BRES2017-0115 Revision 1 Structural CalcsTTAl H AC)T . �� E'L�I;��ING J Ire, �CL
77570 Springfield Lane, Suite "D"
Palm Desert, CA 92211
�VISIGN � 1
R�s2oi �- o� 15
CITY OF LA QUINTA
BUILDING & SAFETY DEPT.
APPROVED
FOR CONSTRUCTION
DATE 112 !f17 8V
'* VeVrA 2i 3 4 j
INu.vcEfl I N -rrhS
Structural Calculation
For Dahlberg Residence
At 53-810 Del Gato Drive
The Tradition
La Quinta, CA
Of Project: Residential
Remodel/Addition
Rev. #2 (08/07/2017)
Designer: Ochoa Design Associates
Date: May 11, 2017
Design by: R.A.
JN: 170458
Telephone: (760) 360-9998
Fax: (760) 360-9903
�SGHAp-aO�
NO. C67613
E x P. bL 6 0
4S7r12 / V0>111
STRUM'L RAI,
ENGINEERING, INC.
NOTE FOR SLAB:
4" CONCRETE SLAB WITH #3 REBARS @ 18"
O/C EACH WAY. OVER 2" CLEAN SAND
OVER 10 MIL VISQUEEN VAPER BARRIER
OVER 2" CLEAN SAND OVER 90%
COMPACTED FILL.
SHEET:
PARTIAL FOUNDATION
JOB NO.:
170458
DATE:
08/07/2017 (Rev. #2)
CLIENT:
DAHLBERG RESIDENCE
1
z 22 s01
FX SD1 5 23 5
HFX 18x 10 i rS D 1
HS i
(N)
16 I I
8'-6"X2'-6"X24" G. BM I I) SD1 15 W/(4) #5 & (4)#5SD1
PAST PAN(EL)
-6" 4
E/W 5D1 , ..,.� SD1 i
SD1
(E) PADS r — L
(E) FOOTING (W.F.
PARTIAL FOUNDATION
DAHLBERG RESIDECNE
UY i
5
�. (E ;.. i
� ..�1
(V.I.F.] i
........................... _
E I (E) W 12X40
STEEL COL.
' � I
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i piROFE5S1�4,
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W. C67613
SCALE: 1 /4"= I'-0"
�t�
IS ELEC'RONIC,,1,IIATURE
STRUCTURAL
TURAL
ENGINEERING, INC.
SHEET:
PARTIAL FRAMING
JOB NO.:
170458
DATE:
08/07/2017 (Rev. #2)
CLIENT:
DAHLBERG RESIDENCE
L G `7
FX 5D3 LOW 5D3 HDR 5D3
�J
Q HFX 18x 10 5�3 � : 1
HS `�
- - - - Crib -
(N) �Ff--- N 8 Q
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......... .. _ ... _ .
625
m
L N
N m
rl
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x�l � 12 z
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CS14 I S13 E2 LOW
19A I 15D3}� 12 10 `
{E) BM _ - - - - - SD2 SD3 3
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(E) BM [V.I.F.] _f • �� (N)
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PARTIAL FRAMING
DAHLBERG RESIDECNE SCALE: 1 /4"= I'-0"
'THoS IS ELECTRONIC
F.
SriskiUCTURAL
ENGINEERING, INC.
SHEET: DETAIL 25/SD3
JOB NO.: 170458
DATE: 08/07/2017 (Rev. #2)
CLIENT: DAHLBERG RESIDENCE
SIMPSON ST6236
STRAP EACH SIDE
I �r
0 0 0 00 0 0 u 0 0 0 0 0:0 0 0 0 0 0 0
0 0 0 c 0 0 0 0 0 0 0 00 0 0 0 0 0 0
CONNECTION DETAIL
SCALE: NTS
POST PER
PLAN
2x TRIMMER
PLATES
Q pSGH4pw 9•
QNO. C 67613
w
25 r
E' 0
S D 3) N�
ORILS IS 2EC TP,IlN . !GNAT E
STRUCTURAL
ENGINEERING, INC..
SHEAR WALL LAYOUT Uf
SHEET:
SW -LAYOUT
JOB NO.:
DATE:
CLIENT:
DAHLBERG RESIDENCE
J
RA Structural DESIGNED R.A. JOB NO. 170458
S'I'kl'C'f IIRU.
