HomeMy WebLinkAbout000-000-007ATM ENGINEERING
2941 Sunrise Blvd., Suite 105 Timothy W. McPartland, SE3826
Rancho Cordova, CA 95742 Amy Dale McPartland, CE46742
Phone: 916-859-7300
Fax: 916-859-7304
E-mail: ATMENG@aol.com
STRUCTURAL CALCULATIONS
FOR
CAMP OKIZU LODGE
BUILDINGS
BERRY CREEK, CA
DATE: October 19, 1999
2 Plan Check
OB #99044
C i. v P 1 a n d S t. r u c t u, r a t E n g i n e e r i n g
Camp Okizu Lodge .Buildings
1 Table of Contents
Timothy W. McPartland, SE3826
Amy Dale McPartland, CE46742
Gravity...............................................................:............................ G1 -G25
Foundation Analysis ...........................................
Lateral Analysis
Moment Frame........... MF 14 -MF 14
............................................................
ATMENGINEE'RING
2941 Sunrise Blvd., Suite 105
Rancho Cordova, CA 95742
Phone: 916-859-7300
Fax: 916-859-7304
'
E-mail: .ATMENG@aol.com
Camp Okizu Lodge .Buildings
1 Table of Contents
Timothy W. McPartland, SE3826
Amy Dale McPartland, CE46742
Gravity...............................................................:............................ G1 -G25
Foundation Analysis ...........................................
Lateral Analysis
Moment Frame........... MF 14 -MF 14
............................................................
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ATM Engineering
580 University Avenue, Suite 201
Sacramento, CA 95825
(916) 561-3190
(916) 561-3199 fax
Title :
Dsgnr:
Description
Scope
Job #
Date: 8:18AM, 21 JUL 99
Rev 5,000, Bolt Group in Timber Member Page 1'
Description Top Chord Splice Connection
Bolt Diameter
1"
# Bolts per Row 7
Side Plate Factor 1.250
Member Width
6.750 in
Spacing Btwn Rows 4.000 in
Rows Are NOT Staggered
Member Depth
9.000 in
Spacing Btwn Bolts 4.000 in
Force is. Parallel To Rows
Side Plate Data...
Bolts are in Double Shear
Side Plate Depth
4.000 in
Side Plate Thickness
0.188 in
Check Adequacy for Applied Load...
Amember
60.750 in2
Basic Allow per Bolt
7,302.50 lbs
Aplate
1.500 in2
Bolt Cap Reduction Factor 0.6900
Amember/Aplate
40.500
Allowable. Load per Bolt
5,038.73 lbs
Bolt Group OK
Using 2 rows with 7 - 1" bolts per row, Row Spacing = 4.00in, Bolt Spacing = 4.00in
Bolt Group Capacity 70,542.15 lbs >= Applied Load '= 66,000.00 lbs
M
c - c:\enercalc\okizu.ecw:Calculations - er - ar-T99 , in
ATM Engineering Title : Job #
580 University Avenue, Suite 201 Dsgnr: Date: 8:18AM, 21 JUL 99
Sacramento, CA 95825 Description
(916) 561-3190 "' " ' Scope
(916) 561-3199 fax �( 3
Re¢ 510001 - Bolt Group in Timber Member Page 1
Description Worst case chord connection
Bolt Diameter 1"
# Bolts per Row 4 Side Plate Factor 1.250
Member Width 6.750 in
Spacing Btwn Rows 4.000 in Rows Are NOT Staggered
Member Depth 9.000 in
Spacing Btwn Bolts 3.000 in Force is Parallel To Rows
Side Plate Data...
Bolts are in Double Shear
Side Plate Depth 4.000 in
Side Plate Thickness 0.188 in
Check Adequacy for Applied Load...
Amember 60.750 in2
Basic Allow per Bolt 7,302.50 lbs
Aplate 1.500 in2
Bolt Cap. Reduction Factor 0.8900
Amember/Aplate 40.500.
Allowable Load per Bolt 6,499.23 lbs
Summary
Bolt Group OK
Using 2 rows with 4 - 1" bolts per row, Row Spacing = 4.00in, Bolt Spacing = 3.00in
Bolt Group Capacity 51,993.80 lbs >= Applied Load = 42,000.00 lbs
c)1983-9 EIQER c:\eneFc5lc\oki.zu.ecw:Calculations - 06U3065, V&r
ATMENGINEERING ENGINEERING CALCULATIONS
PROJECT: OKI I.IJIi G'f DATE:: 4� n
JOB#:. �I�I 44 SHEET#I�_ OF
BY:
I, 0 D ►2.tiD .,&rill N La
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C i v i l a n d S t r u c t u r a l E n g. i n e e r i n g
ATM Engineering Title : Job #
580 University Avenue, Suite 201 Dsgnr: Date: 3:56PM, 23 APR 99
Sacramento, CA 95825. Description
(916) 561-3190 Scope:
(916) 561-3199 fax 646;,
.
Rev: 510061 Composite Steel Beam Page 1
Description Typical steel beam at 24 foot span
1
Beam Span
24.000 ft
Beam Spacing
8.500 ft
Slab Thickness
5.000 in
Deck Rib Height
2.000 in
Rib Spacing
12.000 in
Rib Width
5.000 in
Rib Orientation
Parallel
Beam Location
Slab Both Sides
fc 3,000.00 psi
Concrete Density 145.00 pcf
Stud Diameter 0.750 in
Stud Height 3.000 in
Beam Weight Added Internally
Using Full Composite Action
Elastic Modulus 29,000.00 ksi
Full Span Unitorm Loads... Point Loads...
# 1 0.477 k/ft # 1 k ft
Full Span Unitorm Loads...
Point Loads...
# 1 0.850 k/ft
# 1
k
ft
ummary
OK�Shored &Unshored
Using: W14X22, Span = '24.00ft, Slab Thickness = 5.000in, Deck Rib Ht=
2.00in, Rib Spac= 12.00in, Rib Width=
5.00in w/ SlabE
Stress Checks for Shored & Unshored Cases...
@ Bottom of Beam Actual = 22,769.5 psi
Allowable =
33,333.0 psi
OK
Unshored DL Stress Actual = 14,885.3 psi
Allowable =
33,333.0 psi
OK,
Actual Shear Stress Actual = 5,122.6 psi
Allowable =
20,000.0 psi
OK
Unshored Stress Check....
(Mdl/Ss + MII/Strans) Actual = 29,231.8 psi
Allowable =
45,000.0 psi
OK
(Mdl + MII) / Strans(top) Actual = 393.5 psi
Allowable =
1,350.0 psi
OK
Alternate Unshored Stress Check: (Mdl + MII) / Ss
40,238.7
38,000.0 psi
Shored Concrete Stress Check .... (Mdl + Mll) / (Strans:top " n)
624.5
1,350.0 psi
Shear Studs & Shear Transfer
Actual # Studs 0 per 1/2 beam span
Stud Capacity 11.50 k
V'h :
min
162.25 k
Total req'd 1/2 Span 15 studs Vh @ 100% 162.25k
Vh :
Used .
162.25 k
Zone 1 from 0.000 ft to 4.000 ft , Use
5 studs
Zone 2 from 4.000 ft to 8.000 ft , Use
6 studs
Zone 3 from 8.000 ft to 12.000 ft , Use
4 studs
Zone 4 from 12.000 ft to 16.000 ft , Use
4 studs
Zone 5 from .16.000 ft to 20.000 ft , Use
6 studs
Zone 6 from 20.000 ft to 24.000 ft , Use
5 studs
(c) 1983-9b c: enercalc\okizu.ecw:CalculationsVer ..15-Mar-199b,m32—
ATM Engineering Title : Job #
580 University Avenue, Suite 201 Dsgnr: Date: 3:56PM, 23 APR 99
Sacramento, CA 95825 Description
(916) 561-3190 Scope
(916) 561-3199 fax ((p
Rev. 510001 Composite Steel Beam - Page 2
Description Typical steel beam at 24 foot span
Before 75 % Curing
Construction Loads Only
After 75% Curing
Total Uncured Deflection
Composite Deflection
Shored
0.168 in (after shores removed)
0.000 in
0.285 in
0.168 in : L/1718.3
0.453 in : L / 635.4
Unshored
0.645 in
0.000 in
0.285 in
0.645 in L / 446.4
0.931 in L / 309.5
Loao Lomoinations...
Left
Right
Dead + Constuction
5.99 k
5.99 k
Composite
10.20 k
10.20 k
Max DL + LL
16.19 k
16.19 k
Maximum Moments
13.740 in
trrecuve riange vviarn...
Dead Load Alone
35.93 k -ft
Fb : Allow 33.00 psi Based on Beam Span 6.000 ft
Dead + Const
35.93 k -ft
n :Strength 9.29 Based on Beam Spacing 8.500 ft
Live Load Only
61.20 k -ft
n : Deflection 9.19
Dead + Live
97.13 k -ft
Effective Width 6.000 ft
Support Shears
Area
6.490 in2
Shear @ Left
16.19 k
Weight
Shear @ Right
16.19 k
1,866.3 in3
Depth
13.740 in
Ixx : Steel Section
199.00 in4
Width
5.000 in
I transformed
764.52 in4
Flange Thick
0.335 in
Strans : top
200.92 in3
Web Thick
0.230 in
Strans : bot
51.19 in3
Area
6.490 in2
Strans : eff @ bot
51.19 in3
Weight
22.045 #/ft
n*Strans : Ef @ top
1,866.3 in3
I -steel
199.00 in4
X -X Axis from Bot
14.93 in
S steel : top
28.97 in3
Vh @ 100%
162.25 k
S steel : bottom
28.97 in3
(c) 1983-98. c: enercalc\okizu.ecw:Calculations KVV-Ub03Ubb, Ver ar- m
ATM Engineering
Title :
Job #
580 University Avenue, Suite 201
Dsgnr:
Date: 3:55PM, 23 APR 99
OK Shored & Unshored
Description
2.00in, Rib Spac= 12.00in, Rib Width= 5.00in w/ SlabE
Sacramento, CA 95825
to
19.000 ft
(916) 561-3190
Scope
33,333.0 psi OK
(916) 561-3199 fax
Allowable =
�1
Rev. S,000, Composite Steel Beam
Page 1
20,000.0 psi OK
Unshored Stress Check....
