141_Archer_Ret_Wall_Structural-REV-04-03-24.pdf
PDF 6 MB Posted
- Attached to
- EWP Project 5228 - 141 Archer Dr.
- Solicitation number
- IFB No. PW-0124
- Issued by
- Santa Cruz County, San Francisco City, California
About this file
The documents are structural engineering plans for a retaining wall project at 141 Archer Street in Santa Cruz, California, prepared by Brock Dickie for client Scott Winton. The project involves constructing a new soldier pier retaining wall with associated drainage facilities, slope stabilization, and site work. The project scope includes removing an existing damaged retaining wall and debris, and is to be completed within 45 working days.
The structural drawings provide detailed technical specifications for the retaining wall, including multiple design views such as site plan, structural details, transfer bracket conditions, soldier pier retaining wall configurations, and timber lagging elevation. The plans include precise measurements, material specifications for concrete and steel elements, and various structural notes detailing construction requirements, wall heights, embedment depths, and geotechnical considerations. The drawings are dated 07/06/23 and include a professional engineering stamp, indicating compliance with local building and engineering standards.
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SANTA CRUZ, CA 95060
141 ARCHER ST.
SANTA CRUZ, CA 95060
141 ARCHER ST.
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SITE PLAN
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NEW SOLDIER PIER RET. WALL
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WINTON DOC#2022-0005948 APN:006-031-37
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15-PM-63 PARCEL A
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BAY DRIVE
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40"CYP
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ARCHER DRIVE
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16"CYP
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20"CYP
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26"CYP
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AutoCAD SHX Text (N 0°04'30" W 112.43')
AutoCAD SHX Text (N 74°12'00" E 111.35')
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APN:006-023-22
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%%UNOTE:
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1. ELEVATIONS PER TOPOGRAPHIC MAP
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COMPLETED BY ALPHA LAND SURVEYS, INC.
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2. FINAL WALL HEIGHTS TO BE DETERMINED
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IN FIELD. IF WALL HEIGHT EXCEEDS 12 FT, ENGINEER
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TO BE NOTIFIED PRIOR TO WALL CONSTRUCTION
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SLOPE
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(E) DOWN
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(N) SOLDIER PIER
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RETAINING WALL
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HEIGHT TO BE DETERMINED
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IN FIELD. 12 FT MAX.
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(E) WOOD RETAINING
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WALL TO REMAIN
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(E) WOOD RETAINING WALL
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REMOVE WHERE (E) WALL
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IS LOCATED OUTSIDE PROPERTY LINE
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OVERLAP (N) RETAINING WALL
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AS SHOWN
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(E) WOOD RETAINING WALL
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OVERLAP AND REPLACE AT
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DAMAGED SECTION. VERIFY IN
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FIELD. NEW DRAINAGE LINE
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SHALL BE INSTALLED
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(E) WOOD RETAINING
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WALL TO REMAIN
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(E) RESIDENCE
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(E) WOOD RETAINING
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WALL TO REMAIN TYP.
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GRADE SLIDE BEHIND WALL
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PER CIVIL PLANS
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(N) CONTOURS TO BE FINALIZED
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IN FIELD. NO NET SOIL TO BE
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ADDED OR REMOVED
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(N) CONTOUR ELEVATION
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TYP.
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SOLDIER PIER RET. WALL
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SECTION TYP.
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(N) 4" PERF. DRAINPIPE
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AT RETAINING WALL
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TYP.
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6'-0" MAX
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SPACING TYP.
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(N) WF SOLDIER PIER
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SEE SCHEDULE FOR SIZE
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(N) 24" %%C CONC. PIER AT W10x
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TYP.
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TYP.
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V.I.F. TYP.
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OVERLAP MIN.
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SOLDIER PIER RET. WALL
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%%132 TIE BACK TYP.
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(E) PROPERTY LINE
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(N) WALL TO BE INSTALLED
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ON OWNER'S PROPERTY ONLY
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TYP.
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(N) GROUTED TIEBACK
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WHERE WALL HT. > 10'-0"H
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LOCATION TO BE DETERMINED
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IN FIELD. 1 TIEBACK PER PIER
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SEE
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%%UNOTE:
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BENCH SHALL BE INSTALLED
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AT BASE OF NEW WALL &
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SHALL BE EMBEDDED 12"
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IN TO SANDSTONE. VERIFY
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IN FIELD %%132 GEOTECH. ENGINEER
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SHALL BE NOTIFIED IF THIS RESULTS
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IN AN INCREASE IN WALL HT > 12FT
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TIEBACKS ANGLES SHALL
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BE VARIED ON ADJACENT
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TIEBACK AT WALL BEND
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TO AVOID INTERACTION.
