HomeMy WebLinkAboutX2020-1059 - Calcs0775 - ?.CDzX-)
X2020 -105q
II00 VO 95004 19A
E S I / F M E
I N C a
STRUCTURAL ENGINEERS
Fa-
Retaining
a
Retaining Wall
to be built at
1100 West Balboa Blvd, Newport Beach, CA
April 22, 2020
IBC 2018, CBC 2019
Client:
Valley Masonry BUILDING DIVISION
APR P 9 2020
Client Job No.
19
No. L135
1800 E. 16th Street, Unit B, Santa Ana, CA 92701 Tel: (714) 835-2800 Fax: (714) 835-2819
Page: 2
ESIPME INC Date: 4/22/2020
STRUCTURAL ENGINEERS Job No: L135
Client: Valley Masonry
Project Name: Retaining Wall Plan No:
Load Conditions
Seismic Design Summary
Analysis Used: Equivalent Lateral Force Procedure (12.8)
Roof
(psf)
Floor (psf)
W/o LW
1.5" LW
Ss = 1.391 Si = 0.494 Soil Site Class = D I = 1.0 R = 6.5
Comp.
Tile
Deck
Conc.
Conc. Or l"
Gyperete
F, = 1.2 F, = 1.5 Seismic Design Catergory D p = 1.0 n = 2.5
Stns = 1.669 Snu = 0.741
So, = 1.113 Sot = 0.494 Base shear =
Live Load
Dead Load
Sheathing
Wind Design Summary
Rafter/Joists
Wind Velocity = 100 M.P.H. Wind Exposure = C
Sprinklers
Ceiling Joists
Governing Codes
Drywall
IBC 2018 ASCE7 2016 NDS 2018 TMS 402 2016
CBC 2019 AC13182014 SDPW52015 AISC360-10
is./Solar PVI
Total(DL)
oW(DL+LL)
Proiectlnfo
Soils Report
Initials Date Address
Engineer of Record: DF 4/22/2020 Street 1100 West Balboa Blvd
By: CBC
Job No:
Project Engineer: EW 4/22/2020 City Newport Beach
Date:
Back Check: State, Zip
Allowable Soil Bearing Pressure 1500 psf
Roof Truss Review:
For Addition] Information Refer to CBC
Floor Truss Review:
PT Foundation Review:
Plan Check 1:
Structural Observation/SpecialInspection
Structural Observation Required: yes
Special Inspection Required: yes
Plan Check 2:
Revisions
Table of Contents
Revision Revised Sheets Initials Date
Description Pg. No.
Notes 2-5
Retaining Wall 6-9
ESI/PME, Inc. - Structural Engineers
(This Signature is to be a wet signature, not a copy.)
QttiOFESSfON
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Date:
LESI/FME INC
UCTURAL ENGINEERS
Project Name: Retaining Wall
SPECIFICATION FOR RETAINING WALLS
Page: 3
Date: 4/22/2020
Job No: L135
Client: Valley Masonry
Plan No:
1. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS ON JOB.
2. TYPE OF SOIL AND BEARING VALUE SUBJECT TO BUILDING INSPECTOR APPROVAL.
3. ALLOWABLE BEARING VALUE 2000 PSF. MAXIMUM TOE PRESSURE IS 3000 PSF.
4. EXTENDED ALL FOOTINGS 18" MINIMUM BELOW UNDISTURBED NATURAL SOIL.
5. CONCRETE BLOCKS USED FOR THE CONSTRUCTION OF RETAINING WALLS SHALL BE NORMAL WEIGHT UNITS AND SHALL CONFORM
TO THE REQUIREMENTS FOR GRADE N.I UNITS OF ASTM SPECIFICATIONS C-90 (LATEST REVISION).
6. TYPE "S" MORTAR: 1 PART CEMENT, 4 1/2 PARTS SAND, 1/2 PART LIME PUTTY.
7. GROUT SHALL BE ACCORDING TO CBC TABLE 21 -B f 2000 PSI MIN.
8. REINFORCING SHALL BE INTERMEDIATE GRADE DEFORMED BARS SHALL CONFORM TO ASTM SPECIFICATION A-305
(LATEST REVISION) AND A A-615 (LATEST REVISION).
9, ALL REINFORCING STEEL TO LAP WHERE SPLICED 40 DIAMETERS WITH A MINIMUM LAP OF 24".
10. REINFORCING BARS SHALL BE SET STRAIGHT AND SECURED ACCURATELY IN POSITION.
11. VERTICAL MORTAR JOINTS SHALL BE STAGGERED AND CENTERED ON BLOCKS OF EACH COURSE DIRECTLY BELOW. ALL CELLS SI
BE VERTICALLY ALIGNED SO AS TO MAINTAIN A 5" x 5" MINIMUM CONCRETE VERTICAL STUD, ALIGNED SO AS TO MAINTAIN (4
X 8 1/2" FOR 12" CONCRETE BLOCKS).
12. CALL BUILDING DEPARTMENT FOR INSPECTIONS BEFORE POURING FOOTINGS AND AGAIN BEFORE FILLING CELLS WITH CONCRETE.
13. UNLESS OTHERWISE SPECIFIED, NO CONTINUOUS INSPECTION IS REQUIRED.
14. CELL WALLS AND CROSS WEBS WHICH FORM CELLS TO BE FILLED SHALL BE FULL BEDDED IN MORTAR TO PREVENT LEAKAGE OF
CONCRETE, AND ALL ALIGNED SO AS TO MAINTAIN JOINTS AROUND SUCH CELLS SHALL BE STRUCK SMOOTH.
15. CELLS SHALL BE FILLED WITH CONCRETE IN LIFTS NOT TO EXCEED A HEIGHT OF 4'-0". IF OVER 4'-0" PROVIDE CLEANOUT HOLES AT
BOTTOM OF EACH CELL AND EACH LIFT OF CONCRETE. ALL MORTAR CROPPINGS OR DEBRIS SHALL BE REMOVED FROM CELLS AND
CLEANOUT HOLES SHALL BE SEALED BEFORE CONCRETE IS PLACED.
