0306-163 (RPL) Structural CalcsRESUBMITTING
ORIGINAL CALCULATIONS
Pages 1 thru 51
For
LOT 32
78353 Birkdale Court
La Quinta, California
SEP o 9 zaaz
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408 SOUTH. STODDARD AVEAX (909) 889-0.455--"L (KNAPPAEGACL.CCU)
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KNAPP Sc TANG
STRUCTURAL ENGINEERS, INC,
408 SOUTH STODDARD AVENUE
`.:., SAN BERNARDINO CA 9201
TELE. C90 �89-01 15
FAX ( 09 889-0455
E -AWL (K PAE0A0L.COM)
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BY:
DATE:
SHT./OF
STEIN
KN/\PP 8c TAN G
STRUCTURAL ENGINEERS, INC.
408 SOUTH STODDARD AVENUE
SAN BERNARDINO CA. 92401
TELE. 13 15
0455
909 8QZO'
FAX ( �O 9
E -"L tKNUAPEGAOL.COM)
r�a-r�f ���'"� Cal���i� s
13 ��
C.
D, Z_ = ar Wl
ol-zrr 1-2,y /4
giS — 3-- CZ =16')_
A)l = (>,-r x 3 =13s
B Y:
DATE:
SHT. 3 OF
KNAPP & TANG STRUCTURAL ENGINEERS INC
408 SOUTH STODDARD. AVE.
SAN BERNARDINO, CA 92401
TEL: (909) 889-0115
FAX: (909) 889-0455
Date: 06127102 Page: moi'
SINGLE SPAN BEAM ANALYSIS
LOT 32
RB -1
SPAN DATA
MEMBER DATA
Center Span - 15.00 ft
(:Inertia
- 738.000 in4 All distances for load locations refer
Left Cantilever - 0.00 ft
E:Elastic Modulus
- 1800000 psi to left support. Neg ('-') distances
Right Cantilever - 0.00 ft
End Fixity
Pin/Pin means load is on left cantilever
UNIFORM LOADS
TRAPEZOIDAL LOADS
Center Span #1 - 0.23 klft
N 1:
0.000kIft @ Left, 0.225k/ft @ Right, Start @ 0.00ft -> 10.00ft
# 2:
0.225kift @ Left, 0.000kift @ Right, Start @ 10.00ft -> 15.00ft
CONCENTRATED LOADS
APPLIED MOMENTS
SUMMARY
Moments
Shears Deflections
Max. Span Moment - 10.39 k -ft
Left Support
- 2.44 k Max. @ Span - -0.313 in at 7.56 ft
Max. Mom. Location m 7.80 ft
Right Support
- 2.62 k
Min. Span Moment - 0.00 k -ft
Reactions
Min. Mom. Location - 0.00 ft
Left Support
2.44 k
Max @ Left Support - 0.00 k -ft
Right Support
- 2.62 k
Max @ Right Support - 0.00 k -ft
Query Values
MAXIMUM MOMENT - 10.39 k -ft
Between Supports @ X - 0.00 ft, M - 0.00 k -ft, V - 2.437 k, Defl. - 0.000 in
0.221MIMMum, 0.00
0.00 111MMIM0.22
V4.46 (c) 1983-95 ENERCALC Knapp Architectural Engineers, Inc, Kw0601567
KNAPP & TANG STRUCTURAL ENGINEERS INC
408 SOUTH STODDARD AVE.
SAN BERNARDINO, CA 92401
TEL: (909) 889-0115
FAX: (909) 889-0455
SINGLE SPAN BEAM ANALYSIS.
LOT 32
RB -2
SPAN DATA
Center Span - .
15.00 ft
Left Cantilever -
2.50 ft
Right Cantilever -
0.00 ft
UNIFORM LOADS
0.00 ft
Center Span a1 -
0.32 klft
Left Cant #1 -
0.25 klft
CONCENTRATED LOADS
Moments
Max. Span Moment -
8.61 k -ft
Max. Mom. Location -
7.66 It
Min. Span Moment
- -0.78 k -ft
Min. Mom. Location -
0.00 ft
Max @ Left Support -
-0.78 k -ft
Max @ Right Support -
0.00 k -ft
MAXIMUM MOMENT
- 8.61 k -ft
E
Date: 06127102
MEMBER DATA
(:Inertia - 2358.000 in4 All distances for load locations refer
E:Elastic Modulus - 11300000 psi to left support. Neg ('-') distances
End Fixity Pin/Pin means load is on left cantilever
TRAPEZOIDAL LOADS
— SUMMARY
- Shears
Left Support - 2.45 k
Right Support - 2.35 k
Reactions
Left Support
Right Support
Between Supports
At Left Cantilever
APPLIED MOMENTS
Deflections —
Max. @ Span - -0.113 in at 7.55 It
Left Cant - 0.057 in at -2.50 ft
3.08 k
2.35 k
Query Values
@ X - 0.00 ft, M - -0.78 k -ft, V - 2.452 k, Defl. - 0.000 in
@ X = 0.00 ft, M - 0.00 k -ft, V - 0.000 k, Oefl. - 0.000 in
ZX i',:: �- 4:)A"
Page:
V4.48 (c) 1983.95 ENERCALC Knapp Architectural Engineers, Inc, Kw0601567
KNAPP & TANG STRUCTURAL ENGINEERS INC
408 SOUTH STODDARD AVE.
SAN BERNARDINO, CA 92401
TEL: (909) 889-0115
FAX: (909) 889-0455
SINGLE SPAN BEAM ANALYSIS
LOT 32
RB -3
SPAN DATA
Center Span - 10.00 ft
Left Cantilever - 0.00 ft
Right Cantilever - 0.00 ft
UNIFORM LOADS
I:Inertia
E:Elastic Modulus
End Fixity
Center Span #1 - 0.14 klft N 1:
#2:
CONCENTRATED LOADS -
Moments
Max. Span Moment -
3.11 k -ft
Max. Mom: Location -
5.26 ft
Min. Span Moment -
0.00 k -ft
Min. Mom. Location -
0.00 It
Max @ Left Support -
0.00 k -ft
Max @ Right Support -
0.00 k -ft
MAXIMUM MOMENT -
3.11 k -ft
Date: 06127102
MEMBER DATA
- 697.000 in4 All distances for load locations refer
- 1300000 psi to left support. Neg ('-') distances
PinlPin means load is on left cantilever
TRAPEZOIDAL LOADS
0.000klft @ Left, 0.180k1ft @ Right, Start @ O.00ft -> 7.00ft
0.180kift @ Left, 0.000klft @ Right, Start @ 7.00ft -> 10.00ft
APPLIED MOMENTS
SUMMARY
Shears
Left Support -
Right Support -
Reactions -
- Deflections -
1.06 k Max. @ Span - •0.061 in at 5.06 ft
1.18 k
Left Support - 1.06 k
Right Support - 1.18 k
Query Values
Between Supports @ X - 0.00 ft, M - 0.00 k -ft, V -
0.18 0.00
0.00 0.18
1.065 k, Defl. - 0.000 in
t<xe:2
Page: 6
V4.4B (c) 1983.95 ENERCALC Knapp Architectural Engineers, Inc, Kw0601567
KNAPP 8c TANG
STRUCTURAL ENGINEERS, INC.
408 SOUTH STODDARD AVENUE
SAW BERNARDINO. CA- 92401
TELE. (909) 889-0115
FAX (909) 889-0455
E -AZUL (KNI,P PAEOAOL.0011)
4�� 6 x i2
CA/s P�
= 196
uS-45- /d x /4
L'gls fes'' /,,,- -9
Z/s
cels
J
,la 71' 32
"%/c
/37�ti
/37.
BY:
DAT=.
