HomeMy WebLinkAboutCT 2018-0002; AVIARA APARTMENTS EAST; TEMPORARY AND PERMANENT SHORING DESIGN; 2022-12-07SHORING DESIGN GROUP
7727 Caminito Liliana|San Diego, CA 92129|phone (760) 586-8121
Email: rreed@shoringdesign.com
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THESE PLANS/DOCUMENTS HAVE BEENREVIEWED FOR COMPLIANCE WITH THEAPPLICABLE CALIFORNIA BUILDING STANDARDSCODES AS ADOPTED BY THE STATE OFCALIFORNIA AND AMENDED BY THEJURISDICTION. PLAN REVIEW ACCEPTANCE OFDOCUMENTS DOES NOT AUTHORIZECONSTRUCTION TO PROCEED IN VIOLATION OFANY FEDERAL, STATE, NOR LOCAL REGULATION.
BY: _________________ DATE: ________________
True North Compliance Services, Inc.
THIS SET OF THE PLANS AND SPECIFICATIONSMUST BE KEPT ON THE JOB SITE AT ALL TIMESAND IT IS UNLAWFUL TO MAKE ANY CHANGES ORALTERATIONS WITHOUT PERMISSION FROM THECITY. OCCUPANCY OF STRUCTURE(S) IS NOTPERMITTED UNTIL FINAL APPROVAL IS GRANTEDBY ALL APPLICABLE DEPARTMENTS.
Alaa Atassi 01/19/2023
SHORING DESIGN GROUP
7727 Caminito Liliana| San Diego, CA 92129| phone (760) 586-8121
Email: rreed@shoringdesign.com
Temporary Shoring Design Calculations
Aviara Apartments
Carlsbad, California
December 7, 2022
SDG Project # 20‐164
Table of Contents: Section
Shoring Plans: ........................................................................................................................................... 1
Shoring Load Parameters: ........................................................................................................................ 2
Soldier Beam Design #1, 14 (H=5’, with 1‐1 Slope Surcharge): ............................................................... 3
Soldier Beam Design #2 (H=6’, with 1‐1 Slope Surcharge): ..................................................................... 4
Soldier Beam Design #3 (H=10’, with 2‐1 Slope Surcharge): ................................................................... 5
Soldier Beam Design #4 (H=11’, with 2‐1 Slope Surcharge): ................................................................... 6
Soldier Beam Design #5‐6 (H=12’, with 2‐1 Slope Surcharge): ................................................................ 7
Soldier Beam Design #7 (H=13’): ............................................................................................................. 8
Permanent Soldier Beam Cases (Temporary & Permanent Design Cases)
Soldier Beam Design #8‐13 (H=12’, Max. Temporary State): .................................................................. 9
Soldier Beam Design #8‐13 (H=10’, Max. Permanent State): ................................................................ 10
Shotcrete Facing & Lagging Design: ....................................................................................... 11
Soldier Beam Schedule: .......................................................................................................... 12
Geotechnical Report: ............................................................................................................. 13
Section 1
CUT:FILL:IMPORT:EXPORT:REMEDIAL: CYEARTHWORK QUANTITIESCYCYCYCYGRADING NOTES(IN ADDITION TO THE REQUIREMENTS OF CHAPTER 15.16 OF THE CARLSBAD MUNICIPAL CODE.)1. THIS PLAN SUPERSEDES ALL OTHER PLANS PREVIOUSLY APPROVED BY THE CITY OF CARLSBAD REGARDING GRADING SHOWN ON THIS SET OF PLANS.2. APPROVAL OF THIS PLAN DOES NOT LESSEN OR WAIVE ANY PORTION OF THE CARLSBAD MUNICIPAL CODE, RESOLUTION OF CONDITIONAL APPROVAL, CITY STANDARDS OR OTHER ADDITIONAL DOCUMENTS LISTED HEREON AS THEY MAY PERTAIN TO THIS PROJECT. THE ENGINEER IN RESPONSIBLE CHARGE SHALL REVISE THESE PLANS WHEN NON-CONFORMANCE IS DISCOVERED.3. CITY APPROVAL OF PLANS DOES NOT RELIEVE THE DEVELOPER OR ENGINEER-OF-WORK FROM RESPONSIBILITY FOR THE CORRECTION OF ERRORS AND OMISSION DISCOVERED DURING CONSTRUCTION. ALL PLAN REVISIONS SHALL BE PROMPTLY SUBMITTED TO THE CITY ENGINEER FOR APPROVAL.4. A RIGHT-OF-WAY PERMIT FROM THE CITY ENGINEER WILL BE REQUIRED FOR ANY WORK IN THE PUBLIC RIGHT OF WAY. PRIOR TO PERMIT ISSUANCE, A CERTIFICATE OF INSURANCE AS WELL AS ADDITIONAL INSURED ENDORSEMENT MUST BE FILED NAMING THE CITY OF CARLSBAD AS AN ADDITIONAL INSURED ON THE PERMITTEE'S POLICY IN THE MINIMUM AMOUNT OF $1,000,000.00 FOR EACH OCCURRANCE OF LIABILITY. THE INSURANCE COMPANY WRITING THE POLICY MUST HAVE A RATING OF "A-" OR BETTER AND A SIZE CATEGORY OF CLASS VII OR BETTER AS ESTABLISHED BY "BESTS" KEY RATING GUIDE.5. NO WORK SHALL BE COMMENCED UNTIL ALL PERMITS HAVE BEEN OBTAINED FROM THE CITY AND OTHER APPROPRIATE AGENCIES.6. REVISION OF THESE PLANS MAY BE REQUIRED IF THE PROPOSED IMPROVEMENTS ARE NOT CONSTRUCTED PRIOR TO THE DEADLINE DATE OF THE IMPROVEMENT AGREEMENT.7. APPROVAL OF THESE PLANS BY THE CITY ENGINEER DOES NOT AUTHORIZE ANY WORK OR GRADING TO BE PERFORMED UNTIL THE PROPERTY OWNER'S PERMISSION HAS BEEN OBTAINED AND A VALID GRADING PERMIT HAS BEEN ISSUED.8. NO REVISIONS WILL BE MADE TO THESE PLANS WITHOUT THE WRITTEN APPROVAL OF THE CITY ENGINEER, NOTED WITHIN THE REVISION BLOCK, ON THE APPROPRIATE SHEET OF THE PLANS AND THE TITLE SHEET.9. ORIGINAL DRAWINGS SHALL BECOME THE PROPERTY OF THE CITY UPON BEING SIGNED BY THE CITY ENGINEER.10. THE ORIGINAL DRAWING SHALL BE REVISED TO REFLECT AS-BUILT CONDITIONS BY THE ENGINEER-OF-WORK PRIOR TO FINAL ACCEPTANCE OF THE WORK BY THE CITY.11. ACCESS FOR FIRE AND OTHER EMERGENCY VEHICLES SHALL BE MAINTAINED TO THE PROJECT SITE AT ALL TIMES DURING CONSTRUCTION.12. WHERE TRENCHES ARE WITHIN CITY EASEMENTS, A SOILS REPORT COMPRISED OF: (A) SUMMARY SHEET, (B) LABORATORY WORK SHEETS AND (C) COMPACTION CURVES, SHALL BE SUBMITTED BY A PROFESSIONAL ENGINEER OF THE STATE OF CALIFORNIA, PRINCIPALLY DOING BUSINESS IN THE FIELD OF APPLIED SOILS MECHANICS. THE SOILS REPORT WILL BE SUBMITTED TO THE CITY ENGINEERING INSPECTOR WITHIN TWO WORKING DAYS OF THE COMPLETION OF FIELD TESTS.13. A SOILS COMPACTION REPORT AND COMPLIANCE VERIFICATION REGARDING ADHERENCE TO RECOMMENDATIONS OUTLINED IN THE SOILS REPORT IS REQUIRED PRIOR TO THE ISSUANCE OF A BUILDING PERMIT. ALL CONTROLLED GRADING SHALL BE DONE UNDER THE DIRECTION OF A PROFESSIONAL ENGINEER OF THE STATE OF CALIFORNIA PRINCIPALLY DOING BUSINESS IN THE FIELD OF APPLIED SOILS MECHANICS. ALL FILL OR FUTURE FILL AREAS SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE CITY OF CARLSBAD STANDARD SPECIFICATIONS AND THE " EARTHWORK SPECIFICATIONS " ATTACHED TO THE PRELIMINARY SOILS INVESTIGATION. DAILY FIELD COMPACTION REPORTS WILL BE SUBMITTED TO THE PROJECT INSPECTOR.14. A PRECONSTRUCTION MEETING SHALL BE HELD PRIOR TO THE BEGINNING OF WORK AND SHALL BE ATTENDED BY ALL REPRESENTATIVES RESPONSIBLE FOR CONSTRUCTION, INSPECTION, SUPERVISION, TESTING AND ALL OTHER ASPECTS OF THE WORK. THE CONTRACTOR WILL BE CONTACTED BY THE PROJECT INSPECTOR TO COORDINATE A DATE AND TIME FOR THE PRECONSTRUCTION MEETING. APPROVED DRAWINGS MUST BE AVAILABLE PRIOR TO SCHEDULING. THE GRADING PERMIT WILL BE PROVIDED BY THE PROJECT INSPECTOR AT THE MEETING.15. ALL INSPECTION REQUESTS OTHER THAN FOR PRECONSTRUCTION MEETING WILL BE MADE BY CALLING THE ENGINEERING 24-HOUR INSPECTION REQUEST LINE AT (760) 438-3891. INSPECTION REQUEST MUST BE RECEIVED PRIOR TO 2:00 P.M. ON THE WORKING DAY BEFORE THE INSPECTION IS NEEDED. INSPECTIONS WILL BE MADE THE NEXT WORK DAY UNLESS YOU REQUEST OTHERWISE. REQUESTS MADE AFTER 2:00 P.M. WILL BE SCHEDULED FOR TWO FULL WORK DAYS LATER.16. THE OWNER AND/OR APPLICANT THROUGH THE DEVELOPER AND/OR CONTRACTOR SHALL DESIGN, CONSTRUCT AND MAINTAIN ALL SAFETY DEVICES, INCLUDING SHORING, AND SHALL BE SOLELY RESPONSIBLE FOR CONFORMING TO ALL LOCAL, STATE AND FEDERAL SAFETY AND HEALTH STANDARDS, LAWS AND REGULATIONS.17. THE CONTRACTOR SHALL CONFORM TO LABOR CODE SECTION 6705 BY SUBMITTING A DETAIL PLAN TO THE CITY ENGINEER AND/OR CONCERNED AGENCY SHOWING THE DESIGN OF SHORING, BRACING SLOPING OR OTHER PROVISIONS TO BE MADE OF WORKER PROTECTION FROM THE HAZARD OF CAVING GROUND DURING THE EXCAVATION OF SUCH TRENCH OR TRENCHES OR DURING THE PIPE INSTALLATION THEREIN. THIS PLAN MUST BE PREPARED FOR ALL TRENCHES FIVE FEET (5') OR MORE IN DEPTH AND APPROVED BY THE CITY ENGINEER AND/OR CONCERNED AGENCY PRIOR TO EXCAVATION. IF THE PLAN VARIES FROM THE SHORING SYSTEM STANDARDS ESTABLISHED BY THE CONSTRUCTION SAFETY ORDERS, TITLE 8 CALIFORNIA ADMINISTRATIVE CODE, THE PLAN SHALL BE PREPARED BY A REGISTERED ENGINEER AT THE CONTRACTORS EXPENSE. A COPY OF THE OSHA EXCAVATION PERMIT MUST BE SUBMITTED TO THE INSPECTOR PRIOR TO EXCAVATION.18. NO BLASTING SHALL BE PERFORMED UNTIL A VALID BLASTING PERMIT HAS BEEN OBTAINED FROM THE CITY OF CARLSBAD. SUBMIT APPLICATION FOR BLASTING PERMIT WELL IN ADVANCE OF THE SCHEDULING OF BLASTING OPERATIONS.19. IF ANY ARCHAEOLOGICAL RESOURCES ARE DISCOVERED WITHIN ANY WORK AREA DURING CONSTRUCTION, OPERATIONS WILL CEASE IMMEDIATELY, AND THE PERMITTEE WILL NOTIFY THE CITY ENGINEER. OPERATIONS WILL NOT RESTART UNTIL THE PERMITTEE HAS RECEIVED WRITTEN AUTHORITY FROM THE CITY ENGINEER TO DO SO.20. ALL OPERATIONS CONDUCTED ON THE SITE OR ADJACENT THERETO, INCLUDING WARMING UP, REPAIR, ARRIVAL, DEPARTURE OR OPERATION OF TRUCKS, EARTHMOVING EQUIPMENT, CONSTRUCTION EQUIPMENT AND ANY OTHER ASSOCIATED GRADING EQUIPMENT SHALL BE LIMITED TO THE PERIOD BETWEEN 7:00 A.M. AND 6:00 P.M. EACH DAY, MONDAY THRU FRIDAY AND NO EARTHMOVING OR GRADING OPERATIONS SHALL BE CONDUCTED ON WEEKENDS OR HOLIDAYS. (A LIST OF CITY HOLIDAYS IS AVAILABLE AT THE ENGINEERING DEPARTMENT COUNTER.)21. ALL OFF-SITE HAUL ROUTES SHALL BE SUBMITTED BY THE CONTRACTOR TO THE CITY INSPECTOR FOR APPROVAL TWO FULL WORKING DAYS PRIOR TO BEGINNING OF WORK. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ANY DEBRIS OR DAMAGE OCCURRING ALONG THE HAUL ROUTE OR ADJACENT STREETS AS A RESULT OF THE GRADING OPERATION.22. IMPORT MATERIAL SHALL BE OBTAINED FROM, AND WASTE MATERIAL SHALL BE DEPOSITED AT, A SITE APPROVED BY THE CITY ENGINEER. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ANY DEBRIS OR DAMAGE OCCURRING ALONG THE HAUL ROUTES OR ADJACENT STREETS AS A RESULT OF THE GRADING OPERATION.23. BRUSH SHALL BE REMOVED ONLY WITHIN THE AREA TO BE GRADED. NO TREES ARE TO BE REMOVED UNLESS SPECIFICALLY NOTED ON THE PLAN.24. ALL AREAS SHALL BE GRADED TO DRAIN. GRADING RESULTING IN THE PONDING OF WATER IS NOT PERMITTED. ALL EARTHEN SWALES AND DITCHES SHALL HAVE A MINIMUM ONE PERCENT SLOPE.25. THESE PLANS ARE SUBJECT TO A SIGNED AND APPROVED SWPPP AND/OR SET OF EROSION CONTROL PLANS. EROSION CONTROL SHALL BE AS SHOWN AND AS APPROVED BY THE CITY ENGINEER OR AS DIRECTED BY THE PROJECT INSPECTOR.26. ALL SLOPES SHALL BE TRIMMED TO A FINISH GRADE TO PRODUCE A UNIFORM SURFACE AND CROSS SECTION. THE SITE SHALL BE LEFT IN A NEAT AND ORDERLY CONDITION. ALL STONES, ROOTS OR OTHER DEBRIS SHALL BE REMOVED AND DISPOSED OF AT A SITE APPROVED OF BY THE CITY ENGINEER.27. ALL SLOPES SHALL BE IRRIGATED, STABILIZED, PLANTED AND/OR HYDROSEEDED WITHIN TEN (10) DAYS OF THE TIME WHEN EACH SLOPE IS BROUGHT TO GRADE AS SHOWN ON THE APPROVED GRADING PLANS.28. LANDSCAPING SHALL BE ACCOMPLISHED ON ALL SLOPES AND PADS AS REQUIRED BY THE CITY OF CARLSBAD LANDSCAPE MANUAL, THE LANDSCAPING PLANS FOR THIS PROJECT, DRAWING NO. 535-1P , AND/OR AS DIRECTED BY THE CITY ENGINEER OR PLANNING DIRECTOR.29. THE OWNER/APPLICANT SHALL INSURE THAT ALL CONTRACTORS SHALL COORDINATE THE WORK OF THESE GRADING PLANS WITH THAT SHOWN ON BOTH THE LANDSCAPE AND IRRIGATION PLANS AND THE IMPROVEMENT PLANS AS REQUIRED FOR THIS WORK IN ACCORDANCE WITH THE LANDSCAPE MANUAL TIME REQUIREMENTS.30. WHERE AN EXISTING PIPE LINE IS TO BE ABANDONED AS A RESULT OF THE GRADING OPERATION, IT SHALL BE REMOVED WITHIN TWENTY FEET OF BUILDING OR STREET AREAS AND REPLACED WITH PROPERLY COMPACTED SOILS. IN OTHER AREAS THE PIPE WILL BE PLUGGED WITH CONCRETE OR REMOVED AS APPROVED BY THE CITY ENGINEER.GRADING NOTES (continued)31. THE EXISTENCE AND LOCATION OF UTILITY STRUCTURES AND FACILITIES SHOWN ON THE CONSTRUCTION PLANS WERE OBTAINED BY A SEARCH OF THE AVAILABLE RECORDS. ATTENTION IS CALLED TO THE POSSIBLE EXISTENCE OF OTHER UTILITY FACILITIES OR STRUCTURES NOT SHOWN OR IN A LOCATION DIFFERENT FROM THAT SHOWN ON THE PLANS. THE CONTRACTOR IS REQUIRED TO TAKE DUE PRECAUTIONARY MEASURES TO PROTECT THE UTILITIES SHOWN ON THE PLANS AND ANY OTHER EXISTING FACILITIES OR STRUCTURES NOT SHOWN.32. THE CONTRACTOR SHALL VERIFY THE LOCATION OF ALL EXISTING FACILITIES ( ABOVE GROUND AND UNDER GROUND ) WITHIN THE PROJECT SITE SUFFICIENTLY AHEAD OF GRADING TO PERMIT THE REVISION OF THE GRADING PLANS IF IT IS FOUND THAT THE ACTUAL LOCATIONS ARE IN CONFLICT WITH THE PROPOSED WORK.33. THE CONTRACTOR SHALL NOTIFY AFFECTED UTILITY COMPANIES (SEE BELOW) AT LEAST 2 FULL WORKING DAYS PRIOR TO STARTING GRADING NEAR THEIR FACILITIES AND SHALL COORDINATE THE WORK WITH A COMPANY REPRESENTATIVE.UNDERGROUND SERVICE ALERT (800)422-4133SDG&E (800)411-7343AT&T (800)892-0123TIME WARNER CABLE (760)438-7741COX COMMUNICATIONS (619)262-1122CITY OF CARLSBAD(STREETS & STORM DRAIN) (760)434-2980CITY OF CARLSBAD(SEWER,WATER & RECLAIMED WATER) (760)438-2722SAN DIEGUITO WATER DISTRICT (760)633-2650LEUCADIA WASTEWATER DISTRICT (760)753-0155VALLECITOS WATER DISTRICT (760)744-0460OLIVENHAIN WATER DISTRICT (760)753-6466BUENA SANITATION DISTRICT (760)726-1340 x1330 *AS APPROPRIATE34. PERMIT COMPLIANCE REQUIREMENTS: A. FOR CONTROLLED GRADING - THE APPLICANT HIRES A CIVIL ENGINEER, SOILSENGINEER, AND/OR GEOLOGIST TO GIVE TECHNICAL ADVICE, OBSERVE ANDCONTROL THE WORK IN PROGRESS {15.16.120 A.8} CARLSBAD MUNICIPAL CODE.B. PRIOR TO FINAL APPROVAL OF A GRADING PERMIT - THE FOLLOWING REPORTS MUST BESUBMITTED TO THE CITY ENGINEER VIA THE PROJECT INSPECTOR {15.16.120 A.10}CARLSBAD MUNICIPAL CODE:(1) FINAL REPORT BY SUPERVISING GRADING ENGINEER STATING ALL GRADING IS COMPLETE. ALL EROSION CONTROL, SLOPE PLANTING AND IRRIGATION ARE INSTALLED IN CONFORMANCE WITH CITY CODE AND THE APPROVED PLANS ( OBTAIN SAMPLE OF COMPLIANCE LETTER FROM CITY ENGINEERING DEPARTMENT).(2) AS-BUILT GRADING PLAN(3) REPORT FROM THE SOILS ENGINEER, WHICH INCLUDES RECOMMENDEDSOIL BEARING CAPACITIES, A STATEMENT AS TO THE EXPANSIVE QUALITY OFTHE SOIL, AND SUMMARIES OF FIELD AND LABORATORY TESTS AND PLOTTEDTEST POINTS THE REPORT SHALL ALSO INCLUDE A STATEMENT BY THE SOILSENGINEER THAT THE GRADING WAS DONE IN ACCORDANCE WITH THEREQUIREMENTS AND RECOMMENDATIONS OUTLINED IN THE PRELIMINARYSOILS REPORT AND ANY SUPPLEMENTS THERETO.(4) REPORT WITH AS-BUILT GEOLOGIC PLAN, IF REQUIRED BY THE CITY.35. UNLESS A GRADING PERMIT FOR THIS PROJECT IS ISSUED WITHIN ONE (1) YEAR AFTER THE CITYENGINEER'S APPROVAL, THESE PLANS MAY BE REQUIRED TO BE RESUBMITTED FOR PLANCHECK.PLANCHECK FEES WILL BE REQUIRED FOR ANY SUCH RECHECK.36. IN ACCORDANCE WITH THE CITY STORM WATER STANDARDS, ALL STORM DRAIN INLETS CONSTRUCTEDBY THIS PLAN SHALL INCLUDE "STENCILS" BE ADDED TO PROHIBIT WASTEWATER DISCHARGEDOWNSTREAM. STENCILS SHALL BE ADDED TO THE SATISFACTION OF THE CITY ENGINEER.OWNER'S CERTIFICATE:I HEREBY CERTIFY THAT A REGISTERED SOILS ENGINEER OR GEOLOGIST HAS BEEN OR WILL BE RETAINED TO SUPERVISE OVE-ALL GRADING ACTIVITY AND ADVISE ON THE COMPACTION AND STABILITY OF THIS SITE. IF THIS PROJECT/DEVELOPMENT IS SUBJECT TO A STATE REGULATED SWPPP, I ALSO AGREE A QUALIFIED SWPPP PRACTITIONER (QSP) HAS BEEN OR WILL BE RETAINED TO SUPERVISE IMPLEMENTATION OF THE SWPPP IN ACCRDANCE WITH THE CALIFORNIA CONSTRUCTION ORDER AND MUNICIPAL PERMIT, LATEST VERSION.JEFF WILLIAMS DATEBRIDGE HOUSING CORP. DECLARATION OF RESPONSIBLE CHARGEI HEREBY DECLARE THAT I AM THE ENGINEER OF WORK FOR THIS PROJECT, THAT I HAVE EXERCISED RESPONSIBLE CHARGE OVER THE DESIGN OF THE PROJECT AS DEFINED IN SECTION 6703 OF THE BUSINESS AND PROFESSIONS CODE AND THAT THE DESIGN IS CONSISTENT WITH CURRENT STANDARDS.I UNDERSTAND THAT THE CHECK OF THE PROJECT DRAWINGS AND SPECIFICATIONS BY THE CITY OF CARLSBAD DOES NOT RELIEVE ME AS ENGINEER OF WORK,OF MY RESPONSIBILITIES FOR THE PROJECT DESIGN.SHORING DESIGN GROUP7727 CAMINITO LILIANASAN DIEGO, CA 92129BY: _______________________________________ ________________ ROY P. REED RCE No. 80503 DATE SOILS ENGINEER'S CERTIFICATEI, JAMES C. SANDERS, A REGISTERED CIVIL/GEOTECHNICAL ENGINEER OF THE STATE OF CALIFORNIA, PRINCIPALLY DOING BUSINESS IN THE FIELD OF APPLIED SOIL MECHANICS, HEREBY VERIFY THAT A SAMPLING AND STUDY OF THE SOIL CONDITIONS PREVALENT WITHIN THIS SITE WAS MADE BY ME OR UNDER MY DIRECTION ON MARCH 14, 2022. TWO COMPLETE COPY OF THE SOILS REPORT COMPILED FROM THIS STUDY, WITH MY RECOMMENDATIONS, HAVE BEEN SUBMITTED TO THE OFFICE OF THE CITY ENGINEER.SIGNED: ______________________________ DATE: _______________James C. Sanders, CEG 2258DISCIPLINE: ENGINEERING GEOLOGIST EXPIRATION DATE: 7/31/23SOURCE OF TOPOGRAPHY:TOPOGRAPHY SHOWN ON THESE PLANS WAS GENERATED BY AERIAL SURVEY METHODS FROM INFORMATION GATHERED ON 8-5-21 BY R.J. LUNG. TOPOGRAPHY SHOWN HEREON CONFORMS TO NATIONAL MAP ACCURACY STANDARDS.PROJECT LOCATION:THIS PROJECT IS LOCATED WITHIN ASSESSORS PARCEL NUMBER(S) 212-040-5600 THE CALIFORNIA COORDINATE INDEX OF THIS PROJECT IS: N 1988 E 6237SHORING PLANS FOR:AVIARA APARTMENTS EASTINDEX OF SHEETSSHEET 1:TITLE, NOTES & LEGENDSHEET 2: NOTESSHEET 3: OVERALL SITE PLANSHEET 4: PLAN & ELEVATIONSHEET 5: DETAILS & SECTIONSSHEET 6: DETAILS & SECTIONSSHEET 7: NOTES & INSEPCTIONSLEGAL DESCRIPTIONLOT 4 OF MAP 16521, IN THE CITY OF CARLSBAD, COUNTY OF SAN DIEGO, STATE OF CALIFORNIA.REFERENCE DRAWINGSDWG. 