04-6144 (SFD) Revision 1 Structural CalcsArchitecture,. Interiors, Space and Land Plannino
Structural Calculations
17 March 2006
The City of La Quinta
Department of Building and Safety
78.495 Calle Tampico
La Quints, CA 92253
Project: A Single Family Residence for Harold Anschel at: "
�— Ffofes de Montanas (Lot 7)
La Quinta, CA
Regarding: Project Observation
I am the Structural Designer of Record for the Project noted above. The developers chose, during construction, to revise some of
the framing.
`Shear_wall._'C' has 11 a revised -from -three sections 5, ', 6=O''and-6'=6"-to-two sections of 5'-6' and 13'-00. The load changes
from 236 plf to,230-plfi' The minor change therefore does not aff€ctthe�all-deiign, nailing or holdown requirements.
Additionally, the header on the right hand end of th; .3'=0section of the revised shear wall `C' will increase in length. The re-
vised. analysis is herewith attached. -�
Finally, the Entry roof°has been revised to stick-buK& rafter and ridge beam framing. Please find the revised framing and detail-
ing necessary for this modification attached.
The_stcuctural calculations are unaffected �y the:revised framing a�d detailing. Also, any detailing not specifically keyed at the
attached layout plan remain unchanged from the originally approved construction documents antl are in conformance with the .
original structural design intent of the construction documents.
Therefoifif hererQ state that code required construction observations have been performed, the revised and unrevised
portions of the work are In substantial conformance with the structural design intent and the project Is ready for final
framing.inspecdon.
If you have any queAns or comments regarding this issue or any other issue please do not hesitate in contacting my firm.
Charles D. Garland �t�,�S 0 �
Architect UIQ 1
Encl: No. C1�99
10/31/2007,
EXP DATE
CTtY OF LA QUINTA
B=UNG & SAFETY DEPT,
APPROVED
FOR CONSTRUCTION
744154 Velle Way, Suite 5 ❑ Palm Desert, CA 92260 o Phone: (760) 340-3528,❑ Facsimile: (760) 340-57n I
I . 1
1
CALCULATIONS 17 OF 22
A CUSTOM RESIDENCE FOR:
FLORES DE MONTANA LOT 7 3/28/06
SHEAR WALL REQUIREMENTS
FT
ROOF D.L. - 19 WALL HT,1 = 10
WALLS D.L. =.0
UPLIFT FORMULA:
(Vh-(2/3 (wb L"22)+(WwL/2)))/ L
WALL,
No.
LAT
(P.L.F)
.'7E
TRIG. AREA
(FtJ
TOTAL FORCE
(LB)
TOTAL (h)
WALLtFU
RESIST,W
(,FT)_(L)
6"EAR.FORCE
(ax/R)
LOAD (1/)
WALL -.SEG.
PUFT.'F0R
S
SHEAR WALL
TYPE
HOEDOWN'
TYPE
REMARKS
WALLS
SHEAR
MAX
5B' BOLT
SPACING(In)
STRUC
NOTES
A
188
20
5320
37
12.5
144
1797
-204.
1
48
1
A
288
20
5320
37
8
144
1150
389
1
48
1
A
'288
20
5320
37
18:5
144
2372
-713
1
48
1
B
268
8
2128
12
6
177
1064
1418
1
STHD14
POSTAX6
48
1
B
268
8
2128
12
a177
1084
1418
1
STHD14
POST 4X8
48
1
C
288
16
4256
18:5
5.5
230
1285
1690
1
STHD14
POST 4X8
48
1
C
268
16
4256
18.5
13
230
2991
928
1
STHD14
POST 4X8
48
1
D
286
22
5852
20.5
20.5.
285
5852
-88
2
32
1
E
266
'10
2880
12.5
12:5
213
26W
1441
1
STHD14
POST 4X8
48
1
F
266
22
5852
26
12.5
225
2813
450
1
48
1
F
288
22
5852
26.
4
225
900
1840
1
STHD14
POST 4X8
48
1
F
266
22
5852
'26
4
.225
900
1640
1
STHD14
POST 4X8
48
1
F
266
22
5852
26
5:5
225
1238
1430
I
STHD14
POST 4X8
48
1
G
268
25
6650
29
9.5
229
2178
1154
1
STHD14
POST 4X6
48
1
G
268
25
6650
29
19.5
229
4472
256
1
48
1
H
268
12
3192
8
2
399
798
3838,
SM 24x8
H
266
12
3192
8
2
399
798
3838
SM 24x8
H
266
12
3192
8
2
399
798.
