Section 1812A

The requirements of this section shall apply to temporary and permanent earth retaining shoring using soldier piles and lagging with or without tie-back anchors in soil or rock, only when existing or new facilities are affected. Shoring used as construction means and meth- ods only, which does not affect existing or new facilities, are not regulated by this section and shall satisfy the require- ments of the authorities having jurisdiction.

Design, construction, testing and inspection shall satisfy the requirements of this code except as modified in Sections 1812A.2 through 1812A.8.

Shoring shall be considered temporary when elements of the shoring will be exposed to site condi- tions for a period of less than or equal to 2 years, and shall be considered permanent otherwise. Permanent shoring shall account for the increase in lateral soil pressure due to earth- quake. At the end of the construction period, the existing and new structures shall not rely on the temporary shoring for support in any way. Wood components shall not be used for permanent shoring lasting more than 2 years. Wood compo- nents of the temporary shoring that may affect the perfor- mance of permanent structure shall be removed after the shoring is no longer required.

All components of the shoring shall have corrosion protec- tion or preservative treatment for their expected duration. Wood components of the temporary shoring that will not be removed shall be treated in accordance with AWPA U1 (Commodity Specification A, Use Category 4B and Section 5.2), and shall be identified in accordance with Section 2303.1.9.1.

Surcharge pressure due to footings, traffic or other sources shall be considered in design. If the footing surcharge is located within the semicircular distribu- tion or bulb of earth pressure (when shoring is located close

18A-26 2022 CALIFORNIA BUILDING CODE

Copyright © 2022 by, or licensed to, International Code Council, Inc. (ALL RIGHTS RESERVED); licensed to California Building Standards Commission pursuant to License Agreement. No further reproductions is authorized. Any unauthorized reproduction or distribution is a violation of the federal copyright act and the license agreement, and subject to civil and criminal penalties thereunder.

to a footings), lagging shall be designed for lateral earth pressure due to footing surcharge. Soil arching effects may be considered in the design of lagging. Underpinning of the footing may be used in lieu of designing the shoring and lag- ging for surcharge pressure. Alternatively, continuously con- tacting drilled pier shafts near the footings shall be permitted. The lateral surcharge design pressure shall be derived using Boussinesq equations modified for the distribu- tion of stresses in an elastic medium due to a uniform, con- centrated or line surface load as appropriate and soil arching effects.

Except for the modifications as set forth in Sections 1812A.4.1 through 1812A.4.3, all Pre- stressed Rock and Soil Tie-back Anchors shall comply with PTI Recommendations for Prestressed Rock and Soil Anchors.

1812A.4.1 Geotechnical requirements: The geotechnical report for the earth retaining shoring shall address the following:

1. Minimum diameter and minimum spacing for the

anchors including consideration of group effects.

2. Maximum unbonded length and minimum bonded

length of the tie-back anchors.

3. Maximum recommended anchor tension capacity

based upon the soil or rock strength/grout bond and anchor depth/spacing.

4. Allowable bond stress at the ground/grout inter-

face and applicable factor of safety for ultimate bond stress for the anchor. For permanent anchors, a minimum factor of safety of 2.0 shall be applied to ground soil interface as required by PTI Recommendations for Prestressed Rock and Soil Anchors Section 6.6.

5. Minimum grout pressure for installation and post-

grout pressure for the anchor. The presumptive post grout pressure of 300 psi may be used for all soil type.

6. Class I corrosion protection is required for all

permanent and extended temporary anchors in service more than 2 years. A minimum of Class II corrosion protection is required for temporary anchors in service less than or equal to 2 years.

7. Performance test for the anchors shall be at a min-

imum of two (2) times the design loads and shall not exceed 80 percent of the specified minimum tensile strength of the anchor rod. A creep test is required for all prestressed anchors that are per- formance tested. All production anchors shall be tested at 150 percent of design loads and shall not be greater than 70 percent of the specified mini- mum tensile strength of the anchor rod.

8. Earth pressure, surcharge pressure and the seis-

mic increment of earth pressure loading, when applicable.

9. Maximum recommended lateral deformation at

the top of the soldier pile, at the tie-back anchor

SOILS AND FOUNDATIONS

locations and the drilled pier concrete shafts at the lowest grade level.