ENGl1(rk11G. J.R
PROJECT Dahlberg Residence CHECKED R.A. SHT OF
SUBJECT Remodel/Addition DATE 05/11/2017
Shear line reactions and shear wall forces
Floor ID: 1st
Shear
line ID
Reaction (Ibs)
Seismic Wind
Shear wall
ID
Shear wall forces (Ibs)
Seismic Wind
R*
Wall type
1
802
792
1-1
381
479
6.50
Pre -manufactured
2
1707
1554
2-1
863
932
6.50
Pre -manufactured
3
2450
1450
3-1
2450
1450
6.50
Not Designed
4
2022
1861
4-1
12022
1 1861
6.50
Segmented
5 1726
2078
5-1
1726
2078
6.50
Segmented
6
2836
0
6-1
2836
0
6.50
Not Designed
7
8
2922
2592
2301
1645
7-1
8-1
2922
2592
2301
1645
6.50
6.50
Segmented
Segmented
9
2068
1650
9-1
2068
1650
6.50
Not Designed
10
1975
1283
10-1
1608
673
6.50
Pre -manufactured
11 12380
2889
11-1
2380
2889
6.50
Not Designed
12
379
630
12-1
379
630
6.50
Pre -manufactured
13
513
81
13-1
513
81
6.50
Not Designed
14
2508
3658
14-1
14-2
865
1643
1261
2396
6.50
6.50
Segmented
Segmented
15 j
1060
1281
15-1
1060
1281
6.50
Not Designed
16 12363
1821
16-1
2363
1821
6.50
Segmented
17 1161
0
17-1
161
0
6.50
Not Designed
18
11681
2019
18-1
1681
2019
6.50
Segmented
19
161
0
19-1
161
0
6.50
Not Designed
20
1481
1153
20-1
1481
1153
6.50
Not Designed
21
465
1006
21-1
465
1006
6.50
Segmented
a
272
429
a-1
272
429
6.50
Segmented
b
1108
1505
b-1
257
0
6.50
Pre -manufactured
c
1769
497
C-1
c-2
742
700
204
194
6.50
6.50
Pre -manufactured
Pre -manufactured
d
2328
0
d-1
2328
0
6.50
Segmented
e
993
134
a-1
1993
134
16.50
Not Designed
f
445
532
f-1
445
532
6.50
Segmented
g
3063
64
g-1
g-2
1250
1813
26
38
6.50
6.50
Segmented
Segmented
h
1599
878
h-1
h-2
799
799
439
1439
6.50
6.50
Segmented
Segmented
i
1635
1 1437
i-1
1635
11437
6.50
Segmented
1
3239
256
j-1
3239
256
6.50
Not Designed
k
5747
314
k-1
5747
314
6.50
Not Designed
1
1731
2210
1-1
1731
2210
6.50
Segmented
m
2638
1697
m-1
m-2
m-3
465
407
1765
385
1337
1975
6.50
6.50
6.50
Shear wall with opening
Shear wall with opening
Not Designed
www.structuralsoft.com
CLIENT: Dahiber Rai Pn(e RA Structural En ineering, Inc. SHEET:
SUBJECT: Q� rn o�Qi - .....—. JOB NO:I-7�2�58
DESIGN BY:DATE: ogiMll
L,w,I pad on gt4mP, 0
F = 21o a-?
u Je Kf x l gxlQ Rf
Fgl1�w��,1e = 2,bo5 Ac ? 2,07£? lis V/0'/
0�
PROJECT: Grade Beam(HFX18x10) PAGE:
I lit-1.-I'VF�A1. CLIENT: Dahlberg Residence DESIGN BY: R.A.
, -- =T.:LN 'INIEEIII�X JOB NO.: 170458 DATE: REVIEW BY: R.A.