345-9, 432-2, 535-1, 535-1B, 535-1PDEVELOPERBRIDGE HOUSING CORP.4142 ADAMS AVE., SUITE 103-627SAN DIEGO, CA 92116(619) 814-1281ATTN: JEFF WILLIAMSBENCH MARKDESCRIPTION: MONUMENT CLSB-053LOCATION: SET 2.5" DISK IN NW CORNER OF VAULT ON THE W. SIDE OF HIDDEN VALLEY RD. 0.1 MI. SOUTH OF PALOMAR AIRPORT RD.RECORDED FROM: ROS 17271ELEVATION: 82.744DATUM: NGVD 29PROJECT ADDRESS6145 LAUREL TREE LANECARLSBAD, CA 92011WORK TO BE DONETHE GRADING WORK SHALL CONSIST OF THE CONSTRUCTION OF ALL CUTS AND FILLS,REMEDIAL GRADING, DRAINAGE FACILITIES, EROSION CONTROL FACILITIES, AND PLANTING OF PERMANENT LANDSCAPING AND PREPARATION OF AS-BUILT GRADING PLANS, AS-BUILT GEOLOGIC MAPS AND REPORTS, ALL AS SHOWN OR REQUIRED ON THIS SET OF PLANS AND THE CITY STANDARDS, SPECIFICATIONS, REQUIREMENTS, RESOLUTIONS AND ORDINANCES CITED ON THESE PLANS.THE GRADING WORK SHALL BE PERFORMED IN ACCORDANCE WITH THE FOLLOWINGDOCUMENTS, CURRENT AT THE TIME OFCONSTRUCTION, AS DIRECTED BY THE CITY ENGINEER.1. CARLSBAD MUNICIPAL CODE2. CITY OF CARLSBAD ENGINEERING STANDARDS3. THIS SET OF PLANS4. RESOLUTION NO. 7399 DATED 12-16-20205. THE STANDARD SPECIFICATIONS FOR PUBLIC WORKS CONSTRUCTION (GREEN BOOK).6. SOILS REPORT AND RECOMMENDATIONS BY GROUP DELTA DATED APRIL 14TH, 20227. THE SAN DIEGO REGIONAL STANDARD DRAWINGS AND AS MAY BE MODIFIED BY THE CITY OF CARLSBAD STANDARDS.8. CALIFORNIA COASTAL COMMISSION DEVELOPMENT PERMIT CONDITIONS DATED N/A .9. ENVIRONMENTAL APPROVAL DOCUMENT RESOLUTION NO. 7398 DATED 12-16-2020 FOR EIR 2018-0001 AND ASSOCIATED MMRP.10. STORM WATER POLLUTION PREVENTION PLAN PREPARED BY H&A DATED 8-16-2022 WDID NO. 9 37C39924211. STORM WATER QUALITY MANAGEMENT PLAN PREPARED BY H&A DATED 8-16-202212. CALIFORNIA STORM WATER QUALITY ASSOCIATION BMP CONSTRUCTION HANDBOOK AND CALTRANS CONSTRUCTION SITE BMP MANUAL.SYMBOLDESCRIPTIONDRAWING NO.QUANTITYLEGENDSITEPROJECT00BASIS OF BEARINGS:THE BASIS OF BEARINGS FOR THIS SURVEY IS THE CALIFORNIA COORDINATE SYSTEM ZONE 6, NAD83 1991.35 EPOCH, AS DETERMINED LOCALLY BY A LINE BETWEEN STATION CLSB-64 AND CLSB-63 AS SAID COORDINATES ARE PUBLISHED IN RECORD OF SURVEY 17271 AND ARE PART OF THE CITY OF CARLSBAD HORIZONTAL CONTROL NETWORK. I.E. N02°17'35"W.DISTURBED AND IMPERVIOUS AREA:TOTAL LOT AREA= 1.49 ACTOTAL DISTURBED AREA= 0.35 AC(THIS AREA INCLUDES BUT IS NOT LIMITED TO OFF-SITE WORK INCLUDING PUBLIC IMPROVEMENTS AND TEMPORARY DISTURBANCE SUCH AS VEHICLE AND EQUIPMENT STAGING AREAS, CONSTRUCTION TRENCHES, BACKFILL CUTS, AND SLOPE KEYWAYS)TOTAL REPLACED IMPREVIOUS AREA= 0 SFTOTAL PROPOSED IMPERVIOUS AREA= 0 SFR:\1718\&Eng\Shoring Plans\1718SHORING-01.dwg[]Dec-07-2022:15:26REVIEWED BY:DATEINSPECTORDATE"AS BUILT"ENGINEERING DEPARTMENTRCEEXP.EXISTING CONTOUR......................................................................................................RIGHT OF WAY............................................................................................................................................TEMPORARY SHORING......................PER PER DETS. SHT. 5-7.........................PERMANENT SHORING W/.................PER PER DETS. SHT. 5-7.........................SHOTCRETE WALL FACING (REFER TO LS PLAN SHT LC-01 FOR FINISH).....553 SF416 SF17821782ABANDONMENT NOTESPARTIALLY COMPLETED PROJECTS SEEKING TO INDEFINITELY STOP WORK AND CLOSE THE GRADINGPERMIT MUST IMPLEMENT APPROPRIATE ACCESS RESTRICTION AND EROSION AND SEDIMENT CONTROLMEASURES TO THE SATISFACTION OF THE CITY, INCLUDING BUT NOT LIMITED TO THE FOLLOWING:1) PERMANENTLY STABILIZE ALL SLOPES (>5%) - 70% COVER WITH WELL-ESTABLISHED, SUSTAINABLE,NON-WEED VEGETATION (SEE CITY LANDSCAPE MANUAL FOR GUIDELINES) IS CONSIDEREDADEQUATE.2) PERMANENTLY STABILIZE FLAT AREAS (≤5%) - 70% COVER WITH WELL-ESTABLISHED, SUSTAINABLE,NON-WEED VEGETATION (SEE CITY LANDSCAPE MANUAL FOR GUIDELINES) OR 2 INCHES (MINIMUM) OFPERMEABLE COVER (E.G., GRAVEL) ISCONSIDERED ADEQUATE.3) RESTRICT ACCESS TO SITE - COORDINATE WITH CITY STAFF TO DETERMINE APPROPRIATE FENCINGTYPE.4) SIGNAGE ALONG FRONTAGE ROAD(S) POSTING THAT DUMPING, LITTERING, AND TRESPASSING AREPROHIBITED.5) TRESPASS ENFORCEMENT AUTHORIZATION LETTER MUST BE SENT FROM THE OWNER TO THE CITYOF CARLSBAD POLICE DEPARTMENT.6) NOTARIZE AND RECORD AGAINST THE PROPERTY AN AGREEMENT STATING THAT OWNER ISRESPONSIBLE FOR MAINTAINING FENCING AND SIGNAGE, ADHERING TO THE FIRE PREVENTIONORDINATION, KEEPING THE SITE FREE FROM LITTER ACCUMULATION AND VEGETATION GROWTH, ANDREMOVING ANY ILLEGALLY DUMPED MATERIALS AT THE SITE UNTIL THE PROPERTY IS DEVELOPED INTHE FUTURE.PROPOSED RETAINING WALL ...............................PER DWG 535-1B................SOLDIER BEAM COUNT100
R:\1718\&Eng\Shoring Plans\1718SHORING-02.dwg[]Dec-07-2022:15:27REVIEWED BY:DATEINSPECTORDATE"AS BUILT"ENGINEERING DEPARTMENTRCEEXP.TEMPORARY EROSION CONTROL PLANTING AND IRRIGATIONALL PERMANENT AND TEMPORARY EROSION CONTROL PLANTING AND IRRIGATION SHALL BEINSTALLED AND MAINTAINED AS REQUIRED IN SECTION 212 OF THE STANDARDSPECIFICATIONS AND THE FOLLOWING:A. HYDROSEEDING SHALL BE APPLIED TO:1. ALL SLOPES THAT ARE GRADED 6:1 (HORIZONTAL TO VERTICAL) OR STEEPER WHEN THEY ARE:a. THREE FEET OR MORE IN HEIGHT AND ADJACENT TO A PUBLIC WALL OR STREET.b. ALL SLOPES 4 FEET OR MORE IN HEIGHT.2. AREAS GRADED FLATTER THAN 6:1 WHEN ANY OF THE FOLLOWING CONDITIONSEXIST:a. NOT SCHEDULED FOR IMPROVEMENTS(CONSTRUCTION OR GENERAL LANDSCAPING) WITHIN 60 DAYS OF ROUGH GRADING.b. IDENTIFIED BY THE PARKS AND RECREATION DIRECTOR AS HIGHLY VISIBLE TO THE PUBLIC.c. HAVE ANY SPECIAL CONDITION IDENTIFIED BY THE CITY ENGINEER THAT WARRANTS IMMEDIATE TREATMENT.B. HYDROSEEDED AREAS SHALL BE IRRIGATED IN ACCORDANCE WITH THE FOLLOWINGCRITERIA:1. ALL SLOPES THAT ARE GRADED 6:1 OR STEEPER AND THAT ARE:a. THREE TO EIGHT FEET IN HEIGHT SHALL BE IRRIGATED BY HAND WATERING FROM QUICK COUPLERS/HOSE BIBS OR A CONVENTIONAL SYSTEM OF LOW PRECIPITATION SPRINKLER HEADS PROVIDING 100% COVERAGE.b. GREATER THAN 8 FEET IN HEIGHT SHALL BE WATERED BY A CONVENTIONAL SYSTEM OF LOW PRECIPITATION SPRINKLER HEADS PROVIDING 100% COVERAGE.2. AREAS SLOPED LESS THAN 6:1 SHALL BE IRRIGATED AS APPROVED BY THE CITY ENGINEER, PRIOR TO HYDROSEEDING. THE DEVELOPER SHALL SUBMIT A PROPOSED SCHEME TO PROVIDE IRRIGATION TO THE CITY ENGINEER. THE PROPOSAL SHALL BE SPECIFIC REGARDING THE NUMBERS, TYPES AND COSTS OF THE ELEMENTS OF THE THE PROPOSED SYSTEM.3. IRRIGATION SHALL MAINTAIN THE MOISTURE LEVEL OF THE SOIL AT THE OPTIMUM LEVEL FOR THE GROWTH OF THE HYDROSEEDED GROWTH.C. HYDROSEEDING MIX SHALL CONSIST OF ALL OF THE FOLLOWING:1. SEED MIX SHALL CONSIST OF NO LESS THAN:a. 20 lbs. PER ACRE OF ROSE CLOVERb. 20 lbs. PER ACRE OF ZORRO FESCUE c. 3 lbs. PER ACRE OF E SCHOOL CIA CALIFORNICA d. 4 lbs. PER ACRE OF ACHILLEA MILLEFOLIA e. 3 lbs. PER ACRE OF ALYSSUM (CARPET OF SNOW)f. 1/2 lb. PER ACRE OF DIMORPHOLECAg. ITEMS c,d,e, AND f OF THIS SUBSECTION MAY BE OMITTED ON LOCATIONS WHERE THE AREA BEING HYDROSEEDED IS NOT VISIBLE FROM EITHER A PUBLIC STREET OR RESIDENTIAL STRUCTURES.h. ITEM a OF THIS SUBSECTION MUST BE INOCULATED WITH A NITROGEN FIXING BACTERIA AND APPLIED DRY EITHER BY DRILLING OR BROADCASTING BEFORE HYDROSEEDING.i. ALL SEED MATERIALS SHALL BE TRANSPORTED TO THE JOBSITE IN UNOPENED CONTAINERS WITH THE CALIFORNIA DEPARTMENT OF FOOD AND AGRICULTURE CERTIFICATION TAG ATTACHED TO, ORPRINTED ON SAID CONTAINERS.j. NON-PHYTO-TOXIC WETTING AGENTS MAY BE ADDED TO THE HYDROSEED SLURRY AT THE DISCRETION OF THE CONTRACTOR.2. TYPE 1 MULCH APPLIED AT THE RATE OF NO LESS THAN 2000 lbs PER ACRE. TYPE 6 MULCH (STRAW) MAY BE SUBSTITUTED, ALL OR PART, FOR HYDRAULICALLY APPLIED FIBER MATERIAL. WHEN STRAW IS USED IT MUST BE ANCHORED TO THE SLOPE BY MECHANICALLY PUNCHING NO LESS THAN 50% OF THE STRAW INTO THE SOIL.3. FERTILIZER CONSISTING OF AMMONIUM PHOSPHATE SULFATE, 16-20-0, WITH 15% SULPHUR APPLIED AT THE RATE OF 500 lbs. PER ACRE.D. AREAS TO BE HYDROSEEDED SHALL BE PREPARED PRIOR TO HYDROSEEDING BY: 1. ROUGHENING THE SURFACE TO BE PLANTED BY ANY OR A COMBINATION OF:a. TRACK WALKING SLOPES STEEPER THAN 6:1 b. HARROWING AREAS 6:1 OR FLATTER THAT ARE SUFFICIENTLY FRIABLE. c. RIPPING AREAS THAT WILL NOT BREAK UP USING ITEMS a OR b ABOVE.2. CONDITIONING THE SOILS SO THAT IT IS SUITABLE FOR PLANTING BY:a. ADJUSTING THE SURFACE SOIL MOISTURE TO PROVIDE A DAMP BUT NOT SATURATED SEED BED.b. THE ADDITION OF SOIL AMENDMENTS, PH ADJUSTMENT, LEACHING COVERING SALINE SOILS TO PROVIDED VIABLE CONDITIONS FOR GROWTH.E. HYDROSEEDED AREAS SHALL BE MAINTAINED TO PROVIDE A VIGOROUS GROWTH UNTIL THE THE PROJECT IS PERMANENTLY LANDSCAPED OR, FOR AREAS WHERE HYDROSEEDING IS THE THE PERMANENT LANDSCAPING, UNTIL THE PROJECT IS COMPLETED AND ALL BONDS RELEASED.EROSION CONTRAL NOTES1. IN CASE EMERGENCY WORK IS REQUIRED, CONTACT JEFF WILLIAMS AT (619) 814-1281.2. EQUIPMENT AND WORKERS FOR EMERGENCY WORK SHALL BE MADE AVAILABLE AT ALL TIMES DURING THE RAINY SEASON. ALL NECESSARY MATERIALS SHALL BE STOCKPILED ON SITE AT CONVENIENT LOCATIONS TO FACILITATE RAPID CONSTRUCTION OF TEMPORARY DEVICES WHEN RAIN IS EMINENT.3. FOR PROJECTS COVERED BY STATE SWPPP/WDID, IN ACCORDANCE WITH THE CONSTRUCTION ORDER ISSUED BY THE CALIFORNIA REGIONAL WATER QUALITY CONTROL BOARD, THE QUALIFIED SWPPP PRACTITIONER (QSP) SHALL UPDATE AND MAINTAIN THE WATER POLLUTION CONTROL (WPC) PLAN TO ADDRESS UPDATED SITE CONDITIONS OF THE PROJECT. THE UPDATED WPC PLAN AND UPDATED SWPPP SHALL BE KEPT AT THE PROJECT SITE AND MADE AVAILABLE TO THE CITY INSPECTOR. ADDITIONAL CONSTRUCTION BMP'S BEYOND THE ORIGINAL APPROVED SWPPP SHALL BE PROVIDED TO ADDRESS SITE CONDITIONS NOT ANTICIPATED. THE QSP SHALL REPORT BMP DEFICIENCIES TO THE CITY INSPECTOR. THE QSP SHALL OBTAIN APPROVAL FROM THE QUALIFIED SWPPP DEVELOPER AND THE CITY INSPECTOR REGARDING ANY SIGNIFICANT CHANGES TO BMP DEPLOYMENT.4. THE CONTRACTOR SHALL RESTORE ALL EROSION CONTROL DEVICES TO WORKING ORDER TO THE SATISFACTION OF THE CITY ENGINEER AFTER EACH RUN-OFF PRODUCING RAINFALL.5. THE CONTRACTOR SHALL INSTALL ADDITIONAL EROSION CONTROL MEASURES AS MAY BE REQUIRED BY THE CITY ENGINEER DUE TO UNCOMPLETED GRADING OPERATIONS OR UNFORESEEN CIRCUMSTANCES WHICH MAY ARISE.6. THE CONTRACTOR SHALL BE RESPONSIBLE AND SHALL TAKE NECESSARY PRECAUTIONS TO PREVENT PUBLIC TRESPASS ONTO AREAS WHERE IMPOUNDED WATERS CREATE A HAZARDOUS CONDITION.7. ALL EROSION CONTROL MEASURES PROVIDED PER THE APPROVED SWPPP AND/OR EROSION CONTROL PLAN SHALL BE INCORPORATED HEREON.8. GRADED AREAS AROUND THE PROJECT PERIMETER MUST DRAIN AWAY FROM THE FACE OF SLOPE AT THE CONCLUSION OF EACH WORKING DAY.9. ALL REMOVABLE PROTECTIVE DEVICES SHOWN SHALL BE IN PLACE AT THE END OF EACH WORKING DAY WHEN THE FIVE (5) DAY RAIN PROBABILITY FORECAST EXCEEDS FIFTY PERCENT (50%). SILT AND OTHER DEBRIS SHALL BE REMOVED AFTER EACH RAINFALL.10. ALL GRAVEL BAGS SHALL BE BURLAP TYPE WITH 3/4 INCH MINIMUM AGGREGRATE.11. SHOULD GERMINATION OF HYDROSEEDED SLOPES FAIL TO PROVIDE EFFECTIVE COVERAGE OF GRADED SLOPES (90% COVERAGE) PRIOR TO NOVEMBER 15, THE SLOPES SHALL BE STABILIZED BY PUNCH STRAW INSTALLED IN ACCORDANCE WITH SECTION 35.023 OF THE EROSION AND SEDIMENT CONTROL HANDBOOK OF THE DEPARTMENT OF CONSERVATION, STATE OF CALIFORNIA.
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DEREP.ORExp.C 805033/31/23LIVICYREVIEWED BY:DATEINSPECTORDATE"AS BUILT"ENGINEERING DEPARTMENTRCEEXP.STATE OF CALIFORNIADEPARTMENT OF INDUSTRIAL RELATIONSDIVISION OF OCCUPATIONAL SAFETY AND HEALTHTRENCH/EXCAVATION PERMIT NO._ _ _ _ _ _ _ _ _ _ _ _Know what'sbelow.before you dig.CallRDIG ALERT!! TWO WORKING DAYS BEFORE DIGALL EXISTING UTILITIES MAY NOT BE SHOWN ON THESE PLANSDIG ALERT & GENERAL CONTRACTOR SHALL LOCATE & POTHOLE(AS NEEDED), ALL EXISTING UTILITIES BEFORE SHORING WALLCONSTRUCTION BEGINS.GENERAL CONTRACTOR SHALL DE-WATER THE PROPOSEDSHORED EXCAVATION, IN THE EVENT OF ENCOUNTEREDGROUND WATER TABLE, ACCORDING TO GEOTECHNICALSPECIFICATIONS.AVIARA PARKWAY
LAUREL TREE
LANERIGHT-OF-WAYRIGHT-OF-WAYRIGHT-OF-WAY151014PROPOSED AVIARA APARTMENTSPER DRAWING 535-1B~PROPERTY LINEPROPOSED SHORING(SEE SHEET SH4, TYP.)DESIGN CRITERIA1.SOIL DESIGN DATA IS BASED ON THE RECOMMENDATIONS PROVIDEDIN THE FOLLOWING GEOTECHNICAL REPORTS:A. REPORT OF GEOTECHNICAL INVESTIGATIONAVIARA APARTMENTS - EAST PARCEL6145 LAUREL TREE LANECARLSBAD, CALIFORNIAPREPARED BY: GROUP DELTA, DATED 4-14-22 2. SOIL DESIGN PRESSURESA. PASSIVE PRESSURE = 350PSF/FT (TEMPORARY CONDITION)B. PASSIVE PRESSURE = 250PSF/FT (PERMANENT CONDITION)C. LATERAL EARTH PRESSURE = 45PSF/FT (LEVEL)D. LATERAL EARTH PRESSURE = 60PSF/FT (2-1 SLOPE)E. LATERAL EARTH PRESSURE = 45PSF/FT + 45PSF/FTxHslope (1-1 SLOPE)F. MINIMUM SURCHARGE = 72PSF (UNIFORM)G. SEISMIC SURCHARGE = 15PSF/FTPROPOSED STORM DRAIN(TO BE INSTALLED PRIORTO SHORING INSTALLATION)TEMPORARY 1-1 SLOPE FOR PLAN 535-1C.(ANALYSIS OF TEMPORARY SLOPESTABILITY BY GEOTECHNICAL ENGINEER)LOT LINELOT 4TEMPORARY 1-1 SLOPE FOR PLAN 535-1C.(ANALYSIS OF TEMPORARY SLOPESTABILITY BY GEOTECHNICAL ENGINEER)
100.00'90.00'110.00'WALL BENDSB#2SB#3SB#4SB#5SB#6SB#7SB#8SB#9SB#10SB#11SB#12SB#1SB#13SB#14BEND
BEND
100.00'90.00'110.00'B.O.W. = 92.50'104'-0"FINISH SURFACE5 SPACES @ 8'-0" O.C. = 40'-0"7 SPACES @ 8'-0" O.C. = 56'-0"8'-0"PERMANENT SHORING WALLTEMPORARY SHORING WALLTEMPORARYSHORINGEXISTING GRADEWALL BEND
WALL BEND
WALL BEND
WALL BEND
WALL BEND
~98.33'99.24'T.O.W. = 97.50'102.10'B.O.S.97.00'B.O.S.107.10'T.O.S.106.40'T.O.S.106.40'T.O.S.105.70'T.O.S.B.O.W.=92.50'B.O.W.=93.50'B.O.W.=94.50'B.O.W.=96.50'B.O.W.=96.50'1SH7TEMPORARY 1-1 SLOPE FOR PLAN 535-1C.(ANALYSIS OF TEMPORARY SLOPESTABILITY BY GEOTECHNICAL ENGINEER)~8" THICK SHOTCRETE FACE INFRONT OF 3x12 DF#2 PRESSURETREATED LAGGING (SEE 2/SH6)"H""D"~T.O.W.=102.50'T.O.W.=103.50'T.O.W.=104.50'T.O.W.=106.50'T.O.W.=105.50'T.O.W.=105.50'2'-0"OVERX3SH5TOP OFSIDEWALKFINISHGRADEPROPOSED CMU WALLFOOTING PER DWG 535-1BGROUND WATERELEV. = 80.00'TEMPORARY 1-1 SLOPE FOR PLAN 535-1C.(ANALYSIS OF TEMPORARY SLOPESTABILITY BY GEOTECHNICAL ENGINEER)F FFFF12/7/2022ROY P. REEDR.C.E. 80503EXP. 3-31-2023 DATE7727 CAMINITO LILIANASAN DIEGO, CA 92129, (760)586-8121R
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DEREP.ORExp.C 805033/31/23LIVICYPROFILE VIEW LOOKING SOUTH SCALE: 1" = 8'REVIEWED BY:DATEINSPECTORDATE"AS BUILT"ENGINEERING DEPARTMENTRCEEXP.1105141.SEE SOLDIER BEAM SCHEDULE ON SHEET SH7 FOR SHORING ATTRIBUTES.2.POTHOLE/FIELD VERIFY EXISTING CONDITIONS PRIOR TO SHORING INSTALLATION.3.PERMANENT SHORING IN THESE PLANS HAS BEEN ALIGNED WITH RESPECT TO THE EXISTING & PROPOSED FEATURES,AS PROVIDED. ACTUAL FIELD LOCATION OF THE SHORING WALL SHALL BE ESTABLISHED USING ACCURATEHORIZONTAL CONTROL & COORDINATED TO FOLLOW THE PLANNED LOCATION OF THE PROPOSED IMPROVEMENTS.REPORT ANY VARIATIONS TO THE SHORING ENGINEER OF RECORD PRIOR TO COMMENCEMENT OF WORK.LEGEND:T.O.W. = TOP OF LAGGING WALLB.O.W. = BOTTOM OF LAGGING WALLAVIARA PARKWAYLAUREL TREE LANE
RIGHT-OF-WAYPROPERTY RIGHT-OF-WAYPROPOSED PERMANENT SOLDIERBEAM & SHOTCRETE SHORING(SB# 8-13, SEE DETAIL 4/SH6)CURB6SH5
PROPOSED CMU WALL(PER DWG 535-1B)EXISTING CURBSTART EXISTINGSIDEWALKEXISTING SIDEWALK(E) TRAFFIC LIGHT1SH63SH69'-0"10'-0"1'-0"RIGHT-OF-WAY9'-1
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)TOP OF SLOPETOP OF SLOPE7SH52SH52SH6PROPOSED AVIARA APARTMENTSPER DRAWING 535-1BDESIGNATES 3x12 DF#2PRESSURE TREATED LAGGING8" THICK SHOTCRETE FACE INFRONT OF 3x12 DF#2 LAGGING(SEE DETAIL 2/SH5)T.O.S. = TOP OF SHOTCRETE FACET.O.S. = BOTTOM OF SHOTCRETE FACE1SH71S
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PERMANENTBEGIN TEMPORARY SHORINGBEAM #14 ENDTEMPORARY SHORINGPROPOSED CMU WALL(PER DWG 535-1B)PROPOSED STORM DRAIN(TO BE INSTALLED PRIORTO SHORING INSTALLATION)SOLDIER BEAMSUBDRAIN
VARIES (SEE PLAN)90.00'100.00'TEMPORARY EXCAVATION ALONG LAUREL TREE LANEN.T.S.NOTES: 1. POTHOLE/FIELD VERIFY ALL EXISTING & PROPOSED UTILITIES PRIOR TO EXCAVATION. 2. FOR REFERENCE ONLY. TEMPORARY 1-1 SLOPE STABILITY ANALYSIS BY GEOTECHNICAL ENGINEER.5'-0"7'-0"10'-0"12'-0"110.00'RWNEW RIGHT-OF-WAYPROPOSED WALL11FINISHGRADE(E) FENCE(E) BERMLAUREL TREEEASEMENT96.20'2'-0"90.00'100.00'110.00'A-B-C SLOT CUT(AS NEEDED)TEMPORARY1-1 SLOPE90.00'100.00'TEMPORARY EXCAVATION ALONG AVIARA PARKWAYN.T.S.9'-6"2'-9"110.00'PROPOSED WALL11FINISHGRADE(E) SIDEWALK96.90' TF2'-0"90.00'100.00'110.00'TEMPORARY1-1 SLOPERW(E) FENCE(P) 18" RCP STORM DRAINFL 87.25 ±97.87' FSEXISTING GRADEB.O.W(T.O.W., SEE ELEVATION)"H""D"DshaftTIMBER LAGGING (SEEELEVATION FOR SIZE)1.5 SACK SLURRY (MINIMUM)BACKFILL (T.O.W. TO B.O.W)2,500 PSI CONCRETE BACKFILL(B.O.W TO PILE TIP)TEMPORARY CANTILEVERED SOLDIER BEAM (SB#1-7, 14)N.T.S.NOTES: 1. FIELD VERIFY ALL EXISTING & PROPOSED STRUCTURES PRIOR TO SHORING INSTALLATION. 2. SEE SOLDIER BEAM SCHEDULE ON SHEET SH7 FOR SOLDIER BEAM ATTRIBUTES.SOLDIER BEAM, TYPICAL(SEE SCHEDULE FOR SIZE)SOLDIER BEAM PLAN DETAIL (TYPICAL)N.T.S.DRILL SHAFT (SEE BEAMSECTIONS FOR BACKFILLMATERIAL)SEE ELEVATION FOR SPACINGFILL VOIDS BEHIND LAGGING WITHCOMPACTED SOIL OR LEAN CONCRETESOLDIER BEAM20d COMMON NAIL FOR LAGGINGINSTALLATION (TYP., AS REQ'D)1.5" (MIN.)BEARINGTIMBER LAGGING(SEE ELEVATIONS)44"2"21"21"CAL-OSHA GUARDRAIL DETAILN.T.S.L3x3x1/4 ANGLE IRON ATOPEACH SOLDIER BEAM MEMBERSOLDIER BEAM, TYP.(SEE SCHEDULE)DRILL SHAFT (SEE BEAMSECTIONS FOR BACKFILLMATERIAL)EACH BEAM1/4"3/8-inch Ø WIRE ROPEALONG ENTIRE SHORINGPERIMETER (TYP.)L=6"42" (MIN.)SAFETY CABLE RAILING, PERCAL-OHSA REQUIREMENTS(TYP., AROUND ENTIRE SHOREDPERIMETER, SEE 5/SH5)1SH52SH55SH53SH5TIMBER LAGGING DIAGONAL SUPPORT DETAIL (AS REQ'D)N.T.S.20d COMMON NAIL FOR LAGGINGINSTALLATION (4 PER BOARD)TIMBER LAGGING(SEE ELEVATION)2" (MIN.)BEARINGSOLDIER BEAMSH54SH56SH5OUTSIDE CORNER DETAIL (AT BENDS)N.T.S.SOLDIER BEAMTIMBER LAGGING(SEE ELEVATION)DRILL SHAFT (SEE BEAMSECTIONS FOR BACKFILLMATERIAL)2" (MIN.)BEARINGSHIM (AS REQ'D)7SH51.25" CONTROL JOINTWITH SEALANT1"VERTICAL & HORIZONTALWALL REINFORCEMENTCONTRACTION JOINT IN SHOTCRETEAPPLY @ 16'-0" INTERVALSFOR REFERENCE ONLY: SHOTCRETE WALL CONTRACTOR SHALL SUBMITSHOP DRAWINGS DETAILING CONTRACTION JOINTS & WALL LOCATIONS.NOTES: 1. POTHOLE/FIELD VERIFY ALL EXISTING & PROPOSED UTILITIES PRIOR TO EXCAVATION. 2. FOR REFERENCE ONLY. TEMPORARY 1-1 SLOPE STABILITY ANALYSIS BY GEOTECHNICAL ENGINEER.PLFUTURE WALL PERDWG 535-1BEXISTING GRADE2'-9" (SEE PLAN)BOTTOM OFEXCAVATION12/7/2022ROY P. REEDR.C.E. 80503EXP. 3-31-2023 DATE7727 CAMINITO LILIANASAN DIEGO, CA 92129, (760)586-8121R
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DEREP.ORExp.C 805033/31/23LIVICYREVIEWED BY:DATEINSPECTORDATE"AS BUILT"ENGINEERING DEPARTMENTRCEEXP.
