10-1349 (PAT)'1.0. BOX 1504
78-495 CALLE TAMPICO
LA QUINTA, CALIFORNIA 92253
Application Number: -10 0000134.90
A
Property Address: 43182 PARKWAY ESPLANADE E
APN: 609-380-999-87 -293234-
Application description: PATIO COVER - RESIDENTIAL
Property Zoning: LOW DENSITY RESIDENTIAL
Application valuation: 5825
/Applicant: Architect or Engineer:
�N.
4
BUILDING & SAFETY DEPARTMENT
BUILDING PERMIT
t LICENSED CONTRACTOR'S DECLARATION
I hereby affirm under penalty of perjury that I am lice sed under provisions of Chapter 9 (commencing with
Section 7000) of Division 3 of the business Land Pr ssio Code, a d my License is in full force and effect..
License Class: B C47 9 cense o 517575
�10 IC ontra.o,:
1 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, alter, 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 the Contractor'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 exempt therefrom and the basis 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).:
1 _ 1 I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and
the structure is not 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 or 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, however, 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 the purpose of sale.).
h 1 1, 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 contractor(s) licensed
pursuant to the Contractors' State License Law.).
1 _ 1 I am exempt under Sec. , B.&P.C. for this reason
Date:
Address:
LQPERniIT
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
VOICE (760) 777-7012
FAX (760) 777-7011
INSPECTIONS (760) 777-7153
Date: 12/10/10 Di
Owner:
RACHEL BROWN
43182 PARKWAY ESPLANADE ;EAST
LA QUINTA, CA
LA QUINTA, CA 92253 n n 7
Contractor: " 10
2010
ROOMS N COVERS ETC
840 S. ROCHESTER AVM
ONTARIO, .CA 91761
(909)390-0555
Lic. No_: 517575
------------------
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 by Section 3700 of the Labor Code, for the performance of the work for which this permit is
issued.
_),--t 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 permit is issued. My workers' compensation
insurance carrier and policy number are:
Carrier EXPLORER INS Policy Number `WSA500038602
I certify that, in the performance of the work for which this permit is issued, 1 Shall not employ any
person in any manner so as to become subject to the workers' compensation laws of California.
and agree that, if I should become sub t to the workers' cont ensation provisions of Section .
3700 oft abor CIall fort th co I with tho pr inions.
ate: 16 Applicant: 1\ ,
WARNING: FAILURE TO SECURE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL, 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 the applicant, 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 construction, a hereby a rize represen Ives
of this county to enter upo a above-mentioned
grope r in echo nes.
'a., ignature (Applicant or Agentl:
LOPE"11T
Application Number 10-00001349
Permit PATIO COVER PERMIT
Additional desc
Permit Fee . . . . . 81.00 Plan Check Fee
52.65
Issue Date Valuation
5825
Expiration Date 6/08/11
Qty Unit Charge Per
Extension
BASE FEE
45.00
4.00 9.0000 THOU BLDG 2,001-25,000
36_nn
-----------------------------------------------------------------------------
Special Notes and Comments
INSTALL 121 X 361611 (438 'S.F.) ALUMAWOOD.-
LATTICE PATIO COVER, PER APPROVED
ENGINEERING-. 2007 CODES.
- ------------------------------------ 7 ----------------------------------------
Other Fees . .. . . . . . . . BLDG STDS ADMIN (SB1473)
1.00
STRONG MOTION (SMI) - RES
.58
Fee summary Charged Paid Credited
----------------- ----- ----
Due
7 ---------- ----------- ----------
Permit Fee Total 81.00 .00 .00
81.00
Plan Check Total 52.65 .00 .00
52.65
Other Fee Total 1.58 .00 .00
1.58
Grand Total 135.23 .00 .00
135.23,
Bin #
City of La .Quints
Building 8T Safety Division . .
Box 1504, 78-495 Calle Tampico
La Quinta, CA 92253 - (760) 777-7012
Building Permit Application and Tracking Sheet
Permit #P.O.
Project Address: cI �L TG
Owner's Name: ,roW 1
A. P. Number:
Address:
Legal Description:
City, ST, Zip: L."-CA 1. c�
Contractor:
Telephone:(„�j _�-12
Project Description:
Address: �j • C t_
City, ST, Zip: DY`r o
O
Telephone: .
t A
State Lic. #: (b— STI S 1 S City Lic. #;
Arch., Engr., Designer:
Address:
City, ST, Zip:
Telephone:
State Lic. #:
Name of Contact Person: Y�`�S �%4�,ft WN
Construction Type: Occapancy:
Project type (circle one): New Add'n Alter Repair Demo
Sq. FL:
# Stories:
#Units:
Telephone # of Contact Person: 9oq '(�1 _ �j1(� I
Estimated Value of Project: % S 09: o
APPLICANT: DO NOT WRITE BELOW THIS LINE
q
Submittal
Req'd
Recd
TRACKING
TERMIT FEES
Plan Sets
Plan Check submitted
Item
Amount
Structural Calcs.
Reviewed, ready for corrections
Plan Check D:posit
Truss Cales.
Called Contact Person
Pian Check Balance.
Title 24 Cales.
Plans picked up
Construction
Flood plain plan
Plans resubmitted
Mechanical
Grading plan
2" Review, ready for corrections/tnue
Electrical
Subcontactor List
Called Contact Person
Plumbing
Grant Dad
Plans picked up
S.M.I.
H.O.A. Approval
Plans resubmitted
Grading
IN HOUSE:-
''a Review, ready for corrections/issue
Developer Impact Fee
Planning Approval
Called Contact Person
A.LP.P.
Pub. Wks. Appr
Date of permit issue
}
School Fees
Total Permit Fees
2
OWNER��w� Qc.
ADDRESS
CITY „ ZIP')-?'
—zs--5 PHONE
LOT NO. TRACT APN
CONTRACTOR
ROOMS N' COVERS PROPOSED ADDITION(S)
840 S ROCHESTER AVE #C
ONTARIO, CA 91761
LIC. B-517575
909-390-0555
WORK COMP
ICW GROUP
WSA5000386-02
EXP6/14/2011
qty
Laid
CITY OF LA OUINTA
BUILDING & SAFETY DEPT.
FOR CONSTRLC I'll 'd
DATER 10-/10 13Y
STREET
'
AmehmaxBuilding Products -Patio Cover, Carport and Comn`eroidStructure Engneehn
PAGES DRAWING SECTION DESCRIPTION ,�
`
-2 PAGES GN01'2008 GENERAL NOTES `
GN02'2000
. '
~
2PAGE8 3C01-2000 SOLID PANEL STRUCTURAL CONFIGURATIONS
SCO2-2006 ALUMAVVOODSTRUCTURAL CONFIGURATIONS
- RAFTER
1rAGE .
`
LATTIC�v.V*nm�|�:upnnu��/�o.'p`,mt-x,./°/ *morn/wu.nv*'"°�°
4PAGES
LATTICE 2.OPOST SPACINGS -FOR LATTICE PATIO AND COMMERCIAL STRUCTURES |NQOMPH WIND AREAS
4PAGES
LATTICE 3.0POST SPACINGS FOR LATTICE PATIO AND COMMERCIAL STRUCTURES iNHIGH WIND AREAS
3PAGES
LT01'2008
� COMPONENT oLSFOR LATTICE STRUCTURES
NTPARTSANDCOmNECOONDETA
LT02'20OG
LTO3'2O00
'
' 2PAGES
SOLID COVER 4.0 PANEL8PAN3FORCOMMERCNLANDPATOSTRUCTURES
10 PAGES
SOLID . AND CQMK4ERC�LSTRUCTURES |N9OK�PHVNNDAREAS
� ,"''"
10PAGES
SOLID COVER 6.0 POST SPACINGS FOR LATTICE PATIO AND COMMERCIAL STRUCTURES IN HIGH WIND AREAS
4PA8ES
-NP01'2006
COMPONENT PARTS AND CONNECTION DETAILS FOR NEVVPORTS
NPO2'2OOO
NP03-20OS
NPO4'200O
9PAGES
CD01'2006
COMPONENT PARTS AND CONNECTION DETAILS
CDU2'20UO
CDU3-20OO
CDO4-2OO8
CD05'20U8
CbOG'200G
CD07'2006
CD08'2006
CD09'2006
.
'
GPAGES
KU1'2006
MISCELLANEOUS DETAILS
N12'2000
MISCELLANEOUS DETAILS
`
yN3'2008
7.0POST AND FASTENER REQUIREMENTS FOR ALL STRUCTURES �
.
M4'2008
M5-2006
7.OFOOTING AND SLAB ATTACHMENT TABLES
7]JREQUIREMENTS FOR SURFACE MOUNTED POSTS ONCONCRETE SLABS ORFOOTINGS
'
KX6-2000
W17-2006
7.OFORCES ONEXISTING STRUCTURES
STRUCTURAL PROPERTIES OF BEAMS, FASCIA, PANELS AND RAFTERS FOR USE BY DESIGN PROFESSIONALS
June 24. 20m
'PU
39
(GENERAL_N0TES7j,t,
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
20 PSF
21 PSF
25.2 PSF
33.6 PSF
50.4 PSF
LIVE LOAD ONLY
LIVE LOAD ONLY
DESIGN ROOF SNOW LOAD
DESIGN ROOF SNOW LOAD
DESIGN ROOF SNOW LOAD
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)
Ss > 150% ARE NOT REQUIRED AS PER ASCE7-05 12.8.1.3
S1 NOT APPLICABLE TO THESE STRUCTURES
SITE CLASS = D
BASIC SEISMIC FORCE RESISTNG SYSTEM
POSTS EMBEDDED -INTO FOOTINGS = INVERTED PENDULUM » R = 2.0
POSTS SURFACE MOUNTED = GENERIC SYSTEM » R= 1.25
ANALYSIS PROCEDURE = EQUIVALENT LATERAL FORCE PROCEDURE
THESE ROOFS ARE NOT SUBJECT TO MAINTENANCE WORKERS AND HAVE NOT BEEN EVALUATED FOR A
CONCENTRATED 300 LBF LOAD.
THE BASIS OF THE DESIGN FORCES ARE IN ACCORDANCE WITH THE BASIC LOAD COMBINATIONS DESCRIBED
IN IBC SECTION 1605.3.2 AND NO FURTHER INCREASES ARE PERMITTED FOR PATIO COVERS RESISTING
WIND OR SEISMIC FORCES.
ICC ESR 1398 6/1/2010
4. THIS ENTIRE ENGINEERING PACKAGE IS NOT'REQUIRED'FOR MOST BUILDING PERMITS. SUBMISSION FOR
A BUILDING PERMIT MUST INCLUDE: t
a. GENERAL NOTES (2 PAGES) 1
b. STRUCTURAL CONFIGURATIONS (1 OR 2 PAGES)
c. RAFTER SPAN TA8LES (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 LIVEISNOW AND WIND LOAD
e. ALL APPROPRIATE DETAILS
f. OTHER DOCUMENTATION REQUIRED BY LOCAL BUILDING AUTHORITY.
1
P.
