ARORA REV STRUCTURAL CALCS SET (65 PAGES)PH. 510−415−2809
EMAIL: j dnguyen30 @g mail .com
UNION CIT Y, CA. 94587
P.O. BOX 1382
Job No: ARORA
Date: 9-29-20
Page No: 1 of 61
By: J.N.
PLAN CH ECK
11/12/20
REV. PG. 1,4,17A,17B,17C,
19,19A ,20,21-23,36,45,52-61.
STRUCTURAL CALCULATIONS
PROJECT: Rajesh & Anamika Arora Residence
20713 Rodrigues Ave.
Cupertino, Ca. 95014
SCOPE: New two-story single-fam ily residence with attached
ADU on flat lot.
CODE: 2019 CBC & 2019 CRC
SOIL'S REPORT: Capex Engineering, Inc.
Project No. 11467
Dated: July 28, 2019
_________________________
CONTENTS: Joseph D. Nguyen
CE 70821
Page 02- Design Criteria
03- Beam Key Plan
06- Beam Allowable Values
07- Beam Design
18- Foundation Design
20- Foundation Key Plan
21- Seism ic Base Shear
23- Wind Analysis
24- Lateral Key Plan & Diagram
26- Wind / Seismic Load Distribution
27- Shear Wall Schedule
28- Shear Wall Design
42- Diaphragm & Chord Key Plan
44- Diaphragm & Chord Analysis
45- Element Supporting Discontinuous System Key Plan
46- Elem ent Supporting Discontinuous System Design
51- Guardrail Design
Independent Code
Consultants12/11/20
PH. 510−415−2809
EMAIL: j dnguyen30 @g mail .com
UNION CIT Y, CA. 94587
P.O. BOX 1382
PAGE: 2
DATE: 9-25-20
JN: ARORA
DESIGN CRITERIA CALIFORNIA BUILDING CODE 2019 AND CALIFORNIA RESIDENTIAL CODE 2019
TIMBER-DOUGLAS FIR-LARCH CONCRETE-PORTLAND CEMENT
SHALL CONFORM TO ASTM C-150
TYPE I OR II2x_ No. 2 F b .875 psi F v .180 psi E ..1.6 10 6 psi
4x_ No. 1 F b .1000 psi F v .180 psi E ..1.6 10 6 psi F'c= .2500 psi (28 DAYS)
6x_ OR GREATER,
No. 1 F b .1350 psi F v .170 psi E ..1.6 10 6 psi STEEL
STRUCTURAL STEEL SHALL CONFORM TO
ASTM A-36
PIPE COLUMNS SHALL CONFORM TO
ASTM A-53, GRADE B
UNLESS NOTED OTHERWISE UNFINISHED
BOLTS AND NUTS SHALL CONFORM TO
ASTM A-307
GLULAM-DOUGLAS FIR-LARCH
E ..1.8 10 6 psi F b .2400 psi F v .230 psi
MASONRY-CONCRETE MASONRY UNIT
BRICKS ASTM STD. C-90 F'm= .1500 psi F b .24000 psi F v .14500 psi E ..29 10 6 psi
REBAR ASTM STD. A-615 GRADE 40 F's= .20000 psi
I.C.C. #'s L 2
WOOD L 3
MICROLAM (LVL) ESR-1387 VENEER=25 psf
EXTERIOR WALL=17 psf
INTERIOR WALL=10 psf
PARALLAM (PSL) ESR-1387 L 1 12STRUCTURAL PLYWOOD NER-108
TJI ESR-1153 ADJUSTED D.L= .DL
L 2
L 1 LOADING CONDITIONS
ROOF TILE L 3 4 DL .10 psf SHEATHING .1.5 psf JOISTS .2 psf CEILING .3.5 psf
TOTAL_DL DL SHEATHING JOISTS CEILING = TOTAL_DL 17 psf
TOTAL_ADJUSTED_DL . TOTAL_DL
L 2
L 1
= TOTAL_ADJUSTED_DL 18 psf LL .20 psf
TOTAL_DESIGN_ROOF_LOAD TOTAL_ADJUSTED_DL LL = TOTAL_DESIGN_ROOF_LOAD 38 psf
ROOF BUILT-UP DL .6 psf SHEATHING .1.5 psf JOISTS .2 psf CEILING .4.5 psf
TOTAL_DL DL SHEATHING JOISTS CEILING = TOTAL_DL 14 psf LL .20 psf
TOTAL_DESIGN_ROOF_LOAD TOTAL_DL LL = TOTAL_DESIGN_ROOF_LOAD 34 psf
FLOOR W/O CONC. DL .2.5 psf SHEATHING .2 psf JOISTS .3 psf CEILING .2.5 psf
TOTAL_DL DL SHEATHING JOISTS CEILING = TOTAL_DL 10 psf LL .40 psf
TOTAL_DESIGN_FLOOR_LOAD TOTAL_DL LL = TOTAL_DESIGN_FLOOR_LOAD 50 psf
FLOOR W/ CONC. DL .12.5 psf SHEATHING .2 psf JOISTS .3 psf CEILING .2.5 psf
TOTAL_DL DL SHEATHING JOISTS CEILING = TOTAL_DL 20 psf LL .40 psf
TOTAL_DESIGN_FLOOR_LOAD TOTAL_DL LL = TOTAL_DESIGN_FLOOR_LOAD 60 psf
PH. 510−415−2809
EMAIL: j dnguyen30 @g mail .com
UNION CIT Y, CA. 94587
P.O. BOX 1382
PAGE: 6
DATE: 9-25-20
JN: ARORA
Description: S1,A1, & I1 results for beam
design with Fb1,Fv1, & E1 stresses.
S2,A2, & I2 results for beam design with
Fb2,Fv2, & E2 stresses.
in 3 in 2 in4
(2)1-3/4"x9-1/4" LVL S 50 A 32 I 230
(2)1-3/4"x11-1/4" LVL S 74 A 39 I 415
(2)1-3/4"x11-7/8" LVL S 82.26 A 41.56 I 488.42
BEAM PROPERTIES (ALLOWABLE VALUES):
3-1/2"x7-1/4" PSL S 30.66 A 25.37 I 111.14
in3 in 2 in4
2x6 DFN. 2 S 7.56 A 8.25 I 20.8 3-1/2"x9-1/4" PSL S 50 A 32 I 230
2x8 DFN. 2 S 13.14 A 10.88 I 47.63 3-1/2"x11-1/4" PSL S 74 A 39 I 415
2x10 DFN. 2 S 21.39 A 13.88 I 98.93 3-1/2"x11-7/8" PSL S 82.26 A 41.56 I 488.42
2x12 DFN. 2 S 31.64 A 16.88 I 177.98 3-1/2"x14" PSL S 114 A 49 I 800
4x4 DFN. 1 S 7.146 A 12.25 I 12.505 3-1/2"x16" PSL S 149 A 56 I 1195
4x6 DFN. 1 S 17.646 A 19.25 I 48.526 3-1/2"x18" PSL S 189 A 63 I 1701
4x8 DFN. 1 S 30.661 A 25.375 I 111.148 5-1/4"x7-1/4" PSL S 45.99 A 38.06 I 166.72
4x10 DFN. 1 S 49.911 A 32.375 I 230.84 5-1/4"x9-1/4" PSL S 74 A 48 I 346
4x12 DFN. 1 S 73.828 A 39.375 I 415.283 5-1/4"x11-1/4" PSL S 110 A 59 I 622
6x6 DFN. 1 S 27.729 A 30.25 I 76.255 5-1/4"x11-7/8" PSL S 123.39 A 62.34 I 732.63
6x8 DFN. 1 S 51.563 A 41.25 I 193.359 5-1/4"x14" PSL S 171 A 73 I 1200
6x10 DFN. 1 S 82.729 A 52.25 I 392.963 5-1/4"x16" PSL S 224 A 84 I 1792
6x12 DFN. 1 S 121.229 A 63.25 I 697.068 5-1/4"x18" PSL S 283 A 94 I 2551
7"x7-1/4" PSL S 61.32 A 50.75 I 222.29
TS10x4x1/2" S 27.1 A 12.4 I 136
7"x9-1/4" PSL S 99 A 64 I 461
7"x11-1/4" PSL S 147 A 78 I 830
7"x11-7/8" PSL S 164.52 A 83.12 I 976.84
7"x14" PSL S 229 A 98 I 1600
7"x16" PSL S 299 A 112 I 2389
7"x18" PSL S 378 A 126 I 3402
PH. 510−415−2809
EMAIL: j dnguyen30 @g mail .com
UNION CIT Y, CA. 94587
P.O. BOX 1382
SHEET: 7
DATE: 9-25-20
JN: ARORA
BM
1
L 12.5' F b1 1000 F b2 2800 F v1 170 F v2 285 E 1 .1.6 106 E 2 .2.0 106 d .94 f 1.25
Roof .38 19
2
1.5 .34 12
2
Wall 0 Floor 0 Deck 0 DL 10
w Roof Wall Floor Deck DL
w = w 632 #/'
I 1
..22.5 w L4
.E 1
.L 12
240
M
.w L2
8
V .w L
2
d
= M 12343.8 #-'= V 3355.9 #
R
.w L
2
I 2
..22.5 w L4
.E 2
.L 12
240
S 1
.12 M
.f F b1
S 2
.12 M
.f F b2
A 1
.1.5 V
.f F v1
A 2
.1.5 V
.f F v2= R 3950 #
= S 1 118.5 in3 = A 1 23.7 in2
= I 1 347.2 in4
= S 2 42.3 in3 = A 2 14.1 in2
= I 2 277.7 in4
USE 6x12 DFN. 1
BM
2
F b1 1000 F b2 2800 F v1 170 F v2 285 E 1 .1.6 106 E 2 .2.0 106 d .94 f 1.15
L 14.83 '
Roof 0 Wall 0 Floor .50 11.5
2
Deck
.60 8
2
.50 8
2
2
DL 10
P1 P2 w Roof Wall Floor Deck DL = w 518 #/'
P 1 R 1 = P 1 3950 #w
P 2 ..38 15.5
2
1.5 .17 ( ) 9.75 8
2
..38 15
2
.10 ( ) 9.75 11.5
2
= P 2 4268 #
b 1.5 a 9= c 4.33 M 39050 #-' S 1
.12 M
.f F b1
S 2
.12 M
.f F b2
=S 1 407.5 in3
R L 9227 #=S 2 145.5 in3
R R 6672 # V R L ( ) .w d A 1
.1.5 V
.f F v1
A 2
.1.5 V
.f F v2
= A 1 67.1 in2
= V 8741 #= A 2 40 in2
I 1 1180 in4
= I 2 944 in4
USE 7"x11-7/8" PSL
PH. 510−415−2809
EMAIL: j dnguyen30 @g mail .com
UNION CIT Y, CA. 94587
P.O. BOX 1382
SHEET: 8
DATE: 9-25-20
JN: ARORA
RAFTER
3 C r 1.15
L 10 ' F b1 875 F b2 2800 F v1 170 F v2 285 E 1 .1.6 106 E 2 .2.0 106 d .46 f 1.25
Roof .38 ( ) 2 Wall 0 Floor 0 Deck 0 DL 2
w Roof Wall Floor Deck DL
= w 78 #/'
w
I 1
..22.5 w L4
.E 1
.L 12
240
M
.w L2
8
V . w L
2
d
= M 975 #-' = V 354.1 #
R
.w L
2
I 2
..22.5 w L4
.E 2
.L 12
240
S 1
.12 M
. .f C r F b1
S 2
.12 M
. .f C r F b2
A 1
.1.5 V
.f F v1
A 2
.1.5 V
.f F v2= R 390 #
= S 1 9.3 in3 = A 1 2.5 in2
= I 1 21.9 in4
= S 2 2.9 in3 = A 2 1.5 in2
= I 2 17.6 in4
USE 2x10 DFN. 2 @ 24" O .C.
RAFTER
4 C r 1.15
L 15.25 ' F b1 875 F b2 2800 F v1 170 F v2 285 E 1 .1.6 106 E 2 .2.0 106 d .46 f 1.25
Roof .34 ( ) 2 Wall 0 Floor 0 Deck 0 DL 2
w Roof Wall Floor Deck DL
= w 70 #/'
w
I 1
..22.5 w L4
.E 1
.L 12
240
M
.w L2
8
V . w L
2
d
= M 2034.9 #-' = V 501.6 #
R
.w L
2
I 2
..22.5 w L4
.E 2
.L 12
240
S 1
.12 M
. .f C r F b1
S 2
.12 M
. .f C r F b2
A 1
.1.5 V
.f F v1
A 2
.1.5 V
.f F v2= R 534 #
= S 1 19.4 in3 = A 1 3.5 in2
= I 1 69.8 in4
= S 2 6.1 in3 = A 2 2.1 in2
= I 2 55.9 in4
USE 2-2x14 DFN. 2 @ 24" O.C., (RIP TOP
3" M AX. FOR DR AINAG E SLOPE
PH. 510−415−2809
EMAIL: j dnguyen30 @g mail .com
UNION CIT Y, CA. 94587
P.O. BOX 1382
SHEET: 9
DATE: 9-25-20
JN: ARORA
BM
5
L 18.75 ' F b1 1000 F b2 2800 F v1 170 F v2 285 E 1 .1.6 106 E 2 .2.0 106 d .94 f 1.25
Roof .34 26
2
Wall 0 Floor 0 Deck 0 DL 15
w Roof Wall Floor Deck DL
w = w 457 #/'
I 1
..22.5 w L4
.E 1
.L 12
240
M
.w L2
8
V . w L
2
d
= M 20083 #-' = V 3854.8 #
R
.w L
2
I 2
..22.5 w L4
.E 2
.L 12
240
S 1
.12 M
.f F b1
S 2
.12 M
.f F b2
A 1
.1.5 V
.f F v1
A 2
.1.5 V
.f F v2= R 4284 #
= S 1 192.8 in3 = A 1 27.2 in2
= I 1 847.3 in4
= S 2 68.9 in3 = A 2 16.2 in2
= I 2 677.8 in4
USE (2) 5-1/4"x11-7/8" PSL w/ 5/8" DIA.
M.B's @ 24" O.C., STAGG.
