08-1639 (BLCK) Structural CalcsY
' FROJECT: BARBER RESIDENCE
flACKIR INGIN,[.FRING, INC. TAIRWELL;NALL��
CIVIL ENGINEERING - LAND -SURVEYING - PLANNING LA UINTA, C&FORNIA
68487 Highway 111, Suite 43 V ET. f I?1 F: 1
Cathedral City, CA 92234''`
jPhone: (760) 202-1800 Fax: (760) 202-8267ffA D: H. C K' D.H.
engineer@hackerengineering.com MER A 10/14/08
NOTES: DESIGNED FOR MPH EXP. C WIND WALL SCHEDULE
PER CBC 2007 8 ASCE 7-05.
Pm=1500psi w/NO SPECIAL INSPECTION, U.N.O.
CONCRETE BLOCK SHALL CONFORM TO ASTM H A B C D E F G X Y Z
C 90. 61-0.6'_O - - 5'-0" 1'-0' 2'-0" 5@16' 4®24" - -
USE "TYPE S" MORTAR PER ASTM C 270.
USE ASTM A615 GRADE 40 STEEL. MIN. GRADE 8'-0' 5'-4' 2'-8"* - 5'-0' 3'-0' 2'-3" 5@16' 4024 #4@24-
60 FOR 45 BARS AND UP. 10'-0" 6'-0' 4'-0"* - 5'-0' 5'-0' 3'-0" 5@16' 4®24' 5024' -
GROUT STRENGTH TO BE 2000psi MIN. PER
ASTM C 476. 12'-0" 6'-0" 3'-4"* 2'-8"* 5'-0' 7'-0' 4'-0" 5016" 4024" 5@24' 5016"
FOOTING CONCRETE: 2500psi MIN. @ 28 DAYS. i¢' -Q" 6'-Q" ¢'-Q"+ ¢'-0'* 5'-0" 9'-Q" 5'-0" 1 #508' 1 14024' 1 15@24' 1 #5@8'
USE TYPE V CEMENT. -
PROVIDE 3" I f�l�"WALL SECTION REQUIRES SPECIAL INSPECTION.
ANY I `AIAT
SOIL.
USE SELE%)j14fER 0 w
BACBY GINN
A a.1760 a.m. to �:y�i�R�'�PP.) •
PROVIDE A r GRAVEL SU@166 2 . to`�Q0. f 1SW9 GROUT �'.. , tr( Ctj0is NOT PERMiTTF®
UWP �b "•1 . ��TT [XI �s r `•
WATERPR� SIDE OF WANone
Lie loiiv Ing Code Holidays:
PROVIDE P fV Wde Hol] days: bone
CONS
May I st - Septem ner 3uj th ,,rn Ye ' `
Monday - Friday: 6:00 a.m. to 7:00 p.m. r o S Day
Saturday: 8:00 a.m. to 5:00 P.M. � ri'. Mart n Luther ding Jr. Day
-day: None
President's Day
,,ermnent Code Holidays: None M Mori I Day
• In lepe Bence Day
FINISH SURFACE LSor ay
= 11t L -Ora 's Day
RT
�(oRl . (iYP.) —I 1— Tl anks iving Day
CITY OF LA QUIlC�I.p SOLI GROUT Z Chris as Day
I BUILDING & SAFETY•• DST•
pP* •OV�D N v
A v m
FOR CONSTR
OT
Bf2. P BARs
U
DA 8 1
(2) #4 HORIZ. (TYP.) •
12' C.M.U., SOLID GROUT
[Z] BARS
c
O
M n
• • V
Z SEE DRAIN FES
NOTE e�C1 S/D.
���
r
#4 CONT. ® 12' O.C. • t a '• • I ? R
55 6.1
!GI eARS :: u * EXP. 108
F'4—
.r MIN. cS'J CIV1�-
. G�1
a:tliii.• �jc OF CA�-1c
NOTE THIS WALL IS TYPICAL OF TWO. STAIRWELL WALLS SPACED APPROXIMATELY
7'-6' APART. THESE STAIRWELL WALLS MAY USE A COMMON FOOTING.
DRAIN NOTE
1 CF/FT OF CLEAN COARSE GRAVEL W/ OPTION A OR B.
A) OMIT HEAD JOINTS IN FlRST COURSE
B) INSTALL 4- DIA PERFORATED PVC PIPE W/ IX
GRADIENT TO DRAIN �4
HACKER ENGINEERING, INC. Title : Barber Stairwell Page:
'. 77-530 Enfield Lane, Suite E-1 Job # : 082110 Dsgnr: mdh Date: SEP 25,2008
Palm Desert, California 92211 Description.... `
760.360 6900 FzM:760.360.6999
www.hackerengineering.com
�This Wall in File: c:lprogram files1rp20071barber.rp5
Retain Pro 2007 , 16 -Apr -2008, (c) 1989-2008
www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: CBC 2007
Registration # : RP -1166355 2007013
Criteria
1,551 psf OK
Retained Height =
1.00 ft
Wall height above soil =
5.00 ft
Slope Behind Wall =
0.00 : 1
Height of Soil over Toe =
4.00 in
Water height over heel =
0.0 It
Wind on Stem = 13.4 psf
Vertical component of active
lateral soil pressure options:
USED for Soil Pressure.
USED for Sliding Resistance.
USED for Overturning Resistance.
