BPAT2016-009378-495 CALLE TAMPICO
LA QUINTA; CALIFORNIA 92253
4
DESIGN & DEVELOPMENT DEPARTMENT
Application Number:
BPAT2016-0093
Property Address:
53495 AVENIDA DIAZ
APN:
774071023
Application Description:
EMILIO & GLORIA VASQUEZ / PATIO
Property Zoning:
Application Valuation:
$3,000.00
Applicant:
COACHELLA VALLEY SCREENS
AND AWNINGS
P 0 BOX 1434
INDIO, C^. 92201 .
BUILDING PERMIT
VOICE (760) 777-7125
FAX (760) 777-7011
INSPECTIONS (760) 777-7153
Owner:
MICHAEL ROBSON
Date: 9/6/2016
Contractor:
Q COACHELLA VALLEY SCREENS AND AWNINGS
] M BOX 1434
iNpJ�O, CA 92201
x:1:7 R 3 "nir
ti?'iCkT"Y(}rJA0J A
-------------------------------------------,'i.T�nE�cCCPA7Ef:7DEF
LICENSED CONTRACTOR'S DECLARATION
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 Professions Code,
and my License is in full force and effect.
License Class: DD0/03, D52 License No.: 735369
Date: / ^(o`^ 1 Contractor:
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 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.).
(� I, 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.).
(__j 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
Lender's Add
))342-7272
No.: 735369
WORKER'S COMPENSATION DECLARATION
I 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 theAvork for which this permit is issued.
I 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: EXEMPT Policy Number: _
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 subject to the workers'
compensation laws of California, and agree that, if I should become subject to the.
workers' compensation provisions of Section 3700 of the Labor Code, I shall forthwith
comply with those provisions.
Date: rN-6 ! Applicant
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 Building Official 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.
1 agree to comply with all city and county ordinances and state laws relating to building
construction, and hereby authorize representatives of this city to enter upo the
above-mentioned
� property for inspection purposes.
Date: Signature (Applicant or Agent). '
1. 1
t
Date: 9/6/2016
Application Number:
BPAT2016-0093
Owner:
Property Address:
53495 AVENIDA DIAZ
MICHAEL ROBSON
APN:
774071023
Property Zoning:
Application Valuation:
$3,000.00
Applicant:
Contractor:
COACH ELLAVALLEY SCREENS AND AWNINGS
COACHELLA VALLEY SCREENS AND AWNINGS
P 0 BOX 1434
P 0 BOX 1434
INDIO,.CA 92201
INDIO, CA 92201
(760)342-7272
----------- -----------------------=----=----------------------------------------------------
LIc. No.: 735369
"':ue'tai': 274SF 2 TRELLIS PATIO COVER AT REAR YARD [DURALUMJ-THIS PERM:T DUES NOT INCLUDE ELECTRICAL INSTALLATIONS. 2013 CALIFORNIA BUILDING
CODES.
t
FINANCIAL i' + •
DESCRIPTION ACCOUNT CITY AMOUNT
BSAS SB1473 FEE
101-0000-20306 0 $1.00
Total Paid for BUILDING STANDARDS ADMINISTRATION BSA: $1.00
DESCRIPTION
ACCOUNT
CITY
AMOUNT
PATIO COVER, STD, OPEN
101-0000-42404
0
$194.34
DESCRIPTION
ACCOUNT
CITY
AMOUNT
PATIO COVER, STD, OPEN PC
101-0000-42600
0
$191.44
Total Paid for PATIO COVER [COVERED PORCH/ LATTICE: $385.78
DESCRIPTION
ACCOUNT
CITY
AMOUNT
SMI - RESIDENTIAL
101-0000-20308
0
$0.50
' - ' Total Paid for STRONG MOTION INSTRUMENTATION SMI $0:50
Bin #
Permit #
Un1�
Project Address:
��.
�Nr
Qty of La Q uili td
Building a Safety Division
78-495 Calle Tampico
La Quinta, CA 92253 - (760) 777-7012
Building Permit Application and Tracking Sheet
.
/• Q J Owner's Name.
A. P. Number:
Address: r J
Legal Description:
City, ST, Zip: 2 ��
Contractor:
Irl/ G/-law.
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L✓ h
Telephone:
/
Address: _ �.&)
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°7
Project Description: ® t;:t
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f
City_ ST, Zip:kn
Telephone:
P h o .
.. 2
2 72
State Lie. # : —
City Lie. #.-
`
Arch.,'Engr., Designer:
Address:
City., ST, Zip:
Telephone:
�>
_ProJect
aneY
•Construction Type:
Occupancy:
,
Li.
t ic.
State a
New hP (circle one): Addn Alter r Re a' t
Demo
Name of Contact Person:
Sq. Ft.: 7
# Stories:
#Units:
Telephone #. of Contact Person: _
�
a
Estimated Value of Project:
# Submittal
APPLICANT: DO NOT WRITE BELOW THIS LINE
Req'd Rcc'd TRACKING PERMIT FEES
Plan Sets
Plan Check submitted
Item
Amount
Structural Calcs.
Reviewed, ready for corrections
Plan Check Deposit
Truss Calcs.
Called Contact Person
Plan Check Balance.
Title 24 Calcs.
Plans picked up.
Construction
Flood plain plan
Plans resubmitted
]14e nical
Grading plan
2" Review, ready for corrections/issue
Electrical
Subeontacl'or List
Called Contact Person
Plumbing
Grant Deed
Plans picked up
S.M.I.
II.O.A. Approval
Plans resubmi
Grading
IN HOUSE:-
1rd ew, ready for correctionstissue
Developer Impact Fee
Planning Approval
Called Contact Person
A.I.P.P.
Pub. Wks. APPr
Date of permit issue
School Fees,
Total Permit Fees
.At
.'A 44
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L &tn L quS3
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2(o 71 q, 1,6
CITY OF LA QUINTA
BUILDING & SAFETY DEPT
APPROVED
FOR CONSTRUCTION
By.-
Sd�4,
_.qff
UNITED DURALUME PATIO COVER, CARPORT AND COMMERCIAL STRUCTURE ENGINEERING (2012 IBC)
PAGES DRAWING SECTION DESCRIPTION
1 PROFESSIONAL ENGINEERING STAMPS AND TRIBUTARY WIDTH DIAGRAM
1 GENERAL NOTES
LATTICE COVER COMPONENTS AND CONNECTION DETAILS
2 PAGE STRUCTURAL CONFIGURATIONS
6 PAGES COMPONENTS/CONNECTION DETAILS
4 PAGE LATTICE 1.0 RAFTER SPANS FOR COMMERCIAL AND PATIO STRUCTURE:
6 PAGES LATTICE 3.0 POST SPACINGS FOR LATTICE PATIO AND COMMERCIAL COVERS IN HIGH WIND
High Wind Lattice Structures
CITY OF LAQUINTA
BUILDING & SAFETY DEPT.
APPROVED
�0* FOR CONSTRUCTION
DATES 6/-pap
gyOFEssro�,
Q.
fu
g:
B>` CAL1F0
DEC 18 2013
2 PAGES Misc1.DWG 7.0 MISC DETAILS
1 PAGE Misc3 7.0 POST AND FASTENER REQUIREMENTS FOR ALL STRUCTURES
1 PAGE Misc4 7.0 CONCRETE FOOTING OPTIONS
2 PAGES Misc5 7.0 REQUIREMENTS FOR LATTICE STRUCTURES WITH SURFACE MOUNTED POSTS ON CONCRETE SLABS OR FOOTINGS FOR SINGLE SPAN ATTACHED LA CE
1 PAGE Misch 7.0 FORCES ON EXISTING STRUCTURES IN
1 PAGE Misc7 7.0 STRUCTURAL PROPERTIES OF BEAMS, FASCIA, PANELS AND RAFTERS FOR USE BY DESIGN PROFESSIONALS
1 PAGE Misc8 7.0 CONCRETE SLAB REQUIREMENTS FOR CONSTRAINED FOOTINGS o�FsS P
December 11, 2013 0Q-
*\ -
CTURES
7
Y 26 2015
PROFESSIONAL ENGINEERIN
TRIBUT&5�Y WIq�H DIAfGRAM
THESE DRAWINGS DEFINE "TRIB VIII'E
STRUCTURES
PROJECTION
WALL HEADER #1 HEADER , #2
TRIB WIDTH F_ TRIB WIDTH �I TRIB WIDTH
L1/2 L2/2 -- j OVERHANG �- -
L1 L2
EXISTING
STRUCTURE
PROJECTION
r;;:;ADER TRIB HEADER TRIB
1 WIDTH #1 -I-` WIDTH 142
DEC 18 2013
ICC ESR 2676 (2012 IBC) 12/11/2013
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Page 1 of 74
srq civ ��\P
A
MAY 26 2015
ENGINEERS STAMP
GENERAL NOTES:
1. DESIGNED IN ACCORDANCE WITH THE 2012 INTERNATIONAL BUILDING CODE.
2. ALUMINUM DESIGN IN ACCORDANCE WITH THE 2010 EDITION OF ALUMINUM ASSOCIATION'S SPECIFICATIONS AND CHAPTER
20 OF THE INTERNATIONAL BUILDING CODE.
3. DESIGN LOADINGS: Ct = 1.2, I = 1.0, Ce = 1.0 (ALL EXPOSURES EXCEPT B AND C WHEN LOCATED TIGHT IN AMONG CONIFERS)
GROUND SNOW LOAD DESIGN LOAD
10 PS 10 PSF LIVE LOAD ONLY
20 PSF 20 PSF LIVE LOAD ONLY
25 PSF 21 PSF DESIGN ROOF SNOW LOAD
30 PSF 252 PSF DESIGN ROOF SNOW LOAD
40 PSF 33.6 PSF DESIGN ROOF SNOW LOAD
60 PSF 50.4 PSF DESIGN ROOF SNOW LOAD
FOR 0.25/12 < SLOPE < 1/12
WIND SPEEDS IN THE 2012 IBC ARE -ULTIMATE DESIGN WIND SPEED.' ALL STRUCTURES DESCRIBED IN THIS REPORT ARE
DESIGNED USING PRESSURES CALCULATED FROM'ULTIMATE DESIGN WIND SPEEDS' FOR RISK CATEGORY II. FORATTACHED
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 ASCE7-10 SECTION 26.8 AND ARE OUTSIDE THE SCOPE OF THIS REPORT.
NOTE: EXPOSURE B: SHALL APPLY WHEN THE GROUND SURFACE ROUGHNESS CATEGORY B (URBAN AND SUBURBAN AREAS,
WOODED AREAS, OR OTHER TERRAIN W/ NUMEROUS CLOSELY SPACED OBSTRUCTIONS HAVING THE SIZE OF A SINGLE FAMILY
DWELLING OR LARGER) PREVAILS IN THE UPWIND DIRECTION FOR A DISTANCE OF AT LEAST 1500 FT.
EXPOSURE C: SHALL APPLY WHEN EXPOSURE B AND D (SMOOTH MUD FLATS, SALT FLATS, UNBROKEN ICE AND OTHER) DO NOT.
SEISMIC LOADING
MAXIMUM Ss =150% SHOWN IN 2012 IBC FIGURE 1613.3.1(1)
Ss > 150% ARE NOT REQUIRED AS PER ASCE7-10 12.8.1.3
St NOT APPLICABLE TO THESE STRUCTURES
SITE CLASS = D
BASIC SEISMIC FORCE RESISTNG SYSTEM
POSTS EMBEDDED INTO FOOTINGS = ORDINARY STEEL MOMENT FRAME >> R =1.25
POSTS SURFACE MOUNTED = GENERIC SYSTEM >> R= 125
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
1605.3.1 AND NO FURTHER INCREASES ARE PERMITTED FOR PATIO COVERS RESISTING WIND OR SEISMIC FORCES.
4. THIS ENTIRE ENGINEERING PACKAGE IS NOT REQUIRED FOR MOST BUILDING PERMITS. SUBMISSION FORA BUILDING PERMIT
MUST INCLUDE:
a. GENERAL NOTES (2 PAGES)
b. STRUCTURAL CONFIGURATIONS (1 PAGE)
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.
8. WOOD USED IN CONNECTIONS SHALL BE PROTECTED FROM WEATHER (EXTERIOR EXPOSURE) AS PER IBC SECTION 1403.2 AND /OR 1503, WHICHEVER IS
MORE APPROPRIATE.
9. ALL STEEL SHALL BE GALVANIZED PER ASTM A-653 G90, A123 G45 OR A153 B-3, PAINTED PER ASTM A755 OR PROTECTED WITH AN APPROVED COATING
COMPLYING WITH IBC SECTION 2203.2.
10. ALTERNATE ALUMINUM ALLOYS OF EQUAL OR HIGHER STRENGTHS MAYBE USED. 3004H2x ALUMINUM MAYBE 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
SPECIFED IN THE DETAILS. ALL WOOD SCREWS MUST COMPLY WITH ANSI/ASME STANDARD B18.6.1 AHD AND AF&PA NDS -12 11.1.4. ALL LAG SCREWS
ANSI/ASME B18.2.1 AND AF&PA NDS -12 11.1.3. ALL STEEL WASHERS TO BE ASTM F844 W/ DIMENSIONS'IN ACCORDANCE WITH ASME 818.22.1, TYPE A. THE
MINIMUM WASHER DIAMETER SHALL BE 1' FOR BOLTED CONNECTIONS. ALL STEEL NUTS TO BE ASTM A563. SCREWS AND BOLTS SHALL HAVE A MINIMUM
EDGE DISTANCE OF 2X FASTENER DIAMETER
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 X, Y, Z AND AA) MAY BE LOCATED ANYWHERE.
14. ALL SELF DRILLING AND SELF TAPPING SCREWS MUST COMPLY TO ICC- ESR 1730, 2196 OR EQUIVALENT AND USE HEADS W/ DIAMETERS EQUAL TO
#8 =', #10 = } , #12 =° AND #14 = }° OR STEEL WASHERS OF SIMILAR DIAMTER AND AS PER GENERAL NOTE #11
15. STRUCTURES SHALL NOT BE ENCLOSED IN ANY MANNER WITHOUT APPROVAL OF THE CODE OFFICIAL.
16. ALUMINUM SOLID ROOF PANELS ARE CLASS A FIRE RATED AS INDICATED BY THE EXCEPTION IN IBC SECTION 1505.2.
17. AT LEAST ONE HORIZONTAL DIMENSION (PROJECTION OR WIDTH) OF COVER SHALL BE LESS THAN 30'.
18. WHERE ALUMINUM ALLOY PARTS ARE IN CONTACT WITH DISSIMILAR METALS (OTHER THAN 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 SECTION M.7.
19. WHEN A SINGLE SPAN ATTACHED UNIT IS ATTACHED TO A WOODEN DECK, THE MAXIMUM DEAD LOAD + SNOW/LIVE LOAD FROM THE PATIO COVER IS
750 LBS CONCENTRATED LOAD AT EACH POST AND THE POST SPACING SHALL NOT EXCEED THAT SPECIFIED FOR ATTACHING TO A CONCRETE SLAB. THE
MAXIMUM CONNECTION UPLIFT LOAD IS 1366 LBS FOR 115 MPH 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 M6.
CONSTRUCTION OUTSIDE OF THESE PARAMETERS MAY REQUIRE ADDITIONAL ENGINEERING.
20. All structures must comply with one of the following: il
a. All structures with a roof snow load of 30 psf or less maybe built in Seismic Design Category (SDC) A -D up to the maximum S/noln 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 additiolc analysis.
c. Structures not complying with (a) or (b) require additional engineering seismic analysis. Il
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 WITH A LONGEST SPAN
TO SHORTEST SPAN RATIO OF 1.2. ALL
SPECIFICATIONS MUST BE BASED ON LONGEST
ACTUAL SPAN.
5. CONCRETE MIX: Fc=2500, 3000 OR 3500 PSI FOR 28 DAYS IN NEGLIGIBLE, MODERATE, AND SEVERE CONDITIONS AS SHOWN IN
GENERAL NOTES FOR LATTICE STRUCTURES:
FIGURE 19042 OF THE 2012 IBC. PATIO STRUCTURES MAY BE ATTACHED TO CONCRETE SLAB WITHOUT FOOTINGS (DETAILS 28,
(PERTAINS TO LATTICE STRUCTURES (DETAILS
AQ AND AO) WHEN THE POST LOAD IS 750 LBF OR LESS AND THE FROST DEPTHE IS ZERO. CONCRETE SHALL BE A MINIMUM OF
1-41)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
1. SEE GENERAL NOTES #3 FOR LIVE AND
EXPANSION JOINT OF A SLAB.
SNOW LOADS.
6. FOOTINGS HAVE BEEN DESIGNED FOR CLASS 5 SOIL FROM TABLE 18062 OF 2012 IBC. ALLOWABLE FOUNDATION PRESSURE
A
2. SINGLE SPAN LATTICE STRUCTURES THAT DO
IS 1500 POUNDS PER SQUARE FOOT. LATERAL BEARING PRESSURE IS 100 PSF/FT AND IS DOUBLED PER IBC SECTION 1806 .3.4.
NOT USE DETAIL 27 MUST USE DETAIL 17 30
THESE DESIGN VALUES DO NOT APPLY TO MUD, ORGANIC SILTS, ORGANIC CLAYS, PEAT OR UNPREPARED FILLS AND MAY
COMPLY WITH TABLE L1 AND LZ ON
AND MUST STMISCO
REQUIRE FURTHER SOIL INVESTIGATION. THE BUILDING OFFICIAL MAY ASSIGN A LOAD BEARING CAPACITY. UNITS IN ROOF
SHEET 5.
SNOW/LIVE LOAD AREA OF 25 PSF OR LESS MAY BE BUILT ON 1000 PSF BEARING SOIL NO 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. ICC ESR 2676 (2012 IBC) 12/11/2013 Page 2 of 74
DEC 18 2013
Y 26 2015
ENGINEERS STAMP
RAFT SEE TABLE
FOR SIZE
AND SPACING
Zs�n''W,h_ SEt WilLE
SEE'•SZHEDULE IIIA /
�'-%pz
OPEN LATTICE TYPES
LENGTH OF STRUCTURE VARIES
HEADER ` DST WITH S E -
PLATES SEE DET
gpgC
3 1/2' SLAB ATTACHMENT
MAYBE USED WHERE
PERMITTED.
SEE SCHEDULE
e
FOOTING WHERE REQUIRED,
SEE SCIED.. FOR FORTING CUBE SIZE
1a ATTACHED SINGLE SPAN LATTICE STRUCTURE 12' MAX HGT FOR
PATIO COVERS
15' MAX HEIGHT FO
OTHERS
LENGTH OF STRUCTURE VARIES
`i CONCRETE SLAB
REQUIRED FOR
CONSTRAINED
lq FOOTINGS
&f SEE SHEET M8
OPEN LATTICE -TYPE PATIO COVER SEE SCHED, FOR CUBE SIZE
FREESTANDING SINGLE SPAN LATTICE STRUCTURE
3a
ICC ESR 2676 (2012 -IBC) 12/11/2013
RAFppTER IIZZSEgE
ANDRS ACING
HEIGHT
LENGTH OF STRUCTURE VARIES
LE
7K PDST CROSS-SECTION,
SEE POST IL,
qCC CONCRETE SLAB REQUIREI
FOR CONSTRAINED
FOOTINGS
lqp SEE SHEET M8
�f FOOTING, SEE SCHED. FOR CUBE SIZE
FREESTANDING MULTISPAN LATTICE STRUCTURE
4a
Page 3 of 74
182013
C 81
.6/ /2017
F ,PvFo
Y 2015
ENGINEERS STAMP
RAFTER
DETAILS 11, 13, 16, 17,`
29, 30, 31
POST
HEADER--'
IF DETAIL 28 IS USED THEN -�
DETAIL 17 OR 30 MUST BE USED
DETAILS 27, 28, M6, M7
1b ATTACHED SINGLE SPAN LATTICE STRUCTURE
DETAILS 11, 13, 16, 17
29,30,3'
OPEN LAT7
DETAIL 36
DETAIL 37, 39, M5
LATTICE TUBE
DETAILS 34, 35, 38
OPEN LATTICE -TYPE PATIO COVER
FREESTANDING SINGLE SPAN LATTICE STRUCTURE
3b
ICC ESR 2676 (2012 IBC) 12/11/2013
ICE TYPES
DETAILS: DETAILS 11,
RAFTER: 6, 7, 9
HEADER: 10, 11, 12, 13, 14 ,
15,16
POST: 18, 19 , 21, 23, 24
POSTS FOR HEAD
FREESTANDING AND
MULTISPAN UNITS: POST
19 AND 24 (STEEL ONLY)
LATTICE TUBE: 5, 8
12' MAX HGT FOR
PATIO COVERS
15' MAX HEIGHT FOR
OTHERS
36
)ETAIL 3E
DETAILS 11, 13, 11
29,
FREESTANDING MULTISPAN LATTICE STRUCTURE_
4b
Page 4 of 74
37, 39, M5
TAIL 36
18 201
Y 26 2015
FNGINFFRS STAMP
O 2" x 3" LATTICE TUBE
(ALUM. ALLOY 3003-1-114)
0.28" 3"
I
U0 t
0.018" 2
1
2"x3" LATTICE @ 5" O/C MIN
gO SQUARE
LATTICE TUBES
(ALUM. ALLOY 3003-1-114)
0.28" 1 2" - 3"
I
0.018" 1:5"-2"-3"
1
1.5" LATTICE @ 3" O/C M I N
,2"--L-ATTI CE-@_4_O/C- M I NS
3" LATTICE @ 6" O/C MIN
E0
2" x 6%2" RAFTER/SIDE PLATE
(ALUM -ALLOY 3004-1-134 OR EQUAL)
�2„�
U
0.024"
0.032" l
A nAn- "
6.5
DOUBLE 2" x 6%2" RAFTERS
(ALUM. ALLOY 3004-1-134 OR EQUAL)
�3"MAX t2"1
0.024"
D— log -
0.032"
6.5"
O3" x 8" RAFTER
(ALUM. ALLOY 3004-1-134 OR EQUAL)
DEC 18 2013
�3"-1
0.042"
8"
AY 2 015
ICC ESR 2676 (2012 IBC) 12/11/2013 Page 5 of 74
ENGINEERS STAMP
- 10
3" SQ. STEEL BEAM
(ASTM A653 GRADE 40)
— 3' SQ. —
—� 1.00' 1-
0.048'
311 x 8" BEAM
STEEL INSERT
(ASTM A653 SS GRADE
50 CLASS 1)
0.875
1
7.875'
0.059" = 16 Gau
0.070' = 14 Gau
0.105" = 12 Gau
�-- 2.875' —
ICC ESR 2676 (2012
11
DBL. 2" x 6.5" BEAM
(ALUM. ALLOY 3004-H34 OR EQUAL)
2'�
6s"
1 [
(4) #14 SMS PER SIDE
SEE DETAIL 17 FOR
SCREW PATTERN
- POST E OR STRONGER
(DETAIL 24)
FOR "B° SEE SHEET
Misc5a or Misc5b
(ALUM. A
�r
/
1
16
DBL. STEEL 3" x 8" C BEAM
0.042'X3"X8' ALUM
DETAIL 12
STEEL C INSERT
DETAIL 15
FOR'B' SEE SHE
Misc5a or Misc5b
12/11/2013
3" x:8":BE)
X;- --- -
�^ 3.0'
8.0' 0.042"
EIGHT #14 SMS FOR
FOOTINGS UP TO d = 45'
EIGHT 1/4' BOLTS FOR
FOOTINGS UP TO d = 42"
TWELVE 1/4" BOLTS FOR
FOOTINGS UP TO d = 48'
FOUR" BOLTS FOR
FOOTINGS UP TO d=43'
EIGHT' BOLTS
FOOTINGS UP TO d=51"
STEEL POST
DETAIL 24 FOOTINGS UP TO d=46"
USE DETAIL 19 FOR LARGER
13
DBL. 3" x 8" BEAM
(ALUM. ALLOY 3004-1-134 OR EQUAL)
f- 3.0'—]
8.
1
(4) #14 SMS PER SIDE
SEE DETAIL 17 FOR
SCREW PATTERN
�-- 3.0" --i
fi
B 8°
L
FO 'B" SEE SHEET
Mis a or Misc5b
POST F OR STRONGER
(DETAIL 23)
MAX FOOTING SIZE
IS d = 32"
3" x 8" BEAM
W/ STL. INSERT
�- — 3" --�
0.042"
B°
DETAIL 12
DETAIL 15
17 #�
DOUBLE BEAM
MOMENT RESISTING FRAME (DETAILS 11,130R 16
FOR DOUBLE HEADERS
I I 1° MIN
EIGHT #14 SCREWS—"' I A
OR 1/4° BOLTS
Page 6 of 74
n
FOR "A" and "B' SEE
B SHEET Misc5a or
I MLsc b
Y 26 2015
ENGINEERS STAMP
$ 3„SQ. ALUM POST
ALUM. ALLOY 3004-H34
� 3.00"SQ.
EON.
3" SQ. ALUMPOSTWITH
SIDE PLATES.
ALUM. ALLOY 3004-H34
24 3" SQ. ALUM POST ALUM. ALLOY 3004-H34
3” SQ. STEEL POST ASTM A653 SS GRADE 40
3.00" SO.
14"R 040° ALUM
NP' .048"STEEL
a
2Q STEEL "T" BRACKET FOR 3" POSTS
g SQ. STEEL POST ASTM A653 GRADE 33
ASTM A500 GRADE B 5.5•
=t
0.5'
5/16'
1.75°
0.1 sa"x3 0 — O
0.25'x3'3"
0.375'X3'3' 1.5' 1' Q 3.0"
0.188'x4"x4'—T Q O
0.188'k5°x54.0'
0.188"x6°x6' 3/8" 1/4°
�-- 2.18' —t
"A" 0.70
318' 1.0" 0.125"
2.5"
22 ALUM "T" BRACKET
090" BRACKET FOR 3" POSTS-3�—�
ALUM. ALLOY 6063-T5
1
3.00" OR
_ 2.40"
1.375"
75"
O
1.60"
.090" TYP:
%" O ANCHOR BOLT
23 MAG POST -3" SQ. ALUM POST
ALUM. ALLOY 6063-T5
3.00" SQ.
DEC 18 2013
Y 26 2015
ICC ESR 2676 (2012 IBC) 12/11/2013 Page 7 of 74 I
ENGINEERS STAMP
27 EMBEDDED STEEL POST
STEEL POST
DETAIL 26 IS NOT USED DETAILS 19'OR24
1. 1
1/2"0 x 9" ASTM A615 GRADE 60 REBAR
a
�i d. •
a" 18" IN
e "
f e n
1'o
T.
3" a G:.e 4 d
Ilk � q•
A e r
s f
t
d
POST ON CONC. SLAB OR FOOTING
FOR SINGLE SPAN ATTACHED STRUCTURES. ONLY
THIS DETAIL REQUIRES-DET1-170R30,
O3" SQ. POST /
ALUM. FOUR #14 SMS SCREWS
EACH SIDE FOR
FOOTINGS UP TO d = 31"
STD 3" ALUM OR STEEL BRCKT ')' ti
SEE DETAILS 20 OR 22 1'
.r.; 3.5" MIN
2Y" MIN 3/8"R �O STAINLESS OR GALVANIZED HILTI
EDGE DISTANCE KWIK BOLT TZ (ICC ESR 1917) W/ 2" EMBED
AND 1" 0 WASHER OR EQUIVALENT
ICC ESR 2676 (2012 IBC) 12/11/2013 Page 8 of 74
DEC/18 2013
R 017
S�q 1V1
OF
AY 26 2015
ENGINEERS STAMP
29 3"x8" BEAM W/ STEEL INSERT TO
POST USING ALUM. T BRACKET
FOUR #14 SMS FOR FOOTINGS UP TO d =25"
EIGHT #14 SMS FOR FOOTINGS UP TO d = 32"
0.625 in — — — — — — — —
0 0 1, 3\x 8"x.042" HEADER W/ STEEL INSERT
O O — — — — — —
2 Y2 ,OUR #14 SMS
\STEEL OR ALUM T -BRACKET
(Detail 20 or 22)
POST/FOOTING
CONNECTION
DETAIL 27 3"'X*
3" STEEL POST
IS REQUIRED
MOMENT RESISTING FRAME
FOR SINGLE HEA ERS3 X8 BEAM
(DETAILS 12 OR 14)
A„ 31
#1a SCREW
I� p` it
EIGHT PLCS
I FOR "A" and "B' SEE
B SHEET Misc5a or
Misc5b
0.024•x2•x6.5•
SIDEPLATE (4) OR (5) #14 SDS @
DETAIL EA SIDE 24" o/c approx
MATCH HEADER
#14 SCREWS @24"OIC REQUIREMENTS
EIGHT PLACES
DETAILS 32 IS NOT USED STUB POST TO UNDERHUNG 34 STUB POST TO OVERHUNG DOUBLE
33 DOUBLE HEADER CONNECTION HEADER CONNECTION
#8 S.M.S. w/ 5/16" DIAMETER WASHER EACH SIDE
FLATTICE TUBES PER DETAIL 36
MATCH RAFTER SCREWS
I '
I I
t I
1 I
TWO 98 SCREWS (SMS) PER RAFTER FOR ALL
DOUBLE 3"X8" OR CONDITIONS EXCEPT:
2"X6.5" HEADER THREE #8 SMS PER RAFTER FOR
0.040"X2X6.5' RAFTERS IN 40 AND 60 PSF
SNOW LOAD AREAS
TWO #14 SMS FOR 0.042'X3X8 RAFTERS
THREE #14 SMS FOR 0.042"X3'XB" RAFTERS
IN 40 AND 60 PSF SNOW LOAD AREAS
0.040'X3'x3' 3004H34 ALUMINUM 2"X6.5" OR 3"X8" RAFTER 0.040'X3'X3' 3004H34 ALUMINUM
STUB POST CONNECTO STUB POST CONNECTOR
ICC ESR 2676 (2012 IBC) 12/11/2013 Page 9 of 74
0
2"x6.5" OR 3"x8" RAFTER
DOUBLE 3"X8" OR
2"X6.5" HEADER
TCH RAFTER SCREWS
(4)-#14 SDS @ EA. SIDE
SIDEPLATE TO HEADER
MIN 1" O/C SPACING
FOR 140 MPH EXPOSURE C
"ON SLAB"
AND d=27" FOOTINGS
USE (5) #14 SDS FOR
d=29" FOOTINGS
_ X 3" ALUM.
