12-0350 (PAT)P.O. BOX 1504
78-495 CALLE TAMPICO
LA QUINTA, CALIFORNIA 92253
Application Number.
1-2 40.0:0'.0'Q3'SO
Property Address:
5'5-6:2:1 PINEHURST
APN:
775-24'1=057- - -
Application description:
PATIO COVER.- RESIDENTIAL
Property Zoning:
LOW DENSITY. -RESIDENTIAL
Application valuation:
3591
Applicant: Arc.hitect or Engineer:
LICENSED CONTRACTOR'S DECLARATION
BUILDING & SAFETY DEPARTMENT
BUILDING PERMIT
I hereby affirm under penalty of perjury that I'am licensed under provisions of Chapter 9: (commencing'with
Section 7000) of Division'3 of the Business and rofessionals.Code, and m'ykicense iwenla force and effect.
Lice eClassi •D03 e : 8351 59
Date ntractor
' - OWNER -BUILDER DECLARATION
I hereby affirm under penalty of perjury that I am exempt from the Contractor's State License Law for the
following reason (Sec. 7031-:5, Business and Professions Code:; Any city.or county that requires a permit to
construct}`alfer, improve, demolish, or repair any structure; prior to its issuance, also requires -the applicant for the
,permit to:file a signed statement that he or she'is licensed' pursuant to,the-provisions of theContractor's.State
License; Law (Chapter 9, (commencing with Section 7000) of Division 3 of the Business and Professions Code) or
that he or she is'exempttherefrom and thebasis•for the alleged exemption. Any violation of Section 7031.5,by
any applicant for a permit subjects the applicant to a civil penalty of.not more than five hundred dollars ($500)•:
'( )
I: -is owner of the property, or my employees'with;wages`as their sole compensation,.will-do the work, and
the structure isnot intended•or offered for sale (Sec:-7044,'Business and Professions Code:, The
Contractors'. State License Law does not apply to an owner of property who builds of improves thereon,
and -who does the work himself or herself through his. or her own employees, provided that the
improvements. are not intended'or offered for sale. If,'howeve'r, the building or improvement is sold within
• one year of completion, the owner -builder will have the burden of proving that he or'she did not build or '
improve for fheIpurpose of sale.)..,
(_ 11, as owner of'the.property, am exclusively; contracting with licensed contractors to construct the project (Sec.
7044 Business and Professions Code: The Contractors' State License Law does not apply to an owner of
property who builds or improves thereon, and who contracts for the projects with a contractors) licensed
pursuant to the Contractors' State License.Law.)•
(_) I am exempt under Sec. .. B.&P.C. for this reason
Date:
Owner:
CONSTRUCTION LENDING AGENCY
I hereby affirm under penalty of perjury that there is a construction lending agency for the performance of the
work for which this permit is issued (Sec. 3097, Civ. C.).
Lender's Name: '
Lender's Address:
LQPERMIT
Owner:
SCOTT & KATHY VRIE
55611 PINEHURST
LA QUINTA, CA 92253
Contractor:
ATLAS AWNING.&.SCREEN,.INC.
754 S. WILLIAMS ROAD
PALM SPRINGS,.CA-92264
(7.60)-327-8466
Lic. No.: 835140 _.
VOICE (760) 777-7012
FAX (760) 777-7011
INSPECTIONS (760) 777-7153
Date: 4/02/12
1
WORKER'S COMPENSATION DECLARATION
hereby affirm under penalty of perjury one of the following declarations: '
I have and will maintain a certificate of consent to self -insure for workers' compensation,'as provided
for *bySection 3700 of the Labor Code, for the performance of the work for which this permit is
issued. '.
7,1 have and will maintain workers' compensation -insurance, as required by Section 3700 of the Labor
Code, for the performance of the'work *for which this;permitis issued. My workers compensation
insurance carrier and policy number are: -
Carrier EVEREST NATL Policy Number 7600004167121
I certify that, in the performance of the work for which this permit is issued, I shall not employ•any
person in any manner so as to become subj.ect,to the is
compensation laws of California,
and agree that, if I shout be mes lett to the wor ' compensation p isions of Section
' 37�Ai
of. Labor Co all f with co ply. rth osa pro v' n
vete: WARN( G: FAIL ECURE WORKERS' COMPENSATION COVERAGE IS UN WFUL, AND SHALL
SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND
DOLLARS ($100,000). IN ADDITION TO THE COST ;OF COMPENSATION, DAMAGES. AS PROVIDED FOR IN
SECTION 3706 OF THE LABOR CODE, INTEREST, AND ATTORNEY'S FEES.
APPLICANT ACKNOWLEDGEMENT
IMPORTANT Application is hereby made to the Director, of Building and Safety for a permit subject to the ,
conditions and restrictions set forth on this application.
1. Each person upon whose behalf this application is made, each person at whose request and for
whose benefit work is performed under or pursuant to any permit issued as a result of this application, .
the owner, and theapplicant, -each agrees to, and shall defend, indemnify and hold harmless the City
of La Quinta, its officers, agents and- employees for. any act or omission related to the work being
performed under or following issuance of this permit:
2. Any permit issued as a'result of this application becomes null and void if work is not commenced
within 180 days from date of issuance of such permit, or cessation of work for 180 days will subject
„permit to cancellation.
I certify that I have read this application and.state that the above information is correct. I agree to comply with all
city and county ordinances and state laws relating to building nstruc ' n, and hereby: orize representati
of this court t ntV
bove-mentioned pro y „inspa ion p s
�efe: pplicant or'Age.
Application Number . . . . . 12-00000350
Permit . .
. PATIO COVER
PERMIT
Additional desc .
Permit Fee . . .
. 63.00
Plan Check
Fee
40.95
Issue Date . . .
.
Valuation
3591
Expiration Date .
. 9/29/12
Qty Unit Charge
Per
Extension
BASE
FEE
45.00
2.00 9.0000
THOU BLDG
2,001-25,000
18.00
----------------------------------------------------------------------------
Special Notes and
Comments
270 S.F. ALUMAWOOD
LATTICE SHADE
STRUCTURE PER APPROVED PLAN (AJ).
2010
CODES.
-------------=--------------------------------------------------------------
Other Fees . . ..
. . . . . BLDG STDS ADMIN (SB1473)
1.00
STRONG
MOTION (SMI)
- RES
.50
Fee summary
Charged
Paid Credited
----------
Due
-----------------
Permit Fee Total
--------------------
63.00
----------
.00
.00
63.00
Plan Check Total
40.95
.00
.00
40.95
Other Fee Total
1.50
.00
.00.
1.50
Grand Total
105.45
.00
.00
105.45
LQPERMIT
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RESIDENTIAL ASSOCIATION; INC.
March 28, 2012
Mt.. & Mrs, Scott Urie
1:6505 9th P1.
Shoreline, WA'98-177
-RE: 55-611, Pineh
Lake Side - Alumam
Fire Pit. and New, Gas L
Page I of 2
Dear Mr. &Mrs. Urie,'
The Architectural Comrriittee. has received. and < reviewed youT, Ar6hitectural Variance
Application submittal dated March 19,'2012.:. The proposed., modifications and/or additions
include. 1) Removal of existing concrete. hardscape (00 sq.ft.) . 2) Construct .new colored, salt
finish concrete hardscapb (1157, sq�,.,ft-.)., - 3) Iftstall fire pit with a new gas service line. 4)
Construct a 15'-0"x 1.8'-0" Alumawo6d shade structure with's,tucco wood framed support column
enclosures.. 5) Install a: iiiisting system with eqdipment and services.
The work is to be done as shown on the 8. V2"x I I I site plan skdch date`8 March 19, 2012, and
related details and product, caUoguesi: The proposed. modifications are acceptable for this
location n. in accordance with the Architectural..:Guidelines, HdiheowneCs Association CC&R's
and Maintenance and Indemnity Agreement.
The following, conditions and/or requirements are -applicable:
trd insurancecertificates rtificates PRIOR to -
I The 140AN-UST. be. in. receipt of contractors' '. iors, current
starting any work... As of today; the FJOA.has not received proof of insurance for Custom
M. Inc., the. m iqti.'nlg system installers'
2. Contact Bill Bobbitt, the Landscape. 'and'. Irrigation Manager, and' William Aceves, the
Maintenance, Manager, to have a preconstrLiCtioih..iiiectin'g,;(760) 771=1234, extensions 23
and'24. respectively.
1. The ,homeowner 'is responsible, for all: removal of existing sluubbery, irrigation and yard
i.ighting. Any modifications to,the irrigation and yard to be. approved by the
lands6ape and maintenance managers.
2. All damage.dorie to existing HOA property during the construction and installation of
utility services is to.,.be repaired by the' contractor . and done .to the satisfaction of the HOA.
3. The contractor to repair and/or replace .any damaged irrigation, hardscape,
lights or street surface to the satisfactio"n"of the HOA.
4. The owner to provide additional details on-raised,.fire pit. and finish.
5. The color of the new flatwork to be D.01,is Colors.
-771-5125
64-320 Southern Hilis,'La'.Quinta, California 92.253-6665, Telephone 7:60=771-1`234FAX. 760
Page 2 of 2
6. All demolition. and construction debris to.be removed daily arid no stockpiling in the
street.
7. The street gutters.Are not to be used for concrete. and construction material clean up. The
street is to be broom -washed, as needed each day. during construction. Neither debris
nor dirt is to be washed down the gutter. '
8. The street and work area are to be' kept clean and safe,daily.
9. The contractor is'to observe all Association:rules an.d-xegulations: Contractor vehicles to
be parked on one side of the street"..-
10.
treet10. The Alumawood structure -must meet the commercial grade design- specifications for all
materials, and structure design. The contractor to provide a. letter.of confirmation prior to
ordering materials and starting project.
11. All Alumawgod attachments to the exterior stucco. wall to be sealed :for. water intrusion.
12. A building pennit. is required for the shade structure and a signed inspection card to be
presented at the completion of the project.
13. The electric fan to'be permitted' by'the-City of La.Quinta.
14. The gas ser�,Ii ' to be permitted.by.,the City of La`Quinta.
15. The location of the misting system pump equipment is to be placed in a location not
visible from the lake common area and riot be -,a noise issue.,
16. The homeowner is required to purchase,:two. signs -froth the Association to be installed on
the top of the structure. The verbiage'on eachsigri issues a warning regarding walking on
the overhang. Th.e.signs are available: from the Association for a fee of $25.00 each.
17. Upon completion, the homeowner is'required;to. provide the Contractor Certification
letter (enclosed).
18. A Maintenance and Indemnity Agr.eemeni shall -,be signed prior to the start of work and at
the completion of the project. -Same"shall delineate all applicable work, which current
and future owners shall be compelled to'solely maintai "and/or replace as needed and the
document shall be recorded with .the County of Riverside and runs; with the land.
We -reserve the .right io .make a ,f nal inspection of this change to make sure that it matches the
original request. An approval is based ;only -on the aesthetics of your proposed plan and should
not be taken as any certification as to the construction worthiness or structural integrity of the
proposed change.
We appreciate your cooperation in_submitti.ng tlus_re�uest for approval. If I may be of further
assistance, please contact me a the HOA office, (760) 771 -1.234, -Extension 15.
Cordiall-
' G
Kell alliar
Operations Manager
For the Architectural Committee
KM/bvf
Cc: Architectural Committee
AWMA OOd
of Z.A
T-WNIIVG,,RPORATED
To: Scott Urie
55611 Pinehurst
La Quinta, CA 92253
.JOB DESCRIPTION:
PALM SPRINGS OFFICE:
754 Williams Rd ;Palm Springs 92264
Ph �(740)73274466.�
Fax:..(760"327-8467
TEMECULA:OFFICE
Ph: (9'51)`:234=2083
www. Atlas -Awning.com
SHADE COVER
PROPOSAL
California Contractors License No. 835140
PHONE-' 2Q6=498-8126
EMAIL. scottairreps.Corn: DATE: 1/16/12
'JOB:NAME'./ LOCATIOh. OR. DEVELOPMENT:
PGA West Palmer.
Supply & install an Amerimax AlumaWbodTM. 17W ' x 15' .Lattice shade cover supported by 2 steel 3" x 3"
clover post in required concrete footings incorporated with: in 2 columns built up to match existing using a
double header between them above.to support 3,sets of 2x 6''/z rafters also supported bya single header
attached to wall at house side, Lattice is 2" x 2 spaced•at 1 V ° .or: 1" for maximum shade protection, Color to
be Desert Sand, Rafter and headers to have flat beveled. end: caps. <Instal 1 1' fan kit on center electrical. done by
other.
■ Atlas Awning to obtain permit, reimbursable;by.owner at completion of job
• Alumawood is a brand name trademarked by.Amerimax, guaranteeing.you will receive the best material
made for your shade cover.
■ Atlas Awning carries a $1 million.Workrnan's,Comp_ Policy; $2 million Liability Policy'and a $1 million dollar
Commercial Auto Policy for your protection
• Premiere installation: Includes -'All plastic end caps (header;. rafters & lattice caps) are screwed in place to
prevent loss. Atlas Awning provides a 24 -month workmanship warranty - vs.'the standard 12 -month - Atlas
Awning exclusives
WE PROPOSE HEREBY TO FURNISH MATERIAL, LABOR & TAX -COMPLETE IN ACCORDANCE WITH THE ABOVE SPECIFICATIONS
FOR THE SUM OF.:. $'3922. 00,
PAYMENT TO BE MADE AS FOLLOWS:
1/3 ON ACCEPTANCE: $1307:33
2/3 ON COMPLETION: $ 26.14.67. .
Atlas Awning, Inc. will call to schedule your Installation day 'and time' once production Is complete. Production lead times are estimates only. All materials
are -guaranteed:to be as specified. I agree wifh the. specificoUons above inoi hmiled. to size and color) and understand that all products ore custom built to
the agreed specifications. Terminoiion%Cancellation: Owner acknowledges thbi al -work done by Company is custom'work and agrees to pay for all costs
incurred as of date of, termination. li:termination is within 3 business`doys rifler the initial, contract is signed, Company will refund all monies less the cost of
materials used to date of termination. Owner is to carry necessary .insurdnce°. If any disclosed, hidden and/or unusual conditions of the structure upon which
the work is to be performed shall be discovered after the commencement of work, this price above may be adjusted upon mutual consent of the parties to
reflect any additional work. or materials required to complete 'the .job in a, satisfactory manner. the above prices; specifications and conditions ore
accepted. My signature below authorizes Atlas Awnirrg:and Screen, ,Inc. 1pkcharge my, 6redil, card for.lhe` deposit now, and the balance upon job
completion. My signature below acknowledges my occeplance of this.controct and authorizes Altos Awning and Screen, Inc. I o work as outlined above.
