HomeMy WebLinkAbout1601 N Bristol St - Wall - Phase 1 - Plan65
NO
PA
R
K
I
N
G
15'-0"
BLDG SETBACK
41'-3"
10'-2"
25'-0"
174'-6"
STREET FRONTAGE
285'-6"
PTO W. 17TH STREET 10'-1"
10
'
-
2
"
3'
-
2
"
12'-0"
49'-6"16'-0"7'-6"11'-0"3'-6"
45
'
-
1
0
"
5'
-
2
"
12
'
-
0
"
50
'
-
1
0
"
44'-5"
28'-0"
12
'
-
2
"
38'-0"4'-0"4'-0"
11'-0"
13
'
-
2
"
1'
-
6
"
12
'
-
0
"
3'
-
1
0
"
6'
-
4
"
6'
-
6
"
17
'
-
4
"
18'-1"19'-0"
8'
-
7
"
25
'
-
1
1
"
W.
1
7
T
H
S
T
R
E
E
T
8'-0"
13
'
-
4
"
18
'
-
2
"
22'-0"
10'-0"
15'-0"15'-0"
8'
-
6
"
0'-8"
(E) MCDONALD'S
ZONE: SP1
ZONE: SP1
ZONE: R1
R. 20'
R. 20'
R. 20'
R. 20'
R. 20'
(N) "NO LEFT
TURN" SIGN
N1° 32' 07"E 92.24'
L=27.89', R=185.00'D=8°38'11"
L=12.41', R=72.00'D=9°52'46"
S11° 24' 53"W 42.82'
R. 20'
3'-0" LANDSCAPED
SETBACK
4' LANDSCAPED
SETBACK
PROPERTY LINE
(N) MONUMENT
SIGN
(UNDER SEPARATE
PERMIT)
(E) PORTION OF ISLAND
TO BE REMOVED
(E) PUBLIC SIDEWALK
(N) CURB CUT
(N) 8' CMU WALL TO BE INSTALLED AT PROPERTY
LINE. SEE CIVIL DRAWINGS
(ENGINEERING PLAN CHECK IN PROGRESS:
1601_BRISTOL_P0115118_2022_178030)
(E) 6' CMU WALL
(E) CONCRETE
CURB
PROPERTY
LINE
(E) LANDSCAPE AREA
(E) LANDSCAPE AREA
(E) LANDSCAPE AREA
(E) 8' CMU WALL TO BE
REMOVED
10' LANDSCAPED
SETBACK
(E) PUBLIC SIDEWALK
(E) FIRE HYDRANT
S1° 32' 05"W174.36'
N8
9
°
1
1
'
5
9
"
W
11
0
.
6
9
'
S8
9
°
1
1
'
5
6
"
E
9
9
.
5
7
'
(E) STREET LIGHT
24" VEHICLE
OVERHANG
COVERED TRASH
ENCLOSURE
UNDER SEPARATE
PERMIT
3' LANDSCAPE
SETBACK
NEW LANDSCAPING
PROPERTY LINE
HERRINGBONE STAMPED AND
COLORED CONCRETE
R. 24'R. 20'
R. 20'
203'-7"
TO P/UWDW.
80'-1"
TO MENU
BD.
15' SIGHT TRIANGLE
PER EXHIBIT 'A' AT
DRIVEWAY
15' SIGHT TRIANGLE
PER EXHIBIT 'A' AT
DRIVEWAY
DN.
PROPERTY LINE
(E) 5' CMU WALL AT
PROPERTY LINE
40' X 16' STAGING
AREA.
DRIVEWAY AND
STAGING AREA
TO WITHSTAND
60,000 LBS.