STEEL POSE
•8 9
00
OFCAl1OQ�\
Y 26 2015
ENGINEERS STAMP
RAFTER TO HEADER
"U" BRACKET CONNECTION
6063T6-
3.125" FOR 3 x RAFTER
2.125" FOR 2 x RAFTE
DOUBLE HEADERS USE ONE BRACKETS PER HEADER
SEE TABLE FOR NUMBER
TWO #8 x t SMS ATTACHING% OF #8 SMS wl ;e• WASHERS
BRACKET TO EACH RAFTER J OR #14 SMS ATTACHING
I —,--I/ BRACKET TO HEADERS.
0
1/2' MIN,
O
.75
ALUM RAFTER 3$
RAFTER TO HEADER
DIRECT CONNECTION
#14 S.M.S. X8 HDR
SEE TABLE
FOR MAX TRIB
2 X SCREWS = 2 X TRIB, 3 X SCREWS = 3 X TRIB
Header
Allowable Trib Width
Wind
No. of #8 Screws
Speed t (in) Header
2 3 4 5
115 MPH Exp C
0.032
Double 24.
11' 15'
15'
15
(n
0.042
Single 3x8
6' 9'
17
15
I
0.042
Double 3x8
17 15
15'
15
140 MPH Exp C
0.032
Double 24. s
T
15'
15
-- -- - ---
0.042
Single 3x8
4'
8'
16
T
'
0.042
Double 3x8
Bii
15'
15
1 17 11'
No. of #14 Screws
140 MPH Exp C
16G
8" Steel C
10' 15
16G
Dbla Steel C
15
170 MPH Exp C
16G
8" Steel C
T 10' 14' 15
16G
Dble Steel C
14 15
DOUBLE HEADERS USE ONE BRACKETS PER HEADER
SEE TABLE FOR NUMBER
TWO #8 x t SMS ATTACHING% OF #8 SMS wl ;e• WASHERS
BRACKET TO EACH RAFTER J OR #14 SMS ATTACHING
I —,--I/ BRACKET TO HEADERS.
0
1/2' MIN,
O
.75
ALUM RAFTER 3$
RAFTER TO HEADER
DIRECT CONNECTION
#14 S.M.S. X8 HDR
SEE TABLE
FOR MAX TRIB
2 X SCREWS = 2 X TRIB, 3 X SCREWS = 3 X TRIB
Header
RaRes_--
'014 5k6---
-- -
-;wv,d sP (M-- ------=
- __.__..
_. _:..
Gau a
Gau
Albw
Ex , sure B.•_ '
-
EgposureC;._
(n
.-
In
Load
110 11S
130 1140 170 110 115 ' 130:
140 ; 170
I
ALL
94
T T_ 1
5' 4' 3,
5' 5 4'.
3' 7
i*nq.042•
Al-_'
0.024'
�
_.---'- T•._
T -
S.
----------
-- -- - ---
3' 7
- -
_Steel
- -.
9 -
T
'
T - 6 - - s
Steel Al
0.040'
- 180
1 17 11'
-- -5
9 8' 5
9' 8' S
5 4'
-
MAXIMUM HEADER TRIBUTARY WIDTH
ALLOWED PERSCREW
ICC ESR 2676 (2012 IBC) 12/11/2013
n
#8 SCREWS WI:P
DIAMETER WASHERS
SCREWS }• LONGER THAN
LATTICE HEIGHT
I
LATTICE TO RAFTER
CONNECTION
ALUM RAFTER
DETAILS 5 AND 8
Page 10 of 74
11-i 1 2'----1
37
LEDGER TO STRUCTURE
CONNECTION
EXISTING
SHEATHING
J
X�
W
t c
2.25" EMBED INTO W
WITH MIRSG _ 0.5
SEE GENERAL
NOTE #8
'ALUM RAFTER
6063T5 ALUM "U"
BRACKET (t = 0.055")
BRACKET FITS INSIDE
RAFTER
AL TOP SIDE
CONTINUOUS 2'x6' DOUGLAS FIR
/LEDGER OR PROVIDE SIMPSON
`STRONG TIE MSTA36 (ICC ESR 210;
AT SPLICE LOCATION
COVER W/ 0.019' ALUMINUM
1/4" LAG SCREW
SEE TABLE 7.7 FOR MAX
RAFTER SPANS
SEE GENERAL NOTE #8
39
RAFTER TO STRUCTURE
W
#14 SCREWS INTO SOLID
w
WOOD WITH MIN SG = 0.5
TABLE 7.6 FOR NUME
0 O
I
z
rSEEE
°
z
#10 SMS
(FOUR PER RAFTER},
X�
W Li
MAY ATTACH TO
I
1• min
LEDGER (DETAIL 37)
OR EAVE (DETAIL BC)
Page 10 of 74
11-i 1 2'----1
37
LEDGER TO STRUCTURE
CONNECTION
EXISTING
SHEATHING
J
X�
W
t c
2.25" EMBED INTO W
WITH MIRSG _ 0.5
SEE GENERAL
NOTE #8
'ALUM RAFTER
6063T5 ALUM "U"
BRACKET (t = 0.055")
BRACKET FITS INSIDE
RAFTER
AL TOP SIDE
CONTINUOUS 2'x6' DOUGLAS FIR
/LEDGER OR PROVIDE SIMPSON
`STRONG TIE MSTA36 (ICC ESR 210;
AT SPLICE LOCATION
COVER W/ 0.019' ALUMINUM
1/4" LAG SCREW
SEE TABLE 7.7 FOR MAX
RAFTER SPANS
SEE GENERAL NOTE #8
LATTICE 1.0 RAFTER SPANS FOR COMMERCIAL AND PATIO STRUCTURES
n n7d"v31'vA A-- R.Ror minnlo Rnanl 0.032"x2"x6.5" Rafter (Single Span)
Ground
Rafter
Wind Speed and Exposure
Snow Load
Spacing
Exposure C
s
in
130 140 150 170
10
24"
8'-1"
7'-3"
6'-7"
5'-6"
LIVE
20"
9'-0"
8'-2"
7'-5"
V-2"
16"
10•_3"
9'-4"
8'-6"
7'-2"
12"
12•_0"
10'_11"
10'_0"
8'-0"
20
24"
4'-4"
4'-4"
4'-4"
3'-10"
LIVE
20"
5'-2"
5'-2"
5'-2"
5'4"
16"
6'-6"
6'-6"
6'-6"
6'-6"
12"
8'-7"
8'-7"
8'-7"
8'-0"
25
24"4'-2"
3'-8"
4'-2"
4'-2"
4'-2"
20"
4'-11"
4'-11"
4--11"
4'-11"
16
6'-2"
6'-2"
6'-2"
6'-2"
12"
8'-3"
8'-3"
8'-3"
8'-0"
30
24"
3'-5"
3'-5"
3'-5"
3'-5"
20"
4'-2"
4'-2"
4'-2"
4'-2"
16
5'-2"5'-2"
4'-5"
5'-2"
5'-2"
12"
6'-10"
6'-10"
6'-10"
6'-10"
40
24"
2'-7"2'-7"
2'-5"
2'-7"
2'-7"
20"
3'-1"
3'-1"
3'-1"
3--1"
16"
3'-10"
3'-10"
V-10"
3'-10"
12"
5'-2"
5'-2"
5'-2"
5'-2"
60
24"
V-9"
1'-9"
1'-9"
1'-9"
20"
2'-1"
2'-1"
2'-1"
2'-1"
16"
2'-7"
1
2'-7"
2'-7"
2'-7"
12"
3'-5"
3'-5"
3'-5"
3'-5"
TABLE 1.10
0 024"x2' -x6.5-' Rafter (Mulfisoan)
Ground
Rafter
Wind Speed and Exposure
Snow Load
Spacing
Exposure C
s
in
130 140 150 170
10
24"6--9"
12'_3
6'-9"
6'-7"
5'-6"
LIVE
20"
7'-9"
7'-9"
7'-5"
6'-2"
16"
9'-1"
9'-1"
8'-6"
7--2"
12"
111_01-
10'-11"
10'-0"
B•-0"
20
24"
3'-10"
3'-10"
3'-10"
3'-10"
LIVE
20"
4'-6"
4'-6"
4'-6"
4'-6"
16"
5'-4"
5'-4"
5'-4"
5'-4"
12"
6'-9"
6'-9"
6'-9"
6'-9"
25
24"
3'-8"
3'-8"
3'-8"
3'-8"
20"
4'-3"
4'-3"
4'-3"
4--3"
16"
5'-2"
5'-2"
5'-2"
5'-2"
12"
14'_0
14•_0"
14.0"
12•_101'
30
24"
3'-1"
3'-1"
3'-1"
3'-1"
20"
3`-8"
3'-8"
3'-B"
3'-8"
16"
4'-5"
4'-5"
4'-5"
4'-5"
12"
5'-7"
5'-7"
5'-7"
5'-7"
40
24"
2'-5"
2'-5"
2'-5"
2'-5"
20"
2'-10"
2'-10"
2'-10"
2'-10"
16"
3'-5"
3'-5"
3'-5"
3'-5"
12"
4'-5"
4'-5"
4'-5"
4'-5"
60
24"
1'-7"
V-7"
1'-7"
1'-7"
20"
V-11"
V-11"
V-11"
V-11"
16"
2'-5"
2'-5"
2'-5"
2'-5"
12"
3'-1"
3--1"
3'-1"
3--1"
TABLE 1.15
Ground
Rafter
Wind Speed and Exposure
Snow Load
Spacing
Exposure C
s
in
130 140 150 170
10
24"
12'_3
11'_3"
10'-5"
8'-11"
LIVE
20"
13'-5"
12' 4"
11'-5"
9'-11"
16"
151_01•
13'_10'•
12'_10"
11•_1"
12"
17.3'
16_11'•
14'_9'•
12'_10'
20
24"
7'-5"
7'-5"
7'-5"
7'-5"
LIVE
20"
8'-11"
8'-11"
8'-11"
8'-11"
16"
11•_1"
11'_1"
11•_1••
11•_1'•
12"
14'-7"
14•_7•
14'_7"
12'_10"
25
24
7'-1"
7'-1-. "
7'-1"
7'-1"
20 .
8--0 .
8--0
8--6"
8'-6"
1610•_7••
8'-0"
10•_7"
10•_7'
10•_7"
12"
14'_0
14•_0"
14.0"
12•_101'
30
24"
V-11"
V-11"
5'-11"
5'-11"
20"
7--1"
7'-1"
7'-1"
7--1"
16"
8'-10"
8'-10"
8'-10"
8'-10"
12"
11•_9"
11•_9"
11•_9"
11•_9"
40
24"
4'-5"
4'-5"
4'-5"
4'-5"
20"
5'-4"
5'-4"
5'-4"
5'-4"
16"
6'-8"
6'-8"
6'-8"
6'-8"
12"
8'-10"
8'-10"
8'-10"
8'-10"
60
24"
3'-0"
3'-0"
3'-0"
3'-0"
20"
3'-7"
3'-7"
3'-7"
3'-7"
16"
4'-5"
4'-5"
4'-5"
4'-5"
12"
5'-11"
1 5'-11"
5'-11"
V-11"
FABLE 1.11
0 n32"x2'1x6.5" Rafter (Multisoan)
Ground
Rafter
Wind Speed and Exposure
Snow Load
Spacing
Exposure C
s
in
130 140 150 170
10
24"
10'_2"10'_2•'
14'_9"
10'-2"
8'-11
LIVE
20"
111-6"
11'-6"
11'-5"
9'-11"
16"
13'-4"
13'4"
12'-10"
11'-1"
12"
15'-11"
15'-11"
14'-9"
12'-10"
20
24"
6--1"
6'-1"
6'-1"
V-1"
LIVE
20"
7'-0"
7'-0"
7'-0"
7'-0"
16"
8'-3"
8'-3"
8'-3"
8'-3"
12"
10'-2"
10'_2"
10'-2"
10'-2"
25
24"
5'-10"
V-10"
5'-10"
5--10"
20"6'-9"
12'-10"
6'-9"
6'-9"
6'-9"
16"
8'-0"
8'-0"
8'-0"
8'-0"
12"
9'-10"
9'-10"
9'-10"
9'-10"
30
24"
5'-0"
5'-0"
5'-0"
5'-0"
20"
V-10"
V-10"
V-10"
5'-10"
16"
6'-11"
6'-11"
6--11"
6'-11"
12"
8'-8"
8._81.
8'-8"
8-_8"
40
24"
3'-11"
3'-11'
3'-11"
3'-11"
20"
4'-7"
4'-7"
4'-7"
4'-7"
16"
5'-6"
5'-6"
5'-6"
5'-0"
12"
6'-11"
V-11"
6'-11"
6'-11"
60
24"
2'-9"
2'-9"
2'-9"
2'-9"
20"
3'-3"
3'-3"
3'-3"
3'-3"
16"
3'-11"
3'-11"
3'-11"
3'-11"
12"
1 5'-0"
1 V-0"
5'-0"
5'-0"
TABLE 1.16
0.040"x2"x6.5" Rafter (Single Span)
Ground
Rafter
Wind Speed and Exposure
Snow Load
Spacing
Exposure C
s
in
130 140 150 170
10
24"
16•_0'•
14'_9"
13•_9'•
12•_0"
LIVE
20"
17' 6"
16'-2"
15'-0"
13'-1"
16"
19•_0••
18•_0"
16•_8••
14'_7"
12"
20'_8
19•_8'•
18•_9"
16'_8'•
20
24"
11'-3"
11'-3"
11 •_3'•
11::3 '
LIVE
20"
13'-5"
13'-5"
13'-5"
131"
16"
15'_8'•
15'_8,"
15•_8"
14•_7•
12"
18•_0"
18•_0
18•_1••
16•_1"
25
24"
10•_8"
10•_8"
10•_8"
10'-8"
20"
12'-10"
12'-10"
12'-10"
12'-10"
16"
151-4"
1514"
15'-4"
14'-7"
12"
17•_7•
17_7"
17•_7"
16'_8"
30
24"
8'-11"
8'-11"
8'-11"
8'-11"
20"
10'_8"
10,_8"
'10•_8"
10'_8"
16"
13•-4"
13•_4"
13'-4"
13•-4"
12"
16•_2"
16•_2"
16•_2"
16•_2"
40
24"
6'4"
6'-9"
6'-9"
6'-9"
20"
8'-1"
8--1"
8'-1"
8'-1"
16"
10'-0"
10'-0"
10'-0"
10'-0"
•12"
13'-4"
13'_4'•
13'-4"
13'-4"
60
24"
4'-0"
4'-6"
4'-6"
4'-6"
20"
5'-5"
5'-5"
5'-5"
5'-5"
16"
6'-9"
6'-9"
6'-9"
6'-9"
12"
8'-11"
8'-11"
8'-11"
8'-11"
0.040"&W.5" Rafter Multis an
TABLE 1.12
0.042'Sc3"x8" Rafter (Sinole SDan)
Ground
Rafter
Wind Speed and Exposure
Snow Load
Spacing
Exposure C
s
in
130 140 150 170
10
36"
14•_7"
13•_5"
12'-4"
10•_8••
LIVE
32"
15'-6"
14'-3"
13'-2"
11'-5"
24"
17'-10"
16'-5"
15'-3"
13'-3"
16"
21'_8"
20•_0"
18•_6"
16•_1"
20
36"
8'-2"
8'-2"
8'-2"
8'-2"
LIVE
32"
9'-2"
9'-2"
9'-2"
9'-2"
24"
12'_2"
12'_2'•
12•_2"
12•_2'•
16"
181_1'•
18'_l"
18•_1••
16•_1"
25
36"
7'-10"
7'-10"
7'-10"
7'-10"
32"
8'-9"
8'-9"
8'-9"
8'-9"
24"
11'-7"
11'-7"
11'_7•
11'_7"
16"
17'_3
17'_3
17'_3••
16•_1'
30
36
6'-6"
6'-6"
6'-6"
6'-6"
32"
7'-4"
7'-4"
7'-4"
7'-4"
24"
9'-9"
9'-9"
9'-9"
91_9'1
16"
14'-5"
14'-5"
14'-5"
14'-5"
40
36"
4'-11"
4'-11"
4'-11"
4--11"
32"
5'-6"
5'-6"
5'-6"
5'-6"
24"
7.4"
7'-4"
7-4--
7-4"
16"
10'-11"
10'-11"
10--11".10--11"
9'-7"
60
36"
3'-3"
3'-3"
3'-3"
3'-3"
32"
3'-8"
3'-8"
3'-8"
3'-8"
24"
4'-11"
4'-11"
4'-11"
4'-11"
16"
7--4'-
7--4"
7'-4"
T -4 -
TABLE 1.13
NOTE: RAFTERS MAY OVERHANG 25% OF THEIR CLEARSPAN
0.042'k(Wx8" Rafter (Multisoan)
Ground
Rafter
Wind Speed and Exposure
Snow Load
Spacing
Exposure C
s
in
130 140 150 170
10
24
13'-8"
13'-8"
13'-8"
12'-0"
LIVE
20"
15'-4"
15'-4"
15'-0"
13'-1"
16"
17'-7"
17•_7-
16'_8"
14'-7"
12"
20'_8"
19'_8'•
18'_9"
16-8"
20
24"
8'-5"
8'-5"
8'-5"
8'-10"
LIVE
20"
9'-8"
9'-8"
9'-8"
7'-6"
16"
11'4"
11'4"
11'4"
11'-4"
12"
13'_8'
13'48'8'-
12'_8'-
12'-8"
25
24"
8'-2"8'-2"
6'-7"
8'-2"
8'-2"
20"
9'-4"
9'-4"
9--4"
9-_4.
16"
10'-11"
10'-11"
10'-11"
10'-11"
12"
13'-3"
13'-3"
13'-3"
13'-3"
30
24"
7'-1"
7'-1"
7--1"
7--1"
20"
8'-2"
8'-2"
8'-2"
8'-2"
16"
9'-7"
9'-7-.
9-_7.-
-_7 -
9'-7"
12"
12"
11'-9"
11'-9"
11'_9"
11'-9-'-
40
24"
5'-8"
5'-8"
5'-8"
5'-8"
20"
6'.6"
6'-6"
6'-6"
6'-6"
16"
7'-9"
7'-9"
7'-9"
7'-9"
12"
9'-7"
9'-7"
9'-7"
9'-7"
60
24"
4'-0"
4'4"
4'-0"
4'-0"
20"
4'-8"
4'.8"
4'-8"
4'-8"
16"
5'-8"
1
V-8"
5'-8"
5'-8"
12"
7'-1"
7'-1"
1 7'-1"
7'-1"
TABLE 1.17
ICC ESR 2676 (2012 IBC) 12/11/2013 Page 12 of 74
Ground
Rafter
Wind Speed and Exposure
Snow Load
Spacing
Exposure C
s
in
130 140 150 170
10
36"
11'-8
11-8"
11'-8"
10'-8"
LIVE
32"
12'-8"
12'-8"
12'-8"
11-_5"
24"
151-4"
15'-4"
15'-3"
13'-3"
16"
19'-8"
19'-8"
18'-6"
16'-1"
20
36"
6'-10"
6'-10"
V-10"
8'-10"
LIVE
32"
7'-6"
7'-6"
7'-6"
7'-6"
24"
9'-5"
9'-5"
9'-5"
9'-5"
16"
12'-8"
12'-8"
12'_8'-
12'-8"
25
36"
6'-7"
6'-7"
6'-7"
6'-7"
32"
7'-3"
7'-3"
7'-3"
7'-3"
24"
9'-1"
9'-1"
9'-1"
9'-1"
16"
12'-2"
12'_2'-
12'-2"
1 12'-2--
30
36"
5'-8"
5'-8"
5'-8"
5'-8"
32"
6'-3"6'-W
6'-3"
6'-3"
24"
7--11"
7'-11"
7'-11"
7'-11"
16"
10'-9"
10'-9"
10'-9"
10'-9"
40
36
4'-5"
4'-5"
4'-5"
4'-5"
32"
4'-10"
4'-10"
4'-10"
4'-10"
24"
6'-3"
6'-3"
6'-3"
6'-3"
16"
8'-0"
8'-8"
8--8'
V-8"
60
36"
3'-0"
3'-0"
3'-0"
3'-0"
32"
3'-5"
3'-5"
3'-5"
3'-5"
24"
4'-5"
4'-5"
4'-5"
4'-5"
16"
1 6'-3"
6'-3"
6'-3"
6'-3"
(ABLE 1.16
United Duralume
350 S. Raymond Ave
Fullerton, CA
Carl Putnam, P. E.
3441 Ivylink Place
Lynchburg, VA 24503
cariautnam &comcastnet
LATTICE 1.0 DOUBLE RAFTER SPANS FOR COMMERCIAL AND PATIO STRUCTURES (REQUIRES THE USE OF DETAIL 33 OR 34)
0 024"x2"x6.5" Rafter (Single Soan) 0.032"x2"x6.5" Rafter (Single Span) 0.040"x2"x6.5" Rafter Single Span
Ground
Rafter
Wind Speed and Exposure
Snow Load
Spacing
Exposure C
(ps
in
130 140 150 170
10
48"
8'-1"
7'-3"
6'-7"
5'-6"
LIVE
40"
9'-0"
8'-2"
7'-5"
6'-2"
32"
10,_3"
9'4"
8'-6"
7'-2"
24"
12'-0"
10'-11"
10'-0"
8'-0"
20
48"
V-8"
6'-8"
6'-7"5'-6"
5'-6"
LIVE
40"
8'-0"
8'-0"
7'-5"
6'-2"
32"
9'4"
9'4"
8'-6"
7'-2"
24"
10,_8„
10'-8"
10'-0"
8'-0"
25
48"
6'4"
6'4"
6'4"
5'-6"
40"
7'-7"
7'-7"7'-5"
6'-1"
6'-2"
32"
9'4"
9'-0"
8'-6"
7'4"
24"
10'-5"
10'-5"
10'-0"
8'-0"
30
48
5'-3"
5'-3"
5'-3"
5'-3"
40"
6'-4"
6'-4"
6'-4"
6'-2"
32"
7'-11"
7'-11"
7'-11"
7'-2"
24"
9'-0„
9'-0„
9-4-8,_0„
T-7"
40
48"
4'-0"
4'4"
4'4"
4-4-
40"
4'-9"
4'-9"
4'-9"
4'-9"
32"
V-11"
5'-11"
5'-11"
V-11"
24"
7'-11"
7'-11"
1 7'-11"
7'-11"
60
48"
2'-8"
2'-8"
2'-8"
2'-8"
40"
T-2"
T-2"
T-2"
3'-2"
32"
4'4"
4'4"
4'4"
4'-0"
24"
5'4"
5'-3"
5'-3"
5'-3"
TABLE 1.29
0.024"x2"x6.5" Rafter (Multispan)
Ground
Rafter
Wind Speed and Exposure
Snow Load
Spacing
Exposure C
( so
(in)
130 140 150 170
10
48"
8'-1"
T-3"
6'-7"
6-6"
LIVE
40"
-0
9'"
8'-2"
T-5"
6'-2"
32
10'-3"
9'-4"
8'-6"
T-2„
24"
12'-0"
10'-11"
10'-0"
8'-0"
20
48"
5'-6"
5'-6"
5'-6"
5'-6"
LIVE
40"
6'4"
6'4"
6'4"
6'-2"
32"
T-4"
T-4"
7'4"
7'-2"
24"
8'-10"
8'-10"
8'-10"
8'-0"
25
48"
5'4"
5'-3"
5'-3"
5'-3"
40"
6'-1"
6'-1"
6'-1"
6'-1"
32"
7'-1"
T-1"
T-1"
T-1„
24"
8'-7"
1 8'-7"
8'-7"
1 8'-0"
30
48
4'-7"
4'-7"
4'-7"
4'-7"
40"
5'-3"
V-3"
5'-3"
5'-3"
32"
6'-3"
6'-3"
6'-3"
6'-3"
24"
7'-7"
T-7"
T-7"
T-7"
40
48"
3'-7"
T-7"
T-7"
T-7"
40"
4'-2"
4'-2"
4'-2"
4'-2"
32"
5'4"
5'-0"
5'-0"
5'-0"
24"
6'-3"
6'4"
6'4"
6'4"
60
48
2'-6"
2:-6
2-6
2'-6"
40"
3'-0"
3'-0"
3'-0"
3'-0"
32"
T-7"
T-7"
T-7"
T-7"
24"
4'-7"
4'-7"
4'-7"
4 -
ICC ESR 2676 (2012 IBLYftM2013
Ground
Rafter
Wind Speed and Exposure
Snow Load
Spacing
Exposure C
sf)
in
130 140 150 170
10
48"
12,_3„
11'_3"
10,_5,
8'-11"
LIVE
40"
13'-5"
12'-4"
11'-5"
9'-11"
32"
15'-0"
13'_10„
12'-10"
11,_1"
24"
17'_3"
15,_11"
14,_9"
12,_10"
20
48"
10'-5"
10'-5"
10'-5"
8'-11"
LIVE
40"
11'-4"
11'4'
11'-4"
9'-11"
32"
12,-8„
12,_8"
12'4"
11,_1"
24"
14'_7'
1 14'-7"
14'-7"
12,_10"
25
48"
10'-2"
10'-2"
10'-2"
8'-11"
40"
11'_1„
11•_1••
11'4"
9'-11"
32"
12'_5'
12'_5'
12'_5'
11,4"
24"
14'-3"
14'-3"
14'-3"
12'-10"
30
48"
9'-3"
9'-3"
9'-3"
8'-11"
40"
10'_2"
10'-2"
10,_2"
9'-11"
32"
11'4„
11'4„
11,4"
11,_1„
24"
13'_0„
13'_0"
1 13'_0„
12,_10"
40
48"
8'4"
8'-0"
8'-0"
8'-0"
40"
8'-9"
8'-9"
8'-9"
8'-9"
32"
9'-10"
9'-10"
9'-10"
9'-10"
24"
11' 4'
11'-4"
1V-4"
11,4"
60
48"
6'4"
6'4"
6'-4"
6'-4"
40"
7'-2"
7'-2"
T-2"
7'-2"
32"
8'-0"
8'-0"
8'4"
8'-0"
24"
9'4"
9'-3"
1 9'-3"
1 9'-3"
TABLE 1.30
0.032"x2"x6.5" Rafter (Multispan)
Ground
Rafter
Wind Speed and Exposure
Snow Load
Spacing
Exposure C
( so
(in)
130 140 150 170
10
48"
12,_3„
11,_3„
10'_5
8'-11"
LIVE
40"
13'-5"
12'-4"
11'-5"
9'-11"
32"
15'4"
13'-10"
12'-10"
11'-1"
24"
17'-3"
15.11"
14'_9"
12,-10"
20
48"
V-11"
8'-11"
8'-11"
8'-11"
LIVE
40"
9'-11"
V-11"
9'-11"
V-11"
32"
11,_3"
11'-3"
11'4"
11,_1"
24"
13,_2"
13,_2"
13'-2"
12,_10"
25
48"
8'-8"
8'-8"
8'-8"
8'-8"
40"
13'-9"
13,_9„
9'-8"
9'-8"
32"
10'-11"
10'-11"
10'-11"
10'-11"
24"
12'-10"
12'-10"
12'-10"
12'-10"
30
48"
T-9"
T-9"
T-9"
T-9"
40"
8'-8"
8'-8"
8'-8"
8'-8"
32"
V-11"
V-11"
9'-11"
9'-11"
24"
11'_7,
11'_7,
11,_7'
11'_7,
40
48"
6'-6"
6'-6"
6'-6"
6'-6"
40"
7'-3"
7'4"
T-3"
T-3"
32"
8'4"
8'4"
8'4"
8'4"
24"
V-11"
9'-11"
9'-11"
9'-11"
60
48"
4'-11"
4'-11"
4'-11"
4'-11"
40"
5'-7"
5'-7"
5'-7"
64'
32"
6'-6"
6-6"
V-6"
6'-6"
24"
7'-9"
T-9"
7'-9"
7'-9"
TABLE 1.34
Ground
Rafter
Wind Speed and Exposure
Snow Load
Spacing
Exposure C
(ps
in
130 140 150 170
10
48"
16'-0"
14'-9"
13'-9"
12'-0"
LIVE
40"
17'-6"
16'_2"
15'-0"
13'_1"
32"
19'-0"
18'-0"
16'-8"
14'-7"
24"
20'-8"
19'-8"
18'-9"
16-4-
20
48"
12'-10"
12'-10"
12'-10"
12'-0"
LIVE
40"
14'-1"
14'-1"
14'-1"
13'-1"
32"
15,-8"
15'_8"
15,-8"
14,_7,
24"
18'-0"
18'-0"
18'4"
16'-8"
25
48"
12'-7"
12,_7,
12'-7"
12,_0"
40"
13'-9"
13,_9„
13,_9„
13'-1"
32"
15'4"
15'4"
15'-4"
14'-7"
24"
17,_7'
17,_7,
17,_7'
16_8„
30
48"
11'-6"
11,_6„
11'-0"
11,-6"
40"
12'-7'
12,_7„
12'_7„
12'-7,
32"
14'-0"
14'-0"
14'4"
14'-0"
24"
16,_2„
16,_2„
16,_2„
16,_2"
4048"
72"
10'-0"
10'-0"
10'-0"
10'-0"
40"
10'-11"
10'-11"
10'-11"
10'-11"
32"
12,_2"
12'-2"
12'4"
12'_2„
24"
14'-0"
14'-0"
14'-0"
14'-0"
60
48"
8'-2"
8'-2"
8'-2"
8'-2"
40"
V-11"
8'-11"
8'-11"
8'-11"
32"
10'4"
10'4"
10'-0"
10'-0"
24"
11,-6„
11'_6„
11'_6"
11'_6"
0.040"x2"x6.5" Rafter (Multispan)
TABLE 1.31
0.042"x3"x8" Rafter (Single Span)
Ground
Rafter
Wind Speed and Exposure
Snow Load
Spacing
Exposure C
(ps
in
130 140 150 170
10
72"
14'-7"
13 _5„
12 4"
10'-8"
LIVE
64"
15'-6"
14'-3"
13'-2"
11'-5"
48"
17'-10"
16,_5'
15'4"
13,_3"
32"
2V4
20'-0"
18'-6"
16'-1"
20
72"
12'-4"
12'4"
12'-4"
10'-8"
LIVE
64"
13'-0"
13'-0"
13'-0"
11'-5"
48"
15'-0"
15'-0"
15'4"
13'-3"
32"
18,_3"
18,_3"
18,4"
16,_1"
25
72"
12,_0"
12'-0"
12,4"
10,-8"
64"
12'_9"
12'_9"
12,4"
11,_5"
48"
14'_8"
14,-8"
14,-8"
13,_3"
32"
17--10",17--10"
16,_7,
17'-10"
16'-1"
30
72"
11'4"
11'-0"
11'4"
10'-8"
64"
11'-8"
11'-8"
11'-8"
11'-5"
48"
13'-5"
13'-5"
13'-5"
13'-3"
32"
16'-4"
16'-4"
16'-4"
16'-1"
40
72"
9'-6"
9'-6"
9,_6„
9--0„
64"
10'_1"
10'_1"
10,_1"
10'_1„
48"
11'-8"
11'-8"
11'_8"
11,_8„
32"
14,_2"
14,_2"
14'_2"
14'4"
60
72
T-9"
T-9"
T-9"
T-9"
64"
8'4"
8'4"
8'-3"
8'-3"
48„
9'-6"
9'_6"
9,-0„
9'-0„
32"
11,_8"
11'-8"
11'4"
11'-8"
TABLE 1.32
NOTE: THESE TABLES REQUIRE THE USE OF DETAIL 33 OR 34
0.042"x3"x8" Rafter (Multispan
Ground
Rafter
Wind Speed and Exposure
Snow Load
Spacing
Exposure C
(psf)
in
130 140 150 170
10
48"
16'_0"
14'-9"
13,_9„
12'_0"
LIVE
40"
17'-6"
16'-2"
15'-0"
13'-1"
32"
19'-0"
18,_0„
16,-8"
14,_7'
24"
20,-8"
19,_8„
18'-9„
16,_8"
20
48"
11'-11"
11'-11"
11'-11"
11'-11"
LIVE
40"
13'-1"
13'-1"
13'-1"
13'-1"
32"
14,-8"
14,_8„
14'4"
14'_7,
24"
17'_0"
17'4"
17'4"
16'_8"
25
4811'_7"
10'-4"
11 _7,
11'-7,
11'_7,
40"
12'_9"
12,_9„
12,_9"
12,_9"
32"
14'4"
14,4"
14,4"
14,-4"
24"
16'-7"
16,_7,
16'-7"
16'-7'
30
48"
10'-6"
10'-6"
10'-6"
10'-6"
40"
11'_7"
11 _7"
11 _7"
11'-7"
32"
13'4"
13'-0"
13'4"
13'-0"
24"
15.1"
15'_1"
15'_1"
15'_1"
40
48"
9'-0"
9'-0"
9'-0"
9'-0"
40"
V-11"
V-11"
T-11"
9'-11"
32"
11'_2"
11,_2"
11'_2"
11,_2"
24"
13'-0"
13'-0"
13'4"
13'-0"
60
48"
7'-1"
T_t„
7'-1"
V-11"
40"
7'-11"
7'-11"
7'-11"
6'-5"
32"
9'-0"
9'-0"
9'-0"
T-9"
24"
10'-6"
10'-6"
W-6-9
9'-11"
Page 14 of 74 TABLE 1.35
Ground
Rafter
Wind Speed and Exposure
Snow Load
Spacing
Exposure C
s
in
130 140 150 170
10
72"
14'-7"
13'_5'
12'4„
10,_8„
LIVE
64"
15'-6"
14'-3"
13'-2"
11'-5"
48"
17'-10"
16-5"
15'4"
13'-3"
32"
21,_8"
20'_0„
18,-6"
16_1"
20
72"
10'-8"
10'-8"
10'4"
10'4"
LIVE
64"
11'-4"
11'-4"
11'-4"
11'4"
48"
13'-4"
13'-4"
13'-4"
13'-3"
32"
16,_7,
16'_7,
16'_7'
16,_1„
25
72"
10'-4"
10'-4"
10'-4"
10'-4"
64"
11'_1"
11'_1„
11 _1„
11,_1"
48"
13'-0"
13'-0"
13'4"
13'-0"
32"
16'_2"
16'_2"
16'-2„
16'_1"
30
72"
9'-3"
9'-3"
9'-3"
V-3""
64"
9'-11"
9'-11"
9'-11"
9'-1"
48"
111_8"
111_91,
11'-9"
11 9"
32"
14'4"
14,4"
14'-8"
14 58"
40
72"
7'-9"
T-9"
7'-9"
7'_ "
64
8,-4„
8,4„
8,-4
8'_
48"
9'-11"
T-11"
9'-11"
9'-11
32"
12'_7"
12,_7'
12'_7'
12'-7..