BM
6
F b1 1000 F b2 2800 F v1 170 F v2 285 E 1 .1.6 10 6 E 2 .2.0 10 6 d .94 f 1L 20.5'
Roof 0 Wall 0 Floor 0 Deck 0 DL 15
w Roof Wall Floor Deck DL = w 15 #/'P1 P2
P 1 . . 38 23
2
14
2
. .50 8.5
2
11
2
. .17 ( )9.75 10
2
= P 1 5057 #w
P 2 . . 34 14
2
13.5
2
..60 3.5
2
5.5
2
= P 2 1895 #
b 3.5 a 10 = c 7 M 30470 #-' S 1
.12 M
.f F b1
S 2
.12 M
.f F b2
= S 1 365.6 in3
R L 4408 # = S 2 130.6 in3
R R 2851 # V R L ( ) .w d A 1
.1.5 V
.f F v1
A 2
.1.5 V
.f F v2
= A 1 38.8 in2
= V 4394 # = A 2 23.1 in2
I 1 1300 in4
= I 2 1040 in4
USE 5-1/4"x14" PSL
PH. 510−415−2809
EMAIL: j dnguyen30 @g mail .com
UNION CIT Y, CA. 94587
P.O. BOX 1382
SHEET: 10
DATE: 9-25-20
JN: ARORA
FLOOR JOIST
7
L 14.5 ' F b1 1000 F b2 2800 F v1 170 F v2 285 E 1 .1.6 106 E 2 .2.0 106 d .94 f 1
Roof 0 Wall 0 Floor .50 ( ) 1.33 Deck 0 DL 5
w Roof Wall Floor Deck DL
= w 72 #/'
w
I 1
..22.5 w L4
.E 1
.L 12
360
M
.w L2
8
V .w L
2
d
= M 1879.1 #-'= V 451.2 #
R
.w L
2
I 2
..22.5 w L4
.E 2
.L 12
360
S 1
.12 M
.f F b1
S 2
.12 M
.f F b2
A 1
.1.5 V
.f F v1
A 2
.1.5 V
.f F v2= R 518 #
= S 1 22.5 in3 = A 1 4 in2
= I 1 92 in4
< 1,655 # SHEAR ALL.= S 2 8.1 in3 = A 2 2.4 in2
= I 2 73.6 in4
= EI 1.47 108 .in2 lb < EI ALLOWABLE ...3.47 108 in2 lb
= M 1879.109 .lb ft < M ALLOWABLE .. 4215 lb ft
USE TJI 230 x 11-7/8" DEEP F.J. AT 16" O.C.
PH. 510−415−2809
EMAIL: j dnguyen30 @g mail .com
UNION CIT Y, CA. 94587
P.O. BOX 1382
SHEET: 11
DATE: 9-25-20
JN: ARORA
BM
8
L 11 ' F b1 1000 F b2 2800 F v1 170 F v2 285 E 1 .1.6 106 E 2 .2.0 106 d .94 f 1
Roof .38 18.5
2
2.75 .34 10
2
Wall .17 ( ) 9.75 Floor .50 12.5
2
Deck 0 DL 10
w Roof Wall Floor Deck DL
= w 1114 #/'
w
I 1
..22.5 w L4
.E 1
.L 12
240
M
.w L2
8
V .w L
2
d
= M 16853 #-'= V 5081 #
R
.w L
2
I 2
..22.5 w L4
.E 2
.L 12
240
S 1
.12 M
.f F b1
S 2
.12 M
.f F b2
A 1
.1.5 V
.f F v1
A 2
.1.5 V
.f F v2= R 6128 #
= S 1 202.2 in3 = A 1 44.8 in2
= I 1 417.1 in4
= S 2 72.2 in3 = A 2 26.7 in2
= I 2 333.7 in4
USE 3-1/2"x11-7/8" PSL
BM
9
L 12.5' F b1 1000 F b2 2800 F v1 170 F v2 285 E 1 .1.6 106 E 2 .2.0 106 d .94 f 1.1
Roof .38 11
2
1.5 Wall .17 ( ) 9.75 Floor .50 1.33
2
Deck 0 DL 10
w Roof Wall Floor Deck DL
= w 475 #/'
w
I 1
..22.5 w L4
.E 1
.L 12
240
M
.w L2
8
V .w L
2
d
= M 9277.3 #-'= V 2522.3 #
R
.w L
2
I 2
..22.5 w L4
.E 2
.L 12
240
S 1
.12 M
.f F b1
S 2
.12 M
.f F b2
A 1
.1.5 V
.f F v1
A 2
.1.5 V
.f F v2= R 2969 #
= S 1 101.2 in3 = A 1 20.2 in2
= I 1 260.9 in4
= S 2 36.1 in3 = A 2 12.1 in2
= I 2 208.7 in4
USE 3-1/2"x11-7/8" PSL
PH. 510−415−2809
EMAIL: j dnguyen30 @g mail .com
UNION CIT Y, CA. 94587
P.O. BOX 1382
SHEET: 12
DATE: 9-25-20
JN: ARORA
BM
10
L 16.5' F b1 1100 F b2 2800 F v1 170 F v2 285 E 1 . 1.6 10 6 E 2 .2.0 10 6 d .94 f 1.1
Roof . 38 19.5
2
1.5 Wall . .17 ( )9.75 5.75
16.5
Floor ..50 14.5
2
13.5
16.5
Deck 0 DL 8
P w Roof Wall Floor Deck DL = w 790 #/'
P R 9 = P 2969 #
a 3.75 = b 12.75 V
.w L
2
.P b
L
( ).w d
= M 32447 #-' = V 8068 #
R L
.w L
2
.P b
L
R R
.w L
2
.P a
L S 1
.12 M
.f F b1
S 2
.12 M
.f F b2
A 1
.1.5 V
.f F v1
A 2
.1.5 V
.f F v2= R L 8811 # = R R 7191 #
= S 1 321.8 in3 = A 1 64.7 in2
= I 1 1219.2 in4
= S 2 126.4 in 3 = A 2 38.6 in2
= I 2 975.4 in4
USE 7"x11-7/8" PSL
BM
11
L 19.5' F b1 1000 F b2 21600 F v1 170 F v2 14500 E 1 .1.6 106 E 2 .29 106 d .833 f 1.1
Roof ..38 2
2
8
19.5
Wall .17 ( ) 4 Floor .50 ( )1.33 Deck 0 DL 30
P1 P2
w w Roof Wall Floor Deck DL P 1 R 10R = P 1 7191 #
= w 180 #/'
P 2 ..38 8
2
. .17 ( )9.75 8
19.5
16.5
2
= P 2 1815 #
b 2 a 6= c 11.5 M 48590 #-' S 1
.12 M
.f F b1
S 2
.12 M
.f F b2
= S 1 530.1 in3
R L 5263 # = S 2 24.5 in3
R R 7252 # V R R ( ) .w d A 1
.1.5 V
.f F v1
A 2
.1.5 V
.f F v2
= A 1 57 in2
= V 7102 # = A 2 0.7 in2
I 1 1850 in4
= I 2 102.1 in4
TS10x4x1/2"
PH. 510−415−2809
EMAIL: j dnguyen30 @g mail .com
UNION CIT Y, CA. 94587
P.O. BOX 1382
SHEET: 13
DATE: 9-25-20
JN: ARORA
BM
12
F b1 1000 F b2 21600 F v1 170 F v2 14500 E 1 .1.6 106 E 2 .29 106 d .833 f 1.1L 19.5'
Roof 0 Wall 0 Floor 0 Deck 0 DL 30
P w Roof Wall Floor Deck DL = w 30 #/'
w
P R 2L .R 1
1.75
8
. .50 11.5
2
.60 8
2
8
2
= P 12201 #
a 8= b 11.5 = M 50230 #-' S 1
.12 M
.f F b1
S 2
.12 M
.f F b2
=S 1 548 in3
R L
.w L
2
.P a
L
R R
.w L
2
.P b
L
V R R ( ).w d =S 2 25.4 in3
= V 7463 # A 1
.1.5 V
.f F v1
A 2
.1.5 V
.f F v2
= A 1 59.9 in2
= R L 5298 # = R R 7488 #
= A 2 0.7 in2
= I 1 2059.5 in4
= I 2 113.6 in4
TS10x4x1/2"
BM
13
F b1 1000 F b2 2800 F v1 170 F v2 285 E 1 .1.6 106 E 2 .2.0 106 d .94 f 1.1L 14 '
Roof .38 ( ) 2 Wall .10 ( ) 9.75 Floor .50 17.25
2
Deck 0 DL 10
P1 P2
w Roof Wall Floor Deck DL P 1 ..38 21.25
2
11.5
2
= P 1 2322 #w
= w 615 #/'
P 2 ..38 21.5
2
.17 ( ) 9.75 14.5
2
= P 2 4163 #
b 2 a 6 = c 6 M 35000 #-' S 1
.12 M
.f F b1
S 2
.12 M
.f F b2
=S 1 381.8 in3
R L 7415 #=S 2 136.4 in3
R R 7678 # V R R ( ) .w d A 1
.1.5 V
.f F v1
A 2
.1.5 V
.f F v2
= A 1 57 in2
= V 7100 #= A 2 34 in2
I 1 1050 in4
= I 2 840 in4
USE 7"x11-7/8" PSL
PH. 510−415−2809
EMAIL: j dnguyen30 @g mail .com
UNION CIT Y, CA. 94587
P.O. BOX 1382
SHEET: 14
DATE: 9-25-20
JN: ARORA
BM
14
L 15 ' F b1 1000 F b2 2800 F v1 170 F v2 285 E 1 . 1.6 10 6 E 2 .2.0 10 6 d .94 f 1
Roof . 38 13.75
2
Wall .17 ( ) 4.25 Floor . 50 1.33
2
Deck 0 DL 10
w Roof Wall Floor Deck DL = w 377 #/'P1 P2
w P 1 .. 38 5
2
1.5 .17 ( ) 9.75 . 50 15
2
6
2
= P 1 2078 #
P 2 .. 38 9.75
2
.17 ( ) 9.75 . 50 9
2
14.5
2
= P 2 4176 #
c 1.5 a 3 = b 10.5 = M CANT 14223 #-'
= M CENT 8430 #-' S 1
.12 M CANT
.f F b1
= S 1 170.7 in3
= R L 4644 #
= R R 9012 # S 2
.12 M CANT
.f F b2
= S 2 61 in3
V V MAX ( ).w d= V MAX 4368 #
UPLIFT @ LEFT SUPPORT A 1
.1.5 V
.f F v1
= A 1 35.4 in2
= U 496 #
A 2
.1.5 V
.f F v2
= A 2 21.1 in2
= I 1 298.1 in4
USE 5-1/4"x11-7/8" PSL = I 2 238.5 in4
BM
15
L 13.5 ' F b1 1000 F b2 2800 F v1 170 F v2 285 E 1 .1.6 106 E 2 .2.0 106 d .94 f 1.15
Roof .38 10
2
1.5 Wall .17 ( ) 9.75 Floor .60 13.75
2
Deck 0 DL 10
P
w w Roof Wall Floor Deck DL = w 835 #/'
P R 13R = P 7678 #
a 2.67= b 10.83 = M 29278 #-' S 1
.12 M
.f F b1
S 2
.12 M
.f F b2
=S 1 305.5 in3
R L
.w L
2
.P a
L
R R
.w L
2
.P b
L
=S 2 109.1 in3
V R R ( ).w d A 1
.1.5 V
.f F v1
A 2
.1.5 V
.f F v2
=A 1 84.5 in2
= R L 7156 # = R R 11797 #
= V 11012.3 #= A 2 50.4 in2
= I 1 909 in4
USE 5-1/4"x11-7/8" PSL = I 2 727.2 in4
PH. 510−415−2809
EMAIL: j dnguyen30 @g mail .com
UNION CIT Y, CA. 94587
P.O. BOX 1382
SHEET: 15
DATE: 9-25-20
JN: ARORA
FLOOR JOIST
16 C r 1.15
L 7.5 ' F b1 875 F b2 2800 F v1 170 F v2 285 E 1 .1.6 106 E 2 .2.0 106 d .46 f 1.25
Roof 0 Wall 0 Floor .150 ( ) 1.33 Deck 0 DL 2
w Roof Wall Floor Deck DL
= w 202 #/'
w
I 1
..22.5 w L4
.E 1
.L 12
240
M
.w L2
8
V .w L
2
d
= M 1416.8 #-'= V 662.9 #
R
.w L
2
I 2
..22.5 w L4
.E 2
.L 12
240
S 1
.12 M
. .f C r F b1
S 2
.12 M
.. f C r F b2
A 1
.1.5 V
.f F v1
A 2
.1.5 V
.f F v2= R 756 #
= S 1 13.5 in3 = A 1 4.7 in2
= I 1 23.9 in4
= S 2 4.2 in 3 = A 2 2.8 in2
= I 2 19.1 in4
USE 2-2x8 D FN. 2 @ 16" O .C .
FLOOR JOIST
17 C r 1.15
L 9 ' F b1 875 F b2 2800 F v1 170 F v2 285 E 1 .1.6 106 E 2 .2.0 106 d .46 f 1.25
Roof 0 Wall 0 Floor .150 ( ) 1.33 Deck 0 DL 2
w Roof Wall Floor Deck DL
= w 202 #/'
w
I 1
..22.5 w L4
.E 1
.L 12
240
M
.w L2
8
V .w L
2
d
= M 2040.2 #-'= V 814.1 #
R
.w L
2
I 2
..22.5 w L4
.E 2
.L 12
240
S 1
.12 M
. .f C r F b1
S 2
.12 M
.. f C r F b2
A 1
.1.5 V
.f F v1
A 2
.1.5 V
.f F v2= R 907 #
= S 1 19.5 in3 = A 1 5.7 in2
= I 1 41.3 in4
= S 2 6.1 in 3 = A 2 3.4 in2
= I 2 33.1 in4
USE 2-2x8 D FN. 2 @ 16" O .C .
PH. 510−415−2809
EMAIL: j dnguyen30 @g mail .com
UNION CIT Y, CA. 94587
P.O. BOX 1382
SHEET: 16
DATE: 9-25-20
JN: ARORA
FLOOR JOIST
18 C r 1.15
L 7.5 ' F b1 875 F b2 2800 F v1 170 F v2 285 E 1 .1.6 106 E 2 .2.0 106 d .46 f 1.25
Roof 0 Wall 0 Floor .100 ( ) 1.33 Deck 0 DL 2
w Roof Wall Floor Deck DL
= w 135 #/'
w
I 1
..22.5 w L4
.E 1
.L 12
240
M
.w L2
8
V .w L
2
d
= M 949.2 #-'= V 444.1 #
R
.w L
2
I 2
..22.5 w L4
.E 2
.L 12
240
S 1
.12 M
. .f C r F b1
S 2
.12 M
.. f C r F b2
A 1
.1.5 V
.f F v1
A 2
.1.5 V
.f F v2= R 506 #
= S 1 9.1 in3 = A 1 3.1 in2
= I 1 16 in4
= S 2 2.8 in 3 = A 2 1.9 in2
= I 2 12.8 in4
USE 2x8 DFN . 2 @ 16" O .C.