In fhe event of efoult in the payment of onyobligations under this agreement, the prevaiiing o y shall e entitle o reasons a fforneys fees and costs of
suit.
a . DATE
DATE '3 �f X ,.
X2k— r�ci
USTOMER,SIGNATURE A S EP SIGNA
Bin. #
a/I:
�f :.Qi1I.
B63tdi0g 8L'safeo ppmon .
P.O. �Box.1504, 78-495 Calle.Tampleo .
L4 Quirita,•CA 92253 -:(760)'77 7-7012
Building Permit Application and Tracking Sheen
Permit # O
�5.
Project Address:
Owner's Name:: ,.Of,
A. P. Number. ►� 2 r
Address: '. V
Legal Description: I 1W,s
City;.ST,;Zip; ZZ
�tnctor:e2 •..2213 7=3' � ! /oZd �►? a3
1 �
Tel tphon T r �� , ,.;r...� �s�..�'�.>s»�• .
Address:
Project Description:
City, ST, Zip: 6 . '
Telephone:{ter.,, "; ;
State Lie. # :
• City Lia. #c ,$
Arch., Engr., Designer
Fri
Address: 3
City., ST, Zip• IJ'AA VA :.
Telephone ,:m. ZS tf
State Lic. #: ;
.
--Construction Type: • Occupancy:
Project type (circle one): New . Add'a Alter Repair Demo
Name of Contact Person:
Sq. Ft
Stones:
#Units:
Telephone # of Contact Person:76(2 ep Z
Estimated dalue of Project �,2
APPLICANT `DO NOT WRITE BELOW THIS LINE
#
Submittal
Req'd
"Reed
TRACMG
PERMi:T FEES
Plan Sets
Plan Check submitted
Item Amount
Structural Cates.
Reviewed, ready for'corrections
Plan Check Deposit. .
Truss Cales,
Called Contact Person
Plan Check Balance.
Tide 24 Calce.
Plans picked up.
Construction
Flood plain plan
Plans resubmitted,. _
Mechanical
Grading plan
2i° Review, ready for correctionsiissue
Electrical
Subcontactor List
Caned Contact Person
Plumbing
..Grant Deed
11.0-AL Approval
Plans resubmitted;
Gradiag
M HOUSE:-
34 Revlew, ready for correctionsfissue
Developer Impact Fee
Planning Approval.
Called Contact Person
A.I.P.P.
Pub. Wks. Appr-
Date of permit issue
School Fees
Total Permit Fees
Amerimax Building Products Patio Cover, Carport and Commercial Structure Engineerin.
PAGES DRAWING SECTION DESCRIPTION
2 PAGES GN01-2006 GENERAL NOTES
GN02-2006
2 PAGES
SC01-2006
SCO2-2006
1 PAGE
4 PAGES
4P
3 PAGES
LT01-2006
LT02-2006
LT03-2006
2 PAGES
10 PAGES
10 PAGES
4 PAGES
9 PAGES
6 PAGES
N P01-2006
NP02-2006
NP03-2006
NP04-2006
CD01-2006
CD02-2006
CD03-2006
CD04-2006
CD05-2006
CD06-2006
CD07-2006
CD08-2006
CD09-2006
Ml -2006
M2-2006
M3-2006
M4-2006
M5-2006
M6-2006
M7-2006
SOLID PANEL STRUCTURAL CONFIGURATIONS
ALUMAWOOD STRUCTURAL CONFIGURATIONS
LATTICE 1.0 RAFTER SPANS FOR COMMERCIAL AND PATIO STRUCTURES
LATTICE 2.0 POST SPACINGS FOR LATTICE PATIO AND COMMERCIAL STRUCTURES IN 90 MPH WIND AREAS
LATTICE 3 0 POST S CTAP NGS FOR LATTICE -PATIO AND COMMERCIAL STRUCTURES IN HIGH -WIND AREAS
COMPONENT PARTS AND CONNECTION DETAILS FOR LATTICE STRUCTURES.
SOLID COVER 4.0 PANEL SPANS FOR COMMERCIAL AND PATIO STRUCTURES
SOLID COVER 5.0 POST SPACINGS FOR LATTICE PATIO AND COMMERCIAL STRUCTURES IN 90 MPH WIND AREAS
SOLID COVER 6.0 POST SPACINGS FOR LATTICE PATIO AND COMMERCIAL STRUCTURES IN HIGH WIND AREAS
COMPONENT PARTS AND CONNECTION DETAILS FOR NEWPORTS
COMPONENT PARTS AND CONNECTION DETAILS
MISCELLANEOUS DETAILS
MISCELLANEOUS DETAILS
7.0 POST AND FASTENER REQUIREMENTS FOR ALL STRUCTURES
7.0 FOOTING AND SLAB ATTACHMENT TABLES
7.0 REQUIREMENTS FOR SURFACE MOUNTED POSTS ON CONCRETE SLABS OR FOOTINGS
7.0 FORCES ON EXISTING STRUCTURES
STRUCTURAL PROPERTIES OF BEAMS, FASCIA, PANELS AND RAFTERS FOR USE BY DESIGN PROFESSIONALS
June 24. 2010
June 1, 2010
GENERAL NOTES:
1. DESIGNED IN ACCORDANCE WITH THE 2006 INTERNATIONAL BUILDING CODE.
2. ALUMINUM DESIGN IN ACCORDANCE WITH THE 2000 EDITION OF ALUMINUM ASSOCIATION'S
SPECIFICATIONS AND CHAPTER 20 OF THE INTERNATIONAL BUILDING CODE.
3. DESIGN LOADINGS:
GROUND SNOW LOAD
10 PSF
20 PSF
25 PSF
30 PSF
40 PSF
60 PSF
FOR 0.25/12 > SLOPE < 1/12
DESIGN LOAD
.10 PSF
LIVE LOAD ONLY
20 PSF
LIVE LOAD ONLY
21 PSF
DESIGN ROOF SNOW LOAD
25.2 PSF
DESIGN ROOF SNOW LOAD
33.6 PSF
DESIGN ROOF SNOW LOAD
50.4 PSF
DESIGN ROOF SNOW LOAD
WIND SPEEDS IN THE 2006 IBC ARE "3 SECOND GUST WIND SPEED." ALL STRUCTURES DESCRIBED IN THIS
REPORT ARE DESIGNED USING PRESSURES CALCULATED FROM "3 SECOND GUST WIND SPEEDS". FOR
ATTACHED STRUCTURES THE MAXIMUM MEAN ROOF HEIGHT OF THE EXISTING STRUCTURE IS 30'.Kzt WAS
ASSUMED AS 1.0 FOR ALL WIND LOADS. SITE LOCATIONS REQUIRING HIGHER A HIGHER Kzt VALUE
(ISOLATED HILLS, RIDGES, ESCARPMENTS) WILL REQUIRE HIGHER WIND LOADS AS PER ASCE7-05 SECTION
6.5.7 AND ARE OUTSIDE THE SCOPE OF THIS REPORT.
NOTE: EXPOSURE B: URBAN AND SUBURBAN AREAS, WOODED AREAS, OR OTHER TERRAIN WITH NUMEROUS
CLOSELY SPACED OBSTRUCTIONS HAVING THE SIZE OF SINGLE-FAMILY
DWELLINGS OR LARGER. EXPOSURE B SHALL BE ASSUMED UNLESS THE SITE MEETS THE DEFINITION OF
ANOTHER TYPE EXPOSURE.
EXPOSURE C: OPEN TERRAIN WITH SCATTERED OBSTRUCTIONS, INCLUDING SURFACE UNDULATIONS OR
OTHER IRREGULARITIES, HAVING HEIGHTS GENERALLY LESS THAN 30 FEET (9144 MM) EXTENDING MORE
THAN 1,500 FEET (457.2 M) FROM THE BUILDING SITE IN ANY QUADRANT THIS EXPOSURE SHALL ALSO APPLY
TO ANY BUILDING LOCATED WITHIN EXPOSURE B TYPE TERRAIN WHERE THE BUILDING IS DIRECTLY
ADJACENT TO OPEN AREAS OF EXPOSURE C TYPE TERRAIN IN ANY QUADRANT FOR A DISTANCE OF MORE
THAN 600 FEET (182.9 M). THIS CATEGORY INCLUDES FLAT OPEN COUNTRY, GRASSLANDS AND SHORELINES
IN HURRICANE -PRONE REGIONS.
SEISMIC LOADING
MAXIMUM Ss = 150% SHOWN IN 2006 IBC FIGURE 1613.5(1)
4. THIS ENTIRE ENGINEERING PACKAGE IS NOT REQUIRED FOR MOST BUILDING PERMITS. SUBMISSION FOR
A BUILDING PERMIT MUST INCLUDE:
a. GENERAL NOTES (2 PAGES)
b. STRUCTURAL CONFIGURATIONS (1 OR 2 PAGES)
c. RAFTER SPAN TABLES (FOR LATTICE STRUCTURES), PANEL SPAN TABLES FOR SOLID COVER
STRUCTURES) OR BOTH (FOR COMBINATION STRUCTURES)
d. HEADER POST SPACING, FOOTING SIZE AND POST TABLE FOR LIVE/SNOW AND WIND LOAD
e. ALL APPROPRIATE DETAILS
f. OTHER DOCUMENTATION REQUIRED BY LOCAL BUILDING AUTHORITY.
Ss > 150% ARE NOT REQUIRED AS PER ASCE7-05 12.8.1.3
^011
S1 NOT APPLICABLE TO THESE STRUCTURES
�1
L
SITE CLASS = D
�A
L
BASIC SEISMIC FORCE RESISTNG SYSTEM
POSTS EMBEDDED INTO FOOTINGS = INVERTED PENDULUM » R = 2.0
POSTS SURFACE MOUNTED = GENERIC SYSTEM » R= 1.25
SlOry�
ANALYSIS PROCEDURE = EQUIVALENT LATERAL FORCE PROCEDURE
QFtO
t Pub`'�r
THESE ROOFS ARE NOT SUBJECT TO MAINTENANCE WORKERS AND HAVE NOT BEEN EVALUATED FORA
m
39 "'0A
ht 1'
• 5208 TENNYSON PARKWAY
Ameruna� SUITE 100
CONCENTRATED 300 LBF LOAD.
C 6 1
m
p
+ �'�i `V
BUILDDVC PRODUCTS, INC. PLANO, TEXAS 75024
1 I
THE BASIS OF THE DESIGN FORCES ARE IN ACCORDANCE WITH THE BASIC LOAD COMBINATIONS DESCRIB D
RESISTING
P 613 1201
'
BY:
IN IBC SECTION 1605.3.2 AND NO FURTHER INCREASES ARE'PERMITTED FOR PATIO COVERS
CFI...
WIND OR SEISMIC FORCES.
`rT 1U1
qT Q
P
June 24, 2010
OR PART
NONE NAME GENERAL NOTES
C� .AL FO
ICC ESR 1398 6/1/2010 P
e 2 of 59
ENGINEERS STAMP
DATE: D WING SHEET
MING GN01-2006 1 OF 2
GENERAL NOTES:
(CONTINUED FROM SHEET NO. 1)
5. CONCRETE MIX: Fc=2500, 3000 OR 3500 PSI FOR 28 DAYS IN NEGLIGIBLE, MODERATE, AND
SEVERE CONDITIONS AS SHOWN IN FIGURE 1904.2.2 OF THE 2006 IBC. PATIO STRUCTURES MAY
BE ATTACHED TO CONCRETE SLAB WITHOUT FOOTINGS WHEN THE POST LOAD IS 750# OR LESS.
CONCRETE SHALL BE A MINIMUM OF 3.5 INCHES THICK AND NO CRACKS WITHIN.2'-6" OF POSTS.
POSTS SHALL BE SET BACK A MINIMUM OF 4 INCHES FROM EDGE OR EXPANSION JOINT OF A
SLAB.
6. FOOTINGS HAVE BEEN.DESIGNED FOR CLASS 5 SOIL. ALLOWABLE FOUNDATION PRESSURE IS
1500 POUNDS PER SQUARE FOOT. LATERAL BEARING PRESSURE IS 100 PSF/FT AND IS DOUBLED
PER IBC SECTION 1804.3.1. THESE DESIGN.VALUES DO NOT APPLY TO MUD, ORGANIC SILTS,
ORGANIC CLAYS, PEAT OR UNPREPARED FILLS AND MAY REQUIRE FURTHER SOIL INVESTIGATION.
UNITS IN SNOW/LIVE LOAD AREA OF. -25 PSF OR LESS'MAY BE BUILT ON 1000 PSF BEARING SOIL
W/0 ADDITIONAL ENGINEERING: MINIMUM FOOTING DEPTH IS THE LOCAL -FROST DEPTH.
7. 20 PSF AND HIGHER LIVE LOAD. STRUCTURES MAY BE USED AS COVERS FOR PARKING OF
MOTOR VEHICLES. CARPORTS -MUST HAVE AT LEAST TWO OPEN SIDES AND HAVE FLOOR
SURFACES MADE OF APPROVED NONCOMBUSTIBLE MATERIAL OR ASPHALT.
8. FREESTANDING STRUCTURES SHALL NOT BE ENCLOSED IN ANY. MANNER.
9. ALL STEEL SHALL BE GALVANIZED ASTM A-653 G90, A123 G45'OR A153 B=3, PAINTED ASTM.A755
OR USE AN.APPROVED COATING COMPLYING WITH IBC SECTION 2203.2.
10. ALTERNATE ALUMINUM ALLOYS OF EQUAL OR HIGHER STRENGTHS MAY BE USED. 3004H2x
ALUMINUM MAY SUBSTITUTED FOR 3004H3x.