Footing Design of Shear Wall Based on ACI 318-14
INPUT DATA
WALL LENGTH
Lw =
1.5
ft
WALL HEIGHT
h =
10
ft
WALL THICKNESS
t =
4
in
FOOTING LENGTH
L =
8.5
ft
L, =
3.5
ft
FOOTING WIDTH
B =
2.5
It
FOOTING THICKNESS
T =
24
in
FOOTING EMBEDMENT DEPTH
D =
2.5
ft
ALLOWABLE SOIL PRESSURE
qa =
1.5
ksf
DEAD LOAD AT TOP WALL Pr,DL =
0.1
kips,
Wr,DL =
LIVE LOAD AT TOP WALL Pr,LL =
0.1
kips,
wr,LL =
TOP LOAD LOCATION a =
0.75
ft
WALL SELF WEIGHT
Pw =
0.1
kips
LATERAL LOAD TYPE (0=wind,1=seismic)
0
wind
WIND LOADS AT WALL TOP (W, SD)
Fu =
2.969
kips, SD
Mu =
0
ft-kips, SD
CONCRETE STRENGTH
fc' =
2.5
ksl
REBAR YIELD STRESS
fy =
60
ksi
TOP BARS, LONGITUDINAL
4
#
BOTTOM BARS, LONGITUDINAL
4
#
BOTTOM BARS, TRANSVERSE
#
3
@
20 plf
20 plf
4!r
L i Pr
_ _ o
F rt 1
M
h C P`''
1
hr
n
I
LI
/ L f
(F = 2.12 kips, ASD)
(M = 0.00 ft-kips, ASD)
THE FOOTING DESIGN IS ADEQUATE.
5
5
12 in o.c. <== Not Required
ANALYSIS
CHECK OVERTURNING FACTOR (2015 IBC 1605.2.1, 1808.3.1, & ASCE 7-10 12.13.4)
F = MR / Mo = 1.02 < 1.0 / 0.9 for wind
Where Pr,DL = 0.13 kips, (total roof CL, including wr,DL)
Pr,LL = 0.13 kips, (total roof LL, including wr,LL)
a = 0.692308 ft, (total roof loads)
Pf = 6.1625 kips (footing self weight)
Mo = F (h + D) + M = 27 ft-kips (overturning moment)
MR = (Pr,DL) (1-1 + a) + Pf (0.5 L) + Pw (1-1 + 0.51-w) = 27
CHECK SOIL CAPACITY (ALLOWABLE STRESS DESIGN)
Ps = 4.25 kips (soil weight in footing size)
P = (Pr,DL + Pr,LL) + Pw + (Pf - Ps) = 2.27 kips (total vertical net load)
MR = (Pr,DL + Pr, LL) (Li + a) + Pf (0.5 L) + Pw (1-1 + 0.51-w) = 28
e = 0.5 L - (MR - Mo) / P = 3.72 It (eccentricity from middle of footing)
PI I+ BL Le) L
u•
ii 6 fur e 5
qn�._
2 P L, = 1.15 ksf
foFe > -
3B(O.SL-e)' 6
Where e = 3.72 ft, > (L / 6)
CHECK FOOTING CAPACITY (STRENGTH DESIGN)
Mu,a = 1.2 IPr,DL (LI + a) + Pf (0.5 L) + Pw (1-1 + 0.51-w)] + 0.5 Pr, LL(Lj + a)
Mu,o = 1.0 [F(h + D) + M] = 27 ft-kips = 33 ft-kips
Pu = 1.2 (Pr,DL + Pf + Pw) + 0.5 Pr, LL = 8 kips
eu = 0.51- - (Mu,R - Mu,o) / Pu = 3.43 ft
P 6e„
L for e„5L
q,,,,,,AX = BL 6 2.51 ksf
2 P„ L
3B(0.5L - e„) ' 6
ft-kips (resisting moment without live load)
ft-kips (resisting moment with live load)
< 4/3qa
0
qu,mo
[Satisfactory]
0
(confd)
BENDING MOMENT
& SHEAR
AT EACH FOOTING SECTION
20
15
10
5
0
-5
OM
-10
20
0
-20 1
o V
-40
Mu
f 1 -
) -
0.383b�/2J�
Where
P-
Pmin =
0.0018
0.85,8,.E
Eta
Pnin.r-
, y
.