16. IMPERFECT JOINTING AND WALL SURFACES EXHIBITING DEFECTIVE BLOCKS WILL BE REJECTED AND MUST BE REPLACED AT NO
COST TO THE OWNER.
17. RETAINING WALLS ARE NOT DESIGNED FOR SURCHARGE OF PAVING EQUIPMENT. EQUIPMENT SHOULD BE KEPT BACK FROM TOP
OF WALL A MINIMUM DISTANCE EQUAL TO HEIGHT OF WALL ABOVE FOOTINGS.
18. BACKFILLING SHALL NOT BE STARTED FOR AT LEAST 14 DAYS AFTER THE FILLING OF THE CELLS WITH CONCRETE.
19. DIMENSIONS AND NOTATIONS SUPERCEDE SCALE OF DRAWINGS.
20. FOR WALLS WHERE CONCRETE SLAB IS USED TO SECURE TOP OF WALL, ADEQUATE TEMPORARY SHORING SHOULD BE PROVIDED
PRIOR TO BACK FILLINGS.
21. PROVIDE 4" x 4" MIN. KEY AT BOTTOM OF WALL INTO FOOTING. UNLESS SLAB PROVIDED AT LOW END OF WALL.
ESI/FME INC
STRUCTURAL ENGINEERS
Project Name: Retaining Wall
Page: 4
Date: 4/22/2020
Job No: L135
Client: Valley Masonry
Plan No:
MASONRY
1. ALL MASONRY WORK SHALL CONFORM TO THE LATEST EDITION THE CALIFORNIA BUILDING CODE.
2. CONCRETE BLOCK SHALL BE OF SIZES SHOWN ON ARCHITECTURAL DRAWINGS AND/OR CALLED FOR IN SPECS. AND CONFORM TO ASTM
C90-05, GRADE "A" NORMALWEIGHT UNITS WITH MAXIMUM LINEAR SHRINKAGE OF 0.06 %%% Pm = 1500 PSI GROUTED REINFORCED C
3. MORTAR MIX SHALL CONSIST OF ONE PART PORTLAND CEMENT, VOLUME OF SAND NOT LESS THAT 2-1/2 AND NOT MORE THAN 3 TIMES
OF THE VOLUMES OF CEMENT AND LIME USED, AND 1/4 TO 1/2 PART HYDRATED LIME OR LIME PUTTY. MINIMUM COMPRESSIVE STRENG
MORTAR TO BE Pm=1800 PSI.
4. GROUT SHALL CONSIST OF ONE PART PORMAND CEMENT, 3 PARTS SAND AND 2 PARTS PEA GRAVEL. COMPRESSIVE STRENGTH OF GROUT
NOT BE LESS THAN Pg = 2000 PSI.
5. PROVIDE CLEANOUT OPENINGS AT BOTTOM OF ALL VERTICALLY GROUTED CELLS IF GROUT LIFT EXCEEDS 4'-0'.
6. ALL REINFORCING SHALL HAVE A MINIMUM COVERAGE OF 1/2" GROUT.
7. BOLTS SHALL BE GROUTED WITH 1" OF GROUT BETWEEN BOLT AND MASONRY.
8. NO PIPES OR DUCTS SHALL BE PLACED IN MASONRY WALLS UNLESS SPECIFICALLY NOTED OR DETAILED.
9. DOWELS IN CONCRETE FOR MASONRY WALLS SHALL BE THE SAME SIZE AND SPACING AS MASONRY WALL REINFORCING.
10, ALL MASONRY, EXCEPT VENEER, SHALL BE REINFORCED GROUTED MASONRY, GROUT CELLS CONTAINING REINFORCING UNLESS NOTED
OTHERWISE. GROUT SOLID ALL MASONRY RETAINING EARTH UP TO 6 in. ABOVE RETAINING WALL.
11. ALL VERTICAL REINFORCING IN MASONRY WALLS NOT RETAINING EARTH SHALL BE LOCATED IN THE CENTER OF THE WALL, U.N.O.
12. REINFORCING SHALL BE SECURELY HELD AND BRACED IN PLACE TO PREVENT MOVEMENT WHILE PLACING MASONRY.
13. THE MINIMUM QUALTIY ASSURANCE PROGRAM FOR MASONRY IN NON-ESSENTIAL FACILATIES SHALL COMPLY WITH TABLE 1.18.2 OF TM
402-08/ACI 530-08/ASCE 5-08. THE MINIMUM QUALITY ASSURANCE PROGRAM FOR MASONRY IN ESSENTIAL FACILITIES SHALL COMPLY V
TABLE 1. 18.3 OF TMS 402-OB/ACI530-08/ASCE 5-08.
CONCRETE
1. ALL CONCRETE SHALL CONFORM TO THE LATEST EDITION OF THE CALIFORNIA BUILDING CODE.
2. CONCRETE SHALL BE DESIGNED AND TESTED AS OUTLINED IN THE SPECS.
3. ALL CEMENT SHALL CONFORM TO ASTM C-150. PLEASE CROSS-REFERENCE EXPOSURE CLASS SHOWN BELOW WITH CORROSION TABLE FC
CONCRETE REQUIREMENTS.
4. FINE AND COARSE AGGREGATE SHALL CONFORM TO ASTM C-33 FOR STANDARD WEIGHT CONCRETE AND ASTM C-330 FOR LIGHT WEIGHT
CONCRETE.
S. ALL AGGREGATE SHALL BE COMPARABLE TO "SAN GABRIEL VALLEY" AGGREGATE. THE SHRINKAGE SHALL BE AS PER ASTM C-157 WITH TF
AVERAGE DRYING SHRINKAGE AT 28 -DAYS NOT EXCEEDING 0.04%.