BM
19
L 6 ' F b1 1350 F b2 2800 F v1 170 F v2 285 E 1 .1.6 106 E 2 .2.0 106 d .6 f 1
Roof 0 Wall 0 Floor .150 15
2
Deck 0 DL 5
w Roof Wall Floor Deck DL
= w 1130 #/'
w
I 1
.. 22.5 w L4
.E 1
.L 12
240
M
.w L2
8
V .w L
2
d
= M 5085 #-'= V 2712 #
R
.w L
2
I 2
..22.5 w L4
.E 2
.L 12
240
S 1
.12 M
.f F b1
S 2
.12 M
.f F b2
A 1
.1.5 V
.f F v1
A 2
.1.5 V
.f F v2= R 3390 #
= S 1 45.2 in3 = A 1 23.9 in2
= I 1 68.6 in4
= S 2 21.8 in3 = A 2 14.3 in2
= I 2 54.9 in4
USE 6x8 DFN. 1
PH. 510−415−2809
EMAIL: j dnguyen30 @g mail .com
UNION CIT Y, CA. 94587
P.O. BOX 1382
SHEET: 17
DATE: 9-25-20
JN: ARORA
BM
20
L 6.75' F b1 1000 F b2 2800 F v1 170 F v2 285 E 1 .1.6 106 E 2 .2.0 106 d .6 f 1
Roof 0 Wall 0 Floor .60 14
2
Deck 0 DL 5
w Roof Wall Floor Deck DL
= w 425 #/'
w
I 1
..22.5 w L4
.E 1
.L 12
240
M
.w L2
8
V .w L
2
d
= M 2420.5 #-'= V 1179.4 #
R
.w L
2
I 2
..22.5 w L4
.E 2
.L 12
240
S 1
.12 M
.f F b1
S 2
.12 M
.f F b2
A 1
.1.5 V
.f F v1
A 2
.1.5 V
.f F v2= R 1434 #
= S 1 29 in3 = A 1 10.4 in2
= I 1 36.8 in4
= S 2 10.4 in3 = A 2 6.2 in2
= I 2 29.4 in4
USE 4x8 DFN. 1
PH. 510−415−2809
EMAIL: j dnguyen30 @g mail .com
UNION CIT Y, CA. 94587
P.O. BOX 1382
SHEET: 17A
DATE: 11-12-20
JN: ARORA
BALCONY/DECK JOIST
21 C r 1.15
L 8 ' F b1 875 F b2 2800 F v1 170 F v2 285 E 1 .1.6 106 E 2 .2.0 106 d .46 f 1.25
Roof 0 Wall 0 Floor 0 Deck .80 ( ) 1.33 DL 2
w Roof Wall Floor Deck DL
= w 108 #/'
w
I 1
.. 22.5 w L4
.E 1
.L 12
240
M
.w L2
8
V .w L
2
d
= M 867.2 #-'= V 383.7 #
R
.w L
2
I 2
..22.5 w L4
.E 2
.L 12
240
S 1
.12 M
. .f C r F b1
S 2
.12 M
.. f C r F b2
A 1
.1.5 V
.f F v1
A 2
.1.5 V
.f F v2= R 434 #
= S 1 8.3 in3 = A 1 2.7 in2
= I 1 15.6 in4
= S 2 2.6 in 3 = A 2 1.6 in2
= I 2 12.5 in4
USE 2x10 DFN. 2 DECK JO IST @ 16" O .C .
BM
22
L 8.5 ' F b1 1000 F b2 2800 F v1 170 F v2 285 E 1 .1.6 106 E 2 .2.0 106 d .94 f 1
Roof 0 Wall 0 Floor 0 Deck .80 12.5
2
DL 10
w Roof Wall Floor Deck DL
= w 510 #/'
w
I 1
..22.5 w L4
.E 1
.L 12
240
M
.w L2
8
V .w L
2
d
= M 4605.9 #-'= V 1688.1 #
R
.w L
2
I 2
..22.5 w L4
.E 2
.L 12
240
S 1
.12 M
.f F b1
S 2
.12 M
.f F b2
A 1
.1.5 V
.f F v1
A 2
.1.5 V
.f F v2= R 2168 #
= S 1 55.3 in3 = A 1 14.9 in2
= I 1 88.1 in4
= S 2 19.7 in3 = A 2 8.9 in2
= I 2 70.5 in4
USE 6x12 DFN. 1
PH. 510−415−2809
EMAIL: j dnguyen30 @g mail .com
UNION CIT Y, CA. 94587
P.O. BOX 1382
SHEET: 17B
DATE: 11-12-20
JN: ARORA
BM
23
F b1 1000 F b2 2800 F v1 170 F v2 285 E 1 . 1.6 10 6 E 2 .2.0 10 6 d .94 f 1L 16 '
Roof . 38 7
2
Wall .17 ( ) 4 Floor 0 Deck . 80 5
2
DL 10
w Roof Wall Floor Deck DL = w 411 #/'
P
P . .38 7 2
2
2
3
= P 621 #
I 1
..22.5 w L4
. E 1
.L 12
240
..36 P L3
.E 1
.L 12
240
M
. w L 2
8
.P L
4
V
.w L
2
P
2
( ) .w d
a L
2
b L
2
= M 15634.7 #-'= V 3212 #
I 2
..22.5 w L4
.E 2
.L 12
240
..36 P L3
.E 2
.L 12
240
S 1
.12 M
.f F b1
S 2
.12 M
.f F b2
A 1
.1.5 V
.f F v1
A 2
.1.5 V
.f F v2R
.w L
2
P
2
= R 3598 #= S 1 187.6 in 3 = A 1 28.3 in2
= I 1 545 in4
= S 2 67 in 3 = A 2 16.9 in2
= I 2 436 in4
USE 3-1/2"x11-7/8" PSL
BM
24
F b1 1000 F b2 2800 F v1 170 F v2 285 E 1 .1.6 10 6 E 2 .2.0 106 d .94 f 1L 11.5'
Roof .38 15.5
2
2 Wall .17 ( ) 9 Floor .50 1.33
2
Deck .80 1.33
2
DL 10
P1 P2
w Roof Wall Floor Deck DL P 1 R 23 = P 1 3598 #w
= w 620 #/'
P 2 .. 38 12
2
. 50 11.5
2
7
2
= P 2 1804 #
b 6.5 a 0.5 = c 4.5 M 19970 #-' S 1
.12 M
.f F b1
S 2
.12 M
.f F b2
= S 1 239.6 in3
R L 5833 # = S 2 85.6 in3
R R 6698 # V R L ( ) .w d A 1
.1.5 V
.f F v1
A 2
.1.5 V
.f F v2
= A 1 46.3 in2
= V 5250 #= A 2 27.6 in2
I 1 500 in4
= I 2 400 in4
USE 5-1/4"x11-7/8" PSL
PH. 510−415−2809
EMAIL: j dnguyen30 @g mail .com
UNION CIT Y, CA. 94587
P.O. BOX 1382
SHEET: 17C
DATE: 11-12-20
JN: ARORA
BM
25
F b1 1000 F b2 2800 F v1 170 F v2 285 E 1 . 1.6 10 6 E 2 .2.0 10 6 d .94 f 1.15L 12.25 '
Roof 0 Wall 0 Floor 0 Deck .80 12.5
2
DL 10
P w Roof Wall Floor Deck DL = w 510 #/'
w
P R 24L ..38 15.5
2
2 .17 ( )9 .80 ( ) 1.33 8
2
= P 8353 #
a 5.75= b 6.5 = M 33580 #-' S 1
.12 M
.f F b1
S 2
.12 M
.f F b2
=S 1 350.4 in3
R L
.w L
2
.P a
L
R R
.w L
2
.P b
L
V R R ( ).w d =S 2 125.1 in3
= V 7076.3 # A 1
.1.5 V
.f F v1
A 2
.1.5 V
.f F v2
= A 1 54.3 in2
= R L 7044 # = R R 7556 #
= A 2 32.4 in2
= I 1 824.9 in4
= I 2 659.9 in4
USE 5-1/4"x14" PSL
BM
26
F b1 1000 F b2 2800 F v1 170 F v2 285 E 1 . 1.6 10 6 E 2 .2.0 10 6 d .94 f 1.1L 14.75 '
Roof . . 34 8
2
7.5
14.75
Wall 0 Floor .. 50 11
2
7
14.75
Deck 0 DL 10
P w Roof Wall Floor Deck DL = w 210 #/'
w
P R 24R = P 6698 #
a 7= b 7.75 = M 29145 #-' S 1
.12 M
.f F b1
S 2
.12 M
.f F b2
=S 1 317.9 in3
R L
.w L
2
.P a
L
R R
.w L
2
.P b
L
=S 2 113.6 in3
V R R ( ) .w d A 1
.1.5 V
.f F v1
A 2
.1.5 V
.f F v2
= A 1 39.1 in2
= R L 4725 # = R R 5066 # = V 4868.5 #=A 2 23.3 in2
= I 1 842.7 in4
= I 2 674.2 in4
USE 5-1/4"x11-7/8" PSL
PH. 510−415−2809
EMAIL: j dnguyen30 @g mail .com
UNION CIT Y, CA. 94587
P.O. BOX 1382
PAGE: 18
DATE: 9-25-20
JN: ARORA
FOUNDATION ANALYSIS
ASSUME SOIL BEARING VALUE, s .1500 psf PER SOILS REPORT
CONTINUOUS FOOTING
14" WIDE FTG.=1750 lb/ft
UNIFORM LOAD 16" WIDE FTG.=2000 lb/ft
18" WIDE FTG.=2250 lb/ft ALLOWABLE LOAD
CONCENTRATED LOAD
14" WIDE BY 24" BELOW FINISH GRADE
L=60"+3.5"=63.5"x14" => = . .889 in 2 s
. 144 in2
ft2
9260 lb
16" WIDE BY 24" BELOW FINISH GRADE
L=60"+3.5"=63.5"x16" => = . .1016 in2 s
. 144 in2
ft2
10583 lb
18" WIDE BY 24" BELOW FINISH GRADE
L=60"+3.5"=63.5"x18" => = . .1143.0 in2 s
. 144 in2
ft2
11906 lb
("D" INCLUDES 6" CLEAR ABOVE FINISH GRADE)
24" DEEP P all .. 4.0 ft2 s P all .. 6.25 ft 2 s
30"SQ.
24"SQ.P all=6,000 lb P all=9,375 lb
42" SQ. PALL=18375 lb
P all . .9.0 ft2 s P all ..11.11 ft2 s24" DEEP 48" SQ. PALL=24000 lb
36"SQ. 40"SQ.P all=13,500 lb P all=16,665 lb 52" SQ. PALL=28166 lb
CHECK CONTINUOUS FOOTING:
"W1" = . .38 psf
.18.5 ft
2
.3 ft ..50 psf
.12.5 ft
2
..17 psf ( ) .21 ft 1135 plf < 2000 plf USE 16" WIDE FTG.
PH. 510−415−2809
EMAIL: j dnguyen30 @g mail .com
UNION CIT Y, CA. 94587
P.O. BOX 1382
SHEET: 19
DATE: 9-25-20
JN: ARORA
PAD DESIGN
R 1 .3950 lb R 5 .4284 lb R 9 .2969 lb R 12L .5298 lb R 14R .9012 lb R 17 .907 lb
R 2L .9227 lb R 6L .4408 lb R 10L .8811 lb R 12R .7488 lb R 15L .7156 lb R 18 .506 lb
R 2R .6672 lb R 6R .2851 lb R 10R .7191 lb R 13L .7415 lb R 15R .11797 lb R 19 .3390 lb
R 3 .390 lb R 7 .518 lb R 11L .5263 lb R 13R .7678 lb R 16 .756 lb R 20 .1434 lb
R 4 .534 lb R 8 .6128 lb R 11R .7252 lb R 14L .4644 lb
"P1" = R 2R R 13L 14087 lb < 16665 lb USE 40" SQ. PAD
"P2" = R 5 R 19 7674 lb < 10583 lb O.K. W/ 16" WIDE CONT. FTG.
"P3" = .R 5
10
12
. . . .38 psf
.21 ft
2
..17 psf ( ) .9.75 ft
..15 5 ft
2
7
8.5
21011 lb < 24000 lb USE 48" SQ. PAD
"P4" = R 6L R 20 5842 lb < 10583 lb O.K. W/ 16" WIDE CONT. FTG.
"P5" = R 8 .R 20 ( ) 2 8996 lb < 10583 lb O.K. W/ 16" WIDE CONT. FTG.
"P6" = R 10L R 20 10245 lb < 10583 lb O.K. W/ 16" WIDE CONT. FTG.
"P7" = R 11L . .. 50 psf
.14 ft
2
.11 ft
2
. . .38 psf
.19.5 ft
2
.6 ft
2
8300 lb< 13500 lb USE 36" SQ. PAD
"P8" = R 11R .. . 80 psf
.10.5 ft
2
.8.5 ft
2
9037 lb < 13500 lb USE 36" SQ. PAD
"P9" = R 12L ... 50 psf
.8 ft
2
.5 ft
2
5798 lb < 13500 lb USE 36" SQ. PAD
"P10" = R 14L R 15R 16441 lb < 24000 lb USE 48" SQ. PAD
"P11" = R 14R 9012 lb < 10583 lb O.K. W/ 16" WIDE CONT. FTG.
"P12" = R 15L 7156 lb < 10583 lb O.K. W/ 16" WIDE CONT. FTG.
"P13" = .R 20 ( ) 2 2868 lb < 6000 lb USE 24" SQ. PAD
"P14" = R 19 R 20 4824 lb < 6000 lb USE 24" SQ. PAD
"P15" = R 12R R 22 R 25L 16700 lb < 18375 lb USE 42" SQ. PAD
"P16" = ...150 psf
.12.5 ft
2
.11 ft
2
5156 lb < 6000 lb USE 24" SQ. PAD
PH. 510−415−2809
EMAIL: j dnguyen30 @g mail .com
UNION CIT Y, CA. 94587
P.O. BOX 1382
SHEET: 19A
DATE: 11-12-20
JN: ARORA
PAD DESIGN CONT.
R 21 .434 lb R 22 .2168 lb R 23 . 3598 lb R 24L .5833 lb R 24R .6698 lb
R 25L .7044 lb R 25R .7556 lb R 26L .4725 lb R 26R .5066 lb
"P17" = R 25R 7556 lb < 10583 lb O.K. W/ 16" WIDE CONT. FTG.
