HomeMy WebLinkAbout2610 ACUNA CT; ; 87-971; Permit"i .~. . DECLARATIONS LENDER II WORKER'SCOMPENSATION OWNEIU.UILDER CONTIACTOR /I 1- .
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I. JOB LOT 92 ACUNA COURT BRIAN SMITH ENGINEERS, INC. JOB NO. 6336
2658 STATE STREET WEET NO. OF CARISBAD. CALIM)RNIA 92008 CALCULATED BY pWM
(619) 729-8981 DATE 11-19-87
ENCLOSED WITHIN ARE RETAINING WALL CALCULATIONS
FOR A PROPOSED CONCRETE BLOCK RETAINING WALL
MAX. 6"O" HT. ALONG THE NORTHEASTERLY PROPERTY
LINE ON LOT 92 ACUNA COURT IN LA COSTA, CA.
CLIENT:
BRAD ANDERSON
6704 CORINTIA
CARLSBAD, CA 92009
PHONE: 931-1006
2658 STATE STREET SHEET NO. CARISBAD. CALIFORNIA 02008 CALCULATED BY pwrn
(610) 728-8881
1 OF
DATE //- 18-87
20; 1% BRIAN SMITH ENGINEERS/CONSULTING ENGINEERS 2656 STATE STREET CARLSBAD, CA 92008
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DATE:
JOB NUMBER:
11-87
6336
JOB DESCRIPTION: RET. WALL
RETAINING WALL DESIGN
STEM DESIGN OF CONCRETE BLOCK FM'..... 1,500 PSI
DESIGN STEEL STRESS.................. 20,000 PSI EQUIVALENT FLUID PRESSURE............ 45 PCF
SURCHARGE........................... 0.00 FT
FC, OF BASE CONCRETE.................. 2,000 rsI
STEM MOMENTS AND SHEARS
TOP OF WALLCFT)
DISTANCE FROM SHEARS
1
POUNDS
23
2
3 203
30
4 360
5 563
6 810
MOMENTS
FOOT-LBS.
60
8
203
480
338
1,620
DISTANCE FROM DESIGN AREA OF COMP TOP OF WALLCFT) DEPTHCIN) STEEL(S1) STRESS
SHEAR STRESS
5.30 0.00 2 0.4
5.30 0.03 49 3.6- i+4 e -&"at.
5.30 0.06 115 6.4 - 'd 4 aFa t*
5.30 0. I2 225 9.9 - u4e IL7"O.L.
1
2
3
4
5
6
5.30 0.01 14 1.6 - #L) Q ?,&"o.r,
9.30 0.12 126 8.2 .- #4 c!! I6
As
JOB LB7- 97 /f f UNlf fDLJb?T BRIAN SMITH ENGINEERS, INC. JOB NO.
2656 STATE STREET SHEET NO. 2 OF CARLSBAD. CALIFORNIA 92008 CALCULATED BY &'TI'
(619) 729-8981 DATE 11- 37
4 w7=4
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JOB NUMBER: 6336
JOB DESCRIPTION: RET. WALL
BASE DESIGN
SOIL DENSITY......................... 1 la PCF
ALLOWABLE BEARING PRESSURE........... 2,500 PSF
LATERAL BEARING PRESSURE............. 250 PSFIFT.
FC' OF BASE CONCRETE................. 2,000 PSl
COEFFICIENT OF FRICTION.............. 0.30
THERE IS NOT A SLAB OVER THE TOE.
SLOPE OF BACKFILL (RISE/RUN).......... 0.50
IMPOSED AXIAL LOAD................... 0 PLF
DESIGN TOE LENGTH..................... 0.17 FT.
DESIGN BASE LENGTH.................... 4.00 FT.
DESIGN EFFECTIVE DEPTH................ 8.66 IN.
HEEL STEEL. 0.199 SG!. IN. / FT. -+ 5'2 lb ''O- '* TOE STEEL............................ 0.002 Sa. IN. / FT. ..........................
DESIGN TOE PRESSURE.................. 1,657 PSF
DESIGN HEEL PRESSURE................. 108 PSF
NO KEY IS NEEDED.
OVERTURNING SAFETY FACTOR............. 2.9
JOB NUMBER: JOB DESCRIPTION: 5 “4” Ht‘ I
BASE DESIGN
SOIL DENSITY......................... 110 PCF
LATERAL BEARING PRESSURE............. 250 PSF/FT.
ALLOWABLE BEARING PRESSURE........... 2,500 PSF
FC‘ OF EASE CONCRETE................. 2,000 PSI COEFFICIENT OF FRICTION.............. 0.30
THERE IS NOT A SLAB OVER THE TOE. SLOPE OF BACKFILL (RISE/RUN).......... 0.50
IMPOSED AXIAL LOAD................... 0 PLF
DESIGN BASE LENQTH.................... 3.50 FT. DESIGN TOE LENGTH..................... 0.17 FT.
DESIGN EFFECTIVE DEPTH................ 8.66 IN.
TOE STEEL............................ 0.002 SO. IN. / FT.
HEEL STEEL.. 0.147 SG!. IN. / FT. - -# 4 @ Ib 0- ‘1
It .........................
DESIGN TOE PRESSURE.................. 1,551 PSF
DESIGN HEEL PRESSURE............ ..... 39 PSF
NO KEY IS NEEDED.
OVERTURNING SAFETY FACTOR............. 2.7
JOB NUMBER: JOB DESCRIPTION: 4l-a" ti+.