Description Typical steel floor beam at 38 foot span
(Mdl/Ss + MII/Strans) Actual = 39,012.6 psi
Allowable=
Design Input
(Mdl + MII) / Strans(top) Actual = 502.3 psi
Allowable =
Section Name W18X35
Fy
50.00 ksi
Beam Span 38.000 ft
fc
3,000.00 psi
Beam Spacing 8.670 ft
Concrete Density
145.00 pcf
Slab Thickness 5.000 in
Stud Diameter
0.750 in
Deck Rib Height 2.000 in
Stud Height
3.000 in
Rib Spacing 12.000 in
Beam Weight Added
Internally
Rib Width 5.000 in
Using Full Composite
Action
Rib Orientation Parallel
Elastic Modulus
29,000.00 ksi
Beam Location Slab Both Sides
Dead Loads ( applied before 75% curing)
I
Full pan Uniform Loads...
Point Loads...
#1 0.476 k/ft
#1
k ft
❑l
# 1 0.867 k/ft
# 1
k ft
immary
Vh @ 100%
0.000 ft
OK Shored & Unshored
Using: W1 8X35, Span = 38.00ft, Slab Thickness = 5.000in, Deck Rib Ht=
2.00in, Rib Spac= 12.00in, Rib Width= 5.00in w/ SlabE
Stress Checks for Shored & Unshored Cases...
to
19.000 ft
@ Bottom of Beam Actual = 31,479.8 psi
Allowable =
33,333.0 psi OK
Unshored DL Stress Actual = 19,206.2 psi
Allowable =
33,333.0 psi OK
Actual Shear Stress Actual = 4,930.6 psi
Allowable =
20,000.0 psi OK
Unshored Stress Check....
(Mdl/Ss + MII/Strans) Actual = 39,012.6 psi
Allowable=
45,000.0 psi OK
(Mdl + MII) / Strans(top) Actual = 502.3 psi
Allowable =
1,350.0 psi OK
Alternate Unshored Stress Check: (Mdl + MII) / Ss
51,793.6
38,000.0 psi
Shored Concrete Stress Check .... (Mdl + MII) / (Strans:top' n)
798.3
1,350.0 psi
Total req'd 1/2 Span
Zone 1 from
Zone 2 from
' Zone 3 from
Zone 4 from
Zone 5 from
Zone 6 from
1
U per 1/1 beam span
Vh: min 257.50 k
Stud Capacity
23 studs
Vh @ 100%
0.000 ft
to
6.333 ft
to
12.667 ft
to
19.000 ft
to
25.333 ft
to
31.667 ft
to
11.50 k
Vh: min 257.50 k
257.50k
Vh : Used 257.50 k
6.333 ft , Use
8 studs
12.667 ft , Use
8 studs
19.000 ft , Use
7 studs
25.333 ft , Use
7 studs
31.667 ft , Use.
8 studs
38.000 ft , Use
8 studs
(c) 1983--9 c:\enercaic\okizu.ecw:Calculations KW-UbU3065, Ver ... 15 -Mar -1998, in
ATM Engineering Title : Job #
580 University Avenue, Suite 201 Dsgnr: Date: 3:55PM, 23 APR 99
Sacramento, CA 95825 Description
(916) 561-3190 Scope
(916) 561-3199 fax �(
Rev. 510001 Composite Steel Beam Page 2'111
Description Typical steel floor beam at 38 foot span
Before 75 % Curing
Construction Loads Only
After 75% Curing
Total Uncured Deflection
Composite Deflection
Shored
0.473 in (after shores removed)
0.000 in
0.803 in
0.473 in : L / 963.1
1.277 in : L / 357.0
Unshored
1.620 in
0.000 in
0.803 in
1.620 in L/ 281.5
2.423 in L /. 188.2
wau UU111U111cuu11a.••
(a) Left
@ Right
Dead + Constuction
9.71 k
9.71 k
Composite
16.47 k
16.47 k
Max DL + LL
26.18 k
26.18 k
Analysis Values
Maximum Moments
Effective Flange Width...
Dead Load Alone
92.23 k -ft
Fb : Allow
33.00 psi , Based on Beam Span 9.500 ft
Dead + Const
92.23 k -ft
n : Strength
9.29 Based on Beam Spacing 8.670 ft
Live Load Only
156.49 k -ft
n : Deflection
9.19
Dead + Live
248.73 k -ft
Effective Width 8.670 ft
Support Shears
Shear @ Left
26.18 k
Shear @ Right
26.18 k
Section Properties
I
Section Name
W18X35
Depth
17.700 in
Ixx : Steel Section
510.00 in4
Width
6.000 in
I transformed
1,741.93 in4
Flange Thick
0.425 in
Strans : top
402.50 in3
Web Thick
0.300 in
Strans_: bot
94.81 in3
Area
10.300 in2
Strans : eff @ bot
94.81 in3
Weight
34.986 #/ft
n`Strans : Ef @ top
3,738.7 in3
I -steel
510.00 in4
X -X Axis from Bot
18.37 in
S steel : top
57.63 in3
Vh @ 100%
257.50 k
S steel : bottom
57.63 in3
(cj19 - c:\enercalc\okizu.ecw:Calculabons - er - ar- . m —
ATM Engineering Title Job #
580 University Avenue, Suite 201 Dsgnr: Date:.12:30PM, 27 JUL 99
Sacramento, CA 95825 Description
�1 (916) 561-3190 Scope
(916) 561-3199 fax
Rev. 510001 Composite Steel Beam Page 1
Description Steel girder at 25 foot span
11—A 77
Beam Span
24.000 ft
fc 3,000.00 psi
Beam Spacing
8.500 'ft
Concrete Density 145.00 pcf
Slab Thickness
5.000 in
Stud Diameter 0.750 in
Deck Rib Height
2.000 in
Stud Height 3.000 in
Rib Spacing
12.000 in
Beam Weight Added Internally
Rib Width
5.000 in
Using Full Composite Action
Rib Orientation
Parallel.
Elastic Modulus 29,000.00 ksi
Beam Location
Slab Both Sides
-
Full Span Unitorm Loaas... roint a_odas...
# 1 k/ft # 1 13.400 k 8.330ft
# 2 k/ft #2 13:400 k. 16.670ft
run Nan unnv1nl waua...
•�•••• - ��� ...
0 per 1/2 beam span
Vh : Used
# 1 k/ft
#1
23.800 k
8.330 ft
# 2 k/ft
# 2
23.800 k
16.670 ft
ummary
0.000 ft
2.827 ft
to
to
OK Shored & Unshored
Using: W24X55, Span = 24.00ft, Slab Thickness = 5.000in, Deck Rib Ht=
2.00in, Rib Spac=
12.00in, Rib Width= 5.00in w/ SlabE
Stress Checks for Shored & Unshored Cases...
Zone 4 from
8.480 ft
to
@ Bottom of Beam Actual = 20,889.0 psi
Allowable =
33,333.0 psi
OK
Unshored DL Stress Actual = 11,576.4 psi
Allowable =
33,333.0 psi'
OK
,Actual Shear Stress Actual = 4,233.0 psi
Allowable =
20,000.0 psi
OK
Unshored Stress Check....
(Mdl/Ss + MII/Strans) Actual = 24,779.7 psi
Allowable =
45,000.0 psi
OK
(Mdl + MII) / Strans(top) Actual = 482.9 psi
Allowable =
1,350.0 psi .
OK
Alternate Unshored Stress Check: (Mdl + MII) / Ss
31,463.6
38,000.0 psi
Shored Concrete Stress Check .... (Mdl + MII) / (Strans:top' n)
764.0
1,350.0 psi
11.50 k
Actual # Studs
0 per 1/2 beam span
Vh : Used
2.827 ft , Use
11 studs
Stud Capacity
10 studs
Total req'd 112 Span
31 studs
Vh @ 100%
10 studs
Zone 1 from
Zone 2 from
0.000 ft
2.827 ft
to
to
11 studs
Zone 3 from
5.653 ft
to
Zone 4 from
8.480 ft
to
Zone 5 from
13.653 ft
to
Zone 6 from
18.827 ft
to
11.50 k
V'h : min
351.90k
Vh : Used
2.827 ft , Use
11 studs
5.653 ft , Use .
10 studs
8.480 ft , Use
10 studs
13.653 ft , Use,
10 studs
18.827 ft , Use
10 studs
24.000 ft , Use
11 studs
351.90 k
351.90 k
TjTW� 9 c:\enercalc\okizu.ecw:Calculations KW-UbWN5, Ver 5.U.5,5 -Mar -1 , Wn3Z.
ATM Engineering Title : Job #
580 University Avenue, Suite 201 Dsgnr: Date: 12:30PM, 27 JUL 99
Sacramento, CA 95825 Description
(916) 561-3190
Scope
(916) 561-3199fax
Rev 510007 - Composite Steel Beam Page 2
Description Steel girder at 25 foot span
Before 75 % Curing
Construction Loads Only
After 75% Curing
Total Uncured Deflection
Composite Deflection
Shored
0.108 in (after shores removed)
0.000 in
0.186 in
0.108 in : L / 2659.1
0.294 in : L / 979.8
Unshored
0.296 in
0.000 in
0.186 in
0.296 in L / 973.2
0.481 in L / 598.1
waa uumumauuns•••
Left
la) Right
Dead + Constuction
13.50 k
14.62 k
Composite
22.81 k
24.79 k
Max DL + LL
36.31 k
39.41 k
Maximum Moments
23.570 in
Effective Flange Width... ..
Dead Load Alone
110.51,k -ft
Fb : Allow 33.00 psi Based on Beam Span 6.000 ft
Dead + Const
110.51 k -ft
n : Strength 9.29 Based on Beam Spacing 8.500 ft
Live Load Only
189.84 k -ft
n : Deflection 9.19.
Dead + Live
300.35 k -ft
Effective Width 6.000 ft
Support Shears
S steel : bottom
114.55 in3
Shear @ Left
36.31 k
Shear @ Right
39.41 k
Section Properties
'
Section Name
W24X55
Depth
23.570 in
Width
7.005 in
Flange Thick
0.505 in
Web Thick
0.395 in
Area
16.200 in2
Weight
55.027 #/ft
I -steel
1,350.00 in4
S steel : top
114.55 in3
S steel : bottom
114.55 in3
Ixx : Steel Section . 1,350.00 in4
I transformed
3,679.49 in4
Strans : top
507.87 in3
Strans : bot
172.54 in3
Strans : eff @ bot
1.72.54 in3
n"Strans : Ef @ top
4,717.6 in3
X -X Axis from Bot
21.33 in
Vh @ 100%
351.90 k
TC) c:\enercalc\okizu.ecw:Calculations KVV-06U3065, Ver 5.0.5, 1 998, VVi–n3Z—
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ATM Engineering Title : Job #
580 University Avenue, Suite 201 Dsgnr: Date: 12:31 PM, 27 JUL 99
Sacramento, CA 95825 Description
.(916) 561-3190 Scope
(916) 56.1-3199 fax
Rev. 510001 CompositeSteel Beam - Page 1
Description Steel girder at 16 foot span
Beam Span
16.000 ft
Beam Spacing
8.500 ft
Slab Thickness
5.000 in
Deck Rib Height
2.000 in.