"P18" = R 26L ...38 psf
.8.5 ft
2
.2 ft
.21.5 ft
2
7278 lb < 9375 lb USE 30" SQ. PAD
"P19" = R 26L . . . 38 psf
.11 ft
2
. . 50 psf
.11 ft
2
. . 17 psf ( ). 9 ft
.9.5 ft
2
.. . 38 psf
.10.5 ft
2
.17 ft
2
R 20 10880 lb
< 13500 lb USE 36" SQ. PAD
PH. 510−415−2809
EMAIL: j dnguyen30 @g mail .com
UNION CIT Y, CA. 94587
P.O. BOX 1382
PAGE: 21
DATE: 9-25-20
JN: ARORA
CBC 2019 & ASCE 7-16 SEISMIC FORCE ANALYSIS
USING EQUIVALENT LATERAL FORCE PROCEDURE
PROVISIONS PARAMETERS
OCCUPANCY CATEGORY (CBC TABLE 1604.5) = II
OCCUPANCY IMPORTANCE FACTOR (ASCE TABLE 11.5.1) I 1.0
SITE COORDINATES = 37.3195 deg N, -122.0363 deg W
SHORT PERIOD RESPONSE (USGS CD-ROM) S S 2.041
ONE SECOND PERIOD RESPONSE (USGS CD-ROM) S 1 0.729
SITE CLASS (USGS CD-ROM) = D
SEISMIC DESIGN CATEGORY (CBC TABLE 1613.5.6(1) OR ASCE TABLE 11.6-1) = D
SEISMIC-FORCE-RESISTING SYSTEM (ASCE 7-10 TABLE 12.2-1) = WOOD PANEL
SHEAR WALL
RESPONSE MODIFICATION COEFFICIENT (ASCE 7-10 TABLE 12.2-1) R 6.5
SYSTEM OVERSTRENGTH FACTOR (PROVISIONS TABLE 5.2.2 [4.3-1]) W 0 3
DEFLECTION AMPLIFICATION FACTOR, Cd (PROVISIONS TABLE 5.2.2 [4.3-1]) C d 4
VALUES OF SITE COEFFICIENT (PROVISIONS TABLE 1613.5.3(1)) F a 1.0
VALUES OF SITE COEFFICIENT (PROVISIONS TABLE 1613.5.3(2)) F v 1.5
COMPUTE ADJUSTED SPECTRAL RESPONSE ACCELERATION PARAMETERS,
S MS . F a S S = S MS 2.04
S M1 . F v S 1 = S M1 1.09
COMPUTE DESIGN SPECTRAL RESPONSE ACCELERATION PARAMETERS,
S DS .2
3
S MS S DS 1.632
S D1 .2
3
S M1 = S D1 0.73
PERIOD DETERMINATION AND CALCULATION OF SEISMIC COEFFICIENT
C t 0.020 h n 25 ft WHERE hn IS THE CENTER OF GRAVITY (AVERAGE HEIGHT) OF DIAPHRAGM
x 0.75 (ASCE Table 12.8-2)
T a . C t h n
x (ASCE EQ. 12.8-7)
= T a 0.224 sec
PH. 510−415−2809
EMAIL: j dnguyen30 @g mail .com
UNION CIT Y, CA. 94587
P.O. BOX 1382
PAGE: 22
DATE: 9-25-20
JN: ARORA
CBC 2019 & ASCE 7-16 SEISMIC FORCE ANALYSIS CONT.
DESIGN BASE SHEAR IS:
C s
S DS
R
I
= C s 0.251 (ASCE EQ. 12.8-2)
BUT NEED NOT EXCEED:
C s
S D1
.T a
R
I
= C s 0.502 (ASCE EQ. 12.8-3)
CHECK MINIMUM BASE SHEAR VALUE (ASCE EQ. 12.8-5)
C s ..0.044 S DS I = C s 0.07 C s 0.01
ASCE EQ. 12.8-6 WILL APPLY BECAUSE
= S 1 0.729 g > .0.6 g
C s SHALL NOT BE LESS THAN,
C s
.0.5 S 1
R
I
= C s 0.056
USE r 1.3 C s .r ( ) 0.251 = C s 0.326
VERTICAL DISTRIBUTION OF BASE SHEAR PER ASCE SECTION 9.5.5.4
F n
n
k=1 FOR T .0.5 sec
k=2 FOR T .2.5 sec w x
h n xFxFx= .
.w x h x
k
.. S w i h i
k
( )V
h x
V
PH. 510−415−2809
EMAIL: j dnguyen30 @g mail .com
UNION CIT Y, CA. 94587
P.O. BOX 1382
PAGE: 23
DATE: 9-25-20
JN: ARORA
CBC 2019 & ASCE 7-16 WIND FORCE ANALYSIS
6.5 ANALYTICAL PROCEDURE (METHOD 2)
LOW RISE AND BUILDINGS WITH H .60 ft
VELOCITY PRESSURE, qz, EVALUATED AT HEIGHT h
Kd IS WIND DIRECTIONAL FACTOR K d 0.85 (BUILDINGS MAIN WIND FORCE RESISTING SYSTEM)
V IS WIND SPEED (FIGURE 6-1 MAP), V 110 mph (Vu Strength Design)
(AT 33 FT. ABOVE GROUND FOR EXPOSURE
"C" CATEGORY)I IS IMPORTANCE FACTOR (6.5.5, TABLE 6-1), I 1.0
Kz IS VELOCITY PRESSURE EXPOSURE COEFFICIENT (TABLE 27.3-1), K z 0.94 (AT H=25 FT.)
K1 IS FACTOR TO ACCOUNT FOR SHAPE OF TOPOGRAPHIC
FEATURE AND MAXIMUM SPEED-UP EFFECT,
(FIG. 6-4)
K 1 0
K2 IS FACTOR TO ACCOUNT FOR REDUCTION IN SPEED-UP
WITH DISTANCE UPWIND OR DOWNWIND OF CREST,
(FIG. 6-4)
K 2 1.0
K3 IS FACTOR TO ACCOUNT FOR REDUCTION IN SPEED-UP
WITH HEIGHT ABOVE LOCAL TERRAIN,
(FIG. 6-4)
K 3 1.0
K zt IS TOPOGRAPHIC FACTORS (FIG. 6-4), K zt 1 .. K 1 K 2 K 3
2 = K zt 1
q z .. . . .0.00256 K z K zt K d V2 I EQ. 6-15
= q z 24.75
G 0.85 (GUST EFFECT FACTOR) C p 0.8 (FIG. 6-6
GCpi IS INTERNAL PRESSURE COEFFICIENTS GIVEN IN FIGS. 6-5, GC pi 0.18
p . q z .G C p GC pi EQ. 6-22
= p 21.28 psf @ HT.=25 FT.
For strength design:
p wind_min 16 psf (SEC. 27.4.7) (Shall be multiplied to the wall area of the building)
and .8 psf (Shall be multiplied to the roof area of the building projected onto a vertical
plane normal to the assumed wind direction)
For allowable stress design: Note: For Allowable stress design, minimum design wind load
is multiplied by 0.6)p wind_min 10 psf
and .5 psf
PAGE: 26
DATE: 9-25-20
JN: ARORA
VERT ICAL DIST RIBUT ION OF BASE SHEAR (ASCE SECT . 12.8.3)
Base shear= 0.326 (PG. ) k= 1
LEVEL 2
WIND= 21.28 25 16.88 173
ROOF= 18 2165 38970
WALL= 17 4.875 235 19476
PART.= 10 4.875 85 4144
0
FLOOR= 0
DECK= 0
62589
Vs= 0.326 20404
LEVEL 1
WIND= 21.28 25 5 426
ROOF= 18 2420 43560
WALL= 17 10.38 265 46739
PART.= 10 10.38 135 14006
0
FLOOR= 10 1825 18250
DECK= 20 195 3900
126456
Vs= 0.326 41225
LEVEL W x (lb) Hx (ft) W x*Hx
k (lb) Fx (lb) Vx (lb)
Vw= 173 63
2 20404 23 469295 31343 31343 Vw= 10893 < Vs = 31343
1 41225 11 453470 30286 61629 Seismic governs!
SUM 61629 *** 922765 61629
Vw= 426 79
Vw= 33622 < Vs = 61629
Seismic governs!
LATERAL ANALYSIS
Check Total Wind Load at Level 2
Check Total Wind Load at Level 1
( -)=
( ) =
( )=
( )=
( )=
( =
)
)
)
)
( =)
(
(
(
psf ft
psf
psf
psf
psf
psf
ft
ft 2
ft2
ft2
ft
ft
ft
ft
lb
plf
lb
lb
lb
lb
lb
lb
( - ) =
( ) =
( ) =
( ) =
( ) =
( =
)
)
)
)
(=
(
(
(
psf ft
psf
psf
psf
psf
psf
ft
ft 2
ft 2
ft 2
ft
ft
ft
ft
lb
plf
lb
lb
lb
lb
lb
lb
lb
W
=W
)
W =
=W
W
lb=
plf ( )( )f t
lb lb
plf ( )( )f t
lb lb
PH. 5 10 −4 15 −28 0 9
EMAIL: jdnguy en3 0 @ g mail.com
UNION C ITY , CA. 9 45 87
P.O. BOX 1382
PH. 510−415−2809
EMAIL: j dnguyen30 @g mail .com
UNION CIT Y, CA. 94587
P.O. BOX 1382
PAGE: 28
DATE: 9-25-20
JN: ARORA
S DS 1.632
WALL L .6 ft
1
S load .( ).31343 lb
.465 ft2
2
.2165 ft2
= S load 3366 lb
u S_ASD
.S load ( )0.7
L
u S_STRENGTH
S load
L
= u S_STRENGTH 561 plf
= u S_ASD 393 plf DL .. .18 psf .2
2
ft .1 ft ..17 psf ( ) .9.75 ft
.6 ft
2
UPLIFT ..u S_ASD 9.75 ft . DL 0.6 . 0.14 S DS
= UPLIFT 3604 lb USE = MST_ 48 OR = HDU_4x4P 4
USE = TYPE 3
WALL L .4.5 ft .4 ft2= L 8.5 ft
S load .( ).31343 lb
.1075 ft2
2
.2165 ft2
= S load 7781 lb
u S_ASD
.S load ( )0.7
L
u S_STRENGTH
S load
L
= u S_STRENGTH 915 plf
= u S_ASD 641 plf DL .( )..18 psf ( ) .2 ft ..10 psf ( ) .9.75 ft
.4 ft
2
UPLIFT . . u S_ASD 9.75 ft . DL 0.6 . 0.14 S DS CO LLECTO R: W 2.5 (1.7 ASD)
= UPLIFT 6149 lb USE MST_ 60
= . .( ).31343 lb
.125 ft2
2
. 2165 ft2
W
1.7
1331 lb AF&PA SD PW S 4.3.4.2
w 4 ft h 9.75ft USE CS14 COIL STRAP CO LLECTOR
GOOD FOR 2490 lb
= h
w
2.44 < 3.5
REDUCE ALLOW ABLE
SHEAR VALUES BY
USE = TYPE 5
= 1.25
.0.125 h
w
0.945
PH. 510−415−2809
EMAIL: j dnguyen30 @g mail .com
UNION CIT Y, CA. 94587
P.O. BOX 1382
PAGE: 29
DATE: 9-25-20
JN: ARORA
S DS 1.632
WALL L .12.5 ft
3
S load .( ).31343 lb
.1020 ft2
2
. 2165 ft2
= S load 7383 lb
u S_ASD
.S load ( )0.7
L
u S_STRENGTH
S load
L
= u S_STRENGTH 591 plf
= u S_ASD 413 plf DL .( )..18 psf ( ) .2 ft ..10 psf ( ) .9.75 ft
.12.5 ft
2
UPLIFT . . u S_ASD 9.75 ft . DL 0.6 . 0.14 S DS
= UPLIFT 3721 lb USE = MST_ 48
CO LLECTO R: W 2.5 (1.7 ASD)
= . .( ).31343 lb
.575 ft2
2
.2165 ft 2
W
1.7
6121 lb
USE = TYPE 3USE CMST14 COIL STRAP COLLECTOR
GOOD FOR 6475 lb
WALL L .3 ft .3 ft4= L 6 ft
S load .( ).31343 lb
.560 ft2
2
. 2165 ft2
= S load 4054 lb
u S_ASD
.S load ( )0.7
L
u S_STRENGTH
S load
L
= u S_STRENGTH 676 plf
= u S_ASD 473 plf DL ...17 psf .1
2
ft ..10 psf ( ) .9.75 ft
.3 ft
2
UPLIFT ..u S_ASD 9.75 ft . DL 0.6 . 0.14 S DS
TRUSS D RA G LOAD: W 2.5 (1.7 ASD)
= UPLIFT 4552 lb USE = MST_ 60
AF&PA SDPWS 4.3.4.2
= . .( ).31343 lb
.255 ft2
2
.2165 ft 2
W
1.7
2714 lb
w 3 ft h 9.75 ft
= h
w
3.25 < 3.5
REDUCE ALLOW ABLE
SHEAR VALUES BY
USE = TYPE 4
= 1.25
.0.125 h
w
0.844
PH. 510−415−2809
EMAIL: j dnguyen30 @g mail .com
UNION CIT Y, CA. 94587
P.O. BOX 1382
PAGE: 30
DATE: 9-25-20
JN: ARORA
S DS 1.632
WALL L .8 ft
5
S load .( ).31343 lb
.530 ft2
2
. 2165 ft2
= S load 3836 lb
u S_ASD
.S load ( )0.7
L
u S_STRENGTH
S load
L
= u S_STRENGTH 480 plf
= u S_ASD 336 plf DL .( )..18 psf ( ) .2 ft ..10 psf ( ) .9.75 ft
.8 ft
2
UPLIFT . . u S_ASD 9.75 ft . DL 0.6 . 0.14 S DS
= UPLIFT 3075 lb USE = MST_ 48
USE = TYPE 2
WALL L .3 ft6
S load .( ).31343 lb
.485 ft2
2
.2165 ft2
= S load 3511 lb
u S_ASD
.S load ( )0.7
L
u S_STRENGTH
S load
L
= u S_STRENGTH 1170 plf
= u S_ASD 819 plf DL ...18 psf .1
2
ft .1 ft ..17 psf ( ) .9.75 ft
.3 ft
2
UPLIFT ..u S_ASD 9.75 ft . DL 0.6 . 0.14 S DS CO LLECTO R: W 2.5 (1.7 ASD)
= UPLIFT 7879 lb USE = HDU_4x6P_ 11
= . .( ).31343 lb
.245 ft2
2
.2165 ft2
W
1.7
2608 lb AF&PA SDPWS 4.3.4.2
w 3 ft h 9.75ft USE CMSTC16 COIL STRAP COLLECTOR
GOOD FOR 4690 lb
= h
w
3.25 < 3.5
REDUCE ALLOW ABLE
SHEAR VALUES BY
USE TYPE 3 B/S
= 1.25
.0.125 h
w
0.844
