12-0671 (PAT)4 P.O. BOX 1504
78-495 CALLE TAMPICO
LA QUINTA, CALIFORNIA 92253. BUILDING & SAFETY DEPARTMENT
BUILDING PERMIT
Application Number: 12-00000671 Owner:
Property Address: 51765 AVENIDA CARRANZA BRATTRUD RESIDENCE
APN: 773-164-014-2 -000000- 51765 AVENIDA CARRANZA
Application description: PATIO COVER - RESIDENTIAL LA QUINTA, CA 92253
Property Zoning: COVE RESIDENTIAL
Application valuation: 2500 D
Contractor:
Applicant: Architect or Engineer: S A E BUILDERS
2052 DAFFODIL WAY
HEMET, CA 92545
I� (760)567-0709
Lic. No.: 625328 —�
LICENSED CONTRACTOR'S DECLARATION
I hereby affirm under penalty of perjury t ce d under provisions of Chapter 9 (commencing. with
Section 7000) of Division 3 of the mess and Profy�ionals Code, and my -License is in full force and effect.
License Classi / ense No.: 625328
Date: (Y -71Z Contrac r.
r•''^ OWNER -BUILDER DECLARATION
I hereby affirm undernali of perjury that I am exempt from the Contractor's State License Law for the
following reason (;6e,;_031.5, Business and Professions Code: Any city or county that requires a permit to
construct, alta mprov, 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 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).:
l _ I 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.).
(_ 1 1, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec.
7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of
property who builds or improves thereon, and who -contracts for the projects with a contractor(sl licensed
pursuant to the Contractors' State License Law.).
(_ 1 I am exempt under Sec. , B.&P.C. for this reason
Date:
Owner:
CONSTRUCTION LENDING AGENCY
I hereby affirm under penalty of perjury that there is a construction lending agency for the performance of the
work for which this permit is issued (Sec. 3097, Civ. C.).
Lender's Name:
Lender's Address:
LQPFPMIT
VOICE (760) 777-7012
FAX (760) 777-7011
INSPECTIONS (760) 777-7153
Date: 6/15/12
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 the work 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 ULLICO CASUALTY Policy Number UWHA48600015011
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 •ree that, if Ishoutd-506mesybject to the workers'. compensation provisions of Section
Date:/ 3 of the La r Code, I sha� II o hw' comply -with those provisions.
Applicant:
WARNING.: FAILURE�E• ORKERS' COMPENSATION COVERAGE IS UNLAWFUL, AND SHALL
SUBJECT AN EM, QXE %PO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND
DOLLARS l$10Q,0& IN ADDITION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR IN
SECTION 3706 OF THE LABOR CODE, INTEREST, AND ATTORNEY'S FEES.
APPLICANT ACKNOWLEDGEMENT
IMPORTANT Application is hereby made to the Director of Building and Safety for a permit subject to the
conditions and restrictions set forth on this application.
1 . Each person upon whose behalf this application is made, each person at whose request and for
.whose benefit work is performed under or pursuant to any permit issued as a result of this application,
the owner, and the applicant, each agrees to, and shall defend, indemnify and hold harmless the City
of La Quinta, its officers, agents and employees for any act or omission related to the work being
performed under or following issuance of this permit.
2. Any permit issued as a result of this application becomes null and void if work is not commenced
within 180 days from date of issuance of such permit, or cessation of work for 180 days will subject
permit to cancellation.
I certify that I have read this application and state that the above in mat on is corr I agree to comply with all
city and count ordi ances and state laws relating to building c truction, and here authorize representatives
of this coun to a er upon the above-mentioned property fo inspection pur --
Date: Signature (Applicant or Agent):
Application Number . . . . . 12-00000671
Permit . .
. PATIO COVER
PERMIT
Additional desc .
Permit Fee . . .
. 54.00
Plan Check Fee
35.16
Issue Date
Valuation . . .
2500
Expiration Date
12/12/12
Qty . Unit Charge Per
Extension
BASE
FEE
45.00
1.00 9.0000 THOU BLDG
2,001-25,000
9.00
---------------------------------------------------------------=--'----------
Special Notes and
Comments
12 X 15' LATTICE ALUMAWOOD COVER.
-------------------------------------------------------
Other Fees .
---------
. . . . . . BLDG STDS ADMIN (SB1473)
------------
1.00
Fee summary
-----------------
Charged
---------- ----------
Paid Credited
------- --- ----------
Due
Permit Fee Total
54.00
.00 .00
54.00
Plan Check Total
35.10
.00 .00
35.10
Other.Fee Total
1.00
.00 .00
1.00
Grand Total
90.10
.00 .00
90.10
LQPERMIT
CURB CURB
i
----------------------------- --------- -----------
A VE/ 119A C/I Rr\rl NZA
- - - - - - - C€NTERUNL=------ -- - --
- - - -
0
CO
Co
Ca
rn
�
z
m
omNm
;�
PROPOSED LATTICE COVER
v
cS,�EUG�IL(/EI�cS� GENERAL CONTRACTOR
28810 Broken Arrow Circle, Menifee, CA 92584
760 567-0709 or 951 658-5807
fax 951 652-3508 lic. # 625328
APN # 773 -164 -
MAP BOOK 018/063
TRACT #0451.11
LOT #2
PROPERTY OWNER.'
LARRAINE BRATTRUD
51765 AVENIDA CARRANZA
LA OUINTA, CA 92253
760275-4161
CONTACT:
SCOTT EGBERT
SAE BUILDERS
29910 BROKEN ARROW CIRCLE
MENIFEE, CA 92584
760 567-0709
SITE ADDRESS•
51765 AVENIDA CARRA NZA
LA OUINTA, CA 92253
-
--SUMMARY TABLE- x==
EXIST/NG.• �
LOT SIZE.- 4,792 SO FT
SM 1, 405 SO FT
SCOPE OF WORK:
LATTICE ALUMAWOOD COVER
PROPOSED COVER: /99 SOFT
"".e -.-
CI�y OF LA QUIA
BUILDING &SAFETY
DEPT.
PPR®
F9pYCQIVSTBUC ON
DAT
BY_
Larraine Bm trud
51765 Avenida Carranza
La Quints, CA 92253
760275-4161
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 0.036 0.040 0.040 0.060 0.060 0.041 0.041
Trib
Width (ft)
Allowable Width
for Attached Two
Post Structures on Slab
Live or Ground Snow Load
A
10 psf 20 psf
3
42'-19' 22'-7"
3.5
36'x' 19'4"
4
32'-1" 16-11"
4.5
28'-6" 15--l"
5
26-9' 13'5"
5.5
23'4" 12'-4"
6
21'-5" 11'-3"
6.5
191-91, 19-51,
—7
164" n/a
y-"7.5
1T-1" n/a
8
1644 n/a
8.5
15'-1" n/a
9
14'-3" n/a
Table 7.1 10 Pat Slab 90C 886 5 3 2 4 3 2 2 1 2 1
25 904 5 3 2 4 3 2 2 1 2 1
26 1017 6 3 2 4 4 2 3 1 3 1
POST
CODE
POST DESCRIPTIONS
DETAIL
A
B C D
E
F
G
H
I
J
Footer
Design
0.024"Post with Sideplates
#14
3/8" B 3/8" B #14
#14
3/8"B
#14
3/8"B
#14
3/8"E
N11, AH, Ll l
Size
Uplift
SMS
BOLT BOLT SMS
SMS
BOLT
SMS
BOLT
SMS
SOLI
0.041"x3"x3" Steel Clover
d (in)
(lbs)
189
424 568 283
315
708
462
1384
507
1522
J
12
100
1
1 1 1
1
1
1
1
1
1
n/a
13
127
1
1 1 1
1
1
1
1
1
1
32
14
159
1
1 1 1
1
1
1
1
1
1
2
15
195
2
1 1 1
1
1
1
1
1
1
2
16
237
2
1 1 1
1
1
1
1
1
1
4
17
284
2
1 1 2
1
1
1
1
1
1
9
18
338
2
1 1 2
2
1
1
1
1
1
7
19
397
3
1 1 2
2
1
1
1
1
1
20 psi stab 90C
20
463
3
2 1 2
2
1
2
1
1
1
5
21
536
3
2 1 2
2
1
2
1
2
1
.7
22
616
4
2 2 3
2
1
2
1
2
1
8
23
704
4
2 2 3
3
1
2
1
2
1
10 Pat
Slab 90B
722
4
2 2 3
3
2
2
1
2
1
8
24
800
5
2 2 3
3
2
2
1
2
1
Table 7.1 10 Pat Slab 90C 886 5 3 2 4 3 2 2 1 2 1
25 904 5 3 2 4 3 2 2 1 2 1
26 1017 6 3 2 4 4 2 3 1 3 1
POST
CODE
POST DESCRIPTIONS
DETAIL
MAX
POST
HGHT
A
2"x1.5"x1.5" Scroll
AC -
9
B
0.042"x3"x8" Aluminum Post
N30, L1
11'
B
0.024"Post with Sideplates
N16. BK, L24
12'
B
Clover 0.030"x3"x3" Alum
N11, AH, Ll l
11'
B
Clover 0.040"x3"x3" Alum
N11, AH, Ll l
12'
C
Colonial 0.062" Extruded
AE
12'
D
0.041"x3"x3" Steel Clover
Nl 1, AH, L11
12'
E
0.041"x3"x3" Steel Clover
Nl 1, AH, L11
8'
H
3/16"x3"x3" Steel Square
N17, AG, L21
-15'
1
1/4'"'x3"x3" Steel Square
N17, AG, L21
15'
J
3/16'0"x4" Steel Square
N17, AG, L21
15'
K
1/2"x4"x4" Steel Square
IN17, AG, L21
I 15'
Table 7.2
27
1139
7
3
3
5
4
2
3
1
3
1
n/a
28
1270
7
3
3
5
5
2
3
1
3
1
n/a
29
1411
8
4
. 3
5
5
2
4
2
3
1
4
30
1563
9
4
3
6
5
3
.4
2
4
2
n/a n/a n/a
31
1724
n/a
5
4
7
6
3
4
2
4
2
n/a
32
1896
n/a
5
4
7
7
3
5
2
4
2
n/a
33
2080
n/a
5
4
8
7
3
5
2
5
2
as ener enmino ogy
34
2275
n/a
6
5
9
8
4
5
2
5
2
1
35
2481
n/a
6
5
9
8
4
6
2
5
2
O/C
36
2700
n/a
7
5
n/a
9
4
6
2
6
2
2
37
2931
n/a
7
6
n1a
n/a
5
7
3
6
2
5
38
3175
n/a
8
6
n/a
n/a
5
7
3
.7
3
7
39
3433
n/a
9
7
n/a
n/a
5
8
3
7
3
n/a
40
3704
n/a
9
7
n/a
n/a
6
9
3
8
3
41
3988
n/a
n/a
8
n/a
n/a
6
9
3
8
3
Table 7.2
42 4288
n/a n/a 8
n/a
n1a
7
n/a
4
9
3
1
43 4601
n/a n/a 9
n/a
n/a
7
n/a
4
n/a
4
#14
44 4930
n/a n/a 9
n/a
n/a
7
n/a
4
n/a
4
Uplift
45 5273
n/a n/a n/a
n/a
n/a
8
n/a
4
n/a
4
1
46 5633
We n/a n1a
n/a
n/a
8
n/a
5
n/a
4
1
47 6008
n/a n/a n/a
n/a
n/a
9
n/a
5
n/a
4
1
48 6400
n/a n/a n/a
n/a
n/a
n/a
n/a
5
n/a
5
1
49 6808
n/a n/a n/a
n/a
n/a
n/a
n/a
5
n/a
5
17
227234
n/a n/a n/a
n/a
n/a
n/a
n/a
6
n/a
5
1
as ener enmino ogy
2
397
19
1
4
1
1
#14 SMS = #14 sheet metal or SDS screw, 12" minimum length
463
20
TABLE 7.5: N
3/8" B = 3/8" Diameter Bolt
1
1
3
536
21
ANC 1
5
See General Notes for specs on fasteners
1
3
616
22
LIVE/
O/C
1
Table 7.4: Required Number of Fasteners for Tension Loads
2
Aluminum Gage (in)
2
1
4
0.036
0.06
0.060
0.090
0.100
1
4
K
L
M
N
O
1
5
3/8" B
#14
3/8" B
3/8"B
#14
Design Footei
BOLT
SMS
BOLT
BOLT
SMS
Uplift
Size
554
128
865
1298
255
(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
1
237
16
1
3
1
1
2
284
17
1
3
1
1
2
338
18
1
4
1
1
2
397
19
1
4
1
1
2
463
20
1
5
1
1
3
536
21
2
5
1
1
3
616
22
2
6
1
1
3
704
23
2
6
1
1
3
722
Slab
2
7
1
1
4
800
24
2
8
2
1
4
904
25
2
8
2
1
4
1017
26
3
9
2
1
5
1139
27
3
n/a
2
1
5
1270
28
3
n/a
2
2 .
