FROM BLDG.
VARIES VARIES
I
LW = LOAD WIDTH
NOTES: Tv VARIES
1. ANCHOR 1" x 2" OPEN BACK EXTRUSION W/ 1/4" x 2-1/4" CONCRETE FASTENER MAX. OF 7-0"O.C.
AND W/ IN 6" EACH SIDE OF UPRIGHT ANCHOR 1"x 2" TO WOOD WALL W/ #10x 2-1/2" S.M.S. W/
WASHERS OR #10 x 2-11T WASHER HEADED SCREW Z-0" O.C.. ANCHOR BEAM AND COLUMN
INTERNALLY OR W/ ANCHOR CLIPS AND (2) #8 SCREWS W/ WASHERS @ EACH POINT OF
CONNECTION.
2. SELECT FRONT WALL BEAM FROM TABLE USING LARGER LOAD WIDTH VALUE OF P/2 OR P/2 + O.H.
3. SELECT SCREEN ROOM FORTH WALL BEAM FROM TABLES 3A.1.3
4. ANCHORS BASED ON 123 MPH WIND VELOCITY. FOR HIGHER WIND ZONES USE THE FOLLOWING
CONVERSION:
1100-1231 130 1 140 1 150
8 1 #10 1 #12 1 #12
TYPICAL SCREEN ROOM
SCALE: 1/8" =1'-0"
J zo
0
Z U)
f
o f
m O N
Z0 y(
z f
V! J U)
Q Z Q
ui 1Jf
W
W °0 0
U
M M
o .
r
I- } Z
U O
w
i
L)U
o
U
H Q W z i
Z U) i
W
W m
Z o
U) 0
O L
J
Q
L F
o f
N j
cco
k 2
J cN
z W ? m
tZif O m
EL c EL
fll ,mot
m$tpa
Q LV w N cp LW -a C l7
fD (v t
c ' Cd
0 fv t
z am
W Fm-
wZ_
0Zw
w a
17 01 0
z
SEAL z
it
SHEET
w
zU
QJ Vzw
W
3
w
w
wzzw
12 co08-12-2010 OF O
PAN ROOF, COMPOSITE
PANEL OR HOST STRUCTURAL
FRAMING
4) #8 x 1/2" S.M.S. EACH SIDE
OF POST
1 x 2 TOP RAIL FOR SIDE
WALLS ONLY OR MIN. FRONT
WALL 2 x 2 ATTACHED TO
POST W/ 1" x V x 2' ANGLE
CLIPS EACH SIDE OF POST
GIRT OR CHAIR RAIL AND KICK
PLATE 2" x 2" x 0.032" MIN.
HOLLOW RAIL
1' x 2" TOP RAILS FOR SIDE WALLS ANCHOR RECEIVING CHANNEL
NITH MAX. 3.5' LOAD WIDTH SHALL TO CONCRETE W/ FASTENER
HAVE A MAXIMUM UPRIGHT PER TABLE) WITHIN 6- OF —
SPACING AS FOLLOWS EACH SIDE OF EACH POST @
24" O.C. MAX.
WIND ZONE MAX. UPRIGHT
SPACING
100 T-0'
110 6'-T
120 6'-3"
123 6'-l'
130 5'-8'
140182 5'-1"
150 4'-11'
INTERNAL OR EXTERNAL
L' CLIP OR'U' CHANNEL CHAIR
RAIL ATTACHED TO POST W/
MIN. (4) #10 S.M.S. •
ANCHOR 1 x 2 PLATE TO V 1 x 2 OR 2 x 2 ATTACHED TO
CONCRETE WITH 1/4" x 2-1/2' BOTTOM W/ 1' x 1"x 2" x 1116"
CONCRETE ANCHORS WITHIN
6" OF EACH SIDE OF EACH
POST AT 24' O.C. MAX. OR
0.045" ANGLE CLIPS EACH
SIDE AND MIN. (4) #10 x 1/2'
S.M.S.
THROUGH ANGLE AT 24" O.C.
MAX. 1" x 2" x 0.032" MIN. OPEN BACK
MIN. 3-1/2" SLAB 2500 PSI EXTRUSION
CONC. 6 x 6 -10 x 10 W.W.M.
OR FIBER MESH c •" 1-1/8" MIN. IN CONCRETE
ALTERNATE WOOD DECK 2"
r• ;PTP,USE WOOD FASTENERS VAPOR BARRIER UNDER
cW/ 1"1/4" MIN. EMBEDMENT) CONCRETE
POST TO BASE, GIRT AND POST TO BEAM DETAIL
SCALE: 2" = 1'-("
ALTERNATE CONNECTION
DETAIL 1" x T WITH
3) Al x 1-1/2" S.M.S. INTO
SCREW BOSS
2) #10 x 1 1/2" S. M. S. INTO
SCREW BOSS
ANCHOR 1" x 2" PLATE TO
CONCRETE W/ 1/4' x 2-11T
CONCRETE ANCHORS WITHIN
6" OF EACH SIDE OF EACH
POST AND 24" O.C. MAX
MIN. 3-1/2" SLAB 2500 PSI
CONC. 6 x 6 -10 x 10 W.W.M.
OR FIBER MESH
VAPOR BARRIER UNDER
CONCRETE
BEAM/HEADER
ANGLE CLIPS MAY BE
SUBSTITUTED FOR INTERNAL
SCREW SYSTEMS
MIN. (3) #10 x 1 1/2" S.M.S.
INTO SCREW BOSS
1" x 2" EXTRUSION
1-1/8' MIN. IN CONCRETE
ALTERNATE HOLLOW UPRIGHT TO BASE AND
HOLLOW UPRIGHT TO BEAM DETAIL
SCALE: 2" =1'-U"
ANCHOR 1" x 2" CHANNEL TO
CONCRETE WITH
1/4' x 2-1/4"CONCRETE
ANCHORS WITHIN 6' OF EACH
SIDE OF EACH POST AT 24'
O.C. MAX OR THROUGH
ANGLE AT 24" O.C. MAX
MIN. 3-1/2" SLAB 2500 PSI
CONC. 6x6-10x10 W.W.M. OR
FIBER MESH
VAPOR BARRIER UNDER
CONCRETE
HEADERBEAM
4) #10 x 1/2" S.M.S. EACH SIDE
OF POST
H-BAR OR GUSSET PLATE
2"x2"ORTxWORTS.M.B.
POST
MIN. (4) #10 x 1/2" S.M.S. @
EACH POST
1" x 2' EXTRUSION
1-118" MIN. IN CONCRETE
MIN. 3-1/2" SLAB 2500 PSI
CONC. 6 x 6 -10 x 10 W.W.M.
OR FIBER MESH
VAPOR BARRIER UNDER
CONCRETE
2"x2"OR2'x3"POST
8 x 9/16"TEK SCREWS
SIDES
1' x 2-1/8" x 1" U-CHANN
RECEIVING CHANNEL
CONCRETEANCHOR
PER TABLE)
1-1/8' MIN. IN CONCRI
ALTERNATE POST TO BASE CONNECTION - DETAIL 1
SCALE: 2" = V-0'
1
1" x 2-1/8" x l' U-CHANNEL
2" x 2" OR 2" x 3" POST RECEIVING CHANNEL
8 x 9/16" TEK SCREWS B(
SIDES
ANCHOR RECEIVING CHANNEL
TO CONCRETE W/ FASTENER
PER TABLE) WITHIN 6" OF
EACH SIDE OF EACH POST @
24" O.C. MAX.
MIN. 3-1/2" SLAB 2500 PSI
CONC. 6 x 6 -10 x 10 W.W.M.
OR FIBER MESH
VAPOR BARRIER UNDER
CONCRETE
EDGE BEAM
71"
g/2" OPEN BACK ATTACHED
TO FRONT POST W/
10 x 1-1/2" S.M.S. MAX. 6'
FROM EACH END OF POST
AND 24" O.C.
FRONT WALL GIRT
x 2" OPEN BACKATTACHED
TO FRONT POST W/
10 x 1-1/2' S.M.S. MAX. 6"
ROM EACH END OF POST
AND 24" O.C. 1'
MIN.
COMPOSITE ROOF PANELS:
4) 1/4" x 4" LAG BOLTS W/
1-1/4" FENDER WASHERS PER
4'-0" PANEL ACROSS THE
FRONT AND 24" O.C. ALONG
SIDES
TxTOR2"xTHOLLOW
GIRT AND KICK PLATE 2" x 2'
HOLLOW RAIL
8 x 9/16" TEK SCREWS BOTH
SIDES
l" x 2-1/8" x l" U-CHANNEL OR POST A CHED TO BOTTOM
RECEIVING CHANNEL W IN. (3)1110 x 1-1/2"
p S.M.S. I CREW BOSSES
CONCRETEANCHOR
PER TABLE)
1-1/8' MIN. EMBEDMENT INTO
CONCRETE
1'-0'
ALTERNATE PATIO SECTION TO UPRIGHT AND
PATIO SECTION TO BEAM DETAIL PICAL 8 ALTERNATE CC
SCALE: 2" =1'-0" SCALE: 2" =1'-U"
DETAIL 2
ALTERNATE CONNECTION:
2) #10 x 1-1/2" S.M.S.
THROUGH SPLINE GROOVES
BACK
S.M.S.
TYPICAL UPRIGHT DETAIL
SCALE: 2" = 1'-U"
HEADER
TO 1" x 2" OPEN PURLIN OR CHAIR RAIL
10 x 1-1/2' ATTACHED TO BEAM OR POST
W/ INTERNAL OR EXTERNAL'U
CLIP OR'U' CHANNEL W/ MIN.
4) #10 S.M.S.
IDE WALL GIRTAT)
x 2" OPEN BACK W
10 x 1-1/2" S.M.S. IN
OSSES
FRONT AND SIDE BOTTI
RAILS ATTACHED TO
CONCRETE W/ 1/4' x 2-1
CONCRETE/MASONRY
ANCHORS @ 6' FROM E
POST AND 24' O.C. M
WALLS MIN. 1" FROM[
CONCRETE
D TO
3)
PURLIN, GIRT, OR CHAIR RAIL
SNAP OR SELF MATING BEAM
ONLY
PANELS ATTACHED PER
RANEL SECTION
HEADER ATTACHE TO POST
W/ MIN. (3) #10 x 1-1 " S.M.S.
IN SCREW BOSSES
2"x2",2"x3'OR3"x2"
HOLLOW (SEE SPAN W
FOR SNAP EXTRUSIONS G
ATTACHED TO POST WITH
MIN. (3) #10 x 1/2" S.M.S. IN
SCREW BOSSES
1" x 2" OPEN BACK
RAIL
1/4" x 2-1/4" MASONR
ANCHOR @ 6" FRO EACH
POST AND 24" 0. . (MAX.)
SCREW BOSSES
SNAP OR SELF MATING BEAM
ONLY
PURLIN TO BEAM OR GIRT TO POST DETAIL
SCALE: 2" =1'4r
M
N
a M
N
I J ^ niLLNn EO0
e-r- V) ama, u
4J
u r M 3
ClD > LL I `^
O t-o00N
f L. U' N 1 01
L-Li O_ x -1
rotOw c
I 2 CnLL1
r u n J bwNa
am
OD
00 Jw
r- nF
z
Q E
w
z U) o
O
N
Z O
7 z
J (A w
I
J w
U) W y0W
UQ rno
M
C) aw
U (-
Q z
N Z o
W m
Z U _o
u) zO
LL
Q , o
N
co
2
J C
O LL W LL
z_ 2 miffwiZ5
g O_ u, 11- 6
w
CL
O
q rvI
0)
O
L
U
o
w
m"moo
to
t x w L
wco
o
W °
m
aU o
2 a
w
m
Fm
z
zw
H FOR WALLS LESS THAN 6 -W FROM TOP OF PLATE TO CENTER OF BEAM CONNECTION OROANDBOTTOMOFTOPRAILTHEGIRTISDECORATIVEAND
3E OF SCREW HEADS MAY BE REMOVED AND INSTALLED IN PILOT HOLES D
O FOR ALL OTHER PURLINS AND GIRTS IF THE SCREW HEADS ARE REMOVED THEN THE OUTSIDE' z
OF THE CONNECTION MUST BE STRAPPED FROM GIRT TO POST WITH 0.05W x I-N4" x 4" STRAP w
SHEETAND (4) #10 x 3/4" S.M.S. SCREWS TO POST AND GIRT ILo w
U
IF GIRT IS ON BOTH SIDES OF THE POST THEN STRAP SHALL BE 6" LONG AND CENTERED ON J
z
z
THE POST AND HAVE A TOTAL (12) #10 x 3/4" S.M.S. w
owm zz
12wmOB12-2010 OF O
SITE OR PAN
SOLID] ROOF PANELS OMFASTENPANELSTOPEDGEBEAM
TYPE)
PER DETAILS IN SECTION 7 AND / OR 3A)
6' MAXIMUM
U
N ICL J - D E Wza
g a IF
KNEE BRACE LENGTH 3: > > h W EDGE BEAM TABLES: EXCEEDS
TABLE 1.7 USE w = z 3A.1.1, 2 CANTILEVERED
BEAM in CONNECTION
DETAILS O w m
O SCREEN
OR SOLID WALL POST SELECT PER TABLE 3A.3 MAY
FACE IN OR OUT) USE 2 x 3 MINIMUM HOST
STRUCTURE ROOFING 2"
STRAP - LOCATE @ EACH POST, (
2) 1/4' x 2' LAG SCREWS
@ 24" O. C. (MAX.) r_
EACH
STRAP 2) #
10 x 1/2" SCREWS USE
ANGLE EACH SIDE FOR 2
x 2 TO POST CONNECTION WITH
HOLLOW POST 1/
4' BOLT @ 24" O.C. MAX gal WITHIN
6" OF EACH POST FASTEN
2 x 2 POST W/ (
2) EACH #10 S.M.S. INTO SCREW
SPLINES 2"
x 2" x 0.062" ANGLE EACH EXTRUDED SIDE (
3) EACH #8 S.M.S. EACH I ®
OR
SUPER LEG
INTO POST AND INTO GUTTER MAX, DISTANCE TO GUTTER (
MIN.) HOST STRUCTURE WALL FASCIA
AND SUB -FASCIA 36" WITHOUT SITE SPECIFIC
ENGINEERING EXTRUDED
OR SUPER GUTTER / RISER OR
TRANSOM) WALL @ FASCIA (WITH SOLID ROOF) SCALE:
2" = T-O" BEAMS
MAY BE ANGLED FOR GABLED
FRAMES BEAM
AND POST SIZES SEE
TABLES 3A.3) POST
NOTCHED TO SUIT 3/
4' x 1-314" x 0.063" iG
CHANNEL THRU TO
POST W/ THRU fS
FOR SIDE BEAM 3A.
3 FOR NUMBER OF
BOLTS) BEAM
AND POST SIZES SEE
TABLE 3A.3) NOTCHED
TO SUIT ANCHOR
PER DETAIL FOR PAN OR
COMPOSITE PANEL FOR
NUMBER OF BOLTS AND SIZE
OF POST (SEE TABLE 3A.
3) 1'
x 2" MAY BE ATTACHED FOR SCREEN
USING (1) 10
x 1-1/2' @ 6" FROM TOP AND
BOTTOM AND 24' O.C. w
ROOF PANEL j (
SEE SECTION 7) i ® _
ANCHOR R DETAIL FOR PAN OR
COMI TE PANEL FOR
NUMBER F BOLTS AND SIZE
OF POST EE TABLE 3A.
3) SCALE:
2" =1'-(" 1'
x 2" MAY BE A ACHED FOR SCREEN
USING ) 10
x 1-1/2" @ 6 FROM TOP AND
BOTTOM D 24" O.C. HEADER
PANS
OR COMPOSITE
PANELS PER
SECTION 7 POST
TO BEAM SIZE AND OF
BOLTS SEE
TABLE 3A.3) 2"
x _' S.M.B. NOTE:
FLASHING
AS NECESSARY TO PREVENT
WATER INTRUSION U-
BOLT HEADER OUGH
POST AND ANCHOR 2) #
10 x 3/4" S.M.S. @ 6" M
EACH END AND @ 24' MAX.
E
BRACE EQUIRED
POST
ALTERNATE
4TH WALL BEAM CONNECTION DETAIL SCALE:
N.T.S. 2'
x9'x0.072"x0.224'BEAM SHOWNWN
tie -'-
1-
3/4" STRAP MADE FROM REQUIRED
GUSSET PLATE MATERIAL
SEE
TABLE FOR LENGTH AND OF
SCREWS REQUIRED) WHEN
FASTENING 2" x 2" THROUGH
GUSSET PLATE USE #
10 x 2' (3) EACH MIN. 4P
ALL
GUSSET PLATES SHALL BE
A MINIMUM OF 5052 H-32 ALLOY
OR HAVE A MINIMUM YIELD
STRENGTH OF 23 ksl db =
DEPTH OF BEAM ds =
DIAMETER OF SCREW 2ds
T
x 6" x 0.050" x 0.120" UPRIGHT
SHOWN e
ke
kk ke \ o e ®
kk kk %k \ kk
kk kk k® \ kk
k-1kk ® \ kk kX
kk k \ k k
k k \ k kk
k>< \ e ® ® Xk
kk Xkke e \ kk kk
kk e ®k ><
v
V
e
2Y \\
iF \'
1
101 FEfii
F;
il:1i3iltOEiL>;a7
F QOE
3fLSi r lt(
3E'fti s9Gi NOTES: ' 'ALL
SCREWS 314" LONG 1. FILL
OUTER SCREW POSITIONS FIRST UNTIL REQUIRED NUMBER OF SCREWS IS ACHIEVED. 2. SEE
TABLE 1.6 FOR GUSSETT SIZE, SCREW SIZES, AND NUMBER. 3. GUSSET
PLATES ARE REQUIRED ON ALL BEAMS 2' x 7" AND LARGER. 4. SCREW
PATTERN LAYOUT W/ SPACING BETWEEN SCREWS GREATER THAN MINIMUM IS ALLOWED SO
THAT EQUAL SPACING IS ACHIEVED. 5. LAP
CUT WITH GUSSETT PLATE MAY BE USED. (SEE SECTION 1 FOR DETAIL) GUSSET PLATE
SCREW PATTERN FOR BEAM TO GUSSET PLATE CONNECTION SCALE: 2" =
1'-W PRIMARY FRAMING
BEAM SEE TABLES
3A.1.1, 2) 1-1/
2" x 1-1/2" x 0.080" ANGLE EACH SIDE
OF CONNECTING BEAM WITH
SCREWS AS SHOWN MINI. #
8
S.M.S. x 3/4' LONG UMBER REQUIRED
EQUAL Q BEAM
DEPTH IN INCHES IONS W/
INTERNAL BOSSES MAY
BE TED W/ (
2) #10 x 1-1/2" LLY INTERIOR
BEAAj
TABLES: 3A.1.
3 I BEAM TO
BEAM CONNECTION DETAIL SCALE: 2" =
V-0" BEAM TO
ALL CONNECTION: 2) 2"
x 2" 0.060" FXfE ALLY
MO ANGLE OR
RIVING CHANNEL EXTRUSIONS
W UNTED AN
S
ATTACHED TO WOOD INTERNAL SCREW
BOSSES E WALL W/ MIN. (2) 3/8" x MAY BE
CONNECTED WITH 2" LAG SCREWS PER SIDE OR 2) #10
x 1-1/2' INTERNALLY TO CONCRETE W/ (2)1/4' x 2-1/
4" ANCHORS OR MASONRY WALL ADD (
1) ANCHOR PER MINIMUM #8
S.M.S. x 3/4" w e
SIDE FOR EACH INCH OF BEAM LONG NUMBER
REQUIRED m CL
CL
a
DEPTH LARGER THAN 3' EQUAL TO
BEAM DEPTH w ~ 0 ALTERNATECONNECTION: IN INCHESwLLe1) 1-3/4" x 1-3/4" x 1-/4' x 1/8" INTERNAL U-
CHANNEL ATTACHED TO
WOOD FRAME INTERIOR BEAM
TABLES: WALL W/
MIN. (3) 3/8" x 2" LAG SCREWS OR
TO CONCRETE 3A.1.
3 OR MASONRY WALL W/ (3) 1/4" x 2-
1/4" ANCHORS OR ADD (1) ANCHOR PER
SIDE FOR EACH INCH OF
BEAM DEPTH LARGER THAN
W BEAM TONVAU-
CCLNNECTION DETAIL SCALE: 2' =
1 ', 2 x
2 EXTRUSION HINGE LOCA7
2
x
2 EXTRUSION HINGE LOCATION
HINGE LOCATION
1. Door
to be attached to structure with minimum two (2) hinges. 2. Each
hinge to be attached to structure with minimum four (4) #12 x 3/4" S.M.S.. 3. Each
hinge to be attached to door with minimum three (3) #12 x 3/41 S.M.S.. 4. Bottom
hinge to be mounted between 10 Inches and 20 inches from ground. 5. Top
hinge to be mounted between 10 inches and 20 inches from top of door. 6. If
door location Is adjacent to upright a 1" x 2" x 0.044" may be fastened uprig S.M.
S. at 12" on center and within 3" from end of upright N.T.
S. 9 z
Ww
LLW0
LL0w
0
z
Z
X w
w
z0z
wCc0
ILU:) M
d, N
N J
n
2 J
LL^n E I— ,N
O 0 C= In
vmrn u U ar
LL i 1 oNoia
I_ L.
I W LLJ Q-
C 1111
0)
c n
W III -
0
U
qE- J
rd
n N
N
F 0 a M
J o
nwf.. J o
Z fO
o 20 w
Z 0
ty- z I
w
WEL W
06
p w Q m
U
M
V Of
O 0 U H
U H Q
W z to Z
U W m
Z Of
o U o
LL
Q
o
N z
LL
W -
W 2
LLI
2 (p xCLw2u- 0
a)
0
v m c LL
a) :
3o
n m R6
N L
W "d
o U c
mO 0
n m
m
wwith#
12x1"
0 SEAL z
SHEET
zco
w
I]
5
w zz
w12m
08-12-
2010 OF O
I
ANCHOR ALUMINUM FRAME
TO WALL OR SLAB WITH
1/4" x 2-1/4" MASONRY
ANCHOR WITHIN 6" OF POST
AND 24" O.C. MAXIMUM
RIBBON OR MONOLITHIC
FOOTING (IF MONOLITHIC
SLAB IS USED SEE NOTES OF
APPROPRIATE DETAILS)
8" x 8" x 16" BLOCK WALL
MAX. 32")
CONCRETE CAP BLOCK OR
BLOCK (OPTIONAL)
1) #40 BAR CONTINUOUS
1) #40 BAR AT CORNERS AND
10'-0" O.C. FILL CELLS AND
KNOCKOUT BLOCK TOP
COURSE WITH 2,500 PSI PEA
ROCK CONC. DECK
6 x 6 - 10 x 10 WELDED WIRE
MESH (SEE NOTES
CONCERNING FIBER MESH)
2) #40 BARS MIN. 2-1/2" OFF
GROUND
KNEE WALL FOOTING FOR SCREENED ROOMS
SCALE: 1/4" - V-0"
h' W I N I 'x-
32" 12- 2 10'-0"
40- 12" 2 V-0"
48" 18' 3 6-0"
56" 18' 3 4'-0'
60' 24" 3 T-8"
72" 30" 4 T-4"
u
r
ALUMINUM ATTACHMENT
CONCRETE FILLED BLOCK
STEM WALL 8" x 8" x 16" C.M.U.
1) #40 BAR CONTINUOUS
1) #50 VERT. BAR AT
CORNERSAND
x' O.C. MAX. FILL CELLS W/
2,500 PSI PEA ROCK
CONCRETE
8" x 12" CONCRETE FOOTING
WITH (N) 95 BAR CONT.
6 LOCATE ON UNDISTURBED
NATURAL SOIL
ALL MASONRY KNEE WALLS SHALL HAVE A FILLED CELL AND VERTICAL BAR Qa ALL CORNERS
Notes:
1. 3-1/2" concrete slab with 6 x 6 -10 x 10 welded wire mesh or crack control fiber mesh: Fibennesh ® Mesh,
InForceTM ell ' (Formerly Fbermesh MD) per maufacturer's specification may be used in lieu of wire mesh.