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SEE NOTE ON
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(N) LANDSCAPE WALL PER CIVIL
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(E) TREE ROOT BALL
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EXPOSED
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EXTEND WALL 2 PIERS (12FT)
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PAST ROOT BALL
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%%12822'-0" OVERLAP OF (E) WALL
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(E) TREE ROOT BALL
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EXPOSED
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EXTEND WALL 2 PIERS (12FT)
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PAST ROOT BALL
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%%12822'-0" OVERLAP V.I.F.
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ADJUST LOCATION IN FIELD AS NECESSARY
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SITE PLAN
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REVISIONS
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BY
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DATE :
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SCALE :
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DRAW :
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DESIGN :
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SHEET :
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BD
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SHEET
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BDE-23127
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WINTON RESIDENCE
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CLIENT
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AS NOTED
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BD
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NEW SOLDIER PIER
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BD
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PLANCHECK RESUBMITTAL
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SCOTT WINTON
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RETAINING WALL
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FIELD REVISIONS
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AutoCAD SHX Text 02-27-24
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1-1/2" FOR SURFACES EXPOSED TO WEATHER.
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5. NON-SHRINK GROUT SHALL BE BURKE NON-METALLIC MULTI PURPOSE OR APPROVED EQUAL WITH Fc = 3000psi @ 28 DAYS.
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2. SACKS OF TYPE II PORTLAND CEMENT PER CUBIC YARD OF CONCRETE. MAXIMUM SLUMP = 4 INCHES.
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1. %%UALL CONCRETE SHALL HAVE A MINIMUM 28 DAY COMPRESSIVE STRENGTH OF 2500 PSI. USE A MINIMUM OF 5Ð"
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SPECIAL INSPECTION REQUIRED PER C.B.C. 1704.
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4. CONCRETE SHALL BE MECHANICALLY VIBRATED.
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3. SPECIAL INSPECTION REQUIRED, PER CBC 1704.
AutoCAD SHX Text %%uCONCRETE%%u
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2" FOR CONCRETE EXPOSED TO EARTH BUT PLACED IN FORMS.
AutoCAD SHX Text REINFORCING BARS AND EMBEDDED HARDWARE SHALL BE SUFFICIENTLY TIED AND HELD IN PLACE TO PREVENT
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PLANS, 40 BAR DIAMETERS OR 24-INCH MINIMUM, STAGGER SPLICES 3'-0" MIN.
AutoCAD SHX Text ALL REINFORCEMENT SHALL BE CONTINUOUS. STAGGER SPLICES IN ADJACENT BARS. LAP SPLICES SHALL BE PER
AutoCAD SHX Text REINFORCING STEEL SHALL CONFORM TO ASTM DESIGNATION A-615. NUMBER 2 & 3 SHALL BE GRADE 40.
AutoCAD SHX Text %%uREINFORCING STEEL%%u
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3" FOR CONCRETE CAST AGAINST EARTH ( EXCEPT SLABS).
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MINIMUM BAR COVERAGE SHALL BE AS FOLLOWS, U.O.N.:
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DISPLACEMENT DURING PLACEMENT OF CONCRETE.
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NUMBER 4 & LARGER SHALL BE GRADE 60.
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AutoCAD SHX Text AGGREGATE BASEROCK SHALL BE COMPACTED TO A MINIMUM OF 95 PERCENT RELATIVE COMPACTION. RELATIVE
AutoCAD SHX Text AGGREGATE BASE ROCK SHALL CONSIST OF CLASS II BASEROCK CONFORMING TO THE LATEST CALTRANS STANDARDS.
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COMPACTION PER ASTM D 1557.
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AutoCAD SHX Text THE CONTRACTOR SHALL NOTIFY THE GEOTECHNICAL ENGINEER 4 DAYS IN ADVANCE OF EXCAVATIONS.
