HomeMy WebLinkAboutSUBMITTED PAPERSC
OFFICE USE NL :
Date: ,-I-) I j 1 I , I I Fee Due:
Receipt#
PLANNING & DEVELOPMENT SERVICES
BUILDING & CODE REGULATION DIVISION SCANNS®
2300 Virginia Avenue ��
Ft. Pierce, FL 34982-5652 �$ �11C ���
772-462-1553 IE' CO
APPLICATION FOR ALUMINUM STRUCTURES PERMIT
ALL INFO MUST BE COMPLETE & FILLED IN TO BE ACCEPTED
PROJECT INFORMATION
Permit #
1. LOCATION/SITE ADDRESS: 6001 0-4+MC5 r Lrl- 131 VOI
2. PROJECT NAME: hrsm SITE PLAN NAME:
3. PROPERTY TAX ID #: j 3Q- WO N)50 s 000 -S
4. LEGAL DESCRIPTION (attach extra sheets if necessary): La.Keyawd pock-Lkni-+— L�<
Lo—r 10
5. PLAT BK PAGE BLOCK LOT
6. PARCEL SIZE: ACRES/SQ FT. D 2-4 4 CIVLOT DIMENSIONS 79 �/- i1 3
7. SETBACKS (ACTUAL) FRONT: BACK: RIGHT SIDE: LEFT SIDE:
8. TYPE OF STRUCTURE (CHECK ALL APPROPRIATE BOXES FOR EACH AND EVERY TYPE OF STRUCTURE)
TYPE OF CONSTRUCTION
N = New
A = Addition
R = Rebuild
SG = Slab on Grade
SR = Raised Slab
WD = Wood Deck
DIMENSIONS
SQUARE FEET OF
CONSTRUCTION
SCREEN ROOM
)0 NEW X EXISTING
I X 20'
200
❑ CARPORT/PATIO ROOF
❑ NEW ❑ EXISTING
X
❑ HABITABLE GLASS ROOM
❑ NEW ❑ EXISTING
X
❑ CAT 1, 2 OR 3 SUNROOM
❑ NEW ❑ EXISTING
X
❑ ALUMINUM COMP. SHED
❑ NEW ❑ EXISTING
X
❑ POOL ENCLOSURE
❑ NEW ❑ EXISTING
X
❑ M H ROOF OVER
❑ NEW ❑ EXISTING
X
❑ ROOF SYSTEM OVER
EXISTING ACCESSORY STRUCTURE
❑ NEW ❑ EXISTING
X
❑ OTHER:
❑ NEW ❑ EXISTING
X
❑ ALUM POOL FENCE
Linear feet
TOTALSQUARE FOOTAGE OF CONSTRUCTION
9. VALUE OF CONSTRUCTION: $ 5. `t DO 00
The value of construction is used to determine the amount of permit fees to be assessed. St. Lucie County reserves the right to
question and/or modify the indicated value of construction if it is demonstrated that the submitted figures are not consistent with
similar types of construction activities. If the value is $2500 or more, a RECORDED Notice of Commencement must be submitted
PRIOR TO FIRST INSPECTION.
SLCCDV Form No.: 001-02 Rev.0412612010
ia— vl-xvt� 1157ylej
OWNER INFORMATION
NAME: '(x y__ Son
ADDRESS: OLCO1 CTuS ar
CITY: -64— e f>ic-_fze_ STATE: ZIP
PHONE (DAYTIME): (7M — tj�33 j EMAIL:
FILL IN NAME AND ADDRESS BELOW IF THE FEE SIMPLE TITLEHOLDER (PROPERTY OWNER) IS DIFFERENT FROM
THE OWNER LISTED ABOVE:
FEE SIMPLE TITLEHOLDER:
ADDRESS:
CITY: STATE: ZIP
PHONE (DAYTIME): �)
CONTRACTOR INFORMATION
STATE OF FLORIDA REG./CERT #: _GG�C D�2��j3 ST.//LUCIE COUNTY CERT #: 2'7-
BUSINESS NAME: 94T •Al1.1YV11r1lAi'1r1
QUALIFIER'S NAME: werld.y was era, In
ADDRESS: ADDU &idah' Nmy_
CITY:T-y s PI efIte— STATE: EL— ZIP
PHONE (DAYTIME): (2 p5— Zp.r]M FAX NO. 44k5-3?-52 email: m[n FI�LIL'�t?CUoCL�
ARCHITECT/ENGINEER: In!_0"Wr?-,{' _6
ADDRESS: Po D)6 lqm3a
CITY: V—t` STATE: 1— ZIP 32,11-5
PHONE (DAYTIME): S[Q
NOTE: IF APPLICABLE, SUBCONTRACTOR AGREEMENTS MUST BE ATTACHED TO APPLICATION FOR ROOFING, ELECTRIC, PLUMBING,
AND HVAC
ZONING REQUIREMENTS
All st�structures will be subject to the requirements of the ST. LUCIE COUNTY LAND DEVELOPMENT CODE.
d2 scaled plot plans showing lot size, dimensions of existing host structure, and proposed aluminum addition. All setbacks
including front, side, rear and distance between adjacent property structures in MH Parks shall be indicated on the plot plan.
❑ 2 sets of color photos for all storm damaged areas to be reconstructed. One picture must include house address number for
inspection verification. ( not required for construction unrelated to storms)
OFFICE USE ONLY
SECTION
TOWNSHIP
L�
RANGE
t�
MAP NO.
/ �I
Additional
ZONING
LAND USE
LOT CVG %
Permits
Required
REPORT
J-�j
BIMS FEE
MISC FEES
$
TOTAL FEES
CODE
r v`
BUILDING &,ZONING REVIEW
FRONT
PLANS
VALUE OF CONSTRUCTION
REVIEW
COUNTER
ZONING
SUPERVISOR
EXAMINER
VEGETATION
USING ICC TABLE
DATE
196 1 J
?
COMPLETE
1
INITIALS
�
J
CERTIFICATION:
This application is hereby made in order to obtain a permit to do the work and installations as indicated, and to obtain a
certificate of capacity, if applicable, for the permitted work.
NOTICE TO OWNER: FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOU
PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO
OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE
RECORDING YOUR NOTICE OF COMMENCEMENT.
NOTICE TO APPLICANT: IN THE EVENT IT IS NOT YOUR RIGHT TITLE OR INTEREST THAT IS SUBJECT TO
ATTACHMENT, THE APPLICANT DOES HEREBY MAKE A GOOD FAITH PROMISE TO
DELIVER A COPY OF THE ATTACHED CONSTRUCTION LIEN LAW NOTICE TO THE
PERSON WHOSE PROPERTY IS SUBJECT TO ATTACHMENT, AND DOES SO AS A
CONDITION PRECEDENT TO THIS PERMIT
1. If utilizing the AAF Guide to Aluminum Construction in High Wind Zones, I the Contractor/Owner Builder hereby certify
that the components being used, fasteners type and fastening pattern meet all the requirements for the designated wind
zones established by the county and take full responsibility for complying with the submitted design of the structure being
permitted.
2. I further certify that all the foregoing information is accurate, that no work or installation has commenced prior to the
issuance of a permit and that all work shall be performed in compliance with all applicable laws regulating construction and
zoning in this jurisdiction. I understand that separate permits may be required for ELECTRICAL, and HVAC, etc., not
otherwise included with this building permit application.
3. I , the Contractor / Owner Builder, have verified that the existing foundation meets the requirements of the Engineer of
Record and i 'n adequate condition to withstand the uplift and weight of the aluminum structure and said structure will not
exce d e otp 'nt of the structure that was in existence prior to removal by the s s.
W ER OR ONT ACTOR SIGNATURE CONTRA O SIGN URE
STATE OF FLORIDA STATE O RIDA
COUNTY OF 1 LA-,,Cl" COUNTY OF -Q-r
The foregoing instrument was acknowledged before me
r
me this ,?, day of201,
by (A-Ye-r JJ Y M jek� .'1t`1 ,
who is personally known r)<, to me, or who has
produced
as
IMPORTANT NOTICES:
The foregoing instrument was acknowledged before me
me this —,;?- day of 20 11 ,
by %QN�1 1G+�e —r/► nJ�✓>
who is personally known X to me, or who has
produced
as identification.
• TWO (2) SIGNATURES ARE REQUIRED. EACH SIGNATURE MUST BE NOTARIZED. IF APPLYING-POlr'iWS'
BUILDING PERMIT AS AN OWNER/BUILDER, THE OWNER MUST PERSONALLY APPEAR, IN THE OFFICE
LISTED ON THE FRONT OF THE APPLICATION, TO SIGN THIS APPLICATION & THE OWNER/BLDR
AFFIDAVIT.
• ALL SIGNATURES ON APPLICATION SUBMITTED SHALL BE ORIGINAL, SIGNED IN INK. COPIES, FAXES, OR
STAMPED REPRODUCTIONS ARE PROHIBITED.
• WHEN A PERMIT IS AVAILIBLE FOR ISSUANCE BUT IS NOT PICKED UP WITHIN THIRTY (30) DAYS AFTER
NOTIFICATION OF AVAILIBILITY, IT WILL BE VOIDED. IF THE APPLICATION IS RESUBMITTED, AN
ADDITIONAL FEE WILL BE CHARGED.
JOSEPH E. SMITH, CLERK OF THE CIRCUIT COURT - SAINT LUCIE COUNTY
FILE # 3561790 OR BO°' -268 PAGE 2565, Recorded 02/11/2011,�--,11:02 AM
AFTER RECORDING -RETURN TO:
PERMIT NUMBER:
NOTICE OF COMMENCEMENT
The undersigned hereby given notice that Improvement will be made to certain real property, and In accordance with Chapter 713,
Florida statutes the following Information is provided in the Notice of commencement.
1. DESCRIPTION OF PROPERTY (Legal description and street address) TAX FOLIO NUMBER:I�I-(QID-050-DOD--5
SUBDIVISION lKl/5� PK_BLOCK 4 TRACT LOT LO BLDG UNIT
2. GENERAL DESCRIPTION OF IMPROVEMENT:
3.OWNER INFORMATION: a. Name
b. Address c. interest in property
d. Name and address of fee simple titleholder (If other than owner)_
4. CONTRACTOR'S NAME, ADDRESS AND PHONE NUMBER: R&T Aluminum Services, LLC D/B/A The Porch Factory
5. SURETY'S NAME, ADDRESS AND PHONE NUMBER AND BOND AMOUNT:_
6. LENDER'S NAME, ADDRESS AND PHONE NUMBER:
7. Persons within the State of Florida designated by Owner upon whom notices or other documents may be served as provided by
Section 713.13 (1)(a) 7., Florida Statutes:
NAME, ADDRESS AND PHONE NUMBER:
8. In addition to himself or herself, Owner designates the following to receive a copy of the Lienoes Notice as provided in Section
713.13 0)(b), Florida Statutes:
NAME, ADDRESS AND PHONE NUMBER:
9. Expiration date of notice of commencement (the expiration date is 1 year from the date of recording unless a different date is
specified) , 2Q
Tack M 00rr.,pn
Signat ire of Owner or Print Name and Provide Signatory's Title/Office
Owner's Authorized Officer/DirectodPartner/Manager
State of Florida
County of a• U�6
The foregoing Instrument was acknowledged before me this day of :Q YUA &V- A 20-LL-_.
By �(aCK IJI. C/II�DYI as Z)V.iY1Pt—
(Name of person) Type of authority... e.g. Owner, officer, trustee, attorney in fact)
For
(Name of party on behalf of whom instrument was executed) Personally Known_ or produced the following type of ID:
V,aUKIand A-{-Kig!gpn NoraryPuWicStaMo'Floritla
Printed Name of Notary Public Si natur f Notary P Iic Raymond A lW;-15
( ry ) ( 9 ry ) My commissl0n DDa19255
�o � Expire9 a812312013
Under penalties of perjury, I declare that I have read the for going and that the facts in it are
belief (section 92.525, Florida Statutes).
S ature(s) of Owner(s) or Owner(s)' Authorized Officer/Director/Partner/Manager who signed above:
By By I ac4 N1 &LsQtl
R. (R000r,ffi,p)
STATE OF FLORIDA
ST. LNIE COURTy
TtilSISTOCERIOT
TEfUE AND CORRECT OFy OFT"E
ORIGIN - C ERK
J4 E .H E. SMIYR,
By: �ylc
Date,
PLANNING & DEVELOPMENT SERVICES DEPARTMENT
BUILDING & CODE REGULATIONS DIVISION
2300 VIRGINIA AVENUE
FORT PIERCE, FL 34982-5652
(772) 462-1553
FILLED LANDS AFFIDAVIT
I, the undersigned, am the owner of the following described property,
1301-0-10-DD50-0D1)--s �31�D[ G rus�iir� �I�d
(Parcel Id#/Legal description/Address)
for which I have applied to St. Lucie County for a Final Development Permit. In
accepting this Final Development Permit, BP Number 1(0Z —h 10 6 , I acknowledge
that as owner of the above described property, and in accordance with Section
7.04.01(D), St. Lucie County Land Development Code, I shall be responsible for assuring
adequate drainage so that the immediate community WILL NOT be adversely affected.
I further acknowledge that in granting this permit for the development of this property,
St. Lucie County is neither obliged nor liable to provide for, or maintain in any form,
adequate drainage off my property which will not adversely affect the immediate
community.
,TaclL M . %0-fS YI
Pr9perty Owner Name (Please Print)
c)
Propert Owner Signature Date
STATE OF FLORIDA, COUNTY OF J-+ • Luc!
ACKNOWLEDGED BEFORE
/M�EyTHIS hTy� DAY OF _ _1V ` (,V l 20_ ,
BY \ i OLCiV— V `- /( ' J/l,f SO � WHO IS PERSONALLY KNOWN TO ME OR WHO HAS
PRODUCED D UP S I�i1 C�V1SP AS IDENTIFICATION.
SIGNAIrURE OF NOTARY PUBLIC
`�bQ90255 COMMISSION NUMBER
TYPE
RoPI Y" TV-1-T rL!l . )I
V4Y �4p` Notary Public State of Florida
:� Ra,�ArL)gtkinson
y o-°g My Commission DD919255
"opF�° Expires08l23/2013
SLCPDSD Revised 08/24/2010
-�, 466-5070 - "78-9844
Ft. Pierce , rt St. Lucie
ORDERED:'
' 1 "`� Metered and Mixed on Site
3825 Selvitz Road
Ft. Pierce, Florida 34981
Date:
C) 1 r U 41rl -Time of Job:
YARDS
USED
P.S.I.
PEA ROCK
3/4 ROCK
PRICE
PER YARD
AMOUNT
oo
v
-FIB BERRL ADMIX
TIME ON
JOB
TIME
STARTED
TIME
FINISHED
DELIVERY
CHARGE
00
MINUTES
VERCHARGE
Truck"Detention,Time
10 Minutes of FREE Unloading Time
for every Yard $1.00 per Minute After
SUB
TOTAL
TAX
_
�
TOTAL DUE
REMARKS:
'A�A11
Purchaser assumes full responsibility for strength, slump and quality of concrete when_'
changing the calibration of sand, rock or water, or other material requested on the job.
