BLD-2021-0314 PlansDRAWING TITLE:
DATE:
SCALE:
SHEET NUMBER:
Cover Sheet
NTS
S0PROJECT:REVISION DATEGEOSTRUCTURALENGINEERING INC7172 Regional Street #440 Dublin CA, 94568Cell: 707-322-3507Email: andre.hawks@geostructuralengineering.comSHEET INDEX
S0: COVER SHEET
S1: REPAIR PLAN
S2-S3: GRIP-TITE CUT SHEETS
SCOPE OF WORK: VOLUNTARY FOUNDATION REPAIR
GENERAL NOTES
1. DESIGN CRITERIA
BUILDING CODE: 2019 CALIFORNIA BUILDING CODE
ROOF DEAD LOAD 20 PSF
FLOOR DEAD LOAD 20 PSF
WALL DEAD LOAD 16 PSF
CONCRETE DEAD LOAD 150 PCF
ROOF LIVE LOAD 20 PSF
FLOOR LIVE LOAD 40 PSF
WIND DESIGN PERAMETERS
RISK CATEGORY = II
WIND VELOCITY = 92 MPH
KD = 0.85
EXPOSURE CATEGORY = C
KZT = 1.00
G = 0.85
DESIGN WIND PRESSURE = 17.3 PSF
SEISMIC DESIGN PERAMETERS
RISK CATEGORY = II
SEISMIC IMPORTANCE FACTOR = 1.00
SS = 1.946
S1= 0.693
SITE SOIL CLASS= D
SDS = 1.3
SD1= 0.78
SEISMIC DESIGN CATEGORY = D
SEISMIC RESISTING FORCE = PLYWOOD
BASE SHEAR = 8.7 KIPS
R= 6.5
ANALYSIS PROCEDURE USED: EQUIVALENT LATERAL FORCE PROCEDURE
2. MATERIALS
WALL PLATES - ASTM A1101
PIER TUBE- GRIP TITE FP3T ASTM A513
BRACKET- GRIP TITE FP3B ASTM A36
BOLTS- ASTMB633
COUPLING - AISI 1060
ALL- THREAD ROD - ASTM A449
ESR REPORT LISTING NUMBER: 531
3. FACTORY WELDING NOTES
CONFORM TO AWS D1.1 USING WELDERS CERTIFIED IN ACCORDANCE WITH AWS
REQUIREMENTS. USE E70XX ELECTRODES OF TYPE REQUIRED FOR MATERIALS TO BE
WELDED.
4. CORROSION PROTECTION
SACRIFICIAL DESIGN THICKNESS - CAPACITIES INCLUDE A SCHEDULED LOSS IN STEEL
THICKNESS DUE TO CORROSION FOR BLACK, UNCOATED STEEL. ANCHORS ARE DESIGNED
FOR 50 - YEAR SCHEDULED SACRIFICIAL THICKNESS LOSS IN ACCORDANCE WITH ICC-ES
AC358.
5. INSTALLATION
PUSH PIER TO BE INSTALLED PER MANUFACTURERS RECOMMENDATIONS. MINIMUM
INSTALLATION TORQUE DETERMINED BY THE FOLLOWING EQUATION AND LIFT
PERFORMANCE:
PUSH PIER INSTALLATION PRESSURE (PSI): 1,500 PSI
[DESIGN WORKING LOAD] X [FS = 2] / [HYDRAULIC RAM AREA = 9.63 SQIN]
MINIMUM INSTALLATION DEPTH IS 10'-0" ± UNO.
MINIMUM LIFT: 1/8"
MAXIMUM LIFT: 8"
CONTACT ENGINEER OF RECORD IF FIELD CONDITIONS DIFFER.
6. PUSH PIER SPLICING
PIERS ARE TO BE GRAVITY SPLICED WITH FITTING COUPLERS. BUILDING WEIGHT WILL
ENSURE JOINTS TO NOT SEPARATE.
7. FULL TIME INSPECTION & LOAD TESTING
CONTINUOUS SPECIAL INSPECTION IS REQUIRED DURING INSTALLATION
PER 2012 IBC SECTOIN 1810.4.12. BY A GEOSTRUCTURAL
REPRESENATIVE.
LOAD TESTING SHALL BE PERFORMED IN ACCORDANCE WITH ASTM METHOD D1143
(QUICK METHOD) ON 5-10 PERCENT OF PIERS AND WILL BE SELECTED BY THE SPECIAL
INSPECTOR. AN ALIGNMENT LOAD (AL) SHALL BE APPLIED TO THE PILE PRIOR TO
SETTING THE DEFLECTION MEASURING EQUIPMENT TO ZERO OR A REFERENCE
POSITION.
THE AL SHALL BE NO MORE THAN 10% OF THE PUSH PIER DESIGN LOAD WHICH IS
5.9 KIPS. INCREMENTAL LOADING SHALL BE IN ACCORDANCE WITH THE FOLLOWING
SCHEDULE:
TEST LOADING SCHEDULE HOLD TIME MAX DEFLECTION
1.50 DL HOLD FOR CREEP TEST (SEE BELOW) 0.04 INCHES
1.25 DL UNTIL STABLE
1.00 DL UNTIL STABLE
0.75 DL UNTIL STABLE
0.50 DL UNTIL STABLE
0.25 DL UNTIL STABLE
LOAD TESTING CREEP ACCEPTANCE CRITERIA SHALL BE NO GREATER THAN 0.04 INCHES
WITHIN A 10 MINUTE PERIOD. IF MOVEMENT IS OBSERVED GREATER THAN 0.04 INCHES
WITHIN THE 10 MINUTE PERIOD THE LOAD TEST SHALL BE HELD FOR AN ADDITIONAL 50
MINUTES.