SH i 7 0: I
KNAPP & TANG STRUCTURAL ENGINEERS INC
408 SOUTH STODDARD AVE.
SAN BERNARDINO, CA 92401
TEL: (909) 889-0115
FAX: (909) 889-0455
SINGLE SPAN BEAM ANALYSIS
LOT 32
RB -4
SPAN DATA
Center Span - 12.00 ft
Left Cantilever - 0.00 ft
Right Cantilever - 0.00 ft
UNIFORM LOADS
(:Inertia
E:Elastic Modulus
End Fixity
Center Span #1 - 0.20 klft # 1:
#2:
CONCENTRATED LOADS -
Moments
Max. Span Moment -
5.81 k -ft
Max. Mom. Location -
6.00 ft
Min. Span Moment -
0.00 k -ft
Min. Mom. Location -
0.00 ft
Max @ Left Support -
0.00 k -ft
Max @ Right Support -
0.00 k -ft
MAXIMUM MOMENT -
5.81 k -ft
Date: 06127102
MEMBER DATA
697.000 in4 All distances for load locations refer
1300000 psi to left support. Neg ('-') distances
Pin/Pin means load is on left cantilever
TRAPEZOIDAL LOADS
O.000kift @ Left, 0.180klft @ Right, Start @ O.00ft -> 6.00ft
0.180kIft @ Left, 0.000kift @ Right, Start @ 6.00ft -> 12.00ft
APPLIED MOMENTS
- SUMMARY
Shears
Left Support -
Right Support -
Reactions -
- Deflections
1.76 k Max. @ Span - -0.164 in at 6.00 ft
1.76 k
Left Support - 1.76 k
Right Support - 1.76 k
Query Values
Between Supports @ X - 0.00 ft, M - 0.00 k -ft, V - 1.758 k, Defl. - 0.000 in
0.18 0.00
0.00 0.18
6x12
12.00
Page: D
V4.4B (c) 1983.95 ENERCALC Knapp Architectural Engineers, Inc, Kw0601567
KNAPP & TANG STRUCTURAL ENGINEERS INC
408 SOUTH STODDARD AVE.
SAN BERNARDINO, CA 92401
TEL: (909) 889-0115
FAX: (909) 889-0455
SINGLE SPAN BEAM ANALYSIS
LOT 32
RB -5
SPAN DATA
Center Span 21.00 ft kInertia
Left Cantilever - 0.00 ft E:Elastic Modulus
Right Cantilever - 0.00 ft End Fixity
UNIFORM LOADS
#1:
#2:
CONCENTRATED LOADS —
Moments
Max. Span Moment
- 20.45 k -ft
Max. Mom. Location
- 10.12 ft
Min. Span Moment
0.00 k -ft
Min. Mom. Location
- 0.00 ft
Max @ Left Support
- 0.00 k -ft
Max @ Right Support
- 0.00 k -ft
MAXIMUM MOMENT
- 20.45 k -ft
Left Support
Right Support
Left Support
Right Support
Date: 06127102
MEMBER DATA
2358.000 in4 All distances for load locations refer
1300000 psi to left support. Neg ('-') distances
Pin/Pin means load is on left cantilever
TRAPEZOIDAL LOADS
0.400kIft @ Left, 0.400k1ft @ Right, Start @ O.00ft - > 14.00ft
0.400kift @ Left, 0.00Okift @ Right, Start @.14.00ft -> 21.00ft
APPLIED MOMENTS
— SUMMARY
Shears
Deflections
- 4.04 k Max. @ Span - -0.523 in at 10.37 ft
- 2.96 k
Reactions
- 4.04 k
- 2.96 k
Query Values
Between Supports @ X .- 0.00 ft,. M - 0.00 k -ft, V - 4.044 k, Defl. - 0.000 in
0.40MIftm, 0.00
0.40 0.40
21.00
a
/c,))(/4
sa1,w 6Ao,
Page: i
V4.4B (c) 1983.95 ENERCALC Knapp Architectural Engineers, Inc, Kw0601567
KNAPP & TANG STRUCTURAL ENGINEERS INC
408 SOUTH STODDARD AVE.
SAN BERNARDINO, CA 92401 .
TEL: (909) 889-0115
FAX: (909) 889-0455
MULTI -SPAN TIMBER BEAM DESIGN
LOT 32
RB -6
GENERAL DATA
- 1 -2-3-
2
3-
All
AII Spans Simple Support ??
YES
Spans Length
ft :
11.00
30.00
2.00
End Fixity:
Pin:Pin
Pin:Pin
Fiffree
Beam Width
in :
14.000
14.000
14.000
Beam Depth
in :
20.00
20.00
20.00
CALCULATED VALUES
-OK-
-OK-
-OK-
F'b-Modified Allow.
psi :
1228.3
1228.3
1228.3
fb - Actual.
psi :
87.5
361.6
0.0
F'v-Modified Allow.
psi :
95.0
95.0
95.0
fv (actual) ' 1.5
psi :
9.2
17.9
4.0
Moment @ Left
k -in :
0.0
0.0
0.0
Moment @ Right
k -in :
0.0
0.0
0.0
Max. Mom. @ Mid -Span
k -in :
81.7
337.5
0.0
X -Dist
ft :
5.50
15.00
2.00
Shears: left
k :
2.47
3.75
0.90
Right
k :
-2.47
-3.75
-0.00
Reaction @ Left OL
k :
1.37
3.75
0.50
LL
k :
1.10
0.00
0.40
Total
k :
2.47
3.75
0.90
Reaction @ Right DL
k :
1.37
3.75
0.00
LL
k :
1.10
0.00
0.00
Total
k :
2.47
3.75
0.00
Max. Defl. @ Mid Span
in :
-0.012
-0.375
-0.000
X -Dist
ft :
5.50
15.00
2.00
DESIGN DATA
Le: Unsupported Length
ft :
2.00
2.00
2.00
Fb:Basic Allowable
psi :
1300.0
1300.0
1300.0
Fv:Basic Allowable
psi :
95.0
95.0
95.0
Elastic Modulus
ksi :
1300
1300
1300
Load Duration Factor
1.00
1.00
1.00
APPLIED LOADS
Use Live Load on This Span
?
Yes
No
Yes
Uniform...... DL
plf :
250.0
250.0
250.0
LL
plf :
200.0
200.0
200.0
QUERY VALUES
Location .....
ft :
0.00
0.00
0.00
Shear
# :
2.47
3.75
0.90
Moment
k -in :
0.00
0.00
-10.80
Deflection
in :
0.000
0.000
0.000
V4.46 (c) 19133-95 ENERCALC
Date: 06127102
Page: j
Knapp Architectural Engineers, Inc, Kw0601567
KN.aPP 8c TANG
STRUCTURAL ENGINEERS, INC,
40B SOUTH STODDARD AVENUE
O SAN BERNARDINO CA 92401
TELE.09 689-0115
FAX
(?1 9 889-0455
E -AWL (K PAEOAOL.004)
La f � 3 2
�7,k
BY:
DATE:
SH7.-Z/ O
0
KNIZ\PR 8c TANG
STRUCTURAL ENGINEERS, INC.