6. DRYPACK SHALL BE COMPOSED OF ONE PART PORTLAND CEMENT TO NOT MORE THAN THREE PARTS SAND.
7. ANCHOR BOLTS, HOLDOWN BOLTS, DOWELS, INSERTS, ETC. SHALL BE SECURELY TIED IN PLACE PRIOR TO POURING CONCRETE.
8. CONCRETE SHALL BE CURED BY KEEPING CONTINUOUSLY WET FOR 10 -DAYS OR BY AN APPROVED CURING COMPOUND.
9. REFER TO ARCHITECTURAL, MECHANICAL, ELECTRICAL AND PLUMBING DRAWINGS FOR MISCELLANEOUS ITEMS TO BE CAST INTO CONCf
FLOOR DEPRESSIONS, PITS, ETC.
10. SEE ARCHITECTURAL DRAWINGS FOR LOCATIONS OF EXPANSION JOINTS, SCORING, ETC. FOR CONCRETE WALKS AND SLABS.
11. ALL CONCRETE, TYPE V PC = 2,500 PSI ALL CONCRETE SHALL REACH MINIMUM COMPRESSIVE STRENGTH 28 - DAYS.
12. ALL CONCRETE WITH PC GREATER THAN 2,500 PSI SHALL HAVE SPECIAL INSPECTION PER SECTION 1704 OF THE 2016 CBC UNLESS NO"
OTHERWISE.
13. CONCRETE FOR SLAB ON GRADE SHALL HAVE A MAXIMUM OF 5 in. OF SLUMP PER ASTM C-143. 5 SACKS OF CEMENT PER CUBIC YARD OF
CONCRETE. CEMENT ASTM C-150 TYPE 1 OR 2 MIN.
ESI/FME INC
STRUCTURAL ENGINEERS
Project Name: Retaining Wall
Page: 5
Date: 4/22/2020
Job No: L135
Client: Valley Masonry
Plan No:
Reinforcing Steel
1. ALL REINFORCING SHALL BE ASTM A-615 GRADE 40 FOR #4 BARS AND SMALLER. ALL REINFORCING SHALL BE ASTM A-
615 GRADE 60 FOR #5 BARS AND LARGER. WELDED WIRE FABRIC TO BE ASTM A-185, LAP 1-1/2 SPACES, 9" MIN. FOR
STRUCTURAL SLABS ALL REINFORCING #5 AND LARGER TO BE ASTM A-615 GRADE 60.
2. ALL BARS SHALL BE DEFORMED AS PER ASTM A615 / A615M.
3. SPLICING OF #345 BARS SHALL HAVE A MIN. LAPPING OF 42 DIA. OR 32" MIN., WHICH EVER IS GREATER, IN ALL
CONTINUOUS REINFORCEMENT OF FOOTINGS AND CONCRETE WALLS, EXCEPT AS NOTED ON PLANS. MASONRY
REINFORCEMENT SHALL HAVE LAPPINGS OF 40 DIA. FOR GRADE 40 & 48 DIA. FOR GRADE 60 MIN. OR 2'-01, WHICH
EVER IS GREATER.
4. ALL BENDS SHALL BE MADE COLD.
S. SPLICING OF 14345 BARS SHALL HAVE A MIN. LAPPING OF 42 DIA. OR 32" MIN., WHICH EVER IS GREATER, IN ALL
CONTINUOUS REINFORCEMENT OF FOOTINGS AND CONCRETE WALLS, EXCEPT AS NOTED ON PLANS. MASONRY
REINFORCEMENT SHALL HAVE LAPPINGS OF 40 DIA. FOR GRADE 40 & 48 DIA. FOR GRADE 60 MIN. OR 2'-0", WHICH
EVER IS GREATER.
6. ALL REINFORCING BARS SHALL BE ACCURATELY AND SECURELY PLACED BEFORE POURING CONCRETE.
7. CONCRETE PROTECTION FOR REINFORCEMENT SHALL BE AT LEAST EQUAL TO THE DIAMETER OF THE BARS. COVER
SHALL BE AS FOLLOW:
CONCRETE
MASONRY
A. POURED AGAINST EARTH
'
B. POURED AGAINST FORM BELOW GRADE
#6 AND LARGER ...............
2"
2"
#5 AND SMALLER ..............
11/2"
11/2"
C. FORMED SLABS ....................
1"
1"
D. SLABS ON GRADE (FROM TOP OF SLAB) .....
1"
V.
E. COLUMNS AND BEAMS TO MAIN BARS .....
11/2"
2"
F. WALLS - EXPOSED TO WEATHER .........
11/2"
11/2"
NOT EXPOSED TO WEATHER
#11 AND SMALLER ..............
3/4"
3/4"
#14 AND #18 .................
11/2"
11/2"
# OSS PD
-.-„
-
4/2212020,11:20:34 AM
Dale
null -See Section 11.4.8
ASCE7-16
Design Code Reference Document
II
'I Risk Category
D - Default (See Section 11.4.3)
Site class
Fv
Type
Value
Description
MCER ground motion. (for 0.2 second period)
Ss
1.391
PGA
0.61
MCER ground motion. (for 1.Os period)
St
0.494.
FpOA
1.2
Site -modified spectral acceleration value
SMS
1.669
PGAM
0.731
Site -modified spectral acceleration value
SM1
null -See Section 11.4.8
Probabilistic risk -targeted ground motion. (0.2 second)
Numeric seismic design value at 0.2 second SA
SDs
1Al2
Ss UH
1.537
Numeric seismic design value at 1.0 second SA
SDI
null -See Section 11.4.8
SO
Type
Value
Description
SDC
null -See Section 11.4.8
Seismic design category
''.
Site amplification factor at 0.2 second
Fe
1.2
Fv
null -See Section 11.4.8
Site amplification factor at 1.0 second
MCEO peak ground acceleration
PGA
0.61
Site amplification factor at PGA
FpOA
1.2
Site modified peakgrcund acceleration
PGAM
0.731
TL
8
Long -period transition period in seconds
Probabilistic risk -targeted ground motion. (0.2 second)
SSRT
1.391
Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration
Ss UH
1.537
Factored deterministic acceleration value. (0.2 second)
SO
2.62
Probabilistic risk -targeted ground motion. (1.0 second)
SIFT
0.494
-hazard (2% probability of exceedance in 50 years) spectral acceleration.