Visqueen vapor barrier under slabs having structures above compacted clean fill over (scarified) natural soil
90% density.
2. Local code footing requirements shall be used In of the minimum footings shown. Orange County footings
shag be a minimum of 12" x 16" with (2) #50 continuous bars for structures / buildings over 400 sq. fL.
RAISED PATIO FOOTING
KNEE WALL FOOTING FOR SCREENED ROOMS
SCALE: 1/4" - V-0"
NEW SLAB ` 12" 4'r• EXISTING SLAB
30 RE -BAR DRILLED AND
EPDXY SET A MIN. 4" INTO
MIN. (1) #30 BAR EXISTING SLAB AND A MIN. 4"
CONTINUOUS 8" INTO NEW SLAB 6' FROM
EACH END AND 48" O.C.
DOWEL DETAIL FOR EXTENDING EXISTING 4" SLAB
SCALE: 3/4" = r-0"
SCREWS
SEE FASTENER TABLE)
1' x 2" CHANNEL
3/4' PLYWOOD DECK
USE 2" x 4" OR LARGER
DETAILS FOR FRONT WALL
UPRIGHTS
1/4' S.S. x " LAG SCREWS
W/ 1/4" x 1-1/2' FENDER
WASHER (SEE TABLE 4.2) Q 6"
FROM EACH SIDE OF POST
AND 24" O.C. PERIMETER
1/4" LAP
PERIMETER DOUBLE
STRINGER
ALTERNATE WOOD DECKS AND FASTENER LENGTHS
3/4" P.T.P. Plywood 2-1/2"
5/4" P.T.P. or Teks Deck 3-3/4'
2" P.T.P. 4"
SCREEN ROOM WALL TO WOOD DECK
SCALE: 3" = V-0"
1/4" x 6" RAWL TAPPER
ALUMINUM FRAME SCREEN REQUIRED FOR STRUCTURES / BUILDINGS OVER 400 SQUARE FEET ONLYTHROUGH1' x 2" AND ROW
WALLLOCKINTOFIRSTCOURSEOF BLOCK KNEE WALL MAY BE
BRICKS ROW LOCK ADDED TO FOOTING (PER
2500 P.S.I. CONCRETEBRICKKNEEWALLTYPESSPECIFICATIONSPROVIDED
ALTERNATE CONNECTION OF MORTAR REQUIRED FOR WITH APPROPRIATE KNEE 6 x 6 -10 x 10 WELDED WIRE
SCREENED ENCLOSURE FOR LOAD BEARING BRICK WALL WALL DETAIL) MESH (SEE NOTES
BRICK OR OTHER NON- ALUMINUM UPRIGHT CONCERNING FIBER MESH)
STRUCTURAL KNEE WALL 4" (NOMINAL) PATIO CONNECTION DETAIL
1" W IDE x 0.063" THICK STRAP V) CONCRETE SLAB (SEE NOTES (2) #50 BARS CONT. W/ 3" SEE DETAIL)
COVER LAP 2S MIN. Q EACH POST FROM POST TO CONCERNING FIBER MESH)
FOOTING W/ (2) #10 x 3/4'
S.M.S. STRAP TO POST AND _ — _ _ q _ s _ J< 3 1/2'
1) 1/4"x 1-3/4"TAPCONTO ° " " 5d MIN. : - MIN.
SLAB OR FOOTING i (1) #5 0 BARS W/ 3" COVER 16' MIN. v / •. t
TYPICAL) TOTAL
BRICK KNEE WALL AND FOUNDATION FOR SCREEN WALLS w\\\\ 6 MIL.VISQUEEN VAPOR
SCALE: 1/2' = 1'-0" (
2) #5 BAR CONT. Z\ \\\\ \
BARRIER IF AREA TO BE
ENCLOSED
a O 16"MIN. TERMITE TREATMENT OVER
W UNDISTURBED OR
m COMPACTED SOIL OF
UNIFORM 95% RELATIVE
DENSITY 1500 PSF BEARING
Notes:
1. All connections to slabs or footings shown in this section may be used with the above footing.
2. Knee wall details may also be used with this footing.
tff 3. All applicable notes to knee wall details or connection details to be substituted shall be complied with.
f (
2) #5 BAR CONT. 4. Crack Control Fiber Mesh: Fbennesh o Mesh, InForce" e3- (Formerly Fibermesh MD) per maufacturefs
T MIN. specification may be used in lieu of wire mesh.
1' PER FT. MAX. FOR (1) #5 BAR CONT. n
r-o"MIN.
3"1/2"(TVP• - — MINIMUM FOOTING DETAIL FOR STRUCTURES IN ORANGE COUNTY FLORIDA
I BEFORE SLOPE ALL SLABS) i •_ T,_ ' . ' a
SCALE: 1/2" = T-0"
6' 12"
TYPE I TYPE II TYPE III
8'
EXISTING FOOTING NEW SLAB W/ FOOTINGFLATSLOPE / NO FOOTING M DEBATE SLOPE FOOTING STEEP SLOPE FOOTING
Notes:
0-2" / 12' 2" / 12"- 1!-10" > V-10"
1. The foundations shown are based a minimum soil bearing pressure of 1,500 psf. Bearing capacity of soil
shall be verified, prior to placin a slab, by field soil test or a soil testing lab. 2 slab! foundation shal cleared of debris, roots, and compacted prior to placement of concrete. 3. No foo er-ihe /2" (4' nominal) slab is required except when addressing eroslon until the projection
from the host structure of the carport or patio cover exceeds 16'-0'. Then a minimum of a Type II footing is
required. All slabs shall be 3-1l2" (4"nominal) thick.
4. Monolithic slabs and footings shall be minimum 3,000 ps1 concrete with 6 x 6 -10 x 10 welded wire mesh or
crack control fiber mesh: Fibermesh ®Mesh, InForce"' e3"' (Fonneriy Fibermesh MD) per manufacturers
specification may be used in lieu of wire mesh. All slabs shall be allowed to cure 7 days before installing
anchors.
5. If local building codes require a minimum footing use Type II footing or footing section required by local
code. Local code governs.
See additional detail for structures located in Orange County, FL)
6. Screen and glass rooms exceeding IV-0" projection from the host structure up to a maximum 20'-0"
projection require a type 11 footing at the fourth wall frame and carrier beams. Structures exceeding 2V-W
shall have site specific engineering.
SLAB -FOOTING DETAILS
SCALE: 314" = V-0'
2) #5 BARS "DOWELED INTO
EXISTING FOOTING W/ EPDXY
8" EMBEDMENT, 25' MIN. LAP
TYPICAL CONNECTION OF PROPOSED FOOTING TO EXISTING FOOTING
SCALE: 112" =1'-0"
TYP. UPRIGHT (DETERMINE
HEIGHT PER SECTION 3
TABLES)
10 x 1-112" SCREWS (3) MIN.
PER UPRIGHT TOP & BOTTOM
2)1/4" MASONRY ANCHORS
PER SECTION 9) INTO
CONCRETE
EXISTING WOOD BEAM OR zHEADER
I-
M
1/4" x 2" LAG BOLT (2) PER a
POST
afOU.
1" x 2" TOP AND BOTTOM
PLATE SCREW Y-0" O.C.
Wm
O
zZ
KWWz
0zw
OfOLLil
EXISTING FOOTING
ALUMINUM SCREEN ROOM (NON LOAD BEARING) WALL
UNDER WOOD FRAME PORCH
SCALE: 2" - V-0"
11-1
rn oN
d m
Nv
Fes-
J
LLNO E0
C_t t/t -0Mrn u
U uxvx* to
CJ 3 ar LL
m
lam o oroN000LUryriEW11
a'"
IIIImill C c ^ LL
a u 00 J rcJy
Cu N F
3 ¢m
ca v
co Jr,w
J
Q
0
E
M
U)
O
oQ
n O N
Z O in
Fz
J CO
JLu
Z
W
0 FQ o. IL
CO) W
W u)
m
UQM o
J 1-1 ul
MU o 0
U
Q LU z
N Z W o
15 W
W m
Z X o
rocoO
LLJ
a o
N
Nt
O
l C
rL
LLi ? g
w LL
O
C a
Cv
m poo n
LJ E0 N ZN La0
0
mmF-
G7r120
SEAL z
tu
0-0 SHEET w
U
JQ
W zZw
w zzw
12O
m
08-12-2010 OF
U
UNIFORM LOAD
1-4
A B
SINGLE SPAN CANTILEVER
UNIFORM LOAD
C 1-4
A B C
2 SPAN
UNIFORM LOAD
I .
A B
1 OR SINGLE SPAN
UNIFORM LOAD
L C I
B C D
3 SPAN
UNIFORM LOAD
L I L I
A B C D E
4 SPAN
NOTES:
1) L = Span Length
a. = Overhang Length
2) All spans listed In the tables are for equally spaced distances between supports or anchor points.
3) Hollow extrusions shall not be spliced.
4) Single span beams shall only be spliced at the quarter points and splices shall be staggered.
A(3'U
SPAN EXAMPLES FOR SECTION 3 TABLES
SCALE: N.T.S.
ALLOWABLE BEAM SPLICE LOCATIONS
SCALE: N.T.S.
SINGLE SPAN BEAM SPLICE d = HEIGHT OF BEAM
@ 1/4 POINT OF BEAM SPAN BEAM SPLICE SHALL BE
ALL SPLICES SHALL BE MINIMUM d -.5("
STAGGERED ON EACH d-.50" d-.50" 1" MAX
SIDE OF SELF MATING BEAM
PLATE TO BE SAME + + + + + +
THICKNESS AS BEAM WEB is
PLATE CAN BE INSIDE OR '
T'n
OUTSIDE BEAM OR LAP CUT + + + + + +
DENOTES SCREW PATTERN 1" MAX
NOT NUMBER OF SCREWS
HEIGHT 2 x (d - .50") LENGTH
Minimum Distann end
Screw
She
ds
Qn.)
Edge to
Center
2ds n.
Center to
Center
2-1/2ds in.
Beam Size Thickness
n.
8 0.16 318 7116 x7'x 5-x .1 -; 1/16=0.063
10 0.19 318 1/2 2"x 8"x .072x .224• 1/ _ .1 55 12
021 7rl6 9116 27x9•x_0 72'30 4' 1/8= .1 4
or 1 4' 0.26 1l 188 Y x 9' x .082- x 0.306- 1/8 = 0.12 16'
0.31 5l8 4 x1 'x0. 2-x .36' 14= 2 refers
to each side of splice use
for 2' x 4' and 2' x 6' also Note:
1.
AN gusset plates shall be minimum 5052 H-32 Alloy or have a minimum yield of 30 kst. TYPICAL
BEAM SPLICE DETAIL SCALE:
1' = T-W SELF -
MATING BEAM
SIZE
VARIES)Ke(eb SUPER
OR EXTRUDED
GUTTER
2"
x 2" ANGLE EACH SIDE --/ SELF -
MATING BEAM POST
SIZE PER TABLE 3A.3 THRU-
BOLT #AND SIZE PER TABLE
3A.3 LOAD
PER TABLE 3A.3 AND
SIZE OF CONCRETE ANCHOR
PER TABLE 9.1 TRUFAST
SIP HD FASTENER t"+
1-1/2" LENGTH (t+1') @ 8'
O.C. t+1-1/4" THRU-
BOLT # AND SIZE PER TABLE
3A.3 BEAM
SIZE PER TABLE 1.10 ALTERNATE
SELF -MATING BEAM CONNECTION TO
SUPER OR EXTRUDED GUTTER O
Z_ W
W
o_ IL'
O0
W
aiF-
O
Zcc
WWZ9
ZWto '
11 rn
nO NN
J _
j r, Fes—
LLNOO to
V rr1 CA U U
gvm 3 r >
o in N
oo m W
d Tx1-1
c
IIII
cc III •r lu co
Jra " r ,^
o -0 r (
u N F am
m
v eO
00WW r,
H Q
E c
Z
U) o 20
N Z
O ~ Z
J
W W > w
a
y W
U
Q o tq
o J
N O_
o U
F c0i Q
w Z Cn
Z U) o W -
3 Z
W o_ U)
W R
J
LL Q
0 N
O
2
C ^ J
M lL
W cc W
6 i -. d
w o LL a; c
a. C
U m
c. N
ao aoL W
ro X. Cl) -.
I to C
O m a
c
m
H
SEAL
SHEET
J
QWyO
Wa) 9
08-
12-2010 OF 0
1
e
Table 3A.1.1-130 Allowable Edge Beam Spans -Hollow Extrusions Table 3A.1.3-130 Allowable Beam Spans for Miscellaneous Framing Beams for Screen, Acrylic or Vinyl RoomsforScreen, Acrylic or Vinyl Rooms
For 3 second wind gust at 130 MPH velocity; using design load of 15.0 #ISFFor3secondwindgustat130MPHvelocity; using design load of 15.0 #ISF (56.6 #/SF for Max. Cantilever) Aluminum Alloy 6063 TS
2' x 2- x 0.044' 2 x 2 x 0.055
Load
width (W)
Max. Spa n'L'/ bandlna b'or deflection' Load
Width (ft)
Max. Span'L' I (banding Wor deflection 'd')]
1 8 2 Span 3 Span 4 Span Cantilever 1 & 2 Span 3 Span 4 Span Ca Max ver
5 4'-10' d 5'-1V d 6'-0- b 0'-11' d 5 51-1- d 6'-4- d 6'-5- d 0.11- d
6 4'-6' d 5'-T d S-V b 0'-10- d 6 4'-10' d S-11" d 6'-0' b 0'-11' d
7 4'-0' d SJ" b 6-1' b 0'-10' d 7 4'-7- d 5'-8" d 5'-T b V-10- d
8 4'-1' d 4'-1 T b r-T b 0'-9' d B V-4- d SS' d 5'-3- b 0'-10- d
9 3'-11- d 4'-8- b 4'S' b 0'-9" d 9 4'-2' d 5'-1' b 4'-11' b 0'-10- d
10 3'-10' d 4'-5' b 4'-3' b 0'-9" d 10 4'-1' d 4'-10' b 4%8' b V-9' d
11 3._ a d V-3' b 4'-1' b 0'-W d 11 1 T-11' d 4'-T b 4'S' b 0'-9' d
12 1 3'-T d 4'-0' b T-11' b V-S' d 12 1 T-10- d 1 4%5' b 4'-3- b 0'-9- d
x2"X 0.045 3 x2'x 0.070
Load
Width (R)
Max. Spa V I bendin b' or do action'd Load
Width (ft.)
Max. Span 'L' / bendin 'b' w de0ecticm d
1 8 2 Span 3 Span 4 Span Cantilever 8 2 S pan 3 S anp 4 S ap n MaxCantilev¢r
5 5'-5" d 6'-9' d 6'-10' d 1'-0' d 5 F-1' d T-T d T-6" d 1'_2' d
6 5-1' d 6'-4- d 1 (74' b 0'41" d 6 6-9' d T-1' d T-3' d V-1" d
7 4'40" d 6'-0' d 5-10' b 0'-11" d 7 SS' d 6'-9" d 6'-11' d 1'-0' d
8 4'-0' d 5$' b 55" b 0'41' d 8 5*-3' d SS' d SS' b 0'-11' d
9 V-6* d 5-4" b S-Y b V-10- d 9 5-T d 6'-3' d 6'-1' b 0'-11' d
10 4'4' d 5'-1' b 4'-11' b V-10" d 10 4'-10' d 5'-11' b 5'.9" b 0'-11' d
11 4'-2- d 4-10' b 4'-8' b 0'-10- d 11 4.8' d 5-8' b V-6' b 0'-11' d
12 4'-1' d 4' -W b 4'S' b 0'-9' d- 12 4'-T d 0'-lD' d
2 x 3" x 0.045"2" x 4 x 0.050"
Load
Width (R)
MmSpa n'VI bendin Wordeflectlon' Load Width (
ft.) Max.
Span VI bendin 'b'wdo action'd 1
g 2 Span 3 Span 4 Span Cantilever 8.2 Spar p3 Span P4 Span PCa ' ntilever 5
6'-9' d 8'-4' d I 6'-Y b 1'3- d 5 V-9- d 10'-9- b 10'-5- b V-8- d 6
V-4- d T-8' b I T-5' b 1'-2 d 6 8'-3- d 9'-10" b 9'S' b 1'-T d 7
6'-0' d T-Y b I 6-11' b 1'-2' d 7 T-10' d 9'-l' b 8'-10- b V-6- d 8
S-9" d 6'S' b 6'-5' b 1'-l' d 8 TS' d W-6" b 8'3' b V-5" d 9
5'-T d F3' b 6'-1" b 1'-1' d 9 T-2' b 8'-0" b T-9' b 1'-4' d 10
S-4' b A V b 5-9' b 1'-0' d 10 V-10' b T-T b T-4" b 1'4' d 11
S-l' b 5'-8' b 5'S6 6 0'-11' d 11 6'S' b T3' b T-0' b 1'-3- d 12
4'-10' b S.5. b S-3. b 0'-11" d 12 6'-3' b 6'-11' b 6'-9' b 1'3' d 1.
Above spans do not Include length of knee brace. Add horizontal distance from upright to center of brace to beam connection
to the above spans for total beam spans. 2.
Spans may be Interpolated. Hollow
and Tribute Load Width Single
Self -Mating Beams 2'-0' 3.0" 4'-0" 5'-0' 6'-0' T-0" 8'-0" 10'-0" 12'-0' 14'-0' 16'-0" 18'-0" Allowable
Span'Vl bendin 'b'or deflectlon'd' 2"
x 4" x 0.050" Hollow 11'-10' d 10'-4' d 9'-5" d 8'-9' d 8'3' d T-10' d 7'S" d 6'-10' b S-3' b S-9- b S-5- b S-1- b 2"
x 5" x 0.062" Hollow 15-3" d 1Y-4' d 12'-Y d 11'-3' d 10'-7' d 10--l' d 9'-8' d 8.11- b 8'-Y b T-T b T-1' b 6'-8" b 2" x 4" x 0.046" x 0.100• 13'-3' d 11'-T d 10'-6" d 9'-9' d 9'-1" b 8'S' b T-10' b T-0' b SS" b 5'-11' b 5'-T b 5'-3' b 2"
x 5" x 0.050" x 0.100" 16'-5' d 14'-4' d 13'-T d 12'-l' d 11'-l' b 10'-4" b 9'-B' b 8'-T b T-10- b T-3- b 6'-10- b 6'-5• b 2"
x 6" x 0.050' x 0.120" 1 B-Y d 16'.9" d 15'3" b IT-8' b 17S' b 1 T-6' b 10'-9' b 9'4' b 8'-10' Ir 6'-Y b T-7" b T-2- b 2"
x 7" x 0.055" x 0.120" 21'-11- d 19'-1' b 16'S' b 14'-g- b 13'S' b 17S' b 1 V-8' b 10'-5' b 9'S' b 8'-10' b 8'3' b T-9- b 2'
x 8" x 0.072" x 0.224' 2T-P d 2T-8' d 21'S' d 19'-11' d 18'.10- d 17'.10- d 1T-l' d 16-60 b 14'-2' b 13'-Y b 17-3' b 11'-T b 2"
x 9" x 0.072' x 0.224" 29'-9' d 25-11' d 23'-T d 21'-11' d 20'-T d 19'S' b 1 9-W b 16'-4- b 14'-11- b 13'-9' b 17-11' b 17-2" b 2"
x 9" x 0.082" x 0.306" 30'-10' d 26'-11' d 24'S' d 27-9' d 21W d 20'-4' d 19'-5' d 18'-0' d 16- 1- d 16'-1- b 15--1' b IW-2" b 2"
x 10' x 0.092" x 0:369" 3T-1" d 37S' d 29'-5' d 2T-4' d 25-9' d 24'S' d 23'-4' d 21'-8' d 20'-5 d 18'-5' d 18'-W b 1TJ' b Tribute
Load Width Double
Self -Mating Beams 21-0' 3'-0" 4,-0" 5-0" 6'-0" T-0" 8'-0" 10'-0" 12'-0" 14'-0" 16'0" 18'-0' AllowabbS
n'L'/bendin 'b' or deflectlon'd' 2"
x 8" x 0.072" x 0.224" 2"
x 9" x 0.072' x 0.224" 2"
x 9" x 0.082" x 0.306" 2"
x I V x 0.092" x 0.369" 34'-
Y d 3TS"
d 39'-
10' 46'-
g' d 29'-
10' d 37-
9' d 40'-
10' d 2T-
l' d 29'-
9" d 3T-
V d 2S-
Y d 2T-
T d 34.
5- d 23'
S' d 25-
11" d 37-
5' d 27S"
d 24'-
8' d 30'-
9' d 21'
S' d 23'-
T d 29'
S' d 19'-
11' d 21-
11' d 2T'
d 18'-
10' d 20'-
T d 25-
8' d 1T-
10' d 19'
S' b 24'-
5' d 1
T-1' d 18'
3' b 23'-
4' d 16'-
4' b 1T-
2- b 22.
5' d Table
3A.1.4-130 Allowable Spans for Ridge Beams with Self Mating Beams for
Screen, Acrylic or Vinyl Rooms For
3 second wind gust at 130 MPH velocity: usina d-Inn Inad of 14 n rlrcc Self
Mating Sections Tributary
Load Width 'IN' a Pudin Spacl 5'-
0' 6'-0' T-0" Fo- 9'-0" 10'-0" 11'-0" 12'-0' Allowable
Span'L' / banding 'b' or deflection d' 2'
x 4" x 0.044 x 0.100" 11'-1' b 1o'-Y Ir 9'-5" b 8'-9" b 8'3' b T-10' b TS- b T-2" b 2"
x 5" x 0.050' x 0.100" 1 T-T b 17-5" b 11'-6' b 10'-9' b 10'-Y b 9'-8• b 9'-Y - b 6'-10' b 2"
x 6" x 0.0S0" x 0.120" 1S3' b 11-11' b 17-11' b 17-1' b 11'-4" b 10'-9' b 10' T b 9'-10' b 2"
x 7" x 0.055" x 0.120" 16'S' b 15'-1' b I YA 1' b 13'-1' b 12.4' b 11'-8' b 11'-Y b 10'-W b 2"
x 8" x 0.072" x 0.224" 24'-T b 22'-5- b 20.9' b 19'-5- b 18'-V b 1 T-4' b 16'-7' b 15-10' b 2"
x 9" x 0.072' x 0.224' 2"
x 9" x 0.082" x 0.310' 25-
9' b 30'-
1' b 23'
S' b 2T5'
b 21'-
9' b 25-
5' b 20'-
4' b 23'-
10' b 19'-
Y b 22'
S' b 18'-
3' b 21'-
3' b 1T-
4' b 20'-
4' b 16'-
W b 19'-
S b 0.
369' 3S-T b 33'-5' b 30'-11" b 28'-11' b 2T3' Table
3A.1.2-130 Allowable Edge Beam Spans - Snap Sections for
Screen, Acrylic or Vinyl Rooms For,
3 second wind gust at 130 MPH velocity; using design load of 15.0 #/SF (56.6 #/SF for Max. Cantilevar) Aluminum
Alb WO T-6 Notes: x2
x'0.044 Snapson x 3 x 0.045" Snapxtrus on 1. Tables assume extrusion oriented with longer extrusion dimension parallel to applied load. load . ,
Max Span 'L' / bonding'b' w deflectlon'd Load Max. Span'L' / bendin 'b' w deflection'd 2.
Spans may be Interpolated. Toth (
R) 1 & 2 Span 3 Span 4 Span Max. Cantilever
Width (ft.) 1 8 2 Span 3 Span 4 Span Mom' c"
m..... Width (
fL) 1& 2 Span 3 Span 4 S n PaNotes:
1.
Above spans do not Include length of knee brace. Add horizontal distance from upright to center of trace to beam connection
to the above spans for total beam spans. 2.
