HomeMy WebLinkAboutReso 163-2024 (24-991)Exhibit A
Fidelity National Title Company
CLTA Preliminary Report Form (Modified 11/17/06)Printed: 6/8/2022 12:05 PM by <<User Initials>>
lPrelm (DSI Rev. 04/10/20)Page 3 Order No.: 01005211-010-PA-SL0
EXHIBIT A
LEGAL DESCRIPTION
THE LAND REFERRED TO HEREIN BELOW IS SITUATED IN THE CITY OF SO. SAN FRANCISCO, IN THE
COUNTY OF SAN MATEO, STATE OF CALIFORNIA, AND IS DESCRIBED AS FOLLOWS:
Parcel One:
Parcel One, as shown on that certain Map entitled "Parcel Map 96-025", which Map was filed in the office of the
recorder of the County of San Mateo, State of California, on July 03, 1996 in Book 69 of Parcel Maps of Maps at
Page(s) 28 and 29.
Reserving therefrom an easement, not to be exclusive, for Sanitary Sewer purposes, as an appurtenance to and
for the benefit and use of Parcel Two as shown on said "Parcel Map 96-025" and any subsequent subdivision or
subdivisions thereof, under, over and across that portion of said Parcel One designated "10" Sanitary Sewer
Easement (Private) for the Benefit of Parcels Three and Two (through Parcel One) on said "Parcel Map 96-025".
Parcel Two:
An easement, not to be exclusive, for Sanitary sewer purposes, as an appurtenance to and for the benefit and
use of Parcel Three as shown on the above-referenced "Parcel Map 96-025" and any subsequent Subdivision
thereof, under, over and across those portions of Parcel Two as shown on said "Parcel Map 96-025" designated
"10" Sanitary Sewer Easement (Private) for the benefit of Parcel Three (through Parcel Two)" and Future 10'
Sanitary Sewer Easement (Private) to be Granted by separate Document on said "Parcel Map 96-025".
Parcel Three:
Parcels A and B, as shown on that certain Map entitled "Parcel Map, Century Plaza", which Map was filed in the
office of the recorder of the County of San Mateo, State of California, on October 19, 1984 in Book 55 of Parcel
Maps of Maps at Page(s) 23.
Certificate of Compliance recorded August 5, 2023 in Document No. 2023-042905, of Official Records.
APN: 014-183-220, 014-183-270, 014-183-230
Exhibit B- License Agreement Attachments
EXHIBIT B
EXHIBIT “B”
License Area
(See Attached)
BC-2
BC-4
BC-5
BC-5.1
BC-6.1
BC-1
BC-2.5
BC-3
BC-3.3
BC-4.5
BC-6
BC-LBC-K BC-K.7BC-JBC-HBC-GBC-E BC-E.9 BC-F BC-G.1 BC-H.5 BC-J.1BC-A.9 BC-CBC-B BC-B.1 BC-DBC-C.1 BC-D.1BC-A
1
1st FLOOR ELEV. +46.50' (0'-0")
B1 FLOOR EVEV. +35.33' (-11'-2")
B2 FLOOR ELEV. +25.16' (-21'-4")
S.O.G. THICKNESS 0'-5"
ROCK THICKNESS 0'-8"
PERIMETER FTG. THICKNESS 2'-0"
B.O.E. / FTG. +22.07' ± V.I.F.
B2 FLOOR ELEV. +25.16' (-21'-4")
ELEV. PIT ELEV. +20.16' (-26'-4")
SUMP PIT DEPTH 2'-0"
SUMP PIT SLAB 0'-10"
B.O.E +17.32' ± V.I.F.
TYP.1
SH2.1
MATCH LINE, SEE SHEET SH3.2
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
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45
46
28148
140
132
143
138
133
2 3 4 5 2726252423222120191817161514131211109876
125
126
127
128
129
130
131
134
135
136
137
139
145
146
147
141
142
144
3
SH2.2
1
SH4.1
2
SH4.1
2
SH4.4
1
SH2.4
F.G. +37.03'±
E.G. +37.74'±
F.G. +37.14'±
E.G. +37.79'±
F.G. +37.25'±
E.G. +37.93'±
F.G. +37.37'±
E.G. +38.08'±
F.G. +37.48'±
E.G. +38.09'±
F.G. +37.59'±
E.G. +38.21'±
F.G. +37.71'±
E.G. +38.48'±
F.G. +37.79'±
E.G. +38.57'±
F.G. +37.88'±
E.G. +38.66'±
F.G. +37.96'±
E.G. +38.70'±
F.G. +38.04'±
E.G. +38.81'±
F.G. +38.12'±
E.G. +38.90'±
F.G. +38.19'±
E.G. +38.93'±
F.G. +38.27'±
E.G. +39.05'±
F.G. +38.33'±
E.G. +39.09'±
F.G. +38.40'±
E.G. +39.07'±
F.G. +38.46'±
E.G. +39.20'±
F.G. +38.52'±
E.G. +39.21'±
F.G. +38.60'±
E.G. +39.39'±
F.G. +38.67'±
E.G. +39.48'±
F.G. +38.75'±
E.G. +39.59'±
F.G. +38.81'±
E.G. +39.49'±
F.G. +38.87'±
E.G. +39.58'±
F.G. +38.93'±
E.G. +39.58'±
F.G. +38.99'±
E.G. +39.60'±
F.G. +39.06'±
E.G. +39.64'±
F.G. +39.13'±
E.G. +39.69'±
1
SH2.2
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1PARTIAL SHORING PLAN
1/8"=1'-0"0'
SCALE:
1'
5'
10'
1/8"=1'-0"
1.FOR GENERAL NOTES REFER TO SHEET SH1.1.
2.FOR TYPICAL SHORING DETAILS REFER TO SHEET SH2.1.
3.FOR TYPICAL CONSTRUCTION GUARD RAIL REFER TO DETAIL 4/SH2.1.
4.EXISTING SITE CONDITIONS (SITE PLAN), GRID AND NEW IMPROVEMENTS SHOWN ARE FOR
REFERENCE ONLY AND MAY NOT REFLECT ALL SITE CONDITIONS AND ACCURATE
DIMENSIONS. SEE ARCHITECTURAL DRAWINGS FOR BUILDING GRID AND DIMENSIONS. SEE
PROJECT CIVIL PLANS FOR SITE AND CONDITIONS.
5.EXISTING UTILITIES SHOWN ON THIS PLAN ARE BASED ON RECORD LOCATIONS SHOWN ON
THE SITE TOPOGRAPHICAL SURVEY. ADDITIONAL UTILITIES MAY BE PRESENT. IT IS THE
CONTRACTOR'S RESPONSIBILITY TO CONFIRM AND/OR DETERMINE THE LOCATION OF ALL
UTILITIES AND DRILLING CLEARANCE PRIOR TO PROCEEDING WITH DRILLING OPERATIONS.
6.EXISTING UTILITIES TO BE ABANDONED AND IN CONFLICT WITH NEW SHORING SHALL BE
REMOVED BY GENERAL CONTRACTOR PRIOR TO SHORING INSTALLATION.
7.SHORING CONTRACTOR TO VERIFY QUANTITY OF SOLDIER PILES.
8.BUILDING B - B2 PAD ELEVATION FOR REFERENCE ONLY +24.74'± VERIFY WITH CIVIL
DRAWINGS.
SHORING NOTES:
NORTH
0
0
62-722-008-1
ASU
TRELAECIVRESDNUO
R
G
R
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D
N
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I
D
U
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YEROFEB
LLAC
RESTRAINED SOLDIER PILE SCHEDULE
SOLDIER
PILE
NUMBER
SHORING
TYPE
(T=TIEBACK)
MAX. CUT
HEIGHT
"H"
MIN. TOE
DEPTH
"D"
SOLDIER PILE
TOTAL
LENGTH
MINIMUM
PILE
SECTION
(GR. 50)
DSM
PILE
SPACING
TIEBACK
DL LOAD/ ANGLE
TIEBACK
TEST LOAD
TIEBACK
UNBONDED
LENGTH
ESTIMATED
TIEBACK
BONDED
LENGTH
ESTIMATED
TIEBACK
TOTAL
LENGTH
ESTIMATED
TIEBACK
TAIL
LENGTH
NUMBER
OF TIEBACK
STRANDS
MINIMUM
ELONGATION
(IN.)
THREADED
BAR SIZE
(GR 75)
MINIMUM
ELONGATION
(IN.)
SOLDIER
PILE COUNT
SEE NOTE 7
1-6 T - 4'-9" SLOPE 13'-0"8'-6"21'-6"W16x26 7'-0"54 KIPS/ 25°67 KIPS 15'-0"20'-0"35'-0"3'-0"2 0.92 --6
"H" 146-148 T - 2'-0" SLOPE 16'-6"14'-0"30'-6"W18x35 7'-0"105 KIPS/ 20°131 KIPS 15'-0"37'-6"52'-6"3'-0"3 1.17 --3
7-9, 19-28 T - 4'-9" SLOPE 13'-0"8'-6"21'-6"W16x26 7'-0"54 KIPS/ 25°67 KIPS 15'-0"20'-0"35'-0"3'-0"2 0.92 --22
"H" 10-18 T - 4'-9" SLOPE 13'-0"8'-6"21'-6"W18x35 7'-0"112 KIPS/ 25°139 KIPS 15'-0"40'-0"55'-0"3'-0"4 0.96 --22
"H" 127-135,
144, 145 T - 2'-0" SLOPE 18'-6"14'-0"32'-6"W18x35 7'-0"112 KIPS/ 20°140 KIPS 15'-0"40'-0"55'-0"3'-0"4 1.24 --11
29, 30, 36 T - 2'-0" SLOPE 18'-6"10'-0"28'-6"W14x74 7'-0"81 KIPS/ 20°101.5 KIPS 15'-0"29'-0"44'-0"3'-0"3 0.92 --3
'H" 70-98 T - 2'-0" SLOPE 20'-6"7'-6"28'-0"W16x31 7'-0"79 KIPS/ 15° ROW 1
54 KIPS/ 15° ROW 2
98.5 KIPS ROW 1
67.5 KIPS ROW 2
12'-0"
10'-0"
23'-2"
19'-3"
35'-2"
29'-3"2'-0"--#11
#10
0.28
0.21 29
'H" 99-121 T - 2'-0" SLOPE 20'-6"7'-6"28'-0"W16x31 7'-0"81 KIPS/ 20° ROW 1
54 KIPS/ 15° ROW 2
101 KIPS ROW 1
67.5 KIPS ROW 2
15'-0"
15'-0"
26'-3"
19'-3"
41'-3"
34'-3"3'-0"3
2
0.91
0.91 --23
"H" 122-126 T - 2'-0" SLOPE 20'-6"13'-6"34'-0"W18x35 7'-0"114.5 KIPS/ 20°143 KIPS 15'-0"41'-0"56'-0"3'-0"4 1.28 --5
37-69 T - 2'-0" SLOPE 20'-6"10'-0"30'-6"W14x74 7'-0"91 KIPS/ 20°114 KIPS 15'-0"32'-6"47'-6"3'-0"3 1.04 --33
"H" 140-143 T - 2'-0" SLOPE 22'-6"15'-0"37'-6"W18x40 7'-0"119.5 KIPS/ 20°149 KIPS 15'-0"42'-6"57'-6"3'-0"4 1.00 --4
31-35 T - 2'-0" SLOPE 22'-6"10'-0"32'-6"W14x74 7'-0"101.5 KIPS/ 20°127 KIPS 15'-0"36'-3"51'-3"3'-0"3 1.16 --5
"H" 136-139 T - 2'-0" SLOPE 23'-6"16'-6"40'-0"W21x44 7'-0"123 KIPS/ 20°154 KIPS 15'-0"44'-0"59'-0"3'-0"4 1.03 --4
** "H" DENOTES HEAVY SURCHARGE, 120,000 LB. POINT LOAD A MINIMUM OF 6'-0" CLEAR FROM FACE OF SHORING OR FROM TOP OF SLOPE.
THE MINIMUM ELONGATION IS 80% OF THE THEORETICAL ELONGATION AND INCLUDES A 3'-0" LONG STRESSING TAIL LENGTH.
STRUCTURAL ENGINEER
STAMP
ISSUE / REVISION
SCALE
S.E.R.
DESIGN
DRAWN
PROJECT No.
DRAWING TITLE
No.DESCRIPTION DATE
1300-B Old Bayshore Highway
San Jose, CA 95070
TEL: 650.302.0542
www.ASEsoil.com
41
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PERMIT DRAWINGS 11/09/2022
REVISION 01/09/20231
REVISION 01/26/20232
REVISION 03/17/20233
REVISION 04/10/20234
REVISION 06/07/20235
DATE SIGNED
06/07/2023
AS NOTED
IF PRINT SIZE IS
30"x42"
21030
BGC
BGC
BGC
All drawings and written material appearing herein constitute the original and unpublished work of the
American Subsurface Engineering and the same may not be duplicated, used or disclosed without
the written consent of the American Subsurface Engineering.
SHORING CONTRACTOR
1300 Old Bayshore Highway
San Jose, CA 95112
TEL:408.795.1700
www.amdrill.com
PROJECT NAME / LOCATION
REVISION 06/14/20236
PARTIAL
SHORING
PLAN
SH3.1
A-1 A-2
B-1
B-2
C-1
C-2
KEY PLAN
1
2
3 4
4
4
5
5
5
6
06/14/2023
EXHIBIT C
EXHIBIT “C”
License Area
(See Attached)
GENERAL NOTES
A.THE INFORMATION PRESENTED IN THESE DRAWINGS COMPRISES THE DESIGN OF TEMPORARY SHORING SYSTEM(S). THE
TEMPORARY SYSTEM(S) IS(ARE) INTENDED TO BE A CONSTRUCTION BULKHEAD TO ALLOW EXCAVATION FOR THE
PROPOSED BUILDING STRUCTURE WHILE RETAINING THE SURROUNDING EARTH, (ADJACENT STREETS AND OR BUILDINGS).
B.AMERICAN SUBSURFACE ENGINEERING, IS RESPONSIBLE FOR THE DESIGN OF THE TEMPORARY SHORING SYSTEM(S) ONLY.
IT IS THEREFORE NECESSARY TO CONSTRUCT PERMANENT EARTH RETENTION STRUCTURES TO PROVIDE PERMANENT
SUPPORT. IT IS ASSUMED THAT THE TEMPORARY EARTH RETENTION SYSTEM WILL BE IN SERVICE FOR APPROXIMATELY
ONE YEAR OR LESS.
C.THESE DRAWINGS AND THE CONTENTS ARE AND SHALL REMAIN THE PROPERTY OF AMERICAN SUBSURFACE ENGINEERING,
INC., AND AMERICAN DRILLING, INC. THE INFORMATION CONTAINED IN THESE DRAWINGS IS NOT TO BE TRANSMITTED TO
ANY OTHER ORGANIZATION UNLESS SPECIFICALLY AUTHORIZED BY AMERICAN SUBSURFACE ENGINEERING, INC., AND
AMERICAN DRILLING, INC. ANY USE BY ANY THIRD PARTY ENTITY (CONTRACTOR, ETC.) WITHOUT THE EXPRESSED WRITTEN
CONSENT AND COMPENSATION OF AMERICAN SUBSURFACE ENGINEERING, INC., AND AMERICAN DRILLING, INC., IS
PROHIBITED.
D.THE TERM "SHORING CONTRACTOR" USED IN THESE NOTES AND DRAWINGS IS AMERICAN DRILLING, INC. THE TERM
"SHORING ENGINEER" REFERS TO AMERICAN SUBSURFACE ENGINEERING, INC. THE TERM "GEOTECHNICAL ENGINEER"
REFERS TO LANGAN.
E.ALL SOLDIER PILES, TIEBACKS, DEEP SOIL MIX LAGGING ARE TO BE INSTALLED BY THE SHORING CONTRACTOR. THE
DESIGN OF THE TEMPORARY SHORING SYSTEM(S) IS(ARE) BASED UPON THE FOLLOWING AVAILABLE INFORMATION:
1.ARCHITECTURAL DRAWINGS, PREPARED BY BDE ARCHITECTURE, PROJECT NO. 1602, DATED APRIL 4, 2022, AND PARTIAL
ARCHITECTURAL DRAWINGS PLAN CHECK RESPONSE 1, DATED JULY 5, 2022.
2.STRUCTURAL DRAWINGS, PREPARED BY DCI ENGINEERS, PROJECT NO. 21081-0074, DATED APRIL 4, 2022, AND PARTIAL
STRUCTURAL DRAWINGS PLAN CHECK RESPONSE 1, DATED JULY 5, 2022.
3.GEOTECHNICAL REPORT 750641301, PREPARED BY LANGAN, DATED JUNE 11, 2021.
4.SITE TOPOGRAPHICAL SURVEY AND CIVIL DRAWING, PREPARED BY BKF ENGINEERS, DATED JULY 5, 2022.
F.ALL CONSTRUCTION, MATERIAL, AND WORKMANSHIP SHALL COMPLY WITH ALL APPLICABLE REQUIREMENTS OF CALIFORNIA
CONSTRUCTION AND GENERAL INDUSTRY SAFETY ORDERS, THE OCCUPATIONAL SAFETY AND HEALTH ACT, THE
CONSTRUCTION SAFETY ACT AND LATEST EDITION OF THE FOLLOWING CODES:
1.INTERNATIONAL CODE COUNCIL, 2019 CALIFORNIA BUILDING CODE, CALIFORNIA CODE OF REGULATIONS, TITLE 24, PART
1 AND 2;
2.AMERICAN INSTITUTE OF STEEL CONSTRUCTION; AISC 360 SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS;
3.AMERICAN WELDING SOCIETY; STRUCTURAL WELDING CODE-STEEL D1.1/D1.1M;
4.AMERICAN CONCRETE INSTITUTE; ACI 301 SPECIFICATIONS FOR STRUCTURAL CONCRETE;
5.AMERICAN CONCRETE INSTITUTE; ACI 318 BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE;
6.ASTM INTERNATIONAL; TESTING AND MATERIALS;
G.DO NOT USE SCALED DIMENSIONS. USE WRITTEN DIMENSIONS OR WHERE NO DIMENSION IS PROVIDED, CONSULT WITH THE
SHORING ENGINEER FOR CLARIFICATION BEFORE PROCEEDING WITH THE WORK. COORDINATE ALL DIMENSIONS WITH
ARCHITECTURAL AND STRUCTURAL DRAWINGS BEFORE PROCEEDING WITH THE WORK.
H.THE GENERAL CONTRACTOR SHALL COORDINATE THESE DRAWINGS WITH DRAWINGS AND SPECIFICATIONS PREPARED BY
THE BUILDING ARCHITECT AND STRUCTURAL ENGINEER REGARDING THE NEW AND EXISTING CONSTRUCTION AND
CONDITIONS. THE GENERAL CONTRACTOR SHOULD RESOLVE ANY CONFLICTS ON THE DRAWINGS WITH THE BUILDING
ARCHITECT AND STRUCTURAL ENGINEER BEFORE PROCEEDING WITH CONSTRUCTION.
I.THE CONTRACTOR MUST SUBMIT IN WRITING ANY REQUESTS FOR MODIFICATIONS TO THE PLANS.
J.THE SHORING ENGINEER HAS MADE ASSUMPTIONS CONCERNING THE SOUNDNESS OF THE BUILDINGS ON THE PROPERTIES
ADJACENT TO AND ON THE SITE. THESE ASSUMPTIONS ARE THAT THESE BUILDINGS AND STRUCTURES WERE DESIGNED IN
CONFORMITY WITH GOOD DESIGN PRACTICES. THE SHORING CONTRACTOR SHOULD TAKE EXTRAORDINARY PRECAUTIONS
CONCERNING THE PRESERVATION OF THE ADJACENT PROPERTIES. THE STABILITY OF ALL THE ELEMENTS OF THE
BUILDING SHOULD BE CAREFULLY CHECKED BEFORE DOING ANY WORK ON EXISTING STRUCTURES. ALL PORTIONS OF
STRUCTURE THAT MAY BE WEAKENED BY REMOVAL OF EXISTING CONSTRUCTION SHOULD BE BRACED OR STRENGTHENED
UNTIL NEW CONSTRUCTION IS IN PLACE.
K.IT IS DIFFICULT TO ACCURATELY PREDICT THE AMOUNT OF DEFLECTION OF A SHORED EMBANKMENT. IT SHOULD BE
REALIZED, HOWEVER, THAT SOME DEFLECTION WILL OCCUR. WE WOULD ESTIMATE THAT THIS DEFLECTION COULD BE ON
THE ORDER OF 1 2 INCH TO 1 INCH AT THE TOP OF THE SHORED EMBANKMENT. THE GENERAL CONTRACTOR SHALL BE
RESPONSIBLE AND LIABLE FOR MINOR CRACKING OR SETTLEMENT OF THE EXISTING STREET SIDEWALK, CURBS, GUTTER,
UTILITIES, PAVEMENT, BUILDING, OR ANY OTHER STRUCTURES THAT MAY OCCUR DURING INSTALLATION OF THE WORK, OR
THAT ARE CAUSED BY VIBRATION OF MACHINERY OR EQUIPMENT.
L.IF ANY HORIZONTAL OR VERTICAL MOVEMENT OF THE SOLDIER PILES REACHES 0.04 FEET (1 2 INCH), THE SHORING
ENGINEER AND THE GEOTECHNICAL ENGINEER SHALL EVALUATE SUCH MOVEMENT AND RECOMMEND CORRECTIVE
MEASURES, IF NECESSARY, BEFORE EXCAVATION IS CONTINUED.
M.THE SHORING CONTRACTOR SHALL COORDINATE THE USE OF THE DRILL RIG AND OTHER EQUIPMENT USED TO INSTALL
SOLDIER PILES.