408 SOUTH STODDARD AVENUE
SAN BERNARDINO CA- 92401
TELE. Q90! 689-0115
FAX (90S
889-0455
E -"L (KEPAEGAOL.COM)
2-6 7' -3:2
(Z:!- F' --o
x
'it
'y
G/;� SIA¢ y�. L.�. �'3
/:2 (z
4j = C �) x is ,-r
47�6D y
/' 4-X logo
731t Y,
X X63 3
x 1300 y 9 3e
BY. *
DATE:
SHT. 12 oc:
k =731y ='
ww �ty /,*1 3 ff4
U -(b FY. /4x'r�
KNAPP & TANG STRUCTURAL ENGINEERS INC
408 SOUTH STODDARD AVE.
SAN BERNARDINO, CA 92401
TEL: (909) 889-0115
FAX: (909) 889-0455
SINGLE SPAN BEAM ANALYSIS
LOT 32
SPAN DATA
Center Span - 9.00 ft
Left Cantilever - 0.00 ft
Right Cantilever - 0.00 ft
UNIFORM LOADS
(:Inertia
E:Elastic Modulus
End Fixity
#1:
N2:
CONCENTRATED LOADS -
a 1 - 1.700k at 7.00ft
Moments
Max. Span Moment -
7.31 k -ft
Max. Mom. Location -
5.00 ft
Min. Span Moment -
0.00 k -ft
Min. Mom. Location -
0.00 ft
Max @ Left Support -
0.00 k -ft
Max @ Right Support -
0.00 k -ft
MAXIMUM MOMENT -
7.31 k -ft
Date: 06128102
MEMBER DATA
- 615.100 in4 All distances for load locations refer
- 1800000 psi to left support. Neg ('-') distances
PiniPin means load is an left cantilever
TRAPEZOIDAL LOADS
0.585kift @ Left, 0.585kift @ Right, Start @ O.00ft -> 7.0Oft
0.203k/ft @ Left, 0.203k/ft @ Right, Start @ 7.00ft -> 9.00ft
APPLIED MOMENTS
- SUMMARY
Shears
Left Support - 2.93 k
Right Support - 3.28 k
Reactions
Deflections -
Max. @ Span - -0.097 in at 4.61 ft
Left Support - 2.93 k
Right Support - 3.28 k
Query Values
Between Supports @ X - 0.00 ft, M - 0.00 k -ft, V - 2.925 k, Defl. - 0.000 in
0
s`
0.20®0.20
H0.58
9.00 1
Fla
4�d C/4X�
Page: �,. I
V4.4B (c)1983.95 ENERCALC Knapp Architectural Engineers, Inc, Kw0601567
STRUCTURAL ENGINEERS, INC.
40B SOUTH STODDARD AVENUE
F" BERNARDINO, CA. 92401
TELE. MR 9 889-0115
-
9 889
9
.. ....... E IPAEGAOL0455.COU)
PS — 13 C2 = 171-6tl)_
/ -, I- � ; 6 )
('0T ,,x /� = 7.:)-o *IePJ4--
)-6 7- 3 2
Y24
7 �Al
06/6 3 3
x 14,00sy;
4f -4-C!, cz
)e. /PM 'Y
(Z
if
m = 3�Sv x /,�,� / _ /Q iia �� � ��. � �` � ,d
e = X 796
) 7�16 y /f -f— =:
>T -x e5l _r
.L
y 4 Y AFn x 739
L-11VA
DAT_.
SHT. 1401-
KNAPP 8c TAN G
STRUCTURAL ENGINEERS, INC.
408 SOUTH STODDARD AVENUE
O" :• SAN BERNARDINO Ck 92401
TELE. (9099) 689-0115
EAAAW(�J(OKNA455
PPAEOL.
AOL.CO )
k13 - /� C L— /0'- e"' )
47.E�-
Oda- ALX, /,�
Ca/s 14e -r . r - / �
2-6 f- 3:2
-a•747 /-A 314
304 cif
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Cal s,pr � -/ �
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-7 /-4//
7
BY:
DATE:
SHT. /SO
KNAPP & TANG STRUCTURAL ENGINEERS INC
408 SOUTH STODDARD AVE.
SAN BERNARDINO, CA 92401
TEL: (909) 889-0115
FAX: (909) 889-0455
SINGLE SPAN BEAM ANALYSIS
LOT 32
RB -15
SPAN DATA
Center Span -
Left Cantilever
Right Cantilever -
UNIFORM LOADS
10.50 ft I:Inertia
0.00 ft E:Elastic Modulus
0.00 ft End Fixity
#1:
#2:
CONCENTRATED LOADS
Date: 06128102
MEMBER DATA
- 415.000 in4 All distances for load locations refer
- 1300000 psi to left support. Neg ('-') distances
Pin/Pin means load is on left cantilever
TRAPEZOIDAL LOADS
0.000kIft @ Left, 0.473kIft @ Right, Start @ O.00ft -> 5.25ft
0.473kIft @ Left, 0.000kift @ Right, Start @ 5.25ft -> 10.50ft
APPLIED MOMENTS
0.471%NMRflMftTT, 0.00
0.00 0.4?
4"x /2
Page: /6
V4.46 (c) 1983.95 ENERCALC Knapp Architectural Engineers, Inc, Kw0601567
SUMMARY
Moments
Shears
Deflections —
Max. Span Moment -
4.35 k -ft
Left Support -
1.24 k Max. @ Span - -0.153 in at 5.25 ft
Max. Mom. Location -
5.25 ft
Right Support -
1.24 k
Min. Span Moment -
0.00 k -ft
Reactions
Min. Mom. Location -
0.00 ft
Left Support -
1.24 k
Max @ Left Support -
0.00 k -ft
Right Support -
1.24 k
Max @ Right Support -
0.00 k -ft
Query Values
MAXIMUM MOMENT
4.35 k -ft
Between Supports @ X - 0.00
ft, M - 0.00 k -ft, V - 1.242 k, Defl. - 0.000 in
0.471%NMRflMftTT, 0.00
0.00 0.4?
4"x /2
Page: /6
V4.46 (c) 1983.95 ENERCALC Knapp Architectural Engineers, Inc, Kw0601567
KNAPP & TANG STRUCTURAL ENGINEERS INC
408 SOUTH STODDARD AVE.
SAN BERNARDINO, CA 92401
TEL: (909) 889-0115
FAX: (909) 889-0455
SINGLE SPAN BEAM ANALYSIS
LOT 32
RB -16
SPAN DATA
Center Span -
8.00 ft
Left Cantilever
0.00 ft
Right Cantilever -
5.50 ft
UNIFORM LOADS
- 8.00 ft
Center Span #1
0.30 klft
Right Cant N1 -
0.43 klft
CONCENTRATED LOADS
N 1 - 5.000k at 13.50ft
Moments
Max. Span Moment
m 0.00 k -ft
Max. Mom. Location
- 0.00 ft
Min. Span Moment
- -34.00 k -ft
Min. Mom. location
- 8.00 ft
Max @ Left Support
- 0.00 k -ft
Max @ Right Support
- -34.00 k -ft
MAXIMUM MOMENT
- 34.00 k -ft
0.00 0.18
(:Inertia
E:Elastic Modulus
End Fixity
#1
Date: 06128102
MEMBER DATA
- 2491.000 in4 All distances for load locations refer
- 1800000 psi to left support. Neg ('•') distances
PinlPin means load is on left cantilever
TRAPEZOIDAL LOADS
0.000klft @ Left, 0.180k1ft @ Right, Start @ O.00ft -> 8.00ft
- SUMMARY
- Shears
Left Support -
Right Support -
Reactions -
Left Support -
Right Support -
APPLIED MOMENTS
- Deflections -
2.79 k Max. @ Span - 0.046 in at 4.73 ft
7.35 k
- Right Cant - -0.299 in at 13.50 It
-2.79 k
13.31 k
Query Values
Between Supports @ X - 0.00 ft, M - 0.00 k -ft, V - -2.794 k, Dell. - 0.000 in
At Right Cantilever @ X - 0.00 ft, M - 0.00 k -ft, V - 0.000 k, Defl. - 0.000 in
�f
1 8.00 1 5.50 1
T
Page: />
V4.4B (c)1983.95 ENERCALC Knapp Architectural Engineers, Inc, Kw0601567
ti
KNAPP & TANG STRUCTURAL ENGINEERS INC
40$ SOUTH STODDARD AVE.