PH. 510−415−2809
EMAIL: j dnguyen30 @g mail .com
UNION CIT Y, CA. 94587
P.O. BOX 1382
PAGE: 31
DATE: 9-25-20
JN: ARORA
S DS 1.632
WALL L .6.5 ft .6 ft
7 = L 12.5 ft
S load .( ).31343 lb
.370 ft2
2
.2165 ft2
= S load 2678 lb
u S_ASD
.S load ( )0.7
L
u S_STRENGTH
S load
L
= u S_STRENGTH 214 plf
= u S_ASD 150 plf DL ...18 psf .3
2
ft .1.5 ft ..17 psf ( ) .9.78 ft
.6 ft
2
UPLIFT . . u S_ASD 9.75 ft . DL 0.6 . 0.14 S DS
= UPLIFT 1217 lb USE = MST_ 48 OR = HDU_4x4P 2
USE = TYPE 1
WALL L .9.5 ft8
S load .( ).31343 lb
.610 ft2
2
. 2165 ft2
= S load 4416 lb
u S_ASD
.S load ( )0.7
L
u S_STRENGTH
S load
L
= u S_STRENGTH 465 plf
= u S_ASD 325 plf DL .( )..18 psf ( ) .2 ft ..10 psf ( ) .9.75 ft
.9.5 ft
2
UPLIFT . . u S_ASD 9.75 ft . DL 0.6 . 0.14 S DS
= UPLIFT 2937 lb USE = MST_ 48 OR = HDU_4x4P 2
USE = TYPE 2
PH. 510−415−2809
EMAIL: j dnguyen30 @g mail .com
UNION CIT Y, CA. 94587
P.O. BOX 1382
PAGE: 32
DATE: 9-25-20
JN: ARORA
S DS 1.632
WALL L .5.75 ft .6 ft .7 ft
9 = L 18.75 ft
S load .( ).31343 lb
.1450 ft2
2
.2165 ft2
= S load 10496 lb
u S_ASD
.S load ( )0.7
L
u S_STRENGTH
S load
L
= u S_STRENGTH 560 plf
= u S_ASD 392 plf DL ...18 psf .18
2
ft ..10 psf ( ).9.75 ft
.5.75 ft
2
UPLIFT . . u S_ASD 9.75 ft . DL 0.6 . 0.14 S DS
= UPLIFT 3543 lb USE = MST_ 48 OR = HDU_4x4P 4
TRUSS DRAG LOAD: W 2.5
= . .( ).31343 lb
.320 ft2
2
.2165 ft 2
W
1.7
3406 lb
USE = TYPE 3
WALL L .13 ft .4.75 ft10= L 17.75 ft
S load .( ).31343 lb
.1320 ft2
2
. 2165 ft2
= S load 9555 lb
u S_ASD
.S load ( )0.7
L
u S_STRENGTH
S load
L
= u S_STRENGTH 538 plf
= u S_ASD 377 plf DL ...18 psf .1
2
ft .1 ft ..17 psf ( ) .9.75 ft
.4.75 ft
2
UPLIFT . . u S_ASD 9.75 ft . DL 0.6 .0.14 S DS
= UPLIFT 3504 lb USE = MST_ 48 OR = HDU_4x4P 4
AF&PA SDPWS 4.3.4.2
w 4.75ft h 9.75ft
= h
w
2.05 < 3.5
REDUCE ALLOW ABLE
SHEAR VALUES BY
USE = TYPE 3
= 1.25
.0.125 h
w
0.993
PH. 510−415−2809
EMAIL: j dnguyen30 @g mail .com
UNION CIT Y, CA. 94587
P.O. BOX 1382
PAGE: 33
DATE: 9-25-20
JN: ARORA
S DS 1.632
WALL L .3 ft
11
S load .( ).31343 lb
.105 ft2
2
. 2165 ft2
= S load 760 lb
u S_ASD
.S load ( )0.7
L
u S_STRENGTH
S load
L
= u S_STRENGTH 253 plf
= u S_ASD 177 plf DL .. .18 psf .1
2
ft .1 ft ..17 psf ( ) .9.75 ft
.3 ft
2
UPLIFT . . u S_ASD 9.75 ft . DL 0.6 . 0.14 S DS
= UPLIFT 1622 lb USE = MST_ 48 OR = HDU_4x4P 2
AF&PA SDPWS 4.3.4.2
w 3 ft h 9.75ft
= h
w
3.25 < 3.5
REDUCE ALLOW ABLE
SHEAR VALUES BY
USE = TYPE 1
= 1.25
.0.125 h
w
0.844
WALL L .2 ft .1.5 ft12= L 3.5 ft
S load .( ).31343 lb
.220 ft2
2
.2165 ft2
= S load 1592 lb
u S_ASD
.S load ( )0.7
L
u S_STRENGTH
S load
L
= u S_STRENGTH 455 plf
= u S_ASD 318 plf DL ...18 psf .1
2
ft .1 ft ..17 psf ( ) .9.75 ft
.1.5 ft
2
UPLIFT . . u S_ASD 9.75 ft . DL 0.6 .0.14 S DS
= UPLIFT 3052 lb USE = MST_ 48 OR = HDU_4x4P 2
PERFORATED WALL PANEL
CS14 COIL STRAP T&B WINDOW OPENING
USE = TYPE 3
PH. 510−415−2809
EMAIL: j dnguyen30 @g mail .com
UNION CIT Y, CA. 94587
P.O. BOX 1382
PAGE: 34
DATE: 9-25-20
JN: ARORA
S DS 1.632
WALL L .6.5 ft
13
S load .( ).61629 lb
.860 ft2
2
. 4440 ft2
= S load 5969 lb
u S_ASD
.S load ( )0.7
L
u S_STRENGTH
S load
L
= u S_STRENGTH 918 plf
= u S_ASD 643 plf DL .. .18 psf .5
2
ft .1 ft ..17 psf ( ) .11 ft
.6.5 ft
2
UPLIFT . . u S_ASD 11 ft . DL 0.6 . 0.14 S DS
= UPLIFT 6769 lb USE = HDU_4x4P 8
USE = TYPE 5 5/8" = AB_SPACING 16 in O.C.
WALL L .6 ft14
S load .( ).61629 lb
.815 ft2
2
.4440 ft2
= S load 5656 lb
u S_ASD
.S load ( )0.7
L
u S_STRENGTH
S load
L
= u S_STRENGTH 943 plf
= u S_ASD 660 plf DL ...10 psf .12
2
ft ..10 psf ( ) .11 ft
.6 ft
2
UPLIFT .. u S_ASD 11 ft . DL 0.6 . 0.14 S DS
= UPLIFT 7069 lb USE = HDU_4x6P_ 8
USE = TYPE 5 5/8" = AB_SPACING 16 in O.C.
PH. 510−415−2809
EMAIL: j dnguyen30 @g mail .com
UNION CIT Y, CA. 94587
P.O. BOX 1382
PAGE: 35
DATE: 9-25-20
JN: ARORA
S DS 1.632
WALL L .4.5 ft .4.5 ft
15 = L 9 ft
S load .( ).61629 lb
.1600 ft2
2
.4440 ft2
= S load 11104 lb
u S_ASD
.S load ( )0.7
L
u S_STRENGTH
S load
L
= u S_STRENGTH 1234 plf
= u S_ASD 864 plf DL .. .18 psf .1
2
ft .1 ft ..17 psf ( ) .11 ft
.4.5 ft
2
UPLIFT . . u S_ASD 11 ft . DL 0.6 . 0.14 S DS
= UPLIFT 9321 lb USE = MST_ 0 OR = HDU_4x6P_ 11
AF&PA SDPWS 4.3.4.2
w 4.5 ft h 11 ft
= h
w
2.44 < 3.5
REDUCE ALLOW ABLE
SHEAR VALUES BY
USE TYPE 3 B/S 5/8" = AB_SPACING 16 in O.C.
= 1.25
.0.125 h
w
0.944
WALL L .14 ft16
S load .( ).61629 lb
.1950 ft2
2
.4440 ft2
= S load 13533 lb
u S_ASD
.S load ( )0.7
L
u S_STRENGTH
S load
L
= u S_STRENGTH 967 plf
= u S_ASD 677 plf DL ...10 psf .11
2
ft ..10 psf ( ) .11 ft
.14 ft
2
UPLIFT . . u S_ASD 11 ft . DL 0.6 . 0.14 S DS
= UPLIFT 7014 lb USE = HDU_4x6P_ 8
CO LLECTO R: W 2.5 (1.7 ASD)
= . .( ).61629 lb
.360 ft2
2
.4440 ft 2
W
1.7
3674 lb
USE = TYPE 5 5/8" = AB_SPACING 16 in O.C.USE CMSTC16 COIL STRAP COLLECTOR
GOOD FOR 4690 lb
PH. 510−415−2809
EMAIL: j dnguyen30 @g mail .com
UNION CIT Y, CA. 94587
P.O. BOX 1382
PAGE: 36
DATE: 9-25-20
JN: ARORA
S DS 1.632
WALL L .13 ft
17
S load .( ).61629 lb
.970 ft2
2
. 4440 ft2
= S load 6732 lb
u S_ASD
.S load ( )0.7
L
u S_STRENGTH
S load
L
= u S_STRENGTH 518 plf
= u S_ASD 362 plf DL .( )..14 psf ( ) .2 ft ..10 psf ( ) .11 ft
.13 ft
2
UPLIFT . . u S_ASD 11 ft . DL 0.6 . 0.14 S DS
= UPLIFT 3654 lb USE = HDU_4x4P 4
USE = TYPE 3 5/8" = AB_SPACING 48 in O.C.
WALL L .16.5 ft18
S load .( ).61629 lb
.1125 ft2
2
.4440 ft2
= S load 7808 lb
u S_ASD
.S load ( )0.7
L
u S_STRENGTH
S load
L
= u S_STRENGTH 473 plf
= u S_ASD 331 plf DL .( )..18 psf ( ) .2 ft ..10 psf ( ) .11 ft
.16.5 ft
2
UPLIFT . . u S_ASD 11 ft . DL 0.6 . 0.14 S DS
= UPLIFT 3196 lb USE = HDU_4x4P 4
CO LLECTO R: W 2.5 (1.7 ASD)
= . .( ).61629 lb
.345 ft2
2
.4440 ft2
W
1.7
3521 lb
USE CMSTC16 COIL STRAP COLLECTOR
GOOD FOR 4690 lb
USE = TYPE 2 5/8" = AB_SPACING 48 in O.C.
PH. 510−415−2809
EMAIL: j dnguyen30 @g mail .com
UNION CIT Y, CA. 94587
P.O. BOX 1382
PAGE: 37
DATE: 9-25-20
JN: ARORA
S DS 1.632
WALL L .5 ft .3.5 ft
19 = L 8.5 ft
S load .( ).61629 lb
.1355 ft2
2
.4440 ft2
= S load 9404 lb
u S_ASD
.S load ( )0.7
L
u S_STRENGTH
S load
L
= u S_STRENGTH 1106 plf
= u S_ASD 774 plf DL .( )..17 psf ( ) .11 ft
.3.5 ft
2
UPLIFT .. u S_ASD 11 ft . DL 0.6 . 0.14 S DS
= UPLIFT 8397 lb USE = HDU_4x6P_ 11
AF&PA SDPWS 4.3.4.2
w 3.5 ft h 11 ft
= h
w
3.14 < 3.5
REDUCE ALLOW ABLE
SHEAR VALUES BY
USE TYPE 3 B/S 5/8" = AB_SPACING 16 in O.C.
= 1.25
.0.125 h
w
0.857
WALL L .1.5 ft20
S load .( ).41225 lb
.550 ft2
2
.4440 ft2
= S load 2553 lb
u S_ASD
.S load ( )0.7
L
u S_STRENGTH
S load
L
= u S_STRENGTH 1702 plf
= u S_ASD 1192 plf DL .( ). . 18 psf ( ) .1 ft ..10 psf ( ) .10 ft
.1.5 ft
2
UPLIFT . . u S_ASD 10 ft .DL 0.6 . 0.14 S DS
= UPLIFT 11883 lb USE HARDY PANEL ANCHOR SYSTEM w/ 1-1/8" DIA.
STD. ALL THREADED ROD, Le=13", Ca1 & Ca2=19.5"
CHECK SHEAR AT HARDY FRAME PANEL
= . u S_ASD () .1.5 ft 1787 lb < .2185 lb (from hardy frame IBC table)
[Satisfa ctory]
USE HFX- 18x10 1-1/8 STD W/ A35/LTP4@ 6" O.C
PH. 510−415−2809
EMAIL: j dnguyen30 @g mail .com
UNION CIT Y, CA. 94587
P.O. BOX 1382
PAGE: 38
DATE: 9-25-20
JN: ARORA
S DS 1.632
WALL L .1.5 ft
21
S load .( ).41225 lb
.300 ft2
2
. 4440 ft2
= S load 1393 lb
u S_ASD
.S load ( )0.7
L
u S_STRENGTH
S load
L
= u S_STRENGTH 928 plf
= u S_ASD 650 plf DL ...14 psf .2
2
ft .1 ft ..17 psf ( ) .14.5 ft
.1.5 ft
2
UPLIFT . . u S_ASD 15 ft .DL 0.6 . 0.14 S DS
= UPLIFT 9673 lb USE HARDY PANEL ANCHOR SYSTEM w/ 1-1/8" DIA.
STD. ALL THREADED ROD, Le=13", Ca1 & Ca2=19.5"
USE HFX- 18x15 1-1/8 STD W/ A35/LTP4@ 6" O.C
WALL L .8 ft .4.5 ft22= L 12.5 ft
S load .( ).61629 lb
.970 ft2
2
. 4440 ft2
= S load 6732 lb
u S_ASD
.S load ( )0.7
L
u S_STRENGTH
S load
L
= u S_STRENGTH 539 plf
= u S_ASD 377 plf DL ...18 psf .3
2
ft .1 ft ..17 psf ( ) .11 ft
.4.5 ft
2
UPLIFT . . u S_ASD 11 ft . DL 0.6 . 0.14 S DS
= UPLIFT 3953 lb USE = HDU_4x4P 4
AF&PA SDPWS 4.3.4.2
w 4.5 ft h 11 ft
= h
w
2.44 < 3.5
REDUCE ALLOW ABLE
SHEAR VALUES BY
USE = TYPE 3 5/8" = AB_SPACING 32 in O.C.
= 1.25
.0.125 h
w
0.944
PH. 510−415−2809
EMAIL: j dnguyen30 @g mail .com
UNION CIT Y, CA. 94587
P.O. BOX 1382
PAGE: 39
DATE: 9-25-20
JN: ARORA
S DS 1.632
WALL L .6.25 ft
23
S load .( ).61629 lb
.1075 ft2
2
. 4440 ft2
= S load 7461 lb
u S_ASD
.S load ( )0.7
L
u S_STRENGTH
S load
L
= u S_STRENGTH 1194 plf
= u S_ASD 836 plf DL .( )..10 psf ( ) .1.33 ft ..10 psf ( ) .11 ft
.6.25 ft
2
UPLIFT . . u S_ASD 11 ft . DL 0.6 . 0.14 S DS
= UPLIFT 9048 lb USE = HDU_4x6P_ 11
USE = TYPE 5 5/8" = AB_SPACING 16 in O.C.