AutoCAD SHX Text PROVIDE CONTINUOUS (WHERE REQUIRED) & PERIODIC (WHERE ALLOWED) SPECIAL INSPECTION OF THE FOLLOWING ITEMS:
AutoCAD SHX Text SUBMIT WRITTEN REPORTS OF SPECIAL INSPECTIONS TO THE ARCHITECT/ENGINEER, OWNER, CONTRACTOR AND BUILDING
AutoCAD SHX Text ALL INSPECTIONS SHALL CONFORM TO THE LOCAL BUILDING DEPARTMENT REQUIREMENTS. SPECIAL INSPECTION
AutoCAD SHX Text THE CONTRACTOR SHALL OBTAIN AND THE OWNER SHALL PAY FOR ONE OR MORE SPECIAL INSPECTORS DURING
AutoCAD SHX Text FOR DIRECTIONS. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO IMMEDIATELY NOTIFY THE ENGINEER AND THE
AutoCAD SHX Text DURING EXCAVATION OPERATION, THE ENGINEER AND GEOTECHNICAL ENGINEER SHALL BE IMMEDIATELY CONTACTED
AutoCAD SHX Text IN THE EVENT THAT ANY UNUSUAL CONDITIONS NOT COVERED BY THE PLANS AND SPECIFICATIONS ARE ENCOUNTERED
AutoCAD SHX Text ALL FILL SHALL BE PLACED IN THIN LIFTS NOT EXCEEDING 8 INCHES IN LOOSE THICKNESS AND COMPACTED.
AutoCAD SHX Text GEOTECHNICAL ENGINEER SHALL SUBMIT WRITTEN DOCUMENTATION OF ALL REQUIRED INSPECTIONS TO THE
AutoCAD SHX Text PIERS. ALL ENGINEERED FILL SHALL BE PLACED UNDER THE SUPERVISION OF THE GEOTECHNICAL ENGINEER. THE
AutoCAD SHX Text RECOMMENDATIONS CONTAINED IN THE GEOTECHNICAL INVESTIGATION AND SHALL PROVIDE WRITTEN DOCUMENTATION
AutoCAD SHX Text THE GEOTECHNICAL ENGINEER SHALL INSPECT PIER EXCAVATION, DETERMINE REQUIRED DEPTH OF ALL DRILLED
AutoCAD SHX Text THE GEOTECHNICAL ENGINEER SHALL REVIEW THE FOUNDATION DESIGN DOCUMENTS FOR CONFORMANCE TO THE
AutoCAD SHX Text ALL FOUNDATION WORK SHALL CONFORM TO THE RECOMMENDATIONS OF THE GEOTECHNICAL REPORT BY
AutoCAD SHX Text BY THE SIZE AND SHAPE OF THE FOOTING DETAILS. NO MATERIAL SHALL BE UNNECESSARILY EXCAVATED.
AutoCAD SHX Text WHERE PRACTICAL, FOUNDATION EXCAVATION SHALL BE MADE AS NEAR AS POSSIBLE TO THE NEAT LINES REQUIRED
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AGENCY/INSPECTOR SHALL BE APPROVED BY THE BUILDING DEPARTMENT
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A. DRILLED PIER CONSTRUCTION
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CONSTRUCTION ON THE TYPES OF WORK LISTED UNDER CBC SECTION 1705.
AutoCAD SHX Text %%uSPECIAL INSPECTIONS%%u
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OFFICIAL.
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A HIGH DEGREE OF COMPACTION IS NOT NECESSARY FOR TRAILS.
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GEOTECHNICAL ENGINEER UPON DISCOVERY OF ANY FIELD CONFLICTS.
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BUILDING DEPARTMENT.
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INSPECTIONS REQ'D BY CITY OF SANTA CRUZ.
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OF THE REVIEW TO THE BUILDING DEPARTMENT.
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THE GEOTECHNICAL ENGINEER AS PROVIDED IN THE BID DOCUMENT.