Page 2 of 59
ENGINEERS STAMP
8139 R,
sT
S?292� q
s 5208 ,
ei��mdX NNYSON PARKWAY
SUITE 100
Bl11DLVC PRODCfTS, LSC. PLANO, TEXAS 75024
CMP
NONE lRUARTGENERAL NOTES I
GNO1=2006 1 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 Z-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/O 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 BE SUBSTITUTED FOR 3004H3x.
11. STEEL FASTENERS SHALL BE EITHER STAINLESS (3000 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. Ile
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 STRUCTUN
THE FIRST INTERIOR POST. (EXCEPT FOR FULL STRENGTH SPLICES) FULL STRENGN
(DETAILS O, U, AND X) MAY BE LOCATED ANYWHERE.
14. ALL SELF DRILLING AND SELF TAPPING SCREWS MUST COMPLY TO ICC ESR 1730, 1
OR EQUIVALENT.
15. ATTACHED STRUCTURES MAY NOT BE ENCLOSED IN ANY MANNER WITHOUT ADDIT
ENGINEERING ANALYIS OR APPROVAL OF THE LOCAL BUILDING AUTHORITY.
16. ALUMINUM SOLID ROOF PANELS ARE CLASS B FIRE RATED AS INDICATED BY THE
IN IBC SECTION 1505.3.
17. STRUCTURES MAY BE ATTACHED TO EAVE OVERHANGS PER SCHEDULE.
ICC ESR 1398 6/1/2010
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 roof snow load of 30 psf or less may be built in Seismic Design
Category (SDC) A -F up to the maximum Ss noted in 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 seismic 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 SPANS WITHIN 20%. 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. SINGLE SPAN LATTICE STRUCTURES THAT USE DETAILS L13, L14 OR L25 MUST COMPLY WITH
TABLE L1 AND L2 ON SHEET M5.
Page 3 of 59
ENGINEERS STAMP
,. � � ..Aermax
* 5208 TENNYSON PARKWAY
m
BUILDINC PRODUCTS. INC. SuITE 100
PLANO. TEXAS 75024
CMP DRAWING
PART GENERAL NOTES
NONEJORNAME
GN02-2006 1 2 OF 2
3'X8' ALUM HEADER
3'X8' STEEL C
DOUBLE ALUM HEADER
DOUBLE STEEL C BEAM
MULTI FREESTANDING.
LATE STRUCTURE
MAX. RAFTER SPAN
(CLEAR SPAN)
TWO OR MORE SPANS
'x6.625. 3'x8' OR 3'x3' ALUM. RAFTERS
1�
C
LATTICE OVERHANG 36' MAX RMAXI
AFTER .01L
24' MAX FOR 30 PSF SNOV
LOAD OR HIGHER IERHANG S 25/. OF
CL£ARSPAN
LATTICE OVERHANG
36' MAX•
24' MAX FOR 30
PSF SNOW LOAD OR
POST HTHIGHER . T OF CLEAR SPAN
3'x 8'x 12 or 16 GA
STEEL 'C' BEAM ,ogy,�l/y ��Py
a� FOR BEAM WRAP DETAIL. F, QO'fi ' "1P 0G WEC
•_,�s DETAIL 'LIS'.
`" ►'_ SINGLE SPAN ATTACHED 3>5' CONCRETE D FO REQ'TING
PATIO COVERS DO NOT V/ CONSTRAINED FOOTINGS
REQUIRE FOOTINGS SEE SCHEDULE FOR SIZE-�
DETAIL L29 ONLY �" �y -d-
3.5' CONCRETE SLAB I Y
REQ'D V/ CONSTRAINED I d1
FOOTINGS 11:1 VARIES SEE
PR fi O FASCIA
MIN. LF14GW 75% 2'x6.625', 3'x8' OR
�SINGIJ SPAN ATTACHED_ 3'x3' ALUM RAFTERS
LATTICE STRUCTURE'
MAX COVER PANEL LATrS
TAILS
R ER HFJ 2 �G � SEE I DETAIL L3 3�
SPACING = 3 B'�U 615 SC
e}3. y ,x.1,6.
PROVIDE N 1/ 3.5 CONCRETE SLAB REQ'D 3.5' CONCRETE SLAB REQ 'D Itsj�s0� �5 OF SS/O&
'd V/ CONSTRAINED FOOTINGS V/ CONSTRAINED FOOTINGS P UT,"y,�� FC
SEE SCHEDULE FOR I � A- � Z
FOOTING SIZE
51
rn
3 20
MULTISPAN UNITS ' 'd SIN F SPAN FREESTANDING I PUS 3/8' 0X 9' u 139
REFER TO GENERAL =1 SPM AM4M E1"' ° MLATTICE STRUCTURE ' � SCHEDULESEE `i. �
NOTE 22. r DETAIL L29 OR SI ONLY
l s C
TW TW TW ---�{
TW--TW--TW—TW / L cCla1
IS�. n,
4 - � Pur,. >
OVERHANG 139
O'HANG0-,,Ajmertiniax\\,s
su T£ 100
roaTENNYSON PARKWAY
--��
.. 130,01% PRODUCTS. m
PLANO. TEXAS 75024
Civ, -fes
ca�+CMP
S5zr.-- DRAWING
June 24, 2010 NONE OR CONFlGURATTONS
ALUMAWOOD STRUCTURAL
FREESTANDING STRUCTURE ATTACHED STRUCTURE
RA
ICC ESR 1398 6/1/2010 Page 5 of 59 ENGINEERS STAMP ORP SHEET
TRIBUTARY WIDTH (TW) DIAGRAM NUMBER SCO2-2006 2 OF 2
LATTICE 1.0 RAFTER SPANS FOR COMMERCIAL AND PATIO STRUCTURES
- -- -•• - ---•• ^ -- ^ •- --- 0 032'W"x6 625" Rafter Multispan)
v Ground
Rafter
Wind Speed and Exposure
Snow Load
Spacing
Exp B Exposure C
ps
(in)
110 90 110 120
10
24"
T-4"
7'-4"
64"
6-6--
'-6"LIVE
LIVE
20..
8'4"
8'-4"
T-3"
6'4"
20
16"
9'-8"
9'-8"
8'-5"
T-4"
LIVE
12"
11'-8"
11•_8"
10'-0"
V-10"
20
24"
4' 4"
4' 4"
4'-4"
4'-4"
LIVE
20"
5-0"
5-o"
5'-0"
5'-0"
30
16"
5-11"
5'-11"
5'-11'
5'-11"
12"
7'-4"
7'4"
7'4"
T4"
25
24"
4'-1"
4'-1"
4'-1"
4'-1"
20"
4'-9"
4'-9"
4'-9"
4--9--
'-9"16"
60
16"
5'-8"
5-8"
5'-8"
5--8--
'-8"12"
12"
T-7"
T-1"
T-1"
7'-1"
30
24"
3'-6"
3'-6"
T-6"
3'-6"
20"
4'-1"
4'-1"
4'-1"
4'-1"
16"
4'-11"
4'-11"
4'-11"
4'-11"
12"
V-2"
6'-2"
6-2"
6'-2"
40
24"
2'-9"
2'-9"
2'-9"
2'-9"
20"
T-3"
T-3"
3'-3"
3-3
16"
T-11"
T-11"
T-11"
T-11"
12"
4'-11"
4'-11"
4'-11"
4'-11"
60
24"
1'-11"
1'-11"
V-11..
T-1"
20"
2'-3"
2'-3"
2'-3"
2'-3"
16"
2'-9"
2'-9"
2'-9"
Z-9--
'-9"12"
12"
3'-6"
3'-6" 1
3'-6"
3'-6"
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'-T'
20
16"
14•_0"
14'-0"
13'_2..
11._11.•
LIVE
12"
16._6••
16._6'.
15-3"
13._70•
20
24"
6'-8"
6'-8"
6'4"
6'-8"
LIVE
20"
T-7"
7'-7"
T-7"
T -T'
30
16"
8'-11"
8'-11"
8'-11"
8'-11"
12"
10'-10"
10'-10"
10'-10"
10'-10"
25
24"
V-5"
6'-5"
6'-5"
6-5"
20"
T-4"
7'-4"
T-4"
T-4-
60
16"
8'-8"
8'-8"
8'-8"
8'-8"
12"
10._6"
10'-6"10._6"
914"
13._9"
30
24"
5'-7"
5--7"
5'-7"
5'-7"
20"
6'-5"
6'-5"
6'-5"
6-5"
16"
T-7"
T-7"
T-7"
T-7"
12"
9'-3"
9'-3"
9'4"
9--3-
40
24"
4'-5"
4'-5"
4'-5"
4--5-
20.
5'-2"
5'-2"
5-2"
5--2-
16"
V-1"
6'-1"
6'-1"
6'4"
12"
T-7"
T-7"
T -T'
T-7"
60
24"
3'-1"
3'-1"
"
T-1"
20"
3'-8"
3'-8"
Y-8"
T-8"
16"
[12"
4'-5"
4'-5"
4'-5"
4'-5"
12"
5'-7"
5'-7"
5'-T'
5'-7"
SINGLE SPAN TABLES L_
1c:....1e Q-1 0 032"x2"x6 625" Rafter
V Ground-
Rafter
FWind Speed and Exposure
Snow Load
Spacing
Exposure B Exposure C
1
si)
(in)
90 110 1 90 110
10
24"
10._2.
8'4"
87'
6'-4"
LIVE
20"
-
11'_5'.
T-3"
9'-8"
7'-3"
20
16"
12
10._7"
1
11 _1.•
8'-5"
LIVE
12"
14•4.
12.-6"
13._1'•
10•_0'
20
24"
5'-2"
5'-2"
5'-2"
5-2"
LIVE
20"
6-2"
6'-2"
6-2"
6'-2"
30
16"
7'-8"
T-8"
T-8"
T-8"
12"
10._2..
10'-2"
10'_2"
10'_0"
25
24"
4'-11"
4'-11"
4'-11"
4'-11"
20"
5'-10"
5'-10"
5'-10"
V-10"
60
16"
T-4"
7'-4"
T-4"
7'4"
12"
9'-9"
1 9'-9"
914"
13._9"
30
24"
4'-1"
4'-1"
4'-1"
4'-1"
20"
4'-11"
4'-11"
4'-11"
4'-11"
16"
6-1"
V-1"
G-1"
6-1"
12"
8'-1"
8'-1"
8'-1"
8'-1"
40
24"
3'-1"
3'-1"
3'-1"
3'-1"
20"
T-8"
T-8"
Y-8"
3'-8"
16"
4'-7"
4'-7"
4'-7"
4'-T'
17
6'-1"
V-1"
6'-1"
6-1"
60
24"
2'-0"
7-0"
2'-0"
Z-0--
'-0"20"
20"
2'-5"
2'-5"
2'-5"
2'-5"
16"
T-1"
T-1"
3'-1"
T-1"
12"
4'-1"
4'-1"
4'-1"
4'-1"
ICC ESR 1398 6/1/2010
S an
Ground
Rafter
Wind Speed and Exposure
Snow Load
Spadng
Exposure B Exposure C
( sf)
in
90 110 1 90 110
10
24"
14'_1..
13'_0"
13•_6'.
10'-7"
LIVE
20"
15-5"
14'-4"
14'-10"
11'-9"
20
16"
17'-2"
16._0"
16_8"
13'_2"
LIVE
12"
19._8,,
18'-6"
19'-7'
15._3"
20
24"
8'-10"
8'-10"
T-10"
8'-10"
LIVE
20"
10'-6"
10'-0"
10'-6"
10'-6"
30
16"
12._3'
12._3•.