6
1411
29
3
n/a
2
2
7
1563
30
4
n/a
2
2
7
1724
31
4
n/a
3
2
8
1896
32
4
n/a
3
2
9
2080
33
5
n/a
3
2
9
2275
34
5
n/a
3
2
n/a
2481
35
5
n/a
4
3
n/a
2700
36
6
n/a
4
3
n/a
2931
37
6
n/a
4
3
n1a
3175
38
7
n/a
4
3
n/a
3433
39
7
n/a
5
3
n/a
3704
40
8
n/a
5
4
We
3988
41
8
n/a
5
4
n/a
4288
42
9
n/a
6
4
We
4601
43
9
n/a
6
4
n/a
4930
44
n/a
n/a
7
5
n/a
5273
45
n/a
n/a
7
5
n/a
5633
46
n/a
n/a
7
5
n/a
6008
47
n/a
n/a
8
5
n/a
6400
48
n/a
n/a
8
6
n/a
6808
49
n/a
n/a
9
6
n/a
7234
50
STUD @ 16" O/C SPACING
#14 X 2"
1/4" LAG
SCREWS
WINDSNOWSPACING
SPACING
SPAN
2
1
Clearspan on this chart is the distance from the wall to the first row of columns.
(MPH)LOAD
CONCRETE MASONRY
(FT)
2
2
Hilti Kwik Bolt TZ 3/8" diameter and 2" embed and 1" dia steel washer: ICC ESR 1917 or otherJEXPOA(PSF)
3
ANCHORS ANCHORS
2
3
3
anchor w/ 400# allowable shear and 200# allowable tensile vs live, snow, wind and
11010
17' 10"
12'
Exp C
3
seismic loads.
90LIVE
16
24'
3
Masonry anchors must have An allowable shear value of 400# and 200# tensile for live, snow, wind
110 B 20
9" T'
13'
6'
LIVE
or seismic loads or be specified by a design professional.
110 C LIVE
T'
20'
13'
4
1/4" Lag screws must have 2 1/4" of penetration into studs and 0.5" washers
25
9" 7"
13'
24'
19'
These lag screws mustmust be installed as per AFPBA NDS Section 11.1.3. See General Note
10'
7"
20'
2
#11 for washer specifications.
30
9" 7"
12'
6'
5
10 and 20 psf are live or snow loads, 25- 60 psf are snow loads.
3
24'
18'
12'
6
For ANC3 and ANC4 wood framino imust be SG=0.5 or denser (Douglas Fir- Larchl
1 40
9" 1 7^
14•
STUD @ 16" O/C SPACING
#14 X 2"
1/4" LAG
SCREWS
SCREWS
1
1
2
2
2
2
3
3
2
2
3
3
2
2
3
3
1 Spacing between bolts and screws
shall be 2.5 times the shank
diameter
2 The edge distance of bolts and
screws shall be 3 times the
shank diameter
3 Connections shall be arranged so that the
center of resistance of the connection shall
coincide with the resultant line of action
of the load.
OCT 20 2011
ABLE 7.6: WALL ATTACHMENTS
FOR LATTICE COVERS
GRND
Wind
# of
2 Lag 3 Lags
SNOW
Speed
Screws'
ALUMINUM RAFTER SPACING
LOAD
and
per
12" 1 16" 1 24" 1 30" 1 36"
(PSF)
Exposure
Rafter
MAXIMUM ALUMINUM
24' 24'
RAFTER SPAN
17' 14'
11'
10
110 mph
2
LIVE
Exp C
3
24' 24'
24' 19'
16
20
2
18'
13'
9'
7'
6'
LIVE
3
24'
19'
13'
10'
8'
4
24'
19'
13'
10'
8'
25
2
17'
13'
9'
7'
6'
3
24'
18'
12'
10'
8'
4
24'
18'
12'
10'
8'
30
2
14'
11'
7'
6'
5'
3
20'
15'
10'
8'
7'
4
20'
15'
10'
8'
7'
40
2
11'
8'
5'
4'
4'
3
15'
12'
8'
6'
5'
4
15'
12'
8'
6'
5'
60
2
T
5'
4'
3'
2'
3
10'
8'
5'
4'
4'
-screws are u1q screws wr 1.o emoeament into a=u.o sono w000 tuougias rip
TABLE 7.7 STUCCO ATTACHMENT TO WALL
ALLOWABLE DISTANCE TO FIRST ROW OF POSTS
Ground Snow
Load (psf)
o/c
oc
2 Lag 3 Lags
3 Lags 4 Lags
Exp B Exp
Live 10
Live 10
Live 10
Live 10
Live 20
25
30
40
60
13'5"
11'
10'
8'-7"
7'-1"
7'-8"
6'b"
4'-10"
1 '4"
20'-2"
161$'
14'-10"
13'-1"
10'-7"
11'-7"
9'-9"
T5".
1 5'
17-6"
11'
10'
8'$'
7'-1"
7'-8"
&-61
4'-10"
1 3'4"
18'
14'-6"
13'4"
11'-7"
9'-5"
10'-3"
8'-V'
6-T'
4'S"
90 MPH N/A
110 MPH 90 MPH
100 MPH
10 mph
110 mph
110 mph
110 mph
110mph
110 mph
Lay = uv guy anew wrur 4.4a puneuauon into a=u.o woos tuougia5 np
Lattice Structures always use 90 mph Exposure B for the wind condition
Amerimax Building Product -
5208 Tennyson Parkway
Plano, Texas 75024
Carl Putnam, P. E.
3441 Ivylink Place
Lynchburg, VA 24503
(434)384-2514
carlioutnam0cotncast.nell
M3-2009
Alun. Bracket
(t = 0.0609
DETAIL L9
Lattice or
Solid Panels i
#8 SMS
3' x 8' Header #1
(0.042')
I FOUR #14 SMS
EACH SIDE FOR -
EACH HEADER
3"x3" POST
2' x 6.5' SIDEPLATES
(3004-H34 ALUM, ALLDY)
Lattice or
Solid Panels
0.042"x3"x8" HEADER -\
Alun,
6" MIN
I 13' x 8' Header
(0.042')
2' x 6' Side Plate
2" MIN #14
I I
3' x 8' H
I I
I I 3"x3"
2x6.5" SIDEPU
I I
FOUR #14 SMS EACH SIDE FOR 110 MPH EXP
C SLAB ATTACHMENT AND UP TO d=28'
FOOTING,
J'0 GALVANIZED HILTI HIT-HY 150 MAX
ADHESIVE ANCHOR (ICC ESR 2262) W/
2.25' EMBED AND V 0 WASHER OR
EQUIVALENT
ALUMINUM BRACKET FOR CONNECTING
POST TO F❑❑TING OR SLAB
(6063-T6 ALUM ALLY)
3"X 3" 2"X 6.625"
POST ISIDEPLATES
J�ALUM. FOOTING
/I BRACKET
SINGLE SPAN ATTACHED UNITS ONLY �o�°�
REQUIRES SIDEPLATES AS SHOWN IN °
DETAIL L26 SLAB OR FOOT NG
ALTERNATE 1.5" 3"x3" ALUMINUM RAFTER
L30 RAFTER TWO #10 OR #14 SMS
ATTACHMENT LATTICE HEADER
TOP MOUNT BRACKET
0.
21' STEEL Fy = 33 ksi
8. BRACKET\\ IS 1.094' WIDE
\/ 8" ^ 2ra 1EuGw Bovet /eua nr)
ALUM ` s¢ erNERAL NOTE y
RAFTER wuecae #140.5" sore""
SMS TDP MOUNT #14.3.5• eaen
0.042"x3"x8"�4J
HEADER - I
6" MIN
2"X 6 1 /2"X .024"
ALUM. SIDEPLATE
3" x 8" HEADER
CONNECTION
0
Live
...............
Load
I-
0.024"
MAX "L" FOR TOP
----................
OR SIDE MOUNT
Wind Speed
(psf)
0.024'
0.024"
10
.._..- ............................---._....._.......-_.
105 mph Exp B
110 mph Exp B
6 5/8" SEE3"
4
E
_.90 mph xp C._......._..........._........_..-__.. 105 Tn h ExpC
-p . . . 110 mphExp C
15.10'•T".__....__...
s^
DETAIL
110 m h Exp C
6 5/8"
(Fy=33 KSI) "L" BRACKET
L26
1
2" SPACING
3"
Z3'SQUARE COLUMN
IDE MO N B CKET /
L24
(3004-1-134 ALUM. ALLOY)
Alun. Bracket
(t = 0.0609
DETAIL L9
Lattice or
Solid Panels i
#8 SMS
3' x 8' Header #1
(0.042')
I FOUR #14 SMS
EACH SIDE FOR -
EACH HEADER
3"x3" POST
2' x 6.5' SIDEPLATES
(3004-H34 ALUM, ALLDY)
Lattice or
Solid Panels
0.042"x3"x8" HEADER -\
Alun,
6" MIN
I 13' x 8' Header
(0.042')
2' x 6' Side Plate
2" MIN #14
I I
3' x 8' H
I I
I I 3"x3"
2x6.5" SIDEPU
I I
FOUR #14 SMS EACH SIDE FOR 110 MPH EXP
C SLAB ATTACHMENT AND UP TO d=28'
FOOTING,
J'0 GALVANIZED HILTI HIT-HY 150 MAX
ADHESIVE ANCHOR (ICC ESR 2262) W/
2.25' EMBED AND V 0 WASHER OR
EQUIVALENT
ALUMINUM BRACKET FOR CONNECTING
POST TO F❑❑TING OR SLAB
(6063-T6 ALUM ALLY)
3"X 3" 2"X 6.625"
POST ISIDEPLATES
J�ALUM. FOOTING
/I BRACKET
SINGLE SPAN ATTACHED UNITS ONLY �o�°�
REQUIRES SIDEPLATES AS SHOWN IN °
DETAIL L26 SLAB OR FOOT NG
ALTERNATE 1.5" 3"x3" ALUMINUM RAFTER
L30 RAFTER TWO #10 OR #14 SMS
ATTACHMENT LATTICE HEADER
TOP MOUNT BRACKET
0.
21' STEEL Fy = 33 ksi
8. BRACKET\\ IS 1.094' WIDE
\/ 8" ^ 2ra 1EuGw Bovet /eua nr)
ALUM ` s¢ erNERAL NOTE y
RAFTER wuecae #140.5" sore""
SMS TDP MOUNT #14.3.5• eaen
0.042"x3"x8"�4J
HEADER - I
6" MIN
2"X 6 1 /2"X .024"
ALUM. SIDEPLATE
3" x 8" HEADER
CONNECTION
0
Live
...............
Load
DRAINAGE
MAX "L" FOR TOP
----................
OR SIDE MOUNT
Wind Speed
(psf)
and Exposure
16" o/c 124"o/c
10
.._..- ............................---._....._.......-_.
105 mph Exp B
110 mph Exp B
21'-8" L 14'-r
.......... --- -- -..-...------
20'-1-'t13---,V-
PERMANENTLY SEALED
E
_.90 mph xp C._......._..........._........_..-__.. 105 Tn h ExpC
-p . . . 110 mphExp C
15.10'•T".__....__...
s^
20
110 m h Exp C
11-.4'•
t1 N❑T ALLOWED IN SNOW LOAD AREAS
L 1* SEE GENERAL NOTE #9 FOR
ATTACH PER C❑RR❑SION PROTECTI❑N
TABLE 7.5
V MIN GAP BETWEEN EXISTING EAVE
LEDGER AND ROOF FOR WOOD FRAMING
L27 ALTERNATIVE SPLICE FOR ATTACHED UNITS EAVE ATTACHMENT 3/¢"
EAVE OVERHANG AND
'L' MUST ALSO COMPLY
WITH DETAIL L17 LEDGER BOARD
ICC ESR 1398 (2009 IBC) 10/11/2011 Page 17 of 60
4- #14 SMS
EACH SIDE
WITH SILw
OCT 20 201
STEEL POST
3/8' x 9' STEEL
REBAR EMBEDDED AT
—80 2.75'
—1 •
—I1.0"
ALUMINUM
ACKET
SEE SHET M8 FOR
REQUIRED SLAB
FOR CONSTRAINED
'B' DEPTH
d<33' B= 9'
d < 38' B = 12' I B
d<46' B=18' D Q.
d<51' B=24' 4 G p' d
3" v a
9.. I.