(2) 3 YARD DUMPSTERS
64 GALLON TRASH BIN
GREASE
INTERCEPTOR
BY OTHERS
10' LANDSCAPED
SETBACK
(4) BICYCLE PARKING
SPACES
N. BRISTOL STREET
2'-0"
4'-0"
(E) STREET LIGHT
18'-0"
17'-8"
HEIGHT CLEARANCE
BAR UNDER SEPARATE
TENANT PERMIT
PREVIEW MENU
BOARD UNDER
SEPARATE TENANT
PERMIT
LANDSCAPED
AREA
DRIVE THRU ORDER/ MENU
BOARD UNDER SEPARATE
TENANT PERMIT
(N) SPEAKER POST AND
CANOPY WITH
DETECTOR LOOP UNDER
SEPARATE TENANT PERMIT
EN
T
R
Y
ENTRY
NO PARKING
SIGN
8
AS2.1
SIGNAGE UNDER
SEPARATE TENANT
PERMIT
DRIVE THRU CONCRETE PAVEMENT
UNDER TENANT PERMIT
END OF PAVING
UNDER THIS SCOPE
ALL FLATWORK & PATIO
IMPROVEMENTS UNDER
SEPARATE TENANT
PERMIT
(N) ELECTRICAL
SWITCHGEAR
(N) LIGHT POLE,
TYP
(N) LIGHT POLE, TYP
(E) POWER POLE WITH
(N) POLE-MOUNTED
TRANSFORMER
HANDRAIL UNDER
SEPARATE TENANT PERMIT
4'-0"
DN
DN
2'-0"4'-6"
4'-7"
4'
-
0
"
5'-2"
4'
-
0
"
10'-2"
4'-0"
BUILDING
UNDER SEPARATE PERMIT
APPROX.
1,753 GROSS S.F.
1,634 NET S.F.
ACCESSIBLE PATH
OF TRAVEL
ALL SITE CURBING, PAVING, AND
WET UTILITIES PER CIVIL DRAWINGS
(BEING REVIEWED BY
ENGINEERING).
ACCESSIBLE PATH
OF TRAVEL
NOTE:
SEE CIVIL FOR GRADING/DRAINAGE,
SITE UTILITIES (SEWER, WATER, GREASE
INTERCEPTOR), SITE CURBS & SITE AC PAVING.
(ENGINEERING PLAN CHECK IN PROGRESS:
1601_BRISTOL_P0115118_2022_178030)
SI
T
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P
L
A
N
AS1.1SITE PLAN SCALE 81" = 10'-0"
N
GENERAL NOTES
1.THIS IS A CONCEPTUAL SITE PLAN. UNLESS OTHERWISE NOTED, ALL ELEMENTS AND
CONDITIONS ARE EXISTING.
2.GENERAL (E) SURFACE DRAINAGE PATTERN, INCLUDING (E) ROOF DRAINAGE LOAD
TRANSFERRED TO GROUND LEVEL, IS TO REMAIN AS IS.
3.VEHICULAR ACCESS DRIVES MUST BE PROVIDED AND MAINTAINED SERVICEABLE
THROUGHOUT CONSTRUCTION.
4.CONTRACTOR SHALL ERECT AND MAINTAIN BARRICADES, WARNING SIGNS AND
TRAFFIC CONES PER LOCAL REQUIREMENTS. ACCESS TO DRIVEWAYS TO BE
MAINTAINED AT ALL TIMES. ALL TRAFFIC CONTROL MEASURES SHALL BE APPROVED
AND IN PLACE PRIOR TO ANY CONSTRUCTION ACTIVITY.
5.ALL MATERIALS AND WORKMANSHIP FOR PUBLIC FACILITIES TO CONFORM TO CITY
STANDARD CONSTRUCTION SPECIFICATIONS.
6.CONTRACTOR SHALL SWEEP ENTIRE SITE OR PORTIONS OF SITE TO BE USED BY THE
PUBLIC AND SURROUNDING RIGHT-OF-WAY AREA OF THE STREET PRIOR TO USE BY
THE GENERAL PUBLIC, IF ACCESSIBLE TO THE PUBLIC.
7.THE SITE SHALL BE KEPT FREE OF FIRE HAZARDS FROM THE START OF
CONSTRUCTION TO FINAL INSPECTION.
8.THE G.C. SHALL IMPLEMENT A BEST MANAGEMENT PRACTICE STORMWATER FOR ALL
ACTIVITIES PER CAL GREEN REQUIREMENTS.
9.THE G.C. IS RESPONSIBLE TO VERIFY ALL UNDERGROUND UTILITIES PRIOR TO
PERFORMING EXTERIOR WORK. CALL 811 BEFORE DIGGING.