60
72"
5'-11"
5'-11"
5'-11"
V-11"
64"
6-5"
6'-5"
6'-5"
6'-5"
48"
T-9"
T-9"
T-9"
T-9"
32"
V-11"
9'-11"
9'-11"
9'-11"
TABLE 1.36
Lattice Tubes
Ground
Lattice
Wind Speed and Exposure
Snow Load
Size
Exposure C
(PO
in
130 140 150 170
10
1.5"
72"
72"
72"
72"
LIVE
2"
72"
72"
72"
72"
2"x3"
72"
72"
72„
72"
3"
72"
72"
72"
72"
20
1.5"
72"
72"
72"
72"
LIVE
2"
71"
71"
71"
71"
2"x3"
62"
62"
62"
62"
3"
72"
72"
72"
72"
25
1.5"
72"
72"
72"
72"
2"
69"
69"
69"
69"
2"x3"
60"
60"
60"
60"
3"
72"
72"
72"
72"
30
1.5"
65"
65"
65"
65"
2"
62"
62"
62"
62"
2"x3"
53"
53"
53"
53"
3"
72"
72"
72"
72"
40
1.5"
55"
55"
55
55"
2"
52"
52"
52"
52"
2„xT
44„
"„
44"
44„
3"
65"
65"
65"
65"
60
1.5"
43"
43"
43"
43"
2"
39"
39"
39"
39"
2"x3"
33"
33"
33"
33"
3"
49"
49"
49"
49"
United Duralume
350 S. Raymond Ave
Fullerton, CA
3441 Ivylink Place
Lynchburg, VA 24503
" MAY 26 2015
TABLE 1.37
TABLE 3.1
0.042"x3'5&"
Alum Beam (Detail 12)
Dble 0.042"AaI IT' Alum Beam Detail 13)
Dble 0.032N2"x6.5"
Alum Beam (Detail 11)
o
deed s ogle
Freestanding or
21'-1"
AOarhed su gle
Freestanding ortPOSTMIN
28
d single
Freestanding or
14'5'
B
span Structure
Multispan Units
26
span struaae
Multis an UnitstrucLae
3
22'5'
Multis an Units
GROUND
TRI&
MAX
MAX
28
21'-1'
MAX POST LENGTH
MAX
27
29
MAX POST LENGTH
14'5'
B
23
MAX POST LENGTH
8' I/0' 12'
SNOW
WIDTH
POST
POST
MIN
FOOTER
8' I 10' I 12'
POST
MIN
FOOTER
8' I 10' I 17
19'-7'
B
FOOTER
27
LOAD
(FT)
SPACING
SPACIN
POST
SIZE
CONSTRAINED FOO
SPACIN
POST
SIZE
CONSTRAINED FOO
175'
B
SIZE
CONSTRAINED FOOTEF
"d
(PSF)
27
ON SLAB
(FT)
TYPE
"d'd"d
-d(FT)TYPE
29
175'
'd
"d "d 'd
23
25
'd
"d "d
4.5
15'-1"
(FT)
B
22
On)
M) On) ON
27
1T3'
On)
ON On) M)ON
26
28
29
On) On) M)
10
120 MPH
EXPOSURE
O
or - mrn
uu-vaunt
o
28
29
21'-1"
B
25
28
30
32
14'5'
B
21
24
26
27
10
3
22'5'
14'-10"
B
21
25
27
28
21'-1'
B
24
27
29
30
14'5'
B
23
25
26
28
LIVE
3.5
19'-5"
13'5'
B
22
25
26
28
19'-7'
B
24
27
28
30
13'-5'
B
21
24
25
27
29
4
1T-0'
175'
B
22
24
26
27
18'-3"
C
25
26
28
29
175'
B
22
23
25
26
51-9"
4.5
15'-1"
11'-10"
B
22
24
26
27
1T3'
C
25
26
28
29
11'-9"
B
22
23
25
26
27
5
13'-7'
11'-2'
B
23
24
25
27
16'4"
C
26
26
27
29
11'-1"
B
23
23
24
26
25
5.5
12'4"
10'-7'
B
23
23
25
26
15'5"
C
26
26
27
29
101-6"
B
23
23
24
25
32
6
11'-4
10'-1'
B
23
23
25
26
14'-10"
C
27
27
27
28
10'-0'
B
23
23
24
25
6'-11"
6.5
10'-5"
9'-7"
B
24
24
25
26
14'-2'
C
27
27
27
28
91S"
B
24
24
24
25
23
7
91S"
9'-2"
B
24
24
24
26
13'5'
C
27
27
27
28
9'-2"
B
24
24
24
25
7.5
9'-1"
8'-10"
B
24
24
24
26
13'-2"
D
27
27
27
28
8'-9"
8
24
24
24
25
4'-10'
8
8'S'
8'-5"
B
24
24
24
25
12'-8"
D
28
28
28
28
8'-5"
B
24
24
24
24
8.5
8.-w
8'-2"
B
24
24
24
25
173'
D
28
28
28
28
8'-2"
B
24
24
24
24
9
T5"
T-10'
C
25
25
25
25
11'-1D'
D
28
28
28
28
T-10'
C
25
25
25
25
9.5
T-2"
T-7"
C
25
25
25
25
11'5"
D
28
28
28
28
T -r
C
25
25
25
25
10
6'-9"
T4'
C
25
25
25
25
11'-2'
D
29
29
29
29
T4'
C
25
25
25
25
11
T-2"
6'-11"
C
25
25
25
25
10'-7'
D
29
29
29
29
6'-11'
C
25
25
25
25
12
5'S"
6'S"
C
25
25
25
25
10'-1"
1
D
29
29
29
29
6'-7'
C
26
26
26
26
13
5'-r
S' -r
C
26
26
26
26
9'-7'
1 D
I 3D
1 30
1 30
1 30 1
6'3'
I C
j 26
1 26
1 26
1 26
10
130 MPH
3
EXPOSURE
22'5"
C
14'-10"
or iou mrn
B
eeruaunm
22
o
26
28
29
21'-1"
B
25
28
30
32
14'5'
B
22
25
27
28
LIVE
3.5
1915'
13'-7'
B
23
26
27
29
19'-7'
B
26
28
30
31
13'S'
B
23
25
26
28
26
4
17'-0"
17.7"
8
23
25
27
28
18'-3'
C
26
27
29
31
175"
B
23
24
26
27
29
4.5
15'-1'
11'-9'
B
24
25
27
28
1T3'
C
27
27
29
30
1115'
B
24
24
28
27
51-9"
5
13'•7"
11'-0"
B
24
25
26
28
16'4'
C
27
27
28
30
11'-0"
B
24
24
25
27
27
5.5
174"
10'4'
B
24
24
26
27
1515'
C
28
28
28
30
1015"
B
24
24
25
26
25
6
114'
91•10"
B
24
24
26
27
14'-10"
C
28
28
28
29
9'-10"
B
24
24
25
26
32
6.5
10'5"
9'4"
B
25
25
25
27
14'-2'
C
28
28
28
29
91•5"
B
25
25
25
26
6'-11"
7
1S"
8'-11"
8
25
25
25
27
13'5'
C
29
29
29
29
9'-0"
B
25
25
25
26
23
7.5
9'-1
8'S"
8
25
25
25
26
13'-2"
D
29
29
29
29
8'-7'
B
25
25
25
26
88'S'
4S"
8'-2"
B
25
25
25
26
12'5'
0
29
29
29
29
8'-r
B
25
25
25
25
4'-10'
8.5
8'-0"
7"-10'
B
25
25
25
26
17-2'
D
30
30
30
30
7'-11'
B
26
26
26
26
9
7'S"
r5"
B
26
26
26
26
11'-10"
D
30
30
30
30
7'S"
B
26
26
26
26
9.5
T-2"
T3"
B
26
26
26
26
111-5'
D
30
30
30
30
T4"
B
26
26
26
26
10
6'-9"
7'1"
B
26
26
26
26
11'-1'
D
3D
30
30
30
T-1'
C
26
26
26
26
11
6'-2"
6'4"
C
26
26
26
26
10'-5'
D
31
31
31
31
614'
C
26
26
26
26
12
5'S"
6'-2"
C
26
26
26
26
9'-f0"
D
31
31
31
31
6'4"
C
27
27
27
27
13
5'-2"
5'-10'
C
27
27
27
27
9'S'
D
31
31
31
31
5'-11'
C
1 27
1 27
1 27
1 27
10
LIVE
140 MPH
3
3.5
4
4.5
5
5.5
6
6.5
7
7.5
B
8.5
9
9.5
10
11
12
13
EXPOSURE
22'5"
19'-5'
17'-0"
15'-1'
13'-7"
12'4'
11'4'
10'-5'
91S"
9'-1'
8'S"
8'-0'
71S"
T-2"
6'-9"
6'-2"
1S'
5'-r
C
13'-7'
17-5'
11'-5'
10'5'
1D'-0'
9'-5"
8'-11'
8'-5"
8'-1"
7'S"
T4"
T-1"
6'-9'
6'S"
6'3'
5'-10'
5'S"
F -r
or rou mrn
B
B
B
B
B
B
8
B
B
B
8
B
B
8
B
B
B
B
v rvaun.
23
23
24
24
24
25
25
25
25
26
26
26
26
26
26
27
27
27
o
27
26
26
25
25
25
25
25
25
26
26
26
26
26
26
27
27
27
28
28
28
27
27
26
26
26
26
26
26
26
26
26
26
27
27
27
30
29
29
29
28
28
28
27
27
27
27
27
26
26
26
27
27
1 28 11
19'-11"
18'-5'
17'-2'
16'-1'
15'-3'
14'-5'
13'5'
13'-1'
12'5'
12'-0"
115"
11'-1'
1015"
10'4"
10'-1'
9'•5"
8'-11'
8'S"
B
B
B
C
C
C
C
C
C
C
C
C
D
D
D
D
0
I D
26
26
27
28
28
28
29
29
29
30
30
30
30
31
31
31
31
1 32
29
29
28
28
28
28
29
29
29
3D
30
30
30
31
31
31
31
1 32
31
30
30
29
29
29
29
29
29
30
30
30
30
31
31
31
31
1 32
32
32
31
31
31
30
30
30
30
30
30
30
30
31
31
31
31
32 11
13'-7"
17-5'
11'5"
1015'
10'-0"
9'S'
9'-0"
8'S"
8'-2"
T-9"
7'5"
7'-2"
6'-11'
6'S"
6'-5"
6'-0"
51S"
5'4"
B
B
B
B
B
B
B
B
B
B
8
B
B
B
8
B
B
1 B
23
23
24
24
24
25
25
25
25
26
26
26
26
26
26
27
27
1 27
26
25
25
24
24
25
25
25
25
26
26
26
26
26
26
27
27
1 27
27
27
26
26
26
25
25
25
25
26
26
26
26
26
26
27
27
1 27
29
28
28
28
27
27
27
26
26
26
26
28
26
26
26
27
27
1 28
TABLE 3.1
0.042"x3N8" Alum Beam (Detail 12)
Anached Single Freestanding or
Dble 0.042"A xW Alum Beam Detail 13 Dble 0.032"xZ x6.5" Alum Beam(Detail 11)
deed Single Freestanding or aged single Freestanding or
u
Span StruoWre Multis an Units
Span StrucAne Multispan Units span sWaure Multispan Units
GROUND TRIB MAX
MAX MAX POST LENGTH
MAX MAX POST LENGTH MAX MAX POST LENGTH
8' I 10' I 17
SNOW WIDTH POST
POST MIN OOT 8- I 10' I 12'
POST MIN 00 8' I 10' I 17 POST MIN 007
LOAD (FT) SPACING
SPACING POST SIZE CONSTRAINED FOOTER
SPACIN POST SIZE CONSTRAJNEDFOOTEF SPACINC CONSTRAINED FOO TEF
(PSE) ON SLAB
(FT) TYPE 'd 'd "d' "d
(FT) TYPE "d 'd "d 'd (FT) TYPE 'd 'd 'd "d"
(FT)
On) On) Gn) On)
On) On) On) On) On) Co) On) In)
20
tau mrn
cwrvau�
u
B
22
26
28
29
15'-r
C
24
27
29
32
'3"
B
21
24
26
27
20
3
3.5
11'-10"
10'-r
10'-4'
9'S"
B
B
21
21
25
25
27
26
28
28
15'-2"
14'-0'
C
C
24
27
29
31
-5"
B
21
24
25
27
26
4
8'-11"
8'S"
B
22
24
26
28
13'-0'
D
25
26
28
31
S"
B
22
23
25
27
29
4.5
T-11"
V-1"
B
22
24
26
27
12'-r
0
25
26
28
30
-1"
B
22
23
25
26
51-9"
5
T-1"
r -r
C
22
24
25
27
11'5"
D
25
26
28
30
-r'
C
22
23
24
26
27
5.5
6'S"
T-1"
C
22
23
25
27
10'-10"
D
26
26
27
30
'-2"
C
22
23
24
26
25
6
5'-11"
6'S"
C
23
23
25
26
104"
D
26
26
27
29
'-9"
1286*
C
23
23
24
25
32
6.5
5'-5"
64"
C
23
23
25
26
9'-10"
D
26
26
27
29
-S"
'-5"
C
23
23
24
25
6'-11"
7
5'-1"
6'-0"
C
23
23
24
26
9'-5'
D
27
27
27
29
--1"
C
23
23
24
25
23
7.5
4'S"
5'S"
C
23
23
24
26
9'-1"D
D
27
27
27
29
10'
C
23
23
24
25
8
4S"
5'S"C
C
23
23
24
26
8'S'
D
27
27
27
29
'-r
C
23
23
24
25
4'-10'
8.5
4-2"
5-3"
C
23
23
24
26
8'-5"
D
27
27
27
29
'4"
C
24
24
24
26
9
T-11"
T -O"
C
24
24
24
26
8'-1"
D
28
28
28
29
'-r
C
24
24
24
26
9.5
3'-9"
4'-10"
C
24
24
25
26
T-10"
0
28
28
28
29
11"
C
24
24
25
1 26
20
l�U MYn
3
CUV'VJURC
11'-10'
V
10'4"
B
22
26
28
29
15'-r
C
25
28
30
32
10'3"
B
22
25
27
28
81S"
3.5
10'-2"
91S'
B
22
26
27
29
14'-0"
C
25
28
30
31
9'-5"
B
22
25
26
28
26
4
8'-11'
8.5'
B
23
25
27
29
13'-0"
D
26
27
29
31
81S'
B
23
24
26
27
29
4.5
7'-11'
8'-1'
B
23
25
27
28
12'-2"
D
25
27
29
30
8'-1"
B
23
24
26
27
51-9"
5
T-1'
T -r
C
23
25
26
28
1115"
D
27
27
28
30
T -T
C
23
24
25
27
27
5.5
6'-5"
T-1'
C
24
24
26
28
10'-10'
D
27
27
28
30
T -r
C
24
24
25
27
25
6
5'-11"
6'S"
C
24
24
26
27
1014"
D
27
27
28
29
6'-9"
C
24
24
25
26
32
8.5
5'u'"
G'4"
O
24
24
26
27
9'-10"
D
28
7B
28
29
6'S'
C
24
24
25
26
6'-11"
7
5'-1"
6'-0'
C
24
24
25
27
9'-5"
0
28
28
28
29
i
6'-"
C
24
24
24
26
23
7.5
4'-9"
5'-9"
C
24
24
25
27
9'-1'
D
28
28
28
29
5'-10'
C
24
24
25
26
8
4'-5'
5'S"
C
24
24
25
26
8'S"
D
29
29
29
29
5'-r
C
25
25
25
26
4'-10'
8.5
4'-2'
5'3"
C
25
25
25
27
8'-S
D
29
29
29
29
5'4"
C
25
25
25
27
9
3'-11'
S'-0"
C
25
25
25
27
8'-"
0
29
29
29
29
5'-r
C
25
25
25
27
9.5
3'-9'
4'-10'
C
25
25
26
27
T-110'
D
29
29
29
29
4'-11"
C
25
25
26
27
20
3
11'-10"
10'4'
B
24
28
30
31
27
3.5
10'-2"
9'-5"
B
24
27
29
31
9'-5"
4
8'-11"
81S"
B
25
27
29
30
29
4.5
T-11'
8'-1'
B
25
27
28
30
17-2"
5
7'-1'
T-7'
C
25
26
28
30
25
6.6
6'-V
T-1"
C
26
76
28
29
T-7'
65'-11"
25
6'S"
C
26
26
27
29
29
6.5
5'-5'
6'4'
C
26
26
27
29
10'4"
7
5'-1"
61"
C
26
26
27
29
26
7.5
4'-9"
51-9"
C
26
26
27
28
6'-5"
8
4'-S
5'S"
C
27
27
27
28
30
8.5
4'-2'
5'-3"
C
27
27
27
28
9'-1"
9
1 T-11"
5'-0"
C
27
27
27
29
140 MPH EXPOSURE C
or 160 MPH EXPOSURE B
28
25
3
9'-7"
10'-1"
C
21
25
27
28
27
3.5
8'-2"
9'-2"
C
21
25
26
28
5'4"
4
r-2"
8'-5"
C
21
24
26
27
32
4.5
6'4'
7'-10"
C
22
24
26
27
5
5'-9"
r4'
C
22
24
25
27
5.5
5'-r
6'-11"
C
22
23
25
26
6
4'-9"
6'S"
C
22
23
25
26
6.5
4'-5"
6'-2'
C
23
23
24
26
7
4'-1"
5'-10"
D
23
23
24
26
7.5
3'-10"
5'-7"
D
23
23
24
26
8
T -T
5'4"
D
1
23
1
23
1 1
24
25
1
8.5
3'4"
5'-1"
D
23
23
24
26
9
T -r
4'-10'
D
23
23
24
26
ICC ESR 2676 (2012 IBC) 12/11/2013 Page 21 of 74
15'-21
C
27
30
32
34
10'3'
8
24
27
28
30
14'-0"
O
28
30
32
33
9'-5"
B
24
26
28
30
13'-0"
D
28
29
31
33
8'S"
B
25
26
28
29
17-2"
D
29
29
31
32
81•1'
B
25
25
27
29
11'5"
D
29
29
30
32
T-7'
C
25
25
27
29
10'-10"
D
29
29
30
32
r•2"
C
26
26
27
28
10'4"
D
30
30
30
31
6'-9"
C
26
26
26
28
9'-10"
D
30
30
30
31
6'-5"
C
26
26
26
28
9'-5"
D
30
30
30
31
6'-1"
C
26
26
26
28
9'-1"
D
31
31
31
31
5'.10"
C
27
27
27
28
81S"
O
31
31
31
31
5'-r
C
27
27
27
28
8'-5"
D
31
31
31
31
5'4"
C
27
27
27
28
8'-1"
D
32
32
32
32
5'1"
C
27
27
27
29
14'-10"
D
23
27
29
31
OFESJ/n
13'5'
"
D
24
27
26
28
28
30
30
Q� pp n
T U
1 2'5
11'-10'
11'-2"
D
0
D
24
25
25
26
26
28
27
29Cij
29
�O
10'-r
D
26
26
27
29
14V'
. . .p n
10'-1"
D
26
26
27
28
J v.
9'-7"
D
26
26
27
28
9'-r
D
26
2626
1
8'-10"
D
27
27
27
28
D
27
27
27
2
8' -r
D
27
27
27
27
27
27
27
�CAI•�F� '
T-10'
D
27
DEC 18 2013
681
�rq IVIS
CAL1F��
262015
rnrc rnvco z n oneT CoArwrc cni2 DATIn ANn COMMFRCILII COVERS HIGH WIND AREA:
10
0.042"x3'18"
Alum Beam Detail 12)
Dble 0.042'13"x8" Alum Beam Detail 13
Dble 0.032''x7x6.5" Alum Beam (Detail 11
TABLE 3.1
27
Attached Single Freestanding or
rhea single Freestanding or
Attached Single Freestanding or
B
26
Span struchae Mullis n Units
Span Strucwre Multis an Units
Span Strucwre Multis an Units
GROUND TRIB MAX
MAX
MAX POST LENGTH
MAX MAX POST LENGTH
MAX MAX POST LENGTH
SNOW WIDTH POST
POST
MIN FOOTER w I 10' I 12'
POST MIN FOOTER 8' I 10' I 17
POST MIN FOOTER 8' I 10' I 17
LOAD (FT) SPACING
SPACING
CONSTRAINED FOOTEF
SPACIN POST SIZE CONSTRANEDFOOTEF
SPACING POST SIZE CONSTRAINED FOOTEF
(PSF) ON SLAB
(FT)
TYPE "d "d "d "d
(FT) TYPE "d 'd "d I "d"
(FT) TYPE 'd "d 'd "d
(FT)
11'-5"
Qn) Gn) on) Cn)
on) 0.) on) Cm)
fn) M) on) on)
10
3
22'-8"
12'6'
B
23
27
29
31
18'6'
B
26
30
31
33
12'-6'
B
23
26
28
29
LIVE
3.5
19'-5"
11'-5'
B
24
27
28
30
17* -0"
B
27
29
31
33
11'-5"
B
24
26
27
29
6'
4
17'-0"
106"
B
24
26
28
30
15'-11"
'e
28
29
30
32
10'6'
8
24
25
27
28
Na
4,5
IT -1'
9'-9"
B
24
26
28
29
14'-11"
B
28
28
30
32
9'-10'
B
24
25
27
28
5
13'-7'
1-2"
B
25
26
27
29
14'-0'
B
29
29
30
31
9'-2"
B
25
25
26
28
5.5
12'4'
8'•7'
B
25
25
27
28
13'-3'
C
29
29
29
31
8'6"
B
25
25
26
27
6
11'4'
8'-1'
B
25
25
27
28
1 Y-7"
C
29
29
29
31
V-2"
B
25
25
26
27
6.5
10'-5"
7'-8"
B
26
26
26
28
17-0"
C
30
30
30
30
7'-9"
B
26
26
26
27
7
916"
114"
B
26
26
26
28
1116"
C
30
30
30
30
7'6"
8
26
26
26
27
7.5
9'-1"
7'-0"
B
26
26
26
27
11'-0"
C
30
30
30
30
T-1"
B
26
26
26
27
886"
8'6"
6'6"
8
26
26
26
27
10'-7-
C
30
30
30
30
6'-9"B
8
26
26
26
26
8.5
8'-0"
6'4"
8
26
26
26
27
10'-2"
C
31
31
31
31
6'6"
B
26
26
26
27
97-6*
T6"
6'-1'
B
26
26
26
27
9'-10"
C
31
31
31
31
6'3"
8
27
27
27
27
9.5
T-2"
5'-10"
B
27
27
27
27
9'6"
C
31
31
31
31
6'-0"
B
27
27
27
27
10
6'-9"
5'6"
B
27
27
27
27
9'-2"
C
31
31
31
31
5'-10'
8
27
27
27
27
11
6'-2"
5'-3'
B
27
27
27
28
s-7"
C
32
32
32
32
5'S"
8
27
27
27
28
10
3
22'-8'
11'6"
B
24
28
29
31
19'-11"
B
28
31
33
35
11'-7'
B
24
26
28
30
LIVE
3.5
19'6'
101-6'
B
24
27
29
31
18'-5'
B
29
31
32
34
10'6'
B
24
26
28
29
6'
4
17'-0'
916"
B
24
27
28
30
17* -2'
B
30
30
32
34
9'-9"
B
25
26
27
29
Na
4.5
15'-1'
9'-0"
B
25
26
28
30
16-1'
C
30
30
32
33
91-0"
B
25
25
27
29
5
13'-7'
8'4"
B
25
26
28
29
15'3"
C
31
31
31
33
8'6"
8
25
25
27
28
5.5
12'4'
T-10'
B
25
26
27
29
14'-5'
C
31
31
31
32
T-11'
8
26
26
26
28
6
11'4'
T-5"
B
26
26
27
29
13'6"
C
31
31
31
32
7'6"
B
26
26
26
28
6.5
10'-5"
T-0"
B
26
26
27
28
13'-1'
C
32
32
32
32
T•1"
B
26
26
26
27
7
916"
616"
B
26
26
27
28
12'6"
C
32
32
32
32
61•9"
8
26
26
- 26
27
7.5
9'-1"
6'4'
B
26
26
26
28
12'-0'
C
32
32
32
32
6'6"
B
26
26
26
27
8
8'6"
6'-V
B
26
26
26
28
11'6'
C
33
33
33
33
6'-2'
8
27
27
27
27
8.55'3"
8'-0"
V-3"
B
27
27
27
28
11'-1'
C
33
33
33
33
V-111'
B
27
27
27
28
9
T6"
5'6"
B
27
27
27
28
10'-9"
D
33
33
33
33
516"
B
27
27
27
28
9.5
T-2'
5'4'
6
27
27
27
28
10'-4'
D
33
33
33
33
516"
B
.27
27
27
28
10
3
22'-8'
1016"
B
24
28
30
32
16'-2'
8
27
31
33
34
10'-9'
B
24
27
29
30
LIVE
3.5
19'-5"
7.9'
B
24
27
29
31
14'-10'
B
28
30
32
34
9'-9"
B
24
26
28
30
6'
4
17'-0"
8'-11"
B
25
27
29
31
13'-0"
B
29
30
31
33
9'-0"
B
25
26
28
29
Na
4.5
15'-1'
8'-3"
B
25
27
28
30
12'•10"
8
29
29
31
33
8'4"
B
25
26
27
29
5
13'-7"
7'6"
B
25
26
28
30
12'-0"
B
30
30 -
31
32
7'-10'
B
26
26
27
29
5.5
12'4"
T-3"
B
26
26
28
29
116"
B
30
30
30
32
7'4"
B
26
26
27
28
6
11'6"
6'-9"
B
26
26
27
29
10'-9'
B
30
30
30
32
6'-11'
B
26
26
27
28
6.5
10'-5'
61•5"
B
26
26
27
29
10'-3'
a
31
31
31
31
6'-T
B
26
26
26
28
7
916"
6'-1"
B
26
26
27
29
9'-9"
B
31
31
31
31
6'3"
B
27
27
27
28
7.5
9'-1"
5'-9"
B
27
27
27
28
9'4"
B
31
31
31
31
5'-11'
B
27
27
27
28
8
8'6"
5'6
B
27
27
27
28
91-W
C
31
31
31
31
5'"
6"
B
27
27
27
28
8.5
8'-0"
V-3"
8
27
27
27
28
1.,..