CONCRETE FOOTING
L29 d
FREESTANDING OR ATTACHED STRUCTURE
COLUMN TO FOOTING CONNECTION DETAIL
��mel`.aX 5208 TENNYSON PARKWAY
<- BUILDII�C NRODUCTS, I\C. SUITE 100
PLANO, TEXAS 75024
BEJ/CP
NTS Component Parts & Connection Details
For Patio & Commercial Lattice Structure
Engineer's Stamp DATE MEt. sNor
LT03-2009 3 of 3
DRAINAGE
ALUM
ALL HOUSE PENETRATIONS
RAFrEF
MUST BE COMPLETELY AND
#14X1.5" SCREWS Al
PERMANENTLY SEALED
6 PLACES
0.125"x1.5"x1.5" STEEL
(Fy=33 KSI) "L" BRACKET
2" SPACING
n28 BETWEEN SCREWS
IDE MO N B CKET /
L27 ALTERNATIVE SPLICE FOR ATTACHED UNITS EAVE ATTACHMENT 3/¢"
EAVE OVERHANG AND
'L' MUST ALSO COMPLY
WITH DETAIL L17 LEDGER BOARD
ICC ESR 1398 (2009 IBC) 10/11/2011 Page 17 of 60
4- #14 SMS
EACH SIDE
WITH SILw
OCT 20 201
STEEL POST
3/8' x 9' STEEL
REBAR EMBEDDED AT
—80 2.75'
—1 •
—I1.0"
ALUMINUM
ACKET
SEE SHET M8 FOR
REQUIRED SLAB
FOR CONSTRAINED
'B' DEPTH
d<33' B= 9'
d < 38' B = 12' I B
d<46' B=18' D Q.
d<51' B=24' 4 G p' d
3" v a
9.. I.
CONCRETE FOOTING
L29 d
FREESTANDING OR ATTACHED STRUCTURE
COLUMN TO FOOTING CONNECTION DETAIL
��mel`.aX 5208 TENNYSON PARKWAY
<- BUILDII�C NRODUCTS, I\C. SUITE 100
PLANO, TEXAS 75024
BEJ/CP
NTS Component Parts & Connection Details
For Patio & Commercial Lattice Structure
Engineer's Stamp DATE MEt. sNor
LT03-2009 3 of 3
L16
5.5"
- 1.575" --i— 2.843"
2.25
"A
091—
13.0410'x3'
91-
0.041x3'x3' _
STEEL POST
2.5"
0.875"
0.042•x3•xe• Box I I
BEAM WRAP 7.75"
DETAIL LI
3/8' BOLTS W/ 1' DIA.
x 3/32' THK, STL, WASHER
TO 8' STEEL 'C' BEAM
SEE TABLE 7.4 COLUMN 'N'
FOR QUANTITY
FOR #14 SELF DRILLING
SCREWS SEE TABLE 7,4
COLUMN 'L'.
0.097"
2X DF WOOD
FASCIA
20 GA ASTM A653 GRADE 33 STEEL BRACKET
FOUR #8 WOOD SCREWS INTO RAFTER AND
2X FASCIA
ONE PER RAFTER
RAFTER ROOF COVERING IS A MAXIMUM
DETAIL "A" OF 3 PSF HEAVIER ROOF COVERING
U+jj ALTERNATE 3' SQ POST CONNECTJ�R� n �DEIAIL
BRACKET (6063T6 ALUM) BC'T 0 2IRIGHT
1.0
IF DETAIL L29 IS NOT USED ATTAC
SEE GENERAL NOTE #23
HANG82—
` H 0.019' ALUM L OVER
' SIDE PLATES AS PER DETAIL L26
0.750" VINYL COVER
3/8' BOLTS SEE TABLE 7.3 COLUMN 'H'
FOR QUANTITY
—
OR #14 SELF DRILLING SCREWS
SEE TABLE 7.3 COLUMN 'G'
FOR QUANTITY
3'x8' 12 (t=0.105') OR
16 GAUGE (t=0.059')
STEEL C BEAM
Fy= 50 KSI
a
3" X 8" X 12, 16 GA. STL. 'C' BEAM
WRAP W/ 3" X 8" ALUM. BOX BEAM
T-
3" or 4"
921 I'
1 11
3' OR 4' ASTM A500 GRADE A
STEEL POST
SEE GENERAL NOTE #9 FOR
CORROSION PR❑TECTI❑N
ICC ESR 1398 (2009 IBC) 10/11/2011
SHALL REQUIRE ADDITIONAL
ENGINEERING ANALYSIS
2"x WOOD FRAMING
DOUGLAS FIR -LARCH
#2 OR 8715
L�F�OR
SEP Tnm.E 11
ALUMINUM R ren FAST 0 OVERHANG SEE
�
SCHEDULE o RIGHT
ALTERNATE EAVE ATTACHMENT
HEADER SPUCE MUST BE
919 HEADER SPLICE DETAIL 2- 114 SMS0 CENTERED ON POST
EACH SIDE
3' X 8' HEADER o
0
2- 2" X 6 tl2' SIDEPIATES •X 3"
ONE EACH SIUDE OF POST
COLUMN
SEE ALLOWABLE DISTANCE TO FIRST
ROW OF POSTS IN TABLE 7.7
Page 16 of 60
Live/Snow Load
—---------
Sent with permanently
MAX DISTANCE TO FIRST ROW OF POSTS "L"
aterproof
SIZE
..'-'.........._..-
'-""..............t............-__'•1_-
! EAVEOVERHANG_
12' 16"
CONTINUOUS 2"x6" DOUGLAS FIR LEDGER
30"
OR PROVIDE SIMPSON STRONG TIE
MSTA36 (ICC ESR 2105) AT SPLICE
EXISTING DF
LOCATION
Z1/4'LoLg
FRAMED WALL
COVER W/0.019"ALUMINUM
23'-10"
SEE GENERAL NOTE #23
` Uiii ces105 Exp C
Screw
25' 0'
1
I
ATTACH LATTICE COVER
3.5' MIN
AS PER L7
25'4
Completely Seal with
2x4
permanently flexible &
193'
waterproof sealant
2.5' MIN PENETRATION
1.00'min.
INTO WOOD FRAMING
L22 STUCCO ATTACHMENT DETAIL
W/ MIN SG = 0.5
WITH LEDGER BOARD
�
2a-0'
Synthetic Stucco or
18'-7'
other non-structural covering
2x8
(1' max. thick)
29-0'
Sheathing
SEE ALLOWABLE DISTANCE TO FIRST
ROW OF POSTS IN TABLE 7.7
Page 16 of 60
Live/Snow Load
—---------
RAFTER
MAX DISTANCE TO FIRST ROW OF POSTS "L"
Sa4d Cotler IAmd
_......... ....................... ...... .....
SIZE
..'-'.........._..-
'-""..............t............-__'•1_-
! EAVEOVERHANG_
12' 16"
............,......_.............._..
r za"
30"
10 pst
2x4
2x8
25'-0
_ 25-0'
2a9'
25' 1Y
121
25'4Y
23'-10"
1T-1"
` Uiii ces105 Exp C
2x8
25' 0'
25'A'
_ 25',0'
25'A'
25'4
.............. 10 pst
2x4
2a -a
193'
111-8"
r -i"
70
2x6.
201.0'
2a -a
2a-0'
200
18'-7'
Lair4j110 Ex C
2x8
2a -U
29-0'
20'-0'
2014
2a4Y
20 pat
2x4
IENY
11'40'
V-10"
4'4'
7-1*
___.......-.._..._..__..__...._....__......__�..._
2x6
•2x8
'19-a
.._...�_._._.
16-(Y
18'-0'
_._......__
18'-0'
18'-0'
..._._�_..
18'-0'
13'9'
9'-10"
25 pat...........................2xd..........
__.__............
2x6
18'-0'
....._.................................._............._..........,.._.._..._..._...._........................._......
194Y
11'-3'
18'-0'
8'8'
16-0'
3'9'
13'-0"
0"
5-2"
2x8
18'-01
18'-0'
18'-0'
18'-0'
........... ..._.._w_P9......._.._........
....... Ac4._-
2x6
2x8
16'-0'
56-0'
16'1&
9'-r
16'fi
164Y
_ .. -t'
5....................._......_
15'4'
18'-0'
'
z9.....................................
70'-0'
18'-0'-
a-0'
T -r
- _
216
14'-0'
14'-9
11'-1"
i3'
4'$'
2x8
14'-0'
14'0
14'-V
14'4Y
10`4"
60 pat
—
2x4
9'-10"
4'-0'
a-0'
a-0"
a-0'
2x8
41'-0'11'-a
b'9'
_
4'4'
...
2'-7
Engineer's Stamp
ALUMINUM. "H" BRACKET FOR
CONNECTING POST TO HEADER
(6063T5 ALUM ALLOY).
THIS DETAIL MAY ONLY BE
USED WITH DETAIL L29
I' )� mei im` x 5208 TENNYSON PARKWAY I
mall SUITE 100
BUILDING PRODUCTS. INC. PLANO, TEXAS 75024
BEJ/CP
NTS
LT02-2009
2 of 3
14 SMS
�-
3" X 8" BOX
6"
BEAM HEADER
ALUM. "H"
BRACKET
p60
0,041'x3"x 3"
STEEL POST
Engineer's Stamp
ALUMINUM. "H" BRACKET FOR
CONNECTING POST TO HEADER
(6063T5 ALUM ALLOY).
THIS DETAIL MAY ONLY BE
USED WITH DETAIL L29
I' )� mei im` x 5208 TENNYSON PARKWAY I
mall SUITE 100
BUILDING PRODUCTS. INC. PLANO, TEXAS 75024
BEJ/CP
NTS
LT02-2009
2 of 3
3"
kx _
00
L1 HEADER
(3004-H34 ALUM. ALLOY)
FOUR #£
k SEE TABLE
BELOW FOR
2 1 4" 1 -�1 SCHEDULE
BRACKET USED W\2' X 6 1/2' RAFTERS
2-
t=0.024',
0,032' or
0.040' 00
co
O RAFTER & SIDEPLATES
(3004-H34 ALUM. ALLOY)
'LATTICE TUBES
L3 1.5'x1.5' E3' o/c
2'x2' 614' o/c
3'x3' 616' o/c DETAIL L4
.018' IOM 2'X3' 115. 0/C
MAX RAFTER SPACING
3X3 MAY SPAN 30' W/ SINGLE
LATTICE RAFTERS
ALL MAY
3105 H24 SINGLOEMERS RAFTERS SPAN 36' W/
ALUM ALLOY ALLTMAY SPAN 48' W/ DOUBLE
L4 POST/RAFTER/LATTICE TUBE
(3004-H34 ALUM. ALLOY)
RAFTER TO
HEADER
I8" CONNECTION
BRACKETS
6063T6
ALUM ALLOY
T=0.060'
L9
BRACKET USED W/ 3'x8'
AND 3'x3' RAFTERS
ATTACHED STRUCTURE POST
TO DECK FLOOR JOIST
DOUBLE
HEADERS USE
ONE BRACKET
PER HEADER
SEE GENERAL NOTE #19 AND
LATTICE NOTE #3
UNITS MUST COMPY WITH
TABLES L1 AND L2 ON SHEET
M5
MAX WIND SPEED
IS 90 mph
EXPOSURE C
ICC ESR 1398 (2009 IBC) 10/11/2011
�O6
QF/
SEE TABLE 7.6 FOR
REQUIRED FASTENERS
A
VI TWO #8 SMS
FOFCAIIFCp�\P EACH SIDE
1 1/2' FOR 2 X RAFTERS
OCT 20 2011 2 3/4' FOR 3 X RAPIERS
#8 SCREWS W/ 156-" DIAMETER WASHERS
SCREWS J" LONGER THAN LATTICE HEIGHT
L6 LATTICE TO
RAFTER CONN.
CONTINUOUS 2'x6" OR 2x8" 'ALL
DOUGLAS FIR LEDGER OR
Allowable TribWdth
Wind
; 4
No. of"Screws i
Speed 1(in}
Header
_T_F_3;
4 1 5
90 MPH 0.040
Double 2x6
13'
15'
15'
15'
Exp C 0.042
0.042
0.042"xWx8"
._........._....._.._..._...._.......___..._..._.._..__..._
Oouble 3x8
7'
14'
11'
t5'
14'
................_..-......
