REVIEWED_REV1_BLD2022-0946+Structural_Calculations+3.17.2023_9.31.07_AM+3427382BLD2022-094E
REVISION
Mar 17 2023
Structural Calculations
Project: Krasner addition; retaining walls
Address: 7404 Breamar Dr. Edmonds, WA
DATE: March 2023
ALL WORK SUBJECT APPROVED
TO FIELD PLANS MUST BE
INSPECTION FOR ON JOB SITE
CODE COMPLIANCE
Please have on site at time of inspection: i
i
Full city approved plan set with revised plan
i sheets that replace sheets AO and A.5 of the
i existing set of plans to which has a revised i
approval date of 3/24/2023 by Donovan Akau i
'---------------------------
.,.,.,.,.,.,.,................................
REVIEWED
BY
CITY OF EDMONDS
BUILDING DEPARTMENT
VJAStrr, C
r
20612'
AMINIAN & ASSOCIATES
PLLC
TEL: 206.310.2020
DEVELOPMENT
DEPARTM
REVISION
Mar 17 2023
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
General Structural Notes
CODE: IRC 2018 / IBC 2018 for structural design
DESIGN LOADS: PER IBC 1610
SOIL
2000 PSF
Active
45 pcf
Passive
200
FRICTION COEF
0.35
SEISMIC
7H
ALLOWABLE ASSUMED
ASSUME 3H:1V BACKSLOPE
FOUNDATIONS: EXTEND FOOTINGS TO UNDISTURBED SOIL. CONTACT SOIL ENGINEER IF SOIL IS
EXPANSIVE OR QUESTIONABLE. BOTTOM OF EXTERIOR FOOTINGS SHALL BE 1'6" MIN. BELOW
OUTSIDE FINISHED GRADE. EXISTING FOUNDATIONS SHALL BE WITHOUT ANY LARGE CRACKS AND
SETTLEMENTS. CONTACT THE ENGINEER WHERE QUETIONABLE.
COMPACTED FILL: SEE SOIL REPORT. OTHERWISE SHOULD CONSIST OF PREDOMINANTLY WELL -
GRADED, GRANULAR SOIL, FREE OF ORGANIC MATERIAL AND DEBRIS. FILL SHOULD BE PLACED IN
MAXIMUM 8" LOOSE LIFTS AND COMPACTED TO A MINIMUM OF 95 PERCENT OF THE MAXIMUM
DENSITY AT OPTIMUM MOISTURE CONTEND DETERMINDED BY ASTM D-1557 TEST PROCEDURES.
CONCRETE: fc=2500 PSI* MINIMUM 5-1/2 SACKS OF CEMENT PER CUBIC YARD OF CONCRETE.
MAXIMUM SLUMP IS 4". SEGREGATION OF MATERIALS TO BE PREVENTED. SAW CUT CONTROL
JOINTS FOR SLAB ON GRADE ASAP AT A MAXIMUM 15' SPACING.
*ASSUMING 3000 PSI WILL BE ACHIEVED WITH 51/2 SACKS FOR EXPOSURE. NO SPECIAL INSPECTION
IS REQUIRED.
REINFORCING STEEL: #5 BARS AND LARGER SHALL BE GRADE 60 DEFORMED BARS, AND #3 AND #4
BARS MAY BE GRADE 40, IN ACCORDANCE WITH ASTM A-615. LAP CONTINIOUS BARS 50 DIA.
MINIMUM, UON. PROVIDE CORNER BARS FOR ALL WALLS (2' BEND). WELDED WIRE FABRIC SHALL
CONFORM TO ASTM A-185 AND SHALL BE 6X6 — W1.4 X W1.4 LAB ONE FULL MESH AT SPLICES.
CONCRETE COVER TO REBAR TO BE:
FOOTING: 3" FROM SOIL
FORMED SURFACES: 1 '/2" WEATHER FACE
3/4" INTERIOR FACE
EPDXY ANCHOR: ALL EPDXY SHALL BE DISPENSED BY THE DUAL CARTRIDGE OR GLASS CAPSULE
METHOD TO INSURE PROPER MIXING. CLEAN OUT ALL HOLES WITH COMPRESSED AIR BEFORE
FILLING. SPECIAL INSPECTION REQUIRED PER DRAWINGS.
INSPECTIONS: Special inspection and/or structural observation may be required by the local jurisdiction.