12'_3"
12'_3•.
12"
14._1'
14'-1"
14._1..
14._1•.
-T-5--
25
24"
8'-5"
B'-5"
8'-5"
'-5"20"
20"
10•_1.•
10'_1"
10._1"
10'_1"
60
16"
12•_0"
12'_0"
12._0'.
12•_0..
12"
13•_9•.
13'_9.•
13._9.,
13._9"
30
24"
T-0"
T-0"
T-0"
T-0"
20"
8'-5"
8'-5"
8'-5"
8'-5"
16"
1 o'-6"
10'-6"
10'-6"
10'-6"
12"
12'-T'
12._7'.
12•_7•
12._7•,
40
24"
5'-3"
5'-3"
5'-3"
5'-3"
20"
6'-4"6'-4"
T-2
64"
6'-4"
16"
7'-10"
7'-10"
T-10"
7'-10"
12"
10'_6..
10'-6"
10'-6"
10•-6"
60
24"
3'-6"
77
3'-6"
376"
20"
4'-2"
4'-2"
4'-2"
4'-2"
16"
1
5'-3"
5'-3"
5'-3"
5'4"
12"
T-0"
7'-0"
7'-0"
7'-0"
V Ground-
Rafter
Wind Speed and Exposure
Snow Load
Spacing
Exp B Exposure C
( sf)
(In)
110 90 110 120
10
24"
14'-4"
14'-4"
14'-3"
12'-11"
LIVE
20"
16-0"
16'-0"
15'-8"
14'-2"
20
16"
18'-3"
18'-3"
1T-5"
15'-10"
LIVE
12"
21._5•.
21•_5•.
19._70".
18--2--
20
24"
9'-2" :
9'-2"
9'-2"
9--2--
'-2"LIVE
LIVE
20"
10'-4"
10'-4"
10'-4"
10'-4"
30
16"
12.4.
12._0"
12'-0"
12•_0••
12"
1 14'4"
14'-4"
14'4"
1 14'-4"
25
24"
V-10"
8'-10"
8'-10"
8'-10"
20"
10'-0"
10'-0"
10'-0"
10'-0"
60
16"
11._7..
11•_7.•
11•_7..
11--7--
12"
13'-11"
13'-11".
13'-11"
13'-11"
30
24"
T-9"
T-9"
T-9"
7'-9"
20"
8'-10"
8'-10"
8'-10"
8'-10"
16"
10'-3"
10'-3"
10'-3"
10'-3"
12" -
12.-5"
12._5"
12•_5.
11'-6"
40
24"
6'-3"
6'-3"
6:-3.".20"
5'-0"
37'
T-2"
T-2
7-216"
5--6-
24"
8'-5"
8'-5"
8'-5"12"
6'-11"
16"
10'-3"
10._3..
10._324"
9'-5"
60
36"
4'-6"
4'-6"
4'-6"20"
3'-6"
32"
5'-3"
5'-3"
5'-3"16"
T-10-
24"
6'-3"
6'-3"
6-3"
5--0-
12"
7'-9"
T-9"
T-9"
T-9"
c: -l-
Ground
Rafter
Wind Speed and Exposure
'Snow Load
Spacing
Exp B Exposure C
1
(p
in
110 90 110 120
10
36"
12'-5"
12'-5"
12'-5"
1175"
LIVE
32"
13'-5"
73'-5"
13'-5"
12'-2"
20
24"
16•_1"
16._1.•
15'_9"
14._3•.
LIVE
16"
20'-5"
20'_5..
19'4"
17•_5"
20
36"
7'-7"
7'-7"
T -T'
T-7"
LIVE
32"
8'-3"
8'-3"
8'4"
8--3-
30
24"
10._7.
10._2"
10._2..
10.4"
16"
13'-5"
13'-5"
13'-5"
13'-5"
25
36"
7'-3"
T-3"
T-3"
T-3-
32"
8'-0"
8'-0"
8'-0"
8--o--
'-0"24"
60
24"
9'-10"
9'-10"
9'-10"
9--10"
16"
13'-0"
13'-0"
13'-0"
13--0-
30
36"
6'4"
6'-4"
6' 4"
6'4"
32"
V-11"
V-11"
V-11"
V-11"
24"
8'-7"
8'-T'
8'-T'
8--7--
'-7"16"
16"
11'-6"
11'-6"
11'4"
11'-6"
40
36"
5'-0"
5'-0"
5'-0"
5'-0"
37'
5'-6"
5'-6"
5'-6"
5--6-
24"
V-11"
V-11"
6'-11"
6'-11"
16"
9'-5"
9'-5"
9'-5"
9'-5"
60
36"
3'-0"
T-6"
3'-b
3'-6"
32"
T-10"
T-10"
3'-10"
T-10-
24"
5'-0"
5-0"
5'-0"
5--0-
16"
V-11"
6-11"
V-11"
V-11"
3"x3" Rafter 6" o/c I Multis an or Single)
Ground
Rafter
Wind Speed and'Exposure
Snow Load
Gauge
Exposure C
( sf)
(in)
90 110 120 130
10
0.024"
12._7"
12._3"
11._3•.
10.-4"
LIVE
0.040"
16' 6" _
15'-4"
14'-5"
13'-8"
20
0.024..
8'-8"
8'-8"
8'-8"
8'-8"
LIVE
0.040"
13'-1"
13'-1"
13'-1"
'IT -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"
T-7"
T-7"
T -T'
7'-7"
0.040"
12'-1"
12'-1"
12'-1"
12'-1"
40
0.024"
6'-5"
6'-5"
6'-5"
6'-5"
0.040"
10'-4"
10'-4"
10'-4"
10'-4"
60
0.024"
4'-11"
4'-11"
4'-11"
4'-11"
0.040"
8'-2"
8'-2"
8'-2"
8'-2"
Amerimax Building Products
5208 Tennyson Parkway
Plano, Texas 75024
Carl Putnam, P. E.
3441 IvyBnk Place
Lynchburg, VA 24503
cariputnam(Mcorncast.net
TABLE 1.3 ---
NOTE: RAFTERS MAY OVERHANG 25% OF THEIR CLEARSPAN
0 042"x3"x8' Rafter Single Span) {RAFTERS O/C SPACING MAY BE DOUBLED IF THE
(RAFTER$ ARE DOUBLED UP TO 48" OIC
V Ground-
Rafter
Wind Speed and Exposure
Snow Load
Spacing
Exposure B Exposure C
(psf)
in
90 110 90 110
10
24"
17'-10"
1T-2"
1T-9"
14'-3"
LIVE
20"'
19'-1"
18'-9"
19'-1"
15'-8"
16"
20'-6"
20._5••
20.4.
17'-5"
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"
16"
15'-6"
15'-6"
15'-6"
15'-6"
12'
17--19.117'-10"
17'_5.
1T-10"
17'-10"
25
24"
12'-5"
17-5"
12'-5"
12--5--
2'-5"20"
20"
13'-7"
13'-T'
13'-7"
13--T-
16"
15-2"
15._7'
15'-2"
15--2--
12"
17'-5"
17._5••
1T-5"
17._5'
30
24"
10'-7"
107'
10'-T'
10'-7"
20"
17_5"
12'_5••
12•_5.'
12--5--
16"
13'-10"
13'-10"
13'-10"
'IT -10"
12"
15'-11"
15-11"
15'-11"
15'-11"
40
24"
T-11"
T-11"
7'-11"
T-11"
20"
9'-6"
9'-6"
9'-6"
9'-6"
16"
11'-10"
11'-10"
11'-10"
11'-10"
12"
13'-10"
13'-10"
13'-10"
13'-10"
60
24"
6-4"
5'-4"5'�"-4
3'-10"
5'-4 "
20"
-4
6'"
6'-4"
6'"
6'-4"
16"
110'-7"
T-11"
T-11"
T-11"
7'-11"
12"
8'-8"
10'-T'
10'-T'
10'-7"
Page 6 of 59
Ground
Rafter
Wind Speed and Exposure
Snow Load
Spacing
Exposure B Exposure C
( sf)
in
90 110 90 110
10
36"
16'-0"'
15-5"
16'-0"
17--8-
LIVE
32"
1T-5"
16-5"
1T-1"
13--6-
24"
20'-0"
19'_1'•
18'_9"
15._8"
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"
W'. -1010.-10..l
0'-10"
10'-10"
24"
14'-4"
14'4"
14'4"
14'-4"
16"
17'-5"
17'_5.
1T-5"
17•_5"
25
36"
9'-3"
9'-3"
9'-3"
9'-3"
32"
10'-4"
10'4"
10'-4"
10'4"
24"
13'-9"
13._9"
13•4.
13--9-
16"
1 T-0"
17'-0"
1 IT -o"
1 17'-0"
30
36"
T-8"
T-8"
T-8"
T-8"
32"
8'-8"
8'4"
8'-8"
8'-8"
24"
11'-6"
11._6.•
11'-6"
11.-6"
16"
15_7"
15._7'
15•_7.
15•_7.
40
36"
5'-9"
5'-9"
5'-9"
32"
6'-6"
6'-6"
6'-6"
6' 6"
24"
8'-8"
8'-8"
8'41"
16"
12'-11"
17-11"
12'-11"
12'-11"
60
36"
3'-10"
3'-10"
3'-10"
T-10"
32"
4'4"
4'-4"
4.4"
4' 4"
24"
5'-9"
5'-9"
5 _9"
5'-9"
16"
8'-8"
8'-8"
8'-8"
8'-8.
Ste? 2 9 ?
r ,
LATTICE COVER 2.0 POST SPACINGS FOR
90 MPH
tied Freestanding or TABLF 2.1 Attached Freestanding Or Attachetl Freestanding or Attached Freestanding or
.cure Multispan Units StruCture Multis an Units Structure ]Free
Multis an Units Structure Muhispan Units
MAX POST LENGTH GROUND TRIB MAX POST MA% MAX POST LENGTH - MAX ',1 MAX POST LENGTH MAX MAX POST LENGTH
TOTER 8' I 10' I 17 SNOT.' VADTH POST EO' POST MIN FOOTER 8' I 10' I 17 POST MIN FOOTER •r 8' I 10' I 12' POST MIN FOOTER N I t0' I 12
SIZE CONSTRAINED FOOTER LOAD iFTI SPACING FOR SPACIN POS SIZE CONSTRAINED FOOTS SPACIN POST SIZE CONSTRAINED FOOT SPACIN OS SIZE CONSTRAINED FOOTS
'd 'd "d "d' (PSFI ON SLAB SLAB (FT) TYPE 'd 'd' "d 'd (FT) TYPE ^d - (FTI P.'P -d' .d - ^d 'd
lin) lin) lin) (m) (FT) lin( Gni lint (�) pni �finl ' (int (int lint Iml (in) (i^)
80 MPH EXPOSURE B
10
LIVE
90 MPH
3
3.5
4
4.5
5
5,5
6
6.5
7
7.5
8
8.5
9
9.5
10
11
12
13
• TABLE
-2.1
Attached
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
Freestanding or
24
24
23
23
23
n
22
n
n
21
2123
21
21
21
21
20
21
21
Attached
Freestanding or
20'•11"
19'-4"
18'-0"
16-11"
16-0'
151.2-
14'6
13'-10"
13'4'
12'-9'
12'-4'
11'-11"
11'6"
11'-2"
10A'
10'-Y
9'S"
9'-2'
A
A
B
B
B
B
O
B
C
C
C
C
C
C
C
C
C
C
21
21
n
22
22
23
-,
23
23
24
24
24
24
24
25
25
25
25
27
26
26
--26
25
25
i9
25
24
24
24
24
24
24
29
2B
28
27
27
27
OS'
26
26
26
25
25
25
25'
Efl
Structure
.