15'
15'
15'
11OMPH 0.040
Double 2x6
10'
15'
15'
15'
&P—C 0.042
............................................_........._..........._.................................._...
0.042
0.042"x3"x8"
Double 3x8
5'
10'
B'
_.._.._.._
15'
10
...__....
15'
13'
--............
1 IS'
I
j
No. of #14 Screws l
1 tOMPFt 16G rtfn
Ezp CI. 16G nin
8" Steel C
Double Steel C
15'
15'
I
ATTACHED STRUCTURE POST
TO DECK FLOOR JOIST
DOUBLE
HEADERS USE
ONE BRACKET
PER HEADER
SEE GENERAL NOTE #19 AND
LATTICE NOTE #3
UNITS MUST COMPY WITH
TABLES L1 AND L2 ON SHEET
M5
MAX WIND SPEED
IS 90 mph
EXPOSURE C
ICC ESR 1398 (2009 IBC) 10/11/2011
�O6
QF/
SEE TABLE 7.6 FOR
REQUIRED FASTENERS
A
VI TWO #8 SMS
FOFCAIIFCp�\P EACH SIDE
1 1/2' FOR 2 X RAFTERS
OCT 20 2011 2 3/4' FOR 3 X RAPIERS
#8 SCREWS W/ 156-" DIAMETER WASHERS
SCREWS J" LONGER THAN LATTICE HEIGHT
L6 LATTICE TO
RAFTER CONN.
CONTINUOUS 2'x6" OR 2x8" 'ALL
DOUGLAS FIR LEDGER OR
3' x 3' METAL POST
PROVIDE SIMPSON STRONG
; 4
DETAIL L25
L73
SPLICE LOCATION
EIGHT 914 SMS
COVER W/ 0.019" ALUMINUM
00,
TVO 3/8'x5' EMBEDMENT
O O
LAG SCREW W/ 1'0, ONE
WOOD STUD SEE TABLE
ON EACH SIDE OF POST.
2 -
FOR QUANTITY
SDE
0CLAS FIR
ALUM.
EXISTING
RAFTER
STRUCTURE
LUMBER FLOOR
RAFTER
JOIST OR HEADER
ATTACHED STRUCTURE POST
TO DECK FLOOR JOIST
DOUBLE
HEADERS USE
ONE BRACKET
PER HEADER
SEE GENERAL NOTE #19 AND
LATTICE NOTE #3
UNITS MUST COMPY WITH
TABLES L1 AND L2 ON SHEET
M5
MAX WIND SPEED
IS 90 mph
EXPOSURE C
ICC ESR 1398 (2009 IBC) 10/11/2011
�O6
QF/
SEE TABLE 7.6 FOR
REQUIRED FASTENERS
A
VI TWO #8 SMS
FOFCAIIFCp�\P EACH SIDE
1 1/2' FOR 2 X RAFTERS
OCT 20 2011 2 3/4' FOR 3 X RAPIERS
#8 SCREWS W/ 156-" DIAMETER WASHERS
SCREWS J" LONGER THAN LATTICE HEIGHT
L6 LATTICE TO
RAFTER CONN.
CONTINUOUS 2'x6" OR 2x8" 'ALL
DOUGLAS FIR LEDGER OR
Req'd .._.
4" # of
i 1 bolt
PROVIDE SIMPSON STRONG
; 4
TIE MSTA36 (ICC ESR 2105) AT
4
SPLICE LOCATION
8
COVER W/ 0.019" ALUMINUM
8
1/4' LAG SCREW
W/ 2.25' EMBED INTO
WOOD STUD SEE TABLE
7.5 COLUMN ANC4
2 -
FOR QUANTITY
SDE
ALUM.
EXISTING
RAFTER
STRUCTURE
RAFTER
HANGER
10 X 1'SCR
(DETAIL L7)
SIDE
L10 ALTERNATE RAFTER TO WALL CONN.
STUD
1' MIN
SEE GENERAL -
N❑TE #23 '
-,LATTICE
M. RAFTER
r3.00
0,72 1.56—{ 0.72
—�0.93f—II
0.72
I 93 156 3A0
—j 0.28 1�
0,37 1-
0.72
—� I-0.17
t = 0.030' ALUM
= 0.040' ALUM
= 0.041' STEEL
SIX 1/4' LAG SCREWS
(2.25' OF PENETRATIONL� 3" ALTERNATE POST
INTO WALL STUD W/
MIN SG = 0.5) (3105 H25 ALUM. ALLOY OR
A-653 Fy=40 KSI STEEL)
3' X 8' ALUM
RAFTER BRACKET
DETAIL L7
3' X 8' ALUM HEADER
L15 POST ALTERNATIVE FOR
SLAB ATTACHMENT ONLY
\-#14 SHEET METAL SCREW
MAXIMUM WIND CONDITION IS 110
MPH EXPOSURE C
Page 15 of 60
Engineer's Stamp
L= 1.92' FOR 2" X 6 1/2' RAFTERS
L= 2.92' FOR 3' X 8' RAFTERS
(6063-T5 ALUM. ALLOY, 't'= 0.0781
L7 RAFTER HANGER
K;
1/4' BOLTS ASTM A307 SEE BELOW FOR QUANTITY
POST
DOUBLE OR SINGLE
3'X8' STEEL C
BEAM, BOLT LAYOUT
FOR SPLICED AND
NON -SPLICE O
ATTACHMENT L8
ALUM RAFTERS ° °
5'
0 0
0.040'x2'x6.625'
DOUBLE HEADER
0.041'x3'x3'
STEEL POST
t2'
EIGHT #14 SMS
0,042'x3'x8'
DOUBLE HEADER
0 0
0.041'x3'x3'
STEEL POST
' AmelZmaX 5208 TENNYSON PARKWAY
I0,
J
BUILDI\`C PRODUCTS: hNC. SUITE 100
PLANO, TEXAS 75024
wM er: Twtc:
NTS IFor V` io � & Commercial Lattice Structure
n LT01-2009 "1 of 3
Beam
Type
Req'd .._.
4" # of
i 1 bolt
All C Beams "On Slab"
; 4
16G Steel 3x8
4
12G Steel 3x8
8
Double 12G Steel 3x8
8
ALUM RAFTERS ° °
5'
0 0
0.040'x2'x6.625'
DOUBLE HEADER
0.041'x3'x3'
STEEL POST
t2'
EIGHT #14 SMS
0,042'x3'x8'
DOUBLE HEADER
0 0
0.041'x3'x3'
STEEL POST
' AmelZmaX 5208 TENNYSON PARKWAY
I0,
J
BUILDI\`C PRODUCTS: hNC. SUITE 100
PLANO, TEXAS 75024
wM er: Twtc:
NTS IFor V` io � & Commercial Lattice Structure
n LT01-2009 "1 of 3
I er1"tre rnveo o n encT 1:Derlhlas enP PATIn win rntuledcPriai rnvcws an edata whin eacee
0.042'W'W" Box Beam Detail L1 Double 0.042"x3"x81. Detail L12 / Double 0.040'72"x6.625" Detail L72
0.042"x3"x8" Box Beam Detail L1
Double 0.042"xT'x8" Detail L12 Double 0.040"x2"x6.625" Detail L12
TABLE 2.1 Attached Single Freestanding or Attacked Singlfl Freestanding or Attached Freestanding or TABLE 2.1
Attached Sinsle Freestanding or
Attached Single Freestanding or necned Single Freestanding or
Span Structure Multis an Units _ _- Span svecture Multis an Units Structure Multis an UniIS
span slruaure Mullis an Units
s en sl acture Multis an Units San Structure Multis an Units
GROUND TRIB MAX POST MAX MAX POST LENGTH MAX r �� MAX POST LENGTH MAX MAX POST LENGTH GROUND TRIG ,MAX POST
MAX MAX POST LENGTH
MAX MAX POST LENGTH MAX MAX POST LENGTH
SNOW WIDTH POST REO'D POST MIN FOOTER 8' I 10' I 12' POST MIN FOOTER B. I 10' I 12' POST MIN FOOTER B: I f0' I 12' W WIDTH POST REO'
POST MIN FOOTER S' I' 10' I 12'
POST MIN FOOTER 81 I 10' I 12' POST MIN FOOTER 8' I 10' I 12'
LOAD (FT) SPACING FOR SPACIN POST SIZE CONSTRAINED FOOTERSPACINGPOST SIZE CONSTRAINED FOOTERSPACING POS SIZE CONSTRAINED FOOTE D (FT) SPACING FOR
SPACIN POS SIZE CONSTRAINED FOOTE
SPACIN POST SIZE CONSTRAINED FOOTE SPACING POS SIZE CONSTRAINED FOOTER
(PSF) ON SLAB SLAB (FT) TYPE 'd' 'tl" "d" "d" (FT) TYPE 'd" "d' "d" 'd' (FT) TYPE "d' 'd "d' 'd" ) ON SLAB SLAB
L
(FT) TYPE "d" "d' "d" 'd"
(FT) TYPE 'd" 'd' "d" 'd' (FT) TYPE 'd' 'd 'd' 'd"
(FT) in) (in) (in) (in) (in) (in) Iln) in in) (in (in) (in) (FT
(in n
(i) (in) in)
in) (in) in (in) (in) (in) (in)
SURE B
A
20
24
A
1315"
A
18
23
25
26
20'-10'
A
21
25
27
28
LIVE
13.5
19'-5"
A
174'
A
18
23
24
25
19'-3"
A
21
25
26
28
22
4
17'-0"
A
11'4"
A
18
22
24
25
18'-0"
B
22
25
26
27
8
4.5
15'-1"
A
10'-7"
A
19
22
23
25
16'-11"
B
22
24
26
27
24
5
13'-7'
A
9'-11"
A
19
22
23
24
16'-0"
B
22
24
25
27
24
5.5
174"
A
914'
A
19
21
23
24
15'-2"
B
23
24
25
26
C
6
11'4'
A
8'-91'
A
19
21
22
24
14'S"
B
23
23
25
26
A
+6.5_
10'5"
A
8'4"
A
20
21
22
24j
T_M1
8
23
23
25
26
24
7
91"
A
T -11"I
T-"
A
20
21
22
23 (
13'-3"
C
23
23
24
26
25
"7:5-
19'-1"
A
7'-7"
A
20
20
22
23
-12'-9"-
-C
24
24
24
26
23
8
81S"
A
7'3"
A
20
20
22
23
17-3"
C
24
24
24
25
7
8.5
B'-0'
A
6'-11'
A
20
20
22
23
11'-10"
C
24
24
24
25
B
9
7'1"
A
64"
A
20
20
21
23
111-5"
C
24
24
24
25
C
9.5
T-2'
A
6'5'
A
20
20
21
22
11'-1"
C
24
24
24
25
A
10
61-9'
A
6'-2'
A
20
20
21
22
10'-9"
C
25
25
25
25
26
11
6'-Y
A
5'-9"
A
21
21
21
22
10'-1'
C
25
25
25
25
27
12
B
26
5'S'
A
21
21
22
23
9'-7'
C
25
25
25
25
25
13
S -Y
27
5'-1"
A
21
21
22
23
9'-1'
C
25
25
25
25
A
6'S'
A
23
23
23
24
10'9"
C
27
27
27
27
9'9'
C
26
10'-8"
A
20
24
25
27
17'3'
A
20
23
25
26
16-11,
A
21
23
24
26
15'-2"
B
21
23
24
25
1414"
8
21
22
24
25
1315"
B
22
22
24
25
13'1"
8
22
22
23
25
175'
B
22
22
23
24
11'-11"
8
23
23
23
24
11'5"
B
23
23
23
24
11'-1"
B
23
23
23
24
10'9'
B
23
23
23
24
1111.
C
23
23
23
24
10'-1'
C
24
24
24
24
Ir-,..