S1UH
0.538
Factored uniform
Factored deterministic acceleration value. (1.0 second)
S1 D
0.822
Factored deterministic acceleration value. (Peak Ground Acceleration)
PGAd
1.056
� I = ESI/ -IM E INC
TRUCTURAL ENGINEER
Project Name:
F=23 PSF
Page:
Date: 4/22/2020
Job No: L135
Client: Valley Masonry
Plan No:
GOVERNINGLOA
WIND ANALYSIS
SEISMICANALYSIS
F = q:GCf
.4apSDe
F=� W
WIND
qi=.00256KiKnKoV
Rpflp
F = 23 PSF
K,=0.85 (TABLE 27.31)
ap = 1.0
* Refer to Retain Pro output
Rp=2.5
for wall &footing design
Kr=1.0 (zs.e)
KD=0.65 (TABLE28.1)
SD:=1.113
I =1.0
V =110 MPH
W =84 PSF
G =0.65 (28.9)
F=0.178 W
Cr=1.30 (FIG 29.61)
F=15 PSF
F=23 PSF
Page:
Date: 4/22/2020
Job No: L135
Client: Valley Masonry
Plan No:
ESI/FME Inc.
Structural Engineers
1800 E 16th Street, Unit B
Santa Ana, CA 92701
(714)835-2800
This Wall In File: N:\ENG\Files\L135\L135.RPX
Retained Height =
1.00 It
Wall height above soil =
6.00 it
Slope Behind Wall =
0.00
Height of Soil over Toe =
0.00 in
Water height over heel =
0.0 ft
Surcharge Loads
1
Allow Soil Bearing
Surcharge Over Heel =
0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe =
0.0 psi
Used for Sliding & Overturning
Soil Density, Heel
Axial Load Applied to Stem
Soil Density, Toe
Axial Dead Load =
0.0 Itis
Axial Live Load =
0.0 lbs
Axial Load Eccentricity =
0.0 in
Desi n Summa
Allowable =
75.0 psi
Wall Stability Ratios
6.00
Overturning =
1.82 OK
Sliding =
1.87 OK
Title Retaining Wall Page: 1
Job#: Dsgnr: EW Date: 27 JAN 2020
Description....
Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16
Soil Data
1
Allow Soil Bearing
= 1,995.0 psi
Equivalent Fluid Pressure Method
Active Heel Pressure
= 32.0 psf/ft
Passive Pressure
= 250.0 psf/ft
Soil Density, Heel
= 110.00 pcf
Soil Density, Toe
= 110.00 pcf
FootingliSoil Friction
= 0.300
Soil height to Ignore
= 12.00 In
for passive pressure
1.2 psi OK
Lateral Load Applied to Stem
Lateral Load=
23.0 #/it
...Height to Top
= 7.33 ft
...Height to Bottom
= 1.33 it
Load Type
= Wind (W)
1,995 psf
(Strength Level)
Total Bearing Load =
916 lbs
...resultant ecc. =
9.83 in
Soil Pressure @ Toe =
1,416 psf OK
Soil Pressure @ Heel =
0 psf OK
Allowable =
1,995 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe =
1,982 psi
ACI Factored @ Heel =
0 psi
Footing Shear @ Toe =
7.5 psi OK
Footing Shear @ Heel =
1.2 psi OK
Allowable =
75.0 psi
Sliding Calcs
6.00
Lateral Sliding Force =
146.8 lbs
less 100% Passive Force = -
0.0 lbs
less 100% Friction Force = -
274.8 lbs
Added Force Req'd =
0.0 lbs OK
....for 1.5 Stability =
0.0 lbs OK
Wind on Exposed Stem = 0.0 psf
(Strength Level)
Adjacent Footing Load
Adjacent Footing Load = 0.0 lbs
Footing vviom -
Eccentricity =
'. 11
0.00 in
Wall to Fig CL Dist =
0.00 ft
Footing Type
Line Load
Base Above/Below Soil =
0.0 ft
at Back of Wall
ft=
Poisson's Ratio =
0.300
Stem Construction
CBC 2019,ACI
2nd
Bottom
Live Load
1.600
Stem OK
Stem OK
Design Height Above Ftc
ft=
1.33
0.00
Wall Material Above W'
=
Maonry
Masonry
Design Method
=
ASD
ASD LRFD
Thickness
=
6.00
6.00
Rebar Size
=
# 4
# 4
Rebar Spacing
=
24.00
24.00
Rebar Placed at
=
Center
Center
Design Data
0.502
0.735
fb/FB+fa/Fa
=
Total Force @ Section
Service Level
lbs=
82.8
98.8
Strength Level
lbs=
Moment.... Actual
Service Level
ft-#=
248.4
363.9
Strength Level
ft-#=
Vertical component of active lateral soil pressure IS
considered in the calculation of soil bearing pressures.
Load Factors
Building Code
CBC 2019,ACI
Dead Load
1.200
Live Load
1.600
Earth, H
1.600
Wind, W
1.000
Seismic, E
1.000
Moment..... Allowable
Shear..... Actual
Service Level
Strength Level
Shear..... Allowable
Anet (Masonry)
Rebar Depth 'd'
Masonry Data
I'm
Fs
Solid Grouting
Modular Ratio'n'
Wall Weight
Short Term Factor
Equiv. Solid Thick.