Multispan Units
20
20
21
21
21
22
»
22
23
23
23
27
23
24
24
24
24
25
Structure
MuIGs an UnilS
28
28
27
27
26
26
26
26
26 '
25
25
IS
25
25
25
24
26
25 '
GROUND
TRIS
'MAX
POST
MAX
A
MAX POST LENGTH
MAX
28
27
MA%POST LENGTH
I /0' I 12'
MAX
POST
SNOW
WIDTH
POST
REOD
POST MIN
FjOOTER
8'• I 10' I 12
POST
PAIN
FOOTER 8'
29
1 LOAD
. (FT)
SPACING
FOR
SPACIN POST
1 SIZE
CONSTRAINED FOOTE
SPACIN
POST
SIZE CONSTRAINED FOOTS
SPACIf,
(PSFj
.
ON SLAB
SLAB
(FTj TYPE
I 'd
riot
'd 'd 'd
lint lint I lin)
(FTI
TYPE
"d 'd ^d 'd^
lint li^I.. lint It^)
(FTl
tied Freestanding or TABLF 2.1 Attached Freestanding Or Attachetl Freestanding or Attached Freestanding or
.cure Multispan Units StruCture Multis an Units Structure ]Free
Multis an Units Structure Muhispan Units
MAX POST LENGTH GROUND TRIB MAX POST MA% MAX POST LENGTH - MAX ',1 MAX POST LENGTH MAX MAX POST LENGTH
TOTER 8' I 10' I 17 SNOT.' VADTH POST EO' POST MIN FOOTER 8' I 10' I 17 POST MIN FOOTER •r 8' I 10' I 12' POST MIN FOOTER N I t0' I 12
SIZE CONSTRAINED FOOTER LOAD iFTI SPACING FOR SPACIN POS SIZE CONSTRAINED FOOTS SPACIN POST SIZE CONSTRAINED FOOT SPACIN OS SIZE CONSTRAINED FOOTS
'd 'd "d "d' (PSFI ON SLAB SLAB (FT) TYPE 'd 'd' "d 'd (FT) TYPE ^d - (FTI P.'P -d' .d - ^d 'd
lin) lin) lin) (m) (FT) lin( Gni lint (�) pni �finl ' (int (int lint Iml (in) (i^)
80 MPH EXPOSURE B
10
LIVE
90 MPH
3
3.5
4
4.5
5
5,5
6
6.5
7
7.5
8
8.5
9
9.5
10
11
12
13
EXPOSURE
22'-8"
191-51,
1T-0"
IV -1"
13'-T
12-0'
114'
101-5-
91 S'
9'-1'
8'S"
8'-0"
7'6"
T -Y
6B'
6'-Y
5'S"
5'-2"
B
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
13'-3'
12'-1"
11'•2'
10'4'
9'6'
9'•1"
8'6"
8'-1"
T-8"
T4"
7'-0"
6'-8"
F-5"
6.7'
5--11'
5'S'
5'-Y
4•-9'
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
18
18
18
19
19
19
19
19
20
20
20
20
20
20
20
20
21
21
24
24
23
23
23
n
22
n
n
21
2123
21
21
21
21
20
21
21
26
25
25
24
24
24
24
23
23
23
22
n
22
22
n
n
22
27
27
26
26
25
25
25
25
24
24
24
24
23
23
23
23
23
23
20'•11"
19'-4"
18'-0"
16-11"
16-0'
151.2-
14'6
13'-10"
13'4'
12'-9'
12'-4'
11'-11"
11'6"
11'-2"
10A'
10'-Y
9'S"
9'-2'
A
A
B
B
B
B
O
B
C
C
C
C
C
C
C
C
C
C
21
21
n
22
22
23
-,
23
23
24
24
24
24
24
25
25
25
25
27
26
26
--26
25
25
i9
25
24
24
24
24
24
24
29
2B
28
27
27
27
OS'
26
26
26
25
25
25
25'
Efl
30'
29
29
29
28
28
�4
27
27
27
27
27
26
26
18'-T
t7'•3'•
16'-1"
15'-1-
14'4"
13'-7"
11'.n"
12'5'
tt'-11'
11'6"
11'•1"
10'-9"
10'•5-
101.11'
9'-10"
9'-3'
8'-10"
8'S'
A
A
A
B
B
B
fl
B
8
B
B
B
C
C
C
C
C
C
20
20
21
21
21
22
»
22
23
23
23
27
23
24
24
24
24
25
25
25
24
24
24
23
23
23
23
23
23
27
23
24
24
24
24
25
27
26
26
25
25
25
25
24
24
24
24
24
24
24
24
24
24
25
28
28
27
27
26
26
26
26
26 '
25
25
IS
25
25
25
24
26
25 '
f 130
x 10 j
3
22
A
13'-3-
A
20
26
-28
30
20'4-
A
23
29
31
32
32
18'-2"
165"
A
A
22
23
27
27
29
28
30 -
LIVE j
3.5
19'-5'
A
17-1"
A
20
26
28
27
29
28
18'-10"
17'-7'
A
8
23
24
29
28
30
30
31
15'6"
A
23
26
28
29
4
17'-0"
A
11'-Y
A
A
21
21
25
25
27
28
165'
B
24
28
29
31
14'-9"
A
24
26
28
29
d,5
15'-t'
1]'-1'
P
A
104"
9'S"
A
21
25
26
28
15'-T
B
25
27
27
29
29
31
30
13'-11'
13'-3"
B
B
24
24
26
25
27
27
29
28
5.5
12'4'
A.
9--1'
A
21
24
26
27
27
14'-9'
14'-1'
B
8
25
26
27
26
30
12'5"
8
25
25
27
28
6
Vs -
114'
-1015'-
A
`A--
8'S'
`8'-t"'
A
`A •
22
n
24
24
26
25
27
13'-6'
8
26
27
26
30
12' 1"
B
B
25
25
25
25
26
26
28
28
-7
y9'6'�
-A`
-'T6-`
- A'
n
24
25
26
17-11'
B
26
26
28
29
11'-7"
t
B
25
25
26
27
7.5
9'-1"
A
7'4"
A
22
23
25
26
12'S'
C
C
26
27
26
27
28
27
29
29
1'-7'
10'-10-
B
26
26
26
21
8
8.5
8'6"
w -al
A
A
T-0"
6'6-
A
A
n
n
23
23
25
24
26
26
11'-11"
11'5'
C
27
27
27
29
10' 5"
B
- 26
26
26
26
26
27
27
9
S
7''
A
6'S'•
A
23
23
24
26
25
11'-2' •
10'•10"
C
C
27
27
27
27
27
27
29
28
t0'-1'
9'-10'
B
C
26
26
26
26
27
9.5
7'-Y
A
6'•7'
A
A
23
23
23
23
24
24
25
10'5'
C
27
27
27
28
9'S"
C
27
Z7
27
27
10
6'-9"
A
5'-11'
23
24
25
9'-10'
C
28
28
28
28
9-0-
C
27
27
27
27
11
12
6'•2"_
5'6"
A
A
5'6"
6
A
A
23
23
23
23
25
94'
C
28
28
28
28
8'•7'
C
27
27
27
27
t3
s-2^
A
4'-9"
A `
23
23
24
25
8'-10'
C
28
28
28
28
8'-2'
C
28
28
28
28
20
.LIVE
90 MPH
3
7.5
4
d.5
5
5.5
6
6.5
7
7.5
8
8.5
9
9.5
10
11
12
13
EXPOSURE
111•10"
10 2"
8'-11"
T-11'
T-1'
6S'
5'-11'
5'S"
5'-1"
4'-9'
4' S"
4'-2"
3..11..
T-9"
7'S"
3'-2'
7-/ 1'
2'S"
B
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A -
A
A
A
81•10'
7'-11'
Td"
6'S'
6-2"
5'A"
5'4'
5'-0"
4'6"
4'4"
4'-1'
3'•10'
3'-T
3'-5"
3'J"
7-11'
2'6"
2'6'
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
15
16
16
16
16
16
16
17
17
17
17
17
17
17
17
17
17
17
n
n
21
21
21
20
20
20
20
19
19
19
19
19
19
20 -
20
20
24
23
23
22
n
22
21
21
21
21
20
20
20
21
21
21
n
n
25
24
24
24
23
23
23
n
22
n
22
21
22
n
n
22
23
23
14-10'
17'6^
12'6'
i t'-10"
1 t'-1'
10'6'
"A I'
9'5"
9'-0'
8'-7'
8'-3'
T-11"
T5"
7'4"
7--l"
6'S"
6' 3
5'•10'
B
B
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
18
19
19
19
20
20
20
20
21
21
21
21
Z1
21
21
22
n
n
25
24
24
24
23
23
23
23
n
22
n
n
22
21
21
22
n
22
26
26
26
25
25
25
24
24
24
24
23
23
23
23
23
22
n
n
28
27
27
26
26
26
26
25
25
25
25
- 24
24
24
24
24
23
23
13'4"
12 3"
11'
10'6'
10'-1'
9'6'
9'-1"
8'S"
8'-3'
7'-11"
7'•7'
7'4"
T-1'
6'•10"
6'-7-
6'•3-
5'-11"
5'-T
B
B
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
18
18
19
19
19
20
20
20
20
21
21
21
21
21
21
21
n
23
23
23
n
n
n
21
21
21
21
21
21
21
21
21
21
21
n
25
24
24
24
23
23
23
23
n
22
n
n
22
n
n
21
n
22
26
26
25
25
25.