FINISH GRADE(VARIES, SEE PLAN)1.5 SACK SLURRY SHAFT BACKFILL(FROM T.O.W. TO B.O.W.)"H"Dshaft4,000 PSI CONCRETE SHAFT BACKFILL(FROM BOTTOM OF WALL TO PILE TIP)1SH6PERMANENT CANTILEVERED SOLDIER BEAM (SB#8-13)N.T.S.NOTES: 1. FIELD VERIFY ALL EXISTING & PROPOSED STRUCTURES PRIOR TO SHORING INSTALLATION. 2. SEE SOLDIER BEAM SCHEDULE ON SH7 FOR VARIABLES "H" & "D".T.O.S. ELEVATIONSEE PROFILE VIEWRECESSED TIMBER LAGGING(SEE DETAIL 2/SH6 &ELEVATION FOR SIZE)FINISHED SURFACE ELEVATIONSEE DWG 535-1B"D"PERMANENT SHOTCRETEFACE (SEE DETAILS 4/SH6)T.O.B. ELEVATION6" BELOW GRADEEPOXY PAINT BACK FLANGE & 3"INTO EMBEDDED BEAM WEBALONG HEIGHT "H" + 2'-0"~6"± (TYP.)SEEPLANB.O.S. ELEVATIONSEE PROFILE4SH6SHOTCRETE COLOR & FINISHTO BE SUBMITTED & APPROVEDBY ARCHITECT.PLVAIRES(SEE PLAN)EXISTING WALLPERMANENTLY ENCASED SOLDIER BEAM PLAN DETAIL (SB#8-13)N.T.S.BURN HOLES THROUGH STEELSHORING FOR #5 HORIZONTALBARS (1" MAX., TYPICAL)SEE ELEVATION FOR SPACING3/16"EPOXY PAINT BACKFLANGE & 3" INTOEMBEDDED WEB (TYP.)#5 GRADE 60 BARS AT 12"(HORIZONTAL & VERTICAL)WITH W4.0xW4.0 - 6x6 GRIDATTACHED BETWEEN BEAMS)EQ.EQ.8"FILL VOIDS BEHIND LAGGINGWITH COMPACTED SOIL ACCORDING TO THEONSITE GEOTECHNICAL ENGINEER2" COVER2SH63/16"L 1/4" x 3" x 3"ANGLE IRONS(EPOXY COATED)1"± DRAINAGE BOARDEPOXY PAINT BACKFLANGE & 3" INTOEMBEDDED WEB (TYP.)8" SHOTCRETE FACE6"2"3"TIMBER LAGGINGMIRADRAIN DRAINAGE BOARDNOTES: 1. FIELD VERIFY ALL EXISTING & PROPOSED STRUCTURES PRIOR TO SHORING INSTALLATION. 2. FIELD TOUCH UP ALL EPOXY SURFACES (AS NEEDED) PRIOR TO SHOTCRETE FACE. 4. SEE SOLDIER BEAM SCHEDULE ON SH7 FOR VARIABLES "H" & "D".SITE ADDRESS: AVIARA APARTMENTS, CARLSBAD, CALIFORNIAPROJECT # 22164BASED ON THE PROJECT SCOPE, PLEASE IDENTIFY THE ELEMENTS AND/OR CONNECTIONS THATREQUIRE STRUCTURAL OBSERVATION. SPECIFY THE INTERVAL OR STAGE OF CONSTRUCTION.TO BE COMPLETED BY THE DESIGN ENGINEER INCLUDED ON CONSTRUCTION DOCUMENTSTYPESTRUCTURAL ELEMENTS AND/ORCONNECTION TO BE OBSERVEDSTAGE OF CONSTRUCTIONSTRUCTURAL OBSERVATIONSFOUNDATIONSWALL FACINGS
FOOTINGS, SLAB FOUNDATION, ANCHORSMAT FOUNDATION, PRE-STRESED CONC.CAISSON, PILE, GRADE BEAMOTHERSHOTCRETEMASONRYSHOTCRETE & MASONRY JOINTSOTHERFINAL OBSERVATION & REPORTPILE LAYOUT PRIOR TO DRILLINGREBAR PLACEMENT PRIOR TO SHOTCRETE1.STRUCTURAL OBSERVATION DOES NOT WAIVE THE RESPONSIBILITY FOR THE REQUIRED INSPECTION BYTHE CITY OF CARLSBAD.2.THE OWNER SHALL EMPLOY A LICENSED DESIGN PROFESSIONAL TO PERFORM STRUCTURAL OBSERVATIONSITE VISITS, AND TO ISSUE ALL STRUCTURAL OBSERVATION REPORTS.3.THE STRUCTURAL OBSERVER SHALL SUBMIT A WRITTEN STATEMENT TO INSPECTION SERVICES THAT THESITE VISITS HAVE BEEN MADE AND IDENTIFYING AND REPORTED DEFICIENCIES THAT TO THE BEST OF THESTRUCTURAL OBSERVE'S KNOWLEDGE HAVE NOT BEEN RESOLVED. THE STRUCTURE WILL NOT BE INCOMPLIANCE UNTIL THE REGISTERED PROFESSIONAL HAS NOTIFIED INSPECTION SERVICES IN WRITING,THAT ALL DEFICIENCIES ARE RESOLVED.JOINT PLACEMENT PRIOR TO SHOTCRETE4SH6PERMANENT SOLDIER BEAM DRAINAGE (SB#8-13)N.T.S.NOTES: 1. FIELD TOUCH UP ALL EPOXY SURFACES (AS NEEDED) PRIOR TO SHOTCRETE FACE. 2. SEE SOLDIER BEAM SCHEDULE ON SH7 FOR SOLDIER BEAM ATTRIBUTES.EQ.8"#5 GRADE 60 HORIZONTALBARS AT 12" O.C. (TYP.)48" WIDE, MIRADRAIN 6000 DRAINAGEBOARD STRIPS, CENTERED BETWEENSOLDIER BEAMS VERTICALLY WITH 24"WIDE HORIZONTAL STRIPS CENTEREDABOUT WEEP HOLES.3" CLR. (TYP.)12"MINFACE LAG BELOW BOTTOM OFSHOTCRETE (B.O.S.) ELEVATIONWHERE APPLICABLE1.5 SACK SLURRYSHAFT BACKFILLEQ.#5 GRADE 60 VERTICALBARS AT 12" O.C. (TYP.)TIMBER LAGGING(SEE ELEVATION)8" THICK PERMANENTSHOTCRETE FACE (TYP.)PERMANENT SOLDIER BEAM(SEE SCHEDULE FOR SIZE)N.T.S.SH63SH6NOTES: 1. POTHOLE/FIELD VERIFY ALL EXISTING & PROPOSED UTILITIES PRIOR TO SHORING INSTALLATION. 2. SLOT CUT OVER-EXCAVATION IN A-B-C SEQUENCE ACCORDING TO GEOTECHNICAL ENGINEER.PROPOSED WALLPERMANENT SHORING SECTION ALONG AVIARA PARKWAY90.00'100.00'110.00'(E) GRADEBOTTOM OFEXCAVATIONSOLDIER BEAM(SEE SCHEDULE)12" MIN.(BELOW)"H""D"RIGHT-OF-WAY1'-6"AVIARAPARKWAY 51'-4" (VARIES)(E) FENCE90.00'100.00'110.00'(E) CURB10'-0"VARIES FINISH GRADE(VARIES, SEE CIVIL GRADING PLAN)0"DRAIN GRATE & 3"SUBDRAIN (MID-BAY,SEE DETAIL 4/SH6)2%FINISH GRADE(PER CIVIL DWG.)W4.0xW4.0 - 6x6 GRID(ATTACHED BETWEEN BEAMS)3"Ø PVC PIPE CONNECTEDTO SUBDRAIN (MID-BAY)24" (MIN)2" STEEL TUBE POSTS AT 8'-0"O.C. EMBEDDED 18" INTOSHOTCRETE FACE (BY OTHERS)42"SET TOP OF SOLDIER BEAM 6"BELOW FINISH GRADE (TYPICAL)12"±EPOXY PAINT BACK FLANGE & 3"INTO EMBEDDED BEAM WEBALONG HEIGHT "H" + 2'-0"EXISTING GRADE12/7/2022ROY P. REEDR.C.E. 80503EXP. 3-31-2023 DATE7727 CAMINITO LILIANASAN DIEGO, CA 92129, (760)586-8121R
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SH7GENERAL NOTES1.CONSTRUCTION PLANS AND CALCULATIONS CONFORM TO THE REQUIREMENTS OF THE 2019 CALIFORNIA BUILDING CODE.2.PERMANENT SHORING CONSTRUCTION SHALL BE PERFORMED IN ACCORDANCE WITH THE LATEST EDITION OF THE STATE OFCALIFORNIA CONSTRUCTION SAFETY ORDERS (CAL-OSHA).3.HEAVY LOADS SUCH AS CRANES OR CONCRETE TRUCKS IS PROHIBITED WITHIN 10 FEET OF THE TOP OF EXCAVATIONEXCEPT WHERE THE SHORING DESIGN PROVIDES FOR THE PROPOSED STRUCTURE.4.AN UNDERGROUND SERVICE ALERT MUST BE OBTAINED 2 DAYS BEFORE COMMENCING ANY EXCAVATION.5.THE OWNER OR THE REGISTERED PROFESSIONAL IN RESPONSIBLE CHARGE ACTING AS THE OWNER'S AGENT SHALL EMPLOYONE OR MORE APPROVED AGENCIES TO PERFORM INSPECTIONS DURING CONSTRUCTION.6.THE GENERAL CONTRACTOR IS RESPONSIBLE FOR ALL INSPECTION SERVICES, TESTING & NOTIFICATIONS.7.ALL PERMITS SHALL BE PROCURED AND PAID FOR BY THE OWNER OR GENERAL CONTRACTOR.8.ALL MONITORING PROVIDED IN THESE PLANS HEREIN, SHALL BE THE RESPONSIBILITY OF THE GENERAL CONTRACTOR.9.PERMANENT SHORING IN THESE PLANS HAS BEEN ALIGNED WITH RESPECT TO THE EXISTING & PROPOSED FEATURES, ASPROVIDED. ACTUAL FIELD LOCATION OF THE SHORING WALL SHALL BE ESTABLISHED USING ACCURATE HORIZONTALCONTROL & COORDINATED TO FOLLOW THE PLANNED LOCATION OF THE PROPOSED IMPROVEMENTS. REPORT ANYVARIATIONS TO THE ENGINEER OF RECORD PRIOR TO COMMENCEMENT OF WORK.10.THE GENERAL CONTRACTOR OR OWNER SHALL LOCATE ALL EXISTING UTILITIES AND STRUCTURES PRIOR TO EXCAVATIONAND THE INSTALLATION OF SHORING.11.THE GENERAL CONTRACTOR SHALL CONFIRM THAT THE PROPOSED SHORING DOES NOT CONFLICT WITH FUTUREIMPROVEMENTS PRIOR TO INSTALLATION.12.THE GENERAL CONTRACTOR SHALL PROVIDE MEANS TO PREVENT SURFACE WATER FROM ENTERING THE EXCAVATION OVERTHE TOP OF SHORING BULKHEAD.13.INSTALLATION OF SHORING AND EXCAVATION SHALL BE PERFORMED UNDER CONTINUOUS OBSERVATION AND APPROVAL OFTHE GEOTECHNICAL ENGINEER AND AUTHORITY HAVING JURISDICTION.14.ALTERNATIVE SHAPES, MATERIAL AND DETAILS CANNOT BE USED UNLESS REVIEWED AND APPROVED BY THE SHORINGENGINEER.15.SEE CIVIL DRAWINGS FOR FINISH SURFACE ELEVATIONS & DRAINAGE. ADDITIONALLY, THE ARCHITECT SHALL APPROVE THETOP OF WALL ELEVATIONS SHOWN PER PLAN, PRIOR TO FABRICATION.16.IT SHALL BE THE GENERAL CONTRACTOR'S RESPONSIBILITY TO VERIFY ALL DIMENSIONS, TO VERIFY CONDITIONS AT THEJOB SITE AND TO CROSS-CHECK DETAILS AND DIMENSIONS WITHIN THE SHORING PLANS WITH RELATED REQUIREMENTS ONTHE ARCHITECTURAL, MECHANICAL, ELECTRICAL AND ALL OTHER PERTINENT DRAWINGS BEFORE PROCEEDING WITHCONSTRUCTION.17.ALL SOIL BACKFILL & COMPACTION SHALL BE OBSERVED & PERFORMED TO THE REQUIREMENTS OF THE GEOTECHNICALENGINEER OF RECORD.STATEMENT OF SPECIAL INSPECTIONSSOLDIER BEAM SCHEDULE3/8"BACKUP ROD &CAULKING1/2"8" THICK SHOTCRETEFACE (END OF WALL)PROPOSED CMUWALL (START)DETAIL OF CONSTRUCTION JOINT BETWEEN WALLS.N.T.S.1SH7CONSTRUCTION JOINT AT ADJOINING WALLSSHORING INSTALLATION PROCEDURE1.FIELD SURVEY DRILL HOLES & SHORING ALIGNMENT ACCORDING TO WALL DIMENSIONS & DATA SHOWN OR AS APPROVED BYTHE SHORING ENGINEER.2.DRILL VERTICAL SHAFTS TO THE EMBEDMENT DEPTH AND DIAMETERS SHOWN. ALLOWABLE PLACEMENT TOLERANCE SHALLBE 2" IN OR 2" OUT OR AS OTHERWISE AUTHORIZED BY THE SHORING ENGINEER.3.INSTALL SOLDIER BEAMS ACCORDING TO THE DETAILS & SPECIFICATIONS SHOWN IN PLAN. IF NECESSARY, CASING OROTHER METHODS SHALL BE USED TO PREVENT LOSS OF GROUND OR COLLAPSE OF THE HOLE.4.START EXCAVATION AFTER CONCRETE HAS CURED FOR A MINIMUM OF (3) THREE DAYS.5.INSTALL LAGGING BETWEEN INSTALLED SOLDIER BEAMS IN LIFTS NO GREATER THAN 5'-0" OR AS OTHERWISE AUTHORIZEDBY THE GEOTECHNICAL ENGINEER.6.BACKFILL ALL VOIDS BEHIND LAGGING WITH COMPACTED SOIL OR LEAN CONCRETE AS SPECIFIED IN THE DETAILS HEREIN.7.REPEAT STEPS 5-6 UNTIL BOTTOM OF EXCAVATION IS REACHED.8.FOR PERMANENT SHORING INSTALL DRAINAGE MAT AND REBAR (TOUCH UP WITH EPOXY AS NEEDED), THEN INSTALLSHOTCRETE FACING ACCORDING TO PLAN.MONITORING1.MONITORING SHALL BE ESTABLISHED AT THE TOP OF SOLDIER BEAMS SELECTED BY THE ONSITEGEOTECHNCIAL REPRESENTATIVE AND AT INTERVALS ALONG THE WALL AS CONSIDEREDAPPROPRIATE.2.THE GENERAL CONTRACTOR SHALL PERFORM A PRECONSTRUCTION SURVEY INCLUDINGPHOTOGRAPHS & VIDEO OF THE EXISTING SITE CONDITIONS.3.MAXIMUM THEORETICAL SOLDIER BEAM DEFLECTION IS 1-INCH ADJACENT TO THE EXISTINGRESIDENCE AND 1-INCH ELSEWHERE. IF THE TOTAL CUMULATIVE HORIZONTAL OR VERTICALMOVEMENT (FROM START OF CONSTRUCTION) EXCEEDS THIS LIMIT, ALL EXCAVATION ACTIVITIESSHALL BE SUSPENDED AND INVESTIGATED BY THE SHORING ENGINEER FOR FURTHER ACTIONS (ASNECESSARY).4.LONG TERM MONITORING SHALL BE PERFORMED ANNUALLY UPON THE COMPLETION OF THEPERMANENT WALL (I.E., SURVEY MONUMENTS, VISUAL INSPECTIONS) AND PERFORMED BYUNDER THE DIRECTION OF A LICENSED CIVIL ENGINEER, RETAINED BY THE OWNERMATERIAL SPECIFICATIONSSTRUCTURAL STEEL1.STRUCTURAL STEEL (WIDE FLANGES) SHALL CONFORM TO THE REQUIREMENTS ASTM A-572 OR ASTMA-992 (GRADE 50).2.MISCELLANEOUS STEEL SHALL CONFORM TO THE REQUIREMENTS OF ASTM A-36, ASTM A-572 (GRADE50) OR ASTM A-992.3.SHOTCRETE REINFORCEMENT SHALL CONFORM TO THE REQUIREMENTS OF ASTM A615 (GRADE 60).STRUCTURAL & LEAN CONCRETEA. STRUCTURAL CONCRETE:1.STRUCTURAL CONCRETE (DRILL SHAFT TOE BACKFILL) SHALL HAVE A MINIMUM COMPRESSIVESTRENGTH OF 4,000PSI AT 28-DAYS, W/C = 0.45. CONCRETE PLACED BELOW GROUNDWATER,SHALL HAVE A COMPRESSIVE STRENGTH 1,000PSI GREATER THAN THE MINIMUM SPECIFIED.2.STRUCTURAL CONCRETE (FOR TEMPORARY SOLDIER PILES) SHALL HAVE A MINIMUM COMPRESSIVESTRENGTH OF 2,500 PSI AT 28-DAYS. CONCRETE PLACED BELOW GROUNDWATER, SHALL HAVE ACOMPRESSIVE STRENGTH 1,000 PSI GREATER THAN THE MINIMUM SPECIFIED.3.CONCRETE MIX SHALL BE IN ACCORDANCE WITH ACI-318 & 2019 CBC TO MEET THE FOLLOWING:A. MAXIMUM 1-INCH HARDROCK CONCRETE CONFORMING TO ASTM C-33.B. TYPE II/V NEAT PORTLAND CEMENT CONFORMING TO ASTM C-150.C. SLUMP FOR WET 6"-8" & 4"-6" FOR DRY HOLES.4.SHOTCRETE: SHALL BE PLACED ACCORDING TO ACI 306 & HAVE A MINIMUM COMPRESSIVESTRENGTH OF 4,000PSI @ 28-DAYS (TYPE II/V CEMENT). WHEN REQUIRED BY THE BUILDINGOFFICIAL, A TEST PANEL SHALL BE SHOT, CURED, CORED OR SAWN, EXAMINED AND TESTED PRIORTO COMMENCEMENT OF PROJECT IN ACCORDANCE WITH CBC SECTION 1913.5. ALL CONSTRUCTIONAND EXPANSION JOINTS SHALL CONFORM TO THE REQUIREMENTS OF ACI 224.B. LEAN CONCRETE (SLURRY)1.LEAN SAND SLURRY MIX SHALL CONTAIN A MINIMUM OF 1.5 SACK TYPE II CEMENT PER CUBIC YARD.TIMBER1.TIMBER LAGGING SHALL BE ROUGH SAWN DOUGLAS FIR LARCH NO. 2 OR BETTER.2.TIMBER LAGGING SHALL BE PRESSURE TREATED IN ACCORDANCE WITH AWPA U1 USE CATEGORY 4A.WELDING1.ELECTRIC ARC WELDING PERFORMED BY QUALIFIED WELDERS USING E70XX ELECTRODES ORCONTIUOUS WIRE FEED.2.SPECIAL INSPECTION IS REQUIRED FOR ALL FIELD WELDING.GEOCOMPOSITE DRAINAGE BOARDS1. GEOCOMPOSITE DRAINAGE BOARD SHALL BE MIRADRAIN 6000 BY MIRADRI (OR APPROVED EQUIVALENT)CORROSION PROTECTION1.EPOXY COATING: SOLDIER BEAM EPOXY COATING SHALL BE BITUMASTIC COAL-TAR EPOXY TWOCOATS SHALL BE APPLIED FOR A TOTAL DRY FILM THICKNESS OF 16 MILS. ALL STEELSURFACES SHALL BE BLAST WITH SSPC-SP 10 (NEAR WHITE) BEFORE COATING IS APPLIED.12/7/2022ROY P. REEDR.C.E. 80503EXP. 3-31-2023 DATE7727 CAMINITO LILIANASAN DIEGO, CA 92129, (760)586-8121R
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Section 2
7
LATERAL EARTH PRESSURES
FOR YIELDING
RETAINING WALLS SD722
AVIARA APARTMENTS
EAST PARCEL
CARLSBAD, CALIFORNIA
NO SCALE
PP ΔPE
H
D
q
D/3
FR,PP
PA
H/3
FR,PA
H/3
FR,PE
2H:1V
S
L
O
PI
N
G
B
A
C
K
FI
L
L
1’ MIN
LEVEL GROUND
LEVEL BACKFILL
NOTES:
1. PASSIVE PRESSURES MAY BE INCREASED BY ⅓
DURING SEISMIC LOADING. THE UPPER 12 INCHES
OF MATERIAL NOT PROTECTED BY CONCRETE SLABS
OR PAVEMENTS SHOULD NOT BE INCLUDED IN THE
ESTIMATION OF PASSIVE RESISTANCE.
2. ASSUMES NO HYDROSTATIC PRESSURE. A WALL
BACK DRAIN SHOULD BE INSTALLED AS
RECOMMENDED IN THE WALL DRAINAGE DETAIL
FIGURE.
3. SURCHARGES FROM CONSTRUCTION EQUIPMENT,
EXCAVATED SOIL, TRAFFIC LOADING OR OTHER
UNIFORM LOADING ABOVE THE WALL SHOULD BE
CALCULATED USING THE SURCHARGE LATERAL
EARTH PRESSURE, P . POINT LOADS OR OTHERS
SURCHARGES CAN BE EVALUATED UPON REQUEST.
4. SEISMIC INCREMENT LATERAL EARTH PRESSURE
(ΔP ) IS BASED ON A DE LEVEL PEAK GROUNDE
ACCELERATION OF 0.35g . SEISMIC INCREMENT
SHOULD BE APPLIED TO WALLS SIX FEET OR
GREATER IN HEIGHT.
5. H AND D ARE MEASURED IN FEET.
6.PRESSURES ASSUME EXISTING LOW EXPANSION
SOIL (EI < 50) USED FOR COMPACTED BACKFILL, AS
RECOMMENDED IN THE REPORT OF GEOTECHNICAL
INVESTIGATION.
LATERAL EARTH PRESSURES
ACTIVE, PA
LATERAL EARTH
PRESSURE TYPE EQUIVALENT FLUID PRESSURE (PSF)
LEVEL BACKFILL 2H:1V SLOPING BACKFILL
45H 60H
SEISMIC
INCREMENT, ΔP *E
PASSIVE, P **P
LEVEL GROUND
250D
15H
*SEISMIC PRESSURE, P = P + ΔPAE A E
**PASSIVE RESISTANCE VERSUS DISPLACEMENT CURVES CAN
BE PROVIDED UPON REQUEST.
0.3qSURCHARGE, PS
RETAINING
WALL
PS
H/2
FR,PS
NO SCALE PROJECT NUMBER FIGURE NUMBER
1
9
LATERAL EARTH PRESSURES
FOR CANTILEVER
TEMPORARY SHORING SD722
AVIARA APARTMENTS
EAST PARCEL
CARLSBAD, CALIFORNIA
NO SCALE
NO SCALE
H/3 DGWL
GROUND SURFACE
H
D
CANTILEVER
SHORING
45 H PSF
H/3
FR,PA
MAINTAIN
MINIMUM 5 FEET
ƒTOE
ALLOWABLE PASSIVE
SOIL RESISTANCE
= 350 PCF
ALLOWABLE
PASSIVE
SOIL RESISTANCE
= 175 PCF
DGWL
MAX = 1 INCH
P = 0.3qS
q
NOTES:
1. ASSUMES LEVEL BACKFILL AND NO HYDROSTATIC PRESSURE.
2. H IS MEASURED IN FEET.
3. FIGURE SHOULD BE USED WITH GEOTECHNICAL REPORT.
4. FOR PRELIMINARY DESIGN.
5. DGWL: DESIGN GROUNDWATER LEVEL PER
GEOTECHNICAL REPORT.
6. SURCHARGES FROM CONSTRUCTION EQUIPMENT, EXCAVATED
SOIL, CONSTRUCTION MATERIALS, TRAFFIC LOADING OR OTHER
UNIFORM LOADING (q) ABOVE THE WALL SHOULD BE
CALCULATED USING THE SURCHARGE LATERAL EARTH
PRESSURE, P . POINT LOADS OR OTHER SURCHARGES CAN BES
EVALUATED UPON REQUEST.