N.THE GENERAL CONTRACTOR SHALL LIMIT HEAVY VEHICULAR TRAFFIC AND STORAGE OF MATERIAL WITHIN 10 FEET OF THE
SHORING BULKHEAD OR THE TOP OF SLOPED EMBANKMENTS. THE MAXIMUM ALLOWABLE CONSTRUCTION LOAD IS LIMITED
TO 200 POUNDS PER SQUARE FOOT.
O.THE GENERAL CONTRACTOR SHALL PROVIDE MEANS TO PREVENT SURFACE WATER FROM ENTERING THE EXCAVATION
OVER THE TOP OF SHORING AND CUT SLOPES.
P.THE GENERAL CONTRACTOR SHALL COORDINATE THE MASS EXCAVATION WITH THE WORK TO PREVENT UNSAFE OVER
EXCAVATION. EXCAVATION SHALL BE CONDUCTED IN SUCH A MANNER AS TO PREVENT CAVING OF BANKS AND LOSS OF
GROUND. EXCAVATION SHALL BE DONE IN STEPS, BEING COORDINATED WITH THE INSTALLATION OF THE BULKHEAD AS
OUTLINED UNDER "INSTALLATION PROCEDURES".
Q.THE GENERAL CONTRACTOR SHALL COORDINATE THE USE OF HEAVY OR EARTH MOVING EQUIPMENT AND COMPACTION
EQUIPMENT. DAMAGE INDUCED AS A RESULT OF VIBRATIONS CAUSED BY THIS EQUIPMENT IS THE RESPONSIBILITY OF
OTHERS.
R.THE GENERAL CONTRACTOR WILL BE RESPONSIBLE FOR THE REMOVAL OF WATER WITHIN THE SITE TO ALLOW THE
EXCAVATION AND CONSTRUCTION TO PROCEED. THE CONTRACTOR SHALL BE RESPONSIBLE FOR CONTROL OF WATER
RELATED TO DRILLING AND SOLDIER PILE INSTALLATION. PROCEDURES FOR THIS WORK ARE SUBJECT TO REVIEW BY THE
GEOTECHNICAL ENGINEER.
S.THE OWNER AND GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING APPROPRIATE METHODS TO DEWATER
THE SITE AND THE REMOVAL OF WATER WITHIN THE SITE TO ALLOW THE EXCAVATION AND CONSTRUCTION TO PROCEED.
PROCEDURES FOR THIS WORK ARE SUBJECT TO REVIEW BY THE GEOTECHNICAL ENGINEER.
T.UTILITY INFORMATION SHOWN ON THESE DRAWINGS ARE PER SURVEY PLAN(S) PREPARED BY PROJECT CIVIL ENGINEER. IT
MAY NOT BE COMPLETE AND MAY NOT REFLECT CHANGES, REMODELING, OR INTERNAL CONDITIONS. THE GENERAL
CONTRACTOR SHALL DETERMINE THE EXACT LOCATION OF ALL EXISTING UTILITIES BEFORE COMMENCING WITH DRILLING
OR DRIVING OPERATIONS. THE GENERAL CONTRACTOR AGREES TO BE FULLY RESPONSIBLE FOR ANY AND ALL DAMAGES
THAT MIGHT BE OCCASIONED BY ITS FAILURE TO EXACTLY LOCATE AND PRESERVE ANY AND ALL UNDERGROUND UTILITIES.
THE ENGINEER SHALL BE CONSULTED IF UTILITY LINES OR PIPING IS ENCOUNTERED DURING DRILLING OPERATION. CARE
SHALL BE USED IN DRILLING SO THAT THE FOLLOWING INDICATIONS OF UTILITIES IN THE PATH OF DRILLING ARE
RECOGNIZED:
1.ABNORMAL RESISTANCE TO DRILLING.
2.FOREIGN MATERIALS PULLED FROM THE HOLE.
U.THE GENERAL CONTRACTOR SHALL PROVIDE BARRICADES TO PROTECT PEDESTRIANS AND VEHICLES FROM HARM. SAFETY
RAILING AT THE TOP OF SHORING SHALL BE CONSTRUCTED AND MAINTAINED BY OTHERS.
V.IF THE GENERAL CONTRACTOR WISHES TO PROPOSE ALTERNATIVE PROCEDURES, MATERIALS, AND CONSTRUCTION
DETAILS. THE GENERAL CONTRACTOR SHALL PAY FOR ALL ENGINEERING SERVICES ASSOCIATED WITH THE DESIGN OR
EVALUATION OF THE ALTERNATIVE AND SHALL PAY ALL ADDITIONAL SERVICES SUCH AS INSPECTION RESULTING FROM THE
ALTERNATIVE.
W.SHORING CONTRACTOR SHALL COORDINATE HANDLING OF DRILL CUTTINGS AND FLUIDS WITH GENERAL CONTRACTOR.
DISPOSAL OF DRILLING CUTTINGS AND FLUIDS FROM THE EXCAVATION TO STOCKPILE AREA WILL BE THE RESPONSIBILITY
OF THE GENERAL CONTRACTOR.
HAZARDOUS MATERIALS IN EXISTING CONSTRUCTION
AMERICAN SUBSURFACE ENGINEERING ASSUMES NO RESPONSIBILITY FOR THE MANAGEMENT OF HAZARDOUS MATERIALS
THAT MAY BE ON THE SITE OR WITHIN EXISTING BUILDINGS.
A.AMERICAN SUBSURFACE ENGINEERING HAS NOT PERFORMED INVESTIGATIONS TO DETERMINE THE PRESENCE OF
HAZARDOUS MATERIALS. THE OWNER WILL PROVIDE THE RESULTS OF SUCH INVESTIGATIONS IF THEY HAVE BEEN
PERFORMED.
B.THE CONTRACTOR SHALL BE RESPONSIBLE FOR ENSURING THAT PERSONNEL WITHIN THE WORK AREA ARE PROTECTED
FROM EXPOSURE TO HAZARDOUS MATERIALS. IF HAZARDOUS MATERIALS ARE DISCOVERED, THE CONTRACTOR SHALL
IMMEDIATELY NOTIFY THE OWNER AND CEASE WORK UNTIL CONDITIONS CAN BE MAINTAINED IN COMPLIANCE WITH ALL
APPLICABLE REGULATIONS.
MATERIALS
A.STRUCTURAL STEEL
1.GENERAL: ALL STEEL SHALL BE IDENTIFIED AS REQUIRED BY CBC SECTION 2203.1. STEEL WHICH IS NOT PROPERLY
IDENTIFIED SHALL BE TESTED TO SHOW CONFORMANCE WITH REQUIREMENTS OF APPLICABLE ASTM STANDARD AT
CONTRACTOR'S EXPENSE.
2.SHAPES:
W,WT A572 GRADE 50
3.STRUCTURAL TUBES:
HSS ROUND A500, GR. B (42 KSI)
PIPE A53, TYPE S, GR. B
4.OTHER SHAPES AND PLATES:ASTM A36, ASTM A572 GR. 50 AS NOTED.
5.WELDING FILLER MATERIAL:AWS D1.1; TYPE REQUIRED FOR BASE METALS BEING WELDED.
6.ELECTRODES SHALL BE E70XX, LOW HYDROGEN, UNLESS OTHERWISE
B.TIEBACK STRAND ANCHORS SHALL CONFORM TO THE FOLLOWING:
1.TIEBACK STRAND ANCHORS UTILIZE 0.6" DIAMETER 7-WIRE, WELDLESS, LOW-RELAXATION AND SHALL CONFORM TO
ASTM A416.
2.HAVE A MINIMUM ULTIMATE STRENGTH OF 270,000 PSI AND MAY BE PROOF TESTED TO 80% OF THE ULTIMATE
STRENGTH. LOCK-OFF LOAD SHALL NOT EXCEED 70% OF THE ULTIMATE STRENGTH.
C.THREADED BAR ANCHORS SHALL CONFORM TO THE FOLLOWING:
1.THREADED BARS BY DYWIDAG-SYSTEMS INTERNATIONAL OR APPROVED EQUAL.
2.GRADE 75, #6 - #11, #24, AND #28 THREADED BARS SHALL CORM TO ASTM A615 AND SHALL HAVE A MINIMUM YIELD
STRENGTH OF 75 KSI AND AN ULTIMATE STRENGTH OF 100 KSI AND MAY BE PROOF TESTED TO 90% OF YIELD.
3.GRADE 80, #14, #18, AND #20 THREADED BARS SHALL CORM TO ASTM A615 AND SHALL HAVE A MINIMUM YIELD
STRENGTH OF 80 KSI AND AN ULTIMATE STRENGTH OF 106 KSI AND MAY BE PROOF TESTED TO 90% OF YIELD.
4.GRADE 100, #6 - #11, #14, #18, AND #20 THREADED BARS SHALL CONFORM TO ASTM A722 AND SHALL HAVE A MINIMUM
YIELD STRENGTH OF 100 KSI AND AN ULTIMATE STRENGTH OF 114.5 KSI AND MAY BE PROOF TESTED TO 90% OF YIELD.
5.GRADE 150, 1”, 1¼”, 1⅜”, 1¾”, 2¼”, 2½”, AND 3” DIAMETER THREADED BARS SHALL CONFORM TO ASTM A722 AND SHALL
HAVE A MINIMUM YIELD STRENGTH OF 120 KSI AND AN ULTIMATE STRENGTH OF 150 KSI AND MAY BE PROOF TESTED TO
80% OF YIELD.
D.CENTRALIZERS SHALL BE PLACED AT 10-FOOT INTERVALS IN THE BONDED LENGTH STARTING AT THE LOWER END SO THAN
NO LESS THAN 0.5 INCHES OF GROUT COVER IS ACHIEVED ALONG THE BARS. CENTRALIZERS AND SPACERS MAY BE MADE
OF ANY MATERIAL, EXCEPT WOOD, NOT DELETERIOUS TO THE STEEL OR PLASTIC SHEATHING.
E.ANCHORAGE DEVICES AND ROD COUPLERS FOR TIEBACKS SHALL HAVE SUITABLE PHYSICAL PROPERTIES TO FULLY
DEVELOP THE MINIMUM GUARANTEED ULTIMATE STRENGTH OF THE TIEBACK RODS OR STRANDS.
F.ALL THREADED RODS SHALL CONFORM TO ASTM SPECIFICATION A-307.
G.CEMENT: ASTM C150 TYPE II-V.
H.TIEBACK GROUT TO BE USED FOR THE BONDED LENGTH SHALL CONSIST OF A PUMPABLE MIXTURE OF CEMENT, SAND,
WATER, AND ADMIXTURES (SAND MAY BE OMITTED IF BATCHED ON-SITE). CEMENT GROUT SHALL BE MADE WITH
WATER/CEMENT RATIO OF 0.4 TO 0.45 BY WEIGHT. CHEMICAL ADDITIVES WHICH CAN CONTROL BLEED OR RETARD SET MAY
BE USED. EXPANSIVE ADDITIVES WILL NOT BE ALLOWED. ADDITIVES, IF USED, SHALL BE MIXED IN ACCORDANCE WITH THE
MANUFACTURER'S RECOMMENDATIONS. THE GROUT SHALL BE CAPABLE OF REACHING A CUBE STRENGTH (AASHTO T-106)
OF 1,500 PSI IN 3 DAYS AND 3,000 PSI IN 28 DAYS.
I.LEAN CONCRETE SHALL CONTAIN A MINIMUM OF 2 SACKS OF CEMENT PER CUBIC YARD.
J.DRYPACK TO CONSIST OF 2-PARTS SAND AND 1-PART CEMENT.
K.NON SHRINK GROUT SHALL BE "SIKAGROUT 212" OR EQUAL.
L.WOOD LAGGING SHALL BE ROUGH DOUGLAS FIR NO. 3, GRADED IN ACCORDANCE WITH GRADING RULES FOR WESTERN
LUMBER AND PRESSURE TREATED FOR GROUND CONTACT.
M.ALL STRUCTURAL MEMBERS SHOWN MAYBE SUBSTITUTED WITH EQUAL OR GREATER SIZES. USED STEEL AND LAGGING
MAY BE SUBSTITUTED FOR NEW MATERIALS IF THEY CONFORM TO REQUIREMENTS OF NEW MATERIALS.
OBSERVATIONS
A.GEOTECHNICAL OBSERVATIONS: THE GEOTECHNICAL ENGINEER OF RECORD SHALL PERFORM THE FOLLOWING
OBSERVATION SERVICES. ALL OBSERVATIONS ARE DEEMED AS PERIODIC OBSERVATIONS, OR AS REQUIRED BY THE
PROJECT GEOTECHNICAL ENGINEER. IF THE ACTUAL FIELD CONDITIONS VARY FROM THE ANTICIPATED CONDITIONS;
ADJUSTMENTS SHALL BE MADE AT THE DISCRETION OF THE PROJECT GEOTECHNICAL ENGINEER.
1.REVIEW SOIL STRATA;
2.REVIEW INSTALLATION OF DEEP SOIL MIXED SOLDIER PILES;
3.REVIEW INSTALLATION OF DEEP SOIL MIX LAGGING;
4.REVIEW ANY TEMPORARY SLOPE CUTS;
5.REVIEW INSTALLATION AND TESTING OF TIEBACKS;
B.STRUCTURAL OBSERVATIONS: THE SHORING ENGINEER SHALL PERIODICALLY REVIEW THE PROGRESS OF THE WORK FOR
GENERAL CONFORMANCE WITH THE CONTRACT DOCUMENTS. HOWEVER, THIS REVIEW SHALL NOT BE CONSTRUED AS
SPECIAL INSPECTION. THE CONTRACTOR SHALL NOTIFY THE STRUCTURAL ENGINEER FOR STRUCTURAL OBSERVATION(S)
OF THE FOLLOWING ITEM(S) AT LEAST 48 HOURS PRIOR TO PROCEEDING WITH WORK THAT WOULD PREVENT
OBSERVATION, UNLESS OTHERWISE NOTED.
1.SHORING ENGINEER SHALL PROVIDE STRUCTURAL OBSERVATION FOR THE COMPLETED INSTALLATION OF THE
TEMPORARY SHORING SYSTEM TO ENSURE THAT THE WORK IS DONE ACCORDING TO THE DRAWINGS. SUCH SERVICE
SHALL NOT BE CONSTRUED AS SUPERVISION OF ACTUAL CONSTRUCTION OR THE ASSUMPTION OF RESPONSIBILITY FOR
PROVIDING A SAFE PLACE FOR THE PERFORMANCE OF WORK BY CONTRACTORS.
SPECIAL INSPECTIONS AND TESTING
A.THE OWNER SHALL EMPLOY QUALIFIED SPECIAL INSPECTORS, ACCEPTABLE TO THE ENFORCEMENT AGENCY AND TO
PERFORM INSPECTIONS IN ACCORDANCE WITH SECTIONS 110, AND CHAPTER 17 OF THE CBC.
B.SPECIAL INSPECTORS SHALL BE QUALIFIED BY TRAINING AND EXPERIENCE FOR THE REQUIRED INSPECTIONS. INSPECTORS
WILL THOROUGHLY REVIEW APPLICABLE PORTIONS OF THE CONSTRUCTION DOCUMENTS. INSPECTORS WILL PERFORM ALL
DUTIES AND RESPONSIBILITIES AS REQUIRED BY CBC SECTION 4-342.
C.THE FOLLOWING SPECIAL INSPECTION ITEMS SHALL BE PERFORMED BY AN AGENCY SELECTED AND PROVIDED BY THE
OWNER OF THE PROJECT IN ACCORDANCE WITH THE CITY OF SOUTH SAN FRANCISCO AND APPROVED BY THE SHORING
ENGINEER.
1.ALL GEOTECHNICAL OBSERVATIONS LISTED UNDER OBSERVATIONS, UNLESS PERFORMED BY THE PROJECT
GEOTECHNICAL ENGINEER.
2.TIEBACKS: FULLTIME OBSERVATION OF ALL TESTING SHALL BE PERFORMED BY PROJECT GEOTECHNICAL ENGINEER, OR
SHORING ENGINEER, OR BY A SPECIAL INSPECTOR KNOWLEDGEABLE IN TIEBACK TESTING.
3.FILLET WELDS PER SECTION 1704 OF THE CALIFORNIA BUILDING CODE (CBC):
a.MULTI-PASS FILLET WELDS: CONTINUOUS INSPECTION (REFER TO AWS D1.1)
b.COMPLETE AND PARTIAL PENETRATION GROOVE WELDS: CONTINUOUS INSPECTION (REFER TO AWS D1.1)
MONITORING PROGRAM
A.THE OWNER SHALL EMPLOY AN INDEPENDENT LICENSED LAND SURVEYOR OR QUALIFIED CIVIL ENGINEER TO WORK WITH
THE GENERAL CONTRACTOR TO PERFORM THIS MONITORING PROGRAM.
B.IT IS AMERICAN SUBSURFACE ENGINEERING UNDERSTANDING THAT THE OWNER SHALL COMPLY TO THE REQUIREMENTS
AS OUTLINED IN THIS PROJECT SPECIFIC MONITORING PROGRAM. IF THE MONITORING PROGRAM IS NOT PERFORMED OR
IMPLEMENTED, AMERICAN SUBSURFACE ENGINEERING CANNOT ASSUME ANY RESPONSIBILITY FOR ANY POTENTIAL CLAIMS
THAT MAY ARISE DURING OR AFTER CONSTRUCTION AS A RESULT OF ANY HORIZONTAL OR VERTICAL MOVEMENT THAT MAY
TAKE PLACE. PRIOR TO SHORING WORK AT THE SITE, A VISUAL SURVEY SHALL BE MADE AND PHOTOGRAPHS TAKEN (BY
OWNER OR GENERAL CONTRACTOR) OF IMPROVEMENTS THAT ARE WITHIN 50'-0" OF THE SITE TO ESTABLISH EXISTING
CONDITIONS. CRACK MONITORS SHOULD BE PLACED ACROSS NOTABLE CRACKS IN NEARBY STRUCTURES AND BE
CHECKED DURING CONSTRUCTION.
C.ADJACENT BUILDINGS/ STREETS WITHIN 50'-0" OF THE PROPOSED EXCAVATION SHALL BE MONITORED (SURVEYED) FOR
HORIZONTAL AND VERTICAL MOVEMENT BY AN INDEPENDENT LICENSED LAND SURVEYOR OR QUALIFIED CIVIL ENGINEER
(PROVIDED BY OWNER) AT THE FOLLOWING LOCATIONS PROVIDED ACCESS FROM THE NEIGHBORS.
1.TOP OF THE SOLDIER PILES 40'-0” +/- ON CENTER;
2.CORNERS AND EVERY 25'-0' ALONG THE ADJACENT BUILDINGS;
D.AMERICAN SUBSURFACE ENGINEERING, RECOMMENDS THE FOLLOWING MONITORING POINTS BE SURVEYED FOR
HORIZONTAL AND VERTICAL MOVEMENT BY A LICENSED SURVEYOR AT THE FOLLOWING INTERVALS:
1.UPON INSTALLATION OF SOLDIER PILES;
2.UPON COMPLETION OF EACH ROW OF TIEBACKS;
3.ONCE PROJECT SITE EXCAVATION REACHES HALF OF SHORED HEIGHT;
4.MINIMUM EVERY 2 WEEKS DURING EXCAVATION;
5.UPON COMPLETION OF GENERAL EXCAVATION;
6.EVERY 3 WEEKS UNTIL NEW CONSTRUCTION REACHES STREET GRADE;
E.THE CONTRACTOR SHALL STOP EXCAVATION AND NOTIFY AMERICAN SUBSURFACE ENGINEERING AND THE GEOTECHNICAL
ENGINEER IF MORE THAN 0.04 FEET (1 2 INCH) OF HORIZONTAL OR VERTICAL MOVEMENT IS OBSERVED.
F.SURVEY MONITORING RESULTS SHALL BE SUBMITTED TO AMERICAN SUBSURFACE ENGINEERING AND THE GEOTECHNICAL
ENGINEER WITHIN 3-DAYS OF FIELD SURVEY MEASUREMENTS.
G.ADDITIONAL SURVEY MEASUREMENTS DURING OR AFTER CONSTRUCTION SHALL BE MADE IF REQUESTED BY AMERICAN
SUBSURFACE ENGINEERING OR LANGAN.
H.DURING SHORING AND NEW CONSTRUCTION, THE GENERAL CONTRACTOR SHALL VISUALLY MONITOR THE SHORING AND
UNDERPINNING SYSTEM(S) AND NEARBY IMPROVEMENTS ON A DAILY BASIS FOR INDICATIONS OF MOVEMENT. THE
GENERAL CONTRACTOR SHALL STOP EXCAVATION OPERATIONS IF DEFLECTION OR DISTRESS IS OBSERVED AND SHALL
IMMEDIATELY NOTIFY THE SHORING ENGINEER AND GEOTECHNICAL ENGINEER.
PROCEDURE FOR WET SOIL MIXING TIEBACK SOLDIER PILES
A.REMOVE EXISTING OBSTRUCTIONS (UTILITIES, CONCRETE OR OTHER IMPROVEMENTS TO BE ABANDONED) AND REROUTE
UTILITIES TO REMAIN THAT ARE IN CONFLICT WITH THE SHORING WORK.
B.THE CONTRACTOR SHALL BE HEREBY BE MADE FULLY AWARE OF THE POSSIBILITY OF AREAS OF SAND, GRAVEL, GRAVELY
SANDS, DUNE SANDS AND STIFF CLAYS AS SHOWN ON THE BORING LOGS.
C.SHAFTS SHALL BE WET SOIL-MIX USING AN IN-SITU METHOD OF SOIL MIXING. WET SOIL-MIXING MAY BE AS FOLLOWS:
1.SOIL MIXING TOOL SHALL BE DRILLED INTO THE GROUND.
2.GROUT SLURRY/ GROUT BENTONITE SLURRY IS TO BE PUMPED THROUGH THE HOLLOW STEM OF THE SHAFT AND
INJECTED INTO THE SOIL THROUGH NOZZLES LOCATED ON THE BACKSIDE OF THE ROTATING MIXING BLADES.