AutoCAD SHX Text %%uGRADING & EXCAVATION%%u
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AutoCAD SHX Text AND CLEAN UP ALL CONCRETE SPILLS. CONTAINMENT MEHTOD SHALL BE APPROVED AND IN PLACE PRIOR TO
AutoCAD SHX Text NO CONCRETE SPILLS SHALL BE ALLOWED DURING CONSTRUCTION. CONTRACTOR SHALL BE PREPARED TO CONTAIN
AutoCAD SHX Text IF GROUND WATER IS ENCOUNTERED IN THE DRILLED HOLE, WATER SHALL BE PUMPED OUT AND TREMMIE PLACEMENT
AutoCAD SHX Text PORTION OF DRILLED HOLE MAY BE NECESSARY TO AVOID SPILLING OF DEBRIS AND COLLAPSING THE TOP
AutoCAD SHX Text PRIOR TO PLACEMENT OF CONCRETE EXCAVATIONS SHALL BE THOROUGHLY CLEANED. CASING OF THE UPPER
AutoCAD SHX Text PLACEMENT OF CONCRETE @ DRILLED PIERS SHALL CONFORM TO THE PROCEDURES FOR PIER FOUNDATIONS, ACI 336.3R
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LATEST EDITION.
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POURING CONCRETE.
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OF CONCRETE SHALL BE REQUIRED.
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OF THE HOLE.
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AutoCAD SHX Text %%uPIER CONSTRUCTION%%u
AutoCAD SHX Text ALL MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE PROJECT DOCUMENTS, APPLICABLE REQUIREMENTS
AutoCAD SHX Text THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING THE PROJECT DOCUMENTS WITH CONDITIONS AT THE
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OF THE 2022 EDITION OF THE CALIFORNIA BUILDING CODE.
AutoCAD SHX Text SITE AND SHALL VERIFY EXISTING GRADES, ELEVATIONS AND CONDITIONS PRIOR TO COMMENCING WORK. ANY
AutoCAD SHX Text DISCREPANCIES SHALL BE REPORTED TO THE ENGINEER AND SHALL BE RESOLVED BEFORE PROCEEDING WITH THE WORK.
AutoCAD SHX Text ANY DEVIATION, SUBSTITUTION OR ALTERATION TO THE DESIGN SHALL BE SUBJECT TO REVIEW BY THE ENGINEER.
AutoCAD SHX Text THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE SAFETY OF THE CONSTRUCTION AREA DURING CONSTRUCTION AND
AutoCAD SHX Text SHALL PROVIDE NECESSARY SAFETY MEASURES IN ACCORDANCE TO ALL STATE AND LOCAL SAFETY ORDINANCES.
AutoCAD SHX Text THIS REQUIREMENT SHALL APPLY CONTINUOUSLY AND NOT BE LIMITED TO NORMAL WORKING HOURS.
AutoCAD SHX Text THE CONTRACTOR SHALL NOTIFY THE ENGINEER A MINIMUM OF 48 HOURS IN ADVANCE OF REQUIRED INSPECTIONS.
AutoCAD SHX Text ALL WORK SHALL BE SUBJECT TO INSPECTION AND APPROVAL BY OWNER AND ENGINEER. IN ADDITION TO
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RESPONSIBLE PERSON TO CONTACT, WITH REGARD TO THIS PROJECT, 24 HOURS A DAY.
AutoCAD SHX Text THE CONTRACTOR SHALL PROVIDE THE OWNER AND ENGINEER WITH THE NAME AND TELEPHONE NUMBER OF THE
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INCLUDING, BUT NOT LIMITED TO WATER. CONTRACTOR SHALL VERIFY LOCATION OF ALL
AutoCAD SHX Text CONTRACTOR SHALL ASSUME ALL RESPONSIBILITY FOR LOCATION AND AVOIDANCE OR REPAIR OF ALL UTILITIES, AutoCAD SHX Text THE DOCUMENTS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. SIMILAR DETAILS APPLY TO SIMILAR
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GENERAL
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UTILITIES, ANY RESULTING DAMAGE SHALL BE REPAIRED AT CONTRACTOR'S COST.
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CONDITION SUBJECT TO REVIEW BY THE ENGINEER AND THE OWNER.
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NOTES:
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5. DRILLED PIERS SHALL BE EMBEDED TO A DEPTH INTO COMPETENT SOIL AS NOTED ON PLANS OR BEDROCK AS DETERMINED
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IN THE FIELD BY THE PROJECT GEOTECHNICAL ENGINEER.
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2. THE FOLLOWING INSPECTIONS ARE REQUIRED BY THE PROJECT STRUCTURAL ENGINEER OF RECORD:
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A. SOLDIER STEEL BEAM PLACEMENT PRIOR TO PLACING FOUNDATION CONCRETE.
