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PATIO COVER SYSTEM AS MFG. BY: DURALUM PRODUCTS, INC.
GENERAL NOTES: DESIGN REQUIREMENTS :
GOVEHa& CODES : RESIDENTIAL APPLICATIONS - CRC AND IRC APPENDIXH, CBC AND IBC CHAPTER 16, CBC & IBC APPENDIXCHAPTER L
1!THRE�DESIGN OF-ATTACFIEO AND FREESTANDING COVERS SHOWN IN THIS -REPORT COMPLY WITH THE ROOF LIVE AND SNOW LOADS: 10, 20, 25, 30, 40 & 50 psf. (SNOW LOADS AT GROUND LEVEL 25, 30, 40 & 50 psf)
/ 2012 pll ERNATIONAL BUILDING AND RESIDENTIAL CODES, 2013 CALIFORNIA BUILDING AND RESIDENTIAL COMMERCIAL APPLICATIONS - CBC AND IBC CHAPTER 16.
CODES` ASCE/SEI7-10au11NIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES AND THE 2010 ROOF LIVE AND SNOW LOADS: 20, 25, 30, 40 & 50 psi. (SNOW LOADS AT GROUND LEVEL 25, 30, 40 & 50 psf)
4ALUMINUM MANUAL -ADM 1-10. COLUMNS BEARING ON CONCRETE SLAB IS IN.ACCORDANCE WITH 2012 IRC
2013 CRC SECTION AH1052 FOR 10 psf RESIDENTIAL CONSTRUCTION AND AC1318-11 FOR 20,25 AND 30 ADDITIONAL DESIGN REQUIREMENTS:
'<,'osf RESIDENTIAL AND COMMERCIAL CONSTRUCTION. i.-• -�`
2. ALL BENS PERTAINING TO EACH INSTALLATION (TYPE OF ROOF PANEL, HEADER SPAN, COLUMN SIZE,
ETC.) SHALL BE CIRCLED AND CLEARLY IDENTffIED.
3. EACH INSTALLATION SHALL BEAR AN IDENTIFYING TAG INDICATING THE NAME AND ADDRESS OF THE
MANUFACTURER DESIGN LOADS AND ENCLOSABILITY.
4. THE DRAWINGS AND SPECIFICATIONS SHOWN REPRESENT THE FINISHED STRUCTURE, UNLESS OTHERWISE
NOTED, AND DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL SUPERVISE
AND DIRECT THE WORK AND SHALL BE SOLELY RESPONSIBLE FOR ALL CONSTRUCTION MEANS, METHODS,
TECHNIQUES, SEQUENCES AND PROCEDURES.
5. THE APPROVED SET OF DRAWINGS AND SPECIFICATIONS SHALL BE KEPT AT THE JOB SITE AND SHALL BE
AVAILABLE TO THE AUTHORIZED REPRESENTATIVES OF THE BUILDING AND SAFETY DEPARTMENT. THERE
SHALT_ BE NO DEVIATION FROM THE APPROVED PLANS AND SPECIFICATIONS WITHOUT AN APPROVED
CHANGE ORDER.
6. FREESTANDING COVERS SHALL NOT BE ENCLOSED WITH ANY TYPE OF SOLID OR MESH MATERIAL
7. ALL NEW CONCRETE FOOTINGS SHALL BEAR ON FIRM, NATURAL, UNDISTURBED SOIL OR CERTIFIED FILL
8. ATTACHED COVERS MAY BE SECURED TO AN EXISTING CONCRETE SLAB PROVIDED THE SLAB IS AT LEAST 3
12 INCHES THICK AND IS LOCATED IN AREAS WITH A FROST DEPTH EQUAL TO ZERO.
9. A MAXIMUM COLUMN LOAD OF 750 POUNDS IS PERMITTED FOR ATTACHED COVER COLUMNS BEARING ON
EXISTING OR NEW CONRETE SLABS.
10.20 POUNDS PER SQUARE FOOT L.L. AND GREATER MAY BE COMMERCIAL APPLICATIONS AND RESIDENTIAL
CARPORTS.
11. DESIGN LOADS COMBINATIONS ARE IN ACCORDANCE WITH IBC AND CBC SECTION 1605.3.1.
DESIGN CONSIDERATIONS:
11. MINIMUM ROOF SLOPE FOR SOLID ROOF PANELS: 1/4 INCH PER FOOT.
12. MINIMUM COVER PROJECTION IS 10'.
13. MINIMUM SIZE OF EXISTING ROOF OVERHANG IS 50 SQUARE FEET, WHERE COVER IS ATTACHED TO THE
EXISTING OVERHANG.
14. COVERS ARE DESIGNATED 'RIDGED BUILDINGS' AS DEFINED IN ASCE/SEI 7.
15. COVERS SHALL NOT BE INSTALLED IN AREAS NEAR HILLS, RIDGES AND ESCARPMENTS AS DEFINED IN
ASCEISEJ 7.
16. THE FREESTANDING AND ATTACHED COVERS NOTED HEREIN ARE DESIGNED AS 'OPEN STRUCTURES." IN
ACCORDANCE WITH ASCE/SEI 7.
17. THE RATIO (RIP). COVER MEAN ROOF HEIGHT (H, FT.) DIVIDED BY THE COVER PROJECTION OR WIDTH (P, FT),
SHALL NOT EXCEED ONE (1).
18. THE RATIO (L/P), COVER LENGTH (L, FT.) DIVIDED BY THE COVER PROJECTION OR WIDTH (P, FT), SHALL NOT
BE LESS THAN ONE (1) -
MATERIAL SPECIFICATIONS:
19. BEAMS SHALL BE SPLICED OVER EACH INTERIOR COLUMN SUPPORT.
20. ALTERNATE ALUMINUM ALLOYS MAY BE SUBSTITUTED FOR THOSE SHOWN, PROVIDED THEY ARE REGISTERED
WITH THE ALUMINUM ASSOCIATION AND HAVE EQUAL OR GREATER YEILD AND ULTIMATE STRENGTHS.
21. CONCRETE SHALL HAVE A MINIMUM 28 DAY COMPRESSIVE STRENGTH OF 2,500 POUNDS PER SQUARE INCH.
22. DESIGN VERTICAL SOIL BEARING PRESSURE IS 500 POUNDS PER SQUARE FOOT. DESIGN LATERAL SOIL BEARING
PRESSURE IS 200 POUNDS PER SQUARE FOOT PER FOOT OF FOOTING DEPTH. (EQUALS 100 PSF/FT x 2 PER
TABLE 18062 AND SECTION 1806.3.4.