3.THE AUGER FLIGHTS AND MIXING BLADES SHALL MIX THE SOIL WITH THE GROUT SLURRY WHILE INJECTING THE GROUT
SLURRY AND SOIL MIXING UNTIL THE DESIGN DEPTH HAS BEEN REACHED.
4.WHEN DESIGN DEPTH HAS BEEN REACHED, TOOL ROTATION AND GROUT INJECTION SHALL CONTINUE AS THE TOOL IS
WITHDRAWN, LEAVING BEHIND A STABILIZED SOILCRETE COLUMN.
D.SOIL-MIX COLUMNS SHALL BE SOIL-MIXED WITH PORTLAND CEMENT GROUT AND BENTONITE AS-REQUIRED TO STABILIZE
SOIL-MIX COLUMN. COMPRESSIVE STRENGTH SHALL BE 100 PSI FOR PRIMARY PILES AND 100 PSI FOR SECONDARY PILES.
DEPENDING ON THE IN-SITU SOIL, THE VOLUME OF GROUT SLURRY MAY RANGE FROM 20% TO 40% BY VOLUME. THE
OPTIMAL PERCENT GROUT USED IN THE FIELD SHOULD BE EVALUATED AND SELECTED BY THE SHORING CONTRACTOR,
BASED ON THE DESIGN STRENGTH REQUIREMENTS SPECIFIED ON THESE DRAWINGS. ONCE DETERMINED, A CONSISTENT
PERCENT OF GROUT SHALL BE MAINTAINED THROUGHOUT THE CONSTRUCTION PROCESS.
E.SHORING CONTRACTOR SHALL PROVIDE THE PROJECT MATERIALS TESTING AGENCY/ LAB WITH WET SAMPLES OF THE
IN-SITU SOIL-CEMENT MIX FOR VISUAL EXAMINATION AND LABORATORY STRENGTH TESTING, PER ASTM D4832, IF DEEMED
APPROPRIATE. WET SAMPLES SHALL BE OBTAINED AT THE START OF CONSTRUCTION AND PERIODICALLY THROUGHOUT
THE SOIL MIXING PRODUCTION, AS REQUESTED BY THE GEOTECHNICAL ENGINEER AND OR SHORING ENGINEER. AT LEAST
ONE SAMPLE SHALL BE COLLECTED PER SHIFT FOR COMPRESSIVE TESTING AT 7, 14, 28, AND 56 DAYS (OR ONCE 100 PSI
HAS BEEN ACHIEVED) TO CONFIRM IN-SITU STRENGTHS.
F.PERMEABILITY SHALL BE NO GREATER THAN 1X10-6 CM/SEC.
G.FLOW MONITORING (INSTALLATION LOG) OF THE GROUT SLURRY DELIVERY, GROUT FLOW, GROUT VOLUME, INCLINATION,
PENETRATION RATE, TORQUE, AND PADDLE ROTATION SPEED SHALL BE SUBMITTED TO THE PROJECT GEOTECHNICAL
ENGINEER, AND SHORING ENGINEER.
H.PLACE SOLDIER PILES. SOLDIER PILES SHALL BE LOCATED AS SHOWN ON THE SHORING PLANS AND SHALL BE INSTALLED
WITHIN THE FOLLOWING TOLERANCES. A STRUCTURAL TEMPLATE AS REQUIRED SHALL CONTROL ALIGNMENT OF SOLDIER
PILE.
1.SOLDIER PILES SHALL BE PLACED WITHIN 0 TO 3 INCHES OF THE BACK OF THE NEW FOUNDATION WALL OR SHORING
LINE.
2.LAYOUT OF SHORING FACE SHALL BE PER THE ARCHITECTURAL AND STRUCTURAL DRAWINGS.
3.CHANGES TO THE SOLDIER PILES BY MORE THAN 3 INCHES IN ANY DIRECTION SHOULD BE CONFIRMED WITH THE
SHORING ENGINEER PRIOR TO INSTALLATION.
I.START EXCAVATING ONCE THE COMPRESSIVE STRENGTH OF THE SOIL MIX COLUMN REACHES A MINIMUM STRENGTH OF 67
PSI, TO THE PRESCRIBED DEPTH OF THE TIEBACKS, WITH EXCAVATION NOT MORE THAN 2 FEET BELOW THE LEVEL OF THE
TIEBACKS.
J.DRILL TIEBACK HOLES TO THE DEPTH REQUIRED (USE CASING AS REQUIRED):
1.ONCE THE COMPRESSIVE STRENGTH OF THE SOIL MIX COLUMN REACHES A MINIMUM STRENGTH OF 75 PSI.
2.THE CONTRACTOR SHALL DESIGN THE TIEBACKS PENETRATION LENGTH BASED ON THE SITE SOIL REPORT AND ACTUAL
FIELD CONDITIONS.
3.THE CONTRACTOR WILL BE HELD RESPONSIBLE FOR REDRILL OR REPLACEMENT OF TIEBACKS THAT FAIL TO MEET TEST
LOADS AND ALL COSTS INVOLVED.
4.THE ANGLE OF TIEBACKS CAN BE INCREASED OR DECREASED BY 5 DEGREES IF IT IS DEEMED NECESSARY BY THE
CONTRACTOR, WITH PRIOR APPROVAL BY THE ENGINEER, IN ORDER TO MEET CONDITIONS IN THE FIELD.
5.INSTALL ANCHOR ROD OR STRANDS. FILL PENETRATION LENGTH AND UNBONDED LENGTH OF TIEBACK WITH GROUT.
THE CONCRETE SHALL BE PUMPED INTO PLACE FROM THE BACK OF THE HOLE TOWARD THE FRONT.
6.FILL THE BALANCE OF THE HOLE TIGHTLY WITH A LEAN SAND CONCRETE MIXTURE.
7.WHERE CAVING OCCURS, DRILLED HOLES SHALL BE CASED. CASING SHALL BE PULLED DURING GROUTING. THE
PLACEMENT OF GROUT SHALL BE PRESSURE PUMPED SO THAT ALL VOIDS ARE FILLED. ALTERNATELY, DRILLING SHALL
BE DONE WITH A CONTINUOUS FLIGHT AUGER WITH THE ANCHOR ROD OR STRANDS INSTALLED WITHIN THE STEM OF
THE AUGER.
8.POST GROUT TIEBACKS AS REQUIRED TO ACHIEVE TEST LOADS.
9.CONTRACTOR SHOULD TAKE CARE TO PREVENT LOSS OF BACKFILL (GROUT) INTO NEARBY PROPERTIES OR
STRUCTURES.
10.SHORING CONTRACTOR SHALL SEAL HEAD OF TIEBACK, AS REQUIRED, WITH A BENTONITE PLUG OR EQUAL, TO
PREVENT EXCESSIVE WATER SEEPAGE. IF WATER SEEPAGE CANNOT BE STOPPED WITH A BENTONITE PLUG, A
DRAINAGE PANEL SHALL BE PLACED AT TIEBACK HEAD TO DIRECT WATER TO THE BOTTOM OF EXCAVATION GRAVEL
LAYER TO BE PUMPED OUT. SHORING CONTRACTOR SHALL CO0ORDINATE THIS WITH THE GENERAL CONTRACTOR,
PROJECT WATERPROOFING CONSULTANT, AND/OR WATERPROOFING CONTRACTOR.
K.TIEBACK TENDON UNBONDED LENGTH SHALL BE COVERED WITH SEALED PVC SLEEVE. PROVIDE A CUSHION (NATIVE SOIL)
OR GAP BETWEEN THE TIEBACK GROUT AND THE BACK OF THE SOLDIER PILE TO ALLOW THE ANCHOR TO MOVE DURING
TESTING.
L.NOTIFY SHORING ENGINEER OF KINKING OR SHARP CURVATURE IN ANCHORS OR MISALIGNMENT OF THE ANCHORS WITH
THE ANCHORAGE.
M.TIEBACKS SHALL BE STRESSED IN THE FOLLOWING MANNER; PROVIDED THE GROUT HAS FIELD CURED FOR A MINIMUM OF 3
DAYS OR WHEN THE GROUT ACHIEVES THE MINIMUM SPECIFIED STRENGTH, AT THE SHORING CONTRACTOR'S OPTION:
1.ANCHORS SHALL BE STRESSED STRAIGHT AND TRUE. STOP TESTING AND NOTIFY SHORING ENGINEER IF SOLDIER PILE
DEFLECTION OR SHARP KINKING OF THE STRANDS OCCUR.
2.INSTALL ANCHORAGE. THE CONTRACTOR SHALL INSTALL WEDGE WASHERS AS REQUIRED TO CORRECT ANY
MISALIGNMENT OF TIEBACKS WITH THE ANGLE SEAT.
3.SHORING CONTRACTOR SHALL MONITOR THE MOVEMENT OF THE TIEBACK TENDON ANCHORAGE USING A TRIPOD
MOUNTED DIAL GAUGE WITH A PRECISION OF 0.001 INCHES.
4.ANCHORS SHALL BE STRESSED STRAIGHT AND TRUE. KINKING OR SHARP CURVATURE IN ANCHORS UNDER TENSION
SHALL BE CAUSE FOR REJECTION.
5.THE SPECIAL INSPECTOR OR GEOTECHNICAL ENGINEER SHALL RECORD THE ELONGATION (DIAL GAUGE) AT THE
ALIGNMENT LOAD AND DURING THE PROOF TESTING.
N.THE PROOF LOADING AND STRESSING OF TIEBACKS SHALL BE DONE WITH EQUIPMENT THAT SHALL BE CAPABLE OF SAFELY
ACHIEVING AND HOLDING THE REQUIRED LOADS. THE JACK, PUMP, AND GAUGES USED FOR STRESSING SHALL BE
CALIBRATED AND CERTIFIED BY A TESTING LABORATORY WITHIN THREE MONTHS.
O.REPEAT STEPS IN SEQUENCE FOR SUBSEQUENT ROWS OF TIEBACKS UNTIL ALL THE TIEBACKS HAVE BEEN COMPLETED.
P.CONTINUE EXCAVATING TO THE PRESCRIBED DEPTH.
Q.FLAT BLADE EXCAVATION IS REQUIRED WHERE SHORING IS BACK WALL FORMED. WHEN EXCAVATING A SOIL MIXED
SHORING WALL THAT IS BACK WALL FORMED FOR A BASEMENT, THE EXCAVATION METHOD IS CRITICAL. THE EXPOSED
FACE OF THE WALL IN BETWEEN THE WF SOLDIER PILES MUST BE FLAT, SMOOTH CONTINUOUS PLANE. THIS IS CRITICAL
FOR THE WATERPROOFING CONTRACTOR, AND FOR THE INTEGRITY OF THE SOIL IMPROVED LAGGING. USING A FLAT BLADE
THAT SPANS THE DISTANCE BETWEEN THE WF SOLDIER PILES IS RECOMMENDED. A TYPICAL CENTER-TO-CENTER SPACING
FOR WF SOLDIER PILES IN A SOIL IMPROVED WALL IS BETWEEN 4'-0” TO 7'-0” CENTER-TO-CENTER.
R.WOOD LAGGING IS NOT REQUIRED EXCEPT AT AREAS OF DEFECTIVE INTERMEDIATE SOIL-MIXING AS NOTED BELOW.
1.SHORING CONTRACTOR AND SPECIAL INSPECTOR SHALL VISUALLY OBSERVE EXPOSED SHORING FACE FOR
INDICATIONS OF POORLY MIXED AREAS, GAPS OR OTHER DEFECTS AND CONFIRM REQUIRED OVERLAP OF COLUMNS.
AREAS OF POOR MIXING, MISALIGNED COLUMNS, GAPS, RUNNING WATER OR OTHER DEFECTS SHALL BE PROMPTLY
REPAIRED BY THE SHORING CONTRACTOR, WHERE EXPOSED, PRIOR TO FURTHER EXCAVATION. NOTIFY SHORING
ENGINEER OF ANY DEFECTIVE AREAS.
PROCEDURE FOR TIEBACK TESTING
A.TIEBACK PERFORMANCE TESTING:
1.PERFORMANCE TESTING: THE FIRST TWO PRODUCTION TIEBACKS AND TWO PERCENT OF THE REMAINING TIEBACKS
SHALL BE PERFORMANCE TESTED TO 1.25 TIMES THE DESIGN LOAD. ALL OTHER TEMPORARY TIEBACKS SHALL BE
PROOF TESTED TO 1.25 TIMES THE DESIGN LOAD. THE PERFORMANCE TESTS WILL BE USED TO DETERMINE THE LOAD
CARRYING CAPACITY OF THE TIEBACKS AND THE RESIDUAL MOVEMENT. THE PERFORMANCE TESTED TIEBACKS SHALL
BE CHECKED 24 HOURS AFTER INITIAL LOCK OFF TO CONFIRM STRESS RELAXATION HAS NOT OCCURRED. THE
GEOTECHNICAL ENGINEER SHOULD EVALUATE THE RESULTS OF THE PERFORMANCE TESTS AND DETERMINE IF CREEP
TESTING IS REQUIRED AND SELECT THE TIEBACKS THAT SHOULD BE CREEP TESTED.
2.IN THE PERFORMANCE TEST, THE LOAD APPLIED TO THE TIEBACK AND ITS MOVEMENT SHALL BE MEASURED DURING
SEVERAL CYCLES OF INCREMENTAL LOADING AND UNLOADING. THE MAXIMUM TEST LOAD SHOULD BE HELD FOR A
MINIMUM OF 10 MINUTES, WITH READINGS TAKEN AT 1, 2, 3, 4, 5, 6 AND 10 MINUTES. IF THE DIFFERENCE BETWEEN THE 1-
AND 10-MINUTE READINGS IS LESS THAN 0.04 INCH DURING THE LOADING, THE TEST IS DISCONTINUED. IF THE
DIFFERENCE IS MORE THAN 0.04 INCH, THE HOLDING PERIOD IS EXTENDED TO 60 MINUTES, AND THE MOVEMENTS
SHOULD BE RECORDED AT 15, 20, 25, 30, 45, AND 60 MINUTES.
B.TIEBACK PROOF TESTING:
1.PROOF TESTING: ALL REMAINING TIEBACKS SHALL BE PROOF TESTED TO 1.25 TIMES THE DESIGN LOAD. APPLY AN
ALIGNMENT LOAD OF 10 PERCENT OF THE TEST LOAD AND SET THE DIAL GAUGE TO ZERO. APPLY TEST LOAD IN
INCREMENTS OF 0.25 TIMES THE DESIGN LOAD (HOLD EACH INCREMENTAL LOAD UNTIL MOVEMENT HAS STABILIZED)
UNTIL THE TEST LOAD IS REACHED. RECORD THE ELONGATION AT EACH INCREMENT AND AT THE ALIGNMENT LOAD.
HOLD THE TEST LOAD FOR 10 MINUTES AND RECORD MOVEMENTS AT 0, 1, 2, 3, 4, 5, 6, AND 10 MINUTES. CYCLE THE
LOAD BACK TO THE ALIGNMENT LOAD AFTER THE FINAL HOLD PERIOD AND RECORD THE DISPLACEMENT.
C.TIEBACK TESTS SHALL BE CONSIDERED ACCEPTABLE IF:
1.LESS THAN 0.04 INCHES OF MOVEMENT IS OBSERVED BETWEEN THE 1 AND 10-MINUTE HOLD OR MOVEMENT IS LESS
THAN 0.08 INCHES PER LOG CYCLE OF TIME (I.E. 6 TO 60 MINUTE INTERVAL) IF THE TEST HOLD IS CONTINUED FOR
60-MINUTES.
2.THE TOTAL DISPLACEMENT BETWEEN THE ALIGNMENT LOAD AND TEST LOAD EXCEED 80 PERCENT OF THE
THEORETICAL ELASTIC ELONGATION OF THE UNBONDED LENGTH ((TEST LOAD - ALIGNMENT LOAD) X UNBONDED
LENGTH DIVIDED BY AREA OF TENDON AND 29,000 KSI).
3.A PULL FAILURE DOES NOT OCCUR. PULLOUT FAILURE IS DEFINED AS THE CONDITION WHEN CONTINUED PUMPING OF
THE JACK DOES NOT INCREASE THE LOAD (GAUGE PRESSURE) WHILE THE TIEBACK DISPLACEMENT IS CONTINUING TO
INCREASE.
4.IN THE EVENT A TIEBACK FAILS TO MEET THE TEST CRITERIA THE SHORING CONTRACTOR MAY CHOOSE TO REGROUT
AND RE-TEST THE TIEBACK OR LOCK-OFF THE TIEBACK AT 50 PERCENT OF THE ULTIMATE LOAD MAINTAINED DURING
THE 10-MINUTE HOLD AND PROVIDE ADDITIONAL MAKE-UP TIEBACKS PER BELOW. ISOLATED TIEBACKS THAT TEST
ABOVE THE DESIGN LOAD BUT FAIL TO MEET THE TEST CRITERIA MAY BE REVIEWED AND ACCEPTED BY THE SHORING
ENGINEER.
5.SHORING CONTRACTOR SHALL PROVIDE AND TEST ADDITIONAL MAKE-UP TIEBACKS AND ANCHORAGE FOR TIEBACKS
THAT FAIL TO MEET THE TEST REQUIREMENTS. MAKE-UP TIEBACKS SHALL HAVE A DESIGN LOAD EQUAL TO THE
DIFFERENCE BETWEEN THE LOCKED-OFF LOAD OF THE FAILED TIEBACK AND THE DESIGN LOAD SHOWN ON THE
DRAWINGS PLUS 40 PERCENT OF THE TEST LOAD. MAKE-UP TIEBACKS SHALL BE INSTALLED 2-FEET BELOW THE FAILED
TIEBACK. COST FOR THE MAKE-UP TIEBACKS AND ASSOCIATED WORK SHALL BE THE RESPONSIBILITY OF THE SHORING
CONTRACTOR.
6.CUT THE TENDON1-INCH FROM THE LOCK NUT OR WEDGES.
DETAIL NUMBERING:
THE BLOCK ARE NOT DRAWN ON DETAIL SHEETS BUT THE NUMBER MORE OR LESS CORRESPOND TO THE NUMBERING SYSTEM
USED FOR DETAILS ON THE DRAWINGS.
WHERE MORE THAN ONE BLOCK AREA IS USED FOR A SINGLE DETAIL, THE NUMBER CORRESPONDING TO BLOCK AT THE
BOTTOM RIGHT CORNER OF DETAIL. BLOCK POSITIONS MAY VARY SLIGHTLY.
ABBREVIATIONS
THE FOLLOWING ABBREVIATIONS MAY BE USED IN THESE DRAWINGS TO DENOTE THE WORDS INDICATED.
&AND
@ AT
℄CENTERLINE
⅊PLATE/S
ST STEP
Ø DIAMETER
#POUND OR NUMBER
(E)EXISTING
(N)NEW
APPROX APPROXIMATE
ARCH ARCHITECT
BLDG BUILDING
BOTT BOTTOM
B.O.E.BOTTOM OF EXCAVATION
B.O.F.BOTTOM OF (E) FOOTING
B.O.P.BOTTOM OF PIER
B.O.S.BOTTOM OF SLOPE
C.J.CONSTRUCTION JOINT
CLR CLEAR
COL COLUMN
CONC CONCRETE
CONN CONNECTION
CONSTR CONSTRUCTION
CONT CONTINUOUS
CTR CENTER
DET DETAIL
DIA DIAMETER
DIM DIMENSION
DN DOWN
DO DITO
DWG DRAWINGS
EA EACH
E.F.EACH FACE
EL ELEVATION
E.W.EACH WAY
EXIST EXISTING
E.G.EXISTING GRADE
EXP EXPANSION
EXT EXTERIOR
FDN FOUNDATION
E.F.FINISHED FLOOR
E.G.FINISH GRADE
E.O.C.FACE OF CONCRETE
FT FOOT OR FEET
FTG FOOTING
E.S.FAR SIDE
GR GRADE
HK HOOK
HORIZ HORIZONTAL
I.D.INSIDE DIAMETER
I.F.INSIDE FACE
JT.JOINT
MAX MAXIMUM
MFR MANUFACTURER
MIN MINIMUM
MISC.MISCELLANEOUS
N NORTH
N.F.NEAR FACE
N.I.C.NOT IN CONTRACT
NOM NOMINAL
N.T.S.NOT TO SCALE
N.S.NEAR SIDE
N.W.NORMAL WEIGHT
O.C.ON CENTER
O.D.OUTSIDE DIAMETER
O.F.OUTSIDE FACE
OPNG OPENING
OPP OPPOSITE
P.S.F.POUNDS PER SQUARE FOOT
P.S.I.POUNDS PER SQUARE INCH
P.T.PRESSURE TREATED
P.L.PROPERTY LINE
RAD RADIUS
RECT.RECTANGLE
REF REFERENCE
REINF REINFORCING
REQ REQUIRED
S.A.D.SEE ARCHITECTURAL
DRAWINGS
S.J.SAWCUT JOINT
S.C.D.SEE CIVIL DRAWINGS
S.M.D.SEE MECHANICAL DRAWINGS
S.O.G.SLAB-ON-GRADE
SIM SIMILAR
SPEC SPECIFICATION
SQ SQUARE
STD STANDARD
STL STEEL
STRL STRUCTURAL
SYM SYMMETRICAL
T.O.C.TOP OF CONCRETE
T.O.F.TOP OF FOOTING
T.O.S.TOP OF STEEL
T.O.W.TOP OF WALL
TYP TYPICAL
U.O.N.UNLESS OTHERWISE NOTED
V.I.F.VERIFY IN FIELD
VERT.VERTICAL
W/WITH
WD WOOD
WK.PT.WORK POINT
W/O WITHOUT
1
SH2.1
DRAWING SYMBOLS AND LEGEND
A.THESE SYMBOLS ON DRAWINGS INDICATE SECTIONS, ELEVATIONS, AND DETAIL REFERENCES ON
DRAWINGS
1. SECTION
MARK INDICATING ORIENTATION OF SECTION
SECTION DESIGNATION SECTION
SHEET ON WHICH DETAIL IS FOUND
2. ELEVATION
ELEVATION MARK INDICATING ORIENTATION OF ELEVATION
3. DETAIL
WHERE THE CIRCLE IS NECESSARY TO DEFINE THE EXTENT OF
THE DETAIL
B.THE FOLLOWING SYMBOLS HAVE BEEN USED ON THE FRAMING PLANS:
PILE NUMBER
BUILDING GRID LINE
DRILLED SOLDIER PILE
SLOPED BANK
1.5:1 TYPE "C" SOIL (HORIZONTAL TO VERTICAL)
TIEBACK
TIEBACK WORK POINT
DESIGN LOAD/ UNBONDED LENGTH/ DRILL ANGLE OTHER THAN
15°
0 K/ 0'-0"/ 15°
1
SH2.1
1
SH2.1
STRUCTURAL SHORING DRAWING LIST
SH1.1 SHORING GENERAL NOTES
SH2.1 SHORING DETAILS
SH2.2 SHORING CROSS-SECTIONS
SH2.3 SHORING CROSS-SECTIONS
SH2.4 SHORING CROSS-SECTIONS
SH3.1 PARTIAL SHORING PLAN
SH3.2 PARTIAL SHORING PLAN
SH4.1 PARTIAL SHORING ELEVATION
SH4.2 PARTIAL SHORING ELEVATION
SH4.3 PARTIAL SHORING ELEVATION
SH4.4 PARTIAL SHORING ELEVATION
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
0
0
62-722-008-1
ASU
TRELAECIVRESDNUO
R
G
R
E
D
N
U
G
I
D
U
O
YEROFEB
LLAC
VICINITY MAP
SHORING LOADING CRITERIA
·ACTIVE PRESSURE, (EFAP) = 38 PCF
·RESTRAINED PRESSURE, (PR) = EQUATION SEE BELOW
·ACTIVE PRESSURE BELOW DREDGE LINE, (EFAP2) = 35 PCF
·ACTIVE PRESSURE BELOW WATER, (EFAP3) = 18 PCF
·ALLOWABLE PASSIVE PRESSURE, (EFPP) = 290 PCF
·ALLOWABLE PASSIVE PRESSURE BELOW WATER, (EFPP2) = 140 PCF
·TIEBACK SKIN FRICTION = 1,671 PSF (INCLUDES POST GROUTING)
·TYPICAL TRAFFIC SURCHARGE, (CSTRAFFIC) = 100 PSF
·TYPICAL SURCHARGE DEPTH, (CSTYP) = 10'-0"
·HEAVY CONSTRUCTION SURCHARGE, (CSHEAVY) = XXX PSF
(TO BE APPLIED TO FULL SHORED HEIGHT "H")
·SLOPED HEIGHT = (HS)
·SLOPE SURCHARGE, (SSUNIF) = HS*EFAP PSF
(TO BE APPLIED TO FULL SHORED HEIGHT "H")
·SOIL ARCHING FACTOR = 3.0 MAX.