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AutoCAD SHX Text STRUCTURAL OBSERVER SHALL SUBMIT TO THE BUILDING OFFICIAL A WRITTEN STATEMENT THAT THE SITE VISITS HAVE
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TO PERFORM STRUCTURAL OBSERVATION. OBSERVED DEFICIENCIES SHALL BE REPORTED
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1. THE OWNER SHALL EMPLOY THE ENGINEER OR ARCHITECT RESPONSIBLE FOR THE STRUCTURAL DESIGN, OR ANOTHER
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KNOWLEDGE, HAVE NOT BEEN RESOLVED.
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%%USTRUCTURAL OBSERVATIONS
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3. THE ABOVE INSPECTIONS DO NOT INCLUDE OR WAIVE THE RESPONSIBILITY FOR THE SPECIAL INSPECTIONS REQUIRED
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BY CBC CHAPTER 17 OR THAT OF THE BUILDING DIVISION.
AutoCAD SHX Text PASSIVE RESISTANCE: 400 PCF ( x 2 DIAMETERS, WITH 8FT HORIZ. COVER, 12" MIN.)
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4. ALL FOUNDATION WORK SHALL CONFORM TO THE RECOMMENDATIONS OF THE GEOTECHNICAL REPORT BY:
AutoCAD SHX Text BUTANO GEOTECHNICAL ENGINEERING, INC. PROJECT No. 23-141-SC, JUNE 1, 2023 ADDENDUM JULY 14, 2023
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LATERAL EARTH PRESSURE-(ACTIVE): 45 PCF (LEVEL BACKFILL)
AutoCAD SHX Text RELATIVE COMPACTION OF 90 PERCENT BASED UPON ASTM D1557 LABORATORY COMPACTION TEST PROCEDURE.
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1. WHERE PRACTICAL, EXCAVATIONS SHALL BE MADE AS NEAR AS POSSIBLE TO THE NEAT LINES REQUIRED BY
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SUCH CHANGES SHALL BE MADE ONLY AS DIRECTED BY THE ARCHITECT/ENGINEER.
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EXCAVATION AND GRADING SHALL CONFORM TO THE PROJECT GEOTECH REPORT.
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3. FOOTINGS AND SLABS SHALL BEAR ON FIRM UNDISTURBED SOIL OR ON ENGINEERED FILL HAVING A MINIMUM
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2. AS EXCAVATION PROGRESSES, CONDITIONS MAY DEVELOP REQUIRING CHANGES IN ELEVATIONS OF FOOTINGS.
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%%UFOUNDATIONS
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ADD'L SEISMIC FORCE: 15H^2 PCF (AT .6H ONLY WALLS OVER 12FT HIGH)
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ALLOWABLE END BEARING: 10000 PSF (5FT MIN. EMBEDMENT IN DENSE BEDROCK)
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ALL BOLTS SHALL CONFORM TO ASTM A-325. TYP. U.O.N.
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STRUCTURAL AND MISCELLANEOUS STEEL SHALL COMPLY WITH ASTM A-36.
AutoCAD SHX Text %%uSTRUCTURAL & MISCELLANEOUS STEEL%%u
AutoCAD SHX Text ALL WELDING SHALL BE PREPARED BY CERTIFIED WELDERS AND SHALL BE IN ACCORDANCE WITH THE AWS WELDING
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3. ANCHOR BOLTS SHALL BE CLEANED AND FREE OF ALL GREASE AND OTHER FOREIGN MATERIAL THAT
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COULD PREVENT COMPLETE BONDING TO CONCRETE AND SHALL CONFORM TO ASTM A449.
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ALL BOLTS SHALL BE GALVANIZED.
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MINIMUM EMBEDMENT: 5FT (IN DENSE BEDROCK)
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MINIMUM SPACING: 3 DIA. (CENTER TO CENTER)
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LATERAL EARTH PRESSURE-(ACTIVE): 70 PCF (SLOPED BACKFILL)
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TIE BACK SHAFT SKIN FRICTION: 1000PSF
AutoCAD SHX Text MINIMUM UNBONDED LENGTH: 10FT (AT 15FT VERTICAL COVER AT INSTALLATION ANGLE = 15 )
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8. GALVANIZED BOLTS, WASHERS AND NUTS SHALL BE USED WHERE EXPOSED TO WEATHER.
