HomeMy WebLinkAboutRP 06-11; Carlsbad Christian Assembly; Redevelopment Permits (RP) (4)FRAME OESCRIPTION: Highway 34 & iris Koaa, mu. i?leasant, IA 52eciuiwall EW3
PATH: J:\Active\ENG\ll-B-55421\ver01-sdillon\Bldg-A\rvin01\
USER
JOB
NAME
NAME
sdillon
55421A
DATE
FILE
8/16/06 PAGE: EW-1
REW3BLDG1
SUPPORT REACTIONS FOR EACH LOAD GROUP
NOTE: All reactions are in kips and kip-ft. TIME:09:45:34
SEACTZOV NOTATIONS
VL VI
HR
VR
B A
LOAD 6KOC7F KEACTIOV TABLE
COLUMN LEPT COLUMN RIGHT COLtJMN INTERIOR COLXJMN 1
BASE PLATE 8.0X9.875X0.375 8.0X9.875X0.375 0.0X0.0X0.0
ANC. BOLTS (4)-3/4 (4)-3/4 (4)-3/4
LOAD GROUP HL VL LL HR VR LR HI VI Ll
D 0.013 0.402 0. -0.004 0.214 0. 0. 0.419 0.
C 0.005 0.117 0. -0.002 0.042 0. 0. 0.139 0.
L 0.083 1.884 0. -0.030 0.684 0. 0. 2.230 0.
W+ -0.032 -1.367 0.509 0. 005 -0.765 0.519 0. -1.308 0.423
W--0.053 -1.197 0. 0.026 -0.592 0. 0. -1.308 -0.423
WR -0.053 -1.197 0. -0.918 -2.166 0. -0.756 -2.819 0.
WL -0.053 -1.197 0. 0.593 -2.166 0. 0.756 -2.819 0.
SH-0.020 -0.171 0.513 -0.021 -0.171 0.514 0. 0. 0.
E-0. 0. 0. 0. 0. 0. 0. 0. 0.
ER 0. 0. 0. -0.606 -1.011 0. -0.485 -0.970 0.
EL 0. 0. 0. 0.364 -1.011 0. 0.485 -0.970 0.
LOAD GRODP DEfiCRIPTIOW
D
C
L
W+
W-
WR
WL
E+
E-
ER
EL
DEAD LOAD
COLLATERAL LOAD
LIVE LOAD
WIND LOAD AS AN INWARD ACTING PRESSURE
WIND LOAD AS AN OUTWARD ACTING SUCTION
WIND FORCE FROM THE RIGHT
WIND FORCE FROM THE LEFT
EARTHQUAKE FORCE ACTING INWARD
EARTHQUAKE FORCE ACTING OUTWARD
EARTHQUAKE FORCE FROM RIGHT
EARTHQUAKE FORCE FROM LEFT
FRAME LINE:
FRAME DESCRIPTION:
Hignway 34 & Iris'Road, Mt. Pleassmt, IA 526Slidwall EW3
PATH: J:\Active\ENG\ll-B-55421\ver01-sdillon\Bldg-A\rvin01\
USER NAME:sdillon
JOB NAME:55421A
DATE: 8/16/06 PAGE: EW-2
FILE:REW3BLDG1
MAX. SUPPORT REACTIONS FOR LOAD CCX4BINATI0NS
NOTES:(1) All reactions are in kips and kip-ft.
(2) These reactions are from loads determined from the applicable code for ASD design. Seismic loads are limit
state emid include magnification factors when so required by the seismic provisions of the applicable code
for ASD design. It is the responsibility of the foundation designer to apply the load factors and load
combinations appropriate for the concrete foundation design. TIME:09:45:34
KEACnON VOTATIONS
HL'
VL
HR
VI ' VR
3 A
LOAD COHBZMATZOV MAXIMOM REACTZOV TABLE
COLtJMN LEFT COLUMN RIGHT COLtJMN INTERIOR COLUMN 1
BASE PLATE 8.0X9.875X0.375 8.0X9.875X0.375 0.0X0.0X0.0
ANC. BOLTS (4)-3/4 (4)-3/4 (4)-3/4
LOAD COMB HL VL LL HR VR LR HI VI Ll
GRAVITY LOAD COEINATIOW
1 I O.lOll 2.4031 0.1-0.0361 0.940| 0.| O.l 2.7881 ~T
WIND LOAD COHBINATION
5 -0.040 -0.795 0. 0. 022 -0.378 0. 0. -0.889 -0.423
3 -0.019 -0.965 0.509 0. 001 -0.551 0.519 0. -0.889 0.423
2 -0.014 -0.848 0.509 -0.001 -0.509 0.519 0. -0.750 0.423
9 -0.040 -0.795 0. 0.589 -1.952 0. 0.756 -2.400 0.