23. EMBEDDED STEEL MEMBERS SHALL BE HOT -DIPPED GALVANIZED, AND CONFORM TO A500 GRADE B.
ROLL -FORMED STEEL MEMBERS SHALL CONFORM TO A653 SS GRADE 50 G60.
24. FASTERNERS: ALUMINUM BOLTS SHALL BE 2024-T4; STEEL BOLTS SHALL BE ASTM A-307. ALL BOLTS SHALL
HAVE STANDARD -CUT PLATED WASHERS. WOOD AND LAG SCREWS ARE REQUIRED TO BE INSTALLED IN
ACCORDANCE WITH THE NATIONAL DESIGN SPECIFICATION.
25. THE POST -INSTALLED ANCHORS CITED IN THESE CONSTRUCTION DOCUMENTS SHALL BE SIMPSON STRONG TIE.
26. ALL SCREWS ARE SELF DRILLING (SDS) OR SHEET METAL SCREWS (SMS) IN CONFORMANCE WITH ICC -ES ESR
1976 OR APPROVED EQUAL
27. THE TABULATED MAXIMUM COLUMN SPACING WHEN BEARING ON A CONCRETE SLAB IS LIMITED TO USE WITH
RESIDENTIAL ATTACHED PATIO COVERS ONLY (10 AND 20 PSF
28. SOLID AND LATTICE ALUMINUM COVERS ARE CLASS A ROOF ASSEMBLY IN ACCORDANCE WITH SECTION 15052,
EXCEPTION 2.
WIND SPEED CONVERSION TABLE:
THE WIND SPEEDS SHOWN IN THIS REPORT ARE BASED ON THE CBCABC.
FOR -USE WITH•THE CRC/IRC, DIVIDE THE REQUIRED CRC/IRC WIND
SPEED BY 0.6
EXAMPLE: CRC/IRC WIND SPEED IS 85 MPH. THE COVER CONSTRUCTION
SHALL BE BASED ON 85 MPH =110 MPH.
WHERE SNOW LOADS OCCUR, IT IS THE REPONSIBILITY OF THE
CONTRACTOR FOR THIS POJECT TO VERIFY WITH THE LOCAL
AUTHORITY HAVING JURISDICTION WHERE SNOW DRIFTING AND
SLIDING, PER ASCE 7-10, SECTION 7.7 AND 7.8, IS REQUIRED. SEE
SHEETS 49 FOR SPAN REDUCTION FACTORS.
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I. TABULATED SPANS FOR SNOW LOADS HAVE BEEN ADJUSTED FOR ROOF APPLICATIONS.
2 BASIC WIND SPEEDS: 110, 120,130 MPH, EXPOSURES B AND C.
3. OCCUPANCY CLASSIFICATION AND RISK CATEGORY: II, 11.
4. SEISMIC BASE SHEAR: 17 POUNDS PER LINEAR FOOT PER WIDTH OF COVER
5. SEISMIC DESIGN PARAMETERS:
SITE CLASS: D
SEISMIC DESIGN CATEGORY: D
MAPPED SPECTRAL RESPONSE COEFFICIENTS: S8= 1.50, S,= 0.6, S �= 1.0, Sp 0.50
RESPONSE MODIFICATION FACTOR P-125
6. DESIGN ASSUMPTIONS:
A. BUILDING HEIGHT OF MAIN STRUCTURE (MEAN ROOF HEIGHT): 20'
B. LEAST BUILDING WIDTH OF MAW STRUCURE: 30'
C. MINIMUM COVER SIZE ATTACHED TO MAIN STRUCTURE OR FREESTANDING: 10' X 10'
A NOTE TO THE LOCAL AUTHORITY HAVING JURISDICTION:
EACH PROJECT SUBMITTED TO THE LOCAL AUTHORITY HAVING JURISDICTION MAY INCLUDE ONLY
THE PERTINENT SITE-SPECIFIC STRUCTURAL COMPONENTS LOCATED WITHIN THIS IAPMO-LISTED
EVALUATION REPORT. AT A MINIMUM, SUBMISSION FOR A BUILDING PERMIT MUST INCLUDE THE
FOLL01g7tNG INFORMATION FROM THIS EVALUATION REPORT:
A. TITLE SHEET AND GENERAL NOTES.
B. STRUCTURAL CONFIGURATION (I.e.. SOLID OR LATTICE ROOF, FREESTANDING OR ATTACHED).
C: BASED ON THE REQUIRED DESIGN LOADS, SITE-SPECIFIC RAFTER AND/OR PANEL SPAN
TABLES.
D. TYPE OF HEADER, POST TYPE & QUANTITY, FOOTING SIZE (WHERE REQUIRED) BASED ON THE
SITE-SPECIFIC DESIGN LOADS.
E. APPROPRIATE STRUCTURAL DETAILS.
F. OTHER DOCUMENTATION THAT MAY BE REQUIRED BY THE LOCAL AUTHORITY HAVING
JURISDICTION.
WIND SPEED CONVERSION TABLE:
CBC / IBC
WIND SPEED
EQUIVALENT CRC / IRC
WIND SPEED
110 MPH
85 MPH
120 MPH
93 MPH
130 MPH
101 MPH
SEE CONVERSION METHOD, THIS PAGE,
FOR APPLICATION AND USE.
SITE DESIGN PARAMETERS:
SITE ADDRESS:
WIND SPEED & EXPOSURE:
ROOF / SNOW LOAD:
SHEET INDEX: CITY OF LA QUINTA
SHEET #
SHEET TITLE /DESCRIPTION
BUILDING & SAFETY DEPT.