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7. PAINT ONE SHOP COAT AND FIELD TOUCH UP WITH RED LEAD. NO PAINT ON STEEL IN CONTACT WITH CONCRETE.
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3. ALL WOOD FRAMING, DECKING, AND GLUED LAMINATED BEAMS OR COLUMNS EXPOSED
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THOMPSON'S WATER SEAL OR APPROVED EQUAL SHALL BE APPLIED TO ALL WOOD
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OR BE WOOD OF NATURAL RESISTANCE TO DECAY. AN ULTRA VIOLET SCREEN SUCH AS
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AT RATE OF .23 POUNDS PER CUBIC FOOT IN ACCORDANCE WITH AWPA SPECIFICATIONS
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TO WEATHER OR PROLONGED DAMPNESS SHALL BE PRESSURE TREATED WITH "CELLON"
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SURFACES EXPOSED TO THE SUN.
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2. REDWOOD CONFORMING TO THE STANDARD SPECIFICATIONS FOR GRADES OF CALIFORNIA REDWOOD LUMBER OF
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INSPECTION SERVICE, AS AMENDED TO DATE.
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STRANDGUARD LSL ESR #1387 SILL PLATE MAY BE USED AS AN ALTERNATIVE.
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SHALL BE HOT-DIPPED ZINC COATED GALVANIZED STEEL PER C.B.C 2304.9.5,
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4. ALL NAILS AND ANCHOR BOLTS IN CONTACT WITH ANY PRESSURE TREATED WOOD
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AT INTERIOR DRY CONDITIONS ONLY, AS AN ALTERNATIVE TO CHROMATED COPPER
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IN THIS CASE, BRIGHT BASIC NAILS & UNCOATED STEEL ANCHOR BOLTS MAY BE
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USED INSTEAD OF HOT DIPPED GALVANIZED.
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CAN BE USED FOR SILL PLATE APPLICATION.
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ARSENATE (CCA) TREATED LUMBER, APPROVED BORATE PRESERVATIVES
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%%UCARPENTRY/LUMBER
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1. ALL STRUCTURAL LUMBER SHALL BE DOUGLAS FIR, COMFORMING TO WEST COAST LUMBER INSPECTION BUREAU
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STANDARD GRADING AND DRESSING RULES WITH MAXIMUM OF 19 PERCENT MOISTURE CONTENT.
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TYP. U.O.N.
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TO THE BEST OF MY KNOWLEDGE, JUDGEMENT AND BELIEF, THE DESIGN
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FOLLOWS NRCS STANDARDS AND SPECIFICATIONS. FOR 141 ARCHER WAY,
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THE ONLY STANDARD IS STREAMBANK AND SHORELINE PROTECTION
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580. CA NRCS STANDARDS AND SPECIFICATIONS
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NRCS REVIEW WAS COMPLETED TO ENSURE COMPLIANCE WITH THE LISTED
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NRCS PRACTICE STANDARDS AND SPECIFICATIONS.
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NATURAL RESOURCES CONSERVATION SERVICE (NRCS)
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820 BAY AVENUE #128, CAPITOLA, CA 95010
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PHONE (831) 475-1967
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AN EQUAL OPPORTUNITY PROVIDER AND EMPLOYER
SANTA CRUZ, CA 95060
141 ARCHER ST.
SANTA CRUZ, CA 95060
141 ARCHER ST.
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STRUCTURAL DETAILS
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REVISIONS
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BY
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DATE :
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SCALE :
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DRAW :
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DESIGN :
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SHEET :
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BD
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SHEET
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BDE-23127
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CHECK :
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WINTON RESIDENCE
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CLIENT
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AS NOTED
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BD
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NEW SOLDIER PIER
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BD
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PLANCHECK RESUBMITTAL
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SCOTT WINTON
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RETAINING WALL
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FIELD REVISIONS
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AutoCAD SHX Text 02-27-24
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SOLDIER PIER
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RETAINING WALL
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1. LAGGING SHALL BE
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PRESSURE TREATED
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%%208" CLR.
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TYP.
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RETAINED HEIGHT
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12'-0" MAX HT.
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PIER EMBEDMENT
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3" CLR
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VARIES SEE SCHEDULE
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(E) GRADE
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4'-0" MAX.
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WF STEEL
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PILE EMBED FULL
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DEPTH OF CONC.
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PIER TYP.