10. Allowable vertical soil bearing pressure friction resistance, and lateral passive soil resistance for the drilled pier concrete shafts and associated fac- tors of safety for these allowable capacities.

11. Soil-pier shaft/pile interaction assumptions and lateral soil stiffness to be used in design for drilled pier concrete shaft or pile lateral loads.

12. Acceptable drilling methods.

13. Geotechnical observation and monitoring recom- mendations. 1812A.4.2 Structural requirements :

1. Tendons shall be thread-bar anchors conforming to ASTM A722.

2. Anchor design loads shall be based upon the load combinations in Section 2.4 of ASCE 7 and shall not exceed 60 percent of the specified minimum tensile strength of the tendons.

3. The anchor shall be designed to fail in grout bond to the soil or rock before pullout of the soil wedge.

4. Design of shoring system shall account for as-built locations of soil anchors considering all specified construction tolerances in Section 1812A.8.

5. Design of shoring system shall account for both short and long-term deformation.

1812A.4.3 Testing of tie-back anchors :

1. The geotechnical engineer shall keep a record at job site of all test loads, total anchor movement, and report their accuracy.

2. The shoring design engineer shall specify design loads for each anchor.

The construction procedure shall address the following:

1. Holes drilled for piles/tie-back anchors shall be done

without detrimental loss of ground, sloughing or cav- ing of materials and without endangering previously installed shoring members or existing foundations.

2. Drilling of earth anchor shafts for tie-backs shall

occur when the drill bench reaches two to three feet below the level of the tie-back pockets.

3. Casing or other methods shall be used where neces-

sary to prevent loss of ground and collapse of the hole.

4. The drill cuttings from earth anchor shaft shall be

removed prior to anchor installation.

5. Unless tremie methods are used, all water and loose

materials shall be removed from the holes prior to installing piles/tie-backs.

6. Tie-back anchor rods with attached centralizing

devices shall be installed into the shaft or through the drill casing. Centralizing device shall not restrict movement of the grout.

Copyright © 2022 by, or licensed to, International Code Council, Inc. (ALL RIGHTS RESERVED); licensed to California Building Standards Commission pursuant to License Agreement. No further reproductions is authorized. Any unauthorized reproduction or distribution is a violation of the federal copyright act and the license agreement, and subject to civil and criminal penalties thereunder.

SOILS AND FOUNDATIONS

7. After lagging installation, voids between lagging and

soil shall be backfilled immediately to the full height of lagging.

8. The soldier piles shall be placed within specified tol-

erances in the drilled hole and braced against dis- placement during grouting. Fill shafts with concrete up to top of footing elevation, rest of the shaft can generally be filled with lean concrete. Excavation for lagging shall not be started until concrete has achieved sufficient strength for all anticipated loads as determined by the shoring design engineer.

9. Where boulders and/or cobbles have been identified

in the geotechnical reports, contractor shall be pre- pared to address boulders and/or cobbles that may be encountered during the drilling of soldier piles and tie-back anchors.

10. The grouting equipment shall produce grout free of lumps and indispensed cement. The grouting equip- ment shall be sized to enable the grout to be pumped in continuous operation. The mixer shall be capable of continuously agitating the grout.

11. The quantity of grout and grout pressure shall be recorded. The grout pressure shall be controlled to prevent excessive heave in soils or fracturing rock formations.

12. If post-grouting is required, post-grouting operation shall be performed after initial grout has set for 24 hours in the bond length only. Tie-backs shall be grouted over a sufficient length (anchor bond length) to transfer the maximum anchor force to the anchor grout.

13. Testing of anchors in accordance with Section 1812A.4.1, Item 7 may be performed after post-grout- ing operations, provided grout has reached strength of 3,000 psi as required by PTI Recommendations for Prestressed Rock and Soil Anchors Section 6.11.

14. Anchor rods shall be tensioned straight and true. Excavation directly below the anchors shall not con- tinue before those anchors are tested. 15. If a tie-back anchor initially fails the testing require- ments, the anchor shall be permitted to be regrouted and retested. If anchor continues to fail, the follow- ings steps shall be taken:

a. The contractor shall determine the cause of fail-

ure—variations of the soil conditions, installa- tion methods, materials, etc.

b. The contractor shall propose a solution to rem-

edy the problem. The proposed solution will need to be reviewed and approved by the geotechnical engineer, shoring design engineer and building official. 16. After a satisfactory test, each anchor shall be locked- off in accordance with Section 8.4 of PTI Recommen- dations for Prestressed Rock and Soil Anchors.