T-1 ........... TITLE SHEET, DESIGN LOADS, GENERAL NOTES APPROVED
1 ............SOLID
PANEL STRUCTURES
2 ............OPEN LATTICE STRUCTURES FOR CONSTRUCTION
3-4 .........PANEL
SPANS TRI -V, W -PANEL & FLAT PAN
5 ............MINIMUM
FASTENERSq F 1
6 ............RAFTER
SPANS FOR OPEN LATTICE COMMERCI L & PTA�`f - BY
7 ............HEADER
BEAM TYPES, COLUMN / POST TYPES
8 ............EXISTING
EAVE CONNECTION DETAILS
9 ............HANGER CHANNELS AND MOUNTING BRACKETS
10 ..........COLUMN
/ POST SURFACE MOUNT AND FOOTING EMBEDMENT DETAILS
11 ...........LATERAL FORCE RESISTING SYSTEM / MIN. NUMBER OF REQ. COLUMNS
12 ...........BEAM TO POST & LATTICE TUBE TO RAFTER CONNECTION DETAILS
13 ...........HOW TO DETERMINE TRIBUTARY WIDTH & FAN BEAM DETAILS
15-17
......SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 10 PSF L.L, 110-130 MPH
18-20
......SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 20 PSF L.L, 110-130 MPH
21-23
......SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 25 PSF S.L, 110-130 MPH
,__•..-_._ .......... 24-27 ......
:SOLID COVERS- ATTACHED & FREESTANDING BEAM SPANS; 30 PSF S.L-11 0=130 MPH
28-30
......SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 40 PSF S.L, 110-130 MPH
31-33
......SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 50 PSF S.L. 110-130 MPH
3436
......LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 10 PSF LL, 110-130 MPH
37-38
......LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 20 PSF L.L, 110-130 MPH
39-40
......LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 25 PSF S.L, 110-130 MPH
41-42
......LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 30 PSF S.L. 110-130 MPH
43-44
......LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 40 PSF S.L, 110-130 MPH
45-46
......LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 50 PSF S.L, 110-130 MPH
47 ...........INSULATED ROOF PANEL ATTACHMENT DETAILS
48 ...........SNOW
DRIFT DESIGN
49 ...........SPAN REDUCTION FACTOR TABLES
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TABLE 1 - MULTI -SPAN REDUCTION FACTORS
FOR ROOF PANELS
ROOF PANEL TYPE 10
ROOF LIVEISNOW LOAD, ps4
20 25 30 40 50
24• TRPW' PAN
- 0.88 0.83 0.75 0.80
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EXP.B
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EXP.B
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TABLE 1 - MULTI -SPAN REDUCTION FACTORS
FOR ROOF PANELS
ROOF PANEL TYPE 10
ROOF LIVEISNOW LOAD, ps4
20 25 30 40 50
12'x3Y2-x0.020' -
- 0.88 0.83 0.75 0.80
24-x2X-x0.01B• 0.85
0.80 0.65 0.65 -
24"0j7x0.D24' 0.90
0.88 0.70 0.65 - -
24•x04•x0.032" I 0.90
0.88 - - -
(1) MULTI -SPAN REDUCTION FACTORS ARE ONLY
APPLICABLE TO THOSE ROOF PANEL TYPES SHOWN
IN TABLE 1 ABOVE.
NOTE: PANEL FASTENERS
ARE SHOWN IN TABLES 1,2 AND 3, SHEET 4
FOOTNOTE 'SAMPLE'
FIGURE INDICATES
ATTACHED
FIGURE INDICATES
FREESTANDING
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.032
.032
O
e' 9'
8-r
8•$•
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4
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=
9-9'
9-9'
9 9'
9-9'
9-99'
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1
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.040
.040
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C.WQBE1..
RAFTER SPANS FOR OPEN LATTICE STRUCTURES
110/120/130 MPH
0.024• 6s 0.024' 6s
0.03r 0.032'
0.042' 0.042•
�
* 2"x6.5" RAFTER * DBL. 2"x6.5" RAFTERS
ALUM. ALLOY 30044M ALUM. ALLOY 30044[36 OR
OR EQUAL EQUAL
FOOTNOTE: "SAMPLE"
FIGURE INDICATES
ATTACHED
FIGURE INDICATES
FREESTANDING
I
EXP. B & C
0
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W
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DBL.
2' x 6 1/2" RAFTER
WSL
(IN.)
110 MPH 120 MPH 130 MPH
WSL
"T"
(IN)
110 MPH 120 MPH 130 MPH
EXP. B EXP.0 EXP. B EXP.0 FRCP. B EXP.0
EXP. B EXP.0 EXP. B I EXP.0 EXP. B EXP.0
APPROVE[
024
16"
9'-9"
9'-9"
9'-9"
T-9"
10'-3"
9'-9"
10'-3
9'-9"
10'-3
024
16"
14'-8"
14'-0'
14'-8"
14'-6"
14'-8" 14'-8" 14'-8" 14'-8'
14'-6" 14'-6" 14'-6" 14'-0"
24"
T-6' T-6" T-0" T-0" T-6" T-0"
8'-6' 8'-6" 8'-6" 8'-6" 8'-6" 8'-6"
24"
11'-2" 11'-2" 11'-2" 11'-2" 11'-2" 11'-2'
11'-10 11'-10 11'-10" 11'-10" 11'-10" 11'-10
.032
16'
12'-6"
13'-1"
12'-6"
13'-1"
12'-0"
13'-1"
12'-6"
13'-1"
12'-6"
13'-1"
12'-6'
13'-1'
.032
16"
18'-T
18'-4"
18'-7"
18'-4"
18'-7"
18'-4"
18'-7"
18'-4"
18'-7"
18'-4"
18'-r
18'-14-
30
30
24'
10'-2' 10'-2" 10'-2" 10'-2" 10'-2" • 10'-2"
10'-8" 10'-8" 10'-8" 10'-8" 10' 8" 10'-8'
24"
15'-3"
15'-1"
15'-3"
15'-1"
15'-3"
15'-1'
15'-3"
15'-1"
15'-3"
15'-1"
15'-3"
15'-1'
042
16"
16'-0'
15'-9"
16'-0"
15'-9'
16'-0"
15'-9"
16'-0"
15'-9"
16'-0" 16'-0"
15'-9" 15'-9"
042
16"
22'-T'
22'-2'
22'-7"
22'-2'
22'-7"
22'-2"
22'-7"
22'-2"
22'-7"
22'-7"
24'
12'-3" 12'-3" 12'-3' 12'-3" 12'-3" ` 12'-3"
24"
18'-6" 18'-0" 18'-6" 18'-6" 18'-6"
2
18'-6"
12'-10
12'-10
12'-10
12'-10
12-10
12'-10
18'-2"
18'-2'
18'-2'
18'-2"
18'-2"
18'-2"
024
16"
8'-0"
9'-1'
8'-0"
9'-1"
8'-0"
9'-1"
8'-0"
9'-1"
8'-0'
9'-1'
8'-0"
9'-1"
024
16"
2'-10"
2'-10"
2'40"
12'-8"
2'-10"
12'-0".