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CENTER WF PILE
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IN PIER
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WF STEEL PILE
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PIER EMBEDMENT
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SEE SCHEDULE FOR SIZE
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%%133 WASHER POST TO
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SOLDIER BEAM TYP.
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GRADE
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2. GUARDRAIL NOT REQUIRED WHERE
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RETAINED HT. < 3'-0"
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W/ PERF. FACING DOWN
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SEE DRAINAGE PLAN
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FOR OUTLET LOCATIONS
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CLASS 1 OR CLASS 2 PERMEABLE
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DRAIN ROCK (CALTRANS SPEC 68)
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MIRIFI 140N FILTER FABRIC
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NOT REQ'D %%132 CLASS 2 DRAIN ROCK
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FILTER FABRIC
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3" CLR
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MIN.
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STEEL PILE
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(FLAT BACKFILL)
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(SLOPED BACKFILL)
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3. FINAL PIER EMBEDMENT TO BE
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DETERMINED IN FIELD BY
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GEOTECHNICAL ENGINEER
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GRADE SLOPE TO
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BE DETERMINED IN FIELD
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%%1288'-0" COVER
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VARIES. %%1284'-0"-6'-0"
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UNTIL SOIL COVER AS NOTED
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IS ACHIEVED. TO BE DETERMINED
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IN FIELD BY GEOTECHNICAL ENGINEER
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(SEE NOTE ABOVE)
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6'-0" MIN
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PIER DIAMETER
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CONC. PIER AT SOLDIER COL.
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SEE SCHEDULE FOR DIAMETER
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AT EMBEDMENT
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SCREW EA. POST TYP.
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(EA. SOLDIER PIER)
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2-#12 WOOD SCREW EA. POST
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CLIP EA. END
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FOR LAGGING
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CONNECTIONS
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SEE
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TYP.
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SOLDIER PIER RET WALL
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WITH GROUTED TIE BACK
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RETAINED HEIGHT
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12'-0" MAX HT.
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PIER EMBEDMENT
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3" CLR
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VARIES SEE SCHEDULE
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(E) GRADE
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WF STEEL
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PILE EMBED FULL
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DEPTH OF CONC.
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PIER TYP.
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CENTER WF PILE
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IN PIER
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WF STEEL PILE
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PIER EMBEDMENT
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SEE SCHEDULE FOR SIZE
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GRADE
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GUARD RAIL PER
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3" CLR
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MIN.
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STEEL PILE
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(SLOPED BACKFILL)
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(FLAT BACKFILL)
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GRADE SLOPE TO
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BE DETERMINED IN FIELD
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%%1288'-0" COVER
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VARIES. %%1284'-0"-6'-0"
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UNTIL SOIL COVER AS NOTED
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IS ACHIEVED. TO BE DETERMINED
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IN FIELD BY GEOTECHNICAL ENGINEER
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(SEE NOTE ABOVE)
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6'-0" MIN
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N/A NO TIE BACK REQ'D AT WALLS <= 8'-0"
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PIER DIAMETER
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GALVANIZED BEARING %%133
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@ EA. ANCHOR
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CONC. PIER AT SOLDIER COL.
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SEE SCHEDULE FOR DIAMETER
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AT EMBEDMENT
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10'-0" MIN.
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UNBONDED LENGTH 10'-0" MIN.
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PER GEOTECH. SEE NOTE
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BONDED LENGTH
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FINAL DEPTH TO
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BE DETERMINED IN
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FIELD BY GEOTECH.
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SANDSTONE BEDROCK
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END OF SMOOTH SHEATHING
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SEAL TYP.
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INCLINATION
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ENG. & TEST PULL
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6"%%C DRILLED HOLE
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PREGROUTED
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CORRUGATED SHEATHING
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FULL LENGTH OF BAR
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SMOOTH SHEATHING IN UNBONDED
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LENGTH OF TENDON. END AT BEDROCK
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STEEL TUBE
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SEE NOTE
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%%UNOTE:
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1. FOR DETAILS NOT SHOWN SEE
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2. GROUTED TIE BACK ANCHORS SHALL BE
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INSTALLED PER GEOTECHNICAL REPORT & UNDER
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SUPERVISION OF GEOTECH. ENGINEER
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3. TIE BACK ULTIMATE DESIGN LOADS: 15.2K (TENSION)
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4. PER GEOTECH REPORT ANCHORS SHALL BE TEST
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PULLED TO 110%%% LOADING.