I, the undersigned, will assume all responsibility for any damage where delivery is made
inside of the curb.
Customer X: l Driver: r�
Meter Reading: �0t0 . Driver Number: 4(
� u
• Termite Inspection - _ '72-323-7921
• T inEu►ef-A-dug
ermite retreatment FOX: 772-348-5999
• Pest Control Termite
• Rodent Service & Pest Email: Evictabug@gmail.com
• Fire Ant Lawn Service Control
a
a Inc. 265 SW Port St. Lucie Blvd. #323,
• Licensed & Insured Lic. JB175775 Port St. Lucie, Florida 34984
Notice of Preventative Treatment for Termites
(as required by Florida Building Code (FBC) 104.26 and Broward County Chapter FBC 105.2.2) .
PEST PREVENTION I FIRE ANT SERVICE I TERMITE SERVICE 1 RODENT EXCLUSION & REMOVAL
DATE OF SERVICE e.b F t4' . � TIME d4,01n (--aJ 'E� ..-1
DEVELOPMENT NAME (PROJECT) CONTTRACTTOR'SS NAMEt y } CONTACT PERSON
-Pal
STRUCTURE ADDRESS (LOTIBLOCK) p �) p� ( `CITY, STATE, ZIPCODE COUNTY
4s" i { 4s:_
CONTACT PHONE NUMBER NOTES
TREATMENT TYPEIAREA
❑ FLOATING �,EI MONOLITHIC
❑ PATIO
❑ GARAGE ❑ DRIVEWAY
❑STEM WALL ❑ ADDITION
❑ CUTOUTS ❑ FOOTER
❑ FRONT ENTRY
❑ EXTERIOR PERIMETER FOR RENEWAL
❑ OTHER
7-
❑ TAMP & TREAT ❑ TREAT ONLY
❑ FINAL
❑ RETREAT ❑ BORA CARE TREATMENT
PRODUCTS
O_BASELINE ❑ PROBUILD TC
❑ DRAGNET ❑ DEMON TC
❑ TERMIDOR TC ❑ BORACARE
❑ OTHER
7
f+
r
ACTIVE -INGREDIENT --
CONCENTRATION
A6% ❑ ❑ .25%
❑ ❑
❑ OTHER
GALLONS APPLIED / g
v>� .12%
.5% .23%
SQUARE FOOTAGE>f
LINEAR FOOTAGE
SQUARE FOOTAGE VERIFIED
O YES ❑ NO
MEASURED OR VERIFIED PER PLANS
JOB READY CONDITIONS MET
,
CA YES' ❑ NO
DETAILS
As per 104.2.6 FBC - If soil chemical barrier method for termite prevention is used. Final exterior treatment shall be completed prior to final building approval.
Certificate of Compliance: The building has received a complete treatment for the prevention of subterranean termites. Treatment is in accordance with rules and laws established
by the Florida Department of Agriculture and Consumer Services. (Per the Florida Building Code.)
If this notice is for the final exterior treatment, initial ai
FINAL STICKER
❑ ELECTRICAL PANEL ❑ WATER HEATS
Payment Terms: Payment due at time of service.
Date
Date
Fort Pierce, FL 34982
772-4 62-2172 Fax 772-462-6443
CER°II'IFICA►TE OF TERMITE TREATMENT
1I:ONSTR UCTION SOIL TREA;"TMENT P,411'q74-d-�
PERMIT 0: 1 w9-K B ADDRESS: f� 01 cA lus P AJlE 6111A
BUILDER/CONTRA.CTOR:
PEST CONTROL CONTMACTOR:
PEST CONTROL LICEN �:, E #:-22. 111 �1
We, the undersigned, hereby � :ertlffy that ive have pretreated the above described construction for
subterranean termites in accur dance with the standards of the National Pest Control Association.
Square feet if area treated:
Percentage of solution: G U_.
Date of Treatment: 3 [ -, �___. I _
'✓Footing
V Treatment
Re -Treat
Driveway
11 Treatment
Re -Treat
Other
1 Treatment
Re -Treat
Chemicals used: 6h�'1-4
Total gallons used: r /�Z
Time of Treatment:. 671
�b
Treatment
Re Treat
Pools
1" Treatment
Re -Treat
P meter fg�-fjinal Inspection
of Exterminator
(Vote: There must be a c omplett lit form for & ch requAd treatment or re -treatment and this form must be on the job
site to be #naked up by the insw t: for at trine c F each inspection or the sdmduled inspection will fall and a re Inspection
fee diarrled.
FBC104.2.6 Certificate of Protd! !: Ive Tieatme V for prevention of termltes A weather resistant fobslte posting board
shall be provided to receive dup A ate Treatme of CerWcaies as each required protective treatment is completed,
provlding a copy for the person i 1 a permit is i'sued to and another copy for the building permit files 779e Treatment
certificate shall provide the prm is ct used, lder tlty of the applicator, time and date of the treatment, site location, area
treated, chemlcal toed, perrent , a incentration and number ofgallons used, - o establlsh a verifiable record of
pruiv ve treatment. rf the loll c hemlcal barr er method for termite prevention is used, final exterior treatment shall
be completed prior to final bulld) ,17 approval.
St Lucie County requires A i� - the final Inspection for CO, a Permanent Sticker to be placed on
the electrical panel box cap it or, listing all the treatments and dates of aoollidatlons.
LEGAL DESCRIPTION:
Lot 10 in Block 4':of
LAKEWOOD PARK — UNIT
EIGHT B
according to the plat thereof
as recorded in Plot Book 11
page(s) 48 of the
Public Records of St. Lucie
County, Florida.
ABBREVIATIONS:
(•)=Not verified by field measurement
#=Value as platted & field measured
F.F.E.=Finished Floor Elevation
SET = Set 5/8" iron rebor ��yIth
yelloW cap marked "PSM 5543"
MS=Value as measured in field
OH--OH--OH—= Over Head Wires
X--X--X-= Chain Link Fence
FD=F and 5/8" Iron Rebor
R.O.W. = Right of Way
0--0--0—= Wood Fence
�= FPL Transformer Pad
PL=Value as platted
R = Radius of curve
L = Length of curve
A=.De.lta,of Curve
Site Benchmark
WEEAS. =Measured
S.F.=Square Foot
CONC. = Concrete'
C.P.= Conc(,ete Pad
®= ater Meter
= oWer Pole
= Bell South
®_ We I
--iNM0M
TM 2! M :,a
CrJ
NOR
f±73
:8•
SURVEYORS NOTES:.
1. Unless o.therWise noted only platted easements
are shown hereon.
2. No underground utilities or improvements Were
located unless otherwise shown.
3. This site lies Within Flood Insurance Rate Mop
Zone X.
4. Flood Zane shown hereon is on interpretation
by the surveyor and is provided as a courtesy.
The flood zone should be verified by a
determination agency.
5.,Bearings shown hereon are based on the Center
line of Citrus Park Blvd as being N89'59'30"E
according to the Plat described hereon.
6. P.U.D.E. denotes Public Utilities and Drainage
Easement.
7. All Lot dimensions shown are per plat unless
otherwise shown.
. Citrus Park Bouloyard
T 60' R,O,W. — 20' ASPHALT ROAD
I I -
S 89059'30" W 79,00'
FD, TO.
CONC,
U, rn DRIVE
N N
z CT Z
O CDCZ)CONC p
00 DRIVE 00
W 7,8r CZ)
r O 10,03'
O s
q 50.00, CAR o
cfl PORT
1 STORY CONC. BLOCK $ W
o $ N o
50.00, yy SHED .A.
W x 8.50'QOS+"t W
0 27.59' S� w. CDCD"PROPOSED"` O
SCRVN
SHE R00
RAMP
CONC,
PAD °1a- SHED
x ■ — x
FD, 10' P•U.D.E. FD,
LOT 22 BLOCK 4
S89-59'3011W 79.00'
8601 Citrus Pork Boulavord
SCALE:1 "=30' Atlantic Land Designs
DATE:2-3-11 of the Treasure Coast
754 NE Jensen Beach Blvd. Jensen Beach, Fl. 34957
DRA#J• MC\JC Mai I ing Address:
P.O. Box 1421 Jensen Beach, FL 3495
2011-006 (772) 398-4290 ALD5543®gma i I. com
DATE: I REVISIONS
LOT 20 BLOCK 4
LOT 21 BLOCK 4
LAST FIELD DATE:2-3-11
ASBU I L T . SURVEY
Certified to: Jack Corson
I hereby certify that the survey sho*n hereon is true and correct
and is based on actual measeurements taken in the field. This
survey meets the Minimum Technical Standards of Chapter 61Gi7
Florida administrative code:
Digitally signed by James
James AA. Cesiro Jr.
>: DN: cn=James A. Cesiro
n Jr o=Atlantic Land
"DesignsaftheTC,ou,
Cesiro
a D
Jr. „ T
Date: 2011.02.09 08:14:42
r '' OS'00'
NOT VALID WITHOUT AN AUTHENTICATED ELECTRONIC SIGNATURE
AND AUTHENTICATED ELECTRONIC SEAL
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R & T Aluminum Services
4006 Mariah Circle, Fort Pierce, FL 34947
D v .d e-
I ; to �-
I I
a0- I
C( .
h
A-
CONCEALED
ARE THE RESPONSIBILITY OF THE
CON1AACiAAOFAFCAflA
i
6
13 , I
02
THESE PLANS AND .ALL PROPOSED WORK
ARE SUBJECT TO ANY CORRECTIONS
REQUIRED BY FIELD !NSPEvTGRS THAT
MAY BE NECESSARY IN OADCR T
r-QMPLY WITH ALL RPPLIOA01-E 00Q? G,
u
TERMITE TREATMENT REQUIRE®
/yq�m ]I Lp
C-q'A_tj!
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F i�. •'4:.A4
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ST. LUCIE COUNTY
BUILDING DIVISION
REVIEWIED
FOR CTf
CE
REVIEWED BY
DATE 1 31101
PLANS AND FEAMIT
MUST BE KEPT ON JOB OR
NO INSPECTION WILL BE MADE
772-465-6772 CGC062483
Wind Zone MPH / Exposure 4.
Scale = 1FT
ALUMINUM STRUCTURES DESIGN MANUAL STATEMENT
I 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 loads 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 Sliding, P.E. #34927 and a copy
of his letter of review and statement no financial interest is available upon request. A copy of
Brian Stirlings' letter is posted on my web site, www.lebpe.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 within six months of
becoming a client and bi-annually 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 Vunyl Rooms.
SHEET 2: Checklist for Screen, Acrylic & Vinyl rooms, General Notes and Specfcetions,
Design Statement, and Site Exposure Evaluation Form.
SHEET 3: Isometrics of solid roof enclosure and elevations of typical screen room.
SHEET 4: Post to base and puriin 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 B-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.
SHEET-10C: 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 end cap water
relief detail, beam connection to fascia details, pan roof achoring 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
loads tables.
TERMITE TREATMENT REQUIRE®
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 Contractors
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 Masterfile 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(9)(b) 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 Contractors 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 non -infringement. In
particular, Bennett its officers, employees, agents, representatives, and successors, do not represent or warrant that (a) use of the
ASDM will meet Contractors 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
Contractors 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, Contractors use of the ASDM, even if Bennett has
been advised of the possibility of such damages.
4. INDEMNI
FICATION. 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: C C_ o c `% CJ �/�
COURSE # 0002299 ATTENDANCE DATE: //,�- f �,n b /
CONTRACTOR SIGNATURE:
SUPPLIER: / %� J L- C', r--iT A
BUILDING DEPARTMENT
CONTRACTOR I� f� rtON 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 No
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 No
a. Structure's length, projection, plan & height as shown on the plans. . . . . . . . .
_
b. Beam sizes, span, spacing & stitching screws ('d 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 (if required) . . . . . . . . . . . . . . . . .
_ _
g. Roof panel sizes, length &thickness .
_
3. Check load bearing uprights I walls to deck for.
Yes No
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 No
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 No
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:
6r1 F:`i2.i`?,1 tYS•;I f•-�L^—,';�� Z J„ .: - rl^ ,
N:s: St°kp { ,C,-`•h I1 r i-� fl fJ y a Y'� � Nh l 1p 6r
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THESE PLANS AND ALL PROPOSED WORT(
ARE SUBJECT TO AN' 'I' COPRECTIONS
REQUIPED BY FIELD INSPECTOr3S THAT
MAY BE NECESSARY IN OFtr- ER TO
CQPr9I I-X WITH ALL APP41CAULE CQP9S.
CONCEALED FASTENERS OR ATTACUENTS
ARE THE RESPONSIBILITY OF THE
CONTRACTOR OF RECORp
Town & Country 6005 Indicator Mark
(Instructions For Permit Purposes)
To: Plans Examiners and Building Inspectors,
These alloy indentification marks have been provided to
contractors and yourself for permitting purposes. The details below
illustrate the alloy indentification marks and the location of such marks.
These alloy marks are used solely for our 6005 extrusions. It is
ultimately the contractors responsibility that they receive and use only
6005 alloy shapes when using this engineering. We are providing this
document to simplify the indentification of our 6005 alloy materials to
be used in conjuction with our 6005 engineering.
A separate signed and sealed document from Town & Country
will be provided to our pre -approved contractors once the materials are
purchased.
TO 6005 SELF -MATING
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PURSUANT TO PROVISIONS OF THE FLORIDA DEPARTMENT OF
y "' ro .
HIGHWAY SAFETY & MOTOR VEHICLES DIVISION OF MOTOR
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VEHICLES RULE 15C-2, THE SPAN TABLES, CONNECTION
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DETAILS, ANCHORING AND OTHER SPECIFICATIONS ARE
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DESIGNED TO BE MARRIED TO CONVENTIONALLY
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CONSTRUCTED HOMES AND / OR MANUFACTURED HOMES AND
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MOBILE HOMES CONSTRUCTED AFTER 1984.
THE DESIGNS AND SPANS SHOWN ON THESE DRAWING; ARE
BASED ON THE LOAD REQUIREMENTS FORTHEFLOR0
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BUILDING CODE 2007 EDITION W/ 2009 SUPPLEMENTS.,,,,
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JOB NAME: C I"1 V
ADDRESS: C2 LU R/ I IL__( r 1 vJ
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DRAWING FOR ONE PERMIT ONLY
SHEiET
08-12-2010 1 OF
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12
DESIGN CHECK LIST FOR SCREEN, ACRYLIC & VINYL ROOMS
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
Sup lements, Chapter 20, ASM35 and The 2005 Aluminum Design Manual Part I -A & II -A; Exposure
B' or'C'Importance Factor 0.87 for 100 MPH and 0.77 for 110 MPH and higher, 120
MA., [3(_ PH for 3 second wind gust velocity load; Basic Wind Pressure 0- Design Pressures
for Screen / Vinyl Roo can be found on pap0�e 3A-i(:
a. "B" exposure = PSF for Roofs & G 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 3iii.