WALL L .5.5 ft24
S load .( ).41225 lb
.710 ft2
2
.4440 ft2
= S load 3296 lb
u S_ASD
.S load ( )0.7
L
u S_STRENGTH
S load
L
= u S_STRENGTH 599 plf
= u S_ASD 420 plf DL ...14 psf .15
2
ft ..17 psf ( ) .14.67 ft
.5.5 ft
2
UPLIFT . . u S_ASD 14.67 ft . DL 0.6 .0.14 S DS
= UPLIFT 5792 lb USE = HDU_4x4P 8
AF&PA SDPWS 4.3.4.2
w 5.5 ft h 14.67 ft
= h
w
2.67 < 3.5
REDUCE ALLOW ABLE
SHEAR VALUES BY
USE = TYPE 3 5/8" = AB_SPACING 32 in O.C.
= 1.25
.0.125 h
w
0.917
PH. 510−415−2809
EMAIL: j dnguyen30 @g mail .com
UNION CIT Y, CA. 94587
P.O. BOX 1382
PAGE: 40
DATE: 9-25-20
JN: ARORA
S DS 1.632
WALL L .11 ft
25
S load .( ).61629 lb
.1630 ft2
2
. 4440 ft2
= S load 11313 lb
u S_ASD
.S load ( )0.7
L
u S_STRENGTH
S load
L
= u S_STRENGTH 1028 plf
= u S_ASD 720 plf DL ...10 psf .1.33
2
ft ..10 psf ( ).11 ft
.11 ft
2
UPLIFT ..u S_ASD 11 ft . DL 0.6 . 0.14 S DS
= UPLIFT 7680 lb USE = HDU_4x6P_ 8
USE = TYPE 5 5/8" = AB_SPACING 16 in O.C.
WALL L .10.5 ft .10 ft26= L 20.5 ft
S load .( ).61629 lb
.2335 ft2
2
.4440 ft2
= S load 16205 lb
u S_ASD
.S load ( )0.7
L
u S_STRENGTH
S load
L
= u S_STRENGTH 791 plf
= u S_ASD 553 plf DL ...10 psf .18
2
ft ..10 psf ( ) .11 ft
.10 ft
2
UPLIFT . . u S_ASD 11 ft . DL 0.6 . 0.14 S DS
= UPLIFT 5715 lb USE = HDU_4x4P 8
USE = TYPE 4 5/8" = AB_SPACING 32 in O.C.
PH. 510−415−2809
EMAIL: j dnguyen30 @g mail .com
UNION CIT Y, CA. 94587
P.O. BOX 1382
PAGE: 41
DATE: 9-25-20
JN: ARORA
S DS 1.632
WALL L .6.5 ft .5 ft .4 ft
27 = L 15.5 ft
S load .( ).61629 lb
.1770 ft2
2
.4440 ft2
= S load 12284 lb
u S_ASD
.S load ( )0.7
L
u S_STRENGTH
S load
L
= u S_STRENGTH 793 plf
= u S_ASD 555 plf DL .. .18 psf .6
2
ft .1 ft ..17 psf ( ) .10 ft
.4 ft
2
UPLIFT . . u S_ASD 10 ft . DL 0.6 . 0.14 S DS
= UPLIFT 5368 lb USE = HDU_4x4P 5
AF&PA SDPWS 4.3.4.2
w 4 ft h 10 ft
= h
w
2.5 < 3.5
REDUCE ALLOW ABLE
SHEAR VALUES BY
USE = TYPE 4 5/8" = AB_SPACING 32 in O.C.
= 1.25
.0.125 h
w
0.938
PH. 510−415−2809
EMAIL: j dnguyen30 @g mail .com
UNION CIT Y, CA. 94587
P.O. BOX 1382
PAGE: 44
DATE: 9-25-20
JN: ARORA
CHORD & DIAPHRAGM ANALYSIS
BETW EEN LIN E 1 & 2
CHORD
S LOAD_STRENGTH .3366 lb V S_STRENGTH .561 plf (LINE 1 SHT. 28) (0.7 FOR ASD)
L1 .17 ft
b1 .15.5 ft
M
..S LOAD_STRENGTH ( )0.7 L1
2
2
T=C
T M
b1 = T 646 lb
N T
.140 lb
= N 5 O.K. W/ (16) 16d NAILS
@ EA. TOP PLATE SPLICE
DIAPHRAGM
u DIA
.S LOAD_STRENGTH ( )0.7
b1
= u DIA 152 plf < 180 plf
O.K. W/ 1/2" THICK, CDX GRADE PLYWOOD
(P.I. 24/0) W/ 8d @ 4",6",12" UNBLOCKED
BETW EEN LIN E 15 & 16 L2 .19.5 ft b2 .36.75 ft
CHORD S LOAD_STRENGTH .11104 lb V S_STRENGTH .1234 plf (LINE 15 SHT. 35)
DIAPHRAGM
M
.. S LOAD_STRENGTH ( )0.7 L2
2
2
T=C
T M
b2
u DIA
.S LOAD_STRENGTH ( )0.7
b2= T 1031 lb
N T
.140 lb
= N 7 O.K. W/ (16) 16d NAILS
@ EA. TOP PLATE SPLICE
= u DIA 212 plf < 215 plf
O.K. W/ 3/4" THICK, CDX GRADE PLYWOOD
(P.I. 32/16) W/ 10d @ 4",6",10" UNBLOCKED
PH. 510−415−2809
EMAIL: j dnguyen30 @g mail .com
UNION CIT Y, CA. 94587
P.O. BOX 1382
SHEET: 46
DATE: 9-25-20
JN: ARORA
DESIG N ELEMEN T SUPPO R TIN G DISCO N TIN UO US SYSTEM DUE TO LINE 2
D.1 S DS 1.632
C D 1.6
L 16.5' F b1 1000 F b2 2800 F v1 170 F v2 285 E 1 .1.6 10 6 E 2 .2.0 10 6 d .94 f 1.2
Roof . 18 19.5
2
1.5 Wall . .17 ( )9.75 5.75
16.5
Floor . .10 14.5
2
13.5
16.5
Deck 0 DL 8
P U w DL ( )Roof Wall Floor Deck DL = w DL 328 #/'
w . w DL 1.0 .0.14 S DS = w 402 #/' [(1.0+0.14*SDS)xDL]
w . w DL 0.6 .0.14 S DS = w 122 #/' [(0.6-0.14*SDS)xDL]
a 3.75 b 10.5 c 2.25 PER ASCE 12.4.3.2 W 2.5
P D w= = .1.0 . 0.105 S DS w DL 384 #/' [(1.0+0.105*SDS)xDL]
w= = . 0.75 .20 19.5
2
1.5 . .40 14.5
2
13.5
16.5
347#/' [0.75*LL]
U= D= = ( ) ....( )0.7 915 plf W ( ) .9.75 ft 15612 lb
U= D= = ( ) ....( )0.525 915 plf W ( ) .9.75 ft 11709 lbRLmax9831 # U Lmax 695 #
R Rmax 17214 # U Rmax 12351# P . 2969
2
1.0 .0.14 S DS = P 1824 # [(1.0+0.14*SDS)xDL]
P . 2969
2
0.6 .0.14 S DS = P 552 # [(0.6-0.14*SDS)xDL]
TIE DOWN P . 2969
2
1.0 .0.105 S DS = P 1739 # [(1.0+0.105*SDS)xDL]
LEFT SIDE:
= . U Lmax
1
1.2
579 # P .0.75 2969
2
= P 1113 # [0.75*LL]
USE ST6236 BM. TO PO ST
GOOD FOR 3845 #
& HDU8 @ FND.
M max 44010 #-' S 1
.12 M max
..f C D F b1
S 2
.12 M max
..f C D F b2
= S 1 275.1 in3
RIGHT SIDE:=S 2 98.2 in3
= .U Rmax
1
1.2
10293 # V R Rmax ( ) .w d A 1
.1.5 V
..f C D F v1
A 2
.1.5 V
..f C D F v2
=A 1 78.6 in2
= V 17100 #= A 2 46.9 in2
USE 1/4" THICK "U"
BUCKET w/ (4) 3/4" DIA.
M.B's. GOOD FOR 12096 #
(W ELD TO STL. BM.)
I 1 1219.2 in4
= I 2 975.36 in4
USE 7"x11-7/8" PSL
PH. 510−415−2809
EMAIL: j dnguyen30 @g mail .com
UNION CIT Y, CA. 94587
P.O. BOX 1382
SHEET: 47
DATE: 9-25-20
JN: ARORA
DESIG N ELEMEN T SUPPO R TIN G DISCO N TIN UO US SYSTEM DUE TO LINE 2
D.2 S DS 1.632
C D 1.6
L 14 ' F b1 1000 F b2 2800 F v1 170 F v2 285 E 1 .1.6 10 6 E 2 .2.0 10 6 d .94 f 1.2
Roof .18 ( ) 2 Wall .10 ( ) 9.75 Floor . 10 17.25
2
Deck 0 DL 10
U P 1 D P 2
w DL ( ) Roof Wall Floor Deck DL = w DL 230 #/'
w . w DL 1.0 .0.14 S DS = w 282 #/' [(1.0+0.14*SDS)xDL]
w . w DL 0.6 .0.14 S DS = w 85 #/' [(0.6-0.14*SDS)xDL]
a 3.75 c 1 g 6
b 2.75 e 0.5 PER ASCE 12.4.3.2 W 2.5
w= = .1.0 . 0.105 S DS w DL 269 #/' [(1.0+0.105*SDS)xDL]D P 1 U P 2
w= = . 0.75 .20 ( ) 2 . 40 17.25
2
289 #/' [0.75*LL]
U= D= = ( ) ....( )0.7 915 plf W ( ) .9.75 ft 15612 lb
U= D= = ( ) ....( )0.525 915 plf W ( ) .9.75 ft 11709 lb
P 1 . 2322
2
1.0 .0.14 S DS = P 1 1426 # [(1.0+0.14*S DS)xDL]R Lmax 9951 # U Lmax 3024 #
R Rmax 10363 # U Rmax 2944 # P 1 . 2322
2
0.6 .0.14 S DS = P 1 431 # [(0.6-0.14*SDS)xDL]
P 1 . 2322
2
1.0 . 0.105 S DS = P 1 1360 # [(1.0+0.105*SDS)xDL]
TIE DOWN
LEFT SIDE: P 1 .2322
2
( ) 0.75 = P 1 871 # [0.75*LL]
= . U Lmax
1
1.2
2520 #
USE CCQ
GOOD FOR 5680#
& HDU8 @ FND.
P 2 . 4163
2
1.0 .0.14 S DS = P 2 2557 # [(1.0+0.14*SDS)xDL]
P 2 . 4163
2
0.6 .0.14 S DS = P 2 773 # [(0.6-0.14*SDS)xDL]
RIGHT SIDE:
= . U Rmax
1
1.2
2453 # P 2 . 4163
2
1.0 .0.105 S DS = P 2 2438 # [(1.0+0.105*SDS)xDL]
USE ECCQ
GOOD FOR 4040# P 2 .4163
2
( ) 0.75 = P 2 1561 # [0.75*LL]
PH. 510−415−2809
EMAIL: j dnguyen30 @g mail .com
UNION CIT Y, CA. 94587
P.O. BOX 1382
SHEET: 48
DATE: 9-25-20
JN: ARORA
DESIG N ELEMEN T O F DISCO N TIN U O US SYSTEM DUE TO LINE 2
D.2
M max 54520 #-' S 1
.12 M max
..f C D F b1
S 2
.12 M max
..f C D F b2
= S 1 340.8 in3
=S 2 121.7 in3
V R Rmax ( ) .w d A 1
.1.5 V
..f C D F v1
A 2
.1.5 V
..f C D F v2
=A 1 47.3 in2
= V 10283 #= A 2 28.2 in2
I 1 1050 in4
USE 7"x11-7/8" PSL = I 2 840 in4
PH. 510−415−2809
EMAIL: j dnguyen30 @g mail .com
UNION CIT Y, CA. 94587
P.O. BOX 1382
SHEET: 49
DATE: 9-25-20
JN: ARORA
DESIG N ELEMEN T SUPPO R TIN G DISCO N TIN UO US SYSTEM DUE TO LINE 4
D.3 S DS 1.632
C D 1.6
L 11 ' F b1 1000 F b2 2800 F v1 170 F v2 285 E 1 .1.6 10 6 E 2 .2.0 10 6 d .94 f 1.2
Roof . 18 19.5
2
1.5 Wall .10 ( ) 9.75 Floor . 10 7
2
Deck 0 DL 10
w DL ( ) Roof Wall Floor Deck DL = w DL 345 #/'
U D U w . w DL 1.0 .0.14 S DS = w 424 #/' [(1.0+0.14*SDS)xDL]
w . w DL 0.6 .0.14 S DS = w 128 #/' [(0.6-0.14*SDS)xDL]
a 2.5 b 3 c 3 e 2.5
PER ASCE 12.4.3.2 W 2.5
w= = . 1.0 . 0.105 S DS w DL 404 #/' [(1.0+0.105*SDS)xDL]
w= = . 0.75 . 20 19.5
2
1.5 . 40 7
2
274 #/' [0.75*LL]
U= D= = ( ) ....( )0.7 676 plf W ( ) .9.75 ft 11534 lb
R Lmax 8054 # U Lmax 5063 # U= D= = ( ) ....( )0.525 676 plf W ( ) .9.75 ft 8651 lb
R Rmax 8054 # U Rmax 5063 #
M max 17980 #-' S 1
.12 M max
..f C D F b1
S 2
.12 M max
..f C D F b2
=S 1 112.4 in3
TIE DOWN =S 2 40.1 in3
LEFT SIDE: V R Rmax ( ) .w d A 1
.1.5 V
. . f C D F v1
A 2
.1.5 V
..f C D F v2
= A 1 36.5 in2
= . U Lmax
1
1.2
4219 # = V 7934 # =A 2 21.7 in2
I 1 400 in4
USE HGUS412
GOOD FOR 5040# = I 2 320 in4
RIGHT SIDE:
= .U Rmax
1
1.2
4219 #
USE CCQ
GOOD FOR 5680#
& HDU4 @ FND.