10.G.C. TO VERIFY ANY ABRUPT CHANGE IN LEVEL EXCEEDING 1/2" EXISTING CONCRETE
SLAB/ASPHALT TRANSITION FROM ENTRY TO PUBLIC WAY/ ACCESS. G.C. TO PROVIDE
CLEAR PATH OF TRAVEL, PER SECTION 11B-303.
11.SITE & PARKING ARE EXISTING TO REMAIN UNCHANGED, UNLESS OTHERWISE NOTED.
12.BUILDINGS SHALL HAVE APPROVED ADDRESS NUMBERS, BUILDING NUMBERS OR
APPROVED BUILDING IDENTIFICATION PLACED IN A POSITION THAT IS PLAINLY LEGIBLE
AND VISIBLE FROM THE STREET OR ROAD FRONTING THE PROPERTY, CONTRASTING
WITH THEIR BACKGROUND. NUMBERS SHALL BE A MINIMUM OF 6 INCHES HIGH WITH
A MINIMUM STROKE OF .5 INCHES. WHERE ACCESS BY MEANS OF A PRIVATE ROAD
AND THE BUILDING CANNOT BE VIEWED FROM THE PUBLIC WAY, A MONUMENT, POLE
OR OTHER SIGN OR MEANS SHALL BE USED TO IDENTIFY THE STRUCTURE. (CFC 505.1)
13.THE G.C. IS RESPONSIBLE TO FIELD VERIFY AND LOCATE ALL WET AND DRY UTILITIES
CONNECTION POINTS PRIOR TO ANY DEMOLITION OR CONSTRUCTION. (I.E. GAS,
WATER AND SEWER, CLEAN OUTS, ETC.
LEGEND
ACCESSIBLE PATH OF TRAVEL
PATH OF TRAVEL NOTE:
NO ABRUPT CHANGES OF ELEVATION ALONG THE PATH OF TRAVEL
SHOWN. THE SLOPE AND CROSS SLOPE ALONG THE PATH OF
TRAVEL SHALL NOT EXCEED 5% AND 2% RESPECTIVELY.
INSPECTOR TO VERIFY.
1
AS2.1
S H E E T N U M B E R
A2157
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PROJECT NUMBER
2025.05.02
DATE
R E V I S I O N S
S T A M P
SHEETS BEARING THIS SEAL AND WET SIGNATURE
ARE AUTHENTICATED. RESPONSIBILITY FOR ALL
OLDER PLANS, SPECIFICATIONS OR INSTRUMENTS
ARE DISCLAIMED.
P
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C COPYRIGHT 2025 - DESIGNS, DRAWINGS AND SPECIFICATIONS ARE INSTRUMENTS OF SERVICE AND ARE THE PROPERTY OF THE DESIGN PROFESSIONAL. REPRODUCTION PROHIBITED WITHOUT THE EXPRESSED WRITTEN CONSENT OF THE DESIGN PROFESSIONAL.
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9431 HAVEN AVENUE, SUITE 212
RANCHO CUCAMONGA, CA 91730
P. 909.259.9971 | F. 909.944.8409
www.AmorArch.com
WEST COAST | CENTRAL | EAST COAST
SHEETS BEARING THIS SEAL AND WET SIGNATURE
ARE AUTHENTICATED. RESPONSIBILITY FOR ALL
OLDER PLANS, SPECIFICATIONS OR INSTRUMENTS
ARE DISCLAIMED.