24
24
24
24
24
23
23
23
2I
23
23
23
23
ICC ESR 1398 6/1/2010
30 3 F -or A 7'•7" A t5 n 23 24 13'-Y C 18 '29 26 27 11'-t0' C 17 23 24 25
3.5 6'-10" A 6'-9- A 15 21 22 24 17.0" C t8 24 25 27 10'-10" C 17 n 24 25
6'-0' A 6'-2' 6 15 21 n 23 tt'-t" C 18 23 25 28 10'-t' C 18 n 23 25
4.5 5'<- A S'S" 8 15 20 n 23 1014' C 19 `` 17 24 26 9'S" C t8 22 23 24
5 4'-/0" A 5'-Y B 15 20 21 23 9'S' C 19 23 24 25 e'-10" C 18 21 • 23 24
5.5 4'4- A 4'A' B 15 20 21 n 9'-1- C 79 „ n 21 ' 25 8'4' C . 19 21 23 24
6 1'-0' -A 4'4' B 15 79 21 n 8'-7" C 19 +n 24 25 T-1 /' C 14 21 n 24
6.3 31-91 A 4'-0" B 15 19 m 22 6.4. d .9 . k� 02 - ns . T.7" r 19 71 72 23
7 3'S' A 3'A" 6 15 19 20 21 TA" C 20 n 23 24 T-3' C 19 21 22 23
7.5 3'-Y A 3'S'. B 15 19 20 21 7'S' C 20 21 23 24 6'-11' C 19 20 n 23
8 3'1' A 3'-3-- 6 15 19 20 21 7'-1' C 20 X121 23 24 6'6' C 19 20 22 23
8.5 2-10" A T-1' B 15 19 20 21 6'-10' D 20 21 22 24 6'S" C 20 20 21 23
9 2'6' A 2-11' B 15 19 20 n 6'6" D 20 i 21 n 24 6'-Y C 20 20 21 23
PS 76' A - 2'-0" 8 15 19 _ 21 - n 6'J" D 20 21 n 23 5'-11' C 20 20 21 n
30
90 MPH
3
3.5
4
4.5
5
5.5
6
6.5
7
7.5
8
92'6"
.5
EXPOSURE
8'-0"
6'-10"
6-0'
5'4'
4'-10'
4'4'
4'-0-
3'S'
3'5"
Y -Y
3'4'
7-10"
2'S'
G
A
A
A
A
A
A
A
A
A.
A
A
A
A
A
T-7,
6'-0"
6'-2"
5'6' -
5'-Y
4'6"
4'4'
4'-0'
3'6"
3'S'
3'-3'
3-1"
7.11"
2'S'
A16
A
B
a
8
8
B
B
B
B
B
8
B
B
17
17
17
17 '
17
17
17
17
- 17
17
17
17
t7
23
23
22
n
n
21
21
21
20
20
20
21
21
21
25
24
24
24
23
23
23
n
n
n
n
22
22
n
26
26
25
25
25
24
24
24
23
23
23
23
24
24
13'-2"
17-0"
11'-1"
10'4"
9'S'
9'•1'
8'-T
8'-Y
71S"
TS"
7'-1"
6'•10"
6'6"
6'J'
C
C
C
C
C
C
C
C
C
C
C
D
O
D
20
20
21
21
21
21 -
22
n
22
22
22
23
23
23
26
26
�25
25
125
.24
' 24
t'24
"' 24
X 23 '
23
23'
n
'. 23
28
28
27
27
26
26
26
ZS
25
25
25
24
24
24
29
29
28
28
28
27
27
27
27
26
2624
2623
2623
25
11'-10"
10'-10"
10'-1-
9'-5"
8'-10"
B'4"
T-11"
7'•7"
r.3..
C
C
C
C
C
C
C
C
C
C
C
19
20
20
20
21
21
21
21
n
n
22
25
24
24
24
23
23
23
23
n
n
22
26
28
25
25
25
25
24
24
24
24
23
28
27
27
27
26
26
26
25
25
25
25
28.5
25
24
Page 7 of 59
01, June 24, 2010
LATTICE COVER 2.0 POST SPACINGS FOR PATIO AND COMMERCIAL COVERS 90 MPH WIND AREA:
0.042"x3"x8" Box Beam (Detail Lt) Double 0.042"x3"x8" Detail L12 Double 0.040"x2"x6.625" (Detail L12 0.042'k39c8" Box Beam (Detail L7) Double 0.042"1CJ'k8" Detail L12) Double 0.040"x2"x6.625" Detail L12)
TABLE 2.1 Attached Freestanding or Attached Freestanding or Attached Freestanding or TABLE 2.1 Attached Freestanding or Attached Freestanding or Attached Freestanding or
Structure Multispan Units Structure Multispan Units Structure Multis an Units Structure Multispan Units Structure Mullispan Units Structure Multis an Units
GROUND TRIG MAX POST MAx MAXPOSTLENGTH MAxjEeMAX
POST LENGTH MAX MAX POST LENGTH GROUND TRIG MAX POST MAX MAX POST LENGTH MAX ,MAX POST LENGTH MAX MAX POST LENGTH
SNOW
WIDTH POST REO'D POST MIN FOOTER 9' I 10' I 17 POST S. I 10' ' 17 POST MIN FOOTER 8' I 10' I 17 SNOW WIDTH POST REO' POST MIN FOOTER 8' I 10' 17 POST MIN FOOTER 8' I 10' I f7 POST MIN FOOTER 8' I 10' I 12'
LOAD (FTI SPACING FOR SPACIN]TYPE
POST SIZE CONSTRAINED FOOTER SPACIN CONSTRAINED FOOTER SPACING POS SIZE CONSTRAINED FOOTE LOAD (FT) SPACING FOR SPACIN POS SIZE CONSTRAINED FOO- SPACIN POST SIZE CONSTRAINED FOOTERSPACIN POS SIZE CONSTRAINED FOOTER
(PSF) ON SLAB SLAB IFTI .1 .p. "d" "d' IFTI .4" 'd 'Q' (FT) TYPE '1 'd' '4' -G (PSF) ONF LAB SLAB (FT) TY (� (int 1 � (inl -cr(FT) TYPE (in) 1 �1 0n i� (FT) TYP lint 1�1 (� ( 1
(FT) (m) I.n) (in) (in) (.I (in) (in) Un) Ont lint lint )
90 MPH EXPOSURE C 90 MPH EXPOSURE B
20 3 11'-10' A 8'-10' A 17 24 26 27 14'-10" 8 21 17 29 30 17-y' B 20 25 27 28 60 3 4'•1- A 4'-5- 6 12 19 21 22 9'-9' C 15 22 24 25 8'-0" C 15 21 22 24
LIVE 3.5 10'•7' A T-11' A 18 24 25 27 13'-0' 8 21 27 28 30 1T-3" B 20 25 27 28 3.5 3'6' A 3'-10' B 12 19 20 21 T -2'T -11 C 16 21 23 24 &.9"74" C 15 21 22 23
4 8'-11' A TJ' A 18 23 25 26 12'-8' C 22 26 28 29 11'-5" B 21 25 26 28
d 3'-0" A 3'4' B 12 18 20 21 7'-Z" C 16 21 2] 24 6'•9` C 16 20 22 23
4.5 7'-11' A 8'-8' A 18 27 24 Z6 11'-10" C 22 Z6 27 29 10'-8" C 21 24 26 27 4.5 2'35" A 7-11' B 12 18 19 21 T-7- D 16 121 22 24 6'-3" C 16 20 21 23
A 6'-7 A 18 22 24 25 11'-1' C 22 25 27 28 10'-1' C 21 24 25 27 5 2'
5 7'-1' 35' A 2'-e' B 12 18 19 20 6'•2' D 16 21 22 23 5'-10' D 16 ZO 21 22
55 6,5' A 5--g- A 18 22 24 25 101-5 C 22 25 27 28 9'35' C 24 25 27 5.5 2'-7' A 7-5' B 12 18 19 20 5'-0' D 16 20 22 23 5'35' D 16 19 21 22
6 5'-11' A 5'4' A 19 22 23 �5 9'-1Y" 1, IS !4 au [0 P 1• 4 n 75 7fi ¢ 2'-0" A 2'-7 B 12 18 19 20 5'4- D 16 20 21 23 5'-1' D 16 19 21 22
6.5 5'35' A S-0' A 19 22 23 24 9'35' C 23 25 26 28 8'A' C 2? 27 ZS 26 6.5 1'-10' A 7-0' B 13 18 19 '11 5�1 U 1I I au [ i LL 1' tp• 0
3n 2z
5'-1' A 4' 8: A 19 21 23 24 9'-0" C 23 Z4 26 27 B'-0' C 23 Z3 25 26
1'35` A 1'-11' 8 11 18 2(1 21 d'-9' D 17 20 21 22 4'-7' D 16 19 20 21
77 4'-9' A 4'4' A 19 Zt 27 24 8'-T C 23 20 26 27 T1. C 23 23 24 26 7.5 /'-7- A 1'-9' B 12 19 20 21 4'6' O 17 19 21 22 4.4' D 17 19 20 21
. 4'-5' A 4'-1` A 19 21 22 24 8'-3' C 24 Z4 25 27 7'-7' C 23 23 24 25 8 1'35" A 1'35' B 12 19 20 21 4'a' D 17 19 21 22 4' Z" D 17 19 20 11
_. -__ ._ ". „ n, r_„- r 24 24 25 27 7'4' C 2J 27 24 25 - 8.5 t'-5' A 1'-T B 12 19 ZO 21 4'-0` D 17 19 ZO 22 4'-0' D 17 19 20 21
yu 3rn
90 MPH
EXPOSURE
B
A
17
24
26
24
25
14'.6'
C
18
25
26
28
13'-0"
C
18
23
25
26
25
3
9'-71
A
8'35'
A
15
22
23
24
13'4-
C
19
24
26
27
11'-11-
C
18
23
24
26
25
3.5
T-2"
A
TA'
A
16
22
21
23
24
12'4"
C
19
24
25
27
11'-1"
C
18
22
24
25
4'-9'
4
T-2'
A
T-0'
A
B
16
16
21
22
23
11'.6-
C
19
24
25
26
101-5-
C
19
22
24
25
22
4.5
6'4`
A
6'-5'
B
16
21
22
23
10'•9`
C
20
23
25
26
9'-10"
C
19
22
23
25
A
5
5'A"
A
5-/1'
B
16
20
22
23
10'-7
c
20
23
2a
26
9'J'
C
14
22
27
24
21
5.5
5'-7
A
535'
1. CHOOSE FREESTANDING OR ATTACHED STRUCTURE
14
20
21
23
9'35'
C
20
23
24
25
8'-10`
C
19
21
23
24
6. CHOOSE A HEADER FROM TABLE 2.1 THAT HAS ADEQUATE
6d•-9"
POST SPACING.
A
5'-7
''
B
15
16
20
21
22
T-2'
C
20
22
24
25
-5
81'
C
20
21
23
24
6.5
4'35'
A
42
B
8
16
19
21
22
8'-9'
C
20
22
24
25
8'-0'
C
20
21
22
24
4'-1'*
A
4'S'
16
19
21
22
8'4'
C
21
22
23
25
7'-0'
C
20
21
22
23
7,5
3'-10-
A
4'•7B
79
20
22
8 '-Cr
C
21
22
23
24
7'-5'
C
20
21
22
23
8
3'•7'
A
3'-11'
B
16
19
20
21
T-8'
C
21
22
23
24
T-7
C
20
20
22
23
8.5
3'4'
A
3'35'
a
16
19
20
21
7'1'
C
21
21
23
24
6'-11"
C
20
20
22
23
9
7'-2'
A
3'-5'
B
16
76
13
21
22
T-1'
C
21
21
23
24
6'-8-
C
21
21
22 1
23
9.5
3._o
A
3'3'
0
yu 3rn
nr9 a7*
.- A
8'35-
A
17
24
26
27
3.5
8'-7
A
TS'
A
17
24
25
26
4
7'-2'
A
T-0'
A
18
23
25
26
4.5
6'4-
A
6'S'
B
18
23
24
26
5
5'-9'
A
5'-11'
B
18
22
24
25
5.5
F-2'
A
5'35-
0
19
22
24
25
6
4'A"
A
5-2'
B
18
22
23
25
6.5
4'-5`
A
4'-9'
B
1B
21
23
24
7
4'-1'
A
4'35-
B
18
2123
23
24
7.5
3'-10"
A
4'-7
B
18
21
22
24
8
3'-7`
A
3'-11'
B
18
2122
22
23
8.5
3'4'
A
31-8'
8
le
21
22
23
9
X-7
A
T-5'
B
18
21
22
24
9.5
7'-0'
A
T-3'
B
18
21
22
24
107-10"
D
A
3'-1'
B
18
21
23
24
GENERAL INSTRUCTIONS FOR THESE TABLES
7-7
1. CHOOSE FREESTANDING OR ATTACHED STRUCTURE
14
2, CHOOSE PROJECTION, WIDTH AND OVERHANG OF UNIT
21
1. DETERMINE WIND AND LIVE OR SNOW LOAD OF STRUCTURE
SITE
(PATIO UNITS USE 10 PSF MIN, COMMERCIAL UNITS
19
USE 20PSF MIN)
23
4. CHOOSE A RAFTER FROM TABLES 1.1 TO 1.8 THAT HAS
V-1`
ADEQUATE CLEARSPAN FOR YOUR NEEDS.