Rib Spacing
12.000 in
Rib Width
5.000 in
Rib Orientation
Parallel
Beam Location
Slab Both Sides
fc
3,000.00 psi
Concrete Density
145.00 pcf.
Stud Diameter
0.750 in
Stud Height
3.000 in
Beam Weight Added Internally
Using Full Composite Action
Elastic Modulus
29,000.00 ksi
# 1 k/ft # 1 . 13.400 k 8.330ft
Actual it 5tuas
U per 112 beam span
# 1 k/ft
# 1
23.800 k
8.330 ft
Z:iummary
Total req'd 1/2 Span
21 studs
OK Shored & Unshored
Using: W1 8X35, Span = 16.00ft, Slab Thickness = 5.000in, Deck Rib Ht= 2.00in, Rib Spac= 12.00in, Rib Width= 5.00in w/ SlabE
Stress Checks for Shored & Unshored Cases...
Zone 1 from
0.000 ft
to
@ Bottom of Beam Actual = 20,023.4 psi
Allowable =
33,333.0 psi
OK
Unshored DL Stress Actual = 11,361.8. psi
Allowable =
33,333.0 psi
OK
Actual Shear Stress Actual = 3,700.0 psi
Allowable =
20,000.0 psi
OK
Unshored Stress Check....
8.320 ft
to
10.880 ft , Use
(Mdl/Ss + MII/Strans) Actual = 24,076.7 psi
Allowable =
45,000.0 psi
OK
(Mdl + M11) / Strans(top) Actual = . 501.0 psi
Allowable =
1,350.0 psi
OK
Alternate Unshored Stress Check: (Mdl + MII) / Ss
31,128.3
38,000.0 psi
Shored Concrete Stress Check .... (Mdl + MII) / (Strans:top' n)
789.0
1,350.0 psi
Actual it 5tuas
U per 112 beam span
Stud Capacity
11.50 k
V'h : min 234.60 k
Total req'd 1/2 Span
21 studs
Vh @ 100%
234.60k
Vh : Used 234.60 k
Zone 1 from
0.000 ft
to
2.773 ft , Use
7 studs
Zone 2 from
2.773 ft
to
5.547 ft , Use
8 studs
Zone 3 from
5.547 ft
to
8.320 ft , Use
6 studs
Zone 4 from
8.320 ft
to
10.880 ft , Use
6 studs
Zone 5 from
10.880 ft
to
13.440 ft , Use
8 studs
Zone 6 from
13.440 ft
to
16.000 ft , Use
7 studs
x198 - c: enercalc\okizu.ecw:Calculations - , er .. ar- in
ATM Engineering
Title :
Job #
580 University Avenue, Suite 201
Dsgnr: Date: 12:31 PM, 27 JUL 99
Sacramento, CA 95825
Description
(916) 561-3190
(916) 561-3199 fax
Scope
Ree 510001
Composite Steel Beam
Page 2
Description Steel girder at 16 foot span
Deflections
I : Transformed 1,492.57 in
Shored
1 : Effective 1,492.57in4
Unshored
Before 75 % Curing
0.047 in (after shores removed) 0.137 in
Construction Loads Only
0.000 in
0.000 in
After 75% Curing
0.081 in
0.081 in
'
Total Uncured Deflection
'0.047 in : L / 4108.9
0.137 in L/ 1404.0
Composite Deflection
0.128 in : L / 1504.4
0.218 in L / 882.2
Reactions
Load Combinations...'
Left
Right
Dead + Constuction 6.70 k
Composite 11.41 k
7.26 k
12.39 k
1,
Max DL + LL 18.11 k
19.65 k
Analysis Values
Maximum Moments
Effective Flange Width..:
Dead Load Alone 54.56 k -ft
Fb : Allow
33.00 psi Based on Beam Span
4.000 ft
Dead + Const 54.56 k -ft
Live Load Only 94.92 k -ft
n : Strength
n : Deflection
9.29 Based on Beam Spacing
9.19
&500 ft
Dead + Live 149.49 k -ft
Effective Width
4.000 ft
Support Shears
Shear @ Left 18.11 k
Shear @ Right 19.65 k
Section Properties
Section Name W18X35
Depth 17.700 in
Ixx : Steel Section
510.00 in4
Width 6.000 in
I transformed
1,488.72 in4
Flange Thick 0.425 in
Strans : top
244.76 in3
Web Thick 0.300 in
Strans : bot
89.59 in3
Area 10.300 in2
Strans : eff @ bot
89.59 in3
_Weight 34.986 #/ft
n*Strans : Ef @ top
2,273.5 in3 .
I -steel 510.00 in4
X -X Axis from Bot
16.62 in
S steel: top 57.63 in3
Vh @ 100%.
234.60 k
S steel : bottom 57.63 in3
(c)
1983-98 ENERGAEG---
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ATM Engineering
2941 Sunrise Blvd. Suite 105
Rancho Cordova, CA 95742
(916) 859-7300
(916) 859-7304 fax
Title :
Dsgnr:
Description
Scope :
Job #
Date: 4:46PM, 15 SEP 99
fl
�eY 5100°I Cantilevered Retaining Wall Page 1
Description 48" Retaining Wall
enera ,
Retained Height = 4.00 ft
Wall height above retained soil = 0.00 ft
Slope Behind Wall = 0.00:1
Height of Soil over Toe = 6.00 in
Soil Density
= 110.00 pcf
ooting Data
0.00 ft
Toe Width
= 1..00 ft
Heel Width
= 2.67 ft
Total Footing Width
____3._67 -ft
Footing Thickness
= 18.00 in
0o Ing Key Data
'
Distance from Toe =
0.00 ft
Width =
0.00 in
Depth =
0.00 in
urc arges
,
Surcharge Over Heel =
0.0 psf.
Surcharge Over Toe =
0.0 psf
of a a
I
Allow Soil Bearing
i
3,OOU.0psf
Equivalent Fluid Pressure Method
- 780.0 lbs
Active Soil Pressure - Heel Side =
35.0 psf "
Active Soil Pressure - Toe Side =
0.0 pcf
Passive Pressure =
350.0 pcf
Water table height over heel =
0.0 ft
I Ing a a
,
Friction Factor @ Footing & Sod =
0.300
...neglect ht. for passive =
0.00 in
Lateral Sliding Force =
529.4
less Passive Pressure Force =
- 700.0 lbs
less Friction Force =
- 780.0 lbs
Added Restraint Force Required =
0.0 lbs
Axial Loa Applied To Stem '
Axial Dead Load = 528.0 lbs
Axial Live Load 1,790.0 lbs
Axial Load Eccentricity = 0.0 in
c - - d:\my documents 99044okizulod e144en ineerin - er -
00Ing eslgn Kesults
fc
FY
3,000psi
Minimum Footing Rebar Options......
60000 psi
,
Minimum As %
= 0.0018
Toe Side......
Heel Side....
Rebar Cover @ Top
3.00 in
Not req'd
Not req'd.
Rebar Cover @ Bottom
3.00 in
Mu < S * Fr
Mu < S * Fr
Toe
Heel
ACI Factored Soil Pressure
2,927
718 psf
Mu': From Upward Loads
0
0 ft-#
Mu': From Downward. Loads
= 0
0 ft-#
'
Mu: Used For Design
Actual One -Way Shear
= 635
12.84
635 ft-#
10.70psi
Key Reinforcement:
Not Req'd = Mu<S*Fr
Allowable One -Way Shear
93.11
93.11 psi
c - - d:\my documents 99044okizulod e144en ineerin - er -
u
1
ATM Engineering Title: Job #
2941 Sunrise Blvd. Suite 105 Dsgnr. Date: 4:46PM, 15 SEP 99
Rancho Cordova, CA 95742 Description
(916) 859-7300'.
(916) 859-7304 fax scope
Rev: 510007 - Cantilevered Retaining' Wall Page i 1
Description 48" Retaining Wall
Luesign Summary
Stem OK
Total Bearing Load =
2,600 lbs Summary of Stem Section Designs....
...resultant ecc. =
4.44 in Top: 8 in Mas, #6@16.00 in@Cntr, From 4.01 to 0.0 ft
Soil Pressure @ Toe = 1,923 <=
3,000 psf
Soil Pressure @ Heel = 472 <=
3,000 psf
ACI Factored Press @Toe
2,927 psf
ACI Factored Press @ Heel =
718 psf .
Footing Shear @ Toe = 12.8 —
93.1 psi
Footing Shear @ Heel = 10.7 —
93.1 psi
WALL STABILITY RATIOS
280.0 lbs
Overtuming Stability Ratio =
5.16
Sliding Ratio Ratio =
2.80
Design location for stem is at
Stem OK
this height above footing =
0.00 ft
Wall Material Above "Ht" =
Masonry.
Thickness =
8.00 in
Rebar Size =
# 6
Rebar Spacing =
16.00 in
Rebar Placed at =
Center
Design Data
fb/FB + fa/Fa =
0.369
Total Force @ Section =
280.0 lbs
Moment.... Actual =
373.3 ft-#
Moment..... Allowable =
1,378.5 ft-#
Axial Stress.... Actual =
28.8 psi
Axial Stress..... Allowable =
293.0 psi
Shear..... Actual =
7.14 psi
Shear..... Allowable =
38.73 -psi
Bar Embed ABOVE Ht. =
12.00 in
Bar Embed BELOW Ht. =
6.00 in
Wall Weight • =
78.0 psf
Rebar Depth 'd' =
3.81 in
Masonry Data
fm =
1,500 psi
Fs =
24,000 psi
Solid Grouting _
Yes
Special Inspection =
Yes
Modular Ratio 'n' =
25.78
Short Term Factor =
1.000
Equiv. Solid Thick. =
7.60 in
Concrete Data
fc =
psi
FY =
c d:\my documents\99044okizulodge\44engineering KVTU0JUbb, Ver .. , ar- in
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ATM Engineering Title : Job #
2941 Sunrise Blvd. Suite 105 Dsgnr: Date: 4:46PM, 15 SEP 99
Rancho Cordova, CA 95742 Description
(916) 859-7300 Scope
(916) 859-7304 fax
Rer. 510001 Cantilevered Retaining Wall Page 3
Description 48" Retaining Wall
Force Distance Moment Force Distance Moment
Item lbs ft ft-# lbs ft ft-#
Heel Active Pressure = 529.4 1.83 970.5
Soil Over Heel 880.0 2.67 2,346.7.