2'-10"2'-10"
12'-0"
12'-8"
24"
6'-2" 6'-2" 6'-2" 6'-2" 6'-2" 6'-2'
7'-2" 7'-2" 7'-2" 7'-2" 7'-2"
24"
9'-10" 9'-10" 9'-10" 9'-10" 9'-10"
10'-4" 10'-0" 10'-4" 10'-4" 10'-4"
T-10"
10'-4"
.032
16"
10'-10"
11'-6"
10'-10"
11'-6"
10'-10"
11'-6"
10'-10"
11'-6"
10'-10"
11'-fi''
10'-10"
-11'-0"
.032
16"
16'-4"
16'-1"
16'-4'
16'-1"
16'4"
16'-1"
16'-4"
16'-1"
16'-4"
16'-4"
40
40
24"
8'-3" 8'-3" 8'-3" 8'-3" 8'-3" 8'-3"
24"
12' 6" 12'-6" 12'-0" 12'-6" 12'-6"
12'-6"
9'-4"
9'-4"
9'-4"
9'-4"
9'-4"
9'-4"
13'-2"
13'-2'
13'-2"
13'-2"
13'-2"
13'-2"
042
16"
13'-2"
13'-9"
13'-2"
13'-9"
13'-2"
13'-9"
13'-2"
13'-9"
13'-2"
1
13'-2'
13'-9"
042
16"
19'-9"
19'-4"
19'-9"
19'-4"
19'-9"
19'4"
19'-9"
19'-4"
19'-9"
19'-4"
19'-9"
19'-4"
24"
10'-9" 10'-9" 10'-9" 10'-9" 10'-9" 10'-9"
24"
16'-2" 16'-2" 16'-2" 16'-2" 16'-2"
15'-10" 15'-10" 5'-
110" 15'-10" 15'-10"
16'-2"
15'-10
024
16"
7'-3"
T-3"
8'-2"
T-3"
8'-2"
T-3"
8'-2"
T-3"
8'-2'
T-3"
8'-2'
024
16"
10'-10"
11'-4"
10'-10"
11'-4"
10'-10"
11'x"
10'-10"
11'-4"
10'-10"
11'-4"
10'-10"
11'-4"
24'
5'-2" 5'-2" 5'-2" 5'-2" 5'-2" 5'-'-9"
5'-9" 5'-9" 5'-9" 5'-9" 5'-9" 5
24„
8'-3" 8'-3" 8'-3" 8'-3" 8'-3"
9'-4"2"
9'-0" 9'�" 9'-4" 9'-4"
8'-3"
9'-4"
.032
16"
9'-9"
9'-9"
9'-9"
9'-9"
10'-3"
9'-9"
9'-9"
10'-3"
.032
16"
14'-8"
14'-6"
14'-8"
14'-0"
14'-8"
14'-6"
14'-8"
14'-6"
14'-8"
14'-6"14'-6"
14'-8"
50
50
24"
7'-0" T-0" T-0" T-0" T-0" T-0"
8'-4" 8'-4" 8'�" 8'�" 8'-4" 8'-4"
24"
11'-3"
11'-10"
11'-3"
11'-10"
11'-3"
11'-10"
11'-3"
11'-3"
11'-3"
.042
16"
11'-9"
12'-6"
11'-9"
12'-6"
11'-9"
12'-6"
11'-9"
12'-6"
11'-9"
12'-6"
11'-9"
12'-6
,042
16"
17'-9"
17'-6"
17'-9"
17'-6"
17'-9"
17'-6"
17'-9"
17'-0"
17'-9"
17'-6"
17'-9"
17'-6"
24"
9'-0" 9'-0" 9'-0" 9'-0" 9 --ow 9'-0"
10'-2 " 10'-2" 10'-2" 10'-2"
24"
13'-7" 13'-i 13'-7" 13'-7" 13'-7"
14'-3' 14'-3' 14'-3" 14'-3" 14'-3"
13'-7"
1.'-
0.024• 6s 0.024' 6s
0.03r 0.032'
0.042' 0.042•
�
* 2"x6.5" RAFTER * DBL. 2"x6.5" RAFTERS
ALUM. ALLOY 30044M ALUM. ALLOY 30044[36 OR
OR EQUAL EQUAL
FOOTNOTE: "SAMPLE"
FIGURE INDICATES
ATTACHED
FIGURE INDICATES
FREESTANDING
I
EXP. B & C
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THOMAS LRAY
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6.5" ROLLFORM
A GUTTER FASCIA
ALUM. ALLOY
3004-H36
L2.0'-+- 3.0'
MAX
/1 DBL. 2"x6.5"x0.042"
SPDC
WHER
SPLICEOCCUR
WHERE
OA75 11 JJ 3I I
EADER BEAM TYPES
B MAG BEAM
ALUM. ALLOY
6063-T6
ALUM. ALLOY 3004-H36
OR EQUAL
-, DBL.2"x6.5"x0.032"
ALUM. ALLOY 3004-H36
OR EQUAL
0.042'
TYP.
4" I -BEAM
�' ALUM. ALLOY
6063-T6 '
mm
SPLICE
WHERE
OCCURS
0.0115'
TYP.
4.5" MAG GUTTER
v ALUM. ALLOY
6063-T6
0.042"
TYP.
K 3"x8"x0.042" BEAM &[�BL
. 3"x8"x0.042" BEAM
ALUM. ALLOY 3004-H36 ALUM. ALLOY 3004-H36
OR EQUAL OR EQUAL
3" SQ.x0.032" ALUM. BEAM
W/ 12 GA. STL. "U" CHANNEL
E
ASTM A653 SS GRADE 50 G60
T=12 OR
14 GA,
ASTM
A653 SS
GRADE:
G60
0.625
3"x8"x0.042" BEAM
W/ 14 GA. STL. INSERT
M ASTM A653 GRADE 50 G60
3"x8"x0.042" BEAM
N W/ 12 GA. STL. INSERT
ASTM A653 GRADE 50 G60
NOTE: WHERE 12 AND 14 GA STEEL INSERTS
OCCUR AS SHOWN IN THE SPAN TABLES,
THEY SHALL BE INSTALLED THE FULL LENGTH
OF THE 3"x8" BEAM.
COLUMN / POST TYPES
0
.032' -
o.oar
fm
I I I PLASTIC
4.0' �3.0'-�-I - -I 1.00' � 8.5' PLUGS
MAX 125 040' ALUM.