2. Host St
ructure Adequacy Statement:
q Y
I have inspected and verify that the host structure is in good repair and attachments made to the
structure will be solid.
7:�5>APAe _S 1;rA of rJ Phone:: n
,C for Authorized Rep' N me (pl /l-
C Date: ���'--J6 0 l
C rector / Authorized Rep' Signature /
(t. I�r so �S (90 ( � (Tr `�� �k 3i v
Job Name & Address
Note: Projection of room from host structure shall not exceed 16'. r
3. Building Permit Application Package contains the following: Yes/ No
A. Project name & address on plans . . . . . . . . . . . . . . . . . . . . . .
B. Site plan or survey with enclosure location . . . . . . . . . . ... . . . . . . . -
C. Contractor's / Designer's name, address, phone number, & signature on plans
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)
4. Upright height, spacing, & size .. . . . . . . . . . . . . . . . . . . . . . . -
(Select uprights from appropriate 3A.2 series tables)
(Check Table 3A.3 for minimum upright size) /
:5. Chair rail or girts size, length, & spacing . . . . . . . . . . . . . . . . . `/-
(Select chair rails from appropriate 3A.2 series tables)
6. Knee braces length, location, & size . . . . . . . . . . . . . . . . . . . . . -
(Check Table 3A.3 for knee brace size)
4. Highlight details from Aluminum Structures Design Manual: Ye No
A. Beam & purlin tables w/ sizes, thickness, spacing, & spans / lengths. Indicate .
' P
r
Section 3A tables used. ( � ���
Beam allowable span conversions from 120 MPH wind zone, "B" Exposure to
_MPH wind zone and/or "C" or "D" Exposure for load width
Look up span on 120 MPH table and apply the following formula_
SPAN REQUIRED ---I F- REQUIRED SPAN NEEDED IN TABLE
/_(bord)=
t EXPOSURE MULTIPLIER
(see this page 3)
B. Upright tables w/ sizes, thickness, spacing, & heights . . . . . . . . . . . . . . ✓
(Tables 3A.2.1, 3A.2.2, or 3A.2.3)
Upright or wall member allowable height / span conversions from 120 MPH
wind zone, 'B' Exposure to _MPH wind zone andlor'C' Exposure for load
width
Look up span on 120 MPH table and apply the following formula:
SPAN REQUIRED ---I F- REQUIRED SPAN NEEDED IN TABLE
(bord)=
L- 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 . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
. r
/
4. Beam to beam . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
.
5 Chair rail, purlins, & knee braces to beams & uprights . . . . . . . . . .
.
6. Extruded gutter connection . . . . . . . . . . . . . . . . . . . . . .
.
U-clip, angles and/or sole plate to deck . . . . . . . . . . . . . . . . .
.
E.
Foundation detail type & Size . . . . . . . . . . . . . . . .
.
• 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 20'-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
lies to utili sheds carports, and / or other structures Opp y rp es 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 infills 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 toad shall be 30 PSF.
9. All specified anchors are based on an enclosed building with a 16' projection and a Z 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 alternate water relief ports
in the gutter.
14. All 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 I, 11, & 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 meta( -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 loads 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 10' and 16' projection with a 2' overhang. Any greater load width shall be site specific.All framing
components are considered to be 6005-T6 alloy except where noted otherwise.
Section 3A Design Loads
for Screen, Acrylic & Vinyl Rooms
Exposure"B"
Basic
Wind
Pressure
Screen Room
& Vinyl Rooms
Roof Walls
Over Hang
All Roofs
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
4130-MP-H-
`--'20;0---
--15.0-
. 18.0-
-56:6--'
140-1 MPH
1 23.0
17.0
21.1
65.7
140-2 MPH
1 23.0
17.0
21.1
65.7
150 MPH
1 26.0
20.0
24.0
75.4
EWA
Note:
Framing systems of screen, vinyl and glass rooms are considered to be main frame resistance components. To convert the
above loads from Exposure "B" to Exposures "C' or "D" see Table 3A-C next page.
Table 3A-A Conversion Factors
for Screen & Vinyl Rooms
From 120 MPH Wind Zone to Others. Exposure "B"
Roof
Walls
Wind Zone
MPH
Applied Load
(#/SF)
Deflection
(d)
Bending
(b)
Applied Load
(#/SF)
Deflection
(d)
Bending
(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
IL &2
17.0
0.91
0.87
21.0
0.89
0.85
1.
20.0
0.87
0.81
24.0
0.8s
0.79
Table 3A-B Conversion Factors
for Over Hangs
Frnm "vnncur" "R" M o " "r."
Wind Zone
MPH
Applied Load
(#/SF)
Deflection
(d)
Bending
(b)
100
46.8
1.01
1.02
110
47.1
1.01
1.01
120
48.3
1.00
1.00
123
50.8
0.98
0.97
130
56.6
0.95
0.92
140-1
65.7
0.90
0.86
140-2
65.7
1 0.90
1 0.86
150
75.4
1 0.86
1 0.80
CONCEALED FASTENERS OR ATTACHMENTS
ARE THE RESPONSIBILITY OF THE
CONTRACTOR OF RECORD
Conversion Table 3A-C
Load Conversion Factors Based on Mean Roof Height from Exposure "B" to "C" & "D"
Fmnm "R" fn "r'• I Rmne '•R" M W.
Mean Roof
Height•
Load
Conversion
Factor
Span Multiplier
Load
Conversion
Factor
Span Multiplier
Bending
Deflection
Bending
Deflection
0 -15'
1.21
0.91
0.94
1.47
0.83
0.88
15'-20'
1.29
0.88
0.92
1.54
0.81
0.87
20' . 25'
1.34
0.86
0.91
1.60
0.79
0.86
25'-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
SITE EXPOSURE EVALUATION FORM
I-• --•- --•--•--•- 1
QUADRANTI
600• EXPOSURE I
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I _ _ 600•
QUADRANT IV
I EXPOSURE I mo 160 4%0• I 0
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QUADRANT11
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L-•--•--•--•--•- -- -- -�
NOTE: ZONES ARE MEASURED FROM STRUCTURE OUTWARD Z
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USING THE FOLLOWING CRITERIA, EVALUATE EACH QUADRANT AND MARK IT AS'B', 'C., OR"[' O
EXPOSURE. 'C' OR'D' EXPOSURE IN ANY QUADRANT MAKES THE SITE THAT EXPOSURE. w
EXPOSURE C: Open terrain wih scattered obstructions, including surface undulaltions or other O
irregularities, having heights generally less than 30 feet extending more than 1,500 feet u
from the building site in any quadrant. 1
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-e)lends mo(-e
than 600 feet and width greater than 150 ft. ?
1
2. No short term changes in 'b', 2 years before site evaluation and build`out Within 3 yea
site will be'b'. !O
3. Flat, open country, grasslands, ponds and ocean or shorelines in any'quadrant for gi at O
than 1,500 feet. J -
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4. Open terrain for more than 1,5000ffeet in any quadrant. -cn
SITE IS EXPOSURE:. EVALUATED)-
ATBY: �WVf /)3P�'A�N1 d,66DATE: ! 6� I
SIGNATU 4 ' (/`M' LICENSEM C 6&)6,9gP�
f 08-12-2010
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INTERIOR B
(PER TABLES 1.3)
H"
ALUMINUM ROOF SYSIT
(PER SOLID PANEL
ROOF SECTION)
RIDGE BEAM
(PER TABLES 3A.1.4)
SLOPED SOLID RC
SCALE: N.T.S.
t
HOST STRUC RE OR
FOURTH WALL E
PANS OR PANELS
ALUMINUM ROOF SYS
PER SECTION 7
CARRIER BEAM POST
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
MAX..
H• / UPRIGHT'//
HEIGHT (h) 1" x 2"
MIN. 3-1/2" SLAB ON GRADE
VARIES OR RAISED FOOTING FILE CO Y
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/7 17tf
'@FASCIA ALLOWED
SIZE BEAM AND UPRIGHTS SEE SECTION 7 FOR DETAILS)
(SEE TABLES) w
O.H. SOLID ROOF F
NO MAXIMUM m
(ELEVATION SLAB OR GRADE)
P = PROJECTION FROM BLDG.
VARIES VARIES LW = LOAD WIDTH
NOTES: ,p, VARIES
1. ANCHOR 1" is 2" OPEN BACK EXTRUSION W/ 1/4" x 2-1/4" CONCRETE FASTENER MAX. OF 2'-0" O.C.
AND Wl IN 6" EACH SIDE OF UPRIGHT ANCHOR 1" x 2" TO WOOD WALL W/ #10 x 2-1/2" S.M.S. W/
WASHERS OR #10 x 2-1/2" WASHER HEADED SCREW 2'-0" O.C.. ANCHOR BEAM AND COLUMN
INTERNALLY OR W/ ANCHOR CLIPS AND (2) #8 SCREWS Wl WASHERS @ EACH POINT OF
CONNECTION.
2. SELECT FRONT WALL BEAM FROM TABLE USING LARGER LOAD WIDTH VALUE OF P/2 OR P12 + 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" = V-0"
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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/ "x "x 2" ANGLE
CLIPS EACH SIDE OF POST `
GIRT OR CHAIR RAIL AND KICK
PLATE Tx Tx 0.032" MIN.
HOLLOW RAIL
x T TOP RAILS FOR SIDE WALLS ANCHOR RECEIVING CHANNEL
VITH MAX. 3.6 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'-1"
130
S-8"
1401&2
150
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 Y
1 x 2 OR 2 x 2 ATTACHED TO
CONCRETE WITH 1/4" x 2-1/2"
BOTTOM W/ 1" x 1" x Tx 1/16"
CONCRETE ANCHORS WITHIN
0.045" ANGLE CLIPS EACH
6" OF EACH SIDE OF EACH
SIDE AND MIN. (4) #10 x 1/2"
POST AT 24" O.C. MAX. OR
S.M.S.
THROUGH ANGLE AT 24" O.C.
MAX.
1" x Tx 0.032" MIN. OPEN BACK
MIN. 3-112" SLAB 2500 PSI
EXTRUSION
CONC. 6 x 6 -10 x 10 W.W.M.
_
"
OR FIBER MESH
a
1-1/8" MIN. IN CONCRETE
(ALTERNATE WOOD DECK: 2"
PTP USE WOOD FASTENERS
VAPOR BARRIER UNDER
W/ 1-1/4" MIN. EMBEDMENT)
CONCRETE
POST TO BASE, GIRT AND POST TO BEAM DETAIL
SCALE: 2" =1'-0"
ALTERNATE CONNECTION
DETAIL 1" x T WITH
BEAM /HEADER
(3) #10 x 1-112" S.M.S. INTO
SCREW BOSS
(2) #10 x 1 112" S. M. S. INTO
ANGLE CLIPS MAY BE
SCREW BOSS
SUBSTITUTED FOR INTERNAL
ANCHOR 1" x T PLATE TO
SCREW SYSTEMS
CONCRETE W/ 1/4" x 2-1/2"
CONCRETE ANCHORS WITHIN
6" OF EACH SIDE OF EACH
MIN. (3) #10 x 1 1/2" S.M.S.
POST AND 24" O.C. MAX.
INTO SCREW BOSS
MIN. 3-11T SLAB 2500 PSI
— l" x T EXTRUSION
CONC. 6 x 6 -10 x 10 W.W.M.
OR FIBER MESH
1-1/8" MIN. IN CONCRETE
VAPOR BARRIER UNDER
CONCRETE
ALTERNATE HOLLOW UPRIGHT TO BASE AND
HOLLOW UPRIGHT TO BEAM DETAIL
ANCHOR1" CHANNEL TO
CONCRETE WITH
1/ x2-1/4"CONCRETE
ACHOR WITHIN 6" OF EACH
SIDE F EACH POSTAT24"
O. . MAX. OR THROUGH
A GLE AT 24" O.C. MAX.
MIN 3-1/2" SLAB 2500 PSI
CONC. 6-10x10 W.W.M. OR
FIBER MESH
VAPO ARRIER UNDER
CONCRETE
HEADER BEAM
(4) #10 x 1/2" S.M.S. EACH SIG
OF POST
H-BAR OR GUSSET PLATE
Tx2"ORTx3"ORTS.M.B.
POST
MIN. (4) #10 x 1/2" S.M.S. @
EACH POST
l" x T EXTRUSION
1-1/8" MIN. IN CONCRETE
.TERNATE PATIO SECTION TO UPRIGHT AND
\ PATIO SECTION TO BEAM DETAIL
SCALE: T = T-0"
MIN_ 3-1/2" SLAB 2500 PSI
CONC. 6 x 6 -10 x 10 W.W.M.
OR FIBER MESH
VAPOR BARRIER UNDER
CONCRETE
Tx 2" OR T x 3" POST
COMPOSITE ROOF PANELS:
#8 x 9116"TEK SCREWS BOTH
(4)1/4" x 4" LAG BOLTS W/
SIDES
1-1/4" FENDER WASHERS PER
4'-0" PANEL ACROSS THE
1" x 2-1/8" x 1" U-CHANNEL OR
FRONT AND 24" O.C. ALONG
RECEIVING CHANNEL
SIDES
CONCRETEANCHOR
(PER TABLE)
1-1/8" MIN. IN CONCRETE
ALTERNATE POST TO BASE CONNECTION - DETAIL 1
SCALE: T = V-0"
1" x 2-118" x 1" U-CHANNEL OR
Tx 2" OR Tx 3" POST RECEIVING CHANNEL
#8 x 9/16" TEK SCREWS BOTH
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 IT SLAB 2500 PSI
CONC. 6 x 6 -10 x 10 W.W.M.
OR FIBER MESH
VAPOR BARRIER UNDER
CONCRETE
Tx 2" OR Tx 3" HOLLOW
GIRT AND KICK PLATE Tx 2"
HOLLOW RAIL
#8 x 9/16" TEK SCREWS BOTH
SIDES
1" x 2-1/8" x l" U-CHANNEL OR POST ATTACHED TO BOTTOM
RECEIVING CHANNEL W/ MIN. (3) #10 x 1-1/2"
S.M.S. IN SCREW BOSSES
CONCRETEANCHOR
(PER TABLE)
1-118" MIN. EMBEDMENT INTO
CONCRETE
ALTERNATE POST TO BASE CONNECTION - DETAIL 2
SCALE: T = T-W
EDGE BEAM
1" x T 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
ALTERNATE CONNECTION:
'2) #10 x 1-1/2" S.M.S.
"HROUGH SPLINE GROOVES
SIDE WALL HEADER
ATACHED TO 1" x T OPEN
SACK W/ MIN. (2) #10 x 1-1/2"
>.M.S.