EARTH
PRESSURE
TRAFFIC AND
CONSTRUCTION
SURCHARGE
GROUND SURFACE
PROJECT NUMBER FIGURE NUMBER
2
Section 3
Shoring Design Group
7727 Caminito Liliana
San Diego, CA 92129
Aviara Apartments East
Eng: RPR Sheet____of____
Date: October 25, 2022
Cantileverd Soldier Beam Design
Sb_No "1, 14"
Soldier Beam Attributes & Properties
Temporary Design Case
H 5 ft= Soldier beam retained height
x 1
Hs 10 ft--->= Height of retained slope (As applicable)
y 1
xt 4 ft= Tributary width of soldier beam
dia 24 in= Soldier beam shaft diameter
de' dia= Effective soldier beam diameter below subgrade
dt 2 H= Assumed soldier beam embedment depth (Initial Guess)
w_table H 12.5 ft= Depth below top of wall to design ground water table
40200 20 40
0
10
Shoring Design Section
Depth (ft) ASTM A992 (Grade 50)
E 29000 ksi
Fy 50 ksi
ASCE 7.2.4.1 (2)
D + H + L
Lateral Embedment Safety Factor
FSd 1.30
Cantilever H = 5', bm 1, 14 (T) with Slope
Surcharge_R1.xmcdz
3
Shoring Design Group
7727 Caminito Liliana
San Diego, CA 92129
Aviara Apartments East
Eng: RPR Sheet____of____
Date: October 25, 2022
Soil Parameters
Pa 45 pcf= Active earth pressure
Pp 350 pcf= Passive earth pressure (Temporary condition)
Pmax "n/a"= Maximum passive earth pressure ("n/a" = not applicable)
dz 0 in= Overburden depth at subgrade
Pps Pp dz= Passive pressure offset at subgrade
ϕ 29 deg= Internal soil friction angle below subgrade
be 0.08 deg 1ϕde'= Effective soldier beam width below subgrade
a_ratio min
be
xt
1
= Soldier beam arching ratio
qa 0 psf= Allowable soldier beam tip end bearing pressure
fs 600 psf= Allowable soldier skin friction
γs 125 pcf= Soil unit weight
Bouyant Soil Properties (As applicable)
γw 62.4 pcf= Unit weight of water
Pp' Pp w_table "n/a"=if
Pp
γs
γs γwotherwise
Submereged Pressures
(As Applicable)
Pp'175 pcfPa' Pa w_table "n/a"=if
Pa
γs
γs γwotherwise
Pa'22.5 pcf
Cantilever H = 5', bm 1, 14 (T) with Slope
Surcharge_R1.xmcdz
4
Shoring Design Group
7727 Caminito Liliana
San Diego, CA 92129
Aviara Apartments East
Eng: RPR Sheet____of____
Date: October 25, 2022
Lateral Live Load Surcharge
Uniform Loading
Full Pa Hs= Uniform loading full soldier beam height (Slope surcharge)
Partial 0 psf= Uniform loading partial soldier beam height
Hpar 0 ft= Height of partial uniform surcharge loading
Ps y( ) Full Partial0 ftyHparif
Full Hpar yHif
0 psfotherwise
Uniform surcharge profile per depth
Eccentric/Conncentric Axial & Lateral Point Loading
Pr 0 kip= Applied axial load per beam
e 0 in= Eccentricity of applied compressive load
Me Pr e
xt
= Eccentric bending moment
Ph 0 lb= lateral pont load at depth "zh"
zh 0 ft= Distance to lateral point load from top of wall
Seismic Lateral Load (Monobe-Okobe, Not Applicable)
EFP 0 pcf= Seismic force equivalent fluid pressure
Es EFP H= Maximum seismic force pressure
Eq y() Es
Es
H yyHif
0 psfotherwise
= Maximum seismic force pressure
Cantilever H = 5', bm 1, 14 (T) with Slope
Surcharge_R1.xmcdz
5
Shoring Design Group
7727 Caminito Liliana
San Diego, CA 92129
Aviara Apartments East
Eng: RPR Sheet____of____
Date: October 25, 2022
Boussinesq Lateral Surcharge Load
Q 0 plf= Surcharge load of continous footing
z'0 ft= Depth below adjacent grade to application of surcharge load
x1 0 in= Distance of line load from back face of wall
Surcharge Coefficients ny()yz'
Hmx1H 1
Boussinesq Equation
Pb y()0 psf0 ftyz'if
if m 0.40Q
H
0.20ny()
0.16 ny()()221.28Q
H
m2 ny()
m2 ny()()22
z' yHif
0 psfotherwise
0 100 200 300 400 5000
1
2
3
4
Lateral Surcharge Loading
Pressure (psf)Depth (ft) Maximum Boussinesq Pressure
Δy 5 ft
Given
Δy
Pb Δy()d
d
0 psf=
Pb Find Δy()()0 psf
0
H
yPb y()
d 0 klf
Cantilever H = 5', bm 1, 14 (T) with Slope
Surcharge_R1.xmcdz
6
Shoring Design Group
7727 Caminito Liliana
San Diego, CA 92129
Aviara Apartments East
Eng: RPR Sheet____of____
Date: October 25, 2022
Resolve Forces Acting on Beam
(Assume trial values)
z 6 ftDdt
PA H()224.6 psf
a_ratio PA H()224.6 psf
O 0 ft
Given
Summation of Lateral Forces
PJ HD()z
PE HDz()
mE zD()
2 0
PE HDz()
mE zD()
yPEHDz()mEzD()y
d
HO
HDz
yPEy()
d
H
HO
yPEy()
d
0
H
yPAy()
d
0
HD
yPs y()
d
0
HD
yPb y()
d
0
H
yEq y()
dPh
xt
0=
Summation of Moments
PJ HD()z
PE HDz()
mE zD()
2
6 0
PE HDz()
mE zD()
yPEHDz()mEzD()yzy()
d
HO
HDz
yPEy() H Dy()
d
H
HO
yPEy() H Dy()
d
0
H
yPAy() H Dy()
dMe
0
HD
yPs y() H Dy()
d
0
H
yEq y() H Dy()
d
0
HD
yPb y() H Dy()
dPh
xt
HDzh()
0=
z 0z
D
Find z D()z 2.8ft
D 9 ft
Cantilever H = 5', bm 1, 14 (T) with Slope
Surcharge_R1.xmcdz
7
Shoring Design Group
7727 Caminito Liliana
San Diego, CA 92129
Aviara Apartments East
Eng: RPR Sheet____of____
Date: October 25, 2022
410321030 21034103
0
5
0
Soldier Beam Pressure
Pressure (psf)Depth (ft) Soil Pressures
PA H()224.6 psf
PD HD()3369.8psf
PE HD()3145.2psf
PK HD()4882.9 psf
PJ HD()4882.9 psf
6420 2 4
0
5
0
Shear/ft width
Shear (klf)Depth (ft)Distance to zero shear
(From top of Pile)
ε aH
ε Va()
aa0.10 ft
ε Va()
ε 0while
areturn
ε 9 ft
Cantilever H = 5', bm 1, 14 (T) with Slope
Surcharge_R1.xmcdz
8
Shoring Design Group
7727 Caminito Liliana
San Diego, CA 92129
Aviara Apartments East
Eng: RPR Sheet____of____
Date: October 25, 2022
Determine Minimum Pile Size
My()
0
y
yVy()
dMeMmax M ε()xtMmax 55.8 kip ft
AISC Steel Construction Manual 13th Edition
Ω 1.67= Allowable strength reduction factor AISC E1 & F1
Δσ 1.33= Steel overstress for temporary loading
Fb Fy Δσ
Ω
= Allowable bending stress
Required Section Modulus:
Zr
Mmax
FbFlexural Yielding, Lb <
Lr
Zr 16.8 in3
Beam "W14 x 30"
Fb 39.8 ksi
A 8.9 in2bf 6.7 inK 1Lu H Pile "Concrete Embed"=if
ε otherwise
d 13.8 intf 0.4 inZx 47.3 in3
tw 0.3 inrx 5.7 inIx 291 in4Fe π2 E
KLu
rx
2
Axial Stresses λ Fy
Fe
Fcr 0.658λ FyKLu
rx
4.71 E
Fyif
0.877 Fe( ) otherwise
= Nominal compressive stress - AISC E.3-2 & E3-3
= Allowable concentric force - AISC E.3-1Pc
Fcr A
Ω
Ma Zx Fb= Allowable bending moment - AISC F.2-1
Ma 157 kip ftInteraction Pr
Pc
8
9
Mmax
Ma
Pr
Pc 0.20if
Pr
2 Pc
Mmax
Ma
otherwise
= AISC H1-1a & H1-1b
Mmax 55.8 kip ftInteraction 0.36
Cantilever H = 5', bm 1, 14 (T) with Slope
Surcharge_R1.xmcdz
9
Shoring Design Group
7727 Caminito Liliana
San Diego, CA 92129
Aviara Apartments East
Eng: RPR Sheet____of____
Date: October 25, 2022
Global Stability
FSd 1.3= Minimum embedment depth factor of safety
Embedment depth increase for min. FS
Dh Ceil D ft()1 ft
Slidding Forces:
Fs V H O()
O2
HDh
xPnx()
d
Resisting Forces:
Fs 7.8 klf
FR
HO
O2
xPnx()
d
FR 10.2klf
Overturning Moments:
Mo
0
H
yDh Hy()PAy()
d
0
H
yDh Hy( ) Ps y()d
0
H
yDh Hy( ) Pb y()d
0
H
Dh Hy()E
H
HO
yPEy()
dDhO
3
O2
HDh
yPny()
d
HDhO2
3MePh
xt
Dh Hzh()
Resisting Moments
Mo 37.8 kipMR
HO
O2
yHDhy()Pny()
d
MR 50.3kip
Factor of Safety:
Slidding if FSd
FR
Fs"Ok""No Good: Increase Dh"
Slidding "Ok"FR
Fs 1.31
Overturning if FSd
MR
Mo
"Ok""No Good: Increase Dh"
Overturning "Ok"MR
Mo
1.33
Cantilever H = 5', bm 1, 14 (T) with Slope
Surcharge_R1.xmcdz
10
Shoring Design Group
7727 Caminito Liliana
San Diego, CA 92129
Aviara Apartments East
Eng: RPR Sheet____of____
Date: October 25, 2022
Vertical Embedment Depth
Axial Resistance
qa 0 psf= Allowable soldier beam tip end bearing pressure
fs 600 psf= Allowable soldier skin friction
Pr 0 kip= Applied axial load per beam
p'π diaPile "Concrete Embed"=if
2 bf dotherwise
= Applied axial load per beam
Allowable Axial Resistance
Qy( ) p' fsyπ dia2qa
4 Pile "Concrete Embed"=if
bf dqaotherwise
Dv ε 0 ft
τ Q ε()
εε0.10 ft
τ Pr Q ε()
τ 0while
εreturn
Dv 0 ft
Dh 10 ft
Selected Toe Depth Dtoe if Dh DvDhDv()
Dtoe 10 ft
Maximum Deflection
L' H
D
4= Effective length about pile rotation
Δ
xt
EIx0
L'
yyM'y()dΔ 0.14 in
Cantilever H = 5', bm 1, 14 (T) with Slope
Surcharge_R1.xmcdz
11
Shoring Design Group
7727 Caminito Liliana
San Diego, CA 92129
Aviara Apartments East
Eng: RPR Sheet____of____
Date: October 25, 2022
Design Summary:Sb_No "1, 14"
Beam "W14 x 30"
H 5 ft= Soldier beam retained height
Dtoe 10 ft= Minimum soldier beam embedment
H Dtoe15ft= Total length of soldier beam
xt 4 ft= Tributary width of soldier beam
dia 24 in= Soldier beam shaft diameter
Δ 0.14 in= Maximum soldier beam deflection
Cantilever H = 5', bm 1, 14 (T) with Slope
Surcharge_R1.xmcdz
12
Section 4
Shoring Design Group
7727 Caminito Liliana
San Diego, CA 92129
Aviara Apartments East
Eng: RPR Sheet____of____
Date: October 25, 2022
Cantileverd Soldier Beam Design
Sb_No "2"
Soldier Beam Attributes & Properties
Temporary Design Case
H 6 ft= Soldier beam retained height
x 1
Hs 9 ft--->= Height of retained slope (As applicable)
y 1
xt 8 ft= Tributary width of soldier beam
dia 24 in= Soldier beam shaft diameter
de' dia= Effective soldier beam diameter below subgrade
dt 2 H= Assumed soldier beam embedment depth (Initial Guess)
w_table H 12.5 ft= Depth below top of wall to design ground water table
500 50
10
0
10
20
Shoring Design Section
Depth (ft) ASTM A992 (Grade 50)
E 29000 ksi
Fy 50 ksi
ASCE 7.2.4.1 (2)
D + H + L
Lateral Embedment Safety Factor
FSd 1.30
Cantilever H = 6', bm 2 (T) with Slope
Surcharge_R1.xmcdz
13
Shoring Design Group
7727 Caminito Liliana
San Diego, CA 92129
Aviara Apartments East
Eng: RPR Sheet____of____
Date: October 25, 2022
Soil Parameters
Pa 45 pcf= Active earth pressure
Pp 350 pcf= Passive earth pressure (Temporary condition)
Pmax "n/a"= Maximum passive earth pressure ("n/a" = not applicable)
dz 0 in= Overburden depth at subgrade
Pps Pp dz= Passive pressure offset at subgrade
ϕ 29 deg= Internal soil friction angle below subgrade
be 0.08 deg 1ϕde'= Effective soldier beam width below subgrade
a_ratio min
be
xt
1
= Soldier beam arching ratio
qa 0 psf= Allowable soldier beam tip end bearing pressure
fs 600 psf= Allowable soldier skin friction
γs 125 pcf= Soil unit weight
Bouyant Soil Properties (As applicable)
γw 62.4 pcf= Unit weight of water
Pp' Pp w_table "n/a"=if
Pp
γs
γs γwotherwise
Submereged Pressures
(As Applicable)
Pp'175 pcfPa' Pa w_table "n/a"=if
Pa
γs
γs γwotherwise
Pa'22.5 pcf
Cantilever H = 6', bm 2 (T) with Slope
Surcharge_R1.xmcdz
14
Shoring Design Group
7727 Caminito Liliana
San Diego, CA 92129
Aviara Apartments East
Eng: RPR Sheet____of____
Date: October 25, 2022
Lateral Live Load Surcharge
Uniform Loading
Full Pa Hs= Uniform loading full soldier beam height
Partial 0 psf= Uniform loading partial soldier beam height
Hpar 0 ft= Height of partial uniform surcharge loading
Ps y( ) Full Partial0 ftyHparif
Full Hpar yHif
0 psfotherwise
Uniform surcharge profile per depth
Eccentric/Conncentric Axial & Lateral Point Loading
Pr 0 kip= Applied axial load per beam
e 0 in= Eccentricity of applied compressive load
Me Pr e
xt
= Eccentric bending moment
Ph 0 lb= lateral pont load at depth "zh"
zh 0 ft= Distance to lateral point load from top of wall
Seismic Lateral Load (Monobe-Okobe, Not Applicable)
EFP 0 pcf= Seismic force equivalent fluid pressure
Es EFP H= Maximum seismic force pressure
Eq y() Es
Es
H yyHif
0 psfotherwise
= Maximum seismic force pressure
Cantilever H = 6', bm 2 (T) with Slope
Surcharge_R1.xmcdz
15
Shoring Design Group
7727 Caminito Liliana
San Diego, CA 92129
Aviara Apartments East
Eng: RPR Sheet____of____
Date: October 25, 2022
Boussinesq Lateral Surcharge Load
Q 0 plf= Surcharge load of continous footing
z'0 ft= Depth below adjacent grade to application of surcharge load
x1 0 in= Distance of line load from back face of wall
Surcharge Coefficients ny()yz'
Hmx1H 1
Boussinesq Equation
Pb y()0 psf0 ftyz'if
if m 0.40Q
H
0.20ny()
0.16 ny()()221.28Q
H
m2 ny()
m2 ny()()22
z' yHif
0 psfotherwise
0 100 200 300 400 5000
2
4
6
Lateral Surcharge Loading
Pressure (psf)Depth (ft) Maximum Boussinesq Pressure
Δy 5 ft
Given
Δy
Pb Δy()d
d
0 psf=
Pb Find Δy()()0 psf
0
H
yPb y()
d 0 klf
Cantilever H = 6', bm 2 (T) with Slope
Surcharge_R1.xmcdz
16
Shoring Design Group
7727 Caminito Liliana
San Diego, CA 92129
Aviara Apartments East
Eng: RPR Sheet____of____
Date: October 25, 2022
Resolve Forces Acting on Beam
(Assume trial values)
z 6 ftDdt
PA H()270 psf
a_ratio PA H()189 psf
O 0.8ft
Given
Summation of Lateral Forces
PJ HD()z
PE HDz()
mE zD()
2 0
PE HDz()
mE zD()
yPEHDz()mEzD()y
d
HO
HDz
yPEy()
d
H
HO
yPEy()
d
0
H
yPAy()
d
0
HD
yPs y()
d
0
HD
yPb y()
d
0
H
yEq y()
dPh
xt
0=
Summation of Moments
PJ HD()z
PE HDz()
mE zD()
2
6 0
PE HDz()
mE zD()
yPEHDz()mEzD()yzy()
d
HO
HDz
yPEy() H Dy()
d
H
HO
yPEy() H Dy()
d
0
H
yPAy() H Dy()
dMe
0
HD
yPs y() H Dy()
d
0
H
yEq y() H Dy()
d
0
HD
yPb y() H Dy()
dPh
xt
HDzh()
0=
z 0z
D
Find z D()z 3.7ft
D 12.6 ft
Cantilever H = 6', bm 2 (T) with Slope
Surcharge_R1.xmcdz
17
Shoring Design Group
7727 Caminito Liliana
San Diego, CA 92129
Aviara Apartments East
Eng: RPR Sheet____of____
Date: October 25, 2022
21030 21034103
0
10
5
0
Soldier Beam Pressure
Pressure (psf)Depth (ft) Soil Pressures
PA H()270 psf
PD HD()4396.7psf
PE HD()2888.7psf
PK HD()6496.7 psf
PJ HD()4547.7 psf
6420 2 4
0
10
5
0
Shear/ft width
Shear (klf)Depth (ft)Distance to zero shear
(From top of Pile)
ε aH
ε Va()
aa0.10 ft
ε Va()
ε 0while
areturn
ε 12 ft
Cantilever H = 6', bm 2 (T) with Slope
Surcharge_R1.xmcdz
18
Shoring Design Group
7727 Caminito Liliana
San Diego, CA 92129
Aviara Apartments East
Eng: RPR Sheet____of____
Date: October 25, 2022
Determine Minimum Pile Size
My()
0
y
yVy()
dMeMmax M ε()xtMmax 183.5 kip ft
AISC Steel Construction Manual 13th Edition
Ω 1.67= Allowable strength reduction factor AISC E1 & F1
Δσ 1.33= Steel overstress for temporary loading
Fb Fy Δσ
Ω
= Allowable bending stress
Required Section Modulus:
Zr
Mmax
FbFlexural Yielding, Lb <
Lr
Zr 55.3 in3
Beam "W16 x 36"
Fb 39.8 ksi
A 10.6 in2bf 7 inK 1Lu H Pile "Concrete Embed"=if
ε otherwise
d 15.9 intf 0.4 inZx 64 in3
tw 0.3 inrx 6.5 inIx 448 in4Fe π2 E
KLu
rx
2
Axial Stresses λ Fy
Fe
Fcr 0.658λ FyKLu
rx
4.71 E
Fyif
0.877 Fe( ) otherwise
= Nominal compressive stress - AISC E.3-2 & E3-3
= Allowable concentric force - AISC E.3-1Pc
Fcr A
Ω
Ma Zx Fb= Allowable bending moment - AISC F.2-1
Ma 212.4 kip ftInteraction Pr
Pc
8
9
Mmax
Ma
Pr
Pc 0.20if
Pr
2 Pc
Mmax
Ma
otherwise
= AISC H1-1a & H1-1b
Mmax 183.5 kip ftInteraction 0.86
Cantilever H = 6', bm 2 (T) with Slope
Surcharge_R1.xmcdz
19
Shoring Design Group
7727 Caminito Liliana
San Diego, CA 92129
Aviara Apartments East
Eng: RPR Sheet____of____
Date: October 25, 2022
Global Stability
FSd 1.3= Minimum embedment depth factor of safety
Embedment depth increase for min. FS
Dh Ceil D ft()1 ft
Slidding Forces:
Fs V H O()
O2
HDh
xPnx()
d
Resisting Forces:
Fs 9.2 klf
FR
HO
O2
xPnx()
d
FR 12.5klf
Overturning Moments:
Mo
0
H
yDh Hy()PAy()
d
0
H
yDh Hy( ) Ps y()d
0
H
yDh Hy( ) Pb y()d
0
H
Dh Hy()E
H
HO
yPEy()
dDhO
3
O2
HDh
yPny()
d
HDhO2
3MePh
xt
Dh Hzh()
Resisting Moments
Mo 60.2 kipMR
HO
O2
yHDhy()Pny()
d
MR 81kip
Factor of Safety:
Slidding if FSd
FR
Fs"Ok""No Good: Increase Dh"
Slidding "Ok"FR
Fs 1.36
Overturning if FSd
MR
Mo
"Ok""No Good: Increase Dh"
Overturning "Ok"MR
Mo
1.35
Cantilever H = 6', bm 2 (T) with Slope
Surcharge_R1.xmcdz
20
Shoring Design Group
7727 Caminito Liliana
San Diego, CA 92129
Aviara Apartments East
Eng: RPR Sheet____of____
Date: October 25, 2022
Vertical Embedment Depth
Axial Resistance
qa 0 psf= Allowable soldier beam tip end bearing pressure
fs 600 psf= Allowable soldier skin friction
Pr 0 kip= Applied axial load per beam
p'π diaPile "Concrete Embed"=if
2 bf dotherwise
= Applied axial load per beam
Allowable Axial Resistance
Qy( ) p' fsyπ dia2qa
4 Pile "Concrete Embed"=if
bf dqaotherwise
Dv ε 0 ft
τ Q ε()
εε0.10 ft
τ Pr Q ε()
τ 0while
εreturn
Dv 0 ft
Dh 14 ft
Selected Toe Depth Dtoe if Dh DvDhDv()
Dtoe 14 ft
Maximum Deflection
L' H
D
4= Effective length about pile rotation
Δ
xt
EIx0
L'
yyM'y()dΔ 0.45 in
Cantilever H = 6', bm 2 (T) with Slope
Surcharge_R1.xmcdz
21
Shoring Design Group
7727 Caminito Liliana
San Diego, CA 92129
Aviara Apartments East
Eng: RPR Sheet____of____
Date: October 25, 2022
Design Summary:Sb_No "2"
Beam "W16 x 36"
H 6 ft= Soldier beam retained height
Dtoe 14 ft= Minimum soldier beam embedment
H Dtoe20ft= Total length of soldier beam
xt 8 ft= Tributary width of soldier beam
dia 24 in= Soldier beam shaft diameter
Δ 0.45 in= Maximum soldier beam deflection
Cantilever H = 6', bm 2 (T) with Slope
Surcharge_R1.xmcdz
22
Section 5
Shoring Design Group
7727 Caminito Liliana
San Diego, CA 92129
Aviara Apartments East
Eng: RPR Sheet____of____
Date: October 25, 2022
Cantileverd Soldier Beam Design
Sb_No "3"
Soldier Beam Attributes & Properties
Temporary Design Case
H 10 ft= Soldier beam retained height
x 2
Hs 5 ft--->= Height of retained slope (As applicable)
y 1
xt 8 ft= Tributary width of soldier beam
dia 24 in= Soldier beam shaft diameter
de' dia= Effective soldier beam diameter below subgrade
dt 2 H= Assumed soldier beam embedment depth (Initial Guess)
w_table H 12.5 ft= Depth below top of wall to design ground water table
500 5020
10
0
10
20
Shoring Design Section
Depth (ft) ASTM A992 (Grade 50)
E 29000 ksi
Fy 50 ksi
ASCE 7.2.4.1 (2)
D + H + L
Lateral Embedment Safety Factor
FSd 1.30
Cantilever H = 10', bm 3 (T) with Slope
Surcharge_R1.xmcdz
23
Shoring Design Group
7727 Caminito Liliana
San Diego, CA 92129
Aviara Apartments East
Eng: RPR Sheet____of____
Date: October 25, 2022
Soil Parameters
Pa 60 pcf= Active earth pressure with 2-1 Slope
Pp 350 pcf= Passive earth pressure (Temporary condition)
Pmax "n/a"= Maximum passive earth pressure ("n/a" = not applicable)
dz 0 in= Overburden depth at subgrade
Pps Pp dz= Passive pressure offset at subgrade
ϕ 29 deg= Internal soil friction angle below subgrade
be 0.08 deg 1ϕde'= Effective soldier beam width below subgrade
a_ratio min
be
xt
1
= Soldier beam arching ratio
qa 0 psf= Allowable soldier beam tip end bearing pressure
fs 600 psf= Allowable soldier skin friction
γs 125 pcf= Soil unit weight
Bouyant Soil Properties (As applicable)
γw 62.4 pcf= Unit weight of water
Pp' Pp w_table "n/a"=if
Pp
γs
γs γwotherwise
Submereged Pressures
(As Applicable)
Pp'175 pcfPa' Pa w_table "n/a"=if
Pa
γs
γs γwotherwise
Pa'30 pcf
Cantilever H = 10', bm 3 (T) with Slope
Surcharge_R1.xmcdz
24
Shoring Design Group
7727 Caminito Liliana
San Diego, CA 92129
Aviara Apartments East
Eng: RPR Sheet____of____
Date: October 25, 2022
Lateral Live Load Surcharge
Uniform Loading
Full 0 psf= Uniform loading full soldier beam height
Partial 0 psf= Uniform loading partial soldier beam height
Hpar 0 ft= Height of partial uniform surcharge loading
Ps y( ) Full Partial0 ftyHparif
Full Hpar yHif
0 psfotherwise
Uniform surcharge profile per depth
Eccentric/Conncentric Axial & Lateral Point Loading
Pr 0 kip= Applied axial load per beam
e 0 in= Eccentricity of applied compressive load
Me Pr e
xt
= Eccentric bending moment
Ph 0 lb= lateral pont load at depth "zh"
zh 0 ft= Distance to lateral point load from top of wall
Seismic Lateral Load (Monobe-Okobe, Not Applicable)
EFP 0 pcf= Seismic force equivalent fluid pressure
Es EFP H= Maximum seismic force pressure
Eq y() Es
Es
H yyHif
0 psfotherwise
= Maximum seismic force pressure
Cantilever H = 10', bm 3 (T) with Slope
Surcharge_R1.xmcdz
25
Shoring Design Group
7727 Caminito Liliana
San Diego, CA 92129
Aviara Apartments East
Eng: RPR Sheet____of____
Date: October 25, 2022
Boussinesq Lateral Surcharge Load
Q 0 plf= Surcharge load of continous footing
z'0 ft= Depth below adjacent grade to application of surcharge load
x1 0 in= Distance of line load from back face of wall
Surcharge Coefficients ny()yz'
Hmx1H 1
Boussinesq Equation
Pb y()0 psf0 ftyz'if
if m 0.40Q
H
0.20ny()
0.16 ny()()221.28Q
H
m2 ny()
m2 ny()()22
z' yHif
0 psfotherwise
10.50 0.5 10
2
4
6
8
10
Lateral Surcharge Loading
Pressure (psf)Depth (ft) Maximum Boussinesq Pressure
Δy 5 ft
Given
Δy
Pb Δy()d
d
0 psf=
Pb Find Δy()()0 psf
0
H
yPb y()
d 0 klf
Cantilever H = 10', bm 3 (T) with Slope
Surcharge_R1.xmcdz
26
Shoring Design Group
7727 Caminito Liliana
San Diego, CA 92129
Aviara Apartments East
Eng: RPR Sheet____of____
Date: October 25, 2022
Resolve Forces Acting on Beam
(Assume trial values)
z 6 ftDdt
PA H()600 psf
a_ratio PA H()348 psf
O 1.7ft
Given
Summation of Lateral Forces
PJ HD()z
PE HDz()
mE zD()
2 0
PE HDz()
mE zD()
yPEHDz()mEzD()y
d
HO
HDz
yPEy()
d
H
HO
yPEy()
d
0
H
yPAy()
d
0
HD
yPs y()
d
0
HD
yPb y()
d
0
H
yEq y()
dPh
xt
0=
Summation of Moments
PJ HD()z
PE HDz()
mE zD()
2
6 0
PE HDz()
mE zD()
yPEHDz()mEzD()yzy()
d
HO
HDz
yPEy() H Dy()
d
H
HO
yPEy() H Dy()
d
0
H
yPAy() H Dy()
dMe
0
HD
yPs y() H Dy()
d
0
H
yEq y() H Dy()
d
0
HD
yPb y() H Dy()
dPh
xt
HDzh()
0=
z 0z
D
Find z D()z 3.8ft
D 14.9 ft
Cantilever H = 10', bm 3 (T) with Slope
Surcharge_R1.xmcdz
27
Shoring Design Group
7727 Caminito Liliana
San Diego, CA 92129
Aviara Apartments East
Eng: RPR Sheet____of____
Date: October 25, 2022
21030 21034103
0
10
0
Soldier Beam Pressure
Pressure (psf)Depth (ft) Soil Pressures
PA H()600 psf
PD HD()4790.2psf
PE HD()2430.3psf
PK HD()8290.2 psf
PJ HD()4808.3 psf
86420 2 4
0
10
0
Shear/ft width
Shear (klf)Depth (ft)Distance to zero shear
(From top of Pile)
ε aH
ε Va()
aa0.10 ft
ε Va()
ε 0while
areturn
ε 17.5 ft
Cantilever H = 10', bm 3 (T) with Slope
Surcharge_R1.xmcdz
28
Shoring Design Group
7727 Caminito Liliana
San Diego, CA 92129
Aviara Apartments East
Eng: RPR Sheet____of____
Date: October 25, 2022
Determine Minimum Pile Size
My()
0
y
yVy()
dMeMmax M ε()xtMmax 224.1 kip ft
AISC Steel Construction Manual 13th Edition
Ω 1.67= Allowable strength reduction factor AISC E1 & F1
Δσ 1.33= Steel overstress for temporary loading
Fb Fy Δσ
Ω
= Allowable bending stress
Required Section Modulus:
Zr
Mmax
FbFlexural Yielding, Lb <
Lr
Zr 67.5 in3
Beam "W16 x 40"
Fb 39.8 ksi
A 11.8 in2bf 7 inK 1Lu H Pile "Concrete Embed"=if
ε otherwise
d 16 intf 0.5 inZx 73 in3
tw 0.3 inrx 6.6 inIx 518 in4Fe π2 E
KLu
rx
2
Axial Stresses λ Fy
Fe
Fcr 0.658λ FyKLu
rx
4.71 E
Fyif
0.877 Fe( ) otherwise
= Nominal compressive stress - AISC E.3-2 & E3-3
= Allowable concentric force - AISC E.3-1Pc
Fcr A
Ω
Ma Zx Fb= Allowable bending moment - AISC F.2-1
Ma 242.2 kip ftInteraction Pr
Pc
8
9
Mmax
Ma
Pr
Pc 0.20if
Pr
2 Pc
Mmax
Ma
otherwise
= AISC H1-1a & H1-1b
Mmax 224.1 kip ftInteraction 0.93
Cantilever H = 10', bm 3 (T) with Slope
Surcharge_R1.xmcdz
29
Shoring Design Group
7727 Caminito Liliana
San Diego, CA 92129
Aviara Apartments East
Eng: RPR Sheet____of____
Date: October 25, 2022
Global Stability
FSd 1.3= Minimum embedment depth factor of safety
Embedment depth increase for min. FS
Dh Ceil D ft()2 ft
Slidding Forces:
Fs V H O()
O2
HDh
xPnx()
d
Resisting Forces:
Fs 9.9 klf
FR
HO
O2
xPnx()
d
FR 14.7klf
Overturning Moments:
Mo
0
H
yDh Hy()PAy()
d
0
H
yDh Hy( ) Ps y()d
0
H
yDh Hy( ) Pb y()d
0
H
Dh Hy()E
H
HO
yPEy()
dDhO
3
O2
HDh
yPny()
d
HDhO2
3MePh
xt
Dh Hzh()
Resisting Moments
Mo 71.7 kipMR
HO
O2
yHDhy()Pny()
d
MR 106.5kip
Factor of Safety:
Slidding if FSd
FR
Fs"Ok""No Good: Increase Dh"
Slidding "Ok"FR
Fs 1.48
Overturning if FSd
MR
Mo
"Ok""No Good: Increase Dh"
Overturning "Ok"MR
Mo
1.49
Cantilever H = 10', bm 3 (T) with Slope
Surcharge_R1.xmcdz
30
Shoring Design Group
7727 Caminito Liliana
San Diego, CA 92129
Aviara Apartments East