C
24
24
24
24
913"
C
24
24
24
24
8' 9"
C
24
24
24
24
B'4"
C
25
25
25
25
20
3
11'-10"
A
13'5"
A
20
25
27
28
20'4"
A
23
28
29
31
18'-2"
A
22
26
27
29
LIVE
3.5
191-5"
A
174'
A
20
25
26
28
18'-9"
A
23
27
29
30
16'-10"
A
23
25
27
28
24
4
171-0'
A
11'4"
A
21
24
26
27
17'5"
B
24
27
28
30
15'1"
A
23
25
27
28
24
4.5
15' 1"
A
101•7"
A
21
24
25
27
16'-5"
B
24
26
28
29
14'9"
A
24
25
26
28
23
5
13'-7"
A
9'-11"
A
21
24
25
26
15'5"
B
25
26
28
29
131-11"
B
24
24
26
27
23
5.5
12'4"
A
9'4"
A
22
23
25
26
14'4)"
B
25
26
27
29
13'3"
8
24
24
26
27
23
6
11'4"
A
8'-911
A
22
23
25
26
14'-0"
B
25
25
27
26
17-81,
B
25
25
25
27
23
_
10'-5"
A
6'4'
A
22
23
24
2626
9'S"
C
20
26
27
28
17-1'
8
25
25
25
27
22
7
9'-8"
A
T-11"
A
22
23
24
2
17-10'
B
26
26
26
28
11'-7"
B
25
25
25
26
22
7.5
9'-1"
A
7'-7"
A
22
22
24
2
8'-7*
C
26
26
26
28
1111.
8
25
25
25
26
22
8
81S"
A
7' 3"
A
23
23
24
25
11'-11"
C
27
27
27
27
10'-9"
B
26
26
26
26
22
8.5
8'-0"
A
6'-11'
A
23
23
23
25
11'5"
C
27
27
27
27
1015"
B
26
26
26
26
22
9
71"
A
6'S"
A
-23
23
23
25
11'-1'
C
27
27
27
27
101-1"
B
26
26
26
26
22
9.5
T-2"
A
6'S'
A
23
23
23
24
10'9"
C
27
27
27
27
9'9'
C
26
28
26
26
22
10
6'-9"
A
6'-2'
A
23
23
23
24
15
0'"
C
27
27
27
27
9'S"
C
27
27
27
27
11
6'-Y
A
5'-9'
A
23
23
23
24
9'-10"
C
28
28
28
28
9'-0"
C
27
27
27
27
12
5'S'
A
5'S'
A
23
23
23
25
9'3"
C
28
28
28
28
a'S"
C
27
27
27
27
13
5'-Y
A
5'-1'
A
24
24
24
25
8'-10'
C
26
28
28
28
8'-11,
C
27
27
27
27
20
3
11'-10"
A
9'-1"
A
16
21
23
24
14'-10"
B
18
24
25
26
174"
B
18
22
24
25
LIVE
3.5
10'-7'
A
e'-2'
A
16
21
22
23
13'-7"
B
19
23
25
26
173"
B
18
22
23
24
24
4
8'-11"
A
7'S"
A
16
20
22
23
174"
C
19
23
24
25
11'5"
B
18
21
23
24
24
4.5
T-11"
A
61-11"
A
18
20
21
23
11'9"
C
19
22
24
25
10'5"
B
19
21
23
24
23
5
T-1"
A
6'S"
A
16
20
21
22
11'-0'
C
20
22
24
25
1014"
C
19
21
22
23
23
5.5
e'S'
A
51-11"
A
17
20
21
22
10'5"
C
20
22
23
25
9'S"
C
19
21
22
23
23
6
T-11'
A
T-7"
A
17
19
21
22
9'-10'
C
20
22
23
24
V-0"
C
20
20
22
23
23
6.5
5'-5'
A
5'3'
A
17
19
20
22
9'S"
C
20
21
23
24
8'-7"
C
20
20
22
23
22
7
5'-1"
A
5'-a'
A
17
19
20
22
8'-11"
C
21
21
23
24
8'3"
C
20
20
21
23
22
7.5
4'9'
A
4'1'
A
17
19
20
21
8'-7*
C
21
21
22
24
T-10"
C
20
20
21
23
22
84'S"
8
A
4'.6'
A
17
19
20
21
8'-2"
C
21
21
22
23
7'-7"
C
20
20
21
22
22
8.5
4'-2'
A
4'•Y
A
17
19
20
21
7'-10"
C
21
21
22
23
7'-3"
C
20
20 -
21
22
22
9
T-11'
A
T-11"
A
17
19
20
22
7'-7"
C
21
21
22
23
7'-0'
C
21
21 -
21
22
22
9.5
3'9'
A
3'9"
A
17
19
21
22
7'-3"
C
21
21
22
23
6'-9'
C
21
21
21
22
22
10
3'S'
A
3'S"
A
17
19
21
22
7'1"
C
21
21
22
23
6'7"
C
21
21
21
22
11
T -T
A
T-2'
A
17
20
21
22
6'-7"
C
22
22
22
23
6'-7'
C
21
21
21
22
12
T-11"
A
2'-11"
A
17
20
22
23
6'-2'
C
22
22
22
23
5'-10"
C
21
21
22
23
13
79'
A
2'S'
A
17
20
22
23
T-10'
C
22
22
22
23
5'S"
C
21
21
22
23
90 MPH EXPOSURE B
30
3
8'-0"
A
T-10"
A
15
21
22
23
13'-1'
C
1B
23
24
28
11'-10"
C
17
22
23
24
3.5
3.5
6'-10"
A
T-0"
B
15
20
22
23
12'-0'
C
18
22
24
25
10'-10"
C
17
2123
26
24
4
4
8'-0"
A
61-51,
8
15
20
21
22
11'-1"
C
18
22
24
25
10' 1"
C
18
2 1
22
24
4.5
4.5
5'4'
A
6-10"
B
15
19
21
22
10'-3"
C
19
22
23
24
9'-5'
C
16
21
22
23
5
5
4'-10"
A
5'-5"
B
16
19
21
22
919'
C
19
21
23
24
8'-10"
C
18
20
22
23
5.5
5.5
4'4'
A
51-0'
B
16
19
20
22
9'-111
C
19
21
23
24
8'4^
C
19
20
21
23
6
6
4'-0"
A
4'1"
B
16
19
20
21
6-7"
C
19
21
22
24
T-11"
C
19
20
21
23
8.5
6.5
3'S'
A
4'4'
B
16
18
20
21
8'-1"
C
19
21
22
23
7'S"
C
19
20
21
22
7
3'5'
A
4'-0"
4'-0"
B
16
18
20
21
7'-9"
C
20
21
22
23
7'-2"
C
19
20
21
22
7.5
7.5
3'-Y
A
T-9"
B
18
18
20
21
7'4"
C
20
20
22
23
6'-10'
C
19
19
21
22
8
8
3'-0"
A
3'1"
B
16
19
20
21
7'-0"
C
20
20
22
23
6'-7'
C
19
19
21
22
8.5
8.5
2'-10'
A
3'4'
B
16
19
20
21
8'-9"
D
20
20
21
23
6'4"
C
20
20
20
22
9
9
2'1"
A
3'-2"
B
16
19
20
22
8'S'
D
20
20
21
22
6'-1"
C
20
20
20
22
9.5
9.5
2'S"
A
T-0-
B
16
19
21
22
8'-3"
D
20
20
21
22
5'-10'
C
20
20
21
22
30
3
8'-0"
A
71-10"
A
17
22
24
25
13'-1'
C
20
25
27
28
11'-10"
C
19
23
25
26
4'1'
3.5
6'-10"
A
T-0'
8
17
22
23
25
12'-0'
C
20
25
26
27
101-10'
C
20
23
25
26
4'3"
4
1-0"
A
6'-5"
8
17
22
23
24
11'-1"
C
21
24
28
27
10'-1"
C
20
23
24
26
16
4.5
64"
A
5'-10"
8
17
21
23
24
10'-3'
C
21
24
25
27
9'-5"
C
20
22
24
25
21
5
4'-10"
A
5'-5"
8
17
21
22
24
91S'
C
21
23
25
26
8'-10"
C
21
22
24
25
614"
6'-0"
5.5
4'4"
A
5'-0'
8
16
21
22
23
9'-1"
C
21
23
25
28
8'4"
C
21
22
23
25
EXPOSURE
6
4'-0'
A
4'-9"
8
18
20
22
23
8'-7"
C
22
23
24
26
T-11"
C
21
22
23
25
5'-9'
8.5
3'S'
A
4'4'
B
18
20
22
23
8'-1"
C
22
23
24
26
T-6"
C
21
21
23
24
14
7
3'5'
A
4'-0"
8
18
20
21
23
T-9"
C
22
2224
25
T-2"
C
21
21
23
24
19
7.5
31-2"
A
T-9"
a
18
20
22
23
7'4"
C
22
22
24
25
6'-10'
C
22
22
23
24
8
T -W
A
3'S"
8
16
20
22
23
7'-0"
C
22
22
23
25
6'-7'
C
22
22
22
24
7-3'
8.5
T-10"
A
3'4"
8
18
21
22
23
61-9"D
A
22
22
23
25
e4'
C
22
22
22
24
9
5
7"
A
T-2"
8
19
21
22
24
6'1'
D
23
23
23
24
6'-1"
C
22
22
22
24
9.5
75'
A
T-0'
B
19
21
22
24
6'-3"
D
23
23
23
24
51-10'
C
22
22
22
24
40
3
hYVJUIft
6'-1"
l:
A
6'S"
8
16
22
23
24
24
24
3.5
5'-2"
A
5'-8"
B
16
21
23
24
19
19
4
4'1'
A
5'•2"
B
16
21
22
24
7'S"
7'-0"
4.5
4'-0'
A
4'-9'
B
18
20
22
23
24
23
5
- 3'-7'
A
4'3"
B
18
20
22
23
21
21
5.5
3'3'
A
X-11"
B
18
20
21
23
5'-9"
5'S"
6
T-0'
A
T-7"
B
16
19
21
22
ZZ
22
6.5
7-9'
A
3'3"
B
16
20
21
22
21
7
7-7'
A
3' 1"
B
16
20
21
23
Cr-sION
7.5
75'
A
7•10"
B
18
20
22
23
B
73"
A
2'S"
B
16
20
22
23
614"
6'-0"
6.5
7.1"
A
2'S"
B
18
21
22
23
D
D
9
2'-0"
A
2'4"
8
18
21
22
24
19
90 MPH
EXPOSURE
B
40 '
3
8'•1"
A
6'4
B
14
20
21
22
3.5
5'•2"
A
5'-9'
B
14
19
21
22
I
4
4'1'
A
5'1'
B
14
19
20
22
4.5
4'-0'
A
4'1"
8
14
19
20
21
5
T-7'
A
4'3"
B
14
18
20
21
5.5
3'3'
A
T-11"
8
14
18
19
21
6
3'-0'
A
3'-7"
8
14
1a
19
20
6.5
7-9"
A
3'3"
8
14
18
19
21
7
7-7'
A
3'-1"
8
14
iB
20
21
7.5
75"
A
7-10"
8
14
18
20
21
8
7-3'
A
2'9"
B
14
19
20
21
8.5
2'-1'
A
75'
B
14
19
20
21
p9 7-w A 74" 8 14 19 20 22
ICC ESR 1398 (2009 IBC) 10/11/2011 Page 7 of 60
11'-1'
101-1'
C
-C
19
19
24
24
28
25
27
27
10'-1'
9'3'
C
C
16
19
23
22
24
24
28
25
9'4'
8'-7"
C
C
19
20
23
23
25
24
26
26
8'S'
7'-11"
C
C
19
19
22
22
24
23
25
25
81-0'
7'1"
C
C
20
20
23
22
24
24
25
25
7'S"
7'-0"
C
C
19
20
21
21
23
23
24
24
7'-1'
6'S"
C
D
20
20
22
22
24
23
25
25-
6'-7'
C
C
20
20
21
21
22
22
24
24
6'4"
0'-0"
D
D
21
21
22
21
23
23
24
24
5'-11"
6S'
C
C
20
20
21
20
22
22
23
23
5'-9"
5'S"
D
D
21
21
21
21
23
22
24
24
5'S'
6-Y
D
D
20
21
20
21
ZZ
22
23
23
5'-3'
D
21
21
22
24
6-0'
D
21
21
22
24
11'-1'
10'-1"
914"
C
C
C
17
17
17
22
22
21
24
23
23
25
24
24
Cr-sION
8'-7"
8'-0"
T-6",
T-1'
C
C
C
C
18
18
1a
18
21
21
20
20
22
22
22
22
24
23
23
23
t
6-; `1 391
\\1f�
6'-8"
D
18
20
21
23
, 6/ 0/ 01
614"
6'-0"
D
D
18
18
20
20
21
2122
22
5'-9"
5'1"
D
D
19
19
19
19
21
21
22
22
VIL QP
FCFCAUI
5'-3'
D
19
19
20
22
OCT 20 2011
LATTICE 1.0 RAFTER SPANS FOR COMMERCIAL AND PATIO STRUCTURES
0 094"r9'4R R95" Rafter fMulticnanl 0 032'49"YR fi95" Rafter f Multisnanl
Ground
Rafter
Wind Speed and Exposure
Snow Load
Spacing
Exp C
(s
in
90 100 105 110
10
24"
7'-4"
7'-4"
6-10"
6'-4"
LIVE
20"
8'-5"
8'-4"
T-9"
T-3"
20
16"
9'-9"
9'-8"
9'-0"
8'-5"
LIVE
12"
11'-9"
11,-6"
10'-9"
10'-1"
20
24"
4'-4"
4'-4"
4'-4"
4'-4"
LIVE
20"
5'-0"
5'-0"
5'-0"
5'-0"
30
16"
6-11"
5'-11"
5'-11"
5'-11"
12"
T-4"
T-4"
T-4"
7'-4"
25
24"
4'-2"
4'-2"
4'-2"
4'-2-
20"
4'-10"
4'-10"
4'-10"
4'-10"
60
16"
5'-9"
5'-9"
5'-9"
5'-9"
12"
7'-1"
T-1"
T-1"
T-1"
30
24"
3'-7"
3'-7"
3'-7"
3'-7"
20"
4'-2"
4'-2"
4'-2"
4'-2"
16"
5'-0"
5'4"
5'-0"
5'-0"
12"
6'-3"
6'-3"
6'-3"
6'-3"
40
24"
2'-9"
2'-9"
2'-9"
2'-9"
20"
3'-3"
3'-3"
3'-3"
3'-3"
16"
T-11"
T-11"
T-11"
T-11"
12"
5'-0"
5'-0"
5'-0"
5'-0"
60
24"
V-11"
V-11"
V-11"
V-11"
20"
2'-3"
2'-3"
2'-3"
2'-3"
16..