Surcharge Loads
Surcharge Over Heel = 0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe = 0.0 psf
Used for Sliding & Overturning
Axial Load Applied to Stem
Axial Dead Load = 0.0 lbs
Axial Live Load = 0.0 lbs
Axial Load Eccentricity = 0.0 in
*Design Summary
Wall Stability Ratios
Overturning = 1.89 OK
Sliding = 6.06 OK
Total Bearing Load = 833 lbs
...resultant ecc. = 7.71 in
Soil Pressure @ Toe =
1,551 psf OK
Soil Pressure @ Heel =
0 psf OK
Allowable =
2,250 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe =
1,817 psf
ACI Factored @ Heel =
0 psf
Footing Shear @ Toe =
0.0 psi OK
Footing Shear @ Heel =
3.3 psi OK
Allowable =
75.0 psi
Sliding Calcs (Vertical Component Used)
Lateral Sliding Force =
105.9 lbs
less 100% Passive Force = -
266.7 lbs
less 100% Friction Force = -
374.6 lbs
Added Force Req'd =
0.0 lbs OK
....for 1.5 : 1 Stability =
0.0 lbs OK
Load Factors -
Building Code
Dead Load
Live Load
Earth, H
Wind, W
Seismic, E
CBC 2007
1.200
1.600
1.600
1.600
1.000
Soil Data
Allow Soil Bearing = 2,250.0 psf
Equivalent Fluid Pressure Method
Heel Active Pressure = 35.0 psf/ft
Toe Active Pressure = 35.0 psf/ft
Passive Pressure = 300.0 psf/ft
Soil Density, Heel
Soil Density, Toe
FootingIlSoil Friction
Soil height to ignore
for passive pressure
110.00 pcf
0.00 pcf
0.450
Footing Dimensions & Strengths
Toe Width =
0.00 ft
Heel Width =
2.00
Total Footing Width =
2.00
Footing Thickness =
12.00 in
Key Width =
0.00 in
Key Depth =
0.00 in
Key Distance from Toe =
0.00 ft
f'c = 2,500 psi Fy = 60,000 psi
= 0.00 in Footing Concrete Density = 150.00 pcf
Min. As % = 0.0018
Cover @ Top = 6.00 in @ Btm.= 3.00 in
Lateral Load Applied to Stem
Lateral Load = 0.0 #/ft
...Height to Top = 0.00 ft
...Height to Bottom = 0.00 ft
Adjacent Footing Load
Top Stem
Adjacent Footing Load =
0.0 lbs
Footing Width =
0.00 ft
Eccentricity =
0.00 in
Wall to Fig CL Dist =
0.00 ft
Footing Type
Line Load
Base Above/Below Soil
6.00
at Back of Wall =
0.0 ft
Poisson's Ratio =
0.300
Stem, Construction
Top Stem
Stem OK
Design Height Above Fto
ft=
0.00
Wall Material Above "Ht"
=
Masonry
Thickness
=
6.00
Rebar Size
=
# 4
Rebar,Spacing
=
24.00
Rebar Placed at
=
Center
Design Data
fb/FB + fa/Fa
=
0.886
Total Force @ Section
lbs =
.82.6
Moment.... Actual
ft-#=
240.1
Moment..... Allowable
=
271.0
Shear..... Actual
psi =
2.5
Shear..... Allowable
psi =
19.4
Wall Weight
=
58.0
Rebar Depth 'd'
in =
2.75
LAP SPLICE IF ABOVE
in=
36.00
LAP SPLICE IF BELOW
in =
HOOK EMBED INTO FTG in =
6.00
Masonry Data
fm
psi =
1,500
Fs
psi =
24,000
Solid Grouting
=
Yes
_ Use Full Stresses
=
No
Modular Ratio 'n'
=
25.78
Short Term Factor'
=
1.000
Equiv. Solid Thick.
in=
5.60
Masonry Block Type
=
Medium Weight
Masonry Design Method
=
ASD
Concrete Data
fc
psi =
Fy
psi =
HACKER ENGINEERING, INC. Title Barber Stairwell Page:
77=530 Enfield Lane, Suite E-1 Job # 082110 Dsgnr: mdh Date: SEP 25,2008
N Palm Desert, California 92211 Description....
760.360!6900 FA: 760.360.6999
www.hackerengineering.com This Wall in File: c:lprogram fileslrp20071barber.rp5
Retain Pro 2007 , 16 -Apr -2008, (c) 1989-2008
www.retainpro.com/support for latest release . Cantilevere' d Retaining Wall Design Code: CBC 2007
Reqistration # : RP -1166355 2007013 ,
Footing Design Results
Force
Distance Moment
Toe
Heel
Factored. Pressure
= 1,817
0 psf
Mu': Upward
= 0
96 ft-#
Mu'-: Downward
= 0
459 ft-#
Mu: Design
= 0
363 ft-#
Actual 1 -Way Shear
= 0.00
3.34 psi
Allow 1 -Way Shear
= 0:00
75.00 psi
Toe Reinforcing
= None Spec'd
348.0
Heel Reinforcing
= # 4 @ 16.00 in
Key Reinforcing
= # 5 @ 16.00 in
300.0
Heel Active I- ressure =
Toe Active Pressure =
Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load =
Load @ Stem Above Soil =
Other Acceptable Sizes & Spacings
Toe:, Not req'd,Wu < S' Fr
Heel:.Not req'd, Mu < S ` Fr
Key: No,key.defined
:.OVERTURNING.....
Force
Distance Moment
lbs
ft- ft-#
70.0
.0.67 46.7
-31.1
0.44 -13.8
67.0 4.50 301.5
Total = 105.9 .O.T.M. _
Resisting/Overturning Ratio = 1.89
Vertical Loads used for Soil Pressure = 832.5 lbs
Vertical component of active pressure.used for soil pressure
DESIGNER NOTES:
334.3
.....RESISTING.....