Eng: RPR Sheet____of____
Date: October 25, 2022
Vertical Embedment Depth
Axial Resistance
qa 0 psf= Allowable soldier beam tip end bearing pressure
fs 600 psf= Allowable soldier skin friction
Pr 0 kip= Applied axial load per beam
p'π diaPile "Concrete Embed"=if
2 bf dotherwise
= Applied axial load per beam
Allowable Axial Resistance
Qy( ) p' fsyπ dia2qa
4 Pile "Concrete Embed"=if
bf dqaotherwise
Dv ε 0 ft
τ Q ε()
εε0.10 ft
τ Pr Q ε()
τ 0while
εreturn
Dv 0 ft
Dh 17 ft
Selected Toe Depth Dtoe if Dh DvDhDv()
Dtoe 17 ft
Maximum Deflection
L' H
D
4= Effective length about pile rotation
Δ
xt
EIx0
L'
yyM'y()dΔ 0.84 in
Cantilever H = 10', bm 3 (T) with Slope
Surcharge_R1.xmcdz
31
Shoring Design Group
7727 Caminito Liliana
San Diego, CA 92129
Aviara Apartments East
Eng: RPR Sheet____of____
Date: October 25, 2022
Design Summary:Sb_No "3"
Beam "W16 x 40"
H 10ft= Soldier beam retained height
Dtoe 17 ft= Minimum soldier beam embedment
H Dtoe27ft= Total length of soldier beam
xt 8 ft= Tributary width of soldier beam
dia 24 in= Soldier beam shaft diameter
Δ 0.84 in= Maximum soldier beam deflection
Cantilever H = 10', bm 3 (T) with Slope
Surcharge_R1.xmcdz
32
Section 6
Shoring Design Group
7727 Caminito Liliana
San Diego, CA 92129
Aviara Apartments East
Eng: RPR Sheet____of____
Date: October 25, 2022
Cantileverd Soldier Beam Design
Sb_No "4"
Soldier Beam Attributes & Properties
Temporary Design Case
H 11 ft= Soldier beam retained height
x 2
Hs 4 ft--->= Height of retained slope (As applicable)
y 1
xt 8 ft= Tributary width of soldier beam
dia 24 in= Soldier beam shaft diameter
de' dia= Effective soldier beam diameter below subgrade
dt 2 H= Assumed soldier beam embedment depth (Initial Guess)
w_table H 12.5 ft= Depth below top of wall to design ground water table
500 50
20
10
0
10
20
Shoring Design Section
Depth (ft) ASTM A992 (Grade 50)
E 29000 ksi
Fy 50 ksi
ASCE 7.2.4.1 (2)
D + H + L
Lateral Embedment Safety Factor
FSd 1.30
Cantilever H = 11', bm 4 (T) with Slope
Surcharge_R1.xmcdz
33
Shoring Design Group
7727 Caminito Liliana
San Diego, CA 92129
Aviara Apartments East
Eng: RPR Sheet____of____
Date: October 25, 2022
Soil Parameters
Pa 60 pcf= Active earth pressure with 2-1 slope
Pp 350 pcf= Passive earth pressure (Temporary condition)
Pmax "n/a"= Maximum passive earth pressure ("n/a" = not applicable)
dz 0 in= Overburden depth at subgrade
Pps Pp dz= Passive pressure offset at subgrade
ϕ 29 deg= Internal soil friction angle below subgrade
be 0.08 deg 1ϕde'= Effective soldier beam width below subgrade
a_ratio min
be
xt
1
= Soldier beam arching ratio
qa 0 psf= Allowable soldier beam tip end bearing pressure
fs 600 psf= Allowable soldier skin friction
γs 125 pcf= Soil unit weight
Bouyant Soil Properties (As applicable)
γw 62.4 pcf= Unit weight of water
Pp' Pp w_table "n/a"=if
Pp
γs
γs γwotherwise
Submereged Pressures
(As Applicable)
Pp'175 pcfPa' Pa w_table "n/a"=if
Pa
γs
γs γwotherwise
Pa'30 pcf
Cantilever H = 11', bm 4 (T) with Slope
Surcharge_R1.xmcdz
34
Shoring Design Group
7727 Caminito Liliana
San Diego, CA 92129
Aviara Apartments East
Eng: RPR Sheet____of____
Date: October 25, 2022
Lateral Live Load Surcharge
Uniform Loading
Full 0 psf= Uniform loading full soldier beam height
Partial 0 psf= Uniform loading partial soldier beam height
Hpar 0 ft= Height of partial uniform surcharge loading
Ps y( ) Full Partial0 ftyHparif
Full Hpar yHif
0 psfotherwise
Uniform surcharge profile per depth
Eccentric/Conncentric Axial & Lateral Point Loading
Pr 0 kip= Applied axial load per beam
e 0 in= Eccentricity of applied compressive load
Me Pr e
xt
= Eccentric bending moment
Ph 0 lb= lateral pont load at depth "zh"
zh 0 ft= Distance to lateral point load from top of wall
Seismic Lateral Load (Monobe-Okobe, Not Applicable)
EFP 0 pcf= Seismic force equivalent fluid pressure
Es EFP H= Maximum seismic force pressure
Eq y() Es
Es
H yyHif
0 psfotherwise
= Maximum seismic force pressure
Cantilever H = 11', bm 4 (T) with Slope
Surcharge_R1.xmcdz
35
Shoring Design Group
7727 Caminito Liliana
San Diego, CA 92129
Aviara Apartments East
Eng: RPR Sheet____of____
Date: October 25, 2022
Boussinesq Lateral Surcharge Load
Q 0 plf= Surcharge load of continous footing
z'0 ft= Depth below adjacent grade to application of surcharge load
x1 0 in= Distance of line load from back face of wall
Surcharge Coefficients ny()yz'
Hmx1H 1
Boussinesq Equation
Pb y()0 psf0 ftyz'if
if m 0.40Q
H
0.20ny()
0.16 ny()()221.28Q
H
m2 ny()
m2 ny()()22
z' yHif
0 psfotherwise
10.50 0.5 10
5
10
Lateral Surcharge Loading
Pressure (psf)Depth (ft) Maximum Boussinesq Pressure
Δy 5 ft
Given
Δy
Pb Δy()d
d
0 psf=
Pb Find Δy()()0 psf
0
H
yPb y()
d 0 klf
Cantilever H = 11', bm 4 (T) with Slope
Surcharge_R1.xmcdz
36
Shoring Design Group
7727 Caminito Liliana
San Diego, CA 92129
Aviara Apartments East
Eng: RPR Sheet____of____
Date: October 25, 2022
Resolve Forces Acting on Beam
(Assume trial values)
z 6 ftDdt
PA H()660 psf
a_ratio PA H()382.8 psf
O 1.9ft
Given
Summation of Lateral Forces
PJ HD()z
PE HDz()
mE zD()
2 0
PE HDz()
mE zD()
yPEHDz()mEzD()y
d
HO
HDz
yPEy()
d
H
HO
yPEy()
d
0
H
yPAy()
d
0
HD
yPs y()
d
0
HD
yPb y()
d
0
H
yEq y()
dPh
xt
0=
Summation of Moments
PJ HD()z
PE HDz()
mE zD()
2
6 0
PE HDz()
mE zD()
yPEHDz()mEzD()yzy()
d
HO
HDz
yPEy() H Dy()
d
H
HO
yPEy() H Dy()
d
0
H
yPAy() H Dy()
dMe
0
HD
yPs y() H Dy()
d
0
H
yEq y() H Dy()
d
0
HD
yPb y() H Dy()
dPh
xt
HDzh()
0=
z 0z
D
Find z D()z 4.3ft
D 16.4 ft
Cantilever H = 11', bm 4 (T) with Slope
Surcharge_R1.xmcdz
37
Shoring Design Group
7727 Caminito Liliana
San Diego, CA 92129
Aviara Apartments East
Eng: RPR Sheet____of____
Date: October 25, 2022
410321030 21034103
0
10
0
Soldier Beam Pressure
Pressure (psf)Depth (ft) Soil Pressures
PA H()660 psf
PD HD()5057.5psf
PE HD()2550.5psf
PK HD()8907.5 psf
PJ HD()5166.3 psf
1050 5
0
10
0
Shear/ft width
Shear (klf)Depth (ft)Distance to zero shear
(From top of Pile)
ε aH
ε Va()
aa0.10 ft
ε Va()
ε 0while
areturn
ε 19.2 ft
Cantilever H = 11', bm 4 (T) with Slope
Surcharge_R1.xmcdz
38
Shoring Design Group
7727 Caminito Liliana
San Diego, CA 92129
Aviara Apartments East
Eng: RPR Sheet____of____
Date: October 25, 2022
Determine Minimum Pile Size
My()
0
y
yVy()
dMeMmax M ε()xtMmax 298.3 kip ft
AISC Steel Construction Manual 13th Edition
Ω 1.67= Allowable strength reduction factor AISC E1 & F1
Δσ 1.33= Steel overstress for temporary loading
Fb Fy Δσ
Ω
= Allowable bending stress
Required Section Modulus:
Zr
Mmax
FbFlexural Yielding, Lb <
Lr
Zr 89.9 in3
Beam "W18 x 50"
Fb 39.8 ksi
A 14.7 in2bf 7.5 inK 1Lu H Pile "Concrete Embed"=if
ε otherwise
d 18 intf 0.6 inZx 101 in3
tw 0.4 inrx 7.4 inIx 800 in4Fe π2 E
KLu
rx
2
Axial Stresses λ Fy
Fe
Fcr 0.658λ FyKLu
rx
4.71 E
Fyif
0.877 Fe( ) otherwise
= Nominal compressive stress - AISC E.3-2 & E3-3
= Allowable concentric force - AISC E.3-1Pc
Fcr A
Ω
Ma Zx Fb= Allowable bending moment - AISC F.2-1
Ma 335.2 kip ftInteraction Pr
Pc
8
9
Mmax
Ma
Pr
Pc 0.20if
Pr
2 Pc
Mmax
Ma
otherwise
= AISC H1-1a & H1-1b
Mmax 298.3 kip ftInteraction 0.89
Cantilever H = 11', bm 4 (T) with Slope
Surcharge_R1.xmcdz
39
Shoring Design Group
7727 Caminito Liliana
San Diego, CA 92129
Aviara Apartments East
Eng: RPR Sheet____of____
Date: October 25, 2022
Global Stability
FSd 1.3= Minimum embedment depth factor of safety
Embedment depth increase for min. FS
Dh Ceil D ft()1 ft
Slidding Forces:
Fs V H O()
O2
HDh
xPnx()
d
Resisting Forces:
Fs 12 klf
FR
HO
O2
xPnx()
d
FR 15.6klf
Overturning Moments:
Mo
0
H
yDh Hy()PAy()
d
0
H
yDh Hy( ) Ps y()d
0
H
yDh Hy( ) Pb y()d
0
H
Dh Hy()E
H
HO
yPEy()
dDhO
3
O2
HDh
yPny()
d
HDhO2
3MePh
xt
Dh Hzh()
Resisting Moments
Mo 92.9 kipMR
HO
O2
yHDhy()Pny()
d
MR 122.2kip
Factor of Safety:
Slidding if FSd
FR
Fs"Ok""No Good: Increase Dh"
Slidding "Ok"FR
Fs 1.3
Overturning if FSd
MR
Mo
"Ok""No Good: Increase Dh"
Overturning "Ok"MR
Mo
1.31
Cantilever H = 11', bm 4 (T) with Slope
Surcharge_R1.xmcdz
40
Shoring Design Group
7727 Caminito Liliana
San Diego, CA 92129
Aviara Apartments East
Eng: RPR Sheet____of____
Date: October 25, 2022
Vertical Embedment Depth
Axial Resistance
qa 0 psf= Allowable soldier beam tip end bearing pressure
fs 600 psf= Allowable soldier skin friction
Pr 0 kip= Applied axial load per beam
p'π diaPile "Concrete Embed"=if
2 bf dotherwise
= Applied axial load per beam
Allowable Axial Resistance
Qy( ) p' fsyπ dia2qa
4 Pile "Concrete Embed"=if
bf dqaotherwise
Dv ε 0 ft
τ Q ε()
εε0.10 ft
τ Pr Q ε()
τ 0while
εreturn
Dv 0 ft
Dh 18 ft
Selected Toe Depth Dtoe if Dh DvDhDv()
Dtoe 18 ft
Maximum Deflection
L' H
D
4= Effective length about pile rotation
Δ
xt
EIx0
L'
yyM'y()dΔ 0.88 in
Cantilever H = 11', bm 4 (T) with Slope
Surcharge_R1.xmcdz
41
Shoring Design Group
7727 Caminito Liliana
San Diego, CA 92129
Aviara Apartments East
Eng: RPR Sheet____of____
Date: October 25, 2022
Design Summary:Sb_No "4"
Beam "W18 x 50"
H 11ft= Soldier beam retained height
Dtoe 18 ft= Minimum soldier beam embedment
H Dtoe29ft= Total length of soldier beam
xt 8 ft= Tributary width of soldier beam
dia 24 in= Soldier beam shaft diameter
Δ 0.88 in= Maximum soldier beam deflection
Cantilever H = 11', bm 4 (T) with Slope
Surcharge_R1.xmcdz
42
Section 7
Shoring Design Group
7727 Caminito Liliana
San Diego, CA 92129
Aviara Apartments East
Eng: RPR Sheet____of____
Date: October 25, 2022
Cantileverd Soldier Beam Design
Sb_No "5-6"
Soldier Beam Attributes & Properties
Temporary Design Case
H 12 ft= Soldier beam retained height
x 2
Hs 3 ft--->= Height of retained slope (As applicable)
y 1
xt 8 ft= Tributary width of soldier beam
dia 30 in= Soldier beam shaft diameter
de' dia= Effective soldier beam diameter below subgrade
dt 2 H= Assumed soldier beam embedment depth (Initial Guess)
w_table H 12.5 ft= Depth below top of wall to design ground water table
1000 100
20
10
0
10
20
Shoring Design Section
Depth (ft) ASTM A992 (Grade 50)
E 29000 ksi
Fy 50 ksi
ASCE 7.2.4.1 (2)
D + H + L
Lateral Embedment Safety Factor
FSd 1.30
Cantilever H = 12', bm 5-6 (T)_R1.xmcdz
43
Shoring Design Group
7727 Caminito Liliana
San Diego, CA 92129
Aviara Apartments East
Eng: RPR Sheet____of____
Date: October 25, 2022
Soil Parameters
Pa 60 pcf= Active earth pressure with 2-1 slope
Pp 350 pcf= Passive earth pressure (Temporary condition)
Pmax "n/a"= Maximum passive earth pressure ("n/a" = not applicable)
dz 0 in= Overburden depth at subgrade
Pps Pp dz= Passive pressure offset at subgrade
ϕ 29 deg= Internal soil friction angle below subgrade
be 0.08 deg 1ϕde'= Effective soldier beam width below subgrade
a_ratio min
be
xt
1
= Soldier beam arching ratio
qa 0 psf= Allowable soldier beam tip end bearing pressure
fs 600 psf= Allowable soldier skin friction
γs 125 pcf= Soil unit weight
Bouyant Soil Properties (As applicable)
γw 62.4 pcf= Unit weight of water
Pp' Pp w_table "n/a"=if
Pp
γs
γs γwotherwise
Submereged Pressures
(As Applicable)
Pp'175 pcfPa' Pa w_table "n/a"=if
Pa
γs
γs γwotherwise
Pa'30 pcf
Cantilever H = 12', bm 5-6 (T)_R1.xmcdz
44
Shoring Design Group
7727 Caminito Liliana
San Diego, CA 92129
Aviara Apartments East
Eng: RPR Sheet____of____
Date: October 25, 2022
Lateral Live Load Surcharge
Uniform Loading
Full 0 psf= Uniform loading full soldier beam height
Partial 0 psf= Uniform loading partial soldier beam height
Hpar 0 ft= Height of partial uniform surcharge loading
Ps y( ) Full Partial0 ftyHparif
Full Hpar yHif
0 psfotherwise
Uniform surcharge profile per depth
Eccentric/Conncentric Axial & Lateral Point Loading
Pr 0 kip= Applied axial load per beam
e 0 in= Eccentricity of applied compressive load
Me Pr e
xt
= Eccentric bending moment
Ph 0 lb= lateral pont load at depth "zh"
zh 0 ft= Distance to lateral point load from top of wall
Seismic Lateral Load (Monobe-Okobe, Not Applicable)
EFP 0 pcf= Seismic force equivalent fluid pressure
Es EFP H= Maximum seismic force pressure
Eq y() Es
Es
H yyHif
0 psfotherwise
= Maximum seismic force pressure
Cantilever H = 12', bm 5-6 (T)_R1.xmcdz
45
Shoring Design Group
7727 Caminito Liliana
San Diego, CA 92129
Aviara Apartments East
Eng: RPR Sheet____of____
Date: October 25, 2022
Boussinesq Lateral Surcharge Load
Q 0 plf= Surcharge load of continous footing
z'0 ft= Depth below adjacent grade to application of surcharge load
x1 0 in= Distance of line load from back face of wall
Surcharge Coefficients ny()yz'
Hmx1H 1
Boussinesq Equation
Pb y()0 psf0 ftyz'if
if m 0.40Q
H
0.20ny()
0.16 ny()()221.28Q
H
m2 ny()
m2 ny()()22
z' yHif
0 psfotherwise
10.50 0.5 10
5
10
Lateral Surcharge Loading
Pressure (psf)Depth (ft) Maximum Boussinesq Pressure
Δy 5 ft
Given
Δy
Pb Δy()d
d
0 psf=
Pb Find Δy()()0 psf
0
H
yPb y()
d 0 klf
Cantilever H = 12', bm 5-6 (T)_R1.xmcdz
46
Shoring Design Group
7727 Caminito Liliana
San Diego, CA 92129
Aviara Apartments East
Eng: RPR Sheet____of____
Date: October 25, 2022
Resolve Forces Acting on Beam
(Assume trial values)
z 6 ftDdt
PA H()720 psf
a_ratio PA H()522 psf
O 2.1ft
Given
Summation of Lateral Forces
PJ HD()z
PE HDz()
mE zD()
2 0
PE HDz()
mE zD()
yPEHDz()mEzD()y
d
HO
HDz
yPEy()
d
H
HO
yPEy()
d
0
H
yPAy()
d
0
HD
yPs y()
d
0
HD
yPb y()
d
0
H
yEq y()
dPh
xt
0=
Summation of Moments
PJ HD()z
PE HDz()
mE zD()
2
6 0
PE HDz()
mE zD()
yPEHDz()mEzD()yzy()
d
HO
HDz
yPEy() H Dy()
d
H
HO
yPEy() H Dy()
d
0
H
yPAy() H Dy()
dMe
0
HD
yPs y() H Dy()
d
0
H
yEq y() H Dy()
d
0
HD
yPb y() H Dy()
dPh
xt
HDzh()
0=
z 0z
D
Find z D()z 4.1ft
D 16.5 ft
Cantilever H = 12', bm 5-6 (T)_R1.xmcdz
47
Shoring Design Group
7727 Caminito Liliana
San Diego, CA 92129
Aviara Apartments East
Eng: RPR Sheet____of____
Date: October 25, 2022
410321030 210341036103
0
10
0
Soldier Beam Pressure
Pressure (psf)Depth (ft) Soil Pressures
PA H()720 psf
PD HD()5070.5psf
PE HD()3154.1psf
PK HD()9270.5 psf
PJ HD()6721.1 psf
151050 5
0
10
0
Shear/ft width
Shear (klf)Depth (ft)Distance to zero shear
(From top of Pile)
ε aH
ε Va()
aa0.10 ft
ε Va()
ε 0while
areturn
ε 20.3 ft
Cantilever H = 12', bm 5-6 (T)_R1.xmcdz
48
Shoring Design Group
7727 Caminito Liliana
San Diego, CA 92129
Aviara Apartments East
Eng: RPR Sheet____of____
Date: October 25, 2022
Determine Minimum Pile Size
My()
0
y
yVy()
dMeMmax M ε()xtMmax 375.5 kip ft
AISC Steel Construction Manual 13th Edition
Ω 1.67= Allowable strength reduction factor AISC E1 & F1
Δσ 1.33= Steel overstress for temporary loading
Fb Fy Δσ
Ω
= Allowable bending stress
Required Section Modulus:
Zr
Mmax
FbFlexural Yielding, Lb <
Lr
Zr 113.2 in3
Beam "W18 x 65"
Fb 39.8 ksi
A 19.1 in2bf 7.6 inK 1Lu H Pile "Concrete Embed"=if
ε otherwise
d 18.4 intf 0.8 inZx 133 in3
tw 0.5 inrx 7.5 inIx 1070 in4Fe π2 E
KLu
rx
2
Axial Stresses λ Fy
Fe
Fcr 0.658λ FyKLu
rx
4.71 E
Fyif
0.877 Fe( ) otherwise
= Nominal compressive stress - AISC E.3-2 & E3-3
= Allowable concentric force - AISC E.3-1Pc
Fcr A
Ω
Ma Zx Fb= Allowable bending moment - AISC F.2-1
Ma 441.3 kip ftInteraction Pr
Pc
8
9
Mmax
Ma
Pr
Pc 0.20if
Pr
2 Pc
Mmax
Ma
otherwise
= AISC H1-1a & H1-1b
Mmax 375.5 kip ftInteraction 0.85
Cantilever H = 12', bm 5-6 (T)_R1.xmcdz
49
Shoring Design Group
7727 Caminito Liliana
San Diego, CA 92129
Aviara Apartments East
Eng: RPR Sheet____of____
Date: October 25, 2022
Global Stability
FSd 1.3= Minimum embedment depth factor of safety
Embedment depth increase for min. FS
Dh Ceil D ft()1 ft
Slidding Forces:
Fs V H O()
O2
HDh
xPnx()
d
Resisting Forces:
Fs 15 klf
FR
HO
O2
xPnx()
d
FR 19.2klf
Overturning Moments:
Mo
0
H
yDh Hy()PAy()
d
0
H
yDh Hy( ) Ps y()d
0
H
yDh Hy( ) Pb y()d
0
H
Dh Hy()E
H
HO
yPEy()
dDhO
3
O2
HDh
yPny()
d
HDhO2
3MePh
xt
Dh Hzh()
Resisting Moments
Mo 114.3 kipMR
HO
O2
yHDhy()Pny()
d
MR 148.5kip
Factor of Safety:
Slidding if FSd
FR
Fs"Ok""No Good: Increase Dh"
Slidding "No Good: Increase Dh"FR
Fs 1.28
Overturning if FSd
MR
Mo
"Ok""No Good: Increase Dh"
Overturning "No Good: Increase Dh"MR
Mo
1.3
Cantilever H = 12', bm 5-6 (T)_R1.xmcdz
50
Shoring Design Group
7727 Caminito Liliana
San Diego, CA 92129
Aviara Apartments East
Eng: RPR Sheet____of____
Date: October 25, 2022
Vertical Embedment Depth
Axial Resistance
qa 0 psf= Allowable soldier beam tip end bearing pressure
fs 600 psf= Allowable soldier skin friction
Pr 0 kip= Applied axial load per beam
p'π diaPile "Concrete Embed"=if
2 bf dotherwise
= Applied axial load per beam
Allowable Axial Resistance
Qy( ) p' fsyπ dia2qa
4 Pile "Concrete Embed"=if
bf dqaotherwise
Dv ε 0 ft
τ Q ε()
εε0.10 ft
τ Pr Q ε()
τ 0while
εreturn
Dv 0 ft
Dh 18 ft
Selected Toe Depth Dtoe if Dh DvDhDv()
Dtoe 18 ft
Maximum Deflection
L' H
D
4= Effective length about pile rotation
Δ
xt
EIx0
L'
yyM'y()dΔ 0.93 in
Cantilever H = 12', bm 5-6 (T)_R1.xmcdz
51
Shoring Design Group
7727 Caminito Liliana
San Diego, CA 92129
Aviara Apartments East
Eng: RPR Sheet____of____
Date: October 25, 2022
Design Summary:Sb_No "5-6"
Beam "W18 x 65"
H 12ft= Soldier beam retained height
Dtoe 18 ft= Minimum soldier beam embedment
H Dtoe30ft= Total length of soldier beam
xt 8 ft= Tributary width of soldier beam
dia 30 in= Soldier beam shaft diameter
Δ 0.93 in= Maximum soldier beam deflection
Cantilever H = 12', bm 5-6 (T)_R1.xmcdz
52
Section 8
Shoring Design Group
7727 Caminito Liliana
San Diego, CA 92129
Aviara Apartments East
Eng: RPR Sheet____of____
Date: October 25, 2022
Cantileverd Soldier Beam Design
Sb_No "7"
Soldier Beam Attributes & Properties
Temporary Design Case
H 13 ft= Soldier beam retained height
x 0
Hs 0 ft--->= Height of retained slope (As applicable)
y 0
xt 8 ft= Tributary width of soldier beam
dia 30 in= Soldier beam shaft diameter
de' dia= Effective soldier beam diameter below subgrade
dt 2 H= Assumed soldier beam embedment depth (Initial Guess)
w_table H 13.5 ft= Depth below top of wall to design ground water table
1000 100
20
10
0
10
Shoring Design Section
Depth (ft) ASTM A992 (Grade 50)
E 29000 ksi
Fy 50 ksi
ASCE 7.2.4.1 (2)
D + H + L
Lateral Embedment Safety Factor
FSd 1.30
Cantilever H = 13', bm 7 (T)_R1.xmcdz
53
Shoring Design Group
7727 Caminito Liliana
San Diego, CA 92129
Aviara Apartments East
Eng: RPR Sheet____of____
Date: October 25, 2022
Soil Parameters
Pa 45 pcf= Active earth pressure
Pp 350 pcf= Passive earth pressure (Temporary condition)
Pmax "n/a"= Maximum passive earth pressure ("n/a" = not applicable)
dz 0 in= Overburden depth at subgrade
Pps Pp dz= Passive pressure offset at subgrade
ϕ 29 deg= Internal soil friction angle below subgrade
be 0.08 deg 1ϕde'= Effective soldier beam width below subgrade
a_ratio min
be
xt
1
= Soldier beam arching ratio
qa 0 psf= Allowable soldier beam tip end bearing pressure
fs 600 psf= Allowable soldier skin friction
γs 125 pcf= Soil unit weight
Bouyant Soil Properties (As applicable)
γw 62.4 pcf= Unit weight of water
Pp' Pp w_table "n/a"=if
Pp
γs
γs γwotherwise
Submereged Pressures
(As Applicable)
Pp'175 pcfPa' Pa w_table "n/a"=if
Pa
γs
γs γwotherwise
Pa'22.5 pcf
Cantilever H = 13', bm 7 (T)_R1.xmcdz
54
Shoring Design Group
7727 Caminito Liliana
San Diego, CA 92129
Aviara Apartments East
Eng: RPR Sheet____of____
Date: October 25, 2022
Lateral Live Load Surcharge
Uniform Loading
Full 0 psf= Uniform loading full soldier beam height
Partial 72 psf= Uniform loading partial soldier beam height
Hpar 10 ft= Height of partial uniform surcharge loading
Ps y( ) Full Partial0 ftyHparif
Full Hpar yHif
0 psfotherwise
Uniform surcharge profile per depth
Eccentric/Conncentric Axial & Lateral Point Loading
Pr 0 kip= Applied axial load per beam
e 0 in= Eccentricity of applied compressive load
Me Pr e
xt
= Eccentric bending moment
Ph 0 lb= lateral pont load at depth "zh"
zh 0 ft= Distance to lateral point load from top of wall
Seismic Lateral Load (Monobe-Okobe, Not Applicable)
EFP 0 pcf= Seismic force equivalent fluid pressure
Es EFP H= Maximum seismic force pressure
Eq y() Es
Es
H yyHif
0 psfotherwise
= Maximum seismic force pressure
Cantilever H = 13', bm 7 (T)_R1.xmcdz
55
Shoring Design Group
7727 Caminito Liliana
San Diego, CA 92129
Aviara Apartments East
Eng: RPR Sheet____of____
Date: October 25, 2022
Boussinesq Lateral Surcharge Load
Q 0 plf= Surcharge load of continous footing
z'0 ft= Depth below adjacent grade to application of surcharge load
x1 0 in= Distance of line load from back face of wall
Surcharge Coefficients ny()yz'
Hmx1H 1
Boussinesq Equation
Pb y()0 psf0 ftyz'if
if m 0.40Q
H
0.20ny()
0.16 ny()()221.28Q
H
m2 ny()
m2 ny()()22
z' yHif
0 psfotherwise
0 20 40 60 800
5
10
Lateral Surcharge Loading
Pressure (psf)Depth (ft) Maximum Boussinesq Pressure
Δy 5 ft
Given
Δy
Pb Δy()d
d
0 psf=
Pb Find Δy()()0 psf
0
H
yPb y()
d 0 klf
Cantilever H = 13', bm 7 (T)_R1.xmcdz
56
Shoring Design Group
7727 Caminito Liliana
San Diego, CA 92129
Aviara Apartments East
Eng: RPR Sheet____of____
Date: October 25, 2022
Resolve Forces Acting on Beam
(Assume trial values)
z 6 ftDdt
PA H()585 psf
a_ratio PA H()424.1 psf
O 1.7ft
Given
Summation of Lateral Forces
PJ HD()z
PE HDz()
mE zD()
2 0
PE HDz()
mE zD()
yPEHDz()mEzD()y
d
HO
HDz
yPEy()
d
H
HO
yPEy()
d
0
H
yPAy()
d
0
HD
yPs y()
d
0
HD
yPb y()
d
0
H
yEq y()
dPh
xt
0=
Summation of Moments
PJ HD()z
PE HDz()
mE zD()
2
6 0
PE HDz()
mE zD()
yPEHDz()mEzD()yzy()
d
HO
HDz
yPEy() H Dy()
d
H
HO
yPEy() H Dy()
d
0
H
yPAy() H Dy()
dMe
0
HD
yPs y() H Dy()
d
0
H
yEq y() H Dy()
d
0
HD
yPb y() H Dy()
dPh
xt
HDzh()
0=
z 0z
D
Find z D()z 4.1ft
D 16.3 ft
Cantilever H = 13', bm 7 (T)_R1.xmcdz
57
Shoring Design Group
7727 Caminito Liliana
San Diego, CA 92129
Aviara Apartments East
Eng: RPR Sheet____of____
Date: October 25, 2022
410321030 210341036103
0
10
0
Soldier Beam Pressure
Pressure (psf)Depth (ft) Soil Pressures
PA H()585 psf
PD HD()5212.9psf
PE HD()3355.2psf
PK HD()9762.9 psf
PJ HD()7078.1 psf
151050 5
0
10
0
Shear/ft width
Shear (klf)Depth (ft)Distance to zero shear
(From top of Pile)
ε aH
ε Va()
aa0.10 ft
ε Va()
ε 0while
areturn
ε 20.9 ft
Cantilever H = 13', bm 7 (T)_R1.xmcdz
58
Shoring Design Group
7727 Caminito Liliana
San Diego, CA 92129
Aviara Apartments East
Eng: RPR Sheet____of____
Date: October 25, 2022
Determine Minimum Pile Size
My()
0
y
yVy()
dMeMmax M ε()xtMmax 402.8 kip ft
AISC Steel Construction Manual 13th Edition
Ω 1.67= Allowable strength reduction factor AISC E1 & F1
Δσ 1= Steel overstress for temporary loading
Fb Fy Δσ
Ω
= Allowable bending stress
Required Section Modulus:
Zr
Mmax
FbFlexural Yielding, Lb <
Lr
Zr 161.4 in3
Beam "W18 x 76"
Fb 29.9 ksi
A 22.3 in2bf 11 inK 1Lu H Pile "Concrete Embed"=if
ε otherwise
d 18.2 intf 0.7 inZx 163 in3
tw 0.4 inrx 7.7 inIx 1330 in4Fe π2 E
KLu
rx
2
Axial Stresses λ Fy
Fe
Fcr 0.658λ FyKLu
rx
4.71 E
Fyif
0.877 Fe( ) otherwise
= Nominal compressive stress - AISC E.3-2 & E3-3
= Allowable concentric force - AISC E.3-1Pc
Fcr A
Ω
Ma Zx Fb= Allowable bending moment - AISC F.2-1
Ma 406.7 kip ftInteraction Pr
Pc
8
9
Mmax
Ma
Pr
Pc 0.20if
Pr
2 Pc
Mmax
Ma
otherwise
= AISC H1-1a & H1-1b
Mmax 402.8 kip ftInteraction 0.99
Cantilever H = 13', bm 7 (T)_R1.xmcdz
59
Shoring Design Group
7727 Caminito Liliana
San Diego, CA 92129
Aviara Apartments East
Eng: RPR Sheet____of____
Date: October 25, 2022
Global Stability