18
6. DETERMINE TRIBUTARY WIDTH FROM TABLE 2.2 OR
22
CALCULATE FROM TRIBUTARY DIAGRAM ONSCO2 PAGE 2 OF 2
6. CHOOSE A HEADER FROM TABLE 2.1 THAT HAS ADEQUATE
6.5
POST SPACING.
A
7. USE THE APPROPRIATE FOOTER SIZE SHOWN.
8
ICC ESR 1398 6/1/2010
60
90 MPH
3
EXPOSURE
4'-1'
C
A
4'-5'
B
74
21
23
24
8'•9'
C
17
24
26
27
8'-0'
C
17
23
24
26
5'
3.5
3'35'
A
3'-I(r
B
74
21
22
23
7'-11'
C
16
24
25
27
7-4'
C
17
22
24
25
6'
4
3'-0'
A
3'4'
B
14
20
22
23
7-7
C
18
:23
25
26
F-9"
C
17
22
24
25
T
4.5
7-8'
A
2'•11'
B
14
20
21
22
F -T
D
18
23
24
26
S-3'
C
18
22
23
25
5
7-5'
A
735'
8
14
19
21
22
6'-7
D
18
22
24
25
5'-10'
D
18
21
23
24
5.5
7-2"
A
7S'
B
14
19
21
22
5'35'
0
18
22
24
25
5'S'
D
18
21
23
24
6
2'-0'
A
7-7
B
14
19
21
22
5'4'
D
19
22
23
25
V-1`
D
18
21
22
24
6.5
1'-10"
A
7-0'
8
14
20
21
2?
5'-0'
D
19
22
23
24
d'-70'
D
18
21
22
24
7
7. 9•'
A
1'-11'
B
14
20
2+
23
4'.9'
O
19
"21
27
24
4'-7`
D1
19 1
21
1 22 1
23
OVER-
HANG
',TABLE 22 TRIBUTARY MOTHS FOR SINGLE SPAN ATTACHED STRUCTURES]
- PROJECTION OF SINGLE SPAN STUCTURES IFT)
FT
8'
9'
tO
11'
12' 13' 14' 15' 16' 17' _
- 18'
19'
X20'
21'
22'
P
4'
4.5'
5'
iT
S 6.5' 7' 7.5' 8' 8.5'
9'
9.5'
10'
10.5'
11'
1'
4.5'
S'
5.5'
S
5' " 6. T 7.5' 8' 8.5' 9'
9.5
10'
10.5'
11'
11.5'
2'
5'
5.5'
6'
6.57
T 7.5' 8' 8.5' 9' 9.5'
10'
10.5'
11'
11.5'
12'
3'
5.5'
6
6.5'
7'
7.5' 8' 8.5' T 9.5' 10'
10.5'
11'
11.5'
17
12.5'
4'
6'
6.5'
T
7.5'
8' 8.5' 9' 9.5' 10' 10.5'
11'
11.5'
IT
1235'
13'
5'
6.5'
T
7.5'
8'
8.5' 9' 9.5' 10' 10.5' 11'
11.5'
17
12.5'
13'
13.5'
14'-0' C 20 27 29 30 13'-0' C 20 25 27 28
13'4' C 21 26 28 30 11'-11- C 20 25 26 28 TABLE 2.3 Post Requirements TABLE 2.4 Post Requirements for
174' C 21 26 28 29 11'-1" C 21 24 26 27 for Attached Structures Freestanding Structures
11'.6' C 22 26 27 29 1a Post Desuiption
-5. C 21 24 2v 27 Max POST Post Description Maximum Max POST
101-9' C 22 25 27 28 9'-l0` C 21 24 25 27 Hgl _ Footin Height
10'-7 C 22 2s 27 28 9'•3' C 22 24 25 26 Twin 0.062"x1.5"x1.5" Scroll 9' 1 A I 0.041"x3"x3" Steel Clover d = 23" 12' D
91-8` C 23 25 26 26 8'-10` C 22 23 25 26 0.042"x3'k8" Aluminum Post 11' 1 B 0.041"x3"x3" Steel Clover d = 23" B' E
91-7 C 23 24 26 27 e'-5' C 22 23 25 26 0.024"Pdstwith Sideplates 12' B 3/16'k3"X3" Steel Square d = 32" 15' F
8'•9' C 23 24 26 27 8'-0" C 22 23 24 26 Clover 0.039'4'YCJ" Alum - - - 11' 8 I 3/16"x4"x4" Steel Square d = 38" 18' G
E14c 23 24 26 27 TS- C 22 23 24 26 Clover 0.040"x3'k3" Alum 12' B 5/16"x4"x4" Steel Square d = 42" 18' H
8'-0' C 23 24 . 25 27 T-5' C 23 23 24 25 Colonial 0.062" Extruded 12' C
7'.8' c 27 zd 25 26 r-7 c 23 23 zd zs 0.041 "x3"x3" Steel Clover 12' D
7'-5' C 24 24 25 26 6'-1 Y C 23 23 24 25 0.04 "X Steel Clover 8' E
7'-1' C 24 24 25 26 6135' C 23 23 24 25 3/16"x3'703" Steel Square 15' F
D 24 1 24 25 26 6.35- 1 C 1 23 123 23 25 3116x4%4 Steel Square 18' G
5/16"x4"x4" Steel S uare 16' H _
8. FOR SINGLE SPAN ATTACHED UNIT USE THE POST SHOWN
UPGRADE THE POST IF THE HEIGHT IS NOT SUFFICIENT Amerirnax Building Products
FREESTANDING AND MULTISPAN UNITS USE TABLE 2.4 5208 Tennyson Parkway
9. FIND THE O/C SPACING OR # OF FASTENERS FOR ATTACHING TO WALL FROM TABLE 7.6 Plano, Texas 75024
10. USE THE APPROPRIATE DETAILS
11. ALL LATTICE NOT USING DETAIL L29 MUST COMPLY WITH TABLES L1 AND L2 ON SHEET MS Cart Putnam, P. E.
FOR PATIO SLABS FOLLOW 1.6 FROM ABOVE THEN 3441 Wink Place
SLAB 7. DETERMINE MAXIMUM POST SPACING ON SLAB FROM TABLE 2.1 Lynchburg, VA 24503
SLAB B. USE THE SMALLER OF THE POST SPACING ON SLAB OR HEADER POST SPACING carlputriarl0comcast.net
SLAB 9. FOLLOW 9.11 FROM ABOVE
SLAB 10. FOR TWO POST STRUCTURES USE TABLE 7.1 ON SHEET M3 FOR SLAB REQUIREMENTS INSTEAD OF THESE TABLES
Page 8 of 59
9 Ts 0
ti LATTICE TUBES
SIDM L= 1.92' FOR 2' X 6 1/2' RAFTERS
3� lO 1.5'x15' 03' o/c SEE 'TABLE 7.6 FOR
2 $� 2'x2' (?4' o/c r REQUIRED FASTENERS L= 292' FOR 3' X 8' RAFTERS
3'x3' e6' o/c DETAIL L4 TMq F�'c f ��
~A18' MAX RAFTER SPACING
3X3 MAY SPAN 30' V/ SINGLE �+(r
LATTICE RAFTERS 6 � X ��
ALL OTHERS MAY SPAN 36' V/
3105 H24 SINGLE RAFTERS � �� 1 1' 1
t=0.024', ALUM ALLOY ALL MAY SPAN 48' V/ DOUBLE n� t P 13 12 TWO #8 SMSry
A
0.032' or,.RAFTERS fl EACH SIDE
Q io n
0.040' go
LO 3� ' 1� �F 1 1/2' FOR 2 x PAFIEZ
TF
so l�`—� ` f 2 3/4' FOR 3 X RAFTERS
_ ` q
IJNE, #8SMS . ACH (6063-T5 ALIBI. ALLOY, 't'= 0.0781
_ RAFTER/.LATT.WC/ 4-iC7) RAFTER HANGER
L2 RAFTER at SIDEPLATES INTERSECTIO L-ATTICE TO
J@HEAOERO L4 POST/RAFTER/LATTICE TUBE L6 1/4' BOLTS ASTM A307 SEE BELOW FOR QUANTITY
(3004-H34 ALUM. ALLOY) (3004-H34 ALUM. ALLOY) (3004-H34 ALUM. AL1_LOY) _RAFTER CONN.
11 MIN
LATTICE DOUBLE OR SINGLE
FOUR #8 SMS RAFTER TOLUM. RAFTER 1011 0 o ° s• BEAM. BOLTL
HEADER LAYOUT
• o
1 17 CONNECTION o o NON -SPLICED AND
BRACKETS 1/4' LAG SCREW ATTACHMENT
MSEEALUMTALLOY W/ 2.25' EMBED INTO HOOD LEDGER- 2 X DEPTH 3.00
TABLE T=0.060' WOOD STUD SEE TABLE 2- 0.72�1.56�0.72 DETAIL Ll
BELOW FOR ti 7.5 COLUMN ANC4
2 1 4' 1��1 SCHEDULE 1` FOR QUANTITY SDE -� 0.93 �— 1
ALUM. 0.72 STEEL
SWC11T USED W\2' X 6 1/2' RAFTERS BRACKET USED W/ 3'x8' POST
AND 3 x3 RAFTERS RAFTER
HANGER 2- 3.00
100XX 1 (DETAIL L7) -� 0.283 1.56
L10 �TERNATE RAFTER TO WALL CONN. --ll 0.37 I
0 72
Req'd
Beam f! of
Type 1/4" bolt
All C Beams "On Stab" '
AWv
able Trill
V tdth
12G Steel 3x8
i `V*d
-
No. of x8 Screws
i, Speed
t (ii) Header 1
2
3
4
. 5-
90 Wv H
0.040
Double 2x6
10'
IT
IT
IT
ExpC
0.042
0;042'k3k8"
y 5'
$'
.11'_
'b;-
0.042
Double 3x8
11'
19'
13'
13'
11
0.040
Double 2x6
T
11'
13'
13'
._ ..
EipC
0.042
_. .....................