DATE SIGNED: 05/02/2025
BRISTOL CENTER
PROPERTIES LLC
714 S PLYMOUTH BLVD
LOS ANGELES, CA 90005
AMIR HOURIANI
aihouriani@gmail.com
SI
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STA RNFOAOCFLI
AI
LICENSED ARCHITECTWILLIAA.AMOR
DATE
8/31/2025
M
C - 24421
RENEWAL
1 1/31/25 PLAN CHECK CORRECTIONS
2 4/1/25 PLAN CHECK CORRECTIONS
3 5/2/25 PLAN CHECK CORRECTIONS
10
AS2.1
20
AS2.1
3
Bldg #101124645
APPROVALS:PLNG - F. Arias
BLDG - W. Lee
PUBLIC WORKS - Y. Soto
BEFOREYOU DIG
TOLL FREE
DIAL
1-800-227-2600
Behrooz Sarlak 7/29/2025
EXHIBIT FOR EAST PROPERTY
LINE WALL ONLY
BEFORE
YOU DIG
TOLL FREE
DIAL
1-800-227-2600
PH (951) 736-0200 CL (949) 370-7099
PERRIS, CA 92570
20730 KNOB PLACE
CornerstoneLand Surveying Inc.
PH (951) 736-0200 CL (949) 370-7099
PERRIS, CA 92570
20730 KNOB PLACE
CornerstoneLand Surveying Inc.
BEFORE
YOU DIG
TOLL FREE
DIAL
1-800-227-2600
PH (951) 736-0200 CL (949) 370-7099
PERRIS, CA 92570
20730 KNOB PLACE
CornerstoneLand Surveying Inc.
PH (951) 736-0200 CL (949) 370-7099
PERRIS, CA 92570
20730 KNOB PLACE
CornerstoneLand Surveying Inc.
CITY OF SAP TA ANA
Planning and Building Agency
PROPOSED RETAINING BLOCK WALL
FOR 1601 BRISTOL ST. SANTA ANA, CA
STRUCTURAL CALCULATIONS
Contents
Wind Load calculations
Retain Pro Calculations & Diagrams
Typical Wall Detail
Owner
Southwest Group Properties, LLC
714 S. Plymouth Blvd. Los Angeles, CA 90005
Prepared by:
Cornerstone Surveying , Inc.
20730 Knob Place Perris, CA 92570
O (951) 736-0200 / M (949) 370-7099 stefan@coronasurveyor.com
04 August 2025
/'E-F�MEll IT �kSSUANCE
6 cs����
Ma to ID:
Date. °%�, -1v
PROJECT:
LOCATION:
DESIGNER:
CMU WALL - WIND LOAD CALCULATION
DESCRIPTION:5'-0" Exposed Ht (max)
Wall total Height =8'-0" max
1. Design Data:
Solidity factor for Wall = 100%
Wall Geometry:
Tributary Width of wall, B:1.00 ft.
Width of wall in the direction under consideration, L:174.4 ft.
Wall Exposed Height, H:5.00 ft.
Wind Design Parameters:
F = qh G Cf As (ASCE 7-22 Sec. 29.3-1)
Pw = qh G Cf (ASCE 7-22 Sec. 26.7.3)
ASD factor:0.6 Exposure Category:C
Where:
F = Design wind force, = Pw As (lbs.)(ASCE 7-22 Eq. 29.3-1)
qh = velocity pressure evaluated at height, h (ASCE 7-22 Sec. 29.3.2)
Cf = Net force coefficient (ASCE 7-22 Fig. 29.4-1)
As = Gross area of the solid freestanding wall (ft 2 )
G = Gust Factor (ASCE 7-22 Sec. 26.11)
Pw = Design Wind Pressure, = qh G Cf (psf )
Calculate Design Wind Pressure, Pw:
Net Force Coefficient, Cf:(ASCE 7-22 Sec. 29.3)
Case:A & B (Fig. 29.3-1)
height of free standing wall or fence, s: (Exposed height)5.00 ft
Height from top of wall to ground surface, h:7.33 ft
Clearance ratio, s/h: 5.00
7.33
Aspect ratio of the fence, L/s: 174.40
5.00
By Interpolation,
Cf: 1.55
Gust Factor Coefficient, G:(ASCE 7-22 Sec. 26.11)
Check if Structure is Flexible or Rigid:
Calculate approx. natural frequency, na:
Mean gate height (exposed height): (use full height H)5.00 ft
22.2 22.2 (Eq. 26.11-2)
3.624
na= 6.126 > 1 Hz Rigid Frame System
1+1.7gQ Iz Q (eq.26.11-6)
1+1.7gv Iz
From:
z= equivalent height of structure = 0.6h
=34.88
DESIGN CALCULATION
na= =
G=0.925
RET.WALL_Better Buzz
Bristol Santa Ana,CA
GATS&M
=0.68
ℎ.