NOTIFY BUILDING DEPARTMENT FOR STANDARD BUILDING DEPARTMENT INSPECTIONS AS
REQUIRED BY LOCAL ORDINANCE.
CONTRACTOR: CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND
METHODS, TECJNIQUES, SEQUENCES AND TEMPORARY BARCING FOR THE STRUCTURAL SYSTEM
AND COMPONENTS TO PERFORM THE WORK.
CONTRACTOR SHALL REPORT ANY DESCREPANCIE TO THE ENGINEER IN WRITING DURING BIDDING
PROCESS.
DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION; SIMILAR DETAILS SHALL
BE USED WHERE CONDITIONS ARE SIMILAR IN CHARACTER, SUBJECT TO APPROVAL BY THE
ARCHITECT OR THE ENGINEER.
ALL STRUCTURAL SYSTEMS AND COMPENENTS SHALL FOLLOW THE SUPPLIERS GUIDLINE DURING
DELIVERY, STORAGE AND ERECTION.
THE CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS AT JOB SITE. PRE -FABRICATED
ITEMS TO BE HANDLED AND INSTALLED PER MANUFACTURER'S RECOMMENDATIONS.
AMINIAN & ASSOC IA
SEATTLE WASHINGTON
TEL +1206310 2020
JOB:
REVISION
Mar 17 2023
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
PAGE:
7
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EXIST. POOL DECK CONCRETE PAVI
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BOW: BACK OF a BOW: 263.5 ~
WALL AT FIN
I R_ I i f GRADE
OW: 266
BOTOW BOTTOM �r \ ' \ .. �►
2 ' O- i OF WALL 286 SOFDITION. '
f TOW: 26
rrr
EXIST. CONTOUR BOTTOM STEP FFLR: 2641k-
i �} `�/i�y STEPPED1k+
-------MODIF. CONTOUPoZ <- - .FOUNDATION -
i BOW: 265. WALL �'"
II NEW CONTOUR (n
n i I i �tOW:269.8 � _ ..
TOP STEP \ BOTOW: 262.0
\ TOW:269.8. ~� + �+F D:
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EXISTING
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x x I
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HOU2 ---------�----
I I
STEP FOUNDATION, V.I.F. �I I CUT STEM WALL TO
/ I I FOR NEW DOOR OPENING, V.I.F.
2
I I
I 4" CONC. SLAB OVER MIN. 4" I
COMPACTED GRAVEL
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i I r I
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A1.3 = _ /jam
ADO" fl L__ 1:� N
1
CONTINOUS 2" SCREENED 41
A3
SOFFIT VENT (EXHAUST) ----\
AMINIAN & ASSOCIATES
SEATTLE WASHINGTON
TEL: +-1 206.3 10 2020
.JOB:
-7
r
It mil
REVISION
Mar 17 2023
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
PAGE: I.
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AS REO
CORNER BARS TO
MATCH EXTERIOR
HOW WINE.
ALLOWED 3FlOW
tHM LINE
PIPE AND TRENCH LOCATIONS
D"s lha &
,H1CROSS WALI
1 REINF.
CORNER
S: ?�
z(
SS WALL
----. 7, CONCRETE WALL
ADD 12)NA DIAGONAL
yF
', IN WALL
NORMAL FOOTING-
RFINFORCING
ADD BARS 10 -- ----
MATC.H NORMAL
REINFORCING
LINE Of EXCAVATION
+1—#
_ G
CONKER BARS TD—
MAXII HORIZ REINF
NORMAL POO•ING
RFINcORCINO
TYPICAL STEPPED FOOTING
CORNER BARS 'O
MAIN CROSS WALL
HORLI REINS.