USE 3-1/2"x11-7/8" PSL
PH. 510−415−2809
EMAIL: j dnguyen30 @g mail .com
UNION CIT Y, CA. 94587
P.O. BOX 1382
SHEET: 50
DATE: 9-25-20
JN: ARORA
DESIG N ELEMEN T SUPPO R TIN G DISCO N TIN UO US SYSTEM DUE TO LINE 5
D.4 S DS 1.632
C D 1.6
L 12.5 ' F b1 1000 F b2 2800 F v1 170 F v2 285 E 1 .1.6 10 6 E 2 .2.0 10 6 d .94 f 1.2
Roof .18 ( ) 2 Wall .10 ( ) 9.75 Floor . 10 13.33
2
Deck 0 DL 5
U
w DL ( ) Roof Wall Floor Deck DL =w DL 205 #/'DP w . w DL 1.0 .0.14 S DS = w 252 #/' [(1.0+0.14*SDS)xDL]
w . w DL 0.6 .0.14 S DS = w 76 #/' [(0.6-0.14*SDS)xDL]
a 4 b 7.5 c 1 PER ASCE 12.4.3.2 W 2.5D
w= = .1.0 . 0.105 S DS w DL 240 #/' [(1.0+0.105*SDS)xDL]P U
w= = . 0.75 .20 ( ) 2 . 40 13.33
2
230 #/' [0.75*LL]
U= D= = ( ) ....( )0.7 480 plf W ( ) .9.75 ft 8190 lb
U= D= = ( ) ....( )0.525 480 plf W ( ) .9.75 ft 6142 lbRLmax8450 # U Lmax 4039 #
R Rmax 7482 # U Rmax 4250 # P . . .18 18.5
2
.10 ( ) 9.75 12
2
1.0 .0.14 S DS = P 1946 # [(1.0+0.14*SDS)xDL]
P . . . 18 18.5
2
.10 ( ) 9.75 12
2
0.6 .0.14 S DS = P 588 # [(0.6-0.14*SDS)xDL]
TIE DOWN
LEFT SIDE: P . . .18 18.5
2
.10 ( ) 9.75 12
2
1.0 .0.105 S DS = P 1855# [(1.0+0.105*SDS)xDL]
= . U Lmax
1
1.2
3366 #
P . 0.75 . . 20 18.5
2
12
2
= P 833 # [0.75*LL]USE ST6236 STRAP COLLECTOR
GOOD FOR 3845 lb
& HD U4@ FND.
M max 30020 #-' S 1
.12 M max
..f C D F b1
S 2
.12 M max
..f C D F b2
=S 1 187.6 in3
RIGHT SIDE:
= S 2 67 in3
= .U Rmax
1
1.2
3542 #
V R Lmax ( ) .w d A 1
.1.5 V
..f C D F v1
A 2
.1.5 V
..f C D F v2
=A 1 38.5 in2
USE ECCQ
GOOD FOR 4040#
= V 8378 #= A 2 23 in2
I 1 475 in4
= I 2 380 in4
USE 3-1/2"x11-7/8" PSL
PH. 510−415−2809
EMAIL: j dnguyen30 @g mail .com
UNION CIT Y, CA. 94587
P.O. BOX 1382
SHEET: 51
DATE: 9-25-20
JN: ARORA
GUARD RAIL DESIGN (AT 2nd FLOOR LANDING AND STAIRCASE)
P ..20 plf
.8 ft
2
= P 80 lb and/or P .200 lb h .3.5 ft
M .P ( ) h = M 700 .lb ft = M 8400 .lb in
TRY 3-1/2"x5-1/2" STL. PLATE
LAG SCREW DESIGN
t=1-1/2" SQ. STL. PICKET @ 4' O.C.
x .5.5 in y .3.5 in z .1 in
d y z
= d 2.5 in
T M
.d ( )2
= T 1680 lb
TRY 5/16" LAG withdraw .266 lb
in
DEPTH_REQUIRED T
withdraw
= DEPTH_REQUIRED 6.3 in
PLATE THK . 0.25 in PLY THK .0.75 in HEAD THK .0.5 in
TOTAL_LENGTH_REQUIRED DEPTH_REQUIRED PLATE THK PLY THK HEAD THK
= TOTAL_LENGTH_REQUIRED 7.82 in
USE (4) 5/16" DIA. x 8" LAG'S W/ 3-1/2"x5-1/2"x1/4" PLATE
POST
S .0.323 in 3 (1-1/2" SQ. x 3/16" STL. TUBE)
f b
M
.S ( )1.33
= f b 19554 psi = f b 20 ksi < 22 ksi
BASE
C T
f c
.C ( )2
.x y
2
= f c 349 psi < 385 psi
USE 1-1/2" SQ . x 3/16" STL. TU B E @ 48" O .C . W / 3-1/2"x5-1/2"x1/4" STL. PLATE
W / (4) 5/16" DIA . x 8" LAG 'S
PH. 510−415−2809
EMAIL: j dnguyen30 @g mail .com
UNION CIT Y, CA. 94587
P.O. BOX 1382
SHEET: 52
DATE: 11-12-20
JN: ARORA
DESIG N ELEMEN T SUPPO R TIN G DISCO N TIN UO US SYSTEM DUE TO LINE 1
D.5 S DS 1.632
C D 1.6
L 14.5' F b1 1000 F b2 2800 F v1 170 F v2 285 E 1 .1.6 10 6 E 2 .2.0 10 6 d .94 f 1.2
Roof . 18 6
2
2 Wall .17 ( ) 9 Floor . 10 17
2
Deck 0 DL 10
D U w DL ( )Roof Wall Floor Deck DL = w DL 338 #/'
w . w DL 1.0 .0.14 S DS = w 415 #/' [(1.0+0.14*SDS)xDL]
w . w DL 0.6 .0.14 S DS = w 126 #/' [(0.6-0.14*SDS)xDL]
a 2.5 b 6 c 6 PER ASCE 12.4.3.2 W 2.5
U D w= = . 1.0 . 0.105 S DS w DL 396 #/' [(1.0+0.105*SDS)xDL]
w= = . 0.75 . 20 6
2
2 . 40 17
2
330 #/' [0.75*LL]
U= D= = ( ) ....( )0.7 561 plf W ( ) .9.75 ft 9572 lb
U= D= = ( ) ....( )0.525 561 plf W ( ) .9.75 ft 7179 lbRLmax8234 # U Lmax 3047 #
R Rmax 8234 # U Rmax 3047 # M max 36280 #-'S 1
.12 M max
. .f C D F b1
S 2
.12 M max
.. f C D F b2
= S 1 226.8 in3
= S 2 81 in3
V R Rmax ( ) .w d A 1
.1.5 V
. .f C D F v1
A 2
.1.5 V
.. f C D F v2
= A 1 37.3 in2
TIE DOWN = V 8116 #= A 2 22.2 in2
LEFT SIDE: I 1 600 in4
= . U Lmax
1
1.2
2539 #
= I 2 480 in4
USE ST6236 STRAP
GOOD FOR 3845 #
& HDU2 @ FND.
RIGHT SIDE:
= .U Rmax
1
1.2
2539 #
USE MST48 STRAP FROM
ABOVE, GOOD FOR 3695 #
USE 3-1/2"x11-7/8" PSL
PH. 510−415−2809
EMAIL: j dnguyen30 @g mail .com
UNION CIT Y, CA. 94587
P.O. BOX 1382
SHEET: 53
DATE: 11-12-20
JN: ARORA
DESIG N ELEMEN T SUPPO R TIN G DISCO N TIN UO US SYSTEM DUE TO LINE 3
D.6 S DS 1.632
C D 1.6
L 12 ' F b1 1000 F b2 2800 F v1 170 F v2 285 E 1 .1.6 10 6 E 2 .2.0 10 6 d .94 f 1.2
Roof .18 ( ) 4 Wall .17 ( ) 9 Floor . 10 12
2
Deck 0 DL 10
w DL ( ) Roof Wall Floor Deck DL = w DL 295 #/'U
w . w DL 1.0 .0.14 S DS = w 362 #/' [(1.0+0.14*SDS)xDL]P 2P1w w . w DL 0.6 .0.14 S DS = w 110 #/' [(0.6-0.14*SDS)xDL]
PER ASCE 12.4.3.2 W 2.5
w= = .1.0 . 0.105 S DS w DL 346 #/' [(1.0+0.105*SDS)xDL]a 6 b 1.5 e 2.5
c 2 w= = . 0.75 .20 ( ) 4 . 40 12
2
240 #/' [0.75*LL]
U= D= = ( ) ....( )0.7 591 plf W ( ) .9.75 ft 10084 lb
D U= D= = ( ) ....( )0.525 591 plf W ( ) .9.75 ft 7563 lb
P 1 P 2 P 1 . . .18 21
2
11.5
2
1.0 . 0.14 S DS = P 1 1335 # [(1.0+0.14*SDS)xDL]w
P 1 . . .18 21
2
11.5
2
0.6 . 0.14 S DS = P 1 404 # [(0.6-0.14*SDS)xDL]
P 1 . . . 18 21
2
11.5
2
1.0 . 0.105 S DS = P 1 1273 # [(1.0+0.105*SDS)xDL]R Lmax 91114 # U Lmax 4045 #
R Rmax 9598 # U Rmax 3955 # P 1 .. . 20 21
2
11.5
2
( ) 0.75 = P 1 906 # [0.75*LL]
P 2 . . . 18 16.5
2
8.5
2
335 1.0 . 0.14 S DS = P 2 1187 # [(1.0+0.14*SDS)xDL]
TIE DOWN P 2 . . . 18 16.5
2
8.5
2
335 0.6 . 0.14 S DS = P 2 359 # [(0.6-0.14*SDS)xDL]
LEFT SIDE:
= .U Lmax
1
1.2
3371 # P 2 . . . 18 16.5
2
8.5
2
335 1.0 . 0.105 S DS = P 2 1132 # [(1.0+0.105*SDS)xDL]
USE SIMP. ST6236
GOOD FOR 3845 #
& HDU2 @ FND.
P 2 .. .20 16.5
2
8.5
2
375 ( ) 0.75 = P 2 807 # [0.75*LL]
M max 44080 #-' S 1
.12 M max
. .f C D F b1
S 2
.12 M max
..f C D F b2
= S 1 275.5 in3
RIGHT SIDE: =S 2 98.4 in3
= . U Rmax
1
1.2
3296 # V R Rmax ( ) .w d A 1
.1.5 V
. .f C D F v1
A 2
.1.5 V
.. f C D F v2
=A 1 43.6 in2
USE SIMP. CCQ CAP
GOOD FOR 5680 #
= V 9495 # = A 2 26 in2
I 1 650 in4
USE 5-1/4"x11-7/8" PSL = I 2 520 in4
PH. 510−415−2809
EMAIL: j dnguyen30 @g mail .com
UNION CIT Y, CA. 94587
P.O. BOX 1382
SHEET: 54
DATE: 11-12-20
JN: ARORA
DESIG N ELEMEN T SUPPO R TIN G DISCO N TIN UO US SYSTEM DUE TO LINE 6
D.7 S DS 1.632
C D 1.6
L 6.75' F b1 1000 F b2 2800 F v1 170 F v2 285 E 1 .1.6 10 6 E 2 .2.0 10 6 d .94 f 1.2
Roof . 18 2.5
2
Wall .17 ( ) 9.75 Floor . 10 1.33
2
Deck 0 DL 5
w DL ( )Roof Wall Floor Deck DL = w DL 200 #/'D U
w . w DL 1.0 .0.14 S DS = w 246 #/' [(1.0+0.14*SDS)xDL]
w . w DL 0.6 .0.14 S DS = w 74 #/' [(0.6-0.14*SDS)xDL]
a 4.25 b 2 c 0.5 PER ASCE 12.4.3.2 W 2.5
w= = . 1.0 . 0.105 S DS w DL 234 #/' [(1.0+0.105*SDS)xDL]
U D w= = . 0.75 . 20 2.5
2
. 40 1.33
2
39 #/' [0.75*LL]
U= D= = ( ) ....( )0.7 1170 plf W ( ) .9.75 ft 19963 lb
U= D= = ( ) ....( )0.525 1170 plf W ( ) .9.75 ft 14972 lbRLmax5375 # U Lmax 5665 #
R Rmax 5375 # U Rmax 5665 # M max 20290 #-'S 1
.12 M max
. .f C D F b1
S 2
.12 M max
.. f C D F b2
= S 1 126.8 in3
= S 2 45.3 in3
V R Rmax ( ) .w d A 1
.1.5 V
. .f C D F v1
A 2
.1.5 V
.. f C D F v2
= A 1 24.4 in2
TIE DOWN = V 5305 #= A 2 14.5 in2
LEFT SIDE: I 1 300 in4
= . U Lmax
1
1.2
4721 #
= I 2 240 in4
USE MST60 VERT. STRAP
GOOD FOR 4830 #
& HDU8 @ FND.
RIGHT SIDE:
= . U Rmax
1
1.2
4721 #
USE MST60 VERT. STRAP
GOOD FOR 4830 #
AND HDU11
GOOD FOR 9535 #
USE 3-1/2"x11-7/8" PSL
PH. 510−415−2809
EMAIL: j dnguyen30 @g mail .com
UNION CIT Y, CA. 94587
P.O. BOX 1382
SHEET: 55
DATE: 11-12-20
JN: ARORA
DESIG N ELEMEN T SUPPO R TIN G DISCO N TIN UO US SYSTEM DUE TO LINE 7
D.8 S DS 1.632
C D 1.6
L 12.5' F b1 1000 F b2 2800 F v1 170 F v2 285 E 1 .1.6 10 6 E 2 .2.0 10 6 d .94 f 1.2
Roof . 18 7
2
2 Wall .17 ( ) 9.75 Floor . 10 1.33
2
Deck 0 DL 10
D U w DL ( )Roof Wall Floor Deck DL = w DL 281 #/'
w . w DL 1.0 .0.14 S DS = w 346 #/' [(1.0+0.14*SDS)xDL]
w . w DL 0.6 .0.14 S DS = w 105 #/' [(0.6-0.14*SDS)xDL]
a 2.25 b 6.25 c 4 PER ASCE 12.4.3.2 W 2.5
U D w= = . 1.0 . 0.105 S DS w DL 330 #/' [(1.0+0.105*SDS)xDL]
w= = . 0.75 . 20 7
2
. 40 1.33
2
452 #/' [0.75*LL]
U= D= = ( ) ....( )0.7 214 plf W ( ) .9.75 ft 3651 lb
U= D= = ( ) ....( )0.525 214 plf W ( ) .9.75 ft 2739 lbRLmax6256 # U Lmax 1169 #
R Rmax 6256 # U Rmax 1169 # M max 18860 #-'S 1
.12 M max
..f C D F b1
S 2
.12 M max
..f C D F b2
= S 1 117.9 in3
= S 2 42.1 in3
V R Rmax ( ) .w d A 1
.1.5 V
..f C D F v1
A 2
.1.5 V
..f C D F v2
= A 1 28.3 in2
TIE DOWN = V 6158 #= A 2 16.9 in2
LEFT SIDE: I 1 400 in4
= .U Lmax
1
1.2
974 #
= I 2 320 in4
USE CCQ CAP
GOOD FOR 5680 #
RIGHT SIDE:
= .U Rmax
1
1.2
974 #
USE SIMP. HGUS HGR.