IDE WALL GIRT ATTACHED
x T OPEN BACK W/ MIN. (;
10 x 1-1/2" S.M.S. IN SCRI
OSSES
FRONT AND SIDE BOTTO
RAILS ATTACHED TO
CONCRETE W/ 1/4" x 2-1/4
1" x 2" OPEN BACK ATTACHED
CONCRETE /MASONRY
TO FRONT POST W/
ANCHORS @ 6" FROM EAC
#10 x 1-1/2" S.M.S. MAX. 6"
POST AND 24" O.C. MAX. AN
FROM EACH END OF POST
WALLS MIN. 1" FROM EDGE
AND 24" O.C. 1"
CONCRETE
MIN.
a•
TYPICAL & ALTERNATE CORNER DETAIL
SCALE: 2" = V-0"
TYPICAL UPRIGHT DETAIL
STEB FASTENERS OMA!
ARE THE RESPONSIBILITY OF
CONTRACTOR OF RECORI
PU LIN OR CHAIR RAIL
ATTACH TO BEAM OR POST
W/ INT RNAL OR EXTERNAL'L'
CLI OR'U' CHANNEL W/ MIN.
(4) #10 S.M.S. VVVV
I
PURLIN, GIRT, OR CHAIR RAIL J
SNAP OR SELF MATING BEAM
ONLY
RISER PANELS ATTACHED PER
ROOF PANEL SECTION
HEADER ATTACHED TO POST
W/ MIN. (3) #10 x 1-1/2" S.M.S.
IN SCREW BOSSES
Tx 2", Tx 3" OR 3"x 2"
HOLLOW (SEE SPAN TABLES)
FOR SNAP EXTRUSIONS GIRT
ATTACHED TO POST WITH
MIN. (3) #10 x 1/2" S.M.S. IN
SCREW BOSSES
1" x T OPEN BACK BOTTOM
RAIL
1/4" x 2-114" MASONRY
ANCHOR @ 6" FROM EACH
POST AND 24" O.C. (MAX.)
ENTS
SCREW BOSS
I
i
SN OR SELF MATING BEAM
LY
PURLIN TO BEAM OR GIRT TO POST DETAIL
SCALE: T = l'-W
L'.
(D FOR WALLS LESS THAN V-6" FROM TOP OF PLATE TO CENTER OF BEAM CONNECTION `OR
BOTTOM OF TOP RAIL THE GIRT IS DECORATIVE AND ))
SCREW HEADS MAY BE REMOVED AND INSTALLED IN PILOT HOLES
%LL
OTHER PURLINS AND GIRTS IF THE SCREW HEADS ARE REMOVED THEN THE OUTSIDE'
E CONNECTION MUST BE STRAPPED FROMGIRT TOPOSTWITH0.050" x1-3/4"x4"STRAP4) #10 x 3/4" S.M.S. SCREWSTOPOSTAND GIRTTISON BOTH SIDES OF THE POST THEN STRAP SHALL BE 6" LONG AND CENTERED ON
QST AND HAVE A TOTAL (12) #10 x 3/4" S.M.S.
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S'TF OR PANTYPE)
NE SPANEL.F PANELS (COMPOSITE
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ROA TO BEAM
TEN
7 AND I OR 3A)
DETAILS IN SECTION
(PER
MAXIMUM
= 6"
U
(ALL ^
Q�xWz
IF KNEE BRACE LENGTH
> j U) W EDGE BEAM TABLES:
EXCEEDS TABLE 1.7 USE
w= 2 W
CANTILEVERED BEAM
� w 5 z
CONNECTION DETAILS
= Q w
m V
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.)
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.
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
I ® EXTRUDED
SIDE (3) EACH #8 S.M.S. EACH
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" = 1'-0"
m
w ROOF PANEL
(SEE SECTION 7)
BEAMS MAY BE ANGLED FOR
G -
GABLED FRAMES
_ ANCHOR PER DETAIL FOR PAN
OR COMPOSITE PANEL
- FOR NUMBER OF BOLTS AND
_ SIZE OF POST (SEE TABLE
BEAM AND POST SIZES
3A.3)
(SEE TABLES 3A.3)
1" x 2" MAY BE ATTACHED FOR
SCREEN USING (1)
POST NOTCHED TO SUIT
#10 x 1-1/2" @ 6" FROM TOP
AND BOTTOM AND 24" O.C.
SIDE NOTCH POST TO CARRIER BEAM CONNECTION
SCALE: 2" = T-O"
--r----------
w
_ ROOF PANEL _
(SEE SECTION 7)
1-314" x 1-3/4"x 0.063" - - -
- -----
RECEIVING CHANNELTHRU
BOLTED TO POST W/ THRU OO
BOLTS FOR SIDE BEAM
(SEE TABLE 3A.3 FOR NUMBER
OF BOLTS) I OO
ANCHOR PER DETAIL FOR PAN
OR COMPOSITE PANEL
FOR NUMBER OF BOLTS AND
3SIZE
A.3 OF POST (SEE TABLE
-
-
BEAM AND POST SIZES
(SEE TABLE 3A3)
6. .4
1" x 2" MAY BE ATTACHED FOR
SCREEN USING (1)
#10 x 1-112" @ 6" FROM TOP
POST NOTCHED TO SUIT
AND BOTTOM AND 24" O.C.
CENTER NOTCH POST TO CARRIER BEAM CONNECTION
SCALE: 2" = 1'
-W
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" x 9" x 0.072• x 0.224" BEAM
SHOWN
tia y
1-314" 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.
`1a
ALL GUSSET PLATES SHALL
BE A MINIMUM OF 5052 H-02
ALLOY OR HAVE A MINIMUM
YIELD STRENGTH OF 23 ksi
db = DEPTH OF BEAM
ds = DIAMETER OF SCREW
2" x 6" x 0.050" x 0.120"
UPRIGHT SHOWN
rya`0&l
`l•1
tila�
STRAP TABLE
QEAM
SIZE
SCREWS
#/SIZE
STRAP
LENGTH
r x r
(4)#12
2a/4•
z•xa•
a #14
3-1/4•
r x s•
a #ta
3-1/4•
2 x 10
s �a
av
NOTES: ' • ALL SCREWS 3/4" 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" = V-0"
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
NUMBER REQUIRED EQUAL
TO BEAM DEPTH IN INCHES
SCREW BOSSES MAY Be-
CONNECTED W/ (2) #10 x 1-112"
INTERNALLY
INTERIOR BEAM TABLES:
3A,1.3
BEAM TO BEAM CONNECTION DETAIL
SCALE: T = T-0"
BEAM TO WALL CONNECTION:
(2) 2" x 2" x 0.060"
ANGLE OR RECEIVING
EXTERNALLY MOUNTED
CHANNEL EXTRUSIONS WITH
ANGLES ATTACHED TO WOOD
INTERNAL SCREW BOSSES
\
FRAME WALL W/ MIN. (2) 3/8" x
MAY BE CONNECTED WITH
2" LAG SCREWS PER SIDE OR
(2) #10 x 1-11T INTERNALLY
TO CONCRETE W/ (2) 1/4" x
®
2-114" ANCHORS OR MASONRY
WALL ADD (1) ANCHOR PER
MINIMUM #8 S.M.S. x 314"
w
®
SIDE FOR EACH INCH OF BEAM
LONG NUMBER REQUIRED
m
¢
DEPTH LARGER THAN 3"
EQUAL TO BEAM DEPTH
w ~
in w
®
ALTERNATE CONNECTION:
IN INCHES
o
®
(1) 1-3/4" x 1-3/4" x 1-3/4" x 1/8'
ID
U-CHANNEL
ATTACHED
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 3"
BEAM TO WALL CONNECTION DETAIL
SCALE: 2' = 1'-0"
2x2
NOTES:
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 314" S.M.S..
3. Each hinge to be attached to door with minimum three (3) #12 x 3/4" 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. is(
6. If door location is adjacent to upright a 1" x 2" x 0.044" may be fastened to upright with #12 x 1"
S.M.S. at 12" on center and Within 3" from end of upright. . ') a
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TYPICAL SCREEN DOOR CONNECTION DETAIL
SCALE: N.T.S.
V
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CONCRETE CAP BLOCK OR
ANCHOR ALUMINUM FRAME
TO WALL OR SLAB WITH
BLOCK (OPTIONAL)
1/4" x 2-1/4" MASONRY
(1) #40 BAR CONTINUOUS
ANCHOR WITHIN 6" OF POST
v�
AND 24" O.C. MAXIMUM
"
(1) #40 BAR AT CORNERS AND
10'-0" O.C. FILL CELLS AND
{
KNOCK OUT BLOCK TOP
RIBBON OR MONOLITHIC
N
)'
COURSE WITH 2.500 PSI PEA
FOOTING (IF MONOLITHIC_
ROCK CONC. DECK
SLAB IS USED SEE NOTES OF
m
APPROPRIATE DETAILS) 'F— 6 x 6 -10 x 10 WELDED WIRE
c1 � 12-. MESH (SEE NOTES
8" x 8" x 16" BLOCK WALL CONCERNING FIBER MESH) ..
(MAX. 32-) (2) #40 BARS MIN. 2-112" OFF
GROUND
KNEE WALL FOOTING FOR SCREENED ROOMS
SCALE: 1/4" = V-0"
ALUMINUM ATTACHMENT
W
'W'
N
'x'"
32"
12'
2
10'-0"
40"
12'
2
8'-0"
48"
18"
3
V-0"
56"
18
3
4'-0"
60"
24"
3
2-8"
72"
30"
4
V-4"
CONCRETE FILLED BLOCK
STEM WALL 8" x 8" x 16" C.M.U.
(1) #40 BAR CONTINUOUS
r
to .-.
(1) #50 V ERT. BAR AT
W x
CORNERSAND
W
'x' O.C. MAX. FILL CELLS W/
uwi I
2 500 PSI PEA ROCK
L v CONCRETE
' 8" x 12" CONCRETE FOOTING
WITH (N) #5 BAR CONT.
io •W �c LOCATE ON UNDISTURBED
NATURAL SOIL
" ALL MASONRY KNEE WALLS SHALL HAVE A FILLED CELL AND VERTICAL BAR @ ALL CORNERS
Notes:
1. 3-112" concrete slab with 6 x 6 - 10 x 10 welded wire mesh or crack control fiber mesh: Fibermesh ® Mesh
InForceTM e3TM (Formerly Fibermesh 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 s 1
90 % density.
2. Local code footing requirements shall be used in of the minimum footings shown. Orange County footing
shall be a minimum of 12" x 16' with (2) #50 continuous bars for structures / buildings over 400 sq_ ft..
RAISED PATIO FOOTING
KNEE WALL FOOTING FOR SCREENED ROOMS
' SCALE: 114" = T-0"
NEW SLAB 12 4 4'
EXISTING SLAB
930 RE -BAR DRILLED AND
•
EPDXY SET A MIN. 4" INTO
MIN. (1) 930 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" = V-0"
SCREWS
(SEE FASTENER TABLE)
1" x 2" CHANNEL
(<7L I i I � A'hi�L•Zi7 �7 �7 xN 3
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) @ 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"
514" P.T.P. or Teks Deck
3-3/4"
2" P.T.P.
4-
SCREEN ROOM WALL TO WOOD DECK
SCALE: 3" = T-W
1/4" x 6" RAWL TAPPER
ALUMINUM FRAME SCREEN
THROUGH 1" x 2' AND ROW
.LOCK INTO FIRST COURSE OF
WALL
BRICKS
ROW LOCK
BRICK KNEEWALL TYPE S
ALTERNATE CONNECTION OF
MORTAR REQUIRED FOR
SCREENED ENCLOSURE FOR
LOAD BEARING BRICK WALL
BRICK OR OTHER NON-
STRUCTURAL KNEE WALL
4" (NOMINAL) PATIO
1" WIDE x 0.063" THICK STRAP
CONCRETE SLAB (SEE NOTES
@ EACH POST FROM POST TO
CONCERNING FIBER MESH)
FOOTING W/ (2) #10 x 3/4"
S.M.S. STRAP TO POST AND
—'— — — — —
(1) 1/4" x 1-3/4" TAPCON TO
°
(1) #5 0 BARS W/ 3" COVER
SLAB OR FOOTING
•
(TYPICAL)
BRICK KNEE WALL AND FOUNDATION FOR SCREEN WALLS
SCALE: 1/2" = V-0"
(2) #5 BAR CONT.
1" PER FT. MAX. FOR
2'-0' MIN.
BEFORE SLOPE
TYPE
FLAT SLOPE / NO FOOTING
0-2" / 12"
(2) #5 BAR CONT.
2" MIN.
X
12'
TYPE III
STEEP SLOPE FOOTING
> V-10"
Notes:
1. The foundations shown are based on minimum soil bearing ssure of 1,500 psf. Bearing capacity of soil.
shall be verified, prior to placing the slab, field soil tes soil testing lab.
2. The slab / foundation shall be cleared of debn , , and compacted prior to placement of concrete.
3. No footing other than 3-1/2" (4" nominal) slab is required except when addressing erosion 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 3-1/2" (4" nominal) thick.
4. Monolithic slabs and footings shall be minimum 3,000 psi concrete with 6 x 6 -10 x 10 welded wire mesh or
crack control fiber mesh: Fibermesh ® Mesh, InForceTM e3TM (Formerly Fibermesh MD) per manufacturer's
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 16'-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 20'-0"
shall have site specific engineering.
SLAB -FOOTING DETAILS /
SCALE: 3/4" = V-0"
(1) #5 BAR CONT
TYPE II
MODERATE SLOPE F(
2" / 12" - T-10"
TERMITE TREATMENT
REQUIRED FOR STRUCTURES / BUILDINGS OVER 400 SQUARE FEET ONLY
BLOCK KNEE WALL MAY BE
ADDED TO FOOTING (PER 2500 P.S.I. CONCRETE
SPECIFICATIONS PROVIDED h
WITH APPROPRIATE KNEE 6 x 6 - 10 x 10 WELDED WIRE
WALL DETAIL) MESH (SEE NOTES A
ALUMINUM UPRIGHT CONCERNING FIBER MESH) y
CONNECTION DETAIL c O
(SEE DETAIL) (2) #50 BARS "MIN. W/ 3" 3
COVER LAP 25" MIN. w j
� E
5d MIN, 0. J o
qc
16" MIN.
TOTAL n /'y 'o�; MIN. Ti-�/\'. / p.I- Im
o /// \/////\\ BARRIER IF AREA TO BE
Z ENCLOSED
�U
` O 16' MIN. TERMITE TREATMENT OVER
w UNDISTURBED OR
m COMPACTED SOIL OF
UNIFORM 95% RELATIVE J
DENSITY 1500 PSF BEARING a
Notes: M
1. All connections to slabs or footings shown in this section may be used with the above footing. Q �
2. Knee wall details may also be used with this footing. < O
3. All applicable notes to knee wall details or connection details to be substituted shall be complied with.
4. Crack Control Fiber Mesh: Fibermesh ® Mesh, InForceTM' e3TM (Formerly Fibermesh MD) per maufacturer's Z 0
specification may be used in lieu of wire mesh. J J
MINIMUM FOOTING DETAIL FOR STRUCTURES IN ORANGE COUNTY, FLORIDA UJI
SCALE: 1/2" = T-0" > L~LI
W °es 0
X V M
J Z
EXISTING FOOTING 8" NEW SLAB W/ FOOTING
U
Q W .