C
32
32
32
32
V-5"
B
27
27
27
28
9
7'6'
F -o"
8
27
27
27
29
8'4"
C
32
32
32
32
V-2"
B
27
27
27
29
9.5
7'-2"
4'-10'
B
27
27
27
29
6'-0"
C
32
32
32
32
s-0"
B
27
27
27
29
10
6'-9'
4'6"
B
1 27
1 27
1 27
1 29
11 7'-9"
1 C
1 32
1 32
1 32
1 32 11
4'-10'
B
1 27
1 27
27
1 29
GENERAL INSTRUCTIUNS I -UK IT1tst IALILCD
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 20 PSF MIN)
4. CHOOSE A RAFTER FROM SECTION 1.0 THAT HAS
ADEQUATE CLEARSPAN FOR YOUR NEEDS.
S. DETERMINE TRIBUTARY WIDTH FROM TABLE 3.2 OR
CALCULATE FROM TRIBUTARY DIAGRAM ON PAGE 1
6. CHOOSE A HEADER FROM TABLE 3.1 THAT HAS ADEQUATE
POST SPACING.
7. USE THE APPROPRIATE FOOTER SIZE SHOWN IN TABLE 3.1
30
0.042"x3'x8"
Alum Beam Detail 12
Dble 0.042"x3"x6" Alum Beam (Detail 13)
Dble 0.032"x74.5" Alum Beam Detail 11
TABLE 3.1
23
Attached Single I Freestanding or
Attached single Freestanding or
Attached Single Freestanding or
D
20
Span strucwre IMultispan Units
span Strucwre Multis an Units
Span shvcwre Mullis an Units
ROUND TRIB MAX
MAX
MAX PO ST LENGTH
MAX MAX POST LENGTH
MAX MAX POST LENGTH
WIDTH POST
POST
MIN 00 8' I 10' I 12'
POST MIN 00 8' I f0' I 17
POST MIN OOT 8' 1 10' I f7
:SNOW
LOAD (FT) SPACIN
SPACIN
POST SIZE CONSTRAINED FOOTER
SPACIN POST SIZE CONSTRAINED FOOT
SPACIN POST SIZE CONSTRAINED FOOTEF
(PSF) ON SLAB
(FT)
TYPE 'd 'd -d- "d
(FT) TYPE 'd 'd 'd "d
(FT) TYPE 'd "d 'd 'd
(Fn
8'•3"
(n) - 4n) on)
PN on) (in) Pn)
GN (n) fn) on)
30
3
81-0"
w-1"
C
18
23
24
26
13'6'
D
20
25
26
28
91-0"
C
18
22
23
25
5.5' 6' 6.5' 7' 7.5'
3.5
6'-10"
8'-3"
C
18
22
24
25
12'-5"
D
21
24
26
27
8'•3"
C
18
21
23
24
6'
4
6'-0"
T -T
C
19
22
24
25
11'-6'
D
21
24
25
27
T-7'
C
19
21
23
24
Na
4.5
5'4"
T-0"
C
19
22
23
25
10'-9"
D
22
24
25
27
7`1'
C
19
21
22
24
5
4'-10'
6'6"
C
19
21
23
24
10'-1"
D
22
23
25
26
1-7"
C
19
21
22
24
5.5
4'4"
6'-1"
C
19
21
23
24
9'-7-
D
22
23
25
26
6'-2"
C
19
20
22
23
6
4'-0"
5'-9"
D
19
21
22
24
9'-1'
D
23
23
24
26
5'-10"
D
19
20
22
23
6.5
3'6"
5'•5"
D
20
21
22
24
816"
D
23
23
24
25L4
5'6"
D
20
20
22
23
7
X-5"
V-2"
D
20
20
22
23
8'3"
D
23
23
24
25D
5'3'
1 D
20
20
22
23
7.5
T-2"
4'-11"
D
20
20
22
23
T•11'
D
23
23
24
25D
20
20
22
23
8
T -O"
4'6"
D
20
21
22
24
T -T
F
23
23
24
25D
-
20
2185
2'-10'
4S"
D
20
21
22
24
T-3'
F
24
24
24
25D
20
21
22
24
30
3
8'-0'
9'-1"
C
20
25
26
28
13'0"
D
23
27
28
30
91-V
C
20
24
25
27
5.5' 6' 6.5' 7' 7.5'
3.5
6'-10"
8'3"
C
20
24
26
27
12'-5'
D
23
26
28
29
8'-3"
C
20
23
25
26
6'
4
6'-0"
1-7"
C
21
24
25
27
111-6"
D
24
26
28
29
T-7"
C
21
23
24
26
Na
4.5
5'4'
T1"
C
21
23
25
27
10'-9'
D
24
25
27
29
7'-1"
C
21
23
24
26
5
4'-10'
6'6"
C
21
23
25
26
10'-1"
D
24
25
27
28
6'-7"
C
21
22
24
25
5.5
4'4"
V-1"
C
21
23
24
26
9'-T
D
25
25
27
28
6'-2"
C
21
22
24
25
6
4'-0"
5'-9"
D
22
23
24
26
9'-11"
D
25
25
26
28
5'-10"
D
22
22
23
25
6.5
3.6"
51S"
D
22
2224
25
81-W
D
25
25
26
28
5'6"
D
22
22
23
25
7
T-5"
s-2"
D
22
22
24
25
8'-3'
D
1 26
26
1 26
1 27
5'3'
1 D
1 22
1 22
1 23
1 25
OVER-
HANG
Post Description
TABLE 32 TRIBUTARY WIDTHS FOR SINGLE SPAN ATTACHED STRUCTURES
PROJECTION OF SINGLE SPAN STUCTURES (FT)
Detail
0.032"Post w/ 0.024" Sideplate
12' 1
8'
9'
101.
11' 12' 13' 14' 15'
16'
1T
18'
19'
20'
21'
0'
4'
4.5'
5'
5.5' 6' 6.5' 7' 7.5'
8'
8.5'
9'
9.5'
10'
10.5'
1'
4.5'
S'
5.5'
6 6.5' T 7.5' 8'
8.5'
9'
9.5'
10'
10.5'
11'
7
5'
5.5'
6'
6.5' 7' 7.5' 8' 8.5'
9'
9.5'
10'
10.5'
11'
11.5'
3'
Na
Na
Na
Na 7.5' 8' 8.5' 9'
9.5'
10'
10.5'
11'
11.5'
12'
4'
Na
Na
Na
Na Na Na No Na
10'
10.5'
11'
11.5'
12'12.5'
5'
Na
Na
Na
Na Na Na Na Na
Na
Na
Na
Na
12.5'
13'
TABLE 3.3 Post Requirements
for Attached Single Span Structures
Post Description
Max IPOST
Hgt Code
Detail
0.032"Post w/ 0.024" Sideplate
12' 1
C
21
0.037'Post w/ 0.032" Sideplate
12' l
D
21
Clover 0.040'x37x3" Alum
10' 1
E
24
Ma num 0.075'x3"x3" Post
12' 1
F
23
0.048'x3'xKW Steel Clover
12'
G
24
0.048'x3'13" Steel Clover
10'
Hd19
12'
3/16"x3"x3" Steel Square
15'
1
1/4"x3"x3" Steel Square
15'
J
3/8"x31'x3" Steel Square
3/8x3x3" Steel S uare
16
K
19
3/16'14'x4" Steel S uare
15'
L
8. FOR SINGLE SPAN ATTACHED UNIT USE THE POST SHOWN IN
TABLE 3.1 AND 3.3 UPGRADE THE POST IF THE HEIGHT IS NOT SUFFICIENT
United Duralume
FREESTANDING AND MULTISPAN UNITS USE TABLE 3.4
350 S. Raymond Ave
9. FIND THE O/C SPACING OR # OF FASTENERS FOR ATTACHING TO WALL FROM TABLE 7.6
Fullerton, CA
10. USE THE APPROPRIATE DETAILS. DETAILS MAY REQUIRE POST TO UPGRADED.
B 1
11. ALL LATTICE NOT USING DETAIL 27 MUST COMPLY WITH TABLES 1-1 AND L2 ON SHEET MISCS
Carl Putnam, P. E.
FOR PATIO SLABS FOLLOW 1-6 FROM ABOVE THEN
3441 Ivylink Place
SLAB 7. DETERMINE MAXIMUM POST SPACING ON SLAB FROM
Lynchburg, VA 24503
SLAB 8. USE THE SMALLER OF THE POST SPACING ON SLAB OR HEADER POST SPACING
carlputnam@comcastnel
SLAB 9. FOLLOW 9-11 FROM ABOVE
F
SLAB 10. FOR TWO POST STRUCTURES USE TABLE 7.1 ON SHEET MISC3 FOR SLAB REQUIREMENTS INSTEAD OF THESE TABLES
ICC ESR 2676 (2012 IBC) 12/11/2013 Page 22 of 74
TABLE 3.4 Post Requirements for
Freestanding Structures or Multispan Attached Structures
Post Description
Maximum
Footing
POS
Coda Detail #
0.048"x3"x3" Steel Clover
d= 23"
8'
B 1
24
0.048"x3'13" Steel Clover
d= 22"
8'
C
24
3/16''x 3"x3" Steel Square
d= 29"
14'
F
19
3/16"x3"x3" Steel Square
d= 32"
8'
G
19
1/4'X3"x3" Steel Square
d= 32"
12'
F
19
1/4' 3"x3" Steel Square
d= 34"8'
G
19
3/8"x31'x3" Steel Square
d= 36"
8'
K
19
3116'x4"x4" Steel Square
d= 36" 1
14'
1
19
... �,.. ..�., r ... eerier rnvcoc uir_u unun eocea
TABLE 3.5
16 Ga 3'x8" Steel C Beam (Detail 15)
14 Ga 3'x8" Steel C Beam (Detail 15)
12 Ga 3'x8" Steel C Beam (Detail 15)
D
Attached single
Freestanding or
30
Attached Single
Freestanding or
Attached single
Freestanding or
29
31
Span Structwe
Multispan Units
D
Span Structwe
Multispan Units[SPACING
Span strucame
Multis an Units
GROUND
TRIBLONSLAB
12'4'
MAX
D
28
MAX POST LENGTH
MAX
On) fin) Gn) fn)
Z3'-0"
MAX POST LENGTH
30
30
MAX POST LENGTH
SNOW
WIDTHPOST
F
33
MIN
FOOTER
8' I 1Y I IT
POST
MIN
FOOTER
8' I 17 I 15'
MIN
FOOTER
8' I 17 ' 15'
LOAD
(FT)SPACIN
21'-9'
D
POST
SIZE
CONSTRAINED FOOT
SPACIN
POST
SIZE
CONSTRAINED FOOTS
POST
SIZE
CONSTRAINED FOOTEF(PSF)
6S
10'•5"
(FT)
TYPE
"d'd
"d 'd
(FT)
TYPE
"d
"d 'd 'dTYPE
30
"d
'8 'd 'd
I
32
29'-3'
F
34
34
M)
(N M) (in)
7
Qn)
Qn) Qn) (in)
D
CN
(n) On) GN
10
5
13'-7"
20'4'
D
28
28
30
32
24'-5"
D
29
29
31
MAX
32'-0'
D
32
32
33
SPACIN
HNO
LIVE
5.5
12'4'
19'-5'
D
28
28
30
On) fin) Gn) fn)
Z3'-0"
D
30
30
31
33
31'-0"
F
33
33
33
35
6
11'-4'
18'4'
D
28
28
30
31
21'-9'
D
30
30
31
32
30'-1"
F
34
34
34
35
6S
10'•5"
1T4'
D
29
29
29
30
20'4"
D
30
30
30
32
29'-3'
F
34
34
34
35
7
8'4'
16'6'
D
29
29
29
30
19'-9'
D
31
31
31
32
28'-1'
G
35
35
35
34
7.5
9'-1"
15'-9'
D
29
29
29
30
18'-10"
D
31
31
31
31
2T-0'
G
35
35
35
34
8
81-6'
15'-0'
D
29
29
29
29
18'-1"
D
31
31
31
31
26'-0'
G
35
35
35
34
8.5
8'-0"
W-5'
D
30
30
30
29
1T4'
D
31
31
31
31
25'-1'
G
36
36
36
35
9
7'6"
13'-10"
D
30
30
30
29
16'4'
D
32
32
32
30
24'-3'
G
36
36
36
35
'
9.5
T -Z"
13'3"
D
30
30
30
29
16'-1"
D
32
32
32
30
236'
G
36
36
36
35
10
6'-9"
176'
D
30
30
30
28
15'6'
D
32
32
32
30
2Y6'
G
36
36
36
35
10.5
6'-S"
17-0'
D
30
30
30
29
15'-0"
D
32
32
32
30
2Y-1"
G
37
37
37
35
11
6'-2"
11'6'
D
30
30
30
29
14'6'
D
32
32
32
30
2V-6'
G
37
37
37
36
11.5
F-11"
11'-0'
D
30
30
30
29
14'-1"
D
32
32
32
30
20'-11"
G
37
37
37
36
12
5'4"
101•7"
D
30
30
30
13'6'
D
33
33
33
20'4'
G
37
37
37
D
26
13
5'•2"
9'-9"
D
30
30
30
31
12'-11"
D
33
33
33
D
19'4"
G
38
38
38
F
28
14
4'-10'
9'-1"
D
30
30
30
10'-7'
12'3'
F
33
33
33
13'4"
18'-5'
G
38
38
38
15
4'6"
8'6"
D
30
30
30
30
30
11'-5'
F
33
33
33
32
31
17'6"
G
38
38
38
D
10
5
13'-7'
20'6"
D
29
29
32
32
24'-5"
D
31
31
33
MAX
30'-10'
D
34
34
34
SPACIN
HNO
LIVE
5.5
12'4-
19'-5'
D
30
30
31
On) fin) Gn) fn)
23'-0'
D
32
32
32
33
29'-11"
D
34
34
34
35
6
11'4"
1814"
D
30
30
31
31
21'-9'
D
32
32
32
32
29'-0"
F
35
35
35
35
6.5
1 D'-5'
1 T4'
D
30
30
30
30
20'4'
D
32
32
32
32
28'3'
F
36
36
36
35
7
Y4-
164"
D
31
31
31
30
19'-9'
D
32
32
32
32
2T-7"
F
36
36
36
34
7.5
9'-1"
15'-9'
D
31
31
31
30
18'-1 D"
D
33
33
33
31
26'-11'
G
37
37
37
34
8
8'6"
15'-0"
D
31
31
31
29
18'-11
D
33
33
33
31
26'-0'
G
37
37
37
34
8.5
8'-0'
14'S'
D
31
31
31
29
174'
D
33
33
33
31
25'-1'
G
38
38
38
35
97'6"13'-10"
T6"
13'•10"
D
31
31
31
29
16'4'
D
33
33
33
30
24'-3"
G
38
38
38
35
'
9.5
T-2"
13'-3"
D
32
32
32
29
16'-1'
D
34
34
34
30
23'6"
G
38
38
38
35
10
6'-9"
174"
D
32
32
32
28
15'6"
D
34
34
34
30
2Y-9"
G
38
38
38
35
10.5
T-5"
17-0'
D
32
32
32
29
15'-0'
D
34
34
34
30
27-1"
G
39
39
39
35
11
V-2"
1116"
D
32
32
32
29
14'6'
D
34
34
34
30
21'6"
G
39
39
39
36
11.5
5'-11'
11'-0'
D
32
32
32
29
14'-1'
D
34
34
34
30
20'-11'
G
39
39
39
36
12
5'4'
10'-7'
D
32
32
32
13'6'
D
34
34
34
2014"
G
39
39
39
D
26
13
T-2"
9'-9"
D
32
32
32
31
12'-11"
D
35
35
35
D
19'4"
G
40
40
40
F
28
144'-10'
4'-f 0'
111"
D
32
32
32
10'-7'
12'-3"
F
35
35
35
13'4"
18'-5"
G
40
40
40
15
4'6"
8'6"
D
32
32
32
30
30
11'-5'
F
35
35
35
32
31
1T4'
G
40
40
40
D
10
5
13'-7'
20'4'
D
31
31
33
32
24'-5'
D
33
33
34
MAX
294"
D
35
35
35
SPACIN
HNO
LIVE
5.5
174"
19'-5"
D
31
31
32
On) fin) Gn) fn)
23'-0'
D
33
33
33
33
28'-5"
D
36
36
36
35
6
11'4'
18'4'
D
32
32
32
31
21'-9"
D
34
34
34
32
27'4"
D
36
36
36
35
6.5
10'-5"
1T4"
D
32
32
32
30
20'6'
D
34
34
34
32
26'-11"
F
37
37
37
35
7
9'4"
166'
D
32
32
32
30
19'-9"
D
34
34
34
32
26'-3"
F
38
38
38
34
7.5
9'-1"
15'-9'
D
32
32
32
30
18'-10"
D
34
34
34
31
25'4'
F
38
38
38
34
8
8'6"
15'-0'
D
33
33
33
29
18'-1"
D
35
35
35
31
25'-1'
G
39
39
39
34
8.5
8'-0"
14'-5"
D
33
33
33
29
17'-4'
D
35
35
35
31
24'-7'
G
39
39
39
35
9
T6"
13'•10"
D
33
33
33
29
16'4"
D
35
35
35
30
24'-2'
G
40
40
40
35
'
9.5
T-2"
13'-3"
D
33
33
33
29
16'-1'
D
35
35
35
30
23'6'
G
40
40
40
35
10
6'-9"
1Y6'
D
33
33
33
28
15'6'
D
36
36
36
30
27.9"
G
40
40
40
35
10.5
6'S"
1Y-0"
D
33
33
33
29
15'-0'
D
36
36
36
30
ZZ -1
G
41
41
41
35
11
6'-2"
11'6'
D
33
33
33
29
14'6"
D
36
36
36
30
21'6"
G
41
41
41
36
11.5
5'-11"
11'-0"
D
33
33
33
29
14'-1"
D
36
36
36
30
20'-11'
G
41
41
41
36
12
5'4"
10'-7"
D
33
33
33
1T-8"
D
36
36
36
20'4'
G
41
41
41
D
26
13
5'-2"
9'-9"
D
33
33
33
31
17-11'
D
36
36
36
D
19'4"
G
42
42
42
F
28
14
4'-f 0'
9'-1'
D
33
33
33
10'-7'
12'-3"
F
37
37
37
13'4"
W -V
G
42
42
42
15
4'6"
8'6"
D
33
33
33
30
30
11'-5'
F
37
37
37
32
31
IT4"
G
42
42
42
D
ICC ESR 2676 (2012 IBC) 12/11/2013
20
16 Ga 3'x8" Steel C Beam (Detail 15)
14 Ga 3'x8" Steel C Beam
(Detail 15) 12 Ga 3'x8" Steel C Beam (Detail 15)
TABLE 3.5
Attached Single Freestanding orched
Single
Freestanding or cued single Freestanding or
32
structure scture Mullis Units
Span Structure
Multis an Units Span strucaae Multis an Units
TRIS MAX
MAX MAX POST LENGTH
MAX
MAX POST LENGTH MAX MAX POST LENGTH
WIDTH POST
POST MIN 8' I 1Y I 15'
POST MIN DO
8' I 12' I IT POS7MIN 00 8' I 1Y I 15(FT)
SPACIN
HNO
SPACIN POST SIZE CONSTRAINED FOOTER
SPACIN POST SIZE
CONSTRAINEDFOOTS SPACIN POST SIZE CONSTRAINED FOOTEF
ON SLAB
(FT) TYPE 'd 'd "d 'd
(FT) TYPE 'd
"d "d 'd (FT) TYPE 'd 'd 'd 'd
(F
On) fin) Gn) fn)
On)
(in) Gn) (in) On) (n) (n) I Gn)
20
5
T-1'
13'3'
D
27
27
30
32
16'-0'
D
28
28
31
33
23'-5'
G
32
32
34
36
20
5.5
6'-5"
1Y-0"
D
27
27
29
31
15'-0'
D
29
29
31
33
2Y-1'
G
33
33
33
35
6
5'-11"
11'-1"
D
27
27
29
31
14'-1'
D
29
29
3D
32
2g'-11"
G
33
33
33
35
6.5
5'-5"
10'-3"
D
27
27
28
30
13.4"
D
29
29
30
32
19'-11'
G
33
33
33
35
7
5'-1'
9'6"
D
27
27
28
30
174"
D
29
29
30
32
191-0"
G
34
34
34
34
7.5
4'-9"
8'-11"
D
27
27
28
30
12'-0"
F
30
30
30
31
18'-2'
G
34
34
34
34
8
4'S"
84"
D
27
27
27
29
113'
F
30
30
30
31
17'S"
G
34
34
34
34
8.5
4'-2"
T-10'
D
27
27
27
29
10'-7"
F
30
30
30
31
i6'-9"
G
35
35
35
35
9
T-11'
TS"
D
27
27
27
29
10'-0"
F
30
30
30
30
1F-2'
G
35
35
35
35
9.5
T-9"
T-0"
D
27
27
27
29
9'6"
F
30
30
30
30
15'-T
G
35
35
35
35
10
6
3'"
6'6'
D
27
27
27
28
9' -0'
F
30
30
30
30
15'-1"
G
35
35
35
35
10.5
34"
6'4'
D
27
27
27
29
8'-T
F
30
30
30
30
14'-T
G
35
35
35
35
11
3' 2"
6'-1"
D
27
27
27
29
8'-2"
F
30
30
30
30
14'-2"
G
36
36
36
36
11.5
Y-1"
5'-10"
D
27
27
27
29
T-10'
F
30
30
30
30
13'-9'
G
36
1 36
36
36
20
5
T-1"
13'-3"
D
28
28
31
33
161-0"
0
30
30
32
34
23'-5"
G
34
34
35
37
20
5.5
6'S'
17-0'
D
28
28
30
32
15'-0"
D
30
30
32
34
22'-1'
G
34
34
34
37
6
5'-11'
11'-1"
D
28
28
30
32
14'-1"
D
30
30
31
33
20'-11"
G
35
35
35
36
6.5
5'-5'
10'3"
D
28
28
29
31
134'
D
31
31
31
33
19'-11"
G
35
35
35
36
7
5'-1'
916"
D
28
28
29
31
12'4"
D
31
31
31
33
19'-0"
G
35
35
35
35
7S
4'-9'
8'-11'
D
28
28
29
31
12'-W
F
31
31
31
32
18'-2"
G
36
36
36
36
8
4'-5'
8'4'
D
28
28
28
30
11'-3"
F
31
31
31
32
1T-5"
G
36
36
36
36
8.5
4'-Z'
T-10'
D
28
28
28
30
10'-7"
F
31
31
31
32
16'4'
G
36
36
36
36
9
3'-11'
T-5"
D
28
28
28
30
10'-0"
F
31
31
31
31
16'-2"
G
36
36
36
36
9.5
T-9-
T-0"
D
28
28
28
30
91 6"
F
31
31
31
31
1 5'-7"
G
37
37
37
37
10
T -S"
6'4"
D
28
28
28
29
9'-0"
F
31
31
31
31
15'-1"
G
37
37
37
37
10.5
3'4"
64"
D
28
28
28
30
8'-7'
F
31
31
31
31
14'-T
G
37
37
37
37
11
T-2'
6'-1'
D
28
28
28
30
8'-2"
F
31
31
31
31
14'-Z"
G
37
37
37
37
11.5
3'-1'
5'-10'
D
28
28
28
30
T-10"
F
31
31
31
31
13'-9"
G
37
37
37
37
Page 23 of 74
DEC 18 2013
.Y 26 2015
170 MPH
EXPOSURE
C
or 180 MPH
EXPOSURE
B
20
5
T-1'
13'3'
D
30
30
33
35
16'4"
D
33
33
34
36
23'S"
G
37
37
37
39
5.5
6'-5'
17-0"
D
31
31
32
35
151-0"
D
33
33
34
36
22'-1"
G
37
37
37
39
6
5'-11"
11'-1"
D
31
31
32
34
14'-1"
D
33
33
33
36
201•11'
G
38
38
38
39
6.5
F-5'
10'-3"
D
31
31
31
34
13'4"
D
33
33
33
35
19'-11"
G
38
38
38
38
7
5'-1"
916'
D
31
31
31
33
fY4"
D
34
34
34
35
19'-0"
G
38
38
38
38
7.5
4'•9"
8'-11"
D
31
31
31
33
12'-0"
F
34
34
34
35
181•2"
G
39
39
39
39
8
4'-5"
8'4"
D
31
31
31
32
11'-3"
F
34
34
34
34
17'-5"
G
39
39
39
39
8.5
4'-2"
7'-10'
D
31
31
31
32
10'-7'
F
34
34
34
34
16'•9"
G
39
39
39
39
9
T-11"
7'S"
D
31
31
31
32
10'-0'
F
34
34
34
34
16'•2"
G
40
40
40
40
9.5
T-11"
7'-0'
D
31
31
31
31
9'6"
F
34
34
34
34
15'-7'
G
40
40
40
40
10
3'6"
6'4"
D
31
31
31
31
T -W
F
34
34
34
34
15'•1"
G
40
40
40
40
10.5
34"
6'4"
D
31
31
31
32
8'•T'
F
34
34
34
34
14'•7"
G
40
40
40
40
11
T-2"
6'-1"
D
31
31
31
32
8'-2"
F
34
34
34
34
14'-Z"
G
41
41
41
41
140 MPH
EXPOSURE
C
or 160 MPH
EXPOSURE
B
pFESS/Q
25
5
5'-9"
12'4"
D
26
26
30
32
15'6"
F
28
28
31
33
5.5
5'-2"
11'6"
D
26
26
29
31
14'6"
F
28
28
30
32
6
4'-9"
10'-7'
D
26
26
29
31
13'4"
F
29
29
30
32
6.5
4'-5"
9'-9"
D
D
26
26
26
26
28
28
30
30
17-11"
12'3"
G
G
29
29
29
29
30
29
32
31
7
7.5
4'-1"
T-10'
9'-1'
816"
D
26
26
27
29
11'-5'
G
29
29
29
31
V m
8
T-7-
7'-11"
D
26
26
27
29
10'-9'
G
29
29
29
31
8"
8.5
3'4'
16"
D
26
26
27
29
10'-1"
G
29
29
29
30
_
9
3'-2"
7'-1"
0
26
26
27
' 29
9'-T
G
29
29
29
9.5
T -V
6'-9'
D
26
26
26
28
T.11"
G
29
29
29
30
' ..