Eu+Et-
0.0129
[Satisfactory]
Section
0
1/10 L
2/10 L
3I10 L
4I10 L
5I10 L
6/10 L
7/10 L
8110 L
9/10 L
L
Xu (ft)
0
0.85
1.70
2.55
3.40
4.25
5.10
5.95
6.80
7.65
8.50
Pu w (klf)
0.0
0.0
0.0
0,0
0.0
0.2
0.0
0.0
0.0
0.0
0.0
Mu.w (R-k]
0
0
0
0
0
-13
-27
-27
-27
-28
-28
Vu,W (kips)
0
0
0
0
0
-27
0
0
0
0
0
Pu,f(ksf)
0.3
0.3
0.3
0.3
0.3
0.3
0.3
0.3
0.3
0.3
0.3
Mu,l (ft-k)
0
0
-1
-3
-5
-8
-11
-15
-20
-25
-31
Vu,f(kips)
0
•1
-1
•2
-3
-4
-4
-5
-6
-7
-7
qu (ksf)
-2.5
-1.6
-0.8
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Mu,q (ft-k)
0
2
7
13
20
27
33
40
46
53
59
Vu,q (klps)
0
4
7
8
B
8
8
8
8
8
8
E Mu (ft-k)
0
2
6
11
15
5
-5
-3
-1
0
0
E Vu (kips)
0
4
6
6
5
-23
3
2
1
1
0
Location
Mu.maz
d (in)
(OregD
PprovD
Vu,max
�Vo = 2 � b d (f� )o.s
Top Longitudinal
-5 ft-k
20.69
0.0001
0.0020
23 kips
53 kips
Bolcom Longitudinal
15 ft-k
20.69
0.0018
0.0020
23 kips
53 kips
Bottom Transverse
0 ft-k / ft
20.19
0.0000
.. 0.0000 .
0 kips / ft
21 kips 1 ft
t
Rr j ,1-JRr UCj�-/UR2.r'3ll �-' C3FI�RR—/=V2 Aram INC,
77570 Springfield Lane, Suite "D" lelc:phone: (760) 360-9998
Palm Desert, CA 92211 Fax: (760) 360-9903
Structural Calculation
For Dahlberg residence
At 53-810 Del Gato Drive
The Tradition
La Quinta, CA
'Ivye Of Proiect: Residential
Remodel/Addition
Rev. #3 (08/21 /2017)
Designer: Ochoa Design Associates
Date: May 11, 2017
Design by: R.A.
JN: 170458
RECEIVED
0 01 ZZ17
CM C5 L' QUIO A
COMMu141V toF. ' -
NO. C67613
5rrt I 1SZ
STRUCTURAL
ENGINEERING, INC.
NOTE FOR SLAB:
4" CONCRETE SLAB WITH #3 REBARS @ 18"
O/C EACH WAY. OVER 2" CLEAN SAND
OVER 10 MIL VISQUEEN VAPER BARRIER
OVER 2" CLEAN SAND OVER 90%
COMPACTED FILL.
N
8'-6"X2'-6"X24" G. BM
W/(4) #5 & (4) #5
PAST PANEL 3'-6" E/W
(N)
HS I 11
SDI
ELD
_
(E)PADPAD - -
(E)
D1
3
r---------1— —_-
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+ 5D1 I
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16
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I I
(E) PAD- I +
f !
! f
PARTIAL FOUNDATION
vrin�atr�v IStJIUtIV�.t SCALE: 1 /4"= I'-0"
SHEET. PARTIAL FOUNDATION
JOB NO.: 170458
DATE: 08/21/2017 (REV#3)
CLIENT: DAHLBERG RESIDENCE
Al
(N)
- --
� sD1 j
(N)
HS
r--- ----- - — — — — — — 1 —
! I 1 12 fl '
5D1 7 SDII 8'-6'lX2'-6"X24" G. BM I I
I W/(4) #5 & (4) #5
PAST PANEL 3'-6" Ej1A1
ypfl
L — D
I Il
P3 1 it
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14
Il
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SDI 24 I �I 10'-6"X2'-6"X24" G. BM f
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1 Ir Z PAST PANEL 4'-3" E/W I
SD1
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L/ � No. cs7s� 3 '
STRUCTURAL
ENGINEERING, INC.