(olt eons)
ADDITIONAL ±P CORNER
1ARt, BARB I BARS: rye_
_.__..__......._ CROSS WAIL
Single C 0*
Typical Corner Bars at Concrete Walls and Footings
REVISION
Job Name: Krasser
Retaining Wall Check H=4ft Steel Depth "d" _
Active EFP = 40 F'c =
coeff of friction = 0.35 (0.35 with 1.5 S.F.) Fy =
Passive Pressure = 200 pcf
Allow Soil Brg= 2000 psf
Use Toe Active (Y/N)= N
H (FT) TOE (FT) STEM (FT) HEEL (FT) FTG_THK
4 1.00 0.67 1.00 1.00 FT
0
KEY depth KEY width KEY Location
0 1 1 (FT)
Stability Analysis:
height = 4 ft + FTG THK
Item: W (Ibs) Arm (ft)
ADDL DL
0
ADDL DL
_
0
Stem
402.00
FTG
400.50
SOIL/TOE
125.00
SOIL/HEEL
500.00
Key
0.00
SUM =
1427.50
Eccentricity:
a =
0.73 FT
FTG Soil Pressure
Soil Bearing: if 3a < L
q =
1311.93
psf
FACTOR OF SAFETY:
Fsmom = 1.88
Fsslid = 1.41
Sliding OK with Seismic
K 12
1 111
1.34
1.34
0.50
2.17
1.00
OTM: M = 1183.33 lb-ft
RESIST'G M (Ib
Mar 17 2023
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
JOB NUMBER
5.25 inch Enter soil depth above top of ftg:
2500 PSI Ht of soil above toe = 1 FT
60000 PSI SOIL UNIT WEIGHT= 125 PCF
UNIFORM LOAD = 28 PSF (SURCHARGE)Siesmic 7H
Strength Analysis:
MU (K-FT) Ku (PSI) F1 As INA2 As INA2 (min)
1.00 36.15 2.23125 0.04 0.08 inA2/ft
Wall Stem Reinforcing
#4 @: #5 @: #6 @: #7 @:
29.14 45.16 64.10 87.41 IN.00
Sliding Force: F =
CHECK FACTOR OF SAFETY FOR SLIDING
SOIL BEARING OKAY
ALWAYS HAND CHECK REINFORCING
FOOTING
LENGTH
3a = 2.18 ft. L= 2.67 ft
a D Soil Bearing: if 3a>L
qmax SOIL q-max = 1,267.05 psf 10
----PRESSURE q-min =-197.76 psf
BULB
a Resisting Force = 899.63 Lb
Eccentricity = dist from ftg center line: e = 0.61 FT
to Force "W"
Amount of Force Req'd for FS-Sliding = 1.5 x
640.00 Ibs
Steel
!!!!! Depth:
Sliding OK with Seismic
0.00
0.00
536.67
534.67
62.50
1085.00
0.00
2218.84
FOR STABILITY
ANALYSIS:
SUM MOM HERE -
L
den.L!ne Key
Vqooting
min
OIL
RESSURE
ULB
60.38 Lb/Ft
RETAINING WALL
„d„
STEM H = 4'
HEIGHT
t= 12El "
DEPTH
tuftc
TOE Stem Heel
TOE= 1 ' STEM=8.04" HEEL=1'
Footing Length = 2.67 ft
NO KEYWAY
Footing Reinforcing: (sq. in.) #4 @: #5 @: #6 @: #7 @:
@TOE (Bottom): Toe: As= 0.02 96.88 150.16 213.13 290.64 in. oc TOE REINFORCING
REVISION
Job Name: Krasser
Retaining Wall Check H=6ft Steel Depth "d" _
Active EFP = 40 F'c =
coeff of friction = 0.35 (0.35 with 1.5 S.F.) Fy =
Passive Pressure = 200 pcf
Allow Soil Brg= 2000 psf
Use Toe Active (Y/N)= N
H (FT) TOE (FT) STEM (FT) HEEL (FT) FTG_THK
6 2.00 0.67 2.00 1.00 FT
0
KEY depth KEY width KEY Location
0 1 1 (FT)
Stability Analysis:
height = 6 ft + FTG THK
Item: W (Ibs) Arm (ft)
ADDL DL
0
ADDL DL
_
0
Stem
603.00
FTG
700.50
SOIL/TOE
250.00
SOIL/HEEL
1500.00
Key
0.00
SUM =
3053.50
Eccentricity:
a =
1.80 FT
FTG Soil Pressure
Soil Bearing: if 3a < L
q =
1133.67
psf
FACTOR OF SAFETY:
Fsmom = 2.65
Fsslid = 1.15
Sliding OK with SOG
K 12
1 111
2.34