CANTILEVER
CONDITION
RESTRAINED
CONDITION
CSTRAFFIC
CS
TY
P
WA
L
L
H
E
I
G
H
T
"H
"
PI
L
E
E
M
B
E
D
M
E
N
T
"D
"
POINT OF
RESTRAINT /
TIEBACK
TRAFFIC
SURCHARGE
TOP OF
WALL
BOTTOM OF
EXCAVATION
EFPP2
EFPP
"H
1"
3'
-
0
"
EFAP
EFAP2
EFAP3
SL
O
P
E
D
HE
I
G
H
T
"H
S"
EFAP2
EFAP3
EFAP 0.
6
H
N+
1
0.
6
H
1
"H
N+
1
"
SSUNIF
SLOPE
SURCHARGE
MAX. 120,000 LB.
POINT LOAD
MIN. 6'-0"
CLR.
CSHEAVY
HEAVY
SURCHARGE
23H2
H - 1 3H1 - 1 3HN+1
PROJECT LOCATION
STRUCTURAL ENGINEER
STAMP
ISSUE / REVISION
SCALE
S.E.R.
DESIGN
DRAWN
PROJECT No.
DRAWING TITLE
No.DESCRIPTION DATE
1300-B Old Bayshore Highway
San Jose, CA 95070
TEL: 650.302.0542
www.ASEsoil.com
41
0
N
O
O
R
A
V
E
N
U
E
SO
U
T
H
S
A
N
F
R
A
N
C
I
S
C
O
,
C
A
9
4
0
8
0
SY
R
E
S
-
4
1
0
N
O
O
R
-
B
U
I
L
D
I
N
G
B
TE
M
P
O
R
A
R
Y
S
H
O
R
I
N
G
PERMIT DRAWINGS 11/09/2022
REVISION 01/09/20231
REVISION 01/26/20232
REVISION 03/17/20233
REVISION 04/10/20234
REVISION 06/07/20235
DATE SIGNED
06/07/2023
AS NOTED
IF PRINT SIZE IS
30"x42"
21030
BGC
BGC
BGC
All drawings and written material appearing herein constitute the original and unpublished work of the
American Subsurface Engineering and the same may not be duplicated, used or disclosed without
the written consent of the American Subsurface Engineering.
SHORING CONTRACTOR
1300 Old Bayshore Highway
San Jose, CA 95112
TEL:408.795.1700
www.amdrill.com
PROJECT NAME / LOCATION
REVISION 06/14/20236
SHORING
GENERAL
NOTES
SH1.1
1
1
1
1
1
2
2
2
6
06/14/2023
PILE TIP, SEE ELEVATIONS
NOTE:
1.SEE ELEVATIONS FOR LOCATION OF TIEBACK WORK POINT.
2.LOCATE TIEBACKS ON ALTERNATE SIDES OF SOLDIER PILES.
3.REFER TO DETAIL 20/- FOR TIEBACK TEST LOAD SCHEDULE.
4.TIEBACK SKIN FRICTION = 1,671 PSF
4
-
3
-
1
-
TYPICAL SOIL MIX RESTRAINED
SOLDIER PILE 1"=1'-0"
ASSUMED
ACTIVE
WEDGE
T.O.S./ E.G. SEE ELEVATIONS
2'
-
0
"
M
A
X
.
10'-0" MIN.
SOIL MIX LAGGING, TYP.
LIMIT OF EXCAVATION UNTIL
TIEBACK ANCHORS ARE LOCKED
AT REQUIRED FORCE
ADDITIONAL TIEBACK AS REQUIRED
SEE ELEVATIONS
SEE ELEVATIONS FOR TIEBACK
WORK POINT LOCATION
SO
I
L
M
I
X
E
D
S
O
L
D
I
E
R
P
I
L
E
SH
O
R
I
N
G
H
E
I
G
H
T
V
A
R
I
E
S
"
H
"
,
SE
E
S
C
H
E
D
U
L
E
O
N
S
H
E
E
T
S
H
3
.
1
SO
L
D
I
E
R
P
I
L
E
D
E
P
T
H
"
D
"
,
SE
E
S
C
H
E
D
U
L
E
S
H
E
E
T
S
H
3
.
1
0.2H
SOLDIER PILE TOLERANCE:
0 TO 2" CLEAR, FOR DEPTH 0 TO 35 FEET BELOW (E) GRADE. 0 TO 3"
CLEAR BELOW 35 FEET.
2
1
60°
B.O.E. SEE ELEVATIONS
2'-6"
PILE DIAMETER
BACKFILL BETWEEN SHORING AND NEW WALL WITH
INCOMPRESSIBLE MATERIAL BY OTHERS OR PLACE NEW
WALL AGAINST SHORING. SEE WATERPROOFING (PER
ARCHITECT). NEW BUILDING TO PROVIDE PERMANENT
LATERAL SUPPORT.
SLOPE PER PLAN
BAR "A"
BAR "A"
PRE-FABRICATED
BLOCK-OUTFIELD WELDED
BLOCK-OUT
1/
2
"
WELD "B"
TYPICALWELD "B"
WORK POINT
SECTION FRONT FLANGE REAR FLANGE
WORK POINT
A
A
B C
, WELD "C"
LINE UP STIFFENER PLATE
WITH SLOT AT FLANGE
BAR "A" BEYOND CNTR.
ON NOTCH
CN
T
R
.
O
N
N
O
T
C
H
CN
T
R
.
O
N
N
O
T
C
H
REAR NOTCH
TO MATCH
STIFFENER
ANGLE
BAR "A" CNTR.
ON NOTCH
C B BAR "A"
NOTE:
1.FABRICATE PILES SUCH THAT BLOCKOUTS AT DIFFERENT ELEVATIONS ON THE
SAME PILE AND BLOCKOUTS AT ADJACENT PILES ARE LOCATED ON OPPOSITE
SIDES OF THE WEB.
2.PROVIDE REMEDIAL WORKS AS REQUIRED TO PREVENT SOLDIER PILE FROM
TWISTING OR ROTATING IF HORIZONTAL DRILL ANGLE OR TIEBACK OFFSET
GREATER THAN THE TOLERANCE SHOWN.
3.CONTRACTOR TO SUBMIT FINAL INSTALLED TIEBACK LENGTH TO SHORING
ENGINEER, AS REQUIRED.
4.PROVIDE STRAND SPACERS IN BONDED LENGTH AND CENTRALIZERS, AS
REQUIRED, FOR DESIGN LOAD, 10'-0" o.c. MAX. SPACING WITHIN BOND LENGTH,
MAX. 2'-0' FROM END OF TIEBACK.
5.TIEBACK SHAFT DIAMETER SHALL BE A MINIMUM OF 0'-8", SHAFT DIAMETER TO BE
INCREASED AS NECESSARY TO OBTAIN TIEBACK TEST LOAD BY SHORING
CONTRACTOR SO TIEBACK DOES NOT CROSS PROPERTY LINE.
1
1
/
2
"
M
A
X
.
O
F
F
S
E
T
BAR "A"
1
1
/
2
"
M
A
X
.
OF
F
S
E
T
WELD "B"
WELD "B"
REAR NOTCH TO
MATCH
STIFFENER
ANGLE
3"-6"
3/8" STIFFENER PLATE, TIEBACK DESIGN LOAD < 130 KIPS,
1/2" STIFFENER PLATE, TIEBACK DESIGN LOAD > 130 KIPS,
TYP.
3"-6"
1°
±
1°
±
WELD "C",
℄ OF PILE
℄ OF TIEBACK
TYPICAL
WELD "B"
℄ OF PILE
℄ OF TIEBACK
3"-6"
3"-6"
3
-
TYPICAL TIEBACK DETAIL
1"=1'-0"
TIEBACK POCKET SCHEDULE
FY = 50KSI FOR WF AND FY = 50 KSI FOR PLATES & BARS
WF
SIZE
BAR
"A"
WELD SIZE
"B"
W10, W12, W14 1 2"X4"x2'-0"1 4"
W16 1 2"X4"x2'-0"1 4"
W18 5 8"X412"x2'-0"1 4"
W21 3 4"X41 2"x2'-0"1 4"
TIEBACK POCKET SCHEDULE
FY = 50KSI FOR WF
FY = 50 KSI FOR PLATES & BARS
WEB STIFFENER PLATE WELD SCHEDULE
WF
SIZE
WELD SIZE
"C"
W10, W12, W14 1 4"
W16 5 16"
W18 5 16"
W21 5 16"(4) STRANDS OR LESS - 4" EXTRA STRONG STEEL
PIPE (41 2" O.D. WITH 0.337" WALL THICKNESS)
WITH 6" SQ. PLATE
OR
(5) STRANDS OR MORE - 5" EXTRA STRONG
STEEL PIPE (5.56" O.D. WITH 0.375" WALL
THICKNESS) WITH 7" SQ. PLATE
PLATE 3/4"
13 4"
5/16
TYP.
5/16TYP.
WEDGE PLATE
NOT SHOWN
4 OR 7 STRAND WEDGE PLATE
LEVEL OF PRIMARY GROUT
GROUT TUBE FOR PRIMARY GROUTING
SEE NOTE 4 FOR PVC
CENTRALIZER REQUIREMENTS.
GROUT TUBE FOR
POST-GROUTING (OPTIONAL)
15'-0" MIN.
U
N
B
O
N
D
E
D
L
E
N
G
T
H
S
T
R
A
N
D
,
10'-0" MIN.
U
N
B
O
N
D
E
D
L
E
N
G
T
H
B
A
R
,
REFER TO
S
O
L
D
I
E
R
P
I
L
E
S
C
H
E
D
U
L
E
A
N
D
E
L
E
V
A
T
I
O
N
S
FOR MINIM
U
M
L
E
N
G
T
H
BOND BREAKER OVER STRAND
STEEL ANCHOR HEAD AND
WEDGE ASSEMBLY.
8
"
Ø
M
I
N
.
S
E
E
N
O
T
E
5
DRILL ANGLE
PER PLAN
3" VOID, TYP.
STRESSING
TAIL LENGT
H
BOND LENG
T
H
,
D
E
T
E
R
M
I
N
E
D
B
Y
S
H
O
R
I
N
G
CONTRACT
O
R
,
T
Y
P
A
T
E
A
.
T
I
E
B
A
C
K
,
S
E
E
N
O
T
E
3
.
TIEBACK STRAND
VALVE
(OPTIONAL)
10°
2
5
°
31
2"
20
-
TIEBACK TEST
LOAD SCHEDULE N.T.S.
NOTE:
1.ALL BARS SHALL BE UPSET THREADS, TYPICAL. CONTRACTOR SHALL SUBMIT SCHEDULE
WITH MAXIMUM TEST AND DESIGN LOAD FOR HOLLOW BARS, IF USED, BASED ON
MANUFACTURER'S SPECIFICATION FOR REVIEW PRIOR TO ORDER.
3TYPICAL SOIL MIX
LAGGING DETAIL 1"=1'-0"
NOTE:
1.SOIL CEMENT COLUMNS SHALL HAVE A MINIMUM IN-SITU STRENGTH OF 100 PSI FOR PRIMARY PILES
AND SECONDARY PILES.
2.SECONDARY PILES SHALL EXTEND BELOW BOTTOM OF EXCAVATION A MINIUM OF 1'-0".
PLAN
STEEL SOLDIER PILE
PER PLAN
1'-9"1'-9"
7'-0"
1'-9"1'-9"
SECONDARY 2'-6" DIAMETER
SOIL-CEMENT COLUMN
TRIM SOIL-CEMENT COLUMNS
FLUSH W/ STEEL SOLDIER PILES
(N) BASEMENT WALL, SEE
ARCHITECTURAL AND
STRUCTURAL DRAWINGS
PRIMARY 2'-6" DIAMETER
SOIL-CEMENT COLUMN WITH
STEEL SOLDIER PILE
WATERPROOFING MEMBRANE, BY OTHERS,
SEE ARCHITECTURAL DRAWINGS
NOTE:
1.PROTECT LAGGING FROM DAMAGE DUE TO WELD SPARKS, AND
SPATTER.
2.TOE-NAIL NOTCHED LAGGING TO STEEL STRAPS, TYPICAL.
NOTCHED LAGGING
NOTCHED LAGGING,
SEE NOTE 2
℄ WF SOLDIER PILE
EDGE OF WF SOLDIER PILE FLANGE
1'
-
0
"
,
M
A
X
.
PLATE 1/4x4"
PLATE 3/4x4" BETWEEN
SOLDIER PILE FLANGES
PLATE 3/4x4" BETWEEN
SOLDIER PILE FLANGES
1o
-
TYP. REINFORCING OF NOTCHED
WOOD LAGGING FOR M.E.P.1"=1'-0"
TYP.
4'
-
0
"
6"
3"
1'
-
8
"
WF SOLDIER PILE
PER PLAN
CONTINUOUS 3 8" DIAMETER
WIRE ROPE, TYP. 3 CLASPS
MIN., SECURE TIGHT, SADDLES
ON LIVE END, WITH
TURNBUCKLE TO TIGHTEN.
L 3x3x1 4"x4'-6" LONG, TYP. AT
EACH SOLDIER PILE
NOTE:
1.CONSTRUCTION RAILING SHALL
COMPLY WITH ALL CALOSHA
REQUIREMENTS.
2.GENERAL CONTRACTOR TO PROVIDE
ADDITIONAL CHAIN LINK FENCE (NOT
SHOWN) OR SIMILAR BARRICADE TO
PREVENT PUBLIC ACCESS TO TOP OF
SHORING.
9
-
TYPICAL CONSTRUCTION
RAILING 1"=1'-0"
L 3x3x1 4 WITH 1 2"Ø x
212" LONG LAG
SCREWS, 6 TOTAL
3/16TYP.
3/16TYP.
3/16 TYP.
53
4"
11
1
4"
11
1
4"
3"
TOP RAIL L3x3x1/4" ONLY AT CORNER CONDITION
OR END CONDITION
MAXIMUM 3'-0"
LONG DIMENSION, 3'-0" MAX.
SH
O
R
T
D
I
M
E
N
S
I
O
N
,
3'
-
0
"
M
A
X
.
DSM SHAFT
SHIM AS REQUIRED
TO ENSURE FULL
BERING
L 3X3X1/4", TYP.
112" BEARING
MINIMUM
(2) 16d NAILS PER
BOARD, BEND TIGHT
OVER FLANGE, TYP.
DIAGONAL RAIL
L3x3x1/4", TYP., ON EA
SIDE OF CORNER
A
A
612"
61
2"
14
-
TYPICAL NOTCH IN SOLDIER
PILE FOR FUTURE REMOVAL 1" = 1'-0"
2" MAX.
FIRE RESISTANT GYP BOARD BY
OTHERS, NOTCH AS REQUIRED
TO PROTECT (N) BLDG.
WATERPROOFING, BY OTHERS
4'
-
0
"
M
A
X
.
2" MAX. NOTCH AS REQUIRED
FOR FUTURE REMOVAL OF
UPPER PORTION OF BEAM
(E) GRADEPORTION OF SOLDIER PILE
TO BE REMOVED AFTER NEW
CONSTRUCTION IS
COMPLETE, BY OTHERS
CONSTRUCTION RAILING NOT
SHOWN FOR CLARITY
A A
SECTION A-A
PORTION OF SOLDIER
PILE TO BE NOTCHED
FIRE RESISTANT GYP BOARD BY
OTHERS, NOTCH AS REQUIRED
TO PROTECT (N) BLDG.
WATERPROOFING, BY OTHERS
VARIES, 3'-0"
MAX., TYP.
TIEBACK TEST LOAD SCHEDULE - 125%
ASTM A615 THREADED BAR (GRADE 75) BY DYWIDAG-SYSTEMS INTERNATIONAL
BAR #/ NOMINAL
DIAMETER
NOMINAL CROSS SECTION
AREA (ATB)
MAXIMUM
DESIGN LOAD
(TL/1.25)
TEST LOAD (TL)
0.80FPUxATB
#6 O.44 IN2 21.1 KIPS 26.4 KIPS
#7 O.60 IN2 28.8 KIPS 36 KIPS
#8 O.79 IN2 37.9 KIPS 47.4 KIPS
#9 1.00 IN2 48 KIPS 60 KIPS
#10 1.27 IN2 61 KIPS 76.2 KIPS
ASTM A722 THREADED BAR (GRADE 100) BY DYWIDAG-SYSTEMS INTERNATIONAL
BAR #/ NOMINAL
DIAMETER
NOMINAL CROSS SECTION
AREA (ATB)
MAXIMUM
DESIGN LOAD
(TL/1.25)
TEST LOAD (TL)
0.80FPUxATB
#7 O.60 IN2 38.4 KIPS 48 KIPS
#8 O.79 IN2 50.6 KIPS 63.2 KIPS
#9 1.00 IN2 64 KIPS 80 KIPS
#10 1.27 IN2 81.3 KIPS 101.6 KIPS
#11 1.56 IN2 99.8 KIPS 124.8 KIPS
ASTM A416 LOW-RELAXATION STRAND (0.6" DIAMETER STRAND, FPU = 270 KSI)
STRAND
QUANTITY
NOMINAL CROSS SECTION
AREA (APS)
MAXIMUM
DESIGN LOAD
0.60FPUxAPS
TEST LOAD
0.80FPUxAPS
1 O.217 IN2 35.2 KIPS 46.9 KIPS
2 O.434 IN2 70.3 KIPS 93.7 KIPS
3 O.651 IN2 105.5 KIPS 140.6 KIPS
4 O.868 IN2 140.6 KIPS 187.5 KIPS
STRUCTURAL ENGINEER
STAMP
ISSUE / REVISION
SCALE
S.E.R.
DESIGN
DRAWN
PROJECT No.
DRAWING TITLE
No.DESCRIPTION DATE
1300-B Old Bayshore Highway
San Jose, CA 95070
TEL: 650.302.0542
www.ASEsoil.com
41
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PERMIT DRAWINGS 11/09/2022
REVISION 01/09/20231
REVISION 01/26/20232
REVISION 03/17/20233
REVISION 04/10/20234
REVISION 06/07/20235
DATE SIGNED
06/07/2023
AS NOTED
IF PRINT SIZE IS
30"x42"
21030
BGC
BGC
BGC
All drawings and written material appearing herein constitute the original and unpublished work of the
American Subsurface Engineering and the same may not be duplicated, used or disclosed without
the written consent of the American Subsurface Engineering.
SHORING CONTRACTOR
1300 Old Bayshore Highway
San Jose, CA 95112
TEL:408.795.1700
www.amdrill.com
PROJECT NAME / LOCATION
REVISION 06/14/20236
SHORING
DETAILS
SH2.1
1
4
4
06/14/2023
T.O. PILE +41.50'± V.I.F.
B.O.E +22.07'± V.I.F.
2
0
°
ELEV. +30.0'
ELEV. +20.0'
TIEBACK ELEV. +32.00'
ESTIMATED TIEBACK
LENGTH = 47'-6"
TIEBACK DEPTH +15.75'± V.I.F.
ELEV. +40.0'
E.G. +42.79'± V.I.F.