Sloped Soil Over Heel =
Surcharge Over Heel =
Adjacent Footing Load =
Axial Dead Load on Stem =
528.0
1.33
704.0
Toe Active Pressure =
0.67
Soil Over Toe
55.0
0.50
27.5
Surcharge Over Toe =
Stem Weight(s) =
312.0
1.33
416.0
Earth @ Stem Transitions =
Footing Weight =
825.0
1.83
1,512.5
Key Weight =
Vert. Component =
Added Lateral Load =
Load @ Stem Above Soil =
TOTALS =
529.4 lbs O.T.M. = 970.5 2,600.0
R. M. =
5,006.7
Resisting/Overturning
Ratio =
5.16
Total used for Soil Pressure =
4,390.0 (+ Axial Live Load, -Vertical Soil Component)
Vertical component of active pressure used for soil pressure
Toe Surcharge Not Used To Resist Overturning
Heel Surcharge Not Used To Resist Overturning
c) 1983-98 LNERUALC dArn y documents\99044okizulodge 44engineedngKW-ObU3Ub5,Ver5.U.5,15-Mar-1998,Wiin32
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W'EW �Zo(IZ/y> -I- lO`�.�(Z)a,I3a = ��1Z. PLF
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I
ATM -ENGINEERING ENGINEERING CALCULATIONS
PROJECT:—O k- I a U L -o Dt3g-7 DATE::
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ATM ENGINEERING ENGINEERING CALCULATIONS
PROJECT: 0�y� DATE:: PIM
JOB #: e1"WIT SHEET # ►�[I� Z OF
BY:
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C i v i l a n d S t r u c t u r a l E n g i we e r i n g
1-2
5-6
7-8
10 00. 10-1212
9-10 11-
e9 e11
12
t
1
a
1
L�
Materials...
ATM Engineering
'� '
I Youngs
ksi
Title : Frames at 3 & 4
Job # 99044 Dsgnr:
TM Date:
$/99
2941 Sunrise Blvd. Suite 105
:
Description....
Rancho Cordova, CA 95742
(916) 859-7300
(916) 859-7304 .
5:24PM, 18 OCT 99 FastFrame 2-D Frame Analysis
vs.0.8-
Page 1
Nodes...
Node
Node Coordinates
Node
Label
X Restraint
I
Y Restraint I
Z Restraint
Temp
ft ft I
degFF
1
0.00U
0.000
Fixed
2
0.000
8.000
0
3
10.000
0.000
Fixed
Fixed
0
4
10.000
8.000
0
5
20.000
0.000
Fixed
Fixed
0
6
20.000
8.000
0
7
30.000
0.000
Fixed
Fixed
0
8
30.000
8.000
0
9
40.000
0.000
Fixed
Fixed
0
10
40.000
8.000
0
11
50.000
0.000
Fixed
Fixed
0
12
150.000
8.000
0
Member...
Member
Endpoint Nodes
Member
I End Releases
J
End Releases
Label
Property Label
I
I Node J Node I
Len
Length
ft g
X Y Z
X Y
Z
1-2
Coll -me -1
10-12
BmLvl_1
10 12
10.000
11-12
ColLine_1
11 12
8.000
2-4
BmLvl_1
2 4
10.000
3-4
ColLine_2
3 4
8.000
4-6
BmLvl_1
4 6
10.000
5-6
ColLine_3
5 6
8.000
6-8
BmLvl_1
6 8
10.000
7-8
ColLine_4
7 8
8.000
8-10
BmLvl_1
8 10
10.000
9-10
ColLine 5
9 10
8.000
Member Stress Check Data...
Member
Unbraced Lengths
Slenderness Factors
AISC Bending & Stability Factors
Label
Lu : Z ft Lu.: XY
K : Z
K: XY
Cm
Cb
1-2
EMU
1.00.
1.00
Internaln
6ma
10-12
10.000 10.000
1.00
1.00
Internal
Internal
11-12
8.000 8.000
1.00
1.00
Internal
Internal
24
10.000 10.000
1.00
1.00
Internal
Internal
34
8.000 8.000
1.00
1.00
Internal
Internal
4-6
10.000 10.000
1.00
1.00
Internal
Internal
5-6
8.000 8.000
1.00
1.00
Internal
Internal
6-8
10.000 10.000.
1.00
1.00
Internal
Internal
7-8
8.000 8.000
1.00
1.00
Internal
Internal
8-10
10.000 10.000
1.00
1.00
Internal
Internal
4-1n
8.000 8.000
1.00
1.00
Internal
Internal
Materials...
Member
Label
I Youngs
ksi
Density
kcf
I Thermal
in/100d
Yield
ksi
VCIGUII�.vV �•���
Steel 1.29,000.00 0.490
0.000650 I 36.00
(c) 1988-97 ENERCALC AY.DOCUMENTS\990440KIZULODGE\44ENGINEERI V 5.0.8
ATM Engineering Title Frames at 3 & 4
71, %'` 2941 Sunrise Blvd. Suite 105 Job # : 99044 Dsgnr: TM Date: $/99
Rancho Cordova, CA 95742 Description....
U (916)859-7300
���•`• (916) 859-7304--------------
,
-24PM, 18 OCT 99 aS rame - re Ana ysis v s.o.s - Page 2 I
ti--
Sectlon Sections...
-
Concentrated Loads and Moments
Load Case Factors
Node Label
Prop Label
Y
Moment
I # 1
# 2 # 3 # 4 # 5
Area
Depth
Tf
Ixx
1.00U 2.800
1.000 2.800
1.000 2.800'Z.--(2 .
8
1.740k
Material
.1.000 2.800
10
1.740k
Group Tag
2.800 .
12
3.480 k
Width
Tw
lyy
e ult
Default
Load.Magnitudes
1.OUUin2
U.UUO in
in
1.00 in
Start Finish
Finish
ft ft
Direction
# 1 # 2 # 3 #4 # 5
-
- - .
0.000 in
0.000 in
0.00 in4
'
W14x22
k/ft
T
Steel
1.000
T
6.490 in2
13.740 in
0.335 in
199.00 in4
1.000
BmLvl_1
-1.000 -1.000
k/ft
0.000 10.000
Global Y
I6.490
8-10
5.000 in
0.230 in
7.00 in4
Global Y
W14x22
Load Combinations...
T
Steel
T
in2
13.740 in
0.335 in
199.00 in4
Load Combination Factors
ColLine_1
Increase
X Y
I
# 2 # 3 # 4 # 5
DL + LL + EQ,
5.000 in
0.230 in
7.00. in4
1.000
W14x22
DL+LL+OMEGA'E
T
Steel
T
6.490 in2
13.740 in
0.335 in
199.00 in4
ColLine_2
5.000 in
0.230 in
7.00 in4
W14x22
T
Steel
T
6.490 in2
13.740 in
0.335 in
199.00 in4
Coll-ine_3
5.000 in
0.230 in
7.00 in4
W14x22
T
Steel
T
6.490 in2
13.740 in
0.335 in
199.00 in4
ColLine_4
5.000 in
0.230 in
7.00 in4
W14x22
T
Steel
T
6.490 in2
13.740 in'
0.335 in
199.00 in4
.
ColLine_5
5.000 in
0.230 in
7.00 in4
Node Loads....
Concentrated Loads and Moments
Load Case Factors
Node Label
I X
Y
Moment
I # 1
# 2 # 3 # 4 # 5
4
6
3.480K
1.740k
1.740k
1.00U 2.800
1.000 2.800
1.000 2.800'Z.--(2 .
8
1.740k
.1.000 2.800
10
1.740k
1.000
2.800 .
12
3.480 k
1.000
2.800
Member Distributed Loads....
Member
Load.Magnitudes
Load Extents
Load
Load Case Factors
LabelStart
Start Finish
Finish
ft ft
Direction
# 1 # 2 # 3 #4 # 5
-
- - .
Global
2-4
-1.000 -1.000
k/ft
0.000 10.000
Global Y
1.000
4-6
-1.000 -1.000
k/ft
0.000 10.000
Global Y
1.000
6-8
-1.000 -1.000
k/ft
0.000 10.000
Global Y
1.000
8-10
-1.000 -1.000
k/ft
0.000 10.000
Global Y
1.000
Load Combinations...
Load Combination
Stress
Gravity Load Factors
Load Combination Factors
Description
Increase
X Y
# 1
# 2 # 3 # 4 # 5
DL + LL + EQ,
1.330
-1.000
1.000
DL+LL+OMEGA'E
I 1.330
-1.000
1.000
Node Displacements & Reactions
ATM Engineering
Title : Frames at 3 & 4
Node Label
2941 Sunrise Blvd. Suite 105
Job # : 99044 Dsgnr:
Description....
TM Date: $/99
Node Reactions
Rancho Cordova, CA 95742
X
Y
Z
X
I
Y
Z
(916) 859-7300
40&
in
Radians
k
k
(916) 859-7304
asic
5:24PM, 18 OCT 99
aS rame
- rame Arla ySIS
vs.o.s- Page 3
2.11545--
1,DL
+ LL + EQ
Node Displacements & Reactions
Node Label
Load Combination
Node Displacements
Node Reactions
X
Y
Z
X
I
Y
Z
in
in
Radians
k
k
k -ft
asic
U
0
-O.Uuzlz
-1.297155
2.11545--
1,DL
+ LL + EQ
0
0 .
-0.00212
-1.29765.