11. STEEL FASTENERS -SHALL BE EITHER STAINLESS 0000 SERIES), GALVANIZED OR DOUBLE
CADMIUM PLATED. BOLTS SHALL BE ASTM A-307'HOT DIPPED GLAVANIZED, MECHANICALLY
GALVANIZED, ZINC ELECTROPLATED, ALUMINIZED. OR 300 SERIES STAINLESS STEEL. CONCRETE
ANCHOR BOLTS ARE SPECIFIED IN THE DETAILS.
12. EMBEDDED POST SURFACES SHALL BE CLEAN AND FREE FROM OILY SURFACES.
13. HEADER SPLICES SHALL NOT BE LOCATED NEARER TO THE END OF THE STRUCTURE THAN
THE FIRST INTERIOR POST. (EXCEPT FOR FULL STRENGTH SPLICES) FULL STRENGTH SPLICES
(DETAILS 0, U, AND X) MAY BE LOCATED ANYWHERE.
14. ALL SELF DRILLING AND SELF TAPPING SCREWS MUST COMPLY TO ICC ESR 1730, 1976 , 2196
OR EQUIVALENT.
18. WHERE ALUMINUM ALLOY PARTS ARE IN CONTACT WITH DISSIMILAR METALS (OTHER THAN
STAINLESS, ALUMINIZED OR GALVANIZED STEEL) OR ABSORBENT BUILDING MATERIALS, LIKELY
TO BE CONTINUOUSLY OR INTERMITTENTLY WET, THE FAYING SURFACES SHALL BE PAINTED OR
OTHERWISE SEPARATED IN ACCORDANCE WITH THE ALUMINUM DESIGN MANUAL PART I -A
SECTION 6.6.1
19. WHEN A SINGLE SPAN ATTACHED UNIT IS ATTACHED TO A WOODEN DECK, THE MAXIMUM
DEAD LOAD + LIVE LOAD FROM THE PATIO COVER IS 750 LBS AND THE POST SPACING SHALL NOT
EXCEED THAT SPECIFIED FOR ATTACHING TO A CONCRETE SLAB. THE MAXIMUM CONNECTION
UPLIFT LOAD IS 800 LBS FOR 90MPH EXP C,WIND SPEED. CONNECTIONS ARE FOR MAXIMUM PATIO
ROOF HEIGHTS OF 12 FT FROM GRADE. THE EXISTING DECK STRUCTURE MUST BE ADEQUATE TO
SUSTAIN THESE ADDITIONAL LOADS. THE STRUCTURAL ADEQUACY OF THE DECK TO SAFELY
SUSTAIN THESE ADDITIONAL LOADS WILL REQUIRE APPROVAL BY LOCAL BUILDING AUTHORITY OR
ADDITIONAL ENGINEERING. SEE DETAIL L13, L14, N12, N13, AL OR AM. CONSTRUCTION OUTSIDE
OF THESE PARAMETERS MAY REQUIRE ADDITIONAL.ENGINEERING.
20. All structures must comply with one of the following:
a. All structures with'a roofsnow load of 30.psf or less may be:built in Seismic Design
Category (SDC) A -F up to the maximum Ss noted ih.General Note #3.
b. Structures with flat roof;design snow, loads over 30 psf complying with IBC Section 1613.1
Exception #1 do not require additional seisrnic,analysis.
c. Structures not complying with (a) or (b) require additional engineering seismic analysis.
21. DRIFTING, SNOW IS ADDRESSED'IN.DETAIL M4. SLIDING SNOW IS BEYOND THE SCOPE OF THIS
REPORT.
22. ALL MULTISPAN.TABLES AND.DETAILS,ASSUME EQUAL SPAN S'WITHIN 20%a. ALL
SPECIFICATIONS MUST BE.BASED ON LONGEST.ACTUAL SPAN.
GENERAL NOTES FOR LATTICE. STRUCTURES:
(PERTAINS TO LATTICE STRUCTURES ON•DRAWINGS SCO2-2006 AND LT01-2006 THRU LT03-2006.)
1. SEE GENERAL NOTES, SHEET 1 SECTION 4 FOR LIVE AND SNOW LOADS.
2. OPEN LATTICE STRUCTURES SHALL NOT BE ENCLOSED.
3. SIN9,LE SPAN LATTICE STRUCTURES THAT USE DETAILS 1_13, L14 OR L25 MUST COMPLY WITH
TABLE -41 AND L2 ON SHEET M5.
15. ATTACHED STRUCTURES MAY NOT BE ENCLOSED IN ANY MANNER WITHOUT ADDITIONAL
Q P T , f 39
ENGINEERING ANALYIS OR APPROVAL OF THE LOCAL BUILDING AUTHORITY.Uj
16. ALUMINUM SOLID ROOF PANELS ARE CLASS B FIRE RATED AS INDICATED BY THE EXCEPTION C 81 9 t'.r ,\I
IN IBC SECTION .1505.3.`
� EXP 301 13 «,4titi,
17. STRUCTURES MAY BE ATTACHED TO EAVE OVERHANGS PER SCHEDULE. M.,- 2� 2AI
ICC ESR 1398 6/1/2010 Pag 3 EOc . ni F s
j Arnerimax 5208 TENNYSON PARKWAY
BUILDINC PRODUCTS, INC. SUITE 100
J PLANO, TEXAS 75024RAWN BY:
•
CMP
AM
0201 NONE DRAWING
NREM GENERAL NOTES
ENGINEERS STAMP ..-• W1IURFAWTRT GN02-2006
20F2
3'X8' ALUM HEADER
3'X8' STEEL,,CpR0✓FO MULTISPAN FREESTANDING
DOUBLE ALUM HEADER j/O,y
DOUBLE STEELtC 'BEAM LATTICE STRUCTURE
LATTICE OVERHANG 36' MAX MAXIMUM
24' MAX L=OAD_ORfHIG ER PSF SNOW OVERHANG��
IS 25% OF,
CLEARSPAN
LATTICE OVERHANG
v� 36' MAX
SOi Et 24' MAX FOR 30
'd PSF SNOW LOAD OR
EO S�ti HIGHER
POST HT.
3"x 8"x 12 or 16 GA �G
STEEL "C" BEAMo
o� PO
DERAIBLIJ+'LMI BWRAP DETAIL. QU ��
SINGLE
ILEPAN ATTACHED NOT3.5' CONCRETE SLAB REG'
PATIOCSD �/ FORFOJ
W/ CONSTRAINED FOOTINGS SGS
F REQUIRE FOOTINGS SEE SCHEDULE FOR SIZE��
DETAIL L29 ONLY
3.5' CONCRETE SLAB
%
RC EQ,D�W% CONSTRAINED l�dl �J
FOOTINGS yde ULES. PR
VARIES. SEE SCHED Q/ CTl N
IENGTH. OF pitOJECTION FASCIA CqM� P N
RAFTER SPAN
R SPAN)
OR MORE SPANS
—2"x6.625", 3"x8" OR 3"x3" ALUM. RAFTERS
OF CLEAR SPAN
rY 71
CFF SC FO p 0/0 y TORY
`���� °� � � � � FO,p ✓FOnON
❑'HANG
VERHANG
FREESTANDING STRUCTURE ATTACHED STRUCTURE
ICC ESR 1398 6/1/2010
TRIBUTARY WIDTH (TW) DIAGRAM
TW
Page 5 of 59
• •�• L
i II C'ftiE � 3fi "'
CA?�1c'
June 24, 2010
ENGINEERS STAMP
MIN LENGT►1 75%
01
S
II
SINGLE SPAN ATTACHED -
Q
-
3'x3'6ALUM3RAFTORR
S
LMCE STRUCTURE
HEADER
COVER PANEL'
MAX.
LATTICE:
n ;...
T�R2sx
OVERHANG
Posy
SEE DETAIL L3
EXP 6/3 201 f
SPACING
- SEE SCHEDULE FOR SI E
DETAIL L29 ONLY
d
IV IV Q
AFFS� y�'I
F FCAL\F�'
MA
7. 11
PROVIDE 1 1/4
DRAIN
5208 TENNYSON PARKWAY
3.5' CONCRETE SLAB REQ'D
3.5' CONCRETE SLAB REQ'D
S 0/0, 0r
"d
PLANO, TEXAS 75024
W/ CONSTRAINED FOOTINGS
W/ CONSTRAINED FOOTINGS
SEE SCHEDULE FOR
'�
DRAWING
OR PART ALUMFWOOD STRUCTURAL
CONFIGURATIONS
E
NAME
FOOTING -SIZE-
.d. d• _.
4TE:
DRAWINGET
NUMBERT SCO2-2006
SHE2 OF 2
MULTISPAN
UNITS
SINGLE SPAN FREESTANDING
REFER TO
GENERAL aNraF SPAN ATTACHED CANT[LFVERfD
STRUCWRE
LATTICE STRUCTURE
NOTE 22.
rL
❑'HANG
VERHANG
FREESTANDING STRUCTURE ATTACHED STRUCTURE
ICC ESR 1398 6/1/2010
TRIBUTARY WIDTH (TW) DIAGRAM
TW
Page 5 of 59
• •�• L
i II C'ftiE � 3fi "'
CA?�1c'
June 24, 2010
ENGINEERS STAMP
01
S
II
P0�cS UJ
QR F 1ply `l
Q
�
- - - - -
0-
U-1
n ;...
PLACE 3/8" OX 9° 1.
EXP 6/3 201 f
- SEE SCHEDULE FOR SI E
DETAIL L29 ONLY
d
IV IV Q
F FCAL\F�'
MA
7. 11
Anler]LmaX
5208 TENNYSON PARKWAY
BUILDINC PRODUCTS, INC
SUITE 100
PLANO, TEXAS 75024
MN 'CMP
;ALE:
NONE
DRAWING
OR PART ALUMFWOOD STRUCTURAL
CONFIGURATIONS
NAME
4TE:
DRAWINGET
NUMBERT SCO2-2006
SHE2 OF 2
LATTICE 1.0 RAFTER SPANS FOR COMMERCIAL AND PATIO STRUCTURES
0.024"x2"x6.625" Rafter Multispan 0.032"x2"x6.625" Rafter (Multis an
Ground I
Rafter
Wind Speed and Exposure
Snow Loadl
Spacing
Exp B I Exposure C
ps
in
110 1 90 110 120
10
24"
7'-4"
7'-4"
6'-4"
5'-6"
LIVE
20"
8'-4"
8'-4"
T-3"
6'-4"
18'-9"
16"9'$"
1
91-8"
8'-5"1
7'-4"
20'-5"
12"
11'-8"
11'-8"
10'-0"
V-10"
20
24"
4'4"
4'4"
4'4"
4' -4 -
LIVE
20"
5'-0"
5'-0"
5'-0"
5'-0"
13'-11"
16"
5'-11"
5'-11"
5'-.11"
5'-.11"
15'-6"
12"
7'-4"
7'4"
7'4"
7'4"
25
24"
4'-1"
4'-1"
4'-1"
4'-1"
12'-5"
20"
:4,_9„
4,_9„ .
4,_9„
4._9„
.13,_7,
16"
6-8"
5'-8"
5'-8"
5'-8"
15_2"
12"
7'-V
7'-1"
7'-1"
7'-1"
30
24"
3'-6"
T-6"
3'-6"
" 3'-6"-
10'-7"
20"
4'-1"
,4'-1"
4'-1"
4'-1"
'
"* 16•
4,_11`
4'-11"
4'-11"
4,_11"
13'-10"
12'
6'-27
6,,2"
, 6,_2„
6,_2"
40
24"2'-1'
4'-5"-
2g�,,.
T -9-;p_9„
4'-5"
7'-11"
20"
3'-3"
B'-3"
3'-3"
3'-3"
9,_611
16"
3'-11"•
3'-11"
3'-11"
3'-11"
1'1'-10"
12"
'4'-11"
`4'-11"
4--i V
1 `4`11"
60
24"
V-11"
V-11"
V-11"
V-11"
5'4"
20"
2'-3"
2'-3"
2'-3"
2'-3"
64"
1.6"
2'-9"
2'-9"
T-9"' .
2'-9"
.T-11"
12"
• 3'-6"
1 3'-8"
T-6"
' 3'-6"
0.024"
Ground
Rafter
Wind Speed and Exposure
Snow Load
Spacing
Exp B Exposure C
(ps
in
110 90 110 120
10
24"
10'-10"
10'_10„
10,_7,
9'-6"
LIVE
20"
12'-2".
12'-2"
11'-9"
10'-7"
18'-9"
16"
14,_0" 1
14'-0" 1.13,_2"
17'_5"
15,_10„
20'-5"
12"
.16'-6"
16'.6"
15-3"
13'-10"
20
24"
6'-8"
6'-8"
6'-8"
6'-8"
LIVE
20"
7'-7"
7'-7"
7'-7"
7'-7"
13'-11"
16"
8'-11"
8'-11"
V-11"
8'-11"
15'-6"
12"
10'-10"
10'-10"
10'-10"
10'-10"
25
24"
6'. 5"
6'-5"
6'-5"
6'-5"
12'-5"
20"
7,-4"
7'-4"
7'-4"
7'-4"
.13,_7,
16"
8'-8"
8'-8"
8'-8"
8'-8"
15_2"
12"
10'-6'"
10'-6"
10'-0"
10'-6"
30
24"
'5'-7"
'5'-7"
5'-7"
5'-7'
10'-7"
20"
6'-5"
6'-5"
V-5"
6'-5"
'
'16"j '
. 7,_7„
7,_7".
• 71_71,
. 71-7"
13'-10"
12"
9'-3"
g1.3„
g1.3,1
9,_3„
40
24"
4'-5"-
"' 4'-5"
4'-5"
4'-5"
7'-11"
20"''
6-2"
5'-2",
•5'-2"
5'-2„
9,_611
16"
6'-1"_
6'-1".
8;-1
6'r1 ,
1'1'-10"
12"
71.7.,
�, 7.
7,_�„
7i_7„
60
24"
3'-1"
"3'-1"
3'-1"
3,_1„
5'4"
20"
3'-8"
3'-8" \
3'-8"
3' 8"
64"
16"
4'-5"
. 4`5"
6'-3"
6'-3"
.T-11"
12"
5'-7"
5'=7"
5'-7"
V-7"
Ground '
Rafter
Wind Speed and Exposure
Snow Load
Spacing
Exp B Exposure C
1
ps
in
110 90 110 120
10
24"
14' 4"
1164::40„
14 _3„
12.11
LIVE
20"
16'-0"
"
15'-8''.