10
Y-10"
6'6"
D
26
26
26
28
8'-T
G
29
29
29
30
1 0. 5
Y4"61-11
D
26
26
27
29
8'-2"
G
29
29
29
29
11
Y -T
F-10'
D
26
26
27
29
T-10'
G
29 _
29
29
Page 23 of 74
DEC 18 2013
.Y 26 2015
rn A- rnURJIW NAI CnVFRS LIIr:N WIND AREAS
TABLE 3.5
16 Ga 3"x8" Steel C Beam Detail 15
AftachedSingle Freestanding or
14 Ga 3'x8" Steel C Beam (Detail 15)
shed single Freestanding or
12 Ga 3'x8" Steel C Beam Detail 15
Attached Single Freestanding or
.,
D
Span Structure Multis an Units
Span Structure Multispan Units
span Structure Multispan Units
GROUND TRIB MAX
MAX MAX POST LENGTH
MAX MAX POST LENGTH
MAX MAX POST LENGTH
I I
SNOW WIDTH POST
POST MIN FOOTER 8' 1012- I IV
POST MIN FOOTER 8' I 17 I IV
POST MIN FOOTER 8' 17 15'
LOAD (FT) SPACING
SPACINGPOST SIZE CONSTRAINED FOOT
SPACIN POST S17E CONSTRAINED FOOTS
SPACING POST SIZE CONSTRAINED FOOTS
(PSF) ON SLAB
(FT) TYPE 'd" .1 'd" 'C
(Fl) TYPE 'hf .1 "d" 'd'
I
(FT) TYPE 'd .1 'd'
(FT)
0n) On) On) Ont
CN On) On) Gn)
On) ON On) On)
10
rau mrnww�rcc�
5
13'-7'
201$"
.,
D
�..,-
33
•�
33
34
c5ell21'-2"
24'-3'
D
34
34
35
E><
28'-0'
D
36
36
36
LOAD (FT) SPACINGSPACINGPOST
LIVE
5.5
IZ-4'
19'-5"
D
33
33
33
(F'T) TYPE 'd' 'd' 'd' 'd
23'-0"
D
35
35
35
32
27'-2"
D
37
37
37
32
6'
6
11'1'
18'1'
D
33
33
33
27
21'-9'
D
35
35
35
E><
26'-5'
D
37
37
37
31
Na
6.5
10'S'
111'
D
33
33
33
><
20'-8"
D
35
35
35
I><
25'S"
D
38
38
38
31
7
914"
16'-0'
D
34
34
34
27
191-9"
D
36
36
36
3D
25'-1"
F
39
39
39
31
7.5
9'-1"
15'-9"
D
34
34
34
26
18'-10"
D
36
36
36
3D
24'-0'
F
39
39
39
31
B
8'E"
15'-0'
D
34
34
34
26
18'-1'
D
36
36
36
3D
24'-0"
F
40
40
40
30
8.5
81-V
14'-5'
D
34
34
34
26
17'1'
D
37
37
37
29
23'-6"
G
40
40
40
30
9
7'-6"
13'-10"
D
35
35
35
26
16'-8"
D
37
37
37
29
22'-1 t"
G
41
41
41
3D9.5
9.5
T-2"
13'-3"
0
35
35
35
28
16'-1'
D
37
37
37
274"
G
41
41
41
3010
10
6'-9'
12'-0'
D
35
35
35
26
IV -6'
D
37
37
37
21'-9'
G
42
42
42
3010.5
10.5
V-5'
17-0"
D
35
35
35
27
15'-0"
D
37
37
37
21'-2'
G
42
42
42
30
11
F -Z"
111-6"
D
35
35
35
14'-6"
D
38
38
38
20'-0'
G
42
42
42
11.5
5'-11'
111-0"
D
35
35
35
14'-1'
D
38
38
38
20'-2'
G
43
43
43
12
51-V
10'-7'
D
35
35
35
13'-0'
D
38
38
38
19'-9'
G
43
43
43
13
V-2"
V-9"
D
35
35
35
12'-11'
D
38
38
38
18'-11'
G
43
43
43
10
lou mrn
5
wuaunc
13'-7'
..
19'-7'
D
w
33
,•�
33
35
c5ell21'-2"
24'-5'
0
36
36
36
E><
26'-10"
D
37
37
37
LOAD (FT) SPACINGSPACINGPOST
LIVE
5.5
IZ-4'
18'-7'
D
34
34
34
(F'T) TYPE 'd' 'd' 'd' 'd
23'-0"
D
36
36
36
32
26'-0"
D
38
38
38
32
6'
6
1 V-4"
17'-7'
D
34
34
34
27
21'-9'
D
37
37
37
E><
25'-3"
D
39
39
39
31
Na
6.5
10'-5"
16'-9'
D
35
35
35
><
20'-0"
D
37
37
37
I><
24'-7"
D
39
39
39
31
7
9'-"
16'-1'
D
35
35
35
27
19'-9"
D
37
37
37
3D
24'-0'
D
40
40
40
31
7.5
9'-1"
15'-5'
D
35
35
35
26
18.10"
D
38
38
38
3D
237-5'
F
41
41
41
31
88'-0'
T-0"
14'-9'
D
36
36
36
26
18'-1"
D
38
38
38
3D
22'-9'
F
41
41
41
30
6.5
8'-0"
14'-3'
D
36
36
36
26
17'1-
D
38
38
38
29
22'-1"
F
41
41
41
30
9
T-0"
13'-9'
D
36
36
36
26
16'$'
D
38
38
38
29
21'-5'
F
.42
42
42
3D9.5
9.5
T-2"
13'-3'
D
36
36
36
28
16'-1"
D
39
39
39
20'-10"
G
42
42
42
3010
10
6-9"
12'-8'
D
36
36
36
26
15'-6'
D
39
39
39
20'-3'
G
42
42
42
3010.5
10.5
6'-5"
.17-0"
D
36
36
36
27
15'-0'
D
39
39
39
19'-9"
G
43
43
43
30
11
6'-2"
111-6'
D
36
36
36
14'-6'
D
39
39
39
19'-3'
G
43
43
43
11.5
V-11'
1 11'-0'
I D
36
36
1 36
14'-1'
D
39
39
39
18'-10"
G
1 43
1 43
43
10
i ru mrn
5
wuaurc=
13'-7"
�
18'-3'
C
34
•�
34
35
c5ell21'-2"
Span structure Multispan Units
D
36
36
36
E><
25'-10"
D
38
38
38
LOAD (FT) SPACINGSPACINGPOST
LIVE
5.5
12'1'
11.3"
C
34
34
35
(F'T) TYPE 'd' 'd' 'd' 'd
20'-1'
D
36
36
36
32
25'-0"
D
39
39
39
32
6'
6
11'1'
IV -4"
D
35
35
35
27
19'-2"
D
37
37
37
E><
24'-3"
D
40
40
40
31
Na
6.5
10'-5"
15'-7"
D
35
35
35
27
181"
D
37
37
37
I><
23'-8'
D
40
4D
40
31
7
9'-0"
14'-10"
D
35
35
35
27
17'-7'
D
38
38
38
3D
22'-10'
D
41
41
41
31
7.5
9'-1"
14'-3"
D
36
36
36
26
16'-11"
D
38
38
38
3D
27-1"
D
41
41
41
31
881"
T-0"
13'-S"
D
36
36
36
26
16'1
D
38
38
38
3D
21''
1"
F
42
42
42
30
8.5
8'-0"
13'-2"
D
36
36
36
26
15'-9'
D
39
39
39
29
20'-8"
F
42
42
42
30
9
7'S"
12'-8'
D
37
37
37
26
15'-3'
D
39
39
39
29
20'-1"
F
43
43
43
3D9.5
9.5
T -Z"
17-3"
D
37
37
37
28
14'-9"
D
39
39
39
191-0"
F
43
43
43
3010
10
6'-9"
11'-10"
D
37
37
37
26
14'-4'
D
39
39
39
19'-0"
F
43
43
43
3010.5
10.5
V-5"
11'-5"
D
37
37
37
27
13'-11"
D
40
40
40
18'-0"
F
44
44
44
30
11
6'-2"
11'-1"
D
37
37
37
13'-7"
D
40
40
40
18'-1"
G
44
44
44
11.5
5'-11'
10'-9"
D
38
38
38
13'-3"
D
40
40
40
17'-8"
G
44
44
44
12
F-8-
10'-5'
D
38
38
38
12'-11'
I D
1 40
1 40
1 40
1T-3'
I G
45
45
45
GENERAL IN51 KUG I IUNS HUK I nr lr IAOLMO
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 20 PSF MIN)
4. CHOOSE A RAFTER FROM SECTION 1.0 THAT HAS
ADEQUATE CLEARSPAN FOR YOUR NEEDS.
5. DETERMINE TRIBUTARY WIDTH FROM TABLE 3.2 OR
CALCULATE FROM TRIBUTARY DIAGRAM ON PAGE 1
6. CHOOSE A HEADER FROM TABLE 3.5 THAT HAS ADEQUATE
POST SPACING.
7. USE THE APPROPRIATE FOOTER SIZE SHOWN IN TABLE 3.5
TABLE 3.5
16 Ga 37x8" Steel C Beam (Detail 15)
Attached Single Freestanding or
14 Ga 3'x8" Steel C Beam
Attached Single
(Detail 15)
Freestanding or
12 Ga 3'x8" Steel C Beam (Detail 15
Attached Single Freestanding or
r' 22 r
Span Structure Multispan Units
span Structure
Multispan Units
Span structure Multispan Units
GROUND TRIB MAX
MAX MAX POST LENGTH
MAX
MAX POST LENGTH
MAX MAX POST LENGTH
SNOW WIDTH POST
POST MIN 00 8' I 17 I 15'
POST MIN 00
8' I 12' I 15'
POST MIN OOTE 8' I 17 I IT
LOAD (FT) SPACINGSPACINGPOST
SIZE CONSTRAINED FOOTER
SPACIN POST SIZE
CONSTRAINED FOO
SPACIN POST SIZE CONSTRAINED FOOTEF
(PSF) ON SLAB
(FT) TYPE 'd" "d" 'd" "d"
(FT) TYPE 'd
'd' 'd' "d
(F'T) TYPE 'd' 'd' 'd' 'd
(FT)
On) On) On) On)
Gn)
On) On) (in)
ON ON On) M)
30
'u5 'rn
4'-10*
I w-8"
y' D 1
r' 22 r
y V 24 `
V 26
28
13'-9'
F
24
25Iffld
30
32
20'-5"
G
28
28
30
32
5.5' 6' 6.5' 7' 7.5'
5.5
4'1"
9'-8"
0
22
23
26
28
17-10"
G
25
25
30
32
19'J"
G
28
28
30
32
6'
6
4'-0"
8'-11"
D
22
23
26
27
12'-0"
G
25
25
29
31
18'-2'
- G
28
28
29
31
Na
6.5
3'-8"
8'-3"
D
22
Z2
25
27
11'-i"
G
25
259
29
31
1T1"
G
29
29
29
31
7
3'S"
T-8"
D
22
22
25
27
10'1"
G
25
258
28
3D
16'-6"
G
29
29
29
31
7.5
T-2'
T-2'
D
22
22
25
26
9'-8"
G
25
258
28
3D
15'-9'
G
29
29
29
31
8
T-0"
6'-0"
D
22
22
24
26
V -(r
G
25
258
28
3D
IVA"
G
29
29
29
30
8.5
Z-10"
6'4"
D
22
22
24
26
8'S
G
25
25
28
29
14'S
G
30
30
30
30
9
2'-8"
5-11"
D
22
22
24
26
8'-0"
G
25
257
28
29
13'-11'
G
30
30
30
3D9.5
7S
V-8"
D
22
22
24
28
T -T'
G
25
257
13'S"
t G
30
30
30
3010
2S'
S'1'
D
22
22
24
26
T-3'
G
25
257
13'-0"
G
30
30
30
3010.5
2'-3'
S'-1'
D
22
22
25
27
6'-11'
G
25
257
12'-7-
G
30
30
30
30
30
'Yu5nrn
4'-10"
101-8*
V' D"'•1•'25
0.032"Post w/ 0.024" Sideplate
-V25`
29
31
13'-9"
F
27
27
30
32
20'-S
G
31
31
33
35
5.5' 6' 6.5' 7' 7.5'
5.5
4'1"
91S"
D
25
25
28
30
12'-10"
G
27
27
30
32
19'-3'
G
31
31
32
34
6'
6
4'-W
8'-11"
D
25
25
28
30
12'-0"
G
27
27
29
31
18'-2"
G
32
32
32
34
Na
6.5
3'$"
8'-3"
D
25
25
27
29
11'-1'
G
28
28
29
31
17'4'
G
32
32
32
34
7
3'-5"
T-8"
D
25
25
27
29
1P1"
G
28
28
28
3D
16'-0"
G
32
32
32
33
7.5
3'-2"
T-2"
D
25
25
27
29
9'-0"
G
28
28
28
3D
15'-9""
G
32
32
32
33
8
T-0'
6'-8"
D
25
25
26
28
91-0"
G
28
28
28
3D
15'-1"
G
33
33
33
33
8.5
Z-10"
V-4"
D
25
25
26
28
8'-6"
G
28
28
28
29
141'
G
33
33
33
33
9
2'-0"
S'-11'
D
25
25
26
28
8'-0'
G
28
28
28
29
13'-11'
G
33
33
33
33
OVER-
HANG
Post Description
TABLE 32 TRIBUTARY WIDTHS FOR SINGLE SPAN ATTACHED STRUCTURES
PROJECTION OF SINGLE SPAN STUCTURES (FT)
Detail
0.032"Post w/ 0.024" Sideplate
(
8'
9'
10'
11' 17 13' 14' 15'
16
1T
18'
19'
20'
21'
0'
4-
4.5'
51
5.5' 6' 6.5' 7' 7.5'
8'
8.5'
9'
9.5'
10'
10.5'
1'
4.5'
5'
5.5'
6' 6.5' T 7.5' 8'
8.5'
it
9.5'
10'
10.5'
11'
7
V
5.5'
6'
6.5' 7' 7S 8' 8.5'
9'
9.5'
10'
10.5'
11'
11.5'
3'
Ne
Ne
We
Na 7.5' 8' 8.5' 9'
9.5'
ID'
10.5'
11'
11.5'
12'
4'
• Na
Na
Ne
Ne Ne Ne Na Na
Ur
10.5'
11'
11,51
12'
12.5'
5'
Na
Na
We
Na Ne Na We Ne
Na
Na
Ne
Na
12.5'
13'
TABLE 3.3 Post Requirements
for Attached Single Span Structures
Post Description
maxPOST
Hgl Code
Detail
0.032"Post w/ 0.024" Sideplate
12'
C
21
0.032"Post w/ 0.032" Sideplate
12' 1
D
21
Clover 0.040"x3x3" Alum
10' 1
E
24
Magnum 0.07S'x3'x3" Post
12' 1
F
23
0.048"xTKT' Steel Clover
12'
G
24
0.048"x3N3" Steel Clover
10'H
d= 32"
24
3/16'x3"x3" Steel Square
15'
1
19
1/4'x3"x3" Steel Square
15'
J
19
3/8'Sc3"x3" Steel Square
is
K
19
3116'x4"x4" Steel S uare
15'
L
19
8. FOR SINGLE SPAN ATTACHED UNIT USE THE POST SHOWN IN
TABLE 3.5 AND 3.3 UPGRADE THE POST IF THE HEIGHT IS NOT SUFFICIENT United Duralume
FREESTANDING AND MULTISPAN UNITS USE TABLE 3.4 350 S. Raymond Ave
9. FIND THE O/C SPACING OR # OF FASTENERS FOR ATTACHING TO WALL FROM TABLE 7.6 Fullerton, CA
10. USE THE APPROPRIATE DETAILS. DETAILS MAY REQUIRE POST TO UPGRADED.
11. ALL LATTICE NOT USING DETAIL 27 MUST COMPLY WITH TABLES L1 AND L2 ON SHEET MISC5 Carl Putnam, P. E.
FOR PATIO SLABS FOLLOW 1-6 FROM ABOVE THEN 3441 Ivylink Place
SLAB 7. DETERMINE MAXIMUM POST SPACING ON SLAB FROM Lynchburg, VA 24,503
SLAB 8. USE THE SMALLER OF THE POST SPACING ON SLAB OR HEADER POST SPACING carlputnam@comcastnel
SLAB 9. FOLLOW 9-11 FROM ABOVE
SLAB 10. FOR TWO POST STRUCTURES USE TABLE 7.1 ON SHEET MISC3 FOR SLAB REQUIREMENTS INSTEAD OF THESE TABLES
ICC ESR 2676 (2012 IBC) 12/11/2013 Page 24 of 74
TABLE 3.4 Post Requirements for
Freestanding Structures or Multispan Attached Structures
Post Description
Maximum
Footing
POS
Cade Detail #
0.048"x21NT' Steel Clover
d= 23"
8'
B
24
0.0491A3'x3" Steel Clover
d= 22"
8'
C
24
3/16'1x3"x3" Steel Square
d= 29"
14'
F
19
3/16x3"x3" Steel S uare
d= 32"
8'
G
19
1/4'x3"x3" Steel Square
d= 32"
12'
F
19
1/4'x3"x3" Steel Square
d= 34"
B'
G
19
3/8'1x3"x3" Steel S uare
d= 36"
8'
K
19
3/16x4"x4" Steel Square
d= 36"
14'
I
19
3/16x5"x5" Steel Square
1 d= 41"
15'
L
19
3/16x6"x6" Steel -1-are
d= 46" 1
15'
1 L 1
19
rn wun rrnull t:orl el r^xtcoC u1r_u mnnln ARPAS
TABLE 3.6
DBL 16 Ga 3'S®" Steel C Beam (Detail 15)
DBL 14 Ga 3"A" Steel C Beam (Detail 15)
DBL 12 Ga 3"x8" Steel C Beam Detail 15
D
Atteched single
lFreestandingor
33
Attached style
Freestanding or
D
erred Style
Freestanding or
34
MAX POST LENGTH
Span Stnxtlae
Multis an Units
34
span Shuehre
Multispan Units
LOADSPACING
Span Struchre
Multispan Units
GROIID
TRIB
MAX
33
33
MAX POST LENGTH
MAX
F
34
MAX POST LENGTH
MAX
37
36-9"
MAX POST LENGTH
SNOW
WIDTH
POST
38
IN
FOOTER
8' I 17 I 15'
POST
MIN
FOOTER
8' I 12' I 15'
POST
MIN
FOOTER
8' I 12' I 15'
LOAD
(FT)
SPACING
37
35'-11"
SRE
CONSTRAIN"cDFOO
SPACING
POST
S1ZE
CONSTRAINED FOO
SPACING
POST
SQE
CONSTRAINEDFOO(PSF)
34
34
ON SLAB
:PaA�CIN-GST
PE
"d
'd -d 'd
(FT)
TYPE
"d
'd 'd "d
(FT)
TYPE
-d-
d
36
38
G
(FT)
918'
28'-11"
(In)
(n) fm) (tm)
35
35
C.)
Co)
Co) fin) CN
G
36
(b)
M) Co) (in)
10
513'-7"
13'-7-
31'-9'
D
32
32
33
c5ell
33'-T
D
33
33
34
MAX POST LENGTH
37*•T
F
34
34
35
LOADSPACING
LIVE
5.5
12'-4"
30'-11"
F
33
33
33
M)
32'-9"
F
34
34
34
37
36-9"
G
35
35
35
38
6'-5'
6
11'-4"
30'-2"
F
34
34
34
36
32'-0"
F
34
34
34
37
35'-11"
G
36
36
36
38
23'-6"
6.5
10'-5"
298"
F
34
34
34
35
31'4"
G
35
35
35
36
35'-3"
G
36
36
36
38
G
7
918'
28'-11"
G
35
35
35
35
3018"
G
36
36
36
37
34'-T
G
37
37
37
39
40
7.5
9'-1"
28'4'
G
35
35
35
36
30'-1'
G
36
36
36
37
33'-11"
G
38
38
38
39
41
8
""
2T-10"
G
36
36
36
36
298"
G
37
37
37
38
334'
G
38
38
38
40
41
8.5
8'-0"
27-3"
G
36
36
36
36
294r
G
37
37
37
38
32'-10"
G
39
39
39
40
41
9
T-6"
26'-6"
G
37
37
37
3721'-10"
28'-7"
G
38
38
38
38
374"
G
39
39
39
41
21'-10"
9.5
T-2"
25'-10"
G
37
37
37
37
28'-1"
G
38
38
38
39
31'-10"
G
40
40
40
41
H
10
6'-9"
25'-2"
G
38
38
38
37
27'-6"
G
39
39
39
39
31'-5"
G
40
40
40
42
45
10.5
6'-5"
24'-7"
G
38
38
38
38
27'-3"
G
39
39
39
39
31'-0"
G
41
41
41
42
45
11
6'-2"
24'-0"
G
38
38
38
38
26'•9'
G
40
40
40
40
30'-T
G
41
41
41
43
45
11.5
5'-11'
23'-6"
G
38
38
38
38
26'•5'
G
40
40
40
40
30'-2"
G
42
42
42
43
23'-11"
12
5'8"
23'-0"
G
39
39
39
33
26'-0"
G
40
40
40
29'-10"
G
42
42
42
33
34
13
5'-2"
22'-1'
G
39
39
39
�yQFESSIC
Q
25'-0"
G
41
41
41
34
29'-2"
G
43
43
43
35
35
14
4'-10"
21'-3"
G
40
40
40
21'-11"
24'-2"
G
41
41
41
23'-5"
22'-11"
28'-6"
H
44
44
44
_� G
15
4'8"
20'•5'
G
40
40
40
35
35
23'4"
G
42
42
1 42
36
2T-11"
H
44
44
44
191•9"
10
5
13'-7-
31'-5"
D
34
34
35
c5ell
33'-7-
D
35
35
35
MAX POST LENGTH
3r-7"
F
36
36
36
LOADSPACING
LIVE
5.5
12'4"
30'•5"
D
35
35
35
M)
32'-7"
F
35
35
35
37
36-9"
G
37
37
37
38
6'-5'
611'4"
11'4"
29'-T
F
35
35
35
36
31'-8'
F
36
36
36
37
35'-1 t'
G
38
38
38
38
23'-6"
6.5
f0'-5"
28'-10"
F
36
36
36
35
30'-10"
G
37
37
37
36
35'-3"
G
38
38
38
38
G
7
9'-8"
28'•1"
G
37
37
37
35
30'-1"
G
37
37
37
37
34'-T
G
39
39
39
39
40
7.5
9'-1"
27* -6"
G
37
37
37
36
29'-5"
G
38
38
38
37
33'-11"
G
40
40
40
39
41
8
8'8"
26'•10"
G
38
38
38
36
28'-9"
G
38
38
38
38
33'-3"
G
40
40
40
40
41
8.5
8'-0"
26'•4"
G
38
38
38
36
28'-2"
G
39
39
39
38
32'-T
G
41
41
41
40
41
9
7'8"
25'-10"
G
39
39
39
3721'-10"
27'-8'
G
39
39
39
38
31'-11"
G
41
41
41
41
21'-10"
9.5
T-2"
25'-5'
G
39
39
39
37
27'-2"
G
40
40
40
39
31'•5'
G
42
42
42
41
H
10
6'-9"
24'-11"
G
40
40
40
37
26'-8"
G
40
40
40
39
30'-10"
G
42
42
42
42
45
10.5
6'-5"
24'•5'
G
40
40
40
38
26'-3"
G
41
41
41
39
30'4"
G
43
43
43
42
45
11
S-2"
23'-10"
G
40
40
40
38
25'-10"
G
41
41
41
40
29'-11"
G
43
43
43
43
45
11.5
6-11"
23'-3"
G
40
40
40
38
25'8"
G
42
42
42
40
29'-5"
G
44
44
44
43
23'-11"
12
5'8"
22'-8"
G
41
41
41
33
25'-1"
G
42
42
42
29'-0"
G
44
44
44
33
34
13
5'-2"
21'-8"
G
41
41
41
�yQFESSIC
Q
24'•5'
G
43
43
43
34
28'-3"
G
45
45
45
35
35
14
4'-10"
20'-9'
G
42
42
42
21'-11"
23'-10'
G
44
44
44
23'-5"
22'-11"
2r -r
H
46
46
46
_� G
15
4'8"
19'-11"
G
42
42
42
35
35
23'-0"
G
44
44
44
36
26'-11'
H
46
46
d6
191•9"
10
5
13'-7"
29'-11"
D
35
35
35
c5ell
32'-0"
D
36
36
36
MAX POST LENGTH
3T-0"
F
38
38
38
LOADSPACING
LIVE
5.5
174'
29'-0"
D
36
36
36
M)
31'-0"
F
37
37
37
37
35'-10"
G
38
38
38
38
6'-5'
6
11'4"
28'-2"
D
37
37
37
36
30'-2'
F
37
37
37
37
34'-10"
G
39
39
39
38
23'-6"
6.5
10'-5"
27'-5"
F
37
37
37
35
29'4"
F
38
38
38
36
33'-11"
G
40
40
40
38
G
7
9'-8"
26'-9"
F
38
38
38
35
28'-T
G
39
39
39
37
33'-1"
G
41
41
41
39
40
7.5
g'-1"
26'-2"
G
38
38
38
36
28'•0"
G
39
39
39
37
324"
G
41
41
41
39
41
8
81-6"25'-7-
20'-3"
G
39
39
39
36
2T4"
G
40
40
40
38
31'-"
G
42
42
42
40
41
8.5
8'-0"
25'-1"
G
39
39
39
36
26'•10"
G
40
40
40
38
31'-08"
G
42
42
42
40
41
9
T8"
24'•5'
G
40
40
40
3721'-10"
214"
G
41
41
41
38
30-5"
G
43
43
43
41
21'-10"
9.5
T-2"
23'8"
G
40
40
40
37
25'-10"
G
41
41
41
39
29'-10"
G
43
43
43
41
H
10
6'-9"
23'-0"
G
40
40
40
37
25'-5"
G
42
42
42
39
29'4"
G
44
44
44
42
45
10.5
6'-5"
27.5"
G
41
41
41
38
25'-0"
G
42
42
42
39
28'•11"
G
44
44
44
42
45
11
6'-2"
21'•9"
G
41
41
41
38
24'-7'
G
43
43
43
40
28'•5"
G
45
45
45
43
45
11.5
5'-11"
21'-3"
G
41
41
41
38
24'-3'
G
43
43
43
40
28'-0'
G
45
45
45
43
23'-11"
12
518"
20'-9'
G
42
42
42
33
23'-10"
G
44
44
44
2T-8"
G
46
46
46
33
34
13
T-2"
19'-8"
G
42
42
42
�yQFESSIC
Q
2Z-10'
G
44
44
44
34
26'-11"
G
47
47
47
35
35
14
4'-10"
18'-11"
G
42
42
42
21'-11"
21'-11"
G
45
45
45
23'-5"
22'-11"
26'•3"
G
47
47
47
_� G
15
4'8'
18'-2"
G
43
43
43
35
35
21'-2"
G
45
45
1 45
36
258'
H
48
48
48
191•9"
20
DBL 16 Ga 3'x8" Steel
C Beam Detail 15
DBL 14 Ga 3"x6" Steel C Beam (Detail 15 DBL 12 Ga 3"x8" Steel C Beam (Detail 15
TABLE 3.6
Attache
33
Aftseked stele Freestanding or
36
span Struetlre
Multis an Units
span Structure Multis an Units span Structure Multis an Units
MAX
GROLMHONSLAB
MAX
MAX POST LENGTH
MAX MAX POST LENGTH MAX MAX POST LENGTH
SNOW POST
POST MIN OOT
e' I 17 I 15'
POST MIN OOT 8- I 17 I 15' POST MIN OOT 8'
LOADSPACING
SPACING POST SRE
CONSTRAINED FOOTER
SPACING POST SIZE CONSTRAINED FOOT SPACING POST SIZE CONSTRAINED FOOTER
(PSF)
(FT) TYPE 'd
'd 'd 'd
(FT) TYPE 'd "d "d 'd (FT) TYPE 'd 'd "d "d
(FT)
M)
(b) Cm) fn)
(In) (in) fm) Co) (h) (In) (m) I (in)
20
5
T-1"
25'-9"
G
33
33
34
36
27* -8"
G
34
34
35
37
31'-10"
G
36
36
36
38
5
5.5
6-5"
24'-T
G
34
34
34
36
26'-9"
G
35
35
35
37
31'-0"
G
37
37
37
38
6'-5'
6
5'-11'
23'-6'
G
3a
34
34
36
26'-T
G
36
36
36
37
30'-1"
G
37
37
37
38
23'-6"
6.5
5'-5"
22'-T
G
35
35
35
35
25'4"
G
36
36
36
36
29'-3"
G
38
38
38
38
G
7
5'-1'
21'•9'
G
35
35
35
35
24'-9"
G
37
37
37
37
28'-7"
G
39
39
39
39
40
7.5
4'-9"
21'-0"
G
36
36
36
36
23'-11'
G
37
37
37
37
27"-11"
H
39
39
39
39
41
8
4'-5"
20'-3"
G
36
36
36
36
23'-2"
G
38
38
38
38
2T4"
H
40
40
40
40
41
8.5
4'-2"
19'-T
G
36
36
36
36
278'
G
38
38
38
38
25-9"
H
40
40
40
40
41
9
3'-11'
19'-0"
G
37
37
37
3721'-10"
21'-10"
G
38
38
38
38
26'-3"
H
41
41
41
41
21'-10"
9.5
T-9'
18'-6'
G
37
37
37
37
21'-3'
H
39
39
39
39
25'-10'
H
41
41
41
41
H
10
T-6"
17".11"
G
37
37
37
37
20'-9"
H
39
39
39
39
254"
H
42
42
42
42
45
10.5
3'4"
1T-6"
G
38
38
38
38
20'-3'
H
39
39
39
39
24'-11"
H
42
42
42
42
45
11
T-2"
1T-0"
G
38
38
38
38
19'-9'
H
40
40
40
40
24'-T
H
43
43
43
43
45
11.5
T-1"
16'-T
G
38
38
38
38
19'4'
H
40
40
40
40
24'-Y
H
43
43
43
43
20
5
T-1"
25'-9"
G
35
35
36
38
27'-8"
G
36
36
36
38
31'-10'
G
38
38
38
40
5
5.5
6'-5"
24'-T
G
36
36
36
37
26'•9"
G
37
37
37
38
31'-0"
G
38
38
38
39
6'-5'
6
5'-11"
23'-6"
G
36
36
36
37
26'-0"
G
37
37
37
38
30'-1"
G
39
39
39
39
23'-6"
6.5
5'-5"
27-T
G
37
37
37
37
25'4"
G
38
38
38
38
29'-3"
G
40
40
40
40
G
7
5'-1"
21'-9"
G
37
37
37
37
24'-9"
G
39
39
39
39
28'-7'
G
40
40
40
40
40
7.5
4'-9"
21'-0"
G
37
37
37
37
23'-11"
G
39
39
39
39
2T-11"
H
41
41
41
41
41
8
4'-5'
20'-3'
G
38
38
38
38
23'-2"
G
39
39
39
39
2T4"
H
42
42
42
42
41
8.5
4'-2"
19'-T
G
38
38
38
38
22' ..