Spans may be Interpolated. Table
3A.2.1 Allowable Upright Heights, Chair Rail Spans or Header Spans for
Screen, Acrylic or Vinyl Rooms Aluminum
Alloy 6063 T-6 Sections
J
Tribute
Load Width'., Punln Spacing 3'-
0' X-6- 4.0- 4'-6' S"-0' S'S" 6'-0" 1 6'-6' 1 77" T-0" Allowable
Hal hl 'H' / banding 'b' or deflection d' 2"
x 2" x 0.044' Hollow SS' b 5'-11' b 5'S' b S-3' b 4'-11' b 1 4'-9' b I 4'S' b 4'-0' b 4'-2- b 4'-0' b 2"
x 2" x 0.055" Hollow T-V b 6.11' b 6'S' b 6'-1" b S-10' b 5'S' b 5'-4- b 5--1' b 4'-11' b 4'-9- b 3"
x 2' x 0.045" Hollow T-l' b 6'S' b 6'-1" b 9-T b SS' b 5'-Y b 4'-11- b 4'-9" b 4'-T b 4'S' b 3"
x Y x 0.070" Hollow 9'S' b 8'-9' b 8'-Y b T-8' b 7'-0' b 6'-11' b 6'-B' b 6'-5' b 6'-Y b 5'-11' b 2'
x 3" x 0.045" Hot- 8'S' b 7-11' b TS' b T-1' b 6'-B' b 6'-4' b 6'-1" b T10' b S-8' b 5'-5' b 2"
x 4" x 0.050' Hollow 9'-1' b 8'-5' b 1 -
Cr-10- 710'
b TS' b 7-0' b S-8' b 6'-5" b S-2' b 5'-1 V b S-g' b 2'
x 5" x 0.062" Hollow 117-9' b b 10'-2' b 9' T b 9'-1' b 8'-0' b 8'3' b T-11" b T-B' b TS' b 2"
X 3' X 0.070" Hollow IZ 7- b 11'S' b 10'-11' b 10'3' b 9'-9' b 9'-3' b 8'-11' b 8'-7' b 8'-3' b T-11' b 2"
x 4" x 0.046" S.M.B. 13--2' b 7Z-2- b 11'-5b 10'-9' b 10'-3' b 9'-9' b 9'-0' b 8'-11' b 8'-8- b 8'-4- b 2' x
5" x 0.050' S.M.B. 15--9' b 14'-7" b 13'-T b 17-10- b 17-2- b 11'-7- b 11'-1' b 10'-8' b 10'-0' b 9'-11' b 2" x
6" x 0.050" S.M.B. 16'-5- b 15'-2- b 14'-2' b 13'-4- b 12'-8- b 17-1- b 11'-7- b 11'-2' b 10'-9' b 10'-4' b 2" x
2' x 0.044" Snap T-T b 7-2- b 6'-9' b 6'-4' b 6'-0' b 5*-9' b 5'S' b 5'3' b 5'-1' b 4'41- b 2" x
3" x 0.045" Snap 8'-10' b 8'-2' b T-8' b T-0' b6'-10' b 6'S' b 6'3" b 5.11- b 5'-9' b S-7- b 2" x
4" x 0.045" Snap 9.6- b S'-10' b 8'3' b T-9- b TS' b T-0' b6'-V b 6'S" b 6.3' b 6'-0' b 3" x
3' x 0.045" Fluted 734 b 7-2" b 6'-8' b 6'-4' b 5'-11" b 3q; b 5'-5' b 5'3' b S-1' b 4'-10' b 3" x
3' x 0.060" Square 9'S' b 8'-9" b 8'-Y b T-9" b T-4' b 6'-1I- b 6'-8- b SS' b 6'-2* b 5'-11' b 0.093"
Square 13'-7' b 17-7' b 11'-10' b 11'-1' b 10'-T b 10'-1- b 9'-g' b 9'-3' b 8'-11- b 8'-T b 3" x
3' x 2, 2; uaro 1.- b 15'-0- b 1471- b 13'-3' b 12'-T b l l'-11' b 11'S" b 11'- b 10'-8' b ILL b 4' x4" x 0.125' Square 1T-Y b 11 '-3- b 15'S' b 14'-10' b 14'3' b 13'-9' b 13'3' b 1. ,Above
spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans
for total beam spans. 2. Spans
may be Interpolated. r,n
r-I n O
V, NaM
N Y
fJ
LL N O O C= V)
vmrnU t1D 4-
1 v N V Xtf : tL
3 O
N CD c0 ed41 L. ONI01Wd
C Ol3-
wni 1111 LL4- III •rnlt a U
co J rd am m
v
co J
0o wnFJQ
O
E
Z
tW n
O
rr X Ur
coZJ 2
W L W Z
W i i W
Q. e UJ C)
to
m
0
CDJU
u
o
i
U o
Q M
Z 0 e- Zj
a W c¢
W Z
10 Z X
O o U LU
o '
J
u
U) U.
U
F
Q oFNC
CO
Q
FB Ce- r^
p M " a
J
L1..
W
ti C Z Z_
Wc `°
W
0
W
o2aLO
JOLLm x Z
a
C ~
nC
U
0
C
U
CCO UQQ U
I
CIJ C a
W
DOv
Oe7
C
C;
m W W
dm
OI-_ Z
Wa
m
f'
OW Z_
ZO Z
Woo W
O
tLa0
w
SEAL -
r SHEET w
z CD
Lu
8-
130 Lu z
Z
W
12Co
08 12-
2010 OF U 0
REMOVE VINYL SIDING AND
SOFFIT ON THE WALL AND
INSTALL SIMPSON CS-16 COIL
STRAP OR EQUAL FROM
TRUSS / RAFTER TO BOTTOM
OF DOUBLE TOP PLATE JOIST
@ EACH TRUSS/RAFTER
THE FLOOR, WALL, AND ROOF
SYSTEM ARE THAT OF MOBILE
MANUFACTURED HOME
NAIL STRAP W/ 16d COMMON
@ TRUSS RAFTER AND
PERIMETER JOIST
SCREW COIL STRAP TO
SHEATHING W/ #8 x 1" DECK
SCREWS @ 16" O.C.
VERTICALLY
REPLACE VINYL SIDING
ALTERNATE:
4" x 4' P.T.P. POST W/
SIMPSON 4" x 4" POST
BUCKET INSTALLED PER
MANUFACTURERS
SPECIFICATIONS TOP &
BOTTOM
THE FLOOR, WALL, AND ROOF
SYSTEM ARE THAT OF MOBILE
MANUFACTURED HOME
THE FLOOR, WALL, AND ROOF
YSTEM ARE THAT OF MOBILE
MANUFACTURED HOME
JSTALL NEW 48" OR 60"
AUGER ANCHOR PER RULE
5C @ EACH NEW PIER.
JSTALL 1/2" CARRIAGE BOLT
HRU PERIMETER JOIST AND
TRAP TO NEW AUGER
NCHOR
ALTERNATE WALL SECTION FOR ATTACHMENT TO
MOBILE / MANUFACTURED HOME
SCALE: 1/4" =1'-0'
REMOVE VINYL SIDING AND
SOFFIT ON THE WALL AND
INSTAL'L"SIMPSON CS-16 COIL
STRAP OR EQUAL FROM
TRUSSd.RAFTER TO BOTTOM
OF,iDOUBLE TOP PLATE JOIST
@hEACH TRUSS / RAFTER
THE FLOOR, WALL, AND ROOF
SYSTEM ARE THAT OF MOBILE
MANUFACTURED HOME
NAIL STRAP W/ 16d COMMON
@ TRUSS RAFTER AND
PERIMETER JOIST
SCREW COIL STRAP TO
SHEATHING W/ #8 x 1• DECK
SCREWS @ 16' O.C.
VERTICALLY
REPLACE VINYL SIDING
8"L' BOLT @ 32" O.C.
TYPE III FOOTING OR 16" x 24'
RIBBON FOOTING W/ (2) #50
BARS, 2,500 PSI CONCRETE
THE FLOOR, WALL, AND ROOF
SYSTEM ARE THAT OF MOBILE
MANUFACTURED HOME
THE FLOOR, WALL, AND ROOF
SYSTEM ARE THAT OF MOBILE
MANUFACTURED HOME
KNEE WALL W/ 2 x 4 P.T.P.
BOTTOM PLATE, STUDS &
DOUBLE TOP PLATE
NAIL PER TABLE 2306.1
FLORIDA BUILDING CODE
EACH STUD SHALL HAVE A
SIMPSON SPA OR EQUAL
SHEATH W/ 1/2" P.T. PLYWOOD
NAILED W/ #8 COMMON V O.C.
EDGES AND 1T O.C. FIELD OR
STRUCTURALGRADE,
THERMAL PLY FASTENED PER
THE MANUFACTURERS
SPECIFICATIONS
STRAP SIMPSON COIL STRAP
OVER SHEATHING
ALTERNATE WALL SECTION FOR ATTACHMENT TO
MOBILE / MANUFACTURED HOME
SCALE: 1/4' =1'-W
INTERIOR BEAM (SEE TABLES
3A.1.3)
BEAM SPAN
USE W/2
SEE INTERIOR BEAM TABLES
AFTER COMPUTING
LOAD WIDTH
LOAD WIDTH IS 1/2 THE DISTANCE BETWEEN
SUPPORTS ON EITHER SIDE OF THE BEAM OR
SUPPORT BEING CONSIDERED
KNEE BRACE (SEE TABLES
3A.3) LENGTH 16" TO 24" MAX.
ALL FOURTH WALL DETAILS
MAX. POST HEIGHT (SEE
TABLES 3A.2.1, 2)
TYPICAL SECTION "FOURTH" WALL FOR ADDITIONS
ADJACENT TO A MOBILE / MANUFACTURED HOME
SCALE: 1/8" = V-0"
Table 3A.3 Schedule of Post to Beam Size
nmrarmm poster --may oe useo as minurwm knee Mace
Ken Bra- MI.. Le th 1 en ton
2. 14' 7-0
rxr 1-4' Pir
rx2• 1••4• 1 Z-V
rx3• 1'•fi• r$•
r x 4• T.G*
STUD WALL OR POST
RIBBON FOOTING
SCALE: 1/2" = I -(r
Minimum Ribbon Footing
Wind
Zone Sq. Ft 1 x PostAcho
48" O.C.-
Stud•
Anchors
100 -123 10 -14 1'-W I ABU,44 I &P1 @ 32' O.C.
130-140.1 30 -17 V-T ABU 44 SP1 @ 32' O.C.
140-2-150 30 -20 TJ• ABU 44 SPH4 48.O.C.
Maximum 16' pm)ection from host structure.
For stud walls use 12' x 8• L-Bolts @ 48' O.C. and 2' square washers to attach sole plate to
fooling. Stud anchors shag be at the sole plate only and m0 strap shag lap over the top plate
on to the studs anchors and straps shall be per manufacturers specifimltons.
3A.8 Anchor Schedule for Composite Panel Room Components
Connection Descdp0on 80 -100 MPH 110. 130 MPH 140 -150 MPH
Receiving channel to roof 10 x (T+1/2•) SMS 10 x (r+1/2•) SMS 10 x (f'+lrY) SMS
panel at front wall or at the 1 @ 6' from each side t @ 6' from each 1 @ 6' from each
receiving channel. of the panel and of the panel and of the panel and
0.024" or 0.030" metal 1 @ 12- O.C. 1 8' O.C. 1 6' O.C.
1L L• x at/Y_lag_ T6'xL- MIag__.
Receiving channel to 1 @ 6• from each end of 2 @ 6' from each end of 2 @ 6' from each and of
wood deek at front wall. receiving channel and receiving channel and receiving channel and
2 pine or Pt.p. framing 1 a 24. O.C. 2 A 24' O.C. 2 ft 24' O.C.
1/4'x 1-12'Tapmn 1/4'x 1-1/2-Topcon 3/a'x1-11T Tapcon
Recceving channel to 1 @ 6' from each and of 1 @ 6- from each end of 2 @ 6' from each and of
concrete deck at front wall. receiving channel and receiving channel and receiving channel and
2,500 psi concrete 1 @ 32- O.C. 1 24' O.C. 2 @ 24. O.C.
ReaRng channel to uprights, 8 x 3/4- SMS 10 x 3/4' SMS 14 x 3/4' SMS
headers and other wall 1 @ T from each and 1 @ 4- from each end 1 @ 3• from each end
connections of component and of component and of component and
0.024' metal t a 36' O.C. 10 24" O.C. 1 @ 24* O.C.
0.030" metal 1 @ 48. O.C. 1 32' O.C. 1 32'O.C.
channel to existing
1!a' x t-12' lag 1/4• x 1-12' lag 3l8' x 1-12' lag
wood b awoodbeam, host structure, deck 10 6' from each end 1 @ 4- from each and 1 @ 3' from each and
or Infili connections to wood
of component and of component and of component and
1 @ 30' O.C. t @ 18' O.C. 1 @ 21' O.C.
Receiving channel to existing 1/4' x 1.3I4• Topcon 1!4' x 1-12' Tapmm 3/8' x 1-1/2• Topton
concrete beam, masonry wall, 1 @ 6' from each end 1 @ 4' from each and 1 @ 3' from each and
slab, foundation, host structure, of component and of component and of component and
or Infiil connected to concrete. t 48" O.C. 1 @ 24' O.C. 1 @ 24' O.C.
1 @ 6' from each and 1 @ 4• from each 1 @ 3' from each
Roof Panel to top of wall of component and of component end of component
1 Q 12- O.C. 1 8. O.C. 1 @ 6. O.C.
a. To wood 1ox•r+1-1/2• 10 x'r+1-12• 10 x'r+1-12'
b. To 0.05'aluminum 10 x'Y+12' 10 x'r+12• iox•r+12'
Notes:
1. The anchor schedule above Is for mean roof height of 0-W, enclosed structure, exposure'B', I = 1.0, maximum
front wag projection from host structure of 16, with maximum overhang of Z. and 10' wall height There Is no
restriction on room length. For structures exceeding this criteria consult the engineer.
2. Anchors through receiving channel into roof panels, wood, or concrete / masonry shall be staggered side to side
at the required spacing.
3. Wood deck materials are assumed to be #2 pressure treated pine. For spruce, pine or fir decrease spacing of
anchors by 0.75. Reduce spacing of anchors for'C' exposure by 0.83.
4. Concrete Is assumed to be 2.500 psi @ 7 days minimum. For concrete strength other than 2,500 psi consult the
engineer. Reduce anchor spacing for•C' exposure by 0.83.
S. Tepcon or equal masonry anchor may be used, allowable rating (not ultimate) must meet or exceed 411# for
1-1/2• embedment at minimum 5d spacing from concrete edge to center of anchor. Roof anchors shag require 1-114" `
fenderwasher.
Table 4.2 Schedule of Allowable Loads / Maximum Roof Area
for Anchors into wood for ENCLOSED buildings
Allowable Load / Maximum load area (Sq. FL) @ 120 M.P.H. wind bad
Dlameter Anchor
x Embedment
Number of Anchors
1 2 3 4
04!9 264#/11SF 528#/22SF 792#/33-SF
396##117SF 792#N33SF 1186#/SOSF 1584#/66SF
114•x - 660#28SF 1320#155SF 1980#/83SF
5116" x 1" 312#/13SF 624##26-SF 936##39SF 1248#/52-SF
5/16" x 1-12" 468#N20SF 936##39SF 1404#/59SF 18729178SF
5/16" x 2.12' 7WW3SF 1560# 165SF 2340#/98SF 3120#1130SF
3/8"x1" 356#f15SF rl2#/36SF 1068#/45SF 1424#/59SF
318'x 1-12" 53q#22SF 106B#/45-S 1602#/67SF 2136##89SF
3/8"x2-12' 890#/37SF 1780#l/4SF 2670##111SF I 3560#1148SF
1. Anchor must embed a minimum of 2' into the primary host
WIND LOAD CONVERSION TABLE:
For Wind Z.onaslReglons other than 120 MPH (Tables Shown),
multiply allowable toads and mote by the conversion factor.
WIND
REGION
Applied
Load
CONVERSION
FACTOR
100 26.6 1.01
110 26.8 1.01
120 27A 1.00
123 28.9 0.97
130 32.2 0.92
140-1 37.3 0.86
140.2 37.3 0.86
150 42.e - O.eD
Allowable Load Coversion Factors
for Edge Distances Less Than 9d
Edge
Distance
Allowable Load Multipliers
Tension Shear
12d 1.10 1.27
11d 1.07 1.18
10d 1.03 1.09
9d 1.
00a0.81
ad 0.98
7d 0.956d0.915d0.88
ZZZ2 V
a) LL ci In
J >O N O (aOL. Q Op r.A
L_ L7 N 1 a)
W 0- X 1i
rd1O W c
III •r ro r
O U00Jro
N F L
m Nv
r0 ;U00WnF-
z
D
Z U)
oLu
o
E O aW
N
ZD Coln
5
ry-
O •Wj W
Lu
QW Z U) 00 a2
arJ U) w U)
U J
m
I"-_
J
H=
O
root
W
W 7
VO z
Q
Oi
1•- Cl) 00 z
W O Q
W
Z X W
m
o
U) U)
J
O
Q
LL
0
N
0
tk z N n
O LL Wry
2 " a#
W 2 m
W
a J O
LL
LU r v
ti VC
O
a) ZI rfOi CID
r7 N Co L
W
ui
r to00
O U >_ it;
C U LL o
Z a
lY m
WWz
WzW
Note: Q'
1. The minimum distance from the edge of concrete to the canter of the concrete anchor and the sparing between danchorsshallnotbelessthan9dwhereItIstheanchordiameter.
2. Concrete screws are limged to 2• embedment by manufacturers. 0
r
3. Values listed are allowed loads with a safety factor of 4 applied. cc
Products equal to ravel may be substituted. O1U CD
S. Anchors receiving bads perpendicular to the diameter ere In tension. CD4.
Z
Anchors receiving loads parallel to the diameter are shear loads. w SEAL
z
Exempts: Determine the number of concrete anchors required by dividing the all
uj
uplift toad by the anchor allowed load. SHEET Wz
For a 2• x S" beam with: spacing - 7*-0' O.C.; allowed span - 25'-9• (fable 1.1) 0
UPLIFT LOAD = 12(BEAM SPAN) x BEAM & UPRIGHT SPACING Q
NUMBER OF ANCHORS - (12(25.75) x T x 7# / Sq. FL) / ALLOWED LOAD ON ANCHOR 0NUMBEROFANC14ORS - 630.875#/300# = Z102
W
Therefore, use 2 anchors, one (1) on each side of upright. W
Table Is based on Rawl ProducW allowable loads for 2,500 p.s.i. concrete. .1 ZZut
12OS12-2010 OF UO
ROOF PANELS GENERAL NOTES AND SPECIFICATIONS:
1. Certain of the following structures are designed to be married to Site Built block, wood frame or
DCA approved modular structures of adquale structural capacity. The contractor / home owner shall
verify that the host structure is in good condition and of sufficient strength to hold the proposed
addition.
2. If the contractor / home owner has a question about the host structure, the owner (at his own
expense) shall hire an architect or engineer to verify host structure capacity.
3. When using TEK screws in lieu of S.M.S. longer screws must be used to compensate for drill head.
4. For high velocity hurricane zones the minimum live bad shag be 30 PSF.
5. The shapes and capacities of pans and composite panels are from "Industry Standard' shapes,
except for manufacturers proprietary shapes. Unless the manufacturer of the product is known, use
the "Industry Standard" Tables for allowable spans
6. When converting a screen room to a glass room or a carport to a garage, the roof must be checked
and reinforced for the enclosed building requirements.
7. Composite panels can be loaded as•walk on or uniform loads and have, when tested, performed
well in either lest The composite panel tables are based on bending properties determined at a
deflection limit of U180.
8. Roll formed roof panels (pans) are designed for uniform loads and can not be walked on unless
plywood Is laid across the ribs. Pans have been tested and perform better in wind uplift bads than
dead load + live loads. Spans for pans are based on deflection of U80 for high wind zone criteria ,
9. Interior walls & ceilings of composite panels may have 1/2" sheet rock added by securing the sheet
rock w/ 1' fine thread sheet rock screws at 16' O.C. each we
10. Spans may be interpolated between values but not extrapolated outside values.
11.Design Check Ust and Inspection Guides for Solid Roof Panel Systems are included in inspection
guides for sections 2, 3A & B, 4 & 5. Use section 2 inspection guide for solid roof in Section 1.
12.AII fascia gutter end caps shall have water relief ports.
13. All exposed screw heads through roof panels into the roof substructure shall be caulked w/ silicon
sealant. Panel area around screws and washers shall be cleaned with xylene (xylol) or other solvent
based cleaner prior to applying caulking.
14. All aluminum extrusions shall meet the strength requirements of ASTM B221 after powder coating
15.Disimilar metals: Aluminum metals that will come in contact with ferrous metal surfaces or concrete
masonry products or pressure treated wood shall be coated w/ protective paint or bituminous
materials that are placed between the materials listed above. The protective materials shall be as
listed in section 2003.8.4.3 through 2003.8.4.6 of the Florida Building Code or Corobound Cold
Galvanizing Primer and Finisher.
16. Fasteners or aluminum parts shall be corrosive resistance materials such as non magnetic stainless
steel grade 304 or 316; Ceramic coated double zinc coaled or powder coated steel fasteners only
fasteners that are warrantied as corrosive resistant shall be used; Unprotected steel fasteners shall
not be used.
ROOF,. PANELS DESIGN STATEMENT:
Theioof systems are main force resisting systems and components and cladding in conformance with
the 2007 Florida Building Code w/ 2009 Supplements. Such systems must be designed using loads for
comporfents and cladding. Section 7 uses ASCE 7-05 Section 6.5, Analytical Procedure for
Components and Cladding Loads. The procedure assumes mean roof height less than 39; roof slope 0
to 20%"1I,= 0.87 for 100 MPH and 0.77 for 110 MPH or higher wind loads for Attached Carports and
Screen Rooms and I = 1.00 for Glass and Modular Enclosed Rooms. Negative internal pressures are
OAO:flir.ppen structures. 0.18 for enclosed structures. All pressures shown are in PSF.
1.lTxeestanding structures with mono -sloped roofs have a minimum live load of 10 PSF. The design
v tr5ilsjoads are those for an open structure and are reduced by the ASCE 7-05 open mono -sloped
factor. of 0.75.
2. Attached covers such as carports, patio covers, gabled carports and screen rooms have a minimum
live load of 10 PSF for 100 to 140-1 MPH wind zones and 30 PSF for 140-2 to 150 MPH wind zones.
The design wind loads used are for open and enclosed structures.
3. Glass room roof design loads use a minimum live load of 20 PSF for 100 to 140-1 MPH wind zones
and 30 PSF for 140-2 to 150 MPH wind zones and wind loads are from ASCE 7-05 for glass and
modular rooms.
4. For live loads use a minimum live load of 20 PSF or 30 PSF for 140B and 150 MPH zones. Wind
loads are from ASCE 7-05 Section 6.5 Anal I Procedure fo ror lass and modular rooms. Y 9
5. For partially enclosed structures calculate spans by multiplying Glass and Modular room spans for
roll formed roof panels by 0.93 and composite panels by 0.89.