2._9,.
2,4.
2,-9..
2.-9..
12"
3'-7"
1 3'-7"
3'-7"
T-7"
Ground
Rafter
Wind Speed and Exposure
Snow Load
Spacing
Exp C
s
in
90 100 105 110
10
24"
10'-11"
10'_11"
10,_11"
10'-8"
LIVE
20"
12'-3"
12'-3"
12'-3"
11'-10"
20
16"
14'_1"
14'-1"
14'_1"
13'-4"
LIVE
12"
16,_8"
16'_8"
16'_3"
15'-5"
20
24"
6'-8"
6'-8"
6'-8"
6'-8"
LIVE
20"
T-8"
7'-8"
T-8"
7'-8"
30
16..
91-0.,
91_0..
9.4.
9,-0..
12"
10'-11"
10'-11"
10'-11"
10'-11"
25
24"
6'-5"
6'-5"
6'-5"
6'-5"
20"
7'-5" '
7'-5"
T-5"
T-5"
60
16"
8'-8"
8'-8"
8'-8"
8'-8"
12"
10'-7"
1 10'_7'
10'_7'
10,_7"
30
24"
5'-7"
5'-7"
5'-7"
5'-7"
20"
6'-5"
6'-5"
6'-5"
6'-5"
16"
7'-8"
7'-8"
7'-8"
7'-8"
12..
9'-4"
9.-4..
9.-4..
9'-4"
40
24"
4'-5"
4'-5"
4'-5"
4'-5"
20"
5'-2"
5'-2"
5'-2"
5'-2"
16"
6'-2"
6'-2"
6'-2"
6'-2"
12"
T-8"
7'4"
T-8"
1 7'-8"
60
24"
T-1"
T-1"
3'-1"
3'-1"
20"
3'-8"
T-8"
T-8"
3'-8"
16"
4'-5"
4'-5"
4'-5"
4'-5"
12"
5'-7"
5'-7"
5'-7"
5'-7"
SINGLE SPAN TABLES
n n94'42"YA R95" Raftpr fSinnlp Rnnn) n n32"r2"rs
Ground
Rafter
Wind Speed and Exposure
Snow Load
Spacing
Exp C
s
in
90 100 105 110
10
24"
8'-8"
T-5"
6-10"
6'-4"
LIVE
20"
9'-9"
8'-4"
T-9"
7'-3"
20
16"
11,_2"
9'-8"
9'-0"
8'-5"
LIVE
12"
13,_2„
11'-6"
10,_9"
10'_1"
20
24"
5'-2"
5'-2"
5'-2"
5'-2"
LIVE
20"
6'-2"
6'-2"
6'-2"
6'-2"
30
16"
7'-8"
7'-8"
7'-8"
7'-8"
12"
10'-2"
10'_2"
10,_2"
10'-1"
25
24"
4'-11"
4'-11"
4'-11"
4'-11"
20"
5'-10"
5-10"
6-10"
5'-10"
60
16"
7'-4"
7'4"
7'4"
7'-4"
12„
9.4.
9._9.1
9.4.
9.-9,.
30
24"
4'-1"
4'-1"
4'-1"
4'-1"
20"
4'-11"
4'-11"
4'-11"
4'-11"
16"
6'-1"
6'-1"
6'-1"
6'-1"
12"
8'-1"
8'-1"
8'-1"
8'-1"
40
24"
T-1"
T-1"
3'-1"
3'-1"
20"
T-8"
3'-8"
3'-8"
3'-8"
16"
4'-7"
4'-7"
4'-7"
4'-7"
12"
6'-1"
6'-1"
6'-1"
6'-1"
60
24"
2'-0"
2'-0"
2'-0"
2'-0"
20"
2'-5"
2'-5"
2'-5"
2'-5"
16"
3'-1"
3'-1"
3'-1"
T-1"
12"
4'-1"
4'-1"
4'-1"
4'4"
I ACLS 1.0
I ABLE 1.2
Ground
Rafter
Wind Speed and Exposure
Snow Load
Spacing
Exp C
s
in
90 100 105 110
10
24"
13'_7"
12,_0
11-4"
10,_8"
LIVE
20"
15'-0"
13'-3"
12'-6"
11'-10"
20
16
16'-10"
14'-11"
14'-1"
13-4-
3,-4"12"
LIVE
1 2
19'-5"
17'_3"
16'_3"
15'-5"
20
24"
8'-10"
8'-10"
8'-10"
8'-10"
LIVE
20"
10'-6"
10'-6"
10'-6"
10'-6"
30
16"
12'-3"
12,_3"
12'-3"
12'_3"
12"
14,_1"
14'-1"
14'-1"
14'-1"
25
24"
8'-5"
8'-5"
8'-5"
8'-5"
20"
10'-1"
10,_1"
10'_1"
10'_1"
60
16"
11'-11"
11'_11"
11'-11"
11'-11"
12"
13•_9„
13'-9"
13,_9"
13'-9"
30
24"
T-0"
T-0"
7'-0"
T-0"
20"
8'-5"
8'-5"
8'-5"
8'-5"
16"
10•_6"
10'-6"
10'-6"
10,_6,•
12"
12'-7"
12•_7"
12'-7"
12,_7•
40
24"
5'-3"
5'-3"
5'-3"
5'-3"
20"
6'-4"
6'-4"
6'-4"
6'-4"
16"
T-10"
T-10"
7'-10"
T-10"
12"
10'-6"
10'-6"
110'-6"
10'-6"
60
24"
3'-6"
T-6"
3'-6"
X-6"
20"
4'-2"
4'-2"
4'-2"
4'-2"
16"
5'-3"
5'4"
5'-3"
5'-3"
12"
• T -O"
T-0"
T-0"
T-0"
Is li7A/
A nen",n"Ya a9r" Raffor rMulticnan\
Ground
Rafter
Wind Speed and Exposure
Snow Load
Spacing
Exp C
(s
in
90 100 105 110
10
24"
14'-6"
14'-6"
14'-6"
14'-5"
LIVE
20"
16'-2"
16'-2"
16'-2"
15'-10"
20
16"
18,_5"
18,_5"
18'-5"
17'_8"
LIVE
16"
20'-7"
21,_2"
20'-5"
19'-10"
20
24"
9'-2"
9'-2"
9'-2"
9'-2"
LIVE
20"
10'-5"
10'-5"
10'-5"
10'-5"
30
16"
12,_1"
12,_1"
12'-1"
12'_1"
12"
14,_6"
14,-6"
14'-6"
14'_6"
25
24" ,
8'-11"
8'-11"
8'-11"
8'-11"
20"
10'-1"
10'-1"
10'-1"
10,_1"
60
16"
11,_9"
11'-9"
11'_9"
11'_9"
12"
14,_1"
14'-1"
14'_1"
14'-1"
30
24"
7'-9"
7'-9"
7'-9"
7'-9"
20"
8'-11"
8'-11"
8'-11"
8'-11"
16"
10,-4"
10'-4"
10'-4"
10'-4"
12"
12'-6"
12'-6"
12'-6"
12'-6"
40
24"
6'-3"
6'-3"
6'-3"
6'-3"
20"
7'-2"
7'-2"
T-2"
7'-2"
16"
8'-6"
8'-6"
8'-6"
8'-6"
12"
10,-4"
10'-4"
10'-4"
10'-4"
60
24"
4'-6"
4'-6"
47-6"
_77-
20"
5'-3"
5'-3"
5'-3"
5'-3"
16"
6'-3"
6'-3"
6'-3"
6'-3"
12,.
7,_9..
T-9„
7._9..
T-9,.
n n42"r3"rR" Raftor W.dfi--1
Ground
Rafter
Wind Speed and Exposure
Snow Load
Spacing
Exp C
(ps
in
90 100 105 110
10
36
12'-6"
12'-6"
12'-6"
12'-6"
LIVE
32"
13'-6"
13'-6"
13'-6"
13'-6"
20
24"
16'-2"
16'-2"
16,_2"
16.10"
LIVE
16"
20'-7"
20'-7"
20,_6'
19,_4"
20
36"
7'7"
7'-7"
T-7"
7'-7"
LIVE
32"
8'-4"
8'-4"
8'-4"
8'-4"
30
24"
10'-3"
10'-3"
10'-3"
10'-3"
16"
13,_6"
13'-6"
13,-6"
13'-6"
25
36"
7'-4"
7'-4"
7'4"
7'-4,'
32"
8'-0"
8'-0"
8'-0"
8'-0"
60
24"
9'-11"
9'-11"
9'-11"
9'-11"
16"
13'-1"
13'-1"
13'-1"
13'-1"
30
36"
6'-4"
6'-4"
6'-4"
6'-4"
32"
6'-11"
6'-11"
6-11"
V-11"
24"
8'-8"
8'-8"
8'-8"
8'-8"
16"
11'_7'
11'-7"
11'-7"
11'-7"
40
36"
5'-0"
5'-0"
6-0"
5'-0"
32"
5'-6"
5'-6"
5'-6"
5'-6"
24"
6'-11"
6'-11"
V-11"
6'-11"
16"
9'-5"
9'-5"
9'-5"
9'-5"
60
36"
3'-6"
3'-6"
3'-6"
3'-6"
32"
T-11"
T-11"
T-11"
3'-11"
24"
5'-0"
5'-0"
5'-0"
5'-0"
16"
6'-11"
1 6'-11"
I V-11"
6'-11"
IACLE 1..i IACLE 1.4
NOTE: RAFTERS MAY OVERHANG 25% OF THEIR CLEARSPAN
fSinale Soanl 0.042"x3"x8" Rafter fSinale Soanl
Ground
Rafter
Wind Speed and Exposure
Snow Load
Spacing
Exp C
s
in
90 100 105 110
10
24"
17'-9"
16'_0"
15'-2"
14,_6'
LIVE
20"
19'_1"
17'-7"
16'-8"
16_10"
20
16"
20'_6"
19'-5"
18'-7"
17,_8"
LIVE
12"
22'-7"
21'_2"
20'_6'
19'-10"
20
24"
12'-8"
12'_6"
12'_8"
12'-8"
LIVE
20"
13'-10"
13'-10"
13'-10"
13'-10"
30
16"
15'-5"
15'-5"
15'-5"
15'-5"
12"
17'_9"
1 17'-9"
17'_9"
17'_9"
25
24
12'-4"
12'-4"
12'-4"
12'4"
20"
13'-6"
13,-6"
13'-6"
13'-6"
60
16"
15'_1„
15'-1"
15'_1"
15'-1"
12"
17'_4„
17,-4"
17'-4"
17'4"
30
24"
10'-7"
10'-7"
10'-7"
10'-7"
20"
12'-4"
12,4"
12'-4"
12•4•,
16"
13'-9"
13'-9"
13•_9•,
13'-9"
12"
15'-10"115'-10"
15'-7"
15,_10„
15•_10"
40
24"
T-11"
7'-11"
7'-11"
T-11"
20„
9'-6"
9.-6.,
9.-6„
9'-6"
16"
11•_10,•
11'-10"
11•_10„
11'-10"
12"
13•_9"
13'-9"
13•_9•
13•_9,•
60
24"
5'-4"
5'-4"
5'-4"
5'-4"
20"
6'-4"
6'-4"
6'-4"
6'-4"
16"
T-11"
T-11"
7'-11"
T-11"
12"
10•_7"
10'-7"
1 10•_7•,
10'-7"
I ACLS l.b
ICC ESR 1398 (2009 IBC) 10/11/2011 Page 6 of 60
Ground
Rafter
Wind Speed and Exposure
Snow Load
Spacing
Exp C
s
in
90 100 105 110
10
36"
16'_2"
14,-4"
13'-6"
12'-9"
LIVE
32"
17'-2"
15'-3"
14'-5"
13'-7"
20
24"
19'-11"
17,_8"
16'-9"
16-10"
LIVE
16"
24'-2"
21'-7"
20,_6,
19'4"
20
36
9'-8"
9'-8"
9'-8"
9'-8"
LIVE
32"
10'-10"
10'-10"
10'-10"
10'-10"
30
24"
14'-4"
14,-4"
14,-4"
14,-4"
16"
17'-5"
17,_6'
17,_6,
17,_6'
25
36"
9'-3"
9'-3"
9'7
9'-3"
32"
10'-4"
10,-4"
10'-4"
10,-4"
60
24"
13'-9"
13'-9"
13,1-9"
13'-9"
16"
17'-0"
1 17'_0"
17'-0"
1 17,_0"
30
36"
7'-8"
7'-8"
7'-8"
7'-8"
32"
8'-81•
8'-8"
8.8
8'-8"
24"
11,_6„
1 V-6"
1 V-6"
11 •_6"
16"
15'-7„
15'-7"
15•_7•
15•_7"
40
36"
5'-9"
5'-9"
5'-9"
5'-9"
32"
6'-6"
6'-6"
6'-6"
6'd"
24"
8'-8"
8'-8"
8'-8"
8'-8"
16"
12._11..