Masonry Block Type
Masonry Design Method
Concrete Data
rc
Fy
ft-# = 494.7
psi= 3.5
psi=
psi = 45.1
in2= 23.38
in = 2.75
494.7
1.5
45.0
67.50
2.75
psi=
1,500
1,500
psi=
24,000
24,000
=
No
Yes
=
21.48
21.48
psf=
43.0
58.0
=
1.000
1.000
in=
4.10
5.60
=
Medium Weight
=
ASD
psi =
psi =
ESIIFME Inc. Title Retairfing Wall Page: 2
Structural Engineers Job #: Dsgnr: EW Date: 27 JAN 2020
1800 E 16th Street, Unit B Description....
Santa Ana, CA 92701
(714)835-2800
This Wall in File: N:\ENG\Files\L135\L135.RPX
RetainPro (c)1987.2018, Build 11.18.06.15 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16
. kwrRns,n,4 g
Footing Dimensions & Strengths `
Footing Design Results
Toe Width = 0.00 ft
Toe Heel
Heel Width = 2.50
Factored Pressure = 1,982 0 psi
Total Footing Width = 2.50
Mu': Upward = 0 128 it-#
Fooling Thickness = 12.00 in
Mu': Downward = 0 702 ft-#
Mu: Design = 0 574 ft-#
Key Width = 12.00 in
Actual 1 -Way Shear = 7.51 1.18 psi
Key Depth = 0.00 in
Allow 1 -Way Shear = 40.00 40.00 psi
Key Distance from Toe = 2.00 it
Toe Reinforcing = None Spedd
fc = 2,500 psi Fy = 60,000 psi
Heel Reinforcing = None Spedd
Footing Concrete Density = 150.00 pcf
Key Reinforcing = None Spedd
Min. As % = 0.0018
Other Acceptable Sizes & Spacings
Cover @ Top 2.00 @ Btm. 3.00 in
Toe: Not rsq'd: Mu < phi*5*lambda*sgrt(fc)*Sm
Heel: Not req'd: Mu < phi*5*lambda*sgrt(fc)*Sm
Key: Not req'd: Mu < phi*5*lambda*sgrt(fc)*Sm
Min footing T&S reinf Area 0.65 in2
Min footing T&S reinf Area per foot 0.26 in2 /ft
If one layer of horizontal bars: If two layers of horizontal bars:
#4@ 9.26 in #4@ 18.52 in
#5@ 14.35 In #5@ 28.70 in
#6@ 20.37 in #6@ 40.74 in
Summary of Overturning & Resisting Forces & Moments
.....OVERTURNING.....
Force Distance
.....RESISTING.....
Moment Force Distance
Moment
Item be It
ft-# lbs it
ft#
Heel Active Pressure = 64.0 0.67
42.7 Soil Over Heel = 220.0 1.50
330.0
Surcharge over Heel =
Sloped Soil Over Heel =
Surcharge Over Toe =
Surcharge Over Heel =
Adjacent Footing Load =
Adjacent Footing Load =
Added Lateral Load = 82.8 5.33
441.3 Axial Dead Load on Stem =
Load @ Stem Above Soil =
* Axial Live Load on Stem =
=
Soil Over Toe =
Surcharge Over Toe =
Stem Welght(s) = 321.0 0.25
80.2
Total 146.8 O.T.M.
484.0 Earth @ Stem Transitions=
_ =
Footing Weight = 375.0 1.25
468.8
Resisting/Overturning Ratio =
1.82 Key Weight = 2.50
Vertical Loads used for Soil Pressure = 916.0 lbs Vert. Component = 2.50
Total = 916.0 lbs R.M =
879.0
* Axial live load NOT Included in total displayed or used for overturning
resistance, but is included for soil pressure calculation.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS considered in the
calculation of Overturning Resistance.
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 Dell @ Top of Wall (approximate only)
0.110 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.
0775 - ZoZc)
E S I / F M E
INC.
STRUCTURAL ENGINEERS
Retaining Wall
to be built at
1100 West Balboa Blvd, Newport Beach, CA
April 22, 2020
lRevision
IBC 2018, CBC 2019
Valley Masonif UILDING DIVISION
Job No.
No. L135
A P A 2 9 2020
1800 E. 16th Street, Unit B, Santa Ana, CA 92701 Tel: (714) 835-2800 Fax: (714) 835-2819
Page: 2
ESI/FME INC Date: 4/22/2020
STRUCTURAL ENGINEERS Job No: L135
Client: Valley Masonry
Project Name: Retaining Wall Plan No:
Load Conditions
Seismic Design Summary
Analysis Used: Equivalent lateral Force Procedure (12.8)
Floor (psf)
ffRoOl'Psf)
Deck
w/o LW
Conc.
1.5 Lvv
Conc. Or
Gyperete
Ss = 1.391 St = 0.494 Soil Site Class = D I = 1.0 R = 6.5
F, = 1.2 F„ = 1.5 Seismic Design Catergory = D p = 1.0 R = 2.5
Live Load
SMs= 1.669 SM,= 0.741
Dead Load
So, = 1.113 So, = 0.494 Base Shear = -
Sheathing
Wind Design Summary
Raker/Joists
Wind Velocity = 100 M.P.H. Wind Exposure = C
Sprinklers
Ceiling Joists
Governing Codes
Drywan
IBC 2018 ASCE72016 NDS 2018 TMS 4022016
Is./Solar PV
Total (DL)
CBC 2019 AC13182014 SDPWS 2015 AISC360-10
Total (DL+LL)
Project Info
Soils Report
Initials Date Address
Engineer of Record: OF 4/22/2020 Street 1100 West Balboa Blvd
By: CBC
Job No:
Project Engineer: EW 4/22/2020 City Newport Beach
Date:
Back Check: State, Zip
Allowable Soil Bearing Pressure 1500 psf
Roof Truss Review:
For Additioni Information Refer to CBC
Floor Truss Review:
PT Foundation Review:
Plan Check 1:
Structural Observation/Special Inspection
Structural Observation Required: Yes
Special Inspection Required: Yes
Plan Check 2:
Revisions
Table of Contents
Revision Revised Sheets Initials Date
Description Pg. No.
Notes 2-5
Retaining Wall 6-9
ESI/FME, Inc. - Structural Engineers
(This Signature is to be a wet signature, not a copy.)