DBL. 3"x8"X0.042" BEAM ;046-sTEEL x,24'0
W/ DBL. 14 GA. STL. INSERT � EA SIDE }
O 3.0• EA SIDE
3'� 28' I
ALUM. ALLOY 3004-H36 11 1
OR EQUAL ALLLI �k I I I Irl oTYP.
DBL. 3"x8"x0.042" BEAM
P W/ DBL. 12 GA. STL. INSERT
ALUM. ALLOY 3004-H36
OR EQUAL
NOTE WHERE 12 AND 14 GA STEEL INSERTS OCCUR AS
SHOWNIN THE SPAN TABLES, THEY SHALL BE INSTALLED
THE FULL LENGTH OF THE 3x8' BEAM.
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3" SQ. ALUM POST
B ALUM. ALLOY 3004-H36C'
T=12 GA.
HEIGHT UMITED TO3"
SQ. STEEL POST
ASTM A653 SS
F ASTM A653 GRADE 50 CP60
GRADE 50 G60
3.0•
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ALUM.
I
F�---Mr
3" SQ.x0.032" ALUM. BEAM
W/ 12 GA. STL. "U" CHANNEL
E
ASTM A653 SS GRADE 50 G60
T=12 OR
14 GA,
ASTM
A653 SS
GRADE:
G60
0.625
3"x8"x0.042" BEAM
W/ 14 GA. STL. INSERT
M ASTM A653 GRADE 50 G60
3"x8"x0.042" BEAM
N W/ 12 GA. STL. INSERT
ASTM A653 GRADE 50 G60
NOTE: WHERE 12 AND 14 GA STEEL INSERTS
OCCUR AS SHOWN IN THE SPAN TABLES,
THEY SHALL BE INSTALLED THE FULL LENGTH
OF THE 3"x8" BEAM.
COLUMN / POST TYPES
0
.032' -
o.oar
fm
I I I PLASTIC
4.0' �3.0'-�-I - -I 1.00' � 8.5' PLUGS
MAX 125 040' ALUM.
DBL. 3"x8"X0.042" BEAM ;046-sTEEL x,24'0
W/ DBL. 14 GA. STL. INSERT � EA SIDE }
O 3.0• EA SIDE
3'� 28' I
ALUM. ALLOY 3004-H36 11 1
OR EQUAL ALLLI �k I I I Irl oTYP.
DBL. 3"x8"x0.042" BEAM
P W/ DBL. 12 GA. STL. INSERT
ALUM. ALLOY 3004-H36
OR EQUAL
NOTE WHERE 12 AND 14 GA STEEL INSERTS OCCUR AS
SHOWNIN THE SPAN TABLES, THEY SHALL BE INSTALLED
THE FULL LENGTH OF THE 3x8' BEAM.
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3" SQ. ALUM POST
B ALUM. ALLOY 3004-H36C'
3" SQ. ALUM. POST
ALUM. ALLOY 3004-H36
HEIGHT UMITED TO3"
SQ. STEEL POST
10'-0" MAXIMUM.
F ASTM A653 GRADE 50 CP60
INSERTT=OL125
WHERE ALUM.
occURsALLOY
�llr-6DS3-'M
0.110'
TYP.
%1 7" I -BEAM
ALUM. ALLOY 6063-T6
W/ 1) "C" INSERT
V ALUM. ALLOY 6063-T6
W/ (2) "C" INSERTS
f1 ALUM. ALLOY 6063-T6
NOTE:
WHERE V INSERT OCCURS AS SHOWN IN
SPAN TABLES, IT SHALL BE INSTALLED THE
FULL LENGTH OF THE 7'1 -BEAM.
iVr
D WITH SIDEPLATES E MAG POST
ALUM. ALLOY 3004-H36 ALUM. ALLOY
OR EQUAL 6063-T6
NOTE:
EACH HEADER BEAM TOP AND
BOTTOM FLANGES SHALL BE CUT AT
EACH INTERIOR COLUMN WHERE 3
OR MORE COLUMS OCCUR. DO NOT
CUT FLANGES AT END COLUMNS.
SQ. STEEL POST
ASTM A500 GRADE B
0
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EXp. TIT
' CIVIL
Ho.184�'% .0/
THOMAS IRAY
CAn4PBELL
EXISTING LEDGER OR WALL HANGER & EAVE CONNECTION DETAILS
A34 FRAMING ANGLE
SEE TABLE 2--� -
IERSS; SEE TABLE 3
OR EXT. HANGER
HANNEL, 2X OR 3X
RAFTER BRACKET
ALUM. PANEL RJ
DESIGN
EXIST. RAFTERS AT
3x ALUM. RAFTER
LOADS
OPENING
24'0.C. AT ROOF
EXIST. FASCIA BOARD
> Ir
> 16
OVERHANG
ALLOWABLE PROJ.
EXISTI:G4AV
2X FULL DEPTH
WOOD SCAB.
TO BEAM
OVEG
'OVER
LUSL
EXISTING
FRAMING MEMBER
AT ROOF
OVERHANG
WHERE OCCURS,
SEE TABLE 1
(24" )
COVER
LUSL
NUMBER AND TYPE
OF FASTENERS
SEE TABLE 2
�VE
110,C
/ 1
CONNECTION
130,B
130,C
1. EXISTING.
FOL = 3 psi
2 EXISTING
OVERHANG DESIGN LOADS:
D 8 psi (MAX) RLL = 20, 25.30.40. d 5D psf
R -ALLOWABLE BENDING STRESS IS 1200 PSL
NOTE. WHERE COVER CONSTRUCTION INCLUDES
DETAIL A OR B. SITE-SPECIFIC ENGINEERING IS
REQUIRED TO VERIFY ADEQUACY OF THE EXISTING
STUD WALL FRAMING WHERE ONE OR MORE OF THE
FOLLOWING CONDITIONS OCCUR:
LEDGER OR WALL HANGER
WITH FASTENEF
PER TABLES 3 8
5
2x WOOD STUD OR
CONCRETE WALL
B WALL CONNECTION
NOTE WALL LEDGER IS NOMINAL LUMBER SIZE 2'x6' (AT 2-A J4'
MINIMUM RAFTERS), NOMINAL 2•x8' (AT 3-W MINIMUM RAFTERS)
OR KILN -DRY WOOD -FILLED 2x6 y' OR 3W' ALUMINUM SECTIONS.