6 -0.035 -0.678 0. -0.924 -1.910 0. -0.756 -2.261 0.
7 -0.040 -0.795 0. -0.922 -1.952 0. -0.756 -2.400 0.
S -0.035 -0.678 0. 0.587 -1.910 0. 0.756 -2.261 0.
4 -0.035 -0.678 0. 0. 020 -0.336 0. 0. -0.750 -0.423
TRANSVERSE EAKTHODAKK LOAD COMBINATICJN
12 0.0181 0.5191 0. -0.612 -0.7551 0. -0.485 -0.4121 0.
13 O.Olsf 0.5191 0. 0.358 -0.755 0. 0.485 -0.412 0.
LONGITUUUIAL EARTHQOAKE LOAD COMBIHATION
10 0.038 0.348 0.513 -0.027 0.085 0.514 O.l 0.5581 0.
11 0.018 0.519 0. -0.006 0.256 0. 0.[ 0.5581 0.
LOAD COMBIMATIQIf DESCRIPTIOir
1 D + C + L
2 D + C -H W+
3 D + W+
4 D + c + W-
5 D + w-
6 D + C + WR
7 D + WR
8 D + C + WL
9 D + WL
10 D + C + SH-
11 D + C + E-
12 D + C + ER
13 D + C + EL
TRAME UNE:
( FRAME DESCRIPTION:
Hignway <« xixs Pleasant, IA 526Clidwall EW4
PATH: J:\Active\ENG\ll-B-55421\ver01-sdillon\Bldg-A\run01\
USER NAME:sdillon
JOB NAME:55421A
DATE: 8/16/06 PAGE: EW-3
FILE:REW4BLDG1
SUPPORT REACTIONS FOR EACH LOAD GROUP
NOTE: All reactions are in kips euid kip-ft. TIME: 09-:45:34
REACTZOM NOTATZQNS
HL — HI
VL 1 I3>
VR
HR
c
LOAD GROUP REACTZOV TABLE
COLtJMN LEFT COLtJMN RIGHT COLtJMN INTERIOR COLUMN 1
BASE PLATE 8.0X9.875X0.375 8.0X9.875X0.375 0.0X0.0X0.0
ANC. BOLTS (4)-3/4 (4)-3/4 (4)-3/4
LOAD GROtJP HL VL LL HR VR LR HI VI Ll
D 0. 004 0.214 0. -0.013 0.402 0. 0. 0.419 0.
C 0.002 0.042 0. -0.005 0.117 0. 0. 0.139 0.
L 0.030 0.684 0. -0.083 1.884 0. 0. 2.230 0.
W-i--0.005 -0.765 0.519 0.032 -1.367 0.509 0. -1.308 0.423
W--0.026 -0.592 0. 0.053 -1.197 0. 0. -1.308 -0.423
WR 0.918 -2.166 0. 0. 053 -1.197 0. -0.756 -2.819 0.
WL -0.593 -2.166 0. 0. 053 -1.197 0. 0.756 -2.819 0.
E-i-0.021 -0.171 0.514 -0.020 -0.171 0.513 0. 0. 0.
E-0. 0. 0. 0. 0. 0. 0. 0. 0.
ER 0.606 -1.011 0. 0. 0. 0. -0.485 -0.970 0.
EL -0.364 -1.011 0. 0. 0. 0. 0.485 -0.970 0.