2'-0"
10'-0"
COMMUNICATION EASEMENT
INV. +37.48'± V.I.F.
3
-
SOLDIER PILE CROSS-SECTION
SP #41 1"=1'-0"
T.O. PILE +35.00'± V.I.F.
B.O.E +22.07'± V.I.F.
ELEV. +30.0'
ELEV. +20.0'
TIEBACK ELEV. +29.00'
TIEBACK DEPTH -4.12'± V.I.F.
ELEV. +40.0'
E.G. +38.80'± V.I.F. @ B.W./ PL
PROPERTY LINE
24'-10"6'-33 4"
COMMUNICATION LINES INV. +35.50'± V.I.F.
GAS LINE INV. +35.50'± V.I.F.
6'-814"
SS LINE INV. +27.11' TO +25.00'± V.I.F.
1
-
SOLDIER PILE CROSS-SECTION
SP #11 1"=1'-0"
HUNTINGTON AVE
ESTIMATED TIEBACK
LENGTH = 55'-0"
BW/ PL FINISH GRADE +38.04'± V.I.F.
20
'
-
3
"
2
5
°
11
'
-
2
1
2"
2'
-
2
1
2"
STRUCTURAL ENGINEER
STAMP
ISSUE / REVISION
SCALE
S.E.R.
DESIGN
DRAWN
PROJECT No.
DRAWING TITLE
No.DESCRIPTION DATE
1300-B Old Bayshore Highway
San Jose, CA 95070
TEL: 650.302.0542
www.ASEsoil.com
41
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PERMIT DRAWINGS 11/09/2022
REVISION 01/09/20231
REVISION 01/26/20232
REVISION 03/17/20233
REVISION 04/10/20234
REVISION 06/07/20235
DATE SIGNED
06/07/2023
AS NOTED
IF PRINT SIZE IS
30"x42"
21030
BGC
BGC
BGC
All drawings and written material appearing herein constitute the original and unpublished work of the
American Subsurface Engineering and the same may not be duplicated, used or disclosed without
the written consent of the American Subsurface Engineering.
SHORING CONTRACTOR
1300 Old Bayshore Highway
San Jose, CA 95112
TEL:408.795.1700
www.amdrill.com
PROJECT NAME / LOCATION
REVISION 06/14/20236
SHORING
CROSS-SECTIONS
SH2.2
3
5
4
4
06/14/2023
3
-
SOLDIER PILE CROSS-SECTION
SP #111 1"=1'-0"
T.O. PILE +42.50'± V.I.F.
B.O.E +22.07'± V.I.F.
1
5
°
ELEV. +30.0'
ELEV. +20.0'
TIEBACK ELEV. +26.50'
ELEV. +40.0'
E.G. +44.50'± V.I.F.
PROPERTY LINE
34'-014"
1
-
SOLDIER PILE CROSS-SECTION
SP #84 1"=1'-0"
TIEBACK ELEV. +36.50'
1
5
°
TIEBACKS NOT TO
CROSS PROPERTY LINE
T.O. PILE +42.50'± V.I.F.
B.O.E +22.07'± V.I.F.
ELEV. +30.0'
ELEV. +20.0'
ELEV. +40.0'
E.G. +43.93'± V.I.F.
PROPERTY LINE
38'-9"
10" WATER LINE INV. +37.93'± V.I.F.
24'-13 4"
8" SS LINE INV. +29.29'± V.I.F.
4'-1012"
1
5
°
TIEBACK ELEV. +26.50'
TIEBACK ELEV. +36.50'
2
0
°
TIEBACKS NOT TO
CROSS PROPERTY LINE
(N) 8" SS LINE INV. +39.62'± TO 42.81'± V.I.F.
(N) 12" SS LINE INV. +39.62'±
TO 42.81'± V.I.F.
3'-113 4"
STRUCTURAL ENGINEER
STAMP
ISSUE / REVISION
SCALE
S.E.R.
DESIGN
DRAWN
PROJECT No.
DRAWING TITLE
No.DESCRIPTION DATE
1300-B Old Bayshore Highway
San Jose, CA 95070
TEL: 650.302.0542
www.ASEsoil.com
41
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PERMIT DRAWINGS 11/09/2022
REVISION 01/09/20231
REVISION 01/26/20232
REVISION 03/17/20233
REVISION 04/10/20234
REVISION 06/07/20235
DATE SIGNED
06/07/2023
AS NOTED
IF PRINT SIZE IS
30"x42"
21030
BGC
BGC
BGC
All drawings and written material appearing herein constitute the original and unpublished work of the
American Subsurface Engineering and the same may not be duplicated, used or disclosed without
the written consent of the American Subsurface Engineering.
SHORING CONTRACTOR
1300 Old Bayshore Highway
San Jose, CA 95112
TEL:408.795.1700
www.amdrill.com
PROJECT NAME / LOCATION
REVISION 06/14/20236
SHORING
CROSS-SECTIONS
SH2.3
06/14/2023
1
-
SOLDIER PILE CROSS-SECTION
SP #139 1"=1'-0"
T.O. PILE +40.50'± V.I.F.
B.O.E +22.07'± V.I.F.
ELEV. +30.0'
ELEV. +20.0'
ELEV. +40.0'
E.G. +41.74'± V.I.F.
TIEBACK ELEV. +33.50'
2
0
°
10" WATER LINE INV. +35.74'± V.I.F.
37'-112"
8" SS LINE INV. +25.00'± TO 29.29'± V.I.F.
1'-3"
STRUCTURAL ENGINEER
STAMP
ISSUE / REVISION
SCALE
S.E.R.
DESIGN
DRAWN
PROJECT No.
DRAWING TITLE
No.DESCRIPTION DATE
1300-B Old Bayshore Highway
San Jose, CA 95070
TEL: 650.302.0542
www.ASEsoil.com
41
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A
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I
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PERMIT DRAWINGS 11/09/2022
REVISION 01/09/20231
REVISION 01/26/20232
REVISION 03/17/20233
REVISION 04/10/20234
REVISION 06/07/20235
DATE SIGNED
06/07/2023
AS NOTED
IF PRINT SIZE IS
30"x42"
21030
BGC
BGC
BGC
All drawings and written material appearing herein constitute the original and unpublished work of the
American Subsurface Engineering and the same may not be duplicated, used or disclosed without
the written consent of the American Subsurface Engineering.
SHORING CONTRACTOR
1300 Old Bayshore Highway
San Jose, CA 95112
TEL:408.795.1700
www.amdrill.com
PROJECT NAME / LOCATION
REVISION 06/14/20236
SHORING
CROSS-SECTIONS
SH2.4
06/14/2023
BC-2
BC-4
BC-5
BC-5.1
BC-6.1
BC-1
BC-2.5
BC-3
BC-3.3
BC-4.5
BC-6
BC-LBC-K BC-K.7BC-JBC-HBC-GBC-E BC-E.9 BC-F BC-G.1 BC-H.5 BC-J.1BC-A.9 BC-CBC-B BC-B.1 BC-DBC-C.1 BC-D.1BC-A
1
1st FLOOR ELEV. +46.50' (0'-0")
B1 FLOOR EVEV. +35.33' (-11'-2")
B2 FLOOR ELEV. +25.16' (-21'-4")
S.O.G. THICKNESS 0'-5"
ROCK THICKNESS 0'-8"
PERIMETER FTG. THICKNESS 2'-0"
B.O.E. / FTG. +22.07' ± V.I.F.
B2 FLOOR ELEV. +25.16' (-21'-4")
ELEV. PIT ELEV. +20.16' (-26'-4")
SUMP PIT DEPTH 2'-0"
SUMP PIT SLAB 0'-10"
B.O.E +17.32' ± V.I.F.
TYP.1
SH2.1
MATCH LINE, SEE SHEET SH3.2
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
46
28148
140
132
143
138
133
2 3 4 5 2726252423222120191817161514131211109876
125
126
127
128
129
130
131
134
135
136
137
139
145
146
147
141
142
144
3
SH2.2
1
SH4.1
2
SH4.1
2
SH4.4
1
SH2.4
F.G. +37.03'±
E.G. +37.74'±
F.G. +37.14'±
E.G. +37.79'±
F.G. +37.25'±
E.G. +37.93'±
F.G. +37.37'±
E.G. +38.08'±
F.G. +37.48'±
E.G. +38.09'±
F.G. +37.59'±
E.G. +38.21'±
F.G. +37.71'±
E.G. +38.48'±
F.G. +37.79'±
E.G. +38.57'±
F.G. +37.88'±
E.G. +38.66'±
F.G. +37.96'±
E.G. +38.70'±
F.G. +38.04'±
E.G. +38.81'±
F.G. +38.12'±
E.G. +38.90'±
F.G. +38.19'±
E.G. +38.93'±
F.G. +38.27'±
E.G. +39.05'±
F.G. +38.33'±
E.G. +39.09'±
F.G. +38.40'±
E.G. +39.07'±
F.G. +38.46'±
E.G. +39.20'±
F.G. +38.52'±
E.G. +39.21'±
F.G. +38.60'±
E.G. +39.39'±
F.G. +38.67'±
E.G. +39.48'±
F.G. +38.75'±
E.G. +39.59'±
F.G. +38.81'±
E.G. +39.49'±
F.G. +38.87'±
E.G. +39.58'±
F.G. +38.93'±
E.G. +39.58'±
F.G. +38.99'±
E.G. +39.60'±
F.G. +39.06'±
E.G. +39.64'±
F.G. +39.13'±
E.G. +39.69'±
1
SH2.2
25
'
-
7
1
/
8
"
T
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25
'
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1
/
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T
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25
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25
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25
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T
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24
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24
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24
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24
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24
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24
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23
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23
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1PARTIAL SHORING PLAN
1/8"=1'-0"0'
SCALE:
1'
5'
10'
1/8"=1'-0"
1.FOR GENERAL NOTES REFER TO SHEET SH1.1.
2.FOR TYPICAL SHORING DETAILS REFER TO SHEET SH2.1.
3.FOR TYPICAL CONSTRUCTION GUARD RAIL REFER TO DETAIL 4/SH2.1.
4.EXISTING SITE CONDITIONS (SITE PLAN), GRID AND NEW IMPROVEMENTS SHOWN ARE FOR
REFERENCE ONLY AND MAY NOT REFLECT ALL SITE CONDITIONS AND ACCURATE
DIMENSIONS. SEE ARCHITECTURAL DRAWINGS FOR BUILDING GRID AND DIMENSIONS. SEE
PROJECT CIVIL PLANS FOR SITE AND CONDITIONS.
5.EXISTING UTILITIES SHOWN ON THIS PLAN ARE BASED ON RECORD LOCATIONS SHOWN ON
THE SITE TOPOGRAPHICAL SURVEY. ADDITIONAL UTILITIES MAY BE PRESENT. IT IS THE
CONTRACTOR'S RESPONSIBILITY TO CONFIRM AND/OR DETERMINE THE LOCATION OF ALL
UTILITIES AND DRILLING CLEARANCE PRIOR TO PROCEEDING WITH DRILLING OPERATIONS.
6.EXISTING UTILITIES TO BE ABANDONED AND IN CONFLICT WITH NEW SHORING SHALL BE
REMOVED BY GENERAL CONTRACTOR PRIOR TO SHORING INSTALLATION.
7.SHORING CONTRACTOR TO VERIFY QUANTITY OF SOLDIER PILES.
8.BUILDING B - B2 PAD ELEVATION FOR REFERENCE ONLY +24.74'± VERIFY WITH CIVIL
DRAWINGS.
SHORING NOTES:
NORTH
0
0
62-722-008-1
ASU
TRELAECIVRESDNUO
R
G
R
E
D
N
U
G
I
D
U
O
YEROFEB
LLAC
RESTRAINED SOLDIER PILE SCHEDULE
SOLDIER
PILE
NUMBER
SHORING
TYPE
(T=TIEBACK)
MAX. CUT
HEIGHT
"H"
MIN. TOE
DEPTH
"D"
SOLDIER PILE
TOTAL
LENGTH
MINIMUM
PILE
SECTION
(GR. 50)
DSM
PILE
SPACING
TIEBACK
DL LOAD/ ANGLE
TIEBACK
TEST LOAD
TIEBACK
UNBONDED
LENGTH
ESTIMATED
TIEBACK
BONDED
LENGTH
ESTIMATED
TIEBACK
TOTAL
LENGTH
ESTIMATED
TIEBACK
TAIL
LENGTH
NUMBER
OF TIEBACK
STRANDS
MINIMUM
ELONGATION
(IN.)
THREADED
BAR SIZE
(GR 75)
MINIMUM
ELONGATION
(IN.)
SOLDIER
PILE COUNT
SEE NOTE 7
1-6 T - 4'-9" SLOPE 13'-0"8'-6"21'-6"W16x26 7'-0"54 KIPS/ 25°67 KIPS 15'-0"20'-0"35'-0"3'-0"2 0.92 --6
"H" 146-148 T - 2'-0" SLOPE 16'-6"14'-0"30'-6"W18x35 7'-0"105 KIPS/ 20°131 KIPS 15'-0"37'-6"52'-6"3'-0"3 1.17 --3
7-9, 19-28 T - 4'-9" SLOPE 13'-0"8'-6"21'-6"W16x26 7'-0"54 KIPS/ 25°67 KIPS 15'-0"20'-0"35'-0"3'-0"2 0.92 --22
"H" 10-18 T - 4'-9" SLOPE 13'-0"8'-6"21'-6"W18x35 7'-0"112 KIPS/ 25°139 KIPS 15'-0"40'-0"55'-0"3'-0"4 0.96 --22
"H" 127-135,
144, 145 T - 2'-0" SLOPE 18'-6"14'-0"32'-6"W18x35 7'-0"112 KIPS/ 20°140 KIPS 15'-0"40'-0"55'-0"3'-0"4 1.24 --11
29, 30, 36 T - 2'-0" SLOPE 18'-6"10'-0"28'-6"W14x74 7'-0"81 KIPS/ 20°101.5 KIPS 15'-0"29'-0"44'-0"3'-0"3 0.92 --3
'H" 70-98 T - 2'-0" SLOPE 20'-6"7'-6"28'-0"W16x31 7'-0"79 KIPS/ 15° ROW 1
54 KIPS/ 15° ROW 2
98.5 KIPS ROW 1
67.5 KIPS ROW 2
12'-0"
10'-0"
23'-2"
19'-3"
35'-2"
29'-3"2'-0"--#11
#10
0.28
0.21 29
'H" 99-121 T - 2'-0" SLOPE 20'-6"7'-6"28'-0"W16x31 7'-0"81 KIPS/ 20° ROW 1
54 KIPS/ 15° ROW 2
101 KIPS ROW 1
67.5 KIPS ROW 2
15'-0"
15'-0"
26'-3"
19'-3"
41'-3"
34'-3"3'-0"3
2
0.91
0.91 --23
"H" 122-126 T - 2'-0" SLOPE 20'-6"13'-6"34'-0"W18x35 7'-0"114.5 KIPS/ 20°143 KIPS 15'-0"41'-0"56'-0"3'-0"4 1.28 --5
37-69 T - 2'-0" SLOPE 20'-6"10'-0"30'-6"W14x74 7'-0"91 KIPS/ 20°114 KIPS 15'-0"32'-6"47'-6"3'-0"3 1.04 --33
"H" 140-143 T - 2'-0" SLOPE 22'-6"15'-0"37'-6"W18x40 7'-0"119.5 KIPS/ 20°149 KIPS 15'-0"42'-6"57'-6"3'-0"4 1.00 --4
31-35 T - 2'-0" SLOPE 22'-6"10'-0"32'-6"W14x74 7'-0"101.5 KIPS/ 20°127 KIPS 15'-0"36'-3"51'-3"3'-0"3 1.16 --5
"H" 136-139 T - 2'-0" SLOPE 23'-6"16'-6"40'-0"W21x44 7'-0"123 KIPS/ 20°154 KIPS 15'-0"44'-0"59'-0"3'-0"4 1.03 --4
** "H" DENOTES HEAVY SURCHARGE, 120,000 LB. POINT LOAD A MINIMUM OF 6'-0" CLEAR FROM FACE OF SHORING OR FROM TOP OF SLOPE.
THE MINIMUM ELONGATION IS 80% OF THE THEORETICAL ELONGATION AND INCLUDES A 3'-0" LONG STRESSING TAIL LENGTH.
STRUCTURAL ENGINEER
STAMP
ISSUE / REVISION
SCALE
S.E.R.
DESIGN
DRAWN
PROJECT No.
DRAWING TITLE
No.DESCRIPTION DATE
1300-B Old Bayshore Highway
San Jose, CA 95070
TEL: 650.302.0542
www.ASEsoil.com
41
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PERMIT DRAWINGS 11/09/2022
REVISION 01/09/20231
REVISION 01/26/20232
REVISION 03/17/20233
REVISION 04/10/20234
REVISION 06/07/20235
DATE SIGNED
06/07/2023
AS NOTED
IF PRINT SIZE IS
30"x42"
21030
BGC
BGC
BGC
All drawings and written material appearing herein constitute the original and unpublished work of the
American Subsurface Engineering and the same may not be duplicated, used or disclosed without
the written consent of the American Subsurface Engineering.
SHORING CONTRACTOR
1300 Old Bayshore Highway
San Jose, CA 95112
TEL:408.795.1700
www.amdrill.com
PROJECT NAME / LOCATION
REVISION 06/14/20236
PARTIAL
SHORING
PLAN
SH3.1
A-1 A-2
B-1
B-2
C-1
C-2
KEY PLAN
1
2
3 4
4
4
5
5
5
6
06/14/2023
×
BC-6.1
BC-7
BC-6.5
BC-6
×
×
BC-7
BC-8
BC-9.9
BC-10
BC-10.7
BC-9
BC-8.7
BC-7.5
BC-12
BC-11
BC-11.7
BC-11.5
BC-LBC-K BC-K.7BC-JBC-HBC-GBC-E BC-E.9 BC-F BC-G.1 BC-H.5 BC-J.1BC-A.9 BC-CBC-B BC-B.1 BC-DBC-C.1 BC-D.1BC-A
FOUNDATION PLAN NOTES:
1st FLOOR ELEV. +46.50' (0'-0")
B1 FLOOR EVEV. +35.33' (-11'-2")
B2 FLOOR ELEV. +25.16' (-21'-4")
S.O.G. THICKNESS 0'-5"
ROCK THICKNESS 0'-8"
PERIMETER FTG. THICKNESS 2'-0"
B.O.E. / FTG. +22.07' ± V.I.F.
MATCH LINE, SEE SHEET SH3.1 45
46
47
48
49
50
51
52
53
54
55
56
57
58
59
60
61
62
63
64
65
66
67
68
69
7071727374757677787980818283848586878889909192939495969798
99
100
101
102
103
104
105
106
111
112
113
114
115
116
117
118
119
120
121
122
123
124
125
126
110
109
108 107
1
SH4.2
2
SH4.2
1
SH4.3
2
SH4.3
1
SH4.4
1
SH2.3
3
SH2.3
1PARTIAL SHORING PLAN
1/8"=1'-0"0'
SCALE:
1'
5'
10'
1/8"=1'-0"
1.FOR GENERAL NOTES REFER TO SHEET SH1.1.
2.FOR TYPICAL SHORING DETAILS REFER TO SHEET SH2.1.
3.FOR TYPICAL CONSTRUCTION GUARD RAIL REFER TO DETAIL 4/SH2.1.
4.EXISTING SITE CONDITIONS (SITE PLAN), GRID AND NEW IMPROVEMENTS SHOWN ARE FOR
REFERENCE ONLY AND MAY NOT REFLECT ALL SITE CONDITIONS AND ACCURATE
DIMENSIONS. SEE ARCHITECTURAL DRAWINGS FOR BUILDING GRID AND DIMENSIONS. SEE
PROJECT CIVIL PLANS FOR SITE AND CONDITIONS.
5.EXISTING UTILITIES SHOWN ON THIS PLAN ARE BASED ON RECORD LOCATIONS SHOWN ON
THE SITE TOPOGRAPHICAL SURVEY. ADDITIONAL UTILITIES MAY BE PRESENT. IT IS THE
CONTRACTOR'S RESPONSIBILITY TO CONFIRM AND/OR DETERMINE THE LOCATION OF ALL
UTILITIES AND DRILLING CLEARANCE PRIOR TO PROCEEDING WITH DRILLING OPERATIONS.
6.EXISTING UTILITIES TO BE ABANDONED AND IN CONFLICT WITH NEW SHORING SHALL BE
REMOVED BY GENERAL CONTRACTOR PRIOR TO SHORING INSTALLATION.
7.SHORING CONTRACTOR TO VERIFY QUANTITY OF SOLDIER PILES.
8.BUILDING B - B2 PAD ELEVATION FOR REFERENCE ONLY +24.74'± VERIFY WITH CIVIL
DRAWINGS.
SHORING NOTES:
NORTH
0
0
62-722-008-1
ASU
TRELAECIVRESDNUO
R
G
R
E
D
N
U
G
I
D
U
O
YEROFEB
LLAC
RESTRAINED SOLDIER PILE SCHEDULE
SOLDIER
PILE
NUMBER
SHORING
TYPE
(T=TIEBACK)
MAX. CUT
HEIGHT
"H"
MIN. TOE
DEPTH
"D"
SOLDIER PILE
TOTAL
LENGTH
MINIMUM
PILE
SECTION
(GR. 50)
DSM
PILE
SPACING
TIEBACK
DL LOAD/ ANGLE
TIEBACK
TEST LOAD
TIEBACK
UNBONDED
LENGTH
ESTIMATED
TIEBACK
BONDED
LENGTH
ESTIMATED
TIEBACK
TOTAL
LENGTH
ESTIMATED
TIEBACK
TAIL
LENGTH
NUMBER
OF TIEBACK
STRANDS
MINIMUM
ELONGATION
(IN.)
THREADED
BAR SIZE
(GR 75)
MINIMUM
ELONGATION
(IN.)