Design Loads for Roof Panels (PSF)
Conversion Table 7A Load Conversion Factors Based on Mean Roof Height
from Exposure "B" to "C" & "D"
Exposure "B- to ^Exposure " to
Mean Roof
Height'
Load
Conversion
Factor
Span Multiplier Load
Conversion
Factor
Span Multiplier
Bending DeflectionBendingDeflection
0.15' 121 0.91 0.94 1A7 0.83 0.88
1 S - 20' 129 0.88 0.92 1.54 0.81 0.87
20'-25' 1.34 0.86 0.91 1.60 7 1 0.86
2S - 30' 1.40 0.85 0.89 1.66 0.78 0.85
Use larger mean roof height of host structure or enclosure
Values are from ASCE 7-05
INDUSTRY STANDARD ROOF PANELS
12.00'
12" WIDE x VARIOUS HEIGHT RISER ROOF PANEL
SCALE: 2" = 1'-0"
0
Io
12.00"
12" WIDE x 3" RISER INTERLOCKING ROOF PANEL
SCALE: 2" = V-0'
WET 1tr
ii 12.00'
CLEATED ROOF PANEL
SELECT PANEL DEPTH FROM SCALE: T = 1'-0" ALUMINUM SKIN
TABLES
Open Slructurss
Mono Sloped
1- 0.37 for 90 to 100 MPH
I m 0.77 for 100 to 15D MPH
KCpI . 0.00 Zone 2
loads reduced by 25%
Screen Rooms
Attached Covers
1- 0.87 for 90 to IN MPH
I@ 0.77 for 100 to 150 MPH
KCpI . 0.00 Zone 2
Glass & Modular
Enclosed Rooms
Roof Overs
Ie1.00
KCpI a 0.18 Zone 2
Overhang / Cantilever
All Rooms
1-1.00
KCpi - 0.18 Zons 3
Basle Wind
Pressure
Effective
5o 20
Area
10
Bask Wind
Pressure
Effective Area Bastc Wind
Pressure
Effective Area Basic Wind
Pressure
Effective Area
50 20 10502010502010
100 MPH 13 - 13 16 25-1 17- 20 23 26 17 23L 27- 30 17 27 38 45
110 MPH 14 14 17 20 1s 21 25 28 18 27 32 36 18 33 46 55
120 MPH 17 17 20 23 22 25 30 33 22 32 39 Z 22 39 54 65
123 MPH 18 17 21 24 23 26 32 35 23 34 41 45 23 41 57 69
130 MPH 20 20 23 27 26 29 35 39 26 38 45 51 26 46 64 77
140-1 MPH 23 23 27 31 30 34 40 46 30 44 53 59 30 53 74 89
140-2 MPH 23' 23 27 31 30 34 40 46 30 44 53 59 30 54 74 89
150 MPH 26- 26 32 36 34 39 46 52 34 51 60 68 34 61 85 102
Minimum live bad of 30 PSF controls In high wind velocity zones.
To convert from the Exposure "B" loads above to Exposure "C' or "D" see Table 7B on this page.
Anchors for composite panel roof systems were computed on a load width of IV and a maximum of 20'
projection with a 2' overhang. Any greater load width shall be site specific.
E.P.S. CORE
Z SIDE CONNECTIONS VARY
0 o
I•: (
DO NOT AFFECT SPANS)
48.00*
COMPOSITE ROOF PANEL [INDUSTRY STANDARD]
SCALE: 2" = V-0"
PRIMARY CONNECTION:
3) # ' SCREWS PER PAN
WITH 1" MINIMUM EMBEDMENT
INTO FASCIA THROUGH PAN
BOXED END
EXISTING TRUSS OR RAFTER
10 x 1-1/2" S.M.S. (2) PER
RAFTER OR TRUSS TAIL
10 x 314" S.M.S. @ 12" O.C.
EXISTING FASCIA
FOR MASONRY USE
1/4" x 1-1/4' MASONRY
ANCHOR OR EQUAL @ 24- O.C.
FOR WOOD USE #10 x 1-1/2"
S.M.S. OR WOOD SCREWS @
12" O.C.
EXISTING HOST STRUCTURE:
WOOD FRAME, MASONRY OR
OTHER CONSTRUCTION
PAN ROOF ANCHORING DETAILS
ROOF PANEL TO FASCIA DETAIL
SCALE: T = 1'-0"
ROOF PANEL TO WALL DETAIL
SCALE: T =1'-W
SEALANT
HEADER (SEE NOTE BELOW)
ROOF PANEL
x 1/2' S.M.S. (3) PER PAN
BOTTOM) AND (1) @ RISER
TOP) CAULK ALL EXPOSED
SCREW HEADS
1-1/2' x 1/8" x 11-10 PLATE OF
6063 T-5, 3003 H-14 OR 5052
H-32
SEALANT
HEADER (SEE NOTE BELOW)
ROOF PANEL
x 1/2" S.M.S. (3) PER PAN
BOTTOM) AND (1) @ RISER
TOP) CAULK ALL EXPOSED
SCREW HEADS
ROOF PANELS SHALL BE ATTACHED TO THE HEADER WITH (3) EACH # ' x 1/2" LONG CORROSION
RESISTANT SHEET METAL SCREWS WITH 1/2" WASHERS. ALL SCREW HEADS SHALL BE CAULKED OR
SHALL HAVE NEOPRENE GASKET BETWEEN THE WASHER AND THE PAN. PAN RIBS SHALL RECEIVE (1)
EACH #_' x 1/2" SCREW EACH. THE PANS MAY BE ANCHORED THROUGH BOXED PAN WITH (3) EACH
x 1' OF THE ABOVE SCREW TYPES AND THE ABOVE SPECIFIED RISER SCREW. # ' x 9/16' TEK
SCREWS ARE ALLOWED AS A SUBSTITUTE FOR # ' x 1/2" S.M.S.
SELECT THE APPROPRIATE SCREW SIZE PER WIND ZONE FROM TABLE BELOW.
100 -1231 130 1 140 150
8 1 #10 1 #12 #12
EXISTING TRUSS OR RAFTER 6" x T x 6" 0.024" MIN. BREAK
FORMED FLASHING
PAN ROOF PANEL
2) #10 x 1-1/2" S.M.S. OR WWOODSCREWPERRAFTERZ
TRUSS TAIL ruORa
W
z
ALTERNATE:
10 x 3/4" S.M.S. OR WOOD
SCREW SPACED @ 12' O.C.
EXISTING FASCIA
POST AND BEAM (PER
TABLES)
ALTERNATE MOBILE HOME FLASHING
FOR FOURTH WALL CONSTRUCTION
PAN ROOF PANELS
SCALE: 2" =1'-0'
INSTALLATION INSTRUCTIONS:
A. PLACE (2) BEADS OF CAULKING ON BACK SIDE OF HEADER BEFORE INSTALLING.
B. SLIDE 1"TAB AT TOP OF HEADER UNDER DRIP EDGE. DO NOT PUSH DRIP EDGE UP.
DRIP EDGE MUST MAINTAIN SAME PLANE AS SLOPE OF ROOF.
C. FASTEN HEADER TO FASCIA BOARD WITH #10 x V SCREWS @ 6" O.C. STAGGERED
TOP AND BOTTOM (SEE DETAIL ABOVE)
D. PLACE PAN ROOF PANEL INTO HEADER AND ATTACH TO 4TH WALL POST AND BEAM
SYSTEM ONLY. DO NOT ATTACH TO HEADER. HEADER IS USED AS FLASHING ONLY.
m r-I
n O N
Nv
2 J LL^r, EE
F IN O 0
tz in u
rsn 4-J
bvvm in
U en3in
3ar tL
to N m ar
W X
121
CC rt wcC :
1: LL4 ii3
DoJrd H
a a
Do
J Owr\
F Q
2 J E Z
U) 0 1-- o Q
1E -0 N n
O U) Z ZO
U_O N C9
a~ w IUUj
WZ °
dZ 0 >
W
O an F-
U c Q' U Z W o J
J Z QW L
U
W Lt- 0 It
Z Q
W O i U)
IY InzUo W
W Z m
Z
or- Z W c in
n- W O J
O Q t` IL
Q
O H i; N
co
U) J
aNi WWZ
Il
w [2 LL m0J
O 0
v m a) EL c
aa))
M
a
0 L N 'd r- I.
I a)
Co U
O m N
m
I Z
o W
o X
O
U. m a
20
WCD I
z w
SEAL a
SHEET z UJ
t7 zco
10A z z
w12
m 08-
12-2010 OF 0
8 x 1/2- S.M.S. SPACED N
G TRUSS OR RAFTER @ 8" O.C. BOTH SIDES CAULK —
ALL EXPOSED SCREW HEADS
x 1-112"S.M.S. OR WOOD
WOOD SCREW (2) PER
RAFTER OR TRUSS TAIL C
0 X 3/4" S.M.S. OR WOOD
REW SPACED @ 12- O.C. ROOF PANEL
EXISTING FASCIA
ROOF PANEL TO FASCIA DETAIL
2" = l'-0" EXISTING HOST STRU SCALE: #
14 x 1/2' WAFER
WOOD FRAME, MASONRY OR S. .
OTHER CONSTRUCTION -
FOR MASONRY USE: ;•;;;::
2) 1/4" x 1-1/4" MASONRY :::::::
ANCHOR OR EQUAL @ 12" O.C.
FOR WOOD USE:
14 x 1-1/2" S.M.S. OR WOOD
SCREWS @ 12O.C. :•:•;#•; ;•;: FLOOR PANEL ROOF
OR FLOOR PANEL TO WALL DETAIL SCALE:
2" = V-W WOOD
STRUCTURES SHOULD CONNECT TO TRUSS BUTTS OR THE SUB -FASCIA FRAMING WHERE POSSIBLE
ONLY. 15% OF SCREWS CAN BE OUTSIDE THE TRUSS BUTTS. SUB -FASCIA AND THOSE AREAS SHALL
HAVE DOUBLE ANCHORS. ALL SCREWS INTO THE HOST STRUCTURE SHALL HAVE MINIMUM 1-1/4- WASHERS
OR SHALL BE WASHER HEADED SCREWS. HEADER
INSIDE DIMENSION SHALL BE EQUAL TO PANEL OR PAWS DEPTH't". THE WALL THICKNESS SHALL
BE THE THICKNESS OF THE ALUMINUM PAN OR COMPOSITE PANEL WALL THICKNESS. HEADERS SHALL
BE ANCHORED TO THE HOST STRUCTURE WITH ANCHORS APPROPRIATE FOR THE MATERIAL CONNECTED
TO. THE ANCHORS DETAILED ABOVE ARE BASED ON A LOAD FROM 120 M.P.H. FOR SBC SECTION
1606 FOR A MAXIMUM POSSIBLE SPAN OF THE ROOF PANEL FROM THE HOST STRUCTURE. ANCHORS
BASED ON 120 MPH WIND VELOCITY. FOR HIGHER WIND ZONES USE THE FOLLOWING CONVERSION:
EXISTING
TRUSS OR RAFTER 10
x 1-1/2" S.M.S. OR WOOD SCREW (
2) PER RAFTER OR TRUSS
TAIL HOST
STRUCTURE 100 -
1231 130 1140 150 8
1 #10 1 #12 1 #12 REMOVE
RAFTER TAIL TO HERE
REMOVE
ROOF TO HERE 8
x 112" S.M.S. SPACED @
PAN RIB MIN. (3) PER PAN FLASH
UNDER SHINGLE 0¢
o
1-
1/2" x 1/B" x 11-1/2" PLATE OF 6063
T-5, 3003 H-14 OR 5052 H-
32 HEADER
NEW
2 x _ FASCIA REMOVED
RAFTER TAIL ROOF PAN TO FASCIA DETAIL EXISTING
TRUSS OR RAFTER 10
x 1-1/2" S.M.S. OR WOOD SCREW (
2) PER RAFTER OR TRUSS
TAIL HOSTSTRUCTURE
SCALE:
2' = V-0" REMOVE
RAFTER TAIL TO HERE
REMOVE
ROOF TO HERE 8
x 1/2" S.M.S. SPACED @
8' O.C. BOTH SIDES FLASH
UNDER SHINGLE COMPOSITE
ROOF PAN HEADER
NEW
2 x _FASCIA REMOVED
RAFTER TAIL COMPOSITE ROOF PANEL TO WALL DETAIL SCALE:
2' = V-0" EXISTING
TRUSS OR RAFTER 2) #
10 x 1-1/2" S.M.S. OR WOOD
SCREW PER RAFTER OR
TRUSS TAIL ALTERNATE
I 10
x 3/4" S.M.S. OR WOOD SCREW
SPACED @ 12" O.C. EXISTING
FASCIA FOR
FASTENING TO ALUMINUM USE TRUFAST HD
x ("t" + W41 AT 8" O.C. FOR UP TO 130 MPH POST AND BEAM (PER WIND
SPEED'D' EXPOSURE; 6" O.C. ABOVE TABLES) 130
MPH AND UP TO A 150 MPH WIND SPEED D-
EXPOSURE. ALTERNATE
MOBILE HOME FLASHING FOR
FOURTH WALL CONSTRUCTION COMPOSITE
ROOF PANELS SCALE:
2' = l'-0' INSTALLATION
INSTRUCTIONS: A.
PLACE (2) BEADS OF CAULKING ON BACK SIDE OF HEADER BEFORE INSTALLING. B.
SLIDE 1" TAB AT TOP OF HEADER UNDER DRIP EDGE DO NOT PUSH DRIP EDGE UP. DRIP
EDGE MUST MAINTAIN SAME PLANE AS SLOPE OF ROOF. C.
FASTEN HEADER TO FASCIA BOARD WITH #10 x 1" SCREWS @ 6' O.C. STAGGERED TOP
AND BOTTOM (SEE DETAIL ABOVE) D.
PLACE COMPOSITE ROOF PANEL INTO HEADER AND ATTACH TO 4TH WALL POST AND BEAM
SYSTEM ONLY. DO NOT ATTACH TO HEADER. HEADER IS USED AS FLASHING ONLY.
6"
x T x 6' 0.024" MIN. BREAK FORMED
FLASHING v
ROOF
PANEL' w
Z
SCREW
910 x (T + 10) W/ 1-
1/4' FENDER WASHER HOST
STRUCTURE TRUSS OR RAFTER
r --
1' FASCIA (MIN.) Z
BREAK FORMED METAL SAME Z
THICKNESS AS PAN (MIN.) EXTEND
UNDER DRIP EDGE 1" MIN.
ANCHOR TO FASCIA AND RISER
OF PAN AS SHOWN 8
x 314" SCREWS @ 16' O.C. 8
x 1/2" SCREWS @ EACH RIB ROOF
PANEL 1-
1/2" x 1/8" x 11-1/2" PLATE OF 6063
T-5, 3003 H-14 OR 5052 H-
32 8
x 1/2" S.M.S. @ 8' O.C. HEADER (
SEE NOTE BELOW) EXISTING
HOST STRUCTURE: FOR MASONRY USE WOOD
FRAME, MASONRY OR 1/4" x 1-1/4' MASONRY OTHER
CONSTRUCTION ANCHOR OR EQUAL @
24" O.C.FOR WOOD USE 10
x 1-1/2" S.M.S. OR WOOD SCREWS
@ 12" O.C. 8
x 1/2" ALL PURPOSE SCREW
@ 12" O.C. m
H n
BREAKFORM
FLASHING O_ m 61 N
6
10' I
LL^ N O O In
m u 03
4-1 C v N fC U
rtf V vl M3IL
I h i
L. Oor{ E L.LJ O_ 3" COMP
SEE SPAN
TABLE)EL rt1Owc I
III
STRIP SEALANT
BETWEEN uI- _jla
N H
00 a
FASCIA
AND
HEADER 1/2"
SHEET ROCK FASTEN TO PANEL W/
1" s a „
Ln m `' FINE
THREADSHEETROCK
SCREWS @ 16' i O.C.
EACH WAY WHEN SEPARATION BETWEEN FASTENING SCREW
SHOULD DRIP EDGE AND PANEL IS LESS THAN
3/4" THE FLASHING BE AMIN. OF 1" BACK FROM SYSTEM SHOWN
IS REQUIRED THE EDGEOFFLASHINGQO O
ALTERNATE
DETAIL
FOR FLASHING ON SHINGLE ROOFS ui Q
g
U) o SCALE: 2- =
V-0- S Q '--I NOTES: Z
0 H F 1. FLASHING
TO BE INSTALLED A MIN. 6" UNDER THE FIRST ROW OF SHINGLES. 0 w z 0 w
2. STANDARD
COIL FOR FLASHING IS 16- .019 MIL COIL co _I i- Z3. FIRST
ROW OF EXISTING NAILS MUST BE REMOVED TO INSTALL FLASHING PROPERLY. 0 Z 0 ul 4.
FLASHING
WILL BE INSTALLED UNDER THE FELT PAPER WHEN POSSIBLE. o- 5. HEADER
WILL BE PUTTY TAPED AND CAULKED EVEN THOUGH FLASHING IS TO BE c 0 D 0 INSTALLED. 6. IF
THE DROP FROM THE EDGE OF THE SHINGLE DOWN TO THE TOP OF THE HEADER IS MORE Lu
LU
U Z
0 ZL THAN
1" THEN THE DRIP EDGE WILL HAVE TO BE BROKEN TO CONFORM TO THIS V 0 DROP. 0
7. WHENUSINGFLASHINGTHESMALLESTSIZEHEADERAVAILABLESHOULDBEUSED. 12- W U 03 MIL.
ROLLFORM OR 8" BREAKFORM IS BEST SUITED FOR HEADER SINCE IT KEEPS THE Q Z O FLAP LIP
OF THE HEADER BACK FROM THE EDGE OF THE FLASHING. N z C 8. WHENSEPARATIONBETWEENDRIPEDGEANDPANELFLASHINGISREQUIRED1/2" aQ SEPARATION MINIMUM.
LL W m9.
STRIPSEALANTBETWEENFASCIAANDHEADERPRIORTOINSTALLATION. Z x 0 0, U 0
O JLL
Q o
N EXISTING
HOST
STRUCTURE WOOD FRAME,
MASONRY OR OTHER CONSTRUCTION
HOST STRUCTURE
TRUSS OR RAFTER BREAK
FORMED
METAL SAME z THICKNESS
AS PAN (MIN.) EXTEND UNDER
DRIP EDGE 1' MIN. ANCHOR
TO FASCIAAND RISER OF
PAN AS SHOWN 1- FASCIA (
MIN.) 10 x
1-1/2' S.M.S. @ 16' O.C. 0.040"
ANGLE W/ #8 x 1/2" S.M.
S. @ 4" O.C. l- COMPOSITE
ROOF PANEL HEADER (SEE
NOTE'BELOW) 8 x (
d+1/2") S.M.S. @ 8" O.C. FOR.MASONRY
USE 1/4"
x 1-1/4" MASONRY ANCHOR OR
EQUAL @ 24"
O.C.FOR WOOD USE' 10 x
1-1/2" S.M.S. OR W00l SCREWS @
12" O.C. / 0 z
Wa
O
0
w
m
Oc!)
z
Ixw
wz0z
wOtL
U)
ALTERNATE
ROOF
PANEL TO WALL DETAIL n. SCALE: 2" =
1'-0" ALTERNATE COMPOSITE ROOF PANEL TO WALL DETAIL O ROOF PANELS
SHALL BE ATTACHED TO THE HEADER W/ (3) EACH U 0 48 x
1/2" LONG CORROSION RESISTANT SCALE: 2' = V-0' S.M.
S. W/ 112" WASHERS. ALL SCREW HEADS SHALL BE CAULKED OR SHALL HAVE NEOPRENE GASKET COMPOSITE ROOF PANELS SHALL BE ATTACHED TO EXTRUDED HEADER W/ (3) EACH U) BETWEEN THEWASHERANDTHEPAN. PAN RIBS SHALL RECEIVE (1) EACH #8 x 1/2" SCREW EACH. THE #8 x (d+1/2") LONG CORROSION RESISTANT S.M.S. PANS MAYBEANCHOREDTHROUGHBOXEDPANW/ (3) EACH 98 x 1" OF THE ABOVE SCREW TYPES AND vi THE ABOVESPECIFIEDRIBSCREW. 08-12-
2010 It co
coco
Nn
J Lu
rL - LL. zlLLLj
c3 m x d WMLL ( O v
C
a
N
j `
n LU ot
a) m
t l/
cgi O
m
a y
01O
a 0
SEALO
C9
z
ujSHEEP
i
c z
z10BOF
12
z w
m
CAULK ALL EXPOSED SCREW
HEADS
SEALANT UNDER FLASHING
3" COMPOSITE OR PAN ROOF
SPAN PER TABLES)
V
iY
8 x 1/2' WASHER HEADED II
CORROSIVE RESISTANT > N
SCREWS @ 8" O.C.
ALUMINUM FLASHING
LUMBER BLOCKING TO FIT
PLYWOOD / OSB BRIDGE zz
FILLER F
w
tO -o
a
IIEXISTING TRUSSES OR
II
RAFTERS
k/uA B1 IIIIA B 111 cif- HOSTSTRUCTURE
11=
FASCIA OF HOST STRUCTURE
2" x _ RIDGE OR ROOF BEAM
SEE TABLES)
SCREEN OR GLASS ROOM
WALL (SEE TABLES)
PROVIDE SUPPORTS AS
REQUIRED
W / VARIES A
ROOF MEMBER, RIDGE BEAM, FRONT WALL, AND SIDE WALL
TOP RAIL SPANS ARE FOUND IN THE APPLICABLE TABLES
COMPOSITE ROOF: UNDER THE LOAD WIDTH FOR EACH INDIVIDUAL JOB
8 x "t" +1/2' LAG SCREWS W/ SCREEN OR SOLID WALL ROOM VALLEY CONNECTION
1-1/4"0 FENDER WASHERS @ PLAN VIEW
8" O.C. THRU PANEL INTO 2 x 2 SCALE: 1/8" = l'-0'
2"X2"x0.044'HOLLOW EXT.
5/16"0 x 4" LONG (MIN.) LAG
SCREW FOR 1-1/7
EMBEDMENT (MIN.) INTO
RAFTER OR TRUSS TAIL
CONVENTIONAL RAFTER OR
FOR FASTENING COMPOSITE PANEL TO TRUSS TAIL
ALUMINUM USE TRUFAST HD x ("t+314")AT8"
O.C. FOR UP TO 130 MPH WIND SPEED "D"
EXPOSURE; 6" O.C. ABOVE 130 MPH AND UP
1-TO A 150 MPH WIND SPEED "D" EXPOSURE.
WEDGE ROOF CONNECTION DETAIL
SCALE: 2" =1'-W
COMPOSITE PANEL BEAM (SEE TABLES)
1" x 2" OR 1" x 3" FASTENED // REMOVE EXISTING SHINGLES
TO PANEL W/ (2) 1/4" x 3" LAG UNDER NEW ROOF
SCREWS W/ WASHERS
FOR 140 8 150 MPH USE 12
2) 318" x 3" LAG SCREWS
W/ WASHERS Q 6
30# FELT UNDERLAYMENT W/
220# SHINGLES OVER
COMPOSITE PANELS CUT PANEL TO FIT FLAT
0.024" FLASHING UNDER AGAINST EXISTING ROOF
EXISTING AND NEW SHINGLES FASTENERS PER TABLE3B-8
MIN. 1-1/2" PENETRATION
2 x 4 RIDGE RAKE RUNNER
TRIM TO FIT ROOF MIN. 1' @
INSIDE FACE
EXISTING RAFTER OR
FASTEN W/ (2) #8 x 3" DECK
SCREWS THROUGH DECK
TRUSS ROOF INTO EXISTING TRUSSES OR
RAFTERS
RIDGE BEAM
2" x 6" FOLLOWS
ROOF SLOPE
ATTACH TO ROOF W/
RECEIVING CHANNELAND
8) #10 x 1' DECK SCREWS
AND (8) #10 x 3/4" S.M.S.