I
SHEET: PARTIAL FRAMING PLAN
JOB NO.: 170458
DATE: 08/21 /2017(REV#3)
CLIENT: DAHLBERG RESIDENCE
(V.I.F) 27 6 7 L I 24
5B
FX 503 4 5D3 HD SD3 4
5D3 Q
5S 2 HFX 18x 10 56 �, 2 1 SD2
- - PSG SD2 SD2 SD2
HS 5D2
1 -- -- - (N)
N 5 1 8" x 19 1/2"GLB 24F - V4 FL BM W/E.N, s - - - - ' — — �N� — bR — -- —
T - - E 5 1/8" x 15" GLB 24F - V4 CLG Bps - -
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(N) (N)6X12 FL BM cQ
HFX 18x 10 16 m B25
HS ` 5D3 LL ty
26 1O o n •� 0
FX SD3 E3 z =I I Sp3
co 19A R z
SD2
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-- --- -- -- -- 12 4B _ D� 12 10 1 N
(E) BM SD2 SD3 6�$ - �— SD3 502 SD2 00 x
- SIM. `O
Z
lz
(E) W 10X30 L
STEEL CdE ' (E) BM r 5 HHU S
'+ A
REPLACE (2) EXISTING
WOOD BEAMS W/ (1)
NEW STEEL BEAM
S
I
f
1
a a
pf
PARTIAL FRAMING
DAHLBERG RESIDENCE SCALE: 1 /4"= r-0"
HIGH
LOW
(N)5 1/8"X18" GLB 24F-V\l
z8 B22
D3 (E) W 12X40
19
STEEL COL. Sp3
I
ECCOL
i I
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W'
m p�OFESS/p
w Q pSGHAR,oaC
SHEET; DETAIL 9/SD3
JOB NO.: 170458
DATE: 08/2112017 (Rev.43)
CLIENT: DAHLBERG RESIDENCE
SIMPSON ST6236 STRAP
CENTERED @ SPLICE
SIMPSON DSCS DRAG
CONNECTOR —
MIN. 6x12 r_ILLLR
■ u
_
I
BEAM PER PLAN
(2) SIMPSON —
HARDY FRAME
ST6224 STRAP
PANEL PER PLAN
WOOD BEAM CONDITION
RpFEiSiG.
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3
C67613 m
DETAIL
l
9
EXP,. 06/30/19
-DRAG
_
SCALE: NTS T
SD3
F �f
. Y STI � I "C" I'L I ZA f
Kt\A&-
!,\JGI\f:I:l:IN(1, INC.
ROOF SI-IEATING_
EX
SHEET: DETAIL 26603
JOB NO.. 170458
DATE: 08/21 /2017 (Rev. ft-3)
CLIENT: DAHLBERG RESIDENCE
SHEET: DETAIL 27/SD3
JOB NO.: 170458
DATE: 08/21 /2017 (Rcv. 43)
CLIENT: DAHLBERG RESIDENCE
ROOF SI-IEA'I ING
6x SOLID
FILLER E. N.
fV
SI,MPSON LT['4-@ 48"_O/C
ROOF 'TRUSS
EA. SIDE FILLER TO BM
CLG 13M, PER PLAN
TRUSS BLOCKS
_.._
wl 4t3" O/C W/E.N.
ROf 5510
F
FSCH,ggA^S'�
ti��yF 09��'i
A3
Q W, C67613
SHEAR TRANSFER DETAIL
2�.
27
CXP. O6/30/19
SCALE:
NITS
Page 4of4
STRUCTURAL
E, NGINI� ERINK-3, INC.
SHEET: DETAIL 28/SD3
JOB NO.: 170458
DATE: 08/21 /2017 (Rev. #3)
CLIENT: DAHLBERG RESIDENCE
(E) SHEAR PANEL TYPE 5
(V.I.F.) 4x6 W (2) ROWS 1/4" x 5" SDS
SCREWS @ 4" O/C STAGGERED
E.N. E.N.
r
I.
(N) SHEAR E.N. h
PANEL TYPE 5 (E) 6x6 POST
pRpFl~Ssr��,
O PSGH4,p
Q.. tip
0 No, C67613ly-
C O N N E N CT I O N DETAIL 28 EXP, 06/30/19
SCALE: NTS ❑ 3 OF �1F
ZZ
S'I RI C -11-] RAI.,
ENGINEERING. INC.