FSd 1.3= Minimum embedment depth factor of safety
Embedment depth increase for min. FS
Dh Ceil D ft()2 ft
Slidding Forces:
Fs V H O()
O2
HDh
xPnx()
d
Resisting Forces:
Fs 15.6 klf
FR
HO
O2
xPnx()
d
FR 24klf
Overturning Moments:
Mo
0
H
yDh Hy()PAy()
d
0
H
yDh Hy( ) Ps y()d
0
H
yDh Hy( ) Pb y()d
0
H
Dh Hy()E
H
HO
yPEy()
dDhO
3
O2
HDh
yPny()
d
HDhO2
3MePh
xt
Dh Hzh()
Resisting Moments
Mo 125 kipMR
HO
O2
yHDhy()Pny()
d
MR 195.4kip
Factor of Safety:
Slidding if FSd
FR
Fs"Ok""No Good: Increase Dh"
Slidding "Ok"FR
Fs 1.54
Overturning if FSd
MR
Mo
"Ok""No Good: Increase Dh"
Overturning "Ok"MR
Mo
1.56
Cantilever H = 13', bm 7 (T)_R1.xmcdz
60
Shoring Design Group
7727 Caminito Liliana
San Diego, CA 92129
Aviara Apartments East
Eng: RPR Sheet____of____
Date: October 25, 2022
Vertical Embedment Depth
Axial Resistance
qa 0 psf= Allowable soldier beam tip end bearing pressure
fs 600 psf= Allowable soldier skin friction
Pr 0 kip= Applied axial load per beam
p'π diaPile "Concrete Embed"=if
2 bf dotherwise
= Applied axial load per beam
Allowable Axial Resistance
Qy( ) p' fsyπ dia2qa
4 Pile "Concrete Embed"=if
bf dqaotherwise
Dv ε 0 ft
τ Q ε()
εε0.10 ft
τ Pr Q ε()
τ 0while
εreturn
Dv 0 ft
Dh 19 ft
Selected Toe Depth Dtoe if Dh DvDhDv()
Dtoe 19 ft
Maximum Deflection
L' H
D
4= Effective length about pile rotation
Δ
xt
EIx0
L'
yyM'y()dΔ 1 in
Cantilever H = 13', bm 7 (T)_R1.xmcdz
61
Shoring Design Group
7727 Caminito Liliana
San Diego, CA 92129
Aviara Apartments East
Eng: RPR Sheet____of____
Date: October 25, 2022
Design Summary:Sb_No "7"
Beam "W18 x 76"
H 13ft= Soldier beam retained height
Dtoe 19 ft= Minimum soldier beam embedment
H Dtoe32ft= Total length of soldier beam
xt 8 ft= Tributary width of soldier beam
dia 30 in= Soldier beam shaft diameter
Δ 1 in= Maximum soldier beam deflection
Cantilever H = 13', bm 7 (T)_R1.xmcdz
62
Section 9
Shoring Design Group
7727 Caminito Liliana
San Diego, CA 92129
Aviara Apartments East
Eng: RPR Sheet____of____
Date: October 25, 2022
Cantileverd Soldier Beam Design
Sb_No "8-13"
Soldier Beam Attributes & Properties
Temporary Design Case
H 12 ft= Maximum Soldier beam retained height
x 0
Hs 0 ft--->= Height of retained slope (As applicable)
y 0
xt 8 ft= Tributary width of soldier beam
dia 30 in= Soldier beam shaft diameter
de' dia= Effective soldier beam diameter below subgrade
dt 2 H= Assumed soldier beam embedment depth (Initial Guess)
w_table H 14.5 ft= Depth below top of wall to design ground water table
1000 100
20
10
0
10
Shoring Design Section
Depth (ft) ASTM A992 (Grade 50)
E 29000 ksi
Fy 50 ksi
ASCE 7.2.4.1 (2)
D + H + L
Lateral Embedment Safety Factor
FSd 1.30
Cantilever H = 12', bm 8-13 (T)
_R1.xmcdz
63
Shoring Design Group
7727 Caminito Liliana
San Diego, CA 92129
Aviara Apartments East
Eng: RPR Sheet____of____
Date: October 25, 2022
Soil Parameters
Pa 45 pcf= Active earth pressure
Pp 350 pcf= Passive earth pressure (Temporary condition)
Pmax "n/a"= Maximum passive earth pressure ("n/a" = not applicable)
dz 18 in= Overburden depth at subgrade
Pps Pp dz= Passive pressure offset at subgrade
ϕ 29 deg= Internal soil friction angle below subgrade
be 0.08 deg 1ϕde'= Effective soldier beam width below subgrade
a_ratio min
be
xt
1
= Soldier beam arching ratio
qa 0 psf= Allowable soldier beam tip end bearing pressure
fs 600 psf= Allowable soldier skin friction
γs 125 pcf= Soil unit weight
Bouyant Soil Properties (As applicable)
γw 62.4 pcf= Unit weight of water
Pp' Pp w_table "n/a"=if
Pp
γs
γs γwotherwise
Submereged Pressures
(As Applicable)
Pp'175 pcfPa' Pa w_table "n/a"=if
Pa
γs
γs γwotherwise
Pa'22.5 pcf
Cantilever H = 12', bm 8-13 (T)
_R1.xmcdz
64
Shoring Design Group
7727 Caminito Liliana
San Diego, CA 92129
Aviara Apartments East
Eng: RPR Sheet____of____
Date: October 25, 2022
Lateral Live Load Surcharge
Uniform Loading
Full 0 psf= Uniform loading full soldier beam height
Partial 72 psf= Uniform loading partial soldier beam height
Hpar 10 ft= Height of partial uniform surcharge loading
Ps y( ) Full Partial0 ftyHparif
Full Hpar yHif
0 psfotherwise
Uniform surcharge profile per depth
Eccentric/Conncentric Axial & Lateral Point Loading
Pr 0 kip= Applied axial load per beam
e 0 in= Eccentricity of applied compressive load
Me Pr e
xt
= Eccentric bending moment
Ph 0 lb= lateral pont load at depth "zh"
zh 0 ft= Distance to lateral point load from top of wall
Seismic Lateral Load (Monobe-Okobe, Not Applicable)
EFP 0 pcf= Seismic force equivalent fluid pressure
Es EFP H= Maximum seismic force pressure
Eq y() Es
Es
H yyHif
0 psfotherwise
= Maximum seismic force pressure
Cantilever H = 12', bm 8-13 (T)
_R1.xmcdz
65
Shoring Design Group
7727 Caminito Liliana
San Diego, CA 92129
Aviara Apartments East
Eng: RPR Sheet____of____
Date: October 25, 2022
Boussinesq Lateral Surcharge Load
Q 0 plf= Surcharge load of continous footing
z'0 ft= Depth below adjacent grade to application of surcharge load
x1 0 in= Distance of line load from back face of wall
Surcharge Coefficients ny()yz'
Hmx1H 1
Boussinesq Equation
Pb y()0 psf0 ftyz'if
if m 0.40Q
H
0.20ny()
0.16 ny()()221.28Q
H
m2 ny()
m2 ny()()22
z' yHif
0 psfotherwise
0 20 40 60 800
5
10
Lateral Surcharge Loading
Pressure (psf)Depth (ft) Maximum Boussinesq Pressure
Δy 5 ft
Given
Δy
Pb Δy()d
d
0 psf=
Pb Find Δy()()0 psf
0
H
yPb y()
d 0 klf
Cantilever H = 12', bm 8-13 (T)
_R1.xmcdz
66
Shoring Design Group
7727 Caminito Liliana
San Diego, CA 92129
Aviara Apartments East
Eng: RPR Sheet____of____
Date: October 25, 2022
Resolve Forces Acting on Beam
(Assume trial values)
z 6 ftDdt
PA H()540 psf
a_ratio PA H()391.5 psf
O 0.1ft
Given
Summation of Lateral Forces
PJ HD()z
PE HDz()
mE zD()
2 0
PE HDz()
mE zD()
yPEHDz()mEzD()y
d
HO
HDz
yPEy()
d
H
HO
yPEy()
d
0
H
yPAy()
d
0
HD
yPs y()
d
0
HD
yPb y()
d
0
H
yEq y()
dPh
xt
0=
Summation of Moments
PJ HD()z
PE HDz()
mE zD()
2
6 0
PE HDz()
mE zD()
yPEHDz()mEzD()yzy()
d
HO
HDz
yPEy() H Dy()
d
H
HO
yPEy() H Dy()
d
0
H
yPAy() H Dy()
dMe
0
HD
yPs y() H Dy()
d
0
H
yEq y() H Dy()
d
0
HD
yPb y() H Dy()
dPh
xt
HDzh()
0=
z 0z
D
Find z D()z 3.5ft
D 12.8 ft
Cantilever H = 12', bm 8-13 (T)
_R1.xmcdz
67
Shoring Design Group
7727 Caminito Liliana
San Diego, CA 92129
Aviara Apartments East
Eng: RPR Sheet____of____
Date: October 25, 2022
410321030 210341036103
0
10
0
Soldier Beam Pressure
Pressure (psf)Depth (ft) Soil Pressures
PA H()540 psf
PD HD()5017.6psf
PE HD()3246.3psf
PK HD()8692.6 psf
PJ HD()6302.1 psf
1050 5
0
10
0
Shear/ft width
Shear (klf)Depth (ft)Distance to zero shear
(From top of Pile)
ε aH
ε Va()
aa0.10 ft
ε Va()
ε 0while
areturn
ε 17.7 ft
Cantilever H = 12', bm 8-13 (T)
_R1.xmcdz
68
Shoring Design Group
7727 Caminito Liliana
San Diego, CA 92129
Aviara Apartments East
Eng: RPR Sheet____of____
Date: October 25, 2022
Determine Minimum Pile Size
My()
0
y
yVy()
dMeMmax M ε()xtMmax 263.3 kip ft
AISC Steel Construction Manual 13th Edition
Ω 1.67= Allowable strength reduction factor AISC E1 & F1
Δσ 1.33= Steel overstress for temporary loading
Fb Fy Δσ
Ω
= Allowable bending stress
Required Section Modulus:
Zr
Mmax
FbFlexural Yielding, Lb <
Lr
Zr 79.4 in3
Beam "W14 x 74"
Fb 39.8 ksi
A 21.8 in2bf 10.1 inK 1Lu H Pile "Concrete Embed"=if
ε otherwise
d 14.2 intf 0.8 inZx 126 in3
tw 0.5 inrx 6 inIx 795 in4Fe π2 E
KLu
rx
2
Axial Stresses λ Fy
Fe
Fcr 0.658λ FyKLu
rx
4.71 E
Fyif
0.877 Fe( ) otherwise
= Nominal compressive stress - AISC E.3-2 & E3-3
= Allowable concentric force - AISC E.3-1Pc
Fcr A
Ω
Ma Zx Fb= Allowable bending moment - AISC F.2-1
Ma 418.1 kip ftInteraction Pr
Pc
8
9
Mmax
Ma
Pr
Pc 0.20if
Pr
2 Pc
Mmax
Ma
otherwise
= AISC H1-1a & H1-1b
Mmax 263.3 kip ftInteraction 0.63
Cantilever H = 12', bm 8-13 (T)
_R1.xmcdz
69
Shoring Design Group
7727 Caminito Liliana
San Diego, CA 92129
Aviara Apartments East
Eng: RPR Sheet____of____
Date: October 25, 2022
Global Stability
FSd 1.3= Minimum embedment depth factor of safety
Embedment depth increase for min. FS
Dh Ceil D ft()5 ft
Slidding Forces:
Fs V H O()
O2
HDh
xPnx()
d
Resisting Forces:
Fs 12.3 klf
FR
HO
O2
xPnx()
d
FR 28.6klf
Overturning Moments:
Mo
0
H
yDh Hy()PAy()
d
0
H
yDh Hy( ) Ps y()d
0
H
yDh Hy( ) Pb y()d
0
H
Dh Hy()E
H
HO
yPEy()
dDhO
3
O2
HDh
yPny()
d
HDhO2
3MePh
xt
Dh Hzh()
Resisting Moments
Mo 95.7 kipMR
HO
O2
yHDhy()Pny()
d
MR 227.2kip
Factor of Safety:
Slidding if FSd
FR
Fs"Ok""No Good: Increase Dh"
Slidding "Ok"FR
Fs 2.33
Overturning if FSd
MR
Mo
"Ok""No Good: Increase Dh"
Overturning "Ok"MR
Mo
2.37
Cantilever H = 12', bm 8-13 (T)
_R1.xmcdz
70
Shoring Design Group
7727 Caminito Liliana
San Diego, CA 92129
Aviara Apartments East
Eng: RPR Sheet____of____
Date: October 25, 2022
Vertical Embedment Depth
Axial Resistance
qa 0 psf= Allowable soldier beam tip end bearing pressure
fs 600 psf= Allowable soldier skin friction
Pr 0 kip= Applied axial load per beam
p'π diaPile "Concrete Embed"=if
2 bf dotherwise
= Applied axial load per beam
Allowable Axial Resistance
Qy( ) p' fsyπ dia2qa
4 Pile "Concrete Embed"=if
bf dqaotherwise
Dv ε 0 ft
τ Q ε()
εε0.10 ft
τ Pr Q ε()
τ 0while
εreturn
Dv 0 ft
Dh 18 ft
Selected Toe Depth Dtoe if Dh DvDhDv()
Dtoe 18 ft
Maximum Deflection
L' H
D
4= Effective length about pile rotation
Δ
xt
EIx0
L'
yyM'y()dΔ 0.97 in
Cantilever H = 12', bm 8-13 (T)
_R1.xmcdz
71
Shoring Design Group
7727 Caminito Liliana
San Diego, CA 92129
Aviara Apartments East
Eng: RPR Sheet____of____
Date: October 25, 2022
Design Summary:Sb_No "8-13"
Beam "W14 x 74"
H 12ft= Soldier beam retained height
Dtoe 18 ft= Minimum soldier beam embedment
H Dtoe30ft= Total length of soldier beam
xt 8 ft= Tributary width of soldier beam
dia 30 in= Soldier beam shaft diameter
Δ 0.97 in= Maximum soldier beam deflection
Cantilever H = 12', bm 8-13 (T)
_R1.xmcdz
72
Section 10
Shoring Design Group
7727 Caminito Liliana
San Diego, CA 92129
Aviara Apartments East
Eng: RPR Sheet____of____
Date: 10/26/2022
Cantileverd Soldier Beam Design
Sb_No "8-13"
Soldier Beam Attributes & Properties
Permanent Design Case
H 10 ft= Soldier beam retained height
x 0
Hs 0 ft--->= Height of retained slope (As applicable)
y 0
xt 8 ft= Tributary width of soldier beam
dia 30 in= Soldier beam shaft diameter
de' dia= Effective soldier beam diameter below subgrade
dt 2 H= Assumed soldier beam embedment depth (Initial Guess)
w_table H 14.5 ft= Depth below top of wall to design ground water table
500 5020
10
0
10
Shoring Design Section 2019 CBC 1605A.3.1 Load Cases:
D + H + L - (Eqn. 16A-9)
D + H + 0.7E - (Eqn. 16A-12)
D + H + 0.75(0.7E) + 0.75L (16A-14)
Lateral Embedment Safety Factor
FSd 1.50= Static Case
FS'd 1.13= Seismic Case
Cantilever H = 10' sb 8-13 (P)_R1.xmcdz
73
Shoring Design Group
7727 Caminito Liliana
San Diego, CA 92129
Aviara Apartments East
Eng: RPR Sheet____of____
Date: 10/26/2022
Soil Parameters
Pa 45 pcf= Active earth pressure
Pp 250 pcf= Passive earth pressure (Permanent condition)
dz 12 in= Overburden depth at subgrade
Pmax "n/a"= Maximum passive earth pressure ("n/a" = not applicable)
σ'133%= Passive pressure short term increase for seismic loading
Pps Pp dz= Passive pressure offset at subgrade
ϕ 29 deg= Internal soil friction angle below subgrade
be 0.08 deg 1ϕde'= Effective soldier beam width below subgrade
a_ratio min
be
xt
1
= Soldier beam arching ratio
qa 0 psf= Allowable soldier beam tip end bearing pressure
fs 600 psf= Allowable soldier skin friction
Bouyant Soil Properties (As applicable)
γw 62.4 pcf= Unit weight of water
Pp' Pp w_table "n/a"=if
Pp
γs
γs γwotherwise
Submereged Pressures
(As Applicable)
Pp'125 pcfPa' Pa w_table "n/a"=if
Pa
γs
γs γwotherwise
Pa'22.5 pcf
Cantilever H = 10' sb 8-13 (P)_R1.xmcdz
74
Shoring Design Group
7727 Caminito Liliana
San Diego, CA 92129
Aviara Apartments East
Eng: RPR Sheet____of____
Date: 10/26/2022
Lateral Live Load Surcharge
Uniform Loading
Full 72 psf= Uniform loading full soldier beam height
Partial 0 psf= Uniform loading partial soldier beam height
Hpar 0 ft= Height of partial uniform surcharge loading
Ps y( ) Full Partial0 ftyHparif
Full Hpar yHif
0 psfotherwise
Uniform surcharge profile per depth
Eccentric/Conncentric Axial & Lateral Point Loading
Pr 0 kip= Applied axial load per beam
e 0 in= Eccentricity of applied compressive load
Me Pr e
xt
= Eccentric bending moment
Ph 0 lb= lateral pont load at depth "zh"
zh 0 ft= Distance to lateral point load from top of wall
Seismic Lateral Load
EFP 15 pcf= Seismic force equivalent fluid pressure
Es EFP H= Maximum seismic force pressure
Eq y( ) EFP yyHif
0 psfotherwise
= Maximum seismic force pressure
Cantilever H = 10' sb 8-13 (P)_R1.xmcdz
75
Shoring Design Group
7727 Caminito Liliana
San Diego, CA 92129
Aviara Apartments East
Eng: RPR Sheet____of____
Date: 10/26/2022
Boussinesq Lateral Surcharge Load
Q 0 plf= Surcharge load of continous footing
z'0 ft= Depth below adjacent grade to application of surcharge load
x1 0 in= Distance of line load from back face of wall
Surcharge Coefficients ny()yz'
Hmx1H 1
Boussinesq Equation
Pb y()0 psf0 ftyz'if
if m 0.40Q
H
0.20ny()
0.16 ny()()221.28Q
H
m2 ny()
m2 ny()()22
z' yHif
0 psfotherwise
0 50 100 1500
5
10
Lateral Surcharge Loading
Pressure (psf)Depth (ft) Maximum Boussinesq Pressure
Δy 5 ft
Given
Δy
Pb Δy()d
d
0 psf=
Pb Find Δy()()0 psf
0
H
yPb y()
d 0 klf
Cantilever H = 10' sb 8-13 (P)_R1.xmcdz
76
Shoring Design Group
7727 Caminito Liliana
San Diego, CA 92129
Aviara Apartments East
Eng: RPR Sheet____of____
Date: 10/26/2022
Resolve Forces Acting on Beam
(Assume trial values)
Summation of Lateral Forces
PJ HD()z
PE HDz()
mE zD()
2 0
PE HDz()
mE zD()
yPEHDz()mEzD()y
d
HO
HDz
yPEy()
d
H
HO
yPEy()
d
0
H
yPAy()
d
0
HD
yPs y()
d
0
HD
yPb y()
d
0
H
yEq y()
dPh
xt
0=
Summation of Moments
PJ HD()z
PE HDz()
mE zD()
2
6 0
PE HDz()
mE zD()
yPEHDz()mEzD()yzy()
d
HO
HDz
yPEy() H Dy()
d
H
HO
yPEy() H Dy()
d
0
H
yPAy() H Dy()
dMe
0
HD
yPs y() H Dy()
d
0
H
yEq y() H Dy()
d
0
HD
yPb y() H Dy()
dPh
xt
HDzh()
=
z 0
MOMENT FORCE EQUILLIBRIUM
D + H + L - (Eqn. 16A-9)
D
15.2
12.26
12.99
ftz
3.9
3.2
3.4
ftD + H + 0.7E - (Eqn. 16A-12)
max D()15.2 ft
D + H + 0.75(0.7E) + 0.75L (16A-14)
Cantilever H = 10' sb 8-13 (P)_R1.xmcdz
77
Shoring Design Group
7727 Caminito Liliana
San Diego, CA 92129
Aviara Apartments East
Eng: RPR Sheet____of____
Date: 10/26/2022
21030 21034103
0
10
0
Soldier Beam Pressure
Pressure (psf)Depth (ft) Soil Pressures
PA H()450.4 psf
PD HD15268.1psf
PE HD13112.3psf
PK HD18381.3 psf
PJ HD15785 psf
1050 5
0
10
0
Shear/ft width
Shear (klf)Depth (ft)Distance to zero shear
(From top of Pile)
ε aH
ε Va()
aa0.10 ft
ε Va()
ε 0while
areturn
ε 16.1 ft
Cantilever H = 10' sb 8-13 (P)_R1.xmcdz
78
Shoring Design Group
7727 Caminito Liliana
San Diego, CA 92129
Aviara Apartments East
Eng: RPR Sheet____of____
Date: 10/26/2022
Determine Minimum Pile Size
M
215.1
175.5
208.7
ft kipMmax max M()Mmax 215.1 kip ft
AISC Steel Construction Manual 15th Edition
Ω 1.67= Allowable strength reduction factor AISC E1 & F1
Δσ 1= Steel overstress for temporary loading
Fb Fy Δσ
Ω
= Allowable bending stress
Required Section Modulus:
Zr
Mmax
FbFlexural Yielding, Lb <
Lr
Zr 86.2 in3
Beam "W14 x 74"
Fb 29.9 ksi
A 21.8 in2bf 10.1 inK 1Lu H Pile "Concrete Embed"=if
ε otherwise
d 14.2 intf 0.8 inZx 126 in3
tw 0.5 inrx 6 inIx 795 in4Fe π2 E
KLu
rx
2
Axial Stresses λ Fy
Fe
Fcr 0.658λ FyKLu
rx
4.71 E
Fyif
0.877 Fe( ) otherwise
= Nominal compressive stress - AISC E.3-2 & E3-3
= Allowable concentric force - AISC E.3-1Pc
Fcr A
Ω
Ma Zx Fb= Allowable bending moment - AISC F.2-1
Ma 314.4 kip ftInteraction Pr
Pc
8
9
Mmax
Ma
Pr
Pc 0.20if
Pr
2 Pc
Mmax
Ma
otherwise
= AISC H1-1a & H1-1b
Mmax 215.1 kip ftInteraction 0.68
Cantilever H = 10' sb 8-13 (P)_R1.xmcdz
79
Shoring Design Group
7727 Caminito Liliana
San Diego, CA 92129
Aviara Apartments East
Eng: RPR Sheet____of____
Date: 10/26/2022
Global Stability
FS'd 1.13= Minimum embedment depth factor of safety [Seismic Load Case]
Embedment depth increase for min. FS
Dh' Ceil max D2 D3ft1 ft
Slidding Forces:
Fs V H O2
η
H Dh'
xPnx()
d
Dh'14ft
Resisting Forces:Fs 10.1 klf
FR
HO2
η
xPnx()
dFR 12.2klf
Overturning Moments:
Mo
0
H
yDh' Hy()PAy()
d
0
H
yDh' Hy( ) Ps y()Ud
0
H
yDh' Hy( ) Pb y()d
0
H
Dh' H(
H
HO2
yPEy()
d Dh'
O2
3
η
H Dh'
yPny()
d H Dh'η
3MePh
xt
Dh' Hzh()
Resisting Moments
Mo 64.9 kipMR
HO2
η
yH Dh'y()Pny()
d
MR 79.2kip
Factor of Safety:
Slidding if FS'd
FR
Fs"Ok""No Good: Increase Dh"
Slidding "Ok"FR
Fs 1.21
Overturning if FS'd
MR
Mo
"Ok""No Good: Increase Dh"
Overturning "Ok"MR
Mo
1.22
Cantilever H = 10' sb 8-13 (P)_R1.xmcdz
80
Shoring Design Group
7727 Caminito Liliana
San Diego, CA 92129
Aviara Apartments East
Eng: RPR Sheet____of____
Date: 10/26/2022
Global Stability
FSd 1.5= Minimum embedment depth factor of safety [Eqn. 16A-9]
Embedment depth increase for min. FS
Dh Ceil D1 ft2 ft
Slidding Forces:
Fs V1 HO1
η
HDh
xPnx()
d
Dh 18 ft
Resisting Forces:Fs 9.5 klf
FR
HO1
η
xPnx()
dFR 14.4klf
Overturning Moments:
Mo
0
H
yDh Hy()PAy()d
0
H
yDh Hy( ) Ps y()d
0
H
yDh Hy( ) Pb y()d
H
HO1
yPEy()
dDh
O1
3
η
HDh
yPny()
d HDhη
3MePh
xt
Dh Hzh()
Resisting Moments
Mo 71.8 kipMR
HO1
η
yHDhy()Pny()
d
MR 113.6kip
Factor of Safety:
Slidding if FSd
FR
Fs"Ok""No Good: Increase Dh"
Slidding "Ok"FR
Fs 1.52
Overturning if FSd
MR
Mo
"Ok""No Good: Increase Dh"
Overturning "Ok"MR
Mo
1.58
Cantilever H = 10' sb 8-13 (P)_R1.xmcdz
81
Shoring Design Group
7727 Caminito Liliana
San Diego, CA 92129
Aviara Apartments East
Eng: RPR Sheet____of____
Date: 10/26/2022
Vertical Embedment Depth
Axial Resistance
qa 0 psf= Allowable soldier beam tip end bearing pressure
fs 600 psf= Allowable soldier skin friction
Pr 0 kip= Applied axial load per beam
p'π diaPile "Concrete Embed"=if
2 bf dotherwise
= Applied axial load per beam
Allowable Axial Resistance
Qy( ) p' fsyπ dia2qa
4 Pile "Concrete Embed"=if
bf dqaotherwise
Dv ε 0 ft
τ Q ε()
εε0.10 ft
τ Pr Q ε()
τ 0while
εreturn
Dv 0 ft
Dh 18 ft
Selected Toe Depth Dtoe if max Dh Dh'()Dvmax Dh Dh'()Dv()
Dtoe 18 ft
Maximum Deflection
L' H
D1
4= Effective length about pile rotation
Δ
xt
EIx0
L'
yyM'y()dΔ 0.61 in
Cantilever H = 10' sb 8-13 (P)_R1.xmcdz
82
Shoring Design Group
7727 Caminito Liliana
San Diego, CA 92129
Aviara Apartments East
Eng: RPR Sheet____of____
Date: 10/26/2022
Design Summary:
Beam "W14 x 74"Sb_No "8-13"
H 10ft= Soldier beam retained height
Dtoe 18 ft= Minimum soldier beam embedment
H Dtoe28ft= Total length of soldier beam
xt 8 ft= Tributary width of soldier beam
dia 30 in= Soldier beam shaft diameter
Δ 0.61 in= Maximum soldier beam deflection
Cantilever H = 10' sb 8-13 (P)_R1.xmcdz
83
Section 11
Shoring Design Group
7727 Caminito Liliana
San Diego, CA 92129
Aviara Apartments East
Eng: RPR Sheet____of____
Date: 10/26/2022
Timber Lagging Design
Lagging Geometry
Lagging "3x12, DF#2"
L 8 ft= Soldier beam center to center space
b 1 ft= Lagging width
shaft 24 in= Min. drill shaft backfill diameter
S L shaft= Lagging clear span
S 6 ft
Soil Parameters
ϕ 29 deg= Internal soil friction angle
c 100 psf= Soil cohesion (Conservative)
γ 125 pcf= Soil unit weight
ka tan 45 degϕ
2
2
= Active earth pressure coefficient
area π S2
8= Silo cross sectional area (See figure)
Lagging soil wedge functions
Wz( ) area γz= Columnar silo vertical surcharge pressure
fs z() kaγtan ϕ()zc= Soil column side friction
ka 0.35
w 0 psf= Additional wedge surcharge pressure
area 14.1ft2
Surcharge 72 psf= Lateral surcharge pressure
Timber Lagging Design.xmcdz
84
Shoring Design Group
7727 Caminito Liliana
San Diego, CA 92129
Aviara Apartments East
Eng: RPR Sheet____of____
Date: 10/26/2022
Maximum Lagging Design Pressure
Summing forces vertically
Fv z() Wz( ) w areaπ S
2 0
z
zfs z()
d
Summing forces horizontally
Pz()ka γS
2 ckaSurchargeFv z()ka
area
Given , inital guess:z 3 ft
Taking partial derivative with respect to z:
z
Pz()d
d
0=D Find z()
γ S4 c
4 γkatan ϕ()()3.6ftDepth to critical tension crack &
maximum lagging design pressureD3.6 ft
Maximum design pressure
Pmax PD()= Maximum lagging pressure
2 4 60
2103
4103
Soil Pressure
Lagging Length (ft)Soil Pressure (psf)Pmax 180 psf
Sectional Properties
Lagging "3x12, DF#2"
d 3 in= Lagging thickness
= Section modulus
(Rough Sawn)Sm
bd 1
4 in
2
6
Abd1
4 in
= Lagging cross sectional area
(Rough Sawn)
Timber Lagging Design.xmcdz
85
Shoring Design Group
7727 Caminito Liliana
San Diego, CA 92129
Aviara Apartments East
Eng: RPR Sheet____of____
Date: 10/26/2022
Allowable Stress Design
0 2 4 6 82104
1104
0
1104
2104
3104
4104
Shear & Moment Diagrams
Lagging Length (ft)
Maximum lagging stresses
Mmax M 0.5 L()= Maximum bending moment
Vmax V 0.5 shaft()= Maximum shear force
Mmax 1035.2 ft lbffb
Mmax
Sm
Vmax 360.1 lbffv 3
2
Vmax
A
NDS Allowable Stress & Adjustment Factors
Fb 900 psi= Allowable flexural stress_NDS Table 4A
Fv 180 psi= Allowable shear stress_NDS Table 4A
CD 1.1= Load duration factor_NDS Figure B1, Appendix B
Cr 1.15= Repetative member factor_NDS 4.3.9
Cfu 1.2= Flat-use factor
CF 1= Size factor
Ct 1= Temprature factor_NDS Table 2.3.3
Ci 1= Incising factor
CL 1= Beam stability factor (Flat)
CF Fb900 psi Maximum Design Stress
CM 1 CF Fb1150 psiif
0.85 otherwise
= Wet service factor fb 821.4 psi
fv 16.4 psi
CM 1
Timber Lagging Design.xmcdz
86
Shoring Design Group
7727 Caminito Liliana
San Diego, CA 92129
Aviara Apartments East
Eng: RPR Sheet____of____
Date: 10/26/2022
Tabulated Stresses
Bending Stress
Fb' CD CMCtCLCFCfuCiCrFb= Tabulated bending stress_NDS Table 4.3.1
Bending if fb Fb'"Ok""No Good"()
Fb'1366 psi
fb 821 psiBending "Ok"
Shear Stress
Fv' CD CMCtCiFv= Tabulated shear stress_NDS Table 4.3.1
Shear if fv Fv'"Ok""No Good"()
Fv'198 psi
fv 16.4 psiShear "Ok"
Timber Lagging Design.xmcdz
87
Shoring Design Group
7727 Caminito Liliana
San Diego, CA 92129
Aviara Apartments
Engr: RPR Date: 10/26/22
Sheet:______ of ______
Shotcrete Facing Design
Input Parameters:
Sectional Geometry
H10ft= Maximum shotcrete retained height
b12in= Cross sectional width for analysis
tw 8 in= Shotcrete wall thickness
bf 10 in= Soldier beam flange width
d' 4 in= Distance to compressive reinforcement
xt 8ftbf= Maximum shotcrete clear span
Governing Load Combinations
Pa 45 pcf= Active earth loading
Ps 72 psf= Live load surcharge
Eq 15 pcf= Seismic surcharge
CBC Eqn. 16A-5: 1.6H + 1.0E + 0.5L
w b 1.6 PaH1.0 EqH0.5 Ps()= Factored line loading w 0.9 klf
Mu wxt2
8= Maximum bending moment Mu 5.8 ft kip
Wire "W4.0 x W4.0"
grid 6 in= Welded wire center-to-center grid spacing
Ast 0.08
in2
ft= Weld wire reinforcement area per foot width
Shotcrete Facing Design.xmcd
88
Shoring Design Group
7727 Caminito Liliana
San Diego, CA 92129
Aviara Apartments
Engr: RPR Date: 10/26/22
Sheet:______ of ______
Reinforcement Properties
Steel "Deformed Rebar ASTM A615"
Es 29000 ksi= Elastic modulus of steel
fy 60 ksi= Rebar yield strength (Grade 60)
εy 0.002
in
in= Steel yielding strain
εcu 0.003 in
in= Concrete compressive strain
ϕ 0.90= Bending moment strength reduction factor
γc 150 pcf= Concrete unit weight
fc' 4000 psi= Concrete compressive strength
Steel Geometry NLayer 1---> Number of longitudinal layers
i12NLayer
Bar 5 0()= Bar size per layer