14'-2"
18'-9"
16"
18'-3"
18,_3"
17'_5"
15,_10„
20'-5"
12"
21 _5„
21'-5"
19,_10„
18'_2"
20
24"9'-2"
5'-2"
9'-2"
9'-2"
9'-2"
LIVE
20"
10'-4"
10'4"
10'-4"
10'-4"
13'-11"
16"
12'-0"
12'-0"
12'-0"
12'-0"
15'-6"
12"
14'4"
14'4"
14'-4"
14'-4"
25
24"
8'-10"
8'-10"
8'-10"
8'-10"
12'-5"
20"
10'4"
10'-0"
10'-0"
10'-0"
.13,_7,
16"
11'-7"
11'-7"
11'-7"
1.1'-7"
15_2"
12"
13,_11"
13,_11"
13'-11"
13,_11„
30
24"
7'41•
7'-9"
7'-9"
7'-9"
10'-7"
20"
8'-10"
8'-10"
8'-10"
V-10"
'
16"
10,_3"
10,_3„
10'-3",
10'-3"
13'-10"
12"
12'-5"
12'-5"
12'-5"
12'-5"
40
24"
6'-3"
6'-3"
6'-3"
' 6'-3"
7'-11"
20"
7,_25,
7'-2"
7'-2"
7'-2"
9,_611
16"
8'-5"
8'-5"
8'-5"
8'-5"
1'1'-10"
12"
10'-3"
10,_37
10,_3„
10'-3"
60
24"
4' 6"
4'-0"
4'-6"
4'-6"
5'4"
20"
5'-3"
5'-3"
5'-3"
5'-3"
64"
16"
6'-3"
6'-3"
6'-3"
6'-3"
.T-11"
12"
71_9„
7,_g„
7,_g".
7,_91
TABLE 1.1 TABLE 1.2
SINGLE SPAN TABLES.:I:.
;nln �cn�nl 0.032"x2"x6.625" Rafter (Single Scan) K 0.040"x2"x6.625" Rafter S
. Ground;
Rafter .
Wind Speed and Exposure
Snow Load
Spacing
Exposure B Exposure C
ps
in
90 110 .90 '. 110
10
24"
10.2„
8 2
..8 -7"
6'-4"
LIVE
20"
11'-5"
9 3
9'-8"
T-3-
-3"16"
18'-9"
1 6"
12,_9"
10'-7"
0-1"
8'-5"
20'-5"
12"
14,_8"
12'-0"
13:-1"
10,_0„
20
24"
5'-2"
5'-2"
5'-2"
5'-2"
LIVE
20°
6' 2"
6'-2"
6'-2;'
6'-2"
13'-11"
16"
7'-8"
7'-8"
T-8"
7'-8"
15'-6"
12"
10'-2",
10'-2"
10'-2"
10'-0"
25
24"
4'-11"
'4'-11".
4'-11"
4'-11"
12'-5"
20"'
6-10"
5'-10"
5'10"
5'-10"
.13,_7,
•16"
7'4".
7'-4"
'7,4,
7'4"
15_2"
12"
9,_9",
g, -g„
g,_g„
91.91,
30
•24"
4'-1"'
4'-1"
4'-1"
4'-1"
10'-7"
20"
4',11".
4'-11"
4'-11"
4'-11"
12'-5"
16"
6'-1"
6'-1"
6'-1"
6'-1"
13'-10"
12"
8'-1"
81_1"
81.1°
8'-1''
40
24"
31.1"
31.1"'
3'-1"
, 31.1"
7'-11"
20"
3'-8",
31_8"
31_8"
3%8„
9,_611
16"
41.71
4'-7"
4'_71
4'-T'
1'1'-10"
12"
61.11
61.1"
61.1"
61.1"
60
24"
T-0"
2'-0"
2'-0"
2'-0"
5'4"
20"
2,_51
2,_51,
21.511
21.51,
64"
16"
3'-1"
3'-1"
T-1"
3'-1"
.T-11"
12"
4'-1"
4'-1"
4'-1"
4'-1"
I MOLL -
ICC ESR 1398 6/1/2010
Ground
-Rafter
Wind -,Speed and Exposure
Snow Load
Spacing
. Exposure.B Exposure C
ps
in :
- 90: 110 1 -90 110
10
24"
14'-113'-0"
12'-5"
13'-6"
10'-7"
LIVE'
20-
15'-5"
14'-4",
14'-10"
11'-9"
18'-9"
16"
IT -2" '
16'-0" -
16'-8"
13'-2"
20'-5"
12"
19'-8"
18'-0"
19'-2"
15'-3"
20
24"-
8'-10"
V-10"
V-10"
V-10"
LIVE
20"
101-6"
10'-6"'
10'-6"
10'-6"
13'-11"
16"
12'-3"
12'-3"
12'-3".
12'-3"
15'-6"
12"'
14,_1„
14,_1„
14,-1"
14,_1„
25
24"
8'-5"
8'-5"
8'-5"-
8'-5"
12'-5"
20"
10'-1"
10'_1"
;10,1„
10,_1„
.13,_7,
16"
12'-0".
12'-0"
12'-0"
12'-0"
15_2"
12"
13,_9„
13'-9"
13'-9"
.13'-9"
30
24"7'-0"
6'-4"
7'-0"
7'-0''7'-0
6'-4"
10'-7"
20"
8,_511
8'-5"
8'-5" `
8'-5"
12'-5"
16"
1 V-6"
10'-6"
10'-0"
10'-6"
13'-10"
12".
12'-7"
'12'-7"'
.12'-T'
12'-7"
40
24"
5'-3"
, 5'-3"5'=3"
5'-0"
. 5'-3"
'
7'-11"
20"
6'-4". '
6'-4"
6'-4"
6'-4"
9,_611
16"
7'-10"=
7-10"
7'-10"
7'-10"
1'1'-10"
12"
10,_6"
10,_6„
10,-6„
10,_6"
60
24"
T-6"
T-6"
3'-6"
3'-6"
5'4"
20"
4'-2"
4-2"
4'-2"
4'-2"
64"
16"
5'-3"
5'-3" -
5'-3"
5'-3"
.T-11"
12"
7'4"
7'-0"
1 7'-0"
1 T-0"
I MDLC I.f
Ground
Rafter
Wind Speed and Exposure
Snow Load
Spacing
Exp B Exposure C
(ps
in
110 90 110 120
10
36"
12'-5"
12'-5"
12'-5"
11'-5"
LIVE
32"
13'-5"
13'-5"
13'-5"
12'-2"
18'-9"
24"
16,_1„
16,_1„
15,4"
14,_3„
20'-5"
16"
20'-5"
20'-5"
19'-2"
17'-5"
20
36"
T-7"
T-7"
T-7"
7'-7"
LIVE
32"
8'-3"
8'-3" •
8'-3"
8'-3"
13'-11"
24"
10'-2"
10'-2"
10'-2"
10'-2"
15'-6"
16"
13'-5"
13'-5"
1 13'-5"
13'-5"
25
36"
7'-3"
7'-3"
7'-3"
7'-3"
12'-5"
32"
V-0"
8'-0"
V-0"
8'-0"
.13,_7,
24"
T-10"
V-10"
V-10"
V-10"
15_2"
16"
13'-0"
.1 X -O"
13'-0"
13'-0"
30
36"
6'-4"
6'-4"
6'-4"
6'-4"
10'-7"
32"
6'-11"
6'-11"
6'-11"
6'-11"
12'-5"
24"
8'-7"
8'-7"
8'-7"
8'-7"
13'-10"
16"
11'-6"
11'-6"
11'-0"
11'-6"
40
36"
5'-0"
5'-0"
5'-0"
5'4"
7'-11"
32"
5'-6"
6-6"
5'-6"
5'-0"
9,_611
24"
6'-11"
.6'-11"
6'-11"
6'-11"
1'1'-10"
16"
9,_5„
g,_5"
9,_511
9,_5"
60
36"
T-6"
3'-6"
T-6"
3'-6"
5'4"
32"
3'-10"
3'-10"
3'-10"
3'-10"
64"
24"
5'-0"
5%0"
5'-0".
5%0"
.T-11"
16"
6'-11"
6'-11"
6'-11„
6;-11"
IMDLC�1
NOTE; FRAE T
-Ground
-Rafter
Wind Speed'and
Exposure i
Snow Load
Spacing
Exposure B
Expose C" L
-90
ps -
in ,
- 90" 110
1vo
10
24"
17'-10"
17'-2"
17'-9"
14'-3"
LIVE' I
20"
19'-1"
18'-9"
19'-1"
15' 8"
8'-8"
16"
20'-6"
20'-5"
20'-6"
17'-5"
13'-1"
12"
22'-7"
22 _3„
22'-7"
19'-10"
20
24"
12'-9"
12'-9"
12'-9"
12'-9"
LIVE
20"
13'-11"
13'-11"
13'-11"
13'-11"
T-7"
16"
15'-6"
15'-6"
16-6"
16-6"
12,_1"
12"
17'-10"
17'-10"
17'-10"
17'-10"
25
24"
12'-5"
12'-5"
12'-5"
12'-5"
10' 4"
20"
13'-7"
.13,_7,
13,_7,
13'-7"
-
16"
.15-2"
15_2"
15.2„
15.2„
8'-2"
12" .
17'-5"
17'_5'
' 17,_5
17'_5„
30
24"
10'-7"
10'-7"
10'-7"
10'-7"
8'-8"
.20"
12'-5"
12'-5"
12'-5"
12'-5"
11'-6"
16"
13'-10"
13'-10"
13'-10
13'-10"
15'-7"
12"
15'-11"116-11"
40
15'-11"
15'-11"
40
'24".
T-11"
7'-11"
7'-11"
T-11"
6'-6"
20"
9'-6"
9,_611
9,_6„
9,-0„
8'-8"
16"
11'-10"
1'1'-10"
11'-10"
11'-10"
12'-11"
12"
13'-10"
13'-10"
13'-10"
13'-10"
60
24"
5'4"
5'4"
54"
64"
4'-4"
20"
6'4"
64"
.6.'4:'
6'4".
51.9„
16"
T-11"
.T-11"
7'-11"
7'-11",
1 8'
12"
10'-7"
10'-7"
10'-7"
10'-7"
Page 6 of 59
..w.." tea^ .Jn /M. dfi - Cinnlnl
Ground
vRafter
Wind Speed and Exposure
Snow Load
Gauge
Exposure C
ps
(in)
90 110 120 130
10
0.024"
12'-7"
12'-3"
11'-3"
10'4"
LIVE
0.040"
16'-6" 1
164"
14'-5"
13'-8"
20
0.024"
8'-8"
8'-8"
8'-8"
8'-8"
LIVE
0.040"
13'-1"
13'-1"
13'-1"
13'-1"
25
0.024"
8'-5"
8'-5"
8'-5"
8'-5"
LIVE
0:040"
12'-10"
12'-10"
12'-10"
12'-10"
30
0.024"
7'-7"
T-7"
7'-7"
7'-7"
0.040"
12'_1"
12,_1"
12,_1"
.12,_1„
40
24"
6'-5"
6'-5"
6'-5"
6'-5"
40"
�OnO
10'-4"
10' 4"
10'4"
10'-4"
60
24"
4'-11"
4'-11"
4'-11"
47-11"
.40"
8'-2"
8'-2"
8'-2"
8'-2"
1 MOLL I../
Amerimax Building Products
5208 Tennyson Parkway
Plano, Texas 75024
Carl Putnam, P. E. _.
3441 Iglink Place
Lynchburg, VA 24503
c a rl p ut n a m (a)c o m c a s t. n et
TABLE 1.4
Ground•^
,'Rafter)
Wind Speed and Exposure'
Snow Load
Spacing
Exposure; B Exposure C
(s
in
90 110 .90 .110
10
36"
16'-6"
15'-5"
16 -0" •
12'$'
LIVE
32"
17'-5"
16'-5"
.17--1
13'-6"
24".
20'-0"
19'-1"
19'-9"
_:15'-9"
16"
24,_2"
23,_2„
24,-0"
19,_2„
20
36"
9'-8"
9'-8"
9'-8"
'9'-8"
LIVE
32"
10'-10"
10'-10"
10'-10"
10'-10"
24"
14'4"
14'-4"
14'A"
14'4"
16"17'-5"
17,_5,
17'_5' 1
17,_5,
-25 .
36"
9'-3"
9'-3"
9'-3"
9'-3"
32"
'1 o-4"
10'4"
10'-4"
10'-4"
24"
13'-9"
13'4"
13'4"
13'-9"
16"
17'-0"
17'-0"
17'-0"
17'-0"
30
36"
7'-8"
7'-8"
T-8"
7'-8"
32"
8'-8"
8'-8"
8'-8"
8'-8"
24"
11'-6"
11'-6"
11'$"
11'-6"
16"
15'-7"
15'-7"
15-7'
15'-7"
40
36"
5'-9"
5'-9"
5'-9"
.5-9"
32"
6-6"
6'-6"
6'-6"
61-6"
24"
8'-8"
8'-8"
8'-8"
8'-8"
16"
12'-11"
12'-11"
12'11"
12'41".
60
36"
3'-10"
3'-10"
T-10"
3'-10"
32"
4'4"
4'-4"
4'4"
4'4"
24"
6_9"
51.9„
5,_g.,
5,_9.,
16"
8'-8"
1 8'
LATTICE COV91R 3.0 POST SPACINGS FOR PATIO AND COMMERCIAL COVERS HIGKWIND_AREA',
0.042"x3"x8" BoxBeam (Detail Lt)
• TABLE 3.1 Attached Freestanding or
Double0.042'x3"x8' (Detail L12 _, P)
�{ Attached Freestanding'or
Double 0.040"x2'x6.625" (Detail L12).