G
40
40
40
40
26'-9"
H
42
42
42
42
41
9
T-11"
-0
10'"
G
38
38
38
38
21'-10"
G
40
40
40
40
26'-3"
H
43
43
43
43
21'-10"
9.5
3--9"
18'•6"
G
39
39
39
39
21'-3'
H
41
41
41
41
25-10"
H
43
43
43
43
H
10
T-6'
1T-11"
G
39
39
39
39
20'-9"
H
41
41
41
41
25'4"
H
44
44
44
44
45
10.5
3'4'
1T-6"
G
39
39
39
39
20'-3'
H
41
41
41
41
24'-11"
H
44
44
44
44
45
11
3'-2'
1T-0'
G
40
40
40
40
19'-9'
H
42
42
42
42
24'-7"
H
45
45
45
45
45
11.5
T-1'
1 16'-T
I G
40
40
40
40
19'4'
H
42
42
42
42
24'-2
H
45
45
1 45
45
ICC ESR 2676 (2012 IBC) 12/11/2013 Page 25 of 74
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262015
170 MPH
EXPOSURE
C
or 180 MPH
EXPOSURE
B
20
5
7* -1"
25'-9'
G
38
38
38
40
27'-8"
G
39
3939
41
31'-10"
G
41 41
41
42
5.5
6'-5'
24'-7"
G
39
39
39
40
26'-9"
G
40
40
40
41
314"
G
42 42
42
42
6
5'-11"
23'-6"
G
39
39
39
39
26'-0"
G
41
41
41
41
30'•1'
G
43 43
43
43
6.5
5'-5"
22'-7-
G
40
40
40
40
254"
G
41
41
41
41
29'-3"
G
43 43
43
43
7
5'-1'
21'-9"
G
40
40
40
40
24'-9"
G
42
42
42
42
28'-7"
G
44 44
44
44
7.5
4'-9'
21'-0'
G
41
41
41
41
23'-11"
G
43
43
43
43
27'-11"
H
45 45
45
45
8
4'-5"
20'-3"
G
41
41
41
41
23'-2"
G
43
43
43
43
274"
H
45 45
45
45
8.5
4'-2"
19'-7'
G
41
41
41
41
221"
G
43
43
43
43
26'-9"
H
46 46
46
46
9
T-11"
19'-0'
G
42
42
42
42
21'-10"
G44
44
44
44
26'-3"
H
47 47
47
41
9.5
3'•9"
18'8'
G
42
42
42
42
21'-3"
H
44
44
44
44
25'-10"
H
47 47
47
47
10
38'"
1T-11"
G
43
43
43
43
20'-9"
H
45
45
45
45
254"
H
48 48
48
48
10.5
3'4'
17'8'
G
43
43
43
43
20'-3"
H
45
45
45
45
24'-11"
H
48 48
48
4
11
T-2'
1r-0"
G
43
43
43
43
19'-9"
H
45
45
45
45
24'-7"
H
49 49
49
140 MPH EXPOSURE C
or 160 MPH EXPOSURE B
-
25 5
5'•9"
23'-11"
G
33
33
34
36
25'-7"
G
33
33
34
36
_-
5.5
5'-2"
23'-2"
G
33
33
34
36
24'-10"
G
34
34
34
36
�yQFESSIC
Q
6
4'•9"
278"
G
34
34
34
35
24'-1"
G
35
35
35
36
/
��
6.5
4'-5"
21'-11"
G
35
35
35
35
23'-5"
22'-11"
G
G
35
36
35
36
35
36
36
36
_� G
7
7.5
4'-1"
T-10'
21'-3"
20'-5"
G
G
35
35
35
35
35
35
35
35
224"
H
36
36
36
36
V
8
T-7-
191•9"
G
36
36
36
36
21'-11"
H
37
37
37
37
8.5
3'4"
19'-2'
H
36
36
36
36
21'-5'
H
37
37
37
37
1.6
9
3'-2'
18'-T
H
36
36
36
36
21'-0'
H
38
38
38
8
*
'
9.5
3'-0'
18'-0'
H
37
37
37
37
201-8"
H
38
38
38
36
10
2'-10"
17"8'
H
37
37
37
37
20'-3"
H
39
39
39
39
C
10.5
7.8'
1r -O"
H
37
37
37
37
19'-9"
H
39
39
39
39
11
7-T
16'-T
H
37
37
37
37
19'-3"
H
39
39
39
c
DEC
18 2013
ICC ESR 2676 (2012 IBC) 12/11/2013 Page 25 of 74
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arnrc rnuFa -4 n PncT caar-iNr:c Fna PATIn AND COMMERCIAL COVERS HIGH WIND AREAS
10
DBL 16 Ga 3''B" Steel C Beam Detail 15)
DBL 14 Ga 3'58" Steel C Beam (Detail 15) DBL 12 Ga 3"x8" Steel C Beam (Detail 15
TABLE 3.6
Attached single Freestanding or
Attached sihhgte Freestanding or Attached since Freestanding or
36
Span SWcUae Multispan Units
Span Shucnee Multis an Units Span Structure Mullispan Units
GROUND TRIG MAX
MAX MAX POST LENGTH
MAX MAX POST LENGTH MAX MAX POST LENGTH
SNOW WIDTH POST
POST MIN FOOTER 8' I 12' I 15'
POST MIN FOOTER F I 17 I 15' POST MIN FOOTER 8- I 17 I 15'
LOAD (FT) SPACING
I
SPACING POST SIZE CONSTRAINED FOO
SPACING POST SIZE CONSTRAINED FOO SPACING POST S2E CONSTRAINED FOOTER
(PSF) ON SLAB
(FT) TYPE 'd' 'd' 'd' 'd'
(FT) TYPE 'd' 'd" 'd' 'd" (FT) TYPE 'd' 'B 'd' 'd'
(FT)
M1 (Ln) (in) M)
M1 Cm) (In) M) (m) (In) M) (in)
10
5
13'-7"
28'-7'
D
36
36
36
32'-0"
30'-r
D
37
37
37
33'-10'
354"
F
39
39
39
LIVE
LIVE
5.5
12'4"
2T-8'
D
37
37
37
F
29'-7"
D
38
38
38
F
34'-3'
F
40
40
40
6
11'4'
6
11'4"
26'-11"
D
38
38
38
41
28'-9"
F
39
39
39
42
33'-3'
G
40
40
40
10'-5"
25'-i"
6.5
10'-5"
26'-2"
F
38
38
38
42
28'-0"
F
39
39
39
42
32'-5'
G
41
41
41
24'-1'
D
7
9'-8"
25'-6"
F
39
39
39
42
2T4"
F
40
40
40
43
31'-r
G
42
42
42
F
40
7.5
9'-1'
24'-1 t"
F
40
40
40
32
26'-9'
G
41
41
41
32
30'-10'
G
43
43
43
41
41
8
8'-6"
24'-1"
F
40
40
40
28' -it"
26'-2"
G
41
41
41
33
30'-3'
G
43
43
43
41
41
8.5
8'-0"
23'-3'
G
40
40
40
G
25'-7'
G
42
42
42
9
29'-7'
G
44
44
44
41
26'4"
9
7'-6"
27-6'
G
41
41
4'25-2"
46
46
G
42
42
42
T-2"
29'-1'
G
44
44
44
25'-10"
G
9.5
7'-2"
21'-10'
G
41
41
41
46
24'-8"
G
43
43
43
19'-r
28'{"
G
45
45
45
G
46
10
6'-9"
21'-r
G
41
41
41
47
24'-3"
G
43
43
43
G
28'-0"
G
45
45
45
46
46
10.5
6'-5"
20'-7'
G
42
42
42
32
23'-9"
G
44
44
44
43
2T-7'
G
46
46
46
47
47
11
6'-2"
20'-1"
G
42
42
42
23'-2'
G
44
4444
43
43
27'-2"
G
46
46
46
47
11.5
5'-11"
19'-7'
G
42
42
42
22'-7"
G
44
44
44
26'-9'
G
47
47
47
12
5'-8"
19'-1"
G
42
42
42
27-1'
G
44
44
44
26-5'
G
47
47
47
13
5'-2"
18'-2"
G
43
43
43
21'-2"
G
1 45
1 45
45
25'-8'
G
48
48
48
10
5
13'-r
2T4"
D
37
37
37
32'-0"
D
39
39
39
39
33'-10'
D
40
40
40
41
LIVE
5.5
124'
26'-6"
D
38
38
38
31'-0"
F
40
40
40
40
37.9"
F
41
41
41
42
42
6
11'4'
25'•9'
D
39
39
39
30'-2'
F
41
41
41
41
31'-10"
F
42
42
42
43
43
6.5
10'-5"
25'-i"
D
40
40
40
29'4"
F
42
42
42
D
31'-0'
G
42
42
42
F
44
7
9'-8"
24'-1'
D
40
40
40
28'-7"
G
42
42
42
25'-2"
30'-3'
G
43
43
43
29'-1"
G
7.5
9'-1"
23'-2"
F
40
40
40
28'-0"
G
43
43
43
32
29'-r
G
44
44
44
32
28'-5'
8
8'-6"
22'4"
F
41
41
41
2T4"
G
44
44
44
41
28' -it"
G
44
44
44
43
33
8.5
8'-0"
21'•7"
F
41
41
41
26'-10"
G
44
44
44
42
284"
G
45
45
45
4444
33
9
T-6"
20'-10'
F
41
41
41
26'4"
G
45
45
45
42
2T-10"
G
46
46
46
44
44
9.5
T-2"
20'-3'
F
42
42
42
25'-10"
G
45
45
45
F
274"
G
46
46
46
G
45
10
6'-9"
19'-r
G
42
42
42
25'-5"
G
46
46
46
18'-3"
26'-10"
G
47
47
47
21'-2"
G
10.5
6'-5"
19'-1"
G
42
42
42
25'-0"
G
46
46
46
6'-5"
26'-5"
G
47
47
- 47
32
20'-7"
11
6'-2"
18'-7"
G
43
43
43
24'-7"
G
47
47
47
11
26'-0"
G
48
48
48
43
11.5
5--11"
18'-t"
G
43
43
43
24'-3"
G
47
47
47
25'-8'
G
48
48
48
44
10
5
13'-7"
26'-3"
D
38
38
3828'-2"
Attached Single Freestan
shed single Freestanding or
0
39
39
39
Spanshuchae Multis an Units
37-6"
D
41
41
41
SNOW WIDTH POST
LIVE
5.5
4
12''
25'-S"
D
39
39
39
POST SIZE CONSTRAINED FOOTES(PSF)
27-3"
D
40
40
40
33
31'-6"
F
42
42
42
34
6-
6
11'4"
24'-6"
D
40
40
40
32
2T-6"
D
41
41
41
33
30'.r
F
43
43
43
34
Na
6.5
10'-5"
23'-5-
D
40
40
40
32
25'-9"
D
42
42
42
33
29'-9"
F
44
44
44
34
7
9'-8"
27-5"D
G
41
41
41
32
25'-2"
F
42
42
42
33
29'-1"
G
44
44
44
34
7.5
9'-1"
21'-7"
D
41
41
41
32
24'-7"
F
43
43
43
32
28'-5'
G
45
45
45
34
8
8'-6"
20'-9"
D
41
41
41
31
23'-11"
F
43
43
43
33
27'-9"
G
46
46
46
34
8.5
8'-0"
20'-1"
F
42
42
42
31
23'-2"
G
44
4444
33
33
2T-3"
G
46
46
46
35
9
7'•6"
19'-51'
F
42
42
42
32
22'-5"
G
44
44
44
33
26'-9'
G
47
47
47
1 39
9.5
T-2"
18'-10"
F
42
42
42
32
21'-9"
G
45
45
45
M
26'-3'
G
47
47
47
fls
10
6'-9"
18'-3"
F
43
43
43
32
21'-2"
G
45
45
45
34
25'-10'
- G
48
48
48
10.5
6'-5"
17'-9"
F
43
43
43
32
20'-7"
G
45
45
45
34
25'-S
G
49
49
49
11
6'-2"
1T-3"
F
43
43
43
20'-1"
G
46
46
46
25'-0"
G
49
49
49
11.5
T-11"
16'-9"
F
44
44
44
19'-7"
G
46
46
46
24'-T
G
49
49
49
12
5'-8'
16'4'
G
44
44
44
19'-2'
G
46
1 46
46
24'-3"
G
50
50
50
tatNtKAL INJIKUL jiuNJ rVK incac: --o
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 20 PSF MIN)
4. CHOOSE A RAFTER FROM SECTION 1.0 THAT HAS
ADEQUATE CLEARSPAN FOR YOUR NEEDS.
5. DETERMINE TRIBUTARY WIDTH FROM TABLE 3.2 OR
CALCULATE FROM TRIBUTARY DIAGRAM ON PAGE 1
6. CHOOSE A HEADER FROM TABLE 3.6 THAT HAS ADEQUATE
POST SPACING.
7. USE THE APPROPRIATE FOOTER SIZE SHOWN IN TABLE 3.6
30
DBL 16 Ga 3"x61 Steel
C Beam Detail 15
DBL 14 Ga 3"x81 Steel C BeamjUnits
DBL 12 Ga 3"x8" Steel C Beam Detail 15
TABLE 3.6
Attached single
Freestanding or
Attached Single Freestan
shed single Freestanding or
G
SpanStmchae
Mullispan Units
Span Suw a Multis a
Spanshuchae Multis an Units
GROUND TRIG MAX
MAX
MAX POST LENGTH
MAX MAX PO
MAX MAX POST LENGTH
SNOW WIDTH POST
POST MIN OCT
8' I 17 I 15'
POST MIN OOTE 8' I '
POST MIN 007 8' I 17 I 15'LOAD
(FT) SPACING
SPACING POST SIZE
CONSTRAINED FOOTER
SPAONG POST SIIE CONSTRASPACI
POST SIZE CONSTRAINED FOOTES(PSF)
ON SLAB
(FT) TYPE "d
'd' 'd' 'd
(FT) TYPE '8 'd
(FT) TYPE 'd' 'd''d' 'd'(FT)
33
M1
(in) (In) (in)
(N) M)
M) (m) I fm) (in)
30
5
4'-10"
22'-6"
G
29
29
31
33
24'-1"
G
29
29
31
33
27'•10"
H
31
31
32
34
5.5' 6' 6.5' 7' 7.5'
5.5
4'-0"
21'-10"
G
29
29
31
33
23'-4"
G
30
30
31
33
2T-0"
H
31
31
32
34
6-
6
4'-O"
21'-0'
G
30
30
30
32
22'1"
H
31
31
31
33
26'-2"
H
32
32
32
34
Na
6.5
3'1"
20'•1"
G
30
30
30.
32
22'-1'
H
31
31
31
33
25'-6"
H
33
33
33
34
7
3'-5'
1S'4'
G
31
31
31
32
21'-0"
H
32
32
32
33
24'-11"
H
33
33
33
34
7.5
3'-2"
18'-7'
H
31
31
31
32
21'-0"
H
32
32
32
32
244"
H
34
34
34
34
8
T-0'
18'-0'
H
31
31
31
31
20'-T
H
33
33
33
33
23'-10"
H
34
34
34
34
8.5
2'-111"
1T-5"
H
31
31
31
31
20'-2"
H
33
33
33
33
23'4"
1
35
35
35
35
9
Z-8"
16'-10"
H
32
32
32
32
19'-T
H
33
33
33
33
27.11"
_ _ I
35
35
35
1 39
9.5
2-6'
16'4'
H
32
32
32
32
19'-0"
H
34
34
34
M
22'-61'
I
36
36
36
fls
10
2'-5"
15'•10'
H
32
32
32
32
18'-5"
H
34
34
34
34
22'-1"
M
36
36
36
10.5
Y-3'
15'-5'
H
32
32
32
32
17'11"
H
34
34
34
34
21'-9"
M
36
36
36
30
5
4'-10' -
27.6'
G
32
32
33
35
24'-1'
G
33
33
34
36
2T-10"
H
34
34
35
37
5.5' 6' 6.5' 7' 7.5'
5.5
4'4'
21'-10"
G
33
33
33
35
234"
G
33
33
34
36
27'-0"
H
35
35
35
37
6-
6
4--0"
21'-0"
G
33
33
33
35
22'-8"
H
34
34
34
36
26'-2"
H
36
36
36
37
Na
6.5
3'-8'
20'-1"
G
34
34
34
35
22'-1"
H
35
35
35
35
25'-6"
H
36
36
36
36
7
3'-5"
19'4"
G
34
34
34
34
21'-6"
H
35
35
35
35
24'-11",
' H
37
37
37
37
7.5
3'-2'
18'-r
H
34
34
34
34
21'-0"
H
36
36
36
36
24'4"
H
37
37
37
37
8
3'-0"
18'-0'
H
35
35
35
35
20'-7"
H
36
36
36
36
23-10'
H
38
38
38
38
8.5
7-10"
iT-5"
H
35
35
35
35
20'-2"
H
37
37
37
37
234"
1
39
39
39
39
9
7-8'
1 16'-10"
H
35
35
35
35
19'-7"
1 H
1 37
1 37
1 37
37 11
22'41'
I
1 39
1 39
1 39
1 39
OVER-
HANG
Post Description
TABLE 3.2 TRIBUTARY WIDTHS FOR SINGLE SPAN ATTACHED STRUCTURES
PROJECTION OF SINGLE SPAN STUCTURES (FT)
Detail
0.032"Post w/ 0.024" Sideplat
12'
8'
9'
10'
11' 17 13' 14' 15'
16'
1T
18'
19'
20'
21'
0'
4'
4.5'
5'
5.5' 6' 6.5' 7' 7.5'
8'
8.5'
9'
9.5'
10'
10.5'
1'
4.5'
T
5.5'
6' 6.5' T 7.5' 8'
8.5'
9'
9.5'
10'
10.5'
11'
2'
S'
5.5'
6-
6.5' 7' 7.5' 8' 8.5'
9'
9.5'
10'
10.5'
11'
11.5'
3'
Na
Na
Na
Na 7.5' 8' 8.5' 9'
9.5'
10'
10.5'
11'
11.5'
17
4'
Na
Na
Na
Ne Na Na Na Na
10'
10.5'
11'
11.5'
17
12.5'
5'
1 Na
Na
Na
Na Na Na Na Ne
Na
Na
Na
Na
12.5'
IT
TABLE 3.3 Post Requirements
for Attached Single Span Structures
Post Description
maxIPOST
Hgt Code
Detail
0.032"Post w/ 0.024" Sideplat
12'
C
21
0.032"Post w/ 0.032" Sideplat
12'
D
21
Clover 0.040"x3"x3" Alum
10'
E
24
Magnum 0.075'SC3'SC3" Post
12'
F
23
0.048'SGi"x31 Steel Clover
12'
G
24
0.048"x3"x3" Steel Clover
10'
H
24
3/16'SA3'S3" Steel Square
15'
1
19
1/4"xTxT' Steel Square
15'
J
19
3/8"xTG" Steel S uare
15'
K
19
3/16541x4" Steel Square
15'
L
19
8. FOR SINGLE SPAN ATTACHED UNIT USE THE POSTSHOWN IN
TABLE 3.6 AND 3.3 UPGRADE THE POST IF THE HEIGHT IS NOT SUFFICIENT
United Duralume
FREESTANDING AND MULTISPAN UNITS USE TABLE 3.4
350 S. Raymond Ave
9. FIND THE O/C SPACING OR # OF FASTENERS FOR ATTACHING TO WALL FROM TABLE 7.6
Fullerton, CA
10. USE THE APPROPRIATE DETAILS. DETAILS MAY REQUIRE POST TO UPGRADED.
B
11. ALL LATTICE NOT USING DETAIL 27 MUST COMPLY WITH TABLES L1 AND L2 ON SHEET MISC5
Carl Putnam, P. E.
FOR PATIO SLABS FOLLOW 1-6 FROM ABOVE THEN
3441 Ivylink Place
SLAB 7. DETERMINE MAXIMUM POST SPACING ON SLAB FROM
Lynchburg, VA 24503
SLAB 8. USE THE SMALLER OF THE POST SPACING ON SLAB OR HEADER POST SPACING
carlputnarl @comcastnet
SLAB 9. FOLLOW 9-11 FROM ABOVE
F
SLAB 10. FOR TWO POST STRUCTURES USE TABLE 7.1 ON SHEET MISC3 FOR SLAB REQUIREMENTS INSTEAD OF THESE TABLES
ICC ESR 2676 (2012 IBC) 12/11/2013 Page 26 of 74
TABLE 3.4 Post Requirements for
Freestanding Structures or Mullispan Attached Structures
Post Description
Maximum
Fooling
POS
Code Detail #
0.048'53"x3" Steel Clover
d= 23"
8'
B
24
0.048"x3"x3" Steel Clover
d= 22"
8'
C
24
3/16S0S6" Steel Square
d= 29"
14'
F
19
3/16'531x3" Steel Square
d= 32"
8'
G
19
1/4'50 i" Steel Square
d= 32"
12'
F
19
1/4"x3"x3" Steel Square
d= 34"
8'
G
19
3/8'SGi'SGi" Steel S uare
d= 36"
8'
K
19
3/16"x4"x4" Steel Square
I d= 36"
14'
1
19--
T/16'5655" Steel Square
d= 41"
15'
L
19
3/16'56'54" Steel Square
d= 46"
15'
L
19
PANEL TO EXISTING EAVE
ROOF COVERING ISAMAXIMUMOF3PSF
C CONNECTION
HEAVIER ROOF COVERING SHALL R UIRE
.SUE
24" OIC
ADDITIONAL ENGINEERING ANALYSIS
� EAVE OVERHANG_.
12" -- 18" T 24" - 30"
20 GA ASTM A653 GRADE 33 STEEL BRACKET
2X DF WOOD FASCI
FOUR #8 WOOD SCREWS INTO RAFTER AND
SEE GENERAL NOTE #82X
STRONG TIE MSTA36 (ICC ESR 2105)
FASCIA
0.019' ALUM OR 0.035'
AT SPLICE LOCATION
2x6_
ONE PER RAFTER
VINYL COVER
25'-4'
o
1/4" LAG SCREW
!
#14X2' SCREW
e
o
264
DF#2 OR BETTER
SEE TABLE 7.5
10 psf
RAFTER SPANS
25-4'
15'-10"
FOR SPACING
e
_ 2'-9"
_130 MPH EJ Q B
Laffice=140 C
_ 2x6
EXISTING
SHEATHII
EXISTING DF WOOD
FRAMED WALL
Li
ch
I-!20 GAUGE
ASTM A653
HANGER GRADE 33 WOO STUCE OF D OR
ANGLE Wl4
#8 SCREWS BEARING WALL
SEE PANEL
LEDGER TO STRUCTURE
CONNECTION
ICC ESR 2676 (2012 IBC) 12/11/2013
Live(Snow Load
RAFTER
SEAL TOP COMPLETELY
Solid Cover Wind_
—----_._-_
.SUE
24" OIC
CONTINUOUS 2"x6' DOUGLAS FIR
� EAVE OVERHANG_.
12" -- 18" T 24" - 30"
10 psf
LEDGER OR PROVIDE SIMPSON
�.
-
STRONG TIE MSTA36 (ICC ESR 2105)
(i-2" _
3'-2" _
AT SPLICE LOCATION
2x6_
_ 25'4
COVER W/ 0.019' ALUMINUM
25'-4'
20'-10"
1/4" LAG SCREW
!
2x8
254
i
264
SEE TABLE 7.7 FOR MAX
y
10 psf
RAFTER SPANS
25-4'
15'-10"
SEE GENERAL NOTE #8
c
_ 2'-9"
_130 MPH EJ Q B
Laffice=140 C
_ 2x6
264
25'-4'
1.
18'-3"
25'-4'
EXISTING 1' STUCCO
10 psf
2x4
OR EQUAL
225' EMBED INTO
WOOD FRAMING
WITH MIN SG = 0.5
2'-8"
ICC ESR 2676 (2012 IBC) 12/11/2013
Live(Snow Load
RAFTER
MAX DISTANCE TO FIRST ROW OF POSTS "L"
Solid Cover Wind_
—----_._-_
.SUE
24" OIC
V1
� EAVE OVERHANG_.
12" -- 18" T 24" - 30"
10 psf
2x4
26418'-1"
_
-
10'-6"
(i-2" _
3'-2" _
115 MPH Exp B
2x6_
_ 25'4
25'-4'_-
25'-4'
20'-10"
14'-10"_
Lattice=120 Exp C
2x8
254
264
264
264
264
10 psf
2x4
25-4'
15'-10"
9'-2"
5-4"
_ 2'-9"
_130 MPH EJ Q B
Laffice=140 C
_ 2x6
264
25'-4'
25'-4'
264 -
18'-3"
25'-4'
13'-1"
� 25'-4'
10 psf
2x4
264
15'-1"
8'4"
5-2"
2'-8"
115 MPH Exp C
2x6
2x8
- 264
264
25'-4_
25'-4'
26-0" _
264
_ 17'-4" _
264
. _12'4' _
24'-6"
130 MPH E)p C
2x4-
2x6
_264_
25-4' -
13'-0"
25'-4'
T-6"
- 21'-6"_
_4'4"
14'-10"
2-3" _
10'-8"
6-1" -
15'-4"
16'-0'
2x8
264
264'
264
264
21'-1"
10•psf _
140 MPH_ Ev C .
_20
_2x6 .
2x8
264
- 25'4 -
25'4
11'-9"
254
25'-4'
6-9"
19-6"
25'4
4'-U'
13'-6"._
25'-3"
2'-1"
. _ 9.8" .
19'-1"
20 psf
2x4
18'-1'
9'-2"
5'-3"
T-1"_
1'-6"_
140 MPH E)p C
-
2x6 _
-2x8
18'-1'
18'-1'
18'-1'
-18'-1' y
15'-3"
--18'-1' _
_ 10'-7"
18'-1' -
_T-6"
15'-0"
LivelSSnow Load
~Solid Cover Wind
RAFTER
MAX DISTANCE TO FIRST ROW OF POSTS
"L"
S12E
-- 6w —1
I_EA_VE_OVERHANG
.. -1-2" 18" 2411
- - 301:
24" OIC
10 pst
2X4
.2514
20'-9"
12'-0"_
7'-1"
- 3'-8"
1T -1" -
25'-0'
Lattice -130 Exp C
'2x6
2x8
25'-0'
25'-0'
25'-0'
25'-0'
25'-0'
25'-0'
23'-10"
264
10 psf _
-- --
2x4
2x6
-2x8
20'-0'
20'-0'
20'-0' -
19'-3"
-- 20'-0' -
- 20'-0'
11'-_6"
20'-0' -
20'-0'
7'-1"_
- 20'-0' _
20'-0'
3'-8"
16-_7"
20'-0'
Lallice=140 Exp.0
20psf
2_x4
+2x6
2x8
18'-0'
18'-0'
18'-0'
11'-10"
18'-0'
18'-0'
V-10"
18'-0'
18'-0'
4'-1"
13'-9"
18'-0'
2'-1"
9'-10"
18'-0'
25 psf
2x4
18'-0'
11'-3"
6'-6"
3'-9"
_1'-10"
2x6
_
18'-0'
18'-0'
18'-0'
13'-0"_
T-2"
_
2x8
18'-0'
18'-0'
18'-0'
18'-0'
18'-0'
__ 30_psf
2x4
2x6
1_64
16'-0' --Fle-ly"
_9.2"
16'-0'
6-1" -
15'-4"
16'-0'
2'-9"
10'-4"
16'-0'
0'_0"
7'-2"16'-0'
-F44_
_
_
Page 37 of 74
C1
F
it D 18 013
SSS NAL E G
Pur
6 139
.6/3 017
l VIS- �Q
q�0 C FC
MAY 26 2015
ENGINEERS STAMP
LOAD BEARING POST
SEE DETAILS FOR POST/
CONCRETE ATTACHMENT
RAFTERS OR SOLID PANELS
ATTACHMENT TO WOODEN DECK FOR SINGLE SPAN ATTACHED
2'X6.25' ALUMINUM DOUBLE HEADERS
3'X8' ALUMINUM DOUBLE HEADER
NOTESI
L FIBERGLASS POSTS ARE NON -LOAD BEARING.
P_ ATTACHMENT TO HOLD COVERING AGAINST MINOR
LOAD(PSF)'
LATERAL FORCES.
3' x 3' METAL POST
3. USE MULTIPLE BRACKETS AS NEEDED.
2x9 11D9ER WARD (DE)
4. FIBERGLASS POSTS MAY BE USED FOR ANY STRUCTURE.
TEEL OR 0.032'X2'X6.5'
LUMINUM POST ALUM HEADERS OR
I I 0.042'X3'XB'
I I ALUM HEADERS
I I PLASTIC HOLE PLUGS---
11
LUGS1' M1
I I
FIBERGLASS
NON LOAD I I
BEARING POST
FIBERGLASS•
POST COLLAR /
DECORATIVE
POST COVER
ISERGLASS DECORATIVE
POST COVER
EL L
ANGLE BRACKET CTYP)
SLAB OR 3/8'X3/4' BOLT
FOOTING CONCRETE ANCHOR
M 3 ... 4
d e. •'.
STRUCTURES COMPLYING WITH
THIS DETAIL DO NOT REQUIRE
ADDITIONAL DRIFTING SNOW
CONSIDERATIONS
TEK SCREW
--'-3/8'X 34' BOLT
1.5'X1.5' STEEL L
ANGLE BRACKET (TYP)
STEEL OR ALUMINUM
LOAD BEARING POST
ATTACHED STRUCTURE POST
TO DECK FLOOR JOIST
ALTERNATIVE EAVE ATTACHMENT
AM StEL
SEE GE�+�MM #9 FOR ® —EXISTING EAVE �
ATTACHMENT TO WOODEN DECK FOR SINGLE SPAN ATTACHED
8'
PATI❑ COVERS ONLY. SEE GENERAL NOTE #19
LOAD(PSF)'
L
3' x 3' METAL POST
POST SPACING IS RESTRICTED TO THE 'ON
2x9 11D9ER WARD (DE)
9
SEE GENER& NOTE F8 .
SLAB' SPACING SHOWN IN HEADER TABLES IN
14x1S' Hann
ALUM PANEL HAN(;FR
1s -r -
SECTIONS 2.0-6.0.