PROJECT:
LOCATION:
DESIGNER:
DESIGN CALCULATION
RET.WALL_Better Buzz
Bristol Santa Ana,CA
GATS&M
z = 3.000 < Zmin: 15.0 ft
use z = 15 ft
c = 0.2 (Turbulence Intensity factor)(Table 26.11-1)
Intensity of turbulence at equivalent height z, Iz:
(Eq. 26.11-7)
Iz = 0.228
3.4 (Sec. 26.11.4)
Integral length scale of turbulence at equivalent height z, Lz:
(Eq. 26.11-9)
I =500 ft (equivalent length scale factor) (Table 26.11-1)
z =15 ft (equivalent height of structure)
ε =0.2 (ratio of Asolid to Agross - Free standing structures) (Table 26.11-1)
B+H =6.00 ft
Solving Lz:
Lz = 428
Background Response Coefficient, Q: (Eq. 26.11-8)
=0.979
2.2910
2.3183
G = 0.914
Q =
G = 0.925 *1 + 1.7gQ Iz Q
1 + 1.7gv Iz = 0.925
𝐼𝑧= 𝑐 (33 𝑧)⁄⁄
𝒈𝑸 𝒂𝒏𝒅 𝒈𝒗:
𝐿𝑧=𝐼 (𝑧33)⁄
[1
1 + 0.63 𝑏 +ℎ
𝐿𝑧
.].
PROJECT:
LOCATION:
DESIGNER:
DESIGN CALCULATION
RET.WALL_Better Buzz
Bristol Santa Ana,CA
GATS&M
Velocity pressure, qh:(ASCE 7-22 Sec. 29.10)
qh = 0.00256 Kz Kzt Kd V2 (psf)(Eq. 26.10-1)
Wind Directionality, Kd:
(Per Section 26.6, Kd shall only be included when the load combinations in Sec. 2.3 and 2.4 are used in the design)
kd = 0.85 (ASCE 7-22 Table 26.6-1)
Velocity Pressure Exposure Coefficient, Kz:(ASCE 7-22 Table 26.10-1)
Nominal height of the atmospheric boundary layer, Zg: 900 ft
z = height above ground level:(h < 15 ft, use 15ft. Min.)15 ft
3 sec. gust-speed power law exponent, α: 9.5
kz = 0.849
Topographic Factor, Kzt:
Kzt = 1 + (k1 k2 k3)2 (ASCE 7-22 Eq. 26.8-1)
Kzt = 1.0 (site conditions do not meet Sec 26.8.1)
Basic Wind speed, V (ASCE 7-22 Figs. 26.5-1A through 26.5-2D)
Risk Category:II (Table 1.5-1)
V =95 mph (Fig. 26.5-1B)
qh = 0.00256 Kz Kzt Kd Ke V2 =19.6126 (note: Kd not considered)
qh = 19.61 psf
Design Wind Pressure, Pw:
Pw = qh G Cf x (ASD Factor)
Pw = (19.61) x (0.914) x (1.55) x 0.6 = 16.67 psf
say: = 17.00 psf
Pw =17.00 psf (ASD)
𝐾𝑧= 2.01 [𝑧𝑧𝑔] ⁄
ASCE Hazards Report
Address:
1601 N Bristol St
Santa Ana, California
92706
Standard:ASCE/SEI 7-22 Latitude:33.758813
Risk Category:II Longitude:-117.88464
Soil Class:Default Elevation:108.05144117746228 ft
(NAVD 88)
Wind
Results:
Wind Speed 95 Vmph
10-year MRI 66 Vmph
25-year MRI 72 Vmph
50-year MRI 76 Vmph
100-year MRI 81 Vmph
300-year MRI 89 Vmph
700-year MRI 95 Vmph
1,700-year MRI 102 Vmph
3,000-year MRI 106 Vmph
10,000-year MRI 115 Vmph
100,000-year MRI 133 Vmph
1,000,000-year MRI 151 Vmph
Data Source: ASCE/SEI 7-22, Fig. 26.5-1B and Figs. CC.2-1–CC.2-4, and Section 26.5.2
Date Accessed: Sun Aug 03 2025
Page 1 of 3https://ascehazardtool.org/Sun Aug 03 2025
Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear
interpolation between contours. Wind speeds are interpolated in accordance with the 7-22 Standard. Wind speeds
correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability =
0.00143, MRI = 700 years). Values for 10-year MRI, 25-year MRI, 50-year MRI and 100-year MRI are Service
Level wind speeds, all other wind speeds are Ultimate wind speeds.