SAN BERNARDINO, CA 92401
TEL: (909) 889-0115
FAX: (909) 889-0455
SINGLE SPAN BEAM ANALYSIS
LOT 32
RB -16
SPAN DATA
Center Span -
17.50 ft
Left Cantilever –
0.00 ft
Right Cantilever
0.00 ft
UNIFORM LOADS
Left Support -
Center Span #1 -
0.00 klft
CONCENTRATED LOADS
' # 1 - 13.310k at 9.50ft
7.25 k
(:Inertia
E:Elastic Modulus
End Fixity
Date: 06128102
MEMBER DATA
- 2491.000 in4 All distances for load locations refer
- 1800000 psi to left support. Neg ('-') distances-
Pin/Pin means load is on left cantilever
TRAPEZOIDAL LOADS
APPLIED MOMENTS
M'
M
17.50
Page: �� I
V4.413 (c).1983.95 ENERCALC Knapp Architectural Engineers, Inc, Kw0601567
SUMMARY
Moments
Shears
Deflections —
Max. Span Moment
- 57.83 k -ft
Left Support -
6.11 k Max. @ Span - -0.569 in at 8.99 ft
Max. Mom. Location
- 9.48 ft
Right Support -
7.25 k
Min. Span Moment
0.00 Wt
Reactions
Min. Mom. Location
- 0.00 ft
Left Support -
6.11 k
Max @ Left Support
0.00 Wt
Right Support –
7.25 k
Max @ Right Support
- 0.00 k -ft
Query Values
MAXIMUM MOMENT
57.83 k -ft
Between Supports @ X -
0.00 ft, M - 0.00 k -ft, V – 6.111 k, Def 1. - 0.000 in
M'
M
17.50
Page: �� I
V4.413 (c).1983.95 ENERCALC Knapp Architectural Engineers, Inc, Kw0601567
KNz\PIP Sc TANG
STRUCTURAL ENGINEERS, INC.
O 408 SOUTH STODDARD AVENUE
SAN BERNARDINO r -k 92401
TELE. 909 659-0115
FAX
09 889-0455
PAEDACL.COW)
Z, f 3:2
P13 --lb (Z-
Aj
BY:
OATS.
SHT.
ATE.SHT. P? 0:
KNAPP & TANG STRUCTURAL ENGINEERS INC
• 408 SOUTH STODDARD AVE.
SAN BERNARDINO, CA 92401
TEL: (909) 889-0115
FAX: (909) 889-0455
SINGLE SPAN BEAM ANALYSIS
LOT 32
RB -18
SPAN DATA
Center Span - 23.50 ft
Left Cantilever - 0.00 ft
Right Cantilever - 0.00 ft
UNIFORM LOADS
LInertia
E:Elastic Modulus
End Fixity
Center Span H1 - 0.15 klft # 1:
a2:
#3:
# 4:
CONCENTRATED LOADS -
# 1 - 7.400k at 11.75ft
Moments
Max. Span Moment
- 58.89 k -ft
Max. Mom. Location
- 11.75 ft
Min. Span Moment
- 0.00 k -ft
Min. Mom. Location
- 0.00 ft
Max @ Left Support
- 0.00 k -ft
Max @ Right Support
- 0.00 k -ft
MAXIMUM MOMENT
- 58.89 k -ft
Left Support
Right Support
Left Support
Right Support
Date: 06128102
MEMBER DATA
- 3955.000 in4 All distances for load locations refer
- 1800000 psi to left support. Neg ('-') distances
Pin/Pin means load is on left cantilever
TRAPEZOIDAL LOADS
0.000kift @ left, 0.158kitt @ Right, Start @ O.00ft -> 5.88ft
0.158kIft @ Left, 0.000kIft @ Right, Start @ 5.88ft -> 11.75ft
0.000kift @ Left, 0.135kIft @ Right, Start @ 11.75ft -> 17.63ft
0.135kift @ Left, O.000kift @ Right, Start @ 17.63ft - > 23.50ft
APPLIED MOMENTS
- SUMMARY
- Shears
Reactions -
- Deflections -
6.36 k Max. @ Span - -0.704 in at 11.75 ft
6.29 k
6.36 k
6.29 k
Query Values
Between Supports @ X - 0.00 ft, M - 0.00 k -ft, V - 6.357 k, Defl. - 0.000 in
o�
v
r
0.130.00
0.00 0.13
0.150.00
0.000.15 "
L 23.50
Page: 2t
V4.46 (c)1983.95 ENERCALC Knapp Architectural Engineers, Inc, Kw0601567
KNAPP 8c TANG
STRUCTURAL ENGINEERS, INC,
40B SOUTH STODDARD AVENUE
'i O SAN BERNARDINO, CJS 92401
TELE.909 BBS-Ot 15
FAX ( 09 889-0455
c -MAIL (KN PAEOAOL.000)
R3 3 <<- o")
�-
-6tot,
u�� �x�4
CalS fr�e r �-z2
m
SH-. 2/ 0=
KNAPP & TANG STRUCTURAL ENGINEERS INC
408 SOUTH STODDARD AVE.
SAN BERNARDINO, CA 92401
TEL: (909) 889-0115
FAX: (909) 889-0455
SINGLE SPAN BEAM ANALYSIS
LOT 32
RB -21
SPAN DATA
Max. Span Moment
Center Span -
14.00 ft
l:lnertia
Left Cantilever -
0.00 ft
E:Elastic Modulus
Right Cantilever -
0.00 ft
End Fixity
UNIFORM LOADS
- 0.00 k -ft
MAXIMUM MOMENT
Center Span N1 -
0.39 klft
a 1:
. CONCENTRATED LOADS
Moments
Max. Span Moment
- 15.09 k -ft
Max. Mom. Location
– 6.75 ft
Min. Span Moment
- 0.00 k -ft
Min. Mom. Location
- 0.00 ft
Max @ Left Support
- 0.00 k -ft
Max @ Right Support
- 0.00 k -ft
MAXIMUM MOMENT
- 15.09 k -ft
Date: 06128102
MEMBER DATA
1128.000 in4 All distances for load locations refer
1300000 psi to left support. Neg ('-') distances
PinlPin means load is on left cantilever
TRAPEZOIDAL LOADS
0.360kIft @ Left, 0.090k1ft @ Right, Start @ 0.00ft -> 14.O0ft
APPLIED MOMENTS
— SUMMARY
Shears
Left Support - 4.62 k
Right Support 3.99 k
Reactions
Deflections —
Max. @ Span - -0.363 in at 6.94 ft
Left Support – 4.62 k
Right Support - 3.99 k
Query Values
Between Supports @ X – 0.00 ft, M - 0.00 k -ft, V - 4.620 k, Defl. - 0.000 in
Page: 2l.
V4.46 (c)1983.95 ENERCALC Knapp Architectural Engineers, Inc, Kw0601567
KNAP P 8c TAN G
STRUCTURAL ENGINEERS, INC,
O 408 SOUTH STODDARD A�NUE
S,�)d BERNAROINC. U. 92<01
.:� TILS. (909 888-0 t t 5
U } FAX (9909 889-045
:-1AAIL (KN�P?AEOAOL.:.O4)
2 -of 3�
Leser x 'l
S Y :
DA ;_:
5H-23 r
q� x,60 �<
KNAPP & TANG STRUCTURAL ENGINEERS INC
408 SOUTH STODDARD AVE.
SAN BERNARDINO, CA 92401
TEL: (909) 889-0115
FAX: (909) 889-0455
SINGLE SPAN BEAM ANALYSIS
LOT 32
RB -25
SPAN DATA
Center Span
20.50 ft
Left Cantilever -
0.00 ft
Right Cantilever -
0.00 ft
UNIFORM LOADS
0.00 k -ft
Center Span #1 -
0.64 klft
CONCENTRATED LOADS
# 1 - 2.532k at 3.50ft
Max @ Right Support
# 2 - 2.532k at 13.00ft
MAXIMUM MOMENT
Moments
Max. Span Moment
- 47.74 k -ft
Max. Mom. Location.