BASE DESIGN
SOIL DENSITY......................... 110
LATERAL BEARING PRESSURE............. 250
ALLOWABLE BEARING PRESSURE........... 2,500
COEFFICIENT OF FRICTION.............. 0.30
FC' OF BASE CONCRETE................. 2,000 THERE IS NOT A SLAB OVER THE TOE. SLOPE OF BACKFILL (RISE/RUN).......... 0.50
IMPOSED AXIAL LOAD................... 0
DESIGN BASE LENGTH.................... 3.25
DESIGN TOE LENGTH..................... 0.17
DESIGN EFFECTIVE DEPTH................ 8.66
TOE STEEL............................ 0.001 HEEL STEEL........................... 0.105
DESIGN TOE PRESSURE.................. 1,329 DESIGN HEEL PRESSURE................. 106
NO KEY IS NEEDED. OVERTURNING SAFETY FACTOR............. 3.0
PCF
PSF PSF/FT.
PSI
PLF
FT. FT.
IN.
PSF PSF
JOB NUMBER: JOB DESCRIPTION: 4’a“ wf
BASE DESIGN
SOIL DENSITY......................... 110 PCF
ALLOWABLE BEARING PRESSURE........... 2,500 PSF
LATERAL BEARING PRESSURE............. 250 PSFIFT.
COEFFICIENT OF FRICTION.............. 0.30
THERE IS NOT A SLAB OVER THE TOE. SLOPE OF BACKFILL (RISE/RUN).......... 0.50
IMPOSED AXIAL LOAD................... 0 PLF
DESIGN TOE LENGTH..................... 0.17 FT.
DESIGN EFFECTIVE DEPTH................ 8.66 IN. DESIGN BASE LENGTH.................... 3.00 FT.
FC~ OF BASE CONCRETE................. 2,000 rsl
TOE STEEL............................ 0.001 SQ. IN. / FT.
HEEL STEEL........................... 0.072 SQ. IN. / FT. *4474 “0. c,
DESIGN TOE PRESSURE.................. 1,111 PSF
DESIGN HEEL PRESSURE................. 166 PSF
NO KEY IS NEEDED. OVERTURNING SAFETY FACTOR............. 3.3
JOB NUMBER:
JOB DESCRIPTION: 3"4h
BASE DESIGN
SOIL DENSITY......................... ALLOWABLE BEARING PRESSURE........... 2,500 PSF 110 PCF
LATERAL BEARING PRESSURE............. 250 PSF/FT. COEFFICIENT OF FRICTION.............. 0.30
THERE IS NOT A SLAB OVER THE TOE.
SLOPE OF BACKFILL (RISE/RUN).......... 0.50
IMPOSED AXIAL LOAD................... 0 PLF
DESIGN TOE LENGTH..................... 0.17 FT. DESIGN BASE LENGTH. ................... 2.33 FT. DESIGN EFFECTIVE DEPTH................ 8.66 IN.
TOE STEEL....... ..................... 0.001 SQ. IN. / FT. HEEL STEEL...... 0.047 SQ. IN. / FT.
DESIGN HEEL PRESSURE.................
DESIGN TOE PRESSURE.................. 1,080 PSF
9 PSF
NO KEY IS NEEDED.
OVERTURNING SAFETY FACTOR............. 2.6
FC' OF BASE CONCRETE................. 2,000 rsI
4 @ 24''O. ' .....................
JOB NUMBER: JOE DESCRIPTION: 2” @‘‘ Hr,
BASE DESIGN
SOIL DENSITY......................... 110 PCF
ALLOWABLE BEARING PRESSURE........... 2,500 PSF
LATERAL BEARING PRESSURE............. 250 PSF/FT.
COEFFICIENT OF FRICTION.............. 0.30
THERE IS NOT A SLAB OVER THE TOE.
SLOPE OF BACKFILL (RISE/RUN).......... 0.50
IMPOSED AXIAL LOAD................... 0 PLF
DESIGN TOE LENGTH..................... 15.17 FT.
FC’ OF BASE CONCRETE................. 2,000 rsx
DESIGN EFFECTIVE DEPTH................ 8.66 IN.
DESIGN BASE LENGTH.................... 2.00 FT.
TOE STEEL............................ 0.001 SG!. IN. / FT. MEEL STEEL.. ......................... 0.028 SQ. IN. / FT. 4 @ ~~‘’~- ‘4
DESIGN TOE PRESSURE.................. 8Y8 PSF
DESIGN HEEL PKESSURE................. 31 PSF
NO KEY IS NEEDED.
OVERTURNING SAFETY FACTOR............. 2.7
JOB NUMBER:
JOB DESCRIPTION: 2-0 kfk f 11
BASE DESIGN
SOIL DENSITY......................... 110
LATERAL BEARING PRESSURE............. 250
ALLOWABLE BEARING PRESSURE........... 2,500
FC' OF BASE CONCRETE................. 2,000
COEFFICIENT OF FRICTION.............. 0.30
THERE IS NOT A sun OVER THE TOE.
SLOPE OF BACKFILL (RISEIRUN).......... 0.50
IMPOSED AXIAL LOAD................... 0
DESIGN TOE LENGTH..................... 0.17
DESIGN BASE LENGTH.................... 1.75
DESIGN EFFECTIVE DEPTH................ 8.66
TOE STEEL............................ 0.001
HEEL STEEL............................ 0.015
DESIGN TOE PRESSURE.................. 680
DESIGN HEEL PRESSURE................. 96
NO KEY IS NEEDED.
OVERTURNING SAFETY FACTOR............. 3.2
PCF
PSF
PSF/FT.
PSI
PLF
FT . FT.
IN.
SQ. IN. / FT.
SQ. IN. / FT.
PSF
PSF