Force Distance Moment
lbs ft ft-#
Soil Over Heel =
165.0
1.25
Sloped Soil Over, Heel =
Surcharge Over Heel =
Adjacent Footing -Load =
Axial Dead Load on Stem =
0.00
Soil Over Toe
Surcharge Over Toe =
Stem VVeigfit(s)
=
348.0
0.25
Earth :@';$tem Transitions_
Footing-Weighl =
300.0
1.00
Key Weight =
Vert. Component =
19.5
2.00
Total =
832.5
lbs R.M.=
206.3
87.0
300.0
39.0
632.3
HACKER ENGINEERING, INC. Title : Barber Stairwell Page:
77-530 Enfield Lane, Suite E-1 Job # : 082110 Dsgnr: mdh Date: SEP 25,2008
a y Palm Desert, California 92211 Description....
760.360,6900 Fast: 760.360.6999
www.hackerengineering.com
This Wall in File: c:lprogram files1rp20071barber.rp5
Retain Pro 2007, 16 -Apr -2008, (c)1989-2008
www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: CBC 2007
Registration # : RP -1166355 2007013
Criteria
2,117 psf OK
Retained Height =
3.00 ft
Wall height above soil =
5.00 ft
Slope Behind Wall =
0.00: 1
Height of Soil over Toe =
4.00 in
Water height over heel =
0.0 ft
Wind on Stem = 13.4 psf
Vertical component of active
lateral soil pressure options:
USED for Soil Pressure.
USED for Sliding Resistance.
USED for Overturning Resistance.
Surcharge Loads
Surcharge Over Heel = 0,0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe = 0.0 psf
Used for Sliding & Overturning
Axial Load Applied to Stem
Axial Dead Load = 0.0 lbs
Axial Live Load = 0.0 lbs
Axial Load Eccentricity = 0.0 in
'Design Summary
Wall Stability Ratios
Overturning = 1.85 OK
Sliding = 2.93 OK
Total Bearing Load = 1,461 lbs
...resultant ecc. = 7.98 in
Soil Pressure @ Toe =
2,117 psf OK
Soil Pressure @ Heel =
0 psf OK
Allowable =
2,250 psf
Soil Pressure Less Than
Allowable
ACI Factored @ Toe =
2,395 psf
ACI Factored @ Heel =
0 psf
Footing Shear @ Toe =
0.0 psi OK
Footing Shear @ Heel =
9.0 psi OK
Allowable =
75.0 psi
Sliding Calcs (Vertical Component Used)
Lateral Sliding Force =
315.9 lbs
less 100% Passive Force = -
266.7 lbs
less 100% Friction Force = -
657.7 lbs
Added Force Req'd =
0.0 lbs OK
....for 1.5 : 1 Stability =
0.0 lbs OK
Load Factors
psf =
Building Code
CBC 2007
Dead Load
1.200
Live Load
1.600
Earth, H
1.600
Wind, W
1.600
Seismic, E
1.000
Soil Data
Toe Width =
Allow Soil Bearing
= 2,250.0 psf
Equivalent Fluid Pressure Method
Heel Active Pressure
= 35.0 psf/ft
Toe Active Pressure
= 35.0 psf/ft
Passive Pressure
= 300.0 psf/ft
Soil Density, Heel
= 110.00 pcf
Soil Density, Toe
0.00 pcf
FootingIlSoil Friction
= 0.450
Soil height to ignore
=
for passive pressure
= 0.00 in
Lateral Load Applied to Stem
Lateral Load = 0.0 #/ft
...Height to Top = 0.00 ft
...Height to Bottom = 0.00 ft
Stem Construction
Toe Width =
Design Height Above Ftg
ft =
Wall Material Above "Ht"
_
Thickness
=
Rebar Size
=
Rebar Spacing
=
Rebar Placed at
=
Design Data
fc = 2,500 psi Fy =
60,000 psi
fb/FB + fa/Fa
=
Total Force @ Section
lbs =
Moment.... Actual
ft-# _
Moment..... Allowable
ft-# _
Shear..... Actual
psi =
Shear..... Allowable
psi =
Wall Weight
psf =
Rebar Depth 'd'
in=
LAP SPLICE IF ABOVE
in =
LAP SPLICE IF BELOW
in =
HOOK EMBED INTO FTG in =
Masonry Data
fm
psi =
Fs
psi =
Solid Grouting
=
_ Use Full Stresses
=
Modular Ratio 'n'
_
Short Term Factor
=
Equiv. Solid Thick.
in=
Masonry Block Type
=
Masonry Design Method
=
Concrete Data
fc
psi =
Fy
psi =
Footing Dimensions & Strengths
Toe Width =
0.00 ft
Heel Width =
2.25
Total Footing Width =
2.25
Footing Thickness =
12.00 in
Key Width =
0.00 in
Key Depth =
0.00 in
Key Distance from Toe =
0.00 ft
fc = 2,500 psi Fy =
60,000 psi
Footing Concrete Density =
150.00 pcf
Min. As % =
0.0018
Cover @ Top = 6.00 in @ Btm.= 3.00 in
Adjacent Footing Load
0.00
Adjacent Footing Load =
0.0 lbs
Footing Width =
0.00 ft
Eccentricity =
0.00 in
Wall to Ftg CL Dist =
0.00 ft
Footing Type
Line Load
Base Above/Below Soil
0.546
=
at Back of Wall
0.0 ft
Poisson's Ratio =
0.300
�p Stem 2nd
Stem OK Stem OK
2.67
0.00
Masonry
Masonry
6.00
8.00
# 4
# 4
24.00
24.00
Edge
Edge
0.700
0.546
68.9
222.6
189.8
525.8
271.0
963.2
2.1
3.4
19.4
38.7
58.0
78.0
2.75
5.25
24.00 24.00
24.00
6.00
1,500
1,500
24,000
24,000
Yes
Yes
No
Yes
25.78
25.78
1.000
1.000
5.60
7.60
Medium Weight
ASD
iq
:`
HACKER ENGINEERING,.INC. Title :Barber Stairwell Page:
1.46
Sloped Soil Over Heel _
77-530.Enfield Lar 6' , Suite E-1.Job # :082110 Dsgnr: mdh Date: SEP 25,2008
Surcharge Over -Heel
Palm Desert,' California 92211 Description....