11.03 ft
Min. Span Moment
0.00 k -ft
Min. Mom. Location
- 0.00 ft
Max @ Left Support
- 0.00 k -ft
Max @ Right Support
- 0.00 k -ft
MAXIMUM MOMENT
- 47.74 k -ft
MM
N N
N N
Date: 06128102
MEMBER DATA
(:Inertia - 2491.000 in4 All distances for load locations refer
E:Elastic Modulus m 1800000 psi to left support. Neg ('•') distances
End Fixity Pin/Pin means load is on left cantilever
TRAPEZOIDAL LOADS
— SUMMARY
- Shears
Left Support - 9.59.k
Right Support - 8.60 k
Reactions
Left Support
Right Support
Between Supports
APPLIED MOMENTS
Deflections —
Max. @ Span - -0.811 in at 10.25 ft
'9.59 k
8.60 k
Query Values
@ X - 0.00 ft, M - 0.00 k -ft, V - 9.586 k, Defl. - 0.000 in
z si
1 20.50 l
Page: 2.
V4.4B (c)1983.95 ENERCALC Knapp Architectural Engineers, Inc, Kw0601561
ME
fig
STI -IN IT
I Alsl x"A HIS
S3.1
Construction
Schedule
Shear Allow
Edge Nailing
Anchor Bolt
UBC -94 _
Ib / ft.
Plywood
Edge Nail Field Nail Member
Washer
Anchor Bolt
Allow. shear
Table 23-1-F
SPI
280
3/8" strt. 1
8d @ 6" o.c. 8d @ 12" o.c.
2x
BP5/8
5/8" @ 48" o:c.
329.
1980
SP2
350
3/8" strt. 1
8d @ 4" o.c. 8d @ 12" o.c.
2x
BP5/8
5/8" @ 32" o.c.
494
1980
SP3
430
3/8" strt. 1
8d @ 4" o.c. 8d @ 12" o.c.
3x
BP3/4
3/4" @ 32" o.c.
713
2860
SP4
550
318" slrt. 1
8d @ 3" o.c. 8d @ 12" O.C.
3x
BP3/4
3/4" @ 32" o.c.
713
2860
SP5
730
3/8" strt. 1
8d @ 2" o.c. 8d @ 12" o.c.
U
BP3/4
3/4" @ 16" o.c.
1426
2860
SP6
1100
3/8" strt. 1 Both Sides
8d @ 3" O.C. 8d @ 12" o.c.
4x
BP314
314" @ 16" o.c.
1426
2860
SP7
1460
3/8" strt. 1 Both Sides
8d @ 2" o.c. 8d @ 12" o.c.
4x
BPI
1" @ 16" O.C.
2534
5080
SPI
340
112" strt. I
IOd @ 6" o.c. 10d @ 12" o.c.
2x
BP5/8
5/8" @ 32" o.c.
494
1980
SP2
510
1/2" strt. 1
10d @ 4" o.c. 10d @ 12" o.c.
3x
BP3/4
3/4" @ 32" o.c.
713
2860
SP3
665
1/2" strt. 1
10d @ 3" o.c. 10d @ 12" o.c.
3x
BP3/4
3/4" @ 32" o.c.
713
2860
SP4
870
1/2" strt. 1
10d @ 2" o.c. 10d @ 12" o.c.
3x
BP3/4
3/4" @ 16" o.c.
1426
2860
SP5
1330
1/2" strt. 1 Both Sides
10d @ 3" o.c. 10d @ 12" o.c.
4x
BP3/4
3/4" @ 16" o.c.
1426
2860
SP6
1740
112" strt. i Both Sides
10d @ 2" o.c. 10d @ 12" o.c.
4x
BPI
1" @ 16" o.c.
2534
5080
180
7/8" thk. Stucco
6" o.c. No. 11 gage, 1 1/2" long, 7/16"
head
BP5/8
5/8" @ 48" o.c.
329
1980
6" o.c No. 16 gage staple, 7/8" legs
100
1/2" Gypsum
7" o.c. No. 11 gage, 1 3/4" long, 7/16" head,
BP5/8
5/8" @ 48" o.c.
329
1980
diamond -point, galvanized
115
518" Gypsum
6d cooler
2x stud
BP5/8
5/8" @ 48" o.c.
329
1980
KN -,APP P Sc TANG
STRUCTURAL ENGINEERS, INC.
♦OB SOUTH STODDARD AVENU--
O SAN BERNARDINO, C.A.. 92401
TELE. Ax ((9O9T 8B9-045
_-AWL (KNAPPAEOAOL COM)
,4U7\1� ��s
-5he'arv-411 0
\/ = 3� azo X • 47 34 X , /7t-
77 7.-
BY:
D =.
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V/=7J--= <7,
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h . 1C/ pox 22
Ga/S
?e -r- P - a 9, 11, 3o, 31, 3,)., 33 f 34
RISA -2D (R) Version 3.03
Job
Page 3$
Date
LOT 32
MOMENT FRAME(j)
Units Option : US Standard
AISC Code Checks : 9th Edition ASD
Shear Deformation: No
P -Delta Effects : No
Redesign : No
Edge Forces : No
A.S.I.F. . : 1.333
----------------------------------------------------------------------------
Node Boundary Conditions
No X-Coord Y-Coord X-dof Y-dof Rotation Temp
----------- (ft) -------- (ft) ----- (in, K/in) ---- (in, K/in) --- (r., K-ft/r) ----- (F) -
1 0.00 0.00 R R R 0.0(
2 15.00 0.00 R R R 0.0(
3. 0.00 9.50 0.0(
4 15.00 9.50 0.0(
----------------------------------------------------------------------------
Material Elastic Poisson's Thermal Weight Yield Stres:
Label Modulus Ratio Coefficient Density (Fy)
--------------- (Ksi)------------------ .-----(F) -------- (K/ft3)------ (Ksi)----
STEEL 29000.00 0.30000 0.65000 0.490 36.000
----------------------------------------------------------------------------
Section Database Matl. Area Moment of As y/y
Label Shape Set Inertia Coef
-------------------------------- =----- (inA2)--------- (in**4)-----------------
BM W10X22 STEEL 6.49 118.000 1.20
COL TUGXGX6 STEEL 8.08 41.600 1.20
----------------------------------------------------------------------------
I J I Releases J End Offsets
No Node Node Section x y z x y z Sec Sway I J Length
------------=-----------------------------------------(in)-=--(in)------(ft)
1 1 - 3 COL 9.50
2 2 - 4 COL 9.50
3 3 - 4 BM 15.00
----------------------------------------------------------------------------
I J Unbraced Lengths K Factors Bending Coefs
No -Node Node Lb -in Lb -out Lc In Out Cm Cb
--------------------(ft)-----(ft)-----(ft)----------------------------------
1 1 - 3
RISA -2D (R) Version 3.03
Job
Page!
Date
LOT 32
MOMENT FRAME Q3
----------------------
---------------------------------------------------------------------------
I J Unbraced Lengths K Factors Bending Coef=
No Node Node Lb -in Lb -out Lc In Out Cm Cb
--------------------(ft)-----(ft)-----(ft)---------------------------------
2 2 - 4
3 3 - 4
---------------------------------------------------------------------------
BLC Basic Load Case Load Totals
No. Description Nodal Point Dist.