3838,
SM 24xB
H
266
12
3192
8
2
399
798
38361
SM 24x8
1
268
12
3192
12:5
12.5
255
3192,
1549
1
STH014
POST 4X8
48
1
J
266
12
3192
19:5
18:5
193
3192
824
1
48
1
K
.286
10
2680
12.5
8.5
413
1809
1845
1
STHD14
POST 4X8
48
1
K
288
10
26W
12:5
4
213
851
1874
1
STHD14
POST 4X8
48
1
L
286
20
5320
39.5
11
159
1747
838
1
48
1
L
266
20
5320
33.5
8.5
159
1350
987
1
48
1
L
266
20
5320
33:5
14
159
2223
647
1
48
1
M
266
8
2128
10
5
213
1064
1823
1
STHD14
POST 4X8
48
1
M
266
8
2128
10
5
213
1064
1823
1
STHD14
POST 4X8
48
1
N
266
23
8118
25
25
245
6118
-1263
1
48
1
O
288
10
2860
11.5
11.5
231
2660
508
1.
48
1
P
268
11
2926
8
3
488
1463
4349
SM 36X
P
268
11
.2926
B
3
488
1463
4330
SM 38X
CITY OF LA QUINTA
BUILDING & SAFETY DEPT.
APPROVED
® FOR CONSTRUCTION
4+ih��v• ��
cc
mi
ko V
HHHHH]
MAN 3 0 2006
Charles D. Garland, Architect
74-854 Velie Way (Suite 5)
Palm Desert, CA, 92260
STRUCTURAL CALCULATIONS For:
DATE: 3.117106
MR.ANSCHELL
77-154 CASA DEL SOL
LA QUINTA, CALIFORNIA
Roof Beam[ 97 Uniform Bufldino Code (91 NDS) I Ver .5.02
Br Charles D. Garland . CharlesD. Garland. Architect on: 03-20-2006: 22522 PM
Project= ANSCLOT7 - Location:. NEW HEADER AT GREAT ROOM
Summary.
5.5 IN x 15.5 IN x 15.5 FT / 81- Douales Fir -Larch - Dry Use
Section Adequate By: 37.3% Controlling Factor: Area / Depth Required 11.68 In
Deflections:
Dead Load:
Lice Load:
Total. Load:
Reactions (Each End):
Lhie Load:
Dead Load:
Total Load:
Bearing Length Required (Beam only, Support capacity,not.checked):
Beam Data:
Span:
Maximum Unbraced Span:
Pitch Of Roof:
Live Load Deflect. Criteria:
Total Load Deflect. Criteria:
Non -Snow Lnre Load:
Roof Loaded Area:
U4e Load Method:
Roof Loading:
Roof Live Load -Side One:
Roof Dead Load -Side One:
Tributwv Wi fth-Side One:
Roof Lin Load -Side Two:
Roof Dead Load -Side Two.
Tributery Width -Side Two.
Roof Duration Factor.
Wall Load:
Beam Self Weight
SlopeMitch Adiusted Lenaft and Loads:
Adiusted Beam Length:
Beam Uniform -Live Load:
Beam Uniform Dead Load:
Total Uniform Load:
Properties For #1.- Douglas Fir=Larch
Bendurq Stress:
Sheer Stress:
Modulus of-ElaOW.
Stress Perpendicular to Grain:
Adjusted Properties
FW (Tension):
Adjustment Factai : Cd -1.15 CIn1.W Cf -0.97
FV:
Adtustment Factors: Cd=1.15
Design Reauirernents:
Control6no Moment
7.75 ft from left support
Critical moment created by combining all dead and me loads.
Ma>amum Shear:
At support:
Critical shear created by combining all dead and 9% loads.