Adjacent Footing Load =
760:360:6900. Fak: 760.360:6999
Axial Dead Load on Stem =
www.hackerengineering.com .
0.00
This:Wall1n File: 0program files1rp20071barber.rp5
Retain Pro 2007 , 16 -Apr -2008, (c),1989-2008
www.retainpro.com/support
for latest release Cantilevered Retaining Wall Design Code: CBC 2007
Registration # : RP -1166355
.2007013
Stem Weight(s) _
517.4
Footing Design Results
Earth @ Stem Transitions=
Toe: Heel
Factored Pressure =
2,395 0 psf
Mu': Upward =
0 0 ft-#
Mu': Downward =
0 0 ft-#
Mu: Design =
0 841 ft-#
Actual 1 -Way Shear =
0.00 9.01 psi
Allow 1 -Way Shear =
0.00 75.00 psi Other Acceptable Sizes &.Spacings
Toe Reinforcing =
None Spec'd Toe.,. Not req'd, Mu < SFr
Heel Reinforcing =
# 4 @ 16.00 in. Heel: Not req'd;:Mu< S " Fr
Key Reinforcing. =
# 5;@ 16.00 in Key: a
: Nkey defined
Summary of Overturni6 _& Resisting>Forces_' M.oments-;
Item
Heel Active Pressure =
Toe Active Pressure =
Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load =
Load @ Stem Above Soil =
.....OVERTURNING....: ,
Force Distance Moment
lbs It ft-#.
280.0 1.33 373.3
-31.1 0.44 -13.8.
67.0 6.50 435.5
Total = 315.9 O.T.M. = 795.0
Resisting/Overturning Ratio = 1.85
Vertical Loads used for Soil Pressure = .1,461.5 lbs
Vertical component of active pressure used for soil pressure
DESIGNER NOTES:
.....RESISTING.....
.Force Distance
lbs ft
Soil Over Heel =
522.5
1.46
Sloped Soil Over Heel _
Surcharge Over -Heel
Adjacent Footing Load =
Axial Dead Load on Stem =
0.00
Soil Over Toe -
Surcharge Over Toe =
Stem Weight(s) _
517.4
0.28
Earth @ Stem Transitions=
6.1
0.58
Footing Weight
=
337.5
1.13
Key Weight . =
Vert. Component =
78.0
2.25
Total =
1,461.5 lbs
R.M.=
Moment
ft-#
762.0
146.7
3.5
379.7
175.6
1,467.5
HACKER ENGINEERING, INC. Title : Barber Stairwell Page:
r u 77-530 Enfield Lane, Suite E-1� Job # 082110 Dsgnr. mdh Date: SEP 25,2008
Palm Desert, California 92211 Description....
r4 * 760.360:6900 Fa)i': 760.360.6999
www.hackerengineering.com
This Wall in File: c:lprogram files1rp20071barber.rp5
Retain Pro 2007 , 16 -Apr -2008, (c) 1989-2008
www. retainpro.com/supportfor latest release Cantilevered Retaining Wall Design Code: CBC 2007
Registration # : RP -1166355 2007013
Criteria
2,300 psf OK
Retained Height =
5.00 ft
Wall height above soil =
5.00 ft
Slope Behind Wall =
0.00 : 1
Height of Soil over Toe =
4.00 in
Water height over heel =
0.0 ft
Wind on Stem = 13.4 psf
Vertical component of active
lateral soil pressure options:
USED for Soil Pressure.
USED for Sliding Resistance.
USED for Overturning Resistance.