SOLDIER
PILE COUNT
SEE NOTE 7
1-6 T - 4'-9" SLOPE 13'-0"8'-6"21'-6"W16x26 7'-0"54 KIPS/ 25°67 KIPS 15'-0"20'-0"35'-0"3'-0"2 0.92 --6
"H" 146-148 T - 2'-0" SLOPE 16'-6"14'-0"30'-6"W18x35 7'-0"105 KIPS/ 20°131 KIPS 15'-0"37'-6"52'-6"3'-0"3 1.17 --3
7-9, 19-28 T - 4'-9" SLOPE 13'-0"8'-6"21'-6"W16x26 7'-0"54 KIPS/ 25°67 KIPS 15'-0"20'-0"35'-0"3'-0"2 0.92 --22
"H" 10-18 T - 4'-9" SLOPE 13'-0"8'-6"21'-6"W18x35 7'-0"112 KIPS/ 25°139 KIPS 15'-0"40'-0"55'-0"3'-0"4 0.96 --22
"H" 127-135,
144, 145 T - 2'-0" SLOPE 18'-6"14'-0"32'-6"W18x35 7'-0"112 KIPS/ 20°140 KIPS 15'-0"40'-0"55'-0"3'-0"4 1.24 --11
29, 30, 36 T - 2'-0" SLOPE 18'-6"10'-0"28'-6"W14x74 7'-0"81 KIPS/ 20°101.5 KIPS 15'-0"29'-0"44'-0"3'-0"3 0.92 --3
'H" 70-98 T - 2'-0" SLOPE 20'-6"7'-6"28'-0"W16x31 7'-0"79 KIPS/ 15° ROW 1
54 KIPS/ 15° ROW 2
98.5 KIPS ROW 1
67.5 KIPS ROW 2
12'-0"
10'-0"
23'-2"
19'-3"
35'-2"
29'-3"2'-0"--#11
#10
0.28
0.21 29
'H" 99-121 T - 2'-0" SLOPE 20'-6"7'-6"28'-0"W16x31 7'-0"81 KIPS/ 20° ROW 1
54 KIPS/ 15° ROW 2
101 KIPS ROW 1
67.5 KIPS ROW 2
15'-0"
15'-0"
26'-3"
19'-3"
41'-3"
34'-3"3'-0"3
2
0.91
0.91 --23
"H" 122-126 T - 2'-0" SLOPE 20'-6"13'-6"34'-0"W18x35 7'-0"114.5 KIPS/ 20°143 KIPS 15'-0"41'-0"56'-0"3'-0"4 1.28 --5
37-69 T - 2'-0" SLOPE 20'-6"10'-0"30'-6"W14x74 7'-0"91 KIPS/ 20°114 KIPS 15'-0"32'-6"47'-6"3'-0"3 1.04 --33
"H" 140-143 T - 2'-0" SLOPE 22'-6"15'-0"37'-6"W18x40 7'-0"119.5 KIPS/ 20°149 KIPS 15'-0"42'-6"57'-6"3'-0"4 1.00 --4
31-35 T - 2'-0" SLOPE 22'-6"10'-0"32'-6"W14x74 7'-0"101.5 KIPS/ 20°127 KIPS 15'-0"36'-3"51'-3"3'-0"3 1.16 --5
"H" 136-139 T - 2'-0" SLOPE 23'-6"16'-6"40'-0"W21x44 7'-0"123 KIPS/ 20°154 KIPS 15'-0"44'-0"59'-0"3'-0"4 1.03 --4
** "H" DENOTES HEAVY SURCHARGE, 120,000 LB. POINT LOAD A MINIMUM OF 6'-0" CLEAR FROM FACE OF SHORING OR FROM TOP OF SLOPE.
THE MINIMUM ELONGATION IS 80% OF THE THEORETICAL ELONGATION AND INCLUDES A 3'-0" LONG STRESSING TAIL LENGTH.
STRUCTURAL ENGINEER
STAMP
ISSUE / REVISION
SCALE
S.E.R.
DESIGN
DRAWN
PROJECT No.
DRAWING TITLE
No.DESCRIPTION DATE
1300-B Old Bayshore Highway
San Jose, CA 95070
TEL: 650.302.0542
www.ASEsoil.com
41
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9
4
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B
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P
O
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A
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Y
S
H
O
R
I
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PERMIT DRAWINGS 11/09/2022
REVISION 01/09/20231
REVISION 01/26/20232
REVISION 03/17/20233
REVISION 04/10/20234
REVISION 06/07/20235
DATE SIGNED
06/07/2023
AS NOTED
IF PRINT SIZE IS
30"x42"
21030
BGC
BGC
BGC
All drawings and written material appearing herein constitute the original and unpublished work of the
American Subsurface Engineering and the same may not be duplicated, used or disclosed without
the written consent of the American Subsurface Engineering.
SHORING CONTRACTOR
1300 Old Bayshore Highway
San Jose, CA 95112
TEL:408.795.1700
www.amdrill.com
PROJECT NAME / LOCATION
REVISION 06/14/20236
PARTIAL
SHORING
PLAN
SH3.2
A-1 A-2
B-1
B-2
C-1
C-2
KEY PLAN
1
2
3 4
4
4
5
06/14/2023
OU
T
S
I
D
E
FO
L
D
L
I
N
E
E.G. +37.74'± V.I.F.
B.O.E. +22.07'± V.I.F.
148 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19
W1
6
x
2
6
x
2
1
'
-
6
"
54 KIPS / 15'-0" / 25°
6'
-
0
"
6'
-
0
"
54 KIPS / 15'-0" / 25°
W1
8
x
3
5
x
2
1
'
-
6
"
PARTIAL SHORING ELEVATIONSHORING NOTES:
6'
-
0
"
112 KIPS / 15'-0" / 25°
6'
-
0
"
B.O.S. +34.50'± V.I.F.
B.O.S. +35.00'± V.I.F.
W1
8
x
3
5
x
2
1
'
-
6
"
W1
8
x
3
5
x
2
1
'
-
6
"
W1
8
x
3
5
x
2
1
'
-
6
"
W1
8
x
3
5
x
2
1
'
-
6
"
W1
8
x
3
5
x
2
1
'
-
6
"
W1
8
x
3
5
x
2
1
'
-
6
"
W1
8
x
3
5
x
2
1
'
-
6
"
W1
8
x
3
5
x
2
1
'
-
6
"
W1
6
x
2
6
x
2
1
'
-
6
"
W1
6
x
2
6
x
2
1
'
-
6
"
W1
6
x
2
6
x
2
1
'
-
6
"
W1
6
x
2
6
x
2
1
'
-
6
"
W1
6
x
2
6
x
2
1
'
-
6
"
W1
6
x
2
6
x
2
1
'
-
6
"
W1
6
x
2
6
x
2
1
'
-
6
"
W1
6
x
2
6
x
2
1
'
-
6
"
W1
6
x
2
6
x
2
1
'
-
6
"
ELEV. +40.00'
ELEV. +30.00'
ELEV. +20.00'
ELEV. +10.00'
ELEV. +40.00'
ELEV. +30.00'
ELEV. +20.00'
ELEV. +10.00'
OU
T
S
I
D
E
FO
L
D
L
I
N
E
B.O.S. +41.50'± V.I.F.
B.O.E. +18.15'± V.I.F.
28192021272625242322 29 30 31 32 33 34 35 36 37 38
W1
4
x
7
4
x
2
8
'
-
6
"
W1
4
x
7
4
x
2
8
'
-
6
"
9'
-
6
"
81 KIPS / 15'-0" / 20°
W1
4
x
7
4
x
3
0
'
-
6
"
9'
-
6
"
91 KIPS / 15'-0" / 20°
W1
4
x
7
4
x
2
8
'
-
6
"
9'
-
6
"
81 KIPS / 15'-0" / 20°
W1
4
x
7
4
x
3
0
'
-
6
"
9'
-
6
"
W1
4
x
7
4
x
3
2
'
-
6
"
101.5 KIPS / 15'-0" / 20°
W1
4
x
7
4
x
3
2
'
-
6
"
W1
4
x
7
4
x
3
2
'
-
6
"
W1
4
x
7
4
x
3
2
'
-
6
"
W1
4
x
7
4
x
3
2
'
-
6
"
PARTIAL SHORING ELEVATION
6'
-
0
"
54 KIPS / 15'-0" / 25°
E.G. +42.09'± V.I.F.
E.G. +39.69'± V.I.F.
W1
6
x
2
6
x
2
1
'
-
6
"
W1
6
x
2
6
x
2
1
'
-
6
"
W1
6
x
2
6
x
2
1
'
-
6
"
W1
6
x
2
6
x
2
1
'
-
6
"
W1
6
x
2
6
x
2
1
'
-
6
"
W1
6
x
2
6
x
2
1
'
-
6
"
W1
6
x
2
6
x
2
1
'
-
6
"
W1
6
x
2
6
x
2
1
'
-
6
"
W1
6
x
2
6
x
2
1
'
-
6
"
W1
6
x
2
6
x
2
1
'
-
6
"
STRUCTURAL ENGINEER
STAMP
ISSUE / REVISION
SCALE
S.E.R.
DESIGN
DRAWN
PROJECT No.
DRAWING TITLE
No.DESCRIPTION DATE
1300-B Old Bayshore Highway
San Jose, CA 95070
TEL: 650.302.0542
www.ASEsoil.com
41
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9
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P
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H
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PERMIT DRAWINGS 11/09/2022
REVISION 01/09/20231
REVISION 01/26/20232
REVISION 03/17/20233
REVISION 04/10/20234
REVISION 06/07/20235
DATE SIGNED
06/07/2023
AS NOTED
IF PRINT SIZE IS
30"x42"
21030
BGC
BGC
BGC
All drawings and written material appearing herein constitute the original and unpublished work of the
American Subsurface Engineering and the same may not be duplicated, used or disclosed without
the written consent of the American Subsurface Engineering.
SHORING CONTRACTOR
1300 Old Bayshore Highway
San Jose, CA 95112
TEL:408.795.1700
www.amdrill.com
PROJECT NAME / LOCATION
REVISION 06/14/20236
PARTIAL
SHORING
ELEVATION
SH4.1
2
3
3
5
5
06/14/2023
B.O.S. +41.50'± V.I.F.
38 39 40 41 42 575655545352515049484746454443
91 KIPS / 15'-0" / 20°
W1
4
x
7
4
x
3
0
'
-
6
"
W1
4
x
7
4
x
3
0
'
-
6
"
W1
4
x
7
4
x
3
0
'
-
6
"
W1
4
x
7
4
x
3
0
'
-
6
"
W1
4
x
7
4
x
3
0
'
-
6
"
W1
4
x
7
4
x
3
0
'
-
6
"
W1
4
x
7
4
x
3
0
'
-
6
"
W1
4
x
7
4
x
3
0
'
-
6
"
W1
4
x
7
4
x
3
0
'
-
6
"
W1
4
x
7
4
x
3
0
'
-
6
"
W1
4
x
7
4
x
3
0
'
-
6
"
W1
4
x
7
4
x
3
0
'
-
6
"
W1
4
x
7
4
x
3
0
'
-
6
"
W1
4
x
7
4
x
3
0
'
-
6
"
W1
4
x
7
4
x
3
0
'
-
6
"
W1
4
x
7
4
x
3
0
'
-
6
"
91 KIPS / 15'-0" / 20°
W1
4
x
7
4
x
3
0
'
-
6
"
W1
4
x
7
4
x
3
0
'
-
6
"
W1
4
x
7
4
x
3
0
'
-
6
"
W1
4
x
7
4
x
3
0
'
-
6
"
9'
-
6
"
0'
SCALE:
1'5'10'
1/4"=1'-0"
1PARTIAL SHORING ELEVATION
1/4"=1'-0"
SHORING NOTES:
1.FOR SHORING NOTES REFER TO SHEET SH3.1.
ELEV. +40.00'
ELEV. +30.00'
ELEV. +20.00'
ELEV. +10.00'
ELEV. +40.00'
ELEV. +30.00'
ELEV. +20.00'
ELEV. +10.00'
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E.G. +44.50'± V.I.F.
B.O.S. +42.50'± V.I.F.B.O.S. +42.50'± V.I.F.
69686766656463626160595857 70 71 72 73 74 75 76
W1
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1
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8
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-
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6'
-
0
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10
'
-
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"
79 KIPS / 15'-0" / 15°
54 KIPS / 15'-0" / 15°
W1
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1
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2
8
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W1
6
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3
1
x
2
8
'
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0
"
W1
6
x
3
1
x
2
8
'
-
0
"
W1
6
x
3
1
x
2
8
'
-
0
"
W1
6
x
3
1
x
2
8
'
-
0
"
2PARTIAL SHORING ELEVATION
1/4"=1'-0"
STRUCTURAL ENGINEER
STAMP
ISSUE / REVISION
SCALE
S.E.R.
DESIGN
DRAWN
PROJECT No.
DRAWING TITLE
No.DESCRIPTION DATE
1300-B Old Bayshore Highway
San Jose, CA 95070
TEL: 650.302.0542
www.ASEsoil.com
41
0
N
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B
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PERMIT DRAWINGS 11/09/2022
REVISION 01/09/20231
REVISION 01/26/20232
REVISION 03/17/20233
REVISION 04/10/20234
REVISION 06/07/20235
DATE SIGNED
06/07/2023
AS NOTED
IF PRINT SIZE IS
30"x42"
21030
BGC
BGC
BGC
All drawings and written material appearing herein constitute the original and unpublished work of the
American Subsurface Engineering and the same may not be duplicated, used or disclosed without
the written consent of the American Subsurface Engineering.
SHORING CONTRACTOR
1300 Old Bayshore Highway
San Jose, CA 95112
TEL:408.795.1700
www.amdrill.com
PROJECT NAME / LOCATION
REVISION 06/14/20236
PARTIAL
SHORING
ELEVATION
SH4.2
06/14/2023
B.O.S. +42.50'± V.I.F.
76 77 78 79 80 81 82 83 84 85 86 87 88 89 90 91 92 93 94 95
W1
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3
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8
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-
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W1
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W1
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3
1
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W1
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W1
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W1
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3
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W1
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3
1
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W1
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1
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W1
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W1
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3
1
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W1
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3
1
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3
1
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W1
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1
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W1
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1
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W1
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3
1
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8
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W1
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x
3
1
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'
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W1
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3
1
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1
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W1
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3
1
x
2
8
'
-
0
"
W1
6
x
3
1
x
2
8
'
-
0
"
0'
SCALE:
1'5'10'
1/4"=1'-0"
1PARTIAL SHORING ELEVATION
1/4"=1'-0"
SHORING NOTES:
1.FOR SHORING NOTES REFER TO SHEET SH3.1.
ELEV. +40.00'
ELEV. +30.00'
ELEV. +20.00'
ELEV. +10.00'
ELEV. +40.00'
ELEV. +30.00'
ELEV. +20.00'
ELEV. +10.00'
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E.G. +44.500'± V.I.F.
E.G. +44.00'± V.I.F.E.G. +44.00'± V.I.F.B.O.S. +42.50'± V.I.F.
110 111 112 113 114 115 1169910010110210310410510610710810995969798
W1
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3
1
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2
8
'
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W1
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3
1
x
2
8
'
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W1
6
x
3
1
x
2
8
'
-
0
"
2PARTIAL SHORING ELEVATION
1/4"=1'-0"
W1
6
x
3
1
x
2
8
'
-
0
"
W1
6
x
3
1
x
2
8
'
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0
"
W1
6
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3
1
x
2
8
'
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W1
6
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3
1
x
2
8
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W1
6
x
3
1
x
2
8
'
-
0
"
6'
-
0
"
10
'
-
0
"
81 KIPS / 15'-0" / 20°
54 KIPS / 15'-0" / 15°
W1
6
x
3
1
x
2
8
'
-
0
"
W1
6
x
3
1
x
2
8
'
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W1
6
x
3
1
x
2
8
'
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W1
6
x
3
1
x
2
8
'
-
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W1
6
x
3
1
x
2
8
'
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W1
6
x
3
1
x
2
8
'
-
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W1
6
x
3
1
x
2
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'
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W1
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3
1
x
2
8
'
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W1
6
x
3
1
x
2
8
'
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"
W1
6
x
3
1
x
2
8
'
-
0
"
W1
6
x
3
1
x
2
8
'
-
0
"
W1
6
x
3
1
x
2
8
'
-
0
"
W1
6
x
3
1
x
2
8
'
-
0
"
6'
-
0
"
10
'
-
0
"
STRUCTURAL ENGINEER
STAMP
ISSUE / REVISION
SCALE
S.E.R.
DESIGN
DRAWN
PROJECT No.
DRAWING TITLE
No.DESCRIPTION DATE
1300-B Old Bayshore Highway
San Jose, CA 95070
TEL: 650.302.0542
www.ASEsoil.com
41
0
N
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B
TE
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P
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A
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Y
S
H
O
R
I
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G
PERMIT DRAWINGS 11/09/2022
REVISION 01/09/20231
REVISION 01/26/20232
REVISION 03/17/20233
REVISION 04/10/20234
REVISION 06/07/20235
DATE SIGNED
06/07/2023
AS NOTED
IF PRINT SIZE IS
30"x42"
21030
BGC
BGC
BGC
All drawings and written material appearing herein constitute the original and unpublished work of the
American Subsurface Engineering and the same may not be duplicated, used or disclosed without
the written consent of the American Subsurface Engineering.
SHORING CONTRACTOR
1300 Old Bayshore Highway
San Jose, CA 95112
TEL:408.795.1700
www.amdrill.com
PROJECT NAME / LOCATION
REVISION 06/14/20236
PARTIAL
SHORING
ELEVATION
SH4.3
06/14/2023
OU
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E
E.G. +42.00'± V.I.F.E.G. +42.00'± V.I.F.
B.O.S. +41.50'± V.I.F.
B.O.S. +40.50'± V.I.F.
136135134133132116117118119120121122131130129128127126125124123
W1
8
x
3
5
x
3
2
'
-
6
"
112 KIPS / 15'-0" / 20°
7'
-
0
"
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3
5
x
3
2
'
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3
5
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3
5
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2
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W1
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x
3
5
x
3
2
'
-
6
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114.5 KIPS / 15'-0" / 20°
7'
-
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"
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3
4
'
-
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"
W1
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3
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3
4
'
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W1
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3
5
x
3
4
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3
5
x
3
4
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W1
8
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3
5
x
3
4
'
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W2
1
x
4
4
x
4
0
'
-
0
"
7'
-
0
"
0'
SCALE:
1'5'10'
1/4"=1'-0"
1PARTIAL SHORING ELEVATION
1/4"=1'-0"
SHORING NOTES:
1.FOR SHORING NOTES REFER TO SHEET SH3.1.
W1
6
x
3
1
x
2
8
'
-
0
"
6'
-
0
"
10
'
-
0
"
81 KIPS / 15'-0" / 20°
54 KIPS / 15'-0" / 15°
W1
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3
1
x
2
8
'
-
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W1
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3
1
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1
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W1
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x
3
1
x
2
8
'
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ELEV. +40.00'
ELEV. +30.00'
ELEV. +20.00'
ELEV. +10.00'
ELEV. +40.00'
ELEV. +30.00'
ELEV. +20.00'
ELEV. +10.00'
OU
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E.G. +42.00'± V.I.F.
E.G. +41.00'± V.I.F.E.G. +41.00'± V.I.F.
E.G. +40.00'± V.I.F.
B.O.S. +39.50'± V.I.F.
B.O.S. +38.50'± V.I.F.
B.O.E. +17.32'± V.I.F.B.O.E. +18.15'± V.I.F.
148147146145144143142141140139138137136
W1
8
x
3
5
x
3
0
'
-
6
"
105 KIPS / 15'-0" / 20°
6'
-
0
"
W1
8
x
3
5
x
3
2
'
-
6
"
W1
8
x
3
5
x
3
2
'
-
6
"
112 KIPS / 15'-0" / 20°
7'
-
0
"
W2
1
x
4
4
x
4
0
'
-
0
"
123 KIPS / 15'-0" / 20°
7'
-
0
"
W1
8
x
4
0
x
3
7
'
-
6
"
119.5 KIPS / 15'-0" / 20°
7'
-
0
"
W2
1
x
4
4
x
4
0
'
-
0
"
W2
1
x
4
4
x
4
0
'
-
0
"
W2
1
x
4
4
x
4
0
'
-
0
"
W1
8
x
4
0
x
3
7
'
-
6
"
W1
8
x
4
0
x
3
7
'
-
6
"
W1
8
x
4
0
x
3
7
'
-
6
"
2PARTIAL SHORING ELEVATION
1/4"=1'-0"
W1
8
x
3
5
x
3
0
'
-
6
"
W1
8
x
3
5
x
3
0
'
-
6
"
STRUCTURAL ENGINEER
STAMP
ISSUE / REVISION
SCALE
S.E.R.
DESIGN
DRAWN
PROJECT No.
DRAWING TITLE
No.DESCRIPTION DATE
1300-B Old Bayshore Highway
San Jose, CA 95070
TEL: 650.302.0542
www.ASEsoil.com
41
0
N
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PERMIT DRAWINGS 11/09/2022
REVISION 01/09/20231
REVISION 01/26/20232
REVISION 03/17/20233
REVISION 04/10/20234
REVISION 06/07/20235
DATE SIGNED
06/07/2023
AS NOTED
IF PRINT SIZE IS
30"x42"
21030
BGC
BGC
BGC
All drawings and written material appearing herein constitute the original and unpublished work of the
American Subsurface Engineering and the same may not be duplicated, used or disclosed without
the written consent of the American Subsurface Engineering.
SHORING CONTRACTOR
1300 Old Bayshore Highway
San Jose, CA 95112
TEL:408.795.1700
www.amdrill.com
PROJECT NAME / LOCATION
REVISION 06/14/20236
PARTIAL
SHORING
ELEVATION
SH4.4
5
06/14/2023
Supplemental Structural
Calculations
for
SYRES Building “B” Temporary Shoring
410 Noor Avenue
South San Francisco, CA 94080
Permit Submittal
Revision 5 – June 7, 2023
Clien t:
American Drilling, Inc.