SHEAR WALL LAYOUT u
SHEET:
SW -LAYOUT
;OB NO.:
DATE:
�Toyso
0912110017
CLIENT:
DAHLBERG RESIDENCE
511
RA Structural DESIGNED R.A. JOB NO. 170458
rr�lsliii�r.rtc. PROJECT Dahlberg Residence CHECKED R.A. SHT OF
SUBJECT Remodel/Addition DATE 05/11/2017
Shear line reactions and shear wall forces
Floor ID: 1st
Shear
line ID
Reaction (Ibs)
Shear wall
ID
Shear wall forces (Ibs)
R*
Wall type
Seismic
Wind
Seismic
Wind
1
802
792
1-1
802
792
6.50
Pre -manufactured
2
1707
1554
2-1
1707
1554
6.50
Pre -manufactured
3
2450
1450
3-1 12450
1450
6.50
Not Designed
4
2022
1861
4-1
1726
2022
1861
6.50
Segmented
5
726
2078
5-1
2078
6.50
Segmented
6
2836
0
6-1
2836 10
6.50
Not Designed
7
2922
2301
7-1 12922
12301
6.50
Segmented
8
2592
1645
8-1
2592 11645
16.50
1
Segmented
9
2068
1650
9-1 12068
1650
6.50
Not Designed
10
1975
1283
10-1
1975
1283
6.50
Pre -manufactured
11
2380
2889 111-1
2380
2889
6.50
Not Designed
12
379
630
12-1
379
630
6.50
Pre -manufactured
13
513
81
13-1
513
81
6.50
Not Designed
14
2508
3658
14-1
865
1261
6.50
Segmented
14-2
1643
2396
6.50
Segmented
15
1060
1281
15-1
1060
1281
6.50
Not Designed
16
2363
1821
16-1
2363
11821
6.50
Segmented
17
161
0
117-1
161
10
6.50
1 Not Designed
18
1681
2019
18-1
1681
2019
6.50
Segmented
19
161
0
19-1
161
0
6.50
Not Designed
20
1481
1153
20-1
11481
11153
6.50
1 Not Designed
21
465
1006
21-1
465
1006
1429
6.50
Segmented
a
272
429
a-1
272
6.50
Segmented
b
1108
1505
b-1
1108
1505
6.50
Pre -manufactured
c
1769
497
c-1
1062
298
6.50
Pre -manufactured
c-2
708
199
6.50
Pre -manufactured
d
2328
0
d-1
2328
0
6.50
Segmented
e
993
134
e-1
993
134
16.50
Not Designed
f
445
532
f-1
445
532
16.50
Segmented
g
3063
64
g-1
1250
26
6.50
Segmented
g-2
1813
138
6.50
Segmented
h
1599
878
h-1
799
439
16.50
Segmented
h-2
799
439
6.50
Segmented
i
1635
1437
i-1
1635
1437
16.50
Segmented
j
3239
256
j-1
3239
256
16.50
1 Not Designed
k
5747
314
k-1
5747
1314
16.50
1 Not Designed
1
1731
2210
1-1
1731
2210
6.50
Segmented
m
2638
1697
m-1
465
385
6.50
Shear wall with opening
m-2
407
337
6.50
Shear wall with opening
m-3
1765
975
6.50
Not Designed
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Anchors
Ica®
These products are available with additional Cori oslon protection. Additional products
on this page pray also be available with this option, check with Simpson for derails.
Material
Dimensions
Fasteners
Model
No.
Base
Body
HB'
SB
W
H
B
Stud
So Anchor Machine Bolts
Dia.6 Dty, Dia,
Ye — 1'/16 i5v y 2 — Sin
HD2A
7
12
49/16
2Yz
1 23/4
1 8�
2B/16
HD5A
3
10
51/4
3
31/a
91/16
3e//e
Yz
23/16
Ra
2 3/4
HD6A
3/87
63/16
31/2
31/4
11Y1a
Via
B/ie
2'/ie
2
7/a
H D8A
3/a
7
63/1 e—
3 Yz
3%
149/16
37/16
a/1 a
2 Y16
7/6
3
7/a
HD10A
3/8
7
63/16
3'/z
31/4
18'/1e
37/1e
%a
2Y1a
7/e
4
7/a
HD14A
3/a
3
7
4
31/z
2011/16
35/e
5/e
23/1e
1
4
1
HD15
3/8
3
7
1 4
1 31/2
241/z
1 47/16
35/a
21/e
11/4
5
1
See notes below,
Model
No.
Allowable Tension Loads
DF/SP (133/160)
Allowable Tension Loads
SPF/HF (133/160)
Holdown'
Deflection
at Highest
Allowable
Design Load
Eiu;;il
Holdown°,'
Deflection
a1 Highest
Allowable
Design Load
Raised
Code
Ref.