2.11545
0
1
DL+LL+OMEGA'E
0
0
-0.00632
-5.20263
-7.14955 -
0
2
Basic
0.16996
-0.00103
-0.00108
0
0
0
2
DL + LL + EQ
0.16996
-0.00103
-0.00108
0
0
0
2
DL+LL+OMEGA'E
0.47361
0.00369
-0.00216
0
0
0
3
Basic
0
0
-0.00247
-2.69559
11.73271
0
3
DL + LL + EQ
0
0
-0.00247
-2.69559
11.73271
0
3
DL+LL+OMEGA'E
0
0
-0.00685
-7.31247
2.50825
0
4
Basic
0.16857
-0.00594
-0.00032
0
0
0
4
DL + LL + EQ
0.16857
-0.00594 ,
-0.00032
0
0
0
4
DL+LL+OMEGA'E
0.47072
-0.00123
-0.00101
0
0
0
.5
Basic
0
0
-0.00241
-2.47620
10.20706
0
5
DL + LL + EQ
0
0
-0.00241
-2.47620
10.20706
0
5
DL+LL+OMEGA'E
0
0
-0.00674
-6.96230
0.04811
0
6
Basic
0.16779
-0.00516
-0.00043
0
0
0
6
DL + LL + EQ
0.16779
-0.00516
-0.00043
0
0
0
6
DL+LL+OMEGA`E
0.46938
0.00002
-0.00118
0
0
0
7
Basic
0
0
-0.00241
-2.49704
10.45561
0
7
DL + LL + EQ
0
0
-0.00241
-2.49704
10.45561
0
7
DL+LL+OMEGA'E
0
0
-0.00674
-6.96275
0.74406
0
8
Basic
0.16748
-0.00529
-0.00042
0
0
0
8
DL +11- + EQ
0.16748. '
-0.00529
-0.00042
0
0
0
.8
DL+LL+OMEGA'E
0.46937
-0.00033
-0.00118
0
0
0
9
Basic
0
0
-0.00242
-2.52630
10.23409
0
9
DL +.LL + EQ
0
0
-0.00242
-2.52630
10.23409
0
9
DL+LL+OMEGA'E
0
0
-0.00685
-7.30881
-1.68791
0
10
Basic
0.16765
-0.00518
-0.00040
0
0
0
10
DL + LL + EQ
0.16765
-0.00518
-0.00040
0
0
0
10
DL+LL+OMEGA'E
0.47070
0.00091
-0.00101
0
0
0
11
Basic
0
0
-0.00240
-2.42723
7.41932
0
11
DL + LL + EQ.
0
0
-0.00240
-2.42723
7.41932
0
11
DL+LL+OMEGA'E
0
0
-0.00632
-5.22704
7.70128
0
12
Basic
0.16832
-0.00374
-0.00046
0
0
0
12
DL + LL + EQ
0.16832
-0.00374
-0.00046
0
0
0
12
DL+LL+OMEGA'E
0.47358
-0.00388
-0.00215
0
0
0
(c) 1988-97 ENERCALC AY DOCUMENTS\99044OKIZULODGE\44ENGINEERI V 5,.0.8
5:24PM, 18 OCT 99
ATM Engineering
2941 Sunrise Blvd. Suite 105
Rancho Cordova, CA 95742
(916)859-7300
(916) 859-7304-
FastFrame
Title : Frames at 3 8 4
Job # : 99044 Dsgnr: TM Date: $/99
Description....
rame Ana ys ss y5.0.8- Page 4
Member End Forces...
Member
Node " I " End Forces
Node " J " End Forces
Label
Load Combination
Axial
Shear
Moment
Axial
Shear
Moment
k
k
ft -k
k
k
ft -k
1-2
BasiE
2.11545
1.29765
0
-1.93878
-
10.38121
1-2
DL + LL• + EQ
2.11545
1.29765
0
-1.93878
-1.29765
10.38121
1-2
DL+LL+OMEGA'E
-7.14955
5.20263
0
7.32622
-5.20263
41.62105
10-12
Basic
-1.05277
2.97820
-1.90438
1.05277
7.24264
-19.41785 ,
10-12
DL + LL + EQ
-1.05277
2.97820
-1.90438
1.05277
7.24264
-19.41785
10-12
DL+LL+OMEGA'E
4.51696
-7.30376
-32.32555.
4.516967.52461
-41.81630
11-12
Basic
7.41932
2.42723
0
-7.24264
-2.42723
19.41785
11-12
DL + LL + EQ
7.41932
2.42723
0
-7.24264
-2.42723
19.41785
11-12
DL+LL+OMEGA'E
7.70128
5.22704
0
-7.52461
-5.22704
41.81630
24
Basic
2.18235
1.93878
-10.38121
-2.18235
8.28206
-21.33524
24
DL + LL + EQ
2.18235
1.93878
-10.38121
-2.18235
8.28206
-21.33524
24
DL+LL+OMEGA'E
4.54137
-7.32622
41.62105
-4.54137
7.54706
-32.74539
34
Basic
11.73271
2.69559
0
-11.55604
-2.69559
21.56470
3-4
DL + LL + EQ .
11.73271
2.69559
0
-11.55604
-2.69559
21.56470
3-4
DL+LL+OMEGA'E
2.50825
7.31247
0
-2.33158
-7.31247
58.49976
4-6
Basic
1.22676
3.27398
-0.22946
-1.22676
6.94686
-18.13496
4-6
DL + LL + EQ
1.22676
3.27398
-0.22946 .
-1.22676
6.94686
-18.13496
4-6
DL+LL+OMEGA'E
2.10090
-5.21548
-25.75437
-2.10090
5.43632
-27.50466
5-6
Basic
10.20706
2.47620
0
-10.03039
-2.47620
19.80958
5-6
DL + LL + EQ
10.20706
2.47620
0
-10.03039
-2.47620
19.80958
5-6
DL+LL+OMEGA'E
0.04811
6.96230
0
0.12856
-6.96230
55.69840
6-8
Basic
0.49056.
3.08352
4.67462
-0.49056
7.13732
-18.59433
6-8
DL + LL + EQ
0.49056
3.08352
-1.67462
-0.49056
7.13732
-18.59433
6-8
DL+LL+OMEGA'E
0.01060
-5.56489
-28.19374
-0.01060
5.78573
-28.55932
7-8
Basic
10.45561
2.49704
0
-10.27894
-2.49704
19.97628
7-8
DL + LL + EQ
10.45561
2.49704
0
-10.27894
-2.49704
19.97628
7-8
DL+LL+OMEGA'E
0.74406
6.96275
0
-0.56738
-6.96275
55.70200
8-10
. Basic
-0.26647
3.14162
-1.38195
0.26647
7.07922
-18.30601
8-10.
DL + LL + EQ
-0.26647
3.14162
-138195.
0.26647
7.07922
-18.30601
8-10
DL+LL+OMEGA'E
-2.08015
-5.21834
-27.14268.
2.08015
5.43918
-26.14495
9-10
Basic
10.23409
2.52630
0
-10.05741
-2.52630
20.21039
9-10
DL + LL + EQ
10.23409
2.52630
0
-10.05741
-2.52630
20.21039
9-10
DL+LL+OMEGA'E
-1.68791
7.30881
0
1.86458
-7.30881
58.47049
c 1988-97 ENERCALC AY.DOCUMENTS\990440KIZULODGE\44ENGINEERI V 5.0.8
ATM Engineering Title : Frames at 3 & 4
�. 2941 Sunrise Blvd. Suite 105. Job # 99044 Dsgnr. TM Date: $/99
` ' I Rancho Cordova, CA 95742 Description....
U \ (916) 859-7300
(916) 859-7304
o:�wrlw. louuI as
r QJlrld1IIC. /--LJ r'IdIIIt1 HlldlY515
v5.0.8-
Page 5
Steel Stress Checks...
Member
Load Combination
I
Overall
@ Left End 1/4 Span
1/2 Span
3/4 Span
@ Right En
Shear
Label
Maximum
1-2
Basic
.
1-2
DL + LL + EQ
0.161
0.011
0.048
0.084
0.120
0.161
0.021
1-2
DL+LL+OMEGA'E
0.639
0.038
0.183
0.328
0.473
0.639
0.086
10-12
Basic
0.359
'0.044
0.126
0.096
0.060
0.359
0.154
10-12
DL + LL + EQ
0.270
0.033
0.095
0.072
0.045
0.270
0.116
10-12
DL+LL+OMEGA'E
0.611
0.490
0.236
0.067
0.321
0.611
0.121
11-12
Basic
0.426
0.053
0.143
0.233
0.323
0.426
0.053
11-12
DL + LL + EQ
0.320
0.040
0.108
0.175
0.243
0.320
0.040
11-12
DL+LL+OMEGA'E
0.645
0.042
0.187
0.333
0.478
0.645
0.086
2-4
Basic
0.404
0.215
0.249
0.171
0.050
0.404
0.177
2�4
DL + LL + EQ
0.304
0.161
0.187
0.128
0.038
0.304
0.133
2-4
DL+LL+OMEGA'E
0.625
0.625
0.370
0.115
0.189
0.481
0.121
3-4
Basic
0.498
0.084
0.184
0.284
0.384
0.498
0.059
3-4
DL + LL + EQ
0.374
0.063
0.138
0.213
0.288
0.374
0.045
3-4
DL+LL+OMEGA'E
0.857
0.014
0.217
0.421
0.624
0.857
0.121
4-6
Basic
0.337
0.013
0.109
0.093
0.053
0.337
0.148
4-6
DL + LL +.EQ
0.253
0.010
0.082
0.070
0.040
0.253
0.111
4-6
DL+LL+OMEGA'E
0.392
0.383
0.201
0.020
0.185
0.392
0.086
5-6
Basic
0.453
0.073
0.165
0.257
0.348
0.453
0.054
5-6
DL + LL + EQ
0.341
0.055
0.124
0.193
0.262
0.341
0.041
5-6
DL+LL+OMEGA•E
0.803
0.000
0.194
0.388
0.582
0.803
0.115
6-8
Basic
0.339
0.036
0.123
0.098
0.046
0.339
0.152
6-8
DL + LL + EQ
0.255
0.027
0.092
0.073
0.035
0.255
0.114
6-8
DL+LL+OMEGA'E
0.407
0.407
0.213
0.019
0.175.
0.396
0.092
7-8
Basic
0.458
0.075
0.167
0.260
0.352
0.458
0.055
7-8
DL + LL + EQ
0.344
0.056
0.126
0.195
0.265
0.344
0.041
7-8
DL+LL+OMEGA'E
0.807
0.004
0.198
0.392
0.586
0.807
0.115
8-10
Basic
0.332
0.028
0.118
0.096
0.042
0.332
0.151
8-10
DL + LL + EQ _
0.250
0.021
0.089
0.072
0.032.