Site is not in a hurricane-prone region as defined in ASCE/SEI 7-22 Section 26.2.
Page 2 of 3https://ascehazardtool.org/Sun Aug 03 2025
Cantilevered Retaining Wall
LIC# : KW-06014996, Build:20.24.05.02 Gerry Adriano (c) ENERCALC INC 1983-2023
DESCRIPTION:8 ft high wall_L Type Ftg
Project File: Bristol_better buzz.ec6
Project Title:Better Buzz_Bristol
Engineer:
Project ID:
Project Descr:Retaining Wall
Code References
Calculations per IBC 2012 1807.3, CBC 2013, ASCE 7-10
3.00
5.00
0.00
8.00
1,200.0
45.0
0.0
250.0
Criteria Soil Data
Retained Height =ft
Wall height above soil =ft Active Heel Pressure =psf/ftSlope Behind Wall
Height of Soil over Toe in
Water table above
=ft =
=
110.00=pcf
=
Soil Density, Heel
=
Passive Pressure =psf/ft
Allow Soil Bearing =psf
Soil Density, Toe 110.00 pcf
Footing||Soil Friction =0.400
Soil height to ignore
for passive pressure =12.00 in
Equivalent Fluid Pressure Method
bottom of footing
Surcharge Loads Adjacent Footing Load
Load Type
0.0 Lateral Load =0.0 #/ft
0.0
0.0
0.0
0.0
Axial Load Applied to Stem
Wall to Ftg CL Dist =0.00 ft
Wind on Exposed Stem psf17.0=
Lateral Load Applied to Stem
Surcharge Over Heel =psf Adjacent Footing Load =0.0 lbs
Axial Dead Load
(Service Level)
=lbs
Footing Type Spread Footing
Surcharge Over Toe
Footing Width =0.00 ft...Height to Top =0.00 ft Eccentricity =0.00 in...Height to Bottom =0.00 ft
NOT Used To Resist Sliding & Overturning
NOT Used for Sliding & Overturning
==0.0 ft
Axial Live Load =
Base Above/Below Soil
lbs
=
Axial Load Eccentricity ==Poisson's Ratio 0.300
at Back of Wall
in
(Service Level)
Wind (W)=
Cantilevered Retaining Wall
LIC# : KW-06014996, Build:20.24.05.02 Gerry Adriano (c) ENERCALC INC 1983-2023
DESCRIPTION:8 ft high wall_L Type Ftg
Project File: Bristol_better buzz.ec6
Project Title:Better Buzz_Bristol
Engineer:
Project ID:
Project Descr:Retaining Wall
Design Summary
Wall Stability Ratios
Overturning =5.50
Global Stability =4.29
OK
Sliding =2.65 OK
Total Bearing Load =2,587 lbs
...resultant ecc.=3.53 in
Eccentricity within middle third
Soil Pressure @ Toe =657 psf OK
Soil Pressure @ Heel =315 psf OK
Allowable =1,200 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe =920 psf
ACI Factored @ Heel =440 psf
Footing Shear @ Toe =0.0 psi OK
Footing Shear @ Heel =0.3 psi OK
Allowable =94.9 psi
Sliding Calcs
Lateral Sliding Force =507.5 lbs
less 100% Passive Force
less 100% Friction Force
Added Force Req'd
....for 1.5 Stability =
0.0=
972.0
375.0
==
0.0
-
lbs
lbs
lbs OK
lbs OK
-
Masonry Block Type =
Stem Construction Bottom
Stem OK
Shear.....Actual
Design Height Above Ftg =0.00ft
Wall Material Above "Ht"=Masonry
Thickness =8.00
Rebar Size =#5
Rebar Spacing =16.00
Rebar Placed at =Center
Design Data
fb/FB + fa/Fa =0.517
Total Force @ Section
=287.5lbs
Moment....Actual
=670.0ft-#
Moment.....Allowable =1,294.8
=6.0psi
Shear.....Allowable =43.6psi
Wall Weight =0.0psf
Rebar Depth 'd'=3.81in
Masonry Data
f'm =1,500psiFs=psi 20,000
Solid Grouting =No
Modular Ratio 'n'=21.48
Equiv. Solid Thick.=5.48in
Concrete Data
f'c =psi
Fy =
Masonry Design Method ASD=
Load Factors
Building Code
Dead Load 1.200
Live Load 1.600
Earth, H 1.600
Wind, W 1.600
Seismic, E 1.000 psi
Service Level
=lbsStrength Level
Service Level
Strength Level =ft-#
Service Level
Strength Level =psi
Design Method =ASD SD SD
Vertical component of active lateral soil pressure IS NOT
considered in the calculation of soil bearing pressures.