DOUG FIR
17
AIAl OR 22
SOLID COVERS MUST USE THESE RESTRICTIONS
UTIL•TIY
1 x
1s•-G•--
FOR 10 PSF SNOW/LIVE LOAD
GRADE
O
TVO-3/8' x 5' LAG SCREW
MAXIMUM WINDSPEED IS
OR BTR
O
/ I'm WASHER. ONE ON
EACH smE1[IF CaLLM
140 MPH EXP B
120 MPH EXP C
TYPE AND
MIN GAP
1
130 mph Exp C_
SP
1'
—
FOR 20 PSF OR GREATER SNOW/LIVE LOAD
31-
MAXIMUM WINDSPEED IS
e -e^
2z a-
�
MPH EXP C
140 mph Exp B
U -8.
D FIRI LUMBER140
14'.6'
q..8.
— - -
FLOOR JOIST OR
HEADER
FOR LATTICE COVERS
_ e•4-
9'-s••
14.8•
14••9-
1 B'-8 -
t V -s"
ALL SNOW AND LIVE LOADS
140 mph Exp C
13•-2• 1 a• -O-
Sold Covers
14.4- ` 6W
Lattice Covers
MAXIMUM WIND SPEED IS 150 MPH EXP C
ATTACHED STRUCTURE POST
TO DECK FLOOR JOIST
ALTERNATIVE EAVE ATTACHMENT
AM StEL
SEE GE�+�MM #9 FOR ® —EXISTING EAVE �
TOP MOUNT BRACKET
rVTC rTAlr onnC' ROOF FOR
DRAINAGE
GROUND SNOW
ROTECTION
8'
LOAD(PSF)'
L
BRACKETVV VIDE '
8.
2x9 11D9ER WARD (DE)
9
SEE GENER& NOTE F8 .
10110
—
14x1S' Hann
ALUM PANEL HAN(;FR
1s -r -
RAFTER TOP MOUNT
_
14x3.5 SCREM
17
*tdD
22.10^ 1
L
1 x
1s•-G•--
30
SEE TABLE 7s
18-_2
1s-10^ !_
12•-2
10.4-
2r4•
28•.4• _i-
—27%9"
FOR FASTENER
---
110mph Exp C
115 mph Exp C
_ 20.9• ? 17-10^
•--t9-�•_ ( 12 O:
TYPE AND
MIN GAP
--
130 mph Exp C_
SP
1'
25.3•
161-10"
BETWEEN
13'-2- !
e -e^
2z a-
LEDGER AND
TOP MOUNT BRACKET
rVTC rTAlr onnC' ROOF FOR
DRAINAGE
GROUND SNOW
MAXIMUM
LOAD(PSF)'
'h', (IN)
_Live
Load
Weld Speed
and E ure
10
9
16" o/c 24"o/c
10110
—
15
14
1s -r -
era-
20
17
_115 mph Exp_g_
22.10^ 1
25
18
1s•-G•--
30
20 M4
18-_2
1s-10^ !_
ICC ESR 2676 (2012 IBC) 12/11/2013
I n I Au VU V "IN
EAVE OVERHANG AND 'L' MUST
ALSO COMPLY WITH DETAIL BC
NOT ALLOWED IN SNOW LOAD AREAS
MAX WIND LOAD IS 110 MPH EXP C
Page 65 of 74
OF WOOD
FRAMING
STEEL BRACKET G%1/�
SEE CROSS SECTIO
1" SPACING #14x1.
BETWEEN SCREWS SCREWS
9"X DF LFOGFR BOARD
THESE DETAILS ARE
APPLICABLE TO SOLID OR
LATTICE COVERS
I
SIDE MOUNT BRACKET
SEE GENERAL NOTE #9 FOR
CORROSION PROTECTION
2•-j
STRUCTU
/\^ PANEL
/ J
L
0.188'x2'X2' ASTM .
A653 GRADE 33
STEEL BRACKET
1 • 1 n IF®
I F
MAY 26 2015
ENGINEERS STAMP
I.
_Live
Load
Weld Speed
and E ure
MAX "L" FOR TOP OR SIDE MOUNT
16" o/c i 24"o/c
16" o/c 24"o/c
10110
—
mph Exp B .
_24•-10^�
1s -r -
era-
IV -6-
_115 mph Exp_g_
22.10^ 1
1sa•
27•-G•
1s•-G•--
_- -_
130 mph Exp B
140 mph Exp B
18-_2
1s-10^ !_
12•-2
10.4-
2r4•
28•.4• _i-
—27%9"
1sw
17'-7--
7' 7•110
---
110mph Exp C
115 mph Exp C
_ 20.9• ? 17-10^
•--t9-�•_ ( 12 O:
27%e•
1s•_9• •.
i 18••9-
--
130 mph Exp C_
W-2• )
10•4•
25.3•
161-10"
140 mph Exp C
13'-2- !
e -e^
2z a-
14•-7-
ZO
140 mph Exp B
U -8.
a 9^
14'.6'
q..8.
— - -
115 mph Exp C -
-130mph Exp C
14•-6• !
1a �• i
_ e•4-
9'-s••
14.8•
14••9-
1 B'-8 -
t V -s"
140 mph Exp C
13•-2• 1 a• -O-
Sold Covers
14.4- ` 6W
Lattice Covers
0.188'x2'X2' ASTM .
A653 GRADE 33
STEEL BRACKET
1 • 1 n IF®
I F
MAY 26 2015
ENGINEERS STAMP
I.
TWO 3/8" ASTM A307
STEEL BOLTS
C❑NTINU❑US WELD
SEE TABLE FOR SIZE
Fxx= 60 ksi
1.00"
9
ASTM A500 GRADE B
12 , 0 0'/
ASTM A36 STEEL PLATE
i
� I -t1
Base Plate and Stub Post Specifications
O
GALVANIZED HILTI KWIK BOLT TZ (ICC
ESR 1917) W/ 2" OF EMBEDMENT Q oFEss/o
WELDED MOMENT RESISTING STEEL BASE PLATE
ALTERNATIVE TO POST EMBEDMENT IN CONCRETE FO❑TING
THE WELDED POST BRACKET MUST BE VERIFIED TO COMPLY WITH T �cAuF°�`�`P
REQUIREMENTS IN DETAIL M7 OF THESE PLANS AND FABRICATED IN DEC 18 2013
ACCORDANCE W/ IBC SECTION 1704,2,5,2 BY AN APPROVED FABRICATOR TO
THE SATISFACTION OF THE CODE OFFICIAL
39
MAY 26 2015
ICC ESR 2676 (2012 IBC) 12/11/2013 Page 66 of 74
ENGINEERS STAMP
Allowed on
Moment
Max Constrained
Plate
Plate
Stub
Stub
Minimum
Capacity
Footing Size
Size
Thickness
Post Size
Post Size
Weld Size
(Ibf*ft)
d (in)
A (in)
tl (in)
B (in)
t2 (in)
(in)
752
22
8
0.375
2.5
0.188
0.125
1254
25
8
0.5
2.5
0.188
0.125
1973
28
8
0.625
2.5
0.188
0.188
2600
30
17
0.5
2.5
0.25
0.188
3365
32
14
0.625
2.5
0.375
0.25
Base Plate and Stub Post Specifications
O
GALVANIZED HILTI KWIK BOLT TZ (ICC
ESR 1917) W/ 2" OF EMBEDMENT Q oFEss/o
WELDED MOMENT RESISTING STEEL BASE PLATE
ALTERNATIVE TO POST EMBEDMENT IN CONCRETE FO❑TING
THE WELDED POST BRACKET MUST BE VERIFIED TO COMPLY WITH T �cAuF°�`�`P
REQUIREMENTS IN DETAIL M7 OF THESE PLANS AND FABRICATED IN DEC 18 2013
ACCORDANCE W/ IBC SECTION 1704,2,5,2 BY AN APPROVED FABRICATOR TO
THE SATISFACTION OF THE CODE OFFICIAL
39
MAY 26 2015
ICC ESR 2676 (2012 IBC) 12/11/2013 Page 66 of 74
ENGINEERS STAMP
7.0 POST AND FASTENER REQUIREMENTS FOR COMMERCIAL AND PATIO STRUCTURE
Table7.3: Required Number of Fasteners for Shearing Loads
Aluminum Material Gage (in) Steel Gage (in)
- 0.024 0.024 0.032 0.038 0.040 0.040 0.060 0.060 0.048 0.048
Trib
Width (ft)
Allowable Width
for Attached Two
Post Structures on Slab
Live or Ground Snow Load
A
10 psf 20 psf
3
42'-10" 22'-7-
3.5
36x" 19'4"
4
32'-1" 16'-11"
4.5
28'-5" 15'-1"
5
25'-8" 13'-5"
5.5
23'-4" 12'-4"
6
21'-5" 11'-3"
6.5
19'-9" 101-5"
7
18'-4" Na
7.5
17'-1" Na
8
16'-0" Na
8.5
15'-1"
9
14'-3"
Na 10
Na
able 7.1 10
POST
CODE
POST DESCRIPTIONS
DETAIL
A
B C
D
E
F
G
H
I
J
C
#14
3/6' B 3/8"B
#14
#14
3/8" B
#14
3/8" B
#14
3/8" B
Footer Design
10
Size
Uplift
SMS
BOLT BOLT
SMS
SMS
BOLT
SMS
BOLT
SMS
BOLT
10
d (in)
(Ibs)
128
$90 788
200
210
am
310
1384
594
1782
15
12
100
1
1 1
1
1
1
1
1
1
1
Na
13
127
1
1 1
1
1
1
1
1
1
1
Na
14
159
2
1 1
1
1
1
1
1
1
1
Na
15
195
2
1 1
1
1
1
1
1
1
1
Na
16
237
2
1 1
2
2
1
1
1
1
1
Na
17
284
3
1 1
2
2
1
1
1
1
1
n/a
18
338
3
1 1
2
2
1
2
1
1
1
5
19
397
4
1 1
2
2
1
2
1
1
1
20 psf Slab 115
20
463
4
1 1
3
3
1
2
1
1
1
8 3
21
536
5
1 1
3
3
1
2
1
1
1
6
22
616
5
2 1
4
3
1
2
1
2
1
5273 45
23
704
6
2 1
4
4
1
3
1
2
1
Na 10
Na
able 7.1 10
POST
CODE
POST DESCRIPTIONS
DETAIL
MAX
POST
HGHT
A
Twin 0.032'x1.5"x1.5" Scroll
AO
8
B
Twin 0.024'x2'x2" Scroll
AO •
9
C
0.032 -Past w/ 0.024" Sideplates
AH/21
12
D
0.032"Postw/0.032"Sideplates
AH/21
12
E
Clover 0.040"xWx3" Alum
AK/24
10
F
Magnum 0.07Sx3'x3" Post
AJ/23
12
G
0.046'x3'x3" Steel Clover
AK/24
12'
H
0.046'x3'x3" Steel Clover
AK/24
10
I
3/16'x3"x3" Steel Square
AF/19
15
J
1/41K3"x3" Steel Square
AF/19
15
K
3/8'x3"x3" Steel Square
AF/19
15
L
3/16'x4"x4" Steel Square
AF/19
15
26 1017 8 2 2 6 5
Table 7.2
27
1139
9
2
2
6
6
0.090
28
1270
Na
3
2
7 '
7
0
29
1411
n/a
3
2
8
7
Design Foote
30
1563
Na
3
2
8
8
554
31
1724
Na
3
3
9
9
1
32
1896
Na
4
3
Na
Na
Masonry anchors must have an allowable shear value of 400# and 200# tensile for live, snow, wind
33
2080
Na
4
3
Na
Na
These lag screws mustmust be installed as per AFPBA NDS Section 11.1.3. See General Note
34
2275
Na
4
3
Na
Na
1
35
2481
Na
5
4
Na
Na
237
36
2700
Na
5
4
Na
Na
17
37
2931
Na
5
4
n/a
Na
1
38
3175
Na
6
5
n/a
Na
4
39
3433
Na
6
5
n/a
Na
1
40
3704
Na
7
5
Na
We
1
41
3988
Na
7
6
n/a
n/a
Table 7.2
42 4288
Na 8
6 n/a Na
8
43 4601
Na 8
6 n/a Na
0.090
44 4930
Na 9
7 Na Na
K
45 5273
Na 9
7 Na Na
0
46 5633
Na Na
8 Na Na
#14
47 6008
Na Na
8 n/a Na
Design Foote
48 6400
Na Na
9 n/a Na
BOLT
49 6808
Na Na
9 n/a Na
554
50 7234
Na Na
Na n/a Na
Fastener Term inology
(lbs)
#14 SMS = #14 sheet metal or SDS screw, 1/2" minimum length
3/8" B = 3/8" Diameter Bolt
1
See General Notes for specifies on fasteners
earspan on this chart is the distancefrom the wall to the first row of columns.
1
Hitti Kwik Bolt TZ 3/8" diameter and 2" embed and 1" dia steel washer. ICC ESR 1917 or other
12
anchor w/ 400# allowable shear and 20D# allowable tensile vs live, snow, wind and seismic loads.
1
Masonry anchors must have an allowable shear value of 400# and 200# tensile for live, snow, wind
1
or seismic loads or be specified by a design professional.
127
#14 screws must have 1.5" of penetration into solid wood.
1
1/4" Lag screws must have 21/4" of penetration into studs and 0.5" washers
1
These lag screws mustmust be installed as per AFPBA NDS Section 11.1.3. See General Note
1
#11 for washer specifications.
14
10 and 20 psf are live or snow loads, 25- 30 psf are snow loads.
2
For ANC3 and ANC4 wood framing imust be SG=0.5 or denser (Douglas Fir- Larch)
1
ICC ESR 2676 (2012 IBC) 12/11/2013
able 7.4: Required Number of Fasteners for Tension Loads
2 4
Aluminum Gage (in)
2 1
2
8
0.036
0.06
0.060
0.090
0.100
1
2 1
K
L
M
N
0
1139 27
2 5
3/8" B
#14
3/8" B
3/8" B
#14
Design Foote
BOLT
SMS
BOLT
BOLT
SMS
Uplift
Size
554
132
885
1284
212
(lbs)
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
2
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
3
463
20
1
5
1
1
3
536
21
2
5
1
1
3
616
22
2
6
1
1
4
704
23
2 4
1
2 1
2
8
2
1
5
1017 26
2 4
1
2 1
3
9
2
1
6
1139 27
2 5
1
3 1
3
n/a
2
1
6
1270 28
2 5
2
3 1
3
n/a
2
2
7
1411 29
2 6
2
3 1
3
Na
2
2
8
1563 30
2 6
2
3 1
4
n/a
2
2
9
1724 31
2 7
2
4 2
4
Na
3
2
9
1896 32
3 7
2
4 2
4
Na
3
2
Na
2080 33
3 8
2
4 2
5
Na
3
2
Na
2275 34
3 9
2
5 2
5
Na
3
2
Na
2481 35
3 9
2
5 2
5
Na
4
3
Na
2700 36
3 Na
3
5 2
6
Na
4
3
Na
2931 37
4 Na
3
6 2
6
Na
4
3
Na
3175 38
4 Na
3
6 2
7
Na
4
3
Na
3433 39
4 Na
3
7 3
7
Na
5
3
Na
3704 40
5 Na
3
7 3
8
Na
5
4
Na
3988 41
5 Na
4
8 3
8
Na
5
4
Na
4288 42
5 Na
4
8 3
9
Na
6
4
n/a
4601 43
6 Na
4
9 3
9
Na
6
4
n1a
4930 44
6 Na
4
9 3
Na
Na
7
5
n1a
5273 45
6 Na
5
Na 4
Na
Na
7
5
Na
5633 46
7 Na
5
Na 4
Na
Na
7
5
n/a
6008 47
7 Na
5
n/a 4
Na
Na
8
5
n/a
6400 48
7 Na
5
Na 4
Na
Na
8
6
Na
6808 49
8 Na
6
n/a 5
Na
Na
9
6
Na
1 7234 50
TABLE 7.5: WALL ATTACHMENTS FOR SOLID COVER STRUCTURES
ANC 1
ANC 2
ANC 3
ANC 4
LIVE/
01C
O/C
Number
Maximum Panel Span
WIND SPEED
SNOW
SPACING
SPACING
of
STUD @ 16' O/C SPACING
#14 X 2"
1/4" LAG
(MPH) AND
LOAD
CONCRETE
MASONRY
Fasteners
EXPOSURE
(PSF)
ANCHORS
ANCHORS
SCREWS
SCREWS
130 C
10
12"
12"
1
12'
12'
LIVE
2
23'
23'
140 C
20
17'
17'
1
8'
9
LIVE
1
2
1 17'
18'
25
12"
12"
1
8'
B.
2
17'
17'
30
12"
12"
1
7'
8'
1
2
15'
16'
40
12"
12"
1
6
T
2
13'
14'
60
12"
12"
2
9'
9
Page 68 ol
74
3
13'
14'
Spacing between bolts and screws
shall be 2.5 times the shank
diameter
The edge distance of bolts and
1 screws shall be 3 times the
shank diameter
Connections shall be arranged so that the
2 center of resistance of the connection shall
coincide with the resultant line of action
of the load.
3
TABLE—r6WALL ATTACHMENTS FOR LATTICE COVERS
GRND
Wind
# of
16'
SNOW
Speed
Screws'F5!
LUMINUM RAFTER SPACING
LOAD
and
per16'
24' 30" 36"
41-
21'
1 hil WAN
18'
16'
PSF
Exposure
Rafter
10
140 Exp B
225'
LIVE
115 Exp C
325'
21'
18'20
140 m h
140 Exp C
218'
12'
9'
8LIVE
3
18
18'
12'
9'
8'
4
18'
16
17
9'
8-
25
2
18'
17'
12'
9'
8'
3
16
1T
17
9
6
4
18'
17'
12'
9'
8'
30
2
16'
1
14'
10'
7'
7-
3
16'
14'
10'
7'
7'
4
16'
14'
10'
7'
7'
'Screws are #14 screws w/ 1.T em0eament into a=u.o soua woos tuougias rtq
TABLE 7.7 STUCCO ATTACHMENT TO WALL
ALLOWABLE DISTANCE TO FIRST ROW OF POSTS
Ground Snow
Load (psf)
16'
o/c
24"
O/C
2 Lag 3 Lags
3 Lags 1 4 Lags
Exp B
Exp C
Live 10
Live 10
Live 10
Live 10
Live 20
25
30
1V-61
13
10'-9"
9'-3"
T-1"
7'-8"
1 6'-6
20-7'
19-5"
16-1"
13'-10"
10'-7"
11'-T'
9-9"
13-6"
1a
10'-9"
94"
7'-1"
7'-8"
j 6-5"
16
1T4"
14'4"
174"
9-5"
IU -31
6.8"
115 mph
WA
140 mph
115 mph
130 mph
140 mph
140 mph
140 m h
140 mph
Lag = 114" Lag screw witn penetration into u=u.v wvvu tuvu s re /
Lattice Structures always use 115 mph Exposure B for the wind , dition
United Duralume
350 S. Raymond Ave
Fullerton, CA
Carl Putnam, P. E.
3441 Ivylink Place
Lynchburg, VA 24503
(434) 384-2514
Ar
DEC 18 2013
- C68\~�•9
.s / 7
S1r VIS', Q"
m qTF F
*. MAY 26 15
Misc3-2012
7.0 CONCRETE FOOTING OPTIONS
EQUIVALENT FOOTINGS FOR
For
FREESTAND AND ATTACHED
Trib
Area
o
DIAMETER OF
(sq ft)
w z
UJ
= ^
CIRCULAR
24"
30"
36"
d (in)
FOOTINGS (IN)
20"
Z
y z
12"
18"
24"
36"
20"
18"
16"
22"
U)0
0`'
0 O
Z o
DEPTH OF
26"
O
U U.
20"
CIRCULAR
24"
28"
24"
z
FOOTINGS (IN)
25"
14"
17"
24"
14"
14"
14"
15"
18"
30"
15"
15"
15"
16"
19"
36"
16"
16"
16"
17"
21"
43" .
19"
17"
17"
18"
22"
52"
23"
18"
18"
19" .
23"
61"
27"
19"
19"
20"
24"
n/a
31"
20"
20"
21"
26"
n/a
36"
21"
21"
22"
27"
n/a
42"
24"
22"
23"
28"
n/a
48"
27"
23"
24"
30"
n/a
54"
31"
24"
25"
31"
n/a
n/a
35"
25"
26"
32"
n/a
n/a
39"
26"
27"
34"
n/a
n/a
44"
27"
28"
35"
n/a
n/a
49"
28"
29"
36"
n/a
n/a
54"
29"
30"
38"
n/a
n/a
60"
30"
31"
39"
n/a
n/a
n/a
31"
32"
40"
n/a
n/a
n/a
32"
33"
42"
n/a
n/a
n/a
35"
34"
43"
n/a
n/a
n/a
39"
35"
44"
n/a
n/a
n/a
42"
36"
46"
n/a
n/a
n/a
46"
37"
47"
n/a
n/a
n/a
50"
38"
48"
n/a
n/a
n/a
54"
39"
50"
n/a
n/a
n/a
58"
40"
51"
n/a
n/a
n/a
n/a
41"
53"
n/a
n/a
n/a
n/a
42"
54"
n/a
n/a
n/a
n/a
43"
55"
n/a
n/a
n/a
n/a
44"
57"
n/a
n/a
n/a
n/a
I NOLO !.O
ICC ESR 2676 (2012 IBC) 12/11/2013
CONVERSION TO SQUARE TOP FOOTING
1 AM= /.y
SITE SPECIFIC FOOTING TABLE
fnr SINGLE SPAN Attached Structures
For
Single Span Attached
Footings Only
Trib
Area
Exp B Exp C I Exp C
Footing Depth
(sq ft)
Required "d" of Footing (in)
(sq ft)
18"
24"
30"
36"
d (in)
Required Side of Square Footing
20"
21 "
18"
16"
15"
21"
23"
20"
18"
16"
22"
24"
21"
191,
17"
23"
26"
23"
20"
18"
24"
28"
24"
21"
20"
25"
29"
26"
23"
21 "
26"
31"
27"
24„
22"
27"
33"
29"
26"
23"
28"
35"
30"
27"
25"
29"
37"
32"
29"
26"
30"
39"
34"
30"
27"
31"
41"
35"
32"
29"
32"
43"
37"
33"
30"
33"
45"
39"
35"
32"
34"
47"
40"
36"
33"
35"
49"
42"
38"
35"
36"
51"
44"
39"
36"
37"
53"
46"
41"
38"
38"
55"
48"
43"
39"
39"
57"
50"
44"
41"
40"
60"
52"
46"
42"
41"
N/A
54"
48"
44"
42"
N/A
56"
50"
45"
43"
N/A
58"
51"
47"
44"
N/A
60"
53"
49"
45"
N/A
N/A
55"
50"
46"
N/A
N/A
57"
52"
47"
N/A
N/A
59"
54"
48"
N/A
N/A
N/A
55"
49"
N/A
N/A
N/A
57"
50"
N/A
N/A
N/A
59"
1 AM= /.y
SITE SPECIFIC FOOTING TABLE
fnr SINGLE SPAN Attached Structures
TABLE 7.10
Page 69 of 74
11,,,,, Existing Residence
Panel Spa
----------------------�
Comer Trib Area I Trib Area for I
Middle Post
01.6 13
1 I
I
Post Spacing
Figure 1
Determine Trib Area from Figure 1
INSTRUCTIONS TO USE TABLE 7.10
1. TABLE IS FOR SINGLE SPAN ATTACHED UNITS ONLY
2. DETERMINE ACTUAL TRIBUTARY AREA
FOR MIDDLE POSTS THIS IS:
TRIB WIDTH x POST SPACING
FOR END POSTS THIS IS:
(OVERHANG+ HALF OF POST SPACING) x TP)d WIDTH
3. DETERMINE FOOTING SIZE FOR WIND COIUDIT:
4. FOR LATTICE USE LAST COLUMN FOR TRIB A'f�2E
United Duralume
350 S. Raymond Ave
Fullerton, CA
Carl Putnam, P. E.
3441 Ivylink Place
Lynchburg, VA 24503
DEC 18 2013
MAY 26 2015
1/2 OF PANEL SPAN
1/2 OF PANEL SPAN
Panel
Misc4-2012
Wind Condition
115 mph 115 mph 140 mph
Lattice
Trib
Trib
Area
Exp B Exp C I Exp C
Area
(sq ft)
Required "d" of Footing (in)
(sq ft)
15
15"
17"
19"
25
20
17"
19"
21"
33
25
18"
20"
23"
42
30
19"
21"
24"
50
35
20"
22"
26"
58
40
21"
23"
27"
67
45
22"
24"
28"
75
50
22"
25"
29"
83
55
23"
26"
30"
92
60
24"
27"
31"
100
65
24"
28"
32"
108
70
25"
28"
32"
117
80
26"
30"
34"
133
90
27"
31"
35"
150
100
28"
32"
36"
167
110
29"
33"
38"
183
120
30"
34"
39"
200
130
31"
35"
40"
217
140
32"
36"
41"
233
150
32"
36"
42"
250
160
33"
37"
43"
267
170
34"
38"
43"
283
180
34"
39"
44"
300
190
35"
39"
45"
317
200
36"
40"
46"
333
210
36"
41"
47"
350
220
37"
41"
47"
367
230
37"
42"
48"
383
240
38"
43"
49"
400
TABLE 7.10
Page 69 of 74
11,,,,, Existing Residence
Panel Spa
----------------------�
Comer Trib Area I Trib Area for I
Middle Post
01.6 13
1 I
I
Post Spacing
Figure 1
Determine Trib Area from Figure 1
INSTRUCTIONS TO USE TABLE 7.10
1. TABLE IS FOR SINGLE SPAN ATTACHED UNITS ONLY
2. DETERMINE ACTUAL TRIBUTARY AREA
FOR MIDDLE POSTS THIS IS:
TRIB WIDTH x POST SPACING
FOR END POSTS THIS IS:
(OVERHANG+ HALF OF POST SPACING) x TP)d WIDTH
3. DETERMINE FOOTING SIZE FOR WIND COIUDIT:
4. FOR LATTICE USE LAST COLUMN FOR TRIB A'f�2E
United Duralume
350 S. Raymond Ave
Fullerton, CA
Carl Putnam, P. E.
3441 Ivylink Place
Lynchburg, VA 24503
DEC 18 2013
MAY 26 2015
1/2 OF PANEL SPAN
1/2 OF PANEL SPAN
Panel
Misc4-2012
7.0 Requirements for Surface Mounted Posts on Concrete Slabs or Footings for Sigle Span Attached Lattice Structures
Moment Frame A: Detail 30, 4 screws, A=5", B= 7", sideplates = 0.024"
Moment Frame A: Detail 13 and 17, 6 screws, A=2", B= 5", DBL HEADER
Moment Frame B: Detail 30, 4 screws, A=5", B= 7", sideplates = 0.032"
Moment Frame B: Detail 30, 6 screws, A=5", B= 7", sideplates = 0.024"
Moment Frame C: Detail 30, 8 screws, A=5", B= 7", sideplates = 0.024"
Moment Frame C: Detail 13 and 17, 4 screws, A=2", B= 7", DBL HEADER
Moment Frame C: Detail 13 and 17, 6 screws, A=2", B= 5", DBL HEADER
Moment Frame C: Detail 16 and 17,4 BOLTS, A=2", B= 7", SINGLE STEEL C
Moment Frame D: Detail 16 and 17,4 BOLTS, A=2", B= 5", DBL STEEL C
ICC ESR 2676 (2012 IBC) 12/11/2013
Tables L1 and L2 need to be checked for surface
mount concrete attachment
United Duralume
350 S. Raymond Ave
Fullerton, CA
Carl Putnam, P. E.