� Z �
W
Z Of
)(2)
TING FOOTNG WEEPDXY\BARS -DOWEL INT/%\//\//\//\//\\\\//\//\//\//\//� (n
8" EMBEDMENT, 25" MIN. LAP
a
TYPICAL CONNECTION OF PROPOSED FOOTING TO EXISTING FOOTING
SCALE: 1/2" = V-0"
TYP. UPRIGHT (DETERMINE
HEIGHT E ECTION 3
COTABLES)
#10 x 1-112" SCREWS (3) MIN.
PER UPRIGHT TOP & BOTTOM
(2) 114" MASONRY ANCHORS
(PER SECTION 9) INTO
CONCRETE
EXISTING WOOD BEAM OR z
HEADERuJ
k
uJ
114" x 2" LAG BOLT (2) PER �
POST O
0
1" x 2" TOP AND BOTTOM >
PLATE SCREW T-0" O.C. m
O
c7
Z
K
W
W
Z
w
of
U
u.
EXISTING
ALUMINUM SCREEN ROOM (NON LOAD BEARING) WALL
UNDER WOOD FRAME PORCH
SCALE: 2" = V-0"
y
-1
N
(D
k z n
m
J IY -
LL W E
W (Z'�t. x o
a U1 O LL n
Cj a
m
(D ZI
IM QC
I• N m L
W -a o
_m
U �
C a c
N o
� - n
m
r �
J
• ,� w
�6W
o:
08-12-2010 OF
19
C9
z
R
w
w
z
C7
z
w
r_
uJ
z
w
m
r0V
u
UNIFORM LOAD
ri'l
A B
SINGLE SPAN CANTILEVER
UNIFORM LOAD
l C
A B C
2 SPAN
UNIFORM LOAD
l ¢�
A B
1 OR SINGLE SPAN
UNIFORM LOAD
l l Z
A B C D
3 SPAN
UNIFORM LOAD
l
l
l
l
A
B
C
D
E
A 015AK1
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 (vs-q
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 -.50'
STAGGERED ON EACH d-.50" -r d-.50" 1" MAX.
SIDE OF SELF MATING BEAM
PLATE TO BE SAME + + + + + +
THICKNESS AS BEAM WEB .75" d-.50" d
PLATE CAN BE INSIDE OR 75"
OUTSIDE BEAM OR LAP CUT + + + + + +
DENOTES SCREW PATTERN 1" MAX
NOT NUMBER OF SCREWS
HEIGHT 2 x (d - .50") LENGTH
Minimum Distance and
Is C
Screw
Size
ds
(in.)
Edgeto
Center
2ds In.
Center to
Center
2-12ds in.
Beam Size
Thickness
in.
#8
0.16
3/8
7/16
2" x 7' x 0.055" x 0.120"••
1/16 = 0.063
#10
0.19
318
12
2"x8"x0.072"x0.224"
118=0.125
#12
0.21
7/16
9/16
2" x 9" x 0.072• x 0.224"
118 = 0.125
#14 or 1/4'
0.25
1/2
518
2" x 9" x 0.082' x 0.306"
1/8 = 0.125
5116'
0.31
518
3/4
2" x 10" x 0.092- x 0.369"
1/4 = 0.25
• refers to each side of splice
use for 2" x 4' and 2" x 6" also
Note:
1. All gusset plates shall be minimum 5052 H-32 Alloy or have a minimum yield of 30 ksl.
TYPICAL BEAM SPLICE DETAIL
SCALE: 1" = T-0"
L
SELF -MATING
BEAM
(SIZE VARIES)
®®
® 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. 1+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
a
J
a
Z CO
a 2
20
ZO
OX
N } -1
y > W
W C,5 0
U_ <
I=. J Z
% O
U~
a W
N Z U)
W
W
2U)
M
J
a
Lo
ED
(O 9
2 N
z LL u 0-
k LI c�'0m% E
o
w a W O LL n
J
lY a) a o m
O C �
0 C O M
Zi 0) Zo r
W m u) X cc L
m W "a m �-
J_
U � O
O C
J
O
Z
ZF,t
LU
Eel
o
o
E
0
a
0
Lu
W
Lu
Sf!EET
J
Z
Z
W
W
W
Co
co
U)
W
Z
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08-12-2010 I OF 1210
6.
Table 3A.1.1-130 Town & Country Industries, Inc.
6005 TCI Allowable Edge Beam Spans - Hollow Extrusions
for Screen, Acrylic or Vinyl Rooms
Aluminum Alloy 6005 T-5
For 3 second wind gust at 130 MPH velocity; using design load of 15.0 #ISF (56.6 #ISF for Max. Cantilever)
2" x 2" x 0.040" Hollow
2" x 3" x D.045" Hollow
Load
Width (ft)
Max. Span'121(bending'b'
or deflection'dj
Load
Width (ft.)
Max. Span'L'/(bending'b'
or deflection
V)
1 &2 Span
3 Span
4 Span
Cantilever
182 Span
3 Span
4 Span
Cantilever
4
5 '-3" d
6'-5' d
6' -7" d
0'-11' d
4
T-3w d
8'-11' d
9'-2' d
1'5' d
5
4'-10' d
V-11 " d
6'.1' d
0'-11" d
5
6'-9' d
8'-4" d
8'-6" d
1%3' d
6
4'-7" d
5'-8' d
5'-9" d
0A 0- d
6
64' d
7'-10' d
B'-0' d
1'-3' d
7
4'4- d
5'4' d
5'-6' d
0'.10- d
7
6'-0' d
T-5' d
T-7' d
1'-2' d
8
4'-2' d
&-l' d
5'-3' d
0'-9' d
8
5'-9- d
7'-2- d
T-3" b
1'-1- d
9
3'-11' d
4'-11' d
5'-0' d
0'-9- d
9
S-T d
6'-10" d
6'-10' b
1%1' d
10
1 S-10' d
4'-9' d
4%10' d
0'-9 d
10
64' d
6'-7' d
6'-6' b
1'-0- d
11
3'-9- d
4'-7' d
4'-8" b
0'-9' d
11
S-2' d
6'-5" b
6'-2' b
0'-11" d
12
3'-T d
4'S' d
4'-5' b
0'-5 d
12
5'-1' d
6'-2' b
5'-11' b
T-1 l' d
2'sx�3pxt0:080=kldllow
_,: _
7�x 4" x 0.050"
Hollow
Load
Width (ft)
Max. Span'L'I(bending'b'
er deflection-V)
Load
Width (ft.)1&2
Max. Span
'L'/(bending'b'
or deflection
'd')
1&2 Span
3 Span
4 Span
Cantilever
Span
3 Span
4 Span
Cantilever
4
8'-1" d
9'-11' d
10'-2' d
1'-T d
4
9'-6' d
11'-9" d
11'-11" d
1'-10' d
07i-61=tla
9%3" d
9%5' d
1'S- d
5
8'-10" d
10'-11' d
11'-1- d
1'-F d
6
T-1' d
8'-0' d
8'-11' d
74' d
6
&4" d
10'-3" d
10'4' b
1W- d
7
6'-W d
8'-3' d
F.5" d
1'-3" d
7
T-1 V d
9'-9" d
9'.7' b
1'-8' d
8
6'-5' d
7'-11' d
8'-1" d
1'-3" d
8
T-6' d
9'-3' b
8'-1 l' b
1'-5- d
9
6'-2' d
7'-7' d
7'-9" d
1'-2- d
9
T-3' d
8'-9' b
8'.5' b
1'-5- d
10
5'-11" d
7'4' d
T-6- d
1'-2" d
10
6'-11' d
8'-3" b
7.11- b
1'4- d
11
S-9' d
7'-l" d
T-3' b
1'-1' d
11
6' 9' d
T-1 I" b
T-7' b
1'-3- d
12
5'-7' d
6'-11' d
6'-11' b
1'-7' d
12
6'-T d
7'-7' b
7'-3' b
1'-3' d
" x 2" x 0.045"
Hollow
Load
Width (ft.)
Max. Span'L'/(bending
W or deflection'dj
1&2 Span
3 Span
4 Span
Max.
Cantilever
4
S-11" d
T-3' d
T-5' d
1'-1- d
5
5'S" d
6'-9" d
6'-11' d
r-0" d
6
5'-2' d
6'4' d
6'-6" d
0.11- d
7
4%ll' d
6'-1" d
6'-2' d
0%11' d
a
4'-8' d
5'-9' d
5'-1V d
0%11' d
9
4'-6' d
5'-7' d
5'-8" d
0'-10" d
10
4'-4' d
5'4" d
5'-T d
0'-10" d
11
4'.3- d
5'-2" d
5'4' d
IVA 0- d
12
1 4'-l" d
&-1' d
5-2' d
U-9" d
Notes:
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.
Table 3A.2130 Town & Country Industries, Inc. -
'6005 TCI Allowable Upright Heights, Chair Rail Spans or Header Spans
for Screen, Acrylic or Vinyl Rooms
Aluminum Alloy 6005 T-5
For 3 second wind gust at 130 MPH velocl ; using design load of 18.0 #/SF
Sections
Tributary
Load Width'W =MemberS
actn
3'-D" 3'£j+'t} :t4'Oirc
4'-6' y,;5'-0
5'-6"
6'-0" :67 7'-0" 7'-6'
-Allowable
Haloht 'H' 1 bend
n 'b or deflection'd'
2" x 2".x O.D44" Hollowp27'-4*
b
6'-9' b
6'-4" b
5'-11- b
5'-8- b
6-4" b
5'-2" b
4'-11- b
4'79- b
4'-7- b
3" x 2" x 0.045" Hollow
b
T4' h&-to'
b
6'-6- b
6'-2- b
5'-10' h
5'-T b
5'S' bK7.
b
5'-0' b
2' Snc6:0453 `".. r-._"Hot owl
b
P&_41iWl
17;_=10;rb:
T-4
6'-11" b
6'-8" b
6'4" b
&-1" b
b
5'-0' b
2" x 3" x 0.060"- - Hollow
b
10'-V b
9'-10' b
9'-3' b
8'-10' b
B'-5' b
8'-0' b
T-9" bb2'&X4"-x;0.050"--
- -Hollows"
b
10'-l" b
9'-5" b
8'-11" b
a6'-5"3b
-8'-W b
7-8" b
7'5" bb
6'-1 l' b
2" x 5" x 0.062" Hollow
" b
14'-W b
13'-9" b
12'-11" b
12'-3" b
11'-8' h
l T-3' b
10'-9' b
b
10'-0' b
2Zx:43x:0.046-x.0.IDBW"- S&: :Bi
124' b
11W' b
10'-11" b
104" b
9'-10'
9S' b
t9'-/fibb
8'S"2"
x 5" x 0.050" x 0.100" S.M.B.
" b
W-10" b
13'-11" b
1&-l" b
12'-5' b
1'-10" b
114" b
0'-11' b
b
10'-2' b
2" x 6" x 0.050" x 0.120" S.M.B.
" b
17'-3- b
16'-1" b
16-2" b
14'-5' b
13'-9' b
13'-2' b
12'-8"b
b
11'-9"2'
x7' x0.055 x0.120"S. .-B
b
20-8'
194"b
18-2
17-3"b
165' b
1S-9'
15-2 b
b
14'-1' b
2" x 8" x 0.072" x 0.224" S.M.B.
' b
2&-3' b
23-8' b
22'4- b
21'-2' b
20'-2' b
194" b
18'-7' b
b
17'-3" b
2" x 9" x 0.072" x 0.224" S.M.B.
' b
29'-3' b
27'-5' b
25'-10' b
24-6" b
234' b
274- b
21-6' b
20'-8' b
20'-0' b
2" x 9"x 0.082" x 0.310" S.M.B.
' b
37.8' b
30'-7' b
28 -10' b
27'4' b
26'-1' b
24'-11' b
23'-11" b
23'-1' b
22'4" b
2" x 10" x 0.092" x 0.359" S.M.B.
48 -5" d
45'-10"
42'-1 D' b
40'S" b
38'4" b
36'S' b
34'-11' b
33'-7" b
32'-5" b
31-0" b
Notes:
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.
Table 3A.1.3-130 Town & Country Industries, Inc.
TCI 6005 Allowable Beam Spans for Miscellaneous Framing Beams for Screen, Acrylic or Vinyl Rooms
Aluminum Alloy 6005 T-5
For 3 second wind gust at 130 MPH velocity; using design load of 15.0 #ISF
Tributary Load Width
2'-0" 1 3'-0" 1 4'4" 5'-0" 6'-0" T-0" 1 8'-0" 1 10'-0" 1 12'-0" 1 14'-0" 1 16'-0" 1 18'-0"
Hollow Beams
Allowable Span
'12 / bending'b' or deflection 'd-
2' x 4' x 0.050"
11'-11' dl 10'-5" dl 9'-6' dj 8'-10' di 8'-3' d
T-11' dl T-6" dl 6-71' di 6'-7- di 6'S' d
Self Mating Beams
Allowable Span'L'
/ bending'b' or deflection *d*
2" x 4" x 0.045' x 0.088"
13'-3- d
11'-7' d
70 '-6' d
9'-9' d
9'-2 d
8'-9' d
8' -0' tl
T- '
9 d
T4" d
6'-11" d
6'-8' d
6'4'
2" x 5" x 0.050" x 0.116'
16'-5' d
14'4' d
13'-0' d
12'-1' d
11'4' d
10'-70' d
10'4' d
9'-T d
9'-0' d
8'-7' d
8'-2' d
T-11' d
2" x 6" x 0.050" x 0.120'
19'-0' d
16'-10' d
15'-3' d
14'-2' d
13'4' d
12'-8" d
12'-1' d
11'-0' d
10'-7' d
10'-1' d
9'-7' d
T-3" d
2" x 7" x 0.055" x 0A20"
21'-11' d
19'-2' d
17'-5- d
16'-2" d
15'-0" d
W-6- d
13'-10- d
17-10- d
12'-1' d
11'-6" d
10'-11' d
1 O' 7- d
2" x 8" x 0.070" x 0.224"
2T-7' d
23'-8' d
21'S' d
19'-11' d
18'-9' d
1T-10" d
1T-1' d
1-
S 10' d
14'-11' d
14'-2" d
13'-7" d
1''
3-0d
2" x 9" x 0.070" x 0.204"
29'-10- d
26' 6 d
23'-8' d
21'-11' d
20'-8' d
19'-8' d
18'-9' d
1T-5' d
16'-5" d
15'-T d
14'-11- d
14'-0" d
2" x 9" x 0.062" x 0.326'
31'-11' d
2T-11' d
254 d
23'S' d
22'-2" d
21'-0' d
20'-1' d
18'-W d
1T-T d
16'-8' d
15'-11" d
15'-4' d
2" x 10" x 0.090" x 0.374"
3T-l" d
32'4' d
29'-5' d
2T-0' d
25'-8- d
24'-5- d
23'4" d
21'-8- d
20'-5- d
19'4" d
18'-6- d
17'-10- d
Notes:
1. it Is recommended that the engineer be consulted on any miscellaneous framing beam that spans more than 40'
2. Spans are based on wind load plus dead load for framing.
3. Span is measured from center of connection to fascia or wall connection.
4. 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.