---------------------------------------------------------------------------
1 SEISMIC+DEAD+LIVE 1 1
Nodal Loads, BLC 1: SEISMIC+DEAD+LIVE
---------------------------------------------------------------------------
Node
Number Global X Global Y Moment
------------------------(K)------------------(K)------------------(K-ft)---
3 0.700 0.000 0.000
Member Distributed Loads,BLC 1: SEISMIC+DEAD+LIVE
Memb I. J Start
End
Start
End
No Node Node Dir . Magnitude
Magnitude
Location
Location
-------------------------- (K/ft,F)-----
(K/ft,F)---------
(ft) ---------
(ft) ----
3 3 - 4 Y -0.100
-0.100
0.000
15.000
-----------------------------------------------------------
Load Combination Self Wt BLC
BLC BLC
-----------------
BLC BLC
W E
No. Description Dir Fac Fac
Fac Fac
Fac Fac
DYNA S V
----------------------------------------------------------------------------
1 SEISMIC+DEAD+LIVE Y -1 1 1
Dynamic Analysis Data
Number of modes (frequencies) 3
Basic Load Case for masses None
BLC mass direction of -action X only
Acceleration of Gravity 32.20 ft/sec**2
Load Combination is 1 SEISMIC+DEAD+LIVE
Nodal Displacements
----------------------------------------------------------------------------
Node
Global X
Global Y
Rotation
---------------------(in)-----------------(in)----------------(rad)---------
1
0.00000
-0.00000
-0.00000
2
0.00000
-0.00000
-0.00000
3
0.04526
-0.00041
-0.00050
RISA --2D (R) Version 3.03
Job
Page 36
Date
LOT 32
MOMENT FRAME Q
-----------------------------------------=----------------------------------
----------------------------------------------------------------------------
Node Global X Global Y Rotation
---------------------(in)-----------------(in)----------------(rad)---------
4 0.04474 -0.00061 0.00018
Load Combination is 1 SEISMIC+DEAD+LIVE
Reactions
-----------------------------------------------------------------------------
Node Global X Global Y
Moment
----------------------(K)------------------(K)---------------(K-ft)---------
1
-0.16112 0.97410
1.21039
2
-0.53888 1.37956
2.39866
Totals
-0.70000 2.35365
3.60905
Load Combination is 1
SEISMIC+DEAD+LIVE
Member End Forces
----------------------------------------------------------------------------
Nodes=________=
I -End =_________ _________=
J-End
No I J Axial
Shear Moment Axial
Shear Moment
---------------(K)--------(K)------(K-ft)-------(K)--------(K)------(K-ft)--
1 1- 3 0.97
0.16 1.21 -0.71
-0.16 0.32
2 2- 4 1.38
0.54 2.40 -1.12
-0.54 2.72
3 3- 4 0.54
0.71 -0.32 -0.54
1.12 -2.72
Load Combination is 1
SEISMIC+DEAD+LIVE
AISC Code Checks
----------------------------------------------------------------------------
Nodes -
Member Quarter Points
No I J Maximum
----------------------------------------------------------------------------
0 1/4 1/2 3/4
L Shear
1 1- 3 0.0507
0.0507 0.0363 0.0219 0.0075
0.0165 0.0025
2 2- 4 0.1066
0.0967 0.0496 0.0143 0.0605
0.1066 0.0083
3 3- 4 0.1139
0.0225 0.0916 0.0954 0.0337
0.1139 0.0318
RISA-2D,(R) Version 3.03
LOT 32
MOMENT FRAME3O -CZ--
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
Node
R-
Job
Page 31
Date
---------------------------------------------------------------------------
Node
Boundary Conditions
No
X-Coord
Y-Coord X-dof Y-dof Rotation Temp
-----------
(ft) --------
(ft) ----- (in, K/in) ---- (in, K/in) --- (r,
K-ft/r) ----- (F)
1
0.00
0.00 R R
R 0.0
2
15.00
0.00 R R
R 0.0-
3
0.00
9.50
0.0,
4
15.00
.9.50
0.0
----------------------------------------------------------------------------
Material Elastic Poisson's Thermal Weight Yield Stres:
Label Modulus Ratio Coefficient Density (Fy)
--------------- (Ksi)----------------------- (F) -------- (K/ft3)------ (Ksi)----
STEEL 29000.00 0.30000 0.65000 0.490 36.000
-------------- -------------------------------------------------------------
Section Database Matl. Area Moment of As y/y
Label Shape Set Inertia Coef
-------------------------------------- (in"2)--------- (inA4)-----------------
BM W10X22 STEEL 6.49 118.000 1.20
COL TUGX6X6 STEEL 8.08 41.600 1.20
----------------------------------------------------------------------------
I J I Releases J End Offsets
No Node Node Section x y z x y z Sec Sway I J Length
------------------------------------------------------(in)----(in)------(ft)
1 1 - 3 COL 9.50
2 2 - 4 COL 9.50
3 3 4 BM 15.00
----------------------------------------------------------------------------
I J Unbraced Lengths K Factors Bending Coefs
No Node Node Lb -in Lb -out Lc In Out Cm Cb
--------------------(ft)-----(ft)-----(ft)-----------------------------------
1 1 - 3
2 2 - 4
3 3 - 4
----------------------------------------------------------------------------
BLC Basic Load Case Load Totals
No. Description Nodal Point Dist.
----------------------------------------------------------------------------
1 SEISMIC+DEAD+LIVE 1 1
Nodal Loads, BLC 1: SEISMIC+DEAD+LIVE
RISA -2D (R) Version 3.03
Job
Page
Date
LOT 32
MOMENT FRAME
------=--------------------------------------------------------------------
---------------------------------------------------------------------------
---------------------------------------------------------------------------
Node
Number Global X Global Y Moment
------------------------(K)------------------(K)------------------(K-ft)---
3 1.960 0.000 0.000
Member Distributed Loads,BLC 1: SEISMIC+DEAD+LIVE
---------------------------------------------------------------------------
Memb I J
Start
End.
Start
End
No Node Node
Dir Magnitude
Magnitude
Location
Location
-------------------------
(K/ft,F)-----
(K/ft,F)---------
(ft) ---------
(ft) ---
3 3 - 4
Y -0.100
-0.100
0.000
15.000
---------------------------------------------------------------------------
Load Combination
Self Wt BLC
BLC BLC
BLC BLC
W E
No. Description
Dir Fac Fac
Fac Fac
Fac Fac
DYNA S V
----------------------------------------------------------------------------
1 SEISMIC+DEAD+LIVE
Y -1 1 1
Dynamic Analysis Data
Number of modes (frequencies) 3
Basic Load Case for masses None
BLC mass direction of action X only
Acceleration of Gravity 32.20'ft/sec**2
Load Combination is 1 SEISMIC+DEAD+LIVE .