Surcharge Loads
Surcharge Over Heel = 0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe = 0.0 psf
Used for Sliding & Overturning
Axial Load Applied to Stem
Axial Dead Load = 0.0 lbs
Axial Live Load = 0.0 lbs
Axial Load Eccentricity = 0.0 in
*Design Summary
Wall Stability Ratios
Overturning = 2.07 OK
Sliding = 2.15 OK
Total Bearing Load = 2,587 lbs
...resultant ecc. = 9.00 in
Soil Pressure @ Toe =
2,300 psf OK
Soil Pressure @ Heel =
0 psf OK
Allowable =
2,500 psf
Soil Pressure Less Than
Allowable
ACI Factored @ Toe =
2,553 psf
ACI Factored @ Heel =
0 psf
Footing Shear @ Toe =
0.0 psi OK
Footing Shear @ Heel =
12.4 psi OK
Allowable =
75.0 psi
Sliding Calcs (Vertical Component Used)
Lateral Sliding Force =
665.9 lbs
less 100% Passive Force = -
266.7 lbs
less 100% Friction Force = -
1,164.3lbs
Added Force Req'd =
0.0 lbs OK
....for 1.5 : 1 Stability =
0.0 lbs OK
Load Factors
Wall Weight
Building Code
CBC 2007
Dead Load
1.200
Live Load
1.600
Earth, H
1.600
Wind, W
1.600
Seismic, E
1.000
Soil Data
Allow Soil Bearing = 2,500.0 psf
Equivalent Fluid'Pressure Method
Heel Active Pressure = 35.0 psf/ft
Toe Active Pressure = 35.0 psf/ft
Passive Pressure = 300.0 psf/ft
Soil Density, Heel
= 110:00 pcf
Soil Density, Toe
0.00 pcf
FootingIlSoil Friction
= 0.450
Soil height to ignore
Thickness
for passive'pressure
= 0.00 in
Lateral Load Applied to Stem
Lateral Load = 0.0 #/ft
...Height to Top = 0.00 ft
...Height to Bottom = 0.00 ft
Stem Construction
Toe Width =
0.00 ft
Design Height Above Ftg
ft =
Wall Material Above "Ht"
_
Thickness
=
Rebar Size
=
Rebar Spacing
=
Rebar Placed at
=
Design Data
60,000 psi
Footing Concrete Density =
fb/FB + fa/Fa
=
Total Force @ Section
lbs =
Moment.... Actual
ft-#=
Moment..... Allowable
ft-# _
Shear..... Actual
psi =
Shear..... Allowable
psi =
Wall Weight
psf=
Rebar Depth 'd'
in =
LAP SPLICE iF ABOVE
in=
LAP SPLICE IF BELOW
in =
HOOK EMBED INTO FTG
in =
Masonry Data
fm
psi =
Fs
psi =
Solid Grouting
=
_ Use Full Stresses
=
ModularRatio'n',
_
Short Term Factor"
_
Equiv. Solid Thick.
in=
Masonry Block Type
=
Masonry Design Method
=
Concrete Data
fc
psi =
Fy
psi =
Footing Dimensions & Strengths
Toe Width =
0.00 ft
Heel Width =
3.00
Total Footing Width =
3.00
Footing Thickness =
12.00 in
Key Width =
0.00 in
Key Depth =
0.00 in
Key Distance from Toe =
0.00 ft
fc = 2,500 psi Fy =
60,000 psi
Footing Concrete Density =
150.00 pcf
Min. As % =
0.0018
Cover @ Top = 6.00 in @ Btm.= 3.00 in
Adjacent Footing Load
8.00
Adjacent Footing Load =
0.0 lbs
Footing Width =
0.00 ft
Eccentricity =
0.00 in
Wall to Ftg CL Dist =
0.00 ft
Footing Type
Line Load
Base Above/Below Soil
7.60
at Back of Wall =
0.0 ft
Poisson's Ratio =
0.300
p Stem 2nd
Stem OK Stem OK
4.00 0.00
Masonry Masonry
6.00
8.00
# 4
# 5
24.00
24.00
Edge
Edge
0.887 0.840
84.5 502.6
240.3 1,231.5
271.0 1,465.7
2.6 7.9
19.4 38.7
58.0 78.0
2.75 5.25
36.00 45.00
36.00
8.82
1,500
1,500
24,000
24,000
Yes
Yes
No
Yes
25.78
25.78
1.000
1.000
5.60
7.60
Medium Weight
ASD
Heel Active Nressure =
Toe Active Pressure =
Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load =
Load @ Stem Above Soil =
630.0
2.00
1,260.0
-31.1
HACKER ENGINEERING, INC. Title Barber Stairwell
Page:
67.0
8.50
77-530 Enfield Lane, -Suite E-1 Job #. 082110 Dsgnr:
mdh Date: SEP 25,2008
0.58
10.7
Palm Desert,- California .92211 Description....
1.50
_^
760.36016901£''Fax: 760.360.6999
www.hackerengineering:com This. Wall in File: c:lprogram fileslrp2007\barber.rp5
Retain Pro 2007 , 16 -Apr -2008, (c)1989-2008
www:retainpro•com/support
for latest release Cantilevered Retaining Wal Design
code: CBC 2007
Registration # : RP -1166355
_
2007011
Footing Design. Results .
Toe. Heel
Factored Pressure =
2,553 0 psf
Mu' : Upward =
0 0 ft-#
Mu': Downward =
0 0 ft-#
Mu: Design =
0 1,970 ft-#
Actual 1 -Way Shear =
0.00 12.40 psi
Allow 1 -Way Shear =
0.00 75.00 psi Other Acceptable Sizes & Spacings
Toe Reinforcing =
None Spec'd Toe:. Not req'd, Mu < S " Fr
Heel Reinforcing =
# 4 @ 16.00 in Heel:` Not'req'd, Mu < S' Fr
Key Reinforcing =
# 5 @ 16.00 in Key: No key defined
summary of Overturnin ",& Resisting Forces &Moments .
:..OVERTURNING..... ..:.RESISTING.....
Force .' Distance - Moment` Force
Distance Moment
Item
lbs `ft ft-# • lbs
ft ft-#
Heel Active Nressure =
Toe Active Pressure =
Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load =
Load @ Stem Above Soil =
630.0
2.00
1,260.0
-31.1
0.44
-13.8
67.0
8.50
569.5
Total = 665.9 O.T.M. = 1,815.7
Resisting/Overturning Ratio = 2.07
Vertical Loads used for Soil Pressure = 2,587.3=`Ibs
Vertical component of active pressure used for soil pressure
DESIGNER NOTES:
Soil Over Heel. _
Sloped Soil Over Heel =
Surcharge Over Heel =
Adjacent'Footing Load =
.Axial Dead Load on Stem =
Soil Over Toe =
Surcharge Over Toe =
Stem Weights) _
Earth @ Stem Transitions=
Footing Weight =
Key Weight
Vert. Component =
Total =
1,283.3
1.83
2,352.8
0.00
660.0
0.29
191.0
18.3
0.58
10.7
450.0
1.50
675.0
175.6 3.00
2,587.3 lbs R.M.=
HACKER ENGINEERING, INC. Title Barber Stairwell Page:
77-530 Enfield Lane, Suite E-1 Job # 082110 Dsgnr: mdh Date: SEP 25,2008
a Palm Desert, California 92211 Description....