Attached Freestanding or
Structure Multispan Units
Structure Multispan Units
Structure Multispan Units
GROUND TRIG MAX POST MA% MAX POST LENGTH
! - MAx F ! MAX POST LENGTH
MAX MAX POST LENGTH
I I
SNOW WIDTH POST REO'D POST MIN FOOTER 8' I 10' I 12'
yPOST :. MINN FOOTER 8' I 1D' ( 12'
POST MIN FOOTER B' 10 12
LOAD (FT) SPACING FOR SPACING POST SIZE CONSTRAINED FOOTS
SPACING WOST+ SIZE CONSTRAINED FOOTS
SPACING POST SIZE CONSTRAINED FOOTS
'd' 'd 'd' 'd'
(PSF) ON SLAB SLAB (FT) TYPE 'd' 'd 'd' -d
� (FT)TYPE 'd 'd- 'd "d'
(FT) TYPE
I
(FT) (in) (in) On) (in)
- #q -.) fY 1 (in) (in) (in)
C) (in) (in) (in)
10
V3
•- 27-8•
. -'A -
13'-3'
A
20
27
' 28
30
19'-0'
A
23
29
31-
93
17'•T
A
22
27
29
31
LIVE
3.5
19'-5"
A
17-1'
A
21
26
28
29
18'-3'.
A
24
29
91'
92
18'•9"
A
23
27
29
30
y!;
4
17'-0'
A
11'-2'
A
21
28
27
29
17'-0'
B
24
28
30
32
15'-2,
A
23
28
28
30
4.5
15'-1"
A
101.4" '
A
21
25
27
28
18'-0"
B
25
28
30
31
111•5"
A
24.
28
28
29
'
.6
131•7'
A
943'
A
22
25
27
28
16'•1-
B
25
28
29 -
31
_14'•3"
. 13'-8'
A
24
26
'27
29
-
5.5 •.
12'-4"
A
"V..1-
A
22
25
26
28
- 14'4'
B
25
27
- 29
30'
12'•10-
B
25
26
27
' '29
0
11'-0".
'A
F-6-
A
22
24
26
27
19'-8'
8
26
27
29
30
17.3•
B
25
25
27
28
-
6.6
1(Y.5'
A
8'-1'
A
-22
24
26
27
19'4'
B
26
21
28
30
11'•B"
B
25
25
27
. 28
7
9'$
A
T -B-
A
22
24
25
27
12'•6-
8
2628
28
28
30
11'-3'
B
25
25
28
28
7.5
V-1"'
A
"T-0'
A.0
23
24
25
'27
174r
8
27
27
28
29
10'-10"
8
28
28-.
20
;28
6
8'$1
A
T-0'
A
23
23
25
20
11'-7'
C -
27.
27
28
29
- 10'-S.
B
26
26
25
27
8.5
8'-0'
A,).
0'-S*
•-A
23'
23-
25
28
11'•7
'C
27
27
27
29
10'•1"
B
26.
26
20
27
9
.. 8'-9"
A�
8'•5'
A
23
25
25
28,
'10-9;"
C
27
27
27
29
91•9'
B
26
28
26
27
•
9.6
t7'-0"
'` 7'•2"
A
8'-2'
A
y�
29
,23
28
24'
26
10'-S
- C
28
28
28
28
~. W:8
B
27
'27'
27
27
10
8'-9"
A
6'•11'
A'
29
"29
-24
26
10'•1-
C
28
28
28
28
0'•2'
.0
27
27
27.
27
'
11
e' -Y'
A
F-8-
A
23
29
24
25
1-0"
C
28
28
28
28
8'-8-
C
27
27
27
27
' .12
5'$-
A
- 5'-2"
A"
24
24 -
24
25
6-0'
C
28
28
26
28
B'•9'
C28
25
1
28
28
28
F
+�19-
-S•7
_A_"
4'-8'
A
24
24
. 24
. 26
6'•8"
C
29
29
29
29
7'•10'
C
28
28
28
28
.t.10,:
3
.22'41^,•`VA
V A
11'-4'
A -
:22
28'
90
32
16'-B'.
- A
25
91
.33
34
.15'-0'
A
24
2B
91
-
92
-
L+IVE
'3.5,
-4
1B' -s^
77'-0'--'
A
A
10'4'
943'
A
A
�22
22
28
27
29
29
31 .'
90
15'-5'
14'4'
A
A
25
26
30 •
30
92
92
1 34.
33
13'-/0',
' 12'-10-
A
A.
24
.'- 25
26
26
90
90 -
32
31
y!;
4.5 ^
16•1"'
A
8'-10- .
A
29
27
28
30'••
19'-S
A
26
28 .
91
93
12'-1"
A
25,
27
29
91
- 5 -
13'•7'
A
8'-S'
A
29
28
28
9D
12'-8'
A
27
. 20
91
32'
111•5"
A
21i
27
29
30
'
5.5
17-0'
A
-7'•0'
A
29
26
28'
2B
12'-0-
A
'
27
29
'90
92
:
10'•10'
A'
- 26
27
29'
30
-
-
6
11'-0'
A
T-0".
A
24
26
27
-29
11'-0"
B
27
28
' 90
32
1014'
A.
26
27
28
30
' 6.5
S
10'"
A
8' -1 V -
A
24
25
27
29f.
101.10-
B
28
28
90
91
7-70'
A
'27
27
28
SO
-
7
B'$ ..
A
B'-7".
A
24 -
25
27
28
-,1014'
B
28
28
29
31
9`5'
A
27
27
28
29
7.5
9'-l'
A
8'-3'
A_
24
25
27 ,
28
B -.IV
B
28
28
29
31
B'-1"
B
27
.27
28
29
8.
8',6'
A
^5'•11' '
A
24
25
28
28
•g-0'
B
28
28
29
SD
'8'-B' '
' B,
27
-.27
27
29
8
4'-5"
A
51•8'
A
24
24
26
26
28-
'' 27 •
9'-2"
TB' -10'
B
"8
29
2B
29
29
29
2B
30
90
e'd"
B' -Y
B
B
28
28
28
28
28
-28
29
28
9.5
7143"
T-2"
A
A
5'S'
6'-Y
A
A
24
'25
24
, 25
28"
-
27
B'-0"
B -
29
29
29
90
7'-10^
B
28
28
28
28
10
.. 8'-9"
A
51-0'
-A
- 25
25
25
27
8-3' '
B
29
29
29
30
T-7'
B
28
28
28
28
•
11
8'-T
A
4'-8'
A
25
25
28
27.
T-9'
B
- 28
2D
29 '
29
7'-2'
..B
29-
29
29'
29
' 12
5'$
A
4'-0'
A
25
25
26
27 -
T-0-
B
90
90
90 -
30
8'•10•
•B
2B
28
2B
2B '
'
195'•7
S' -T
A
4'$
A
25
25
28
28
8 1•11"
B-
90
30
90
,30'
'8'-0'
B
.29
2B'•
2B
20
20
••V9-,•
11.10'•-`
V A
8'-10•
A
18
25
26
28
14'•10-
B
21
27
29
31
' 13'-0"
B
20
26
27
.2B
LIVE
3.5'
112"
A
T-11"`
A
18
24
26
27
19'•8'
B
22
27
29
30
12'-3"
B
21
25 -
27
28
y!;
4
8'-11'
A
7'•3'
A
18
24
25
26
17-0'
C
22 .
27
28
30
11'-5'
B
. 21
25
28
28
4.6
7'-11"
.
A
6'-8"
A•
18
23.
25
26
11'-10'
C.
22
26
28'-
29
.10'•8"
C
22
25
26
28
'
6
7'•1'.
' A
B' -Y
A
19
23
24
26
11'•1'
C -
23
28
27
29
10-1'
C - `
22
24
'26
27. -
5.5
8'-5'
A -
V -B'
A.
10
22
24
- 25
101-8"
C
23
25
27 _
29•
B'-6'
C.
22
24
26
27
6
.6-11'
A
-' 5-4"
A
1B
22
24
25
9'-11•
C
23.'
25
27,28
.28
9'-1"
C
23
24
25
27
-
6.5
5
5''
A
5'-0"
A
1B
22
29
25
9'-5'
C
23
25
26
:-28,
V -V..
C
23
29
25
28
7
5'•1"
A
4'-8•
A'
19
22
29
24
F -O"
" C
24
25
28.,.
- 28
8'-3'
C
23
23
25
26
7.5
4'-9'
A
4'-4'
A
19
21
23
24
8--T,-
C
24
24
.28
•2.7
7'•11"
C
23
29
25
26
8
4'-5"
A
4'•1"
A
.19
21
23
24
8'-3"
C
24
24
28
X27
7'•7"
C
23
23
24
26
8.54'-2'
3'•4"
A
T-10-
` *A
19
21
22
24
7'•11•
C
24
24
28' -
27
T-4"
C
24
24
24
28
9
9'-11'
A
9'-7'
A
19
27
23
24
.7'-W
C
24
24
25
27
7'-1'
C
24
24
24
2i5
•
0.5
3'-91
A
3'•5'
A
19
21
23
24
7'-0"
C
25
25
25
27
_8'•10'
C
24
24
24
25
10
3'-8'
A
T-3"
A
19
22
23
24
T-1'
C
25
25
25
26
e'-7'
C
24
24
24
25
11
S' -T
A
7-11'
A
19
22
23
25
6'43'
C
25
25
; 25
28 _
8'-3'.
C
24
24
24
25
12
, 2'-11"
A
7.8'
A
1B
22
24
25
8'•3'
C
25
25
25
26
6'•11"
C
25
1
25
25
25
13
743"
A
7-0"
A
1B
23
24
26
5'-10'
C
25
25
25
26
5'•7"
C
25
25
25
26
ICC ESR 1398 6/1/2010
0.042"x3"x8" Box Beam (Detail L1)
TABLE 3.1 Attached Freestanding or
Double 0.042x3"x8" (Detail L12
- Attached Freestanding or
Double 0.040"x2"x6.625" (Detail 1.12)
Attached Freestanding or
Structure Mullispan Units -
Structure Multispan Units
Structure Multispan Units
GROUND TRIG MAX POST MAX MAX POSTLENGTH
MAX - MAX POST LENGTH
I
MAX MAXPOSTLENGTM
POST MIN FOOTE 8' I 10' I 12'
SNOW WIDTH POST REO'D POST MIN FOOTS 8' I 10' I t7
POST MIN FOOTS 8' 110' 17
C
LOAD (FT) SPACING FOR SPACING POST SIZE CONSTRAINED FOOTER
SPACINGPOST SIZE CONSTRAINED FOOTS
SPACIN POST SIZE CONSTRAINED FOOTS
"d' 'd'
(PSF) ONSLAB SLAB (FT) TYPE 'd 'Cr 'd' 'd'
(FT) TYPE 'd 'd' -d 'd
(FT) TYPE 'd' 'd
(FTI (in) (in) . fn) 1.,
nr (in) .. sOn) (in)
(in) Ont (in)
.
110 MPH
EXPOSURE
B
8'-0"
A18
20
24
28
27
'
14'-0'
C
21
27
29
31
.13'-0"
C
20
26
' 27
29
25
9
B' -T -
A
T
A
18
24
25
27
19'-4" -
C
21
27
28
30
11'•11'
C
21
25
27
28
9.5
8'-2-
A
7'-8'
A
20
29
25
28
12'-4'
C
22
26
28
20
11'-1'
C
21
25
26
28
4
4.5
T -T
V-4-
A
- A
7'-0"
8'-5"
A
B
18
18
23
25
28
11'-8"
C
22
28
28
29
^10'-S"
C
21
24
26
27
5
61•9'
A
5'•11"-
B
18
23
24
26
10'•9"
C
22
25
. 27
20
4-i0"
C
22
24
26
27
6.5 -
5'-T
A
.5'-0".
B
19
22
24
25
10'-27
C
23
25
27
28
•.
'' 9'-3"
C ' .
22
24
25
27
6
4'•9'
'A
5'-Z'
B
10
22 '
24
25
B'-8'
C
23
25
27. '
.28
81•10"
C
22
24
25
27
-
0.5
4'-5"
A
4'-9'
B
10
22
23
25
9'•2"
C
29
25
28
28
8'•5".
C
23
23
25
26
7
4'-1"
A
4.41"
B
19
21
23
24
8'•B'
29
24
26
27
8'•0'
C
23
23
25
26
7.5
3'-10"
- A
4'-2'
B
19
21
23
24
B'-0'
C
24
24
28
27
7'4P
C
29
29
25
28
8
3'-T
A
9'-11'
B
10'
.21
22
24
8'4T
C
24.
24'
28
27
TSC
C
29
29'
24
28
8.5
3'•4"
A
S'-0"
B
10
21
22
24
7-8^
]C�
24
24.
25
27
7'-2'
C23
28
-
29
24B
28
9
4'•T
A
9'S"
B
10
21
23
24
T-5'
C •
24
'24 .
-25.
27
8'-11'C.
C
24
240.5
28
28
9.5 '
9'-0" .
A
T-9"
B
19
"21 `'23'
25 -
24 '-
7'-1"'^
C
24 •
24'
`- 25
•2B
B'-8"
C..:�•24.
24
24
25
3=0"'
A'
3'-9"
119-
Page
19MYH
Page 11 of 59
7
AY 2 3 2ot1
110 MPH
EXPOSURE
C
A
81-e'
A
20
27
26
30
'-
14'•8'
C
23
- 30
32
39
19'•01
C
23'
28
30
31
25
9
0'•r
T
A
20
28
28
29
13'-4'
C
24
20
3133.
11'•17-
C
23
27
29
31
9.5
8'-2'
A
-B-
20
25
27
29
' 17-0'
C
24
28
31
32-
11'•1'
C
24
27
29
30
4
T-21-
.0'-0'
A
A
7'$ .
81•5"
A
B
20
25
27 -
28
11'-8-
Ci
25
28
90
32
-10'-5'-
C
' 24 •
27
28
30
4.5
5
" 5'•B'
- A
V-11'
B21
.
25
- 2B=-
28
10'-01.
C,
: 25 '
28
: 30
31
.9'-10'
C
' 24 .
26
28
29
5'-2'
A
-0
51.6"
B ."
21
24
26
27
'10;-T
C
26 ,
28':
-29
91
9'•9'
C
`"C
25';-
28 �.
- 28
29
.5.5
8.4'•9'A
5'•2'
B '
21'
24
X28
27
- 91•8"
` C
2B'
,27
29
31
81•10-
' •25
28
27
28
-
'•
A
4'-9'
- 8
21
24
25"
27
B' -Y
C
26 `'
-.27
29
so
B'•5'
C
25
ZS
27
29
6.5
4'-5"
21
29,-
25.