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5. ANCHORS SHALL BE SLOPED AT 15 MIN. SEE NOTE ABOVE.
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6. STEEL TUBE MIN. THICKNESS=Ì" . GALVANIZED %%132
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BEARING %%133 AFTER FABRICATION.
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7, STEEL TUBE INSIDE DIAMETER SHALL BE 1" GREATER
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THAN OUTSIDE DIAMETER OF SHEATHING TYP.
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DBL ANGLE WALER SEE
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TIEBACK ANCHOR
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12" OVERLAP AT
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SMOOTH SHEATHING
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DEPTH TO
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TIEBACK ANCHOR
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8. UNBONDED LENGTH ASSUMED IN SOIL OVERLYING
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SANDSTONE AND UNTIL 15FT VERTICAL COVER AT
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AN INSTALLATION ANGLE = 15 . VERIFY %%132 GEOTECH.
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ANGLE OF INCLINATION MAY
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BE STEEPENED TO 25 MAX TO
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AVOID SOIL INTERACTION %%132 ADJACTENT
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TIEBACK ANCHOR. FINAL ANGLE TO BE
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DETERMINED BY GEOTECH ENGINEER.
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SOLDIER BM
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CORNER CONDITION
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TYP.
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ANGLE TO WF COL.
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TYP.
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ANGLE TO WF COL.
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CONC. PIER BELOW,
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FULL HEIGHT OF %%UEXPOSED%%U COL.
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DOES NOT NEED TO BE EMBEDDED
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IN CONC. PIER PER
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WOOD LAGGING
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SEE PLAN FOR SIZE
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TYP.
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FOR DETAILS NOT
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SHOWN SEE
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SEE PLAN FOR INCREASED SIZE
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%%133 MAY BE ANGLED FOR LEVEL
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BEARING ON LAGGING
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TRASFER BRACKET
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AT TIE BACK CONDITION
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FOR DETAILS NOT
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DBL CHANNEL WALER
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GALVANIZED BEARING %%133
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PROTECTIVE COVER
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AT TIE BACK ANCHOR
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LAGGING
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WF SOLDIER PILE
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SEE PLAN
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TIE BACK ANCHOR
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CENTER BETWEEN
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SOLDIER PILES
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(6'-0" O.C.) WHERE OCCURS
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SEE PLAN
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GALVANIZED BEARING %%133
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TIE BACK ANCHORS SEE
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PLAN TYP.
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SHAPED %%133 Ô" THICK TYP.
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SHAPED %%133 Ô" THICK TYP.
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TIE BACK ANCHOR
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CENTER BETWEEN
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SOLDIER PILES
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(6'-0" O.C.) WHERE OCCURS
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SEE PLAN
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WF SOLDIER PILE
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SEE PLAN
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GAP
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Ì"-1" MAX
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Ð" OFFSET
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SHAPED %%133 TYP.
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4" CLR
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%%130 TIEBACK/
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TRANSFER BRACKET/
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TYP.
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BRG %%133 TO WALER
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TYP.
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STITCH %%133 TO WALER
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AT TRANSFER BRACKET TYP.
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PILE TYP.
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BACK %%133 TO SOLDIER
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SHAPED %%133 TO
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TIMBER LAGGING
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ELEVATION
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SEE SITE PLAN
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%%130 PIER
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%%130 PIER
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TYP.
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NO GAP BTWN TOP
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2 LAGGING MEMBERS
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BOT. LAGGING TO BEAR
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ON CONCRETE TYP.
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TIMBER P.T. LAGGING
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TYP.
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2 GALVINIZED
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SPIKES TYP.
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WF SOLDIER PILE
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SEE TYP.
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CONC. PIER BELOW
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P.T. SPACER
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BLOCKS TYP.
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FILTER FABRIC
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P.T. LAGGING
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TYP.
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Ð" MIN./1" MAX
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AIR GAP
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2 GALVINIZED
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SPIKE TYP.
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%%UNOTE:
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1. LAGGING SHALL BE PRESSURE
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BE CUT OR CLIPPED IN FIELD
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2. USE 30d GALVANIZED WIRE SPIKES
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3. SPIKES SHALL NOT BE BENT.
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4. FOR DETAILS NOT SHOWN SEE
| S-1-040324 |
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