760.360.'6900 Fax: 760.360.6999
www.hackerengineering.com This Wall in File: c:lprogram fileslrp2007\barber.rp5
Retain Pro 2007 , 16 -Apr -2008, (c) 1989-2008
www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: CBC 2007
Registration # : RP -1166355 2007013
Criteria
2,495 psf OK
Retained Height =
7.00 ft
Wall height above soil =
5.00 ft
Slope Behind Wall =
0.00 : 1
Height of Soil over Toe =
4.00 in
Water height over heel =
0.0 ft
Wind on Stem = 13.4 psf
Vertical component of active
lateral soil pressure options:
USED for Soil Pressure.
USED for Sliding Resistance.
USED for Overturning Resistance.
Surcharge Loads
Surcharge Over Heel = 0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe = 0.0 psf
Used for Sliding & Overturning
Axial Load Applied to Stem
Axial Dead Load = 0.0 lbs
Axial Live Load = 0.0 lbs
Axial Load Eccentricity = 0.0 in
*Design Summary
Wall Stability Ratios
Overturning = 2.37 OK
Sliding = 1.92 OK
Total Bearing Load = 4,338 lbs
...resultant ecc. = 10.09 in
Soil Pressure @ Toe =
2,495 psf OK
Soil Pressure @ Heel =
0 psf OK
Allowable =
2,750 psf
Soil Pressure Less Than
Allowable
ACI Factored @ Toe =
2,656 psf
ACI Factored @ Heel =
0 psf
Footing Shear @ Toe =
0.0 psi OK
Footing Shear @ Heel =
22.2 psi OK
Allowable =
75.0 psi
Sliding Calcs (Vertical Component
Used)
Lateral Sliding Force =
1,155.9 lbs
less 100% Passive Force= -
266.7 lbs
less 100% Friction Force = -
1,952.1 lbs
Added Force Req'd =
0.0 lbs OK
....for 1.5 : 1 Stability =
0.0 lbs OK
Load Factors -
Building Code
Dead Load
Live Load
Earth, H
Wind, W
Seismic, E
CBC 2007
1.200
1.600
1.600
1.600
1.000
Soil Data
Toe Width =
Allow Soil Bearing
= 2,750.0 psf
Equivalent Fluid Pressure Method
Heel Active Pressure
= 35.0 psf/ft
Toe Active Pressure
= 35.0 psf/ft
Passive Pressure
= 300.0 psf/ft
Soil Density, Heel
= 110.00 pcf
Soil Density, Toe
0.00 pcf
FootingIlSoil Friction
= 0.450
Soil height to ignore
150.00 pcf
for passive pressure
= 0.00 in
Lateral Load Applied to Stem
Lateral Load = 0.0 #/ft
...Height"to Top = 0.00 ft
...Height to Bottom = 0.00 ft
Footing Dimensions & Strengths
Toe Width =
0.00 ft
Heel Width =
4.00
Total Footing Width =
4.00
Footing Thickness =
12.00 in
Key Width =
0.00 in
Key Depth =
0.00 in
Key Distance from Toe =
0.00 ft
fc = 2,500 psi Fy =
60,000 psi
Footing Concrete Density =
150.00 pcf
Min. As % =
0.0018
Cover @ Top = 6.00 in @ Btm.= 3.00 in
Adjacent Footing Load
Adjacent Footing Load =
0.0 lbs
Footing Width =
0.00 ft
Eccentricity =
0.00 in
Wall to Fig CL Dist =
0.00 ft
Footing Type
Line Load
Base Above/Below Soil
2.67
at Back of Wall =
0.0 ft
Poisson's Ratio =
0.300
Stem Construction
Top Stem
2nd
3rd
il
Stem OK
Stem OK
Stem OK
Design Height Above Ftg
ft =
6.00
2.67
0.00
Wall Material Above "Ht"
=
Masonry
Masonry
Masonry
Thickness
=
6.00
8.00
12.00
Rebar Size
=
# 4
# 5
# 5
Rebar Spacing
=
24.00
24.00
16.00
Rebar Placed at
=
Center
Edge
Edge
Design Data
fb/FB + fa/Fa
=
0.490
0.635
0.696
Total Force @ Section
lbs =
84.5
395.1
922.6
Moment.... Actual
ft-#=
240.3
931.2
2,637.1
Moment..... Allowable
ft-#=
490.5
1,465.7
3,791.3
Shear..... Actual
psi =
2.6
6.2
8.4
Shear..... Allowable
psi =
38.7
38.7
38.7
Wall Weight
psf=
58.0
78.0
124.0
Rebar Depth 'd'
in=
2.75
5.25
9.00
LAP SPLICE IF ABOVE
in =
24.00
30.00
30.00
LAP SPLICE IF BELOW
in =
24.00
30.00
HOOK EMBED INTO FTG in =
7.30
Masonry Data
fm
psi=
1,500
1,500
1,500
Fs
psi =
24,000
24,000
24,000
Solid Grouting
=
Yes
Yes
Yes
Use Full Stresses
=
Yes
Yes
Yes
_
Modular Ratio 'n'.