3116' STEEL NOTE: BRACKET CAN BE LOCATED
g• 0 114.0 HOLES,TYP. ANYWHERE ON EAVE
O NOTE PROVIDE WATER
0 y BRACKET PROTECTION, METAL FLASHING
AT EVERY 2x CAUCK JOINTS AND SLOPE
8 O O TO DRAIN (OPTIONAL)
EXISTING EAVE ALLOWABLE PROD. TO BEAM
OVERHANG SEE TABLE 1
(24 MAX.) W OR W LEDGER
RAFTER
(3}#14x312' W.
NOTE: PLACE'SIKA FLEX' OR SIMILAR J �_ NOTE: BRACKET MAY BE
MATERIAL BETWEEN BRACKET AND COMP' MOUNTED BELOW RAFTER
SHINGLE ROOFING TO PROVIDE SEAL W/ SAME CONNECTION'S.
(,•1 ALTERNATE EAVE CONNECTION
NOTE: THIS DETAIL IS LIMITED TO RESIDENTIAL INSTALLATIONS
WITH A 10 psi MAXIMUM DESIGN LOAD.
TABLE 1
DESIGN
(E) WALL
COVER
LOADS
OPENING
PROJECTION
10, 20 psf
> Ir
> 16
30, 40 b 50 pst
> 6
2x WOOD STUD OR
CONCRETE WALL
B WALL CONNECTION
NOTE WALL LEDGER IS NOMINAL LUMBER SIZE 2'x6' (AT 2-A J4'
MINIMUM RAFTERS), NOMINAL 2•x8' (AT 3-W MINIMUM RAFTERS)
OR KILN -DRY WOOD -FILLED 2x6 y' OR 3W' ALUMINUM SECTIONS.
3116' STEEL NOTE: BRACKET CAN BE LOCATED
g• 0 114.0 HOLES,TYP. ANYWHERE ON EAVE
O NOTE PROVIDE WATER
0 y BRACKET PROTECTION, METAL FLASHING
AT EVERY 2x CAUCK JOINTS AND SLOPE
8 O O TO DRAIN (OPTIONAL)
EXISTING EAVE ALLOWABLE PROD. TO BEAM
OVERHANG SEE TABLE 1
(24 MAX.) W OR W LEDGER
RAFTER
(3}#14x312' W.
NOTE: PLACE'SIKA FLEX' OR SIMILAR J �_ NOTE: BRACKET MAY BE
MATERIAL BETWEEN BRACKET AND COMP' MOUNTED BELOW RAFTER
SHINGLE ROOFING TO PROVIDE SEAL W/ SAME CONNECTION'S.
(,•1 ALTERNATE EAVE CONNECTION
NOTE: THIS DETAIL IS LIMITED TO RESIDENTIAL INSTALLATIONS
WITH A 10 psi MAXIMUM DESIGN LOAD.
TABLE 1
TABLE
2
TYPE AND NUMBER
OR RAFTER
OF FASTENERS
CONNECTED
REQUIRED
TO EXISTING ROOF
AT ROOF PANEL
OVERHANG
TABLE 4 a,b ANCHORS INSTALLED
INTO CONCRETE WALLS
WITH 64NCH MIN.THICKNESS
'OVER
LUSL
EXISTING
FRAMING MEMBER
AT ROOF
OVERHANG
MAXIMUM PROJECTION
(A) - SIMPSON A34 FRAMING ANCHOR USING SD9112 SCREWS
(B) - (2) SIMPSON A34 FRAMING ANCHORS, EACH SIDE, USING SD9112 SCREWS WITH 2x FULL DEPTH WOOD SCAB
FULL LENGTH O� RAFTER TAIL
COVER
LUSL
NUMBER AND TYPE
OF FASTENERS
WIND SPEED (MPH) AND EXPOSURE
110,13
110,C
120,13
120.0
130,B
130,C
1
'0 SIMPSON STRONG -BOLT 2 SS
}�AT 48.O.C. (a,b)
arc 10 PSF L.L. 20 PSF L.L. 25 PSF S.L. 30 PSF S.L.
40 PSF S.L.
50 PSF S.L.
2" x 4' FULL
26'-0"
26'-0"
26'-0"
25-2"
264"
20'-7"
2'x 6" NOTCHED
26'-0"
26'-0"
26'-0"
25-7"
25'-4"
21'-2"
�m_ o
m 3:
WIND SPEED
(EXP. B & C)
WIND SPEED
(EXP. B & C)
WIND SPEED
(EXP. B & C)
WIND SPEED
(EXP. B & C)
WIND SPEED
(EXP. B & C)
WIND SPEED
(EXP. B & C)
20
Yz• 0 SIMPSON STRONG$OLT 2 SS
AT 48' O.C. (a,b)
10
2'x6" FULL OR
2"x8" NOTCHED
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
110 120 130 110 120 130 110 120 130 110 120 130
110 120 130
110 120 130
2"x8" FULL OR
2"X10' NOTCHED
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
5'
(A) (A) (A)
(A) (A) (A)
(A) (A) (A)
(A) (A) (A)
(A) (A) (A)
(A)
(A)
(A)
25
Y2" 0 SIMPSON STRONG -BOLT 2 SS
AT 48.O.C. (a,b)
6' (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A)
(A) (A) (A)
(B) (B) (B)
20
2" x 4" FULL
26'-0"
26'-0"
26-0"
25'-2"
25'-4"
20'-7"
7,
(A) I (A) (A)
I (A) (A) (A)
I (A) (A) I (A)
(A) (A) (A)
(A) (A) (A)
(B)
(B)
(B)
30
Y2'O SIMPSON STRONG -BOLT 2 SS
AT 36.O.C. (a,b)
2" x 6" NOTCHED
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
8 (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A)
(B) (B) (B)
(B) (B) (B)
2"x6" FULL OR
2"x8" NOTCHED
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
9' (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A)
(B) (B) (B)
(B) (B) (B)
40
34.0 SIMPSON STRON"OLT 2 SS
AT 36' O.C. (a,b)
2"x8" FULL
2"x10" NOTCHCH ED
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
10' (A) (A) (A) (A) (A) (A) (A) (A) (A) (B) (B) (B)
(B) (B) (B)
(B) (B) (B)
11'
(A) (A) (A)
(A) (A) (A)
(B) (B) (B)
(B) (B) (B)
(B) (B) (B)
(B)
(B)
(B)
50
Yz• 0 SIMPSON STRONG -BOLT 2 SS
AT 24.O.C. (a,b)
2" x 4" FULL
26'-0"
26'-0"
26'-0"
25'-2"
25'-4"
20'-7"
2"x 6" NOTCHED
26-0"
26-0"
26'-0"
26'-0"
26-0"
26'-0"
12' (A) (A) (A) (A) (A) (A) (B) (B) (B) (B) (B) (B) I
(B) (B) (B)
(B) (B) (B)
25
2"x6" FULL OR
2"x8 NOTCHED
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
TABLE 3 C
TYPE AND NUMBER OF FASTENERS REQUIRED AT LEDGER
AND ROOF PANEL RAIL TO FASCIA
OR LEDGER TO EXISTING WOOD STUD WALL FRAMING
TO TABLES 3 & 4:
a. EMBED ANCHOR 3" MINIMUM INTO
CONCRETE WALL AND INSTALL IN
ACCORDANCE WITH ESR -3037
b. USE 3" SQ.XY4" STAINLESS STEEL
WASHER WHEN INSTALLING NEW
WOOD LEDGER AGAINST EXISTING
CONCRETE WALL.