28
'. 8'-B '.0
20
27.
28
90
• e'4)''
C
28
28
27
28
7 ;
.-:4'-1'
A
4'-5'B
8
21
23.
25
'' 28.
8'-4'
C
27
27
28
30 ;`
'7'•8'
C
B -
•28-
28
27
28
7.5
9'•10"'
A
4'-2'
29
24
26
8'-0'
C
27
27
28
29
T-5'.
C
-'28
26
26
28
8
8
' 8.5
3'-T
S'-0'
A
A
3'-11'
3'-8"
B
B
21
21
23
24 ;'
26
7'43'
'C
27
27
28
29
7'-Y
C
28
-
25
26
28
9
9'-2'
A
5' 5"
8
- ' 21
.29
25
20 •
T -S
C •
27
27
27
29
8'-11'
C
26
28
28
28
9.5 '
9'-0" .
A
T-9"
.8
21
28
25 -
26
7'-1".
C
27
27
..27
20
119-
Page
19MYH
Page 11 of 59
7
AY 2 3 2ot1
LATTICE COVER 1.0 POST SPACINGS FOR PATIO AND COMMERCIAL COVERS HIGH WIND AREA;
' 0.042"x3"x8" Box Beam (Detail 1-1)
• TABLE 3.1 Attached Freestanding or
Double 0.042"x3"x8" (Detail L12) I
Attached Freestanding or
Double 0.040"x2"x6.625" (Detail L12)
Attached Freestanding or
Structure
Multispan Units
Structure IMultispan Units
Structure Multispan Units
GROUND TRIB MAX POST MAX
MAX POST LENGTH
MAX MAX POST LENGTH
MAX POST LENGTH
MAXJMINF
SNOW WIDTH POST REO'D POST MIN FOOTER
8' I 10' I 12'
POST MIN FOOTER 8' I 10' I 1T'
POST 8' I 10' I 12LOAD
(FTj SPACING FOR SPACIN POST SIZE
CONSTRAINED FOOTS
SPACING POST SIZE CONSTRAINED FOOTS
SPACINGCONSTRAINEDFOOTE(PSF)
ON SLAB SLAB (FT) TYPE 'd'
'd' "d' 'd'
(FT) TYPE -d- 'd' 'd' 'd'
(FT) 'd' 'd' 'd'(FT)
(m)
(in) f) fm)
(in) (in) (in) (m)
(in) (in) (In)
20
. , 3....
, i I'-10' •
` A
8'-10-
A
20
27
28
30
14'-10'
B
24
30
32
33
13'4'
B..
29
28
30
91
LIVE
3.5
10'-2"
A
T-11'
A
20
26
28
29
13'-8'
0
24
29
31.
33
12%3"
B
23
28
29
31
•
4
8'-11"
A
T-3'
A
20
. 26
27
29
175'
C
25
20
91
32
11'5"
B
24
27
29
30
` T
4.5
7'-11"
A
6'S'
A
21
25
27
28
.11'-10"
C
25
28
90
32
10'-8'
C
24
27
28
30
5
7'-1"
A
8'•2'
A
21
25
26
28
11'-1'
C
25
28
30
31
10'-1'
C
25
28
28
30
5.5
6-5"
A
6'-9'
A
21
24
28
28'
10'-6'
C
26
28
29
31
9'-0"
C
25"
26
28
20
6
5'-11'
A
64"
A
21
24
26
27
9'-11'
C
26
27
29
31
91•1"
C
25
26
28
29
6.5
5'-5"
A
5'4"
A
21
24
25
27
9'-5".
C
25
27
29
30
8'-8"
C
26
26
27
29
'
7
5'-1"
A
4'S'
A
21
23
25
27
91-0'
C
27
27
29
30
8'-9"
C
28
26
27
28
7.5
4'-9"
A
4'-0'
A
21
29
25
28.
8'-T
C
27
27
28
30
T-11"
C
28
28
27
28
8
4'-$"
A
4'-1'
A
21
29
25
28
-8'-3'
C
27
27
28
'30
7'-r
C
25
26
27
28
8.5
4'-2'
A
3'-10"
A
21
23
, 24
28
T•1/'
C
27
27
28
29
T4"
- C
26
26
28
28
9
3'-11"
A
9'-r
A
2129
24.
2 5
28
T-B-
C
27
27
X28
28
29
7'-1'
C
27
27
27
28
9.5
S=9"
A
3' S
A
21
'23
25 -
- 26
7'4'
'C
28
29
28
29
8'-10-
C
.27
27"
27''
28
10
6-0'
A
3'•3"
A
21
23
25"
27
T•1"
C
28
28
28
29
8'-r
C
27.
27
27
27
11.
9'-r
A
7-11"_
1 A
21 1
24
1 26
1 27 11
8'S0.'
C
1 28
1 28
1 28
1 28
6'-9'
1 C
1 27
1 27
1 27
1 27
20 -
" 3
11'•10'
` V A
8'-10'
A-
21
.28
30
91
14'-10"
B
25.
91
33
-
35
13'-0'
B
24
29
31'
39
LIVE
3.5
10'-2"
- A
T - 1V
A
21
27•'
29
91
13'-8"
B
26
31
33
94
12'•9"
B .
25
29
31
a2
•
4
8'-11"
. A
• T5"
A
22
27
29
30
175'.
C
26
30
.32
34
11'-5'
B
25
28
30
92
` T
4.5
T-11"
. A
6:-0'
A
22
26'
28
30
/1'-10"
C
27
30
32
93'
10'-8"
C
'• 26
28.
"
30
31
. 6
7'•1"
A
18'1'
. A +
22
26
28
28
' 11'-1'
C
27
29
3i
39
IVA"
C
.26
28
20
31
5.5
6'-5'
A
S'-0"
A
22
26
27
29
10'-0'
C
27
29
31'
32
:9'-0"
C
27
27
29
91
6
5'•11"
A
64,
A
29
25
27
29
9'-11"
C
.*28
29 -
90
92
9'-1"
C
' 27
27
2B
90
6.5
5'-5"
A
5'-0'
A''
23
-25 -
27
28
9'-5"
C
28
28
90
32
fr-r, ,
C
27
27
: 28'-
30
'
7
A 5'-1'
A
'4'.8'
A
23
25
26
.28
9'-0"C
C
28
28
90
31:
8'-9'
C
27
27
28
30
7.5
'4'-B-
A
4'-4"
A
"23
24
26
28
8'-T
C
28-
28
30
"31
T-11"
C
28
28
28:
30"
8
4'-5'
'A
4'-1'
A
29
24
26
27
6-3'
C
29
29
29
31
T -r
C
28
28
28
29
8.5
4'4"
A
5-10'
A
23
24
26
27
T-11"
C
29
2929
30
91
7'•4'
C
28
28
28
29
9
6.11'
'. A
3--7-
A'
23
24.
28
27
T5'
C
29
29 i
29
30,
7'•1'
C
28
28
28
29
9.5
T-9"
A.
3'-5"
A
23
24
26
28
7-4"
C
29
29
"29
30
8'-10"
C
29
- 29
1 29
29
20
....3...
11'•10' •-`
y A
8.10'
A
22 -
29
31
33
14'-1'
B
25
32 ,
34
36
12'5'
B
25
30
32
34
LIVE
3.5
10'•2'
A
T-11'
A
23
28
30
32
17-11"
B
27
-32
94
35
11'-0"
B
26
30
31
33
6
4
8'-11'
A
T-3"
A
23
28
30
.31
12'-0'
B
27
31'
33
35
10'-10-
B
26
29
31,
33
` T
4.5
.7'•11'
A
8'-8'
A
23
27
29
31
11'-T
C'
28
31
92
34
10'-1"
B
27
29
31.E
32
5
7'-1'
A
6'-2-
A
23
27
29
30
10'5-
C
28
90
32'
34
91_e"
B
27
28 .
30
32
5.5
6'-5'
A
5'-V
A
24
27
28
90
0'•11-
C
28
30
32
33
9'-0"
C
27
28
30
32
8
6'-11'
A
5'4'
A
"24.
26
28
30
9-4'
C
29
29
.31
93
8'-r
C
28
28
30
31
0.5
5'-5"
A
5'-0'
A
24
26
28
29
8'-11"
C
29
29
31
39'
8'•2'
.. C
28
28
29
31
'
7
5'-1"
A
4'S'
A
24
26
27
29
F-6*
C
29
29
31
32
T-10'
C
1C
28
28
29
31.
7.5
4'•8' '
A
4'4'
A
24
25
27
29
8'-1"
C
29
20
30
32
T -r
D
29
29
29
30
e
4'•5"
A
4'-1'
A
24
25
27
28.
T-9,
C
30
30
30
32
7'-T
C
29
29
29
30
6.5
4'-2'
A
5-10"
A
24
25
27
28
715"
C
30
30
30
' 92
6-11"
. C
29
29
29
30
9
T-11'
A
3'-7'
A
24
25
27
.28
T-2"
C
90
30
30
91
6'S'
C
29
.29
29
- 30
9.53'-9"
A
3'S"
A
24
25
27
29
6'-11'
C
30
30.
30
31
8'-5"
C
29
" 29
29
30
10•
3'S'
A
9'-3'
A
24
' 25
27
1 29. 11
8'-8'
C
30
30
30
31
8'-3'
C
30
1 30
1 30
1 30
GENERAL INSTRUCTIONS FOR THESE TABLES
1. CHOOSE FREESTANDING OR ATTACHED STRUCTURE
2. CHOOSE PROJECTION, WIDTH AND OVERHANG 'OF UNIT
3. DETERMINE WIND AND LIVE OR SNOW LOAD OF STRUCTURE SITE
(PATIO UNITS USE 10 PSF MIN, COMMERCIAL UNITS
USE 20PSF MIN)
4. CHOOSE A RAFTER FROM TABLES 1.1 TO 1.8 THAT HAS
ADEQUATE CLEARSPAN FOR YOUR NEEDS.
5. DETERMINE TRIBUTARY WIDTH FROM TABLE 3.2 OR
CALCULATE FROM TRIBUTARY DIAGRAM ONSCO2 PAGE 2 OF 2
6. CHOOSE A HEADER FROM TABLE 3.1 THAT HAS ADEQUATE
POST SPACING.
7. USE THE APPROPRIATE FOOTER SIZE SHOWN.
TABLE 3.1
0.042"0"x8" Box Beam (Detail Lt)
Attached Freestanding or
Structure Multispan Units
Double 0.042"x3"x8" (Detail
Attached I
Structure
L12) Double 0.040"x2"x6.625" (Detail L72
Freestanding or Attached Freestanding or
1Multispan Units Structure Multispan Units
GROUND TRIG MAX POST
MAX MAX POST LENGTH
MAX
FOOTE
MAX POST LENGTH 'MAX MAX POST LENGTH
V I 10' I 17 POST MIN FOOTS 8' I 10' I 12'
SNOW WIDTH POST REDID
POST MIN FOOTS 8- I IV I 17
POST MIN
SIZE
CONSTRAINED FOOTEF SPACINC CONSTRAINED FOOTS
LOAD (FT) SPACING FOR
SPACING POST SIZE CONSTRAINED FOOTER
SPACINGPOST
'd' 'd
(PSF) • ON SLAB SLAB
(FT) TYPE 'd' 'd''d' 'd'
(FT) TYPE 'd'
'd' (FT)
fnl fm) Cnl fn)
(FT)
fm) fml (in) fin)
(in)
(in) (in) (in)
.
110 MPH
EXPOSURE
C
TABLE 32 TRIBUTARY WIDTHS FOR SINGLE SPAN ATTACHED STRUCTURES
PROJECTION OF SINGLE SPAN STUCTURES (FT)
B
18
25
27
2&
'
11'-2"
C
22
28
30
31
10'•1"
C
21
26
28
30
40
3
8'-1"
A
8'-2'
6-6"
B
.
18
24
26
27
10.2'
C
22
28
- 29
31
9'-9"
C -
21
26
28
29
6
9.5
4
5'-2"
4'S'
A
A
4'-11'
B
18
24
25
27
74"
C
22
27
29
30
8'-r
C
22
26
27
29
` T
4.5
4'-0"
A
4'-5'
B
18
23
25
26
6'S"
C
23
27
28
30
8'"
C
22
25
27
28
5
3'-1'
A
T-11"
B
18
23
24
20
8'0"
C
23
26
28
2B
7S'
C
22
25
27
28
5.5
3'-9"
A
3'-7"
B
18
22
24
26
7'7"
C
23
26
28
29
7'-1"
C
23
25
26
28
B
T-0"
A
3'•3"
B
18
22
24
25
7'-2'
C
29
26
27
29
8'-8'
C
23
24
26
:27
6.5
7-9"
A
3'•0'
B
18
22
29
25
6'-9"
D
24
25
27
28
6-0"
C
23
24
26
27
7
2'-r
A
7.10"
B
18
22
24
25
8'-6"
D
24
25
27
28
B'-0'
C
29
24
25
27
7.5
7-5"
A
2'•7'
B
18
72
24
25
8'-1"
D
24
25
26
28
5'-0"
D
29
24
25
27
8
2'-9'
A
2'•5"
B
18
29
20
28
5'-10•
0
24
25
26
28
65"
D
24
24
25
27
8.5
7-1'
A
Y-4'
B
18
29
24
26
5'-0"
D
24
24
26
27
V-3"
D
24
24
25
TB
OVER-
HANG
110 MPH
EXPOSURE
C
TABLE 32 TRIBUTARY WIDTHS FOR SINGLE SPAN ATTACHED STRUCTURES
PROJECTION OF SINGLE SPAN STUCTURES (FT)
B'
9'
10'
11'
'12' 16 14' - IT 16' 1T
18'
19'
20'
C
19
25
27
28
60
3
4'-1"'
A
4'5"
B
16
23
. 25
26
8'-0"
C +
20
27.
... 28
30
8'-0-
11'
11.5'
-
5'
5.5'
6
3.6
3'-0'
A
3'-10"
B
18
23
24
28
7'-11'
C
20
26
28
29
14"
C
2D
25
26
28
` T
4
0"
3'-0"A
11'
X-C
B
16
22
24 .