Prepared by:
1300-B Old Bayshore Highway
San Jose, CA 95112
Tel: 650.302.0542
www.ASE soil.com
Project No.: 21030
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PAGE NO: S 122/ R5
DATE: 06/07/2023
BY: BGC
41
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PAGE NO: S 123/ R5
DATE: 06/07/2023
BY: BGC
SURCHARGE: BOUSSINESQ EQUATION FOR A POINT LOAD (NAVFAC DM-7.2 - CHAP 3, FIG. 11)
Centerline of Support to face of shoring/ Wall (X) = 6.0 ft.
Surcharge Point Load (QP) =120,000 lb.
Shoring/ Wall Cut Height (H) = 13.0 ft.
d sH sH, Total d = depth below existing grade
(feet)(psf)(psf)sH = lateral surcharge from point load
1 151 151 870 psf
sH,MAX
2 478 478 4.00 ft.
sH,MAX at Depth
3 755 755 696 psf
sH,Simple = 0.8PS
4 870 870
5 842 842
6 738 738
7 610 610
8 489 489
9 387 387
10 304 304
11 239 239
12 189 189
13 150 150
14 120 120
15 97 97
16 79 79
17 64 64
18 53 53
19 44 44
20 37 37
21 31 31
22 26 26
23 22 22
24 19 19
25 17 17
26 14 14
27 12 12
28 11 11
29 10 10
30 8 8
31 7 7
32 7 7
33 6 6
34 5 5
35 5 5
36 4 4
37 4 4
38 3 3
39 3 3
40 3 3
41 3 3
42 2 2
43 2 2
44 2 2
45 2 2
46 2 2
47 1 1
48 1 1
49 1 1
50 1 1
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Y:\Box Sync\American Subsurface Engineering\ASE Projects\21030 410 Noor Ave Shoring\Calculations\Bldg B\13 Cut Boussinesq Heavy Surcharge Loading
V 3.4 - Copy.xlsx Page 1 of 2
PAGE NO: S 124/ R5
DATE: 06/07/2023
BY: BGC
For m ≤ 0.4:
For m > 0.4:
𝜎 = 0.28
𝑄
𝐻ଶ
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0.16 +𝑛ଶ ଷ
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𝑄
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𝑚ଶ 𝑛ଶ
𝑚ଶ +𝑛ଶ ଷ
Y:\Box Sync\American Subsurface Engineering\ASE Projects\21030 410 Noor Ave Shoring\Calculations\Bldg B\13 Cut Boussinesq Heavy Surcharge Loading
V 3.4 - Copy.xlsx Page 2 of 2
PAGE NO: S 125/ R5
DATE: 06/07/2023
BY: BGC
Tieback Pocket Design
Note:XX Indicates input data Soldier Pile Number:TB Row:1
Pile Diameter =30.00 in.Soldier Pile Section =W16x26 Temporary
Retained Height =13.00 ft.Fy Section =50 ksi Drilled
Depth of Tieback =6.0 ft.Max. Shear at TB =24.34 kips
Tieback Reaction =48.6 kips Moment at TB =63.32 k-ft
Tieback Angle =25°Max. Pile Moment =63.32 k-ft
MP/ W =110.3 k-ft DC Ratio = 0.574
A = 7.68 in²
d = 15.7 in
bF =5.5 in Cw = 565 in⁶
tF =0.345 in tW =0.25 in j = 0.262 in⁴
K1 =0.75 in KDESIGN =0.747 in c = 1
SX =38.4 in³ZX =44.2 in³ho =15.40 in⁴
IX =301 in⁴Iy =9.59 in⁴
X1 = bf-((bf/2)+K1) =2.00 in
Flange Area Removed (AFR) = tf*X1 =0.69 in²
Number of Flanges Cut (NF) =2
Replacement Plate Area (AAREA) =2.00 in²
AP > Flane Area Removed
Plate Thickness, AT =0.50 in
Plate Width, AW =4.0 in
Fy Plate =36 ksi
# of Replacement Plates (AP) =2
Icomposite =473.98 in⁴
M*YTOP/ICOMPOSITE =13.39 ksi ** SECTION ADEQUATE
M*YBOTTOM/ICOMPOSITE =-12.83 ksi ** SECTION ADEQUATE
Allowable FB/Wb =29.94 ksi
Atotal =10.2 in²in.2 ½ Atotal =5.08 in.² 8.35 in
n bn hn yn An dn In An(d2)
1 4.0 0.500 16.450 2.000 8.17 16.200 -0.771 0.000 8.1000 0.0417 131.220 131.26
2 3.5 0.345 16.028 1.208 6.96 15.855 -0.536 0.000 7.6775 0.0120 71.175 71.19
3 0.25 15.01 8.350 3.753 3.21 0.845 7.505 8.350 0.0000 70.4532 0.000 70.45
4 4.0 0.500 0.595 2.000 1.21 0.345 0.969 0.000 -7.7550 0.0417 120.280 120.32
5 3.5 0.345 0.173 1.208 0.00 0.000 1.453 0.000 -8.1775 0.0120 80.747 80.76
Shear Flow Analysis
9.98 kips/ft. 3.71 kips/in.
WW =2.00
QW_TOP = An*YTOP =16.20 in.3 Weld Size =4/16 in.Req'd Total LW =2.69 in./ft.
QW_BOTTOM = An*YBOTTOM =-15.51 in.3 Req'd LW Per Side=1.34 in./ft.
Flange Replacement Plate Capacity - Compression Capacity - Welds to be Staggered
Weld Length/ 6" =3.0 in. Distance Between Welds = 3.0 in.
WC =1.67
ry = 0.1443 in. KL/ry = 20.78 <=25, Acceptable to Use (J4-6)
Pn/WC = FY/WC*Ag =43.11 kips (J4-6)
FCR/WC =21.07 ksi (E3-2/ E3-3)FE =662.5 ksi (E3-4)Pn/WC = FCR/WC*Ag =NA kips (E3-1)
PTOP PLATE =25.97 kips PBOTTOM PLATE =24.86 kips
Flange Replacement Plate Capacity - Tension Capacity - Welds to be Staggered
Length of Connection = 24 in. Plate Width = 4 in. U = 1
FU Plate =58 ksi
Ag =2.0 in.2 Ae =2.0 in.2 WT =1.67 (J4-1)
WT =2.00 (J4-2)
Pn/WT = FY/WT*Ag =43.11 kips (J4-1):(D2-1)
Pn/WT = FU/WT*Ae =58.00 kips (J4-2):(D2-2)
Group 7
Pile Adequate
** PLATES ADEQAUTE
** PLATES ADEQAUTE
𝑞=𝑉𝑄ௐ
𝐼
=𝑅ே
Wௐ
=𝐹ௐ 𝐴ௐ
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Y:\Box Sync\American Subsurface Engineering\ASE Projects\21030 410 Noor Ave Shoring\Calculations\Bldg B\W16 13 Cut 4.75 Slope 1R Tieback Pocket Design V 5.2.xlsx Page 1 of 3
PAGE NO: S 126/ R5
DATE: 06/07/2023
BY: BGC
Area Prestressing Steel, APS =0.217 in.2 Minimum Number of Strands Required = 2.0 @ 25°
Minimum Ultimate Strength, FPU =270 ksi 2.0 @ 25°
Tieback Horizontal Reaction =48.57 kips Use Angle:25°
Tieback Angle =15 20 25 degrees Ultimate - FPU*APS =58.6 kips @ 0.60 FPU*APS =70.3 kips
Tieback Design Load = 50.29 51.69 53.60 kips
0.80 FPU*APS =46.9 kips @ 0.80 FPU*APS =93.7 kips
Test Load Factor = 1.25 1.25 1.25
0.70 FPU*APS =41.0 kips
Tieback Design Test Load =62.86 64.61 66.99
kips 0.60 FPU*APS =35.2 kips
Theoretical Elongation, D =(PTest Load * LUnbonded)/ (NStrand * APS * E)Modulus of Elasticity, E = 29,000 ksi
Theoretical Elongation, D =1.15 in.Unbonded Length = 15.00 ft.Minimum 15'-0" for Strand
Min. Theoretical Elongation, DMIN =0.80D Minimun Stressing Tail Length =3 ft.
Min. Theoretical Elongation, DMIN = 0.92 in.Total Unbonded Length, LUnbonded =18.0 ft.
NStrand =Minimum Number of Strands Required
Threaded Bar Grade =75 ksi
Threaded Bar ID =10 Minimum Yield Strength, FY =75.00 ksi
Threaded Bar Diameter =1.25 in.Minimum Ultimate Strength, FPU =97.00 ksi
Area Threaded Bar, ATB =1.25 in.2
Tieback Capacity Theoretical Elongation, D =(PTest Load * LUnbonded)/ (ATB * E)
Test Load = 66.99 kips Unbonded Length = 10.00 ft.Minimum 10'-0" for Bar
Item 2 & 3 Only @ 0.90 FY*ATB =84.4 kips > Test Load - OK Minimun Stressing Tail Length =1 ft.
Item 4 Only @ 0.80 FY*ATB =75.0 kips > Test Load - OK
Total Unbonded Length, LUnbonded =11.0 ft.
Item 5 Only @ 0.70 FY*ATB =65.6 kips Check Theoretical Elongation, D =0.24 in.
Min. Theoretical Elongation, 0.80D, DMIN = 0.20 in.Plate Yield Stress =50 ksi
Min. Bearing Plate Thickness =0.68 in. Plate Width =5.25 in
Threaded bar anchors shall conform to the following:
1.
2.
3.
4.
5.
** Strand Anchors utilize 0.6" dia. 7-wire, Low Relaxation 270 KSI Strand conforming to ASTM A-416 (bare strand)
- TB Design Load/ 0.60 FPU*APS
- TB Test Load/ 0.80 FPU*APS
Tieback CapacityPrestressing Force Per Strand
Threaded bars by SAS Stressteel or approved equal.
** Threaded Bar
Grade 75/ 80 threaded bars shall corm to ASTM A615 and shall have a minimum yield strength of 75 ksi and an ultimate strength of 97 ksi and may be
proof tested to 90% of yield.
Grade 97 threaded bars shall conform to ASTM A722 and shall have a minimum yield strength of 95 ksi and an ultimate strength of 116 ksi and may be
proof tested to 90% of yield.
Grade 150, ¾” to 1⅞” diameter threaded bars shall conform to ASTM A722 and shall have a minimum yield strength of 137 ksi and an ultimate strength
of 150 ksi and may be proof tested to 80% of yield.
Grade 150, 2¼” to 3” diameter threaded bars shall conform to ASTM A722 and shall have a minimum yield strength of 137 ksi and an ultimate strength
of 150 ksi and may be proof tested to 70% of yield.
Y:\Box Sync\American Subsurface Engineering\ASE Projects\21030 410 Noor Ave Shoring\Calculations\Bldg B\W16 13 Cut 4.75 Slope 1R Tieback Pocket Design V 5.2.xlsx Page 2 of 3
PAGE NO: S 127/ R5
DATE: 06/07/2023
BY: BGC
TB Load on EA. Stiffener Plate = 33.5 kips 3.71 kips/in. Weld Size, C =4/16 in.
Minimum Weld Length Req.'d = 9.0 in.
WW =2.00
Actual Weld Length =18.2 in.
Stiffener Plate Weld Capacity =67.6 kips
Stiffener Plate Design
Plate Thickness, PT =3/8 in. ry =0.1083 in.
Plate Width, PW =2.625 in. KL/ry =90.13 4.71(E/FY)1/2 =133.7
Plate Length, LP =15.01 in.
Fe = π2E/(KL/rY)2 =35.2 ksi
Fy Plate =36 ksi FCR =23.5 ksi
WC =1.67
Pn/WC = FCR/WC*Ag =13.84 kips (E3-1)
Web Local Yielding, J10.2 Web Crippling, J10.3
Rn/W =64.46 Kips (J10-2)
Rn/W =52.04 Kips (J10-4)
W =1.50 W =2.00
Σ Stiffener Plate Capacity =78.30 kips Σ Stiffener Plate Capacity =65.87 kips
Determine Minimum Tieback Unbonded Length
Retained Shoring Height =13.00 ft.
Depth of Tieback =6.0 ft.
Theoretical Failure Angle, a =30 deg.
Horizontal Offset, 0.2*H =2.6 ft.
Tieback Unbonded Length =6.38 ft.Use MinImum 15'-Strand, 10'-Bar
Determine Minimum Tieback Bond Length Determine Vertical Tieback Force Resultant Embedment
Allowable Skin Friction Post-Grouted =1,671 psf Allowable Bearing Presure =0 psf From Geotechnical Report
Tieback Drill Shaft Diameter = 8 in.Vibrated Pile Perimeter =Drilled Pier Pile Diameter =30 in.
TB Load = 67.0 kips Allowable Skin Resistance =750 psf Provided By Geothechical Engineer
Estimated Tieback Bond Length =19.14 ft.Allow. Skin Resistance From Geotech. Eng. =750 psf
Estimated Tieback Total Length =34.1 ft.Strand Min. Required Embedment =
Estimated Tieback Total Length =29.1 ft.Threaded Bar (TB1*sin(incl))/SF_ALLOW *p*b =3.85 ft.CHECK AGAINST PILE EMBEDMENT
** Connection Weld is Adequate
** Stiffener Plate Size is Adequate** Stiffener Plate Size is Adequate
𝑅ே
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Y:\Box Sync\American Subsurface Engineering\ASE Projects\21030 410 Noor Ave Shoring\Calculations\Bldg B\W16 13 Cut 4.75 Slope 1R Tieback Pocket Design V 5.2.xlsx Page 3 of 3
PAGE NO: S 128/ R5
DATE: 06/07/2023
BY: BGC
American Subsurface Eng…
BGC
13'-0" Cut 4'-9" Slope Restrained Std. Surcharge SK-1
13 Cut 4.75 Slope Restraine…
PAGE NO: S 129/ R5
DATE: 06/07/2023
BY: BGC
American Subsurface Eng…
BGC
13'-0" Cut 4'-9" Slope Restrained Std. Surcharge SK-2
13 Cut 4.75 Slope Restraine…
PAGE NO: S 130/ R5
DATE: 06/07/2023
BY: BGC
American Subsurface Eng…
BGC
13'-0" Cut 4'-9" Slope Restrained Std. Surcharge SK-3
13 Cut 4.75 Slope Restraine…
PAGE NO: S 131/ R5
DATE: 06/07/2023
BY: BGC
Company
Designer
Job Number
Model Name
:
:
:
:
American Subsurface Engineering
BGC
13'-0" Cut 4'-9" Slope Restrained Std. …
Checked By :
RISA-3D Version 21 [ 13 Cut 4.75 Slope Restrained 23H.r3d ]Page 1
Hot Rolled Steel Properties
Label E [ksi]G [ksi]Nu Therm. Coeff. [1e⁵°F⁻¹]Density [k/ft³]Yield [ksi]Ry Fu [ksi]Rt
1 A992 29000 11154 0.3 0.65 0.49 50 1.1 65 1.1
2 A36 Gr.36 29000 11154 0.3 0.65 0.49 36 1.5 58 1.2
3 A572 Gr.50 29000 11154 0.3 0.65 0.49 50 1.1 65 1.1
4 A500 Gr.B RND 29000 11154 0.3 0.65 0.527 42 1.4 58 1.3
5 A500 Gr.B Rect 29000 11154 0.3 0.65 0.527 46 1.4 58 1.3
6 A53 Gr.B 29000 11154 0.3 0.65 0.49 35 1.6 60 1.2
7 A1085 29000 11154 0.3 0.65 0.49 50 1.25 65 1.15
8 A913 Gr.65 29000 11154 0.3 0.65 0.49 65 1.1 80 1.1
Hot Rolled Steel Section Sets
Label Shape Type Design List Material Design Rule Area [in²]Iyy [in⁴]Izz [in⁴]J [in⁴]
1 SP1 W16X26 Column Wide Flange A992 Typical 7.68 9.59 301 0.262
Hot Rolled Steel Design Parameters
Label Shape Length [ft]Lb y-y [ft]Lb z-z [ft]Lcomp top [ft]Lcomp bot [ft]K y-y K z-z Channel Conn.a [ft]Function
1 M1 SP1 6 1 1 Lbyy 1 2 2 N/A N/A Lateral
2 M2 SP1 7 1 1 Lbyy 1 1 1 N/A N/A Lateral
3 M3 SP1 6 1 1 Lbyy 1 1 1 N/A N/A Lateral
Member Primary Data
Label I Node J Node Section/Shape Type Design List Material Design Rule
1 M1 N1 N2 SP1 Column Wide Flange A992 Typical
2 M2 N2 N3 SP1 Column Wide Flange A992 Typical
3 M3 N3 N4 SP1 Column Wide Flange A992 Typical
Node Coordinates
Label X [ft]Y [ft]Z [ft]Detach From Diaphragm
1 N1 0 13 0
2 N2 0 7 0
3 N3 0 0 0
4 N4 0 -6 0
Node Boundary Conditions
Node Label X [k/in]Y [k/in]Z [k/in]X Rot [k-ft/rad]Y Rot [k-ft/rad]Z Rot [k-ft/rad]
1 N2 Reaction
2 N4 Reaction Reaction Reaction Reaction Reaction Reaction
Member Distributed Loads (BLC 1 : Active 23H)
Member LabelDirection Start Magnitude [k/ft, F, ksf, k-ft/ft]End Magnitude [k/ft, F, ksf, k-ft/ft]Start Location [(ft, %)]End Location [(ft, %)]
1 M1 X 0 0.427 0 3.6
2 M1 X 0.427 0.427 3.6 %100
3 M2 X 0.427 0.427 0 2.8
4 M2 X 0.427 0 2.8 %100
PAGE NO: S 132/ R5
DATE: 06/07/2023
BY: BGC
Company
Designer
Job Number
Model Name
:
:
:
:
American Subsurface Engineering
BGC
13'-0" Cut 4'-9" Slope Restrained Std. …
Checked By :
RISA-3D Version 21 [ 13 Cut 4.75 Slope Restrained 23H.r3d ]Page 2
Member Distributed Loads (BLC 2 : Surcharge)
Member LabelDirection Start Magnitude [k/ft, F, ksf, k-ft/ft]End Magnitude [k/ft, F, ksf, k-ft/ft]Start Location [(ft, %)]End Location [(ft, %)]
1 M1 X 0.1 0.1 0 %100
2 M2 X 0.1 0.1 0 4
3 M1 X 0.18 0.18 0 %100
4 M2 X 0.18 0.18 0 %100
Member Distributed Loads (BLC 3 : Active Toe 35/ 38/ 105 / 18)
Member LabelDirection Start Magnitude [k/ft, F, ksf, k-ft/ft]End Magnitude [k/ft, F, ksf, k-ft/ft]Start Location [(ft, %)]End Location [(ft, %)]
1 M3 X 0.494 0.494 0 %100
2 M3 X 0 0.105 0 3
3 M3 X 0.105 0.105 3 %100
4 M3 X 0 0.054 3 %100
Member Distributed Loads (BLC 4 : Passive 290/ 140)
Member LabelDirection Start Magnitude [k/ft, F, ksf, k-ft/ft]End Magnitude [k/ft, F, ksf, k-ft/ft]Start Location [(ft, %)]End Location [(ft, %)]
1 M3 X 0 -0.87 0 3
2 M3 X -0.87 -0.87 3 %100
3 M3 X 0 -0.42 3 %100
Basic Load Cases
BLC Description Category Distributed
1 Active 23H None 4
2 Surcharge None 4
3 Active Toe 35/ 38/ 105 / 18 None 4
4 Passive 290/ 140 None 3
Load Combinations
Description Solve P-Delta BLC Factor BLC Factor BLC Factor BLC Factor
1 Restrained + surch + Toe - Passive Yes Y 1 7 2 7 3 2.5 4 7
Node Reactions
LC Node Label X [k]Y [k]Z [k]MX [k-ft]MY [k-ft]MZ [k-ft]
1 1 N2 -48.574 0 0 0 0 0
2 1 N4 20.969 0 0 0 0 -27.809
3 1 Totals:-27.604 0 0
4 1 COG (ft):NC NC NC
Member Section Forces
LC Member Label Sec Axial[k]y Shear[k]z Shear[k]Torque[k-ft]y-y Moment[k-ft]z-z Moment[k-ft]
1 1 M1 1 0 0 0 0 0 0
2 2 0 -3.879 0 0 0 2.676
3 3 0 -9.627 0 0 0 12.572
4 4 0 -16.906 0 0 0 32.389
5 5 0 -24.335 0 0 0 63.32
6 1 M2 1 0 24.239 0 0 0 63.32
7 2 0 15.572 0 0 0 28.486
8 3 0 7.079 0 0 0 8.778
PAGE NO: S 133/ R5
DATE: 06/07/2023
BY: BGC
Company
Designer
Job Number
Model Name
:
:
:
:
American Subsurface Engineering
BGC
13'-0" Cut 4'-9" Slope Restrained Std. …
Checked By :
RISA-3D Version 21 [ 13 Cut 4.75 Slope Restrained 23H.r3d ]Page 3
Member Section Forces (Continued)
LC Member Label Sec Axial[k]y Shear[k]z Shear[k]Torque[k-ft]y-y Moment[k-ft]z-z Moment[k-ft]
9 4 0 1.249 0 0 0 2.027
10 5 0 -2.052 0 0 0 3.047
11 1 M3 1 0 -2.052 0 0 0 3.047
12 2 0 -1.719 0 0 0 6.421
13 3 0 2.984 0 0 0 6.018
14 4 0 10.925 0 0 0 -4.151
15 5 0 20.969 0 0 0 -27.809
AISC 15TH (360-16): ASD Member Steel Code Checks
LC Member Shape UC Max Loc[ft]Shear UC Loc[ft]Dir Pnc/om [k]Pnt/om [k]Mnyy/om [k-ft]Mnzz/om [k-ft]Cb Eqn
1 1 M1 W16X26 0.574 6 0.345 6 y 168.953 229.94 13.673 110.279 1 H1-1b
2 1 M2 W16X26 0.574 0 0.344 0 y 160.507 229.94 13.673 110.279 1 H1-1b
3 1 M3 W16X26 0.252 6 0.297 6 y 168.953 229.94 13.673 110.279 1 H1-1b
Member Section Deflections - Strength
LC Member Label Sec x [in]y [in]z [in]x Rotate[rad](n) L/y' Ratio (n) L/z' Ratio
1 1 M1 1 0 -0.324 0 0 222 NC
2 2 0 -0.233 0 0 309 NC
3 3 0 -0.144 0 0 499 NC
4 4 0 -0.063 0 0 1146 NC
5 5 0 0 0 0 NC NC
6 1 M2 1 0 0 0 0 NC NC
7 2 0 0.028 0 0 3969 NC
8 3 0 0.034 0 0 4247 NC
9 4 0 0.032 0 0 7707 NC
10 5 0 0.028 0 0 NC NC
11 1 M3 1 0 0.028 0 0 NC NC
12 2 0 0.024 0 0 NC NC
13 3 0 0.017 0 0 NC NC
14 4 0 0.007 0 0 NC NC
15 5 0 0 0 0 NC NC
PAGE NO: S 134/ R5
DATE: 06/07/2023
BY: BGC
Tieback Pocket Design
Note:XX Indicates input data Soldier Pile Number:TB Row:1
Pile Diameter =30.00 in.Soldier Pile Section =W18x35 Temporary
Retained Height =13.00 ft.Fy Section =50 ksi Drilled
Depth of Tieback =6.0 ft.Max. Shear at TB =51.58 kips
Tieback Reaction =100.9 kips Moment at TB =138.42 k-ft
Tieback Angle =25°Max. Pile Moment =138.42 k-ft
MP/ W =165.9 k-ft DC Ratio = 0.834
A = 10.30 in²
d = 17.7 in
bF =6.0 in Cw = 1,140 in⁶
tF =0.425 in tW =0.30 in j = 0.506 in⁴
K1 =0.75 in KDESIGN =0.827 in c = 1
SX =57.6 in³ZX =66.5 in³ho =17.30 in⁴
IX =510 in⁴Iy =15.30 in⁴
X1 = bf-((bf/2)+K1) =2.25 in
Flange Area Removed (AFR) = tf*X1 =0.96 in²
Number of Flanges Cut (NF) =2
Replacement Plate Area (AAREA) =2.81 in²
AP > Flane Area Removed
Plate Thickness, AT =0.63 in
Plate Width, AW =4.5 in
Fy Plate =36 ksi
# of Replacement Plates (AP) =2
Icomposite =826.30 in⁴
M*YTOP/ICOMPOSITE =19.05 ksi ** SECTION ADEQUATE
M*YBOTTOM/ICOMPOSITE =-18.19 ksi ** SECTION ADEQUATE
Allowable FB/Wb =29.94 ksi
Atotal =13.9 in²in.2 ½ Atotal =6.93 in.² 9.48 in
n bn hn yn An dn In An(d2)
1 4.5 0.625 18.638 2.813 11.06 18.325 -0.916 0.000 9.1625 0.0916 236.113 236.20
2 3.8 0.425 18.113 1.594 9.46 17.900 -0.674 0.000 8.6375 0.0240 118.904 118.93
3 0.3 16.85 9.475 5.055 4.41 1.050 8.425 9.475 0.0000 119.6024 0.000 119.60
4 4.5 0.625 0.738 2.813 1.59 0.425 1.187 0.000 -8.7375 0.0916 214.717 214.81
5 3.8 0.425 0.213 1.594 0.00 0.000 1.849 0.000 -9.2625 0.0240 136.734 136.76
Shear Flow Analysis
19.30 kips/ft. 3.71 kips/in.