s0in= Compressive face rebar spacing
s' 12 in= Tensile face rebar spacing
d'i d' i 1=if
d otherwise
= Depth to effective centriod of tensile steel reinforcement
β1 0.85 fc' 4 ksiif
0.85 0.05
fc' 4 ksi
ksi4 ksifc'8 ksiif
0.65 otherwise
= Equivalent stress block coefficient - ACI318_10.2.7.3
Shotcrete Facing Design.xmcd
89
Shoring Design Group
7727 Caminito Liliana
San Diego, CA 92129
Aviara Apartments
Engr: RPR Date: 10/26/22
Sheet:______ of ______
Strain Compatability Solve Block
Asi areabar1 Bar11
b
s'
Ast bi1=if
areabar1 Bar12
b
s
Ast botherwise
= Area of steel per layer
As 0.39()in2
Strain Compatability Solver
c ci 0.1 in
Fsum 1kip
ci ci 0.001 in
a β1 ci
Ac b a
εsi εcu
εcu di
ci
i 1 Layersfor
fsi Es εsiif di a0.85 fc'0εsi εyif
fsi fyif di a0.85 fc'0otherwise
i 1 Layersfor
Fsum
1
Layers
i
fsi Asi
Ac 0.85fc'
Fsum 0while
cireturn
Neutral Axis Depth
c 0.67 in
Shotcrete Facing Design.xmcd
90
Shoring Design Group
7727 Caminito Liliana
San Diego, CA 92129
Aviara Apartments
Engr: RPR Date: 10/26/22
Sheet:______ of ______
Concrete Nominal Compressive Strength
a β1 c= Equivalent stress block depth
Ac a b= Concrete compressive block equivalent area
Cc Ac 0.85fc'= Concrete compressive force
Reinforcing Steel Nominal Tensile Strength
εsi εcu
εcu di
c= Steel strain profile
fsi Es εsiif di a0.85 fc'0εsi εyif
fyif di a0.85 fc'0otherwise
= Reinforcing steel stress
Fsi fsi Asi= Reinforcing steel tensile force
Nominal Moment Capacity Summation of Forces
(Strain compatibility
check)
Mn Cc
tw
2
a
2
1
Layers
i
Fsi tw
2 di
1
Layers
i
Fsi
Cc0 kip
ϕ Mn6.5 ft kip
CHECK AGAINST GOVERNING LOAD FACTOR
Check if Mu ϕ Mn"Ok""No Good"()
ϕ Mn6.5 ft kip
Mu 5.8 ft kip
Check "Ok"
Shotcrete Facing Design.xmcd
91
Section 12
Shoring Design GroupAviara ApartmentsSoldier Beam Schedule10/26/2022Revision 0Maximum Toe Total ToeFromTo Beam Beam Shored Depth Drill DiameterBeamBeam Qty Section Height DepthH D H+D Dshaftft ft ft in1 1 1 W 14 x 30 5.0 10.0 15.0 242 2 1 W 16 x 36 6.0 14.0 20.0 243 3 1 W 16 x 45 10.0 17.0 27.0 244 4 1 W 18 x 50 11.0 18.0 29.0 245 6 2 W 18 x 71 12.0 18.0 30.0 307 7 1 W 18 x 76 13.0 19.0 32.0 308 10 3 W 14 x 74 12.0 18.0 30.0 3011 12 2 W 14 x 74 10.0 18.0 28.0 3013 13 1 W 14 x 74 12.0 18.0 30.0 3014 14 1 W 14 x 30 5.0 10.0 15.0 2492
Section 13
REPORT OF GEOTECHNICAL INVESTIGATION
AVIARA APARTMENTS – EAST PARCEL
6145 LAUREL TREE LANE
CARLSBAD, CALIFORNIA 92009
Prepared for
BRIDGE HOUSING
4142 Adams Avenue, Suite 103-627
San Diego, California 92116
Prepared by
GROUP DELTA CONSULTANTS, INC.
9245 Activity Road, Suite 103
San Diego, California 92126
Project No. SD722
October 24, 2022
9245 Activity Road, Suite 103, San Diego, CA 92126 TEL: (858) 536-1000
Anaheim – Irvine – Ontario – San Diego – Torrance
www.GroupDelta.com
October 24, 2022
BRIDGE Housing
4142 Adams Avenue, Suite 103-627
San Diego, California 92116
Attention: Mr. Jeff Williams, Senior Project Manager
SUBJECT: REPORT OF GEOTECHNICAL INVESTIGATION
Aviara Apartments – East Parcel
6145 Laurel Tree Lane
Carlsbad, California 92009
Mr. Williams:
Group Delta Consultants (Group Delta) is submitting this geotechnical investigation report to
support the design and construction of a 70 unit, four story “tuck under” apartment complex on a
2.31-acre site (1.49 acres for development). Group Delta prepared this report per the referenced
proposal (Group Delta, 2022).
We appreciate this opportunity to be of continued professional service. Please contact us with
questions or comments, or if you need anything else.
GROUP DELTA CONSULTANTS
Allison Bieda, P.G. 10048, E.I.T. James C. Sanders, C.E.G. 2258
Project Geologist/Engineer Principal Engineering Geologist
Charles Robin (Rob) Stroop, G.E. 2298
Associate Engineer
Distribution: Addressee – Jeff Williams (jwilliams@bridgehousing.com)
03/31/24
Report of Geotechnical Investigation Project No. SD722
Aviara Apartments – East Parcel October 24, 2022
BRIDGE Housing Page i
2022-10-24 BRIDGE Aviara East GeoRpt (Group Delta).doc
TABLE OF CONTENTS
1.0 INTRODUCTION ............................................................................................................ 1
1.1 Scope of Services .................................................................................................... 1
1.2 Site Description ....................................................................................................... 1
1.3 Project Description ................................................................................................. 2
1.4 Previous Geotechnical Studies ................................................................................ 2
2.0 FIELD AND LABORATORY INVESTIGATION .................................................................... 3
3.0 GEOLOGY AND SUBSURFACE CONDITIONS ................................................................... 3
3.1 Artificial Fill – Undocumented (afu) and Roadway (afr) ............................................ 3
3.2 Young Alluvium (Qya) .............................................................................................. 4
3.3 Santiago Formation (Tsa) ........................................................................................ 4
3.4 Groundwater........................................................................................................... 4
4.0 GEOLOGIC HAZARDS .................................................................................................... 5
4.1 Strong Ground Motion ............................................................................................ 5
4.2 Earthquake Surface Fault-Rupture Hazard .............................................................. 5
4.3 Liquefaction and Secondary Effects ........................................................................ 6
4.4 Seismic Compaction ................................................................................................ 6
4.5 Landslides and Slope Instabilities ............................................................................ 6
4.6 Seiches and Tsunamis ............................................................................................. 6
5.0 GEOTECHNICAL CONDITIONS ....................................................................................... 7
5.1 Compressible Soils .................................................................................................. 7
5.2 Expansive Soils ........................................................................................................ 7
5.3 Reactive Soils .......................................................................................................... 7
5.4 Stormwater Infiltration ........................................................................................... 7
6.0 CONCLUSIONS .............................................................................................................. 8
7.0 RECOMMENDATIONS ................................................................................................... 9
7.1 General ................................................................................................................... 9
7.1.1 Design Groundwater Elevation ................................................................... 9
7.1.2 Seismic Design ............................................................................................. 9
7.1.3 Surface Drainage ....................................................................................... 10
7.2 Earthwork ............................................................................................................. 10
Report of Geotechnical Investigation Project No. SD722
Aviara Apartments – East Parcel October 24, 2022
BRIDGE Housing Page ii
2022-10-24 BRIDGE Aviara East GeoRpt (Group Delta).doc
7.2.1 Site Preparation ........................................................................................ 11
7.2.2 Remedial Earthwork .................................................................................. 11
7.2.3 Fill Compaction .......................................................................................... 12
7.2.4 Reuse of Existing Soils ............................................................................... 12
7.2.5 Import Soil ................................................................................................. 12
7.3 Foundation Recommendations ............................................................................. 13
7.3.1 Post-Tensioned Slabs ................................................................................ 13
7.3.2 Conventional Shallow Foundations – Accessory Structures ...................... 13
7.3.3 Settlement ................................................................................................ 14
7.3.4 Lateral Resistance ..................................................................................... 14
7.4 On-Grade Slabs ..................................................................................................... 14
7.4.1 Subgrade Support and Preparation ........................................................... 14
7.4.2 Slab Thickness and Reinforcement ............................................................ 14
7.4.3 Moisture Protection for Interior Slabs....................................................... 15
7.5 Earth Retaining Structures .................................................................................... 15
7.5.1 Free Standing Gravity or Cantilever Retaining Walls ................................. 15
7.5.2 Temporary Shoring .................................................................................... 15
7.6 Exterior Surface Improvements ............................................................................ 16
7.6.1 Asphalt Concrete Pavements .................................................................... 16
7.7 Interlocking Concrete Pavers ................................................................................ 16
7.7.1 Exterior Concrete Slabs ............................................................................. 17
7.7.2 Pavement Subgrade Preparation .............................................................. 17
8.0 CONSTRUCTION CONSIDERATIONS ............................................................................ 17
9.0 GEOTECHNICAL SERVICES DURING CONSTRUCTION ................................................... 18
10.0 LIMITATIONS .............................................................................................................. 18
11.0 REFERENCES ............................................................................................................... 20
Report of Geotechnical Investigation Project No. SD722
Aviara Apartments – East Parcel October 24, 2022
BRIDGE Housing Page iii
2022-10-24 BRIDGE Aviara East GeoRpt (Group Delta).doc
FIGURES
Figure 1 – Site Vicinity Map
Figure 2 – Exploration Location Map
Figure 3A – Cross Section A-A’
Figure 3B – Cross Section B-B’
Figure 4 – Geologic Map
Figure 5 – Regional Fault Map
Figure 6 – Shallow Foundation Dimension Details
Figure 7 – Lateral Earth Pressures for Yielding Retaining Walls
Figure 8 – Wall Drainage Detail
Figure 9 – Lateral Earth Pressures for Cantilever Temporary Shoring
APPENDICES
Appendix A – Previous Subsurface Exploration
Appendix B – Current Subsurface Exploration
Appendix C – Current Geotechnical Laboratory Testing
Appendix D – Calculations
Report of Geotechnical Investigation Project No. SD722
Aviara Apartments – East Parcel October 24, 2022
BRIDGE Housing Page 1
2022-10-24 BRIDGE Aviara East GeoRpt (Group Delta).doc
1.0 INTRODUCTION
This report presents the results of a geotechnical investigation by Group Delta Consultants
(Group Delta) for a proposed 70 unit, four story “tuck under” apartment complex on a 2.31-acre
site (1.49 acres for development) in Carlsbad, California. The site is northeast of the intersection of
Laurel Tree Lane with Avia Parkway. Figure 1, Site Vicinity Map, shows the location of the site.
The purpose of this report is to provide geotechnical recommendations for design and
construction. Group Delta developed the recommendations using information from the previous
geotechnical studies referenced in this report, recent subsurface exploration and laboratory
testing, geologic and geotechnical engineering interpretation and analyses, and our previous
experience with similar geologic conditions.
1.1 Scope of Services
Group Delta prepared this report per the referenced proposal (Group Delta, 2022). We provided
the following scope of services.
• Desk study review of the referenced previous geotechnical studies. Appendix A provides
relevant information.
• A site reconnaissance and field investigation consisting of one exploratory boring and three
cone penetrometer tests. Figure 2, Exploration Location Map, shows the approximate
locations of these explorations. Appendix B provides relevant information.
• Geotechnical laboratory testing of soil samples collected from the borings. Appendix C
provides the test results.
• Engineering analysis of the field and laboratory data to develop geotechnical parameters
and preliminary recommendations for design and construction.
• Preparation of this report with our findings, conclusions, and recommendations.
1.2 Site Description
The entitlement package (KTGY Architecture + Planning, 2020) refers to the project site as the “East
Parcel”. The site is northeast of the intersection of Laurel Tree Lane with Avia Parkway, and slopes
descend from the roadways down to the parcel on the west and south sides. The East Parcel is
lightly vegetated, relatively level land with elevations ranging from west to east of about 90 to 100
feet (NGVD 27). A natural channel with abundant vegetation borders the northern perimeter.
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1.3 Project Description
Earthwork to form the site will require an estimated 3,140 cubic yards of import to establish a
finished subgrade elevation of approximately 97 feet. Cut and fill depths are less than 5 feet, except
in the retained areas as described below.
There will also be five perimeter retaining walls with exposed heights ranging from 1.5 to 10 feet.
Most of these walls will be constructed within the existing roadway embankment slopes (i.e., “cut”
retaining walls). The wall along the northern perimeter will retain about 5 feet of new fill. Four of
the walls will conform to San Diego Regional Standard Drawings C-1, C-4, C-5, and C-6. The highest
wall has a site specific design by the Structural Engineer, VCA. Exterior surface improvements will
consist of asphaltic concrete paving drive areas and concrete sidewalks. New underground utilities
will be storm drain, sewer, and domestic and fire water.
The proposed apartment buildings totaling 21,097 square feet (ground level) will be 4-story wood
framed with 12-inch thick post-tensioned mat slab foundations. The edge of the post tensioned
mat slab will be 12 inches below the bottom of the mat slab. There will also be 32 carports
supported on conventional shallow foundations.
We have based our understanding of the project from a review of the grading plans (Hunsaker &
Associates, 2022) and the structural plans (VCA, 2022).
1.4 Previous Geotechnical Studies
A previous preliminary geotechnical evaluation (GeoSoils, 2016 and 2018) indicated that 17 to 20
feet of undocumented fill, roadway fill and alluvium overlie sandstone mapped as belonging to the
Santiago Formation. The geotechnical evaluation report encountered perched groundwater at a
depth of about 21 feet. The report opined that the fill, alluvium and weathered sandstone were
compressible and unsuitable for support of the improvements. The report provided preliminary
recommendations for removal and recompaction, deep foundations, or ground improvement
alternatives.
The subsurface exploration within the East Parcel comprised one hollow stem auger test boring to a
depth of 50 feet with associated laboratory testing of soil samples, two Cone Penetration Tests
(CPT) to a depth of 50 feet with shear wave velocity measurements at 5- to 10-foot depth
increments, and one 44-inch-deep percolation test. The Categorization of Infiltration Conditions
Checklist, Form I-8 concluded that full or partial infiltration was not possible. The grading plans
included with the entitlement package show stormwater detention basins.
An earlier geotechnical investigation completed for the Cobblestone Sea Village offsite
improvements (Geocon, 1989), included explorations within Aviara Parkway directly adjacent to
site. The explorations indicate approximately 50 feet of alluvium overlie the Santiago Formation,
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however, the soil descriptions and CPT outputs match the information from GeoSoils’ investigation.
Therefore, Geocon may have logged the upper weathered Santiago Formation as Alluvium.
An additional 20 feet of roadway fill was placed for the development of what is now Aviara
Parkway. Cross-Section E-E’ (Geocon, 1989) indicates that Geocon recommended a minimum of 5
feet of removal and recompaction below the roadway embankment. They further recommended
extending the removal and recompaction at horizontal distance outside of the toe of the
embankment that is equal the depth of the removal and recompaction.
2.0 FIELD AND LABORATORY INVESTIGATION
The field investigation included a site reconnaissance and advancing one exploratory boring and
three CPT soundings. The field explorations were completed on March 14, 2022. The maximum
depth of exploration was approximately 52 feet. Figure 2, Exploration Location Plan, shows the
approximate locations of these explorations. Figures 3A and 3B are the cross-sections A-A’ and B-B’
showing the subsurface conditions encountered. Appendix B provides relevant information.
Soil samples were collected from the borings for laboratory testing. The testing program included
sieve analyses and plasticity index testing to classify the soil using the Unified Soil Classification
System. Index tests were also completed to evaluate the soil expansion potential and corrosivity.
The laboratory test results are provided on the Boring Records in Appendix B and in Appendix C.
3.0 GEOLOGY AND SUBSURFACE CONDITIONS
The site is located within the Peninsular Ranges geomorphic province of California. This province is
characterized by rugged north-south trending mountains separated by subparallel faults and a
coastal plain of subdued landforms underlain by sedimentary formations. The site is within the
coastal region in Carlsbad within a natural drainage underlain by young alluvium (map symbol Qya)
and Eocene-aged Santiago Formation (map symbol Tsa). Figure 4, Geologic Map, shows the mapped
limits of these geologic units relative to the site.
There are also local areas of fill above these units that is not shown on the geologic map. We
consider this fill to be “undocumented” since there are no records of observation and testing by a
Geotechnical Engineer available for review. This fill stems from prior grading at the site and
development of the adjacent roadways.
3.1 Artificial Fill – Undocumented (afu) and Roadway (afr)
Undocumented artificial fill soils were encountered in all the exploratory borings. The fill soils
typically ranged from about 5 to 13 feet in thickness. The fill soils were primarily observed to
consist of clayey sand (Unified Soil Classification System - SC) and sandy clay (CL). The relative
density and consistency based on drive sampler resistance was loose to medium dense sand and
medium stiff to stiff clay.
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Fill associated with the roadway construction also underlies the site. This fill may have been placed
under the observation and testing of a Geotechnical Engineer. While record requests by Group
Delta and GeoTek (GeoTek, 2021) to the City of Carlsbad for as-built geotechnical reports did not
provide report(s) of the grading observations for review, an earlier geotechnical investigation
completed for the Cobblestone Sea Village offsite improvements (Geocon, 1989) has a cross section
(Section E-E’) for the portion of Aviara Parkway that borders the site. This cross section shows a
recommended minimum of 5 feet of removal and recompaction below the contact of the roadway
embankment with the original ground surface, which is shown to be at an elevation of about 85
feet. Geocon recommended extending the removal along a 1:1 projection beyond the toe of the
embankment to the bottom of removal. Group Delta and Geosoils (Geosoils 2016) did not have
subsurface explorations within this fill for the geotechnical investigation of the eastern site.
However, GeoTek (GeoTek, 2021) located subsurface explorations within this fill in the western site
and reported “The road fill was sufficiently dense enough to cause auger resistance and slight
chatter during field operations, however, blow counts indicate moderate compaction of these fill
soils”.
3.2 Young Alluvium (Qya)
Beneath the undocumented fill in each boring, young alluvium was encountered. The alluvial soils
primarily consisted of sandy clay (CL) and clayey sand (SC), and silty sand (SM). These young alluvial
soils varied in thickness from about 4 to 15 feet. The relative densities and consistencies based on
drive sampler resistance was medium dense sands and stiff to very stiff clays.
3.3 Santiago Formation (Tsa)
Sandstone and claystone mapped as the Santiago Formation was encountered in all the borings
and CPTs below the alluvium to the maximum depth explored, as summarized below. The depth to
this material varied from about 11 feet to 22 feet below the current ground levels.
This material is very weathered, and samples obtained using driven split barrel samplers were
observed to mostly consist of fine to medium grained clayey sand (SC) and silty sand (SM), with
some occasional sandy clay (CL). The relative density based on drive sampler resistance was
medium dense to dense, becoming very dense at depth.
3.4 Groundwater
During our exploration in March 2022, groundwater was encountered in the Group Delta borings at
depths of about 16 feet below the existing ground surface during drilling (approximate elevation of
79 feet). This is generally consistent with the groundwater elevation encountered by GeoSoils
during their 2016 investigation, which was at depths of about 17 feet to 21½ feet below grade
(approximate elevations of 79 to 80 feet).
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Changes in rainfall, irrigation, or site drainage may produce seepage or perched groundwater at
any location underlying the site. Such conditions are difficult to predict and are typically mitigated
if and where they occur. Groundwater production wells could influence groundwater levels in
some areas.