0.250
0.113
8-10
DL+LL+OMEGA'E
0.403
0.403
0.221
0.039
0.165
0.372
0.086
9-10
Basic
0.461
0.073'
0.167
0.261
0.354
0.461
0.056
9-10
DL + LL + EQ
0.347
0.055
0.126
0.196
0.266
0.347
0.042
9-10
DL+LL+OMEGA'E
1 0.852
0.009
0.213
0.416
0.620
0.852
0.121
Member Overall Envelope Summary
Member
I Section
Axial
Shear
Moment
Deflection Maximum
Label
k
k
ft -k
in
Stress Ratio
1-2
ColLine_1
7.150
5.203
41.621
0.480
0.639
10-12
BmLvl_1
4.517
7.304
40.713
0.025
0.611
11-12
ColLine_1
7.701
5.227
41.816
0.480
0.645
2-4
BmLvl_1
4.541
8.061
41.621
'0.036
0.625
34
ColLine_2
11..733
7.312
58.500
0.480
0.857
4-6
BmLvl_1
2.101
6.726
26.402
0.014
0.392
5-6
ColLine_3
10.207
6.962
55.698
0.478
0.803
6-8
BmLvl_1
0.491
6.917
28.194
0.016
0.407
7-8
ColLine_4
10.456
6.963
55.702.
0.478
0.807
8-10
BmLvl_1
2.080
6.859
27.143
0.017
0.403
9-10
ColLine 5
10.234
7.309
58.470
0.480
0.852
-- v.Ii- -1. vola,.. II. a.0 - l- Ilianllllulll UI a UI J 1 PUIIIW al.IUJJ UIC IIICIIIUCI
c 1988-97 ENERCALC AY DOCUMENTS\99044OKIZULODGE\44ENGINEERI V 5.0.8
12 0
10'-0: "
3°c'�'"en»�Z ". T_zs
♦2
2-4 04 4-6e6 6-8
e8-8-10
&-10
10-12 12
1-2
3-4
5-6
7-8
9-10
1 1-
•1
3 05
t7.
t9
ti1
12
Title
Job # : Dsgnr: Date:
Description....
Materials...
Member
Label
Youngs
( ksi
Density
I kcf
Thermal
( in/100d
Yield
I ksi
M� 1
11:26AM, 25 APR 99
FastFrame - Frame Analysis
y5.0.8_
Page 1
Nodes...
Node
Node Coordinates
Node
Label
X Y
X Restraint
Y Restraint
Z Restraint
Temp
ft ft
deg F
Fixed
Fixed
2
0.000
8.000
0
3
10.000
0.000
Fixed
Fixed
0
4
10.000
8.000
0
5
20.000
0.000
Fixed
Fixed
0
6
20.000
8.000
0
7
30.000
0.000
Fixed
Fixed .
0
8
30.000
8.000
0
9
40.000
0.000
Fixed
Fixed
0
10
40.000
8.000
0
11
50.000
0.000
Fixed
Fixed
0
12
1 50.000
8.000
0
Member...
MemberEndpoint
Nodes
Member
I End Releases
J End Releases
Label
Property Label
I
Node
J Node
Length
I ft
X Y
Z
X
Y
Z
1-2
GoUne-1.
10-12
BmLvl_1
10
12
.10.000
11-12
ColLine_6
11
12
8.000
2-4
BmLvl_1
2
4
10.000
3-4
ColLine_2
3
4.
8.000
4-6
BmLvl.1
4
6
10.000
5-6
ColLine_3
5
6
8.000
6-8
BmLvl_1
6
8
10.000
7-8
CoiLine_4
7
8
8.000
8-10
BmLvl_1
8
10
10.000
9-10
1 ColLine -5.
9
10
8.000
Member Stress Check Data...
Member
Unbraced Lengths
Slenderness Factors
AISC Bending
& Stability Factors
Label
I Lu:Z
ft
Lu:XY
I
K:Z
K:XY
I
Cm.
Cb
1-2
8.000
8.000
1.00
InternalInternal
10-12
10.000
10.000
1.00
1.00
Internal
Intemal
11-12
8.000
8.000
1.00
1.00
Internal
Internal
2-4
10.000
10.000
1.00
1.00
Internal
Internal
3-4
8.000
8.000
1.00
1.00
Internal
Internal
4-6
10.000
10.000
1.00
1.00
Internal
Internal
5-6
8.000
8.000
1.00
1.00
Internal
Internal
6-8
10.000
10.000
1.00
1.00
Internal
Internal
7-8
8.000
8.000
1.00
1.00
Internal
Internal
8-10
10.000
10.000
1.00
1.00
Internal
Internal
9-10
8.000
8.000
1.00
1.00
Internal
Internal
Materials...
Member
Label
Youngs
( ksi
Density
I kcf
Thermal
( in/100d
Yield
I ksi
UCldull I I.UV V.VVV
Steel 29,000.00 0.490 0.000650 36.00
(c) 1988-97 ENERCALC C:\ENERCALC\OKIZUA.FFW. V 5.0.8
Node Loads....
Node Displacements & Reactions
Concentrated Loads and Moments
Member
Load Case Factors
Node Label
X Y Moment
#1
#2 #3 #4 #5
6
14.400k
1.000
Sart Finish,
ft ft
Title
14.400k
1.000
Member Point Loads....
Member
Magnitude Distance from "I" Node Load
Load Case Factors
Job #
Dsgnr:
Date:
Global Y
1.000
4-6 .
1.000 1.000
k/ft
0.000 10.000
Description....
1.000
6-8
1.000 1.000
k/ft
0.000 10.000
Global Y
1.000
8-10
1.000. 1.000
k/ft
1 A
Global Y
1.000
11:26AM, 25 APR 99
2
FastFrame 2--D
Frame Analysis
Load Combination Stress
v5.018- Page 2
0
Load Combination Factors
Description Increase
X Y
#1
# 2 # 3 #4 # 5
Basic 1.000
-0.00766
Section Sections...
1.000
0
4
Basic
0.52777.
0.00408
- -0.00118
0
Prop Label
0 .
'
5
Basic
Area
Depth
Tf
Ixx
-9.90271
'
6
Basic
Material
0.00510
-0.00133
- 0
0
0
7
Basic
Group Tag
0
0.00752
-7.75193
-9.06902
0
Width
Tw
lyy
0.00467
Uefault
0
Default1.000
0
1
in2
0.000 in
0.000 in
,n
-0.00752
'
-12.31341
0
10
Basic
0.51524
0.000 in
0.000 in
0.00 in4
0
0
W14x22
11
Steel
0
T
6.490 in2
13.740 in
0.335 in
199.00 in4,
BmLvl_1
Basic
0.51199
-0.00191
I
0
5.000 in
0.230 in
7.00 in4
W14x22 .
T
Steel
T
6.490 in2
13.740 in
0.335 in
199.00 in4
'
Coll-ine_1
I
5.000 in
0.230 in
7.00 in4
W14x22
T
Steel
T
6.490 in2
13.740 in
0.335 in
199.00 in4
Coll-ine_2
5.000 in
0.230 in
7.00 in4
W14x22
T
Steel
T
6.490 in2
13.740 in
0.335 in
199.00 in4
ColLine 3
I
5.000 in
0.230 in
7.00 in4
W14x22
T
Steel
T
6.490 in2
13.740 in
0.335 in
199.00 in4
Coll-ine_4
5.000 in
0.230 in
7.00 in4
'
W14x22
Coll-ine_5
T
Steel
T
6.490 in2
13.740 in
5.000 in
0.335 in
0.230 in
199:00 in4
7.00 in4
W14x22
Coll-ine_6
T
Steel
T
6.490 in2
13.740 in
0.335 in
199.00 in4
5.000 in
0.230 in
7.00 in4
Node Loads....
Node Displacements & Reactions
Concentrated Loads and Moments
Member
Load Case Factors
Node Label
X Y Moment
#1
#2 #3 #4 #5
6
14.400k
1.000
Sart Finish,
ft ft
8
14.400k
1.000
Member Point Loads....
Member
Magnitude Distance from "I" Node Load
Load Case Factors
Label I
: Direction #1
#.2 #3 #4 # 5
Member Distributed Loads....
Node Displacements & Reactions
Member
Load Magnitudes
Load Extents
Load
Load Case Factors
Label
Start Finish
Node Displacements.'
Sart Finish,
ft ft
Direction
# 1 #2 #3 #4 #5
-Global
I
.
2-4
1.000 1.000
k/ft
0.000 10.000
Global Y
1.000
4-6 .
1.000 1.000
k/ft
0.000 10.000
Global Y
1.000
6-8
1.000 1.000
k/ft
0.000 10.000
Global Y
1.000
8-10
1.000. 1.000
k/ft
0.000 10.000
Global Y
1.000
Load Combinations...
2
Basic
0.52374
Load Combination Stress
Gravity Load Factors
0
Load Combination Factors
Description Increase
X Y
#1
# 2 # 3 #4 # 5
Basic 1.000
-0.00766
-1.000
1.000
0
Node Displacements & Reactions
Node Label
Load Combination
Node Displacements.'
Node Reactions
I
X
Y
Z
I X
Y
Z
in
in
Radians
k
k
k -ft
asic
2
Basic
0.52374
0.00641
-0.00209
0
0
0
3
Basic
0
0
-0.00766
-8.11264
-7.90257
0
4
Basic
0.52777.
0.00408
- -0.00118
0
0
0 .
'
5
Basic
0
0
-0.00758
-7.83840
-9.90271
0
6
Basic
0.52779
0.00510
-0.00133
- 0
0
0
7
Basic
0
0
0.00752
-7.75193
-9.06902
0
8
Basic
0.52364.
0.00467
-0.00133
0
10
0
9
Basic
0
0
-0.00752
-8.07458
-12.31341
0
10
Basic
0.51524
0.00633
-0.00107
0
0
0
11
Basic
0
0
-0.00669
-5.09651
3.82786
0
12
Basic
0.51199
-0.00191
-0.00262
0
0
0
c 1988-97 ENERCALC
C:\ENERCALC\GKIZUA.FFW
V 5.0.8
Title
Job # Dsgnr: Date:
' Description.... L^
' 11:26AM, 25 APR 99 FastFrame 2-D Frame AnalysiS v5.0.8- Page 3'
Member End Forces...