=
25.78
25.78
25.78
Short Term Factor
=
1.000
1.000
1.000
Equiv. Solid Thick.
in =
5.60
7.60
11.60
Masonry Block Type
=
Medium Weight
Masonry Design Method
=
ASD
Concrete Data
fc
psi =
Fy
psi =
HACKER ENGINEERING, INC. Title Barber Stairwell Page:
>+ 77-530 Enfield Lane, Suite E-1 Job # 082110 Dsgnr: mdh Date: SEP 25,2008
Palm Desert, California 92211 Description.... _
't 760.360.6900 Fak:760.360.6999 T'
www.hackerengineering.com This Wall in File: c:lprogram fileslrp2007\barber.rp5
Retain Pro 2007,16 -Apr -2008, (c)1989-2008
www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: CBC 2007
Registration # : RP -1166355 2007013
Footing Design Results
0.36
177.1
0.81
Toe
Heel
312.1
Factored Pressure
= 2,656
0 psf
Mu': Upward
= 0
0 ft-#
Mu': Downward
= 0
0 ft-#
Mu: Design
= 0
4,219 ft-#
Actual 1 -Way Shear
= 0.00
22.23 psi
Allow 1 -Way Shear
= 0.00
75.00 psi
Other Acceptable Sizes & Spacings
Toe Reinforcing
= None Spec'd
Toe: Not req'd, Mu < S ' Fr
Heel Reinforcing
= # 5 @ 16.00 in
Heel: #4@ 11.00 in, #5@ 17.00 in, #6@ 24.25 in, #7@ 32.75 in, #8@ 43.25 in, #9@ 4
Key Reinforcing
= # 5 @ 16.00 in
Key: No key defined
Summary of Overturning & Resisting
Forces & Moments
.....OVERTURNING..... .....RESISTING.....
Force
Distance
Moment Force Distance Moment
Item
lbs
ft
ft-# lbs ft ft-#
Heel Active Pressure = 1,120.0 2.67 2,986.7 Soil Over Heel = 2,310.0
Toe Active Pressure = -31.1 0.44 -13.8 Sloped Soil Over Heel =
Surcharge Over Toe = Surcharge Over Heel =
Adjacent Footing Load = Adjacent Footing Load =
Added Lateral Load = Axial Dead Load on Stem =
Load @ Stem Above Soil = 67.0 10.50 703.5 Soil Over Toe =
Surcharge Over Toe =
Stem Weight(s) _
Earth @ Stem Transitions_
Total = 1,155.9 O.T.M. = 3,676.3 Footing Weighl =
Resisting/Overturning Ratio = 2.37 Key Weight =
Vertical Loads used for Soil Pressure = 4,338.1 lbs Vert. Component =
Total =
Vertical component of active pressure used for soil pressure
DESIGNER NOTES:
2.50 5,775.0
0.00
938.8
0.36
177.1
0.81
600.0
2.00
312.1
4.00
4,338.1 lbs R.M.=
339.1
143.0
1,200.0
1,248.6
8,705.7
HACKER ENGINEERING, INC. Title Barber Stairwell Page:
t ' 77-530 Enfield Lane, Suite E-1 Job # 082110 Dsgnr: mdh Date: SEP 24,2008
.> ? Palm Desert, California 92211 Description....
760.360.6900 Faz: 760.360.6999 Stairwell Wall--
www.hackerengineering.com This Wall in File: c:lprogram files\rp2007\barber.rp5
Retain Pro 2007 , 16 -Apr -2008, (c)1989=2008
www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: CBC 2007
Registration # : RP -1166355 2007013
Criteria
2,826 psf OK
Retained Height =
9.00 ft
Wall height above soil =
5.00 ft
Slope Behind Wall =
0.00: 1
Height of Soil over Toe =
4.00 in
Water height over heel =
0.0 ft
Wind on Stem = 13.4 psf
Vertical component of active
lateral soil pressure options:
USED for Soil Pressure.
USED for Sliding Resistance.
USED for Overturning Resistance.
Surcharge Loads
Surcharge Over Heel = 0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe = 0.0 psf
Used for Sliding & Overturning
Axial Load Applied to Stem
Axial Dead Load = 0.0 lbs
Axial Live Load = 0.0 lbs
Axial Load Eccentricity = 0.0 in
*Design Summary
Wall Stability Ratios
Overturning = 2.52 OK
Sliding = 1.80 OK
Total Bearing Load = 6,555 lbs
...resultant ecc. = 11.44 in
Soil Pressure @ Toe =
2,826 psf OK
Soil Pressure @ Heel =
0 psf OK
Allowable =
3,000 psf
Soil Pressure Less Than
Allowable
ACI Factored @ Toe =
3,034 psf
ACI Factored @ Heel =
0 psf
Footing Shear @ Toe =
0.0 psi OK
Footing Shear @ Heel =
29.1 psi OK
Allowable =
75.0 psi
Sliding Calcs (Vertical Component
Used)
Lateral Sliding Force =
1,785.9 lbs
less 100% Passive Force = -
266.7 lbs
less 100% Friction Force = -
2,949.9 lbs
Added Force Req'd =
0.0 lbs OK
....for 1.5 : 1 Stability =
0.0 lbs OK
Load Factors -
Building Code
Dead Load
Live Load
Earth, H
Wind, W
Seismic, E
CBC 2007
1.200
1.600
1.600
1.600
1.000
Soil Data
Design Height Above Ftg
Allow Soil .Bearing
= 3,000.0 psf
Equivalent Fluid Pressure Method
Heel Active Pressure
= 35.0 psf/ft
Toe Active Pressure
= 35.0 psf/ft
Passive Pressure
= 300.0 psf/ft
Soil Density, Heel
= 110.00 pcf
Soil Density, Toe
0.00 pcf
FootingIlSoil Friction
= 0.450
Soil height to ignore
Total Force @ Section
for passive pressure
= 0.00 in
Lateral Load Applied to Stem
Lateral Load = 0.0 #/ft
...Height to Top = 0.00 ft
...Height to Bottom = 0.00 ft
Stem Construction
Design Height Above Ftg
ft=
Wall Material Above "Ht"
_
Thickness
=
Rebar Size
=
Rebar Spacing
=
Rebar Placed at
=
Design Data
0.00 ft
fc = 2,500 psi Fy =
fb/FB + fa/Fa
=
Total Force @ Section
lbs =
Moment.... Actual
ft-#=
Moment..... Allowable
ft-# =
Shear..... Actual
psi =
Shear..... Allowable
psi =
Wall Weight
psf=
Rebar Depth 'd'
in =
LAP SPLICE IF ABOVE
in =
LAP SPLICE IF BELOW
in=
HOOK EMBED INTO FTG in=
Masonry Data
14.0
fm
psi =
Fs
psi =
Solid Grouting
=
_ Use Full Stresses
=
Modular Ratio 'n',
_
Short Term Factor'
_
Equiv. Solid Thick.