1. The shoring design engineer or his designee shall

make periodic visits to the job site for the purpose of observing the installation of shoring system, testing of tie-back anchors and monitoring of survey.

2. Testing, inspection and observation shall be in accor-

dance with testing, inspection and observation requirements approved by the building official. The following activities and materials shall be tested, inspected or observed by the special inspector and geotechnical engineer:

a. Sampling and testing of concrete in soldier pile

and tie-back anchor shafts.

b. Fabrication of tie-back anchor pockets on soldier

beams

c. Installation and testing of tie-back anchors.

d. Survey monitoring of soldier pile and tie-back

load cells.

e. Survey monitoring of existing buildings.

3. A complete and accurate record of all soldier pile

locations, depths, concrete strengths, tie-back loca- tions and lengths, tie-back grout strength, quantity of concrete per pile, quantity of grout per tie-back and applied tie-back loads shall be maintained by the spe- cial inspector and geotechnical engineer. The shoring design engineer shall be notified of any unusual con- ditions encountered during installation.

4. Calibration data for each test jack, pressure gauge

and master pressure gauge shall be verified by the special inspector and geotechnical engineer. The cali- bration tests shall be performed by an independent testing laboratory and within 120 calendar days of the data submitted.

5. Monitoring points shall be established at the top and

at the anchor heads of selected soldier piles and at intermediate intervals as considered appropriate by the geotechnical engineer.

6. Control points shall be established outside the area of

influence of the shoring system to ensure the accuracy of the monitoring readings.

7. The periodic basis of shoring monitoring, as a mini-

mum, shall be as follows:

a. Initial monitoring shall be performed prior to any

excavation.

b. Once excavation has begun, the periodic read-

ings shall be taken weekly until excavation reaches the estimated subgrade elevation and the permanent foundation is complete.

c. If performance of the shoring is within estab-

lished guidelines, shoring design engineer may permit the periodic readings to be bi-weekly. Once initiated, bi-weekly readings shall continue until the building slab at ground floor level is

18A-28 2022 CALIFORNIA BUILDING CODE

Copyright © 2022 by, or licensed to, International Code Council, Inc. (ALL RIGHTS RESERVED); licensed to California Building Standards Commission pursuant to License Agreement. No further reproductions is authorized. Any unauthorized reproduction or distribution is a violation of the federal copyright act and the license agreement, and subject to civil and criminal penalties thereunder.

SOILS AND FOUNDATIONS

licensed surveyor shall document all existing substan- tial cracks in adjacent existing structures. 2. The contractor shall document existing condition of wall cracks adjacent to shoring walls prior to start of construction. 3. The contractor shall monitor existing walls for movement or cracking that may result from adjacent shoring. 4. If excessive movement or visible cracking occurs, the contractor shall stop work and shore/reinforce excava- tion and contact the shoring design engineer and build- ing official. 5. Monitoring of the existing structure shall be at reason- able intervals as required by the registered design pro- fessional subject to approval of the building official. Monitoring shall be performed by a licensed surveyor and shall consist of vertical and lateral movement of the existing structures. Prior to starting shoring instal- lation a preconstruction meeting shall take place between the contractor, shoring design engineer, sur- veyor, geotechnical engineer and building official to identify monitoring locations on existing buildings. 6. If in the opinion of the building official or shoring design engineer, monitoring data indicate excessive movement or other distress, all excavation shall cease until the geotechnical engineer and shoring design engineer investigate the situation and make recommen- dations for remediation or continuing. 7. All reading and measurements shall be submitted to the building official and shoring design engineer.

The following tolerances shall be speci- fied on the construction documents.

1. Soldier piles: i. Horizontal and vertical construction tolerances for

the soldier pile locations.

ii. Soldier pile plumbness requirements (angle with

vertical line).

2. Tie-back anchors: i. Allowable deviation of anchor projected angle from

specified vertical and horizontal design projected angle.

ii. Anchor clearance to the existing/new utilities and

structures.