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ESI/FME INC
STRUCTURAL ENGINEERS
Project Name: Retaining Wall
Page: 4
Date:4/22/2020
Job No: L135
Client: Valley Masonry
Plan No:
MASONRY
1. ALL MASONRY WORK SHALL CONFORM TO THE LATEST EDITION THE CALIFORNIA BUILDING CODE.
2. CONCRETE BLOCK SHALL BE OF SIZES SHOWN ON ARCHITECTURAL DRAWINGS AND/OR CALLED FOR IN SPECS. AND CONFORM TO ASTM
C90-05, GRADE "A" NORMALWEIGHT UNITS WITH MAXIMUM LINEAR SHRINKAGE OF 0.06 %%% Pm = 1500 PSI GROUTED REINFORCED C
3. MORTAR MIX SHALL CONSIST OF ONE PART PORTLAND CEMENT, VOLUME OF SAND NOT LESS THAT 2-1/2 AND NOT MORE THAN 3 TIMES
OF THE VOLUMES OF CEMENT AND LIME USED, AND 1/4 TO 1/2 PART HYDRATED LIME OR LIME PUTTY. MINIMUM COMPRESSIVE STRENG
MORTAR TO BE Pm=1800 PSI.
4. GROUT SHALL CONSIST OF ONE PART PORTLAND CEMENT, 3 PARTS SAND AND 2 PARTS PEA GRAVEL. COMPRESSIVE STRENGTH OF GROUI
NOT BE LESS THAN Pg = 2000 PSI.
S. PROVIDE CLEANOUT OPENINGS AT BOTTOM OF ALL VERTICALLY GROUTED CELLS IF GROUT LIFT EXCEEDS 4'-0'.
6. ALL REINFORCING SHALL HAVE A MINIMUM COVERAGE OF 1/2" GROUT.
7. BOLTS SHALL BE GROUTED WITH 1" OF GROUT BETWEEN BOLT AND MASONRY.
B. NO PIPES OR DUCTS SHALL BE PLACED IN MASONRY WALLS UNLESS SPECIFICALLY NOTED OR DETAILED.
9. DOWELS IN CONCRETE FOR MASONRY WALLS SHALL BE THE SAME SIZE AND SPACING AS MASONRY WALL REINFORCING.
10. ALL MASONRY, EXCEPT VENEER, SHALL BE REINFORCED GROUTED MASONRY, GROUT CELLS CONTAINING REINFORCING UNLESS NOTED
OTHERWISE. GROUT SOLID ALL MASONRY RETAINING EARTH UP TO 6 In. ABOVE RETAINING WALL.
11. ALL VERTICAL REINFORCING IN MASONRY WALLS NOT RETAINING EARTH SHALL BE LOCATED IN THE CENTER OF THE WALL, U.N.O.
12. REINFORCING SHALL BE SECURELY HELD AND BRACED IN PLACE TO PREVENT MOVEMENT WHILE PLACING MASONRY.
13. THE MINIMUM QUALTIY ASSURANCE PROGRAM FOR MASONRY IN NON-ESSENTIAL FACILATIES SHALL COMPLY WITH TABLE 1.18.2 OF TM
402-08/ACI 530-08/ASCE 5-08. THE MINIMUM QUALTIY ASSURANCE PROGRAM FOR MASONRY IN ESSENTIAL FACILITIES SHALL COMPLY V
TABLE 1. 183 OF TMS 402-08/ACI530-08/ASCE 5-08.
CONCRETE
1. ALL CONCRETE SHALL CONFORM TO THE LATEST EDITION OF THE CALIFORNIA BUILDING CODE,
2. CONCRETE SHALL BE DESIGNED AND TESTED AS OUTLINED IN THE SPECS,
3. ALL CEMENT SHALL CONFORM TO ASTM C-150. PLEASE CROSS-REFERENCE EXPOSURE CLASS SHOWN BELOW WITH CORROSION TABLE FC
CONCRETE REQUIREMENTS.
4. FINE AND COARSE AGGREGATE SHALL CONFORM TO ASTM C-33 FOR STANDARD WEIGHT CONCRETE AND ASTM C-330 FOR LIGHT WEIGHT
CONCRETE.
5. ALL AGGREGATE SHALL BE COMPARABLE TO "SAN GABRIEL VALLEY" AGGREGATE. THE SHRINKAGE SHALL BE AS PER ASTM C-157 WITH TF
AVERAGE DRYING SHRINKAGE AT 28 -DAYS NOT EXCEEDING 0.04%.
6. DRYPACK SHALL BE COMPOSED OF ONE PART PORTLAND CEMENT TO NOT MORE THAN THREE PARTS SAND.
7. ANCHOR BOLTS, HOLDOWN BOLTS, DOWELS, INSERTS, ETC. SHALL BE SECURELY TIED IN PLACE PRIOR TO POURING CONCRETE.
8. CONCRETE SHALL BE CURED BY KEEPING CONTINUOUSLY WET FOR 10 -DAYS OR BY AN APPROVED CURING COMPOUND.
9. REFER TO ARCHITECTURAL, MECHANICAL, ELECTRICAL AND PLUMBING DRAWINGS FOR MISCELLANEOUS ITEMS TO BE CAST INTO CONCF
FLOOR DEPRESSIONS, PITS, ETC.
10. SEE ARCHITECTURAL DRAWINGS FOR LOCATIONS OF EXPANSION JOINTS, SCORING, ETC. FOR CONCRETE WALKS AND SLABS.
11. ALL CONCRETE, TYPE V PC = 2,500 PSI ALL CONCRETE SHALL REACH MINIMUM COMPRESSIVE STRENGTH 28 - DAYS.
12. ALL CONCRETE WITH PC GREATER THAN 2,500 PSI SHALL HAVE SPECIAL INSPECTION PER SECTION 1704 OF THE 2016 CBC UNLESS NO'
OTHERWISE.
13. CONCRETE FOR SLAB ON GRADE SHALL HAVE A MAXIMUM OF 5 In. OF SLUMP PER ASTM C-143. 5 SACKS OF CEMENT PER CUBIC YARD OF
CONCRETE. CEMENT ASTM C-150 TYPE 1 OR 2 MIN.