25
T-2"
C
20
26
27
29
6'-9"
C
20
24
26
27
4.5
748-
A
2'-11"
B
15
22
23
25
6'-7"
D
21
25
' 27
28
6'-9"
C
20
24
26
27
5
7•S'
A
T-8"
B
18
21
23
- 24
8'-r
D
'21
25
25
28
5140"
D
21
24
25
27
5.5
7-2"
A
75" -
B
16
21
29
24
5'-9"
D
21
24
26
28
5'-5"
D
21
29
25
27
8
2'-0"
A
2'-7'
B
15
21
23
25
64"
D
21
24
28
27
S-1"
D
21
29
25
28
5.5
1'-10"
A
7-0"
B
15
2223
25
5'-0"
D
21
24
'� 26
27
4'-10-
D
21
29
25
2B
7
V-9'
A
V-11"
B
18
' 22
24
25
4'-9"
D
21
1 24
25
27
4'-r
I D
1 21
1 23
24
1 26
OVER-
HANG
-
TABLE 32 TRIBUTARY WIDTHS FOR SINGLE SPAN ATTACHED STRUCTURES
PROJECTION OF SINGLE SPAN STUCTURES (FT)
B'
9'
10'
11'
'12' 16 14' - IT 16' 1T
18'
19'
20'
' 21'
22'
O
0'
4.5'
6
5.5'
8' 6.5' T ' 7.6 8' 84'
9'
9.6 -
10'•
10.6
11'
V
4.5'
6
5.6
8'
6.5' T 7.5' 8' 8.5' 9'
9.S
10'
10.5'
11'
11.5'
7
5'
5.5'
6
6.6
T 74' 8' 8.6 - 6 9.5'
16
10.5'
11'
11.5
17
_
6
B.s.
'T
7.5' 6 9.5' 10'
10.5'
11'
11.5'
17
12.5'
4'
8'
6.5'-
` T
7.5
8' 8.5' B" 9.5 10' 10.6
11'
11.5'
12'
125'
13'
5
8.5'
T
7.5'
8'
8.6 9 B.5' 10 10.6 11'
11.5'
17.
12.5'
1S'
19.5'
8. FOR SINGLE SPAN ATTACHED UNIT USE THE POST SHOWN
UPGRADE THE POST. IF THE HEIGHT IS NOT SUFFICIENT
FREESTANDING AND MULTISPAN UNITS USE TABLE 3.4
9. FIND THE O/C SPACING OR # OF FASTENERS FOR ATTACHING TO WALL
10.USE THE APPROPRIATE DETAILS
11. ALL LATTICE NOT USING DETAIL L29 MUST COMPLY WITH TABLES L1 At,
FOR PATIO SLABS FOLLOW 1.6 FROM ABOVE THEN
SLAB 7. DETERMINE MAXIMUM POST SPACING ON SLAB FROM TABLE 3.1
SLAB 8. USE THE SMALLER OF THE POST SPACING ON SLAB OR HEADER POST
SLAB 9. FOLLOW 9-11 FROM ABOVE
SLAB 10. FOR TWO POST STRUCTURES USE TABLE 7.1 ON SHEET M3 FOR SLAB (
ICC ESR 1398 6/1/2010 Page 12
3" `wLA_T:TICE TUBES
I 8''x15 @3' o/c'�+•
2 1 8-J L3j2 x2i@4-o%c+ QC��f
3x3' @6 o/c DETAIL L4,
w o18''um MAX RAFTER SPACING
3X3 MAY SPAN 30' W4SINGLE
RAFERS
ttfATTICE� ALLOTHERSMAY SPAN+36' W/ LU 6 �'
iT 31'05�`I-Iz.4"SINGLE:RAFTERS
t=O O24 ALL MAY,, PANNs48=W/ DOUBLE 6� �I
'�' 0.0324*;or ALl1M;ALL`OY RAFTERS �.�
�' RAFTER/LF
�► O RAFTER &-SIDEPLATES INTERSECT
(30041HS4-AL=UM: ALLOY) L4 POST/RAFTER/LATTICE TUBE
ALLOY) (3004-H34 ALUM. ALLOY)
t8 SMSLI III n
RAFTER TO
HEADER
CONNECTION -
i 7 8' BRACKETS
606976 1%4' LAG SCREW
ALUM ALLOY- W/ 2.25' EMBED INT❑ WOOD LEDGER- 2 X DEPTH
T=0.060' WOOD STUD SEE, TABLE
7.5. COLUMN ANC4
1 FOR QUANTITY EA SIDE Zmb
•L9 ALUM.
BRACKET. USED W/ 3'xB' EXISTING RAFTER
Allowable Tnb Width AND 3'x3' RAFTERS SfRUCiURE RAFTER
- -- HANGER
uttntl W. of #8 Screv 5 2- 10 X i SSC (DETAIL t7)
_...__,_....__.—.._..-- ... _.._..._...._-...--------
Speed t (b) Header 2 3 4 5 SIDE
90NFF-1 0.040 Double 2x6 .IV 13' IT 13'
Exp C o.042 0.042^x3'k6" 5' -6' --ii t3 L70 ALTERNATE RAFTER TO WALL- CONN.
--- -- . ....'xT' .- . ....
0.042 Double 3x8 1 i- 73' i3' t3' USE TWO 014 SMS WHEN
110 0.040 Double 2x6 T 11' 13' 13' ATTACHING TO STEEL C BEAMS,
_____ <r..
-1 -1 _120 MPH REQUIRES THREE #14
Exp C 0.042 0.042"x3"x8' 3' S T 5
_. ,. ..,..._._.... SCREWS FOR TRIB WIDTHS
+ate 0.042 Double 3x8 T 11' 13 13' OVER 11'
W. of #14 Screws .
120
9.940j Double 2x6 8' 12' IT 13'
Exp C 0.042 0.042"x3'XB" 4' 6' 8' 71' STUD 3/8' LAG SCR
----....__._......._.. _-...... ....._..-._..-.
0.042 Doubte3r,8 6' 12' 13' 13' ®�(2.5' OF LL TION
INTO WALL D>„
3' x 3' METAL POST
'
__--31 4-i'e,
_--3'X'8' ALUM HEADER
\L15 PO -ALTERNATIVE FOR
SLAB."ATTACHMENT ONLY
3' x 3' METAL POST
DETAIL L25
12G Steel 3x8
' EIGHT #14 SMS
EIGHT 414 SMS
L13
00 TWO 3/8'x4' EMBEDMENT
TWO 3/8' A-307 BOLTS WITH
L14 I5'0 WASHERS UMDER BOTH HEAD
00 LAG SCREW V/ 1.25'0, ONE
O AND NUT ONE ON EACH SIDE OF
ON EACH SIDE OF POST.
O O POST.
1' rein
UGLAS FIR
- LUBBER FLOOR
DECKING IS DOUGLAS FIR
.)DIST OR HEADER
UTILITY GRADE OR BTR
ATTACHED STRUCTURE TO
POST AND DECKING
ATTACHED STRUCTURE POST
TO DECK FLOOR JOIST SEE GENERAL NOTE #19 AND LATTICE NOTE 43
UNITS MUST COMPY WITH TABLES L1 AND L2 ON SHEET M5
ICC ESR 1398 6/1/2010
MAX WIND SPEED
IS 90 mph
EXPOSURE C
1
- LATTICE
AFjTER
= 0.040' ALUM
L11 3" ALTERNATE POST
(3105 H25 ALUM. ALLOY,�OR
A-653 Fy=40~`KSI STEEL-)-
/3' X 8' ALUM `y`}'
RAFTER BRACKET
^PUljq
__--31 4-i'e,
_--3'X'8' ALUM HEADER
\L15 PO -ALTERNATIVE FOR
SLAB."ATTACHMENT ONLY
C.
�KT,
� June 24, 2010
UM!�!IN111 CONDITION PS' `105
XPOSURE `C�
Pages e:1'5 of -_6 Engineer's Stamp
SEE TABLE 7.6 FOR
REQUIRED FASTENERS
r'
1'
L
TWO #8 SMS,
EACH SIDE
1' 1/2' FOR 2 X RAFTERS
.::_a 213/4' FOR 3 X RAFTERS
L= 1.92 FOR 2- X 6 1/2' RAFTERS
L= 2.92 FOR 3' X 8' RAFTERS
tztz:
TYP 2 n
1/4' BOLTS ASTM A307 SEE BELOW FOR QUANTITY
DOUBLE OR SINGLE
3'X8' STEEL C
.BEAM, BOLT LAYOUT
FOR SPLICED AND
NON -SPLICE 0
ATTACHMENT L8
STEEL
POST
ALUM RAF
Req'd
Beam # of
-----Type -- ....._._._1/4" bolts
All C Beams "On Slab"
4
16G'Steel 3x8
4
12G Steel 3x8
8
Double 12G Steel 3x8
8'
L1lT1liT�J il.U�l. 52081E00 YSON PARKWAY
SUITE[SLnLn1Nc 1'KODUCTS.IN(: PLANO, TEXAS 75024
,wN BY: T11M
BEJ/CP
uE NTS Component Parts & Connection Details
For Patio & Commercial Lattice Structures
IFILEF:LT01-2006 1 of 3
6 5/8"
. L24
Alun.
2 1 /8"
0.024'
0.024*
—
3"
2 1/8-
/8"0.024"
- --- _....__`-.
NIAX "L O TOP
OR SIDE MOUNT
Load
Speed
(psf)
_Wind
and Exposure
0.024"
10
105 _mph Exp B
11O_mph Exp 8
90 mph Exp C
105 mph
11D mph Exp C
zt'-a" 1a' -s•'
20:-9-' 1s=10"
21'-V. _-._i4-4"
--11--0-
1s' -VI
- -
ZO
6 5/6-
111-4" r -s^
L 3' SQUARE COLUMN
(3004-H34 ALUM. ALLOY)
2' x 6.5' SIDEPLATES
(3004-H34 ALUM. ALLOY)
Lattice or
Solid Panels
U.U4Z--x.5 x?J
Lattice or
7 Alun.
Solid Panels 6" MIN
#8 SMS 42"
3' x 8' Header #2
3' x 8' Header #1 (0.042')
(0.042')2• x 6' Side Plate
FOUR #14 SMS MIN #14
EACH SIDE FD
EACH HEADER 1
I3' x 8' H
3"x3" POST 1
1 1 3"x3" I
1 1 2x6.5" SIDEPLA
I I
FOUR #14 SD SCREWS EACH SIDE FOR 110
MPH EXP C SLAB ATTACHMENT AND UP TO
d=28' FOOTING.
5 J-0 GALVANIZED HILTI HIT-HY 150 MAX
ADHESIVE ANCHOR (ICC ESR 2262) W/
X 2.25'
EMBED ANDAAV 0 WASHER OR
EQUIVALENT
'i Til/Tr
fig.. X 3„X 3” . 2"X 6.625"
L25 POST ISIDEPLATES
ALUM. FOOTING
ALUMINUM BRACKET FOR CONNECTING BRACKET
POST TO F❑❑TING OR SLAB Li
(6063—T6 ALUM ALLOY)
SINGLE SPAN ATTACHED UNITS ONLY
REQUIRES SIDEPLATES- AS SHOWN IN °
DETAIL L26 SLAB OR FOOT NG
3"x3" ALUMINUM RA ER
ALTERNATE 1.5"
L30 3'X3' r)
RAFTER #10 OR #14 SMS
ATTACHMENT LATTICE HEADER
TOP MOUNT BRACKET
T+T 0.21 " STEEL Fy = 33 ksi
6. BRACKET IS 1.094' WIDE
L�8"�
ALUM ue uD= Baum (W -F)
RAFTER waGae J10,u' "cr°•"
SMS /100.8' "ae•e
TDP MOUNT
0.042"x3"x8"4" m
HEADER
6" MIN
2"X 6 1/2"X .024"
3" x HEADER
CONNE13TION
PU
Live
DD ta'G
- --- _....__`-.
NIAX "L O TOP
OR SIDE MOUNT
Load
Speed
(psf)
_Wind
and Exposure
16" o/c 24"o/c
10
105 _mph Exp B
11O_mph Exp 8
90 mph Exp C
105 mph
11D mph Exp C
zt'-a" 1a' -s•'
20:-9-' 1s=10"
21'-V. _-._i4-4"
--11--0-
1s' -VI
- -
ZO
1ph Exp C
10 m
111-4" r -s^
NOT ALLOWED IN SNOW LOAD AREAS
L 2* �p0 SEE GENERAL NOTE #9 FOR
ATTACH PER C❑RR❑SI❑N PR❑TECTI❑N
TABLE 7.5
EXISTING EAVE
WOOD FRAMING
ALL HOUSE PENETRATIONS ALUM
MUST BE COMPLETELY AND RAFTER
PERMANENTLY SEALED #10X1.5" SCREWS
6 PLACES j!
0.125" STEEL
(Fy_ = 33 KSI) BRACKET
1" SPACING '
L2 8 BETWEEN SCREWS SIDE MOUN B CKET
lQ
" Al L27 ALTERNATIVE SPLICE FOREAVE ATTACHMENT /4 `+
. ATTACHED UNITS-' EAVE OVERHANG AND
3
4— #14 SMS
EACH SIDE
j1.25j _.50'
;.80"2.75'
TT
0.078' � 11-0*
3.00
#14 x 3/4' TEK
FOUR— #14 SMS +
EACH SIDE, SPACED EVENLY
1--2.o'---I
6063T5 ALUMINUM
BRACKET
WITH SIDEPLATES
W 2 3 2011
'L' MUST ALSO COMPLY June 24, 2010 BEJ/CP
WITH DETAIL L17 LEDGER BOARD
Swc: Component Ports &Connection Details
NTS For Patio & Commercial Lattice Structures
ICC ESR 1398 6/1/2010 Page 17 of 59 Engineer's Stamp DATE n� SHM.
LT03-2006 3 of 3
3.5" CONCRETE
STEEL POST 7-Y-7
SLAB )REQUIRED
FOR CONSTRAINED
3/8' x 9'
STEEL o
FOOTINGS
REBAR"EMBEDDED AT,,
'B' DEPTH'
0.
d< 33'
B = 91- >
I
,'B
d < 38'
B 12 `'.