IF THE LOAD TEST IS TO BE HELD THE PIER MOVEMENTS SHALL BE MEASURED AT 15, 20,
30, 40, 50, AND 60 MINUTES. THE CREEP VERSUS THE LOGARITHM OF TIME SHALL BE
PLOTTED. IF THE CREEP RATE IS LESS THAN 0.080 INCHES BETWEEN 6 AND 60 MINUTES,
THE LOAD TEST SHALL BE CONSIDERED SUCCESSFUL.
EXP: 3-31-22
1-16-2021Khot ResidenceVoluntary FoundationUnderpinning879 Miller AveCupertino CA 950141
1 3-16-21
2 4-20-21
2
Arnold Hom
05/03/21
05/11/21
BLD-2021-0314
Haley McKee
1
2
3
4
5
6
7
8 9 10
12
11
1314 15 16
17
18
19
6'-6"
6'-6"
7'
6'
6'
5'
4' 6'-2"
UNIT A
ENTRY
UNIT B
ENTRY
6'-6"
2'
5'-6"5'-6" 5'-6"
2'
6'-6"
6'-6"
2'
DRAWING TITLE:
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Foundation/Pier Layout Plan
1/4" = 1'
S1PROJECT:REVISION DATEGEOSTRUCTURALENGINEERING INC7172 Regional Street #440 Dublin CA, 94568Cell: 707-322-3507Email: andre.hawks@geostructuralengineering.com(E) FOUNDATION/(N) PIER LAYOUT PLAN
24x36 SCALE: 1/4" = 1'
1
(E) FDN / (N) PUSH PIER NOTES:
1. INDICATES LOCATION OF 3" DIA GRIP-TITE FP3BA PUSH PIER W/ 36" LONG GRIP-TITE FP3T PIER TUBES
2. CONTRACTOR TO VERIFY 6" WIDE X 18" DEEP (E) CONC STEMWALL MIN TYP (NOTIFY ENGINEER OF RECORD IF FIELD CONDITIONS DIFFER).
3. MAX PIER SPACING SHALL BE AS INDICATED ON PLAN @ 7'-6" OC MAX +/- 6".
4. CONTRACTOR TO NOTIFY ENGINEER OF RECORD IF (E) FOUNDATION CRACK IS PRESENT IN THE SPAN BETWEEN FOUNDATION BRACKET.
5. SHORING METHODS TO BE DONE BY CONTRACTOR
6. DESIGN LOAD = 5.9 KIPS PER PIER. LOAD NOT TO EXCEED 27.1 KIPS PER PUSH PIER.
#
N
1-16-2021Khot ResidenceVoluntary FoundationUnderpinning879 Miller AveCupertino CA 95014APPROXIMATE PROPERTY LINE
EXP: 3-31-22
~25'
~20'
~5'
~5'
1 3-16-21
2 4-20-21
2 1
Arnold Hom
05/03/21
DRAWING TITLE:
DATE:
SCALE:
SHEET NUMBER:
Cut Sheets
NTS
S2PROJECT:REVISION DATEGEOSTRUCTURALENGINEERING INC7172 Regional Street #440 Dublin CA, 94568Cell: 707-322-3507Email: andre.hawks@geostructuralengineering.comGRIP-TITE FP3BA BRACKET & FP3T TUBE CUTSHEET 1
SCALE: NTS
1
EXP: 3-31-22
1-16-2021Khot ResidenceVoluntary FoundationUnderpinning879 Miller AveCupertino CA 95014BACK FILL AROUND BRACKET
WITH SOILS RETAINED ON SITE.
IN 6" LIFTS, COMPACT WITH
PORTABLE MECHANIC TAMPERS
WITH 4" TAMPER PLATES TO 90%
COMPACTION FOR PRECISE
COMPACTION AROUND BRACKET
AND FOUNDATION.
BOLT THE FP3B BRACKET TO THE
FOUNDATOIN WITH 2 EACH 1
2" X 5"
SIMPSON TITAN HEAVY DUTY
SCREW ANCHORS THD50500H.
1 3-16-21
1
1 2
2 4-20-21
6" VIF
18" MIN
VIF
2
Arnold Hom
05/03/21
DRAWING TITLE:
DATE:
SCALE:
SHEET NUMBER:
Cut Sheets
NTS
S3PROJECT:REVISION DATEGEOSTRUCTURALENGINEERING INC7172 Regional Street #440 Dublin CA, 94568Cell: 707-322-3507Email: andre.hawks@geostructuralengineering.comGRIP-TITE FP3BA BRACKET CUTSHEET 2
SCALE: NTS
1
1-16-2021Khot ResidenceVoluntary FoundationUnderpinning879 Miller AveCupertino CA 95014EXP: 3-31-22
Arnold Hom
05/03/21