5. Spans may be interpolated.
Table 3A.1.4-130 Town & Country Industries, Inc.
6005 T-5 Allowable Spans for Ridge Beams with Self Mating Beams
for Screen; Acrylic or Vinyl Rooms
Aluminum Alloy 6005 T-5
For 3 second wind gust at 130 MPH velocity; using design load of 15.0 #ISF
Self Mating Sections
Tributary Load Width 1M = Puriln Spacing
5'-0" 6'-0" 7'-0'
1 8'-0' 1 9'-0" 1 10--0" 11--0" 1 12'-0"
Allowable
Span 1 bending 'b' or deflection'd'
2" x 4" x 0.046" x 0.050"
13'-1' d
12'4' d
11'-5' b
10'-V b
10'-1" b
9'-7' b
9'-1' b
8'-9' b
2" x 5" x 0.050" x 0.048"
16'-2' d
15'-3" d
14'-6- d
13'-9' b
17-11" b
12'4- b
11'-9" b
11'-3- b
2" x 6" x 0.050" x 0.060"
18'-11' d
17'-10' d
16-10" b
15'-9" b
14'-10" b
14'-1" b
13.5' b
12'-11' b
2" x 7" x 0.060" x 0.060"
21'-9" d
20'-5' d
19'-5' d
18'-3" b
1T-3" b
16'4' b
15'-7' b
14'-1 V b
2" x 8" x 0.072" x 0.112-
26'-9" d
2S-2" d
23'-11' d
22'-11 a d
22'-0' d
20'-11" b
1 V-11' b
19'-1' b
2" x 9" x 0.072" x 0.112"1
29'-5' d
2T-8' d
26'4" d
25-2' d
24'-W b
22'-9' b
21'-9" b
20'-10" b
2" x 9" x 0.082" x 0.153'
31'-7' d
29'-8' d
28.2' d
26'-11' d
25'-1 V d
25'-0" d
24'-1" b
23'-l' b
2" x 10" x 0.D92" x 0.187"
136,-7" d
34'S' d
37-a' d
31'-3" d
30'-1' d
1 29'-0- d
28'-2- d
27'-4- d
Notes:
1. Tables assume extrusion oriented with longer extrusion dimension parallel to applied load.
2. Spans may be Interpolated.
Table 3A.2130 HST Allowable Upright Heights, Chair Rail Spans or Header Spans
for Screen, Acrylic or Vinyl Rooms
Aluminum Alloy 6063 T-6
For 3 second wind gust at 130 MPH velocity; using design load of 18.0 #ISF
Sections
Tributary Load Width W = Puriln Spacing
3'-0" 3'4i' 4'-0" 4'-8" 5'-0" 576' 6'-0"
Allowable Height 'H' 1 bending'bor deflection *d'
3" x 3" x 0.045" Fluted
T-8' b
7'-2' b
6'-T b
6'-4' b
5'-11' b
5'-8' b
S-5' bi
5'-3'
3" x 3" x 0.060" Square
9'-6' b
8'-9' b
8'-2' b
7'-9' b
T4- b&-11'
b
6'-8- b
6'-5" b
6'-2" b
6-11- b
3" x 3" x 0.093" Square
13'-7' b
12'-7' b
11'-10' b
11'-1' b
10'-7- b
10'-1" b
9'-B' h
9'-3' b
8'-11' b
8'-7' b
3" x 3" x 0.125" Square
1 "' b
15'-0' b
14'-l' b
13'-3" b
12'-7' b
11'-1 I" b
11'-6' b
11'-0' b
4" x 4" x 0.125" Square
20'-1 V b
1 19'S" b
1 18'-2" b
17'-2- b
16'7b
i s-6 b
14'-10' b
14'-3" b
13'-9' b
13'-0' b
Notes:
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.
d
H
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t .S
"F
Town & Country 6005 Indicator Mark
(Instructions For Permit Purposes)
To: Plans Examiners and Building Inspectors,
These alloy indentification marks have been provided to
contractors and yourself for permitting purposes. The details below
illustrate the alloy indentification marks and the location of such marks.
These alloy marks are used solely for our 6005 extrusions. It is
ultimately the contractors responsibility that they receive and use only
6005 alloy shapes when using this engineering. We are providing this
document to simplify the indentification of our 6005 alloy materials to
be used in conjuction with our 6005 engineering.
A,separate signed and sealed document from Town & Country .
will be provided to our pre -approved contractors once the materials are
purchased.
TCI 6005 SELF -MATING
ALLOY INDICATOR
TCI 6005 HOLLOW
CATOR
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08-12-2010
OF 12
Q
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 W1 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
SYSTEM ARE THAT OF MOBILE
r MANUFACTURED HOME
JSTALL NEW 48" OR 60"
.UGER 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" = V-0"
.,.,;REMOVE VINYL SIDING AND
.SOFFIT ON THE WALL AND
=INSTALL SIMPSON CS-16 COIL
STRAP OR EQUAL FROM
TRUSS / RAFTER TO BOTTOM
=0F 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
8"'12 BOLT @ 32" O.C.
TYPE III FOOTING OR 16" x 24'
RIBBON FOOTING W/ (2) #R50
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 SP-1 OR EQUAL
SHEATH W/ 1/2" P.T. PLYWOOD
NAILED W/ #8 COMMON V O.C.
EDGES AND 12' 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" = V-0" .
INTERIOR BEAM (SEE TABLES
3A.1.3)
BEAM SPAN
USE W12
FOR BEAM SIZE)
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
POST SIZE (SEE TABLE 3A.3)
MAX. POST HEIGHT (SEE
TABLES 3A.2.1, 2)
TYPICAL SECTION "FOURTH" WALL FOR ADDITIONS
ADJACENT TO A MOBILE / MANUFACTURED HOME
SCALE: 1/8" = 1'-0"
Table 3A.3 Schedule of Post to Beam Size
minimum past r beam may be used as minimum knee brace
Knee Brace
Min. Length
Max Len m
2-x2-
1'4-
2'-0'
. T x 20
1'4'
2'-0'
2• x 2-
1'4'
2'-0'
2-x3-
r-6-
7-6•
2' x 4.
1.6.
STUD WALL OR POST
RIBBON FOOTING
SCALE: 1/2" = V-17
Minimum Ribbon Footing
Wind
Zone
#1 ,
Sq. FL
x
Post Anchd
@ 48". O.C.
Stud
Anchors
100 -123
+ 10 -14
1'-0'
ABU 44
SPt @ 32. O.C.
130 -140-1
.5.-17
1'-01
ABU 44
SP1 @ 32' O.C.
140.2 -150
+ 30 - 20
1'3•
ABU 44
1 SPH4 @ 48" O.C.
Maximum 16' projection from host structure..
For stud walls use 12" x 8' L-Bolts @ 48' O.C. and 2" square washers to attach sole plate to
footing. Stud anchons shall be at the sole plate only and coil strap shall lap over the top plate
on to the studs anchors and straps shag be per manufacturers specifications.
3A.8 Anchor Schedule for Composite Panel Room Components
Connection Description
80-100 MPH
110-130MPH=.-
140-150 MPH
Receiving channel to roof
#10 x 7+1/2-) SMS
.-.;#10W(i'±1/2') SMS'
#10 x (T+1/2') SMS
panel at front wall or at the
1 @ 6' from each side
1 @-6° from each _
y 1 @ 6' from each
receiving channel. channel.
of the panel and
=
of the panel and �
i of the panel and
0.024" or 0.030" metal
1 @ 12" O.C.
1/4' x 1-12' lag
"/4',Xr1c1/2-'lag=/
3/8' x 1-117 lag
Receiving channel to
1 @ 6" from each end of,
2.6 &,-6 ,eaeh'end of
2 @ 6' from each end of
wood deck at front wall.
receiving channel anA
Y eci vN ng channekanA
receiving channel and
#2 pine or p.tp. framing
10 24- O.C.
2@-24SZZ
2 @ 24" O.C.
-
1/4' x 1-1/2- Tapcon
1/4' )f;-1T2*r7apcon
318' x 1-1/2" Tapcon
Relceving channel to
1 @ 6' from each end of
1 @ 6" from'each.end of
2 @ 6' from each end of
concrete deck at front wall.
receK4ng channel and
receiving channeland
receiving channel and
2,500 psi concrete
1 @, O.C,
, �7,@�24"O:C'!
2 @ 24" O.C.
Recalving channel to uprights,
#8x 3/4' SMS
-t--#10 x.3/4_SMS-r
#14 x 314. SMS
headers and other wall
1 @ 6' from each end
a. =._-
1,4"from eacfi endue
@
1 @ 3• from each end
connections
of component and
_ of com rientaud._
of component and
0.024" metal
10 36. O.C.
1 @ 24. O.C,�'-
1 @ 24- O.C.
0.030" metal
1 @ 48. O.C.
�i@:32?-0.G:1
1 @ 32" O.C.
Receiving channel to�e)dstlng
V4" x 1-12' lag
1 @ 6" from each end
'1/4' z t-1JZ` IW'
1 @ 4%-from-e ca h end
3/8" x 1-11T lag
1 @ 3' from each end
wood beam, host strre, deck
of component and '
of p n�nt and
of component and
or Infill connections ood
1 @ 30. O.C.
r1-&18`-OiC_
1 @ 21" O.C.
Receiving channel to existing
1/4" x 13/4" Tapcon
_1/4'-x 1 1/2"-"-T n
318" x 1-IX Tapcon
concrete beam, masonry wall,
1 @ 6' from each end `
-
�tl@_4-from eacA eyd •
1 @ 3" from each end
slab, foundation, host structure,
of component and
�of.component and
of component and
or infill connected to concrete.
1 @ 48' O.C. �-
�- -V@ 24' O.C.
1 @ 24" O.C.
1 @ 6" from each end
-�1_@:4" from -each
1 @ 3' from each
Roof Panel to top of wall
of component
"end,otcon!onent
end of component
& 1 @ 12. O.C.
1_@,8tZrc.
& 1 @ 6' O.C.
a. To wood -
#10x"r+1-12"
`#10x_c+,t-1J2_
#16x•r+TUT
b. To 0.05"aluminum
#10x"r+1/2•
Y#10 z'C+1/2•-"
#10x"t'+1/Y
Notes:
1. The anchor schedule above is for mean roof height of 0-29, enclosed structure, exposure "B', I =1.0, maximum
front wall projection from host structure of 16'. with maximum overhang of 2', 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.
5. Tapcon or equal masonry anchor may be used, all wa 1 • afi g (r mate FIV r 1 for
1-1/2" embedment at minimum 5d spacing from con a ed ben r of ancflOr. - r, rr' s I e 1-1/4'
fender washer.
Table 4.2 Schedule of Allowable Loads / Maximum Roof Area
for Anchors into wood for ENCLOSED buildings
Allowable Load / Maximum toad area (Sq. FL) @ 120 M.P.H. wind load
Diameter Anchor
x Embedment
Number of Anchors
1
2
3
4
1/4" x 1"
2644#11SF
528#/22SF
792#/33SF
1056#/44SF
1/4" x 1-112-
396f#17SF
792#133SF
1188#/50SF
1584N66SF
1/4"x2-1/2"
660#/28SF
1320#/55SF
1980#/83SF
2640##110SF
5116" x 1"
312#/13SF
624AI26SF
936##39SF
1248##52SF
5116" x 1412"
468##20SF
936#/39SF
1404#/59SF
1872#f78SF
5/16"x2-V2"
780##33SF
1560#165-SF
2340#198SF
3120#/130SF
318" x 1"
356#/15SF
7121#30-SF
1061#141
1424#IS&SF
534#22SF
1068#145-SF
1602#/67SF
213M 9-SF
318"x2-1/2'
890#137SF
17809f74-SF
2670#/111-SF
3560#/148-SF
Note:
1. Anchor must embed a minimum of Y into the primary host
WIND LOAD CONVERSION TABLE
For Wind Zones/Regions other than 120 MPH (Tablas Shown),
multiply allowable loads and roof areas 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
11
150
42.6'
HE
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
1.00
1.00
8d
0.98
0.90,
7d
0.95
0.81.
6d
0.91
0.72
' Sd
0.88 '
0.63
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Note: in
1. The minimum distance from the edge of concrete to the center of the concrete anchor and the spacing between '- , 1 w
anchors shall not be less than 9d where d is the anchor diameter.
i
' A R
2. Concrete screws are limited to 2' embedment by manufacturers.
-
3. Values listed are allowed loads with a safety factor of 4 applied.
LO
4. Products equal to raw[ may be substituted.
' of
0
ZK
S. Anchors receiving loads perpendicular to the diameter are In tension.
� rn
- S -
Anchors receiving loads parallel to the diameter are shear loads.
ui
Example: Determine the number of concrete anchors required by dividing the
uplift load by the load.
4
SHEET
LLI
Z
anchor allowed
;'
For a 2• x 6" beam with: spacing = T-0' O.C.; allowed span = 25'-9' (Table 1.1)
Q
,
Z
UPLIFT LOAD = 12(BEAM SPAN) x BEAM & UPRIGHT SPACING
W
NUMBEROFANCHORS = [112(25.75)x T x 7# /Sq. FL]/ALLOWED LOAD ON ANCHOR
N
F
NUMBEROFANCHORS = 630.875#/300# = 2.102
❑
w
w
Therefore, use 2 anchors, one (1) on each side of upright.
v_1
Z
Table is based on Rawl Products' allowable loads for 2,500 p.s.i. concrete.
-
W
m
12
08-12-2010
OF
g
EXISTING T Sr RAFTER
#10 x 1-1 " S.M.S. OR WOOD
W OD SCREW (2) PER
RA ER OR TRUSS TAIL
#10 X /4" S.M.S. OR WOOD
SCRE SPACED @ 12" O.C.
EXISTING HOST UC�®R
WOOD FRAME, MASOOTHER CONSTRU
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 @ 12" O.C.