Comparisons With Required Sections:
Section: Modulus:
Area:
Moment of Inertia:
DLD=
LLD=
TLD=
LL-Rxn=
DL-Rxn=
TL4Rxn=
BL
L=
LW
RP-
U
U
RLA=
Method =
LL1=
DLI=
TW1=
LL2=
DL2=
TW2-
Cd=
WALL=
BSW=
Ledi=
wL=
wD adf=
wT=
Fb=
F% -
E=
Fcyerp=
Fb =
FV=
PAGE: R1
0.13 IN
0.12 IN = U1565
025 IN = L1749
1938 LB
2110 LB
4047 LB
1.18 IN
15.5 FT
1.33 FT
.01 :12
240
180
193.8 SF
One
20.0 PSF
15.0 PSF
12.5 FT
20.0 PSF
0.0 PSF
0.0 FT
1.15
64 PLF
21 PLF
15.5 FT
250 PLF
272 PLF
522 PLF
1356 PSI
85 PSI
1600000 PSI
625 PSI
1508 PSI
98 PSI
M=
15683
FT -LB
V=
4047
LB
Sreon
125.0
IN3
S=
220.2
IN3
Areg=
62.2
IN2
A=
0 85.2
IN2
rreq=
410.2
IN4
1=
1706.7
IN4
Roof Beam[ 97 Uniform Building Code (91 NDS) jVer. V6020894
By: Charles D. Garland, CharlesD. Garland, Architect on: 03-20-2006
Project: ANSCLOT7 - Location: NEW HEADER AT GREAT ROOM
Summary:
5.5 IN x 15.5 INx 15.5 FT / #1 -Douglas Fir -Larch - Dry Use
ReactIbm
LiVe LAW
A 19W Lb
B 1938 Lb
AM
Uniform. Loading
Life Load
W 250 Plf
W
Span =15.5 ft
Dead Load Total Load 1.11011 Load
2110 Lb 4047 Lb 0 Lb
2110 Lb 4047 Lb 0 Lb
De Load Self Welaht Total Load
252 Plf 21 Plf 522 Plf
craw
Architecture; Interiors, Space and Land Planning
Structural Calculations
4 August 2006
The City of La Quints
Department of.Building and Safety
78.495 Calle Tampico
La Quints, CA 92253
Project A Single. Family "Residence forflarold Anschel at
'�'T=t54�asaxfel�Svl�n� � � � _
Flores de Montanas (Lot 7)
La Quints, CA
Regarding: Project Observation
I am the Structural Designer of Record for the Project noted above. The developers chose, during construction, to revise some of
the framing.
Shear wall'A' was revised at the west wail of Bedroom No. 3. The developers were directed by the=etectrical:service.pravideis.to
locate the service entrance, meter and main disconnect in -this wall. The norther most 3' x 3' window was eliminated to db this
and the overall wall 'length of all of the wall segments in this shear line adjusted to conibrm to existed constructed elements.
Shear wall. 'AS' is now Compri , of a 8'-0' segment, a'17-6' segment and a T-6° segment for a total developed length of 28'-0'
in lieuV the originally tabulated 7-V. Attached please find the revised shear wall tabulation reflecting this change. The load per
lineal foot can now be seen to be 90,pif in lieu of 144plf. This illoading is still within the load parameters of the original calcula-
tions and thuspo revision to the existing construction need`be undertaken.
Therefore, I, hereby state that the revised and unrevised portions of the work are in substantial conformance with the
structural design, intent and the project is ready for final framing Inspection.
If you have any questions or oomments.;regarding�this issue or any other issue please do not hesitate in contacting my firm:
I
tV VI 11WVL
End:
744154 Vetie Way, Suite 5 a Palm Desert, CA -92260 ❑ Phone: (760) 3403528 ❑ Facsimile: (760) 340-3728
S'
gy_ CALCULATIONS 17 of 22
A CUSTOM RESIDENCE FOR:
FLORES DE MONTANA. LOT 7 8/4/06
SHEAR WALL REQUIREMENTS
FT
ROOF D.L. = 19 WALL HT,1 = 10
WALLS D.L. =15.
FIRST FLOOR
WALL I LATRORCE IMB. AREAJ TOTAL FORCE I TOTAL(h) IRESISTNALIJ
UPLIFT FORMULA:
(Vh (2l3 (wb L"22)*(Wwtl2)))/ L
288
8
2128
12
6
177
1064
1418
266
82128
12
8
177
1064
1418
266
16
4256
18.5
5.5
230
1265
1690
266
16
4256
1&S
13
230
2991
926
285
22
W52
20.5
20.5
285
5852
-66
266
10
2560
12.5
12.5
213
2660
1441
266
22.