4.0 GEOLOGIC HAZARDS
The primary geologic hazard is the potential for strong ground motion from a nearby or distant
earthquake. Secondary, but relatively low geologic hazards include soil liquefaction that could
occur from strong ground motion or potential for slope instability. We did not find evidence of a
potential earthquake surface fault rupture, tsunamis or seiches. Geologic hazards are further
described below.
4.1 Strong Ground Motion
The site is in an area of high seismicity, with many faults in the area capable of producing strong
ground motion. The closest active fault to the site is the Rose Canyon fault, located about 8
kilometers (km) to the west. Rose Canyon is generally considered to be capable of producing
earthquakes with a maximum magnitude (MW) of 7. Other regional faults include numerous
offshore faults, including Carlsbad (Mw = 6.7) which is located about 18 km west of the site,
Oceanside (Mw =7.2) which is about 30 km west of the site, Coronado Bank (Mw = 7.4) located
about 34 km west of the site. One of the most active regional faults is the Elsinore fault system,
which consists of a series of sections that are estimated to be capable of producing earthquakes
with a maximum magnitude of 7.8 when they rupture in combination. The Julian section is located
about 36 km northeast of the site. Regional faults are presented in Figure 5, Fault Map.
The site could be subject to moderate to strong ground motion from a nearby or more distant,
large magnitude earthquake occurring during the expected life span of the structure. This hazard is
managed by structural design using the latest edition of the California Building Code. Seismic design
parameters are provided in the Recommendations section. For the Maximum Considered
Earthquake (MCE) hazard level, the PGA is the geometric mean (MCEG) peak ground acceleration
of 0.52g.
4.2 Earthquake Surface Fault-Rupture Hazard
The potential for surface fault rupture is very low. Surface rupture is the result of movement on an
active fault reaching the ground surface. The site is not crossed by a Holocene-active fault and
structures intended for human occupancy as defined by the California Geological Survey (CGS,
2018) are located outside of Earthquake Fault Zones. Figure 5, Fault Map, indicates the closest
known Holocene-active fault is the Rose Canyon fault zone that is approximately 5 miles (8
kilometers) west of the site. Small, unnamed faults are closer to the site (Figure 4, Geology Map);
however, these small faults have not ruptured within Holocene time and are not considered active
by the State of California or the United States Geological Survey (USGS).
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4.3 Liquefaction and Secondary Effects
The potential for liquefaction and secondary effects to occur should generally be very low. The
potential for liquefaction may be higher within the southwest portion of the site that may have
originally been a confluence of channels, due to the interpretation of older topography maps and
the presence of thicker alluvial sands in CPT-03. The potential for liquefaction should be very low in
the northern and eastern portions of the site, where the groundwater is typically located below the
alluvial soils within the Santiago Formation. In our opinion, mitigation of liquefaction is not
needed.
Liquefaction is the sudden loss of soil shear strength within saturated, loose to medium dense,
sands and non-plastic silts. Liquefaction is caused by the build-up of pore water pressure during
strong ground motion from an earthquake. The secondary effects of liquefaction are sand boils,
settlement, and instabilities within sloping ground. Of these, liquefaction-induced settlement
should be the most likely to occur given the site surface and subsurface conditions.
Group Delta assessed the potential for liquefaction using current cone penetration test data, the
results of laboratory index testing on soil samples, and the earthquake magnitude and peak ground
acceleration required by the California Building Code and the current standard of practice. The
liquefaction-induced settlement was estimated to range from negligible to 1.5 inches. Appendix D
provides the calculations.
4.4 Seismic Compaction
An additional effect of strong ground motion is the potential for densification of loose to medium
granular soils that are above groundwater, referred to as seismic compaction. This hazard should
be low at the site based on our evaluation.
4.5 Landslides and Slope Instabilities
Based on the relatively flat topography of the site, landslides and large-scale slope instability are
not significant design considerations. However, our observations of the slopes ascending the
roadway to Laurel Tree Lane and Aviara Parkway suggest that they are susceptible to erosion and
shallow slump failures in the upper foot or two of soils. We understand that part of the site
development includes the placement of retaining walls along these areas, and it is anticipated that
the slopes above these walls would be regraded to accommodate the construction. Assuming site
grading and preparation follows the Recommendations section of the report, the risk of adverse
slope instability is low.
4.6 Seiches and Tsunamis
Seiches are standing waves that develop within rivers, reservoirs, and lakes from strong ground
motion. There are not any nearby bodies of water, therefore the risk of seiches is nil. Tsunamis are
sea waves created by the sudden uplift of the sea floor. They are not a design consideration
because of the site elevation above sea level and the distance of the site from the coast.
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5.0 GEOTECHNICAL CONDITIONS
The primary geotechnical condition at the site requiring engineering mitigation is the
compressibility and low soil shear strength of the undocumented artificial fill and alluvial soils.
5.1 Compressible Soils
The undocumented artificial fill has a potential for adverse differential settlement and/or shear
strength failure due to the variable physical characteristics and relative densities that stem from
the uncontrolled placement and compaction of the fill. The alluvial soils are also potentially
compressible. The loads imposed on these soils from additional fill and shallow foundations are
likely to generate short- and long-term total and settlement.
5.2 Expansive Soils
GeoSoils (2016) reported the soils they sampled and tested for Expansive Index exhibited a “low”
potential for expansion when tested per ASTM D4829 at the eastern site. Group Delta tested a
clayey soil sample of undocumented fill that also resulted in a “low” potential for expansion.
However, samples of the clay in the western parcel, on the other side of Aviara Parkway, indicate a
“medium” expansion potential (GeoSoils, 2016).
5.3 Reactive Soils
One corrosion suite (pH, resistivity, soluble sulfate, and chloride) was conducted at the site using
soil samples obtained within the upper 5 feet of the existing ground level. Appendix C provides
these data.
The samples were tested for water-soluble sulfate content to assess the sulfate exposure of
concrete in contact with the site soils. The test results indicate the on-site soils should have a
negligible potential for sulfate attack. The sulfate content of the finish grade soils should be
evaluated at the completion of earthwork.
The samples were tested for pH, resistivity, and chloride content to assess the reactivity of the site
soils with buried metals. The test results indicate the on-site soils may be very corrosive to buried
metals in some portions of site. A Corrosion Consultant may be contacted for specific
recommendations.
5.4 Stormwater Infiltration
The previous study by GeoSoils (2016) performed one percolation test and concluded that the site
does not support either full or partial infiltration. We concur with their assessment.
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6.0 CONCLUSIONS
In our opinion, the site is geotechnically suitable for the proposed development. However,
remedial grading or ground improvement will be needed to support the new structure considering
the geotechnical conditions at the site combined with the expected structural loads. The design
team should consider using remedial grading by overexcavating the undocumented fill and
replacing it with new structural fill. This approach may be more economical than ground
improvement since it can be readily accomplished with conventional grading equipment and does
not require a specialty design or additional equipment mobilization. Specific conclusions are
provided below.
• Compressible and low shear strength soils underlie the sites. Each site is underlain by a
sequence of undocumented fill over young alluvium that ranges from about 11 to 22 feet
thick.
• Competent geotechnical materials consisting of very weathered sandstone and claystone
mapped as the Santiago Formation was encountered in the borings below the alluvium to
the maximum depths explored. The top surface of this material may vary by about 10 feet
across the site.
• Groundwater was encountered at a typical elevation of 79 to 80 feet across the site (about
16 to 21.5 feet below existing grades).
• The potential for liquefaction to occur should be very low. The potential for liquefaction
may be higher within the southern portion of the site due to the presence of a thicker layer
of alluvial sand in that area. The potential for liquefaction may be much lower in other
areas of the site as groundwater is generally within the Santiago Formation and not present
within the alluvial soils or fill. Liquefaction-induced settlement was estimated to range from
negligible to less than 1.5 inches.
• The expansion potential of the near-surface soils was generally found to be low (EI of 20 to
32 in the eastern parcel). However, testing in the nearby western parcel suggests that some
soils may have a medium expansion potential within these soils. Additional testing should
be performed during grading to ensure that highly expansive soils are not placed within 3
feet of the building slab subgrade.
• Corrosion test data indicates that the onsite soils have a negligible potential for sulfate
attack of concrete but may be very corrosive to buried metals based on commonly
accepted criteria. A Corrosion Consultant may be contacted for specific recommendations.
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7.0 RECOMMENDATIONS
The remainder of this report presents recommendations for the site development and structural
design. We have prepared them for the planned four-story tuck-under apartments that we
understand will be supported using post-tensioned mat slab foundations, and the associated site
improvements. The recommendations consider that the site formation will require relatively
limited cut and fill earthwork (about 10 to 15 feet) and that exterior surface improvements will
primarily consist of asphalt concrete paving. If these recommendations do not address a specific
feature of the project, please contact Group Delta for additions or revisions.
We have based these recommendations using empirical and analytical methods that are typical of
the standards of practice in southern California and the San Diego area. They will need to be
updated for the design development, and the results of field testing (e.g., ground improvement
pilot studies) or actual subsurface conditions encountered during construction.
7.1 General
7.1.1 Design Groundwater Elevation
We recommend a design ground water elevation of 80 feet. Note this elevation may differ from
groundwater levels that could be encountered during construction.
7.1.2 Seismic Design
The site classification for seismic design is Site Class D per Chapter 20 of ASCE 7-16. Mapped design
acceleration parameters are presented in the table below. Per Section 11.4.8 of ASCE 7-16, a site-
specific ground motion hazard analysis is required for “structures on Site Class D and E sites with S1
greater than or equal to 0.2”, unless certain exceptions are met. The mapped design acceleration
parameters provided can only be used if Exception 2 of ASCE 7-16 Section 11.4.8 is met:
• If T ≤ 1.5 TS: The value of the seismic response coefficient CS is determined by Eq. (12.8-2), i.e.,
SDS is used to obtain CS, or
• If TL ≥ T > 1.5 TS: The value of seismic response coefficient CS is taken as 1.5 times the value
computed in Eq. (12.8-3), i.e., 1.5*SD1 is used to obtain CS, or
• If T > TL: The value of seismic response coefficient CS is taken as 1.5 times the value computed in
Eq. (12.8-4), i.e., 1.5*SD1 is used to obtain CS.
Based on this exception, if the fundamental period is less than or equal to 1.5TS, SDS must be used
to determine the seismic response coefficient, CS, with equation 12.8-2. If the fundamental period
is higher than 1.5 TS (longer period structures), then the determination of CS is increased by a factor
of 1.5.
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MAPPED SEISMIC DESIGN ACCELERATION PARAMETERS
(ASCE 7-16 Section 11.4)
Design Parameters Mapped Value
Site Latitude 33.12208
Site Longitude -117.30127
Ss (g) 1.035
S1 (g) 0.375
Site Class D
Fa 1.086
Fv 1.925
TS (sec) 0.642
TL (sec) 8
SMS (g) 1.124
SM1 (g) 0.722
SDS (g) 0.7491
SD1 (g) 0.4812
1: For T ≤ 1.5 Ts, SDS should be used only to obtain Cs using Equation 12.8-2.
2: If SD1 is used to obtain CS with either equation 12.8-3 or 12.8-4 of ASCE 7-16, the value
must be increased by a factor of 1.5. This may only be used for T > 1.5 TS.
7.1.3 Surface Drainage
Foundation and slab performance depend on how well surface runoff drains from the site. The
ground surface should be graded so that water flows rapidly away from the structures and tops of
slopes without ponding. The surface gradient needed to achieve this may depend on the planned
landscaping. Planters should be built so that water will not seep into the foundation, slab, or
pavement areas. If roof drains are used, the drainage should be channeled by pipe to storm drains
or discharge 10 feet or more from buildings. Irrigation should be limited to that needed to sustain
landscaping. Excessive irrigation, surface water, water line breaks, or rainfall may cause perched
groundwater to develop within the underlying soil.
7.2 Earthwork
Earthwork should be conducted per the current applicable requirements of the County of San
Diego, the California Building Code, and the project specifications (that will be prepared). This
report provides the following recommendations for specific aspects of earthwork, which may need
to be revised based on the conditions observed during construction.
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7.2.1 Site Preparation
General site preparation should begin with the removal of deleterious materials and demolition
debris from the site, such as landscaping and topsoil, existing structures, foundations, concrete
slabs, asphalt concrete, demolition debris, and any potentially expansive soils (EI>50) located
within 24 inches of the planned finished subgrade elevations. Areas disturbed by demolition
should be restored with a subgrade that is stabilized to the satisfaction of the Geotechnical
Engineer.
Areas to receive fill should be scarified 12 inches and recompacted to 90 percent of the maximum dry
density based on ASTM D1557. In areas of saturated or “pumping” subgrade, a geogrid such as
Tensar BX-1200, Terragrid RX1200 or Mirafi BXG120 may be placed directly on the excavation
bottom, and then covered with at least 12 inches of ¾-inch Aggregate Base (AB). Once the subgrade
is firm enough to attain compaction with the AB, the remainder of the excavation may be backfilled.
It may be necessary to place additional AB to stabilize the subgrade sufficiently to place fill.
Existing subsurface utilities that will be abandoned should be removed and the excavations
backfilled and compacted as described below. Alternatively, abandoned pipes may be grouted
using a two-sack sand-cement slurry under the observation of the Geotechnical Engineer.
7.2.2 Remedial Earthwork
The table below provides requirements for remedial earthwork at the site for support of new
improvements. It is our opinion this remedial earthwork should provide satisfactory long term
performance of the improvements.
REMEDIAL EARTHWORK REQUIREMENTS
Type of Improvement Minimum Depth of
Overexcavation
Lateral Extent of
Overexavation
beyond Improvement
Main Building Foundations ~ 10 feet (all Undocumented Fill) 1 5 feet
Accessory Building Foundations 2 feet below bottom of footing 2 feet
Exterior Surface Improvements 2 feet below finished subgrade 2 2 feet
Notes:
1. The recommended remedial grading 10 feet is an average depth. The Geotechnical Engineer and/or their field
designate will determine the actual depth during grading.
2. The Geotechnical Engineer and/or their field designate should pot-hole, and probe the bottom of retaining
wall foundations to further evaluate foundation bearing. It may be necessary to locally remove and recompact
additional potentially unsuitable foundation soil, or replace these materials with cement-sand slurry or
compacted gravel surrounded with filter fabric.
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The bottom of the excavation should be prepared as recommended in the Site Preparation section
of this report. The excavation should be fill with the excavated soils, or other onsite soils or import
soils that are placed and compacted as recommended in the Fill Placement and Compaction
section.
7.2.3 Fill Compaction
All fill and backfill should be placed at slightly above optimum moisture content using equipment
that can produce a uniformly compacted product. The loose lift thickness should be 8 inches,
unless performance observed and testing during earthwork indicates a thinner loose lift is needed,
or a thicker loose lift is possible, up to a loose lift thickness of 12 inches. The recommended
relative compaction is 90 percent or more, or 95 percent or more where specified, of the maximum
dry density based on ASTM D1557.
A two-sack sand and cement slurry may also be used for structural fill as an alternative to
compacted soil. It has been our experience that slurry is often useful in confined areas that may be
difficult to access with typical compaction equipment. Samples of the slurry should be fabricated
and tested for compressive strength during construction. A 28-day compressive strength of 100
pounds per square inch (psi) or more is recommended for the sand and cement slurry. Gravel (¾-
inch) completely wrapped in filter fabric (Mirafi 140N, or approved equivalent) may also be used as
backfill in confined areas.
7.2.4 Reuse of Existing Soils
Most of the existing soils at the site should be suitable for reuse. Soil with an EI greater than 20
should be placed at depths greater than 5 feet below finished subgrade or disposed offsite. Rocks
or concrete fragments greater than 6 inches in maximum dimension should not be reused.
7.2.5 Import Soil
The Avira East project plans for 3,140 cubic yards of import. In general, import for fill should consist
of granular soil with less than 35 percent passing the No. 200 sieve based on ASTM C136, a
maximum particle size of 3 inches, and an Expansion Index (EI) less than 20 based on ASTM D4829.
Imported fill sources should be observed prior to hauling onto the site. The project Geotechnical
Engineer should test samples of all proposed import to evaluate the suitability of these soils for
their planned use.
During earthwork, soil types may be encountered by the Contractor that do not conform to those
discussed within this report. The Geotechnical Engineer should evaluate the suitability of these
soils for their proposed use.
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7.3 Foundation Recommendations
7.3.1 Post-Tensioned Slabs
A post-tension slab foundation may be designed to bear directly on the low expansion potential
clayey soils (EI less than 50). The subgrade should be prepared following the earthwork
recommendations above. Provided below are preliminary post-tension slab foundation design
parameters. Group Delta developed these parameters using PTI DC10.5, Standard Requirements
for Design and Analysis of Shallow Post-Tensioned Concrete Foundations on Expansive and Stable
Soils (PTI, 2019).
Preliminary Post-Tension Slab Design Parameters:
Moisture Variation, em: Center Lift: 9.0 feet
Edge Lift: 5.2 feet
Differential Swell, ym: Center Lift: 0.4 inches
Edge Lift: 0.7 inches
Allowable Bearing: 1,000 pound per square foot (psf) at slab subgrade*
Minimum Thickness: 12 inches
* Internal bearing values within the perimeter of the post-tension slab may be
increased to 1,500 psf for a minimum embedment of 12 inches, then by 20 percent
for each additional foot of embedment to a maximum of 2,500 psf.
7.3.2 Conventional Shallow Foundations – Accessory Structures
Continuous strip and isolated spread footings for accessory structures such as carports, retaining
walls, and other minor structures, may be designed using the following geotechnical parameters
and recommendations, which assumes site preparation and foundation subgrade is completed as
recommended in this report.
• Allowable bearing pressure of 2,000 pounds per square foot (psf).
• The above parameters assume infinite level ground in front of the footing.
• Bearing pressure may be increased by one-third for short term seismic and wind loads.
• Minimum width and embedment as shown in Figure 6, Shallow Foundation Dimension
Details.
• Reinforcement should be provided by the Structural Engineer.
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7.3.3 Settlement
Total settlement should not exceed 1 inch and the differential settlement over typical column
spacing (horizontal distance of 30 to 40 feet) should not exceed ½ inch, provided the site
preparation and grading is completed as recommended in this report. The majority of the
settlement should occur when loads are applied.
In addition to static settlement, the site may experience some dynamic settlement, with total and
differential dynamic settlements on the order of 1 ½ inches and ¾ inches or less, respectively.
7.3.4 Lateral Resistance
Lateral loads against the structure may be resisted by friction between the bottoms of footings and
slabs and the underlying soil, as well as passive pressure from the portion of vertical foundation
members embedded into compacted fill. A coefficient of friction of 0.25 and a passive pressure of
250 psf per foot of depth may be used.
7.4 On-Grade Slabs
Conventional concrete slabs should have slab thickness, control joints, and reinforcement designed
by the project structural engineer and should conform to the requirements of the current California
Building Code.
7.4.1 Subgrade Support and Preparation
We recommend removing the upper 24 inches of soils below finished subgrade elevation and
properly recompacting these soils as recommended in this report. Where expansive soils are
encountered in the upper 24 inches of subgrade, which are soils with an EI greater than 20, we
recommend removing and replacing them with properly compacted non-expansive soils (EI less
than 20).
7.4.2 Slab Thickness and Reinforcement
There are several chart solutions (ACI, 2006) to complete analyses to develop the slab-on-grade
thickness and reinforcement for preliminary evaluation. These charts use modulus of subgrade
reaction (k). We recommend using 100 pounds per cubic inch (pci). Where software is used, the
Geotechnical Engineer should review the specific input parameter needed and how it is applied in the
software used by the Structural Engineer. The slab thickness, control joints, and reinforcement
should be designed by the Structural Engineer considering the type of support (structural or
subgrade) and should conform to the requirements of the current California Building Code.
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7.4.3 Moisture Protection for Interior Slabs
Moisture protection should comply with requirements of the current CBC, American Concrete
Institute (ACI 302.1R-15), and the desired functionality of the interior ground level spaces. The
Architect typically specifies an appropriate level of moisture protection considering allowable
moisture transmission rates for the flooring or other functionality considerations.
Moisture protection may be a “Vapor Retarder” or “Vapor Barrier” that use membranes with a
thickness of 10 and 15 mil or more, respectively. ACI 302.1R-15 provides a flow chart to determine
when and where these membranes should be used. Note the CBC specifies a Capillary Break, as
defined and installed per the California Green Building Standards, with a Vapor Retarder.
7.5 Earth Retaining Structures
7.5.1 Free Standing Gravity or Cantilever Retaining Walls
Site development may include relatively low height free standing gravity and/or cantilever retaining
walls that could be constructed with masonry block or cast-in-place reinforced concrete. Some of
the retaining wall designs may adopt City or County of San Diego Standards. Permanent cantilever
retaining walls should be free to yield at the top at least ½ percent of the wall height and may be
designed using the earth pressure diagram presented in Figure 7 for level backfill or 2H:1V
(horizontal to vertical ratio) sloping backfill. The lateral earth pressures provided assume the on-
site low expansive soils will be reused as backfill placed within 5 feet horizontally of the back face
of the retaining wall and within a 1:1 plane projected up and away from back of footing. Figure 8
provides recommendations for subsurface drainage behind the wall to avoid the buildup of
hydrostatic pressures from irrigation, surface runoff, or leaking underground utilities.
The toe pressures and backfill friction angles typically used for City and/or County Standard
Drawings and corresponding retaining wall designs should not exceed the allowable bearing
pressure where fill has been placed. However, there may be a need to selectively use the existing
soil as backfill. A Geotechnical Engineer should review the requirements of the specific standard
retaining wall design and where the wall will be used.
7.5.2 Temporary Shoring
The Exploration Location Plan shows the anticipated locations for shoring . Cantilevered temporary
retaining walls may be designed using the earth pressure diagrams and other geotechnical
parameters provided in Figure 9. Special construction methods may be needed for installation of
soldier piles.
Typical shoring systems should be designed against geotechnical failure mechanisms, such as
external stability, foundation heave, and hydraulic failure. The shoring designer should coordinate
with the Geotechnical Engineer during the shoring design to address these potential failure
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mechanisms. The shoring designer is responsible for evaluating structural, facing, and internal
failure mechanisms, such as the lateral and axial capacity of the soldier pile (bending or penetration
failure), rupture of the temporary ground anchor, yielding of the lagging, headed stud failure,
facing flexure and punching shear failure, nail tensile, bending or shear failure, and nail-soil pull out
failure among others. The shoring designer should verify locations of existing foundations and
utilities to avoid anchor conflicts and should select appropriate tieback and soil nail depths and
inclinations.
7.6 Exterior Surface Improvements
7.6.1 Asphalt Concrete Pavements
Exterior surface improvements will be Asphalt Concrete (AC) paving for the new service road.
Preliminary sections are summarized below for an R-Value of 12.
PRELIMINARY ASPHALT CONCRETE PAVEMENT SECTIONS
Traffic Index Asphalt Section
(inches)
Class 2 Aggregate Base
Section
(inches)
5.0 4.0 6.0
6.0 4.0 10.0
7.7 Interlocking Concrete Pavers
Interlocking concrete paver block design was developed using Technical Specification No. 4 of the
Interlocking Concrete Pavement Institute (ICPI). For preliminary design purposes, we have assumed
that the paver blocks will have a minimum nominal thickness of 80 mm. The 80 mm concrete paver
blocks were assumed to be equivalent to 3-inches of asphalt concrete. An R-Value of 12 was
assumed for preliminary design, based on the soils anticipated on site and our experience with
similar material. The following preliminary paver block pavement sections apply:
PRELIMINARY INTERLOCKING CONCRETE PAVER SECTIONS
Traffic Index Paver Section
(mm)
Class 2 Aggregate Base
Section
(inches)
5.0 80 9.0
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7.7.1 Exterior Concrete Slabs
Exterior slabs and sidewalks should be at least 4 inches thick. Crack control joints should be placed
on a maximum spacing of 10-foot centers, each way, for slabs, and on 5-foot centers for sidewalks.
The potential for differential movements across the control joints may be reduced by using steel
reinforcement. Typical steel reinforcement would consist of 6x6 W2.9/W2.9 welded wire fabric
placed securely at mid-height of the slab or sidewalk. Expansion Index (EI) tests should be
performed on the finished subgrade and expansive soils below exterior slabs and sidewalks should
be mitigated per the Geotechnical Engineer as needed if and where they occur during construction.
7.7.2 Pavement Subgrade Preparation
The upper 12 inches of vehicular pavement subgrade should be scarified immediately prior to
constructing the paving, brought to slightly above optimum moisture content, and compacted to 95
percent or more of the maximum dry density per ASTM D1557. The upper 12 inches of sidewalk
pavement subgrade should be scarified immediately prior to constructing the paving, brought to
slightly above optimum moisture content, and compacted to 90 percent or more of the maximum
dry density per ASTM D1557.
Aggregate Base, where specified, should also be brought to slightly above optimum moisture
content and compacted to 95 percent of the maximum dry density. Imported aggregate base
should conform to Caltrans Standard Specifications ¾-inch maximum Class 2 Aggregate Base
(Caltrans, 2018).
8.0 CONSTRUCTION CONSIDERATIONS
Construction of the new structure and improvements will need to adapt to the geotechnical
conditions at the site. Summarized below are the primary geotechnical-related construction
considerations known at this time.
• Existing undocumented fill is anticipated to be on the order of 5 to 13 feet deep. Remedial
grading up to 10 to 15 feet in depth should be anticipated.
• For the temporary slopes and shoring, the Contractor should monitor potential horizontal
or vertical movement of the ground surrounding the excavation. Existing utilities to remain
in place, City of Carlsbad pavements, sidewalks and infrastructure, and structures, should
be protected in-place during construction.
• Cal-OSHA Soil Type C may be assumed for preliminary planning purposes where site surface
and groundwater conditions allow for open cut excavation.
• Analyses of the stability of the proposed temporary slopes with 1:1 (h:v) inclinations that
are shown on the grading plans indicate they should perform satisfactorily. We have
adopted a factor of safety (FS) of 1.2 as suitable for the evaluation of the short-term
stability of the temporary slopes. Appendix D provides a typical calculation.
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9.0 GEOTECHNICAL SERVICES DURING CONSTRUCTION
Geotechnical services during construction are anticipated to consist of the following activities:
• Continuous onsite observation and compaction testing by a Geotechnical Technician during
earthwork with associated laboratory testing (e.g., compaction curves, physical and
engineering properties of engineered fill and import soils, confirming R-Value tests, etc.).
• Full and part-time observation and compaction testing by a Geotechnical Technician as
needed during the backfill of underground utility trenches and retaining walls, the
preparation of pavement subgrade and aggregate base, and the placement of asphalt
concrete. Full time observation is needed when trench excavations are too deep to safely
enter for compaction testing.
• Observation by a Geotechnical Technician to observe that remedial grading removal
bottoms extend to the correct depth and bearing strata is suitable.
• Observation by a Geotechnical Technician to observe that shallow foundation excavations
have the correct plan dimensions and extend to the correct depth and bearing strata is
suitable.
• Geotechnical observations and testing for retaining wall subdrains and hardscape
improvements, as needed to supplement the observations made by the Contractor’s
Competent Person.
• Geologic observations of temporary slopes.
• Consultation by the Geotechnical Engineer for unforeseen conditions, responding to
Requests for Information and Submittals, and attending construction coordination
meetings.
• Preparation of an As-Built Geotechnical Report.
10.0 LIMITATIONS
The recommendations in this report are preliminary and subject to revision from changes that
occur during design development or from the results of field testing or actual subsurface conditions
encountered during construction. Group Delta needs to continue to be part of the project design
and construction for these recommendations to remain valid. If another geotechnical consultant
provides these services, they should prepare a letter indicating their intent to assume the
responsibilities of the project Geotechnical Engineer-of-Record. This letter should also indicate
their concurrence with the recommendations in the report or revise them as needed to assume the
role of the project Geotechnical Engineer-of-Record.
This report was prepared using the degree of care and skill ordinarily exercised, under similar
circumstances, by reputable geotechnical consultants practicing in similar localities. No warranty,
express or implied, is made as to the conclusions and professional opinions included in this report.
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The findings of this report are valid as of the present date. However, changes in the condition of a
property can occur with the passage of time, whether due to natural processes or the work of
humans on this or adjacent properties. In addition, changes in applicable or appropriate standards
of practice may occur from legislation or the broadening of knowledge. Accordingly, the findings of
this report may be invalidated wholly or partially by changes outside our control. Therefore, this
report is subject to review and should not be relied upon after a period of three years.