#8 x 112" S.M.S. SPACE]
@ 8" O.C. BOTH SIDES
ALL EXPOSED SCREW
.. 8= :i .::: •-• ROOF PANEL
EXISTING FASCIA
ROOF PANEL TO FASCIA DETAIL
SCALE: 2" = T-C #14 x 1/2" WAFER
a S.M.S. SPACED @
o-- FLOOR PANEL
ROOF OR FLOOR PANEL TO WALL DETAIL
SCALE: 2" = 1'-0"
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 PAN'S DEPTH "P. 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 130 140 150
#8 1 910 #12 1 #12
REMOVE RAFTER TAIL TO
HERE
REMOVE ROOF TO HERE
#8 x 1/2" S.M.S. SPACED
@ PAN RIB MIN. (3) PER PAN
FLASH UNDER SHINGLE
LL
ia0
1-112" x 1/8" 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
SCALE: 2" = 1'-0"
REMOVE RAFTER TAIL TO
HERE
REMOVE ROOF TO HERE
I I
� I #8 x 112" S.M.S. SPACED
\� I
@ 8" O.C. BOTH SIDES
EXISTING TRUSS OR RAFTER
#10 x 1-1/2" S.M.S. OR WOOD
SCREW (2) PER RAFTER OR
TRUSS TAIL
HOST STRUCTURE
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
6" x T x 6" 0.024" MIN- BREAK
FORMED FLASHING
ROOF PANEL'
I.���
SCREW #10 x (T+ 112") W/
1-114" FENDER WASHER
" FOR FASTENING TO ALUMINUM USE TRUFAST POST AND BEAM (PER
HD x ("t" + 314") AT a"O.C. FOR UP TO 130 MPH
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" = V-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.
v #8 x 1/2" ALL PURPOSE
SCREW @ 12" O.C.
BREAKFORM FLASHING
10" o
j
C
1w-.5,
3
wl
3" COMPOSITE ROOF PANEL Z'
(SEE SPAN TABLE) CO
ro
0
STRIP SEALANT BETWEEN
FASCIA AND HEADER
112" SHEET ROCK FASTEN TO
PANEL W/ 1" FINE THREAD
SHEET ROCK SCREWS @ 16' WHEN SEPARATION BETWEEN
O.C. EACH WAY DRIP EDGE AND PANEL IS
FASTENING SCREW SHOULD LESS THAN 3/4" THE FLASHING J
BE A MIN. OF 1" BACK FROM SYSTEM SHOWN IS REQUIRED Q
THE EDGE OF FLASHING
ALTERNATE DETAIL FOR FLASHING ON SHINGLE ROOFS Q 2 CO
SCALE: 2" = 1'-0" 2 0 �
0 Q
NOTES: z
1. FLASHING TO BE INSTALLED A MIN. 6" UNDER THE FIRST ROW OF SHINGLES. J 0 I j
2. STANDARD COIL FOR FLASHING IS 16" .019 MIL. COIL. W Z O
3- FIRST ROW OF EXISTING NAILS MUST BE REMOVED TO INSTALL FLASHING PROPERLY.
4. FLASHING WILL BE INSTALLED UNDER THE FELT PAPER WHEN POSSIBLE. N > U
5. HEADER WILL BE PUTTY TAPED AND CAULKED EVEN THOUGH FLASHING IS TO BE W 06 W
INSTALLED.
U
6. IF THE DROP FROM THE EDGE OF THE SHINGLE DOWN TO THE TOP OF THE HEADER IS =) Z MORE THAN 1" THEN THE DRIP EDGE WILL HAVE TO BE BROKEN TO CONFORM TO THIS H } U
DROP. U
LLJ
03 MILEAVAILABLEN USING FLASHING THE SMALLEST SIZE HEADER
ROLLFORM OR 8' BREAK ORM S BEST SU ED FOR HEADER SIINCE IITOULD BKEEPS THEE USED. Q Z
FLAP LIP OF THE HEADER BACK FROM THE EDGE OF THE FLASHING. Z d
8. WHEN SEPARATION BETWEEN DRIP EDGE AND PANEL FLASHING IS REQUIRED 112" LLI W LL
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#8 x 1/2" SCREWS @ EACH RIB
ROOF PANEL
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#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 1-114" 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.
ALTERNATE ROOF PANEL TO WALL DETAIL
SCALE: 2" = 1'-0"
ROOF PANELS SHALL BE ATTACHED TO THE HEADER W/ (3) EACH #8 x 1/2" LONG CORROSION RESISTANT
S.M.S. W/ 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 #8 x 1/2" SCREW EACH. THE
PANS MAY BE ANCHORED THROUGH BOXED PAN W/ (3) EACH #8 x 1" OF THE ABOVE SCREW TYPES AND
THE ABOVE SPECIFIED RIB SCREW.
EXISTING HOST STRUCTURE:
WOOD FRAME, MASONRY OR
OTHER CONSTRUCTION
HOST STRUCTURE TRUSS OR
RAFTER
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EXTEND UNDER DRIP EDGE 1"
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HEADS
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(MIN. SLOPE 1/4" : l')
TRUSS / RAFTER TAIL
1/2" 0 SCH. 40 PVC FERRULE
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EXTRUDED OR
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CAULK EXPOSED SCREW
WAY BETWEEN EACH SIDE W/
HEADS
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..............................
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HEADER
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FROM GUTTER TO BEAM
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SUPER OR EXTRUDED GUTTER TO 2" x 9" BEAM DETAIL
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ALTERNATE 3/4"0 HOLE
GUTTER
PAN ROOF
FASCIA COVERS PAN & SEAM
OF PAN & ROOF
3/8" x 3-1/2" LOUVER VENTS
OR 3/4'0 WATER RELIEF
HOLES REQUIRED FOR 2-112"
& 3" RISER PANS
GUTTERS FOR 2-1/2" AND LARGER PANS SHALL HAVE A 3/4"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: 2" = 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/ 2-318" LAG
SCREWS @ EACH ANGLE
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#10 S.M.S. @ EACH ANGLE
EACH SIDE
�-A� B
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) 3/8" x 2"
LAG SCREWS PER SIDE OR (2) 1/4" x 2-114" CONCRETE ANCHORS TO CONCRETE OR MASONRY
WALL ADD (1) ANCHOR PER SIDE FOR EACH INCH OF BEAM DEPTH -LARGER -THAN 3"
(ALTERNATE) (1) 1-3/4" x 1-3/4" x 1-3/4" x 118' 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: 2" = 1'-0"
RECEIVING CHANNEL OVER 2' x 6" S.M.B. W/ (4) #10
BEAM ANGLE PROVIDE 0.060" S.M.S. @ EACH ANGLE
SPACER @ RECEIVING EACH SIDE
CHANNEL ANCHOR POINTS (2) NOTCH ANGLE OPTIONAL
#10 x 2-1/2' S.M.S. @ RAFTER
TAILS OR @ 2" O.C. MAX. W/ MUST REMAIN FOR ANGLE
2" x 6" SUB FASCIA STRENGTH
CANTILEVERED BEAM CONNECTION AT FASCIA (END VIEW)
SCALE: 2" = V-0"
RIDGE CAP
#8 x 9/16" TEK SCREWS @
PAN RIBS EACH SIDE
CAULK ALL EXPOSED SCREW
HEADS & WASHERS
#8 x 1/2" 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
PAN ROOF ANCHORING DETAILS
ROOF PAN
WHEN FASTENING TO S
ALUMINUM USE TRUFAST HD x
("t" + 3/4"1 AT 8" O.C. FOR UP
130 MPH WIN PEED
SEALANT
PAN HEADER (BREAK -
FORMED OR EXT.)
HEADERS AND PANELS ON
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2.00" *
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A = 0.776 in?
A = 0.434 in?
0.04W o Ix = 0.234 in! Ix - 1.953 .97 in.
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TOP AND BOTTOM OF EACH BEAM Sx = 4-156 in?
* 2.00' 2" x 4"' x 0.046" x 0.100" 6005 - T5
SELF MATING SECTION
0.045" o A = 0.538 in? SCALE 2" = T-0"
Ix = 0.642 in!
of STITCH W/ (1) #10x3/4' S.D.S. HEX HEAD @ 24" O.C.
0.428 in? * 2 00• * TOP AND BOTTOM OF EACH BEAM
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2" x 3" x 0.045" HOLLOW SECTION 2" x 8" x TING x SECTION
A = o.ss4 in.' SELF MATING SECTION
SCALE 2" = 1'-T SCALE 2" = 1'-0"
o Ix = 3.688 in.
* 2.00" * 0.050" Sx = 1.475 in? I I 6005 -T5 * 2.00'
0.060" o A = 0.768 in?
o Ix = 0.530 in!
ri Sx = 0.585 in? STITCH W/ (1) #10x3/4- S.D.S. HEX HEAD @ 24" O.C.
6005 -T5 TOP AND BOTTOM OF EACH BEAM
2" x 3" x 0.060" HOLLOW SECTION 2" x 5" x 0.050" x 0.096"
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SCALE 2' = 1'-0" 0i
* 2.00" * A = 1.999 in?
I I *2.00"* Ix=22.116in1
0.050" I I Sx = 4.915 in?
o A = 0.697 in? 6005 - T5
Ix = 1.428 in!
Sx=.0.714 in? A = 1.098 in?
6005 - T5 Ix - 5.938 in. '
0.050" STITCH W/ (1) #10x314" S.D.S. HEX HEAD @ 24" O.C.
2':-c 4" x 0.050" HOLLOW SECTION Sx =1.97s in TOP AND BOTTOM OF EACH BEAM
6005 - T5
SCALE 2' = 1'-T 2" x 9" x 0.072" x 0.112"
SELF MATING SECTION
3.00" SCALE 2" = 1'-0"
STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24" O.C.
A = 0.552 in? TOP AND BOTTOM OF EACH BEAM
0.045" oc1j Ix = 0.342 in! 2" x 6" x 0.050" x 0.120'" * 2.00"
6005-T42in? SELF MATING SECTION I I
6005 - TS
SCALE 2" = 1'-0"
3" x 2" x 0.045" HOLLOW SECTION
SCALE 2' = V-T
2.02"
0.082" o
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Ix = 27.223 in'
Sx = 6.050 in?
A = 1.277 in? 6005 - T5
0.060"
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Sx = 2.534 in?
6005 - T5
STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24" O.C.
TOP AND BOTTOM OF EACH BEAM
2" x 9" x 0.082" x 0.153"
STITCH W/ (1) #10x3/4' S.D.S. HEX HEAD @ 24" O.C. SELF MATING SECTION
TOP AND BOTTOM OF EACH BEAM
SCALE 2" =1'-0"
2" x 7" x 0.060" x 0.120"
SELF MATING SECTION
SCALE 2" = 1"-0"
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These alloy indentification marks have been provided to � O n
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These alloy marks are used solely for our 6005 extrusions. It is m C 0 n m a
ultimately the contractors responsibility that they receive and use only w m rY 5 a
6005 alloy shapes when using this engineering. We are providing this p yam r
document to simplify the indentification of our 6005 alloy materials to (> LLl o .
be used in conjuction with our 6005 engineering. ¢ 0) m
A separate signed and sealed document from Town & Country , ❑
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TCI 6005 SELF -MATING
ALLOY INDICATOR
TCI 6005 HOLLOW
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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. (RA. -
PRODUCTS). other anchor suppliers, and design,criteria and "reports from -
the American Forest and Paper Productsand the American Plywood
Association
2. Unless otherwise noted, the following minimum properties of materials
were used in calculating allowed loadings:
A. Aluminum;
1. Sheet, 3105 H-14 or H-25 alloy
2. Extrusions, 6063 T-6 alloy
B. Concrete, Fe = 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 7/16" OSB
3. 120 MPH wind load was used for all allowable area calculations.
4. For high velocity hurricane zones the minimum live load / applied load shall
be 30 PSF.
5. Spans may be interpolated between values but not extrapolated outside
values
6. 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.
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
warranlied as corrosion resistant shall be used; Unprotected steel fasteners
shall not be used.
8. 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.
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 loads
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
I 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
2'
Table 9.1 Allowable Loads for Concrete Anchors
Screw Sfze
d=diameter
Embedment IMIn.Edg
Depth
(in.)-,_,
e Dist 8
Anehor Spaeing
5d (in.)
Allowable Loads
v;Tension Shear
ZAMAC NAILIN (Drive Anchors)
114" 1-112" 1-114"
- -- 2" 1-1/4" 1
':273#
236#
316#
1 236#
TAPPER (Concrete Screws
3/16"
1-1/4' - '-
151161-
288#
157#
1-314"
15116"
371#
,259#
114"
1-114"
1414"
427#
200#
1•314"
1414"
544#
216#
31F
1-112"
1-9116"
511#
402#
1314"
3318"
703#
455#
POWER
BOLT (Expansion Bolt
114"
2"
1-114"
624#
261#
5/1fi"
3"
1-7/8'
931
751#
318"
3412"
1 1-9116"
1 1,576#
1 1,425#
1/2"
5"1
2-1/2"
2,332#
2,220#
POWER STUD (Wedge -Bolt ®)
1/4'
23/4"
1-114"
812#
326#
3/8"
4-1/4"
1-718"
1.358#
921#
1/2"
6"
2-1/2"
2,271#
1,218#
5/8"
1 7"
2-114"
3,288#
1 2,202#
Wedge Bolt
1/4" 2-1/2" 2-1/4" 876# 385#
318" 3-1/2" 3-114" 1,705# 916#
112" 4" 3-314" 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 ravd may be substituted.
4. Anchors receiving loads perpendicular to the diameter are in tension.
5. Allowable loads are increased by 1.00 for wind load.
6. Minimum edge distance and center to center spacing shall be 5d.
7. Anchors receiving loads parallel to the diameter are shear loads.
S. Manufacturers recommended reductions for edge distance of 5d have been
applied.
Example:
Detemit 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'-Y (Table 1.1)
UPLIFT LOAD = 1/2(BE AM SPAN) x BEAM & UPRIGHT SPACING
NUMBER OF ANCHORS= 1/2(20.42')xTx10#7Sq.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 (11 (Ibs.)
#8 1
0.164"
122
139
153
200
228
255
#10
0.190"
141
161
177
231
263
295
f12
O.210"
156
178
196
256
291
327
#14
0.250"
186
212
232
305
347
389
529
114"
0,240"
179
203
223
292
333
374
508
5/16"
0.3125"
232
265
291
381
433
486
661
3/8"
0.375"
279
317
349
457
520
584
793
112"
0.5D'
373
423
465
609
693
779
1057
Allowable Shear Loads on Screws for Nominal Wall Thickness (T) (tbs.)
Screw/Bolt
I Single Shear
Size
I Nd
0.0"'
0.050"
1 0.055"
0.072"
0.082"
1 0.092"
0.125"
#8
1 0.164-
117
133
147
192
218
1 245
#10
0A 90"
136
154
170
222
253
284
#12
0.210"
150
171
188
246
280
293
#14
0250"
179
203
223
292
333
374
508
114"
0240"
172
195
214
t 281
320
358
487
5116"
0,3125"-
223
254
279
366
416
467
634
318"
0.375"
268
305
335
439
499
560
761
112"
0.50"
357
406
447
1 595
666
747
1 1015
Allowable Shear Loads on Screws for Nominal Wall Thickness (T) (Ibs.)