0.042`x3`x8"
3'
.... -
S'
T
9'
0.042
Double 3x8
T
11'
13'
13'
W. of 914 Screw s
1
0.040
Double 2x6
8'
1Y
13'
IT
Exp C
6.642
1
0.042'k 3"x 8"
4'
6
8'
11'
0.042
Double 3x8
8'
17
13'
13'
AND 3 x3 RAFTERS RAFTER
HANGER 2- 3.00
100XX 1 (DETAIL L7) -� 0.283 1.56
L10 �TERNATE RAFTER TO WALL CONN. --ll 0.37 I
0 72
Req'd
Beam f! of
Type 1/4" bolt
All C Beams "On Stab" '
4
16G Steel 3x8
4
12G Steel 3x8
8
Double 12G Steel 3x8
8
USE TWO #14 SMS WHEN
ATTACHING TO STEEL C BEAMS. --,1-0.17
120 MPH REQUIRES THREE #14 ALUM RAFTERS o 0
SCREWS FOR TRIB WIDTHS t = 0.030' ALUM
OVER 11' = 0.040' ALUM 5'
= 0.041' STEEL I
0 0
STUD 3/8' LAG SCREWSL1 1 3' ALTERNATE POST 0.040'x2'x6.625'
(2.5' OF PENETRATION 3105 H25 ALUM. ALLOY OR DOUBLE HEADER
INTO WALL STUD)
A-653 Fy=40 KSI STEEL) 0.041'x3'x3'
STEEL POST
3• x 3' METAL POST r x 3• METAL POST a EIGHT #14 SMS 2'
DETAIL L23
3' % 8' ALUM L12 0
EItilt tN SMS GKT 014 SMS 1.5' min RAFTER BRACKET
L13 TWO 31W A-307 BOLTS WPM I DOUBLE2HEADER
00, l�G W/1 IZ5*0. ONE L14 O wo vAslERs uNDER BOTH MEAD .1 e e ,PU ' - F` 0 0 6•
O O ON EACH SIDE OF POST. AND MJi. ONE ON EACH SIDE OF
o O POST.
3-
3• x e• ALUM HEADER ;y . 1 0.041'x3'x3'
V min 3a �" STEEL POST
FOR
LUMBER IR �Q IS W�� POST ALTERNAT
L15 IVE
JOIST OR HEADER t7t>LnT BTR O SLAB ATTACHMENT ONLY �ne�In` 5208 TENNYSON PARKWAY
ATTACHED STRUCTURE TO CHV' va SUITE 100
ATTACHED STRUCTURE POST POST AND DECKING �' BI:ILDIXC PRODUCTS, I\L.
�' PLANO, TEXAS 75024
TO DECK FLOOR JOIST SEE GENERAL NOTE #19 AND LATTICE NOTE #3 1' r11n •is SELF -DRILLING SCREW
UNITS MUST COMPY WITH TABLES LI AND L2 ON SHEET MS June 24, 2010
MAXIMUM WIND CONDITION IS 105 BEJ/CP
MPH EXPOSURE C NTS
Com rfp.ti nt Parts & Connection Details
ICC ESR 1398 6/1/2010 MAX WIND SPEED Page 15 of 59 For Patio &Commercial Lattice Structures
EXPOSt� C Engineer's Stamp
LT01-2006 1 of 3
E
2 t/B' 2 1/8. FOUR
m•n 4- X14 SMS
I FOUR #14 SD SCREWS EACH SIDE FOR 110 0.042"x3�'X8" EACH SIDE
MPH EXP C SLAB ATTACHMENT AND UP TO HEADER
d=28' FOOTING.
0.024• 6" MIN
5 1'0 GALVANIZED HILTI HIT-HY 150 MAX
0.024' t 0.024' ,r ADHESIVE ANCHOR (ICC ESR 2262) W/ + +
X 2.
EQUIVALENT AND V 0 WASHER OR
2X 6 1/2 X .024' 2.75'
�S• -�' ALUM. SIDEPIA J�80
t.o'1
' 3"X 3" 2"X 6.625" '
6.5/8' 3" x L 25 1 S• 9 POST I SIDEPLATES , 0.0783 00 �
6 5/8' 'L 3" x 8' HEADER � I
ALUM. FOOTIN C NNECTION #14 x 3/4' TEK
ALUMINUM BRACKET FOR CONNECTING I BRACKET FOUR- 114 SMS
POST TO FOOTING OR 'SLAB f EACH SIDE, SPACED EVENLY +
3. (6063-T6 ALUM ALLOY) ♦ I
SINGLE SPAN ATTACHED UNITS ONLY tij.::•; : • SSIO/v
REQUIRES SIDEPLATES AS SHOWN IN I I
DETAIL L26 SLAB OR F00 NG UTry�.q�F�'c� F-•2,01]
3' SQUARE COLUMN 3"x3" .ALUMINUM RAFTS +-�' i� 6063T5 ALUMINUM
ALTERNATE+440
co 6 BRACKET
"l (3004-H34 ALUM. ALLOY) L�
L24 L30 RAFTER#10 OR #14 SMS EX I3 »� WI SIDEPLATES
(3 x 6.5' SILUM. ALL ATTACHMENT LATTICE HEADER
(3004-H34 ALUM. ALLOY) �+
Alun. Bracket
(0.066•)
Lattice or
Solid Panels
#8 SMS
3' x 8' Header #1
(0.042')
FOUR #14 SMS
EACH SIDE FER-
EACH HEADER
3'x3' POST
Lattice or
Solid Panels
n0.042"x3'x8' HEADER N
Alum
6" MIN
3' x 8' Header M
I I (0.042')
2' x 6' Side Plate
2" MIN #1
I I
I 3' x 8'
I I 3'x3'
I I
I 2x6.5' SIDEPL
I I
Live MAX 'L' ITait''
TOP MOUNT BRACKET Load Wind Speed OR SIDE M NT
0.21' STEEL Fy = 33 ksi (PMI and Exposure 16" o/c 24"olc
8' BRACKET IS 1.094' WIDE 10 10S mph Exp 8 21'-B••
110 mph Exp B zo•-s- u•no^
` 90 mph EXP C 2V-8- la• -s"
8" ^ 105 mph Exp C 161-61• irA
ALUM 2xe unrm eaeD (srF)
RAFTER wwc(a /,0:,3-.,... 110 mph Exp G is -o'• lo•o••
SNS TOP MOUNT pa ax w 20 110 mph Exp C 1 rr^ r -c•
f
NOT ALLOWED IN SNOW LOAD AREAS
L q+ SEE GENERAL NOTE #9 FOR
rATTACHPER CORROSION PROTECTION
7.5
EXISTING EAVE
WOOD FRAMING
ALL HOUSE PENETRATIONS ALUM
MUST BE COMPLETELY AND IRAFTER
PERMANENTLY SEALED 010X1.5' SCREWS- /
6 PLACES
0.125' STEEL
(Fy - 33 KSI) BRACKET
t' SPACING
L28 BETWEEN SCREWS IDE MO N BI
L27 ALTERNATIVE SPLICE FEAVE ATTACHMENT
OR ATTACHED 'UNITS
' I
O SAVE OVERHANG AND I
'L' MUST ALSO COMPLY
WITH DETAIL L17 LEDGER BOARD
ICC ESR 1398 6/1/2010.
Page 17 of 59
3.5' CONCRETE
STEEL POST SUB REQUIRED
FOR CONSTWUNED
3/8' x 9' STEEL FOOTINGS
REBAR EMBEDDED AT n
'B' DEPTH D D D
d<33' B= 9' I. 13
d < 38'- B = 12-
d < 46' B = 18'
d<51' B=24' v o o. d
Engineer's Stamp
3"
9CONMIE"
D 4
L29 • � _�
d
FREESTANDING OR ATTACHED STRUCTURE
COLUMN TO FOOTING CONNECTION DETAIL
' l�i11Pi17I11dX 5208 TENNYSON PARKWAY
RCILDI\f. PRODGCTS. I\f. SUITE 100
PLANO, TEXAS 75024
BEJ/CP
Compponent Ports &Connection Details
NTS Fnr Pntin Ar rnmmerrinl 1 notice Structures
3of3
t.0 POST AND FASTENER REQUIREMENTS FOR COMMERCIAL AND PATIO STRUCTURES '' •_
- Table7.3: Required Number of Fasteners for Shearing Loads Table 7.4: Required Number of Fasteners for Tension Loads-
-• _ • .« Aluminum Material Gage (in) Steel Gage (in) Aluminum Gage (in)
' - 0.024 0.024 0.032 0.036 0.040 0.040 0.060 0.060 0.041 0.041 •0.036 0.06 0.060 0.090 0.100
-
Trib
Width (ft) ;-
Allowable Width
for Attached Two
Post Strructures on Slab
Live or Ground Snow Load
8 C
318" B 3/8" B
10 psf 20 psf
4
32,_1•• 16•_11"
4.5 `
28'-0" 15._1•
5
25'-8",
5.5
23'-4" 12'-0"
6
21'-5" 11'-3" .
6.5
19'-9"• 10'-5"
• } 7'
18'-0" Na
7.5
1 ,.. , Na -
8
16'-0" n/a
8.5
15' l" Na
9
14'-3" Na
-
1
19
,A
#14
8 C
318" B 3/8" B
D
014
E
#14 -
F
318" B
G
, #14
SMS
H
3/8" B
'BOLT
I J
# 14 3/8" B
SMS, BOLT
AC. AF
K
318" B
BOLT
L
#14
SMS
M
3/8" B
` BOLT
Nr
318"B.
'BOLT
#14
SMS
Design Footer
Uplift Size
•
1 Spacing between bolts and screws -
w .
- shall be 2.5 times the shank +i
Footer Design
• 20 list Stab 90C
Size
- Uplift.
SMS
BOLT BOLT
SMS
SMS
BOLT.
1
• 1 1 -
0.041-x3"x3" Steel Clover
1
k
1
1
2
463
. 20 -
-
^d (in)
, Y " ",• ..
diameter t1
536
d (in)
(lbs)
189
azo 566
241
315
709 '
462 -
1384
SOi
1691
1
554
128
1x45
+'Se
255
(Ibs)
616
• - • ,
ti
2
3- 2
1 2
1
2 1
5
2
5
1
1
1
616'
1
1
1
1
1
100
12
2 The edge distance of bolls and ,
3 3
12
100
.
1
1
2
6
1`
1
1
1 -
7
Na
1
1
1
1
1
'127 ..
13
screws shall be 3 times me _ _ �.t
•1
13
127
1
1 7
1
1
- 1
1
1
1
r
1
2 '=
1
2
•1
1
1
159
- 14
`. } ••
shank diameter ! • N' -
5`
14
159
1
- 1 ""1
"
1
1
1
1
4
-
2
2
1
2
-1
_
1
1
195
15
3 Connections shall be arranged so that the,
`
15
195
.2
1 1
1
1
1
1.
-
1
1
1
8
1
_
2
1
t
1
237
16
• _ 4 .
center of resistance of the connection shall
8
76
237
2
1 1
1"
1
1
t
1
1
7
2080 33.
1
3
7
1
2
284
17
coincide with the resultant line of action
•
17 .
284
2
1 1
2
1
7
1
1
^
-•
_ 1
1
ANC 1
1
31
2481
1
2
338
18
of the load.