2.34
1.00
3.67
1.00
Mar 17 2023
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
JOB NUMBER
5.25 inch Enter soil depth above top of ftg:
2500 PSI Ht of soil above toe = 1 FT
60000 PSI SOIL UNIT WEIGHT= 125 PCF
UNIFORM LOAD = 42 PSF (SURCHARGE)Siesmic 7H
Strength Analysis:
MU (K-FT) Ku (PSI) F1 As INA2 As INA2 (min)
3.36 121.99 2.23125 0.15 0.25 inA2/ft
Wall Stem Reinforcing
#4 @: #5 @: #6 @: #7 @:
9.45 14.66 20.80 28.36 IN.00
OTM: M = 3315.67 lb-ft Sliding Force: F = 1274.00 Ibs
RESIST'G M (IbFt) VERTUF Steel
0.00 CHECK FACTOR OF SAFETY FOR SLIDING !!!!! Depth:
0.00 SOIL BEARING OKAY i Sliding OK with SOG
1408.01 ALWAYS HAND CHECK REINFORCING
1635.67 FOR STABILITY
250.00 ANALYSIS:
5505.00 SUM MOM HERE
0.00
8798.67 FOOTING
LENGTH
3a = 5.39 ft. L= 4.67 ft L
cen.Line Key
a D Soil Bearing: if 3a>L Footing
qmax SOIL q-max = 1,106.95 psf gmax gmin
�/�/ -----PRESSURE q-min = 200.76 psf SOIL
BULB W RESSURE
a Resisting Force = 1468.73 Lb \ BULB
Eccentricity = dist from ftg center line: e = 0.54 FT -e
to Force "W"
Amount of Force Req'd for FS-Sliding = 1.5 x 442.28 Lb/Ft
RETAINING WALL
„d„
STEM H = 6'
HEIGHT
t= 12"
DEPTH
ftc
TOE Stem Heel
TOE= 2' STEM=8.04" HEEL=2'
Footing Length = 4.67 ft
NO KEYWAY
Footing Reinforcing: (sq. in.) #4 @: #5 @: #6 @: #7 @:
@TOE (Bottom): Toe: As= 0.09 27.28 42.29 60.02 81.85 In. OC TOE REINFORCING
REVISION
Job Name: Krasser
Retaining Wall Check H=7.5ft Steel Depth "d" _
Active EFP = 45 pcf(with 3:1 back slope) F'c =
coeff of friction = 0.35 (0.35 with 1.5 S.F.) Fy =
Passive Pressure = 200 pcf
Allow Soil Brg= 2000 psf
Use Toe Active (Y/N)= N
H (FT) TOE (FT) STEM (FT) HEEL (FT) FTG_THK
7.5 3.50 0.67 2.75 1.00 FT
0
KEY depth KEY width KEY Location
0 1 1 (FT)
Stability Analysis:
height =
7.5 ft + FTG THK
Item:
W (Ibs)
Arm (ft)
ADDL DL
0
0.00
ADDL DL
0
0.00
Stem
753.75
3.84
FTG
1038.00
3.46
SOIL/TOE
437.50
1.75
SOIL/HEEL
2578.13
5.55
Key
0.00
1.00
SUM = 4807.38
Eccentricity:
Mar 17 2023
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
JOB NUMBER
5.25 inch Enter soil depth above top of ftg:
2500 PSI Ht of soil above toe = 1 FT
60000 PSI SOIL UNIT WEIGHT= 125 PCF
UNIFORM LOAD = 52.5 PSF (SURCHARGE)Siesmic 7H
Strength Analysis:
MU (K-FT) Ku (PSI) F1 As INA2 As INA2 (min)
7.13 258.67 2.23125 0.33 0.42 inA2/ft
Wall Stem Reinforcing
#4 @: #5 @: #6 @: #7 @:
5.66 8.78 12.46 16.99 IN.00
OTM: M = 6502.50 lb-ft Sliding Force: F = 2071.88 Ibs
RESIST'G M (IbFt) OVERTUF W Steel
0.00 CHECK FACTOR OF SAFETY FOR SLIDING!!!!!!! Depth:
0.00 SOIL BEARING OKAY Sliding OK with SOG
2890.63 ALWAYS HAND CHECK REINFORCING
3591.48 FOR STABILITY
765.63 ANALYSIS:
14295.70 SUM MOM HERE
0.00
21543.44 FOOTING
LENGTH
a = 3.13 FT 3a = 9.39 ft. L= 6.92 ft
FTG Soil Pressure F
Soil Bearing: if 3a < L a D Soil Bearing: if 3a>L
q = 1024.35 psf gmax SOIL q-max = 894.25 psf 0.