Member
Node " I " End Forces
Node " J " End Forces
Label
Load Combination
Axial
Shear
Moment
Axial
Shear
Moment
k.
k
ft -k
k
k
ft -k
-----Basic-
--
-6.32595
10-12
Basic
5.09651
-13.43035
-44.63559
-5.09651
3.65119 -40.77209
11-12
Basic
3.82786
5.09651
0
-3.65119
-5.09651 40.77209
.2-4
Basic
-6.32595
-12.65259
-50.60756
6.32595
2.87343 -27.02249
3-4
Basic
-7.90257
8.11264
0
8.07924
-8.11264 64.90112
4-6
Basic
-0.03859
-10.95266
-37.87863
0.03859
1.17350 -2275219
5-6
Basic
-9.90271
7.83840
0
10.07938
-7.83840 62.70717
6-8
Basic
6.52302
-11.25288
-39.95498
-6.52302
1.47372 -23.67806
7-8
Basic
-9.06902
7.75193
0
9.24570
-7.75193 62.01545
8-10
Basic
13.17109
-10.71942
-38.33739
-13.17109
0.94026 -19.96102
9-10
Basic
-12.31341
8.07458
0
1 12.49009
-8.07458 64.59661
Steel Stress Checks...
Member
Load Combination
Overall
@ Left End. 1/4 Span 1/2 Span 3/4 Span
@ Right En
Shear
Label
I
Maximum
1-2
Basic
10-12
Basic
0.893
0.893
0.327
0.201
0.543
0.797
0.295
11-12
Basic
0.809
0.027
0.216
0.405
0.594
0.809
0.112
2-4
Basic
1.016
1.016
0.486
0.068
0.329
0.542
0.278
3-4
Basic
1.301
0.056
0.357
0.657
0.958
1.301
0.178
4-6
Basic
0.727
0.727
0.276
0.064
0.292
0.415
0.241
5-6
Basic
1.273
0.071
0.361
0.651
0.942
1.273
0.172
6-8
Basic
0.813
0.813
0.348
0.099
0.341
0.480
0.247
7-8
Basic
1.254
0.065
0.352.
0.639
0.926
1.254
0.170
8-10
Basic
0.830
0.830
0.390
0.128
0.345
0.456
0.236
9-10
Basic
1.327
0.088
0.387
0.686
0.985
1.327
0.177
Member Overall Envelope Summary
Member
Axial
Shear
Moment
Deflection Maximum
Label
Section
I
k
k
ft -k
in Stress Ratio .
1-2
ColLine_1
12.476
6.326
50.608
0.532
1.060
10-12
BmLvl_1
5.097
13.430
44.636
0.035
0.893.
11-12
Coll-ine_6
3.828
5.097
40.772
0.519
0.809
24
BmLvl_1
6.326
12.653.
50.608
0.029
1.016
3-4
Coll-ine_2
7.903
8.113
64.901
0.538
1.301
4-6
BmLvl_1
0.039
10.953
37.879
0.019
0.727
5-6
Coll-ine_3
9.903
7.838
62.707
0.538
1.273
6-8
BmLvl_1
6.523
11.253
39.955
0.017
0.813
.7-8
Coll-ine_4
9.069
7.752
62.015
0.534
1.254
8-10
BmLvl_1
13.171
10.719
38.337
0.016
0.830
9-10
ColLine 5
12.314
8.075
64.597
0.526
1.327
' -> Deflection values listed are the maximum of a sampling of 31 points across the member
1
1
c 1988-97 ENERCALC C:\ENERCALC\OKIZUA.FFW V 5.0.8
-ATM ENGINEERING ENGINEERING CALCULATIONS
PROJECT: �� L2�
DATE:
JOB #: Gi SHEET # �n r� OF
BY:
Mom" �M� �vrzTs �i�>���
It
r IG
1 v
kI&L, L1042 rvv--1 fZavr--
Thi g
(top �4) Ido N
�9TAIT.) (CIO�� cls
02
�{ v bu,O��P�(,� 4 `�V GoF'(�P.t�iycorl G14 f�iP�fJ2� ADty
AI,4.9w�Lk'
vwOoJ
C i v i l a n d S t r u i t u r a l E n g i n e e r i n g
ATM Engineering Title : Job #
580 University Avenue, Suite 201 Dsgnr: Date: 7:11AM, 19 JUL 99
Sacramento, CA 95825 Description
(916) 561-3190 Scope
(916) 561-3199 fax
Rev. 510001 Cantilevered Retaining Wall - - Page 1
Description Basement Retaining Wall
enera
Retained Height = 10.00 ft
Wall height above retained soil = 2.00 ft
Slope Behind Wall = 0.00:1
Height of Soil over Toe = 12.00 in
Soil Density
= 110.00 pcf
Footing Data
= 0.00 ft
Toe Width
= 2.00 ft
Heel Width
= 6.00 ft
Total Footing Width
= . 8 -0U -ft
Footing Thickness
= 24.00 in
Footing Key Data
Footing esign Results
Distance from Toe
= 0.00 ft
Width
= 0.00 in
Depth
= 0.00 in.
urc arges
�
Surcharge Over Heel
= 0.0 psf. .
Surcharge Over Toe
= 0.0 psf
of a a
Footing esign Results
Allow 6oil Bearing =
ps
Equivalent Fluid Pressure Method
Active.Soil Pressure - Heel Side =
35.0 psf
Active Soil Pressure - Toe Side =
0.0 pcf
Passive Pressure =
350.0 pcf
Water table height over heel =
0.0 ft
i ing a a
Toe Side......
Friction Factor @ Footing & Soil =
0.300
...neglect ht. for passive =
0.00 in
Lateral Sliding Force = 2,520.0
less Passive Pressure Force = - 1,575.0 lbs
less Friction Force = - 3,040.8 lbs
Added Restraint Force Required = 0.0 lbs
Axia Load Applied To Stem
Axial Dead Load = 528.0 lbs
Axial Live Load = 1,790.0 lbs
Axial Load Eccentricity = 0.0 in
0
c e:\my.documents\99044okizulodge\engineering\o erlb-Mar-1998,in
Footing esign Results
'
fc
= 3,000 psi
Minimum Footing Rebar Options......
Fy
= 60,000 psi
Toe Side......
Heel Side....
Minimum As %
= 0.0018
Rebar Cover @ Top
_ 2.00 in
Not req'd
Not req'd
'
Rebar Cover @ Bottom
3.00 in
Mu < S ' Fr
Mu < S ' Fr
Toe
Heel
ACI Factored Soil Pressure
3,265
1,043 psf
Mu': From Upward Loads
7,737
0 ft-#
Mu': From Downward Loads
= 1,453
0 ft-#
'
Mu: Used For Design
Actual One -Way Shear
= 6,284
= 19.62
9,917 ft-#
37.98 psi
Key Reinforcement:
Not f2eq'd = Mu<S'Fr
Allowable One -Way Shear
93.11
93.11 psi
0
c e:\my.documents\99044okizulodge\engineering\o erlb-Mar-1998,in
ATM Engineering Title :
580 University Avenue, Suite 201 Dsgnr:
Sacramento, CA 95825 Description
(916) 561-3190 Scope
(916) 561-3199 fax
Rev 5,000, Cantilevered Retaining Wall
Description . Basement Retaining Wall
. Job # ...
Date: 7:11AM, 19 JUL 99
f -l)
Page 2 1
Total Bearing Load
=
10,136 lbs Summary of Stem Section Designs....
...resultant ecc.
=
8.25 in Top: 12 in Mas, #6@ 8.00 in@Edge, From 12.0 ft to 0.0 ft
Soil Pressure @ Toe =
2,259 —
3,000 psf
Soil Pressure @ Heel =
722 —
3,000 psf
ACI Factored Press @ Toe
=
3,265 psf
ACI Factored Press @ Heel
=
1,043 psf
Footing Shear.@ Toe =
19.6 —
93.1 psi
Footing Shear @ Heel =
38.0 —
93.1 psi
WALL STABILITY RATIOS
27.3 psi
Axial Stress..... Allowable =
Overturning Stability Ratio
=
4.48
Sliding Ratio Ratio
=
1.83
Design location for stem is at
Stem OK
this height above footing =
0.00 ft
Wall Material Above "Ht"
Masonry
Thickness =
12.00 in
Rebar Size =
# 6
Rebar Spacing =
8.00 in
.Rebar Placed at =
Edge
Design Data
fb/FB + fa/Fa =
0.909
Total Force @ Section =
1,750.0 lbs
Moment.... Actual =
5,833.3 ft-#
Moment..... Allowable =
7,319.8 ft-#
Axial Stress.... Actual =
27.3 psi
Axial Stress..... Allowable =
244.0 psi
Shear..... Actual _
18.79 psi
Shear..... Allowable =
38.73 psi
Bar Embed ABOVE Ht. =
20.60 in
Bar Embed BELOW Ht. =
6.58 in
Wall Weight =
124.0 psf
Rebar Depth 'd' =
9.00 in
Masonry Data
fm =
1,500 psi
Fs =
24,000 psi
Solid Grouting
= Yes
Special Inspection
= Yes
Modular Ratio 'n'
= 25.78
Short Term Factor
= 1.000
Equiv. Solid Thick.
= 11.62 in
Concrete Data
fc
= psi
Fy
=
7c, 1983 9 e:\my documents\99044okizulodge\engineering oVer ..15ar- m
ATM Engineering Title
580 University Avenue, Suite 201 Dsgnr:
Sacramento, CA 95825 Description
(916) 561-3190 Scope
(916) 561-3199 fax
Rev: MOM Cantilevered Retaining Wall
Description Basement Retaining Wall
Summary ot Overturning & Resisting Forces & Moments
OVERTURNING.....
Force Distance Moment
Job #
Date: 7:11AM, 19 JUL 99
M�►z
Page 3
Force Distance Moment
Item
lbs ft ft-# lbs
ft
ft-#
Heel Active Pressure =
2,520.0 4.00 10,080.0.