Double Shear
0.044'
0.050"
0.055"
0.072"
0.082"
0.092'
0.125"
343
390
429
561
639
717
974
L
446
508
559
732
832
934
1269
536
610
670
878
996
1120
1522
714
612
894
1170
1332
1494
2030
Notes:
1. Screw goes through two sides of members.
2. All barrel lengths; Cetus Indushial Quality. Use manufacturers grip range to match total wait thickness
of connection. Use tables to select rivet substitution for screws of anchor specifications In drawings.
3. Minimum thickness of fame members is 0.036' aluminum and 26 ga. steel.
Multipliers for Other Alloys
6063 T-6
1269
5052 H-25
1522
6005 TS
1 2030
Allowable Load Coversion Multipliers
for Edge Distances More Than Sci
Edge
Distance
Multipliers
Tension
Shear
5d
1.00
1.00
6d
1.04
1.20
7d
1.08
1.40
Bd
1.11
1.60
9d
1.14
1.80
10d
1.18
2.00
11d
1.21
12d
1.25
Table 9.5A Allowable Loads & Roof Areas Over Posts
for Metal to Metal, Beam to Upright Bolt Connections
Enclosed Structures @ 27.42 #/SF
Fastener
diam.
min- edge
distance
min. ctr.
to etc.
No.
of Fasteners
/ Roof Area
(SF)
1 1 Area
21 Area
3/ Area
4/ Area
114"
112'
518"
1,454-53
2.% 106
4,362-159
5.819-212
916"
318"
718"
1.894 - 69
3.78E - 138
5.682 - 207
7.576 - 276
318'
3!4"
1'
2,272 - 82
4,544 -166
6.816 - 249
9,088 - 331
112"
1"
1 1-1/4"
3.030-110
1 6,060-221
9,090-332
12.120-442
Table 9.5B Allowable Loads & Roof Areas Over Posts
for Metal to Metal, Beam to Upright Bolt Connections
Enclosed Structures @ 35.53 #1SF
Fastener
diam.
min. edge
distance
min. ctr.
to etr.
No.
of Fasteners
/ Roof Area
SF
1 / Area
2/Area
3/ Area
4/ Area
1/2'
S18"
1,454 - 41
2,908 - 82
4,362 - 125
5,819 - 164
5116-
3/8"
7/8"
1,894 - 53
3,788 -107
6,682 -160
7,576 - 213
318"
314"
1"
2.272 - 64
1 4.544 -1281
6,816 -192
9,088 - 256
112"
1"
1 1-1/4"
3.030 -85
1 6,060 - 1711
9,090 - 256
12,120 - 341
Notes for Tables 9.5 A, B:
1. Tables 9.5 A & B are based on 3 second
wind gusts at 120 MPH; Exposure 'B*;
I = 1.0.
2. Minimum spacing is 2-1/2d O.C. for
screws & bolts and 3d O.C. for rivals.
3. Minimum edge distance Is 2d for screws,
bolts, and rivets.
Allowable Load Conversions
for Edge Distances More Than 5d
Allowable
Multlpliers
Load
Tension
Shear
1.25
t
1.211.18
2.00
1.14
1.80
1.11
1.60
7d
1.01
1.41
lid
1.04
1.20
5d
1.00
1 1.00
ble 9� Wood & Concrete Fasteners for Open or Enclosed Buildings
Loads and Areas for Screws in Tension Only'' ^:•
mum Allowable -Load and Attributable Roof Area for 120 MPH Wind Zone (27.42 #! SF),h
(For Wind Realms other than 120 MPH, Use Conversion Table at Bottom of this page)
CONNECTING TO: WOOD for OPEN or ENCLOSED Buildings
Fastener
Diameter
Length of
Embedment
Number of
Fasteners .
1
2
3
4'
1"
264#-10 SF
526#-19 SF
792#-29 SF
1056#-39 SF
114'o
1-112"
396#-14 SF
792#-29 SF
1188#-43SF
15a4#-58SF
2-1/2"
660#-24 SF
132D#-48 SF
1980#-72 SF
2640#-96 SF
1"
312#-11 SF
624#-23 SF
936#-34 SF
1248#-46 SF
5116"o
1.112"
468# - W SF
936# - 34 SF
1404# - 51 SF
1872# - 68 SF
2-112"
780#-28 SF
1560#-57 SF
2340#-85 SF
312D#-114 SF
3l8"0
1"
356#-13 SF
712#-26SF
1g68#-39 SF
1424#-52 SF
1-1/2"
534#-19 SF
106B#-39 SF
1602#-58SF
2136#-78 SF
2-1/2"
1 890# - 32 SF
1 1780# - 65 SF
1 2670# r 97 SF
3560# -130 SF
ONNECTING TO: CONCRETE (Min. 2,500 psi) for PARTIALLY ENCLOSED Buildings
Fastener
Diameter
I Length of
Embedment
Number of Fasteners
1 2 1 3 4
TYPE OF FASTENER = "Quick Set" Concrete Screw (Rawl Zamae Nailin or E ulvalent
114"o
1.1/2"
273#-10SF
546#-20SF
819#-305F
1092#-40SF
2"1
316#-12 SF
632#-23SF
948#-35 SF
1 1264#-46 SF
TYPE OF FASTENER = Concrete Screw (Rawl Tapper
or Equivalent)
3116"e
1-1/4"
288#-11 SF
576#-21 SF
864#-32 SF
1152#-42 SF
1.314"
371#-14 SF
742#-27SF
1113#-41 SF
1484#-54 SF
1/4"d
1.1/4"
365#-13 SF
730#-27SF
1095#-40 SF
1460#-53 SF
1-3/4'
427#-16 SF
B54#-31 SF
1281#-47 SF
1708#-62 SF
318"o
1.1/2"
511#-19 SF
1022#-37 SF
1533#-56 SF
2D44#-75 SF
1314"
703#-26SF
1406#-51 SF
2109#-77 SF
2812#-103 SF
TYPE OF FASTENER = Expansion Bolts (Rawl Power Bolt or Equivalent
318"0
2.1/2"
1050#-38SF
210D#-77 SF
3150#-115 SF
420D#-153 SF
3-1/2"
15759 - 57 SF
3150# -115 SF
4725# -172 SF
6300# - Ell SF
112"e
3"
1399#-51 SF
12798#-102 SFI
4197#-153 SFJ
5596#-204 SF
5"
2332#-85 SF
14664#-170 SFJ
6996#-255 SFJ
9328#-340 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. Allowable roof areas are based on loads for
Glass / Enclosed Rooms (MWFRS); I = 1.00.
Table 9.6 Maximum Allowable Fastener Loads
for Metal Plat0o Wood Support
WIND LOAD CONVERSION TABLE:
For Wind ZoneslRegions other than 120 MPH
(Tables Shown),
multiply allowable loads and roof areas by the
conversion factor.
WIND
REGION
APPLIED
LOAD
CONVERSION
FACTOR
100
2&6
1.01
110
26A
1.01
120
27.4
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
42.8
1 0.80
Screw 0
Metal to Plywood
1/2" 4 ply
518" 4 ply
314" 4 ply
Shear
(Ibs.
Pull Out
(Ibs.)
Shear
(Ibs.)
Pull Out
(Ibs.
Shear
(Ibs.)
Pull Out
(Ibs.)
0
93
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
Steel Mandrel
Rivet Diameter
Tension (Ibs.)
Shear
Tension Ibs.
Shear
1/8"
129
176
210
325
5132"
187
263
340
490
3116"
262
1 375
1 445
720
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 w/ Wind Zone Use Next Larger Size for "C"
Fxnnsures
r
Maximum Screw / Anchor Size
Max Size of Beam
Upright
Attach:riwt Type
Size Description
To Wall
0
To Upright / Beam
0
2" x 4" x 0.044"
Angle
V x 1" x 0.045'
3/16"
#10
2" x 4" x 0.044"
Angle
1' x 1' x 1116' 0.063'1
3116'
#12
2" x 5" x 0.072"
U-channel
1-1/2' x 1-1/2" x 1-1/2" x 0.125"
1/2'
#14
2 x 6' x 0.072"
U-channel
V x 2-1/8' x V x 0.050"
5116"
5116
2 x r x 0.072"
Angle
1' x 1"x 1/8" (0.125`)
3116'
#12
2 x 10" x 0.072"
Angle
1-1/2' x 1-1/2" 1/16"(0.062')
1/4"
#12
2" x 7" x 0.072"
Angle
1-1/2' x 1-112" 3115"(0.188")
im
#14
2" x 10" x 0.072"
Angle
1-1/2" x 1-1/2" 1/8"(0.062")
1/4"
#14
2" x 7" x 0.072"
Angle
l V4' x 1-314' x 118"(0.125")
114"
#14
2" x 10" x 0.072"
U-channel
1314' x 13/4" x 1314' x 1/8'
3/8"
#14
2" x 10" x 0.072"
Angle
2" x 2' x o.093'
3/8"
318'
2" x 10" x 0.072"
Angle
2" x 2" x 1/8-(0.125-)
5116"
5116"
2"x 10"x0.072"
Angle
2' x 2" x 116(0.3137
1/2"
1/2'
Note:
1. # of screws to beam, wall, 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 post attachments use wail 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 wall thickness.
3. Inside connections members shall be used whenever possible
I.e. 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 9 possible.
Table 9.3 Wood & Concrete Fasteners for,Part[ally Enclosed Buildings
6 Looads and Areas for Screws in' Tension Only':,
Maximum Allowable -Load and Attributable Roof Area for 120 MPH Wind Zone (35.53 # I SF)
(For Wind Regions other than 120 MPH, Use Conversion Table at Bottom of this page)
CONNECTING TO: WOOD for PARTIALLY ENCLOSED Buildings "; - .,-
Fastener
Diameter
Length of
Embedment
Number of
Fasteners
1
2
3
:: 4
1"
264#-7 SF
528#-15 SF
792#-22 SF
1056#-30 SF'
114"o
1-112"
396#-11 SF
7929-22 SF
1186#-33SF
1584#-45 SF
2-112"
660#-19 SF
132D#-37 SF
1980#-56 SF
2640#-74 SF
1'
312#-9 SF
624#-18 SF
936#-26SF
1248#-35 SF
5/16"e
1-112"
468#-13 SF
936#-26SF
1404#-40 SF
78721E-53 SF
2.1/2"
780#-22SF
156D#-44 SF
2340#-66 SF
3120#-88 SF
3/B"o
1"
356#-,OSF
1 712#-20 SF
I 1068#-30 SF
143#-40SF
1-12"
530-15SF1068#-30
SF
1625SF24-1-60SF
2
890# - 25 SF
170-112" -50 SF
. 26709 - 75 SF
13560# - 100 SF
CONNECTING TO: CONCRETE [Min. 2,5D0 psi] for PARTIALLY ENCLOSED Buildings
Fastener
Diameter
I Length of
Embedment
Number of Fasteners
1 1 2 1 3 1 4
PE OF FASTENER
= "Quick Set"
Concrete Screw Rawl Zamac Nailin or Equivalent
IW'o
1-112"
233#-8 SF
466#-17 SF
699#-25 SF
932#-34 SF
2"
270#-10SF
540#-20SF
I 810#-30SF
1080#-39 SF
PE OF FASTENER
= Concrete
Screw (Rawl Tapper
or Equivalent
3/16"o
1-1/2"
246#-7 SF
492#-14 SF
738#-21 SF
984#-28 SF
1-314"
317#-9 SF
634#-18 SF
951#-27SF
1268#-36 SF
1/4"o
1-112"
365#-10 SF
73D#-21 SF
1095#-31 SF
1460#-41 SF
1-314"
465#-13 SF
930#-26SF
1395#-39 SF
1860#-52 SF
318"e
1412"
437#-12SF
874#-25 SF
1311#-37 SF
1745-49 SF
1314"
601#-17 SF
1202#-34 SF
1803#-51 SF
2404#-68 SF
PE OF FASTENER
= Expansion
Bolts (Rawl Power
Bolt or Equivalent
3/8"e
-
053F240#-763lSF3615#-1
820-136 S1
3.1/2"
1303#-37 SF
260SF
3g09#-10SF11
SF
212#-147F
1/2"e
3"
1806#-51 SF
3612#-102 SF
541 B#-152 SF
72249-203 SF
5"
1993# - 56 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. Allowable loads have been Increased by 1.33 for
wind loading.
3. Allowable roof areas are based on loads for
Glass / Partially Enclosed Rooms (MWFRS)
I = 1.00
WIND LOAD CONVERSION TABLE:
For Wind Zones/Regions other than 120 MPH
(Tables Shown), multiply allowable loads and roof
areas by the conversion factor.
WIND
REGION
APPLIED
LOAD
CONVERSION
FACTOR
10D
25
1.22
11D
30
1.11
12D
35
1.03
123
37
1.00
130
42
0.94
140-1&2
48
0.88
150
1 56
1 0.81
Table 9.9 Minimum Anchor Size for Extrusions
Wall Connection
Extrusions
Wail
Metal Upright
Concrete
Wood
2" x 10"
1/4"
#14
1/4'
1/4"
2" x 9"
114"
#14
114'
1/4"
2" x 8"
1/4"
#12
114'
#12
2" x 7"
3116"
#10
3116"
#10
2" x 6" or less
3h 6"
#8
3/16'
#8
Note:
Wall, beam and upright minimum anchor sizes shall be used for super gutter
connections.
Table 9.10 Altemative Anchor Selection Factors for Anchor / Screw Sizes
Metal to Metal
Anchor Size
#8
#10
#12
#14'
5116"
3/8"
#8
1.00
0.80
0.58
0.46
027
0.21
#10
0.80
1.00
0.72
0.57
0.33
0.26
012
0.58
0.72
1.00
0.78
0.46
0.36
#14
0.46
0.57
0.78
1.00
0.59
0.46
5/16"
0.27
0.33
0.46
0.59
1.00
0.79
318"
0.21
0.26
0.36
0.58
0.79
1.00
Alternative Anchor Selection Factors for Anchor I Screw Sizes
Concrete and Wood Anchors
(concrete screws: 2" maximum embedment)
Anchor Size
3116"
114"
3/8"
3/16"
1.00
0.83
0.50
1/4"
0.83
1.00
0.59
Dyne Bolts (1518" and
2414" embedment respectively)
ASizeef
3116" 112" i
3116"
1.00 0.46, 7
1/2"
0.46 1w', 1.00 ,
318" 0.50 0.59 1.00 1. f
• Multiply the number of #8 screws x size of anchor/screw desired and round up to the next ever. ni
of screws.
Example:
If (10) #8 screws are required, the number of #10 screws desired is:
0.8x 10=(a)#10
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