ESI/FME INC
STRUCTURAL ENGINEERS
Project Name: Retaining Wall
Page: 5
Date: 4/22/2020
Job No: L135
Client: Valley Masonry
Plan No:
Reinforcing Steel
1. ALL REINFORCING SHALL BE ASTM A-615 GRADE 40 FOR #4 BARS AND SMALLER. ALL REINFORCING SHALL BE ASTM A-
615 GRADE 60 FOR #5 BARS AND LARGER. WELDED WIRE FABRIC TO BE ASTM A-185, LAP 1-1/2 SPACES, 9" MIN. FOR
STRUCTURAL SLABS ALL REINFORCING #5 AND LARGER TO BE ASTM A-615 GRADE 60.
2. ALL BARS SHALL BE DEFORMED AS PER ASTM A615 / A615M.
3. SPLICING OF #345 BARS SHALL HAVE A MIN. LAPPING OF 42 DIA. OR 32" MIN., WHICH EVER IS GREATER, IN ALL
CONTINUOUS REINFORCEMENT OF FOOTINGS AND CONCRETE WALLS, EXCEPT AS NOTED ON PLANS. MASONRY
REINFORCEMENT SHALL HAVE LAPPINGS OF 40 DIA. FOR GRADE 40 & 48 DIA. FOR GRADE 60 MIN. OR 2'-0", WHICH
EVER IS GREATER.
4. ALL BENDS SHALL BE MADE COLD.
5. SPLICING OF #345 BARS SHALL HAVE A MIN. LAPPING OF 42 DIA. OR 32" MIN., WHICH EVER IS GREATER, IN ALL
CONTINUOUS REINFORCEMENT OF FOOTINGS AND CONCRETE WALLS, EXCEPT AS NOTED ON PLANS. MASONRY
REINFORCEMENT SHALL HAVE LAPPINGS OF 40 DIA. FOR GRADE 40 & 48 DIA. FOR GRADE 60 MIN. OR 2'-0", WHICH
EVER IS GREATER.
6. ALL REINFORCING BARS SHALL BE ACCURATELY AND SECURELY PLACED BEFORE POURING CONCRETE,
7, CONCRETE PROTECTION FOR REINFORCEMENT SHALL BE AT LEAST EQUAL TO THE DIAMETER OF THE BARS. COVER
SHALL BE AS FOLLOW:
CONCRETE
MASONRY
A. POURED AGAINST EARTH .............
3"
2"
B. POURED AGAINST FORM BELOW GRADE
#6 AND LARGER ...............
2"
2"
#5 AND SMALLER ..............
11/2"
11/2"
C. FORMED SLABS ....................
1"
1"
D. SLABS ON GRADE (FROM TOP OF SLAB) .....
1"
1"
E. COLUMNS AND BEAMS TO MAIN BARS .....
11/2"
2"
F. WALLS - EXPOSED TO WEATHER .........
11/2"
11/2"
NOT EXPOSED TO WEATHER
#11 AND SMALLER ..............
3/4"
3/4"
#14 AND #18 .................
11/2"
11/2"
ESI/FME INC
5 TRUCTURAL ENGINEER
Client:
Project Name: Retaining Wall Plan No:
Page:
Date: 4/22/2020
Job No: L135
Valley Masonry
FREE STANDING WALL LATERAL ANALYSIS (ASC 40J
WINDANALYSISSSEISMIC
_
ANALYSIS GOVERNING LOA
F=q:GCr
WIND
q,=.00256K�KnKDV
F_.4apSDsW
Rp/lp F = 23 PSF
K,=0.86 (TABLE 27.61)
ap = 1.0 • Refer to Retain Pro output
Kr=1.0 (26.8)
Rp=2.6 for wall&fooWg design
KD=0.85 (TABLE26.1)
SDs=1.113
1 =1.0
Ip=1.0
V =110 MPH
W =84 PSF
G=0.85 (28.9)
F=0.178W
Cr=1.30 (FIG 29.61)
F=15 PSF
F=23 PSF
F= 23 PSF
ESI/FME Inc.
Structural Engineers
1800 E 16th Street, Unit B
Santa Ana, CA 92701
(714)835-2800
This Wall in File: N:1ENG%Files1L1351L135.RPX
Criteria
1,416 psf OK
Retained Height =
1.00 ft
Wall height above soil =
6.00 ft
Slope Behind Wall =
0.00
Height of Soil over Toe =
0.00 in
Water height over heel =
0.0 ft
Surcharge Loads
1,416 psf OK
Surcharge Over Heel -
0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe =
0.0 psf
Used for Sliding & Overturning
1,982 psf
Axial Load Applied to Stem
Axial Dead Load =
0.0 lbs
Axial Live Load =
0.0 lbs
Axial Load Eccentricity =
0.0 in
Desi n Summary
Sliding Calcs
Wall Stability Ratios
Lateral Sliding Force =
Overturning =
1.82 OK
Sliding =
1.87 OK
Total Bearing Load = 916 lbs
...resultant see. = 9.83 in
Soil Pressure @ Toe =
1,416 psf OK
Soil Pressure @ Heel =
0 psf OK
Allowable =
1.995 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe =
1,982 psf
ACI Factored @ Heel =
0 psf
Footing Shear @ Toe =
7.5 psi OK
Footing Shear @ Heel =
1.2 psi OK
Allowable =
75.0 psi
Sliding Calcs
# 4
Lateral Sliding Force =
146.8 lbs
less 100% Passive Force = -
0.0 lbs
less 100% Friction Force = -
274.8 lbs
Added Force Req'd =
0.0 lbs OK
....for 1.5 Stability =
0.0 be OK
Title Retai@Ing Wall Page: 1
Job # : Dsgnr: EW Date: 27 JAN 2020
Description....