5852
26
12.5
225
2813
450
266
22
5852
26
4
225
900
1640
266
22
5852
26
4
225
900
1640
266
22
5852
26
5.5
225
1238
1430
266
25
6650
29
9.5
229
2178
1154
266
25
6650
29
19.5
229
4472
256
266
12
3192
8
2
399
798
3688
266
12
l'928
2
399
798
3838
256
12
3192
8
2
399
798
3838
268
12
3192
8
2
399
798
3638
266
12
3192
12.5
12.5
255
3192
1649
286
12
3192
18.5
16.5
193
3192
624
266
10
2660
12.5
8.5
213
1809
1645
286
10
2660
12.5
4
213
851
1874
286
20
5320
315
11
169
1747
838
266
20
5320
33.5
8.5
169
1350
997
266
20
5320
33.5
14
159
2223
647
268
8
2128
10
5
213
1064
1823
266
8
2128
10
5
213
1064
1823
266
23
61.18
25
25
245
6118
-1263
266
10
2660
11.5
11.6
231
2650
506
266
11
2928
6
3
488
1463
4349
266
11
2926
6
3
488
1463
4330
1 STHD14
POST06
48
1 STHD14
POST4X6
48
1 STHD14
POST4X6
48
2
32
1 STHD14
POST4X6
48
1
48
1 STHD14
POST 4X6
48
1 STHD14
POST4X6
48
1 STHD14
POST 4X6
48
1 STHD14
POST4X6
48
1
48
SM 24x8
SM 24xB
SM 24x8
SM 24x6
1. STHD14
POST4X6
48
1
48
1 STHD14
POST 4X6
48
1 S71-614
POST 4X6
48
1
48
1
48
1
48
1 STHD14
POST4X6
48
1 STHD14
POST 4X6
48
1
48
1
48
SM 36X
SM 36X
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
If
CALCULATIONS
17 OF 22
A CUSTOM RESIDENCE FOR:
FLORES DE MONTANA, LOT 7
8/4/06
SHEAR WALL REQUIREMENTS
FT
ROOF D.L. =
19
WALL HTJ =
10
UPLIFT FORMULA:
WALLS D.L. =
15
I(WH213 (vNb L^22 , )+(WWL/2)))/ L
FIRST
FLOOR
WALL LAT.FORCE
TOTALFORCE TOTAL (h)
F*s=mT,
SHMrOROE LOAD (V)
FT. SH
STRU
No.
PLF)
ITFUS
t
(LB)
WALL
(FT),(L)
(#/.ft) WALL --SEG
0 TYPE TYPE
WALLS
um SPArANG Qn)
NOTE
&"
26s
8
2126
12
6
177 1064
1418 1 STHD14 POST 4X6
46
1
B
260
8
2128
12
6
177 1064
1418 1 STHD14 POST 4X6
48
1
C
266
16
4256
18.5
5.5
230 1265
1690 1 STHD14 POST 4X6
48
1
C
266
16
4256
18.5
13
230 2991
926 1 ST14D141 POST 4X6
48
1
D
286
22
5852
20.5
205
265 5852
-66 2
32
1
E
268
10
2660
12.5
12.5
213 2660
1"1 1 STHD14 POST06
48
1
F
266
22
5852
26
12.5
225 2813
450 1
48
1
F
266
22
5852
26
4
225 goo
1640 1 STHD14 POST 4X6
48
i
F
266
22
5852
26
4
225 900
1640 1 STHD14 POST4X6
48
1
F
26e
22
5852
26
5.5
225 1238
1430 1 STHD14 POST 4X6
48
1
G
266
25
6650
29
9.5
229 2178
1154 1 STHD14 POST 4X6
48
1
9
266
25
6650
29
19.5
229 4472
256 1
48
1
H
266
12
3192
8
2
399 798
3838
SM 24X8
H
288
12
3192
a
2
399 798
3838
SM 24X8
H
268
12
3192
8
2
399 798
3838
SM 24X8
H
266
12
3192
8
2
399 '798
3838
SM 24*8
1
266
12
3192
12:5
12.5
265 3192
1549 1 STHD14 POST 06
48
1
1
266
12
3192
16.5
16.5
193 3192
624 1
48
1
K
266
10
2860
12.5
8.5
213 lwg
1645 1 STHD14 POST 4X8
48
1
K
266
10
2666
12.6
4.
213 651
1874 1 STHD14 POST 4X6
48
1
L.
266
20
5320
33:5
11
159 1747
838 1
48
1
L
266
20
5320
33.5
8.5
159 1350
997 1
48
1
L
266
20
5320
33.6
14
159 2223
647 1
48
1
.m
266
8
2128
10
5
213 1064
1823 1 STHD14 POST 4X6
48
1
M266
8
2128
10
.5
213 1064
1823 1 STHD14 POST 4X6
48
1
N
268
23
6118
25
25
245 6118
-1263 1
48
1
0
266
16
460
11.5
11.5
231 2860
506 1
48
1
P
266
11
2928
6
'3
488 1463
4349
SM 36X
P
266
1'1
2926
6
'3
488 1463
4336
SM 36X