12'-11"112'-11"112'-11
60
36"
T-10"
T-10"
T-10"
T-10"
32"
4'-4"
4'4"
4'-4"
4'-4"
24"
5'-9"
5'-9"
5'-9"
5'-9"
16"
8'-8"
8'-8"
8'-8"
8'-8"
IADLC I.V
Rnffpr /nla" n/n /M. flfi-nn nr Sinnlpl
Ground
Rafter
Wind Speed and Exposure
Snow Load
Gauge
Exposure C
s
in
100 110 120 130
10
0.024"
12'_7,
12'-3"
11'-2"
10'_3"
LIVE
0.040"
16'-6"
16'-6"
16'-3"
15'4"
20
0.024"
8'-7"
8'-7"
8'-7"
8'-7"
LIVE
0.040"
13'-1"
13'-1"
13'-1"
13'-1"
25
0.024"
8'-5"
8'-5"
8'-5"
8'-5"
0.040"
12'-10"
12'-10"
12'_10„
12'_10"
30
0.024"
7'-6"
T-6"
7'-6"
7'-6"
0.040„
12,_0"
12'-0"
12'_0„
12'_0"
40
0.024"
6'4"
6'-4"
6'-4"
6'-4"
0.040"
10'-3"
10'4"
10'-3"
10'-3"
60
0.024"
4'-11"
1
4'-11"
4'-11"
4'-11"
0.040'
8'-1"
8'-1"
8'-1"
8'-1"
I At3LE 1.b
Amerimax Building Products
5208 Tennyson Parkway
Plano, Texas 75024
Carl Putnam, P. E.
3441 Ivylink Place
Lynchburg, VA 24503
ca rloutnam(&comcast.net
RAFTERS O/C SPACING MAY BE DOUBLED IF THE
RAFTERS ARE DOUBLED UP TO 48" O/C
OCT 20 2011.
3'X8' ALUM HEADER
3'X8' STEEL C `p'QQ/FC N
DOUBLE ALUM HEADER Ap MULTISPAN FREESTANDING
DOUBLE STEEL C BEAM- '^' _ LATTICE STRUCTURE
0
LATTICE 36MAXIMUM
24' MAX FOR OVERHANG 30 PSF SNOWX
RAFTER •c�E� O� _
LOAD OR HIGHER
OVERHANG �OG
���
IS 25X OF
CLEARSPAN
v�
LATTICE OVERHANG
MAX
24' MAX FOR 30
0
0
PSF SNOW LOAD OR
HIGHER
POST HT. f
0
3"x 8"x 12 or 16 GA
STEEL "C" BEAM
V
DETAIL 118'.AM RAP DETAIL..
J
:166 p
MIN. 3,5' CONCRETE.SLAB.REQ D
ATTACHMENTTO.;MIN.3.5'>• MIN 35 O'D
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CONCRETE SLAB MAY BE - ., 6G. ��� ..
. ;_, .• ;_
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SEE SCHEDULE DETAIL L29 ONLY
MIN 3.5' CONCRETE SLAB
REQ'D W/ CONSTRAINED d I J . .
FOOTINGS �,a'•I.J.
�
SEE SCHEDULES•
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100% j
MIN• �NGTH
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SINGLE -SPAN ATTACHED
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PROVIDE 1 1/.^
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MIN 3.5' CONCRETE SLAB �� FNS pp
MIN, 3.5., CONCRETE SLAB REQ'D 'W/ CONSTRAINED S-/p� Sj
•d REQ'D W/ CONSTRAINED FOOTINGS
SEE SCHEDULE FOR-
I
-- — FOOTINGS s ��
'd'
FOOTING SIZE
'd'
MULTISPAN UNITS
`FREESTANDING
REFER TO GENERAL
I SINGLE SPAN
ACHM CANIIL
SHGLE spall ATTEVERm srtiucnme + I
`'NOTE '22 �
LATTICE STRUCTURE; � y
,
TW TW ' TW
TW TW T.W :• _ TW
O'HANG
OVERHANG
FREESTANDING STRUCTURE
ATTACHED STRUCTURE
s. + •-' '' ICC ESR 1398 (2009 IBC) 10/11/2011
Page 5 of 60.
TRIBUTARY
WIDTH (TW) DIAGRAM i
ENGINEERS STAMP
RAFTER SPAN
\R SPAN)
OR MORE SPANS
!2'x6.625', 3'x8" OR 3"x3" ALUM. RAFTERS
OF CLEAR SPAN
SFF h'/O 6'Uj
C""
pR�jy �Ry
R
,-PLACE'3/8' OX 9"
SEE SCHEDULE FOR SIZE
DETAIL L29 ONLY
OCT 20 2011
GENERAL NOTES:
(CONTINUED FROM SHEET NO. 1)
11. STEEL FASTENERS SHALL BE EITHER STAINLESS (3000 SERIES), GALVANIZED OR DOUBLE
CADMIUM PLATED. BOLTS SHALL BE ASTM A-307 HOT DIPPED GLAVANIZED, MECHANICALLY
GALVANIZED, ZINC ELECTROPLATED, ALUMINIZED OR 300 SERIES STAINLESS STEEL. CONCRETE
ANCHOR BOLTS ARE SPECIFIED IN THE DETAILS. ALL WOOD SCREWS MUST COMPLY WITH
ANSI/ASME STANDARD 818.6.1 AHD AND AF&PA NDS -05 11.1.4. ALL LAG SCREWS MUST COMPLY
WITH ANSI/ASME 818.2.1 AND AF&PA NDS -05 11.1.3. ALL STEEL WASHERS TO BE ASTM F844 W/
DIMENSIONS IN ACCORDANCE WITH ASME B18.22.1, TYPE A. ALL STEEL NUTS TO BE ASTM A563.
THE MINIMUM WASHER DIAMETER SHALL BE 1" FOR BOLTED CONNECTIONS. SCREWS AND BOLTS
WILL 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 U, AND X) 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 =16", #10 = 2", #12 =12" AND #14 = 2" OR
STEEL WASHERS OF SIMILAR DIAMETER AND AS PER GENERAL NOTE #11
15. STRUCTURES MAY NOT BE ENCLOSED IN ANY MANNER WITHOUT ADDITIONAL ENGINEERING
ANALYSIS OR APPROVAL OF THE LOCAL BUILDING AUTHORITY.
16. ALUMINUM SOLID ROOF PANELS ARE CLASS A FIRE RATED AS INDICATED BY THE EXCEPTION
#2 IN IBC SECTION 1505.2.
17. STRUCTURES MAY BE ATTACHED TO EAVE OVERHANGS PER SCHEDULE.
18. WHERE ALUMINUM ALLOY PARTS ARE IN CONTACT WITH DISSIMILAR METALS (OTHER THAN
STAINLESS, ALUMINIZED OR GALVANIZED STEEL) OR ABSORBENT BUILDING MATERIALS, LIKELY
TO BE CONTINUOUSLY OR INTERMITTENTLY WET, THE FAYING SURFACES SHALL BE PAINTED OR
OTHERWISE SEPARATED IN ACCORDANCE WITH THE ALUMINUM DESIGN MANUAL PART I -A
SECTION 6.7.
19. WHEN A SINGLE SPAN ATTACHED UNIT IS ATTACHED TO A WOODEN DECK, THE MAXIMUM
DEAD LOAD + LIVE LOAD FROM THE PATIO COVER IS 750 LBS AND THE POST SPACING SHALL NOT
EXCEED THAT SPECIFIED FOR ATTACHING TO A CONCRETE SLAB. THE MAXIMUM CONNECTION:
UPLIFT LOAD IS 1162 LBS FOR 90MPH EXP C WIND SPEED. CONNECTIONS ARE FOR MAXIMUM
PATIO ROOF HEIGHTS OF 12 FT FROM GRADE. THE EXISTING DECK STRUCTURE MUST BE
ADEQUATE TO SUSTAIN THESE ADDITIONAL LOADS. THE STRUCTURAL ADEQUACY OF THE DECK
TO SAFELY SUSTAIN THESE ADDITIONAL LOADS WILL REQUIRE APPROVAL BY LOCAL BUILDING
AUTHORITY OR ADDITIONAL ENGINEERING. SEE DETAIL L13, N12 OR AL. CONSTRUCTION OUTSIDE
OF THESE PARAMETERS MAY REQUIRE ADDITIONAL ENGINEERING.
ICC ESR 1398 (2009 IBC) 10/11/2011
20. All structures must comply with one of the following:
a. All structures with a roof snow load of 30 psf or less may be built in Seismic Design
Category (SDC) A -D up to the maximum Ss noted in General Note #3.
b. Structures with flat roof design snow loads over 30 psf complying with IBC Section 1613.1
Exception #1 do not require additional seismic analysis.
c. Structures not complying with (a) or (b) require additional engineering seismic analysis.
21. DRIFTING SNOW IS ADDRESSED IN DETAIL M4. SLIDING SNOW IS BEYOND THE SCOPE OF THIS
REPORT.
22. ALL MULTISPAN TABLES AND DETAILS ASSUME EQUAL SPANS WITHIN 20%. ALL
SPECIFICATIONS MUST BE BASED ON LONGEST ACTUAL SPAN.
23. WOOD USED IN CONNECTIONS SHALL BE PROTECTED FROM WEATHER AS PER IBC SECTION
1403.2 AND/OR 1503, WHICHEVER IS MORE STRINGENT.
24. AT LEAST ONE HORIZONTAL DIMENSION OF THE COVER (PROJECTION OR WIDTH) SHALL BE
LESS THAN 30'
GENERAL NOTES FOR LATTICE STRUCTURES:
(PERTAINS TO LATTICE STRUCTURES ON DRAWINGS SCO2-2009 AND LT01-2009 THRU LT03-2009.)
1. SEE GENERAL NOTE #3 FOR LIVE AND SNOW LOADS.
2. NOTE INTENTIONALLY LEFT BLANK.
3. SINGLE SPAN ATTACHED LATTICE STRUCTURES THAT DO NOT USE DETAIL L29 MUST COMPLY
WITH TABLE L1 AND L2 ON SHEET M5.