Nodal Displacements
----------------------------------------------------------------------------
Node
Global X
Global Y
'Rotation
---------------------(in)-----------------(in)----------------(rad)---------
1
0.00000
-0.00000
-0.00000
2
0.00000
-0.00000
-0.00000
3
0.12655
-0.00023
-0.00080
4
0.12544
-0.00079
-0.00011
Load Combination is 1 SEISMIC+DEAD+LIVE
Reactions
Node
Global X
Global Y
Moment
----------------------(K)------------------(K)---------------(K-ft)---------
1
-0.79289
0.60918
4.46881
2
-1.16711
1.74447
5.63654
Totals
-1.96000
2.35365
10.10535
RISA -2D (R) Version 3.03
Job
Page 33
Date
LOT 32
MOMENT FRAME
---------------------------------------------------------------------------
---------------------------------------------------------------------------
Load Combination is 1
SEISMIC+DEAD+LIVE
Member End Forces
----------------------------------------------------------------------------
Nodes=________=
I -End =_________
_________=
J-End
No I J Axial
Shear
Moment Axial
Shear
Moment
---------------(K)--------(K)------(K-ft)-------(K)--------(K)------(K-ft)-
1 1- 3 0.61
0.79
4.47
-0.35
-0.79
3.0
2 2- 4 1.74
1.17
5.64
-1.48
-1.17
5.4
3 3- 4 1.17
0.35
-3.06
-1.17
1.48
-5.4
Load Combination is 1
SEISMIC+DEAD+LIVE
AISC Code Checks
----------------------------------------------------------------------------
Nodes
Member Quarter
Points
No I J Maximum
--------------------------------------------------=-------------------------
0
1/4 1/2
3/4
L
Shear
1 1- 3 0.1669
0.1669
0.0978 0.0288
0.0458
0.1139
0.012'-
.012_2-
2-4 0.2171
0.2171
0.1157 0.0143
0.1080
0.2085
0.018(
3 3- 4 0.2299
0.1390
0.1560 0.1076
0.0507
0.2299
0.042:
3¢
Steel Column Design: TS 6x6x3/8" Steel Column
P:= 672 -lb L := 9.5 -ft
1:= 41.6•in4 S := 13.9•in3
M:= PI M=6.38 -kip -ft
M
M fb = 4.14 -ksi
P•L3
A:= T-7 A = 0.28 -in
Dallow := L 0.005 Dallow = 0.57 -in
Footing: Le := 3 -ft Soil := 200•psf
i
/ 4.25•M -ft �
d:= I d=2.89ft
Soil. .33 e/1
Use 3'-0" sq. x 3'-0" deep footing
Anchorage: Lp : = 9 -in
Tension :_ Tension = 4.26 -kip
P
Shear := P Shear= 0:17 -kip
Use 3/4" diameter A307 fully thr'd steel rod
with 24" min. embedment.
Base plate: width := 12 -in dist := 1.5 -in
Tension -2 -dist
sx := sx = 0.47-in3
csi .
FW,
th : = th = 0.49 yin
Base plate: Use 12" sq. x 3/4" thk. base plate
K NA P P 8c T,,n,, N G;;
STRUCTURAL ENGMERS, INC.
408 SOUTH STODDARD AVENUE
SAN SERNAR
DINC. C -k 92401
og
FAX (9O9 f 889-045
V
-:'-"L (KNAPPAF-DAOL.COU)
/-,, 7�' 32
-2
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V-zr 3J x /7-r
78
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4-� 16
X34%4
161
wF x
A I'
Sir Ylall 0-
Y -14 >(, f -Y t>
X l 7, -
,Z- 7* /6 =/7
/7"
33 �3y
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,9, L -)-o x /�,e 7 �.
1013,-),
'74
D - A. E
SrS i 7. 3r c.
KN1j4�PP 8c .TANG
STRUM
=NC-IN�.RS, INC,
408 SOUTH STODDARD AVENUE
O S BERNARDiNO. C..l 92401
TELE. 909) B89-01 t5
:= ....;;;.. rAX (gag' 889-0455
E-7 "L (K ?AEOAOL.CON)
U x
L 6 _ 393 2
6 , r 7�3a
_ aAIdT
BY:
Sn;.3� C:
1`I 3
� eta �-
/ / 1
3�
Grade Beam Design SHEAR WALL 7
.Data: length := 12-ft width :=36-in arm =3•ft fy :=60•ksi fc :=2000-psi
depth 24 -in d :=depth— 4-in
Try 4 - #6 top and bottom As prov :=1.7b•in2
Overturning Moment:
Mo :=4•kip•12•ft Mo = 48*kip•ft
Resisiting Dead Load:
Wall: wall :=20•psf•6•ft wall= 120*plf
Slab.& footing: slab := 145 •pcf•2•ft• 1 •ft slab = 290oplf
Grade Beam: gr_beam :=145•pcf•width •depth gr beam = 870-plf
w: =wall + slab + gr beam w = 1280op1f
Resisting.Moment:
P :=w•length P = 15.36-kip
w•length2
Mr :=�—•0.85 Mr = 78.336okip•ft >> Mo = 48okip•ft
(
Soil Stress: e :_Mo � e = 3.125 ft L:=3. length e) L = 8.625 ft
Qmax := 2-PQmax= 1187.246apsf
3-width. engt (�-- el
� �Qmax 1
Qarm : _ (L — arm) Qarm = 774.291 opsf
Reinforcement steel:
As min .0018-width A As min= 1.296oin2 << As prov = 1.76-int
Asprov' fY
a:= a= 1.467cin
c•wt t
Grade Beam Design:
Qarm) •armZ 2
Mu :_ (Qmax — Q ) + Qat I•width-1.4 Mu = 17.236okip•ft
(Qmax + Qarm) -arm J
Vu := l•width•1.4 Vu = 12.358okip
Mn :=0.9•As prov'fY'(d — a� Mn = 152.592*kip•ft >> Mu = 17.236-kip•ft
fc lb
Vc :=0.85.2•width d• psi n Vc = 54.739-kip >> Vu = 12.358-kip
Provide 3'4" wide x T-0" deep x 12'-0" long grade beam w/ 446 top and bottom
and #4 ties at 16" o.c.
`�Pp 8C TIICIINC�;;
KN
STR
LICTURAL NGINERS, INC.
O 408 SOUTH. STODDARD AVENUE
SM BERNARDINC. CA. 92401
TELE. (909) 8129-01 15
FAX (909) 889-OA55
_-MAIL (KNAP�AEOAOL.0011)
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TE-LE.(9091 889=01 !1
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Grade Beam Design SHEAR WALL 16
Data: length :=9 -ft width :=36 -in arm :=3•ft . fy :=60•ksi fc 2000 -psi
depth :=24 -in d :=depth - 4 -in
Try 4 - #6 top and bottom Asprov 1.76•in2
Overturning Moment:
Mo :=3.5•kip•9•ft- Mo = 31.5-kip•ft
Resisiting Dead Load:
Wall: wall :=20•psf•7•ft wall = 140-plf
Slab & footing: slab := 145 pcf•2 ft. 1 ft slab = 290-p1f
Grade Beam: . gr_beam :=145 •pcf•width•depth gr -beam = 870-pif
w := wall+ slab+ gr_beam w = 1300opif
Resisting Moment:
P :=w•length P = 11.7 -kip
w • Iength2
Mr :=�—•0.85 Mr = 44.752-kip•ft >> Mo = 31.5-kip•ft
Mo / length
Soil Stress: e : _e = 2.692 ft L : = 3 . i - e i L = 5.423 ft
Qmax : _ 2•P
3 width •(_ 2 - el
Qarm := (Qmax_/ •(L -arm)
Reinforcement steel:
As min :_ •0018•width•d
a:= As prov' f'
c wi t
Grade Beam Design:
Qmax = 1438.298opsf
Qarm = 642.644 cpsf
As min = 1.296 --int << As prov = 1.76ain2
a = 1.467 -in
_ I (Qmax - Qarm) -arm Qarm•arm21
Mu :- + Z— I .width1.4 Mu = 17.159 -kip ft
(Qmax + Qarm) -arm width J
Vu := I •width • 1.4 Vu = 13.11 skip
Mn :=0.9 -As prov'fy' d - a Mn = 152.592okip•ft >> Mu = 17.159-kip•ft
fc lb
Vc 0.85.2 -width d psi Vc = 54.739okip >> Vu = 13.11okip
,n
Provide Y-0" wide x 2'-0" deep x 9'-0" long grade beam w/ 446 top and bottom
and #4 ties at 16" o.c.