RIDGE BEAM
Tx6"
EXISTING 1/2' OR 7/16"
POST SIZE PER TABLES SHEATHING
SCREEN OR SOLID WALL ROOM VALLEY CONNECTION
FRONT WALL ELEVATION VIEW
SCALE: 1/4" =1'-0"
A - A - SECTION VIEW
SCALE: 1/2" = T-O"
B - B - ELEVATION VIEW
SCALE: 1/2" =1'4r
I
B - B - PLAN VIEW
SCALE: 1/2" =1'-0"
POST SIZE PER TABLES
INSTALL W/ EXTRUDED OR
BREAK FORMED 0.050"
ALUMINUM U-CLIP W/ (4)1/4" x
1-1/2- LAG SCREWS AND (2)
1/4" x 4- THROUGH BOLTS
TYPICAL)
TRUSSES OR RAFTERS
2) 1/4" x 4" LAG SCREWS AND
WASHERS EACH SIDE
RISER PANEL
ALL LUMBER #2 GRADE OR
BETTER
OPTIONAL) DOUBLE PLATE
FOR NON -SPLICED PLATE
WALLS 16'-0" OR LESS
PAN TO WOOD FRAME DETAIL
FOR FASTENING TO WOOD SCALE: 2' =1'-0"
USE TRUFAST SO x ("P + 1-1/2")
AT 8" O.C. FOR UP TO 130 MPH
WIND SPEED EXPOSURE "D"; 6"
O.C. FOR ABOVE 130 MPH AND
UP TO 150 MPH WIND SPEED
EXPOSURE "D'
ALL LUMBER #2 GRADE OR
BETTER
OPTIONAL) DOUBLE PLATE
FOR NON -SPLICED PLATE
WALLS 18'-0" OR LESS
3) #8 WASHER HEADED
SCREWS W/1'EMBEDMENT m o
CAULK ALL EXPOSED SCREW
4 m
HEADS AND WASHERS N
I Jn^
LL N O O
me -r- U1 o ? u
Cd-j 4-1 C
U'o m3
UNTREATED OR PRESSURE C/ -m o LL c
TREATED W/ VAPOR BARRIER O
Fes• l.7 N 1 Cl1
LiJ D_ X
EH rTa w c
III a1
r a
O uco ^Jro ENFa
Qm
J
cowIf---
COMPOSITE PANEL UNTREATED
OR PRESSURE TREATED
W/ VAPOR BARRIER COMPOSITE
PANEL TO WOOD FRAME DETAIL SCALE:
2" =1'-0" PLACE
SUPER OR EXTRUDED GUTTER
BEHIND DRIP EDGE EXISTING
TRUSS OR RAFTER 10x2'
S.M.S.@ 12'O.C. EXISTING
FASCIA SEALANT
3"
PAN ROOF PANEL MIN.
SLOPE 114" : l') 3) #
8 x 3/4' S.M.S. PER PAN W/ 3/
4" ALUMINUM PAN WASHER CAULK
EXPOSED SCREW HEADS
SEALANT
1/
4" x 8" LAG SCREW (1) PER TRUSS /
RAFTER TAIL AND 1/
4" x 5" LAG SCREW MID WAY BETWEEN
RAFTER TAILS SUPER
OR EXTRUDED GUTTER EXISTING
ROOF TO PAN ROOF PANEL DETAIL 1 SCALE:
2" = l'-0" EXISTING
FASCIA PLACE SUPER OR EXTRUDED EXISTING
TRUSS OR RAFTER GUTTER BEHIND DRIP EDGE SEALANT
10
x 2" S.M.S. @ 12' O.C. 1120
SCH. 40 PVC FERRULE SEALA
1 #
88 xJ3/4' PER PAN RIB ONLY
CAULK
EXPOSED SCREW IHEADSPOST
SIZE PER TABLES INSTALL
W/ EXTRUDED OR 1/4-x 8" LAG SCREW (1) PER EXTRUDED
OR 3- PAN ROOF PANEL MIN.
SLOPE 1/4': 11 BREAKFORMED0.050" TRUSS / RAFTER TAIL AND SUPER
GUTTER ALUMINUM
U-CLIP W/ (4) 1/4' x 114" x 5" LAG SCREW MID WAY W HEADER EXTRUSION 1-
1/2' LAG SCREWS AND (2) BETWEEN RAFTER TAILS FASTEN TO PANEL W/(3) 1/
4" x 4" THROUGH BOLTS 8 x 1/2" S.M.S. EACH PANEL TYPICAL)
SUPER OR EXTRUDED GUTTER EXISTING
ROOF TO PAN ROOF PANEL DETAIL 2 SCALE:
2" = 1'-0" J
Q
Z (
n Q :
E U) 20
J Q
OalfWw
Z _O W °
ls W cr-
U Z Z
U }
O Fes-
Q Z Z
CL W
LL W
0 U
J
Q
w
c0
LL
W [L_
zLL2LLlu
2
D-
J
w
EL v CL
ctiV LL
C V ^ o
coQ lam- Q fq
x co L ai
2 F-
U z
3 a w1-
w _I z
C7
zww
SEAL 00i
SHEET w
10( w08-
12-20 0 OF z
Oo
ui w
o
0
N
z
y
z wz
m w
ui 2
w IL
Z to
m
O
zOz
zw
wz0
z
wk
z
zw12
0
BREAK FORMED OR
EXTRUDED HEADER
PLACE SUPER GUTTER
BEHIND DRIP EDGE
EXISTING TRUSS OR RAFTER
SEALANT
10 x 2" S.M.S. @ 24" O.C.
1/4' x 8" LAG SCREW (1) PER
TRUSS / RAFTER TAIL
EXISTING FASCIA r EXTRUDED OR
SUPER GUTTER
f
SEALANT
10 x 4" S.M.S. W/ 1-1/2"0
FENDER WASHER @ 12" O.C.
CAULK SCREW HEADS &
CAULK EXPOSED SCREW
HEADS
3" COMPOSITE ROOF PANEL
MIN. SLOPE 1/4": 11
112" 0 SCH. 40 PVC FERRULE
EXISTING ROOF TO COMPOSITE ROOF PANEL DETAIL 1
SCALE: 2" = V-0" OPTION 1:
2" x _ x 0.050" STRAP @ EACH
COMPOSITE SEAM AND 1/2
CAULK EXPOSED SCREW WAY BETWEEN EACH SIDE W/
HEADS 3) #10 x 2" INTO FASCIA AND
PLACE SUPER OR EXTRUDED 3) #10 x 3/4" INTO GUTTER
GUTTER BEHIND DRIP EDGE
OPTION 2:
1/4" x 8" LAG SCREW (1) PER
TRUSS / RAFTER TAIL IN 1/2"0
SCH. 40 PVC FERRULE
SEALANT
10 x 2' S.M.S. @ 24" O.C. 3" COMPOSITE ROOF PANEL
MIN. SLOPE 1/4": 11
EXISTING TRUSS OR RAFTER
EXISTING FASCIA
EXTRUDED OR
SUPER GUTTER
3" HEADER EXTRUSION
FASTEN TO PANEL W/
8 x 1/2" S.M.S. EACH SIDE
@ 1Y O.C. AND FASTEN TO
SEALANT GUTTER W/ LAG BOLT AS
SHOWN
EXISTING ROOF TO COMPOSITE ROOF PANEL DETAIL 2
SCALE: 2" =1'-(r "
GUTTER BRACE @ 2'-0" O/C
CAULK
SLOPE
I
f
COMPOSITE ROOF
SUPER OR
HEADER EXTRUDED
CAULK GUTTERPSOFFrr
2" x 9" BEAM i
2) #10 x 1/2" S.M.S. @ 16" O/C 2" 0 HOLE EACH END FOR
FROM GUTTER TO BEAM WATER RELIEF
SUPER OR EXTRUDED GUTTER TO 2" x 9" BEAM DETAIL
SCALE: 2" =1'-0"
ALTERNATE 3/4'0 HOLE
GUTTER
PAN ROOF
FASCIA COVERS PAN & SEAM
OF PAN & ROOF
318" x 3-112" LOWER VENTS
OR 3/4"0 WATER RELIEF
HOLES REQUIRED FOR 2-1/2"
T RISER PANS
GUTTERS FOR 2-1/2" AND LARGER PANS SHALL HAVE A 314"0 HOLE OR A 3/8" x 4" LOUVER @
12" FROM EACH END AND 48" O.C. BELOW THE PAN RISE BREAK TO PREVENT WATER
BUILD-UP ON THE ROOF. THIS WATER RELIEF SYSTEM IS RECOMMENDED FOR PANS
SMALLER THAN 2-1/2" ALSO
PAN FASCIA & GUTTER END CAP WATER RELIEF DETAIL
SCALE: T = V-0"
FLASHING 0.024" OR 26 GA.
GALV.
2" x 2" x 0.06" x BEAM DEPTH +
4" ATTACH ANGLE'A" TO
FASCIA W/ 2-W8" LAG
SCREWS @ EACH ANGLE
MIN. 2" x 3" x 0.050" S.M.B. (4)
10 S.M.S. @ EACH ANGLE
EACH SIDE
AI B I A =
WIDTH REQ. FOR GUTTER B =
OVERHANG DIMENSION BEAM
TO WALL CONNECTION: 2)
2" x 2" x 0.060" EXTERNALLY MOUNTED ANGLES ATTACHED TO WOOD WALL W/ MIN. (2) 318" x 2" LAG
SCREWS PER SIDE OR (2) 1/4" x 2-1/4" CONCRETE ANCHORS TO CONCRETE OR MASONRY WALL
ADD (1) ANCHOR PER SIDE FOR EACH INCH OF BEAM DEPTH LARGER THAN 3" . ALTERNATE) (
1) 1-W4" x 1-3/4" x 1-3/4" x 1/8" INTERNAL U-CLIP ATTACHED TO WOOD WALL W/ MIN. (3) 3/
8' x 2" LAG SCREWS PER SIDE OR (3) 1/4" x 2-1/4" CONCRETE ANCHORS TO CONCRETE OR MASONRY
WALL ADD (1) ANCHOR PER SIDE FOR EACH INCH OF BEAM DEPTH LARGER THAN 3" CANTILEVERED
BEAM CONNECTION TO FASCIA DETAIL SCALE:
T = V-0" RECEIVING
CHANNEL OVER BEAM
ANGLE PROVIDE 0.060" SPACER
@ RECEIVING CHANNEL
ANCHOR POINTS (2) 10
x 2-1/2" S.M.S. @ RAFTER TAILS
OR @ 2" O.C. MAX. W/ 2"
x 6" SUB FASCIA 2"
x 6" S.M.B. W/ (4) #10 S.
M.S. @ EACH ANGLE EACH
SIDE NOTCH
ANGLE OPTIONAL MUST
REMAIN FOR ANGLE STRENGTH
CANTILEVERED
BEAM CONNECTION AT FASCIA (END VIEW) SCALE:
2" = 1'-0" PAN
ROOF ANCHORING DETAILS RIDGE
CAP 8
x 9/16" TEK SCREWS @ PAN
RIBS EACH SIDE SEALANT
PAN
HEADER (BREAK - FORMED
OR EXT.) HEADERS
AND PANELS ON BOTH
SIDES OF BEAM FOR GABLED
APPLICATION 0
zw
PAN
OR COMPOSITE ROOF a PANEL
O 8
x 1/2" S.M.S. (3) PER PAN ALONG
PAN BOTTOM ROOF
PANEL TO BEAM DETAIL m WHEN
FASTENING TO SCALE: 2"'-- V-0' ALUMINUM
USE TRUFAST HD x t" +
3/4") AT 8" O.C. FOR UP TO ? 130
MPH WIND SPEED FOR PAN ROOFS: EXPOSURE "
D"; 6" O.C. FOR (3) EACH #8 x 1/2" LONG S.M.S. z ABOVE
130 MPH AND UP TO "' '' ' . ......... PER 12" PANEL W/ 314" 150
MPH WIND SPEED ................. ALUMINUM PAN WASHER z EXPOSURE "
D" w
O
CAULK
ALL EXPOSED SCREW LL HEADS &
WASHERS ROOF PANEL FOR
COMPOSITE ROOFS: (PER TABLES SECTION 7) 910
x (t.+ 1/2 S.M.S. W/ SUPPORTING
BEAM z 1-1/4'0 FENDER WASHERS (PER
TABLES) w @12" O.C. (LENGTH PANEL
THICKNESS+ 1") @
ROOF BEARING ELEMENT SHOWN)
AND 24" O.C. @ NON -
BEARING ELEMENT (SIDE WALLS)
ROOF
PANEL TO BEAM FASTENING DETAIL SCALE:
2" = V-0" CAULK
ALL EXPOSED SCREW HEADS &
WASHERS 8
x 11T S.M.S. (3) PER PAN AND (
1) AT PAN RISER ALTERNATE
CONNECTION: 8
x 1-1/4" SCREWS (3) PER PAN
INTO BEAM THROUGH BOXED
END OF PAN AND HEADER
O
NN
vJ
LL i. ^ I-
LL N O O N
amrn u c-
om 4-1C '' N fC u
r%xx T 3 C1.
1 > LL f '^ LOLCD
to
N
Cp jJ LILJ
D_ X c
II •
r r0 ' 7 U ^
J ffi N
0 m a
m
my coul
rl
w z
J
o Z
U) 0 Q
O J N Z
O < U'
W z J
p w Z_
O J aILU
M W
W U)
fn
U
Z N U
L) o JU
Imo"
Q Z z Z
d LLI
W
p 'm Z_
W O o o
LL
0
N
N
t0
oZ
N h J
cc") LL
W Ti W
x LL
D_ -j
0 LU
a 9 a m
ot
Np ro a
0
SHEET U
J
10D
08-
12-20 0 OF 12 0
a
Of
0
O
zw
wz0
w
z
zwtoE
u
0.024" x 12" ALUMINUM BRK 10 x 4" S.M.S. W/ 1/4 x 1-11T
MTL RIDGE CAP S.S. NEOPRENE WASHER @
8" O.C.
VARIABLE HEIGHT RIDGE SEALANT
BEAM EXTRUSION
98 x 9/16"TEK SCREW @ 8"
O.C.
I I
CAULK ALL EXPOSED SCREW
ROOF PANEL
I - I
I I
HEADS AND WASHERS
I I
3) 1/4"0 THRU-BOLTS (TYP.)
1/8" x x 3" POST OR SIMILAR3' I I
I 8 x 9/16" TEK SCREW @ 6"
O.C. BOTH SIDES
PANEL ROOF TO RIDGE BEAM 0) POST DETAIL
SCALE: 2" =1'-U"
0.024" X 12" ALUMINUM BRK
MTL RIDGE CAP FASTENING OF COMPOSITE
s / • • .. _ _ PANEL'
VARIABLE HEIGHT RIDGE
BEAM EXTRUSION
ROOF PANEL
2" x _ SELF MATING BEAM
5 REBAR IMBEDDED IN TOP
e
OF CONCRETE COLUMN (BY
OTHERS)
SEALANT3- 9-/ 98 x 9/16" TEK SCREW @ 8"
O.C.
CAULK ALL EXPOSED SCREW
HEADS AND WASHERS
IL 1/8" WELDED PLATE SADDLE
W/ (2) 1/4" THRU-BOLTS
e<
WHEN FASTENING TO ALUMINUM USE TRUFAST HD x ("P + 3/4") AT 8" O.C. FOR UP TO 130 MPH WIND
SPEED EXPOSURE "D"; 6" D.C. FOR ABOVE 130 MPH AND UP TO 150 MPH WIND SPEED EXPOSURE "D"
PANEL ROOF TO RIDGE BEAM @ CONCRETE POST DETAIL
SCALE: 2" = V-0"
8 x 1/2" CORROSION
RESISTIVE WASHER HEADED
0.024" ALUMINUM COVER PAN SCREWS @ 24.O.C.
OR CONTINUOUS ALUMINUM -ALTERNATE #8 x 1/2" S.M.S.
SHEET W/ 1/2" 0 WASHER.
x
W
TYPICAL INSULATED PANEL
SCALE: 2" = V-0"
NOTES:
1. INSTALL RIGID FOAM INSULATION INTO ALUMINUM ROOF PAN.
2. COVER•INSULATION WITH 0.024" PROTECTOR PANEL WITH OVERLAPPING SEAMS.
3. INSULATION PANEL SHALL BE CLOSED WITH ALUMINUM END CAP TO SECURE
PLACEMENT AND TO DISCOURAGE THE NESTING OF WILDLIFE AND OR INSECTS.
4. PROTECTOR PANEL WILL BE SECURED BY #8 x 5/8" CORROSION RESISTIVE WASHER
HEADED SCREWS.
5. SCREW PATTERN WILL BE 12" ON ALL PERIMETERS AND 24" O.C. FIELD ON EACH
PANEL
6. ALUMINUM END CAP WILL BE ATTACHED WITH (3) #8 x VT CORROSION RESISTIVE
WASHER HEADED SCREWS.
NOTE: FOR PANEL SPANS W/ 0.024" ALUMINUM PROTECTIVE COVER MULTIPLY
SPANS IN SECTION 5 OR 7 BY 1.28 FOR H-28 METAL & 1.20 FOR H-14 OR H-25 METAL
COVERED AREA
TAB AREA
MINI III
NIroI"
N
318" TO 1/2" ADHESIVE BEAD
FOR A 1" WIDE ADHESIVE na'
STRIP UNDER SHINGLE
Nn'N N MIN ROOF SLOPE 2-1/2 : 12
SUBSEQUENT
INNI
IN NNNINNNN
ROWS
STARTER ROW
COMPOSITE PANEL W/
EXTRUDED OR BREAK
FORMED CAP SEALED IN
PLACE W/ ADHESIVE OR
SCREWS
SEALANT BEADS
ATTACH SHINGLES TO COMPOSITE ROOF PANELS WITH INDUSTRIAL ADHESIVE'.
APPLY ADHESIVE IN A CONTINUOUS BEAD 3/8" TO 1/2" DIAMETER SO THAT THERE IS A 1" WIDE
STRIP OF ADHESIVE WHEN THE SHINGLE IS PUT IN PLACE. CLEAN ALL JOINTS AND ROOF PANAL
SURFACES WITH XYLENE (XYLOL) OR OTHER SOLVENT BASED CLEANER.
FOR AREAS UP TO 120 M.P.H. WIND ZONE:
1. STARTER ROWS OF SHINGLES SHALL HAVE ONE STRIP OF ADHESIVE UNDER THE SHINGLE
AT MID COVERED AREA AND ONE UNDER THE SHINGLE AT MID TAB AREA. STARTER SHINGLE
ROW INSTALLED WITH THE TABS FACING IN THE UPWARD DIRECTION OF THE ROOF SLOPE.
2. SUBSEQUENT ROWS OF SHINGLES INSTALLED WITH THE TABS FACING IN THE DOWNWARD
DIRECTION OF THE ROOF SLOPE WITH ONE STRIP OF ADHESIVE UNDER THE SHINGLE AT MID
COVERED AREA
FOR AREAS ABOVE 120 M.P.H. WIND ZONE:
1. STARTER ROWS OF SHINGLES SHALL HAVE TWO STRIPS OF ADHESIVE UNDER THE SHINGLE
AT MID COVERED AREA AND TWO STRIPS AT MID TAB AREA SHINGLE ROW INSTALLED WITH
THE TABS FACING IN THE UPWARD DIRECTION OF THE ROOF SLOPE.
2. SUBSEQUENT ROWS OF SHINGLES INSTALLED PER PREVIOUS SPECIFICATION WITH TWO
STRIPS OF ADHESIVE AT MID COVERED AREA
ADHESIVE: BASF DEGASEALTM 2000
COMPOSITE ROOF PANEL WITH SHINGLE FINISH DETAIL
SCALE: N.T.S.
COVERED AREA
TAB AREA W/ 1" ROOFING
NAILS
INSTALLED PER
MANUFACTURERS
SPECIFICATION FOR NUMBER
AND LOCATION
MIN. ROOF SLOPE 2-1/2: 12
0
0
o
SUBSEQUENT ROWS
0
3/8' TO 1/2" ADHESIVE BEAD
FORA 1" WIDE ADHESIVE
STRIP UNDER SHINGLE
STARTER ROW
COMPOSITE PANEL W/
EXTRUDED OR BREAK
FORMED CAP SEALED IN
PLACE W/ ADHESIVE OR #8
WAFER HEADED SCREWS
7/16" O.S.B. PANELS
SPECIFICATIONS FOR APPLYING O.S.B. AND SHINGLES FOR ROOF SLOPES OF 2:12 AND GREATER
1. INSTALL PRO-FAB PANELS IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS.
2. CLEAN ALL JOINTS AND PANEL SERFACE WITH XYLENE (XYLOL) OR OTHER SOLVENT BASED CLEANER.
3. SEAL ALL SEAMS WITH BASF DEGASEAL - 2000 AND CLEAN THE ROOF TO REMOVE ANY DIRT, GREASE,
WATER OR OIL.
4. APPLY 3/8"0 BEAD OF BASF DEGASEALTM 2000 TO PANELS @ 16- D.C. AND AT ALL EDGES AND INSTALL
7/16" O.S.B. OVER THE GLUE AND PANELS. ALLOW AT LEAST 30 MINUTES CURE TIME BEFORE INSTALLING --
SHINGLES.
5. INSTALL 15# FELT PAPER IN ACCORDANCE WITH THE 2007 FLORIDA BUILDING CODE W/ 2009
SUPPLEMENTS, 1507.38.
6. INSTALL SHINGLES IN ACCORDANCE WITH THE 2007 FLORIDA BUILDING CODE W/ 2009 SUPPLEMENTS,
1507.3.
7. ALTERNATE OSB FASTENING SYSTEM: #8 WAFER HEADED SCREWS OR STEEL STUD SHEET ROCK
SCREWS @ 8- D.C. EDGES AND 16. O.C. FIELD UP TO AND INCLUDING 130 MPH WIND ZONE AND AT 6. O.C.
EDGES 12" O.C. FIELD FOR 140-1 AND UP TO 150 MPH WIND ZONES.
COMPOSITE ROOF PANEL WITH O.S.B.
AND STANDARD SHINGLE FINISH DETAIL
SCALE: N.T.S.
COVERED AREA
TAB AREA
SUBSEQUENT ROWS
STARTER ROW
COMPOSITE PANEL W/
EXTRUDED OR BREAK
FORMED CAP SEALED IN
PLACE W/ ADHESIVE OR
SCREWS
ALTERNATE PROFAB COMPOSITE ROOF PANEL WITH SHINGLE FINISH DETAIL
SCALE: N.T.S.
REFER TO INSTALLATION INSTRUCTIONS FOR FLORIDA PRODUCTAPPROVAL FL# 8101
m ONI
d mJ,
N
HJ LL oO
Cr Lf) -,mu
rovv'oU
Cl
al II H
p L.No0041
N 1 EFi
C 3 Zr, w bIIII • C ^ LL 4-
rorb
E N 1-
Q M
m00
V
ri JwrlnF
z
J 0
w
Z U) o
Q2 U N
mO
ZO 1.— w z
J p w
N i- Z w
in Z O_ Ja
IL
W °d w rn
Ix U Z N
V VO o
J
H Q Z z
to Z <
LU w0 m
Q
O
J a
Q o
N
C
CDC
O n
J M
LL LLJUjI-L"
LLI
m
a J O
LL
C
N q 0 a rz
to
N : ' m
m It § a
Uj acMt
a) J m
U : O m
C U a
O)
n
m
1
O
o
ozwffaA-&Uv
a
W2DI
O
Oa
U
SHEET z
10E
0zLu
w
12
zw
08-12-2010 OF O
inW
12"
12" x VARIOUS HEIGHT RISER ROOF*PANEL
SCALE: 2 = l'-0"
Table 7.3.1 Allowable Spans and Design I Applied Loads' (#/SF)
for Metals USA Building Products LP. Riser Panels
Manufacturers Proprietary Products: Aluminum Alloy 3105 H-14, H-25
Florida Product Approval #FL1779
wind
Open Structures
Mono-SlopedRoof
screen Poems
Attached Covers
mGlass & Modular Roos
Enclosed orhangCantllever
Zone
MPH
1
s nfload• s annoad•
4
s nfload'
1
s Moad• span/load.