D . 6.
p .
d< 46'
B 18.-;1
d < 51'
B = 24y_
4.
o
9
D
L29:
CONCRETE FOOTING
I d
PUt'F
FREESTANDING ATTACHED STRUCTURE
,OR
COLUMNyTO> FOOTING
CONNECTION' DETAIL
1 4
�'��
YSON .PARKWAY
5208E
t
"_��P
"""`�e1•
-•- 13UILDINC PRODUCTS, INC.
100
SUIry
PLANO, TEXAS 75024-
DMWN BY.
T u
'L' MUST ALSO COMPLY June 24, 2010 BEJ/CP
WITH DETAIL L17 LEDGER BOARD
Swc: Component Ports &Connection Details
NTS For Patio & Commercial Lattice Structures
ICC ESR 1398 6/1/2010 Page 17 of 59 Engineer's Stamp DATE n� SHM.
LT03-2006 3 of 3
7.0 POST AND FASTENER REQUIREMENTS FOR COMMERCIAL AND PATIO STRUCTURES
• Table7.3: Required Number of Fasteners for Shearing Loads
Aluminum Material Gage (in) Steel Gage (in)
0.024 0.024 0.032 0.036 0.040 0.040 0.060 0.060 0.041 0.041
Trib
Width (ft)
Allowable Width
for Attached Two
Post Strructures on Slab
Live or Ground Snow Load
A
. 10 '- psf 20 psf
4
37-1" 16-11"
4.5
29•6" 15'-1"
5
25'-8' 13'-6"
5.5
23'4" 174"
6
21'-5" 11.-3"
6.5
19'-9" 90'-5"
7
18'4" n/a
7.5
1T-1" '" n/a
8
16-0" n/a
:8.5
15'-1'
9
'14'-3" :n/a'
Table 7.1 10 PSI Slab 90B 722 4 2 2 3 3 2 2 1 2 1
. 24_ 800 5 2'. 2 .,3- 3�.._,2... 2 1 "' 2- .:`1
10 psf Slab 90C 886.• 5 3 2 4 1 3 2 2 1 2 1
POST
TYPE'
POST DESCRIPTIONS
DETAIL
A
B C
D
E
F
G
H
I
J
A
#14
3/8" B 3/8" B
#14
#14
3/8'B
#14
3/8" B
414
3/8" B
Footer Design
17
Size
Uplift
SMS
BOLT BOLT
SMS
SMS
BOLT
SMS
BOLT
SMS
BOLT
17
d(in)
(lbs)
189.
424 566
283
315
708
492
1384
507
1601
18'
12
100
1
1 1
1
1
1
1
1
1
1
5
13
127
1
1 1
1-
n1a n/a n/a
30
1563
9
4
3
6.
14
159
1
1 1
1
1
1
1
1
1
1
4
15
195
2
1 1
1
1
1
1
1
1
1
5
16
237.
2
1 1
1
1
1
1
1
,1
1
n/a
17
284
2
1 1
'2
1
1
1
1
1
1
2275
18
,338
2
1 1
2
2
1
1
1
1
1
35
19
397
3
1 1
2
2
1
1
1
1
1
20 psf slab 90c
- 20
463•
3
2 1
2
2--
1
2
1
1
1-
2
21
536
3
2 1
2
2
1
2
1
2
1
6
22
616
4
2 2
3
.2
1
2
1
2
1
3.
23
704
4
2 2
3
3
1
2
1
2
1
Table 7.1 10 PSI Slab 90B 722 4 2 2 3 3 2 2 1 2 1
. 24_ 800 5 2'. 2 .,3- 3�.._,2... 2 1 "' 2- .:`1
10 psf Slab 90C 886.• 5 3 2 4 1 3 2 2 1 2 1
POST
TYPE'
POST DESCRIPTIONS
DETAIL
MAX
POST
HGHT-
A
Twin_ 0.032'"1.59x1.5"
AC, AA
8'
'A
Twin 0.067"1.5"x1.5"
AC. AF
17
A
0.024 -Post with Sideplates
L24, N76, BK
17
B
Clover 0.032'"3'x3' Alum
L11,Nll,AH
10'
B
Clover 0.040'"3"x3" Alum
1-11, N71. AH
17
C
Colonial 0.062" Extruded
AE
17
D
0.041"x3'"3' Steel Clover
L11, N11, AH
17
E _
0.041"x3"x3'Steel Clover
L71, N11, AH
17
F
3/16"x3'x3' Steel Square
L21, N17,,AG
15'
G
3/16"x4"x4' Steel Square
L21, N17, AG
18'
H
5116"x4"x4'�Steel Square
L21, N17, AG
18'
Table 7.2
• 25
904
5
3
2
4
3
2
2
'1
.2
1'
n/a -
26
1017-
6
3
2
4
4
2
3
1
3
1
3
27
1139
7
3
3
5
4
2
3
1
- 3
1
'
28
1270
7
3
3
5
.5
2
3
1
3
1
n/a
29
1411
8
4
3-
5 '-
5
2
4
2
3
1-
n1a n/a n/a
30
1563
9
4
3
6.
.5
3
4
2
4
1
5
31
1724
n1a
5
4
7
6
3
4-
2
4
2
50 7234
32.
.1896
n/a
5
4
7
7
3
5
2
4
2
2'
33
2080
n/a
5
4
8
7
3
5
2
5
2
23
34'
2275
n/a
' 6:
5
9
8
4
. 5
2
5
2
SPACING
35
2481
n/a
6
5
9
8
4
.6
2
5
2
_
36
2700.
n/a
7
5
n/a
9_
4
6
.2 ._.
6
2
20"
37
2931
n/a
7
6
n/a
n/a
5
7
3
6
2'
'
38
3175
Na
8
6
n/a
n/a
5
7,
3.
7
2
LIVE
39
3433
n/a
9
7
n/a
n1a
5.
B
3
7
3
Table 7.2
40 3704
n1a 9 7
n/a
n/a
6 9
3
8
3
0.100
41 3988
n/a n/a 8
n/a
n/a -
6 9
3
8
3
Design
42 4288
n/a n/a 8
n/a
n/a
7 n/a
4
9
3
554
43 4601
• n/a n/a 9
n/a
n/a
7 n/a
-: 4
n/a
3,
1
44 4930
n/a n/a 9
n/a
n/a
7 n/a
4
n1a
3
-
45 5273
n1a n/a n/a
n/a
n1a
8 n1a
4
n/a
4
14
46 5633
n/a n/a n/a
n/a
n/a
8 n/a
5
n/a
4
_
47 6008
n1a n/a n/a
n/a
n/a
9 n/a
5
n/a
4
.1
48 6400
n/a n/a n1a
n/a
n/a-
n/a . n/a
5
n/a
4
338
49 6808.
'n/a n/a n/a
n/a
n/a
n1a rua
5
n/a
5
1
50 7234
n/a . n/a n/a
n/a
Na.
n/a n/a
6
n/a
5
_
- Fastener Terminology
-
3
536
21
2'
5.
#14 SMS =#14 sheet metal or SDS screw, 12"
minimum, length
3
616 •
TABLE 7.5: W/
.3/8" B = 3/8" Diameter Bolt ..-.
6
1
1
-
:"ANC 1
23
- See General Notes for specs on fasteners
61
1
LIVE/O/C
722
Slab
2
7,
.
WIND SPEED
SNOW
SPACING
.. 24.,
•
1
Clearspan on this chart is the distance from the
1
4
(MPH) AND
LOAD
CONCRETE.
8-'
_
1
wall to the first row of columns. ..
_
25
EXPOSURE
(PSF)
ANCHORS
'
2
Hilti Kwik Bolt TZ 3/8' diameter and 2" embed: ICC ESR 1917
26
3
90 C
10
20"
'
1139
27
or other anchor w/ 5504 shear vs wind and seismic loads.
n/a
2
1
LIVE
-1270 •
28
3
3
Masonry an must have a shear value of 250# for
2
- 6
105 C
20
20"
n/a
...
2
wind or seismic loads...
1563
30'
-4
LIVE
2
2
-
4
1/4" Lag screws must have 2 1/4" of penetration Into studs.
4
n/a
110 C
25
20"
.1896
-. -...
4 _
These lag screws must have an 1/8" lead hole.
-
....
'
2080 '
33
5
n/a
5
10 and 20 psf are live or snow loads, 25- 60 psf are snow loads.
9.
2275
30
_ 20"
n/a
3
2
n/a
2481
40
16"
n/a
4
3.
n/a
2700
60
16'
n/a
ICC ESR 1398 6/1/2010
able 7.4: Required Number of Fasteners for Tension Loads
C 2
Aluminum Gage (in)
Wind
- O/C
PANEL
0.036
0.06
0.060
0.090
0.100
MASONRY '
'
K L M N O
3/8" B
#14
3/8" B
3/8" B
#14
Design
Footer
BOLT
SMS
BOLT
BOLT
SMS
Uplift
Size
554
128
855
1296
255
(Ibs)
d (in)
1
1
1
1
1
100
12
1
1
1
1
1
127
13
1
2
1'
1
1
159
14
1
2
1
1
1
195
15
1
2
1
1
1
237
16
1
3
1
.1
2
284
17
1
3
1
1
2
338
18
1
4
1.
-1
2
397
19
1
4
1_
1
2
463
'20
1
5
1
1
3
536
21
2'
5.
i
.1
3
616 •
22
2
6
1
1
3
704
23
2
61
1
3
722
Slab
2
7,
.
1
4
.800
.. 24.,
2
.7....
2
1
4
886
Slab
2
8-'
2
1
4
904
25
2
8'
2
1
4
1017
26
3
9
2
1
5
1139
27
3
n/a
2
1
5
-1270 •
28
3
n/a
2
2
- 6
1411
"� 29:
3
n/a
2
2
7
1563
30'
-4
n/a
2
2
7
1724
31'
4
n/a
3
2
8
.1896
32
4 _
n/a
3
2
9
2080 '
33
5
n/a
3
- 2
9.
2275
34
5
n/a
3
2
n/a
2481
35
5
n/a
4
3.
n/a
2700
36 -
6
n/a
4
3
n/a y
'.2931'
37
6
n/a
4
3
n/a
•3175
.38 '
7
n/a
4
3
n/a'
3433
39
7
n/a
5
3
n/a .
3704
40
8
n/a
_
5
4
rua
.3988
41
8
n/a
5
4
r/a
4288
42
9
n/a
'6
4
n/a
4601
43'
9
n/a
6 -
4
n/a
4930
44
n/a
n/a
7
5
n/a
5273
45
n/a
n/a
7
5
n/a
5633
46
n/a -
n/a
7
5
n/a
-6068
47
n/a .•
n/a
8
5
n1a
6400
48
n/a
n/a
8
6
n/a -
6808
49
"n/a
n/a
9
6
n/a
7234
50
TACHMENTS FOR SOLID COVER STRUCTURES
ANC
3 -
- '
ANC 4
.�J
GRNDj.
Wind
- O/C
PANEL
NUMBER OF FASTENERS PER
SPACING
SPAN
STUD @ 16" O/C SPACING
#10 X 2" 1/4" LAG
MASONRY '
(FT),
ANCHORS•
MAXIMUM ALUMINUM RAFTER SPAN
_• 23' 25' ll `15' 12'
•19
SCREWS SCREWS
20"
12'1
1
18'
21'
2 2
20"
12'
2 2
20•
1T
3 3
20" -
10'
2 2.
8'
16'
3 3
20"
10'
2 2
6'
15'
3 3
116" .
14'
4 3
1a"
11•
4 3
1 Spacing between bolts and screws
shall be 2.5 times the shank
diameter
2 The edge distance of bolts and
screws shall be 3 times the . .
shank diameter
3 Connections shall be arranged so that the
center of resistance of the connection shall
coincide with the resultant line of action
of the load.
TABLE 7.6: WALL ATTACHMENTS FOR LATTICE COVERS
GRNDj.
Wind
16" o/c 1 24" O/C
Ground Snow
SNOW
Speed_
Screws'
ALUMINUM RAFTER SPACING
.LOAD
I#'of
and iT
per .
12' 1 i6-.;_]' -24' I . 30" 36"
MAXIMUM ALUMINUM RAFTER SPAN
_• 23' 25' ll `15' 12'
•19
(PSF)
Exposure
Rafter'
10 ..110,mph.
18'
2;.
LIVE
ExpC
3
23' 25 21' 1T
20•
120 mph..
2
18'
14'
10'
8'
6'
LIVE
Exp C .
3
1818'
6'
12'
8' -
10'
4
18'
1B'
_ 15'
12'
10'
25
-
2
18'
14'
9'
T
6'
3
18'
18'
14'
_
4
18'
18'
15'
12'
1 10'
30
2
15'-11'
8'
6'
5'
3
.1
T
- 16'
11'_
9'
8'
4
1 T
16'
12'
10'
8'
40 ..
2 ..
12'
9'
6'
5'
'4• .
-
3
16
13'
9'
T
'' 6'
4 _
16
14'
9'
8'
6'
•
3 -
11'
9'
6'
5'11
'Screws are #10 screws w/ 1.5- embedment into ti=u.o sono wcou tuuugias rur
TABLE 7.7 STUCCO ATTACHMENT TO WALL
ALLOWABLE DISTANCE TO FIRST ROW OF POSTS
16" o/c 1 24" O/C
Ground Snow
Max Wind Condition 110 mph Exposure
C
. Load (psf)
1 Lag I. 2 Lags • � 2 Lags -
-: 3 Lags
Live 10
11'
22'
22'
22' .
Live 20,
11'
22'
18'
22'
25
11'
22'
14'
22'
30
10'
21'
14'
21'
40
9'
18'
12'
18'
' 60
6'
12'
8' -
12'
co
.Lag = 1/4" Lag Screw with 2.25" penetration into G=0.5 wood (Douglas Fir) \
Amerimax Building Products
5208 Tennyson Parkway
Plano, Texas 75024 `.PLrr�,
Carl Putnam, P. E. I 1 �
3441 Ivylink Place
Lynchburg, VA 24503.
(434) 384-2514
carlPUtnarnftOrncast.nBt
M3-2006 June 24, 10
M
Y'c3 2011