Wood Member Thickness
_
Wood Member Thickness
1%
2
21/z
3
31h
41'
51/z
1'r4
2
2'h
3
3'h
5'r2
HD2A
1555
2055
2565
2775
2775
2775
2760
1320
1740
2165
2570
2565
:', .:
2550
0.058
0.077
HD5A
1870
2485
3095
3705
4010
1010
3980
1585
2110
2625
3130
3645
r'U
3680
1 0.067
0.117
HD6A
2275
2980
3685
4405
5105
54 1)
5510
1870
2470
3065
3680
4280
57r,5
5020
0.041
0.125
HD8A
3220
4350
5415
6465
7460
;CES
7910
2710
3655
4530
5480
6350
:r, 0
7330
0.111
0.121
401225,
HD10A
3945
5540
6935
8310
9540
?"';
;;9900
3275
4600
5745
7045
8160 : _ _9195 0.269 0.269
9495 12485 _ 0.215 0.282
HD14A
—
—
—
—
11080
, :.
13380 —
—
—
HD15
—
—»
—
— —
; :S
15305 —
—
—
—
— i i ..., 13810 1 0.082 0.082
1. Allowable loads have been Increased for earthquake or wind load durations with
no further increase allowed; reduce where other load. durations govern.
2. HD15 requires a minimum 48 (in a XIV wide shearwall) or a 6xG nominal post
to ensure the tension load carrying capacity of the critical net section meets the
holdown capacity.
3. Use minimum 46 nominal post for the HD14A. Minimum post size is
required to ensure the tension load carrying capacity of the critical net section
meets the holdown capacity.
4. HB is the required minimum distance from the end of the stud to the center of the
first stud bolt bolo. End dlslance may be Increased as necessary for installation.
5. The designer must specify anchor boll type, length and embedment -
See SSTB Anchor Bolts (page 33-34) and Additional Anchor Designs rpage 34).
6. Refer to technical bulletin T-ANCHDASPEC for retrofit anchor soluliions
(see page 199 for details).
7. Lag bolts will not develop the listed loads.
8. See page 13-15 for testing and other important information.
1. Bolt slip can occur at holdown stud bolts.
2. Increased bolt slip can occur if oversized holes are drilled through the
stud for holdown stud bolts (oversized holes are when the hole diameter
is greater than the bolt diameter plus %6" per 2001 NDS 11.1.2),
3, When a holdown is installed on only one side of the stud, an eccentricity
exists during loading which can cause more movement in the shearwall
system.
4. Unrestrained anchor bolt nuts can spin loose during cyclic loading;
using steel nylon locking nuts or thread adhesive may prevent nut spin.
5. Movement can occur when nuts are not tightened enough.
Retightening bolts before covering wall may prevent this.
6. Deflection can occur in the holdown under load caused by stresses due
to earthquake or high wind.
7. Lateral displacement at the top of the wall rotates the stud around its
base causing the holdown base plate to displace vertically.
B. Wood shrinkage can occur due to drying of the sill plate, rim joist,
and/or lop plate; nuts may require retightening.
9. Uplift forces on the bolts can cause localized wood crushing at bolt
bearing locations. Using larger bearing plates may prevent this.
10. Wood at the end of the studs (sill plates, rim joists, etc.) may crush
under normal dead and live loading; additional compressive forces
due to overturning during earthquake and high wind loads add to
the deflection.
9. Deflection at Highest Allowable Design Load;
The deflection of a holdown measured between the anchor bolt and the strap portion
of the holdown when loaded to the highest allowable load listed in the catalog table.
This movement is strictly due to the holdown deformation under a static load test
conducted on a steel jig. All other sources of deflection shall be in addition.
10. When using structural composite lumber columns, bolts must be applied to the
wide face of the column.
11. The Designer shall reduce the allowable loads shown per NDS requirements
when bolt threads are in the shear plane.
12. HDA and HD allowable loads are based on the lower of the 2001 NDS fastener
values or the ultimate load on a steel test jig divided by 2.5,
13. Post design shall be by Designer.
11 Hwo,wm� may be r;;,set! nil :ili plat(. H,�t;;r to tahln fr; inr.rr�a&tad
tleflertion vnlu'-"s ;rrai;n?i:: I1Ic1, RCtgr to note.1 n:;tic 14 fn? I?I tallarim
in_Irn,,tlans nt rpc;rtl I;uluv.en:...
9
ji2l
�
BEARING
LY.' 5 }
fi 71 A
PLATES
�--
STUD
SILL
PLATE
A
FOUNDATION
HOLDOWN
' q
ANCHOR
Q (2) and QB do not apply
to the PHD and HDO.
BP's are required by
the City of Los Angeles.
Check with your local
building code on usage.
(NDS Section 11.1.2.3
requires a metal plate,
metal strap, or minimum
of a standard cut washer.)
a
0
y
39