4
s Moad•
1
spa s anlload'
4
s aMoad'
All
Roofs
1 IT-3' 16 16'3' 13 16'- 13 10'-10- 23 13'4- 23 13'-8- 2 10'3' 2 72'-8- 2 12'-11- 27 4'-0- 45
110 12'-1' 17 15'-i1' 14 16'-3' 14 10'-0" 25 12-11- 25 13'3- 25 9'-4' 36 11'-11' 32 12'.3" 32 3'-10 55
1 11-3' 20 13'-11' 20 15'-W 17 9'-7" 33 1Z-3' 30 1Z-6 30 8'-9" 43 11'-2- 39 71'-5 39 3'-7 65
123 117 21 13'-9' 27 74'-0' 21 9'-5' 35 1 -0' 32 12'3 32 T 45 11'-0' 41 11'-3 41 3'-6' 69
130 10'-9 23 13'4 232T 13'4- 23 9'-1' 39 11'-7- 35 11'-10' 35 8'4' 51 10'S' 45 10'-11' 45 5W 77140-1 10' 27 12'-2 12'-11 27 8'-7- 46 11'-l' 40 11'4- 40 T-11' S9 9'-9' S9 10'4' 53 3' 89
140- 10'-3 27 12'-8 27 1Z-11- 27 8'-7- 46 IVA' 40 11'-0" 40 T-11' 59 9'-9- 39 10'-4'
150 94 36 12-0 32 123' 32 3" 52 10'- 4'6 10'- 00 T6-1 68 9'4' 68 Fg 68 3'-1 702
wind
Open Structures
M no -Sloped Roof
Semen RDams
Attached Covers
Glass & Modular Rooms
Enclosed
Overhang
Cantilever
Zone
MPH
1&2
s Moad•
3
s annoad•
4
spa nfload•
1&2
s annoad'
3
span/load'
4
s Moad'
1&2
s am4wd•
3
span/load-1
4
s annoad•
All
Roofs
10D 13'-3' 16 17'4- 113 1T-71' 13 11'-8- 23 15--1- 20 15'-5- 20 11'-1' 27 IT-8- 27 13'-11- 27 4'-0' 45
110 13'40" 17 1T-3' 14 1T-7- 14 11'4- 25 14'40' 25 15'-2' 21 10'S" 32 12'-11' 32 13'-2- 32 4'-0- 55
12D 12'-2' 20 16'-1' 17 16W 1 10'-W 30 13'-2" 30 13'-6' 30 9'-6' 43 12'-1' 39 1Z-4' 39 4'-0' 65
123 12'-0 21 1 -10' 1 16'-2' 1 10'-6' 32 12-11" 32 13'3' 32 9- 4 11'-11' 41 12'-2- 41 4'-0' 69
130 11'-8" 23 1 '3 20 15'- 9'-9' 39 12'-6' 35 12'-9- 8-11 51 11-w 45 11'-9 4 3%
1 4 11'-1 2 13.8' 2 13-11 2 9'3- 46 11-11' 40 123 40 8.6' 69 10'-11' S3 11- 53 3'-6' B9
140- 11-1 2 13'-8 2 13'-11' 27 9'3- 46 11-11' 40 12'3 40 8'-6 59 1 -11' S3 11'-2' S3 3'-6' 89 150
10' 6 32 12'-11' 32 13'3' 32 6'-11 52 11-5' 46 11'S 46 B'-2' 66 10'-6' 60 10'-8- 60 3'' 702 Note:
i otai root panel width = room vndm +wan width + overhang. "Design or applied bad based on the affective area of the panel r,
Table7.3.2 Allowable Spans and Design I Applied Loads* (#1SF) for
Metals USA Building Products LP. Rhino Steel Riser Panel Manufacturers
Proprietary Sections: Grade'D' Galvalume Steel Florida
Product Approval #FL4718 Wind
Open
Structures MohoSloped
Roof omen
Rooms Attached
Covers lass
m ModularRoomsEnclosed
Overhang
Cantilever
Zone
MPH)
s 1
nfload'
3
s
annoad' 4
a
aMoad• 1&
2 s
annoad' 3
s
an/load• 4
s
annoEIV-
0- 1&
2 noad•
3
s
annoad' 4
s
annoad' All
Roofs
1
1 - 13 21'-11 13 4" 13 15'-3- 20 1&-10 19'3' 2 1T-11' 1
1 S 14 21'S' 14 21-11' 14 14-2' 25 18.6' 21 1 -11' 32 1 -1' 2 IT-5- 2 4;:.2 55 1
163' 17 20'-7' 1 20.6" 1 13'4' 1T-6 25 1T-10- 39 16'-1 32 16'-5- 32 4 65 1
15-17 1 19'-9 1 20' -2' 1 13-1 3 1T-0' 2 1T-T 41 15-10• 34 16'-2' 34 4'-0' 69 130
1 -V 20 1 -11 19-S 12'S' 35 16'-8 29 16'-It- 45 15-3 38 15'-6 38 4'-0 7 140.
1 1 -10 2 18'-1 1 i 1 '-1' 40 15'-9' 34 16-1' S3 13-7' 13-11' 53 4'-0' 89 140.
2 IT-10' 27 18'-1' 23 19'-6- 23 12'-1' 40 15'-9" 34 16'-1' 53 13'-7' S3 13'-11'150
13'-1- 32 1T4' 26 1T-9' 26 11'-T 46 15'-1' 39 15-5- 60 13'-1- 60 13'-4" 60 4'-0' 102 Note:
total roof panel width =room width + wall width + overhang. *Design or applied load based on the effective area of the panel N
12.
00 1.
OU" 4) #
10 x 9116" S. M. S. W/ 3/4" WASHER
EACH PAN EACH OFINT
CONNECTIONMATERIAL:
0.028 OR 0.034" 3105 H-28 ALUMINUM ALLOY 12.
00" x 2.50" 'W PANEL SCALE:
2" = 1'-0' Table
7.3.3 Allowable Spans and Design I Applied Loads' (#/SF) for
Metals USA Building Products L.P. W Panels Manufacturers
Proprietary Products: Aluminum Alloy 3105 H-14, H-25 1.
Roof max. span is from host structure to front wall beam or from support to support for multiple spans. Q'
Ur
z d J
J
LU W }
Z W
L W
L z_
Q LL
o,
a
J) W
od O oNi
00F— >.,
0 LU CC O
QU) U
G L7
I
Z c
tZW =
m Z
IX U) U —
j c D It
J
W Q
u
f o
L• 0
N 7
FVF
9
D N
0
J
M LL
W LL D Cz
Z a # W
2 W m U
c
2
W0- W O LL EL
t
v m a
ItC o
ID L] Ql
m
C n Cq
C
W-
a X M L O
C
LLI4i
tD
O
G1
J_ m V
O m C
L
7
0 W
wI F z
z
r w
10
Wa 0OO
W
10 O SEAL
Z z
USHEET
z J
t9 z10F
z z
W12O
08-12-2010 OF
1-1/4" DRYWALL
SCREW
GLUED SIDE
to cc
IfWO
K, Qo
a..................... ............. .........
0.024* OR 0.030"
THICK H-14
H25
1.0 # DENSITY
E.P.S. FOAM
ALUMINUUMM
ALLOY (
TYPICAL)
Nolan: -
1) Total roof panel width = room width + wall width + overhang.
2) Spans may be interpolated between values but not extrapolated outside values.
METALS USA BUILDING PRODUCTS L.P.
PRO-FAB 7/16" O.S.B. & 0.024" ALUMINUM
COMPOSITE PANEL
SCALE: 2" = 1'-("
W.m
K -0
4. ro.............. :* . ........ rn
0.024" OR 0.030"
THICK H-14 1.0 # DENSITY
OR H-25 E.P.S. FOAM
ALUMINUM ALLOY (TYPICAL)
Notes:
1) Total roof panel width = room width + wall width+overhang.
2) Spans may be Interpolated between values but not extrapolated outside values.
3) The Illumaview roof panel system is designed to span from support to support mated to a fug 48'
PRO-FAB panel between Illumaview, panels or between (2) 24" solid panels. Reference Table 7.5.5
or 7.3.6 for allowed spans of the Illumavlew panel system.
METALS USA BUILDING PRODUCTS L.P.
PRO-FAB COMPOSITE PANEL W/ EZ-LOK
SCALE: 2' = 1'-0"
THERMALLY
BROKEN
ALUMINUM
EXTRUSION
IfTIEWN111
ILLUMAVIEW ROOF PANEL
3" x 24" - TWIN WALL FULL LENGTH SYSTEM
FLORIDA PRODUCT APPROVAL #FL10013
SCALE: 2" = V-0"
Table 7.3.4 Metals USA Building Products L.P. Roof Panels
Allowable Spans and Design / Applied Loads' (#/SF)
0.024" PRO-FAB 7116" O.S.B. & 0.024" Aluminum Composite Panels w/ EZ-LOCK
Manufacturers Proprietary Products: Aluminum Alloy 3105 H44 or H•25 Foam Core E.P.S. #1 Density
4" x 48' x 0.024" Roof Panel (R' Value=18.74)
Wind
Open Structures
Mono -Sloped Roof
Screen Rooms
8 Attached Covers
Glass 8 Modular Roams
Enclosed
Overhang
Cantilever
MPHoad' Zoneg15'-5*
3
s annoad'
4
s annoad•
182
s annoad'
3
s annoad•
4
spa nnoad•
182
s annoad•
3
s annoad•
4
s annoad•
All
Roofs
100 13 1T-3' 13 16'-8" 1 ll'-6- 23 IZ-10 23 17-5• 23 1V-T 27 17'-10- 27 ll'-5- 27 4.4r 45
110 17 16'-9' 14 16'-2' 14 1l'-0' 25 IZ4• 25 ll'-11' 25 9'-Y 36 10'-10' 32 10'-6' 32 3'-8• 55
120 20 15'-Y 1 13'-Y 20 9'-7' 33 11'-3' 30 10'-10" 30 8'-5' 43 9'-5- 43 9'-i' 43 3%5" 65
123 21 13-4' 21 12'-11' 21 8'-10" 39 10'-5' 35 9'-W 39 8'-Y 45 9%2' 45 8'-10' 45 3.4- 69
130 23 12'-9' 23 12't' 23 8'-l' 46 T-1' 46 8'-9' 46 T-8- 51 8'-T 51 8-0' 51 Y-Y140.127 17'-10' 27 11-5" 27 8'-7" 46 9'-7" 46 8'-9- 46 T-2" 59 W-W 59 T-9' 59 7-1 I'
140-227 11'-10" 27 1V-5" 27 T-8' S2 52 8-3' 52 T-2' 59 8'-0" 59 7.9- 59 Z-11- 69
36 10'-71" 32 10'-7- 32 T-17' 46 6'-11" 48 8W- 48 6'-8" 68 T-5" 68 T-2- 68 7-9" 102
6" x 48" x 0.024" Roof Panel 'R' Value v 23.74
Wind
Open
I MonoSlo
Swctures
ed Roof
Screen Rooms
8 Attached Covers
Glass 8 Modular Rooms
Enclosed
Overhang
Cantilever
Zone
MPH
182
s Moad•
3
s annoad•
R23'-
8-
4
ad'
182
s Moad•
3
s annoad•
4
s annoad•
182
s Moad•
3
s annoad•
4
s annoad•
All
Roofs
100 21--11- 13 24'-6 13 13 1 -0' 20 19'- 18'-11' 20 16'4- 23 18'-3' 23 1 --8- 23 4--0' 4
110 21.4- 14 2Y-10' 1414 1 '-1 21 19'-1 21 18'-6- 21 15'-1' 2 16'-10' 27 16'- ' 2 41219-W 1 21'- 1 1 W-8 251T6' 25 16'-11' 2 17-' 39 16-W 32 13'-T 39 4'-0" 65
123 18--9" 1 20'-17' 1 1 15'4- 26 1 -1 26 16'-6' 26 IZ- 41 15'-7- 34 IT-3' 41 4'-0• 69
130 1 -9' 19'-10- 2020 7 '-3' 163 2915'-9' 29 11'-8 45 13'-l' 45 12'- ' 45 4140-1 16'S' 23 18'-0' 23 23 1.- . 40 15'-0' 34 13'-5" 4010'9' S312'-0- 53 11'- - 53 4'-0' 89
140-2 16'-0' 23 18'S 23 23 17.5' 40 15'-0' 34 13'-54010'-9' S3 12'-0' S3 11-7' S3 4'-0' 8915o15'-6- 26 1 -4' 2626 11'- 46 12'-11" 46 17-6' 46 9'-6' 68 17'-0' 60 10'-11' 60 3'-11' 102
8" x 48" x 0.024" Roof Panel rR' Value = 28.74)
Open Structures
M n d RoofooSe
Screen RDams
8 Attached Covers
Glass 8 Modular Rooms
Enclosed
Overhang
Cantilever
1&2
s anllead'
3
s annoad•
4
s annoad'
1&2
s annoad•
3
s Moad'
4
s Moad•
182
s annoad'
3
s annoad•
4
s annoad•
All
Roofsk1'4-
23'-8" 13 26'-W 1 25'-7• 13 18'-11' 20 21'-2- 20 20'-5 20 23--0- 23 23. 23 3'-0" 23 4'4" 45
2Y-O' 14 25'-9- 14 24'-10" 14 18'-5" 21 20'-W 21 19'-11 21 27'-0' 27 2T-0 27 27'-0 27 4--0" 55
20'-10' 17 23'-3• 17 2Z-6 1 16'-11' 25 1B'-11 25 18'B' 25 3r-0' 32 32'-0' 32 32'-0" 32 4'-0' 65
20'J 17 2T-8 17 21'-11" 17 16'S' 26 18'-0' 26 17 26 10' 34 33'-10' 34 33'-10' 34 4'-0' 69
19'-2" 20 21'-5' 20 20'-8" 20 15'-W 29 1T-T 29 16'-11' 29 38'-0' 38 38'-0 3B 3(r-0" 38 4'-0 77
1T-10' 23 19'-71' 23 19'-3 23 13'4' 40 16' 34 15'-0' 34 44'-0' 44 44'-0" 44 44'-0 44 4'-0' 89
140-2 1T-1 ' 23 19'-11' 23 19'-3 23 13'4' 40 16'-3 15'-0" 34 44'-0' 44 44'-0' 44 44'-0 44 4'-0' 89
IF 16'-9' 26 18'-9- 26 18'-1 26 17-0- 46 15'-2' 39 13'-6' 4fi 51'-0 51 51'-0' S1 51-0' S1 4•-0 102
Note:
1. Total roof panel width = room width +wag width + overhang. *Design or applied load based on the affective area of the panel.
2. 2004 Aluminum Structures Design Manual Allowable Stress Method was used for all tables.
3. Roof max. span is from host structure to front wag beam or from support to support for multiple spans.
Table 7.3.5 Metals USA Building Products L.P. Roof Panels Allowab Spans and Design / Applied Loads' (#/SF)
0.024" PRO-FAB Composite Panels wl EZ-LOCK for Vario s Loads
anu a u
Manufacturers Proprietary Products: AI Inum Alloy 3105 H-14 or H-25 Foam Core E.P.S. #1 Density
3" x 48" x 0.024" Roof Panel w/ EZ-LOC
Florida Product Approval # FL 2291
Wind O on as onoSlo d Roof Attached overs 1 Glass 8 Modular Rooms Enclosed- Overhangi
Zone
MPH
182
s annoad•
3
s annoad•
4
s Moad•
182
s annoad•
3
s annoad•
4
s annoad•
1
s annoad•
3
s annoad•
4
s annoad'
Cantilever
1 18-10- 13 21'-1 13 20'.5 13 20 16'-10'
110 18'-4'14 20 S' 14 19'-10' 14 3'-0' 25 16'-5' 21 15'-11' 21 11 -11' 3 13'-4' 32 12'-10 32 4'-0' S5
8-T 1 1T-11' 1 1 30 15'-1' 25 13-3' 30 10'- 39 12'-1 39 71-8 39 4--U-
1 16'- 1 1658-1" 17 1T-5 1 17-0 3 13'-5 32 1 -11 10'- 41 11'-10' 41 11'-5 41 4'-0 69
130 15'J 20 1 T-1' 120 1 16'S 20 1 111S 35 1 17 35 12'-4' ldb 1 9'-5 51 1 11'T' 45 10 -10 45 T-10' 77
14D-1 1r-11' 27 15'-11' 23 16-4' 23 10'-8' 40 ll'-11' 40 1V-6. 40 8'-9' 1591 10'-v S3 9' 59 3'7- 89
150 1 1Z-(r 1321 13'-Y 132 12'-11' 32 T-4• 1521 11--1' 1461 1V.U- 1461 V-2- 168 1 -' 168 1 8'-10. 66 3'-4' 102
Wind 0 n Structures Mon to Roof reenRooms 8 Attache overs lass 8 Modular Rooms Enclosed- erhang
Zone
MPH
1
s annoad•
3
s Moad•
4
s annoad•
182
s Moad•
3
s annoad'
4
s annoad'ad• s annoad•
4
s annoad•
Can lover
1DO 20'-8' 1 23'-Y 13 22'-4' 13 16'-6' 20 18'S 20 17_10' 2023 7T-T 23 76'-8 23 4'-04511020'-1 14 22'S' 14 21-9" 14 16-2' 21 18'-0 21 1 -5' 2132 15'-11' 2 1S-4 27 4'-0 551218'- 17 204' i 19-0 17 1 '-0' 3016'-615'-11' 2539P15-5
13' ' 39 17-4'-0 651119-10' 1 19- 1 13-2.32 16.2' 26 15-7' 2641 17-11' 41 1 -6 41 4-0' 691306- 20 18'- 20 B1 20 126' 35 15'4' 29 13-6' 3 4 tr4- 4 17'-11 45 4 T714115'-7' 23 1TS' 23 16'-10' 2 11'-8' 40 13'-1' 40 12--8' 4059 11'4- 63 10'-11- 53 V-11' 8915013'-2' 32 76'4' 26 15'-10' 26 10'-11' 46 17-2' 48 11'-9 46 fill try A' 60 10'-0' 60 3'-B' 102
Wind Open tructures d Roof omen ooms &Attached overs ass odular ooms nclose arhang
Zone
MPH
1&2
s annoad•
3
s annoad•
4
s Moad••
3
s annoad•
4
s annoad•
182
s Moad• s annoad•
4
s annoad•
Can0lwer
1 234' 1 26'-1' 13 25'.9 130 20'-10- 20 20'-2- 20 7T-5' 23 19'-5' 23 18'-9' 23 4'-0 45
11 27-8 14 25-5' 14 24-6 141 20'4 21 19S 21 IV-1 27 1T-11' 27 1T4 27 4-0 55
1 20'-6 17 27-11 1 ZZ-Y 175kW-W2O
18'-8• 25 18' 25 IT4 39 16' 32 15-11' 32 4-0' 65119'-11- 17 4 1 21'-7 17 18'-3' 2 1T-T 26 73'-1 47 16'-0' 34 15'-6 34 4'-0' 6913018'-11" 20 21'-1' 2C 20'-5' 9 1T4' 29 16-9' 29 17-5' 45 15'- ' 38 73'-5' 45 4'-0' 7714D-1 1T-7- 23 19'-W 23 18'-11" 3' S3 4'-0' 8915016•-6' 26 18'-6' 26611'-8' 60 4'-O 102
6' x 48" x 0.024" Roof Panel w! EZ-LOCK
Wind I Open SWctures Mon oS o Roof creen Rooms Attached overs lass u ar ooms netosed" erhang
Zone
MPH
1
s ennead-
3
s Moad•
4
s annoad'
82
s Moad•
3
s annoad'
4
s annoad•
1&2
s Moad•
3
s Moad•
4
s annoad•
Cantilever
1 25'-9• 1 28- 13 2T-1 13 3' 1 24'-11 17 24'-7' 1 19'-2' 23 215 23 20'$ 23 4-0 45
11 25' 14 2 -11 14 2 -0 14 21-8 18 24'-0 18 23'-5' 18 1T-8 27 19'-9 27 19'-1 27 4' S5
1 1 254 1 24'L 1 19- 22 21'-11 1-2 22 16 32 18 2' 32 1T-7 4-0 65
1 3 0' 1 24-8 1 23'-1 1 IV-11 23 214 23 20'-7' 23 15'-10 34 1T-8' 34 1T-1 34 4 69
130 20'-10' 20 23'-Y 20 27-0" 20 IP-8- 2 20'-Y 26 19'-6' 26 13'-8' 45 1 '-8' 36 16'-1' 3B
140-182 19'4' 23 21'-8' 2 20'-11' 23 16'-9' 30 18'-9- 30 18'-2' 30 17-7' 53 15'-6' 44 IY-8" 53 4'-0' 89
150 18'-Y 26 20'4' 26 19'-0' 26 15'-9" 34 1T-T 34 1T-0' 34 71'-10' 60 13'-3' 60 7r-10' 60 4'-0 102
Note:
1. Total roof panel wknh =room width +wag width + overhang. *Design or applied bad based on the affective area of the panel.
Table 7.3.6 Metals USA Building Products L.P. Roof Panels Allowable Spans and Design / Applied Loads' (#/SF)
0.030" PRO-FAB Composite Panels w/ EZ-LOCK for Various Loads
Manufacturers' Proprietary Products: Statewide Product Approval # FL2291
Manufacturers' Proprietary Products: Aluminum Alloy 3105 H-14 or H-25 Foam Core E.P.S. 01 Density
3" x 48" x 0.030" Roof Panel w/ EZ•LOCK
Wind Open Structures Mono. loped Roof Screen Rooms 8 Attached Covers Glass 8 Modular Rooms Enclosed' Overhang
Zone
MPH
182
s an/load•
3
s Moad•
4Isannoad'
182
span/load'
3
s annoad•
4
s annoad'
182
s annoad•
3
s annoad•
4
s annoad'
Cantilever
100 27- - 13 4'-9' 1 23'-11' 13 1T$' 2 19'-9' 19'-1- 20 16'-6' 23 18'-5' 23 17'-10- 23 4--0' 45
110 21'-6' 14 24'-1 14 23'-3' 14 11"-3' 21 19'-3 21 18'$' 21 15'-3' 16'-5' 2 4'-0' 55
120 79'S• 17 21'-9 17 21'-0' 17 75'-10' 25 1T-5 25 1T-1' 25 17-6' 15'-1' 3 4'-0' 65
123 78'-11 77 1'-Y 1720'-6' 17 15'•5' 26 77'J' 26 16'-8 26 12'-5• 13'4' 41 4'-0' 69
130 17'-11' 20 20'-0' 20 19'4- 20 13'4' 35 16'-5' 29 15'-10- 29 11'-9' X 12'-9- 45 4'-0' 77
140-182 16'-8' 23 18'-8' 23 1B'-0' 23 17.6" 40 15'-2' 34 13'S' 40 10'-10' 11'-9' S3
6 13'-0' 46 9-7' 1l'-0' 60 3'-11' 102
Wind Open Structures Mon loped oo creen Rooms Attached overs lass 8 Modular ooms nclosed• erhang
Zone
MPH
182
s an/load•
3Isannoad•
4
s annoad•
182
s annoad'
3'
annoad'
4
s annoad•
182
s annoad•
3
s annoad•
4
span/load'
Cantilever
100 23'-1 13 1 2V-8' 113 25--9" 113 19'-1' 120 21'4 20'-T 20 1T-9" 23 19'-1 3 19'-2' 23 4' 45
110 23-2' 14 25-11' 14 25'-1' 14 18'-T 21 20'-9' 21 20'.1' 21 16'-5' 27 78'-0 27 1T-9' 27 4'-0" 55
120 20'-11' E 2Y-5' 17 22'-8' 17 1T-0' 25 19'-1' 25 18'-5- 25 15'-l" 32 16'-1 32 16'-3' 32 4'-0' 65
123 20'-5' 11 22'-1 D' 17 22--1• 17 16'-B" 26 18'-7' 26 7T-11' 26 IT-4" 41 16'-5' 34 15'-10' 34 4'-0" 69
130 191-4 20 21'- 20 20'-10" 20 15'-10 29 IT ' 29 1 '-1" 29 17-0' 45 1 '- ' 38 13'-9' 45 4'-Or 77
140-1 2 17'-11' 23 20'-1' 23 19'-5- 23 13'-fi' 4 16'4- 34 15'-9' 34 11'-0' 53 13--1' 53 12.8' 4'-0- 89
150 16'-10 26 18'-10' 26 18-3' 26 12'-T 46 15'-3 39 13'-7" 46 10'-11' 60 17-0' 6D 11'-11' 60 4'-0' 102
Wind Open Structures Mon oSloped Roof creen Rooms 8 Attached overe lass 8 Modular ooms nclosed- or",ng
no
MPH
182
s anlload•
3
s annoad•
4
s annoad'
182
s annoad•
3
s annoad•
4
s annoad•ad•
3
s annoad•
4
s annoad`
Cantiever
1DO 28'-11- 13 32'-5' 13 31'-3' 13 23--1- 20 25'-10' 20 24'-11' 2023 24--1' 23 23'-4- 23 4'-0' 45
110 28' 2- 14 V-6' 14 30'-5 14 27- 1 2 '-3 21 24'•5' 21 2Z-3 2 21'-6' 2 4'-0' S
120 25'-5" 17 28'-6 1 2 -6- 1 20'S' 2532r16 20'-5 32 19'-9' 3 4'-0' 612324'-9'7 2T- 17 26'-9 17 20'-T 34 IT-11' 34 19'-3' 34 4'-0 6913023'-5' 20 26'- ' 20 25'4 20 19'-2" W.