4
18
338
2
1t
2
2
1 -
1
1
1
.1-
-
36
2700
Na
: 1
1t
, 537
15
'I r,. a•�.w. ,
-
1
19
397
, 3
1
-1
' 2' 2
.1 1
1
• 1 -+ 1
AC. AF
1
4
1
L24, N76. BK._,...:
12'.•
B
Clover 0.032-x3x3" Alum
L71, N11. AH
• 20 list Stab 90C
- 20
463 _
., 3
2
1 '
-2 2
1 .- 2
1
• 1 1 -
0.041-x3"x3" Steel Clover
1
4 - -
1
1
2
463
. 20 -
3/16"x3"x3" Steel Square
L21. N17, AG
2
536
3
2
1
2 •2
1 2
1
2- 1
2'.
•1
5
1
1
3
536
21
1
5
22
616
4
2
2
3- 2
1 2
1
2 1
5
2
5
1
1
3
616'
22
2
-
23 '
704
4
2
2
3 3
1 . 2
-1
2 1
5
2
6
1`
1
3
704
., 23
Na
'
2
6
1411 29
6' ,:
• -
3
2 2
•1
2 1
3
2
6
1
1=
7
722
Slab
' 3
Table 7.1 10 psl Slab 908 722 4 2 2
5 2 2+ 3 3+ 2 2 1 2 '1 2 7 1 1 4 800. 24
10 ps Slab 90C 886. 5 .« 3 2- 4 3 2 2.' 1 2 1 .2 7 2 1, 4 886 _ Slab
• 8 2 -" 1' 4 904 25
POST
TYPE
POST DESCRIPTIONS
�•-�•�-;
„
DETAIL'
MAX
POST
HGHT
A
Twin 0.032"x1.5"x1.5"
AC. AA
8'
A
Twin 0.062'xl.5'x1.5"
AC. AF
12'
At
0.(124"Pgst with Sideplates.•._.,
L24, N76. BK._,...:
12'.•
B
Clover 0.032-x3x3" Alum
L71, N11. AH
101.
B
Clover 0.040"x3"x3" Alum
LI 1, N11. AH
12'
C
Colonial 0.062" Extruded
AE
12'
D
0.041-x3"x3" Steel Clover
L71, N71, AH
12'
E
0.041'x3"x3' Steel Clover
Ll 1. N71, AH
12'
F
3/16"x3"x3" Steel Square
L21. N17, AG
15'
G
3116-0"x4" Steel Square
L21, N17, AG
18'
H
5/16"0'x4" Steel Square IL21,
N17, AG
1 18'
TABLE 7.6:_WALL.ATTACHMENTS FOR LATTICE COVERS- '
25
904
S.
3
2
4,
3
2
2 1
2
1
Exposure
2
2
8
- •
2
'1
4
1017 26
y'
31-il
23'
26
1017
- 6
3
2 1
4
4
2
3 1
3
-'1
3;
18'
18'
14'
11'
10' •
Na
Na
`
27
1139
7
3
3
5
4
2'.
3 /
3
1
T
3
9
'Na
2
1
5
1139 27
_
11'
28 r
1270
7-
3
3
•_ 5
5
2
-3 1
3
/
2 E
.3
•
2
1
5
1270 28
Na
3 i.
29 •
1411.
8
4
. 3
5
_ 5
2
4 2
.3
1
10'
3
Na
2
2
6
1411 29
6' ,:
• -
r
30
1563
. 9
• 4
3
• 6
5
3
4 2
4 -
1
4
' 3
ilia
2 '=
2
7
1563 30
-
2
31
-1724
n/a
5`
'4
7
6
3
4 - 2
•4
2
5•
4
Na
2
2
7
1724 31
5
32
1896
Na
5,
•4
7
7
3
5 2
4_
2
Na
4
Na
3
2
8
1896 32
30 -
Na
-33
2080
Na ,
5
4'
8
7
3
5 : 2
5-
2
•.
4
Na
3
2
9
2080 33.
-
34
2275
Na
6
5 ^'
9
8
4
5 ;2 '
5
2
3
5
Na.
3
2
9
2275 . 34
ANC 1
•
35
2481
Na
6
5
9
8
4
6 - 2
5
•6
2
5
Na
3
2
n/a
^
2481 35
36
2700
Na
7
5
Na
9'
•
4
6 2
2
5
n/a
4
3
Na
2700 36
'
37
2931
Na
7,
6
Na
Na
5
7 3
6
2
6
n/a
4
3
, Na
2931, 37
75
N
8
6
Na
Na
.5
7 3
7
2
6
Na
4
3
Na
3175 38
TABLE 7.6:_WALL.ATTACHMENTS FOR LATTICE COVERS- '
42 4288
Na Na
8
kALUMINUM RAFTER SPACING
SNOW^Speed
LOAD
and
Screws"
- per
r
12" 16" "24''' 30' 36'
rMAXIMUM
23'
ALUMINUM RAFTER SPAN „ "^
25'- - L 78'✓+ 15' 12'
-(PSF)
Exposure
.-Rafter.,
f •:10'
110 mph
2 `
-LIVE
ExpC
y'
31-il
23'
25' 21' 19' 1T.
20
120 mph
2 •
18'
14'
10'
8'
6'
LIVE
Exp C
3;
18'
18'
14'
11'
10' •
Na
Na
4
is,
18'
15'
. 12'
10'
25
•n/a
2 ;
is,
14'
9'
T
6'
45 5273
Na Na
3.k
18'
18'
'-14'
'
11'
9'
Na •
4
4 !
18'
18'
15'
12'
10'
30
or other anchor w/ 550# shear vs wind and seismic loads. ..
2 E
15'
11'
8' •
6'
5'
8
Na
3 i.
17'
, 16'
_ 11'
9'
8'
7 5
`
4 .
17'
16'
12'
10'
81.
40
-
2
12.
9.
6' ,:
- -5-
4'
wind or seismic loads.
Na
3)
115'
13'
9'
7'
6'
•
_
4
4 ` 15'
14'
9'
8'
6'
60
-
2
8'
6' -
4'
3'
3'
6400
48
3,
11'
9'
6'
5•
4'
ti
• �t �
38 31 a
39 3433 Na 9 7 Na Na 5 8 3 7 3 7 n/a 4 3 • Na 3433 39 'Screws are #10 screws Wil 1.5" embedment into G=0.5 solid wood (Douglas ir) -
Table 7.2 40 .3704 Na 9 7 Na - Na 6 9 3 8 3 _ • 7 nla 5 3 Na 3704 40 n . • _ -
a.
- 41 3988. n/a Na 8 Na n/a , 6 .9 3 8 3 8 , Na 5- 4 Na 3988 41 -
3 8 n/a 5 4 n/a 4288 42 .,.>
'
42 4288
Na Na
8
Na
Na
7
Na
4
9
Uve 10
11'
_ -
22'
22'
"
43 4601
Na x Na
9
Na
. Na
7
Na
4
Na ^
3
10' 1. '
9
n/a
6 4
Na
4601
43
12'
• v44
4930
Na, Na
9 -
Na
Na
7
• Na
4
n/a
3
ANCHORS
9
•n/a
6 - 4
n/a
4930
44
` - 2, 9
_
45 5273
Na Na
Na
Na
Na
.8
Na
4
Na •
4
2
Na
n/a..
•7 5
Na
5273
45
or other anchor w/ 550# shear vs wind and seismic loads. ..
46 5633
Na Na
Na
Na
Na
8
Na
5
Na
4
n/a
n/a
7 5
Na
5633
.46
20'
_
` - f • ' -
w 47 6008
Na Na
Na
Na
Na
9
Na
5
n/a
4
wind or seismic loads.
Na
n/a
7 5 `
Na
6008
47
3
•
48 6400
Na Na
Na
Na
n/a
Na
Na
5
Na
4
2
Na
n/a
8 5
r- Na
6400
48
25
_ _'
49 • •' 6808
Na Na
Na
Na
Na
•n/a
Na
5
Na
5
n/a
Na
8 6
Na •
6808
49
16'
2
50 7234
Na • Na
Na
Na
Na
Na
Na
6
Na
5
30 -
Na
Na
9 t.
Na
7234
50
• - -
Fastener Terminology
-
•.
"
^' #14 SMS = #14 sheet metal or SDS screw, 1/2'
minimum length
40
TABLE 7.5: WALL ATTACHMENTS FOR SOUD COVER STRUCTURES
16
14'
4,
3
- _ '
M3-2006
�.l}•.L
June 24, 2010
-
60
ANC 1
ANC 2
n
ANC 3
3
ANC 4
TABLE 7.7 STUCCO ATTACHMENT TO WALL '
ALLOWABLE DISTANCE TO FIRST ROW OF POSTS ..
•
LIVEI
Ground Snow
Max Wind Condition 110 mph Exposure
C
Load (psf)
1 Lag 1 2 Lags 2 Lags
3 Lags
Uve 10
11'
22'
22'
22'
-Live 20
11"'
22'
18'
22'
,. 25
11'
22'
14'
22'
36:
10' 1. '
21'
14'
21'
40
9' •
18' -
12'
18'
60
6'
. 12' -
8'
12'
7 6 9 �1 •
0 Oil
L9 V1
3/8 B = 3/8 Dlameler o
-
_
•
LIVEI
- O/C `
O/C
PANEL
NUMBER OF FASTENERS
PER
Lag = ll4' Lag Screw with 2.25' penetration
into G=0.5 wood i
ff�
- y� • ^ k . J See General Notes for specifics on fasteners _
_
WIND SPEED
SNOW
SPACING
SPACING
SPAN -
STUD @ 16" O/C SPACING
•" 'yT��F
.(Doug(
• �^
.
'
1
Clearspan on this than is the distance from the -
(MPH) AND
LOAD
CONCRETE
MASONRY
(FT)
010 X 2"
v4' LAG
SCREWS
- Arnerimax Building Products
5208 Tennyson Parkway.
-
•
-
- -
wall to the first row of columns. '
EXPOSURE
(PSF)
ANCHORS
ANCHORS
SCREWS
1
Plano, Texas 75024
,
•• .t PUl•
` - 2, 9
7
•
2
Hifti Kwik Box TZ 3/8" diameter and 2" embed: ICC ESR 1917
90 C
10
LIVE
20"
20"
12'.
21'
1
2
2
-
•
or other anchor w/ 550# shear vs wind and seismic loads. ..
-
12'
2
2
Carl Putnam, P. E. I-
3
Masonry anchors must have a shear value of 2509 for
105 C
20
20'
20"
_
3
3441 Ivylink Place
- , (
wind or seismic loads.
LIVE
1T
3
Lynchburg, VA 24503.
U
20
10
2
2
r -
- +
4
1/4' L'ag screws must have 2 1l4' of penetration into studs.
-
.110 C
25
20-
3
3
(434) 384-2514 (� -
' 4
• _
•
These lag screws must have an 1/8" lead hole. •- •
"
16'
2
2 -
CarlpUtnam(OiCOmC85i.net
5
10 and 20 psf are live or snow loads, 2S 60 psf are snow b -
30 -
20ads.
207,
10'
S . , • ` • -
40
16"
16
14'
4,
3
- _ '
M3-2006
�.l}•.L
June 24, 2010
-
60
16"
16'
n
4.
3
" • ICC ESR 1398 6/1/2010 •
age
55 ot 59•
- " -'