Cantilevered Retaining Wall
Soil Data
Allow Soil Bearing = 1,995.0 psi
Equivalent Fluid Pressure Method
Active Heel Pressure = 32.0 psf/ft
Passive Pressure
250.0 psf/ft
Soil Density, Heel
= 110.00 pcf
Soil Density, Toe
= 110.00 pcf
FootingIlSoil Friction
= 0.300 .,
Soil height to ignore
0.00 it
for passive pressure
= 12.00 in
Lateral Load Applied to Stem
Lateral Load =
23.0 #/ft
...Height to Top =
7.33 it
...Height to Bottom =
1.33 ft
Load Type =
Wind (W)
0.00 it
(Strength Level)
Wind on Exposed Stem =
0.0 psf
(Strength Level)
=
at Back of Wall
Code: CBC 2019,ACi 318-14,TMS 402-16
Adjacent Footing Load
it=
Adjacent Footing Load =
0.01b
Footing Width =
0.00 It
Eccentricity =
0.00 In
Wall to Fig CL Dist =
0.00 it
Footing Type
Line Load
Base Above/Below Soil
=
=
at Back of Wall
0.0 ft
Poisson's Ratio =
0.30D
Stem Construction 2nd Bottom
Stem OK Stem OK
Design Height Above Fig
it=
1.33
0.00
Wall Material Above "Hf'
=
Masonry
Masonry
Design Method
=
ASD
ASD LRFD
Thickness
=
6.00
6.00
Rebar Size
=
# 4
# 4
Rebar Spacing
=
24.00
24.00
Rebar Placed at
=
Center
Center
Design Data
fc
psi=
fb/FB + fa/Fa
=
0.502
0.735
Total Force @ Section
Service Level
lbs=
82.8
98.8
Strength Level
lbs=
Moment.... Actual
Service Level
ft-#=
248.4
363.9
Strength Level
ft-#=
Moment..... Allowable
ft-#=
494.7
494.7
Shear..... Actual
Service Level
psi=
3.5
1.5
Strength Level
psi=
Shear..... Allowable
psi=
45.1
45.0
Anet (Masonry)
int =
23.38
67.50
Rebar Depth 'd'
In=
2.75
2.75
Masonry Data
Pm
psi=
1,500
1,500
Fs
psi =
24,000
24,000
Solid Grouting
=
No
Yes
Vertical component of active lateral soil pressure IS
Modular Ratio'n'
= 21.48
21.48
considered in the calculation of soil bearing pressures.
Wall Weight
psi= 43.0
58.0
Load Factors
Short Term Factor
= 1.000
1.000
Building Code CBC 2019,ACI
Equiv, Solid Thick.
in= 4.10
5.60
Dead Load 1.200
Masonry Block Type
= Medium Weight
Live Load 1.600
Masonry Design Method
= ASD.
Earth, H 1.600
Concrete Data
Wind, W 1.000
fc
psi=
Seismic, E 1.000
Fy
psi=
ESI/FME Inc.
Structural Engineers
1800 E 16th Street, Unit B
Santa Ana, CA 92701
(714) 835-2800
This Wall in File: N:\ENG\Files\L1351L135.RPX
Footing Dimensions &Strengths
Toe Width =
0.00 ft
Heel Width =
2.50
Total Footing Width =
2.50
Footing Thickness =
12.00 in
Key Width =
12.00 in
Key Depth =
0.00 In
Key Distance from Toe =
2.00 ft
fc = 2,500 psi Fy =
60,000 psi
Footing Concrete Density =
150.00 pcf
Min. As % =
0.0018
Cover @ Top 2.00 @ Btm. 3.00 in
Item
Heel Active Pressure =
Surcharge over Heel =
Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load =
Load @ Stem Above Soil =
Title Retaining Wall Page : 2
Job #: Dsgnr: EW Date: 27 JAN 2020
Description....
Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16
Footing Design Results III
NNEENUMEMEMMOMM
Toe Heel
Factored Pressure = 1,982 0 psi
Mu': Upward = 0 128 ft -A
Mu': Downward = 0 702 ft4
Mu: Design = 0 574 ft-#
Actual 1 -Way Shear = 7.51 1.18 psi
Allow 1 -Way Shear = 40.00 40.00 psi
Toe Reinforcing = None Spec'd
Heel Reinforcing = None Spec'd
Key Reinforcing = None Spec'd
Other Acceptable Sizes & Spacings
Toe: Not req'd: Mu <phi*5*lambda*sgrt(fc)*Sm
Heel: Not req'd: Mu < phi*5*lambda*sgrt(fc)*Sm
Key: Not req'd: Mu <phl*5*lambda*sgrt(fc)*Sm
Min footing T&S reinf Area
0.65 in2
Min footing T&S reinf Area per foot
0.26 in2 ift
If one layer of horizontal bars:
If two layers of horizontal bars:
#4@ 9.26 in
#4@ 18,52 in
#5@ 14.35 In
#5@ 28.70 in
#6@ 20.371n
#6@ 40.74 in
Force
Distance
Moment
lbs
ft
ft-#
64.0
0.67
42.7
82.6
5.33
441.3
Total 146.8 O.T.M. 484.0
Resisting/Overturning Ratio = 1.82
Vertical Loads used for Soil Pressure = 916.0 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 considered in the
calculation of Overturning Resistance.
Tilt
Horizontal Deflection at Ton of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 250.0 pci
Horizontal Dell! @ Top of Wall (approximate only) 0.110 in
The above calculation is not valid if the heel soil bearing Pressure exceeds that of the toe
because the well would then tend to rotate into the retained soil
.....RESISTING.....
Force Distance
Moment
lbs It
ft#
Soil Over Heel =
220.0 1.50
330.0
Sloped Soil Over Heel =
Surcharge Over Heel =
Adjacent Footing Load =
Axial Dead Load on Stem =
* Axial Live Load on Stem =
Soil Over Toe =
Surcharge Over Toe =
Stem Weight(s) =
321.0 0.25
80.2
Earth @ Stem Transitions=
Footing Weight =
375.0 1.25
468.8
Key Weight =
2.50
Vert. Component =
2.50
Total =
916.0 lbs R.M.=
879.0
* Axial live load NOT included in
total displayed or used for
overturning
resistance, but is included for soil pressure calculation.
Tilt
Horizontal Deflection at Ton of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 250.0 pci
Horizontal Dell! @ Top of Wall (approximate only) 0.110 in
The above calculation is not valid if the heel soil bearing Pressure exceeds that of the toe
because the well would then tend to rotate into the retained soil