12224'
20'-9' 2938 18'-9' 38 18'-1' 38 4'-0" 77140-1 2 21'-10' 23 24'4 23 23'-T 2 1T-9' 19.2• 3444 1T-5 44 16'-10' 44 4-0' 89SO12 -6' 0 26 2r -11" 26 22'-1' 26 16'-T 17'-11' 3960 76'-2' S1 15'-8' S1 4'-0' 102
Wind Open Structures Mon oSloped Roof Screen Rooms 8 Attached overs Glass 8 Modular Rooms Enclosed' Overhang
Zone
MPH
182
s annoad•
3
s annoad•
4
sparilload•
1&2
spariftoacr
3
s annoad'
4
s annoad•
182
spannoacr span/load"
4
s annoad•
Cantilever
100 32'-11 1 36'-10' 1 35'-T 13 26'-3' 20 29'-5 20 28'-5" 20 24'S' 23 2T-5' 23 26'-6' 2 4-0' 45
110 31•-11 14 35'-9- 14 34'-7' 14 25'-8 21 26'-0 21 27'-8' 21 2Z-7- 27 25'-3 27 24'-5' 21 4'-0' 55
120 28'-11- 1 324" 17 31'-0" 17 23-6 25 26'-3 25 25'-5• 25 20'-9' 3 23'-3 32 22'-
1012328'-2' 17 31'-6' 17 30'-5' 17 2Z-11' 26 25'-8' 26 24'-10- 26 20'J' 34 27-7' 34 2V 10' 34 4'-0' 69
130 26'-7' 20 29'-9' 20 26'-9' 20 21'-70' 29 24'-5• 29 23'-T 29 19'-1' 38 21'4' 38 20'-T 36 4'-0' 77
440-1 24'-9' 23 2 -8 23 26'-9' 23 20•-2- 34 2r-6' 34 21'-9' 34 1 -9' 44 79'-70' 44 19'-2' 44 4'-0' 89 1
23'J' 26 26 0 26 25'-2- 26 18'-10 39 21'-0' 39 20'4' 39 i6'-5 51 18'S' S7 1 '-9' 51 4'-0• 102 Note:
1.
Total roof panel width = room width +wall width + overhang. 'Design or applied load based on the affective area of the parcel. Table
7.3.7 Maximum Panel Spans - Dead and Live Load and/or Snow Load (Lbs. / Sq. FL) Composite
Panel with Splines, Enclosed Buildings Metals
USA Building Products L.P. Wind
Speed -100 M.P.H. Wind Speed -110 M.P.H. Panel
Thickness
Deflection
None spaMoad•
1
fL spaMoad•
2
R spaMoad•
3fL
spaMoad'
4f .
s
nlload' Nona
spannoad•
1
fL spannoad'
2
R spaMoad'
3%
spannoad'
0L
s
Moad' 4112"
U180 13'-11' 27 14'-1• 27 1 15-1' 123 16--1' 123 1T-7' 123 13'-3- 32 14'-1' 32 14'4- 32 15'4- 27 16.4- 27 U240
17-9- 27 12'-10' 27 13--7' 27 14'-1- 27 15'-9- 23 17-9- 32 17-10- 32 IT-1- 32 14'-1' 32 15'-1' 27 U360
11'-1' 27 11'-2" 27 11'-5' 27 12'-5' 27 7 10'-6' 32 10'-T 32 10'-10' 32 12'-5' 32 13'-5' 32 6112"
U180 19'-5' 23 19'-6" 23 19'-S" 23 20'-9" 23 3 18'S' 27 18'-6- 27 18'-9' 27 19'-9- 27 20'-9- 27 U240
1T-8' 23 1T-9' 23 18'-0- 23 19'-W 23 23 1V-9- 27 16'-10- 27 1T-1" 27 18--1' 27 19'-7- 27 U360
IlV 23 15'-6" 23 15-9' 23 16'-9• 23 23 14'-8' 32 14'-9' 32 14'-11" 32 15'-11' 27 16'-11' 27 8114"
U180 23'-W 23 23'-9" 23 23'-11" 23 24'-0' 23 23 27-5' 27 27-6' 27 2Z-9" 27 2X-9' 27 24'-V 27 L/
240 21'S" 23 21'-T 23 21'-10' 23 2Y-10- 23 123'-10- 23 20'-5• 27 20'-6- 27 20'-9" 27 21'-9- 27 27-9- 27 U360
18'-9' 23 18'-10' 23 19'-l' 23 20'-l" 23 23 1T-10- 27 1T-11" 27 16'-2- 27 19'-2- 27 20'-2- 2710114" U18024--0• 23 24'-0' 23 24'-0' 23 24'-0' 23 23 24-0' 27 24'-0' 27 24'-0' 27 24'-0' 27 24'-0" 27 24'-
0- 2324'-0• 23 24' 0' 23 24'-0" 2323 27-10' 27 22'-11" 27 23-Y 27 24'-0' 2724-7U36D 21'-0" 23 21'-1' 23 21'-4"23 2r-4' 2323 19'-11' 27 19'-11' 27 20'-3' 27 21'-0' 27 27-3' 27 Wind
Speed -120 M.P.H. Wind Speed .140A M.P.H. and 1408 M.P.H. Panel
Thickness
Deflection
None sponnoad•
1 %
spaMoad•
2
fL spaMoad'
3R.
spaMoad'
4fL
spannoad•
Nona
spaMoad•
1
ft.2 spenlload'
fL
spaMoad•
Will.
4ft. spaMoad•
spaMoad• 41/
2" U780 13'-3" 1391 17-0' 39 17-9' 39K2W-'
r 39
15-T 32 11'-10' 45 11'-11' 45 1r-r 45 13'-2' 45 14'-Y 45 Ll240
12'-W 39 ll'-4' 39 V-T 39 39 13'-7- 39 10'-9- 45 10'-10- 45 11'-1- 45 12'-1' 45 13--1- 45 U360
101-W 43 9'-T 43 9'-10- 43 39 12'-T 39 8'-11' 51 9'-l' 51 9'4" 51 10'-8' 45 ll'-8- 45 6112"
U'19D IVA" 32 1T-6' 32 17'-9• 32 32 19'-9' 32 16'-W 38 16'-6' 38 16'-9' 38 1T-9' 3D 18'-9' 38 L1240
15'-10" 32 15'-11' 32 1V-2' 32IT-2* 32 18'-Y 32 14'-Y 45 15'-0' 38 1V-3- 38 16'-3- 38 1TJ• 38 U360
13'-10" 39 IY4r 39 13'J' 39 32 16'-2' 32 17-4' 45 17-5' 45 IZ-W 45 13'-B" 45 15=5' 38 8114"
U180 19'-10' 32 21'-3' 32 21'-6' 32 32 23'-0' 32 20'-0- 38 20--l' 38 20'4" 38 21'4- 38 22'4- 38 U240
18'-W 32 19'4' 32 19'-7" 32 32 21'-T 32 18'-2' 38 18'-W 38 18'S' 38 19'-6' 38 20'-T 38 U360
15'-9' 32 16'-11' 32 1T-2' 32 32 19'-2' 32 15'-11' 38 15'-11' 38 16'3' 38 1T-3' 38 18'J' 38 101l4"
U180 27-2' 32 23'-10' 32 24'-0' 32 24'-0' 32 24'-0' 32 22'-5' 38 27.6' 38 27-9' 38 23'-9' 38 24'-0' 38 U240
20'-Y 32 21'-8' 32 21'-11' 32 27-11' 32 23'-11. 32 20'4' 38 20'S' 38 20'-8- 38 21'-8- 38 22'-8' 38_ U360
17'-T 32 18'-11' 32 19'-2' 32 20'-2' 32 21'-2' 32 1T-9' 38 1T-10- 38 16'-1' 38 19'-1' 38 20'-7' 38 W
W
tY
OtLto
14 rn ' 1 r,
o NN
J
n i
J LL 1 E an
U
U) M 4-
J r
rt
v
v
in Una
C/O > LL po
r OUroFXj+
t.7 N I Cu L.
Li a. - x C
a313 U--, 2'
rt
1111
2 I
a
u m J b Q
M CO
v co
J Wn1-- 1
g F
W
Z
U) o 200
O
W rn zjJ
W W }
W w ZZ
Q a 0_
IL N
tL y W
od O or D'
U O o D
J IY 0
0 V ' J O F
Q f) Z Z
Q o W
m Z
W U c M
W J
U. Q
o 0
N1p
O9 CO
W
LLrL 2
c a£ Wt9cMO_
w B IL ai r
O E
N
o Ili
Co
X
t J
m O :
t O m a)'
U o 0 c
ro
r
H Notes:
W 1.
Spans are derived from last data for O.S.B. composite panels with spline of #2 spruce. pine or fir. Use U180 for Roof and Wag Span Tables and-U360 for Floor ' Span
Tables. 9 2.
Top skin floor panels should be ovedayed with a minimum of 7116" finished flooring perpendicular to the panels. - 3.
Dead and live load values provided for shingle roofs only. For Ole roofs consult engineer. l
W 4.
Splines shall be full length of panel and shall not be spliced. S'. 5.
Maximum length of panel shall not exceed 244r. o
SHEET N
10G 08-
12-20 0 OF 12
GENERAL NOTES AND SPECIFICATIONS:
The following extrusions are considered to be "Industry Standard" shapes.
A = 0.243 in?
00
AIxWT = 0.278 p.l.f.
I
0.136 in'
0.044 o
tCCuJJJ Sx = 0.137 in?
6063 - T6
1" x 2" x 0.044" OPEN BACK SECTION
A = 1.438 in.'
13.00T- WT = 1.648 p.l.f.
0.125 Oq Ix = 1.984 in.'
si Sx = 1.323 in?
I`
6063 - T6
3" x 3" x 0.125" PATIO SECTION
1.00
A = 0.287 in'
WT = 0.329 p.l.f.
Ix = 0.368 In'
0.044 g
Sx = 0.247 in? 0.12 " + o
k 6063-T6 jc
1" x 3" x 0.044" OPEN BACK SECTION
A = 0.424 in.'
Il 0-.1- WT = 0.486 p.l.f.
0.04 Ix = 0.232 in.'
Sx = 0.234 in?
6063 - T6
2" x 2" x 0.044" PATIO SECTION
A = 0.496 in?
12.00.t WT = 0.568 p.l.f.
Ix = 0.276 in'
0.055 + ggv Sx = 0.27910
r
6063 - T6
2" x 2" x 0.055" PATIO SECTION
3.00" A = 0.451 in?
WT = 0.620 p.l.f.
0.045" + $ Ix = 0.336 in.
SF' Sx = 0.336 in?
6063 - T6
3':-,xt2" x 0.045" PATIO SECTION
2.00T
A = 0.451 in?
WT = 0.620 p.l.f.
Ix = 0.640 In.'
o
0.045" + Sx = 0.427 in?
k 6063-T6
2" x 3" x 0.045" PATIO SECTION
42.00.f- A = 0.685 In.'
WT = 0.785 p.l.f.
Ix = 1.393 in.
0.050 o Sx = 0.697 in?
6063 - T6
2" x 4" x 0.050" PATIO SECTION
1.00 A = 0.954 )n?
WT= 1.093 p.l.f.
Ix = 2.987 in'
0.06 Sx = 1.195 in?
6063 - T6
2" x 5" x 0.062" PATIO SECTION
A = 1.081 in?
71100%'Ic WT = 1.239 p.l.f.
c Ix =1.523 In.'
0.045 + o
6063 - T6
3" x 3" x 0.093" PATIO SECTION
A = 1.938 in.'
WT = 2.221 p.l.f.
Ix = 4.854 in.'
Sx = 2.427 in'
6063 - T6
4" x 4" x 0.125" PATIO SECTION
A = OA82 in.'
WT = 0.552 p.l.f.
0.050" o Ix = 0.609 in.'
Sx = 0.406 in?
6063 - T6
2" x 3" x 0.050" TILT SECTION
2.0or A = 0.582 in?
WT = 0.667 p.l.f.
Ix = 1.228 in.'
0.050" c Sx = 0.614 in?
6063 - T6
2" x 4" x 0.050" TILT SECTION
T.00""
Io
0.045
A = 0.613 in?
WT = 0.702 p.l.f.
Ix = 0.773 in
Sx=0.515in?
6063 - T6
2" x 3" x 0.045" SPECIAL SECTION
A = 0.562 in?
3 00j WT = 1.122 p.l.f.
Ix = 0.762 in' 0.045+ I o
Sx = 0.920 in?
6063 - T6
3" x 3" x 0.045" FLUTED SECTION
T•0T A = 0.772 in?
WT = 0.885p.1.f.
o
0.046'o Ix = 1.940 in.'
0
Sx = 0.959 In?
6063 - T6
STITCH W/ (1) #8 S.M.S. @ 24- D.C.
TOP AND BOTTOM
2" x 4" x 0.046" x 0.100"
SELF MATING BEAM
I- 00I
A = 0.964 In?
WT = 1.105 p.l.f.
0.05" + o Ix = 3.691 in.
u' Sx = 1.468 in?
6063 - T6
STITCH W/ (1) #8 S.M.S. @ 24" O.C.
TOP AND BOTTOM
2" x 5" x 0.050" x 0.120"
SELF MATING BEAM
j2•01t
A = 1.095 in?
WT = 1.255 p.l.f.
0.0511m+ o Ix=5.919in'
o m Sx = 1.965 in?
6063 - T6
2" x 6" x 0.050" x 0.120"
SELF MATING BEAM
J2•00t
A = 1.259 in?
WT= 1.443 p.l.f.
0.06 g
r;
Ix = 8.746 In.
Sx = 2.490 in'
6063 - T6
STITCH W/ (1) #8 S.M.S. @ 24" O.C.
TOP AND BOTTOM
2" x 7" x 0.055" x 0.120"
SELF MATING BEAM
A = 2.250 in?
WT = 2.578 p.l.f.
0.06" o Ix = 15.427 in'
Sx = 4.408 in'
c 6063 - T6
STITCH W/ (1) #8 S.M.S. @ 24- O.C.
TOP AND BOTTOM
2" x 7" x 0.055" x 0.120"
SELF MATING BEAM W/ INSERT
f'o(r
N A = 1.853 in.'
o WT = 2.123 p.l.f.
07 $ Ix = 16.638 in.'
m Sx = 4.157 in?
6063 - T6
STITCH W/ (1) #8 S.M.S. @ 24" O.C.
TOP AND BOTTOM
2" x 8" x 0.072" x 0.224"
SELF MATING BEAM
Cl!
A = 1.990 in?
c WT = 2.280 p.l.f.
o Ix = 21.981 in.'
0.07 Sx = 4.885 in?
6063 - T6
STITCH W/ (1) #8 S.M.S. @ 24- D.C.
TOP AND BOTTOM
2" x 9" x 0.072" x 0.224"
SELF MATING BEAM
fo
Ci A = 2.355 in? F
WT = 2.698 p.l.f.
0.082" c
Ix = 26.481 in.' m
Sx = 5.885 W
6063 - T6
STITCH W/ (1) #8 S.M.S. @ 24" O.C.
TOP AND BOTTOM
2" x 9" x 0.082" x 0.306"
SELF MATING BEAM
2.00
A = 3.032 in?
WT = 3.474 p.l.f.
10of Ix = 42.583 in.
O
Sx = 8.504 in.'
6063 - T6
0.09 "
STITCH W/ (1)
8 S.M.S. @ 24"
O.C. TOP AND
BOTTOM
2" x 10" x 0.092" x 0.369"
SELF MATING BEAM
A = 0.666 in?
1) #8 x 1-1/2" 2.00"" NIT = 0.763 p.l.f.
S.M.S. @ 6- UPRIGHT:
FROM ENDS, TOP ).044Ix 0.694 in' Sx = 0.466 in'
OR BOTTOM AND ).044BEAM: qO@16- O.C. I = 0.406 in'Sy = 0.410 in3y
6063 - T6
1" x 2" x 0.044 OPEN BACK SECTION WITH
2" x 2" x 0.044" PATIO SECTION
1) #8 x 2-10
S.M.S. @ 6-
FROM ENDS, TOP A = 0.847 in?
OR BOTTOM AND-2.00"/ WT = 0.971 p.l.f.
@ 16" O.C. OR UPRIGHT:
PILOT HOLE W/ 0.044" + g
Ix = 1.295 in.' Sx = 0.654 in'
CAP AND (1)#8x -'
1/2" S.M.S. BEAM:
INTERNAL 6" ly = 0.540 in' Sy = 0.545 in?
FROM ENDS, TOP 6063-T6
OR BOTTOM
AND @ 16" O.C.
2" x 2" x 0.044" PATIO SECTION WITH
2" x 2" x 0.044". PATIO SECTION
t I T-o
A = 0.592 in?
1-'00
1044
WT = 0.678 p.IS.
UPRIGHT:
Oq044" + Ix = 0.457 in' Sx = 0.355 in?
ly = 0.369 in.' Sy = 0.369 in?
6063 - T6
1" x 2" x 0.044" SNAP CAP SECTION WITH
2" x 2" x 0.044" PATIO SECTION
2) #8 x 2-12" S.M.S. C 6" 3.00"
FROM ENDS, TOP OR BOTTOM AND I
A = 1.367 in.'
0 16.O.C. OR PILOT HOLE W/ CAP
AND (1) #8 x 1/2'S.M.S. INTERNAL 6" WT = 1.5660' p.l.f.
FROM ENDS, TOP OR BOTTOM g + o Ix = 2.655 in.4
AND @ I S- o.C. " Sx = 1.328 in?
LOAD APPLIED NORMAL TO THE 6063 - T6
4• DIRECTION
1" x 3" x 0.044" OPEN BACK SECTION WITH
3" x 3" x 0.093" PATIO SECTION CORNER POST
2) #8 x 2-1/2' S.M.S. @ 6' m
FROM ENDS, TOP OR BOTTOM AND A = 1.367 in?
16' O.C. OR PILOT HOLE W1 CAP I -I
AND (1) #8 x 12' S.M.S. INTERNAL 6' P WT = 1.566 p.l.f.
FROM ENDS, TOP OR BOTTOM + o Ix = 1.892 in.'
AND C 16" O.C.
I
x = 1.
92
in?
LOAD APPLIED NORMAL TO THE I
Sx = 1 26
3' DIRECTION, 4.00"
1" x 3" x 0.044"OPEN BACK SECTION WITH
3" x 3" x 0.093" PATIO SECTION WALL POST
2) #8 x 2-12" S.M.S. (B 61 M
FROM ENDS, TOP OR BOTTOM AND Ie q,00 0
A = 1.654 in? 0 16. O.C. OR PILOT HOLE W/ CAP II II
AND (1) INTERNAL 6' WT = 1.895 p.1.f.
FROM ENDS. FROM ENDS, TOPOR g NDD16x - 2.260 In.' Sx =
1.507 in? LOAD
APPLIED NORMALTOTHE 5 OT 6063 - T6 3-
DIRECTION 2)
1" x 3" x 0.044" OPEN BACK SECTION WITH 3"
x 3" x 0.093" PATIO SECTION WALL POST 4.
0" A =
3.706 in? WT =
4.246 p.l.f. N '
Ix = 33.276 in o
Sx = 8.314 In? 0.
072" + 0 6063 - T6 Co
STITCH
W/ (1) #8 S.
M.Q 24.O.C. TOP
S.
AND
BOTTOM OF
EACH BEAM 2)
2" x 8" x 0.072" x 6.224" SELF
MATING BEAMS 411
0" A =
3.980 In? WT =
4.560 p.l.f. N
Ix = 43.963 in.' 0
Sx = 9.770 in? 6063 -
T6 0.
07 + $ STITCH
W/ (1) #8 S.
M.S. @ 24" O.C. TOP
AND BOTTOM OF
EACH BEAM 2)
2" x 9" x 0.072" x 0.224" SELF
MATING BEAMS 4.
00" I
A=4.710in? WT =
5.397 p.l.f. mIx =
52.963In.' MSx =
11.770 in' 0.
08 + 0 6063-T6 a
STITCH
W/ (1) #8 S.
M.S. @ 24- D.C. TOP
AND BOTTON OF
EACH BEAM 2)
2" x 9" x 0.082" x 0.306" SELF
MATING BEAMS 4.
0" A =
6.063 in? WT =
6.947 p.l.f. o
Ix = 85.165 in.' Sx =
17.007 in' 0.
09 + + $0 6063-
T6 STITCH
W/ (1) #8 S.
M.S. @ 24" O.C.TOP AND
BOTTOM OF
EACH BEAM 2)
2" x 10" x 0.092" x 0.369" SELF
MATING BEAMS 4.
00' A = 4.429 in? WT =
5.075 p.l.f. N
Ix = 48.889In.' c
Sx = 9.754 in? 0.
07 + $ 6063 - T6 m
STITCH
W/ (1) #8 S.M.S @
24" O.C.TOP AND
BOTTOM OF EACH
BEAM cF $
2)
2" x 8" x 0.072" x 0.224" SELF MATING
BEAMS W/ 2" x 4" x 0.038" 4.
0" A =
4.702 in? o
WT = 5.388 p.l.f. Ix =
62.947 in.' 0.
072" 6
Sx =
11.425 in.- 6063 -
T6 STITCH
W/ (1) #8 S.
M.S. @ 24" O.C. TOP
AND BOTTOM OF
EACH BEAM 2)
2" x 9" x 0.072" x 0.224" SELF MATING
BEAMS W/ 2" x 4" x 0.0382 4.
000 A =
6,249 in? 1`
mpW T = 7.160 p.l.f. 0
ISx Ix = 101.446 in' 16.
901 in? 6063 -
T6 0.
09++ o STITCH
W/ (1) #8 S.
M.S. @ 24- D.C. TOP
AND BOTTOM OF
EACH BEAM m
CO+ o 2)
2" x 10" x 0.092" x 0.369" SELF MATING
BEAMS W/ 2" x 4" x 0.038" A =
0.569 in? WT =
0.652 p.l.f. 0.
045 + o Ix = 0.332 in.' Sx =
0.332 in' 6063 -
T6 2"
x 2" x 0.045" SNAP EXTRUSION 2.
00T• A = 0.591 in.' WT =
0.677 p.l.f. 0.
045 Sx
0.
812in' Sx =
0.545 in.' 6063 -
T6 2"
x 3" x 0.045" SNAP EXTRUSION J2.
00T- A = 0.682 in? WT =
0.781 p.l.f. 0.
045 g Ix = 1.631 in' p
Sx=0.816in, 6063 -
T6 2"
x 4" x 0.045" SNAP EXTRUSION 2.
00' A =
1.323 in? WT =
1.516 p.l.f. 0.
062- Ix =
7.027 in' 6
Sx = 2.342 in? 6063 -
T6 2"
x 6" x 0.062" SNAP EXTRUSION A =
1.447 In? WT-
1.658plf. Ix =
10.151 in. 0.
062 n Sx = 2.900 in, 6063 -
T6 ` 2"
x 7" x 0.062" SNAP EXTRUSION Sec6m
Alby W
H t1 12 A he Sx S Rx In.