C. WHERE ROOF PANEL RAIL OCCURS,
MG SCREW-IN
ETER;L•AG
SAFETY DEPT.
LDATE
2"x8" FULL ORFOOTNOTES
2"x10" NOTCHED
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
30
2" x 4" FULL
16'-0"
16'-0"
16'-0"
16'-0"
16'-0"
16'-0"
(C) - (2) Y4• DIAMETER LAG SCEWS
(D) - %" DIAMETER LAG SCREW
(E) - W DIAMETER LAG SCREW
2" x 6" NOTCHED
10'-10"
10'-10"
10'-10"
9'-2"
9'-3"
-
2"x6" FULL OR
2"x8" NOTCHED
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
}
Q
10 PSF L.L. 20 PSF L.L. 25 PSF S.L. 30 PSF S.L. 40 PSF S.L. 50 PSF S.L.
2"x8" FULL OR
2"x10" NOTCHED
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
m 3r
WIND SPEED WIND SPEED WIND SPEED WIND SPEED WIND SPEED WIND SPEED
(EXP. B & C) (EXP. B & C) (EXP. B & C) (EXP. B & C) (EXP. & C) (EXP. B & C)
40
"
2" x 4 FULL
11'-7"
11'-7"
11'-7"
11-7"
11-T
11'-7"
w
110 120 130 110 120 1130 110 120 130 110 1120 130 110 120 130 110 120 130
2" x fi" NOTCHED
15'-6"
15'-6"
15-0"
15-6"
15-5'
15'-6"
2wx6" FULL OR
2x8" NOTCHED
19'-6"
19'-6"
19'-6"
19'-6"
19'-6"
19'-6"
5
(C) (C) (C) (C) (C) (C) (C) (C) (C) (C) (C) (C) (D) (D) (D) (D) (D) (D)
6,
(C) (C) (C) (C) (C) (C) (C) (C) (C) (D) (D) (D) (D) (D) (D) (D) (D) (D)F
2'x8" FULL OR
2'x10' NOTCHED
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
7'
(C) (C) (C) (C) (C) (C) (C) (C) (C) (D) (D) (D) (D) (D) (D) (D) (D) (D)VED
8'
(C) (C) (C) (C) (C) (C) (D) (D) (D) (D) (D) (D) (D) (D) (D) (E) (E) (E)UCTION
50
2" x 4" FULL
8'-11"
8'-11"
V-11"
8'-11"
8'-11"
8'-11"
2" x 6" NOTCHED
12'-1"
12'-1"
12'-1"
12'-1"
12'-1"
12'-1"
9'
(C) (C) (C) (C) (C) (C) (D) (D) (D) (D) (D) (D) (D) (D) (D) (E) (E) (E)
2'x6" FULL OR
2x8" NOTCHED
15'-3"
15'-3"
15-3"
1 s-3"
15'-3"
15'-3"
10'
(C) (C) (C) (C) (C) (C) (D) (D) "(D) (D) (D) (D) (E) (E) (E) (E) (E) (E)
11'
(C) (C) (C) (C) (C) (C) (D) (D) (D) (D)(D) (D) I (E) (E) (E) (E) (E) (E)
2"x8" FULL OR
2'x10" NOTCHED
20'-9"
20'-9"
20'-9"
20'-9"
20'-9"
20'-9"
12 ,
(C) (C) (C) (D) (D) (D) (D) (D) (D) (D) (D) (D) (E) (E) (E) (E) (E) (E)
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38" 55' SQ. 37'
4(7' 60" SQ. 39'
42' 64' SQ. 41"
EXISTING SLAB
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2.0"
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21/8" APART
ASTM A500 GRADE B
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INSTALL IX" x 1}2' x Ye' HD
WASHER PLATE AT ANCHORS , - .w . __..
.75" .75" BASE FLARES
157" TO3"WIDEEA.
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120 MPH
130 MPH
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EXP. C
EXP. B
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EXP. B
EXP. C
5'
2
2
2
3
3
3
6'
2
3
3
3
3
4
7'
2
3
3
4
3
4
8'
3
3
3
4
4
5
9'
3
4
4
4
4
5
10'
3
4
4
5
5
6
11'
4
4
4
5
5
6
12'
4
5
5
6
5
7
13'
4
5
5
6
6
7
a�
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2"X6.5"X0.042" SIDE PLATES
110 MPH
120 MPH
130 MPH
EXP. B
I EXP. C
EXP. B
EXP. C
EXP. B
EXP. C
5'
2
2
2
2
2
3
6'
2
2
2
3
3
3
7'
2
3
3
3
3
4
8'
2
3
3
4
3
4
9'
3
3
3
4
4
5
10'
3
4
4
4
4
5
11'
3
4
4
5
5
6
12'
3
4
4
5
5
5
13'
4
5
4
6
5
7
NOTE: 1. MINIMUM NUMBER OF REQUIRED TYPE D COLUMNS
AS SHOWN ON SHEET 7. SEE SHEET 7 FOR POST TYPES.
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#14 SMS EA SIDE
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BEAM TO POST CONNECTION 21
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3.5'
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1❑ 3" SQ. x.032"+ (2)-2" x 61/2"x 0.032" 3" SQ. x .032" + (2}2" x 6 1/2" x 0.042"
W/ (6)-#14 S.M.S. EACH SIDE. IflW/ (8)-#14 S.M.S. EACH SIDE.