Anet (Masonry)=47.54in2
Cantilevered Retaining Wall
LIC# : KW-06014996, Build:20.24.05.02 Gerry Adriano (c) ENERCALC INC 1983-2023
DESCRIPTION:8 ft high wall_L Type Ftg
Project File: Bristol_better buzz.ec6
Project Title:Better Buzz_Bristol
Engineer:
Project ID:
Project Descr:Retaining Wall
0.00
5.00
16.00
Footing Torsion, Tu =
=
ft-lbs0.00
Min. As %
Footing Allow. Torsion, ij Tn
0.0018
=ft-lbs
Footing Data
If torsion exceeds allowable, provide
f'c
0.00
=4,000 psi
Toe Width =ft
Heel Width =
Footing Thickness =in
5.00=
Cover @ Top =2.00 in@ Btm.=3.00 in
Total Footing Width
=150.00 pcfFooting Concrete Density
Fy =60,000 psi
Footing Design Results
Key:
=
No key defined
Factored Pressure
Mu' : Upward
Mu' : Downward
Mu: Design
Actual 1-Way Shear
Allow 1-Way Shear
Toe:Flush toe condition. No reinforcing required.
#4@ 6.94 in, #5@ 10.76 in, #6@ 15.27 in, #7@ 20.83 in, #8@ 27.43 in, #9@
34.72 in, #10@ 44.09 in
=None Spec'd
=
=
=
=
=
920
0
0
0
0.00
0.00
Heel:
440
5,437
6,431
994
0.33
94.87
HeelToe
psf
ft-#
ft-#
ft-#
psi
psi
Heel Reinforcing =# 5 @ 10.76 in
Other Acceptable Sizes & Spacings
Key Reinforcing
Toe Reinforcing =
Min footing T&S reinf Area
Min footing T&S reinf Area per foot
If one layer of horizontal bars:
1.73
0.35
#4@ 6.94 in
#5@ 10.76 in
#6@ 15.28 in
in2
in2 /ft
If two layers of horizontal bars:
#4@ 13.89 in
#5@ 21.53 in
#6@ 30.56 in
supplemental design for footing torsion.
ij Mn 20,898=
Flush toe condition. No reinforcing required.
OK - Flush
Cantilevered Retaining Wall
LIC# : KW-06014996, Build:20.24.05.02 Gerry Adriano (c) ENERCALC INC 1983-2023
DESCRIPTION:8 ft high wall_L Type Ftg
Project File: Bristol_better buzz.ec6
Project Title:Better Buzz_Bristol
Engineer:
Project ID:
Project Descr:Retaining Wall
Summary of Overturning & Resisting Forces & Moments
.....RESISTING..........OVERTURNING.....Force Distance Moment Distance Moment
Item
Force
ft-#lbs ftft ft-#lbs
Sloped Soil Over Heel
=Surcharge over Heel
=
Surcharge Over Heel
=
=
Adjacent Footing Load
=Adjacent Footing Load
Axial Dead Load on Stem =
=* Axial Live Load on Stem
Soil Over Toe
Surcharge Over Toe
Surcharge Over Toe
Load @ Stem Above Soil
=
85.0 6.83 580.8
=
=
=
=
=
Stem Weight(s)
=Earth @ Stem Transitions
=Footing Weight
=
1,000.0 2.50 2,500.0
Key Weight
=
Added Lateral Load
lbs
=1,191.1
Vert. Component
Total
=
2,430.0 6,551.7
* Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation.