IR In. in. In. In., In, Ina In.f In. in. 6063 -
5 4 H1B 005 0.09 1.19 3a1 405 5
H15 0065 0065 099 445 443 999 N +
T I=
ICI
EXTRUDED
GUTTER I
W
0
zw
wo. of
O0
w
mO
0
zE
w
wzr,
zwH
m
CD oNIl
m 01 N
vf
J IJi^n E F ,
N„ O 0 mrn
U U
m xV, wU
3 > LL 1 a o
i0 0ONCOyJi--
L U ry ' w EWCC
fif c
IIII
ll u- 4- m •r rt 3 U
m J rt JYCu
r4 0.0 m
v J
wJ
o Z
CA o Q
C/7 N 20w
Z
0 P: X
LLJ
w
LU }
L4 10
Z p d W °
a CL m j
J Z N F-
Q w
0U
W W
o ciQ
d t7 N
Z = W
U) M
W W m Z
17 0 Cn
IY 9
U. Q
0 N
ko
0
9 J
m U-
to Ci LU (
2'eWmW
O U. C
EL 4 - N
Z) Cl) m
Ex a ti
W ,
x L
0
ro.
6 o C
nma
0
2
SEALw
SHEET
pZ Um
O
11 Z
LUW
U) z
Zw12O
m
08-
12-2010 OF U
14
GENERAL NOTES AND SPECIFICATIONS:'
1. The Fastener tables were developed from data for anchors that are
considered to be "Industry Standard' anchors. The allowable loads are
based on data from catalogs from POWERS FASTENING, INC. (RAWL
PRODUCTS), other anchor suppliers, and design criteria and reports from
the American Forest and Paper Products and the American Plywood
Association
2. Unless otherwise noted, the following minimum properties of materials
were used in calculating allowed loadings:
A. Alumirwm;
1. Sheet, 3105 H-14 or H-25 alloy
2. Extrusions, 6063 T-6 alloy
B. Concrete, Fc = 2.500 psi @ 28 days
C. Steel, Grade D Fb / c = 33.0 psi
D. Wood;
1. Framing Lumber #2 S.P.F. minimum
2. Sheathing, 1/2" 4 ply COX or 7116" OSB
3. 120 MPH wind bad was used for all allowable area calculations.
4. 4Fbr(ftiqi velocity hurricane zones the minimum live bad / applied bad shag
be 30
5. Spans may be interpolated between values but not extrapolated outside
values
6. Aluminum metals that will come in contact Wth fert us metal'surfaceslor.,
concrete /masonry products or pressure treated wood
shall be coated w/ two goats of aluminum metal -and -masonry paint or a
coat of heavy -bodied bituminous paint, or the wood or other absorbing
material shall be painted with two coats of aluminum house paint and the
joints sealed with a good quality caulking compound. The protective
materials shall be as listed in section 2003.8.4.3 through 2003.8.4.6 of the
Florida Building Code or Corobound Cold Galvanizing Primer and Finisher.
7. All fasteners or aluminum parts shall be corrosion resistant such as non
magnetic stainless steel grade 304 or 316; Ceramic coated, double
zinc coated or powder coated steel fasteners. Only fasteners that are
warrantied as corrosion resistant shall be used; Unprotected steel fasteners
shall not be used.
8. Any structure Within 1500 feel of a salt water area; (bay or ocean) shall
have fasteners made of non-magnetic stainless steel 304 or 316 series.
410 series has not been approved for use with aluminum by the
Aluminum Assoc(aton and should not be used.
9. Any project covering a pool with a salt water chlorination disinfection
system shall use the above recommended fasteners. This is not limited to
base anchoring systems but includes all connection types.
SECTION 9 DESIGN STATEMENT:
The anchor systems in the Fastener section are designed for a 130 MPH wind
load. Multipliers for other wind zones have been provided. Allowable ()ads
include a 133% Wind load increase as provided for in The 2007 Florida Building
Code with'2009 Supplements. The use of this multiplier is only allowed once and
I have selected anchoring systems which include strapping, nails and other
fasteners.
Table 9.4 Maximum Allowable Fastener Loads
for SAE Grade 5 Steel Fasteners Into 6005 T-5 Alloy Aluminum Framing
As Recommended By Manufacturers)
Self -Tapping and Machine Screws Allowable Loads Tensile
Strength 55,000 psi; Shear 24,000 psi
Table 9.1 Allowable Loads for Concrete Anchors
Straw Size
d = diameter
Embedment
Depth
In.)
Min. Edge Dist 8
Anchor SpacingI5d (in.)
Allowable Loads
Tanslon Shear
ZAMAC NAILIN (Drive Anchors)
114' 1-1/Y
2'
1-114" 273# 236#
1-114" 1 3169 1 236#
TAPPER Concrete Screws
3116" 1-114" 15/16' 28M 167#
13/4" 15/16" 371# 25W
114" 1-114- 1.114" 427# 200#
1314" 1-114" 544# 216#
3/8" 1412" 1 1-9116' 511# 402#
13l4' 3318' 703# 455#
POWER BOLT Expansion Bolt
114' 2' 1-1/4" 624# 261#
5116" - 3' 1-7", 936# 751#
318" 3.1n' 1-9116" 1,575# 1,425#
112" S. 21n" 2,332# 2.220111
POWER STUD (Wed e-Boh4D)
114' 2314" 1-114" 812# 326#
31a" 4-1/4" 1-7/8" 1.358# 921#
1n" 1 6" 1 2-1n" 1 2,271# 1 1,218#
5/a"1 7' 1 2-1/4" 1 3,288# 1 2,202#
Wafts Bolt
1/4" 2-1n' 2-1/4' 878# 385#
318" 3-1n' 3-114" 1,705# 91fi#
1n' 4" 3-W4" 1,774# 1,095#
Notes:
1. Concrete screws are limited to 2' embedment by manufacturers.
2. Values listed are allowed loads with a safety factor of 4 applied.
3. Products equal to ravel may be substituted.
4. Anchors receiving bads perpendicular (o the diameter are in tension.
5. Allowable loads are Increased by 1.00 forwind load.
6. Minimum edge distance and centarto center spacing shall be Sd.
7. Anchors receiving loads parallel to the diameter am shear loads.
8. Manufacturers recommended reductions for edge distance of Sd have been
applied.
Example: '
Determine the number of concrete anchors required for a pool
enclosure by dividing the uplift load by the anchor allowed load.
For a 2' x 6' beam with:
spacing - T-0" O.C.
allowed span = 20'-S' (rable 1.1)
UPLIFT LOAD = tn(BEAM SPAN) x BEAM 8 UPRIGHT SPACING
NUMBER OF ANCHORS= 1n(20.4T)xrx10#/Sq.FL
ALLOWED LOAD ON ANCHOR
NUMBER OF ANCHORS= 714.70# =1.67
427#
Therefore, use 2 anchors, one (1) on each side of upright
Table Is based on Rawl Products• allowable loads for 2.500 p.s.i. concrete.
Screw/Bolt Allowable Tensile Loads on Screws for Nominal Wall Thickness en (Ibs.)
0.164' 122 139 153 200 228 255
0.190" 141 161 177 231 263 295
0210" 156 178 196 256 291 327
0250" 186 212 232 305 347 389 529N14' 0240" 179 203 223 292 333 374 508
0.3125" 232 265 291 381 433 486 661
0.375" 279 317 349 457 520 584 793
0.50- 373 423 465 609 693 779 1057
Allowable Shear Loads on Screws for Nominal Wall Thickness (' (Ibs.
Screw/Bolt Single Shear
Size Nd 0.044" 0.050" 0.055" 0.072" 0.082" 0.09Z" 0.125"
8 0.164" 117 133 147 192 218 245
10 0.190" 136 154 170 222 253 284
12 0210" 150 171 lea 246 280 293
14 0250" 179 203 223 292 333 374 508
114' 0240" 172 195 214 281 320 358 487
5116" 0.3125" 223 254 279 366 416 467 634
3/8' 0.375" 268 305 335 439 499 560 761
406 447 5&5 666 747 1015
Allowable Shear Loads on Screws for Nominal Wall Thickness fr) (Ibs.
Bolt Double Shear
Size Nd 0.0"" O.O5D" 0.055" 0.072' g.0112' 0.092" 0.125'
114' 0240" 343 390 429 561 639 717 974
5l16- 0.3125" 446 508 559 732 832 934 1269
31r 1 0.375" 536 610 1 670 878 1 998 1120 152211n' 0.50' 714 812 1 894 1170 1332 1494 2030
Notes:
1. Screw goes through two sides of members.
2. AN barrel lengths: Cetus Industrial Quality. Use manufacturers grip range to match total wall thickness
of connection. Use tables to select rivet substitution for screws of anchor specifications In drawings.
3. Minimum tihidrness of frame members Is 0.036' aluminum and 26 ga, steel.
Multipliers for Other Alloys
8063 T-6 • I . 1269
5052 H-25 1 1522
6005 T-5 1 2030
Allowable Load Coverston Multipliers
for Edge Distances More Than 5d
Edge
Distance
Multipliers
Tension Shear
Sd 1.00 1.00
6d 1.04 1.20
7d 1.08 1.40
8d tell 1.60
9d 1.14 1.80
10d 1.18 2.00
11d 1.21
12d 1.25
Table 9.5A Allowable Loads 8, Roof Areas Over Posts
for Metal to Metal, Beam to Upright Bolt Connections
Enclosed Structures (a) 27.42 #1SF
Fastener
dlam. min. edge
distance
In. ctr.
to car.
No. of Fasteners 1RoofArea(SFJ
1/Area Area 3/Area 4/Area
114" 1/2' S/8" 1,454 - 53 2,9D8 -106 4,362-159 5,819 - 212
5116" 318' 1 7/8" 1,894 - 69 3,788 -13B 5,682 - 207 7,576 - 276
318" 314" 1" 2,272-82 4,544-168 6,816-249 9,088-331
12" 1' 1-1/4" 3,030-110 6,060-221 9,090-332 12,120-443
Table 9.513 Allowable Loads & Roof Areas Over Posts.
for Metal to Meta[, Beam to Upright Bolt Connectlons
Enclosed Structures 0 35.53 #1SF
Fastener
diem. min. edge
distance
min. ctr.
to1/Area
No, of Fasteners / Roof Area S
2/Area 31Area 4/Ana
1/4" 112' 5/8" 1,454-41 2,908-82 4.362-125 5,819-164
06" am- 1 7!B' 1,894-53 1 3,788-107 5,682-160 7,576-213
314" 1" 2.272-64 1 4,544-128 6,816-192 9,D88-256
3.030 -65 1 6.060 -171 9,090 - 256 12,120 - 341
Notes for Tables 9.5 A. B:
1. Tables 9.5 A 6 B am based on 3 second
wind gusts at 120 MPH; Exposure "B'•
1-1.0.
2. Minimum spacing is 2-1/2d O.C. for
screws 8 bolts and 3d O.C. for rivets.
3. Minimum edge distance Is 2d for screws,
bolts, and rivets.
Allowable Load Conversions
for Edge Distances More Than Sd
Edge
Distance
Allowa
Multi
a Load
Ilars
Tension I Shear
12d 125
11d 121
led 1.18
9d 1.14
8d 1.11
7d 1.08 51.40
lid 1.04
Sd 1.00
Table 9.2 Wood Concrete Fasteners for nor Enclosed Buildings
Load and Areas for Screws In T stern Only
Maximum Allowable - ea for 120 MPH Wind Zone (27.42 91 SF)
For Wind Regions other than 120 MPH. Use Conversion Table at Bottom of this oaael
CONNECTING TO: WOOD for OPEN or ENCLOSED Buildings
Fastener
Diameter
Length of
Embedment
Number of Fasteners
1 2 3 4
1/4"e
1" 264#-10 SF 528#-19 SF 7929-29 SF 1056#-39SF
1-1n" 396# -14 SF 792# - 29 SF 1188# - 43 SF 1584# - 58 SF
2-1n" 660#-24 SF 1320#-48 SF 1980#-72 SF 2640#-96SF
5/16"a
1' 312#-11 SF 624#-23 SF 936#-34 SF 1248#-46SF
1.112' 468# - 17 SF 936# - 34 SF 1404# - 51 SF 1872# - 69 SF
2.112" 780#-28 SF 1560#-57 SF 2340#-85 SF 3120#-114 SF
318"e
1' 356#-13 SF 712#-26 SF IWU-39SF 1424#-52 SF
1-1n' S34#-19 SF 1066#-39SF 1602#-SB SF 2136#-78 SF
2-1n" 890#-32 SF 1780#-ISF 2670#-97 SF 3560#-]30 SF
CONNECTINGTO: CONCRETE In. 2,500Psi] for PARTIALLY ENCLOSED Buildings Fastener
Diameter
Length
of Embed
Number
of Fasteners 1
1 2 1 3 4 TYPEOFFASTENK
Quick Ser ncrete Screw Rawl Zarn NaIIM or E ulva 1/
4'a 73#-10 SF 546#-20 SF 81,-30S 1092#-40 SF 316#-
12 SF 632#-23 SF 1 948#-35 SF TYPE
OF FASTENER= Concrete Screw (Rawl per or Equivalent 3116'
0 1-IW* 288#-11 SF 576#-21 SF 864#-32 SF 1152#-42SF 1314'
371#-14 SF 742111-27 SF 1113#-41 SF 1484#-54 SF 1/
4'e 1-114" 365#-13 SF 730#-27SF 1095#-40 SF 1460#-53 SF 1314"
427#-16 SF 854#-31 SF 1281#-47SF 1708#-62 SF 318'
a 1-1/2" 511#-19 SF 1022#-37 SF 1533#-56 SF 2044#-75 SF 1314"
703#-26 SF 1406#-51 SF 2109#-77 SF 2812#-103 SF TYPE
OF FASTENER Expansion Bolts Rawl Power Bolt or Equivalent 3/
1"e 37 2100#-77 SF 3150#-115 SF 4200#-153 SF 311"
50-58S2 175# IF 3150#-115 SF 4725#-172 SF 6300#-230 SF 112'
e 3' 1399#-51 SF 2798#-102 IF 4197#-1535 5596#-204 SF 5'
2332# - 85 SF 4664# -170 SF 69W# - 255 SF 9328# - 340 SF Note:
1.
The minimum distance from the edge of the concrete
to the concrete anchor and spacing between
anchors shag not be less than 5d where d
Is the anchor diameter. 2.
Allowable roof areas are based on loads for Glass /
Enclosed Rooms (MWFRS); I = 1.00. Table
9.6 Maximum Allowable Fastener Loads for
Metal Plate to Wood Support WIND
LOAD CONVERSION TABLE: For
Wind Zones/Regbns other than 120 MPH Tables
Shown). multiply
allowable bads and roof areas by the conversion
factor. WIND
REGION
APPLIED
LOAD
CONVERSION
FACTOR
100
26.6 1.01 110
28.8 1.01 120
27.4 1.D0 123
20.9 0.97 130
322 0.92 140.
1 37.3 0.86 140-
2 1 37.3 0.86 150
42.8 0.80 Metal
to Plywood 1n'
4ply 516'4 p 3/4'4ply Shear Ibs.
I
Pull Out lbs. Shear
lbs.
Pull
Out
lbs. She
b:
Pull
Out
Ibs. Screw
0893
48 113 59 134 71 10 100
55 120 69 141 78 12 118
71 131 78 143 94 14 132
70 145 88 157 105 Table 9.
7 Aluminum Rivets with Aluminum or Steel Mandrel Aluminum Mandrel
I Steel Mandrel Rivet Diameter
Tanslon Ibs. Shear Tanslon Ibs. Shear 1/8"
129 176 1 210 325 5132" 187
263 1 340 1 490 3116' 262
375 1 445 1720 Table 9.
8 Alternative Angle and Anchor Systems for Beams Anchored to Walls, Uprights,
Carrier Beams, or Other Connections 120 mph "
C" Exposure Vary Screw Size wl Wind Zone Use Next larger Size for "C" Exposures Maximum
Screw /
Anchor Size Max Size
of Beam Upright Attachment
Type
Size Description To Wall O To
Upright/
Bea 0- 2"
x
4" x 0.044" Angle 1"x 1'x 0.045' 3116' 10 2"x4"
x0.044' Angle 1'x1'x1/16' 0.063 3116" 12 2" x
5" x 0.072" Uthannel 1-1/2' x t-tn' x 1-1n' x 0.125" 1/2' 14 Yx6"x0.
072" U-channel 1'x2-1/8'x1'x0.05V 5116, 5116 2"x
8'x 0.072" Angle 1"xl"x 1/8"(0.125) 3/16' 12 2" x
10" x 0.072" Angle 1-1n" x 1-1/Y 1/16'(0.062) 1/4' 12 2" x
T x 0.072" Angle 1-1n' x 1-1n' 3/16'(0.188-) 1/4' 14 2" x
10" x O.D72' Angle 1-tn" x 1-1/2" Ifi "(0.062") 1/4" 14 2"x
T'x0.07r Angle 13/4"x 1314"x 1/8'(0.125') 1/4' 14 2" x
10" x 0.072" Uthannel 1-3/4" x 13W x 13/W' x 1/8' 3/8' 14 2"x
IV 0.072" Angle 2xYxD.093' 318' 318" 2"x
10"x 0.072' Angle Yx Yx1/8'(0.125') 5/16' 5/16, 2"x10"
x0.072" Angle YxYx3l16'(0.313 12" 1/2' Note: 1. #
of
screws to beam, wag, and/or post equal to depth of beam. For screw sizes use the stitching screw
size for beam / upright found In table 1.6. 2. For
port attachments use wag attachment type - to wall of member thickness to determine angle
or u channel and use next higher thickness for angle or u channel than the upright wag
thickness. 3. Inside
connections members shag be used whenever possible Le. Use
in lieu of angles where possible. 4. The
thicker of the two members u channel angle should be place on the Inside of the connection If
possible. Table 9.
3 Wood & Concrete Fasteners for Partially Enclosed Buildings Loads and
Areas for Screws in Tension Only Maximum Allowable -
Load and Attributable Roof Area for 120 MPH Wind Zone (35.53 # / SF) For Wind
Regions other than 12D MPH, Use Conversion Table at Bottom of this Daael CONNECTING TO:
WOOD for PARTIALLY ENCLOSED Buildings Fastener Diameter
Length
of
Embedment Number
of
Fasteners 1 2
3 4 1/4'
a 1' 264#-
7 SF 528#-15 SF 792#-22 SF 1056#-30 SF 1-112'
396#-11 SF 792#-22 SF 1188#-33SF 1SM-45SF 2.1/
2" 660#-19 SF 1320#-37 SF 1980#-56 SF 264D#-74 SF 5116"e
1' 312#-
9 SF 624#-18 SF 936#-26 SF 1248#-35 SF 1-112"
468#-13 SF 936#-26 SF 14D4#-40 SF 1872#-63 SF 2-1n"
780#-22 SF 1560#-44 SF 2340#-66 SF 3120#-88 SF 3/8"
a 1' 356
10 71E0SF 0-0SF 1424#-40 SF 5SF0#SF1-
112" 534#-1 1602#-45 SF 2136#-60 SF 2412" 890# -
25 SF 1 1780# - 50 SF 1 2670# - 75 SF I 3560# -100 SF CONNECTING TO:
CONCRETE [Min. 2,500 psQ for PARTIALLY ENCLOSED Buildings Fastener Diameter
I
Length of Embedment Number
of
Fasteners 1 2
3 1 4 PE OF
FASTENER Quick Set' Concrete Screw Rawi Zamae Nallln or Equivalent 1/4"
e 14/2' 233#-8SF 466#-17 SF 699#-25 SF 932#-345F 2' 1
27D#-10SF I 540#-20SF 1 810#-30 SF I 108W-39SF TYPE OF
FASTENER Concrete Screw Rawl Tapper or Equivalent) 3/16'
o tan' 246#-7SF 492#-14 SF 1 738#-21 SF 984#-28 SF 1314" 317#-
9SF 634#-18 SF F 951#-27 SF 1268#-36 SF 1/4"
e 1-112" 365#-10 SF 73D#-21 SF 1095#-31 SF 1460#-41 SF 1314' 465#-
13 SF 930#-26 SF 1395#-39SF 1860#-52 SF 318"o
14/2" 437#-12 SF 874#-25 SF 1311#-37 SF 1748#-495F 1314" 601#-
17 SF 1 12029-34 SF 1803#-51 SF 24D4#-68 SF PE OF
FASTENER Expansion Bolts Rawl Power Bolt or Equivalent 3/8'
a 2.1n" 1 1205#-34SF 2410#-68SF 3619-102SF 4820#-1365 3-112"
1 1303#-37 SF 1 2606#-73 SF 13909#-110 SF 5212#-147 SF 1n"o
3" 1806#-S1SF 3512#-102SF 5418Ai-152SF 7224#-203SF 5' 1993# -
S6 SF 3986# - 112 SF 5979# -168 SF 7972# - 224 SF Note: 1.
The
minimum distance from the edge of the concrete to
the concrete anchor and spacing between anchors
shall not be less than 5d where d
Is the anchor diameter. 2. Atlawable
bads have been increased by 1.33 for wind leading.
3. Allowable
roof areas are based on loads for Glass I
Partially Enclosed Rooms (MWFRS) I = 1.
00 WIND LOAD
CONVERSION TABLE: Fa Wind
Zones/Regions other than 120 MPH Tables Shown),
multiply allowable bads and roof areas by
the conversion factor. WIND REGION
APPLIED
LOAD
CONVERSION
FACTOR
100
25
1.22 110 30
1.11 120 35
1.D3 , 123 37
1.00 130 42
0.94 1iM I0
480.88 ss 0.
81 Table 9.
9 Minimum Anchor Size for Extrusions Wail Connection
Extrusions I
Wall Metal Upright Concrete Wood 2"x
IV 1/4' 14 1/4' 1/4" 2"x
9" 1/4" 14 1/4- 1/4" 2" x
8' 1/4- 12 1/4' 12 2" x
T" 1 3116- 10 3116' to 2-x
6- or lass 1 3/16" 8 all a, B Note: Wag,
beam
and upright minimum anchor sizes shag be used for super gutter connections. f
Table
9.
10 Alternative Anchor Selection Factors for Anchor / Screw Sizes Metal to
Metal Anchor Size
8 10 12 14' 5/16" 3/8' hie 1.
00 I 9,80 0.58 0.46 027 021 10 0.
80 ME 0.72 0.57 0.33 026 gf2 0.
58 0.72 1.00 0.78 0.46 0.36 914 0.
46 0.57 0.78 1.00 0.59 0.46 5116" 027
0.33 0.46 0.59 1.00 0.79 318" 0.
21 1 026 1 0.36 1 0.58 0.79 1.00 Alternative Anchor
Selection Factors for Anchor / Screw Sizes Concrete and
Wood Anchors concrete screws:
2" maximum embedment) Anchor Size
3116" 114" 3f6" 3(16'
1.00 0.83 0.50 114'- 0.
63 - 1.00 0.59 3/8"
0.50 0.59 1 1.00 Dyne Bolts (
1.5/8" and 2-114"
embedment respectively) Anchor Size
3116"
1n' 3116" 1
1.00 OAS 112" 1
OAS 1.D0 Multiply the
number of #8 screws x size of anchodscrew desired and round up to the next even number of screws.
Example: If
If
0) #8 screws are required, the number of #10 screws desired Is: 0.8x
10=(a)#10 0 Z
Wa
cc
O
LLWm
O0
Z
itW
W
Z0Z
WItO
11mr-
I o NZrn
Ol N J"
rn
I.-J
LL N C)O Lr) C1
U U m -
UJ N
LL n n C+C
0 L N c0 45 l- L.
t.7 N m a1 LJCJ O- -
x C rd --
C IIII
LL
III
UJNL. 7
Qm
m v
00 J
co Wt` F
1O Q
E
Z (/7
O 0
Q
o
2 0
N Z 0
F Z J
W
W Z
p J
a ILCOU3WWW
N U w
o o U3
W
U o
H
Q
z n Z
O W m
Z of
o O J
Q
tJ`
c
N
SHEET
N
Q
W
0
12
W 1208-
12-20 0 OF 19 Z
tYW
WZZuJur
W
Z
W
mX u
Y
1
Y
t
G [ V Y '
r-. * -
PERMIT