USE ON CONC. SLAB ONLY USE ON CONC. SLAB OR FOOTING.
BEAM TO POST CONNECTION 21
ALTERNATE FOR SOLID -ROOFED ATTACHED COVERS WHERE MINIMUM NUMBER OF REQUIRED
COLUMNS (SHOWN AT LEFT) ARE NOT SPECIFIED
ROLL -FORMED OR
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SIMPLE SPLICE FULL MOMENT
OPTIONAL DECORATIVE FASCIA
9" 24 ( WOOD. ALUM. M HARDB D )
3' 1 1 3' 1.1• 8' 11*11
(2)#10 S.N.S.@ FA
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#t 0 SMS. II #12 S.M.S. SO. POST (8-TOTAL2
(a TOT. II ALTFJ2NATE 1/4'0 ODLT W/ WASNEit
TYP. THICKNESS =.035 (24 TOT TYP. THICKNESS =.035* EA. SIDE OF 3' SO. POST
" 6.38' u — --
II � 11 Ci --_
w _ --
ALUM. ALLOY 3004-H36 ALUM. ALLOY 300"36 w + 1 10
OR 6063-T5 FOR EXTRUDED OR 6063-T5 FOR EXTRUDED =_=== T O I
NOTE: USE SIMPLE SPLICE ONLY NOTE: FULL MOMENT SPLICE MAY OCCUR ' 1 +!
IN ALTERNATE INTERIOR BAYS AT ANY LOCATION EXCEPT AT END BAYS L - - sa Pos7
NOTCH I -BEAM FLANGE yam.
SPLICES - ROLLFORMED &EXTRUDED FASCIAS I-BEAMALUMALLOY AS NEEDED TO CLEAR
NOTE: IF SPLICE OCCURS AT ALTERNATE INTERIOR BAYS, A SINGLE 12'SIMPLE C -SPLICE (ONE SIDE OF WEB) MAY BE USED. (6061-T6) ALTERNATE SO. POST.CONNECT WEB
STL. C -BEAM TO POST W/ (2) - 5B' 0
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ALUM. ALLOY 16, 1• F---
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NOTE: IF SPLICE OCCURS AT ALTERNATE INTERIOR BAYS, A SINGLE 12- SIMPLE CSPLICE (ONE SIDE OF WEB) MAY BE USED.
SPLICE WH
Occu
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1" x 8'x.042" BEAM,
I" SC). STEEL OR
AAG BEAM.
(6}414 SDS @ EA. SIDE
TOP & BOTT. TOT.=24
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NOTE: THIS DETAIL IS LIMITED TO 10, 20 & 3psf
ROOF LNEAAND SNOW LOADS
"L.:4 FASTENERS
1;-0" 4 - #14 SDS
2'-0" 6 - #14 SDS FASTENER NO FASCIA - SEE TABLE
3'-0" 12 - #14 SDS FASTENER TO RAFTER TAILS - SEE
FASTENER SPACING = 3/4' OPTIONAL LATTICE
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6063-T6 —3W �%— 6 12'x2'x.024 2' 1' 'L' SEE TABLE
n
I - BEAM MOMENT CSPUCE "U" BRACKET - RAFTER TO BEAM RAFTER
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3.125" FOR 3 x RAFTER
2.125" FOR 2 x RAFTER
ALUM. ALLOY 3105-H25
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FAN BEAM
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THOMAS LRAY
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T 1 -BEAM 7'I -BEAM
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ON SLAB
SPACING (M.)
POST
SPACING (IN.) POST
SPACING (N.)
POST
SPACING (IN.) POST SPACING (N.)
POST
SPAGNG (IN.)
POST
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POST
(W.)
POST
m
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(SPAN) (1)
TYPE
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(SPAN) (1)
TYPE
(SPAN) (1) TYPE (SPAN) (1)
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13'-7"
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29'-6' 24
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26'-1 33 H 16'-0" 20
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13'-2" 13'$' 19
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13'-2" 13'$" 27
5
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26'-9" 26
23'$" 34 H
29'$' 27
26'-2" 35 I 16'-0" 22
15'-3' 30
12'-7' 2'-10' 21
12'-3" 12'-T 29
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11-4 "
6
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23'-0' 31 G
2T-_9 25
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25'-3" 32 G 14'-7" 20
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14'-T 28
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12'-1" 12'$" 19
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12'-1" 12•$^ 27
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22'11" 33 H
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26'
239
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24'
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223
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20'-1 32 H
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23'-0" 33 H 12'$" 21
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12'$" 28
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10'-6" 10'-10" 20
B
10'$' 10'-10" 27
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23'-0' 29
20'-3" 32
25'$' 30
22'.4" 33 12' 8' 24
12'-2" 28
10'-0' 10'-2' 22
9'-9" 10'-0' 27
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22'- 1" 27 230
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20'- 19•-7" 333 H
24'-3"24'$' 231
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224
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21'-4"21'11'
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19' 343 H
23'
232
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21 225
334 I 11'�l"
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11' U•-10" 229
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9,� 9-29'-2" 223
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9'-4 8 9'-2 $'-0" 227
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10'
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23'f"
20'-9' 1' d"
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22'-92'2.-9" 232
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20' Q.-2" 335 I 10'-10'-10" 225
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13'-2" 13'-8" 29
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23'-1" 36 I
29'-2" 29
25'14' 36 K 14'-10 22
14'-7' 31
12'-7" 111'=8"� 21
12'-3" 11'-6" 30
N
6'
25'-3" 25
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23'-0" 33 H
27'-9' 26
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25'-3" 34 H 14'-T 20
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11'-2" 10'-6" 29
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26'-4' 27
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24'-0" 34 H 13'$' 21
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11'-2" 11'-7" 21
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11'-2' 11'-7" 28
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26'-1" 31
22'-9" 35 1 12'-8" 23
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9'-10" 10'-2" 22
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9'-10" 10'-2" 28
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19'-0" 34
24'-0" 33
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11'-0" 29
9'-4" 8'-9" 23
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21'
232
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333 H
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26'-9" 26
25'-9" 29
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24'-0' 35 I
22'-4- 37 K
29'-6" 27
28•-fi^ 30
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26'4' 36 16'-0" 22
24'-8' 38 K 13'$" 24
B
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13'-4' 32
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13'-2" 13'-1" 20
12'-7^ 0'-9"
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25'-3" 27
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