WW =2.00
QW_TOP = An*YTOP =25.77 in.3 Weld Size =4/16 in.Req'd Total LW =5.20 in./ft.
QW_BOTTOM = An*YBOTTOM =-24.57 in.3 Req'd LW Per Side=2.60 in./ft.
Flange Replacement Plate Capacity - Compression Capacity - Welds to be Staggered
Weld Length/ 6" =3.0 in. Distance Between Welds = 3.0 in.
WC =1.67
ry = 0.1804 in. KL/ry = 16.63 <=25, Acceptable to Use (J4-6)
Pn/WC = FY/WC*Ag =60.63 kips (J4-6)
FCR/WC =21.25 ksi (E3-2/ E3-3)FE =1035.2 ksi (E3-4)Pn/WC = FCR/WC*Ag =NA kips (E3-1)
PTOP PLATE =51.80 kips PBOTTOM PLATE =49.40 kips
Flange Replacement Plate Capacity - Tension Capacity - Welds to be Staggered
Length of Connection = 24 in. Plate Width = 4.5 in. U = 1
FU Plate =58 ksi
Ag =2.8 in.2 Ae =2.8 in.2 WT =1.67 (J4-1)
WT =2.00 (J4-2)
Pn/WT = FY/WT*Ag =60.63 kips (J4-1):(D2-1)
Pn/WT = FU/WT*Ae =81.56 kips (J4-2):(D2-2)
Group 7H
Pile Adequate
** PLATES ADEQAUTE
** PLATES ADEQAUTE
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ିଵ
ୀଵ
𝑌ത =
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Y:\Box Sync\American Subsurface Engineering\ASE Projects\21030 410 Noor Ave Shoring\Calculations\Bldg B\W16 13 Cut 4.75 Slope 1R Tieback Pocket Design Heavy V 5.2.xlsx Page 1 of 3
PAGE NO: S 135/ R5
DATE: 06/07/2023
BY: BGC
Area Prestressing Steel, APS =0.217 in.2 Minimum Number of Strands Required = 4.0 @ 25°
Minimum Ultimate Strength, FPU =270 ksi 3.0 @ 25°
Tieback Horizontal Reaction =100.95 kips Use Angle:25°
Tieback Angle =15 20 25 degrees Ultimate - FPU*APS =58.6 kips @ 0.60 FPU*APS =140.6 kips
Tieback Design Load = 104.51 107.42 111.38 kips
0.80 FPU*APS =46.9 kips @ 0.80 FPU*APS =187.5 kips
Test Load Factor = 1.25 1.25 1.25
0.70 FPU*APS =41.0 kips
Tieback Design Test Load =130.63 134.28 139.23
kips 0.60 FPU*APS =35.2 kips
Theoretical Elongation, D =(PTest Load * LUnbonded)/ (NStrand * APS * E)Modulus of Elasticity, E = 29,000 ksi
Theoretical Elongation, D =1.20 in.Unbonded Length = 15.00 ft.Minimum 15'-0" for Strand
Min. Theoretical Elongation, DMIN =0.80D Minimun Stressing Tail Length =3 ft.
Min. Theoretical Elongation, DMIN = 0.96 in.Total Unbonded Length, LUnbonded =18.0 ft.
NStrand =Minimum Number of Strands Required
Threaded Bar Grade =75 ksi
Threaded Bar ID =14 Minimum Yield Strength, FY =75.00 ksi
Threaded Bar Diameter =1.75 in.Minimum Ultimate Strength, FPU =97.00 ksi
Area Threaded Bar, ATB =2.25 in.2
Tieback Capacity Theoretical Elongation, D =(PTest Load * LUnbonded)/ (ATB * E)
Test Load = 139.2 kips Unbonded Length = 10.00 ft.Minimum 10'-0" for Bar
Item 2 & 3 Only @ 0.90 FY*ATB =151.9 kips > Test Load - OK Minimun Stressing Tail Length =1 ft.
Item 4 Only @ 0.80 FY*ATB =135.0 kips Check
Total Unbonded Length, LUnbonded =11.0 ft.
Item 5 Only @ 0.70 FY*ATB =118.1 kips Check Theoretical Elongation, D =0.28 in.
Min. Theoretical Elongation, 0.80D, DMIN = 0.23 in.Plate Yield Stress =50 ksi
Min. Bearing Plate Thickness =0.99 in. Plate Width =5.25 in
Threaded bar anchors shall conform to the following:
1.
2.
3.
4.
5.
** Strand Anchors utilize 0.6" dia. 7-wire, Low Relaxation 270 KSI Strand conforming to ASTM A-416 (bare strand)
- TB Design Load/ 0.60 FPU*APS
- TB Test Load/ 0.80 FPU*APS
Tieback CapacityPrestressing Force Per Strand
Threaded bars by SAS Stressteel or approved equal.
** Threaded Bar
Grade 75/ 80 threaded bars shall corm to ASTM A615 and shall have a minimum yield strength of 75 ksi and an ultimate strength of 97 ksi and may be
proof tested to 90% of yield.
Grade 97 threaded bars shall conform to ASTM A722 and shall have a minimum yield strength of 95 ksi and an ultimate strength of 116 ksi and may be
proof tested to 90% of yield.
Grade 150, ¾” to 1⅞” diameter threaded bars shall conform to ASTM A722 and shall have a minimum yield strength of 137 ksi and an ultimate strength
of 150 ksi and may be proof tested to 80% of yield.
Grade 150, 2¼” to 3” diameter threaded bars shall conform to ASTM A722 and shall have a minimum yield strength of 137 ksi and an ultimate strength
of 150 ksi and may be proof tested to 70% of yield.
Y:\Box Sync\American Subsurface Engineering\ASE Projects\21030 410 Noor Ave Shoring\Calculations\Bldg B\W16 13 Cut 4.75 Slope 1R Tieback Pocket Design Heavy V 5.2.xlsx Page 2 of 3
PAGE NO: S 136/ R5
DATE: 06/07/2023
BY: BGC
TB Load on EA. Stiffener Plate = 69.6 kips 3.71 kips/in. Weld Size, C =4/16 in.
Minimum Weld Length Req.'d = 18.8 in.
WW =2.00
Actual Weld Length =20.5 in.
Stiffener Plate Weld Capacity =76.3 kips
Stiffener Plate Design
Plate Thickness, PT =3/8 in. ry =0.1083 in.
Plate Width, PW =2.85 in. KL/ry =101.17 4.71(E/FY)1/2 =133.7
Plate Length, LP =16.85 in.
Fe = π2E/(KL/rY)2 =28.0 ksi
Fy Plate =36 ksi FCR =21.0 ksi
WC =1.67
Pn/WC = FCR/WC*Ag =13.44 kips (E3-1)
Web Local Yielding, J10.2 Web Crippling, J10.3
Rn/W =81.35 Kips (J10-2)
Rn/W =72.34 Kips (J10-4)
W =1.50 W =2.00
Σ Stiffener Plate Capacity =94.79 kips Σ Stiffener Plate Capacity =85.78 kips
Determine Minimum Tieback Unbonded Length
Retained Shoring Height =13.00 ft.
Depth of Tieback =6.0 ft.
Theoretical Failure Angle, a =30 deg.
Horizontal Offset, 0.2*H =2.6 ft.
Tieback Unbonded Length =6.38 ft.Use MinImum 15'-Strand, 10'-Bar
Determine Minimum Tieback Bond Length Determine Vertical Tieback Force Resultant Embedment
Allowable Skin Friction Post-Grouted =1,671 psf Allowable Bearing Presure =0 psf From Geotechnical Report
Tieback Drill Shaft Diameter = 8 in.Vibrated Pile Perimeter =Drilled Pier Pile Diameter =30 in.
TB Load = 139.2 kips Allowable Skin Resistance =750 psf Provided By Geothechical Engineer
Estimated Tieback Bond Length =39.78 ft.Allow. Skin Resistance From Geotech. Eng. =750 psf
Estimated Tieback Total Length =54.8 ft.Strand Min. Required Embedment =
Estimated Tieback Total Length =49.8 ft.Threaded Bar (TB1*sin(incl))/SF_ALLOW *p*b =7.99 ft.CHECK AGAINST PILE EMBEDMENT
** Connection Weld is Adequate
** Stiffener Plate Size is Adequate** Stiffener Plate Size is Adequate
𝑅ே
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Wௐ
=
Y:\Box Sync\American Subsurface Engineering\ASE Projects\21030 410 Noor Ave Shoring\Calculations\Bldg B\W16 13 Cut 4.75 Slope 1R Tieback Pocket Design Heavy V 5.2.xlsx Page 3 of 3
PAGE NO: S 137/ R5
DATE: 06/07/2023
BY: BGC
American Subsurface En…
BGC
13'-0" Cut 4'-9" Slope Restrained Heavy Sur…
harge
SK-1
13 Cut 4.75 Slope Restrain…
PAGE NO: S 138/ R5
DATE: 06/07/2023
BY: BGC
American Subsurface En…
BGC
13'-0" Cut 4'-9" Slope Restrained Heavy Sur…
harge
SK-2
13 Cut 4.75 Slope Restrain…
PAGE NO: S 139/ R5
DATE: 06/07/2023
BY: BGC
American Subsurface En…
BGC
13'-0" Cut 4'-9" Slope Restrained Heavy Sur…
harge
SK-3
13 Cut 4.75 Slope Restrain…
PAGE NO: S 140/ R5
DATE: 06/07/2023
BY: BGC
Company
Designer
Job Number
Model Name
:
:
:
:
American Subsurface Engineering
BGC
13'-0" Cut 4'-9" Slope Restrained Hea…
Checked By :
RISA-3D Version 21 [ 13 Cut 4.75 Slope Restrained 23H Heav…Page 1
Hot Rolled Steel Properties
Label E [ksi]G [ksi]Nu Therm. Coeff. [1e⁵°F⁻¹]Density [k/ft³]Yield [ksi]Ry Fu [ksi]Rt
1 A992 29000 11154 0.3 0.65 0.49 50 1.1 65 1.1
2 A36 Gr.36 29000 11154 0.3 0.65 0.49 36 1.5 58 1.2
3 A572 Gr.50 29000 11154 0.3 0.65 0.49 50 1.1 65 1.1
4 A500 Gr.B RND 29000 11154 0.3 0.65 0.527 42 1.4 58 1.3
5 A500 Gr.B Rect 29000 11154 0.3 0.65 0.527 46 1.4 58 1.3
6 A53 Gr.B 29000 11154 0.3 0.65 0.49 35 1.6 60 1.2
7 A1085 29000 11154 0.3 0.65 0.49 50 1.25 65 1.15
8 A913 Gr.65 29000 11154 0.3 0.65 0.49 65 1.1 80 1.1
Hot Rolled Steel Section Sets
Label Shape Type Design List Material Design Rule Area [in²]Iyy [in⁴]Izz [in⁴]J [in⁴]
1 SP1 W18X35 Column Wide Flange A992 Typical 10.3 15.3 510 0.506
Hot Rolled Steel Design Parameters
Label Shape Length [ft]Lb y-y [ft]Lb z-z [ft]Lcomp top [ft]Lcomp bot [ft]K y-y K z-z Channel Conn.a [ft]Function
1 M1 SP1 6 1 1 Lbyy 1 2 2 N/A N/A Lateral
2 M2 SP1 7 1 1 Lbyy 1 1 1 N/A N/A Lateral
3 M3 SP1 6 1 1 Lbyy 1 1 1 N/A N/A Lateral
Member Primary Data
Label I Node J Node Section/Shape Type Design List Material Design Rule
1 M1 N1 N2 SP1 Column Wide Flange A992 Typical
2 M2 N2 N3 SP1 Column Wide Flange A992 Typical
3 M3 N3 N4 SP1 Column Wide Flange A992 Typical
Node Coordinates
Label X [ft]Y [ft]Z [ft]Detach From Diaphragm
1 N1 0 13 0
2 N2 0 7 0
3 N3 0 0 0
4 N4 0 -6 0
Node Boundary Conditions
Node Label X [k/in]Y [k/in]Z [k/in]X Rot [k-ft/rad]Y Rot [k-ft/rad]Z Rot [k-ft/rad]
1 N2 Reaction
2 N4 Reaction Reaction Reaction Reaction Reaction Reaction
Member Distributed Loads (BLC 1 : Active 23H)
Member LabelDirection Start Magnitude [k/ft, F, ksf, k-ft/ft]End Magnitude [k/ft, F, ksf, k-ft/ft]Start Location [(ft, %)]End Location [(ft, %)]
1 M1 X 0 0.427 0 3.6
2 M1 X 0.427 0.427 3.6 %100
3 M2 X 0.427 0.427 0 2.8
4 M2 X 0.427 0 2.8 %100
PAGE NO: S 141/ R5
DATE: 06/07/2023
BY: BGC
Company
Designer
Job Number
Model Name
:
:
:
:
American Subsurface Engineering
BGC
13'-0" Cut 4'-9" Slope Restrained Hea…
Checked By :
RISA-3D Version 21 [ 13 Cut 4.75 Slope Restrained 23H Heav…Page 2
Member Distributed Loads (BLC 2 : Surcharge)
Member LabelDirection Start Magnitude [k/ft, F, ksf, k-ft/ft]End Magnitude [k/ft, F, ksf, k-ft/ft]Start Location [(ft, %)]End Location [(ft, %)]
1 M1 X 0.696 0.696 0 %100
2 M2 X 0.696 0.696 0 %100
3 M1 X 0.18 0.18 0 %100
4 M2 X 0.18 0.18 0 %100
Member Distributed Loads (BLC 3 : Active Toe 35/ 38/ 105 / 18)
Member LabelDirection Start Magnitude [k/ft, F, ksf, k-ft/ft]End Magnitude [k/ft, F, ksf, k-ft/ft]Start Location [(ft, %)]End Location [(ft, %)]
1 M3 X 0.494 0.494 0 %100
2 M3 X 0 0.105 0 3
3 M3 X 0.105 0.105 3 %100
4 M3 X 0 0.054 3 %100
Member Distributed Loads (BLC 4 : Passive 290/ 140)
Member LabelDirection Start Magnitude [k/ft, F, ksf, k-ft/ft]End Magnitude [k/ft, F, ksf, k-ft/ft]Start Location [(ft, %)]End Location [(ft, %)]
1 M3 X 0 -0.87 0 3
2 M3 X -0.87 -0.87 3 %100
3 M3 X 0 -0.42 3 %100
Basic Load Cases
BLC Description Category Distributed
1 Active 23H None 4
2 Surcharge None 4
3 Active Toe 35/ 38/ 105 / 18 None 4
4 Passive 290/ 140 None 3
Load Combinations
Description Solve P-Delta BLC Factor BLC Factor BLC Factor BLC Factor
1 Restrained + surch + Toe - Passive Yes Y 1 7 2 7 3 2.5 4 7
Node Reactions
LC Node Label X [k]Y [k]Z [k]MX [k-ft]MY [k-ft]MZ [k-ft]
1 1 N2 -100.945 0 0 0 0 0
2 1 N4 17.004 0 0 0 0 -14.932
3 1 Totals:-83.94 0 0
4 1 COG (ft):NC NC NC
Member Section Forces
LC Member Label Sec Axial[k]y Shear[k]z Shear[k]Torque[k-ft]y-y Moment[k-ft]z-z Moment[k-ft]
1 1 M1 1 0 0 0 0 0 0
2 2 0 -10.137 0 0 0 7.369
3 3 0 -22.143 0 0 0 31.346
4 4 0 -35.68 0 0 0 74.631
5 5 0 -49.367 0 0 0 138.416
6 1 M2 1 0 51.578 0 0 0 138.416
7 2 0 35.61 0 0 0 62.127
8 3 0 19.816 0 0 0 13.74
PAGE NO: S 142/ R5
DATE: 06/07/2023
BY: BGC
Company
Designer
Job Number
Model Name
:
:
:
:
American Subsurface Engineering
BGC
13'-0" Cut 4'-9" Slope Restrained Hea…
Checked By :
RISA-3D Version 21 [ 13 Cut 4.75 Slope Restrained 23H Heav…Page 3
Member Section Forces (Continued)
LC Member Label Sec Axial[k]y Shear[k]z Shear[k]Torque[k-ft]y-y Moment[k-ft]z-z Moment[k-ft]
9 4 0 5.81 0 0 0 -8.365
10 5 0 -6.017 0 0 0 -7.866
11 1 M3 1 0 -6.017 0 0 0 -7.866
12 2 0 -5.684 0 0 0 1.456
13 3 0 -0.981 0 0 0 7
14 4 0 6.96 0 0 0 2.779
15 5 0 17.004 0 0 0 -14.932
AISC 15TH (360-16): ASD Member Steel Code Checks
LC Member Shape UC Max Loc[ft]Shear UC Loc[ft]Dir Pnc/om [k]Pnt/om [k]Mnyy/om [k-ft]Mnzz/om [k-ft]Cb Eqn
1 1 M1 W18X35 0.834 6 0.465 6 y 236.683 308.383 20.11 165.918 1 H1-1b
2 1 M2 W18X35 0.834 0 0.486 0 y 226.676 308.383 20.11 165.918 1 H1-1b
3 1 M3 W18X35 0.09 6 0.16 6 y 236.683 308.383 20.11 165.918 1 H1-1b
Member Section Deflections - Strength
LC Member Label Sec x [in]y [in]z [in]x Rotate[rad](n) L/y' Ratio (n) L/z' Ratio
1 1 M1 1 0 -0.399 0 0 180 NC
2 2 0 -0.285 0 0 252 NC
3 3 0 -0.175 0 0 412 NC
4 4 0 -0.075 0 0 963 NC
5 5 0 0 0 0 NC NC
6 1 M2 1 0 0 0 0 NC NC
7 2 0 0.024 0 0 3434 NC
8 3 0 0.02 0 0 4180 NC
9 4 0 0.008 0 0 9770 NC
10 5 0 -0.001 0 0 NC NC
11 1 M3 1 0 -0.001 0 0 NC NC
12 2 0 0.001 0 0 NC NC
13 3 0 0.002 0 0 NC NC
14 4 0 0.001 0 0 NC NC
15 5 0 0 0 0 NC NC
PAGE NO: S 143/ R5
DATE: 06/07/2023
BY: BGC