in=
Masonry Block Type
=
Masonry Design Method
=
Concrete Data
fc
psi =
Fy
psi =
Footing Dimensions & Strengths
Toe Width =
0.00 ft
Heel Width =
5.00
Total Footing Width =
5.00
Footing Thickness =
12.00 in
Key Width =
0.00 in
Key Depth =
0.00 in
Key Distance from Toe =
0.00 ft
fc = 2,500 psi Fy =
60,000 psi
Footing Concrete Density =
150.00 pcf
Min. As % =
0.0018
Cover @ Top = 6.00 in @ Btm.= 3.00 in
Adjacent Footing Load
2nd
Adjacent Footing Load =
0.0 lbs
Footing Width =
0.00 ft
Eccentricity =
0.00 in
Wall to Ftg CL Dist =
0.00 ft
Footing Type
Line Load
Base Above/Below Soil
8.00
at Back of Wall =
0.0 ft
Poisson's Ratio =
0.300
p Stem
2nd
3rd
Stem OK
Stem OK
Stem OK
8.00
4.00
0.00
Masonry
Masonry
Masonry
6.00
8.00
12.00
# 4
# 5
# 5
24.00
24.00
8.00
Center
Edge
Edge
0.887
0.840
0.767
84.5
504.5
1,482.6
240.3
1,231.7
5,022.8
271.0
1,465.7
6,548.8
2.6
8.0
14.0
19.4
38.7
38.7
58.0
78.0
124.0
2.75
5.25
9.00
36.00
45.00
30.00
36.00 45.00
7.20
1,500
1,500
1,500
24,000
24,000
24,000
Yes
Yes
Yes
No
Yes
Yes
25.78
25.78
25.78
1.000
1.000
1.000
5.60
7.60
11.60
Medium Weight
ASD
!' HACKER ENGINEERING, INC. Title Barber Stairwell Page:
77-530 Enfield Lane, Suite E-1 Job # : 082110 Dsgnr: mdh Date: SEP 24,2008
Palm Desert, California 92211 Description....
760.360.6900 Fad: 760.360.6999 Stairwell Wall '�►
www.hackerengineering.com This Wall in File: c:1program files1rp20071barber.rp5
Retain Pro 2007 , 16 -Apr -2008, (c) 1989-2008
www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: CBC 2007
Registration # : RP -1166355 2007013
Footing Design Results
0.38
439.0
201.7
Toe
Heel
750.0
Factored Pressure
= 3,034
0 psf
5.00
Mu': Upward
= 0
0 ft-#
16,796.1
Mu': Downward
= 0
0 ft-#
Mu: Design
= 0
8,036 ft-#
Actual 1 -Way Shear
= 0.00
29.10 psi
Allow 1 -Way Shear
= 0.00
75.00 psi
Other Acceptable Sizes & Spacings
Toe Reinforcing
= None Spec'd
Toe: Not req'd, Mu < S ' Fr
Heel Reinforcing
= # 5 @ 8.00 in
Heel: #4@ 7.00 in, #5@ 10.75 in, #6@ 15.25 in, #7@ 20.75 in, #8@ 27.25 in, #9@ 34
Key Reinforcing
= # 5 @ 16.00 in
Key: No key defined
Summary of Overturning & Resisting
Forces & Moments
.....OVERTURNING..... .....RESISTING.....
Force
Distance
Moment Force Distance Moment
Item
lbs
ft
ft-# lbs ft ft-#
Heel Active Pressure =
Toe Active Pressure =
Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load =
Load @ Stem Above Soil
Total =
Resisting/Overturning Ratio
1,750.0 3.33 5,833.3 Soil Over Heel. = 3,960.0 3.00 11,880.0
-31.1 0.44 -13.8 Sloped Soil Over Heel =
Surcharge Over Heel =
Adjacent Footing Load =
Axial Dead Load on Stem = 0.00
67.0 12.50 837.5
1,785.9 O.T.M. = 6,657.0
2.52
Vertical Loads used for Soil Pressure = 6,555.4 lbs
Vertical component of active pressure used for soil pressure
DESIGNER NOTES:
Soil Over Toe =
Surcharge Over Toe =
Stem Weight(s) _
Earth @ Stem Transitions=
Footing Weight =
Key Weight =
Vert. Component =
Total =
1,156.0
0.38
439.0
201.7
0.81
163.5
750.0
2.50
1,875.0
487.7
5.00
2,438.7
6,555.4 lbs
R.M.=
16,796.1