KNAP P Sc TAN G
STRUCTURAL ENGINERS, INC.
405 SOUTH STODDARD AVENUE
SAN BERNARDINO, Ck 92401
TELE. (909) 889-0115
=Ax (909) 889-0455
—MAIL (KNAPPAEOAOL.CON)
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Grade Beam Design SHEAR WALL 17
Data: length := 12 -ft width :=48 -in arm :=4•ft fy :=60•ksi fc :=2000 -psi
depth:=24•in 'd :=depth— 4 -in
Try 4 - #6 top and bottom As prov := 1.76 -int
Overturning Moment:
Mo :=3.8•kip• 18 -ft Mo = 68.4okip•ft
Resisiting Dead Load:
Wall: wall :=20•psf•8•ft wall= 160oplf
Slab & footing: slab := 145 pcf•2•ft• 1 -ft slab = 290oplf
Grade Beam: gr—beam :=145'•pcf•width•depth gr_beam = 1160-plf
w: = wall + slab + gr_beam w= 1610opif
Resisting Moment:
P:= w. length P = 19.32okip
w•length2
Mr :=�—•0.85 Mr = 98.532okip•ft >> Mo = 68.4okip•ft
Mo ( length
Soil Stress: e:= e = 3.54 ft L.:= 3 �— — ei L = 7.379 ft
Qmax := 2P en Qmax = 1309.141apsf
3•width•( length — el
max \
Qarm:= (Q \ •(L— arm) Qarm = 599.472apsf
Reinforcement steel:
As min •0018•width•d As min= 1.728ain2 << As prov = 1.76cin2
As prov•fy
a:= awt t a= 1.1 yin
Grade Beam Design:
r
I (Qmax —Qarm) -arm 2Qa 2
Mu:= + 2 1
-width•1.4 Mu = 37.454okip•ft
IL(Qmax + Qarm) -arm Vu :_� 1•width •1.4 Vu = 21.376 -kip
Mn :=0.9•As prov•fy* d — a\
\! Mn = 154.044okip•ft >> Mu = 37.454okip•ft
fc Ib
Vc :=0.85.2•widthA- psi in Vc = 72.985 skip >> Vu = 21.376okip
j •
Provide 4'-0" wide x T-0" deep x 12'-0" long grade beam w/ 446 top and bottom
and #4 ties at 16" o.c.
KN,—^SPP 8c TANG
STRUCTURAL ENGINE-iRS, INC.
40B SOUTH STODOARD AVENUE
SAN BERNARDINO. Ck 92401
TEL_. 909 889-0115
SAX ( 09 889-0455
—AWIL (K PAE.OAOL COU)
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KNAP r'� 8c TAN G
STRUCTURAL _iNGiNERS, INC,
408 SOUTH 70DDARD AVENUE
'` SAN BERN,4RDINC. J.. 92401
-LE. x09(909) B89-01, 1
. 889-048=
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Grade Beam Design SHEAR WALL 23
Data: length := 11 -ft width :=48 -in arm :=.5 -ft fy :=60•ksi fc := 2000. psi
depth :=24•in d :=depth- 4 -in
Try 4 - #6 top and bottom As prov := 1.76•in2
Overturning Moment:
Mo:=7•kip•10•ft Mo= 70akip•ft
Resisiting Dead Load:
Wall: watt :=20•psf 10 -ft wall = 200opif
Slab & footing: slab := 145 •pcf•2•ft• 1 -ft slab = 290opif
Grade Beam: gr beam :=145•pcf•width•depth gr_beam = 1160-plf
w: = wall t slab t gr_beam w = 1650-plf
Resisting Moment:
P :=w•length P = 18.15 -kip
w•length2
Mr := 2 0.85 Mr = 84.851-kip•ft >> Mo = 70akip•ft
Mo / length
Soil Stress: e:=� e= 3.857 ft L:=3 . e i L= 4.93 ft
Qmax2P Qmax = 1840.863 -psf
3•width•/engt 2 - el
/Qmax\ /
Qarm := i�—� •(L = arm) Qarm = 1654.154opsf
Reinforcement steel:
As min •0018•width •d As min = 1.728oin2 << As prov = 1.76-in2
As prov • fy
a:= a= I.] cin
c•wt t
Grade Beam Design:
r( Qmax - Qarm) •arm2 Qarm-arm'` l
Mu :-_ +-�-- I width 1.4 Mu = 1.20 1-kip•fr
(Qmax t Qarm) -am
J
Vu :_( 1
2 •width •1.4 Vu = 4.893okip
L \J
Mn :=0.9•As prov'fy'I d - �i Mn = 154.044okip•ft >> Mu = 1.201 okip•ft
Vc :=0.85.2•width•d•fc Ib Vc = 72.985okip >> Vu = 4.893okip
Fpsinn
Provide 4'-0" wide x 2'-0" deep x 11'-0" long grade beam w/ 446 top and bottom
and #4 ties at 16" o. c.
P & T,4,,N
'TrU17
URAL Z c -
INC.
408 SOUTH STODDARD A',rtNUE
SM BERNA-RDINC. C -A,- 9240 1
TEL
- (909) 389-0115
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985-045=
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STRUCTURALE INC,
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408 SOUTH STODDARD AVtNUE
SkN BERNARDINC. Zk 92401
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(909) 889-01 15
�AX ('909 ! 389-3.455
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Grade Beam Design SHEAR WALL 34
Data: length :=7•ft width :=48 -in arm :=2•ft fy :=60•ksi fc 2000 -psi
depth :=24 -in d :=depth— 4 -in
Try 4 - #6 top and bottom As prov 1.76•in2
Overturning Moment:
Mo :=2.5•kip•10•ft Mo = 25okip•ft
Resisiting Dead Load:
Wall: wall :=20•psf•10•ft wall = 200oplf
Slab & footing: slab := 145•pcf•2•ft•.5•ft slab=.145oplf
Grade Beam: gr—beam :=145•pcf•width-depth gr—beam = 1160-plf
w : = wall + slab + gr_beam w = 1505 aplf
Resisting Moment:
P:=w•length P= 10.535okip
w•length2
Mr := 2 0.85 Mr = 31.342-kip•ft >> Mo = 25akip•ft
Mo /length
Soil Stress: e :__,F e = 2.373 ft L :=3•;—� — e, L = 3.381 ft
Qmax := 2Pen ` Qmax = 1558.029apsf
3•width•( _ — e)
Qarm:= � Qmax , �) .(L - arm) Qarm = 636.357 -psf
Reinforcement steel:
As min •0018•width•d As min= 1.728ain2 << As prov = 1.76 -int
As prov'f
a = a= 1.1 yin
c•w� t
Grade Beam Design:
((Qmax— Qarm) -arm 2 Qarm-arm2
Mu:=I +_ 2 width. 1.4 Mu = 10.568-kip•ft
L( Qmax + Qarm) -arm Vu :=L J•width •1.4 Vu = 12.289okip
Mn :=0.9•As prov'fyd — �1: Mn = 154.044okip ft » Mu = 10.568okip ft
• fc Ib
Vc :=0.85.2 -width •d Vc = 72.985okip >> Vu = 12.289 -kip
Fpsi m
Provide 4'-0" wide x T-0" deep x T-0" long grade beam w/ 446 top and bottom
and #4 ties at 16" o.c.
8*_ TAN
O 5 1 R U CT R A L EN I G i N CE <S, 1 N C.
ADS SOUTH. STODDARD AVENUE
SAN SERNARDINC. Zk 9240.
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