GOOD FOR 3630 #
USE 3-1/2"x11-7/8" PSL
PH. 510−415−2809
EMAIL: j dnguyen30 @g mail .com
UNION CIT Y, CA. 94587
P.O. BOX 1382
SHEET: 56
DATE: 11-12-20
JN: ARORA
DESIG N ELEMEN T SUPPO R TIN G DISCO N TIN UO US SYSTEM DUE TO LINE 8
D.9 S DS 1.632
C D 1.6
L 19.5' F b1 1000 F b2 21600 F v1 170 F v2 14500 E 1 .1.6 10 6 E 2 .29 10 6 d .833 f 1.1
Roof . . 18 2
2
8
19.5
Wall .17 ( ) 4 Floor .10 ( ) 1.33 Deck 0 DL 30
w DL ( )Roof Wall Floor Deck DL = w DL 119 #/'U P 1 P 2
w . w DL 1.0 .0.14 S DS = w 146 #/' [(1.0+0.14*SDS)xDL]
w . w DL 0.6 .0.14 S DS = w 44 #/' [(0.6-0.14*SDS)xDL]
a 2.5 b 9 c 2 e 6 PER ASCE 12.4.3.2 W 2.5
w= = . 1.0 . 0.105 S DS w DL 139 #/' [(1.0+0.105*SDS)xDL]
w= = . 0.75 . . 20 2
2
8
19.5
.40 ( ) 1.33 46 #/' [0.75*LL]
P 1 P 2D U= D= = ( ) ....( )0.7 465 plf W ( ) .9.75 ft 7934 lb
U= D= = ( ) ....( )0.525 465 plf W ( ) .9.75 ft 5951 lb
P 1 . 7191
2
1.0 .0.14 S DS = P 1 4417 # [(1.0+0.14*SDS)xDL]
R Lmax 10362 # U Lmax 5836 # P 1 . 7191
2
0.6 .0.14 S DS = P 1 1336 # [(0.6-0.14*SDS)xDL]
R Rmax 7848 # U Rmax 0 #
P 1 . 7191
2
1.0 .0.105 S DS = P 1 4212 # [(1.0+0.105*SDS)xDL]
TIE DOWN P 1 .7191
2
( )0.75 = P 1 2697 # [0.75*LL]
LEFT SIDE:
= .U Lmax
1
1.2
4863 # P 2 . 1815
2
1.0 .0.14 S DS = P 2 1115 # [(1.0+0.14*SDS)xDL]
USE 1/4" SIDE PLATE
w/ (2) 3/4" DIA. M.B's
GOOD FOR 5312 #
& HDU5 @ FND.
P 2 . 1815
2
0.6 .0.14 S DS = P 2 337 # [(0.6-0.14*S DS)xDL]
P 2 . 1815
2
1.0 .0.105 S DS = P 2 1063 # [(1.0+0.105*SDS)xDL]
RIGHT SIDE:
P 2 .1815
2
( )0.75 = P 2 681 # [0.75*LL]=. U Rmax
1
1.2
0 #
USE 1/4" SIDE PLATE
w/ (2) 5/8" DIA. M.B's
GOOD FOR 3872 #
PH. 510−415−2809
EMAIL: j dnguyen30 @g mail .com
UNION CIT Y, CA. 94587
P.O. BOX 1382
SHEET: 57
DATE: 11-12-20
JN: ARORA
DESIG N ELEMEN T O F DISCO N TIN U O US SYSTEM DUE TO LINE
D.9
M max 53350 #-' S 1
.12 M max
..f C D F b1
S 2
.12 M max
..f C D F b2
= S 1 363.7 in3
=S 2 16.8 in3
V R Lmax ( ) .w d A 1
.1.5 V
..f C D F v1
A 2
.1.5 V
..f C D F v2
=A 1 51.8 in2
= V 10325 #= A 2 0.6 in2
I 1 1850 in4
TS10x4x1/2"= I 2 102.069 in4
PH. 510−415−2809
EMAIL: j dnguyen30 @g mail .com
UNION CIT Y, CA. 94587
P.O. BOX 1382
SHEET: 58
DATE: 11-12-20
JN: ARORA
DESIG N ELEMEN T SUPPO R TIN G DISCO N TIN UO US SYSTEM DUE TO LINE 9
D.10 S DS 1.632
C D 1.6
L 11.5' F b1 1000 F b2 2800 F v1 170 F v2 285 E 1 .1.6 10 6 E 2 .2.0 10 6 d .94 f 1.2
Roof . 18 15.5
2
Wall .10 ( ) 9.75 Floor .10 ( ) 1.33 Deck 0 DL 10
D w DL ( ) Roof Wall Floor Deck DL = w DL 260 #/'
w . w DL 1.0 .0.14 S DS = w 320 #/' [(1.0+0.14*SDS)xDL]
w . w DL 0.6 .0.14 S DS = w 97 #/' [(0.6-0.14*SDS)xDL]
PER ASCE 12.4.3.2 W 2.5a 4= b 7.5
w= = . 1.0 . 0.105 S DS w DL 305 #/' [(1.0+0.105*SDS)xDL]U
w= = . 0.75 . 20 15.5
2
.40 ( ) 1.33 156 #/' [0.75*LL]
U= D= = ( ) ....( )0.7 560 plf W ( ) .9.75 ft 9555 lb
U= D= = ( ) ....( )0.525 560 plf W ( ) .9.75 ft 7166 lb
R Lmax 5143 # U Lmax 2765 #
M max 25590 #-'S 1
.12 M max
. .f C D F b1
S 2
.12 M max
..f C D F b2
=S 1 159.9 in3
R Rmax 7324 # U Rmax 5673 #
= S 2 57.1 in3
V R Rmax ( ) .w d A 1
.1.5 V
. .f C D F v1
A 2
.1.5 V
..f C D F v2
= A 1 33.2 in2
= V 7233 # = A 2 19.8 in2
TIE DOWN I 1 400 in4
LEFT SIDE:
= . U Lmax
1
1.2
2304 # = I 2 320 in4
USE SIMP. CCQ CAP
GOOD FOR 5680 #
& HDU2 @ FND.
RIGHT SIDE:
= . U Rmax
1
1.2
4728 #
USE SIMP. LGU3.63-SD HGR.
GOOD FOR 5555 #
USE 3-1/2"x11-7/8" PSL
PH. 510−415−2809
EMAIL: j dnguyen30 @g mail .com
UNION CIT Y, CA. 94587
P.O. BOX 1382
SHEET: 59
DATE: 11-12-20
JN: ARORA
DESIG N ELEMEN T SUPPO R TIN G DISCO N TIN UO US SYSTEM DUE TO LINE 10
D.11 S DS 1.632
C D 1.6
L 14.75 ' F b1 1000 F b2 2800 F v1 170 F v2 285 E 1 .1.6 10 6 E 2 .2.0 10 6 d .94 f 1.2
Roof . 18 21.5
2
2 Wall .17 ( ) 9.75 Floor .10 ( ) 1.33 Deck 0 DL 10
U
w DL ( ) Roof Wall Floor Deck DL = w DL 419 #/'DP w . w DL 1.0 .0.14 S DS = w 514 #/' [(1.0+0.14*SDS)xDL]
w . w DL 0.6 .0.14 S DS = w 155 #/' [(0.6-0.14*SDS)xDL]
a 4 b 9.5 c 1.25 PER ASCE 12.4.3.2 W 2.5U
D w= = .1.0 . 0.105 S DS w DL 490 #/' [(1.0+0.105*SDS)xDL]P
w= = . 0.75 . 20 21.5
2
2 .40 ( ) 1.33 231 #/' [0.75*LL]
U= D= = ( ) ....( )0.7 538 plf W ( ) .9.75 ft 9180 lb
U= D= = ( ) ....( )0.525 538 plf W ( ) .9.75 ft 6885 lbRLmax11057 # U Lmax 4537 #
R Rmax 10237 # U Rmax 4683 # P . . . 18 5
2
. 10 15
2
.17 ( ) 9.75 6
2
1.0 .0.14 S DS = P 1053 #
[(1.0+0.14*SDS)xDL]
P . . .18 5
2
.10 15
2
.17 ( ) 9.75 6
2
0.6 .0.14 S DS = P 318 #
TIE DOWN [(0.6-0.14*SDS)xDL]
LEFT SIDE: P . . . 18 5
2
. 10 15
2
.17 ( ) 9.75 6
2
1.0 .0.105 S DS = P 1004 #=. U Lmax
1
1.2
3781 #
[(1.0+0.105*SDS)xDL]
USE HGUS5.50/12
GOOD FOR 4055# P . 0.75 . . 20 5
2
. 40 15
2
6
2
= P 788 # [0.75*LL]
M max 38450 #-' S 1
.12 M max
. .f C D F b1
S 2
.12 M max
..f C D F b2
= S 1 240.3 in3
RIGHT SIDE: = S 2 85.8 in3
= . U Rmax
1
1.2
3903 # V R Rmax ( ) .w d A 1
.1.5 V
..f C D F v1
A 2
.1.5 V
..f C D F v2
= A 1 46.4 in2
USE SIMP. CCQ CAP
GOOD FOR 5680 #
& HDU8 @ FND.
= V 10091 # = A 2 27.7 in2
I 1 700 in4
= I 2 560 in4
USE 5-1/4"x11-7/8" PSL
PH. 510−415−2809
EMAIL: j dnguyen30 @g mail .com
UNION CIT Y, CA. 94587
P.O. BOX 1382
SHEET: 60
DATE: 11-12-20
JN: ARORA
DESIG N ELEMEN T SUPPO R TIN G DISCO N TIN UO US SYSTEM DUE TO LINE 11
D.12 S DS 1.632
C D 1.6
L 6.5 ' F b1 1000 F b2 2800 F v1 170 F v2 285 E 1 .1.6 10 6 E 2 .2.0 10 6 d .94 f 1.2
Roof . 18 11
2
2 Wall .17 ( ) 9.75 Floor . 10 1.33
2
Deck 0 DL 5
D w DL ( ) Roof Wall Floor Deck DL = w DL 312 #/'
w . w DL 1.0 .0.14 S DS = w 384 #/' [(1.0+0.14*SDS)xDL]
w . w DL 0.6 .0.14 S DS = w 116 #/' [(0.6-0.14*SDS)xDL]
PER ASCE 12.4.3.2 W 2.5a 0.75= b 5.75
w= = . 1.0 . 0.105 S DS w DL 366 #/' [(1.0+0.105*SDS)xDL]U
w= = . 0.75 . 20 11
2
2 . 40 1.33
2
132 #/' [0.75*LL]
U= D= = ( ) ....( )0.7 253 plf W ( ) .9.75 ft 4317 lb
U= D= = ( ) ....( )0.525 253 plf W ( ) .9.75 ft 3238 lb
R Lmax 1992 # U Lmax 121 #
M max 3980 #-'S 1
.12 M max
. .f C D F b1
S 2
.12 M max
..f C D F b2
=S 1 24.9 in3
R Rmax 4482 # U Rmax 3441 #
= S 2 8.9 in3
V R Rmax ( ) .w d A 1
.1.5 V
. .f C D F v1
A 2
.1.5 V
..f C D F v2
= A 1 20.1 in2
= V 4373 # = A 2 12 in2
TIE DOWN I 1 100 in4
LEFT SIDE:
= . U Lmax
1
1.2
101 # = I 2 80 in4
USE EPC CAP
GOOD FOR 1700 #
RIGHT SIDE:
= .U Rmax
1
1.2
2868 #
USE SIMP. CCQ CAP
GOOD FOR 5680 #
& HDU2 @ FND.
USE 3-1/2"x11-7/8" PSL
PH. 510−415−2809
EMAIL: j dnguyen30 @g mail .com
UNION CIT Y, CA. 94587
P.O. BOX 1382
SHEET: 61
DATE: 11-12-20
JN: ARORA
DESIGN ELEMENT SUPPORTING DISCONTINUOUS SYSTEM DUE TO LINE 12
D.13 S DS 1.632
C D 1.6
L 13.75 ' F b1 1000 F b2 2800 F v1 170 F v2 285 E 1 .1.6 10 6 E 2 .2.0 10 6 d .94 f 1.2
Roof . 18 10
2
1.5 Wall .17 ( ) 9.75 Floor . 20 13.75
2
Deck 0 DL 10
U D U P D w DL ( )Roof Wall Floor Deck DL = w DL 430 #/'
w . w DL 1.0 .0.14 S DS = w 529 #/' [(1.0+0.14*SDS)xDL]
w . w DL 0.6 .0.14 S DS = w 160 #/' [(0.6-0.14*SDS)xDL]
a 3 c 5.75 g 0.75 PER ASCE 12.4.3.2 W 2.5b 1.5 e 0.75 h 2
w= = . 1.0 . 0.105 S DS w DL 504 #/' [(1.0+0.105*SDS)xDL]
D U D P U
w= = . 0.75 .20 10
2
1.5 . 40 13.75
2
304 #/' [0.75*LL]
U= D= = ( ) ....( )0.7 455 plf W ( ) .9.75 ft 7763 lb
R Lmax 8300 # U Lmax 308 # U= D= = ( ) ....( )0.525 455 plf W ( ) .9.75 ft 5823 lb
R Rmax 12726 # U Rmax 0 #P . 7678
2
1.0 .0.14 S DS = P 4716 # [(1.0+0.14*SDS)xDL]
P . 7678
2
0.6 .0.14 S DS = P 1426 # [(0.6-0.14*SDS)xDL]
P . 7678
2
1.0 .0.105 S DS = P 4497 # [(1.0+0.105*SDS)xDL]
TIE DOWN
LEFT SIDE:P .0.75 7678
2
= P 2879 # [0.75*LL]
= .U Lmax
1
1.2
257 #
USE SIMP. ST6236 VERT.
STRAP, GOOD FOR
3845 # & HDU2 @ FDN.
M max 33900 #-' S 1
.12 M max
..f C D F b1
S 2
.12 M max
..f C D F b2
= S 1 211.9 in3
=S 2 75.7 in3
RIGHT SIDE:
V R Rmax ( ) .w d A 1
.1.5 V
..f C D F v1
A 2
.1.5 V
..f C D F v2
=A 1 57.8 in2
= .U Rmax
1
1.2
0 #
= V 12576 #= A 2 34.5 in2
TIE-DOWN NOT REQ'D.
USE CCQ CAP I 1 909 in4
= I 2 727.2 in4
USE 5-1/4"x11-7/8" PSL