3441 Ivylink Place
Lynchburg, VA 24503
Page 70 of 74
L2a
ent F
Ss
Table L1a: Use this table for the following headers
Ss
Allowe
Table L1 b: Use this table for the following headers
cubic fee
20%
Moment Frame A
= 367 Ibf*ft
20%
2099
30%
1050
"*
30%
Moment Frame
B = 489 Ibf*ft
788
40%
1050
50%
720
'"
50%
960
60%
Post Height (ft)
*
60%
800
70%
514
70%
Post Height (ft)
80%
525
Required
8'
9'
10'
11'
12'
8'
9'
10'
11'
12'
lRequire
8'
9'
10'
11'
12'
1 8'
9'
10'
11'
12'
Wind
Number
509
Wind Exposure B
388
Wind Exposure C
130%
Wind
Number
360
Wind Exposure B
I
Wind Exposure C
150%
Speed
of Posts
150%
MAXIMUM
TRIBUTARY WIDTH ALLOWED
Speed
of Posts
MAXIMUM TRIBUTARY WIDTH ALLOWED
110 mph
2 or 3
7'
5.5'
4'
3'
2'
4'
2.5'
1.5'
1'
0'
110 mph
2 or 3
10'
8.5'
7'
5.5'
4'
6'
4.5'
3.5'
2.5'
1.5'
4
12'
10'
8'
6.5'
5.5'
7'
5.5'
4.5'
3'
2'
4
15'
14'
12'
10'
8.5'
10.5'
8.5'
T
5.5'
4.5'
5
15'
14'
12'
10'
8.5'
10.5'
8.5'
7'
5.5'
4.5'
5
15'
15'
15'
14.5'
12.5'
14.5'
12'
10'
8.5'
T
6
15'
15'
15'
13.5'
11.5'
13.5'
11.5'
9.5'
8'
6.5'
6
15'
15'
15'
15'
15'
15'
15'
13.5'
11.5'
10'
7
15'
15'
15'
15'
15'
15'
14'
12'
10'
8.5'
7
15'
15'
15'
15'
15'
15'
15'
15'
14.5'
13'
115 mph
2 or 3
6'
5'
3.5'
2.5'
1.5'
3.5'
2'
1.5'
0.5'
0'
115 mph
2 or 3
9'
7.5'
6'
4.5'
3.5'
5.5'
4'
3'
2'
1'
4
10.5'
8.5'
7'
5.5'
4.5'
6.5'
5'
3.5'
2.5'
1.5'
4
15'
12.5'
10.5'
9'
7.5'
9'
7.5'
6'
4.5'
3.5'
5
15'
12.5'
10.5'
9'
7.5'
9'
7.5'
6'
4.5'
3.5'
5
15'
15'
15'
13'
11'
13'
11'
9'
7.5'
6'
6
15'
15'
14'
12'
10.5'
12'
10'
8.5'
7'
5.5'
6
15'
15'
15'
15'
15'
15'
14.5'
12'
10.5'
8.5'
7
15'
15'
15'
15'
13'
15'
12.5'
10.5'
9'
7.5'
7
15'
15'
15'
15'
15'
15'
15'
15'
13'
11.5'
130 mph
2 or 3
4.5'
3'
2'
1'
0.5'
2'
1'
0.5'
0'
0'
130 mph
2 or 3
6.5'
5'
4'
3'
2'
3.5'
2.5'
1.5'
0.5'
0'
4
7.5'
6'
5'
3.5'
2.5'
4.5'
3'
2'
V
0.5'
4
11'
9'
7.5'
6'
5'
6.5'
5'
4'
3'
2'
5
ill
9'
7.5'
6'
5'
6.5'
5'
4'
3'
2'
5
15'
13'
11'
9:5'
8'
9.5'
8'
6.5'
5'
4'
6
14.5'
12'
10.5'
8.5'
7'
9'
7'
6'
4.5'
3.5'
6
15'
15'
15'
12.5'
11'
13'
10.5'
9'
7.5'
6'
7
15'
15'
13'
11'
9.5'
11.5'
9.5'
7.5'
6'
5'
7
15'
15'
15'
15'
14'
15'
13.5'
11.5'
9.5'
8'
140 mph
2 or 3
3.5'
2.5'
1.5'
0.5'
0'
1.5'
0.5'
0'
0'
0'
140 mph
2 or 3
5.5'
4'
3'
2'
1'
2.5'
1.5'
1'
0'
0'
4
6.5'
5'
3.5'
2.5'
1.5'
3.5'
2.5'
1.5'
0.5'
0'
4
9.5'
7.5'
6'
4.5'
3.5'
5.5'
4'
3'
2'
1'
5
9.5'
7.5'
6'
4.5'
3.5'
5.5'
4'
3'
2'
1'
5
13'
11'
9'
7.5'
6'
8'
6.5'
5'
4'
3'
6
12.5'
10'
8.5'
7'
5.5'
7.5'
6'
4.5'
3.5'
2.5'
6
15'
14.5'
12.5'
10.5'
9'
10.5'
8.5'
7'
5.5'
4.5'
7
15'
13'
10.5'
9'
7.5'
9.5'
7.5'
6'
5'
3.5'
7
15'
15'
15'
13.5'
11.5'
13.5'
11'
9'
7.5'
6.5'
150 mph
2 or 3
2.5'
1.5'
0.5'
0'
0'
1'
0'
0'
0'
0'
150 mph
2 or 3
4.5'
3'
2'
1'
0.5'
2'
1'
0.5'
0'
0'
4
5'
4'
3'
2'
1'
2.5'
1.5'
0.5'
0'
0'
4
7.5'
6'
5'
3.5'
2.5'
4.5'
3'
2'
1'
0.5'
5
8'
6'
5'
3.5'
2.5'
4.5'
3'
2'
1'
0.5'
5
11'
9'
7.5'
6'
5'
6.5'
5'
4'
3'
2'
6
10.5'
8.5'
7'
5.5'
4.5'
6'
4.5'
3.5'
2.5'
1.5'
6
14.5'
12.5'
10.5'
8.5'
7'
9'
7'
6'
4.5'
3.5'
7
13'
10.5'
9'
7.5'
6'
8'
6'
5'
3.5'
2.5'
7
15'
15'
13'
11'
9.5'
11.5'
9.5'
7.5'
6'
5'
170 mph
2 or 3
1.5'
0.5'
0'
0'
0'
0'
0'
0'
0'
0'
170 mph
2 or 3
3'
2'
1'
0'
0'
1'
0'
0'
0'
0'
4
3.5'
2.5'
1.5'
0.5'
0'
1.5'
0.5'
0'
0'
0'
4
5.5'
4'
3'
2'
1'
3'
2'
1'
0'
0'
5
5.5'
4'
3'
2'
1'
3'
2'
1'
0'
0'
5
8'
6.5'
5'
4'
3'
4.5'
3.5'
2.5'
1.5'
0.5'
6
7.5'
6'
4.5'
3.5'
2.5'
4'
3'
2'
1'
0'
6
11'
9'
7.5'
6'
4.5'
6.5'
5'
3.5'
2.5'
1.5'
7
9.5'
7.5'
6'
5'
4'
5.5'
4'
3'
2'
1'
7
13.5'
11.5'
9.5'
8'
6.5'
8'
6.5'
5'
4'
3'
Moment Frame A: Detail 30, 4 screws, A=5", B= 7", sideplates = 0.024"
Moment Frame A: Detail 13 and 17, 6 screws, A=2", B= 5", DBL HEADER
Moment Frame B: Detail 30, 4 screws, A=5", B= 7", sideplates = 0.032"
Moment Frame B: Detail 30, 6 screws, A=5", B= 7", sideplates = 0.024"
Moment Frame C: Detail 30, 8 screws, A=5", B= 7", sideplates = 0.024"
Moment Frame C: Detail 13 and 17, 4 screws, A=2", B= 7", DBL HEADER
Moment Frame C: Detail 13 and 17, 6 screws, A=2", B= 5", DBL HEADER
Moment Frame C: Detail 16 and 17,4 BOLTS, A=2", B= 7", SINGLE STEEL C
Moment Frame D: Detail 16 and 17,4 BOLTS, A=2", B= 5", DBL STEEL C
ICC ESR 2676 (2012 IBC) 12/11/2013
Tables L1 and L2 need to be checked for surface
mount concrete attachment
United Duralume
350 S. Raymond Ave
Fullerton, CA
Carl Putnam, P. E.
3441 Ivylink Place
Lynchburg, VA 24503
Page 70 of 74
L2a
ent F
Ss
Allowed
Ss
Allowe
cubic feet
cubic fee
20%
1575
20%
2099
30%
1050
"*
30%
1399
40%
788
40%
1050
50%
720
'"
50%
960
60%
600
*
60%
800
70%
514
70%
685
80%
525
80%
700
90%
467
90%
622(
100%
420
100%
560
110%
417
110%
555
120%
382
120%
509
130%
388
130%
517
1406/6
360
140%
480
150%
336
150%
448
Directions for using Seismic Table L2a, L2b, L2c or
1. Determine Tributary width
2. Determine width of structure
3. Determine height of structure
4. Determine number of posts structure has '
5. Determine Ss for your area (contac
your local building department)****
6. Choose Table L2a-d based on the header
7. Determine the maximum size allowed on the chart
8. Multiply #1, #2 and #3 and divide by #4* ***
9. If #8 is lower than #7 the structure is OK for seismic
10. If your Ss is over 150% use 150%
DE 1 2013
.., Sg�ON EN�i
P rN FF
C 681 9
. 13012
S'J CI
I�gTFOF CA1.W
Mr 26 2015
*no check needed for Patio Covers attached to slab under these conditions
-no check needed for Patio Covers that are 10' tall attached to slab under these conditior
"*"no check needed for Patio Covers that are 8' tall attached to slab under these conditions
****Ss is the Maximum Considered Earthquake Ground Motion (0.2 sec)
mapped on Figure 1613.3.1 (1) in the 2012 IBC
***** Alternatively, divide by these numbers
For 2 post Structures divide by 3
For 3 post Structures divide by 3
For 4 post Structures divide by 4.5
For 5 post Structures divide by 6
For all others add 1.5 to number of posts
Not for use in areas with flat roof snow loads exceeds 30 psf.
Misc5a-2012
7.0 Requirements for Surface Mounted Posts on Concrete Slabs or Footings for Sigle Span Attached Lattice Structures
Table L1c: Use this table for the following headers
Table Ltd: Use this table for the following headers
Table L2c Table L2d
Moment Frame C = 536 Ibf'ft
Moment Frame
D = 793
Ibf*ft
Moment Frame C Moment Frame D
Post Height (ft)
Post Height (ft)
Size Size
Required
8' 9' 10' 11'
12' 8'
9'
10'
11'
12'
Require
8'
9'
10'
11'
12'
8'
9'
10'
11'
12'
Ss Allowed Ss Allowed
Wind Number
Wind Exposure B
Wind Exposure C
Wind
Number
Wind
Exposure B
Wind
Exposure C
cubic feet cubic feet
Speed of Posts
MAXIMUM TRIBUTARY WIDTH ALLOWED
Speed
of Posts
MAXIMUM TRIBUTARY WIDTH ALLOWED
% 2301 20% 3404 4�FESSIQ
Q.
PU F
110 mph 2 or 3
11.5' 9.5' 8' 6.5'
5' 7'
5.5'
4'
3'
2'
110 mph
2 or 3
15'
15'
13'
11'
9.5'
11.5'
9.5'
7.5'
6'
5'
% 1534 30% 2269 zr,�
r40%
4
15' 15' 13.5' 11.5'
9.5' 11.5'
9.5'
8'
6.5'
5'
4
15'
15'
15'
15'
15'
15'
15'
13'
11'
9.5'
1150 40% 17025
15' 15' 15' 15'
14.5' 15'
13.5'
11.5'
10'
8'
5
15'
15'
15'
15'
15'
15'
15'
15'
15'
14'%
1052 50% 155686
'"`
15' 15' 15' 15'
15' 15'
15'
15'
13'
11.5'
6
15'
15'
15'
15'
15'
15'
15'
15'
15'
15'
% 877 60% 1297
7
15' 15' 15' 15'
15' 15'
15'
15'
15'
14.5'
7
15'
15'
15'
15'
15'
15'
15'
15'
15'
15'
70% 751 70% 111 yt 1
115 mph 2 or 3
10.5' 8.5' 7' 5.5'
4.5' 6'
4.5'
3.5'
2.5'
1.5'
115 mph
2 or 3
15'
14'
11.5'
10'
8.5'
10'
8.5'
6.5'
5.5'
4'
80% 767 '* 80% 11 %
4
15' 14' 12' 10'
8.5' 10.5'
8.5'
7'
5.5'
4.5'
4
15'
15'
15'
15'
14.5'
15'
14'
12'
10'
8.5'
90% 682 90% 10 9
5
15' 15' 15' 14.5'
12.5' 14.5'
12.5'
10.5'
8.5'
7'
5
15'
15'
15'
15'
15'
15'
15'
15'
14.5'
12.5'
100% 614 100% 9 C L1F0�
6
15' 15' 15' 15'
15' 15'
15'
13.5'
11.5'
10'
6
15'
15'
15'
15'
15'
15'
15'
15'
15'
15'
110% 608 110% 900
7
15' 15' 15' 15'
15' 15'
15'
15'
15'
13'
7
1 15'
15'
15'
15'
15'
15'
15'
15'
15'
15'
120% 558 120% 825 DE 1 2013
130 mph 2 or 3
7.5' 6' 4.5' 3.5'
2.5' 4'
3'
2'
1'
0'
130 mph
2 or 3
12.5'
10'
8.5'
7'
5.5'
7.5'
6'
4.5'
3.5'
2.5'
130% 566 ` 130% 838
4
12.5' 10.5' 8.5' 7'
5.5' 7.5'
6'
4.5'
3.5'
2.5'
4
15'
15'
14.5'
12.5'
10.5'
12.5'
10.5'
8.5'
7'
5.5'
140% 526 140% 778
5
15' 15' 12.5' 10.5'
9' 11'
9'
7.5'
6'
4.5'
5
15'
15'
15'
15'
15'
15'
14.5'
12.5'
10.5'
9'
150% 491 150% . 726 " �ONAL FNG�
6
15' 15' 15' 14.5'
12.5' 14.5'
12'
10'
8.5'
7'
6
15'
15'
15'
15'
15'
15'
15'
15'
14'
12'
PUT NF
7
15' 15' 15' 15'
15' 15'
15'
12.5'
11'
9'
7
15'
15'
15'
15'
15'
15'
15'
15'
15'
15'
Directions for using Seismic Table L2a, L2b, L2c or L2d**'**'
F�
140 mph 2 or 3
6' 4.5' 3.5' 2.5'
1.5' 3'
2'
1'
0.5'
0'
140 mph
2 or 3
10'
8.5'
7'
5.5'
4'
6'
4.5'
3.5'
2.5'
1.5'
V
1. Determine Tributary width
4
10.5' 8.5' 7' 5.5'
4.5' 6'
4.5'
3.5'
2.5'
1.5'
4
15'
14'
12'
10'
8.5'
10.5'
8.5'
7'
5.5'
4.5'
2. Determine width of structure C 8 3
5
15' 12.5' 10.5' 8.5'
7' 9'
7.5'
6'
4.5'
3.5'
5
15'
15'
15'
14.5'
12.5'
14.5'
12'
10.5'
8.5'
7'
3. Determine height of structure
6
15' 15' 14' 12'
10' 12'
10'
8'
6.5'
5.5'
6
15'
15'
15'
15'
15'
15'
15'
13.5'
11.5'
10'
4. Determine number of posts structure has 6/30/201
*i
7
15' 15' 15' 15'
13' 15'
12.5'
10.5'
9'
7.5'
7
1 15'
15'
15'
15'
15'
15'
15'
15'
15'
13'
5. Determine Ss for your area (contac
150 mph 2 or 3
5' 3.5' 2.5' 1.5'
1' 2.5'
1.5'
0.5'
0'
0'
150 mph
2 or 3
8.5'
7'
5.5'
4'
3'
5'
3.5'
2.5'
1.5'
0.5'
your local building department)" S'p I
9
4
8.5' 7' 5.5' 4.5'
3.5' 5'
3.5'
2.5'
1.5'
1'
4
14'
12'
10'
8.5'
7'
8.5'
7'
5.5'
4.5'
3'
6. Choose Table L2a-d based on the header
FCAIYO�
5
12.5' 10.5' 8.5' 7'
5.5' 7.5'
6'
4.5'
3.5'
2.5'
5
15'
15'
14.5'
12.5'
10.5'
12.5'
10.5'
8.5'
7'
5.5'
7. Determine the maximum size allowed on the chart
6
15' 13.5' 11.5' 10'
8' 10'
8'
6.5'
5.5'
4'
6
15'
15'
15'
15'
14'
15'
13.5'
11.5'
9.5'
8'
8. Multiply #1, #2 and #3 and divide by #4"
7
15' 15' 14.5' 12.5'
10.5' 12.5'
10.5'
8.5'
7'
6'
7
15'
15'
15'
15'
15'
15'
15'
14.5'
12.5'
10.5'
9. If #8 is lower than #7 the structure is OK for seismic MAY 26 2015
170 mph 2 or 3
3.5' 2' 1.5' 0.5'
0' 1.5'
0.5'
0'
0'
0'
170 mph
2 or 3
6'
4.5'
3.5'
2.5'
1.5'
3'
2'
1'
0.5'
0'
10. If your Ss is over 150% use 150%
4
6' 5' 3.5' 2.5'
1.5' 3.5'
2'
1.5'
0.5'
0'
4
10.5'
8.5'
7'
5.5'
4.5'
6'
5'
3.5'
2.5'
1.5'
5
9' 7.5' 6' 4.5'
3.5' 5.5'
4'
3'
2'
1'
5
15'
12.5'
10.5'
8.5'
7.5'
9'
7.5'
6'
4.5'
3.5'
6
12' 10' 8.5' 7'
5.5' 7.5'
5.5'
4.5'
3.5'
2.5'
6
15'
15'
14'
12'
10'
12'
10'
8'
6.5'
5.5'
'no check needed for Patio Covers attached to slab under these conditions
7
15' 12.5' 10.5' 9'
7.5' 9'
7.5'
6'
4.5'
3.5'
7
15'
15'
15'
15'
13'
15'
12.5'
10.5'
9'
7.5'
"no check needed for Patio Covers that are 10' tall attached to slab under these conditior
-no check needed for Patio Covers that are 8' tall attached to slab under these conditions
Moment Frame A: Detail 30, 4 screws, A=5", B= 7",
sideplates = 0.024"
Tables L1 and L2 need to be checked
for surface
-Ss is the Maximum Considered Earthquake Ground Motion (0.2 sec)
Moment Frame A: Detail 13 and 17, 6 screws, A=2",
B= 5", DBL HEADER
mount concrete attachment
mapped on Figure 1613.3.1(1) in the 2012 IBC
Moment Frame B: Detail 30, 4 screws, A=5", B= 7",
sideplates = 0.032"
Alternatively, divide by these numbers
Moment Frame B: Detail 30, 6 screws, A=5", B= 7",
sideplates = 0.024"
United Duralume
For 2 post Structures divide by 3
Moment Frame C: Detail 30, 8 screws, A=5", B= 7",
sideplates = 0.024"
350 S. Raymond Ave
For 3 post Structures divide by 3
Moment Frame C: Detail 13 and 17, 4 screws, A=2",
B= 7", DBL HEADER
Fullerton, CA
For 4 post Structures divide by 4.5
Moment Frame C: Detail 13 and 17, 6 screws, A=2",
B= 5", DBL HEADER
For 5 post Structures divide by 6
Moment Frame C: Detail 16 and 17, 4 BOLTS, A=2",
B= 7", SINGLE STEEL C
Carl Putnam, P. E.
For all others add 1.5 to number of posts
Moment Frame D: Detail 16 and 17, 4 BOLTS, A=2",
B= 5", DBL STEEL C
3441 Ivylink
Place
'****` Not for use in areas with flat roof snow loads exceeds 30 psf.
Lynchburg,
VA 24503
Misc5b-2012
ICC ESR 2676 (2012 IBC) 12/11/2013
Page 71 of 74
Y
. I I --)lX
Z
0001,00050:0e4f Existing Residence
P/2
Panel Span (P
-------------------------------
P/2
------------------------ ----
P/2
Header
Overhang (0)
Figure 1 �
Patio Cover Length (L)
Determine Snow Loads on Existing Structure
1 Determine Roof Snow/Live Load, S. See General Note 3.
2 Dead Load =1 psf
3 Add Dead and Live/Snow Loads, mulitply by half of Panel Span
Wall Load = (D + S) P /2
4 Result is wall load in pounds per linear foot.
Determine Wind Loads on Existing Structure
1 Determine Wind Load, W+ or W-. See Table 1
2 Dead Load included in Down and Up loads
3 Mulitply W+ or W- by half of Panel Span
Wall Load = W P /2
4 Result is wall load in pounds per linear foot.
5 Maximum Shear Load in X direction is 547 Ibf (170 mph Exposure C, 16.1' Rafter Span)
Max load in Y direction (towards house) is 68 plf (170 mph Exp C, 8" beam)
Max load in Y direction due to force couple resisting lateral is 138 plf
(140 mph Exp C, Projection = Width = 165)
Determine Seismic Loads on Existing Structure (Excludes Roof Snow Load over 30 psf)
1 Vertical Loads and Horizontal Loads = maximum of 1 psf
Combination Loads based on Equation 16-11
1 Determine Combination Load, C. See Table 2
3 Mulitply C by half of Panel Span
Wall Load = C P /2
4 Result is wall load in pounds per linear foot.
ICC ESR 2676 (2012 IBC) 12/11/2013
Kz
0.7
0.98 height factor, Exposure B and C
Kzt
1
Topographic factor
Kd
0.85
Wind Directionality factor
1
1
Importance Factor
G
0.85
Gust Factor
Cnet
1.2
Net Pressure Coefficeni
Dead
B
1 psf
Wind
-ed(mph)
Exposure
qh (psf)
0.6'W
C&C
(psf)
Design
Down Load
(psf)
W+
Design
Up Load
(psf)
W-
110
B
18.4
11.3
12.3
10.7
115
B
20.1
12.3
13.3
11.7
120
B
21.9
13.4
14.4
12.8
130
B
25.7
15.8
16.8
15.2
140
B
29.9
18.3
19.3
17.7
150
B
34.3
21.0
22.0
20.4
160
B
39.0
23.9
24.9
23.3
170
B
44.0
26.9
27.9
26.3
110
C
25.8
15.8
16.8
15.2
115
C
28.2
17.3
18.3
16.7
120
C
30.7
18.8
19.8
18.2
130
C
36.0
22.1
23.1
21.5
140
C
41.8
25.6
26.6
25.0
150
C
48.0
29.4
30.4
28.8
160
C
54.6
33.4
34.4
32.8
170
C
61.6
37.7
38.7
37.1
DEC 18 2013
'ABLE 1
Page 72 of 74
^r
TABLE 2
Misc6-2012
Combination Loads: Roof Live or Snow +Wind
+Dead Loads
Wind
Ground Sn7IA
Wind
Load
Live Loads (psf)
Loads(psf)
Speed (mph)
Exposure
s
10
20
25
30
Roof Live or Snow Loads Onl
11.0
21.0
22.0
26.2
110
B
11.3
17.0
24.5
25.2
28.4
115
B
12.3
17.7
25.2
26.0
29.1
120
B
13.4
18.6
26.1
26.8
30.0
130
B
15.8
20.3
27.8
28.6
31.7
140
B
18.3
22.2
29.7
30.5
33.6
150
B
21.0
24.2
31.7
32.5
35.6
160
B
23.9
26.4
33.9
34.6
37.8
170
B
26.9
28.7
36.2
37.0
40.1
110
C
15.8
20.3
27.8
28.6
31.7
115
C
17.3
21.4
28.9
29.7
32.8
120
C
18.8
22.6
30.1
30.8
34.0
130
C
22.1
25.0
32.5
33.3
36.4
140
C
25.6
27.7
35.2
35.9
39.1
150
C
29.4
30.5
38.0
38.8
41.9
160
C
33.4
33.6
41.1
41.8
45.0
170
C
37.7
36.8
44.3
45.0
48.2
Page 72 of 74
^r
TABLE 2
Misc6-2012
United Duralume Structural Properties of Beams, Fascia, Panels and Rafters for Use by Design Professionals
ASSUMES FULL LATERAL BRACING
Max Allowable
Max Allowable
Structural Element
I (inA4) bottom
Moment (top in
Moment (bottom
Max
I (inA4) top in
in
compression
in compression
Allowable
Ftu or Fu
Fly or Fy
Fcy
compression
compression
(Ibf"ft)
(IbPft)
Shear (Ibf)
Material
E (ksi)
(ksi)
(ksi)
(ksi)
Rafters
0.024"x2"x6.5" Aluminum Rafter Detail 6
2.176
same
293
273
169
30041134
10100
32
25
22
0.032'WN6.5" Aluminum Rafter Detail 6
2.929
same
552
494
406
30041134
10100
32
25
22
0.040"x2x6.5" Aluminum Rafter Detail6
-3.693
same
851
786
800
30041134
10100
32
25
22
0.042'W'W" Aluminum Rafter Detail 7
7.907
same
1164
1038
747
30041134
10100
32
25
22
Aluminum Panels
0.021"x3"x12" W Panel Detail E
0.445
same
228
365
979
30041134
10100
32
25
22
0.024"x3"x12" W Panel Detail E
0.509
same
262
432
1119
30041134
10100
32
25
22
0.032"x3"x12" W Panel Detail E
0.679
same
398
620
1492
30041134
10100
32
25
22
0.044"x3"x12" W Panel Detail E
0.933
same
629
929
2052
3004H34
10100
32
25
22
0.018"x2.25"x6" Flat Panel Detail G
0.192
same
129
111
680
3004H34
10100
32
25
22
0.024"x2.25"x6" Flat Panel Detail G
0.256
same
198
179
907
3004H34
10100
32
25
22
0.032")Q.25"x6" Flat Panel Detail G
0.342
same
280
273
1209
30041134
10100
32
25
22
0.038'W.25"x6" Flat Panel Detail G
0.406
same
341
355
1436
30041134
10100
32
25
22
0.018"x2.5"x24" Panel Detail F
0.463
same
144
209
357
30041134
10100
32
25
22
0.024"x2.5"x24" Panel Detail F
0.618
same
255
371
847
30041134
10100
32
25
22
0.032"x2.5"x24" Panel Detail F
0.824
same
454
660
2008
30041134
10100
32
25
22
0.038"x2.5"x24" Panel Detail F
0.978
same
640
930
3362
30041134
10100
32
25
22
0.018"x3"x6" Flat Panel Detail H
0.373
same
179
135
916
3004H34
10100
32
25
22
0.024"4"x6" Flat Panel Detail H
0.497
same
274
238
1222
3004H34
10100
32
25
22
0.032"x3"x6" Flat Panel Detail H
0.663
same
386
397
1629
30041134
10100
32
25
22
0.038"4"W' Flat Panel Detail H
0.787
same
478
514
1935
30041134
10100
32
25
22
same
Aluminum Headers
0.042"x3"x8" Aluminum Header Detail U12
7.907
same
1164
1038
747
30041134
10100
32
25
22
Double 0.042"x3"x8" Aluminum Header Detail
M/13
15.814
same
2328
2076
1494
30041134
10100
32
25
22
Double 0.032"x2"x6.5" Aluminum Header
Detail K/11
5.858
same
1104
988
812
3004H34
10100
32
25
22
4"x2.375" I beam Detail P
1.712
same
1618
1618
2195
6061T6
10100
22
16
16
6"x4.5" I beam Detail Q
11.29
same
7121
7121
5857
6061T6
10100
22
16
16
7"x5.5" I beam Detail R
23.25
same
12762
12762
8861
6061T6
10100
38
35
35
10"4.5" 1 beam Detail T
67.72
same
24816
24816
11308
6061T6
10100
38
35
35
Steel Headers
16 Gauge Steel C Beam Detail N/14
8.17
8.17
5176
5176
2355
ASTM A653 Grade 50
29000
65
50
14 Gauge Steel C Beam Detail N/14
9.95
9.95
6305
6305
3962
ASTM A653 Grade 50
29000
65
50
12 Gauge Steel C Beam Detail N/14
14.98
14.98
9491
9491
11504
ASTM A653 Grade 50
29000
65
50
Double 16 Gauge Steel C Beam Detail S/16
16.34
16.34
10352
10352
4710
ASTM A653 Grade 50
29000
65
50
Double 14 Gauge Steel C Beam Detail S/16
19.90
19.90
12610
12610
7924
ASTM A653 Grade 50
29000
65
50
Double 12 Gauge Steel C Beam Detail S/16
29.96
29.96
18982
18982
23008
ASTM A653 Grade 50
29000
65
50
0.048"x3"x3" Lockseam Header Detail J/10
0.90
0.90
1203
1203
9175
ASTM A653 Grade 40
29000
55
40
Double 0.048"x3"x3" Lockseam Detail J/10
1.81
1.81
2406
2406
18350
ASTM A653 Grade 40
29000
55
40
Misc7-2012
ICC ESR 2676 (2012 IBC) 12/11/2013 Page 73 of 74
DEC 18 2013
Y 26 2015
CONSTRAINED
FOOTING SIZE
d (IN)
REQUIRED SLAB AREA PER POST
(SQUARE FEET)
CONCRETE SLAB THICKNESS (IN)
3.5" 5.5" 7.25" 9.25"
20
26
17
13
10
21
31
20
15
12
22
36
23
17
14
23
41
26
20
16
24
47
30
23
18
25
54
34
26
20
26
61
39
30
23
27
70
44
34
26
28
78
50
38
30
29
88
56
42
33
-30
98
63
48
37
31
110
70
53
41
32
122
78 .
59
46
33
135
86
65
51
34
149
95
72
56
35
164
104
79
62
36
180
115
87
68
37
198
126
95
75
38
216
137
104
82
39
236
150
114
89
40
257
163
124
97
41
279
178
135
106
42
303
193
146
114
43
, . 328.
,,208
158
124
44
354
225
171
134
45
382
243
185
145
46
% y,412 :,
.262
199
156
47
"`-443
282
214
168
48
476
303
230
180
49
511
325
247
193
50
1 547
348
264
207
United Duralume
350 S. Raymond Ave
Fullerton, CA
Carl Putnam, P. E.
3441 Ivylink Place
Lynchburg, VA 24503
Misc8-2
EXISTING
STRUCTURE
WOOD
FRAMING
AEP SPAN
PURLIN CLIP
O
(4) #14x5/8"
SCREW INTO
WEB OF STEEL
C BEAM
(6) #14 SCREWS W/ 2.5"
PENETRATION INTO
WALL STUD
EXPLODED
ISOMETRIC
AEP SPAN CLIP VIEW
DETAILS
2.25° +
OQ O 0
5.62" ,1.{V3M013AN AllNnwwoo
L 06 O 0 ViNino vi :i® Alli
1-7.25"--� 91 O Z 9 0 d 3 S
EXISTING
STRUCTURE
WOOD
HEADER
(6) #14 WOOD
3x8 RAFTER SCREWS W/ 2.5"
BRACKET PENETRATION INTO
. J► WALL STUD
��------
(3) #14x5/8" SCREW
(EACH SIDE)
3"x8" RAFTER
HANGING BRACKET
0.06'
7.50"
-� 2.92" V
NOTES:
EXPLODED
ISOMETRIC
VIEW
1. THIS DETAIL IS FOR USE WITH ICC
ESR 2672.
2. THIS DETAIL MAY REPLACE A
POST ON A CONCRETE SLAB.
3. THIS DETAIL IS APPLICABLE TO
LATTICE AND SOLID COVERS.
4. MAXIMUM WIND CONDITION IS
110mph EXPOSURE C.
ASSEMBLED
VIEW
ASSEMBLED
VIEW
POST ALTERNA
SLAB ATTACHM
C13
~� EXP. /201
s�
CIVI �P
FOF 1F
AY 26 2015
DRAVN HY 3441 IVY LINK PLACE
DATE
CARL PUTNAM LYNCHBURG, VA 24503
05/01/13 FG
P, E, CARLPUTNANQ 1CBMCAST.NET
N.
HEADER CONNECTIONS,DWG
STRUCTURE DETAILS 11,of