LOAD GROUP DESCRIPTIOM
D
C
L
W-^
W-
WR
WL
E+
E-
ER
EL
DEAD LOAD
COLLATERAL LOAD
LIVE LOAD
WIND LOAD AS AN INWARD ACTING PRESSURE
WIND LOAD AS AN OtJTWARD ACTING SUCTION
WIND FORCE FROM THE RIGHT
WIND FORCE FROM THE LEFT
EARTHQUAKE FORCE ACTING INWARD
EARTHQUAKE FORCE ACTING OUTWARD
EARTHQUAKE FORCE FROM RIGHT
EARTHQUAKE FORCE FROM LEFT
FRAME LINE:
ZL
• FRAME DESCRIPTION:
kxyiiway j-. » ...... . PleaseUit, IA 526Elidwall EW4
PATH: J:\Active\ENG\ll-B-55421\ver01-sdillon\Bldg-A\run01\
USER NAME:sdillon
JOB NAME:55421A
DATE: 8/16/06
FILE:REW4BLDG1 FAGE: EW-4
MAX. SUPPORT REACTIONS FOR LOAD COMBINATIONS
NOTES:(1) All reactions are in kips and kip-ft.
(2) These reactions are from loads determined from the applicable code for ASD design. Seismic loads are limit
state and include magnification factors when so required by the seismic provisions of the applicable code
for ASD design. It is the responsibility of the fo;jndation designer to apply the load factors euid load
combinations appropriate for the concrete foundation design. TIME:09:45:34
REACTION MOTATZONS
HL-
VL VI
HI
VR
HR
LOAD COMBZMATZON MAXZMDM REACTZOH TABLE
COLtJMN LEFT COLUMN RIGHT COLtJMN INTERIOR COLtJMN 1
BASE PLATE 8.0X9.875X0.375 8.0X9.875X0.375 0.0X0.0X0.0
ANC. BOLTS (4)-3/4 (4)-3/4 (4)-3/4
LOAD COMB HL VL LL HR VR LR HI VI Ll
GRAVITY LOAD OOMBIKATIOW
1 I 0.0361 0.9401 0.1-0.lOll 2.4031 0.| O.l 2.7881 0.
WIND LOAD COHBINATIGN
6 0.924 -1.910 0. 0. 035 -0.678 0. -0.756 -2.261 0.
9 -0.589 -1.952 0. 0.040 -0.795 0. 0.756 -2.400 0.
7 0.922 -1.952 0. 0.040 -0.795 0. -0.756 -2.400 0.
2 0.001 -0.509 0.519 0. 014 -0.848 0.509 0. -0.750 0.423
5 -0.022 -0.378 0. 0.040 -0.795 0. 0. -0.889 -0.423
3 -0.001 -0.551 0.519 0. 019 -0.965 0.509 0. -0.889 0.423
8 -0.587 -1.910 0. 0. 035 -0.678 0. 0.756 -2.261 0.
4 -0.020 -0.336 0. 0.035 -0.678 0. 0. -0.750 -0.423
TRANSVERSE EARTHQOAKE LOAD COMBINATIGN
12 0.612 -0.7551 0. -0.0181 0.5191 0. -0.485 -0.4121 0.
13 -0.358 -0.755[ 0. -O.Oief 0.5191 0. 0.485 -0.412 0.
LONGITDDIHAL EARTHQOAKE LOAD CCMBINATIQH
10 1 0.027 0.085 0.514 -0.038 0.348 0.513 O.l 0.5581 0.
11 I 0.006 0.256 0. -0.018 0.519 0. O.f 0.5581 0.
LOAD COMBIMATIQIf DESCRIPTZOM
1 D + C + L
2 D + C -t-W+
3 D + W-i-
4 D + C + W-
5 D + w-
6 D + C -h WR
7 D + WR
8 D + C + WL
9 D + WL
10 D + C + E+
11 D + C + E-
12 D + C + ER
13 D + C + EL
FRAME LINE-.
^
COAST/\L
o
Oi
o
13 S3-
(D
Ul
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OS a) an
PRELIMINARY
DRAWINGS
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RR.( &AT(OW Ll ME.
•ROOF
0
WM 1T E.
1^
-4w
k
9
SIDE v\/yu^x:>-
FACING »Lit>f
18"
X
^•1
\1
Revised:
October 13, 2006
Owner:
Carlsbad Christian Assembly Inc.
825 Carlsbad Village Dr.
Carlsbad, CA. 92008
New con.struction located at:
3035 Harding St.
Carisbad, CA. 92008
Assessors Parcel #
203-352-15-00
Lot Size:
7000 Sq. Ft.
Total Building rpvprago
1800 Sq.Ft.-25.8%
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