Soil Over Heel
5,500.0
5.50
30,250.0
Sloped Soil Over Heel =
Surcharge Over Heel =
Adjacent Footing Load =
Axial Dead Load on Stem =
528.0
2.50
1,320.0
Toe Active Pressure =
1.00
Soil Over Toe
220.0
1.00
220.0
Surcharge Over Toe =
Stem Weight(s) _
1,488.0
2.50
3,720.0
Earth @ Stem Transitions =
Footing Weight =
2,400.0
4.00
9,599.9
Key Weight =
Vert. Component =
Added Lateral Load =
Load @ Stem Above Soil =
TOTALS =
2,520.0 lbs O.T.M. = 10,080.0 10,136.0
R.M. =
45,109.9 '
Resisting/Overturning
Ratio =
4.48
Total used for Soil Pressure =
11,926.0 (+ Axial Live Load, -Vertical Soil Component)
Vertical component of active pressure used for soil pressure
Toe Surcharge Not Used To Resist Overturning
Heel Surcharge Not Used To Resist Overturning
c - e:\my documents 99044okizulodge\engineering\o er .. - ar- , WnK
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PROJECT: DATE::
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BY: A�
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Member
Label
Young s
ksi
Density
I kcf
Thermal
I in/100d.
Yield
( ksi
.
Group Tag
ATM Engineering g g
Width Tw lyy
Title '
.
2941 Sunrise Blvd. Suite 105
Job #
Description....
Dsgnr:
Date:
0.000 in
�-
Rancho Cordova, CA 95724
(916) 859-7300
W14x22
T
Steel
T-
6.490 in2
13.740 in
0.335 in
199.00 in4
ColLine_1
c_ (916) 859-7304
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5.000 in
0.230 in
V40PM, 15 OCT 99 FastFrame 2-D Frame Analysis v5.0.8-
Page 1
T
'
T
6.490 in2
13.740 in
0.335 in
199.00 in4
Coll-ine-2
5.000 in
0.230 in
7.00 in4
'
W14x22
Nodes:..
T
Steel
T
6.490 in2
13.740 in
0.335 in
'
Node
Label
Node Coordinates
X Y
X Restraint
Y Restraint
Z Restraint
Node
Temp
5.000 in
0.230 in.
7.00 in4
ft ft
T
Steel
T
6.490 in2
deg
0.335 in
.199.00 in4
Coll-ine_4
ISteel
5.000 in
0.230 in
7.00 in4
1
0.000
0.000
Fixed
Fixed
6.490 in2
13.740 in
0.335 in
199.00 in4
2
0.000
8.000
0
3
10.000
0.000
Fixed
T
Fixed
I
T
0
13.740 in
5.000 in
4
10.000
8.000
W14x22
BmLvl_1
T
Steel
T
0
13.740 in
5.000 in
5
20.000
0.000
Fixed
Fixed
0
7.00 in4
6.
20.000
8.000
0
' 7
8
30.000
30.030
0.000
8.000
Fixed
V 5.0.8
Fixed
0
0
Member...
Member
Endpoint Nodes
Member
I End Releases
J End Releases
Label
Property Label
I
I Node J Node
n Length
X Y
Z
I X
Y
Z
o me_1,
1 2
8.000
2-4
BmLvl_1
2 4
10.000
3-4
4-6
ColLine_2
BmLvl_1
3 4
4 6
8.000
10.000
5-6
Coll-ine_3
5 6
8.000
6-8
BmLvl_1
6 8
10.000
7-8
Coll-ine_4
7 8
8.000
'
Member Stress Check Data...
Member Unbraced Lengths Slenderness Factors
AISC Bending &
Stability Factors
Label
Lu: Z ft Lu: XY
I I
K : Z
K: XY
Cm
Cb
-
2-4
10.000 10.000
1.00
1.00
Internal
Internal
n erna
Internal
3-4
8.000 8.000
1.00
1.00
Internal
Internal
4-6
10.000 10.000
1.00
1.00
Internal
Internal
5-6
8.000 8.000
1.00
1.00
Internal
Internal
6-8
10.000 10.000
1.00
1.00
Internal.
Internal
7-8
8.000 8.000
1.00
1.00.
Internal
Internal
Materials...
Member
Label
Young s
ksi
Density
I kcf
Thermal
I in/100d.
Yield
( ksi
eau1.00
Steel 29,000.00 0.490 0.000650 36.00
Section bec Ions...
Prop Label
Area Depth Tf Ixx
Default
Material
.
Group Tag
.'nin
Width Tw lyy
Uefai,51L
1
Default
1.000in
.'nin
1.UU m
.
0.000 in
0.000 in
0.00 in4
W14x22
T
Steel
T-
6.490 in2
13.740 in
0.335 in
199.00 in4
ColLine_1
I
5.000 in
0.230 in
7.00 in4
W14x22
T
Steel
T
6.490 in2
13.740 in
0.335 in
199.00 in4
Coll-ine-2
5.000 in
0.230 in
7.00 in4
'
W14x22
T
Steel
T
6.490 in2
13.740 in
0.335 in
199.00 in4
ColLine 3
5.000 in
0.230 in.
7.00 in4
W14z22
T
Steel
T
6.490 in2
13.740 in
0.335 in
.199.00 in4
Coll-ine_4
ISteel
5.000 in
0.230 in
7.00 in4
W14x22
T
T
6.490 in2
13.740 in
0.335 in
199.00 in4
ColLine_5
5.000 in
0.230 in
7.00 in4
W14x22
Coll-ine_6
T
Steel
I
T
6.490 in2
13.740 in
5.000 in
0.335 in
0.230 in
199.00 in4
7.00 in4
W14x22
BmLvl_1
T
Steel
T
6.490 in2
-
13.740 in
5.000 in
0.335 in
0.230
.199.00 in4
.
in
7.00 in4
c) 1988-97 ENERCALC
AY DOCUMENTS\990440KIZULODGE\44ENGINEERI
V 5.0.8
1:40PM, 15 OCT 99
ATM Engineering
2941 Sunrise Blvd. Suite 105
Rancho Cordova, CA 95724
(916)859-7300
(916)859-7304
rame 2 -
Title
Job # . Dsgnr: Date:
Description.... n
NI T
Fame Ana )/SIS v5.0.8- Page 2
Node Loads....
Node Label
Concentrated
Loads and Moments
I
Load Case Factors
@ Left End 1/4 Span
1/2 Span
3/4 Span
X
Y Moment
# 1
# 2 93 #.4
# 5
4
3.200k
1.000
asic
6
3.200 k
0.262
1.000
8
6.400k
0.668
1.000
0.221
0.153
Member Distributed Loads....
0.244
3-4
Basic
0.963
0.091 0.302
Member
Load Magnitudes
Load Extents
0.125
Load
Load Case Factors
0.527
0.207 0.207
LabelStart
Start Finish
Finish
ft ft
Direction
# 1 # 2 # 3 #4 #5
Basic
0.909
0.065 0.269
0.472
0.676
Globa-
0.121
6-8
Basic
4-6
-1.000 -1.000
k/ft
0.000 10.000
Global Y
1.000
7-8.
Basic'
6-8
-1.000 -1.000
k/ft
0.000 10.000
Global Y
1.000
Member Overall Envelope Summary
•
Load Combinations...
Member
I Section I
Load Combination Stress
Gravity Load Factors
Moment
Deflection Maximum
Load Combination Factors
k
Description Increase
X Y
# 1
# 2 # 3 #4
- #5
Coll -me -1
Basic 1.000
-1.000
27.519
1.000
0.369
0.535
24
Node Displacements & Reactions
2.960
11.125
33.734.
0.040.
Node Label
Load Combination
Node Displacements
12.733
Node Reactions
45.444
0.370
0.963
X Y
Z
I X Y
Z
27.288
0.014
in in
Radians
k k
k -ft
5.499
43.990
Basic
0711
0.909
-3.43992_
BmLvl_1
1.819
2
Basic
0.36404 0.00053
-0.00196
0 0
7-8
0
3
Basic
0 0
-0.00528
-5.68047 12.73327
0.778
0
4
Basic
0.36215 -0.00645
-0.00075
0 0
0
5
Basic
0 0
-0.00523
-5.49877 9.07283
0
6
Basic
0.36184 -0.00458
-0.00084
0 0
0
7
Basic
0 0
-0.00500
4.58084 10.51163
0
8
Basic
0.36300 -0.00532
-0.00134
0 0
0
Member End Forces...
Member
Node " I " End Forces
. Node " J " End Forces
Label
Load Combination
Axial Shear
Moment
Axial Shear
Moment
k k
ft -k
k k
ft -k
asic
- .
1. -3.43992-7
Basic
2.96008 -1.12519
-27.51933
-2.96008 11.34603
-34.83677
3-4
Basic
12.73327 5.68047
0
-12.55660 -5.68047
45.44379
4-6
Basic
0.47961 1.21057
-10.60702
-0.47961 9.01027
-28.39150
5-6
Basic
9.07283 5.49877
0
-8.89615 -5.49877
43.99015
6-8
Basic
-1.81916 -0.11412
-15.59866
1.81916 10.33496
-36.64672
7-8
Basic
10.51163 4.58084
0
1 -10.33496 -4.58084
36.64672
Member
Load Combination
I
Overall
@ Left End 1/4 Span
1/2 Span
3/4 Span
@ Ri ght End
Shear
Label
Maximum
asic
0.5350.0UI
0.134
0.262
2-4
Basic
0.668
0.549 .0.441
0.221
0.153
0.668
0.244
3-4
Basic
0.963
0.091 0.302
0.512
0.722
0.963
0.125
4-6
Basic
0.527
0.207 0.207
0.095
0.135
0.527
0.193
5-6
Basic
0.909
0.065 0.269
0.472
0.676
0.909
0.121
6-8
Basic
0.695
0.312 0.251
0.078
0.233
0.695
0.222
7-8.
Basic'
0.778
0.075 0.245
0.415
0.584
0.778
0.101
Member Overall Envelope Summary
•
Member
I Section I
Axial
Shear
Moment
Deflection Maximum
Label
k
k
ft -k
in
Stress Ratio
1-2
Coll -me -1
0.949
3.440
27.519
0.369
0.535
24
BmLvl_1
2.960
11.125
33.734.
0.040.
0.668
34
ColLine_2
12.733
5.680
45.444
0.370
0.963
4-6
BmLvl_1 '
0.480
8.790
27.288
0.014
0.527
5-6
ColLine_3
9.073
5.499
43.990
0.369
0.909
6-8.
BmLvl_1
1.819
10.114
35.544
0.013
0.695
7-8
ColLine_4 1
10.512
4.581
36.647
0.369
0.778
> Deflection values listed are the maximum of a sampling of 31 points across the member
(c) 1988-97 ENERCALC
AY DOCUMENTS\990440KIZULODGE\44ENGINEERI
V 5.0.8