Page 3 of 60
FCFCAUFC�
OCT 20 2011
GENERAL NOTES:
1. DESIGNED IN ACCORDANCE WITH THE 2009 INTERNATIONAL BUILDING CODE.
2. ALUMINUM DESIGN IN ACCORDANCE WITH THE 2005 EDITION OF ALUMINUM ASSOCIATION'S
SPECIFICATIONS AND CHAPTER 20 OF THE INTERNATIONAL BUILDING CODE.
3. DESIGN LOADINGS: Ct = 1.2, 1 = 1.0, Ce = 1.0 (ALL EXPOSURES EXCEPT B AND C WHEN LOCATED TIGHT
AMONG CONIFERS)
GROUND SNOW LOAD
DESIGN LOAD
10 PSF
10 PSF
LIVE LOAD ONLY
20 PSF
20 PSF
LIVE LOAD ONLY
25 PSF
21 PSF
DESIGN ROOF SNOW LOAD
30 PSF
25.2 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 2009 IBC ARE "3 SECOND GUST WIND SPEED." ALL STRUCTURES DESCRIBED IN THIS
REPORT ARE DESIGNED USING PRESSURES CALCULATED FROM "3 SECOND GUST WIND SPEEDS". FOR
ATTACHED STRUCTURES THE MAXIMUM MEAN ROOF HEIGHT OF THE EXISTING STRUCTURE IS 30'. Kzt WAS
ASSUMED AS 1.0 FOR ALL WIND LOADS. SITE LOCATIONS REQUIRING HIGHER A HIGHER Kzt VALUE
(ISOLATED HILLS, RIDGES, ESCARPMENTS) WILL REQUIRE HIGHER WIND LOADS AS PER ASCE7-05 SECTION
6.57 AND ARE OUTSIDE THE SCOPE IS -REPORT.
NOTE'E� : SHALL APPLY WHEN THE GROUND SURFACE ROUGHNESS CATEGORY B (URBAN AND
SUB - ARE AREAS, OR OTHER TERRAIN W/ NUMEROUS CLOSELY SPACED OBSTRUCTIONS
CNG THE SIZE !OFA FAMILY DWELLING OR LARGER) PREVAILS IN THE UPWIND DIRECTION FOR A
DISTA C AST 1500 FT.
��OTO
APPLY WHEN EXPOSURE B AND D (SMOOTH MUD FLATS, SALT FLATS, UNBROKEN ICE
.
SEISMIC LOADING
MAXIMUM Ss = 150% SHOWN IN 2009 IBC FIGURE 1613.5(1)
Ss > 150% ARE NOT REQUIRED AS PER ASCE7-05 12.8.1.3
S1 NOT APPLICABLE TO THESE STRUCTURES
SITE CLASS = D
BASIC SEISMIC FORCE RESISTING SYSTEM
POSTS EMBEDDED INTO FOOTINGS =ORDINARY STEEL MOMENT FRAME » R = 1.25
POSTS SURFACE MOUNTED = GENERIC SYSTEM » R= 1.25
ANALYSIS PROCEDURE = EQUIVALENT LATERAL FORCE PROCEDURE
THESE ROOFS ARE NOT SUBJECT TO MAINTENANCE WORKERS AND HAVE NOT BEEN EVALUATED FOR A
CONCENTRATED 300 LBF LOAD.
THE BASIS OF THE DESIGN FORCES ARE IN ACCORDANCE WITH THE BASIC LOAD COMBINATIONS DESCRIBED
IN IBC SECTION 1605.3.1 AND NO FURTHER INCREASES ARE PERMITTED FOR PATIO COVERS RESISTING
WIND OR SEISMIC FORCES.
ICC ESR 1398 (2009 IBC) 10/11/2011
4. THIS ENTIRE ENGINEERING PACKAGE IS NOT REQUIRED FOR MOST BUILDING PERMITS. SUBMISSION FOR
A BUILDING PERMIT MUST INCLUDE:
a. GENERAL NOTES (2 PAGES)
b. STRUCTURAL CONFIGURATIONS (1 OR 2 PAGES)
c. RAFTER SPAN TABLES (FOR LATTICE STRUCTURES), PANEL SPAN TABLES FOR SOLID COVER
STRUCTURES) OR BOTH (FOR COMBINATION STRUCTURES)
d. HEADER POST SPACING, FOOTING SIZE AND POST TABLE FOR LIVE/SNOW AND WIND LOAD
e. ALL APPROPRIATE DETAILS
f. OTHER DOCUMENTATION REQUIRED BY LOCAL BUILDING AUTHORITY.
5. CONCRETE MIX: Fc=2500, 3000 OR 3500 PSI FOR 28 DAYS IN NEGLIGIBLE, MODERATE, AND SEVERE
CONDITIONS AS SHOWN IN FIGURE 1904.3 OF THE 2009 IBC. PATIO STRUCTURES MAY BE ATTACHED TO
CONCRETE SLAB WITHOUT FOOTINGS WHEN THE POST LOAD IS 750# OR LESS AND THE FROST DEPTH IS
ZERO. CONCRETE SHALL BE A MINIMUM OF 3.5 INCHES THICK AND NO CRACKS WITHIN 2'-6" OF POSTS.
POSTS SHALL BE SET BACK A MINIMUM OF 4 INCHES FROM EDGE OR EXPANSION JOINT OF A SLAB.
6. FOOTINGS HAVE BEEN DESIGNED FOR CLASS 5 SOIL AS PER TABLE 1806.2. ALLOWABLE FOUNDATION
PRESSURE IS 1500 POUNDS PER SQUARE FOOT. LATERAL BEARING PRESSURE IS 100 PSF/FT AND IS
DOUBLED PER IBC SECTION 1806.3.4. THESE DESIGN VALUES DO NOT APPLY TO MUD, ORGANIC SILTS,
ORGANIC CLAYS, PEAT OR UNPREPARED FILLS AND MAY REQUIRE FURTHER SOIL INVESTIGATION. THE
BUILDING OFFICIAL MAY ASSIGN A LOAD BEARING CAPACITY. UNITS IN SNOW/LIVE LOAD AREA OF 25 PSF
OR LESS MAY BE BUILT ON 1000 PSF BEARING SOIL W/O ADDITIONAL ENGINEERING. MINIMUM FOOTING
DEPTH IS THE LOCAL FROST DEPTH.
7. 20 PSF AND HIGHER LIVE LOAD STRUCTURES MAY BE USED AS COVERS FOR PARKING OF MOTOR
VEHICLES. CARPORTS MUST HAVE AT LEAST TWO OPEN SIDES AND HAVE FLOOR SURFACES MADE OF
APPROVED NONCOMBUSTIBLE MATERIAL OR ASPHALT.
8. AT LEAST ONE HORIZONTAL DIMENSION (PROJECTION OR WIDTH) OF COVER SHALL BE LESS THAN 30'.
9. ALL STEEL SHALL BE GALVANIZED ASTM A-653 G90, A123 G45 OR A153 B-3, PAINTED ASTM A755 OR USE
AN APPROVED COATING COMPLYING WITH IBC SECTION 2203.2.
10. ALTERNATE ALUMINUM ALLOYS OF EQUAL OR HIGHER STRENGTHS MAY BE USED. 30C
MAY BE SUBSTITUTED FOR 3004H3x.
Page 2 of 60
OCT 20 2011
Nti ¢1Y �
OCT 262b H
ICC EVALUATIONI SERVIC REPORlr139$ = r ARS
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Amerimax Building Products Patio Cover, Carport and Commercial Structure Engineering 2009 IBC
PAGES DRAWING
SECTION DESCRIPTION
2 -PAG ESiG N01=2009=GENE
RAL–NOTE
GN02-2009
2 PAGES SC01-2009
SOLID PANEL STRUCTURAL CONFIGURATIONS
SCO2-2009
ALUMAWOOD STRUCTURAL_CONFIGURATIONS
{1"PAGE
LATTICE 1..0_RAF_TER_SP_AN&FOR-COMMERCIAL_AND-PATIO_ST-RUCTU RES
_4PAGES-
LATTICE 2:0 POST SPACINGS1FOR LATTICE PATIO AND COMMERCIAL STRUCTURES IN-90_MP_N WIND A_ REA
4 PAGES
LATTICE 3.0 POST SPACINGS FOR LATTICE PATIO AND COMMERCIAL STRUCTURES IN HIGH WIND AREAS
3 PAGES—L--T01-2009
COMPONENT-15-ARTS—AN IJCONNECTION-DETAILS FOR-M-TT-IC--E-STRUCTURES
LT02-2009
_ }
LT03-2009
2 PAGES
10 PAGES
10 PAGES
4 PAGES
9 PAGES
7 PAGES
SOLID. COVER 4.0 PANEL SPANS FOR COMMERCIAL AND PATIO STRUCTURES.
SOLID COVER 5.0 POST SPACINGS FOR LATTICE PATIO AND COMMERCIAL STRUCTURES IN 90 MPH WIND AREAS
SOLID COVER 6.0 POST SPACINGS FOR LATTICE PATIO AND COMMERCIAL STRUCTURES IN HIGH WIND AREAS
NP01-2009 COMPONENT PARTS AND CONNECTION DETAILS FOR NEWPORTS'
NP 02-2009
NP03-2009
NP04-2009
CD01-2009 COMPONENT PARTS AND CONNECTION DETAILS''
CD02-2009
CD03-2009
C D04-2009 i
C D05-2009 f
CD06-2009
CD07-2009 - t.
CD08-2009
CD09-2009
M1-2009 MISCELLANEOUS DETAILS
M2-2009 FAN BEAM_DETAILS
M3 2009 7_O�P_OST AND.FASTENER-ANDREM EN -T -S -FOR -AL -L ST-RU.CTURES
M4-2009 7.0 FOOTING AND SLAB ATTACHMENT TABLES
M5-2009 7.0 REQUIREMENTS FOR SURFACE MOUNTED POSTS ON CONCRETE SLABS OR FOOTINGS
M6-2009 7.0 FORCES ON EXISTING STRUCTURES i
M7-2009 STRUCTURAL PROPERTIES OF BEAMS, FASCIA, PANELS AND RAFTERS FOR USE BY DESIGN PROFESSIONALS
M8-2009 CONCRETE SLAB REQUIREMENTS FOR CONSTRAINED FOOTINGS
a�P
FOFCAUVO
OCT 20 2011 -
October 11, 2011WS
CI13UAPPRP
DA
stn.
Cit}/ Of La Quihta
BA tag a Safety DivWon
P.O. Box 1504,78-495 Cotte Tampico
LR.Qutnta,'CA 92253 - (760) 777-7012
Building Permit Application and Tracking Sheet
Pemltt #
n� r
lL/ I
PmjectAddtess:,5 /765 N2�
Owner's Name:./
C�2,2A.,w< �/La7ilvD
A. P. Number. %%.� �� —d/Y
Address:
Legal Description:
City, ST, Zip:
Contractor. S �j J,. e- oe-7 S,
Telephone:
A v 8/0 0 C,1 C./2
ProjectDescription:
City. sT, zip: �'Jry//� .Cry 9
/ c E /-(�vi5�a�✓vc�� 22
Telephone:o7UIs
State Lio. #: O���c� City Lie. #:
Arch, Engr., Designer •.
• -
Address:
City., ST. Zip:
Telephone:
Construction Type:. Occupancy:
Project type (cn+cle one): New Add'n Alter Repair Demo
Sq. Ft : d #Stories: #Unit$
State Lic. #:
Name of Contact Person:-5cc>7/ �GJ;7
Telephone # of Contact Person: X60S� 2- ?O 9
Estimated Value of Project: ysU
APPLICANT: DO NOT WRITE BELOW THIS UNE
N
Submittal
Req'd
'Reed
TRACKNG PERMIT FEES
Plan Sets
Plan Cheek submitted Item Amount
Structural Calces
Reviewed, ready for corrections Plan Check Deposit. .
Truss Coles.
Called Contact Person Plan Check Balance
Title 24 Coles.
Plans picked up Construction
Flood plain plan
Plans resubmitted. • MechaFdcal
Grading plan
2'' Rcvlew, ready for correctionsfissue Electrical
Subeontactor List
Called Contact Person Plumbing
Grant Deed
Plans picked cep S M L
H.O.A. Approval
Plans resubmitted Grading
IN HOUSES-
7n° Review; ready for correctionsRssac Developer Impact Fee
Planning Approval.
Called Contact Person A.I.P.P.
Pub. Wks. Appr
L
Date of permit Issue
School Fees
Total Permit Fees