FACTOR OF SAFETY:
Fsmom = 3.31
Fsslid = 1.01
Sliding OK with SOG
L
Line Key
Footing
gmax
HIV -----PRESSURE q-min = 495.16 psf
BULB W
a Resisting Force = 2082.58 Lb
Eccentricity = dist from ftg center line: e = 0.33 FT
to Force "W"
Amount of Force Req'd for FS-Sliding = 1.5 x
qmin
SOIL
PRESSURE
BULB
1025.23 Lb/Ft
RETAINING WALL
„d„
STEM H = 7.5'
HEIGHT
t= 12"
E. DEPTH
7tilftc
TOE Stem Heel
TOE= 3.5' STEM=8.04" HEEL=2.75'
Footing Length = 6.92 ft
NO KEYWAY
Footing Reinforcing: (sq. in.) #4 @: #5 @: #6 @: #7 @:
@TOE (Bottom): Toe: As= 0.23 10.32 15.99 22.70 30.95 in. oc TOE REINFORCING
REVISION
Job Name: Krasser
Retaining Wall Check H=7ft Steel Depth "d" _
Active EFP = 40 F'c =
coeff of friction = 0.35 (0.35 with 1.5 S.F.) Fy =
Passive Pressure = 200 pcf
Allow Soil Brg= 2000 psf
Use Toe Active (Y/N)= N
H (FT) TOE (FT) STEM (FT) HEEL (FT) FTG_THK
7 3.50 0.67 2.00 1.00 FT
0
KEY depth KEY width KEY Location
0 1 1 (FT)
Stability Analysis:
height = 7 ft + FTG THK
Item: W (Ibs) Arm (ft)
ADDL DL
0
ADDL DL
_
0
Stem
703.50
FTG
925.50
SOIL/TOE
437.50
SOIL/HEEL
1750.00
Key
0.00
SUM =
3816.50
Eccentricity:
a =
2.72 FT
FTG Soil Pressure
Soil Bearing: if 3a < L
q =
935.06
psf
FACTOR OF SAFETY:
Fsmom = 3.08
Fsslid = 1.04
Sliding OK with SOG
Mar 17 2023
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
JOB NUMBER
5.25 inch Enter soil depth above top of ftg:
2500 PSI Ht of soil above toe = 1 FT
60000 PSI SOIL UNIT WEIGHT= 125 PCF
UNIFORM LOAD = 49 PSF (SURCHARGE)Siesmic 7H
Strength Analysis:
MU (K-FT) Ku (PSI) F1 As INA2 As INA2 (min)
5.34 193.72 2.23125 0.24 0.32 inA2/ft
Wall Stem Reinforcing
#4 @: #5 @: #6 @: #7 @:
7.57 11.73 16.65 22.70 IN.00
OTM: M = 4981.33 lb-ft Sliding Force: F = 1672.00 Ibs
RESIST'G M (IbFt) VERTUF Steel
0.00 CHECK FACTOR OF SAFETY FOR SLIDING !!!!! Depth:
0.00 SOIL BEARING OKAY i Sliding OK with SOG
2697.92 ALWAYS HAND CHECK REINFORCING
2855.17 FOR STABILITY
765.63 ANALYSIS:
9047.50 SUM MOM HERE
0.00
15366.22 FOOTING
LENGTH
3a = 8.16 ft. L= 6.17 ft L
cen.Line Key
a B Soil Bearing: if 3a>L VBU
ooting
qmax SOIL q-max = 837.48 psf min
----PRESSURE q-min = 399.64 psfOIL
BULB RESSURE
a Resisting Force = 1735.78 Lb LB
Eccentricity = dist from ftg center line: e = 0.36 FT -e
to Force "W"
Amount of Force Req'd for FS-Sliding = 1.5 x 772.23 Lb/Ft
K 12
1 111
3.84
3.09
1.75
5.17
1.00
RETAINING WALL
„d„
STEM H = 7'
HEIGHT
t= 12"
E.
DEPTH
7tilftc
TOE Stem Heel
TOE= 3.5' STEM=8.04" HEEL=2'
Footing Length = 6.17 ft
NO KEYWAY
Footing Reinforcing: (sq. in.) #4 @: #5 @: #6 @: #7 @:
@TOE (Bottom): Toe: As= 0.21 11.34 17.58 24.95 34.02 in. oc TOE REINFORCING