Total =R.M.
=507.5 O.T.M.
=
Resisting/Overturning Ratio =5.50
Vertical Loads used for Soil Pressure =2,586.9 lbs
Vertical component of active lateral soil pressure IS NOT considered in the
calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in the
calculation of Overturning Resistance.
Soil Over HL (ab. water tbl)
Soil Over HL (bel. water tbl)
1,430.0 2.83
2.83
4,051.7
4,051.7
Water Table
Buoyant Force =
HL Act Pres (ab water tbl)
HL Act Pres (be water tbl)
422.5 1.44 610.3
Hydrostatic Force
Tilt
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 250.0 pci
Horizontal Defl @ Top of Wall (approximate only)0.029 in
The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe,
because the wall would then tend to rotate into the retained soil.
Cantilevered Retaining Wall
LIC# : KW-06014996, Build:20.24.05.02 Gerry Adriano (c) ENERCALC INC 1983-2023
DESCRIPTION:8 ft high wall_L Type Ftg
Project File: Bristol_better buzz.ec6
Project Title:Better Buzz_Bristol
Engineer:
Project ID:
Project Descr:Retaining Wall
Rebar Lap & Embedment Lengths Information
Stem Design Segment: Bottom
Stem Design Height: 0.00 ft above top of footing
Calculated Rebar Stress, fs = 10349.06 psi
Lap Splice length for #5 bar specified in this stem design segment (25.4.2.3a) =25.00 in
Development length for #5 bar specified in this stem design segment =12.94 in
Hooked embedment length into footing for #5 bar specified in this stem design segment =6.00 in
As Provided =0.2325 in2/ft
As Required =0.1184 in2/ft
Cantilevered Retaining Wall
LIC# : KW-06014996, Build:20.24.05.02 Gerry Adriano (c) ENERCALC INC 1983-2023
DESCRIPTION:8 ft high wall_L Type Ftg
Project File: Bristol_better buzz.ec6
Project Title:Better Buzz_Bristol
Engineer:
Project ID:
Project Descr:Retaining Wall
Cantilevered Retaining Wall
LIC# : KW-06014996, Build:20.24.05.02 Gerry Adriano (c) ENERCALC INC 1983-2023
DESCRIPTION:8 ft high wall_L Type Ftg
Project File: Bristol_better buzz.ec6
Project Title:Better Buzz_Bristol
Engineer:
Project ID:
Project Descr:Retaining Wall
ADJACENT PROPERTY ONSITE
PROPERTY LINE
811
!� . --2" HIGH MORTAR
0
w
STD. 90° BEND
■�f111»
— TOP OF WALL (TW). SEE ELEVATION PER PLAN
ON SHEET 2 & PROFILE ON SHEET 7.
811 X 611 X 1611
COLOR AND TEXTURE PER ARCH SPECS.
#5 @ 16" O.C. @ CENTER
(GROUT ALL CELLS WITH REBAR)
#5 CONTINUOUS @ 2411 O.C.
5 1 -011
FINISH GRADE
CITY OF SANTA ANA
Planning and Building Agency
Approved
FOR PERMIT ISSUANCE
Master ID:
Date:
#5 @ 1611L O.C.
(GROUT ALL CELLS WITH REBAR)
TOP OF FOOTING (TF). SEE ELEVATION PER
PLAN ON SHEET 2 AND PROFILE ON SHEET 7.
0
#5 @ 12" TOP & BOTTOM re)
J
U l.LR
�11 n1 n
!�j 4—#5 CONT. —
TOP & BOTTOM
M
1211
TYP WALL SECTION
NTS
YES NO
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COM
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OCFA Authorization
Updated: 06/02/2020 rs